畢業(yè)設(shè)計〔論文〕計算書構(gòu)造計算書構(gòu)造設(shè)計總則工程概況63米。全現(xiàn)澆鋼筋混凝土板鋼筋混凝土板式樓梯。設(shè)計條件氣象條件260mm。抗震設(shè)防0.05m/s2。3〕工程地質(zhì)條件建場地土類型中軟場地土，Ⅱ類建筑場地，地面粗糙度為B類。材料選用1)混凝土：梁、柱、板均使用C30〔fc=14.3KN/m2，ft=14.3KN/m2〕混凝土。HRB40〔fy=f=360N/mm2),HPB300級鋼筋(fy=270N/mm2)。設(shè)計總說明。窗：均為中空密閉鋁合金窗〔0.35KN/m2)。為塑鋼推拉門，其他均為木質(zhì)門(0.2KN/m2)。構(gòu)造布置及計算簡圖構(gòu)造布置，計算書取軸一榀框架進展計算?？蚣芰撼叽绱_實定1 〕 主 要

截 面 尺 框 架 梁

的 估 取 h=(1/8~1/14)l=(1/8~1/14)×3300=413mm~236mm,400㎜1畢業(yè)設(shè)計〔論文〕計算書×400=200mm~133mm200㎜b×h=200㎜×400㎜框架柱截面尺寸確實定框架柱截面尺寸依據(jù)柱的軸壓比限制，柱組合的軸壓比設(shè)計值按公式2－1計算：式中：

NFgn (2－1)：為考慮地震作用組合后柱軸力壓力增大系數(shù)，本設(shè)計取1.3；F:為依據(jù)簡支狀態(tài)計算柱的負(fù)荷面積；g14KN/m2;n:為驗算截面以上樓層層數(shù)；124m[UN]=0.85[4]抗震等級分類 表2-1烈 度構(gòu)造類型

6 7 8 9

高度/m高度/m≤24＞24≤24＞24≤24＞24≤24框架四三三二二一一軸壓比限值 表2-2構(gòu)造類型一

抗震等級二 三框架構(gòu)造 0.65

0.75

0.85邊柱和中柱承受同一截面尺寸，柱截面尺寸按公式2-2確定：Ac≥1.2N/0.85fc (2－2)積Ac≥1.2N/0.85fc=1.2×〔1.3×3.0×3.3×14×103×6〕/〔0.85×14.3〕=106729mm2300mm×400mm，2畢業(yè)設(shè)計〔論文〕計算書滿足要求。計算簡圖確實定、計算單元選取計算簡圖取根底頂面到室外地面的距離為0.4m,則第1層的層高為4.0m，2－1圖2-1橫向框架計算簡圖 圖2-2框架計算單元計算單元2-2所示。梁、柱線剛度計算c0框架梁線剛度ibEI /l 設(shè)計中間框架梁線剛度按式〔c0c0ib2EI /l (2c0其中IO為按b×h的矩形截面梁計算所得的梁截面慣性矩，計算結(jié)果見表〔2-3〕32-4

畢業(yè)設(shè)計〔論文〕計算書c cc iEI/h c cc 梁線剛度〔N·mm〕 表2-30i2E0ic類別 Ec

(N/mm2)

b×h(mm)

I(mm4)

l(mm)

c0b lBC跨梁3.00×104200×4001.07×10927002.38×1010CD跨梁3.00×104200×4001.07×10933001.945×10102-4EIc層次 c

b×h(mm)

Ec(N/mm2)

I(mm4)

i ccc hc2～63000300×4003.00×1041.600×1091.600×101014000300×4003.00×1041.600×1091.200×1010荷載計算〔注：為了計算便利將坡屋頂簡化為平屋頂計算〕重力荷載計算恒載標(biāo)準(zhǔn)值計算做法參照中南98ZJ001建筑構(gòu)造用料做法圖集〔不上人〕〔荷載為折算后的結(jié)果〕機制平瓦屋面20×25掛瓦條1:1:4水泥砂漿坐灰3SBSAPP改性瀝青防水卷材刷基層處理劑一遍201:2.5水泥砂漿找平層干鋪100厚水泥珍寶巖板 構(gòu)造層:100鋼筋混凝土板 25×0.1=2.5KN/m2頂2:10厚1:1粉刷石膏砂漿2厚粉刷石膏砂漿外表噴刷涂料 0.15KN/m24〔2〕1～5層樓面樓6:12厚水泥石子磨光181:3水泥砂漿找平層

畢業(yè)設(shè)計〔論文〕計算書5.25KN/m2素水泥漿結(jié)合層一遍 0.65KN/m2構(gòu)造層:100鋼筋混凝土板 25×0.1=2.5KN/m22:101:1粉刷石膏砂漿2厚粉刷石膏砂漿外表噴刷涂料 0.15KN/m23.3KN/m2梁自重b×h=200mm×500mm構(gòu)造自重： 25×0.2×〔0.5-0.1〕=2kN/m兩側(cè)抹灰：20mm厚混合砂漿17×0.02×〔0.6-0.1〕=0.136kN/m2.136kN/mb×h=200mm×400mm構(gòu)造自重： 25×0.2×〔0.4-0.1〕=2.5kN/m兩側(cè)抹灰：20mm厚混合砂漿17×0.02×〔0.6-0.1〕=0.136kN/m1.636kN/m柱自重b×h=300mm×400mm 25×0.3×0.4=3kN/m外墻自重1層外墻：200mm厚蒸壓粉煤灰加氣砼砌塊 5.5×0.2=1.1kN/m2外墻面貼瓷磚 0.5kN/m2內(nèi)墻面為20mm厚混合砂漿抹灰 17×0.02=0.34kN/m25畢業(yè)設(shè)計〔論文〕計算書1.94kN/m22～6層外墻及女兒墻:200mm厚蒸壓粉煤灰加氣砼砌塊 5.5×0.2=1.1kN/m2外墻面為涂料墻面〔包括20mm厚水泥砂漿抹面〕 0.45kN/m2內(nèi)墻面為20mm厚混合砂漿抹灰 1.89kN/m2內(nèi)墻自重200mm厚蒸壓粉煤灰加氣砼砌塊 5.5×0.2=1.1kN/m2兩側(cè)墻面為20mm厚混合砂漿抹灰 17×0.02×2=0.68kN/m21.78kN/m2活載標(biāo)準(zhǔn)值計算屋面活荷載上人屋面均布活荷載標(biāo)準(zhǔn)值 0.5kN/m2屋面雪荷載標(biāo)準(zhǔn)值 0.4kN/m2取兩者中較大值： 0.5kN/m2樓面活荷載樓面活荷載標(biāo)準(zhǔn)值 2.0kN/m2風(fēng)荷載計算3.2.1風(fēng)荷載標(biāo)準(zhǔn)值按式〔3-1〕計算：

