梁板柱配筋计算书

1、截面设计本工程框架抗震等级为三级。根据延性框架设计准则，截面设计时，应按照“强柱弱梁”、“强剪弱弯”原则，对内力进行调整。框架梁框架梁正截面设计非抗震设计时，框架梁正截面受弯承载力为:M u 1s fcbh0(9-1-1)抗震设计时，框架梁正截面受弯承载力为:M u E 1 sfcbh0 / RE(9-1-2)因此，可直接比较竖向荷载作用下弯矩组合值M和水平地震作用下弯矩组合值M乘以抗震承载力调整系数后RE的大小，取较大值作为框架梁截面弯矩设计值。即M Max Mu，reM uE(9-1-3)比较39和表43中的梁端负弯矩，可知，各跨梁端负弯矩均由水平地震作用控制。故表39中弯矩设计值来源于表

2、43，且为乘以RE后的值。进行正截面承载力计算时，支座截面按矩形截面计算；跨中截面按 T形截面计算。T形截面的翼缘计算宽度应按下列情况的最小值取用。AB跨及CD跨:bf 1/3l0=7.5/3=2.5mbfb sn0.3 4.2 0.5 (0.25 0.3) 4.2mbf b 12hf 0.3 12 0.3 1.86mhf/h。0.1故取 bf =1.86m判别各跨中截面属于哪一类T型截面:一排钢筋取 h)=700 40=660mm,fcbfhf h。hf/2两排钢筋取0=700 65=635mm,=14.3 X1860 X130 X(660 130/2 ) =2057.36kN.m该值大于跨

3、中截面弯矩设计值，故各跨跨中截面均属于第一类T形截面。BC跨:bf 13l0=3.0/3=1.0mbf b Sn=0.3+8.4-0.3=8.4mbf b 12hf 0.3 12 0.131.86mhf/ho0.1故取bf =1m判别各跨中截面属于哪一类T型截面:取 ho =550 40=510mmfcbfhf ho hf/2 =14.3 X1000 X130 X(510 130/2 ) =827.26kN.m该值大于跨中截面弯矩设计值，故各跨跨中截面均属于第一类T形截面。各层各跨框架梁纵筋配筋计算详见表 49及表50 0表格49各层各跨框架梁上部纵筋配筋计算层号AB跨BC跨CD跨-MABz-

4、MABy-MBCz-MBCy-MCDz-MCDy负弯矩M (kN m )s实配钢筋1 J(12 s)2配筋As ( mm )s 0.5 1J(12 s)M1 f cbh 02-213.60.1140.1210.971925.843C20-181.80.0970.1020.949803.52-188.860.1010.1070.947839.353C20-188.86-181.18-213.60.1010.0970.1140.1070.947839.350.1020.949803.523C200.1210.971925.843C20负弯矩M (kN m )-370.84-319.2-347.48

5、-347.48-319.92-370.84续表49层号AB跨BC跨CD跨-MABz-MABy-MBCz-MBCy-MCDz-MCDy3Ms1 f cbh 020.1980.1710.1860.1860.1710.1981 J(12 s)0.2230.1890.2080.2080.1890.223s 0.5 12as 时,AsA RE Ne 1 fcbx h00.5xsfy ho as(9-2-2)2、小偏心受压状态RE N b 1 fcbho. 2RE Ne 0.43 1 fcbho1 b ho as b1 fcbho(9-2-3)AsAsRENe 1 0.5/cbh(9-2-4)f y h0

6、 as各柱配筋计算详见表51表54。表格51 A柱正截面控制内力及配筋计算层号4321内力弯矩M151.37277.02279.30811.90轴力N274.71593.83927.171189.36轴压比uc0.0390.0850.1320.170RE0.750.750.750.8e0 cM / N (mm)606.12513.15331.36750.90ea=max ( 20，h/30)( mm)23.3323.3323.3323.33ei = e0 + ea629.45536.48354.69774.23l0=1.25 H, 1.0H(首层)(mm)48754875487552001 =

7、 0.5 fcA/(RE N)(1.0)1.01.01.01.02 =1.15 - 0.01l0/h (1.0)1.01.01.01.01 110 2 21 1 2 1300e /ho h1.0391.0461.0691.036reN,x (mm ) (2 as =80 )fcb20.58 2as44.492as69.472as偏心受压状态大偏压大偏压大偏压大偏压As (mm 2)317.54501.16190.06 0minAc( mm 2)980980980980初选钢筋4C204C204C204C20表格52 B柱正截面控制内力及配筋计算层号4321内力弯矩M195.79524.5067

8、1.28672.54轴力N322.95647.59885.051108.54轴压比Uc0.0460.0920.1260.158RE0.750.750.750.80ecM / N (mm )666.88890.92834.31667.36ea=max (20 , h/30 ) (mm )23.3323.3323.3323.33ei = e0 + ea690.21914.25857.64690.69l0=1.25 H, 1.0 H(首层)(mm )48754875487552001 = 0.5 fcA/(RE N) (W1.0 )1.01.01.01.02=1.15 - 0.01 l0/h (W1

9、.0)1.01.01.01.01 11021 1 21300ei / h0 h1.0361.0271.0291.040reN,x (mm ) (2as =80 )fcb24.22as48.52as66.32as偏心受压状态大偏压大偏压大偏压大偏压As (mm 2)439.561368.591702.621529.77minAc( mm 2)980980980980初选钢筋4C204C224C254C25表格53 C柱正截面控制内力及配筋计算层号4321内力弯矩M195.79524.50671.28672.54轴力N322.95647.59885.051108.54轴压比uc0.0460.092

