【南昌市S高级学校教学楼设计12000字（论文）】

南昌市S高级学校教学楼设计摘要：本工程为南昌市S高级学校教学楼，采用的结构形式是砼框架结构，建筑地点位于江西省红谷滩新区，为地上5层。在本文里主要针对⑦轴处的一榀框架进行设计。通过计算得出水平荷载作用下的弯矩、剪力以及轴力，进而计算出恒载和活载作用下的弯矩、剪力以及轴力，从而找出最不利的内力组合。在配筋计算的过程中，本设计选取内力计算时得出的偏于安全的结果对梁、柱和基础进行计算，本设计中的楼梯和楼板部分则单独计算。本次设计严格按照最新的国家规范进行，并参考相关资料对建筑和结构的合理性进行了综合性的考虑。关键词：框架；结构；配筋目录TOC\o"1-3"\h\u15272引言 引言施工组织设计是用来指示工程项目施工以及工程建设的重要纲领文件。能让施工单位企业能以令人满意的结果、较快的完成速度、更低的花费来完成施工项目的建设。贯穿于整个建设项目当中。本次课题研究的目的在于完成南昌市S高级学校教学楼设计的编制。这是后续施工得以顺利开展的前提，也是提高工程进度和质量的基础。有助于降低施工现场的混乱程度和施工安全事故发生率。而鉴于建筑施工的复杂性，合理的施工组织设计必不可少，有利于提高施工效率。本施工组织设计将严格按照文件规定进行，执行相关程序以确保施工能够按时保质保量完成，对编制文件进行合理性评估保证文件的科学性、可行性。选用科学合理的施工布置和相关安全措施,运用科学的管理方式和先进的施工技术手段,精心安排施工顺序,合理有效的组织施工,尽量压缩工期、以适应施工方的要求。第1章工程设计资料1.1设计概况本工程名称为南昌市S高级学校教学楼，建设地点位于江西省红谷滩新区，共5层，层高3.60m，室内外高差为0.450m，总面积为4454.00.，采用内廊式布置和不上人屋面。房屋内、外填充墙均采用200mm厚页岩砖砌体。1.2其他资料本设计所在地基本风压为0.45，地面粗糙度类别为C类。选取第⑦轴处作为计算单元。第2章结构设计方案及材料选择2.1结构设计方案2.1.1梁柱截面尺寸初估1.梁截面初估梁截面经验取值：高为跨度的，宽为梁高的。（1）框架梁（横向）边框架梁：，取550mm，，取250mm；中框架梁：，综合施工便利性和结构侧向位移等因素，取350mm，250mm；（2）框架梁（纵向，取最大跨度估算），取400mm，，取250mm。（3）横向次梁边跨次梁：，取500mm，，取250mm；2.框架柱截面初估按轴压比估算。取混凝土强度等级C30，，轴压比限值。可按式计算，其中，取。（1）单柱负载面积边柱：；中柱：；（2）柱截面估算由，且，得。边柱：；中柱：；为便于计算，并参照《砼规》11.4.11，取方柱500mm500mm。（3）柱截面校核《砼规》11.4.11规定柱剪跨比宜大于2，《抗规》6.2.9明确当反弯点位于柱高中部的框架柱可按柱净高与2倍柱截面高度之比计算，故，取第二层较短柱校核，有，满足要求。柱高经验取值为层高的1/15～1/10，取底层柱校核，，满足要求。2.1.2楼板厚度初估本设计板厚取跨度的1/37，h=4500/37=121.62mm，取h=130mm。《高规》4.5.5规定顶层楼板厚度不宜小于120mm，故取楼面h=130mm，屋面h=130mm。2.2柱计算高度及横向框架简图确定2.2.1柱计算高度底层柱高应从基础顶面起算，结合工程地质条件及预设基础截面高度，计算得到柱底嵌固端距室外地坪550mm，另有室内外高差450mm，首层层高3600mm，得底层柱高。2.2.2框架梁跨度的确定取柱截面形心距作为计算简图中框架梁的跨度。图2.1框架结构平面布置图第3章重力荷载及水平荷载计算3.1横向框架结构侧向刚度及侧向刚度比3.1.1梁线刚度计算采用砼现浇楼面，C30混凝土，。表3.1横梁线刚度计算表类别截面尺寸bh(mmmm)弹性模量（N/mm²）()计算长度(mm)中框架（）边框架（）边跨2505503.03.46666003.1512.363中跨2503503.00.89333001.6241.2183.1.2柱线刚度计算采用C30，。表3.2柱线刚度计算表类别截面尺寸bh(mmmm)弹性模量（N/mm²）()计算高度(mm)线刚度（）首层5005003.00.52146003.3972～5层5005003.00.52136004.3403.1.3侧向刚度计算按式计算，为柱侧移刚度修正系数。以第一层为例。（1）边柱：，（2）中柱：，表3.3中框架柱侧向刚度楼层层高(mm)边柱中柱54.34036000.7260.26610702.981.1000.35514261.6949929.3444.34036000.7260.26610702.981.1000.35514261.6949929.3434.34036000.7260.26610702.981.1000.35514261.6949929.3424.34036000.7260.26610702.981.1000.35514261.6949929.3413.39746000.9280.4889393.621.4060.56010779.1640345.55表3.4边框架柱侧向刚度楼层层高(mm)边柱中柱54.34036000.5450.2148599.820.8250.29211737.6240674.8844.34036000.5450.2148599.820.8250.29211737.6240674.8834.34036000.5450.2148599.820.8250.29211737.6240674.8824.34036000.5450.2148599.820.8250.29211737.6240674.8813.39746000.6960.4448544.541.0540.5099802.9436694.96图3.1框架梁柱相对线刚度本设计共有11榀中框架和2榀边框架，并按式计算侧向刚度比。表3.5侧向刚度比验算楼层12345517190.98630572.45630572.45630572.45630572.450.8201.0001.0001.000-各层侧向刚度比均大于0.7，且与上部相邻三层侧向刚度比的平均值均大于0.8，满足要求。3.2重力荷载代表值计算3.2.1楼、屋面板面层做法及永久荷载标准值（1）屋面均布恒荷载（不上人）保护层：20厚1:2.5水泥砂浆隔汽层：干铺聚酯纤维无纺布一层保温层：65厚挤塑聚苯板防水层：4厚双层SBS改性沥青防水卷材找平层：25厚1:3水泥砂浆找坡层：最薄处430厚水泥蛭石（）结构层：130厚C30钢筋混凝土板吊顶及吊挂荷载合计：（2）普通楼面做法饰面层：30厚C20细石混凝土结构层：130厚C30钢筋混凝土板吊顶及吊挂荷载合计：（3）卫生间楼面做法饰面层：20厚1:2水泥砂浆防水层：1.2厚聚氨酯防水涂料找平层：平均25厚1:3水泥砂浆结构层：130厚C30钢筋混凝土板吊顶及吊挂荷载合计：（4）楼梯做法采用板式楼梯，对于首层，踏步高150mm、宽300mm，倾斜角0.894427，取板厚t=130mm，得踏步板折算厚度。