結(jié)構(gòu)a-c d房型a304d4施工圖d4計算書

御河項目計算書目錄-D4一、單體概況：A3D4F31421.470m，單體中平面御河項目計算書目錄-D4一、單體概況：A3D4F31421.470m，單體中平面8.1x8.1m。各單體基礎(chǔ)計算統(tǒng)一見地庫。上部結(jié)構(gòu)形式：現(xiàn)澆框架結(jié)構(gòu)，現(xiàn)澆梁板。二、計算信息及結(jié)果周期、力與振型(WZQ.OUT)位移信息(WDISP.OUT)結(jié)構(gòu)荷載平面簡圖結(jié)構(gòu)構(gòu)件平面簡圖構(gòu)件配筋簡圖基礎(chǔ)底板配筋計算書坡道計算書樓梯梯板計算書薄弱層驗算結(jié)果(WBRC.OUT)第1頁共1頁D4-簡化計算書-20160313.out總信息文件-D4-Modal工程代號：版本：1.7.0.0計算日期：2016/03/11**********************************************************設(shè)計參數(shù)輸出**********************************************************結(jié)構(gòu)總體信息........................................結(jié)構(gòu)體系:結(jié)構(gòu)材料信息:室層數(shù):嵌固端所在層號(層頂嵌固):(m):D4-簡化計算書-20160313.out總信息文件-D4-Modal工程代號：版本：1.7.0.0計算日期：2016/03/11**********************************************************設(shè)計參數(shù)輸出**********************************************************結(jié)構(gòu)總體信息........................................結(jié)構(gòu)體系:結(jié)構(gòu)材料信息:室層數(shù):嵌固端所在層號(層頂嵌固):(m):裙房層數(shù):轉(zhuǎn)換層所在層號:加強層所在層號:底框?qū)訑?shù):豎向荷載計算信息:是否計算吊車荷載:是否計算人防荷載:是否生成繪等值線用數(shù)據(jù):是否計算溫度荷載:是否生成傳給基礎(chǔ)的剛度:施工模擬加載層步長:框架結(jié)構(gòu)上海11-5.4000000施工模擬三計算水平 否否否否否否否1計算控制信息........................................水平力與整體坐標夾角:2010《混凝土規(guī)范》取值:中梁剛度放大系數(shù)上限:連梁剛度折減系數(shù)( ):連梁剛度折減系數(shù)(風):連梁材料強度默認同墻:墻元細分最大控制長度(m):板元細分最大控制長度(m):短墻肢自動加密:彈性板荷載計算方式:膜單元類型:是否考慮P-Delt效應:考慮梁端剛域:考慮柱端剛域:是否輸出節(jié)點位移:結(jié)構(gòu)計算時考慮樓梯剛度:梁與彈性板變形協(xié)調(diào):梁墻自重扣除與柱重疊部分:剛性樓板假定:是否自動劃分多塔:計算現(xiàn)澆空心板:0.00是2.000.701.004.00是1.001.00是平面導荷否否否否是否否否是是否否否否否內(nèi)力按全樓彈性板6計算:位移:使用指定風荷載數(shù)據(jù):風荷載信息..........................................第1頁否D4-簡化計算書-20160313.outGB50009-2012B0.550.900.900.0501.0是執(zhí)行規(guī)范:地面粗糙程度:(kN/m2):結(jié)構(gòu)X向基本周期（秒）:結(jié)構(gòu)Y向基本周期（秒）:風荷載計算用阻尼比:考慮順風向風振:多方向風角度:(kN/m2):舒適度驗算用阻尼比:水平風荷載體型分段數(shù):0.400.02010.80是否否分段號最 號 X迎風X背風0.001.00Y背風-0.50D4-簡化計算書-20160313.outGB50009-2012B0.550.900.900.0501.0是執(zhí)行規(guī)范:地面粗糙程度:(kN/m2):結(jié)構(gòu)X向基本周期（秒）:結(jié)構(gòu)Y向基本周期（秒）:風荷載計算用阻尼比:考慮順風向風振:多方向風角度:(kN/m2):舒適度驗算用阻尼比:水平風荷載體型分段數(shù):0.400.02010.80是否否分段號最 號 X迎風X背風0.001.00Y背風-0.500.001.00160.80-0.50考慮橫向風振:考慮扭轉(zhuǎn)風振:信息............................................設(shè)計 烈度:場地類別:特征周期:結(jié)構(gòu)的阻尼比:周期折減系數(shù):一7(0.1g)Ⅳ0.900.0500.70WYD-RITZ程序自動計算自動計算振型數(shù)時，振型參與質(zhì)量系數(shù)需達到總質(zhì)量的百分比:90%自動計算振型數(shù)時，最多振型數(shù)量:按主振型確定 內(nèi)力符號:框架的抗震等級:鋼框架的抗震等級:剪力墻的抗震等級:抗震構(gòu)造措施的抗震等級:框支剪力墻結(jié)構(gòu)底部加強區(qū)剪力墻抗震等級自動提高一級:4級:是否考慮偶然偏心:偶然偏 算方法:是否考慮雙向 扭轉(zhuǎn)效應:自動計算最不利 方向的作用:斜交抗側(cè)力構(gòu)件方向的附加 斜交抗側(cè)力構(gòu)件方向的附加 活荷重力荷載代表值組合系數(shù):使用自定義 影響系數(shù)曲線:否150否333是是是0.050.05是是210,800.50否影響系數(shù)最大值:罕遇 大值:作用放大方法:全樓 力放大系數(shù):最大附加阻尼比:0.0800.4501.000.25否計算時不考慮室以下的結(jié)構(gòu)質(zhì)量:性能設(shè)計信息........................................是否考慮性能設(shè)計:否設(shè)計信息............................................是否按抗震規(guī)范5.2.5調(diào)整樓層 力:是否扭轉(zhuǎn)效應明顯:第一平動周期方向動位移比例（0~1）:第二平動周期方向動位移比例（0~1）:梁端彎矩調(diào)幅系數(shù):框架梁調(diào)幅后不小于簡支梁跨中彎矩的倍數(shù):梁扭矩折減系數(shù):九度結(jié)構(gòu)及一級框架梁柱超配筋系數(shù):按層剛度比判斷薄弱層方法:底部嵌固樓層剛度比執(zhí)行《高規(guī)》3.5.2-2:自動根據(jù)層間受剪承載力比值調(diào)整配筋:是否轉(zhuǎn)換層指定為薄弱層:薄弱層 內(nèi)力放大系數(shù):第2頁是是0.500.500.850.500.330.401.15否否否是1.25D4-簡化計算書-20160313.out0否0強制指定的薄弱層層號:M、V不調(diào)整:0.2V0調(diào)整分段數(shù):分段號 0.2V0調(diào)整規(guī)則:終止層號min(0.20V0,1.50Vfmax)0.201.502.005.0020否0.000200.2V0調(diào)整時樓層剪力最小倍數(shù):0.2V0調(diào)整時各層框架剪力最大值的倍數(shù):0.2V0支撐按柱設(shè)計臨界角:按豎向構(gòu)件內(nèi)力統(tǒng)計層剪力:位移角小于此值時，位移比設(shè)置為1:D4-簡化計算書-20160313.out0否0強制指定的薄弱層層號:M、V不調(diào)整:0.2V0調(diào)整分段數(shù):分段號 0.2V0調(diào)整規(guī)則:終止層號min(0.20V0,1.50Vfmax)0.201.502.005.0020否0.000200.2V0調(diào)整時樓層剪力最小倍數(shù):0.2V0調(diào)整時各層框架剪力最大值的倍數(shù):0.2V0支撐按柱設(shè)計臨界角:按豎向構(gòu)件內(nèi)力統(tǒng)計層剪力:位移角小于此值時，位移比設(shè)置為1:活荷載信息..........................................