3荷載取值總信息

1、1設(shè)計(jì)依據(jù)- -1設(shè)計(jì)依據(jù)- # -1.1規(guī)范規(guī)程1.1.1國家規(guī)范工程結(jié)構(gòu)可靠性統(tǒng)一標(biāo)準(zhǔn)(GB50153-2008)建筑結(jié)構(gòu)荷載規(guī)范(GB50009-2012)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2010)建筑抗震設(shè)計(jì)規(guī)范(GB50011-2010)建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)(GB50223-2008)建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范(GB50007-2002)建筑設(shè)計(jì)防火規(guī)范(GB50016-2006)混凝土結(jié)構(gòu)耐久性設(shè)計(jì)規(guī)范(GB/T50476-2008)地下工程防水技術(shù)規(guī)范(GB50108-2008)建筑樁基技術(shù)規(guī)范(JGJ94-2008)混凝土小型空心砌塊建筑技術(shù)規(guī)程(JGJ/T14-2004)1

2、.1.2廣東省規(guī)范建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范(DBJ15-31-2003)預(yù)拌砂漿應(yīng)用技術(shù)規(guī)程(DBJ/T15-37-2004)非承重混凝土小型砌塊砌體工程技術(shù)規(guī)程(DBJ/T15-18-97)1.3地基基礎(chǔ)檢測規(guī)范(DBJ15-60-2008)相關(guān)資料巖土工程勘查報(bào)告(廣東有色工程勘察設(shè)計(jì)院)2.12結(jié)構(gòu)的安全等級(jí) 結(jié)構(gòu)安全等級(jí) 結(jié)構(gòu)設(shè)計(jì)使用年限 建筑結(jié)構(gòu)安全等級(jí) 地基基礎(chǔ)設(shè)計(jì)等級(jí) 建筑樁基設(shè)計(jì)等級(jí)50 年(GB50068-2001 表 1.0.5) 二級(jí)丙級(jí) 丙級(jí)(GB50068-2001 表 1.0.8) (DBJ15-31-2003 表 3.0.1) (JGJ94-2008 表 3.1.2)

3、3荷載部分3.1材料自重(詳GB 50009-2001附錄A及07G102工程做法(自重計(jì)算)墻體采用蒸壓粉煤灰加氣混凝土砌塊：10 kN/m3鋼筋混凝土： 25 kN/m3泡沫玻璃保溫板：5 kN/m3陶?；炷粒?13 kN/m3普通玻璃：25.6 kN/m3石灰砂漿(石灰膏砂漿)：17 kN/m3水泥砂漿：20 kN/m3飾面瓦(小青瓦)：1.1 kN/m2地面瓷面磚：19.8 kN/m3大理石、花崗巖：28 kN/m3樓、地面防水：0.05 kN/m2 3.2墻體、樓面(含地下室)、屋面荷載計(jì)算3.2.1墻體荷載計(jì)算：100mn厚內(nèi)墻(表面粉刷)：墻表面粉刷層 20mn厚: 0.02*

4、17=0.34KN/m 2 加氣混凝土砌塊 100mn厚: 0.100*10=1.0 kN/m 2 墻表面粉刷層 20mn厚: 0.02*17=0.34KN/m 2 恒載合計(jì)：1.68 kN/m 2200mn厚內(nèi)墻(表面粉刷)：墻表面粉刷層 20mn厚: 0.02*17=0.34KN/m 2 加氣混凝土砌塊 200mn厚: 0.20*10=2.0 kN/m 2 墻表面粉刷層 20mn厚: 0.02*17=0.34KN/m 2 恒載合計(jì)：2.68 kN/m 2200mn厚內(nèi)、外墻(一面粉刷、一面瓷面磚)：瓷面磚墻面 8mnff: 0.008*19.8=0.16 kN/m 2混合砂漿批面 20mn

5、厚: 0.020*17=0.34KN/m 2 加氣混凝土砌塊 100mn厚: 0.20*10=2.0 kN/m 2 墻表面粉刷層 20mm厚: 0.02*17=0.34KN/m 2 恒載合計(jì)：2.84 kN/m 2322首層:- - -酒樓 （完成面：1.000,結(jié)構(gòu)面：0.950） 恒載：瓷面磚地面 8mm 厚：0.008*19.8=0.16KN/m 2 混合砂漿批面 20mm 厚：0.062*17=1.054KN/m 2 恒載合計(jì)：1.22KN/m2活載：3.5KN/m 2美食街其他小吃店同酒樓：（完成面：H，結(jié)構(gòu)面：H-0.050） 住宅其余空間（同標(biāo)準(zhǔn)層）。3.2.3 二層：小吃店：（

