平面設(shè)計(jì)整體指標(biāo)

1、兩種計(jì)算軟件整體計(jì)算結(jié)果對(duì)比報(bào)告工程名稱(chēng):工程代號(hào):設(shè)計(jì)單位:審核單位:第一計(jì)算軟件名稱(chēng)：SATWE第二計(jì)算軟件名稱(chēng)：SATWE設(shè)計(jì)人：校核人:審核時(shí)間:圖表目錄表1.總信息表表2.載板厚分布表表3.凝土強(qiáng)度分布表表4.鋼筋強(qiáng)度分布表表5.質(zhì)量分布表表6.結(jié)構(gòu)風(fēng)載信息表表7.各振型振動(dòng)周期、地震剪力匯總表表8.基底剪力及振型有效質(zhì)量系數(shù)對(duì)比表表9.框架結(jié)構(gòu)側(cè)移剛度比比及地震剪力調(diào)整系數(shù)表表10.樓層抗剪承載力、承載力比值及簿弱層調(diào)整系數(shù)表表11.剪重比及調(diào)整系數(shù)匯總表表12.框剪結(jié)構(gòu)框架地震剪力及0.2Q調(diào)整系數(shù)表表13.框剪結(jié)構(gòu)中框架承擔(dān)的傾覆力矩（抗規(guī)）表表14.框剪結(jié)構(gòu)中框架承擔(dān)的傾覆力

2、矩（軸力方式）表表15.框剪結(jié)構(gòu)中框架承擔(dān)的傾覆力矩（CQC）表表16.結(jié)構(gòu)整體抗傾覆驗(yàn)算結(jié)果表表17.框架結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果表/非框架結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果表表18.地震作用下的樓層最大位移表表19.風(fēng)載作用下的樓層最大位移表表20.地震作用規(guī)定水平力下的樓層最大位移表表21.橫向風(fēng)載作用下的樓層最大位移表圖1.地震作用下樓層反應(yīng)力對(duì)比曲線(xiàn)圖圖2.地震作用下樓層剪力對(duì)比曲線(xiàn)圖圖3.地震作用下樓層彎矩對(duì)比曲線(xiàn)圖圖4.地震作用下樓層位移對(duì)比曲線(xiàn)圖圖5.地震作用下樓層層間位移角對(duì)比曲線(xiàn)圖圖6.風(fēng)荷載作用下樓層反應(yīng)力對(duì)比曲線(xiàn)圖圖7.風(fēng)荷載作用下樓層剪力對(duì)比曲線(xiàn)圖圖8.風(fēng)荷載作用下樓層彎矩對(duì)比曲線(xiàn)圖圖

3、9.風(fēng)荷載作用下樓層最大位移對(duì)比曲線(xiàn)圖圖10.風(fēng)荷載作用下樓層層間位移角對(duì)比曲線(xiàn)圖圖11.規(guī)定水平力作用下樓層位移比對(duì)比曲線(xiàn)圖圖12.規(guī)定水平力作用下樓層層間位移比對(duì)比曲線(xiàn)圖圖13.柱剪力對(duì)比曲線(xiàn)圖圖14.剪重比對(duì)比曲線(xiàn)圖圖15.柱傾覆彎矩（抗規(guī)）對(duì)比曲線(xiàn)圖圖16.短肢墻傾覆彎矩（抗規(guī)）對(duì)比曲線(xiàn)圖圖17.墻斜撐傾覆彎矩（抗規(guī)）對(duì)比曲線(xiàn)圖圖18.柱傾覆彎矩（軸力方式）對(duì)比曲線(xiàn)圖圖19.短肢墻傾覆彎矩（軸力方式）對(duì)比曲線(xiàn)圖圖20.墻斜撐傾覆彎矩（軸力方式）對(duì)比曲線(xiàn)圖圖21.柱傾覆彎矩（CQC）對(duì)比曲線(xiàn)圖圖22.短肢墻傾覆彎矩（CQC）對(duì)比曲線(xiàn)圖圖23.墻斜撐傾覆彎矩（CQC）對(duì)比曲線(xiàn)圖表1.總信息

