住宅樓結(jié)構(gòu)設(shè)計說明書

結(jié)構(gòu)設(shè)計計算書一.設(shè)計概況建設(shè)項目名稱：某單位行政辦公樓建設(shè)地點：合肥市某主要街道一側(cè)設(shè)計資料：地質(zhì)水文資料：根據(jù)工程地質(zhì)勘測報告，擬建場地地勢平坦，表面為平均厚度0.5m左右的雜填土，以下為1.0m左右的淤泥質(zhì)粘土，承載力的特征值為80kN/m2，再下面為較厚的垂直及水平分布比較均勻的粉質(zhì)粘土層，其承載力的特征值為180kN/m2，可作為天然地基持力層。本工程持力層為粘質(zhì)粉土。粉質(zhì)粘土。地基承載標準值為F=300KPA地下水位距地表最低為-0.8m,對建筑物基礎(chǔ)無影響。氣象資料：主導風向：西南風常年降雨量為：1283.70mm基本風壓為：0.36kN/m2(B類場地)基本雪壓為：0.20kN/m2抗震設(shè)防要求：七度二級設(shè)防底層室內(nèi)主要地坪標高為土0.000,相當于絕對標高31.45m。二.結(jié)構(gòu)計算書結(jié)構(gòu)布置方案及結(jié)構(gòu)選型結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工的布置圖，本工程確定采用框架承重方案，框架梁、柱布置參見結(jié)構(gòu)平面圖。主要構(gòu)件選型及尺寸初步估算主要構(gòu)件選型梁、板、柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)墻體采用：粉煤灰輕質(zhì)砌塊墻體厚度：外墻:250mm,內(nèi)墻:200mm基礎(chǔ)米用：柱下獨立基礎(chǔ)梁、柱截面尺寸估算主要承重框架:因為梁的跨度較接近(4500mm、4200mm)，可取跨度較大者進行計算.取L=4500mm h=(1/8~1/12)L=562.5mm~375mm取h=450mm.l 4260 11n= =9.47>4b=()h=225mm?150mm取b=250mmh 450 23滿足b>200mm且b500/2=250mm故主要框架梁初選截面尺寸為：bXh=250mmX450mm次要承重框架：取L=3900mm h=(1/12?1/15)L=325mm?260mm取h=400mmI= =7.15>4 b=(丄?)h=200mm?133mm取b=250mmh400 2 3故次要框架梁初選截面尺寸為：bXh=250mmX400mm樓面連續(xù)梁

（4）框架柱：h=（ ? ）H=（? ）X3000=374.7mm?281mmb=（l?2/3）h 取b=h15 20 15 20按軸力估算:C列柱:No=9X15.66m2X（10?14）KN/m2=1409.4KN?1973.16KNA、E'列柱:No=9X8.1m2X（10?14）KN/m2=729KN?1020.6KN按軸壓比驗算:此建筑抗震等級為二級，卩=0.8選C30型混凝土f=14.3 N=（1.2?1.4）NocN2565.11x1000C'列柱：A> = =224223mm2=474mmx474mmif 0.8x14.3cA'、E‘A'、E‘列柱:A>——叮c1428.84x10000.8x14.3=124899mm2=353mmx353mm故初選柱截面尺寸為：C'列柱： bXh=500mmX500mmA'、E‘列柱：bXh=450mmX450mm1.3.確定結(jié)構(gòu)計算簡圖(1).三個假設(shè)：平面結(jié)構(gòu)假定：認為每一方向的水平力只由該方向的抗側(cè)力結(jié)構(gòu)承擔，垂直于該方向的抗側(cè)力結(jié)構(gòu)不受力；樓板在自身平面內(nèi)在水平荷載作用下，框架之間不產(chǎn)生相對位移；不考慮水平荷載作用下的扭轉(zhuǎn)作用。(2)?計算簡圖根據(jù)結(jié)構(gòu)平面布置圖，選定第(2-1)軸線作為計算單元?如圖1所示L1根據(jù)結(jié)構(gòu)平面布置圖，選定第(2-1)軸線作為計算單元?如圖1所示L1L5L3毛|E3F2B4D2C3A'?二A二■ A3 =E-242004500圖1框架計算單元

