岳陽(yáng)市一中新校區(qū)宿舍樓設(shè)計(jì)論文

頁(yè)工程概況1.1建設(shè)項(xiàng)目本項(xiàng)目擬建于岳陽(yáng)市南湖風(fēng)景區(qū)內(nèi)，宿舍樓規(guī)劃用地面積1200m2。該宿舍樓采用框架結(jié)構(gòu)體系，建筑面積約4200m2，總共6層。1.2結(jié)構(gòu)設(shè)計(jì)資料1.21氣象條件溫度：最熱月平均30.1℃，最冷月平均4.2℃，夏季極端最高39.8℃相對(duì)濕度：最熱月平均73%。氣象條件：全年為偏南風(fēng)，夏季為西南風(fēng)，基本風(fēng)壓W0=0.4kN/m2,基本雪壓為0.55kN/m2，地面粗糙程度為B類。1.22地質(zhì)條件地形概述：擬建場(chǎng)地地形平緩，地面標(biāo)高海拔在25.00~30.00m之間。自然地表1.8m內(nèi)為填土，填土下層為3m厚砂質(zhì)黏土，再下層為礫石層。砂質(zhì)黏土允許承載力特征值為300kN/m2。礫石層允許承載力特征值為400kN/m2。地下水位：地表以下4.0m，無(wú)侵蝕性。1.23地震資料地震設(shè)計(jì)烈度：7度，框架抗震等級(jí)為三級(jí)。近震、Ⅱ類場(chǎng)地、特征周期Tg＝0.4s、αmax＝0.08g結(jié)構(gòu)平面布置結(jié)構(gòu)平面布置根據(jù)建設(shè)設(shè)計(jì)圖紙以及建設(shè)設(shè)計(jì)使用功能要求和框架體系等通過(guò)對(duì)板的傳荷方式布置梁與柱如圖2.0。結(jié)構(gòu)布置圖2.02.1框架梁柱截面尺寸預(yù)估樓蓋及屋蓋采用現(xiàn)澆混凝土結(jié)構(gòu)，樓板厚度h=110mm，混凝土強(qiáng)度等級(jí)為：C30（fc=14.3N/mm2）梁、柱主筋選用HRB400箍筋HRB335板主筋HRB3352.11梁截面估算梁截面高度按跨度的1/8～1/12進(jìn)行估算。主梁跨度為7200mm、2400mm。取L=7200mm：7200mm×（1/8～1/12）=600～900故取主梁：h=7500mm梁截面寬度按截面高度的1/2～1/3進(jìn)行估算：750×（1/2～1/3）=375～250故取主梁：b=300mm>200mm2.12柱截面尺寸估算結(jié)構(gòu)抗震等級(jí)為三級(jí)，軸壓比限值為[μc]=0.9[μc]=N/fc.AN=βFgen(查表可知)，各層重力荷載代表值近似取14KN/m2得：恒載：N=1.25×0.5×（4.2+4.2）×0.5×（2.4+7.2）×14×6=2116.8KN活載:N=1.25×0.5×（4.2+4.2）×0.5×（2.4+7.2）×2.0×6=302.4KNNv=1.2×2116.8+1.4×302.4=2963.52KNA=Nv/μcfc=(2963×103)/(0.9×14.3)=2.3×105mm2500×500=250000mm2柱截面尺寸?。?00mm×500mm梁柱尺寸初選表2.1-1層次混凝土強(qiáng)度主梁（b×h）次梁（b×h）柱（b×h）1～6C30AB、BCCD300×500500×500300×750300×350第三章板內(nèi)力與配筋計(jì)算3.1板荷載計(jì)算3.11屋面恒載找平層：20mm厚水泥砂漿0.02×20=0.4KN/m2防水層：防水瀝青卷材0.4KN/m2找坡層：20mm厚C20細(xì)石混凝土抹平壓光0.02×25=0.5KN/m2110mm厚現(xiàn)澆混凝土板0.11×25=2.75KN/m2抹灰層：10mm厚混合砂漿0.01×17=0.17KN/m2合計(jì)4.22KN/m23.12樓面恒載110mm厚現(xiàn)澆混凝土板0.12×25=2.75KN/m2找平層：20mm厚水泥砂漿0.02×20=0.4KN/m2裝飾層：10mm地面磚0.01×19.8=0.198KN/m2抹灰層：10mm厚混合砂漿0.01×17=0.17KN/m2合計(jì)3.518KN/m23.13衛(wèi)生間恒載防水層：防水瀝青卷材0.4KN/m2找平層：20mm厚水泥砂漿0.02×20=0.4KN/m2裝飾層：10mm地面磚0.01×19.8=0.198KN/m2110mm厚鋼筋混凝土板0.12×25=2.75KN/m2抹灰層：10mm厚混合砂漿0.01×17=0.17KN/m2衛(wèi)生間縱墻折算1.98KN/m2合計(jì)5.898KN/m23.14活載設(shè)計(jì)上人屋面2.0KN/m2樓面2.0KN/m2走廊2.0KN/m2衛(wèi)生間2.0KN/m23.2內(nèi)力與配筋計(jì)算配筋3．21B-1板計(jì)算lx/ly=1.75<3按雙向板設(shè)計(jì)。恒載設(shè)計(jì)值：G=5.898×1.2=7.0776KN/m2活載設(shè)計(jì)值：Q=2.0×1.4=2.8N/m2G'=G+Q/2=8.48KN/mQ'=Q/2=1.4N/mG+Q=9.88N/m2loy/lox=0.54，lo=2.1m查雙向板系數(shù)表得：跨中彎矩（單位：KN/m）Mx=(0.0392×8.48+0.0928×1.4)×2.12+0.2×（0.0047×8.48+0.0192×1.4）×2.12=2.1My=（0.0038×8.77+0.0174×1.4）×2.12+0.2×(0.04×8.77+0.0965×1.4)×2.12=0.703支座彎矩：Mx'=﹣0.082×9.88×2.12=﹣3.57My'=﹣0.057×9.88×2.12=﹣2.48B-1區(qū)板配筋計(jì)算表3.2-1位置截面hOM(KN/m)As(mm2)選配鋼筋實(shí)配鋼筋跨中l(wèi)x902.174mm2C10@220As=357mm2ly900.48225mm2C10@220As=357mm2支座ly90-3.57126mm2C10@220As=357mm2ly90-2.4887mm2C10@220As=357mm23.22B-2區(qū)板計(jì)算恒載設(shè)計(jì)值：G=3.518×1.2=4.2216KN/m活載設(shè)計(jì)值：Q=2.0×1.4=2.8KN/mG'=G+Q/2=5.6216KN/mQ'=Q/2=1.4KN/mG+Q=7.0216KN/m2lx/ly=1.143按雙向板設(shè)計(jì)loy/lox=0.866，lo=3.9m查雙向板系數(shù)表得：跨中彎矩（單位：KN/m）Mx=(0.024×5.6216+0.050×1.4)×3.92+0.2×（0.015×5.6216+0.0351×1.4）×3.92=3.526My=（0.015×5.6216+0.0351×1.4）×3.92+0.2×(0.024×5.6216+0.050×1.4)×3.92=2.654Mx'=﹣0.0613×7.0216×3.92=﹣6.55My'=﹣0.0549×7.0216×3.92=﹣5.86B-2區(qū)板配筋計(jì)算表3.2-2位置截面hOM(KN/m)As(mm2)選配鋼筋實(shí)配鋼筋跨中l(wèi)x903.526125mm2C10@220As=357mm2ly902.65494mm2C10@220As=357