學(xué)士濟(jì)南某框架填充墻結(jié)構(gòu)辦公樓畢業(yè)設(shè)計(jì)計(jì)算書(shū)

PAGEPAGE165第一部分：工程概況結(jié)構(gòu)類型[]砌砌體結(jié)構(gòu)[]底底框砌體結(jié)結(jié)構(gòu)[√]框架填充充墻結(jié)構(gòu)[]小小墻肢結(jié)構(gòu)構(gòu)[]高層層剪力墻結(jié)結(jié)構(gòu)[]框框剪結(jié)構(gòu)[]筒筒體結(jié)構(gòu)[]框框支結(jié)構(gòu)[]其其它工程地段:山山東省濟(jì)南南市本工程±0.000由現(xiàn)場(chǎng)場(chǎng)確定；室室內(nèi)外高差差：0..45m主要材料混凝土基礎(chǔ)礎(chǔ)C400；上部C330鋼材三級(jí)級(jí)鋼二級(jí)鋼（箍箍筋，板筋筋）砌體加氣氣混凝土砌砌塊；結(jié)構(gòu)層數(shù)地上5層層；局部6層結(jié)構(gòu)高度222.05m；寬度度31..8m；長(zhǎng)度度46..8m；結(jié)構(gòu)特點(diǎn)：本工程屬辦公樓樓，建筑類類別：丙類類。平面近近似L型，整體體屬于較規(guī)規(guī)則結(jié)構(gòu)。基礎(chǔ)形式采用樁基礎(chǔ)，樁樁采用復(fù)合合載體夯擴(kuò)擴(kuò)樁，抗震設(shè)防烈度7度，抗震震等級(jí)三級(jí)，場(chǎng)地地類別Ⅱ；安全等級(jí)二二級(jí)，基本風(fēng)風(fēng)壓：0.455kNN/㎡人防布置無(wú)抗震縫設(shè)置無(wú)注：結(jié)構(gòu)高度指室外地坪至檐口或大屋面第二部分：結(jié)構(gòu)選型及布置荷載取值柱網(wǎng)與層高：本辦公樓采用柱距為6.6m的內(nèi)廊式小柱網(wǎng)，橫向?yàn)?.8*2.4*6.6m,層高取3.6m，如下圖所示：柱網(wǎng)布置圖框架結(jié)構(gòu)承重方案的選擇：豎向荷載的傳力途徑：樓板的均布活載和恒載直接傳至主梁，再由主梁傳至框架柱，最后傳至基礎(chǔ)。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本辦公樓框架的承重方案為橫向框架承重方案，這可使橫向框架梁的截面高度大，增加框架的橫向側(cè)移剛度?？蚣芙Y(jié)構(gòu)的計(jì)算簡(jiǎn)圖：（本方案中，需近似的按左數(shù)第二榀橫向的平面框架（為五層）計(jì)算。）底層高4.5m,其余層高3.6m。梁、柱截面尺寸的初步確定：梁截面高度一般取梁跨度的1/12至1/8。本方案取縱向500mm，截面寬度取300mm,可得梁的截面初步定為b×G=300*500。橫向取300*500。2、框架柱的截面尺寸根據(jù)柱的軸壓比限值，按下列公式計(jì)算：（1）柱組合的軸壓力設(shè)計(jì)值N=βFgEn注：β考慮地震作用組合后柱軸壓力增大系數(shù)。F按簡(jiǎn)支狀態(tài)計(jì)算柱的負(fù)載面積。gE折算在單位建筑面積上的重力荷載代表值，可近似的取14KN/m2。n為驗(yàn)算截面以上的樓層層數(shù)。Ac≥N/uNfc注：uN為框架柱軸壓比限值，本方案為三級(jí)抗震等級(jí)，查《抗震規(guī)范》可知取為0.9。3、計(jì)算過(guò)程：對(duì)于邊柱：N=βFgEn=1.3×6.6×3.3×12×5=1699（KN）Ac≥N/uNfc=1699×103/0.9/14.3=132012（mm2）取500mm×500mm對(duì)于內(nèi)柱：N=βFgEn=1.25×6.6×4.2×12×6=2494.8（KN）Ac≥N/uNfc=2494.8*103/0.8/14.3=218076（mm2）取500mm×500mm（此處取相同的柱子）梁截面尺寸（mm）混凝土等級(jí)橫梁（b×G）縱梁（b×G）C30300×500300×5000柱截面尺寸（mm）層次混凝土等級(jí)b×G1-6C30500×5000第三部分：荷載統(tǒng)計(jì)查建筑結(jié)構(gòu)荷載規(guī)范（GB50009-2001）得一.可變荷載標(biāo)準(zhǔn)值選用（kN/㎡）名稱荷載走廊門(mén)廳樓梯辦公室會(huì)議室衛(wèi)生間上人屋面不上人屋面2.52.52.02.02.00.5本工程選用√√√√√×二．上部永久荷載標(biāo)準(zhǔn)值及構(gòu)件計(jì)算樓面荷載樓面恒載樓面1（樓21）用于除衛(wèi)生間的房間（25厚）20厚水磨石地面0.65kN/m2120厚現(xiàn)澆鋼筋混凝土板3.0kN/m216厚紙筋灰板底抹灰及頂棚0.194kN/m2恒載合計(jì)2.18kN/m2普通衛(wèi)生間：（防水樓面）60厚10厚大面積防滑地磚10mm0.22kN/m230厚1：2水泥砂漿結(jié)合30mm0.40kN/m220厚1：2水泥砂漿找平20mm0.40kN/m2現(xiàn)澆鋼筋混凝土板100mm2.5kN/m2板底抹灰及頂棚0.45kN/m2恒載合計(jì)4.2kN/m2屋面荷載（屋27）500×500×25C20細(xì)石混凝土板0.4kN/m23厚瀝青防水（2層）0.1kN/m220厚1：3水泥砂漿結(jié)合0.4kN/m2100厚憎水膨脹珍珠巖0.4kN/m22%找坡最薄200.39kN/m220厚1：3水泥砂漿找平0.3kN/m2120厚現(xiàn)澆鋼筋混凝土板3kN/m2板底抹灰及頂棚0.19kN/m2恒載合計(jì)5.409kN/m2外墻240厚加氣混凝土砌塊1.8kN/m21:3水泥砂漿找平0.24kN/m21:1:6水泥石膏砂漿0.42kN/m2水泥砂漿找平0.28kN/m2恒載3.78kN/m2內(nèi)墻200厚加氣混凝土砌塊1.5kN/m21:3水泥砂漿找平0.12kN/m21:0.3:3水泥石膏砂漿0.2kN/m2恒載1.82kN/m2女兒墻1.5m3.72kN/m2風(fēng)荷載：基本風(fēng)壓取0.45kN/m2查結(jié)構(gòu)荷載規(guī)范得，風(fēng)載體型系數(shù)為0.8+0.6=1.4，風(fēng)壓高度變化系數(shù)按B類粗糙度查表，從室外地面算為22.05m，小于30m.βz=1.0,所選框架的負(fù)載寬度為6.6m，層高離地面高度（mm）風(fēng)壓高度變化系系數(shù)各層柱頂集中荷荷載標(biāo)注值值(kN)518.451.2513.3414.851.1414.8311.251.1414.827.651.1414.814.051.1416.6計(jì)算過(guò)程如下：以第五層為例P=βzμsμzωoA=1*1.4*1.14*0.45*6.6*(1.8+1.5)=13kN其中1.5m為女兒墻高度。底層的取一二層的平均值。雪荷載：基本雪壓為0.2kN/m2。雪荷載比樓面活荷載小，只有在計(jì)算地震組合時(shí)考慮。