【南昌市S高級(jí)學(xué)校教學(xué)樓設(shè)計(jì)12000字（論文）】

南昌市S高級(jí)學(xué)校教學(xué)樓設(shè)計(jì)摘要：本工程為南昌市S高級(jí)學(xué)校教學(xué)樓，采用的結(jié)構(gòu)形式是砼框架結(jié)構(gòu)，建筑地點(diǎn)位于江西省紅谷灘新區(qū)，為地上5層。在本文里主要針對(duì)⑦軸處的一榀框架進(jìn)行設(shè)計(jì)。通過計(jì)算得出水平荷載作用下的彎矩、剪力以及軸力，進(jìn)而計(jì)算出恒載和活載作用下的彎矩、剪力以及軸力，從而找出最不利的內(nèi)力組合。在配筋計(jì)算的過程中，本設(shè)計(jì)選取內(nèi)力計(jì)算時(shí)得出的偏于安全的結(jié)果對(duì)梁、柱和基礎(chǔ)進(jìn)行計(jì)算，本設(shè)計(jì)中的樓梯和樓板部分則單獨(dú)計(jì)算。本次設(shè)計(jì)嚴(yán)格按照最新的國家規(guī)范進(jìn)行，并參考相關(guān)資料對(duì)建筑和結(jié)構(gòu)的合理性進(jìn)行了綜合性的考慮。關(guān)鍵詞：框架；結(jié)構(gòu)；配筋目錄TOC\o"1-3"\h\u15272引言 引言施工組織設(shè)計(jì)是用來指示工程項(xiàng)目施工以及工程建設(shè)的重要綱領(lǐng)文件。能讓施工單位企業(yè)能以令人滿意的結(jié)果、較快的完成速度、更低的花費(fèi)來完成施工項(xiàng)目的建設(shè)。貫穿于整個(gè)建設(shè)項(xiàng)目當(dāng)中。本次課題研究的目的在于完成南昌市S高級(jí)學(xué)校教學(xué)樓設(shè)計(jì)的編制。這是后續(xù)施工得以順利開展的前提，也是提高工程進(jìn)度和質(zhì)量的基礎(chǔ)。有助于降低施工現(xiàn)場(chǎng)的混亂程度和施工安全事故發(fā)生率。而鑒于建筑施工的復(fù)雜性，合理的施工組織設(shè)計(jì)必不可少，有利于提高施工效率。本施工組織設(shè)計(jì)將嚴(yán)格按照文件規(guī)定進(jìn)行，執(zhí)行相關(guān)程序以確保施工能夠按時(shí)保質(zhì)保量完成，對(duì)編制文件進(jìn)行合理性評(píng)估保證文件的科學(xué)性、可行性。選用科學(xué)合理的施工布置和相關(guān)安全措施,運(yùn)用科學(xué)的管理方式和先進(jìn)的施工技術(shù)手段,精心安排施工順序,合理有效的組織施工,盡量壓縮工期、以適應(yīng)施工方的要求。第1章工程設(shè)計(jì)資料1.1設(shè)計(jì)概況本工程名稱為南昌市S高級(jí)學(xué)校教學(xué)樓，建設(shè)地點(diǎn)位于江西省紅谷灘新區(qū)，共5層，層高3.60m，室內(nèi)外高差為0.450m，總面積為4454.00.，采用內(nèi)廊式布置和不上人屋面。房屋內(nèi)、外填充墻均采用200mm厚頁巖磚砌體。1.2其他資料本設(shè)計(jì)所在地基本風(fēng)壓為0.45，地面粗糙度類別為C類。選取第⑦軸處作為計(jì)算單元。第2章結(jié)構(gòu)設(shè)計(jì)方案及材料選擇2.1結(jié)構(gòu)設(shè)計(jì)方案2.1.1梁柱截面尺寸初估1.梁截面初估梁截面經(jīng)驗(yàn)取值：高為跨度的，寬為梁高的。（1）框架梁（橫向）邊框架梁：，取550mm，，取250mm；中框架梁：，綜合施工便利性和結(jié)構(gòu)側(cè)向位移等因素，取350mm，250mm；（2）框架梁（縱向，取最大跨度估算），取400mm，，取250mm。（3）橫向次梁邊跨次梁：，取500mm，，取250mm；2.框架柱截面初估按軸壓比估算。取混凝土強(qiáng)度等級(jí)C30，，軸壓比限值?？砂词接?jì)算，其中，取。（1）單柱負(fù)載面積邊柱：；中柱：；（2）柱截面估算由，且，得。邊柱：；中柱：；為便于計(jì)算，并參照《砼規(guī)》11.4.11，取方柱500mm500mm。（3）柱截面校核《砼規(guī)》11.4.11規(guī)定柱剪跨比宜大于2，《抗規(guī)》6.2.9明確當(dāng)反彎點(diǎn)位于柱高中部的框架柱可按柱凈高與2倍柱截面高度之比計(jì)算，故，取第二層較短柱校核，有，滿足要求。柱高經(jīng)驗(yàn)取值為層高的1/15～1/10，取底層柱校核，，滿足要求。2.1.2樓板厚度初估本設(shè)計(jì)板厚取跨度的1/37，h=4500/37=121.62mm，取h=130mm。《高規(guī)》4.5.5規(guī)定頂層樓板厚度不宜小于120mm，故取樓面h=130mm，屋面h=130mm。2.2柱計(jì)算高度及橫向框架簡圖確定2.2.1柱計(jì)算高度底層柱高應(yīng)從基礎(chǔ)頂面起算，結(jié)合工程地質(zhì)條件及預(yù)設(shè)基礎(chǔ)截面高度，計(jì)算得到柱底嵌固端距室外地坪550mm，另有室內(nèi)外高差450mm，首層層高3600mm，得底層柱高。2.2.2框架梁跨度的確定取柱截面形心距作為計(jì)算簡圖中框架梁的跨度。圖2.1框架結(jié)構(gòu)平面布置圖第3章重力荷載及水平荷載計(jì)算3.1橫向框架結(jié)構(gòu)側(cè)向剛度及側(cè)向剛度比3.1.1梁線剛度計(jì)算采用砼現(xiàn)澆樓面，C30混凝土，。表3.1橫梁線剛度計(jì)算表類別截面尺寸bh(mmmm)彈性模量（N/mm2）()計(jì)算長度(mm)中框架（）邊框架（）邊跨2505503.03.46666003.1512.363中跨2503503.00.89333001.6241.2183.1.2柱線剛度計(jì)算采用C30，。表3.2柱線剛度計(jì)算表類別截面尺寸bh(mmmm)彈性模量（N/mm2）()計(jì)算高度(mm)線剛度（）首層5005003.00.52146003.3972～5層5005003.00.52136004.3403.1.3側(cè)向剛度計(jì)算按式計(jì)算，為柱側(cè)移剛度修正系數(shù)。以第一層為例。（1）邊柱：，（2）中柱：，表3.3中框架柱側(cè)向剛度樓層層高(mm)邊柱中柱54.34036000.7260.26610702.981.1000.35514261.6949929.3444.34036000.7260.26610702.981.1000.35514261.6949929.3434.34036000.7260.26610702.981.1000.35514261.6949929.3424.34036000.7260.26610702.981.1000.35514261.6949929.3413.39746000.9280.4889393.621.4060.56010779.1640345.55表3.4邊框架柱側(cè)向剛度樓層層高(mm)邊柱中柱54.34036000.5450.2148599.820.8250.29211737.6240674.8844.34036000.5450.2148599.820.8250.29211737.6240674.8834.34036000.5450.2148599.820.8250.29211737.6240674.8824.34036000.5450.2148599.820.8250.29211737.6240674.8813.39746000.6960.4448544.541.0540.5099802.9436694.96圖3.1框架梁柱相對(duì)線剛度本設(shè)計(jì)共有11榀中框架和2榀邊框架，并按式計(jì)算側(cè)向剛度比。