框架截面尺寸及線剛度計(jì)算2.1樓板厚度樓板采用現(xiàn)澆樓板，鋼筋混凝土單向板跨厚比不大于30，雙向板不大于40，且板的最小厚度應(yīng)取80mm，故樓面板厚度取100mm，屋面板厚度為120mm。2.2梁截面尺寸主梁截面高度h為跨度的1/18~1/10，寬度b=(1/2~1/4)h；次梁截面高度h取梁跨度的1/18~1/12，寬度b=(1/2~1/4)h，對(duì)于該工程實(shí)例，選取eq\o\ac(○,3)號(hào)軸線對(duì)應(yīng)一榀框架進(jìn)行計(jì)算，則梁截面尺寸選取如下：AB梁：h=(1/18~1/10)×lAB=(1/18~1/10)×7200mm，取h=600mm；b=(1/4~1/2)×h=(1/4~1/2)×600mm，取b=250mm。BC梁：h=(1/18~1/10)×lBC=(1/18~1/10)×2400mm，取h=400mm；b=(1/4~1/2)×h=(1/4~1/2)×400mm，取b=250mm。CD梁：h=(1/18~1/10)×lCD=(1/18~1/10)×7200mm，取h=600mm；b=(1/4~1/2)×h=(1/4~1/2)×600mm，取b=250mm。縱梁：h=(1/18~1/10)×l=(1/18~1/10)×7800mm，取h=600mm；b=(1/4~1/2)×h=(1/4~1/2)×600mm，取b=250mm。次梁：h=(1/18~1/12)×l=(1/18~1/12)×7200mm，取h=500mm；b=(1/4~1/2)×h=(1/4~1/2)×500mm，取b=250mm。由上述計(jì)算可知：AB梁：b×h=250mm×600mmBC梁：b×h=250mm×400mmCD梁：b×h=250mm×600mm縱梁：b×h=250mm×600mm次梁：b×h=250mm×500mm2.3柱截面尺寸柱截面尺寸可根據(jù)軸壓比公式計(jì)算，根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010）6.3.6規(guī)定，三級(jí)抗震等級(jí)的框架結(jié)構(gòu)，柱的軸壓比限值為0.85，各層重力荷載可近似取14kN/m2。其中柱的軸壓力設(shè)計(jì)值：A柱：N=1.3×((7800/1000+7800/1000)/2×7200/1000/2)×14×6=3066.34kNA≥3066.34×1000/(0.85×14.3)=252269.52mm2B柱：N=1.25×((7800/1000+7800/1000)/2×(7200/1000+2400/1000)/2)×14×6=3931.20kNA≥3931.20×1000/(0.85×14.3)=323422.46mm2C柱：N=1.25×((7800/1000+7800/1000)/2×(7200/1000+2400/1000)/2)×14×6=3931.20kNA≥3931.20×1000/(0.85×14.3)=323422.46mm2D柱：N=1.3×((7800/1000+7800/1000)/2×7200/1000/2)×14×6=3066.34kNA≥3066.34×1000/(0.85×14.3)=252269.52mm2截面形式采用正方形截面，故對(duì)各柱的面積進(jìn)行開方取最大值，根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010）6.3.5規(guī)定柱截面尺寸，四級(jí)抗震時(shí)或樓層層數(shù)不超過2層時(shí)不宜小于300mm，一、二、三級(jí)抗震時(shí)且樓層層數(shù)超過2層時(shí)不宜小于400mm。同時(shí)為方便計(jì)算，ABCD柱尺寸保持一致，同時(shí)為滿足規(guī)范中上下層側(cè)向剛度不宜小于0.7，故底層柱截面尺寸為：b×h=750mm×750mm，其余各層柱截面均為b×h=750mm×750mm。為避免發(fā)生剪切破壞，柱凈高與截面長(zhǎng)邊之比應(yīng)大于4。層高最低為3000mm，H/h=3000/750=4，滿足要求。2.4計(jì)算框架及計(jì)算單元?、咛?hào)軸為一榀框架。圖2.1計(jì)算框架簡(jiǎn)圖根據(jù)建筑設(shè)計(jì)資料，首層柱高應(yīng)為樓層高度3600mm、室內(nèi)外高差450mm以及基礎(chǔ)頂?shù)降孛娓叨?000mm三者之和，所以可得底層柱高為5050mm。根據(jù)塑性鉸線法，將各角點(diǎn)沿著45度方向的塑性鉸線連接在一起，將板分成不同區(qū)格，從而形成計(jì)算單元簡(jiǎn)圖，一榀框架的重力荷載計(jì)算部分如圖2.2虛線區(qū)域所示，即是框架與框架之間的一半。圖2.2計(jì)算單元簡(jiǎn)圖2.5線剛度計(jì)算對(duì)于現(xiàn)澆結(jié)構(gòu)，在計(jì)算框架梁的截面慣性矩時(shí)，考慮現(xiàn)澆樓板與梁連接對(duì)梁的慣性矩的有利影響，在設(shè)計(jì)時(shí)考慮一定的放大系數(shù)：中框架梁的截面慣性矩I=2.0I0，對(duì)于邊框架梁的截面慣性矩I=1.5I0。I0為框架梁按矩形截面計(jì)算的截面慣性矩。（詳見《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》（JGJ3—2010）第5.2.2條文說明）。梁柱線剛度按下式進(jìn)行計(jì)算：1）梁線剛度：其中對(duì)于中間框架：I=2.0I0，邊框架：I=1.5I0。2）柱線剛度：由于本文選擇eq\o\ac(○,3)號(hào)軸線對(duì)應(yīng)框架作為計(jì)算框架，該框架為中間框架，計(jì)算過程如下：AB梁：ib=2EI0/l=2×3×10^4×250×600^3/12/7200=3.75×10^10N·mmBC梁：ib=2EI0/l=2×3×10^4×250×400^3/12/2400=3.33×10^10N·mmCD梁：ib=2EI0/l=2×3×10^4×250×600^3/12/7200=3.75×10^10N·mm由于ABCD柱的尺寸相同，可統(tǒng)一計(jì)算：上部各層A/B/C/D柱：ib=EI0/l=3×10^4×750×750^3/12/3000=26.37×10^10N·mm底層A/B/C/D柱：ib=EI0/l=3×10^4×750×750^3/12/5050=15.66×10^10N·mm3重力荷載計(jì)算3.1屋面荷載表3.1屋面做法及恒載計(jì)算名稱做法厚度(mm)容重(kN/m3)荷載(kN/m2)防水層4厚SBS改性瀝青防水4110.044找平層1:3水泥沙漿找平20200.40找坡層40厚水泥爐渣找坡40140.56隔熱層40厚擠塑聚苯板400.50.02結(jié)構(gòu)層現(xiàn)澆鋼筋混凝土板120253.00抹灰層水泥砂漿板底抹灰10200.20合計(jì)4.2243.2樓面荷載表3.2樓面做法及恒載計(jì)算名稱做法厚度(mm)容重(kN/m3)荷載(kN/m2)面層水磨石地面10mm面層0.65水磨石地面20mm水泥砂漿打底找平層10厚水泥砂漿找平10200.20結(jié)構(gòu)層現(xiàn)澆鋼筋混凝土板100252.50抹灰層水泥砂漿板底抹灰10200.20合計(jì)3.553.3墻體荷載墻體荷載：為便于計(jì)算，外墻墻體寬度為200mm，墻體材料選用粉煤灰加氣混凝土砌塊（5.5kN/m3），并進(jìn)行20mm厚混合砂漿粉刷；內(nèi)墻墻體寬度為200mm，墻體材料選用粉煤灰加氣混凝土砌塊（5.5kN/m3），并進(jìn)行20mm厚混合砂漿粉刷；女兒墻墻體寬度為200mm，墻體材料選用粉煤灰加氣混凝土砌塊（5.5kN/m3），并進(jìn)行20mm厚混合砂漿粉刷。