建筑橫向框架計算簡圖設計案例2700字

建筑橫向框架計算簡圖設計案例綜述目錄TOC\o"1-3"\h\u28626建筑橫向框架計算簡圖設計案例綜述 1195321.1.1框架梁荷載計算 2155681.1.2柱集中荷載計算 4板傳至梁上的三角形或梯形荷載等效為均布荷載，荷載的傳遞示意圖如圖所示。圖1.1荷載傳遞示意圖按彈性理論設計計算梁的支座彎矩時，可按支座彎矩等效的原則，按下式將三角形荷載和梯形荷載等效為均布荷載pe：三角形荷載作用：梯形荷載作用：其中：g，q—分別為板面的均布恒荷載以及均布活荷載；l01，l02—分別為短跨、長跨的計算跨度。AB跨左板梯形荷載轉換系數(shù)：α1=0.5×4.5/7.5=0.3AB跨右板梯形荷載轉換系數(shù)：α1=0.5×4.5/7.5=0.3BC跨左板梯形荷載轉換系數(shù)：α1=0.5×3/4.5=0.33BC跨左板梯形荷載轉換系數(shù)：α1=0.5×3/4.5=0.33CD跨左板梯形荷載轉換系數(shù)：α1=0.5×4.5/7.5=0.3CD跨板梯形荷載轉換系數(shù)：α1=0.5×4.5/7.5=0.3由第三章計算可知：表1.1荷載統(tǒng)計類型恒載活載墻體自重梁自重屋面樓面屋面辦公室走廊標準層女兒墻AB跨BC跨CD跨荷載(kN/m2)4.2243.550.522.54.561.713.6252.2153.6251.1.1框架梁荷載計算AB跨梁荷載計算首先判斷AB跨板是否為雙向板：l02/l01=7.5/4.5=1.67<3，為雙向板（1）屋面板傳遞給梁的荷載：恒載：4.224×5/8×4.5/2+4.224×5/8×4.5/2=11.88kN/m活載：0.5×5/8×4.5/2+0.5×5/8×4.5/2=1.41kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×4.5/2+3.55×5/8×4.5/2=9.98kN/m活載：2×5/8×4.5/2+2×5/8×4.5/2=5.63kN/mAB跨梁自重標準值：3.625kN/m；AB跨墻體自重標準值：4.56kN/m故AB跨梁均布荷載為：（3）屋面梁：恒載=AB跨梁自重+屋面板傳遞的荷載=3.625+11.88=15.51kN/m活載=屋面板傳遞的荷載=1.41kN/m（4）樓面梁：恒載=AB跨梁自重+樓面板傳遞的荷載+AB跨墻體自重=3.625+9.98+4.56=18.17kN/m活載=樓面板傳遞的荷載=5.63kN/mBC跨梁荷載計算首先判斷BC跨板是否為雙向板：l02/l01=4.5/3=1.50<3，為雙向板（1）屋面板傳遞給梁的荷載：板為雙向板，根據(jù)彈塑性分析可取折減系數(shù)取5/8恒載：4.224×5/8×3/2+4.224×5/8×3/2=7.92kN/m活載：0.5×5/8×3/2+0.5×5/8×3/2=0.94kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×3/2+3.55×5/8×3/2=1.66kN/m活載：2.5×5/8×3/2+2.5×5/8×3/2=4.69kN/mBC跨梁自重標準值：2.215kN/m；（3）屋面梁：恒載=BC跨梁自重+屋面板傳遞的荷載=2.215+7.92=10.14kN/m活載=屋面板傳遞的荷載=0.94kN/m（4）樓面梁：恒載=BC跨梁自重+樓面板傳遞的荷載=2.215+1.66+0=8.88kN/m活載=樓面板傳遞的荷載=4.69kN/mCD跨梁荷載計算首先判斷CD跨板是否為雙向板：l02/l01=7.5/4.5=1.67<3，為雙向板（1）屋面板傳遞給梁的荷載：恒載：4.224×5/8×4.5/2+4.224×5/8×4.5/2=11.88kN/m活載：0.5×5/8×4.5/2+0.5×5/8×4.5/2=1.41kN/m（2）樓面板傳遞給梁的荷載：恒載：3.55×5/8×4.5/2+3.55×5/8×4.5/2=9.98kN/m活載：2×5/8×4.5/2+2×5/8×4.5/2=5.63kN/mCD跨梁自重標準值：3.625kN/m；CD跨墻體自重標準值：4.56kN/m故CD跨梁均布荷載為：（3）屋面梁：恒載=CD跨梁自重+屋面板傳遞的荷載=3.625+11.88=15.51kN/m活載=屋面板傳遞的荷載=1.41kN/m（4）樓面梁：恒載=CD跨梁自重+樓面板傳遞的荷載+CD跨墻體自重=3.625+9.98+4.56=18.17kN/m活載=樓面板傳遞的荷載=5.63kN/m1.1.2柱集中荷載計算在計算出每一跨的均布荷載之后，還需要對每一個柱的集中荷載進行計算。A柱集中荷載計算：（1）頂層柱：恒載=女兒墻自重+縱梁自重+AB梁自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+次梁自重=1.71×2.25+1.71×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=121.56kN梁柱偏心彎矩：M=0×121.56=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25=9.36kN梁柱偏心彎矩：M=0×9.36=0kN·m（2）標準層柱：恒載=墻體自重+縱梁自重+AB梁自重+AB跨墻體自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+次梁自重=4.56×2.25+4.56×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+9.98×7.2/2+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=143.18kN梁柱偏心彎矩：M=0×143.18=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=5.63×7.2/2+