聯(lián)達(dá)公司1#鋼結(jié)構(gòu)廠房設(shè)計(jì)

./目錄TOC\o"1-3"\h\u14708第一章設(shè)計(jì)資料-5-39271.1工程概況-5-315291.2.設(shè)計(jì)資料-5-第二章建筑設(shè)計(jì)說明5257132.2廠房的剖面設(shè)計(jì)-6-7222.3廠房天然采光設(shè)計(jì)-6-14262第三章結(jié)構(gòu)選型及排架計(jì)算簡圖確定-6-196823.1結(jié)構(gòu)選型-7-15433.2天溝板-7-29707第四章荷載計(jì)算-8-49534.1荷載計(jì)算-8-236504.1.2風(fēng)荷載-12-106984.1.3墻體自重-12-190384.2內(nèi)力計(jì)算-15-235574.3排架的內(nèi)力組合-23-3448第五章柱、基礎(chǔ)的配筋計(jì)算-24-247315.1柱的配筋計(jì)算-24-83695.2牛腿設(shè)計(jì)計(jì)算-26-92525.3柱的吊裝驗(yàn)算〔以A柱為例-28-15898第六章基礎(chǔ)設(shè)計(jì)計(jì)算-29-299436.1地基承載力特征值和基礎(chǔ)材料-29-115426.2基礎(chǔ)地面內(nèi)力及基礎(chǔ)底面積計(jì)算-29-281016.3基底反力驗(yàn)算-30-130566.4基礎(chǔ)高度驗(yàn)算-30-179636.5基礎(chǔ)底面配筋計(jì)算-31-148526.6排架柱裂縫寬度驗(yàn)算-32-5277第七章梁、柱截面尺寸的初步確定-33-26586第八章框架側(cè)移剛度的計(jì)算-34-298818.1橫梁線剛度i的計(jì)算-34-274618.2縱梁線剛度i的計(jì)算-35-238938.3柱線剛度i的計(jì)算-35-159958.4各層橫向側(cè)移剛度計(jì)算-35-第九章重力荷載代表值的計(jì)算30009.1資料準(zhǔn)備-37-199409.2重力荷載代表值的計(jì)算-37-第十章框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算2198410.1橫向自振周期的計(jì)算-41-1174010.2水平地震作用及樓層地震剪力的計(jì)算-41-97010.3水平地震作用下框架內(nèi)力計(jì)算-43-801310.4風(fēng)荷載計(jì)算-45-4109第十一章豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算-52-2518811.1計(jì)算單元的選擇確定-52-2926211.2荷載計(jì)算-52-401611.3恒荷載作用下梁的內(nèi)力計(jì)算-55-2722411.4內(nèi)力計(jì)算-57-1315811.5梁端剪力和柱軸力的計(jì)算-60-1455111.6框架梁的內(nèi)力組合-61-93411.7框架柱的內(nèi)力組合-65-2330211.8柱端彎矩設(shè)計(jì)值的調(diào)整-67-4588第十二章樓板設(shè)計(jì)與截面設(shè)計(jì)-70-1865212.1樓板計(jì)算-70-642312.2板的計(jì)算-70-2904112.3板的配筋計(jì)算-72-2168312.4次梁計(jì)算-72-2040112.5主梁計(jì)算-75-2953112.6框架柱-70-416第十三章基礎(chǔ)設(shè)計(jì)-83-139813.1設(shè)計(jì)基本資料-83-2424513.2確定持力層承載力-83-476713.3計(jì)算基礎(chǔ)底面尺寸-83-1180213.4計(jì)算基底邊緣壓力-84-497513.5驗(yàn)算基底的允許條件-84-2555013.6基礎(chǔ)的沖切破壞驗(yàn)算-84-1498713.7基礎(chǔ)變階處驗(yàn)算-88-1740413.8基礎(chǔ)底板配筋計(jì)算-88-第二章建筑設(shè)計(jì)說明2.1廠房的平面設(shè)計(jì)2.1.1建筑平面的選擇①柱網(wǎng)的選擇②定位軸線的劃分圖2-1廠房平面圖Fig.2-1Plantlayout2.2廠房的剖面設(shè)計(jì)廠房天然采光設(shè)計(jì)門窗明細(xì)表見表2-1所示。表2-1門窗明細(xì)表Tap2-1Doorandwindowlist門窗編號(hào)尺寸數(shù)量高〔mm寬〔mmTM—1450042002C—21800360026C—41800360011圖3-1廠房剖面圖Fig.3-1Plantprofile3.1結(jié)構(gòu)選型3.1.1天溝板采用外天溝排水,選用04G410標(biāo)準(zhǔn)圖集中的TGB77—1。3.1.2屋架采用GWJ-24-4,GWJ-24-5,GWJ-24-63.1.3吊車梁3.2排架計(jì)算簡圖的確定3.2.1確定柱高<1>確定柱高。