地下室顶板荷载复核0720

地下室顶板荷载复核总信息结构材料信息:钢砼结构混凝土容重(kN/m3):钢材容重(kN/m3):水平力的夹角(Rad):Gc=25.00Gs=78.00ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:不计算风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)墙元侧向节点信息:DMAX=2.00内部节点是否对全楼强制采用刚性楼板假定采用的楼层刚度算法结构所在地区否层间剪力比层间位移算法青岛风荷载信息修正后的基本风压(kN/m2):地面粗糙程度:WO=0.00B类结构基本周期(秒):T1=0.00体形变化分段数:MPART=1各段最高层号:NSTi=1各段体形系数:USi=1.30地震信息振型组合方法(CQC耦联;SRSS非耦联)计算振型数:CQCNMODE=3地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组特征周期多遇地震影响系数最大值罕遇地震影响系数最大值框架的抗震等级:TG=0.35Rmax1=0.08Rmax2=0.50NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.00

是否考虑偶然偏心:否是否考虑双向地震扭转效应:否斜交抗侧力构件方向的附加地震数=0活荷载信息考虑活荷不利布置的层数从第1到1层柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算柱，墙，基础活荷载折减系数计算截面以上的层数--折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息中梁刚度增大系数：BK=1.00梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=0配筋信息梁主筋强度(N/mm2):IB=360柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=210梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向筋分布最小配筋率(%):RWV=0.30单独指定墙竖向分布筋配筋率的层数:NSW=0单独指定的墙竖向分布筋配筋率(%):RWV1=0.60设计信息结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=30.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50剪力墙底部加强区信息剪力墙底部加强区层数IWF=1剪力墙底部加强区高度⑺)Z_STRENGTHEN=4.50*各层的质量、质心坐标信息层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)1128.54721.3954.500225.713.2活载产生的总质量(t):13.233恒载产生的总质量(t):225.696结构的总质量(t):238.929恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)各层构件数量、构件材料和层高层号塔号梁数（混凝土）柱数（混凝土）墙数（混凝土）层高（m）累计高度（m）114(35)6(35)3(35)4.5004.500风荷载信息层号矩Y塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯110.000.00.00.000.00.0各楼层等效尺寸（单位:m,m**2）层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN11132.3028.9920.7915.828.3915.838.37各楼层的单位面积质量分布（单位:kg/m**2）层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])111805.961.00计算信息柱内力输出：iCase:工况号Shear-X，Shear-Y:X,Y方向的底部剪力Axial:轴力

Mx-Btm，My-Btm:X，Y方向的底部弯矩Mx-Top，My-Top:X，Y方向的顶部弯矩N-C:柱单元号Node-i，Node-j:上，下节点号DL，Angle:柱长度，布置角度(iCase)Shear-XShear-YAxialMx-BtmMy-BtmMx-TopMy-TopN-C=1Node-i=15,Node-j=1,DL=4.500(m),Angle=0.000(1)-0.20.35.8-1.0-1.0-0.20.0(2)0.1-22.02.082.40.216.6-0.1(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)-3.632.6-115.5-47.9-5.6-98.910.7(6)-0.39.1-13.1-13.3-0.6-27.40.9N-C=2Node-i=17,Node-j=3,DL=4.500(m),Angle=0.000(1)-0.30.0-5.80.1-1.10.00.2(2)0.0-22.03.582.20.016.60.2(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)24.750.1-195.7-72.534.9-152.8-76.2(6)5.815.4-37.1-22.38.1-47.1-17.8N-C=3Node-i=20,Node-j=6,DL=4.500(m),Angle=0.000(1)-0.3-0.4-0.11.4-1.20.30.3(2)1.3-23.84.090.32.016.8-3.9(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)-34.328.6-201.0-41.5-49.5-87.2105.0(6)-8.87.3-33.0-10.7-12.7-22.326.8N-C=4Node-i=16,Node-j=2,DL=4.500(m),Angle=0.000(1)-0.20.36.0-1.0-0.9-0.2-0.1(2)0.0-21.4-1.981.5-0.114.70.1(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)-4.7-29.0-110.340.2-6.790.414.4(6)-0.4-8.0-12.011.1-0.625.11.3N-C=5Node-i=18,Node-j=4,DL=4.500(m),Angle=0.000(1)-0.50.0-0.10.1-1.20.00.9(2)0.0-18.3-1.671.3-0.110.90.0(3)0.00.00.00.00.00.00.0