框架梁跨度(按柱中心線確定)：AC跨:4200mmCE'跨:4500mm框架柱高度：取底層:H]=4200+450+(1900-900)-30=5620mm(如圖2)其它層:H2=H3=H4=H5=H6框架計算簡圖如圖=3000mm框架計算簡圖如圖A9(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.00)(1.49)(1-49)(1.49)(1.49)(1.49)(1.49)(1.49)(1.49)(1.49)(2.86)C一8(2.86)C一7(2.86)C—6(2.86)C一5(2.86)CI86；2.86)CT(1.52)(1.39)Ey(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)ErEoEyErEyEyouc00QL；r二CDb；OL：O0n.9in(1.87)(1-87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.00)45001?4420045001?4圖3框架計算簡圖梁、柱慣性矩,線剛度，相對線剛度計算1.4.1梁、柱慣性矩計算bh3 250x4503主要框架梁：I=竺= =1.898x109mm4TOC\o"1-5"\h\zb12 12bh3 250x4003次要框架梁：I= = =1.333x109mm4b12 12邊框架梁： I=1.5I=1.5x1.898x109=2.848x109mm4\o"CurrentDocument"1 b中框架梁：I=2.01=1.5x1.898x109=3.797x109mm4\o"CurrentDocument"2 b內(nèi)柱Iobh3內(nèi)柱Iobh3~T2500x5003=5.21x109mm4bh3外柱bh3外柱：Io=-12450x450312=3.417x109mm41.4.2梁、柱線剛度計算根據(jù)公式i=EI/l,可以得出梁、柱的線剛度如下(E=EC)ic＇E＇=3.417X109E/4500=8.438X105E66iic＇E＇=3.417X109E/4500=8.438X105E66ic＇c＇=5.21X109E/5620=9.27X105E10ic＇c＇=5.21X109E/3000=17.367X105E6566柱：iA＇A＇=3.417X109E/5620=6.08X105EA1＇A0＇iA＇A＇=3.417X109E/3000=11.39X105E651.4.3梁、柱相對線剛度計算取iA，a，值作為基準值1.算得梁、柱的相對線剛度標于圖3中10荷載標準值計算2.1永久荷載作用于框架梁上的荷載0.55kN/m0.55kN/m20.4kN/m20.4kN/m20.12kN/m21.44kN/m20.4kN/m22.5kN/m20.4kN/m2合計6.21kN/m2小瓷磚層三氈四油屋面防水層TOC\o"1-5"\h\z1:3水泥沙漿找平層 20mm水泥蛭石板保溫層 60mm1:8水泥爐渣找坡 80mm1:3水泥沙漿找平層 20mm現(xiàn)澆鋼筋混凝土板 100mm板底抹灰 20mm2.1.1.2樓面恒載水磨石地面 0.65kN/m2現(xiàn)澆鋼筋混凝土板 100mm 2.5kN/m2 板底抹灰 20mm 0.4kN/m2合計3.55kN/m22.1.1.3梁自重主要框架梁：0.45X0.25X25=2.812kN/m 次要框架梁：0.4X0.25X25=2.5kN/m2~6層：內(nèi)墻2~6層：內(nèi)墻:0.2X（3-0.45）X8=4.08kN/m0.2X（3-0.4）X8=4.16kN/m外墻:0.25X（3-0.45外墻:0.25X（3-0.45）X8=5.1kN/m0.25X（3-0.4）X8=5.2kN/m底層:0.25X（4.2-0.4）X8=7.6kN/m2.121作用在框架梁上的恒載樓面荷載分配按雙向板進行荷載等效分配短向分配：5aq/8長向分配：[1-2(旦)2+(—)3]aq(參見圖3)2- 2-10.25X（4.2-0.45）X8=7.5kN2.1.1.4柱自重上層柱：外柱：0.45X0.45X25X3=15.19kN/根內(nèi)柱：0.5X0.5X25X3=18.75kN/根底層柱：外柱：0.45X0.45X25X5.62=28.45kN/根內(nèi)柱：0.5X0.5X25X5.62=35.13kN/根2.1.1.5墻自重及兩面抹灰女兒墻：0.25X1.5X8=3KN/m兩面抹灰：0.8kN/m

頂層：A1＇B1＇=2X(3-2X0.9+3)X0.9=1.89m2頂層：A1＇B1＇=2X(3-2X0.9+3)X0.9=1.89m2=2xGE)池75“2GA＇=6.21X1.89=11.74KN=GA＇GL＇=0.35X0.25X25X3=6.56KNL1＇GB＇=6.21X0.56=3.48KN=GB＇23GL＇=0.4X0.25X25X3.3=8.25KNL2＇=6.21X4.39=27.26KN[2(GA1+GB1＇+GL1)+GA2A1＇B1＇GBGAGFGGEGB+1=—X1.5X0.75=0.56m2=B2/=6.21X1.69=10.49KN，=6.21X0.81=5.03KN=GA，＇=6.21X0.75X3.3=15.37KN=GF＇=6.21X4.97=30.86KN1＇=6.21X4.21=26.14KN+GF＇+GL＇]=23.26KNqL＇=0.45X0.25X25=2.81KN/mqC1A3:C1：1-2X吟)2+吟)3=1-2X(栄)2qC1A3:=0.7058X1.95X6.21=8.547N/mqC＇M=qc＇+qL＇=8.547+2.81=11.357KN/m1-2X(a)2+(a)3=1-2X(09)2+(罟)3=0.847qA＇=0.847X0.9X6.21=4.734N/m qME'=qC'M+qA3'=11.357+4.734=16.091KN/maa 1.95 1.95D1：1-2x(丁)2+(丁)3=1-2x( )2+( )3=0.6691 ll 4.2 4.2qD1,=0.669x1.95x6.21=8.1KN/m qL4,=0.45x0.25x25=2.81KN/mqA9'C9'=qD1'+qE1'+qL4'=18.615KN/mEd-2X(f)2+(a)3=1-2X普)2+普)3qA9'C9'=qD1'+qE1'+qL4'=18.615KN/mqE1,=0.752x1.65x6.21=7.705KN/m標準層:GA1GA1=GA3=3.55X1.89=6.71KNGb2=Gb3=3.55X0.56=1.99KNB2B3GA2=3.55X0.81=2.88KN=GA4GF1=3.55X0.75X3.3=8.79KNGB1=3.55X1.69=6KNGD1=3.55x4.39=15.58KNGE1GB1=3.55X1.69=6KNGD1=3.55x4.39=15.58KNGE1=3.55x4.21=14.95KNE1GL2=8.25+0.2X(3-0.4)X3X8=20.73KNqL3=2.81+0.2x(3-0.45)x8=6.89KN/mGL2=3.55x4.97=17.64KNFM=[(GA1+GB1+GL1)/2+GA2+GB2+GF1+GL2]/2=25.19qA8'C8'=qD1+qE1+qL4=4.631+4.405.6.89=15.926KN/mqCM=qC1+qL3/=4.886+2.81=7.696KN/m ql3=6.89KN/m=qL4qC1=0.7058x1.95x3.55=4.886KN/m qD1=0.669x1.95x3.55=4.631KN/mqA3=0.847x0.9x3.55=2.706KN/m qE1=0.752x1.65x3.55=4.405KN/mqME=qC1+qA3+qL3=4.886+2.706+6.89=14.482KN/m2.1.2.2恒荷載作用在框架柱上的集中荷載GL5,=8.25+3x3.3=18.15KN頂層：Fe1=[(GA1，+Gb1，+Gl1,)/2+Ga4,+GB3,+GL5]/2=20.53KNC3=1/2x1.95x3.9=3.8m2=C2=D2=D3 E2=E31/2x1.65x3.3=2.72m2

