六層框架辦公樓結(jié)構(gòu)計(jì)算書

設(shè)計(jì)總說明1設(shè)計(jì)簡(jiǎn)介：本設(shè)計(jì)為六層辦公樓，按照設(shè)計(jì)要求與規(guī)范，建筑主體材料選用了混凝土，鋁合金等常規(guī)材料，外墻采用保溫漆。本建筑采用“一”字形框架結(jié)構(gòu)。2建筑做法：根據(jù)建筑《蘇J01－2005》，參照《房屋建筑學(xué)》采用以下建筑做法：地面：水磨石地面（有防水層）1．15厚1：2水泥白石子磨光打蠟2．素水泥漿結(jié)合層一道3．15厚1：3水泥砂漿找平層4．40厚C20細(xì)石混凝土5．防水層：A.刷冷底子油一道，二氈三油防潮層，撒綠豆砂一層，熱瀝青粘牢。B．聚氨酯三遍涂抹防水層，厚1.86．20厚1：3水泥砂漿找平層7．60厚C15混凝土8．100厚碎石夯實(shí)9．素土夯實(shí)樓面：水磨石樓面1．15厚1：2白水泥石子磨光打蠟2．刷素水泥漿結(jié)合層一道3．20厚1：3水泥砂漿結(jié)合層一道4．a(chǎn).現(xiàn)澆鋼筋混凝土樓面b．40厚C20細(xì)石混凝土墊層，預(yù)制鋼筋混凝土樓面2.3踢腳線：水磨石踢角、臺(tái)度1．10厚1：2水泥白石子磨光打蠟2．12厚1：3水泥砂漿打底3．刷界面處理劑一道2.4內(nèi)墻：乳膠漆墻面1．刷乳膠漆2．5厚1：0.3：3水泥石灰膏砂漿粉面3．12厚1：1：6水泥石灰砂漿打底4．刷界面處理劑一道2.5外墻：保溫墻面（聚苯板保溫）1．外墻涂料飾面2．聚合物砂漿3．耐堿玻纖網(wǎng)格布一層（用于底層時(shí)為二層）4．聚合物砂漿5．界面劑一道，刷在擠塑板粘貼面上6．?dāng)D塑聚苯板保溫層7．界面劑一道，刷在擠塑板粘貼面上8．3厚專用膠粘劑9．20厚1：3水泥砂漿找平層10．刷界面處理劑一道屋面：高分子改性瀝青卷材防水屋面（二道設(shè)防保溫，有隔氣層屋面）1．刷淺色反光涂料（不計(jì)重）2．高分子改性瀝青柔性卷材一層3．1：3水泥沙漿找平層4．40厚C20細(xì)石混凝土配Ф4@150雙向鋼筋5．保溫層6．20厚1：3水泥砂漿找平層，現(xiàn)澆鋼筋混凝土屋面2.7平頂：乳膠漆頂棚（現(xiàn)澆混凝土屋面）1．刷乳膠漆：2．6厚1：0.3：3水泥石灰膏粉面3．6厚1：0.3：3水泥石灰膏打底掃毛4．刷素水泥漿一道（內(nèi)摻建筑膠）5．現(xiàn)澆鋼筋混凝土（預(yù)制板底用水加10%火堿清洗油膩）2.8油漆：乳膠漆1．乳膠漆二度2．滿刮膩?zhàn)佣?．刷稀釋乳膠漆一度2.9水泥臺(tái)階：防滑磚臺(tái)階1.10厚防滑地磚（帶防滑條），干水泥擦縫2．8厚1：1水泥細(xì)砂漿結(jié)合層3.20厚1：3水泥砂漿找平層4.素水泥砂漿結(jié)合層一道5.70厚C15混凝土（厚度不包括踏步三角部分）臺(tái)階面向外坡1%6.200厚碎石，灌1：5水泥砂漿7.素土夯實(shí)2.10散水：混凝土散水1．60厚C15混凝土，撒1：1水泥砂子，壓實(shí)抹光2．120厚碎石墊層3．素土夯實(shí)，向外坡4%2．11衛(wèi)生間：1.8－10厚地磚樓面干水泥擦縫2.5厚1：1水泥細(xì)砂漿結(jié)合層3.30厚C20細(xì)石混凝土4.防水層：聚氨酯三遍涂膜防水層厚1.85.20厚1：3水泥砂漿找平層6.現(xiàn)搗制鋼筋混凝土樓板7.地磚地面3.結(jié)構(gòu)施工說明:3.1主要材料:1、主體框架梁板柱均采用C30混凝土。2、墻體采用KPI多孔磚。3、梁柱縱筋均采用HRB335二級(jí)鋼筋，箍筋采用HPB235一級(jí)鋼筋。4、板配筋均采用HPB235一級(jí)鋼筋。3.2施工注意事項(xiàng):1、屋面找坡應(yīng)該考慮所采用的屋面防水材料和當(dāng)?shù)亟涤炅績(jī)煞矫娴囊蛩亍?、現(xiàn)澆混凝土單向板跨中鋼筋的放置方法：短向筋放置在板下部，長(zhǎng)向筋放置在短向筋之上；3、拆模的時(shí)間要掌控的得體，在任何情況下，拆模時(shí)的混凝土強(qiáng)度不得低于設(shè)計(jì)強(qiáng)度的75%；若在板上作業(yè)（不得超過使用荷載），混凝土強(qiáng)度必須達(dá)到100%方可拆模。4、凡外墻轉(zhuǎn)角處的現(xiàn)澆板角，在板面加設(shè)與外墻成45度的放射筋，一端伸入墻內(nèi)圈梁。5、在板的未配筋表面布置雙向Φ6@200溫度筋網(wǎng)片。結(jié)構(gòu)計(jì)算1設(shè)計(jì)資料：1.1工程名稱：連云港市財(cái)政局綜合辦公樓1.2工程概況：本建筑采用的是現(xiàn)澆混凝土框架結(jié)構(gòu)，層數(shù)6層。一層層高為4.5m，二層層高為3.6m，標(biāo)準(zhǔn)層層高為3.6m，室內(nèi)外高差為0.45m，平屋頂1.3設(shè)計(jì)資料：1、基本風(fēng)壓：0.55KN/m22、基本雪壓：0.35KN/m2，雪荷載準(zhǔn)永久值分區(qū)為Ⅲ區(qū)。3、地震烈度：7度，設(shè)計(jì)基本地震加速度為0.1g，Ⅱ類場(chǎng)地，設(shè)計(jì)地震分組為第二組。為三級(jí)抗震。4、地面粗糙度類別：B類。5、地質(zhì)資料：地下水位在地面以下5m表1-1土壤物理力學(xué)性能編號(hào)土體名稱平均深度m1素填土0.816.82粘土0.73217.00.90.958.618515.6300.63粘土5.03017.80.720.8316.5280120.52100.54粘土>103418.60.750.8018.3290140.52300.52結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖2.1結(jié)構(gòu)布置如圖2-1所示圖2-1柱網(wǎng)布置圖2.2計(jì)算單元選取由于本設(shè)計(jì)為一簡(jiǎn)單矩形三跨框架結(jié)構(gòu)，計(jì)算單元取中跨橫向框架④軸線一榀框架，如圖2-2所示，其計(jì)算簡(jiǎn)圖如圖2-3。底層柱高=底層層高=4950mm。（注：運(yùn)用剛性地面）圖2－2計(jì)算單元圖2-3計(jì)算簡(jiǎn)圖2.3梁柱截面尺寸的確定2.3.1梁截面尺寸1、主梁：AB跨：梁高；取800㎜梁寬；取300㎜BC跨、CD跨的情況均與AB跨一樣。故主梁截面尺寸：800㎜×300㎜①~②跨：梁高；取800mm梁寬mm故次梁截面尺寸：800mm×300mm2、次梁：①～②跨：梁高；取500㎜梁寬；取250㎜故次梁截面尺寸：500㎜×250㎜。3、次次梁：梁高；取500mm梁寬；取250故次次梁尺寸為：500mm×250mm2.3.2柱截面尺寸的確定1、按底層確定柱截面尺寸，底層柱高H=4500㎜。2、。3、初步選定柱的截面尺寸（1）、該建筑采用全現(xiàn)澆結(jié)構(gòu)，底層混凝土強(qiáng)度等級(jí)取C45，其余層混凝土強(qiáng)度等級(jí)取C30。邊柱負(fù)荷面積：中柱負(fù)荷面積：F=（2）、確定柱截面尺寸：柱軸壓比限制：估算N＝10～20KN/辦公樓一般取N＝10又因?yàn)楸驹O(shè)計(jì)抗震等級(jí)為三級(jí)，框架結(jié)構(gòu)所以n=0.9（3）、一層邊柱：（4）、一層中柱：故取，初步選定柱截面尺寸為：600mm×600mm。