0.00.10.00.0-34.8-10.80.0-106.5-14.60.048.915.10.00.10.00.0107.833.30.0-0.3-0.1N-C=6Node-i=19,Node-j=5,DL=4.500(m),Angle=0.000(1)-0.2-0.3-5.91.0-0.90.2-0.1(2)0.9-20.8-3.180.51.313.3-2.9(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)9.5-24.3-111.234.113.575.3-29.1(6)1.6-6.2-11.98.72.319.3-5.1墙-柱内力输出：iCaseShear-X，Shear-Y:AxialMx-Btm，My-BtmMx-Top，My-TopN-WcNode-i，Node-jDL，Angle(iCase)Shear-X:工况号X，Y方向的底部剪力:轴力:X，Y方向的底部弯矩:X，Y方向的顶部弯矩:墙-柱单元号:上，下节点号:墙-柱水平长度和方向角Shear-YAxialMx-BtmMy-BtmMx-TopMy-TopN-Wc=1(Node-i=15,Node-j=17)DL=8.400(m)Angle=0.000(1)-0.1-36.70.0-115.70.3-49.30.0(2)12.24.53.414.4-51.36.03.6(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)-6.87.7-456.5-104.211.4138.7-19.3(6)-2.02.0-53.0-32.53.441.4-5.7N-Wc=2(Node-i=16,Node-j=19)DL=14.700(m)Angle=0.000(1)0.0-82.10.0-237.30.0-120.70.0(2)51.7-6.7-6.3-22.0-214.6-13.011.1(3)0.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.0(5)43.20.7-960.3-112.7-59.6-26.662.8(6)12.90.1-89.9-26.5-17.8-11.018.1梁内力输出：iCase:工况号

Vmax:梁主平面内各截面上的剪力最大值Nmax:梁主平面内各截面上的轴力最大值Tmax:梁主平面内各截面上的扭矩最大值Myi，Myj:梁主平面外I，J两端的弯矩Vymax:梁主平面外的最大剪力N-B:梁单元号DL:梁长度Node-i，Node-j:梁左右节点号M-i（i=I，1，2，...，7，J）:梁从左到右8等分截面上的弯矩V-i（i=I，1，2，...，7，J）:梁从左到右8等分截面上的剪力水平力工况（地震力和风荷载）(iCase)M-IM-JVmaxNmaxTmaxMyiMyjVymax竖向力(iCase)M-IM-1M-2M-3M-4M-5M-6M-7M-JNmaxV-iV-1V-2V-3V-4V-5V-6V-7---V-jTmaxN-B=1Node-i=17,Node-j=20)DL=8.400(m)(1)0.3-0.3-0.10.00.00.00.00.0(2)0.1-0.3-0.10.00.00.00.00.0(3)0.00.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.00.0(5)-86.2-27.314.940.349.040.916.0-25.5-83.90.064.148.132.216.20.3-15.7-31.6-47.6-63.5-0.5(6)-22.2-7.13.710.212.510.44.1-6.5-21.40.016.412.38.34.20.1-4.0-8.1-12.2-16.2-0.2(7)-22.7-7.50.00.00.00.00.0-6.4-21.20.00.00.00.00.00.0-3.9-8.0-12.1-16.20.0(8)0.10.13.510.112.410.44.20.00.00.016.512.48.34.30.20.00.00.0---0.00.0N-B=2Node-i=15,Node-j=16)DL=8.400(m)(1)-0.20.20.10.00.00.00.00.0(2)18.4-18.5-4.40.00.00.00.00.0(3)0.00.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.00.0(5)-106.5-39.316.654.868.954.716.5-39.4-106.70.067.459.645.825.90.0-26.0-45.9-59.7-67.40.0(6)-29.5-11.44.415.619.815.64.4-11.4-29.60.017.616.513.27.70.0-7.7-13.2-16.5-17.60.0(7)-29.5-11.40.00.00.00.00.0-11.6-29.80.00.00.00.00.00.0-7.8-13.3-16.6-17.70.0(8)0.00.04.415.519.715.44.20.00.00.0

