办公楼建筑结构设计

本设计中按办公室常用尺寸数据取值，主要办公室及功能空间的开间取4m,进深取②节奏和虚实。节奏感可以通过门窗的排列组合、墙梁采用C25,柱、板、基础混凝土均采用C30混凝土。第二章：荷载计算cc332NN2NN2根据规范，考虑现浇楼板的作用，对于中跨梁，取I=2I。0112/m3= 22/m/m/m3=/m/m2222底层:2/m222222底层:墙22)墙3:合计：14.91kN/m/m3合计：20.51kN/m02kr0活载＝1.60kN/m=3.87kNm＋12.25kNm＋14.91kNm＝31.03kNm；楼面板传活载:楼面梁22+=2.11kNm×7.2m+3.87kNm×(7.2m-0.5m)84148145882=13.60kN14214=53。78kN=88.31kN第三章、内力计算hj)B2ozμ--风荷载体型系数，根据建筑物的体型查得μ=1.3zi表2.1集中风荷载标准值μhj(m)k0izzμhj(m)k0izz4.059.979.979.974.053.1.2风荷载作用下的位移验算：jΣDij---第j层所有柱的抗侧刚度之和;EQ\*jc3\*hps15\o\al(\s\up6(—),i)0.328构件名称0.6820.6820.6820.6820.3280.328表2.3横向底层D值的计算构件名称=Σicib0.5440.5449237VjΣDij---第j层所有柱的抗侧刚度之和;ij表2.4风荷载作用下框架侧移计算表654321j9.979.979.97V(kN)j28.3848.32ΣD(kNm2)44444Δuj(m)0.000090.000230.000350.000470.000600.00130Δuj/hu=ΣΔu=0.00304mj表2.5A轴框架柱反弯点位置yy30000-0.03330y200000-0.0356yh/mi0.9770.9770.9770.9770.977h/m4.8yy0654321y000000表2.6B轴框架柱反弯点位置yhyh/mi4.2864.2864.286yy0654y3000y2000y000334.28600024.28600014.8000C轴框架柱同B轴框架柱，D轴框架柱同A轴框架柱。Mi左i左+M)Mi右i右+M)边柱处的梁表2.7左风荷载作用下A轴框架柱剪力和梁端弯矩28.3848.3281180811808118081180811804581092370.1620.1620.1620.1620.1620.2024.609.1122.254.2925.06 MM654321表2.8风荷载作用下B轴框架柱剪力和梁端弯矩ΣD654yh/m ΣD654yh/m M M M MD8118081180811809.598118081180811809.592741027410274100.3380.3380.3384.1022.033381180274100.33823.3323.339.17281180274100.33829.3929.3940.811458100.29846.36Σ楼层00表2.9风荷载作用下框架柱轴力和梁端剪力梁端剪力/kN梁端剪力/kNAB跨V6654324.02NNA轴BCA轴NVNV-V-3.14-9.69-18.24-25.9-33.74-42.59-0.55-2.14-4.89-8.91-14.04-21.0890.7120.9929.9249.63其中只考虑左风荷载作用的影响。图2-1框架在风荷载作用下（从左向右）的M图（单位kNm）图2-2框架在风荷载作用下（从左向右）的V图（单位kNm）图2-3框架在风荷载作用下（从左向右）的N图（单位kNm）141212wi2总的重力荷载代表值：ΣG=1042.62kN+1283.08kN×4+1529.32kN=7704.26kN；j图2－4各质点的重力荷载代表值表2.10横向框架顶点位移计算654321iΣG/kNi2325.73608.784891.866174.947704.26ΣD/(kN/m)811808118081180811808118045810ΣG/ΣDi0.01280.02860.04450.06030.07610.1682T0.39050.37770.34910.30460.24430.1682TT1查得结构的特征周期值T=0.35s,水平地震影响系数最大值α=0.12；11FFiiiiii65i（kN）23771.7424635.1493.9697.3723771.7424635.1493.9697.37246.84420016.05325.92360.86386.78242.60429.381Σ4.84.87704.267340.7429.02402.93458.40.0085表2.12左侧地震荷载作用下A轴框架柱剪力及弯矩计算6VM6VyD0.1620.1620.1620.1620.162ΣDyD0.1620.1620.1620.1620.162ΣDDV-i0.9770.9770.9770.9770.9770.3556.6530.500.4086.3657.57811808118081180811808118024.2162.6669.565246.8543432386.78429.38458.492370.20292.6045810271.13458.492370.20292.6045810表2.13左侧地震荷载作用下B轴框架柱剪力及弯矩计算MMMM下上yΣDVD-下上yΣDVD-DiEQ\*jc3\*hps24\o