24小时论文定制热线
24小时论文定制热线
摘 要
建筑地点:XX市中山路 Construction Site: zhongshan rd
结构形式:框架结构 Construction Systen: Frame structure
建筑面积:3920.7m2 Floor Area: 3920.7m2
层数/高度:3层/16.0m Stories/Height: 3 stories/16.0 m
主要用途:商场 、办公 Main Use: Shopping、office
关键词:
框架结构 Frame structure
现浇混凝土 Cast-in-place concreate
独立基础 Independent foundation
屋面板 Roof plate
正截面 Normal section
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.
百姓商场是一座集购物、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,设计具有明显的层次感.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.
该建筑平面设计合理,能做到顾客、货物运输、工作人员三股流线流畅和紧凑,且其使用、联系与出入交通均方便,无干扰,各房间大小使用面积合理,满足功能要求.立面造型美观,装饰朴实,符合主体建筑设计要求.
"Flexible use"and combination of greening and building latgely improve its outside shopping environment.In the inside,laige,medium and small--sized spice,togethei with the various building elemenrs like diagonal and curve,creates a dense atmosphere.Xin'Plaza conveys the traditional charm of modern architecture,and effectively billboatd.
Baixing Plaza is an integrated including shopping ,entertainment cente and offices.In terms of design concept,the designers tried to fully materialize both the general features offirst-class modem shopping mall and the unique identity of FriendshipShopping Mall.In terms of overall form,this shopping mall gives priority to modernism and novelty,Design has obvious oak. ---its concise and lively shape conveys a sense of vigor and aggression.Steel strure,aluminum plate outerdecoration and suspended cable point glass curtain wall and other mew technique and materials are introduced into thedesign,giving prominence to the characteristic of steel structure.The harmonious combination of steel,glass and aluminum pate creates an idantity of modem atchitecture that can not only meetthe functional requirements but also assort with the envuribnebt.The transparentfloor glass curtain wall makes the outdoor and indoor space meet.And it is also a window,showing the passersby the indoor scenery of the shopping mall.
The design of architectural plan is reasonable. The customers , goods transport and workers are distributed cleanly. The link and in-out traffic are convenient, no interference. The dimensional design is beautiful and the mold-making is pleasing to the eyes, has luxurious decorate.
目 录
摘 要··············································· 1
第一部分 工程概况··································· 3
建筑地点、建筑类型、建筑介绍、地质条件 ··············· 3
竖向荷载的传力途径、框架结构的计算简图················ 3
梁、柱截面尺寸的初步确定······························ 4
第二部分 重力荷载代表值的计算······················ 8
重力荷载代表值的计算·································· 8
竖向荷载下框架受荷总图································ 9
第三部分 框架侧移刚度的计算························ 10
横梁、纵梁、柱线刚度的计算···························· 10
各层侧移刚度计算······································ 10
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············16
横向自振周期的计算··································· 16
水平地震作用及楼层地震剪力的计算····················· 16
多遇水平地震作用下的位移验算························· 17
水平地震作用下框架内力计算··························· 18
风荷载作用下的内力计算······························· 18
第五部分 竖向荷载作用下框架结构的内力计算········ 20
迭代法计算竖向荷载作用下框架结构内力················· 20
第六部分 内力组合·································· 43
第七部分 构件截面设计······························ 43
框架梁·············································· 43
框架柱·············································· 46
第八部分 楼板设计································· 50
楼板类型及设计方法的选择···························· 50
设计参数、单向板设计································· 50
第九部分 次梁设计································· 50
第十部分 楼梯设计································· 55
设计参数············································ 55
踏步设计··········································· 55
斜梁设计············································ 56
平台板计算·········································· 57
平台梁计算·········································· 58
第十一部分 基础设计······························· 59
确定持力层,选择基础类型和材料······················ 59
初步确定基础尺寸···································· 60
计算底面地基承载力设计值F·························· 60
内力分析············································ 60
第十二部分: 科技资料翻译··························· 78
科技资料原文········································ 78
原文翻译············································ 86
参考资料············································ 89
致谢············································· 90
第一部分:工程概况
㈠筑概况
1、设计题目:某中型商场设计
本工程为某中型商场,兼具日用百货、服装、家电等卖场,本商场综合楼还兼有办公、仓储,集体宿舍等用途.
2、建筑地点及拟建基地平面图
3、建筑介绍:
建筑面积约3920.7m2,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3层,一层和二层层高为5.4m,三层为4.5m,室内外地坪高差为0.45,本商场柱网尺寸7.5M(横向)*9M(纵向).
㈡建筑技术条件资料
1、气象条件:地区基本风压0.35kn/m2
2、地质条件:地质构造情况(自上而下):本场地地形平坦,自然地表内一米内为填土,填土后为粉压粘土,再下为卵石层,fk粉=250Kn/M2, fk卵=300-400KN/M2地下水位较深,无浸蚀性.
