【某教學樓建筑結構設計14000字（論文）】

IV建筑設計2.1建筑平面圖建筑物總長50.4m，總寬為16.8m，共四層，建筑總面積為4800.32mm2。主體采用現(xiàn)澆混凝土框架結構。2.2使用部分的平面設計該建筑為教學樓，主要使用房間為教室、辦公室，并設有管理房、活動室、等輔助用房。具體見表2-1。表2-1房間設置表序號房間名稱數(shù)量單個面積（m2）1教學樓4層約48002辦公室1個約2503教室若干50/個4樓層管理3個60/個5樓層活動2個１0０m2+60m26公共衛(wèi)生間4個60/個7輔助若干2.3門窗布置在本建筑中，所有包間均設有的單扇平開門且為外開，并設有的窗，在衛(wèi)生間設有的窗。按照消防要求樓梯間設有兩個丙級防火門，首層的防火門為外開其他為內(nèi)開；首層正門設有兩個的雙扇平開門且為外開；在首層走廊兩端分別設有的雙扇平開門且為外開，其他層的走廊兩端設有的窗，以便采光。部分門窗立面尺寸及位置見圖：

圖2-1部分門窗尺寸及位置示意圖2.4其他部分詳細做法及說明室內(nèi)設計標高為±0.000，室內(nèi)外高差為0.45m。其他詳細做法見各相應規(guī)范REF_Ref10461\w\h[1]。

結構布置與選型3.1結構方案框架結構建筑平面布置靈活，在用作教學時，能夠獲得較大的使用空間，外立面簡潔規(guī)則，容易處理，故本設計的教學樓采用現(xiàn)澆鋼筋混凝土框架結構REF_Ref27426\r\h[18]?？傞L50.4m<55m，可不設伸縮縫，柱網(wǎng)平面布置見圖3-1。圖3-1柱網(wǎng)布置圖3.2結構構件尺寸估算（一）框架柱截面尺寸確定REF_Ref9830\w\h[2]，取600mm。。（二）框架梁截面尺寸確定按滿足剛度條件的經(jīng)驗數(shù)值，框架梁確定如下：1）橫向框架梁AB、CD跨柱子的間距為7200mm取b=300mm。BC跨柱子的間距為2400mm，考慮到整體性，梁寬取值與AB跨相b=300mm，梁高取值也與AB跨相同h=600mm。2）縱向框架梁柱子的最大間距為2400mm（三）樓板厚度的確定mm框架側移剛度計算4.1確定框架計算簡圖及梁柱線剛度4.1.1一榀框架計算簡圖REF_Ref16014\w\h[11]④計算簡圖見圖：圖4-1一榀框架計算簡圖4.1.2框架梁的線剛度計算線剛度的修正：邊框梁：Ib=1.5I0中間框架梁：Ib=2I0如表4-1所示。表4-1梁的線剛度計算類別b0×h0(mm)I0(×10-2m4)Ib=1.5I0(×10-2m4)Ib=2I0(×10-2m4)Ec(×107)l(m)ib=EcIb/l(×104KN·m)AB、CD跨300×6000.540.8137.23.38BC跨300×6000.541.0832.413.54.1.3框架柱的線剛度計算，，計算結果如表4-2所示。表4-2柱的線剛度計算層混凝土bc×hc(mm)Ic(×10-2m4)Ec(×107)h(m)ib=EcIb/l(×104KN·m)1C30600×6001.0834.86.752~4C30600×6001.0833.39.824.1.4框架梁、柱相對線剛度計算梁、柱的相對線剛度見圖4-2。（括號內(nèi)的數(shù)字為相對線剛度）4.2各層橫向側移剛度計算4.2.1第一層側移剛度計算結果如表4-3所示。表4-31層框架柱的側移剛度類別K=(i1+i2)/icαc=（0.5+K）/（2+K）Dij=12αcic/h2(×104KN/m)∑Dij/(×104KN/m)A、D柱0.500.404.3311.54B、C柱2.500.677.214.2.2第二~四層側移剛度計算結果如表4-4所示。表4-42~4層框架柱的側移剛度類別K=(i1+i2+i3+i4)/icαc=K/（2+K）Dij=12αcic/h2(×104KN/m)∑Dij/(×104KN/m)A、D柱0.340.151.576.58B、C柱1.720.465.00

