第109頁(yè)共114頁(yè)第第1頁(yè)共114頁(yè)濰坊市YQ大廈B區(qū)辦公樓設(shè)計(jì)目錄TOC\o"1-2"\h\z\u1 設(shè)計(jì)說(shuō)明 61.1工程簡(jiǎn)介 62計(jì)算簡(jiǎn)圖構(gòu)件尺寸 72.1框架布置 72.2構(gòu)件初步估算 82.3框架計(jì)算簡(jiǎn)圖 102.4梁柱線剛度計(jì)算 103荷載計(jì)算 143.1恒載計(jì)算 143.2活載計(jì)算 193.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算及驗(yàn)算 213.4水平地震計(jì)算及驗(yàn)算 244內(nèi)力計(jì)算 304.1恒載內(nèi)力計(jì)算 304.2活載內(nèi)力計(jì)算 424.3風(fēng)荷載內(nèi)力計(jì)算 504.4地震內(nèi)力計(jì)算 595內(nèi)力組合 685.1豎向荷載彎矩調(diào)整 695.2梁內(nèi)力組合 715.3柱內(nèi)力組合 776框架梁柱設(shè)計(jì) 856.1框架梁 856.2框架柱 947板設(shè)計(jì) 1007.1屋面設(shè)計(jì) 1007.2樓面設(shè)計(jì) 1038樓梯設(shè)計(jì) 1068.1基本信息 1068.2樓梯板計(jì)算 1068.3平臺(tái)板計(jì)算 1078.4平臺(tái)梁計(jì)算 1089基礎(chǔ)設(shè)計(jì) 1099.1錐形基礎(chǔ)設(shè)計(jì)（A軸柱） 1091引言我的畢業(yè)設(shè)計(jì)是濰坊市玉清大廈B區(qū)的辦公樓設(shè)計(jì)課題，廣泛實(shí)用。隨著經(jīng)濟(jì)的快速發(fā)展，為了滿足更多人的工作需求，越來(lái)越多的辦公樓已經(jīng)建成了如何激勵(lì)和維護(hù)員工的工作熱情，設(shè)計(jì)，環(huán)境分析，辦公樓研究中的內(nèi)部功能分區(qū)從未停止過(guò)。建筑物的設(shè)計(jì)包括兩部分：建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)。建筑設(shè)計(jì)不僅達(dá)到了用戶的功能要求，而且還考慮了經(jīng)濟(jì)，美觀和實(shí)用的要求。完成該辦公樓的設(shè)計(jì)，不僅符合建筑設(shè)計(jì)的規(guī)范標(biāo)準(zhǔn)，且從人性的角度來(lái)看，完全落實(shí)了以人為本的概念，例如在浴室中設(shè)置防滑地板瓷磚，設(shè)置在地板上的植被區(qū)域上，以便于休閑和娛樂(lè)等，同時(shí)嘗試考慮合理的分區(qū)，綠色環(huán)保等。2設(shè)計(jì)說(shuō)明2.1工程簡(jiǎn)介1.本次設(shè)計(jì)的題目為“濰坊市玉清大廈B區(qū)辦公樓設(shè)計(jì)”，工程位于濰坊市玉清大廈B區(qū)，建筑為永久性建筑，防火等級(jí)為二級(jí)，設(shè)計(jì)使用年限50年。2.本建筑主體層數(shù)為6層，層高分別為：4200、3600、3600、3600、3600、3600mm，建筑總高度23.85m，室外地坪標(biāo)高-0.450m，室內(nèi)外高差為450mm。3.本建筑按照建筑高度分類定義為多層建筑，按建筑使用功能定義為公共建筑。4.結(jié)構(gòu)設(shè)計(jì)規(guī)范1）本專業(yè)2021屆設(shè)計(jì)任務(wù)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(shè)計(jì)規(guī)范》（GB50010—2010）4）EQ《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB5007—2011）5）EQ《建筑抗震設(shè)計(jì)規(guī)范》（GB50011—2016）6）EQ《建筑結(jié)構(gòu)可靠性設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》（GB50068-2018）5.基本資料1）抗震條件：本工程（工程地址：濰坊市玉清大廈B區(qū)）的抗震設(shè)防烈度為7度（0.15g），地震分組為：第二組，根據(jù)建筑功能以及建筑物高度確定抗震等級(jí)為三級(jí)抗震。2）氣象條件：基本雪壓0.4kN/m2，基本風(fēng)壓0.45kN/m2，均取重現(xiàn)期為50年的值。3）工程地質(zhì)條件：Ⅱ類場(chǎng)地，地面粗糙程度為B類，承載力特征值為175kPa。6.使用材料表2-1構(gòu)件材料表構(gòu)件柱梁板樓梯基礎(chǔ)混凝土C30C30C30C30C30鋼筋HRB400HRB400HRB400HRB400HRB400箍筋HRB400HRB400/HRB400/3計(jì)算簡(jiǎn)圖構(gòu)件尺寸3.1框架布置本設(shè)計(jì)結(jié)構(gòu)形式采用框架結(jié)構(gòu)，根據(jù)建筑使用功能，建筑施工圖軸網(wǎng)柱子布置以及教材指導(dǎo)確定本設(shè)計(jì)的主體框架布置圖如下圖3-1。再根據(jù)建筑布局，選取較為簡(jiǎn)單并且有代表性的一榀框架以及其周邊的板梁柱，進(jìn)行荷載導(dǎo)算內(nèi)力計(jì)算配筋計(jì)算等相關(guān)研究。選取⑥軸框架，計(jì)算單元見圖3-2。圖3-1主體框架布置圖圖3-2結(jié)構(gòu)計(jì)算單元3.2構(gòu)件初步估算1）板厚估算根據(jù)EQ《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》9.1.2，板為單向板時(shí)板厚h0≥l0/30，板為雙向板時(shí)板厚h0≥l0/40，并且厚度應(yīng)該大于60mm，其中l(wèi)0為板短跨方向跨度，本設(shè)計(jì)l0=3600mm，按雙向板估算板厚度，l0=3600/40=90mm，取屋面板厚100mm，樓面板厚100mm。2）梁尺寸估算根據(jù)經(jīng)驗(yàn)主梁（縱向框架梁和橫向框架梁）估算梁高度取梁跨度的1/8～1/12，估算次梁高度取次梁跨度的1/12～1/18，梁寬度估算取梁高度的1/2～1/3，對(duì)于地震力相對(duì)比較大的地區(qū)或者跨度較小的梁，梁的高度經(jīng)過(guò)核算符合受理要求的情況下可以不在本范圍內(nèi)?？v向主梁l=3600mm，h=(1/8～1/12)l=450mm～300mm，h=400mm，b=(1/2～1/3)h=200mm～133mm，截面尺寸b×h=300×400。橫向A～B跨梁l=7480mm，h=(1/8～1/12)l=935mm～623mm，h=700mm，b=(1/2～1/3)h=350mm～233mm，截面尺寸b×h=300×700。橫向B～C跨梁l=2800mm，h=(1/8～1/12)l=350mm～233mm，h=500mm，b=(1/2～1/3)h=250mm～167mm，截面尺寸b×h=300×500。橫向C～D跨梁l=7500mm，h=(1/8～1/12)l=938mm～625mm，h=700mm，b=(1/2～1/3)h=350mm～233mm，截面尺寸b×h=300×700。3）柱尺寸估算假設(shè)柱子尺寸A、B、C、D均為600mm×600mm（寬度b×高度h）。A柱底軸力估算N=SγGqnα1α2=7.48×0.5×7.2×0.5[面積S]×1.3×12×6×1.1×1.10=1524kNhc=N/μnfcbc=1524×1000/(0.85×14.3×600)=209mm<600mm，尺寸滿足要求。其中S為柱受荷面積；γG為恒載分項(xiàng)系數(shù)，γG=1.30；q為單位面積的重力荷載值，q=12.0kN/m2；n為框架總層數(shù)，n=6；α1為水平力增大系數(shù)，三級(jí)抗震α1=1.10；α2為邊柱增大系數(shù)，當(dāng)為邊柱時(shí)α2=1.10；μn為軸壓比限值，三級(jí)抗震μn=0.85；fc為混凝土抗壓設(shè)計(jì)值，C30混凝土fc=14.3N/mm2。其他柱截面均滿足估算范圍。