6层框架住宅结构计算书建筑类

毕业设计人工填土粉质粘土f(kpa)s土层深15IL123e2.结构布置及计算简图-2)。表2梁截面尺寸（mm）层次混凝土强度等级横梁(b×h)纵梁(b×h)次梁(b×h)CNc2m41=8m95.0m5.0m5.8m3.6m5.4m2.7m5.4m3.6m图1.框架结构计算简图3.重力荷载计算-2-2-2-2合计4.11KN.m-2瓷砖地面（包括水泥粗砂打底）0.55KN.m-20.34KN.m-23.39KN.m-22.0KN.m-22.0KN.m-2表3梁、柱重力荷载标准值ii层次横梁1柱横梁Y(KN.m-3)g4.7254.7259.4504.7254.725iin(KN)397.713056.13362.8844288.764288.76续表35.422467.833588.574.7254.7254.7254.725柱横梁横梁外墙为400厚陶粒空心砌块（5KN.m-2外墙面贴瓷砖（0.5KN.m-2内墙面为-2；-2。木门单位面积重力荷载为0.2KN.m-2；钢铁门单位面积重力荷载为0.4KN.m-2。00900944902080208020802080208004940.39KN6880.28KN6880.28KN6880.28KN6880.28KN7058.88KN4.横向框架侧移刚度计算横梁线刚度ib计算过程见表4；柱线刚度ic计算见表5。表4横梁线刚度ib计算表类别ABBC层次1~6Ec-2)I0LEI/L表5柱线刚度i计算表cIIc-2)c-2)44cc49004900表6中框架柱侧移刚度D值(N.mm-1)K0.3540.203αc0.3630.092i7875181K0.5190.338K469290.4210.1450.26525678左边柱（18根）ααDDDi1i2i2cc表7边框架柱侧移刚度D值(N.mm-1)层层A-1，A-15，A-16，A-30D-1，D-15，D-16，D-30B-1，B-15，B-16，B-30次i1K0.3540.203K0.5910.338K0.9453187640.4210.1450.3630.0920.21325678αααDDDi2i1i2ccc表8横向框架层间侧移刚度D值(N/mm)54132541326i5.横向水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的5.1.1横向自振周期计算表9结构顶点的假想位移计算Δμii次64940.394940.392.93088.5856880.2885.6546880.2836880.2825581.2367.5326880.2832461.5117058.8839520.3933.0805.1.2水平地震作用及楼层地震剪力计算表10各质点横向水平地震作用及楼层地震剪力计算表层次Hi（m）Gi（KN）G层次Hi（m）Gi（KN）GiHi（KN）Fi（KN）Vi（KN）jj64940.3993373.3756880.280.223922.3862039.17646880.2891507.720.185765.2082804.38436880.2872242.940.146603.9843408.27826880.2852978.160.107442.583850.85817058.8834588.51289.544140.398（a）纵向水平地震作用分布图3纵向水平地震作用及层间剪力分布图5.1.3水平地震作用下的位移验算ii和表11横向水平地震作用下的位移验算654i2039.1762804.384Δμiii0.236×10-30.432×10-30.593×10-333408.27823850.85814140.39849005.1.4水平地震作用下框架内力计算表12各层柱端弯矩及剪力计算654321ViijDi1Vi1右-kyMbMuDi2Vi200000000000柱y边ij柱y边ijViMukVi1MukVi1Di165432表表13梁端弯矩、剪力及柱轴力计算边梁边梁Mr24.75442.07362.22879.911LVb44.94Ml28.57742.90952.17271.69278.338Mr26.88529.37738.211LVb23.35Ml39.60267.31799.56431.756278.574左边柱-6.55-16.38-28.34-44.77-62.72-86.07右边柱48.2793.21-11.33-31.89-64.87-106.15-102.53-204.93654321柱轴力N161.85EQ\*jc3\*hps25\o\al(\s\up9(9),1)8059.268.0571.87741.25-6.5541.259.8627.7627.7663.6263.6299-28.3479.9998.4279.9998.4247.8720.9320.9341.5341.53346.88346.88 .67.46967.469EQ\*jc3\*hps25\o\al(\s\up6(1),1)-86.076.559.8623.35-11.3330.39-31.8944.94-64.8757.71-106.15-102.93-204.9330.3948.2744.9493.2157.7129128.5828.58.