2.4板厚的確定規(guī)范規(guī)定單向板中民用建筑樓板的最小厚度厚取60mm，故本設(shè)計(jì)取板厚120mm。3恒載計(jì)算3.1屋面荷載標(biāo)準(zhǔn)值：20厚1：3水泥砂漿：40厚C20細(xì)石混凝土：20厚1：3水泥砂漿找平：120厚現(xiàn)搗鋼筋混凝土板：板底抹灰平頂，厚度20，：合計(jì)：3.2樓面荷載標(biāo)準(zhǔn)值：15厚1：2白水泥白石子磨光打蠟：0.655厚素水泥漿結(jié)合層一道：20厚1：3水泥砂漿找平層：120厚現(xiàn)搗鋼筋混凝土屋面板：合計(jì)：3.3框架梁柱荷載標(biāo)準(zhǔn)值：3.3.1梁自重：（包括20mm厚抹灰）（1）合計(jì)：13.23KN/m（2）柱自重：（包括20mm厚抹灰）合計(jì)：3.4填充墻荷載標(biāo)準(zhǔn)值：外墻單位墻體自重（包括20mm厚抹灰）：合計(jì)：內(nèi)墻單位墻體自重（包括20mm厚抹灰）：合計(jì)：3.5門窗荷載標(biāo)準(zhǔn)值：鋁合金玻璃窗（以鋼框玻璃窗計(jì)算）取，木門取，鋁合金門取，木框玻璃窗取。3.6樓梯荷載的標(biāo)準(zhǔn)值：先假設(shè)樓梯底板厚度150mm，平臺(tái)梁尺寸：，平臺(tái)板厚：100mm。3.6.1梯段板的荷載：合計(jì)：3.6.2平臺(tái)板荷載標(biāo)準(zhǔn)值：水磨石面層：100厚混凝土板：板底抹灰：合計(jì)：3.6.3平臺(tái)梁荷載：梁自重：梁側(cè)粉刷：合計(jì)：4活荷載計(jì)算本設(shè)計(jì)為不上人屋面，雪荷載標(biāo)準(zhǔn)值為，在計(jì)算重力荷載時(shí)，按規(guī)范屋面活載取雪荷載。樓梯活荷載為，衛(wèi)生間活荷載為，樓面活荷載為。5樓層荷載匯總計(jì)算各層總重力荷載代表值，除頂層屋面計(jì)算時(shí)是取女兒墻全部恒載+屋面以下一半恒載，其余各層計(jì)算均取樓層上下各一半恒載，各層重力荷載集中于樓屋蓋標(biāo)高處?；钶d取50%。5.1頂層荷載：女兒墻自重：（240厚墻磚女兒墻）屋面自重：，（屋面面積1043.287m2）柱自重（包括粉刷）：梁荷載（包括粉刷）：1主梁（包括粉刷）：次梁（包括粉刷）：次次梁（包括粉刷）：梁總荷載為：頂層上半部分外墻荷載：外墻凈長(zhǎng)度：頂層上半部分外墻荷載：內(nèi)墻凈長(zhǎng)：頂層上半部分內(nèi)墻荷載：門窗洞口總面積：故墻體總荷載：門窗荷載：按規(guī)范規(guī)定活載取雪荷載：（屋面面積=1043.28m2頂層重力荷載代表值：五層荷載：梁荷載：墻體總荷載：門窗荷載：36.85+15.34=52.2KN樓梯荷載：KN4123.44+1131.26+2799.41+3461.48+52.2+149.97=11717.76KN樓梯活荷載：2.5樓面活荷載：2.0衛(wèi)生間活荷載：2.0五層重力荷載代表值：KN5.3二～四層荷載：樓面荷載：4123.44KN柱自重（包括粉刷）1131.26KN梁荷載：梁總荷載（包括粉刷）：2799.41KN墻體總荷載：3461.48KN門窗荷載：52.2KN樓梯荷載：樓梯活荷載：樓面活荷載：2.0衛(wèi)生間樓面活載:二～四層重力荷載代表值：5.4一層荷載：樓面荷載：4123.44KN柱自重（包括粉刷）：梁總荷載：2799.41KN外墻凈長(zhǎng)：底層外墻荷載：底層內(nèi)墻荷載：底層墻體荷載：門窗荷載：M－1：（4）M－2：（11）M-3：（2）M－4：（1）C－3：（26）C－4：（4）C－3：（2）M：C：門窗荷載：樓梯荷載：277.61KN雨棚荷載：樓梯活荷載：衛(wèi)生間樓面活載:樓面活荷載：2.0一層重力荷載代表值：各層荷載代表值的圖示如圖5-1：圖5-1重力荷載代表值6地震作用6.1橫向框架側(cè)移剛度計(jì)算表6-1二～六層梁的線剛度截面尺寸b×h（mm2）彈性模量Ec（N/mm2）慣性矩Ic=bh3/12（mm4）跨度L（mm）線剛度i0=EcIc/L邊框架梁Kb=1.5i0中框架梁Kb=2.0i0300×8006900250×5006900250×5003600表6-2底層梁的線剛度截面尺寸b×h（mm2）彈性模量Ec（N/mm2）慣性矩Ic=bh3/12（mm4）跨度L（mm）線剛度i0=EcIc/L邊框架梁Kb=1.5i0中框架梁Kb=2.0i0300×8006900250×5006900250×5003600表6-3柱子的線剛度層次截面尺寸b×h（mm2）彈性模Ec（N/mm2）慣性矩Ic=bh3/12（mm4）層高H(mm)線剛度i0=EcIc/H3~6600×6003.0×10410.8×10936009.00×10102600×6003.0×10410.8×10936009.00×10101600×6003.3×10410.8×10945007.2×1010表6－4柱的側(cè)移剛度D值計(jì)算層次截面砼強(qiáng)度等級(jí)彈性模量層高H（m）截面慣性矩線剛度aA、D軸線邊框架邊柱2-60.6*0.6C303.60.930.322666710.6*0.6C454.501.290.5419042B、C軸線邊框架中柱2-60.6*0.6C303.61.850.483856010.6*0.6C454.502.580.6727626A、D軸線中框架邊柱2-60.6*0.6C303.61.240.383066710.6*0.6C454.501.720.5922814B、C軸線中框架中柱2-60.6*0.6C303.62.470.554383310.6*0.6C454.503.450.7230683表6－5各層D值匯總樓層序號(hào)12～6匯總D值各柱D值×根數(shù)A、D軸線邊框架邊柱19042×426667×4B、C軸線邊框架中柱27626×438560×4A、D軸線中框架邊柱22814×1230667×12B、C軸線中框架中柱30683×1243833×1282863611246686.2橫向框架自振周期計(jì)算局部突出屋面的部分對(duì)主體結(jié)構(gòu)位移的影響，按頂點(diǎn)位移相等的原則，將重力荷載折算到主體結(jié)構(gòu)頂層。按頂點(diǎn)位移法計(jì)算，考慮填充墻對(duì)框架剛度的影響，取基本周期調(diào)整系數(shù)，計(jì)算公式為，式中為頂點(diǎn)位移（單位為m）按D值法計(jì)算，見表6-4。表6-6橫向框架頂點(diǎn)位移計(jì)算層次G（KN）∑G（KN）Di=∑G/Di(m)(m)6127621276211246680.0110.322512984.625746.611246680.0210.311413112.2438858.811246680.0320.29313112.2451971.111246680.0430.258213112.2465083.311246680.0540.215114343.1579426.48286360.1610.161相鄰層間剛度的比值：828636/1124668＝0.74>0.7故層間剛度符合要求6.3橫向框架水平地震作用地震作用按7度，設(shè)計(jì)基本地震加速度為0.1g的Ⅱ場(chǎng)地，設(shè)計(jì)地震分組為第二組，故特征周期=0.4。