3.3框架計(jì)算簡(jiǎn)圖圖3-3計(jì)算簡(jiǎn)圖框架柱計(jì)算高度除底層以外均以建筑層高作為計(jì)算高度，底層柱計(jì)算高度=室內(nèi)外高差+室外地坪到基礎(chǔ)頂面的距離+層高=450+450+4200=5100mm，梁的計(jì)算跨度取軸線之間的距離，計(jì)算簡(jiǎn)圖如圖3-3所示。3.4梁柱線剛度計(jì)算構(gòu)件線剛度計(jì)算公式如下：現(xiàn)澆樓蓋梁慣性矩I0=bh3/12，中框架Ib=2I0，線剛度Kb=EbIb/l，梁混凝土C30查表得Eb=30000000kPa現(xiàn)澆柱慣性矩Ic=bh3/12，線剛度Kc=EcIc/l，柱混凝土C30查表得Ec=30000000kPa取標(biāo)準(zhǔn)層柱線剛度為1.00，其他構(gòu)件的相對(duì)線剛度如下。表3-1相對(duì)線剛度計(jì)算表構(gòu)件b×h(m×m)l(m)Ib/IcKb/Kc相對(duì)剛度AB框架0.30×0.707.4800.01715687830.764BC框架0.30×0.502.8000.00625669640.744CD框架0.30×0.707.5000.01715686000.762標(biāo)準(zhǔn)層柱0.60×0.603.6000.0108900001底層柱0.60×0.605.1000.0108635290.706圖3-4相對(duì)線剛度圖表3-2K和αc計(jì)算公式樓層邊柱中柱一般層底層i1、i2、i3、i4均為柱相鄰的梁相對(duì)線剛度，ic為柱的相對(duì)線剛度，柱抗側(cè)剛度D值的計(jì)算公式：中框架6~2層柱抗側(cè)剛度計(jì)算A軸0.764×2/(2×1)=0.7640.764/(2+0.764)=0.27640.2764×12×90000/3.6/3.6=23033kN/mB軸(0.764×2+0.744×2)/(2×1)=1.5081.508/(2+1.508)=0.42990.4299×12×90000/3.6/3.6=35825kN/mC軸(0.744×2+0.762×2)/(2×1)=1.5061.506/(2+1.506)=0.42950.4295×12×90000/3.6/3.6=35792kN/mD軸0.762×2/(2×1)=0.7620.762/(2+0.762)=0.27590.2759×12×90000/3.6/3.6=22992kN/m∑D=23033+35825+22992+35792=117642kN/m中框架1層柱抗側(cè)剛度計(jì)算A軸0.764/0.706=1.0822(0.5+1.0822)/(2+1.0822)=0.51330.5133×12×63529/5.1/5.1=15045kN/mB軸(0.764+0.744)/0.706=2.136(0.5+2.136)/(2+2.136)=0.63730.6373×12×63529/5.1/5.1=18679kN/mC軸(0.744+0.762)/0.706=2.1331(0.5+2.1331)/(2+2.1331)=0.63710.6371×12×63529/5.1/5.1=18673kN/mD軸0.762/0.706=1.0793(0.5+1.0793)/(2+1.0793)=0.51290.5129×12×63529/5.1/5.1=15033kN/m∑D=18558+30100+18533+30083=97274kN/m4荷載計(jì)算4.1恒載計(jì)算1）恒荷載標(biāo)準(zhǔn)值計(jì)算表4-1屋面恒載計(jì)算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合計(jì)/kN/m21.40厚C20細(xì)石混凝土保護(hù)層40240.964.852.10厚低標(biāo)號(hào)砂漿隔離層10200.23.高聚物改性瀝青防水卷材0.250.254.20厚1：3水泥砂漿找平20200.45.20厚1:8水泥膨脹珍珠巖找坡2070.146.現(xiàn)澆鋼筋混凝土屋面板100252.57.20厚1：2水泥砂漿抹平20200.4表4-2樓面恒載計(jì)算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合計(jì)/kN/m21.40厚C20細(xì)石混凝土,表面1:1水泥砂漿抹光40240.963.912.水泥漿一道0.050.053.鋼筋混凝土樓板100252.54.20厚1：2水泥砂漿抹平20200.4表4-3墻面荷載計(jì)算表部位名稱用料和做法厚度/mm容重/kN/m3重量/kN/m2合計(jì)/kN/m2外墻1.雙組分聚氨酯罩面涂料2遍0.050.055.432.找平膩?zhàn)臃?遍，每遍均打磨0.050.053.封底涂料2遍0.050.054.8厚1:2.5水泥砂漿找平8200.165.12厚1:3水泥砂漿打底掃毛12200.246.蒸壓粉煤灰磚320144.487.20厚水泥砂漿20200.4內(nèi)墻1.20厚水泥砂漿抹灰20200.42.62.加氣混凝土砌塊2407.51.83.20厚水泥砂漿抹灰20200.4女兒墻1.雙組分聚氨酯罩面涂料2遍0.050.055.432.找平膩?zhàn)臃?遍，每遍均打磨0.050.053.封底涂料2遍0.050.054.8厚1:2.5水泥砂漿找平8200.165.12厚1:3水泥砂漿打底掃毛12200.246.蒸壓粉煤灰磚320144.487.20厚水泥砂漿20200.42）均布荷載計(jì)算線荷載計(jì)算中的板傳遞荷載根據(jù)梁兩邊的板的形狀區(qū)分計(jì)算，計(jì)算方法如下梯形，三角形，，其中q2為三角形或者梯形的高度×板面荷載，通常中框架梁兩邊都有板，需要兩邊的高度相加×板面荷載，a為板短邊方向的一半，即梯形的高度。屋面層AB跨q2=4.85×1.8×2=17.46kN屋面層BC跨q2=4.85×1.4×2=13.58kN屋面層CD跨q2=4.85×1.8×2=17.46kN樓面層AB跨q2=3.91×1.8×2=14.076kN樓面層BC跨q2=3.91×1.4×2=10.948kN樓面層CD跨q2=3.91×1.8×2=14.076kN表4-4屋面均布荷載計(jì)算(kN/m)部位類型計(jì)算式總計(jì)屋面AB跨梁板傳荷載17.46×[1-2×(1.8/7.48)2+(1.8/7.48)3]=15.6821.41梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48屋面BC跨梁板傳荷載13.58×5/8=8.4912.56梁自重0.3×0.5×25=3.75梁抹灰0.02×(0.5-0.1)×2×20=0.32屋面CD跨梁板傳荷載17.46×[1-2×(1.8/7.5)2+(1.8/7.5)3]=15.6921.42梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48屋面層AB跨梁均布荷載q1=5.25+0.48=5.73kN屋面層BC跨梁均布荷載q1=3.75+0.32=4.07kN屋面層CD跨梁均布荷載q1=5.25+0.48=5.73kN表4-5樓面均布荷載計(jì)算(kN/m)部位類型計(jì)算式總計(jì)樓面AB跨梁板傳荷載14.076×[1-2×(1.8/7.48)2+(1.8/7.48)3]=12.6425.91梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48墻自重2.6×(3.6-0.7)=7.54樓面BC跨梁板傳荷載10.948×5/8=6.8410.91梁自重0.3×0.5×25=3.75梁抹灰0.02×(0.5-0.1)×2×20=0.32樓面CD跨梁板傳荷載14.076×[1-2×(1.8/7.5)2+(1.8/7.5)3]=12.6525.92梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48墻自重2.6×(3.6-0.7)=7.54樓面層AB跨梁均布荷載q1=5.25+0.48=5.73kN樓面層BC跨梁均布荷載q1=3.75+0.32=4.07kN樓面層CD跨梁均布荷載q1=5.25+0.48=5.73kN3）集中荷載計(jì)算集中荷載由縱向框架梁傳遞，縱向框架梁荷載一般由縱梁自重、縱梁抹灰、縱梁上面的墻自重、板恒載傳遞給縱向框架梁，同時(shí)包括次梁傳遞給縱向框架梁的恒荷載。次梁恒載包括次梁自重、次梁抹灰、板傳遞給次梁的恒載。其中板區(qū)格荷載傳遞由四角平分線組成的梯形或者三角形傳遞給臨近的梁。