新余巨建建筑公司新辦公樓建筑結構設計論文題目：新余巨建建筑公司新辦公樓建筑結構設計摘要本設計為新余巨建建筑公司新辦公樓建筑結構設計，總建筑面積約6200，共計六層，設計使用年限為50年，按七度抗震設防烈度設計。結構選型為現(xiàn)澆鋼筋混凝土框架結構，基礎采用柱下獨立基礎。本設計在對建筑功能進行分析，進而對結構合理布置。選取一榀框架，合理設計構件截面。用分層法算出框架內力，又通過內力組合在其中選擇最不利組合，合理配筋。主要內容包括恒活荷載計算，橫向框架在風荷載以及豎向荷載的內力計算，框架梁柱的內力組合及其截面設計，樓板、基礎設計及樓梯設計。另外運用PKPM進行建模分析，并運用浩辰建筑CAD完成結構施工圖的繪制。關鍵詞：荷載計算；內力計算；內力組合；配筋計算Title:ConstructionDrawingdesignofnewCompanyAdministrativeOfficeBuildingofxinyujujianco.ltdABSTRACTThisdesignisdesignedfortheconstructiondrawingofannewadministrativeofficebuildinginxinyucity.Atotalconstructionareaof6200m2.Itisatotalofthreefloorsandhasadesignlifeof50years,Itisdesignedaccordingtoseven-degreeseismicfortificationintensity.Thebuildingisaframestructurehouse,adoptingindependentfoundationundercolumn.Thisdesignisintheanalysisofthebuildingfunction,andthenthereasonablestructurelayout.Selectaframeandreasonablydesignthesectionofmembers.Theinternalforceoftheframeiscalculatedbylayeringmethod,andthemostdisadvantageouscombinationisselectedamongthemthroughinternalforcecombination,soastomakereasonablereinforcement.Themaincontentincludethecalculationofthedeadliveload,theinternalforcecalculationofthehorizontalframeunderthewindloadandverticalload,theinternalforcecombinationandsectiondesignoftheframebeamcolumn,thedesignofthefloorslab,foundationandstair.besidesusingPKPMtomodelandanalysis,andusingAutoCADtofinishthestructureconstructiondrawingKEYWORDS:Load-calculation;Internalforcecalculation;Internalforcecombination;ReinforcementcalculationTOC\o"1-3"\h\u1.建筑方案設計 .建筑方案設計1.1工程名稱新余巨建建筑公司新辦公樓建筑結構設計1.2建筑概況該辦公樓為六層鋼筋框架結構體系，建筑面積6200平方米。一層層高3.8米，其他樓層3.2米。室內外高差為0.45米。其它軸網尺寸等詳見平面簡圖。混凝土保護層最小厚度按一類環(huán)境條件取值，設計使用年限為50年地震設防烈度7o，抗震等級為三級；耐火等級為II級荷載參見建筑結構荷載規(guī)范，地面粗糙程度為B類1.3工程地質條件：本場地地勢平坦（地形及建筑紅地等自擬），自然地表0.5m內為填土，填土以下為黏土，地基承載力特征值fa=175kN/m2，地下水位-10m。

2.結構方案設計2.1結構平面布置結構布置包括結構平面布置和結構剖面布置[3]，此設計中同一層樓面標高變化不大，所以不做結構剖面布置，結構平面布置圖如圖2-1所示。圖2-1結構平面布置2.2一榀框架選擇通過選取⑥號軸一榀框架進行計算，縱向框架結構見圖2-2所示。圖2-2縱向框架結構2.3截面尺寸選擇2.3.1框架梁截面尺寸選擇縱向框架梁L=6900mmh=(1/12~1/18)×6900=690mm~460mm,取h=600mmb=(1/3~1/2)×600=200mm~300mm,取b=300mm故取b*h=300*6002）中跨L=2500mmh=(1/15~1/10)×2500=167mm~250mm，取h=300mmb=(1/3~1/2)×300=133mm~200mm,取b=300mm由于b>200,故h取400.取b*h=300*400橫向框架梁L=5600mmh=×5600=267mm~400mm,h=500mmb=(1/3~1/2)×500=167mm~250mm,b=300mmb*h=300*5002.3.2框架柱截面設計尺寸一般根據柱的軸壓比限值按下列公式估算:N=計算過程：以A軸柱為例，對柱尺寸進行估算N=1.2×q×S×n=1.2×13×4.8×4.95×3=1111.9KNA=(6.9/2+6.9/2)×6.9/2=23.81A=bc×hc==91482.52N==1.3×23.81×14×6=2600.05KN=2600.05×/0.85/14.3=213907.8則b×h=422mm×422mm,取底層柱b×h=450mm×450mm.2.4板厚根據結構平面布置，板的跨度最大為5600mm,鋼筋混凝土雙向板板厚不小于跨度的1/40，單向板板厚不小于跨度的1/30，L=5600/40=160mm，根據構造要求，單向板厚度不得小于60mm，雙向板最小為80mm。本設計樓板厚取100mm。2.5⑥軸一榀框架尺寸簡圖圖2-3一榀框架結構3.線剛度以及側移剛度計算根據建筑立面圖，本工程室內外高差為-0.45m，根據地基規(guī)范[2]，基礎最小埋深需不小于0.5m，初定基礎埋深為1.6m，基礎頂至0.000高度為0.95m，首層層高為3.80m，故首層柱計算長度為4.75m。2層至6層，層高即為對應計算高度。3.1梁線剛度AB梁===46956KN/m=15.65BC梁===38400KN/m=12.8CD梁===46956KN/m=15.653.2柱線剛度一層柱===21582KN/m=7.19===32036KN/m=16.27=10.67圖3-1框架梁、柱線剛度3.3框架梁、柱相對線剛度1）框架梁的相對線剛度=1\*GB3①AB梁=46956/21582=2.176=2\*GB3②BC梁=38400/21582=1.779=3\*GB3③CD梁=46956/21582=2.1762）框架柱的相對線剛度=1\*GB3①一層柱=21582/21582=1=32036/21582=1.484=44642/31565.7=1.413.4框架橫向側移剛度橫向側移剛度采用D值計算，計算公式如表3-1下：表3-1樓層K一般層K=K==K/(2+K)底層K==(0.5+K)/(2+K)D值計算過程及結果見表3-2~表4-3所示。表3-2底層D值的計算表構件名稱K=iαcD=αc×12icA軸柱2.170.6411478.5B軸柱3.960.7513451.4C軸柱3.960.7513451.4D軸柱2.170.6411478.5∑D=11478.5×2+13451.4×2=49859.8KN/m表3-3二層D值的計算表構件名稱K=iαcD=αc×12icA軸柱1.470.4215767.7B軸柱2.670.5721399.0C軸柱2.670.5721399.0D軸柱1.470.4215767.7∑D=15767.7×2+21399.0×2=74333.4KN/m4.框架荷載計算框架荷載計算單元[6]見圖4-1所示。圖4-1框架計算單元4.1荷載標準值計算通過查《荷載規(guī)范》可取:（1）屋面永久荷載標準值(不上人):SBS防水層22x0.03=0.66kN/m2