mm2支座ly90-6.55236mm2C10@220As=357mm2ly90-5.86210mm2C10@220As=357mm23.23B-3板配筋計(jì)算恒載設(shè)計(jì)值：G=3.518×1.2=4.2216KN/m2活載設(shè)計(jì)值：Q=2.0×1.4=2.8KN/m2G'=G+Q/2=5.6216KN/mQ'=Q/2=1.4KN/mG+Q=7.0216KN/m2lx/ly=1.87<3按雙向板設(shè)計(jì)loy/lox=0.5，lo=2.1m查雙向板系數(shù)表得：跨中彎矩（單位：KN/m）Mx=(0.040×5.6216+0.0965×1.4)×2.12+0.2×（0.0038×5.6216+0.0174×1.4）×2.12=1.631My=（0.0038×5.6216+0.0174×1.4）×2.12+0.2×(0.040×5.6216+0.0965×1.4)×2.12=0.528Mx'=﹣0.0829×7.0216×2.12=﹣2.57My'=﹣0.0570×7.0216×2.12=﹣1.765B-3區(qū)板配筋計(jì)算表3.2-3位置截面hOM(KN/m)As(mm2)選配鋼筋實(shí)配鋼筋跨中l(wèi)x1001.63157mm2C10@220As=357mm2ly1000.52818mm2C10@220As=357mm2支座ly100﹣2.5791mm2C10@220As=357mm2ly100﹣1.76562mm2C10@220As=357mm2框架計(jì)算簡(jiǎn)圖3.2-1第四章框架豎向荷載計(jì)算4.1所用材料容重水泥砂漿20KN/m3瀝青卷材0.4KN/m2混凝土25KN/m3混合砂漿17KN/m3地面磚19.8KN/m3多孔磚17KN/m3加氣混凝土砌塊5.5KN/m34.2恒載計(jì)算4.21樓面恒載AB跨主梁荷載；（單位：KN/m）B1為三角形荷載：5/8×7.0776×2.1/2=4.65×2=9.3墻重：17×0.12×3.6+0.02×20×3.6+17×0.005×3.6=14梁自重：0.3×0.64×25+（0.64×2+0.3）×0.02×20+（0.64×2+0.3）×0.005×17=5.57合計(jì)：9.3+14+5.57=28.87B點(diǎn)集中力：（單位：KN）B1傳次梁梯形荷載：[1-2×(0.27)2+(0.27)3]×7.0776×1.05=6.50×4.2=27.3B2傳次梁三角形荷載：5/8×4.2216×3.9/2×4.2=21.61次梁上墻自重：（5.5×0.2+0.02×20+0.005×17）×3.6×1.8×2=20.54次梁自重：[0.3×0.39×20+（0.39×2+0.3）×0.02×20+（0.39×2+0.3）]×0.005×17×4.2=12.03合計(jì)：27.3+21.61+20.54+12.03=81.48BC跨主梁荷載；（單位：KN/m）B2傳主梁梯形荷載：[1-2×(0.433)2+(0.433)3]×4.221×3.9/2=5.81×2=11.62墻重為:5.5×0.2×3.6+0.02×20×3.6×2+0.005×17×3.6×2=7.45梁自重：0.3×0.75×25+（0.64×2+0.3）×0.02×20+（0.64×2+0.3）×0.005×17=6.39合計(jì);11.62+7.45+6.39=25.46CD跨主梁荷載；（單位：KN/m）B3傳主梁為三角形荷載：5/8×4.221×2.1/2=2.77×2=5.54主梁自重：0.3×0.24×25+（0.24×2+0.3）×0.02×20×（0.24×2+0.3）×0.005×17=2.18合計(jì)：5.54+2.18=7.72A點(diǎn)的集中力主梁傳(28.87×2.4×6+81.48×4.8+19.65×4.8×2.4)/7.2=143.5B1傳梯形荷載：[1-2×(0.27)2+(0.27)3]×7.0776×1.05=6.50×4.2=27.3次梁傳：[0.3×0.39×20+（0.39×2+0.3）×0.02×20+（0.39×2+0.3）]×0.005×17×4.2=12.03合計(jì):143.5+27.3+12.03=182.83C點(diǎn)的集中力主梁傳:(28.87×2.4+81.48+19.65×4.8)-143.5=101.59B2傳三角形荷載：5/8×4.2216×3.9/2×4.2=21.61B3傳梯形荷載：[1-2×(0.27)2+(0.27)3]×7.0776×1.05=6.50×4.2=27.3次梁傳：[0.3×0.39×20+（0.39×2+0.3）×0.02×20+（0.39×2+0.3）]×0.005×17×4.2=12.03合計(jì)：101.59+21.61+27.3+12.03=162.534.22屋面恒載AB跨主梁荷載；（單位：KN/m）B1為三角形荷載：5/8×4.22×1.2×2.1/2=3.32×2=6.64梁自重：0.3×0.64×25+（0.64×2+0.3）×0.02×20+（0.64×2+0.3）×0.005×17=5.57合計(jì)6.64+5.57=12.21B點(diǎn)集中力：（單位：KN）B1傳次梁梯形荷載：[1-2×(0.27)2+(0.27)3]×4.22×1.2×1.05=4.65×4.2=19.53B2傳次梁三角形荷載：5/8×4.22×1.2×3.9/2×4.2=25.92次梁自重：[0.3×0.39×20+（0.39×2+0.3）×0.02×20+（0.39×2+0.3）]×0.005×17×4.2=12.03合計(jì)：19.53+25.92+12.03=57.48BC跨主梁荷載；（單位：KN/m）B2傳主梁梯形荷載：[1-2×(0.433)2+(0.433)3]×4.22×1.2×3.9/2=6.97×2=13.94梁自重：0.3×0.75×25+（0.64×2+0.3）×0.02×20+（0.64×2+0.3）×0.005×17=6.39合計(jì)：13.94+6.39=20.33CD跨主梁荷載；（單位：KN/m）B3傳主梁為三角形荷載：5/8×4.22×1.2×2.1/2=3.32×2=6.64主梁自重：0.3×0.24×25+（0.24×2+0.3）×0.02×20×（0.24×2+0.3）×0.005×17=2.18合計(jì)：6.64+2.18=8.82A點(diǎn)的集中力主梁傳（12.21×2.4×6+57.48×4.8+20.33×4.8×2.4）/7.2=95.27B1傳梯形荷載：[1-2×(0.27)2+(0.27)3]×4.22×1.2×1.05=4.65×4.2=19.53次梁傳：[0.3×0.39×20+（0.39×2+0.3）×0.02×20+（0.39×2+0.3）]×0.005×17×4.2=12.03合計(jì)：Fa=95.27+19.53+12.03=126.83C點(diǎn)的集中力主梁傳12.21×2.4+57.48+20.33×4.8-95.27=89.1B2傳次梁三角形荷載：5/8×4.22×1.2×3.9/2×4.2=25.92B3傳次梁梯形荷載：[1-2×(0.27)2+(0.27)3]×4.22×1.2×1.05=4.65×4.2=19.53合計(jì)：Fc=89.1+25.92+19.53=134.55