XX大學(xué)7號(hào)宿舍樓建筑結(jié)構(gòu)設(shè)計(jì)摘要本次畢業(yè)設(shè)計(jì)的內(nèi)容為XX開放大學(xué)7號(hào)宿舍設(shè)計(jì)，此次畢業(yè)設(shè)計(jì)的課題是XX開放大學(xué)7號(hào)宿舍樓建筑結(jié)構(gòu)設(shè)計(jì)，建筑地點(diǎn)位于XX市崇川區(qū)，建筑結(jié)構(gòu)類型為填充墻鋼筋混凝土框架結(jié)構(gòu)?？偨ㄖ娣e為4733.7平方米，建筑基底面積為946.7平方米。建筑層數(shù)為5層?；A(chǔ)類型為柱下獨(dú)立基礎(chǔ)。結(jié)構(gòu)設(shè)計(jì)計(jì)算書分為手算和pkpm計(jì)算兩部分。手算一榀框架，計(jì)算步驟為：梁板柱截面初步選擇、荷載計(jì)算、內(nèi)力計(jì)算、內(nèi)力組合、梁截面設(shè)計(jì)、柱截面設(shè)計(jì)、樓板設(shè)計(jì)、樓梯設(shè)計(jì)、雨棚板設(shè)計(jì)、基礎(chǔ)設(shè)計(jì)、pkpm計(jì)算、施工組織設(shè)計(jì)。其中圖紙包括建筑設(shè)計(jì)總說明、建筑設(shè)計(jì)圖紙以及結(jié)構(gòu)設(shè)計(jì)圖紙。關(guān)鍵詞：建筑設(shè)計(jì)；框架結(jié)構(gòu)設(shè)計(jì)；畢業(yè)設(shè)計(jì)；pkpm計(jì)算目錄TOC\o"1-3"\h\u32162摘要 I25331第1章建筑設(shè)計(jì)說明 3263601.1設(shè)計(jì)原始資料 3213061.2建筑平面設(shè)計(jì) 3280161.3建筑剖面設(shè)計(jì) 3271451.4建筑立面設(shè)計(jì) 366531.5建筑構(gòu)件尺寸設(shè)計(jì) 317047第2章結(jié)構(gòu)設(shè)計(jì)說明 4251802.1結(jié)構(gòu)設(shè)計(jì)基本說明： 4116492.2主要承重結(jié)構(gòu)使用材料： 4100222.3主要計(jì)算方法 4229532.4主要計(jì)算參數(shù) 44537第3章結(jié)構(gòu)方案選型與結(jié)構(gòu)布置 6125293.1結(jié)構(gòu)截面初步選型 667833.2結(jié)構(gòu)布置與計(jì)算簡(jiǎn)圖 728643第4章荷載計(jì)算 10170224.1恒荷載計(jì)算： 10305984.2活荷載計(jì)算 1387874.3風(fēng)荷載計(jì)算 144847第5章內(nèi)力計(jì)算 16168965.1風(fēng)荷載作用下內(nèi)力計(jì)算 16302915.2恒荷載作用下的內(nèi)力計(jì)算 2321045.3活荷載作用下的內(nèi)力計(jì)算 3211168第6章內(nèi)力組合 40176836.1內(nèi)力組合基本說明 402326.2內(nèi)力組合計(jì)算 4015179第7章框架梁柱截面設(shè)計(jì) 47284567.1梁端剪力計(jì)算： 47257147.2梁的截面設(shè)計(jì)計(jì)算： 50256397.3柱的截面設(shè)計(jì)計(jì)算 5320413第8章樓梯結(jié)構(gòu)設(shè)計(jì)計(jì)算 61288118.1eq\o\ac(○,4)—eq\o\ac(○,5)，eq\o\ac(○,11)—eq\o\ac(○,12)軸線的樓梯設(shè)計(jì)計(jì)算 6114433第9章現(xiàn)澆樓板設(shè)計(jì)計(jì)算 6490439.1求支座最大彎矩值 6460319.2計(jì)算A區(qū)格樓板 64261959.3計(jì)算B區(qū)格樓板 66224169.6計(jì)算板跨中配筋與支座配筋 672922第10章基礎(chǔ)設(shè)計(jì)計(jì)算 681448910.1基礎(chǔ)荷載計(jì)算 683085410.2確定基礎(chǔ)底面積 681568310.3基礎(chǔ)配筋計(jì)算 704277第11章參考文獻(xiàn) 72第1章建筑設(shè)計(jì)說明1.1設(shè)計(jì)原始資料（1）建筑地點(diǎn)在XX市崇川區(qū)（2）建筑層數(shù)為5層，建筑結(jié)構(gòu)為填充墻鋼筋混凝土框架結(jié)構(gòu)。（3）安全等級(jí)為二級(jí)。（4）防火等級(jí)為二級(jí)。（5）抗震等級(jí)四級(jí)，結(jié)構(gòu)抗震設(shè)防烈度6度、第二組，場(chǎng)地類別為2類。（6）使用年限為50年。1.2建筑平面設(shè)計(jì)（1）建筑水平交通設(shè)計(jì)采用橫向3跨、邊跨相等的中間走廊式設(shè)計(jì)，走廊寬度為3米，邊跨寬度為7.6米。（2）建筑垂直交通設(shè)計(jì)在eq\o\ac(○,4)-eq\o\ac(○,5)、eq\o\ac(○,11)-eq\o\ac(○,12)軸線之間分別設(shè)置有樓梯，樓梯類型為平行雙跑樓梯。（3）在房間形狀和大小尺寸確定的過程中，主要考慮一下幾點(diǎn)：1.室內(nèi)活動(dòng)以滿足不同的功能需求。2.與房間內(nèi)家具設(shè)施的尺寸協(xié)調(diào)配合，便于家具設(shè)施的布置。3.室內(nèi)采光條件，室內(nèi)通風(fēng)條件需要滿足室內(nèi)環(huán)境的要求。4.施工可行性。1.3建筑剖面設(shè)計(jì)（1）為了考慮住宿空間的要求，層高確定為3.3米。（2）為了考慮到室外防水的需求，室內(nèi)外設(shè)置有0.45米的高差。（3）樓梯設(shè)置為現(xiàn)澆混凝土結(jié)構(gòu)板式樓梯，踏步寬度350毫米，高度150毫米。1.4建筑立面設(shè)計(jì)為了滿足宿舍樓對(duì)于功能空間的合理性與適應(yīng)性、空間場(chǎng)所人性化的處理，設(shè)置了不同功能的區(qū)域，并且使宿舍樓通風(fēng)更好，讓學(xué)生有更加舒適的居住體驗(yàn)。建筑的底層設(shè)置有混凝土雨棚，且設(shè)置有臺(tái)階，方便學(xué)生的進(jìn)出。1.5建筑構(gòu)件尺寸設(shè)計(jì)（1）樓梯尺寸設(shè)計(jì)：eq\o\ac(○,4)-eq\o\ac(○,5)軸線間樓梯每層共20階，踏步寬度350毫米，高度150毫米，休息平臺(tái)寬3600毫米，梯井寬度180毫米，樓梯欄桿扶手高度為1000毫米。（2）女兒墻以及排水管設(shè)計(jì)：女兒墻高1.2米，南北兩面各設(shè)置有兩個(gè)雨水管。（3）門窗設(shè)計(jì)：門窗采用塑鋼窗、鐵門，尺寸如圖所示。（4）臺(tái)階設(shè)計(jì)：建筑南面、東西面各設(shè)置有臺(tái)階，室外臺(tái)階高度為150毫米，寬度為300毫米，一共三階，總高度為450毫米。（5）散水設(shè)計(jì)：散水寬度為700毫米。第2章結(jié)構(gòu)設(shè)計(jì)說明2.1結(jié)構(gòu)設(shè)計(jì)基本說明：框架結(jié)構(gòu)是指由粱和柱相互鉸接連接而成的一種構(gòu)成承重體系的結(jié)構(gòu)，是由粱和柱共同承擔(dān)水平荷載和豎向荷載，其內(nèi)的墻體主要是起到分隔空間和圍護(hù)的作用，一般用混凝土，膨脹珍珠巖，空心磚或多孔磚等材料砌筑而成。本工程采取的是填充墻鋼筋混凝土結(jié)構(gòu)，其受力方式是雙向受力即采取的是雙向框架承重，梁，柱和基礎(chǔ)均為現(xiàn)澆。2.2主要承重結(jié)構(gòu)使用材料：梁柱混凝土主要采用的是C30混凝土，鋼筋采用的則是HRB400鋼筋；箍筋采用的則是HPB335鋼筋；墻體材料采用250厚混凝土砌塊，砌筑砂漿采用的是M5混合砂漿。2.3主要計(jì)算方法（1）確定梁板柱次梁等構(gòu)件的尺寸。（2）用D值法計(jì)算水平荷載作用下的框架剪力，并取一榀框架（⑧軸），計(jì)算其內(nèi)力。（3）采用二次彎矩分配法計(jì)算豎向荷載下的構(gòu)件內(nèi)力。（4）進(jìn)行框架內(nèi)力組合及截面設(shè)計(jì)。