6、完成面：0.00,結(jié)構(gòu)面：-0.050） 恒載：瓷面磚地面 8mm 厚：0.008*19.8=0.16KN/m 2 混合砂漿批面 57mm 厚：0.057*17=0.97KN/m 2 板底紙筋灰抹灰20mm厚：0.02*17=0.34KN/m 2 恒載合計(jì)： 活載：2.0廚房：瓷面磚地面1.47KN/mKN/m2(完成面：8mm 厚：H-0.02，結(jié)構(gòu)面：H-0.085)0.008*19.8=0.16KN/m 20.057*17=0.97KN/m 2混合砂漿批面57mm厚：板底紙筋灰抹灰20mm厚：0.02*17=0.34KN/m 2恒載合計(jì)：活載：2.0露臺(tái)：恒載：瓷面磚地面1.47KN/m

7、KN/m2(完成面：8mm 厚:H-0.04，結(jié)構(gòu)面：H-0.2 ）0.008*19.8=0.16KN/m 20.052*17=0.88KN/m 2混合砂漿批面52mm厚：板底紙筋灰抹灰20mm厚：0.02*17=0.34KN/m 2 恒載合計(jì)：1.38KN/m2 活載：3.5 KN/m 2衛(wèi)生間：瓷面磚地面 8mm 厚：0.008*19.8=0.16KN/m 2 混合砂漿批面 20mm 厚：0.020*17=0.34KN/m 2 細(xì)石混凝土 60mm 厚：0.060*25=1.5KN/m 2 陶粒填充層 242mm 厚：0.242*5=1.21KN/m 2 水泥砂漿批面 20mm 厚：0.0

8、20*20=0.40KN/m 2 板底紙筋灰抹灰20mm厚：0.02*17=0.34KN/m 2 恒載合計(jì)：3.95KN/m 2 活載：2.5 KN/m 23.2.4天面層：不上人平屋面恒載：40厚C20鋼筋網(wǎng)細(xì)石混凝土剛性防水層：20厚泡沫玻璃保溫板20厚1： 2.5水泥砂漿找平層1 : 8陶?；炷琳移聦樱畋√?20厚恒載合計(jì)：2.70KN/m2活載：不上人天面：0.50KN/m2坡屋面恒載：小青瓦屋面:1.1 KN/m240厚C20鋼筋網(wǎng)細(xì)石混凝土剛性防水層：15厚1： 2.5水泥砂漿找平層恒載合計(jì)：2.40KN/m2活載：不上人天面：0.50KN/m24、電算部分0.040*25=1

9、KN/m20.020*5=0.10KN/m20.020*20=0.40KN/m2(7.25*2%/2+0.020 ) *13=1.2 KN/m20.040*25=1KN/m20.020*15=0.30KN/m24.1嵌固端及計(jì)算剖面簡圖- -計(jì)算中考慮樓梯構(gòu)件的影響:沒考慮- -4.2結(jié)構(gòu)信息1.結(jié)構(gòu)總體和各層信息總體信息結(jié)構(gòu)總層數(shù)地下室層數(shù):6:0有側(cè)約束的地下室層數(shù)嵌固層最大結(jié)構(gòu)層號(hào)群房層數(shù)轉(zhuǎn)換層所在層號(hào)強(qiáng)制薄弱層結(jié)構(gòu)層號(hào)加強(qiáng)層所在的結(jié)構(gòu)層號(hào)結(jié)構(gòu)形式框架結(jié)構(gòu)材料信息結(jié)構(gòu)重要性系數(shù)豎向荷載計(jì)算標(biāo)志考慮重力二階效應(yīng)梁柱重疊部分簡化為剛域砼柱計(jì)算長度系數(shù)計(jì)算原則梁配筋計(jì)算考慮壓筋的影響梁配筋計(jì)算

10、考慮板的影響鋼柱計(jì)算長度系數(shù)有無考慮側(cè)移標(biāo)志墻豎向細(xì)分最大尺寸墻梁板水平細(xì)分最大尺寸異形柱結(jié)構(gòu)所有樓層強(qiáng)制采用剛性樓板假定填充墻剛度la.Doo砼結(jié)構(gòu):1.00:一次性:放大系數(shù)考慮按層考慮考慮不考慮2.00m2.00m不是實(shí)際:周期折減加大地震作用來考慮結(jié)掏S號(hào)C25C25C25C25C2SC2SC25C2S梁性赴強(qiáng)度諄級(jí)是否為高層結(jié)構(gòu)多層地震信息廣東高規(guī):不滿足地震力計(jì)算:水平計(jì)算豎向振型:不算地震水準(zhǔn)多遇地震設(shè)防烈度:6.00場地類別(0,1,2,3,4),-4上海地區(qū)為:2地震設(shè)計(jì)分組:1水平地震影響系數(shù)最大值:按規(guī)范要求特征周期:按規(guī)范要求計(jì)算地震作用的結(jié)構(gòu)阻尼比:0.05地震影響系