則，因，總水平地震作用標(biāo)準(zhǔn)值即底部剪力按下式計(jì)算：由于，所以需要考慮頂部附加水平地震作用頂部附加水平地震作用系數(shù)：頂部附加水平地震作用則質(zhì)點(diǎn)i的水平地震作用為：。則主體結(jié)構(gòu)頂層（第六層）水平地震剪力作用為，抗震驗(yàn)算時(shí)，結(jié)構(gòu)各樓層的最小水平地震剪力標(biāo)準(zhǔn)值應(yīng)符合因?yàn)椴楸淼眉袅ο禂?shù)表6-7各層地震作用及樓層地震剪力層次hi(m)Hi(m)Gi(KN)GiHiGiHi/∑GiHiVi(KN)63.622.9512762292887.90.2729511013.671013.6753.619.3512984.6251252.10.232951678.731692.443.615.7513112.4206517.80.192951560.692253.133.612.1513112.4159313.70.152951442.652685.723.68.5513112.4112109.70.1012951298.052993.814.504.5014225.3164013.90.0542951188.863182.6表6-8樓層的最小水平地震剪力標(biāo)準(zhǔn)值驗(yàn)算樓層序號(hào)Gi(KN)612762127620.016204.21013.67512984.625746.60.016411.91692.4413112.2438858.80.016621.72253.1313112.2451971.10.016831.52695.7213112.2465083.320.0161041.32993.8114343.1579426.50.0161270.83182.66.4變形驗(yàn)算：結(jié)果列于表6-9表6-9變形驗(yàn)算層次層間剪力Vi（KN）層間剛度Di（KN）Ui-Ui-1=Vi/Di（m）層高h(yuǎn)i(m)層間相對(duì)彈性轉(zhuǎn)角備注61013.6711246680.00093.61/4000層間相對(duì)彈性轉(zhuǎn)角均滿足θe＜[θe]=1/550的要求51692.411246680.00153.61/240042253.111246680.00203.61/180032695.711246680.00243.61/150022993.811246680.00273.61/133313182.68286360.00284.51/11920.012322.5從表可見最大層間彈性位移發(fā)生在第一層，其值為1/1192<1/550滿足要求圖6－1層間剪力及位移示意圖6.5橫向框架④軸柱端彎矩計(jì)算表6-10橫向框架④軸柱端彎矩計(jì)算層次hVi層間剛度∑DA、D軸（邊柱）DKy1-yMtMb63.61013.671124668306671.240.350.6564.6834.8353.61692.41124668306671.240.400.6099.6866.4543.62253.11124668306671.240.450.55121.6599.5333.62695.71124668306671.240.450.55145.54119.0823.62993.81124668306671.240.50.5146.94146.9414.53182.6828636228141.720.650.35136.68253.84層次hVi層間剛度∑DB、C軸（中柱）DKY1-yMtMb63.61013.671124668438332.470.40.685.3456.8953.61692.41124668438332.470.450.55130.60106.8643.62253.11124668438332.470.450.55173.87170.2033.62695.71124668438332.470.500.50189.11189.1123.62993.81124668438332.470.500.50210.03210.0314.53182.6828636306833.450.450.55238.64291.676.6地震作用下的內(nèi)力分析?、茌S橫向框架分析，④軸柱端彎矩計(jì)算結(jié)果詳見表6-11，地震作用下框架梁柱端彎矩、梁端剪力及柱軸力分別見下圖。求得柱端彎矩后可用節(jié)點(diǎn)平衡的方法求得梁端彎矩，公式如下：表6-11梁端彎矩、剪力及柱端軸力計(jì)算層次A-BB-C柱軸力MblMbrlVbMblMbrlVbAB664.68-36.576.914.6748.77-48.776.914.1414.670.535134.51-93.216.933.01124.28-124.286.936.0247.68-14.144188.10-120.316.944.69160.42-160.426.946.6992.37-14.143245.07-153.996.957.83205.32-205.326.959.51150.2-15.822266.02-171.066.963.34228.08-228.086.966.11213.54-18.591283.62-192.356.968.98256.32-256.326.974.29282.52-23.90圖6－2地震作用下框架梁、柱彎矩圖6－3地震作用下框架梁剪力圖圖6－4地震作用下框架柱軸力圖7橫向框架風(fēng)荷載用下的內(nèi)力分析風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為：基本風(fēng)壓：，風(fēng)載體型系數(shù)：（迎風(fēng)面）和（背風(fēng)面）地面粗糙度類別為B類：，查表得脈動(dòng)影響系數(shù)，結(jié)構(gòu)自振周期。因?yàn)榻Y(jié)構(gòu)高度H=23.7m＜30m，可取；對(duì)矩形平面總體型系數(shù),可查荷載規(guī)范。將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載，計(jì)算過程如表7-1所示。表中Z為框架節(jié)點(diǎn)至室外地面的高度，A為一榀框架各層節(jié)點(diǎn)的受風(fēng)面積，計(jì)算結(jié)果如圖7-1所示。表7-1風(fēng)荷載計(jì)算層次βzμsZ(m)μzω0(KN/m2)A(m2)Pω(KN)61.01.322.501.290.5518.7217.2751.01.318.901.230.5525.9222.7941.01.315.301.150.5525.9221.3131.01.311.701.050.5525.9219.4621.01.38.101.000.5525.9218.5311.01.34.501.000.5530.7822.01圖7－1節(jié)點(diǎn)等效集中風(fēng)荷載7.1橫向框架風(fēng)荷載作用下的水平位移驗(yàn)算7.1.1側(cè)移剛度D表7－2橫向2～6層D值計(jì)算構(gòu)件名稱A軸柱0.3830667B軸柱2.470.5543833C軸柱2.470.5543833D軸柱1.240.3830667橫向底層D值計(jì)算構(gòu)件名稱A軸柱1.720.5922814B軸柱3.450.7230683C軸柱3.450.7230683D軸柱1.720.59228147.1.2風(fēng)荷載作用下框架側(cè)移計(jì)算水平荷載作用下框架的層間側(cè)移可按下式計(jì)算第一層的層間側(cè)移值求出后，就可以計(jì)算各樓板標(biāo)高處的頂點(diǎn)位移值，各樓板標(biāo)高處的側(cè)移值是該層以下各層層間側(cè)移之和，頂點(diǎn)位移是所有層的層間側(cè)移之和。