土木工程毕业设计房屋建筑毕业论文.docx

土木工程毕业设计房屋建筑毕业论文目录第一章工程概况11.1建设项目11.2结构设计资料11.21气象条件11.22地质条件11.23地震资料1第二章结构平面布置22.1框架梁柱截面尺寸预估32.11梁截面估算32.12柱截面尺寸估算3第三章 板内力与配筋计算43.1板荷载计算43.11屋面恒载43.12楼面恒载43.13卫生间恒载43.14活载设计53.2内力与配筋计算配筋5321 B-1板计算53.22 B-2区板计算53.23 B-3板配筋计算6第四章 框架竖向荷载计算84.1所用材料容重84.2恒载计算84.21楼面恒载84.22屋面恒载94.3活荷载计算124.4重力荷载计算144.41楼面144.42屋面14第五章 内力计算155.1惯性矩及线刚度计算155.2分配系数计算155.3恒载作用下的内力计算165.4活载作用下的内力计算235.5重力荷载作用下的内力计算305.6风荷载作用下的内力和位移计算375.61风振系数的计算375.62各层楼面处集中风荷载标准值385.63线刚度计算385.64侧移刚度D值计算395.65反弯点高度计算405.66风荷载作用下的内力计算415.7水平地震作用下的内力和位移计算495.71荷载计算495.72位移计算505.73侧移刚度D值计算515.74结构基本自振周期计算525.75地震影响系数535.76各层水平地震作用标准值、楼层地震剪力及楼层层间位移545.77刚重比与剪重比验算545.78内力计算54第六章 框架内力组合636.1梁AC内力组合636.2梁CD内力组合656.3 A轴柱内力组合676.4 C轴柱内力组合69第七章 配筋计算737.1梁正截面配筋计算737.2梁斜截面配筋747.3柱截面配筋计算757.31轴压比验算757.32二阶效应与偏心767.4柱配筋计算77第八章 基础设计818.1设计资料818.2基础验算828.3内力与配筋计算82第九章 楼梯设计839.1设计资料839.11几何参数839.12荷载标准值849.13材料信息849.2梯板计算849.21荷载计算849.22正截面配筋计算849.3平台板计算859.31荷载与内力计算859.32配筋计算859.4平台梁计算86参考文献87致谢88III第一章 工程概况1.1建设项目本项目拟建于岳阳市南湖风景区内，宿舍楼规划用地面积1200m2。该宿舍楼采用框架结构体系，建筑面积约4200m2，总共6层。1.2结构设计资料1.21气象条件温度：最热月平均30.1，最冷月平均4.2，夏季极端最高39.8，冬季极端最低-5.5。相对湿度：最热月平均73%。气象条件：全年为偏南风，夏季为西南风，基本风压W0=0.4kN/m2, 基本雪压为0.55kN/m2，地面粗糙程度为B类。1.22地质条件地形概述：拟建场地地形平缓，地面标高海拔在25.0030.00m之间。自然地表1.8 m内为填土，填土下层为3m厚砂质黏土，再下层为砾石层。砂质黏土允许承载力特征值为300kN/m2。砾石层允许承载力特征值为400kN/m2。地下水位：地表以下4.0m，无侵蚀性。1.23地震资料地震设计烈度：7度，框架抗震等级为三级。近震、类场地、特征周期Tg0.4s、max0.08g第二章 结构平面布置结构平面布置根据建设设计图纸以及建设设计使用功能要求和框架体系等通过对板的传荷方式布置梁与柱如图2.0。结构布置图2.02.1框架梁柱截面尺寸预估楼盖及屋盖采用现浇混凝土结构，楼板厚度h=110mm，混凝土强度等级为：C30（fc =14.3 N/mm2 ）梁、柱主筋选用HRB400箍筋HRB335板主筋HRB3352.11梁截面估算梁截面高度按跨度的1/81/12进行估算。主梁跨度为7200mm、2400mm。取L=7200mm：7200mm（1/81/12）= 600900故取主梁：h=7500mm 梁截面宽度按截面高度的1/21/3进行估算：750（1/21/3）=375250 故取主梁：b=300mm200mm2.12柱截面尺寸估算结构抗震等级为三级，轴压比限值为c=0.9 c=N/fc.A N=Fgen(查表可知)，各层重力荷载代表值近似取14KN/m2得：恒载：N=1.250.5（4.2+4.2）0.5（2.4+7.2）146=2116.8KN活载: N=1.250.5（4.2+4.2）0.5（2.4+7.2）2.06=302.4KNNv =1.22116.8+1.4302.4=2963.52KNA=Nv/c fc=(2963103)/(0.914.3)=2.3105mm2 