在計(jì)算過程中，不考慮門窗自重，將墻體當(dāng)作為未開門洞的整墻進(jìn)行計(jì)算，通過下列計(jì)算方式可得墻體的線荷載大小，以外墻為例：標(biāo)準(zhǔn)層墻體線荷載計(jì)算：墻體線荷載=砌塊容重×(標(biāo)準(zhǔn)層層高-梁高)×墻體寬度×墻體單位長(zhǎng)度+砂漿容重×粉刷厚度×(標(biāo)準(zhǔn)層層高-梁高)×墻體單位長(zhǎng)度×粉刷次數(shù)；即：5.5×(3-0.6)×0.24×1+20×0.02×(3-0.6)×1×2=4.560kN/m。底層墻體線荷載計(jì)算：墻體線荷載=砌塊容重×(底層層高-梁高)×墻體寬度×墻體單位長(zhǎng)度+砂漿容重×粉刷厚度×(底層層高-梁高)×墻體單位長(zhǎng)度×粉刷次數(shù)；即：5.5×(3.6-0.6)×0.24×1+20×0.02×(3.6-0.6)×1×2=5.700kN/m。女兒墻：墻體線荷載=砌塊容重×女兒墻高度×女兒墻寬度×女兒墻單位長(zhǎng)度+砂漿容重×粉刷厚度×女兒墻高度×女兒墻單位長(zhǎng)度×粉刷次數(shù)；即：5.5×0.9×0.2×1+20×0.02×0.9×1×2=1.71kN/m。3.4梁、柱自重標(biāo)準(zhǔn)層梁柱側(cè)面同樣進(jìn)行20mm厚混合砂漿粉刷。AB梁線荷載計(jì)算：梁自重=梁寬度×(梁高度-板厚度)×梁?jiǎn)挝婚L(zhǎng)度×容重粉刷層自重=粉刷厚度×[(梁高度-板厚度)×粉刷次數(shù)+梁寬度]×梁?jiǎn)挝婚L(zhǎng)度×容重框架梁線荷載=梁自重+粉刷層自重AB梁線荷載=0.25×(0.60-0.10)×25+0.02×[(0.60-0.10)×2+0.25]×20=3.625kN/mBC梁線荷載計(jì)算：梁自重=梁寬度×(梁高度-板厚度)×梁?jiǎn)挝婚L(zhǎng)度×容重粉刷層自重=粉刷厚度×[(梁高度-板厚度)×粉刷次數(shù)+梁寬度]×梁?jiǎn)挝婚L(zhǎng)度×容重BC梁線荷載=0.25×(0.40-0.10)×25+0.02×[(0.40-0.10)×2+0.25]×20=2.215kN/mCD梁線荷載計(jì)算：梁自重=梁寬度×(梁高度-板厚度)×梁?jiǎn)挝婚L(zhǎng)度×容重粉刷層自重=粉刷厚度×[(梁高度-板厚度)×粉刷次數(shù)+梁寬度]×梁?jiǎn)挝婚L(zhǎng)度×容重框架梁線荷載=梁自重+粉刷層自重CD梁線荷載=0.25×(0.60-0.10)×25+0.02×[(0.60-0.10)×2+0.25]×20=3.625kN/m縱梁線荷載計(jì)算：梁自重=梁寬度×(梁高度-板厚度)×梁?jiǎn)挝婚L(zhǎng)度×容重粉刷層自重=粉刷厚度×[(梁高度-板厚度)×粉刷次數(shù)+梁寬度]×梁?jiǎn)挝婚L(zhǎng)度×容重框架梁線荷載=梁自重+粉刷層自重縱梁線荷載=0.25×(0.60-0.10)×25+0.02×[(0.60-0.10)×2+0.25]×20=3.625kN/m柱線荷載計(jì)算：柱自重=柱寬度×柱長(zhǎng)度×柱單位長(zhǎng)度×容重粉刷層自重=粉刷厚度×柱寬度×柱單位長(zhǎng)度×粉刷次數(shù)×容重底層柱線荷載=柱自重+粉刷層自重柱線荷載=0.75×0.75×25+0.02×0.75×4×20=15.263kN/m其余各層柱線荷載=柱自重+粉刷層自重柱線荷載=0.75×0.75×25+0.02×0.75×4×20=15.263kN/m3.5活荷載取值屋面活荷載0.5kN/m2，樓面活載為2kN/m2、2.5kN/m2。3.6雪荷載標(biāo)準(zhǔn)值屋面雪荷載標(biāo)準(zhǔn)值可按照下式進(jìn)行計(jì)算：sk—雪荷載標(biāo)準(zhǔn)值（kN/m2）；μr—屋面積雪分布系數(shù)；s0—基本雪壓（kN/m2）；sk=μr×s0=1.0×0.3=0.3kN/m2雪荷載與屋面活荷載不同時(shí)考慮，取二者較大值3.7重力荷載代表值計(jì)算3.7.1墻體重力荷載計(jì)算在計(jì)算過程中，由于只對(duì)一榀框架進(jìn)行計(jì)算，所以在計(jì)算重力荷載時(shí)只考慮計(jì)算單元內(nèi)包含的梁柱墻，由前文計(jì)算可知，其標(biāo)準(zhǔn)層墻體線荷載為4.560kN/m，底層墻體線荷載為5.700kN/m，女兒墻荷載1.71kN/m。因此墻體的重力荷載計(jì)算值為：表3.3墻體重力荷載計(jì)算樓層外墻墻體長(zhǎng)度(m)外墻單位墻重力荷載

(kN/m)外墻墻體重力荷載

(kN)內(nèi)墻墻體長(zhǎng)度(m)內(nèi)墻單位墻重力荷載

(kN/m)內(nèi)墻墻體重力荷載

(kN)每層樓墻體匯總115.605.70088.9275.805.700432.06520.98215.604.56071.1475.804.560345.65416.79315.604.56071.1475.804.560345.65416.79415.604.56071.1475.804.560345.65416.79515.604.56071.1475.804.560345.65416.79615.604.56071.1475.804.560345.65416.79女兒墻15.601.7126.68///26.68匯總2631.613.7.2梁柱重力荷載計(jì)算AB跨框架梁線荷載為3.625kN/m，BC跨框架梁線荷載為2.215kN/m，CD跨框架梁線荷載為3.625kN/m，縱梁線荷載為3.625kN/m，底層柱重力荷載為15.263kN/m，其余各層柱重力荷載為15.263kN/m。因此梁柱重力荷載計(jì)算值為：第一層：AB梁自重=3.625×7.2×1=26.10kNBC梁自重=2.215×2.4×1=5.32kNCD梁自重=3.625×7.2×1=26.10kN縱梁自重=3.625×7.8×4=113.10kN次梁自重=2.920×28.8×1=84.10kN柱自重=15.263×5.05×4=308.30kN梁：ΣGi=26.10+5.32+26.10+113.10+84.10=254.71kN柱：ΣGi=308.30kN表3.4梁柱重力荷載計(jì)算樓層構(gòu)件b(m)h(m)g(kN/m)li(m)nGi(kN)ΣGi(kN)1AB梁0.250.603.6257.2126.10254.71BC梁0.250.402.2152.415.32CD梁0.250.603.6257.2126.10縱梁0.250.603.6257.84113.10次梁0.250.502.92028.8184.10柱0.750.7515.2635.054308.30308.302AB梁0.250.603.6257.2126.10254.71BC梁0.250.402.2152.415.32CD梁0.250.603.6257.2126.10縱梁0.250.603.6257.84113.10次梁0.250.502.92028.8184.10柱0.750.7515.26334183.15183.153AB梁0.250.603.6257.2126.10254.71BC梁0.250.402.2152.415.32CD梁0.250.603.6257.2126.10縱梁0.250.603.6257.84113.10次梁0.250.502.92028.8184.10柱0.750.7515.26334183.15183.154AB梁0.250.603.6257.2126.10254.71BC梁0.250.402.2152.415.32CD梁0.250.603.6257.2126.10縱梁0.250.603.6257.84113.10次梁0.250.502.92028.8184.10柱0.750.7515.26334183.15183.155AB梁0.250.603.6257.2126.10254.71BC梁0.250.402.2152.415.32CD梁0.250.603.6257.2126.10縱梁0.250.603.6257.84113.10次梁0.250.502.92028.8184.10柱0.750.7515.26334183.15183.156AB梁0.250.603.4847.2125.08243.88BC梁0.250.402.0742.414.98CD梁0.250.603.4847.2125.08縱梁0.250.603.4847.84108.70次梁0.250.502.77928.8180.04柱0.750.7515.26334183.15183.153.7.3各層重力荷載代表值計(jì)算由前文計(jì)算出了墻體梁柱重力荷載，可以對(duì)各層的重力荷載代表值進(jìn)行統(tǒng)計(jì)根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010(2016年版)）5.1.3，建筑的重力荷載代表值應(yīng)該取結(jié)構(gòu)及其構(gòu)配件自重標(biāo)準(zhǔn)值和各可變荷載組合值之和。