鄭州工業(yè)應(yīng)用技術(shù)學(xué)院本科生畢業(yè)設(shè)計(jì)題目：安陽(yáng)市英皇大酒店設(shè)計(jì)指導(dǎo)教師：劉成才職稱：講師學(xué)生姓名：林波學(xué)號(hào)：1103110423專業(yè)：土木工程院（系）：建筑工程學(xué)院答辯日期：2015年5月30日2015年5月30日目錄TOC\o"1-3"\h\u第1章工程概況 11.1氣象條件 11.2工程地質(zhì)條件 1第2章結(jié)構(gòu)布置及確定計(jì)算簡(jiǎn)圖 32.1荷載計(jì)算 42.1.1屋面橫梁豎向線荷載標(biāo)準(zhǔn)值 52.1.2樓面橫梁豎向線荷載標(biāo)準(zhǔn)值 62.2屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 62.3樓面節(jié)點(diǎn)集中荷載表準(zhǔn)值 72.3.1恒載 72.3.2活載 72.4風(fēng)荷載 72.5地震作用 72.5.1建筑物總重力荷載代表值Gi的計(jì)算 72.5.2地震作用計(jì)算 9第3章內(nèi)力計(jì)算 133.1恒載作用下的框架內(nèi)力 133.1.1彎矩分配系數(shù) 133.1.2梁的固端彎矩 143.2各層內(nèi)力計(jì)算 153.2.1彎矩計(jì)算 153.2.2恒載作用下框架的剪力計(jì)算 183.2.3恒載作用下框架柱軸力計(jì)算 183.3活載作用下的框架內(nèi)力 203.3.1計(jì)算桿件固端彎矩 203.3.2縱梁引起的柱端固端彎矩 213.3.3彎矩計(jì)算 213.3.4剪力計(jì)算 243.3.5軸力計(jì)算 253.4地震作用下橫向框架的內(nèi)力計(jì)算 253.4.1各層反彎點(diǎn)位置 263.4.2地震作用下橫向框架剪力及柱端彎矩 273.4.3地震作用下梁端彎矩 283.4.4地震作用下梁端彎矩地震作用梁剪力、柱軸力 29第4章框架內(nèi)力組合 324.1橫向框架梁內(nèi)力組合 334.2橫向框架柱內(nèi)力組合 38第5章框架梁、柱截面設(shè)計(jì) 455.1框架梁設(shè)計(jì) 455.1.1橫梁的正截面受彎承載力計(jì)算 455.1.2梁斜截面受剪承載力 495.1.3梁斜截面受剪承載力 515.2框架柱設(shè)計(jì) 545.2.1軸壓比驗(yàn)算 545.2.2截面尺寸復(fù)核 545.2.3正截面受彎承載力計(jì)算 545.2.4斜截面受剪承載力計(jì)算 565.3多遇地震作用下橫向框架的層間彈性側(cè)移驗(yàn)算 60第6章現(xiàn)澆樓面板設(shè)計(jì) 616.1A板（四邊固定） 616.3C板（四邊固定） 636.4D板（四邊固定） 646.5E板(四邊固定） 65第7章樓梯設(shè)計(jì) 687.1梯段板計(jì)算 687.2休息平臺(tái)板計(jì)算 697.3梯段梁TL1計(jì)算 69第8章基礎(chǔ)設(shè)計(jì) 718.1地基承載力計(jì)算及基礎(chǔ)底面積確定 718.1.1Ａ柱 728.1.2B-C柱 728.2抗震驗(yàn)算 728.3基礎(chǔ)結(jié)構(gòu)設(shè)計(jì) 738.3.1A柱設(shè)計(jì) 748.3.2B-C柱設(shè)計(jì) 74致謝 76參考文獻(xiàn) 77第1章工程概況框架結(jié)構(gòu)酒店，建筑面積為5854m2，根據(jù)該房屋的使用功能及建筑設(shè)計(jì)的要求,進(jìn)行建筑平面、立面及剖面圖設(shè)計(jì)，其標(biāo)準(zhǔn)層建筑平面、結(jié)構(gòu)平面和剖面示意圖分別見(jiàn)圖紙。主體結(jié)構(gòu)共6層，首層層高為4.2m，標(biāo)準(zhǔn)層層高為3.6m。1.1氣象條件基本風(fēng)壓0.45kN/m2，基本雪壓0.40kN/m2。1.2工程地質(zhì)條件1.建設(shè)場(chǎng)地地處黃河泛平原區(qū)，地貌單元屬黃河沖積平原，地勢(shì)平坦，地面標(biāo)高100m左右，由西南向東北微傾。2.勘探深度范圍內(nèi)從上到下場(chǎng)地地質(zhì)構(gòu)成如下：表1.1序號(hào)巖土深度土層深度（m）厚度范圍（m）地基土承載力（kPa）壓縮模量（MPa）1雜填土0.0—3.03.02粉質(zhì)粘土3.0—5.02.0100-1406.03粘性土加粉土5.0—8.03.0150-25010.54砂卵石8.0—15.07.035021.03.勘察期間,由于地下水位埋藏較深設(shè)計(jì)和施工中可不考慮其影響。1.3建筑場(chǎng)地類別地面粗糙度為B類，地基承載力為特征值fak=200kPa,建筑場(chǎng)地均勻，基礎(chǔ)埋深定為1m～4m之間。1.地震設(shè)防烈度抗震設(shè)防烈度為8度，地震分組為第一組，設(shè)計(jì)基本地震加速度值0.20g。2.建筑耐久等級(jí)、防火等級(jí)均為=2\*ROMANII級(jí)。3.荷載資料（1）酒店樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》，確定樓面活載標(biāo)準(zhǔn)值為2kN/m2;走廊,樓梯活載標(biāo)準(zhǔn)值為3.5kN/m2。（2）不上人屋面：活載標(biāo)準(zhǔn)值為0.5kN/m2。