20mm水泥砂漿找平層14.5x0.02

=0.29kN/m2

150mm水泥保溫層5x0.15=0.75kN/m

120mm鋼筋混凝土板25x0.12=3.0kN/m2

水泥砂漿粉底10×0.02=0.2KN/m2

合計4.65kN/m2

邊跨（AB.CD跨）框架架梁自重0.3×0.6×25=4.5KN/m梁側粉刷2×（0.6-0.10）×0.02×17=0.34KN/m4.84KN/m中跨（BC跨）框架梁自重0.3×0.4×25=2.5KN/m2.70KN/m梁側粉刷2×（0.4-0.10）×0.02×17=0.20KNKN/m因此作用在頂層框架梁上的線荷載為：==4.84KN/m=2.70KN/m=5.6×4.65=26.04KN/m=4.65×2.5=11.63KN/m

（2）1-5層樓面:

20厚花崗石樓面15x0.02=0.3kN/m2

20mm水泥砂漿結合層I20x0.02=0.4kN/m2

120mm鋼筋混凝土板25x0.12=3.0kN/m2

水泥砂漿粉底10×0.02=0.2KN/m2

合計3.90kN/m2邊跨框架架梁及梁側粉刷4.84KN/m邊跨填充墻自重0.24×（3.2-0.6）×19=11.86KN/m墻面粉刷（3.2-0.6）×0.02×2×17=1.77KN/m13.63KN/m中跨框架梁及梁側粉刷2.70KN/m中間層框架梁上的線荷載為：==4.84+13.63=18.47KN/m=2.70KN/m==3.9×5.6=21.84KN/m=3.9×2.5=9.75KN/m屋面框架節(jié)點集中荷載標準值邊柱聯(lián)系梁自重0.3×0.5×5.6×25=21KN粉刷0.02×（0.5-0.1）×2×5.6×17=1.52KN1m高女兒墻自重1×5.6×0.24×19=25.54KN粉刷1×0.02×2×5.6×17=3.81KN梁上屋面自重0.5×5.6×0.5×5.6×4.65=36.46KN頂層上節(jié)點集中荷載==88.33KN中柱連系梁自重0.3×0.4×5.6×25=16.8KN粉刷0.02×（0.4-0.1）×2×5.6×17=1.14KN連系梁傳來屋面自重0.5×（5.6+5.6-2.5）×1.25×4.65=25.28KN.0.5×5.6×2.8×4.65=36.46KN頂層中節(jié)點集中荷載==79.68KN樓面框架節(jié)點集中荷載標準值邊柱連系梁自重21KN粉刷1.52KN鋼窗自重4.2×1.8×0.45=3.40KN窗下墻體自重0.24×0.9×5.6×19=22.98KN粉刷2×0.02×0.9×5.6×17=3.43KN窗邊墻邊自重1.8×（5.6-5.2）×0.24×19=3.28KN粉刷1.8×（5.6-5.2）×2×0.02×17=0.49KN框架柱自重0.45×0.45×3.2×25=16.2KN粉刷0.5×3.2×4×0.02×17=2.17KN連系梁傳來樓面自重0.5×5.6×0.5×5.6×3.9=25.08KN中間層邊節(jié)點集中荷載==133.95KN中柱連系梁自重16.8KN粉刷1.14KN內縱墻自重5.1×（3.2-0.4）×0.24×19=65.12KN粉刷5.1×（3.2-0.4）×2×0.02×17=9.71KN扣除門洞加上門重-2.1×1×（5.24-0.2）=-10.58KN框架柱自重16.2KN連系梁傳來樓面自重0.5×（5.6+5.6-2.5）×1.25×3.9=21.21KN.0.5×5.6×2.8×3.9=30.57KN中間層中結點集中荷載==149.89KN4.2樓面活荷載計算==0.5×5.6=2.8KN/m=0.5×2.5=1.25KN/m==0.5×5.6×0.5×5.6×0.5=3.92KN==0.5×（5.6+5.6-2.5）×1.25×0.5+0.25×5.6×5.6×0.5=6.64KN==2.0×5.6=11.2KN/m=2.5×2.5=6.25KN/m==0.25×5.6×6.9×2=19.32KN==19.32+0.25×5.6×2.5×2.5=28.07KN4.3將梯形荷載轉化為均布荷載恒載計算=0.5×5.6/6.9=0.406中間層=+×=34.58KN/m=+5/8×=8.79KN/m頂層=+×=24.04KN/m=+5/8×=9.97KN/m活載計算中間層=×=0.73725×11.2=8.26KN/m=5/8×=5/8×6.25=3.9頂層=×=0.73725×2.8=2.06=5/8×=5/8×1.25=0.784.3荷載作用下的結構計算簡圖恒荷載作用下的結構計算簡圖如圖4-2圖4-2恒載標準值作用下的荷載簡圖樓面活荷載荷載作用下的結構計算簡圖如圖4-3圖4-3活載標準值作用下的框架荷載簡圖4.5可變荷載標準值:不上人屋面均布活荷載標準值0.5kN/m2