表3.5側(cè)向剛度比驗(yàn)算樓層12345517190.98630572.45630572.45630572.45630572.450.8201.0001.0001.000-各層側(cè)向剛度比均大于0.7，且與上部相鄰三層側(cè)向剛度比的平均值均大于0.8，滿足要求。3.2重力荷載代表值計(jì)算3.2.1樓、屋面板面層做法及永久荷載標(biāo)準(zhǔn)值（1）屋面均布恒荷載（不上人）保護(hù)層：20厚1:2.5水泥砂漿隔汽層：干鋪聚酯纖維無紡布一層保溫層：65厚擠塑聚苯板防水層：4厚雙層SBS改性瀝青防水卷材找平層：25厚1:3水泥砂漿找坡層：最薄處430厚水泥蛭石（）結(jié)構(gòu)層：130厚C30鋼筋混凝土板吊頂及吊掛荷載合計(jì)：（2）普通樓面做法飾面層：30厚C20細(xì)石混凝土結(jié)構(gòu)層：130厚C30鋼筋混凝土板吊頂及吊掛荷載合計(jì)：（3）衛(wèi)生間樓面做法飾面層：20厚1:2水泥砂漿防水層：1.2厚聚氨酯防水涂料找平層：平均25厚1:3水泥砂漿結(jié)構(gòu)層：130厚C30鋼筋混凝土板吊頂及吊掛荷載合計(jì)：（4）樓梯做法采用板式樓梯，對(duì)于首層，踏步高150mm、寬300mm，傾斜角0.894427，取板厚t=130mm，得踏步板折算厚度。飾面層：10厚防滑地磚（式中1.5為踏步飾面層增大系數(shù)）結(jié)合層：20厚干硬性水泥砂漿（式中1.2為踏步飾面層增大系數(shù)）結(jié)構(gòu)層：220厚C30現(xiàn)澆鋼筋混凝土板合計(jì)：對(duì)于上層，踏步高150mm、寬300mm，板傾斜角0.894427，取板厚t=130mm，得踏步板折算厚度飾面層：10厚防滑地磚（式中1.5為踏步飾面層增大系數(shù)）結(jié)合層：20厚干硬性水泥砂漿（式中1.2為踏步飾面層增大系數(shù)）結(jié)構(gòu)層：220厚C30現(xiàn)澆鋼筋混凝土板合計(jì)：3.2.2梁柱重力荷載計(jì)算1.梁線荷載此處計(jì)算需減去板厚。（1）2~4層橫向框梁（邊跨）：；橫向框梁（中跨）：；縱向框梁：次梁：（2）屋面橫向框梁（邊跨）：；橫向框梁（中跨）：；縱向框梁：次梁：2.梁自重表3.6各層梁自重匯總表位置凈長度(m)線荷載(kN/m)數(shù)量小計(jì)(kN)合計(jì)(kN)2層樓面~屋面橫向框梁（邊跨）6.102.6326416.33790.82橫向框梁（中跨）2.801.381350.05縱向框架梁4.001.6932216.003.101.69841.853.851.69851.98次梁4.300.85414.623.柱線荷載考慮抹灰層，首層柱有4.柱的自重計(jì)算需減去板厚表3.7各層梁自重匯總表位置凈長度(m)線荷載(kN)數(shù)量合計(jì)(kN)首層4.476.96521617.132~頂層3.476.96521255.363.2.3墻體重力荷載計(jì)算1.墻面（線）荷載計(jì)算（1）女兒墻柔性耐水膩?zhàn)?，彈性底?厚聚合物抗裂砂漿15厚水泥砂漿200厚頁巖磚15厚水泥砂漿5厚聚合物抗裂砂漿柔性耐水膩?zhàn)?，彈性底涂合?jì)：女兒墻墻高為600mm，故線荷載為。（2）外墻面荷載柔性耐水膩?zhàn)?，彈性底?厚聚合物抗裂砂漿15厚水泥砂漿200厚頁巖磚3厚外加劑專用砂漿8厚1:1:6水泥石灰膏砂漿5厚1:0.5:2.5水泥石灰膏砂漿封底漆一道，樹脂乳液涂料兩道飾面合計(jì)：（3）內(nèi)墻面荷載封底漆一道，樹脂乳液涂料兩道飾面5厚1:0.5:2.5水泥石灰膏砂漿8厚1:1:6水泥石灰膏砂漿3厚外加劑專用砂漿200厚頁巖磚3厚外加劑專用砂漿8厚1:1:6水泥石灰膏砂漿5厚1:0.5:2.5水泥石灰膏砂漿封底漆一道，樹脂乳液涂料兩道飾面合計(jì)：（4）±0.000以下墻體面荷載：200厚混凝土實(shí)心磚。2.墻自重（不考慮門窗）（1）1~5層表3.8各層墻體重力荷載匯總表樓層位置長度(m)±0.000以上±0.000以下數(shù)量重量（kN）合計(jì)（kN）高度(m)面荷載(kN/m2）高度(m)面荷載(kN/m2）首層外墻A軸處跨度13.853.204.2991.004.62141.355463.41跨度23.103.204.2991.004.62113.81跨度34.003.204.2991.004.68587.42D軸處跨度13.853.204.2991.004.62141.35跨度23.103.204.2991.004.62113.81跨度34.003.204.2991.004.68587.42下邊跨6.103.054.2991.004.62216.09中間跨2.803.254.2991.004.62104.00上邊跨6.103.054.2991.004.62216.09內(nèi)墻B軸處跨度13.853.204.1781.004.62138.37跨度23.103.204.1781.004.62111.41跨度跨度34.003.204.1781.004.66431.27C軸處跨度13.853.204.1781.004.62138.37跨度24.003.204.1781.004.68575.03跨度34.303.304.1781.004.64316.26下邊跨6.103.054.1781.004.66634.75上邊跨6.103.054.1781.004.68.4754896.63樓層位置長度(m)高度(m)面荷載(kN/m2）數(shù)量重量（kN）合計(jì)（kN）第二至四層外墻A軸處跨度13.853.204.2992105.934090.09跨度23.103.204.299285.29跨度34.003.204.2998440.22D軸處跨度13.853.204.2992105.93跨度23.103.204.299285.29跨度34.003.204.2998440.22下邊跨6.103.054.2992159.97中間跨2.803.254.299278.24上邊跨6.103.054.2992159.97內(nèi)墻B軸處跨度13.853.204.1782102.95跨度23.103.204.178282.89跨度34.003.204.1788427.83C軸處跨度13.853.204.1782102.95跨度24.003.204.1788427.83跨度34.303.304.1784237.14下邊跨6.103.054.1785388.66上邊跨6.103.054.1788.4754658.81第五層外墻A軸處跨度13.853.204.2992105.933934.63跨度23.103.204.299285.29跨度34.003.204.2998440.22D軸處跨度13.853.204.2992105.93跨度23.103.204.299285.29跨度34.003.204.2998440.22下邊跨6.103.054.2992159.97中間跨2.803.254.299278.24上邊跨6.103.054.2992159.97內(nèi)墻B軸處跨度13.853.204.1782102.95跨度23.103.204.178282.89跨度34.003.204.1788427.83C軸處跨度13.853.204.1782102.95跨度24.003.204.1788427.83跨度34.303.304.1784237.14下邊跨6.103.054.1783233.20上邊跨6.103.054.1788.4754658.81（2）女兒墻（3）門窗自重本設(shè)計(jì)中門按0.2kN/m2考慮，窗按0.4kN/m2考慮。