某醫(yī)學(xué)院行政辦公樓畢業(yè)設(shè)計(jì)

專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.某醫(yī)學(xué)院行政辦公樓畢業(yè)設(shè)計(jì)建筑設(shè)計(jì)論述1.1設(shè)計(jì)依據(jù)：依據(jù)中國(guó)礦業(yè)大學(xué)畢業(yè)設(shè)計(jì)任務(wù)書(shū)?！犊倛D制圖標(biāo)準(zhǔn)》GBT50103_2010《房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)》GB5001_2010《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》GBT50105_2010《建筑設(shè)計(jì)防火規(guī)》GB50016_2010《建筑結(jié)構(gòu)荷載規(guī)》GB50009_2012《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)》GB50010_2010《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)》GB5007_2011《建筑設(shè)計(jì)抗震規(guī)》GB50011_2010以及有關(guān)教材，建筑設(shè)計(jì)資料集（1-3冊(cè)），鋼筋混凝土、建筑結(jié)構(gòu)靜力計(jì)算手冊(cè)，建筑結(jié)構(gòu)構(gòu)造資料集、結(jié)構(gòu)通用圖集、國(guó)標(biāo)03G101圖集等。1.2設(shè)計(jì)容：設(shè)計(jì)容、建筑面積、標(biāo)高：（1）設(shè)計(jì)題目為“某醫(yī)學(xué)院行政辦公樓”（2） 建筑面積5151.6m2.（3） 共五層，層高均為3.6m，基礎(chǔ)埋深為0.95m（4）室外高差0.45m,室外地面標(biāo)高為-0.45m（5）外墻240mn厚加氣混凝土砌塊，隔墻240mn厚加氣混凝土砌塊，樓梯間墻為240mm厚加氣混凝土砌塊各部分工程構(gòu)造：（1） 屋面（上人屋面）30mn厚細(xì)石混凝土SBS型改性瀝青防水層20mn厚水泥砂漿90mn厚礦渣水泥120mn厚鋼筋混凝土屋面板樓面：5mn石面層15mm厚水泥砂漿打底層100mn厚現(xiàn)澆鋼筋混凝土板20mn厚水泥砂漿抹灰層吊頂建筑材料選用：墻:加氣混凝土砌塊 窗:采用塑鋼窗結(jié)構(gòu)設(shè)計(jì)論述2.1氣象條件：雪荷載0.35kN/m2，基本風(fēng)壓：0.35kN/m2.2.2材料情況：混凝土空心砌塊混凝土：C30(基礎(chǔ)梁、板、柱、樓梯).梁柱受力鋼筋HRB400級(jí)；箍筋：HRB400級(jí)鋼筋抗震設(shè)防要求：設(shè)防基本烈度為7度，設(shè)計(jì)地震分組為第二組，設(shè)計(jì)基本地震加速度值為0.10g。結(jié)構(gòu)體系：現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。施工：梁、板、柱、梯均現(xiàn)澆。結(jié)構(gòu)計(jì)算專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.3.1結(jié)構(gòu)平面簡(jiǎn)圖:圖3.1結(jié)構(gòu)平面布置圖3.2材料情況：混凝土空心砌塊混凝土：C30（基礎(chǔ)、梁、板、柱、樓梯）：梁柱受力鋼筋HRB40C級(jí)；箍筋：HRB400級(jí)鋼筋3.3截面尺寸選?。?）框架柱：（為了計(jì)算方便，柱的尺寸均以底層中柱的截面尺寸為準(zhǔn)）柱截面尺寸初估時(shí)，可用下列經(jīng)驗(yàn)公式粗略確定(3.1)(3.1)專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.(3.1)(3.1)專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.Ac式中g(shù)e――折算在單位建筑面積上的重力荷載代表值，可近似取 142kN/m；F——按簡(jiǎn)支狀態(tài)計(jì)算的柱的負(fù)荷面積；n――驗(yàn)算截面以上樓層層數(shù)；B――考慮地震作用組合后柱軸壓力增大系數(shù)，本設(shè)計(jì)取 1.2;fc――混凝土軸壓強(qiáng)度設(shè)計(jì)值；［從］――框架柱軸壓比限值，《建筑抗震設(shè)計(jì)規(guī)》GB50011-2010表636；Ac――柱截面面積，取方形截面時(shí)邊長(zhǎng)為a。根據(jù)軸壓比公式初步估定柱截面尺寸：2/fcbhw0.85(三級(jí)框架)(框架柱的負(fù)荷面積每平米按14kN/m2初估)柱截面尺寸根據(jù)估算，由表查的該框架等級(jí)為三級(jí)，其軸壓比限值為_(kāi)2［卩n］=0.85，各層重力荷載代表值近似取14kN/m底層層咼H=3.6m，柱截面咼度取h=(1/15—1/20)H=(1/15—1/20)3600=240mm-180mm初選截面尺寸為500X500驗(yàn)算初選截面尺寸多層框架民用建筑豎向荷載標(biāo)準(zhǔn)值為14kN/m2A>N/yfc=1.2X7.2X3.3X14X103X5/0.85X14.3=164199.095m2m■/A=bh???bC=Hc=500mmA=bh=250000>164199.095根據(jù)計(jì)算結(jié)果并綜合考慮其他因素，本設(shè)計(jì)柱截面尺寸取值如下：2222柱：500mrK500mm(1-5層)框架梁： h=(1/10--1/15)L(3.2)b=(1/2--1/3)h3.3)橫梁1：L=6600mm，取h=600mmb=300mm橫梁2：L=2700mm，取h=600mmb=300mm縱梁：L=7200mm，取h=600mmb=300mm次梁：L=6600mm，取h=500mmb=250mm3）樓板厚度的確定（是以短跨方向來(lái)確定的）根據(jù)平面布置，板的最大跨度為3.6m，按剛度條件，板厚為l/40=3600/40=90mm；按構(gòu)造要求，現(xiàn)澆鋼筋混凝土單向板的最小厚度為 60mm；綜合荷載等情況考慮，取板厚h=100mm.屋面板為上人屋面就取板厚h=120mm荷載匯集：1）恒載：1）屋面：30mn厚細(xì)石混凝土SBS型改性瀝青防水層20mn厚水泥砂漿0.031）恒載：1）屋面：30mn厚細(xì)石混凝土SBS型改性瀝青防水層20mn厚水泥砂漿0.03X21=0.63 kN/m20.21kN/m0.40kN/m90mml厚礦渣水泥0.09X15=1.31kN/m120mn厚鋼筋混凝土屋面0.12X25=3.00kN/m刀 =5.55kN/m22） 樓面：（1）恒載：.專(zhuān)業(yè).專(zhuān)注.[(3.6-[(3.6-0.6)X(7.2+7.2)/2 -0.9X2.1]X0.24X8=37.84kN專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.[(3.6-[(3.6-0.6)X(7.2+7.2)/2 -0.9X2.1]X0.24X8=37.84kN專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.5mm石面層 5mm石面層 0.005 x28=0.14kN/m215mm厚水泥砂漿打底 0.0152x17=0.255kN/m2100mn厚現(xiàn)澆鋼筋混凝土板：0.1x25=2.5kN/m20mnd厚水泥砂漿抹灰層0.022x17=0.34kN/m2吊頂0.22kN/m2刀 =3.44kN/m23）梁自重：橫梁1、2b 1xh1=300mmx600mmq1=25x0.6橫梁1、2縱梁：b 2xh2=300mmx600mmq2=25x0.6x0.3=4.5kN/mq3=25x0.25x0.5=3.125kN/m次梁：b 次梁：b 3xh3=250mmx500mm4)外縱墻自重：標(biāo)準(zhǔn)層：縱墻：[(3.6-0.6)x(7.2+7.2)/2-2.1x1.5]x0.24x8=35.424kN鋼框玻璃窗： (2.1x1.5)x0.45=1.42kN粉刷層：[(3.6-0.6)x(7.2+7.2)/2-2.1x1.5]x0.02x2x17=12.55kN刀35.42+1.42+12.55=49.39kN縱墻自重：標(biāo)準(zhǔn)層：縱墻：專(zhuān)業(yè).