悅來第二小學(xué)外裝飾工程欄桿設(shè)計(jì)計(jì)算書

書

［悅來第二小學(xué)外裝飾工程］

［欄桿］

豪沃克幕墻工程軟件XWaI14.4版

設(shè)

計(jì)

計(jì)

算

書

目錄

1.工程概況說明..............................................................1

2.設(shè)計(jì)依據(jù).................................................................1

3.基本計(jì)算公式.............................................................2

1.風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算.........................................................3

2.風(fēng)荷載設(shè)計(jì)值計(jì)算.........................................................4

3.水平地震作用計(jì)算.........................................................4

4.荷載組合計(jì)算.............................................................4

1.欄桿分析參數(shù)說明.........................................................5

2.欄桿分析結(jié)果.............................................................8

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［欄桿］設(shè)計(jì)計(jì)算書

一'計(jì)算依據(jù)及說明

1.工程概況說明

工程名稱:［悅來第二小學(xué)外裝飾工程］

工程所在城市：

工程建筑物所在地地面粗糙度類別:B類

工程所在地區(qū)抗震設(shè)防烈度:七度

工程基本風(fēng)壓:0.4kN/m2

2.設(shè)計(jì)依據(jù)

序號(hào)標(biāo)準(zhǔn)名稱標(biāo)準(zhǔn)號(hào)

1《綠色建筑評(píng)價(jià)標(biāo)準(zhǔn)》GB/T50378-2019

2《建筑玻璃采光頂技術(shù)要求》JG/T231-2018

3《建筑結(jié)構(gòu)可靠性設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》GB50068-2018

