4860平米六层学生公寓结构毕业设计

第1章建筑设计1.1建筑设计说明设计思想:学生公寓的设计不仅要考虑学生的经济承受能力,也应力求学生在居住的四年中有家的亲切感与舒适感,以此缓解学生在进入大学后陌生及不适应带来的心理压力,所以选用了内廊式,以便增进学生间的交流,也能在最大程度的满足学生公寓经济,实用的功能要求.1.1.1工程概况:本结构为六层框架学生公寓，占地810m2，建筑面积4860m2。采用现浇钢筋混凝土结构，设计使用年限为50年。结构安全等级为二级。建筑抗震设防分类为丙类，抗震设计防烈度为7度，设计地震分组为第一组，框架的抗震等级为三级。室内设计标高为±0.00，室内外高差450mm。1.1.2墙身做法：外墙为200厚陶粒空心砌块，外侧15厚水泥砂浆找平,5厚水泥砂浆罩面，内侧30厚稀土保温层,20厚水泥砂浆找平层；内墙为200厚陶粒空心砌块，双面15厚水泥石膏砂浆打底,5厚水泥石灰砂浆罩面；女儿墙为200厚陶粒空心砌块,外15厚水泥砂浆打底,5厚水泥砂浆罩面,内侧20厚水泥砂浆找平层。1.1.3地面做法：(1)寝室走道：地砖地面总厚14920厚１：２.５干硬性水泥砂浆粘合层上洒1-2厚干水泥并洒清水适量水泥砂浆结合层一道120厚C10混凝土垫层素土夯实基土(2)阳台:地砖面层水泥浆擦缝总厚13920厚1:2.5干硬性水泥砂浆结合层,上洒1-2厚干水泥并洒清水适量改性沥青一布四涂防水层100厚C10混凝土垫层找坡表面赶平素土夯实基土(3)卫生间:地砖面层水泥浆擦缝总厚139素土夯实基土改性沥青一布四涂防水层90厚C10混凝土垫层找坡表面赶平素土夯实基土1.1.4楼面做法:(1)一般楼地面,走道:地砖面层水泥浆擦缝56mm,1.09KN/m20厚1:2.5干硬性水泥砂浆结合层,上洒1-2厚干水泥并洒清水适量.25厚1:2.5水泥砂浆找平层水泥浆结合层一道120厚C10现浇板20厚板底抹灰找平总厚106mm(2)阳台:地砖面层水泥浆擦缝56mm,1.10KN/m20厚1:2.5干硬性水泥砂浆结合层,上洒1-2厚干水泥并洒清水适量.改性沥青一布四涂防水层1:2.5水泥砂浆找平层,最薄处20厚水泥浆结合层一道110厚C10现浇板20厚板底抹灰找平总厚186mm(3)卫生间:100厚现浇板,其余构造同阳台总厚176mm1.1.5屋面做法:SBS防水层30厚细石混凝土找平层陶粒混凝土并找平(平均厚115mm)125厚加气混凝土块保温层100厚现浇混凝土板20板底抹灰找平1.1.6门窗做法:门厅处为铝合金门，其它均为木门铝合金窗。1.1.7地质资料:属Ⅱ类建筑场地，余略。1.1.8基本风压:ω0＝0.30kN/m2，地面粗糙属于C类。1.1.9活荷载：查《建筑结构荷载规范》4.1.1住宅楼面活荷载2.0kN/m2；卫生间、卫生间楼面活荷载2.0kN/m2；过道门厅活荷载2.0kN/m2；阳台露面活荷载2.5kN/m2,上人屋面2.0kN/m21.2平面设计1.2.1建筑总平面布置见图纸建筑设计总说明。1.2.2柱网布置（框架结构）1.2.3建筑平面布置(见建筑施工图)1.3剖面设计(见建筑施工图)1.3.1楼层层高楼层层高3.0m1.3.2室内外高差室内外高差0.45m1.3.3门、窗门厅处为铝合金门窗，其它均为木门钢窗。1.4立面设计（见建筑施工图）1.4.1立面设计说明1.4.2外墙面做法第2章结构设计2.1结构方案的选择及结构布置2.1.1结构方案的确定全现浇钢筋混凝土框架结构。2.1.2基础类型的确定上部结构荷载不大，且地基比较均匀、地基承载力适中故可选独立基础设计。2.1.3结构布置(见结施平面图)2.1.4结构基本构件截面尺寸初估1、框架梁根据“抗震规范”第6.3.1条要求：梁宽不小于200mm，梁高不大于4倍梁宽，梁净跨不小于4倍梁高；梁尺寸：主梁h1=,取h1=600mm取b1=主梁h2=,取h2=500mm取b2=次梁h1`=,取h1`=500mm取b1、=次梁h2`=,取h2=500mm取b2`=次梁h3`=,取h2=400mm取b2`=由上述计算过程可得本框架两种截面的主梁及两种截面的次梁，分别为主梁KL1=300×600KL2=250×500次梁KL3=250×500KL4=200×4002、框架柱根据“抗震规范”第6.3.6条，柱截面宽度b不小于300mm，柱净高与截面高度之比不宜小于4，“抗震规范”第6.3.7条，三级抗震等级框架柱轴压比限值为0.9柱尺寸：边柱：中柱：2.2重力荷载标准值的计算2.2.1恒载标准值1.恒荷载计算：(1)屋面恒荷载线标准值计算：表2.130厚细石混凝土找平层24×0.03=0.72kN/m2SBS防水层0.40kN/m2陶粒混凝土并找坡（平均厚115mm）7×0.115=0.805kN/m2125mm厚加气混凝土块保温7×0.125=0.875kN/m2100厚现浇钢筋混泥土板0.1×25=2.5kN/m220厚板底抹灰找平0.20×20=0.4kN/m2屋面恒荷载5.7kN/m2(2)楼面恒荷载线标准值计算：一般楼面走道:表2.28厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量25厚1:2.5水泥砂浆找平层水泥砂浆结合层一道0.056×1.09=0.061kN/m2120厚C10现浇钢筋混凝土板0.12×25=3kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.603kn/m2阳台:表2.38厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量改性沥青一布四涂防水层水泥砂浆结合层一道0.056×1.10=0.062kN/m2110厚C10现浇钢筋混凝土板0.11×25=2.75kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.354kn/m2卫生间:表2.48厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量改性沥青一布四涂防水层水泥砂浆结合层一道0.056×1.10=0.062kN/m2100厚C10现浇钢筋混凝土板0.10×25=2.50kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.104kN/m2顶层塔楼盖板:表2.5100厚现浇板0.1×25=2.5kN/m210厚双侧抹灰2×0.010×20=0.4kN/m2恒荷载2.9kN/m22.2.2.