恒載計(jì)算簡(jiǎn)圖4.2-14.3活荷載計(jì)算樓板與屋面活載標(biāo)準(zhǔn)值2.0KN/m2活載設(shè)計(jì)值：1.4×2.0=2.8KN/m2AB跨主梁荷載B1為三角形荷載：5/8×2.8×2.1/2=3.32×2=6.64B點(diǎn)集中力：（單位：KN）B1傳次梁梯形荷載：[1-2×(0.27)2+(0.27)3]×2.8×1.05×4.2=10.79B2梁三角形荷載：5/8×2.8×3.9/2×4.2=14.33合計(jì)：10.79+14.33=25.12BC跨主梁荷載；（單位：KN/m）B2傳主梁梯形荷載：[1-2×(0.433)2+(0.433)3]×2.8×3.9/2=3.86×2=7.72CD跨主梁荷載；（單位：KN/m）B3傳主梁為三角形荷載：5/8×2.8×2.1/2=1.8375×2=3.675A點(diǎn)的集中力（單位：KN）：Fa=(25.12×4.8+6.64×7.2×7.2/2)/7.2+10.79=51.44C點(diǎn)的集中力（單位：KN）:Fc=25.12+6.64×7.2-40.65+14.33+6.64×4.2=60.17活載計(jì)算簡(jiǎn)圖4.3-14.4重力荷載計(jì)算對(duì)于樓層的重力荷載代表值取恒載+1/2樓面活載對(duì)于屋頂?shù)闹亓奢d代表值取恒載+1/2屋面活載4.41樓面AB跨主梁荷載（單位：KN/m）28.87+6.64/2=32.19B點(diǎn)集中力：（單位：KN）81.48+25.12/2=94.04BC跨主梁荷載；（單位：KN/m）25.46+7.72/2=29.32CD跨主梁荷載；（單位：KN/m）7.72+3.68/2=9.56A點(diǎn)的集中力（單位：KN）：182.83+51.44/2=208.55C點(diǎn)的集中力（單位：KN）:162.53+60.17/2=192.624.42屋面AB跨主梁荷載（單位：KN/m）12.21+6.64/2=15.53B點(diǎn)集中力：（單位：KN）57.48+25.12/2=70.04BC跨主梁荷載；（單位：KN/m）20.33+7.72/2=24.19CD跨主梁荷載；（單位：KN/m）8.82+3.68/2=10.66A點(diǎn)的集中力（單位：KN）：126.83+51.44/2=152.55C點(diǎn)的集中力（單位：KN）:134.55+60.17/2=164.64第五章內(nèi)力計(jì)算5.1慣性矩及線剛度計(jì)算梁截面慣性矩計(jì)算（考慮樓板加強(qiáng)作用邊框架梁I=1.5I0中框架梁I=2I0）邊跨：I=1.5bh3/12=300×7503/12=1.58×1010中跨：I=2bh3/12=300×3503/12=2.144×109柱截面慣性矩計(jì)算I=bh3/12=500×5003/12=5.208×109邊跨梁：i=1.5EI/l=1.58×1010/7200=2.198×106E中跨梁：i=2EI/l=2.144×109/2400=0.894×106E2-6層柱:i=EI/l=5.208×109/3600=1.447×106E底層柱:i=EI/l=5.208×109/4600=1.132×106E令2-6層柱i=1其余各桿相對(duì)線剛度為：邊跨梁：（2.198×106E）/(1.447×106E)=1.518中跨梁：(0.894×106E)/(1.447×106E)=0.617底層柱:（1.132×106E）/(1.447×106E)=0.7825.2分配系數(shù)計(jì)算分配系數(shù)表5.2-1構(gòu)件位置分配系數(shù)備注6層梁A軸右端0.603A軸梁左右端代表該層A軸節(jié)點(diǎn)梁左右端（C軸柱同理）特此說(shuō)明A軸柱上下端端代表該層A軸節(jié)點(diǎn)柱上下端（C軸柱同理）特此說(shuō)明C軸左端0.484C軸右端0.1972-5層梁A軸右端0.432C軸左端0.367C軸右端0.1491層梁A軸右端0.46C軸左端0.388C軸右端0.1586層柱A軸下柱0.397C軸下柱0.3192-5層柱A軸上柱0.284A軸下柱0.284C軸上柱0.242C軸下柱0.2421層柱A軸上柱0.303A軸下柱0.237C軸上柱0.255C軸下柱0.1995.3恒載作用下的內(nèi)力計(jì)算梁固端彎矩計(jì)算表5.3-1位置分配前固端彎矩分配后固端彎矩6層框架梁MA右-130.40-78.01MC左99.7878.17MC右-4.23-19.62MD左4.2319.62MD右-99.78-78.17MF左130.4078.012-5層框架梁MA右-199.23-153.46MC左155.78136.56MC右-3.71-17.65MD左3.7117.65MD右-155.78-136.56MF左199.23153.461層框架梁MA右-199.23-136.53MC左155.78127.29MC右-3.71-21.95MD左3.7121.95MD右-155.78-127.29MF左199.23136.53恒載作用下的二次彎矩分配表5.3-2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0.3970.6030.48400.3190.1970.1970.3190.4840.6030.397偏心矩偏心矩偏心矩偏心矩0.00-130.4099.780.00-4.234.230-99.78130.4051.7778.63-46.25-30.48-18.8218.8230.4846.25-78.63-51.7728.29-23.1239.32-18.409.41-9.4118.40-39.3223.12-28.29-2.05-3.12-14.68-9.67-5.975.979.6714.683.122.050.0078.01-78.0178.170.00-58.56-19.6219.6258.56-78.1778.010.00-78.010.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5825.8828.29-27.9143.03-15.24-18.4011.33-11.3315.2418.40-43.0327.91-25.88-28.29-7.46-7.46-11.35-7.60-5.01-5.01-3.093.095.015.017.6011.357.467.4675.0177.41-152.42135.40-57.06-60.22-18.1218.1257.0660.22-135.40152.42-75.01-77.410.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2928.29-27.9143.03-18.40-18.4011.33-11.3318.4018.40-43.0327.91-28.29-28.29-8.14-8.14-12.39-6.44-4.25-4.25-2.622.624.254.256.4412.398.148.1476.7376.73-153.46136.56-59.45-59.45-17.6517.6559.4559.45-136.56153.46-76.73-76.730.