一榀框架結(jié)構(gòu)計(jì)算設(shè)計(jì)說明

第一章構(gòu)造選型及布置框架。針對(duì)本教學(xué)樓的建筑施工圖紙，選擇H～M軸交⑨軸橫向框架為手算對(duì)象。本計(jì)算書除特別說明外，全部計(jì)算、選型、材料、圖紙均為H～M梁的有關(guān)尺寸h1l

16600550mm,12 12h=600mm,b=250mm，短跨橫向框架梁〔樓道：h

1l

12700270mm，取h=400mm，b=250mm?？v向框架梁：hb=250mm。柱的選擇

10 101l14500375mmh=500mm，12 12依據(jù)梁的截面選擇及有關(guān)屋面、樓面的做法，可初略確定柱的尺寸為500mm500mm方柱。閱歷算可滿足有關(guān)軸壓比的要求。板的選擇承受全現(xiàn)澆板，可依據(jù)荷載以及梁的尺寸確定板的厚度為120mm。計(jì)算任務(wù)

其次章⑨號(hào)軸線框架計(jì)算計(jì)算作用于H～M軸交⑨軸線的恒載、活載、風(fēng)荷載以及由這些荷載引起的各層梁、柱的力。恒載、活載作用下梁端彎矩計(jì)算承受彎矩兩次安排法；風(fēng)載作用下的力計(jì)算承受D值法；地震作用承受底部剪力法。計(jì)算簡(jiǎn)圖的幾何尺寸確實(shí)定該房屋主體構(gòu)造共5層，一到五層層高4.2m。該框架構(gòu)造的計(jì)算簡(jiǎn)圖如圖3.1所示。屋蓋和樓蓋均承受現(xiàn)120mm。梁截面高度按跨度的(1

1)l估算，而且梁的截面尺寸應(yīng)滿足承載力、12 8剛度以及延性的要求。梁截面寬度可取(11)h梁高，同時(shí)不宜小于1柱寬，且不應(yīng)小于250mm。3 2 2框架柱的截面尺寸一般依據(jù)柱的軸壓比限值按以下公式計(jì)算：NFg

n A NE c N c式中：N為柱組合的軸壓力設(shè)計(jì)值；Fg

為折算在單位建筑面積上的重力E荷載代表值，近似取18KN/m2； β為考慮地震作用組合后柱的軸壓力增大系數(shù)，柱E

1.3，不等跨柱取1.25；n為驗(yàn)算截面以上的樓層層數(shù)。由于該框架構(gòu)造抗震等級(jí)為二級(jí)，其軸壓比限值N

＝0.8。 圖2.1 框架構(gòu)造幾何尺寸簡(jiǎn)圖1、梁的截面計(jì)算橫向框架梁：h1l

16600550mmh=600mm,b=250mm；12 121 1短邊跨〔樓道：h10l102700270mm，取h=400mb=250mm。縱向框架梁：h1l

14500375mm，則取h=500mm，b=250mm。12 122、柱截面計(jì)算邊柱：Ac1.34.53.31810350.816.7

130048.65mm2，取

500mm500mm；Ac

1.34.51.351810350.816.7

53201.72mm2，取

400mm400mm；中柱：Ac1.254.54.651810350.816.7荷載計(jì)算自重計(jì)算1、屋面及樓面永久荷載標(biāo)準(zhǔn)值

