刻盤小高層洋房車庫11、14-16總信息

1、/|公司名稱:|建筑結(jié)構(gòu)的總信息SATWE 中文版2011 年 10 月 12 日 10 時(shí) 53 分文件名: WMASS.OUT|日期:2012/ 6/28 |工程名稱|工程代號(hào):設(shè)計(jì)人 :校核人 :/總信息 .結(jié)構(gòu)材料信息:混凝土容重 (kN/m3):鋼材容重 (kN/m3):水平力的夾角(Rad):室層數(shù):豎向荷載計(jì)算信息:風(fēng)荷載計(jì)算信息:力計(jì)算信息:“規(guī)定水平力”計(jì)算方法:特殊荷載計(jì)算信息:結(jié)構(gòu)類別:裙房層數(shù):轉(zhuǎn)換層所在層號(hào)：嵌固端所在層號(hào)：墻元細(xì)分最大控制長度(m)墻元網(wǎng)格:是否對(duì)全樓強(qiáng)制采用剛性樓板假定強(qiáng)制剛性樓板假定是否保留板面外剛度鋼砼結(jié)構(gòu)Gc GsARF=25.0078.00

2、0.000MBASE=按模擬施工 3 加荷計(jì)算計(jì)算 X,Y 兩個(gè)方向的風(fēng)荷載計(jì)算 X,Y 兩個(gè)方向的力樓層剪力差方不計(jì)算剪力墻結(jié)構(gòu)范方法)MANNEX= MCHANGE= MQIANGU=DMAX=0011.00側(cè)向出口結(jié)點(diǎn)否是是層間剪力比層間位移算法墻梁跨點(diǎn)作為剛性樓板的從節(jié)點(diǎn)采用的樓層剛度算法結(jié)構(gòu)所在地區(qū)風(fēng)荷載信息 .修正后的基本風(fēng)壓 (kN/m2): 風(fēng)荷載作用下舒適度驗(yàn)算風(fēng)壓:地面粗糙程度:結(jié)構(gòu) X 向基本周期（秒）:結(jié)構(gòu) Y 向基本周期（秒）:WO = WOC=類T1 =T2 =0.400.00C1.000.80是否考慮:是WD=WDC=否WENL= MPART= NSTi = US

3、i =風(fēng)荷載作用下結(jié)構(gòu)的阻尼比(%):風(fēng)荷載作用下舒適度驗(yàn)算阻尼比(%):5.002.00構(gòu)件承載力設(shè)計(jì)時(shí)考慮橫風(fēng)向影響:承載力設(shè)計(jì)時(shí)風(fēng)荷載效應(yīng)放大系數(shù):體形變化分段數(shù):1.00191.30各段最號(hào):各段體形系數(shù):信息 .振型組合方法(CQC 耦聯(lián);SRSS 非耦聯(lián))計(jì)算振型數(shù):烈度:場(chǎng)地類別:CQCNMODE=156.00NAFKD=III一組設(shè)計(jì)特征周期分組:TGRmax1=0.450.04影響系數(shù)最大值用于 12 層以下規(guī)則砼框架結(jié)構(gòu)薄弱層驗(yàn)算的影響系數(shù)最大值框架的抗震等級(jí):剪力墻的抗震等級(jí):鋼框架的抗震等級(jí):抗震構(gòu)造措施的抗震等級(jí):活荷重力荷載代表值組合系數(shù):周期折減系數(shù):結(jié)構(gòu)的阻尼比

4、 (%):中震(或大震)設(shè)計(jì):是否考慮偶然偏心:Rmax2NF NW NSNGZDJRMC TCDMID=0.28440=不改變=0.500.805.00=不考慮是是是否考慮雙向扭轉(zhuǎn)效應(yīng):斜交抗側(cè)力構(gòu)件方向的附加數(shù)=0活荷載信息 .考慮活荷不利布置的層數(shù)柱、墻活荷載是否折減傳到基礎(chǔ)的活荷載是否折減考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)不考慮不折算折算1.00-柱，墻，基礎(chǔ)活荷載折減系數(shù)-計(jì)算截面以上的層數(shù)折減系數(shù)12-34-56-81.000.850.700.659-20 200.600.55調(diào)整信息 .梁剛度放大系數(shù)是否按 2010 規(guī)范取值：彎矩調(diào)幅系數(shù)：梁活荷載內(nèi)力增大系數(shù)：連梁剛度折減系數(shù)：

