xx防护工程抗滑桩计算书

xx170015-sj专 业结 施审订校对xx 研究xxx 年x 月，m，m1。北京理正件设计研究院编制的《理正设计件》进计算SAP84计算。设计依据及标准现有关规范及规：（1） 《（GB50201-94）《城市（CJJ50-92）《水利水电等级划分及（SL252-2000）《堤（GB50286-98）《堤施（SL260-98）《水建（DL5077-1997）《水建（SL203-97）《水混凝（SL/T191-96）《水建物岩础施技术规范》(SL47-94)《建JGJ94-94《坝设计规范》SL25-91其它有关国家现规规范相关文件：（1） 《设计标准：20；4f=0.503；3=3°桩、梁、C3、结构布置及稳定算结构型式宽底+5×m×厚m×m宽m，×上背层1.0m厚层顺畅。并分层碾夯实。上部稳定算工况根据《工规范》按下列工况进行稳定算：；；m；cK=WPcN；PN；5。

M0K=MV0H0VHKM·；MN·。0VH max

GA W min

GA W ）max minN）·;3。v36桩结构mmmmm3，KmKm位骤降枯的形、条选有代表性如：项目：位骤降1m）------------------------------------------------------------------------原始条:身12.000(m)宽:5.000(m)坡倾斜坡1:0.200背坡倾斜坡1:-0.2000.000:1物圬砌23.000(kN/m3)圬之0.4000.500身砌容许:800.000(kPa)身砌容许剪:190.000(kPa)身砌容许拉70.000(kPa)身砌容许弯曲拉110.000(kPa)::33.000():0.000(kPa):19.000(kN/m3):17.500():18.000(kN/m3):500.000(kPa)0.500:30.000():9.200(kN/m3)0.500::3(m)(m)114.0000.00011:1.000(m),10.000(m),1.500(m)2 1.000 1.800 03 20.000 0.000 111.000(m),20.000(m),4.000(m):0.000(m):0.000(312.000(m):310.000(m):309.000(m)=====================================================================1: 一般[压计]计为12.000(m)处的库仑主动压力按实际计得到:136.822()Ea=227.829Ex=226.501Ey=24.566(kN)Zy=4.550(m)身截积=60.000(m2) 量=1380.000kN下作用及合作用点坐(相对于上点)X(kN)Y(kN)Xc(m)Yc(m):405.00-81.00-1.80-9.00:-500.00100.003.27-8.67:-0.00237.500.14-12.00算0.500滑移=321.501(kN) 抗滑=574.034(kN)滑移验满:Kc= 1.785>1.300(Zw=3.700(m)EyZx=5.910(m)ExZy=4.550(m)=1482.253(kN-m) =4128.964(kN-m):K0=2.786>1.500及偏心距基础为天然基础底偏心距及压应力作用基础底总竖向=1148.068(kN)总弯距=2646.711(kN-m)基础底面宽度 B =5.000(m)偏心距e=0.195(m)基础底面合作用距离基础距离Zn=2.305(m)基底压应:部=283.244 踵部=175.983(kPa)作用基底合偏心距: e=0.195<=0.250*5.000=1.250(m)地基承载: 最大压应=283.244<=500.000(kPa)(四)基础强度基础为天然基础不作强度底截面强度地下水作用及合作用坐标(面坡上角)X(kN)Y(kN)Xc(m)Yc(m)405.00-81.00-1.80-9.00-500.00100.003.27-8.67截面以上截面积=60.000(m2) 量=1380.000截面外边缘Zw=3.700(m)截面外边缘EyZx=5.910(m)截面外边缘ExZy=4.550(m)法向应检算作用截面总竖向1385.569(kN)=3250.879(kN-m)截面外边缘合作用Zn=2.346(m)截面宽度 B =5.000(m)偏心距e1=0.154(m)截面上偏心距:e1=0.154<=0.300*5.000=1.500(m)截面上压应:面坡=328.244 背坡=225.983(kPa)压应328.244800.000(kPa):=-65.545190.000(kPa)------------------------------------------------------------------------::12.000(m):5.000(m)1:0.2001:-0.2000.000:1:23.000(kN/m3):0.4000.500800.000(kPa)190.000(kPa)70.000(kPa)110.000(kPa):一般后填内33.000()后填粘聚:0.000(kPa)后填:19.000(kN/m3)与后填角:17.500():18.000(kN/m3)修正后承载500.000(kPa)0.500:岩石内30.000()线柱::3(m)(m)114.0000.000111.000(m),10.000(m),1.500(m)21.0001.8000320.0000.000111.000(m),20.000(m),4.000(m):0.000(m):0.000(312.000(m)=====================================================================1: 一般[压力计12.000(m)处的库仑主动压力按实际背计得到:136.629()Ea=323.423Ex=321.537Ey=34.874(kN)Zy=4.189(m)身截积=60.000(m2) 重量=1380.000(一)滑动稳定性验算基底摩擦系0.500滑移=321.537(kN) 抗滑力=707.437(kN)滑移验满:Kc= 2.200>1.300(二)倾覆稳定性验算相对于趾点，Zw3.700(m)相对于Zx5.838(m)相对于Zy4.189(m)验挡绕趾的倾覆稳定性1346.806(kN-m)5309.585(kN-m)倾覆验K03.9421.500基应力及偏心验算基础为天然基础，验底偏心及压应力作用于基础底的总力=1414.874(kN)总弯=3962.779(kN-m)基础底B =5.000(m)偏心e=-0.301(m)基础底合力作用点基础趾点的Zn=2.801(m)基底压应:趾部=180.833 踵部=385.117(kPa)作用于基底的合力偏心验满足: e=-0.301<=0.250*5.000=1.250(m)基承载力验满足: 