合肥市六層學生公寓設計

合肥市六層學生公寓設計題目：合肥市六層學生公寓設計摘要該項目是合肥市一所學校的學生公寓，建筑物共六層，標準層層高為3.6m,總高22.5m。采取框架結(jié)構(gòu)設計，主要是基于安全為主線進行設計。該設計主要包括結(jié)構(gòu)布置、恒荷載、風荷載和地震作用的計算以及截面設計，并通過內(nèi)力組合找到最不利的一組內(nèi)力計算配筋。關鍵詞：框架結(jié)構(gòu)；荷載；截面設計ABSTRACTThe

project

is

a

student

apartment

of

a

school

in

HeFei

City.

The

building

has

six

floors,

with

a

standard

floor

height

of

3.6

m

and

a

total

height

of

22.5

m.

The

design

of

frame

structure

is

mainly

based

on

security.

The

design

mainly

includes

the

calculation

of

structural

arrangement,

constant

load,

wind

load

and

seismic

action,

as

well

as

the

section

design,

and

the

most

unfavorable

group

of

internal

forces

is

found

through

the

combination

of

internal

forces

to

calculate

the

reinforcement.KeyWords:Framestructure;Load;Sectiondesign1設計說明1.1工程設計概況本工程名稱：合肥市六層學生公寓樓設計本工程地址：合肥市建筑設計使用年限：50年1.2建筑設計說明1.建筑設計基本要求根據(jù)任務書要求以及相關建筑構(gòu)造規(guī)范做法編制建筑設計總說明，分項列出屋面樓面墻面構(gòu)造做法，標識建筑單層面積、建筑總面積、建筑總高度等信息。建筑構(gòu)造做法表1-1屋面、樓面做法屋面構(gòu)造做法樓面構(gòu)造做法1.40厚C20細石混凝土保護層1.10厚地磚鋪實拍平，水泥漿擦縫2.10厚低標號砂漿隔離層2.20厚1:3干硬水泥砂漿3.高聚物改性瀝青防水卷材3.素水泥砂漿結(jié)合層一遍4.20厚1：3水泥砂漿找平4.鋼筋混凝土樓板5.20厚1:8水泥膨脹珍珠巖找坡5.20厚1：2水泥砂漿抹平6.現(xiàn)澆鋼筋混凝土屋面板7.20厚1：2水泥砂漿抹平表1-2內(nèi)墻、外墻做法外墻構(gòu)造做法內(nèi)墻構(gòu)造做法1.棕褐色噴砂外墻漆1.20厚水泥砂漿抹灰2.8厚1:2.5水泥砂漿找平2.水泥空心磚3.12厚1:3水泥砂漿打底掃毛3.20厚水泥砂漿抹灰4.水泥空心磚5.20厚水泥砂漿1.3結(jié)構(gòu)設計說明1.結(jié)構(gòu)設計規(guī)范1）EQ土木工程專業(yè)2020屆設計任務書2）EQ《建筑結(jié)構(gòu)荷載規(guī)范》（GB5009—2012）3）EQ《混凝土結(jié)構(gòu)設計規(guī)范》（GB50010—2010）4）EQ《建筑地基基礎設計規(guī)范》（GB5007—2011）5）EQ《建筑抗震設計規(guī)范》（GB50011—2010）2.建筑使用活載標準值不上人屋面：0.5kN/m2樓面活荷載：宿舍樓、宿舍走廊2kN/m2。樓梯間：3.5kN/m23.設計使用材料混凝土C30，鋼筋HRB400，箍筋HRB4004.場地氣候條件基本風壓（50年一遇）：0.35kN/m2基本雪壓（50年一遇）：0.6kN/m2地面粗糙類別：B類未修正的承載力特征值：200kPa（持力層：粉質(zhì)粘土）場地類別：Ⅱ類抗震設防類別：7度地震加速度：0.10g地震分組：第一組抗震等級：三級抗震