水平地震力：（見(jiàn)后）第三部分：內(nèi)力分析屋面恒荷載:屋面恒載傳來(lái):5.41KM/M2框架梁自重25*0.3*0.5=3.75KM/M梁側(cè)粉刷2*（0.5-0.12）*0.02*17=0.26KM/M作用在頂層框架梁上的線荷載為G51=4.01KM/MG5DF2=5.41*6.6=33.32KM/MG5GG2=5..41*44.8=226KMM/M樓面恒荷載：樓面恒荷載傳來(lái)來(lái)：3.844KM//M2框架梁及梁側(cè)粉粉刷：4.055KM//M內(nèi)墻自重：6..76KKM/M作用在中間層框框架梁上的的線荷載為為：G=4.05++6.766=10..8KMM/MGGF=4.011KM//MGGG=3.844*4.88=18..43KKM/MGFD=3.844*6.66=25..34KKM/M屋面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值：邊柱聯(lián)系梁自重重：0.3**0.5**6.1**25=222.877KN粉刷：0.022*（0.5--0.122）*2*66.1*117=1..58KNN1.5m高女兒兒墻自重：：1.5**6.6**0.244*7.55=17..82KNN粉刷：1.5**0.022*2*66.6*117=6..732KKN聯(lián)系梁傳來(lái)的屋屋面自重：：G:00.5*((6.6++1.8))*2.44*5.441=544.52KKND:00.5*66.6*00.5*66.6*55.41==58.99KN頂層邊節(jié)點(diǎn)集中中荷載G:1103.552KND:1107.99KN中柱聯(lián)系梁自重重：0.3**0.5**6.1**25=222.877KN粉刷：1.588KN聯(lián)系梁傳來(lái)屋面面自重：F:0..5*(66.6+66.6-44.8)**4.8//2*5..409==54.552KNN6.66*1.22*5.4409=442.844KNE:0.5*66.6*00.5*66.6*55.4099=58..9KNN6.6*11.2*55.4099=42..84KKN頂層中節(jié)點(diǎn)集中中荷載：F:1221.811KNE:126.119KNN樓面框架節(jié)點(diǎn)集集中荷載標(biāo)標(biāo)準(zhǔn)值：邊柱聯(lián)系梁自重重：22.887KNN粉刷：1.558KNN邊墻體自重：00.24**（6.1**3.1--4.8**2.1）*（8+0..68）=16..5KNN窗自重：4.88*2.11*0.445=4..54KKN框架柱自重：00.5*00.5*33.6*225=222.5KKN粉刷：2.155KN聯(lián)系梁傳來(lái)樓面面自重：G:0..5*(66.6+11.8)**2.4**3.844=38..71KKND:0.5*66.6*00.5*66.6*33.84==41.882KNN中間層邊節(jié)點(diǎn)集集中荷載：：G:1008.855KNDD:1111.96KN中柱聯(lián)系梁自重重：22.887KNN粉刷：1.558KNN內(nèi)墻縱自重：221.177+4.88=25..97KKN門(mén)重：0.4**2.4**2=1..92KKN框架柱自重：00.5*00.5*33.6*225=222.5KKN粉粉刷：1.255KN聯(lián)系梁傳來(lái)樓面面自重：F:0..5*(66.6+11.8)**4.8//2*3..84=333.7KN66.6*11.2*33.84==30.44KNE:0.5*66.6*00.5*66.6*33.84==41.882KNN6.6*1.22*3.884=300.41KN中間層節(jié)點(diǎn)集中中荷載：F:1440.199KNE:1148.332KNN荷載分布如下圖圖：樓面活荷載計(jì)算算：上人屋面：2..0KN//MP5DE=2.00*6.66=13..2KNN/MP5FG=2.00*4.88=9.66KN//MP5D=6.6//2*6..6/2**2.0==21.778KNNP5G=0.5**(6.66+1.88)*2..4*2..0=200.16KNP5E=21.778+6..6*1..2*2..0=377.62KNP5F=20.116+6..6*1..2*2..0=366KN中間層P5DE=13..2KNN/MP5FG=9.66KN//MP5D=（6.66/2）2*2.00=21..78KKNP5G=20.116KNNP5E=21.778+6..6*1..2*2..5=411.58KNP5F=20.116+6..6*1..2*2..5=399.96KN活荷載下的計(jì)算算簡(jiǎn)圖：荷載計(jì)算借用力力學(xué)求解器器，手算用用彎矩二次次分配法，固固端彎矩取取用時(shí)把三三角形荷載載轉(zhuǎn)為均布荷載，這里里借用《結(jié)結(jié)構(gòu)靜力計(jì)計(jì)算手冊(cè)》進(jìn)進(jìn)行疊加，手手算時(shí)，得得到支座處處彎矩后，（手手算電算彎彎矩相差最最大約10多，這里里以電算結(jié)結(jié)果為準(zhǔn)）再再把梁柱分分別當(dāng)成簡(jiǎn)簡(jiǎn)支梁加上上彎矩，運(yùn)運(yùn)用實(shí)際的的荷載分布布，由受力力平衡，得得剪力，和和跨中彎矩矩。而梁的的剪力就是是產(chǎn)生于柱柱的軸力，中中柱的軸力力是兩邊的的梁剪力的的疊加。電算結(jié)果如下：：恒載彎矩矩圖恒載剪力力圖恒載軸力力圖由于框架結(jié)構(gòu)合合理的破壞壞形式是梁梁端出現(xiàn)塑塑性鉸，考考慮到鋼筋筋混凝土結(jié)結(jié)構(gòu)具有塑塑性內(nèi)力重分布的的性質(zhì)，在在豎向荷載載下可以適適當(dāng)降低梁梁端彎矩，進(jìn)進(jìn)行調(diào)幅（調(diào)調(diào)幅系數(shù)取取0.85），以以減少負(fù)彎彎矩鋼筋的的擁擠現(xiàn)象象，便利于于澆搗。以五層的GFF跨為例，說(shuō)說(shuō)明調(diào)幅方方法。MA=-300.42**0.800=-244.34KKN*M,,MMB=-332.299*0.880=-225.833KN**M,由簡(jiǎn)支梁產(chǎn)生的的跨中彎矩矩為30.223KN**M,由梁端彎矩產(chǎn)生生的跨中彎彎矩是0.2*（24.334+255.83）*10/88/2=66.27KN*MM則疊加后后的彎矩是是M中=30.23++6.277=36..5KNN*M,其他跨的調(diào)幅方方法如上,現(xiàn)將調(diào)幅幅結(jié)果列入入下表梁截面位置單位荷載梁截面位置單位荷載G5~F5梁左M/kN?m-24.34Gm~F4梁左M/kN?m-36.49A5V/KN40.53A4V/KN53.64跨內(nèi)M/kN?m36.6跨內(nèi)M/kN?m39.26梁右M/kN?m-24.23梁右M/kN?m-32.91B5V/KN-41.31B4V/KN-51.77F5~E5梁左M/kN?m-16.77F4~E4梁左M/kN?m-18.14B5V/KN2.85B4V/KN12跨內(nèi)M/kN?m-15.29跨內(nèi)M/kN?m-11.24梁右M/kN?m-20.54梁右M/kN?m-4.34C5V/KN-6.78C4V/KN2.38E5~D5梁左M/kN?m-60.9E4~D4梁左M/kN?m-64.92B5V/KN68.69B4V/KN75.03跨內(nèi)M/kN?m83.02跨內(nèi)M/kN?m79.47梁右M/kN?m-59.06梁右M/kN?m-77.72C5V/KN-22.03C4V/KN-79.88梁截面位置單位荷載梁截面位置單位荷載G3~F3梁左M/kN?m-34.91G2~F2梁左M/kN?m-35.4A3V/KN53.19A2V/KN53.31跨內(nèi)M/kN?m33.98跨內(nèi)M/kN?m39.72梁右M/kN?m-33.05梁右M/kN?m-33.08B3V/KN-52.22B2V/KN-52.1F3~E3梁左M/kN?m-15.82F2~E2梁左M/kN?m-13.92B3V/KN7.84B2V/KN6.57跨內(nèi)M/kN?m-8.88跨內(nèi)M/kN?m-8.99梁右M/kN?m-10梁右M/kN?m-10.58C3V/KN-1.78C2V/KN3.06E3~D3梁左M/kN?m-66.18E2~D2梁左M/kN?m-68.31B3V/KN75.99B2V/KN76.58跨內(nèi)M/kN?m80.76跨內(nèi)M/kN?m80.18梁右M/kN?m-73.89梁右M/kN?m-72.93C3V/KN-78.91C2V/KN-78.33梁截面位置單位荷載A1~B1梁左M/kN?m-32.86A1V/KN55.9跨內(nèi)M/kN?m41.47梁右M/kN?m-32.11B1V/KN-52.11B1~C1梁左M/kN?m-12.37B1V/KN0.93跨內(nèi)M/kN?m-12.13梁右M/kN?m-19.82C1V/KN-8.69B1~C1梁左M/kN?m-70.5B1V/KN78.19跨內(nèi)M/kN?m82.25梁右M/kN?m-66.59C1V/KN78.71由于在算梁配筋筋時(shí)，我們們需要將其其轉(zhuǎn)化到柱柱端，現(xiàn)以以恒載為例例，計(jì)算如如下以第五層梁GFF為例，MA=-244.34KKN*MVA=40..53KNNV1=V-gg*b/22=40..53-440.533*0.55/2=330.4KKNM1=M-V1**b/2==-24..34+440.533*0.55/2=--14.221KNN*M其他荷載的轉(zhuǎn)化化方法如上上，水平荷荷載時(shí)剪力力不轉(zhuǎn)化。