屋面重力荷載代表值Geq=結(jié)構(gòu)及構(gòu)配件自重+0.5雪荷載樓面重力荷載代表值Geq=結(jié)構(gòu)及構(gòu)配件自重+0.5樓面活荷載第一層：對(duì)于第一層下半部部分樓面恒載=0樓面活載=0墻重力荷載/2=520.98/2=260.49kN梁重力荷載=0柱重力荷載/2=308.30/2=154.15kN合計(jì)=0+0+260.49+0+154.15=414.64kN對(duì)于第一層上半部分樓面恒載=樓面面積×樓面荷載標(biāo)準(zhǔn)值=16.8×7.8×3.55=465.19kN樓面活載=(房間面積×房間活載+走廊面積×走廊活載)×0.5=((16.8×7.8-7.8×2.4)×2+7.8×2.4×2.5)×0.5=135.72kN墻重力荷載/2=520.98/2=260.49kN梁重力荷載=254.71kN柱重力荷載/2=308.30/2=154.15kN合計(jì)=465.19+135.72+260.49+254.71+154.15=1270.27kN按照上述方法，可以分別計(jì)算出標(biāo)準(zhǔn)層的各結(jié)構(gòu)的荷載大小，需要注意的是，在計(jì)算頂層時(shí)，其上半部分為屋面，應(yīng)帶入屋面恒載進(jìn)行計(jì)算，同時(shí)活載的大小則代入雪荷載進(jìn)行計(jì)算，其活載大小仍需考慮0.5的折減系數(shù)。表3.5各層重力荷載標(biāo)準(zhǔn)值計(jì)算（單位：kN）樓層樓屋面

恒載樓屋面

活載×0.5墻重力

荷載/2梁重力

荷載柱重力

荷載/2合計(jì)1下半部分00260.490154.15414.64上半部分465.19135.72260.49254.71154.151270.272下半部分00208.40091.58299.97上半部分465.19135.72208.40254.7191.581155.593下半部分00208.40091.58299.97上半部分465.19135.72208.40254.7191.581155.594下半部分00208.40091.58299.97上半部分465.19135.72208.40254.7191.581155.595下半部分00208.40091.58299.97上半部分465.19135.72208.40254.7191.581155.596下半部分00208.40091.58299.97上半部分553.5119.66208.40243.8891.581117.02頂層女兒墻0026.680026.68各樓層的質(zhì)點(diǎn)如圖所示，每一層質(zhì)點(diǎn)的重力荷載由上層下半部分荷載以及下層的上半部分荷載組成。圖3.1各層質(zhì)點(diǎn)示意圖因此各層的質(zhì)點(diǎn)的重力荷載代表值計(jì)算如下：第一層質(zhì)點(diǎn)：第一層上半部分荷載+第二層下半部分荷載=1270.27+299.97=1570.24kN其余各層計(jì)算結(jié)果如下：表3.6各質(zhì)點(diǎn)重力荷載代表值Gi(kN)質(zhì)點(diǎn)123456Gi1570.241455.561455.561455.561455.561143.704側(cè)移剛度的計(jì)算在計(jì)算水平荷載作用時(shí)，通常采用D值法進(jìn)行計(jì)算，D值法又被稱為改進(jìn)后的反彎點(diǎn)法，是對(duì)框架柱的抗側(cè)移剛度和反彎點(diǎn)位置進(jìn)行修正后再進(jìn)行內(nèi)力計(jì)算的方法。通常利用小于1的節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)αc進(jìn)行修正，根據(jù)柱所處位置的不同，αc表達(dá)式的計(jì)算如下表所示。表4.1節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)αc和K計(jì)算公式樓層簡(jiǎn)圖Kαc一般層底層D值法中，柱的抗側(cè)移剛度為：根據(jù)上述計(jì)算方法，可對(duì)每一層不同柱的抗側(cè)移剛度進(jìn)行計(jì)算。第一層：A柱：K=(3.75×10^10+0)/15.66×10^10=0.239αc=(0.5+0.239)/(0.239+2)=0.330D=0.330×12×15.66×10^10/(5050)^2=24317N/mmB柱：K=(3.75×10^10+3.33×10^10)/15.66×10^10=0.452αc=(0.5+0.452)/(0.452+2)=0.388D=0.388×12×15.66×10^10/(5050)^2=28591N/mmC柱：K=(3.33×10^10+3.75×10^10)/15.66×10^10=0.452αc=(0.5+0.452)/(0.452+2)=0.388D=0.388×12×15.66×10^10/(5050)^2=28591N/mmD柱：K=(0+3.75×10^10)/15.66×10^10=0.239αc=(0.5+0.239)/(0.239+2)=0.330D=0.330×12×15.66×10^10/(5050)^2=24317N/mm表4.2框架柱側(cè)移剛度計(jì)算表格層數(shù)類別KαD(N/mm)1A柱0.2390.33024317B柱0.4520.38828591C柱0.4520.38828591D柱0.2390.330243172A柱0.1420.06623206B柱0.2680.11841489C柱0.2680.11841489D柱0.1420.066232063A柱0.1420.06623206B柱0.2680.11841489C柱0.2680.11841489D柱0.1420.066232064A柱0.1420.06623206B柱0.2680.11841489C柱0.2680.11841489D柱0.1420.066232065A柱0.1420.06623206B柱0.2680.11841489C柱0.2680.11841489D柱0.1420.066232066A柱0.1420.06623206B柱0.2680.11841489C柱0.2680.11841489D柱0.1420.06623206而每一層橫向框架層間側(cè)移剛度即是所有柱的抗側(cè)移剛度之和，第一層橫向框架層間側(cè)移剛度計(jì)算如下：取eq\o\ac(○,3)號(hào)軸分析，計(jì)算一榀框架的側(cè)移剛度總和：ΣD1=DA+DB+DC+DD=24317+28591+28591+24317=105816N/mm表4.3橫向框架層間側(cè)移剛度ΣDi樓層123456ΣDi(N/mm)105816129390129390129390129390129390Di/Di+10.821.001.001.001.00/5水平荷載計(jì)算5.1風(fēng)荷載計(jì)算5.1.1荷載計(jì)算根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB5009-2012）8.1，垂直于建筑物表面上的風(fēng)荷載標(biāo)準(zhǔn)值，應(yīng)按下式確定，其中w0=0.3kN/m2，地面粗糙度為B類。為簡(jiǎn)化計(jì)算，通常將外墻面的風(fēng)荷載以集中力的形式等效加在樓面處。需要注意的是，底層高度Hi是底層層高與室內(nèi)外高差之和，μz的計(jì)算則是通過GB50009-2012建筑結(jié)構(gòu)荷載規(guī)范中表8.2.1進(jìn)行線性插值計(jì)算，hi以及hj則是以每一層樓板處位置作為參照的上下柱高，如圖5.1所示。圖5.1上下層柱高示意圖計(jì)算如下表所示：表5.1風(fēng)荷載的結(jié)構(gòu)荷載計(jì)算表格樓層Hi(m)μzμsw0βzwk