J層側(cè)移頂點(diǎn)側(cè)移框架在風(fēng)荷載作用下的側(cè)移計(jì)算見表7-3表7－3風(fēng)荷載作用下框架側(cè)移計(jì)算層次617.2717.271490000.00011/36000522.7940.061490000.00031/12000421.3161.371490000.00041/9000319.4680.831490000.00051/7200218.5399.361490000.00071/5142122.01121.371069940.00111/4500側(cè)移驗(yàn)算層間側(cè)移最大值1/4500<1/550滿足要求7.2橫向框架風(fēng)荷載作用下的內(nèi)力計(jì)算以②軸線橫向框架計(jì)算內(nèi)力，其計(jì)算方法同地震作用計(jì)算方法，柱端剪力及彎矩按以下公式計(jì)算:,具體見表7-4：表7-4風(fēng)荷載作用下A軸框架柱剪力和梁柱端彎矩計(jì)算層次Dh617．27149000306670.213.630.358.484.578.48540．06149000306670.218.410.4018.1712.1122.74461．37149000306670.2112.890.4525.5220.8837.63380．83149000306670.2116.970.4533.6027.4954.48299．56149000306670.2120.870.537.5737.5765.061121．37106994228140.21325.850.6540.7175.6085.28風(fēng)荷載作用下B軸框架柱剪力和梁柱端彎矩計(jì)算617.27149000438330.295.000.410.807.2010.80540.06149000438330.2911.620.4523.0018.4030.20461.37149000438330.2917.790.4535.2228.8253.62380.83149000438330.2923.440.5042.1942.1971.01299.36149000438330.2928.810.5051.8651.8694.051121.37106994306830.2934.810.5570.4986.15122.35層次A-BB-C柱軸力llAB68.48-4.636.91.96.17-6.176.91.791.900.11522.74-12.946.95.1717.26-17.266.95.007.070.28437.63-22.986.98.7830.64-30.646.98.8815.850.18354.48-30.436.912.3140.58-40.586.911.7621.090.73265.06-40.316.915.2753.74-53.746.915.5836.360.42185.28-52.446.919.9669.91-69.916.920.2656.320.12風(fēng)荷載作用下梁端彎矩、剪力及柱軸力計(jì)算圖7－2風(fēng)荷載作用下框架梁、柱彎矩圖圖7－3風(fēng)荷載作用下框架梁剪力圖圖7－4風(fēng)荷載作用下框架柱軸力圖8豎向荷載作用下橫向框架內(nèi)力計(jì)算8.1計(jì)算單元?、谳S線橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為7.2m，如圖8-1所示，由于房間布置有次梁，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)的樓面荷載先傳遞給次梁和縱向框架梁，再以集中力的形式傳給框架，作用于各節(jié)點(diǎn)上，由于縱向框架的中線與柱的中心線不重合，因此在框架節(jié)點(diǎn)上還有集中力矩。圖8－1計(jì)算單元8.2荷載計(jì)算8.2.1各層恒第六層：圖8-2所示:圖8－2六層梁上作用的恒載女兒墻5×7.2×0.8＝28.8KN次梁自重ABCDCD間：3.39×6.9=23.39KN邊框梁自重：6.46×7.2=46.51KN中跨次次梁自重：3.39X3.6=12.21AB、CD跨均布荷載：BC跨均布荷載：3.06KN/mA、D軸集中力：KNB、1/B跨的均布荷載：6.46+4.944X3.6=24.26KNC軸集中力：1/B軸的集中荷載：B軸的集中荷載：第一～五層：如圖8-3所示，圖8－3一～五層梁上作用的恒載A、D軸4~5跨墻體：1/B、C軸4~5跨墻體：A、D軸窗重量：1/B、C軸門重量：AB、CD、1/B跨均布荷載：24.26KN/m1/B、C跨均布荷載：6.46KN/mA、D軸集中力:C軸集中力：1/B軸集中力：96.85+81.74+1.15=179.74KNB軸集中力：167.29KN8.2.2各層一～六層活載計(jì)算：圖8－4一～六層梁上作用的活載AB、CD、1/B跨均布荷載：1/B、C跨均布荷載：A、D軸集中力：C軸集中力：1/B軸集中力：KNB軸集中力：8.3各層結(jié)點(diǎn)彎矩計(jì)算8.3.1六層恒載作用下結(jié)點(diǎn)彎矩圖8－5六層梁上作用的恒載8.3.2一～五層恒載作用下結(jié)點(diǎn)彎矩圖8－6一～五層梁上作用的恒載8.3.3一～六層活載作用下結(jié)點(diǎn)彎矩圖8－7一～六層梁上作用的活載8.4梁柱線剛度比（彎矩分配系數(shù)）一層：梁柱二～六層：柱圖8－8二次彎矩分配系數(shù)8.5橫向框架的彎矩用二次分配法進(jìn)行彎矩分配8.5.1恒載作用下的彎矩二次分配：見（圖8-8.5.28.5圖8-9恒載作用下梁柱彎矩圖圖8-10恒載作用下梁柱軸力圖圖8-11恒載作用下梁柱剪力圖8.5圖8-12活載作用下梁柱彎矩圖圖8-13活載作用下梁柱軸力圖圖8-14活載作用下梁柱剪力圖8.5.5表8-1恒載作用下的內(nèi)力表8-2活載作用下的內(nèi)力圖8-7恒載作用下彎矩二次分配圖（KN·m）圖8-8活載作用下彎矩二次分配圖圖8-9恒載作用下的梁柱彎矩圖圖8-10恒載作用下的柱軸力圖圖8-11恒載作用下梁柱的剪力圖圖8-12活載作用下梁柱的彎矩圖圖8-13活載作用下柱的軸力圖圖8-14活載作用下梁柱的剪力圖表8-1恒載作用下的內(nèi)力層次A-BB-CC-D柱軸力M左M右V左V右M左M右V左V右M左M右V左V右ABCD655.8790.5283.783.756.8435.09117.39146.8681.0558.8583.783.7232.1368.37397.84232.10267.45403.72433.19267.45581.7794.3183.783.748.1321.94146.22200.9287.9581.6683.783.7566.26633.63717.80566.26601.61668.98753.15601.61475.8193.6983.783