框架梁、框架柱截面設(shè)計(jì)

揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)74746 框架梁、框架柱截面設(shè)計(jì)-----KJ－10框架梁、框架柱的截面設(shè)計(jì)框架梁截面設(shè)計(jì)抗震標(biāo)準(zhǔn)6.3.3梁的鋼筋配置，應(yīng)符合以下各項(xiàng)要求：土受壓區(qū)高度和有效高度之比，一級(jí)不應(yīng)大于0.25，二、三級(jí)不應(yīng)大于0.35。0.50.3。梁端箍筋加密區(qū)的長(zhǎng)度、箍筋最大間距和最小直徑應(yīng)按抗震標(biāo)準(zhǔn)表6.3.32%2mm。本建筑工程抗震等級(jí)為三級(jí)，加密區(qū)長(zhǎng)度為1.5h 和500中取大值，箍筋bhb

8mmd為縱向鋼筋直徑，h 為梁截面高度。b梁的正截面受彎承載力計(jì)算a30mm,ft

1.43N/mm2,fc

14.3N/mm2,fy

360N/mm2第一層縱向鋼筋計(jì)算如下：〔1〕AC跨：跨間最大正彎矩:MAC

511.61kNm

l 8.1翼緣計(jì)算寬度b”f

按計(jì)算跨度l0

考慮時(shí),b”f

0 2.7m2700mm;3 3按梁凈距sn

考慮時(shí),b”f

bsnh”

33503600mm;110按翼緣高度h”考慮時(shí), ff h0

0.150.1,不起掌握作用；75040故取b”fh”

2700mm.

110由于fb”h”(h f)1.014.32700110(75040 )2781.85kNmM1c f f 0 2 2 AC梁內(nèi)縱向鋼筋選HRB400級(jí)鋼筋,b

0.518,下部跨間截面按單筋T形截面計(jì)算,且屬于第一類T形截面。

511.61106

0.026s f

b”h2

1.014.3270071021c f 012s12s

0.026f

b”h

0.0261.014.32700710A 1c s fy

0360

1980mm2實(shí)配鋼筋3C22+3C20

(A2082mm2)s 2082250750

1.11%

min

0.2%,滿足要求。揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)AC跨上，則此作為支座負(fù)彎矩作用下的受壓鋼筋A(yù)”=2082mm2)，再計(jì)算相應(yīng)的受拉鋼筋A(yù)s。s支座A上部，按矩形截面進(jìn)展計(jì)算，M f”A”(ha”)3602082(71040)502.18kNmu1 y S 0 sM MM 0u2 u1x2a”s

M 285.96106A 1186mm2s f(hy 0

a”) 360(71040)s2C22+2C20(As=1388mm2) 1388

0.74%

0.2%,滿足要求。min

上部，按矩形截面進(jìn)展計(jì)算，左M f”A”(ha”)3602082(71040)502.18kNmu1 y S 0 sM MMu2 u1

21

fba”(c sh0

a”)sx2a”s

M 318.18106A 1319mm2s f(hy 0

a”) 360(71040)s2C22+2C20(As=1388mm2) 1388

0.74%

0.2%,滿足要求。minCD跨：跨間最大正彎矩:MCD

237.57kNm

l 6.6翼緣計(jì)算寬度b”f

按計(jì)算跨度l0

考慮時(shí),b”f

0 2.2m2200mm;3 3按梁凈距sn

考慮時(shí),b”f

bsnh”

25033503600mm;110按翼緣高度h”考慮時(shí), ff h0

65040

0.180.1,不起掌握作用；故取b”fh”

2200mm.

