一榀框架計(jì)算(土木工程畢業(yè)設(shè)計(jì)手算全過程)

一框架構(gòu)造設(shè)計(jì)任務(wù)書1.1工程概況：本工程為成都萬達(dá)購物廣場(chǎng)----成仁店，鋼筋混凝土框架構(gòu)造。梁板柱均為現(xiàn)澆，建筑面積約為5750m2，寬27米，長為45米，建筑方案確定。建筑分類為乙類公共類建筑，二類場(chǎng)地，抗震等級(jí)三級(jí)。圖1-1計(jì)算平面簡(jiǎn)圖1.2設(shè)計(jì)資料1〕氣象條件：根本風(fēng)壓3155KN/m22〕抗震設(shè)防：設(shè)防烈度7度3〕屋面做法：20厚水泥砂漿面層一層油氈隔離層40厚擠塑聚苯板保溫層15厚高分子防水卷材20厚1:3水泥砂漿找平1:6水泥焦渣1%找坡層，最薄處30厚120厚現(xiàn)澆鋼筋混凝土板粉底4〕樓面做法：8~13厚鋪地磚面層100厚鋼筋砼樓板吊頂1.3設(shè)計(jì)內(nèi)容1)確定梁柱截面尺寸及框架計(jì)算簡(jiǎn)圖2)荷載計(jì)算3)框架縱橫向側(cè)移計(jì)算；4)框架在水平及豎向力作用下的內(nèi)力分析；5)內(nèi)力組合及截面設(shè)計(jì)；6)節(jié)點(diǎn)驗(yàn)算。二框架構(gòu)造布置及構(gòu)造計(jì)算簡(jiǎn)圖確定2.1梁柱截面的確定通過查閱標(biāo)準(zhǔn)，知抗震等級(jí)為3級(jí)，允許軸壓比為[μ]=0.85由經(jīng)驗(yàn)知n=12~14kn/m2取n=13kn/m2擬定軸向壓力設(shè)計(jì)值N=n?A=13kn/m2×81m2×5=5265KN擬定柱的混凝土等級(jí)為C30，fc=14.3N/mm2柱子尺寸擬定700mm×700mmμ===0.75<[μ]=0.85滿足初步確定截面尺寸如下：柱：b×h=700mm×700mm梁〔BC跨、CE、EF跨〕=L/12=9000/12=750mm取h=800mm，b=400mm縱梁=L/12=9000/15=600mm取h=600mm，b=300mm現(xiàn)澆板厚取h=120mm2.2構(gòu)造計(jì)算簡(jiǎn)圖構(gòu)造計(jì)算簡(jiǎn)圖如下：圖2-1構(gòu)造計(jì)算簡(jiǎn)圖圖2-2平面計(jì)算簡(jiǎn)圖三荷載計(jì)算：3.1恒載標(biāo)準(zhǔn)值計(jì)算1〕①屋面板恒荷載標(biāo)準(zhǔn)值20厚1:3水泥砂漿面層0.02×20=0.4KN/M2一層油氈隔離層0.05KN/M240厚擠塑苯板保溫層0.04×0.5=0.02KN/M215厚高分子防水卷材0.04KN/M220厚1:3水泥砂漿找平0.02×20=0.4KN/M21:6水泥渣1%找坡層最薄處30厚〔0.03+0.045〕/2×14=0.525KN/M2120厚現(xiàn)澆鋼筋混凝土板0.12×25=3KN/M212厚板底抹灰0.012×20=0.24KN/M2合計(jì)4.675KN/M2屋面板傳遞給邊柱的集中荷載：4.675×1.5×9=63KN中柱的集中荷載：4.675×3×9=126.23KN②屋頂次梁恒載標(biāo)準(zhǔn)值單向板傳給次梁的荷載4.675×3=14.025KN/M次梁自重0.3×(0.6-0.12))×25=3.6KN/M次梁粉刷〔0.6-0.12〕×0.02×17×2=0.326KN/M合計(jì)18KN/M圖3-1次梁計(jì)算單元及板傳力圖③屋頂框架梁所受恒荷載標(biāo)準(zhǔn)值次梁傳給框架梁恒荷載18×9=162KN④屋頂框架梁重量梁自重：0.4×﹙﹚×25=6.8KN/M粉刷：﹙﹚×0.02×17×2=0.46KN/M合計(jì)7.26KN/M2〕①樓面板恒載標(biāo)準(zhǔn)值8~13厚鋪地磚面層0.6KN/M220厚1:2水泥砂漿結(jié)合層0.02×20=0.4KN/M2120厚鋼筋砼樓板0.12×25=3KN/M2石膏板吊頂0.2KN/M2合計(jì)4.2KN/M2樓面板傳遞給邊柱的集中荷載：4.2×1.5×9=56.7KN中柱的集中荷載：4.2×3×9=113.4KN②2~5層縱向次梁恒載標(biāo)準(zhǔn)值計(jì)算簡(jiǎn)圖見圖3樓面單向板傳給縱向次梁恒荷載4.2×3=12.6KN/M次梁自重0.3×〔0.6-0.12〕×25=3.6KN/M合計(jì)16.2KN/M③2~5層框架梁所受恒荷載標(biāo)準(zhǔn)值次梁傳遞給框架梁恒荷載16.2×9≈150KN③2~5層框架梁恒載標(biāo)準(zhǔn)值框架梁自重0.4×〔0.8-0.12〕×25=6.8KN/M3〕四層建在所取一榀框架梁上的填充墻恒荷載標(biāo)準(zhǔn)值墻自重0.2×〔3.3-0.8〕×10.3≈5.2KN/M粉刷〔3.3-0.8〕×0.02×17×2=1.7KN/M合計(jì)取〔因?yàn)橛袠?gòu)造柱取大點(diǎn)〕7.2KN/M4〕柱自重標(biāo)準(zhǔn)值1~3層柱自重：0.7×0.7×〔4.2－0.12〕×25＝49.98KN大理石貼面：0.5×4×0.7×4.2＝5.88KN合計(jì)55.86KN4~5層柱自重：0.7×0.7×〔3.3-0.12〕×25＝38.96KN大理石貼面：0.5×4×0.7×3.3＝4.62KN合計(jì)43.58KN5〕外墻自重標(biāo)準(zhǔn)值5層外墻作用在邊柱的集中荷載墻自重：0.2×〔3.3-0.12〕×10.3×〔9-07〕=54.37KN粉刷：2×0.02×〔3.3-0.12〕×17〔9-0.7〕=17.95KN合計(jì)72.32KN4層玻璃幕墻作用在邊柱的集中荷載玻璃幕墻自重：1.5kn/m2×〔9-0.7〕×〔3.3-0.12〕=26.15KN2~3層外墻作用在邊柱的集中荷載墻自重：0.2×〔4.2-0.12〕×10.3×〔9-07〕=69.76KN粉刷：2×0.02×〔4.2-0.12〕×17〔9-0.7〕=23.03KN合計(jì)92.79KN3.2活荷載標(biāo)準(zhǔn)值計(jì)算1〕①屋面板活荷載標(biāo)準(zhǔn)值〔不上人〕：0.5KN/M2②頂層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值〔計(jì)算簡(jiǎn)圖見圖2〕0.5×3=1.5KN/M③框