饰面层：10厚防滑地砖（式中1.5为踏步饰面层增大系数）结合层：20厚干硬性水泥砂浆（式中1.2为踏步饰面层增大系数）结构层：220厚C30现浇钢筋混凝土板合计：对于上层，踏步高150mm、宽300mm，板倾斜角0.894427，取板厚t=130mm，得踏步板折算厚度饰面层：10厚防滑地砖（式中1.5为踏步饰面层增大系数）结合层：20厚干硬性水泥砂浆（式中1.2为踏步饰面层增大系数）结构层：220厚C30现浇钢筋混凝土板合计：3.2.2梁柱重力荷载计算1.梁线荷载此处计算需减去板厚。（1）2~4层横向框梁（边跨）：；横向框梁（中跨）：；纵向框梁：次梁：（2）屋面横向框梁（边跨）：；横向框梁（中跨）：；纵向框梁：次梁：2.梁自重表3.6各层梁自重汇总表位置净长度(m)线荷载(kN/m)数量小计(kN)合计(kN)2层楼面~屋面横向框梁（边跨）6.102.6326416.33790.82横向框梁（中跨）2.801.381350.05纵向框架梁4.001.6932216.003.101.69841.853.851.69851.98次梁4.300.85414.623.柱线荷载考虑抹灰层，首层柱有4.柱的自重计算需减去板厚表3.7各层梁自重汇总表位置净长度(m)线荷载(kN)数量合计(kN)首层4.476.96521617.132~顶层3.476.96521255.363.2.3墙体重力荷载计算1.墙面（线）荷载计算（1）女儿墙柔性耐水腻子，弹性底涂5厚聚合物抗裂砂浆15厚水泥砂浆200厚页岩砖15厚水泥砂浆5厚聚合物抗裂砂浆柔性耐水腻子，弹性底涂合计：女儿墙墙高为600mm，故线荷载为。（2）外墙面荷载柔性耐水腻子，弹性底涂5厚聚合物抗裂砂浆15厚水泥砂浆200厚页岩砖3厚外加剂专用砂浆8厚1:1:6水泥石灰膏砂浆5厚1:0.5:2.5水泥石灰膏砂浆封底漆一道，树脂乳液涂料两道饰面合计：（3）内墙面荷载封底漆一道，树脂乳液涂料两道饰面5厚1:0.5:2.5水泥石灰膏砂浆8厚1:1:6水泥石灰膏砂浆3厚外加剂专用砂浆200厚页岩砖3厚外加剂专用砂浆8厚1:1:6水泥石灰膏砂浆5厚1:0.5:2.5水泥石灰膏砂浆封底漆一道，树脂乳液涂料两道饰面合计：（4）±0.000以下墙体面荷载：200厚混凝土实心砖。2.墙自重（不考虑门窗）（1）1~5层表3.8各层墙体重力荷载汇总表楼层位置长度(m)±0.000以上±0.000以下数量重量（kN）合计（kN）高度(m)面荷载(kN/m²）高度(m)面荷载(kN/m²）首层外墙A轴处跨度13.853.204.2991.004.62141.355463.41跨度23.103.204.2991.004.62113.81跨度34.003.204.2991.004.68587.42D轴处跨度13.853.204.2991.004.62141.35跨度23.103.204.2991.004.62113.81跨度34.003.204.2991.004.68587.42下边跨6.103.054.2991.004.62216.09中间跨2.803.254.2991.004.62104.00上边跨6.103.054.2991.004.62216.09内墙B轴处跨度13.853.204.1781.004.62138.37跨度23.103.204.1781.004.62111.41跨度跨度34.003.204.1781.004.66431.27C轴处跨度13.853.204.1781.004.62138.37跨度24.003.204.1781.004.68575.03跨度34.303.304.1781.004.64316.26下边跨6.103.054.1781.004.66634.75上边跨6.103.054.1781.004.68.4754896.63楼层位置长度(m)高度(m)面荷载(kN/m²）数量重量（kN）合计（kN）第二至四层外墙A轴处跨度13.853.204.2992105.934090.09跨度23.103.204.299285.29跨度34.003.204.2998440.22D轴处跨度13.853.204.2992105.93跨度23.103.204.299285.29跨度34.003.204.2998440.22下边跨6.103.054.2992159.97中间跨2.803.254.299278.24上边跨6.103.054.2992159.97内墙B轴处跨度13.853.204.1782102.95跨度23.103.204.178282.89跨度34.003.204.1788427.83C轴处跨度13.853.204.1782102.95跨度24.003.204.1788427.83跨度34.303.304.1784237.14下边跨6.103.054.1785388.66上边跨6.103.054.1788.4754658.81第五层外墙A轴处跨度13.853.204.2992105.933934.63跨度23.103.204.299285.29跨度34.003.204.2998440.22D轴处跨度13.853.204.2992105.93跨度23.103.204.299285.29跨度34.003.204.2998440.22下边跨6.103.054.2992159.97中间跨2.803.254.299278.24上边跨6.103.054.2992159.97内墙B轴处跨度13.853.204.1782102.95跨度23.103.204.178282.89跨度34.003.204.1788427.83C轴处跨度13.853.204.1782102.95跨度24.003.204.1788427.83跨度34.303.304.1784237.14下边跨6.103.054.1783233.20上边跨6.103.054.1788.4754658.81（2）女儿墙（3）门窗自重本设计中门按0.2kN/m²考虑，窗按0.4kN/m²考虑。表3.9各层门窗重力荷载汇总表楼层位置门窗尺寸(mm)个数扣除墙体重量（kN）门窗自重（kN）需扣除重量（kN）合计（kN）首层外墙处门洞2.1×2.4243.332.0241.32595.351.8×2.1232.501.5130.99内墙处门洞1×2.114122.835.88116.951.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墙处窗洞2.1×1.518243.7522.68221.071.8×1.5446.434.3242.11内墙处窗洞1.2×0.9836.103.4632.64第二至四层内墙处门洞1×2.116140.386.72133.66601.691.