word文檔可自由復(fù)制編輯旅館建筑及結(jié)構(gòu)設(shè)計-方案21建筑設(shè)計說明部分1.1工程概況1.1.1工程名稱：旅館建筑及結(jié)構(gòu)設(shè)計-方案21.1.2工程位置：某市東區(qū)，地勢平坦；1.1.3建筑概況：建筑物總面積為3568，總高為17.4m，辦公樓長度為50.4m，寬度17.7m，建筑體型為長方型，底層高為4.2m，二至四層高均為3.2m，室內(nèi)外高差為0.5m；1.1.4結(jié)構(gòu)形式：現(xiàn)澆整體框架。1.2建筑物功能與特點1.2.1平面設(shè)計這個建筑坐落,布局縱橫比小于5,使用縱向7.5米、2.7米,橫向柱從4.2米、8.4米,基本滿足要求的建筑工作室模塊和厚度。1.2.2立面設(shè)計建筑立面以滿足需求的光和美麗,建立大面積的玻璃窗。墻面的選擇根據(jù)為j1-98工程實踐磚飾面,用不同顏色區(qū)隔不同的分離面積,增強審美感1.2.3防火防火等級為二級,安全疏散距離滿足外門出口或封閉樓梯間最大距離小于35米,集兩門大房間,小房間里有一個門,滿足要求的防火;室內(nèi)消火栓,兩邊的走廊兩邊的每一層和中間三個消防栓,最大間距為25米,以滿足要求的50米間距。1.2.4抗震建筑的平立面布置規(guī)則，建筑的質(zhì)量分布和剛度變化均勻，樓層沒有錯層，滿足抗震要求。1.2.5屋面屋面形式為平屋頂；平屋頂排水坡度為2%，排水坡度的形式為墊置坡度，排水方式為內(nèi)排水。屋面做法采用《98J1——工程做法》中柔性防水，聚苯乙烯泡沫塑料板保溫層屋面。1.3設(shè)計資料1.3.1工程地質(zhì)條件建筑場地為二類場地土，持力層地基承載力為特征值為f0k=190kpa，無軟弱下臥層；1.3.2抗震設(shè)防7度，第一組，場地類別為Ⅱ類，設(shè)計基本地震加速度為0.10g；1.3.3建筑耐久等級、防火等級均為Ⅱ級1.3.4風荷載1.3.5雪荷載；1.4工程做法1.4.1屋面做法=1\*GB3①25025035，C20預(yù)制混凝土板；=2\*GB3②25厚粗砂；=3\*GB3③油氈防防水=4\*GB3④20厚1:3水泥砂漿找平=5\*GB3⑤1:8水泥膨脹珍珠巖2%找坡，最薄處撒飛機離開20mm；⑥100厚現(xiàn)澆混凝土板；⑦20厚混合砂漿打底。1.4.2樓面做法——05J1—35—樓101.4.3內(nèi)外墻面做法——紙筋（麻刀）灰墻面①刷外墻涂料；②2厚紙筋（麻刀）灰抹面；③9厚1:3石灰膏砂漿；④5厚1:3:9水泥石膏砂漿打底劃出紋理；⑤加氣混凝土界面處理劑一道；1.4.4散水做法：混凝土散水2計算簡圖2.1結(jié)構(gòu)布置及結(jié)構(gòu)計算簡圖的確定2.1.1結(jié)構(gòu)平面布置如圖2.1所示圖2.1結(jié)構(gòu)平面布置圖2.1.2確定梁柱截面尺寸（1）框架柱：均采用500mm500mm；（2）框架梁：300mm750mm；縱向連系梁：300mm500mm其余框架梁：2-4、6-8軸：300mm800mm，其他軸：300mm500mm。2.1.3材料強度等級混凝土：柱混凝土采用C30級；梁板均采用C25級；鋼筋：采用HPB235，HRB335級；維護墻采用200mm厚非承重空心磚（190mm190mm190mm，重度3.6），M5混合砂漿砌筑。2.2荷載計算2.2.1屋面框架梁線荷載標準值：恒載屋面恒載標準值：250mm250mm35mmC20預(yù)制混凝土板防水層20厚1:3水泥砂漿找平1:8水泥膨脹珍珠巖找2%坡最薄處20mm100厚混凝土現(xiàn)澆板20厚板底混合砂漿打底屋面恒載標準值:梁自重邊跨AB、CD跨梁側(cè)粉刷中間BC跨梁側(cè)粉刷作用在頂層框架梁上的線荷載標準值為：梁自重板傳來的荷載活載作用在頂層框架梁上的線荷載標準值為：2.2.2屋面橫梁豎向線荷載標準值恒載（05J1—35—樓10）10厚地磚實鋪，20厚1:4干硬性水泥砂漿25mm水泥砂漿面層120厚鋼筋混凝土現(xiàn)澆板12厚板底粉刷樓面恒載標準值邊跨（AB,CD跨）框架梁自重中跨（BC跨）梁自重作用在樓面層框架梁上的線恒荷載標準值梁自重板傳來的荷載活載樓面活載：（a）(b)圖2.2荷載計算簡圖（a）恒載作用下的計算簡圖（b）活載作用下的計算簡圖2.2.3屋面框架節(jié)點集中荷載標準值圖2.3恒載頂層集中力1）恒載邊跨連系梁自重：粉刷：1.3m高女兒墻：女兒墻粉刷：連系梁傳來的屋面自重：頂層邊節(jié)點集中荷載中柱連系梁自重粉刷連系梁傳來的屋面自重頂層中節(jié)點荷載（2）活載2.2.4樓面框架節(jié)點集中荷載標準值圖2.4恒載中間層節(jié)點集中力恒載填充墻自重邊柱連系梁自重粉刷連系梁傳來的樓面自重中間層邊節(jié)點集中荷載:框架柱自重中柱連系梁自重粉刷連系梁傳來的樓板自重填充墻重中間層中節(jié)點集中荷載柱傳來集中荷載活載2.2.5風荷載基本風壓，地面粗糙程度屬C類，按荷載規(guī)范。風荷載體型系數(shù)：迎風面為0.8，背風面為-0.5；因結(jié)構(gòu)高度，取風振系數(shù)，計算簡圖圖2.5所示圖2.5橫向框架上的風荷載風荷載計算表2-1層次41.01.316.71.150.4510.927.3531.01.312.81.080.4516.3810.3521.01.38.91.00.4516.389.5811.01.35.01.00.4518.6910.932.2.6地震作用（1）建筑物總重力荷載代表值的計算1）集中于屋蓋處的質(zhì)點重力荷載代表值:50%雪荷載：屋面荷載:橫梁:縱梁:女兒墻:柱重:橫墻:縱墻:塑鋼窗:集中于三、四層處的質(zhì)點重力荷載代表值50%樓面荷載:樓面荷載：橫梁：縱梁：柱重：橫墻：縱墻：塑鋼窗：集中于二層處的質(zhì)點重力荷載代表值50%樓面荷載:樓面荷載：橫梁：縱梁：柱重：橫墻：縱墻：塑鋼窗：地震作用計算框架柱的抗側(cè)移剛度應(yīng)該考慮在計算剛度梁線、地板的框架梁的影響,在現(xiàn)澆樓,框架梁在彎曲慣性矩為我=2”;把我=1.5I0側(cè)架梁,對框架梁根據(jù)矩形截面計算截面慣性矩。