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湖 南 科 技 大 学

毕 业 设 计（ 论 文 ）

题 目 作 者 学 院 专 业 学 号 指导教师

2010 年 6月 10 日

至诚办公楼设计 毛世栋 土木工程 土木工程 0602010119

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湖 南 科 技 大 学 毕业设计（论文）任务书

院系（教研室）

系（教研室）主任: （签名） 年 月 日 学生姓名: 毛世栋 学号: 0602010119 专业: 土木工程 1 设计（论文）题目及专题：2 学生设计（论文）时间：自年月日开始至 3 设计（论文）所用资源和参考资料：

有关教材（房屋建筑学、建筑制图、混凝土结构、砌体结构、钢结构、施工技术、施工组织与管理、工程概预算、土力学与地基基础等）、有关图集（建筑标准图集、中南地区标准图集等）、有关建筑和结构规范（混凝土结构设计规范、砌体结构设计规范、

建筑结构荷载规范、建筑地基基础设计规范、建筑制图标准）和有关设计资料。 4 设计（论文）应完成的主要内容：

建筑设计部分（方案设计、功能分析、建筑施工图绘制等）、结构设计（结构选型、结构布置、荷载统计、结构计算、结构施工图绘制等）、施工组织设计（确定施工方案、施工平面布置、绘制施工平面布置图）。

5 提交设计（论文）形式（设计说明与图纸或论文等）及要求：

要求提交计算书和建筑施工图并提交备份软盘；计算书要求全部打印，建筑施工图严

格按建筑制图标准绘制，要求全部图纸采用电脑绘图、打印。 6 发题时间：年月日

指导教师： （签名）

学 生： （签名）

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湖 南 科 技 大 学 毕业设计（论文）指导人评语

指导人： （签名）年 月 日

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湖 南 科 技 大 学 毕业设计（论文）评阅人评语

评阅人： （签名）年 月 日

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湖 南 科 技 大 学 毕业设计（论文）答辩记录

日期：

学生： 毛世栋 学号： 0602010119 班级： 0 6 级建筑工程（1） 题目： 至诚办公楼设计 提交毕业设计（论文）答辩委员会下列材料：

1 设计（论文）说明书共 页 2 设计（论文）图 纸共 页 3 指导人、评阅人评语共 页

毕业设计（论文）答辩委员会评语：

答辩委员会主任： （签名）

委员： （签名）

（签名） （签名） （签名）

成绩：

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湖南科技大学本科生毕业设计（论文）

摘 要

本次毕业设计题目为至诚办公楼。总建筑面积约为5636 m2，采用框架承重结构，主体结构层数为七层，首层层高为4.5m，其他层高为3.6m，抗震设防烈度6度。

本次设计分为建筑设计、结构设计与施工组织设计三部分。本计算书包括了整个设计的计算过程及相关的说明。

其中建筑设计主要有建筑平面、剖面、立面设计，还包括建筑细部构造设计等；结构设计主要有结构布置、结构选型、一榀框架的完整计算：包括荷载计算、内力计算、内力组合、截面设计及配筋计算。此外，还有柱下基础、现浇板等构件的设计。在手算的基础上，还使用了PKPM系列结构设计专用软件进行了电算校核，并对手算及电算结果进行了分析比较。

关键词：建筑设计；结构计算；框架结构；弯矩二次分配法；D值法；施工组织设计算

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湖南科技大学本科生毕业设计（论文）

ABSTRACT

The title of this thesis design is Zhicheng Office Building. Total construction area is about 5636 sq.m, frame structure, 7 floors. The height of the first floor is 4.5m, the others is 3.6m. The design strength of anti-earthquake is 6 degrees.

This design is divided into three parts: architectural design, structure design and construction organization design. This thesis includes all the calculations of the design process and related elucidations.