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墙处窗洞2.1×1.520270.8425.20245.641.8×1.5669.646.4863.16内墙处窗洞1.2×0.91254.155.1848.96第五层内墙处门洞1×2.114122.835.88116.95601.311.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墙处窗洞2.1×1.520270.8425.20245.641.8×1.5669.646.4863.16内墙处窗洞1.2×0.91672.206.9165.283.2.4重力荷载代表值第1层：恒载：二层楼板：二层梁：首层柱：二层柱：首层墙体：二层墙体：首层楼梯：二层楼梯：活载：故第1层有：第2层：恒载：三层楼板：三层梁：二层柱：三层柱：二层墙体：三层墙体：二层楼梯：三层楼梯：活载：故第2层有：第3层：恒载：四层楼板：四层梁：三层柱：四层柱：三层墙体：四层墙体：三层楼梯：四层楼梯：活载：故第3层有：第4层：恒载：五层楼板：五层梁：四层柱：五层柱：四层墙体：五层墙体：四层楼梯：活载：故第4层有：第5层：恒载：屋面板：屋面梁：第五层柱：第五层墙体：出屋面女儿墙：活载：故出屋面有：图3.2重力荷载代表值3.3风荷载计算风荷载标准值，为风振系数；为体型系数；为风压高度变化系数；为基本风压（kN/m²）。本设计kN/m²，查得：和。因H=19.05m30m，H/B=19.05/52.2=0.3651.5，故取。负载宽度为4.50m，故有风荷载标准值，地面粗糙度类别为C类。楼层层高(地面以上)(m)离地面高度(m)(kN)女儿墙0.619.051.0000.7231.1710.732-53.618.450.9690.7121.1540.7214.40943.614.850.7800.6501.0530.6586.25833.611.250.5910.6501.0530.6586.16023.67.650.4020.6501.0530.6586.16014.054.050.2130.6501.0530.6586.545表3.12风荷载标准值及各层集中荷载图3.4沿框架结构高度的分布风荷载标准值图3.5风荷载作用下框架结构计算简图第4章水平荷载作用下框架结构分析4.1水平风荷载作用下框架结构侧移验算表4.1水平风荷载作用下的位移验算楼层(kN)(kN)(N/mm)(mm)(mm)54.414.4149929.340.08836001/4076346.2610.6749929.340.21436001/1685036.1616.8349929.340.33736001/1068226.1622.9949929.340.46036001/781916.5529.5340345.550.73246001/6284满足要求。4.2水平风荷载作用下框架结构内力计算（D值法）表4.2水平风荷载作用下框架柱端弯矩计下边柱楼层层高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3410702.980.950.7260.3001.022.3843.610.6749929.3410702.982.290.7260.4003.294.9433.616.8349929.3410702.983.610.7260.4505.847.1423.622.9949929.3410702.984.930.7260.4818.529.2114.629.5340345.559393.626.880.9280.65020.5611.07下中柱楼层层高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3414261.691.261.1000.3551.612.9243.610.6749929.3414261.693.051.1000.4054.446.5333.616.8349929.3414261.694.811.1000.4557.879.4323.622.9949929.3414261.696.571.1000.50011.8211.8214.629.5340345.5510779.167.891.4060.60922.1214.18上中柱楼层层高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3414261.691.261.1000.3551.612.9243.610.6749929.3414261.693.051.1000.4054.446.5333.616.8349929.3414261.694.811.1000.4557.879.4323.622.9949929.3414261.696.571.1000.50011.8211.8214.629.5340345.5510779.167.891.4060.60922.1214.18上边柱楼层层高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3410702.980.950.7260.3001.022.3843.610.6749929.3410702.982.290.7260.4003.294.9433.616.8349929.3410702.983.610.7260.4505.847.1423.622.9949929.3410702.984.930.7260.4818.529.2114.629.5340345.559393.626.880.9280.65020.5611.07表4.3水平风荷载作用下框架梁端弯矩、剪力计算下边跨梁楼层()()l(m)(kN)52.381.936.60-0.6545.965.376.60-1.72310.449.156.60-2.97215.0612.996.60-4.25119.6017.156.60-5.57中间跨梁楼层()()l(m)(kN)50.990.993.30-0.6042.772.773.30-1.6834.724.723.30-2.8626.706.703.30-4.0618.848.843.30-5.36上边跨梁楼层()()l(m)(kN)51.932.386.60-0.6545.375.966.60-1.7239.1510.446.60-2.97212.9915.066.60-4.25117.1519.606.60-5.57表4.4水平风荷载作用下柱轴力计算楼层下边柱(kN)下中柱(kN)上中柱(kN)上边柱(kN)5-0.650.05-0.050.654-2.370.09-0.092.373-5.340.20-0.205.342-9.590.39-0.399.591-15.160.60-0.6015.16图4.1风荷载作用下框架柱弯矩图图4.2风荷载作用下框架梁弯矩图图4.3风荷载作用下框架梁梁端剪力及柱轴力图第5章竖向荷载作用下框架结构内力分析5.1计算单元取两轴线中线间距为计算单元宽度。