.748.7522.98146.22200.9286.9179.0583.783.7900.42898.891037.76900.42935.77934.241073.12935.77375.8193.6983.783.748.7522.98146.22200.9286.9179.0583.783.71234.581164.151357.711234.581269.931199.511393.061269.93274.5593.6983.783.748.7522.98146.22200.9286.9173.0983.783.71568.741429.421677.67156.741604.091464.771713.021604.09166.5893.183.783.751.2726.01146.22200.9283.8873.5583.783.71854.281694.681997.631854.281902.891743.292046.241902.89活載作用下的內(nèi)力表8-2層次A-BB-CC-D柱軸力M左M右V左V右M左M右V左V右M左M右V左V右ABCD616.5926.8124.8424.8416.779.7824.8424.8433.7717.5524.8424.8449.6890.7290.7249.68523.2627.9624.8424.8414.194.3824.8424.8427.3224.3224.8424.8499.36184.44181.4499.36422.5027.7724.8424.8414.386.124.8424.8425.629.5624.8424.84149.04272.16272.16149.04322.5027.7724.8424.8414.386.124.8424.8425.629.5624.8424.84198.72362.88362.88198.72222.6727.8224.8424.8414.336.0224.8424.8425.6823.7124.8424.84248.4453.6453.6248.4119.8127.3924.8424.8415.187.4324.8424.8424.7620.8424.8424.84298.08544.32544.32298.089、橫向框架內(nèi)力組合9.1彎矩調(diào)幅由于在這之前的計(jì)算均運(yùn)用結(jié)構(gòu)的彈性理論結(jié)算結(jié)構(gòu)的內(nèi)力的，而現(xiàn)實(shí)情況下，結(jié)構(gòu)是按塑性破壞的，所以在內(nèi)力組合之前對(duì)豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅。分別考慮恒荷載和活荷載由可變荷載效應(yīng)控制組合和由永久荷載效益控制的組合，并比較兩種組合的內(nèi)力，取最不利者。由于構(gòu)件控制截面的內(nèi)力取自支座邊緣處，為此，進(jìn)行組合前，應(yīng)先計(jì)算各控制截面處的內(nèi)力值。調(diào)幅系數(shù)β=0.8，柱子高度b=0.6m，g為恒載，p為活載，具體計(jì)算過程見表9-1表9-1彎矩調(diào)幅層次恒載作用下的彎矩(KNM)調(diào)幅及控制截面處的彎矩M控(KNM)及剪力V'(KN)MM'=0.8×MAB跨BC跨CD跨AB跨MblMbrMblMbrMblMbrMbl'Mbr'655.8790.5256.8435.0981.0558.8544.772.42581.7794.4348.1321.9487.9581.6665.4275.45475.8193.6948.7522.9886.9179.0560.6574.95375.8193.6948.7522.9886.9179.0560.6574.95274.5593.6948.7522.9886.9173.0959.6474.95166.5893.151.2726.0183.8873.5553.2674.48層次M'=0.8×MVBC跨CD跨AB跨BC跨Mbl'Mbr'Mbl'Mbr'VblVbrVblVbr645.4728.0764.8447.0883.783.7117.39146.86538.517.5570.3665.3383.783.7200.9287.9543918.3869.5363.2483.783.7200.9286.9133918.3869.5363.2483.783.7200.9286.9123918.3869.5358.4783.783.7200.9286.91174.4820.8167.1058.8483.783.7200.9286.91層次VV'=V-gb/2CD跨AB跨BC跨CD跨VblVbrVbl'Vbr'Vbl'Vbr'Vbl'Vbr'683.783.776.4276.42110.11139.5876.4276.42583.783.776.4276.42193.6480.6776.4276.42483.783.776.4276.42193.6479.6376.4276.42383.783.776.4276.42193.6479.6376.4276.42283.783.776.4276.42193.6479.6376.4276.42183.783.776.4276.42193.6479.6376.4276.42層次活載作用下的彎矩(KNM)調(diào)幅及控制截面處的彎矩M控(KNM)及剪力V'(KN)MM'=0.8×MAB跨BC跨CD跨AB跨MblMbrMblMbrMblMbrMbl'Mbr'616.5926.8116.779.7833.7717.5513.2721.45523.2627.9614.194.3827.3224.3218.6122.37422.527.7714.386.125.629.561822.22322.527.7714.386.125.629.561822.22222.6727.8214.336.0225.6823.7118.1422.26119.8127.3915.187.4324.7620.8415.8521.91層次M'=0.8×MVBC跨CD跨AB跨BC跨Mbl'Mbr'Mbl'Mbr'VblVbrVblVbr613.427.8227.0214.0424.8424.8424.8424.84511.353.521.8619.4624.8424.8424.8424.84411.504.8821.2823.6524.8424.8424.8424.84311.504.8821.2823.6524.8424.8424.8424.84211.464.8220.5418.9724.8424.8424.8424.84112.145.9419.8116.6724.8424.8424.8424.84層次VV'=V-pb/2CD跨AB跨BC跨CD跨VblVbrVbl'Vbr'Vbl'Vbr'Vbl'Vbr'624.8424.8422.6822.6822.6822.6822.6822.68524.8424.8422.6822.6822.6822.6822.6822.68424.8424.8422.6822.6822.6822.6822.6822.68324.8424.8422.6822.6822.6822.6822.6822.68224.8424.8422.6822.6822.6822.6822.6822.68124.8424.8422.6822.6822