樓面活荷載標準值2.0kN/m2

屋面雪荷載標準值0.6kN/m2

走廊活荷載標準值2.5kN/m2

梁柱密度25KN/m2

陶粒空心砌塊5.0kN/m3

4.6風荷載標準值計算風荷載集中荷載標準值計算公式：Pk=ωkB(hi+hi+1)/2因為H<30m,,查表為C類——單位面積上的風荷載標準值——高度Z處的風震系數——風壓高度變化系數——風載體型系數Pk——集中于質點i的風作用——風作用下第i層層剪力——基本風壓本地區(qū)基本風壓ω0=0.30kN/m2,風荷載作用面形狀為矩形，μs=0.3，計算結果見表4-1表4-1風荷載標準值層號619.81.01.31.2460.3011.765.71516.61.01.31.1750.3017.928.21413.41.01.31.0900.3017.927.62310.21.01.31.0060.3017.927.0327.01.01.30.8800.3017.926.1513.81.01.30.6080.3019.64.644.6.1風荷載標準值作用下的框架荷載簡圖風荷載標準值作用下的框架荷載簡圖見圖4-5所示圖4-4風荷載標準值作用下的框架荷載簡圖

5.風荷載作用下框架位移驗算5.1側移剛度表側移剛度見下表。表5-1底層D值表構件名稱K=iαcD=αc×12icA軸柱2.170.6411478.5B軸柱3.960.7513451.4C軸柱3.960.7513451.4D軸柱2.170.6411478.5∑D=11478.5×2+13451.4×2=49859.8KN/m表5-2二~六層D值表構件名稱K=iαcD=αc×12icA軸柱1.470.4215767.7B軸柱2.670.5721399.0C軸柱2.670.5721399.0D軸柱1.470.4215767.7∑D=15767.7×2+21399.0×2=74333.4KN/m5.2風荷載作用下框架側移計算水平荷載下框架側移按下列式計算：μ=式中剛度折減系數取β框架在風荷載作用下的側移計算見表5-3所示。表5-3風荷載作用下框架側移計算表層次Pk/kNVj/kN∑D/（kN/m）?uj/?uj65.7139.3674333.40.00051/6400058.2133.6574333.40.000451/7111147.6225.4474333.40.000341/9411737.0317.8274333.40.00021/16000026.1510.7974333.40.00011/32000014.644.6449859.80.000091/355555u=∑?uj驗算：以上，框架側移的最大值為1/64000＜1/550(符合)