图5.1横向框架计算单元5.2竖向荷载计算5.2.1恒载计算图5.2恒载作用示意图故边跨，。以屋面为例。、、代表横梁自重：；；。、、为屋面板传给横梁的梯形或三角形荷载峰值。；；。其等效均布荷载；；。；；、、、是纵梁传给柱的集中荷载。对于：屋面板自重：；女儿墙重：；纵向框架梁自重：；故。 对于：屋面板自重：；纵向框架梁自重：；故。；。、、、是纵梁与柱中线不重合所产生的集中力矩。表5.1恒载作用下各层梁上竖向荷载标准值楼层横梁（与隔墙）自重(kN/m)等效均布荷载(kN/m)屋面2.631.382.6319.389.8219.38515.371.3815.3715.687.9515.68415.371.3815.3715.687.9515.68315.371.3815.3715.687.9515.68215.371.3815.3715.687.9515.68楼层集中荷载(kN)集中力矩(kN·m)屋面45.2156.8556.8545.215.657.117.115.65558.6875.9175.9158.687.339.499.497.33458.6875.9175.9158.687.339.499.497.33358.6875.9175.9158.687.339.499.497.33258.6875.9175.9158.687.339.499.497.335.2.2活载计算图5.3活载作用示意图、、分别为屋面板传给横梁的梯形荷载和三角形荷载峰值其等效均布荷载；；。其等效均布荷载；；。、、、是通过纵梁传给柱的屋面活荷载。；；；。、、、是纵梁与柱中线不重合所产生的集中力矩。表5.2活载作用下各层梁上竖向荷载标准值楼层等效均布荷载(kN/m)集中荷载(kN)集中力矩(kN·m)屋面1.850.941.852.534.784.782.530.320.600.600.3259.256.569.2512.6628.4128.4112.661.583.553.551.5849.256.569.2512.6628.4128.4112.661.583.553.551.5839.256.569.2512.6628.4128.4112.661.583.553.551.5829.256.569.2512.6628.4128.4112.661.583.553.551.585.3内力计算采用弯矩二次分配法计算。5.3.1杆端弯矩分配系数表5.3各节点弯矩分配系数楼层节点号AB杆件号上柱下柱ABBA上柱下柱BC屋面刚度系数0.0004.3403.1513.1510.0004.3401.624分配系数0.0000.5790.4210.3460.0000.4760.1785刚度系数4.3404.3403.1513.1514.3404.3401.624分配系数0.3670.3670.2660.2340.3230.3230.1214刚度系数4.3404.3403.1513.1514.3404.3401.624分配系数0.3670.3670.2660.2340.3230.3230.1213刚度系数4.3404.3403.1513.1514.3404.3401.624分配系数0.3670.3670.2660.2340.3230.3230.1212刚度系数4.3403.3973.1513.1514.3403.3971.624分配系数0.3990.3120.2890.2520.3470.2710.130楼层节点号CD杆件号CB上柱下柱CDDC上柱下柱屋面刚度系数1.6240.0004.3403.1513.1510.0004.340分配系数0.1780.0000.4760.3460.4210.0000.5795刚度系数1.6244.3404.3403.1513.1514.3404.340分配系数0.1210.3230.3230.2340.2660.3670.3674刚度系数1.6244.3404.3403.1513.1514.3404.340分配系数0.1210.3230.3230.2340.2660.3670.3673刚度系数1.6244.3404.3403.1513.1514.3404.340分配系数0.1210.3230.3230.2340.2660.3670.3672刚度系数1.6244.3403.3973.1513.1514.3403.397分配系数0.1300.3470.2710.2520.2890.3990.3125.3.2各层杆件的固端弯矩的计算表5.4横载下固端弯矩汇总楼层下边横梁中横梁上边横梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面22.016.90-87.3187.3111.203.00-8.408.4022.016.90-87.3187.31531.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20431.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20331.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20231.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20表5.5活载下固端弯矩汇总楼层下边横梁中横梁上边横梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面1.856.90-7.347.340.943.00-0.700.701.856.90-7.347.3459.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6949.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6939.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6929.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.695.3.4计算跨中弯矩取梁端负弯矩调幅系数为0.8。采用式对梁跨中弯矩进行简化。