（3）屋面構(gòu)造屋面形式為平屋頂；平屋頂排水坡度為2%，排水坡度的形式為墊置坡度，25厚1:3水泥砂漿保護(hù)層，3厚BAC雙面自粘膠瀝青防水卷材，配套卷材膠粘劑結(jié)合層，20mm厚1：3水泥砂漿找平層，現(xiàn)澆鋼筋混凝土屋面板。(4）樓面構(gòu)造水泥樓面：10mm厚1：2水泥砂漿面層、15mm厚1：3水泥砂漿找平層、現(xiàn)澆鋼筋混凝土樓面板、12mm厚紙筋灰石灰粉平頂。（5）非承重墻 非承重墻外墻采用250mm厚加氣混凝土砌塊，內(nèi)墻采用200mm厚加氣混凝土氣塊，重度2.4kN/m2，M5混合砂漿砌筑，雙面粉刷，重度3.6kN/m2。第2章結(jié)構(gòu)布置及確定計(jì)算簡(jiǎn)圖本工程橫向框架計(jì)算單元取圖中斜線部分所示范圍，框架計(jì)算簡(jiǎn)圖假定底層柱下端固定于基礎(chǔ)，按工程地質(zhì)資料提供的數(shù)據(jù)，地質(zhì)條件較好，初步確定本工程基礎(chǔ)采用柱下獨(dú)立基礎(chǔ)，基底標(biāo)高為設(shè)計(jì)標(biāo)高-2.100m。柱子的底層高度為h1=4.2+0.6=4.8m,二～六層柱高為h2～h6=3.6m.柱節(jié)點(diǎn)剛接，橫梁的計(jì)算跨度取柱中心至中心間距離，三跨分別為L(zhǎng)=6600mm、3000mm、6600mm。圖2.1結(jié)構(gòu)布置圖圖2.2框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖梁、柱截面尺寸框架柱：框架柱的截面尺寸，為第層層高。本結(jié)構(gòu)中層高為3.6m，故=（200～300）mm。框架柱截面尺寸還應(yīng)根據(jù)公式（2.1）估算。（2.1）式中N=（1.1-1.2）Nv,N為軸向力設(shè)計(jì)值；負(fù)荷面積×（12～14）kN/m2×層數(shù)，為軸壓比，可根據(jù)規(guī)范查出。僅估算底層柱。本結(jié)構(gòu)中，邊柱和中柱最大負(fù)荷面積分別為(4.23.3)m2，（6.34.8）m2，層數(shù)為6層；該框架結(jié)構(gòu)抗震設(shè)防烈度為8度，建筑高度22.65m<30m，其軸壓比限值=0.75。C30混凝土=14.3N/mm2邊柱AC=130264mm2中柱最大AC=284212mm2取柱截面為正方形，考慮到施工、計(jì)算簡(jiǎn)便以及安全因素，各柱截面尺寸從底層到頂層均取為600mm600mm。梁：橫向框架梁AB、CE跨：h=(1/8～1/12)L=(1/8～1/12)×6600=825mm～550mm，取h=700mm，b=(1/2～1/3)h=350mm～233mm，取b=300mmBC跨：h=(1/8～1/12)L=(1/8～1/12)×3000=375mm～250mm，取h=400mm,b=250mm縱向連系梁：h=(1/8～1/12)L=(1/8～1/12)×4200=525mm～350取h=500mm，b=250mmh=(1/8～1/12)L=(1/8～1/12)×8400=1050mm～700取h=900mm，b=350mm（2）材料強(qiáng)度等級(jí)混凝土：基礎(chǔ)頂面以上采用C30，基礎(chǔ)頂面以下采用C30；鋼筋直徑：板受力鋼筋采用HRB400，梁柱主筋采用HRB400，箍筋HPB300,填充墻采用加氣混凝土砌塊，外墻250厚，內(nèi)墻200厚，容重2.4kN/m2。2.1荷載計(jì)算以eq\o\ac(○,2)軸線橫向框架為計(jì)算分析對(duì)象圖2.3恒載圖2.4活載2.1.1屋面橫梁豎向線荷載標(biāo)準(zhǔn)值恒荷載和活荷載作用下框架的受荷A～B軸間梁上板的，l0y/l0x=6600/4200=1.57<2，按雙向板進(jìn)行計(jì)算，長(zhǎng)邊支承梁上荷載呈梯形分布，短邊支承梁上荷載呈三角形分布；B～C軸間梁上板的，l0y/l0x=4200/3000=1.4<2按雙向板進(jìn)行計(jì)算，長(zhǎng)邊支承梁上荷載呈梯形分布，短邊支承梁上荷載呈三角形分布。屋面恒載標(biāo)準(zhǔn)值：25厚1：3水泥砂漿保護(hù)層0.025×20=0.4kN/m2防水層0.4kN/m220厚1：3水泥砂漿找平層0.02×20=0.4kN/m2120厚鋼筋混凝土現(xiàn)澆板0.12×25=3kN/m212厚紙筋石灰粉平頂0.012×16=0.192kN/m2合計(jì)∑4.87kN/m2梁自重：邊跨AB、CE跨0.3×0.7×25=5.25kN/m2梁側(cè)粉刷2×(0.7-0.12)×0.02×17=0.39kN/m2合計(jì)∑5.64kN/m2中跨BC跨0.25×0.4×25=2.5kN/m2梁側(cè)粉刷2×(0.4-0.1)×0.02×17=0.19kN/m2合計(jì)∑2.69kN/m2作用在頂層框架上的線恒荷載標(biāo)準(zhǔn)值為：梁自重G5AB=g5CE=5.64kN/m2g5BC=2.69kN/m2板傳來(lái)的荷載G5AB=g5CE=4.87×2.1×0.828×2=16.94kN/m2G5BC=4.87×2.1×5/8×2=12.6kN/m2作用在頂層框架的線活荷載標(biāo)準(zhǔn)值為：G5AB=G5CE=0.5×2.1×0.828×2=1.74kN/m2G5BC=0.5×2.1×5/8×2=1.31kN/m22.1.2樓面橫梁豎向線荷載標(biāo)準(zhǔn)值樓面恒載標(biāo)準(zhǔn)值：25厚1：3水泥砂漿找平層0.025×20=0.5kN/m2120厚鋼筋混凝土現(xiàn)澆板0.12×25=3kN/m212厚底板粉刷0.012×16=0.162kN/m2合計(jì)∑3.662kN/m2梁自重：邊跨AB、CE跨5.64kN/m中跨BC跨 