【《格尔木市第二中学宿舍楼设计》17000字（论文）】

格尔木市第二中学宿舍楼设计摘要 11建筑设计 31.1工程资料 31.2总平面设计 31.3柱网选择平面设计及交通组织设计 31.4剖面及立面设计 42构件尺寸确定 52.1楼板厚度 52.2材料选用 52.3构件尺寸确定 53建筑做法选取 73.1外墙面做法 73.2内墙面做法 73.3屋面做法 73.4地面做法 83.5楼面做法 83.6楼梯做法 83.7台阶做法 93.8散水做法 93.9坡道做法 94荷载计算 104.1屋面荷载 104.2楼面荷载 104.3楼道荷载 114.4墙面荷载 114.4.1外墙面荷载计算 114.4.2内墙面荷载计算 124.5楼梯荷载 124.6柱荷载 134.7活荷载 134.8梁荷载计算 134.9墙体荷载计算 145重力荷载代表值计算 145.1四层重力荷载代表值计算 155.2三层重力荷载代表值计算 155.3二层重力荷载代表值计算 155.4一层重力荷载代表值计算 165.5重力荷载代表值汇总 176结构计算 186.1一榀框架的选取及计算简图 186.2梁线刚度计算 196.3柱线刚度计算 197水平地震作用计算 197.1底部剪力法 197.1.1采用D值法计算构件内力 217.1.2反弯点高度确定 217.2水平地震作用下柱端弯矩及剪力值计算 237.3水平地震作用下梁剪力及柱轴力计算 258风荷载标准值计算 268.1风荷载标准值计算 278.1.1风荷载作用下柱端弯矩及剪力计算 278.1.2风荷载作用下梁剪力及柱轴力计算 299竖向荷载分布计算 309.1横向框架单元计算 319.1.1恒载计算 319.1.2活载计算 3310框架内力计算 3610.1竖向横载作用下的内力分析 3610.2横载作用下固端弯矩计算 3610.3活载作用下固端弯矩计算 3711梁端弯矩调幅 4711.1横载作用下梁端弯矩调幅 4711.2活载作用下梁端弯矩调幅 4811.3内力组合 4912延性框架设计 5712.1“强柱弱梁” 5713结构配筋计算 5813.1框架梁配筋计算 5813.1.1框架梁正截面受弯承载力计算 5813.1.2框架梁斜截面受弯承载力计算 6313.2双向板配筋计算 6813.3框架柱配筋计算 6913.3.1框架柱正截面设计 6913.3.2框架柱斜截面设计 7314基础设计 7414.1工程地质条件 7414.2确定基础埋深 7414.3确定承载力特征值 7414.4D轴柱下基础设计 7414.5C、B柱下双柱联合基础设计 7814.6地梁设计 8217楼梯设计 8317.1楼梯梯断斜板设计 8317.2平台板设计 8517.3平台梁设计 85参考文献 873摘要摘要：格尔木市第二中学宿舍楼，本建筑共4层，高14.4米，总建筑面积为3432.48平方米，设计使用年限为50年。设计采用现浇钢筋混凝土框架结构，本次设计让我对建筑图绘制和结构设计计算结构图绘制有了进一步的了解。本次设计主要包括：建筑施工图绘制、结构计算书和结构施工图绘制。一、建筑施工图绘制：设计前期寻找好的宿舍楼建筑设计方案作为参考，同时，查阅当地环境图片资料，对当地中学建筑风格进行深入了解，对当地中学宿舍楼的设计理念进行探究，最后，结合所学知识初步确定建筑方案，经指导老师初审完成通过后，绘制平面图、立面图、剖面图及楼梯和卫生间详图。通多与指导老师频繁的沟通和整改，使其能够在满足使用功能要求的同时更加简单、美观，让人看起来更加舒适温馨。二、结构计算：确定结构中各构件做法并计算荷载，查阅活荷载，对框架在水平地震荷载、风荷载以及竖向荷载作用下的内力进行计算，在计算竖向荷载作用下内力时，采用底部剪力法、弯矩二次分配法，水平荷载作用下采用D值法进行计算。三、结构施工图绘制：运用盈建科、PKPM等结构计算软件进行建模并绘制结构施工图，出图前检查并解决各构件配筋方面出现的问题；清理图面，避免出现标注重叠问题，最后，用平法标注绘制出结构施工图。关键词：宿舍楼、建筑设计、结构设计、施工图、现浇钢筋混凝土框架结构

1建筑设计1.1工程资料1.1.1工程概况本次设计名称为格尔木市第二中学宿舍楼设计，位于格尔木市某学校院内，宿舍楼共四层首层层高为5.5m、二层~四层3.6m，宿舍楼总高14.4m，宿舍楼建筑面积为3432.48m2。所采用的结构形式为：全现浇钢筋混凝土框架结构，该选址交通方便、地势平坦开阔、无不良地质灾害现象。1.1.2工程地质条件1.拟建地层自上而下分布有杂填土，圆砾层。自然地表1.0-1.4m内为杂填土，杂填土下层为6.6-14.5m厚的圆砾层。砾砂层地基承载力标准值为300kN/m22.地下水位：7.0m—7.8m内未见遇地下水，可不考虑地下水对基础腐蚀性的影响。3.最大冻深为：；标准冻深为：4.基本风压：5.基本雪压：6.抗震设防烈度：1.2总平面图根据《中小学宿舍楼设计规范》中的要求，对格尔木宿舍楼的总平面图进行布置，满足学校规划的要求，同时合理的规划宿舍楼前的交通路线，使整体协调规整，宿舍楼坐南朝北，以此保证了宿舍楼的采光，总平面图中和理的布置了绿化，在保证了绿化率的同时给中学生提供一个良好的住宿条件。1.3柱网的确定为了满足建筑物的使用功能；确定轴网尺寸为7.2m×6.6m，楼梯间根据《建筑设计防火规范》的要求；确定轴网尺寸为2.7m×7.2m。本次建筑功能用房主要为宿舍。楼梯位于走廊东西两侧，方便发生紧急情况时学生的疏散。两端都设有卫生间和盥洗室。首层外墙向外突出1200mm的散水。为了满足现代化宿舍的要求，对本次所要设计的宿舍楼的使用功能和人性化的要求进行详细的研究，本此设计中采用一条走廊贯通整个建筑的布置方式，合理选取走廊的尺寸，使其满足防火疏散要求。1.4剖面及立面设计剖面设计：为满足规范中对各功能用房的层高要求，合理选择层高，固取首层层高为5.5m，其余层层高为3.6m。立面设计：为了与格尔木市第二中学学校教学楼的风格融为一体，因此，教学楼的立面图设计不应该独立设计，通过立面走廊上大开窗和竖向立面造型，使得建筑不在显得细长，增强其视觉效果，使得建筑看起来更加显出舒适、温馨。2构件尺寸确定2.1楼板厚度楼板采用现浇楼板，钢筋混凝土单向板跨厚比不大于30，双向板的跨厚比不大于40，且板的最小厚度应取80mm，故楼板厚度取120mm。2.2材料选取本次设计选用C30混凝土，，受力钢筋选用三级钢，。2.3构件尺寸确定2.3.1框架柱尺寸确定，；取。