柱、墻活荷載是否折減:否51.00從屬面積超過50m2時，樓面活荷載折減0.9考慮活荷不利布置的最樓面梁活荷載折減:號:構(gòu)件設(shè)計信息........................................柱配筋計算原則:連梁按對稱配筋設(shè)計:矩形混凝土梁按T形梁配筋:（Hn/2h0）:墻柱配筋設(shè)計考慮端柱:墻柱配筋設(shè)計考慮翼緣墻:與剪力 按框架梁設(shè)計:驗算一級抗震墻施工縫:梁壓彎設(shè)計控制軸壓比:(0-節(jié)點，1-支座邊):鋼構(gòu)件截面凈毛面積比:X向鋼柱計算長度是否按有側(cè)移計算:Y向鋼柱計算長度是否按有側(cè)移計算:按《鋼規(guī)》5.3.3-2自動判斷強弱支撐:框架柱的軸壓比限值按框架結(jié)構(gòu)采用:梁保護層厚度(mm):柱保護層厚度(mm):型鋼混凝土構(gòu)件設(shè)計依據(jù):7.2.16-4:底部加強區(qū)全部設(shè)為約束邊緣構(gòu)件:面外梁下生成暗柱邊緣構(gòu)件:Lc:邊緣構(gòu)件合并距離(mm):短肢邊緣構(gòu)件合并距離(mm):邊緣構(gòu)件取整模數(shù)(mm):構(gòu)造邊緣構(gòu)件設(shè)計依據(jù):否否否是否否是是0.400.000.85是是否否否2020JGJ138-2001否否是否30060050《高規(guī)》JGJ3-2010第7.2.16條包絡(luò)設(shè)計........................................是否分塔與整體分別計算，并取大:是否與其它模型進行包絡(luò)取大:否否否鑒定加固........................................是否鑒定加固:否裝配式..........................................是否是裝配式結(jié)構(gòu):否材料信息........................................混凝土容重(kN/m3):砌體容重(kN/m3):鋼材容重(kN/m3):輕骨料混凝土容重(kN/m3):輕骨料混凝土密度等級:梁箍筋間距(mm):柱箍筋間距(mm):墻水平分布筋最大間距(mm):墻豎向分布筋最小配筋率(%):結(jié)構(gòu)底部NSW層的墻豎向分布配筋率:25.5022.0078.0018.5018001001001500.3000.60鋼筋強度........................................HRB400鋼筋強度設(shè)計值（N/mm2）:第3頁360D4-簡化計算書-20160313.out室信息..........................................(MN/m4):扣除地面以下幾層回填土約束:回填土容重(kN/m3):回填土側(cè) 系數(shù):(m):(m):室外地面附加荷載(kN/m2):6.00018.000.50-0.50-2.0010.00荷載組合......................................結(jié)構(gòu)重要性系數(shù):恒載分項系數(shù):活載分項系數(shù):活荷載組合值系數(shù):活荷載頻遇值系數(shù):活荷載準 值系數(shù):風荷載分項系數(shù):風荷載是否參與 水平 力分項系數(shù):1.001.201.400.700.600.501.001.400.600.40否1.30**********************************************************樓層屬性**********************************************************層號65432111111D4-簡化計算書-20160313.out室信息..........................................(MN/m4):扣除地面以下幾層回填土約束:回填土容重(kN/m3):回填土側(cè) 系數(shù):(m):(m):室外地面附加荷載(kN/m2):6.00018.000.50-0.50-2.0010.00荷載組合......................................結(jié)構(gòu)重要性系數(shù):恒載分項系數(shù):活載分項系數(shù):活荷載組合值系數(shù):活荷載頻遇值系數(shù):活荷載準 值系數(shù):風荷載分項系數(shù):風荷載是否參與 水平 力分項系數(shù):1.001.201.400.700.600.501.001.400.600.40否1.30**********************************************************樓層屬性**********************************************************層號654321111111無無無無無1層**********************************************************塔屬性**********************************************************塔號1結(jié)構(gòu)體系:（秒）:（秒）:水平風荷載體型分段數(shù):分段號最號擋風系數(shù)0.900.9010.80背風面系數(shù)-0.500.00161.000.2V0調(diào)整分段數(shù):分段號 0終止層號0.2V0調(diào)整時樓層剪力最小倍數(shù):0.201.500.2V0調(diào)整時各層框架剪力最大值的倍數(shù):**********************************************************各層質(zhì)量、質(zhì)心坐標，層質(zhì)量比**********************************************************層號比塔號質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量活載質(zhì)量附加質(zhì)量質(zhì)量(m)59.01359.73752.12753.35153.28854.592(m)5.5585.89215.41013.51413.06811.158(m)21.47017.75013.2508.7504.250-0.900(t)95.31665.32728.32205.22284.812893.4(t)1.5150.7253.4260.3261.6837.83.1301.4506.9520.6523.21675.7(t)0.00.00.00.00.00.06543211111110.050.611.210.970.191.00合計------21872.21765.43530.80.0(t):(t):(t):(t):1765.37521872.2250.00023637.600恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載*活載等效質(zhì)量總質(zhì)量=恒載質(zhì)量+活載質(zhì)量+附加質(zhì)量第4頁D4-簡化計算書-20160313.out**********************************************************各層構(gòu)件數(shù)量、構(gòu)件材料和層高**********************************************************層號塔號梁數(shù)柱數(shù)支撐數(shù)墻數(shù)層高(m)累計高度(m)6511262528250000000