過(guò)過(guò)程省略，轉(zhuǎn)轉(zhuǎn)化后的結(jié)結(jié)果直接記記入下面的梁內(nèi)力組組合表中，這這里不再列列出。活載的計(jì)算，這這里取滿跨跨荷載時(shí)作作為最不利利荷載，（影影響線借用用力學(xué)求解解器計(jì)算），梁梁支座處采采用滿布時(shí)時(shí)的彎距，在在這里不在在考慮調(diào)幅幅，剪力，軸軸力的算法法同恒載，內(nèi)內(nèi)力圖如下下活荷載彎矩圖活荷載剪力圖活荷載載軸力圖考慮地震作用時(shí)時(shí)，活荷載載屋面應(yīng)取取雪荷載，但但考慮到雪雪荷載值太太小，保守守的計(jì)算仍仍以活荷載載作為地震震時(shí)的重力力代表值計(jì)計(jì)算參數(shù)則地震荷載代表表值得計(jì)算算：恒載取取1.0，活荷載載取0.5G5=5188+0.55*（76+559+900+53）=6577KN(其中76是外墻的的重量，59是內(nèi)墻體體的重量，90是該層柱柱的重量，53是梁的重重量)同理的G4=GG3=G22=7144KNG1=813KKN(底層柱取4.7//2高)下面計(jì)算剛度橫梁線剛度ibb的計(jì)算：：類別Ec（N/mm2）2EcI0/ll（N·mmm）GF跨3.0×10443.9×10110FE跨3.0×10447.8×10110ED跨3.0×10442.9×10110柱線剛度icc的計(jì)算：I=bGG3/12層次Gc（mm）Ec（N/mmm2）b×G（mm×mm）EcIc/Gc（N·mm）145003.0×1044500×50003.5×101102--536003.0×1044500×50004.4×10110梁柱彎曲變形引引起的柱側(cè)側(cè)移剛度，忽忽略柱的軸軸向變形。層號(hào)位置K=K=D=(kN/m)1層G柱1.120.5210700F柱3.360.7214800E柱3.060.7014400D柱0.820.4797002～5層G柱0.900.3112500F柱2.690.5723200E柱2.450.5522100D柱0.660.2510000對(duì)底層：1==10000+221100+2232000+125500=44960002～5層：2=97700+1144000+148800+1107000=6766001/2=0.773>0..7為規(guī)則框框架G(m)G(KN)V(KN)DX(mm)GXGX*X18.9657657676000.016.30.0615.37191376676000.0213.40.3011.77192095676000.0318.30.808.17192814676000.0425.21.354.58133627496000.0749.04.35這里取第二類場(chǎng)場(chǎng)地。T=2（∑GiiXi2/∑GiX）1/2=00.4944s本結(jié)構(gòu)高度不超超過(guò)40m，質(zhì)量和和剛度沿高高度分布比比較均勻，變變形以剪切切型為主，故故可用底部部剪力法計(jì)計(jì)算水平地地震作用，即即：計(jì)算水平平地震影響響系數(shù)а1查表得二類場(chǎng)地地近震特征征周期值Tg=0.335s。查表得設(shè)防烈度度為7度的аmax=00.08а1=（Tg/T1）0.99аmax=（0.335/0..494）0.9×00.08=0.066結(jié)構(gòu)總的水平地地震作用標(biāo)標(biāo)準(zhǔn)值FEkFEk=а1Geeq=0.066*0.885*36627=185KNδn=0.08TT1+0.007=0..109則FEk（1-δn）=1855*（1-0..109）=1644.84KKN各質(zhì)點(diǎn)橫向水平平地震作用用按下式計(jì)計(jì)算：FFi=GiGiFEk、/（∑GkGk）要滿足抗震要求求的最小剪剪力地震作用下各樓樓層水平地地震層間剪剪力Vi為VVi=∑Fk（i=1，2，…n）計(jì)算過(guò)程如下表表：各質(zhì)點(diǎn)點(diǎn)橫向水平平地震作用用及樓層地地震剪力計(jì)計(jì)算表層次Fi（KN）Vi（KN）549.55+220.17769.72443.89113.61333.57147.18223.24170.4114.60185水平荷載計(jì)算運(yùn)運(yùn)用D值法，這這里以第五五層G柱為例計(jì)計(jì)算風(fēng)荷載載說(shuō)明計(jì)算算過(guò)程框架柱端剪力及及彎矩分別別按下列公公式計(jì)算：：Vij=DijVVi/∑DijMbij=Viij*yGGMuij=Vij（1-y）Gy=yn+y11+y2+y3注：yn框架柱的標(biāo)準(zhǔn)反反彎點(diǎn)高度度比。y1為為上下層梁梁線剛度變變化時(shí)反彎彎點(diǎn)高度比比的修正值值。y2、y3為上下層層層高變化化時(shí)反彎點(diǎn)點(diǎn)高度比的的修正值。y框架架柱的反彎彎點(diǎn)高度比比。底層柱需考慮修修正值y2，第二層層柱需考慮慮修正值y1和y3，其它柱柱均無(wú)修正正。D/∑D=0.18.V=13.33*0.118=2..4KNK=0.9查均均布水平力力作用時(shí)反反彎點(diǎn)高度度表，得柱反彎點(diǎn)高度計(jì)計(jì)算。n=5,K==0.9,y1=0,yy2=0,y3=0.005y=0.4Mt=0.4**3.6**2.4==3.366KN*MMMb=(1-00.4)**3.66*2.44=5.228KNN*M得到柱的彎距后后，在利用用節(jié)點(diǎn)平衡衡，按剛度度來(lái)分給梁梁、梁端彎彎矩、剪力力及柱軸力力分別按以以下公式計(jì)計(jì)算：Mlb==ilb（Mbi+1，j+MMui，j）/（ilb+irrb）Mrb==irb（Mbi+1，j+MMui，j）/（ilb+irrb）Vb=（MMlb+Mrb）/lNi=∑（VVlb-VVrb）k這里將計(jì)算的內(nèi)內(nèi)力圖列在在下面（由由于經(jīng)過(guò)計(jì)計(jì)算發(fā)現(xiàn)左左風(fēng)與右風(fēng)風(fēng)、左震與與右震時(shí)的的內(nèi)力圖除除正負(fù)號(hào)相相反外其他他參數(shù)都一一樣，故以以下只給出出左風(fēng)和左左震的內(nèi)力力圖）風(fēng)載彎矩圖風(fēng)載剪力圖風(fēng)載軸力圖地震彎矩圖地震剪力圖地震軸力圖水平力也化到梁梁端，結(jié)果果列在下表表右風(fēng)內(nèi)力G5~F5梁左M/kN?m-7.37G4~F4梁左M/kN?m-15.6G5V/KN3.18G4V/KN6.28跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m-7.88梁右M/kN?m-14.47F5V/KN-3.18F4V/KN-6.28F5~E5梁左M/kN?m-6.16F4~E4梁左M/kN?m-9.15F5V/KN-0.1F4V/KN7.82跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m-0.08梁右M/kN?m-9.61E5V/KN-0.1E4V/KN7.82E5~D5梁左M/kN?m-7.46E4~D4梁左M/kN?m-12.47E5V/KN2.24E4V/KN3.93跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m-7.34梁右M/kN?m-13.44D5V/KN