（5）按彈性理論計(jì)算梁板柱的內(nèi)力，并進(jìn)行截面設(shè)計(jì)。2.4主要計(jì)算參數(shù)（1）地基土層分布情況為：地基土層分布及結(jié)構(gòu)特征一覽表（單位：m）（表2-1）土層編號(hào)土層名稱土層厚度平均厚度承載力巖土層描述=1\*GB3①雜填土0.20~0.800.50灰色～灰黃色，松散，局部軟塑～可塑，主要以粉土、粉質(zhì)粘土為主，含植物根莖、局部為墳?zāi)固钔粒?jīng)人工挖掘作用，土質(zhì)均勻性差，場(chǎng)地均有分布。=2\*GB3②粉土0.80~1.801.30160kPa灰黃色～灰白色，可塑，局部硬塑，土質(zhì)較均勻，無(wú)搖震反應(yīng)，切面稍有光滑，干強(qiáng)度中等，韌性中等，場(chǎng)地均有分布。。=3\*GB3③黏土1.80~4.303.05210kPa褐黃色，硬塑，局部可塑，偶夾風(fēng)化巖碎塊，含鐵錳質(zhì)結(jié)核，夾青灰色條紋，切面光滑，無(wú)搖震反應(yīng)，韌性高，干強(qiáng)度高。場(chǎng)地均有分布。=4\*GB3④淤泥質(zhì)黏土4.30~8.206.2595kPa褐紅色～紫紅色，流塑，本層場(chǎng)地均有分布，含有機(jī)質(zhì)，高壓縮性，干強(qiáng)度高，韌性高。（2）各地基土層的評(píng)價(jià)第①層，雜填土，以粘性土及粉土為主，夾植物根莖、局部含碎石，局部為新近堆填，土質(zhì)均勻性差，故本層未經(jīng)處理不宜直接作為擬建建筑物基礎(chǔ)持力層。第②層，粉土，可塑～硬塑，地基承載力特征值160Kpa，中等壓縮性，本層場(chǎng)地分布不均勻，該層厚度0.80~1.80米，工程力學(xué)性質(zhì)較好。第③層，粘土，硬塑，局部可塑，地基承載力特征值210Kpa，中等壓縮性，本層場(chǎng)均有分布，該層厚度1.80～4.30米，平均層厚3.05米，工程力學(xué)性質(zhì)好。第④層，淤泥質(zhì)黏土，流塑，本層場(chǎng)地均有分布，層厚0.50～3.00米，平均層厚6.25米，夾有薄層粉砂，高壓縮性，地基承載力特征值95kPa。（3）本設(shè)計(jì)建筑物高度為16.500米，設(shè)防烈度為6度，第二組；（5）基本風(fēng)壓為0.55kN/m2；（6）基本雪壓為0.30kN/m2；第3章結(jié)構(gòu)方案選型與結(jié)構(gòu)布置3.1結(jié)構(gòu)截面初步選型 （1）墻體：墻體材料采用250厚混凝土切塊，M5混合砂漿砌筑，雙面粉刷。 （2）樓面、屋面的做法：根據(jù)《平屋面建筑構(gòu)造》12J304確定。樓面、屋面的做法一覽表（表3-1）名稱用料做法厚度（mm）使用部位防滑地磚樓面8~10后防滑地磚，干水泥擦縫10樓面20厚1:3水泥砂漿結(jié)合層，表面撒水泥粉2060厚LC7.5輕骨料混凝土60名稱用料做法厚度（mm）使用部位防水屋面高聚物改性瀝青防水卷材3屋面聚苯保溫板1001:8水泥膨脹珍珠巖2%找坡，最薄處不小于201001:3水泥砂漿找平層20（3）框架柱：柱截面尺寸根椐柱的允許軸壓比[μc]按下式計(jì)算確定。（公式3-1）根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010第636條，框架抗震等級(jí)為四級(jí)時(shí)柱的軸壓比限值為μc=0.9，為使結(jié)構(gòu)在兩個(gè)主軸方向的動(dòng)力特性相近，柱截面采用方柱，柱的軸力設(shè)計(jì)值Nc按下式估算。N=βFgn（公式3-2）最大負(fù)載的柱為8B、8C處，則其最大軸力估算為：N=βFgn=1.3×3.6×（10.6/2）×14×5=1736.28kN，所以Ac≥N/(μfc)=1736.28×103/(0.9×14.3)=134909.1mm2，主樓框架柱截面尺寸確定為：400×400mm。（4）框架梁：根據(jù)《抗震規(guī)范》第631條和第636條，梁的截面寬度不宜小于200mm；截面高寬比小于4；梁凈跨與截面高度之比宜大于4。=1\*GB3①.A~D軸縱向框架梁：h=1/14l=1/14×3600=257.14mm，取h=300mm，b=200mm=2\*GB3②.1~8軸AB段及CD段橫向框架梁：h=1/14l=1/14×7600=542.86mm，取h=550mm，b=200mm=3\*GB3③.1~8軸BC段橫向框架梁：按與AB段框架梁線剛度相等計(jì)算，即：（公式3-3）故取h=400mm，b=200mm（5）現(xiàn)澆板厚：取短跨的1/40：h=3600÷40≈90mm；取h=120mm3.2結(jié)構(gòu)布置與計(jì)算簡(jiǎn)圖結(jié)構(gòu)布置圖（圖3-1）計(jì)算單元圖（圖3-2）計(jì)算簡(jiǎn)圖（圖3-3）第4章荷載計(jì)算4.1恒荷載計(jì)算：（1）梁：自重+粉刷=1\*GB3①A~D軸縱向框架梁：自重：0.3×0.2×25=1.50kN/m粉刷：2×(0.3-0.12)×0.02×17=0.12kN/m1.62kN/m=2\*GB3②1~8軸AB段及CD段橫向框架梁：自重：0.55×0.2×25=2.75kN/m粉刷：2×(0.55-0.12)×0.02×17=0.29kN/m3.04kN/m=3\*GB3③1~8軸BC段橫向框架梁：自重：0.2×0.4×25=2.00kN/m粉刷：2×(0.4-0.12)×0.02×17=0.19kN/m2.19kN/m（2）柱：自重+粉刷自重：0.4×0.4×25=4kN/m粉刷：(0.4-0.12)×2×17×0.02=0.19kN/m4.19kN/m（3）墻體：自重+粉刷自重：0.25×7=1.75kN/m2粉刷：17×0.02=0.34kN/m22.09kN/m2（4）門、窗：=1\*GB3①鐵門：0.45kN/m20.45kN/m2=2\*GB3②塑鋼窗：0.1kN/m20.1kN/m2（5）屋面框架梁線荷載標(biāo)準(zhǔn)值頂層梁線荷載作用簡(jiǎn)圖（圖4-1）=1\*GB3①屋面恒載標(biāo)準(zhǔn)值計(jì)算：由3.1（2）樓面、屋面做法一覽表中的用料做法所列樓面、屋面的做法一覽表名稱用料做法厚度（mm）使用部位防滑地磚樓面8~10后防滑地磚，干水泥擦縫10樓面20厚1:3水泥砂漿結(jié)合層，表面撒水泥粉2060厚LC7.5輕骨料混凝土60名稱用料做法厚度（mm）使用部位防水屋面高聚物改性瀝青防水卷材3屋面聚苯保溫板1001:8水泥膨脹珍珠巖2%找坡，最薄處不小于201001:3水泥砂漿找平層20屋面恒荷載標(biāo)準(zhǔn)值的計(jì)算為：0.2×0.1+0.1×7+0.1×25+0.02×20+0.0021=3.63kN/m2屋面恒荷：3.63kN/m2=2\*GB3②因此，作用在頂層框架梁上的線荷載為：g1WAB=g1WCD=3.04kN/mg1WBC=2.19kN/mg2WAB=g2WCD=1/2×3.63×1/2×3.6×[1-2×(1.8/7.6)2+(1.8/7.6)3]×2=5.89kN/mg2WBC=3.63×1.5×5/8×2=6.81kN/m（6）樓面框架梁線荷載標(biāo)準(zhǔn)值中間層梁線荷載作用簡(jiǎn)圖（圖4-2）=1\*GB3①樓面恒載標(biāo)準(zhǔn)值計(jì)算：由3.1（2）樓面、屋面做法一覽表與《樓地面建筑構(gòu)造-12J304》中的用料做法所列，防滑地磚面層重量為1.20kN/m2樓面、屋面的做法一覽表（表3-1）名稱用料做法厚度（mm）使用部位防滑地磚樓面8~10后防滑地磚，干水泥擦縫10樓面20厚1:3水泥砂漿結(jié)合層，表面撒水泥粉2060厚LC7.5輕骨料混凝土60名稱用料做法厚度（mm）使用部位防水屋面高聚物改性瀝青防水卷材3屋面聚苯保溫板1001:8水泥膨脹珍珠巖2%找坡，最薄處不小于201001:3水泥砂漿找平層20120mm厚混凝土樓板：0.12×25＝3kN/m2樓面恒荷：4.20kN/m2=2\*GB3②因此，作用在中間層框架梁上的線荷載為：g1AB=g1CD=3.04+2.09×(3.3-0.55)=8.79kN/mg1BC=2.19kN/mg2AB=g2CD=0.5×4.2×1/2×3.6×[1-2×(1.8/7.6)2+(1.8/7.6)3]×2=6.81kN/mg2BC=4.2×1/2×5/8×2