梁和柱剛度見表2-2風荷載計算表2-2桿件截面尺寸相對剛度邊框架梁300750281.05×10101.58×101075005.9×1071邊框架梁300750281.05×10101.58×101027001.64×1082.78中框架梁300750281.05×10102.1×101075007.8×1071.322中框架梁300750281.05×10102.1×101027002.18×1083.695底層框架柱1500500305.21×1095.21×10950003.13×1070.53中層框架柱500500305.21×1095.21×10939004.01×1070.68底層框架柱500500305.21×1095.21×10950003.13×1070.53中層框架柱500500305.21×1095.21×10939004.01×1070.68每層框架柱總的抗側(cè)移剛度見下表框架柱橫向側(cè)移剛度D值表2-3項目根數(shù)層柱類型及截面二至四層邊框架邊柱（500×500）1.470.43213.384邊框架中柱（500×500）5.560．73523.254中框架邊柱（500×500）1.940.49216．8620中框架中柱（500×500）3.870.78724.9021底層邊框架邊柱（500×500）1.610.61415.164邊框架中柱（500×500）3.900.83620.644中框架邊柱（500×500）2.100.614.8220中框架中柱（500×500）5.200.9122.4721底層：二四層：框架自振周期的計算則自振周期為：其中為考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對于框架取0.6；為框架頂點假想水平位移，計算簡表2-4。框架頂點的假想水平位移表2-4層總位移411114.7211114.721006.6211.04136.51313982.925097.621006.6224.93125.47213982.939080.521006.6238.82100.54117170.8956251.41911.4761.7261.72（3）地震作用計算在第二場,7度地震區(qū)域,設(shè)計地震組是第一組的情況下,結(jié)構(gòu)的特征周期、水平地震影響系數(shù)最大值。因為,頂點附加地震作用應(yīng)考慮。按底部剪力法,發(fā)現(xiàn)基底剪力的分配到每一層,水平地震作用是倒三角形。一般來說,基本符合實際的分布。但對上部結(jié)構(gòu)、水平低于常規(guī)分析方法在時間和結(jié)果的振動模態(tài)分解方法,特別是對長周期結(jié)構(gòu)的差別更大。地震宏觀震害表明,上部結(jié)構(gòu)經(jīng)常損壞非常嚴重。附加地震作用系數(shù)考慮頂部,頂部的地震力?？紤]到影響的結(jié)構(gòu)周期和場館。和修改后的剪切力分布與實際更為一致。結(jié)構(gòu)橫向總水平地震作用標準值：頂點附加水平地震作用：各層橫向地震剪力計算見表2-5，表中：樓層地震作用和地震剪力標準值計算表表2-5層次層次=+(頂層)樓層剪力416.711114.72185615.821420.271420.27312.813982.9178981.121000.112420.3828.91513982.9124447.81695.393115.7715.017170.8985854.45479.743595.51注：表中第4層中加入了，其中=356.94kN。3框架內(nèi)力計算3.1恒載作用下框架內(nèi)力計算3.1.1彎矩分配系數(shù) 由于該框架為對稱結(jié)構(gòu)，取框架進行簡化計算，如圖3.1所示（a）（b）圖3.1橫向框架承擔的恒載及節(jié)點不平衡彎矩（a）恒載（b）恒載產(chǎn)生的節(jié)點不平衡彎矩節(jié)點A1:第1章建筑設(shè)計說明部分節(jié)點B1:節(jié)點A2:節(jié)點B2:節(jié)點A4:節(jié)點B4:節(jié)點A3、A4、與A2相同B3、B4、與B2相同。3.1.2桿件固端彎矩計算桿件固端彎矩時應(yīng)帶符號，桿件彎矩一律以順時針方向為正。（1）橫梁固端彎矩1）頂層橫梁：板傳來的恒載作用：板傳來的恒載作用：二四層橫梁：板傳來的恒載作用：2）縱梁引起的端部附加彎矩頂層外縱梁：(逆時針為正)樓層外縱梁∶頂層中縱梁∶樓層中縱梁∶3.1.3節(jié)點不平衡彎矩不平衡的橫向框架節(jié)點彎矩和彎矩在固定端節(jié)點,水平和附加彎矩引起的節(jié)點結(jié)束時的縱向梁,根據(jù)水量平衡原理,正方向的節(jié)點彎矩和桿彎曲相反的方向,是逆時針方向。不平衡力矩:節(jié)點3.1.4內(nèi)力計算根據(jù)對稱原理,只有計算AB,BC。在當下分布、不平衡節(jié)點應(yīng)該彎矩分布數(shù)量后再進行。恒載彎矩分布的過程如圖3.2,恒荷載作用下的彎矩如圖3.3,剪切梁、柱軸向力如圖3.4。節(jié)點分配序列(),()。圖3.2恒載彎矩分配過程圖3.3恒載作用下彎矩圖圖3.4恒載作用下的剪力、軸力AB跨梁端剪力（kN）表3-1層420.4546.462.17.524.2355.23—48.017.3102.7972.16—86.76315.516.462.17.524.2341.88—66.992.3884.8363.73—68.49215.516.462.17.524.2341.88—50.654.0380.8462.08—70.14115.516.462.17.524.2341.88—56.014．0586.3662.06—70.16BC跨梁端剪力表3-2層413.156.462.78.728.8817.75—17.7539.976.462.78.726.7315.45—15.4529.976.462.78.726.7315.45—15.4519.976.462.78.726.7315.45—15.45柱軸力（KN）表3-3層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力4柱頂72.1661.6924.38133.85104.5137.7724.38142.28柱底158.23166.663柱頂63.7357.6924.38279.6583.9471.9124.38322.51柱底304.03346.892柱頂62.0857.6924.38423.885.5971.9124.38443.18柱底448.18467.561柱頂62.0657.6931.25569.9385.6171.9131.25570.72柱底599.18601.973.2活載作用下的框架內(nèi)力計算3.2.1梁固端彎矩各不利荷載布置時計算簡圖不一定是對稱形式，為方便近似采用對稱結(jié)構(gòu)對稱荷載形式簡化計算。