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值1.5×9=13.5KN④屋面板傳遞給邊柱的集中荷載：0.5×1.5×9=6.75KN中柱的集中荷載：0.5×3×9=13.5KN2〕①5層樓面板活荷載標(biāo)準(zhǔn)值：5KN/M2②5層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值〔計(jì)算簡(jiǎn)圖見圖3〕5×3=15KN/M③框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值15×9=135KN④5層面板傳遞給邊柱的集中荷載：5×1.5×9=67.5KN中柱的集中荷載：5×3×9=135KN3〕①4層樓面板活荷載標(biāo)準(zhǔn)值：2.5KN/M2②4層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值〔計(jì)算簡(jiǎn)圖見圖3〕2.5×3=7.5KN/M③框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值7.5×9=67.5KN④屋面板傳遞給邊柱的集中荷載：2.5×1.5×9=33.75KN中柱的集中荷載：2.5×3×9=67.5KN4〕①2~3層樓面板活荷載標(biāo)準(zhǔn)值：3.5KN/M2②2~3層次梁受板傳遞的活荷載標(biāo)準(zhǔn)值〔計(jì)算簡(jiǎn)圖見圖3〕3.5×3=10.5KN/M③框架梁受次梁傳遞的活荷載標(biāo)準(zhǔn)值10.5×9=94.5KN④屋面板傳遞給邊柱的集中荷載：3.5×1.5×9=47.25KN中柱的集中荷載：3.5×3×9=94.5KN四內(nèi)力計(jì)算4.1恒荷載作用下的內(nèi)力計(jì)算剛度計(jì)算梁線剛度：截面的慣性矩Ib0===17×109mm4考慮現(xiàn)澆樓板對(duì)框架梁截面慣性矩的影響，中框架梁取I中=2Ib0邊框架取I邊=1.5Ib0i邊跨梁=E=28×105Ei中跨梁=E=38×105E柱線剛度：截面的慣性矩IC===20×109mm4i4~5層柱=E=60×105Ei1~3層柱=E=48×105E取105E值作為基準(zhǔn)值1，算得各桿件相對(duì)線剛度(見下列圖)圖4-1梁柱相對(duì)線剛度圖圖4-2恒載作用下的計(jì)算簡(jiǎn)圖由于分布荷載在梁匯總產(chǎn)生的內(nèi)力遠(yuǎn)小于集中荷載，所以將梁的分布荷載近似等效為作用在次梁處的集中荷載，以便于計(jì)算。圖4-3恒載等效荷載作用下的計(jì)算簡(jiǎn)圖因?yàn)榭蚣軐?duì)稱，且恒荷載為正對(duì)稱荷載，所以取半榀框架進(jìn)展計(jì)算。由構(gòu)造力學(xué)梁端彎矩公式得到：頂層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=194.67×3×(1-)=-389.34KN·M4層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=213×3×(1-)=-426KN·M標(biāo)準(zhǔn)層結(jié)點(diǎn)彎矩：MAB=-MBA=-Pa(1-)=180.6×3×(1-)=-361.2KN·M接受二次彎矩支配法〔見下列圖〕圖4-4恒載彎矩支配圖在豎向荷載作用下，梁端截面有較大的負(fù)彎矩，設(shè)計(jì)時(shí)應(yīng)進(jìn)展彎矩調(diào)幅，降低負(fù)彎矩，以削減配筋面積。對(duì)于現(xiàn)澆框架，支座彎矩調(diào)幅系數(shù)為0.85〔在內(nèi)力組合的表中進(jìn)展梁端調(diào)幅計(jì)算〕圖4-5恒載作用下的框架彎矩圖〔等效為集中荷載時(shí)〕表4-1恒載作用下內(nèi)力樓層荷載引起的彎矩彎矩引起的內(nèi)力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD頂層194.67-194.67194.67-194.67194.67-194.67-16.52-16.520016.5216.525180.6-180.6180.6-180.6180.6-180.6-6.07-6.07006.076.074213-213213-213213-213-10.57-10.570010.5710.573180.6-180.6180.6-180.6180.6-180.6-9.18-9.18009.189.182180.6-180.6180.6-180.6180.6-180.6-11.07-11.070011.0711.07樓層恒載作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD頂層178.15-221.19194.67-194.67221.19-178.155174.53-186.67180.6-180.6186.67-174.534202.43-223.57213-213223.57-202.433171.42-189.78180.6-180.6189.78-171.422169.63-191.67180.6-180.6191.67-169.63圖4-6恒載作用下的框架梁的剪力圖柱軸力包括柱傳下軸力和柱自重，恒載作用下的柱軸力見下列圖。圖4-7恒載作用下柱的軸力圖4.2活荷載作用下的內(nèi)力計(jì)算活荷載按滿跨布置，不考慮活荷載的最不利布置。此時(shí)，求得的跨中彎矩比最不利荷載位置法的計(jì)算結(jié)果偏小，故對(duì)梁跨中彎矩乘以1.2的增大系數(shù)。梁端彎矩應(yīng)進(jìn)展彎矩調(diào)幅，乘以調(diào)幅系數(shù)0.85.在內(nèi)力組合的表中進(jìn)展跨中彎矩增大和梁端調(diào)幅計(jì)算。方法同恒載作用下的內(nèi)力計(jì)算，計(jì)算過程見下列圖。圖4-8活荷載作用下的計(jì)算簡(jiǎn)圖圖4-9活荷載作用下的框架彎矩支配圖圖4-10活荷載作用下的框架彎矩圖表4-2活載作用下的內(nèi)力樓層荷載引起的彎矩彎矩引起的內(nèi)力AB跨BC跨CD跨AB跨BC跨CD跨VAVBVBVCVCVDVAVBVBVCVCVD頂層13.5-13.513.5-13.513.5-13.50.610.6100-0.61-0.615135-135135-135135-135-7.3-7.3007.37.3467.5-67.567.5-67.567.5-67.5-2.3-2.3002.32.3394.