表4-6屋面集中恒載計(jì)算(kN)部位類型計(jì)算式總計(jì)頂層A柱縱梁板恒載1.8×1.8×4.85=15.7148.13女兒墻自重1.2×3.6×5.43=23.46縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86頂層B柱縱梁板恒載(3.08×4.85+3.24×4.85)=30.6539.61縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86頂層C柱縱梁板恒載(3.24×4.85+3.08×4.85)=30.6539.61縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86頂層D柱縱梁板恒載1.8×1.8×4.85=15.7148.13女兒墻自重1.2×3.6×5.43=23.46縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86表4-7標(biāo)準(zhǔn)層集中恒載計(jì)算(kN)部位類型計(jì)算式總計(jì)標(biāo)準(zhǔn)層A柱縱梁板恒載1.8×1.8×3.91=12.6760.53窗自重1.9×2.5[面積：4.75]×0.45=2.14墻自重((3.6-0.4)×3.6-4.75[洞口])×5.43=36.76縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86標(biāo)準(zhǔn)層B柱縱梁板恒載(3.08×3.91+3.24×3.91)=24.7159.56門自重2.1×0.9[面積：1.89]×0.45=0.85墻自重((3.6-0.4)×3.6-1.89[洞口])×2.6=25.04縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86標(biāo)準(zhǔn)層C柱縱梁板恒載(3.24×3.91+3.08×3.91)=24.7159.56門自重2.1×0.9[面積：1.89]×0.45=0.85墻自重((3.6-0.4)×3.6-1.89[洞口])×2.6=25.04縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86標(biāo)準(zhǔn)層D柱縱梁板恒載1.8×1.8×3.91=12.6760.53窗自重1.9×2.5[面積：4.75]×0.45=2.14墻自重((3.6-0.4)×3.6-4.75[洞口])×5.43=36.76縱梁自重0.3×(0.4-0.1)×3.6×25=8.1縱梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86圖4-1恒荷載計(jì)算簡(jiǎn)圖4.2活載計(jì)算1）活荷載標(biāo)準(zhǔn)值根據(jù)房間功能以及任務(wù)書要求，框架計(jì)算范圍活荷載：上人屋面活荷載2kN/m2，辦公室活荷載2kN/m2，辦公樓走廊活荷載2.5kN/m2。2）均布荷載計(jì)算線荷載計(jì)算中的板傳遞荷載根據(jù)梁兩邊的板的形狀區(qū)分計(jì)算，計(jì)算方法如下梯形，三角形，，其中q2為三角形或者梯形的高度×板面荷載，通常中框架梁兩邊都有板，需要兩邊的高度相加×板面荷載，a為板短邊方向的一半，即梯形的高度。屋面層AB跨q2=2×1.8×2=7.2kN屋面層BC跨q2=2×1.4×2=5.6kN屋面層CD跨q2=2×1.8×2=7.2kN樓面層AB跨q2=2×1.8×2=7.2kN樓面層BC跨q2=2.5×1.4×2=7kN樓面層CD跨q2=2×1.8×2=7.2kN表3-8活載均布荷載計(jì)算(kN/m)部位類型計(jì)算式屋面層AB梁7.2×[1-2×(1.8/7.48)2+(1.8/7.48)3]=6.47BC梁5.6×5/8=3.5CD梁7.2×[1-2×(1.8/7.5)2+(1.8/7.5)3]=6.47標(biāo)準(zhǔn)層AB梁7.2×[1-2×(1.8/7.48)2+(1.8/7.48)3]=6.47BC梁7×5/8=4.38CD梁7.2×[1-2×(1.8/7.5)2+(1.8/7.5)3]=6.473）集中荷載計(jì)算表3-9集中活載計(jì)算(kN)部位類型計(jì)算式總計(jì)頂層A柱縱梁板活載1.8×1.8×2=6.486.48頂層B柱縱梁板活載(3.08×2+3.24×2)=12.6412.64頂層C柱縱梁板活載(3.24×2+3.08×2)=12.6412.64頂層D柱縱梁板活載1.8×1.8×2=6.486.48標(biāo)準(zhǔn)層A柱縱梁板活載1.8×1.8×2=6.486.48標(biāo)準(zhǔn)層B柱縱梁板活載(3.08×2.5+3.24×2)=14.1814.18標(biāo)準(zhǔn)層C柱縱梁板活載(3.24×2+3.08×2.5)=14.1814.18標(biāo)準(zhǔn)層D柱縱梁板活載1.8×1.8×2=6.486.48圖3-2活荷載計(jì)算簡(jiǎn)圖4.3風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算及驗(yàn)算1）風(fēng)荷載標(biāo)準(zhǔn)值風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算公式——受風(fēng)面積，B為計(jì)算的一榀框架受風(fēng)寬度，hi為框架節(jié)點(diǎn)下層建筑層高（底層加室內(nèi)外高差）、hj為框架節(jié)點(diǎn)上層建筑層高（頂層為女兒墻高度×2）?！L(fēng)振系數(shù)，=1.00——風(fēng)荷載體型系數(shù)，=1.3——風(fēng)壓高度變化系數(shù)，隨高度變化，高度從室外地坪算起——基本風(fēng)壓，=0.45kN/m26層高度H=22.65，μz=1.2724，F(xiàn)6=(3.6+2.4)/2×3.6×1.000×1.30×1.2724×0.45=8.04kN5層高度H=19.05，μz=1.211，F(xiàn)5=(3.6+3.6)/2×3.6×1.000×1.30×1.211×0.45=9.18kN4層高度H=15.45，μz=1.139，F(xiàn)4=(3.6+3.6)/2×3.6×1.000×1.30×1.139×0.45=8.64kN3層高度H=11.85，μz=1.0481，F(xiàn)3=(3.6+3.6)/2×3.6×1.000×1.30×1.0481×0.45=7.95kN2層高度H=8.25，μz=1，F(xiàn)2=(3.6+3.6)/2×3.6×1.000×1.30×1×0.45=7.58kN1層高度H=4.65，μz=1，F(xiàn)1=(4.65+3.6)/2×3.6×1.000×1.30×1×0.45=8.69kN圖3-3風(fēng)荷載標(biāo)準(zhǔn)值（kN）2）風(fēng)荷載標(biāo)準(zhǔn)值EQ風(fēng)荷載作用下的水平層間側(cè)移計(jì)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)移剛度和標(biāo)準(zhǔn)層：∑D=23033+35825+22992+35792=117642kN/m底層：∑D=15045+18679+15033+18673=67430kN/m表3-10風(fēng)荷載作用下位移驗(yàn)算層次Wk(kN)h(mm)∑D/(kN/m)V(kN)Δui(mm)Δui/hi68.0436001176428.040.0681/5294159.18360011764217.220.1461/2465848.64360011764225.860.221/1636437.95360011764233.810.2871/1254427.58360011764241.390.3521/1022718.6951006743050.080.7431/6864每層的層間位移和位移角見上表，1/6864（最大位移角在第1層）＜1/550，滿足規(guī)范要求。4.4水平地震計(jì)算及驗(yàn)算4.4.1重力荷載統(tǒng)計(jì)1）恒載標(biāo)準(zhǔn)值計(jì)算6層：4.85×17.78×3.6=310kN5層：3.91×17.78×3.6=250kN4層：3.91×17.78×3.6=250kN3層：3.91×17.78×3.6=250kN2層：3.91×17.78×3.6=250kN1層：3.91×17.78×3.6=250kN2）活載標(biāo)準(zhǔn)值計(jì)算頂層按雪荷載計(jì)算，標(biāo)準(zhǔn)層按活荷載計(jì)算。