圖3.5橫向框架承擔的活載（1）頂層（2）二四層橫3.2.2縱梁偏心引起柱端附加彎矩頂層外縱梁∶(逆時針為正)樓層外縱梁∶頂層中縱梁∶樓層中縱梁∶3.2.3節(jié)點不平衡彎矩3.2.4內(nèi)力計算圖3.6活載彎矩分配過程圖3.7活載作用下彎矩圖圖3.8活載作用下的剪力、軸力滿跨活載作用下AB跨梁端剪力表3-4層42.942.17.94—6.9310.54360.467.48—8.4038.42.122.68—10.8128.902.4120.27—25.0928.42.122.68—11.7729.062.3120.37—24.9918.42.122.68—7.6329.432.9119.77—25.59滿跨活載作用下BC跨梁端剪力表3-5層41.892.71.28—1.2835.42.73.65—3.6525.42.73.65—3.6515.42.73.65—3.65層邊柱A軸中柱B軸橫梁端部壓力縱梁端部壓力柱軸力橫梁端部壓力縱梁端部壓力柱軸力47.483.0910.579.683.9713.65320.278.8239.6628.7416.5258.91220.378.8268.8528.6416.52104.07119.778.8297.4429.2416.52149.83滿跨活載作用下柱軸力表3-63.3風荷載作用下框架的位移、內(nèi)力計算3.3.1框架側(cè)移風載作用下框架側(cè)移表3-743.97.357.3583.520.093.0333.910.3517.783.520.212.9423.99.5827.2883.520.330.8415.010.9338.2174.580.510.513.3.2層間位移側(cè)移（0.85為位移放大系數(shù)）相對位移3.3.3頂點側(cè)移側(cè)移相對位移滿足要求。3.3.4水平風荷載作用下框架層間剪力，見圖3.9圖3.9水平風荷載作用下框架層間剪力各層柱反彎點位置表3-8層次柱別K4邊柱1.94—0100.380.38中柱7.38—0100.450.453邊柱1.9410100.450.45中柱7.3810100.50.52邊柱1.94101.2800.50.5中柱7.38101.2800.50.51邊柱2.490.780—00.550.5中柱9.470.780—00.550.55風荷載作用下框架柱剪力及柱端彎矩表3-9層次柱別43.97.3583.52邊柱16.86-1.480.38-2.19-3.58中柱24.90-2.190.45-3.84-4.7033.917.783.52邊柱16.86-3.570.50-6.96-6.96中柱24.90-5.280.50-10.30-10.3023.927.2883.52邊柱16.86-5.510.50-10.74-10.74中柱24.90-8.130.50-15.85-15.8515.038.2174.58邊柱14.82-7.600.5-14.82-14.82中柱22.47-11.510.55-31.65-25.90風荷載作用下梁端、跨中彎矩和剪力表3-10層次柱別節(jié)點左右梁線剛度比邊跨梁梁端彎矩中跨梁端彎矩風載下梁端剪力邊跨梁跨中彎矩左梁右梁4邊柱-2.19-3.580.003.58-1.030.28中柱-3.84-4.707.474.150.55-1.03-0.553邊柱-6.96-6.960.009.15-2.881.65中柱-10.30-10.307.4712.471.67-2.88-1.442邊柱-10.74-10.740.0017.70-5.432.66中柱-15.85-15.857.4723.063.09-5.43-2.771邊柱-14.82-14.820.0025.56-8.325.64中柱-31.65-25.907.4736.824.93-8.32-4.07風荷載作用下柱軸力表3-11層次柱別風荷載作用下梁端剪力柱軸力4邊柱-2.19-3.58-1.03-1.03中柱-3.84-4.70-1.03-0.55-0.483邊柱-6.96-6.96-2.88-3.91中柱-10.30-10.30-2.88-1.44-0.962邊柱-10.74-10.74-5.43-9.34中柱-15.85-15.85-5.43-2.77-3.621邊柱-14.82-14.82-8.32-17.66中柱-31.65-25.90-8.32-4.07-7.87圖3.10風荷載作用框架彎圖3.11風荷載作用框架梁剪力、柱軸力3.4地震作用下框架的內(nèi)力計算3.4.10.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計算根據(jù)建筑抗震設(shè)計規(guī)范的代表值,計算重力荷載前訪問雪荷載,活荷載相互幫助。當雪荷載和活荷載很小,可以近似完全交叉活載布置。橫梁線荷載計算頂層橫梁雪載：邊跨中間跨二至四層橫梁活荷載：邊跨中間跨縱梁引起的端部附加彎矩頂層外縱梁：樓層外縱梁：頂層中縱梁：樓層中縱梁：不平衡彎矩彎矩分配計算根據(jù)所求出的梁端彎矩，再通過平衡條件，即可求出0.5（雪+活）作用下的梁剪力、柱軸力，計算過程見表3-12,3-13,3-14.0.5（雪+活）作用下AB跨梁端剪力標準值表3-12層40.842.17.52.27-2.533.210.092.18-2.3634.22.17.511.34-10.3616.050.7610.58-12.1024.22.17.511.34-11.3516.200.6510.69-11.9914.22.17.511.34-9.3916.270.9210.42-12.260.5（雪+活）作用下BC跨梁端剪力標準值表3-13層40.542.70.360.36-0.3632.72.71.821.82-1.8222.72.71.821.82-1.8212.72.71.821.82-1.820.5（雪+活）作用下柱軸力標準值表3-14層邊柱A軸中柱B軸橫梁端部壓力縱梁端部壓力柱軸力橫梁端部壓力縱梁端部壓力柱軸力42.180.93.082.722.104.82310.584.414.9813.9210.4024.32210.694.415.0913.8110.4024.21110.424.414.8214.0810.4024.48圖3.120.5（雪+活）作用下計算過程圖3.130.5（雪+活）作用下桿端彎矩圖3.140.5（雪+活）作用下桿端柱軸力、梁剪力3.4.2地震作用下橫向框架的內(nèi)力計算是作用下剪力和彎矩末尾的框架柱計算過程見表,梁端彎矩計算過程見表、列剪力和軸向力計算過程見表,地震作用下的框架彎矩圖、框架剪力、軸向力,如圖.