6層框架住宅畢業(yè)設(shè)計(jì)結(jié)構(gòu)計(jì)算書

..1.工程概況XX省某市興建六層商店住宅,建筑面積4770平方米左右,擬建房屋所在地震動(dòng)參數(shù),,基本雪壓,基本風(fēng)壓,地面粗糙度為B類。地質(zhì)資料見表1。表1地質(zhì)資料編號(hào)土質(zhì)土層深度〔me1人工填土1152粉質(zhì)粘土518.8530.930.35101903粘土1018.524.20.820.40122102.結(jié)構(gòu)布置及計(jì)算簡圖根據(jù)該房屋的使用功能及建筑設(shè)計(jì)的要求,進(jìn)行了建筑平面、立面及剖面設(shè)計(jì),其標(biāo)準(zhǔn)層建筑平面、結(jié)構(gòu)平面和剖面示意圖分別見圖紙。主體結(jié)構(gòu)共6層,層高1層為3.6m,2～6層為2.8m。填充墻采用陶?？招钠鰤K砌筑：外墻400mm；內(nèi)墻200mm。窗戶均采用鋁合金窗,門采用鋼門和木門。樓蓋及屋面均采用現(xiàn)澆鋼筋砼結(jié)構(gòu),樓板厚度取120mm,梁截面高度按跨度的估算,尺寸見表2,砼強(qiáng)度采用。屋面采用彩鋼板屋面。表2梁截面尺寸〔mm層次混凝土強(qiáng)度等級(jí)橫梁縱梁次梁柱截面尺寸可根據(jù)式估算。因?yàn)榭拐鹆叶葹?度,總高度,查表可知該框架結(jié)構(gòu)的抗震等級(jí)為二級(jí),其軸壓比限值；各層的重力荷載代表值近似取12,由圖2.2可知邊柱及中柱的負(fù)載面積分別為和。由公式可得第一層柱截面面積為邊柱中柱如取柱截面為正方形,則邊柱和中柱截面高度分別為和。根據(jù)上述計(jì)算結(jié)果并綜合考慮其它因素,本設(shè)計(jì)框架柱截面尺寸取值均為,構(gòu)造柱取?；A(chǔ)采用柱下獨(dú)立基礎(chǔ),基礎(chǔ)埋深標(biāo)高-2.40m,承臺(tái)高度取1100mm?？蚣芙Y(jié)構(gòu)計(jì)算簡圖如圖1所示。取頂層柱的形心線作為框架柱的軸線；梁軸線取至板底,層柱高度即為層高,取2.8m；底層柱高度從基礎(chǔ)頂面取至一層板底,取4.9m。圖1.框架結(jié)構(gòu)計(jì)算簡圖3.重力荷載計(jì)算3.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值屋面〔上人：20厚水泥砂漿找平層150厚水泥蛭石保溫層100厚鋼筋混凝土板20厚石灰砂漿合計(jì)4.111～5層樓面：瓷磚地面〔包括水泥粗砂打底0.55120厚鋼筋混凝土板V型輕鋼龍骨吊頂或20厚水泥砂漿0.34合計(jì)3.393.2屋面及樓面可變荷載標(biāo)準(zhǔn)值上人屋面均布荷載標(biāo)準(zhǔn)值2.0樓面活荷載標(biāo)準(zhǔn)值2.0屋面雪荷載標(biāo)準(zhǔn)值3.3梁、柱、墻、窗、門重力荷載計(jì)算梁、柱可根據(jù)截面尺寸、材料容重及粉刷等計(jì)算出單位長度上的重力荷載；對(duì)墻、門、窗等可計(jì)算出單位面積上的重力荷載了。具體計(jì)算過程從略,計(jì)算結(jié)果見表3。表3梁、柱重力荷載標(biāo)準(zhǔn)值層次構(gòu)件n1橫梁0.30.5251.053.9385.414397.714288.76縱梁0.30.6251.054.7253.012170.10縱梁0.30.6251.054.7252.8452.92柱0.60.6251.059.4504.9663056.13橫梁0.30.5251.053.9383.011129.95縱梁0.30.6251.054.7254.816362.88縱梁0.30.6251.054.7252.112119.07續(xù)表3縱梁0.30.6251.054.7253.018255.153588.57縱梁0.30.6251.054.7254.816362.88縱梁0.30.6251.054.7252.112119.07縱梁0.30.6251.054.7252.8679.38柱0.60.6251.059.452.8661746.36橫梁0.30.5251.053.9385.422467.83橫梁0.30.5251.053.9383.022259.91次梁0.30.4251.053.153.2880.64次梁0.30.4251.053.153.5222.05次梁0.30.4251.053.155.28131.04次梁0.30.4251.053.153.4664.26注:1>表中為考慮梁、柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；表示單位長度構(gòu)件重力荷載；n為構(gòu)件數(shù)量2梁長度取凈長；柱高取層高。外墻為400厚陶?？招钠鰤K〔5,外墻面貼瓷磚〔0.5,內(nèi)墻面為20mm厚抹灰,則外墻單位墻面重力荷載為：；內(nèi)墻為200厚陶?？招钠鰤K,兩側(cè)均為20mm厚抹灰,則內(nèi)墻單位面積重力荷載為：1。木門單位面積重力荷載為；鋁合金窗單位面積重力荷載??；鋼鐵門單位面積重力荷載為。3.4重力荷載代表值〔見圖4集中于各樓層標(biāo)高處的重力荷載代表值,為計(jì)算單元范圍內(nèi)的各樓層樓面上的重力荷載代表值及上下各半層的墻柱等重量。計(jì)算時(shí),各可變荷載的組合按規(guī)定采用,屋面上的可變荷載均取雪荷載,具體過程略,計(jì)算簡圖見圖2。4.橫向框架側(cè)移剛度計(jì)算橫梁線剛度計(jì)算過程見表4；柱線剛度計(jì)算見表5。表4橫梁線剛度計(jì)算表類別層次AB3600BC6000表5柱線剛度計(jì)算表層次149002800柱的側(cè)移剛度D值按下式計(jì)算：。根據(jù)梁柱線剛度比的不同,柱可分為中框架中柱和邊柱、邊框架中柱和邊柱以及樓、電梯間柱等,計(jì)算結(jié)果分別見表6、表7、表8。表6中框架柱側(cè)移剛度D值層次左邊柱〔18根右中柱〔18根中柱〔18根10.3540.363119960.5190.421139101.260.54178457875182～60.2030.092162920.3380.145256780.720.265469291366066表7邊框架柱側(cè)移剛度D值層次A-1,A-15,A-16,A-30D-1,D-15,D-16,D-30B-1,B-15,B-16,B-3010.5910.421139100.3540.363119960.9450.49161931683962～60.3380.145256780.2030.092162920.540.21337721318764將上述不同情況下同層框架側(cè)移剛度相加,即得框架各層層間側(cè)移剛度,見表8。由表8可見,,故該框架為橫向規(guī)則框架。表8橫向框架層間側(cè)移剛度D值層次1234561194642168483016848301684830168483016848305.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)的內(nèi)力和側(cè)移計(jì)算5.1.1橫向自振周期計(jì)算結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算見表9。表9結(jié)構(gòu)頂點(diǎn)的假想位移計(jì)算層次64940.394940.3916848302.93088.5856880.2811820.6716848307.02085.6546880.2818700.95168483011.1078.6336880.2825581.23168483015.18067.5326880.2832461.51168483019.27052.3517058.8839520.39119464233.08033.08結(jié)構(gòu)基本自震周期,其中υT的量綱為m,取,則水平地震作用及樓層地震剪力計(jì)算本方案結(jié)構(gòu)高度小于40m,質(zhì)量和剛度沿高度分布較均勻,變形以剪切型為主,故可用底部剪力法計(jì)算水平地震作用。