=7.88kN/m（7）屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值頂層節(jié)點(diǎn)集中荷載作用簡(jiǎn)圖（圖4-3）=1\*GB3①邊柱:縱向梁自重：1.62×3.6＝5.83kN女兒墻自重：1.2×2.09×3.6=9.03kN板自重荷載：3.63×1/2×3.6×5/8×2=8.17kN頂層邊節(jié)點(diǎn)集中荷載：gWA=gWD=23.02kN=2\*GB3②中柱:縱向梁自重：1.62×3.6＝5.83kN板自重傳荷載:8.17+0.5×3.63×1.8×[1-2×(1.8/7.6)2+(1.8/7.6)3]×2×3.6=29.37kN頂層中節(jié)點(diǎn)集中荷載：gWC=gWB=35.2kN（8）樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值中間層節(jié)點(diǎn)集中荷載作用簡(jiǎn)圖（圖4-4）=1\*GB3①邊柱:縱向梁自重：1.62×3.6＝5.83kN墻自重：2.09×[(3.3-0.3)×3.6-1.8×1.5]=16.929kN窗自重：0.1×1.8×1.5=0.27kN框架柱自重：4.19×3.3＝13.83kN板自重傳荷載：0.5×3.6×4.2×1.8×[1-2×(1.8/3.6)2+(1.8/3.6)3]×2=17.01kN中間層邊節(jié)點(diǎn)集中荷載：gA=gD=53.87kN=2\*GB3②中柱:縱向梁自重：1.62×3.6＝5.83kN墻自重：2.09×[(3.3-0.3)×3.6-1×2.6]=17.14kN門自重：0.45×2.6×1=1.17kN框架柱自重：4.19×3.3＝13.83kN板自重傳荷載：17.01+0.5×3/2×4.2×[1-2×(1/2×3/3.6)2+(1/2×3/3.6)3]×2×3.6=33.46kN中間層中節(jié)點(diǎn)集中荷載：gB=gC=71.43kN4.2活荷載計(jì)算根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2012。屋面活荷載標(biāo)準(zhǔn)值2.0，室內(nèi)取2.5，走廊取3.5。所以活荷載計(jì)算值如下：PWAB=PWCD=0.5×2×1/2×3.6×[1-2×(1.8/7.6)2+(1.8/7.6)3]×2=3.24kN/mPWBC=2×1.5×5/8×2=3.75kN/mPAB=PCD=0.5×2.5×1/2×3.6×[1-2×(1.8/7.6)2+(1.8/7.6)3]×2=4.05kN/mPBC=3.5×1.5×5/8×2=6.56kN/mPWA=PWD=0.5×1.8×5/8×2=1.13kNPWB=PWC=1.13+0.5×2×1.8×[1-2×(1.8/3.6)2+(1.8/3.6)3]×2×3.6=9.23kNPA=PD=0.5×3.6×2.5×1.8×5/8×2=10.125kNPB=PC=10.125+0.5×3.5×1.8×[1-2×(1.8/3.6)2+(1.8/3.6)3]×2×3.6=24.3kN4.3風(fēng)荷載計(jì)算根據(jù)建筑結(jié)構(gòu)荷載規(guī)范，風(fēng)荷載由下式計(jì)算：（公式4-1）。XX市根據(jù)50年最大風(fēng)速查得基本風(fēng)壓為0.55kN/m2；因結(jié)構(gòu)層高小于30m且高寬比小于1.5，故風(fēng)振系數(shù)取1；地面粗糙度類別為B類，根據(jù)插值法可得風(fēng)壓高度變化系數(shù)如下；根據(jù)建筑結(jié)構(gòu)荷載規(guī)范風(fēng)荷載第34條，體形系數(shù)取1.3。A為各層節(jié)點(diǎn)受風(fēng)面積；Pw為各層節(jié)點(diǎn)受風(fēng)載作用形成的集中荷載值。風(fēng)荷載計(jì)算表（表4-1）層次Z(m)()A()P()51.01.316.951.170.557.926.6241.01.313.651.090.5511.889.2531.01.310.351.010.5511.888.5721.01.37.051.000.5511.888.5711.01.33.751.000.5511.888.57風(fēng)荷載作用簡(jiǎn)圖（圖4-5）第5章內(nèi)力計(jì)算5.1風(fēng)荷載作用下內(nèi)力計(jì)算（1）框架剛度計(jì)算：計(jì)算風(fēng)荷載作用的影響時(shí)，考慮到現(xiàn)澆樓板產(chǎn)生的作用，計(jì)算框架梁慣性矩的時(shí)候，取邊跨框架梁慣性矩，中跨框架梁慣性矩。框架梁、柱的線剛度如表5-1、5-2所示。i=EI/L，C30混凝土E=30kN/mm2。梁的線剛度計(jì)算（表5-1）截面跨度L(mm)I0×1010(mm4)邊框架中框架b×h(mm)I×1010(mm4)i×107(kN×mm)相對(duì)線剛度I×1010(mm4)i×107(kN×mm)相對(duì)線剛度20036000.450.685.671.890.907.502.5030020076000.280.421.660.550.562.210.7455020030000.110.171.700.570.222.200.73400柱的線剛度計(jì)算（表5-2）柱號(hào)截面b×h(mm)柱高(mm)I0×1010(mm4)ic×107(kN×mm)相對(duì)線剛度Z140033000.211.910.64400橫向框架柱側(cè)向剛度D值計(jì)算表（表5-3）層次柱類型KαcD=(αc×ic×12)/h2(kN/mm)根數(shù)底層邊框邊柱0.870.306.314邊框中柱1.750.479.894中框邊柱1.530.439.0526中框中柱2.680.5711.9926∑D611.84二至五層邊框邊柱0.440.183.794邊框中柱0.880.306.304中框邊柱0.900.316.5026中框中柱1.580.449.326∑D451.16（2）風(fēng)荷載作用下的位移驗(yàn)算風(fēng)荷載作用下框架剪力以及側(cè)移計(jì)算表（表5-10）層號(hào)h(m)Vi(KN)53.306.62451.160.015643.3015.87451.160.035633.3024.44451.160.054623.3033.01451.160.073613.7541.58611.840.0686.82均符合的要求。（3）風(fēng)荷載作用下的柱端彎矩計(jì)算（Vi=總剪力×Di/ΣD；根據(jù)建筑結(jié)構(gòu)抗震規(guī)范查得反彎點(diǎn)高度y值如下）風(fēng)荷載作用下的柱剪力及彎矩計(jì)算表（表5-11）層次總剪力(kN)柱別Di(kN/mm)ΣD(kN/mm)h(m)56.62邊柱9.05451.160.130.423.3-0.18-0.24中柱11.990.180.45-0.27-0.33415.87邊柱9.05451.160.310.473.3-0.48-0.54中柱11.990.420.50-0.69-0.69324.44邊柱9.05451.160.490.503.3-0.81-0.81中柱11.990.650.50-1.07-1.07233.01邊柱9.05451.160.660.503.3-1.09-1.09中柱11.990.880.50-1.45-1.45141.58邊柱6.5611.840.440.553.3-0.80-0.65中柱9.300.630.55-1.14-0.94（4）風(fēng)荷載作用下的梁端彎矩以及剪力計(jì)算風(fēng)荷載作用下梁端彎矩剪力計(jì)算表（表5-12）層次柱別M下M上線剛度之比邊跨梁端彎矩中跨梁端彎矩M地震作用下梁端剪力邊跨梁跨中彎矩左梁右梁VAVB左VB右5邊柱-0.18-0.2400.24-0.06-0.035中柱-0.27-0.331.010.170.16-0.06-0.114邊柱-0.48-0.5401.00-0.13-0.325中柱-0.69-0.691.010.350.34-0.13-0.233邊柱-0.81-0.8101.29-0.21-0.375中柱-1.07-1.071.010.540.53-0.21-0.352邊柱-1.09-1.0901.90-0.28-0.585中柱-1.45-1.451.010.730.72-0.28-0.481邊柱-0.80-0.6501.01-0.19-0.27中柱-1.14-0.941.010.470.46-0.19-0.31（5）風(fēng)荷載作用下的柱軸力計(jì)算風(fēng)荷載作用下的柱軸力計(jì)算表（表5-13）層號(hào)柱別M下