2.3.2框架梁尺寸确定（1）横向主梁尺寸确定：；取，外墙：；内墙：；；取；因为梁宽不能小于200mm；所以取。（2）横向次梁尺寸确定；取；；取；（3）纵向主梁尺寸确定；取；；取；外墙：，内墙：3建筑做法引用《青02J01工程做法图集》[7]；和《16J934-3中小学建筑设计常用构造做法》[8]。3.1外墙做法表3-1外墙做法Table3-1Externalwallpractices编号名称用料和做法厚度使用部位外6（青19J2）外墙涂料墙面（蒸压加气混凝土砌块墙）1、第五部分外涂1~82、6厚1：2.5水泥砂浆找平3、9厚1:2.5专用水泥砂浆打底4、3厚专用聚合物砂浆打底，或专用界面处理剂甩毛5、喷湿墙面18外墙3.2内墙面做法表3-2内墙面做法Table3-2Innerwallpractices编号名称用料及做法厚度使用部位内5（青19J2）水泥砂浆涂料墙面（加气混凝土等轻型墙）1、刷（喷）内墙涂料2、5厚1:2.5水泥砂浆抹面，压实赶光3、13厚1:3水泥砂浆打底4、刷素水泥浆一道（内掺建筑胶）18内墙3.3屋面做法表3-3屋面做法Table3-3RoofingPractice编号名称用料及做法厚度使用部位屋5（青19J2）卵石保护层屋面二（有保温不上人）1、50厚直径10~30卵石保护层2、防水卷材或涂膜层3、20厚1:3水泥砂浆找平层4、最薄处30厚LC5.0轻集料混凝土±2%找坡层5、80厚保温层6、120厚钢筋混凝土楼板300屋面3.4地面的做法表3-4地面做法Table3-4GroundPractice编号名称用料及做法厚度使用部位地1（青19J2）细石混凝土地面（荷载中等）1、40厚C20细石混凝土随捣随抹，表面撒1:1水泥沙子压实抹光2、60厚C20混凝土垫层3、150厚3:7灰土4、素土夯实250地面3.5楼面做法表3-5楼面做法Table3-5FloorPractices编号名称用料及做法厚度使用部位楼5（青19J2）水泥砂浆楼面（有防水）1、20厚1：2水泥砂浆压实抹光2、水泥砂浆一道（内掺建筑胶）3、35厚C20细石混凝土保护层随捣随抹平4、1.5厚合成发高分子涂膜防水层四周卷起150高5、1：3水泥砂浆找坡层，最薄处20厚，坡向地漏一次抹平6、钢筋混凝土楼板107楼面3.6楼梯的做法表3-6楼梯做法Table3-6Stepapproach编号名称用料及做法厚度使用部位青19J2混凝土楼梯1、130厚现浇钢筋混凝土2、台阶3、金属栏杆4、楼梯板抹灰130楼梯3.7台阶做法表3-7台阶做法Table3-7Stepapproach编号名称用料及做法厚度使用部位台1（青19J2）混凝土台阶1、60厚C20混凝土（厚度不包括踏步三角部分）随打随抹，上撒1:1水泥砂子压光，台阶面外坡%2、300厚厚3:7灰土垫层，宽出面层1003、素土压实360台阶3.8散水做法表3-8散水做法Table3-8ScatteredWaterPractices编号名称用料及做法厚度使用部位散2（青19J2）细石混凝土散水1、50厚C20细石混凝土随打随抹，上撒1：1水泥砂子压光2、150厚3:7灰土垫层，宽出面层1003、素土碾压，向外坡3%~5%200散水3.9坡道做法表3-9坡道做法Table3-9.RampPractice编号名称用料及做法厚度使用部位坡4（青19J2）细石混凝土面层坡道1、50厚C20细石混凝土面层，随捣抹成粗麻面2、素水泥砂浆一道（内掺建筑胶）3、100厚C20混凝土4、300厚3:7灰土垫层分两层夯实5、素土碾压450坡道4荷载计算4.1屋面荷载屋面做法为：青19J2屋5（不上人）构造层面荷载（）50厚直径10~30卵石保护层防水卷材或涂膜层20厚1:3水泥砂浆找平层最薄处30厚LC5.0轻集料混凝土±2%找坡层80厚保温层120厚钢筋混凝土楼板20厚板底抹灰合计：故，取屋面（有防水）恒荷载标准值为：4.2楼面荷载楼面做法为：青19J2楼5构造层面荷载（）20厚1：2水泥砂浆压实抹光水泥砂浆一道（内掺建筑胶）35厚C20细石混凝土保护层随捣随抹平防水卷材或涂膜层120厚钢筋混凝土楼板20厚板底抹灰合计：故，取楼面恒荷载标准值为：4.3楼道荷载楼道做法为：青19J2楼5构造层面荷载（）20厚1：2水泥砂浆压实抹光水泥砂浆一道（内掺建筑胶）35厚C20细石混凝土保护层随捣随抹平防水卷材或涂膜层1：3水泥砂浆找坡层，最薄处20厚，坡向地漏一次抹平120厚钢筋混凝土楼板20厚板底抹灰吊顶合计：故，取楼道恒荷载标准值为：4.4墙面荷载4.4.1外墙面荷载计算外墙面做法为：青19J2外6构造层面荷载（）第五部分外涂1~外涂86厚1:2.5水泥砂浆找平9厚1:2.5专用水泥砂浆打底扫毛或划出纹道喷湿墙面合计：故，取外墙面荷载标准值为：4.4.2内墙面荷载计算内墙面做法为：青19J2内5构造层面荷载（）刷（喷）内墙涂料5厚1:2.5水泥砂浆抹面，压实赶光13厚1:3水泥砂浆打底刷素水泥浆一道（内掺建筑胶）合计：故，取内墙面荷载标准值为：4.5楼梯荷载踏步：构造层面荷载（）130厚现浇钢筋混凝土台阶金属栏杆楼梯板抹灰合计：故，取楼梯荷载标准值为：4.6柱荷载构造层面荷载（）钢筋混凝土柱自重20厚水泥砂浆抹灰合计：故，取框架柱荷载标准值为：4.7活荷载表4-1荷载取值一览表Table4-1ListofLoadValues序号名称分类1楼面活荷载宿舍走廊和楼梯2.0KN/㎡2.0KN/㎡2屋面活荷载不上人屋面0.50KN/㎡表4-2风雪荷载取值Table4-2Snowload序号名称分类1风荷载、雪荷载基本风压基本雪压0.40kN/㎡0.20KN/㎡4.8梁荷载计算截面为的梁自重(带抹灰)：截面为的梁自重(带抹灰)：截面为的梁自重(带抹灰)：4.9墙荷载计算墙体采用加气混凝土砌块；容重：内墙200mm：外墙300mm：女儿墙100mm：门自重：窗子自重：5重力荷载代表值计算5.1四层重力荷载代表值计算（1）梁自重：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合计：1354.41+478.30=1832.71kN（2）柱自重：9.68×3.6×36=922.90kN（3）屋面总重：A=7.44×（15.9×54）=6387.98kN（4）墙自重计算：外墙门窗面积：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墙墙面面积：墙体重量:420.12×2