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25=37.42kN梁柱偏心彎矩：M=0×37.42=0kN·mB柱集中荷載計算：（1）頂層柱：恒載=縱梁自重+AB梁自重+BC梁自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+0+0+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+7.92×2.4/2+2.92×0/4+2.92×7.2/4+2.92×0/4+2.92×7.2/4=154.36kN梁柱偏心彎矩：M=0×154.36=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.94×2.4/2=13.25kN梁柱偏心彎矩：M=0×13.25=0kN·m（2）標準層柱：恒載=縱梁自重+AB梁自重+BC梁自重+AB跨墻體自重+墻體自重+AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+4.56×2.25+4.56×2.25+9.98×7.2/2+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+1.66×2.4/2+2.92×0/4+2.92×7.2/4+2.92×0/4+2.92×7.2/4=173.44kN梁柱偏心彎矩：M=0×173.44=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載=5.63×7.2/2+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+4.69×2.4/2=51.85kN梁柱偏心彎矩：M=0×51.85=0kN·mC柱集中荷載計算：（1）頂層柱：恒載=縱梁自重+CD梁自重+BC梁自重+CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載++BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+0+0+11.88×7.2/2+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.33^2+0.33^3)×3/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+7.92×2.4/2+2.92×7.2/4+2.92×0/4+2.92×7.2/4+2.92×0/4=154.36kN梁柱偏心彎矩：M=0×154.36=0kN·m活載=CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.33^2+0.33^3)×3/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.94×2.4/2=13.25kN梁柱偏心彎矩：M=0×13.25=0kN·m（2）標準層柱：恒載=縱梁自重+CD梁自重+BC梁自重+CD跨墻體自重+墻體自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的梯形荷載+BC跨板傳遞的三角形荷載+次梁自重=3.625×2.25+3.625×2.25+3.625×7.2/2+2.215×2.4/2+4.56×7.2/2+4.56×2.25+4.56×2.25+9.98×7.2/2+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.33^2+0.33^3)×3/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+3.55×(1-2×0.3^2+0.3^3)×4.5/2×2.25+1.66×2.4/2+2.92×7.2/4+2.92×0/4+2.92×7.2/4+2.92×0/4=173.44kN梁柱偏心彎矩：M=0×173.44=0kN·m活載=CD跨板傳遞的梯形荷載+BC跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+BC跨板傳遞的三角形荷載=5.63×7.2/2+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2.5×(1-2×0.33^2+0.33^3)×3/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.69×2.4/2=51.85kN梁柱偏心彎矩：M=0×51.85=0kN·mD柱集中荷載計算：（1）頂層柱：恒載=女兒墻自重+縱梁自重+CD梁自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+次梁自重=1.71×2.25+1.71×2.25+3.625×2.25+3.625×2.25+3.625×7.2/2+11.88×7.2/2+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+4.224×(1-2×0.3^2+0.3^3)×4.5/2×2.25+2.92×7.2/4+2.92×7.2/4=121.56kN梁柱偏心彎矩：M=0×121.56=0kN·m活載=AB跨板傳遞的梯形荷載+AB跨板傳遞的三角形荷載=1.41×7.2/2+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25+0.5×(1-2×0.3^2+0.3^3)×4.5/2×2.25=9.36kN梁柱偏心彎矩：M=0×9.36=0kN·m（2）標準層柱：恒載=墻體自重+縱梁自重+CD梁自重+CD跨墻體自重+CD跨板傳遞的梯形荷載+CD跨板傳遞的三角形荷載+次梁自重=4.56×2.25+4.56×2.25+