建筑抗震課程設計.

1、目錄、工程概況 11. 結構方案12. 結構布置及梁柱截面及板厚確定 1二、重力荷載代表值的計算 21. 樓面荷載標準值 22. 屋面荷載標準值： 3三、結構自震周期計算 31. 橫梁線剛度的計算： 32. 柱線剛度的計算：4四、水平地震作用計算 51. 計算水平地震影響系數 52. 結構總的水平地震作用標準值 5五、多遇水平地震作用下的位移驗算 5六、水平地震作用下框架內力計算 61. 框架柱端剪力及彎矩 62. 梁端彎矩、剪力及柱軸力 6七、豎向荷載作用框架內力分析 91. 梁的相對轉動剛度92. 連續(xù)梁荷載和彎矩計算 93. 采用彎矩二次分配法 104. 框架梁、柱的彎、剪、軸計算： 1

2、2八、內力組合 15九、設計體會及今后的改進意見 19十、參考文獻 20II、工程概況1.結構方案設計五層辦公樓，混凝土的重度為25kN m3，墻體面荷載為2.4kNm2樓面活荷載為2.0kNm2。走廊、樓梯活荷載均為3.5kN m2，屋面雪荷載為0.5kN；m2 ;設防烈度為8度，地面加速度為0.20g,場地類別為U類，地震分組為一組。2.結構布置及梁柱截面及板厚確定2.1結構布置見圖1Z4Z25100gZIZ1Z4Z2Z3510012Z1Z1Z151005100510051005100Sb 1 = dsT機0 lMOL?丄:1.1080C'WOO-:2001#2.2各梁柱截面尺寸:

3、#(1) 梁的尺寸1111怖h = ( s )| =( s ) 4200 = (233.3mmS525mm),取 h = 500mm18 8 18 81 111b=(-s )| =( s ) 500 =(166.7mmS250mm)，取 = 250mm3 232(2) 板的尺寸1 1按雙向板設計，則板厚：h I4200 = 84mm,取h=100mm5050(3) 柱的尺寸采用底層柱軸力估算：假設結構每平方米的總荷載設計值為 12KN則底層中柱的軸力設計值約為：N =12 (4.22.4) 5.1 5 =1009.8kN2 2采用C30混凝土搗實，假定柱的截面尺寸為 bx h=600mm 60

4、0mm則柱的軸比為:Nu =fcbh100980014.3 500 500= 0.282#故取柱子的尺寸為 bx h=500mX 500mm柱子均為通長設置。二、重力荷載代表值的計算按恒載取全部，活載取50%各層的墻體均取本層的一半和上一層的一半，頂層只取下層的一半計算。1. 樓面荷載標準值(1)底層 恒載梁：0.5 0.25 25 1.4 8 5.1+9 (4.2 2+2.4 )1 = 813.75kN板：0.1 25 40.8 10.8 =1101.6kN1墻體：2.4； 門(8.7 51.6) 2 7.8 140.4 丨 - 2543.18kN柱子：25 (0.5 0.5 36) 51

5、36 =978.75kN2 活載 0.53.5 (2.4 40.8-4.2 5.1) 2.0 2 4.2 40.8 = 551.57kN共計:5988.85 kN24層 恒載梁板：1101.6 813.75 =1915.35kN墻體：2.4 1(40.8 10.8) 2 (40.8 2 8.4 7 3.6=2104.7kN柱子：25 0.5 0.5 3.6 36 =810kN 活載551.57 kN共計5381.62kN2. 屋面荷載標準值：(1)頂層 恒載梁板：1915.35kN墻體2.4(40.8 10.8) 2 (于 1.2)才(40.8 2 8.4 7)1349.57kN柱子：25 0

6、.5 0.5 36 =405kN2 活載：40.8 10.8 0.5 0.5 =110.16kN共計3780.08 kN三、結構自震周期計算1. 橫梁線剛度的計算：(1)梁柱的剛度均采用D值法計算表1梁的抗側移剛度部位截面h 5 /m2跨度l /m矩形截面慣性矩1。=bh3/12"3410 m邊框架梁中框架梁lb日010 m4EcIb l410 kN mh =2I010m4EJbl410 kN m走道梁0.25 252.42.603.94.885.206.50樓層梁0.25 漢0.54.22.603.92.795.203.71混凝土 C30 Ec =3.0 104 N mm242.