確定柱的截面尺寸B柱參數(shù)〔=12.7m,=4.2m,=8.5m表3-1吊車參數(shù)Tab.3-1Craneparameters參數(shù)邊柱〔A、B<mm2>2.0×105<mm2>4.17×109<mm2>1.775×105<mm2>14.38×109λ=/0.331>0.30.290<N/mm>0.0193Ec圖4-2屋面活荷載彎矩計(jì)算簡圖Fig.4-2Roofliveloadmomentcalculationdiagram圖4-3柱自重彎矩計(jì)算簡圖Fig.4-3Stringweightmomentcalculationdiagram圖4-4吊車彎矩計(jì)算簡圖Fig.4-4Calculationofbendingmomentdiagramofcrane圖4-5求Dmax時(shí)的吊車位置圖Fig.4-5CranepositionofDmax表4-2風(fēng)荷載匯總表Tab.4-2Windloadsummarystable1.061.061.211.211.211.211.211.210.80.50.80.20.60.60.60.51．781.112.030.511.521.521.521.27作用長度2．31．192.672.671.192．3方向表4-3荷載匯總表Tab.4-3Loadsummarystable荷載類型簡圖A〔B柱N<KN>M<KN·m>恒載=297.84KN＝21KN+==21+50.36=71.36KN=43.82KN+=15.1KN·m屋面活載=38.31KN吊車豎向荷載Dmax在A柱=505.25KNDmin在A柱：=126.50KN=328.41KN·m=82.23KN·m續(xù)表4吊車橫向水平荷載Tmax＝17.30KN〔一臺(tái)30/5,一臺(tái)15/3Tmax＝12.54KN<一臺(tái)30/5>風(fēng)荷載Fw＝16.91KNq1＝2.54KN/m,q2＝1.59KN/m水平地震作用Fw＝18.28KN圖4-9風(fēng)荷載作用下內(nèi)力圖<一>Fig.4-9Windloadinternalforce表4-2A柱內(nèi)力匯總表Tap4-2.TheAcolumninternalforcediagram荷載類型序號(hào)Ⅰ－ⅠⅡ－ⅡⅢ－ⅢM<KN·m>N<KN>M<KN·m>N<KN>M<KN·m>N<KN>V<KN>恒載131.30318.816.2369.2－41413.02-6.73屋面活載2a5.6038.31-0.1538.31-4.3138.31-0.49吊車豎向荷載Dmax在A柱3a-83.290245.12505.2576.57505.25-19.83Dmin在A柱3b-83.330-1.1126.50-169.74126.50-19.84吊車橫向荷載一臺(tái)30/5t一臺(tái)15/3t4a±15.850±15.850±152.950±16.13一臺(tái)30/5t4b±15.050±15.050±121.640±12.54風(fēng)荷載右吹5a44.87044.870231.750-29.55左吹5b-51.660-51.660-216.13024.07水平地震作用6a±38.390±38.390±109.680±9.146b±38.390±38.390±109.680±9.14〔2A柱的內(nèi)力圖匯總表見下表表4-3A柱內(nèi)力匯總表Tap4-3.TheAcolumninternalforcediagramsummary荷載類型彎矩圖<KN·m>軸力圖〔KN恒載屋面活載吊車豎向荷載Dmax在A柱Dmin在A柱續(xù)表6吊車橫向水平荷載一臺(tái)30/5t的吊車一臺(tái)30/5t,一臺(tái)15/3t風(fēng)荷載右吹左吹水平地震作用4.4排架的內(nèi)力組合表4-4A柱內(nèi)力組合表Tap4-3.組合方式Ⅰ－ⅠⅡ－ⅡⅢ－ⅢM<KN.m>N<KN>M<KN.m>N<KN>M<KN.mN<KNV<KN>,相應(yīng)的1.2×1+1.4×0.9<2a+5a>1.2×1+1.4×0.9[3a+4a+5a]1.2×1+1.4×0.9[3a+4a+5a]104.84430.88328.131079.97511.711132.55-83.98,相應(yīng)1.2×1+1.4×0.9[3b+4a+5b]1.2×1+1.4×0.9<2a+4a+3b+5b>1.2×1+1.4×0.9[2a+3b+4a+5b]-124.57382.6-72.25650.07-682.10703.223.61,相應(yīng)1.2×1+1.4×0.9[2a+3b+4a+5b]1.2×1+1.4×0.9[2a+3a+4a+5a]1.2×1+1.4×0.9[2a+3a+4a+5b]-117.52430.88327.941128.2-443.48118023.61,相應(yīng)±Mmax1.2×1+1.4×0.9[3b+4a+5b]1.2×1+1.4×0.9<3b+4a+5b>1.2×1+1.4×0.9<3b+4a+5b>-124.57382.61-72.06601.80-636.73655.0124.22第五章柱、基礎(chǔ)的配筋計(jì)算〔由于A、B柱的對(duì)稱性,所以以下計(jì)算過程均以A柱為例5.1柱的配筋計(jì)算材料：混凝土C30,鋼筋〔箍筋〔,<級(jí)鋼>。