.6822.6822.6822.68續(xù)表-9-1彎矩調(diào)整層次M控制=M-V控×b/2（恒載）AB跨BC跨CD跨M控lM控rM控lM控rM控lM控r621.7749.4912.44-13.841.9124.15542.4952.52-19.59-6.6547.4342.4437.7252.02-19.09-5.5146.640.31337.7252.02-19.09-5.5146.640.31236.7152.02-19.09-5.5146.635.54130.3351.5516.39-3.0844.1735.91層次M控制=M-V控×b/2（活載）AB跨BC跨CD跨M控lM控rM控lM控rM控lM控r66.4714.656.621.0220.227.24511.8115.574.55-3.315.0612.66411.215.424.7-1.9214.4816.85311.215.424.7-1.9214.4816.85211.3415.464.66-1.9813.7412.1719.0515.115.34-0.8613.019.879.2內(nèi)力組合考慮五種荷載組合：（注：重力載＝恒載+0.5活載）1、1.2恒載+1.4活載；2、1.35恒載+0.98活載3、1.2恒載+1.4風(fēng)載；4、1.2恒載+0.9×（1.4活載+1.4風(fēng)載）；5、γRE（1.2重力載+1.3地震荷載）為達(dá)到“三水準(zhǔn)設(shè)防，二階段設(shè)計(jì)”的要求，應(yīng)使框架結(jié)構(gòu)具有足夠的承載能力、良好的變形能力以及合理的破壞機(jī)制。因此在抗震設(shè)計(jì)時(shí)應(yīng)遵循“強(qiáng)柱弱梁”，“強(qiáng)剪弱彎”，“強(qiáng)結(jié)點(diǎn)、強(qiáng)錨固”的設(shè)計(jì)原則。框架橫梁的控制截面是支座截面和跨中截面，支座處一般產(chǎn)生-Mmax和Vmax，跨中截面產(chǎn)生Mmax。柱的控制截面在柱的上、下端。恒載、活載、風(fēng)載和地震荷載都分別按各自規(guī)律布置進(jìn)行內(nèi)力分析，恒載，活載取支座上部彎矩為負(fù)，下部彎矩為正；風(fēng)載、地震荷載均考慮左右兩個(gè)方向，然后取出各個(gè)構(gòu)件控制截面處的內(nèi)力，最后在若干組不利內(nèi)力中選取幾組最不利的內(nèi)力作為構(gòu)件截面的設(shè)計(jì)內(nèi)力。梁的內(nèi)力見組合附表-1，柱的內(nèi)力組合附表-2，梁柱結(jié)點(diǎn)彎矩調(diào)整附表-3，柱端剪力調(diào)整附表-4，調(diào)整后橫向框架各柱剪力組合附表-5。

10、截面設(shè)計(jì)10.1框架梁二～五層內(nèi)力接近，取第三層進(jìn)行計(jì)算，底層與頂層分別進(jìn)行計(jì)算，各層計(jì)算結(jié)果見表10-110.1.1梁的正截面受彎承載力計(jì)算當(dāng)梁的下部受拉時(shí)，按T型梁截面計(jì)算，當(dāng)梁上部受拉時(shí)，按矩形梁截面計(jì)算。即跨中按T型梁截面計(jì)算，支座出按矩形梁截面計(jì)算。翼緣計(jì)算寬度按跨度考慮，取三分之一跨度,6.9×1/3=2.3m按翼緣考慮時(shí)：此情況不起控制作用，故梁內(nèi)縱向鋼筋采用HRB335級(jí)鋼筋標(biāo)準(zhǔn)層：AB跨圖10－1AB跨梁簡(jiǎn)圖屬于第一類T型截面：實(shí)配4φ18同時(shí)滿足配筋率要求2、BC跨：圖10－2BC跨梁簡(jiǎn)圖屬于第一類T型截面：實(shí)配4φ25滿足要求。3、CD跨計(jì)算同于AB跨3、AB跨：

支座A上部因?yàn)閷?shí)配4φ20（）支座B上部因?yàn)閷?shí)配4φ20（）4、BC跨：

支座B上部實(shí)配4φ20（）支座C上部同支座B實(shí)配4φ20（）表10-1橫梁配筋計(jì)算頂層二~五層計(jì)算面積選筋實(shí)配面積計(jì)算面積選筋實(shí)配面積AB跨支座A-114.095132φ18509-370.5811564φ201256支座B-115.725212φ18509-271.8612224φ201256跨中215.689714φ181017196.618924φ181017BC跨支座B-82.343702φ18509-250.1811264φ201256支座C-50.112252φ18509-260.4511594φ201256跨中349.3315734φ221520423.5119474φ251964CD跨支座C-109.974952φ18509-264.811874φ201256支座D-117.415282φ18509-377.0712364φ201256跨中216.9097718φ181017196.619984φ181017底層計(jì)算面積選筋實(shí)配面積AB跨支座A-410.5310844φ201256支座B-320.9811874φ201256跨中201.929654φ181017BC跨支座B-356.0911684φ201256支座C-329.7112984φ201256跨中425.7211194φ201256CD跨支座C-310.8711894φ201256支座D-417.7210894φ201256跨中203.399684φ18101710.1.2梁的斜截面受剪承載力計(jì)算表10-2梁斜截面配筋計(jì)算截面支座A支座B左支座B右支座C左支座C右支座D六層V/KN125.39124.38164.12210.66125.39123.46γREV/KN106.58105.72139.5179.06106.58104.94bh0/mm20.25βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<0<0<0<0<0箍筋股數(shù)、直徑2φ82φ82φ82φ82φ82φ8箍筋間距1001001001001001000.190.190.190.190.190.19驗(yàn)算滿足滿足滿足滿足滿足滿足標(biāo)準(zhǔn)層V/KN180.49180.49320.34186.53180.49180.49γREV/KN153.42153.42274.84158.55153.42153.42bh0/mm20.20βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<0<0<0<0<0箍筋股數(shù)、直徑2φ82φ82φ82φ82φ82φ8箍筋間距1001001001001001000.560.560.560.560.560.56驗(yàn)算滿足滿足滿足滿足滿足滿足一層V/KN194.99194.99342.55205.74194.99194.99γREV/KN165.74165.74291.17174.88165.74165.74bh0/mm20.20βcfcbh0/KN793.65793.65793.65793.65793.65793.65222.22222.22222.22222.22222.22222.22<0<00.55<0<0<0箍筋股數(shù)、直徑2φ82φ82φ82φ82φ82φ8箍筋間距1001001001001001000.560.560.560.560.560.56驗(yàn)算滿足滿足滿足滿足滿足滿足括號(hào)內(nèi)數(shù)值為梁端加密區(qū)范圍內(nèi)的箍筋間距，βc＝1.0，γRE為梁的抗震受剪承載力調(diào)整系數(shù)，取0.85ft＝1.43KN/mm2，fc＝14.3KN/mm2,fyv=210KN/mm2梁端加密區(qū)箍筋取2肢φ8＠100，采用HPB235級(jí)鋼筋，，加密區(qū)長(zhǎng)度取1.5倍的梁高（0.8m）＝1200mm，非加密區(qū)箍筋取2肢φ8＠200，箍筋設(shè)計(jì)滿足要求。