(kN/m2)hi(m)hj(m)B(m)Wk(kN)14.051.001.30.31.000.394.0537.810.7227.051.001.30.31.000.39337.89.13310.051.001.30.31.000.39337.89.13413.051.081.30.31.000.42337.89.83516.051.151.30.31.000.45337.810.53619.051.211.30.31.000.4731.807.88.805.1.2風(fēng)荷載位移驗(yàn)算風(fēng)荷載作用下的框架的層間位移可按如下計(jì)算：各層樓板標(biāo)高處側(cè)移值是該層以下各層層間側(cè)移之和，頂點(diǎn)的側(cè)移是所有各層層間側(cè)移之和。表5.2風(fēng)荷載的位移驗(yàn)算樓層Wk(kN)Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)h(mm)θ=Δui/h110.7258.141058160.550.5540500.0001358029.1347.421293900.370.9230000.0001233339.1338.291293900.301.2230000.0001000049.8329.161293900.231.4530000.00007667510.5319.331293900.151.6030000.0000500068.808.801293900.071.6730000.00002333側(cè)移驗(yàn)算由“彈性層間位移角限值”可知，對(duì)于框架結(jié)構(gòu)，樓層層間最大位移為與層高之比的限值為1/550。均小于1/550，滿足規(guī)范要求。5.1.3內(nèi)力計(jì)算框架在風(fēng)荷載作用下的內(nèi)力計(jì)算采用D值法。計(jì)算時(shí)首先將框架各樓層的層間總剪力，按各層柱的側(cè)移剛度在該層的總側(cè)移剛度所占的比例分配到各柱。根據(jù)求得的各柱層間剪力和修正后的反彎點(diǎn)位置，即可確定柱端彎矩。由接點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)左右梁端彎矩之和按線剛度分配，可求各梁彎矩，進(jìn)而求出梁端剪力。故內(nèi)力計(jì)算分為以下四步：第一，求出各柱反彎點(diǎn)高度；第二，求出各柱端彎矩以及剪力；第三，求出梁端彎矩及剪力；第四，求出柱軸力。求出各柱反彎點(diǎn)高度影響柱反彎點(diǎn)高度的因素主要有三個(gè)方面：第一是樓層位置；第二是上下層梁的線剛度比值；第三是上下層柱高，反彎點(diǎn)高度的計(jì)算公式如下;表5.3A柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.050.2390.910-0.0500.864.34230.1420.6600-0.10.561.68330.1420.400000.41.2430.1420.240000.240.72530.1420.080000.080.24630.142-0.17000-0.17-0.51表5.4B柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.050.4520.770-0.0400.733.69230.2680.5700-0.060.511.53330.2680.400000.41.2430.2680.330000.330.99530.2680.230000.230.69630.2680.070000.070.21表5.5C柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.050.4520.770-0.0400.733.69230.2680.5700-0.060.511.53330.2680.400000.41.2430.2680.330000.330.99530.2680.230000.230.69630.2680.070000.070.21表5.6D柱反彎點(diǎn)高度計(jì)算層數(shù)h(m)Ky0y1y2y3yyh(m)15.050.2390.910-0.0500.864.34230.1420.6600-0.10.561.68330.1420.400000.41.2430.1420.240000.240.72530.1420.080000.080.24630.142-0.17000-0.17-0.51風(fēng)荷載作用下柱端剪力按如下計(jì)算:風(fēng)荷載作用下的上下柱端彎矩按如下計(jì)算：表5.7A柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)158.14105816243170.2313.374.340.719.4958.03247.42129390232060.1798.491.681.3211.2114.26338.29129390232060.1796.851.21.812.338.22429.16129390232060.1795.220.722.2811.93.76519.33129390232060.1793.460.242.769.550.8368.80129390232060.1791.58-0.513.515.55-0.81表5.8B柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)158.14105816285910.2715.73.691.3621.3557.93247.42129390414890.32115.221.531.4722.3723.29338.29129390414890.32112.291.21.822.1214.75429.16129390414890.3219.360.992.0118.819.27519.33129390414890.3216.20.692.3114.324.2868.80129390414890.3212.820.212.797.870.59表5.9C柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)158.14105816285910.2715.73.691.3621.3557.93247.42129390414890.32115.221.531.4722.3723.29338.29129390414890.32112.291.21.822.1214.75429.16129390414890.3219.360.992.0118.819.27519.33129390414890.3216.20.692.3114.324.2868.80129390414890.3212.820.212.797.870.59表5.10D柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)158.14105816243170.2313.374.340.719.4958.03247.42129390232060.1798.491.681.3211.2114.26338.29129390232060.1796.851.21.812.338.22429.16129390232060.1795.220.722.2811.93.76519.33129390232060.1793.460.242.769.550.8368.80129390232060.1791.58-0.513.515.55-0.81由節(jié)點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)左右梁端彎矩之和按左右梁的線剛度比例分配，可求出各梁端彎矩，進(jìn)而由梁的平衡求出梁端剪力。