【《某4层行政办公楼建筑工程的框架内力组合计算过程案例》3100字】

-PAGE2-某4层行政办公楼建筑工程的框架内力组合计算过程案例目录TOC\o"1-3"\h\u104351工程设计资料 1117011.1建筑设计概况 1162221.2其他设计资料 2198012结构设计方案 2115762.1框架结构布置 2143592.1.1结构平面布置 2522.1.2结构竖向布置 3299802.1.3结构计算简图 3226172.2主要构件截面尺寸的初选 7111892.2.1横向框架梁截面尺寸预估 7126922.2.2纵向框架梁截面尺寸预估 7313722.2.3次梁截面尺寸预估 8165362.2.4楼板厚度预估 8147332.2.5框架柱截面预估 891092.3材料的选择 810752.3.1混凝土 8281342.3.2钢筋 859092.3.3围护结构墙体 935542.3.4雨棚做法 989263框架内力组合 9180303.1框架梁内力组合 920813.2框架柱内力组合 141工程设计资料1.1建筑设计概况华侨城某行政办公楼采用现浇钢筋混凝土结构，总层数为4层。平面图近似一个的矩形，建筑面积约为5000。首层层高4.5m，2～4层高为3.6m，建筑物总高度为16.1m。建筑主要形式采取内廊式，主要功能房间为办公室、会议室、档案室等。屋面防水等级为Ⅱ级，屋面工程从上到下为：20mm后细石混凝土保护层；1.5mm厚SBS防水卷材；配套基层及卷材胶粘剂结合层；20mm厚1：3水泥砂浆找平层；100mm厚挤塑型聚苯保温板保温层；一毡二油隔汽层；冷底子油两道结合层；20mm厚1：3水泥砂浆找平层；轻集料混凝土找坡层，，最薄处为30mm厚。建筑填充墙采用240mm厚蒸压加气混凝土砌块。女儿墙高为0.8m，厚度为240mm的钢筋混凝土墙体。外墙装饰采用混合砂浆抹底，粘贴瓷砖。建筑内部各墙体，楼地面和顶棚的做法如表1.1所示。表1.1楼地面、内墙和顶棚做法部位办公室会议室档案室卫生间楼梯间，走廊楼地面玻化砖面层花岗岩面层墙面无机涂料，刷乳胶漆釉面砖面层混合砂浆抹灰刷乳胶漆顶棚板底腻子刮平，刷乳胶漆铝合金龙骨石膏板吊顶板底腻子刮平刷乳胶漆建筑首层采用钢化玻璃门，内部各房间采用木质夹板门，窗采用塑钢中空玻璃窗。室内地坪相对标高为，室内外高差为0.450m。1.2其他设计资料建筑物的设计使用年限为50年，建筑安全等级为二级，耐火等级为二级。该工程所在地基本风压为，基本雪压为。建筑所在区抗震设防烈度为7度，做抗震设防要求，地震分组为二组设计地震基本加速度为0.15g。建筑物所处场地类别为Ⅱ类，属于非液化场地。2结构设计方案2.1框架结构布置2.1.1结构平面布置本工程采取内廊式三跨布置，柱网及梁分布如图2.1~2.3所示。根据本工程现浇板长跨尺寸与短跨的比值，所有板都为双向受力。一层设计了支撑雨棚的梁和柱。轴线EQ\o\ac(○,8)~EQ\o\ac(○,11)设次梁，其余位置不设次梁。2.1.2结构竖向布置底层柱高取基础顶部到第二层楼板顶面的高度，现拟定基础顶部标高为-0.900m,室外标高为-0.450m，二层楼板顶面标高为4.500m，则底层柱高。其余层柱高取两层之间的高度，。2.1.3结构计算简图取⑥轴横向框架进行计算，计算简图如图2.4所示。图2.4竖向结构框架计算简图（⑥轴）图2.1一层柱网及梁分布图图2.2二、三层柱网及梁分布图图2.3四层柱网及梁分布2.2主要构件截面尺寸的初选2.2.1横向框架梁截面尺寸预估长跨CD,EG跨梁高度：，取h=600mm；梁宽度：，取b=250mm。短跨DE跨梁高度：，为了便于施工，取梁高度与CD,EG跨相同，即h=600mm；梁宽度：，取b=250mm。2.2.2纵向框架梁截面尺寸预估轴线1~8,11~18梁高度：，取h=400mm；梁宽度：，取b=200mm。轴线8~11梁高度：，取h=900mm；梁宽度：，取b=350mm。2.2.3次梁截面尺寸预估梁高度：，取h=500mm；梁宽度：，取b=200mm。2.2.4楼板厚度预估双向板板厚：，取h=120mm。2.2.5框架柱截面预估由于采用横、纵向承重方向，采用方形截面。柱边长：。本工程为二级建筑且超过二层，宽度和高度不宜小于400mm，取b=500mm。2.3材料的选择2.3.1混凝土本工程现浇梁板柱及基础使用的混凝土为C35强度的混凝土。2.3.2钢筋本工程现浇框架梁和框架柱采用HRB335钢筋和HRB400钢筋，其箍筋采用HPB300的钢筋；混凝土板采用HPB300钢筋。本工程为一类环境，梁和柱钢筋保护层厚度为20mm，板钢筋保护层厚度为15mm。2.3.3围护结构墙体以下的基础填充墙，采用MU15蒸压灰砂砖和M10水泥砂浆砌筑。以上内、外填充墙,采用M5混合砂浆砌筑MU5加气混凝土砌块砌体。女儿墙采用C35钢筋混凝土墙体。2.3.4雨棚做法南北雨棚都采用钢筋混凝土现浇的梁板柱，板厚取120mm；梁宽250mm；梁高500mm；柱用mm。面层做法从上到下为：20mm后细石混凝土保护层；1.5mm厚SBS防水卷材；配套基层及卷材胶粘剂结合层；20mm厚1：3水泥砂浆找平层；轻集料混凝土找坡层，，最薄处为30mm厚。