.93=915.86kN门窗重量:0.45×83.16=37.42kN内墙门窗面积：内墙面积：墙体重量：1197.63×2.18=2610.83kN门窗重量：0.45×102.69=46.21kN（5）女儿墙自重面积：（0.9×54×2+0.9×15×2）=125.82重量：1.43×125.82=179.92（6）活荷载计算活荷载：重量：0.68×858.6=549.50kN（7）四层重力荷载代表值：478.30+1354.41+6387.98+(922.90+915.86+2610.83)0.5+83.63+179.92+549.50=11258.54kN5.2三层重力荷载代表值计算（1）梁自重计算：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合计：1354.41+478.30=1832.71kN（2）柱自重：9.68×3.6×36=922.90kN（3）屋面总重：A=5.53×（15.9×54）=4748.06kN（4）墙自重计算：外墙门窗面积：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墙墙面面积：墙体重量：420.12×2.93=915.86kN门窗重量：0.45×83.16=37.42kN内门窗面积：内墙面积：3.6×36×49+36×6.6×28-102.69=1197.63墙体重量1197.63×2.18=2610.83kN门窗重量0.45×102.69=46.21kN（5）楼梯自重：G=180kN（6）活荷载作用计算走廊活荷载=2.0×（2.7×54）=291.6走廊活荷载=2.0×（6.6×54）×2=1425.6（7）三层重力荷载代表值：1354.41+478.30+4748.06+(922.90+915.86+2610.83)0.5+83.63+291.6+1425.6=12602.45kN5.3二层重力荷载代表值计算二层布置与三层一致，不重复进行计算：1354.41+478.30+4748.06+(922.90+915.86+2610.83)0.5+83.63+291.6+1425.6=12802.45kN5.4一层重力荷载代表值计算（1）梁自重计算：主梁：3.93×（6.6×18+7.2×30）+1.59×（2.7×9）=1354.41kN次梁：2.73×（6.6×14+3.6×23）=478.30kN合计：1354.41+478.30=1832.71kN（2）柱自重：9.68×5.5×36=1916.64kN（3）屋面总重：A=5.53×（15.9×54）=4748.06kN（4）层墙自重计算：外墙门窗面积：0.9×1.5×48+1.8×1.2×6+1.8×1.5×2=83.16外墙墙面面积：墙体重量:420.12×2.93=915.86kN门窗重量:0.45×83.16=37.42kN内门窗面积内墙面积3.6×36×49+36×6.6×28-102.69=1197.63墙体重量1197.63×2.18=2610.83kN门窗重量0.45×102.69=46.21kN（5）楼梯自重：G=180kN（6）活荷载作用计算走廊活荷载=2.0×（2.7×54）=291.6走廊活荷载=2.0×（6.6×54）×2=1425.6（7）一层重力荷载代表值：1354.41+478.30+4748.06+(1916.64+915.86+2610.83)0.5+83.63+291.6+1425.6=14212.355.5四层重力荷载代表值汇总图1四层重力荷载代表值汇总Fig.1SummaryofGravityLoadRepresentativeValues6结构计算6.1一榀框架的选取及确定计算简图取一榀框架DA-1进行计算，框架的计算简图用梁、柱的轴线表示，假定基础顶面至为，因此框架底层柱高为，二三四层均高为，框架的计算跨度为图2计算简图Figure2calculationculation6.2梁的线刚度计算框架梁的线刚度计算见表：表6-1梁线刚度Table6-1Rnessofbeamline跨度尺寸(mm)（）边跨300×6008.1中间跨200×4002.146.3柱线刚度计算表6-2柱线刚度计算Table6-2Calculationofcolumnstiffness楼层尺寸（mm）（）()2-4600×60010.891600×60010.85.9相对线刚度计算：嘉定2-4层柱子的线刚度为1；则1层柱的线刚度为0.66，边跨的线刚度为0.9,；中间跨梁的线刚度为0.277水平地震作用计算表7-1框架柱抗侧移刚度计算Table7-1Calculationoflateraldisplacementstiffnessofframecolumns层次边柱中柱2-40.90.310258331.140.3633025011216610.3630.1055736.111.740.1941059832668表7-2结构顶点位移计算Table7-2VertexDisplacementCalculation层次411258.54100949423860.990.01120.2442747.08670.29312602.45100949423860.990.02360.2332936.37684.17212805.25100949436666.240.03630.2092676.30559.34114212.3529401250878.590.1730.1732458.74425.367.1底部剪力法本次设计场地类别为Ⅱ类，地震设计分组为第三组[10]，查得=0.45，本次设计抗震设防烈度为7（0.1g）度；阻尼比为，，，因为，所以考虑顶部附加地震作用的影响，表7-3层间位移计算Table7-3InterlayerDisplacementCalculation楼层（kN）（m）（）41020.1710094941.0113.62.1831947.6710094941.8303.65.0822450.1510094942.4273.66.7412854.302940129.7085.517.65查《高层建筑混凝土结构技术规范》，层间最大位移角0.001765<1/550，满足要求。