最大压应=385.117<=500.000(kPa)((上身积=60.000(m2) 重量=1380.000相对于外边缘身重力的力臂Zw=3.700(m)相对于外边缘Ey的力臂Zx=5.838(m)相对于外边缘Ex的力臂Zy=4.189(m)法向应力检算用于1414.874(kN)=3962.779(kN-m)相对于外边缘合力Zn2.801(m)宽B=5.000(m)e1-0.301(m)上偏心距e1=-0.3010.300*5.0001.500(m)坡=180.833背坡=385.117(kPa)压应力385.117800.000(kPa)切向应力检算剪应力-48.883190.000(kPa)计项目：（利中水位-303水位）------------------------------------------------------------------------原始条件:12.000(m)5.000(m)坡倾斜坡1:0.200背坡倾斜坡1:-0.2000.000:1物理参数:圬工砌体容重:23.000(kN/m3)0.4000.500800.000(kPa)190.000(kPa)70.000(kPa)110.000(kPa)::33.000():0.000(kPa):19.000(kN/m3):17.500():18.000(kN/m3):500.000(kPa)0.500:30.000():9.200(kN/m3)0.500::3(m)(m)114.0000.000111.000(m),10.000(m),1.500(m)21.0001.8000320.0000.000111.000(m),20.000(m),4.000(m):0.000(m):0.000(312.000(m):306.000(m):305.000(m)=====================================================================1: 一般[计]计为12.000(m)处的库仑主动按实际计得到:136.683()Ea=289.005Ex=287.320Ey=31.163(kN)Zy=4.450(m)截积=60.000(m2) 量=1380.000kN下作用及合作用点坐(相对于上点)X分(kN) Y分(kN) Xc(m) : 125.00 -25.00 -2.07 -10.33:-180.0036.003.00-10.00:-0.00137.500.18-12.00(一)滑动稳定性验算基摩擦系数 =0.500滑移=342.320(kN) 抗滑力=631.332(kN)滑移验算满:Kc= 1.844>1.300(二)倾覆稳定性验算相对于趾点，Zw3.700(m)相对于Zx5.890(m)相对于Zy4.450(m)验算挡土绕趾的倾覆稳定性倾覆力=1430.202(kN-m) 抗倾覆力=4749.321(kN-m)倾覆验算满:K0=3.321>1.500(三)地基应力及偏心距验算基础为天然基础，验算偏心距及压应力作用于基础的总竖向力=1262.664(kN)总弯距=3319.119(kN-m)基础宽度 B =5.000(m)偏心距e=-0.129(m)基础合力作用点距离基础趾点的距离Zn=2.629(m)基压应:趾部=213.543 踵部=291.522(kPa)作用于基的合力偏心距验算满足: e=-0.129<=0.250*5.000=1.250(m)地基承载力验算满足: 最大压应=291.522<=500.000(kPa)(四)基础强度验算基础为天然基础，不作强度验算截强度验算地下水作用力及合力作用点坐标(相对于上角点)X分力(kN)Y分力(kN)Xc(m)Yc(m):125.00-25.00-2.07-10.33:-180.0036.003.00-10.00验算截以上，身截60.000(m2)1380.000kN相对于验算截外边缘，Zw3.700(m)相对于验算截外边缘，EyZx5.890(m)相对于验算截外边缘，ExZy4.450(m)法向应力检算作用于验算截1400.164(kN)Zn2.623(m)B =5.000(m)e1=-0.123(m)上验算满足:e1=-0.123<=0.300*5.000=1.500(m)上压应:坡=238.543 背坡=321.522(kPa)压应力验算满足:计算值=321.522<=800.000(kPa)切向应力检算剪应力验算满足:计算值=-54.549<=190.000(kPa)下部桩基托梁计算计算工况：水位骤降1mGRADEOFSRUCTURERESISTANCEAGAINSTSEISEMIC------- = 2OF------- = 360000.000OF= 360000.000OFOF=0.544OFOF0.544R.C.HEIGHTOFCOMPRESSIONAREAOFBEAMS(SEISMIC) =0.350OFOF--=0.400%OF) =0.800DIAMETEROFHOOPEDREINFORCEMENTINBEAMS =0.008LIMBNUMBEROFHOOPEDREINFORCEMENT INBEAMS =2.000DIAMETEROFHOOPEDREINFORCEMENT INCOLUMNS =0.008LIMBNUMBEROFHOOPEDREINFORCEMENT INCOLUMNS =2.000STRENGTHOFHOOPEDBARS----------------------------- = 210000.000I=yyv),]- = REDUCTIONFACTOROFTORQUEINBEAMS[0.4,1.0]------ = 0.700-------------------------------------------------------------------------------单 位 制:千牛- 米- 吨 单位转换系数: 力 长度 量重力加速: 9.80 1.0 -------------------------------------------------------------------------------************************************ FRAME MEMBER FORCES ***********************************6.5,ReleasedinJanuary2005:I端NT1-2Q21-3Q3 : 1------------------------------------10.00-8089.201-2242.02514770.3840.50-8133.301-2242.02513649.3721.00-8177.401-2242.02512528.359: 2------------------------------------10.00-2378.6958089.201-14770.3840.50-2378.6957224.001-10943.4341.00-2378.6956391.201-7540.983: 