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2928.29-27.9143.03-18.40-18.4011.33-11.3318.4018.40-43.0327.91-28.29-28.29-8.14-8.14-12.39-6.44-4.25-4.25-2.622.624.254.256.4412.398.148.1476.7376.73-153.46136.56-59.45-59.45-17.6517.6559.4559.45-136.56153.46-76.73-76.730.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2930.18-27.9143.03-18.40-19.3911.33-11.3318.4017.11-43.0327.91-28.29-30.18-8.68-8.68-13.21-6.08-4.01-4.01-2.472.814.564.566.9213.218.688.6876.1978.08-154.27136.92-59.22-60.20-17.5017.8459.7758.47-136.08154.27-76.19-78.080.3030.2370.460.3880.2550.1990.1580.1580.2250.1990.3880.460.3030.2370.00-199.23155.780.00-3.703.700.00-155.78199.230.0060.3747.2291.65-59.01-38.78-30.26-24.0324.0334.2230.2659.01-91.65-60.37-47.2228.290.00-29.5045.82-18.400.0012.01-12.0118.400.00-45.8229.50-28.290.000.370.290.56-15.30-10.06-7.85-6.236.238.877.8515.30-0.56-0.37-0.2989.0247.50-136.53127.29-67.24-38.11-21.9521.9561.4938.11-127.29136.53-89.02-47.50恒載彎矩圖5.3-1恒載剪力圖5.3-2恒載軸力圖5.3-35.4活載作用下的內(nèi)力計(jì)算活載作用下的彎矩計(jì)算表5.4-1位置分配前固端彎矩分配后固端彎矩6層框架梁MA右-57.03-31.55MC左43.6432.70MC右-1.76-9.09MD左1.769.09MD右-43.64-32.70MF左57.0331.552-5層框架梁MA右-57.03-43.76MC左43.6438.64MC右-1.76-5.67MD左1.765.67MD右-43.64-38.64MF左57.0343.761層框架梁MA右-57.03-38.91MC左43.6436.10MC右-1.76-6.86MD左1.766.86MD右-43.64-36.10MF左57.0338.91活載作用下的二次彎矩分配表5.4-1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0.3970.6030.48400.3190.1970.1970.3190.4840.6030.397偏心矩偏心矩偏心矩偏心矩0.00-57.0343.640.00-1.761.760-43.6457.03022.6434.39-20.27-13.36-8.258.2513.3620.27-34.39-22.648.10-10.1317.19-5.074.13-4.135.07-17.1910.13-8.100.811.23-7.87-5.18-3.203.205.187.87-1.23-0.810.0031.55-31.5532.700.00-23.61-9.099.0923.61-32.7031.550.00-31.550.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-16.2011.328.10-7.6812.32-6.68-5.073.12-3.126.685.07-12.327.68-11.32-8.10-3.33-3.33-5.07-1.35-0.89-0.89-0.550.550.890.891.355.073.333.3324.1820.96-45.1539.23-17.71-16.10-5.435.4317.7116.10-39.2345.15-24.18-20.960.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-0-7.6812.32-5.07-5.073.12-3.125.075.07-12.327.68-8.10-8.10-2.42-2.42-3.68-1.95-1.28-1.28-0.790.791.281.281.953.682.422.4221.8821.88-43.7638.64-16.49-16.49-5.675.6716.4916.49-38.6443.76-21.88-21.880.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-0-7.6812.32-5.07-5.073.12-3.125.075.07-12.327.68-8.10-8.10-2.42-2.42-3.68-1.95-1.28-1.28-0.790.791.281.281.953.682.422.4221.8821.88-43.7638.64-16.49-16.49-5.675.6716.4916.49-38.6443.76-21.88-21.880.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-4-7.6812.32-5.07-5.343.12-3.125.074.71-12.327.68-8.10-8.64-2.57-2.57-3.91-1.85-1.22-1.22-0.750.841.371.372.083.912.572.5721.7222.27-43.9938.74-16.42-16.69-5.635.7216.5716.22-38.5143.99-21.72-22.270.3030.2370.460.3880.2550.1990.1580.1580.2250.1990.3880.460.3030.2370.00-57.0343.640.00-1.761.760.00-43.6457.030.0017.2813.5226.23-16.25-10.68-8.33-6.626.629.428.3316.25-26.23-17.28-13.528.100.00-8.1213.12-5.070.003.31-3.315.070.00-13.128.12-8.100.000.010.010.01-4.41-2.90-2.26-1.791.792.562.264.41-0.01-0.01-0.0125.3913.52-38.9136.10-18.64-10.59-6.866.8617.0510.59-36.1038.91-25.39-13.52活載作用下的彎矩圖5.4-1活載作用下的剪力圖5.4-2活載作用下的軸力圖5.4-35.5重力荷載作用下的內(nèi)力計(jì)算重力荷載作用下的彎矩計(jì)算表5.5-1位置分配前固端彎矩分配后固端彎矩6層框架梁MA右-161.1-95.04MC左123.7596.00MC右-5.12-24.50MD左5.1224.50MD右-123.75-96.00MF左161.195.042-5層框架梁MA右-229.91-177.05MC左179.75157.67MC右-4.59-20.67MD左4.5920.67MD右-179.75-157.67MF左229.91177.051層框架梁MA右-229.91-157.52MC左179.75147.00MC右-4.59-25.62MD左4.5925.62MD右-179.75-147.00MF左229.91157.52重力荷載作用下的彎矩二次分配表5.5-2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0.3970.6030.48400.3190.1970.1970.3190.4840.6030.397偏心矩偏心矩偏心矩偏心矩0.00-161.10123.750.00-5.125.120-123.75161.1063.9697.14-57.42-37.84-23.3723.3737.8457.42-97.14-63.9632.65-28.7148.57-21.1911.69-11.6921.19-48.5728.71-32.65-1.56-2.38-18.91-12.46-7.707.7012.4618.912.381.560.0095.04-95.0496.000.00-71.50-24.5024.5071.50-96.0095.040.00-95.040.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-229.91179.750.00-4.594.590.00-179.75229.910.0065.2965.2999.32-64.28-42.39-42.39-26.1026.1042.3942.3964.28-99.32-65.29-65.2931.9832.65-32.1449.66-18.92-21.1913.05-13.0518.9221.19-49.6632.14-31.98-32.65-9.23-9.23-14.03-8.29-5.47-5.47-3.373.375.475.478.2914.039.239.2388.0588.72-176.76156.83-66.78-69.05-21.0121.0166.7869.05-156.83176.76-88.05-88.720.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-229.91179.750.00-4.594.590.00-179.75229.910.0065.2965.2999.32-64.28-42.39-42.39-26.1026.1042.3942.3964.28-99.32-65.29-65.2932.6532.65-32.1449.66-21.19-21.1913.05-13.0521.1921.19-49.6632.14-32.65-32.65-9.42-9.42-14.32-7.46-4.92-4.92-3.033.034.924.927.4614.329.429.4288.5388.53-177.05157.67-68.50-68.50-20.6720.6768.5068.50-157.67177.05-88.53-88.530.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-229.91179.750.00-4.594.590.00-179.75229.910.0065.2965.2999.32-64.28-42.39-42.39-26.1026.1042.3942.3964.28-99.32-65.29-65.2932.6532.65-32.1449.66-21.19-21.1913.05-13.0521.1921.19-49.6632.14-32.65-32.65-9.42-9.42-14.32-7.46-4.92-4.92-3.033.034.924.927.4614.329.429.4288.5388.53-177.05157.67-68.50-68.50-20.6720.6768.5068.50-157.67177.05-88.53-88.530.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-229.91179.750.00-4.594.590.00-179.75229.910.0065.2965.2999.32-64.28-42.39-42.39-26.1026.1042.3942.3964.28-99.32-65.29-65.2932.6534.83-32.1449.66-21.19-22.3313.05-13.0521.1919.71-49.6632.14-32.65-34.83-10.04-10.04-15.27-7.04-4.64-4.64-2.863.255.285.288.0015.2710.0410.0487.9190.09-178.00158.09-68.23-69.36-20.5020.8968.8667.37-157.12178.00-87.91-90.090.3030.2370.460.3880.2550.1990.1580.1580.2250.1990.3880.460.3030.2370.00-229.91179.750.00-4.594.590.00-179.75229.910.0069.6654.49105.76-67.96-44.67-34.86-27.6827.6839.4134.8667.96-105.76-69.66-54.4932.650.00-33.9852.88-21.190.0013.84-13.8421.190.00-52.8833.98-32.650.000.400.320.61-17.66-11.61-9.06-7.197.1910.249.0617.66-0.61-0.40-0.32102.7154.80-157.52147.00-77.47-43.92-25.6225.6270.8543.92-147.00157.52-102.71-54.80重力荷載彎矩圖5.5-1重力荷載剪力圖5.5-2重力荷載軸力圖5.5-35.6風(fēng)荷載作用下的內(nèi)力和位移計(jì)算該宿舍樓為6層鋼筋混凝土框架體系，基本風(fēng)壓=0.4kN/m，地面粗糙程度為B類。