5.1.1柱截面參數(shù)截面界限受壓區(qū)高度截面,截面、截面;截面以;截面配筋同截面。表5-1A柱截面配筋計(jì)算表Tap5-1.截面Ⅰ-ⅠⅢ-Ⅲ內(nèi)力M<KN·m>124.57682.10N<KN>382.61703.28325.58969.882026.67345.58996.55840085001.01.00.9821.041.2641.064688.72350.22400355<710.1><2473>圖5-1柱配筋圖Fig.5-1Reinforcementofcolumns5.2牛腿設(shè)計(jì)計(jì)算〔注：材料同柱?！ぃ喊聪率津?yàn)算：驗(yàn)算頂面局部承壓,近似取按結(jié)構(gòu)要求安排箍筋,?。?00,上部即500mm領(lǐng)域內(nèi)能滿足大于的要求,,彎起鋼筋由于,可以不設(shè),見下圖。圖5-2柱構(gòu)造配筋圖Fig.5-2Columnstructualreinforcementofgraph5.3柱的吊裝驗(yàn)算〔以A柱為例按伸臂梁算得式中,M為考慮動(dòng)力荷載后按柱自身重力荷載算得的最不利的彎矩D截面：D截面,認(rèn)為滿足要求。B截面：B截面圖5-3吊裝驗(yàn)算時(shí)計(jì)算簡圖Fig.5-3Liftingcheckcalculation第六章基礎(chǔ)設(shè)計(jì)計(jì)算根基底面的配筋依據(jù)第二組基底凈土反力開始計(jì)算,見表6-1。表6-1基礎(chǔ)底板配筋表Fig.6-1Baseplateofreinforcedsheet截面P〔E566.17333.6478.83219.31實(shí)配受拉鋼筋〔24即＠10021,即＠6.6排架柱裂縫寬度驗(yàn)算表6-2排架柱配筋表Fig.6-2Bentframecolumnreinforcedsheet柱截面1-1截面3-3截面內(nèi)力標(biāo)準(zhǔn)值〔KN·m34.37+44.87+0.7〔15.85+5.6=94.26456.89〔KN318.84+38.31=357.15528.4994.26/357.15=0.264<0.55h456.89/528.49=0.86>0.55不需驗(yàn)算0.01661.0221351.22644.4201.360.1810.106〈0.3mm滿足要求第七章梁、柱截面尺寸的初步確定7.1梁截面尺寸的確定梁截面高度一般取梁跨度的1/12至1/8。主梁截面取b×h=250×500,次梁的截面初步定為b×h=200×400。7.1.1框架柱截面尺寸的確定〔1柱組合的軸壓力設(shè)計(jì)值N=βFgEn〔2Ac≥N/uNfc7.1.2計(jì)算過程對(duì)于邊柱：N=βFgEn=1.3×5.625×14×2=204.75〔KNAc≥N/uNfc=204.75×103/0.9/14.3=15909.09〔mm2取400mm×400mm對(duì)于內(nèi)柱：N=βFgEn=1.25×3.375×14×2=118.125〔KNAc≥N/uNfc=118.125×103/0.9/14.3=9178.32〔mm2取400mm×400mm圖7-2計(jì)算簡圖表7-1梁截面尺寸及各層混凝土強(qiáng)度等級(jí)混凝土等級(jí)橫梁〔b×h縱梁〔b×hAB跨、CD跨BC跨C30250×500250×500200×400柱截面尺寸〔mm層次混凝土等級(jí)b×h1C30400×4002C30400×400第八章框架側(cè)移剛度的計(jì)算8.1橫梁線剛度i的計(jì)算表8-1橫梁線剛度i表類別Ec〔N/mm2b×h〔mm×mmI0〔mm4l〔mmEcI0/l〔N·mm邊框1.5EcI0/l〔N·mm中框2EcI0/l〔N·mmAB跨、CD跨3.0×104250×5002.60×10945001.73×10102.60×10103.46×1010BC跨3.0×104250×5002.60×10930002.60×10103.90×10105.20×10108.2縱梁線剛度i的計(jì)算表8-2縱梁線剛度i表類別Ec〔N/mm2b×h〔mm×mmI0〔mm4l〔mmEcI0/l〔N·mm1.5EcI0/l〔N·mm2EcI0/l〔N·mm1~6跨3.0×104200×4001.07×10930001.07×10101.61×10102.14×10108.3柱線剛度i的計(jì)算表8-3柱線剛度i表層次hc〔mmEc〔N/mm2b×h〔mm×mmIc〔mm4EcIc/hc〔N·mm141003.0×104400×4002.13×1091.56×1010230003.0×104400×4002.13×1092.13×1010邊框圖8-1邊框計(jì)算簡圖8.4各層橫向側(cè)移剛度計(jì)算表8-4各層橫向側(cè)移剛度表樓層ic〔KN.M一般層K=/2底層K=/一般層=K/2+K底層=0.5+K/2+KD=12/2<KN/M>根數(shù)1A,D軸邊框邊柱1.56×1041.670.596.5×1034A,D軸中框邊柱2.220.647.1×1038B,C軸邊框中柱4.170.768.5×1034B,C軸中框中柱5.550.808.9×1038<KN/m>18.8×1042A,D軸邊框邊柱2.13×1041.220.381.08×1044A,D軸中框邊柱1.620.451.28×1048B,C軸邊框中柱3.050.601.70×1044B,C軸中框中柱4.070.671.9×1048<KN/M>36.56×104縱向框架側(cè)移剛度計(jì)算方法與橫向框架相同第九章重力荷載代表值的計(jì)算9.1資料準(zhǔn)備查《荷載規(guī)范》可?。