因?yàn)槭嵌噘|(zhì)點(diǎn)結(jié)構(gòu),所以設(shè)防烈度按7度考慮,場地特征周期分區(qū)為二區(qū),場地土為Ⅱ類,查表得：特征周期Tg=0.40s水平地震影響系數(shù)最大值因?yàn)?所以不應(yīng)考慮頂部附加水平地震作用。各質(zhì)點(diǎn)的水平地震作用：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〔mGi〔KNGiHi〔KNFi〔KNVi〔KN618.94940.3993373.370.271116.791116.79516.16880.28110772.510.223922.3862039.176413.36880.2891507.720.185765.2082804.384310.56880.2872242.940.146603.9843408.27827.76880.2852978.160.107442.583850.85814.97058.8834588.510.07289.544140.398各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布如下圖3?！瞐縱向水平地震作用分布〔b層間剪力分布圖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)算水平地震作用下框架結(jié)構(gòu)的層間位移和頂點(diǎn)位移按下式計(jì)算和,各層的層間彈性位移角,計(jì)算結(jié)果如表11。表11橫向水平地震作用下的位移驗(yàn)算層次61116.7916848300.6611.3128000.236520392110.6528000.43242804.38416848301.669.4428000.59333408.27816848302.027.7828000.72123850.85816848302.295.7628000.81814140.39811946423.473.4749000.708由表可見,最大層間彈性位移角發(fā)生在第2層,其值0.818〈1/550,滿足要求,其中是由彈性層間位移角限值查得。水平地震作用下框架內(nèi)力計(jì)算以4軸線框架內(nèi)力計(jì)算,其余框架計(jì)算從略?？蚣苤思袅皬澗匕词剑?；各柱反彎點(diǎn)高度比本例中底層柱需考慮修正值y2,第二層柱需考慮修正值y1和y3,其余柱均無修正。計(jì)算結(jié)果見表12。梁端彎矩、剪力及柱軸力分別按式；；；；計(jì)算結(jié)果見表12。..表12各層柱端彎矩及剪力計(jì)算層次hi/mVi/kNΣDijN·m右邊柱中柱Di1Vi1yDi2Vi2y注:表中M的量綱為kN·m,V量綱為kN..續(xù)表12層次hi/mVi/kNΣDijN·m邊柱Di1Vi1y表13梁端彎矩、剪力及柱軸力計(jì)算層次邊梁邊梁柱軸力LVbLVb右邊柱中柱N1左邊柱639.60224.7543.617.8828.57710.7166.06.5517.88-11.33-6.55567.31742.0733.630.3942.90916.096.09.8348.27-31.89-16.38499.56462.2283.644.9452.17219.5656.011.9693.21-64.87-28.343127.85779.9113.657.7171.69226.8856.016.43150.92-106.15-44.77231.75619.8483.614.3378.33829.3776.017.95165.25-102.53-62.721278.574174.113.6125.75101.9038.2116.023.35291-204.93-86.07注:1>柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左地震時(shí),左側(cè)兩根柱為拉力,對(duì)應(yīng)的右側(cè)兩根柱為壓力。2表中單位為kN·m,V單位N,l的單位為m。.〔a框架彎矩圖〔b梁端剪力及柱軸力圖圖4左地震作用下框架彎矩圖、梁端剪力及柱軸力圖5.2橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計(jì)算5.2.1風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值按式,基本風(fēng)壓w0=0.40KN/m2。由《荷載規(guī)范》查得〔迎風(fēng)面和〔背風(fēng)面,B類地區(qū),H/B=18.9/82.9=0.23,查表得：脈動(dòng)影響系數(shù)υ=0.42.T1=0.492S,W0T12=0.097KNS2/m2.查表得脈動(dòng)增大系數(shù)ξ=1.23。仍取圖4軸線橫向框架,其負(fù)載寬度4.05m,沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值根據(jù)各樓層標(biāo)高處高度Hi查取,沿房屋高度的分布見表14。沿房屋高度的分布見圖5〔a。表14沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次Hi〔mHi〔m618.91.001.2261.4212.261.41516.10.8521.1641.3782.081.30413.30.7031.0921.3331.891.18310.50.5561.0141.2831.691.0527.70.4071.01.2101.570.9814.90.2591.01.1341.470.92《荷載規(guī)范》規(guī)定,對(duì)于高度大于30m且高寬比大于1.5的房屋結(jié)構(gòu),應(yīng)采用風(fēng)振系數(shù)來考慮風(fēng)壓脈動(dòng)的影響,本例房屋高度H=18.9m<30m,H/B<0.23,因此,該房屋應(yīng)不考慮風(fēng)壓脈動(dòng)的影響?？蚣芙Y(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)化為節(jié)點(diǎn)集中荷載,節(jié)點(diǎn)集中荷載見圖5〔b,例第5層集中荷載F5的計(jì)算如下：F5=<2.08+1.3+1.89+1.18>×2.8×1/2+［〔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=9.45KN〔a風(fēng)荷載沿房屋高度的分布〔b等效節(jié)點(diǎn)集中風(fēng)荷載圖5框架上的風(fēng)荷載5.2.2風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)圖5〔b所示水平荷載,由式計(jì)算層間剪力Vi,然后依據(jù)表6求出軸-4線框架的層間側(cè)移剛度,再按式；計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移,計(jì)算結(jié)果見表15。表15風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123456Fi〔KN10.977.157.748.599.458.43Vi〔KN52.3341.3634.2126.4717.888.434375188899888998889988899888991.1960.4650.3850.2980.2010.0941.1961.6612.0462.3442.5452.6390.2440.1660.1380.1060.0720.034由表15可見,風(fēng)荷載作用下框架最大層間位移角為0.244,遠(yuǎn)小于1/550,滿足規(guī)范要求。