【《S市第六中学教学楼设计》15000字】

PAGEPAGE1S市第六中学教学楼设计摘要设计课题为蚌埠第六中学教学楼设计，结构高度五层，结构总高度为18.6米D设计。关键词：荷载；内力组合；框架结构；结构设计目录建筑设计概况 1工程概况 1工程气候条件 1工程地质条件 1建筑做法 1结构设计 2结构设计内容 2结构设计依据 2结构布置 3结构承重方案选择 3确定主要构件尺寸 3荷载的计算 6恒荷载标准值的计算 6屋面荷载标准值 6楼面荷载标准值 6框架梁荷载标准值 6框架柱荷载标准值 7墙荷载标准值 7门窗荷载标准值 7活荷载标准值的计算 7楼面活荷载标准值 7屋面活荷载标准值 7计算各楼层荷载代表值 8各楼层梁和柱的荷载代表值 8各楼层墙体重力荷载代表值 8各楼层门窗重力荷载代表值 9各楼层板的重力荷载代表值 9各楼层恒荷载、活荷载汇总计算 10计算各楼层重力荷载代表值 11计算框架结构的侧移刚度 12计算横向框架梁线刚度 12计算横向框架柱线刚度 12计算各楼层横向侧移刚度 14水平荷载作用下框架结构的内力和侧移计算 15风荷载计算 15框架在风荷载作用下的侧移计算 16水平地震作用计算 17计算水平地震作用下的框架侧移 20水平地震作用下横向框架的内力计算 21计算各楼层剪力 21计算柱的反弯点 22计算柱顶弯矩 22计算梁端弯矩 24计算梁和柱的剪力 24计算柱端轴力 25水平风荷载作用下横向框架的内力计算 27计算柱子的反弯点 27计算柱子的弯矩 28计算梁端的弯矩 29计算各层梁端剪力 29计算柱端轴力 30竖向荷载作用下框架的内力计算 33确定计算单元 33荷载的计算 34恒荷载的计算 34恒荷载计算结果 37活荷载的计算 37活荷载计算汇总 38计算等效荷载 39竖向荷载作用下的内力计算 41计算方法 41计算恒荷载作用下的内力 41计算活荷载作用下的内力 46内力组合 50框架梁内力组合 50框架柱内力组合 50截面设计 66框架梁截面设计 66框架柱截面设计 68板的设计 74板的结构平面结构布置图 74荷载计算 74基础设计 77设计参数 77确定基础地面面积 77持力层强度验算 78基础的冲切验算 78基础配筋计算 79参考文献 81建筑设计概况工程概况此次课题是蚌埠第六中教学楼设计，此结构设计为钢筋混凝土的框架结构。建筑总高度为18.6m，一共5层，首层高4.20m，其余各层高3.6m。工程气象条件基本风压：0.35KN/m2

基本雪压：0.45KN/m2工程地质条件地基为天然地基，地基的首层土采用杂填土，土层的深度为0.0-1.1m，厚度为1.1m1.1-2.0m0.9m；三层为2.0-4.8m2.8m=160kPa[1]780.20g0.35sⅡ类，假设此场地的地形平坦。建筑做法（1）墙身：①±0.000以下：内外墙采用240厚混凝土实心砖墙体；②±0.000以上外墙采用250厚加气混凝土砌块墙体；内墙采用200厚加气混凝土砌块墙体。80厚矿渣水泥，屋面防水采用改性防水沥青卷材，找平采用20厚的水泥砂浆，找坡采用100厚的水泥陶粒，屋面使用10010厚混合砂浆对楼面进行抹平处理楼面：屋面找平采用30厚水泥砂浆，采用钢筋混凝土现浇板，地面贴上瓷砖。（4）门窗的做法：门窗都使用铝合金的材质。结构设计设计内容梁柱的轴线轴网的布置设计计算构件的长度厚度对各部分构建进行荷载的计算框架内力的计算对所计算的内力进行组合设计楼层的柱和框架梁的截面并进行配筋设计和基础和板并进行配筋结构布置选择结构承重的方案楼层使用钢筋混凝土框架结构，柱和框架梁的布置见下图： 7500 3000 7500 3000 7500 18000

图1 框架梁、柱轴网的布置图2.3.2确定各构件的长度、厚度确定框架梁的尺寸使用高跨比来计算梁的尺寸[8]，此截面的高度h取跨度的1/12-1/18，此截面的宽度bh1/3-1/21）横向梁梁跨度为：L7500mm。L7500mm，h(1/12~1/8)L625mm~937mm，取h700mmb(1/3~1/2)h233mm~350mm，取b300mm且梁截面的宽度b不能小于200mm，所以取300mm。2）纵向梁梁跨度为：L7500mm、L=3000L7500mm，h(1/12~1/8)L625mm~937mm，取h700mmb(1/3~1/2)h233mm~350mm，取b300mmL3000mm，h(1/12~1/8)L250mm~375mm，取h300mmb(1/3~1/2)h100mm~150mm，取b125mm（2）确定柱尺寸ct C30ct 75003800mm275005000mm2轴力的增大系数：边柱为1.4，中柱为1.35。柱子的截面计算如下：上式中：—柱轴压力的增大系数；F—柱负载面积Eg—楼层重力荷载的代表值，取14KN/mm2n—柱所承受的楼层数E边柱截面取600600mmN1.357.551453543.75N 中柱截面面积取600500mm确定各板厚度所以取100mm。

屋面板：120mm，楼面板：100mm。墙的尺寸①±0.000以下：内外墙为240厚混凝土实心砖墙体；②±0.000以上：外墙为250厚加气混凝土砌块墙体；内墙为200厚荷载的计算荷载标准值的计算屋面的荷载标准值80厚粉煤灰水泥隔热改性沥青卷材防水20厚水泥砂浆找平100厚水泥陶粒找坡10010厚水泥砂浆抹平