表5.6恒载作用下杆端及梁跨中弯矩汇总表楼层下边跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)522.016.90-69.09-77.46-55.27-61.9772.34431.056.90-113.47-116.55-90.77-93.2492.79331.056.90-112.83-116.58-90.26-93.2693.04231.056.90-113.32-116.88-90.65-93.5092.72131.056.90-105.37-111.46-84.29-89.1798.07楼层中间跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)511.203.00-15.93-15.93-12.74-12.74-0.1449.333.00-11.93-11.93-9.55-9.550.9439.333.00-11.92-11.92-9.53-9.530.9629.333.00-11.76-11.76-9.41-9.411.0819.333.00-14.76-14.76-11.81-11.81-1.32楼层上边跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)522.016.90-77.46-69.09-61.97-55.2772.34431.056.90-116.55-113.47-93.24-90.7792.79331.056.90-116.58-112.83-93.26-90.2693.04231.056.90-116.88-113.32-93.50-90.6592.72131.056.90-111.46-105.37-89.17-84.2998.07楼层柱端弯矩(kN·m)截面下边柱下中柱上中柱上边柱5上端63.44-54.4354.43-63.44下端54.27-47.5047.50-54.274上端51.87-47.6247.62-51.87下端52.75-47.5847.58-52.753上端52.75-47.5847.58-52.75下端52.07-47.1747.17-52.072上端53.91-48.4648.46-53.91下端64.32-56.4856.48-64.321上端33.71-30.7330.73-33.71下端16.85-15.3715.37-16.85表5.7活载作用下杆端及梁跨中弯矩汇总表楼层下边跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.856.90-7.70-7.60-6.16-6.084.8949.256.90-32.02-34.67-25.62-27.7328.3639.256.90-33.19-35.39-26.55-28.3227.6029.256.90-33.34-35.48-26.67-28.3827.5119.256.90-30.92-34.07-24.73-27.2629.04楼层中间跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)50.943.00-0.79-0.79-0.63-0.630.4246.563.00-6.67-6.67-5.34-5.342.0536.563.00-6.30-6.30-5.04-5.042.3526.563.00-6.25-6.25-5.00-5.002.3816.563.00-7.06-7.06-5.65-5.651.74楼层上边跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.856.90-7.60-7.70-6.08-6.164.8949.256.90-34.67-32.02-27.73-25.6228.3639.256.90-35.39-33.19-28.32-26.5527.6029.256.90-35.48-33.34-28.38-26.6727.5119.256.90-34.07-30.92-27.26-24.7329.04楼层柱端弯矩(kN·m)截面下边柱下中柱上中柱上边柱5上端7.38-6.226.22-7.38下端13.02-10.6610.66-13.024上端17.42-13.7813.78-17.42下端15.81-12.7712.77-15.813上端15.81-12.7712.77-15.81下端15.60-12.6612.66-15.602上端16.16-13.0113.01-16.16下端19.28-15.1615.16-19.281上端10.05-8.308.30-10.05下端5.03-4.154.15-5.03图5.6恒载作用下框架弯矩图图5.7活载作用下框架弯矩图5.3.5计算梁端剪力梁端剪力，。表5.8恒载作用下梁端剪力楼层下边跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面22.016.90-55.27-61.9776.8974.95531.056.90-90.77-93.24107.49106.77431.056.90-90.26-93.26107.56106.69331.056.90-90.65-93.50107.54106.72231.056.90-84.29-89.17107.83106.42楼层中间跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面11.203.00-12.74-12.7416.8016.8059.333.00-9.55-9.5513.9913.9949.333.00-9.53-9.5313.9913.9939.333.00-9.41-9.4113.9913.9929.333.00-11.81-11.8113.9913.99楼层上边跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面22.016.90-61.97-55.2774.9576.89531.056.90-93.24-90.77106.77107.49431.056.90-93.26-90.26106.69107.56331.056.90-93.50-90.65106.72107.54231.056.90-89.17-84.29106.42107.83表5.9活载作用下梁端剪力楼层下边跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.856.90-6.16-6.086.376.3959.256.90-25.62-27.7332.2131.6049.256.90-26.55-28.3232.1631.6539.256.90-26.67-28.3832.1531.6629.256.90-24.73-27.2632.2731.54楼层中间跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面0.943.00-0.63-0.631.411.4156.563.00-5.34-5.349.849.8446.563.00-5.04-5.049.849.8436.563.00-5.00-5.009.849.8426.563.00-5.65-5.659.849.84楼层上边跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.856.90-6.08-6.166.396.3759.256.90-27.73-25.6231.6032.2149.256.90-28.32-26.5531.6532.1639.256.90-28.38-26.6731.6632.1529.256.90-27.26-24.7331.5432.275.3.6柱轴力计算恒载下柱轴力需考虑柱自重。