2計算簡圖截面確定2.1確定梁柱布置選取計算單元根據(jù)房屋的使用功能及建筑的設計要求，梁柱以及軸網(wǎng)布置圖如圖2-1，本設計選取②軸線橫向框架進行計算分析，結(jié)構(gòu)計算單元如圖2-2。圖2-1梁柱分布圖圖2-2結(jié)構(gòu)計算單元2.2構(gòu)件初估1.框架梁初估主梁截面高度按照梁跨度的1/8~1/12估算，次梁截面高度按照梁跨度的1/12~1/18估算，梁寬度按照梁高度的1/2~1/3估算。故：A~B跨梁l0=6600，取h=600，取250B~C跨梁l0=2100，取h=400，取250（跨度比較小的梁或者高震地區(qū)，為考慮工程的合理性，梁截面尺寸不一定在以上估算范圍。） C~D跨梁l0=6600，取h=600，取250縱梁l0=3600，取h=400，取2502.框架柱初估A軸柱受荷面積6.6×0.5×（3.6+3.6）×0.5=11.88柱底軸力1.3×12×11.88×6×1.1×1.10=1345EQ\F(1345×1000,0.85×14.3)=110654mm2≈332.6mm×332.6mm分別估算各柱子截面A、B、C、D均為400mm×400mm——豎向荷載分項系數(shù)，1.30——單位面積樓面荷載，12.0——框架柱受荷面積——計算單元樓層層數(shù)——水平力增大系數(shù)，1.10——邊柱增大系數(shù)，邊柱1.1，中柱1.0——框架柱軸壓比限值，0.85——框架柱混凝土軸心抗壓強度設計值14.33.板厚度確定根據(jù)《混凝土結(jié)構(gòu)設計規(guī)范》GB50010-20109.1.2，板的跨度和板厚比值單向板≤30，雙向板≤40，考慮到經(jīng)濟以及結(jié)構(gòu)安全，屋面板厚度取100mm，樓面板厚度取100mm。2.3框架計算簡圖圖2-3框架梁柱計算簡圖框架梁計算跨度取軸線之間的距離，柱高度除底層外均取層高進行計算，底層柱高度從基礎頂面算至一層樓板板頂面。一層柱計算高度h1=一層層高+室內(nèi)外高差+基礎頂面到室外地坪的高度，建筑室內(nèi)外高差450mm，假設基礎頂面到室外地坪的高度為550mm，則h1=3.6+0.45+0.55=4.6m。2.4線剛度和抗側(cè)剛度框架梁兩邊都有板就是中框架，一邊有板為邊框架，桿件線剛度計算如下：中框架梁：，邊框架梁：，框架柱：梁彈性模量3×10?，柱彈性模量3×10?表2-1梁柱線剛度計算表構(gòu)件b（m）h（m）l（m）iAB中框架0.250.66.640909BC中框架0.250.42.138095CD中框架0.250.66.640909AB邊框架0.250.66.630682BC邊框架0.250.42.128571CD邊框架0.250.66.630682標準層柱0.40.43.617778底層柱0.40.44.613913圖2-4梁柱線剛度(kN·m)表2-2K和的計算公式表表2-2K和的計算公式表樓層邊柱中柱一般層底層柱抗側(cè)剛度D值的計算公式：表2-3橫向框架各層側(cè)向D值層次框架柱軸號柱根數(shù)KαcD(kN/m)∑D(kN/m)6~2層中框架A82.30110.5358807394196B84.44390.689611352C84.44390.689611352D82.30110.5358807邊框架A21.72580.46327625B23.33290.62510288C23.33290.62510288D21.72580.463276251層中框架A82.94030.69645495233788B85.67840.80466348C85.67840.80466348D82.94030.69645495邊框架A22.20530.64335076B24.25880.76035999C24.25880.76035999D22.20530.64335076第三章荷載計算3.1恒載計算3.1.1恒載面荷載計算屋面1.40厚C20細石混凝土保護層24×0.04=0.96kN/m22.10厚低標號砂漿隔離層20×0.01=0.2kN/m23.高聚物改性瀝青防水卷材0.25kN/m24.20厚1：3水泥砂漿找平20×0.02=0.4kN/m25.20厚1:8水泥膨脹珍珠巖找坡7×0.02=0.14kN/m26.現(xiàn)澆鋼筋混凝土屋面板25×0.1=2.5kN/m27.20厚1：2水泥砂漿抹平20×0.02=0.4kN/m2屋面恒荷載標準值4.85kN/m2樓面1.10厚地磚鋪實拍平，水泥漿擦縫18×0.01=0.18kN/m22.20厚1:3干硬水泥砂漿20×0.02=0.4kN/m23.素水泥砂漿結(jié)合層一遍0.05kN/m24.鋼筋混凝土樓板25×0.1=2.5kN/m25.20厚1：2水泥砂漿抹平20×0.02=0.4kN/m2樓面恒荷載標準值3.53kN/m2女兒墻1.棕褐色噴砂外墻漆0.1kN/m22.8厚1:2.5水泥砂漿找平20×0.008=0.16kN/m23.12厚1:3水泥砂漿打底掃毛20×0.012=0.24kN/m24.水泥空心磚10.3×0.2=2.06kN/m25.20厚水泥砂漿20×0.02=0.4kN/m2女兒墻恒荷載標準值2.96kN/m2內(nèi)墻1.20厚水泥砂漿抹灰20×0.02=0.4kN/m22.水泥空心磚10.3×0.2=2.06kN/m23.20厚水泥砂漿抹灰20×0.02=0.4kN/m2內(nèi)墻恒荷載標準值2.86kN/m2外墻1.棕褐色噴砂外墻漆0.1kN/m22.8厚1:2.5水泥砂漿找平20×0.008=0.16kN/m23.12厚1:3水泥砂漿打底掃毛20×0.012=0.24kN/m24.水泥空心磚10.3×0.2=2.06kN/m25.20厚水泥砂漿20×0.02=0.4kN/m2外墻恒荷載標準值2.96kN/m23.1.2橫向框架梁恒載線荷載頂層框架梁線荷載計算AB跨梁自重25×0.25×0.6=3.75kN/mAB跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/m合計q1=4.09kN/mAB梁(梯形)線荷載4.85×3.6×0.5×2=17.46kN/m等效均布荷載17.46×(1-2×1.82/6.62+1.83/6.63)=15.22kN/m線荷載合計q=4.09+15.22=19.31kN/mBC跨梁自重25×0.25×0.4=2.5kN/mBC跨梁抹灰(0.4-0.1)×2×0.02×17=0.2kN/m合計2.7kN/mBC梁(三角形)線荷載4.85×2.1×0.5×2=10.185kN/m等效均布荷載0.625×10.185=6.37kN/m線荷載合計q=2.7+6.37=9.07kN/mCD跨梁自重25×0.25×0.6=3.75kN/mCD跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/m合計4.09kN/mCD梁(梯形)線荷載4.85×3.6×0.5×2=17.46kN/m等效均布荷載17.46×(1-2×1.82/6.62+1.83/6.63)=15.22kN/m線荷載合計q=4.09+15.22=19.31kN/m標準層框架梁線荷載計算AB跨梁自重25×0.25×0.6=3.75kN/mAB跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/mAB跨梁上墻自重(含抹灰)2.86×(3.6-0.6)=8.58kN/m合計12.67kN/mAB梁(梯形)線荷載3.53×3.6×0.5×2=12.708kN/m等效均布荷載12.708×(1-2×1.82/6.62+1.83/6.63)=11.08kN/m線荷載合計q=12.67+11.08=23.75kN/mBC跨梁自重25×0.25×0.4=2.5kN/mBC跨梁抹灰(0.4-0.1)×2×0.02×17=0.2kN/m合計2.7kN/mBC梁(三角形)線荷載3.53×2.1×0.5×2=7.413kN/m等效均布荷載0.625×7.413=4.63kN/m線荷載合計q=2.7+4.63=7.33kN/mCD跨梁自重25×0.25×0.6=3.75kN/mCD跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/mCD跨梁上墻自重(含抹灰)2.86×(3.6-0.6)=8.58kN/m合計12.67kN/mCD梁(梯形)線荷載3.53×3.6×0.5×2=12.708kN/m等效均布荷載12.708×(1-2×1.82/6.62+1.83/6.63)=11.08kN/m線荷載合計q=12.67+11.08=23.75kN/m3.1.3縱向框架梁恒載（集中荷載）荷載傳遞途徑如下：板面荷載按照四個角的角平分線傳給相鄰的框架梁，框架梁上荷載通過梁柱節(jié)點傳遞給框架柱，每層的框架柱以及柱自重傳遞給下層柱子直至基礎。