14.50.081.16KN/m20.4KN/m2200.40KN/m2140.10KN/m2252.5KN/m2170.010.17KN/m2/m2吊顶30厚水泥砂浆钢筋混凝土现浇板瓷砖

0.25KN/m21.16KN/m20.1252.5KN/m20.55KN/m2合计：4.46KN/m2

表1 框架梁荷载标准值梁截面尺寸 板厚

总自重标准值B(m)H(m)（mm）面的面积（m2）(KN/m)(KN/m)(KN/m)0.250.651200.1754.340.5854.9360.20.41200.0390.800.2231.1280.30.71000.1814.530.6015.1010.20.31000.0411.010.2451.247

表2 框架柱荷载标准值柱截面尺寸H（m）

积(m2)

柱高（m）

（m）

准值(KN/m)

准均值(KN/m)

总自重标准值(KN/m)0.6 0.5 0.3 3.6 3.5 6.251 0.81 7.0570.6 0.6 0.36 3.6 3.5 7.564 0.87 8.446墙荷载标准值

表3 墙的荷载标准值墙厚（mm） 具体做法 取值（KN/m）外边抹灰0.025×25=0.625250(外墙)

250厚加气混凝土0.25×7.0=1.75两边抹灰0.020×25×2=1

3.375200（内墙）

两边抹灰0.020×25×2=1200厚加气混凝土0.2×7.5=1.5

2.503.1.6铝合金窗：铝合金门：

0.45KN/m20.45KN/m2活荷载标准值的计算3.2.1楼面活荷载标准值

3.0KN/m23.5KN/m2屋面:雪荷载:取较大值，所以屋面荷载为0.55KN/m2。

0.55KN/m20.5KN/m2计算楼层的荷载代表值楼层梁、柱荷载代表值表4 梁和柱重力荷载代表值楼层构件尺寸(mm2)长度(m)横梁300×7001.2523.427.8761-4250×650600×6005.27.05419.6113.22139.76852.163962.33中柱600×5008.453113.2982.634横梁300×7001.13421.425.6785250×650600×6004.9647.25427.6175.22050.438822.163890.41中柱600×5008.463118.2962.634各楼层墙的重力荷载代表值表5 墙的重力荷载代表值楼层 构件 层墙体(m2)/m2)

门窗洞(m2)

外横墙4.2163.842.666312.2961内横墙外纵墙4.24.2386.96332.882.202.66099.32741.352698.9342161.888内纵墙4.2371.042.20143.36369.356外横墙3.6133.842.660328.8762-5内横墙外纵墙3.63.6352.88352.882.202.66098.88798.366701.1502236.430内纵墙3.6346.962.20155.62398.828楼层门窗的重力荷载代表值表6 门窗重力荷载的代表值楼层构件尺寸（m）数量门11.2×2.10.452327.6001231.8×2.15.0×3.00.450.45322.7603.75011.736窗1.8×2.150.454478.226门11.2×2.10.452529.2402-5231.8×2.12.8×3.00.450.45000.0000.000114.400窗1.8×2.150.455585.060楼层板重力荷载的代表值100mm，其他屋面板厚为120mm1.5倍的板厚计算。表7 板重力荷载的代表值楼层楼板的位置面积（m2）卫生间51.944.06209.9621楼梯51.946.05315.1773616.089走廊141.524.06571.546教室622.184.062519.414卫生间51.944.06209.932楼梯51.946.07315.1772-53616.098走廊141.324.06571.556教室622.184.062519.414顶层屋面866.787.136172.1966176.186PAGEPAGE10楼层恒荷载和活荷载计算表8 恒荷载汇总表楼层梁（KN）板（KN）柱（KN）门窗（KN）墙（KN）小计（KN）12157.5463616.0981784.784111.7362121.8989792.64322157.5463616.0981784.784114.3102226.4609899.55932157.5463616.0981784.784114.3102226.4609899.16942157.5463616.0981784.784114.3102226.4609899.16952085.6466172.1851784.784114.3102226.46012383.366表9 活荷载汇总表楼层空间位置面积（m2）卫生间51.942.5129.501楼梯走廊51.94141.222.52.5129.50352.501856.26教室622.482.01244.66卫生间51.642.5129.802-5楼梯走廊51.64141.222.52.5129.80352.601856.26教室622.182.51244.365屋顶（不上人）866.580.5433.54433.54楼层重力荷载的代表值计算G=梁和板的重力荷载值+0.5倍上下墙、柱、窗、门重力荷载值+0.5倍活荷载2157.5363616.099(4018.4084125.524)0.51856.160.510873.681(KN)2157.5363616.099(4025.5244125.524)0.51816.160.511827.239(KN)2157.5363616.099(4025.5244125.524)0.51816.160.511827.239(KN)2157.5363616.099(4025.5244125.524)0.51816.160.511827.239(KN)2085.6166172.186(1784.7942226.430114.3)0.52289.60.511508.214(KN)3.6m3.6m3.6m3.6m4.2m

1108.2141827.2391827.2391827.2391073.681图2 各重力荷载代表值（KN）计算楼层侧移刚度c该楼采用C30混凝土，3.00104N/mm2。c中间梁,边梁时。

表10 梁线刚度计算表编号hb(mm2)E(N/mm2)L(mm) I(mm4)i(Nmm)1.5i(Nmm)2i(Nmm)c 0 c b b bAB 700×300 3.00×104 7200 8.585×109 3.87×1010 5.365×1010 7.24×1010BC 250×650 3.00×104 2800 4.6×108 4.92×109 7.73×109 9.94×109CD 700×300 3.00×104 7200 8.675×109 3.67×1010 5.325×1010 7.34×1010