風(fēng)荷載作用下的梁端彎矩、軸力、剪力按下式計(jì)算：表5.11A柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)103.759.4958.03023.75203.7511.2114.26019.43303.7512.338.22016.09403.7511.93.76012.73503.759.550.8308.74603.755.55-0.8105.55表5.12B柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.753.3321.3557.9323.642123.753.3322.3723.2919.6617.4633.753.3322.1214.7516.6314.7643.753.3318.819.2712.2310.8653.753.3314.324.287.97.0163.753.337.870.594.173.7表5.13C柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.333.7521.3557.932123.6423.333.7522.3723.2917.4619.6633.333.7522.1214.7514.7616.6343.333.7518.819.2710.8612.2353.333.7514.324.287.017.963.333.757.870.593.74.17表5.14D柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.7509.4958.0323.75023.75011.2114.2619.43033.75012.338.2216.09043.75011.93.7612.73053.7509.550.838.74063.7505.55-0.815.550在計(jì)算出梁端彎矩之后，再對(duì)梁端剪力與柱的軸力進(jìn)行計(jì)算。表5.15梁端剪力及柱軸力計(jì)算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)17.22.47.26.5817.56.58-23.68-38.6438.6423.6827.22.47.25.4314.555.43-17.1-27.7227.7217.137.22.47.24.5412.34.54-11.67-18.618.611.6747.22.47.23.479.053.47-7.13-10.8410.847.1357.22.47.22.315.842.31-3.66-5.265.263.6667.22.47.21.353.081.35-1.35-1.731.731.35內(nèi)力圖如下：a)彎矩圖b)剪力圖c)軸力圖圖5.2內(nèi)力圖5.2地震荷載計(jì)算5.2.1結(jié)構(gòu)基本自振周期計(jì)算過程結(jié)構(gòu)基本周期的計(jì)算采用的是頂點(diǎn)位移法，對(duì)于質(zhì)量沿高度范圍分布均勻的剪切型懸臂構(gòu)件，可按下式計(jì)算。uT可以按照下列公式計(jì)算：結(jié)構(gòu)頂點(diǎn)假想位移計(jì)算見下表：表5.16結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算樓層Gi(kN)Vi(kN)ΣDi(N/mm)Δui(mm)uT(mm)11570.248536.1910581680.6780.6721455.566965.9612939053.84134.5131455.565510.3912939042.59177.1041455.564054.8312939031.34208.4451455.562599.2712939020.09228.5361143.701143.701293908.84237.37從表中可以得出uT=0.24m，所以結(jié)構(gòu)自振周期為：T1=1.7φT√uT=1.7×0.6×√0.24=0.497s5.2.2水平地震及層間剪力計(jì)算采用底部剪力法進(jìn)行計(jì)算水平地震作用該工程項(xiàng)目的抗震設(shè)防烈度為7度（0.10g），可查得αmax=0.08；Ⅲ類場(chǎng)地，設(shè)計(jì)地震分組為第二組，可查的Tg=0.55s。結(jié)構(gòu)等效重力荷載代表值：χ—結(jié)構(gòu)總重力荷載等效系數(shù)，取0.85；∑Gi—結(jié)構(gòu)總重力；Geq—結(jié)構(gòu)等效重力荷載；故Geq=0.85×8536.19=7255.76kN由于0.1s<T1=0.497s<Tg=0.55s，故α=0.08采用底部剪力法時(shí)，結(jié)構(gòu)的水平地震作用標(biāo)準(zhǔn)值可按下式進(jìn)行計(jì)算：故FEk=0.08×7255.76=580.46kN已知Tg=0.55s，T1=0.497s≤1.4Tg=0.77s，按照建筑抗震設(shè)計(jì)規(guī)范表5.2.1，頂部附加地震作用系數(shù)δn=0，故δn=0。根據(jù)建筑抗震設(shè)計(jì)規(guī)范5.2.1，頂部附加水平地震作用可按下式計(jì)算：故?Fn=0×580.46=0kN根據(jù)建筑抗震設(shè)計(jì)規(guī)范5.2.1，可以按下式算出作用在結(jié)構(gòu)各樓層上的水平地震作用。各樓層剪力為Vi=∑Fi，具體計(jì)算過程見下表：表5.17各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算樓層Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GiHiFi(kN)Vi(kN)15.051570.247929.710.07644.11581.0328.051455.5611717.260.11365.59536.92311.051455.5616083.940.15589.97471.33414.051455.5620450.620.197114.35381.36517.051455.5624817.300.239138.73267.01620.051143.7022931.190.221128.28128.285.2.3水平地震作用下層間位移驗(yàn)算水平地震作用下層間位移頂點(diǎn)位移各層層間彈性位移角hi—每一層柱高；計(jì)算過程及結(jié)構(gòu)見下表：表5.18橫向水平地震作用下的位移驗(yàn)算樓層Vi(kN)ΣDi(N/mm)Δui(mm)ui(mm)hi(mm)θe1581.031058165.495.4950500.0010871292536.921293904.159.6430000.0013833333471.331293903.6413.2830000.0012133334381.361293902.9516.2330000.0009833335267.011293902.0618.2930000.0006866676128.281293900.9919.2830000.00033根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2010）5.5.1，鋼筋混凝土框架彈性層間位移角限值為1/550。