天津广播电视大学建工学院设计书2533

1、2、跨中弯矩组合 AB跨第七层:MGA =61.97+0.5×MGB=86.21+0.5×36.83=104.63 KN.mq=27.93+2×6=39.93 KN.mMEA =1.3×33.95=44.40 KN.mMEB =1.3×31.94=40.01 KN.mRA=ql/2-1/l(MGB- MGA+ MEA+ MEA) =39.93×7.8/2-1/7.8(104.63-74.93+44.40+40.01)=129.38KNMbmax =R2A/2q- MGA+ MEA =129.382/2×39.93-74.93

2、+44.40=196.2 KN.mX = R2A第四层:MGA =113.8+0.5×MGB=128.34+0.5×64.77=160.73 KN.mq=37.54+2×6×0.5=45.04 KN.mMEA =1.3×200.8=261.04 KN.mMEB =1.3×154.6=200.8 KN.mRA=ql/2-1/l(MGB- MGA+ MEA+ MEA) =45.04×7.8/2-1/7.8(160.73-141.41+261.04+200.8)=133.73KNMbmax =R2A/2q- MGA+ MEA =1

3、33.732/2×X = R2A第一层:MGA =93.92+0.5×MGB=118.63+0.5×62.18=149.72 KN.mq=37.54+2×6×0.5=45.04 KN.mMEA =1.3×266.53=269.65 KN.mMEB =1.3×215.24=221.88 KN.mRA=ql/2-1/l(MGB- MGA+ MEA+ MEA) =45.04×7.8/2-1/7.8(149.72-117.04+269.65+221.88)=108.45KNMbmax =R2A/2q- MGA+ MEA =

4、108.452/2×X = R2AAB跨跨中弯矩不利组合(KN.m) 层rRE（1.3MEK+1.2MGK）r0（1.2MGK +1.4MQK）70.75×196.2=147.151×(1.2×138.32+1.4×37)=217.7840.75×182.88=137.161×(1.2×91.34+1.4×54.08)=185.3210.75×283.18=212.391×(1.2×106.313+1.4×59.8)=211.08跨中弯矩组合 BC跨第七层:MGB

5、=36.22+0.5×MGC=25.52+0.5×13.74=32.39 KN.mq=12.8+2×6×0.5=21.8 KN.mMEB =1.3×20.27=25.39 KN.mMEC=1.3×19.32=24.15 KN.mRB=ql/2-1/l(MGC- MGB+ MEB+ MEC) =21.8×3/2-1/3(32.39-44.81+25.39+24.15)=20.33KNMbmax =R2B/2q- MGB+ MEB =20.332/2×X = R2B第四层:MGB =32.53+0.5×MGC

6、=22.98+0.5×29.99=37.98 KN.mq=13.03+2×6×0.5=28.03 KN.mMEB =1.3×80.32=105.41 KN.mMEC=1.3×95.34=123.94 KN.mRB=ql/2-1/l(MGC- MGB+ MEB+ MEC) =28.03×3/2-1/3(37.98-43.47+105.41+123.94)=-11.14KNMbmax =R2B/2q- MGB+ MEB =(-11.14)2/2×X = R2B第一层： MGB =40.72+0.5×MGC =28.96

7、+0.5×q =13.03+2.5×6×0.5=28.03 KN.MMEB =1.3×108.35=140.86 KN.MMEC =1.3×109.21=141.97 KN.MRB =-( MGC - MGB +MEB +MEC)= -(339.7 -53.97+140.86+141.97) = -47.48KNMb,max =- MGB +MEB =跨中弯矩不利组合（KN.m ） BC跨层（1.3 MEK+1.2 MGE）（1.2 MGK+1.4 MQK）70.75×（-9.94）=-7.461×（1.2×16.