5.2.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算過程與水平地震作用下的相同。4軸線橫向框架在風(fēng)荷作用下的彎矩,梁端剪力及柱軸力見圖6。計(jì)算結(jié)果見表16表17；表17風(fēng)荷作用梁端彎矩剪力及柱軸力計(jì)算層次左邊梁右邊梁柱軸力LVbLVb右邊柱中柱N1左邊柱64.0750.4896.00.765.6543.5343.62.552-0.76-1.7922.55257.0970.8526.01.32510.9896.8683.64.96-2.085-2.0857.512411.0971.3326.02.07217.46110.9133.67.882-4.157-4.15715.394314.4631.7366.02.7023.78314.8643.610.735-6.857-6.85726.129215.3921.8476.02.8735.593.4943.62.523-9.73-9.7328.652125.6153.0746.04.78268.12342.5773.630.75-14.512-14.5159.4024軸線橫向框架在風(fēng)荷載作用下的彎矩、梁端剪力及柱軸力見圖6。..表16風(fēng)荷作用各層柱端彎矩及剪力計(jì)算層次hi/mVi/kNΣDijN·m左邊柱中柱Di1Vi1yDi2Vi2y..層次hi/mVi/kNΣDijN·m右邊柱Di1Vi1y續(xù)表16〔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6.豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算6.1橫向框架內(nèi)力計(jì)算6.1.1計(jì)算單元取8軸線橫向框架進(jìn)行計(jì)算,計(jì)算單元寬度為3.6m,如圖9所示。由于房間內(nèi)布置有次梁,故直接傳給該框架的樓面荷載如圖中的水平陰影線所示,計(jì)算單元范圍內(nèi)的其余樓面荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架,作用于各節(jié)點(diǎn)上。由于縱向框架的中心線與柱的中心線不重合,因此在框架節(jié)點(diǎn)上還作用有集中力矩。6.1.2荷載計(jì)算.1恒荷計(jì)算在圖7中,代表橫梁自重,為均布荷載。對(duì)于第6層：=,為房間板傳給橫梁的梯形荷載,由圖7所示,幾何關(guān)系得圖7橫向框架計(jì)算單元圖8各層梁上作用的恒荷載=、分別為由邊縱梁、中縱梁直接傳給柱的恒載,它包括梁自重、樓板重和女兒墻等的重力荷載,計(jì)算如下：集中力矩對(duì)2～5層,包括梁自重和其上橫墻自重,為均布荷載。其它荷載計(jì)算方法同第6層：對(duì)1層：.2活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如圖9所示。圖9各層梁上作用的活荷載在雪荷載作用下：對(duì)于1～5層：將以上計(jì)算結(jié)果匯總,見表18,表19。表18橫向框架恒荷匯總表層次63.93814.79614.796045.143.64045.16.77006.7652～512.40212.2049.15311.1932.5762.5863.3432.494.89004.87117.5512.2049.15311.1932.5762.5863.3432.494.89004.87表19橫向框架活荷匯總表層次67.21206.4812.9625.9200.972000.9721～57.25.46.66.4812.5625.9212.510.972000.9656.1.3內(nèi)力計(jì)算梁端、柱端彎矩采用彎矩二次分配法計(jì)算。彎矩計(jì)算過程如圖10所示,所得彎矩圖如圖11所示。梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得；柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到,計(jì)算柱底軸力還需要考慮柱的自重,如表20和表21所列。恒荷作用下圖10橫向框架彎矩的二次分配法〔b活荷作用下圖10橫向框架彎矩的二次分配法〔a恒荷作用下圖11豎向荷載作用下框架彎矩圖〔b活荷作用下圖11豎向荷載作用下框架彎矩圖..表20恒荷作用下梁端剪力及柱軸力層次荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN頂N底N頂N底N頂N底623.3151.0751.07-3.9771.35919.33327.28749.71149.71164.433110.738120.638166.94394.811141.116553.98100.7393.43-6.4642.17847.51660.44491.25298.552203.354229.814369.579396.039277.468303.928453.98100.7393.43-6.272.27947.7160.2591.15198.451322.624349.084598.38624.84440.179466.639353.98100.7393.43-6.272.27947.7160.2591.15198.451441.894468.354827.181853.641602.89629.35253.98100.7393.43-6.292.1447.6960.2791.2998.59561.144587.6041056.1411082.601765.74792.2153.98100.7393.43-6.4041.9947.57660.38491.4498.74680.28706.741285.3651311.825928.74955.2表21活荷作用下梁端剪力及柱軸力層次荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN頂=N底N頂=N底N頂=N底66.4825.2025.20-1.9310.1214.5498.41125.32125.07911.02946.69231.55956.4815.6415.05-0.5630.0225.9177.04315.66215.02812.39735.26521.46346.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44136.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44126.4815.6415.05-0.740.0385.747.2215.67815.01212.2235.45821.44716.4815.6415.05-1.1250.085.3557.60515.7214.9711.83535.88521.405..6.2橫向框架內(nèi)力組合6.2.1結(jié)構(gòu)抗震等級(jí)結(jié)構(gòu)的抗震等級(jí)根據(jù)結(jié)構(gòu)類型、地震烈度、房屋高度等因素查表得,本商場框架結(jié)構(gòu)為二級(jí)抗震等級(jí)。6.2.2框架梁內(nèi)力組合本方案考慮了四種內(nèi)力組合,即,,及。此外,對(duì)于本方案,這種內(nèi)力組合與考慮地震作用的組合相比一般較小,對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用,故不予考慮。各層梁的內(nèi)力組合結(jié)果見表22,表中,兩列中的梁端彎矩為經(jīng)過調(diào)幅后的彎矩〔調(diào)幅系數(shù)取0.8。