圖4-2框架線剛度示意圖

豎向荷載計算5.1恒荷載標準值計算REF_Ref13803\w\h[6]5.1.1屋面框架梁線荷載標準值屋面：KN/m2設備層設備管道等等0.45KN/m2屋面恒荷載：6.13KN/m2邊跨（AB、CD跨）框架梁自重KN/m抹灰層10mm厚混合砂漿抹灰KN/m小計：4.66KN/m中跨（BC跨）框架梁自重KN/m抹灰層10mm厚混合砂漿抹灰KN/m小計：4.66KN/m第四層框架梁上的線荷載為：g6AB1=g6CD1=4.66KN/mg6BC1=KN/mg6AB2=g6CD2=KN/mg6BC1=KN/m5.1.2樓層截面框架梁線性荷載標準值樓面恒荷載：3.77KN/m2邊跨框架梁及梁側粉刷4.66KN/m邊跨填充墻自重KN/m墻面粉刷KN/m小計：14.15KN/m中跨框架梁及梁側粉刷4.66KN/m第1~3層框架上的梁荷載：gAB1=gCD1=KN/mgBC1=5.01KN/mgAB2=gCD2=KN/mgBC2=KN/m5.1.3屋面上的框架集中荷載值邊上柱連系梁KN（）抹灰層10mm厚混合砂漿抹灰KN2m高女兒墻粉刷KN女兒墻的總高度1.19m重KN連系梁傳來的屋面自重KN最頂層邊的集中荷載g5a=g6d=58.78KN中柱梁重KN（）抹灰層10mm厚混合砂漿抹灰KN連系梁傳的屋面自重KNKN頂層中節(jié)點集中荷載標準值G6B=G6C=54.30KN5.1.4樓面框架節(jié)點集中荷載值邊柱梁重15.99KN鋁合金窗自重KNKN窗下墻體重量KN窗旁邊墻體重量KN窗邊輕體粉刷KN框架柱自重KN（）框架柱粉刷KN連系梁傳來的樓面自重KN中間層邊節(jié)點集中荷載GA=GD=87.40KN中柱連系梁自重16.20KN中柱連系梁粉刷0.59KN內(nèi)縱墻自重KN內(nèi)縱墻粉刷KN扣除門洞重加上門重KN框架柱自重29.70KN框架柱粉刷1.35KN連系梁傳來的樓面自重KNKN中間層集中荷載GB=GC=112.23KN5.2活荷載標準值計算5.2.1雪荷載0.5KN/m25.2.2屋面活荷載REF_Ref14038\w\h[7]5.2.3樓面活荷載根據(jù)《建筑荷載規(guī)范》查得，樓面活荷載取2.0KN/m2，走廊活荷載取2.5KN/m2。REF_Ref14038\w\h[7]5.2.4活荷載作用下結構計算P4AB=P4CD=KN/mP4BC=KN/mP4A=P4D=KNP4B=P4C=KNPAB=PCD=KN/mPBC=KN/mPA=PD=KNPB=PC=KN5.3風荷載計算REF_Ref18506\w\h[8]上式中，ω0=0.35KN/M2，地面粗糙度為C類。取βz=1.0；風載體型系數(shù)μs=μs1-μs2=0.8-(-0.5)=1.4；計算結果如表5-1所示。表5-1風荷載標準值計算z/mμzω0/(KN·m-2)h/mhj/mB/mA/m2ωK/KN13.200.650.353.303.303.6011.883.519.900.650.353.303.303.6011.883.516.600.650.353.303.303.6011.883.513.300.650.355.254.803.6018.095.35