3------------------------------------10.00895.201586.3606340.6200.50851.101467.2836604.2031.00807.001344.0526807.210: 4------------------------------------10.00-9324.001476.112-6432.7630.50-9368.101476.112-6194.7071.00-9412.201476.112-5956.651: 5------------------------------------10.00 -9235.801 -249.871 -6182.8910.50-9279.901-249.871-6307.8271.00-9324.001-249.871-6432.763元号: 6------------------------------------10.00-9147.601-1166.744-5016.1470.50-9191.701-1166.744-5599.5191.00-9235.801-1166.744-6182.891元号: 7------------------------------------10.00-9059.401-1208.976-3807.1710.50-9103.501-1208.976-4411.6591.00-9147.601-1208.976-5016.147元号: 8------------------------------------10.00-8971.201-1259.563-2547.6080.50-9015.301-1259.563-3177.3901.00-9059.401-1259.563-3807.171元号: 9------------------------------------10.00-8883.001-1318.888-1228.7200.50-8927.101-1318.888-1888.1641.00-8971.201-1318.888-2547.608元号: 10------------------------------------10.00 -8794.801 -1387.212 158.4920.50 -8838.901 -1387.212 1.00 -8883.001 -1387.212 -1228.720元号: 11------------------------------------10.00-8706.601-1464.6631623.1560.50-8750.701-1464.663890.8241.00-8794.801-1464.663158.492元号: 12------------------------------------10.00-8618.401-1551.2313174.3870.50-8662.501-1551.2312398.7711.00-8706.601-1551.2311623.156元号: 13------------------------------------10.00-8530.201-1646.7614821.1480.50-8574.301-1646.7613997.7671.00-8618.401-1646.7613174.387元号: 14------------------------------------10.00-8442.001-1750.9426572.0900.50-8486.101-1750.9425696.6191.00-8530.201-1750.9424821.148元号: 15------------------------------------10.00-8353.801-1863.3028435.3920.50-8397.901-1863.3027503.7411.00-8442.001-1863.3026572.090元号: 16------------------------------------10.00 -8265.601 -1983.191 10418.5830.50-8309.701-1983.1919426.9881.00-8353.801-1983.1918435.392元号: 17------------------------------------10.00-8177.401-2109.77612528.3590.50-8221.501-2109.77611473.4711.00-8265.601-2109.77610418.583元号: 18------------------------------------10.00-339.599-326.185-4311.9570.50-383.699-326.185-4475.0501.00-427.799-326.185-4638.142元号: 19------------------------------------10.00-251.399-1360.944-2951.0130.50-295.499-1360.944-3631.4851.00-339.599-1360.944-4311.957元号: 20------------------------------------10.00-163.199-2197.890-533.6620.50-207.299-2416.659-1687.1261.00-251.399-2639.582-2951.013元号: 21------------------------------------10.00-74.999-1830.2841507.7760.50-119.099-2040.746540.1921.00-163.199-2255.361-533.662元号: 22------------------------------------10.0013.201-1488.8373199.4590.50-30.899-1690.9902404.6751.00-74.999-1897.2981507.776元号: 23------------------------------------10.00101.401-1173.3654567.3620.5057.301-1367.2113932.3921.0013.201-1565.2113199.459元号: 24------------------------------------10.00189.601-883.5205637.1130.50145.501-1069.0585149.1421.00101.401-1258.7514567.362元号: 25------------------------------------10.00277.801-618.8186433.8550.50233.701-796.0496080.3111.00189.601-977.4345637.113元号: 