2.69kN/m作用在標(biāo)準(zhǔn)層框架上的線恒荷載標(biāo)梁自重GAB2=GCE2=5.64kN/mGBC2=2.69kN/m板傳來(lái)的荷載GAB2=GCE2=3.662×2.1×0.828×2=12.73kN/mGBC=3.662×2.1×5/8×2=9.61kN/m樓面活載QAB=QCE=2×2.1×0.828×2=6.96kN/mQBC=2×2.1×5/8×2=5.25kN/m2.2屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值恒載+活載邊跨連系梁自重0.25×0.5×4.2×25=13.135kN粉刷2×(0.5-0.12)×0.02×4.2×17=1.1kN1.2m高女兒墻1.2×4.2×3.6=18.14k粉刷1.2×2×0.02×4.2×17=3.43kN連系梁傳來(lái)屋面自重(4.87+0.5)×3.3×5/8×4.2=46.52kN頂點(diǎn)邊節(jié)點(diǎn)集中荷載∑G5A=G5E=82.325kN中柱連系梁自重0.25×0.5×（2.1+1.5）×25=11.25kN粉刷[(0.5-0.12)+(0.5-0.1)]×0.02×4.2×17=1.1kN連系梁傳來(lái)屋面自重(4.87+0.5)×3.3×5/8×4.2=46.52kN(4.87+0.5)×1.5×0.828×4.2=28.01kN頂層中節(jié)點(diǎn)集中荷載∑G5B=G5C=86.88kN2.3樓面節(jié)點(diǎn)集中荷載表準(zhǔn)值2.3.1恒載邊柱連系梁自重13.13kN粉刷1.1kN墻自重3.2×3.6×2.4=27.648kN連系梁傳來(lái)樓面自重4.87×5/8×3.3×4.2=42.19kN合計(jì)∑84.068kN中間層邊節(jié)點(diǎn)集中荷載：GA=GE=80.068kN框架柱自GA′=GE′=0.6×0.6×3.6×25=32.4kN中柱連系梁自重 13.13kN粉刷1.1kN墻自重3.2×3.6×2.4=27.648kN連系梁傳來(lái)樓面自重4.87×5/8×3.3×4.2=42.19kN4.87×0.828×3.0/2×4.2=25.4kN合計(jì)∑109.47kN中間層中節(jié)點(diǎn)集中荷載：GB=GC=109.47kN柱傳來(lái)集中荷載：GB′=GC′=32.42kN2.3.2活載QA=QD=2.0×5/8×3.3×4.2=17.33kNQB=QC=2.0×5/8×3.3×4.2+2.0×0.828×1.5×4.2=27.76kN2.4風(fēng)荷載由于本地區(qū)基本風(fēng)壓為0.45kN/m2，但本地區(qū)抗震烈度為8度，風(fēng)荷載小于地震荷載，本工程為多層結(jié)構(gòu)，風(fēng)荷載與抗震荷載不用同時(shí)考慮，故根據(jù)經(jīng)驗(yàn)可知，只計(jì)算抗震作用。2.5地震作用2.5.1建筑物總重力荷載代表值Gi的計(jì)算集中與屋蓋的質(zhì)點(diǎn)重力荷載代表值G6；50％雪載0.5×0.4×58.8×16.2=190.5kN屋面恒載4.87×58.8×6.6×2+4.37×58.8×3.0=4550.8kN橫梁（5.64×6.6×2+2.69×3.0)×14=1155.3kN縱梁(13.13+1.1)×24+(13.13+1.1)×24+0.4×0.9×4.2×25×4=834.24kN女兒墻1.2×2.4×(58.8+16.2)×2=648kN柱重0.6×0.6×25×1.8×56=907.2kN橫墻2.4×{21×6.6×1.8+（3×1.8-1.5×2.1/2）}×2=617.1kN縱墻(4.2×1.8-2.7×2.1/2)×2.4×28+(4.2×1.8×2.4×28=825.6kN(忽略內(nèi)縱墻的門窗按墻重計(jì)算)塑鋼窗28×2.7×2.1×0.4/2=31.8kNG6=9760.54kN集中于三、四、五層處的質(zhì)點(diǎn)重力荷載代表值G5～G3；50％樓面活載0.5×2.0×58.8×16.2=952.56kN樓面恒載3.692×58.8×4.5×2+3.192×58.8×3.0=131.77kN橫梁1155.3kN縱梁834.24kN柱重907.2×2=618.75kN橫墻2.4×{24×6.6×3.6+（3×3.6-1.5×2.1×2/2）×2}=1412.86kN縱墻25.6×2=1651.2kN塑鋼窗31.8×2=63.6kNG5=G4=G3=11312.81kN集中于二層處的質(zhì)點(diǎn)重力荷載代表值G2；50％樓面活載952.56kN樓面恒載3428.65kN橫梁1155.3kN縱梁834.24kN柱重1814.4kN橫墻2.4×{22×6.6×3.6+（3×3.6-1.5×2.1×2/2）×2}=1298.8kN縱墻1651.2kN塑鋼窗63.6kNG2=11198.75kN集中于一層處的質(zhì)點(diǎn)重力荷載代表值G1；50％樓面活載902.36kN樓面恒載3408.65kN橫梁1125.3kN縱梁814.24kN柱重1814.4kN橫墻2.4×{22×6.6×3.6+（3×3.6-1.5×2.1×2/2）×2}=1298.8kN縱墻1651.2kN塑鋼窗63.6kNG1=11318.95kN2.5.2地震作用計(jì)算框架柱的抗側(cè)移剛度：在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取I=2I，邊框架梁取I=1.5I。