110由于fb”h”(h f)1.014.32200110(65040 )1920.63kNmM1c f f 0 2 2 CD屬于第一類T形截面. M

237.57106

0.020s f

b”h2

1.014.3220061021c f 01 12s

0.020fb”h

0.0201.014.32200610A 1c f 0s fy

360

1066mm2實(shí)配鋼筋

(A1140mm2)s 1140 0.70%250650

min

0.2%,滿足要求。75揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)76將下部跨間截面的3C22鋼筋通跨布置在CD跨上，則此作為支座負(fù)彎矩作用下的受壓鋼筋A(yù)”=1140mm2)，再計(jì)算相應(yīng)的受拉鋼筋A(yù)s。s

上部，按矩形截面進(jìn)展計(jì)算，右M f”A”(ha”)3601140(61040)233.93kNmu1 y S 0 sM MMu2 u1

237.58233.933.65kNm2 fba”(ha”)21.014.325040(61040)163.02kNmM1c s 0 s u2說(shuō)明x2a”sM 237.58106A 1158mm2s f(hy 0

a”) 360(61040)s 1162 0.72%250650

min

0.2%,滿足要求。支座D上部，按矩形截面進(jìn)展計(jì)算，M f”A”(ha”)3601140(61040)233.93kNmu1 y S 0 sM MMu2 u1

233.58233.930說(shuō)明x2a”sM 233.58106A 1138mm2s f(hy 0

a”) 360(61040)s 1162250650

0.72%

min

0.2%,滿足要求。其它各層框架梁的正截面承載力計(jì)算同第一層，匯總于表6.1梁正截面承載力配筋計(jì)算 6.1截面外形h M

fb”h/f

A A/bhA/bh層次截面

o s 1cf0

112 s 1cf 0

y 實(shí)配鋼筋S 1 s s 0b(b”) h

/f

s AM/f

(ha”)

(%) (%)f支250750710285.96支250750710285.960.1590.17411862C22+2C2013880.740.78250750710318.180.1770.19613192C22+2C2013880.740.78250650610237.580.1790.19811582C22+2C1611620.720.76250650610233.580.1760.19511382C22+2C1611620.720.762700750710511.610.0260.02720293C22+3C2020821.111.172200650610237.570.0200.02110933C2211400.700.75250750710263.620.1460.15910932C22+2C2013880.740.78250750710301.740.1670.18412512C22+2C2013880.740.78250650610216.370.1630.17910542C22+2C1611620.720.76250650610202.900.1530.1669892C22+2C1611620.720.762700750710512.400.0260.02720323C22+3C2020821.111.172200650610236.130.0200.02010863C2211400.700.75250750710231.770.1290.1389612C22+2C2013880.740.78250750710282.210.1570.17111702C22+2C2013880.740.78250650610191.660.1440.1569342C20+2C1610300.630.68250650610168.890.1270.1368232C20+2C1610300.630.682700750710512.430.0260.02720323C22+3C2020821.111.172200650610235.460.0200.02010833C2211400.700.75250750710195.240.1080.1158093C2211400.610.64250750710282.610.1570.17211723C2211400.610.64250650610184.070.1380.1508973C2211400.700.75250650610129.470.0970.1036313C2211400.700.752700750710512.830.0260.02720343C22+3C2020821.111.172200650610236.160.0200.02010863C2211400.700.7525075071082.920.0460.0473443C2211400.610.64250750710207.400.1150.1238603C2211400.610.64250650610154.400.1160.1247523C2211400.700.7525065061049.880.0370.0382433C2211400.700.752700750710366.300.0190.01914473C22+3C2020821.111.172200650610152.460.0130.0136993C2211400.700.75左C1座右CD

(mm)

(kN·m) s

c 0

s y 0 S

(mm)ACCDA支C支左C座C右DACCDA支C支左C座C右DACCDA支C支左C座C右DACCDA支C支左C座C右DACCD梁的斜截面受剪承載力計(jì)算11.3.311.3.4：l0

/h2.5時(shí)，其受剪截面應(yīng)符合下式規(guī)定：V 1b RE

0.20c

fbhc 0式中V——考慮地震作用組合的框架梁端剪力設(shè)計(jì)值；bC301.0。c考慮地震作用組合的矩形、T形和工形截面的框架梁，其斜截面受剪承載力應(yīng)符合以下規(guī)定：一般框架梁V 1 0.42fbh1.25f