A軸頂層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN0.9m女兒墻→縱梁→柱3.6×0.9×2.96=9.59kN板恒載→縱梁→柱1.8×1.8×4.85=15.71kN合計32.78kNB軸頂層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN板恒載→縱梁→柱(2.678×4.85+3.24×4.85)=28.7kN合計36.18kNC軸頂層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN板恒載→縱梁→柱(3.24×4.85+2.678×4.85)=28.7kN合計36.18kND軸頂層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN0.9m女兒墻→縱梁→柱3.6×0.9×2.96=9.59kN板恒載→縱梁→柱1.8×1.8×4.85=15.71kN合計32.78kNA軸標準層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN窗自重→縱梁→柱2.1×1.8×0.45=1.7kN墻自重→縱梁→柱(3.6×(3.6-0.4)-3.78)×2.96=22.91kN板恒載→縱梁→柱1.8×1.8×3.53=11.44kN合計43.53kNB軸標準層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN門自重→縱梁→柱1×2.4×0.45=1.08kN墻自重→縱梁→柱(3.6×(3.6-0.4)-2.4)×2.86=26.08kN板恒載→縱梁→柱(2.678×3.53+3.24×3.53)=20.89kN合計55.53kNC軸標準層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN門自重→縱梁→柱1×2.4×0.45=1.08kN墻自重→縱梁→柱(3.6×(3.6-0.4)-2.4)×2.86=26.08kN板恒載→縱梁→柱(3.24×3.53+2.678×3.53)=20.89kN合計55.53kND軸標準層恒載縱梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN縱梁抹灰→縱梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN窗自重→縱梁→柱2.1×1.8×0.45=1.7kN墻自重→縱梁→柱(3.6×(3.6-0.4)-3.78)×2.96=22.91kN板恒載→縱梁→柱1.8×1.8×3.53=11.44kN合計43.53kN圖3-1恒荷載作用示意圖3.2活載計算3.2.1活載線荷載活載設計值：不上人屋面0.5kN/m2，宿舍樓2kN/m2，宿舍走廊2kN/m2。。頂層框架梁線荷載計算AB梁(梯形)線荷載0.5×3.6×0.5×2=1.8kN/m等效均布荷載:1.8×(1-2×1.82/6.62+1.83/6.63)=1.57kN/mBC梁(三角形)線荷載0.5×2.1×0.5×2=1.05kN/m等效均布荷載0.625×1.05=0.66kN/mCD梁(梯形)線荷載0.5×3.6×0.5×2=1.8kN/m等效均布荷載:1.8×(1-2×1.82/6.62+1.83/6.63)=1.57kN/m標準層框架梁線荷載計算AB梁(梯形)線荷載2×3.6×0.5×2=7.2kN/m等效均布荷載：7.2×(1-2×1.82/6.62+1.83/6.63)=6.27kN/mBC梁(三角形)線荷載2×2.1×0.5×2=4.2kN/m等效均布荷載:0.625×4.2=2.63kN/mCD梁(梯形)線荷載2×3.6×0.5×2=7.2kN/m等效均布荷載:=7.2×(1-2×1.82/6.62+1.83/6.63)=6.27kN/m3.2.2縱向框架梁活載（集中荷載）A軸頂層活載1.8×1.8×0.5=1.62kNB軸頂層活載(2.678×0.5+3.24×0.5)=2.96kNC軸頂層活載(3.24×0.5+2.678×0.5)=2.96kND軸頂層活載1.8×1.8×0.5=1.62kNA軸標準層活載1.8×1.8×2=6.48kNB軸標準層活載(2.678×2+3.24×2)=11.84kNC軸標準層活載(3.24×2+2.678×2)=11.84kND軸標準層活載1.8×1.8×2=6.48kN圖3-2活荷載作用示意圖3.3橫向水平風荷載計算3.3.1風荷載標準值對于水平風荷載，由于風荷載垂直于建筑物表面，并且風荷載大小與受風面積，風震系數(shù)，風荷載體型系數(shù)，風壓高度變化系數(shù)，建筑物當?shù)氐娘L壓均有關系。風荷載計算將受風面積內(nèi)的風荷載集中到框架節(jié)點處簡化計算，計算公式：，其中代表受風面積，，分別為上下層層高，對于底層應加上室內(nèi)外高差，對于頂層為女兒墻高度的兩倍，B為受風寬度。表3-1風荷載計算層號hihjBβzμsμzω0wk63.61.83.61.001.31.2720.355.6353.63.63.61.001.31.2100.357.1443.63.63.61.001.31.1380.356.7133.63.63.61.001.31.0470.356.1723.63.63.61.001.31.0000.355.914.053.63.61.001.31.0000.356.27圖3-3風荷載作用示意圖（kN）3.3.2風橫向框架側(cè)移驗算EQ風荷載作用下的水平層間側(cè)移計算公式EQΔui為第i層的層間側(cè)移EQVi為第i層的總剪力EQ∑Di為第i層的側(cè)移剛度和各層層間位移角見表3-2，其中層間位移最大處于第1層其值為1/2880＜1/550，滿足規(guī)范要求。表3-2風荷載位移層次Wk(kN)V(kN)∑D/(kN/m)Δui(mm)h(m)Δui/hi65.635.63403180.143.61/2571457.1412.77403180.3173.61/1135646.7119.48403180.4833.61/745336.1725.65403180.6363.61/566025.931.55403180.7833.61/459816.2737.82236861.5974.61/28803.4橫向水平地震作用計算3.4.1重力荷載計算1．屋面樓面恒載計算6層：4.85×15.3×32.4=2404kN5層：3.53×15.3×32.4=1750kN4層：3.53×15.3×32.4=1750kN3層：3.53×15.3×32.4=1750kN2層：3.53×15.3×32.4=1750kN1層：3.53×15.3×32.4=1750kN2．