图4左地震作用下框架弯矩图、梁端剪力及柱轴力图5.2.1风荷载标准值2s系数υ=0.42.T1=0.492S，W0T12=0zs表14沿房屋高度分布风荷载标准值层次Hi（m）Hi（m）zzq(z)(KN/m)2(z)(KN/m)650.85240.70330.55620.40710.259框架结构分析时，应按静力等效原理将分布风荷载转+2.26-2.08）+（1.41-1.3×2.8×1/2×1/3 +2.08-1.89）+（1.3-1.18×2.8×1/2×2/3（a）风荷载沿房屋高度的分布（b）等效节点集中风荷载5.2.2风荷载作用下的水平位移验算kk=ij=1表15风荷载作用下框架层间剪力及侧移计算层次ΣD(N/mm)iiii1437510.244×241.36888990.4650.166×3888990.3852.0460.138×426.47888990.2982.3440.106×5888990.2012.5450.072×888990.0942.6390.034×5.2.3风荷载作用下框架结构内力计算表17风荷作用梁端弯矩剪力及柱轴力计算左边梁左边梁Vb2.0722.8734.782Ml23.78368.123Mr6.86842.577LVb2.5524.962.523MrLb右边柱-0.76-2.085-4.157-6.857-9.73-14.512Ml4.07525.615左边柱2.55226.12928.65259.402-1.792-2.085-4.157-6.857-9.73-14.51654321柱轴力右边梁N1表16风荷作用各层柱端弯矩及剪力计算边柱边柱ijVi-MbMuMbMuDi1Vi2Di2Vi1y6554432654321ViijDi1Vi1右kyMbMu4.0755790057906.860.2377907972.32476645458.847989989444.80717.6067.922.7549293535565270.9173213260.76-0.760.76-0.76-2.0852.072-4.157-6.8572.873-9.734.782-14.5122.552-6.7924.96-5.427-11.237-19.2722.523-18.92230.75-44.892.5522.5524.9626.1292.52328.65230.7559.4020.762.0722.8734.7820.762.0722.8734.78225233637742523363774847021.51827.811-9.78142.88868869.8399.839309304.60684.6068.56849449-6.859527.804527.80458.43261.70653.732（a）框架弯矩图（b）梁端剪力及柱轴力图图6横向框架在水平风荷载作用下框架弯矩图、梁端剪力及柱轴力图次梁，故直接传给该框架的楼面荷载如图中的水平面荷载则通过次梁和纵向框架梁以集中力的形式传1D00C0000B000000A89789PPPPPPP34234MMqMM222223qACBD1ACBD11212P312211341234212121324表18横向框架恒荷汇总表62~51q1q29.1539.15309P145.1P243.6462.5862.580445.19M14.894.89M2000M3000M46.7654.874.87表19横向框架活荷汇总表MM0.9720.965P30P325.9225.92M10.9720.972P26P1202M00M200q2如图11所示。梁端剪力可根据梁上竖得；柱轴力可由梁端剪力和节点集中力叠加得到，计算柱上柱下柱右梁0.690.316.765-39.988.8391.383-7.586-3.32719.798-31.3270.4080.4080.1844.89-48.2417.67717.67710.21411.4578.8394.920-9.602-9.602-4.31418.32416.671-38.7170.4080.4080.1844.89-48.2417.67717.67710.2148.8398.8394.570-9.017-9.017-4.06616.33316.314-38.1910.4080.4080.1844.89-48.248.839-9.0170.4088.839-9.0170.4084.570-4.066-38.1910.1844.89-48.2417.67717.67710.2148.8398.8064.57-8.767-8.767-3.91517.05617.96-37.9190.3590.3590.2824.89-48.248.839-5.01420.104-5.0148.9244.4628.6275.164-3.949-38.076左梁上柱下柱右梁0.1570.5810.26239.982.7665.148-57.610.2374.61616.708-5.41-1.73445.9440.099-9.374-1.73445.9440.09927.272-61.9820.3680.3680.16548.249.14048.249.1405.10733.41633.41612.345.11816.708-9.39-1.623-5.176-5.176-2.76261.98633.42745.172-123.8290.0990.3680.3680.165-134.4833.41612.3416.708-9.390-6.765-3.04843.421-124.8290.3680.165-134.4833.41612.3416.708-9.390-6.765-3.04843.421-124.8290.3680.165-134.4