17.616.513.27.70.00.00.00.00.00.0N-B=3Node-i=17,Node-j=18)DL=8.400(m)(1)0.00.00.00.00.00.00.00.0(2)18.4-18.7-4.40.00.00.00.00.0(3)0.00.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.00.0(5)-165.1-57.127.783.0102.581.925.4-60.5-169.50.0111.892.867.736.6-0.5-37.7-68.8-93.9-112.80.5(6)-50.9-18.08.425.932.125.57.7-19.0-52.30.033.828.621.211.6-0.2-12.0-21.6-29.0-34.10.1(7)-51.0-18.10.00.00.00.00.0-19.3-52.70.00.00.00.00.0-0.2-12.0-21.6-29.0-34.20.0(8)0.00.08.325.731.825.27.40.00.00.033.828.621.211.60.00.00.00.00.00.0N-B=4Node-i=19,Node-j=20)DL=8.659(m)(1)-0.20.20.10.00.00.00.00.0(2)-17.417.34.00.00.00.00.00.0(3)0.00.00.00.00.00.00.00.0(4)0.00.00.00.00.00.00.00.0(5)-91.9-29.315.642.651.843.316.9-27.2-89.20.066.149.633.216.80.3-16.1-32.6-49.0-65.5-0.5(6)-23.6-7.54.010.913.311.14.3-7.0-22.80.016.912.78.54.30.1-4.1-8.3-12.5-16.8-0.1(7)-23.8-7.70.00.00.00.00.0-6.9-22.70.00.00.00.00.00.0-4.1-8.3-12.5-16.70.0(8)0.00.03.810.813.211.14.40.00.00.017.012.88.64.30.10.00.00.00.00.0柱、墙、支撑在竖向力作用下的轴力之和(kN):-2521.6柱、墙、支撑在恒荷载作用下的轴力之和(kN):-2257.0柱、墙、支撑在活荷载作用下的轴力之和(kN):-264.7|柱配筋和验算输出|N-C=1(1)B*H(mm)=800*800Cover=30(mm)Cx=0.75Cy=0.75Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱边框柱(29)N=-154.Uc=0.01Rs=0.00(%)Rsv=1.20(%)Asc=0.0(2)N=-157.Mx=-157.My=14.Asxt=0.(1)N=-169.Mx=-160.My=15.Asyt=0.(31)N=-149.Mx=-173.My=-7.Asxb=0.(1)N=-169.Mx=-78.My=-8.Asyb=0.

(1)N=-169.Vx=-5.Vy=53.Asvx=0.Asvx0=0.(1)N=-169.Vx=-5.Vy=53.Asvy=0.Asvy0=0.N-C=2(1)B*H(mm)=800*800Cover=30(mm)Cx=0.75Cy=0.75Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱边框柱(28)N=-265.Uc=0.02Rs=0.00(%)Rsv=1.20(%)Asc=0.0(2)N=-287.Mx=-249.My=-116.Asxt=0.(2)N=-287.Mx=-249.My=-116.Asyt=0.(31)N=-262.Mx=-207.My=47.Asxb=0.(1)N=-301.Mx=-120.My=55.Asyb=0.(1)N=-301.Vx=39.Vy=83.Asvx=0.Asvx0=0.(1)N=-301.Vx=39.Vy=83.Asvy=0.Asvy0=0.N-C=3(1)B*H(mm)=800*800Cover=30(mm)Cx=1.00Cy=1.00Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱(31)N=-266.Uc=0.02Rs=0.60(%)Rsv=0.48(%)Asc=314.0(2)N=-287.Mx=-136.My=164.Asxt=1274.(2)N=-287.Mx=-136.My=164.Asyt=1274.(35)N=-223.Mx=-164.My=-58.Asxb=1274.(1)N=-304.Mx=-66.My=-79.Asyb=1274.(1)N=-304.Vx=-55.Vy=46.Asvx=179.Asvx0=0.(1)N=-304.Vx=-55.Vy=46.Asvy=179.Asvy0=0.N-C=4(1)B*H(mm)=800*800Cover=30(mm)Cx=0.75Cy=0.75Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱边框柱(29)N=-147.Uc=0.01Rs=0.00(%)Rsv=0.48(%)Asc=0.0(2)N=-149.Mx=144.My=19.Asxt=0.(1)N=-161.Mx=147.My=21.Asyt=0.(30)N=-142.Mx=161.My=-9.Asxb=0.(1)N=-161.Mx=65.My=-10.Asyb=0.(1)N=-161.Vx=-7.Vy=-47.Asvx=0.Asvx0=0.(1)N=-161.Vx=-7.Vy=-47.Asvy=0.Asvy0=0.N-C=5(1)B*H(mm)800*800Cover=30(mm)Cx=0.75Cy=0.75Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱边框柱(30)N=-139.Uc=0.01Rs=0.00(%)Rsv=0.48(%)Asc=0.0(2)N=-148.Mx=176.My=0.Asxt=0.(1)N=-158.Mx=178.My=0.Asyt=0.(30)N=-139.Mx=160.My=0.Asxb=0.(1)N=-158.Mx=81.My=0.Asyb=0.