屋面樓面活載計算6層：0.6×15.3×32.4=297kN5層：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN4層：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN3層：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN2層：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN1層：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN梁荷載計算6層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN5層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN4層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN3層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN2層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN1層：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN4．柱荷載計算6層：25×1.05×3.6×0.4×0.4×40=605kN5層：25×1.05×3.6×0.4×0.4×40=605kN4層：25×1.05×3.6×0.4×0.4×40=605kN3層：25×1.05×3.6×0.4×0.4×40=605kN2層：25×1.05×3.6×0.4×0.4×40=605kN1層：25×1.05×4.6×0.4×0.4×40=773kN5．門、窗荷載計算6層：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN5層：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN4層：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN3層：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN2層：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN1層：2×0.45×1.2×2.4+2×0.45×2.1×0.9+16×0.45×2.1×1.8+14×0.45×1×2.4+2×0.45×1.8×2.4=51kN6．墻荷載計算屋面層女兒墻：(32.4×0.9×2+15.3×0.9×2)×2.96=254.15kN6層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN5層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN4層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN3層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN2層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN1層外墻：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×2.4-2×2.1×0.9-16×2.1×1.8-2×1.8×2.4)×2.96=655.17kN6層內(nèi)墻：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN5層內(nèi)墻：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN4層內(nèi)墻：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN3層內(nèi)墻：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN2層內(nèi)墻：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN1層內(nèi)墻：(3.6×3.2×14+6.6×3×15-14×1×2.4)×2.86=1214.58kN7．重力荷載合計頂層重力荷載合計=屋面恒載+屋面雪荷載/2+屋面梁荷載+頂層柱重/2+頂層門窗/2+女兒墻+頂層內(nèi)墻/2+頂層外墻/2標準層重力荷載合計=樓面恒載+樓面活荷載/2+樓面梁荷載+上層柱重/2+下層柱重/2+上層門窗/2+下層門窗/2+上層內(nèi)墻/2+上層外墻/2+下層內(nèi)墻/2+下層外墻/2G6=2404+297/2+915.08+605/2+49/2+254.15+685/2+1316.52/2=5049.49kNG5=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG4=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG3=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG2=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG1=1750+1063/2+915.08+605/2+773/2+49/2+51/2+685/2+655.17/2+1316.52/2+1214.58/2=5871.215kN圖3-4重力荷載代表值3.4.2結(jié)構(gòu)基本自震周期計算；結(jié)構(gòu)自震周期用假想頂點位移計算結(jié)構(gòu)基本自振周期，計算過程見表3-3，0.3593，地震作用下周期折減系數(shù)0.7，基本周期0.713表3-3結(jié)構(gòu)頂點側(cè)移層次Gi(kN)Vgi(kN)ΣDi(kN/m)Δui(m)uT(m)65049.495049.493941960.01280.359355852.110901.593941960.02770.346545852.116753.693941960.04250.318835852.122605.793941960.05730.276325852.128457.893941960.07220.21915871.21534329.1052337880.14680.14683.4.3橫向水平地震計算根據(jù)工程所在地以及任務書要求，查得抗震設防烈度7度0.10g，0.08，場地類別Ⅱ類，第一組，查得特征周期0.35水平地震影響系數(shù)按如下公式計算當T1<0.1時，α1=0.45×αmax+(0.55×αmax/0.1)×T1當0.1≤T1≤Tg時，α1=αmax當Tg<T1≤5Tg時，EQα1=\b\lc\((\b\rc\)(\F(Tg,T1)))0.9αmax因為Tg<T1≤5Tg，則α1=0.04220.85×34329.105=29179.73925kNT1>1.4Tg=1.4×0.35=0.49s且Tg≤0.35所以0.08T1+0.07=0.127EQ0.127×1231.385=156.39459480.3結(jié)構(gòu)底部橫向水平地震作用標準值：結(jié)構(gòu)頂部橫向水平地震作用標準值：其他層橫向水平地震作用標準值：表3-4各質(zhì)點水平地震剪力層次Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)622.65049.49114118.47423.38423.385195852.1111189.9260.14683.52415.45852.190122.34210.85894.37311.85852.169054.78161.561055.9328.25852.147987.22112.271168.214.65871.21527007.5963.191231.393.4.4地震橫向框架側(cè)移驗算各層層間位移角見表3-5，其中層間位移最大處于第1層其值為1/873＜1/550，滿足規(guī)范要求。