6層：0.4×17.78×3.6=26kN5層：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN4層：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN3層：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN2層：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN1層：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN3）梁恒載標(biāo)準(zhǔn)值6層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN5層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN4層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN3層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN2層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN1層：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN4）柱恒載標(biāo)準(zhǔn)值6層：25×1.05×3.6×0.6×0.6×4=136kN5層：25×1.05×3.6×0.6×0.6×4=136kN4層：25×1.05×3.6×0.6×0.6×4=136kN3層：25×1.05×3.6×0.6×0.6×4=136kN2層：25×1.05×3.6×0.6×0.6×4=136kN1層：25×1.05×5.1×0.6×0.6×4=193kN5）門、窗恒載標(biāo)準(zhǔn)值6層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN5層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN4層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN3層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN2層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN1層：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN6）墻恒載標(biāo)準(zhǔn)值屋面層女兒墻：3.6×1.2×2×5.43=46.92kN6層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN5層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN4層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN3層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN2層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN1層外墻：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN6層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN5層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN4層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN3層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN2層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN1層內(nèi)墻：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN7）重力荷載統(tǒng)計(jì)對(duì)于屋面層，G=突出屋面部分的荷載+女兒墻荷載+恒載標(biāo)準(zhǔn)值+活載標(biāo)準(zhǔn)值×0.5+屋面梁+（柱恒載標(biāo)準(zhǔn)值+門窗恒載標(biāo)準(zhǔn)值+內(nèi)外墻恒載標(biāo)準(zhǔn)值）×0.5對(duì)于標(biāo)準(zhǔn)層，G=恒載標(biāo)準(zhǔn)值+活載標(biāo)準(zhǔn)值×0.5+樓面梁+（上層柱恒載標(biāo)準(zhǔn)值+上層門窗恒載標(biāo)準(zhǔn)值+上層內(nèi)外墻恒載標(biāo)準(zhǔn)值）×0.5+（下層柱恒載標(biāo)準(zhǔn)值+下層門窗恒載標(biāo)準(zhǔn)值+下層內(nèi)外墻恒載標(biāo)準(zhǔn)值）×0.5表3-11重力荷載統(tǒng)計(jì)表荷載恒載活載梁柱窗女兒墻外墻內(nèi)墻G屋面層0000046.920046.926310261391366073.52163.03698.19552501331391366073.52163.03834.0542501331391366073.52163.03834.0532501331391366073.52163.03834.0522501331391366073.52163.03834.0512501331391936073.52163.03862.55圖3-4重力荷載代表值（kN）4.4.2框架自振周期自振周期計(jì)算采用頂點(diǎn)位移法，計(jì)算公式如下，計(jì)算過(guò)程見下表——對(duì)應(yīng)i層以上幾層相加的重力荷載——對(duì)應(yīng)i層抗側(cè)剛度和——對(duì)應(yīng)i層的位移表3-12結(jié)構(gòu)頂點(diǎn)側(cè)移層次ΣDi(kN/m)Gi(kN)Vgi(kN)Δui(m)uT(m)6117642698.195698.1950.00590.17315117642834.051532.2450.0130.16724117642834.052366.2950.02010.15423117642834.053200.3450.02720.13412117642834.054034.3950.03430.1069167430862.554896.9450.07260.0726框架周期折減系數(shù)ΨT=0.7，框架頂點(diǎn)最大位移μT=0.1731m，基本周期0.495。4.4.3地震剪力計(jì)算地震信息：7度0.15g，則αmax=0.12；地震分組第二組，場(chǎng)地類別Ⅱ類，特征周期Tg=0.4s水平地震影響系數(shù)根據(jù)框架基本周期的范圍進(jìn)行確定當(dāng)時(shí)，當(dāng)時(shí)，當(dāng)時(shí)，EQα1=\b\lc\((\b\rc\)(\F(Tg,T1)))0.9αmax因?yàn)門g<T1≤5Tg，則水平地震影響系數(shù)α1=0.09914162.40325T1≤1.4Tg=1.4×0.4=0.56s所以0EQ067567水平地震剪力計(jì)算公式如下底層頂層其他層表3-13各質(zhì)點(diǎn)水平地震剪力層次Hi(m)Gi(kN)GiHi(kN·m)∑GiHi(kN·m)Fi(kN)Vi(kN)623.1698.195161286756798.4698.45519.5834.05162646756799.29197.74415.9834.05132616756780.96278.7312.3834.05102596756762.63341.3328.7834.0572566756744.3385.6315.1862.5543996756726.86412.494.4.4地震作用的框架抗側(cè)驗(yàn)算表3-14水平地震位移驗(yàn)算層次hi(mm)Vi(kN)∑Di(N/m)△μi(mm)△μi/hi6360098.451176420.8371/430153600197.741176421.6811/214243600278.71176422.3691/152033600341.331176422.9011/124123600385.631176423.2781/109815100412.49674306.1171/834每層的層間位移和位移角見上表，1/834（最大位移角在第1層）＜1/550，滿足規(guī)范要求。