地震作用下橫向框架柱剪力及柱端彎矩表3-15層層間剪力總剪力柱別41420.271420.27邊柱16.861006.62-23.790.383.9-33.26-57.52中柱24.90-35.130.45-61.65-75.3531000.112420.38邊柱16.861006.62-40.420.503.9-78.82-78.82中柱24.90-59.780.50-116.57777-116.572695.393115.77邊柱16.861006.62-52.030.503.9-101.46-101.46中柱24.90-76.960.50-150.07-150.0771479.743595.51邊柱14.82911.47-60.040.505.0-150.10-150.10中柱22.47-88.810.55-242.23-199.82地震作用下梁端彎矩表3-16層次柱別節(jié)點左右梁線剛度比邊跨梁端彎矩中跨梁端彎地震作用下梁端剪力邊跨梁跨中彎矩左梁右梁4邊柱-33.26-57.520.0057.52-14.92-1.57中柱-61.65-75.357.4754.377.28-19.19-8.643邊柱-78.82-78.820.00114.08-36.17-21.56中柱-116.57777-116.577.47157.1821.04-23.47-18.022邊柱-101.46-101.460.00180.28-55.39-27.43中柱-150.07-150.0777.47235.1631.48-26.82-28.231邊柱-150.10-150.100.00251.56-74.6928.53中柱-242.23-199.827.47308.5841.31-28.21-39.05地震作用下梁端剪力、柱軸力表3-17層次柱別地震作用下梁端剪力柱軸力4邊柱-33.26-57.52-14.92-14.92中柱-61.65-75.35-19.19-8.64-6.283邊柱-78.82-78.82-36.17-51.09中柱-116.57777-116.57-23.47-18.02-24.432邊柱-101.46-101.46-55.39-106.48中柱-150.07-150.077-26.82-28.23-51.591邊柱-150.10-150.10-74.69-181.17中柱-242.23-199.82-28.21-39.05-87.23圖3.15地震作用框架彎矩圖3.16地震作用框架剪力、軸力4框架內(nèi)力組合4.1荷載組合4.1.1無地震作用效應(yīng)組合（一般荷載組合）對于一般的框架結(jié)構(gòu)，基本組合可采用簡化規(guī)則，取下列組合值中的最不利值：1.有可變荷載控制的組合(1)恒+任一活載：(2)恒+0.9（使用活荷載+風荷載）(3)由永久荷載效應(yīng)控制的組合式中—永久荷載，具體取值為：1)當其效應(yīng)對結(jié)構(gòu),可變負荷效應(yīng)控制組合,應(yīng)該采取1.2;為永久荷載效應(yīng)控制的組合,應(yīng)該采取1.35;2)當其效應(yīng)對其結(jié)構(gòu),通常應(yīng)該采取1.0;傾覆,滑動或浮動計算結(jié)構(gòu),應(yīng)該采取0.9;——首先我可變負載分項系數(shù),它是可變負載分項系數(shù),具體值:在正常情況下應(yīng)該采取1.4;對活載標準的值大于4kn/㎡工業(yè)房屋和分項系數(shù)應(yīng)該采取1.3;對于一些特殊情況下,可以根據(jù)結(jié)構(gòu)的規(guī)定相關(guān)設(shè)計規(guī)范;——永久荷載標準值計算荷載效應(yīng)值;-根據(jù)可變負荷的價值標準的值計算的負載效應(yīng),可變負荷效應(yīng)中扮演著一個控制的作用;——只有的組合值可變負荷系數(shù),為民用建筑樓面活荷載,除了圖書館、檔案館、存儲空間、通風、和電梯機房從0.9,其余的還帶0.7;結(jié)合的風荷載系數(shù)為0.6;雪荷載組合系數(shù)為0.7;N-參與可變負荷的組合數(shù)。4.1.2有一個組合的地震作用效應(yīng)結(jié)合地震作用效應(yīng),應(yīng)按下式計算式中—結(jié)構(gòu)構(gòu)件內(nèi)力組合的設(shè)計值，包括組合的彎矩、軸向力和剪力設(shè)計值；—重力荷載分項系數(shù)，一般情況應(yīng)采用1.2，當重力荷載效應(yīng)對構(gòu)件承載能力有利時，不應(yīng)大于1.0；、—分別為水平豎向地震作用分項系數(shù)；—風荷載分項系數(shù)，應(yīng)采用1.4；—重力荷載代表值的效應(yīng)，有吊車時，尚應(yīng)包括懸吊物重力標準值的效應(yīng)；—水平地震標準值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—豎向地震作用標準值的效應(yīng)，尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；—風荷載標準值的效應(yīng)；—風荷載組合值系數(shù)，一般結(jié)構(gòu)取0.0，風荷載起控制作用的高層建筑應(yīng)采用0.2。地震作用分項系數(shù)表4-1地震作用僅計算水平地震作用1.30僅計算豎向地震作用01.3同時計算水平與豎向地震作用1.30.5本章各內(nèi)力組合時的單位及方向：柱的內(nèi)力及梁的剪力仍沿用結(jié)構(gòu)力學的規(guī)定：柱彎矩順時針為正，逆時針為負；梁、柱軸力柱受壓為正，受拉為負；梁、柱剪力順時針為正，逆時針為負。