5.2.4水平地震作用下框架內(nèi)力計(jì)算其計(jì)算原理與風(fēng)荷載相同，地震荷載作用下柱端剪力按如下計(jì)算:地震荷載作用下的上下柱端彎矩按如下計(jì)算：表5.19A柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816243170.23133.644.340.7194.885802536.92129390232060.17996.111.681.32126.87161.463471.33129390232060.17984.371.21.8151.87101.244381.36129390232060.17968.260.722.28155.6349.155267.01129390232060.17947.790.242.76131.911.476128.28129390232060.17922.96-0.513.5180.59-11.71表5.20B柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816285910.27156.883.691.36213.36578.892536.92129390414890.321172.351.531.47253.35263.73471.33129390414890.321151.31.21.8272.34181.564381.36129390414890.321122.420.992.01246.06121.25267.01129390414890.32185.710.692.31197.9959.146128.28129390414890.32141.180.212.79114.898.65表5.21C柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816285910.27156.883.691.36213.36578.892536.92129390414890.321172.351.531.47253.35263.73471.33129390414890.321151.31.21.8272.34181.564381.36129390414890.321122.420.992.01246.06121.25267.01129390414890.32185.710.692.31197.9959.146128.28129390414890.32141.180.212.79114.898.65表5.22D柱端彎矩及剪力計(jì)算樓層Vi(kN)ΣDi(N/mm)Dij(N/mm)Dij/ΣDivij(kN)yh(m)(1-y)h(m)MC上(kN·m)MC下(kN·m)1581.03105816243170.23133.644.340.7194.885802536.92129390232060.17996.111.681.32126.87161.463471.33129390232060.17984.371.21.8151.87101.244381.36129390232060.17968.260.722.28155.6349.155267.01129390232060.17947.790.242.76131.911.476128.28129390232060.17922.96-0.513.5180.59-11.71由節(jié)點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)左右梁端彎矩之和按左右梁的線剛度比例分配，可求出各梁端彎矩，進(jìn)而由梁的平衡求出梁端剪力。地震荷載作用下的梁端彎矩、軸力、剪力按下式計(jì)算：表5.23A柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)103.7594.885800256.34203.75126.87161.460228.11303.75151.87101.240201.02403.75155.6349.150167.1503.75131.911.470120.19603.7580.59-11.71080.59表5.24B柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.753.33213.36578.89252.68224.3823.753.33253.35263.7230.35204.5633.753.33272.34181.56208.44185.143.753.33246.06121.2161.65143.5553.753.33197.9959.14109.4597.1963.753.33114.898.6560.8554.04表5.25C柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.333.75213.36578.89224.38252.6823.333.75253.35263.7204.56230.3533.333.75272.34181.56185.1208.4443.333.75246.06121.2143.55161.6553.333.75197.9959.1497.19109.4563.333.75114.898.6554.0460.85表5.26D柱節(jié)點(diǎn)處梁端彎矩計(jì)算樓層ib左(N·mm)×10^10ib右(N·mm)×10^10MC上(kN·m)MC下(kN·m)Mb左(kN·m)Mb右(kN·m)13.75094.88580256.34023.750126.87161.46228.11033.750151.87101.24201.02043.750155.6349.15167.1053.750131.911.47120.19063.75080.59-11.7180.590表5.27梁端剪力及柱軸力計(jì)算樓層lAB(m)lBC(m)lCD(m)VAB(kN)VBC(kN)VCD(kN)NA(kN)NB(kN)NC(kN)ND(kN)17.22.47.270.7186.9870.7-288.44-468.91468.91288.4427.22.47.263.68170.4763.68-217.74-352.63352.63217.7437.22.47.256.87154.2556.87-154.06-245.84245.84154.0647.22.47.245.66119.6345.66-97.19-148.46148.4697.1957.22.47.231.8980.9931.89-51.53-74.4974.4951.5367.22.47.219.6445.0319.64-19.64-25.3925.3919.64內(nèi)力圖繪制：a)彎矩圖b)剪力圖c)軸力圖圖5.3內(nèi)力圖6豎向荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算6.1橫向框架計(jì)算簡(jiǎn)圖板傳至梁上的三角形或梯形荷載等效為均布荷載，荷載的傳遞示意圖如圖所示。圖6.1荷載傳遞示意圖按彈性理論設(shè)計(jì)計(jì)算梁的支座彎矩時(shí)，可按支座彎矩等效的原則，按下式將三角形荷載和梯形荷載等效為均布荷載pe：三角形荷載作用：梯形荷載作用：其中：g，q—分別為板面的均布恒荷載以及均布活荷載；l01，l02—分別為短跨、長(zhǎng)跨的計(jì)算跨度。