7.1.1采用D值法计算四层三层二层一层7.1.2反弯点高度确定求各柱反弯点高度：表7-4柱反弯点高度计算Table7-4Calculationofheightofbackbendofframecolumn楼层DCBA4K=0.9,αc=0.31K=1.14,αc=0.363K=1.14αc=0.363K=0.9αc=0.31续表7-43K=0.9K=1.14K=1.14K=0.92K=0.9K=1.14K=1.14K=0.91K=0.9K=1.14K=1.14K=0.97.2平地震作用下柱端弯矩及剪力值计算表7-5边柱柱端弯矩及剪力值计算Table7-5CalculationofBendingMomentandShearValueatEndofSideColumn楼层43.6113.35258331121660.23026.110.3532.9061.1033.6205.30258331121660.23047.280.4576.5993.6123.6269.52258331121660.23062.070.50111.73111.7315.5317.145736326680.17655.690.83254.2252.04表7-6中柱柱端弯矩及剪力值计算Table7-6Calculationofbendingmomentandshearvalueofmiddlecolumnend楼层43.6113.35302501121660.23030.570.3545.1264.9333.6205.30302501121660.23055.370.4589.70109.6323.6269.52302501121660.23042.690.50130.84130.8415.5317.1410598326680.176102.890.83333.88232.02表7-7梁端弯矩值计算Table7-7CalculationofBendingMomentatBeamEnd节点左梁线刚度(104)右梁线刚度(104)D4061.1008.1061.10D332.9093.6108.10126.51D276.59111.7308.10188.32D111.7352.0708.10163.80C4064.938.12.1451.3613.57C345.12109.638.12.1491.1332.34C289.70130.848.12.14174.4546.09C1130.84232.028.12.14287.0375.83续表7-7节点左梁线刚度(104)右梁线刚度(104)B4061.102.148.113.5751.36B332.9093.612.148.132.3491.13B276.59111.732.148.146.09174.45B111.7352.072.148.175.83287.03A4064.938.1061.100A345.12109.638.10126.510A289.70130.848.10188.320A1130.84232.028.10163.800图3水平地震作用下框架弯矩图Figure3Framebendingmomentdiagramunderhorizontalearthquakeaction7.3水平地震作用下梁剪力及柱轴力计算表7-8梁端剪力值计算Table7-8Calculationofshearforceatbeamend梁号楼层梁跨左右左右CD46.661.1051.3615.6215.6236.6126.5191.1330.2330.2326.6188.32174.4550.3850.3816.6163.80287.0362.6262.62CB42.713.5713.5710.0510.0532.732.3432.3423.9623.9622.746.0946.0934.1434.1412.775.8375.8356.1756.17BA46.651.3661.1015.6215.6236.691.13126.5130.2330.2326.6174.45188.3250.3850.3816.6287.03163.8062.6262.62表7-9柱端轴力值计算Table7-9Calculationofaxialforceatcolumnend柱号楼层左右D40-15.62-15.6230-30.23-45.8520-50.38-96.2310-62.62-158.85C4-15.62-10.05-5.573-30.23-23.96-11.842-50.38-34.14-28.081-62.62-56.17-34.53B4-10.05-15.62-5.573-23.96-30.23-11.842-34.14-50.38-28.081-56.17-62.62-34.53A4-15.620-15.623-30.230-45.852-50.380-96.231-62.620-158.85图4水平低正作用下框架梁剪力、柱轴力图Figure4Mapofshearforceandcolumnshaftofframebeamunderhorizontalandlowpositiveaction8风荷载标准值计算按照《建筑结构荷载》50009-2012规定的方法计算风荷载。本建筑高度为15.75m，基本风压为。表面单位面积上的风荷载标准值：。由高宽比H/B=0.921<1.5，则不考虑风压脉动对结构产生的风振影响，得到，。本建筑地面粗糙等级为B类，得到各层风压高度系数：表8-1各层风压高度变化系数Table8-1Coefficientofvariationofwindpressureheightineachlayer楼层1234高度4.057.6511.2514.850.7611.121.13表8-2风荷载标准值Table8-2StandardWindLoad414.851.31.131.036.1836.1810.05311.251.31.121.035.8672.049.9627.651.311.032.00104.048.8914.051.30.761.024.34128.386.76表8-3风荷载作用下层间位移计算Table8-3CalculationofLowerbetweendisplacementunderofLoload楼层（kN）（）（）（m）（）436.1810094943.583.60.99372.0410094947.143.61.982104.0410094941.033.60.291128.382940124.375.50.79层间最大位移角为0.0079<1/550,，满足要求。