辦公樓建筑結構設計

本設計中按辦公室常用尺寸數據取值，主要辦公室及功能空間的開間取4m,進深取②節(jié)奏和虛實。節(jié)奏感可以通過門窗的排列組合、墻梁采用C25,柱、板、基礎混凝土均采用C30混凝土。第二章：荷載計算cc332NN2NN2根據規(guī)范，考慮現澆樓板的作用，對于中跨梁，取I=2I。0112/m3= 22/m/m/m3=/m/m2222底層:2/m222222底層:墻22)墻3:合計：14.91kN/m/m3合計：20.51kN/m02kr0活載＝1.60kN/m=3.87kNm＋12.25kNm＋14.91kNm＝31.03kNm；樓面板傳活載:樓面梁22+=2.11kNm×7.2m+3.87kNm×(7.2m-0.5m)84148145882=13.60kN14214=53。78kN=88.31kN第三章、內力計算hj)B2ozμ--風荷載體型系數，根據建筑物的體型查得μ=1.3zi表2.1集中風荷載標準值μhj(m)k0izzμhj(m)k0izz4.059.979.979.974.053.1.2風荷載作用下的位移驗算：jΣDij---第j層所有柱的抗側剛度之和;EQ\*jc3\*hps15\o\al(\s\up6(—),i)0.328構件名稱0.6820.6820.6820.6820.3280.328表2.3橫向底層D值的計算構件名稱=Σicib0.5440.5449237VjΣDij---第j層所有柱的抗側剛度之和;ij表2.4風荷載作用下框架側移計算表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軸框架柱反彎點位置yy30000-0.03330y200000-0.0356yh/mi0.9770.9770.9770.9770.977h/m4.8yy0654321y000000表2.6B軸框架柱反彎點位置yhyh/mi4.2864.2864.286yy0654y3000y2000y000334.28600024.28600014.8000C軸框架柱同B軸框架柱，D軸框架柱同A軸框架柱。Mi左i左+M)Mi右i右+M)邊柱處的梁表2.7左風荷載作用下A軸框架柱剪力和梁端彎矩28.3848.3281180811808118081180811804581092370.1620.1620.1620.1620.1620.2024.609.1122.254.2925.06 MM654321表2.8風荷載作用下B軸框架柱剪力和梁端彎矩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樓層00表2.9風荷載作用下框架柱軸力和梁端剪力梁端剪力/kN梁端剪力/kNAB跨V6654324.02NNA軸BCA軸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其中只考慮左風荷載作用的影響。圖2-1框架在風荷載作用下（從左向右）的M圖（單位kNm）圖2-2框架在風荷載作用下（從左向右）的V圖（單位kNm）圖2-3框架在風荷載作用下（從左向右）的N圖（單位kNm）141212wi2總的重力荷載代表值：ΣG=1042.62kN+1283.08kN×4+1529.32kN=7704.26kN；j圖2－4各質點的重力荷載代表值表2.10橫向框架頂點位移計算654321iΣG/kNi2325.73608.784891.866174.947704.26ΣD/(kN/m)811808118081180811808118045810ΣG/ΣDi0.01280.02860.04450.06030.07610.1682T0.39050.37770.34910.30460.24430.1682TT1查得結構的特征周期值T=0.35s,水平地震影響系數最大值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左側地震荷載作用下A軸框架柱剪力及彎矩計算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左側地震荷載作用下B軸框架柱剪力及彎矩計算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）由于對稱，F軸同C軸，E軸同D軸（2）M＝柱剪力×h（1-yM=柱表2.14左側水平地震荷載作用下4軸所對應的橫向中框架梁端彎矩、剪力及柱軸力計算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，只考慮左向水平地震荷載作用的影響。