H酒店框架結(jié)構(gòu)的地震下框架內(nèi)力計(jì)算案例目錄TOC\o"1-3"\h\u1501H酒店框架結(jié)構(gòu)的地震下框架內(nèi)力計(jì)算案例 181941.1重力荷載代表值 1279441.2結(jié)構(gòu)整體抗側(cè)剛度 3208381.3自振周期 398001.4橫向地震作用計(jì)算 4135031.5地震作用變形驗(yàn)算 5277011.6地震下框架內(nèi)力計(jì)算 6160521.6.1反彎點(diǎn)的計(jì)算 6143971.6.2地震作用下框架柱剪力和彎矩計(jì)算 695991.6.3地震作用下框架梁端彎矩計(jì)算 723881.6.4地震作用下框架梁剪力和柱軸力計(jì)算 81.1重力荷載代表值（1）頂層計(jì)算屋面板自重768.98×5.84=4490.84kN邊跨框架梁自重20×(6.6-0.6-0.6+0.1+0.1)×1.63=518.56kN中跨框架梁自重10×(3-0.1-0.1)×2.23=62.44kN女兒墻自重1.95×1.2×133.2=311.69kN次梁自重2.9×6.3×12=219.24kN橫向外墻體和窗自重2×1.95×((3.6-0.7)×5.6×2＋(3.6-0.4)×2.8)×0.8/2=61.65kN縱向外墻體和窗自重(1.95×(3.6-0.7)×100.8×0.8/2=228.01kN內(nèi)墻體和門(mén)窗自重((1.7×(3.6-0.55)×6.6×26×0.8)+(1.7×(3.6-0.7)×7.2×13×0.8))/2=540.48kN縱向框架梁自重1.63×6.6×28=855.62kN框架柱自重9.58×3.6/2×40=689.76kN樓梯間自重7×47.52/2=166.32kN恒載合計(jì)8148kN雪荷載0.25×768.98=192.25kNG8148+0.5×192.25=8244kN（2）標(biāo)準(zhǔn)層計(jì)算樓面板自重768.98×1.3=3306.61kN邊跨框架梁自重20×(6.6-0.6-0.6+0.1+0.1)×1.63=518.56kN中跨框架梁自重10×(3-0.1-0.1)×2.23=62.44kN次梁自重2.9×6.3×12=219.24kN橫向外墻體和窗自重2×1.95×((3.6-0.7)×5.6×2＋(3.6-0.4)×2.8)×0.8=129.29kN縱向外墻體和窗自重(1.95×(3.6-0.7)×100.8×0.8=456.02kN內(nèi)墻體和門(mén)窗自重(1.7×(3.6-0.55)×6.6×26×0.8)+(1.7×(3.6-0.7)×7.2×13×0.8)=1080.96kN縱向框架梁自重1.63×6.6×28=855.62kN框架柱自重9.58×3.6×40=1379.52kN樓梯間自重7×47.52=332.64kN恒載合計(jì)8341kN活荷載2×(151.2+47.52)+2×(816.5-151.2-47.52)=1633kNG8341+0.5×1633=9158kN首層計(jì)算樓面板自重768.98×1.3=3306.61kN邊跨框架梁自重20×(6.6-0.6-0.6+0.1+0.1)×1.63=518.56kN中跨框架梁自重10×(3-0.1-0.1)×2.23=62.44kN次梁自重2.9×6.3×12=219.24kN橫向外墻體和窗自重2×1.95×((3.6/2+1.2/2-0.7)×5.6×2＋(3.6/2+1.2/2-0.4)×2.8)×0.8=142.4kN縱向外墻體和窗自重(1.95×(3.6/2+1.2/2-0.7)×100.8×0.8=503.19kN內(nèi)墻體和門(mén)窗自重(1.7×(3.6/2+1.2/2-0.55)×6.6×26×0.8)+(1.7×(3.6/2+1.2/2-0.7)×7.2×13×0.8)=1189.16kN縱向框架梁自重1.63×6.6×28=855.62kN框架柱自重9.58×(3.6+5.2)/2×40=1686.08kN樓梯間自重7×47.52=332.64kN恒載合計(jì)8816kN活荷載2×(151.2+47.52)+2×(816.5-151.2-47.52)=1633kNG8816+0.5×1633=9633kN圖4-1重力荷載代表值1.2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，中間榀框架數(shù)量為8；計(jì)算如下所示。。頂層8×113334+2×95000=1096672kN/m標(biāo)準(zhǔn)層8×113334+2×95000=1096672kN/m底層8×63046+2×57514=619396kN/m1.3自振周期以頂層為典型計(jì)算其層間側(cè)移，側(cè)向剛度為1096672kN/m，層間側(cè)移:：8244/1096672=0.008m其余各層計(jì)算結(jié)果見(jiàn)下表。表4-1結(jié)構(gòu)頂點(diǎn)位移表層號(hào)∑D(kN/m)Gi(kN)∑Gi(kN)△μi(m)μi(m)6F1096672824482440.0080.215F10966729158174020.0160.2024F10966729158265600.0240.1863F10966729158357180.0330.1622F10966729158448760.0410.1291F6193969633545090.0880.088通過(guò)表格可知：頂點(diǎn)位移為0.21m，取周期折減系數(shù)為0.7。。=1.71.7×0.7×0.21^0.5=0.55s1.4橫向地震作用計(jì)算通過(guò)對(duì)結(jié)構(gòu)各樓層結(jié)構(gòu)平面布置圖分析可知，該結(jié)構(gòu)各樓層剛度沒(méi)有突變且分布較均勻，對(duì)其進(jìn)行地震力計(jì)算時(shí)宜采用底部剪力法；該地區(qū)場(chǎng)地類(lèi)別為Ⅱ類(lèi)，設(shè)計(jì)地震分組為第二組，抗震設(shè)防烈度為8度0.20g，特征周期為0.4s。。對(duì)于地震影響系數(shù)當(dāng)，；當(dāng)，；結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值0.12×0.85×54509=5559.92kN為頂部附加作用系數(shù)由于自振周期T=0.55s，特征周期為0.4s，由抗規(guī)公式計(jì)算可得0=0附加頂部集中力：0×5559.92=0kN表4-2地震力及剪重比計(jì)算層號(hào)6F3.6023.2082441912610.251151396.371396.370.1695F3.6019.6091581794970.235711310.532706.90.1564F3.6016.0091581465280.192411069.783776.680.1423F3.6012.4091581135590.14912829.14605.780.1292F3.608.809158805900.10583588.415191.190.1161F5.205.209633500920.06578365.735559.920.102由表格可知，剪重比均大于0.032，滿(mǎn)足要求。圖4-2各樓層地震集中力簡(jiǎn)圖