26------------------------------------10.00366.001-378.6726982.1410.50321.901-547.5956750.7481.00277.801-720.6726433.855元号: 27------------------------------------10.00 454.201 -162.414 7305.8630.50410.101-323.0297184.6751.00366.001-487.7986982.141元号: 28------------------------------------10.00542.40130.6747428.1880.50498.301-121.6337405.6221.00454.201-278.0957305.863元号: 29------------------------------------10.00630.601201.3417371.5390.50586.50157.3417436.3831.00542.401-90.8127428.188元号: 30------------------------------------10.00718.801350.3477157.5770.50674.701214.6557299.0001.00630.60174.8097371.539元号: 31------------------------------------10.00807.001478.4446807.2100.50762.901351.0597014.7591.00718.801219.5217157.577元号: 32------------------------------------10.00-2378.6952074.8014866.4190.50-2378.6951468.8015750.9691.00-2378.695895.2016340.620元号: 33------------------------------------10.00-2378.6953384.0012147.8180.50-2378.6952713.2013670.7681.00-2378.6952074.8014866.419元号: 34------------------------------------10.00-2378.6954822.801-1944.7830.50-2378.6954087.201281.3681.00-2378.6953384.0012147.818元号: 35------------------------------------10.00-2378.6956391.201-7540.9830.50-2378.6955590.801-4546.8331.00-2378.6954822.801-1944.783元号: 36------------------------------------10.00-9412.2011029.896-5956.6510.50-9456.3011029.896-5441.7031.00-9500.4011029.896-4926.755元号: 37------------------------------------10.00-427.799478.383-4638.1420.50-471.899478.383-4398.9511.00-515.999478.383-4159.760元号: 38------------------------------------10.00 -9676.801 1812.204 -1812.2040.50-9720.9011812.204-906.1021.00-9765.0011812.2040.000元号: 39------------------------------------10.00-9588.6011686.015-3498.2180.50-9632.7011686.015-2655.2111.00-9676.8011686.015-1812.204元号: 40------------------------------------10.00-9500.4011428.536-4926.7550.50-9544.5011428.536-4212.4871.00-9588.6011428.536-3498.218元号: 41------------------------------------10.00-692.3991641.436-1641.4360.50-736.4991641.436-820.7181.00-780.5991641.436元号: 42------------------------------------10.00-604.1991451.494-3092.9300.50-648.2991451.494-2367.1831.00-692.3991451.494-1641.436元号: 43------------------------------------10.00-515.9991066.830-4159.7600.50-560.0991066.830-3626.3451.00-604.1991066.830-3092.930值------------------------------------------------------------------------------量 值位置荷载组合号轴 力9765001383112力808920121112到950%及其值-----------------------------------------------------------------------------------------------------------------记 121213力13矩 1110000080892012242025147703840000000000002110000237869580892011477038400000000000041100000932400147611264327630000000000004210000093681014761126194707000000000000431000009412201476112595665100000000000052100000927990124987163078270000000000005310000093240012498716432763000000000000361100000941220110298965956651000000000000362100000945630110298965441703000000000000363100000950040110298964926755000000000000381100000967680118122041812204000000000000382100000972090118122049061020000000000003831000009765001181220400000000000000003911000009588601168601534982180.0000.0000.0003921*00000-9632.7011686.015-2655.2110.0000.0000.0003931*00000-9676.8011686.015-1812.2040.0000.0000.0004011*00000-9500.4011428.536-4926.7550.0000.0000.0004021*00000-9544.5011428.536-4212.4870.0000.0000.0004031*00000-9588.6011428.536-3498.2180.0000.0000.000END