圖2-5框架在橫向水平地震作用下（從左向右）的M圖（單位kNm）圖2-6框架在橫向水平地震作用下（從左向右）的V圖（單位kNm）圖2-7框架在橫向水平地震作用下（從左向右）的N圖（單位kNm）4l(3)2165(3)21圖2-10活載作用下彎矩分配與傳遞（單位:kNm）表2.15恒載作用下的彎距樓層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活載作用下的彎距樓層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恒載作用下梁端剪力65AB跨432165BC跨4321q(kN/m)V右’63.92V左’61.958.1568.458.158.15L(m)注：M就采用調幅前的值表2.18活載作用下梁端剪力6AB跨32Q(kN/m)V左’V右’L(m)Ql/2-0.1-0.165432BC注：M就采用調幅前的值表2.19邊柱恒載作用下的柱軸力剪力220.91325.58325.63220.91325.58325.63349.35325.63349.35325.71349.43324.33355.96縱向荷載F（kN）220.91546.49570.21895.84919.56層層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中柱恒載作用下的柱軸力剪力橫梁剪橫梁剪力力載力力層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活載作用下的柱軸力剪力層6543212—23—34—45—56—67—78—89—9VAA柱97.43220.3A4.3721.18軸力21.1880.67258.82318.574.264.194.194.41第四章：框架結構內力組合與調整M=M-V×b/2V注：M:支座邊緣截面的彎矩標準值邊邊ΣM=ηΣM式中ΣM節(jié)點上下柱端截面順時鐘或逆時鐘方向組合時的彎矩設計值之和；cΣM---節(jié)點左右梁端截面順時鐘或逆時鐘方向組合時的彎矩設計值之和；bc注：1.表中MΣMb，MΣMb，M使桿端逆時鐘轉動為+；V=η(Mb+Mt)/Hη---柱端剪力增大系數，三級取1.1。H---柱凈高。第五章、框架結構截面設計與配筋的計算cccfy=270N/mm2f=360N/mm2ttyyy22）s表4.1框架梁正截面配筋計算(梁AB)層計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實配鋼筋/mm2Mα=αfbh2syA實配鋼筋/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實配鋼筋/mm2表4.2框架梁正截面配筋計算(梁BC)層計算公式層計算公式y-111.270.098660.103跨中截面0.0640.066支座右截面-111.270.0980.103577.10369.79577.10AA實配鋼筋/mm2（101710171017）Mα=αfbh2s-320.730.2810.338-97.540.0840.088-320.730.2810.281yA實配鋼筋/mm2Mα=αfbh2syA實配鋼筋/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：梁截面組合的剪力設計值應滿足：V≤0.25βfbh/Rnwβ砼強度影響系數c=831.19kN﹥100.74kN滿足要求nwβ砼強度影響系數c=831.19kN﹥140.38kN滿足要求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最后每側選用425（1964mm2）s00ai02/i0b=is==is=ss2ccAcAcrstk=2.01N/mm2icrcrsteffiiiα=2.1(構件受彎特征系數，對受彎和偏心受壓構件取2.crlim表4.4六層框架梁裂縫寬度驗算計算公式85.8189.6396.58222.5885.8189.6396.58222.58KA0.1290.1290.1470.179αcr表4.5三層框架梁裂縫寬度驗算計算公式M/kN.mK0.0130.0130.0130.0130.013cr表4.6底層框架梁裂縫寬度驗算計算公式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）按構造要求擬定高度h6.1.4確定地基承載力特征值fa22)k驗算M內力組的最大基底反力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）按構造要求擬定高度h6.2.4確定地基承載力特征值fa2)k驗算M內力組的最大基底反力P:maxmax——=/m2/m2maxa0PsF6MkAbl2PF6MkAbl2A=(l-at-h)b-(b-bt-h)2h1EQ\*jc3\*hps35\o\al(\s\up2(P),max)2ss其中l(wèi)為短跨長，l為長跨跨長。跨中彎矩取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計算跨度:xMyM'M"M'代入下列公式：M+M+(M'+M"得x+M'+M")=Pl2(3ll)myx計算跨度:'=M'M"=0xM''y1x得1+M")l)xy表6.1板配筋計算表m/(kNm)33筋格格格A-BA-CB-CB-DC-D46第八章：樓梯的設計其余鋼筋采用HRB335級鋼筋，fy=210Nmm2。另由《建筑結構荷載設計規(guī)范》有：///g=1.62kN/m；18y×300mm×120mm=5.4mm2s0斜梁跨中截面彎矩及支座截面剪力分別為:翼緣有效寬b'f按倒L型截面計算:0f首先判別截面類型:1cff02