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19294.5-94.594.5-94.594.5-94.5-5.19-5.19005.195.19樓層活荷載作用下的剪力AB跨BC跨CD跨VAVBVBVCVCVD頂層14.11-12.8913.5-13.512.89-14.115127.7-142.3135-135142.3-127.7465.2-69.867.5-67.569.8-65.2389.31-99.6994.5-94.599.69-89.31288.71-100.2994.5-94.5100.29-88.71圖4-11活載載作用下的框架梁的剪力圖圖4-12活荷載作用下柱的軸力圖4.3地震荷載作用下框架的內(nèi)力計(jì)算一、水平地震作用標(biāo)準(zhǔn)值的計(jì)算1、框架的抗震等級(jí)由設(shè)計(jì)需求，抗震設(shè)防烈度為7度，房屋高度為19.2m<30m，可知該框架的抗震等級(jí)為三級(jí)。2、場(chǎng)地和特征周期值工程場(chǎng)地為Ⅱ類場(chǎng)地，地震設(shè)計(jì)特征周期值Tg=0.40s。3、重力荷載代表值〔取第④軸線的KJL計(jì)算各層重力荷載代表值〕對(duì)于樓層，重力荷載代表值取全部恒荷載和50%的樓面活荷載。對(duì)于屋頂是不上人屋頂故屋面活荷載不計(jì)入。頂層重力荷載代表值G6G6恒=〔63+32.4〕×2+〔126.23+32.4〕×2+162×6+7.26×27=1580.68KN第5層重力荷載代表值G5G5恒+0.5活=[(56.7+32.4+72.32)×2+(113.4+32.4)×2+150×6+6.8×27+43.58×4]+0.5×〔67.5×2+135×2+135×6〕=2479.86KN第4層重力荷載代表值G4G4恒+0.5活=[(56.7+32.4+26.15)×2+(113.4+32.4)×2+150×6+6.8×27+7.2×27+43.58×4]+0.5×〔33.75×2+67.5×2+67.5×6〕=2278.17KN第3層重力荷載代表值G3G3恒+0.5活=[(56.7+32.4+92.79)×2+(113.4+32.4)×2+150×6+6.8×27+55.86×4]+0.5×〔47.25×2+94.5×2+94.5×6〕=2387.67KN第2層重力荷載代表值G2G2恒+0.5活=2387.67KN4、構(gòu)造自震周期T1對(duì)框架構(gòu)造，接受經(jīng)驗(yàn)公式計(jì)算:T1=0.085n=0.085×5=0.425s5、地震影響系數(shù)由=0.40s，T1=0.425s，<T1<5，那么由地震影響曲線，有6、計(jì)算水平地震作用標(biāo)準(zhǔn)值〔接受底部剪力法計(jì)算〕因?yàn)門1<1.4，故頂部附加地震作用不考慮?？砂聪卤碛?jì)算計(jì)算水平地震作用標(biāo)準(zhǔn)值表二、水平地震作用產(chǎn)生的框架內(nèi)力表4-3水平地震作用產(chǎn)生的框架內(nèi)力位置頂層1580.6819.230349.1717.97169.5第5層2479.8615.939429.8717.97220.2第4層2278.1712.628704.9717.97160.3第3層2387.678.420056.4717.97112第2層2387.674.210028.2717.9756KN·m1、各柱剪力值及反彎點(diǎn)高度層數(shù)柱號(hào)反彎點(diǎn)高度y5169.5A50.187()601.074()6029.50.74B50.35()6055.21.19C50.35()6055.21.19D50.187()6029.50.744389.7A40.187()601.074()6067.91.09B40.35()601271.32C40.35()601271.32D40.187()6067.91.093550A30.225()481.27()4897.441.85B30.41()48177.561.93C30.41()48177.561.93D30.225()4838.71.852662A20.225()481.27()48117.32.1B20.41()48213.72.1C20.41()48213.72.1D20.225()48117.32.11718A10.418()481.92()48156.32.98B10.541()48202.32.73C10.541()48202.32.73D10.418()48156.32.982、水平地震作用下的框架內(nèi)力圖求出各柱剪力Vi和該柱反彎點(diǎn)高度yi后，那么該柱下端彎矩為Mi=Viyi,上端彎矩為Vi(hi-yi),再利用節(jié)點(diǎn)平衡求出框架梁端彎矩，畫出左地震作用下的框架內(nèi)力圖，右地震作用下的框架內(nèi)力和左地震作用下的反號(hào)。圖4-13水平地震(左震)作用下的框架內(nèi)力圖彎矩圖(單位：KN·m)和梁剪力圖(單位：KN)圖4-14左震作用下的柱剪力圖和軸力圖(單位：KN)五內(nèi)力組合5.1框架橫梁內(nèi)力組合：由于是對(duì)稱構(gòu)造，所以只算左跨和中跨，右跨內(nèi)力和左跨反號(hào)。