6.2.3框架柱內(nèi)力組合取每層柱頂和柱底兩個(gè)控制截面進(jìn)行組合,組合結(jié)果以及柱端彎矩設(shè)計(jì)值的調(diào)整見表6.6～表6.9。在考慮地震作用效應(yīng)的組合中,取屋面為雪荷載時(shí)的內(nèi)力進(jìn)行組合。..層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQK一AM-30.461-2.58668.123278.57453.999135.546243.031-300.188-43.708-40.174177.843V47.5765.35530.75125.7521.538107.638-77.378167.84369.58364.588B左M-48.905-5.82542.58174.11-126.453-7.229-216.393123.122-71.847-66.841V60.3847.60530.75125.75126.15840.658180.374-64.83889.12383.108層B右M-105.02-14.34425.62101.896-110.233-181.969-1.62-200.318-156.116-146.101128.706V98.7415.724.78223.35133.801147.19173.174118.706149.019140.496CM95.46213.9593.07438.211129.793138.40154.942129.453142.833134.097V43.03814.974.78223.3579.29865.90968.23722.70473.07172.604跨間MAB75.2646.39111.37153.7248.48162.89MBC230.18174.42299.37189.38272.31201.94三AM-30.553-2.93323.783127.857-7.474-74.06695.843-153.478-44.18-40.77111.797V47.715.75710.73557.7150.28380.341-10.738101.79770.16665.312B左M-48.61-5.01414.86779.911-86.165-44.538-123.91931.908-70.638-65.352V60.257.21210.73557.7197.42667.368113.7381.20388.5582.397層B右M-99.863-15.04814.46371.692-120.655-161.151-26.749-166.548-149.863-140.903121.683V98.45115.6842.716.43136.319143.87979.644111.683148.593140.099C右M88.92614.8381.73626.885125.054129.91560.497112.924134.888127.484V91.15115.0062.716.43134.17126.61104.80872.769138.06130.39跨間MAB68.9831.45151.13270.5634.53157.54MBC176.56148.31218.76153163.87160.03表22框架梁內(nèi)力組合表續(xù)表22層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQK六層AM-25.302-2.015.65439.602-25.261-41.09214.936-62.288-36.168-33.17646.88V19.3334.5492.55217.8825.99533.1412.01436.8830.63929.568B左M36.7557.5733.53424.75449.76159.65612.35260.62357.19254.708V27.2878.4112.55217.8848.09340.94745.77610.9145.24844.52B右-49.586-21.5624.07528.577-83.985-95.395-26.468-82.193-88.503-89.6893.35749.71125.3210.766.5594.03996.16749.74862.52192.43195.103CM43.06122.1420.48910.71681.98783.35738.27159.16780.27482.672V49.71125.0790.766.5595.82893.762.41249.63992.18994.764跨間MAB78.1143.2662.8766.1432.45132.32MBC96.2793.9494.3784.63150.7293.27表23<a>橫向框架A柱彎矩和軸力組合層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM6柱頂M19.7982.5135.65439.60219.36039.191-19.66357.56129.24027.27657.561-19.66329.240N64.43311.0292.55217.88089.18796.33345.52080.38698.01492.76080.38645.52098.014柱底M-18.324-1.7641.1508.054-22.848-26.068-9.433-25.138-26.501-24.458-25.138-9.433-26.501N110.73811.0292.55217.880144.753151.89987.194122.060160.525148.326122.06087.194160.5255柱頂M16.6712.1879.83959.2639.29236.842-41.79373.76924.69323.06773.769-41.79324.693N203.35412.3977.51248.270250.864271.897141.534235.661286.925261.381235.661141.534286.925柱底M-16.333-1.4394.60927.761-15.162-28.06711.720-42.414-23.489-21.614-42.41411.720-23.489N229.81412.3977.51248.270282.616303.649165.348259.475322.646293.133259.475165.348322.6464柱頂M16.3142.41112.85271.8034.95940.945-54.24085.77524.43522.95285.775-54.24024.435N322.62412.23715.39493.210382.729425.832204.989386.748447.779404.281386.748204.989447.779柱底M-16.333-1.4398.56847.869-9.619-33.60931.325-62.020-23.489-21.614-62.02031.325-23.489N349.08412.23715.39493.210414.481457.584228.803410.562483.500436.033410.562228.803483.5003柱頂M16.3142.41115.21579.9881.65144.253-62.22193.75624.43522.95293.756-62.22124.435N441.89412.23726.129150.92510.824583.985256.064550.358608.794547.405550.358256.064608.794柱底M-17.056-1.47712.44965.444-5.106-39.96447.793-79.823-24.503-22.535-79.82347.793-24.503N468.35412.23726.129150.92542.576615.737279.878574.172644.515579.157574.172279.878644.5152柱頂M17.9602.3542.85933.68815.24534.450-15.62350.06926.60024.84850.069-15.62326.600N561.14412.22028.652165.25650.368730.594349.410671.647769.764690.481671.647349.410769.764柱底M-20.104-1.52640.319198.0230.185-82.708185.908-225.973-28.666-26.261-225.973185.908-28.666N587.60412.22028.652165.25682.120762.346398.105741.825805.485722.233741.825398.105805.485..