176202.28mm2，取

500mm500mm〔〕屋面〔不上人40厚細(xì)石混凝土保護(hù)層 220.040.88KN/m2150厚水泥蛭石保溫層〔兼做找坡〕 50.150.75KN/m21.5厚合成高分子防水涂料 70.0150.11KN/m220厚水泥砂漿找平層 200.020.4KN/m2120厚鋼筋混凝土板 250.123KN/m215厚天棚抹灰 170.0150.26KN/m2小計(jì)： 5.4KN/m2〔2〕2-512厚1：2水泥砂漿石子磨光〔包括水泥砂漿結(jié)合層〕18厚1：3水泥砂漿找平層〔包括素水泥砂漿結(jié)合層〕0.65KN/m2120厚鋼筋混凝土 250.123KN/m215厚天棚抹灰 170.0150.26KN/m2小計(jì)：3.91KN/m22、梁、柱、墻、門、窗重力荷載計(jì)算2.1。構(gòu)件b/構(gòu)件b/mh/mg/kN/ml/mnG/kNiG/kNi長(zhǎng)跨橫梁0.250.48251.053.1505.970594.03短跨橫梁0.250.28251.051.8382.250520.67264.34縱梁0.250.38251.052.4944.00015149.6410.500.50251.106.8755.200135.752～50.500.50251.106.8754.2004115.5248.0510.400.40251.104．45.200122.882～50.400.40251.104.44.200473.92表中為考慮梁、柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；ng單位長(zhǎng)度構(gòu)件的重力荷載；梁的長(zhǎng)度取凈長(zhǎng)；柱長(zhǎng)度取層高。僅對(duì)第H～M軸交⑨軸線的橫向框架進(jìn)展計(jì)算，計(jì)算單元寬度為4.5m。因板的自重已計(jì)入樓面〔屋面〕的恒荷載之中，故計(jì)算梁的自重時(shí)梁的截面高度應(yīng)取梁的原高度減去板厚。外墻體為240mm〔18.0kN/m3〔17kN/m320mm。則外墻單位墻面的重力荷載為：0.241817.00.0225kN/m2240mm〔18.0kN/m3〔17kN/m3，厚20mm則墻單位墻面的重力荷載為：0.241817.00.0225kN/m2木門單位面積重力荷載為0.2kN/m2, 鋁合金窗單位面積荷載為0.4kN/m2,恒載計(jì)算H～M4.5m，2.2圖2.2 橫向框架計(jì)算單元2.3雙向板導(dǎo)荷示意圖不重合，因此在該層框架節(jié)點(diǎn)上還有集中力矩的作用。2.4圖2.4 各梁上作用的恒載計(jì)算圖q、q1 1

分別代表橫梁自重，為均布荷載形式,q、q2 2

分別代表各板傳給橫梁的梯形荷載1Q、Q12

為等效均布荷載。2.21、對(duì)于屋面梁： q1

3.15kN/mq”1.838kN/m1Q 5.42

4.519.88kN/m5Q”5.4

2.79.11kN/m

P55.42.25+2.494+54.567.89kN 2 8 1 8 P55.42.25+2.494+1-20.332+0.3335.42.74.572.23kN2 8 23 3

2.7 +0.333 5.4

2 +2.494+54.560.5kN集中力矩： M1M

Pe11Pe

67.890.50.50.258.49kNm72.230.50.50.259.03kNm2 2221-4q3.155(4.20.6)21.15kN/m1q”1.838kN/m1Q 2

5

4.514.40kN/mQ”3.91 2.76.6kN/m2 8PP分別為由邊縱梁、中縱梁直接傳給柱的恒載：包括梁自重、樓板重、外墻等地重力荷載。1 2P53.912.25+2.494+53.74.5119.22kN 1 8 2 8

2.72

+53.74.5138.65kN3 3

2.7

2 +2.494+54.538.09kN集中力矩： M1

Pe11

119.220.50.50.2514.9kNmM Pe2 22

138.650.50.50.2517.33kNm表2.2 橫向框架恒載匯總表層次q1q”1Q2Q”2P1P2P3M1M253.151.83819.889.1167.8972.2360.568.499.031-421.151.83814.406.6119.22138.6538.0914.917.33恒載圖如下所示：活載計(jì)算

圖2.5 恒載圖〔P：KN，Q：KN/m〕1、屋面及樓面可變荷載標(biāo)準(zhǔn)值如下：值 0.5kN/m2值 0.5kN/m2值 2.0kN/m2載 2.5kN/m2室 2.5kN/m22、活載計(jì)算q、q2

”分別代表各板傳給橫梁的梯形活荷載和三角形活荷載，Q、Q2 2

2.6活荷載作用下各層框架梁上的荷載分布如下：圖2.6 各梁上作用的活載計(jì)算圖 Q2Q2

1-20.332+0.333 4.50.51.84kN/m ”0.5 5 2.70.84kN/m 5P 0.52.254.53.16kN1 8P50.52.25+1-20.332+0.3330.52.74.58.81kN2 8 2P1-20.332+0.3330.52.74.52.49kN3 2集中力矩： M1M

Pe11Pe

3.160.50.50.250.395kNm8.810.50.50.251.10kNm 2 2 同理在屋面雪荷載的作用下： Q2Q2

1-20.332+0.333 4.50.51.84kN/m ”0.5 5 2.70.84kN/m 5P 0.52.254.53.16kN1 8P50.52.25+1-20.332+0.3330.52.74.58.81kN2 8 2P1-20.332+0.3330.52.74.52.49kN3 2集中力矩： M1M

Pe11Pe

3.160.50.50.250.395kNm8.810.50.50.251.10kNm 2 2 1-4層框架梁：Q2

1-20.332+0.333 4.52.09.20kN/m58Q”2.0 2.74.22kN/m825P 2.02.254.515.82kN1 8P52.02.25+1-20.332+0.3332.02.74.528.24kN2 8 2P1-20.332+0.3332.02.74.512.42kN3 2集中力矩： M1