專(zhuān)注.普通木門(mén)：(0.9X2.1)X0.2=0.63kN粉刷層：[(3.6-0.6)X(7.2+7.2)/2-0.9X2.1]X0.02X2X17=13.4kN刀 37.84+0.63+13.4 =51.87kN活荷載標(biāo)準(zhǔn)值計(jì)算1)屋面和樓屋面活荷載標(biāo)準(zhǔn)值根據(jù)《結(jié)構(gòu)荷載設(shè)計(jì)規(guī)》GB50009-2012表4.1.1和表4.3.1屋面荷載(上人) 2kN/m2普通樓面2 kN/m2走廊2.5kN/m22)雪荷載標(biāo)準(zhǔn)值根據(jù)《結(jié)構(gòu)荷載設(shè)計(jì)規(guī)》GB50009-2012公式6.1.1SK=MrS0(3.4)式中：山——屋面積雪分布系數(shù)，屋面坡度小于25°時(shí)，山=1.0;S。一一基本雪壓，查附錄本規(guī)D.4，某地區(qū)50年一遇基本雪壓為So=0.35kN/m2Sk=1X0.35=0.35kN/m2屋面活荷載與雪荷載不同時(shí)考慮，兩者中取最大值。豎向框架下荷載受荷計(jì)算屋面板傳荷載：屋面梁自重：屋面梁自重：專(zhuān)業(yè).專(zhuān)注.屋面梁自重：屋面梁自重：專(zhuān)業(yè).專(zhuān)注.確定板傳給梁的荷載時(shí)，要一個(gè)板區(qū)格一個(gè)板區(qū)格地考慮。確定每個(gè)板區(qū)格上的荷載傳遞時(shí)，先要區(qū)分此板區(qū)格是單向板還是雙向板，若為單向板,可沿板的短跨做中線(xiàn)，將此板上荷載平均分配給兩長(zhǎng)邊的梁；若為雙向板，可沿四角點(diǎn)做45°線(xiàn)，將區(qū)格板分為四小塊，將每小塊板上的荷載傳遞給與之相鄰的梁。板傳至梁上的三角形或者梯形荷載為均布荷載。荷載的傳遞示意圖：圖3.6荷載傳遞示意圖361恒載計(jì)算A~BC~D軸間框架梁屋面板傳遞給梁的荷載：5.55X1.80(1-2X0.27A2+0.27A3) X2=17.46kN/m2525X0.3X(0.6-0.12)=3.6kN/m屋面梁自重：屋面梁自重：專(zhuān)業(yè).專(zhuān)注.2525X0.3X(0.6-0.12)=3.6kN/m屋面梁自重：屋面梁自重：專(zhuān)業(yè).專(zhuān)注.抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.12)X2X17=0.16kN/m梁均布荷載=板傳荷載+梁自重17.46+3.6+0.16=21.22kN/m2樓面板傳遞給梁的荷載：3.44X1.80(1-2X0.27A2+0.27A3)+3.44X1.80(1-2X0.27A2+0.27A3)=10.82kN/m樓面梁自重：25X0.3X(0.6-0.1)=3.75kN/m抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.1)X2X17=0.17kN/m隔墻自重：0.24X(3.6-0.6)X8=5.76kN/m隔墻兩側(cè)粉刷自重：(3.6- 0.6)X0.02X2X17=2.04kN/m梁均布荷載=板傳荷載+梁自重+隔墻荷載10.82+3.75+0.17+5.76+2.04=22.54kN/mB~C軸間框架梁屋面板傳遞給梁的荷載：5.55X1.35X5/8+5.55X1.35X5/8=9.37kN/m2525X0.3X（0.3-0.12）=1.35kN/m2525X0.3X（0.3-0.12）=1.35kN/m抹灰層:10mm厚混合砂漿（只考慮梁兩側(cè)）:0.01X(0.3-0.12)X2X17=0.06kN/m梁均布荷載=板傳荷載+梁自重9.37+1.35+0.06=10.78kN/m2樓面板傳遞給梁的荷載：3.44X1.35X5/8+3.44X1.35X5/8=5.81kN/m樓面梁自重：25X0.3X(0.3-0.1)=1.5kN/m抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.3-0.1)X2X17=0.07kN/m梁均布荷載=板傳荷載+梁自重5.81+1.5+0.07=7.38kN/m23）A~D軸柱縱向集中荷載計(jì)算頂層女兒墻自重：（做法：墻高1100mm100mm的混凝土壓頂）=0.24X1.1X18+25X0.1X0.24+(1.2X2+0.24)X0.5=6.67kN/m屋面板傳遞給梁的荷載：(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=51.29+51.29=102.58kN.專(zhuān)業(yè).專(zhuān)注.屋面梁自重：25X0.3X(0.6-0.12)X(7.2-0.5)/2+25X0.3X(0.6-0.12)X(7.2-0.5)/2=24.12kN抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.12)X2X17X(7.2-0.5)+0.01X(0.6-0.12)X2X17X(7.2-0.5)=1.09kN女兒墻自重：6 .67X(7.2+7.2)/2=48.0 2A~D軸柱縱向集中荷載=板傳荷載+梁自重+粉刷自重+女兒墻自重102.58+24.12+1.09+48.02=175.81kN標(biāo)準(zhǔn)層樓面板傳遞給梁的荷載：(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=31.79+31.79=63.58kN樓面梁自重：25X0.3X(0.6-0.1)X(7.2-0.5)/2+25X0.3X(0.6-0.1)X(7.2-0.5)/2=25.125kN抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.1)X2X17X(7.2-0.5)+0.01X(0.6-0.1)X2X17X(7.2-0..專(zhuān)業(yè).專(zhuān)注.5)=1.14kN外縱墻自重：49.39kNA~D軸柱縱向集中荷載=板傳荷載+梁自重+粉刷自重+外縱墻自重63.58+25.125+1.14+49.39=.235kNB~C軸柱縱向集中荷載計(jì)算頂層屋面板傳遞給梁的荷載(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(5.55X1.80)X5/8X7.2/2+5.55X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+5.55X1.35X(1-2X0.19八2+0.19八3)X7.2/2+5.55X1.35X(1-2X0.19A2+0.19A3)X7.2/2=51.29+51.29+25.21+25.2仁153kN屋面梁自重：25X0.3X(0.6-0.12)X(7.2-0.5)/2+25X0.3X(0.6-0.12)X(7.2-0.5)/2=24.12kN抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.12)X2X17X(7.2-0.5)+0.01X(0.6-0.12)X2X17X(7.2-0.5)=1.09kNB~C軸柱縱向集中荷載=板傳荷載+梁自重+粉刷自重153+24.12+1.09=178.21kN專(zhuān)業(yè).專(zhuān)注.標(biāo)準(zhǔn)層樓面板傳遞給梁的荷載p仁(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(3.44X1.80)X5/8X7.2/2+3.44X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+3.44X1.35X(1-2X0.19八2+0.19八3)X7.2/2+3.44X1.35X(1-2X0.19A2+0.19A3)X7.2/2=31.79+31.79+15.63+15.63=94.84kN樓面梁自重：25X0.3X(0.6-0.1)X(7.2-0.5)/2+25X0.3X(0.6-0.1)X(7.2-0.5)/2=25.125kN抹灰層:10mm厚混合砂漿(只考慮梁兩側(cè)):0.01X(0.6-0.1)X2X17X(7.2-0.5)+0.01X(0.6-0.1)X2X17X(7.2-0.