毕业设计房屋建筑毕业设计.docx
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毕业设计房屋建筑毕业设计.docx
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毕业设计房屋建筑毕业设计
目录
第一部分工程概况···································
建筑地点、建筑类型、建筑介绍、门窗使用、地质条件······
竖向荷载的传力途径、框架结构的计算简图················
梁、柱截面尺寸的初步确定······························
第二部分框架侧移刚度的计算························
横梁、纵梁、柱线刚度的计算····························
各层侧移刚度计算······································
第三部分重力荷载代表值的计算·····················
重力荷载代表值的计算·································
第四部分横向水平荷载作用下框架结构的内力和侧移计算
··············································
横向自振周期的计算···································
水平地震作用及楼层地震剪力的计算·····················
多遇水平地震作用下的位移验算·························
多遇水平地震作用下框架内力计算·······················
第五部分竖向荷载作用下框架结构的内力计算········
计算单元的选择确定···································
荷载计算·············································
内力计算·············································
梁端剪力和柱轴力的计算·······························
框架梁内力组合·······································
框架柱的内力组合·····································
柱端弯矩设计值的调整·································
柱端剪力组合和设计值的调整···························
第六部分截面设计·································
框架梁··············································
框架柱··············································
第七部分楼板设计·································
楼板类型及设计方法的选择····························
设计参数、弯矩计算··································
第八部分楼梯设计·································
设计参数············································
踏步设计···········································
斜梁设计············································
平台板计算··········································
平台梁计算··········································
第九部分雨篷设计································
雨篷板设计·········································
计算简图···········································
内力计算···········································
配筋计算···········································
第十部分基础设计································
确定持力层,选择基础类型和材料·····················
初步确定基础尺寸··································
计算底面地基承载力设计值F·························
确定基础宽度······································
内力分析··········································
第十一部分施工组织设计··························
建筑地点:
单县开发区结构形式:
框架结构
建筑面积:
6021.5m2层数/高度:
5层/21.6m
主要用途:
商场、办公
根据教学要求入手,从“灵活使用”的角度出发,绿化与建筑相结合,改善外部购物环境。
内部采用大、中、小不同的空间尺寸以及斜线、曲线等不同的要素,构成了富于层次流动感强的浓郁的气氛。
宏利商场是一座集购物、餐饮、办公为一体的综合的现代商厦在设计理念上,力求充分体现现代化一流商厦的特点和友谊商厦的特性。
在整体造型上突出现代、新颖、做到简洁、明快、虚实相接、刚柔相济、给人以蓬勃向上的感觉。
设计上采用钢结构、外装饰铝板、拉索点式玻璃幕墙等新技术、新材料、突出钢结构特点,钢、玻璃、铝板有机结合,创造一个满足功能、符合环境、有鲜明现代性的建筑形象。
透过通透落地玻璃幕墙,使室内、室外空间相互交融,同时作为窗口,使商厦的景物景象展示给路人
第一部分:
建筑设计
㈠建筑概况
1、设计题目:
单县宏利商场
2、建筑地点及拟建基地平面图
本建筑位于单县开发区,场地平坦,由主管批准拟建基地平面图见附图
3、建筑介绍:
建筑面积约6021.5m2,楼盖及屋盖均采用现浇钢筋混凝土框架结构,楼板厚度取120mm,填充墙采用蒸压粉煤灰加气混凝土砌块,层数为五层,一层层高为4.8m,二层至五层为4.2m,室内外地坪高差为0.45,本商场柱距为6m,局部采用7.8m。
㈡建筑技术条件资料
1、气象条件:
阳泉地区基本风压0.40kn/m2,基本雪压0.35kn/m2。
2、地质条件:
见表下表
序号
岩土分类
土层深度(m)
厚度范围(m)
地基承载力fk(kpa)
1
2
3
4
杂填土
粘土
卵石
砂岩
0.0—0.8
0.8—2.5
2.0—8.5
8.5—15.0
0.8
1.7
6.5
6.5
150
300
450