A hsv hb RE

t 0 yv s 0箍筋為HRB400鋼筋f 360N/mm2 混凝土為C30， 1.0yv c第一層箍筋計(jì)算如下：AC跨 V 191.04kN0.2

fbh

0.21.014.3250710507.65kN截面滿足要求。REb

c c 0A

0.42fbh 191.041030.421.43250710sv REb

t 0 0.264s

hyv0

1.25360710101選用雙肢sv

101mm2〕s

0.264

383mm，梁端按構(gòu)造要求取s=150mm。即梁端加密區(qū)箍筋承受雙肢8@150加密區(qū)長(zhǎng)度為1.125〔取整1150m，非加密區(qū)箍筋承受雙肢8@200。101 A sv 0.002020.45 t 101 Asv bs 250200 fyv箍筋設(shè)置滿足要求?！?〕CD跨 V 135.49kN0.2

fbh

0.21.014.3250610436.15kN截面滿足要求。REb

c c 0A

0.42fbh 135.491030.421.43250610sv REb

t 0 0.160s

hyv0

1.25360610101選用雙肢sv

101mm2〕箍筋，則s 632mm ，梁端按構(gòu)造要求取0.160s=150mm，即梁端加密區(qū)箍筋承受雙肢

8@150975mm(1000mm)，非加密區(qū)箍筋承受雙肢8@200。101 A sv 0.002020.45 t 101 Asv bs 250200 fyv箍筋設(shè)置滿足要求。其余各層框架梁的斜截面承載力計(jì)算如表6.2所示層次截面層次截面 V右2A,C左C右3A,C左C右4A,C左C右5A,C左C右REb191.04135.49182.87125.97179.71113.16181.07103.59135.4563.480.20fbhcc 0(kN)507.65436.15507.65436.15507.65436.15507.65436.15507.65436.15A/ssvs梁端加密區(qū)實(shí)配箍筋A(yù) /s梁端非加密區(qū)1A,C左C0.264 382 C8@1500.160 632 C8@1500.239 423 C8@1500.125 806 C8@1500.229 441 C8@1500.079 1285 C8@1500.233433C8@1500.0442311C8@1500.0901119C8@1500 C8@150sv0.6730.6730.6730.6730.6730.6730.6730.6730.6730.673/mm1150100011501000115010001150100011501000實(shí)配箍筋C8@200C8@200C8@200C8@200C8@200C8@200C8@200C8@200C8@200C8@200sv0.2020.2020.2020.2020.2020.2020.2020.2020.2020.202框架柱截面設(shè)計(jì)按《抗震標(biāo)準(zhǔn)6.2計(jì)算要點(diǎn)》有如下調(diào)整：,0.15者及框支梁與框支柱的節(jié)點(diǎn)外，柱端組合的彎矩設(shè)計(jì)值應(yīng)符合以下要求:M M , 1.1C C b c式中 M ——節(jié)點(diǎn)上下柱端截面順時(shí)針或反時(shí)針?lè)较蚪M合的彎矩設(shè)計(jì)值C之和，上下柱端的彎矩設(shè)計(jì)值，可按彈性分析安排； Mb ——節(jié)點(diǎn)左右梁端截面反時(shí)針或順時(shí)針?lè)较蚪M合的彎矩設(shè)計(jì)值之和。6.2.3三級(jí)框架構(gòu)造的底層,柱下端截面組合的彎矩設(shè)計(jì)值,應(yīng)乘以增大系數(shù)1.15。底層柱縱向鋼筋宜按上下端的不利狀況配置。三級(jí)框架柱和框支柱組合的剪力設(shè)計(jì)值應(yīng)按下式調(diào)整：cV (Mb Mt )/H ， 1.1cvc c n vc式中 V——柱端截面組合的剪力設(shè)計(jì)值；H ——柱的凈高；nMb Mt ——分別為柱的上下端順時(shí)針或反時(shí)針?lè)较蚪M合的彎矩設(shè)計(jì)值，應(yīng)符合c c本節(jié)第6.2.2、6.2.3條的規(guī)定。 1.1。vc1.101.10?？拐饦?biāo)準(zhǔn)6.3.8柱的鋼筋配置，應(yīng)符合以下各項(xiàng)要求：0.7%，1.2%，同0.2%；一般狀況下，當(dāng)抗震等級(jí)為三級(jí)時(shí)，箍筋的最大間距承受8d，150〔柱根100〕8mm；400mm6mm；2100mm。柱配筋計(jì)算說(shuō)明：HRB400HPB235級(jí)鋼筋；max min ⑵從內(nèi)力組合表中找出三種組合：|M| 及相應(yīng)的N、N 及相應(yīng)的M、max min 及相應(yīng)的M，進(jìn)展柱配筋計(jì)算；