TOC\o"1-5"\h\z(1)N=-158.Vx=0.Vy=-58.Asvx=0.Asvx0=0.(1)N=-158.Vx=0.Vy=-58.Asvy=0.Asvy0=0.N-C=6(1)B*H(mm)=800*800Cover=30(mm)Cx=0.75Cy=0.75Lc=4.50(m)Nfc=3Rcc=35.0混凝土柱边框柱(28)N=-148.Uc=0.01Rs=0.00(%)Rsv=0.48(%)Asc=0.0(2)N=-150.Mx=117.My=-42.Asxt=0.(1)N=-162.Mx=121.My=-44.Asyt=0.(34)N=-121.Mx=143.My=16.Asxb=0.(1)N=-162.Mx=55.My=21.Asyb=0.(1)N=-162.Vx=14.Vy=-39.Asvx=0.Asvx0=0.(1)N=-162.Vx=14.Vy=-39.Asvy=0.Asvy0=0.TOC\o"1-5"\h\z|ReinforcementOutputofWall-Columns|N-WC=1(I=15J=17)B*H*Lwc(m)=0.30*8.40*4.50aa=420(mm)Nfw=3Rcw=35.0混凝土墙(29)M=255.V=58.剪跨比RMD=0.551N=-580.Uc=0.01(1)M=228.N=-668.As=0.(1)V=12.N=-668.Ash=150.0Rsh=0.25N-WC=2(I=16J=19)B*H*Lwc(m)=0.40*14.70*4.50aa=735(mm)Nfw=3Rcw=35.0混凝土墙(29)M=157.V=108.剪跨比RMD=0.105N=-1206.Uc=0.01(1)M=-47.N=-1385.As=0.(1)V=1.N=-1385.Ash=200.0Rsh=0.25|梁配筋和验算输出|N-B=1(I=17,J=20)(1)B*H(mm)=300*600Lb=8.40Cover=30Nfb=3Rcb=35.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-118.-23.0.0.0.0.0.-21.-114.LoadCase(1)(1)(0)(0)(0)(0)(0)(1)(1)

TopAst611.360.0.0.0.0.0.360.591.%Steel0.370.200.000.000.000.000.000.200.35+M(kNm)0.37.63.85.99.86.63.37.0.LoadCase(0)(0)(0)(1)(1)(1)(0)(0)(0)BtmAst450.360.360.435.509.440.360.360.450.%Steel0.250.200.200.260.300.260.200.200.25Shear103.77.52.26.1.-25.-51.-76.-102.LoadCase(1)(1)(1)(1)(2)(1)(1)(1)(1)Asv58.58.58.58.58.58.58.58.58.Rsv0.190.190.190.190.190.190.190.190.19Tmax/Shear(1)=0.3/103.Astt=0.Astv=58.5Ast1=0.0非加密区箍筋面积（1.5H处）Asvm=58.5N-B=2(I=15,J=16)(1)B*H(mm)300*■600Lb=8.40Cover=30Nfb=3Rcb=35.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-147.-38.0.0.0.0.0.-39.-147.LoadCase(1)(1)(0)(0)(0)(0)(0)(1)(1)TopAst769.360.0.0.0.0.0.360.772.%Steel0.460.200.000.000.000.000.000.200.46+M(kNm)0.43.79.115.138.115.79.43.0.LoadCase(0)(0)(0)(1)(1)(1)(0)(0)(0)BtmAst450.360.402.597.723.597.402.360.450.%Steel0.250.200.240.360.430.360.240.200.25Shear108.97.75.43.-6.