梁的彎矩方向以下部受拉為正，上部受拉為負。4.2彎矩調(diào)幅根據(jù)以上內(nèi)力計算結(jié)果，即可進行各梁柱各控制截面上的內(nèi)力組合，其中梁的控制截面為梁端及跨中。柱每層有兩個控制截面，即柱頂和柱底。彎矩調(diào)幅計算表4-2荷載種類桿件跨向彎矩標準值調(diào)幅系數(shù)調(diào)幅后彎矩標準值恒載頂層AB-54.9-102.8119.20.9-49.4-92.5127.1BC-70.6-70.6-61.70.9-63.5-63.5-54.6三層AB-67.0-84.882.60.9-60.3-76.390.2BC-28.7-28.7-31.00.9-25.8-25.8-28.1二層AB-50.7-80.892.80.9-45.6-72.899.3BC-38.4-38.4-38.20.9-34.5-34.5-34.4一層AB-56.0-86.487.30.9-50.4-77.794.4BC-48.1-48.1-38.40.9-43.3-43.3-33.6活載頂層AB-6.9-10.412.80.9-6.2-9.313.6BC-5.9-5.9-4.70.9-5.3-5.3-4.2三層AB-21.0-28.941.40.9-18.9-26.043.9BC-16.0-16.0-12.70.9-14.4-14.4-11.1二層AB-11.8-29.140.80.9-10.6-26.242.8BC-15.0-15.0-11.70.9-13.5-13.5-10.2一層AB-7.6-29.442.70.9-6.9-26.544.5BC-17.6-17.6-14.30.9-15.8-15.8-12.60.5（雪載+活載）頂層AB-2.5-3.23.30.9-2.3-2.93.5BC-1.0-1.0-0.20.9-0.9-0.9-0.1三層AB-10.4-16.117.40.9-9.3-14.418.7BC-13.2-13.2-0.50.9-11.8-11.80.8二層AB-11.4-16.216.80.9-10.2-14.618.2BC-12.7-12.7-0.40.9-11.4-11.40.8一層AB-9.4-16.317.80.9-8.5-14.619.1BC-13.7-13.7-1.00.9-12.3-12.30.4橫向框架梁內(nèi)力組合（一般組合）(單位M:KN·m；V:KN)表4-3桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風載1.2恒+1.4活1.2恒+0.9×（1.4活+1.4風）1.35恒+活左風右風左風右風頂層橫梁AB跨梁左端M-49.4-6.23.6-3.6-68.0-62.7-71.7-73.0V72.27.5-1.01.097.194.797.3104.9跨中M127.113.60.3-0.3171.6170.0169.3185.2梁右端M-92.5-9.3-4.24.2-124.1-128.0-117.5-134.2V-86.88.4-1.01.0-92.4-94.8-92.2-108.7BC跨梁左端M-63.5-5.30.6-0.6-83.6-82.2-83.6-91.0V17.8-1.3-0.60.619.519.020.422.7跨中M-54.6-4.20.00.0-71.3-70.8-70.8-77.9梁右端M-63.5-5.30.6-0.6-83.6-82.2-83.6-91.0V-17.8-1.3-0.60.6-23.1-23.6-22.2-25.2四層橫梁AB跨梁左端M-60.3-18.99.2-9.2-98.8-84.6-107.7-100.3V63.720.3-2.92.9104.998.4105.6106.3跨中M-76.343.91.7-1.7-30.2-34.2-38.4-59.2梁右端M90.2-26.0-12.512.571.859.791.295.7V-68.5-25.1-2.92.9-117.3-117.4-110.2-117.6BC跨梁左端M-25.8-14.41.7-1.7-51.1-47.0-51.2-49.2V15.53.7-1.41.423.721.325.024.5跨中M-28.1-11.10.00.0-49.2-47.7-47.7-49.0梁右端M-25.8-14.41.7-1.7-51.1-47.0-51.2-49.2V-15.5-3.7-1.41.4-23.7-25.0-21.3-24.5續(xù)表桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載風載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風）1.35恒+活左風右風左風右風三層橫梁AB跨梁左端M-45.6-10.617.7-17.7-69.5-45.7-90.4-72.1V62.120.4-5.45.4103.093.3107.0104.2跨中M99.3-26.22.7-2.782.689.682.9107.9梁右端M-72.842.8-23.123.1-27.3-62.4-4.3-55.4V-70.1-25.0-5.45.4-119.2-122.5-108.8-119.7BC跨梁左端M-34.5-13.53.1-3.1-60.3-54.5-62.3-60.1V15.53.7-2.82.823.719.626.624.5跨中M-34.4-10.20.00.0-55.5-54.1-54.1-56.6梁右端M-34.5-13.5-3.13.1-60.3-62.3-54.5-60.1V-15.5-3.7-2.82.8-23.7-26.6-19.6-24.5二層橫梁AB跨梁左端M-50.4-6.925.6-25.6-70.1-7.4-49.1-74.9V62.119.8-8.38.3102.233.059.1103.6跨中M94.444.55.6-5.6175.729.5102.5172.0梁右端M-77.7-26.5-36.836.8-130.4-110.7-18.8-131.4V-70.2-25.6-8.38.3-120.0-61.3-52.5-