表3-5水平地震位移驗算層次hi(m)Vi(kN)∑Di(N/m)△μi(mm)△μi/hi63.6423.383941961.0741/335253.6683.523941961.7341/207643.6894.373941962.2691/158733.61055.933941962.6791/134423.61168.23941962.9641/121514.61231.392337885.2671/873第四章橫向框架內(nèi)力計算本章節(jié)彎矩、剪力、軸力單位分別為kN.m、kN、kN，內(nèi)力除軸力受拉為負，受壓為正，其他內(nèi)力均以逆時針轉(zhuǎn)動為負，順時針轉(zhuǎn)動為正。4.1橫向框架恒載內(nèi)力計算4.1.1框架節(jié)點分配系數(shù)各層各節(jié)點的分配系數(shù)計算如下：A軸柱6層EQ\f(4×17778,4×(17778+40909))=0.303EQ\f(4×40909,4×(17778+40909))=0.697B軸柱6層EQ\f(4×40909,4×(40909+17778+38095))=0.423EQ\f(4×17778,4×(40909+17778+38095))=0.184EQ\f(4×38095,4×(40909+17778+38095))=0.394C軸柱6層EQ\f(4×38095,4×(38095+17778+40909))=0.394EQ\f(4×17778,4×(38095+17778+40909))=0.184EQ\f(4×40909,4×(38095+17778+40909))=0.423D軸柱6層EQ\f(4×40909,4×(40909+17778))=0.697EQ\f(4×17778,4×(40909+17778))=0.303A軸柱5層~2層EQ\f(4×17778,4×(17778×2+40909))=0.232EQ\f(4×17778,4×(17778×2+40909))=0.232EQ\f(4×40909,4×(17778×2+40909))=0.535B軸柱5層~2層EQ\f(4×40909,4×(40909+17778×2+38095))=0.357EQ\f(4×17778,4×(40909+17778×2+38095))=0.155EQ\f(4×17778,4×(40909+17778×2+38095))=0.155EQ\f(4×38095,4×(40909+17778×2+38095))=0.333C軸柱5層~2層EQ\f(4×38095,4×(38095+17778×2+40909))=0.333EQ\f(4×17778,4×(38095+17778×2+40909))=0.155EQ\f(4×17778,4×(38095+17778×2+40909))=0.155EQ\f(4×40909,4×(38095+17778×2+40909))=0.357D軸柱5層~2層EQ\f(4×40909,4×(40909+17778×2))=0.535EQ\f(4×17778,4×(40909+17778×2))=0.232EQ\f(4×17778,4×(40909+17778×2))=0.232A軸柱1層EQ\f(4×17778,4×(17778+13913+40909))=0.245EQ\f(4×13913,4×(17778+13913+40909))=0.192EQ\f(4×40909,4×(17778+13913+40909))=0.563B軸柱1層EQ\f(4×40909,4×(40909+17778+13913+38095))=0.37EQ\f(4×17778,4×(40909+17778+13913+38095))=0.161EQ\f(4×13913,4×(40909+17778+13913+38095))=0.126EQ\f(4×38095,4×(40909+17778+13913+38095))=0.344C軸柱1層EQ\f(4×38095,4×(38095+17778+13913+40909))=0.344EQ\f(4×17778,4×(38095+17778+13913+40909))=0.161EQ\f(4×13913,4×(38095+17778+13913+40909))=0.126EQ\f(4×40909,4×(38095+17778+13913+40909))=0.37D軸柱1層EQ\f(4×40909,4×(40909+17778+13913))=0.563EQ\f(4×17778,4×(40909+17778+13913))=0.245EQ\f(4×13913,4×(40909+17778+13913))=0.1924.1.2橫向框架恒載固端彎矩頂層梁恒載固端計算：AB跨-1/12×19.31×6.6×6.6=-70.1kN.mBC跨-1/12×9.07×2.1×2.1=-3.33kN.mCD跨-1/12×19.31×6.6×6.6=-70.1kN.m標準層梁恒載固端計算：AB跨-1/12×23.75×6.6×6.6=-86.21kN.mBC跨-1/12×7.33×2.1×2.1=-2.69kN.CD跨-1/12×23.75×6.6×6.6=-86.21kN.m4.1.3橫向框架恒載彎矩根據(jù)內(nèi)力平衡條件計算跨中彎矩，先計算出簡支狀態(tài)下的跨中彎矩，然后根據(jù)簡支狀態(tài)下的跨中彎矩和支座兩端彎矩求出跨中彎矩，計算公式：。恒載作用下頂層梁跨中彎矩計算如下：AB跨均布荷載1/8×4.09×6.6×6.6=22.27梯形荷載17.46×6.6×6.6/24×(3-4×1.82/6.62)=85.64總計22.27+85.64=107.91BC跨均布荷載1/8×2.7×2.1×2.1=1.49三角形荷載10.185×2.1×2.1/12=3.74總計1.49+3.74=5.23CD跨均布荷載1/8×4.09×6.6×6.6=22.27梯形荷載17.46×6.6×6.6/24×(3-4×1.82/6.62)=85.64總計22.27+85.64=107.91恒載作用下標準層梁跨中彎矩計算如下：AB跨均布荷載1/8×12.67×6.6×6.6=68.99梯形荷載12.708×6.6×6.6/24×(3-4×1.82/6.62)=62.33總計68.99+62.33=131.32BC跨均布荷載1/8×2.7×2.1×2.1=1.49三角形荷載7.413×2.1×2.1/12=2.72總計1.49+2.72=4.21CD跨均布荷載1/8×12.67×6.6×6.6=68.99梯形荷載12.708×6.6×6.6/24×(3-4×1.82/6.62)=62.33總計68.99+62.33=131.32表4-1恒載作用下跨中彎矩計算表層次梁跨M左M右M0M中6AB-32.4853.22107.9165.06BC-28.7428.745.23-23.51CD-53.2232.48107.9165.065AB-57.9770.79131.3266.94BC-24.7124.714.21-20.5CD-70.7957.97131.3266.944AB-57.6470.91131.3267.05BC-24.6024.604.21-20.39CD-70.9157.64131.3267.053AB-57.6470.91131.3267.05BC-24.6024.604.21-20.39CD-70.9157.64131.3267.052AB-57.9471.00131.3266.85BC-24.5224.524.21-20.31CD-71.0057.94131.3266.851AB-50.0367.79131.3272.41BC-28.1128.114.21-23.9CD-67.7950.03131.3272.41圖4-1恒載作用下的彎矩圖（kN.m）4.1.4橫向框架恒載梁柱剪力框架梁左端：框架梁右端：框架柱剪力：、為框架梁左端和右端在簡支狀態(tài)下的支座反力、為框架梁左和右端彎矩、為框架柱上和下端彎矩為框架梁柱構(gòu)件計算長度恒載作用下頂層梁簡支支座剪力AB跨均布荷載4.09×6.6/2=13.5梯形荷載(6.6-1.8)×17.46/2=41.9合計13.5+41.9=55.4BC跨均布荷載