內(nèi)力計算6.1恒荷載作用下的內(nèi)力計算6.1.1恒荷載轉(zhuǎn)化圖6-1恒荷載示意圖KN/mKN/m圖6-2恒荷載分布圖6.1.2恒荷載作用下的梁端彎矩計算圖6-3頂層、中間層、底層單層框架示意圖KN·mKN·mKN·m中間層及底層：KN·mKN·mKN·m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0.5750.4250.4220.5700.0090.0090.5700.4220.4250.575353.98-353.980.00503.52-503.520353.98-353.98-203.40-150.58-63.06-85.18-1.311.3185.1863.06150.58203.40-53.45-31.53-75.29-24.080.65-0.6524.0875.2931.5353.4548.8336.1541.6356.220.86-0.86-56.22-41.63-36.15-48.83-208.02208.02-450.70-53.03503.73-503.7353.03450.70-208.02208.020.3650.3650.2700.2690.3630.3630.0060.0060.3630.3630.2690.2700.3650.363292.94-292.940.00425.64-425.640292.94-292.94-106.90-106.90-79.14-35.65-48.15-48.15-0.740.7448.1548.1535.6579.14106.90106.30-101.70-53.45-17.83-39.57-42.59-24.080.37-0.3742.5924.0839.5717.83101.7053.4563.1263.1246.7328.4438.4238.420.59-0.59-38.42`-28.44-46.73-63.12-62.77-145.48-97.23242.71-339.72-52.33-33.81425.86-425.8652.3372.23339.72-242.71145.4896.980.3650.3650.2700.2690.3630.3630.0060.0060.3630.3630.2690.2700.3650.365292.94-292.940.00425.64-425.640292.94-292.94-106.90-106.90-79.14-35.65-48.15-48.15-0.740.7448.1548.1535.6579.14106.90106.90-53.45-61.29-17.83-39.57-24.08-27.590.37-0.3724.0817.9239.5717.8353.1539.8148.3848.3835.8124.4132.9732.970.51-0.45-29.46-29.46-21.81-29.93-40.43-40.43-111.97-119.81231.79-343.75-39.26-42.77425.78-425.7242.7736.61346.35-225.90119.62106.280.4180.2720.3100.3080.4160.2700.0060.0060.2700.4160.3080.3100.2720.418292.94-292.940.00425.64-425.640292.94-292.94-122.58-79.62-90.75-40.85-55.17-35.83-0.850.8535.8355.1740.8590.7579.62122.58-53.45-61.29-20.42-45.37-24.08-27.590.42-0.4224.0817.9245.3720.4253.4539.8156.5636.7341.8729.7440.1726.090.62-0.56-23.48-36.15-26.76-35.22-30.90-47.57-119.47-104.17223.64-349.42-39.08-37.33425.83-425.7736.4336.94352.40-216.99102.17114.82圖6-4恒荷載作用下的彎矩分配計算KN·mKN·mKN·mKN·m圖6-5恒荷載作用下的彎矩圖6.1.3恒荷載作用下的剪力計算表6-1恒荷載作用下AB跨剪力計算樓層q(KN/m)MAB(KN·m)MBA(KN·m)VA(KN)VB(KN)430.90126.58135.38110.02112.46330.90126.58135.38110.02112.46230.90126.58135.38110.02112.46130.90125.88136.15109.81112.67表6-2恒荷載作用下BC跨剪力計算樓層q（KN/m）MBC(KN·m)MCB(KN·m)VB(KN)VC(KN)412.6260.2460.2415.1415.14312.6260.2460.2415.1415.14212.6260.2460.2415.1415.14112.6263.1763.1715.1415.14圖6-6恒荷載作用下的剪力圖6.1.4恒荷載作用下軸力計算計算公式為N=V+P+GV-梁端剪力，P-柱子豎向集中荷載，G-本層柱子的自重表6-3恒荷載作用下的軸力計算樓層NA(KN)NB(KN)NC(KN)ND(KN)4628.00734.44734.44628.003855.121003.971003.97855.1221082.241273.501273.501082.2411309.151543.241543.241309.15圖6-7恒荷載作用下的剪力、軸力圖6.2活荷載作用下的內(nèi)力計算6.2.1活荷載轉(zhuǎn)化KN/mKN/m6.2.2活荷載作用下的梁端彎矩計算KN·mKN·mKN·mKN·mKN·mKN·m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0.5750.4250.4220.5700.0090.0090.5700.4220.4250.57577.97-77.970.00117.00-117.00077.97-77.97-44.80-33.17-16.46-22.23-0.340.3422.2316.4633.1744.80-14.23-8.23-16.58-7.080.17-0.177.0816.588.2314.2312.909.559.9113.380.21-0.21-13.38-9.91-9.55-12.90-46.1246.12-101.10-15.93117.03-117.0315.93101.10-46.1246.120.3650.3650.2700.2690.3630.3630.0060.0060.3630.3630.2690.2700.3650.36377.97-77.970.00117.00-117.00077.97-77.97-28.45-28.45-21.06-10.49-14.16-14.16-0.220.2214.1614.1610.4921.0628.4528.29-22.40-14.23-5.24-10.53-11.12-7.080.11-0.1111.127.0810.535.2422.4014.2315.2815.2811.317.6910.3910.390.16-0.16-10.39`-7.69-11.31-15.28-15.19-35.57-27.4062.97-91.30-14.89-10.86117.05-117.0514.8921.2591.30-62.9735.5727.330.3650.3650.2700.2690.3630.3630.0060.0060.3630.3630.2690.2700.3650.36577.97-77.970.00117.00-117.00077.97-77.97-28.45-28.45-21.06-10.49-14.16-14.16-0.220.2214.1614.1610.4921.0628.4528.45-14.23-16.31-5.24-10.53-7.08-8.110.11-0.117.085.2710.535.2414.1510.6013.0613.069.676.889.309.300.14-0.13-8.26-8.26-6.12-8.10-10.94-10.94-29.62-31.7161.33-92.10-11.95-12.98117.03-117.0212.9811.1792.87-59.7631.6628.110.4180.2720.3100.3080.4160.2700.0060.0060.2700.4160.3080.3100.2720.41877.97-77.970.00117.00-117.00077.97-77.97-32.62-21.19-24.15-12.01-16.23-10.54-0.250.2510.5416.2312.0124.1521.1932.62-14.23-16.31-6.01-12.08-7.08-8.110.12-0.127.085.2712.086.0114.2310.6015.299.9311.328.3611.297.330.17-0.16-6.56-10.10-7.48-9.55-8.38-12.90-31.56-27.5759.13-93.70-12.02-11.32117.05-117.0311.0611.3994.58-57.3627.0430.320.4180.2720.3100.3080.4160.2700.0060.0060.2700.4160.3080.3100.2720.41877.97-77.970.00117.00-117.00077.97-77.97-32.62-21.19-24.15-12.01-16.23-10.54-0.250.2510.5416.2312.0124.1521.1932.62-10.60-16.31-6.01-12.08-5.27-8.110.12-0.128.115.2712.086.0116.3110.6013.778.9510.207.8010.536.840.16-0.16-6.84-10.53-7.80-10.20-8.95-13.77-29.45-28.5658.00-94.26-10.96-11.81117.04-117.0411.8110.9694.26-58.0028.5629.45圖6-8活荷載作用下的彎矩分配計算KN·mKN·mKN·mKN·m圖6-9活荷載作用下的彎矩圖6.2.3活荷載作用下剪力計算表6-4活荷載作用下AB跨剪力計算樓層q(KN/m)MAB(KN·m)MBA(KN·m)VA(KN)VB(KN)46.4126.1728.2722.7823.3736.4126.1728.2722.7823.3726.4126.1728.2722.7823.3716.4126.0228.4422.7423.41表6-5活荷載作用下BC跨剪力計算樓層q（KN/m）MBC(KN·m)MCB(KN·m)VB(KN)VC(KN)63.0017.4417.443.603.6053.7513.8613.864.504.5043.7513.8613.864.504.5033.7513.8613.864.504.5023.7513.8613.864.504.5013.7514.8014.804.504.50圖6-10活荷載作用下的剪力圖6.2.4活荷載作用下的軸力計算表6-6活荷載作用下的軸力計算樓層NA(KN)NB(KN)NC(KN)ND(KN)4189.49221.13221.13189.493254.93297.06297.06254.932320.37372.99372.99320.371385.77448.96448.96385.77圖6-11活荷載作用下的剪力、軸力圖6.3風荷載作用下的內(nèi)力計算6.3.1風荷載作用下的位移計算風荷載作用下柱子剪力計算見表6-7。（二）風荷載作用下框架側移計算j層側移頂層側移表6-7風荷載作用下柱子剪力計算層數(shù)柱號K=∑ib/2ic

K=∑ib/icα=K/(2+K)