120.3BC跨梁左端M-43.3-15.84.9-4.9-74.1-68.4-45.2-74.2V15.53.7-4.14.123.774.014.124.5跨中M-33.6-12.60.00.0-57.8103.4-30.9-57.8梁右端M-43.3-15.8-4.94.9-74.1-113.5-32.7-74.2V-15.5-3.7-4.14.1-23.7-93.9-3.9-24.5橫向框架梁內(nèi)力組合（考慮地震組合）(單位M:KN·m；V:KN)表4-4桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載0.5（雪+活）地震作用1.2〔恒+0.5（雪+活）〕+1.3地震作用向左向右向左向右頂層橫梁AB跨梁左端M-49.4-2.337.5-37.5-13.3-110.8V72.22.2-14.914.969.8108.6跨中M127.13.51.6-1.6158.8154.7梁右端M-92.5-2.9-54.454.4-185.2-43.8V-86.8-2.4-14.914.9-126.3-87.5BC跨梁左端M-63.5-0.97.3-7.3-67.8-86.7V17.80.4-8.68.610.533.0跨中M-54.6-0.10.00.0-65.6-65.6梁右端M-63.5-0.9-7.37.3-86.7-67.8V-17.8-0.4-8.88.8-33.2-10.2四層橫梁AB跨梁左端M-60.3-9.3114.1-114.164.8-231.8V63.710.6-36.236.242.2136.2跨中M-76.318.721.6-21.6-41.1-97.2梁右端M90.2-14.4-157.2157.2-113.4295.2V-68.5-12.1-36.236.2-143.7-49.7BC跨梁左端M-25.8-11.821.0-21.0-17.8-72.5V15.51.8-18.018.0-2.744.2跨中M-28.10.80.00.0-32.7-32.7梁右端M-25.8-11.8-21.021.0-72.5-17.8V-15.5-1.8-18.018.0-44.22.7三層橫梁AB跨梁左端M-45.6-10.2180.3-180167.4-301.3V62.110.7-55.455.415.3159.3跨中M99.318.227.4-27.4176.7105.4梁右端M-72.8-14.6-235.2235.2-410.5200.9V-70.1-12.0-55.455.4-170.6-26.5BC跨梁左端M-34.5-11.431.5-31.5-14.2-96.1V15.51.8-28.228.2-16.057.4跨中M-34.40.80.00.0-40.2-40.2梁右端M-34.5-11.4-31.531.5-96.1-14.2V-15.5-1.8-28.228.2-57.416.0續(xù)表二層橫梁AB跨梁左端M-50.4-8.5251.6-251.6256.4262.7V62.110.4-74.774.7-10.173.8跨中M94.419.128.5-28.5173.3361.5梁右端M-77.7-14.6-308.6308.6-512.0-776.4V-70.2-12.3-74.774.7-196.0-353.7BC跨梁左端M-43.3-12.341.3-41.3-13.0-83.5V15.51.8-39.139.1-30.0-18.3跨中M-33.60.40.00.0-39.8-91.6梁右端M-43.3-12.3-41.341.3-120.4-223.2橫向框架柱內(nèi)力組合（一般組合）(單位M:KN·m；V:KN)表4-5桿件跨向截面內(nèi)力荷載種類內(nèi)力組合及相應(yīng)的N及相應(yīng)的M及相應(yīng)的M恒載滿跨活荷載風荷載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風）1.35恒+活左風右風左風右風頂層柱A柱柱頂M48.06.9-3.63.667.361.8370.8571.771.761.871.7N133.910.6-1.01.0175.4172.64175.24191.3191.3172.6191.3柱底M37.29.5-2.22.257.953.8359.3559.759.753.859.7N158.210.6-1.01.0204.7201.90204.49224.2224.2201.9224.2B柱柱頂M-28.4-4.3-4.74.7-40.1-45.43-33.59-42.7-45.4-45.4-42.7N142.313.7-0.50.5189.8187.33188.54205.7187.3187.3205.7柱底M-22.8-6.1-3.83.8-35.9-39.87-30.20-36.9-39.9-39.9-36.9N166.713.7-0.50.5219.1216.59217.80238.6216.6216.6238.6四層柱A柱柱頂M24.110.8-7.07.044.133.8151.3543.451.333.843.4N279.739.7-3.93.9391.1380.63390.48417.2390.5380.6417.2柱底M22.010.9-7.07.041.631.2848.8240.548.831.340.5N304.039.7-3.93.9420.4409.88419.73450.1419.7409.9450.1B柱柱頂M-18.4-7.6-10.310.3-32.7-44.66-18.70-32.5-44.7-44.7-32.5N322.558.9-0.80.8469.5460.29462.18494.3460.3460.3494.3柱底M-17.0-7.3-10.310.3-30.6-42.53-16.57-30.20-42.5-42.5-30.2N346.958.9-0.80.8498.7489.55491.44527.2489.5489.5527.2續(xù)表桿件跨向截面內(nèi)力荷載種類內(nèi)力組合及相應(yīng)的N及相應(yīng)的M及相應(yīng)的M恒載滿跨活荷載風荷載1.2恒+1.4活1.2恒+0.9（1.4活+1.4風）1.35恒+活左風右風左風右風三層柱