4《建筑幕墻抗震性能振動(dòng)臺(tái)試驗(yàn)方法》GB/T18575-2017

5《鋼結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)》GB50017-2017

6《混凝土用機(jī)械錨栓》JG/T160-2017

7《混凝土接縫用建筑密封膠》JC/T881-2017

8《冷彎型鋼通用技術(shù)要求》GB/T6725-2017

9《熱軋型鋼》GB/T706-2016

10《緊固件機(jī)械性能自攻螺釘》GB3098.5-2016

11《民用建筑熱工設(shè)計(jì)規(guī)范》GB50176-2016

12《建筑幕墻平面內(nèi)變形性能檢測方法》GB/T18250-2015

13《緊固件機(jī)械性能螺母》GB/T3098.2-2015

14《緊固件機(jī)械性能不銹鋼螺栓、螺釘、螺柱》GB3098.6-2014

15《緊固件機(jī)械性能不銹鋼螺母》GB3098.15-2014

16《中空玻璃用彈性密封膠》GB/T29755-2013

17《混凝土結(jié)構(gòu)加固設(shè)計(jì)規(guī)范（附條文說明）》GB50367-2013

18《混凝土結(jié)構(gòu)后錨固技術(shù)規(guī)程》JGJ145-2013

19《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012

20《建筑工程用索》JG/T330-2011

21《建筑抗震設(shè)計(jì)規(guī)范》（2016年版）GB50011-2010

22《建筑制圖標(biāo)準(zhǔn)》GB/T50104-2010

23《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（2015版）GB50010-2010

24《緊固件機(jī)械性能螺栓、螺釘和螺柱》GB3098.1-2010

25《建筑抗震加固技術(shù)規(guī)程》JGJ/T116-2009

26《公共建筑節(jié)能改造技術(shù)規(guī)范》JGJ176-2009

27《耐候結(jié)構(gòu)鋼》GB/T4171-2008

28《中國地震烈度表》GB/T17742-2008

29《搪瓷用冷軋低碳鋼板及鋼帶》GB/T13790-2008

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30《不銹鋼棒》GB/T1220-2007

31《不銹鋼和耐熱鋼牌號(hào)及化學(xué)成分》GB/T20878-2007

32《建筑結(jié)構(gòu)用冷彎矩形鋼管》JG/T178-2005

33《建筑隔聲評(píng)價(jià)標(biāo)準(zhǔn)》GB/T50121-2005

3.基本計(jì)算公式

(1).場地類別劃分：

根據(jù)地面粗糙度，場地可劃分為以下類別：

A類近海面，海島，海岸，湖岸及沙漠地區(qū)；

B類指田野，鄉(xiāng)村，叢林，丘陵以及房屋比較稀疏的鄉(xiāng)鎮(zhèn)；

C類指有密集建筑群的城市市區(qū)；

D類指有密集建筑群且房屋較高的城市市區(qū)；

［工程名稱］按B類地區(qū)計(jì)算風(fēng)壓

(2).風(fēng)荷載計(jì)算:

幕墻屬于薄壁外圍護(hù)構(gòu)件，根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-20128.1.1-2采用

x

風(fēng)荷載計(jì)算公式：Wk=PgzXMS)XUzW0

其中：Wk--作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/n?)

B近一瞬時(shí)風(fēng)壓的陣風(fēng)系數(shù)

根據(jù)不同場地類型，按以下公式計(jì)算:Bgz=l+2glio禽尸

其中g(shù)為峰值因子取為2.5,110為10米高名義湍流度,a為地面粗糙度指數(shù)

A類場地：Iio=O.12,a=0.12

B類場地：I］o=O.14,a=0.15

C類場地：Iio=O.23,a=0.22

D類場地：Lo=O.39,a=0.30

□z—風(fēng)壓高度變化系數(shù)，按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012取定，

根據(jù)不同場地類型，按以下公式計(jì)算：

A類場地：nz=L284X

B類場地：uz=X(魯)"°

44

C類場地：Uz=0.544X(魯)"

D類場地：uz=0.262X

本工程屬于B類地區(qū)

入「-風(fēng)荷載體型系數(shù)，按《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012取定

wo—基本風(fēng)壓，按全國基本風(fēng)壓圖，重慶市地區(qū)取為0.4kN/m2

(3).地震作用計(jì)算：

AEAk=|3EXamaxXGAk

其中：qEAk--水平地震作用標(biāo)準(zhǔn)值

BE—?jiǎng)恿Ψ糯笙禂?shù)，按5.0取定

amax一水平地震影響系數(shù)最大值，按相應(yīng)設(shè)防烈度取定：

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6度(0.05g):amax=0.04

7度(0.1g):amax=0.08

7度(0.15g):amax=0.12

8度(0.2g):amax=0.16

8度(0.3g):amax=0.24

9度(0.4g):amax=0.32

重慶市地區(qū)設(shè)防烈度為七度，根據(jù)本地區(qū)的情況，故取amax=0.08

GAK-幕墻構(gòu)件的自重(N/n?)

(4).荷載組合：

結(jié)構(gòu)設(shè)計(jì)時(shí)，根據(jù)構(gòu)件受力特點(diǎn)，荷載或作用的情況和產(chǎn)生的應(yīng)力(內(nèi)力)作用方向，選用

最不利的組合，荷載和效應(yīng)組合設(shè)計(jì)值按下式采用：

YGSG+丫w巾wSw+丫EWESE+YT力TST

各項(xiàng)分別為永久荷載：重力；可變荷載：風(fēng)荷載、溫度變化；偶然荷載：地震

荷載和作用效應(yīng)組合的分項(xiàng)系數(shù)，按以下規(guī)定采用：

①對(duì)永久荷載采用標(biāo)準(zhǔn)值作為代表值，其分項(xiàng)系數(shù)滿足：

a.當(dāng)其效應(yīng)對(duì)結(jié)構(gòu)不利時(shí)：對(duì)由可變荷載效應(yīng)控制的組合，取1.3

b.當(dāng)其效應(yīng)對(duì)結(jié)構(gòu)有利時(shí)：一般情況取1.0；

②可變荷載根據(jù)設(shè)計(jì)要求選代表值，其分項(xiàng)系數(shù)一般情況取L5

二、荷載計(jì)算

1.風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算

Wk：作用在幕墻上的風(fēng)荷載標(biāo)準(zhǔn)值(kN/n?)