5、梁扭矩折減系數(shù)：是BT BM BLZ TB RSF VSEG KQ_L KZZ_LNTLRTL=0.851.000.600.401.0002.005.0001.00全樓0.2Vo0.2Vo力放大系數(shù)：調(diào)整分段數(shù)：調(diào)整上限：框支柱調(diào)整上限：頂塔樓內(nèi)力放大起算層號(hào)：頂塔樓內(nèi)力放大：框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級(jí)自動(dòng)提高一級(jí):是實(shí)配鋼筋超配系數(shù)是否按抗震規(guī)范 5.2.5 調(diào)整樓層弱軸方向的動(dòng)位移比例因子強(qiáng)軸方向的動(dòng)位移比例因子是否調(diào)整與框支柱相連的梁內(nèi)力強(qiáng)制指定的薄弱層個(gè)數(shù)CPCOEF91 =力 IAUTO525 =1.151XI1 XI2 IREGU_KZZBNWEAK WEAKCOEFN

6、STREN=0.000.00001.250薄弱層內(nèi)力放大系數(shù)強(qiáng)制指定的加強(qiáng)層個(gè)數(shù)配筋信息 .強(qiáng)度 (N/mm2): 柱箍筋強(qiáng)度 (N/mm2): 墻分布筋強(qiáng)度 (N/mm2):邊緣構(gòu)件箍筋強(qiáng)度 (N/mm2):最大間距 (mm):柱箍筋最大間距 (mm):JB JC JWH JWB SB SC SWHRWV=210210210210100.00100.00200.000.30墻水平分布筋最大間距(mm):墻豎向分布筋配筋率 (%):結(jié)構(gòu)底部單獨(dú)指定墻豎向分布筋配筋率的層數(shù): NSW=0結(jié)構(gòu)底部 NSW 層的墻豎向分布配筋率:RWV1=0.60設(shè)計(jì)信息 .結(jié)構(gòu)重要性系數(shù):柱計(jì)算長度計(jì)算原則:部分

7、簡化:是否考慮 P-Delt 效應(yīng)：RWO =1.00有側(cè)移剛域否柱配筋計(jì)算原則:按高規(guī)或高鋼規(guī)進(jìn)行構(gòu)件設(shè)計(jì):鋼構(gòu)件截面凈毛面積比:梁保護(hù)層厚度 (mm):柱保護(hù)層厚度 (mm):按單偏壓計(jì)算否RNBCB ACA=0.5020.0020.00是剪力墻構(gòu)造邊緣構(gòu)件的設(shè)計(jì)執(zhí)行高規(guī) 7.2.16-4:框架配筋考慮受壓鋼筋:是結(jié)構(gòu)中的框架部分軸壓比限值按純框架結(jié)構(gòu)的規(guī)定采用:否當(dāng)邊緣構(gòu)件軸壓比小于抗規(guī) 6.4.5 條規(guī)定的限值時(shí)一律設(shè)置構(gòu)造邊緣構(gòu)件:是是否按混凝土規(guī)范 B.0.4 考慮柱二階效應(yīng):否荷載組合信息 .恒載分項(xiàng)系數(shù):活載分項(xiàng)系數(shù):風(fēng)荷載分項(xiàng)系數(shù):CDEAD= CLIVE= CWIND= C

