【《R大学新校区一号实验楼设计》18000字】

第1章建筑设计1.1工程概况1、规划批准用地。图1-1建筑用地边界图2、规划用地面积13000m2，已有建筑面积5251.84m2，道路面积1321m2，绿化面积5253m2。3、该实验楼形状为‘L’方形。4、建筑等级：抗震设防类别为乙类，防火等级为二级。1.2各方面数据资料1.2.1材料状况（1）内外墙墙体材料采用轻集料混凝土小型空心砌块。（2）钢筋：柱、梁等用HRB400钢筋；板内钢筋及构造钢筋选用HRB400钢筋。1.2.2地质状况表1-1项目地址条件参数表编号名称厚度标高承载力特征值1耕土0.50~0.709.45~9.65—2粉质粘土2.30~3.306.30~7.261803粉土1.30~2.504.58~5.311104粉质粘土4.40~5.70-0.65~0.391005粉土3.50~4.30-4.40~-3.321306粉质粘土4.20~5.40-8.72~-8.301207粉砂最大揭露深度20m未揭穿1701.2.3气象条件项目建造地址为临沂市，该地年平均气温14.1℃，气候为暖温带季风性气候，夏天极端温度39.1℃，最低温度-24.1℃。年降水量849mm。全年以东北风为主（14.4%）。1.3设计思路该项目采用钢筋混凝土结构,在许多高层建筑中很常见。本设计综合了场地、抗震设防烈度、周围环境以及建筑高度等因素，最终确定建造形式为“L”型，通过对该楼各种方面的比较，对抗震的要求已经符合。因为实验楼中的教室种类较多，为了获得较大的使用空间、适用不同的建造类型，然后以规范作为参考，故选择框架结构形式。1.4总平面设计该实验楼规划地的北部，东西两侧有绿化带环绕，北侧有浴室和开水间，起到隔离街道喧嚣，降噪防尘土之效。为保障校园的管理制度和师生们的安全，学校校园只有南门开放，车道和人行道分开，保障校园内的交通安全。校园建筑物、学校设计的在整体上很好。保证了学校的绿化和环境的清新，活动地点和实验室大楼之间有合理的距离，并有通讯设施。校园内的主要道路是根据学校交通、交通和消防要求来的。道路很很多很方便，高度差别大的地方修了个坡道。1.4.1总平面规划思路根据房屋建筑学中的知识，主要依据有：（1）设计楼房就是为了使用的，所以我按照设计的不同设计了三个出口，设置了适当了缓冲距离。（2）因为一个学校里会有各种各样作用的楼，一定要把这些楼是用来做什么的弄清楚，做到明确的分类。（3）校园都是比较大的，要在建筑物的周围流出适当的空间，做好绿化。（4）不仅是环保和绿化，学生的安全是重中之重，两个建筑之间的距离要控制好，严格按照要求来布置。（5）楼都有向阳面和不向阳面，向阳面最好布置一些教室和办公室等，不向阳的可以安置厕所、茶水间等。1.4.2总平面设计要求（1）学校建筑物较多，学生的生活区，上课区，实验区和实践活动区一定要规划妥当。（2）该建筑设计了三个进出口，大大减少了学生进出楼时的拥挤程度，提高安全性。（3）学校的路灯、指向牌等必须妥善安置，保证学生不走夜路。（4）在建设上不宜奢侈，要体现出庄重，青春，活泼的气息，所谓入乡随俗，就是如此。1.4.3总平面的基本布置形式一般平面形式的布局，使用的空间应尽可能经济，合理。同时校园里的绿化也是重中之重，绿化率要到35%，不仅保证了校园的青春活力，对清新空气和美化也有作用。图1-2总平面图(mm)踏进校园就有一种很轻松的感觉，在实验楼中看向校园，景色尽收眼底。实验楼的四周有小凉亭和热水房，课间可以让同学出去放松一下，更有助于下节课的学习；同时也有小花园，花香扑鼻。1.5总平面规划为了表现楼的水平方向每个部位的组织联系的就是建筑平面。大学的实验楼也要遵循一般建筑的设计依据，具体内容如下：1、使用功能：其中实验室里面的设备等有多大，占用多少空间是衡量你的房间设置成多大的标准。2、自然条件：（1）气象条件。（2）我们也要满足防止地震的要求，虽然临沂地区不是经常发生地震的地方，但是抗震设防烈度也有七度，所以我们按照要求来。1.5.1功能分布实验楼的各方面的布局都需要进行精细的研究之后再进行设计，结构必须做到层次分明，使用功能进行分区段布置，做到目的明。场地的选择和结构的选型要有现代性的气息，显示出大学生活青春有活力的特点，让人打眼一看就有一种“这一座培养祖国栋梁之才”的建筑。学校的特点就是活泼有朝气，所以功能分区要做到动与静、净与脏的结合。1.5.2房间形状的确定因为是实验楼，有较多的实验器材，所以房间的形状要考虑到做实验这一方面。做实验需要更多的空余空间，所以把所有房间设置成矩形，总体规划下来该楼符合美观和实用的要求。1、目前很多实验室的大部分形状都是长方形，我这个建筑也是这种形状，因为：（1）方便黑板、器材等教学工具的集中采购，较好的兼容市场产品。（2）对于办公室，为充分采光，使其长边在外侧。2、房间开间以及进深，除确定面积外还应考虑下面几点：（1）光照必须达到要求。使用框架结构能够让房间的采光率达到最大化，因为这种结构能够安装大一点的窗户，使窗地比的要求能够满足。（2）我们设计建筑时都有一个模数，这个东西一定要达标。1.5.3门窗的确定从交通联系方面考虑的话主要是从房间的洞口的设置方面着手，偶尔也考虑通风和采光。对于本设计来说，实验室走廊侧宽1.2m高1.0m两扇；办公室有宽2.7m高1.8m的窗户2扇，走廊侧宽1.2m高1.0m两扇；仪器室有宽2.7m高1.8m的窗户1扇，走廊侧宽1.2m高1.0m一扇。1.5.4卫生间在建筑不向阳的一面，每层设置了两个，设置在楼梯拐角和走廊拐角处。1.5.5校园道路方面的平面设计建筑不仅要满足各种使用功能；同时将所有使用过的房间与室内外交通的接触部位进行生态连接，要达到在遇到紧急情况时具有足够的疏散能力；《民用建筑设计通则》也有规定；。1.6立面设计本设计只有主楼部分，主楼六层有东西走向和南北走向，庄重典雅。图1-3南立面图示意图(mm)1.7剖面规划本设计对于平常的流动人员也有点多的问题，让它层高大一点，这样子就会有更广阔的空间，辛辛学子们的学习热情也会提升。再者，我们生活在楼层高度太低的房子立面可能会感觉到压力，如果我们生活在更高的楼层高度的的房子里，我们也能感觉到房子里更大的空间和更好的生活体验，现代人类正在成长，必须相应提高水平。图1-4剖面图示意图(mm)1.8防火规定根据规定：实验楼中任意位置，到一封闭楼梯间的最大距离，必须小于等于22米。该实验楼总共设置3部楼梯，每一个楼梯都符合要求（距离已在建筑图中体现，此处不再重复）。1.9细部构造一些在平面图中体现不出来的的做法和原理。1.9.1散水本设计散水宽900mm，坡度3%图1-5散水详图(mm)1.9.2屋面（1）防水等级二级（2）防水卷材铺贴之后不能再进行对屋面的操作，以免浪费经济，所以在铺贴卷材之前做好一切屋面工作；图1-6女儿墙屋面详图(mm)1.9.3门窗（1）窗由制造商提供了之后经业主和设计部批准之后可以实施。（2）木头，铁，在门窗安装前埋在墙或柱子里，必须做防腐，防锈工作。1.9.4女儿墙这所房子的屋顶设计为不能上人的屋面，所以女儿墙的墙高1.2米，厚度240毫米，坡度2%，材料找坡。