h中的較大值；307.3.11調(diào)整；⑸ 0.5fbh/N，當(dāng) 1時(shí)取1；1 c 1 /h 當(dāng) 1時(shí)取1。2 0 2剪跨比和軸壓比的驗(yàn)算M H N閱歷算剪跨比Vh0

0 2、軸壓比2h20

<0.85，各柱的剪跨比和軸壓比均滿足fAc標(biāo)準(zhǔn)要求。柱正截面受彎承載力計(jì)算a30mm,ft

1.43N/mm2,fc

14.3N/mm2,fy

360N/mm2第一層下柱縱向鋼筋計(jì)算如下：M及相應(yīng)的N組合 M190.921.15219.56kNm,N1356.73kNmax maxe M219.56106 161.83mm0 N 1356.73103h500

16.67mm20mm,故e

20mm30 30 a即eeei 0 a

161.8320181.83mml 1.0H4.6m

l 46000

9.25,故應(yīng)考慮偏心增大系數(shù)00.5fc

h 5000.514.3450500

1.0,故

1.0l 46001 N 1356.73l 46001.150.0101.150.012 h 5001 l 1

11.0581.0,故2

1.0即1 (0)21 9.221.01.01.153e121400 i e12h0

181.83460e1.153181.83209.65mm0.3h0.3460138mmi 0eei

ha2

209.6550040419.65mm2x N 1356.73103 210.84mmh0.518460238.28mm,且x2a 24080mm”fb 1.014.3450 b0 s1c承受對(duì)稱配筋，按大偏心受壓破壞計(jì)算AA”

NeN(h0

0.5x) 1356.73103(419.654600.5210.84) 584mm2s s f(hy 0

a”) 360(46040)sN

max

及相應(yīng)的M組合

max

2038.34kN,M14.391.1516.55kNme M 16.55106 8.12mm0 N 2038.34103h50016.67mm20mm,故e

20mm30 30 a即eeei 0

8.122028.12mml 1.0H4.6m

l 46000

9.25,故應(yīng)考慮偏心增大系數(shù)0 h 5000.5fcbh0.514.34505000.791 N 2038.34103 1.150.0101.150.0146001.0581.0,故

1.02 h 500 21 l 1即1 (0)21 9.220.791.01.781e121400 i e12h0

28.12460e1.78128.1250.08mm0.3hi

0.3460138mm承受對(duì)稱配筋，按小偏心受壓破壞計(jì)算eei

ha2

50.0850040260.08mm2Nb

fbhc Ne0.43f

bh2 bc 0 fbh(0.8b

)(h0

a”) c 0s 2038.341030.51814.3450460

2038.34103260.080.4314.34504602(0.80.518)(46040)按上式計(jì)算應(yīng)滿足Nfbh和Ne0.43fbh2bc 0 c 0