Among the architectural design, primarily there are building plane design, building facade design and the design of the building profile, and there are other detail structural design in this part. Among the structural design, primarily there are the arrangement of structure, the selection of structure type, a complete calculation of one part of the frame (includes the calculation of load and force, combination of forces, design of section and calculation of reinforcement). Besides, there are design of column foundation, stairs, pored concrete slab and concrete awning etc. Finally, I adopt the PKPM series structure design software to verify the results of manual calculation, and give the comparison of the manual-calculation and computer- calculation.

Keywords: architectural design; structural design; the arrangement of structure; the caculation of load and force; D-value method; the calculation of reinforcement

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湖南科技大学本科生毕业设计（论文）

目 录

第一章 前 言 ······························································································· 1 第二章 建筑设计 ···························································································· 2

2.1 工程概况 ················································································································ 2 2.2 建筑平面设计 ········································································································ 2 2.3 建筑剖面设计 ········································································································ 3 2.4 建筑立面设计 ········································································································ 3 2.5 本设计特点 ············································································································ 3

第三章 结构设计 ···························································································· 4

3.1 设计资料 ················································································································ 4 3.2 结构布置及梁柱截面估算 ···················································································· 5

3.2.1 结构布置 ······································································································ 5 3.2.2 框架梁、柱截面尺寸估算 ·········································································· 5 3.2.3 梁、柱线刚度计算及框架计算简图确定 ·················································· 6 3.3 荷载计算 ················································································································ 8

3.3.1 恒载标准值计算 ·························································································· 8 3.3.2 活荷载标准值计算 ······················································································ 9 3.4 竖向荷载作用下的框架受荷计算 ······································································ 10

3.4.1 B～E轴间框架梁 ······················································································ 10 3.4.2 其他轴间框架梁 ························································································ 11 3.4.3 B、E轴柱纵向集中荷载的计算 ······························································ 11 3.4.4 C、D轴柱纵向集中荷载的计算 ····························································· 11 3.4.5 框架在竖向荷载作用下的受荷总图 ························································ 12 3.5 风荷载计算 ·········································································································· 13

3.5.1 各层D值及剪力分配系数 的计算 ······················································· 14 3.5.2 各柱反弯点、剪力、柱端弯矩计算 ························································ 15 3.5.3 梁端弯矩计算 ···························································································· 16 3.5.4 水平风荷载作用下框架的内力图 ···························································· 18 3.6 地震作用计算 ······································································································ 21

3.6.1 重力荷载代表值计算 ················································································ 21 3.6.2 横向框架侧移计算 ···················································································· 22

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湖南科技大学本科生毕业设计（论文）

3.6.3 横向自震周期计算 ···················································································· 23 3.6.4 横向水平地震力计算 ················································································ 23 3.7 竖向荷载作用下的内力计算 ·············································································· 24

3.7.1 恒荷载作用下的弯矩二次分配计算 ························································ 24 3.7.2 恒荷载作用下内力图 ················································································ 27 3.7.3 活荷载作用下的弯矩二次分配计算 ························································ 29 3.7.4 荷载作用下内力图 ·················································································· 31 3.8 内力组合 ·············································································································· 33

3.8.1 内力组合 ···································································································· 33 3.8.2 框架梁内力组合 ························································································ 33 3.8.3 框架柱内力组合 ························································································ 33 3.9 梁、柱截面配筋计算 ·························································································· 36

3.9.1 梁配筋计算 ································································································ 36 3.9.2 梁正截面配筋表 ························································································ 37 3.9.3 梁斜截面配筋表 ························································································ 38 3.9.4 柱配筋计算 ································································································ 38 3.10 基础类型及计算形式 ························································································ 41

3.10.1 确定桩的规格数量及初定承台的尺寸 ·················································· 41 3.10.2 单桩承载力、偏心荷载验算 ·································································· 41 3.10.3 承台的结构计算 ······················································································ 42 3.10.4 承台的结构验算 ······················································································ 42 3.11 楼梯计算 ············································································································ 43

3.11.1 梯段板TB-1计算 ···················································································· 44 3.11.1 平台板TB-2计算 ···················································································· 44 3.11.1 平台梁TL-1计算 ···················································································· 45

第四章 施工组织设计 ···················································································· 47

4.1 总 则 ····················································································································· 47