六.內力計算6.1框架梁、柱彎矩計算層數節(jié)點頂層A0.620.38B0.4120.3360.252中間層A0.450.2750.275B0.3290.2680.20150.2015底層A0.4830.2960.221B0.3460.2830.2120.1596.2恒載作用下梁的彎矩計算中間層1/12×34.58×=137.2KN.m=1/3×8.79×=4.57KN.m=1/6×8.79×=2.29KN.m頂層1/12×24.04×=83.48KN.m=1/3×9.97×=5.19KN.m=1/6×9.97×=2.60KN.m6.3活載作用下梁的彎矩計算中間層1/12×8.26×=32.77KN.m=1/3×3.9×=2.03KN.m=1/6×3.9×=1.01KN.m頂層1/12×2.06×=8.19KN.m=1/3×0.78×=0.41KN.m=1/6×0.78×=0.20KN.m6.4恒載作用下頂層彎矩分配法計算過程頂層上柱下柱右梁左梁上柱下柱右梁分配系數0.380.620.4120.2520.336固端彎矩-83.4883.48-5.19031.72251.75825.879-21.459-42.9180-26.251-35.00108.15413.3046.652-1.37-2.7410-1.676-2.23500.5210.850.425-0.1750-0.107-0.143040.397-40.39770.6030-28.034-42.569中間層上柱下柱右梁左梁上柱下柱右梁分配系數0.2750.2750.450.3290.2020.2020.269固端彎矩-137.2137.2-4.5737.7337.7361.7430.87-26.896-53.792-32.945-32.945-43.9827.3967.39612.1036.052-0.995-1.991-1.219-1.219-1.6280.2740.2740.4480.224-0.074-0.045-0.045-0.0645.445.4-90.8118.489-34.21-34.21-50.24底層上柱下柱右梁左梁上柱下柱右梁分配系數0.2960.2210.4830.3460.2120.1590.283固端彎矩-137.2137.2-4.5740.61130.32166.26833.134-28.677-57.354-35.142-26.356-46.9118.4886.33813.8516.926-1.198-2.396-1.468-1.101-1.960.3550.2650.5790.289-0.1-0.061-0.046-0.08249.45436.924-86.378117.698-36.671-27.504-53.5236.5活載作用下頂層上柱下柱右梁左梁上柱下柱右梁分配系數0.380.620.4120.2520.336固端彎矩-8.198.19-0.4103.1125.0782.539-2.126-4.2510-2.6-3.46700.8081.3180.659-0.136-0.2710-0.166-0.22100.0520.0840.042-0.0170-0.011-0.01403.972-3.9726.890-2.777-4.112中間層上柱下柱右梁左梁上柱下柱右梁分配系數0.2750.2750.450.3290.2020.2020.269固端彎矩-32.7732.77-2.039.0129.01214.7477.373-6.27-12.539-7.68-7.68-10.2521.7241.7242.8211.411-0.232-0.464-0.284-0.284-0.3790.0640.0640.1040.052-0.017-0.011-0.011-0.01410.810.8-21.59928.586-7.975-7.975-12.675底層上柱下柱右梁左梁上柱下柱右梁分配系數0.2960.2210.4830.3460.2120.1590.283固端彎矩-32.7732.77-2.039.77.24215.8287.914-6.687-13.374-8.195-6.146-10.9391.9791.4783.231.615-0.279-0.559-0.342-0.257-0.4570.0830.0620.1350.067-0.023-0.014-0.011-0.01911.7628.782-20.54428.41-8.551-6.413-13.445圖6-1恒載作用下第6層力矩分配圖圖6-2恒載作用下第2-5層力矩分配圖圖6-3恒載作用下第1層力矩分配圖圖6-4活載作用下第6層力矩分配圖圖6-5活載作用下第2-5層力矩分配圖圖6-6活載作用下第1層力矩分配圖根據以上力矩分配圖進行二次力矩分配，見下表。表6-1恒載作用下二次力矩分配表層號軸線號A軸B軸桿件號上柱下柱右梁左梁上柱下柱右梁頂層分配系數0.380.620.410.250.34桿端彎矩40.4-40.470.6-28.03-42.6不平衡彎矩15.13-11.4彎矩分配-5.75-9.384.72.873.83結果彎矩49.78-49.7875.3-36.56-38.77中間層分配系數0.280.280.450.330.20.20.27桿端彎矩45.445.4-90.8118.49-34.21-34.21-50.24不平衡彎矩13.4716.48-9.34-12.22彎矩分配-8.24-8.24-13.487.094.344.345.78結果彎矩50.6353.64-104.28125.58-39.21-42.09-44.46底層分配系數0.30.220.480.350.210.160.28桿端彎矩49.4536.92-86.38117.7-36.67-27.5-53.52不平衡彎矩15.13-11.4彎矩分配-4.48-3.34-7.313.942.421.813.23結果彎矩60.133.58-93.69121.64-45.65-25.69-50.3表6-2活載作用下二次力矩分配表層號軸線號A軸B軸桿件號上柱下柱右梁左梁上柱下柱右梁頂層分配系數0.380.620.410.250.34桿端彎矩3.97-3.976.89-2.78-4.11不平衡彎矩3.60-2.66彎矩分配-1.37-2.231.100.670.89結果彎矩6.20-6.207.99-4.77-3.22中間層分配系數0.280.280.450.330.200.200.27桿端彎矩10.8010.80-21.6028.59-7.98-7.98-12.68不平衡彎矩1.323.92-0.93-2.85彎矩分配-1.44-1.44-2.361.240.760.761.01結果彎矩10.6813.28-23.9629.83-8.14-10.06-11.66底層分配系數0.300.220.480.350.210.160.28桿端彎矩11.768.78-20.5428.41-8.55-6.41-13.45不平衡彎矩3.60-2.66彎矩分配-1.07-0.80-1.740.920.560.420.75結果彎矩14.307.99-22.2829.33-10.65-5.99-12.69根據二次力矩分配表，繪圖見圖6-1~圖6-2所示。