11、數(shù)曲線下降段的衰減指數(shù):按規(guī)范要求地震作用方向:0.0,20.0振型計(jì)算方法:子空間迭代法振型數(shù):90計(jì)算扭轉(zhuǎn)的地震方向單向:不考慮考慮偶然偏心偶然偏心時(shí)質(zhì)量偏心:5.0%,5.0%框架抗震等級(jí):4剪力墻抗震等級(jí):4構(gòu)造抗震等級(jí):同抗震等級(jí)周期折減系數(shù):0.75全樓地震力放大系數(shù):1.20頂部小塔樓考慮鞭梢效應(yīng)的放大系數(shù):1.00:不調(diào)整框架剪力調(diào)整0.2V0調(diào)整系數(shù)上限:2.00框支柱調(diào)整系數(shù)上限:5.00:性能2性能要求風(fēng)導(dǎo)算信息計(jì)算自動(dòng)導(dǎo)算風(fēng)力計(jì)算風(fēng)荷的基本風(fēng)壓:0.60kN/m2承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù):1.00計(jì)算風(fēng)荷的結(jié)構(gòu)阻尼比:0.05基底相對風(fēng)為0的標(biāo)高:0.00m:2:

12、1地面粗糙度風(fēng)體形系數(shù)分段數(shù)第1段體形系數(shù)最高層號(hào):6:1.30第1段體形系數(shù)計(jì)算層風(fēng)荷載的結(jié)構(gòu)基本周期:按經(jīng)驗(yàn)公式自動(dòng)計(jì)算風(fēng)作用方向:0.0,90.0,180.0,270.0橫風(fēng)向風(fēng)振影響:不考慮扭轉(zhuǎn)風(fēng)振影響:不考慮計(jì)算舒適度的基本風(fēng)壓:不考慮計(jì)算舒適度的結(jié)構(gòu)阻尼比:不考慮調(diào)整信息:0.60連梁剛度折減系數(shù)中梁(H=800mm)剛度放大系數(shù):1.75:0.85梁負(fù)彎矩調(diào)幅系數(shù)梁跨中彎矩放大系數(shù):1.00:0.40梁扭矩折減系數(shù)是否要進(jìn)行墻柱基礎(chǔ)活荷載折減標(biāo)志:不折減考慮考慮活載不利布置考慮結(jié)構(gòu)使用年限的活載調(diào)整系數(shù):1.00組合系數(shù)恒荷載分項(xiàng)系數(shù):1.20活荷載分項(xiàng)系數(shù):1.40非屋面活載組

13、合值系數(shù):0.70屋面活載組合值系數(shù):0.70活載重力荷載代表值系數(shù):0.50吊車荷載分項(xiàng)系數(shù):1.40吊車荷載組合值系數(shù):0.70吊車重力荷載代表值系數(shù):0.00溫度荷載分項(xiàng)系數(shù):1.40溫度組合值系數(shù):0.60雪荷載分項(xiàng)系數(shù):1.40雪荷載組合值系數(shù):0.70風(fēng)荷載分項(xiàng)系數(shù):1.40風(fēng)荷載組合系數(shù):0.60水平地震荷載分項(xiàng)系數(shù):1.30豎向地震荷載分項(xiàng)系數(shù):0.50非屋面活載準(zhǔn)永久值系數(shù):0.40屋面活載準(zhǔn)永久值系數(shù):0.40吊車荷載準(zhǔn)永久值系數(shù):0.50雪荷載準(zhǔn)永久值系數(shù):0.20材料信息砼構(gòu)件的容重:26.0kN/m3梁主筋級(jí)別或強(qiáng)度:360.0N/mm2梁箍筋級(jí)別或強(qiáng)度:270.0N

14、/mm2柱主筋級(jí)別或強(qiáng)度:360.0N/mm2柱箍筋級(jí)別或強(qiáng)度:270.0N/mm2墻端暗柱主筋級(jí)別或強(qiáng)度:360.0N/mm2- -墻端暗柱主筋級(jí)別或強(qiáng)度:360.0N/mm2- -墻水平分布筋級(jí)別或強(qiáng)度:270.0N/mm2:270.0N/mm2梁保護(hù)層厚度（按 2010混規(guī)）:30mm柱保護(hù)層厚度（按 2010混規(guī)）:30mm墻保護(hù)層厚度（按 2010混規(guī)）:25mm板保護(hù)層厚度（按 2010混規(guī)）:25mm混凝土熱膨脹系數(shù)（1/C）:1.00e-005板鋼筋級(jí)別或強(qiáng)度鋼構(gòu)件容重:78.0kN/m3鋼構(gòu)件牌號(hào):Q235型鋼構(gòu)件牌號(hào):Q235凈截面和毛截面比值:0.9鋼熱膨脹系數(shù)（1廠C）