500500=250000 mm2柱截面尺寸取：500mm500mm梁柱尺寸初选表2.1-1层次混凝土强度主梁（bh）次梁（bh）柱（bh）16C30AB、BCCD300500500500300750300350第三章 板内力与配筋计算3.1板荷载计算3.11屋面恒载找平层：20mm厚水泥砂浆 0.0220=0.4 KN/m2防水层：防水沥青卷材 0.4 KN/m2找坡层：20mm厚C20细石混凝土抹平压光 0.0225=0.5 KN/m2110mm 厚现浇混凝土板 0.1125=2.75 KN/m2抹灰层：10mm厚混合砂浆 0.0117=0.17 KN/m2合计 4.22 KN/m23.12楼面恒载110mm厚现浇混凝土板 0.1225=2.75 KN/m2找平层：20mm厚水泥砂浆 0.0220=0.4 KN/m2装饰层：10mm地面砖 0.0119.8=0.198 KN/m2抹灰层：10mm厚混合砂浆 0.0117=0.17 KN/m2合计 3.518 KN/m23.13卫生间恒载防水层：防水沥青卷材 0.4 KN/m2找平层：20mm厚水泥砂浆 0.0220=0.4 KN/m2装饰层：10mm地面砖 0.0119.8=0.198 KN/m2110mm 厚钢筋混凝土板 0.1225=2.75 KN/m2抹灰层：10mm厚混合砂浆 0.0117=0.17 KN/m2卫生间纵墙折算 1.98 KN/m2合计 5.898 KN/m23.14活载设计上人屋面 2.0 KN/m2楼面 2.0 KN/m2走廊 2.0 KN/m2卫生间 2.0 KN/m23.2内力与配筋计算配筋321 B-1板计算lx/ly=1.753按双向板设计。恒载设计值：G=5.8981.2=7.0776KN/m2活载设计值：Q=2.0 1.4=2.8 N/m2G=G+Q/2=8.48KN/m2Q= Q/2=1.4 N/m2G+Q=9.88 N/m2loy/lox=0.54，lo=2.1m 查双向板系数表得：跨中弯矩（单位：KN/m）Mx=(0.03928.48+0.09281.4)2.12+0.2（0.00478.48+0.01921.4）2.12 =2.1My=（0.00388.77+0.01741.4）2.12+0.2 (0.048.77+0.09651.4)2.12 =0.703支座弯矩：Mx =0.0829.882.12 =3.57My =0.0579.882.12 =2.48B-1区板配筋计算表3.2-1位置截面hOM(KN/m)As(mm2)选配钢筋实配钢筋跨中lx902.174mm2C10220As=357mm2ly900.48225mm2C10220As=357mm2支座ly90-3.57126mm2C10220As=357mm2ly90-2.4887mm2C10220As=357mm23.22 B-2区板计算恒载设计值：G=3.5181.2=4.2216KN/m2活载设计值：Q=2.0 1.4=2.8KN/m2G=G+Q/2=5.6216 KN/m2Q= Q/2=1.4 KN/m2G+Q=7.0216 KN/m2lx/ly=1.143按双向板设计loy/lox=0.866，lo=3.9m 查双向板系数表得：跨中弯矩（单位：KN/m）Mx=(0.0245.6216+0.0501.4)3.92+0.2（0.0155.6216+0.03511.4）3.92 =3.526My=（0.0155.6216+0.03511.4）3.92+0.2 (0.0245.6216+0.0501.4)3.92=2.654Mx =0.06137.02163.92 =6.55My =0.05497.02163.92 =5.86B-2区板配筋计算表3.2-2位置截面hOM(KN/m)As(mm2)选配钢筋实配钢筋跨中lx903.526125mm2C10220As=357mm2ly902.65494mm2C10220As=357mm2支座ly90-6.55236mm2C10220As=357mm2ly90-5.86210mm2C10220As=357mm23.23 B-3板配筋计算恒载设计值：G=3.5181.2=4.2216 KN/m2活载设计值：Q=2.0 1.4=2.8 KN/m2G=G+Q/2=5.6216 KN/m2Q= Q/2=1.4 KN/m2G+Q=7.0216 KN/m2lx/ly=1.873按双向板设计loy/lox=0.5，lo=2.1m 查双向板系数表得：跨中弯矩（单位：KN/m）Mx=(0.0405.6216+0.09651.4)2.12+0.2（0.00385.6216+0.01741.4）2.12 =1.631My=（0.00385.6216+0.01741.4）2.12+0.2 (0.0405.6216+0.09651.4)2.12 =0.528Mx =0.08297.02162.12 =2.57My =0.05707.02162.12 =1.765B-3区板配筋计算表3.2-3位置截面hOM(KN/m)As(mm2)选配钢筋实配钢筋跨中lx1001.63157mm2C10220As=357mm2ly1000.52818mm2C10220As=357mm2支座ly1002.5791mm2C10220As=357mm2ly1001.76562mm2C10220As=357mm2框架计算简图3.2-1第四章 框架竖向荷载计算4.1所用材料容重水泥砂浆 20 KN/m3沥青卷材 0.4 KN/m2混凝土 25 KN/m3混合砂浆 17 KN/m3地面砖 19.8 KN/m3多孔砖 17 KN/m3加气混凝土砌块 5.5 KN/m34.2恒载计算4.21楼面恒载AB跨主梁荷载；（单位：KN/m）B1为三角形荷载：5/87.07762.1/2=4.652=9.3墙重：170.123.6+0.02203.6+170.0053.6=14梁自重：0.30.6425+（0.642+0.3）0.0220+（0.642+0.3）0.00517=5.57合计：9.3+14+5.57=28.87B点集中力：（单位：KN）B1传次梁梯形荷载：1-2(0.27) 2 + (0.27) 37.07761.05=6.504.2=27.3B2传次梁三角形荷载：5/84.22163.9/24.2=21.61次梁上墙自重：（5.50.2+0.0220+0.00517）3.61.82=20.54次梁自重：0.30.3920+（0.392+0.3）0.0220+（0.392+0.3）0.005174.2=12.03合计：27.3+21.61+20. 54+12.03=81.48BC跨主梁荷载；（单位：KN/m）B2传主梁梯形荷载：1-2(0.433) 2 + (0.433) 34.2213.9/2=5.812=11.62墙重为: 5.50.23.6+0.02203.62+0.005173.62=7.45梁自重： 0.30.7525+（0.642+0.3）0.0220+（0.642+0.3）0.00517=6.39合计;11.62+7.45+6.39=25.46CD跨主梁荷载；（单位：KN/m）B3传主梁为三角形荷载：5/84.2212.1/2=2.772=5.54主梁自重：0.30.2425+（0.242+0.3）0.0220（0.242+0.3）0.00517=2.18合计：5.54+2.18=7.72A点的集中力主梁传(28.872.46+81.484.8+19.654.82.4)/7.2=143.5B1传梯形荷载：1-2(0.27) 2 + (0.27) 37.07761.05=6.504.2=27.3次梁传：0.30.3920+（0.392+0.3）0.0220+（0.392+0.3）0.005174.2=12.03合计:143.5+27.3+12.03=182.83C点的集中力主梁传:(28.872.4+81.48+19.654.8)-143.5=101.59B2传三角形荷载：5/84.22163.9/24.2=21.61B3传梯形荷载： 1-2(0.27) 2 + (0.27) 37.07761.05=6.504.2=27.3次梁传：0.30.3920+（0.392+0.3）0.0220+（0.392+0.3）0.005174.2=12.03合计：101.59+21.61+27.3+12.03=162.534.22屋面恒载AB跨主梁荷载；（单位：KN/m）B1为三角形荷载：5/84.221.22.1/2=3.322=6.64梁自重：0.30.6425+（0.642+0.3）0.0220+（0.642+0.3）0.00517=5.57合计6.64+5.57=12.21B点集中力：（单位：KN）B1传次梁梯形荷载：1-2(0.27) 2 + (0.27) 34.221.21.05=4.654.2=19.53B2传次梁三角形荷载：5/84.221.23.9/24.2=25.92次梁自重：0.30.3920+（0.392+0.3）0.0220+（0.392+0.3）0.005174.2=12.03合计：19.53+25.92+12.03=57.48BC跨主梁荷载；（单位：KN/m）B2传主梁梯形荷载：1-2(0.433) 