8、74+1.4×5.34）=27.2440.75×42.5=31.881×（1.2×13.36+1.4×9.06）=28.7210.75×127.09=95.321×（1.2×20.44+1.4×7.11）=34.48跨中弯矩组合（CD跨）第七层MGC =66.28+0.5×30.11=81.34KN.MMGD =48.69+0.5×21.23=59.31KN.Mq =26.73+1.5×6×0.5=35.73 KN.MMEC =1.3×32.89=41.2

9、5 KN.MMED =1.3×46.17=57.84 KN.MRC =-( MGD - MGC +MEC +MED)= -(59.31 -81.34+41.25+57.84) = 117.93KNMb,max =- MGC +MEC = - 81.34 +241.25 =154.51KN.mx=3.3m第四层： MGC =102.06+0.5×MGD =91.18+0.5×q =26.73+1.5×6×0.5=51.33 KN.MMEC =1.3×162.33=139.02 KN.MMED =1.3×206.41=182.7

10、2 KN.MRC =-( MGD - MGC +MEC +MED)= -(1114.43 -132.66+139.02+1182.72) = 142.63KNMb,max =- MGC +MEC = - 132.66 +139.02 =204.53KN.mx=2.8m第一层 MGC =93.3+0.5×MGD =74.85+0.5×q =26.73+1.5×6×0.5=51.33 KN.MMEC =1.3×226.01=222.05 KN.MMED =1.3×263.41=306.74 KN.MRC =-( MGD - MGC +ME

11、C +MED)= -(93.82 -119.01+222.05+306.74) = 159.05KNMb,max =- MGC +MEC = - 119.01 +222.05 =2x=2.2m跨中弯矩不利组合(KN.m)(CD跨)层r0（1.2MGK +1.4MQK）70.75×154.51=115.881×(1.2×115.73+1.4×32.65)=184.5940.75×204.53=153.41×(1.2×76.59+1.4×43.36)=152.6110.75×231.51=173.631

12、15;(1.2×89.14+1.4×52.52)=180.5活载标准值作用下梁的内力计算表层AB跨梁端剪力BC跨梁端剪力LM左M右V左V右LM左M右V左V右77.8-25.9236.8333.7036.53-17.1813.7414.6512.3547.8-55.2264.7757.2859.723-21.8729.9919.7925.2117.8-46.2462.1856.4660.543-26.4921.4824.1720.83=273.78KN.m (第七层)=9×7.8=70.2 KN=456.3KN.m （一六层)=15×7.8=117KN=4

13、0.5KN.m (第七层)=3×9=27 KN=67.5KN.m （一六层)=15×3=45KN续表CD跨梁端剪力柱轴力LM左M右V左V右ABCD7.2-30.1121.2333.6331.1733.751.1545.9831.177.2-61.1946.5056.0451.96148.34210.12188.52135.057.2-51.4237.9455.87512.13312.25460.54390.91291.10=233.28KN.m (第七层) =388.8N.m (一六层)=9×7.2=64.8 KN =15×7.2=108 KN恒载标准值

14、作用下梁的内力计算表层AB跨梁端剪力BC跨梁端剪力LM左M右V左V右LM左M右V左V右77.8-77.46107.76105.04112.83-45.2731.923.6614.7447.8-142.25160.42143.86148.63-40.6628.7323.5215.5717.8-117.4148.29142.23150.33-50.936.224.4514.64=849.63KN.m (第七层)=27.93×7.8=217.85 KN=1140.25KN.m =37.5×7.8=292.5KN=457.6KN.m (第七层)=12.8×3=38.4 K

15、N=58.64KN.m =13.03×3=39.09KN续表CD跨梁端剪力柱轴力LM左M右V左V右ABCD7.2-82.8560.8699.2893.2105.04136.47114.0293.177.2-127.57113.97132.7128.9392.76457.27410.47350.977.2-116.6393.56134.0127.56822.75976.24855.58736.4=2692.84KN.m (第七层) =692.84N.m =26.73×7.2=192.46 KN =36.33×7.2=261.58 KN(一六层)在地震作用下柱轴力计算表层AB跨梁端剪力BC跨梁端剪力LM左M右VELM左M右VE77.833.9531.948.4532