1.5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4-3結(jié)構(gòu)各樓層相對(duì)轉(zhuǎn)角驗(yàn)算層號(hào)層高F(kN)Vi(kN)D(N/mm)(u)i(mm)(u)i/hi限值6F3.601396.371396.3710966720.00131/25001/5505F3.601310.532706.910966720.00251/14294F3.601069.783776.6810966720.00341/11113F3.60829.14605.7810966720.00421/8332F3.60588.415191.1910966720.00471/7691F5.20365.735559.926193960.0091/5881.6地震下框架內(nèi)力計(jì)算1.6.1反彎點(diǎn)的計(jì)算反彎點(diǎn)即為水平荷載為主作用下，框架柱頂和柱底彎矩符號(hào)相反，柱間必有彎矩零點(diǎn)，該點(diǎn)為反彎點(diǎn)；通過(guò)查表計(jì)算反彎點(diǎn)y=y0+y1+y2+y3，計(jì)算如下所示。表4-4反彎點(diǎn)計(jì)算層號(hào)邊柱中柱Ky0y1y2y3yKy0y1y2y3y6F0.870.35y1=0

y2=0

y3=00.351.220.361y1=0

y2=0

y3=00.3615F0.870.435y1=0

y2=0

y3=00.4351.220.45y1=0

y2=0

y3=00.454F0.870.45y1=0

y2=0

y3=00.451.220.461y1=0

y2=0

y3=00.4613F0.870.45y1=0

y2=0

y3=00.451.220.5y1=0

y2=0

y3=00.52F0.870.5y1=0

y2=0

y3=00.51.220.5y1=0

y2=0

y3=00.51F1.250.6375y1=0

y2=0

y3=00.63751.760.612y1=0

y2=0

y3=00.6121.6.2地震作用下框架柱剪力和彎矩計(jì)算為了簡(jiǎn)化計(jì)算，考慮框架的對(duì)稱(chēng)性，內(nèi)力計(jì)算時(shí)取一榀框架的一半進(jìn)行計(jì)算；剪力分配公式，Vi為某根柱子的剪力，Di為對(duì)應(yīng)柱子的抗側(cè)剛度，∑Di為某層柱子抗側(cè)剛度總和。柱下端彎矩：M下=-Vhy，上端彎矩：M上=-Vh(1-y)表4-5地震作用下的柱剪力層號(hào)柱編號(hào)D(kN/m)∑D(kN/m)F(kN)V(kN)6F邊柱2500010966721396.3731.83中柱3166710966721396.3740.325F邊柱2500010966722706.961.71中柱3166710966722706.978.164F邊柱2500010966723776.6886.09中柱3166710966723776.68109.053F邊柱2500010966724605.78101.99中柱3166710966724605.78132.992F邊柱2500010966725191.19118.41中柱3166710966725191.19149.991F邊柱149326193965559.92131.03中柱165916193965559.92148.93表4-6地震作用下的柱彎矩層號(hào)柱編號(hào)層高V(kN)yh(m)M上(kN.m)M下(kN.m)6F邊柱3.6031.831.26-71.48-40.11中柱3.6040.321.30-92.74-52.425F邊柱3.6061.711.57-125.27-96.88中柱3.6078.161.62-151.76-126.624F邊柱3.6086.091.62-170.46-139.47中柱3.60109.051.66-211.56-181.023F邊柱3.60101.991.62-207.88-170.08中柱3.60132.991.80-239.38-239.382F邊柱3.60118.411.80-213.14-213.14中柱3.60149.991.80-269.98-269.981F邊柱5.20131.033.32-251.98-441.98中柱5.20148.933.18-300.84-473.601.6.3地震作用下框架梁端彎矩計(jì)算梁左彎矩:梁右彎矩:為節(jié)點(diǎn)左右梁線(xiàn)剛度。表4-7地震作用下梁端彎矩計(jì)算層號(hào)邊跨梁中跨梁MC上MC下μB1MlMC上MC下μB1μB2MrMl6F-71.48-40.11171.48-92.74-52.420.7090.29165.7526.995F-125.27-96.881165.38-151.76-126.620.7090.291146.8960.294F-170.46-139.471267.34-211.56-181.020.7090.291239.7798.413F-207.88-170.081347.35-239.38-239.380.7090.291298.06122.342F-213.14-213.141383.22-269.98-269.980.7090.291361.14148.221F-251.98-441.981465.12-300.84-473.60.7090.291401.71166.111.6.4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：V=-(M左+M右)/lM左、M右分別為梁左、右端彎矩，l為梁計(jì)算跨度柱子軸力：N頂=N底=上層柱底軸力-V左+V右，其中V左、V右分別為柱子左、右端梁剪力表4-8地震作用下梁剪力和柱軸力層號(hào)邊跨梁中跨梁柱軸力LMlMrVLMlMrV邊柱N(KN)中柱N(KN)6F6.6071.4865.75-21.253.0026.9926.99-17.99-21.253.265F6.60165.38146.89-47.313.0060.2960.29-40.19-68.5610.384