-2.24D4V/KN-3.93G3~F3梁左M/kN?m-24.62G2~F2梁左M/kN?m-33.15G3V/KN9.69G2V/KN12.97跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m-21.9梁右M/kN?m-29.1F3V/KN-9.69F2V/KN-12.94F3~E3梁左M/kN?m-20.8F2~E2梁左M/kN?m-34.17F3V/KN17.69F2V/KN28.98跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m21.66梁右M/kN?m-35.58E3V/KN-17.69E2V/KN28.98E3~D3梁左M/kN?m-18.22E2~D2梁左M/kN?m-23.71E3V/KN5.84E2V/KN7.67跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0梁右M/kN?m20.34梁右M/kN?m-26.89D3V/KN-5.84D2V/KN-7.67G1~F1梁左M/kN?m-44.41A1V/KN16.78跨內(nèi)M/kN?m0梁右M/kN?m36.12B1V/KN-16.78F1~E1梁左M/kN?m-45.31B1V/KN38.56跨內(nèi)M/kN?m0梁右M/kN?m-47.24C1V/KN-38.56E1~D1梁左M/kN?m-29.5B1V/KN9.93跨內(nèi)M/kN?m0梁右M/kN?m-36.03C1V/KN9.93右震內(nèi)力G5~F5梁左M/kN?m-34.75G4~F4梁左M/kN?m-66.15G5V/KN14.4G4V/KN26.23跨內(nèi)M/kN?m0跨內(nèi)M/kN?m-3.2梁右M/kN?m-34.39梁右M/kN?m59.76F5V/KN-14.4F4V/KN26.23F5~E5梁左M/kN?m-0.94F4~E4梁左M/kN?m-44.76F5V/KN-6.03F4V/KN38.12跨內(nèi)M/kN?m0跨內(nèi)M/kN?m0.99梁右M/kN?m7.54梁右M/kN?m46.74E5V/KN-6.03E4V/KN38.12E5~D5梁左M/kN?m-31.54E4~D4梁左M/kN?m-50.67E5V/KN9.72E4V/KN16.09跨內(nèi)M/kN?m0跨內(nèi)M/kN?m-2.43梁右M/kN?m32.64梁右M/kN?m55.52D5V/KN9.72D4V/KN16.09G3~F3梁左M/kN?m-89.3G2~F2梁左M/kN?m-104.988G3V/KN35.06G2V/KN41.02跨內(nèi)M/kN?m-5.15跨內(nèi)M/kN?m-6.53梁右M/kN?m79梁右M/kN?m91.92F3V/KN35.06F2V/KN41.02F3~E3梁左M/kN?m-76.8F2~E2梁左M/kN?m-104.922F3V/KN65.27F2V/KN89.04跨內(nèi)M/kN?m1.53跨內(nèi)M/kN?m1.89梁右M/kN?m79.85梁右M/kN?m108.73E3V/KN65.27E2V/KN89.81E3~D3梁左M/kN?m-65.53E2~D2梁左M/kN?m-74.92E3V/KN21.06E2V/KN24.22跨內(nèi)M/kN?m3.96跨內(nèi)M/kN?m5.01梁右M/kN?m73.45梁右M/kN?m84.93D3V/KN21.06D2V/KN24.22G1~F1梁左M/kN?m-120.333G1V/KN45.65跨內(nèi)M/kN?m-10.77梁右M/kN?m98.79F1V/KN45.65F1~E1梁左M/kN?m-120.988F1V/KN102.95跨內(nèi)M/kN?m-2.57梁右M/kN?m126.11E1V/KN102.95E1~D1梁左M/kN?m-80.98E1V/KN27.13跨內(nèi)M/kN?m8.54梁右M/kN?m98.05D1V/KN27.13第四部分：內(nèi)力力組合框架梁的內(nèi)力組組合：1、結(jié)構(gòu)抗震等級(jí)級(jí)：根據(jù)《抗震規(guī)范范》，本方方案為三級(jí)級(jí)抗震等級(jí)級(jí)。2、框架梁內(nèi)力組組合：本方案考慮了以以下幾種內(nèi)內(nèi)力組合，即1.2SGk+1.4SQk，1.35SGk+0.98SQk1.2SGE++1.266（SQk+SS風(fēng)k）及1.2SSGE+1..3SEkk。及地震震組合ηvb梁端剪力增增大系數(shù)，三三級(jí)取1.1以第五層GF跨跨梁為例，說(shuō)說(shuō)明計(jì)算方方法和過(guò)程程。計(jì)算理論：根據(jù)據(jù)梁端彎矩矩的組合值值及梁上荷荷載設(shè)計(jì)值值，由平衡衡條件確定定。梁端剪力的調(diào)整整：抗震設(shè)設(shè)計(jì)中，三三級(jí)框架梁梁和抗震墻墻中跨高比比大于2.5，其梁端端剪力設(shè)計(jì)計(jì)值應(yīng)按下下式調(diào)整：：V=γRe[ηvb（Mlb+Mrrb）/ln+VGGb]對(duì)于第五層，AB跨：(q1是由恒荷荷載產(chǎn)生的的q2是由雪活活組合產(chǎn)生生的)梁上荷載設(shè)計(jì)值值：q1=1.22×[4..8*2..4*5..41/22+4.001*4..8]/22=30..25KKNq2=1.22×4.88*2.44*2.00/2=113.822KNVGb=330.255+13..82=444.077KNln=4.88-0.55=4.33m通過(guò)組合可知，左左震時(shí)恒載載取1.2的系數(shù)時(shí)時(shí)最大左震：Mlbb=7.55/0.775=100KN··mMMrb=-599/0.775=-778.7KN·mmVV=γRe[ηvb（Mlb+Mrrb）/ln+VGGb]=0.775×[11.1×（10+778.7）/4.88+53..5]=55..37KKN剪力調(diào)整方法同同上，結(jié)果果各層梁的的內(nèi)力組合合和梁端剪剪力調(diào)整表表見(jiàn)下六、框架柱的內(nèi)內(nèi)力組合：：取每層柱頂和柱柱底兩個(gè)控控制截面計(jì)計(jì)算柱端彎矩設(shè)計(jì)值值的調(diào)整：：考慮抗震，柱彎彎矩要滿足足下式ΣMc=ηcΣMb注：ΣMMc為節(jié)點(diǎn)上上下柱端截截面順時(shí)針針或逆時(shí)針針?lè)较蚪M合合的彎矩設(shè)設(shè)計(jì)值之和和，上下柱柱端的彎矩矩設(shè)計(jì)值可可按彈性分分析分配。ΣMbb為節(jié)點(diǎn)左左右梁端截截面順時(shí)針針或逆時(shí)針針?lè)较蚪M合合的彎矩設(shè)設(shè)計(jì)值之和和。ηc柱端彎矩矩增大系數(shù)數(shù)，三級(jí)取取1.1由于在節(jié)節(jié)點(diǎn)處ΣMc=ΣMb，，且組合合系數(shù)相同同，這里將將柱端彎距距*1.1的系數(shù)，第5層，按《抗震規(guī)規(guī)范》，無(wú)無(wú)需調(diào)整。第4層，柱頂軸壓比比[uN]=N//Acfc=4677.4×1103/14..3/50002=0.13<00.15，無(wú)需調(diào)調(diào)整。柱底軸壓壓比[uN]=N//Acfc=4977.98××103/14..3/65502=0.14<00.15，無(wú)需調(diào)調(diào)整。當(dāng)N〉0.15*144.3*55002=5366.25KKN是時(shí)才需需要調(diào)整第4層，柱F、E、D需調(diào)整。第3層，四柱都需要要調(diào)整第2層，四柱都需要要調(diào)整第1層，四柱都需要要調(diào)整柱端剪力組合和和設(shè)計(jì)值的的調(diào)整：ΣMcb,Mct節(jié)點(diǎn)上上下柱端截截面順時(shí)針針或逆時(shí)針針?lè)较蚪M合合的彎矩設(shè)設(shè)計(jì)值，V=γRRe×[ηvc（Mbc+Mlc）/hn(ηvc=1..1γRe=0..85hn指柱的凈長(zhǎng)，所所以剪力乘乘調(diào)整系數(shù)數(shù)底層為1.2。