第2章结构设计2.1结构体系的选择2.1.1选择体系为了使平面布置足够灵活，选择框架结构体系。其优势：（1）节约经济，自重轻。（2）能够很好的配合装配式结构体系。（3）获得面积更大的房子。（4）整体性好，刚度较好。2.1.2主次梁布置图2-1主次梁布置（mm）

2.1.3三缝设置该房屋设置一道伸缩缝2.1.4基础基础埋深2m，基础高度1.2m，，2.1.5楼梯选了板式楼梯和梁式楼梯，这应该有优势，因为底部是光滑的，有舒适的建筑模块和容易的外观。缺点是斜板更厚，混凝土和钢筋更多，考虑到这一切，用板式楼梯。2.2结构材料选用及截面初步选择2.2.1门窗选用门有玻璃门、平开门；窗户为铝合金窗、固定塑窗。建筑设计部分已说明门窗详细尺寸。2.2.2构件截面尺寸的初定（1）主梁：1）横梁：表2-1横梁截面尺寸计算表序号名称h（mm）取(mm)b（mm）取（mm）aKL-1500250bKL-27503002）纵梁表2-2纵梁截面尺寸计算表序号名称h（mm）取（mm）b（mm）取（mm）aKL-3900400主梁：1）2）3）（2）次梁：表2-3次梁截面尺寸计算表序号名称h（mm）取（mm）b（mm）取（mm）aL-1450200次梁：3、柱截面尺寸柱面的长度要根据下面几点来：（1）（2）柱的轴压比小于等于0.904、柱截面尺寸的计算（2-1）（2-2）（1）边柱负载面积：6×4.9/2+6.2/2=17.8m2（2）中柱负载面积：6×4.9/26.2×2.7/2=23.07m2取最高楼层为六层：1）边柱：2）中柱：正方形截面（）5、板厚度计算2<长边/短边<3，按双向板设计。板厚6、计算简图图2-2框架计算简图（mm）

第3章结构计算3.1均布活荷载标准值（楼面）各部分荷载按要求可得：图3-1活载值3.2统计重力荷载3.2.1结构的永久荷载标准值1、不上人屋面：选材标准值按要求选取如下：图3-2选材标准值结合设计状况总计为4.53KN/m22、走廊/门厅/休息厅/阅览室：选材标准值按要求选取如下：图3-3选材标准值结合设计状况总计为4.02.KN/m23、卫生间：选材标准值按要求选取如下：图3-4选材标准值结合设计状况总计为4.77KN/m24、教研室/办公室：选材标准值按要求选取如下：图3-5选材标准值结合设计状况总计为3.87KN/m23.2.2墙体永久荷载标准值1、外墙：选材标准值按要求选取如下：图3-6选材标准值结合设计状况总计为2.96KN/m22、内墙：选材标准值按要求选取如下：图3-7选材标准值结合设计状况总计为2.30KN/m23、女儿墙：选材标准值按要求选取如下：图3-8选材标准值结合设计状况总计为7KN/m23.2.3梁柱重力荷载标准值表3-1梁柱荷载层数构件Gi1-6KL-14.13KL-28.19L-11.73柱6.56注：3.3框架侧移刚度计算3.3.1梁柱i的计算1、调整系数图3-9调整系数图线刚度表3-2线刚度计算汇总表

2、由上得图3-10框架线刚度计算简图（KN·m）3.3.2计算柱的抗侧刚度

表3-3修正系数αc位置边中图图上层底层固结铰结根据上面的式子得下表。表3-4二~六层柱侧移刚度计算表柱数目层高(m)(N/mm)Σ(N/mm)边柱22283869037中柱243.62.260.53030916741984表3-5底层柱侧移刚度计算表柱数目层高(m)(N/mm)Σ(N/mm)边柱4.85中柱244.853.050.7016855404520汇总上面数据，得下表的表3-6横向层间位移刚度N/mm层次ΣD