表5.10恒荷载作用下柱的轴力楼层下边柱下中柱上中柱上边柱(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5122.10146.24148.60172.74148.60172.74122.10146.244312.40336.54369.40393.54369.40393.54312.40336.543502.79526.93590.13614.27590.13614.27502.79526.932693.15717.29810.88835.02810.88835.02693.15717.291883.80914.901031.341062.441031.341062.44883.80914.90表5.11活荷载作用下柱的轴力楼层下边柱下中柱上中柱上边柱(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)58.908.9012.5812.5812.5812.588.908.90453.7753.7782.4382.4382.4382.4353.7753.77398.5898.58152.33152.33152.33152.3398.5898.582143.39143.39222.23222.23222.23222.23143.39143.391188.32188.32292.02292.02292.02292.02188.32188.32图5.8恒载作用下框架梁梁端剪力及柱轴力图图5.9活荷载作用下框架梁梁端剪力及柱轴力图5.3.7柱端剪力计算由式计算柱端剪力。表5.12柱端剪力汇总表楼层层高恒载下柱端剪力(kN)活载下柱端剪力(kN)下边柱下中柱上中柱上边柱下边柱下中柱上中柱上边柱53.6-32.7028.31-28.3132.70-5.674.69-4.695.6743.6-29.0626.45-26.4529.06-9.237.38-7.389.2333.6-29.1226.32-26.3229.12-8.727.07-7.078.7223.6-32.8429.15-29.1532.84-9.857.82-7.829.8514.6-10.9910.02-10.0210.99-3.282.71-2.713.285.3.8侧移二阶效应的考虑侧向刚度时可不考虑重力二阶效应。表5.13二阶效应验算楼层层高(m)恒载轴力标准值(kN)活载轴力标准值(kN)下边柱下中柱上中柱上边柱下边柱下中柱上中柱上边柱53.60146.24172.74172.74146.248.9012.5812.588.9043.60336.54393.54393.54336.5453.7782.4382.4353.7733.60526.93614.27614.27526.9398.58152.33152.3398.5823.60717.29835.02835.02717.29143.39222.23222.23143.3914.60914.901062.441062.44914.90188.32292.02292.02188.32楼层层高(m)(kN)(N/mm)53.60893.78248.274965.4549929.3443.602306.82640.7812815.6449929.3433.603719.851033.2920665.8449929.3423.605132.891425.8028516.0349929.3414.606582.101430.8928617.8140345.55故不需考虑侧移二阶效应。第6章内力换算内力组合前，需先将梁柱中心线处的弯矩和剪力换算于支座边缘。均布荷载下：；。三角形荷载下：；。风荷载下：；。式中，b为梁端支座宽度；a为支座中心至边缘距离；l为三角形荷载长度。以屋面层为例。6.1恒载作用下内力换算左支座边缘（下）：右支座边缘（下）：左支座边缘（中）：右支座边缘（中）：左支座边缘（上）：右支座边缘（上）：6.2活载作用下内力换算左支座边缘（下）：右支座边缘（下）：左支座边缘（中）：右支座边缘（中）：左支座边缘（上）：右支座边缘（上）：6.3风荷载作用下内力换算左支座边缘（下）：右支座边缘（下）：左支座边缘（中）：右支座边缘（中）：左支座边缘（上）：右支座边缘（上）：6..4风荷载设计状况下按式调整梁端截面组合的剪力设计值，为梁净跨；为梁端截面剪力设计值；、为梁左、右端截面弯矩设计值。以屋面层为例。下边跨梁净跨：，下边跨柱形心距：。恒载：，；活载：。走道梁净跨：，走道柱形心距：。恒载：，；活载：。上边跨梁净跨：，上边跨柱形心距：。恒载：，；活载：。6.5梁跨间最大正弯矩设计值以屋面AB跨为例。①左风下有图6.1AB跨梁梁计算跨度，。；。梁均布荷载和梯形荷载设计值： 如图b所示，假定梁跨间最大弯矩至A端的距离为x，则解得，。取与初始假定不符，所得x无效。如图b所示，假定梁跨间最大弯矩至A端的距离为x，则即 ②右风下有图6.1AB跨梁；。梁均布荷载和梯形荷载设计值： 如图a所示，假定梁跨间最大弯矩至B端的距离为x，则解得，。取与初始假定不符，所得x无效。如图b所示，假定梁跨间最大弯矩至A端的距离为x，则即 表6.1梁跨中最大弯矩汇总楼层截面跨中最大弯矩(kN·m)左风右风5AB84.6483.8863.48BC0.310.310.24CD83.8884.6463.484AB116.50115.5487.38BC2.892.892.17CD115.54116.5087.383AB117.01114.9487.75BC3.423.422.56CD114.94117.0187.752AB117.35114.0588.01BC4.134.133.10CD114.05117.3588.011AB125.99121.8994.49BC1.421.421.07CD121.89125.9994.49第7章截面设计7.1梁截面设计混凝土强度C30，，；纵筋强度HRB400，，；箍筋强度HRB400，，。以第一层AB跨为例。跨中：支座：，，7.1.1梁正截面受弯承载力计算对于AB跨中：，，，，，，其中：，又因，故无需考虑。取最小值，即因为，故属于第一类T型截面。，满足设计要求。 因，故实配钢筋3Φ16，配筋面积为配筋率，满足要求。