2 + (0.433) 34.221.23.9/2=6.972=13.94梁自重： 0.30.7525+（0.642+0.3）0.0220+（0.642+0.3）0.00517=6.39合计：13.94+6.39=20.33CD跨主梁荷载；（单位：KN/m）B3传主梁为三角形荷载：5/84.221.22.1/2=3.322=6.64主梁自重：0.30.2425+（0.242+0.3）0.0220（0.242+0.3）0.00517=2.18合计：6.64+2.18=8.82A点的集中力主梁传（12.212.46+57.484.8+20.334.82.4）/7.2=95.27B1传梯形荷载：1-2(0.27) 2 + (0.27) 34.221.21.05=4.654.2=19.53次梁传：0.30.3920+（0.392+0.3）0.0220+（0.392+0.3）0.005174.2=12.03合计：Fa=95.27+19.53+12.03=126.83C点的集中力主梁传12.212.4+57.48+20.334.8-95.27=89.1B2传次梁三角形荷载：5/84.221.23.9/24.2=25.92B3传次梁梯形荷载：1-2(0.27) 2 + (0.27) 34.221.21.05=4.654.2=19.53合计：Fc=89.1+25.92+19.53=134.55恒载计算简图4.2-14.3活荷载计算楼板与屋面活载标准值2.0 KN/m2活载设计值：1.42.0=2.8KN/m2AB跨主梁荷载B1为三角形荷载：5/82.82.1/2=3.322=6.64B点集中力：（单位：KN）B1传次梁梯形荷载：1-2(0.27) 2 + (0.27) 32.81.054.2=10.79B2梁三角形荷载：5/82.83.9/24.2=14.33合计：10.79+14.33=25.12BC跨主梁荷载；（单位：KN/m）B2传主梁梯形荷载：1-2(0.433) 2 + (0.433) 32.83.9/2=3.862=7.72CD跨主梁荷载；（单位：KN/m）B3传主梁为三角形荷载：5/82.82.1/2=1.83752=3.675A点的集中力（单位：KN）：Fa=(25.124.8+6.647.27.2/2)/7.2+10.79=51.44C点的集中力（单位：KN）:Fc=25.12+6.647.2-40.65+ 14.33+6.644.2=60.17活载计算简图4.3-14.4重力荷载计算对于楼层的重力荷载代表值取恒载+1/2楼面活载对于屋顶的重力荷载代表值取恒载+1/2屋面活载4.41楼面AB跨主梁荷载（单位：KN/m）28.87+6.64/2=32.19B点集中力：（单位：KN）81.48+25.12/2=94.04BC跨主梁荷载；（单位：KN/m）25.46+7.72/2=29.32CD跨主梁荷载；（单位：KN/m）7.72+3.68/2=9.56A点的集中力（单位：KN）：182.83+51.44/2=208.55C点的集中力（单位：KN）:162.53+60.17/2=192.624.42屋面AB跨主梁荷载（单位：KN/m）12.21+6.64/2=15.53B点集中力：（单位：KN）57.48+25.12/2=70.04BC跨主梁荷载；（单位：KN/m）20.33+7.72/2=24.19CD跨主梁荷载；（单位：KN/m）8.82+3.68/2=10.66A点的集中力（单位：KN）：126.83+51.44/2=152.55C点的集中力（单位：KN）:134.55+60.17/2=164.64第五章 内力计算5.1惯性矩及线刚度计算梁截面惯性矩计算（考虑楼板加强作用边框架梁I=1.5I0中框架梁I=2I0）边跨：I=1.5bh3/12=3007503/12=1.581010中跨：I=2bh3/12=3003503/12=2.144109柱截面惯性矩计算I=bh3/12=5005003/12=5.208109边跨梁：i=1.5EI/l=1.581010/7200=2.198106E中跨梁：i=2EI/l=2.144109/2400=0.894106E2-6层柱: i=EI/l=5.208109/3600=1.447106E底层柱: i=EI/l=5.208109/4600=1.132106E令2-6层柱i=1其余各杆相对线刚度为：边跨梁：（2.198106E）/(1.447106E)=1.518中跨梁：(0.894106E)/( 