OF "NFRAMF"力图剪力图****************************************************************************************************<<(GB50010-2002)>>----------------------------------------------------------------------------------------------------NM------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------离I2。m。沿2。沿3。沿2。沿3。2沿23沿3率。。元2元3元2元3****************************************************************************************************----------------------------------------------------------------------------------------------------1= 0 0 0 = 0 0 , =, = y, y, vy, , ***************************************************************************************************** 框架元及内力*****************************************************************************************************量力(1-2) (1-2) (1-3) (1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.0030.000.02%1-8089.20-2242.0214770.380.002125.740.84%1-8089.20-2242.0214770.380.5030.000.02%1-8133.30-2242.0213649.370.502109.250.73%1-8133.30-2242.0213649.371.0030.000.02%1-8177.40-2242.0212528.361.00292.770.62%1-8177.40-2242.0212528.36----------------------------------------------------------------------------------------------------2= 0 0 0 = 0 0 , =, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************量力(1-2) (1-2) (1-3) (1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.000.000.00%1-2378.698089.20-14770.380.00248.291.26%1-2378.698089.20-14770.380.500.000.00%1-2378.697224.00-10943.430.50174.120.89%1-2378.697224.00-10943.431.000.000.00%1-2378.696391.20-7540.981.00115.090.59%1-2378.696391.20-7540.981.00 1.17 0.86% 1 -2378.69 6391.20 -7540.98(V>~c)----------------------------------------------------------------------------------------------------3B=1.5000.0000.000D= 2.0000.0000.000C30.00, Fc=14300.0, 1430.0fy=360000.0, fy'=360000.0,fvy=210000.0,as=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.002.730.25%1895.20586.366340.620.00轴压拉2103.690.69%1895.20586.366340.620.502.730.25%1851.10467.286604.200.50轴压拉2106.870.71%1851.10467.286604.201.002.730.25%1807.00344.056807.211.00轴压拉2109.180.73%1807.00344.056807.21----------------------------------------------------------------------------------------------------4= 0 0 0 = 0 0 , =, 1430.0, fvy=210000.0,as=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.0030.000.02%1-9324.00476.11-6432.760.00260.000.40%1-9324.00476.11-6432.760.5030.000.02%1-9368.10476.11-6194.710.50260.000.40%1-9368.10476.11-6194.711.0030.000.02%1-9412.20476.11-5956.651.00260.000.40%1-9412.20476.11-5956.65----------------------------------------------------------------------------------------------------5B= 1.500 0.000 0.000D= 