設(shè)計(jì)計(jì)算說(shuō)明書(shū)鋼結(jié)構(gòu)h

2軌道高度130mm。排架柱采用混凝土實(shí)腹矩形，吊車梁采用工字形鋼吊車梁，抗風(fēng)柱為矩2軌道高度130mm。排架柱采用混凝土實(shí)腹矩形，吊車梁采用工字形鋼吊車梁，抗風(fēng)柱為矩條間距約1.5m，車間四周的圍護(hù)墻，采用240mm厚磚墻，內(nèi)外各抹灰20mm厚，縱墻塑鋼窗洞口高為1.8m，寬為2.4m，上下共兩層。2.屋面活荷載標(biāo)準(zhǔn)值：0.5 （不上人屋面，無(wú)積灰荷載m基本風(fēng)壓：0.45m基本雪壓：0.30mm鋼屋架及屋面支撐自重標(biāo)準(zhǔn)值：0.35m 抗震設(shè)防等級(jí)：63.4.粘土，地基承載力特征 200kPa，壓縮模量ES10MPa，適宜作為地基持力層10.5m，可不考慮水質(zhì)對(duì)基礎(chǔ)混凝土的侵蝕，最大凍土深度可按0.5m考慮。 混凝土：C30；鋼材：Q235—BQ345—B 4.5m.。 支撐布置：廠房長(zhǎng)度為6m，跨度為24m，有輕級(jí)工作制吊車及第一開(kāi)間尺寸為5.5m，可在廠房?jī)啥说诙_(kāi)間設(shè)置二道上弦橫向水平支撐，并同時(shí)在相應(yīng)的位置設(shè)置下弦橫向水平支支撐布置：廠房長(zhǎng)度為6m，跨度為24m，有輕級(jí)工作制吊車及第一開(kāi)間尺寸為5.5m，可在廠房?jī)啥说诙_(kāi)間設(shè)置二道上弦橫向水平支撐，并同時(shí)在相應(yīng)的位置設(shè)置下弦橫向水平支150m6度，故仍僅在廠房中部設(shè)一道下層柱間支撐，同時(shí)上部設(shè)上層柱間 （1）檁條布置：根據(jù)設(shè)計(jì)容許檁距，將檁條布置于上弦節(jié)點(diǎn)上，同時(shí)還應(yīng)布置在節(jié)間點(diǎn)1.65m6m，由于4mL6m，在檁條跨中設(shè)置拉條。（2）屋架尺寸：計(jì)算跨度LL30023700mm，屋面傾角arctan126.57002sin0.4472cos0.8944。屋架跨中高度h2 L13249mm，節(jié)間長(zhǎng)度'2 24aa'cos1a1481.3mm2（3）175mm0.25 L13249mm，節(jié)間長(zhǎng)度'2 24aa'cos1a1481.3mm2（3）175mm0.25m2mm故：作用在屋架上弦檁條處活荷載集中力標(biāo)準(zhǔn)值為Qqk0.561.4813作用在屋架上弦檁條處屋面板集中力標(biāo)準(zhǔn)值為QGk0.2561.48131作用在屋架上弦節(jié)點(diǎn)處屋架恒重集中力標(biāo)準(zhǔn)值為QGk0.3562.9626216.22122.222 24.4441.4Fqk1.48.888節(jié)點(diǎn)處荷載由可變荷載效應(yīng)控制的組合F1.2FGk1.4Fqk由永久荷載效應(yīng)控制的組合F1.35FGk0.71.4Fqk 1.22.2221.44.444F 載轉(zhuǎn)化為節(jié)點(diǎn)荷 彎矩1F'18.8882.96266.583kNm 044弦桿在端處正彎矩M0.8M0.86.5835.266kN0M'0.6M0.66.5833.950kN0由于屋架的對(duì)稱性，故取屋架左半部分為對(duì)象，計(jì)算內(nèi)力如下表：F25.241kNFG12.798kN,Fq第一種第二種第三種最不利全跨左半跨右半跨FFG+Fq由于屋架的對(duì)稱性，故取屋架左半部分為對(duì)象，計(jì)算內(nèi)力如下表：F25.241kNFG12.798kN,Fq第一種第二種第三種最不利全跨左半跨右半跨FFG+FqFG+Fq------------ Q235—Bf215N選用屋架中間節(jié)點(diǎn)板厚度為6mm,支座節(jié)點(diǎn)板厚為8mm。 3123mm，側(cè)向無(wú) 2lox6246mm。初選上弦桿截面 Q235—Bf215N選用屋架中間節(jié)點(diǎn)板厚度為6mm,支座節(jié)點(diǎn)板厚為8mm。 3123mm，側(cè)向無(wú) 2lox6246mm。初選上弦桿截面2L12510A224.448.8cm2R，ix，iy55.2mm 24040cm3 1.05,rx21.201桿腹桿0000000000011000M197.535.266NNNf48.81.05210 r 197.533.950NMNNf48.81.2080 r 280cm3，因所考慮的桿端相當(dāng)于兩端支撐構(gòu)件，其上同M197.535.266NNNf48.81.05210 r 197.533.950NMNNf48.81.2080 r 280cm3，因所考慮的桿端相當(dāng)于兩端支撐構(gòu)件，其上同0.85312386150。