z：計(jì)算高度18m

%：18m高處風(fēng)壓高度變化系數(shù)(按B類區(qū)計(jì)算)：(GB50009-2012條文說明8.2.1)

%=1X(存嚴(yán)=1/92839

110:10米高名義湍流度，對(duì)應(yīng)A、B、C、D類地面粗糙度，分別取0.12、0.14、0.23、0.39。

(GB50009-2012條文說明8.4.6)

P2Z：陣風(fēng)系數(shù)：

Bgz=l+2XgXI]oX(%)(力

1Q

=1+2X2.5X0.14X(記(。⑸

=1.640925

□spi：局部正風(fēng)壓體型系數(shù)

Usnl：局部負(fù)風(fēng)壓體型系數(shù)，通過計(jì)算確定

%z：建筑物表面正壓區(qū)體型系數(shù)，按照(GB50009-20128.3.3)取1

%f：建筑物表面負(fù)壓區(qū)體型系數(shù)，按照(GB50009-2012833-2)取-1

對(duì)于封閉式建筑物，考慮內(nèi)表面壓力，取-0.2或0.2

Usa：維護(hù)構(gòu)件面板的局部體型系數(shù)

uslz=usz+0.2=1.2

%1產(chǎn)入『。?2=-1?2

按照以上計(jì)算得到

對(duì)于面板有：

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Nsp「1，2

“snl=-L2

面板正風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下

wkp=^OxPgzxpsplxt*zXW0(GB50009-20128.1.1-2)

=1.2X1.640925X1.2X1.192839X0.4

=1.127439kN/m2

面板負(fù)風(fēng)壓風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算如下

Wkn=Y()XBgzXAnlXUzXWo(GB50009-20128.1.1-2)

=1.2X1.640925X(-1.2)X1.192839X0.4

=-1.127439kN/m2

當(dāng)前幕墻抗風(fēng)壓等級(jí)為1級(jí)

2.風(fēng)荷載設(shè)計(jì)值計(jì)算

W:風(fēng)荷載設(shè)計(jì)值:kN/n?

Yw：風(fēng)荷載作用效應(yīng)的分項(xiàng)系數(shù)：1.5

面板風(fēng)荷載作用計(jì)算

2

Wp=YwXWkp=1.5X1.127439=1.691158kN/m

2

Wn=丫亞XWkn=1.5X(-1.127439)=-1.691158kN/m

3.水平地震作用計(jì)算

GAk:面板平米重量取0.3072kN/m2

amax：水平地震影響系數(shù)最大值：0。8

qEk：分布水平地震作用標(biāo)準(zhǔn)值(kN/nf)

2

qEk=y0X3EXamaxXGAk=1.2X5X0.08X0.3072=0.147456kN/m

YE：地震作用分項(xiàng)系數(shù)：L3

qEA：分布水平地震作用設(shè)計(jì)值(kN/n?)

2

qEA=YEXqEk=1-3X0.147456=0.191693kN/m

4.荷載組合計(jì)算

幕墻承受的荷載作用組合計(jì)算，按照規(guī)范，考慮正風(fēng)壓、地震荷載組合：

2

Szkp=Wkp=l.l27439kN/m

Szp=WkpXYw+qEkXYE*3E

=1.127439XI.5+0.147456X1.3X0.5

=1.787004kN/m2

考慮負(fù)風(fēng)壓、地震荷載組合：

2

Szkn=Wkn=-1.127439kN/m

Szn=WknX丫w-clEkXYE*3E

=-1.127439X1.5-0.147456X1.3X0.5

=-1.787004kN/m2

綜合以上計(jì)算，取絕對(duì)值最大的荷載進(jìn)行強(qiáng)度演算

采用面板荷載組合標(biāo)準(zhǔn)值為1.127439kN/m2

面板荷載組合設(shè)計(jì)值為L787004kN/m2

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三、欄桿計(jì)算信息

1.欄桿分析參數(shù)說明

1）本欄桿采用三維有限元分析模式，具體參數(shù)說明如下:

具體計(jì)算模型如下圖所示：

節(jié)點(diǎn)編號(hào)圖

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單元編號(hào)圖

2)欄桿選定桿件截面參數(shù)如下:

慣性參數(shù)抵抗矩面積矩

名稱面積(cm)圖樣

(cm4)(cm3)(cm3)

11

Wyl=35.0238

Iy=122.87

Wy2=18.927Sy=16.8574

TxingIz=17.5511A=11.72

Wzl=5.01459Sz=4.427

J=140.421

Wz2=5.01459

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3）本結(jié)構(gòu)桿件材料信息如下:

桿件名稱節(jié)點(diǎn)信息長度截面名稱材料名稱

blnl,n20.1Txing鋼-Q235冷彎

b2n3,nl1.07Txing鋼-Q235冷彎

b3n4,n30.03Txing鋼-Q235冷彎

b4n5,n60.1Txing鋼-Q235冷彎

b5n7,n51.07Txing鋼-Q235冷彎

b6n8,n70.03Txing鋼-Q235冷彎

b7n9,nlO0.1Txing鋼-Q235冷彎

b8nil,n91.07Txing鋼-Q235冷彎

b9nl2,nil0.03Txing鋼-Q235冷彎

biOnl3,nl40.1Txing鋼-Q235冷彎

bllnl5,nl31.07Txing鋼-Q235冷彎

bl2nl6,nl50.03Txing鋼-Q235冷彎

bl3nlO,nl41.2GB13793-WC①50X3鋼-Q235冷彎

bl4n6,nlO1.2GB13793TC①50X3鋼-Q235冷彎

bl5n2,n61.2GB13793-WC①50X3鋼-Q235冷彎

bl6n9,nl31.2FT30X30X2.6鋼-Q235冷彎

bl7n5,n91.2FT30X30X2.6鋼-Q235冷彎

bl8nl,n51.2FT30X30X2.6鋼-Q235冷彎

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bl9nil,nl51.2FT30X30X2.6鋼-Q235冷彎

b20n7,nl11.2FT30X30X2.6鋼-Q235冷彎

b21n3,n71.2FT30X30X2.6鋼-Q235冷彎

4）荷載方向：

面板組合荷載為1.127439kN/m2考慮。

扶手水平活荷載取1.5kN/m

扶手豎向活荷載取1.3kN/m

桿件所受荷載工況組合如下表所示：

序號(hào)名稱組合信息

1風(fēng)載設(shè)計(jì)值組合1.3X重力荷載+1.5X風(fēng)荷載

2風(fēng)載標(biāo)準(zhǔn)值組合風(fēng)荷載+重力荷載

3水平活荷載設(shè)計(jì)組合1.3X重力荷載+1.5X扶手水平活荷載

4水平活荷載標(biāo)準(zhǔn)組合重力荷載+扶手水平活荷載

5豎向活荷載設(shè)計(jì)組合1.3X重力荷載+1.5X扶手豎向活荷載

桿件支座約束信息如下表:

編號(hào)坐標(biāo)X約束y約束Z約束yz約束zx約束xy約束

n40.000,0.000,0.000XXXXXX

n81.200,0.000,0.000XXXXXX

nl22.400,0.000,0.000XXXXXX

nl63.600,0.000,0.000XXXXXX

2.欄桿分析結(jié)果

欄桿在各種工況組合作用下的有限元分析結(jié)果如下:

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富力荷載

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當(dāng)前計(jì)算共有5種荷載組合

在風(fēng)載設(shè)計(jì)值組合作用下

名稱類別工況作用體起點(diǎn)終點(diǎn)大小方向系

(m)(m)數(shù)

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1上三角重力b200.0000.5350.000,-0.126,0.000,0,0,0整體1.3