1.447106E)=0.617底层柱:（1.132106E）/( 1.447106E)=0.7825.2分配系数计算分配系数表5.2-1构件位置分配系数备注6层梁A轴右端0.603A轴梁左右端代表该层A轴节点梁左右端（C轴柱同理）特此说明A轴柱上下端端代表该层A轴节点柱上下端（C轴柱同理）特此说明C轴左端0.484C轴右端0.1972-5层梁A轴右端0.432C轴左端0.367C轴右端0.1491层梁A轴右端0.46C轴左端0.388C轴右端0.1586层柱A轴下柱0.397C轴下柱0.3192-5层柱A轴上柱0.284A轴下柱0.284C轴上柱0.242C轴下柱0.2421层柱A轴上柱0.303A轴下柱0.237C轴上柱0.255C轴下柱0.1995.3恒载作用下的内力计算梁固端弯矩计算表5.3-1位置分配前固端弯矩分配后固端弯矩6层框架梁MA右-130.40-78.01MC左99.7878.17MC右-4.23-19.62MD左4.2319.62MD右-99.78-78.17MF左130.4078.012-5层框架梁MA右-199.23-153.46MC左155.78136.56MC右-3.71-17.65MD左3.7117.65MD右-155.78-136.56MF左199.23153.461层框架梁MA右-199.23-136.53MC左155.78127.29MC右-3.71-21.95MD左3.7121.95MD右-155.78-127.29MF左199.23136.53共88页 第90页恒载作用下的二次弯矩分配表5.3-2上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3970.6030.48400.3190.1970.1970.3190.4840.6030.397偏心矩偏心矩偏心矩偏心矩0.00-130.4099.780.00-4.234.230-99.78130.4051.7778.63-46.25-30.48-18.8218.8230.4846.25-78.63-51.7728.29-23.1239.32-18.409.41-9.4118.40-39.3223.12-28.29-2.05-3.12-14.68-9.67-5.975.979.6714.683.122.050.0078.01-78.0178.170.00-58.56-19.6219.6258.56-78.1778.010.00-78.010.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5825.8828.29-27.9143.03-15.24-18.4011.33-11.3315.2418.40-43.0327.91-25.88-28.29-7.46-7.46-11.35-7.60-5.01-5.01-3.093.095.015.017.6011.357.467.4675.0177.41-152.42135.40-57.06-60.22-18.1218.1257.0660.22-135.40152.42-75.01-77.410.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2928.29-27.9143.03-18.40-18.4011.33-11.3318.4018.40-43.0327.91-28.29-28.29-8.14-8.14-12.39-6.44-4.25-4.25-2.622.624.254.256.4412.398.148.1476.7376.73-153.46136.56-59.45-59.45-17.6517.6559.4559.45-136.56153.46-76.73-76.730.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2928.29-27.9143.03-18.40-18.4011.33-11.3318.4018.40-43.0327.91-28.29-28.29-8.14-8.14-12.39-6.44-4.25-4.25-2.622.624.254.256.4412.398.148.1476.7376.73-153.46136.56-59.45-59.45-17.6517.6559.4559.45-136.56153.46-76.73-76.730.