橫梁、柱的線剛度見(jiàn)下表：表2.1橫梁、柱的線剛度桿件截面尺寸Ec(kN/mm2)I0（mm4）I(mm4)L(mm)i=Ec/L(kN/mm)相對(duì)剛度B(mm)H(mm)邊框架梁300700288.58×1091.2×101066005.46×1071邊框架梁250400281.33×1092×10930002.33×1070.428中框架梁300700288.58×1091.7×101066007.28×1071.33中框架梁250400281.33×1092.6×10930003.11×1070.57底層框架柱600600281.0×10101.0×101048006.3×1071.15中層框架柱600600281.08×10101.0×101036008.4×1071.54表2.2每層框架柱總的抗側(cè)移剛度項(xiàng)目K=∑ic/2iz（一般層）αc=K/(2+K)(一般層)αc·iz·(12/h2)根數(shù)層柱類型及截面K=∑ic/iz（底層）αc=(0.5+K)/(2+K)(底層)(kN/mm)二至六層邊框架邊柱（600×600）0.650.2519.084邊框架中柱（600×600）0.930.3224.694中框架邊柱（600×600）0.860.3023.3924中框架中柱（600×600）1.240.3829.7724底層邊框架邊柱（600×600）0.870.4815.664邊框架中柱（600×600）1.240.5417.624中框架邊柱（600×600）1.160.5317.2424中框架中柱（600×600）1.650.5919.3324注：ic為梁的線剛度，iz為柱的線剛度。底層：∑D=4×(15.66+17.62)+24×(17.24+19.33)=1010.8kN/mm二至六層：∑D=4×(19.08+24.69)+24×(23.39+29.77)=1450.92kN/mm框架自振周期的計(jì)算自振周期為：T1=1.70（2.2）T1=1.70×0.6×=0.433s式中為考慮結(jié)構(gòu)非承重磚墻影響的折減系數(shù)；△為框架頂點(diǎn)假象水平位移，計(jì)算見(jiàn)下表2.3：表2.3框架頂點(diǎn)假象水平位移框架頂點(diǎn)假想水平位移層Gi（kN）∑Gi（kN）∑Di（kN/mm）δ=∑Gi/∑Di(層間相對(duì)位移)總位移Δ（mm）69760.549760.541450.926.73177.04511312.8121073.351450.9214.52170.31411312.8132386.161450.9222.32155.78311312.8143698.971450.9230.12133.46211198.7554897.721450.9237.84103.35111318.9566216.671010.8065.5165.51（3）地震作用計(jì)算根據(jù)本工程設(shè)防烈度8度、Ⅱ類場(chǎng)地，設(shè)計(jì)地震分組為第一組，查《建筑抗震設(shè)計(jì)規(guī)范》特征周期Tg=0.35s,αmax=0.16結(jié)構(gòu)等效總重力荷載：Geq=0.85(G1+G2+G3+G4+G5+G6)=0.85×66216.67=56284.2kNT1=0.433<1.4Tg=1.4×0.35=0.49s,故不需考慮框架頂部附加集中力作用。框架橫向水平地震作用標(biāo)準(zhǔn)值為：結(jié)構(gòu)底部：，各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值有下表計(jì)算出,∑GiHI=900380.32.4各樓層的地震作用和地震剪力標(biāo)準(zhǔn)值樓層地震作用和地震剪力標(biāo)準(zhǔn)值計(jì)算表層Hi(m)Gi(kN)GiHiFi=GiHi(FEK-△Fn)/∑GiHi樓層剪力Vi(kN)622.809760.54222540.311836.291836.29519.2011312.81217205.951792.283628.57415.6011312.81176479.841456.235084.80312.0011312.81135753.721120.176204.9728.4011198.7594069.50776.226981.1914.8011318.9554330.96448.317429.50圖2.5質(zhì)點(diǎn)重力荷載代表值圖2.6橫向框架上的地震作用第3章內(nèi)力計(jì)算3.1恒載作用下的框架內(nèi)力圖3.1恒載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖圖3.2活荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖3.1.1彎矩分配系數(shù)節(jié)點(diǎn)A1：==0.29==0.33==0.38節(jié)點(diǎn)B1：節(jié)點(diǎn)A2:節(jié)點(diǎn)B2:節(jié)點(diǎn)A6:節(jié)點(diǎn)B6:A5,B5,A4,B4,A3,B3與相應(yīng)的A2,B2相同,由于此框架為對(duì)稱結(jié)構(gòu)，C、E兩點(diǎn)分配系數(shù)與B、A相同3.1.2梁的固端彎矩計(jì)算桿件固端彎矩時(shí)應(yīng)帶符號(hào)MA6B6=kN·mMB6A6=94.5kN·mMB6C6=kN·mMC6B6=11.85kN·mMC6E6=kN·mMC6D6=94.5kN·mMA5B5=kN·mMB5A5=76.7kN·mMB5C5=kN·mMC5B5=9.2kN·mMC5E5=kN·mMD5C5=76.7kN·m3.1.3縱梁引起柱端附加彎矩頂層外縱梁：MA6=-ME6=57.28×0.175=10.0kN·m樓層外縱梁：MA1=-ME1=30.51×0.175=5.3kN·m頂層中縱梁：MB6=-MC6=-53.41×0.175=-9.3kN·m樓層中縱梁：MB1=-MC1=-43.44×0.175=-7.6kN·m3.2各層內(nèi)力計(jì)算3.2.1彎矩計(jì)算采用彎矩二次分配法計(jì)算梁端和柱端彎矩。計(jì)算過(guò)程見(jiàn)下圖