表柱的线刚度计算表型号 hb(mm2

E(N/mm2)

H

I(mm4)

ib(Nmm)cc边柱 600×600 3.00×104 3.5 5.228×109 4.64×1010cc中柱 600×500 3.00×104 3.5 7.636×109 6.96×1010cc边柱 600×600 3.00×104 4.3 5.218×109 4.64×1010cc中柱 600×500 3.00×104 4.3 7.926×109 6.49×10104.544.544.544.4.544.544.544.544.544.544.544.544.546.396.394.545.3656.390.7235.3656.395.3656.390.7235.3656.395.3656.390.7235.3656.395.3656.390.7235.3656.39图3 梁和柱线刚度示意图（边框架，单位：Nmm）4.44.44.44.4.44.44.44.44.44.44.44.44.46.36.34.47.146.30.9647.146.37.146.30.9647.146.397.146.30.9647.146.397.146.30.9647.146.3图4 梁、和柱线刚度示意图（中框架，单位：Nmm）计算各楼层横向侧移刚度计算各楼层的横向侧移刚度[10]，计算公式如下:1层楼：2-5层楼：计算结果如下：表12 楼层框架横向侧移的刚度计算表楼层柱Kc数量边框边柱1.2540.65621969.25241边框中柱中框边柱0.9531.6550.4830.53829232.22225228.889413865345.928中框中柱1.2670.55233937.77813边框边柱1.3640.34515330.74142-5边框中柱中框边柱0.9961.6360.3540.46719551.11118163.519413629362.972中框中柱1.5420.36322667.77813由于，所以符合规格。框架结构的内力和侧移计算在水平作用下的情况风荷载的计算风压标准值的公式为：，基本风压为0.35KN/m2。蚌埠第六 中学教学楼位于安徽省蚌埠市的郊区，它的地面粗糙度为B类。结构高度H8.6m0m1.00.8(0.)1.3的取值如下表：表13 的取值离地面高（m）51015201.001.001.151.26表14

的实际取值离地面高（m）4.27.811.41518.61.001.001.0151.11461.187.0552KN13.3627KN11.9855KN11.8836KN11.7936KN7200

2800

7200图5 风荷载计算简图在风荷载作用下框架的侧移计算楼层的层间剪力的公式为；楼层的层间位移和位移角的计 s算公式，计算结果如下s图6 风荷载作用层间剪力表16 风荷载作用下层间位移和位移角楼层楼层 层间位移层（mm） 位移角i （mm）57.0707.070668743.7050.102540.0000283615413.280620.351668743.7050.293536000.0000814725312.176632.528668743.7050.467536000.0001298889211.793644.321868743.7050.639636000.0001775278112.53076656.8525101142.9660.551536000.0001530554i i0.0001775278符合规范要求。水平地震作用的计算使用顶点位移法计算：式中：—非承重墙影响下折减系数；—重力荷载的代表值；—质点上由重力荷载作用引起的质点水平位移。其中ui的公式如下：

式中：—第i层层间剪力—第i层的层间的侧移刚度i层层间侧移通过上面计算的结构顶点的位移：表17 各楼层的结构顶点的位移计算表楼层511408.21611408.214629862.9780.0181126160.147025217410827.23322235.451629862.9780.0353030480.128323001310827.23521654.472629862.9780.0343696650.033620953210827.23621654.476629862.9780.0343996650.059243288110773.68521600.9336868845.9280.0248616230.024831623自震周期的计算为：水平地震中作用力的计算（1）水平地震的影响系数的计算80.35s0.20g0.16地震的影响系数计算公式是：由于0.471169s1.，所以0.921.0（2）水平地震作用的标准值的计算公式如下可得出1.4，所以0。水平地震作用力公式如下[11]：PAGEPAGE20结果如下图所示：N N N NN N N N 747.64571K560.73428K373.82285K185.98685K7500 3000 7500图7 水平地震作用n框架位移的公式为：sns表19 水平地震作用下的层间位移楼层(N/mm)5984.75421626862.9721.563352594436000.000434667415.471981437041732.34592629662.9722.755559942036000.000766988913.908616842632293.05420626862.9723.640608040136000.001011280011.158256848422666.90505626862.9724.234166732136000.00117614087.517653808312852.89590869845.9283.283584076236000.00091289563.2835460762综上所述，最大位移角是0.0011761408小于1/550，符合要求。计算横向框架的内力在水平地震作用下的情况各楼层的剪力分布公式如下：计算内力，公式如下：式中：—修正后反弯点的高度比；—标准反弯点的高度比；—上下层变化修正值；各楼层剪力如下各楼层剪力结果如下：NNNNN图8 各层层间剪力

表20 柱反弯点的计算表A、D柱 B、C柱楼层Ky0y1y2y3yKy0y1y2y3y51.6450.382350000.383251.2740.33370000.383741.6450.432350000.433251.2740.42370000.463731.6450.482350000.483251.2740.45370000.433721.6450.500000000.500001.2740.50000000.500011.6450.586500000.582251.2740.66260000.6626计算柱的顶弯矩结果如下所示：表21A、D柱端的弯矩计算表Di楼

Vjk

h M上 M下y 1-y层（KN）

(KN/m)

(KN/m)

（KN）

（m）

(KN

(KNm)984.604521

18163.519

629862.972

28.3363168290

3.6

0.38225

0.61775

63.0112

38.98691732.369492

18163.519

629862.972

49.8662016162

3.6

0.46225

0.66775

101.8807

77.56572293.064320

18163.519

629862.972

65.9866289856

3.6

0.48225

0.51775

122.9813

114.5460表21A、D柱端弯矩计算表（续表）Di楼

Vjk

h M上 M下y 1-y层（KN）

(KN/m)