活荷载计算：(查《建筑结构荷载规范》4.1.1)1）屋面活荷载线标准值q=2.0kN/m22）宿舍楼面活荷载线标准值q=2.0kN/m23）卫生间走道活荷载线标准值q=2.0kN/m24)阳台荷载线标准值q=2.5kN/m22.2.3梁柱墙自重标准值及其自重计算1.标准值计算(1).梁自重标准值表2.6梁编号尺寸恒荷载KL1300×600梁自重标准值=0.3×0.6×25=4.5kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m4.668kN/mKL2.KL3250×500梁自重标准值=0.25×0.5×25=3.125kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m3.265kN/mKL4200×400梁自重标准值=0.2×0.4×25=2kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m2.168kN/m(2).柱自重标准值表2.7柱编号尺寸恒荷载边柱Z1500×500柱自重标准值=0.5×0.5×25=6.25kN/m20厚粉刷=4×0.02×0.5×0.5=0.02kN/m6.27kN/m中柱Z2600×600柱自重标准值=0.6×0.6×25=9kN/m20厚粉刷=4×0.02×0.6×0.6=0.0288kN/m9.029kN/m3).墙体自重标准值外墙表2.85厚水泥砂浆罩面20×0.005=0.1kN/m215厚水泥砂浆找平20×0.015=0.3kN/m2200厚陶粒空心砌块（5×0.2=1kN/m220厚水泥砂浆找平层20×0.020=0.4kN/m230厚稀土保温层0.03×4=0.12kN/m2屋面恒荷载1.92kN/m2内墙、隔墙表2.95厚水泥石灰膏砂浆罩面(双面)2×14×0.005=0.14kN/m215厚水泥石灰膏砂浆打底(双面)2×14×0.015=0.42kN/m2200厚陶粒空心砌块5×0.2=1kN/m2屋面恒荷载1.56kN/m2女儿墙表2.105厚水泥砂浆罩面20×0.005=0.1kN/m215厚水泥砂浆打底20×0.015=0.3kN/m2200厚陶粒空心砌块5×0.2=1kN/m220厚水泥砂浆找平层20×0.020=0.4kN/m2屋面恒荷载1.8kN/m2玻璃幕墙1.2kN/m2(4).门窗自重标准值铝合金门窗0.25kN/m22.自重计算(1)．梁自重(见下页)(2)．柱墙自重计算表3.2.43.2.5门窗自重:表2.15门窗面积m2面荷载kN/m2数量自重KN总重KNC11.8×1.50.25240.67516.2C20.6×0.9=0.540.25240.1353.24C31.2×0.9=10.80.2520.270.54C40.9×1.5=1.350.2520.3380.676M21×2=2.00.25240.512M31.2×2.0=2.40.2510.60.6M40.7×2.0=1.40.25240.358.4标准层门窗总重=41.656KN2.2.6楼梯计算=1\*GB3①楼梯面构造层作法:梯段:板的水平计算跨度l0=3m板的斜向计算跨度l0’=l0/cosα=3.35m取出1m宽板带作为计算单元,取斜板板底法向最小厚度作板的计算厚度t=(1/25~1/35)l0’=3.35/25m~3.35/35=0.134m~0.096m,取t=130mm=2\*GB3②梯段荷载计算兼作法:8厚陶瓷地砖10厚水泥砂浆找平130厚现浇钢筋混凝土板10厚混合砂浆天棚抹灰梯段栏杆1kN/m扶手0.4kN/m=3\*GB3③平台板荷载计算及计算8厚陶瓷地砖10厚水泥砂浆找平130厚现浇钢筋混凝土板10厚混合砂浆天棚抹灰=4\*GB3④平台梁(取)取γ=27平台梁荷载标准值=楼梯间自重梯段=栏杆扶手=平台板=平台梁=楼梯间总重=2.2.7活荷载宿舍＝阳台=卫生间=楼梯=活荷载=921.78+232.725+123.12+32.4=1310.0252.2.8重力荷载代表值根据“抗震规范”5.1.3条，顶层重力荷载代表值包括：屋面恒载、50％屋面活载，顶层纵横梁自重、顶层半层墙柱自重；其他层重力荷载代表值包括：楼面恒载、50％楼面均布活荷载、该层纵横框架梁自重，该层楼上下各半层柱及墙体自重；(1)标准层2-5层重力荷载代表值：恒2-5=1785.546+587.641+1531.472+2010.357+150.266+41.656=6106.938G2-5=恒+0.5活=(2)顶层:顶层荷载标准值表2.16面积面荷载kN/m2数量自重KN总重KN屋面550.80+4.68+75.6-89.91-19.23-14.04=507.945.712895.032895.03女儿墙(54×2+15×2)×1.5=2071.8372.6372.6小塔楼墙体E轴9-10,19-20墙2.7×3.6=9.721.92218.66237.324D轴9-10,19-20墙2.7×3.6-2.0×1.0=7.721.92214.82229.6449.10.19.20轴E-D墙2.7×4.5=12.151.92423.32893.312板3.6×4.52.9223.4946.98柱高度线荷载kN/m数量自重KN总重KN边柱(500×500)2.7-0.12=2.586.27416.17764.708中柱(600×600)2.7-0.12=2.589.029423.29593.18取水箱重量300,顶层恒载=6648.653+300=6981.653上人屋面雪荷计算,查《建筑结构荷载规范》附表D.4n=50年时,雪压=0.1kN/m2雪荷=G6=恒+0.5雪=6981.339(3)底层室外地坪-0.05m处,设置连梁,截面为100200mm连梁自重标准值=柱伸到室外地坪下1m处与基础相连柱表2.17编号高度m截面尺寸线荷载KN/m根数自重KN总重KNZ12.796+1.0+0.45=4.246500×5006.272226.622585.694Z24.246600×6009.029838.337306.696柱子总重=892.39KN原门窗C3处改为M1门窗荷载=底层恒载=1785.546+892.39+1531.472+2010.357+150.266+44.356=6414.387底层活载=1310.025底层重力荷载代表值=恒载+0.5活+0.5标准层墙柱重=6414.387+0.5(587.641+1531.472+41.656)+0.51310.0252=8804.7972.3地震及风荷载作用下内力及侧移计算2.3.2地震作用力下框架的侧移计算1.梁柱的线刚度采用C30混凝土，Ec＝3.0×107kN/m4采用现浇楼盖，在计算框架梁的截面惯性矩时，对边框架梁取I=1.5I0（I0为矩形梁的截面惯性矩）；对中框架梁取I=2.0I0梁的线刚度：2.