某七层框架结构住宅楼设计全套图纸及计算书4000平米左右-计算书【可提供完整设计图纸】.doc

襄樊学院建筑工程技术专业毕业设计 II 目 录第一章：设计资料··························（1）1.1：设计资料··························（1） 第二章：框架结构选型及布置·····················（3 ）2.1结构体系选型························（3） 2.2混凝土框架结构布置·····················（3）第三章：梁.板.柱截面尺寸设计·····················（4）3.1.板截面尺寸设计·······················（4）3.2. 框架梁.柱尺寸设计······················（4）3.3. 梁.柱线刚度的计算······················（4）第四章： 荷载计算··························（6）4. 1. 恒载计算··························（6）4.2. 活荷载计算·························（10）4.3. 风荷载计算························（12）第五章.内力计算··························（13）  5.1. 恒荷载作用下的内力计算·················（13）5.2.楼面活荷载作用下的内力计算：···············（16）5.3. 风荷载作用下的内力计算··················（21）第六章.内力组合··························（25）6.1. 梁内力组合························（25）6.2. 柱内力组合························（32）第七章.截面设计··························（47）  7.1. 梁的设计·························（47）7.2. 柱的设计······················· ·· （50）结 束 语 ·····························（51）襄樊学院建筑工程技术专业毕业设计 第 1页第一章 设计资料1.1设计资料1.11设计标高室内设计标高±0.000相当于绝对标高5.600m，室内外高差750mm。1.1.2墙身做法：墙身为加气混凝土砌块，M5水泥砂浆砌筑。内粉刷为混合砂浆底，纸筋灰面，厚20mm，“803”内墙涂料两度。外粉刷为1：3水泥砂浆底，厚20mm，马赛克贴面。1.1.3楼面做法：楼板厚为80现浇混凝土板，顶层为20mm厚水泥砂浆找平，5mm厚1：2水泥砂浆加“107”胶水着色粉面层；底层为15mm厚纸筋面石灰抹底，涂料两度。1.1.4屋面做法：楼板厚80现浇混凝土板，现浇楼板上铺膨胀珍珠岩保温层（檐口处厚100mm，2%自两侧檐口向中间找坡），1：2水泥砂浆找平层厚20mmm，二毡三油防水层。1.1.5门窗做法：进门处为防盗门，其它均为木门，铝合金门窗。 襄樊学院土木工程建筑工程专业毕业设计 第56页1.1.6地质资料：地质上层构造为：第一层为杂填土，平均厚度为0.60.8 m。第二层为素填土，平均厚度为0.50.7m,承载力为80 KN/ m2。第三层为粉质粘土，承载能力为200 KN/ m2，厚度在2.53.0m之间，第四层为粘土，承载能力为400 KN/ m2。地下水位在地表1.8m，无侵蚀性。1.1.7基本风压：W0=0.3 KN/ m2 1.1.8活荷载：屋面活荷载2.0 KN/ m2，住宅楼面活荷载2.0KN/ m2，阳台活荷载2.5 KN/ m2。第二章 框架结构选型及布置 2.1结构体系选型：采用钢筋混凝土现浇结构体系屋面结构：采用钢筋混凝土现浇结构体系，上人屋面楼面结构：采用钢筋混凝土现浇结构体系采用钢筋混凝土现浇结构基础梁基础：独立基础2.2 混凝土框架结构布置结构平面布置图 第三章.梁.板.柱截面尺寸设计3.1. 板截面尺寸设计屋面采用80厚现浇混凝土双向板楼面采用80厚现浇混凝土双向板挑阳台采用60厚的现浇混凝土单向板3.2. 框架梁.柱尺寸设计确定各梁柱截面尺寸：ABBC跨梁：取h=1/12×4200=350mm 取b=240mm挑梁：取b×h=240mm×350mmCD跨梁： 取h=1/12×3600=300mm 取b=240mm柱（A轴B轴C轴）连系梁，取b×h=240mm×350mm，边柱（D轴）连系梁，取b×h=240mm×300mm； 柱截面均为 b×h=350mm×350mm，现浇楼板厚度80mm3.3. 梁.柱线刚度的计算根据地质资料，确定基础顶面离室外地坪为350mm，由此求得底层层高为3.9m。