7、柱線剛度的計算:柱抗側移剛度:12icV般層：寸A ；對于底層:ic2 + K5#表2框架柱值及樓層抗側移剛度樓層層高柱號根數截面hb/m2Ic 比h：'12103mi _ECIc C l 10kNmKaDj/ kINm送Dj kNm2D kNm2253.6Zi140.5<0.55.2084.340.860.312081169134587928Z2140.5<0.55.2084.342.35 ().5421745304430Z340.5<0.55.2084.341.77 ().471892675704乙40.5<0.55.2084.340.64 ().24966

8、53866015.1乙140.5<0.55.2083.061.21 ().537460104440316986Z2140.欣 0.55.2083.063.33 ().7210557147798Z340.5<0.55.2083.062.50 ().67943137724乙40.5<0.55.2083.060.91 ().48675627024樓層抗側移剛度如表2所示(4) 結構自振周期計算采用假想頂點位移計算見表3表3假想頂點位移計算樓層重力代表值(kN)樓層剪力VgT Gi/kN樓層抗側移度D/10kNm層間位移6=VGi/Di/m樓層位移心=E © / m5378

9、0.083780.085879280.00640.162245381.629161.75879280.01550.155835381.6214543.325879280.02470.140325381.6219924.945879280.03380.115615988.8525913.793169860.08180.0818Zg25913.79取叫=0.60，結構的自振周期為：T1 =1.7叫TbS =1.75.60江 j0.1622=0.41(s)四、水平地震作用計算1.計算水平地震影響系數多遇地震設防烈度8度，地面加速度為0.20g，查表得amax=0.16場地類別為U類，地震分組為第一組

10、，查表得Tg =0.35(s)故地震影響系數為:amax二 0350.16 =0.1360.412.結構總的水平地震作用標準值樓層水平剪力求解采用底部剪力法，結構等效總重力Geq取重力荷載代表的85燉算，則結構底部剪力標準值FEk為：FEk 二 aiGeq =0.136 0.85 25913.79= 2995.63kN由于T0.41(s) : 1.4Tg二0.49(s)，不需修正頂層附加地震作用。各層水平地震作用計算公式為：F5GiHiFEk，計算結果如表 4。Z GjHjj w(3)樓層地震位移計算5地震作用下各樓層水平地震層間剪力為：M =、Fk，計算結果如表4所示k 二i五、多遇水平地震

11、作用下的位移驗算多遇地震作用標準值產生的樓層內最大的彈性層間位移 厶 =上Gi彈性層間位移角為：入二皿h其中h為計算樓層層高，計算結果如表4所示表4 f、M、日e的計算樓層層 高hi/mGi/kNHi/mGiHiZ GiHiFi/kNVi/kNDi kN/mAUe 10/m日e53.63780.0819.573711436864505.5505.55879280.861418643.65381.6215.985568586.81092.35879281.861193533.65381.6212.366194453.91546.25879282.631136923.65381.628.74682

12、0321.11867.35879283.181113215.15988.855.130543208.12075.43169866.551778顯然彈性層角位移均小于彈性層間角限制叮=丘故梁柱截面尺寸均滿足要求六、水平地震作用下框架內力計算1.框架柱端剪力及彎矩選用軸為計算單元，見下表:框架柱剪力和柱端彎矩標準值柱層數hiViDiDijDjDiVkKy.bMjMt乙53.6505.45587928120810.02110.610.860.3312.6025.5943.61092.2587928120810.02122.940.860.4033.0349.5533.61546.1587928120