α=(0.5+K)/(2+k)Di=(12ic·α)/h2

/(KN/m)∑Di(KN/m)∑P(KN)Vij=（Di·∑P）/∑Di

(KN)4A0.340.1515700.00131400.0010.641.27B1.720.4650000.004.053A0.340.1515700.00131400.0014.151.69B1.720.4650000.005.382A0.340.1515700.00131400.0017.662.11B1.720.4650000.006.721A0.500.4043300.00230800.0021.173.97B2.500.6772100.006.61表6-8風荷載作用下的層間側移樓層ωj/(KN)Vj/(KN)∑Dij/(KN/m)△uj/(m)h/(m)△Uj/h43.5110.64131400.000.000083.300.0000233.5114.15131400.000.000113.300.0000323.5117.66131400.000.000133.300.0000415.3523.01230800.000.000104.800.00002REF_Ref18349\w\h[10]6.3.2風荷載作用下橫向框架的內(nèi)力計算REF_Ref10656\w\h[14]由于（一）反彎點高度計算利用相應系數(shù)求出，計算結果如表6-9所示。（二）柱端端彎矩計算（三）梁端彎矩及剪力計算梁端彎矩按下式計算：中柱：邊柱：1表6-9反彎點高度計算層數(shù)第四層（n=6,j=4,h=3.30m)柱號Ky0α1y1α2y2α3y3y×hA0.340.151.000.001.000.001.000.000.50B1.720.391.000.001.000.001.000.001.29層數(shù)第三層（n=6,j=3,h=3.30m)柱號Ky0α1y1α2y2α3y3y×hA0.340.201.000.001.000.001.000.000.66B1.720.351.000.001.000.001.000.001.16層數(shù)第二層（n=6,j=2,h=3.30m)柱號Ky0α1y1α2y2α3y3y×hA0.340.351.000.001.000.001.45-0.051.16B1.720.441.000.001.000.001.450.001.45層數(shù)第一層（n=6,j=1,h=4.80m)柱號Ky0α1y1α2y2α3y3y×hA0.500.65//0.69-0.50//2.15B2.500.55//0.690.00//1.82表6-10框架柱端彎矩及剪力計算樓層Dim

(N/mm)ΣDi

(N/mm)Vi

(kN)yh

(m)Vim

(kN)

(kN·m)

(kN·m)1245141594021.881.2623.7931.33123.2479.992245144265914.820.4241.538.312.8517.02324514426599.720.4240.055.570.8620.01424514426594.310.4241.172.683.866.84表6-11C、D軸框架柱端彎矩及剪力計算樓層ΣDi

(N/mm)Dim

(N/mm)ΣDi

(N/mm)Vi

(kN)yh

(m)Vim

(kN)

(kN·m)

(kN·m)115940229351594021.881.33.7931.31125.457.25242659229354265914.820.4391.537.6413.2314.6534265922935426599.720.4390.054.84-0.1410.6744265922935426594.310.4391.171.872.75.32風荷載作用下的梁端彎矩、軸力、剪力按下式計算：表6-12框架梁端彎矩、剪力及框架柱軸力計算層號（A、B軸間）跨梁（B、C軸間）跨梁柱軸力Nll(A軸)邊柱(B軸)中柱193.2370.118.4-20.821.371.376-0.6-30.0530.29216.5515.288.4-5.160.230.236-0.22-10.3411.07322.4914.168.4-5.740.210.216-0.22-6.297.1345.625.198.4-2.660.020.026-0.15-1.662.61

（四）風荷載作用下的彎矩圖、剪力圖、軸力圖圖6-12彎矩圖圖6-13剪力圖圖6-15軸力圖6.4地震作用下的內(nèi)力計算6.4.1重力荷載代表值計算根據(jù)對各層的門窗進行統(tǒng)計，其門窗表如下：表6-13門窗匯總表門窗編號門窗尺寸(mm)數(shù)量總數(shù)高度寬度四層三層二層一層C1160034002020201676M22700100038383822168M124004200446418由上可計算出每一層門窗所占面積，因此門窗所占面積為：

表6-14門窗重力荷載計算層號門重力荷載(kN)單位面積重力荷載(kN/m2)門面積(m2)窗重力荷載(kN)單位面積重力荷載(kN/m2)窗面積(m2)單位面積重力荷載(kN/m2)443.880.5696.1537.40.5191.830.51343.880.5696.1537.40.5191.830.51243.880.5696.1537.40.5191.830.51133.440.5672.9537.40.5191.830.51由前文計算可知，對于內(nèi)外墻采用相同的材料，其首層墻體荷載為7.46kN/m，標準層墻體荷載為4.32kN/m，女兒墻荷載1.75kN/m。因此墻體的重力荷載計算值為：表6-15墻體重力荷載計算層號墻體總面積(m2)窗面積

(m2)門面積

(m2)墻體面積

(m2)外墻重力荷載

(kN)單位墻重力荷載

(kN/m)層高（m）女兒墻366.600366.6509.743.452.6142076.691.8396.151890.841920.54.774.7132076.691.8396.151890.841920.54.774.7122076.691.8396.151890.841920.54.774.7113632.791.8372.953470.143136.836.927.56匯總8964.08AC/DF跨梁荷載為4.64kN/m，CD跨梁為0.30kN/m，縱梁為3.62kN/m，柱的重力線荷載為10.02kN/m。故可得梁柱重力荷載的計算值如下：

表6-16梁柱重力荷載計算層號構件βγ(kN/m3)b(m)ng(kN/m)li(m)h(m)Gi(kN)ΣGi(kN)2~4柱1.10250.713610.074.710.711401.821310.91邊縱梁1.05250.4122.7263.510.76436.731199.96中縱梁1.05250.4122.7263.510.76436.73次梁1.05250.1100.111.110.110中橫梁1.05250.3690.47.110.6115.66邊橫梁1.05250.41183.649.510.81644.741柱1.10250.713610.077.560.712423.712422.81中橫梁1.05250.3620.47.110.613.48722.32邊橫梁1.05250.41133.649.510.81496.48次梁1.05250.1100.111.110.110中縱梁1.05250.4102.7263.510.760邊縱梁1.05250.4122.7263.510.76436.73由前文計算出了門窗荷載、墻體梁柱重力荷載，可以對各層的重力荷載代表值進行統(tǒng)計：表6-17各層重力荷載標準值計算（單位：kN）層號墻重力