表3.9各層門窗重力荷載匯總表樓層位置門窗尺寸(mm)個(gè)數(shù)扣除墻體重量（kN）門窗自重（kN）需扣除重量（kN）合計(jì)（kN）首層外墻處門洞2.1×2.4243.332.0241.32595.351.8×2.1232.501.5130.99內(nèi)墻處門洞1×2.114122.835.88116.951.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墻處窗洞2.1×1.518243.7522.68221.071.8×1.5446.434.3242.11內(nèi)墻處窗洞1.2×0.9836.103.4632.64第二至四層內(nèi)墻處門洞1×2.116140.386.72133.66601.691.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墻處窗洞2.1×1.520270.8425.20245.641.8×1.5669.646.4863.16內(nèi)墻處窗洞1.2×0.91254.155.1848.96第五層內(nèi)墻處門洞1×2.114122.835.88116.95601.311.5×2.1452.642.5250.121.8×2.1463.173.0260.15外墻處窗洞2.1×1.520270.8425.20245.641.8×1.5669.646.4863.16內(nèi)墻處窗洞1.2×0.91672.206.9165.283.2.4重力荷載代表值第1層：恒載：二層樓板：二層梁：首層柱：二層柱：首層墻體：二層墻體：首層樓梯：二層樓梯：活載：故第1層有：第2層：恒載：三層樓板：三層梁：二層柱：三層柱：二層墻體：三層墻體：二層樓梯：三層樓梯：活載：故第2層有：第3層：恒載：四層樓板：四層梁：三層柱：四層柱：三層墻體：四層墻體：三層樓梯：四層樓梯：活載：故第3層有：第4層：恒載：五層樓板：五層梁：四層柱：五層柱：四層墻體：五層墻體：四層樓梯：活載：故第4層有：第5層：恒載：屋面板：屋面梁：第五層柱：第五層墻體：出屋面女兒墻：活載：故出屋面有：圖3.2重力荷載代表值3.3風(fēng)荷載計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值，為風(fēng)振系數(shù)；為體型系數(shù)；為風(fēng)壓高度變化系數(shù)；為基本風(fēng)壓（kN/m2）。本設(shè)計(jì)kN/m2，查得：和。因H=19.05m30m，H/B=19.05/52.2=0.3651.5，故取。負(fù)載寬度為4.50m，故有風(fēng)荷載標(biāo)準(zhǔn)值，地面粗糙度類別為C類。樓層層高(地面以上)(m)離地面高度(m)(kN)女兒墻0.619.051.0000.7231.1710.732-53.618.450.9690.7121.1540.7214.40943.614.850.7800.6501.0530.6586.25833.611.250.5910.6501.0530.6586.16023.67.650.4020.6501.0530.6586.16014.054.050.2130.6501.0530.6586.545表3.12風(fēng)荷載標(biāo)準(zhǔn)值及各層集中荷載圖3.4沿框架結(jié)構(gòu)高度的分布風(fēng)荷載標(biāo)準(zhǔn)值圖3.5風(fēng)荷載作用下框架結(jié)構(gòu)計(jì)算簡圖第4章水平荷載作用下框架結(jié)構(gòu)分析4.1水平風(fēng)荷載作用下框架結(jié)構(gòu)側(cè)移驗(yàn)算表4.1水平風(fēng)荷載作用下的位移驗(yàn)算樓層(kN)(kN)(N/mm)(mm)(mm)54.414.4149929.340.08836001/4076346.2610.6749929.340.21436001/1685036.1616.8349929.340.33736001/1068226.1622.9949929.340.46036001/781916.5529.5340345.550.73246001/6284滿足要求。4.2水平風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算（D值法）表4.2水平風(fēng)荷載作用下框架柱端彎矩計(jì)下邊柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3410702.980.950.7260.3001.022.3843.610.6749929.3410702.982.290.7260.4003.294.9433.616.8349929.3410702.983.610.7260.4505.847.1423.622.9949929.3410702.984.930.7260.4818.529.2114.629.5340345.559393.626.880.9280.65020.5611.07下中柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3414261.691.261.1000.3551.612.9243.610.6749929.3414261.693.051.1000.4054.446.5333.616.8349929.3414261.694.811.1000.4557.879.4323.622.9949929.3414261.696.571.1000.50011.8211.8214.629.5340345.5510779.167.891.4060.60922.1214.18上中柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3414261.691.261.1000.3551.612.9243.610.6749929.3414261.693.051.1000.4054.446.5333.616.8349929.3414261.694.811.1000.4557.879.4323.622.9949929.3414261.696.571.1000.50011.8211.8214.629.5340345.5510779.167.891.4060.60922.1214.18上邊柱樓層層高(m)(kN)(N/mm)(N/mm)(kN)y()()53.64.4149929.3410702.980.950.7260.3001.022.3843.610.6749929.3410702.982.290.7260.4003.294.9433.616.8349929.3410702.983.610.7260.4505.847.1423.622.9949929.3410702.984.930.7260.4818.529.2114.629.5340345.559393.626.880.9280.65020.5611.07表4.3水平風(fēng)荷載作用下框架梁端彎矩、剪力計(jì)算下邊跨梁樓層()()l(m)(kN)52.381.936.60-0.6545.965.376.60-1.72310.449.156.60-2.97215.0612.996.60-4