按b0.6804xx x2EA22.0610548.8N2x1.1N0.1620NmxMNxNr 11x'NEXN 1.0521010310.8f215NNAN1NEX0.855.266N48.8 1.208010311.25mm2f215Mx3.950kNmrx1.20，WxWx,min80cm3NxNNEX0.853.950N0.647848.8 1.208010310.8mm2f2153 mx0.85NxNNEX0.853.950N0.647848.8 1.208010310.8mm2f2153 mx0.85計(jì)算長(zhǎng) l10.75，N16529.4119.8yiyb12512.50.580.58652930.29y b0.475b40.475y1119.81123.1b類截面y0.44265292l2tMx5.266kNm210cm3f110.0017119.8bytxMNyNNf0.940180Mx3.950kNmWx.80cm3hfw12.518 f故b10.000510.0005112.3txMNyNNf0.940180TbRt1251410hbRt1251410txMNyNNf0.940180TbRt1251410hbRt1251410t10.1，可ttw（2）176.71kNGF長(zhǎng)度即lox4445mmN下弦在跨中央設(shè)有一道通長(zhǎng)細(xì)桿，故屋架平面外計(jì)算長(zhǎng)度取側(cè)向固定點(diǎn)的距離即11850mmNA821.91mmi，， nxf1185033.9mm2L70454iyAn24.559.1cm2ix1.29iy3.561l3703mmloyl3703mm因 37031.058。選用單肢角鋼L564，單角鋼截A4.39cm， 214350334350i17.3mm，i11.1mmxyxyiixy單角鋼單面連接計(jì)算構(gòu)件強(qiáng)度時(shí)的強(qiáng)度設(shè)計(jì)值折減系數(shù) 25.3 NN0.85f0854.39A2BH、DI桿：承受N24.0kN的壓桿，幾何長(zhǎng)度l1656mm，擬采用單角鋼截面，通0.8l1324.8mm需 x 119.35150b類截面，得0.4370心受壓計(jì)算時(shí)強(qiáng)度設(shè)計(jì)值折減系數(shù)R0.60.00150.60.0015127.422.56需 x 119.35150b類截面，得0.4370心受壓計(jì)算時(shí)強(qiáng)度設(shè)計(jì)值折減系數(shù)R0.60.00150.60.0015127.422.56117.6f167.5R0.43704.3903GI、IE桿：兩桿采用相同截面，承受N75.77kN的拉力 l3702mm14mm，i yx264.4330.5（a10mm） xyiixyN 108.55f215A選用2L454截面能滿足要求40.8l2649.6mm，loyl3312mm2L634A24.989.96cm2x19.6mmiy28.7mm（2632.8134.3a查得），xix3291114.7150。由134.3查表得0.3685yx yN 124.55f2150.36859.965EF桿：EF桿為零桿，l5925mm，對(duì)有連接垂直支撐的屋架，采用2L454截面A6.98cm2i14mmixy內(nèi)力計(jì)算長(zhǎng)度2數(shù) 160ff'0Z 0（1）屋脊節(jié)點(diǎn)：節(jié)點(diǎn)示意圖如右圖，N=197.53kN，P=25.2411桿件內(nèi)力2L7045 L56 L56 2L452L63 160ff'0Z 0（1）屋脊節(jié)點(diǎn)：節(jié)點(diǎn)示意圖如右圖，N=197.53kN，P=25.2411桿件內(nèi)力2L7045 L56 L56 2L452L6302L4531502L7045拉AH、HG為GF為3L56拉345L56壓6432L45拉456402L63壓24002L45壓4hf6mm，鏟去拼接角鋼頂棱角1R14mm角鋼豎直邊2thNhf6mm，鏟去拼接角鋼頂棱角1R14mm角鋼豎直邊2thN計(jì)算長(zhǎng)度w4f 角鋼長(zhǎng)度la2lw2hfb27828502為保證拼接處的剛度，實(shí)際采用拼接角鋼長(zhǎng)度la500mm1251032217.5mm13mm3的合力為VNsinP2197.530.447225.24175.73kN2Vhf5mmVl 