2.0000.0000.000C30.00, Fc=14300.0, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.0030.000.02%1-9235.80-249.87-6182.890.00260.000.40%1-9235.80-249.87-6182.890.5030.000.02%1-9279.90-249.87-6307.830.50260.000.40%1-9279.90-249.87-6307.831.0030.000.02%1-9324.00-249.87-6432.761.00260.000.40%1-9324.00-249.87-6432.76----------------------------------------------------------------------------------------------------6= 0 0 0 = 0 0 , =, = y, y, vy, , ***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-9147.60-1166.74-5016.150.00大偏压260.000.40%1-9147.60-1166.74-5016.150.50箍距30.000.02%1-9191.70-1166.74-5599.520.50大偏压260.000.40%1-9191.70-1166.74-5599.521.00箍距30.000.02%1-9235.80-1166.74-6182.891.00大偏压260.000.40%1-9235.80-1166.74-6182.89----------------------------------------------------------------------------------------------------7= 0 0 0 = 0 0 , =, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距 30.000.02%1-9059.40-1208.98-3807.170.00大偏压2 60.000.40%1-9059.40-1208.98-3807.170.50 箍距 30.00 0.02% 1 -9103.50 -1208.98 0.50 2 60.00 0.40% 1 -9103.50 -1208.98 1.0030.000.02%1-9147.60-1208.98-5016.151.00260.000.40%1-9147.60-1208.98-5016.15----------------------------------------------------------------------------------------------------8B=1.5000.0000.000D= 2.0000.0000.000C30.00, Fc=14300.0, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.0030.000.02%1-8971.20-1259.56-2547.610.00260.000.40%1-8971.20-1259.56-2547.610.5030.000.02%1-9015.30-1259.56-3177.390.50260.000.40%1-9015.30-1259.56-3177.391.0030.000.02%1-9059.40-1259.56-3807.171.00260.000.40%1-9059.40-1259.56-3807.17----------------------------------------------------------------------------------------------------9= 0 0 0 = 0 0 , =, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 配筋量 配筋率 工况 轴力 力(1-2) (1-2) 力(1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-8883.00-1318.89-1228.720.00大偏压260.000.40%1-8883.00-1318.89-1228.720.50箍距30.000.02%1-8927.10-1318.89-1888.160.50大偏压260.000.40%1-8927.10-1318.89-1888.161.00箍距30.000.02%1-8971.20-1318.89-2547.611.00大偏压260.000.40%1-8971.20-1318.89-2547.61----------------------------------------------------------------------------------------------------单元号：10：B=1.5000.0000.000D= 2.0000.0000.000混凝土：C30.00, Fc=14300.0, 1430.0钢筋：y, yvyas=0.035,as'=0.035***************************************************************************************************** 框架单元配筋及内力*****************************************************************************************************位置 配筋量 配筋率 工况 轴力 力(1-2) (1-2) 力(1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-8794.80-1387.21158.490.00大偏压260.000.40%1-8794.80-1387.21158.490.50箍距30.000.02%1-8838.90-1387.21-535.110.50大偏压260.000.40%1-8838.90-1387.21-535.111.00箍距30.000.02%1-8883.00-1387.21-1228.721.00大偏压260.000.40%1-8883.00-1387.21-1228.72----------------------------------------------------------------------------------------------------= 0 0 0 = 0 0 , =, = y, y, vy, , ***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-8706.60-1464.661623.160.00大偏压260.000.40%1-8706.60-1464.661623.160.50箍距30.000.02%1-8750.70-1464.66890.820.50大偏压260.000.40%1-8750.70-1464.66890.821.00箍距30.000.02%1-8794.80-1464.66158.491.00大偏压260.000.40%1-8794.80-1464.66158.49----------------------------------------------------------------------------------------------------12B= 1.500 0.000 0.000D= 2.0000.0000.000C30.00, Fc=14300.0, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00 箍距 30.00 0.02% 1 -8618.40 -1551.23 3174.390.00 2 60.00 0.40% 1 -8618.40 -1551.23 3174.390.5030.000.02%1-8662.50-1551.232398.770.50260.000.40%1-8662.50-1551.232398.771.0030.000.02%1-8706.60-1551.231623.161.00260.000.40%1-8706.60-1551.231623.16----------------------------------------------------------------------------------------------------= 0 0 0 = 0 0 , =, 1430.0y, yvyas=0.035,as'=0.035***************************************************************************************************** 力*****************************************************************************************************位置 量 率 工况 轴力(1-2) (1-2) (1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.0030.000.02%1-8530.20-1646.764821.150.00260.000.40%1-8530.20-1646.764821.150.5030.000.02%1-8574.30-1646.763997.770.50260.000.40%1-8574.30-1646.763997.771.0030.000.02%1-8618.40-1646.763174.391.00260.000.40%1-8618.40-1646.763174.39----------------------------------------------------------------------------------------------------= 0 0 0 = 0 0 , =, = y, y, vy, , ***************************************************************************************************** 力*****************************************************************************************************位置 配筋量 配筋率 工况 轴力 力(1-2) (1-2) 力(1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-8442.00-1750.946572.090.00大偏压260.000.40%1-8442.00-1750.946572.090.50箍距30.000.02%1-8486.10-1750.945696.620.50大偏压260.000.40%1-8486.10-1750.945696.621.00箍距30.000.02%1-8530.20-1750.944821.151.00大偏压260.000.40%1-8530.20-1750.944821.15----------------------------------------------------------------------------------------------------单元号：15： B= 1.500 0.000 0.000 D= 2.000 0.000 0.000混凝土：C30.00, Fc=14300.0, 1430.0： y, yvyas=0.035,as'=0.035***************************************************************************************************** 框架单元配筋及内力*****************************************************************************************************位置 配筋量 配筋率 工况 轴力 力(1-2) (1-2) 力(1-3) 矩(1-3)----------------------------------------------------------------------------------------------------[M] [CM^2,CM] [i] [KN] [KN] [KN-M][KN] ----------------------------------------------------------------------------------------------------0.00箍距30.000.02%1-8353.80-1863.308435.390.00大偏压260.000.40%1-8353.80-1863.308435.390.50箍距30.000.02%1-8397.90-1863.307503.740.50大偏压260.000.40%1-8397.90-1863.307503.741.00箍距30.000.02%1-8442.00-1863.306572.091.00大偏压260.000.40%1-8442.00-1863.306572.09----------------------------------------------------------------------------------------------------= 0