15、:1.20e-005地下室信息X向基床反力系數(shù):10000kN/m3Y向基床反力系數(shù):10000kN/m3人防設(shè)計(jì)等級(jí):無人防設(shè)計(jì)人防地下室層數(shù)（=地下室層數(shù)）:0每層幾何信息層號(hào)下端層號(hào)相對下端層高:(m)相對0層層高（m）塔塊號(hào)1.501.5015.006.5014.3010.8013.0013.8014.0017.8011.0018.801每層材料信息(一)12525255.007.5022525255.007.5032525255.007.5042525255.007.5052525255.007.5062525255.007.50每層材料信息（二）層號(hào)砼斜柱砼斜柱鋼管砼柱鋼管砼柱鋼管

16、砼柱彈性模量抗壓設(shè)計(jì)強(qiáng)度砼彈性模量砼抗壓設(shè)計(jì)強(qiáng)度鋼管鋼牌號(hào)125.00.025.00.01.0225.00.025.00.01.0325.00.025.00.01.0層號(hào)剪力墻柱砼等級(jí)梁砼等級(jí)板砼等級(jí)砂漿強(qiáng)度等級(jí)砌塊強(qiáng)度等級(jí)- - -425.00.025.00.01.0525.00.025.00.01.0625.00.025.00.01.0每層墻柱梁板數(shù)量層號(hào)塔號(hào)梁數(shù)柱數(shù)墻段數(shù)板數(shù)11199664872119066483311326303641103330275132140661 168082.各層的重量、質(zhì)心和剛度中心重量=恒載+活載質(zhì)量=恒載+0.50活載層號(hào)塔號(hào)恒載(kN)活載(kN)重

17、量(kN)質(zhì)量(kN)質(zhì)量比質(zhì)心(X,Y)(m)剛心(X,Y)(m)偏心率(X,Y)1114724433519059168911.007.146 -18.18410.983 -20.619 0.146 0.0962115638429319932177850.556.974 -18.84116.762 -2.907 0.689 0.748319604330993597690.548.294 -20.5177.237 -17.706 0.041 0.108415151166531652330.163.377 -20.7422.731 -11.904 0.025 0.3445184030870855

18、0.25-1.991-6.043-2.4394.893 0.047 1.1126121342182161.005.407 -57.2105.408 -57.209 0.001 0.000合計(jì):4617191605533050750最大上下層質(zhì)量比:1.00地面以上底盤結(jié)構(gòu)質(zhì)心(X,Y)(m):6.757 -19.089(X,Y)(m)塔號(hào)塔樓結(jié)構(gòu)的綜合質(zhì)心(X,Y)(m)與底盤結(jié)構(gòu)質(zhì)心的距離6.562 -19.540-0.194-0.451單位面積重量3.各層的柱面積、短肢墻面積、一般墻面積、墻總長、建筑面積、層號(hào)單位面積重量=(恒載+活載)/建筑面積1111.061.010.003.4812

19、48.3215.272111.061.010.003.481245.3616.00319.880.000.000.00671.1814.80415.180.000.000.00358.2414.84511.870.000.000.0062.6013.91610.770.000.000.0024.019.08塔號(hào)柱面積(m2)短肢墻面積(m2) 般墻面積(m2)墻總長(m)建筑面積(m2)單位面積重量(kN/m2)合計(jì):39.822.010.006.973609.7015.334.風(fēng)荷載270 度風(fēng)(kN)110.000.000.000.0021539.87214.76539.87214.763

20、1266.44128.16266.44128.1641117.94102.95117.94102.955144.1744.6344.1744.63613.093.103.093.10合計(jì)：971.51493.60971.51493.60塔號(hào)0度風(fēng)（kN）90度風(fēng)(kN)180 度風(fēng)(kN)層號(hào)5.層剛度比5.1等效剪切剛度比（高規(guī)E.0.1）0（ 度）方向?qū)犹?hào)1153588911.00213339091.870.700.73 0.801.00312072820.44 0.700.34 0.801.00416700140.51 0.701.00519902522.050.701.00611935

21、6381.00層側(cè)向剛度地震剪力增大塔號(hào)本層/上層 最小比值本層/上三層平均值最小比值20（度）方向?qū)犹?hào)1143525671.00212990191.600.700.62 0.801.00312177430.45 0.700.34 0.801.00416907360.49 0.701.005110521452.170.701.006119356641.00塔號(hào)層側(cè)向剛度本層/上層 最小比值本層/上三層平均值最小比值地震剪力增大5.2側(cè)向剛度比（抗規(guī)3.4.3條文說明）樓層側(cè)向剛度=層剪力/層間位移0（ 度）方向?qū)犹?hào)塔號(hào)層側(cè)向剛度本層/上層最小比值本層/上三層平均值最小比值地震剪力增大1.001