233.8mm，取40mmw4f20.75 內(nèi)差N以及N引起的彎矩M的共同作用：N0.15N29.63kN，MN140Z3.111kNm，取h5mm，由'取0f量得趾部實(shí)際焊縫長(zhǎng)度為l2280mml22hf28025270mm，焊縫中應(yīng)力為V75.73103 2 17.92Vf220.7h20.75f75.73103V 2 8.96fmm20.7h20.75f6V75.73103 2 17.92Vf220.7h20.75f75.73103V 2 8.96fmm20.7h20.75f636.58 f220.75lf29.63 Nf220.75lf17.9236.388.9615.68251.02 160f2fff f k1k2 hfhfk1 20.7ff1k2 20.7ff2 1234N=197.53kN，t節(jié)點(diǎn)板與角鋼背部采用塞焊縫連接（取hf 6mm設(shè)僅承受節(jié)點(diǎn)荷載P1。因21令角鋼趾部角焊縫承受全部軸心力N及其偏心彎矩M的共同作用：其中MN125Z17.78kN'0 7mmN=197.53kN，t節(jié)點(diǎn)板與角鋼背部采用塞焊縫連接（取hf 6mm設(shè)僅承受節(jié)點(diǎn)荷載P1。因21令角鋼趾部角焊縫承受全部軸心力N及其偏心彎矩M的共同作用：其中MN125Z17.78kN'0 7mm，由節(jié)點(diǎn)圖中量得實(shí)際焊縫長(zhǎng)度l550mm(全長(zhǎng)焊滿時(shí)hf算長(zhǎng)度lw1l2hf2536mm60hf2420mm617.78N計(jì)算2l20.77Xf2N48 f20.7hf2 f 48269.73 1602fff fRA425.241C30fC14.3N錨栓直徑采用20，底板上留矩形帶半圓形尺寸-220×220，錨栓套板用-70×20×70孔徑221A22222 5245 2 100.9610A2.38NfC14.3Nq 2兩支承邊之間的對(duì)角線長(zhǎng)度a 110102110148.5mm1A22222 5245 2 100.9610A2.38NfC14.3Nq 2兩支承邊之間的對(duì)角線長(zhǎng)度a 110102110148.5mm2212148.574.25mm，b1兩支承邊的支點(diǎn)到對(duì)角線的垂直距離1a21板中最大彎矩（取單位板寬計(jì)算Mqa2148.53044.1N216f9.22mm取t20mm底板選用-22020220MVe25.241b25.2412201031.39kNm10mm44尺寸hf6mm，焊縫計(jì)算長(zhǎng)度為lm，則焊縫應(yīng)力：V 58.3 160f加勁20.7l220.7hfmmfmmfw fw的總長(zhǎng)度為lw222010411051510740mm100.96NNffw0.7h 0.71.226ff 128mmhf25mmPt用lw2l2hf18010NN1128mmhf25mmPt用lw2l2hf18010NN1N2NCBNCD186.27175.01，MN110Z0.845kNm'01N2 f2flfw2w260.5941067.921012320.7170hf1.5104.7mmhf6mm（8）下弦節(jié)點(diǎn)：取GN1151.47kNN2100.96kN15mm。為便于兩者緊貼和施焊鏟去拼接角鋼頂棱角17.5mmhN4條焊縫的計(jì)算長(zhǎng)度lw40.76f 10mm，需拼接角鋼長(zhǎng)度la2lw2hf10165.2mm250mm 接頭兩側(cè)弦桿內(nèi)力差N和0.15N 兩者較大值計(jì)算NN1N250.51kN0.15Nmaxl1l2100mmlw11001090mmhf5mm0.75 f20.7902fw1k0.25 0.63mmhf2k0.25 0.63mmhf220.790fw2hf1hf25mm，滿足要求 （1）豎向荷載：對(duì)A4的軟鉤吊車，動(dòng)力系數(shù)1.051.475（2）水平荷載：對(duì)軟鉤吊車Q10t，取0.12T1.4gQQ'1.4100.12108.8n4（3）6RA3.75Pmax30.75RARA30.75186kNMV6T 4.56961867.71kN水平力產(chǎn)生彎矩： HP1.2186（4）選定截面：1he7W3007V6T 4.56961867.71kN水平力產(chǎn)生彎矩： HP1.2186（4）選定截面：1he7W3007300397mm31.05X2 0.6 1060.62156000600106l h1.92mm（由翼緣厚度及腹板厚度確定whw11度 