GC2，=GC3，=Gd2，=GD3，=6.21x3.8=23.6KN GE2,=GE3,=6.21x2.72=16.89KNFE2,=(23.6+2.5x3.9+3.9x3)/2=22.53KN Fe,=20.53+22.53=43.06KNFc，=(23.6+23.6+16.89+15.37+2.5x3.9+2.5x3.3)/2=48.73KNFa,=(23.6+16.89+2.5x7.2+3x7.2)/2=40.05KN標準層：G15=2.5x3.3+5.2x3.3=25.41KNFE1=[(GA1+GB1+GL1)/2+GA4+GB3+GL5]/2=23.5KNGC2=GC3=GD2=GD3=3.55x3.8=13.49KNGE2=GE3=3.55x2.72=9.66KN GF2=GF3=8.79KNE2E3 F2F3FE2=(13.49+2.5x3.9+5.2x3.9)=21.76KNFE=23.5+21.76=45.26KN FE=23.5+21.76+45.26KNEEFC=(13.49+13.49+9.66+8.79+2.5x7.2+0.2x2.6x8x7.2)/2=46.69KNFA=(13.49+9.66+2.5x7.2+x5.2x7.2)/2=39.3KNAFA=(13.49+9.66+2.5x7.2+x5.2x7.2)/2=39.3KNA‘列柱：頂層上柱： F6=40.05KN 下柱:五層： F5=F6，+FA=55.24+39.3=94.54KN四層： F4=F5，+FA=109.37+39.3=149.03KN三層： F3=F4,+FA=203.52KN二層： F2=F3，+FA=258.01KN一層： F1=F2，+FA=312.5KNC列柱：頂層上柱：F6=48.73KN五層： F5=114.17KN四層： F4=179.61KN三層： F3=245.05KN二層： F2=310.49KN一層： F1=375.93KNE'列柱：頂層上柱： F6=43.06KN五層： F5=103.51KN四層： F4=163.96KN三層： F3=224.41KN二層： F2=284.86KN一層： F1=345.31KN恒荷載作用下框架的受荷簡圖（設(shè)計值）F6，=40.05+15.19=55.24KNF5，=F5+15.19=109.73KNF4，=F4+15.19=164.22KNF3，=F3+15.19=218.71KNF2，=F2+15.19=273.21KNF1，=F1+15.19=327.69KN下柱：F6，=48.73+18.75=67.48KNF5，=132.92KNF4，=198.36KNF3，=263.8KNF2，=329.24KNF1，=394.68KN下柱：F6，=43.06+15.19=58.25KNF5，=118.7KNF4，=179.15KNF3，=239.6KNF2，=300.05KNF1，=360.5KN如圖440.0555.2494.54109.7149.0164.2203.5218.7258.0273.2315.5327.7367.0382.2421.5436.7476.022.338KN/mA^■919.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m48.7367.48114.2132.9179.6198.4245.1263.8310.5329.2375.9394.7441.4460.1506.8525.6572.3505.6aST7A27.91KN,13.628KN/m C『I~T19.309KN/m■930.23KN9.235KN/m 30.23KN9.235KN/m 一7 - - -30.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m C440.0555.2494.54109.7149.0164.2203.5218.7258.0273.2315.5327.7367.0382.2421.5436.7476.022.338KN/mA^■919.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m48.7367.48114.2132.9179.6198.4245.1263.8310.5329.2375.9394.7441.4460.1506.8525.6572.3505.6aST7A27.91KN,13.628KN/m C『I~T19.309KN/m■930.23KN9.235KN/m 30.23KN9.235KN/m 一7 - - -30.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m C430.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m 608.8p417.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m43.0658.25103.5118.7164.0179.2224.4239.6284.9300.1345.3360.5405.8421.0466.2481.4526.7541.9450042004500圖4恒荷載作用下框架的受荷簡圖(設(shè)計值)2.2豎向可變荷載查荷載規(guī)范：樓面均布活荷載標準值為1.5kN/m2,上人屋面均布活荷載標準值為1.5kN/m2。AC跨：q=0.669x1.95d1.5+0.752x1.65x1.5=3.82kN/mCE‘跨：FM=丄[丄(1.89+1.69)X1.5+(0.81+0.56)X1.5+0.75X3.3x1.5]=4.23kN22qE'M=0.7058X1.95X1.5+0.847X0.9X1.5=3.21kN/mmc，=0mc，=0?7O58X1.95X1.5=2.06kN/mq活荷載作用在框架柱上的集中荷載11FE=-[-(GA1+Gb1)+GA4+GB3+GC3]=[(1.89+1.69)x1.5/2+(0.81+0.56+3.8)X1.5]22=5.22kN11FC=-(GC1+GD2+GE2+Gf2)=-X1.5X(3.8+3.8+2.72+0.75X3.3)=9.6kN11FA=-(GD3+GE3)=-X1.5x(3.8+2.72)=4.89kN活荷載作用下框架的受荷簡圖（標準值）見圖54.894.899.789.7814.6714.6719.5619.5624.4524.4529.3429.3434.23L34.2339.1239.1244.013.82KN/m2.06KN/m3.21KN/mC丨』1■911——1——4.23KN9.63.82KN/A4.23KN2.06KN/m——3.21KN/m.9.65.223.82KN/m3.82KN/m19.219.228.8A628.83.82KN/3.82KN/m3.82KN/m3.82KN/3.82KN/m38.438.4II8-4857.657.667.26!^76.876.886.444.011A4.23KN2.06KN/m一4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m4.894.899.789.7814.6714.6719.5619.5624.4524.4529.3429.3434.23L34.2339.1239.1244.013.82KN/m2.06KN/m3.21KN/mC丨』1■911——1——4.23KN9.63.82KN/A4.23KN2.06KN/m——3.21KN/m.9.65.223.82KN/m3.82KN/m19.219.228.8A628.83.82KN/3.82KN/m3.82KN/m3.82KN/3.82KN/m38.438.4II8-4857.657.667.26!^76.876.886.444.011A4.23KN2.06KN/m一4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m——4.23KN2.06KN/m一86.4止3.21KN/m.j；e73.21KN/m.JiE63.21KN/m.3.21KN/m.j；E43.21KN/m.JIE3N/mEo3.21KN/m.1I亙10.4410.4415.6615.6620.8820.8826.126.131.3231.3236.5436.5441.7641.7646.98Eh46.9842004500圖5活荷載作用下框架的受荷簡圖（標準值）2.3風荷載標準值計算風壓標準值計算公式為：w=B卩卩3本地區(qū)基本風壓為：w=0.3642004500圖5活荷載作用下框架的受荷簡圖（標準值）2.3風荷載標準值計算風壓標準值計算公式為：w=B卩卩3本地區(qū)基本風壓為：w=0.36ZSZ00樓高H〉30m；地面粗糙類別為C類；風振系數(shù)：B”=1+H/HX2丫/?表1層次123456Hi（第i層距離室外地面的高度）4.657.6510.6513.6516.6519.65H總=32.25m B55m H/A2查表：脈動影響系數(shù)Y=0.59表2離地面咼度（m）z4.657.6510.6513.6516.6519.65風壓咼度系數(shù)卩”0.500.630.730.810.870.93結(jié)構(gòu)基本周期：T=（0.08?0.1）n.取T=0.9,3=0.36kN/m203°T2=0.36X0.92=0.29 查表得：脈動增大系數(shù)2=1.2725表3z4.657.6510.6513.6516.6519.65B71.221.281.341.391.451.49B=1+H/HXEy/卩一 一 一 一 一 _查表得：風載體型系數(shù)：迎風面為1.0；背風面為-0.5表4z4.657.6510.6513.6516.6519.653k0.330.440.53查表得：風載體型系數(shù)：迎風面為1.0；背風面為-0.5表4z4.657.6510.6513.6516.6519.653k0.330.440.530.610.680.75c...U=1.5 3二B卩卩3SkZSZ0???結(jié)構(gòu)高度H=26.75〈30m,故取B”=1.0,H=1.3轉(zhuǎn)化為集中荷載（受荷面與計算單元同）6層5層4層3層2層1層：F=3.6X3.0XW6KF=3.6X3.0XW5KFW4K=3.6X3.0XFW3K=3.6X3.0XFW2K=3.6X3.0X0.82+0.75)0.75+0.68)0.68+0.61)0.61+0.53)0.53+0.44)十2=8.47KN十2=7.71KN十2=6.96KN十2=6.14KN十2=5.21KNFWk=3.6X0.44X3.0/2+3.6X0.33X4.65=7.86KN(如圖6所示W(wǎng)1K圖6框架受風荷載作用圖（標準值）2.4水平地震作用計算2.4.1重力荷載代表值（恒載+0.5活載）2.4.1.1恒載屋面重力值：G=6.21X(14.94X8.94+1.2X4.44)=863KN面樓板重力值：G=(14.94X8.94+1.2X4.44)X3.55+10X(0.06x25+0.4)=512KN板梁重力值：G=(8.7X4+1.2+9.9)X2.81+14.7X3X2.5+2.5X0.2X0.4X25=244KN梁柱重力值：G=15.19X10+18.75X5=244.7KN上柱G=28.45X10+35.13X5=460KN底柱墻重力值：G=(8.94+14.94+10.14X2+1.2)X3=136KN女兒墻G=8.94X5.1+(8.4+6)X4.08+10.14X5.1+14.94X2X5.2+13.2+6)X4.16標墻