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、结构布置
第一层楼盖布置如下图
5、框架结构的计算简图
结构柱网尺寸图
本方案中,需近似的按横向的平面框架计算.(所取框架本为首层为复式框架,为计算简便且具代表性,简化为普通框架计算)
6、梁柱截面尺寸的初步确定
①主梁截面高度一般取梁跨度的1/14至1/8,次梁截面高度一般取梁跨度的1/18至1/12.本方案为横向承重.本方案纵向梁取1/18×9000=500mm,截面宽度取500×1/2,初取b=250mm,横向取1/12.5×7500=600mm,截面宽度取600×(1/2~1/3), 初取b=300mm,可得梁的截面初步定为纵向b×h=250mm×500mmb×h=300mm×600mm.
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=1.3×33.7×13×2=1139.1(kN)
Ac≥N/UNfc=1139.1×103/0.8×14.3=99568.2(mm2)
初取500mm×500mm
对于内柱:
N=βFgEn=1.25×67.5×13×2=2278.2(kN)
Ac≥N/UNfc=2278.2×103/0.8×14.3=199143.4(mm2)
初取500mm×500mm
第二部分:重力荷载代表值的计算
一、查《荷载规范》可取
1、屋面永久荷载标准值(上人)
30厚细石混凝土保护层 0.03×22=0.66kN/m2
冷底子油一遍三毡四油防水层 0.4 kN/m2
20厚矿渣水泥找平层 14.5×0.02=0.29 kN/m2
60厚聚苯乙烯保温层 0.06×0.5=0.03kN/m2
100一150mm厚膨胀珍珠岩找坡(2%) 0.1+0.15/2/7=0.88kN/m2
20厚矿渣水泥找平层 0.02×14.5=0.29kN/m2
120厚钢筋混凝土板 25×0.12=3 kN/m2
20厚水泥砂浆板底抹灰 0.02×20=0.4kN/m2
合计: 5.95 kN/m2
2、楼面均布恒荷载(1~2层)
水磨石地面(10 mm面层,20 mm水泥砂浆打底) 0.65 kN/m2
120 mm厚钢筋混凝土板 25×0.12=3 kN/m2
20 mm厚水泥砂浆板底抹灰 0.02×20=0.4 kN/m2
合计: 4.05kN/m2
3、屋面及楼面可变荷载标准值
上人屋面均布活荷载标准值 2.0 kN/m2
楼面活荷载标准值 3.5 kN/m2
屋面雪荷载标准值 SK=UXS0=1.0×0.75=0.75 kN/m2
(式中UX为屋面积雪分布系数)
4、梁柱密度25kN/m2,
蒸压粉煤灰加气混凝土砌块5.5 kN/m5.
5、风荷载
为简化计算,作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁处的等效集中荷载代替.作用在屋面梁和楼面梁节点处的集中风荷载标准值:
Wk=βzμsμzω0(hi+hj)B/2
式中ω0--基本风压,ω0 =0.35kN/m2;
μz--风压高度变化系数,建设地点在市中山路沿街的地段,故地面粗糙度为B类;
μs--风荷载体型系数,根据建筑物的体型查得μs=1.3;
βz--风振系数βz=1.0;
hi --下层柱高;
hj--上层柱高,对顶层为女儿墙高度的2倍;
B--迎风面的宽度,B=9.0m(取选取框架为代表计算).