.25119.6017.156.60-5.57中間跨梁樓層()()l(m)(kN)50.990.993.30-0.6042.772.773.30-1.6834.724.723.30-2.8626.706.703.30-4.0618.848.843.30-5.36上邊跨梁樓層()()l(m)(kN)51.932.386.60-0.6545.375.966.60-1.7239.1510.446.60-2.97212.9915.066.60-4.25117.1519.606.60-5.57表4.4水平風(fēng)荷載作用下柱軸力計(jì)算樓層下邊柱(kN)下中柱(kN)上中柱(kN)上邊柱(kN)5-0.650.05-0.050.654-2.370.09-0.092.373-5.340.20-0.205.342-9.590.39-0.399.591-15.160.60-0.6015.16圖4.1風(fēng)荷載作用下框架柱彎矩圖圖4.2風(fēng)荷載作用下框架梁彎矩圖圖4.3風(fēng)荷載作用下框架梁梁端剪力及柱軸力圖第5章豎向荷載作用下框架結(jié)構(gòu)內(nèi)力分析5.1計(jì)算單元取兩軸線中線間距為計(jì)算單元寬度。圖5.1橫向框架計(jì)算單元5.2豎向荷載計(jì)算5.2.1恒載計(jì)算圖5.2恒載作用示意圖故邊跨，。以屋面為例。、、代表橫梁自重：；；。、、為屋面板傳給橫梁的梯形或三角形荷載峰值。；；。其等效均布荷載；；。；；、、、是縱梁傳給柱的集中荷載。對(duì)于：屋面板自重：；女兒墻重：；縱向框架梁自重：；故。 對(duì)于：屋面板自重：；縱向框架梁自重：；故。；。、、、是縱梁與柱中線不重合所產(chǎn)生的集中力矩。表5.1恒載作用下各層梁上豎向荷載標(biāo)準(zhǔn)值樓層橫梁（與隔墻）自重(kN/m)等效均布荷載(kN/m)屋面2.631.382.6319.389.8219.38515.371.3815.3715.687.9515.68415.371.3815.3715.687.9515.68315.371.3815.3715.687.9515.68215.371.3815.3715.687.9515.68樓層集中荷載(kN)集中力矩(kN·m)屋面45.2156.8556.8545.215.657.117.115.65558.6875.9175.9158.687.339.499.497.33458.6875.9175.9158.687.339.499.497.33358.6875.9175.9158.687.339.499.497.33258.6875.9175.9158.687.339.499.497.335.2.2活載計(jì)算圖5.3活載作用示意圖、、分別為屋面板傳給橫梁的梯形荷載和三角形荷載峰值其等效均布荷載；；。其等效均布荷載；；。、、、是通過縱梁傳給柱的屋面活荷載。；；；。、、、是縱梁與柱中線不重合所產(chǎn)生的集中力矩。表5.2活載作用下各層梁上豎向荷載標(biāo)準(zhǔn)值樓層等效均布荷載(kN/m)集中荷載(kN)集中力矩(kN·m)屋面1.850.941.852.534.784.782.530.320.600.600.3259.256.569.2512.6628.4128.4112.661.583.553.551.5849.256.569.2512.6628.4128.4112.661.583.553.551.5839.256.569.2512.6628.4128.4112.661.583.553.551.5829.256.569.2512.6628.4128.4112.661.583.553.551.585.3內(nèi)力計(jì)算采用彎矩二次分配法計(jì)算。5.3.1桿端彎矩分配系數(shù)表5.3各節(jié)點(diǎn)彎矩分配系數(shù)樓層節(jié)點(diǎn)號(hào)AB桿件號(hào)上柱下柱ABBA上柱下柱BC屋面剛度系數(shù)0.0004.3403.1513.1510.0004.3401.624分配系數(shù)0.0000.5790.4210.3460.0000.4760.1785剛度系數(shù)4.3404.3403.1513.1514.3404.3401.624分配系數(shù)0.3670.3670.2660.2340.3230.3230.1214剛度系數(shù)4.3404.3403.1513.1514.3404.3401.624分配系數(shù)0.3670.3670.2660.2340.3230.3230.1213剛度系數(shù)4.3404.3403.1513.1514.3404.3401.624分配系數(shù)0.3670.3670.2660.2340.3230.3230.1212剛度系數(shù)4.3403.3973.1513.1514.3403.3971.624分配系數(shù)0.3990.3120.2890.2520.3470.2710.130樓層節(jié)點(diǎn)號(hào)CD桿件號(hào)CB上柱下柱CDDC上柱下柱屋面剛度系數(shù)1.6240.0004.3403.1513.1510.0004.340分配系數(shù)0.1780.0000.4760.3460.4210.0000.5795剛度系數(shù)1.6244.3404.3403.1513.1514.3404.340分配系數(shù)0.1210.3230.3230.2340.2660.3670.3674剛度系數(shù)1.6244.3404.3403.1513.1514.3404.340分配系數(shù)0.1210.3230.3230.2340.2660.3670.3673剛度系數(shù)1.6244.3404.3403.1513.1514.3404.340分配系數(shù)0.1210.3230.3230.2340.2660.3670.3672剛度系數(shù)1.6244.3403.3973.1513.1514.3403.397分配系數(shù)0.1300.3470.2710.2520.2890.3990.3125.3.2各層桿件的固端彎矩的計(jì)算表5.4橫載下固端彎矩匯總樓層下邊橫梁中橫梁上邊橫梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面22.016.90-87.3187.3111.203.00-8.408.4022.016.90-87.3187.31531.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20431.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20331.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20231.056.90-123.20123.209.333.00-6.996.9931.056.90-123.20123.20表5.5活載下固端彎矩匯總樓層下邊橫梁中橫梁上邊橫梁(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)(kN/m)(m)左(kN·m)右(kN·m)屋面1.856.90-7.347.340.943.00-0.700.701.856.90-7.347.3459.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6949.