=1.14kN縱墻自重：51.87kNB~C軸柱縱向集中荷載=板傳荷載+梁自重+粉刷自重+縱墻自重94.84+25.125+1.14+51.87=172.975kN屋面層第A(yíng)軸集中荷載力矩：=175.81X0.5X(0.5-0.3)=17.58屋面層第D軸集中荷載力矩：專(zhuān)業(yè).專(zhuān)注.=175.81=175.81X0.5X(0.5-0.3)=-17.58=175.81=175.81X0.5X(0.5-0.3)=-17.58樓面層第A(yíng)軸集中荷載力矩：= .235X0.5X(0.5-0.3)=13.92樓面層第D軸集中荷載力矩：= .235X0.5X(0.5-0.3)=-13.923.6.2活載計(jì)算A~BC~D軸間框架梁屋面層:屋面板傳遞給梁的荷載：q=2X1.80(1-2X0.27A2+0.27A3)+2X1.80(1-2X0.27A2+0.27A3)=3.145979+3.145979=6.29kN/m樓面層：樓面板傳遞給梁的荷載q=2X1.80(1-2X0.27八2+0.27八3)+2X1.80(1-2X0.27八2+0.27八3)=3.145979+3.145979=6.29kN/mB~C軸間框架梁屋面層:專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.屋面板傳遞給梁的荷載q=2X1.35X5/8+2X1.35X5/8=1.6875+1.6875=3.38kN/m樓面層：樓面板傳遞給梁的荷載q=2.5X1.35X5/8+2.5X1.35X5/8=2.109375+2.109375=4.22kN/mAD軸柱縱向集中荷載計(jì)算頂層屋面板傳遞給梁的荷載：(2X1.80)X5/8X(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4=18.48+18.48=36.96kNA~D軸柱縱向集中荷載=板傳荷載=卩仁36.96kN標(biāo)準(zhǔn)層樓面板傳遞給梁的荷載(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4=18.48+18.48=36.96kN專(zhuān)業(yè).專(zhuān)注.A~D軸柱縱向集中荷載=板傳荷載36.96kNB~C軸柱縱向集中荷載計(jì)算頂層屋面板傳遞給梁的荷載：(2X1.80)X5/8X722+2X1.8X(1-2X0.27A2+0.27A3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+2X1.35X(1-2X0.19A2+0.19A3)X7.2/2+2X1.35X(1-2X0.19八2+0.19A3)X7.2/2=18.48+18.48+9.08+9.08=55.12kNB~C軸柱縱向集中荷載=板傳荷載55.12kN標(biāo)準(zhǔn)層樓面板傳遞給梁的荷載：(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+(2X1.80)X5/8X7.2/2+2X1.8X(1-2X0.27八2+0.27八3)X6.6X2/4+2.5X1.35X(1-2X0.19A2+0.19A3)X7.2/2+2.5X1.35X(1-2X0.19八2+0.19A3)X7.2/2=18.48+18.48+11.36+11.36=59.68kNB~C軸柱縱向集中荷載=板傳荷載=59.68kN4非地震作用下框架力計(jì)算為簡(jiǎn)化計(jì)算，考慮如下幾種單獨(dú)受荷情況：⑴、恒載作用；、活載分別單獨(dú)作用于各跨；、風(fēng)荷載作用(從左向右或從右向左)?？蚣茉谪Q向荷載作用下，可采用分層法、迭代法、 UBC法等方法計(jì)算去力。本課程設(shè)計(jì)中，采用彎矩二次分配法計(jì)算力?？蚣茉谒胶奢d下，可采用反彎點(diǎn)法、D值法、門(mén)架法等方法計(jì)算其力。本課程設(shè)計(jì)中，對(duì)于風(fēng)荷載采用D值法計(jì)算力。在力分析前，還應(yīng)計(jì)算節(jié)點(diǎn)各桿的彎矩分配系數(shù)以及在豎向荷載作用下各桿端的固端彎矩。4.1豎向恒載作用下的力計(jì)算4.1.1彎矩分配系數(shù)計(jì)算節(jié)點(diǎn)標(biāo)號(hào)見(jiàn)下圖：1 2 3 41 2 3 41 2 3 41 2 3 4567891C1112131415161718192021222324A BC D圖4.1一榀框架節(jié)點(diǎn)標(biāo)號(hào)圖節(jié)點(diǎn)1：叮,2=49100/(49100+43402.78)=0.531□1,5=43402.78/(49100+43402.78)=0.469節(jié)點(diǎn)2:卩2,1=49100/(49100+15000+43402.78)=0.457卩2,3=15000/(15000+49100+43402.78)=0.14卩2,6=43402.78/(49100+15000+43402.78)=0.404節(jié)點(diǎn)3:卩3,2=15000/(15000+49100+43402.78)=0.14專(zhuān)業(yè).專(zhuān)注.卩3,4=49100/(49100+15000+43402.78)=0.457卩3,7=43402.78/(15000+49100+43402.78)=0.404節(jié)點(diǎn)4:卩4,3=49100/(49100+43402.78)=0.531卩4,8=43402.78/(49100+43402.78)=0.469節(jié)點(diǎn)5:卩5,1=43402.78/(49100+43402.78+43402.78)=0.319卩5,9=43402.78/(49100+43402.78+43402.78)=0.319卩5,6=49100/(49100+43402.78+43402.78)=0.361節(jié)點(diǎn)6:卩6,2=43402.78/(49100+15000+43402.78+43402.78)=0.288卩6,5=49100/(49100+15000+43402.78+43402.78)=0.325卩6,7=49100/(49100+15000+43402.78+43402.78)=0.卩6,10=43402.78/(49100+15000+43402.78+43402.78)=0.288節(jié)點(diǎn)7:卩7,3=43402.78/(15000+49100+43402.78+43402.78)=0.288卩7,6=15000/(15000+49100+43402.78+43402.78)=0.卩7,8=15000/(15000+49100+43402.78+43402.78)=0.325卩7,11=43402.78/(15000+49100+43402.78+43402.78)=0.288節(jié)點(diǎn)8:卩8,4=43402.78/(49100+43402.78+43402.78)=0.319卩8,7=49100/(49100+43402.78+43402.78)=0.361卩8,12=43402.78/(49100+43402.78+43402.78)=0.319節(jié)點(diǎn)9:卩9,5=43402.78/(49100+43402.78+43402.78)=0.319卩9,13=43402.78/(49100+43402.78+43402.78)=0.319專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.