论文总字数：37142字

摘 要

Frame Structural Design of the Comprehensive Building of Yangzhou Hongsen Damping Technology

Abstract

Frame structure refers to the structure that can bear the load-bearing system in engineering projects. According to the transmission mechanism of force, the load-bearing system composed of beams and columns can bear the vertical and horizontal loads imposed by external loads in the course of use, so as to achieve the balance of forces. In addition, the frame structure has good structural stiffness, seismic resistance, overall performance and durability, saving materials, light weight, flexible space separation, and can more flexibly coordinate with the layout of the building. In terms of building function, it is conducive to arranging the functional requirements of the building requiring larger space. The disadvantage of frame structure system is that the joint stress of frame structure members is relatively concentrated, and its lateral stiffness is small. It belongs to flexible structure frame. Under strong earthquake action, the horizontal displacement of the structure is large, which can easily cause serious non-structural damage, more hoisting times, more working procedures, waste of manpower, and the construction is greatly affected by season and environment. more and more multi-storey buildings are built. Multi-storey frame structure is a common structural form of multi-storey buildings, and its architectural design points should be analyzed.

第一章 结构造型与布置

图1-1 结构布置图

第二章 计算简图和荷载计算

2.1确定计算简图

根据结构平面布置图，选定轴线作为计算单元。本工程采用柱下独立基础，室内外高差为0.45m,基础高度为0.5m，则底层柱子的计算高度为3.6 0.45 0.5=4.55m。框架梁柱节点为刚接，框架柱与基础固结，各杆件用轴线定位，框架梁跨度取柱子轴线之间的距离。二至四层柱高h₂~h₅=3.6m。三跨的计算跨度分别为：9000mm、3000mm、9000mm。计算简图如图所示。

图2-1 计算简图

2.2梁、柱截面尺寸

2.2.1框架柱截面估算

办公楼荷载按14KN/m²计算，抗震等级为三级，轴压比为0.85。

边柱：

中柱：

所以选柱截面为600mm×600mm.

2.2.2梁截面估算

截面宽度不小于200mm，截面高宽比不宜大于4；

框架主梁：h=(1/12~1/8)l,b=(1/3.5~1/2)h,

框架梁，承重梁：h=（1/12~1/8)l,非承重梁：b=(1/18~1/15)l;

次梁：h=(1/18~1/15)l。

AB跨、BC跨、CD跨截面高度取350mm×900mm

次梁取250mm×600mm

纵向框架梁取350mm×900mm。

2.2.3楼板厚度

楼板厚度初选：120mm

图2-2 恒载结构计算简图

粉刷 0.02×（0.6-0.12）×2×17=0.33kN/m

∑=18.68kN/m

g_5AB=g_5D=g_5BC=8.405kN/m

3. 屋面框架梁节点集中荷载标准值

边柱连系梁自重（加粉刷）

0.35×0.9×25×6 0.02（0.9-0.12）×2×17×6=50.43kN

边连系梁传来屋面自重 6×1.5×4.867=43.80kN

中连系梁传来屋面自重 6×3.0×4.867=87.60kN

0.6m高女儿墙（加粉刷） 0.6×6×2.36 0.6×0.02×2×6×17=10.95kN

G_5A=G_5D=50.43 10.95 43.80=105.18kN

G_5B=G_5C=138.03kN

次梁传递永久荷载 18.68×6.0=111.65kN

g_5AB1=g_5AB2=g_5CD1=g_5CD2=111.65kN

1. 楼面框架节点集中荷载标准值

边柱连系梁自重（加粉刷） 50.43kN

外墙自重 （3.6-0.9)×（6-0.6）×2.36=34.41kN

框架柱自重 0.60×0.60×3.6×25=32.40kN

传来楼面自重 6×1.5×3.692=33.23kN

G_A=G_D=118.07kN

中柱连系梁自重加粉刷 50.43kN

框架柱自重（加粉刷） 32.40kN

连系梁传来楼面自重 6×3×3.692=66.46kN

G_B=G_C=151.3kN

次梁传递的永久荷载标准值 3.692×3×6=66.46kN

次梁自重 24.05kN

g_AB1=g_AB2=g_CD1=g_CD2=66.46 24.05=90.51kN

2.4.2 活荷载计算

图2-3 活荷载计算简图

P_5AB1=p_5AB2=p_5CD1=p_5CD2=6×3×0.7=12.60kN

P_5A=P_5D=6×1.5×0.7=6.30kN

P_5B=P_5C=6×3.0×0.7= 12.60kN

P_AB1=p_AB2=p_CD1=p_CD2=6×3×2=36kN

P_A=P_D=6×1.5×2=18kN

P_B=P_C=6×3×2.5=45kN

2.4.3风荷载

2-4 风荷载计算简图

结构高度小于30m，取β_z=1.0，矩形平面取μ_s=1.3,μ_z查规范可得，地面粗糙类别为B。

表2-1 风荷载内力

2.4.4 地震作用下内力计算

1.第五层

50%雪载 0.5×0.35×21×45=165.38kN

屋面板自重 4.87×21×45=4602.15kN

框架柱自重 0.6×0.6×25×1.8×32=518.4kN

主梁自重 8.405×（21×8 45×4）=2924.94kN

次梁自重 3.33×45×4=599.40kN

填充墙及门窗：忽略内纵墙门窗按墙重量算：

横墙 2.36×1.8×9×2×8 2.36×3×2×1.8=637.2kN

纵墙 2.36×45×4×1.8=764.64kN

女儿墙自重 0.6×2.36×（45 21）×2=186.91kN

第五层重力荷载代表值：G₅=10399.02kN

2.标准层

楼面自重： 3.692×21×45=3488.94kN

柱自重： 518.4×2=1036.80kN

梁自重：

主梁自重 8.405×（21×8 45×4）=2924.94kN

次梁自重 3.33×45×4=599.40kN

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