613.7204.5004.5004.5005.1504.50026.87023.18.65014.9.6504.5003137849011668890保護層：層號塔號梁保護層(mm)柱保護層(mm)墻保護層(mm)654321111111202020202020252525252525---------------25混凝土構(gòu)件：層號塔號梁數(shù)柱數(shù)支撐數(shù)D4-簡化計算書-20160313.out**********************************************************各層構(gòu)件數(shù)量、構(gòu)件材料和層高**********************************************************層號塔號梁數(shù)柱數(shù)支撐數(shù)墻數(shù)層高(m)累計高度(m)6511262528250000000613.7204.5004.5004.5005.1504.50026.87023.18.65014.9.6504.5003137849011668890保護層：層號塔號梁保護層(mm)柱保護層(mm)墻保護層(mm)654321111111202020202020252525252525---------------25混凝土構(gòu)件：層號塔號梁數(shù)柱數(shù)支撐數(shù)墻數(shù)6543211111111126(C30/360)252(C30/360)388(C30/360)378(C30/360)381(C35/360)667(C35/360)1(C30/360)8(C30/360)25(C30/360)49(C30/360)49(C30/360)49(C35/360)89(C35/360)---------------------------------------61(C30/360)---箍筋（墻分布筋）：層號塔號梁數(shù)柱數(shù)墻數(shù)(箍筋)65432111111126(360)252(360)388(360)378(360)381(360)668(360)8(360)25(360)49(360)49(360)49(360)89(360)---------------------------------61(360/360)(360)(360)(360)(360)(360)(360)**********************************************************風荷載信息**********************************************************層號塔號風荷載X剪力X傾覆彎矩X風荷載Y剪力Y傾覆彎矩Y65432111111147.9162.4239.5206.2210.50.047.9210.2449.8656.0866.5866.5178.11124.13148.26100.010562.314461.478.6235.3271.9233.4238.40.078.6313.9585.8819.21057.61057.6292.51705.14341.08027.513474.118233.2**********************************************************各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息FloorNo :層號TowerNo :塔號Xstif，Ystif:剛心的X，Y坐標值A(chǔ)lf:層剛性主軸的方向Xmass，Ymass:質(zhì)心的X，Y坐標值第5頁D4-簡化計算書-20160313.outGmassEex，EeyRatx，Raty: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塔側(cè)移剛度的比值(剪切剛度)Ratx1，Raty1:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(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:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(cè)移剛度90%、110%或者150%比值。110%指當本層層高大于相鄰上層層高1.5倍時，150%指嵌固層Ratx3，Raty3:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(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(剪切剛度)RJX1，RJY1，RJZ1:結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪切剛度)RJX3，RJY3，RJZ3:結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度( **********************************************************FloorNo.1 TowerNo.1層間位移的比)Xstif= 69.0155(m) Ystif=15.9856(m)11.1579(m)0.14481.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=54.5923(m) Ymass=Gmass(重力荷載代表值)=14569.0771(13731.2441)(t)0.53171.0000Eey=Raty=剪力放大系數(shù)=1.00165.158093.1832Raty1=Raty3=113.650774.37621.4135E+008(kN/m)RJZ1=0.0000E+000(kN/m)8.5276E+007(kN/m)RJZ3=1.1822E+011(kN*m/Rad)RJX1=1.7709E+008(kN/m)RJY1RJX3=1.3680E+008(kN/m)RJY3==FloorNo.2TowerNo.1Xstif= 53.9090(m) Ystif=12.5381(m)13.0681(m)0.02670.0136Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.2879(m) Ymass=Gmass(重力荷載代表值)=2807.9790(2546.3950)(t)0.03210.0109Eey=Raty=剪力放大系數(shù)=1.001.55211.0581Raty1=Raty3=1.64261.05811.9260E+006(kN/m)RJZ1=0.0000E+000(kN/m)1.0282E+006(kN/m)RJZ3=5.1343E+008(kN*m/Rad)RJX1=1.9260E+006(kN/m)RJY1RJX3D4-簡化計算書-20160313.outGmassEex，EeyRatx，Raty: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塔側(cè)移剛度的比值(剪切剛度)Ratx1，Raty1:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(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:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(cè)移剛度90%、110%或者150%比值。110%指當本層層高大于相鄰上層層高1.5倍時，150%指嵌固層Ratx3，Raty3:X，Y方向本層塔側(cè)移剛度與上一層相應塔側(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(剪切剛度)RJX1，RJY1，RJZ1:結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪切剛度)RJX3，RJY3，RJZ3:結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度( **********************************************************FloorNo.1 TowerNo.1層間位移的比)Xstif= 69.0155(m) Ystif=15.9856(m)11.1579(m)0.14481.