其余層層為1.155)調(diào)整前的剪力GFED541.634.687.467.9444.955.371.458.4353.271.887.865.5256.789.6104.967.5156.273.878.963.8調(diào)整后的剪力ABCC547.839.8100.578.1451.663.682.167.2361.282.610175.3265.2103.4120.677.6167.488.694.776.6框架梁內(nèi)力組合合表,框架柱內(nèi)內(nèi)力組合表表見(jiàn)附表：：第五部分：截面面設(shè)計(jì)一、框架梁：以第11層GF跨框架梁梁的計(jì)算為為例。1、梁的最不利內(nèi)內(nèi)力：經(jīng)以上計(jì)算可知知，梁的最最不利內(nèi)力力如下：跨間：：Mmaax=588.4KN·mm支座AA：Mmax=--60.33.1KNN·m支座BBl：Mmax=--59KN·mm抗震調(diào)調(diào)整后剪力力：V=522.1KN非抗震調(diào)整后剪剪力：V1=67..6KNVV2=67..6KN2、梁正截面受彎彎承載力計(jì)計(jì)算：抗震設(shè)設(shè)計(jì)中，對(duì)對(duì)于樓面現(xiàn)現(xiàn)澆的框架架結(jié)構(gòu)，梁梁支座負(fù)彎彎矩按矩形形截面計(jì)算算縱筋數(shù)量量?？缰姓龔澗匕碩形截面計(jì)計(jì)算縱筋數(shù)數(shù)量，跨中中截面的計(jì)計(jì)算彎矩，依依據(jù)上述理理論，得：：（1）、考慮跨間最最大彎矩處處：按TT形截面設(shè)設(shè)計(jì)，翼緣緣計(jì)算寬度度bf，按跨度考考慮，取bf，=l/33=6.66/3=22.2m，梁內(nèi)縱向鋼筋筋選新三級(jí)級(jí)鋼筋，（fy=fy，=3600N/mmm2），h0=h-aa=5000-25==475mm，因因?yàn)閒cbf，hf，（h0-hf，/2）=14.3×22200××120××（475--120//2）=1528.996KN··m>Mmmax屬第一類T形截截面。下部跨間截面按按單筋T形截面計(jì)計(jì)算：αs=M/（fcbbfh02）=58..4×1006/14..3/22200/44652=0.0008γs=0.5[11+（1-2αs）1/2]==0.9996As=M/γshh0fy=58..4/0..996**465**360==350..3mm2實(shí)配鋼筋2166，As=4022mm2。檢查是否滿足抗抗震要求，根根據(jù)《混凝凝土結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)范》11.3.6,三級(jí)抗震的跨中最小縱筋配筋率0.2%<實(shí)際配筋率0.28%。滿足要求梁端截面受壓區(qū)區(qū)相對(duì)高度度：ξ=fyAs/（fcbf，G0）=3600×4022/14..3/22200/4465=00.01<<0.355，符合三三級(jí)抗震設(shè)設(shè)計(jì)要求。（2）、考慮兩支座座處：將將下部跨間間截面的2216鋼筋伸伸入支座，作作為支座負(fù)負(fù)彎矩作用用下的受壓壓鋼筋，As，=402mm2，再計(jì)算算相應(yīng)的受受拉鋼筋A(yù)s，即支座F上部，支座座Fl：Mmax=--59KNN·mαs=M/（fcbbfh02）=59××106/14..3/3000/47752=0.006γs=0.5[11+（1-2αs）1/2]==0.9669As=M/γγsh0fy=599×1066/0.9969×4475×3360=3356mmm2實(shí)配鋼筋2166，As=4022mm22檢查是否滿足抗抗震要求，根根據(jù)《混凝凝土結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)范》11.3.6,三級(jí)抗震的跨中最最小縱筋配配筋率0.2%%<實(shí)際配筋筋率0.288%滿足要求求梁端截面受壓區(qū)區(qū)相對(duì)高度度：ξ=x/h0=00.07<<0.355，符合三三級(jí)抗震設(shè)設(shè)計(jì)要求。同理支座F的計(jì)計(jì)算方法同同上得到結(jié)結(jié)果為實(shí)配鋼筋2166,As=16110mmm2EF跨216通長(zhǎng)，ED跨4416，第五層FG支座不考考慮伸入鋼鋼筋其他的梁配筋通通上，下面面結(jié)果由Exceel得層次截面M/kN?mb(bf)//mmh0asξAs實(shí)配鋼筋配筋率（%）5支座G右-60.33004750.0620.0643642φ16（4020.28F左-593004750.0610.0633562φ16（4020.28GF跨間58.422004750.0080.0083433φ18（7630.28支座F右-35.33004750.0360.0372102φ16（4020.28E左-35.23004750.0360.0372102φ16（4020.28FE跨間27.822004750.0040.0041633φ16（7630.28支座E右-112.53004750.1160.1247014φ16（8040.56D左-112.33004750.1160.1247004φ16（8040.56ED跨間134.922004750.0190.0197974φ18（10170.564支座G右-103.23004750.1070.1136404φ14（6150.43F左-91.73004750.0950.1005644φ14（6150.43GF跨間60.622004750.0090.0093563φ16（7630.28支座F右-62.63004750.0650.0673793φ14（4610.32E左-49.63004750.0510.0532983φ14（4610.32FE跨間18.222004750.0030.0031073φ16（7630.28支座E右-123.33004750.1270.1377742φ14+3φ166（9110.64D左-150.23004750.1550.1709602φ14+3φ166（9110.64ED跨間127.122004750.0180.0187504φ18（10170.563支座G右-123.93004750.1280.1377784φ16（8040.56F左-110.63004750.1140.1226894φ16（8040.56GF跨間53.922004750.0080.0083163φ16（7630.28支座F右-91.43004750.0940.0995623φ16（6030.42E左-87.83004750.0910.0955393φ16（6030.42FE跨間15.622004750.0020.002913φ16（7630.28支座E右-134.43004750.1390.1508505φ16（10050.71D左-151.53004750.1570.1719695φ16（100550.71ED跨間129.922004750.0180.0187674φ18（10170.562支座G右-139.63004750.1440.1568865φ16（100550.71F左-123.43004750.1270.1377754φ16（8040.56GF跨間61.522004750.0090.0093613φ16（7630.28支座F右-116.83004750.1210.1297304φ16（8040.56E左-116.93004750.1210.1297314φ16（8040.56FE跨間1622004750.0020.002943φ16（7630.28支座E右-1463004750.1510.1649305φ16（100550.71D左-161.13004750.1660.18310375φ16（100550.71ED跨間128.522004750.0180.0187584φ18（10170.611支座G右-151.83004750.1570.1729715φ16（100550.71F左-129.23004750.1330.1448144φ16（8040.56GF跨間64.422004750.0090.0093783φ16（7630.28支座F右-130.63004750.1350.1468244φ16（8040.56E左-1443004750.1490.1629165φ16（100550.71FE跨間21.922004750.0030.0031283φ16（7630.28支座E右155.43004750.1610.1769965φ16（100550.71D左167.43004750.1730.19110824φ16+2φ144（111220.78ED跨0190.0197794φ18（10170.61滿足梁的抗震構(gòu)構(gòu)造要求。