圖6-1恒載作用下梁柱彎矩圖圖6-2活載作用下梁柱彎矩圖6.6框架柱的軸力計算1）恒載柱軸力的計算公式：N=V+G=1\*GB3①頂層荷載引起的梁端剪力A-B跨：VA=VB=1/2×ql=0.5×24.04×6.9=82.94kNB-C跨：VB=VC=1/2×ql=0.5×9.97×2.5=12.46kN=2\*GB3②標準層荷載引起的梁端剪力邊跨AB：VA=VB=1/2×ql=0.5×34.58×6.9=119.30kN中跨BC：VB=VC=1/2×ql=0.5×8.79×25=10.99kN1~5層柱重：0.45×0.45×3.2×25=16.2kN1層柱重：0.45×0.45×4.75×25=24.05kNA軸柱軸力計算如下：=82.94+88.33+16.2=187.47KN187.47=187.47+119.30+133.95+16.2=440.68KN=440.68+119.30+133.95+16.2=693.13KN=9693.13+119.30+133.95+16.2=942.58KN=942.58+119.30+133.95+16.2=1192.03KN=1192.03+119.30+133.95+24.05=1449.33KNB柱軸力計算如下：=82.94+12.46+79.68+16.2=191.24KN=191.24+119.30+10.99+149.89+16.2=487.62KN=487.62+119.30+10.99+149.89+16.2=784KN=784+119.30+10.99+149.89+16.2=1080.38KN=1080.38+119.30+10.99+149.89+16.2=1376.76KN=1376.76+119.30+10.99+149.89+24.05=1673.14KN繪表，如表6-3所示。表6-3恒載作用下梁端剪力及柱軸力表層號荷載引起的剪力/kN框架柱軸力/kNA-B跨B-C跨A柱B柱VA=VBVB=VCNN682.9412.46187.47191.245119.310.99440.68487.624119.310.99693.137843119.310.99942.581080.382119.310.991192.031376.761119.310.991449.331673.14繪圖，見圖6-11~圖6~16所示。2）活載柱軸力的計算公式為：N=V+P①頂層荷載引起的梁端剪力A-B跨：VA=VB=1/2×ql=1/2×2.8×6.9=9.66KNB-C跨：VB=VC=1/2×ql=1/2×1.25×2.5=1.56KN②第1~5層荷載引起的梁端剪力A-B跨：VA=VB=1/2×ql=1/2×11.2×6.9=38.64KNB-C跨：VB=VC=1/2×ql=1/2×6.25×2.5=7.81KNA軸柱軸力計算如下：上端=9.66+3.92=13.58KN=13.58+38.64+19.32=71.54KN=71.54+38.64+19.32=129.5KN=129.5+38.64+19.32=187.46KN=187.46+38.64+19.32=245.42KN=245.42+28.50+19.32=303.38KNB柱軸力計算如下：上端=3.92+1.56+6.64=12.12KN=12.12+7.81+28.27+16.2=64.4KN=64.4+28.27+7.81+16.2=116.68KN=116.68+28.27+7.81+16.2=168.96KN=168.96+28.27+7.81+16.2=221.24KN=221.24+28.27+7.81+24.05=281.37KN繪表如表6-4所示。表6-4恒荷載作用下梁端剪力及柱軸力表層號荷載引起的剪力/kN框架柱軸力/kNA-B跨B-C跨A柱B柱VA=VBVB=VCNN69.661.5613.5812.12538.647.8171.5464.4438.647.81129.5116.68338.647.81187.46168.96238.647.81245.42211.24138.647.81303.38281.376.7框架梁、柱端剪力計算1）恒載作用=1\*GB3①梁端剪力計算公式：V=（）/L1/2ql第6層:=（）/L+1/2ql=(49.78-75.3)/6.9+1/2×24.04×6.9=79.20KN=（）/L-1/2ql=(49.78-75.3)/6.9-1/2×24.04×6.9=-86.64KN=（）/L+1/2ql=1/2×9.97×6.9=34.40KN=（）/L-1/2ql=-1/2×9.97×6.9=-34.40KN第2~5層=（）/L+1/2ql=(104.28-125.58)/6.9+1/2×34.58×6.9=116.21KN=（）/L-1/2ql=(104.28-125.58)/6.9-1/2×34.58×6.9=-122.39KN=（）/L+1/2ql=1/2×8.79×6.9=30.33KN=（）/L-1/2ql=-1/2×8.79×6.9=-30.33KN第1層=（）/L+1/2ql=(93.69-121.64)/6.9+1/2×34.58×6.9=115.25KN=（）/L-1/2ql=(93.69-121.64)/6.9-1/2×34.58×6.9=-123.35KN=（）/L+1/2ql=1/2×8.79×6.9=30.33KN=（）/L-1/2ql=-1/2×8.79×6.9=-30.33KN=2\*GB3②柱端剪力計算公式：V=(MA+MB)/H第6層：=-(MA+MB)/L=-（49.78+50.63）/3.2=-31.38KN=(MA+MB)/L=（36.56+39.21）/3.2=23.37KN第3~5層=-(MA+MB)/L=-（53.64+50.63）/3.2=-32.58KN=(MA+MB)/L=（42.09+39.21）/3.2=25.41KN第2層=-(MA+MB)/L=-（53.64+60.1）/3.2=-35.54KN=(MA+MB)/L=（42.09+45.65）/3.2=27.42KN第1層=-(MA+MB)/L=-（33.58+18.46）/4.95=10.51KN=(MA+MB)/L=（25.69+13.75）/4.95=7.97KN2）活載作用=1\*GB3①梁端剪力計算公式：V=（）/L1/2ql第6層:=（）/L+1/2ql=(6.20-7.99)/6.9+1/2×2.8×6.9=9.40KN=（）/L-1/2ql=(6.20-7.99)/6.9-1/2×2.8×6.9=-9.91KN=（）/L+1/2ql=1/2×1.25×6.9=4.31KN=（）/L-1/2ql=-1/2×1.25×6.9=-4.31KN第2~5層=（）/L+1/2ql=(23.96-29.83)/6.9+1/2×11.2×6.9=37.82KN=（）/L-1/2ql=(23.96-29.83)/6.9-1/2×11.2×6.9=-39.49KN=（）/L+1/2ql=1/2×6.25×6.9=