13、810.02132.470.860.4552.6064.2923.61867.2587928120810.02139.210.860.5070.5870.5815.12075.331698674600.02449.811.210.63160.0493.9953.6505.45587928217450.03718.72.350.4227.9439.3843.61092.2587928217450.03740.412.350.4565.4680.0133.61546.1587928217450.03757.212.350.50102.98102.9823.61867.2587928217450.0

14、3769.082.350.50124.34124.3415.12075.3316986105570.03364.483.330.67234115.252.梁端彎矩、剪力及柱軸力見下表：水平地震作用下框架梁端彎矩、剪力及柱軸力樓層AB跨BC跨乙Z2跨度lMEkMEkVEk跨 度lMEkMEkVEkNEkNEk54.225.5914.319.52.425.0725.0720.899.511.3944.262.1539.2324.142.468.7268.7257.2733.6444.5234.297.3261.2137.752.4107.23107.2389.3671.3996.1324.2123

15、.1882.6149.02.4144.71144.71120.6120.39167.714.2164.5787.0759.912.4152.52152.52127.1180.3234.9卜51L3911399.53564 44.5233.6471.3996,1296.1371.39120.5)167.；20.39180.3234 J51234.9180,3® © ®水平地震荷載作用下框架軸力圖111k85U75O16.7® 16.7201 9.M3 1t8f24,1426.65 37<7ff37t 26*6657,2738J337.75154.08

16、9,3654937疋1 38,1；546.2342,9315M1ZJOO5.100D.OOD49065,5059974.37VZU3 49,0 斗62565,f277174E59.942.93水平地震荷載作用下框架剪力圖5.59"368-797.321鳥詞矗嚴552.5070.5164.57>WZ23 I馬訂算垃禺6葩9107.61,21 廠 / /nn 引 >144-.71-附據說4懿尸瑕123.18bU 70.5B/fjaiso/LT"屮1152.52 &2.6187.07/八52.523ZO.7234亠(g)©160,0(E水平地震荷載作

17、用下框架彎矩圖13S'1.梁柱轉動相對剛度七、豎向荷載作用框架內力分析二Sik6 1251 1斗1039281_7節(jié)點布置圖梁柱轉動剛度計算桿件名稱轉動剛度S相對轉動剛度S'梁邊跨444><ib =3.714x10 ><4 = 14.86x101.000中跨2Ib =6.50x104 x2=13.0x1040.875柱底層4 漢 J = 3.06 域 104 漢4 = 12.24漢1040.824其余層444x0=4.33x10 x4 = 17.32><101.166各節(jié)點分配系數節(jié)點Z S卩左卩右卩上卩下61.0 +1.166 =2.166

18、-0.462-0.5383-51.0+1.166 漢2 =3.332-0.3000.3500.35021.0 +1.166 +0.824 =2.990-0.3340.3900.276121.0 +1.166 +0.875 = 3.0410.2880.329-0.3839-111.0+1.166漢2 +0.875 = 4.2060.2070.2390.277 :0.27781.0 +1.166+0.875+0.824 =3.8650.2260.2590.3020.2132連續(xù)梁荷載和彎矩計算（1）連續(xù)梁恒載頂層14AB跨的線荷載：q=25 0.25 0.5+0.625 25 0.1 4.2 =9

19、.69kNmBC跨的線荷載：q=25 0.25 0.5+0.625 25 0.1 2.4=6.88kN m 則彎矩、剪力計算如表其它層AB跨的線荷載：q1 =25 0.25 0.5+0.625 25 0.1 4.2+2.4 3.6 =18.33kN mBC跨的線荷載：qi =25 0.25 0.5+0.625 25 0.1 2.4 =6.88kN m(2)連續(xù)梁活荷載 頂層AB跨的線荷載： 4=0.4 4.2 0.5=0.84kN mBC跨的線荷載： 5=0.4 2.4 0.5=0.48kN. m 則彎矩、剪力計算如表 其它層AB跨的線荷載：5 二2.0 4.2 0.5 =4.2kN mBC跨