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6939.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.6929.256.90-36.6936.696.563.00-4.924.929.256.90-36.6936.695.3.4計(jì)算跨中彎矩取梁端負(fù)彎矩調(diào)幅系數(shù)為0.8。采用式對(duì)梁跨中彎矩進(jìn)行簡化。表5.6恒載作用下桿端及梁跨中彎矩匯總表樓層下邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)522.016.90-69.09-77.46-55.27-61.9772.34431.056.90-113.47-116.55-90.77-93.2492.79331.056.90-112.83-116.58-90.26-93.2693.04231.056.90-113.32-116.88-90.65-93.5092.72131.056.90-105.37-111.46-84.29-89.1798.07樓層中間跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)511.203.00-15.93-15.93-12.74-12.74-0.1449.333.00-11.93-11.93-9.55-9.550.9439.333.00-11.92-11.92-9.53-9.530.9629.333.00-11.76-11.76-9.41-9.411.0819.333.00-14.76-14.76-11.81-11.81-1.32樓層上邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)522.016.90-77.46-69.09-61.97-55.2772.34431.056.90-116.55-113.47-93.24-90.7792.79331.056.90-116.58-112.83-93.26-90.2693.04231.056.90-116.88-113.32-93.50-90.6592.72131.056.90-111.46-105.37-89.17-84.2998.07樓層柱端彎矩(kN·m)截面下邊柱下中柱上中柱上邊柱5上端63.44-54.4354.43-63.44下端54.27-47.5047.50-54.274上端51.87-47.6247.62-51.87下端52.75-47.5847.58-52.753上端52.75-47.5847.58-52.75下端52.07-47.1747.17-52.072上端53.91-48.4648.46-53.91下端64.32-56.4856.48-64.321上端33.71-30.7330.73-33.71下端16.85-15.3715.37-16.85表5.7活載作用下桿端及梁跨中彎矩匯總表樓層下邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.856.90-7.70-7.60-6.16-6.084.8949.256.90-32.02-34.67-25.62-27.7328.3639.256.90-33.19-35.39-26.55-28.3227.6029.256.90-33.34-35.48-26.67-28.3827.5119.256.90-30.92-34.07-24.73-27.2629.04樓層中間跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)50.943.00-0.79-0.79-0.63-0.630.4246.563.00-6.67-6.67-5.34-5.342.0536.563.00-6.30-6.30-5.04-5.042.3526.563.00-6.25-6.25-5.00-5.002.3816.563.00-7.06-7.06-5.65-5.651.74樓層上邊跨梁(kN/m)(m)(kN·m)(kN·m)(kN·m)(kN·m)(kN·m)51.856.90-7.60-7.70-6.08-6.164.8949.256.90-34.67-32.02-27.73-25.6228.3639.256.90-35.39-33.19-28.32-26.5527.6029.256.90-35.48-33.34-28.38-26.6727.5119.256.90-34.07-30.92-27.26-24.7329.04樓層柱端彎矩(kN·m)截面下邊柱下中柱上中柱上邊柱5上端7.38-6.226.22-7.38下端13.02-10.6610.66-13.024上端17.42-13.7813.78-17.42下端15.81-12.7712.77-15.813上端15.81-12.7712.77-15.81下端15.60-12.6612.66-15.602上端16.16-13.0113.01-16.16下端19.28-15.1615.16-19.281上端10.05-8.308.30-10.05下端5.03-4.154.15-5.03圖5.6恒載作用下框架彎矩圖圖5.7活載作用下框架彎矩圖5.3.5計(jì)算梁端剪力梁端剪力，。表5.8恒載作用下梁端剪力樓層下邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面22.016.90-55.27-61.9776.8974.95531.056.90-90.77-93.24107.49106.77431.056.90-90.26-93.26107.56106.69331.056.90-90.65-93.50107.54106.72231.056.90-84.29-89.17107.83106.42樓層中間跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面11.203.00-12.74-12.7416.8016.8059.333.00-9.55-9.5513.9913.9949.333.00-9.53-9.5313.9913.9939.333.00-9.41-9.4113.9913.9929.333.00-11.81-11.8113.9913.99樓層上邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面22.016.90-61.97-55.2774.9576.89531.056.90-93.24-90.77106.77107.49431.056.90-93.26-90.26106.69107.56331.056.90-93.50-90.65106.72107.54231.056.90-89.17-84.29106.42107.83表5.9活載作用下梁端剪力樓層下邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.856.90-6.16-6.086.376.3959.256.90-25.62-27.7332.2131.6049.256.90-26.55-28.3232.1631.6539.256.90-26.67-28.3832.1531.6629.256.90-24.73-27.2632.2731.54樓層中間跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面0.943.00-0.63-0.631.411.4156.563.00-5.34-5.349.849.8446.563.00-5.04-5.049.849.8436.563.00-5.00-5.009.849.8426.563.00-5.65-5.659.849.84樓層上邊跨(kN/m)(m)(kN·m)(kN·m)(kN)(kN)屋面1.856.90-6.08-6.166.396.3759.256.90-27.73-25.6231.6032.2149.256.90-28.32-26.5531.6532.1639.256.90-28.38-26.6731.6632.1529.256.90-27.26-24.7331.5432.275.3.6柱軸力計(jì)算恒載下柱軸力需考慮柱自重。