3、梁斜截面受剪剪承載力計(jì)計(jì)算：（1）、驗(yàn)算截面尺尺寸：hw=h0=465mmmhw/b=465/3300=11.55<4,,屬厚腹梁梁。0..25fcmbG0=0.225×14.33×300×4465=4988.7kNN>V=667.6kkN可知知，截面符符合條件。（2）、驗(yàn)算算是否需要要計(jì)算配置置箍筋：0..07fcmbh0=0.007×14.33×300×4465=1399.64kkN>V=67..6kN可知知，需按構(gòu)構(gòu)造配箍。其它梁的配筋計(jì)計(jì)算見(jiàn)下表表：層次截面配箍1支座GHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550FGF跨間支座FHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550EEF跨間支座E加密區(qū)雙肢Ф88@1000非加密區(qū)區(qū)雙肢Ф8@1550DED跨間2支座GHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550FGF跨間支座FHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550EEF跨間支座E加密區(qū)雙肢Ф88@1000非加密區(qū)區(qū)雙肢Ф8@1550DED跨間3支座GHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550FGF跨間支座FHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550EEF跨間支座E加密區(qū)雙肢Ф88@1000非加密區(qū)區(qū)雙肢Ф8@1550DED跨間4支座GHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550FGF跨間支座FHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550EEF跨間支座E加密區(qū)雙肢Ф88@1000非加密區(qū)區(qū)雙肢Ф8@1550DED跨間5支座GHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550FGF跨間支座FHYPERLINK"mailto:加密區(qū)雙肢Ф8@100非加密區(qū)雙肢Ф8@150"加密區(qū)雙肢Ф88@1000,非加密密區(qū)雙肢Ф8@1550EEF跨間支座E加密區(qū)雙肢Ф88@1000非加密區(qū)區(qū)雙肢Ф8@1550DED跨間二、框架柱：1、柱截面尺寸驗(yàn)驗(yàn)算：根據(jù)《抗震規(guī)范范》，對(duì)于于三級(jí)級(jí)抗抗震等級(jí)，剪剪跨比大于于2，軸壓比比小于0.9?？蚣艿牡牧褐?jié)點(diǎn)點(diǎn)除框架頂頂層和柱軸軸壓比小于于0.15者及框架架支梁與框框支柱的節(jié)節(jié)點(diǎn)外。柱柱端組合的的彎矩設(shè)計(jì)計(jì)值應(yīng)符合合下式要求求∑Mc=η∑Mbb三級(jí)抗震震η取1.1底層柱，柱下端端截面組的的彎矩設(shè)計(jì)計(jì)值，應(yīng)乘乘以增大系系數(shù)1.15。底層柱柱縱向鋼筋筋宜按上下下端的不利利情況配置置；下表給出了框架架柱各層剪剪跨比和軸軸壓比計(jì)算算結(jié)果，注注意，表中中的Mc、Vc和N都不應(yīng)考考慮抗震調(diào)調(diào)整系數(shù)，由由表可見(jiàn)，各各柱的剪跨跨比和軸壓壓比均滿足足規(guī)范要求求。柱的剪跨比和軸軸壓比驗(yàn)算算柱號(hào)層次b（mm）h0（mm）fcm（N/mmm2）Mc（KN·m）Vc（KN）N（KN）Mc/Vch0N/fcmbhh0G550046514.379.241.58168.64.100.05450046514.376.144.86362.83.650.11350046514.354.4153.02708.712.210.21250046514.361.3256.66960.372.330.29150046514.3146.956.21028.85.620.31F550046514.360.534.57180.73.760.05450046514.39155.32406.53.540.12350046514.3116.371.82654.43.480.20250046514.3144.689.6941.93.470.28150046514.3163.873.81211.14.770.36E550046514.389.787.39278.42.210.08450046514.3115.871.434773.4903141.387.79774.83.460.23250046514.3165.6104.911123.390.33150046514.3171.278.91431.44.670.43D550046514.3129.9667.86269.094.120.08450046514.396.758.41422.43.5603108.265.491004.13.550.30250046514.395.667.541168.6333.040.35150046514.315063.81273.65.060.38例：第1層G柱柱：柱截面寬度：bb=5000mm柱截面有效高度度：H0=5000-40==460mm混凝土軸心抗壓壓強(qiáng)度設(shè)計(jì)計(jì)值：fcm=144.3NN/mm22柱端彎矩計(jì)算值值：Mc取上下端端彎矩的最最大值。Mc=146.9//0.755=1955.9（KN·m）柱端剪力計(jì)算值值：Vc=566.2/00.75==74.99KN柱軸力N取柱頂頂、柱底的的最大值：：N=10028.88/0.775=13371.77KN剪跨比：Mc//Vch0=5.662>2軸壓比：N/ffcmbh0=0.331<0..82、柱正截面承載載力計(jì)算：：先以第1層G柱柱為例，（1）、最不利組合合一（調(diào)整整后）：Mmax=1146.99KN··m，N=10028.88KN軸軸向力對(duì)截截面重心的的偏心矩ee0=M/NN=1466.9×1106/(10228.8××103)=143mm附加偏心心矩ea取20mmm和偏心方方向截面尺尺寸的1/30兩者中的的較大值，即500/30=16.7mm，故取ea=20mm柱的計(jì)算算長(zhǎng)度，根根據(jù)《抗震震設(shè)計(jì)規(guī)范范》，對(duì)于于現(xiàn)澆樓蓋蓋的底層柱柱，ll0=1.00h=4..5m初始偏心心矩：ei=e0+ea=1433+20==163mm因因?yàn)殚L(zhǎng)細(xì)比比l0/h=44500//500==9>5，故應(yīng)考考慮偏心矩矩增大系數(shù)數(shù)η。