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=54.5923(m) Ymass=Gmass(重力荷載代表值)=14569.0771(13731.2441)(t)0.53171.0000Eey=Raty=剪力放大系數(shù)=1.00165.158093.1832Raty1=Raty3=113.650774.37621.4135E+008(kN/m)RJZ1=0.0000E+000(kN/m)8.5276E+007(kN/m)RJZ3=1.1822E+011(kN*m/Rad)RJX1=1.7709E+008(kN/m)RJY1RJX3=1.3680E+008(kN/m)RJY3==FloorNo.2TowerNo.1Xstif= 53.9090(m) Ystif=12.5381(m)13.0681(m)0.02670.0136Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.2879(m) Ymass=Gmass(重力荷載代表值)=2807.9790(2546.3950)(t)0.03210.0109Eey=Raty=剪力放大系數(shù)=1.001.55211.0581Raty1=Raty3=1.64261.05811.9260E+006(kN/m)RJZ1=0.0000E+000(kN/m)1.0282E+006(kN/m)RJZ3=5.1343E+008(kN*m/Rad)RJX1=1.9260E+006(kN/m)RJY1RJX3=1.0959E+006(kN/m)RJY3==FloorNo.3TowerNo.1Xstif= 53.6177(m) Ystif=12.5212(m)13.5137(m)0.04911.3501Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=53.3514(m) Ymass=Gmass(重力荷載代表值)=2725.7539(2465.4617)(t)0.01361.3501Eey=Raty=剪力放大系數(shù)=1.001.43861.4286Raty1=Raty3=1.43331.42862.6003E+006(kN/m)RJZ1=0.0000E+000(kN/m)8.9424E+005(kN/m)RJZ3=6.9414E+008(kN*m/Rad)RJX1=2.6003E+006(kN/m)RJY1RJX3=1.0087E+006(kN/m)RJY3==FloorNo.4TowerNo.1Xstif= 53.3885(m) Ystif=12.7026(m)15.4100(m)0.13461.0000Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=52.1266(m) Ymass=Gmass(重力荷載代表值)=3235.1367(2981.6958)(t)0.06351.0000Eey=Raty=剪力放大系數(shù)=1.002.77693.6233Raty1=Raty3=2.76753.62332.6003E+006(kN/m)RJZ1=0.0000E+000(kN/m)8.9131E+005(kN/m)RJZ3=7.0675E+008(kN*m/Rad)RJX1=2.6003E+006(kN/m)RJY1RJX3=1.0016E+006(kN/m)RJY3==FloorNo.5TowerNo.1Xstif= 59.1536(m) Ystif=5.8350(m)5.8920(m)0.00380.3943Alf=45.0000(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=59.7366(m) Ymass=Gmass(重力荷載代表值)=1966.6572(1815.9819)(t)0.03960.3943Eey=Raty=剪力放大系數(shù)=1.0010.54268.2224Raty1=Raty3=12.81178.22241.0253E+006(kN/m)RJZ1=0.0000E+000(kN/m)4.6009E+005(kN/m)RJZ3=1.7056E+008(kN*m/Rad)RJX1=1.0253E+006(kN/m)RJY1RJX3=5.1527E+005(kN/m)RJY3==FloorNo.6TowerNo.1Xstif= 56.0935(m) Ystif=5.5523(m)5.5584(m)0.00090.1737Alf=1.9178(Degree)Xmass=Eex=Ratx=Ratx1=Ratx3=59.0127(m) Ymass=Gmass(重力荷載代表值)= 98.3717(96.8222)(t)0.46870.1737Eey=Raty=剪力放大系數(shù)=1.001.00001.2500Raty1=Raty3=1.00001.2500第6頁D4-簡化計算書-20160313.outRJX1=1.7813E+005(kN/m)RJY1=1.7813E+005(kN/m)RJZ1=0.0000E+000(kN/m)RJX3=6.9821E+004(kN/m)RJY3=5.1303E+004(kN/m)RJZ3=3.7264E+006(kN*m/Rad)X方向最小剛度比:1.0000(6層1塔)Y方向最小剛度比:1.0000(6層1塔)============================================================================室樓層側(cè)向剛度比驗算（剪切剛度）============================================================================室層號：1 塔號：1X方向 度=1.7709E+008Y方向 度=1.4135E+008X方向地上一層剪切剛度=1.9260E+006 D4-簡化計算書-20160313.outRJX1=1.7813E+005(kN/m)RJY1=1.7813E+005(kN/m)RJZ1=0.0000E+000(kN/m)RJX3=6.9821E+004(kN/m)RJY3=5.1303E+004(kN/m)RJZ3=3.7264E+006(kN*m/Rad)X方向最小剛度比:1.0000(6層1塔)Y方向最小剛度比:1.0000(6層1塔)============================================================================室樓層側(cè)向剛度比驗算（剪切剛度）============================================================================室層號：1 塔號：1X方向 度=1.7709E+008Y方向 度=1.4135E+008X方向地上一層剪切剛度=1.9260E+006 比=Y方向地上一層剪切剛度=1.9260E+006 比=91.947073.3895**********************************************************結(jié)構(gòu)整體抗傾覆驗算**********************************************************抗傾覆力矩Mr傾覆力矩Mov比值Mr/Mov零應力區(qū)(%)層號：1塔號：1XY7.310E+0066.823E+0067.098E+0066.625E+0061.682E2.053E1.321E+0051.307E+005.55.3053.7450.690.000.000.000.00**********************************************************結(jié)構(gòu)整體穩(wěn)定驗算**********************************************************2345611111X向剛度 