2.7×2.1/2=2.84三角形荷載=10.185×2.1/4=5.35合計2.84+5.35=8.19CD跨均布荷載4.09×6.6/2=13.5梯形荷載(6.6-1.8)×17.46/2=41.9合計13.5+41.9=55.4恒載作用下標準層梁簡支支座剪力AB跨均布荷載12.67×6.6/2=41.81梯形荷載(6.6-1.8)×12.708/2=30.5合計41.81+30.5=72.31BC跨均布荷載2.7×2.1/2=2.84三角形荷載=7.413×2.1/4=3.89合計2.84+3.89=6.73CD跨均布荷載12.67×6.6/2=41.81梯形荷載(6.6-1.8)×12.708/2=30.5合計41.81+30.5=72.31表4-2恒載框架梁剪力層次梁跨l(m)R左R右MlMrV左V右6AB6.655.4-55.4-32.4853.2252.26-58.54BC2.18.19-8.19-28.7428.748.19-8.19CD6.655.4-55.4-53.2232.4858.54-52.265AB6.672.31-72.31-57.9770.7970.37-74.25BC2.16.73-6.73-24.7124.716.73-6.73CD6.672.31-72.31-70.7957.9774.25-70.374AB6.672.31-72.31-57.6470.9170.3-74.32BC2.16.73-6.73-24.624.66.73-6.73CD6.672.31-72.31-70.9157.6474.32-70.33AB6.672.31-72.31-57.6470.9170.3-74.32BC2.16.73-6.73-24.624.66.73-6.73CD6.672.31-72.31-70.9157.6474.32-70.32AB6.672.31-72.31-57.947170.33-74.29BC2.16.73-6.73-24.5224.526.73-6.73CD6.672.31-72.31-7157.9474.29-70.331AB6.672.31-72.31-50.0367.7969.62-75BC2.16.73-6.73-28.1128.116.73-6.73CD6.672.31-72.31-67.7950.0375-69.62表4-3恒載作用下框架柱剪力柱軸號層次層高M上M下VA63.632.4829.3-17.1653.628.6828.82-15.9743.628.8228.82-16.0133.628.8228.69-15.9823.629.2532.45-17.1414.617.598.8-5.74B63.6-24.49-22.8813.1653.6-23.21-23.1612.8843.6-23.16-23.1612.8733.6-23.16-23.1212.8623.6-23.37-25.1113.4714.6-14.57-7.294.75C63.624.4922.88-13.1653.623.2123.16-12.8843.623.1623.16-12.8733.623.1623.12-12.8623.623.3725.11-13.4714.614.577.29-4.75D63.6-32.48-29.3017.1653.6-28.68-28.8215.9743.6-28.82-28.8216.0133.6-28.82-28.6915.9823.6-29.25-32.4517.1414.6-17.59-8.805.74圖4-2恒載作用下剪力圖（kN）4.1.5橫向框架恒載柱子軸力框架柱頂軸力：框架柱底軸力：指每層縱向梁傳遞給框架柱恒載，、分別為框架柱左、右端梁剪力，框架柱容重25，不計算柱子抹灰。表4-4恒載作用下框架柱軸力柱軸號層次Nb(m)h(m)l(m)V左V右柱重柱頂柱底A632.780.40.43.6052.2614.48599.4543.530.40.43.6070.3714.4213.3227.7443.530.40.43.6070.314.4341.5355.9343.530.40.43.6070.314.4469.7484.1243.530.40.43.6070.3314.4598612.4143.530.40.44.6069.6218.4725.6744B636.180.40.43.6-58.548.1914.4102.9117.3555.530.40.43.6-74.256.7314.4253.8268.2455.530.40.43.6-74.326.7314.4404.8419.2355.530.40.43.6-74.326.7314.4555.8570.2255.530.40.43.6-74.296.7314.4706.8721.2155.530.40.44.6-756.7318.4858.5876.9C636.180.40.43.6-8.1958.5414.4102.9117.3555.530.40.43.6-6.7374.2514.4253.8268.2455.530.40.43.6-6.7374.3214.4404.8419.2355.530.40.43.6-6.7374.3214.4555.8570.2255.530.40.43.6-6.7374.2914.4706.8721.2155.530.40.44.6-6.737518.4858.5876.9D632.780.40.43.6-52.26014.48599.4543.530.40.43.6-70.37014.4213.3227.7443.530.40.43.6-70.3014.4341.5355.9343.530.40.43.6-70.3014.4469.7484.1243.530.40.43.6-70.33014.4598612.4143.530.40.44.6-69.62018.4725.6744圖4-3恒載作用下軸力圖（kN）4.2橫向框架活載內(nèi)力計算4.2.1橫向框架活載固端彎矩頂層梁活載固端計算：AB跨-1/12×1.57×6.6×6.6=-5.7kN.mBC跨-1/12×0.66×2.1×2.1=-0.24kN.mCD跨-1/12×1.57×6.6×6.6=-5.7kN.m標準層梁活載固端計算：AB跨-1/12×6.27×6.6×6.6=-22.76kN.mBC跨-1/12×2.63×2.1×2.1=-0.97kN.mCD跨-1/12×6.27×6.6×6.6=-22.76kN.m4.2.2橫向框架活載彎矩計算上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3030.6970.4220.1840.3940.3940.1840.4220.6970.303-5.705.70-0.240.24-5.75.71.733.97-2.30-1.00-2.152.151.002.30-3.97-1.732.64-1.151.99-1.691.08-1.081.69-1.991.15-2.64-0.45-1.04-0.58-0.25-0.540.540.250.581.040.453.92-3.924.81-2.94-1.851.852.94-4.813.92-3.920.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.280.872.64-3.896.10-0.50-1.693.63-3.630.501.69-6.103.89-0.87-2.640.090.090.20-2.69-1.17-1.17-2.512.511.171.172.69-0.20-0.09-0.096.248.01-14.2518.39-5.05-6.24-7.117.115.056.24-18.3914.25-6.24-8.010.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.64-3.896.10-1.69-1.693.63-3.631.691.69-6.103.89-2.64-2.64-0.32-0.32-0.75-2.27-0.98-0.98-2.112.110.980.982.270.750.320.327.607.60-15.2018.81-6.05-6.05-6.716.716.056.05-18.8115.20-7.60-7.600.