表5-1KJ4的屋面框架梁(頂層)內(nèi)力組合表?xiàng)U件截面位置內(nèi)力種類①恒荷載②活荷載③重力荷載④左震⑤右震M＋maxM－maxVmax組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-245.47-30.43-260.6964.19-64.191.2×③+1.3×⑤-396.281.35①+0.7×1.4②V178.1514.11185.21-13.8813.88254.33跨中M295.7210.03300.74——1.2×①+1.4×②368.9B左M-371.88-25.8384.78-42421.35①+0.7×1.4②527.321.35①+0.7×1.4②V-221.19-12.89227.64-13.8813.88-311.24BCB右M-346.83-22.95-358.3157-571.2×③+1.3×⑤-504.071.35①+0.7×1.4②V194.6713.5201.42-14.914.9285.15跨中M175.9713.5182.72——1.2×①+1.4×②230.06C左M-346.83-22.95-358.31-57571.2×③+1.3×④-504.071.35①+0.7×1.4②V-194.67-13.5-201.42-14.914.9-285.15表5-2KJ4的框架梁(5層)內(nèi)力組合表?xiàng)U件截面位置內(nèi)力種類①恒荷載②活荷載③重力荷載④左震⑤右震M＋maxM－maxVmax組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-319.31-192.1-415.36146.05-146.051.2×③+1.3×⑤-688.31.35①+0.7×1.4②V174.53127.7238.38-34.0334.03360.76跨中M187.93188.52376.45——1.2×①+1.4×②489.44B左M-331.78-248-455.78-114.3114.31.2×③+1.3×④-695.5261.2×③+1.3×④V-186.67-142.3-257.82-34.0334.03-391.46BCB右M-312.95-225.07-425.49155.28-155.281.2×③+1.3×⑤-712.451.35①+0.7×1.4②V180.6135248.1-40.640.6376.11跨中M173.63168.25257.76——1.2×①+1.4×②443.91C左M-312.95-225.07-425.49-155.28155.281.2×③+1.3×④-712.451.35①+0.7×1.4②V-180.6-135-248.1-40.640.6-376.11表5-3KJ4的框架梁(4層)內(nèi)力組合表?xiàng)U件截面位置內(nèi)力種類①恒荷載②活荷載③重力荷載④左震⑤右震M＋maxM－maxVmax組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-312.55-107.09-366.1257.54-257.541.2×③+1.3×⑤-774.1221.2×③+1.3×⑤V202.4365.2235.03-53.0253.02350.96跨中M239.5991.81331.4——1.2×①+1.4×②416.04B左M-393.4-124.66-455.73-148.07148.071.2×③+1.3×④-739.371.2×③+1.3×④V-223.57-69.8-258.47-53.0253.02-379.02BCB右M-370.23-112.18-426.32201.2-201.21.2×③+1.3×⑤-773.141.2×③+1.3×⑤V21367.5246.75-52.652.6364.48跨中M203.4384.62245.74——1.2×①+1.4×②362.58C左M-370.23-112.18-426.32-201.2201.21.2×③+1.3×④-773.141.2×③+1.3×④V-213-67.5-246.75-52.652.6-364.48表5-4KJ4的框架梁(3層)內(nèi)力組合表?xiàng)U件截面位置內(nèi)力種類①恒荷載②活荷載③重力荷載④左震⑤右震M＋maxM－maxVmax組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-265.49-138.94-334.96362.6-362.61.2×③+1.3×⑤-873.331.2×③+1.3×⑤V171.4289.31216.08-84.6984.69369.39跨中M201.86148.28276——1.2×①+1.4×②449.82B左M-335.72-175.67-423.55-285.24285.241.2×③+1.3×④-879.071.2×③+1.3×④V-189.78-99.69-239.63-84.6984.69-397.65BCB右M-315.18-164.93-397.65387.5-387.51.2×③+1.3×⑤-980.931.2×③+1.3×⑤V180.694.5227.85-101.31101.31405.12跨中M171107.36224.68——1.2×①+1.4×②355.5C左M-315.18-164.93-397.65-387.5387.51.2×③+1.3×④-980.931.2×③+1.3×④V-180.6-94.5-227.85-101.31101.31-405.12表5-5KJ4的框架梁(2層)內(nèi)力組合表?xiàng)U件截面位置內(nèi)力種類①恒荷載②活荷載③重力荷載④左震⑤右震M＋maxM－maxVmax組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)BAM-251.06-131.37-316.75371.47-371.471.2×③+1.3×⑤-863.011.2×③+1.3×⑤V169.6388.71213.99-83.7183.71365.61跨中M213.53154.74290.9——1.2×①+1.4×②472.87B左M-335.72-175.67-423.55-269.07269.071.2×③+1.3×④-858.051.2×③+1.3×④V-191.67-100.29-241.82-83.7183.71-399BCB右M-315.18-164.93-397.65365.16-365.161.2×③+1.3×⑤-951.891.2×③+1.3×⑤V180.694.5227.85-95.4795.47397.53跨中M171107.36224.68——1.2×①+1.4×②355.5C左M-315.18-164.93-397.65-365.16365.161.2×③+1.3×④-951.891.2×③+1.3×④V-180.6-94.5-227.85-95.4795.47-397.535.2柱內(nèi)力組合：由于是對(duì)稱構(gòu)造，所以只算A,B兩柱，C,D兩柱的內(nèi)力和A,B反號(hào)。