3.4计算重力荷载代表值表3-7各层柱代表值层数柱（KN）梁（主+次）（KN）16.56×4.85×63=2004.411.7×4.9×8+1.7×3.6×5+1.7×6×9+2.49×2.4×7+8.19×9.8×2+4.13×59.3×2+4.13×30.2+4.13×(3.3+3.6×6)+4.13×(5.2+6)+4.13×6×14=1538.71KN263×6.56×3.6=1611.7931611.7941611.7951611.7961611.79表3-8门的荷载代表值层数门120.41KN20.2×2.7×1.0×21=11.34KN30.2×2.7×1.0×21=11.34KN40.2×2.7×1.0×21=11.34KN50.2×2.7×1.0×21=11.34KN610.91KN表3-9窗的荷载代表值层数窗10.4×1.8×2.5×2+0.4×1.5×1.8×6+0.4×2×1.8×9+0.4×8×1.8×2+0.4×5.4×1.8+0.4×1.0×1.1×17+0.4×2×1.5×2=71.99KN271.99+0.4×1.5×1.8+0.4×2×1.8+0.4×3.3×1.8=76.89KN371.99+0.4×1.5×1.8+0.4×2×1.8+0.4×3.3×1.8=76.89KN471.99+0.4×1.5×1.8+0.4×2×1.8+0.4×3.3×1.8=76.89KN571.99+0.4×1.5×1.8+0.4×2×1.8+0.4×3.3×1.8=76.89KN6表3-10外墙的荷载代表值层数外墙12.96×(4.05-0.75)×(5.45×22.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(4.05-0.9)×(9.25×2)+2.96×(4.05-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(4.05-0.5)×(2.4-0.55)-2.96×(1.5×2.7×2+2.4×2.7×2+3.3×1.8×9+2.5×1.8×2+3.8×1.5+1.5×1.8×6+2.0×1.5×2+5.4×1.8+8.0×1.8×2+2.0×1.8+9)=778.45KN22.96×(3.6-0.75)×(5.45×2+2.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(3.6-0.9)×(9.25×2)+2.96×(3.6-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(3.6-0.5)×(2.4-0.55)=1266.15KN539.73-(1.5×2.7×2+2.4×2.7×2)+(2×18+1.5×1.8+3.3×1.8)=530.91KN1266.15-530.91=735.24KN32.96×(3.6-0.75)×(5.45×2+2.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(3.6-0.9)×(9.25×2)+2.96×(3.6-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(3.6-0.5)×(2.4-0.55)=1266.15KN539.73-(1.5×2.7×2+2.4×2.7×2)+(2×18+1.5×1.8+3.3×1.8)=530.91KN1266.15-530.91=735.24KN42.96×(3.6-0.75)×(5.45×2+2.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(3.6-0.9)×(9.25×2)+2.96×(3.6-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(3.6-0.5)×(2.4-0.55)=1266.15KN539.73-(1.5×2.7×2+2.4×2.7×2)+(2×18+1.5×1.8+3.3×1.8)=530.91KN1266.15-530.91=735.24KN52.96×(3.6-0.75)×(5.45×2+2.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(3.6-0.9)×(9.25×2)+2.96×(3.6-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(3.6-0.5)×(2.4-0.55)=1266.15KN539.73-(1.5×2.7×2+2.4×2.7×2)+(2×18+1.5×1.8+3.3×1.8)=530.91KN1266.15-530.91=735.24KN62.96×(3.6-0.75)×(5.45×2+2.75×3+3.05×8+2.15×2+5.65×2+4.35×8)+2.96×(3.6-0.9)×(9.25×2)+2.96×(3.6-0.75)×(5.45×2+3.05×6+4.65+2.75)+2.96×(3.6-0.5)×(2.4-0.55)=1266.15KN539.73-(1.5×2.7×2+2.4×2.7×2)+(2×18+1.5×1.8+3.3×1.8)=530.91KN1266.15-530.91=735.24KN表3-11内墙的荷载代表值层数内墙12.3×(4.05-0.75)×(8.7×4+3.05×13+2.75+5.65×9+5.45×10)+0.61×(4.05-0.45)×(1.3×8)-2.3×(1×2.7×21+1.0×1.1×17)=1234.95KN22.3×(3.6-0.75)×(8.7×4+3.05×13+2.75+5.65×9+5.45×10)+0.61×(3.6-0.5)×(1.3×8)-2.3×(1×2.7×21+1.0×1.1×17)=1043.18KN32.3×(3.6-0.75)×(8.7×4+3.05×13+2.75+5.65×9+5.45×10)+0.61×(3.6-0.5)×(1.3×8)-2.3×(1×2.7×21+1.0×1.1×17)=1043.18KN续表3-1142.3×(3.6-0.75)×(8.7×4+3.05×13+2.75+5.65×9+5.45×10)+0.61×(3.6-0.5)×(1.3×8)-2.3×(1×2.7×21+1.0×1.1×17)=1043.18KN52.3×(3.6-0.75)×(8.7×4+3.05×13+2.75+5.65×9+5.45×10)+0.61×(3.6-0.5)×(1.3×8)-2.3×(1×2.7×21+1.0×1.1×17)=1043.18KN61043.18-2.3×(3.6-0.75)×3.05×4+2.3×(3.6-0.5)×(1.85×2)=936KN表3-12全部墙体荷载代表值层数内+外1778.45+1234.98=2013.43KN2-5735.24+1043.18=1778.42KN6735.24+936.83=1672.07KN表3-13楼面恒荷载的荷载代表值恒荷载13.87×(60.76×4+21.6×3+22.32+21.6+13.2×2)+4.02×(211.23+19.3)+4.77×(21.6×2+22.32×2)+8×(6.0×6.2+3.3×6.2+3.3×6.0)=3661.09KN23661.09+3.87×43.2-4.02×43.2=3654.61KN3至53.87×(60.76×4+21.6×3+22.32+21.6+13.2×2)+4.02×(211.23+19.3)+4.77×(21.6×2+22.32×2)+8×(6.0×6.2+3.3×6.2+3.3×6.0)=3661.09KN表3-14楼面活荷载的荷载代表值层数活荷载1至52.5×3.6×6×2+2.0×(3.6×6.0+3.6×6.2+3.6×6×3+3.6×2×6)+3.5×(2.7×59.3+3.6×6×2.4+6×6.2+6×3.3×2+3.3×6.2)=2213.28KN表3-15屋面的荷载代表值屋面荷载4.53×(59.3×8.9+14.4×24.4-0.5×0.5)=3981.33KN屋面雪荷载0.4×59.3×8.9+14.4×24.4-0.5×0.5)=216.77KN女儿墙7.0×(59.3+30.2+14.4+21.3+44.9+8.9)=1253KN表3-16屋面荷载的重力荷载代表值12004.41+2013.43+20.41+71.99=4110.24KN2~51611.79+1778.42+11.34+76.89=3478.44KN61611.79+1672.07+10.91+75.13=3369.9KN表3-17各层重力荷载代表值汇总类型Gi（KN）13661.09+2213.28×0.5+1538.71+4110.24/2+3478.44/2=10100.78KN23654.61+0.5×2213.28+1538.71+3478.44/2+3478.44/2=9778.4KN33661.09+0.5×2213.28+1538.71+3478.44/2+3478.44/2=9784.88KN43661.09+0.5×2213.28+1538.71+3478.44/2+3478.44/2=9784.88KN53661.09+0.5×2213.28+1538.71+3478.44/2+3369.9/2=9730.61KN63981.33+0.5×216.77+1538.71+1253+3369.9/2=8566.38KN图3-11各层重力荷载代表值简图3.5横向水平荷载作用下框架结构的内力和侧移计算3.5.1自振周期表3-18剪力侧移计算68566.388566.3816110210.0050.14759730.6118296.9916110210.0110.14249784.8828081.8416110210.0170.13139784.8837866.7516110210.0240.11429778.4047645.1516110210.0300.090110100.7857745.939585540.0600.0603.5.2水平地震作用及地震剪力计算 查表得，，那么Tg<α1=(T此时Geq=λi=15Gi=0.85×（FEK=α1GEq=T1=0.4s≤1.4盖一栋建筑最重要的就是结构的安全，所以说所有的层的水平地震剪力要用下面的一些数字：表3-19横向地震剪力表层数Fi68566.38188888.68739516.730.26804804518.459730.61179529.760.24742.151546.15414.859784.88145305.470.20618.462164.61311.259784.88110079.90.15463.842628.4527.659778.474804.760.10309.232937.6814.0510100.7840908.160.06185.543123.22结构安全。3.5.3水平地震作用下的位移验算表3-20横向地震下的位移层数/mm/10-3m63.680416110210.4999.510.00013953.61546.1516110.210.9609.010.00026743.62164.6116110211.348.050.00037233.62628.4516110211.636.710.00045323.62937.6816110211.825.080.00050614.053123.229585543.263.260.000805由上表可知，各层间位移角限制均小于，满足要求。