4.1.1 编制说明 ···································································································· 47 4.1.2 编制依据 ···································································································· 47 4.1.3 编制原则 ···································································································· 47 4.2 工程概况 ·············································································································· 48

4.2.1 工程地点及地貌 ························································································ 48 4.2.2 建筑形式 ···································································································· 48 4.2.3 工程结构 ···································································································· 48

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湖南科技大学本科生毕业设计（论文）

4.2.4 现场自然条件 ···························································································· 48 4.3 现场平面布置 ······································································································ 49

4.3.1 生产设施 ···································································································· 49 4.3.2 临时生活设施 ···························································································· 49 4.3.3 平面布置要求 ···························································································· 49 4.3.4 施工临时供水供电线路 ············································································ 49 4.4 施工方案设计 ······································································································ 49

4.4.1 工程总施工顺序安排 ················································································ 49 4.4.2 基础工程施工顺序 ···················································································· 50 4.4.3 主体结构工程施工顺序 ············································································ 50 4.4.4 室内装饰工程施工顺序 ············································································ 50 4.4.5 外墙及室外装饰工程施工顺序 ································································ 50 4.4.6 施工段划分 ································································································ 50 4.4.7 重点分项工程施工方法 ············································································ 51 4.5 技术组织措施 ······································································································ 53

4.5.1 质量保证措施 ···························································································· 53 4.5.2 技术难点、常见质量通病及处理办法 ···················································· 54 4.5.3 安全保证措施 ···························································································· 54

第五章 结论 ································································································· 56 参 考 文 献 ··································································································· 57 致 谢 ········································································································· 58

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湖南科技大学本科生毕业设计（论文）

第一章 前 言

社会社会主义现代化建设的大潮已进入高潮，城市化是社会发展必然的历史进程，是人类文明进步的表现。城市化进程，促使城市功能性质发生改变，城市职能得到提高。城市中的一些物质文化与精神文化被保留，同时，许多被更替、被更新。新的生活永远不停地改造着城市，促进着城市的发展。我们作为新世纪的大学生，在党和国家的多年培养下，终于要走入工作岗位，在走入社会工作之前，毕业设计是检验我们大学四年所学知识的一个最好标准，同时我们也可以学到很多的知识，为将来做好技术上的储备。随着经济的发展，建筑行业已成为不少国家和地区的支柱产业，在其国民经中起着举足轻重的作用。所以我们就更应该好好的做好毕业设计了。

为了锻炼我独自组织设计方面的能力，也提前接受工程师所必须的基本训练，达到建筑工程专业人才培养的要求。所以，我将四年来所学的各种专业知识作一次全面的系统的复习，达到融会贯通、整合运用的目的，本人特别详细认真的做了本次毕业设计。

本次毕业设计课题是至诚办公楼设计。该商场的设计大致分以下三个主要部分：1、建筑设计2、结构设计3、施工组织设计。通过这三个部分针对性的训练可以把大学里面的各种专业知识进行一次系统详实的复习，同时为今后走上工作岗位奠定了雄厚的理论基础和必要的实践经验，是一次难得的岗前培训。

在设计过程中，本组设计指导老师及其他同学都给予了无私的帮助，并提出了许多宝贵的意见。在此向他们表示衷心的感谢！同时由于自身水平有限，书中难免有不足和错误之处，恳请各位老师批评指正，将不胜感激！

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湖南科技大学本科生毕业设计（论文）

第二章 建筑设计

2.1 工程概况

地点：湖南省湘潭市湖南科技大学。

建筑形式：高29.7米，建筑面积约5636平方米，楼为七层较规则长方形式综合办公楼。

设计目的：由于学校的发展，原有的办公楼不能满足工作需要。

房间组成：大厅、展览陈列休息区、会议室、多媒体综合会议室、办公室、传达室、配电控制室、储藏室与其它附属设施、开水房等组成。

2.2 建筑平面设计

本设计平面类型采用长方型，平面交通线路简捷明确，设计紧凑、构件规整便于施工，建筑进深大，有利于节地节能。房间的开间为3.9米，进深为6.3和6.9米。其他辅助房间包括：储藏室、配电控制室等，主楼平面布置如下：