10、0.1260.158RE0.750.750.750.80e0cM / N (mm )666.88890.92834.31667.36ea=max (20 , h/30 ) (mm )23.3323.3323.3323.33ei = e0 + ea690.21914.25857.64690.6910=1.25 H, 1.0 H (首层)(mm )48754875487552001 = 0.5 fcA/(RE N) (W1.0)1.01.01.01.02 =1.15 - 0.01lo/h (W1.0)1.01.01.01.0211S 1 12 1300ei / ho h1.0361.0271.02

11、91.040xRE N (mm ) (2as，=80 )fcb24.22as48.52as66.32as偏心受压状态大偏压大偏压大偏压大偏压As (mm 2)439.561368.591702.621529.77minAc(mm2)980980980980初选钢筋4C204C224C254C25表格54 D柱正截面控制内力及配筋计算层号4321内力弯矩M151.37277.02279.30811.90轴力N274.71593.83927.171189.36轴压比Uc0.0390.0850.1320.170RE0.750.750.750.8e0 cM / N (mm )606.12513.153

12、31.36750.90ea=max ( 20 , h/30 ) (mm )23.3323.3323.3323.33ei = eo + ea629.45536.48354.69774.23l0=1.25 H, 1.0H(首层)(mm )48754875487552001 = 0.5 fcA/(RE N) (W1.0 )1.01.01.01.02 =1.15 - 0.01l0/h (W1.0 )1.01.01.01.021 1 |01 1 2 1300ei /h0 h1.0391.0461.0691.036reN,x (mm ) (2as =80 ) fcb20.52as44.42as69.42

13、as 偏心受压状态大偏压大偏压大偏压大偏压As (mm 2)317.54501.16190.06 |Vmax| =381.16kN（满足要求）非抗震设计时，各柱剪力较小，不需计算，按上述构造配置即可满足要求。10.4现浇板设计本工程米用梁板整体现浇结构，板厚130mm，混凝土米用C30，钢筋米用HRB400级钢筋，在设计中，按弹性理论计算，各板区格的弯距而进行配筋计算。10.4.1楼面板的内力及截面配筋计算1、设计参数3i3E3E3:L1PJL1J1：3E5EaJ34500 4200 亠 4500图1现浇板区格布置图(部分)边横梁：300mmX700mm、中横梁：300mm X600mm、纵梁

14、 300mmX800mm。钢筋混凝土现浇板，厚130mm,混凝土采用C30(fc=14.3N/ mm2 ), m级钢筋 fy=360N/ mm2表格57楼面板荷载设计值区格g+q/2q/2g+qA、C5.58+4.55/2=7.864.55/2=2.28135.58+4.55=10.B、D、E4.91+3.25/2=6.543.25/2=1.6264.91+3.25=8.1F5.74+3.25/2=7.363.25/2=1.62146.89+3.25=10.计算跨度内跨10 lc轴线间距离边跨10 lc 300/2 l0i为短边方向，l02为长边方向A区格板l0l/l023/8.4 0.357

15、周边固支，查表可得101102方向跨中弯矩系数分别为0.04、0.0038，支座弯矩系数分别为-0.0829、-0.0570 ;周边简支时跨中弯 矩系数为 0.0965、0.0174。0.04 0.2 0.0038m14.93KN.m2 2m20.0038 0.21.59KN.m0.0407.86320.0174 0.2 0.0965 2.28 32m1 m10.082910.13327.56KN .mm2 m20.057010.13325.20KN .m7.86 320.09650.2 0.01742.28 32对边区格板的简支边，取ABCDEFI01 m34.233.853.84.2I02

16、 m8.47.753.857.757.757.75101/1020.3570.5420.7800.4970.4900.541mi4.937.293.788.246.227.88m21.592.552.272.591.932.73m1-7.56-11.86-6.43-15.49-9.83-14.74m2-5.2000000m1-7.56-11.86-6.430-9.83-14.74m2-5.20-8.20-5.18-10.33-6.70-10.2表格58按弹性理论计算的弯矩值2、截面设计截面有效高度：一类环境类别板的最小混凝土保护层厚度15mm,假定选用,10h0110mmo截面设计弯矩因楼盖周

17、边有梁与板整浇，故所有区格的弯矩减少20% o截面配筋计算结果及配筋结果列于下表中。表格59双向板截面配筋截面homAs最小配筋面积配筋实际AsAloi方向1100.8 X4.93=3.9499.89260C8182790lo2方向1000.8 X1.59=1.2735.89260C8182790跨Bloi方向1100.8 X7.29=5.83147.8260C81827910l02方向1000.8 X2.25=1.850.10260C8182790中Cloi方向1100.8 X3.78=3.0276.49260C8182790l02方向1000.8 X2.27=1.8256.66260C81

18、82790Dloi方向1100.8 X8.24=6.59167.2260C81827950102方向1000.8 X2.59=2.0757.62260C8180279Eloi方向1100.8 X6.22=4.98138.8260C81827990102方向1000.8 X1.93=1.5442.86260C8182790Floi方向1100.8 X7.88=6.30159.8260C81827990|02方向1000.8 X2.73=2.1860.68260C8182790A-B1100.8 X7.56=6.05153.7260C81827900A-A1000.8 X5.20=4.16105.

19、4260C81827970A-C1000.8 X5.18=4.14104.9260C81827960B-E1100.8 X316.0260C81533515.49=12.3940C-E1000.8 X210.0260C81827910.33=8.2660B-G1100.8 X9.83=7.86199.6260C81827980A-G1000.8 X6.70=5.36135.9260C81827900B-H1100.8 X326.8260C815335支座14.74=11.7910A-H1000.8 X207.3260C81827910.20=8.16001042屋面板的内力及截面配筋计算6.19KN / mm2 q 0.5KN / mm2 q/2 6.44KN/mm2q/2 0.25KN / mm2 g q 6.69KN