孩傥菝嬗谰煤奢d標(biāo)準(zhǔn)值〔上人V型輕鋼龍骨吊頂0.25KN/m2合計(jì)5.35KN/m2②1-2層樓面：木塊地面〔加防腐油膏鋪砌厚76mm0.7KN/m2V型輕鋼龍骨吊頂0.25KN/m2合計(jì)3.95KN/m2表9-1梁參數(shù)表類別凈跨〔mm截面〔mm密度〔KN/m3體積〔m3數(shù)量<根>單重〔KN總重〔KN橫梁4500250×500250.5612141683000250×500250.3869.557縱梁3000200×400250.24456270表9-2柱參數(shù)表類別計(jì)算高度〔mm截面〔mm密度〔KN/m3體積〔m3數(shù)量〔根單重〔KN總重〔KN柱3000400×400250.482412288〔2內(nèi)外填充墻重的計(jì)算外墻單位墻面重力荷載為：0.5+0.02×17+0.37×5.5=2.88KN/m2AB跨,CD跨內(nèi)墻總重：4.5×2.7×6×2=145.8KNBC跨內(nèi)墻總重：〔3××1.8×2×2.88=18.66KN橫墻總重：18.66+145.8+34.99=199.45KN外縱墻：1~6跨外墻總重：〔3××1.8×9=29.16KN內(nèi)縱墻：墻厚240mm,計(jì)算長度3000mm,計(jì)算高度3000-300=2700mm。1~6跨內(nèi)墻總重：〔3××2.4×7+3×2.7×2=52.74KN縱墻總重：29.16+52.74=81.9KN窗戶2尺寸：1800mm×2700mm自重：0.4KN/m2數(shù)量：11重量：1.8×2.7×0.4×11=21.38KN總重：11.67+21.38=33.05KN自重：0.4KN/m2數(shù)量：1重量：2.7×2.7×0.4=2.916KN總重：3.024+2.916=5.94KN〔5樓板恒載、活載計(jì)算〔樓梯間按樓板計(jì)算面積：4.5×3×10+3×3×5=180m2恒載：3.95×180=711KN活載：2.0×180=360KN由以上計(jì)算可知,一層重力荷載代表值為G1=G恒+0.5×G活=〔168+57+270+288×1.05+199.45+81.90+33.05+5.94+711+360×0.5=2033.49KN9.2.2第二層重力荷載代表值計(jì)算表9-3梁、柱計(jì)算表類別凈跨〔mm截面〔mm密度〔KN/m3體積〔m3數(shù)量<根>單重〔KN總重〔KN橫梁4500250×500250.5612141683000250×500250.3869.557縱梁3000200×400250.24456270類別計(jì)算高度〔mm截面〔mm密度〔KN/m3體積〔m3數(shù)量〔根單重〔KN總重〔KN柱3000400×400250.482412288BC跨內(nèi)墻總重：〔3××1.8×2×2.88=18.66KN橫墻總重：18.66+145.8+27.99=192.45KN縱墻總重量：81.9KN總重：15.55+23.33=38.88KN〔5樓板恒載、活載計(jì)算〔樓梯間按樓板計(jì)算面積：4.5×3×10+3×3×5=180m2恒載：3.95×180+180×5.35=1674KN活載：2.0×180=360KN雪載：180×0.2=171.0144KN女兒墻自重：0.6×0.37×2×15+0.6×0.37×2×12=11.99KN由以上計(jì)算可知,頂端重力荷載代表值為G2=G恒+0.5×G活=〔168+57+270+288×1.05+192.45+81.90+38.88+3.024+1674+360×0.5+171.0144×0.5=3077.92KN圖9-1各層重力荷載代表值簡圖第十章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10.1橫向自振周期的計(jì)算uT按以下公式計(jì)算：VGi=∑Gk〔△ui=VGi/∑DijuT=∑〔△uk表10-1結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)算層次Gi〔KNVGi〔KN∑Di〔N/mm△ui〔mmui〔mm23077.923077.923656008.4235.6112033.495111.4118800027.1927.19T1=1.7ψT〔uT1/2=1.7×0.6×<0.03561>1/2=0.192<s>10.2水平地震作用及樓層地震剪力的計(jì)算10.2.1結(jié)構(gòu)等效總重力荷載代表值GeqGeq=0.85∑Gi=0.85×〔2033.49+3077.92=4344.699〔KN10.2.2計(jì)算水平地震影響系數(shù)а1查表得設(shè)防烈度為6度的аmax=0.04а1=〔Tg/T10.9аmax=〔0.