續(xù)表23<a>注：表中M以左側(cè)受拉為正,單位為KN.m。N以受壓為正,單位為KN。SQK一列中括號(hào)內(nèi)的數(shù)值為屋面作用雪荷載,其它層樓面作用活荷載對(duì)應(yīng)的內(nèi)力值。表23<b>橫向框架A柱柱端組合彎矩設(shè)計(jì)值調(diào)整層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底78.41132.82105.15340.29671.647741.825961.39986.791注：表中彎矩為相應(yīng)于本層柱凈高上、下兩端彎矩設(shè)計(jì)值層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM1柱頂M8.9241.70527.80480.554-25.83052.021-74.39193.16213.75213.09693.162-74.39113.752N680.28011.83559.402291.00749.742916.068356.110961.390930.213832.905961.390356.110930.213柱底M-4.462-0.85353.732155.6868.676-81.773157.209-166.595-6.877-6.549-166.595157.209-6.877N706.74011.83559.402291.00781.494947.820381.511986.791965.934864.657986.791381.511965.934表24橫向框架A柱剪力組合〔KN層次SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQK1.4SQK6-13.615-1.5282.4317.02-15.075-21.8793.653-29.536-19.908-18.47718.665-11.787-1.2955.1631.08-8.733-23.18119.112-41.494-17.2707-15.95726.224-11.787-1.3757.6542.74-5.359-26.77930.444-52.899-17.287-16.06933.353-33.370-1.3889.8851.94-28.155-55.81919.984-81.299-46.438-41.98739.172-13.594-1.38611.9558.69-1.523-34.98344.364-70.081-19.738-18.25362.291-1.821-0.34816.6448.2120.624-25.96845.209-48.800-2.806-2.67268.62注:表中V以繞柱端順時(shí)針為正。為相應(yīng)于本層柱凈高上下兩端的剪力設(shè)計(jì)值。表25<a>橫向框架B柱彎矩和軸力組合層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM6柱頂M27.27217.4873.61325.26152.15062.2667.78457.04354.30457.20857.0437.78454.304N120.63846.6901.79211.330207.623212.640118.538140.631209.551210.132140.631118.538209.551柱底M-33.427-9.2888.84761.847-40.730-65.50126.037-94.565-54.414-53.116-94.56526.037-54.414N166.94346.6921.79211.330263.192268.209160.213182.307272.065265.700182.307160.213272.0655柱頂M45.1724.51415.85795.42438.32682.726-50.352135.72565.49660.526135.725-50.35265.496N369.57935.2655.42731.890485.268500.464317.398379.583534.197492.866379.583317.398534.197柱底M-43.421-6.27110.57263.616-46.084-75.68520.125-103.926-64.889-60.885-103.92620.125-64.889N396.03935.2655.42731.890517.020532.216341.212403.397569.918524.618403.397341.212569.9184柱頂M43.4216.27121.518120.28930.75991.010-80.406169.79564.88960.885169.795-80.40664.889N598.38035.46511.23764.870751.975783.439524.003658.933843.278767.707658.933524.003843.278柱底M-43.421-6.27117.60698.419-36.236-85.53357.662-147.050-64.889-60.885-147.05057.662-64.889N624.84035.46511.23764.870783.727815.191549.405684.334878.999799.459684.334549.405878.9993柱頂M43.4216.27127.811146.19221.94999.820-107.345196.73464.88960.885196.734-107.34564.889N827.18135.45619.272106.1501015.2751069.236700.717921.5091152.1501042.256921.509700.7171152.150柱底M-49.879-6.43422.754119.612-37.007-100.71873.424-175.369-73.771-68.862-175.36973.424-73.771N853.64135.45619.272106.1501047.0271100.988726.118946.9101187.8711074.008946.910726.1181187.8712柱頂M49.7286.4349.78146.55154.98882.3752.41499.24073.56768.68199.2402.41473.567N1056.14135.45818.922102.5301290.5201343.501924.2841137.5461461.2481317.0101137.546924.2841461.248柱底M-46.046-6.66170.917346.87934.703-163.864313.353-408.156-68.823-64