框架柱侧移刚度一般层(边柱)(中柱)底层(边柱)(中柱)E列柱侧移刚度D(KN/m)计算表(边框架)表2.21层次柱类型Dim1层E列所有柱0.7420.4539623.312-6层E列所有柱0.50.213866.67各层D总和(KN/m)2-6层=1层=3、横向框架自振周期按顶点位移法计算框架自振周期：T1＝1.7α0式中α0—考虑填充墙影响的周期系数,取0.6~0.7,住宅中填充墙较多,取0.6max—框架的顶点假想位移(计算见下表2.22)T1—自振周期横向框架顶点位移计算表表2.22层次GiΣGiΣD层间相对位移△I(kN)(kN)(kN/m)ΣGi/ΣD(m)66981.3396981.3396.64×1050.01050.269956761.95113743.296.64×1050.02070.259446761.95120505.2416.64×1050.03090.238736761.95127267.1926.64×1050.04110.207826761.95134029.1436.64×1050.05120.166718804.78742833.943.71×1050.11550.1155T1＝1.7α0＝1.7×0.65×＝0.574s4、横向地震作用由“抗震规范”5.1.4条查得，在Ⅱ类场地，七度区，结构得特征周期Tg和地震影响系数max为：Tg＝0.35（s），地震影响系数max＝0.08又顶部附加地震作用为：FEK=α1∑Geq=0.051×0.85×42833.94＝1856.85kNFn=×FEK=215.209kN水平地震作用Fi=(GiHi/∑GjHj)×FEK（1－δn）顶层=Fi+Fn质点i水平地震作用标准值表2.23层次hi(m)Hi(m)Gi(kN)GiHi(kN.m)Fi(kN)vi(kN)6319.456981.339135787.04662.955663.9556.641050.00015316.456761.951111234.09366.5401030.4956.641050.00164313.456761.95190948.24299.6941330.1896.641050.0023310.456761.95170662.39232.8481563.0376.641050.0024237.456761.95150376.53166.001729.0376.641050.002614.454.458804.79739181.35127.811856.853.711050.005Σ42833.940498189.74层间相对位移的值满足5.5.1图2.1横向框架各层水平地震作用地震剪力分布5、横向框架各层水平地震作用和地震剪力分布见上图2.13.3.2水平地震力作用下横向框架的内力计算1、以5轴横向框架为例进行计算。在水平地震作用下，框架柱剪力及弯矩计算采用D值法，其计算结果如下；y—反弯点高度系数，y=y0+y1+y2+y3,y值计算见表M下—柱下端弯矩，M下＝VikyhM上—柱下端弯矩，M上＝Vik（1-y）hy值计算见下表:y值计算表表2.24柱号层次h(kN)Ky0α1y1α2y2α3y3y60.6770.310--100.350.6770.41010100.4B40.6770.451010100.4530.6770.451010100.4520.6770.51210101.48-0.0850.4311.0050.65--0.67-0.06--0.5960.7560.32810--100.32850.7560.401010100.40D40.7560.451010100.4530.7560.451010100.4520.7560.5010101.48-0.050.4510.5610.72--0.67-0.033--0.68760.50.2510--100.2550.50.351010100.35E40.50.451010100.4530.50.451010100.4520.50.5510101.48-0.050.510.7420.678--0.67-0.03--0.649水平地震作用下横向框架柱弯矩计算⑤轴B柱表2.25层次层间剪力KNDiKN/m∑D105KN/m柱剪力（KN）ynh柱弯矩柱顶柱底6326.748520006.6425.5890.303.0053.73623.0305594.413520006.6446.5500.403.0083.79155.8604813.264520006.6463.6890.453.00105.08785.9813983.301520006.6477.0060.453.00127.059103.95721104.523520006.6486.4990.433.00148.691110.80511198.806350563.7113.5830.594.45207.232298.211C柱表2.26层次层间剪力(KN)Di(KN/m)∑D105KN/m每柱剪力（KN）ynh柱弯矩柱顶柱底6326.7481080006.6453.1460.3283.000107.14252.2955594.4131080006.6496.6820.4003.000174.027116.0184813.2641080006.64132.2780.4503.000218.259178.5753983.3011080006.64159.9350.4503.000263.892215.91221104.521080006.64179.6510.4503.000296.425242.52911198.81728093.7235.9020.6874.45328.577721.189E柱表2.27层次层间剪力(KN)Di(KN/m)∑D(105KN/m)每柱剪力（KN）ynh柱弯矩柱顶柱底6326.748520006.6425.5890.2503.00057.57519.1925594.413520006.6446.5500.3503.00090.77348.8784813.264520006.6463.6890.4503.000105.08785.9813983.301520006.6477.0060.4503.000127.059103.95721104.52520006.6486.4990.5003.000129.748129.74811198.8135056.23.7113.5830.6494.45177.410328.0322、柱上下端弯矩求得以后，利用节点平衡，求在水平地震作用下的梁