14.3450460因Ne0.43f

bh2,故按構(gòu)造配筋,且應(yīng)滿足配筋率c 0

min

0.6%,單側(cè)配筋率s

s,min

0.2%AA”s s

s,min

bh0.2%450500450mm2N

min

及相應(yīng)的M組合

min

1356.73kN,M190.921.15219.56kNme M219.56106 161.83mm0 N 1356.73103h50030 30

16.67mm20mm,故ea

20mm即eeei 0

161.8320181.83mml 1.0H4.6m

l 46000

9.25,故應(yīng)考慮偏心增大系數(shù)00.5fc

h 5000.514.3450500

1.191.0,故

1.0l 46001 N 1356.73l 46001.150.0101.150.012 h 5001 l 1

11.0581.0,故2

1.0即1 (0)21 9.221.01.01.153e121400 i e12

181.83 h 460e1.1531810.83209.65mm0.3hi

0.3460138mmeei

ha2

209.6550040419.65mm2x N 1356.73103 210.84mmh0.518460238.28mm,且x2a 24080mm”fb 1.014.3450 b0 s1c承受對(duì)稱配筋，按大偏心受壓破壞計(jì)算AA”

NeN(h0

0.5x) 1356.73103(419.654600.5210.84) 584mm2s s f(hy 0

a”) 360(46040)s綜合1〔2〔3〕3C18〔As=As”=763mm〕總配筋率

2763

0.74%0.6%,滿足要求其他各層柱的正截面承載力計(jì)算匯總于表6.3、6.4、6.5、6.6、6.7。柱表柱表算計(jì)力載承面截正柱柱

inNm柱m下NinN上N上NinN柱下MMminNm柱上inN下柱N下inN柱上

54444444444444004444

2.122.22.27.125.21.19.216.19.20.134.30.13.14.25.2271.77.7.1

2.648.410.94.68.12.913.18.213.113.18.18.186.815.154.518.814.126.21

8. 21..229. 01..222.25. 02.2.27. 1.22.22. 02.2.25. 0.21.21. 1.2.28. 0.2.21. 1.2.28. 1.21.27. 01.2.28. 1.22.5. 12..22. 0.29.25. 09.21823. 82.24. 0.2.28. 0.21

8.339.35.27.142.45.11.128.21.18.137.38.15.24.15.123.16.8.1

9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.

2.1.771.2.441.771.1.770.1.221.0.221.1.1.1.1.1.441.

1.001.001.1.001.1.1.1.1.001.1.1.001.1.1.1.1.001.h

01.1.1311.1.661.1.1.1.1.111.1.111.111.1.1.1.1.111.

3.67.63.22.70.72.29.2.0.59.26.159.56.13.27.3.20.196.1

111111111111111

8.96.9193.91.110.1210.126.26.27.19.143.1551

2. 2888. 88282. 2888. 8288. 8282. 2888. 8288. 8288. 8288. 8288. 8288. 82

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6.5偏小心7.偏小23.45.4偏小心0.偏小22.49.4偏.心偏.9.46.3偏小心9.偏小26.33.4偏小心6.2偏小3.40.3偏心偏6.4

1.-0.54--

1.-7.----4.--5.--

5681552234222

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0

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ei

/1 h

s

f

偏偏配層內(nèi)截

M k/ Ne0 Nea

o

2

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b

判

ee

b

大心心心心ss

小際筋【實(shí)筋ss揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)86柱6柱C表算計(jì)力載承面截正柱柱

Nm柱下mN上N柱上NNmN柱下NmN柱上N下柱N下NN上N上N

54400455444444440044004004004004

1517441886619955111117111

36868748861111117181761518

.44661151883318.83316621662212

02222022222222222222020222022

.668811772115511551212412

999999999999999999

7923.3221111111112.21.100

8111.1111111111111.11.1/h/0

.1111111111111111111111111.11.111211

8111111121122112231137112

1111111111111111

.991711110111811

2 22 8 28 2 2 2 23 223 223 22 2 2 2 2 2 23 22 2 2 23 2

心 .9偏大 9偏3偏小3偏小偏 心 偏 大 233大偏 4大3偏小3偏小4偏大心 4偏大3偏小偏小4心心3偏小偏小4大偏 4大3小心偏3小偏小偏小22大偏 4大偏心 偏大 5偏心 偏大 35偏大心 5偏大偏心小偏偏心 偏大 34偏大心 4偏大2a2