Pe11

15.820.50.50.251.98kNmM Pe2 22

28.240.50.50.253.53kNm2.3。表2.3 橫向框架活載匯總表層次Q層次Q2Q”2p1p2p3M1M251-41.84 0.84 3.16〔1.84〕 〔0.84〕 〔3.16〕9.2 4.22 15.828.81 2.49 0.395 1.10〔8.81〕 〔2.49〕 〔0.395〕 〔1.10〕28.24 12.42 1.98 3.53風(fēng)荷載計(jì)算

圖2.7 活載圖〔P：KN，Q：KN/m〕垂直于建筑物外表上的風(fēng)荷載應(yīng)按下式計(jì)算：

根本風(fēng)壓

0.4k z s z 0 0由于該教學(xué)樓位于城市中心，地面粗糙度為C類地區(qū)。迎風(fēng)面 0.8，背風(fēng)面 0.5。忽s s略梁的軸力合并得 1.3由于建筑物總高度H不超過30m，所以 =1.0《荷載規(guī)得s z z值：一至三層=0.74，四至五層=0.89。z z

=1.00.741.30.4KN/m2=0.385KN/m2k z s z 0

=1.00.891.30.4KN/m2=0.463KN/m2k z s z 0風(fēng)荷載的線荷載標(biāo)準(zhǔn)值q :K一至三層：q = 4.5m=0.385KN/m24.5m=1.73KN/mK k四至五層：q = 4.5m=0.463KN/m24.5m=2.08KN/mK k框架構(gòu)造分析時(shí)，為簡(jiǎn)化計(jì)算，按靜力等效原理將均布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，如圖2.8所示。其計(jì)算過程如下：5F2.08KN/m4.2m28.74kN4 2F2.08KN/m4.2m+1.73KN/m4.2m3 2 2F1.73KN/m4.2m27.27kN2 2

8.0kNF1.73KN/m4.2m+1.73KN/m4.65m1 2 2

7.66kN圖2.8 等效節(jié)點(diǎn)集中風(fēng)荷載〔單位：KN〕1、根本資料該教學(xué)樓位于 7度設(shè)防區(qū)，根本地震加速度為 0.10g；Ⅲ類場(chǎng)地第一組，設(shè)計(jì)特征周期T 0.45s；多遇地震時(shí)，水平地震影響系數(shù)的最大值g

max

0.08；構(gòu)造的根本周期T1

0.46s。2、底部剪力法的計(jì)算40m、以剪切變形為主且質(zhì)量和剛度沿高度分布比較均勻的構(gòu)造，以及近似于單質(zhì)點(diǎn)體系的構(gòu)造，可以承受底部剪力法。構(gòu)造總水平地震作用 FEk

G1

相應(yīng)于構(gòu)造根本自振周期的水平地震影響系數(shù)值；1T Tg 1

g

，因此。構(gòu)造等效總重力荷載G

0.75s，式中G

為集中于質(zhì)點(diǎn)i的重力荷載代表值。Eq i 1 i值之和，各可變荷載的組合值系數(shù)如下：雪荷載： 0.5屋面活荷載：不計(jì)入2.4G

3.156.61.8382.719.886.6+9.112.7+67.89+72.232460.560.50.5254.20.532452-4G5

21.156.61.8382.714.406.6+6.62.7+119.22+138.65

38.090.50.5254.23632.1kNG21.156.61.8382.714.406.6+6.62.7+119.22+138.6514.2 5.238.090.50.525

30.50.525 3641.5kN2 22.5對(duì)于屋面：Q5

1.846.6+0.842.7+3.16+8.81+2.4928.87kN2-4Q24

9.26.6+4.222.715.8228.2412.42128.59kN1Q1

9.26.6+4.222.715.8228.2412.42128.59kN2.4。層次恒載/層次恒載/kN活載/kNG/kN G(恒載 活載1i)i25421.628.87436.042-4632.1128.59696.41641.5128.59705.8 上面已經(jīng)給出1

的計(jì)算式： 1

圖2.9 構(gòu)造水平地震作用計(jì)算簡(jiǎn)圖 0.450.90.08 0.46G GEq i

0.85436.04696.43705.82746.38kN FEk

G1

214.22kN下面計(jì)算各個(gè)質(zhì)點(diǎn)的地震作用：〔2.5〕GHF i i

.i1,2,,ni nGH Ek nj j1FFn n Ek式中n

為頂部作用附加系數(shù)，多層鋼筋混凝土房屋Tg

0.35s0.55s ，T0.46s1.4T1 g

0.63s，因此n

0。列表求解如下:層次HGi層次HGiiiGHi iiGHiF一榀中Vii522436.049592.880.2301849.30949.31417.8696.412395.920.2974363.715113.02313.6696.49471.040.2272548.681161.7129.4696.46546.160.1570733.648195.3515.2705.83670.160.0880618.864214.222.10力計(jì)算