〔3-1〕k z s z 0式中：w0w0=0.5kN/m2；βzzβz=1.0；μsμs=0.8〔迎風(fēng)面〕，μs=—0.5〔背風(fēng)面〕；μzB類?！?-2〕計算kq(z)=3.3w 〔3-2〕k6畢業(yè)設(shè)計〔論文〕計算書3-1〔a)。1z沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值(KN/m2) 表3-11z層次 z(m)

β q(z)

(z)q2q618.61.221.01.6101.007515.61.151.01.5180.949412.61.071.01.4120.88339.61.001.01.320.82526.61.001.01.320.82513.61.001.01.320.825可按靜力等效原理將分布風(fēng)荷載轉(zhuǎn)換為節(jié)點集中荷載，如圖3-1〔b〕。每Fi(每層層高范圍內(nèi)的水平荷載視為沿高度的均布荷載與三)，計算結(jié)果如下：〔a〕 (b)圖3-1 框架構(gòu)造上的風(fēng)荷載6F=(1.518+0.949)×3.3×1/2+[(1.610-1.518)+(1.007-0.949)]×3.3×1/26×2/3=4.236KN5F=(1.518+0.949+1.412+0.883)×3.3×1/2+[(1.610-1.518)+(1.007-0.949)]5×3.3×1/2×1/3+[(1.518-1.412)+(1.949-0.883)]×3.3×1/2×2/3=9.229KN4F=(1.412+0.883+1.32+0.825)×3.3×1/2+[(1.518-1.412)+(0.949-0.883)]47畢業(yè)設(shè)計〔論文〕計算書×3.3×1/2×1/3+[(1.412-1.32)+(0.883-0.825)]×3.3×1/2×2/3=7.586KN3F=(1.32+0.825)×2×3.3×1/2+[(1.412-1.32)+(0.883-0.825)]×3.3×1/23×1/3=7.161KN2 F=F=2 豎向荷載作用下框架構(gòu)造荷載計算豎向荷載作用下的框架計算簡圖3-2(b)所示，其中：q0為包括梁自重〔扣除板自重〕和填充墻自重；P1、P2P3為通過縱梁傳給柱的集中荷載；本設(shè)計不考慮縱梁傳遞給柱的集中力矩〔a〕橫載作用下 〔b)活載作用以以下圖3-2豎向荷載作用下框架構(gòu)造計算簡圖8荷載計算

畢業(yè)設(shè)計〔論文〕計算書3-23-3q0，q1，q2kN/m；P1，P2，P3的量綱為kN；各層梁上豎向荷載標(biāo)準(zhǔn)值 表3-2層次 恒載 活載q0q1q2P1P2P3q1q2P1P2P361.6414.1817.3353.8031.3930.701.081.321.122.481.361～56.268.9110.8948.4226.1825.585.406.604.469.905.45q1考慮該框架外其他樓板、梁以及墻傳遞過來的集中荷載框架構(gòu)造側(cè)向剛度計算3-3計算：c式中：ic為框架柱線剛度；ch為框架計算高度；αc為柱的側(cè)向剛度修正系數(shù)。3-3所列公式計算。

D

12ic 〔3-3〕h2向剛度修正系數(shù)αc 表3-3c位置 K c一般層

iK b2ic

Kc 2K底層〔固接〕

K ib cicc

0.5K2K框架柱側(cè)向剛度D值計算結(jié)果見表3-4各層柱側(cè)向剛度D值〔N/mm〕 表3-4B軸柱 C軸柱 D軸柱層次ccK Di1 K cc

Di2 K

DicDi3c2～61.4880.42791092.7030.575122671.2160.37880642944011.9830.62356073.6040.73265881.6210.5865274174693.2.3風(fēng)荷載作用下框架構(gòu)造彈性位移驗算9畢業(yè)設(shè)計〔論文〕計算書i F3-3查得，V3-4i 見表3-。 V mFi ku/h[u/h] ki

〔3-4〕式中，[u/h] 表示層間位移角限值，對框架構(gòu)造取1/550；h為層高。風(fēng)荷載作用下的側(cè)移計算 表3-5層 次 6 5 4 3 2 1F(kN〕i4.2369.2297.5867.1617.0797.079V(kN)i4.23613.46521.05128.21235.29142.37∑Di(N/mm)294402944029440294402944017469(Δu)i(mm)0.140.460.720.961.202.43(Δu)i/hi1/257141/65221/41671/31251/25001/12353-51/550滿足要求。水平地震作用計算頂層重力荷載代表值計算女兒墻的自重標(biāo)準(zhǔn)值G女兒墻=1.89×(3.3+3)=11.91kN頂層屋面板構(gòu)造層及構(gòu)造層自重G屋面板=5.25×6.0×3.3=103.95kN頂層梁自重標(biāo)準(zhǔn)值G梁=2.136×3.3×2+1.636×〔6+3.3〕=29.80kN頂層柱自重標(biāo)準(zhǔn)值G柱=3.0×3×3=27kN.頂層墻自重標(biāo)準(zhǔn)值G墻=1.78×2.6×5.1+1.78×3×2.6+1.89×2.5×(2.9×2.5-1.2×1.5×2)+1.2×1.5×2×0.35+1.89×〔3×2.5-1.8×1.5〕+1.8×1.5×0.35=66.12KN屋頂雪荷載標(biāo)準(zhǔn)值Q雪=0.5×0.4kN/㎡×6m×3.3m=7.92kN頂層重力荷載代表值10畢業(yè)設(shè)計〔論文〕計算書頂G =11.91+103.95+29.80+27/2+66.12/2+7.92=200.14KN頂(8)標(biāo)準(zhǔn)層重力荷載代表值活Q =0.5×2×3.3×6=19.8KN活標(biāo)G =3.3×3.3×6+29.8+27+66.12+19.8=208.06KN標(biāo)(8)底層重力荷載代表值底層墻自重標(biāo)準(zhǔn)值：G墻1.78×3.6×5.1+1.78×3×3.6+1.94×2.5×(2.9×3.5-1.2×1.5×2)+1.2×1.5×2×0.35+1.94×〔3×3.5-1.8×1.5〕+1.8×1.5×0.35=112.64KN底G =3.3×3.3×6+29.80+19.8+66.12/2+36/2+112.64/2=222.32KN底3-3所示該榀框架的總重力荷載代表值為6Gi