0-4-74-39-

-------7-4-2o

384222545444】

434444 43】力內(nèi)截 面 寸力內(nèi)截 層 面 二 截

0me0

a 0 oei

b0c

2

ei o

bcfb1N hfb1x

s

斷斷eee

ho bf c f b N N

心偏大ss

筋配小際【ssNm柱下m柱 DN上N柱上N6. N6表柱下柱NC mN柱上表 丨算計(jì)力丨承N載 承N面截正柱 柱a下N柱 ANa柱上a

544445444454444444444445454545444

74416441155115512119911

836365366471177117556686586

27726617721441155141218112

022220222202222222222202202022a

2992199226622772221238312

999999999999999999

.44334.4332.21122221122333.31.1220N0

.11111.1111111111111111.11.11.111/h/0

1111111111111151111151117111.11.111

0122.1322112221225511266113

1111111111111111

575711611881977719

3 223 222 2 2 8 28 23 28 28 82 823 223 22 2 2 23 22 2 2 2 2 2 23 2

心 33偏大偏小33偏大偏小4偏大心 4偏大偏心 偏大 4偏小心3偏小11大偏 5大4偏大心 4偏大7小心偏7小77大偏 4大33大偏 4大8小心偏8小4偏大心 4偏大2偏小2偏小偏心 偏大 3偏心 偏大 4偏心小偏偏心 .偏大 4偏心 .偏大 5as

--2-3----

------5-74-2o

414222221334】

43443444 3】力內(nèi)截 面 寸力內(nèi)截 層 面 三 截

2/N e0 ea

a 0 oei

b0

52

ei

o

bc/fb1N h/fb1x

s

/【【斷斷e/ee

bfcbN

bfc0N

心偏大【ss

筋配際實(shí)【實(shí)ss揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)揚(yáng)州大學(xué)本科生畢業(yè)設(shè)計(jì)88表柱C表算計(jì)力載承面截正柱

inN下N下NinN上N上NinN柱下minNma柱上ainN柱下inNa柱上a

0040040040040040040044400440040040040040044

2.46.483.884.44.402.0109.0157.59.14.156.54.129.219.1128.217.17.116.1

5.214.1415.1332.3282.8393.920.538.370.58.407.078.449.4350.5502.0427.2319.150.3

8. 01.22.2. 01.22.16.25. 06.2282.4. 082.112.6. 012.15.20. 05.2312.8. 012.2727. 72.28. 2.2.20. 2.2820. 82.20. 2.2825. 8212.6. 012.21.28. 01.23221. 2222.5. 022.2.26. 3.2

0.132.3185.8204.0236.3170.7338.3297.98.20.20.10.205.0136.3238.3341.445.426.4

9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.9.

6.3.5.6.4.5.3.72.223.333.2.333.4.2.04.14.93.224.

81.1.1.1.1.1.1.1.001.1.1.1.1.1.1.1.1.

1.1.1.11.1.1.1.1711.001.1.001.1.1.1.1.1001.

8.160.6113.1332.3264.618.365.6258.515.28.363.618.33.164.626.369.63.24.4

1111111111

4.649.6436.359.545.4.7.714.1.7.774.710.17.85.862.680.85.