8、EA_H=CEA_V=1.201.401.401.300.500.000.700.600.50水平豎向力分項(xiàng)系數(shù):力分項(xiàng)系數(shù):特殊荷載分項(xiàng)系數(shù):活荷載的組合值系數(shù):風(fēng)荷載的組合值系數(shù):活荷載的重力荷載代表值系數(shù):CSPY CD_L CD_WCEA_L=剪力墻底部加強(qiáng)區(qū)的層和塔信息.層號(hào)12塔號(hào)11用戶指定薄弱層的層和塔信息.層號(hào)塔號(hào)用戶指定加強(qiáng)層的層和塔信息.層號(hào)塔號(hào)約束邊緣構(gòu)件與過渡層的層和塔信息.層號(hào)123塔號(hào)111類別約束邊緣構(gòu)件層約束邊緣構(gòu)件層約束邊緣構(gòu)件層*各層的質(zhì)量、質(zhì)心坐標(biāo)信息*層號(hào)質(zhì)量塔號(hào)質(zhì)量比質(zhì)心 X質(zhì)心 Y質(zhì)心 Z恒載質(zhì)量活載質(zhì)量附加(m)(m)(t)(t)467.3910

9、.7110.8310.9611.0011.0010.9110.9111.0711.0023.9927.19727.00032.40.0824.0088.79524.000666.739.10.0724.0618.67321.000787.359.70.0624.0248.42818.000813.664.90.0524.0248.42915.000813.564.90.0424.0248.42912.000813.564.90.0324.0898.4959.000894.870.60.0223.9988.1296.000980.476.60.0124.0638.2483.000916.771.

10、10.0活載產(chǎn)生的總質(zhì)量恒載產(chǎn)生的總質(zhì)量附加總質(zhì)量 (t):結(jié)構(gòu)的總質(zhì)量 (t):(t):(t):544.0437153.7140.0007697.757恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量和附加質(zhì)量活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果 (1t = 1000kg)*各層構(gòu)件數(shù)量、構(gòu)件材料和層高*層號(hào)(標(biāo)準(zhǔn)層號(hào))累計(jì)高度塔號(hào)數(shù)柱元數(shù)墻元數(shù)層高(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(3.0002(6.0003(9.0004(12.0005(15.0006(18.0007(21.0008(24.0009(27.000

11、1)1217(30/360)8(30/360)131(30/360)3.0002)1217(30/360)8(30/360)133(30/360)3.0003)1238(30/360)10(30/360)112(30/360)3.0004)1201(30/360)6(30/360)94(30/360)3.0004)1201(30/360)6(30/360)94(30/360)3.0004)1201(30/360)6(30/360)94(30/360)3.0005)1201(30/360)6(30/360)100(30/360)3.0006)1193(30/360)6(30/360)102(30

12、/360)3.0007)1146(30/360)13(30/360)59(30/360)3.000*風(fēng)荷載信息*層號(hào)塔號(hào)風(fēng)荷載 X剪力 X傾覆彎矩 X風(fēng)荷載 Y剪力 Y傾覆彎矩Y98765432111111111128.7633.4630.7528.0225.3123.9927.6225.9523.9628.862.293.0121.0146.3170.3197.9223.9247.886.3273.0551.9914.91353.81864.72458.53130.13873.6111.97103.6195.3386.9878.6674.7770.8766.8162.32112.0215.6

13、310.9397.9476.6551.3622.2689.0751.3335.9982.71915.43109.14538.86192.78059.310126.312380.3=各樓層偶然偏心信息=層號(hào)塔號(hào)X 向偏心Y 向偏心1234567891111111110.050.050.050.050.050.050.050.050.050.050.050.050.050.050.050.050.050.05=各樓層等效尺寸(:m,m*2)=層號(hào)BMIN123456789塔號(hào)面積形心X形心 Y等效寬B等效高H最大寬 BMAX最小寬111111111703.64704.68659.87618.716

14、18.71618.71599.99599.99408.9924.0024.0024.0024.0024.0024.0024.0024.0024.007.877.888.107.937.937.938.138.137.5247.5747.5646.9147.2147.2147.2147.2247.2246.3515.6515.7015.3413.8613.8613.8613.5013.509.3247.5747.5646.9147.2147.2147.2147.2247.2246.3515.6515.7015.3413.8613.8613.8613.5013.509.32=各樓層的面積質(zhì)量分布(