10.2框架柱10.2.1柱的正截面計(jì)算一～六層柱截面均為600mm×600mm。表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D一層組合類型NMMM451.58364.73380.5259.7817.5613.7025.4988.21202.95364.73367.66213.66N1571.281451.831715.51039.932861.022886.883295.862362.321527.531451.831679.831003.47軸壓比0.310.280.330.20.560.560.640.460.30.280.330.19287.4251.22221.8249.816.134.7517.7337.3132.86251.22218.97212.92202020202020202020202020307.4271.22241.8269.8126.1324.7527.7357.3152.86271.22238.97232.921.611.791.522.50.890.890.781.091.671.791.522.634950495049504950495049504950495049504950495049508.258.258.258.258.258.258.258.258.258.258.258.251.141.171.241.891.941.731.51.291.171.171.171.171.3610.44577.33542.91594.56309.39308.02307.97345.95457.19577.32539.59562.8X183.13190.2199.94333.45121.2123.2151.34275.13188.03199.21195.69198.95判別大小偏心大偏心大偏心大偏心大偏心小偏心小偏心小偏心大偏心大偏心大偏心大偏心大偏心0.570.570.57大偏心911533251.9497.1-2635-615533210.9275小偏心-1355-1329-522180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2表10-3續(xù)1柱正截面承載力計(jì)算表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D二層組合類型NMMM248.63351.94345.69245.8374.7041.0557.670.35233.97224.09177.06177.46N1347.291224.041402.73901.722408.952421.972757.111975.811315.441124.041402.73875.20軸壓比0.260.240.270.180.470.470.540.380.260.220.270.17184.54287.52246.44272.622116.9520.920.18177.86199.45126.22200.77202020202020202020202020204.54207.52266.44292.625136.9540.9220.18197.86219.45146.22222.77>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.071.061.051.051.261.361.331.661.071.061.091.06478.86479.97539.76567.25324.26310.25314.42293.5471.71492.62419.38496.14X187.03192.66263.49195.1280.76182.28121.34230.28193201.01193.49201.1判別大小偏心大偏心大偏心大偏心大偏心大偏心大偏心小偏心大偏心大偏心大偏心大偏心大偏心0.59大偏心<0<0177.7273<0<0<0<0<0<0<0小偏心<0180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2

表10-3續(xù)2柱正截面承載力計(jì)算表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D三層組合類型NMMM232.63321.94315.98237.4663.4736.8652.719.97181.09203.75163.51237.46N1054.1993.771400.66704.971909.151974.962188.51552.841054.1993.771127.95704.97軸壓比0.20.190.270.140.370.380.430.30.20.190.220.14220.7323.9225.5336.833.218.66124.085.77171.68205.03144.96336.84202020202020202020202020240.7343.9245.5256.8250.238.6644.0825.77191.68225.03114.96256.84>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.061.041.061.061.061.371.331.561.081.061.091.06515.14617.66520.23532.21525.21320.39318.63300467498.5439.81532.25X188.86195.8189.25201.16222.5230.2255.07180.9182.8199.6202.8186.7判別大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心<0600.19<0437<0<0<0<0<0<0<0437小偏心180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2