ξ1=0.55fcmA/NN=0.55×14.33×5002/（10288.8×1103）=1.774>1..0取取ξ1=1.00又l0/h<15，取ξ2=1.00得η=1+ll02ξ1ξ2G0/14000eiG2==1.111軸軸向力作用用點(diǎn)至受拉拉鋼筋A(yù)s合力點(diǎn)之之間的距離離ee=ηei+G/22-as=3955mm對(duì)稱配筋筋：ξ=x/hh0=N/ffcmbh0=10228.8××103/14..3/5000/4660==0.311<ξb=0.5544為大偏壓壓情況。Ass,=As=[Ne-ξ(1-0..5ξ)fcmbh02]/fy,/(h0-as,)=[[10288.8×1103×3955-0.311×(1-0..5×0.31)×14..3×500×4602]//360/(460-440)=551.822mm2其他不利荷載組組合下的柱柱配筋計(jì)算算同上，從從中選擇最最大的配筋筋面積作為為該柱的配配筋，51.822/(500**500))=0.002%<00.8%,,故可按構(gòu)構(gòu)造配筋，且且應(yīng)滿足ρmin=00.8%，單側(cè)配配筋率ρsmin≥0.2%，故AAs,=As=ρsminbhh=0.22%×5000×5000=5000mm22選220+1118，As,=As=882..5mm22總配筋率ρs=4×8804/5500/4460=11.39%%>0.88%3、柱斜截面受剪剪承載力計(jì)計(jì)算：以第1層G柱為例，查表可知：框架架柱的剪力力設(shè)計(jì)值Vc=566.2KNN剪跨比λ=5..62>33，取λ=3軸壓比n=0..31考慮地震作用組組合的柱軸軸向壓力設(shè)設(shè)計(jì)值NN=10228.8KKN<0..3fcmmbh=0.33×14.33×5002/103=10722.5KNN故故取N=10028.88KN1.05ftbbh0/(λ+1)++0.0556N=1.05×11.5×5500×460//(3+11)+0..056××10288.8×1103=148.1kNN>56..2kN故該層柱應(yīng)按構(gòu)構(gòu)造配置箍箍筋。HYPERLINK"mailto:柱端加密區(qū)的箍筋選用4肢Ф10@100"柱端加密區(qū)的箍箍筋選用4肢Ф10@100"柱端加密密區(qū)的箍筋筋選用4肢Ф10@100。查查表得，最最小配筋率率特征值λv=0.009，則最小小配筋率ρvmin=λvfcm/fyv=0..09×14.33/2100=0.6%柱箍筋的體積配配筋率ρv=（ΣAsvili）/s/AAcor=78.5×5500×88/1000/5000/5000=1.27%>>0.6%%,符合構(gòu)構(gòu)造要求。注：Asvi、li為為第i根箍筋的的截面面積積和長(zhǎng)度。Acoor為箍筋筋包裹范圍圍內(nèi)的混凝凝土核芯面面積。s為箍箍筋間距。非加密區(qū)區(qū)還應(yīng)滿足足s<10dd=2000mm,故箍筋配配置為4Ф10@150，柱的配配筋圖如下下圖所示：：柱中的箍筋均按按構(gòu)造要求求進(jìn)行配筋筋，其它各各層柱的筋筋計(jì)算見(jiàn)下下表：樓層柱MNe0eieeηexaAs5G52.83217.72242.65262.651.001.07494.8730.4598179900.2363.4240.73244.72166.44186.441.001.09418.6534.23-59303777.600-42.9749.22177.31277.59297.591.001.06529.8124.80145767444.255105.6335.38204.31173.17193.171.001.09425.3928.57-41528220.788-30.0928.59168.41169.76189.761.001.09421.9823.55-44191666.899-32.0225.02195.41128.04148.041.001.12380.2627.33-129123340.331-93.5753.52225.87236.95256.951.001.07489.1731.59101559884.54473.5941.35256.24161.37181.371.001.09413.5935.84-73004552.377-52.9060.73217.24279.55299.551.001.06531.7730.38188917225.400136.9044.34244.24181.54201.541.001.09433.7634.16-22370555.022-16.2142.15209.22201.46221.461.001.08453.6829.2617389599.2812.6035.02236.22148.25168.251.001.10400.4733.04-101601106.445-73.6279.20168.60469.75489.751.001.04721.9723.58461558332.344334.4654.60190.20287.07307.071.001.06539.2826.60176097110.955127.610.26138.701.8721.870.331.26242.5119.40-288212241.110-208.8556.50160.3040.5560.550.551.16285.0522.42-262481174.224-190.200F16.83252.2466.7286.720.701.14313.8435.28-324190089.999-234.92212.34279.2444.1964.190.571.15289.0539.05-422825527.225-306.40024.40191.76127.24147.241.001.12379.4626.82-128727760.116-93.2819.00218.7686.85106.850.821.13335.9830.60-237841110.779-172.3552.79182.5715.2835.280.401.20257.2525.53-346846653.330-251.3442.31209.5711.0231.020.381.21252.5729.31-404002271.773-292.76617.56256.1168.5688.560.711.14315.8635.82-323282217.005-234.26613.16286.4845.9465.940.581.15290.9740.07-426837716.775-309.30026.23249.86104.98124.980.931.13355.9234.95-216403325.995-156.81119.68276.8671.0891.080.731.14318.6338.72-337787703.555-244.7776.78241.6028.0648.060.481.17271.3133.79-415052220.551-300.7664.66268.6017.3537.350.421.19259.5337.57-488018890.997-353.64460.50180.70334.81354.811.001.05587.0325.27252372335.144182.8849.30202.30243.70263.701.001.07495.9228.29101276667.59973.3934.10163.30208.82228.821.001.08461.0422.8420340633.5414.7429.30184.90158.46178.461.001.10410.6825.86-67280669.044-48.75E83.38325.74255.97275.971.001.06508.1945.56231172222.688167.5269.86352.74198.05218.051.001.08450.2749.3352681622.5538.1870.86245.27288.91308.911.001.06541.1234.30241041888.233174.6758.71272.27215.63235.631.001.07467.8538.0873212555.3753.0550.20