21.56KN=（）/L-1/2ql=-1/2×6.25×6.9=-21.56KN第1層=（）/L+1/2ql=(22.28-29.33)/6.9+1/2×11.2×6.9=37.62KN=（）/L-1/2ql=(22.28-29.33)/6.9-1/2×11.2×6.9=39.66KN=（）/L+1/2ql=1/2×6.25×6.9=21.56KN=（）/L-1/2ql=-1/2×6.25×6.9=-21.56KN=2\*GB3②柱端剪力計算公式：V=(MA+MB)/H第6層：=-(MA+MB)/L=-（6.20+10.68）/3.2=-5.28KN=(MA+MB)/L=（4.77+8.55）/3.2=4.16KN第3~5層=-(MA+MB)/L=-（13.28+10.68）/3.2=-7.49KN=(MA+MB)/L=（10.06+8.14）/3.2=5.70KN第2層=-(MA+MB)/L=-（13.28+14.30）/3.2=-8.62KN=(MA+MB)/L=（10.06+10.65）/3.2=6.47KN第1層=-(MA+MB)/L=-（7.99+4.39）/4.95=2.50KN=(MA+MB)/L=（5.99+3.21）/4.95=1.86KN繪圖，見圖6-3~圖6~4。圖6-3恒載作用下梁柱剪力圖圖6-4活載作用下梁柱剪力圖6.8風荷載作用下的框架內力計算框架在風荷載（從左向右）作用下的內力用D值法計算。第i層第m柱根據剛度計算所分配的剪力公式為V6.9各柱反彎點位置和高度計算計算公式：y=yo+y1+y2+y3式中yo標準反彎點高度比y1上、下層梁剛度比變化的修正值y2上層層高變化的修正值y3下層層高變化的修正值計算結果見下表6-5～表6-8所示。表6-5第A（D）軸柱反彎點位置表層號h/mKy0y1y2y3yyh/m63.201.470.370.000.000.000.371.1853.201.470.420.000.000.000.421.3443.201.470.450.000.000.000.451.4433.201.470.470.000.000.000.471.5023.201.470.500.000.000.000.501.6014.952.170.550.000.000.000.552.72注：yh=(y0+y1+y2+y3)h表6-6第B（C）軸柱反彎點位置表層號h/mKy0y1y2y3yyh/m63.202.670.430.000.000.000.431.3853.202.670.450.000.000.000.451.4443.202.670.480.000.000.000.481.5433.202.670.500.000.000.000.501.6023.202.670.500.000.000.000.501.6014.953.960.550.000.000.000.552.72注：yh=(y0+y1+y2+y3)h6.10柱端彎矩及剪力計算計算公式：VM計算結果如下表所示。表6-9風荷載作用下A（D）軸柱端剪力和彎矩表層號Vj/kNDDjDVim/KNyh/mMcM65.7174333.415767.70.211.201.182.421.42513.9274333.415767.70.212.921.345.433.91421.5474333.415767.70.214.521.447.964.61328.5774333.415767.70.216.001.5010.209.00234.7274333.415767.70.217.291.6011.6611.66139.3649859.811478.50.239.052.724.3424.62風荷載作用下B（C）軸柱端剪力和彎矩表層號Vj/kNDDjDVim/KNyh/mMcM65.7174333.421399.00.291.661.383.022.29513.9274333.421399.00.294.041.447.115.82421.5474333.421399.00.296.251.5410.389.63328.5774333.421399.00.298.291.6016.2613.26234.7274333.421399.00.2910.071.6016.1116.11139.3649859.813451.40.2710.632.725.1028.916.11梁端彎矩、剪力及柱軸力計算計算公式：中柱處的梁Mb左j=ib左(Mc下j+i+Mc上j)/（ib左+ib右）Mb右j=ib右(Mc下j+i+Mc上j)/（ib左+ib右）邊柱處的梁Mb總j=Mc下j+i+Mc上j梁端彎矩風荷載作用下的計算見下表樓層柱端彎矩柱端彎矩之和（KN/m）柱端彎矩柱端彎矩之和(KN/m)6——2.422.42——2.422.422.422.4251.426.856.851.426.856.855.435.4343.9111.8711.873.9111.8711.877.967.9634.6114.8114.814.6114.8114.8110.2010.2029.0020.6620.669.0020.6620.6611.6611.66111.66161611.6616164.344.34梁端彎矩、計算梁端彎矩計算樓層柱端彎矩柱端彎矩之和（KN/m）（KN/m）（KN/m）（KN/m）6——3.0246956384001.661.363.0252.299.446956384005.174.237.1145.8216.246956384008.917.2910.3839.6325.89469563840014.2411.6516.26213.2629.37469563840016.1613.2116.11116.1121.21469563840011.679.545.10根據上表，畫出框架在風荷載作用下的彎矩圖，如圖所示圖6-17風荷載作用下梁柱彎矩圖風荷載作用下的梁端剪力計算見下表樓層（KN/m）（KN/m）（KN/m)（KN/m)（KN/m)（KN/m)62.421.66-0.591.361.36-1.0956.855.17-1.744.234.23-3.38411.878.91-3.018.918.91-7.13314.8114.24-4.2114.2414.24-11.39220.6616.16-5.3416.1616.16-12.9311611.67-4.0111.6711.67-9.34根據上表，畫出框架在風荷載作用下的剪力圖，如圖所示圖6-20風荷載作用下梁柱剪力圖風荷載作用下的軸力計算由梁柱節(jié)點的平衡條件計算風荷載作用下的柱軸力，計算中要注意剪力的實際方向樓層6-0.59-0.59-0.59-1.09-0.505-1.74-2.33-1.74-3.38-2.144-3.01-5.34-3.01-7.13-6.263-4.21-9.55-4.21-11.39-13.442-5.34-14.89-5.34-12.93-21.031-4.01-18.90-4.01-9.34-26.36根據上表，畫出框架在風荷載作用下的軸力圖，如圖所示圖6-19風荷載作用下柱軸力圖