200.14+208.06×4+222.32=1254.7KNi1橫向自振周期計算3-5計算框架的自振周期。11TT1TT

畢業(yè)設(shè)計〔論文〕計算書〔3-5〕ψ式中：0.7；ψTΔT為框架頂點位移。i為層間相對位移，量綱為m。橫向框架頂點位移 表3-6 Gi層次 i

(KN)

(kN)

Di(kN/m) iDiD

Δi(m)6200.14200.14294400.00680.17665208.06408.74294400.01380.16984208.06616.8294400.02100.1563208.06825.4294400.02800.1352208.061033.46294400.03510.1071222.301255.76174690.07190.07191T=1.7×0.7× 0.1766=0.50s1橫向地震作用計算0.05m/s2，Ⅱ類場地，設(shè)計地T1=0.50s>1.4Tg=1.4×0.35=0.49s，因此應(yīng)考慮頂點附加地震作用。δn=0.08T1+0.07=0.08×0.5+0.07=0.11構(gòu)造橫向總水平地震作用標(biāo)準(zhǔn)值：FF(iEK Ti

g)0.9

max

1 i1 〔 09 008 0.85 1254.7=61.89kN0.50頂部附加水平地震作用ΔFn=δnFEK=0.11×61.89=6.81KN(3-6)計算。GHFi i FFi 6 FK

) 〔3-6〕nGHj jj112

畢業(yè)設(shè)計〔論文〕計算書橫向水平地震作用下層間剪力 表3-7層次

GiHi

i j i j

Vi(kN)63.019.0200.143802.660.266614.6821.4953.016.0208.063328.960.233412.8634.3543.013.0208.062704.780.189610.4444.7933.010.0208.062080.60.14598.0452.8323.07.0208.061456.420.10215.6258.4514.04.0222.30889.200.06233.4361.88水平地震作用下框架側(cè)移驗算層間相對彈性轉(zhuǎn)角e應(yīng)滿足公式(3-7)3-8。[]1/550橫向變形驗算(3-7)3-8層次Vi(kN)Di(kN/m)Vi/Di(m)hi(m)e621.49294400.000733.01/4110534.35294400.001173.01/2564444.79294400.001523.01/1974352.83294400.001793.01/1676258.45294400.001993.01/1508161.88174690.003544.01/1130由表3-8可知，各層間彈性相對轉(zhuǎn)角均小于1/550，滿足要求?？蚣軜?gòu)造內(nèi)力計算豎向荷載作用下框架內(nèi)力計算4-1。SB=4×(1.2+1.6+2.38)×1010=20.72×1010N·mm/radSC=4×(1.2+1.6+2.38+1.945)×1010=28.5×1010N·mm/radSD=4×(1.2+1.6+1.945)×1010=18.98×1010N·mm/rad1.64 1.24B 0.309 B 0.232上柱 20.72 下柱 20.7213B 右梁

2.38420.72

0.459

畢業(yè)設(shè)計〔論文〕計算書1.64 1.24C 0.225 C 0.168上柱 28.5 下柱 28.52.384 1.9454C 0.334 C 0.273左梁 28.5 右梁 28.51.64 1.24D 0.337 D 0.253上柱 18.98D 1.94540.410D上柱 18.98

下柱 18.98桿端彎矩安排系數(shù) 表4-1B節(jié)點層次

C節(jié)點 D節(jié)點上柱下柱右梁左梁上柱下柱右梁上柱下柱右梁左梁上柱下柱右梁

B

C

C D左梁

D D上柱 下柱6 / 0.402 0.598 0.402 / 0.270 0.328 0.549

/ 0.4512～5 0.287 0.287 0.426 0.316 0.213 0.213 0.258 0.378 0.311 0.3111 0.309 0.232 0.459 0.334 0.225 0.168 0.273

0.41

0.337 0.253BCCD跨梁為例說明計算方法，其它層計算4-2。恒載作用下BC跨梁的固端彎矩為1 5 1 5M ql2 ql2=- 6.261.352 8.911.3527.19KN·mB 13

24

3 24CD跨梁的固端彎矩為1 5 1 5MB3q0l 24ql 3 24 22 2=- 6.26 1.652 10.89 1.652 11.86KN·m2活載作用下BC跨梁的固端彎矩為5 5M B

q24 1

l2=245.401.3522.05KN·mCD跨梁的固端彎矩為5 5M B

24q2

l2=246.61.6523.74KN·m14畢業(yè)設(shè)計〔論文〕計算書梁固端彎矩值(kN·m) 表4-2恒載作用下層次

活載作用下61～5

BC跨梁6.387.19

CD跨梁11.3211.86

BC跨梁0.412.05

CD跨梁0.753.74恒載作用下框架各節(jié)點的彎矩安排以及桿端安排彎矩的傳遞過程在圖4-1中進展4-2中進展。0.85的彎4-3。恒載作用下梁端和跨中彎矩值表 4-3BC跨梁層次M M M左 中

CD跨梁M M左 中 右-2.77〔--2.35〔--2.35〕〔4.44〕〔-8.98〕〔-10.69〕〔9.85〕〔-5.52〕-4.683.75-10.05-13.07.19-9.43〔-3.99〕〔4.85〕〔-8.54〕〔-11.05〕〔8.87〕〔-8.02〕-4.593.77-10.11-12.977.34-9.16〔-3.90〕〔4.87〕〔-8.59〕〔-11.02〕〔9.00〕〔-7.79〕-4.593.77-10.11-12.977.34-9.16〔-3.90〕〔4.87〕〔-8.59〕〔-11.02〕〔9.00〕〔-7.79〕-4.613.76-10.10-12.977.31-9.21〔-3.92〕〔4.86〕〔-8.59〕〔-11.02〕〔8.98〕〔-7.83〕-3.943.90-10.49-12.937.87-8.13〔-3.35〕〔4.98〕〔-8.92〕〔-10.99〕〔9.45〕〔-6.91〕