20、的線荷載：q =3.5 2.4 0.5=4.2kN m（3）彎矩計算AB跨的彎矩：M -ql212BC跨的彎矩：M =1q(-)23 22415考慮塑性內力重分布的影響，梁端彎矩調幅系數取0.8，跨中彎矩無增大計算, 矩取支座的外邊緣彎矩計算： 其中Mc為支座軸向的彎矩， 則梁彎矩、剪力為：梁左：梁右：跨中：3采用彎矩二次分配法Vc為支座軸向剪力，b為支座的寬度。M Ek = 0.8MEk =0.8梁端彎詈b，VEk_q2 2M中=1.2也（下拉）2416174.框架梁、柱的彎、剪、軸計算:豎向荷載作用下的梁端剪力計算:樓層q'lql2S送Ml右s1+Z M lABBCABBCABBC

21、ABBCABBCABBC9.696.8820.358.2650.840.484.22.41.760.581.88020.238.8423.998.8418.336.8838.498.2644.24.24.22.48.825.040.97046.3413.3048.2813.318.336.8838.498.2634.24.24.22.48.825.040.94046.3713.3048.2513.318.336.8838.498.2624.24.24.22.48.825.040.95046.3613.3048.2613.318.336.8838.498.2614.24.24.22.48.825

22、.041.08046.2313.3048.3913.3由于除底層外其他的柱均為彈性支撐，線剛度按0.9折算，傳力系數取13，底層柱不作此修正框架梁剪力、彎矩樓層梁AB梁BC跨度lMEkMEkM中v1EkvrEk跨度lMEkMEkM中v1EkvrEk54.2-11.94 21.846.3320.23 -23.992.4-8.688.68-3.388.80-8.8444.2-28.35 33.46 18.77 46.34 -48.232.4-14.29 14.29-6.2913.30-13.3034.2-28.34 33.78 18.37 46.37 -48.252.4-13.91 13.91-5

23、.9113.30-13.3024.2-28.733.67 *8.50 46.36 -48262.4-14.04 14.04-6.0413.30-13.3014.2-28.21 33.87 18.64 46.23 -48.392.4-14.69 14.69-6.6913.30-13.30框架柱的彎矩、剪力、軸力樓 層柱乙柱Z2層 高mGeMGeNGEVGE層 高mGemGeNGEVGE53.611.94 1020.23-3.323.6P-9.32029.072.5943.615.0113.3466.57-7.883.6-10.39-8.888.715.3333.614.4214.42112.94

24、-8.013.6-9.95-9.95148.385.5323.615.1913.49159.3-7.873.6-10.45-9.2208.845.4615.112.6915.52205.53-5.535.1-8.6-10.6267.573.761820.238.9423.99 _ 詢23.99IT .20.2192.592 593.32#46.3413.30H-8,28#43.28心3)4匸3#7.885,335.337,S8#H-6,3713.3043.25#3.0146.3r_i4S. 251 珥5.535,5346373.0148,26 心刃46,3S#7.975.4&5.467

25、.97#46.213,30H-8.395.5348,3913.3046.23.763.765,53#豎向荷載作用下剪力圖#20.2329.0729,0720,23#66.57S3,71BB.5766,57#112.94148,3148.38112.9 4159,3208,8-20&呂斗159.3205.53 267.5267,57205.53(B)(C)20#豎向荷載作用下軸力圖#11.9428,3515仙59.69（S）3邑462卩弧21.84/3,38 .6：33/肛29 b 8；8 NCLS& 1877 33.78/托0匕14.4Zy.9537H5I u d W . 28