1、一层平面

传达室、办公室、复印室、开水房等皆布在一层，洗手间（尽可能布在次要面，天然采光、通风时刻保持良好）、楼电梯布在容易被找到主要入口处；纵横交通明确无误区；办公室采光好，提高办公空间的使用率。

2、标准层平面

主要办公室、中型会议室、配电控制室、贮藏间设在标准层，可随使用者自由设计。还设男、女洗手间、楼梯、电梯等。消防设备齐全，防火功能设计全面。

3、顶层平面

顶层平面与标准层平面布置大致相同，同时设置两个大型会议室，屋顶部分可供上人。

4、楼梯与电梯设计

楼梯在一个建筑上占有重要的地位，这主要是因为它既是从下至上的交通工具，也是从上至下乃至疏散的重要工具。因此，楼电梯在建筑设计须满足三个条件：

（1）满足建筑功能要求； （2）满足安全要求。

楼电梯的的地位决定了它必须具备良好的安全措施，如防火、防烟要求高，防小孩子的不慎攀爬，电梯还要防突然断电、夹手等。这些都要求楼（电）梯不仅有足够的宽度，足够好的通风性、采光等。如楼梯梯级、坡度也有严格的控制，梯级最大不超过18级，最少不少于3级，坡度在23°到45°间。

5、消防要求。

本工程耐火等级为一级，其建筑构件的耐火极限及燃烧性能均按国家标准《建筑设

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湖南科技大学本科生毕业设计（论文）

计防火规范》GBJ16-87执行。

2.3 建筑剖面设计

（1）层数和层高 层数：七层

层高：按空间设计经济的原则设计，首层4.5m其它层：3.6m。 （2）室内外高差

为防止室外雨水倒流和墙体受潮，要求室内外存在一定的高差，取室内外高差为450mm，出入口处设三个踏步的台阶，踏步宽为300mm，高为150mm。楼梯间踏步宽为300mm，高为150mm。每个设有100cm高的护栏。

2.4 建筑立面设计

不同功能要求建筑物的类型具有不同的内部空间组合特点，建筑物的外部形象尽可能具有表现、张扬性，整幢采用灰白色墙面砖，加以蓝色玻璃幕墙装饰，使得整体效果给人以简洁大方、新颖别致、虚实相生，给人一种轻松气派的感觉。

2.5 本设计特点

设计充分利用地理位置优势，平面布置简单，人流无交叉干扰，使用方便，房间布置灵活多样，且有利于动静分离，互相干扰少，便于管理此建筑将成为该路段的又一亮点。整个设计符合《民用建筑设计通则》、《简明建筑结构设计手册》，《多层建筑设计防火规范》，《钢筋混凝土设计规范》等，设计深度达到设计任务书的规范要求。

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湖南科技大学本科生毕业设计（论文）

第三章 结构设计

3.1 设计资料

1、 工程概况： 建筑面积为5636m2，主体七层，结构形式为框架结构，层高为3.6m，室内外高差0.45m。

2、水文地质情况

（1）本场地地形平坦，自然地表0.7m内为杂填土，地基承载力特征值为fak=100 kN/m2；填土下层为0.5-1m厚淤泥质土，地基承载力设计值为fak=80 kN/m2；向下为2-3m厚硬粘性土，地基承载力设计值为fak=200 kN/m2，再向下为4m粉质粘土，地基承载力设计值为fak=200 kN/m2，再下为微风化岩石。