(kN·m)M上

(kN·m)地震作用下梁端剪力(kN)柱軸力(kN)VAVB左VB右NANB5邊柱-0.18-0.24-0.06-0.06中柱-0.27-0.33-0.06-0.11-0.054邊柱-0.48-0.54-0.13-0.19中柱-0.69-0.69-0.13-0.23-0.103邊柱-0.81-0.81-0.21-0.40中柱-1.07-1.07-0.21-0.35-0.142邊柱-1.09-1.09-0.28-0.68中柱-1.45-1.45-0.28-0.48-0.201邊柱-0.80-0.65-0.19-0.87中柱-1.14-0.94-0.19-0.31-0.12（6）風(fēng)荷載作用下的內(nèi)力圖風(fēng)荷載作用下的彎矩圖kN·m（圖5-6）風(fēng)荷載作用下的剪力圖kN（圖5-7）風(fēng)荷載作用下的軸力圖kN（圖5-8）5.2恒荷載作用下的內(nèi)力計(jì)算（1）計(jì)算彎矩的分配系數(shù)該框架為對(duì)稱結(jié)構(gòu)，所以取框架的一半進(jìn)行計(jì)算=1\*GB3①節(jié)點(diǎn)A1、A2、A3、A4：SA1A0=SA2A1=SA3A2=SA4A3=4i=4×0.64=2.56；SA1A2=SA2A3=SA3A4=SA4A5=4i=4×0.64=2.56；SA1B1=SA2B2=SA3B3=SA4B4=4i=4×0.74=2.96；ΣS=2.56+2.56+2.96=8.08；μA1A0=μA2A1=μA3A2=μA4A3=S÷ΣS=2.56÷8.08=0.32；μA1A2=μA2A3=μA3A4=μA4A5=S÷ΣS=2.56÷8.08=0.32；μA1B1=μA2B2=μA3B3=μA4B4=S÷ΣS=2.96÷8.08=0.37；=2\*GB3②節(jié)點(diǎn)B1、B2、B3、B4：SB1D1=SB2D2=SB3D3=SB4D4=i=2×0.73=1.46；ΣS=8.08+1.46=9.54；μB1B0=μB2B1=μB3B2=μB4B3=S÷ΣS=2.56÷9.54=0.27；μB1B2=μB2B3=μB3B4=μB4B5=S÷ΣS=2.56÷9.54=0.27；μB1A1=μB2A2=μB3A3=μB4A4=S÷ΣS=2.96÷9.54=0.31；μB1D1=μB2D2=μB3D3=μB4D4=S÷ΣS=1.46÷9.54=0.15；=3\*GB3③節(jié)點(diǎn)A5：μA5A4=S÷ΣS=2.56÷(2.56+2.96)=0.46；μA5B5=S÷ΣS=2.96÷(2.56+2.96)=0.54；=4\*GB3④節(jié)點(diǎn)B5：μB5B4=S÷ΣS=2.56÷(2.56+2.96+1.46)=0.37；μB5A5=S÷ΣS=2.96÷(2.56+2.96+1.46)=0.42；μB5D5=S÷ΣS=1.46÷(2.56+2.96+1.46)=0.21；（2）計(jì)算桿件端部彎矩計(jì)算桿件固端彎矩的候一律以順時(shí)針的方向?yàn)檎较颉?1\*GB3①五層橫梁固端彎矩橫梁的自重作用：MA5B5=-MB5A5=-ql2/12=-3.04×7.62÷12=-14.63kN·m；MB5D5=-ql2/3=-2.19×1.52÷3=-1.64kN·m；MD5B5=MB5D5/2=(-1.64)÷2=-0.82kN·m；板傳來(lái)的恒荷載作用：MA5B5=-MB5A5=-ql2(1-2a2/l2+a3/l3)/12=-5.89×7.62×(1-2×1.82÷7.62+1.83÷7.63)÷12=-25.55kN·m；MB5D5=-5ql2/96=-5×6.81×1.52÷96=-0.80kN·m；MD5B5=-ql2/32=-6.81×1.52÷32=-0.48kN·m；=2\*GB3②二到四層橫梁固端彎矩橫梁的自重作用：MAB=-MBA=-ql2/12=-3.04×7.62÷12=-14.63kN·m；MBD=-ql2/3=-2.19×1.52÷3=-1.64kN·m；MDB=MBD/2=(-1.64)÷2=-0.82kN·m；板傳來(lái)的恒荷載作用：MAB=-MBA=-ql2(1-2a2/l2+a3/l3)/12=-6.81×7.62×(1-2×1.82÷7.62+1.83÷7.63)÷12=-29.54kN·m；MB5D5=-5ql2/96=-5×7.88×1.52÷96=-0.92kN·m；MD5B5=-ql2/32=-7.88×1.52÷32=-0.55kN·m；=3\*GB3③梁端彎矩頂層：MFAB=-14.63-25.55=-40.18kN·mMFBA=14.63+25.55=40.18kN·mMFBD=-1.64-0.80=-2.44kN·mMFDB=-0.82-0.48=-1.30kN·m二到四層：MFAB=-14.63-29.54=-44.17kN·mMFBA=14.63+29.54=44.17kN·mMFBD=-1.64-0.92=-2.56kN·mMFDB=-0.82-0.55=-1.37kN·m=4\*GB3④梁端附加彎矩考慮到集中荷載引起的偏心彎矩作用，偏心距e=0.1m頂層：MAe=23.02×0.1=2.30kN·mMBe=-35.20×0.1=-3.52kN·m二到四層：MAe=53.87×0.1=5.39kN·mMBe=-71.43×0.1=-7.14kN·m=5\*GB3⑤節(jié)點(diǎn)不平衡彎矩頂層：MFA=-40.18+2.30=-37.88kN·mMFB=40.18-2.44-3.52=34.22kN·m二到四層：MFA=-44.17+5.39=-38.68kN·mMFB=44.17-2.56-7.14=34.47kN·m（3）計(jì)算框架內(nèi)力=1\*GB3①進(jìn)行恒載作用的彎矩分配：AB上柱下柱右梁左梁上柱下柱右梁0.460.540.420.370.21不平衡彎矩-37.8834.22梁端彎矩-40.1840.18-2.4417.4220.4610.23-4.667.72-8.36-16.71-11.54-8.360.290.350.180.1725.43-27.73-1.48-1.31-0.7432.40-17.34-11.540.320.320.370.310.270.270.15不平衡彎矩-38.6834.47梁端彎矩-44.1744.17-2.568.716.19-5.35-10.69-9.31-9.31-5.1715.4315.4317.858.92-5.77-4.360.15-1.310.190.380.330.330.19-5.96-5.96-6.8942.78-14.75-13.34-7.5418.3314.35-38.370.320.320.370.310.270.270.15不平衡彎矩-38.6834.47梁端彎矩-44.1744.17-2.5612.3812.3814.317.16-4.66-4.667.725.07-5.01-10.02-8.72-8.72-4.85-2.61-2.61-3.02-1.510.170.2117.4914.84-37.890.350.310.310.1740.15-12.90-12.86-7.240.320.320.370.310.270.270.15不平衡彎矩-38.6834.47梁端彎矩-43.8643.86-2.596.196.19-5.35-10.69-9.31-9.31-5.1710.1310.1311.715.86-4.36-3.06-1.13-0.310.250.490.420.420.240.280.280.3239.52-13.25-11.95-7.5215.4516.29-36.930.320.320.370.310.270.270.15不平衡彎矩-38.6834.47梁端彎矩-43.8643.86-2.5912.3812.3814.317.16-4.665.07-3.51-7.02-6.12-6.123.40-0.62-0.62-0.72-0.360.2116.8311.76-33.78-2.06-1.79-1.79-1.0041.58-12.36-7.91-0.195.88-3.96恒荷載作用下的彎矩分配圖（圖5-9）=2\*GB3②梁端