其中求梁截面惯性矩时考虑到现浇楼板的作用，取I=2I0ABBC跨梁：i=2Ec×1/12×0.24×0.353 ÷4.2 =4.08×10-4 Ec挑梁：i=2Ec×1/12×0.24×0.353 ÷1.5 =11.43×10-4 EcCD跨梁：i=2Ec×1/12×0.24×0.353 ÷3.6 =3.0×10-4 Ec上部各层柱：i= Ec×1/12×0.35×0.353÷2.8=4.47×10-4 Ec底层各柱：i= Ec×1/12×0.35×0.353÷3.9=3.21×10-3 Ec结构计算简图如下：第四章荷载计算4.1恒荷载计算1屋面框架梁线荷载标准值20厚1：2水泥砂浆找平 0.02×20=0.46kN/m2100140厚（2%找坡）膨胀珍珠岩 (0.10=0.14)÷2×7=0.84kN/m280mm厚钢筋混凝土楼板 0.08×25=2kN/m215mm厚纸筋石灰抹底 0.015×16=0.24kN/m2 屋面恒荷载 3.48 kN/m2AB、BC跨框架梁自重 0.24×0.35×25=2.1kN/m梁粉刷 2×(0.35-0.08)×0.02×17=0.18kN/mCD跨框架梁自重 0.24×0.3×25=1.88kN/m2梁粉刷 2×(0.3-0.08)×0.02×17=0.15kN/m则作用于屋面框架梁上线荷载标准值为：g7AB1= g7BC1=2.28kN/m g7CD1=2.03kN/mg7AB2= g7BC2=3.48×3.4=11.83kN/mg7CD2=3.48×3.4=11.83kN/m2楼面框架梁线荷载标准值25mm厚水泥砂浆面层 0.025×20=0.50kN/m280mm厚钢筋混凝土楼板 0.08×25=2.0kN/m215mm厚纸筋石灰抹底 0.015×16=0.24kN/m2水磨石面层 0.65 kN/m2 楼面恒荷载 2.74 kN/m2AB、BC跨框架梁自重及粉刷 2.28kN/mAB、BC跨填充墙自重 0.24×（2.8-0.35）×19=11.17kN/m填充墙粉刷 （2.8-0.35）×0.02×2×17=1.67kN/mCD跨框架梁自重及粉刷 2.03kN/mAB、BC跨填充墙自重 0.24×（2.8-0.3）×19=11.4kN/m填充墙粉刷 （2.8-0.3）×0.02×2×17=1.7kN/m则作用于楼面框架梁上线荷载标准值为：gAB1= gBC1=2.28+12.84=15.12kN/m gCD1=2.03+13.1=15.13kN/m gAB2= gBC2=2.74×3.4=9.32kN/m gCD2=2.74×3.4=9.32kN/m3屋面框架节点集中荷载标准值柱（A轴）连系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 2×(0.35-0.08)×0.02×3.4×17=0.621kN连系梁传来的屋面自重 1/2×3.4×1/2×3.4×17=2.08 kN 1/2（3.4+3.4-1.5）×0.75×3.48=6.94 kN0.9m高女儿墙自重及粉刷 0.9×3.4×0.24×19+2×0.9×0.02×3.4×17=16.03kN 则顶层（A轴）边节点集中荷载为： G7A=140.79kN边柱（D轴）连系梁自重 0.24×0.3×3.4×25=6.12kN粉刷 0.02×（0.3-0.08）×2×3.4×17=0.51kN连系梁传来的屋面自重 1/2×3.4×1/2×3.4×3.48=10.06 kN0.9 高女儿墙自重及粉刷 0.9×3.4×0.24×19+2×0.9×0.02×3.4×17=16.03kN顶层（D轴）边节点集中荷载为： G7D=32.72kN中柱（B轴、C轴）连系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 0.02×（0.35-0.08）×2×3.4×17=0.62kN连系梁传来的屋面自重 2×1/2×3.4×1/2×3.4×3.48=20.12 kN顶层中节点集中荷载为： G7B= G7C=27.88kN4楼面框架节点集中荷载标准值柱（A轴）连系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 2×(0.35-0.08)×0.02×3.4×17=0.621kN钢窗自重 1.2×1.5×0.45=1.8kN木门自重 0.9×2.1×0.2=0.38 kN墙体自重 (2.8-0.35)×3.05-2.1×0.9-1.2×1.5×0.24×19=17.25kN墙面粉刷 (2.8-0.35)×3.05-2.1×0.9-1.2×1.5×2×0.02×17=2.57kN连系梁传来的屋面自重 1/2×3.4×1/2×3.4×2.74=7.92 kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中间层边柱节点集中荷载为： GA=52.02kN边柱（D轴）连系梁自重 0.24×0.3×3.4×25=6.12kN粉刷 0.02×（0.3-0.08×2×3.4×17=0.51kN钢窗自重 1.2×1.5×0.45=1.8kN墙体自重 (2.8-0.30)×3.1-1.2×1.5×0.24×19=27.13kN墙面粉刷 (2.8-0.30)×3.1-1.2×1.5×2×0.02×17=4.05kN连系梁传来的屋面自重 1/2×3.4×1/2×3.4×2.74=7.92 kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中间层边柱（D轴）节点集中荷载为： GD=56.42kN中柱（B轴、C轴）连系梁自重 0.24×0.35×3.4×25=7.14kN粉刷 0.02×（0.35-0.08×2×3.4×17=0.62kN墙体自重 (2.8-0.35)×3.05×0.24×19=34.07kN墙面粉刷 (2.8-0.35)×3.05×2×0.02×17=5.08kN连系梁传来的屋面自重 2×1/2×3.4×1/2×3.4×2.74=15.84kN框架柱自重 0.35×0.35×2.8×25=8.58kN柱面粉刷 0.33×2.8×0.02×17=0.31kN 中间层中节点集中荷载为： GB= GC=55.8kN5.屋面挑阳台框架梁线荷载标准值挑阳台框架梁自重 0.24×0.35×25=2.1 kN/m梁侧粉刷 2×（0.35-0.08）×0.02×17=0.18 kN/m因此，作用在顶层挑梁上的线荷载为g7XL1=2.28kN/m g7XL2=3.48×1.5=5.22kN/m 楼面挑梁线荷载标准值挑阳台框架梁自重 0.24×0.35×25=2.1 kN/m梁侧粉刷 2×（0.35-0.08）×0.02×17=0.18 kN/m挑梁填充墙自重 （2.8-0.35）×0.24×19=11.17 kN/m粉刷 2×（2.8-0.35）×0.02×17=1.67 kN/m因此，作用在中间层挑梁上的线荷载为gXL1=2.28+12.84=15.12kN/m gXL2=2.74×1.5=4.11kN/m屋面挑阳台节点标准值0.4 m 高围墙自重 0.4×3.4×0.21×19=3.1 kN/m粉刷 0.4×0.02×2×3.4×17=0.92 kN/m承受屋面自重 1/2×（3.4+3.4-1.5）×0.75×3.48=6.92 kN/m顶层挑梁节点集中荷载 G7=10.94 kN楼面挑阳台节点标栏杆自重 0.12×1.2×3.4×19=0.49 kN粉刷 2×0.02×1.2×3.4×17=2.77 kN承受楼面自重 1/2（3.4+3.4-1.5）×0.75×2.74=5.45 kN中层挑梁节点集中荷载 G=8.71kN计算简图42活荷载计算楼面活荷载作用下的结构计算简图如下图所示，图中各荷载值计算如下顶层:P7AB= P7BC=2.0×3.4=6.8 kN/m P7CD=2.0×3.4=6.8 kN/mP7A=1/2×(3.4+3.4-1.5) ×0.75×2.0+1/2×3.4×1/2×3.4×2.0=9.76 kNP7D=1/2×3.4×1/2×3.4×2.0=5.78 kNP7B= P7C=2×1/2×3.4×1/2×3.4×2.0=11.58 kNP7XL=2.5×1.5=3.75 kN/m P=1/2×1.5×1/2×1.5×2.5=1.41 kN中间层PAB= PBC= PCD=2.0×3.4=6.8 kN/m PA=1/2×(3.4+3.4-1.5) ×0.75×2.0+1/2×3.4×1/2×3.4×2.0=9.76 kNPD=1/2×3.4×1/2×3.4×2.0=5.78 kNPB= PC=2×1/2×3.4×1/2×3.4×2.0=11.58 kNPXL=2.×1.5=3.75 kN/m P=1/2×1.5×1/2×1.5×2.5=1.41 kN计算简图4.3风荷载计算基本风压w0=0.3kN/m2wk=zszw0，建筑物高度H=20.7 m <30m，故z=1.0对于矩形平面s=1.3；z可查荷载规范计算过程见下表层次zsZ(m)z w0A(m2)PW71.01.320.350.850.39.663.2061.01.317.550.790.311.763.6251.01.314.750.740.311.763.3941.01.311.950.740.311.763.3931.01.369.150.740.311.763.392 1.01.36.350.740.311.763.3911.01.33.550.740.313.343.85计算简图（单位：kN）第五章. 