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-199.23155.780.00-3.703.700.00-155.78199.230.0056.5856.5886.07-55.81-36.80-36.80-22.6622.6636.8036.8055.81-86.07-56.58-56.5828.2930.18-27.9143.03-18.40-19.3911.33-11.3318.4017.11-43.0327.91-28.29-30.18-8.68-8.68-13.21-6.08-4.01-4.01-2.472.814.564.566.9213.218.688.6876.1978.08-154.27136.92-59.22-60.20-17.5017.8459.7758.47-136.08154.27-76.19-78.080.3030.2370.460.3880.2550.1990.1580.1580.2250.1990.3880.460.3030.2370.00-199.23155.780.00-3.703.700.00-155.78199.230.0060.3747.2291.65-59.01-38.78-30.26-24.0324.0334.2230.2659.01-91.65-60.37-47.2228.290.00-29.5045.82-18.400.0012.01-12.0118.400.00-45.8229.50-28.290.000.370.290.56-15.30-10.06-7.85-6.236.238.877.8515.30-0.56-0.37-0.2989.0247.50-136.53127.29-67.24-38.11-21.9521.9561.4938.11-127.29136.53-89.02-47.50恒载弯矩图5.3-1恒载剪力图5.3-2恒载轴力图5.3-35.4活载作用下的内力计算活载作用下的弯矩计算表5.4-1位置分配前固端弯矩分配后固端弯矩6层框架梁MA右-57.03-31.55MC左43.6432.70MC右-1.76-9.09MD左1.769.09MD右-43.64-32.70MF左57.0331.552-5层框架梁MA右-57.03-43.76MC左43.6438.64MC右-1.76-5.67MD左1.765.67MD右-43.64-38.64MF左57.0343.761层框架梁MA右-57.03-38.91MC左43.6436.10MC右-1.76-6.86MD左1.766.86MD右-43.64-36.10MF左57.0338.91活载作用下的二次弯矩分配表5.4-1上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3970.6030.48400.3190.1970.1970.3190.4840.6030.397偏心矩偏心矩偏心矩偏心矩0.00-57.0343.640.00-1.761.760-43.6457.03022.6434.39-20.27-13.36-8.258.2513.3620.27-34.39-22.648.10-10.1317.19-5.074.13-4.135.07-17.1910.13-8.100.811.23-7.87-5.18-3.203.205.187.87-1.23-0.810.0031.55-31.5532.700.00-23.61-9.099.0923.61-32.7031.550.00-31.550.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-16.2011.328.10-7.6812.32-6.68-5.073.12-3.126.685.07-12.327.68-11.32-8.10-3.33-3.33-5.07-1.35-0.89-0.89-0.550.550.890.891.355.073.333.3324.1820.96-45.1539.23-17.71-16.10-5.435.4317.7116.10-39.2345.15-24.18-20.960.2840.2840.4320.3670.2420.2420.1490.1490.2420.2420.3670.4320.2840.2840.00-57.0343.640.00-1.761.760.00-43.6457.030.0016.2016.2024.64-15.37-10.13-10.13-6.246.2410.1310.1315.37-24.64-16.20-16.208.108.10-7.6812.32-5.07-5