卩9,10=49100/(49100+43402.78+43402.78)=0.361節(jié)點(diǎn)10:叮0,6=43402.78/(49100+15000+43402.78+43402.78)=0.288叮0,9=49100/(49100+15000+43402.78+43402.78)=0.32510,11=49100/(49100+15000+43402.78+43402.78)=0.10,14=43402.78/(49100+15000+43402.78+43402.78)=0.288節(jié)點(diǎn)11:11,7=43402.78/(15000+49100+43402.78+43402.78)=0.28811,10=15000/(15000+49100+43402.78+43402.78)=0.11,12=15000/(15000+49100+43402.78+43402.78)=0.32511,15=43402.78/(15000+49100+43402.78+43402.78)=0.288節(jié)點(diǎn)12:12,8=43402.78/(49100+43402.78+43402.78)=0.31912,11=49100/(49100+43402.78+43402.78)=0.36112,16=43402.78/(49100+43402.78+43402.78)=0.319節(jié)點(diǎn)13:13,9=43402.78/(49100+43402.78+43402.78)=0.31913,17=43402.78/(49100+43402.78+43402.78)=0.31913,14=49100/(49100+43402.78+43402.78)=0.361節(jié)點(diǎn)14:14,10=43402.78/(49100+15000+43402.78+43402.78)=0.28814,13=49100/(49100+15000+43402.78+43402.78)=0.32514,15=49100/(49100+15000+43402.78+43402.78)=0.14,18=43402.78/(49100+15000+43402.78+43402.78)=0.288節(jié)點(diǎn)15:15,11=43402.78/(15000+49100+43402.78+43402.78)=0.288卩15,14=15000心5000+49100+43402.78+43402.78)=0.卩15,16=15000心5000+49100+43402.78+43402.78)=0.325卩15,19=43402.78心5000+49100+43402.78+43402.78)=0.288節(jié)點(diǎn)16:^16,12=43402.78/(49100+43402.78+43402.78)=0.319^16,15=49100/(49100+43402.78+43402.78)=0.36116,20=43402.78/(49100+43402.78+43402.78)=0.319節(jié)點(diǎn)17:17,13=43402.78/(49100+43402.78+34340.66)=0.34217,21=34340.66/(49100+34340.66+43402.78)=0.271^17,18=49100/(49100+34340.66+43402.78)=0.387節(jié)點(diǎn)18:^18,14=43402.78/(49100+15000+34340.66+43402.78)=0.30618,17=49100/(49100+15000+34340.66)=0.34618,19=49100/(49100+15000+34340.66+43402.78)=0.10618,22=34340.66/(49100+15000+34340.66+43402.78)=0.242節(jié)點(diǎn)19:卩19,15=43402.78心5000+49100+34340.66+43402.78)=0.306卩19,18=15000心5000+49100+34340.66)=0.10619,20=15000/(15000+49100+34340.66+43402.78)=0.34619,23=34340.66/(15000+49100+34340.66+43402.78)=0.242節(jié)點(diǎn)20:卩20,16=43402.78/(49100+43402.78+34340.66)=0.342卩20,19=49100/(49100+34340.66+43402.78)=0.387卩20,24=34340.66/(49100+34340.66+43402.78)=0.2 714.1.2計(jì)算桿件固端彎矩M1,2=-M2,1=-1/12X21.22X6.6A2=-77.03kN.mM2,3=-M3,2=-1/12X10.78X272=-6.55kN.mM3,4=-M4,3=-1/12X21.22X6.6A2=-77.03kN.mM5,6=-M6,5=-1/12X22.54X6.6A2=-81.82kN.mM6,7=-M7,6=-1/12X7.38X2.7A2=-4.48kN.mM7,8=-M8,7=-1/12X22.54X6.6A2=-81.82kN.mM9,10=-M10,9=-1/12X22.54X6.6A2=-81.82kN.mM10,11=-M11,10=-1/12X7.38X2.7A2=-4.48kN.mM11,12=-M12,11=-1/12X22.54X6.6A2=-81.82kN.mM13,14=-M14,13=-1/12X22.54X6.6A2=-81.82kN.mM14,15=-M15,14=-1/12X7.38X2.7A2=-4.48kN.mM15,16=-M16,15=-1/12X22.54X6.6A2=-81.82kN.mM17,18=-M18,17=-1/12X22.54X6.6A2=-81.82kN.mM18,19=-M19,18=-1/12X7.38X2.7A2=-4.48kN.mM19,20=-M20,19=-1/12X22.54X6.6A2=-81.82kN.m4.2、豎向活載作用下的力計(jì)算4.2.1計(jì)算桿件固端彎矩M1,2=-M2,1=-1/12X6.29X6.6A2=-22.83kN.mM2,3=-M3,2=-1/12X3.38X2.7A2=-2.05kN.mM3,4=-M4,3=-1/12X6.29X6.6A2=-22.83kN.mM5,6=-M6,5=-1/12X6.29X6.6A2=-22.83kN.mM6,7=-M7,6=-1/12X4.22X2.7A2=-2.56kN.mM7,8=-M8,7=-1/12X6.29X6.6A2=-22.83kN.mM9,10=-M10,9=-1/12X6.29X6.6八2=-22.83kN.mM10,11=-M11,10=-1/12X4.22X2.7A2=-2.56kN.mM11,12=-M12,11=-1/12X6.29X6.6A2=-22.83kN.mM13,14=-M14,13=-1/12X6.29X6.6A2=-22.83kN.mM14,15=-M15,14=-1/12X4.22X2.7A2=-2.56kN.mM15,16=-M16,15=-1/12X6.29X6.6A2=-22.83kN.mM17,18=-M18,17=-1/12X6.29X6.6A2=-22.83kN.mM18,19=-M19,18=-1/12X4.22X2.7A2=-2.56kN.mM19,20=-M20,19=-1/12X6.29X6.6A2=-22.83kN.m恒載彎矩二次分配法計(jì)算過(guò)程專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.表4.1恒載彎矩二次分配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0.4690.5310.4570.40040.4570.5310.469偏心矩偏心矩偏心矩偏心矩17.58-77.0377.030.00-6.556.550-77.0377.03-17.5827.8831.57-32.21-28.47-9.87V9.8728.4732.21*-31.57-27.8810.83-16.1015.78-11.144.93?-4.9311.14-15.78埠16.10-10.832.472.80-4.38-3.87-1.341.343.874.38-2.80-2.4741.19-58.7756.23-43.48-12.8212.8243.48-56.2358.77-41.190.