.581-408.156313.353-68.823N1082.60135.45818.922102.5301322.2721375.253949.6861162.9481496.9691348.7621162.948949.6861496.969續(xù)表25<a>層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM1柱頂M28.6233.98942.88123.954-20.10099.964-99.519158.30542.63039.932158.305-99.51942.630N1285.36535.8944.89204.9301529.831655.5231038.0481464.3021771.1281592.6771464.3021038.0481771.128柱底M-14.311-1.9961.71179.11166.422-106.355171.579-200.972-21.315-19.966-200.972171.579-21.315N1311.82535.8944.89204.9301561.581687.2751063.4501489.7041806.8491624.4291489.7041063.4501806.849注：表中M以左側(cè)受拉為正,單位為KN.m。N以受壓為正,單位為KN。SQK一列中括號(hào)內(nèi)的數(shù)值為屋面作用雪荷載,其它層樓面作用活荷載對(duì)應(yīng)的內(nèi)力值。表25<b>橫向框架B柱柱端組合彎矩設(shè)計(jì)值調(diào)整層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底157.22104.21303.42344.27155.059551.215921.509946.911137.5461162.9481464.3021489.704注：表中彎矩為相應(yīng)于本層柱凈高上、下兩端彎矩設(shè)計(jì)表27<b>橫向框架C柱柱端組合彎矩設(shè)計(jì)值調(diào)整層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底111.2174.3453.82187.34767.29249.16635.627661.28810.634836.035991.3781016.779注：表中彎矩為相應(yīng)于本層柱凈高上、下兩端彎矩設(shè)計(jì)表26橫向框架B柱剪力組合〔KN層次SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQK1.4SQK621.6789.5634.4531.1145.631833.171854.1458-6.518738.828339.401834.27531.643.8529.43956.856.575430.146285.5894-25.170646.56643.360854.08431.0154.47913.97378.1163.050823.9264106.0863-46.228246.3492543.488671.5333.3214.53818.05994.9371.62121.0558124.5878-60.525849.5213546.338483.97234.2054.67721.834107.2678.161417.0262137.4677-71.689450.8537547.5938114.515.8410.81421.83461.8538.7164-22.418865.92695-54.68068.699358.1488181.08注:表中V以繞柱端順時(shí)針為正。為相應(yīng)于本層柱凈高上下兩端的剪力設(shè)計(jì)值。表28橫向框架C柱剪力組合〔KN層次SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQK1.4SQK6-35.726-14.5662.4310.8-59.862-66.666-28.178-49.238-62.796-63.26434.275-39.088-5.4145.1619.72-47.261-61.709-18.389-56.843-58.183-54.48554.084-38.024-6.6287.6521.12-44.198-65.618-16.612-57.796-57.960-54.90871.53-38.437-6.689.8832.96-41.644-69.308-5.463-69.735-58.570-55.47683.972-42.109-7.05911.9537.24-43.683-77.143-4.766-77.384-63.906-60.413114.51-9.144-1.47916.6441.5810.253-36.33931.645-49.436-13.823-13.043181.08層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM6柱頂M47.31327.6774.07528.57789.818101.22827.17482.89991.55095.52382.89927.17491.550N94.81131.5590.7606.550156.892159.02093.145105.918159.554157.956105.91893.145159.554柱底M-52.719-13.1080.2371.663-81.282-81.946-51.724-54.967-84.279-81.614-54.967-51.724-84.279N141.11631.5590.7606.550212.458214.586134.820147.592222.066213.522147.592134.820222.0665柱頂M56.2136.3616.86041.24666.75785.96513.23993.66982.24976.36193.66913.23982.249N277.46821.4632.08516.380360.091365.929243.409275.350396.045363.010275.350243.409396.045柱底M-53.234-8.7972.32413.970-72.943-79.450-38.249-65.490-80.663-76.197-65.490-38.249-80.663N303.92821.4632.08516.380391.843397.681267.223299.164431.766394.762299.164267.223431.7664柱頂M53.2349.7628.77338.20265.26589.83015.05789.55081.62877.54889.55015.05781.628N440.17921.4414.15728.340552.412564.052378.178433.441615.683558.232433.441378.178615.683柱底M-53.234-8.7974.80720.934-69.467-82.926-31.459-72.280-80.663-76.197-72.280-31.459-80.663N466.63921.4414.15728.340584.164595.804401.992457.255651.404589.984457.255401.992651.4043柱頂M53.2349.7629.65650.75864.02991.0663.002108.57981.62877.548108.5793.00281.628N602.89021.4416.85744.770743.886763.085542.505635.627835.343753.485635.627542.505835.343柱底M-54.390-8.9417.90041.530-66.725-88