=413KnG=14.94X2X7.6+10.14X2X7.5=379KN底墻2.4.1.2活荷載Q=1.5X(14.94+8.94+1.2X4.44)=208KN2.4.1.3重力荷載代表值G=G+G+G/2+G+G_/26 板梁上柱 女兒墻標墻=863+244+244.7/2+136+413/2=1572KN(不包括屋面活荷載)G5=G+G+G+G+F/25板梁上柱標墻活=512+244+244.7+413+208/2=1518KNG2=G3=G4=G5=G6=G7=G8=1518KN2 3 4 5 6 7 8G,=G+G+G/2+G /2+G /2+G /2+F/21 板梁上柱 底柱 標墻 底墻 活=512+244+244/2+460/2+413/2+379/2+208/2=1608KN質(zhì)點重力荷載代表值見圖72.4.2水平地震力作用下框架的側(cè)移驗算2.4.2.1橫梁線剛度&9=1572K1T“Gs=l&9=1572K1T“Gs=l51SKW”&t=151EMIT”&t=l51EKffts=l51SKITtd=l51EMIT&3=1515KIT圖T質(zhì)點重力荷載代表值A(chǔ)C跨：kb=iA,=9.04X105X3X104=27.12X109N?mmb^6U6CE‘跨：kb=iC，E，=8.438X105X3X104=25.31X109N?mm2.4.2.2柱的線剛度 66D k=Ekb/2kc邊柱A邊柱Ez1.4871.338a=k+0.5/(2+k)0.57D=12akc/h239501.8850.5570.61438606488邊柱：底層：kc=6.08X105X3X104=18.24X109N?mm其它層：kc=11.39X105X3X104=34.17X109N?mm中柱：底層：kc=9.27X105x3X104=27.81X109N?mm其它層：kc=17.37D k=Ekb/2kc邊柱A邊柱Ez1.4871.338a=k+0.5/(2+k)0.57D=12akc/h239501.8850.5570.614386064882?6層D值的計算 表5Dk=工kb/2kca=k/(2+k)D=12akc/h2邊柱A0.7940.28412939邊柱E'0.7410.2712301中柱C1.0060.33523272底層D值的計算表62.4.2.4計算框架自振周期各層D值匯總（見表7）各層D值匯總 表7