建筑總高度22.6m垂直于建筑物表面風(fēng)荷載計(jì)算計(jì)算主要承重構(gòu)件時(shí)，垂直于建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值按下式計(jì)算：其中本設(shè)計(jì)按《建筑結(jié)構(gòu)荷載規(guī)范》（GB5009-2001）得：5軸框架風(fēng)荷載的負(fù)荷寬度B=（4.2+4.2）/2=4.2T=（0.08n）n=6得：T=0.48T2wo=0.092得動(dòng)脈增大系數(shù)ζ=1.43H/B=22.6/42=0.54H=22.6m<30m得動(dòng)脈影響系數(shù)v=0.425.61風(fēng)振系數(shù)的計(jì)算風(fēng)振系數(shù)計(jì)算表5.6-1樓層號(hào)離地面高度相對(duì)高度ζv13.6m0.1671.430.420.06821.01.04127.2m0.3331.430.420.18871.01.113310.8m0.51.430.420.381.021.224414.4m0.6671.430.468518m0.8331.430.420.7711.2061.384621.611.430.4211.2771.475.62各層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值各層樓面處集中風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算表5.6-2層號(hào)離地HFi13.6m1.01.043.68.18527.2m1.01.13.68.751310.8m1.021.23.69.816414.4m1.121.263.611.166518m1.2061.383.613.123621.61.2771.471.30.413.69.06Fi=B(h上+h下)/2(頂層女兒墻h上=2h)5.63線剛度計(jì)算框架梁柱線剛度計(jì)算表5.6-3截面尺寸砼強(qiáng)度等級(jí)彈性模量跨度截面慣性矩I0加強(qiáng)后Ii=EI/lkN/m0.3×0.75C353.15×1077.2m0.010530.01586.9×1040.3×0.35C353.15×1072.4m0.0010720.0021442.8×104（慮樓板與梁連接的有利影響邊框架梁I=1.5I0中框架梁I=2I0）框架柱線剛度計(jì)算表5.6-4截面尺寸砼強(qiáng)度等級(jí)彈性模量跨度截面慣性矩i=EI/lkN/m0.5×0.5C353.15×1073.60.0052084.56×1040.5×0.5C353.15×1074.60.0052083.57×1045.64側(cè)移剛度D值計(jì)算考慮梁柱的線剛度比，用D值法計(jì)算柱的側(cè)移剛度柱側(cè)移剛度D值計(jì)算表5.6-5樓層iicD=12ci/h2根數(shù)頂層A軸邊柱4.56×1041.5130.431181971C軸中柱4.56×1042.120.515217441D軸中柱4.56×1042.120.515217441F軸邊柱4.56×1041.5130.431181971合計(jì)798822-5層A軸邊柱4.56×1041.5130.431181971C軸中柱4.56×1042.120.515217441D軸中柱4.56×1042.120.515217441F軸邊柱4.56×1041.5130.431181971合計(jì)79882底層A軸邊柱3.57×1041.9320.619125321C軸中柱3.57×1042.7170.682138071D軸中柱3.57×1042.7170.682138071F軸邊柱3.57×1041.9320.619125321合計(jì)52678風(fēng)荷載作用下的框架側(cè)移計(jì)算風(fēng)荷載作用下的框架側(cè)移：=Vj／ΣDij風(fēng)荷載作用下框架樓層層間側(cè)移與高度之比表5.6-6樓層號(hào)FjVjΣDijh(m)／h(10-5)69.069.06798820.00011343.63.15513.12322.183798820.00027773.67.713411.16633.349798820.00041743.611.5939.81643.165798820.00054033.61528.75151.916798820.00064993.618.0518.18560.101526780.00114094.624.78側(cè)移驗(yàn)算：有彈性層間位移角限值可知，對(duì)于框架結(jié)構(gòu)，樓層層間最大位移與層高之間的限值為1/550。本設(shè)計(jì)的層間最大位移與層高之比在底層，其值為0.0002478<1/550=0.001818，《建筑抗震設(shè)計(jì)規(guī)范（GB50011—2001）表5.5.1，框架側(cè)移滿足要求橫向框架在風(fēng)荷載作用下的內(nèi)力計(jì)算（D值法）5.65反彎點(diǎn)高度計(jì)算γ=γ0+γ1+γ2+γ3反彎點(diǎn)高度計(jì)算表5.6-7樓層A軸邊柱C軸中柱D軸中柱F軸邊柱6i=1.513=0.371=1=02=1=0γ=0.37i=2.12=0.4061=1=02=1=0γ=0.406i=1.783=0.4061=1=02=1=0γ=0.406i=1.235=0.371=1=02=1=0γ=0.375i=1.513=0.4261=1=02=1=03=1=0γ=0.426i=2.12=0.451=1=02=1=03=1=0γ=0.45i=2.12=0.451=1=02=1=03=1=0γ=0.45i=1.513=0.4261=1=02=1=03=1=0γ=0.4264i=1.513=0.451=1=02=1=03=1=0γ=0.45i=2.12=0.4561=1=02=1=03=1=0γ=0.456i=2.12=0.4561=1=02=1=03=1=0γ=0.456i=1.513=0.451=1=02=1=03=1=0γ=0.453i=1.513=0.4761=1=02=1=03=1=0γ=0.476i=2.12=0.51=1=02=1=03=1=0γ=0.5i=2.12=0.51=1=02=1=03=1=0γ=0.5i=1.513=0.4761=1=02=1=03=1=0γ=0.4762i=1.513=0.51=1=02=1=03=1=0γ=0.5i=2.12=0.51=1=02=1=03=1=0γ=0.5i=2.12=0.51=1=02=1=03=1=0γ=0.5i=1.513=0.51=1=02=1=03=1=0γ=0.51i=1.932=0.6031=1=02=1=0γ=0.603i=2.717=0.551=1=02=1=0γ=0.55i=2.717=0.551=1=02=1=0γ=0.55i=1.932=0.6031=1=02=1=0γ=0.6035.66風(fēng)荷載作用下的內(nèi)力計(jì)算柱端剪力計(jì)算：Vij=Vj×Dij／ΣD柱端彎矩計(jì)算：M上=Vij（1-y）hM下=Vijyh風(fēng)荷載作用下的柱端彎矩剪力計(jì)算表5.6-8柱樓層VjDijΣDVijγM上M下A軸69.0618197798820.2282.070.374.692.76522.18318197798820.2285.060.42610.467.76433.34918197798820.2287.600.4515.0512.31343.16518197798820.2289.840.47618.5616.86251.91618197798820.22811.840.521.3121.31160.10112532526780.23814.300.60326.1139.67C軸69.0621744798820.2722.460.4065.263.60522.18321744798820.2726.030.4511.949