5內(nèi)力計(jì)算本章內(nèi)力單位：彎矩——kN.m，剪力與軸力——kN，本章內(nèi)力方向：軸力——受壓為正，受拉為負(fù)，彎矩與剪力——順時(shí)針為正，負(fù)時(shí)針為負(fù)。5.1恒載內(nèi)力計(jì)算5.1.1豎向荷載節(jié)點(diǎn)分配系數(shù)各層各節(jié)點(diǎn)的分配系數(shù)計(jì)算如下：A軸柱6層分配系數(shù)1/(1+0.764)=0.5670.764/(1+0.764)=0.433B軸柱6層分配系數(shù)0.764/(0.764+1+0.744)=0.3051/(0.764+1+0.744)=0.3990.744/(0.764+1+0.744)=0.297C軸柱6層分配系數(shù)0.744/(0.744+1+0.762)=0.2971/(0.744+1+0.762)=0.3990.762/(0.744+1+0.762)=0.304D軸柱6層分配系數(shù)0.762/(0.762+1)=0.4321/(0.762+1)=0.568A軸柱5層至2層分配系數(shù)1/(1×2+0.764)=0.3621/(1×2+0.764)=0.3620.764/(1×2+0.764)=0.276B軸柱5層至2層分配系數(shù)0.764/(0.764+1×2+0.744)=0.2181/(0.764+1×2+0.744)=0.2851/(0.764+1×2+0.744)=0.2850.744/(0.764+1×2+0.744)=0.212C軸柱5層至2層分配系數(shù)0.744/(0.744+1×2+0.762)=0.2121/(0.744+1×2+0.762)=0.2851/(0.744+1×2+0.762)=0.2850.762/(0.744+1×2+0.762)=0.217D軸柱5層至2層分配系數(shù)0.762/(0.762+1×2)=0.2761/(0.762+1×2)=0.3621/(0.762+1×2)=0.362A軸柱1層分配系數(shù)1/(1+0.706+0.764)=0.4050.706/(1+0.706+0.764)=0.2860.764/(1+0.706+0.764)=0.309B軸柱1層分配系數(shù)0.764/(0.764+1+0.706+0.744)=0.2381/(0.764+1+0.706+0.744)=0.3110.706/(0.764+1+0.706+0.744)=0.220.744/(0.764+1+0.706+0.744)=0.231C軸柱1層分配系數(shù)0.744/(0.744+1+0.706+0.762)=0.2321/(0.744+1+0.706+0.762)=0.3110.706/(0.744+1+0.706+0.762)=0.220.762/(0.744+1+0.706+0.762)=0.237D軸柱1層分配系數(shù)0.762/(0.762+1+0.706)=0.3091/(0.762+1+0.706)=0.4050.706/(0.762+1+0.706)=0.2865.1.2恒載固端彎矩固端彎矩計(jì)算公式q——均布荷載（包括板面荷載折算的均布荷載）l——計(jì)算跨度表4-1恒載固端彎矩計(jì)算層次梁跨qlM左M右頂層AB21.417.48-99.8299.82BC12.562.8-8.218.21CD21.427.5-100.41100.41標(biāo)準(zhǔn)層AB25.917.48-120.81120.81BC10.912.8-7.137.13CD25.927.5-121.5121.55.1.3恒載彎矩計(jì)算圖4-1恒載彎矩分配過(guò)程（kN.m）跨中彎矩先計(jì)算出梁簡(jiǎn)支狀態(tài)下的跨中彎矩，然后根據(jù)內(nèi)力平衡條件進(jìn)行計(jì)算，計(jì)算公式如下簡(jiǎn)支梁跨中彎矩計(jì)算公式如下：均布荷載：三角形荷載：梯形荷載：M0——梁簡(jiǎn)支狀態(tài)下的跨中彎矩Mr——梁右端彎矩Ml——梁左端彎矩q1——均布荷載q2——三角形或者梯形板的荷載a——板短邊方向的1/2表5-2恒載簡(jiǎn)支跨中彎矩層次梁跨la板形狀q1q2M01M02M0頂層AB7.481.8梯形5.7317.4640.07112.68152.75BC2.81.4三角形4.0713.583.998.8712.86CD7.51.8梯形5.7317.4640.29113.34153.63標(biāo)準(zhǔn)層AB7.481.8梯形13.2714.07692.8190.84183.65BC2.81.4三角形4.0710.9483.997.1511.14CD7.51.8梯形13.2714.07693.391.37184.67表5-3恒載作用下跨中彎矩計(jì)算表層次梁跨M左M右M0M中6AB-73.9787.77152.7571.88BC-27.4027.6212.86-14.65CD-88.2974.49153.6372.245AB-110.29113.94183.6571.54BC-17.9018.0811.14-6.85CD-114.62110.94184.6771.894AB-108.51113.48183.6572.66BC-18.3418.5311.14-7.3CD-114.16109.14184.6773.023AB-108.51113.48183.6572.66BC-18.3418.5311.14-7.3CD-114.16109.14184.6773.022AB-109.23113.81183.6572.13BC-18.0218.2111.14-6.98CD-114.49109.86184.6772.51AB-99.59108.67183.6579.52BC-23.7624.1511.14-12.82CD-109.46100.12184.6779.88圖4-2恒載彎矩圖（kN.m）5.1.4恒載剪力計(jì)算簡(jiǎn)支梁支座剪力計(jì)算公式如下：均布荷載：三角形荷載：梯形荷載：q1——均布荷載q2——三角形或者梯形板的荷載a——板短邊方向的1/2梁左端剪力：梁右端剪力：柱剪力：、——框架梁簡(jiǎn)支狀態(tài)下左、右端剪力、——梁左、右端彎矩、——柱上、下端彎矩——構(gòu)件計(jì)算長(zhǎng)度表4-4恒載簡(jiǎn)支梁端剪力層次梁跨la板形狀q1q2R1R2R左R右頂層AB7.481.8梯形5.7317.4621.4349.5971.02-71.02BC2.81.4三角形4.0713.585.79.5115.21-15.21CD7.51.8梯形5.7317.4621.4949.7671.25-71.25標(biāo)準(zhǔn)層AB7.481.8梯形13.2714.07649.6339.9889.61-89.61BC2.81.4三角形4.0710.9485.77.6613.36-13.36CD7.51.8梯形13.2714.07649.7640.1289.88-89.88表4-5恒載框架梁剪力層次梁跨R左R右MlMrl(m)V左V右6AB71.02-71.02-73.9787.777.4869.18-72.86BC15.21-15.21-27.427.622.8015.13-15.29CD71.25-71.25-88.2974.497.5073.09-69.415AB89.61-89.61-110.29113.947.4889.12-90.1BC13.36-13.36-17.918.082.8013.3-13.42CD89.88-89.88-114.62110.947.5090.37-89.394AB89.61-89.61-108.51113.487.4888.95-90.27BC13.36-13.36-18.3418.532.8013.29-13.43CD89.88-89.88-114.16109.147.5090.55-89.213AB89.61-89.61-108.51113.487.4888.95-90.27BC13.36-13.36-18.3418.532.8013.29-13.43CD89.88-89.88-114.16109.147.5090.55-89.212AB89.61-89.61-109.23113.817.4889-90.22BC13.36-13.36-18.0218.212.8013.29-13.43CD89.88-89.88-114.49109.867.5090.5-