1.096E+0061.028E+0061.009E+0068.942E+0051.002E+0068.913E+0055.153E+0054.601E+0056.982E+0045.130E+0045.4.5004.5004.5003.720上部重量X剛重比.20745.86069.10491.327218.88039.60140.65861.49381.547160.8269897565225253891187該結(jié)構(gòu)剛重比Di*Hi/Gi大于10，能夠通過《高規(guī)》5.4.4條的整體穩(wěn)定驗算該結(jié)構(gòu)剛重比Di*Hi/Gi大于20，滿足《高規(guī)》5.4.1，可以不考慮重力二階效應**********************************************************結(jié)構(gòu)抗震驗算********************************************************************************************************************風振舒適度驗算**********************************************************塔號：1按《高鋼規(guī)》計算：度(m/s2)=0.032度(m/s2)=0.009度(m/s2)=0.039度(m/s2)=0.009按《荷載規(guī)范》附錄J計算：X向順風向頂點最大 度(m/s2)=0.039X向橫風向頂點最大 度(m/s2)=0.010Y向順風向頂點最大 度(m/s2)=0.046Y向橫風向頂點最大 度(m/s2)=0.010**********************************************************樓層抗剪承載力驗算**********************************************************Ratio_X,Ratio_Y:表示本層與上一層的承載力之比層號654321111111X向承載力 Y向承載力 5.8036E+0025.8036E+002 1.005.7947E+0036.2653E+003 9.981.4518E+0041.5735E+004 2.511.8474E+0041.9025E+004 1.272.1321E+0042.1859E+004 1.151.2783E+0051.1125E+005 6.00Ratio_Y1.0010.802.511.211.155.09第7頁D4-簡化計算書-20160313.out**********************************************************周期、 力與振型輸出文件**********************************************************考慮扭轉(zhuǎn)耦聯(lián)時的振動周期(秒)、X,Y方向的平動系數(shù)、扭轉(zhuǎn)系數(shù)振型號周期轉(zhuǎn)角平動系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)(強制剛性樓板模型)1234567891011121314151617180.94460.89270.82340.3331D4-簡化計算書-20160313.out**********************************************************周期、 力與振型輸出文件**********************************************************考慮扭轉(zhuǎn)耦聯(lián)時的振動周期(秒)、X,Y方向的平動系數(shù)、扭轉(zhuǎn)系數(shù)振型號周期轉(zhuǎn)角平動系數(shù)(X+Y)扭轉(zhuǎn)系數(shù)(Z)(強制剛性樓板模型)1234567891011121314151617180.94460.89270.82340.33310.31900.30250.25810.21660.21030.19470.17500.15530.12420.12130.11470.07720.05750.043985.09172.3939.44100.539.272.4390.6119.6590.68126.4423.2990.2139.37124.9427.61102.6316.88119.850.95(0.01+0.95)0.96(0.94+0.02)0.19(0.11+0.07)0.97(0.03+0.94)0.81(0.79+0.02)0.13(0.13+0.00)0.70(0.00+0.70)0.71(0.60+0.11)0.78(0.60+0.18)0.93(0.34+0.59)0.55(0.46+0.09)0.33(0.00+0.33)0.62(0.37+0.25)0.99(0.32+0.67)0.38(0.30+0.08)0.76(0.04+0.72)0.98(0.90+0.08)0.26(0.06+0.19)0.050.040.810.030.190.870.300.290.220.070.450.670.380.010.620.240.020.74作用最大的方向=103.630°12345678910111213141516171819202122周期0.94480.89310.82350.33490.32180.30890.29570.28540.23280.21880.21460.19900.19150.17440.14110.12420.12140.11470.08300.06000.05010.044485.21172.4739.1498.085.1467.5839.35144.0693.55132.3533.88144.22139.5522.7292.9640.25125.7628.27111.2725.71124.16126.15平動系數(shù)(X+Y)0.96(0.01+0.95)0.95(0.94+0.02)0.19(0.11+0.07)0.93(0.02+0.91)0.87(0.86+0.01)0.24(0.09+0.15)0.39(0.23+0.15)0.83(0.66+0.17)0.72(0.00+0.72)0.11(0.07+0.04)0.53(0.35+0.17)0.96(0.60+0.36)0.88(0.53+0.36)0.59(0.50+0.09)0.28(0.01+0.27)0.62(0.36+0.26)0.99(0.34+0.65)0.38(0.29+0.09)0.72(0.09+0.62)0.99(0.80+0.19)1.00(0.01+0.99)0.30(0.10+0.20)0.040.050.810.070.130.760.610.170.280.890.470.040.120.410.720.380.010.620.280.010.000.70(Z向扭轉(zhuǎn)質(zhì)量系數(shù)只在強制剛性板下有意義，對于非強制剛性板下的計算結(jié)果參考)振型號 