8.1风荷载作用下框架内力表8-4边柱柱端弯矩及剪力值计算Table8-4CalculationofMomentandShearValueatEndofSideColumn楼层43.636.18258331121660.2308.320.3510.4819.4733.672.04258331121660.23016.570.4526.8432.8123.6104.04258331121660.23023.930.5043.0743.0715.5128.385736326680.17622.590.83103.1221.12表8-5中柱柱端弯矩及剪力值计算Table8-5Calculationofbendingmomentandshearvalueofcolumnendin楼层43.636.18302501121660.2709.770.3514.4220.7533.672.04302501121660.27019.450.4531.5138.5123.6104.04302501121660.27028.090.5050.5650.5615.5128.3810598326680.32441.600.83134.9993.81表8-6梁端弯矩值计算Table8-6CalculationofBendingMomentatBeamEnd节点左梁线刚度(104)右梁线刚度(104)D4019.4708.1019.47D310.4832.8108.1043.29D226.8443.0708.1069.91D143.0721.1208.1064.19C4020.758.12.1416.414.34C314.4238.518.12.1441.8711.06C231.5150.568.12.1464.9217.15C150.5693.818.12.14114.2030.17B4019.472.148.14.3416.41B310.4832.812.148.111.0641.87B226.8443.072.148.117.1564.92B143.0721.122.148.130.17114.20A4020.758.1019.470A314.4238.518.1043.290A231.5150.568.1069.910A150.5693.818.1064.190图5风荷载作用下框架弯矩图Figure5Momentsofframeunderwindload8.1.2风荷载作用下梁剪力及柱轴力计算表8-7梁端剪力值计算Table8-7Calculationofshearforceatbeamend梁号楼层梁跨左右左右CD46.619.47-16.41-4.98-4.9836.643.29-41.87-11.83-11.8326.669.91-64.92-18.73-18.7316.664.19-114.20-24.78-24.78CB42.74.34-4.34-4.34-4.3432.711.06-11.06-3.07-3.0722.717.15-17.15-12.70-12.7012.730.17-30.17-22.35-22.35BA46.616.41-19.47-4.98-4.9836.641.87-43.29-11.83-11.8326.664.92-69.91-18.73-18.7316.6114.20-64.19-24.78-24.78表8-8柱端轴力值计算Table8-8Calculationofaxialforceatcolumnend柱号楼层左右D40-4.98-4.9830-11.83-16.8120-18.7335.5410-24.7860.32C4-4.98-4.34-0.643-11.83-3.07-9.402-18.73-12.70-15.431-24.78-22.35-17.86B4-4.34-4.98-0.643-3.07-11.83-9.40续表8-82-12.70-18.73-15.431-22.35-24.78-17.86A4-4.980-4.983-11.830-16.812-18.73035.541-24.78060.32图6风荷载作用下框架梁剪力，柱轴力图Figure6Shearforceofframebeamunderwindload9竖向荷载计算9.1横向框架计算本次设计屋面及楼面板均为双向板，板厚120mm，荷载传递图如下图所示：图7板荷载传递图Figure7Boardloadtransferdiagram9.1.1恒荷载计算屋面；楼面梁：，：墙2.93，女儿墙1.43（1）四层荷载计算：AB、DC跨屋面传向横向主梁的荷载：；AB、DC跨屋面传至纵向主梁的荷载：BC跨屋面传至横向主梁的荷载：；，BC跨屋面传至纵向主梁的荷载；A、D柱上集中荷载计算梁传荷载：女儿墙：1.43×7.2=10.30kN横向主梁分担板荷载：12.72×6.6=84.00kN纵向主梁分担板荷载：8.37×7.2=60.26kN合计：195.83kNB、C柱上集中荷载计算梁传荷载：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN横向主梁分担板荷载：12.72×6.6+6.28×2.7=101.00kN纵向主梁分担板荷载：8.37×7.2+9.75×7.2=130.46kN合计：274.88kN（2）一至三层荷载计算：AB、DC跨屋面传至横向主梁的荷载：，AB、DC跨屋面传至纵向主梁的荷载CD跨屋面传至横向主梁的荷载：；CD跨屋面传至纵向主梁的荷载：，A、D柱上集中荷载计算梁传荷载：3.93×（6.6/2+7.2）=41.27kN横向主梁分担板荷载：9.46×6.6=62.44kN纵向主梁分担板荷载：7.30×9=65.70kN墙体荷载：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN合计：248.21kNB、C柱上集中荷载计算梁传荷载：3.93×（6.6/2+7.2）+1.59×1.35=43.42kN墙体荷载：（3.6-0.6）×（6.6/2+7.2）×2.93=92.30kN横向主梁分担板荷载：9.49×6.6+4.67×2.7=75.05kN纵向主梁分担板荷载：6.22×7.2+7.25×7.2=104.40kN合计：315.17kN图8永久荷载作用下竖向荷载分布图Fig.8verticalloaddistributionunderpermanentload9.1.2活载计算屋面：；楼面：；走廊：；（1）四层荷载计算AB、CD跨屋面传至横向主梁的荷载AB、CD跨屋面传至纵向主梁的荷载BC跨屋面传至横向主梁的荷载BC跨屋面传至纵向主梁的荷载A、D柱上集中荷载计横向主梁分担板荷载纵向主梁分担板荷载0.51×7.2=3.67kN合计：8.75kNC、D柱上集中荷载计算横向主梁分担板荷载：0.77×6.6+0.38×2.7=6.11kN纵向主梁分担板荷载：0.51×7.2+0.59×7.2=7.92kN合计：14.03kN（2）一至三层荷载计算：AB、CD跨屋面传至横向主梁的荷载AB、CD跨屋面传向主梁的荷载BC跨屋面传至横向主梁的荷载；CD跨屋面传至横向主梁的荷载；，A、D柱上集中荷载计算横向主梁分担板荷载：3.08×6.6=20.33kN纵向主梁分担板荷载：2.03×7.2=14.62kN合计：34.95kNB、C柱上集中荷载计算横向主梁分担板荷载：6.6×3.08+2.03×2.7=25.81kN纵向主梁分担板荷载：2.03×7.2+1.97×7.2=28.80kN合计：54.61kN图9活荷载作用下竖向荷载分布图Figure9VerticalLoadDistributionDrawingunderVariableLoad10框架内力计算10.1竖向荷载作用下的内力计算10.1.1弯矩分配系数计算节点D4、A4：节点C4、B4：节点D3、A3：节点C3、B3：节点D2、A2：节点C2、B2：节点A1、D1：节点B1、C1：10.2恒荷载作用下的固端弯矩四层：一至三层：10.2.1弯矩二次分配法计算内力（见表）：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.530.470.410.460.130.130.460.410.470.53-140.33140.33-6.426.42-140.33140.3374.3765.96-54.90-61.60-16.0716.0761.6054.90-65.96-74.3721.85-27.4532.98-19.088.04-8.0419.08-32.9827.45-21.852.972.63-1.17-1.32-0.370.371.321.17-2.63-2.9799.19-99.19117.24-82.00-14.8214.8282.00-117.2499.19-99.190.340.340.360.280.320.320.080.080.320.320.280.360.340.34-128.50128.50-9.289.28-128.50128.5043.6943.6946.26-33.28-38.15-38.15-9.549.5438.1538.1533.28-46.26-43.69-43.6937.1921.85-16.6423.13-30.80-19.084.77-4.7730.8019.08-23.1316.64-21.85-37.19-14.42-14.42-15.263.083.523.520.88-0.88-3.52-3.52-3.0815.2614.4214.4266.4651.12-114.14121.43-65.43-53.71-13.1713.1765.4353.71-121.43114.14-51.12-66.460.340.340.360.280.320.320.080.080.320.320.280.360.340.34-128.50128.50-9.289.28-128.50128.5043.6943.6946.26-33.28-38.15-38.15-9.549.5438.1538.1533.28-46.26-43.69-43.6921.8525.06-16.6423.13-19.08-20.874.77-4.7719.0820.87-23.1316.64-25.06-21.85-10.29-10.29-10.903.373.863.860.96-0.96-3.86-3.86-3.3710.9010.2910.2955.2558.46-109.68121.72-53.87-55.16-13.0913.0953.8755.16-121.72109.68-58.46-55.250.390.110.500.100.350.230.320.320.350.230.100.500.110.39-128.50128.50-9.289.28-128.50128.5050.1214.1464.25-1.19-41.73-27.4238.15-38.1541.7327.421.19-64.25-14.14-50.1221.850.00-0.6032.13-19.080.00-19.0819.0819.080.00-32.130.600.00-21.85-8.29-2.34-10.630.602.111.391.93-1.93-2.11-1.39-0.0610.632.348.2963.6811.80-75.38160.04-58.70-26.0311.72-11.7258.7026.03-160.0475.38-11.80-63.68图10竖向荷载作用下的框架弯矩图Figure10Framebendingmomentdiagramunderverticalload10.2.2恒荷载作用下梁的剪力和柱的轴力计算表10-1恒荷载作用下的梁剪力计算Table10-1CalculationofbeamshearunderConstantLoad梁跨编号楼层(kDC4-99.19117.242.73127.58-127.58130.31-124.853-114.14121.431.10116.82-116.82117.92-115.722-109.69121.721.82116.82-116.82118.64-115.001-75.58160.0412.80116.82-116.82129.62-104.02CB4-14.8214.82014.27-14.2714.27-14.273-13.1713.17020.63-20.6320.63-20.632-13.0913.09020.63-20.6320.63-20.631-1.7211.72020.63-20.6320.63-20.63续表10-1梁跨编号楼层BA5-117.2499.192.73127.58-127.58130.31-124.854-121