对于A支座：将跨中截面3Φ16伸入支座作为支座负筋。，又，故满足要求。因，故实配钢筋3Φ16，配筋面积为配筋率，满足要求。对于支座：将跨中截面3Φ16伸入支座作为支座负筋。，又，故满足要求。因，故实配钢筋3Φ16，配筋面积为配筋率，满足要求。7.1.2梁斜截面受剪承载力计算本设计按两端支座较大值计算箍筋。故，满足要求。加密区采用双肢Φ8@100，非加密区采用双肢Φ8@100，表7.1框架梁控制截面纵向钢筋计算结果楼层截面M()计算配筋实际配筋(mm²)(mm²)(mm²)(mm²)5支座A-43.77264.33350.553Φ14(461.58)3Φ14(461.58)1.000.366B左-50.13302.75350.553Φ14(461.58)3Φ14(461.58)1.000.366B右-10.27109.702.152Φ14(307.72)2Φ14(307.72)1.000.404C左-10.27109.702.152Φ14(307.72)2Φ14(307.72)1.000.404C右-50.13302.75350.553Φ14(461.58)3Φ14(461.58)1.000.366D-43.77264.33350.553Φ14(461.58)3Φ14(461.58)1.000.366跨中AB63.48350.553Φ14(461.58)1.000.366BC0.242.152Φ14(307.72)1.000.404CD63.48350.553Φ14(461.58)1.000.3664支座A-83.12501.90483.263Φ16(602.88)3Φ16(602.88)1.000.478B左-86.08519.83483.263Φ16(602.88)3Φ16(602.88)1.000.478B右-10.86116.0719.762Φ16(401.92)2Φ14(307.72)0.770.527C左-10.86116.0719.762Φ16(401.92)2Φ14(307.72)0.770.527C右-86.08519.83483.263Φ16(602.88)3Φ16(602.88)1.000.478D-83.12501.90483.263Φ16(602.88)3Φ16(602.88)1.000.478跨中AB87.38483.263Φ16(602.88)1.000.478BC2.1719.762Φ14(307.72)1.000.404CD87.38483.263Φ16(602.88)1.000.4783支座A-87.75529.87485.363Φ16(602.88)3Φ16(602.88)1.000.478B左-90.31545.33485.363Φ16(602.88)3Φ16(602.88)1.000.478B右-12.57134.2823.352Φ16(401.92)2Φ14(307.72)0.770.527C左-12.57134.2823.352Φ16(401.92)2Φ14(307.72)0.770.527C右-90.31545.33485.363Φ16(602.88)3Φ16(602.88)1.000.478D-87.75529.87485.363Φ16(602.88)3Φ16(602.88)1.000.478跨中AB87.75485.363Φ16(602.88)1.000.478BC2.5623.352Φ14(307.72)1.000.404CD87.75485.363Φ16(602.88)1.000.4782支座A-93.03561.79486.793Φ16(602.88)3Φ16(602.88)1.000.478B左-94.53570.83486.793Φ16(602.88)3Φ16(602.88)1.000.478B右-14.32152.9928.242Φ16(401.92)2Φ18(508.68)1.270.527C左-14.32152.9928.242Φ16(401.92)2Φ18(508.68)1.270.527C右-94.53570.83486.793Φ16(602.88)3Φ16(602.88)1.000.478D-93.03561.79486.793Φ16(602.88)3Φ16(602.88)1.000.478跨中AB88.01486.793Φ16(602.88)1.000.478BC3.1028.242Φ18(508.68)1.000.667CD88.01486.793Φ16(602.88)1.000.4781支座A-90.55546.79522.873Φ16(602.88)3Φ16(602.88)1.000.478B左-94.13568.41522.873Φ16(602.88)3Φ16(602.88)1.000.478B右-19.02203.199.732Φ16(401.92)2Φ14(307.72)0.770.527C左-19.02203.199.732Φ16(401.92)2Φ14(307.72)0.770.527C右-94.13568.41522.873Φ16(602.88)3Φ16(602.88)1.000.478D-90.55546.79522.873Φ16(602.88)3Φ16(602.88)1.000.478跨中AB94.49522.873Φ16(602.88)1.000.478BC1.079.732Φ14(307.72)1.000.404CD94.49522.873Φ16(602.88)1.000.478表7.2框架梁箍筋计算结果楼层截面(kN)梁端加密区非加密区实配钢筋实配钢筋5A、B左68.89-0.038双肢Φ8@100(1.004)双肢Φ8@200(0.200)B右、C左20.46-0.231双肢Φ8@100(1.004)双肢Φ8@200(0.200)C右、D68.89-0.038双肢Φ8@100(1.004)双肢Φ8@200(0.200)4A、B左114.590.213双肢Φ8@100(1.004)双肢Φ8@200(0.200)B右、C左20.60-0.229双肢Φ8@100(1.004)双肢Φ8@200(0.200)C右、D114.590.213双肢Φ8@100(1.004)双肢Φ8@200(0.200)3A、B左114.790.214双肢Φ8@100(1.004)双肢Φ8@200(0.200)B右、C左20.48-0.231双肢Φ8@100(1.004)双肢Φ8@200(0.200)C右、D114.790.214双肢Φ8@100(1.004)双肢Φ8@200(0.200)2A、B左115.080.216双肢Φ8@100(1.004)双肢Φ8@200(0.200)B右、C左20.36-0.232双肢Φ8@100(1.004)双肢Φ8@200(0.200)C右、D115.080.216双肢Φ8@100(1.004)双肢Φ8@200(0.200)1A、B左112.950.204双肢Φ8@100(1.004)双肢Φ8@200(0.200)B右、C左22.51-0.212双肢Φ8@100(1.004)双肢Φ8@200(0.200)C右、D112.950.204双肢Φ8@100(1.004)双肢Φ8@200(0.200)7.2柱截面设计混凝土强度C30，，；纵筋强度HRB400，，；箍筋筋强度HRB400，，。