荷載/2樓屋面

恒載柱重力

荷載/2梁重力

荷載樓屋面

活載/2合計1上層1623.919116.821267.36825.6841567.9213957.69下層1623.9101267.36002780.272上層1015.759116.82756.411311.8521567.9213324.75下層1015.750756.41001661.163上層1015.759116.82756.411311.8521567.9213324.75下層1015.750756.41001661.164上層1015.759116.82756.411311.8521567.9213324.75下層1015.750756.41001661.16屋頂樓梯間/頂層女兒墻310.370000310.370.000.000.000.0000.00因此對其進行疊加可得：表6-18各質(zhì)點重力荷載代表值Gi(kN)質(zhì)點4321Gi14324.7515874.9115874.9116507.856.4.2結構自振周期6.4.3水平地震作用下的內(nèi)力計算結構等效重力荷載故：G由于Tgα結構底部剪力為：F已知Tgδ則：?F則作用在結構各樓層上的水平地震作用為：

F各個的樓層剪力是Vi=表6-19各質(zhì)點橫向水平地震作用及樓層地震剪力計算層號Hi(m)GiHi(kN·m)Gi(kN)Fi(kN)Vi(kN)210.05159488158750.3302104.53635.81313.65212638158750.4087138542.38417.25239048143250.4477154.63415.48水平地震作用下層間位移頂點位移各層層間彈性位移角計算過程及結構見下表：表6-20各質(zhì)點橫向水平地震作用及樓層地震剪力計算層號Vi(kN)ui(mm)Δui(mm)ΣDi(N/mm)hi(mm)1698.3472.2824.424488130000.00558392635.8184.2722.994488130000.00510773542.3894.1320.864488130000.00439624415.48101.0917.964488130000.0034298根據(jù)《建筑抗震設計規(guī)范》（GB50011-2010）5.5.1REF_Ref12102\w\h[16],鋼筋混凝土框架彈性層間位移角限值為1/550。其計算原理與風荷載相同，其內(nèi)力計算為：

表6-21A、B軸框架柱端彎矩及剪力計算層號Vi

(kN)Dim

(N/mm)ΣDi

(N/mm)yh

(m)Vim

(kN)(kN·m)(kN·m)1698.3424514448810.6464.01325425.041336.46-172.342635.8124514448810.6461.749391.6570.63493.183542.3824514448810.6460.2748341.65148.78765.174415.4824514448810.6461.389273.8319.06391.34表6-22C、D軸框架柱端彎矩及剪力計算層號Vi

(kN)Dim

(N/mm)ΣDi

(N/mm)yh

(m)Vim

(kN)(kN·m)(kN·m)1698.3424514448810.6464.01325425.041336.46-172.342635.8124514448810.6461.749391.6570.63493.183542.3824514448810.6460.2748341.65148.78765.174415.4824514448810.6461.389273.8319.06391.34表6-23框架梁端彎矩、剪力及框架柱軸力計算樓層A、B軸跨梁B、C軸跨梁柱軸力NllA軸邊柱B軸中柱165.2961.715.1-179.434.694.691.8-3.98-785.96524.72308.96300.435.1-274.029.649.641.8-9.48-717.53460.253751.22733.75.1-445.6918.6318.631.8-19.47-554.51306.724169.34163.645.1-219.826.816.811.8-6.33-219.82-8.51圖6-16地震作用下彎矩圖圖6-17地震作用下剪力圖內(nèi)力組合7.1橫向的框架的內(nèi)力組合的形式在進行豎向荷載設計時，按照剛接來進行計算，是不滿足我們所做的情況的，故：彎矩設計值：剪力設計值：表7-SEQ表7-\*ARABIC1內(nèi)力換算及梁端彎矩調(diào)幅樓層截面