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51-25.14-22.27-22.27-7.66X"7.6622.2722.2725.14X--24.51-21.66-21.6613.9410.83-12.5712.26-14.24-11.143.83■-3.8314.2411.14-12.26*--亀12.57-13.94-10.83-3.89-3.89-4.413.022.682.680.92-0.92-2.68-2.68-3.024.413.893.8931.7128.60-74.2871.96-33.84-30.74-7.397.3933.8430.74-71.9674.28-31.71-28.600.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51-25.14-22.27-22.27-7.667.6622.2722.2725.14*--24.51-21.66-21.6610.8310.83-12.5712.26-11.14-11.143.83■-3.8311.1411.14-12.26■12.57-10.83-10.83-2.90-2.90-3.282.011.781.780.61-0.61-1.78-1.78-2.013.282.902.9029.5929.59-73.1670.95-31.63-31.63-7.707.7031.6331.63-70.9573.16-29.59-29.590.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.31913.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9221.6621.6624.51*-25.14-22.27-22.27-7.66*'7.6622.2722.2725.14*-24.51-21.66-21.6610.8311.61-12.5712.26-11.14-11.833.83巴3.8311.1411.83-12.2612.57-10.83-11.61-3.15-3.15-3.562.241.981.980.68-0.68-1.98-1.98-2.243.563.153.1529.3430.12-73.4471.18-31.43-32.12-7.637.6331.4332.12-71.1873.44-29.34-30.120.3420.2710.3870.3460.3060.2420.1060.1060.3060.2420.3460.3870.3420.27113.92-81.8281.820.00-4.484.480.00-81.8281.82-13.9223.2218.4026.28x■-26.76-23.67-18.72-8.20*8.2023.6718.7226.76-26.28-23.22-18.4010.83-13.38ar*13.14-11.144.10'-4.1011.14-13.1413.38-10.830.870.690.99-2.11-1.87-1.48-0.650.651.871.482.11-0.99-0.87-0.6934.9219.09-67.9466.09-36.67-20.19-9.239.2336.6720.19-66.0967.94-34.92-19.099.55-10.1010.10-9.5558.771956.23 56.2312.82.8258.774174.2871.9643.4843.4841.1971.9674.287.37.328.31.7130.36.84.33.84—28.631.7173.1670.9570.952929.5931.'31.63.631.6329.599.5973.4471.1871.1830223432.67.9419.34.927.67.63-73.4430.129.3466.0966.0994：76719.34.92A.55 B°.1G°.1 D.55圖4.2恒載作用下彎矩簡(jiǎn)圖70.4169.6414.5514.5569.6470.4174.7374.039.969.9674.7274.7274.6674.0374.059.969.9674.0574.049.96.9.9674.0474.19. 99674.7374.7274.7274.174.6674.1ABCD圖4.3恒載作用下剪力簡(jiǎn)圖ABCD活荷載彎矩圖4.4恒載作用下軸力簡(jiǎn)圖次分配法計(jì)算過(guò)程表4.2活荷載彎矩二次分配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0.4690.5310.4570.40040.4570.5310.469偏心矩偏心矩偏心矩偏心矩3.70-22.8322.830.00-2.052.050-22.8322.83-3.78.9710.16-9.50-8.40-2.91*2.918.409.50--10.16-8.973.05-4.75■5.08-2.921.45*-1.452.92-5.08立4.75-3.050.800.90-1.65-1.46-0.510.511.461.65-0.90-0.8012.82-16.5216.76-12.77-4.014.0112.77-16.7616.52-12.820.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3190.003.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701-6.59-5.84-5.84-2.01*-2.015.845.846.59*盧-6.91-6.10-6.104.493.05-3.293.45-4.20-2.921.00比-1.004.202.92-3.45*3.29-4.49-3.05-1.35-1.35-1.530.860.770.770.26-0.26-0.77-0.77-0.861.531.351.359.237.80-20.7520.56-9.27-7.99-3.303.309.277.99-20.5620.75-9.23-7.800.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3193.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701-6.59-5.84-5.84-2.01=2.015.845.846.59'-6.91-6.10-6.103.053.05-3.293.45-2.92-2.921.00*-1.002.922.92-3.45』73.29-3.05-3.05-0.90-0.90-1.010.450.400.400.14-0.14-0.40-0.40-0.451.010.900.908.268.26-20.2320.14-8.36-8.36-3.433.438.368.36-20.1420.23-8.26-8.260.3190.3190.3610.3250.2880.2880.0990.0990.2880.2880.3250.3610.3190.3193.70-22.8322.830.00-2.562.560.00-22.8322.83-3.701X-6.59-5.84-5.84-2.01X'2.015.845.846.59X'-6.91-6.10-6.103.053.27-3.293.45-2.92-3.101.00巴1.002.923.10-3.45■3.29-3.05-3.27-0.97-0.97-1.090.510.450.450.15-0.15-0.45-0.45-0.511.090.970.978.198.41-20.3120.20-8.31-8.49-3.413.418.318.49-20.2020.31-8.19-8.410.3420.2710.3870.3460.3060.2420.1060.1060.3060.2420.3460.3870.3420.2713.70-22.8322.830.00-2.562.560.00-22.8322.83-3.706.545.187.40-7.01-6.20-4.91-2.15*17.01-7.40-6.54-5.183.05-3.513.70-2.921.07■-1.072.92-3.703.51-3.08-0.64-0.57-0.45-70.450.64-0.18-0.16-0.129.755.31-18.7618.88-9.69-5.35-3.833.839.695.35-18.8818.76-9.75-5.312.65-2.682.68-2.6516.5216.74.014.0116.7616.5212.8212.77 