X向平動質(zhì)量系數(shù)%(sum) Y向平動質(zhì)量系數(shù)%(sum) Z向扭轉(zhuǎn)質(zhì)量系數(shù)%(sum)12345678910111213141516171819200.18(34.03(2.92(0.07(2.71(0.01(0.51(0.24(0.00(0.00(0.83(0.57(0.10(0.69(0.00(0.21(0.32(0.22(5.10(45.21(0.18)34.21)37.13)37.20)39.91)39.92)40.43)40.67)40.67)40.67)41.50)42.06)42.16)42.85)42.85)43.06)43.38)43.60)48.69)93.91)34.31(0.72(2.04(3.22(0.02(0.23(0.16(0.09(0.39(0.00(0.48(0.82(0.76(0.12(0.01(0.37(0.83(0.02(33.48(10.48(34.31)35.04)37.08)40.30)40.32)40.54)40.70)40.79)41.18)41.18)41.67)42.48)43.24)43.36)43.38)43.75)44.58)44.61)78.09)88.58)第8頁1.03(1.13(19.80(0.59(0.58(0.81(1.83(0.00(0.00(0.03(1.73(0.10(0.07(0.04(0.01(0.19(0.02(0.52(20.20(1.01(1.03)2.16)21.96)22.56)23.14)23.95)25.78)25.78)25.78)25.81)27.55)27.64)27.71)27.74)27.76)27.95)27.97)28.49)48.69)49.69)D4-簡化計算書-20160313.out21220.11(94.01)5.94(99.95)0.24(88.82)11.15(99.96)0.04(49.73)49.46(99.19)99.95%99.96%第1扭轉(zhuǎn)周期(0.8234)/第1平動周期(0.9446)=0.87作用最大的方向=106.737°123456789101112131415161718192021220.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050D4-簡化計算書-20160313.out21220.11(94.01)5.94(99.95)0.24(88.82)11.15(99.96)0.04(49.73)49.46(99.19)99.95%99.96%第1扭轉(zhuǎn)周期(0.8234)/第1平動周期(0.9446)=0.87作用最大的方向=106.737°123456789101112131415161718192021220.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.0500.050**********************************************************各層X方向的作用力(CQC)Floor :層號Tower :塔號FxVxMx:X向 作用下結(jié)構(gòu)的反應力:X向 作用下結(jié)構(gòu)的樓層剪力:X向 作用下結(jié)構(gòu)的彎矩StaticFx:靜力法X向的 力FloorTowerFx(kN)138.491991.682527.221630.371085.556126.92Vx(kN)138.49(14.303%)2114.42(11.054%)4505.09(9.204%)5978.70(8.123%)6803.46(6.868%)9144.77(3.869%)Mx(kN-m)515.189977.7929995.4456634.0091318.61124938.68StaticFx(kN)131.842044.312505.631368.18686.360.00654321111111抗震規(guī)范(5.2.5)條要求的X向樓層最小剪重比=1.60%**********************************************************各層Y方向的作用力(CQC)Floor :層號Tower :塔號FyVyMy:Y向 作用下結(jié)構(gòu)的反應力:Y向 作用下結(jié)構(gòu)的樓層剪力:Y向 作用下結(jié)構(gòu)的彎矩StaticFy:靜力法Y向的 力FloorTowerFy(kN)145.072014.182523.471643.171134.415539.97Vy(kN)145.07(14.983%)2139.60(11.186%)4496.26(9.186%)5939.84(8.070%)6731.90(6.796%)8692.82(3.678%)My(kN-m)539.6510102.8430032.8056451.3290715.56123444.51StaticFy(kN)131.842044.312505.631368.18686.360.00654321111111抗震規(guī)范(5.2.5)條要求的Y向樓層最小剪重比=1.60%第9頁D4-簡化計算書-20160313.out**********************************************************各層各塔的規(guī)定水平力**********************************************************層號654321111111138.51975.92390.71473.6824.80.0145.11994.52356.71443.6792.10.0**********************************************************規(guī)定水平力下框架柱、短肢墻 傾覆彎矩**********************************************************層號654321111111515.210030.130303.057207.192244.989746.0短肢墻0.00.00.00.00.00.0普通墻0.00.00.00.00.032106.50.00.00.00.00.00.0515.210030.130303.057207.192244.9121852.5XXXXXX654321111111YYYYYYD4-簡化計算書-20160313.out**********************************************************各層各塔的規(guī)定水平力**********************************************************層號654321111111138.51975.92390.71473.6824.80.0145.11994.52356.71443.6792.10.0**********************************************************規(guī)定水平力下框架柱、短肢墻 傾覆彎矩**********************************************************層號654321111111515.210030.130303.057207.192244.989746.0短肢墻0.00.00.00.00.00.0普通墻0.00.00.00.00.032106.50.00.00.00.00.00.0515.210030.130303.057207.192244.9121852.5XXXXXX654321111111YYYYYY539.710167.930401.157130.391799.689399.20.00.00.00.00.00.00.00.00.00.00.031207.70.00.00.00.00.00.0539.710167.930401.157130.391799.6120606.9**********************************************************規(guī)定水平力下框架柱、短肢墻 傾覆彎矩百分比**********************************************************層號6543211111100.0100.0100.0100.0100.0短肢墻0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0層號塔號X墻X彎矩Y墻X彎矩X總彎矩X墻X彎矩百分比Y墻X彎矩百分比X墻Y彎矩Y墻Y彎矩 Y總彎矩 