端弯矩，利用平衡条件可求梁端剪力及柱轴力,如图3.2图2地震作用时的框架弯矩图（单位：kN•m）根据上图，得出地震作用下框架梁端弯矩，剪力及柱轴力，计算见下表地震力作用下框架梁端弯矩，剪力及柱轴力表2.28层次BD跨DE跨l(m)M左(kN/m)M右(kN/m)Vb(kN)l(m)M左(kN/m)M右(kN/m)Vb(kN)66.953.73664.84917.1864.542.29357.57522.19356.9106.821136.98435.3344.589.338109.96544.2946.9160.947202.63652.6484.5131.951153.96563.53736.9213.04267.80969.6884.5174.658213.0486.15526.9252.648202.23865.9264.5310.099233.705120.84516.9318.037345.66996.1894.5225.437307.158118.354层次柱轴力KNNBNDNE6-17.186-5.00722.1935-52.52-13.96366.4834-105.168-26.852132.023-244.544-43.319218.1752-310.47-98.238339.021-406.659-121.157457.3742.3.3风荷载作用下横向框架内力计算查附表D.4，成都地区n=50年时基本风压查表7.3.1本建筑风荷载体型系数按下面图形取用根据7.1.1,风荷载标准值成都地区C类场地,总高度小于30米,取=1.01.各楼层风荷载计算表2.29楼层Hi(m)hi(m)Fi(kN)619.450.831371.2853.25516.450.771371.2849.4413.450.741371.2847.47310.450.741371.2847.4727.450.741371.2847.4714.450.7413.72571.2858.942.风荷载作用下的侧移计算表2.30层次Fi(kN)Vi(kN)653.2553.256.64×1050.00008549.4102.656.64×1050.00015447.47152.126.64×1050.00023347.47197.596.64×1050.0003247.47245.066.64×1050.00037158.943046.64×1050.00082层间相对位移的值满足规范要求3.y值计算(仍以5轴横向框架为例进行计算)y值计算表表2.31柱号层次h(kN)Ky0α1y1α2y2α3y3y60.6770.28410--100.24850.6770.3841010100.348B40.6770.41010100.4030.6770.451010100.4520.6770.5010101.48-0.0850.4511.0050.550--0.67-0.06--0.4960.7560.310--100.3050.7560.41010100.40D40.7560.401010100.4030.7560.451010100.4520.7560.5010101.48-0.050.4510.5610.781--0.67-0.033--0.74860.50.2510--100.2550.50.351010100.3540.50.401010100.40E30.50.451010100.4520.50.5010101.48-0.050.4510.7420.679--0.67-0.03--0.6494.风荷下柱弯柜计算风荷载作用下横向框架柱弯矩计算⑤轴B柱表2.31层次层间剪力KNDiKN/m∑D105KN/m柱剪力（KN）ynh柱弯矩柱顶柱底653.25520006.644.170.2483.009.4083.1085102.65520006.648.0390.3483.0015.7248.3934150.12520006.6411.7560.43.0021.16114.1083197.59520006.6415.4740.453.0025.53220.892245.06520006.6419.1910.4153.0033.68123.8931304350563.728.8030.494.45645.3662.805C柱表2.32层次层间剪力(KN)DiKN/m∑D105KN/m每柱剪力（KN）ynh柱弯矩柱顶柱底653.251080006.648.6610.33.0018.1887.7955102.651080006.6416.6960.43.0030.05320.0354150.121080006.6424.4170.43.0043.95129.3013197.591080006.6432.1380.453.0052.02843.3862245.061080006.6439.8590.453.0065.76853.8101304728093.759.8210.754.4567.084199.122E柱表2.33层次层间剪力(KN)Di(KN/m)∑D(105KN/m每柱剪力（KN）ynh柱弯矩柱顶柱底653.25520006.644.170.253.009.3833.1285102.65520006.648.0390.353.0015.6768.4414150.12520006.6411.7560.43.0021.16114.1083197.59520006.6415.4740.453.0025.53220.892245.06520006.6419.1910.453.0031.66625.908130435056.23.728.8030.654.4544.98983.1844、柱上下端弯矩求得以后，利用节点平衡，求在风荷载作用下的梁端弯矩，利用平衡条件可求梁端剪力及柱轴力,如图3.3图3.3风荷载作用下的框架弯矩图根据上图，得出风荷载作用下框架梁端弯矩，剪力及柱轴力，计算见下表;风荷载作用下框架梁端弯矩，剪力及柱轴力表2.34层次BD跨DE跨l(m)M左(kN/m)M右(kN/m)Vb(kN)l(m)M左(kN/m)M右(kN/m)Vb(kN)66.99.40811.0092.9594.57.1799.8383.6856.918.82722.9086.0494.514.9418.8047.49946.929.55438.7289.8964.525.25829.60212.19136.939.6449.83112.9674.532.49839.6416.03126.954.57166.06717.4844.543.08751.75521.07616.989.26173.17323.5414.547.72170.89726.360层次柱轴力KNNBNDNE6-2.959-0.7213.6805-9.008-2.17111.1794-18.904-4.46623.373-31.871-7.5339.4012-49.355-11.12260.4771-72.896-13.94186.8372.5竖向荷载作用下的内力计算2.5.1恒载作用下的内力计算取5轴横向进行计算，计算宽度7.2米，由于房间内布置有次梁，故直接传给该框架的楼面荷载。