2均布重力b200.5350.6650.000,-0.126,0.000,0,0,0整體1.3

3下三角重力b200.6651.2000.000,-0.126,0.000,0,0,0整體1.3

4上三角重力b80.0000.5350.000,-0.126,0.000,0,0,0整體1.3

5下三角重力b80.5351.0700.000,-0.126,0.000,0,0,0整體1.3

6上三角重力bl70.0000.5350.000,-0.126,0.000,0,0,0整體1.3

7均布重力bl70.5350.6650.000,-0.126,0.000,0,0,0整體1.3

8下三角重力bl70.6651.2000.000,-0.126,0.000,0,0,0整體1.3

9上三角重力b50.0000.5350.000,-0.126,0.000,0,0,0整體1.3

10下三角重力b50.5351.0700.000,-0.126,0,000,0,0,0整體1.3

11上三角重力bl90.0000.5350.000,-0.126,0.000,0,0,0整體1.3

12均布重力bl90.5350.6650.000,-0.126,0.000,0,0,0整體1.3

13下三角重力bl90.6651.2000.000,-0.126,0.000,0,0,0整體1.3

14上三角重力bll0.0000.5350.000,-0.126,0.000,0,0,0整體1.3

15下三角重力bll0.5351.0700.000,-0.126,0,000,0,0,0整體1.3

16上三角重力bl60.0000.5350.000,-0.126,0.000,0,0,0整體1.3

17均布重力bl60.5350.6650.000,-0.126,0.000,0,0,0整體1.3

18下三角重力bl60.6651.2000.000,-0.126,0.000,0,0,0整體1.3

19上三角重力b80.0000.5350.000,-0.126,0.000,0,0,0整體1.3

20下三角重力b80.5351.0700.000,-0.126,0.000,0,0,0整體1.3

21上三角重力b20.0000.5350.000,-0.126,0.000,0,0,0整體1.3

22下三角重力b20.5351.0700.000,-0.126,0.000,0,0,0整體1.3

23上三角重力bl80.0000.5350.000,-0.126,0.000,0,0,0整體1.3

24均布重力bl80.5350.6650.000,-0.126,0.000,0,0,0整體1.3

25下三角重力bl80.6651.2000.000,-0.126,0.000,0,0,0整體1.3

26上三角重力b50.0000.5350.000,-0.126,0.000,0,0,0整體1.3

27下三角重力b50.5351.0700.000,-0.126,0.000,0,0,0整體1.3

28上三角重力b210.0000.5350.000,-0.126,0.000,0,0,0整體1.3

29均布重力b210.5350.6650.000,-0.126,0.000,0,0,0整體1.3

30下三角重力b210.6651.2000.000,-0.126,0.000,0,0,0整體1.3

31均布重力bl0.0000.1000.000,-0.092,0.000,0,0,0整體1.3

32均布重力b20.0001.0700.000,-0.092,0.000,0,0,0整體1.3

33均布重力b30.0000.0300.000,-0.092,0.000,0,0,0整體1.3

34均布重力b40.0000.1000.000,-0.092,0.000,0,0,0整體1.3

35均布重力b50.0001.0700.000,-0.092,0.000,0,0,0整體1.3

36均布重力b60.0000.0300.000,-0.092,0.000,0,0,0整體1.3

37均布重力b70.0000.1000.000,-0.092,0.000,0,0,0整體1.3

38均布重力b80.0001.0700.000,-0.092,0.000,0,0,0整體1.3

39均布重力b90.0000.0300.000,-0.092,0.000,0,0,0整體1.3

40均布重力biO0.0000.1000.000,-0.092,0.000,0,0,0整體1.3

41均布重力bll0.0001.0700.000,-0.092,0,000,0,0,0整體1.3

42均布重力bl20.0000.0300.000,-0.092,0.000,0,0,0整體1.3

43均布重力bl30.0001.2000.000,-0.035,0.000,0,0,0整體1.3

.第11頁.