7一、一殳值/層次柱類型2?6層（D值X根數(shù)）1層（D值X根數(shù)）邊柱A'軸12939x5=646953950X5=19750E'軸12301X5=615053860x5=19300中柱C軸23272x5=6488X5=32440ED(KN/m)71490按頂點位移法計算，考慮輕質(zhì)砌塊墻對框架剛度的影響，取基本周期調(diào)整系數(shù)a0=0.8，計算公式為T1=1.7a^/'AT，式中AT為頂點位移。按D值法計算。見表8橫向框架頂點位移計算 表8層次Gi(kN)￡GiDiA.—A._,=EG./D1 1—1 1Ai(m)615721=5720.0070.425151830900.0130.4134151846080.0190.43151861260.0250.3812151876440.0320.3551151891620.0380.324T=1.7x0.8J0.42=0.88s12.4.2.5水平地震作用標準值和位移的計算多遇地震作用下，設(shè)防烈度為7度，查表a=0.08?深圳市反應譜特征周期查表maxTg=0.35s,TgVT]V5Tg.?.a=(Tg)0.9-a =(0.35)o.9x0.08=0.0341T/max0.882.4.2.6水平地震作用計算因為Ti=0.88s>1.4XTg=1.4X0.35=0.49s.尚需考慮頂部附加水平地震作用。8n=0.08T+0.07=0.08X0.88+0.07=0.1401結(jié)構(gòu)總水平地震作用標準值：F=aGeq=0.034x0.85x13176=396KNek1頂部附加的集中水平地震作用為：AFn=8n?F=0.1404X396=55.6KNek廠 GH —、F=i i—F(1—5、i 9 EK n￡GHiii=1￡9GH=1608X5.62+1518X3X7+1572X3=45631KNiii=1GH 1——GH 1——1—￡9GHiii=1F(1—5、=EKn1590.71x5.6245631x396x(1—0.1404)=41KN同理：F=63KNF=81KNF=103KNF=126KNF=142KN2 3 4 5 6F=201KNF=247KNF+AFn=247+55.6=302KN5 6 6 6F,V和Aue的計算(見表9)ii

Aue

底層: h0.00725.621781＜盤（滿足）2層：也h0.004931732橫向框架各層水平地震作用和地震剪力如圖8302KN201KN.167KN 甸142KN..|L126KN ■Aue

底層: h0.00725.621781＜盤（滿足）2層：也h0.004931732橫向框架各層水平地震作用和地震剪力如圖8302KN201KN.167KN 甸142KN..|L126KN ■「103KN u和81KN卄63KN 竹41KN十302KN503KN670KN812KN938KN1041KN1122KN1185KNa水平地震作用圖8橫向框架各層水平地震作用和地震剪力1226KN[b]地震剪力荷載作用下框架的內(nèi)力分析3.1恒荷載作用下框架的內(nèi)力分析恒荷載作用下框架的受荷簡圖如圖4所示3.1.1橫荷載作用下框架的彎矩計算3.1.1.1梁的固端彎矩可按下面方法求得：AC跨:Mc6,a6,66MA，c，=-22.3384.22/12=—32.83KN66=32.83KN層次654321Fi(KN)302301167142126103Vi(KN)3025036708129381041工D(KN/m)Aue(m)0.00080.0010.00160.00210.00250.0032