表5-65層柱內(nèi)力組合表柱截面內(nèi)力①活載②活載③重力荷載④左震⑤右震/M/max及相應(yīng)NNmax相應(yīng)的MNmin及相應(yīng)的MVmax及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M288.7935.8306.69-75.5275.521.2×③+1.3×⑤466.21.35×①+0.7×1.4×②429.951.2×③+1.3×④269.851.2×③+1.3×⑤466.2N-273.55-20.85-283.9813.88-13.88-358.82-389.73-322.73-358.82剪力V-144.25-41.99-165.2529.5-29.5-236.65-235.89-134.75-236.65下M-375.66-102.77-427.0521.76-21.761.35×①+0.7×1.4×②-607.861.35×①+0.7×1.4×②-607.861.2×③+1.3×④-484.17-540.75N-317.13-20.85-327.5613.88-13.88-448.56-448.56-375.03-411.12B柱上M-29.47-2.05-30.5-116.47116.471.2×③+1.3×④-188.011.35×①+0.7×1.4×②-41.791.2×③+1.3×④-188.011.2×③+1.3×④-188.01N-574.49-39.89-594.441.02-1.02-712-814.65-712-712剪力V12.293.1313.8655.2-55.288.3919.6688.3988.39下M11.088.2815.2265.69-65.691.2×③+1.3×④103.661.35×①+0.7×1.4×②23.071.2×③+1.3×④103.66103.66N-618.07-39.89-638.021.02-1.02-764.3-900.42-764.3-764.3柱截面內(nèi)力①活載②活載③重力荷載④左震⑤右震/M/max及相應(yīng)NNmax相應(yīng)的MNmin及相應(yīng)的MVmax及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M148.41123.33210.08-150.06150.061.2×③+1.3×⑤447.171.35×①+0.7×1.4×②321.221.2×③+1.3×④57.021.2×③+1.3×⑤447.17N-653.08-216.05-761.1147.91-47.91-975.6-1093.39-851.05-975.6剪力V-104.95-59.79-134.8567.9-67.9-250.09-208.22-73.55-250.09下M-197.92-73.97-234.974.01-74.011.35×①+0.7×1.4×②-607.861.35×①+0.7×1.4×②-607.861.2×③+1.3×④-185.67-378.09N-696.66-216.05-804.6947.91-47.91-1152.22-1152.22-903.35-1027.9B柱上M-11.08-8.28-15.22-251.66251.661.2×③+1.3×④-345.421.2×①+1.4②-24.891.2×③+1.3×④-345.421.2×③+1.3×④-345.42N-1131.14-452.19-1357.247.59-7.59-1618.82-1990.43-1618.82-1618.82剪力V7.943.969.92127-127177.0020.44177.00177.00下M15.144.817.54167.64-167.641.2×③+1.3×④238.981.2×①+1.4②24.891.2×③+1.3×④238.98238.98N-1174.72-452.19-1626.917.59-7.59-1942.43-2042.73-1942.43-1942.43表5-74層柱內(nèi)力組合表表5-83層柱內(nèi)力組合表柱截面內(nèi)力①活載②活載③重力荷載④左震⑤右震/M/max及相應(yīng)NNmax相應(yīng)的MNmin及相應(yīng)的MVmax及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M169.7852.02195.79-228.98228.981.2×③+1.3×⑤532.621.35×①+0.7×1.4×②280.181.2×③+1.3×④-62.731.2×③+1.3×⑤532.62N-1014.34-315-1171.84100.93-100.93-1537.42-1890.68-1275-1537.42剪力V-78.24-29.9-93.1997.44-97.44-238.5-134.9314.84-238.5下M-158.82-73.6-195.62180.26-180.261.2×③+1.3×⑤-469.081.35×①+0.7×1.4×②-286.541.2×③+1.3×④-0.41-469.08N-1070.2-315-1227.7100.93-100.93-1604.45-1753.47-1342.03-1604.45B柱上M-12.11-3.84-14.03-243.26243.261.2×③+1.3×④-333.071.2×①+1.4②-24.891.2×③+1.3×④-333.071.2×③+1.3×④-333.07N-1829.41-656.99-2157.917.17-7.17-2580.17-3115.08-2580.17-2580.17剪力V5.762.426.97177.56-177.56239.1910.3239.19239.19下M12.086.3215.24342.69-342.691.2×③+1.3×④463.791.2×①+1.4②23.341.2×③+1.3×④463.79463.79N-1885.27-656.99-2213.777.17-7.17-2647.2-3182.11-2647.2-2647.2表5-92層柱內(nèi)力組合表柱截面內(nèi)力①活載②活載③重力荷載④左震⑤右震/M/max及相應(yīng)NNmax相應(yīng)的MNmin及相應(yīng)的MVmax及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M153.5286.34196.69-246.33246.331.2×③+1.3×⑤556.261.35×①+0.7×1.4×②291.871.2×③+1.3×④-84.21.2×③+1.3×⑤556.