書

44均布重力bl40.0001.2000.000,-0.035,0.000,0,0,0整體1.3

45均布重力b150.0001.2000.000,-0.035,0.000,0,0,0整體1.3

46均布重力bl60.0001.2000.000,-0.021,0.000,0,0,0整體1.3

47均布重力bl70.0001.2000.000,-0.021,0.000,0,0,0整體1.3

48均布重力bl80.0001.2000.000,-0.021,0.000,0,0,0整體1.3

49均布重力bl90.0001.2000.000,-o.021,0.000,0,0,0整體1.3

50均布重力b200.0001.2000.000,-0.021,0.000,0,0,0整體1.3

51均布重力b210.0001.2000.000,-o.021,0.000,0,0,0整體1.3

52上三角風(fēng)b200.0000.5350.000,0.000,-0.603,0,0,0局部1.5

53均布風(fēng)b200.5350.6650.000,0.000,-o.603,0,0,0局部1.5

54下三角風(fēng)b200.6651.2000.000,0.000,-0.603,0,0,0局部1.5

55上三角風(fēng)b80.0000.5350.000,0.000,-o.603,0,0,0局部1.5

56下三角風(fēng)b80.5351.0700.000,0.000,-0.603,0,0,0局部1.5

57上三角風(fēng)bl70.0000.5350.000,0.000,-o.603,0,0,0局部1.5

58均布風(fēng)bl70.5350.6650.000,0.000,-o.603,0,0,0局部1.5

59下三角風(fēng)bl70.6651.2000.000,0.000,-o.603,0,0,0局部1.5

60上三角風(fēng)b50.0000.5350.000,0.000,-o.603,0,0,0局部1.5

61下三角風(fēng)b50.5351.0700.000,0.000,-0.603,0,0,0局部1.5

62上三角風(fēng)bl90.0000.5350.000,0.000,-o.603,0,0,0局部1.5

63均布風(fēng)bl90.5350.6650.000,0.000,-0.603,0,0,0局部1.5

64下三角風(fēng)bl90.6651.2000.000,0.000,-o.603,0,0,0局部1.5

65上三角風(fēng)bll0.0000.5350.000,0.000,-0.603,0,0,0局部1.5

66下三角風(fēng)bll0.5351.0700.000,0.000,-o.603,0,0,0局部1.5

67上三角風(fēng)bl60.0000.5350.000,0.000,-0.603,0,0,0局部1.5

68均布風(fēng)bl60.5350.6650.000,0.000,-o.603,0,0,0局部1.5

69下三角風(fēng)bl60.6651.2000.000,0.000,-o.603,0,0,0局部1.5

70上三角風(fēng)b80.0000.5350.000,0.000,-0.603,0,0,0局部1.5

71下三角風(fēng)b80.5351.0700.000,0.000,-0.603,0,0,0局部1.5

72上三角風(fēng)b20.0000.5350.000,0.000,-0.603,0,0,0局部1.5

73下三角風(fēng)b20.5351.0700.000,0.000,-o.603,0,0,0局部1.5

74上三角風(fēng)bl80.0000.5350.000,0.000,-0.603,0,0,0局部1.5

75均布風(fēng)bl80.5350.6650.000,0.000,-o.603,0,0,0局部1.5

76下三角風(fēng)bl80.6651.2000.000,0.000,-0.603,0,0,0局部1.5

77上三角風(fēng)b50.0000.5350.000,0.000,-o.603,0,0,0局部1.5

78下三角風(fēng)b50.5351.0700.000,0.000,-0.603,0,0,0局部1.5

79上三角風(fēng)b210.0000.5350.000,0.000,-o.603,0,0,0局部1.5

80均布風(fēng)b210.5350.6650.000,0.000,-0.603,0,0,0局部1.5

81下三角風(fēng)b210.6651.2000.000,0.000,-0.603,0,0,0局部1.5

結(jié)構(gòu)彎矩圖示

.第12頁.

柏

.第\3頁一

書

M3-3彎矩簡圖(Max=0.018)

.第14頁.

書

簡圖…--c\50

.第\5頁-

書

結(jié)構(gòu)軸力圖啊力?663)

第\6頁?

巧

結(jié)構(gòu)財(cái)部”

.第S頁?