圖3.3恒載彎矩分配過(guò)程圖3.4恒載作用下彎矩圖（kN·m）3.2.2恒載作用下框架的剪力計(jì)算梁：ΣMA=0：MA-MB-1/2ql2-QBl=0柱：ΣMB=0:-MC-MD-QDh=0則QA6B6=kNQB6A6=kNQB6C6=kNQC6B6=kN其他各層各跨與以上計(jì)算相同圖3.5恒載下梁的剪力圖（kN）3.2.3恒載作用下框架柱軸力計(jì)算柱自重標(biāo)準(zhǔn)值：邊跨：底層0.6×0.6×25×4.8=43.2kN其它層0.6×0.6×25×3.6=32.4kN中跨：底層43.2kN其它層32.4kN表3.1恒載作用柱軸力（kN）層邊柱A軸，E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6柱頂84.7757.2832.4142.05111.4553.4132.4164.86柱底174.45197.265柱頂69.3330.5132.4274.2989．3543.4432.4330.05柱底306.69362.454柱頂69.1530.5132.4406.3588.8143.4432.4494.7柱底438.75527．13柱頂69.1530.5132.4538.4188.8143.4432.4659.35柱底570.81691.752柱頂69.230.5132.4670.5288.843.4432.4823.99柱底702.92856.391柱頂68.830.5143.2802.2389.1643.4443.2988.99柱底845.431032.19圖3.6恒載下柱的軸力圖（kN）3.3活載作用下的框架內(nèi)力3.3.1計(jì)算桿件固端彎矩MA6B6=kN·mMB6A6=7.623kN·mMB6C6=kN·mMC6B6=1.13kN·mMC6E6=kN·mMC6D6=7.62kN·mMA5B5=kN·mMB5A5=30.49kN·mMB5C5=kN·mMC5B5=4.5kN·mMC5E5=kN·mMD5C5=30.49kN·m3.3.2縱梁引起的柱端固端彎矩頂層外縱梁：MA6=-ME6=2.2×0.175=0.39kN樓層外縱梁：MA1=-ME1=8.82×0.175=1.54kN頂層中縱梁：MB6=-MC6=-4.23×0.175=-0.74kN樓層中縱梁：MB1=-MC1=-16.92×0.175=-2.96kN3.3.3彎矩計(jì)算采用彎矩二次分配法計(jì)算梁端和柱端彎矩。計(jì)算過(guò)程見(jiàn)下圖圖3.7活載彎矩分配過(guò)程

圖3.8活載作用下彎矩圖（kN·m）3.3.4剪力計(jì)算圖3.9活載作用下梁柱剪力圖（kN）3.3.5軸力計(jì)算表3.2滿跨活載作用下柱軸力（kN）邊柱A軸中柱C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6.842.29.049.254.2313.4827.78.8245.5636.8716.9267.2727.518.8281.8936.9216.92121.1127.518.82118.2236.9216.92174.9527.528.82154.5636.9216.92228.7925.88.82189.1835.8716.92281.583.4地震作用下橫向框架的內(nèi)力計(jì)算采用D值法計(jì)算風(fēng)荷載作用下結(jié)構(gòu)的內(nèi)力。求得框架第i層的層間剪力后，i層j柱分配到的剪力以及該柱上、下兩端的彎矩和分別按下式計(jì)算：（3.1）（3.2）（3.3）（3.4）式中為i層j柱的側(cè)移剛度；為該層柱的計(jì)算高度；y為框架柱的反彎點(diǎn)高度比；為框架柱的標(biāo)準(zhǔn)反彎點(diǎn)比；為上、下層梁線剛度發(fā)生變化時(shí)反彎點(diǎn)高度的修正值；，為上、下層層高發(fā)生變化時(shí)的反彎點(diǎn)高度的修正值。作用荷載均為水平倒三角荷載。本結(jié)構(gòu)底層柱須考慮修正值，第二層需考慮，其余柱均無(wú)修正。具體計(jì)算過(guò)程見(jiàn)下表梁端彎矩，剪力及柱軸力按下式計(jì)算。；；式中：，分別表示節(jié)點(diǎn)左右梁的線剛度；，分別表示節(jié)點(diǎn)左右梁的彎矩，為柱在i層的軸力，以受壓為正。3.4.1各層反彎點(diǎn)位置表3.3各層反彎點(diǎn)位置各層柱反彎點(diǎn)位置層次柱別kα2y2α3y3y1y0y6邊柱0.86―01000.350.35中柱1.24―01000.360.365邊柱0.86101000.430.43中柱1.24101000.450.454邊柱0.86101000.450.45中柱1.24101000.460.463邊柱0.86101000.450.45中柱1.24101000.50.52邊柱0.86101.3000.50.5中柱1.24101.3000.50.51邊柱1.160.80―000.650.65中柱1.650.80―000.640.643.4.2地震作用下橫向框架剪力及柱端彎矩表3.4地震作用下橫向框架柱剪力及柱端彎矩層次層間剪力總剪力柱別Di∑DiViyhM下M上61836.31836.29邊柱23.31450.