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.64-3.896.10-1.69-1.693.63-3.631.691.69-6.103.89-2.64-2.64-0.32-0.32-0.75-2.27-0.98-0.98-2.112.110.980.982.270.750.320.327.607.60-15.2018.81-6.05-6.05-6.716.716.056.05-18.8115.20-7.60-7.600.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.79-3.896.10-1.69-1.753.63-3.631.691.76-6.103.89-2.64-2.79-0.36-0.36-0.83-2.25-0.97-0.97-2.092.090.970.972.240.830.360.367.567.71-15.2818.83-6.04-6.10-6.696.696.046.11-18.8415.28-7.56-7.710.2450.1920.5630.3690.160.1260.3440.3440.1610.1260.3690.5630.2450.192-22.7622.76-0.970.97-22.7622.765.584.3712.81-8.04-3.49-2.75-7.507.503.512.758.04-12.81-5.58-4.372.640.00-4.026.41-1.690.003.75-3.751.690.00-6.414.02-2.640.000.340.260.78-3.13-1.36-1.07-2.912.911.361.073.13-0.78-0.34-0.268.564.63-13.1918.00-6.54-3.82-7.637.636.563.82-18.0013.19-8.56-4.632.32A-1.91B1.91C-2.32D活載作用下頂層梁跨中彎矩計算如下：AB梯形荷載1.8×6.6×6.6/24×(3-4×1.82/6.62)=8.83BC三角形荷載1.05×2.1×2.1/12=0.39CD梯形荷載1.8×6.6×6.6/24×(3-4×1.82/6.62)=8.83活載作用下標準層梁跨中彎矩計算如下AB梯形荷載7.2×6.6×6.6/24×(3-4×1.82/6.62)=35.32BC三角形荷載4.2×2.1×2.1/12=1.54CD梯形荷載7.2×6.6×6.6/24×(3-4×1.82/6.62)=35.32表4-1活載作用下跨中彎矩計算表層次梁跨M左M右M0M中6AB-3.924.818.834.47BC-1.851.850.39-1.46CD-4.813.928.834.475AB-14.2518.3935.3219BC-7.117.111.54-5.57CD-18.3914.2535.32194AB-15.2018.8135.3218.32BC-6.716.711.54-5.17CD-18.8115.2035.3218.323AB-15.2018.8135.3218.32BC-6.716.711.54-5.17CD-18.8115.2035.3218.322AB-15.2818.8335.3218.27BC-6.696.691.54-5.15CD-18.8415.2835.3218.261AB-13.1918.0035.3219.73BC-7.637.631.54-6.09CD-18.0013.1935.3219.73圖4-4活載作用下彎矩圖（kN.m）4.2.3橫向框架活載梁柱剪力活載作用下頂層梁簡支支座剪力AB梯跨形荷載(6.6-1.8)×1.8/2=4.32BC跨三角形荷載=1.05×2.1/4=0.55CD跨梯形荷載(6.6-1.8)×1.8/2=4.32活載作用下標準層梁簡支支座剪力AB跨梯形荷載(6.6-1.8)×7.2/2=17.28BC跨三角形荷載=4.2×2.1/4=2.21CD跨梯形荷載(6.6-1.8)×7.2/2=17.28表4-6活載框架梁剪力層次梁跨l(m)R左R右MlMrV左V右6AB6.64.32-4.32-3.924.814.19-4.45BC2.10.55-0.55-1.851.850.55-0.55CD6.64.32-4.32-4.813.924.45-4.195AB6.617.28-17.28-14.2518.3916.65-17.91BC2.12.21-2.21-7.117.112.21-2.21CD6.617.28-17.28-18.3914.2517.91-16.654AB6.617.28-17.28-15.218.8116.73-17.83BC2.12.21-2.21-6.716.712.21-2.21CD6.617.28-17.28-18.8115.217.83-16.733AB6.617.28-17.28-15.218.8116.73-17.83BC2.12.21-2.21-6.716.712.21-2.21CD6.617.28-17.28-18.8115.217.83-16.732AB6.617.28-17.28-15.2818.8316.74-17.82BC2.12.21-2.21-6.696.692.21-2.21CD6.617.28-17.28-18.8415.2817.82-16.741AB6.617.28-17.28-13.191816.55-18.01BC2.12.21-2.21-7.637.632.21-2.21CD6.617.28-17.28-1813.1918.01-16.55表4-7活載作用下框架柱剪力柱軸號層次層高M上M下VA柱63.63.926.24-2.8253.68.017.6-4.3443.67.67.6-4.2233.67.67.56-4.2123.67.718.56-4.5214.64.632.32-1.51B柱63.6-2.94-5.052.2253.6-6.24-6.053.4143.6-6.05-6.053.3633.6-6.05-6.043.3623.6-6.10-6.543.5114.6-3.82-1.911.25C柱63.62.945.05-2.2253.66.246.05-3.4143.66.056.05-3.3633.66.056.04-3.3623.66.116.56-3.5214.63.821.91-1.25D柱63.6-3.92-6.242.8253.6-8.01-7.604.3443.6-7.60-7.604.2233.6-7.60-7.564.2123.6-7.71-8.564.5214.6-4.63-2.321.51圖4-5活載作用下剪力圖（kN）4.2.4橫向活載柱子軸力指每層縱向梁傳遞給框架柱活載，、分別為框架柱左、右端梁剪力。表4-8活載作用下框架柱軸力柱軸號層次NV左V右柱頂柱底A61.6204.195.85.856.48016.6528.928.946.48016.7352.152.136.48016.7375.375.326.48016.7498.598.516.48016.55121.5121.5B62.96-4.450.5588511.84-17.912.214040411.84-17.832.2171.971.9311.84-17.832.21103.8103.8211.84-17.822.21135.7135.7111.84-18.012.21167.8167.8C62.96-0.554.4588511.84-2.2117.914040411.84-2.2117.8371.971.9311.84-2.2117.83103.8103.8211.84-2.2117.82135.7135.7111.84-2.2118.01167.8167.8D61.62-4.1905.85.856.48-16.65028.928.946.48-16.73052.152.136.48-16.73075.375.326.48-16.74098.598.516.48-16.550121.5121.5圖4-6活載作用下軸力（kN）4.3橫向框架風荷載內(nèi)力計算4.3.1橫向框架風荷載柱子剪力水平荷載計算方法：D值法（修正反彎點法），水平荷載柱子剪力計算根據(jù)框架柱抗側(cè)剛度將層間剪力分配到框架柱EQDi為對應柱子的抗側(cè)剛度EQ∑Di為某層柱子抗側(cè)剛度總和EQF為水平風荷載作用下的層間剪力。