15、:kg/m*2)=層號(hào)123456789塔號(hào)111111111面積質(zhì)量1403.871499.931462.921419.681419.681419.781411.771176.291221.68gi質(zhì)量比max(gi/gi-1,gi/gi+1) 1.001.071.031.001.001.011.200.961.04=計(jì)算信息=計(jì)算日期開始時(shí)間:2012. 5.2820:11:39可用內(nèi)存:1881.00MB第一步:數(shù)據(jù)預(yù)處理第二步:計(jì)算每層剛度中心、度、質(zhì)量等信息第三步:作用分析第四步:風(fēng)及豎向荷載分析第五步:計(jì)算桿件內(nèi)力結(jié)束日期時(shí)間總用時(shí):2012. 5.2820:12:480: 1:

16、9=各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息Floor No Tower No Xstif，Ystif Alf Xmass，Ymass Gmass Eex，Eey Ratx，RatyRatx1，Raty1:層號(hào)塔號(hào)剛心的 X，Y 坐標(biāo)值層剛性主軸的方向 質(zhì)心的 X，Y 坐標(biāo)值總質(zhì)量X，Y 方向的偏心率X，Y 方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值(剪切剛度): X，Y 方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度 70%的比值或上三層平均側(cè)移剛度 80%的比值中之較小者Ratx2，Raty2值:X，Y 方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度 90%、110%或者 150%比110%指

17、當(dāng)本層層高大于相鄰上層層高 1.5 倍時(shí)，150%指嵌固層結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪切剛度)RJX1，RJY1，RJZ1:RJX3，RJY3，RJZ3:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪力與層間位移的比)=Floor No.Xstif= Xmass=1TowerNo.123.6565(m)24.0631(m)Ystif=7.7025(m)Ymass=Alf =8.2478(m)0.0000(Degree)Gmass( 活荷折減 )=1058.9662(Eex = Ratx = Ratx1= Ratx2=薄弱層987.8199)(t)0.01371.00002.82741

18、.3195剪力放大系數(shù)=Eey = Raty = Raty1= Raty2=1.000.03541.00003.09141.4427RJX1 =RJX3 =3.1498E+07(kN/m)4.2112E+06(kN/m)RJY1RJY3=6.9900E+07(kN/m)1.3594E+07(kN/m)RJZ1 =RJZ3 =0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=1133.5486(Eex = Ratx = Ratx1= Ratx2=薄弱層2TowerNo.124.4553(m)23.9977(m)1056.9683)(t)

19、0.01721.00001.87651.4595剪力放大系數(shù)=Ystif=7.9365(m)Ymass=Alf =8.1287(m)0.0000(Degree)Gmass( 活荷折減 )=Eey = Raty = Raty1= Raty2=1.000.01270.95422.57111.9997RJX1 =RJX3 =3.1498E+07(kN/m)2.1277E+06(kN/m)RJY1RJY3=6.6700E+07(kN/m)6.2819E+06(kN/m)RJZ1 =RJZ3 =0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=

20、1035.9163(Eex = Ratx = Ratx1= Ratx2=薄弱層3TowerNo.123.8124(m)24.0891(m)965.3392)(t)0.01110.88051.63121.3092剪力放大系數(shù)=Ystif=8.4016(m)Ymass=Alf =8.4953(m)0.0000(Degree)Gmass( 活荷折減 )=Eey = Raty = Raty1= Raty2=1.000.00590.74932.09381.6285RJX1 =RJX3 =2.7734E+07(kN/m)1.6198E+06(kN/m)RJY1RJY3=4.9976E+07(kN/m)3.