3.44

-10.56

-12.58

8.42

-6.4954321注：括號內(nèi)為調(diào)幅后的彎矩值，以使梁的下邊受拉為正反之為負(fù)。4-3。15畢業(yè)設(shè)計〔論文〕計算書上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4020.5980.4020.270.3280.5490.451-6.386.38-11.3211.322.563.821.991.331.62-6.21-5.111.031.001.910.50-3.110.81-1.85-0.82-1.210.280.190.230.570.472.77-2.7710.562.02-12.586.49-6.490.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.281.030.741.530.670.50-2.240.61-2.56-1.85-0.88-0.88-1.29-0.15-0.10-0.10-0.111.441.181.182.462.21-4.6810.051.561.39-13.009.43-5.07-4.360.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.030.741.530.500.50-2.240.61-1.85-1.85-0.80-0.80-1.20-0.09-0.06-0.06-0.081.170.960.962.292.29-4.5910.111.431.43-12.979.16-4.58-4.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.030.741.530.500.50-2.240.61-1.85-1.85-0.80-0.80-1.20-0.09-0.06-0.06-0.081.170.960.962.292.29-4.5910.111.431.43-12.979.16-4.58-4.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-7.197.19-11.8611.862.062.063.061.480.990.991.21-4.48-3.69-3.691.031.110.741.530.500.53-2.240.61-1.85-2.00-0.83-0.83-1.22-0.10-0.07-0.07-0.081.221.011.012.262.34-4.6110.101.421.45-12.979.21-4.53-4.680.3090.2320.4590.3340.2250.1680.2730.410.3370.253-7.197.19-11.8611.862.221.673.301.561.050.781.28-4.86-4.00-3.001.030.781.650.50-2.430.64-1.85-0.56-0.42-0.830.090.060.050.080.490.410.312.691.25-3.9410.491.610.83-12.938.13-5.44-2.69+0.630.42-1.35· 4-1恒載作用下框架構(gòu)造的彎矩二次安排16畢業(yè)設(shè)計〔論文〕計算書上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4020.5980.4020.270.3280.5490.451-0.410.41-0.750.750.160.250.140.090.11-0.41-0.340.300.070.130.18-0.210.06-0.58-0.15-0.22-0.04-0.03-0.030.290.230.31-0.310.640.24-0.880.69-0.690.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.080.300.270.440.050.18-0.710.22-0.17-0.58-0.19-0.19-0.270.010.010.010.010.210.160.160.480.70-1.183.030.420.55-4.002.75-1.17-1.580.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.300.270.440.180.18-0.710.22-0.58-0.58-0.25-0.25-0.37-0.03-0.02-0.02-0.020.360.290.290.640.64-1.282.990.520.52-4.032.90-1.45-1.450.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.300.270.440.180.18-0.710.22-0.58-0.58-0.25-0.25-0.37-0.03-0.02-0.02-0.020.360.290.290.640.64-1.282.990.520.52-4.032.90-1.45-1.450.2870.2870.4260.3160.2130.2130.2580.3780.3110.311-2.052.05-3.743.740.590.590.870.530.360.360.44-1.42-1.16-1.160.300.320.270.440.180.19-0.710.22-0.58-0.63-0.26-0.26-0.37-0.03-0.02-0.02-0.030.370.310.310.630.65-1.282.990.520.53-4.042.91-1.43-1.480.3090.2320.4590.3340.2250.1680.2730.410.3370.253-2.052.05-3.743.740.630.480.940.560.380.280.46-1.53-1.26-0.950.300.280.470.18-0.770.23-0.58-0.18-0.13-0.270.040.030.020.030.140.120.090.750.35-1.103.120.590.30-4.022.58-1.72-0.860.18

0.15

-0.434-2活載作用下框架構(gòu)造的彎矩二次安排17畢業(yè)設(shè)計〔論文〕計算書圖4-3 恒載作用下的框架彎矩圖〔單位：kN〕恒載作用下梁端剪力及柱軸力 表4-4梁端剪力VBVBVlBVrBVDNUBNbBNUCNbCNUDNbD68.90-14.6718.85-17.0062.7071.7065.4274.4248.757.7512.48-16.4520.40-19.31132.60141.60137.45146.45102.59111.59412.42-16.5119.31-18.16202.44211.44208.45217.45155.33164.33312.42-16.5119.31-18.16272.28281.28281.10290.10208.51217.51212.43-16.5020.45-19.31342.13351.13353.23362.23262.4271.4112.04-16.8919.31-17.86411.59423.59424.61436.61314.84326.84

柱軸力注：軸力以壓力為正，剪力以順時針方向為正反之為負(fù)。18畢業(yè)設(shè)計〔論文〕計算書4-4恒載作用下框架梁剪力及柱軸力圖〔單位：kN〕MCD跨梁MMCD跨梁MMMDE跨梁MM左中右左中右-0.310.18-0.64-0.880.41-0.69〔-0.26〕〔0.27〕〔-0.54〕〔-0.75〕〔0.53〕〔-0.59〕-1.181.18-3.03-4.002.61-2.75〔-1.00〕〔1.49〕〔-2.58〕〔-3.40〕〔3.12〕〔-2.34〕-1.281.15-2.99-4.032.52-2.90〔-1.09〕〔1.47〕〔-2.54〕〔-3.43〕〔3.04〕〔-2.47〕-1.281.15-2.99-4.032.52-2.90〔-1.09〕〔1.47〕〔-2.54〕〔-3.43〕〔3.04〕〔-2.47〕-1.281.15-2.99-4.042.51-2.91〔-1.09〕〔1.47〕〔-2.54〕〔-3.43〕〔3.04〕〔-2.47〕-1.101.17-3.12-4.022.69-2.58〔-0.94〕〔1.53〕〔-2.65〕〔-3.42〕〔3.18〕〔-2.19〕層次65432119畢業(yè)設(shè)計〔論文〕計算書圖4-5 活載作用下框架彎矩圖〔單位：kN·m〕活載作用下梁端剪力及柱軸力〔KN〕 表4-5梁端剪力層次V Vl Vr V

柱軸力N NB B

D B C D60.61-0.850.79-0.991.734.122.3552.96-4.334.83-4.079.1528.1311.8743.01-4.294.80-4.1116.6242.1721.4333.01-4.294.80-4.1124.0961.1630.9923.01-4.294.80-4.1131.5680.1540.5512.90-4.394.89-4.0238.92108.6150.0220畢業(yè)設(shè)計〔論文〕計算書恒載作用下框架梁剪力及柱軸力圖〔單位：kN〕風(fēng)荷載作用下框架內(nèi)力計算按公式4-1計算各柱的安排剪力。VVDVVijDij iDi