92-29.480.353.6-37.14-68.97中柱29.8-37.680.36-48.83-86.8151792.33628.57邊柱23.31450.92-58.250.433.6-90.16-119.52中柱29.8-74.450.45-120.61-147.4141456.25084.8邊柱23.31450.92-81.620.453.6-132.23-161.61中柱29.8-104.330.46-172.77-202.8231120.26204.97邊柱23.81450.92-101.650.453.6-164.68-201.28中柱29.8-127.310.5-229.16-229.162776.226981.19邊柱23.31450.92-112.060.53.6-201.71-201.71中柱29.8-143.240.5-257.83-257.831448.317429.5邊柱17.21010.8-126.720.654.8-395.35-212.88中柱19.3-142.080.64-436.46-245.51注：地震作用下按倒三角分布水平考慮，根據(jù)對(duì)稱只算A、B軸。3.4.3地震作用下梁端彎矩表3.5地震作用下梁端彎矩層次柱別M下M上節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩(kN/m)中跨梁端彎矩(kN/m)地震作用下梁端剪力邊跨梁跨中彎矩左梁右梁VAVC左VC右6邊柱-37.14-68.970.0068.97-19.66-4.1中柱-4

.83-202.812.3360.0026.04-19.66-17.365邊柱-90.16-119.520.00156.6

-44.55-9.65中柱-120.61-147.410

.33137.3758.87-44.55-39.24

邊柱-132.23-161.610.00251.77-72.45-12.69中柱-172.77-202.822.33226.497.03-72.45-64.693邊柱-164.68-202.80.00333.51-93.34

26.08中柱-229.16-229.160

.33281.35120.58-93.16-80.392邊柱

-201.71-201.710.00366.39-107.1

-12.75中柱-251.83

257.032.33340.89146.1-107.06-97.41邊柱-395.35-212.880.00414.59-116

2-31.13中柱-436.4-245.512.33352

34151-116.2-100.673.4.4地震作用下梁端彎矩地震作用梁剪力、柱軸力表3.6地震作用下梁端彎矩地震作用梁剪力、柱軸力層柱別M下M上地震作用下梁端剪力柱軸力VAVC左VC右NANC6邊柱-37.14--68.97--19.66-19.66中柱-48.33-86.81-19.66-6.622.35邊柱-90.16-119.52-44.55-64.21中柱-120.61-147.41-44.55-39.257.64邊柱-132.23-161.61-72.45-136.66中柱-172.77-202.82-72.45-64.6915.363邊柱-164.68-201.28-93.16-229.82中柱-229.16-229.16-93.16-80.3928.132邊柱-201.71-201.71-107.16-336.98中柱-257.83-257.83-107.16-97.437.891邊柱-395.95-212.88-116.2-453.18中柱-436.46-245.51-116.2-100.6753.42圖3.10地震作用框架彎矩（kN·m）圖3.11地震作用框架梁剪力、柱軸力（kN）

第4章框架內(nèi)力組合本方案考慮了四種內(nèi)力組合，即1.2SGK+1.2QK，1.2SGK+0.9x1.4(SQK+SWK)，1.35SGK+1.0SQK及1.2SGE+1.3SEK。此外，對(duì)于本方案，1.2SGK+1.4SWK這種內(nèi)力組合與考慮地震作用的組合相比一般較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。各層梁的內(nèi)力組合結(jié)果見(jiàn)表4.2，表中SGK，SQK兩列中的梁端彎矩M為經(jīng)過(guò)調(diào)幅后的彎矩（調(diào)幅系數(shù)取0.9）。表4.1彎矩調(diào)幅計(jì)算荷載種類桿件跨向彎矩標(biāo)準(zhǔn)值調(diào)幅系數(shù)調(diào)幅后彎矩標(biāo)準(zhǔn)值Ml0Mr0M0βMlMrM恒載頂層AB-69.10-78.9468.310.90-62.19-71.0575.71BC-20.89-20.89-3.100.90-18.80-18.80-1.01六層AB-71.50-74.3342.190.90-64.35-66.9049.48BC-11.23-11.232.600.90-10.11-10.113.72五層AB-68.44-72.4746.070.90-61.60-65.2253.12BC-11.99-11.991.800.90-10.79-10.793.00四層AB-68.44-72.4746.070.90-61.60-65.2253.12BC-11.99-11.991.800.90-10.79-10.793.00三層AB-68.76-72.7244.370.90-61.88-65.4551.44BC-11.89-11.891.900.90-10.70-10.703.09二層AB-63.07-69.4048.870.90-56.76-62.4655.49BC-13.52-13.520