A柱柱頂M25.486.28-101.46101.46-93.78631.958.946.258.958.946.2N423.815.09-106.48106.48388.244583.5607.1641.0607.1607.1641.0柱底M30.99-2.77-101.46101.46-98.03439.566.554.466.566.554.4N448.1824.21-106.48106.48428.444612.8636.3673.9636.3636.3673.9B柱柱頂M-18.32-3.07-150.07150.07-220.759-51.5-11.6-32.3-51.5-51.5-32.3N443.1824.21-27.1627.16525.56659.8666.1702.4659.8659.8702.4柱底M-19.72-3.07-150.07150.07-222.439-54.0-14.0-34.8-54.0-54.0-34.8N467.5624.21-27.1627.16554.816689.0695.4735.3689.0689.0735.3二層柱A柱柱頂M19.093.94-150.1150.1-167.49413.851.233.451.213.833.4N567.9314.82-181.17181.17463.779782.0826.5864.1826.5782.0864.1柱底M9.551.97-150.1150.1-181.306-2.434.916.734.9-2.416.7N599.1814.82-181.17181.17501.279819.5864.0906.3864.0819.5906.3V60.04-60.0478.052-10.98.2-0.68.2-10.9-0.6B柱柱頂M-10.91-1.64-199.82199.82-274.826-51.014.2-18.9-51.0-51.0-18.9N570.7224.48-35.6435.64667.908868.5878.8920.3868.5868.5920.3柱底M-5.46-0.83-244.23244.23-325.047-49.230.5-9.6-49.2-49.2-9.6N601.9724.48-35.6435.64705.408906.0916.3962.5906.0906.0962.5V88.81-88.81115.453-8.320.76.6-8.3-8.36.6橫向框架內(nèi)組合（考慮地震作用）表4-6桿件跨向截面內(nèi)力荷載種類內(nèi)力組合及相應(yīng)的N及相應(yīng)的M及相應(yīng)的M恒載0.5（雪+活）地震作用1.2〔恒+0.5（雪+活）〕+1.3地震作用向左向右向左向右頂層柱A柱柱頂M48.02.4-57.557.5-14.2135.3135.3-14.2135.3N133.93.1-14.914.9144.9183.7183.7144.9183.7柱底M37.24.3-35.335.33.995.595.53.995.5N158.23.1-14.914.9174.2213.0213.0174.2213.0B柱柱頂M-28.4-1.3-75.375.3-133.562.3-133.5-133.562.3N142.34.8-6.36.3168.4184.7168.4168.4184.7柱底M-22.8-2.1-61.761.7-110.050.3-110.0-110.050.3N166.74.8-6.36.3197.6213.9197.6197.6213.9四層柱A柱柱頂M24.15.7-78.878.8-66.7138.3138.3-66.7138.3N279.715.0-51.151.1287.1420.0420.0287.1420.0柱底M22.0-2.9-78.878.8-79.6125.4125.4-79.6125.4N304.024.3-51.151.1327.6460.4460.4327.6460.4B柱柱頂M-18.4-2.7-116.6116.6-176.8126.2-176.8-176.8126.2N322.524.3-18.218.2392.6439.8392.6392.6439.8柱底M-17.05.6-116.6116.6-165.1137.9-165.1-165.1137.9N346.915.1-18.218.2410.8458.0410.8410.8458.0三層柱A柱柱頂M25.56.3-101.5101.5-93.8170.0170.0-93.8170.0N423.815.1-106.5106.5388.2665.1665.1388.2665.1柱底M31.0-2.8-101.5101.5-98.0165.8165.8-98.0165.8N448.224.2-106.5106.5428.4705.3705.3428.4705.3B柱柱頂M-18.3-3.1-150.1150.1-220.8169.4-220.8-220.8169.4N443.224.2-27.227.2525.6596.2525.6525.6596.2柱底M-19.7-3.1-150.1150.1-222.4167.7-222.4-222.4167.7N467.624.2-27.227.2554.8625.4554.8554.8625.4續(xù)表二層柱A柱柱頂M19.13.9-150.1150.1-167.5222.8222.8-167.5222.8N567.914.8-181.2181.2463.8934.8934.8463.8934.8柱底M9.62.0-150.1150.1-181.3209.0209.0-181.3209.0N599.214.8-181.2181.2501.3972.3972.3501.3972.3V60.0-60.078.1-78.1-78.178.1-78.1B柱柱頂M-10.9-1.6-199.8199.8-274.8244.7-274.8-274.8244.7N570.724.5-35.635.6667.9760.6667.9667.9760.6柱底M-5.5-0.8-244.2244.2-325.0310.0-325.0-325.0310.0N602.024.5-35.635.6705.4798.1705.4705.4798.1V88.8-88.8115.5-115.5115.5115.5-115.55框架梁、柱截面設(shè)計在計算梁柱控制截面內(nèi)力,應(yīng)分別按照地震作用效應(yīng)的組合內(nèi)力,并結(jié)合地震作用效應(yīng)截面內(nèi)力設(shè)計。