3/0.1920.9×0.04=0.059810.2.3結(jié)構(gòu)總的水平地震作用標(biāo)準(zhǔn)值FEkFEk=а1Geq=0.0598×4344.699=259.813〔KN因1.4Tg=1.4×0.3=0.42s>T1=0.192s,Fi=GiHiFEk〔1-δn/〔∑GkHk=259.813GiHi/〔∑GkHk〔KN地震作用下各樓層水平地震層間剪力Vi為Vi=∑Fk〔i=1,2,…n表10-2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〔mGi〔KNGiHi〔KN·mGiHi/∑GjHjFi〔KNVi〔KN27.13077.9221853.2320.724188.105188.10514.12033.498337.3090.27671.708259.813∑30190.541圖10-1地震剪力沿房屋高度的分布10.2.4多遇水平地震作用下的位移驗(yàn)算〔△ui=Vi/∑Dijui=∑〔△uk表10-3橫向水平地震作用下的位移驗(yàn)算層次Vi〔KN∑Di〔N/mm〔△ui〔mmui〔mmhi〔mmθe=〔△ui/hi2188.1053656000.5151.89730001/58251259.8131880001.3821.38241001/296710.3水平地震作用下框架內(nèi)力計(jì)算10.3.1框架柱端剪力及彎矩分別按下列公式計(jì)算Vij=DijVi/∑DijMbij=Vij×yhMuij=Vij〔1-yhy=yn+y1+y2+y3表10-4各層柱端彎矩及剪力計(jì)算〔邊柱層次hi〔mVi〔KN∑Dij〔N/mm邊柱Di1〔N/mmVi1〔KNky〔mMbi1〔KN·mMui1〔KN·m23188.105365600128006.5860.450.407.9010.8714.1259.81318800071009.8120.640.6526.1514.08例：第二層邊柱的計(jì)算：Vi1=12800×188.105/365600=6.586〔KNy=ynMbi1=6.586×0.40×3=7.90〔KN×mMui1=6.586×〔1-0.40×3=10.87〔KN×m表10-5各層柱端彎矩及剪力計(jì)算〔中柱層次hi〔mVi〔KN∑Dij〔N/mm中柱Di2〔N/mmVi2〔KNkY〔mMbi2〔KN·mMui2〔KN·m23188.105365600190009.770.670.4011.7217.5914.1259.813188000890012.300.800.6532.7817.6510.3.2梁端彎矩、剪力及柱軸力分別按以下公式計(jì)算Mlb=ilb〔Mbi+1,j+Mui,j/〔ilb+irbMrb=irb〔Mbi+1,j+Mui,j/〔ilb+irbVb=〔Mlb+Mrb/lNi=∑〔Vlb-Vrb按照公式計(jì)算兩端彎矩、剪力及柱軸力,見10-6表。表10-6梁端彎矩、剪力及柱軸力的計(jì)算表層次邊梁走道梁柱軸力MlbMrblVbMlbMrblVb邊柱N中柱N24.3486.5224.52.41610.56210.56237.041-2.416-4.625圖10-2橫向框架梁剪力圖〔KN圖10-3橫向框架柱軸力圖〔KN10.4風(fēng)荷載計(jì)算風(fēng)壓標(biāo)準(zhǔn)計(jì)算公式為=×××第十一章豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算11.1計(jì)算單元的選擇確定圖11-1橫向框架柱軸力圖〔KN11.2荷載計(jì)算11.2.1恒載作用下柱的內(nèi)力計(jì)算圖11-2恒荷載分布圖〔KN〔1對(duì)于第二層q1=0.25×0.5×25=3.125KN/mq1,=0.25×0.5×25=3.125KN/mq2=5.35×3=16.05KN/mq2,=5.35×1.5=8.025KN/mq2,=3.95×3=11.85KN/mP1=[〔3×1.5/2×2+〔1.5+4.5×1.5/2]×5.35+6+7+2.88×4.5×1.2=76.70KNP2=[〔3×1.5/2×2+〔1.5+4.5×1.5/2+〔3+2.25×2×1.2/2]×5.35+6+7+2×2.7×4.5×1.2=124.02KN11.2.2活載作用下柱的內(nèi)力計(jì)算圖11-3活荷載分布圖〔KN〔1對(duì)于第2層q2=2.0×3=6KN/mq2,=2.0×1.5=3KN/mP1=〔3×3+3×3×2.0=36KNP2=〔3×3+3×3+4.5×1.2×2.0=46.80KNq2=0.3×3=0.9KN/mq2,=0.3×1.5=0.45KN/mP1=〔3×3+3×3×0.3=5.4KNP2=〔3×3+3×3+4.5×1.2×0.3=7.02KN集中力矩M1=P1e1=5.4×〔0.50-0.25/2=10.8KN·mM2=P2e2=7.02×〔0.50-0.25/2=0.878KN·m表11-1橫向框架恒載匯總表層次q1〔KN/mq1,〔KN/mq2〔KN/mq2,〔KN/mP1〔KNP2〔KNM1〔KN·mM2〔KN·m23.1253.12516.058.02576.7094.869.5911.8619.925.92511.8576.70124.029.5915.50表11-2橫向框架活載匯總表層次q2〔KN/mq2,〔KN/mP1〔KNP2〔KNM1〔KN·mM2〔KN·m26〔0.93〔0.4536〔5.446.80〔7.024.5〔10.85.85〔0.881633646.804.55.8511.3恒荷載作用下梁的內(nèi)力計(jì)算圖11-4恒荷載作用梁的內(nèi)力圖〔KN等效于均布荷載與梯形、三角形荷載的疊加。