〔4-1〕j根柱的側(cè)向剛度。y=yn+y1+y2+y3 (4-2)高度比的修正值；y2、y3表示上、下層層高變化時反彎點高度比的修正值。按公式4-3計算柱端彎矩。MbVij ijMuVij

yh 1y)h 〔4-〕Mu、Mbij柱的上端和下端彎矩值。ij ij按公式4-4計算梁端彎矩。21Ml(Mbb i1,j

Mu)ij il

il b

畢業(yè)設(shè)計〔論文〕計算書〔4-4〕b bir Mr(Mb

Mu)i

bib i1,j

ij lrb bil、ir分別表示節(jié)點左、右梁的線剛度。b b4-3。風(fēng)荷載作用下框架柱B柱端彎矩計算 表4-6層次Vi〔kN〕Di(N/mm)Di1(N/mm)Vi1〔kN〕Kyh(m)Mbi1(kN·m)Mui1(kN·m)64.2362944091091.311.4881.35-1.77-2.16513.4652944091094.171.4881.50-6.26-6.26421.0512944091096.511.4881.50-9.77-9.77328.2122944091098.731.4881.50-13.10-13.10235.29129440910910.921.4881.50-16.38-16.38142.3717469560713.601.9832.40-32.64-21.76注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正。風(fēng)荷載作用下C柱端彎矩計算 表4-7層次Vi〔kN〕Di(N/mm)Di2(N/mm)Vi2〔kN〕Kyh(m)Mbi2(kN·m)Mui2(kN·m)64.23629440122671.772.7031.46-2.58-2.73513.46529440122675.612.7031.50-8.42-8.42421.05129440122678.772.7031.50-13.16-13.16328.212294401226711.762.7031.50-17.64-17.64235.291294401226714.712.7031.50-22.07-22.07142.3717469658815.983.6042.26-36.11-27.80注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正。風(fēng)荷載作用下D柱端彎矩計算 表4-8層次Vi〔kN〕Di(N/mm)Di2(N/mm)Vi2〔kN〕Kyh(m)Mbi2(kN·m)Mui2(kN·m)64.2362944080641.171.2161.35-1.58-1.93513.4652944080643.691.2161.50-5.54-5.54421.0512944080645.771.2161.50-8.66-8.66328.2122944080647.731.2161.50-11.60-11.60235.2912944080649.671.2161.50-14.51-14.51142.3717469527412.791.6212.48-31.72-19.44注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正2畢業(yè)設(shè)計〔論文〕計算書風(fēng)荷載作用下框架梁端彎矩及柱軸力 表4-9層次 BC跨 CD跨MMlMrVMlMrVbbbbbb

柱軸力N N NB C D62.16-1.502.7-1.361.23-1.933.3-0.96-1.360.40.9658.03-6.052.7-5.214.95-7.123.3-3.66-6.571.944.62416.03-11.872.7-10.339.71-14.23.3-7.25-16.905.0311.87322.87-16.942.7-14.7413.86-20.263.3-10.34-31.649.4322.21229.48-21.842.7-19.0117.8726.113.3-13.33-50.6515.1135.54138.14-27.422.7-24.2822.44-33.953.3-17.09-78.0725.4452.63kNkN·mkN。2、彎矩以使梁的下邊纖維受拉為正，剪力以繞隔離體順時針方向轉(zhuǎn)動為正，軸力以壓力為正。框架柱彎矩圖 〔b〕框架梁彎矩圖4-7風(fēng)荷載作用下的框架彎矩圖〔單位：KN·m)23畢業(yè)設(shè)計〔論文〕計算書4-8風(fēng)荷載作用下的框架軸力和剪力圖〔單位：KN)水平地震作用下框架內(nèi)力計算4-94-10。計算過程見以下各表。風(fēng)荷載作用下框架彎矩圖見圖4-3。地震作用下B軸柱框架柱剪力和彎矩計算 表4-10層次Vi〔kN〕Di(N/mm)Di1(N/mm)Vi1〔kN〕Kyh(m)Mbi1Mui1(kN·m)(kN·m)621.492944091096.651.4881.35-8.98-10.97534.3529440910910.631.4881.50-15.95-15.95444.7929440910913.861.4881.50-20.79-20.79352.8329440910916.351.4881.50-24.53-24.53258.4529440910918.081.4881.50-27.12-27.12161.8817469560719.151.9832.40-45.96-30.64注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正。-40.6124畢業(yè)設(shè)計〔論文〕計算書地震作用下C軸柱框架柱剪力和彎矩計算 表4-11層次 Vi(kN·m)(kN·m)621.49(kN·m)(kN·m)621.4929440122678.962.7031.46-13.08-13.80534.35294401226714.322.7031.50-21.48-21.48444.79294401226718.672.7031.50-28.01-28.01352.83294401226722.022.7031.50-33.03-33.03258.45294401226724.362.7031.50-36.54-36.54161.8817469658823.343.6042.26-52.75-40.61

Di(N/mm)

Di2(N/mm)

Vi2〔kN〕

yh(m)

Mb Mui2 i2注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正。地震作用下D軸柱框架柱剪力和彎矩計算 表4-12層次 Vi(kN·m)(kN·m)621.49(kN·m)(kN·m)621.492944080645.891.2161.35-7.95-9.72534.352944080649.411.2161.50-14.12-14.12444.7929440806412.271.2161.50-18.41-18.41352.8329440806414.471.2161.50-21.71-21.71258.4529440806416.011.2161.50-24.02-24.02161.8817469527418.861.6212.48-46.77-28.67

Di(N/mm)

Di2(N/mm)

Vi2〔kN〕

yh(m)

Mb Mui2 i2注：剪力以繞隔離體順時針方向轉(zhuǎn)動為正，彎矩以使隔離體產(chǎn)生逆時針轉(zhuǎn)動為正。地震作用下框架梁端彎矩及柱軸力 表4-13BC跨 CD跨 柱軸力層次 l l N N NMl Mrb b