-43.-75.-97.-108.LoadCase(1)(1)(1)(1)(30)(1)(1)(1)(1)Asv58.58.58.58.58.58.58.58.58.Rsv0.190.190.190.190.190.190.190.190.19Tmax/Shear(1)=0.0/-108.Astt=0.Astv=58.5Ast1=0.0非加密区箍筋面积（1.5H处）Asvm=58.5N-B=3(I=17,J=18)(1)B*H(mm)300*■600Lb=8.40Cover=30Nfb=3Rcb=35.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-232.-54.0.0.0.0.0.-59.-238.LoadCase(1)(1)(0)(0)(0)(0)(0)(1)(1)TopAst1257.360.0.0.0.0.0.360.1296.%Steel0.750.200.000.000.000.000.000.200.78+M(kNm)0.71.127.179.211.177.127.71.0.LoadCase(0)(0)(0)(1)(1)(1)(0)(0)(0)BtmAst450.361.660.949.1136.940.660.361.450.%Steel0.250.220.390.570.680.560.390.220.25

Shear161.134.LoadCase(31)(31)Asv58.58.Rsv0.190.19Tmax/Shear(1)=0.3/非加密区箍筋面积(1.5H112.61.-7.(1)(1)(30)(58.58.58.0.190.190.19-186.Astt=0.Astv=处)Asvm=58.5-63.1)(58.0.1958.5-114.-136.-162.1)(30)(30)58.58.58.0.190.190.19Ast1=0.0N-B=4(I=19,J=20)(1)B*H(mm)=300*600Lb=8.66Cover=30Nfb=3Rcb=35.0混凝土梁-I--1--2--3--4--5--M(kNm)-125.-38.0.0.0.0.LoadCase(1)(30)(0)(0)(0)(0)(TopAst652.360.0.0.0.0.%Steel0.390.200.000.000.000.00+M(kNm)0.39.67.90.105.91.LoadCase(0)(0)(0)(1)(1)(1)(BtmAst450.360.360.462.540.467.%Steel0.250.200.200.280.320.28Shear106.80.53.28.6.-27.LoadCase(1)(1)(1)(30)(30)(31)(Asv58.58.58.58.58.58.Rsv0.190.190.190.190.190.19Tmax/Shear(1)=0.3/106.Astt=0.Astv=58.5非加密区箍筋面积(1.5H处)Asvm=58.5-6--70.-36.0)(31)(0.360.0.000.2067.39.0)(0)(360.360.0.200.20-52.-78.1)(1)(58.58.0.190.19Ast1=0.0-J--121.1)630.0.380.0)450.0.25-105.1)58.0.19|板配筋和验算输出|一、基本资料：1、房间编号：12、边界条件(左端/下端/右端/上端)：固定/固定/固定/固定/3、荷载：永久荷载标准值：g=5.50kN/M2可变荷载标准值：q=2.00kN/M2计算跨度Lx=8400mm；计算跨度Ly=8400mm板厚H=180mm；砼强度等级：C35；钢筋强度等级：HPB4004、计算方法：弹性算法。5、泊松比：n=1/5.6、考虑活荷载不利组合。