.43114.141.10116.82-116.82117.92-115.753-21.72109.691.82116.82-116.82118.64-115.001-160.0475.5812.80116.82-116.82129.62-104.02图11竖向荷载作用下框架梁剪力图Figure11Sheardiagramofframebeamunderverticalload表10-2恒荷载作用下的柱轴力计算Table10-2CalculationofColumnAxForceunderConstantLoad柱编号楼层柱上集中力梁剪力柱顶轴力柱自重柱低轴力D4.00195.83130.31326.1435.50361.643.00248.21117.92692.2735.50727.772.00248.21118.641059.1235.501094.621.00248.21129.621436.9554.231491.18C4.00274.8814.27289.1535.50324.653.00315.1720.63624.9535.50660.452.00315.1720.63960.7535.50996.251.00315.1720.631296.5554.231350.78B4.00274.8814.27289.1535.50324.653.00315.1720.63624.9535.50660.452.00315.1720.63960.7535.50996.251.00315.1720.631296.5554.231350.78A4.00195.83130.31326.1435.50361.643.00248.21117.92692.2735.50727.772.00248.21118.641059.1235.501094.621.00248.21129.621436.9554.231491.18图12竖向荷载作用下框架柱轴力图Figure12Axpleofframecolumnunderverticalload10.3活载作用下固端弯矩计算四层：一至三层：10.3.1弯矩二次分配法计算内力如下表：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱0.530.470.410.460.130.130.460.410.470.53-13.5813.58-3.183.18-13.5813.587.206.38-4.26-4.78-1.351.354.784.26-6.38-7.209.23-2.133.19-8.020.68-0.688.02-3.192.13-9.23-3.76-3.341.701.910.54-0.54-1.91-1.703.343.7612.67-12.6714.21-10.89-3.313.3110.89-14.2112.67-12.670.340.340.360.280.320.320.080.080.320.320.280.360.340.34-54.3054.30-4.194.19-54.3054.3018.4618.4619.55-14.03-16.04-16.04-4.014.0116.0416.0414.03-19.55-18.46-18.469.239.23-7.029.78-2.39-8.022.01-2.012.398.02-9.787.02-9.23-9.23-3.89-3.89-4.12-0.39-0.44-0.44-0.110.110.440.440.394.123.893.8923.8023.80-45.8949.66-19.47-24.50-6.306.3019.4724.50-49.6645.89-23.80-23.800.340.340.360.280.320.320.080.080.320.320.280.360.340.34-54.3054.30-4.194.19-54.3054.3018.4618.4619.55-14.03-16.04-16.04-4.014.0116.0416.0414.03-19.55-18.46-18.462.9910.59-7.029.78-8.02-8.772.01-2.018.028.77-9.787.02-10.59-2.99-2.21-2.21-2.39-1.40-1.60-1.60-0.400.401.601.601.402.392.212.2119.4426.84-43.8648.65-25.66-26.41-6.596.5925.6626.41-48.6543.86-26.84-19.440.390.110.500.100.350.230.320.320.350.230.100.500.110.39-54.3054.30-4.194.19-54.3054.3021.185.9727.15-5.01-17.54-11.52-16.0316.0317.5411.525.01-27.15-5.97-21.189.230.00-2.5113.58-8.020.008.02-8.028.020.00-13.582.510.00-9.23-2.62-0.74-3.36-1.36-4.75-3.12-4.344.344.753.121.363.360.742.6227.795.23-33.0261.51-30.31-14.64-16.5416.5430.3114.64-61.5133.02-5.23-27.79图13竖向可变荷载作用下框架弯矩图Figure13FrameMomentsunderVerticalVariableLoad10.3.2活荷载作用下梁剪力和柱子轴力计算表10-3恒荷载作用下梁剪力计算Table10-3CalculationofBeamShearForceunderConstantLoad梁跨编号楼层DC4-12.6714.21-0.2312.34-12.3412.11-12.573-45.8949.66-0.5749.37-49.3748.80-49.942-43.8648.65-0.7349.37-49.3748.64-49.671-33.0261.51-4.3249.37-49.3745.05-53.69CB4-3.313.3107.07-7.077.07-7.073-6.306.3009.30-9.309.30-9.302-6.596.5909.30-9.309.30-9.301