上述结果的汇总见下图。图3-12水平地震作用简图及层间V简图3.5.4水平地震作用下的框架内力计算1、剪力计算表3-21一榀框架V表62×30916+2×22283=10639816110210.06680453.0652×30916+2×22283=10639816110210.0661546.15102.0542×30916+2×22283=10639816110210.0662164.61142.8632×30916+2×22283=10639816110210.0662628.45173.4822×30916+2×22283=10639816110210.0662937.68193.8912×16855+2×14206=621229585540.0653123.22203.012、柱端Q及M表3-22反弯点及其系数层数1.241.241.241.241.241.682.262.262.262.262.263.05y00.360.450.460.500.500.620.410.460.500.500.500.55yyh(1-y)h上述可得下表：

表3-23水平地震作用下柱M、V表柱层hiViyDA柱63.653.06106398222830.20911.091.240.3614.3725.5153.6102.05106398222830.20921.331.240.4534.5642.2343.6142.86106398222830.20929.861.240.4649.4558.2333.6173.48106398222830.20936.261.240.5065.2765.2723.6193.89106398222830.20940.521.240.5072.9472.9414.85203.0162122142060.22946.491.680.62139.8085.84BC柱6106398309160.29115.442.260.4122.7932.7353.6102.05106398309160.29129.702.260.4649.1857.6243.6142.86106398309160.29141.572.260.5074.8374.8333.6173.48106398306910.29150.482.260.5090.8690.8623.6193.89106398309160.29156.422.260.50101.56101.5614.85203.0162122168550.27155.023.050.55146.77119.94对边柱两端剪力表3-24各水平地震作用下梁M、V表层数67.2514.7714.7712.3125.5117.967.25544.1256.6016.7936.2936.2930.2456.6044.1216.79468.0492.7926.8155.9755.9746.6492.7968.0426.81390.91114.7234.2774.7874.7862.32114.7290.9134.272105.58138.2140.6386.8486.8472.37138.21105.5840.631121.54158.4846.6799.9699.9683.30158.48121.543、框架柱的轴力计算表3-25水平地震下柱N表位置内力654321柱ANEK/KN43.6074.9087.30172.42柱BNEK/KN5.0618.5138.3466.3998.13134.76柱CNEK/KN-5.06-18.51-38.34-66.39-98.13-134.76柱DNEK/KN-7.25-24.04-43.60-74.90-87.30-172.42如下图：图3-13左震下梁V柱N图（KN）图3-14左震下M图（KN·m）