V Ml Mrb b b

V B C Db610.97-7.202.7-6.735.88-9.723.3-4.73-7.202.474.73524.93-19.012.7-16.2715.55-22.073.3-11.4-26.2110.0816.13436.74-27.222.7-23.6922.27-32.533.3-16.61-53.4320.6932.74345.32-33.572.7-29.2227.47-40.123.3-20.48-87.0033.7853.22251.65-38.262.7-33.3031.31-45.733.3-23.34-125.2648.7076.56157.76-42.192.7-37.0134.52-52.693.3-26.43-167.4564.46102.99kNkN·mkN。2、彎矩以使梁的下邊纖維受拉為正，剪力以繞隔離體順時針方向轉(zhuǎn)動為正，軸力以壓力為正。25畢業(yè)設(shè)計〔論文〕計算書〔a〕框架柱彎矩圖 〔b〕框架梁彎矩圖圖4-9 地震作用下的框架彎矩圖(單位：KN·m)4-10地震作用下的剪力和軸力圖(單位：KN)26梁把握截面內(nèi)力組合1.2S +0.9×1.4(S ±S

) 1.0S +0.9×1.4(層次截面內(nèi)力 S

S S S

1.35S

+0.7×1.4S GK

QK WK GKGK QK WK EhK GK QK→←→←→M-2.35-0.262.1610.97-3.43-0.43-5.870.04V8.900.61-1.36-6.7312.619.7413.167.96M-8.98-0.54-1.50-7.20-12.65-13.35-9.57-11.55V-14.67-0.85-1.36-6.73-20.64-20.39-16.96-17.45M-10.69-0.752.235.88-15.17-10.96-16.58-8.83V18.850.79-0.96-4.7326.2222.4124.8318.64M-5.52-0.59-1.93-9.72-8.03-9.80-4.94-8.70V-17.00-0.99-0.96-4.73-23.92-22.86-20.44-19.46BCCDM-3.99-1.008.0324.93-6.374.07-16.174.87V12.482.96-5.21-16.2719.7512.1425.279.65M-8.54-2.58-6.05-19.01-14.06-21.12-5.88-19.41V-16.45-4.33-5.21-16.27-26.45-31.76-18.63-28.47M-11.05-3.404.9515.55-18.25-11.31-23.78-9.10V20.404.83-3.66-11.4032.2725.9535.1821.87M-8.02-2.34-7.12-22.07-13.12-21.54-3.60-19.94V-19.31-4.07-3.66-11.40-30.06-32.91-23.69-29.05Cl6 CrDM 4.44 0.27 0.33 1.89 6.26 6.08 5.25 5.20跨中M 9.85 0.53 -0.35 -1.92 13.82 12.05 12.93 10.08BClC5 rDMBC4.851.490.992.968.018.946.457.97跨中MCD8.873.12-1.09-3.2615.0313.2015.9511.43MCD9.003.04-2.25-5.1315.1311.8017.4710.00M-3.90M-3.90-1.0916.0336.74-6.3314.14-26.2514.92V12.423.01-10.33-23.6919.725.6831.713.20M-8.59-2.54-11.87-27.22-14.09-28.461.45-26.75V-16.51-4.29-10.33-23.69-26.49-38.23-12.20-34.93M-11.02-3.439.7122.27-18.24-5.31-29.78-3.11V19.314.80-7.25-16.6130.7720.0938.3616.22M-7.79-2.47-14.20-32.53-12.94-30.355.43-28.79V-18.16-4.11-7.25-16.61-28.54-36.11-17.84-32.47M4.871.472.085.218.0210.325.089.34M9.003.04-2.25-5.1315.1311.8017.4710.00M-3.90-1.0922.8745.32-6.3322.76-34.8723.54V12.423.01-14.74-29.2219.720.1237.27-2.36M-8.59-2.54-16.94-33.57-14.09-34.857.84-33.13V-16.51-4.29-14.74-29.22-26.49-43.79-6.65-40.49M-11.02-3.4313.8627.47-18.24-0.08-35.012.12V19.314.80-10.34-20.4830.7716.1942.2512.33M-7.79-2.47-20.26-40.12-12.94-37.9913.07-36.43V-18.16-4.11-10.34-20.48-28.54-40.00-13.94-36.37M4.871.472.975.888.0211.443.9510.46M9.003.04-3.20-6.3415.1310.6018.668.80ClC4 rCDBC跨中CDBCl3 CrDBC跨中CD-3.92-1.09-3.92-1.0929.4851.65-6.3631.07-43.2231.8512.433.01-19.01-33.3019.73-5.2442.66-7.73-8.59-2.54-21.84-38.26-14.09-41.0314.01-39.31-16.50-4.29-19.01-33.30-26.48-49.16-1.25-45.86-11.02-3.4317.8731.31-18.244.97-40.067.1720.454.8013.33-23.3432.3147.3813.7943.29-7.83-2.47-26.11-45.73-12.99-45.4120.39-43.84-19.31-4.11-13.33-23.34-30.10-45.15-11.55-41.284.861.473.826.708.0012.502.8711.538.983.04-4.12-7.2115.109.4219.807.62-3.35-0.9438.1457.76-5.4442.85-53.2643.5212.042.90-24.28-37.0119.10-12.4948.69-14.90-14.01-2.56-27.42-42.19-21.42-54.5914.51-51.78-16.89-4.39-24.28-37.01-27.10-56.394.79-53.01-12.16-3.4222.4434.52-19.779.37-47.1811.8119.314.89-17.09-26.4330.867.8050.873.94-10.99-2.19-33.95-52.69-16.98-58.7226.83-56.53-17.86-4.20-17.09-26.43-28.23-48.26-5.19-44.694.981.536.937.798.2216.64-0.8315.649.453.18-5.76-9.0915.878.0922.606.20BVMCl VM2 Cr VMDVMBC跨中MCDMBVMCl VM1 Cr VMDVMBC跨中MCD注：表中彎矩MkN·m；剪力VkN；彎矩值以使梁的下邊纖維受拉為正反之為負(fù),剪力以順時針方向為正。S柱把握截面內(nèi)力組合SS S S S GK QK WK

