常州华瑞食品有限公司生产车间钢框架结构设计

论文总字数：280122字

摘 要

常州华瑞食品有限公司生产车间位于江苏省常州市内，为地上4层钢结构，无地下室。建筑±0.000标高相当于黄海高程为9.100m，室内外高差为0.30m，一～二层层高均为4.5m，三～四层层高均为3.4m，建筑总高度为15.8m。结构形式采用钢框架结构，现需对此生产车间进行结构设计。结构形式采用钢框架结构，楼板屋盖均采用混凝土压型钢板组合结构，内外墙采用加气混凝土砌块墙。建筑设计使用年限50年。

根据建筑功能要求，考虑结构受力合理、施工方便，确定结构选型、柱网布置、楼屋盖选型、基础选型；根据跨度和承载力估算框架梁和次梁截面，框架梁选用HM440×300×11×18和HN350×175×7×11，次梁选用HN350×175×7×11，系梁选用HN200×100×5.5×8。根据估算的竖向荷载确定柱子截面，柱截面选用箱形截面：1层柱为□500×500×25×25和□550×550×28×28，2层柱为□500×500×25×25，4层柱为□400×400×12×12。楼板用压型钢板作为模板，使用阶段不考虑其作用，按混凝土板设计，次梁简支，按组合梁设计；竖向荷载分为恒载和活载，活荷载考虑两种不利布置；水平荷载作用包括风荷载和地震作用，采用振型分解反应谱法计算水平地震作用；竖向荷载下的框架内力分析采用分层法，水平荷载作用下的框架内力分析采用D值法；按照规范分别对几种起主要作用的组合方式进行内力组合，选择最不利荷载组合；框架梁按纯钢梁设计，框架柱按一阶方法设计；框架梁和框架柱连接节点为刚接节点，次梁与框架梁的连接节点为铰接节点，框架柱脚按埋入式柱脚设计；楼梯采用折梁式楼梯，梯段梁、踏步板、平台板均按照简支梁模型设计；基础采用柱下条形基础，基础连系梁采用倒梁法计算基础内力。

[关键词] 钢框架结构，结构设计，压型钢板混凝土非组合板，振型分解反应谱，D值法，柱下条形基础

The Structural Design of the Steel Frame Structure for the Main Workshop of Changzhou Huarui Food Co. LTD

Abstract

The Main Workshop of Changzhou Huarui Food Co. LTD is located in Changzhou City, Jiangsu Province. It adopts an four-story steel frame structure without basement. The ±0.000 elevation of the building is equivalent to the Yellow Sea elevation of 9.100m, and the height difference between the indoor and outdoor is 0.30m. The total height of the building is 17.6m, including 4.5m which is story height of the first two floors, and 3.am which is story height of the third to forth floor. The whole building adopts the steel frame structure with composite deck slabs. The aerated concrete block is adopted in exterior and interior wall. The design working life of the building is 50 years.

The type of structure, arrangement of columns, the section of floor and roof and the type of foundation were determined according to the function of the building, the reasonable force condition and the convenience of construction. HM440×300×11×18 and HM588×300×12×20 are used for the frame beams in 1st to 3rd floor; HM390×300×10×16 is used for the frame beams in 4th floor; HN350×175×7×11 is used for sub beams; HN200×100×5.5×8 is used for straining beams. The columns are arranged according to the building scheme. The span in X direction is 6.6m and 7.0m; the span in Y direction is 7.2m. Box section is used for columns: □500×500×25×25 and □550×550×28×28 are used for the columns in 1st floor; □500×500×25×25 is used for the columns in 2nd floor; □400×400×12×12 is used for the columns in 3rd and 4th floor. The profiled steel sheet was only considered as formwork for floor slab, therefore, the floor slab was designed as concrete slab. The sub beam was simply supported and designed as composite beam. There were two types of vertical load which were permanent load and live load, the latter one including two kinds of unfavorable live load distribution. There were also two types of horizontal load which were wind load and horizontal earthquake action which was calculated by response spectrum analysis. Steel frame’s internal force under vertical load was calculated by hierarchical method, and the one under horizontal load was calculated by D-value method. Several combinations of internal force combination which play a main role were conducted in according with code, considering the adverse layout of live load. The frame beams were designed according to pure steel beam, and the frame columns were designed by first-order method. The rigid nodes were adopted in the connections of frame beams and columns, the articulated nodes were adopted in the connections of frame beams and secondary beams, and the embedded column footings were adopted in the design of column feet. The folding beam stairs were adopted. The bench beams, treads, platform boards were designed according to simply supported beam model during the design of staircase. The pile foundation was adopted in this project, and the design of beams of the foundation was according to the tension-flexure members.

[Key words] steel frame structure; structural design; profiled sheet-concrete composite slab; seismic response spectrum; D-value method; strip foundation

目 录

第一章 设计资料 1

1.1 工程概况 1

1.2 工程设计条件 1

1.3 设计任务 1

1.4 技术要求 2

第二章 结构选型与布置 3

2.1 结构平面布置 3

2.2构件截面尺寸估算 5

2.2.1 楼板截面尺寸估算 5

2.2.2 框架柱截面尺寸估算 5

2.2.3 次梁截面尺寸估算 5

2.2.4 框架梁截面尺寸估算 6

2.2.5 结构构件尺寸选取 7

第三章 结构荷载计算 10

3.1 永久荷载 10

3.1.1 楼面做法及荷载 10

3.1.2 屋面做法及荷载 11

3.1.3 墙体做法及荷载 11

3.1.4 结构构件自重 13

3.2 可变荷载 13

3.2.1 楼面与屋面可变荷载 13

3.2.2 雪荷载 13

3.2.3 风荷载 14

第四章 楼盖与屋盖设计 16

4.1楼盖设计 16

4.1.1压型钢板施工阶段验算 16

4.2 施工阶段验算 16

4.2.1 压型钢板施工阶段验算 16

4.2.2 次梁施工阶段验算 18

4.3 楼面使用阶段计算 20

4.3.1 楼面板使用阶段计算 20

4.3.2 楼面组合梁使用阶段计算 27

4.4 屋面使用阶段计算 34

4.4.1 屋面板使用阶段计算 34

4.4.2 屋面组合梁使用阶段计算 40

第五章 竖向荷载作用下框架结构分析 49

5.1 分层法计算方法简述及计算简图 49

5.1.1 分层法计算框架结构内力的计算假定与计算说明 49

5.1.2 框架结构在竖向荷载作用下的计算简图 50

5.1.3 分层法计算中各层开口框架计算简图 52

5.2 竖向荷载计算 53

5.2.1 永久荷载计算 53

5.3 竖向荷载作用下框架结构内力计算 57

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