α=a/l=2.4/7.2=1/311.4活荷載作用下梁的內(nèi)力計(jì)算圖11-5恒荷載作用梁的內(nèi)力圖〔KN11.5內(nèi)力計(jì)算圖11-6彎矩計(jì)算內(nèi)力圖〔KN頂層：MFAB=-1/12×19.175×4.52MFBA=1/12×19.175×4.52MFBC=-1/3×11.15×1.52MFAB=-1/12×6×4.52MFBA=-1/12×6×4.52MFBC=-1/3×3×1.52轉(zhuǎn)動(dòng)剛度：SAB=SBA=4i=4×SAD=SBE=4i=4×2.13×SBC分配系數(shù)：AD=0.36AB=0.64BA=0.52BE=0.29BC=0.19傳遞系數(shù)：CAD=CBE=1/3KN.MCAB=CBA=1/2KN.MCBC=-1KN.M一層柱下端固接于基礎(chǔ)為剛性的固定端,故柱子的線剛度和傳遞系數(shù)都不變圖11-8恒載作用下的固端計(jì)算簡圖MFAB=-1/12×19.175×4.52MFBA=1/12×19.175×4.52MFBC=-1/3×11.15×1.52MFAB=-1/12×6×4.52MFBA=-1/12×6×4.52MFBC=-1/3×3×1.52轉(zhuǎn)動(dòng)剛度：SAD=SBE=4i=4×SAF=SBG=4i=4×2.13×SAB=SBA=4i=4×SBC分配系數(shù)：AD=0.22AB=0.50AF=0.28BA=0.42BE=0.19BC=0.16BG=0.23傳遞系數(shù)：CAD=CBE=CAB=CBA=1/2KN.MCAF=CBG=1/3KN.MCBC=-1KN.M11.6梁端剪力和柱軸力的計(jì)算11.6.1恒載作用下VA=VB=〔19.175×4.5/2=43.14KNVB=VC=〔11.15×3/2=16.725KNA柱：N=76.70+43.14=119.84KN柱重：0.40×0.40×3×25=12KNN=N+12=131.84KNB柱：N=94.86+43.14+16.725=154.725KN表11-3恒載作用下梁端剪力及柱軸力〔KN層次荷載引起的剪力柱軸力AB跨BC跨A柱B柱VA=VBVB=VCN頂N底N頂N底243.1416.725119.84131.84154.725166.725143.1416.725251.68268.08350.61367.0111.7框架梁的內(nèi)力組合11.7.1框架梁內(nèi)力組合即1.2SGk+1.4SQk,1.35SGk+1.0SQk及1.2SGE+1.3SEk。層次截面位置內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SEk<1><2>SWk<1><2>γRe[1.2×〔SGk+0.5SQk+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkγReMmaxV=γRe[ηvb〔Mlb+Mrb/ln+VGb]1.2×SGk+1.26〔SQk+SWk12122AM-25.89-8.104.3512.29-22.70-31.19-43.05-42.4173.9461.93-25.79-56.7673.94-25.7963.62V43.1413.502.4164.09542.5548.8971.7470.6763.62B左M-25.89-8.106.5212.29-33.30-19.22-43.05-42.4173.94-56.76V43.1413.502.4164.09548.8942.5571.7470.6773.94B右M-6.69-1.8010.5612.293.47-17.13-10.83-10.5530.9131.095.19-25.7830.91V16.734.507.044.09510.2223.9527.0926.3820.591AM-25.89-8.108.7916.79-18.38-35.52-43.05-42.4176.1562.82-20.12-62.43V43.1413.504.885.8540.1449.6671.7470.6761.4176.15B左M-25.89-8.1013.1916.79-35.52-18.34-43.05-42.4176.15-62.43-20.12V43.1413.504.885.8549.6640.1471.7470.6776.1561.41B右M-6.69-1.8017.6416.7910.37-22.89-10.83-5.5133.1232.4210.86-31.45V16.734.5011.765.855.6228.5527.0926.3818.3833.1211.7.2跨間最大彎矩的計(jì)算均布和梯形荷載VA=-〔MA+MB/l+q1l/2+〔1-alq