X墻Y彎矩百分比515.20.00%10030.10.00%30303.00.00%57207.10.00%92244.90.00%60.050.040.030.020.010.00.00%0.00.00%0.00.00%0.00.00%0.00.00%0.00.00%0.00%0.0539.710.00.00%0.00%0.010167.910.00.00%0.00%0.030401.110.00.00%0.00%0.057130.310.00.00%0.00%0.091799.6**********************************************************規(guī)定水平力下框架柱、短肢墻 **********************************************************層號654321111111515.210030.130303.057207.192244.959098.9短肢墻0.00.00.00.00.00.0普通墻0.00.00.00.00.062746.00.00.00.00.00.00.0515.210030.130303.057207.192244.9121844.8XXXXXX6511YY539.710167.90.00.00.00.0第100.00.0539.710167.9頁D4-簡化計算書-20160313.out43211111YYYY30401.057130.391799.665447.90.00.00.00.00.00.00.055157.10.00.00.00.030401.057130.391799.6120605.0**********************************************************規(guī)定水平力下框架柱、短肢墻 傾覆彎矩百分比（軸力方式）**********************************************************層號6543211111100.0100.0100.0100.0100.0短肢墻0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0**********************************************************框架柱 剪力百分比**********************************************************層號654321111111138.52114.44505.15978.76803.5562.8墻剪力D4-簡化計算書-20160313.out43211111YYYY30401.057130.391799.665447.90.00.00.00.00.00.00.055157.10.00.00.00.030401.057130.391799.6120605.0**********************************************************規(guī)定水平力下框架柱、短肢墻 傾覆彎矩百分比（軸力方式）**********************************************************層號6543211111100.0100.0100.0100.0100.0短肢墻0.00.00.00.00.0XXXXX6543211111YYYYY100.0100.0100.0100.0100.00.00.00.00.00.0**********************************************************框架柱 剪力百分比**********************************************************層號654321111111138.52114.44505.15978.76803.5562.8墻剪力0.00.00.00.00.09196.9138.52114.44505.15978.76803.59144.8100.00%100.00%100.00%100.00%100.00%6.15%0.00%0.00%0.00%0.00%0.00%0.00%XXXXXX654321111111YYYYYY145.12139.64496.35939.86731.9584.80.00.00.00.00.08550.6145.12139.64496.35939.86731.98692.8100.00%100.00%100.00%100.00%100.00%6.73%0.00%0.00%0.00%0.00%0.00%0.00%層號塔號X墻X剪力Y墻X剪力X總剪力X墻X剪力百分比Y墻X剪力百分比X墻Y剪力Y墻Y剪力 Y總剪力 X墻Y剪力百分比138.50.00%2114.40.00%4505.10.00%5978.70.00%6803.50.00%9144.892.04%60.050.040.030.020.018000.710.00.00%0.00.00%0.00.00%0.00.00%0.00.00%8845.72.79%0.00.00%0.00%0.0145.110.00.00%0.00%0.02139.610.00.00%0.00%0.04496.310.00.00%0.00%0.05939.810.00.00%0.00%0.06731.91135.796.73%1.48%242.68692.8**********************************************************框架柱風傾覆彎矩百分比**********************************************************層號654321111111178.11124.13148.26100.010562.310248.0178.11124.13148.26100.010562.314332.8100.00%100.00%100.00%100.00%100.00%71.50%XXXXXX654321111111YYYYYY292.51705.14341.08027.513474.113107.7292.51705.14341.08027.513474.117999.9100.00%100.00%100.00%100.00%100.00%72.82%第11頁D4-簡化計算書-20160313.out**********************************************************框架柱、剪力墻風剪力百分比**********************************************************層號65432111111147.9210.2449.8656.0866.5-69.80.00.00.00.00.0907.747.9210.2449.8656.0866.5837.9100.00%100.00%100.00%100.00%100.00%8.33%0.00%0.00%0.00%0.00%0.00%108.33%XXXXXX65432111D4-簡化計算書-20160313.out**********************************************************框架柱、剪力墻風剪力百分比**********************************************************層號65432111111147.9210.2449.8656.0866.5-69.80.00.00.00.00.0907.747.9210.2449.8656.0866.5837.9100.00%100.00%100.00%100.00%100.00%8.33%0.00%0.00%0.00%0.00%0.00%108.33%XXXXXX654321111111YYYYYY78.6313.9585.8819.21057.6-81.40.00.00.00.00.01087.278.6313.9585.8819.21057.61005.7100.00%100.00%100.00%100.00%100.00%8.10%0.00%0.00%0.00%0.00%0.00%108.10%**********************************************************風荷載外力、層剪力、傾覆彎矩統(tǒng)計**********************************************