3.6横向风荷载作用下框架结构的内力和侧移计算3.6.1风荷载标准值计算风荷载标准值按下式计算：表3-26风载及楼层处的PA=L(柱跨度)×H（高度）表3-27各层受风面积表层数12-56Ai/m2图3-15层间F简图3.6.2风荷载作用下的水平位移计算表3-28风荷载下层间V及水平位移层次65.75.758.0913.791063980.0001300.0013263.61×10-547.6221.411063980.0002010.0011965.58×10-537.0128.421063980.0002670.0009957.42×10-526.7435.161063980.0003300.0007289.17×10-517.1642.32621220.0003980.0003989.83×10-5最大层间位移角远小于1/550，满足要求。3.6.3风荷载作用下的框架内力计算柱端剪力弯矩、反弯点高度见下表。表3-29各层柱端M、V计算柱层hi/ViyAD柱6106398222830.2091.191.240.361.542.7453.613.79106398222830.2092.881.240.454.675.7043.621.41106398222830.2094.481.240.467.428.7433.628.42106398222830.2095.941.240.5010.691.6923.635.16106398222830.2097.651.240.5013.2313.2314.8542.3262122142060.2299.691.680.6229.1417.83BC柱63.65.7106398222830.2911.662.260.412.453.5253.613.79106398222830.2914.012.260.466.647.7843.621.41106398222830.2916.232.260.5011.2111.2133.628.42106398222830.2918.272.260.5014.8914.8923.635.16106398222830.29110.232.260.5018.4118.4114.8542.3262122142060.27111.473.050.5530.6025.01表3-30风荷载下梁M、V及柱N计算层数边跨梁中跨梁柱轴力Vb62.741.936.00.781.591.592.41.330.78-0.5557.245.616.02.144.624.622.43.852.92-2.26413.419.796.03.878.068.062.46.726.79-5.11318.1114.326.05.4111.7811.782.49.8212.20-9.52223.9218.276.07.0315.0315.032.412.5319.23-15.02131.0623.826.09.1519.6019.602.416.3328.38-22.20通过上面的计算我们可以做出他们各自的弯矩和轴力图，具体结果如下：图3-16风荷载作用下梁剪力柱轴力图（KN）图3-17风荷载作用下框架弯矩图（KN·m）3.7竖向荷载作用下的框架内力计算3.7.1计算单元的选取图3-18框架结构计算单元等效荷载计算简图3.7.2竖向恒荷载计算图3-19恒载等效荷载图示1、恒荷载统计，=4.13KN/m=2.49KN/m求：（1）（2）1）顶层：表3-31恒载下顶层P===×3.6×2+4.13×3.6=3.93×3.6×2+4.13×3.665.63KN=×3.6+1.73×3.6+7.0×1.2×3.650.62KN=×3.6+×4.5+4.13×3.644.32KN2）一至五层：表3-32恒载下一至五层集中力与偏心弯矩表=KN/m=4.52KN/m=×3.6×2+4.13×3.6=3.36×3.6×2+4.13×3.639.06KN续表3-32=×3.6+1.73×3.6+[(3.6-0.75)×(3.6-0.275)-2.0×1.8]+2.0×1.8×0.425.64KN=×3.6+×3.6+4.13×3.6+2.3×[(3.6-0.75)×(3.6-0.5)-1×1.1-1×2.7]+1×1.1×0.4+1×2.7×0.255.80KN2、恒载下M表3-33恒载下均布荷载Pe表顶层=KN/m(走廊)=KN/m一至五层=KN/m(走廊)=KN/m（1）对于顶层：表3-34顶层均布恒载下M表KN·m(4.13+2.83)×36/1220.88KN·m－(4.13+6.64)×2.42/12-5.17KN·mKN·m表3-35顶层集中力M表－65.63×2×42/62-58.34KN·m65.63×4×4/6229.17KN·m－65.63×4×4/62-29.17KN·m65.63×2×42/6258.34KN·m（2）表3-36一至五层均布荷载M表KN·mMCD=MBA(4.13+2.42+6.56)×36/1239.33KN·mMBC－(4.13+5.9)×2.42/12-4.81KN·mMCB(4.13+5.9)×2.42/124.81KN·m表3-37一层五层集中荷载M表-39.06×2×42/62-34.72KN·mMCD=MAB39.06×22×4/6217.36KN·mMDC=MBA-39.06×4×22/62-17.36KN·mMCD=MAB39.06×42×2/6234.72KN·m3、恒载固端弯矩统计表3-38恒载作用下M表顶层MDC-58.34-29.17-20.88-108.39MCD29.17+20.88+58.34108.39MBC-20.88-58.34-29.17-108.39续表3-42续表3-38MBC20.88+29.17+58.34108.39MCD=5.175.17MDC=-5.17-5.17一至五层MDA-34.72-17.36-39.33-91.41MAD17.36+34.72+91.41MCB-17.36-34.72-39.33-91.41MBC17.36+34.72+39.3391.41MCD4.814.81MDC-4.81-4.813.7.3竖向活荷载计算图3-20框架结构活载等效荷载图1、活荷载统计（1）顶层：表3-39活载下顶层P=KN/m=KN/m=KN=×3.61.55KN=×3.6+×3.6=0.43×3.6+0.56×3.63.56KN（2）一至五层：表3-40活载下一至五层P=KN/m=KN/m=×3.6×2=1.73×4.2×212.46KN=×3.6=1.73×3.66.23KN=×3.6+×3.6=1.73×3.6+3.94×3.620.41KN2、屋面雪荷载计算：所以表3-41雪荷载下顶层P===表3-42雪荷载与活荷载比较活荷载雪荷载取大值=1.55KN1.44KN1.55KN=3.11KN2.88KN3.10KN=3.56KN3.17KN3.56KN3、活荷载作用下梁的固端弯矩计算表3-43活载下均布荷载Pe表顶层=(走廊)=一至五层=(走廊)=（1）对于顶层：1）均布荷载作用下：`表3-44顶层活载q作用下弯矩表MDC=MBAMCD=MABMCBMBC2）集中力作用下：表3-45顶层活载P作用下弯矩表MDC=MBA-2.76-2.76KN·mMCD=MAB3.1×22×4/621.51KN·mMDC=MBA－3.1×4×22/62-1.51KN·mMCD=MAB2.762.76KN·m（2）对于一至四层：1）均布荷载作用下：表3-46一层至五层活载q作用下弯矩表MDC=MBA-3.75-3.75KN·mMCD=MAB1.25×62/123.75KN·mMCB－5.13×2.42/12-2.46KN·mMBC5.13×2.42/122.46KN·m2）集中力作用下：表3-47一层至五层活载P作用下弯矩表MDC=MBA－12.46×2×42/62-11.08KN·mMCD=MAB12.46×22×4/625.54KN·mMDC=MBA－12.46×4×22/62-5.54KN·mMCD=MAB12.46×42×2/6211.08KN·m4、活载固端弯矩统计：表3-48活载作用下M汇总表顶层MDC=M集1+M集2+M均布-2.76-1.51-0.93-5.2KN·mMCD=M集1+M集2+M均布1.51+2.76+0.935.2KN·mMBA=M集1+M集2+M均布-1.51-2.76-0.93-5.2KN·mMAB=M集1+M集2+M均布2.76+1.51+0.935.2KN·mMBC=2.46KN·m2.46KN·mMCB=-2.46KN·m-2.46KN·m一至五层MDC=M集1+M集2+M均布-11.08-5.54-3.75-20.37KN·mMCD=M集1+M集2+M均布5.54+11.08+3.7520.37KN·mMBA=M集1+M集2+M均布-11.08-5.54-3.75-20.37KN·mMAB=M集1+M集2+M均布5.54+11.08+3.7520.37KN·mMBC=2.46KN·m2.46KN·mMCB=-2.46KN·m-2.46KN·m5、活载、活载固端弯矩统计：表3-49恒活载作用下M汇总表类型弯矩恒载活载首层M-108.39KN·m-5.2KN·mM108.39KN·m5.2KN·mM-108.39KN·m-5.2KN·mM108.39KN·m5.2KN·mM5.17KN·m2.46KN·mM-5.17KN·m-2.46KN·m一至五层M-91.41KN·m-20.37KN·mM91.41KN·m20.37KN·m续表3-49M-91.41KN·m-20.37KN·mM91.41KN·m20.37KN·mM4.81KN·m2.46KN·mM-4.81KN·m-2.46KN·m3.7.4竖向荷载内力计算1、节点分配系数图