8. 38238388. 382388. 382388. 3828. 288. 82.2 .2 2 88. 8288. 82388. 38288. 8288. 828. 288. 8288. 82

心37偏小偏大心 37偏小偏大3偏大心 偏大54偏大心 4偏大47偏大心 7偏大30偏大心 0偏大67偏大心 7偏大46偏大心 6偏大3偏大心 偏大4偏大心 偏大57偏大心 7偏大3偏大心 偏大54偏小心3.34偏小7偏大心 7偏大47偏大心 7偏大57偏小心9.27偏小8偏大心 8偏大4偏大心 偏大6as2心心as2心心

2.--91.9--

6.--1.-2.-

41143141343292筋5筋

43344 3面 寸)

m00{

N h 1h1

fc

2

ho bo 】】截力尺層內(nèi)面 四 截

N / oe0 eioea

bfcfc

2

ei

o 0. Nx

h

s

b斷斷ebee

fcbN

N

偏大sss

偏配小際s【ssN柱下柱 DN上N上NNa表 a下N柱NC mNa柱上a算表 算丨承計(jì)力載丨承N面 N截正柱柱a下N柱ANa柱上a

54544454444545444445444545454545444

75155133674759578848486261129891

1111189811232121122121

2242253134771435555247

020220222202022220220202202022a

23433225323414455257

999999999999999999

419.9111117.75.5774854811617.710N0

.1111111.111111.11.111111.1111.11.11.111/h/0

.1111111.111111.111001.1111.11.1111.1511

515335522226333334434445523357

111111111111111

6221213342242233232

3 223 2223 223 223 223 22 2 2 2 2 2 23 282 82 2 2 8 28 23 22 2 2 23 22 2 2 2 2 2 23 2

心 35偏大偏大心 35偏大偏大00大偏 7大偏心 偏大 444大偏 4大8偏大心 8偏大偏心 偏大 6偏心 偏大 56偏大心 6偏大44大偏 6大偏心 偏大 544大偏 6大5偏心 5偏大 67偏大心 7偏大偏心 偏大 74偏大心 4偏大偏心 偏大 79偏大心 9偏大as

12 1 3222222 22255 2 3452o 】】力內(nèi)截 面 寸力內(nèi)截 層 面 五 截

2/N e0 ea

a 0 oei

b0

52

ei

o

bc/fb1N h/fb1x

s

/e/e

bfcbN

bfc0N

心偏大【ss

筋配際【實(shí)ss柱的斜截面受剪承載力計(jì)算〔1〕C柱、D柱斜截面驗(yàn)算如下：C柱柱剪力設(shè)計(jì)值V1.1170.72190.92103.33kN4.60.75剪跨比

H0.752ho

4.60.7520.46

4.183,取31 (0.2 RE

fbhc

) 1 (0.21.014.3450460)696.49kNV103.33kN0.85滿足要求N1356.73kN0.3fbh

0.314.3450500965.25kN

取N965.25kNccc AV fbh 0.056NA加密區(qū)箍筋

sv

1 t 0s f hyv01.050.85103.33

1.434504600.056965.2510331 0360460按構(gòu)造要求配置箍筋三級(jí)抗震按最小配箍率為三肢箍，C8@100。軸壓比n N

1356.73103

0.422fA 14.3450500c查抗震設(shè)計(jì)表11.4.17 最小配箍特征值v

0.074f c fvf 0.93%c

0.07414.30.29%3601s1122nAln1s1122

450.3410450.3460 fv Acor

S 410460100 vfyvH 4600750柱頂端加密區(qū)長(zhǎng)度n 642mm,取700mm6 6H 4600750柱根端加密區(qū)長(zhǎng)度n 1283mm,取1283mm3 3H H柱非加密區(qū)長(zhǎng)度H n n(4600750)70013001850mm,n 6 3C8@150。D柱柱剪力設(shè)計(jì)值V1.1128.77167.9877.72kN4.60.4剪跨比Hn2h0

4.60.420.46

4.573,取31 (0.2 RE

fbh)c 0

10.85

(0.21.014.3450460)696.49kNV77.72kN滿足要求N940.98kN0.3fbh

0.314.3450500965.