表5.10恒荷載作用下柱的軸力樓層下邊柱下中柱上中柱上邊柱(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)5122.10146.24148.60172.74148.60172.74122.10146.244312.40336.54369.40393.54369.40393.54312.40336.543502.79526.93590.13614.27590.13614.27502.79526.932693.15717.29810.88835.02810.88835.02693.15717.291883.80914.901031.341062.441031.341062.44883.80914.90表5.11活荷載作用下柱的軸力樓層下邊柱下中柱上中柱上邊柱(kN)(kN)(kN)(kN)(kN)(kN)(kN)(kN)58.908.9012.5812.5812.5812.588.908.90453.7753.7782.4382.4382.4382.4353.7753.77398.5898.58152.33152.33152.33152.3398.5898.582143.39143.39222.23222.23222.23222.23143.39143.391188.32188.32292.02292.02292.02292.02188.32188.32圖5.8恒載作用下框架梁梁端剪力及柱軸力圖圖5.9活荷載作用下框架梁梁端剪力及柱軸力圖5.3.7柱端剪力計(jì)算由式計(jì)算柱端剪力。表5.12柱端剪力匯總表樓層層高恒載下柱端剪力(kN)活載下柱端剪力(kN)下邊柱下中柱上中柱上邊柱下邊柱下中柱上中柱上邊柱53.6-32.7028.31-28.3132.70-5.674.69-4.695.6743.6-29.0626.45-26.4529.06-9.237.38-7.389.2333.6-29.1226.32-26.3229.12-8.727.07-7.078.7223.6-32.8429.15-29.1532.84-9.857.82-7.829.8514.6-10.9910.02-10.0210.99-3.282.71-2.713.285.3.8側(cè)移二階效應(yīng)的考慮側(cè)向剛度時(shí)可不考慮重力二階效應(yīng)。表5.13二階效應(yīng)驗(yàn)算樓層層高(m)恒載軸力標(biāo)準(zhǔn)值(kN)活載軸力標(biāo)準(zhǔn)值(kN)下邊柱下中柱上中柱上邊柱下邊柱下中柱上中柱上邊柱53.60146.24172.74172.74146.248.9012.5812.588.9043.60336.54393.54393.54336.5453.7782.4382.4353.7733.60526.93614.27614.27526.9398.58152.33152.3398.5823.60717.29835.02835.02717.29143.39222.23222.23143.3914.60914.901062.441062.44914.90188.32292.02292.02188.32樓層層高(m)(kN)(N/mm)53.60893.78248.274965.4549929.3443.602306.82640.7812815.6449929.3433.603719.851033.2920665.8449929.3423.605132.891425.8028516.0349929.3414.606582.101430.8928617.8140345.55故不需考慮側(cè)移二階效應(yīng)。第6章內(nèi)力換算內(nèi)力組合前，需先將梁柱中心線處的彎矩和剪力換算于支座邊緣。均布荷載下：；。三角形荷載下：；。風(fēng)荷載下：；。式中，b為梁端支座寬度；a為支座中心至邊緣距離；l為三角形荷載長度。以屋面層為例。6.1恒載作用下內(nèi)力換算左支座邊緣（下）：右支座邊緣（下）：左支座邊緣（中）：右支座邊緣（中）：左支座邊緣（上）：右支座邊緣（上）：6.2活載作用下內(nèi)力換算左支座邊緣（下）：右支座邊緣（下）：左支座邊緣（中）：右支座邊緣（中）：左支座邊緣（上）：右支座邊緣（上）：6.3風(fēng)荷載作用下內(nèi)力換算左支座邊緣（下）：右支座邊緣（下）：左支座邊緣（中）：右支座邊緣（中）：左支座邊緣（上）：右支座邊緣（上）：6..4風(fēng)荷載設(shè)計(jì)狀況下按式調(diào)整梁端截面組合的剪力設(shè)計(jì)值，為梁凈跨；為梁端截面剪力設(shè)計(jì)值；、為梁左、右端截面彎矩設(shè)計(jì)值。以屋面層為例。下邊跨梁凈跨：，下邊跨柱形心距：。恒載：，；活載：。走道梁凈跨：，走道柱形心距：。恒載：，；活載：。上邊跨梁凈跨：，上邊跨柱形心距：。恒載：，；活載：。6.5梁跨間最大正彎矩設(shè)計(jì)值以屋面AB跨為例。①左風(fēng)下有圖6.1AB跨梁梁計(jì)算跨度，。；。梁均布荷載和梯形荷載設(shè)計(jì)值： 如圖b所示，假定梁跨間最大彎矩至A端的距離為x，則解得，。取與初始假定不符，所得x無效。如圖b所示，假定梁跨間最大彎矩至A端的距離為x，則即 ②右風(fēng)下有圖6.1AB跨梁；。梁均布荷載和梯形荷載設(shè)計(jì)值： 如圖a所示，假定梁跨間最大彎矩至B端的距離為x，則解得，。取與初始假定不符，所得x無效。如圖b所示，假定梁跨間最大彎矩至A端的距離為x，則即 表6.1梁跨中最大彎矩匯總樓層截面跨中最大彎矩(kN·m)左風(fēng)右風(fēng)5AB84.6483.8863.48BC0.310.310.24CD83.8884.6463.484AB116.50115.5487.38BC2.892.892.17CD115.54116.5087.383AB117.01114.9487.75BC3.423.422.56CD114.94117.0187.752AB117.35114.0588.01BC4.134.133.10CD114.05117.3588.011AB125.99121.8994.49BC1.421.421.07CD121.89125.9994.49第7章截面設(shè)計(jì)7.1梁截面設(shè)計(jì)混凝土強(qiáng)度C30，，；縱筋強(qiáng)度HRB400，，；箍筋強(qiáng)度HRB400，，。以第一層AB跨為例?？缰校褐ё?，，7.1.1梁正截面受彎承載力計(jì)算對(duì)于AB跨中：，，，，，，其中：，又因，故無需考慮。取最小值，即因?yàn)?，故屬于第一類T型截面。，滿足設(shè)計(jì)要求。 因，故實(shí)配鋼筋3Φ16，配筋面積為配筋率，滿足要求。對(duì)于A支座：將跨中截面3Φ16伸入支座作為支座負(fù)筋。，又，故滿足要求。因，故實(shí)配鋼筋3Φ16，配筋面積為配筋率，滿足要求。