位置內(nèi)力軸線處內(nèi)力支座邊緣處內(nèi)力邊緣處調(diào)幅后內(nèi)力恒載活載風荷載地震作用恒載活載風荷載地震作用恒載活載風荷載地震作用4A支座M(kN·m)319.0257.127.74391.34403.5474.247.37358.69359.6564.75——V(kN)392.7368.062.56219.82386.6566.332.66219.82————AC跨中M(kN·m)763.31163.411.223.95————781.51167.5——C支座左M(kN·m)-339.7-90.17.31385.64-301.9-81.337.88418.29-240-67.48——V(kN)236.8840.252.56219.82242.9641.972.66219.82————C支座右M(kN·m)614.73128.031.146.8652.49136.811.234.91571.27117.9——V(kN)236.8840.251.057.43232.639.131.157.44————CD跨中M(kN·m)299.8254.8800————224.2637.32——3A支座M(kN·m)353.7173.9724.61973.22419.9491.6923.32872.82373.679.59——V(kN)331.7970.065.64445.69325.2368.345.74445.69————AC跨中M(kN·m)607.92143.765.189.86————615.2145.8——C支座左M(kN·m)-228.7-80.316.28955.7-196.8-71.5217.771056.11-150.6-59.14——V(kN)217.4140.255.64445.69223.9741.685.74445.69————C支座右M(kN·m)536.86128.051.3318.62568.78136.831.412.79500.12117.9——V(kN)217.4140.251.1220.5721439.131.2220.58————CD跨中M(kN·m)270.654.8800————206.7237.32——2A支座M(kN·m)340.6771.7618.67530.96407.5589.617.56482.06363.0777.81——V(kN)333.9470.465.06274.02327.3768.735.16274.02————AC跨中M(kN·m)607.92143.761.655.37————616.55146.1——C支座左M(kN·m)-233.6-81.3817.4522.43-201.7-72.6118.72571.34-154.8-60.07——V(kN)217.4140.255.06274.02223.9741.975.16274.02————C支座右M(kN·m)536.76128.031.359.63568.68136.81.426.8500.03117.9——V(kN)217.4140.251.1210.5821439.131.2210.59————CD跨中M(kN·m)270.654.8800————206.7337.32——1A支座M(kN·m)340.6771.7695.35287.29407.5589.689.54266.76363.0777.81——V(kN)333.9470.4620.7269.53327.3768.7320.8269.54————AC跨中M(kN·m)607.92143.7612.572.89————616.55146.1——C支座左M(kN·m)-233.6-81.3872.23283.71-201.7-72.6178.24304.23-154.8-60.07——V(kN)217.4140.2520.7269.53223.9741.9720.8269.54————C支座右M(kN·m)536.76128.032.494.68568.68136.82.443.5500.03117.9——V(kN)217.4140.251.55.0821439.131.65.09————CD跨中M(kN·m)270.654.8800————206.7337.32——7.2梁的內(nèi)力組合計算無地震作用效應組合（一般荷載組合）假定恒載作用下內(nèi)力編號為①，活載作用下內(nèi)力編號為②，風荷載作用下內(nèi)力編號為③，地震下內(nèi)力編號為④，由規(guī)范可知，考慮以下組合方式進行內(nèi)力組合；（1）1.3×①+1.5×②（2）1.3×①±1.5×③（3）1.3×①+1.5×②±0.6×1.5×③（4）1.3×①+0.7×1.5×②±1.5×③2.有地震作用效應組合（1）1.2×（①+0.5×②）+1.3×④，在內(nèi)力組合中，沒有考慮活載的最不利布置而把活載同時作用在所有框架上，活載乘以放大系數(shù)1.1進行內(nèi)力組合；考慮地震組合時的梁端剪力設計值=0.75*(1.1*(Mbl+Mbr)/ln+VGB)。表7-SEQ表7-\*ARABIC2框架梁內(nèi)力組合樓層截面

位置內(nèi)力SGkSQkSWkSEk組合1和2組合3和4組合5和6組合7和8Mmax,Vmax左風右風左風右風左震右震4A支座M(kN·m)359.65164.75117.26358.69499.36489.9479.38470.84453.29576.2993.29576.29V(kN)386.65166.33112.55219.82537.35517.94520.55493.83498.18552.56392.37552.56AC跨中M(kN·m)781.51267.5111.21113.851169.591134.91134.51069.31068.7717.23711.681169.59C支座左M(kN·m)-24032.52117.77418.29-439.75-425.7-414.3-396.5-377.6-504.594.71-504.5V(kN)242.96141.97112.55219.82319.5311.41314.02297.54301.8885.2245.39319.5C支座右M(kN·m)571.27217.9111.12114.8837.16813.14812.94768.29767.96459.9521.54837.16V(kN)232.6139.13111.04117.33302.72296.26296.33284.42284.54222.22222.22302.72CD跨中M(kN·m)224.26137.32111111289.7283.76283.76272.71272.71212.93212.93289.73A支座M(kN·m)373.6179.59133.21872.82532.73540.8503.49524.44462.241090.1583.921090.11V(kN)325.23168.34115.63445.69456.41444.47452.24417.79430.75402.26218.15456.41AC跨中M(kN·m)615.2245.8115.17119.76923.86908.38901.38854.06842.4573.321024.91024.93C支座左M(kN·m)-150.640.86127.61056.1-310.94-315.1-287.1-295-248.3797.02-363.5797.02V(kN)223.97141.68115.63445.69293.58285.64293.41270.16283.12198.38382.49382.49C支座右M(kN·m)500.12217.9111.29122.68741.12727.91727.43683.15682.35472.59821.62821.62V(kN)214139.13111.11130.47277.61273.89274.06262.01262.31157.88157.88277.61CD跨中M(kN·m)206.72137.32111111266.01262.71262.71251.65251.65197.15285.82285.822A支座M(kN·m)363.07177.81127.4482.06516.77520.83493.2501.98455.93699.64566.75699.64V(kN)327.37168.73115.05274.02459.68448.07454.88421.55432.9417.41222459.68AC跨中M(kN·m)616.55246.1111.64115.27925.92907.38906.31850.98849.2570.161027.171027.17C支座左M(kN·m)-154.839.93128.6571.34-317.55-322.3-292.7-302.3-253320.56-370.7-370.79V(kN)223.97141.97115.05274.02293.87286.52293.33271.24282.6185.77381.17381.17C支座右M(kN·m)500.03217.9111.31116.69740.98727.8727.28683.06682.2466.67821.47821.47V(kN)214139.13111.11120.48277.61273.88274.07262262.32156.68156.68277.61CD跨中M(kN·m)206.73137.32111111266.04262.73262.73251.68251.68197.16285.85285.851A支座M(kN·m)363.07177.81199.43266.76516.77581.3432.74602.76355.15489.73566.75602.76V(kN)327.37168.73130.7179.43459.68434.92468.03399.63454.82424.9222468.03AC跨中M(kN·m)616.55246.1122.5112.79925.92916.56897.13866.28833.9567.741027.171027.17C支座左M(kN·m)-154.839.93188.1304.23-317.55-372.3-242.7-385.6-169.660.13-370.7-385.65V(kN)223.97141.97130.7179.43293.87273.37306.48249.33304.51178.27381.17381.17C支座右M(kN·m)500.03217.9112.33113.39740.98728.66726.42684.49680.77463.45821.47821.47V(kN)214139.13111.49114.98277.61273.56274.39261.47262.85156.01156.01277.61CD跨中M(kN·m)206.73137.32111111266.04262.73262.73251.68251.68197.16285.85285.85