剪力計(jì)算：其中VA=gl/2+u-∑Mik/l；VB=-（gl/2+u+∑Mik/l）恒載作用下AB跨梁端剪力計(jì)算表（表5-14）層qkN/mgkN/ma(m)L(m)gl/2u=(l-a)×q/2-MABkN·mMBAkN·m∑Mik/lVA-VB55.893.751.87.614.2517.0827.7332.400.6131.2531.4146.813.751.87.614.2519.7538.3742.780.5833.9234.0836.813.751.87.614.2519.7537.8940.150.3033.9634.0426.813.751.87.614.2519.7536.9339.520.3433.9534.0516.813.751.87.614.2519.7533.7841.581.0333.8634.14恒載作用下BC跨梁端剪力計(jì)算表（表5-15）層q(kN/m)g(kN/m)l(m)gl/2l×q/4VB=gl/2+l×q/4VC=-(gl/2+l×q/4)56.812.1933.295.118.408.4047.882.1933.295.919.209.2037.882.1933.295.919.209.2027.882.1933.295.919.209.2017.882.1933.295.919.209.20=3\*GB3③跨中彎矩計(jì)算：其中M=gl/2×l/4+u×1.05-MAB-VA×l/2恒載作用下AB跨跨中彎矩計(jì)算表（表5-16）層q(kN/m)g(kN/m)a(m)l(m)gl/2u=(l-a)×q/2MAB(kN·m)∑Mik/lVAM55.893.751.87.614.2517.08-27.730.6131.25-18.9446.813.751.87.614.2519.75-38.370.5833.92-15.6436.813.751.87.614.2519.75-37.890.3033.96-15.7926.813.751.87.614.2519.75-36.930.3433.95-17.1916.813.751.87.614.2519.75-33.781.0333.86-20.00=4\*GB3④柱軸力計(jì)算：恒載作用下柱軸力計(jì)算表（表5-17）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5柱頂31.2523.0213.8354.2731.4117.2613.8348.67柱底68.1062.504柱頂33.9253.8713.83156.4334.0871.4313.83168.01柱底170.26181.843柱頂33.9653.8713.83258.0934.0471.4313.83287.31柱底271.92301.142柱頂33.9553.8713.83359.7434.0571.4313.83406.62柱底373.57420.451柱頂33.8653.8713.83461.3334.1471.4313.83526.02柱底475.16539.85（4）框架內(nèi)力圖恒載作用下的框架彎矩圖（圖5-10）恒載作用下的框架軸力圖（圖5-11）恒載作用下的框架剪力圖（圖5-12）5.3活荷載作用下的內(nèi)力計(jì)算（1）桿件端部彎矩計(jì)算計(jì)算桿件固端彎矩的候一律以順時(shí)針的方向?yàn)檎较颉?1\*GB3①五層橫梁MA5B5=-MB5A5=-ql2(1-2a2/l2+a3/l3)/12=-3.24×7.62×(1-2×1.82÷7.62+1.83÷7.63)÷12=-14.05kN·m；MB5D5=-5ql2/96=-5×3.75×1.52÷96=-0.44kN·m；MD5B5=-ql2/32=-3.75×1.52÷32=-0.26kN·m；=2\*GB3②二到四層橫梁MAB=-MBA=-ql2(1-2a2/l2+a3/l3)/12=-4.05×7.62×(1-2×1.82÷7.62+1.83÷7.63)÷12=-17.57kN·m；MB5D5=-5ql2/96=-5×6.56×1.52÷96=-0.77kN·m；MD5B5=-ql2/32=-6.56×1.52÷32=-0.46kN·m；=3\*GB3③梁端彎矩為頂層：MFAB=-14.05kN·mMFBA=14.05kN·mMFBD=-0.44kN·mMFDB=-0.26kN·m二到四層：MFAB=-17.57kN·mMFBA=17.57kN·mMFBD=-0.77kN·mMFDB=-0.46kN·m=4\*GB3④附加彎矩為考慮到集中荷載引起的偏心彎矩作用，偏心距e=0.1m頂層：MAe=1.13×0.1=0.11kN·mMBe=-9.23×0.1=-0.92kN·m二到四層：MAe=10.13×0.1=1.02kN·mMBe=-24.30×0.1=-2.43N·m=5\*GB3⑤節(jié)點(diǎn)不平衡彎矩為頂層：MFA=-14.05+0.11=-13.94kN·mMFB=14.05-0.44-0.92=12.69kN·m二到四層：MFA=-17.57+1.02=-16.55kN·mMFB=17.57-0.77-0.24=16.56kN·m（2）計(jì)算框架內(nèi)力=1\*GB3①進(jìn)行滿跨活荷載作用的彎矩分配：AB上柱下柱右梁左梁上柱下柱右梁0.460.540.420.370.21不平衡彎矩-13.9412.69梁端彎矩-14.0514.05-0.446.417.533.77-2.242.12-2.99-5.97-5.26-2.990.360.420.210.308.89-9.09-0.21-0.19-0.1111.85-7.39-3.540.320.320.370.310.270.270.15不平衡彎矩-16.5516.56梁端彎矩-16.3516.35-0.773.212.65-2.57-5.13-4.47-4.47-2.484.244.244.912.46-2.63-2.050.18-0.350.350.690.600.600.33-0.100.10-0.1114.37-6.5-7.12-2.927.536.44-13.770.320.320.370.310.270.270.15不平衡彎矩-16.5516.56梁端彎矩-16.3516.35-0.775.305.306.123.06-2.24-2.242.122.21-2.35-4.69-4.09-4.09-2.27-0.69-0.69-0.80-0.400.300.216.736.82-13.380.150.130.130.0714.47-5.90-5.99-2.970.320.320.370.310.270.270.15不平衡彎矩-16.5516.56梁端彎矩-16.3516.35-0.772.652.65-2.57-5.13-4.47-4.47-2.484.424.425.122.56-2.05-2.35-0.350.050.240.470.410.410.23-0.03-0.02-0.0314.25-6.93-7.23-3.486.697.10-13.590.320.320.370.310.270.270.15不平衡彎矩-16.5516.56梁端彎矩-16.3516.35-0.775.305.306.123.06-2.242.21-2.70-5.39-4.69-4.69-2.610.100.100.120.060.217.615.40-12.81-0.08-0.07-0.07-0.0414.00-6.79-4.76-3.422.7-2.38活荷載作用下的彎矩分配圖（圖5-13）=2\*GB3②滿跨活荷載作用下的梁端剪力計(jì)算其中VA=u-∑Mik/l；VB=-（u+∑Mik/l）滿跨活荷載作用下AB跨梁端剪力計(jì)算表（表5-18）層q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN·m)MBA(kN·m)∑Mik/lVAVB53.241.87.69.40-9.0911.850.369.04-9.7644.051.87.611.75-13.7714.370.0811.67-11.8334.051.87.611.75-13.3814.470.1411.61-11.8924.051.87.611.75-13.5914.250.0911.66-11.8414.051.87.611.75-12.8114.000.1611.59-11.91滿跨活荷載作用下BC跨梁端剪力計(jì)算表（表5-19）層q(kN/m)l(m)l×q/4VB=