4、表試題編號(hào)試題信息結(jié)構(gòu)結(jié)構(gòu)樓層地下嵌固裙房轉(zhuǎn)換施工基本地面材料類(lèi)型總數(shù)層數(shù)樓層層數(shù)樓層模擬風(fēng)壓粗糙鋼砼結(jié)構(gòu)框架結(jié)構(gòu)70.01.00.00.0按模擬施工3加荷計(jì)算0.5A中震地震框架剪墻鋼架雙向設(shè)防場(chǎng)地偶然P-效大震設(shè)計(jì)分組抗震級(jí)抗震級(jí)抗震級(jí)地震烈度類(lèi)別偏心應(yīng)=不考一組3.03.03.0否7.5=11否0.0程序版本比較參數(shù)SATWESATWE差(%)結(jié)構(gòu)總重（t）恒載-5758.37-5758.37-0活載-636.38-636.38-0總值-6394.74-6394.74-0結(jié)構(gòu)總軸力（kN）恒載-57583.70-57583.70-0活載-12727.50-12727.50-0總值-703

5、11.20-70311.20-0風(fēng)載（嵌固層）剪力（kN）X向412.4412.40Y向1952.81952.80地震（嵌固層）剪力（kN）X向2698.42698.40Y向2310.42310.40地震（地下一層）剪力（kN）X向Y向地震（基底）剪力（kN）X向2698.42698.40Y向2310.42310.40地震最大層間位移角X向數(shù)值1/10141/10140發(fā)生樓層2層1塔2層1塔Y向數(shù)值1/8231/8230發(fā)生樓層2層1塔2層1塔風(fēng)何載最大層間位移角X向數(shù)值1/70131/70130發(fā)生樓層2層1塔2層1塔Y向數(shù)值1/10211/10210發(fā)生樓層2層1塔2層1塔考慮偶然偏心最

6、大扭轉(zhuǎn)位移比（樓層位移）X向數(shù)值發(fā)生樓層Y向數(shù)值發(fā)生樓層考慮偶然偏心最大扭轉(zhuǎn)位移比（層間位移）X向數(shù)值發(fā)生樓層Y向數(shù)值發(fā)生樓層周期周期T1T11.181.180平動(dòng)系數(shù)1.001.000扭轉(zhuǎn)系數(shù)0.000.000周期T2T21.111.110平動(dòng)系數(shù)0.000.000扭轉(zhuǎn)系數(shù)1.001.000周期T3T30.990.990平動(dòng)系數(shù)1.001.000扭轉(zhuǎn)系數(shù)0.000.000周期比（扭轉(zhuǎn)|d|甘HMZ周期比0.950.950剛度比X向1.001.000周期/最長(zhǎng)平動(dòng)周期）/薄弱層（剛度比）/最小承載力比部位（比值）所在樓層7層1塔7層1塔Y向1.001.000所在樓層7層1塔7層1塔最小承載力比

7、X向0.760.760所在樓層1層1塔1層1塔Y向0.790.790所在樓層1層1塔1層1塔框剪結(jié)構(gòu)（嵌固層）柱、短肢墻、墻剪力（kN）柱剪力X向2698.42698.40Y向2310.52310.50短肢墻剪力X向0.00.00Y向0.00.0008版墻剪力（10版總剪力）X向2698.42698.40Y向2310.52310.50柱剪力/總剪力X向100.0100.00Y向100.0100.00框剪結(jié)構(gòu)（嵌固層）柱、短肢墻、墻傾覆彎矩（kN.m）柱傾覆彎矩X向41093.941093.90Y向35586.435586.4010版短肢墻傾覆彎矩X向0.00.00Y向0.00.00墻傾覆彎矩X

8、向0.00.00Y向0.00.00柱傾覆彎矩/總傾覆彎矩X向100.0100.00Y向100.0100.000.2V0調(diào)整系數(shù)（嵌固層）X向1.01.00Y向1.01.00表2.荷載板厚分布表何載板厚分布表層號(hào)塔號(hào)層咼（M）累計(jì)咼度（M）恒載（KN）活載（KN）板厚SATWESATWE差%SATWESATWE差%SATWESATWE差%114.04.057581.057581.0012728.012728.00213.07.048973.048973.0010688.010688.00313.010.040665.040665.008648.08648.00413.013.032357.032

9、357.006608.06608.00513.016.024049.24049.04568.04568.0000613.019.015741.015741.002528.02528.00713.022.07433.07433.00488.0488.00表3.混凝土強(qiáng)度分布表混凝土強(qiáng)度分布表層塔梁柱墻板層標(biāo)號(hào)號(hào)SATSAT差SATSAT差SATSAT差SATSAT差高高WEWE%WEWE%WEWE%WEWE%1125.25.025.25.030.30.04.4.000000002125.25.025.25.030.30.03.7.000000003125.25.025.25.030.30.03.