.77433.34921744798820.2729.070.45617.7614.89343.16521744798820.27211.740.521.13221.132251.91621744798820.27214.120.525.4225.42160.10113807526780.26215.750.5532.6039.85D軸69.0621744798820.2722.460.4065.263.60522.18321744798820.2726.030.4511.949.77433.34921744798820.2729.070.45617.7614.89343.16521744798820.27211.740.521.13221.132251.91621744798820.27214.120.525.4225.42160.10113807526780.26215.750.5532.6039.85F軸69.0618197798820.2282.070.374.692.76522.18318197798820.2285.060.42610.467.76433.34918197798820.2287.600.4515.0512.31343.16518197798820.2289.840.47618.5616.86251.91618197798820.22811.840.521.3121.31160.10112532526780.23814.300.60326.1139.67梁端彎矩剪力計(jì)算由節(jié)點(diǎn)彎矩平衡可知，梁端彎矩之和等于柱端彎矩只和。將節(jié)點(diǎn)左右兩端彎矩之和按左右梁的線剛度分配，可求出各梁的梁端彎矩，從而可求梁剪力。M左=(i左/i左+i右)×(M上+M下)M右=(i右/i左+i右)×(M上+M下)M左+M右=M上+M下A軸邊跨梁端彎矩計(jì)算表5.6-9（MA右）樓面層柱端彎矩柱端總彎矩MA右6上柱04.964.96下柱4.695上柱2.7613.2213.22下柱10.464上柱7.7622.8122.81下柱15.053上柱12.3130.8730.87下柱18.562上柱16.8638.1738.17下柱21.311上柱21.3147.4247.42下柱26.11F軸邊跨梁端彎矩計(jì)算表5.6-10（MF左）樓面層柱端彎矩柱端總彎矩MF左6上柱04.964.96下柱4.695上柱2.7613.2213.22下柱10.464上柱7.7622.8122.81下柱15.053上柱12.3130.8730.87下柱18.562上柱16.8638.1738.17下柱21.311上柱21.3147.4247.42下柱26.11C軸邊跨梁端彎矩計(jì)算表5.6-11（MC）樓面層柱端彎矩M總iC左iC右MC左MC右6上柱05.266.9×1042.8×1043.741.52下柱5.265上柱3.6015.546.9×1042.8×10411.054.49下柱11.944上柱9.7727.536.9×1042.8×10419.577.96下柱17.763上柱14.8936.026.9×1042.8×10425.6110.41下柱21.132上柱21.1346.556.9×1042.8×10433.1013.45下柱25.421上柱25.4258.026.9×1042.8×10441.2516.77下柱32.6D軸邊跨梁端彎矩計(jì)算表5.6-12（MD）樓面層柱端彎矩M總iD左iD右MD右MD左6上柱05.266.9×1042.8×1043.741.52下柱5.265上柱3.6015.546.9×1042.8×10411.054.49下柱11.944上柱9.7727.536.9×1042.8×10419.577.96下柱17.763上柱14.8936.026.9×1042.8×10425.6110.41下柱21.132上柱21.1346.556.9×1042.8×10433.1013.45下柱25.421上柱25.4258.026.9×1042.8×10441.2516.77下柱32.6風(fēng)荷載作用下梁端剪力計(jì)算表5.6-13樓層MA右MC左VA右=VC左MC右MD左VC右=VD左MD右MF左VD右=VF左64.963.741.2081.521.521.2673.744.961.208513.2211.053.3714.494.493.74211.0513.223.371422.8119.575.8867.967.966.63319.5722.815.886330.8725.617.84410.4110.418.67525.6130.877.844238.1733.109.89913.4513.4511.20833.1038.179.899147.4241.2512.3216.7716.7713.97541.2547.4212.32風(fēng)荷載作用下的軸力計(jì)算表5.6-14樓層VA右NAVC左VC右NCVD左VD右NDVF左NF61.208-1.2081.2081.267-0.061.2671.208-0.061.2081.20853.371-4.5793.3713.742-0.4313.7423.371-0.4313.3714.57945.886-10.4655.8866.633-1.1786.6335.886-1.1785.88610.46537.844-18.3097.8448.675-2.0098.6757.844-2.0097.84418.30929.899-28.2089.89911.208-3.31811.2089.899-3.3189.89928.208112.32-40.52812.3213.975-4.97313.97512.32-4.97312.3240.528風(fēng)荷載作用下的彎矩圖5.6-1風(fēng)荷載作用下的剪力圖5.6-2風(fēng)荷載作用下的軸力圖5.635.7水平地震作用下的內(nèi)力和位移計(jì)算本宿舍樓高度小于40m，主要為剪切變形，且質(zhì)量和高度均勻分布，采用底部剪力法進(jìn)行計(jì)算水平地震力作用。5.71荷載計(jì)算重力荷載代表值計(jì)算等于：恒載+50%活載第6層重力荷載標(biāo)準(zhǔn)值計(jì)算：板:42×16.8×4.22=2977.63kN主梁：(0.3×(0.75-0.11)×25+[(0.75-0.11)×2+0.3]×0.02×20+[(0.75-0.11)×2+0.3]×0.005×17)×7.2×22+(0.3×(0.35-0.11)×25+[(0.35-0.11)×2+0.3]×0.02×20+[(0.35-0.11)×2+0.3]×0.005×17)×(2.4-0.5)×11=927.23kN次梁:(0.3×(0.5-0.11)×25+[(0.5-0.11)×2+0.3]×0.02×20+[(0.5-0.11)×2+0.3]×0.005×17)×(4.2-0.5)×20+(0.3×(0.5-0.11)×25+[(0.5-0.11)×2+0.3]×0.02×20+[(0.5-0.11)×2+0.3]×0.005×17)×(4.2-0.3)×20=524.22kN墻：(42+16.8)×2×(5.5×0.2+0.02×20+0.005×17)×3.6+[(1.8×2+2.4)×2+2.4]×0.12×17