l×q/4VC=-l×q/453.7532.812.81-2.8146.5634.924.92-4.9236.5634.924.92-4.9226.5634.924.92-4.9216.5634.924.92-4.92=3\*GB3③跨中彎矩計(jì)算：其中M=u×1.05-MAB-VA×l/2滿跨活荷載作用下AB跨跨中彎矩計(jì)算表（表5-20）層q(kN/m)a(m)l(m)u=(l-a)×q/2MAB(kN·m)∑Mik/lVAM53.241.87.69.40-9.090.369.04-15.3944.051.87.611.75-13.770.0811.67-18.2434.051.87.611.75-13.380.1411.61-18.4024.051.87.611.75-13.590.0911.66-18.3814.051.87.611.75-12.810.1611.59-18.89=4\*GB3④柱軸力計(jì)算：滿跨活荷載作用下柱軸力計(jì)算表（表5-21）層邊柱A、D軸中柱B、C軸橫梁端部剪力縱梁端部剪力柱軸力橫梁端部剪力縱梁端部剪力柱軸力59.041.1310.179.769.2318.99411.6710.1331.9711.8324.3055.12311.6110.1353.7111.8924.3091.31211.6610.1375.5011.8424.30127.45111.5910.1397.2211.9124.30163.66滿跨活荷載作用下的內(nèi)力圖滿跨活荷載作用下的框架彎矩圖（圖5-14）滿跨活荷載作用下的框架剪力圖（圖5-15）滿跨活荷載作用下的框架軸力圖（圖5-16）第6章內(nèi)力組合6.1內(nèi)力組合基本說明（1）在豎向荷載做用下，要考慮框架梁端的塑性變形產(chǎn)生的內(nèi)力重分布，要對(duì)梁端負(fù)彎矩乘以調(diào)幅系數(shù)進(jìn)行調(diào)幅，并應(yīng)符合以下規(guī)定：=1\*GB3①現(xiàn)澆框架梁端負(fù)彎矩調(diào)幅系數(shù)β可取0.8-0.9，本次設(shè)計(jì)取0.9：（2）先對(duì)豎向荷載作用下框架梁的彎矩進(jìn)行調(diào)幅，再與水平作用產(chǎn)生的框架梁彎矩進(jìn)行組合。6.2內(nèi)力組合計(jì)算（1）框架梁彎矩調(diào)幅計(jì)算框架彎矩調(diào)幅計(jì)算表（表6-1）荷載種類桿件跨向彎矩荷載標(biāo)準(zhǔn)值（kN/m）調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值（kN·m）Ml0Mr0M0βMlMrM恒載（永久荷載）頂層AB-27.73-32.418.940.9-24.96-29.1621.95BC-11.54-11.54-7.80.9-10.39-10.39-6.65五層AB-38.37-42.7815.640.9-34.53-38.5019.70BC-7.54-7.54-3.630.9-6.79-6.79-2.88四層AB-37.89-40.1515.790.9-34.10-36.1419.69BC-7.34-7.34-3.440.9-6.61-6.61-2.71三層AB-36.93-39.5212.190.9-33.24-35.5716.01BC-7.52-7.52-3.970.9-6.77-6.77-3.22二層AB-33.78-41.58200.9-30.40-37.4223.77BC-0.19-0.19-4.820.9-0.17-0.17-4.80活載頂層AB-9.09-11.8515.390.9-8.18-10.6716.44BC-3.54-3.54-2.840.9-3.19-3.19-2.49五層AB-13.77-14.3718.240.9-12.39-12.9319.65BC-2.92-2.92-1.690.9-2.63-2.63-1.40四層AB-13.88-14.4718.40.9-12.49-13.0219.82BC-2.97-2.97-1.740.9-2.67-2.67-1.44三層AB-13.59-14.2518.380.9-12.23-12.8319.77BC-3.48-3.48-1.790.9-3.13-3.13-1.44二層AB-12.81-1418.890.9-11.53-12.6020.23BC-2.38-2.38-2.190.9-2.14-2.14-1.95（2）橫向框架內(nèi)力組合（一般組合）計(jì)算橫向框架梁內(nèi)力組合（非地震作用組合）計(jì)算表（表6-2）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載滿跨活載風(fēng)載1.2恒+1.4活+1.4*0.6風(fēng)1.2恒+1.4*0.7活+1.4風(fēng)1.35恒+1.4*0.7*活左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層橫梁AB跨梁左端M-24.96-8.180.24-0.24-41.20-41.61-37.63-38.30-41.71V31.258.67-0.060.0649.5949.6945.9146.0850.68跨中M21.9516.440.035-0.0449.3949.3342.5042.4045.74梁右端M-29.16-10.67-0.170.17-50.07-49.79-45.69-45.21-49.82V-31.41-9.45-0.060.06-50.97-50.87-47.04-46.87-51.66BC跨梁左端M-10.39-3.190.16-0.16-16.80-17.07-15.37-15.82-17.15V8.432.81-0.110.1113.9614.1412.7213.0214.13跨中M-6.65-2.4900.00-11.47-11.47-10.42-10.42-11.42梁右端M-10.39-3.19-0.160.16-17.07-16.80-15.82-15.37-17.15V-8.43-2.81-0.110.11-14.14-13.96-13.02-12.72-14.13五層橫梁AB跨梁左端M-34.53-12.391-1.00-57.94-59.62-52.18-54.98-58.76V33.9210.95-0.130.1355.9256.1451.2551.6256.52跨中M19.719.650.325-0.3351.4250.8843.3542.4445.85梁右端M-38.5-12.93-0.350.35-64.60-64.01-59.36-58.38-64.65V-34.08-11.71-0.130.13-57.40-57.18-52.55-52.19-57.48BC跨梁左端M-6.79-2.630.34-0.34-11.54-12.12-10.25-11.20-11.74V9.274.99-0.230.2317.9218.3015.6916.3417.40跨中M-2.88-1.400.00-5.42-5.42-4.83-4.83-5.26梁右端M-6.79-2.63-0.340.34-12.12-11.54-11.20-10.25-11.74V-9.27-4.99-0.230.23-18.30-17.92-16.34-15.69-17.40四層橫梁AB跨梁左端M-34.1-12.491.29-1.29-57.32-59.49-51.35-54.97-58.28V33.9610.98-0.210.2155.9556.3051.2251.8156.61跨中M19.6919.820.375-0.3851.6951.0643.5842.5346.01梁右端M-36.14-13.02-0.540.54-62.05-61.14-56.88-55.37-61.55V-34.04-11.68-0.210.21-57.38-57.02-52.59-52.00-57.40BC跨梁左端M-6.61-2.670.53-0.53-11.22-12.12-9.81-11.29-11.54V9.274.99-0.350.3517.8218.4015.5216.5017.40跨中M-2.71-1.4400.00-5.27-5.27-4.66-4.66-5.07梁右端M-6.61-2.67-0.530.53-12.12-11.22-11.29-9.81-11.54V-9.27-4.99-0.350.35-18.40-17.82-16.50-15.52