（2）地下水位及冻结情况：地下水雨季在地表以下8m，无侵蚀性。极限最大冻结深度0.6m。

3、气象条件

（1）温度：最热月平均气温为29℃，最冷月平均气温为13.5℃。 （2）相对湿度：最热月平均73%。

（3）主导风向：全年为西北风，夏季为东南风，基本风压W0=0.35 kN/m2。 （4）雨雪条件：年降雨量1255mm。

4、活荷载：楼面活荷载（办公室、会议室2.0 kN/m2；走道2.5 kN/m2）；屋面活载（上人屋面）2.0 kN/m2 。

5、抗震设防烈度：6度。

6、材料强度等级：梁柱砼等级C30，纵向受力主筋、箍筋HPB235；板砼等级C25；基础混凝土等级为C30，垫层混凝土等级为C20。内隔墙非承重的页岩多孔砖980kg/m3，外墙选用实心页岩砖容重1800kg/m3。

7、屋面、楼地8、后浇带

面做法参见建筑施工图。

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湖南科技大学本科生毕业设计（论文）

3.2 结构布置及梁柱截面估算

3.2.1 结构布置

结构布置及一榀计算框架的选取位置如图3.1所示。

图3.1 结构平面布置图和计算框架选取位置

3.2.2 框架梁、柱截面尺寸估算

（1）框架梁：根据《混凝土结构设计》，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。根据受弯构件连续梁经验公式 [1] 估算梁高h=（1/8～1/12）l，梁宽b=（1/2～1/3）h。其中l为梁的计算长度。

（2）框架柱：根据《混凝土结构设计》，柱截面宽b不小于300mm，柱净高与截面高度之比不宜小于4，由公式[1]b=（1/6～1/12）H，h=（1～2）b得，梁柱截面尺寸如表3.1。

表3.1 梁柱截面尺寸

构 件 横向框架梁 纵向框架梁 中跨框架梁 其他框架梁 一到五层框架柱 六、七层框架柱

计算跨度l/mm

7900 6900 2400 3900 4500、3600 3600

截面宽b/mm

300 300 250 200 600 400

截面高h/mm

650 650 550 450 600 400

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湖南科技大学本科生毕业设计（论文）

3.2.3 梁、柱线刚度计算及框架计算简图确定

（1）结构平面布置图和计算框架选取位置，见图3.1。 注：为方便计算一、二层A轴柱不参与计算。 （2）确定框架计算简图

框架的计算单元如图3.1所示，取3轴上的一榀框架计算。假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层术的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从基础顶面算至二层楼面，基顶标高根据地质条件、室内外高差，定为-1.1 m，二层楼面标高为4.5m，故底层柱高度为5.6m，其余各层柱高从楼面算至上一层楼面（即层高），故均为3.6m。