(KN/m)

（KN）

（m）

(KN

(KNm)2666.967205

18163.519

629862.972

76.7669138059

3.6

0.50000

0.50000

138.6264

138.16642862.893190

23628.889

868845.928

77.5664985027

3.6

0.56550

0.41450

115.6746

163.5668表22 B、C柱端弯矩计算表Di楼

Vjk

h M上 M下y 1-y层（层（KN）(KN/m)(KN/m)（KN）（m）(KNm)(KNm)986.7026907.7629862.935.86310.3630.63682.03421 78

72 632452

3.67 3 65

46.86091736.344

26907.7

629862.9

63.0066

3.6

0.4630.686

132.98

93.6341992

72 361666

7 3 262263.083

26907.7

629862.9

83.3682

3.6

0.4630.636

161.01

139.2164420

72 407667

7 3 532666.902

26907.7

629862.9

96.963

3.6

0.5000.500

174.58

174.5892705

72 9770456

0 0 922862.891

31917.7

868845.9

104.8064

3.6

0.6220.377

142.39

234.9622390

28 308768

6 4 01梁端的弯矩的计算梁端弯矩公式如下：结果如下所示：表23 梁端的弯矩计算表A、D轴端 B、C轴端楼层 柱端Mc 柱端Mc上下梁Mb上下梁Mb左（右）5-63.016263.061-82.036541.018438.9699101.8607140.86146.8969132.962689.637377.5667122.9613200.56793.8361161.0653127.4652114.5460138.1264252.665139.2184174.5692156.9641138.1264115.7766253.961174.5692142.3601158.460梁、柱的剪力计算公式如下：结果如下所示：表24 梁端的剪力表（KN）楼层AB跨VABBC跨VBCCD跨VCD514.54829.26914.548表24 梁端的剪力表（KN）（续表）楼层ABVABBC跨VBCCD跨VCD432.06764.26132.657345.65291.03845.552256.686112.03756.386157.257113.33757.267表25 柱端的剪力表（KN）楼层A轴VABVBC轴VCD轴VD528.36435.81335.61328.334449.84363.05663.03449.886365.98383.38683.39865.981276.78796.94696.93476.767177.587104.03104.83377.589

表26 柱端的轴力表（KN）楼层A轴NAB轴NBC轴NCD轴ND514.498-14.86114.851-14.468446.565-47.03547.065-46.535392.037-92.56092.520-92.3572148.943-147.688147.668-148.9631206.620-203.738203.788-206.32038.989977.56206.22206.22203.718203.718206.22148.943147.688147.688148.94392.05792.5092.5092.505746.50547.03547.03546.50514.44814.581114.5814.448图10 水平地震作用下柱的轴力图(mm)PAGE27PAGE2714.448

29.299

14.44828.33428.33449.84665.98176.737104.80377.58777.587104.80357.27776.737113.30796.99457.27796.99456.88665.981112.07483.39856.88683.39845.55249.84691.01863.00445.55263.00432.05728.33464.24135.81332.05735.813图水平地震作用下梁、柱的剪力图（mm）计算在水平风荷载作用下的横向框架的内力柱子反弯点的计算表27 水平风荷载作用下柱的反弯点的高度表A、D柱 B、C柱楼层Ky0y1y2y3yKy0y1y2y3y51.6450.38630000.35231.2740.36370000.353741.6450.43530000.43231.2740.42370000.463731.6450.48330000.43231.2740.46570000.466721.6450.50600000.50501.2740.50600000.550011.6450.58650000.58651.2740.62360000.6526

h表28A、D柱端的弯矩表h楼层

Vjk

M上 M下y 1y（KN）

(KN/m)

(KN/m)

（KN）（m）

(KNm)(KNm)5

1813.519

629862.972

0.2034

0.38225

0.61775

0.4523 0.27994

18123.519

629862.972

0.5856

0.43225

0.56775

1.1969 0.91133

18123.519

629862.972

0.9360

0.48225

0.51775 1.7446 1.62502

18123.519

629862.972

1.2753

0.50000

0.50000

2.2955 2.29551

23628.889

868845.928

1.5461

0.58550

0.41450

2.3071 3.2589h表29 B、C柱端弯矩的计算表hVDiV楼层 i

Vjk

M上 M下y 1y（KN）5 7.07034 20.35113 32.52802 44.32161 56.8523

(KN/22907.77822907.77822907.77822907.77831917.778

(KN/629862.972629862.972629862.972629862.972868845.928

（KN）0.2571 3.60.7402 3.61.1830 3.61.6120 3.62.0885 3.6

0.36370.41370.46370.50000.6226

0.63630.58630.53630.50000.3774

(KNm)(KNm)0.58890.33661.56231.10242.28401.97482.90162.90162.83754.6811PAGEPAGE29

表31 梁端剪力计算表（KN）楼层AB跨VABBC跨VBCCD跨VCD50.13570.21530.105740.33500.67520.335030.60501.20540.605020.88321.74560.885211.03582.04571.0358PAGEPAGE30表32 柱端的剪力计算表（KN）楼层A轴VAB轴VBC轴VCD轴VD50.25340.25510.25710.253440.58560.75020.74520.585630.93501.15301.15300.956021.25531.61501.65201.255311.54512.08552.05851.5471计算柱端轴力

表33 柱端轴力计算表楼层A轴NAB轴NBC轴NCD轴ND50.10570.1056-0.1566-0.153740.44570.4478-0.4458-0.450731.05471.0552-1.0532-1.045721.92591.9176-1.9516-1.957912.96572.92552.9236-2.96570.4523