圖2.10 用底部剪力法計(jì)算的一榀框架水平地震作用和剪力圖框架計(jì)算簡(jiǎn)圖點(diǎn)側(cè)移，按彈性方案設(shè)計(jì)。相對(duì)線剛度計(jì)算如下：

a4 0.m4I 1 0.0052m4c1 12 12aI 2

4 0.4m4 0.0021m4c2 12 12

E I C1C1

30109N/m20.0052m4 3.0107Nmc1 H1E I

5.2m30109N/m20.002m4i c2 H1

5.2m 1.21107Nmic3i

E I C2C1H2E I

30.0109N/m20.0052m4 4.2m 3.71107Nm30.0109N/m20.002m4 1.5107Nmc4 H2

4.2mIb1Ib2

2

bh3 0.25m0.63m3122 12 0.009m4bh3 0.25m0.43m3122 12 0.0026m4長(zhǎng)跨梁的線剛度：i b1

E Ib1b1l

30109N/m20.009m4 6.6m 4.09107Nm

1E I 30109N/m20.0026m4i b2 l2設(shè)

2.7m 2.89107Nm2.89107i 4.09107Nm1，則ib1

4.09107

0.71，i 3.0107c1 4.09107

0.73，ic2

1.211074.09107

0.30，i 3.71107c3 4.09107

0.91，ic4

1.51074.09107

0.37，2.112.11框架計(jì)算簡(jiǎn)圖恒載力1、梁彎矩計(jì)算：利用力矩二次安排法計(jì)算恒載作用下框架的彎矩。計(jì)算桿固端彎矩：

1

1 23.036.6283.60KNm12 12

1

1 10.952.726.65KNm12 12

1

1 35.556.62129.05KNm12 12

1

1m節(jié)點(diǎn)安排系數(shù)計(jì)算頂層安排系數(shù)計(jì)算如下：

12 12

M5L5

4141+40.91

=0.52，

M5M4

40.9141+40.91

=0.48節(jié)點(diǎn)L：

L5M5

4141+40.71+40.91

=0.38，

L5H5

40.7141+40.71+40.91

=0.27L5L4

40.91 =0.3541+40.71+40.91

H5L5

40.7140.71+40.37

，

L5L4

40.3740.71+40.37

=0.342.6節(jié)點(diǎn)安排系數(shù)計(jì)算表HL5 50.66LM5 50.38ML0.52HH5 40.34LH5 50.27MM0.48LL0.35HL4 40.50LM4 40.28ML0.36HH4 30.25LH4 40.20MM0.32HH4 50.25LL4 30.26MM0.32LL0.26HL110.51LM1 10.30ML0.38HH1 00.22LH1 10.21MM0.28HH1 20.27LL100.22MM0.34LL0.27節(jié)點(diǎn)節(jié)點(diǎn)H各桿端安排系數(shù) 節(jié)點(diǎn)L各桿端安排系數(shù) 節(jié)點(diǎn)M各桿端安排系數(shù)5 5頂層5 45 44 44 3標(biāo)準(zhǔn)層4 54 5111 0底層1 21 22.12，2.132.122、梁剪力和柱軸力計(jì)算

圖2.13恒荷載作用下彎矩圖2.142.142.15 2.15活載力1、梁彎矩計(jì)算：(1)計(jì)算桿固端彎矩：

1

1 1.846.626.68KNm12 12

1

1 12 121

19.26.6233.40KNm12 12

1

1 4.222.722.56KNm12 12(2)節(jié)點(diǎn)安排系數(shù)2.6。(3)活載作用下力分析2.16，2.172.162、梁剪力和柱軸力計(jì)算