26N-1423.51-451.56-1649.29185.62-185.62-2220.45-2364.27-1737.84-2220.45剪力V-80.03-43.31-101.69117.3-117.3-274.52-150.4830.46-274.52下M-182.62-95.56-230.4246.33-246.331.2×③+1.3×⑤-596.711.35×①+0.7×1.4×②-340.191.2×③+1.3×④43.75-596.71N-1479.37-451.56-1705.15185.62-185.62-2287.49-2439.68-1804.87-2287.49B柱上M-12.08-6.32-15.24-448.77448.771.2×③+1.3×④-601.691.2×①+1.4②-23.341.2×③+1.3×④-601.691.2×③+1.3×④-601.69N-2401.45-945.68-2874.2923.79-23.79-3480.08-4205.69-3418.22-3418.22剪力V5.763.07.26213.7-213.7286.5211.11286.52286.52下M12.086.3215.24448.77-448.771.2×③+1.3×④601.691.2×①+1.4②23.341.2×③+1.3×④601.69601.69N-2457.31-945.68-2930.1523.79-23.79-3547.1-4272.72-3485.25-3485.25表5-101層柱內(nèi)力組合表柱截面內(nèi)力①活載②活載③重力荷載④左震⑤右震/M/max及相應(yīng)NNmax相應(yīng)的MNmin及相應(yīng)的MVmax及相應(yīng)N組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值組合項(xiàng)組合值A(chǔ)柱上M112.7358.99142.23-190.69190.691.2×③+1.3×⑤418.571.35×①+0.7×1.4×②291.871.2×③+1.3×④-77.221.2×③+1.3×⑤418.57N-1830.89-587.52-2124,65269.33-269.33-2899.71-3047.47-2199.45-2899.71剪力V-40.26-21.07-50.79156.3-156.3-264.14-75.0142.24-264.14下M-56.37-29.5-71.12465.77-465.771.2×③+1.3×⑤-690.851.35×①+0.7×1.4×②-1051.2×③+1.3×④520.16-690.85N-1886.75-587.52-2180.51269.33-269.33-2966.74-3122.88-2266.48-2966.74B柱上M-12.08-6.32-15.24-297.38297.381.2×③+1.3×④-404.881.2×①+1.4②-23.341.2×③+1.3×④-404.881.2×③+1.3×④-404.88N-2975.38-1234.97-3592.8735.55-35.55-4265.23-5299.41-4265.23-4265.23剪力V4.312.265.44202.3-202.3269.528.34269.52269.52下M6.043.167.62552.28-552.281.2×③+1.3×④727.111.2×①+1.4②11.671.2×③+1.3×④727.11727.11N-3031.24-1234.97-3648.7335.55-35.55-4332.26-5366.45-4332.26-4332.26六框架設(shè)計(jì)6.1框架梁截面設(shè)計(jì)：1〕正截面承載力計(jì)算〔由于組合后3層中跨梁彎矩最大，故取3層中跨梁驗(yàn)算〕梁混凝土為C30正截面承載力計(jì)算：左支驗(yàn)算〔由于是對(duì)稱的，右支驗(yàn)算同左支〕初步按雙層配筋，取as=60mmαS===0.313ξ=1-=1-=0.388<ξb=0.55γs=0.5〔1+〕=0.91AS===4855.6mm245=45×=0.19%<0.2%ρmin=0.2%ρ===1.52%>ρmin=0.2%滿足最小配筋率取1025雙層布置，上下層各5根。跨中驗(yàn)算：接受單層鋼筋，初步as取35mm翼緣計(jì)算寬度取值bf＇按梁的計(jì)算跨度考慮：bf＇=l0/3=9000/3=3000mm按梁的肋凈距Sn考慮：bf＇=b+Sn=400+9000=9200mm按翼緣高度hf＇考慮：==0.16>0.1不受此項(xiàng)限制取最小值作bf＇，即bf＇=3000mmα1fcbf＇hf＇(-0.5hf＇)=14.3×3000×120×(765-0.5×120)=3603.6KN?M>355.5KN?M承載力滿足要求。受壓區(qū)高度x=-=765-=10.9mmAS===1558.7mm2取520鋼筋單層布置實(shí)際AS=1571mm245=45×=0.19%<0.2%ρmin=0.2%ρ==0.49%>ρmin滿足最小配筋率斜截面承載力驗(yàn)算(左支)fc=14.3N/mm2ft=1.43N/mm2fyv=300N/mm2縱筋排2層取愛惜層厚度25mm有效直徑25mmas=25+25+12.5=62.5mm=h-as=800-62.5=737.5mm驗(yàn)算截面尺寸βc=1.0==1.84<40.25βcfcbh0=0.25×1.0×14.3×400×737.5＝1054.6KN>V=405.12KN截面抗剪滿足驗(yàn)算是否須要計(jì)算配箍0.7ftbh0=0.7×1.43×400×737.5=295.3KN<V=405.12KN須要配箍計(jì)算配箍選用Φ8的雙肢箍:n=2，ASV1=50.3mm2S===177.2mm取s=150mm驗(yàn)算配箍率ρsv,min=0.24=0.24=0.16%ρsv===0.17%>ρsv,min滿足截面驗(yàn)算裂縫寬度Ate=0.5bh+(bf-b)=0.5×400×800+(3000-400)120=472000mm2ρte===0.003<0.01取ρte=0.01deq==20mm愛惜層取25mmas=35mmh0=800-35=765mmMK=203.43+84.62=288.05KN?Mσsk===275.49N/mm2ψ==×=0.63裂縫寬度驗(yàn)算wmax=2.1Ψ(1.9c+0.08)=2.1×0.63××(1.9×25＋0.08)=0.41mm>wlim=0.2mm不滿足故必需重新考慮截面尺寸，和配筋量，通過或許演算，初步梁截面不變還是800mm×400mm,縱筋配筋量增大，配成525，并重新驗(yàn)算。