横向风荷载计算
二、重力荷载代表值的计算
1、第一层
(1)梁、柱
(2)内外填充墙重的计算
①横墙:
AB跨①轴,墙厚200mm,计算长度1250mm,计算高度5400-600=4800mm
单跨体积: 0.2×1.25×4.8=1.2m3
单跨重量: 5.5×1.2=6.6kN
数量: 1
总重:6.6×1=6.6kN
AB跨⑤轴,墙厚200mm,计算长度2500mm,计算高度5400-600=4800mm
单跨体积: 0.2×2.5×4.8=2.4m3
单跨重量: 5.5×2.4=13.2kN
数量: 1
总重:13.2×1=13.2kN
AB跨⑦轴,墙厚200mm,计算长度7000mm,计算高度5400-600=4800mm
单跨体积: 0.2×7.0×4.8=6.72m3
单跨重量: 5.5×6.72=36.96kN
数量: 1
总重:36.96×1=36.96kN
BC跨①轴,墙厚200mm,计算长度1250mm,计算高度5400-600=4800 mm
单跨体积: 0.2×1.25×4.8=1.2 m3
单跨重量:5.5×1.2=6.6 kN
数量: 1
总重:6.6×1=6.6 kN
BC跨⑥,⑦轴,墙厚200mm,计算长度7000mm,计算高度5400-600=4800 mm
单跨体积:0.2×7.0×4.8=6.72m3
单跨重量:5.5×6.72=36.96kN
数量: 2
总重:36.96×2=73.92kN
CD跨①,⑦轴,墙厚200mm,计算长度7000 mm, 计算高度4800mm
单跨体积: 0.2×(7.0×4.8-3.0×3.6)=4.56m3
单跨重量:5.5×4.56=25.08kN
数量: 2
总重:25.08×2=50.16 kN
CD跨⑥轴、墙厚200mm,计算长度7000 mm,计算高度4800 mm
单跨体积: 0.2×(7.0×4.8-1.5×2.1)=6.09m3
单跨重量:5.5×6.09=33.495kN
数量: 1
总重:33.495×1=33.495 kN
DE跨,墙厚200mm,计算长度7000mm,计算高度4800 mm
体积: 0.2×(7.0×4.8×6-0.9×2.1+3.0×4.8+3.7×4.8+5.9×4.8-0.7×2.1)=51.744 m3
总重:51.744×5.5=284.592 kN
玻璃幕墙
1.5×5.4×1.5×3=36.45kN
2.5×5.4×1.5×2=40.5kN
横墙总重:
6.6+13.2+36.96+6.6+73.92+50.16+33.495+284.592+36.45+40.5=582.48kN
②纵墙
A轴,0.2×3.1×4.9+0.2×(8.5×4.9-3.0×3.9×2)=6.69 m3
B轴,0.2×(2.75+3.1+3.1+7)×4.9=15.63 m3
D-E跨,0.2×(6.0+5.0+4.1+3.7)×4.9=18.42 m3
E轴0.2×(8.5×4.9-1.5×3.0-1.8×3.0)+0.2×(8.5×4.9-3.0×3.9)×2
+0.2×(8.5×4.9-3.0×3.6)+ 0.2×(8.0×4.9-1.0×2.1)+8.5×4.9=73.57m3
玻璃幕墙 2.7×5.4×1.5×6=131.22kN
纵墙总重 6.69+15.63+18.42+73.57+131.22=245.53kN
弧形玻璃幕墙 2/4×3.14×6.0×5.4×1.5=76.30kN
⑶窗户计算(钢框玻璃窗)
C-1 尺寸: 3000mm×3900mm
自重: 0.4kN/m2
数量: 6
重量:3.0×3.9×0.4×6=28.08kN
C-3 尺寸: 1800mm×3000mm
自重: 0.4kN/m2
数量: 1
重量:1.8×3.0×0.4×1=2.16kN
C-4 尺寸: 1500mm×3000mm
自重: 0.4kN/m2
数量: 1
重量:1.5×3.0×0.4×1=1.8kN
总重:28.08+2.16+1.8=32.04kN
⑷门重计算
M-1:木门
尺寸:900mm×2100mm 自重:0.15kN/ m2 数量:2
重量:0.9×2.1×0.15×2=0.567kN
M-2:木门
尺寸:700mm×2100mm 自重:0.15kN/ m2 数量:2
重量:0.7×2.1×0.15×2=0.441kN
M-3:铁门
尺寸:1000mm×2100mm 自重:0.4kN/ m2 数量:1
重量:1×2.1×0.4×1=0.84kN
M-4: 钢框玻璃门
尺寸:3000mm×3600mm 自重:0.4kN/ m2 数量:3
重量:3×3.6×0.4×3=12.96kN
M-5:铁门
尺寸:1500mm×2100mm 自重:0.4kN/ m2 数量:1
重量:1.5×2.1×0.4×1=1.26kN
M-6:钢框玻璃门
尺寸:5400mm×5400mm 自重:0.4kN/ m2 数量:1
重量:5.4×5.4×0.4×1=11.664kN
总重:0.567+0.441+0.84+12.96+1.26+11.664=27.73kN
⑸楼板恒载、活载计算(楼梯间按楼板计算,弧形板按矩形计算)
面积:(54.0+0.5)×(30.0+0.5)-0.5×0.5×36-36×7.5=1383.25m2
恒载:4.05×1383.25=5602.163kN
活载:3.5×1383.25=4841.375kN
由以上计算可知:一层重力荷载代表值为
G1=G恒+0.5×G活
=(580.75+18.0+28.8+1110.45+23.75+104.50+11.87+6.41+40.32+1364.38+582.477+245.53+76.30+32.04+27.73)×1.05+5602.163+4841.375×0.5
=12488.82kN
总平面图
一层平面图
屋顶排水图
临街正立面图
剖面图
屋顶结构平面布置图
…………由于本文篇幅较长,部分内容省略,详细全文见文末附件