表10-3續(xù)3柱正截面承載力計(jì)算表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D四層組合類型NMMM196.61292.81293.73201.9962.2136.952.7167.91157.79188.89141.89153.83N787.39788.951070.24821.271409.351527.91715.431409.35787.39762.44866.59821.27軸壓比0.150.150.210.160.270.30.330.270.150.150.170.16249.7371274.5245.944.124.230.7348.2200.4247.7163.73187.31202020202020202020202020369.7391394.5265.964.144.250.7368.2220.4267.7183.73207.31>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.051.041.041.051.221.531.281.231.071.061.081.07543.19665.6670.28539.2338.2318.79324.93343.89495.8493.6458.4481.82X=N/()191.77191.95201.7195.72194.3190.1188.2194.3191.77187.2191.02197.2判別大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心140.2150.3144.35<0<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2

表10-3續(xù)4柱正截面承載力計(jì)算表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D五層組合類型NMMM162.09198.67232.41164.962.2116.940.5867.91134.2159.2283.3129.47N1507.86555.99741.45508.44909.551080.91194.56909.5507.89404.7619.12508.44軸壓比0.150.160.10.150.230.300.330.270.150.270.340.14319357.3313.5324.368.434.240.170.4264.360.290.3254.6202020202020202020202020339377.3333.5344.388.454.260.190.4284.380.2110.3274.6>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.051.041.031.061.221.231.341.361.061.051.101.03521.1530.3521.1526.6164.2160.1163.0170.2432150.1342.1436.7X=N/()191.77191.86201.7190.52190.33188.33180.2194.33191.77187.20191.01192.3判別大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心150.3160.1146.75150.1<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2

表10-3續(xù)5柱正截面承載力計(jì)算表10-3柱的正截面承載力計(jì)算層數(shù)桿件柱A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D六層組合類型NMMM125.5179.71208.25128.8169.8439.7443.8772.5714.94112.2439.73112.28N216.94310.81398.36207.01409.7633.93673.71409.74207.01310.81332.92207.01軸壓比0.140.160.10.150.230.30.330.270.150.260.360.12318340.3306.5314.368.430.240.656.8364.360.390.6250.7202020202020202020202020338360.3326.5334.388.450.260.976.8284.380.3110.6270.7>1>1>1>1>1>1>1>1>1>1>1>14500450045004500450045004500450045004500450045007.57.57.57.57.57.57.57.57.57.57.57.51.041.051.051.061.121.111.211.111.071.031.031.05521.1530.3438.1164.3160.1159.8143.2138.3150.6140.3167.8122.3X=N/()188.4199.3191.7190.52186.3190.77200.53234.6195.7190.3244.86227.8判別大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心62.8<0<0<0<0<0<0<0<0<0<0<0小偏心180018001800180018001800180018001800180018001800配筋按構(gòu)造配筋6Φ20As=1884mm2

10.2.2柱的斜截面計(jì)算以第一層A柱為例框架柱的剪力設(shè)計(jì)值V=89.19KN，故滿足要求。，取=3.0故取N=1527.53KN，故該層柱應(yīng)按構(gòu)造要求配置箍筋。柱端加密區(qū)的箍筋選用4肢φ10＠100，由軸壓比表可知，該層柱底的軸壓比 故加密區(qū)長(zhǎng)度為，取1200mm非加密區(qū)，故箍筋取4φ10＠200。其它層計(jì)算結(jié)果見表10-4考慮到底層地面做剛性地面，因此除柱端外尚應(yīng)取剛性地面上下各500mm，故底層加密區(qū)長(zhǎng)度為500+1200=1700mm，其它層加密區(qū)長(zhǎng)度為600mm。表10-4柱的斜截面計(jì)算層號(hào)123柱號(hào)ABCDABCDABCDV89.19116.1120.0690109.88133.47123.14106.3999.92120.73126.5196.96961961961961961961961961961961961961截面是否滿足要求滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足N1527.281451.81715.51039.931347.291224.041402.73901.721054.1993.771400.66704.97154415441544154415441544154415441544154415441544N=min(，N)1527.281451.815441039.931347.291224.041402.73901.721054.1993.771400.66704.97（>3，取3）333333333333〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0選配N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200N=4φ10@200軸壓比0.060.060.060.060.060.060.060.060.060.060.060.06加密區(qū)最小箍筋特征值0.060.060.060.060.060.060.060.060.060.060.060.06>0.40.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%0.43%層號(hào)456柱號(hào)ABCDABCDABCDV87.121