-17.40三層橫梁AB跨梁左端M-33.24-12.231.9-1.90-55.41-58.61-49.21-54.53-56.86V33.9510.95-0.280.2855.8356.3151.0851.8656.56跨中M16.0119.770.585-0.5947.3846.4039.4137.7740.99梁右端M-35.57-12.83-0.730.73-61.26-60.03-56.28-54.24-60.59V-34.05-11.71-0.280.28-57.49-57.02-52.73-51.94-57.44BC跨梁左端M-6.77-3.130.72-0.72-11.90-13.11-10.18-12.20-12.21V9.274.99-0.480.4817.7118.5115.3416.6917.40跨中M-3.22-1.4400.00-5.88-5.88-5.28-5.28-5.76梁右端M-6.77-3.13-0.720.72-13.11-11.90-12.20-10.18-12.21V-9.27-4.99-0.480.48-18.51-17.71-16.69-15.34-17.40二層橫梁AB跨梁左端M-30.4-12.61.01-1.01-53.27-54.97-47.41-50.24-53.39V33.8610.88-0.190.1955.7056.0251.0351.5656.37跨中M23.7720.230.27-0.2757.0756.6248.7347.9751.91梁右端M-37.42-12.6-0.470.47-62.94-62.15-57.91-56.59-62.87V-34.14-11.78-0.190.19-57.62-57.30-52.78-52.25-57.63BC跨梁左端M-0.17-2.140.46-0.46-2.81-3.59-1.66-2.95-2.33V9.274.99-0.310.3117.8518.3715.5816.4517.40跨中M-4.8-1.9500.00-8.49-8.49-7.67-7.67-8.39梁右端M-0.17-2.14-0.460.46-3.59-2.81-2.95-1.66-2.33V-9.27-4.99-0.310.31-18.37-17.85-16.45-15.58-17.40（3）橫向框架柱內(nèi)力組合（一般組合）計(jì)算橫向框架柱內(nèi)力組合（非地震作用組合）計(jì)算表（表6-3）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合|M|max及相應(yīng)的NNmin及相應(yīng)的MNmax及相應(yīng)的M恒載滿跨活荷載風(fēng)荷載1.2恒+1.4活+1.4×0.6風(fēng)1.2恒+1.4×0.7活+1.4風(fēng)1.35恒+1.4×0.7活左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)頂層柱A柱柱頂M25.434.84-0.240.2437.0937.4934.9235.6039.0739.0734.9237.49N54.2749.07-0.060.06133.77133.87113.13113.30121.35121.35113.13133.87柱底M18.334.3-0.170.1727.8728.1625.9726.4528.9628.9625.9728.16N68.149.07-0.060.06150.37150.47129.72129.89140.02140.02129.72150.47B柱柱頂M-17.34-3.29-0.330.33-25.69-25.14-24.49-23.57-26.63-26.63-24.49-25.14N48.6775.45-0.050.05163.99164.08132.28132.42139.65139.65132.28164.08柱底M-14.75-2.71-0.240.24-21.70-21.29-20.69-20.02-22.57-22.57-20.69-21.29N62.575.45-0.050.05180.59180.67148.87149.01158.32158.32148.87180.67四層柱A柱柱底M14.353.78-0.540.5422.0622.9720.1721.6823.0823.0820.1722.97N156.43110.52-0.190.19342.28342.60295.76296.29319.49319.49295.76342.60柱底M17.493.82-0.480.4825.9326.7424.0625.4027.3627.3624.0626.74N170.26110.52-0.190.19358.88359.20312.36312.89338.16338.16312.36359.20B柱柱底M-13.34-2.35-0.690.69-19.88-18.72-19.28-17.35-20.31-20.31-19.28-18.72N168.01182.53-0.10.1457.07457.24380.35380.63405.69405.69380.35457.24柱底M-12.9-2.38-0.690.69-19.39-18.23-18.78-16.85-19.75-19.75-18.78-18.23N181.64182.53-0.10.1473.43473.59396.71396.99424.09424.09396.71473.59三層柱A柱柱頂M14.844.33-0.810.8123.1924.5520.9223.1924.2824.5520.9224.55N258.09172-0.40.4550.17550.84477.71478.83516.98550.84477.71550.84柱底M15.453.86-0.810.8123.2624.6221.1923.4624.6424.6421.1924.62N271.92172-0.40.4566.77567.44494.30495.42535.65535.65494.30567.44B柱柱頂M-12.86-2.4-1.071.07-19.69-17.89-19.28-16.29-19.71-19.71-19.28-17.89N287.31289.58-0.140.14750.07750.30628.36628.76671.66671.66628.36750.30柱底M-13.25-2.41-1.071.07-20.17-18.38-19.76-16.76-20.25-20.25-19.76-18.38N301.14289.58-0.140.14766.66766.90644.96645.35690.33690.33644.96766.90二層柱A柱柱頂M16.294.12-1.091.0924.4026.2322.0625.1126.0326.2322.0626.23N359.74233.45-0.680.68757.95759.09659.52661.42714.43759.09659.52759.09柱底M16.834.33-1.091.0925.3427.1722.9125.9726.9627.1722.9127.17N373.57233.45-0.680.68774.54775.69676.11678.02733.10775.69676.11775.69B柱柱頂M-11.95-2.5-1.451.45-19.06-16.62-18.82-14.76-18.58-19.06-18.82-16.62N406.62396.66-0.20.21043.101043.44876.39876.95937.661043.10876.391043.44柱底M-12.36-2.67-1.451.45-19.79-17.35-19.48-15.42-19.30-19.79-19.48-17.35N420.45396.66-0.20.21059.701060.03892.99893.55956.331059.70892.991060.03底層柱A柱柱頂M11.763.06-0.650.6517.8518.9416.2018.0218.8718.9416.2018.94N461.33294.83-0.870.87965.63967.09841.31843.75911.73967.09841.31967.09柱底M5.881.53-0.80.88.539.877.449.689.449.877.449.87N475.16294.83-0.870.87982.22