10mm按經(jīng)驗(yàn)公式 5002106.26mmwwf8mm，故按規(guī)范要求取tw8mm41.2186 85002101522mmAbtWXhtw， 6wb≈（1/3～1/5）h0=（1/3～1/5）×576=160～96㎜,但應(yīng)大于面特性：A8840mm2，An8 x3.739108IAix210 y2.604107IA2.604iy面特性：A8840mm2，An8 x3.739108IAix210 y2.604107IA2.604iyS2501024582401208.429105 1.49610 xyIx2.604 W2.083105mmy（4）強(qiáng)度驗(yàn)算：1MMNf215N mm2 2VS165.381038.42946.6 180V3.739108w3lZa5hy2hR505102130F1.0110.25f215C8tw（6）L6.0mL1600024131 l1t60000.482.00.730.180.480.81641b250b1100.5， I1.302107mm4，a bIyi yb0.82ab10.820.514320Aht b bl1t60000.482.00.730.180.480.81641b250b1100.5， I1.302107mm4，a bIyi yb0.82ab10.820.514320Aht b bb1y14.4h2yf110.510 88400.8164 10.955 4.45001.070.2821.070.282'bbM1863.95MNNf 0.7751.4962.083 y2l104.20106lM6.2 102.061053.739M WN250f0.512462.18Nmm2144N125 12.1f足h0500210608080，且 0，應(yīng)按構(gòu)造要求配置橫向加勁肋，Ct8fwya2480960mm，近似取間距1000mmbs85mm，厚度855.7mm，取t6mmtss 1108.9 3252100A2A21001212081221001201108.9 3252100A2A2100121208122100120Iz8.005106IAl iZZi，Zb類截面，查表得49.62f2151 S F1hf 1.4fI 按構(gòu)造取hf6mm2hf1.4f 按構(gòu)造取hf3h6mmfffw C30（fC14.3Nmm2（1）資料：排架柱采用混凝土實(shí)腹式矩形柱，混凝土采用ft1.43Nmm2HRB335級(jí)（fymm2，Es2.010）2箍筋采用HPB235級(jí)（fy210N2，EsHRB335級(jí)（fymm2，Es2.010）2箍筋采用HPB235級(jí)（fy210N2，Es250.650m+4.500m，上柱高1.800mH1.84.50.656.95mHl5.15mm，僅取一榀排架進(jìn)行計(jì)算，計(jì)算單元及計(jì)算簡(jiǎn)圖如右：初步定上柱截面400400，下柱截面400600（2）荷載計(jì)算：0.25kNm0.35kNm0.60kNmF10.51.20.662451.84kNeh115012F21.20.40.41.8258.64kNh2600400e2 1.20.40.65.1525F40.250.0120.0080.486785010103e40023012060042屋面活荷載：取屋面活荷載及雪荷載的較大值為0.50kNm2作用于柱頂?shù)奈菝婊詈奢d設(shè)計(jì)值Q10.51.40.5624F40.250.0120.0080.486785010103e40023012060042屋面活荷載：取屋面活荷載及雪荷載的較大值為0.50kNm2作用于柱頂?shù)奈菝婊詈奢d設(shè)計(jì)值Q10.51.40.562450.4kN，作用位置同F(xiàn)1300當(dāng)3000s18.43015000.6300柱頂標(biāo)高為4.5m，室外天然地坪標(biāo)高為0.150m，h4.50.1504.65m。排架計(jì)算寬度B＝6m,地面粗糙類別為B，對(duì)q1q2可得q1QSZw0B1.40.81.00.4563.024kNmq2QSZw0B1.40.51.00.4561.89kNmW1.4Wk1.4S2S1hzw0B1.40.50.13723.9501.00.45641.47510.5157.5kN 40.32kN，,均作用于對(duì)下柱偏心e 4Pb.