地震作用內(nèi)力計(jì)算好了

東南大學(xué)畢業(yè)設(shè)計(jì)PAGE76-八地震作用內(nèi)力計(jì)算一重力荷載代表值計(jì)算1．屋面雪荷載標(biāo)準(zhǔn)值Qsk=0.65×7×8.4×3×7.2=0.65×1270=826kN2．樓面活荷載標(biāo)準(zhǔn)值Q1k=Q2k=Q3k=Q4k=2.5×[4.2×7.2+8.4×3.6+1.8×8.4×7]+2.0×(7.2×4.2×25+8.4×3.6+5.4×4.2×14)=2.5×166.32+2.0×1103.76=2623kN3．屋蓋、樓蓋自重G5k=25×{1270×0.1+0.3×(0.8-0.1)×8.4×7×4+0.2×(0.5-0.1)×8.4×7+0.2×(0.5-0.1)×(7.2+7.2+5.4)×7+0.3×(0.7-0.1)×7.2×16+0.2×(0.5-0.1)×5.4×8+0.2×(0.5-0.1)×1.8×6}+(20×0.02+(0.216+0.05)÷2×14+0.04×14.5+17×0.02+0.36)×1270=25×217.24+3.54×1270=9927kNG4k=G3k=G1k=G2k=25×217.24+(20×0.02+17×0.02+0.65+1.5)×1270=9101kN4．女兒墻自重G’=1.0×(8.4×7)×(18×0.2+17×0.02×2)=58.8×4.28=252kN5．二～五層墻柱等自重柱自重(0.6×0.6×3.5×25+4×0.6×3.5×0.02×17+0.5×0.5×3.5×25+4×0.5×3.5×0.02×17)×16=938kN門面積2.4×1.0×28=67.2m2窗面積1.5×1.8×16=43.2m2門窗自重67.2×0.2+43.2×0.4=31kN墻體自重{3.5×(8.4×24+7.2×18)}×0.2×18=4173kN小計(jì) 5142kN6．底層墻柱等自重柱自重(0.6×0.6×4.0×25+4×0.6×4.0×0.02×17+0.5×0.5×4.0×25+4×0.5×4.0×0.02×17)×16=1072kN門面積2.4×1.0×28=67.2m2窗面積1.5×1.8×16=43.2m2門窗自重67.2×0.2+43.2×0.4=31kN墻自重{3.5×(8.4×24+7.2×18)}×0.2×18=4173kN小計(jì) 5276kN各層重力荷載代表值匯總?cè)缦拢憾降卣鹱饔糜?jì)算1．各層D值匯總（D單位：104kN/m）計(jì)算過程見下表層次B邊柱(根)B邊柱DC中柱(根)C中柱DD中柱(根)D中柱DE邊柱(根)E邊柱D∑D五80.8382.983.8181.8875.36四80.8382.983.8181.8875.36三80.8382.983.8181.8875.36二80.8382.983.8181.8875.36一80.6481.6481.2980.935.762．頂點(diǎn)位移計(jì)算（將重力荷載代表值Gi作為水平荷載）uT=++++=3．基本自振周期4．基本自振周期水平地震影響系數(shù)設(shè)計(jì)地震分組第一組，場(chǎng)地類別Ⅱ類，Tg=0.35s，地震加速度0.10g，多遇地震下αmax=0.085．結(jié)構(gòu)底部剪力標(biāo)準(zhǔn)值6．各層水平地震作用標(biāo)準(zhǔn)值，故需考慮頂部附加地震作用7．各層水平地震層間剪力樓層水平地震剪力最小值驗(yàn)算如下：樓層最小地震剪力系數(shù)λ=0.016，，，故滿足要求8．多遇地震下彈性層間位移計(jì)算過程見下表樓層hi(m)Vi(kN)∑Di(104kNN/m)Δue(m)θe[θe]五3.5625.775.360.0008330.0002441/550=四3.51229.61175.360.0016330.0004770.001822三3.51698.03375.360.0022550.000644二3.52030.96675.360.00270.000777一5.12229.24435.760.0062330.001222故滿足要求三一榀框架內(nèi)力計(jì)算（KJ1）本節(jié)計(jì)算以左震為例。1．層間剪力在各柱分配計(jì)算過程見下表樓層E邊跨D中跨B邊跨C中跨五四三二一2．反彎點(diǎn)高度確定計(jì)算過程見下表樓層KαD(104kNN/m)y0Iy1α2y2α3y3yhh-yhB邊柱五0.480.190.830.2910——101.022.48四0.480.190.830.391010101.372.13三0.480.190.830.451010101.581.92二0.480.190.830.511010101.781.72一0.710.450.640.695—00.690——3.541.56E邊柱五1.50.431.880.37510——101.312.19四1.50.431.880.451010101.581.92三1.50.431.880.4751010101.661.84二1.50.431.880.51010101.751.75一2.180.640.90.632—00.690——3.221.88D中柱五1.440.423.810.37210——101.32.2四1.440.423.810.451010101.581.92三1.440.423.810.4721010101.651.85二1.440.423.810.51010101.751.75一2.10.441.290.64—00.690——3.261.84C中柱五0.950.322.90.3510——101.232.27四0.950.322.90.4251010101.492.01三0.950.322.90.451010101.581.92二0.950.322.90.51010101.751.75一1.390.561.640.65—00.690——3.321.783．柱端彎矩計(jì)算（單位：kN?m）34.1969.5954.6617.0920.4541.1229.627.0358.89119.3795.1128.8448.4698.2370.5118.5577.94158.82125.4535.9070.32141.65103.2429.5588.67179.69136.7838.4888.67179.69136.7839.82105.49147.97181.9962.24180.67262.17339.4