12.7712.8220.7520.5 .33.320.5620.799.27.999.277.89.2320.2320.14.433.4320「1468.368.368.368.368.268.2620.3120.23.413.4120.220.398.313.498.31848.1918.7618.8.833.8318.8818.765.39.755.359.695.359.69539.75Ae.65B2.68C2.68D2.65圖4.5活載作用下彎矩簡(jiǎn)圖7003700314.5514.5570.0370.03743874389.969.9674387438743874.3874389.969.9674.38743874.3874.389.9699674.3874389.969.9674.3874.3874.3874.38A BC D圖4.6活載作用下剪力簡(jiǎn)圖ADBC圖4.7活載作用下軸力簡(jiǎn)圖4.3風(fēng)荷載力計(jì)算4.3.1風(fēng)荷載下標(biāo)準(zhǔn)值計(jì)算作用在屋面梁和樓面梁節(jié)點(diǎn)處的集中風(fēng)荷載標(biāo)準(zhǔn)值為了簡(jiǎn)化計(jì)算起見(jiàn)，通常將計(jì)算單元圍外墻面的分布風(fēng)荷載， 化為等量的作用于樓面集中風(fēng)荷載，計(jì)算公式如下：W k=Bz[1s[1z30 (4.1)式中基本風(fēng)壓3o=O.35kN/m21Z：風(fēng)壓高度變化系數(shù)；根據(jù)地面粗糙度以及高度確定；1s：風(fēng)荷載體型系數(shù)，本建筑H/B=18.95/15.9=1.19<4, 1s=1.3;Bz：高度z處風(fēng)振系數(shù)，基本自振周期對(duì)于鋼筋混凝土框架結(jié)構(gòu)可用Ti=0.08n(n是建筑層數(shù))估算，大約為0.4>0.25,應(yīng)考慮風(fēng)壓脈動(dòng)對(duì)結(jié)構(gòu)發(fā)生順風(fēng)風(fēng)向風(fēng)振的影響,Bz=1+Zv^z/卩z；30XTA2=0.62X0.35X(0.4)^2=0.03472所以Z=1.16因?yàn)榈孛娲植诙葹锽類(lèi),所以v=0.46一榀框架各層節(jié)點(diǎn)的受風(fēng)面積，取上層的一半和下層的一半之和，頂層取到女兒墻頂，底層只取到下層的一半。注意底層的計(jì)算高度應(yīng)從室外地面開(kāi)始取。2頂層 A5 (1.23.62)7.2 21.6m2~4層A2=A3=A4=(3.6 3.6)1/27.2=25.92m2底層 A1 (4.05 3.6)1/27.2 27.54m2將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載各層標(biāo)高處Bz見(jiàn)表1卩z根據(jù)荷載規(guī)表7.2.1查得，見(jiàn)表4.3.將風(fēng)荷載算成作用于每層節(jié)點(diǎn)上的集中荷載， 計(jì)算過(guò)程如表1所示。表中A為一榀框架各層節(jié)點(diǎn)的受風(fēng)面積，計(jì)算結(jié)果如圖表4.3橫向風(fēng)荷載計(jì)算樓層Bz[1sz(m1z23o(kN/m)A簡(jiǎn)W(kN)51.521.3018.4501.220.3521.618.2341.411.3014.8501.120.3525.9218.6231.301.3011.2501.020.3525.9215.6421.201.307.6501.000.3525.9214.1511.101.304.0500.740.3527.54風(fēng)荷載作用下的位移驗(yàn)算位移計(jì)算時(shí)，各荷載均采用標(biāo)準(zhǔn)值。.側(cè)移剛度D第1層:A軸柱：K=2X49100/(2X34340.66)=1.43a=(0.5+K)/(2+K)=(0.5+1.43)/(2+1.43)=0.56B軸柱：K=2X(49100+15000)/(2X34340.66)=1.87a=(0.5+K)/(2+K)=(0.5+1.87)/(2+1.87)=0.61C軸柱：K=2X(15000+49100)/(2X34340.66)=1.87a=(0.5+K)/(2+K)=(0.5+1.87)/(2+1.87)=0.61D軸柱：K=2X49100/(2X34340.66)=1.43a=(0.5+K)/(2+K)=(0.5+1.43)/(2+1.43)=0.56第2層:A軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B軸柱：K=2X(49100+15000)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43C軸柱：K=2X(15000+49100)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43D軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第3層:A軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B軸柱：K=2X(49100+15000)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43C軸柱：K=2X(15000+49100)/(2X43402.78)=1.48a=K/(2+K)=1.48/(2+1.48)=0.43專(zhuān)業(yè).專(zhuān)注...專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.D軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第4層：A軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B軸柱：K=2X(49100+15000)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43C軸柱：K=2X(15000+49100)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43D軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36第5層：A軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36B軸柱：K=2X(49100+15000)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43C軸柱：K=2X(15000+49100)/(2X43402.78)=1.48a二K/(2+K)=1.48/(2+1.48)=0.43D軸柱：K=2X49100/(2X43402.78)=1.13a=K/(2+K)=1.13/(2+1.13)=0.36表4.4風(fēng)荷載作用下橫向框架側(cè)移剛度D第A(yíng)軸第B軸第C軸第D軸Dj1層11146.9312142.1912142.1911146.929746578.24222層14467.5917280.7417280.7414467.589863496.66023層14467.5917280.7417280.7414467.589863496.6602