.845-13.315-99.697-82.368-77.785-99.697-13.315-82.368N629.35021.4416.85744.770775.638794.837567.907661.028871.064785.237661.028567.907871.0642柱頂M52.3909.5797.49236.80865.79086.76716.61293.17380.30676.27993.17316.61280.306N765.74021.4479.73062.720935.292962.536680.176810.6341055.196948.914810.634680.1761055.196柱底M-65.516-10.18713.73267.464-73.656-112.112.377-137.948-98.634-92.881-137.9482.377-98.634N792.20021.4479.73062.720967.044994.288705.578836.0351090.917980.666836.035705.5781090.917表27<a>橫向框架C柱彎矩和軸力組合續(xù)表27<a>層次截面內(nèi)力SGKSQKSWKSEK1.2SGK+1.4<SQK+SWK>SQKSQKNNminMNmaxM1柱頂M44.8077.24811.88334.43247.27980.55210.68482.30367.73763.91682.30310.68467.737N928.74021.40514.51286.0701124.1381164.772812.352991.3781275.2041144.455991.378812.3521275.20柱底M-22.403-3.62458.432169.3149.848-113.762152.836-199.329-33.868-31.957-199.33152.836-33.868N955.20021.40514.51286.0701155.8901196.524837.7541016.7791310.9251176.2071016.78837.7541310.93注：表中M以左側(cè)受拉為正,單位為KN.m。N以受壓為正,單位為KN。SQK一列中括號(hào)內(nèi)的數(shù)值為屋面作用雪荷載,其它層樓面作用活荷載對(duì)應(yīng)的內(nèi)力值。..7.截面設(shè)計(jì)7.1框架梁本方案以第一層為例,說明計(jì)算方法和過程,各層梁的配筋計(jì)算結(jié)果見表29和表7.2。表29框架梁橫向鋼筋計(jì)算表層次截面M〔KN.mξAs<mm2>實(shí)配鋼筋A(yù)s6支座A57.321<0603427.28316<603>1.00.421BL68.19<0603368.21316<603>1.00.421支座Br107.26<0603547.89316<603>1.00.517C41.34<0603299.24316<603>1.00.421AB跨67.540.003-333.8316<603>-0.369BC跨127.590.001-547.64316<603>-0.5171支座A-255.758<012561552.18520<1570>0.520.67BL-153.647<012561081.69520<1271>1.160.82支座Br-168.9<012561091.09520<1271>1.160.65C-208.02<012561343.8520<1570>0.821.04AB跨128.250lt;1256>-0.71BC跨137.340lt;1520>-0.837.1.1梁的正截面承載力計(jì)算從表22中分別選出AB跨跨間截面及支座截面的最不利內(nèi)力,并將支座中心處的彎矩?fù)Q算為支座邊緣控制截面的彎矩進(jìn)行配筋計(jì)算。A支座彎矩：B左支座彎矩：跨間彎矩取控制截面,即支座邊緣的正彎矩。由表6.5,可求得相應(yīng)的剪力：則支座邊緣處即跨中最大正彎矩：當(dāng)梁下部受拉時(shí),按T形截面設(shè)計(jì)；當(dāng)梁上部受拉時(shí),按矩形截面設(shè)計(jì)。翼緣計(jì)算寬度當(dāng)按跨度考慮時(shí),按梁間距考慮時(shí),按翼緣厚度考慮時(shí),此種情況不起控制作用,取三者最小者,故。梁內(nèi)縱向鋼筋選HRB400級(jí)鋼〔,。下部跨間截面按單筋T形截面計(jì)算,因?yàn)椋簩俚谝活怲形截面。AB跨：實(shí)配鋼筋4Φ20<>,滿足要求。將下部跨間截面的4Φ20鋼筋伸入支座,作為支座負(fù)彎矩作用下的受壓鋼筋〔,再計(jì)算相應(yīng)的受拉鋼筋,即支座A上部說明富裕,且達(dá)不到屈服,可近似取實(shí)取,,,滿足要求。支座B上部實(shí)取,,,滿足要求。支座C上部實(shí)取7.1.2梁斜截面受剪承載力表30框架梁箍筋數(shù)量計(jì)算表層次截面〔KN〔KN梁端加密區(qū)非加密區(qū)實(shí)配筋A(yù)sv/s實(shí)配筋6ABL46.88570.57><0三肢φ8100<1.51>三肢φ8150<0.335>BrC93.36570.57><0三肢φ8100<1.51>三肢φ8150<0.335>1ABL177.84570.57>0.14四肢φ8100<3.14>四肢φ8150<0.447>BrC128.71570.57>0.09四肢φ8100<3.14>四肢φ8150<0.447>AB跨：故截面滿足要求。梁端加密區(qū)箍筋取4肢φ8100,箍筋用HPB235級(jí)鋼筋〔加密區(qū)長度取0.85m,非加密區(qū)箍筋取4肢φ8150,箍筋設(shè)置滿足要求。BC跨：故截面滿足要求。加密區(qū)長度取0.85m,非加密區(qū)箍筋取4肢φ8150,箍筋設(shè)置滿足要求。7.2框架柱7.2.1剪跨比和軸壓比驗(yàn)算表31柱的剪跨比和軸壓比驗(yàn)算柱號(hào)層次B、H〔mmFc〔N/mm2Mc〔KN.mVc〔KNN〔KNA柱６14.376.7534.75162.753.94>20.031<0.8114.3222.1357.47740.096.91>20.144<0.8Ｂ柱６14.3126.0963.71243.0763.53>20.047<0.8114.3267.9677.561986.2726.11>20.386<0.8Ｃ柱６14.3110.5357.93196.793.41>20.038<0.8114.3265.77258.161355.718.16>20.263<0.8注：表中Mc、Vc和N都不應(yīng)考慮,承載力抗震調(diào)整系數(shù)。由上表31柱的剪跨比和軸壓比計(jì)算結(jié)果可見,各柱的剪跨比和軸壓比均滿足規(guī)范要求。7.2.2柱正截面承載力計(jì)算以第二層B柱為例說明,根據(jù)B柱內(nèi)力組合表,將支座中心處的彎矩?fù)Q算到支座邊緣,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．B節(jié)點(diǎn)左右梁端彎矩B節(jié)點(diǎn)上下柱端彎矩在節(jié)點(diǎn)處將其按彈性彎矩分配給上下柱端,即ea取20mm和偏心方向截面尺寸的1/30兩者中較大值,即600/30=20mm,故取ea=2柱的計(jì)算長度因?yàn)長0/h=4880/600=8.13>5,故應(yīng)考慮偏心矩增大系數(shù)。此為大偏心受壓情況再按及相應(yīng)的M一組計(jì)算,節(jié)點(diǎn)上,下端彎距；此內(nèi)力組合是非地震作用下的組合情況,且水平荷載等效,故不必進(jìn)行調(diào)整,取同理可求得：故按構(gòu)造配筋,且應(yīng)滿足,單側(cè)配筋率,故選,總配筋率。