内力计算5.1恒荷载作用下内力计算1 恒荷载等效中间层:gXL=15.12+5/8×4.11=17.69 kN/mgAB= gBC=15.12+（1-2×0.4×0.4+0.4×0.4）=22.05 kN/mgCD=15.13+（1-2×0.47×0.47+0.47×0.47）=21.28 kN/m各杆的固端弯矩为M XL=1/2×17.69×1.5×1.5=19.90 kN.mM AB= MB A=1/2×22.05×4.2×4.2=32.41 kN.mM BC= M CB=1/2×22.05×4.2×4.2=32.41 kN.mM CD= MDC=1/2×21.28×3.6×3.6=22.98 kN.m顶层：g7XL=2.28+5/8×5.22=5.54 kN/mg7AB= g7BC=2.28+（1-2×0.4×0.4+0.4×0.4×0.4）=11.08 kN/mg7CD=2.03+（1-2×0.47×0.47+0.47×0.47×0.47）=9.86 kN/m各杆的固端弯矩为M 7XL=1/2×5.54×1.5×1.5=6.23 kN.mM AB= MB A=1/2×11.08×4.2×4.2=16.29 kN.mM BC= M CB=1/2×11.08×4.2×4.2=16.29 kN.mM CD= MDC=1/2×9.86×3.6×3.6=10.65 kN.m荷载等效后的计算简图如下 框架在恒荷载作用kN.m框架在恒荷载下梁剪力柱轴力图kN 5.2活荷载作用下的内力计算1.活荷载等效顶层：g7XL=5/8×3.75=2.34 kN/mg7AB= g7BC=（1-2×0.4×0.4+0.4×0.4×0.4）×6.8=5.06kN/mg7CD=（1-2×0.47×0.47+0.47×0.47×0.47）×6.8=4.5kN/m各杆的固端弯矩为M 7XL=1/2×2.34×1.5×1.5=2.63 kN.mM AB= MB A=1/2×5.06×4.2×4.2=7.44 kN.mM BC= M CB=1/2×5.06×4.2×4.2=7.44 kN.mM CD= MDC=1/2×4.5×3.6×3.6=4.86 kN.m荷载等效后的计算简图如下中间层 gXL=5/8×3.75=2.34 kN/mgAB= gBC=（1-2×0.4×0.4+0.4×0.4）×6.8=5.06 kN/mgCD=（1-2×0.47×0.47+0.47×0.47）×6.8=4.5kN/m各杆的固端弯矩为M XL=1/2×2.34×1.5×1.5=2.63 kN.mM AB= MB A=1/2×5.06×4.2×4.2=7.44 kN.mM BC= M CB=1/2×5.06×4.2×4.2=7.44 kN.mM CD= MDC=1/2×4.5×3.6×3.6=4.86 kN.m2.ABCD跨布置活荷载ABCD跨布置活荷载作用下梁柱弯矩图ABCD跨布置活荷载作用下脸端剪力柱轴力图3.BCCD跨布置活荷载BCCD跨布置活荷载作用下梁柱弯矩图BCCD跨布置活荷载作用下梁端剪力柱轴力图5.3风荷载内力计算1.风荷载内力计算（kNm）风荷载弯矩图（kNm） 风荷载作用下剪力图（kN）风荷载作用下轴力图（kN）第六章内力组合6.1梁内力组合第七层内力组合荷载类型截面恒 荷 载 活 荷 载风荷载 MVMVMVMV1-5.31-18.59±0.15±0.112-10.0120.57-3.939.730.54-0.67±0.38±0.28310.033.0-0.8±0.184-15.04-23.31-5.08-10.31-2.130.67±0.74±0.285-15.0422.47-2.030.25-4.549.52±0.72±0.3868.5-1.542.13±0.037-12.96-21.41-1.06-0.25-6.55-10.52±0.78±0.388-11.219.91-3.267.71-5.448.5±0.56±0.4395.771.200.35±0.1710-6.7-15.23-2.77-7.41-2.29-6.62±0.9±0.43荷载类型截面内 力 组 合恒载×1.2+活载×1.4恒载×1.2+0.9×（风载×1.4+活载×1.4）MmaxMminVMmaxMmin V1 -6.73-18.59-6.56-18.732 -17.5138.31-17.4437.303 16.24 16.04 4 -25.65-42.41 -25.87-41.325 -24.440.29 -24.6839.44613.18 12.92 7 -24.72-40.42 -24.79-39.438 -21.0635.79 -20.8435.1498.06 8.65 10 -11.92-28.65 -16.66-28.15第六层内力组合荷载类型截面恒 荷 载 