4層14467.5917280.7417280.7414467.589863496.66025層14467.5917280.7417280.7414467.589863496.6602側(cè)向位移由彎曲和剪切變形產(chǎn)生的位移表4.5風(fēng)荷載作用下橫向框架和位移計(jì)算樓層Wk/kNVJ/kND(kN/m)uj/muj/h518.2318.2363496.660.00030.0001418.6236.8563496.660.00060.0002315.6452.4963496.660.00080.0002214.1566.6463496.660.00100.0003110.2078.8446578.2420.00160.0004由于《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程規(guī)》JGJ3-2010表3.7.3的規(guī)定的限Q=1/550。本框架的層架最大位移與層高之比在底層，其值為0.00044小于規(guī)定限值，滿(mǎn)足要求，故框架抗側(cè)剛度足夠。4.3.3、風(fēng)荷載力計(jì)算框架在風(fēng)荷載（從左往右吹）下的力采用D值法（改進(jìn)的反彎點(diǎn)發(fā)）進(jìn)行計(jì)算。其步驟為1） .求各柱反彎點(diǎn)出得剪力值；2） .求各柱反彎點(diǎn)高度3） 求各柱的桿端彎矩及梁端彎矩.求各柱的軸力和梁剪力Dij vpi (4.2 )Dijj式中Vpi——框架i層總剪力Vij ――i層第j根柱分配到的剪力Dij ――i層第j根柱的抗側(cè)剛度sDij——i層s根柱的抗側(cè)剛度之和j框架柱自柱底開(kāi)始計(jì)算的反彎點(diǎn)位置與柱高之比查表可得，計(jì)算結(jié)果如下:表4.6第A(yíng)軸框架柱反彎點(diǎn)位置層號(hào)h/mKy0y1y2y3yyh/m60000.361.3010000.411.4860000.461.6600000.501.8014.551.430.610000.612.78表4.7第B軸框架柱反彎點(diǎn)位置層號(hào)h/mKy0y1y2y3yyh/m53.61.480.370000.371.3343.61.480.420000.421.5133.61.480.470000.471.6923.61.480.500000.501.8014.551.870.560000.562.55專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.表4.8第C軸框架柱反彎點(diǎn)位置層號(hào)h/mKy0y1y2y3yyh/m53.61.480.370000.371.3343.61.480.420000.421.5133.61.480.470000.471.6923.61.480.500000.501.8014.551.870.560000.562.55表4.9第D軸框架柱反彎點(diǎn)位置層號(hào)h/mKy0y1y2y3yyh/m60000.361.3010000.411.4860000.461.6600000.501.8014.551.430.610000.612.78根據(jù)各柱分配到的剪力及反彎點(diǎn)位置 yh計(jì)算第i層第j個(gè)柱端彎矩?？蚣芨髦臈U端彎矩、梁端彎矩按下式進(jìn)行計(jì)算Me上=VimX（1-y）XhMe下=VimXyXh中柱：Mb左j=ib左X（（Me下j+1）+（Me上j））/（ib 左+ib右）Mb右j=ib右X（（Me下j+1）+（Me上j））/（ib 左+ib右）邊柱：

Mb總j=(Me下j+1)+Mc上j表4.10風(fēng)荷載作用下第A(yíng)軸框架柱剪力和梁端彎矩的計(jì)算層號(hào)V(kN)DDimDimDVim/kNyh(m)M上(kN)M下(kN)M總(kN)510.263496.6614467.590.232.351.305.413.055.41424.3563496.6614467.590.235.601.4811.898.2714.94339.9963496.6614467.5617.8815.2426.15258.6163496.6614467.590.2313.481.8024.2624.2639.50176.8446578.2411146.930.2418.442.7832.7251.1856.98表4.11風(fēng)荷載作用下第B軸框架柱剪力和梁端彎矩的計(jì)算層號(hào)Vi(kN)DDimDimVim/kNyh(m)M上(kN)M下(kN)M左(kN)M右(kN)D510.2063496.6617280.740.272.751.336.243.664.781.46424.3563496.6617280.740.276.571.5113.729.9313.314.07339.9963496.6617280.740.2710.801.6920.6118.2723.397.15258.6163496.6617280.740.2715.821.8028.4828.4835.8110.94176.8446578.2412142.190.2619.982.5540.0050.9152.4616.02表4.12風(fēng)荷載作用下第C軸框架柱剪力和梁端彎矩的計(jì)算

層號(hào)V(kN)DDimDimVm/kNyh(m)MC上(kN)MC下(kN)MC左(kN)MC右(kN)D510.2063496.6617280.740.272.751.336.243.661.464.78424.3563496.6617280.740.276.571.5113.729.934.0713.31339.9963496.6617280.740.2710.801.6920.6118.277.1523.39258.6163496.6617280.740.2715.821.8028.4828.4810.9435.81176.8446578.2412142.190.2619.982.5540.0050.9116.0252.46表4.13風(fēng)荷載作用下第D軸框架柱剪力和梁端彎矩的計(jì)算層號(hào)Vi(kN)DDimDimDVim/kNyh(m)MC上(kN)MC下(kN)MC總(kN)510.263496.6614467.590.232.351.305.413.055.41424.3563496.6614467.590.235.601.4811.898.2714.94339.9963496.6614467.5617.8815.2426.15258.6163496.6614467.590.2313.481.8024.2624.2639.50176.8446578.2411146.930.2418.442.7832.7251.1856.984.3.4、雪荷載力計(jì)算(4.3)專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.屋面為平屋面,卩r=1.0S0=0.35kN/m2Sk=0.35kN/m2桿件固端彎矩M1,2=-M2,1=-1/12X0.35X6.6A2=-1.27kN.mM2,3=-M3,2=-1/12X0.35X2.7八2=-0.21kN.mM3,4=-M4,3=-1/12X0.35X6.6A2=-1.27kN.m5地震作用下框架計(jì)算根據(jù)規(guī)可知，本建筑以剪切變形為主，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法計(jì)算水平地震作用重力荷載代表值的計(jì)算屋面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重+0.5X雪荷載標(biāo)準(zhǔn)值樓面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5X樓面活荷載標(biāo)準(zhǔn)值其中結(jié)構(gòu)和構(gòu)配件自重取樓面上、下各半層層高圍(屋面處取頂層的一半)的結(jié)構(gòu)及構(gòu)配件自重。由于該結(jié)構(gòu)剛度比較均勻，故取一個(gè)計(jì)算單元進(jìn)行計(jì)算。第5層樓面即屋面處重力荷載代表值計(jì)算女兒墻自重：=6.67X2X(7.2+7.2)=192.1kN屋面自重：屋面恒載:5.55kN/m2屋面面積=14.4X(15.9+0.5)=236.16m2專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.屋面自重=5.55X236.16=1310.688kN3） 梁重：=327.4kN4） 墻重（扣除門(mén)窗洞口加門(mén)窗自重）=1/2X561.42=280.71kN5） 柱重：=1/2X4X（0.5）A2X25=45kN6） 0.5倍雪荷載=0.5X0.35X236.16=41.33kN第5層重力荷載代表值為2197.23kN5.1.2第4層樓面處重力荷載代表值計(jì)算1） 樓面自重：樓面恒載：5.55kN/m2樓面面積=236.16m2樓面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墻重（扣除門(mén)窗洞口加門(mén)窗自重）=1/2X（521.16+521.16）=521.16kN4） 柱重：=1/2X（90+90）=180kN5） 0.5倍樓面活荷載=0.5X2X236.16=236.16kN第4層重力荷載代表值=812.3904+327.4+521.16+180+236.16=2077.11kN.