風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力計算

風(fēng)荷載作用下框架結(jié)構(gòu)的內(nèi)力計算5.1風(fēng)荷載標(biāo)準(zhǔn)值計算風(fēng)壓標(biāo)準(zhǔn)值計算公式為：3k=3ZuSuZ?0本地區(qū)基本風(fēng)壓為：30=0.3kN/m2樓高HV30m,可取BZ=1.0;對于矩形截面，比=1.3;地面粗糙類別為C類；查表得口z=°.74。風(fēng)荷載標(biāo)準(zhǔn)值計算層次BZHsHZ3 (kN/m2)03(kN/m2)kz(m)411.30.740.30.288615.25311.30.740.30.288611.55211.30.740.30.28868.25111.30.740.30.28864.95轉(zhuǎn)化為集中荷載(受荷面與計算單元同，?、?、⑧軸線橫向框架進行計算)4層：FW4k=0.2886X6.4x(3.7/2+0.9)=5.08kN3層：FW3K=0.2886x6.4x(3.7+3.3)/2=6.46kN2層：FW2K=0.2886X6.4X3.3=6.10kN1層：FW1K=0.2886x6.4x(3.3+4.95)/2=7.62kNFWK0.28865.08kNFFWK0.28865.08kNFWK0.28866.46ikNFWK 0.28866.10kNFT/0.28867.62kN0.28860.2886框架受風(fēng)荷載作用圖（標(biāo)準(zhǔn)值）圖5.1框架受風(fēng)荷載作用圖5.2風(fēng)荷載作用下內(nèi)力計算本結(jié)構(gòu)風(fēng)荷載分布為均布荷載，內(nèi)力計算采用D值法，y0和地震作用下采用的一樣。風(fēng)作用下框架柱剪力和柱端彎矩標(biāo)準(zhǔn)值柱層h(m)iV(kN)iED(kN/m)ijDik(kN/m)D/EDik ijV(kN)ikKyM(kN?下43.75.0850313136320.2711.3760.3920.251.27邊柱A33.311.5465385174390.2673.0780.3510.3753.8123.317.6465385174390.2674.7050.3510.4657.2214.9525.2640713140960.346&7460.5250.72531.3943.75.0850313171910.3421.7360.5210.31.93邊柱D33.311.5465385220730.3383.8960.4660.45.1423.317.6465385220730.3385.9550.4660.458.8414.9525.2640713154110.3799.5620.6870.6530.7643.75.0850313194900.3871.9681.8950.4553.31中柱C33.311.5465385258730.3964.5661.6880.456.7823.317.6465385258730.3966.9801.6880.5512.6714.9525.2640713112060.2756.9532.5320.5518.93

風(fēng)荷載作用下梁端剪力及柱軸力標(biāo)準(zhǔn)值層次AC跨梁CD跨梁柱軸力NM(kNtm)E左M(kNtm)E右L(m)V(kN)bM(kN-m)E左M(kN-m)E右L(m)V(kN)b邊柱A43.822.2&50.7128.994.56.45.230.7137.624.99&51.486.619.16.42.452.19212.127.37&52.299.7815.956.44.024.48119.1312.11&53.6816.0525.416.46.488.16圖5.2