图3-21节点分配系数表2、分层法确定下图：图3-22恒载作用得力矩分配图3-23活载作用下力矩分配图3-24恒荷载作用下的梁柱弯矩图（KN·m）图3-25活荷载作用下的梁柱弯矩图（KN·m）3、框架梁跨中弯矩的计算框架梁的受力图下，图3-26框架梁的受力图示得跨中弯矩：（1）恒载作用下的M中表3-50恒载作用下M中顶层MDC=MBA(4.13+2.83)×62/8+65.63×6/3-(66.43+87.14)/285.80MBC(4.13+6.64)×2.42/8-(41.64+41.64)/2-33.89五层MDC=MBA(4.13+2.42+6.56)×62/8+39.06×6/3-(78.91+87.72)/255.30MBC(4.13+5.9)×2.42/8-(25+25)/2-17.78四层MDC=MBA(4.13+2.42+6.56)×62/8+39.06×6/3-(75.52+82.88)/257.92续表3-50MBC(4.13+5.9)×2.42/8-(21.96+21.96)/2-22.39三层MDC=MBA137.115-(75.52+82.88)/257.92MBC7.2216-29.61-22.39二层MDC=MBA137.115-(75.80+82.96)/257.74MBC7.2216-(26.26+26.26)/2-19.04一层MDC=MBA137.115-(67.48+82.28)/262.24MBC7.2216-(30.94+30.94)/2-23.72（2）活载下的M中表3-52活载作用下M中顶层MDC=MBAMBC-2.76五层MDC=MBA1.25×62/8+12.46×6/3-(9.8+18.78)/216.26MBC5.13×2.42/8-(7.24+7.24)/2-3.55四层MDC=MBA30.545-(16.57+19.1)/212.71MBC3.69-6.99-3.30三层MDC=MBA30.545-(16.57+19.1)/212.71MBC3.69-6.99-3.30二层MDC=MBA30.545-(16.64+19.5)/212.47MBC3.69-6.94-3.25一层MDC=MBA30.545-(14.90+18.70)/213.75MBC3.69-8.38-4.69