0.29445

0.29440.5889

0.588

0.4523

0.45230.4523

0.29445

0.294450.2790.91133.920513.92052.2955

1.476

1.196911.74462.295522.2955

0.949411.56230.949451.693222.655922.43821.974822.869552.9016

0.94941.61.69321.69322.284011.69321.102422.43821.97482.90162.43822.90162.43822.869552.9016

11.56230.9494522.284022.901622.43822.837

1.4760.279922.65590.911333.92051.625044.602622.2955

1.19691.74462.29552.30714.6026

2.86955

2.869553.2589

4.6811

4.6811图12 在水平风荷载作用下梁、柱弯矩图(KNm)0.1037 0.10660.1066 0.10370.4407 0.44780.4478 0.44071.0447 1.05321.0532 1.04471.9279 1.91161.9116 1.92792.9657 2.92352.9235 2.9657图13 风荷载作用下柱在水平的轴力图（mm）0.1037

0.2103

0.10370.20340.20340.58560.93601.61201.27531.03782.08852.08851.54611.54611.03781.27532.04971.61200.88320.93601.74161.18300.88321.18300.60400.58561.20940.74020.60400.74020.33700.20340.67820.25710.33700.2571图14 在水平风荷载作用下梁和柱的剪力图（mm）竖向荷载作用下框架的内力计算确定计算单元DCDCBA56 7500 7500 71800 3900 1800150015001800 3900 1800。图15 框架计算单元（mm）对竖向荷载作用下荷载进行计算计算恒荷载荷载的分布如下所示：q2'q2'q175q17500Bq2CD3000q17500

图16 楼层框架梁上的荷载在恒荷载作用下的分布图上图中：、—梁的自重，为均布荷载；’、’、—边框纵梁传给柱子的恒荷载；可忽略按零计算。屋面框架梁线荷载标准值屋面上恒荷载标准值为：边框横梁荷载标准值为：7.12KN/m24.934KN/m走道梁荷载标准值为：1.124KN/m顶层框架梁上线荷载：4.934KN/m1.124KN/m7.123.625.632KN/m7.122.517.8KN/m楼面框架梁线荷载标准值走道梁荷载标准值为：4.934KN/

1.124KN/m

4.05KN/m24.934KN/m1.124KN/m2.20KN/m4.053.614.58KN/m4.052.510.125KN/m边框纵梁荷载标准值为：

4.934KN/m屋面板自重为：

[0.53.61.820.5(3.67.2)1.8]7.12115.344KN中框纵梁荷载标准值为：次梁荷载标准值为：

115.3444.9347.2158.8688KN/m4.934KN/m4.934KN/m屋面板自重：

[0.53.61.820.5(3.67.2)1.80.5(2.83.62.80.70.5)2]7.12180.136KN屋面中间节点集中荷载为：4.9347.24.9347.2180.136251.1856KN楼面上框架节点的集中荷载标准值第二、三、四层门和窗荷载标准值为：楼面板荷载标准值为：

5.1KN/m2.65KN/m20.45KN/m28.443KN/m[0.53.61.820.5(7.23.6)1.8]4.0565.61KN

5.17.22.65[(3.60.7)7.2-21.82.1]21.82.10.458.4433.665.61171.4248KN第一层外纵墙的荷载标准值为：内横墙的荷载标准值为：门和窗的荷载标准值为：框架中柱子的荷载标准值为：楼面板的荷载标准值为：

5.1KN/m2.65KN/m22.20KN/m20.45KN/m28.443KN/m[0.53.61.820.5(7.23.6)1.8]4.0565.61KN第一层边节点集中荷载：5.17.22.65[(3.60.7)7.221.82.1]2.20(3.60.7)7.221.82.10.458.4433.665.61217.3608KN第二、三、四层内纵墙荷载标准值为：门和窗荷载标准值为：框架中柱子荷载标准值为：

5.1KN/m2.20KN/m20.45KN/m28.443KN/m楼面板荷载标准值为：

[0.53.61.820.5(7.23.6)1.80.5(2.83.62.80.70.5)2]4.05102.465KN第二、三、四层中节点集中荷载为：

5.17.22.20[(3.60.7)7.221.82.1-212.5]21.82.10.45212.50.458.4433.6102.465193.5358KN第一层内横墙荷载标准值为：内纵墙荷载标准值为：门和窗荷载标准值为：框架中柱子荷载标准值为：

5.1KN/m2.20KN/m22.20KN/m20.45KN/m28.443KN/m楼面板荷载标准值为：

[0.53.61.820.5(7.23.6)1.80.5(2.83.62.80.70.5)2]4.05102.465KN第一层中节点的集中荷载为：

5.17.22.20(3.60.7)7.22.20[(3.60.7)7.221.82.1212.5]22.11.80.45212.50.458.4433.6102.465239.4358KN恒荷载计算结果 （KN/ （KN/m）（KN/m）（KN/m）（KN/m）（KN）（KN）54.9321.12425.63217.8150.8688251.18562-45.15.114.5810.125171.4248193.535815.15.114.5810.125217.3608239.4358楼层荷载分布图：P1M1

P2 P3 P4M2 Q2'Q1' M2 Q2'AQ1BQ2CQ1D720028007200图17 各楼层框架梁上荷载在活荷载作用下的分布图上图中：、、—边框纵梁传给柱子的活荷载；可忽略。框架梁的线荷载计算屋面荷载的标准值：雪荷载的标准值：0.53.61.8KN/m楼面梁线荷载的计算中跨：1Q'2.03.67.2KN/m1

0.52.51.25KN/mQ2'2.52.56.25KN/mQ2

0.5KN/m20.45KN/m22.0KN/m22.5KN/m2屋面上节点荷载的计算[0.53.61.820.5(3.67.2)1.8]0.58.6KN[0.53.61.820.5(3.67.2)1.80.5(2.83.62.80.70.5)2]0.512.55KN楼面上节点荷载的计算[0.53.61.820.5(3.67.2)1.8]2.032.6KN[0.53.61.820.5(3.67.2)1.80.5(2.83.62.80.70.5)2]2.563.65KN