2/2則Mmax發(fā)生在右支座,Mmax=1.3MEk-1.0MGE=1.3×8.79-〔25.89+0.5×8.10=-18.513KN·mγReMmax=0.75×-18.513=-13.88KN·m由于58.55-〔2×11.88+10.71×3/2=6.85>0,故x>al=l/3=1.5mx=〔VA+alq2/2/〔q1+q2=〔58.55+1.2×10.71/〔11.88+10.71=3.16mMmax=MA+VAx-〔q1+q2x2/2+alq2〔x-al/3/2=-47.36+58.55×3.16-〔11.88+10.71×〔3.162/2+10.71×1.5×〔3.16-1.5/3/2=46.24KN·mγREMmax=0.75×46.24=34.68KN·m表11-6跨間最大彎矩計(jì)算結(jié)果表層次12跨ABBCABBCMmax34.6821.3630.5618.7911.7.3梁端剪力的調(diào)整V=γRe[ηvb〔Mlb+Mrb/ln+VGb]〔1對(duì)于第2層圖11-12梁端荷載計(jì)算簡圖〔KN梁上荷載設(shè)計(jì)值：q1=1.2×3.125=3.75KN/mq2=1.2×〔16.05+0.5×6=22.86KN/mVGb=3.75×4.5/2+22.86×3/2=42.73KNln=4.5-0.65=3.85m左震：Mlb=-22.70/0.75=-30.27KN·mMrb=-33.30/0.75=-44.40KN·mV=γRe[ηvb〔Mlb+Mrb/ln+VGb]=0.75×[1.2×〔44.4+30.27/3.85+42.73]=49.50KN右震：Mlb=-31.19/0.75=-41.59KN·mMrb=-19.22/0.75=-25.63KN·mV=γRe[ηvb〔Mlb+Mrb/ln+VGb]=0.75×[1.2×〔41.59+25.63/3.85+42.73]=47.76KN圖11-13BC跨計(jì)算簡圖〔KN11.8框架柱的內(nèi)力組合表11-7跨間最大彎矩計(jì)算結(jié)果表層次截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SEk〔1SEk〔2γRe[1.2×〔SGk+0.5SQk+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkMmaxMM12NNminNmax2柱頂M7.673.6-10.8710.87-2.119.1213.9514.2419.12-2.114.24N119.8449.50-2.4162.416127.78132.49211.28213.11132.49127.78213.11柱底M-9.49-4.687.90-7.90-2.94-18.35-17.94-17.94-18.35-2.94-17.94N131.8449.50-2.4162.416138.58143.29227.48227.51143.29138.58227.511柱頂M7.673.6-14.0814.08-5.2122.2513.9514.2422.25-5.2114.24N251.6899-9.5099.509261.79280.33438.77440.62280.33261.79440.62柱底M-12.4-4.6826.15-26.1512.23-38.76-21.42-21.43-38.7612.23-21.43N268.08129.60-9.5099.509290.32308.86491.51503.14308.86290.32503.14表11-8橫向框架B柱彎矩和軸力組合層次截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SEk〔1SEk〔2γRe[1.2×〔SGk+0.5SQk+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkMmaxMM12NNminNmax2柱頂M-7.67-3.6-17.5917.59-25.678.63-13.95-14.24-25.67-25.67-14.24N154.7364.80-4.6254.625163.93172.94273.68276.39163.93163.93276.39柱底M-9.49-4.6811.72-11.720.78-22.07-17.49-17.940.780.78-17.94N166.7364.80-4.6254.625174.70183.72289.88290.79174.70174.70290.791柱頂M-7.67-3.6-17.6517.65-25.738.69-13.95-14.24-25.73-25.73-14.24N350.61129.60-11.49811.498362.66385.08602.92602.17362.66362.66602.92柱底M-12.40-4.6832.78-32.7818.69-45.23-21.4221.4318.6918.69-21.43N367.01129.60-11.49811.498377.42399.84625.06621.85377.42377.42625.0611.9柱端彎矩設(shè)計(jì)值的調(diào)整11.9