由于只是變更鋼筋，沒變更截面大小，故只用重新驗(yàn)算跨中正截面承載力，裂縫及擾度。重新驗(yàn)算正截面承載力計(jì)算(跨中)確定接受單層鋼筋，配525as=37.5mm翼緣計(jì)算寬度取值bf＇按梁的計(jì)算跨度考慮：bf＇=l0/3=9000/3=3000mm按梁的肋凈距Sn考慮：bf＇=b+Sn=400+9000=9200mm按翼緣高度hf＇考慮：==0.16>0.1不受此項(xiàng)限制取最小值作bf＇，即bf＇=3000mmα1fcbf＇hf＇(-0.5hf＇)=14.3×3000×120××120)=3616.5KN?M>355.5KN?M承載力滿足要求。45=45×=0.21%>0.2%ρmin=0.21%ρ==0.77%>ρmin滿足最小配筋率。截面驗(yàn)算裂縫寬度Ate=0.5bh+(bf-b)=0.5×400×800+(3000-400)120=472000mm2ρte===0.005<0.01取ρte=0.01deq==25mm愛惜層取25mmas=37.5mmh0=800-37.5=762.5mmMK=203.43+84.62=288.05KN?Mσsk===176.9N/mm2ψ==×=0.36裂縫寬度驗(yàn)算wmax=2.1Ψ(1.9c+0.08)=2.1×0.36××(1.9×25＋0.08)=0.17mm<wlim=0.2mm裂縫滿足擾度驗(yàn)算由裂縫驗(yàn)算知ρte=0.005<0.01取0.01deq==25mmσsk===176.9N/mm2ψ==×=0.36先計(jì)算抗彎剛度γf＇===1.02ρ===0.008===7.14(短期受彎剛度)BS===4.14×1014θ=2.0-0.4=2.0Mq=203.43+0.5×84.62=245.74KN?MB=BS=×4.14×1014=2.23×1014擾度驗(yàn)算V=×=×=5.87mm<Vlim=l0/250=9000/250=36mm撓度滿足要求梁最終配筋2,3,4,5層梁配筋由于2,3,4,5層彎矩大小差距不是很大，且考慮到便利施工，故將2,3,4,5層框架梁統(tǒng)一做成800mm×400mm，跨中縱向受拉鋼筋為525在梁下方通長布置。左支，右支在上方配1025分2層布置每層各5根，上層長度為：l0(凈跨)/3=2766mm下層長度為：l0(凈跨)/4=2075mm箍筋全梁配Φ8@150圖6-12~5層梁左支配筋圖頂層梁配筋計(jì)算方法同3層梁計(jì)算，最終算得頂層配筋跨中縱向受拉鋼筋為420,在梁下方通長布置。左支，右支在上方配525，長度為l0(凈跨)/3=2766mm箍筋全梁配Φ8@150圖6-2頂層梁左支配筋圖6.2框架柱設(shè)計(jì)柱正截面承載實(shí)力計(jì)算〔柱頂截面，底截面〕A軸柱子驗(yàn)算：由于A軸的柱是邊柱，所以按偏心受壓計(jì)算。取5層柱子驗(yàn)算。圖6-3A第5層柱計(jì)算簡(jiǎn)圖1．上截面Mmax狀況下驗(yàn)算初始偏心距e0===1299mmea=max(20,h/30)=700/30=24mmei=e0+ea=1299+24=1323.3mm偏心距增大系數(shù)ξ1===9.8>1.0取ξ1=1.0因?yàn)閘0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x===35.8mm<ξbho=0.55×670=368.5mm屬于大偏心受壓配筋計(jì)算x=35.8mm<2as`=2×30=60mm取x=60mme=ηei+h/2-as=1.008×1323.3+700/2-30=1653.8mmAs=Asˊ===1088.7mm22．下截面Mmax狀況下驗(yàn)算初始偏心距e0===1355.1mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1379.1mm偏心距增大系數(shù)ξ1===7.8>1.0取ξ1=1.0因?yàn)閘0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x====44.8mm<ξbho=0.55×670=368.5mm屬于大偏心受壓配筋計(jì)算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.008×1379.1+700/2-30=1710.1mmAs=Asˊ===1993.2mm23．上截面Nmax狀況下驗(yàn)算初始偏心距e0===1103.2mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1127.2mm偏心距增大系數(shù)ξ1===9.0>1.0取ξ1=1.0因?yàn)閘0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.01x====38.9mm<ξbho=0.55×670=368.5mm屬于大偏心受壓配筋計(jì)算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.01×1127.2+700/2-30=1458.5mmAs=Asˊ===958.5mm24．下截面Nmax狀況下驗(yàn)算初始偏心距e0===1355.1mmea=max(20,h/30)=700/30=24mmei=e0+ea=1355.1+24=1379.1mm偏心距增大系數(shù)ξ1===7.8>1.0取ξ1=1.0因?yàn)閘0/h=4.7<15取ξ2=1.0η=1+ξ1ξ2=1.008x====44.8mm<ξbho=0.55×670=368.5mm屬于大偏心受壓配筋計(jì)算x=44.8mm<2as`=2×30=60mm取x=60e=ηei+h/2-as=1.008×1379.1+700/2-30=1710.1mmAs=Asˊ===1993.2mm2通過比擬A軸第5層柱子按下柱Mmax狀況對(duì)稱配筋。