表4-19風荷載柱剪力層次柱軸號∑D(kN/m)D(kN/m)F(kN)V(kN)6A4031888075.631.23B40318113525.631.59C40318113525.631.59D4031888075.631.235A40318880712.772.79B403181135212.773.6C403181135212.773.6D40318880712.772.794A40318880719.484.26B403181135219.485.48C403181135219.485.48D40318880719.484.263A40318880725.655.6B403181135225.657.22C403181135225.657.22D40318880725.655.62A40318880731.556.89B403181135231.558.88C403181135231.558.88D40318880731.556.891A23686549537.828.77B23686634837.8210.14C23686634837.8210.14D23686549537.828.774.3.2橫向框架風荷載柱子彎矩反彎點高度比：EQy0為標準反彎點高度EQy1為因上下層梁剛度比變化的修正值EQy2為因上層層高變化的修正值EQy3為因下層層高變化的修正值，A柱反彎點計算6層：k=2.3011y0=0.415，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.4155層：k=2.3011y0=0.45，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.454層：k=2.3011y0=0.465，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.4653層：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52層：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51層：k=2.9403y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55B柱反彎點計算6層：k=4.4439y0=0.45，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.455層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.54層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.53層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51層：k=5.6784y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55C柱反彎點計算6層：k=4.4439y0=0.45，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.455層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.54層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.53層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52層：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51層：k=5.6784y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55D柱反彎點計算6層：k=2.3011y0=0.415，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.4155層：k=2.3011y0=0.45，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.454層：k=2.3011y0=0.465，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.4653層：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52層：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51層：k=2.9403y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55表4-10風荷載作用下柱端彎矩計算層次柱號h(m)y1-yVM下M上6A3.60.4150.5851.23-1.84-2.59B3.60.450.551.59-2.58-3.15C3.60.450.551.59-2.58-3.15D3.60.4150.5851.23-1.84-2.595A3.60.450.552.79-4.52-5.52B3.60.50.53.6-6.48-6.48C3.60.50.53.6-6.48-6.48D3.60.450.552.79-4.52-5.524A3.60.4650.5354.26-7.13-8.2B3.60.50.55.48-9.86-9.86C3.60.50.55.48-9.86-9.86D3.60.4650.5354.26-7.13-8.23A3.60.50.55.6-10.08-10.08B3.60.50.57.22-13-13C3.60.50.57.22-13-13D3.60.50.55.6-10.08-10.082A3.60.50.56.89-12.4-12.4B3.60.50.58.88-15.98-15.98C3.60.50.58.88-15.98-15.98D3.60.50.56.89-12.4-12.41A4.60.550.458.77-22.19-18.15B4.60.550.4510.14-25.65-20.99C4.60.550.4510.14-25.65-20.99D4.60.550.458.77-22.19-18.154.3.3橫向框架風荷載梁端彎矩根據(jù)節(jié)點平衡條件，將柱端不平衡彎矩按照節(jié)點兩端的梁線剛度進行分配。節(jié)點左端梁端彎矩：節(jié)點右端梁端彎矩：表4-35風荷載梁端彎矩層次AB左AB右BC左BC右CD左CD右62.591.631.521.521.632.5957.364.694.374.374.697.36412.728.467.887.888.4612.72317.2111.8411.0211.0211.8417.21222.4815.0113.9713.9715.0122.48130.5519.1417.8317.8319.1430.55圖4-7風荷載作用下彎矩圖（kN.m）4.3.4橫向框架風荷載梁端剪力、柱軸力水平荷載作用下梁剪力：AB跨梁風荷載剪力計算6層V=-(2.59+1.63)/6.6=-0.64，5層V=-(7.36+4.69)/6.6=-1.834層V=-(12.72+8.46)/6.6=-3.21，3層V=-(17.21+11.84)/6.6=-4.42層V=-(22.48+15.01)/6.6=-5.68，1層V=-(30.55+19.14)/6.6=-7.53BC跨梁風荷載