6層框架住宅結(jié)構(gòu)計(jì)算書建筑類

畢業(yè)設(shè)計(jì)人工填土粉質(zhì)粘土f(kpa)s土層深15IL123e2.結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖-2)。表2梁截面尺寸（mm）層次混凝土強(qiáng)度等級(jí)橫梁(b×h)縱梁(b×h)次梁(b×h)CNc2m41=8m95.0m5.0m5.8m3.6m5.4m2.7m5.4m3.6m圖1.框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖3.重力荷載計(jì)算-2-2-2-2合計(jì)4.11KN.m-2瓷磚地面（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、柱重力荷載標(biāo)準(zhǔn)值ii層次橫梁1柱橫梁Y(KN.m-3)g4.7254.7259.4504.7254.725iin(KN)397.713056.13362.8844288.764288.76續(xù)表35.422467.833588.574.7254.7254.7254.725柱橫梁橫梁外墻為400厚陶?？招钠鰤K（5KN.m-2外墻面貼瓷磚（0.5KN.m-2內(nèi)墻面為-2；-2。木門單位面積重力荷載為0.2KN.m-2；鋼鐵門單位面積重力荷載為0.4KN.m-2。00900944902080208020802080208004940.39KN6880.28KN6880.28KN6880.28KN6880.28KN7058.88KN4.橫向框架側(cè)移剛度計(jì)算橫梁線剛度ib計(jì)算過(guò)程見表4；柱線剛度ic計(jì)算見表5。表4橫梁線剛度ib計(jì)算表類別ABBC層次1~6Ec-2)I0LEI/L表5柱線剛度i計(jì)算表cIIc-2)c-2)44cc49004900表6中框架柱側(cè)移剛度D值(N.mm-1)K0.3540.203αc0.3630.092i7875181K0.5190.338K469290.4210.1450.26525678左邊柱（18根）ααDDDi1i2i2cc表7邊框架柱側(cè)移剛度D值(N.mm-1)層層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橫向框架層間側(cè)移剛度D值(N/mm)54132541326i5.橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1橫向水平地震作用下框架結(jié)構(gòu)的5.1.1橫向自振周期計(jì)算表9結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算Δμii次64940.394940.392.93088.5856880.2885.6546880.2836880.2825581.2367.5326880.2832461.5117058.8839520.3933.0805.1.2水平地震作用及樓層地震剪力計(jì)算表10各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次Hi（m）Gi（KN）G層次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）縱向水平地震作用分布圖3縱向水平地震作用及層間剪力分布圖5.1.3水平地震作用下的位移驗(yàn)算ii和表11橫向水平地震作用下的位移驗(yàn)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內(nèi)力計(jì)算表12各層柱端彎矩及剪力計(jì)算654321ViijDi1Vi1右-kyMbMuDi2Vi200000000000柱y邊ij柱y邊ijViMukVi1MukVi1Di165432表表13梁端彎矩、剪力及柱軸力計(jì)算邊梁邊梁Mr24.75442.07362.22879.911LVb44.94Ml28.57742.90952.17271.69278.338Mr26.88529.37738.211LVb23.35Ml39.60267.31799.56431.756278.574左邊柱-6.55-16.38-28.34-44.77-62.72-86.07右邊柱48.2793.21-11.33-31.89-64.87-106.15-102.53-204.93654321柱軸力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.圖4左地震作用下框架彎矩圖、梁端剪力及柱軸力圖5.2.1風(fēng)荷載標(biāo)準(zhǔn)值2s系數(shù)υ=0.42.T1=0.492S，W0T12=0zs表14沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次Hi（m）Hi（m）zzq(z)(KN/m)2(z)(KN/m)650.85240.70330.55620.40710.259框架結(jié)構(gòu)分析時(shí)，應(yīng)按靜力等效原理將分布風(fēng)荷載轉(zhuǎn)+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）風(fēng)荷載沿房屋高度的分布（b）等效節(jié)點(diǎn)集中風(fēng)荷載5.2.2風(fēng)荷載作用下的水平位移驗(yàn)算kk=ij=1表15風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次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風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算表17風(fēng)荷作用梁端彎矩剪力及柱軸力計(jì)算左邊梁左邊梁Vb2.0722.8734.782Ml23.78368.123Mr6.86842.577LVb2.5524.962.523MrLb右邊柱-0.76-2.085-4.157-6.857-9.73-14.512Ml4.07525