\al(\s\up2(/),m)ΣD0.3380.3380.3380.3380.3380.298i4.2864.2864.2864.2864.286i4.2864.2864.2864.2864.286246.8386.78386.78429.38458.4683.42683.428118081180811808118081180458102741027410274102741027410554432235.31261.23295.0681.83235.31261.23360.62注1）由于对称，F轴同C轴，E轴同D轴（2）M＝柱剪力×h（1-yM=柱表2.14左侧水平地震荷载作用下4轴所对应的横向中框架梁端弯矩、剪力及柱轴力计算643215AB跨左右bl/m左右bNCNDNEN22.61-11.01-63.0663.0623.52-34.53-210.49210.49269.66269.66256.82-67.99-433.85433.8567.99209.6198.0442.73335.56335.56319.58-110.72-710.7234.2348.13384.27384.27365.97-158.85-1028.54291.05430.51430.51410.01-216.74-1380.66216.74FM+M其中V＝左右，只考虑左向水平地震荷载作用的影响。图2-5框架在横向水平地震作用下（从左向右）的M图（单位kNm）图2-6框架在横向水平地震作用下（从左向右）的V图（单位kNm）图2-7框架在横向水平地震作用下（从左向右）的N图（单位kNm）4l(3)2165(3)21图2-10活载作用下弯矩分配与传递（单位:kNm）表2.15恒载作用下的弯距楼层M80.7786.16M’61.5696.9291.8891.8895.65MM’MM’MM’62.2-46.9-37.52-42.6-51.12103.7-57.72-46.18-54.25-65.1104.11-55.95-44.76-52.48-62.98104.11-55.95-44.76-52.48-62.98104.17-55.51-44.41-52.04-62.45103.0-65.62-52.50-62.15-74.45M46.965.62M’46.1844.7644.7644.41MM’6-54.36-43.495-110.98-88.784-111.86-89.493-111.86-89.492-112.52-90.021-101.08-80.86表2.16活载作用下的弯距楼层M’MM’5.66-3.37-2.7021.39-12.68-10.1421.58-11.88-9.5021.58-11.88-9.5021.59-11.84-9.4721.36-13.87-11.10MM’-6.11-4.89-22.14-17.71-23.08-18.46-23.08-18.46-23.08-18.58-20.85-16.68MM’-3.01-3.61-11.23-13.48-10.43-12.52-10.39-12.47-12.42-14.90M’4.5220.5221.31M26.7426.9726.9726.99M’9.509.509.47MM65432表2.17恒载作用下梁端剪力65AB跨432165BC跨4321q(kN/m)V右’63.92V左’61.958.1568.458.158.15L(m)注：M就采用调幅前的值表2.18活载作用下梁端剪力6AB跨32Q(kN/m)V左’V右’L(m)Ql/2-0.1-0.165432BC注：M就采用调幅前的值表2.19边柱恒载作用下的柱轴力剪力220.91325.58325.63220.91325.58325.63349.35325.63349.35325.71349.43324.33355.96纵向荷载F（kN）220.91546.49570.21895.84919.56层层i623.7261.95623.72216.4623.725216.4623.7254—4216.46423.72216.46423.72216.46323.72216.46323.728—89—9216.4623.722216.4623.722216.4623.72216.4623.72表2.20中柱恒载作用下的柱轴力剪力横梁剪横梁剪力力载力力层ΔN（kN）VVH左H右F（kN）i230.22230.22668.458.1523.72253.94348.32253.94602.265227.4223.7220.754—4372.04625.984227.4223.72348.27974.2520.585371.99997.97348.273227.4223.7220.588—8371.999—9348.192227.4223.7221.70371.992091.4349.571227.4223.724373.292115.16表2.21活载作用下的柱轴力剪力层6543212—23—34—45—56—67—78—89—9VAA柱97.43220.3A4.3721.18轴力21.1880.67258.82318.574.264.194.194.41第四章：框架结构内力组合与调整M=M-V×b/2V注：M:支座边缘截面的弯矩标准值边边ΣM=ηΣM式中ΣM节点上下柱端截面顺时钟或逆时钟方向组合时的弯矩设计值之和；cΣM---节点左右梁端截面顺时钟或逆时钟方向组合时的弯矩设计值之和；bc注：1.