.1A柱調(diào)整按《抗震規(guī)范》,表11-9橫向框架A柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次21截面柱頂柱底柱頂柱底γRE〔ΣMc=ηcΣMb19.1218.3522.2538.76γREN132.49227.51440.62503.1411.9.2B柱調(diào)整表11-10橫向框架B柱柱端組合彎矩設(shè)計(jì)值的調(diào)整層次21截面柱頂柱底柱頂柱底γRE〔ΣMc=ηcΣMb25.670.7825.7318.69γREN163.93174.70362.66377.42表11-11橫向框架A柱剪力組合與調(diào)整〔KN層次SGkSQkSEk1SEk2γRe[1.2×〔SGk+0.5SQk+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkV=γRe[ηvc〔Mbc+Mlc/hn]122-5.72-2.766.26-6.26-0.29-12.49-10.48-10.7314.991-6.69-2.7613.41-13.415.81-20.34-11.79-11.8924.40表11-12橫向框架B柱剪力組合與調(diào)整〔KN層次SGkSQkSEk1SEk2γRe[1.2×〔SGk+0.5SQk+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkV=γRe[ηvc〔Mbc+Mlc/hn]1225.722.769.77-9.7715.91-3.1410.4810.7310.5816.692.7616.81-16.8123.65-9.1311.7911.8917.77第十二章樓板設(shè)計(jì)與截面設(shè)計(jì)12.1樓板計(jì)算荷載分項(xiàng)系數(shù)：,12.2板的編號(hào)樓板厚度的確定：要求,單向板厚的,雙向板的約取?？紤]方便施工。12.3板的計(jì)算中跨：邊跨：計(jì)算簡圖如下：圖12-2等跨連續(xù)梁計(jì)算簡圖按板號(hào)計(jì)算各板的內(nèi)力〔假設(shè)泊松比為0：1>板B1的計(jì)算圖12-3板B1計(jì)算簡圖L2/L1=3/1.5=2。計(jì)算簡圖如B1圖所示。L1/L2=1.5/3=0.5<0.75,按單向板計(jì)算圖12-4單向板計(jì)算簡圖取一二層最大的g+q計(jì)算板B1的彎矩計(jì)算表12-1B1的彎矩計(jì)算表截面邊跨中第一內(nèi)支座中間跨中中間支座彎矩系數(shù)1.49-1.490.98-1.1212.4板的配筋計(jì)算參見下表1：取板的截面有效高度,=210N/mm2,=9.6N/mm2,=1.0,板的正截面承載力計(jì)算表12-2班的配筋計(jì)算表截面邊跨中第一內(nèi)支座中間跨中中間支座1.49-1.490.98-1.1293.3693.3661.4070.18選配鋼筋Ф6@150Ф6@150Ф6@150Ф6@150實(shí)配鋼筋面積〔mm218818818818812.5次梁計(jì)算12.5.1次梁截面尺寸的確定。思考簡便施工,取次梁截面,。次梁的構(gòu)造安放參見圖5所示。圖12-5次梁計(jì)算簡圖12.5.3截面承載力計(jì)算=1\*GB2⑴按,故取。次梁高：,翼緣厚：判定T形截面類型：235.930>12.40。表12-3次梁正截面計(jì)算簡圖截面邊跨中第一內(nèi)支座中間跨中中間支座彎矩M12.40-12.407.77-8.88或0.0100.0500.0060.0360.0100.0510.0060.0370.9950.9750.9970.982164.22167.59102.73119.20選用鋼筋5Ф6.55Ф6.55Ф6.55Ф6.5實(shí)際鋼筋截面面積〔mm2166166166166表12-4次梁斜截面計(jì)算簡圖截面邊支座第一內(nèi)支座中間支座V22.1929.5927.13172.8>V172.8>V172.8>V55.44>V55.44>V55.44>V構(gòu)造配筋2Ф8@2002Ф8@2002Ф8@200>滿足要求12.6主梁計(jì)算12.6.1主梁內(nèi)力計(jì)算12.6.2主梁正截面和斜截面承載力計(jì)算=1\*GB2⑴T形截面的翼緣寬度,所以僅按計(jì)算跨度l和梁〔肋凈距考慮.邊跨：按計(jì)算跨度考慮,故取。中間跨：按計(jì)算跨度考慮故取。梁高：h=500,=500-40=460mm翼緣厚：判定T形截面類型：482.23KN.M>114.18KN.M=2\*GB2⑵正截面配筋計(jì)算。表12-5正截面配筋圖截面1<邊跨中>B〔中間支座2〔中間跨中彎矩M120.73-64.3360.3937.040.0400.1450.0300.0730.0410.1570.0300.0760.9800.9220.9850.9621275.3772.6634.7398.6選用鋼筋5Ф184Ф183Ф182Ф18實(shí)際鋼筋截面面積〔mm212721018763509表12-5斜截面配筋圖截面A〔邊支座〔支座B〔支座BV76.42120.1643.54276>V258>V258>V88.55