22、328291.180.701.010.801.001122120.720.700.35 0.801.151522972工況 5 - 180度風(fēng)荷載- -工況 5 - 180度風(fēng)荷載- -工況3 - 0度風(fēng)荷載- -1563821.230.701.001275800.19 0.701.156710541.00層號(hào)20（度）方向1115732481.00211393141.130.701.010.801.00311238280.740.700.40 0.801370.701.00511219610.19 0.70100塔號(hào)層側(cè)向剛度本層/上層最小

23、比值 本層/上三層平均值 最小比值地震剪力增大4.3結(jié)構(gòu)位移信息1.靜力荷載作用下位移工況1 -重力恒載層號(hào)塔號(hào)構(gòu)件編號(hào)Z向最大位移（mn11柱876.3521柱826.9631柱778.6141柱3820.1551柱202.6361柱42.38最大位移=20.15mm（及其層號(hào)=4）工況2 -重力活載層號(hào)塔號(hào)構(gòu)件編號(hào)Z向最大位移（mn11柱782.4321柱823.0831柱770.7941柱371.6051柱200.2561柱20.10最大位移=3.08mm（及其層號(hào)=2）位移與風(fēng)同方向，單位為mm層位移比=最大位移/層平均位移層間位移比=最大層間位移/平均層間位移最大層間位移角=1/ 6

24、74(及其層號(hào)=2)層號(hào)塔號(hào)構(gòu)件編號(hào)水平最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(%)11柱560.380.381.001500柱560.380.381.001/7909100.0021柱479.515.891.615000柱479.405.851.611/ 67447.2831柱5914.119.301.524300柱494.613.401.361/127212.8541柱3015.7610.691.474000柱133.971.402.841/100710.7751柱715.3212.391.244000柱71.211.211.

25、001/3315100.0061柱715.3615.061.021000柱10.040.041.001/9999100.00工況 4 - 90度風(fēng)荷載位移與風(fēng)同方向，單位為mm層位移比=最大位移/層平均位移層間位移比=最大層間位移/平均層間位移最大層間位移角=1/ 852(及其層號(hào)=4)層號(hào)塔號(hào)構(gòu)件編號(hào)水平最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(%)11柱490.090.091.003500柱490.090.091.001/9999100.0021柱13.572.521.425000柱13.492.441.431/181838.5

26、831柱486.745.951.136000柱483.703.491.061/162034.6441柱1113.637.321.863000柱113.521.372.561/ 85217.4651柱1113.6710.411.311000柱40.700.701.001/5000100.0061柱47.457.311.021000柱50.030.031.001/9999100.00位移與風(fēng)同方向，單位為mm層位移比=最大位移/層平均位移工況 7 -地震方向0度- -工況 7 -地震方向0度- -層間位移比=最大層間位移/平均層間位移最大層間位移角=1/ 674(及其層號(hào)=2)層號(hào)塔號(hào)構(gòu)件編號(hào)水平

27、最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(%)11柱560.380.381.001500柱560.380.381.001/7909100.0021柱479.515.891.615000柱479.405.851.611/ 67447.2831柱5914.119.301.524300柱494.613.401.361/127212.8541柱3015.7610.691.474000柱133.971.402.841/100710.7751柱715.3212.391.244000柱71.211.211.001/3315100.0061柱715

28、.3615.061.021000柱10.040.041.001/9999100.00工況 6 - 270度風(fēng)荷載位移與風(fēng)同方向，單位為mm層位移比=最大位移/層平均位移層間位移比=最大層間位移/平均層間位移最大層間位移角=1/ 852(及其層號(hào)=4)層號(hào)塔號(hào)構(gòu)件編號(hào)水平最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(%)11柱490.090.091.003500柱490.090.091.001/9999100.0021柱13.572.521.425000柱13.492.441.431/181838.5831柱486.745.951.136

29、000柱483.703.491.061/162034.6441柱1113.637.321.863000柱113.521.372.561/ 85217.4651柱1113.6710.411.311000柱40.700.701.001/5000100.0061柱47.457.311.021000柱50.030.031.001/9999100.002.地震作用下位移- - # -位移與地震同方向，單位為mm 層位移比=最大位移/層平均位移 層間位移比=最大層間位移/平均層間位移層號(hào)塔號(hào)構(gòu)件編號(hào)水平最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(

30、%)11柱560.350.351.003500柱560.350.351.001/9999100.0021柱478.132.483.287000柱478.032.483.231/ 87156.1831柱5913.005.852.226000柱595.023.761.331/119424.2241柱3014.927.861.903000柱133.422.181.571/ 99215.9551柱69.058.861.024000柱50.580.581.001/6905100.0061柱69.098.981.011000柱30.040.041.001/9999100.00最大層間位移角=1/ 871(