將柱子的內(nèi)力進行匯總：表7-SEQ表7-\*ARABIC3框架柱控制截面的內(nèi)力匯總樓層截面位置恒載作用下內(nèi)力活載作用下內(nèi)力風荷載作用內(nèi)力地震作用下內(nèi)力MNVMNVMNVMNV4A柱柱頂-319.02854.61-149.68-57.12264.7-41.755.62-2.66-4.01391.34-219.82-51.8柱底-319.02854.61-149.68-57.12264.7-41.752.59-2.66-4.01319.06-219.82-51.8C柱柱頂-164.03951.55-46.35-26.93266.14-21.625.320.4-4.09391.34-8.51-51.8柱底-164.03951.55-46.35-26.93266.14-21.622.70.4-4.09319.06-8.51-51.83A柱柱頂-256.481468.33-91.9-46.57420.4-31.9918.79-7.29-6.9765.17-554.51-119.65柱底-208.231468.33-91.9-38.4420.4-31.99-0.16-7.29-6.9148.78-554.51-119.65C柱柱頂-163.331492.17-39.71-25.89432.83-19.5810.674.92-7.06765.17306.72-119.65柱底-144.811492.17-39.71-21.86432.83-19.58-0.144.92-7.06148.78306.72-119.652A柱柱頂-225.842084.2-87.56-41.38576.5-31.2515.61-11.34-9.63493.18-717.53-169.6柱底-225.842084.2-87.56-41.38576.5-31.2512.85-11.34-9.63570.63-717.53-169.6C柱柱頂-151.532032.79-38.02-23.32599.52-19.2214.658.86-9.86493.18460.25-169.6柱底-151.532032.79-38.02-23.32599.52-19.2213.238.86-9.86570.63460.25-169.61A柱柱頂-225.842700.07-87.56-41.38732.59-31.2579.28-31.05-32.66-172.34-785.96-203.04柱底-225.842700.07-87.56-41.38732.59-31.25113.02-31.05-32.661336.46-785.96-203.04C柱柱頂-151.532573.4116.02-23.32766.21-19.2257.2528.08-33.53-172.34524.7-203.04柱底-151.532573.4116.02-23.32766.21-19.22125.428.08-33.531336.46524.7-203.04

表7-SEQ表7-\*ARABIC4A/B軸線框架柱端彎矩和軸力組合樓層截面

位置內(nèi)力組合1和2組合3和4組合5和6組合7和8|M|max,NNmax,MM,Nmin左風右風左風右風左震右震4柱頂M-437.02-419.54-430.85-396.4-415.24-24.88-571.55-571.55-437.02-24.88N1043.5995.2997.81929.78934.13452.15664.35664.351043.5452.15柱底M-437.02-422.08-428.3-400.63-411.01-95.36-501.07-501.07-437.02-95.36N1043.5995.2997.81929.78934.13452.15664.35664.351043.5452.153柱頂M-342.26-318.66-352.09-292.58-348.29395.88-879.74-879.74-342.26395.88N2024.611945.771956.151812.361829.66678.181543.031543.032024.61678.18柱底M-269.11-265.24-266.83-253.2-255.85-161.67-235.34-269.11-269.11-161.67N2024.611945.771956.151812.361829.66678.181543.031543.032024.61678.182柱頂M-295.8-277.3-305.38-255.18-301.98158.28-586.98-586.98-295.8158.28N3009.012899.942917.132698.72727.351073.512256.252256.253009.011073.51柱底M-295.8-279.62-303.06-259.04-298.11233.79-662.49-662.49-295.8233.79N3009.012899.942917.132698.72727.351073.512256.252256.253009.011073.511柱頂M-295.8-223.81-358.87-166.03-391.12-490.6161.91-490.61-295.8-490.61N3993.43840.963891.263563.123646.961561.082877.252877.253993.41561.08柱底M-295.8-187.91-394.77-106.2-450.96980.47-1409.18-1409.18-295.8980.47N3993.43840.963891.263563.123646.961561.082877.252877.253993.41561.08

表7-SEQ表7-\*ARABIC5C/D軸線框架柱端彎矩和軸力組合樓層截面

位置內(nèi)力組合1和2組合3和4組合5和6組合7和8|M|max,NNmax,MM,Nmin左風右風左風右風左震右震4柱頂M-198.2-191.53-202.34-181.24-199.25114.61-432.06-432.06-198.2114.61N2397.782338.122335.592273.812269.591967.421767.571967.422397.781767.57柱底M-198.2-193.74-200.14-184.92-195.5844.13-361.58-361.58-198.244.13N2397.782338.122335.592273.812269.591967.421767.571967.422397.781767.573柱頂M-196.23-184.75-204.54-171.89-204.88479.72-795.91-795.91-196.23479.72N3290.973224.033213.93092.243075.362761.331946.782761.333290.971946.78柱底M-167.29-165.96-167.6-160.86-163.58-104.6-178.27-178.27-167.29-104.6N3290.973224.033213.93092.243075.362761.331946.782761.333290.971946.782柱頂M-177.79-163.65-190.13-149.66-193.77225.15-520.11-520.11-177.79225.15N4184.174109.454092.73909.863881.943397.582283.643397.584184.172283.64柱底M-177.79-164.85-188.93-151.64-191.79300.66-595.62-595.62-177.79300.66N4184.174109.454092.73909.863881.943397.582283.643397.584184.172283.641柱頂M-177.79-127.87-225.91-90.02-253.41-423.74128.78-423.74-177.79-423.74N5077.365007.74958.674748.864667.133946.982707.363946.985077.362707.36柱底M-177.79-70.62-283.165.4-348.831047.35-1342.3-1342.3-177.791047.35N5077.365007.74958.674748.864667.133946.982707.363946.985077.362707.36