顶棚做法为板底腻子刮平，刷乳胶漆。3框架内力组合本工程内力组合采用基本组合、风荷载主导内力组合、活荷载主导内力组合和地震主导内力组合四种组合中各构件的最大值，并以此为设计值计算框架梁、框架柱的配筋。基本组合=;风荷载主导=;活荷载主导=；地震主导=。3.1框架梁内力组合四层框架梁内力组合如表8.1所示；三层框架梁内力组合如表8.2所示；二层框架梁内力组合如表8.3所示；一层框架梁内力组合如表8.4所示。表8.1四层框架梁内力组合（单位）四层基本组合风荷载主导活荷载主导地震主导梁跨截面内力左风右风左震右震设计值CD左端M-90.17-75.38-60.79-82.95-103.65-75.71-99.08-103.65V97.0292.7280.6496.60102.6391.6297.83102.63右端M-100.77-115.69-103.26-113.88-92.98-108.12-88.67-115.69V-97.02-101.33-89.25-102.63-96.60-97.83-91.62-102.63DE左端M-42.13-37.41-27.27-41.00-47.62-29.65-50.76-50.76V17.2313.3011.3114.9120.418.0525.6625.66右端M-42.13-46.86-36.72-47.62-41.00-50.76-29.65-50.76V-17.23-21.16-19.17-20.41-14.91-25.66-8.05-25.66EG左端M-100.77-85.72-73.29-92.90-113.96-88.67-108.12-113.96V97.0292.6680.5896.56102.6791.6297.83102.67右端M-90.17-105.20-90.61-103.82-82.78-99.08-75.71-105.20V-97.02-101.39-89.31-102.67-96.56-97.83-91.62-102.67CD跨中M68.9468.9461.1170.6270.6267.4567.4570.62DEM-38.76-38.76-29.90-40.66-40.66-37.08-37.08-40.66EGM68.9468.9461.1170.6270.6267.4567.4570.62表8.2三层框架梁内力组合（单位）三层基本组合风荷载主导活荷载主导地震主导梁跨截面内力左风右风左震右震设计值CD左端M-125.28-97.08-44.43-116.82-156.30-84.75-145.75-156.30V112.27104.1454.45117.22128.6193.04112.57128.61右端M-120.30-146.89-93.91-150.27-113.04-147.06-73.35-150.27V-112.27-120.40-70.71-128.61-117.22-112.57-93.04-128.61DE左端M-25.085.0018.73-6.97-49.085.29-50.22-50.22V17.17-7.90-16.021.3636.45-7.5138.7538.75右端M-25.08-55.17-41.44-49.09-6.96-50.225.29-55.17V-17.17-42.23-34.11-36.45-1.36-38.757.51-42.23EG左端M-120.30-93.70-40.72-113.04-150.27-73.35-147.06-150.27V112.27104.1454.45117.22128.6193.05112.55128.61右端M-125.28-153.48-100.83-156.30-116.82-145.75-84.75-156.30V-107.42-115.55-75.56-121.68-110.29-109.56-90.04-121.68CD跨中M71.4271.4239.0078.3778.3765.2565.2578.37DEM-22.44-22.44-9.93-25.13-25.13-20.06-20.06-25.13EGM71.4271.4239.0078.3778.3765.2565.2578.37表8.3二层框架梁内力组合（单位）二层基本组合风荷载主导活荷载主导地震主导梁跨截面内力左风右风左震右震设计值CD左端M-123.34-80.56-26.46-104.99-164.88-61.49-164.58-164.88V112.66100.8151.25114.99131.5887.75118.69131.58右端M-121.09-160.06-106.41-159.87-105.31-166.08-55.66-166.08V-112.66-124.51-74.95-131.58-114.99-118.69-87.75-131.58DE左端M-25.9738.7449.7016.98-73.6224.66-72.42-73.62V17.17-36.74-44.87-18.8356.65-24.8456.0856.65右端M-25.97-90.66-79.70-73.6016.97-72.