（3）梁柱线刚度计算

表3.2 柱惯性矩计算

砼

强

层号 度

等

级 1 2~5 6~7

C30 C30 C30

砼弹性模量

EC kN/m2（106）

3 3 3

柱宽 b m 0.4 0.4 0.4

柱长 h m 0.6 0.6 0.4

表3.3 柱惯性矩计算

边 砼

层号

轴线号

标

EC

b

h m

L m

I0

砼弹性模量

梁宽

梁高

梁跨

截面惯心矩

中框架 梁线刚度 ib＝2EcI0/l

边框架 梁线刚度

ib＝1.5EcI0/l

柱高 H m 5.6 3.6 3.6

截面惯性矩

I0

m4（×104）

10.8

10.8 2.13

柱线刚度 ic＝EcIc/H kN.m（×10-4）

5.79

9.00 1.78

中 号 1

B～C 1~7 C～D

D～E

0 1 0

kN/m2（106） m C3

3 0.3

0 C3

3 0.2

0 C3

3 0.3

m4（×104） kN.m（×10-4） kN.m（×10-4）

6.87 1.52 6.87

3.80

4.48 4.90

0.65 6.9 0.45 2.4 0.65 6.3

对于中梁考虑整体刚度提高取I 2I0，对于边梁考虑整体刚度提高取I 1.5I0。

令2~5层柱线刚度ic2

1.0，则其余各杆件的相对线刚度为：

i71 4.59.0

1.89.0

0.2

i11

5.89.0

0.64

5

0.56

iB

0.5

iC

3.89.0

0.42

iD

9.0

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湖南科技大学本科生毕业设计（论文）

框架梁、柱相对线刚度如图3.2所示：

注：悬挑部分按附加弯矩计算

图3.2 框架梁、柱相对线刚度

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湖南科技大学本科生毕业设计（论文）

3.3 荷载计算

3.3.1 恒载标准值计算

（1）屋面

防水层（刚性）：40厚C20细石混凝土防水 1.0 kN/m2 找平层：20厚水泥砂浆 0.02m×20 kN/m3=0. 40 kN/m2 保温层：80厚矿渣水泥 0.08m×14.5 kN/m3=1.16 kN/m2 结构层：120厚现浇混凝土板 0.12m×25 kN/m3=3.00 kN/m2 抹灰层：12厚混合砂浆 0.012m×17 kN/m3=0.20 kN/m2 合计： 5.76 kN/m2 （2）标准层楼面

大理石面层，水泥砂浆擦缝

30厚1:3干硬性水泥砂浆，面上撒2厚素水泥 1.16 kN/m2 水泥砂浆结合层一道

结构层：120厚现浇混凝土板 0.12m×25 kN/m3=3.00 kN/m2 抹灰层：10厚混合砂浆 0.01m×17 kN/m3=0.17 kN/m2 合计： 4.33 kN/m （3）梁的自重

梁截面尺寸b×h=300mm×650mm

梁自重： 25 kN/m3×0.3m×（0.65m-0.12m）=3.98 kN/m 抹灰层：10厚混合砂浆 0.01m×（0.65m-0.12m+0.3m）×2×17 kN/m3=0.28 kN/m 合计： 4.26 kN/m 梁截面尺寸b×h=200mm×450mm

梁自重： 25 kN/m3×0.2m×（0.45m-0.12m）=1.65 kN/m 抹灰层：10厚混合砂浆 0.01m×（0.45m-0.12m+0.2m）×2×17 kN/m3=0.18 kN/m 合计： 1.83 kN/m （4）柱的自重

柱截面尺寸b×h=400mm×600mm

柱自重： 25 kN/m3×0.40m×0.60m=9.00 kN/m 抹灰层： 10厚混合砂浆 0.01m×0.6m×2×17 kN/m3=0.20 kN/m 合计： 9.20 kN/m 柱截面尺寸b×h=400mm×400mm

柱自重： 25 kN/m3×0.40m×0.40m=4.00 kN/m 抹灰层： 10厚混合砂浆 0.01m×0.4m×2×17 kN/m3=0.14 kN/m 合计： 4.14 kN/m

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湖南科技大学本科生毕业设计（论文）

（5）外墙自重

标准层： 18 kN/m3×0.24m×（3.6m-0.6m）=12.96 kN/m 铝合金窗： 0.95 kN/m 水刷石外墙面： 0.75 kN/m 水泥粉刷内墙面： 0.54 kN/m 合计： 15.2kN/m 底层： 18 kN/m3×0.24m×（5.6m-0.6m）=21.60 kN/m 铝合金窗： 0.95 kN/m 水刷石外墙面： 0.75 kN/m 水泥粉刷内墙面： 0.54 kN/m 合计： 17.8kN/m （6）内墙自重

标准层： 9.8 kN/m3×0.24m×（3.6m-0.6m）=7.06 kN/m 水泥粉刷墙面： 1.54 kN/m 合计： 8.6kN/m 底层： 9.8 kN/m3×0.24m×（5.6m-0.6m）=11.76 kN/m 水泥粉刷墙面： 2.14 kN/m 合计： 13.9kN/m （7）女儿墙自重 0.19m×1.1m×19 kN/m3＝3.97 kN/m

3.3.2 活荷载标准值计算

由《结构荷载设计规范》[2]，得以下荷载数值： （1）屋面和楼面活荷载标准值

上人屋面： 2.0 kN/m2 楼 面：办公室、会议室等 2.0 kN/m2 配电控制室： 7.0 kN/m2 走 道： 2.5 kN/m2 储 藏 室： 5.0 kN/m2 （2）雪荷载 0.35 kN/m2 屋面活荷载与雪荷载不同时考虑，两者中取最大值。

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