圖2.17活荷載作用下彎矩圖2.182.182.192.19風(fēng)載力D12ihD ch2反映了梁柱線剛度比值對(duì)抗側(cè)剛度的影響可按下表計(jì)算：表2.7 D值法樓層樓層簡(jiǎn)圖KαiiK2 42icK2K一般層K1iiii22ic3 4iKi2底層cKii0.5K 2K1 2ic依據(jù)各柱D值，將該層剪力安排至各個(gè)柱的反彎點(diǎn)處，其中反彎點(diǎn)處無(wú)彎矩，僅有剪力，由端彎矩；最終，利用求得的彎矩，可解出剪、軸力。以下以底層梁柱為例，計(jì)算其彎矩：2D計(jì)算：D2.8。高柱D=12高柱D=12iDcc號(hào)H2DDKcKN/miKN/m五層H1.920.490.120.188〔4.2m〕L1.880.480.300.640.469M1.10.350.220.344二至四層H1.920.490.120.188〔4.2m〕L1.880.480.300.640.469M1.10.350.220.344一層H2.370.660.090.188〔5.2m〕L2.340.650.210.480.438M1.370.550.180.3753、各柱的反彎點(diǎn)位置、剪力、柱端彎矩計(jì)算。2.9各柱的反彎點(diǎn)位置、剪力、柱端彎矩層 柱 i D

nP i

y MVM1 底 VM

/ u/i號(hào) 號(hào)

KNiKN/m iiKN

y y2 0y

KNm KNm mm mmH0.18H0.181.020.3900.391.702.59五80.645.42660.85L0.462.540.3900.394.206.46944M0.341.860.3500.352.775.04455H0.182.660.4400.444.986.19四80.6414.1662.21L0.4666.640.4400.4412.3815.51944M0.344.870.4000.408.2812.17455H0.184.170.4900.498.698.83三80.6422.1663.46L0.46610.30.4900.4921.5622.089944M0.347.620.4500.4514.5617.44455H0.185.530.5000.5011.6111.61二80.6429.4004.60L0.46313.80.5000.5028.9828.98900018.85M0.3410.10.5000.5021.2521.254200H0.186.970.5500.5519.9316.31一80.4837.0007.73L0.43916.20.5500.5546.4838.038500M0.3713.90.6100.6144.3427.995133、梁端彎矩的計(jì)算梁端彎矩的計(jì)算依據(jù)節(jié)點(diǎn)平衡理論，按各節(jié)點(diǎn)上梁的線剛度大小進(jìn)展安排。第五層：H節(jié)點(diǎn)：M 2.59KNm，則 M 2.59KNm；H5H4 H5L5L節(jié)點(diǎn)：M

L5L4

6.46KNm，則M

L5H5

0.71 6.462.68KNm，10.71ML5M5

1 6.463.78KNm；10.71M節(jié)點(diǎn)：M 5.04KNm,則M 5.04KNm;M5M4 M5L5第四層：H節(jié)點(diǎn)：M 1.70KNm，M 6.19KNm，H4H5 H4H3則M 1.70+6.19=7.89KNm；H4L4L節(jié)點(diǎn)：M 4.20KNm，M 15.51KNm，L4L5 L4L3則ML4H4ML4M4

0.71 4.2015.518.18KNm，10.71 1 4.2015.5111.53KNm；10.71M節(jié)點(diǎn)：M 2.27KNm，M 12.17KNm，M4M5 M4M3則M 2.2712.1714.94KNm；M4L4第三層：H節(jié)點(diǎn)：M 4.98KNm，M 8.83KNm，H3H4 H3H2則M 4.98+8.83=13.81KNm；H3L3L節(jié)點(diǎn)：M 12.38KNm，M 22.08KNm，L3L4 L3L2則ML3H3

0.71 m，10.71ML3M3

1 22.0820.15KNm；10.71M節(jié)點(diǎn)：M 8.28KNm，M 17.44KNm，M3M4 M3M2則M 8.2817.4425.72KNm；M4L4其次層：H節(jié)點(diǎn)：M 8.69KNm，M m，H2H3 H2H1則M 8.69+11.61=20.3KNm；H2L2L節(jié)點(diǎn)：M 21.56KNm，M 28.98KNm，L2L3 L2L1則ML2H2ML2M2

0.71 21.5628.9820.98KNm，10.71 1 21.5628.9829.56KNm；10.71M節(jié)點(diǎn)：M 14.56KNm，M 21.25KNm，M2M3 M2M1則M 14.56+21.2535.81KNm；M2L2第一層：H節(jié)點(diǎn)：M H1H2 H1H0則M 11.61+16.31=27.92KNm；H1L1L節(jié)點(diǎn)：M 28.98KNm，M 38.03KNm，L1L2 L1L0則ML1H1M

0.71 28.9838.0327.82KNm，10.71 1 28.9838.0339.19KNm；10.71

M節(jié)點(diǎn)：M 21.25KNm，M 27.99KNm，M1M2 M1M0則M 21.2527.9949.24KNm；M1L1 利用桿件平衡求解桿端剪力。列力矩平衡方程： M 0，即M M VL0H HL LM HV H