柱斜截面受剪承載力計(jì)算以第一層柱為例進(jìn)行計(jì)算,有前可知,上柱柱端彎矩設(shè)計(jì)值對(duì)二級(jí)抗震等級(jí),柱底彎矩設(shè)計(jì)值則框架柱的剪力設(shè)計(jì)值,滿足要求。其中取較大的柱下端值,而且不應(yīng)考慮,故為將表25查得的值除以0.8,為將表26查得的值除以0.85。與相應(yīng)的軸力取故該層柱應(yīng)按構(gòu)造配置箍筋。柱端加密區(qū)的箍筋選用4肢。一層柱底軸壓比,查表得柱箍筋最小配箍率特征值,則最小體積配箍率：取,則,根據(jù)構(gòu)造要求,取加密區(qū)箍筋為,加密區(qū)位置及長度按規(guī)范要求確定。非加密區(qū)還應(yīng)滿足,故箍筋取,各層柱箍筋計(jì)算結(jié)果見表32。表32框架柱箍筋數(shù)量表柱號(hào)層次實(shí)配箍筋加密區(qū)非加密區(qū)A柱618.66960.96274.641544.40.4424φ101004φ10200168.62960.962209.7181544.40.4754φ101004φ10200B柱634.27960.96356.2761544.40.4424φ101004φ102001202.15960.963067.421544.40.5814φ101004φ10200續(xù)表32C柱631.11960.96299.221544.40.4424φ101004φ10200190.53960.962339.0291544.40.6084φ101004φ102007.3框架梁柱節(jié)點(diǎn)核芯區(qū)截面抗震驗(yàn)算以一層節(jié)點(diǎn)為例,由節(jié)點(diǎn)兩側(cè)梁的彎矩承載力計(jì)算節(jié)點(diǎn)核芯區(qū)的剪力設(shè)計(jì)值。因節(jié)點(diǎn)兩側(cè)梁不等高,故計(jì)算時(shí)取梁的平均高度．,二級(jí)框架梁柱節(jié)點(diǎn)核芯區(qū)組合的剪力設(shè)計(jì)值V；應(yīng)按下式公式確定：為柱的計(jì)算高度,可采用節(jié)點(diǎn)上、下柱反彎點(diǎn)之間的距離?！沧笳鸺袅υO(shè)計(jì)值因,故取,,則滿足要求。節(jié)點(diǎn)核芯區(qū)的承載力按式計(jì)算,其中N取二層柱底軸力和二者中的較小者,故取。設(shè)節(jié)點(diǎn)區(qū)配箍為則故承載力滿足要求。８.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,地質(zhì)條件見表1.1。８.1地基承載力計(jì)算及基礎(chǔ)底面積確定根據(jù)所給地質(zhì)條件查得基礎(chǔ)寬度和深度修正系數(shù),。先不考慮對(duì)地基寬度進(jìn)行修正,地基承載力特征值由計(jì)算,而土的加權(quán)平均重度,所以基礎(chǔ)平均埋深８.1.1Ａ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)算由于偏心距不大,所以基礎(chǔ)底面可按20%增大。故?。粒?確定基礎(chǔ)底的長度L和寬度b由L/b=1.2～2.0可取L=3m,b=2m,不需要對(duì)進(jìn)行修正基礎(chǔ)上方回填土重偏心距即滿足?；讐毫ψ畲蠡讐毫ψ钚』讐毫M足要求,所以該截面符合要求。A柱設(shè)計(jì)值：基底壓力基底附加壓力最大值沉降計(jì)算深度查表得計(jì)算厚度８.1.2B柱中心荷載作用下基底面積A按下式計(jì)算由于偏心距不大,所以基礎(chǔ)底面可按20%增大。故確定基礎(chǔ)底的長度L和寬度b由L/b=1.2～2.0可取L=4m,b=3m地基承載力特征值最終修正值：基礎(chǔ)上方回填土重偏心距即滿足。基底壓力最大基底壓力最小基底壓力滿足要求,所以該截面符合要求。基底壓力基底附加壓力最大值沉降計(jì)算深度查表得計(jì)算厚度８.1.3C柱中心荷載作用下基底面積A按下式計(jì)算確定基礎(chǔ)底的長度L和寬度b由L/b=1.2～2.0可取L=3m,b=2.5m地基承載力特征值最終修正值：基礎(chǔ)上方回填土重基底壓力基底附加壓力最大值沉降計(jì)算深度查表得計(jì)算厚度。８.2用規(guī)范法計(jì)算基礎(chǔ)沉降用規(guī)范法計(jì)算基礎(chǔ)沉降見表33８.2.1確定沉降經(jīng)驗(yàn)系數(shù)A柱：８.2.2基礎(chǔ)最終沉降量B柱:最終沉降量C柱:最終沉降量８.2.3基礎(chǔ)的沉降差８.2.4軟弱下臥層強(qiáng)度驗(yàn)算持力層粉質(zhì)粘土的壓縮模量Es1=10KPa下層粘土的壓縮模量Es2=12KPa因此可以認(rèn)為不存在軟弱下臥層。..表33規(guī)范法計(jì)算基礎(chǔ)沉降柱號(hào)點(diǎn)號(hào)ZiL/b2Z/bA001.5010110.670.9768976.8976.80.01716.6123.72.470.69442569.281592.480.01727.0734.530.61322609.440.120.0170.6844.360.015B001.3010110.50.98409849840.01312.7925.42.70.63123408.482424.480.01331.5236.23.10.580349687.520.0110.9645.270.021C001.2010110.670.9612961.2961.20.01812.324.53.00.57962608.216470.01829.6535.33.530.52322672.9664.760.0181.1748.120.024..８.3基礎(chǔ)高度驗(yàn)算按照構(gòu)造要求,采用錐形基礎(chǔ),初步確定基礎(chǔ)尺寸如圖基礎(chǔ)砼強(qiáng)度采用C30下設(shè)100mm厚強(qiáng)度等級(jí)為C10的素混凝土墊層。８.3.1A柱抗沖切驗(yàn)算：C柱基礎(chǔ)b×h=3m×2m,由上述兩種內(nèi)力設(shè)計(jì)值分別求得偏心距基底凈反力：柱邊基礎(chǔ)截面抗沖切驗(yàn)算：初步選擇基礎(chǔ)高度h=1100mm,取因偏心受壓沖切力：抗沖切力：B柱基底凈反力：柱邊基礎(chǔ)截面抗沖切驗(yàn)算：初步選擇基礎(chǔ)高度h=1100mm,取因偏心受壓沖切力：抗沖切力：8.3.2基底凈反力：柱邊基礎(chǔ)截面抗沖切驗(yàn)算：初步選擇基礎(chǔ)高度h=1100mm,取因偏心受壓沖切力：抗沖切力：8.4基礎(chǔ)配筋計(jì)算8.4.1長邊方向：選。短邊方向：選。B柱長邊方向：選。短邊方向：選。8.4.3長邊方向：選。短邊方向：選基礎(chǔ)A.B.C柱配筋見表34所示表34基礎(chǔ)配筋表柱號(hào)長邊方向配筋短邊方向配筋長邊短邊A11791046續(xù)表34B32322610C156913079.雙向板樓板設(shè)計(jì)9.1荷載計(jì)算樓板厚120mm,樓面活荷載,采用砼,級(jí)鋼筋,為雙向板?？v梁截面取300,橫梁截面取300。橫梁、縱梁、次梁截面尺寸見表2?；詈稍O(shè)計(jì)值：恒荷設(shè)計(jì)值：面層25厚水磨石面層20厚水泥砂漿找平層板自重120厚鋼筋混凝土板底板抹灰15厚水泥砂漿g=荷載總設(shè)計(jì)值：。9.2荷載跨度計(jì)算跨度：內(nèi)跨：,為軸線間距離。外跨：,為凈跨,為梁寬。9.3彎矩計(jì)算表35板的彎矩計(jì)算區(qū)格ABCDEFG3.63.62.72.72.73.33.3續(xù)表353.65.43.65.43.65.43.61.00.670.750.50.750.610.927.39.077.237.967.048.587.127.36.86.355.946.166