.300.90-12.17-12.171.65活載頂層AB-7.24-7.733.950.90-6.52-6.964.70BC-5.67-5.670.180.90-5.10-5.100.75六層AB-26.37-26.5219.290.90-23.73-23.8721.93BC-5.95-5.950.800.90-5.36-5.361.40五層AB-27.23-28.5917.830.90-24.51-25.7320.62BC-5.66-5.661.090.90-5.09-5.091.66四層AB-27.23-28.5917.830.90-24.51-25.7320.62BC-5.66-5.661.090.90-5.09-5.091.66三層AB-27.36-28.6917.710.90-24.62-25.8220.51BC-5.62-5.621.130.90-5.06-5.061.69二層AB-25.07-27.2619.570.90-22.56-24.5322.19BC-6.30-6.300.450.90-5.67-5.671.084.1橫向框架梁內(nèi)力組合表4.2橫向框架梁內(nèi)力組合（一般組合）（單位M:kN·mV:kN）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載活載1.2恒+1.4活1.35恒+1.4x0.7活頂層橫梁AB跨梁左端M-62.19-6.52-83.76-90.35V84.776.84111.30121.14跨中M75.714.7097.43106.81梁右端M-71.05-6.96-95.00-102.74V-87.75-7.00-115.10-125.32BC跨梁左端M-18.80-5.10-29.70-30.38V23.702.2531.5934.20跨中M-1.010.75-0.16-0.63梁右端M-18.80-5.10-29.70-30.38V-23.70-2.25-31.59-34.20六層AB跨梁左端M-64.35-23.73-110.44-110.13V69.3027.70121.94120.70橫梁跨中M49.4821.9390.0888.29梁右端M-66.90-23.87-113.70-113.71V-70.19-27.87-123.25-122.07BC跨梁左端M-10.11-5.36-19.64-18.90V18.449.0034.7333.71跨中M3.721.406.426.39梁右端M-10.11-5.36-19.64-18.90V-18.44-9.00-34.73-33.71五層橫梁AB跨梁左端M-61.60-24.51-108.23-107.18V69.1527.51121.49120.31跨中M53.1220.6292.6191.92梁右端M-65.22-25.73-114.29-113.26V-70.37-27.92-123.53-122.36BC跨梁左端M-10.79-5.09-20.07-19.55V18.449.0034.7333.71跨中M3.001.665.925.68梁右端M-10.79-5.09-20.07-19.55V-18.44-9.00-34.73-33.71四層橫梁AB跨梁左端M-61.60-24.51-108.23-107.18V69.1527.51121.49120.31跨中M53.1220.6292.6191.92梁右端M-65.22-25.73-114.29-113.26V-70.37-27.92-123.53-122.36BC跨梁左端M-10.79-5.09-20.07-19.55V18.449.0034.7333.71跨中M3.001.665.925.68梁右端M-10.79-5.09-20.07-19.55V-18.44-9.00-34.73-33.71三層橫梁AB梁左端M-61.88-24.62-108.72-107.67V69.2027.52121.57120.39跨中M51.4420.5190.4489.54梁右端M-65.45-25.82-114.69-113.66V-70.36-27.92-123.52-122.35BC跨梁左端M-10.70-5.06-19.92-19.40V18.449.0034.7333.71跨中M3.091.696.075.83梁右端M-10.70-5.06-19.92-19.40V-18.44-9.00-34.73-33.71二層橫梁AB跨梁左端M-56.76-22.56-99.70-98.73V68.8025.80118.68118.16跨中M55.4922.1997.6596.66梁右端M-62.46-24.53-109.29-108.36V-70.72-26.87-122.48-121.80BC跨梁左端M-12.17-5.67-22.54-21.99V18.449.0034.7333.71跨中M1.651.083.493.29梁右端M-12.17-5.67-22.54-21.99V-18.44-9.00-34.73-33.71``表4.3橫向框架梁內(nèi)力組合（考慮地震組合）桿件跨向截面內(nèi)力荷載種類內(nèi)力組合恒載0.5活載地震作用1.2（恒+0.5活）+1.3地震作用左震右震左震右震頂層橫梁AB跨梁左端M-62.19-3.2668.97-68.9713.08-166.25V84.773.42-19.6619.6678.22129.33跨中M75.712.354.10-4.1097.5986.93梁右端M-71.05-3.48-60.7760.77-166.35-8.35V-87.75-3.50-19.6619.66-132.96-81.84BC跨梁左端M-18.80-2.5526.04-26.049.76-57.94V23.701.13-17.3617.366.5551