10、10.000000004125.25.025.25.030.30.03.13.000000005125.25.025.25.030.30.03.16.000000006125.25.025.25.030.30.03.19.000000007125.25.025.25.030.30.03.22.00000000表4.鋼筋強(qiáng)度分布表鋼肋強(qiáng)度分布表層塔梁主筋梁箍筋柱主筋柱箍筋墻水平筋墻豎向筋號(hào)號(hào)SASA差SASA差SASA差SASA差SASA差SASA差TWTW%TWTW%TWTW%TWTW%TWTW%TWTW%EEEEEEEEEEEE11303003030030300.0.0.000

11、00021303003030030300.0.0.00000031303003030030300.0.0.00000041303003030030300.0.0.00000051303003030030300.0.0.00000061303003030030300.0.0.00000071303003030030300.0.0.000000表5.質(zhì)量分布表質(zhì)里分布表層塔質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量附加質(zhì)量質(zhì)量比號(hào)號(hào)SS差SS差SS差SS差SS差SS差SS差A(yù)A%AA%AA%AA%AA%AA%AA%TTTT

12、TTTTTTTTTTWWWWWWWWWWWWWWEEEEEEEEEEEEEE1133066044088011000011077.6600.44000022000066.88002133066077088011000011077.3300.44000022000066.88003133066011088011000011077.003300.44.002200006600.88004133066011088011000011077.333300.44.002200006600.88005133066011088011000011077.663300.44.002200006600.8800表6.

13、結(jié)構(gòu)風(fēng)載信息表結(jié)構(gòu)風(fēng)載信息表層塔風(fēng)何載X剪力X傾覆彎矩X風(fēng)何載Y剪力Y傾覆彎矩Y號(hào)號(hào)SASA差SASA差SASA差SASA差SASA差SATSAT差TWTW%TWTW%TWTW%TWTW%TWTW%WEWE%EEEEEEEEEE115454041410565602525019190270270.07071.1.525.244.8.8002147470353503939021210171701921920.0.08.8.57576.6.010121.21.00.7.755.4.4883153530313102828024240141401411410.6.6

14、1.1.83836.6.848417.17.00.7.711.9.95541595902525019190272701212096696.50502.2.38382.82.844.8.855.8.851656501919011110292909696059459.787.6.46.499.6.6443361707001313058580323206666030430..7.48800009971626206262018180343403434010410..6.6.

15、0.80.8559999表7.各振型振動(dòng)周期、地震剪力匯總表振動(dòng)周期、地震剪力匯總表振型號(hào)周期轉(zhuǎn)角平動(dòng)系數(shù)X+Y扭轉(zhuǎn)系數(shù)X向地震剪力Y向地震剪力SASA差SASA差SASA差SASA差SATSAT差SATSAT差TWETWE%TWETWE%TWETWE%TWETWE%WEWE%WEWE%11.1.0909001.1.00.0.00.00.00219219022.1.100005.45.421.1.0363600.0.01.1.04.04.002.22.2011.6.6000031.1.0181801.1.00.0.026026000.00.00000.0.00003.53.50040.0.09

16、09001.1.00.0.00.00.00702702044.1.1000.0232300.0.01.1.01.61.600.30.3044.5.5000060.0.0181801.1.00.0.068668600.00.00330.0.0000.5.500表8.基底剪力及振型有效質(zhì)量系數(shù)對(duì)比表基地剪力及振型有效質(zhì)量系數(shù)對(duì)比表振型X向基底剪力X向剪重比X向振型有效質(zhì)量系數(shù)Y向基底剪力Y向剪重比Y向振型有效質(zhì)量系數(shù)數(shù)SATSAT差SASA差SASA差SATSAT差SASA差SASA差WEWE%TWTW%TWTW%WEWE%TWTW%TWTW%EEEEEEEE626926904.