以第一层A柱为例。计算长度，截面高度，截面宽度。取，故。7.2.1柱正截面受弯承载力计算选取最大弯矩及其对应轴力和最大轴力对应弯矩进行计算。有，①对第一组内力杆端弯矩比截面回转半径长细比轴压比不需考虑杆件挠曲变形，取，取，需考虑纵向弯矩影响。，取又因为，，取，故属于大偏心受压。故在第一组内力下②对第二组内力杆端弯矩比截面回转半径长细比轴压比不需考虑自身挠曲变形，取，取，需考虑纵向弯矩。，取又因为，，取，故属于大偏心受压。故在第二组内力下,因此，在该组内力下构件截面并未达到承载力极限状态，其配筋由最小配筋率控制。综合考虑两种配筋结果，应满足，且单侧配筋率。即单边截面总配筋面积故按选配钢筋。实配钢筋4Φ16，配筋面积为803.84mm²验算垂直于弯矩作用平面的承载力：，查表得满足承载力要求。7.2.2柱斜截面受剪承载力计算由柱控制截面内力组合得该柱最大剪力，相应的轴力取。取剪压比，取。因故，仅需构造配箍。柱底轴压比查《建筑抗震设计规范》附表，得配箍特征值，则。加密区采用四肢Φ8@100，非加密区采用四肢Φ8@200，非加密区混凝土保护层厚度取20mm，，满足要求。表7.3框架柱纵向钢筋计算结果列表（单侧配筋）楼层A柱B柱C柱D柱计算配筋实际配筋计算配筋实际配筋计算配筋实际配筋计算配筋实际配筋5381.514Φ16(803.84)240.104Φ16(803.84)240.104Φ16(803.84)381.514Φ16(803.84)446.164Φ16(803.84)-127.314Φ16(803.84)-127.314Φ16(803.84)46.164Φ16(803.84)3-202.014Φ16(803.84)-323.164Φ16(803.84)-323.164Φ16(803.84)-202.014Φ16(803.84)2-204.344Φ16(803.84)-364.304Φ16(803.84)-364.304Φ16(803.84)-204.344Φ16(803.84)1-582.644Φ16(803.84)-649.154Φ16(803.84)-649.154Φ16(803.84)-582.644Φ16(803.84)表7.4框架柱箍筋计算结果楼层柱号(kN)(kN)N(kN)(kN)(mm)最小配箍特征值实际配筋加密区非加密区5A16.72643.50203.461072.50-0.4880.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B15.72643.50243.431072.50-0.5080.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C15.72643.50243.431072.50-0.5080.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D16.72643.50203.461072.50-0.4880.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)4A35.47643.50518.161072.50-0.4810.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B34.97643.50635.251072.50-0.5250.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C34.97643.50635.251072.50-0.5250.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D35.47643.50518.161072.50-0.4810.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)3A37.33643.50832.881072.50-0.5790.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B37.28643.501027.041072.50-0.6460.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C37.28643.501027.041072.50-0.6460.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D37.33643.50832.881072.50-0.5790.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)2A43.51643.501147.561072.50-0.6490.0620.247四肢Φ8@100(0.873)四肢Φ8@200(1.004)B43.29643.501418.881072.50-0.7450.0700.277四肢Φ8@100(0.873)四肢Φ8@200(1.004)C43.29643.501418.881072.50-0.7450.0700.277四肢Φ8@100(0.873)四肢Φ8@200(1.004)D43.51643.501147.561072.50-0.6490.0620.247四肢Φ8@100(0.873)四肢Φ8@200(1.004)1A23.34643.501471.851072.50-0.8860.0720.287四肢Φ8@100(0.873)四肢Φ8@200(1.004)B23.94643.501819.201072.50-1.0020.0920.365四肢Φ8@100(0.873)四肢Φ8@200(1.004)C23.94643.501819.201072.50-1.0020.0920.365四肢Φ8@100(0.873)四肢Φ8@200(1.004)D23.34643.501471.851072.50-0.8860.0720.287四肢Φ8@100(0.873)四肢Φ8@200(1.004)第8章现浇楼板设计8.1下区格楼面板图8.1楼板支承情况示意图板厚，选用C30混凝土，，；选用HRB400钢筋，，。，，，为双向板。8.1.1荷载设计值恒载：活载：8.1.2截面设计1.内力计算跨中弯矩：支座弯矩：2.计算参数板保护层厚度15mm，主筋选用Φ8。短跨方向：长跨方向：支座处：3.配筋计算