************層號塔號層外力F層剪力V傾覆彎矩M+WX65432111111147.9162.4239.5206.2210.50.047.9210.2449.8656.0866.5866.5178.11124.13148.26100.010562.314461.4-WX654321111111-47.9-162.4-239.5-206.2-210.50.0-47.9-210.2-449.8-656.0-866.5-866.5-178.1-1124.1-3148.2-6100.0-10562.3-14461.4+WY65432111111178.6235.3271.9233.4238.40.078.6313.9585.8819.21057.61057.6292.51705.14341.08027.513474.118233.2-WY654321111111-78.6-235.3-271.9-233.4-238.40.0-78.6-313.9-585.8-819.2-1057.6-1057.6-292.5-1705.1-4341.0-8027.5-13474.1-18233.2**********************************************************外力、層剪力、傾覆彎矩統(tǒng)計**********************************************************層號塔號層外力F層剪力V傾覆彎矩MEX654321111111138.51991.72527.21630.41085.66126.9138.52114.44505.15978.76803.59144.8515.29977.829995.456634.091318.6124938.7EY6511145.12014.2145.12139.6539.710102.8第12頁-20160313.out30032.856451.390715.6123444.5432111112523.51643.21134.45540.04496.35939.86731.98692.8EXM10654321111111135.61958.92477.91599.91070.56809.5135.62079.14417.35860.26669.09506.5504.59809.329428.555531.289518.3123270.5EXM806543211111-20160313.out30032.856451.390715.6123444.5432111112523.51643.21134.45540.04496.35939.86731.98692.8EXM10654321111111135.61958.92477.91599.91070.56809.5135.62079.14417.35860.26669.09506.5504.59809.329428.555531.289518.3123270.5EXM80654321111111143.32007.62480.71617.61105.15233.8143.32132.44455.55881.66664.18459.6533.010067.629831.555999.989929.3122132.8EYM10654321111111144.31995.12540.21651.31155.55917.1144.32119.54482.25927.26721.98918.4536.910008.729854.956205.590403.5123415.2EYM80654321111111139.52001.02549.91644.61098.45376.2139.52124.94536.36021.06851.18710.9519.010029.430182.557010.291939.3125098.4**********************************************************0.2V0調(diào)整系數(shù)********************************************************************************************************************位移輸出文件**********************************************************$s:mmFloorTowerJmaxJmaxD:層號:塔號:最大位移對應的節(jié)點號:最大層間位移對應的節(jié)點號Max-(Z):Z方向的節(jié)點最大位移h:層高Max-(X)，Max-(Y)Ave-(X)，Ave-(Y)Max-Dx，Max-DyAve-Dx，Ave-Dy:X,Y方向的節(jié)點最大位移:X,Y方向的層平均位移:X,Y方向的最大層間位移:X,Y方向的平均層間位移Ratio-(X),Ratio-(Y):最大位移與層平均位移的比值Ratio-Dx,Ratio-Dy:最大層間位移與平均層間位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大層間位移角DxR/Dx,DyR/Dy:X,Y方向的有害位移角占總位移角的百分比例Ratio_AX,Ratio_AY:本層位移角與上層位移角的1.3倍及上三層平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:節(jié)點X,Y,Z方向的位移===工況19===X方向作用下的樓層最大位移FloorTower JmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AX61600000160000055000003500000323.362.0822.644.2322.992.0021.404.1337201/178745001/1064第13頁69.00%1.00519.37%1.30D4-簡化計算書-20160313.out414000209400020918.505.1413.406.526.896.830.090.0916.974.6112.396.046.376.320.070.0745001/87645001/69051501/75445001/999931.75%1.300020620000522000052100036910003698.46%1.342198.72%0.9311100.00%0.01X向最大層間位移角：1/690(3層1塔)===工況20===X雙向作用下的樓層最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AX6160000186000005500000350001304000209400020923.592.2223.114.3218.895.2613.676.667.036.960.100.1023.132.1121.694.1817.504.7612.746.216.556.490.080.0837201/167945001/104245001/85545001/67651501/74045001/999961.97%1.005110.43%1.254131.31%1.300005420000522000052100043010004308.55%1.332198.62%0.9311100.00%0.01X向最大層間位移角：1/676(3層1塔)===工況14===X+偶然偏心作用下的樓層最大位移FloorTowerJmaxJmaxDMax-(X)D4-簡化計算書-20160313.out414000209400020918.505.1413.406.526.896.830.090.0916.974.6112.396.046.376.320.070.0745001/87645001/69051501/75445001/999931.75%1.300020620000522000052100036910003698.46%1.342198.72%0.9311100.00%0.01X向最大層間位移角：1/690(3層1塔)===工況20===X雙向作用下的樓層最大位移FloorTowerJmaxJmax