21、4905E+06(kN/m)RJZ1RJZ3=0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=943.2214(Eex = Ratx = Ratx1= Ratx2=薄弱層4TowerNo.124.0090(m)24.0238(m)878.3679)(t)0.00060.96561.53411.2494剪力放大系數(shù)=Ystif=8.8727(m)Ymass=Alf=0.0000(Degree)Gmass( 活荷折減 )=8.4289(m)Eey = Raty = Raty1= Raty2=1.000.02690.89131.72831

22、.3442RJX1 = 2.6781E+07(kN/m)RJX3 = 1.3747E+06(kN/m)RJY1RJY3=4.4541E+07(kN/m)2.3815E+06(kN/m)RJZ1 =RJZ3 =0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=943.2214(Eex = Ratx = Ratx1= Ratx2=薄弱層5TowerNo.123.9996(m)24.0238(m)878.3679)(t)0.00101.00001.55031.2058剪力放大系數(shù)=Ystif=8.7336(m)Ymass=Alf =8.42

23、89(m)0.0000(Degree)Gmass( 活荷折減 )=Eey = Raty = Raty1= Raty2=1.000.01841.00001.63541.2720RJX1 =RJX3 =2.6781E+07(kN/m)1.2226E+06(kN/m)RJY1RJY3=4.4541E+07(kN/m)1.9685E+06(kN/m)RJZ1 =RJZ3 =0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=943.2815(Eex = Ratx = Ratx1= Ratx2=薄弱層6TowerNo.123.9978(m)24.

24、0238(m)878.4279)(t)0.00121.00001.59181.2381剪力放大系數(shù)=Ystif=9.2139(m)Ymass=Alf =8.4276(m)0.0000(Degree)Gmass( 活荷折減 )=Eey = Raty = Raty1= Raty2=1.000.04871.00001.67391.3019RJX1 =RJX3 =2.6781E+07(kN/m)1.1266E+06(kN/m)RJY1RJY3=4.4541E+07(kN/m)1.7196E+06(kN/m)RJZ1RJZ3=0.0000E+00(kN/m)0.0000E+00(kN/m)Floor N

25、o. Xstif= Xmass=906.7856(Eex = Ratx = Ratx1= Ratx2=薄弱層7TowerNo.123.9994(m)24.0609(m)847.0485)(t)0.00251.00001.78521.3885剪力放大系數(shù)=Ystif=8.5635(m)Ymass=Alf=0.0000(Degree)Gmass( 活荷折減 )=8.6732(m)Eey = Raty = Raty1= Raty2=1.000.00660.99641.88701.4677RJX1 =RJX3 =2.6781E+07(kN/m)1.0111E+06(kN/m)RJY1RJY3=4.43

26、81E+07(kN/m)1.4676E+06(kN/m)RJZ1 =RJZ3 =0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No.Xstif= Xmass=8TowerNo.123.9999(m)24.0081(m)Ystif=8.6620(m)Ymass=Alf =8.7953(m)0.0003(Degree)Gmass( 活荷折減 )=744.8091(Eex = Ratx = Ratx1= Ratx2=薄弱層 RJX1 =RJX3 =705.7587)(t)0.00040.98212.55371.9862剪力放大系數(shù)=Eey = Raty = Raty1=

27、 Raty2=1.000.00830.99822.50131.94542.6301E+07(kN/m)8.0908E+05(kN/m)RJY1RJY3=4.4301E+07(kN/m)1.1110E+06(kN/m)RJZ1RJZ3=0.0000E+00(kN/m)0.0000E+00(kN/m)Floor No. Xstif= Xmass=532.0500(Eex = Ratx = Ratx1= Ratx2=薄弱層9TowerNo.124.0110(m)23.9916(m)499.6590)(t)0.00120.72031.00001.0000剪力放大系數(shù)=Ystif=8.3908(m)Ymass=Alf=0.0002(Degree)Gmass( 活荷折減 )=7.1970(m)Eey = Raty = Raty1= Raty2= 1.00 RJY1 =RJY3 =0.06660.47461.00001.0000RJX1 =RJX3 =1.8944E+07(kN/m)4.5260E+05(kN/m)2.1024E