×3.6×9+[(1.8×2+2.4)×2+2.4]×0.02×20×3.6×9+[(1.8×2+2.4)×2+2.4]×0.008×17.8×2×9+[(0.2×3.6×5.5)+(0.02×3.6×20)+(0.005×3.6×17)]×4.8×9+[(0.2×3.6×5.5)+(0.02×3.6×20)+(0.005×3.6×17)]×7.2×9=2462.588kN柱：[(0.5×0.5)×25×+(0.02×20×4×0.5)+(0.005×17×4×0.5)]×(3.6-0.11)×44=1586.2kN兩側(cè)陽(yáng)臺(tái)：[(0.5×0.5×3.14×3.6×2)+(3×4×4.22)+3×2×0.3×(0.5-0.11)+4×0.3×(0.5-0.11)]×2+0.13×4×3+4×2×0.13=125.948kNG=板+梁+墻+柱+陽(yáng)臺(tái)=2977.63+927.23+524.22+2462.588+1586.2+125.948=8603.816kN1-5層重力荷載標(biāo)準(zhǔn)值計(jì)算板：1.8×2.4×5.898×18+(42×16.8-2.4×1.8×18)×3.518=2667.37kN主梁：(0.3×(0.75-0.11)×25+[(0.75-0.11)×2+0.3]×0.02×20+[(0.75-0.11)×2+0.3]×0.005×17)×7.2×22+(0.3×(0.35-0.11)×25+[(0.35-0.11)×2+0.3]×0.02×20+[(0.35-0.11)×2+0.3]×0.005×17)×(2.4-0.5)×11=927.23kN次梁:(0.3×(0.5-0.11)×25+[(0.5-0.11)×2+0.3]×0.02×20+[(0.5-0.11)×2+0.3]×0.005×17)×(4.2-0.5)×20+(0.3×(0.5-0.11)×25+[(0.5-0.11)×2+0.3]×0.02×20+[(0.5-0.11)×2+0.3]×0.005×17)×(4.2-0.3)×20=524.22kN墻：(42+16.8)×2×(5.5×0.2+0.02×20+0.005×17)×3.6+[(1.8×2+2.4)×2+2.4]×0.12×17×3.6×9+[(1.8×2+2.4)×2+2.4]×0.02×20×3.6×9+[(1.8×2+2.4)×2+2.4]×0.008×17.8×2×9+[(0.2×3.6×5.5)+(0.02×3.6×20)+(0.005×3.6×17)]×4.8×9+[(0.2×3.6×5.5)+(0.02×3.6×20)+(0.005×3.6×17)]×7.2×9=2462.588kN柱：[(0.5×0.5)×25×+(0.02×20×4×0.5)+(0.005×17×4×0.5)]×(3.6-0.11)×44=1586.2kN兩側(cè)陽(yáng)臺(tái)：[(0.5×0.5×3.14×3.6×2)+(3×4×4.22)+3×2×0.3×(0.5-0.11)+4×0.3×(0.5-0.11)]×2+0.13×4×3+4×2×0.13=125.948kNG=板+梁+墻+柱+陽(yáng)臺(tái)=2667.37+927.23+524.22+2462.588+1586.2+125.948=8293.556kN活載標(biāo)準(zhǔn)值計(jì)算：Q=2.0×42×16.7+3×4×2.0×2=1450.8kN第6層重力荷載代表值;G+50%Q=8603.816+0.5×1450.8=9329.22kN1-5層重力荷載代表值：G+50%Q=8293.556+0.5×1450.8=9018.96kN5.72位移計(jì)算梁柱線剛度計(jì)算表5.7-1截面尺寸砼強(qiáng)度等級(jí)彈性模量跨度截面慣性矩I0加強(qiáng)后Ii=EI/lkN/m0.3×0.75C353.15×1077.2m0.010530.01586.9×1040.3×0.35C353.15×1072.4m0.0010720.0021442.8×104框架柱線剛度計(jì)算表5.7-2截面尺寸砼強(qiáng)度等級(jí)彈性模量跨度截面慣性矩i=EI/lkN/m0.5×0.5C353.15×1073.60.0052084.56×1040.5×0.5C353.15×1074.60.0052083.57×1045.73側(cè)移剛度D值計(jì)算柱側(cè)移剛度D值計(jì)算表5.7-4樓層iicD=12ci/h2根數(shù)頂層A軸邊框邊柱4.56×1041.5130.431181972A軸中框中柱4.56×1041.5130.431181979C軸邊框邊柱4.56×1042.120.515217442C軸中框中柱4.56×1042.120.515217449D軸中邊框柱4.56×1042.120.515217442D軸中框中柱4.56×1042.120.515217449F軸邊邊框柱4.56×1041.5130.431181972F軸中框中柱4.56×1041.5130.431181979合計(jì)1597642-5層A軸邊框邊柱4.56×1041.5130.431181972A軸中框中柱4.56×1041.5130.431181979C軸邊框邊柱4.56×1042.120.515217442C軸中框中柱4.56×1042.120.515217449D軸中邊框柱4.56×1042.120.515217442D軸中框中柱4.56×1042.120.515217449F軸邊邊框柱4.56×1041.5130.431181972F軸中框中柱4.56×1041.5130.431181979合計(jì)159764底層A軸邊框邊柱3.57×1041.9320.619125322A軸中框中柱3.57×1041.9320.619125329C軸邊框邊柱3.57×1042.7170.682138072C軸中框中柱3.57×1042.7170.682138079D軸邊框邊柱3.57×1042.7170.682138072D軸中框中柱3.57×1042.7170.682138079F軸邊框邊柱3.57×1041.9320.619125322F軸中框中柱3.57×1041.9320.619125329合計(jì)1053565.74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)算表5.7-5（采用假象頂點(diǎn)位移法計(jì)算結(jié)構(gòu)自振周期）樓層Gi(kN)ΣGi(kN)ΣD=ΣGi/ΣDμi69329.229329.221597640.05841.373259018.9618348.181597640.1151.314849018.9627367.141597640.17131.199839018.9636386.11597640.22771.028529018.9645405.061597640.28420.800819018.9654424.021053560.51660.5166能量法算結(jié)構(gòu)自振周期表5.7-6樓層Gi(kN)GiGi269329.221.373212810.8917591.9159018.961.314811858.1315591.0749018.961.199810820.9