计算单元范围内其余楼面荷载则通过次梁和纵向框架梁以集中力形式传给横向框架，作用于各节点上。对于纵向框架次梁的中心线与柱中心线不重合的，框架节点上还有集中力矩作用。其计算简图如图2.4图2.4横向框架计算简图1．荷载计算横向框架梁上线荷载=1\*GB3①BD跨B-C6层：梁自重4．668kN/m屋面板传给梁kN/m线荷载19.935kN/m1-5层梁自重4．668kN/m屋面板传给梁kN/m横墙线荷载18.062kN/mC-D6层：梁自重4．668kN/m屋面板传给梁线荷载13.218kN/m1-5层梁自重4．668kN/m屋面板传给梁线荷载10.703kN/m=2\*GB3②DE跨6层：梁自重3.265kN/m屋面板传给梁kN/m线荷载18.532kN/m1-5层梁自重3.265kN/m屋面板传给梁kN/m横墙线荷载14.659kN/m横向框架上的集中荷载挑梁A-B挑梁6层：梁自重4.668kN/m屋面板传给梁kN/m线荷载11.081kN/m1-5层梁自重4.668kN/m屋面板传给梁kN/m横墙线荷载12.462kN/m次梁A轴=3\*GB3③-=7\*GB3⑦(F轴=3\*GB3③-=7\*GB3⑦)6层：梁自重3.265kN/m屋面板传给梁kN/m线荷载8.902kN/m1-5层梁自重3.265kN/m屋面板传给梁kN/m线荷载6.582kN/m纵墙窗0.25次梁B轴=3\*GB3③-=7\*GB3⑦(E轴=3\*GB3③-=7\*GB3⑦)6层：梁自重4.668kN/m屋面板传给梁kN/m线荷载23.13kN/m1-5层梁自重4.668kN/m屋面板传给梁kN/m线荷载16.092kN/m纵墙上述荷载集中到=5\*GB3⑤轴B柱的集中力及力矩6层:产生的力矩:挑梁E-F:6层：梁自重3.265kN/m屋面板传给梁kN/m线荷载9.678kN/m1-5层梁自重4.668kN/m屋面板传给梁kN/m横墙线荷载10.782kN/mEF段荷载集中到=5\*GB3⑤轴E柱的集中力及力矩6层:产生的力矩:次梁C轴=3\*GB3③-=7\*GB3⑦6层：梁自重3.265kN/m屋面板传给梁kN/m1-5层梁自重3.265N/m屋面板传给梁纵墙门窗次梁C轴=3\*GB3③-=7\*GB3⑦集中到=5\*GB3⑤轴处的集中力(力矩已相互抵消)6层:纵梁D轴=3\*GB3③-=7\*GB3⑦(因内廊柱与墙齐,梁墙荷载偏心距e=150mm)6层:梁自重4.668kN/m屋面板传给梁kN/m1-5层:梁自重3.265kN/m屋面板传给梁kN/m纵墙门窗纵梁D轴=3\*GB3③-=7\*GB3⑦集中到=5\*GB3⑤轴D柱处的集中力及偏心产生的力矩6层:边柱集中力矩6层:B柱MB=75.6361-5层:MB=84.5556层:E柱ME=73.3631-5层:MB=82.282中柱集中力矩6层:D柱MD=15.4661-5层:MD=12.3322.梁端弯矩计算:BD跨6层:1-5层:DE跨6层:2-5层:3.分配系数顶层分配系数表2.35节点B6D6E6杆件B6D5B6B5B6D6D6D5D6E6D6E6E6E5Si=4i4×1＝44.434×1＝19.202.954×1＝16.0∑Si8.4316.1510μ0.4740.5260.2480.570.1820.40.6标准层分配系数表2.36节点B5D5E5杆件B5D6B6B5B5B4B5D5D5D6D5D4D5E5D5E5E5E6E5E4Si=4i44.434.4349.29.22.95466∑Si12.8625.3516μ0.3120.3440.3440.1580.3630.3630.1160.250.3750.3754、杆端弯矩计算恒载作用下的弯矩计算(见下页二次弯矩分配)上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.5260.4740.24800.570.1820.400.675.636-87.01106.4415.466-31.27331.273-72.3635.9835.391-22.48-51.659-16.49516.43624.654-4.979-11.242.696-13.6398.218-8.21811.5298.537.6870.6761.5530.496-1.324-1.98785.17-85.1787.333-48.279-39.08138.167-38.1670.3440.3440.3120.1580.3630.3630.1160.250.3750.37584.555-55.6183.60312.332-20.79320.793-82.282-9.957-9.957-9.031-11.87-27.28-27.277-8.71615.37223.05823.0582.992-4.979-5.936-4.516-25.79-13.6397.686-4.35812.32711.5292.7262.7262.4725.72813.1613.164.205-4.875-7.312-73.12-4.23972.345-68.172.943-39.9-15.417-17.61826.93228.073-55.0070.3440.3440.3120.1580.3630.3630.1160.250.3750.37584.555-55.6183.60312.332-20.79320.793-82.282-9.957-9.957-9.031-11.87-27.28-27.277-8.71615.37223.05823.058-4.979-4.979-5.936-4.516-13.64-13.6397.686-4.35811.52911.5295.4685.4684.9593.8098.7518.7512.797-4.675-7.013-7.013-9.46875.087-65.6271.024-32.17-19.833-19.02627.13227.596-54.7080.3440.3440.3120.1580.3630.3630.1160.250.3750.37584.555-55.6183.60312.332-20.