MA7C，=—19.111x4.22/12=—28.09KN5 5 C‘E‘跨：第6層：MC/A/=28.09KNl?.3(BEirAii㈡E,'9.占5EH7mZT.91ST13.MA7C，=—19.111x4.22/12=—28.09KN5 5 C‘E‘跨：第6層：MC/A/=28.09KNl?.3(BEirAii㈡E,'9.占5EH7mZT.91ST13.KSEff/C1'(4Ctfgo.為nr日.255KH/mZr.5LKIIL3.&38W50.23KD-Mc/6Me/E6Mc/61Me/E6ME6‘E6ZC6‘E6ZC6‘E6‘C6‘=—27.91X1.5X32/4.52=—18.61KN?m=27.91X1.52x3/4.52=9.3KN?m=—13.628x4.52/12=—23KN?m=23KN?m=-冊(464"-363)=—5.681KN?m=56畧(66452-884-553+3332)=8.52KN?mMC/E/=—18.61—23—5.68=—47.29KN?mC6<Me67C67標準層：'/‘6=9.3+23+8.52=40.82KN?mMC/5Me'E5MC/5Me'E5E5‘C5‘E5‘C5‘E5‘=—30.23X1.5X32/4.52=—20.15KN?m=30.23X1.52x3/4.52=10.08KN?m=—9.235x4.52/12=—15.58KN?m=15.58KN?m=-晉(464"-363)=—8.14KN?mME5‘C5‘=8.143633(664.52-864.563+3632)1264.52=12.21KN?m???MC7E7=—20.15—15.58—8.14=—43.87KN?mM7C57=10.08+15.58+12.21=37.87KN?m3.1.1.2根據(jù)梁、柱相對線剛度，算出各節(jié)點的彎矩分配系數(shù)卩，如圖所示。ij如：A67點：149口A6'C6'= =0.443A6C61.49+1.87口 = 1,87 =0557A6'A5'1.49+1.87用彎矩分配法計算框架內(nèi)力，傳遞系數(shù)為2，各節(jié)點分配二次即可。其計算步驟和結(jié)果參見下圖表。0.000.35810.069.14-5.5613.640.3583~410.065.03-4.0910.990.35810.065.03-4.4510.630.42912.055.03-2.8514.23Af19.47 -19.470.3580.284-28.0910.06 7.985.03 1.36-5.56 -4.419.52 -23.160.3580.284-28.0910.06 7.985.03 1.36-4.09 -3.2411.00 -21.990.3580.284-28.0910.06 7.986.03 1.36-4.45 -3.5311.64 -22.280.2290.342-28.096.43 9.611.62-1.52 -2.274.91 -19.147.123.1.1.3梁的跨內(nèi)最大彎矩的求法。C6'43.55 0.000.17328.090.3332.73 5.253.99 3.60-0.88 -1.7033.93 7.150.1730.33328.092.73 5.253.99 2.63-0.72 -1.3834.09 6.500.17328.090.3332.73 5.253.99 2.63-0.80 -1.5434.01 6.340.20528.090.3943.23 6.224.80 2.63-0.26 -0.5035.87 8.359.23 -52.780.3330.161-43.875.25 2.542.63 -5.11-1.70 -0.826.18 -47.260.3330.161-43.875.25 2.542.63 -5.11-1.38 -0.676.51 -47.110.3330.161-43.875.25 2.543.11 -5.11-1.54 -0.746.83 -47.180.2090.192-43.873.30 3.03-6.17-0.26 -0.243.03 -47.254.18e6‘段彎矩的求法:27.38 -27.380.2737.870.365-10.22-13.821.27 -6.914.69 6.3433.60 -14.400.2737.870.365-13.82-11.726.34-19.200.3650.365-10.22-13.821.27 -6.913.39 4.5832.30 -16.150.2737.870.365-10.22-13.821.27 -4.452.72 3.6831.64 -14.590.3260.43937.87-12.35 -16.621.521.76 2.3728.80 -14.26-7.27-13.82-6.914.58-16.150.365-13.82-6.913.68-17.050.235-8.90-6.911.27-14.54E,'L3-RSSIIpniZT.913713.KSElT/rE,'=27.91x32x(4.5+2x1.5)4517.23KNQe6‘Qc6‘Qe6'Qc6‘C6‘E,'C6‘E,'=-27?91x心x(4?5+2x3)=—6.03KN4.53=O.5X13.628x4.5=30.663KN=-30.663KN=24^-224-5X32+33)=—11.9KN???QC6,E6,=17.23+30.66+5.05=52.94KN<IS.6SENC5ZEJ段彎矩：*d*由1i4 4k44 |IIJLi.23EEi璋_I +F.■Ly.S5ED"/mL —t 1—-4——1c.'i円.3(BnrAiiQc5,QC5,Q5'Qc<IS.6SENC5ZEJ段彎矩：*d*由1i4 4k44 |IIJLi.23EEi璋_I +F.■Ly.S5ED"/mL —t 1—-4——1c.'i円.3(BnrAiiQc5,QC5,Q5'Qc5,???Qc5,E5‘C5‘E5‘C5‘E5‘C5‘E5‘C5‘=3023<32x(4.5+2x1.5)=22.39KN4.53=-3023<1.52x(4.5+2x3)=-7.84KN4.53=0.5X9.24X4.5=20.78KN=—20.78KN=里竺3x(2x4.5-3)=7.24KN2x4.53814x33=- x(2x4.53-2x4.5x32+33)=-17.19KN2x4.53=22.39+20.78+7.24=50.41KN=-7.84-20.78T7.19=-45.81KN集中力作用M處彎矩：M=50.48X1.5+0.5X17.38X32+33647.26-0.5XJ30.Z5ETWnlkk￡LIX9.24X1.52—45.81X3=—7.67KN?m跨中K點彎矩：5o.nEir■15.9LEHM=50.41X2.25+0.5X17.38X2.252+33.6-47.26-k-0.5X9.24X2.252-0.5X8.14X0.752-30.23X0.75-—45.81X2.25=—7.67KN?m距c5z2米P點處彎矩：M=50.41X2+17.38X0.5X2.52+33.6-47.26-0.5X9.24X22-8.14X0.53-30.23X0.5p-45.81X2.5=-7.67KN?m” 3O.23EH<17.llKUtViI<9.2dEH/m___50.dlEffdS.SlKN3?6層：跨中K點：M=50.41X2.25+0.5X17.38X2.252+32.31-47.11k-0.5X9.24X2.252-0.5X8.14X0.752—30.23X0.75——45.81X2.25=—8.81KN?m7「1;澤込J 尹.楓麗31M=—9.55KN?mkQE，C'=-6.03-30.66-11.99=-48.68KN66集中力作用點M1點彎矩：M=52.94x1.5+0.5X19.31X32+27.38-52.78-0.5XmX13.63X1.52-48.68X3=-20.47KN?m跨中K點彎矩：M=52.94x2.25+0.5x19.31X2.252+27.38-52.78-0.5XkX5.68X0.752-27.91X0.75-48.68X2.25=-23.96KN?m距C6Z2米P點處彎矩：M=52.94X2+19.31X0.5X2.52+27.38-52.78-0.5X13.62X22-5.68X0.53-27.91x0.5p-48.68x2.5=-22.8KN?mM=-23.96KN?mk???可得：C6Ze6‘M=-23.96KN?mk5i：i.-iinr■15.81HT亡” 30.23KH聽甌1__1T.託EHfm51.1,:-ntkitikJIL匕1550-J1HT<15.S1HTlSEU'inM=-12.46KN?mk恒載作用下的彎矩圖如圖919.4723.169.52 -21.9911-19.47 43.55/IK.. ,.-Z IVl7」」丄-丄譏嶋17.75 33.93”]-LjLJ—l-"6；T813.6 34.0921.9911-21.9911-21.9911-21.9911-22.2711.64-19.144.91筆，"13.64 L-細，.「117」71、 13.6? 71■--L-111右11；0.64f-1-丄LL-」—-1-"6.83芻 14.0 35.；4.23‘II丨丨II3.14.6452.7827.3827.3823.967.678.81.16泌7.1147.26「19.213.6346.51——14.4‘32.31——16.15丄」*6.51、34.09/6.5113?6 34.098.816%17」」丄丄丄」.31-16.1532.31——16.158.8113.613.66.5134.09J.--6.5134.09.-■-f.517.11.517.11rr8.816.557.268.818.812.4604匕8.358.81!.31.52圖9恒荷載作用下的彎矩圖（單位KN/m）3.1.2恒載作用下框架的剪力計算由簡圖和推導公式進行計算梁AC段:EM=0AM-M-A2qi2-qb?i=ocM-MQ二——A BBEM=0B-丄qll2M-M-ql2-Q?AB2 AE‘段前已算出.l=0cM-MQ二——A BA+-ql2柱：工M=0C-MDQdh=0M=0D-M—DQdh=0M+M C D