31、及其層號(hào)=2)工況 8 -地震方向20度位移與地震同方向，單位為mm 層位移比=最大位移/層平均位移 層間位移比=最大層間位移/平均層間位移層號(hào)塔號(hào)構(gòu)件編號(hào)水平最大位移層平均位移層位移比層高(mm)有害位移構(gòu)件編號(hào)最大層間位移平均層間位移層間位移比層間位移角比例(%)11柱560.260.261.003500柱560.260.261.001/9999100.0021柱457.373.432.157000柱457.283.362.171/ 96238.5831柱5911.345.691.996000柱594.453.331.341/134722.2341柱3013.049.371.393000柱

32、132.992.431.231/100611.6351柱910.609.621.101000柱60.520.521.001/6853100.0061柱68.678.631.011000柱40.040.041.001/9999100.00最大層間位移角=1/ 962(及其層號(hào)=2)按彈性方法計(jì)算的樓層層間最大位移與層高之比 u/h:0方向風(fēng)1/ 674（及其層號(hào)=2）- # -0方向風(fēng)1/ 674（及其層號(hào)=2）- -90方向風(fēng)1/ 852（及其層號(hào)=4）180方向風(fēng)1/ 674（及其層號(hào)=2）270方向風(fēng)1/ 852（及其層號(hào)=4）0方向地震=1/ 871（及其層號(hào)=2）20方向地震=1/ 9

33、62（及其層號(hào)=2） 4.4周期和地震作用信息振型號(hào)折減前振動(dòng)周期（秒）、振型參與質(zhì)量X平動(dòng)Y平動(dòng) 扭轉(zhuǎn) X平動(dòng)Y平動(dòng)11.29391226.310.017.1026.310.017.1021.2032070.840.060.3027.140.077.4031.1711251.7931.101.2428.9431.178.6441.1068882.849.952.0331.7841.1210.6750.9933118.252.750.4240.0343.8711.0960.9294707.843.9912.6647.8747.8623.7670.9179840.000.232.4147.874

34、8.0926.1680.8380220.231.001.4348.1049.0927.6090.8218690.2111.210.0448.3160.3027.64100.6820200.200.400.0748.5160.7027.71110.6650547.590.590.1256.1061.2927.83120.6524350.060.420.0056.1661.7127.83130.5675261.160.190.1157.3261.9027.94140.5619291.530.520.0258.8562.4227.96150.5444081.510.451.0160.3662.872

35、8.98160.5146520.681.120.7161.0563.9929.69170.4834680.122.270.4061.1766.2630.09180.4670400.500.070.6861.6766.3230.77190.4604800.000.170.1261.6766.5030.89200.4589990.760.000.1262.4366.5031.02210.4359252.070.123.8964.5066.6134.91220.4265850.200.000.1564.6966.6235.05230.4131090.120.021.2264.8166.6436.27

36、240.4031650.030.430.6564.8467.0736.92250.3963840.130.283.5264.9767.3540.44260.3377160.120.020.0665.0967.3840.51270.3309250.000.760.0565.0968.1340.55280.3217940.120.010.1165.2168.1440.66290.3144090.000.010.4765.2168.1541.13周期（秒）單個(gè)振型參與質(zhì)量（）累加振型參與質(zhì)量（）扭轉(zhuǎn)- - -300.2995020.030.090.0665.2368.2441.20310.29220

37、00.020.001.4065.2568.2442.60320.2898372.670.011.5967.9268.2544.19330.2791470.150.052.2268.0768.3046.42340.2781190.740.000.9068.8068.3047.32350.2720230.280.090.3169.0968.3947.63360.2657420.020.000.1769.1168.3947.80370.2651980.080.022.3569.1868.4150.15380.2563831.520.190.1370.7168.6150.28390.2544030.0

38、10.000.1570.7168.6150.43400.2482590.010.000.3770.7268.6150.80410.2470210.000.030.3370.7268.6551.14420.2389570.070.020.2870.7968.6651.42430.2300570.000.001.6070.7968.6753.02440.2242470.190.010.1170.9868.6753.14450.2186060.030.010.0471.0168.6953.18460.2139590.000.000.3271.0168.6953.49470.2057970.010.0

39、00.0171.0268.6953.50480.2046100.080.000.4471.1068.6953.94490.2018870.000.010.0771.1068.6954.01500.1933020.000.000.1371.1068.7054.13510.1913740.000.000.0271.1068.7054.15520.1912480.000.000.0371.1068.7054.18530.1896860.620.070.2271.7268.7754.40540.1860720.000.000.0071.7268.7754.40550.1812560.000.000.4

40、171.7268.7754.82560.1788950.000.000.8571.7268.7755.67570.1767560.000.000.0071.7268.7755.67580.1745130.000.000.2371.7268.7755.89590.1722060.000.000.0071.7268.7755.89600.1691520.130.000.9871.8668.7756.87610.1690240.000.000.0171.8668.7756.88620.1677190.020.000.1771.8768.7757.04630.1625600.000.000.0071.