二、计算结果：Mx=(0.01760+0.01760/5)*(1.20*5.5+1.40*1.0)*8.4A2=11.92kN•M考虑活载不利布置跨中X向应增加的弯矩：Mxa=(0.03680+0.03680/5)*(1.4*1.0)*8.4A2=4.36kN•MMx=11.92+4.36=16.28kN・MAsx=607.34mm2,实配①10@125(As=628.mm2)pmin=0.337%,p=0.349%My=(0.01760+0.01760/5)*(1.20*5.5+1.40*1.0)*8.4A2=11.92kN•M考虑活载不利布置跨中Y向应增加的弯矩：Mya=(0.03680+0.03680/5)*(1.4*1.0)*8.4A2=4.36kN•MMy=11.92+4.36=16.28kN•MAsy=607.34mm2，实配①10@125(As=628.mm2)pmin=0.337%,p=0.349%Mx'=0.05130*(1.20*5.5+1.40*2.0)*8.4A2=34.03kN•MAsx'=1056.47mm2，实配①12@100(As=1131.mm2,可能与邻跨有关系)pmin=0.337%,p=0.628%My'=0.05130*(1.20*5.5+1.40*2.0)*8.4A2=34.03kN•MAsy'=1056.47mm2，实配①12@100(As=1131.mm2,可能与邻跨有关系)pmin=0.337%,p=0.628%三、跨中挠度验算：Mk按荷载效应的标准组合计算的弯矩值Mq按荷载效应的准永久组合计算的弯矩值(1)、挠度和裂缝验算参数：Mk=(0.01760+0.01760/5)*(1.0*5.5+1.0*2.0)*8.4A2=11.18kN•MMq=(0.01760+0.01760/5)*(1.0*5.5+0.5*2.0)*8.4A2=9.69kN•MEs=210000.N/mm2Ec=31334.N/mm2Ftk=2.20N/mm2Fy=210.N/mm2(2)、在荷载效应的标准组合作用下，受弯构件的短期刚度Bs：①、裂缝间纵向受拉钢筋应变不均匀系数中，按下列公式计算：中=1.1-0.65*ftk/(pte*ask)(混凝土规范式8.1.2—2)ask=Mk/(0.87*ho*As)(混凝土规范式8.1.3—3)ask=11.18/(0.87*160.*628.)=127.79N/mm矩形截面，Ate=0.5*b*h=0.5*1000*180.=90000.mm2pte=As/Ate(混凝土规范式8.1.2—4)pte=628./90000.=0.00698中=1.1-0.65*2.20/(0.00698*127.79)=-0.506当中＜0.2时，取中=0.2②、钢筋弹性模量与混凝土模量的比值aE：aE=Es/Ec=210000.0/31333.9=6.702③、受压翼缘面积与腹板有效面积的比值Yf'：矩形截面，Yf'=0④、纵向受拉钢筋配筋率p=As/b/ho=628./1000/160.=0.00393⑤、钢筋混凝土受弯构件的Bs按公式(混凝土规范式8.2.3—1)计算：Bs=Es*As*hoA2/[1.15^+0.2+6*aE*p/(1+3.5丫f')]Bs=210000.*628.*160.人2/[1.15*0.200+0.2+6*6.702*0.0039夕(1+3.5*0.00)]=5745.48kN•M(3)、考虑荷载长期效应组合对挠度影响增大影响系数e：按混凝土规范第8.2.5条，当P'=0时，e=2.0(4)、受弯构件的长期刚度B,可按下列公式计算：B=Mk/[Mq*(e-1)+Mk]*Bs(混凝土规范式8.2.2)B=11.18/[9.69*(2-1)+11.18]*5745.48=3077.938kN•M⑸、挠度f=K*Qk*LA4/Bf=0.00127*7.5*8.4^4/3077.938=15.407mmf/L=15.4078400.=1/545.，满足规范要求！四、裂缝宽度验算：①、X方向板带跨中裂缝：裂缝间纵向受拉钢筋应变不均匀系数中，按下列公式计算：中=1.1-0.65*ftk/(pte*ask)(混凝土规范式8.1.2—2)ask=Mk/(0.87*ho*As)(混凝土规范式8.1.3—3)ask=11.18*10A6/(0.87*160.*628.)=127.79N/mm矩形截面，Ate=0.5*b*h=0.5*1000*180.=90000.mm2pte=As/Ate(混凝土规范式8.1.2—4)pte=628./90000.=0.007当pte<0.01时，取pte=0.01中=1.1-0.65*2.20/(0.01*127.79)=-0.021当中<0.2时，取中=0.23max=acr*w*ask/Es*(1.9c+0.08*Deq/pte)