89.261AB89.61-89.61-99.59108.677.4888.4-90.82BC13.36-13.36-23.7624.152.8013.22-13.5CD89.88-89.88-109.46100.127.5091.13-88.63表4-6恒載作用下框架柱剪力柱軸號(hào)層次M上M下層高VA673.9758.353.60-36.76551.9254.253.60-29.49454.2554.253.60-30.14354.2553.313.60-29.88255.9167.423.60-34.26132.1616.085.10-9.46B6-60.37-49.063.6030.405-46.98-47.573.6026.264-47.57-47.573.6026.433-47.57-47.153.6026.312-48.63-56.453.6029.191-28.47-14.245.108.37C660.6749.323.60-30.55547.2247.823.60-26.4447.8247.823.60-26.57347.8247.43.60-26.45248.8956.723.60-29.34128.5914.35.10-8.41D6-74.49-58.733.6037.015-52.20-54.563.6029.664-54.56-54.563.6030.313-54.56-53.613.6030.052-56.23-67.793.6034.451-32.34-16.175.109.51圖4-3恒載剪力圖（kN）5.1.5恒載軸力計(jì)算恒載軸力計(jì)算不考慮柱抹灰，柱混凝土容重25kN/m3柱頂軸力：柱底軸力：F——對(duì)應(yīng)層的集中荷載、——柱左、由梁端剪力表4-7恒載作用下框架柱軸力柱軸號(hào)層次Nb(m)h(m)l(m)柱重V左V右柱頂柱底A648.130.600.603.6032.4069.18117.3149.7560.530.600.603.6032.4089.12299.4331.8460.530.600.603.6032.4088.95481.3513.7360.530.600.603.6032.4088.95663.2695.6260.530.600.603.6032.4089845.1877.5160.530.600.605.1045.9088.41026.41072.3B639.610.600.603.6032.4-72.8615.13127.6160559.560.600.603.6032.4-90.113.3323355.4459.560.600.603.6032.4-90.2713.29518.5550.9359.560.600.603.6032.4-90.2713.29714746.4259.560.600.603.6032.4-90.2213.29909.5941.9159.560.600.605.1045.9-90.8213.221105.51151.4C639.610.600.603.6032.4-15.2973.09128160.4559.560.600.603.6032.4-13.4290.37323.8356.2459.560.600.603.6032.4-13.4390.55519.7552.1359.560.600.603.6032.4-13.4390.55715.6748259.560.600.603.6032.4-13.4390.5911.5943.9159.560.600.605.1045.9-13.591.131108.11154D648.130.600.603.6032.4-69.410117.5149.9560.530.600.603.6032.4-89.390299.8332.2460.530.600.603.6032.4-89.210481.9514.3360.530.600.603.6032.4-89.210664696.4260.530.600.603.6032.4-89.260846.2878.6160.530.600.605.1045.9-88.6301027.81073.7圖4-4恒載軸力圖（kN）5.2活載內(nèi)力計(jì)算5.2.1活載固端彎矩活載固端彎矩計(jì)算同恒載。表4-8活載固端彎矩計(jì)算層次梁跨qlM左M右頂層AB6.477.48-30.1730.17BC3.52.8-2.292.29CD6.477.5-30.3330.33標(biāo)準(zhǔn)層AB6.477.48-30.1730.17BC4.382.8-2.862.86CD6.477.5-30.3330.335.2.2活載彎矩計(jì)算圖4-5活載彎矩分配過(guò)程（kN.m）表4-9活載簡(jiǎn)支跨中彎矩層次梁跨la板形狀qM0頂層AB7.481.8梯形7.246.47BC2.81.4三角形5.63.66CD7.51.8梯形7.246.74標(biāo)準(zhǔn)層AB7.481.8梯形7.246.47BC2.81.4三角形74.57CD7.51.8梯形7.246.74表4-10活載作用下跨中彎矩計(jì)算表層次梁跨M左M右M0M中6AB-21.8826.1546.4722.46BC-8.428.493.66-4.8CD-26.3022.0246.7422.585AB-27.8728.9146.4718.08BC-5.245.264.57-0.68CD-29.0628.0346.7418.24AB-27.0128.5446.4718.7BC-5.595.624.57-1.04CD-28.6927.1646.7418.823AB-27.0128.5446.4718.7BC-5.595.624.57-1.04CD-28.6927.1646.7418.822AB-27.1928.6246.4718.57BC-5.525.554.57-0.97CD-28.7727.3446.7418.691AB-24.7827.3946.4720.39BC-6.896.984.57-2.37CD-27.5824.9146.7420.5圖4-6活載彎矩圖（kN.m）5.2.3活載剪力計(jì)算表4-11活載簡(jiǎn)支梁端剪力層次梁跨la板形狀qR左R右頂層AB7.481.8梯形7.220.45-20.45BC2.81.4三角形5.63.92-3.92CD7.51.8梯形7.220.52-20.52標(biāo)準(zhǔn)層AB7.481.8梯形7.220.45-20.45BC2.81.4三角形74.9-4.9CD7.51.8梯形7.220.52-20.52表4-12活載框架梁剪力層次梁跨R左R右MlMrl(m)V左V右6AB20.45-20.45-21.8826.157.4819.88-21.02BC3.92-3.92-8.428.492.803.9-3.95CD20.52-20.52-26.322.027.5021.09-19.955AB20.45-20.45-27.8728.917.4820.31-20.59BC4.9-4.9-5.245.262.804.89-4.91CD20.52-20.52-29.0628.037.5020.66-20.384AB20.45-20.45-27.0128.547.4820.25-20.65BC4.9-4.9-5.595.622.804.89-4.91CD20.52-20.52-28.6927.167.5020.72-20.323AB20.45-20.45-27.0128.547.4820.25-20.65BC4.9-4.9-5.595.622.804.89-4.91CD20.52-20.52-28.6927.167.5020.72-20.322AB20.45-20.45-27.1928.627.4820.26-20.64BC4.9-4.9-5.525.552.804.89-4.91CD20.52-20.52-28.7727.347.5020.71-20.331AB20.45-20.45-24.7827.397.4820.1-20.8BC4.9-4.9-6.896.982.804.87-4.93CD20.52-20.52-27.5824.917.5020.88-20.16表4-13活載作用下框架柱剪力柱軸號(hào)層次M上M下層高VA柱621.8815.483.60-10.38512.3813.513.60-7.19413.5113.513.60-7.51313.5113.273.60-7.44213.9216.783.60-8.531845.10-2.35B柱6-17.73-12.663.608.445-10.99-11.473.606.244-11.47-11.473.606.373-11.47-11.373.606.342-11.73-13.613.