4224.66-90.66V-17.17-71.08-62.95-56.6518.83-56.0824.84-71.08EG左端M-121.09-82.12-28.47-105.31-159.87-55.66-166.08-166.08V112.66100.8151.25114.99131.5887.75118.69131.58右端M-123.34-166.12-112.02-164.88-104.99-164.58-61.49-166.12V-112.66-124.51-74.95-131.58-114.99-118.69-87.75-131.58CD跨中M71.9171.9140.5478.6478.6465.9465.9478.64DEM-22.48-22.48-12.52-24.61-24.61-20.58-20.58-24.61EGM71.9171.9140.5478.6478.6465.9465.9478.64表8.4首层框架梁内力组合（单位）首层基本组合风荷载主导活荷载主导地震主导梁跨截面内力左风右风左震右震设计值CD左端M-115.80-51.09-0.45-81.35-171.94-28.88-183.42-183.42V113.7596.5646.54112.44136.5082.04126.40136.50右端M-121.05-174.99-121.63-170.24-94.72-186.62-35.15-186.62V-113.75-130.94-80.92-136.50-112.44-126.40-82.04-136.50DE左端M-34.6861.8177.3929.52-105.5541.85-105.26-105.55V17.14-63.26-71.33-37.4275.14-45.7076.9076.90右端M-34.68-131.16-115.57-105.5529.52-105.2641.85-131.16V-17.14-97.54-89.47-75.1437.42-76.9045.70-97.54EG左端M-121.05-67.11-13.75-94.72-170.24-35.15-186.62-186.62V113.7596.5646.54112.44136.5082.04126.40136.50右端M-115.80-180.51-129.87-171.94-81.35-183.42-28.88-183.42V-113.75-130.94-80.92-136.50-112.44-126.40-82.04-136.50CD跨中M75.8075.8042.4782.9482.9469.4569.4582.94DEM-30.35-30.35-17.31-33.14-33.14-27.87-27.87-33.14EGM75.8075.8042.4782.9482.9469.4569.4582.943.2框架柱内力组合框架柱内力组合如表8.5、8.6所示。表8.4C、G框架柱内力组合（单位）C、G柱基本组合风荷载主导活荷载主导地震作用设计值层数截面内力左风右风左震右震MN四柱顶M-89.85-75.06-60.46-82.62-103.33-75.38-98.75-103.33N157.11152.80135.90157.72163.74150.78156.99163.74柱底M68.3265.1041.8171.0675.5757.1870.6075.57N157.11152.80135.90157.72163.74150.78156.99163.74三柱顶M-56.94-31.97-2.61-45.75-80.72-27.56-75.14-80.72N366.97354.80271.52376.30393.33338.23363.97393.33柱底M58.6945.7619.2555.3173.4233.2973.9873.98N366.97354.80271.52376.30393.33338.23363.97393.33二柱顶M-64.64-34.79-7.20-49.66-91.45-28.18-90.58-91.45N588.19564.17390.88608.51642.13526.84583.52642.13柱底M74.8866.6033.9476.0887.6739.1698.1698.16N588.19564.17390.88608.51642.13526.84583.52642.13一柱顶M-40.9215.5133.49-5.27-84.2710.28-85.27-85.27N796.57755.36516.05819.01876.69700.47801.50876.69柱底M21.16-72.00-81.31-42.0688.37-66.28105.06105.06N796.57755.36516.05819.01876.69700.47801.50876.69表8.5E、D框架梁内力组合（单位）E、D柱基本组合风荷载主导活荷载主导地震作用设计值层数截面内力左风右风左震右震MN四柱顶M62.5682.2172.0678.4950.9880.9140.3582.21N173