0.101

.第18頁.

書

編號(hào)坐標(biāo)Rx(kN)Ry(kN)Rz(kN)Ryz(kN.m)Rzx(kN.m)Rxy(kN.m)

n40,0,00.0190.3931.Ill0.661-0.1500.011

n81.2,0,0-0.0060.6632.1461.179-0.019-0.000

nl22.4,0,00.0060.6632.1461.1790.0190.000

nl63.6,0,0-0.0190.3931.Ill0.6610.150-0.011

.第19頁.

0.2優(yōu)

-OAfflI自）2

0.

125

結(jié)構(gòu)軸向應(yīng)力圖(Max=O.566)

.第20頁.

書

局部2-2軸彎曲應(yīng)力(3+)圖示(Max=35.072)

.第21頁.

第22頁?

拈

第23頁?

書

.第24頁.

書

.第25頁.

第26頁?

書

組合彎曲應(yīng)力(2-,3+)圖示(Max=34.328)

.第27頁.

書

第28頁.

第29頁?

書

.第30頁.

書

.第31頁.

書

.第32頁.

剪應(yīng)力(T2+T1)圖示(Max=2.036)

桿件b6最大應(yīng)力數(shù)據(jù)為61.8296N/mm2W2O5N/mm2,滿足強(qiáng)度要求!

在風(fēng)載標(biāo)準(zhǔn)值組合作用下?lián)隙热缦?/p>

名稱類別工況作用體起點(diǎn)終點(diǎn)大小方向系

(m)(m)數(shù)

1上三角風(fēng)b200.0000.5350.000,0.000,-o.603,0,0,0局部1

2均布風(fēng)b200.5350.6650.000,0.000,-0.603,0,0,0局部1

3下三角風(fēng)b200.6651.2000.000,0.000,-0.603,0,0,0局部1

4上三角風(fēng)b80.0000.5350.000,0.000,-0.603,0,0,0局部1

5下三角風(fēng)b80.5351.0700.000,0.000,-o.603,0,0,0局部1

6上三角風(fēng)bl70.0000.5350.000,0.000,-0.603,0,0,0局部1

7均布風(fēng)bl70.5350.6650.000,0.000,-o.603,0,0,0局部1

8下三角風(fēng)bl70.6651.2000.000,0.000,-0.603,0,0,0局部1

9上三角風(fēng)b50.0000.5350.000,0.000,-o.603,0,0,0局部1

10下三角風(fēng)b50.5351.0700.000,0.000,-0.603,0,0,0局部1

11上三角風(fēng)bl90.0000.5350.000,0.000,-o.603,0,0,0局部1

12均布風(fēng)bl90.5350.6650.000,0.000,-0.603,0,0,0局部1

13下三角風(fēng)bl90.6651.2000.000,0.000,-0.603,0,0,0局部1

14上三角風(fēng)bll0.0000.5350.000,0.000,-o.603,0,0,0局部1

15下三角風(fēng)bll0.5351.0700.000,0.000,-0.603,0,0,0局部1

.第33頁.

書

16上三角風(fēng)bl60.0000.5350.000,0.000,-0.603,0,0,0局部1

17均布風(fēng)b160.5350.6650.000,0.000,-0.603,0,0,0局部1

18下三角風(fēng)bl60.6651.2000.000,0.000,-0.603,0,0,0局部1

19上三角風(fēng)b80.0000.5350.000,0.000,-0.603,0,0,0局部1

20下三角風(fēng)b80.5351.0700.000,0.000,-0.603,0,0,0局部1

21上三角風(fēng)b20.0000.5350.000,0.000,-o.603,0,0,0局部1

22下三角風(fēng)b20.5351.0700.000,0.000,-0.603,0,0,0局部1

23上三角風(fēng)bl80.0000.5350.000,0.000,-o.603,0,0,0局部1

24均布風(fēng)bl80.5350.6650.000,0.000,-0.603,0,0,0局部1

25下三角風(fēng)bl80.6651.2000.000,0