607.041-6.88-3.445.102.02C柱617.8112.743.60-8.49511.0611.543.60-6.28411.5411.543.60-6.41311.5411.443.60-6.38211.7913.683.60-7.0816.93.455.10-2.03D柱6-22.02-15.583.6010.445-12.45-13.583.607.234-13.58-13.583.607.543-13.58-13.353.607.482-14.00-16.873.608.581-8.03-4.025.102.36圖4-7活載剪力圖（kN）5.2.4活載軸力計(jì)算F——對(duì)應(yīng)層的集中荷載、——柱左、由梁端剪力表4-14活載作用下框架柱軸力柱軸號(hào)層次V左V右N柱頂柱底A6019.886.4826.426.45020.316.4853.253.24020.256.4879.979.93020.256.48106.6106.62020.266.48133.3133.31020.16.48159.9159.9B6-21.023.912.6437.637.65-20.594.8914.1877.377.34-20.654.8914.181171173-20.654.8914.18156.7156.72-20.644.8914.18196.4196.41-20.84.8714.18236.3236.3C6-3.9521.0912.6437.737.75-4.9120.6614.1877.577.54-4.9120.7214.18117.3117.33-4.9120.7214.18157.1157.12-4.9120.7114.18196.9196.91-4.9320.8814.18236.9236.9D6-19.9506.4826.426.45-20.3806.4853.353.34-20.3206.4880.180.13-20.3206.48106.9106.92-20.3306.48133.7133.71-20.1606.48160.3160.3圖4-8活載軸力圖（kN）5.3風(fēng)荷載內(nèi)力計(jì)算5.3.1風(fēng)荷載柱剪力分配層間剪力按照框架柱的抗側(cè)剛度進(jìn)行分配，計(jì)算公式如下：EQDi——為對(duì)應(yīng)柱的抗側(cè)剛度EQ∑Di——為某層柱抗側(cè)剛度總和EQF——為水平風(fēng)荷載作用下的層間剪力。6層柱剪力計(jì)算A柱：V=23033/117642×8.04=1.57kN；B柱：V=35825/117642×8.04=2.45kNC柱：V=35792/117642×8.04=2.45kN；D柱：V=22992/117642×8.04=1.57kN5層柱剪力計(jì)算A柱：V=23033/117642×17.22=3.37kN；B柱：V=35825/117642×17.22=5.24kNC柱：V=35792/117642×17.22=5.24kN；D柱：V=22992/117642×17.22=3.37kN4層柱剪力計(jì)算A柱：V=23033/117642×25.86=5.06kN；B柱：V=35825/117642×25.86=7.88kNC柱：V=35792/117642×25.86=7.87kN；D柱：V=22992/117642×25.86=5.05kN3層柱剪力計(jì)算A柱：V=23033/117642×33.81=6.62kN；B柱：V=35825/117642×33.81=10.3kNC柱：V=35792/117642×33.81=10.29kN；D柱：V=22992/117642×33.81=6.61kN2層柱剪力計(jì)算A柱：V=23033/117642×41.39=8.1kN；B柱：V=35825/117642×41.39=12.6kNC柱：V=35792/117642×41.39=12.59kN；D柱：V=22992/117642×41.39=8.09kN1層柱剪力計(jì)算A柱：V=15045/67430×50.08=11.17kN；B柱：V=18679/67430×50.08=13.87kNC柱：V=18673/67430×50.08=13.87kN；D柱：V=15033/67430×50.08=11.16kN5.3.2風(fēng)荷載柱彎矩計(jì)算彎矩計(jì)算采用修正反彎點(diǎn)法（D值法），查詢均布水平力反彎點(diǎn)高度比表反彎點(diǎn)高度比：EQy0為標(biāo)準(zhǔn)反彎點(diǎn)高度i1、y1為上下層梁剛度比、上下層梁剛度變化的修正值。i2、y2為上層與本層層高比、上層層高變化的修正值。i3、y3為下層與本層層高比、下層層高變化的修正值。，∑M為本層節(jié)點(diǎn)上下柱彎矩和，用于計(jì)算梁彎矩。A柱反彎點(diǎn)計(jì)算6層：k=0.764、i1=1、i2=0、i3=1，y0=0.3、y1=0、y2=0、y3=0則y=0.35層：k=0.764、i1=1、i2=1、i3=1，y0=0.4、y1=0、y2=0、y3=0則y=0.44層：k=0.764、i1=1、i2=1、i3=1，y0=0.432、y1=0、y2=0、y3=0則y=0.4323層：k=0.764、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0則y=0.452層：k=0.764、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.05則y=0.451層：k=1.0822、i1=0、i2=0.706、i3=0，y0=0.642、y1=0、y2=0、y3=0則y=0.642B柱反彎點(diǎn)計(jì)算6層：k=1.508、i1=1、i2=0、i3=1，y0=0.375、y1=0、y2=0、y3=0則y=0.3755層：k=1.508、i1=1、i2=1、i3=1，y0=0.425、y1=0、y2=0、y3=0則y=0.4254層：k=1.508、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0則y=0.453層：k=1.508、i1=1、i2=1、i3=1，y0=0.475、y1=0、y2=0、y3=0則y=0.4752層：k=1.508、i1=0.997、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.002則y=0.4981層：k=2.136、i1=0、i2=0.706、i3=0，y0=0.55、y1=0、y2=0、y3=0則y=0.55C柱反彎點(diǎn)計(jì)算6層：k=1.506、i1=1、i2=0、i3=1，y0=0.375、y1=0、y2=0、y3=0則y=0.3755層：k=1.506、i1=1、i2=1、i3=1，y0=0.425、y1=0、y2=0、y3=0則y=0.4254層：k=1.506、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0則y=0.453層：k=1.506、i1=1、i2=1、i3=1，y0=0.475、y1=0、y2=0、y3=0則y=0.4752層：k=1.506、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.002則y=0.4981層：k=2.1331、i1=0、i2=0.706、i3=0，y0=0.55、y1=0、y2=0、y3=0則y=0.55D柱反彎點(diǎn)計(jì)算6層：k=0.762、i1=1、i2=0、i3=1，y0=0.3、y1=0、y2=0、y3=0則y=0.35層：k=0.762、i1=1、i2=1、i3=1，y0=0.4、y1=0、y2=0、y3=0則y=0.44層：k=0.762、i1=1、i2=1、i3=1，y0=0.431、y1=0、y2=0、y3=0則y=0.4313層：k=0.762、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0則y=0.452層：k=0.762、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.05則y=0.451層：k=1.0793、i1=0、i2=0.706、i3=0，y0=0.642、y1=0、y2=0、y3=0則y=0.642表4-15風(fēng)荷載作用下柱端彎矩計(jì)算軸號(hào)層次Vh(m)y1-yM下M上∑MA61.573.60.30.7-1.7-3.963.9653.373.60.40.6-4