238.72210.29230.291.001.07462.5133.3945834700.7333.2143.56265.72163.93183.931.001.09416.1537.16-67141996.399-48.6584.09330.86254.16274.161.001.06506.3746.27229984770.655166.6670.64361.24195.55215.551.001.08447.7750.5247064111.6934.1090.39320.31282.20302.201.001.06534.4144.80310101559.100224.7174.81347.31215.40235.401.001.07467.6248.57110805994.08880.2971.79314.42228.33248.331.001.07480.5443.97133725555.66696.9061.17341.42179.16199.161.001.09431.3847.75-16192551.322-11.73106.60231.30460.87480.871.001.04713.0932.35622813226.555451.3187.90247.70354.86374.861.001.05607.0834.64407230449.099295.0917.20213.3080.64100.640.781.13329.1429.83-247302257.888-179.20016.20240.1067.4787.470.711.14314.6633.58-308646628.660-223.666D124.28272.40456.24476.241.001.04708.4638.10728691995.299528.0491.02299.40304.01324.011.001.05556.2341.87350787111.399254.1998.86214.20461.53481.531.001.04713.7529.96575616663.099417.1168.66241.20284.66304.661.001.06536.8833.73226114002.966163.8578.31207.93376.62396.621.001.04628.8429.08381293666.677276.3062.53234.93266.16286.161.001.06518.3832.86175754229.622127.36124.65280.39444.56464.561.001.04696.7839.22718878885.988520.9391.59310.76294.73314.731.001.05546.9543.46337730225.633244.73129.96269.09482.96502.961.001.03735.1837.63791116114.877573.2791.23296.09308.12328.121.001.05560.3341.41358386331.666259.70111.47263.45423.12443.121.001.04675.3336.85615834666.999446.2685.71290.45295.09315.091.001.05547.3140.62312591885.888226.52128.80200.00644.00664.001.001.03896.2227.97900408559.944652.4786.20221.60388.99408.991.001.04641.2130.99435895997.299315.8754.10179.80300.89320.891.001.05553.1125877137.6948.40201.40240.32260.321.001.07492.5428.1793892633.4468.044G32.14444.3972.3292.321.001.19324.5462.15-463861152.993-336.13333.64471.3971.3691.361.001.19323.5865.93-487671164.111-353.39941.27381.07108.30128.301.001.13360.5253.30-277545528.557-201.12243.96408.07107.73127.731.001.13359.9457.07-291846650.224-211.4887.78354.6121.9441.941.001.41274.1649.60-571078889.664-413.8337.14381.6118.7138.711.001.44270.9353.37-619679930.119-449.04432.98467.4070.5690.561.001.19322.7865.37-488600057.117-354.06634.41497.7869.1389.131.001.19321.3569.62-516919964.337-374.58846.45448.64103.54123.541.001.14355.7562.75-326938814.220-236.91149.40475.64103.86123.861.001.14356.0866.52-336087776.443-243.54416.31424.8338.3958.391.001.29290.6159.42-593408889.667-430.01116.26451.8335.9955.991.001.31288.2163.19-633457763.779-459.03376.10362.80209.76229.761.001.07461.9850.7499212588.3971.8966.60384.40173.26193.261.001.09425.4853.76-29381888.877-21.2927.20278.2097.77117.771.001.15349.9938.91-251926618.337-182.56615.50299.8051.7071.701.001.24303.9241.93-405076640.446-293.533F13.17582.9622.5942.591.001.40274.8181.53-841932228.005-610.10015.38609.9625.2145.211.001.38277.4385.31-853409967.990-618.41136.16446.3581.01101.011.001.17333.2362.43-426513317.665-309.07734.73473.3573.3793.371.001.18325.5966.20-479549927.443-347.50013.29441.4830.1050.101.001.34282.3261.75-648117779.559-469.6558.84468.4818.8738.871.001.44271.0965.52-731537779.558-530.10014.08596.7423.5943.591.001.39275.8183.46-850096658.225-616.01116.27627.1125.9445.941.001.37278.1687.71-865308805.338-627.03335.25571.2561.7181.711.001.21313.9379.90-606252264.995-439.31134.75598.2558.0978.091.001.22310.3083.67-645272224.338-467.5999.25566.8716.3236.321.001.47268.5479.28-860637780.003-623.6554.47593.877.5327.531.001.63259.7583.06-942622279.333-683.06691.00406.50223.86243.861.001.07476.0856.85180921335.244131.1086.40428.10201.82221.821.001.08454.0459.87102647004.76674.385