活 荷 载风荷载 MVMVMVMV1-16.92-33.13 ±2.97±2.152-24.842.64-5.59.960.55-0.46±1.04±0.72317.3 1.88 -0.35 ±0.39 4-28.86-44.68-5.68-10.8-1.250.46±1.82±0.725-27.5143.99-1.040.18-5.39.69±1.8±0.95616.56 -0.7 1.56 ±0.08 7-26.2-43.33-0.31-0.18-6.6-10.35±1.95±0.958-22.1638.1-3.627.57-4.98.08±1.38±1.02912.59 0.55 0.17 ±0.33 10-14.26-33.4-3.58-7.55-3.18-7.05±2.04±1.02荷载类型截面内 力 组 合恒载×1.2+活载×1.4恒载×1.2+0.9×（风载×1.4+活载×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -24.11-42.472 -37.4665.12 -3864.62323.39 23.62 4 -42.58-67.73 -44.08-67.225 -40.4366.35 41.9666.19622.06 21.94 7 -40.68-66.49 -42.21-66.238 -33.5457.02 -34.557.17915.88 16.22 10 -22.12-50.65 -24.19-50.88第五层内力组合荷载类型截面恒 荷 载 活 荷 载风荷载 MVMVMVMV1-16.97-33.13 ±4.86±3.522-24.6542.6-5.299.930.55-0.48±1.07±1.21317.38 2.04 -0.39 ±0.7 4-28.85-44.27-5.66-10.111.340.48±3.09±1.215-27.5143.98-1.130.19-5.219.68±3.05±1.6617.25 -0.76 1.63 ±0.1 7-26.26-43.34-0.38-0.19-6.56-10.36±3.27±1.68-22.1338.01-3.647.6-4.928.12±2.3±1.65912.48 0.65 0.24 ±0.46 10-14.52-33.49-3.51-7.52-3.04-7±3.24±1.65荷载类型截面内 力 组 合恒载×1.2+活载×1.4恒载×1.2+0.9×（风载×1.4+活载×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -26.49-44.192 -36.9965.02 -38.3965.17323.71 24.31 4 -42.54-67.82 -45.65-67.935 -40.3166.33 -43.4266.99622.98 22.88 7 -40.70-66.51 -43.9-67.088 -33.4456.98 -35.6557.92915.89 16.37 10 -22.34-50.72 -25.93-51.74第四层内力组合 荷载类型截面恒 荷 载 活 荷 载风荷载 MVMVMVMV1-16.97-33.13 ±7.05±5.112-24.6542.6-5.299.930.55-0.48±2.49±1.69317.38 2.04 -0.39 ±0.86 4-28.85-44.27-5.66-10.111.340.48±4.19±1.695-27.5143.98-1.130.19-5.219.68±4.13±2.18617.25 -0.76 1.63 ±0.2 7-26.26-43.34-0.38-0.19-6.56-10.36±4.52±2.188-22.1338.01-3.647.6-4.928.12±3.19±2.27912.48 0.65 0.24 ±0.64 10-14.52-33.49-3.51-7.52-3.04-7±4.45±2.27荷载类型截面内 力 组 合恒载×1.2+活载×1.4恒载×1.2+0.9×（风载×1.4+活载×1.4）MmaxMminVMmaxMmin V1 -16.97-33.13 -26.49-44.192 -36.9965.02 -38.3965.17323.71 24.29 4 -42.54-67.82 -47.03-68.535 -40.3166.33 -44.7867.72622.98 23.01 7 -40.70-66.51 -45.47-67.818 -33.4456.98 -36.7958.7915.89 16.6 10 -22.34-50.72 -27.45-52.52第三层内力组合荷载类型截面恒 荷 载 活 荷 载风荷载 MVMVMVMV1-16.97-33.13-