hM+M C D

hbl'16.1516.6414.59.31-16.15.8-21.1732.31-16.157.13'^E梁：A6＇C6＇：QA66C6＇=19.47-43.55+丄x22.34x4.2=41.18KN24.2A5＇C5＇：3?4層:2層：1層：QAQaQa＇4＇/、2/441.1811.036.84—7.337.337.337.337.21QC66QA5QC5C4C2‘Ci'37.2537.2537.25+汀37.258.621.312537.34

+汀.15A6＇C5＇A5＇1947-4355 1= - -—x32.34x4.2=—52.64KN24.2=^33'93+2x19.11x4.2=37.57KN4.2=23.16-33.93-1x19.11x4.2=-42.7KN2=37.25=37.34=36.15KNKNKN4.2QC4qC2，Qc；41.18A4AA=—43.01KN=—42.93KN=-44.12KN其計算結(jié)果參見圖105.46 —4.23一一4.34c4.344.344.344.29-X>.5.06宀0.81制1?8.84427沁.41山8943.01 …““二5.0.4111.8943.01 ——■.....50.41 11.8943.01 89.?50.41 11.8943.01 Z>50.4111.894霊14「11「8942.93、一■-尋0.4111.8944.1211.89C圖10恒荷載作用下的剪力圖（單位：KN）3.1.3恒荷載作用下框架的軸力計算48.6845.8145.8145.8145.81O45.8145.81—45.81Q45.8115.53+10.1810.7710.7710.7710.77+■ 10.2512.743.24圖11恒荷載作用下的軸力圖（單位：KN）3.2活荷載作用下框架的內(nèi)力計算3.2.1樓面活載作用下框架的內(nèi)力計算由于樓面活載V4.0KN/m2，故按活載滿布的情況計算。為減小誤差，將最終結(jié)果中，梁的跨中彎矩擴大1.2倍，支座彎矩不變。3.2.1.1樓面活載作用下框架的彎矩計算MA'c'=5.62KN?mA'C'MA'c'=5.62KN?mA'C'跨：MA'c12Mc'E‘=-彳236出632=—2.82KN?mCE，跨:Me'MMc'E‘=-彳236出632=—2.82KN?mCE，跨:Me'Me'Mc'Me'Mc'￡.iriJMJ1m■i.2i FIISET .-42.O&Wmq a i i. j r中 1 尸i+1.1.—t 1LJLLkIc'E‘C'c'4.52=-組236出63=1.41KN?m4.52=12x2.0664.52=—3-48KN?m=3.48KN?m=1.15633=_1.264.52X(4x4.5—3x3)=—1.15KN?m=_1.15632=_1.264.52=1.73KN?mx(6x4.52—8x4.5x3+3x32)…=—2.82—3.48—1.15=—7.45KN?mcEMe'c'=1.41+3.48+1.73=6.62KN?mEc上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.5570.4430.260.4980.2420.4260.574-5.625.62-7.456.623.132.490.480.910.44-2.82-3.801.010.241.250.31-1.410.22-1.21-0.70-0.55-0.04-0.07-0.040.420.573.44-3.447.311.15-8.454.44-4.440.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.571.010.160.800.460.31-0.900.15-1.21-1.90-0.98-0.98-0.78-0.11-0.22-0.22-0.110.801.081.082.602.04-4.646.620.840.70-8.165.78-2.55-3.240.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.011.010.160.800.300.31-0.900.15-1.21-1.21-0.78-0.78-0.62-0.09-0.17-0.17-0.080.610.830.832.242.24-4.486.650.740.75-8.145.60-2.80-2.800.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.01-1.210.160.800.300.36-0.900.15-0.78-1.210.010.020.01-0.10-0.19-0.19-0.090.500.670.673.030.82-3.856.640.730.78-8.155.48-2.52-2.950.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-5.625.62-7.456.622.411.291.920.380.720.380.35-2.16-2.91-1.561.010.19-0.960.30-1.080.18-1.21-0.51-0.27-0.410.360.680.360.330.340.450.242.901.01-3.925.391.710.75-7.854.98-2.46-2.530.51A0.47E'-1.238.463.443.444.642.04匚4.48"2.24L7.31It 7-111丄」"i. 3.05 6.1冷7丄］L丄”0.7V< 2.79 6.4.482.24-4.482.24-4.482.24-4.482.24l3.85'0.81l2.24‘7?丄止L」」”0.75二XJ：「6%f2.24”」」Ll-丄」0.7‘5$》 2.866.65”.f丁A?丄丄Hi」」％；其* 2.866.65””f2.866652.24“7、」」口-」-」"0.75匸丄 2.86 63.03。丄-」3.921.02口0.77壬3.18 5.39 3.774.5.78—2.3.242.83-75.595.'2.831A上0.51 C出0.47圖9活荷載作用下的彎矩圖（單位KN/m）321.3活荷載作用下框架的軸力計算06zII'2.83dZ5.59=v5--/‘5.595.5.595..83‘5.485.595.2.1.23445559595959595346圖11活荷載作用下的軸力圖（單位：KN）2.010.677.511.430.487.511.490.5-7.511.490.57.511.490.57.511.490.57.361.760.497.1-8.791.247.67