7內力組合對下列四種情況進行分析：①1.2SGK+1.4SQK②1.35SGK+1.4×0.5SQK③1.35SGK+1.4×(0.7SQK+0.6SWK)④1.2SGK+1.4×0.9×（SQK+SWK）7.1梁內力組合表7-1梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)6A右M-49.78-6.2±2.42-68.42-71.54-64.50-70.60-71.25-75.31-75.31V79.29.4±0.59108.20113.50107.63106.14116.63115.64116.63跨中M61.525.32±0.3881.2786.7881.0180.0588.5887.9587.95B左M-75.3-4.77±1.66-97.04-104.99-94.28-98.46-104.94-107.72-107.72V-86.64-9.41±0.59-117.14-123.55-115.08-116.57-125.69-126.68-126.68B右M-38.77-3.22±1.36-51.03-54.59-48.87-52.29-54.35-56.64-56.64V34.44.16±1.0947.1049.3547.9045.1551.4349.6051.43跨中M-28.71-2.33±0.00-37.71-40.39-37.39-37.39-41.04-41.04-41.04V————±1.09——————————————C左M-38.77-3.22±1.36-51.03-54.59-48.87-52.29-54.35-56.64-56.64V-86.64-9.41±0.59-117.14-123.55-115.08-116.57-125.69-126.68-126.68C右M-75.3-4.77±1.66-97.04-104.99-94.28-98.46-104.94-107.72-107.72跨中M61.525.32±0.3881.2786.7881.0180.0588.5887.9587.95V————±0.59——————————————D左M-49.78-6.2±2.42-68.42-71.54-64.50-70.60-71.25-75.31-75.31表7-2梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)5A右M-104.28-23.96±6.85-158.68-157.55-146.69-163.96-158.50-170.01-170.01V116.2137.82±1.74192.40183.36189.30184.91195.41192.49195.41跨中M112.6123.95±0.84168.66168.79166.37164.25176.20174.79176.20B左M-125.28-29.83±5.17-192.10-190.01-181.41-194.44-194.02-202.70-202.70V-122.39-39.42±1.74-202.06-192.82-194.34-198.73-202.40-205.32205.32B右M-44.46-11.66±4.23-69.68-68.18-62.71-73.37-67.89-75.00-75.00V30.335.7±3.3844.3844.9447.8439.3249.3743.6949.37跨中M-19.82-5.66±0.00-31.71-30.72-30.92-30.92-32.30-32.30-32.30V————±3.38——————————————C左M-44.46-11.66±4.23-69.68-68.18-62.71-73.37-67.89-75.00-75.00V-122.39-39.42±3.38-202.06-192.82-192.28-200.80-201.02-206.70-206.70C右M-125.28-29.82±5.17-192.08-190.00-181.40-194.42-194.01-202.69-202.69跨中M112.6123.95±0.84168.66168.79166.37164.25176.20174.79176.20V————±1.74——————————————D左M-104.28-23.96±6.85-158.68-157.55-146.69-163.96-158.50-170.01-170.01表7-4梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)4A右M-104.28-23.96±11.87-158.68-157.55-140.37-170.28-154.29-164.26-164.26V116.2137.82±3.01192.40183.36190.90183.31196.48193.95196.48跨中M112.6123.95±1.48168.66168.79167.17163.44176.74175.49176.74B左M-125.28-29.83±8.91-192.10-190.01-176.70-199.15-190.88-198.36-198.36V-122.39-39.42±3.01-202.06-192.82-192.74-200.33-201.33-203.86-203.86B右M-44.46-11.66±7.29-69.68-68.18-58.86-77.23-65.32-71.45-71.45V30.335.70±7.1344.3844.9452.5634.5952.5246.5352.52跨中M-19.82-5.66±0.00-31.71-30.72-30.92-30.92-32.30-32.30-32.30V————±7.13——————————————C左M-44.46-11.66±7.29-69.68-68.18-58.86-77.23-65.32-71.45-71.45V-122.39-39.42±7.13-202.06-192.82-187.55-205.52-197.87-203.86203.86C右M-125.28-29.82±8.91-192.08-190.00-176.68-199.14-190.87-198.35-198.35跨中M112.6123.95±1.48168.66168.79167.17163.44176.74175.49176.74V————±3.01——————————————D左M-104.28-23.96±11.87-158.68-157.55-140.37-170.28-154.29-164.26-164.26表7-4梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)3A右M-104.28-23.96±14.81-158.68-157.55-136.67-173.99-151.82-176.70-176.60V116.2137.82±4.21192.40183.36192.41181.80197.48190.41197.48跨中M112.6123.95±0.29168.66168.79165.67164.94175.74175.25175.74B左M-125.28-29.83±14.24-192.10-190.01-169.98-205.86-186.40-210.32-210.32V-122.39-39.42±4.21-202.06-192.82-191.23-201.84-200.32-207.39-207.39B右M-44.46-11.66±11.65-69.68-68.18-53.36-82.72-61.66-81.23-81.23V30.335.70±11.3944.3844.9457.9329.2356.1036.9656.10跨中M-19.82-5.66±0.00-31.71-30.72-30.92-30.92-32.30-32.30-32.30V————±11.39——————————————C左M-44.46-11.66±11.65-69.68-68.18-53.36-82.72-61.66-81.23-81.23V-122.39-39.42±11.39-202.06-192.82-182.19-210.89-194.29-213.43-213.43C右M-125.28-29.82±14.24-192.08-190.00-169.97-205.85-186.39-210.31-210.31跨中M112.6123.95±0.29168.66168.79165.67164.94175.74175.25175.74V————±4.21——————————————D左M-104.28-23.96±14.81-158.68-157.55-136.67-173.99-151.82-176.70-176.70表7-5梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)2A右M-104.28-23.96±20.66-158.68-157.55-129.29-181.36-146.90-181.61-181.61V116.2137.82±5.34192.40183.36193.83180.38198.43189.46198.43跨中M112.6123.95±2.25168.66168.79168.14162.47177.38173.60177.38B左M-125.28-29.83±16.16-192.10-190.01-167.56-208.28-184.79-211.94-211.94V-122.39-39.42±5.34-202.06-192.82-189.81-203.27-199.37-208.34-208.34B右M-44.46-11.66±13.21-69.68-68.18-51.40-84.69