AB跨左板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×4.5/7.5=0.3AB跨右板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×4.5/7.5=0.3BC跨左板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×3/4.5=0.33BC跨左板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×3/4.5=0.33CD跨左板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×4.5/7.5=0.3CD跨板梯形荷載轉(zhuǎn)換系數(shù)：α1=0.5×4.5/7.5=0.3由第三章計(jì)算可知：表6.1荷載統(tǒng)計(jì)類型恒載活載墻體自重梁自重屋面樓面屋面辦公室走廊標(biāo)準(zhǔn)層女兒墻AB跨BC跨CD跨荷載(kN/m2)4.2243.550.522.54.561.713.6252.2153.6256.1.1框架梁荷載計(jì)算AB跨梁荷載計(jì)算首先判斷AB跨板是否為雙向板：l02/l01=7.5/4.5=1.67<3，為雙向板（1）屋面板傳遞給梁的荷載：恒載：4.224×5/8×4.5/2+4.224×5/8×4.5/2=11.88kN/m活載：0.5×5/8×4.5/2+0.5×5/8×4.5/2=1.41kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×4.5/2+3.55×5/8×4.5/2=9.98kN/m活載：2×5/8×4.5/2+2×5/8×4.5/2=5.63kN/mAB跨梁自重標(biāo)準(zhǔn)值：3.625kN/m；AB跨墻體自重標(biāo)準(zhǔn)值：4.56kN/m故AB跨梁均布荷載為：（3）屋面梁：恒載=AB跨梁自重+屋面板傳遞的荷載=3.625+11.88=15.51kN/m活載=屋面板傳遞的荷載=1.41kN/m（4）樓面梁：恒載=AB跨梁自重+樓面板傳遞的荷載+AB跨墻體自重=3.625+9.98+4.56=18.17kN/m活載=樓面板傳遞的荷載=5.63kN/mBC跨梁荷載計(jì)算首先判斷BC跨板是否為雙向板：l02/l01=4.5/3=1.50<3，為雙向板（1）屋面板傳遞給梁的荷載：板為雙向板，根據(jù)彈塑性分析可取折減系數(shù)取5/8恒載：4.224×5/8×3/2+4.224×5/8×3/2=7.92kN/m活載：0.5×5/8×3/2+0.5×5/8×3/2=0.94kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×3/2+3.55×5/8×3/2=6.66kN/m活載：2.5×5/8×3/2+2.5×5/8×3/2=4.69kN/mBC跨梁自重標(biāo)準(zhǔn)值：2.215kN/m；（3）屋面梁：恒載=BC跨梁自重+屋面板傳遞的荷載=2.215+7.92=10.14kN/m活載=屋面板傳遞的荷載=0.94kN/m（4）樓面梁：恒載=BC跨梁自重+樓面板傳遞的荷載=2.215+6.66+0=8.88kN/m活載=樓面板傳遞的荷載=4.69kN/mCD跨梁荷載計(jì)算首先判斷CD跨板是否為雙向板：l02/l01=7.5/4.5=1.67<3，為雙向板（1）屋面板傳遞給梁的荷載：恒載：4.224×5/8×4.5/2+4.224×5/8×4.5/2=11.88kN/m活載：0.5×5/8×4.5/2+0.5×5/8×4.5/2=1.41kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×4.5/2+3.55×5/8×4.5/2=9.98kN/m活載：2×5/8×4.5/2+2×5/8×4.5/2=5.63kN/mCD跨梁自重標(biāo)準(zhǔn)值：3.625kN/m；CD跨墻體自重標(biāo)準(zhǔn)值：4.56kN/m故CD跨梁均布荷載為：（3）屋面梁：恒載=CD跨梁自重+屋面板傳遞的荷載=3.625+11.88=15.51kN/m活載=屋面板傳遞的荷載=1.41kN/m（4）樓面梁：恒載=CD跨梁自重+樓面板傳遞的荷載+CD跨墻體自重=3.625+9.98+4.56=18.17kN/m活載=樓面板傳遞的荷載=5.63kN/m6.1.2柱集中荷載計(jì)算在計(jì)算出每一跨的均布荷載之后，還需要對(duì)每一個(gè)柱的集中荷載進(jìn)行計(jì)算。A柱集中荷載計(jì)算：（1）頂層柱：恒載=女兒墻自重+縱梁自重+AB梁自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+次梁自重=1.71×2.25+1.71×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=126.56kN梁柱偏心彎矩：M=0×126.56=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25=9.36kN梁柱偏心彎矩：M=0×9.36=0kN·m（2）標(biāo)準(zhǔn)層柱：恒載=墻體自重+縱梁自重+AB梁自重+AB跨墻體自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+次梁自重=4.56×2.25+4.56×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+9.98×7.2/2+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=143.18kN梁柱偏心彎矩：M=0×143.18=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=5.63×7.2/2+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25=37.42kN梁柱偏心彎矩：M=0×37.42=0kN·mB柱集中荷載計(jì)算：（1）頂層柱：恒載=縱梁自重+AB梁自重+BC梁自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+0+0+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+7.92×2.4/2+2.92×0/4+2.92×7.2/4+2.92×0/4+2.92×7.2/4=154.36kN梁柱偏心彎矩：M=0×154.36=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.94×2.4/2=13.25kN梁柱偏心彎矩：M=0×13.25=0kN·m（2）標(biāo)準(zhǔn)層柱：恒載=縱梁自重+AB梁自重+BC梁自重+AB跨墻體自重+墻體自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+4.56×2.25+4.56×2.25+9.98×7.2/2+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+6.66×2.4/2+2.92×0/4+2.92×7.2/4+2.92×0/4+2.92×7.2/4=173.44kN梁柱偏心彎矩：M=0×173.44=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載=5.63×7.2/2+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+4.69×2.4/2=56.85kN梁柱偏心彎矩：M=0×56.85=0kN·mC柱集中荷載計(jì)算：（1）頂層柱：恒載=縱梁自重+CD梁自重+BC梁自重+CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載++BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+0+0+11.88×7.2/2+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+7.92×2.4/2+2.92×7.2/4+2.92×0/4+2.92×7.2/4+2.92×0/4=154.36kN梁柱偏心彎矩：M=0×154.36=0kN·m活載=CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.94×2.4/2=13.25kN梁柱偏心彎矩：M=0×13.25=0kN·m（2）標(biāo)準