79320.793-82.282-9.957-9.957-9.031-11.87-27.28-27.277-8.71615.37223.05823.058-4.979-4.979-5.936-4.516-13.64-13.6397.686-4.35811.52911.5295.4685.4684.9593.8098.7518.7512.797-4.675-7.013-7.013-9.46875.087-65.6271.024-32.17-19.833-19.02627.13227.596-54.7080.3440.3440.3120.1580.3630.3630.1160.250.3750.37584.555-55.6183.60312.332-20.79320.793-82.282-9.957-9.957-9.031-11.87-27.28-27.277-8.71615.37223.05823.058-4.979-4.979-5.936-4.516-13.64-13.6397.686-4.35811.52911.5295.4685.4684.9593.8098.7518.7512.797-4.675-7.013-7.013-9.46875.087-65.6271.024-32.17-19.833-19.02627.13227.596-54.7080.3440.3440.3120.1580.3630.3630.1160.250.3750.37584.555-55.6183.60312.332-20.79320.793-82.282-9.957-9.957-9.031-11.87-27.28-27.277-8.16715.37223.05823.058-4.979-5.936-4.516-13.64-4.3587.68611.5293.7553.7553.4053.5578.1728.1722.612-4.804-7.206-7.206-11.0878.353-67.1770.772-32.74-6.773-31.25539.04727.381-66.4339.178-3.387-33.2155、恒载作用下的框架弯矩图如图2.5（单位：kN•m）图3.5框架弯矩图6、梁端剪力计算及柱轴力计算(1)弯矩引起的剪力表2.36层次BD跨DE跨l(m)M左(kN/m)M右(kN/m)Vb(kN)l(m)M左(kN/m)M右(kN/m)Vb(kN)66.985.1787.333-0.3134.539.08138.1670.20356.968.10472.9433-0.7014.50.20326.932-2.0746.965.61771.024-0.7834.519.02627.132-1.80136.965.61771.024-0.7834.519.02627.132-1.80126.965.61771.024-0.7834.519.02627.132-1.80116.967.17170.772-0.5224.531.25539.047-1.732荷载引起剪力:BD跨6层:kN1-5层:kNDE跨6层:恒载作用下梁端剪力计算(kN)表2.37荷载引起剪力弯矩引起剪力位置BD跨DF跨BD跨DF跨BD跨DE跨VPB=VPDVPD=VPFVMB=-VMDVMD=-VMFVBVDVDVE683.08621.197-0.3130.20382.77383.39921.40020.994566.03616.102-0.701-2.0765.33566.73714.03214.032466.03616.102-0.783-1.80165.25366.81914.30114.301366.03616.102-0.783-1.80165.25366.81914.30114.301266.03616.102-0.783-1.80165.25366.81914.30114.301166.03616.102-0.522-1.73265.51466.55814.37014.37恒载作用下柱轴力计算(kN)恒载作用下B柱轴力:表2.38层数截面位置VBD纵梁和板重柱重柱轴力6柱顶82.773135.261218.034柱底18.81236.8445柱顶65.335118.973421.152柱底18.81439.9624柱顶65.253118.973624.188柱底18.81642.9983柱顶65.253118.973827.224柱底18.81846.0342柱顶65.235118.9731030.242柱底18.811049.0521柱顶65.514118.9731233.539柱底27.9021261.441恒载作用下D柱轴力表2.39层数截面位置VDBVDE纵梁和板重柱重柱轴力6柱顶83.99921.4104.104209.503柱底9.029218.5325柱顶66.73714.03282.214381.515柱底9.029390.5444柱顶66.81914.30182.214553.878柱底9.029562.9073柱顶66.81914.30182.214726.241柱底9.029735.272柱顶66.81914.30182.214898.604柱底9.029907.6331柱顶66.55814.3782.2141070.775柱底40.1791110.954恒载作用下E柱轴力表2.40层数截面位置VE纵梁和板重柱重柱轴力6柱顶20.994132.736153.73柱底18.81172.545柱顶14.032116.835303.407柱底18.81322.2174柱顶14.301116.835453.353柱底18.81472.1633柱顶14.301116.835603.299柱底18.81622.1092柱顶14.301116.835753.245柱底18.81772.0551柱顶14.37116.835903.26柱底27.902931.1622.5.1活载作用下的内力计算1.框架梁上梯形荷载化为等效均布荷载(图2.4)BD跨:BC:CD:DE跨:挑梁AB,EF:次梁A轴=3\*GB3③-=7\*GB3⑦(F轴=3\*GB3③-=7\*GB3⑦):挑梁AB,次梁A及B集中到B柱的集中力及弯矩P1=M1=挑梁EF,次梁E及F集中到E柱的集中力及弯矩P2=M2=2.