表36 活荷载标准值汇总表Q1'（KN（KN/m）（KN/m）（KN）（KN/m）51.81.358.612.552-47.26.3532.463.6517.26.3532.463.65

Q2'

P1=P4

P2=P3等效荷载的计算载转化成均布荷载，计算公式如下表所示：a aq'/q'/Q' q/QlQ/qM Ml图18 等效荷载的示意图计算公式（其中a为0.25）：均布荷载结果如下表：PAGEPAGE40表37 等效均布荷载的汇总表楼层（KN/

（KN/

（KN/

（KN/m）5 27.7501 16.9538 1.6068 1.11382-4 18.0967 14.1414 6.4162 5.56581 18.0967 14.1414 6.4162 5.5658150.8688KN

251.1856KN 251.1856KN

150.8688KN29.3739KN/m18.0976KN/m29.3739KN/m29.3739KN/m18.0976KN/m29.3739KN/m171.4248KN171.4248KN217.3068KN

347.8673KN24.5059KN/m347.8673KN24.5059KN/m347.8673KN24.5059KN/m393.7493KN24.5059KN/m

19.6902KN/m19.6902KN/m19.6902KN/m19.6902KN/m

347.8673KN24.5059KN/m347.8673KN24.5059KN/m347.8673KN24.5059KN/m393.7493KN24.5059KN/m

171.4248KN171.4248KN171.4248KN217.3068KNA B C D图19 横向框架计算简图计算在竖向荷载作用下的内力计算过程0.5的情况下对三种弯矩求和得到需要的的杆件端布的弯矩。恒荷载作用下的内力的计算恒载作用下的杆件端部弯矩：屋面恒荷载是：27.7701KN/m 16.9838KN/m屋面固端弯矩是：楼面荷载是：18.0907KN/m 14.1214KN/m楼面固端弯矩是：）） 图20 楼层杆端的弯矩分配计算图（恒载）弯矩调幅0.8-0.90.85。结果如下：））表38 恒荷载作用下弯矩的调幅表楼层AB左B右5.0原始弯矩调幅弯矩-70.8568-60.256898.456883.7253-8.5856-7.53784.0原始弯矩调幅弯矩-69.448-59.055580.355868.2590-4.8857-4.15283.0原始弯矩调幅弯矩-63.8058-54.235575.851864.4570-5.4957-4.65132.0原始弯矩调幅弯矩-63.8518-54.531575.851864.4570-5.4557-4.67531.0原始弯矩调幅弯矩-63.8518-54.231575.851864.4570-5.4557-4.6513计算公式如为：上式中：—均布荷载作用下梁剪力—梁端作用产生的的剪力表39 梁AB在恒载作用下的剪力 l ql

MAB

MBA

M ql

qlM（KNm）

2 （KN

（KNm）

2 l 2 l5 27.7751 7.2 99.942 -70.8468 98.4468 3.8345 96.1349 103.40994 18.0957 7.2 65.127 -69.4448 80.3548 1.5143 63.6142 66.61483 18.0507 7.2 65.127 -63.8048 75.8318 1.6708 63.4557 66.79742 18.0957 7.2 65.127 -63.8048 75.8318 1.6708 63.4557 66.79741 18.0957 7.2 65.127 -63.8048 75.8318 1.6708 63.4557 66.7974表40 梁BC在恒载作用下的剪力q l ql楼层

MAB

MBA

M ql

qlM（KNm）（m）

2 （KN

（KNm）

2 l 2 l516.98487.261.14148-8.94568.9846061.141761.1417414.12147.250.83704-4.88474.8847050.847050.8370314.12147.250.83704-5.49575.4957050.837050.8370214.12147.250.83704-5.49575.4957050.837050.8370114.12147.250.83704-5.49575.4957050.837050.8370恒载作用下框架柱的轴力表41A轴在恒载作用下的轴向力（KN）楼层截面梁端剪力节点集中荷载N柱轴力5上下103.8049103.8049150.8648150.8648254.6787254.6787254.6748285.07464上下66.641866.6418171.4248171.4248238.0666238.0666523.1442553.53403上下66.797466.7974171.4248171.4248238.2222238.2222791.7542822.14202上下66.797466.7974171.4248171.4248238.2222238.22221060.34421090.74901上下66.797466.7974217.3608217.3608284.1582284.15821374.92721405.3220表42 B轴在恒载作用下的轴向力(KN)载5上下61.141761.141796.134996.1349251.1856载5上下61.141761.141796.134996.1349251.1856251.1856408.4622408.4622448.4622438.84704上下50.837050.837063.611263.6112193.5358193.5358307.4840307.4840746.8410777.2348

节点集中荷

N 柱轴力表42 B轴在恒载作用下的轴向力(KN)(续表节点集中荷载3上下50.837050.837063.455763.4557载3上下50.837050.837063.455763.4557193.5558193.5558307.8285307.82851085.04431115.44912上下50.837050.837063.455763.4557193.5358193.5358307.8285307.82851423.24761453.64241上下50.837050.837063.455763.4557239.4358239.4358353.7285353.72851807.44091837.8047