注:
1)天、地下水。
2)表中给定土层由自然地平算起。
建筑地点:
冰冻深度-0.7m,建筑场地类别为二类场地土,设防烈度为8。
3、框架结构承重方案的选择
竖向荷载的传力途径:
楼板的均布活载和恒载直接作用在主梁上,再由主梁传至框架柱,最后传至地基。
根据以上楼盖的平面布置及竖向荷载的传力途径,本商场框架的承重方案为横向框架承重方案,这可使横向框架梁的截面高度大,增加框架的横向侧移刚度。
4、框架结构的计算简图
本方案中,需近似的按横向的平面框架计算。
5、梁柱截面尺寸的初步确定
①梁截面高度一般取梁跨度的1/12至1/8。
本方案取1/12×7800=650mm,截面宽度取600×1/2=300mm,可得梁的截面初步定为b×h=300mm×650mm。
②框架柱的截面尺寸根据柱的轴压比限值,按下列公式计算:
(1)柱组合的轴压力设计值N=βFgEn
注:
β考虑地震作用组合后柱轴压力增大系数,边柱取1.3,不等跨内柱取1.25,等跨内柱取1.2。
F按简支状态计算柱的负载面积
gE折算在单位建筑面积上的重力荷载代表值,可近似的取12-15kN/m2
n为验算截面以上的楼层层数。
(2)Ac≥N/UNfc
注:
UN为框架术轴压比极限值,本方案为二级抗震等级,查《抗震规范》可知取为0.8;
fc为混凝土轴心抗压强度设计值,对C30,查得14.3N/mm2。
(3)计算过程
对于边柱:
N=βFgEn=1.3×18×13×5=1521(kN)
Ac≥N/UNfc=1521×103/0.8×14.3=132954.5(mm2)
取600mm×600mm
对于内柱:
N=βFgEn=1.25×48.42×13×5=3934.13(kN)
Ac≥N/UNfc=3934.13×103/0.8×14.3=343892.5(mm2)
取600mm×600mm
第二部分框架侧移刚度的计算
一、梁的线刚度
混凝土为C30,Ec=3×1010N/mm2
在框架结构中,有现浇层楼面,可以作为梁的有效翼缘,增大梁的有效刚度,减少框架侧移,为考虑I0这一有利作用,在计算梁的截面惯性矩时,现浇楼面得边框架取I=1.5I0(I0为梁的截面惯性矩),对中框架梁取I=2.0I0
二、柱线刚度ic=bh3/12
层次
hc(mm)
Ec(N/mm2)
b×h
Ic(mm4)
Kc=EcIc/hc
2~4
4200
3.0×104
600×600
1.08×1010
7.71×1010
1
5750
3.0×104
600×600
1.08×1010
5.63×1010
三、横梁线刚度Ib的计算
梁号
Ec(N/mm2)
b×h
(mm×mm)
I0(mm4)
L(mm)
kb=EcI0/L
(N·mm)
边框架1.5EcI0/L
(N·mm)
中框架2EcI0/L
(N·mm)
L1
3.0×104
300×650
6.9×109
6000
3.45×1010
5.18×1010
6.9×1010
L2
3.0×104
300×650
6.9×109
7800
2.65×1010
3.98×1010
5.3×1010
L3
3.0×104
300×650
6.9×109
3000
6.9×1010
10.35×1010
1.38×1010
四、各层框架横向侧移刚度计算(D值法)
1、底层
①边跨边柱A-1,A-9(2根)
k=ib/ic=5.18/5.63=0.92
ac=(0.5+k)/(2+k)=0.4865.18
5.63
Di1=ac×12×ic/h2=0.486×12×5.63×1010/57502=9931
②边跨中柱A-2,A-3,A-4,A-5,A-6,A-7,A-8,B-1,B-9,E-2,E-3,E-6,E-7(13根)
k=5.18×2/5.63=1.845.185.18
5.63
ac=(0.5+k)/(2+k)=0.61
Di2=ac×12×ic/h2=0.61×13×5.63×1010/57502=12456
③E-4,E-5,E-8,(1/D)-9(4根)
k=ib/ic=10.35/5.63=1.838
ac=(0.5+k)/(2+k)=0.6110.35
5.63
Di3=ac×12×ic/h2=0.61×12×5.63×1010/57502=12456
④(1/D)-4,(1/D)-5,(1/D)-8(3根)
k=13.8×2/5.63=4.9
ac=(0.5+k)/(2+k)=0.78313.813.8
5.63
Di4=ac×12×ic/h2=0.783×12×5.63×1010/57502=16000
⑤C-1,C-9,D-1(3根)
k=5.18+3.98/5.63=1.63
ac=(0.5+k)/(2+k)=0.5875.183.98
5.63Di5=ac×12×ic/h2=0.587×12×5.63×1010/57502=11995
⑥B-2,B-3,B-4,B-5,B-6,B-7,B-8(7根)
k=6.92×2/5.63=2.45
ac=(0.5+k)/(2+k)=0.6636.96.9
5.63
Di6=ac×12×ic/h2=0.663×12×5.63×1010/57502=13548
⑦C-2,C-3,C-4,C-5,G-6,G-7,G-8,D-2,D-3,D-4,D-5,D-6,D-7(13根)
k=6.9+5.3/5.63=2.17
ac=(0.5+k)/(2+k)=0.646.95.3
5.63
Di7=ac×12×ic/h2=0.64×12×5.63×1010/57502=13078
⑧D-8,D-9(2根)
k=10.35+3.98/5.63=2.552.252.25
ac=(0.5+k)/(2+k)=0.676.29
Di8=ac×12×ic/h2=0.67×12×5.63×1010/57502=13691
∑D1=9931×2+12456×4+12456×13+16000×3+11995×3+13548×7+13078×13+13691×2+10830=618814
2、第二层~第三层
①A-1,A-8,E-8,(3根)
k=5.18×2/7.71×2=0.6725.18
ac=k/(2+k)=0.2517.71
Di1=ac×12×ic/h25.18
=0.251×12×7.71×1010/42002=13165
②A-2,A-3,A-4,A-5,A-6,A-7,E-2,E-3,E-4,E-5,E-6,E-7(12根)
k=6.9×2/7.71×2=0.8956.9
ac=k/(2+k)=0.3097.71
Di2=ac×12×ic/h26.9
=0.309×12×7.71×1010/42002=16207
③B-1,B-9(2根)
5.185.18
k=5.18×4/7.71×2=1.3447.71
ac=k/(2+k)=0.4025.185.18
Di3=ac×12×ic/h2=0.402×12×7.71×1010/42002=21084
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