梁端弯矩BD跨:DE跨:3活载作用下的杆端弯矩计算弯矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.5260.4740.24800.570.1820.400.615.096-70.72332.3464.541-9.049.04-15.09629.26026.367-6.906-15.87-5.0682.4223.6349.568-3.45313.184-5.0541.211-2.5341.136-3.216-2.899-2.317-5.324-1.6990.5590.83950.708-50.70836.307-21.707-14.5969.487-9.4870.3440.3440.3120.1580.3630.3630.1160.250.3750.37515.096-70.72332.3464.541-9.049.04-15.09619.13619.13617.356-4.40-10.108-10.108-3.231.5142.2712.27114.639.568-2.208.678-7.935-5.0540.757-1.6151.8171.136-7.567-7.567-6.8630.5611.291.290.412-0.335-0.502-0.50226.19936.233-62.4337.185-16.753-9.331-11.1018.6043.586-12.1910.3440.3440.3120.1580.3630.3630.1160.250.3750.37515.096-70.72332.3464.541-0.9049.0415.09619.13619.31617.356-4.40-10.108-10.108-9.231.5142.2712.2719.5689.568-2.208.678-5.054-5.0540.757-1.6151.1361.136-5.8265.826-5.2840.1060.2440.2440.078-0.1640.2460.23622.87837.974-60.85136.73-14.918-10.374-11.4358.7753.161-11.9350.3440.3440.3120.1580.3630.3630.1160.250.3750.37515.096-70.72332.3464.541-0.9049.0415.09619.13619.13617.356-4.40-10.108-10.108-9.231.5142.2712.2719.5689.568-2.208.678-5.054-5.0540.757-1.6151.1361.136-5.826-5.826-5.2840.1060.2440.2440.078-0.1640.2460.23622.87837.974-62.4336.73-14.918-10.374-11.4358.7753.161-11.9350.3440.3440.3120.1580.3630.3630.1160.250.3750.37515.096-70.72332.346-10.1084.541-0.9049.0415.09619.13619.31617.356-4.40-5.054-10.108-9.231.5142.2712.2719.5689.568-2.208.6780.244-5.0540.757-1.6151.1361.136-5.8265.826-5.2840.106-14.9180.2440.078-0.1640.2460.23622.87837.974-62.4336.73-10.374-11.4358.7753.161-11.9350.3440.3440.3120.1580.3630.3630.1160.250.3750.37519.13615.096-70.72332.3464.541-9.049.04-15.0969.56819.13617.356-4.40-10.018-10.108-3.231.5142.2712.271-2.535-2.208.678-5.0540.757-1.6151.136-2.535-2.299-0.692-1.59-1.59-0.5080.1190.180.1826.16931.69757.86635.932-16.752-7.157-12.0219.0583.58712.64515.840-3.579-6.3234.活荷载作用下的弯矩图:(图2.6)图2.6活载作用下的弯矩图5.活载作用下梁端剪力及柱轴力计算(1)弯矩引起的剪力表2.41层次BD跨DE跨l(m)M左(kN/m)M右(kN/m)Vb(kN)l(m)M左(kN/m)M右(kN/m)Vb(kN)66.950.70836.3072.0874.514.5969.4871.13556.963.4337.18512.6234.511.1018.6040.55546.960.85136.733.4964.511.4358.7750.59136.960.85136.733.4964.511.4358.7750.59126.960.85136.733.4964.511.4358.7750.59116.957.86635.9323.1794.512.0219.0580.658(2)荷载引起剪力:BD跨:kNDE跨:活载作用下梁端剪力表2.42荷载引起剪力弯矩引起剪力位置BD跨DF跨BD跨DF跨BD跨DF跨VPB=VPDVPD=VPFVMB=-VMDVMD=-VMFVBVDVDVF637.54312.2072.0871.13539.6335.45613.34211.072537.54312.20712.6230.55550.16624.9212.76212.762437.54312.2073.4960.59141.03934.04712.79812.798337.54312.2073.4960.59141.03934.04712.79812.798237.54312.2073.4960.59141.03934.04712.79812.798137.54312.2073.1790.65840.72234.36412.86512.865活载作用下柱轴力表2.43层数VBD集中力B柱轴力层数VDBVDE集中力D柱轴力层数VE集中力E柱轴力第2章结构设计2.1结构方案的选择及结构布置2.1.1结构方案的确定全现浇钢筋混凝土框架结构。2.1.2基础类型的确定上部结构荷载不大，且地基比较均匀、地基承载力适中故可选独立基础设计。2.1.3结构布置(见结施平面图)2.1.4结构基本构件截面尺寸初估1、框架梁根据“抗震规范”第6.3.1条要求：梁宽不小于200mm，梁高不大于4倍梁宽，梁净跨不小于4倍梁高；梁尺寸：主梁h1=,取h1=600mm取b1=主梁h2=,取h2=500mm取b2=次梁h1`=,取h1`=500mm取b1、=次梁h2`=,取h2=500mm取b2`=次梁h3`=,取h2=400mm取b2`=由上述计算过程可得本框架两种截面的主梁及两种截面的次梁，分别为主梁KL1=300×600KL2=250×500次梁KL3=250×500KL4=200×4002、框架柱根据“抗震规范”第6.3.6条，柱截面宽度b不小于300mm，柱净高与截面高度之比不宜小于4，“抗震规范”第6.3.7条，三级抗震等级框架柱轴压比限值为0.9柱尺寸：边柱：中柱：2.2重力荷载标准值的计算2.2.1恒载标准值1.