833.41612.3448.249.1405.107-2.92460.76233.416-6.76543.4210.0990.36848.249.14033.4165.10716.708-2.924-6.76560.76243.4210.0990.36848.249.14033.4165.0716.70816.464-9.39-2.781-10.371-10.371-2.97960.56249.87949.728-123.7170.1450.3070.3070.24148.24-134.4810.32932.92832.92814.1794.31316.708-9.525-1.667-3.075-3.075-2.94561.13146.04628.623-131.27上柱左梁上柱0.21357.6-10.822.3134.52153.8260.1190.4410.787-6.765-40-24.627-47.3130.441129.621-4.87-18.781-49.253-49.253-206.174.537-206.174.537110.762-52.719-56.2130.1190.4410.441129.621-4.87-18.781-49.253-49.2536.17-24.627-24.6275.62320.42420.4240.1190.4410.441129.621-4.87-18.781-49.253-49.2536.17-24.627-24.6275.62320.42420.4240.441-4.87-49.253-24.62719.2760.1190.441-4.87-49.253-24.62719.276129.621-18.781-49.2536.17-24.6274.87119.276110.876-54.390-52.3900.1910.4040.404129.021-4.87-19.051-48.964-48.9647.089-20.6271.4514.1574.157-22.4030.9720.793-1.9350.4080.4080.972-1.164-1.1640.4080.4080.9720.7930.793-0.94-0.940.4080.4080.9720.7930.793-0.94-0.940.4080.4080.9720.7930.698-0.902-0.9020.3590.3590.793-0.6630.972-0.6630.853-4.86-0.87-2.5130.184-4.860.8990.719-0.525-3.7670.184-4.860.8990.719-0.424-3.6660.184-4.860.8990.719-0.424-3.6660.184-4.860.8990.719-0.407-3.6490.282-4.86-0.521-3.2320.1570.5810.2624.86-30.490.6032.672-3.144-0.021-0.076-0.0349.46617.487-26.9530.0990.3680.3680.1654.85-19.370.4507.4462.672-1.054-0.942-3.501-3.501-1.575.7959.2884.514-19.5980.0990.3680.3680.1654.85-19.370.452.6722.672-1.054-0.469-1.744-1.744-0.7826.2686.2716.271-18.810.0990.3680.3680.1654.85-19.370.452.6722.672-1.054-0.469-1.744-1.744-0.7826.2686.2716.271-18.810.0990.3680.3680.1654.85-19.370.452.6722.229-1.054-0.425-1.581-1.581-0.7096.3126.4346.434-18.7370.1450.3070.3070.2414.85-19.372.1054.4584.4583.4990.5482.672-1.691-0.222-0.469-0.469-0.3687.2816.6613.989-17.930.2130.7870.213-6.287-6.2870.11627.6770.119-23.231-3.904-27.6770.4410.441-2.107-2.1070.119-7.808-7.808-11.616-3.9046.3166.316-13.108-6.3610.4410.441-2.107-2.1070.7870.119-7.808-7.808-3.904-3.904-8.797-9.7620.4410.441-2.107-2.1070.787-7.808-7.808-3.904-3.904-8.797-9.7620.1190.441-2.107-7.8080.1190.441-2.107-7.8080.7482.771-9.5790.1910.1910.404-3.382-7.153-0.965-7.15317.449-10.187-7.248-3.62472637173191319139193670A4494689626762676265613162896628545.1725619286678111717288CA6636694945228998997888686662288866862267722699283822B77625648451845190519441C表20恒荷作用下梁端剪力及柱轴力跨VCAB跨VA=-VBV=VVAAB跨VVVCAB跨VA=VBVN顶N底A柱4表21活荷作用下梁端剪力及柱轴力AB跨VA=VB44VVCAB跨VA=-VBV=VAB跨AB跨A柱VCVCVV顶=顶=底虑地震作用的组合相比一般较小，对结构设计不起控表22框架梁内力组合表续表22BBBBCC间AB左B右MVMVVMMMVMMAAABMBMMABMBC6±±EQ\*jc3\*hps27\o\al(\s\up0(S),GK)EQ\*jc3\*hps27\o\al(\s\up0(S),QK)EQ\*jc3\*hps27\o\al(\s\up0(S),WK)[)]]→← 