.69跨中M-1.010.380.000.00-0.98-0.98梁右端M-18.80-2.55-26.0426.04-57.949.76V-23.70-1.13-17.3617.36-51.69-6.55六層橫梁AB跨梁左端M-64.35-11.87156.66-156.66119.32-288.00V69.3013.90-44.5544.5533.59149.42跨中M49.4810.709.65-9.6578.3453.25梁右端M-66.90-11.94-137.37137.37-266.0391.14V-70.19-13.94-44.5544.55-150.51-34.68BC跨梁左端M-10.11-2.6858.87-58.8762.79-90.27V18.444.50-39.2539.25-26.2075.85跨中M3.720.700.000.004.884.88梁右端M-10.11-2.68-58.8758.87-90.2762.79V-18.44-4.50-39.2539.25-75.8526.20五層AB跨梁左端M-61.60-12.26251.77-251.77246.03-408.58V69.1513.76-72.4572.45-2.95185.42橫梁跨中M53.1210.3112.69-12.6986.4353.43梁右端M-65.22-12.87-226.40226.40-380.31208.33V-70.37-13.96-72.4572.45-187.011.36BC跨梁左端M-10.79-2.5597.03-97.03111.66-140.62V18.444.50-64.6964.69-59.27108.93跨中M3.000.830.000.004.104.10梁右端M-10.79-2.55-97.0397.03-140.62111.66V-18.44-4.50-64.6964.69-108.9359.27四層橫梁AB跨梁左端M-61.60-12.26333.51-333.51352.29-514.84V69.1513.76-93.1693.16-29.87212.34跨中M53.1210.3126.08-26.08103.8336.03梁右端M-65.22-12.87-281.35281.35-451.74279.77V-70.37-13.96-93.1693.16-213.9328.29BC跨梁左端M-10.79-2.55120.58-120.58142.28-171.23V18.444.50-80.3980.39-79.68129.34跨中M3.000.830.000.004.104.10梁右端M-10.79-2.55-120.58120.58-171.23142.28V-18.44-4.50-80.3980.39-129.3479.68三層橫梁AB跨梁左端M-61.88-12.31366.39-366.39394.67-557.95V69.2013.76-107.16107.16-48.01230.60跨中M51.4410.2612.75-12.7584.4651.31梁右端M-65.45-12.91-340.89340.89-529.44356.87V-70.36-13.96-107.16107.16-232.1246.50BC跨梁左端M-10.70-2.53146.10-146.10175.57-204.29V18.444.50-97.4097.40-101.79151.45跨中M3.090.850.000.004.224.22梁右端M-10.70-2.53-146.10146.10-204.29175.57V-18.44-4.50-97.4097.40-151.45101.79二層橫梁AB跨梁左端M-56.76-11.28414.59-414.59464.09-613.85V68.8012.90-116.20116.20-60.76241.36跨中M55.4911.1031.13-31.13113.7232.78梁右端M-62.46-12.27-352.34352.34-540.36375.73V-70.72-13.44-116.20116.20-243.9958.13BC跨梁左端M-12.17-2.84151.00-151.00179.99-212.61V18.444.50-100.67100.67-106.04155.70跨中M1.650.540.000.002.302.30梁右端M-12.17-2.84-151.00151.00-212.61179.99V-18.44-4.50-100.67100.67-155.70106.044.2橫向框架柱內(nèi)力組合表4.4橫向框架柱內(nèi)力組合（一般組合）桿件跨度截面內(nèi)力荷載種類內(nèi)力組合|Mmax|及相應(yīng)的N|Nmin|及相應(yīng)的M|Nmax|及相應(yīng)的M恒載活載1.2恒+1.4活1.35恒+1.4×0.7活頂層柱A柱柱頂M58.836.8480.1786.1286.1280.1786.12N142.059.04183.12200.63200.63183.12200.63柱底M38.1910.7260.8462.0662.0660.8462.06N174.459.04222.00244.37244.37222.00244.37B柱柱頂M-48.81-5.67-66.51-71.45-71.45-66.51-71.45N164.8613.48216.70235.77235.77216.70235.77柱底M-31.18-9.76-51.08-51.66-51.66-51.08-51.66N197.2613.48255.58279.51279.51255.58279.51五層柱A柱柱頂M28.0113.8452.9951.3852.9952.9951.