17、4.09696023123103.3.095950&4&422.0.00.40.466.0.0表9.框架結(jié)構(gòu)側(cè)移剛度比比及地震剪力調(diào)整系數(shù)表X向框架結(jié)構(gòu)側(cè)移剛度比比及地震剪力調(diào)整系數(shù)層號(hào)塔號(hào)本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值本層塔側(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%的比值中之較小者等效剪切剛度地震剪力調(diào)整系數(shù)簿弱層SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%111.01.001.11.104032000.04032000.001.01.00否否00211.31.301.31.30

18、537605376001.01.00否否000.000.00311.01.001.21.20537605376001.01.00否否000.000.0.0411.01.001.31.30537605376001.01.00否否000.000.0.0511.01.001.41.40537605376001.01.00否否000.000.0.0611.01.001.61.60537605376001.01.00否否000.000.0.0711.01.001.01.00537605376001.01.00否否000.000.0.0Y向框架結(jié)構(gòu)側(cè)移剛度比比及地震剪力調(diào)整系數(shù)層號(hào)塔號(hào)本層塔側(cè)移剛度與下一

19、層相應(yīng)塔側(cè)移剛度的比值本層塔側(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%的比值中之較小者等效剪切剛度地震剪力調(diào)整系數(shù)簿弱層SATSAT差SATSAT差SATWESATWE差SATSAT差SATSAT差WEWE%WEWE%WEWE%WEWE%111.01.001.31.30403204032001.01.00否否000.000.00211.31.301.31.30537605376001.01.00否否000.000.00311.01.001.31.30537605376001.01.00否否000.000.00411.01.001.31.30537605376001.0

20、1.00否否000.000.00511.01.001.41.40537605376001.01.00否否000.000.0.0611.01.001.71.705376000.05376000.001.01.00否否00711.01.001.01.005376000.05376000.001.01.00否否00非框架結(jié)構(gòu)側(cè)移剛度比及地震剪力調(diào)整系數(shù)層號(hào)塔號(hào)本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度的比等效剪切剛度地震剪力調(diào)整系數(shù)簿弱層SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%111.

21、01.001.11.10403204032001.01.00否否000.000.00211.31.301.31.30537605376001.01.00否否000.000.00311.01.001.21.20537605376001.01.00否否000.000.00411.01.001.31.30537605376001.01.00否否000.000.00511.01.001.41.40537605376001.01.00否否000.000.00611.01.001.61.60537605376001.01.00否否000.000.00711.01.001.01.00537605376001

22、.01.00否否000.000.0.0表10.樓層抗剪承載力、承載力比值及簿弱層調(diào)整系數(shù)表樓層抗剪承載力、承載力比值及簿弱層調(diào)整系數(shù)層號(hào)塔號(hào)X向承載力(KN)X向本層與上一層的承載力之比X向簿弱層Y向承載力(KN)Y向本層與上一層的承載力之比Y向簿弱層SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%SATWESATWE差%1193193100.0.0是是097297200.0.0是是09.09.088.0.00.088.002112212201.1.0否否012212201.1.0否否00.40.11.

23、0000003111211201.1.0否否011211201.1.0否否0000004110110101.1.0否否010110101.1.0否否0000005188788701.1.0否否088788701.1.0否否09.09.022.9.09.022.006174174101.1.0否否074174101.1.0否否05.05.033.5.05.033.007157757701.1.0否否057757701.1.0否否09.09.000.9.09.000.00表11.剪重比及調(diào)整系數(shù)匯總表剪重比及調(diào)整系數(shù)匯總表

24、層塔X向樓層剪X向整層剪X向地震剪Y向樓層剪Y向整層剪Y向地震剪號(hào)號(hào)力(KN)重比力調(diào)整系數(shù)力(KN)重比力調(diào)整系數(shù)SASA差SASA差SASA差SASA差SASA差SASA差TWTW%TWTW%TWTW%TWTW%TWTW%TWTW%EEEEEEEEEEEE11262604.4.01.1.0232303.3.01.1.0989822001010660.421252504.4.01.1.0212104.4.01.1.0020266004343000.331222205.5.01.1.0191904.4.01.1.03333000006062.541

25、191905.5.01.1.0161604.4.01.1.0505055007777770.0511631.51631.501.001433.71433.705.45.401.01.0061111107.7.01.1.0101006.6.01.1.0919100007575330.371595907.7.01.1.0545407.7.01.1.00.0.77005.5.11006666表12.框剪結(jié)構(gòu)框架地震剪力及0.2Q調(diào)整系數(shù)表X向框剪結(jié)構(gòu)框架地震剪力及0.2Q調(diào)整系數(shù)層塔柱剪力（KN）墻剪力/總剪力柱剪力百分比0.2Q調(diào)整系數(shù)本層剪力號(hào)號(hào)(KN)SATSAT差SATSAT差SATSAT差SATSAT差SATSAT差WEWE%WEWE%WEWE%WEWE%WEWE%112692690269269010010001.01.000