（3）竖向荷载作用下V端表3-53竖向荷载作用下V端竖向荷载作用下的V端层数恒载活载V0VmVDCVCDV0VmVDCVCD661.32-3.4557.8764.771.65-0.0081.641.66573.86-0.9772.8974.836.6-0.476.137.07473.86-1.2372.6375.096.6-0.426.187.02373.86-1.2372.6375.096.6-0.426.187.02273.86-1.1972.6775.056.6-0.486.127.08173.86-2.4771.3976.336.6-0.635.977.23层数V0VmVCBVBCV0VmVCBVBC610.96010.9610.960.8800.880.88512.83012.8312.836.1606.166.16412.83012.8312.836.1606.166.16312.83012.8312.836.1606.166.16212.83012.8312.836.1606.166.16112.83012.8312.836.1606.166.16层数B—A梁V0VmVCBVBCV0VmVCBVBC661.323.4564.7757.871.650.0081.661.64573.860.9774.8372.896.60.477.076.13473.861.2375.0972.636.60.427.026.18373.861.2375.0972.636.60.427.026.18273.861.1975.0572.676.60.487.086.12173.862.4776.3371.396.60.637.235.97注：===-表3-54柱竖向荷载下的N层数柱自重各层+各层+静荷载活荷载静荷载活荷载上端下端VEDVED△NE静△NE活VBCVBC△NB静△NB活623.6257.871.6450.621.55108.493.19108.49132.113.19523.6272.896.1325.646.2398.5312.36230.64254.269.42423.6272.636.1825.646.2398.2612.41352.52376.1415.65323.6272.636.1825.646.2398.2612.41474.40498.0221.88223.6272.676.1225.646.2398.3112.35596.33619.9828.11131.8271.395.9725.646.2397.0312.20716.98748.8034.34层数柱自重各层+各层+静荷载活荷载静荷载活荷载上端下端618.7075.732.5444.323.56120.056.1120.05138.753.56518.7087.6613.2355.8020.41143.4633.64282.21300.9123.97418.7087.9213.1855.8020.41143.7233.59444.63463.3344.38318.7087.9213.1855.8020.41143.7233.59607.05625.7564.79续表3-54218.7087.8813.2455.8020.41143.6833.65769.43788.1285.20126.9089.1613.3955.8020.41144.9633.80933.09959.99105.61表3-55柱竖向荷载下的N层数630.664.057.227.22-40.43-33.64-20.58-0.81-5.25-1.68535.0037.7620.218.778.294.74-27.52-28.93-15.68-6.29-6.05-3.42437.7637.7620.988.298.234.59-28.93-28.93-16.07-6.05-6.01-3.35337.7637.5420.928.298.234.59-28.93-28.73-16.02-6.05-6.01-3.35238.2743.2122.638.419.534.98-29.61-33.29-17.47-6.20-6.98-3.66124.2813.547.85.372.991.72-18.08-9.78-8.12-3.79-2.05-1.2层数640.4333.6420.580.815.251.68-66.43-43.96-30.66-4.05-7.22-7.22527.5228.9315.686.296.053.42-35.00-37.76-20.21-8.77-8.29-4.74428.9328.9316.076.056.013.35-37.76-37.76-20.98-8.29-8.23-4.59328.9328.7316.026.056.013.35-37.76-37.54-20.92-8.29-8.234.59229.6133.2917.476.206.983.66-38.27-43.21-22.63-8.41-9.53-4.98118.089.788.123.792.051.2-24.28-13.54-7.8-5.37-2.99-1.723.8内力组合3.8.1内力调整梁端调幅×0.85，跨中：表3-56恒载下梁内力截面内力6M/KN·m-42.9485.80-58.93-38.63-27.11-38.63-58.9385.80-42.945M/KN·m-50.0466.36-54.52-18.25-14.22-18.25-54.5266.36-50.044M/KN·m-47.2269.50-52.90-22.17-11.91-22.17-52.9069.50-47.223M/KN·m-47.2269.50-52.90-22.17-17.91-22.17-52.9069.50-47.222M/KN·m-47.4469.29-52.97-19.32-15.23-19.32-52.9769.29-47.441M/KN·m-40.6774.69-52.10-23.30-18.98-23.30-52.1074.69-40.67表3-57活载下梁的内力截面内力6M/KN·m-3.67.94-3.64-3.05-2.21-3.05-3.647.94-3.65M/KN·m-14.2919.51-16.84-5.55-2.84-5.55-16.8419.51-14.294M/KN·m-14.8715.25-17.17-5.30-2.64-5.30-17.1715.25-14.873M/KN·m-14.8715.25-17.17-5.30-2.64-5.30-17.1715.25-14.872M/KN·m-14.9614.96-17.56-5.25-2.60-5.25-17.5614.96-14.96续表3-571M/KN·m-13.2616.50-16.71-6.69-3.75-6.69-16.7116.50-13.263.8.2框架梁柱的内力组合表3-58框架梁的内力组合层数截面内力恒载活载SEKSWK1.3SGK+1.5SQK+0.6×1.5SWK1.21.3SEK六层SGKSQK左震右震左风右风左风右风左震右震DCM-42.94-3.625.21-25.212.74-2.74-58.76-63.69-20.92-86.46V57.871.647.25-7.250.78-0.7878.3976.9979.8561.00CDM-58.93-3.64-17.9617.96-1.931.93-83.81-80.33-96.25-49.55V64.771.667.25-7.250.78-0.7887.3985.9988.1569.30CBM-38.63-3.0514.77-14.771.59-1.59-53.36-56.23-28.99-67.39V10.960.8812.31-12.311.33-1.3316.7714.3729.68-2.32BCM-38.63-3.05-14.7714.77-1.591.59-56.23-53.36-67.39-28.99V10.960.8812.31-12.311.33-1.3316.7714.3729.68-2.32BAM-58.93-3.6417.96-17.961.93-1.93-80.33-83.81-49.55-96.25V64.771.667.25-7.250.78-0.7887.3985.9988.1569.30ABM-42.94-3.6-25.5125.51-2.742.74-63.69-58.76-86.85-20.53V57.871.647.25-7.250.78-0.7878.3976.9979.8561.00跨中MCD85.87.943.77-3.770.41-0.41123.82123.08112.63102.82MBC-27.11-2.210000-38.56-38.56-33.86-33.86MAB85.87.94-3.773.77-0.410.41123.08123.82102.82112.63

层数截面内力恒载活载SEKSWK1.3SGK+1.5SQK+0.6×1.5SWK1.21.3SEK五层SGKSQK左震右震左风右风左风右风左震右震DCM-50.04-14.2956.6-56.67.24-7.24-79.97-93.004.96-142.20V72.896.1316.79-16.792.14-2.14105.88102.03112.9769.32CDM-54.52-16.84-44.1244.12-5.615.61-101.19-91.09-132.88-18.17V74.837.0716.79-16.792.14-2.14109.81105.96115.8772.21CBM-18.25-5.5555.97-55.974.62-4.62-27.89-36.2147.53-97.99V12.836.1646.64-46.643.85-3.8529.3822.4579.72-41.54BCM-18.25-5.55-55.9755.97-4.624.62-36.21-27.89-97.9947.53V12.836.1646.64-46.643.85-3.8529.3822.4579.72-41.54BAM-54.52-16.8444.12-44.125.61-5.61-91.09-101.19-18.17-132.88V74.837.0716.79-16.792.14-2.14109.81105.96115.8772.21ABM-50.04-14.29-56.656.6-7.247.24-93.00-79.97-142.204.96V72.896.1316.79-16.792.14-2.14105.88102.03112.9769.32跨中MCD66.3619.516.24-6.240.82-0.82116.27114.8099.4583.23MBC-14.22-2.840000-22.75-22.75-18.77-18.77MAB66.3619.51-6.246.24-0.820.82114.80116.2783.2399.45

层数截面内力恒载活载SEKSWK1.3SGK+1.5SQK+0.6×1.5SWK1.21.3SEK四层SGKSQK左震右震左风右风左风右风左震右震DCM-47.22-14.8792.79-92.7913.41-13.41-71.62-95.7655.04-186.21V72.636.1826.81-26.813.87-3.87107.17100.21125.7256.01CDM-52.9-17.17-68.0468.04-9.799.79-103.34-85.71-162.2314.67V75.097.0226.81-26.813.87-3.87111.63104.66129.1759.47CBM-22.17-5.355.97-55.978.06-8.06-29.52-44.0342.98-102.55V12.836.1646.64-46.646.72-6.7231.9719.8779.72-41.54BCM-22.17-5.3-55.9755.97-8.068.06-44.03-29.52-102.5542.98V12.836.1646.64-46.646.72-6.7231.9719.8779.72-41.54BAM-52.9-17.1768.04-68.049.79-9.79-85.71-103.3414.67-162.23V75.097.0226.81-26.813.87-3.87111.63104.66129.1759.47ABM-47.22-14.87-92.7992.79-13.4113.41-95.76-71.62-186.2155.04V72.636.1826.81-26.813.87-3.87107.17100.21125.7256.01跨中MCD69.515.2512.37-12.371.81-1.81114.85111.60108.6376.47MBC-17.91-5.30000-31.23-31.23-24.67-24.67MAB69.515.25-12.3712.37-1.811.81111.60114.8576.47108.63