41、8768.7757.04640.1495620.221.640.7372.0970.4157.77650.1493640.000.000.0472.0970.4157.81660.1462550.000.000.0172.0970.4157.82670.1356720.000.000.0072.0970.4157.82680.1313530.010.000.1472.1070.4157.96690.1296930.000.000.1572.1070.4158.12700.1219950.000.000.0172.1070.4258.13710.1165940.000.000.0072.1070

42、.4258.13720.1143810.000.000.0172.1070.4258.14730.1135470.000.000.0172.1070.4258.15740.1125500.000.000.0072.1070.4258.15750.1123121.9412.382.1774.0382.8060.32760.1119410.010.040.0074.0482.8360.32770.1099930.740.020.2574.7982.8660.57780.1095580.000.000.0274.7982.8660.59790.1086110.010.000.0274.7982.86

43、60.61800.1077447.202.570.8481.9985.4261.45810.1067680.000.000.0081.9985.4261.45820.1047990.900.110.2682.9085.5461.70830.1036720.000.000.0382.9085.5461.73840.1024760.010.000.0382.9085.5461.76850.1021931.390.050.3584.2985.5962.11860.0971851.220.022.8185.5185.6164.92870.0922316.410.311.0991.9285.9266.0

44、1880.0864940.010.140.0591.9386.0666.06890.0834130.006.370.0791.9392.4366.13900.0807830.000.000.0091.9392.4366.14合計(jì):91.9392.43 66.14平動(dòng)系數(shù)和扭轉(zhuǎn)系數(shù)振型號(hào)結(jié)構(gòu)層2- 6（塔1）平動(dòng)系數(shù)和扭轉(zhuǎn)系數(shù)11.2939127.480.71(0.68+0.03)0.2921.20320719.940.75(0.59+0.16)0.2531.171125108.460.95(0.10+0.85)0.0541.106888119.480.89(0.20+0.68)0.1150.9

45、9331129.600.86(0.60+0.26)0.1460.92947025.210.60(0.45+0.15)0.4070.91798411.710.71(0.68+0.03)0.2980.838022112.690.55(0.15+0.40)0.4590.82186998.790.97(0.05+0.92)0.03100.682020115.930.44(0.21+0.23)0.56110.66505416.500.86(0.77+0.09)0.14120.652435112.270.96(0.13+0.83)0.04130.56752618.880.72(0.55+0.16)0.28

46、140.561929109.040.87(0.18+0.69)0.13150.54440824.630.43(0.29+0.15)0.57160.51465231.860.62(0.36+0.26)0.38170.483468103.720.82(0.06+0.75)0.18180.46704019.590.76(0.55+0.21)0.24190.460480127.630.79(0.26+0.53)0.21周期（秒）轉(zhuǎn)角（度）平動(dòng)系數(shù)（X+Y）扭轉(zhuǎn)系數(shù)200.458999119.910.64(0.21+0.43)0.36210.43592521.180.54(0.38+0.16)0.462

47、20.42658517.170.60(0.48+0.12)0.40230.41310913.200.48(0.44+0.04)0.52240.403165107.980.87(0.07+0.80)0.13250.396384115.370.48(0.24+0.25)0.52260.33771610.440.47(0.45+0.02)0.53270.33092594.430.95(0.03+0.92)0.05280.32179432.830.55(0.32+0.23)0.45290.314409112.560.89(0.21+0.68)0.11300.299502110.640.77(0.25+

48、0.52)0.23310.292200110.780.70(0.28+0.42)0.30320.2898374.550.68(0.64+0.04)0.32330.27914714.760.60(0.44+0.16)0.40340.2781199.370.25(0.21+0.04)0.75350.272023113.350.66(0.27+0.39)0.34360.265742135.000.64(0.29+0.34)0.36370.26519898.110.35(0.17+0.18)0.65380.256383109.680.68(0.29+0.39)0.32390.254403105.570

49、.40(0.15+0.25)0.60400.24825914.680.59(0.40+0.19)0.41410.247021120.760.88(0.24+0.64)0.12420.23895718.810.61(0.33+0.28)0.39430.23005714.220.47(0.34+0.13)0.53440.224247126.050.90(0.38+0.52)0.10450.218606111.250.70(0.21+0.50)0.30460.213959119.090.49(0.18+0.31)0.51470.205797115.870.52(0.12+0.40)0.48480.2