-60.35-82.54-82.54V30.335.7±12.9344.3844.9459.8727.2957.3935.6757.39跨中M-19.82-5.66±0.00-31.71-30.72-30.92-30.92-32.30-32.30-32.30V————±12.93——————————————C左M-44.46-11.66±13.21-69.68-68.18-51.40-84.69-60.35-82.54-82.54V-122.39-39.42±12.93-202.06-192.82-180.25-212.83-193.00-214.72-214.72C右M-125.28-29.82±16.16-192.08-190.00-167.55-208.27-184.78-211.93-211.93跨中M112.6123.95±2.25168.66168.79168.14162.47177.38173.60177.38V————±5.34——————————————D左M-104.28-23.96±20.66-158.68-157.55-129.29-181.36-146.90-181.61-181.61表7-6梁內力組合表層數位置內力荷載分類內力組合取值恒載活載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)1A右M-93.69-22.28±16.00-143.62-142.08-120.34-160.66-134.88-161.76-161.76V115.2537.62±4.01190.97181.92190.75180.65195.82189.09195.82跨中M106.4222.76±2.16159.57159.60159.10153.66167.79164.16167.79B左M-121.64-29.33±11.67-187.03-184.75-168.22-197.63-183.15-202.76-202.76V-123.35-39.66±4.01-203.54-194.28-192.94-203.04-202.02-208.76-208.76B右M-50.3-12.69±9.54-78.13-76.79-64.33-88.37-72.33-88.35-88.37V30.336.47±9.3445.4545.4756.3232.7855.1339.4456.32跨中M31.284.13±0.0043.3245.1242.7442.7446.2846.2846.28V————±9.34C左M-50.3-12.69±9.54-78.13-76.79-64.33-88.37-72.33-88.35-88.37V-123.35-39.66±9.34-203.54-194.28-186.22-209.76-197.54-213.23-213.23C右M-121.64-29.33±11.67-187.03-184.75-168.22-197.63-183.15-202.76-202.76跨中M106.4222.76±2.16159.57159.60159.10153.66167.79164.16167.79V————±4.01D左M-93.69-22.28±16.00-143.62-142.08-120.34-160.66-134.88-161.76-161.767.2柱內力組合表7-7A軸柱內力組合表柱號層號截面內力荷載種類內力組合取值恒荷載活荷載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)A6柱頂M49.786.20±2.4268.4271.5470.6064.5075.3171.2575.31N187.4713.580.59243.98262.59242.82241.33266.89265.90266.89V-31.38-5.281.20-45.05-46.06-42.80-45.82-46.53-48.55-48.55柱底M-50.63-10.681.42-75.71-75.83-72.42-76.00-77.62-80.01-80.01N187.4713.580.59243.98262.59242.82241.33266.89265.90266.895柱頂M53.6413.285.4382.9681.7187.9474.2689.9980.8789.99N440.6871.542.33628.97645.00621.89616.02666.98663.07666.98V-32.58-7.492.92-49.58-49.23-44.85-52.21-48.87-53.78-53.78柱底M-50.63-10.683.91-75.71-75.83-69.29-79.14-75.53-82.10-82.10N440.6871.542.33628.97645.00621.89616.02666.98663.07666.984柱頂M49.7813.287.9678.3376.5086.5066.4486.9073.5386.90N693.10129.505.341013.021026.341001.62988.161067.081058.111067.08V-32.58-7.494.52-49.58-49.23-42.84-54.23-47.53-55.12-55.12柱底M-50.63-10.684.61-75.71-75.83-68.40-80.02-74.94-82.69-82.69N693.10129.505.341013.021026.341001.62988.161067.081058.111067.083柱頂M49.7813.2810.2078.3376.5089.3263.6288.7971.6588.79N942.58187.469.551393.541403.711379.331355.261464.221448.171464.22V-32.58-7.49-6.00-49.58-49.23-40.97-56.09-46.28-56.36-56.36柱底M-50.63-10.68-9.00-75.71-75.83-62.87-85.55-71.26-86.38-86.38N942.58187.469.551393.541403.711379.331355.261464.221448.171464.222柱頂M49.7813.2811.6678.3376.5091.1691.1690.0190.0191.16N1192.58245.4214.891774.681781.781759.091759.091863.001863.001863.00V-35.54-7.49-7.29-53.13-53.22-42.90-61.27-49.20-61.44-61.44柱底M-50.63-7.99-11.66-71.94-73.94-56.13-85.52-66.39-85.98-85.98N1192.58245.4214.891774.681781.781759.091759.091863.001863.001863.001柱頂M60.1014.304.3492.1491.1595.6195.6198.7998.7998.79N1449.93303.3818.902164.652169.772145.992145.992270.592270.592270.59V-10.51-2.50-9.05-16.11-15.94-4.36-27.17-9.04-24.24-27.17柱底M-18.46-4.39-24.62-28.30-27.99-27.68-27.68-29.22-29.22-29.22N1449.93303.3818.902164.652169.772145.992145.992270.592270.592270.59表7-8B軸柱內力組合表柱號層號截面內力荷載種類內力組合取值恒荷載活荷載風荷載1.2+1.41.35+1.4×0.51.2+1.4×0.9×(+)1.35+1.4(0.7+0.6)B6柱頂M56.564.773.0274.5579.7077.6970.0883.5778.4983.57N191.2412.120.50246.46266.66245.39244.13270.47269.63270.47V-23.37-4.161.66-33.87-34.46-31.19-35.38-34.23-37.02-37.02柱底M-39.21-8.142.29-58.45-58.63-54.42-60.19-58.99-62.83-62.83N191.2412.120.50246.46266.66245.39244.13270.47269.63270.475柱頂M42.0910.067.1164.5963.8672.1454.2372.6560.7172.65N487.6264.402.14675.30703.37668.98663.59723.20719.60723.20V-26.41-5.704.04-39.67-39.64-33.78-43.96-37.85-44.63-44.63柱底M-39.21-8.145.82-58.45-58.63-49.98-64.64-56.02-65.80-65.80N487.6264.402.14675.30703.37668.98663.59723.20719.60723.204柱頂M42.0910.0610.3864.5963.8676.2650.1075.4057.9675.40N784.00116.686.261104.151140.081095.701079.931178.001167.491178.00V-26.41-5.706.25-39.67-39.64-31.00-46.75-35.99-46.49-46.49柱底M-39.21-8.149.63-58.45-58.63-45.17-69.44-52.82-69.00-69.00N784.00