對(duì)于支座：將跨中截面3Φ16伸入支座作為支座負(fù)筋。，又，故滿足要求。因，故實(shí)配鋼筋3Φ16，配筋面積為配筋率，滿足要求。7.1.2梁斜截面受剪承載力計(jì)算本設(shè)計(jì)按兩端支座較大值計(jì)算箍筋。故，滿足要求。加密區(qū)采用雙肢Φ8@100，非加密區(qū)采用雙肢Φ8@100，表7.1框架梁控制截面縱向鋼筋計(jì)算結(jié)果樓層截面M()計(jì)算配筋實(shí)際配筋(mm2)(mm2)(mm2)(mm2)5支座A-43.77264.33350.553Φ14(461.58)3Φ14(461.58)1.000.366B左-50.13302.75350.553Φ14(461.58)3Φ14(461.58)1.000.366B右-10.27109.702.152Φ14(307.72)2Φ14(307.72)1.000.404C左-10.27109.702.152Φ14(307.72)2Φ14(307.72)1.000.404C右-50.13302.75350.553Φ14(461.58)3Φ14(461.58)1.000.366D-43.77264.33350.553Φ14(461.58)3Φ14(461.58)1.000.366跨中AB63.48350.553Φ14(461.58)1.000.366BC0.242.152Φ14(307.72)1.000.404CD63.48350.553Φ14(461.58)1.000.3664支座A-83.12501.90483.263Φ16(602.88)3Φ16(602.88)1.000.478B左-86.08519.83483.263Φ16(602.88)3Φ16(602.88)1.000.478B右-10.86116.0719.762Φ16(401.92)2Φ14(307.72)0.770.527C左-10.86116.0719.762Φ16(401.92)2Φ14(307.72)0.770.527C右-86.08519.83483.263Φ16(602.88)3Φ16(602.88)1.000.478D-83.12501.90483.263Φ16(602.88)3Φ16(602.88)1.000.478跨中AB87.38483.263Φ16(602.88)1.000.478BC2.1719.762Φ14(307.72)1.000.404CD87.38483.263Φ16(602.88)1.000.4783支座A-87.75529.87485.363Φ16(602.88)3Φ16(602.88)1.000.478B左-90.31545.33485.363Φ16(602.88)3Φ16(602.88)1.000.478B右-12.57134.2823.352Φ16(401.92)2Φ14(307.72)0.770.527C左-12.57134.2823.352Φ16(401.92)2Φ14(307.72)0.770.527C右-90.31545.33485.363Φ16(602.88)3Φ16(602.88)1.000.478D-87.75529.87485.363Φ16(602.88)3Φ16(602.88)1.000.478跨中AB87.75485.363Φ16(602.88)1.000.478BC2.5623.352Φ14(307.72)1.000.404CD87.75485.363Φ16(602.88)1.000.4782支座A-93.03561.79486.793Φ16(602.88)3Φ16(602.88)1.000.478B左-94.53570.83486.793Φ16(602.88)3Φ16(602.88)1.000.478B右-14.32152.9928.242Φ16(401.92)2Φ18(508.68)1.270.527C左-14.32152.9928.242Φ16(401.92)2Φ18(508.68)1.270.527C右-94.53570.83486.793Φ16(602.88)3Φ16(602.88)1.000.478D-93.03561.79486.793Φ16(602.88)3Φ16(602.88)1.000.478跨中AB88.01486.793Φ16(602.88)1.000.478BC3.1028.242Φ18(508.68)1.000.667CD88.01486.793Φ16(602.88)1.000.4781支座A-90.55546.79522.873Φ16(602.88)3Φ16(602.88)1.000.478B左-94.13568.41522.873Φ16(602.88)3Φ16(602.88)1.000.478B右-19.02203.199.732Φ16(401.92)2Φ14(307.72)0.770.527C左-19.02203.199.732Φ16(401.92)2Φ14(307.72)0.770.527C右-94.13568.41522.873Φ16(602.88)3Φ16(602.88)1.000.478D-90.55546.79522.873Φ16(602.88)3Φ16(602.88)1.000.478跨中AB94.49522.873Φ16(602.88)1.000.478BC1.079.732Φ14(307.72)1.000.404CD94.49522.873Φ16(602.88)1.000.478表7.2框架梁箍筋計(jì)算結(jié)果樓層截面(kN)梁端加密區(qū)非加密區(qū)實(shí)配鋼筋實(shí)配鋼筋5A、B左68.89-0.038雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)B右、C左20.46-0.231雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)C右、D68.89-0.038雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)4A、B左114.590.213雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)B右、C左20.60-0.229雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)C右、D114.590.213雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)3A、B左114.790.214雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)B右、C左20.48-0.231雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)C右、D114.790.214雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)2A、B左115.080.216雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)B右、C左20.36-0.232雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)C右、D115.080.216雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)1A、B左112.950.204雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)B右、C左22.51-0.212雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)C右、D112.950.204雙肢Φ8@100(1.004)雙肢Φ8@200(0.200)7.2柱截面設(shè)計(jì)混凝土強(qiáng)度C30，，；縱筋強(qiáng)度HRB400，，；箍筋筋強(qiáng)度HRB400，，。