EhK

1.35SGK+0.7×1.4SQ 1.2SGK+0.9×1.4(SQK±SWK) 1.0SGK+0.9×1.4(K→←→K→←→Mu2.770.31-2.16-10.974.040.997.050.44Mb2.460.58-1.77-8.983.891.456.560.96N62.701.73-1.36-7.2086.3475.7179.5963.17V-1.74-1.101.316.65-3.43-1.82-3.24-1.48Mu-2.02-0.24-2.73-13.80-2.96-6.171.33-5.76Mb-1.56-0.42-2.58-13.08-2.52-5.651.55-5.34N64.524.120.402.4791.1483.1282.4070.22V1.190.361.778.961.964.111.283.87Mu-6.49-0.69-1.93-9.72-9.44-11.09-5.29-9.79Mb-5.07-1.17-1.58-7.95-7.99-9.55-4.41-8.54N48.702.350.964.7368.0562.6161.0952.87V3.850.431.175.895.626.645.145.87Mu2.210.70-6.26-15.953.67-4.3510.87-4.80Mb2.290.64-6.26-15.953.72-4.3310.91-4.79N132.609.15-6.5710.63187.98162.37176.10135.85V-1.50-0.894.1710.32-2.902.33-5.602.63Mu-1.39-0.55-8.42-21.48-2.42-12.977.46-12.69Mb-1.43-0.52-8.42-21.48-2.44-12.987.44-12.69N137.4528.131.9414.32213.12202.83192.39175.34V0.940.325.6113.981.588.60-2.908.41Mu-4.36-1.58-5.54-14.12-7.43-14.20-0.01-13.33Mb-4.58-1.45-5.54-14.12-7.60-14.30-0.15-13.39N102.5911.874.6216.13150.13143.89131.62123.37V2.980.363.699.414.388.681.518.086 C軸柱D軸柱B軸柱5 C軸柱D軸柱Mu2.290.64Mu2.290.64-9.77-20.793.72-8.7614.42-9.21Mb2.290.64-9.77-20.793.72-8.7614.42-9.21N202.4416.62-16.90-53.43289.58242.58277.71202.09V-1.53-0.916.5113.86-2.965.22-8.005.53Mu-1.43-0.55-13.16-28.01-2.47-18.9912.15-18.70Mb-1.43-0.52-13.16-28.01-2.44-18.9512.18-18.67N208.4542.175.0320.69322.73309.61288.54267.92V0.950.328.7718.671.6012.59-6.0512.40Mu-4.58-1.45-8.66-18.41-7.60-18.232.97-17.32Mb-4.58-1.45-8.66-18.41-7.60-18.232.97-17.32N155.3321.4311.8732.74230.70228.35197.22197.29V3.050.375.7712.274.4811.40-0.4810.79Mu2.290.64-13.10-24.533.72-12.9517.75-13.41Mb2.260.63-13.10-24.533.67-13.0017.70-13.45N272.2824.09-31.64-87.00391.19317.22383.73262.77V-1.52-0.908.7316.35-2.938.04-10.198.35Mu-1.43-0.52-17.64-33.03-2.44-24.6016.66-24.31Mb-1.43-0.52-17.64-33.03-2.44-24.6016.66-24.31N281.1061.169.4333.78439.42426.26390.31370.04V0.95-1.4311.7622.02-0.1214.16-10.7913.97Mu-4.58-1.45-11.60-21.71-7.60-21.945.91-21.02Mb-4.58-1.43-11.60-21.71-7.58-21.915.93-21.00N208.5130.9922.2153.22311.86317.24260.25275.54V3.050.367.7314.474.4713.85-2.4513.244 C軸柱D軸柱B軸柱3 C軸柱D軸柱Mb2.690.75-16.38Mb2.690.75-16.38-27.124.37-16.4721.62-17.00N342.1331.56-50.65-125.26492.80386.50494.03318.08V-1.68-0.9810.9218.08-3.2310.51-12.6610.84Mu-1.45-0.53-22.07-36.54-2.48-30.2221.06-29.93Mb-1.61-0.59-22.07-36.54-2.75-30.4820.81-30.16N353.2380.1515.1148.70555.41543.90490.18473.26V1.020.3314.7124.361.7020.17-11.9019.97Mu-4.68-1.48-14.51-24.02-7.77-25.768.67-24.83Mb-5.44-1.72-14.51-24.02-9.03-26.987.52-25.89N262.4040.5535.5476.56393.98410.75321.15358.27V3.370.399.6716.014.9316.72-3.9816.05Mu1.250.35-21.76-30.642.03-25.4824.87-25.73Mb0.630.18-32.64-45.961.03-40.1434.84-40.27N411.5938.92-78.07-167.45593.79444.58612.16362.26V-0.47-0.4013.6019.15-1.0316.07-13.3016.16Mu-0.83-0.30-27.80-40.61-1.41-36.4027.76-36.24Mb-0.42-0.15-36.11-52.75-0.71-46.1936.72-46.11N426.61108.6125.4464.46682.36680.84596.36595.51V0.310.1421.3023.340.5627.39-19.5327.32Mu-2.69-0.86-15.98-28.67-4.47-24.4513.15-23.91Mb-1.35-0.43-31.72-46.77-2.24-42.1330.93-41.86N314.8450.0252.63102.99474.05507.15376.46444.18V1.010.1412.7918.861.5017.50-10.1817.30D軸柱B軸柱1 C軸柱D軸柱注：表中彎矩M的量綱為kN·m；剪力V的量綱為kN；彎矩值以使梁的下邊纖維受拉為正畢業(yè)設(shè)計〔論文〕計算書內(nèi)力組合梁把握截面內(nèi)力組合8度，不需要同時考慮風(fēng)荷載和地震荷載作用。依據(jù)以下方式進展組合：當(dāng)永久荷載起把握作用時，僅考慮樓面活荷載效應(yīng)參與組合，則S=1.35SGK+0.7×1.4SQK當(dāng)可變荷載起把握作用時，不考慮地震荷載效應(yīng)，則S=1.0SGK+0.9×1.4(SQK±SWK)當(dāng)可變荷載起把握作用時，不考慮風(fēng)荷載效應(yīng)，則S=1.2〔SGK+0.5SQK〕±1.3SEhK5-1。柱把握截面內(nèi)力組合5-2。梁、柱截面設(shè)計及配筋計算材料強度：C30混凝土〔fc=14.3N/mm2，ft=1.43N/mm2〕；HRB335級鋼筋〔fyfy300N/mm〕；HPB300級鋼筋〔fy=270N/mm2〕。15mm25mm30mm。梁截面設(shè)計及配筋計算11層。BCl0=2700mmMBC=17.02kN·mMB=－79.67kN·m；MCl=－72.30kN·m〔MC=70.05kN·m；MDl=36.50kN·m〕VB=64.30kN；CDl0=3300mm