N 柱轴力在活荷载作用下内力的计算在活荷载作用下杆端的弯矩1.6058KN/

1.1135KN/m屋面固端弯矩 楼面的均布荷载：6.4152KN/m5.5658KN/m楼面的固端弯矩：图21 各楼层杆端弯矩分配计算图（活载）

表43 活荷载作用下弯矩的调幅计算表楼层 A B左 B右原始弯矩 -6.0884 7.1584 -0.40575调幅弯矩 -5.1561 6.1056 -0.3455表43 活荷载作用下弯矩调幅计算表（续表）楼层AB左B右4原始弯矩调幅弯矩-21.4537-18.265626.353722.4561-3.5483-2.67613原始弯矩调幅弯矩-22.5537-19.153627.053723.0596-3.0583-2.59512原始弯矩调幅弯矩-22.5537-19.153627.053723.0296-3.0583-2.59111原始弯矩调幅弯矩-22.5357-19.153627.093723.0296-3.0453-2.5911活荷载作用下梁的剪力表44 梁AB在活荷载作用下的剪力q l ql

M

MBA

M ql

qlM（KNm）

2 （Nm（Nm）

2 l 2 l51.60587.25.7757-6.06547.17540.15525.65955.957846.41527.223.0957-21.453726.55370.675222.415623.753936.41527.223.0947-22.535727.09370.633322.461423.728126.41527.223.0957-22.553727.09370.633322.461423.728116.41527.223.0547-22.535727.09370.633322.461423.7281表45 梁BC在活载作用下的剪力q l 楼层

M

MBA

M ql

qlM（KNm）

2 （KNm）

2 l 2 l5 1.1138 7.2 4.0597 -0.4577 0.4577 0 4.5097 4.50974 5.5688 7.2 20.0577 -3.1483 3.5483 0 20.0477 20.04773 5.5688 7.2 20.0577 -3.0483 3.5483 0 20.0477 20.04772 5.5688 7.2 20.0577 -3.0483 3.5483 0 20.0477 20.04771 5.5688 7.2 20.0577 -3.0483 3.5483 0 20.0477 20.0477活荷载作用框架柱的轴力表46 框架柱在活荷载作用下的轴力（KN）楼层梁端剪力A轴集中荷载柱轴力左梁端剪力B轴左梁端剪力集中荷载柱轴力55.92588.614.05784.00575.615512.5522.2752423.775932.470.251720.047722.415663.25127.9525323.728132.4126.329820.047722.461463.25233.7516223.728132.4182.457920.047722.461463.25339.5556123.728132.4238.58620.047722.461463.25445.2598PAGEPAGE50内力组合作用产生的影响。有这四个组合。组合一：组合二：组合三：组合四：上式中：Sgk—恒荷载Sqk—活荷载Sek—地震作用梁的内力组合计算如表47所示。柱的内力组合计算如表48所示。））PAGEPAGE51表47 各楼层框架梁内力组合荷载形式 内力组

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk

Sd1.3Sgk

Sd1.2(Sgk0.5

Sd1.2(Sgk0.5

Vmax1.5Sqk1.50.7SqkSqk)1.35Sek(右震)Sqk)-1.35Sek(左震)MAV-60.2358103.8059-5.1581 63.0115.9278 14.448-86.0450143.8446-83.7258141.17519.6858147.6334-160.4439108.6238-160.4439147.63345MB左V83.725361.14176.1016 41.5184.0097 29.299117.951485.4988115.245783.6944159.5020115.329548.753436.2222159.5020115.3295MB右V-7.637896.1349-0.3465 41.0185.6195 29.299-10.4489133.4046-10.2930130.875846.0050158.2572-64.747679.1599-64.7476158.2872跨中AB M71.97965.6299 52.0145102.018399.4849159.973019.5339159.9730PAGE52PAGE52表47 各楼层框架梁内力组合（续表）荷载形式内力组合楼层端点内力Sd1.3SgkSd1.3SgkSd1.2(Sgk0.5MmaxSd1.2(Sgk0.5SgkSqkSekVmax1.5Sqk1.50.7SqkSqk)1.35Sek(右震)Sqk)-1.35Sek(左震)M-59.0255-18.2696140.871-104.5376-95.9162108.3835-271.9682-271.9682AV66.641823.773930.057122.2952111.5969134.811553.6576134.8115M68.299022.426189.937122.4259112.3361216.8294-26.0005216.8294B左4V50.837020.047764.25196.159787.1382159.7584-13.6923159.7584M-4.1528-2.676189.957-9.4128-8.2085114.8259-128.0540-128.0040B右V63.611222.415664.241116.3180106.2309176.50823.0574176.5082跨中ABM63.662320.3479115.404113.2828104.1563244.3989-67.1919244.3989表47 楼层的梁内力组合（续表）荷载形式内力组合楼层荷载形式内力组合楼层端点内力Sd1.3SgkSd1.3SgkSd1.2(Sgk0.5Sd1.2(Sgk0.5SgkSqkSekVmax1.5Sqk1.50.7SqkSqk)1.35Sek(右震)Sqk)-1.35Sek(左震)M-54.2315-19.1536200.575-99.2314-90.6122194.1685-347.3084-347.3084AV66.797423.728145.552122.4288111.7511155.888932.8985155.8889M64.457023.0296127.425118.3385107.9722263.1899-80.8576263.1899B左3V50.837020.047791.01896.159787.1322195.9073-49.8413195.9023M-4.6713-2.5911127.425-9.9593-8.7933164.8635-179.1840-179.1240B右V63.425722.461691.018116.1848106.0771212.4981-33.2505212.4281跨中ABM59.324321.0926163.986108.785099.2238305.2492-137.5230305.2492表47 楼层梁的内力组合（续表）荷载形式内力组合楼层荷载形式内力组合楼层端点内力Sd1.3SgkSd1.3SgkSd1.2(Sgk0.5Sd1.2(Sgk0.5SgkSqkSekVmax1.5Sqk1.50.7SqkSqk)1.35Sek(右震)Sqk1.35Sek(左震)M-54.2325-19.1536252.675-99.2314-90.6122264.5413-417.6812-417.6812AV66.797423.728156.856122.4288111.7511171.189817.5976171.1898M64.457023.0296156.904118.3585107.9752302.9866-120.6542302.9866B左2V50.837020.0477112.07496.155787.1382224.3329-78.2669224.3329M-4.6713-2.5911156.904-9.9593-8.7933204.6652-218.9806-218.9806B右V63.455722.4616112.074116.1848106.0771240.9237-61.5761240.5237跨中ABM59.344321.0516204.7595108.755099.2538360.3539-192.5957360.5339表47 各楼层框架梁内力组合（续表）荷载形式内力组合楼层荷载形式内力组合楼层端点内力Sd1.3SgkSd1.3SgkSd1.2(Sgk0.5Sd1.2(Sgk0.5SgkSqkSekVmax1.5Sqk1.50.7SqkSqk)1.35Sek(右震)Sqk1.35Sek(左震)M-54.2315-19.1536253.951-99.2314-90.6122266.1964-419.3363-419.3363AN66.797423.758157.277122.4288111.7511171.717717.0698171.7177M64.457023.0296158.49118.3385107.9552305.1577-122.7953305.1277B左1N50.837020.0477113.30796.159787.1382225.9955-79.9314225.9975M-4.6713-2.5911158.49-9.9593-8.7953206.8513-221.1217-221.1217B右N63.455722.4656113.507116.1848106.0771242.5883-63.3407242.5883跨中ABM59.344321.0916206.1955108.785099.2938362.2320-194.4958362.2320PAGE56PAGE56表48 各楼层框架柱内力组合荷载类型 内力组合