50、04610125.370.59(0.25+0.35)0.41490.20188798.840.62(0.25+0.37)0.38500.193302113.010.38(0.03+0.35)0.62510.191374103.250.52(0.13+0.39)0.48520.19124899.770.63(0.11+0.52)0.37530.189686135.000.00(0.00+0.00)0.00540.186072111.200.47(0.09+0.38)0.53550.181256114.540.56(0.09+0.47)0.44560.178895104.310.47(0.10+0

51、.37)0.53570.176756108.290.13(0.05+0.08)0.87580.17451330.620.85(0.59+0.26)0.15590.17220696.320.38(0.14+0.24)0.62600.16915215.040.45(0.23+0.22)0.55610.169024119.070.60(0.24+0.36)0.40620.16771917.380.84(0.60+0.25)0.16630.16256013.950.89(0.81+0.08)0.11640.149562135.000.00(0.00+0.00)0.00650.149364108.550

52、.27(0.08+0.18)0.73660.146255106.520.42(0.09+0.33)0.58670.13567299.900.14(0.07+0.08)0.86680.131353106.440.36(0.13+0.22)0.64690.12969324.730.62(0.38+0.24)0.38700.121995116.650.35(0.07+0.28)0.65710.116594120.880.76(0.19+0.57)0.24720.114381103.530.69(0.08+0.61)0.31730.113547113.840.04(0.00+0.04)0.96740.

53、112550117.410.15(0.02+0.13)0.85750.112312109.970.53(0.11+0.42)0.47760.111941111.830.53(0.10+0.43)0.47770.10999318.500.69(0.43+0.25)0.31780.109558119.910.24(0.06+0.18)0.76790.108611109.000.79(0.18+0.61)0.21800.107744135.000.71(0.26+0.45)0.29810.106768126.960.85(0.15+0.70)0.15820.10479915.670.61(0.48+

54、0.14)0.39830.103672114.500.40(0.08+0.32)0.60840.10247616.910.51(0.46+0.05)0.49850.10219345.000.00(0.00+0.00)0.00860.0971856.450.49(0.44+0.05)0.51870.09223145.000.00(0.00+0.00)0.00880.08649445.000.42(0.23+0.20)0.58890.083413135.000.68(0.11+0.56)0.32900.08078391.560.49(0.15+0.34)0.51扭轉(zhuǎn)第1周期/平動(dòng)第1周期=0.68

55、2020/1.293912=52.71% 本塔最不利地震方向=20.09度各地震作用工況的標(biāo)準(zhǔn)值地震方向0.00度層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)111.290.159.7921106.871.00867.023175.102.8092.244174.192.05126.1851-0.44-2.439.1261-0.000.000.00振型1合計(jì)：257.013.571104.35振型2層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.34-0.09-3.06216.190.02-5.70316.78-0.55-51.5341-2.681.77-0

56、.2351-0.860.570.0061-1.020.680.00合計(jì)：8.752.40-60.52振型3層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.10-0.60-2.77215.28-28.58-129.30316.15-23.89-15.83414.93-22.97-23.59512.71-3.781.06610.000.000.00合計(jì)：19.17-79.83-170.43振型4層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.190.160.322111.6724.201.813110.9323.3816.70415.357.05-0.065

57、11.742.29-0.00612.072.710.00合計(jì)：31.9459.7918.77振型5層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)111.49-0.61-7.662133.54-19.898.353137.23-21.64-58.514117.49-9.821.17515.75-3.23-0.00616.81-3.830.00合計(jì)：102.31-59.02-56.66振型6層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)111.490.91-21.762123.8121.22-529.283130.9017.33-56.154130.5422.52-12

58、4.065116.3711.60-41.3661-0.000.000.00合計(jì)：103.1173.58-772.60振型7層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.000.000.07210.040.030.82310.030.030.5141-0.080.020.07510.000.000.00610.000.000.00合計(jì)：0.000.071.47振型8層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.080.10-1.4321-0.483.76-40.42311.943.733.46412.512.93-24.0951-0.69-3.5712

59、.11610.00-0.000.00合計(jì)：3.366.96-50.37振型9層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.07-0.281.00211.44-9.729.28311.58-9.344.23410.00-3.26-1.27510.00-0.000.00610.00-0.000.00合計(jì)：3.10-22.6013.24振型10層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.110.11-2.1921-0.262.66-68.90310.882.399.59410.700.98-52.02511.98-1.282.35610.00-0.000

60、.00合計(jì)：3.424.86-111.17振型11層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)113.180.7025.652139.4020.25122.133167.4020.8465.014125.01-4.15-29.4251-0.00-0.000.00610.000.000.00合計(jì)：134.9837.64183.37振型12層號(hào)塔號(hào)X方向作用(kN)Y方向作用(kN)扭矩(kN.m)110.020.020.00211.363.36-0.19311.543.802.6141-0.97-2.340.1551-0.35-0.84-0.0061-0.42-1.010.00合