M MHL LHLVL

M

MHL LHL由此，可將梁柱在風(fēng)載作用下的桿端剪力計(jì)算出來(lái).軸力計(jì)算柱軸力＝上柱傳來(lái)集中力＋該層梁端剪力三項(xiàng)一起直接列表計(jì)算如下：表3.0 左風(fēng)載作用下梁端彎距和剪力及柱軸力計(jì)算1.953.781.953.785.045.9511.5314.9410.4120.1525.7215.2929.5635.8120.6439.1949.24柱柱-1.95-3.29-1.34-7.9-13.2-5.355-18.3-30.4-12.313-33.6-55.8-22.2-54.2-89.8-35.644短邊梁長(zhǎng)邊梁短邊梁長(zhǎng)邊梁層次MlbMrblVbMlbMrblVb柱軸力H軸柱 L軸M52.592.682.72.72.72.72.76.66.66.66.66.61.3447.898.184.01313.8114.316.95220.320.989.9127.9227.8213.40〔6、風(fēng)荷載作用下力圖2.2。2.2水平地震作用力〔表3.1 左地震荷載作用下各柱的反彎點(diǎn)位置、剪力、柱端彎距計(jì)算層 柱

n V

y M

/ u/i D P

1 底 頂 i號(hào) 號(hào)

KNiKN/m iiKN

y y2 0y

KNm KNm mm mmH0.18H0.189.270.3900.3915.4223.52五80.6449.31667.70L0.4623.10.3900.3938.2858.879344M0.3416.90.3500.3525.2945.944655H0.1821.20.4400.4439.8149.44四80.64113.056617.6L0.46253.00.4400.4498.83123.7690447M0.3438.80.4000.4066.1397.164855H0.1830.40.4900.4963.3364.35三80.64161.706625.2L0.46175.80.4900.49157.3160.57944454M0.3455.60.4500.45106.3127.3435514H0.1836.70.5000.5077.1377.13二80.64195.330030.5L0.46591.60.5000.50192.4192.42920000M0.3467.20.5000.50141.1141.1400022125.78H0.1840.20.5500.5593.0276.11一80.48214.270044.6L0.43293.80.5500.55216.7177.33830044M0.3780.30.6100.61185.5151.8533362〔2、梁端彎矩的計(jì)算梁端彎矩的計(jì)算依據(jù)節(jié)點(diǎn)平衡理論，按各節(jié)點(diǎn)上梁的線剛度大小進(jìn)展安排。第五層：H節(jié)點(diǎn)：M 23.52KNm，則 M 23.52KNm；H5H4 H5L5L節(jié)點(diǎn)：M 58.87KNm，L5L4則ML5H5M

0.71 58.8724.44KNm，10.711 58.8734.43KNm；L5M5

10.71M節(jié)點(diǎn)：M 45.94KNm,則M 45.94KNm;M5M4 M5L5第四層：H節(jié)點(diǎn)：M 15.42KNm，M 49.44KNm，H4H5 H4H3則M 15.42+49.44=64.86KNm；H4L4L節(jié)點(diǎn)：M 38.28KNm，M 98.83KNm，L4L5 L4L3則ML4H4ML4M4

0.71 38.2898.8356.93KNm，10.71 1 98.8380.18KNm；10.71M節(jié)點(diǎn)：M 25.29KNm，M 97.16KNm，M4M5 M4M3則M 25.2997.16122.45KNm；M4L4第三層：H節(jié)點(diǎn)：M 39.81KNm，M 64.35KNm，H3H4 H3H2則M 39.81+64.35=104.16KNm；H3L3L節(jié)點(diǎn)：M 98.83KNm，M 160.54KNm，L3L4 L3L2則ML3H3ML3M3

0.71 98.83160.54107.69KNm，10.71 1 98.83160.54151.68KNm；10.71M節(jié)點(diǎn)：MM3M466.13KNmMM3M2127.34KNm，則M 66.13127.34193.47KNm；M4L4其次層：H節(jié)點(diǎn)：M 63.33KNm，M H2H3 H2H1則M 63.33+77.13=143.46KNm；H2L2L節(jié)點(diǎn)：M 157.35KNm，M 192.40KNm，L2L3 L2L1則ML2H2ML2M2

0.71 157.35192.40145.22KNm，10.71 1 157.35192.40204.53KNm；10.71M節(jié)點(diǎn)：M m，M 141.12KNm，M2M3 M2M1則M 106.31+14.2247.43KNm；M2L2第一層：H節(jié)點(diǎn)：M 94.23KNm，H1H2 H1H0則M m；H1L1L節(jié)點(diǎn)：M 192.40KNm，M 219.56KNm，L1L2 L1L0則ML1H1M