表23(a)横向框架A柱弯矩和轴力组合SQKS→←←2.513-1.7642.187-1.4392.411-1.4392.411-1.4772.354-1.526±8.054MNMNMNMNMNMNMNMNMNMN6655±8.568443322续表23(a)]MNMN表23(b)横向框架A柱柱端组合弯矩设计值调整6435表24横向框架A柱剪力组合（KN）]]654321→GK+→.←←←表25(a)横向框架B柱弯矩和轴力组合SQKS←±8.847±8.847MNMNMNMNMNMNMNMNMNMN±61.847±63.616±98.4196655443322续表25(a)→±±MNMN±→←→←表25(b)横向框架B柱柱端组合弯矩设计值调整6452表27(b)横向框架C柱柱端组合弯矩设计值调整6432表26横向框架B柱剪力组合（KN）654321GK+→←←表28横向框架C柱剪力组合（KN）]]654321GK→.←←←表27(a)横向框架C柱弯矩和轴力组合续表27(a)S233557799MNMNMNMNMNMNMNMNMNMN233557799MNMNMNMNMNMNMNMNMNMN65432MNMN表29框架梁横向钢筋计算表层次截面M（KN.m）ξsAs2)实配钢筋AsA支座BL6座CAB跨BC跨A支座BLBr1座CAB跨BC跨57.32168.1941.3467.54-255.758-153.647-168.9-208.020.0030.0010.0350.034----427.28368.21547.89299.24547.645Φ205Φ205Φ205Φ204Φ204Φ22----0.4210.4210.5170.4210.3690.517Afn0ff1cff022s2ss表30框架梁箍筋数量计算表梁端加密区实配筋Asv/s三肢φ梁端加密区实配筋Asv/s三肢φ8@100(1.51)三肢φ8@100(1.51)φ8@100(3.14)φ8@100(3.14)非加密区实配筋(P%)570.57570.57三肢46.88ABL46.88ABLφ8@150(0.335)6570.57570.57570.57570.57BrC93.36BrC93.36φ8@150(0.335)ABLABLφ8@150(0.447)1BrCBrCφ8@150(0.447)梁端加密区箍筋取4肢φ8@100，箍筋用HPB235级钢yv表31柱的剪跨比和轴压比验算ABC层次B、HMc222.13267.96265.772Vc34.7557.4763.7177.5657.9358.16N740.09243.076McVch03.94>26.91>23.53>26.11>23.41>28.16>2Nfbhc0.031<0.80.144<0.80.047<0.80.386<0.80.038<0.80.263<0.8并与柱端组合弯矩的调整值比较后，选出最不利的内力，进行配筋计算.ΣMΣMBB下柱L 2此为大偏心受压情况33200iLiicMbcnVc为将表26查得的值除以0.85。与Vc相应的轴力cV表32框架柱箍筋数量表λff0.2fβλff0.2fβbhN0.3fAc(KN)Av(KNv(KN)(KN)(KN(KN)加密区非加密区A6柱168.62B6柱1202.1590.53两侧梁不等高，故计算时取梁的平均高度.ccbcj8.基础设计采用柱下独立基础，根据要求，基础埋深标高取-2.40m，承台高度标高取-1.3m，地8.1地基承载力计算及基础底面积确定，ma8.1.1A柱以A柱为例进行计算，中心荷载作用下基底面积A按下式计算2取A=6m20kKKKKG6kmin20daKKKK6kmina8.1.3C柱08.2用规范法计算基础沉降8.2.1确定沉降经验系数ΣAi/P0Σ=P0Σ/Esi]8.2.2基础最终沉降量aass8.2.3基础的沉降差8.2.4软弱下卧层强度验算表33规范法计算基础沉降ABC012301230123010101L/b030010.97680.69440.613210.98400.63120.58010.96120.57960.5232Zi∂i0976.82569.282609.403408.480961.22608.22672.96Zi∂i-Zi-1∂i-1976.840.122424.4887.52961.264.760=0.0170.0170.0170.0130.0130.0110.0180.0180.018i27.0729.658.3基础高度验算8.3.1A柱t[(l-ac-h)b-(b-bc-h)2]=183.58×[(3-0.6-1.00)×2-(2-0.6-1.00)2]=95.9kN:tbbb因偏心受压p取p:——t:EQ\*jc3\*hps35\o\al(\s\up11(a),b)MIMIII2)。s2)。sMI22)。s2)。sMIMIII2)。s