恒荷载计算：(1)屋面恒荷载线标准值计算：表2.130厚细石混凝土找平层24×0.03=0.72kN/m2SBS防水层0.40kN/m2陶粒混凝土并找坡（平均厚115mm）7×0.115=0.805kN/m2125mm厚加气混凝土块保温7×0.125=0.875kN/m2100厚现浇钢筋混泥土板0.1×25=2.5kN/m220厚板底抹灰找平0.20×20=0.4kN/m2屋面恒荷载5.7kN/m2(2)楼面恒荷载线标准值计算：一般楼面走道:表2.28厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量25厚1:2.5水泥砂浆找平层水泥砂浆结合层一道0.056×1.09=0.061kN/m2120厚C10现浇钢筋混凝土板0.12×25=3kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.603kn/m2阳台:表2.38厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量改性沥青一布四涂防水层水泥砂浆结合层一道0.056×1.10=0.062kN/m2110厚C10现浇钢筋混凝土板0.11×25=2.75kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.354kn/m2卫生间:表2.48厚陶瓷地砖0.008×17.8=0.142kN/m2地砖面层水泥砂浆擦缝20厚1:2.5干硬性水泥砂浆结合层上洒1-2厚水泥并洒清水适量改性沥青一布四涂防水层水泥砂浆结合层一道0.056×1.10=0.062kN/m2100厚C10现浇钢筋混凝土板0.10×25=2.50kN/m220厚板底抹灰找平层0.02×20=0.4kN/m2楼面恒荷载3.104kN/m2顶层塔楼盖板:表2.5100厚现浇板0.1×25=2.5kN/m210厚双侧抹灰2×0.010×20=0.4kN/m2恒荷载2.9kN/m22.2.2.活荷载计算：(查《建筑结构荷载规范》4.1.1)1）屋面活荷载线标准值q=2.0kN/m22）宿舍楼面活荷载线标准值q=2.0kN/m23）卫生间走道活荷载线标准值q=2.0kN/m24)阳台荷载线标准值q=2.5kN/m22.2.3梁柱墙自重标准值及其自重计算1.标准值计算(1).梁自重标准值表2.6梁编号尺寸恒荷载KL1300×600梁自重标准值=0.3×0.6×25=4.5kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m4.668kN/mKL2.KL3250×500梁自重标准值=0.25×0.5×25=3.125kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m3.265kN/mKL4200×400梁自重标准值=0.2×0.4×25=2kN/m10厚水泥石膏砂浆=0.01×0.6×2×14=0.168kN/m2.168kN/m(2).柱自重标准值表2.7柱编号尺寸恒荷载边柱Z1500×500柱自重标准值=0.5×0.5×25=6.25kN/m20厚粉刷=4×0.02×0.5×0.5=0.02kN/m6.27kN/m中柱Z2600×600柱自重标准值=0.6×0.6×25=9kN/m20厚粉刷=4×0.02×0.6×0.6=0.0288kN/m9.029kN/m3).墙体自重标准值外墙表2.85厚水泥砂浆罩面20×0.005=0.1kN/m215厚水泥砂浆找平20×0.015=0.3kN/m2200厚陶粒空心砌块（5×0.2=1kN/m220厚水泥砂浆找平层20×0.020=0.4kN/m230厚稀土保温层0.03×4=0.12kN/m2屋面恒荷载1.92kN/m2内墙、隔墙表2.95厚水泥石灰膏砂浆罩面(双面)2×14×0.005=0.14kN/m215厚水泥石灰膏砂浆打底(双面)2×14×0.015=0.42kN/m2200厚陶粒空心砌块5×0.2=1kN/m2屋面恒荷载1.56kN/m2女儿墙表2.105厚水泥砂浆罩面20×0.005=0.1kN/m215厚水泥砂浆打底20×0.015=0.3kN/m2200厚陶粒空心砌块5×0.2=1kN/m220厚水泥砂浆找平层20×0.020=0.4kN/m2屋面恒荷载1.8kN/m2玻璃幕墙1.2kN/m2(4).门窗自重标准值铝合金门窗0.25kN/m22.自重计算(1)．梁自重(见下页)(2)．柱墙自重计算表3.2.43.2.5门窗自重:表2.15门窗面积m2面荷载kN/m2数量自重KN总重KNC11.8×1.50.25240.67516.2C20.6×0.9=0.540.25240.1353.24C31.2×0.9=10.80.2520.270.54C40.9×1.5=1.350.2520.3380.676M21×2=2.00.25240.512M31.2×2.0=2.40.2510.60.6M40.7×2.0=1.40.25240.358.4标准层门窗总重=41.656KN2.2.6楼梯计算=1\*GB3①楼梯面构造层作法:梯段:板的水平计算跨度l0=3m板的斜向计算跨度l0’=l0/cosα=3.35m取出1m宽板带作为计算单元,取斜板板底法向最小厚度作板的计算厚度t=(1/25~1/35)l0’=3.35/25m~3.35/35=0.134m~0.096m,取t=130mm=2\*GB3②梯段荷载计算兼作法:8厚陶瓷地砖10厚水泥砂浆找平130厚现浇钢筋混凝土板10厚混合砂浆天棚抹灰梯段栏杆1kN/m扶手0.4kN/m=3\*GB3③平台板荷载计算及计算8厚陶瓷地砖10厚水泥砂浆找平130厚现浇钢筋混凝土板10厚混合砂浆天棚抹灰=4\*GB3④平台梁(取)取γ=27平台梁荷载标准值=楼梯间自重梯段=栏杆扶手=平台板=平台梁=楼梯间总重=2.2.7活荷载宿舍＝阳台=卫生间=楼梯=活荷载=921.78+232.725+123.12+32.4=1310.0252.2.8重力荷载代表值根据“抗震规范”5.1.3条，顶层重力荷载代表值包括：屋面恒载、50％屋面活载，顶层纵横梁自重、顶层半层墙柱自重；其他层重力荷载代表值包括：楼面恒