层数截面内力恒载活载SEKSWK11.5SWK1.21.3SEK三层SGKSQK左震右震左风右风左风右风左震右震DCM-47.22-14.87114.72-114.7218.11-18.11-67.39-99.9983.55-214.72V72.636.1834.27-34.275.41-5.41108.5698.82135.4246.31CDM-52.9-17.17-90.9190.91-14.3214.32-107.41-81.64-191.9744.40V75.097.0234.27-34.275.41-5.41113.02103.28138.8749.77CBM-22.17-5.374.78-74.7811.78-11.78-26.17-47.3767.43-127.00V12.836.1662.32-62.329.82-9.8234.7617.08100.11-61.92BCM-22.17-5.3-74.7874.78-11.7811.78-47.37-26.17-127.0067.43V12.836.1662.32-62.329.82-9.8234.7617.08100.11-61.92BAM-52.9-17.1790.91-90.9114.32-14.32-81.64-107.4144.40-191.97V75.097.0234.27-34.275.415.41113.02113.02138.8749.77ABM-47.22-14.87-114.72114.72-18.1118.11-99.99-67.39-214.7283.55V72.636.1834.27-34.275.41-5.41108.5698.82135.4246.31跨中MCD69.515.2511.91-11.911.9-1.9114.94111.52108.0377.07MBC-17.91-5.30000-31.23-31.23-24.67-24.67MAB69.515.25-11.9111.91-1.91.9111.52114.9477.07108.03

层数截面内力恒载活载SEKSWK11.5SWK1.21.3SEK二层SGKSQK左震右震左风右风左风右风左震右震DCM-47.44-14.96138.21-138.2123.92-23.92-62.58-105.64113.77-245.58V72.676.1240.63-40.637.03-7.03109.9897.32143.7038.06CDM-52.97-17.56-105.58105.58-18.2718.27-111.64-78.76-211.3563.15V75.057.0840.63-40.637.03-7.03114.51101.86147.1341.49CBM-19.32-5.2586.84-86.8415.03-15.03-19.46-46.5286.56-139.23V12.836.1672.37-72.3712.53-12.5337.2014.64113.17-74.99BCM-19.32-5.25-86.8486.84-15.0315.03-46.52-19.46-139.2386.56V12.836.1672.37-72.3712.53-12.5337.2014.64113.17-74.99BAM-52.97-17.56105.58-105.5818.27-18.27-78.76-111.6463.15-211.35V75.057.0840.63-40.637.03-7.03114.51101.86147.1341.49ABM-47.44-14.96-138.21138.21-23.9223.92-105.64-62.58-245.58113.77V72.676.1240.63-40.637.03-7.03109.9897.32143.7038.06跨中MCD69.2914.9616.32-16.324.52-4.52116.59108.45113.3470.91MBC-15.23-2.60000-23.70-23.70-19.84-19.84MAB69.29-14.96-16.3216.324.52-4.5271.7163.5752.9695.39

层数截面内力恒载活载SEKSWK11.5SWK1.21.3SEK一层SGKSQK左震右震左风右风左风右风左震右震DCM-40.67-13.26158.48-158.4831.06-31.06-44.81-100.72149.26-262.78V71.395.9746.67-46.679.15-9.15110.0093.53149.9228.58CDM-52.1-16.71-121.54121.54-23.8223.82-114.23-71.36-230.5585.46V76.337.2346.67-46.679.15-9.15118.31101.84156.6135.26CBM-23.3-6.6999.96-96.9619.6-19.6-22.69-57.9797.97-158.02V12.836.1683.3-83.316.33-16.3340.6211.22127.38-89.20BCM-23.3-6.69-96.9696.96-19.619.6-57.97-22.69-158.0294.07V12.836.1683.3-83.316.33-16.3340.6211.22127.38-89.20BAM-52.1-16.71121.54-121.5423.82-23.82-71.36-114.2385.46-230.55V76.337.2346.67-46.679.15-9.15118.31101.84156.6135.26ABM-40.67-13.26-158.48158.48-31.0631.06-100.72-44.81-262.78149.26V71.395.9746.67-46.679.15-9.15110.0093.53149.9228.58跨中MCD74.6916.518.47-18.476.33-6.33127.54116.15123.5475.52MBC-18.98-3.750000-30.30-30.30-25.03-25.03MAB74.6916.5-18.4718.47-6.336.33116.15127.5475.52123.54表3-59框架柱A的内力组合A柱荷载组合层数截面位置内力恒载活载SEKSWK11.5SWK1.21.3SEKSGKSQK左震右震左风右风左风右风左震右震6柱顶M-66.43-4.05-25.5125.51-2.742.74-94.90-89.97-115.31-48.98N108.493.197.257.250.78-0.78146.52145.12141.53141.53柱底M-43.93-7.22-14.3714.37-1.541.54-69.33-66.55-75.73-38.37N132.113.197.25-7.250.78-0.78177.23175.83169.87151.025柱顶M-35-8.77-42.2342.23-5.75.7-63.79-53.53-102.167.64N230.649.4224.04-24.042.92-2.92316.59311.33313.67251.17柱底M-37.76-8.29-34.5634.56-4.674.67-65.73-57.32-95.21-5.36N254.269.4224.04-24.042.92-2.92347.30342.04342.02279.514柱顶M-37.76-8.29-58.2358.23-8.748.74-69.39-53.66-125.9925.41N352