26、 丄 1S73Y7/ 4.04 128.S14,4228.212用is,m6.04* 18, 33J87A /1469 1 5,52"/6.6918.64E35 豎向荷載作用下彎矩圖22八、內力組合橫向水平地震作用與重力荷載代表值組合效應（AB）樓 層部 位左地震右地震重力荷載代表值最大值MVMVMVMV5梁 左-25.599.525.59-9.5-11.9420.23-47.6036.63梁 右-14.319.514.31-9.521.84-22.9943.61-39.94跨 中-5.649.55.64-9.56.33014.9304梁 左-62.1524.1462.15-24.1

27、4-28.3546.34-114.8286.99梁 右-39.2324.1439.23-24.1433.46-48.2891.25-89.32跨 中-11.4124.1411.41-24.1418.77037.3603梁 左-97.3237.7597.32-37.75-28.8446.37-161.12104.72梁 右-61.2137.7561.21-37.7533.78-48.25120.11-106.98跨 中-18.0637.7518.06-37.7518.50045.6802梁 左-123.1849.0123.18-49.0-28.741.24-194.57113.19梁 右-82.

28、6149.082.61-49.033.67-48.26147.8-121.61跨 中-20.2949.020.29-49.018.50048.5801梁 左-164.5759.91164.57-59.91-28.2146.23-247.79133.36梁 右-87.0759.9187.07-59.9133.87-48.39153.84-135.95跨 中-38.7559.9138.75-59.9118.64072.740橫向水平地震作用與重力荷載代表值組合效應（B0樓 層部 位左地震右地震重力何載代表值最大值MVMVMVMV5梁 左-25.0720.8925.07-20.89-8.688.84

29、-43.0137.77梁 右-25.0720.8925.07-20.898.68-8.8443.01-37.77跨 中020.890-20.89-3.380-4.06-27.164梁 左-68.7257.2768.72-57.27-14.2913.30-106.4890.41梁 右-68.7257.2768.72-57.2714.29-13.30106.48-90.41跨 中057.270-57.27-6.290-7.55-74.453梁 左-107.2389.36107.23-89.36-13.9113.30-156.09132.13梁 右-107.2389.36107.23-89.3613

30、.91-13.30156.09-132.13跨 中089.360-89.36-5.910-7.68-107.232梁 左-144.71120.6144.71-120.6-14.0413.30-204.97172.74梁 右-144.71120.6144.71-120.614.04-13.30204.97-172.74跨 中0120.60-120.6-6.040-7.85-144.721梁 左-152.52127.1152.52-127.1-14.6913.30-215.9181.19梁 右-152.52127.1152.52-127.114.69-13.30215.9-181.19跨 中012

31、7.10-127.1-6.690-8.7-152.5224柱的橫向水平地震作用與重力荷載代表值組合效應（乙）樓層部 位左地震右地震重力何載代表值最大值MVNMVNMVNMVN5柱 上25.59-10.619.5-25.5910.619.50-3.3220.2333.27-17.7852.27柱 下12.6-10.619.5-12.610.619.511.94-3.3220.2330.71-17.7852.274柱 上49.55-22.9433.64-49.5522.9433.6413.34-7.8866.5780.42-39.28123.62柱 下33.03-22.9433.64-33.032

32、2.9433.6415.01-7.8866.5760.95-39.28123.623柱 上64.29-32.4771.39-64.2932.4771.3914.42-8.01112.94100.88-51.82228.34柱 下52.60-32.4771.39-52.6032.4771.3914.42-8.01112.9485.68-51.82 :228.342柱 上70.58-39.21120.39-70.5839.21120.3913.49-7.97159.3107.94-60.54347.67柱 下70.58-39.21120.39-70.5839.21120.3915.19-7.97159.3110.0-60.54347.671柱 上93.99-49.81180.3-93.9949.81180.315.52-5.53205.53140.84-71.39481.03柱 下160.04-49.81180.3-160.0449.81180.312.69-5.53205.53223.28-71.39481.03柱的橫向水平地震作用與重力荷載代表值組合效應（Z2 ）樓層部 位左地震右地震重力何載代表值最大值MVNMVNMVNMVN5柱 上39.