983.68857.91860.34930.40983.68857.91983.68V-5.35-1.18-0.440.44-8.44-7.70-8.19-6.96-8.38-8.44-8.19-7.70B柱柱頂M-7.91-1.89-0.940.94-12.93-11.35-12.66-10.03-12.53-12.93-12.66-11.35N526.02503.81-0.120.121336.461336.661124.791125.131203.861336.461124.791336.66柱底M-3.96-0.95-1.141.14-7.04-5.12-7.28-4.09-6.28-7.28-7.28-5.12N539.85503.81-0.120.121353.051353.251141.391141.721222.531141.391141.391353.25V3.60.73-0.630.634.815.874.155.925.584.154.155.87第7章框架梁柱截面設(shè)計(jì)7.1梁端剪力計(jì)算：（1）為了保證框架結(jié)構(gòu)“強(qiáng)剪弱彎”的設(shè)計(jì)原則，抗震結(jié)構(gòu)的設(shè)計(jì)當(dāng)中，四級(jí)結(jié)構(gòu)框架梁，梁的端部截面內(nèi)力組合剪力的設(shè)計(jì)值無(wú)需調(diào)整。=1\*GB3①二層橫梁AB左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-54.97kN·m+M1b=53.27kN·m梁右端：-Mrb=-62.15kN·m+Mrb=62.94kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=53.27+62.94=116.21kN·m-Mb=-54.97-62.15=-117.12kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×116.21/7.6+1.2×(56.02+55.70)=149.35kNV=ηvb右(M1b+Mrb)/ln+VGb=1×116.21/7.6+1.2×(57.62+57.30)=153.19kN=2\*GB3②頂層橫梁AB左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-41.61kN·m+M1b=-41.20kN·m梁右端：-Mrb=49.79kN·m+Mrb=50.07kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=-41.20+50.07=8.87kN·m-Mb=-41.61+49.79=8.18kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×8.87/7.6+1.2×(49.59+49.69)=120.30kNV=ηvb右(M1b+Mrb)/ln+VGb=1×8.87/7.6+1.2×(50.97+50.87)=123.38kN=3\*GB3③五層橫梁AB左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-59.62kN·m+M1b=-57.94kN·m梁右端：-Mrb=-64.01kN·m+Mrb=64.60kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=64.60+57.94=122.54kN·m-Mb=59.62+64.01=123.63kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×122.54/7.6+1.2×(55.92+56.14)=150.60kNV=ηvb右(M1b+Mrb)/ln+VGb=1×122.54/7.6+1.2×(57.40+57.18)=153.62kN=4\*GB3④二層橫梁BC左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-35.90kN·m+M1b=28.10kN·m梁右端：-Mrb=-28.10kN·m+Mrb=35.90kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=28.10+35.90=64.20kN·m-Mb=-35.90-28.10=-64.20kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×64.20/3+1.2×(18.37+17.85)=64.86kNV=ηvb右(M1b+Mrb)/ln+VGb=1×64.20/3+1.2×(18.37+17.85)=64.86kN=5\*GB3⑤頂層橫梁BC左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-17.07kN·m+M1b=16.80kN·m梁右端：-Mrb=-16.80kN·m+Mrb=17.07kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=-17.07-16.80=-33.87kN·m-Mb=17.07+16.80=33.87kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×33.87/3+1.2×(13.96+14.14)=45.01kNV=ηvb右(M1b+Mrb)/ln+VGb=1×33.87/3+1.2×(13.96+14.14)=45.01kN=6\*GB3⑥五層橫梁BC左右端剪力V左、V右計(jì)算如下：梁左端：-M1b=-12.12kN·m+M1b=11.54kN·m梁右端：-Mrb=-11.54kN·m+Mrb=12.12kN·m取梁端順時(shí)針或逆時(shí)針方向彎矩組合的絕對(duì)值大者計(jì)算梁端剪力。+Mb=-11.54-12.12=-23.66kN·m-Mb=11.54+12.12=23.66kN·mV=ηvb左(M1b+Mrb)/ln+VGb=1×23.66/3+1.2×(17.92+18.30)=51.35kNV=ηvb右(M1b+Mrb)/ln+VGb=1×23.66/3+1.2×(17.92+18.30)=51.35kN7.2梁的截面設(shè)計(jì)計(jì)算：橫向框架梁AB、BC跨正截面受彎承載力計(jì)算（表7-1）樓層混凝土強(qiáng)度等級(jí)截面位置組合內(nèi)力柱邊截面彎矩（kN.m）h0(mm)αs=M/（α1fcbh02）ξAs=ξbh0α1fc/fy（mm2）實(shí)際選用（mm2）備注M（kN.m）V（kN）頂層C30邊跨梁左-41.7150.68-31.575100.0340.035277418,As=1017安全中45.7445.745100.0490.05653418,As=1017安全右-49.82-51.66-39.495100.0420.043518418,As=1017安全中跨梁左-17.1514.13-14.323600.0310.031211414,As=615安全中-11.42-11.423600.0250.025189414,As=615安全右-17.15-14.13-14.323600.0310.031211414,As=615安全三至六層C30邊跨梁左-58.7656.52-47.465100.0510.052563418,As=1017安全中45.8545.855100.0490.05953418,As=1017安全右-64.65-57.48-53.155100.0570.059699418,As=1017安全中跨梁左-11.7417.4-8.263600.0180.018164414,As=615安全中-5.26-5.263600.0110.01189414,As=615安全右-11.74-17.4-8.263600.0180.018164414,As=615安全二層C30邊跨梁左-53.3956.37-42.125100.0450.046533418,As=1017安全中51.9151.915100.0560.058894418,As=1017安全右-62.87-57.63-51.345100.0550.057589418,As=1017安全中跨梁左-8.3317.41.153600.0020.002157414,