-16.5416.5409.30-9.309.30-9.30BA5-14.2112.670.2312.34-12.3412.57-12.114-49.6645.890.5749.37-49.3749.94-48.803-48.6543.860.7349.37-49.3749.67-48.641-61.5133.024.3249.37-49.3753.69-45.05图14竖向可变荷载作用下框架梁剪力图Fig.14sheardiagramofframebeamunderverticalvariableload10.3.3活载作用下柱子轴力计算表10-4恒载作用下柱轴力计算Table10-4CalculationofColumnAxialForceunderDeadLoad柱编号楼层柱上集中力梁剪力柱顶轴力柱自重柱低轴力D4.008.7512.1120.8635.5020.863.0034.9548.80104.6135.50104.612.0034.9548.64188.2035.50188.201.0034.9545.05268.2054.23268.20C4.0014.0319.6433.6735.5033.673.0014.0359.24147.5235.50147.522.0054.6158.97261.1035.50261.101.0054.6162.99378.7054.23378.70续表10-4柱编号楼层柱上集中力梁剪力柱顶轴力柱自重柱低轴力B4.0014.0319.6433.6735.5033.673.0014.0359.24147.5235.50147.522.0054.6158.97261.1035.50261.101.0054.6162.99378.7054.23378.70A4.008.7512.1120.8635.5020.863.0034.9548.80104.6135.50104.612.0034.9548.64188.2035.50188.201.0034.9545.05268.2054.23268.20图15竖向活荷载作用下框架柱轴力图Figure15Mapofframecolumnaxisunderverticalliveload11梁端弯矩调幅11.1恒荷载作用下梁端弯矩调幅表11-1恒荷载作用下梁端弯矩调幅Table11-1Momamplitudeofbeamendunderconstantload楼层DC左弯矩右弯矩跨中弯矩调幅系数左弯矩右弯矩跨中弯矩4.0099.19117.24102.280.8584.3199.65210.50118.523.00114.14121.4374.960.8597.02103.22192.7592.632.00109.68121.7277.050.8593.23103.46192.7594.401.0075.38106.0675.040.8564.07136.03192.592.70CB4.0014.8214.82-5.190.8512.6012.609.63-2.973.0013.1713.170.750.8511.1911.1913.922.732.0013.0913.090.830.8511.1311.1313.922.811.0011.7211.722.220.859.969.9613.923.96BA4.0099.19117.24102.280.8584.3199.65210.50118.523.00114.14121.4374.960.8597.02103.22192.7592.632.00109.68121.7277.050.8593.23103.46192.7594.401.0075.38106.0675.040.8564.07136.03192.7592.7011.2活荷载作用下梁端弯矩调幅表11-2活荷载作用下梁端弯矩调幅Table11-2BendingMomentAdjustmentofBeamEndunderLiveLoad楼层DC左弯矩右弯矩跨中弯矩调幅系数左弯矩右弯矩跨中弯矩4.0013.6714.216.920.8510.7712.0820.368.933.0045.8949.6633.700.8539.0142.2181.4640.852.0043.8648.6535.200.8537.2841.3581.4642.141.0033.0261.5134.190.8528.0752.3181.4641.27续表11-2楼层CB左弯矩右弯矩跨中弯矩调幅系数左弯矩右弯矩跨中弯矩4.003.313.311.460.852.812.814.771.963.006.306.30-0.020.855.365.366.280.922.006.596.59-0.310.855.605.606.280.681.0016.5416.54-10.260.8514.0614.066.28-7.78BA4.0012.6714.216.920.8510.7712.0820.368.933.0045.8949.6633.700.8539.0142.2181.4640.852.0043.8648.6535.200.8537.2841.3581.4642.141.0033.0261.5134.190.8528.0752.3181.4641.2711.3内力组合通过查抗震规范，梁，根据内力计；假设柱最大轴力3600kN；则柱子的轴压比为：，柱11.3.1梁端荷载组合框架梁的内力组合如下表：梁跨楼层控制截面内力恒载活载地震作用风荷载Mmax(Vmax)左震右震左风右风左震右震左风右风左风右风CD4D支座M-84.31-10.7761.10-61.10-19.4719.47-125.76-21.15-140.30-143.28-108.24-150.12-91.71-151.42V130.3112.11-15.6215.624.98-4.98187.57107.50137.96192.05183.09189.59174.65192.05跨中M118.528.93-56.2356.2317.94-17.94167.4755.86165.51183.62151.33190.36136.54190.36C支座M-99.65-12.08-51.3651.3616.41-16.41-147.67-1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