以第一層A柱為例。計(jì)算長度，截面高度，截面寬度。取，故。7.2.1柱正截面受彎承載力計(jì)算選取最大彎矩及其對(duì)應(yīng)軸力和最大軸力對(duì)應(yīng)彎矩進(jìn)行計(jì)算。有，①對(duì)第一組內(nèi)力桿端彎矩比截面回轉(zhuǎn)半徑長細(xì)比軸壓比不需考慮桿件撓曲變形，取，取，需考慮縱向彎矩影響。，取又因?yàn)?，，取，故屬于大偏心受壓。故在第一組內(nèi)力下②對(duì)第二組內(nèi)力桿端彎矩比截面回轉(zhuǎn)半徑長細(xì)比軸壓比不需考慮自身撓曲變形，取，取，需考慮縱向彎矩。，取又因?yàn)椋?，取，故屬于大偏心受壓。故在第二組內(nèi)力下,因此，在該組內(nèi)力下構(gòu)件截面并未達(dá)到承載力極限狀態(tài)，其配筋由最小配筋率控制。綜合考慮兩種配筋結(jié)果，應(yīng)滿足，且單側(cè)配筋率。即單邊截面總配筋面積故按選配鋼筋。實(shí)配鋼筋4Φ16，配筋面積為803.84mm2驗(yàn)算垂直于彎矩作用平面的承載力：，查表得滿足承載力要求。7.2.2柱斜截面受剪承載力計(jì)算由柱控制截面內(nèi)力組合得該柱最大剪力，相應(yīng)的軸力取。取剪壓比，取。因故，僅需構(gòu)造配箍。柱底軸壓比查《建筑抗震設(shè)計(jì)規(guī)范》附表，得配箍特征值，則。加密區(qū)采用四肢Φ8@100，非加密區(qū)采用四肢Φ8@200，非加密區(qū)混凝土保護(hù)層厚度取20mm，，滿足要求。表7.3框架柱縱向鋼筋計(jì)算結(jié)果列表（單側(cè)配筋）樓層A柱B柱C柱D柱計(jì)算配筋實(shí)際配筋計(jì)算配筋實(shí)際配筋計(jì)算配筋實(shí)際配筋計(jì)算配筋實(shí)際配筋5381.514Φ16(803.84)240.104Φ16(803.84)240.104Φ16(803.84)381.514Φ16(803.84)446.164Φ16(803.84)-127.314Φ16(803.84)-127.314Φ16(803.84)46.164Φ16(803.84)3-202.014Φ16(803.84)-323.164Φ16(803.84)-323.164Φ16(803.84)-202.014Φ16(803.84)2-204.344Φ16(803.84)-364.304Φ16(803.84)-364.304Φ16(803.84)-204.344Φ16(803.84)1-582.644Φ16(803.84)-649.154Φ16(803.84)-649.154Φ16(803.84)-582.644Φ16(803.84)表7.4框架柱箍筋計(jì)算結(jié)果樓層柱號(hào)(kN)(kN)N(kN)(kN)(mm)最小配箍特征值實(shí)際配筋加密區(qū)非加密區(qū)5A16.72643.50203.461072.50-0.4880.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B15.72643.50243.431072.50-0.5080.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C15.72643.50243.431072.50-0.5080.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D16.72643.50203.461072.50-0.4880.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)4A35.47643.50518.161072.50-0.4810.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B34.97643.50635.251072.50-0.5250.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C34.97643.50635.251072.50-0.5250.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D35.47643.50518.161072.50-0.4810.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)3A37.33643.50832.881072.50-0.5790.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)B37.28643.501027.041072.50-0.6460.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)C37.28643.501027.041072.50-0.6460.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)D37.33643.50832.881072.50-0.5790.0600.238四肢Φ8@100(0.873)四肢Φ8@200(1.004)2A43.51643.501147.561072.50-0.6490.0620.247四肢Φ8@100(0.873)四肢Φ8@200(1.004)B43.29643.501418.881072.50-0.7450.0700.277四肢Φ8@100(0.873)四肢Φ8@200(1.004)C43.29643.501418.881072.50-0.7450.0700.277四肢Φ8@100(0.873)四肢Φ8@200(1.004)D43.51643.501147.561072.50-0.6490.0620.247四肢Φ8@100(0.873)四肢Φ8@200(1.004)1A23.34643.501471.851072.50-0.8860.0720.287四肢Φ8@100(0.873)四肢Φ8@200(1.004)B23.94643.501819.201072.50-1.0020.0920.365四肢Φ8@100(0.873)四肢Φ8@200(1.004)C23.94643.501819.201072.50-1.0020.0920.365四肢Φ8@100(0.873)四肢Φ8@200(1.004)D23.34643.501471.851072.50-0.8860.0720.287四肢Φ8@100(0.873)四肢Φ8@200(1.004)第8章現(xiàn)澆樓板設(shè)計(jì)8.1下區(qū)格樓面板圖8.1樓板支承情況示意圖板厚，選用C30混凝土，，；選用HRB400鋼筋，，。，，，為雙向板。8.1.1荷載設(shè)計(jì)值恒載：活載：8.1.2截面設(shè)計(jì)1.內(nèi)力計(jì)算跨中彎矩：支座彎矩：2.計(jì)算參數(shù)板保護(hù)層厚度15mm，主筋選用Φ8。短跨方向：長跨方向：支座處：3.配筋計(jì)算