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk1.5Sqk

Sd1.3Sgk1.50.7Sqk

Sd1.2(Sgk0.5Sqk)1.35SkSd1.2(Sgk0.5Sqk)-1.35Sk

右震）左震）

NmaxA上A上MN70.8700254.67886.0714.027863.011214.448101.236352.1241498.5045345.81163173.75112333.536043.62088294.52644A下MN42.1000285.07369.3714.027838.989914.45868.785391.6373864.5685385.32487108.778365370.05983.505635331.00025M-76.8400-6.0582.0365-108.967-106.245514.911575-206.587275B上N408.462222.2597-14.551564.42041554.394545483.47561523.57131B下MN-42.9200438.8570-9.5522.275246.8909-14.851-69.971603.9329-65.7155593.905266.128515519.94507-120.476715560.04467352.12414108.778365391.63738-206.587275564.42041-120.476715603.9329表48 各楼层框架柱内力组合（续表）荷载类型 内力组合

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk1.5Sqk

Sd1.3Sgk1.50.7Sqk

Sd1.2(Sgk0.5Sqk)1.35SkSd1.2(Sgk0.5Sqk)-1.35Sk

右震）左震）

NmaxM76.84006.0582.0365108.967106.2445206.587275-14.911275206.587275C上N408.462222.279214.851564.41966554.39402523.57101483.47331564.41966M42.95009.4546.850969.95165.7185120.476715-6.128715120.476715C下N438.857022.279214.851603.9329593.96726560.04477519.94707603.93295M-70.8700-6.0763.0112-101.236-98.5345-3.62088-173.75112-173.75112D上N254.678814.0278-14.448352.12414345.81163294.52644333.56604352.18414M-42.1000-9.3738.9899-68.785-64.5685-3.505635-108.778365-108.77836D下5N285.073614.0278-14.448391.63638385.32487331.0002370.0098391.63738表48 各楼层框架柱内力组合（续表）荷载类型 内力组合

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk1.5Sqk

Sd1.3Sgk1.50.7Sqk

Sd1.2(Sgk0.5Sqk)1.35SkSd1.2(Sgk0.5Sqk)-1.35Sk

右震）左震）

NmaxA上MN27.3200523.140212.1170.2067101.880746.50553.681785.3848148.2315753.794045177.588945732.67101-97.488945607.10751177.588945785.38481A下MN31.8960553.535011.2770.205777.555746.50558.562824.8980553.2505793.307285149.7453695769.14477-59.683695643.58127149.743695824.898054M-27.0500-9.45132.9826-49.379-45.1265141.36351-217.69251-217.69251B上N746.8410127.9925-47.0351162.882051105.285425909.507451036.501951162.88205B下MN-32.4450777.2358-11.59127.992593.8341-47.635-58.8071202.39629-53.86651144.79866581.094035945.98121-172.2585351072.97571-172.2580351202.39529PAGEPAGE59表48 各楼层框架柱内力组合（续表）荷载类型 内力组合

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk1.5Sqk

Sd1.3Sgk1.50.7Sqk

Sd1.2(Sgk0.5Sqk)1.35SkSd1.2(Sgk0.5Sqk)-1.35Sk

右震）左震）

NmaxC上MN27.0800746.84109.45127.9925132.982647.03549.3791162.8820545.12651105.255425217.692511036.55195-141.36051909.55745217.692511162.88205C下MN32.4400777.235811.09127.992593.834147.03558.8071202.3952953.81651144.798665172.2580351072.97571-81.094055945.98521172.2580351202.395294M-27.3200-12.11101.8807-53.681-48.231597.485945-177.588945-177.588945D上N523.140270.2017-46.505785.38481753.795045607.10751732.67501785.38481D下MN-31.8900553.5350-11.2770.201777.5657-46.505-58.362824.89805-53.2905793.30758559.683695643.58127-149.743695769.14577-149.743595824.89805PAGEPAGE60表48 各楼层框架柱的内力组合（续表）荷载类型 内力组合

Mmax楼层 端点 内力

Sgk

Sqk

Sek

Sd1.3Sgk1.5Sqk

Sd1.3Sgk1.50.7Sqk

Sd1.2(Sgk0.