專(zhuān)業(yè).專(zhuān)注.5.1.3第3層樓面處重力荷載代表值計(jì)算1） 樓面自重：樓面恒載：5.55kN/m2樓面面積=236.16m2樓面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墻重（扣除門(mén)窗洞口加門(mén)窗自重）=1/2X（521.16+521.16）=521.16kN4） 柱重：=1/2X（90+90）=180kN5） 0.5倍樓面活荷載=0.5X2X236.16=236.16kN第3層重力荷載代表值=812.3904+327.4+521.16+180+236.16=2077.11kN5.1.4第2層樓面處重力荷載代表值計(jì)算1） 樓面自重：樓面恒載:5.55kN/m2樓面面積=236.16m2樓面自重=3.44X236.16=812.3904kN2） 梁重=327.4kN3） 墻重（扣除門(mén)窗洞口加門(mén)窗自重）=1/2X(521.16+521.16)=521.16kN柱重：=1/2X(90+90)=180kN0.5倍樓面活荷載=0.5X2X236.16=236.16kN第2層重力荷載代表值=812.3904+327.4+521.16+180+236.16=2077.11kN5.1.5第1層樓面處重力荷載代表值計(jì)算樓面自重：樓面恒載：5.55kN/m2樓面面積=236.16m2樓面自重=3.44X236.16=812.3904kN梁重=327.4kN墻重(扣除門(mén)窗洞口加門(mén)窗自重)=1/2X(521.16+875.74)=698.45kN柱重：=1/2X(90+113.75)=203.75kN0.5倍樓面活荷載=0.5X2X236.16=236.16kN第1層重力荷載代表值=812.3904+327.4+698.45+203.75+236.16=2278.15kN各層重力荷載代表值為：G5=2197.23kNG4=2077.11kN.專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.專(zhuān)業(yè)專(zhuān)業(yè).專(zhuān)注.G3=2077.11kNG2=2077.11kNG仁2278.15kN8 ^7 *OCXDCO■—? *0000J6600r書(shū)廠(chǎng) 1f2700166001W 、G5=2197.2：G4=2077.1G3=2077.1G2=2077.1G1=22784圖5.1地震荷載計(jì)算示意圖5.2框架梁柱的線(xiàn)剛度計(jì)算在現(xiàn)澆樓面或預(yù)制樓板的框架結(jié)構(gòu)中，只有現(xiàn)澆樓面可以作為梁的有效翼緣，增大梁的有效剛度，減少框架側(cè)移。柱梁均采用C30在工程上，為簡(jiǎn)化計(jì)算，通常梁均先按矩形截面計(jì)算某慣性矩1°,然后乘以增大系數(shù)。由于樓面板與框架梁的混凝土一起澆搗，在計(jì)算梁的截面慣性矩時(shí)，對(duì)現(xiàn)澆樓面的 邊框架梁取Ib=1.5I0，對(duì)中框架梁取Ib=2.0I0，其中

Io=bh[l2。橫梁線(xiàn)剛度：心二EJ/lb.(Io 為不考慮樓板翼緣作用的梁截面慣性矩)。A~B跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.6)^3/6.6=49100kN.mB~C跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.3)^3/2.7=15000kN.mC~D跨梁：i=EI/l=3.0X10A7X2X1/12X0.3X(0.6)八3/6.6=49100kN.m第1層柱：i=EI/h=3.0第2層柱：i=EI/h=3.0第3層柱：第1層柱：i=EI/h=3.0第2層柱：i=EI/h=3.0第3層柱：i=EI/h=3.0第4層柱：i=EI/h=3.0第5層柱：i=EI/h=3.0X10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.mX10A7X1/12X(0.5)A4/3.6=43402.78kN.m令左上側(cè)柱線(xiàn)剛度為1.0，則其余各桿件的相對(duì)線(xiàn)剛度為:A~B跨梁相對(duì)線(xiàn)剛度：i'=49100-43402.78=1.13B~C跨梁相對(duì)線(xiàn)剛度：i'=15000-43402.78=0.35C~D跨梁相對(duì)線(xiàn)剛度：i'=49100-43402.78=1.13第1層柱相對(duì)線(xiàn)剛度：i'=34340.66-43402.78=0.79第2層柱相對(duì)線(xiàn)剛度：i'=43402.78-43402.78=1第3層柱相對(duì)線(xiàn)剛度：i'=43402.78-43402.78=1第4層柱相對(duì)線(xiàn)剛度：i'=43402.78-43402.78=1第5層柱相對(duì)線(xiàn)剛度：i'=43402.78-43402.78=11.130.351.13111111.130.351.13OOCDCO11111.130.351.1311111.130.351.13111111.130.351.1305541-0.790.790.790.79圖5.2相對(duì)線(xiàn)剛度計(jì)算簡(jiǎn)圖為了便于今后的力組合，荷載計(jì)算宜按照標(biāo)準(zhǔn)值計(jì)算。5.3.框架柱抗側(cè)剛度D和結(jié)構(gòu)基本自振周期計(jì)算5.3.1橫向抗側(cè)剛度D值計(jì)算橫向抗側(cè)剛度D值在上一節(jié)計(jì)算風(fēng)荷載過(guò)程中已經(jīng)計(jì)算，見(jiàn)下表表5.1風(fēng)荷載作用下框架橫向抗側(cè)剛度Dj第A(yíng)軸第B軸第C軸D軸Dj1層11146.9312142.1912142.1911146.9346578.242層14467.5917280.7417280.7414467.5963496.663層14467.5917280.7417280.7414467.5963496.664層14467.5917280.7417280.7414467.5963496.665層14467.5917280.7417280.7414467.5963496.66532結(jié)構(gòu)基本自振周期計(jì)算結(jié)構(gòu)基本自振周期計(jì)算有多中方法，包含假想頂點(diǎn)位移法、能量法和經(jīng)驗(yàn)公式法等，本結(jié)構(gòu)設(shè)計(jì)按照頂點(diǎn)位移法進(jìn)行計(jì)算。由《高層建筑混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)程》JGJ3-2010第C.0.2條，按頂點(diǎn)位移法計(jì)算結(jié)構(gòu)的基本周期。T=1.7%底 (5.1)式中忖一一考慮非結(jié)構(gòu)墻體剛度影響的周期折減系數(shù)，一般取 0.6~0.7。△t――假想集中在各層樓面處的重力荷載代表值 Gi為水平荷載，按彈性方法所求得的結(jié)構(gòu)頂點(diǎn)假想位移。Djj=i對(duì)于框架△t可以按照下式計(jì)算：Djj=i(5.2)nVGi= Gkk=1(5.3)n△t= △k=1(5.4)式中，Gk――集中在k層樓面處的重力荷載代表值;專(zhuān)業(yè).專(zhuān)注.VGi――集中各層樓面處的重力荷載代表值視為水平荷載而得到的第i層層間剪力；nDj――第i層的層間側(cè)移剛度；j=i△――第i層的層間側(cè)移；n――同層框架柱的總數(shù)表5.2橫向框架頂點(diǎn)位移計(jì)算層號(hào)Gi(kN)Gi(kN)Diui(m)ui(m)52197.232197.2363496.660.03460.564542077.114274.3463496.6