表7-SEQ表7-\*ARABIC6A/B軸線框架柱剪力V組合樓層組合1和2組合3和4組合5和6組合7和81.2*γRE*（Mcu+Mcl）/Hn左風右風左風右風左震右震4-210.41-211.90-207.03-200.60-192.49-283.5433.92156.293-125.74-131.33-121.61-125.76-109.55-317.54162.21221.422-119.37-127.38-113.07-123.65-99.79-365.32218.33269.381-119.37-146.73-93.72-155.89-67.54-400.10253.11301.48表7-SEQ表7-\*ARABIC7C/D軸線框架柱剪力V組合樓層組合1和2組合3和4組合5和6組合7和81.2*γRE*（Mcu+Mcl）/Hn左風右風左風右風左震右震4-56.37-59.79-54.79-57.00-48.66-190.55126.91156.293-45.74-51.47-41.48-51.20-34.54-267.44212.31221.422-43.18-51.28-36.57-52.73-28.22-317.77265.89269.38127.08-6.3148.16-21.0169.76-300.66352.54301.48配筋計算梁的設計要選擇組合中最大彎矩和剪力進行截面配筋計算，梁的跨中截面一般只考慮截面可能的最不利正彎矩，而梁的支座截面一般需考慮兩個最不利內(nèi)力：支座截面可能的最不利負彎矩和支座截面可能的最不利剪力。若梁的支座截面存在正彎矩和跨中截面出現(xiàn)負彎矩，也要對支座截面正彎矩和跨中截面負彎矩進行組合。柱設計內(nèi)力的選擇柱分別為大偏心受壓柱和小偏心受壓柱，對于大偏心受壓柱，彎矩相近時，軸力越小越不利；對于小偏心受壓柱，彎矩相近時，軸力越大越不利。但不管是大偏心還是小偏心，軸力相近時，彎矩越大越不利。因此，柱的最不利內(nèi)力情況如下：1）；2）；3）；4）。8.1梁截面8.1.1梁正截面配筋REF_Ref13624\w\h[5]鋼筋都運用HRB400（=360N/mm2），砼是C30（=14.3N/mm2，=1.19N/mm2），=1.0。邊跨梁跨中最大彎矩處按照T型界面設計，T型截面翼緣寬度bf'=13l=13×8400=2800mm,梁內(nèi)縱筋選取HRB400級(f判斷截面類型α故屬于第一類T型截面，按照單筋T型截面進行計算如下：αξ=1?A實際選配鋼筋16Ф32，As=12867.96。表8-SEQ表8-\*ARABIC1橫向構件（梁）縱向鋼筋計算表格樓層截面M

(kN·m)As'As實配鋼筋

()4A支座465.290.0260.027211.052Ф16(402)AB跨間1058.592462.460.0600.0624562.564Ф20(1256)B支座左-615.500.0350.035280.432Ф16(402)B支座右726.160.1170.125578.472Ф16(402)BC跨間178.701186.900.0290.0291083.362Ф16(402)3A支座979.110.0550.057451.042Ф16(402)AB跨間913.932462.460.0520.0533921.576Ф20(1884)B支座左686.020.0390.040313.222Ф16(402)B支座右710.620.1150.122565.232Ф16(402)BC跨間174.821186.900.0140.014514.202Ф16(402)2A支座588.640.0330.034267.982Ф16(402)AB跨間916.172462.460.0520.0533931.436Ф20(1884)B支座左-481.790.0270.028218.642Ф16(402)B支座右710.470.1150.122565.102Ф18(509)BC跨間174.851186.900.0280.0291059.69216(402)1A支座491.760.0280.028223.232Ф16(402)AB跨間916.172462.460.0520.0533931.436Ф20(1884)B支座左-496.650.0280.028225.482Ф16(402)B支座右710.470.1150.122565.102Ф20(628)BC跨間174.851186.900.0280.0291059.692Ф16(402)8.1.2梁斜截面受剪承載力計算?w=?0=5650.25βc按照構造配筋即可滿足使用要求表8-SEQ表8-\*ARABIC2框架梁箍筋計算表樓層梁跨最不利剪力

V(kN)0.25β選用箍筋面積加密區(qū)

實配鋼筋非加密區(qū)

實配鋼筋4AB208.50545.19滿足2Ф8@100307.382Ф8@1002Ф8@200BC191.72464.75滿足2Ф8@100307.382Ф8@1002Ф8@2003AB271.49464.75滿足2Ф8@100307.382Ф8@1002Ф8@200BC166.61371.8滿足2Ф8@100307.382Ф8@1002Ф8@2002AB270.17464.75滿足2Ф8@100307.382Ф8@1002Ф8@200BC166.61371.8滿足2Ф8@100307.382Ф8@1002Ф8@2001AB270.17464.75滿足2Ф8@100307.382Ф8@1002Ф8@200BC166.61371.8滿足2Ф8@100307.382Ф8@1002Ф8@2008.2柱截面8.2.1柱正截面承載力配筋計算表8-SEQ表8-\*ARABIC3A柱的配筋計算樓層4321內(nèi)力組合

結果|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)460.55326.0286.12768.74158.11506.88475.98184.80269.28379.61184.80379.61N(kN)775.351154.50563.151654.032135.61789.182367.253120.011184.512988.254104.401672.08l0(mm)3000300030003000e0(mm)593.98282.39152.92464.7774.04642.29201.0759.23227.33127.0345.03227.03ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=ea+ea(mm)613.98302.39172.92484.7794.04662.29221.0779.23247.33147.0365.03247.03l0/h5.005.005.005.005.005.005.005.005.005.005.005.00ζ11.001.001.001.001.001.001.000.821.000.860.631.00ζ21.001.001.001.001.001.001.001.001.001.001.001.00η1.021.031.061.021.111