0.71 192.40219.56171.05KNm，10.71 1 240.91KNm；10.71M節(jié)點(diǎn)：M m，M 161.66KNm，M1M2 M1M0則M 141.12161.66302.78KNm；M1L1表3.2 左地震荷載作用下梁端彎距和剪力及柱軸力計(jì)算短邊梁短邊梁長(zhǎng)邊梁柱軸力層次MlbMrblVbMlbMrblVbH軸柱 L軸柱M523.5224.442.72.72.717.76 34.4345.946.66.66.612.18-17.76 -29.94 -12.18464.8656.9345.1180.18122.45193.4730.7-62.87-32.17-42.883104.16107.6978.46151.6852.3-141.33-58.33-95.18143.4145.22.143.4145.22.106.9204.5247.46.6272336171.3171.02.126.8240.9302.76.6572186-248.2-96.77-163.656-375.0-141.2-172.0714268.48268.48182.38〔3、地震作用下力圖2.21。圖2.21框架左震彎矩圖第三章 力組合第四章 力調(diào)整b架梁端剪力設(shè)計(jì)值V 應(yīng)依據(jù)抗震等級(jí)進(jìn)展相應(yīng)的調(diào)整，對(duì)于二級(jí)抗震框架應(yīng)按下式進(jìn)展計(jì)算：bMlV1.2 b

MrbVl Gbn1、五層HLMlMVb

b2

29.0927.070.2522.32kNmMrMVb

b2

72.4857.120.2558.2kNm12V 2Gb

0.50.84

2.715.35kNV =1.2-22.32+58.2+15.35=33.5kNHL 2.375LMMlMVb

b2

137.17111.730.25109.24kNmbMrMVb 2

128.45107.350.25101.6kNm12V 2Gb

19.880.51.84

6.679.04kNV =1.2-109.24+101.6+79.04=77.5kNLM 5.852HLMlMVb

b2

130.7100.920.25105.5kNmMrMVb

b2

185.15137.260.25150.84kNm12V 2Gb

1.8386.60.54.22

2.714.24kN=1.2-105.5+150.84=1.2V +14.24=37.15kNHL 2.375LMMlMV

b

357.26229.520.25299.88kNmb 2MrMVb

b2

395.96224.450.25339.8kNmV 121.1514.40.59.26.6132.5kNGb 2V LM

-299.88+339.85.85

+132.5=140.69kN3HLMlMVbb 2

217.24160.750.25177.05kNmMrMVb274.08203.160.25223.32kNmb 2V 11.8386.60.54.222.714.24kNGb 2V HL

-177.05+223.322.375

+15.35=38.7kNLMMlMVbb 2

464.85272.580.25396.71kNmMrMVb503.29259.730.25438.36kNmb 2V 121.1514.40.59.26.6132.5kNGb 2V

-396.71+438.36

+132.5=141.0kNLM截面設(shè)計(jì)

5.85梁截面設(shè)計(jì)梁砼：C30〔f 14.3N/mm2,f1.43N/mm2〕c t縱筋HRB400〔f 360N/mm2；y箍筋HPB300〔f 270N/mm2；y縱筋保護(hù)層厚：aa”35mm;=1.0; 0.5181 b1、一層梁截面設(shè)計(jì)〔、長(zhǎng)跨跨中正截面抗震設(shè)計(jì)組合時(shí)，M 174.7kNm，受彎構(gòu)件正截面承載力計(jì)算的抗震承載力調(diào)整系數(shù)為：max 0.75則 M 131.03kNm而非抗震設(shè)計(jì)組合時(shí)，M 163.73kNm計(jì)算截面有效高度：RE RE max maxhha0 s

60035565mm。框架梁跨中截面為T形，其翼緣寬度取二著中較小值：bl

5850

1950mm，b

bs

25042504500mm，故取b

1950mm。判別跨中截面屬于f 3 3 f n f哪一類截面， f fbhhh1.014.319501205651201689.8kNm163.73kNm f1c

f0 2

2T計(jì)算鋼筋面積 M

1.0163.73106Nmm

為A： 0 0.018s s fbh2 1.014.3N/mm21950mm5652mm21c f 0=1-1-2s

0.018b

0.518，則fbh

1.014.3N/mm21950mm0.018565mmA 1c s fy

0 787.8mm2，360N/mm2A= sAbh0

787.8250565

f t0.22% fy

320，As

942mm2。As

bhw

0.25%300mm2，選用214，實(shí)際As

308mm2?！?、長(zhǎng)跨支座截面：a、正截面受彎承載力計(jì)算b=250mm，h=600，如以下圖：從力組合表取最不利設(shè)計(jì)彎矩M=503.29kNm，受彎構(gòu)件正截面承載力計(jì)算的抗震承載力調(diào)整系數(shù)為： 0.75，RE計(jì)算鋼筋面積A