5.1框架梁截面設(shè)計包括正截面抗彎承載力、斜截面抗剪承載力設(shè)計,然后根據(jù)請求的統(tǒng)一調(diào)整和安排,構(gòu)建縱向鋼筋和箍筋。框架,確保梁江澤民剪切弱彎曲,抗震設(shè)計,結(jié)合梁端截面剪力設(shè)計值應(yīng)調(diào)整。5.2框架柱截面設(shè)計在壓力下框架柱結(jié)合了彎曲剪切,縱向鋼筋按正截面抗彎強度承載力設(shè)計、箍筋的斜截面抗剪承載力設(shè)計,除了延性有一定的列,必須控制下的軸向壓縮比。5.3材料選擇混凝土強度等級，縱筋采用，箍筋為，。橫梁AB、BC跨正截面受彎承載力計算表5-1層混凝土強度等級b×h截面位置組合內(nèi)力柱邊截面彎矩(kN·m)h0(mm)實際選用備注M(kN·m)V(kN)頂層C30300×750A4支座-72.95104.9-48.47150.04170.0433502B18As=509跨中185.177150.10590.0138634B18As=1017B4支座左-134.21-108.73-109.667150.07680.0784362B18As=509300×750B4支座右-91.0422.68-66.497150.05210.0544402B18As=509跨中-107.667150.06160.0688544B18As=1017C4支座左59.18-25.2483.737150.03380.0362932B18As=509三層C30300×750A3支座-95.75105.65-71.27150.05480.0584732B18As=509跨中-51.177150.02930.0283402B18As=509B3支座左-49.01-117.55-24.467150.02800.0282282B18As=509300×750B3支座右-51.1724.95-26.627150.02930.0292362B18As=509跨中-74.927150.04290.0437804B18As=1017C3支座左172.03-21.32196.587150.09840.0957742B18As=509一層C30300×750A1支座-131.41103.55-106.867150.07520.0786362B18As=509跨中-74.247150.04250.0466184B18As=1017B1支座左-57.85-120.31-33.37150.03310.0342772B18As=509300×750B1支座右-74.2424.51-49.697150.04250.0443592B18As=509跨中-57.857150.03310.0343044B18As=1017C1支座左-74.243.85-49.697150.04250.0463752B18As=509橫梁AB、BC跨正截面抗震驗算表5-2層混凝土強度等級b×h截面位置組合內(nèi)力柱邊截面彎矩(kN·m)h0(mm)實際選用備注M(kN·m)V(kN)頂層C30300×750A4支座-110.81108.06-81.260.757150.0480.0493992B18As=509安全跨中158.760.757150.0150.075714B18As=1017安全B4支座左-185.16-126.34-152.220.757150.0790.0816602B18As=509安全300×750B4支座右-86.7132.96-56.330.757150.0370.0383102B18As=509安全跨中-65.610.757150.0060.0282282B18As=509安全C4支座左-86.7133.22-56.330.757150.0370.0383102B18As=509安全四層C30300×750A3支座-231.84136.93-200.780.757150.0990.0987994B18As=1017安全跨中97.170.757150.0090.0423422B18As=509安全B3支座左-113.44-49.69-83.780.757150.0490.054082B18As=509安全300×750B3支座右-72.8144.15-42.560.757150.0310.0312532B18As=509安全跨中-32.730.757150.0030.0142142B18As=509安全C3支座左-72.812.702-42.560.757150.0310.0312532B18As=509安全二層C30300×750A1支座-262.6873.82-234.20.757150.1130.1144292B18As=509安全跨中173.290.757150.0160.0766194B18As=1017安全B1支座左-151.199-196-123.50.757150.2200.895872B18As=509安全300×750B1支座右-83.5230.04--33.90.757150.0360.0352852B18As=509安全跨中-39.840.757150.0040.0151222B18As=509安全C1支座左-120.3771.49-90.80.757150.0520.0514162B18As=509安全橫梁AB、BC跨斜截面受剪承載力計算表5-3層次混凝土強度等級b×h斜截面位置組合內(nèi)力V(KN)h0(mm)(KN)(KN)選用配筋（雙肢）備注頂層C30300×750A4支座104.9715611.3190.7A8@100314安全B4支座左108.73715611.3190.7A8@100314安全300×750B4支座右22.68715611.3190.7A8@100314安全C4支座左25.24715611.3190.7A8@100314安全四層C30300×750A3支座105.65715611.3190.7A8@100314安全B3支座左117.55715611.3190.7A8@100314安全300×750B3支座右24.95715611.3190