VCl=－71.02kN〔MCr=28.23kN·m；MD=54.00kN·m〕33VCr=60.47kN；梁正截面受彎承載力計算

畢業(yè)設(shè)計〔論文〕計算書VE=－58.31kN〔1〕BCT形截面計算。翼緣計l0考慮，bf’=l0/3=2700/3=900mmsn考慮，sn=2300mmbf’=b+sn=200+2300=2500mm；按梁翼緣高度hf’hf’/h0=100/375=0.27>0.1bf’不受此限制。bf’=900mm。fb”h” (h1 c f f

h”f

/2)1.014.3900100(375100/2)=418.28106 N·mm=418.28kN·m>17.02kN·mT形截面。即CD跨梁也屬于第一類T形截面計算。s

Mfb”h2

70.051061.014.39003752

0.03871 c f 01 1 120.03870.0395 0.518s bA 1s

fb”hc f 0fy

1.014.39003750.0395 635mm2300min

maxmax0.45

f,0.2%0.215%tfy tAs,min

min

bh0.215%200400172mm2Ass實配鋼筋 。支座B截面：A’=710mm2sMf

”A”(h

ys 1

s 0 fbh2c 0

1.014.32003752

2a”1 s

1 120.02070.0209b

0.518且

s0.213hoM 79.67106A 792.7mm2s f(hy o

a”) 300(37540)s34畢業(yè)設(shè)計〔論文〕計算書A實配鋼筋 〔=804mm2〕。AsC截面：lM 72.30106A 719.4mm2s

f (hy

a”) 300(37540)sA〔=763mm2〕。As〔2〕CD跨梁M=54.00kN·m。s

Mfb”h2

54.001061.014.311003752

0.02441 c f 01 s

1 120.02440.0247b

0.518A 1s

fb”hc f 0fy

1.014.311003750.0247300

486mm2min

maxmax0.45

f,0.2%0.215%tfy tAs,min

min

bh0.215%200400172mm2AsA實配鋼筋 〔=509mm2〕。AsC截面：rM 61.52106A 612mm2s f (hy 0

a”) 300(37540)sA實配鋼筋 〔=663mm2〕。AsAD=663mm2AsMf

”A”(h

a”)

80010630066337540407 ys 1

s 0 fbh2c 0

1.014.32003752

2a”1 s

1 120.04070.0416b

0.518且

s0.213hoM 83.00106A 825.9mm2s f (hy o

a”) 300(37540)sA實配鋼筋 〔=911mm2〕。As35梁斜截面受剪承載力計算

畢業(yè)設(shè)計〔論文〕計算書BCCDr支座hw/b=375/200=1.875<4，故0.25 fbh 0.251.014.3200375268.125kNVc c 0因此，截面尺寸滿足要求。0.7fbh 0.71.4320037575.075kNVt 0所以梁的箍筋應(yīng)按構(gòu)造要求配置，取8@200。柱截面設(shè)計及配筋計算1層柱的內(nèi)力是最大的。因此，11層柱的配筋。B軸柱：M1=41.54kN·m；M2=60.61kN·mN=734.95kN；C軸柱分為兩組內(nèi)力：N=660.90kN；N=682.36kN；D軸柱：M1=41.02kN·m；M2=62.68kN·mN=541.71kN；B軸柱截面配筋計算推斷是否需要考慮附加彎矩取aa”s s

45mm，h0

has

40045355mm

M141.540.6920.9M 60.062軸壓比 NAfc

734.9510330040014.3

0.4280.9截面回轉(zhuǎn)半徑 i h2 3

400115.5mm2 3長細(xì)比

l 4000 M 41.54 i 115.5 M2

60.0636故不需要考慮桿件自身撓曲變形的影響。計算彎矩設(shè)計值

畢業(yè)設(shè)計〔論文〕計算書C 0.70.3M1m M2

0.70.3

41.5460.06

0.7C

=0.7； 1mnsm由于Cm ns

0.71，取Cm ns

1.0MCm

Mns

1.060.0660.06kN·m判別偏壓類型M 60.06106e 0 N

734.95103

h40030 30

13.3mm20mm,取ea

20mme e e i 0 a 0故為小偏心受壓構(gòu)件ASeei

ha2

102

4002

45257mm按下式計算截面受壓區(qū)相對高度： fbh 1c 0b Ne0.431

fbh2c

bfbh(1 b

)(h0

a”)s

1c 01

0.8,1

1.0,b

0.518。fbh0.5181.014.3300355788.88KNN734.95KNb 1 c即應(yīng)按構(gòu)造配置縱向受力鋼筋。A”As s

min

bh0.002300400240mm2A實配鋼筋 〔=402mm2〕。As截面總配筋率

A”A s Abh

402402300400

0.00670.0055，滿足要求。垂直于彎矩作用平面的受壓承載力驗算l04000b 300

13.3，查表得0.93則37畢業(yè)設(shè)計〔論文〕計算書N 0.9(fAf”A”)0.90.93(14.33004003004022)u c

s=1638.176kN>N=578.74kN滿足要求。斜截面受剪承載力驗算5-2知，BV=25.70KNN=734.92KN。剪跨比 Hn40004005.073，取3。2h 235501.75

fbht

1.751.4330035566.63kNV25.07kN31所以應(yīng)按構(gòu)造要求配置箍筋，取8@200。C軸柱截面配筋計算先計算彎矩值較大的第1組內(nèi)力N=660.90kN；推斷是否需要考慮附加彎矩取aa”s s

45mm，h0

has

40045355mm

M153.970.7800.9M 69.172軸壓比 NAfc

660.9010330040014.3

0.3850.9截面回轉(zhuǎn)半徑 i h2 3

400115.5mm2 3長細(xì)比

l 4000 M 53.97 i 115.5 M2故不需要考慮桿件自身撓曲變形的影響。計算彎矩設(shè)計值計算彎矩設(shè)計值

69.17MC 0.70.3 1Mm M2

0.70.353.9769.17

0.470.7Cm=0.7；ns1由于Cm ns

0.71，取Cm ns

1.038MCm

Mns

1.069.1769.17kN·m

畢業(yè)設(shè)計〔論文〕計算書判別偏壓類型M 69.17106e 0 N 660.90103h400

13.3mm20mm,取e

20mm30 30 ae e