驗(yàn)算配筋率：一側(cè)縱筋：===0.4%>ρmin=0.2%全部縱筋：===0.8%>0.6%滿足選用622，實(shí)際As=Asˊ=2280.6mm2柱A層次12345截面尺寸700×700700×700700×700700×700700×700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M〔KN·m〕418.57690.85556.26596.71532.62469.08447.17607.86466.2607.86N〔KN〕2899.712996.742220.452287.491537.421604.45975.61152.2358.82448.56V〔KN〕264.14264.14274.52274.52238.5238.5250.09208.22236.65235.89e0〔mm〕144.35230.54250.5260.9346.44292.36458.3527.612991355.1ea〔mm〕24242424242424242424l0〔m〕4.24.24.24.24.24.23.33.33.33.3ei〔mm〕168.35254.54274.5284.9370.44316.36482.3551.613231379.1l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.11.0671.0621.061.0461.0541.0221.0191.0081.008e〔mm〕505.18591.59579.7621.99707.48653.44812.91882.081653.91710.1x(mm)289.7299.4221.8228.5153.6160.397.5115.135.844.8偏心判定大大大大大大大大大大計(jì)算As=As’〔mm2〕<01062.2626.47754.4873.7507.1929.11545.81088.71993.2實(shí)配單側(cè)(>0.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mmA軸其余柱子計(jì)算方法如上，下面列表計(jì)算。表6-1A軸柱按Mmax計(jì)算結(jié)果柱A層次12345截面尺寸700×700700×700700×700700×700700×700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M〔KN·m〕291.87105291.87340.19280.18286.54321.22607.86429.95607.86N〔KN〕3047.473122.882364.272439.681890.681753.471093.391152.2389.73448.56V〔KN〕7575150.48150.48134.93134.93208.22208.22235.89235.89e0〔mm〕95.7733.6139.4260.9148.2163.4293.8527.61103.21355.1ea〔mm〕24242424242424242424l0〔m〕4.24.24.24.24.24.23.33.33.33.3ei〔mm〕119.7757.6163.4284.9152.2187.4317.8551.61127.21379.1l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.141.31.121.061.111.091.031.0191.0091.008e〔mm〕456.6358.6503621.99488.94524.3647.33882.081457.31710.1x(mm)304.4312236.2243.7188.9175.17109.2115.138.944.8偏心判定大大大大大大大大大大計(jì)算As=As’〔mm2〕<0<0<0896.973.24<0174.31545.81565.41993.2實(shí)配單側(cè)(>0.2%)5201571mm5201571mm5201571mm5201571mm6222280.6mm表6-2A軸柱按Nmax計(jì)算結(jié)果表6-3B軸柱按Mmax計(jì)算結(jié)果柱B層次12345截面尺寸700×700700×700700×700700×700700×700組合上截面下截面上截面下截面上截面下截面上截面下截面上截面下截面M〔KN·m〕404.08727.11601.69601.69333.07463.79345.42238.98188.01103.66N〔KN〕4265.234332.33480.083547.12580.172647.21618.821942.43712764.3V〔KN〕202.3202.3213.7213.723923917717788.3988.39e0〔mm〕94.7167.8172.9169.6129.1175.2213.4123264135.6ea〔mm〕24242424242424242424l0〔m〕4.24.24.24.24.24.23.33.33.33.3ei〔mm〕118.7191.8196.9193.6153.1199.2237.4147288159.6l0/h6666664.74.74.74.7ξ11111111111ξ21111111111η1.1451.091.091.091.111.0861.0451.0721.0371.067e〔mm〕455.91529.06534.62531.02489.94536.3568.08477.6411.66490.29x(mm)426432.8347.66354.35257.8264.45161.72194.0571.1376.35偏心判定小小大大大大大大大大計(jì)算As=As’〔mm2〕<01626.4665.73674.1<0<0<0<0<0<0實(shí)配單側(cè)(>0.2%)6201885.2mm5201571mm5201571mm5201571mm5201571mmB軸柱子按Nmax計(jì)算：由于B軸柱按Nmax計(jì)算是彎矩很小，軸力很大，故偏心很小，所以按軸心受壓計(jì)算，計(jì)算過程如下。取最底層驗(yàn)算〔因?yàn)榈讓虞S力最大〕。l0=4200/700=6<8查表得ψ=1.00As’=<0故B軸全部柱子只須要構(gòu)造配筋即可。實(shí)際配筋520，As=1571mm2?？蚣苤苯孛嬗?jì)算取A軸5層柱子驗(yàn)算V=236.65KNN上=358.82KNN下=411.12KN1.驗(yàn)算截面尺寸：h0=h-as=700-40=640