：

RE M 0.75503.29106 0.305RE

，相對(duì)受壓區(qū)高度 為s s 1

fbh2c 0

1.014.32505652=1-1-2 0.1670.518，s bs

fbh1c fy

0.1671.014.3N/mm2250mm565mm 937mm2，360N/mm2=A

937

f

320，s 0.66%

minmax0.25%,0.55 t0.22%0.25%bh0As

250565942mm2。

fy b、斜截面受剪承載力計(jì)算V=141.0kNRE0.85，0112.5h0.2V

fbhc

0.21.014.3N/mm2250mm565mm475.3kN141.0kN，所以截面滿足要求。max RE

0.85h,svV= 1 0.6 fbhf A 取0.7h,sv cv t 0 yv s 0 cvREA V0.42fbh 0.85141.0103kN0.421.43N/mm2250mm565mm 沿梁sv RE t 0 0.23mm2/ms f hyv0

270N/mm2565mm全長(zhǎng)箍筋的最小配筋率為

0.28

t 0.0015，fffsv于是有Asvs

yvb0.375mm2/m，所以按構(gòu)造配置箍筋，梁端加密區(qū)長(zhǎng)度取 min8dh

，所以選配max1.5h,500 900mm，箍筋加密區(qū)的箍筋最大間距為 ,4,100100mm 8100/200，雙肢箍。柱截面設(shè)計(jì)柱砼：C30〔f 14.3N/mm2,f 1.43N/mm2〕c t縱筋HRB400〔f 360N/mm2；y箍筋HPB300〔f 270N/mm2；yaa”35mm;1

=1.0;b

0.5181、取第一層中柱截面：〔1、正截面受壓承載力計(jì)算〔1、N 2298.87kN,M 13.04kNm,max min〔2、N 2081.89kN,M 303.8kNm,min max按第一組力進(jìn)展截面配筋偏心受壓構(gòu)件正截面承載力計(jì)算的抗震承載力調(diào)整系數(shù)為 0.8該框RE架屬于二級(jí)抗震，則彎矩設(shè)計(jì)調(diào)整為M=13.041.5=19.56kNm，則ei

e 0.03m，lMNa MN

1.0H5.2m，1

=0.5fc

A/N0.78，2

=1.0，則1

1

2

1.48 ，

h

259.4

， /

0.10.3 ，0

e e a mm e hi1400eih0

h 12

i 2 s i 0x N

2298870

321.5mmx

h

0.518465240.87mm，故屬于小偏心受壓。計(jì)算fb 1.014.35001c

b b0鋼筋面積：重計(jì)算： N

fbh

b 1fbh2

0 0.66 b1c 0

fbh(1 b

)(h0

a)s

1c 0Nefbh210.5 2298870259.414.350046520.6610.50.66 所AA

c 0

0mm2s s

a)f

360(46535)0 sAs

yAs

min

bh0.002500500500mm2，選用318,實(shí)際面積為763mm2，按其次組力進(jìn)展截面配筋偏心受壓構(gòu)件正截面承載力計(jì)算的抗震承載力調(diào)整系數(shù)為 0.8該框RE架屬于二級(jí)抗震，則彎矩設(shè)計(jì)調(diào)整為M=303.811.5=455.72kNm，則ei

e 0.24m，lMNa MN

1.0H5.2m，1

=0.5fc

A/N0.86，

=1.0，則21

1i1400eih0

l20h 0

1.13

， eei

ha

486.2mm

， e/hi

0.580.3 ，x N

2081890

291.2mmx

h

0.518465240.87mm，故屬于小偏心受壓。計(jì)算fb 1.014.35001c

b b0鋼筋面積：重計(jì)算： N

fbh

b 1fbh2

0 0.644 b 1c 0

fbh(1 b

)(h0

a)s

1c 0Nefb10. 208189486.14.504620.6410.0.64 選用AA

1c 0

=2178.m2s s

a)f 360(46535)0 s y525,實(shí)際面積為2454mm2，〔2、斜截面受剪承載力計(jì)算考慮地震作用組合的框架柱，框支柱的剪力設(shè)計(jì)值

MtMbVVc c

c c，考慮Hn地震作用組合的框架構(gòu)造底層柱下端截面的彎矩設(shè)計(jì)值，M 1.5303.81=455.72kNm，M下

應(yīng)由“強(qiáng)柱弱梁”原則確定，則M 1.5Mc

1.5190.77286.16kNm，Mc

ciM 1 cic i ic1 c2

0.73Mc