吊車水平荷載：T1 10.120.8810X9.83.1987kN4的4向排架柱上吊車橫水平力荷載設(shè)計(jì)值為面用400400，下柱截面用400600Iu2.1310mmIl7.2109494Hu0.259，n 2.13 1M2F1F2e2F4e43.726kN1211112C3 n30.2961221M2F1F2e2F4e43.726kN1211112C3 n30.296122113 10.221313C3213 H1.732.592 MH0.721kN→ VARA1RA2M1M2作用下，不動(dòng)鉸支座反 可知為原值，故在恒載下柱子圖如下：M圖kNV圖N圖2V圖N圖250.40.052.52kNMMRC 3HHVARA1.602kNkNV圖N圖對(duì)兩柱2.130.2960.259，nVARA1.602kNkNV圖N圖對(duì)兩柱2.130.2960.259，nH41 1813 810.2593RAq1HC113.0248.150.369.070kNRBq2HC11RBq2HC114.78kN即VA1RA7.65kN，VB1RB4.78kN，由于兩柱相同，AB0.5VA2VB20.5WRARBVAVA1VA2VBVB1VB2V圖M圖kN4e470.875kNa.Dmax作用A柱時(shí)Me4e470.875kNa.Dmax作用A柱時(shí)Me418.144kNC31.344M1.34470.875R13.706kNR HM1.34418.144RR HABVA2VB20.5RARBA柱：VAVA1VA2B柱：VBVB1VB2M圖kNV圖N圖V圖N圖6.72kN，b.當(dāng)TmaxN0。18005000.7223a32a1a3223a32a1a32C53 21n230.720.2210.221320.7210.7232314.67kN，VA1VB1RAABVA2VB20.5RARBVAVA1VA20,VBVB1VB2MVkNM圖V圖12V圖12MVNMV1MN2MN3-MN1MN2MN3-MN3V3DmaxA4DminA3V3DmaxA4DminAMVNM1-MN0012MN3MNV56MVMVM1MN0012MN3MNV56MVMVM1MN0002MMkNMkN相應(yīng)的N1+0.9(561+4Mmax及相應(yīng)的N1+0.9(71MkNMkN相應(yīng)的N1+0.9(561+4Mmax及相應(yīng)的N1+0.9(71+3Nmax及相應(yīng)的M1+0.9(571+2Nmin及相應(yīng)的M1+0.9(71+32相應(yīng)的N1+0.9(61+3Mmax及相應(yīng)的N1+0.9(71+7Nmax及相應(yīng)的M1+0.9(561+3Nmin及相應(yīng)的M1+0.9((61+6Mmax及相應(yīng)的1+0.9(56NV1+6NV876Mmax及相應(yīng)的1+0.9(7251+774N0003MN000V混凝土采用C30（fC14.3Nmm2ft1.43Nmm2鋼筋為HRB335級(jí)（f 3002，查表得0.550f b筋1.01h0h35混凝土采用C30（fC14.3Nmm2ft1.43Nmm2鋼筋為HRB335級(jí)（f 3002，查表得0.550f b筋1.01h0h3540035b1fcbh00.5501.014.34003651148.29kN,Nb1fcbh0,配筋不小于0.2%”得， 0.454001.430.235%，0.2% 0.2%400h h 0ASAS0.50.6bh0.50.6400400480mm2，故每側(cè)AS 565mm2SM91.81kNmN為最不利。h0h3560035565mm，下柱計(jì)算長(zhǎng)度l01.0Hl5.15mN20mm，取e20mm。心距e313mmaa0則eee333mm。0.5fcA5.881，取 11Nl18.5815，取 1.01 1.0890o21ehhi 363mm0.3565169.5mm，可按大偏心受壓計(jì)eha'eis2Nmax及相M,V1+0.9(56881+37Nmin及相1+0.9(751+776AA'180mmfha ' s 218,A1272mm2 在垂直于排架方向柱的計(jì)算長(zhǎng)度l00.8Hl4.12m 10.3，查表得0.940bN0.9fA0.9AA'180mmfha ' s 218,A1272mm2 在垂直于排架方向柱的計(jì)算長(zhǎng)度l00.8Hl4.12m 10.3，查表得0.940bN0.9fA0.90.9414.340060030012723226.3kNf'ucy3h0ac251834mm，2315.09mms02Nkeeha601.55mm0s225662h00.870h00.870.12566 e 3NAmm1272 0.5400te1.11.10.65 1.9c0.08Es則，1.9250.080.01mm2.12.05（5）10.65,fN 2.97kNmm2,a150mm0.