Q0.83 —0.270.228.94 1.098.79+849滲79 1.098.54 ''8.79 1.098.17O8.17_Q_8.17~O+ 2.56+1.791.89富「098.54f—一?：§.791.098.17O8.17-1.891.898.8579 !.098.69 —迅79 1.098.3779 1.09c?圖10活荷載作用下的剪力圖（單位：KN）8.17-8.17-8.178.171.890.66322風荷載作用下內(nèi)力分析。采用D值法，其計算結(jié)果如下:10.25KNa=0.284D=12939V6=10.25knVA'=D?Vc/ED=2.73ED=48512a=0.335D=23272V6=10.25knVcz=4.92kna=0.27D=12301V6=10.25knV=2.6kn9.9KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V5=20.15knV5=20.15knV5=20.15knVA‘=5.37knVcz=9.67knV=5.11kn9.2KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V4=29.35knV4=29.35knV4=29.35knVaz=7.83knV=14.08knV=7.44kn8.47KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=37.82knV3=37.82knV3=37.82knVaz=10.09knVcz=18.14knVz=9.59E7.71KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=45.53knV2=45.53knV2=45.53knVaz=12.14knV=21.84knV=11-55kn6.96KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V]=52.49knV]=52.49knV]=52.49knVaz=14.00knVcz=25.18knV=13.31kn6.14KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=58.63knV3=58.63knV3=58.63knVaz=15.64knVcz=28.13knV=14.87kn5.2KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=63.83knV2=63.83knV2=63.83knVaz=17.03knVcz=30.62knV=16.19kn7.86KNa=0.57ED=14298a=0.614a=0.557D=3950D=6488D=3860V]=71.7KNV]=71.7kNV]=71.7kNVaz=19.81knVj=32.53knV=19.36knACE，風荷載作用下：框架的內(nèi)力值：柱上端彎矩：M上二V-h(1-y)柱下端彎矩：Mf=V-h-yk=°?794（2?9）k=1.487（底）k=1.006k=1.885k=0.741yo=0.30丫1=丫2=丫3=°yo=0.35丫1=丫2=丫3=°yo=0.30y=0.30l-y=0.70y=0.351-y=0.65y=0.30M=5.74M=2.46M=9.59M=5.16M=5.46上y=0.40Jo丫戸2=丫3=°yo=0.40丫戸2=丫3=0y=0.371Joy=0.40l-y=0.60y=0.40l-y=0.60y=0.371M=9.67M=6.45M=17.4M=11.6M=9.64上y=0.45Jo丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.421J0y=0.45l-y=0.55y=0.45l-y=0.55y=0.421M=12.92M=10.57M=23.23M=19.01M=12.93上y=0.45J0y=0.45J0丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=16.65M=13.62M=29.94M=24.49M=15.82yo=0.45丫1=丫2=丫3=°yo=0.45丫1=丫2=丫3=°yo=0.45y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=20.04M=16.39M=36.04M=29.49M=19.05y=0.45J0丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.45J0y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=23.1M=18.9M=41.55M=33.99M=21.96y=0.45J0丫戸2=丫3=°yo=0.50丫戸2=丫3=0y=0.45J0y=0.45l-y=0.55y=0.50l-y=0.55y=0.45M=25.8M=21.11M=42.19M=42.19M=24.53上yo=0.50y1=y3=0y2=-0.05yo=0.50y1=y3=0y2=-0.017yo=0.50y=0.45l-y=0.55y=0.483l-y=0.517y=0.45M=28.09M=22.99M=47.5M=44.37M=26.71上y=0.601J0丫戸2=丫3=°yo=0.562丫戸2=丫3=0y=0.611J0y=0.601l-y=0.399y=0.562l-y=0.438y=0.611M=44.42上M=66.9下M=80.08上M=102.75下M=42.32上Ak-1..388y1=y2=y3=01-y=0.70M=2.34下y1=y2=y3=01-y=0.629M=5.69下y1=y2=y3=01-y=0.579M=9.4下y1=y2=y3=01-y=0.55M=12.95下y1=y2=y3=01-y=0.55M=15.59下y1=y2=y3=01-y=0.55M=17.97下y1=y2=y3=01-y=0.55M=20.07下yi=y3=°y2=-°.°51-y=0.55M=21.85下y1=y2=y3=01-y=0.389M=66.47下3.221風荷載作用下框架的彎矩計算圖15風荷載作用下框架的彎矩圖（單位KN.m）3.2.2.2風荷載作用下框架的剪力計算1.021.092.274.92已1.042.153.569.67 叮:：3.134.044.865.66.256.817.92心2.047.87已2.9818.14亠3.921.844.6225.185.3228.135.9520.016.4727.61■：,：=+32.537.7413.60嚴:500 14.086197.268.019.1012.55 30.6215.96A C圖11風荷載作用下框架的剪力圖（單位：KN）3.223風荷載作用下框架的軸力計算圖11風荷載作用下框架的軸力圖（單位：KN）圖11地震作用下框架的軸力圖（單位：KN）322地震作用下內(nèi)力分析。采用D值法。其計算步驟和結(jié)果如下:302KNa=0.284D=12939V6=302knVA'=D?Vc/ED=6.13ED=a=0.335D=23272V6=302knVCz=11.2KNa=0.27D=12301V6=302knVz=5.83KNE503KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V5=503knV5=503knV5=503knVz=10.71KNAVCz=19.17KNV'=10.15KNE670KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V4=670knV4=670knV4=670knVz=14.78KNAVCz=26.59KNV7=14.06KNE812KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=812knV3=812knV3=812knVz=18.33KNAVCz=33.00KNV7=17.43KNE938KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=938knV2=938knV2=938knVz=21.37KNAVCz=38.43KNV7=20.31KNE1041KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V]=1041KNV]=1041KNV]=1041KNVz=23.88KNAVCz=4