(zhǔn)層柱：恒載=縱梁自重+CD梁自重+BC梁自重+CD跨墻體自重+墻體自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+4.56×7.2/2+4.56×2.25+4.56×2.25+9.98×7.2/2+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+6.66×2.4/2+2.92×7.2/4+2.92×0/4+2.92×7.2/4+2.92×0/4=173.44kN梁柱偏心彎矩：M=0×173.44=0kN·m活載=CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的三角形荷載=5.63×7.2/2+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.69×2.4/2=56.85kN梁柱偏心彎矩：M=0×56.85=0kN·mD柱集中荷載計(jì)算：（1）頂層柱：恒載=女兒墻自重+縱梁自重+CD梁自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+次梁自重=1.71×2.25+1.71×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=126.56kN梁柱偏心彎矩：M=0×126.56=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25=9.36kN梁柱偏心彎矩：M=0×9.36=0kN·m（2）標(biāo)準(zhǔn)層柱：恒載=墻體自重+縱梁自重+CD梁自重+CD跨墻體自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+次梁自重=4.56×2.25+4.56×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+9.98×7.2/2+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=143.18kN梁柱偏心彎矩：M=0×143.18=0kN·m活載=CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載=5.63×7.2/2+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25=37.42kN梁柱偏心彎矩：M=0×37.42=0kN·m6.2彎矩分配系數(shù)計(jì)算根據(jù)梁、柱的線剛度計(jì)算各個(gè)節(jié)點(diǎn)桿件的彎矩分配系數(shù)，各節(jié)點(diǎn)分配系數(shù)按下式進(jìn)行計(jì)算：圖6.2彎矩分配系數(shù)計(jì)算簡(jiǎn)圖其余彎矩分配系數(shù)計(jì)算下表所示：表6.2彎矩分配系數(shù)計(jì)算樓層節(jié)點(diǎn)線剛度ib×10^10(N·mm)∑ib分配系數(shù)μi左梁右梁上柱下柱左梁右梁上柱下柱6A柱03.75026.3730.1200.12500.875B柱3.753.33026.3733.450.1120.100.788C柱3.333.75026.3733.450.10.11200.788D柱3.750026.3730.120.125000.8755A柱03.7526.3726.3756.4900.0660.4670.467B柱3.753.3326.3726.3759.820.0630.0560.4410.441C柱3.333.7526.3726.3759.820.0560.0630.4410.441D柱3.75026.3726.3756.490.06600.4670.4674A柱03.7526.3726.3756.4900.0660.4670.467B柱3.753.3326.3726.3759.820.0630.0560.4410.441C柱3.333.7526.3726.3759.820.0560.0630.4410.441D柱3.75026.3726.3756.490.06600.4670.4673A柱03.7526.3726.3756.4900.0660.4670.467B柱3.753.3326.3726.3759.820.0630.0560.4410.441C柱3.333.7526.3726.3759.820.0560.0630.4410.441D柱3.75026.3726.3756.490.06600.4670.4672A柱03.7526.3726.3756.4900.0660.4670.467B柱3.753.3326.3726.3759.820.0630.0560.4410.441C柱3.333.7526.3726.3759.820.0560.0630.4410.441D柱3.75026.3726.3756.490.06600.4670.4671A柱03.7526.3715.6645.7800.0820.5760.342B柱3.753.3326.3715.6649.110.0760.0680.5370.319C柱3.333.7526.3715.6649.110.0680.0760.5370.319D柱3.75026.3715.6645.780.08200.5760.3426.3恒載桿端彎矩計(jì)算梁固端彎矩計(jì)算如下式所示：（以順時(shí)針為正）表6.3恒載作用梁固端彎矩計(jì)算樓層均布荷載q（kN/m）跨度l（m）AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨Mb左Mb右Mb左Mb右Mb左Mb右615.5110.1415.517.22.47.2-6767-4.874.87-6767518.178.8818.177.22.47.2-78.4978.49-4.264.26-78.4978.49418.178.8818.177.22.47.2-78.4978.49-4.264.26-78.4978.49318.178.8818.177.22.47.2-78.4978.49-4.264.26-78.4978.49218.178.8818.177.22.47.2-78.4978.49-4.264.26-78.4978.49118.178.8818.177.22.47.2-78.4978.49-4.264.26-78.4978.496.4恒載下彎矩分配計(jì)算彎矩二次分配計(jì)算要點(diǎn)分為四步：第一步：將各節(jié)點(diǎn)的不平衡彎矩進(jìn)行第一次分配；第二步：將分配后的彎矩向遠(yuǎn)端傳送，傳遞系數(shù)均為0.5；第三步：第一次分配彎矩傳遞后的彎矩，再進(jìn)行第二次彎矩分配，分配結(jié)果不再傳遞；第四步：將各桿端的所有桿端彎矩疊加即為各桿端的最后彎矩。其余層彎矩二次分配具體過程及結(jié)果如下：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0.0000.8750.1250.11200.7880.1000.10000.7880.1120.12500.8750.00-67.0067.000.00-4.874.870.00-67.0067.000.000.0058.638.38-6.960.00-48.96-6.216.210.0048.966.96-8.380.00-58.630.0018.33-3.484.190.00-16.373.11-3.110.0016.37-4.193.480.00-18.330.00-12.99-1.861.020.007.150.91-0.910.00-7.15-1.021.860.0012.990.0063.96-63.9665.250.00-58.18-7.077.070.0058.18-65.2563.960.00-63.960.4670.4670.0660.0630.4410.4410.0560.0560.4410.4410.063