.615左邊柱2.55226.12928.65259.402-1.792-2.085-4.157-6.857-9.73-14.51654321柱軸力右邊梁N1表16風(fēng)荷作用各層柱端彎矩及剪力計(jì)算邊柱邊柱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）框架彎矩圖（b）梁端剪力及柱軸力圖圖6橫向框架在水平風(fēng)荷載作用下框架彎矩圖、梁端剪力及柱軸力圖次梁，故直接傳給該框架的樓面荷載如圖中的水平面荷載則通過(guò)次梁和縱向框架梁以集中力的形式傳1D00C0000B000000A89789PPPPPPP34234MMqMM222223qACBD1ACBD11212P312211341234212121324表18橫向框架恒荷匯總表62~51q1q29.1539.15309P145.1P243.6462.5862.580445.19M14.894.89M2000M3000M46.7654.874.87表19橫向框架活荷匯總表MM0.9720.965P30P325.9225.92M10.9720.972P26P1202M00M200q2如圖11所示。梁端剪力可根據(jù)梁上豎得；柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到，計(jì)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軸力跨VCAB跨VA=-VBV=VVAAB跨VVVCAB跨VA=VBVN頂N底A柱4表21活荷作用下梁端剪力及柱軸力AB跨VA=VB44VVCAB跨VA=-VBV=VAB跨AB跨A柱VCVCVV頂=頂=底慮地震作用的組合相比一般較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控表22框架梁內(nèi)力組合表續(xù)表22BBBBCC間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)橫向框架A柱彎矩和軸力組合SQKS→←←2.513-1.7642.187-1.4392.411-1.4392.411-1.4772.354-1.526±8.054MNMNMNMNMNMNMNMNMNMN6655±8.568443322續(xù)表23(a)]MNMN表23(b)橫向框架A柱柱端組合彎矩設(shè)計(jì)值調(diào)整6435表24橫向框架A柱剪力組合（KN）]]654321→GK+→.←←←表25(a)橫向框架B柱彎矩和軸力組合SQKS←±8.847±8.847MNMNMNMNMNMNMNMNMNMN±61.847±63.616±98.4196655443322續(xù)表25(a)→±±MNMN±→←→←表25(b)橫向框架B柱柱端組合彎矩設(shè)計(jì)值調(diào)整6452表27(b)橫向框架C柱柱端組合彎矩設(shè)計(jì)值調(diào)整6432表26橫向框架B柱剪力組合（KN）654321GK+→←←表28橫向框架C柱剪力組合（KN）]]654321GK→.←←←表27(a)橫向框架C柱彎矩和軸力組合續(xù)表27(a)S233557799MNMNMNMNMNMNMNMNMNMN233557799MNMNMNMNMNMNMNMNMNMN65432MNMN表29框架梁橫向鋼筋計(jì)算表層次截面M（KN.m）ξsAs2)實(shí)配鋼筋A(yù)sA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框架梁箍筋數(shù)量計(jì)算表梁端加密區(qū)實(shí)配筋A(yù)sv/s三肢φ梁端加密區(qū)實(shí)配筋A(yù)sv/s三肢φ8@100(1.51)三肢φ8@100(1.51)φ8@100(3.14)φ8@100(3.14)非加密區(qū)實(shí)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)梁端加密區(qū)箍筋取4肢φ8@100，箍筋用HPB235級(jí)鋼yv表31柱的剪跨比和軸壓比驗(yàn)算ABC層次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并與柱端組合彎矩的調(diào)整值比較后，選出最不利的內(nèi)力，進(jìn)行配筋計(jì)算.ΣMΣMBB下柱L 2此為大偏心受壓情況33200iLiicMbcnVc為將表26查得的值除以0.85。與Vc相應(yīng)的軸力cV表32框架柱箍筋數(shù)量表λff0.2fβλff0.2fβbhN0.3fAc(KN)Av(KNv(KN)(KN)(KN(KN)加密區(qū)非加密區(qū)A6柱168.62B6柱1202.1590.53兩側(cè)梁不等高，故計(jì)算時(shí)取梁的平均高度.ccbcj8.基礎(chǔ)設(shè)計(jì)采用柱下獨(dú)立基礎(chǔ)，根據(jù)要求，基礎(chǔ)埋深標(biāo)高取-2.40m，承臺(tái)高度標(biāo)高取-1.3m，地8.1地基承載力計(jì)算及基礎(chǔ)底面積確定，ma8.1.1A柱以A柱為例進(jìn)行計(jì)算，中心荷載作用下基底面積A按下式計(jì)算2取A=6m20kKKKKG6kmin20daKKKK6kmina8.1.3C柱08.2用規(guī)范法計(jì)算基礎(chǔ)沉降8.2.1確定沉降經(jīng)驗(yàn)系數(shù)ΣAi/P0Σ=P0Σ/Esi]8.2.2基礎(chǔ)最終沉降量aass8.2.3基礎(chǔ)的沉降差8.2.4軟弱下臥層強(qiáng)度驗(yàn)算表33規(guī)范法計(jì)算基礎(chǔ)沉降A(chǔ)BC012301230123010101L/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基礎(chǔ)高度驗(yàn)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因偏心受壓p取p:——t:EQ\*jc3\*hps35\o\al(\s\up11(a),b)MIMIII2)。s2)。sMI22)。s2)。sMIMIII2)。s