表中MΣMb，MΣMb，M使杆端逆时钟转动为+；V=η(Mb+Mt)/Hη---柱端剪力增大系数，三级取1.1。H---柱净高。第五章、框架结构截面设计与配筋的计算cccfy=270N/mm2f=360N/mm2ttyyy22）s表4.1框架梁正截面配筋计算(梁AB)层计算公式支座左截面跨中截面支座右截面-96.5885.81-89.63α=sMαfbh20.0850.0750.07963syA实配钢筋/mm2Mα=αfbh2syA实配钢筋/mm20.089498.66-293.220.2570.3030.078437.030.1280.137767.600.082459.44-1990.1750.194-364.05183.21-224.95α=sMαfbh20.3190.1610.197s22229.96991.721243.85yA实配钢筋/mm2表4.2框架梁正截面配筋计算(梁BC)层计算公式层计算公式y-111.270.098660.103跨中截面0.0640.066支座右截面-111.270.0980.103577.10369.79577.10AA实配钢筋/mm2（101710171017）Mα=αfbh2s-320.730.2810.338-97.540.0840.088-320.730.2810.281yA实配钢筋/mm2Mα=αfbh2syA实配钢筋/mm2-3900.3420.438493.06-115.580.1010.107-3900.3420.4382454.00599.512454.08（245419641964）0.25βfbh/kN3504.261504.2691.78504.260.0232φ8＠250405.23504.260.0232φ8＠250405.23504.262φ8＠1002φ8＠250317.06504.262φ8＠1002φ8＠250504.262φ8＠2500.25βfbh/kN梁BCA(v-0.7fbh)sv1=bt0注：梁截面组合的剪力设计值应满足：V≤0.25βfbh/Rnwβ砼强度影响系数c=831.19kN﹥100.74kN满足要求nwβ砼强度影响系数c=831.19kN﹥140.38kN满足要求00a3Nξ=N-ξbα1fcbh0+ξ=EQ\*jc3\*hps36\o\al(\s\up14(0),ξ)EQ\*jc3\*hps36\o\al(\s\up14(bh),a)bEQ\*jc3\*hps20\o\al(\s\up11(3),0)EQ\*jc3\*hps36\o\al(\s\up9(6),0)EQ\*jc3\*hps36\o\al(\s\up9(50),51)EQ\*jc3\*hps36\o\al(\s\up9(43),65)EQ\*jc3\*hps36\o\al(\s\up9(4),3)bNe-αfbh2ξ(1-0.5ξ)=1c0=f'(h-a')ss 222s{}002/3N=0.67i0ξ1fcbh0EQ\*jc3\*hps36\o\al(\s\up14(0),ξ)EQ\*jc3\*hps36\o\al(\s\up14(bh),a)Ne-αfbh2ξ(1-0.5ξ)2Ne-αfbh2ξ(1-0.5ξ)ss最后每侧选用425（1964mm2）s00ai02/i0b=is==is=ss2ccAcAcrstk=2.01N/mm2icrcrsteffiiiα=2.1(构件受弯特征系数，对受弯和偏心受压构件取2.crlim表4.4六层框架梁裂缝宽度验算计算公式85.8189.6396.58222.5885.8189.6396.58222.58KA0.1290.1290.1470.179αcr表4.5三层框架梁裂缝宽度验算计算公式M/kN.mK0.0130.0130.0130.0130.013cr表4.6底层框架梁裂缝宽度验算计算公式M/kN.mK左364.05251.48中右224.95269.41中0.0320.0320.0320.0320.032A0.0320.0320.0320.0320.032（1）按构造要求拟定高度h6.1.4确定地基承载力特征值fa22)k验算M内力组的最大基底反力P及平均基底反力P:maxmaxmaxaaEQ\*jc3\*hps35\o\al(\s\up11(P),max)a02P2A=(-t-h)b-(-t-h)202)hss（1）按构造要求拟定高度h6.2.4确定地基承载力特征值fa2)k验算M内力组的最大基底反力P:maxmax——=/m2/m2maxa0PsF6MkAbl2PF6MkAbl2A=(l-at-h)b-(b-bt-h)2h1EQ\*jc3\*hps35\o\al(\s\up2(P),max)2ss其中l为短跨长，l为长跨跨长。跨中弯矩取xM'=M"=βαlmxx代入下列公式：M+M+(M'x+M"+M'1+M")=Pl2(3ll)x'xMxMyM'M"0xx0xxx1+M"+M'+1+M"+M'+M")=x得my'y计算跨度:xMyM'M"M'代入下列公式：M+M+(M'+M"得x+M'+M")=Pl2(3ll)myx计算跨度:'=M'M"=0xM''y1x得1+M")l)xy表6.1板配筋计算表m/(kNm)33筋格格格A-BA-CB-CB-DC-D46第八章：楼梯的设计其余钢筋采用HRB335级钢筋，fy=210Nmm2。另由《建筑结构荷载设计规范》有：///g=1.62kN/m；18y×300mm×120mm=5.4mm2s0斜梁跨中截面弯矩及支座截面剪力分别为:翼缘有效宽b'f按倒L型截面计算:0f首先判别截面类型:1cff02