.85-7.288.9845.063.60.4320.568-7.87-10.3515.236.623.60.450.55-10.72-13.1120.9828.13.60.450.55-13.12-16.0426.76111.175.10.6420.358-36.57-20.3933.51B62.453.60.3750.625-3.31-5.515.5155.243.60.4250.575-8.02-10.8514.1647.883.60.450.55-12.77-15.623.62310.33.60.4750.525-17.61-19.4732.24212.63.60.4980.502-22.59-22.7740.38113.875.10.550.45-38.91-31.8354.42C62.453.60.3750.625-3.31-5.515.5155.243.60.4250.575-8.02-10.8514.1647.873.60.450.55-12.75-15.5823.6310.293.60.4750.525-17.6-19.4532.2212.593.60.4980.502-22.57-22.7540.35113.875.10.550.45-38.91-31.8354.4D61.573.60.30.7-1.7-3.963.9653.373.60.40.6-4.85-7.288.9845.053.60.4310.569-7.84-10.3415.1936.613.60.450.55-10.71-13.0920.9328.093.60.450.55-13.11-16.0226.73111.165.10.6420.358-36.54-20.3833.495.3.3風(fēng)荷載梁彎矩計(jì)算根據(jù)上一節(jié)計(jì)算的節(jié)點(diǎn)柱端彎矩和∑M以及節(jié)點(diǎn)內(nèi)力平衡的原則，將∑M按照線剛度大小分配到節(jié)點(diǎn)的梁端，節(jié)點(diǎn)梁端彎矩計(jì)算公式如下左端：右端：AB左端梁彎矩計(jì)算6層0.764/(0+0.764)×3.96=3.96kN.m5層0.764/(0+0.764)×8.98=8.98kN.m4層0.764/(0+0.764)×15.2=15.2kN.m3層0.764/(0+0.764)×20.98=20.98kN.m2層0.764/(0+0.764)×26.76=26.76kN.m1層0.764/(0+0.764)×33.51=33.51kN.mAB右端梁彎矩計(jì)算6層0.764/(0.764+0.744)×5.51=2.79kN.m5層0.764/(0.764+0.744)×14.16=7.17kN.m4層0.764/(0.764+0.744)×23.62=11.97kN.m3層0.764/(0.764+0.744)×32.24=16.33kN.m2層0.764/(0.764+0.744)×40.38=20.46kN.m1層0.764/(0.764+0.744)×54.42=27.57kN.mBC左端梁彎矩計(jì)算6層0.744/(0.764+0.744)×5.51=2.72kN.m5層0.744/(0.764+0.744)×14.16=6.99kN.m4層0.744/(0.764+0.744)×23.62=11.65kN.m3層0.744/(0.764+0.744)×32.24=15.91kN.m2層0.744/(0.764+0.744)×40.38=19.92kN.m1層0.744/(0.764+0.744)×54.42=26.85kN.mBC右端梁彎矩計(jì)算6層0.744/(0.744+0.762)×5.51=2.72kN.m5層0.744/(0.744+0.762)×14.16=7kN.m4層0.744/(0.744+0.762)×23.6=11.66kN.m3層0.744/(0.744+0.762)×32.2=15.91kN.m2層0.744/(0.744+0.762)×40.35=19.93kN.m1層0.744/(0.744+0.762)×54.4=26.87kN.mCD左端梁彎矩計(jì)算6層0.762/(0.744+0.762)×5.51=2.79kN.m5層0.762/(0.744+0.762)×14.16=7.16kN.m4層0.762/(0.744+0.762)×23.6=11.94kN.m3層0.762/(0.744+0.762)×32.2=16.29kN.m2層0.762/(0.744+0.762)×40.35=20.42kN.m1層0.762/(0.744+0.762)×54.4=27.53kN.mCD右端梁彎矩計(jì)算6層0.762/(0.762+0)×3.96=3.96kN.m5層0.762/(0.762+0)×8.98=8.98kN.m4層0.762/(0.762+0)×15.19=15.19kN.m3層0.762/(0.762+0)×20.93=20.93kN.m2層0.762/(0.762+0)×26.73=26.73kN.m1層0.762/(0.762+0)×33.49=33.49kN.m圖4-9風(fēng)荷載彎矩圖（kN.m）5.3.4風(fēng)荷載梁剪力、柱軸力計(jì)算梁剪力計(jì)算公式：表4-16風(fēng)荷載作用下剪力計(jì)算梁跨層次M左M右lVAB梁63.962.797.48-0.958.987.177.48-2.16415.211.977.48-3.63320.9816.337.48-4.99226.7620.467.48-6.31133.5127.577.48-8.17BC梁62.722.722.8-1.9456.9972.8-5411.6511.662.8-8.33315.9115.912.8-11.36219.9219.932.8-14.23126.8526.872.8-19.19CD梁62.793.967.5-0.957.168.987.5-2.15411.9415.197.5-3.62316.2920.937.5-4.96220.4226.737.5-6.29127.5333.497.5-8.14表4-17風(fēng)荷載作用下的軸力計(jì)算層次A柱B柱C柱D柱6-0.9-1.041.040.95-3.06-3.883.893.054-6.69-8.588.66.673-11.68-14.951511.632-17.99-22.8722.9417.921-26.16-33.8933.9926.06圖4-10風(fēng)荷載剪力圖（kN）圖4-11風(fēng)荷載軸力圖（kN）5.4地震內(nèi)力計(jì)算5.4.1地震作用柱剪力分配層間剪力按照框架柱的抗側(cè)剛度進(jìn)行分配，計(jì)算公式如下：EQDi——為對(duì)應(yīng)柱的抗側(cè)剛度EQ∑Di——為某層柱抗側(cè)剛度總和EQF——為水平地震作用下的層間剪力。6層柱剪力計(jì)算A柱：V=23033/117642×98.45=19.28kN；B柱：V=35825/117642×98.45=29.98kNC柱：V=35792/117642×98.45=29.95kN；D柱：V=22992/117642×98.45=19.24kN5層柱剪力計(jì)算A柱：V=23033/117642×197.74=38.72kN；B柱：V=35825/117642×197.74=60.22kNC柱：V=35792/117642×197.74=60.16kN；D柱：V=22992/117642×197.74=38.65kN4層柱剪力計(jì)算A柱：V=23033/117642×278.7=54.57kN；B柱：V=35825/117642×278.7=84.87kNC柱：V=35792/117642×278.7=84.79kN；D柱：V=22992/117642×278.7=54.47kN3層柱剪力計(jì)算A柱：V=23033/117642×341.33=66.83kN；B柱：V=35825/117642×341.33=103.94kNC柱：V=35792/117642×341.33=103.85kN；D柱：V=22992/117642×341.33=66.71kN2層柱剪力計(jì)算A柱：V=23033/117642×385.63=75.5kN；B柱：V=35825/117642×385.63=117.43kNC柱：V=35792/117642×385.63=117.33kN；D柱：V=22992/117642×385.63=75.37kN1層柱剪力計(jì)算A柱：V=15045/67430×412.49=92.03kN；B柱：V=18679/67430×412.49=114.27kNC柱：V=