中學(xué)教學(xué)樓建筑結(jié)構(gòu)設(shè)計方案

項目研究報告引言畢業(yè)設(shè)計是大學(xué)本科教育培養(yǎng)目標(biāo)實現(xiàn)的重要階段，是畢業(yè)前的綜合學(xué)習(xí)階段，也是深化、拓寬的重要過程，同時也是對大學(xué)階段學(xué)習(xí)的全面總結(jié)。本畢業(yè)設(shè)計題目為中學(xué)實驗樓，結(jié)構(gòu)選型為鋼筋混凝土框架結(jié)構(gòu)，框架結(jié)構(gòu)體系由梁和柱通過節(jié)點構(gòu)造承載結(jié)構(gòu)，框架形式可靈活布置建筑空間，結(jié)構(gòu)抗側(cè)剛度較小，在水平力作用下將產(chǎn)生較大的側(cè)向位移，在強震下結(jié)構(gòu)整體位移都很大，容易發(fā)生震害，不適合層數(shù)過度的建筑，但對于一般中學(xué)實驗樓、教室等是很好的選擇。畢業(yè)設(shè)計以手算為主，同時輔以計算軟件的校正。畢業(yè)設(shè)計的幾個月里，在輔導(dǎo)老師的幫助下，記過資料查閱，設(shè)計計算，使我加深的對新規(guī)范，規(guī)程等相關(guān)內(nèi)容的理解，也鞏固的專業(yè)知識，提高了綜合分析，解決問題的能力，為以后的相關(guān)工作打下了良好的基礎(chǔ)。

第1章建筑設(shè)計說明部分1.1工程概況本設(shè)計教學(xué)樓位于鄭州市，用地755㎡，總建筑面積約3800，層高3.3m，平面尺寸為17.8m×42.4m。采用柱下獨立基礎(chǔ)，室內(nèi)地坪為±0.000m，室外內(nèi)高差0.45m。框架梁、柱、樓面、屋面板，樓梯等均采用現(xiàn)澆鋼筋混凝土。場地土的特征周期（卓越周期）為0.35s，勘測時間，勘測范圍內(nèi)未見地下水。地震烈度：7度，設(shè)計基本地震加速度為0.1g，Ⅱ類場地，設(shè)計地震分組為第一組，抗震等級三級。地面粗糙度類別為B類。結(jié)構(gòu)使用年限50年。上人屋面活荷為2.0KN/m2，走廊、樓梯活荷載為2.5KN/m2，衛(wèi)生間樓面活荷載為2.0KN/KN/m2，教室樓面活荷為2.0KN/m2.1.2建筑物功能與特點該地段地勢平坦，環(huán)境較好，在選址和環(huán)境營造方面，注意自然景色的優(yōu)美，也重學(xué)習(xí)環(huán)境各交通條件的因素，更強調(diào)人與自然環(huán)境的協(xié)調(diào)統(tǒng)一，比較適合教學(xué)樓功能的充分利用。本教學(xué)樓建筑要求的主要功能有：門衛(wèi)室，儲藏室，大教室，小教室等。1.3設(shè)計依據(jù)1.3.1建筑地點及擬建基地平面圖本建筑位于鄭州市,場地地形平坦,地貌類型屬渾河沖積階地。由主管批準(zhǔn)擬建基地平面圖如圖1.1。主要街道北5m次要街道南20m建筑用地紅線60m圖1.1建筑地層一覽表1.3.2建筑面積和層數(shù)(1)建筑物的總層數(shù)應(yīng)控制在5層，層高：3.3m。(2)總建筑面積4000m2，根據(jù)具體情況可適當(dāng)調(diào)整。1.3.3結(jié)構(gòu)形式框架結(jié)構(gòu)1.3.4氣象條件基本風(fēng)壓0.40KN·m2，基本雪壓0.30KN·m21.3.5工程地質(zhì)條件建筑場地的地質(zhì)鉆孔資料如下表：表1.1地質(zhì)資料巖土名稱土層厚度（m）層底高程（m）承載力特征值?aka（Kpa）雜填土0.5-0.580粘土1.3-1.82801.4工程做法墻身做法：墻身采用250厚的加氣混凝土塊。內(nèi)粉刷為混合沙漿漿底，紙筋抹灰面，厚20mm,內(nèi)墻涮兩度涂料,外墻貼磚。門窗做法：塑鋼窗和木門。地面做法：人造大理石板地面。20厚1：2水泥砂漿找平層，100厚C30混凝土，100厚素土夯實。樓面做法：人造大理石板地面，20厚1：2水泥砂漿找平層，100厚C30混凝土樓板，20厚底板抹灰。踢腳臺度做法：釉面瓷磚踢腳臺度，5厚釉面磚（白瓷磚）水泥擦縫，5厚1：1水泥細砂結(jié)合層，12厚1：3水泥砂漿打底。內(nèi)墻面做法：水泥砂漿粉面：刷（噴）內(nèi)墻涂料，10厚1：2水泥砂漿抹面，15厚1：3水泥砂漿打底。五層上人屋面做法：小瓷磚面層，高聚物改性瀝青防水層，1:8水泥砂漿找坡層，20厚1：2水泥砂漿找平層，150厚水泥蛭石保溫層，20厚底板抹灰。水泥臺階做法：花崗巖面層，20厚1：25水泥砂漿抹面壓實抹光，素水泥漿一道70厚C15號混凝土（厚度不包括踏步三角部分）臺階面向外坡1%，200厚碎石或碎磚石灌M2.5號混合砂漿，素土夯實（坡度按工程設(shè)計）。散水做法：20厚1：2水泥砂漿抹面、壓實抹光，60厚C15混凝土，素土夯實向外坡4%。第2章計算簡圖2.1平面設(shè)計該建筑物總長度為42.4m，總寬度為17.8m，共五層，總建筑面積為3773.6m2,主體結(jié)構(gòu)采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。圖2.1建筑平面圖2.2柱截面設(shè)計該結(jié)構(gòu)選用C30的混凝土，選用二級鋼筋HRB335。結(jié)構(gòu)抗震等級為三級，由公式式中取0.8取14.3×103kN/m2 N=15×A（其中15為面荷載）從而得到N=15×3×（×7.2＋×3.0）=230KN可得A===0.101m2=101000mm2b=h==317mm.取b=h=400mm.2.3梁的截面設(shè)計梁的截面寬度b:框架梁取300mm,樓面連系梁取200mm。梁的截面高度h取值如下：框架梁：h1=（~）LAB、CD跨:h1=L==600mm取h1=600mmBC跨：在AB和CD之間，考慮到整體性，故也取h1=600mm連系梁：h2L==250mm取h2=400mm。綜上可知，各梁的截面如下：框架梁：b1×h1=300mm×600mm（AB跨、BC跨、CD跨）連樓面系梁：b3×h3=200mm×400mm

第3章框架內(nèi)力計算3.1框架側(cè)移剛度的計算根據(jù)規(guī)范可知，對于現(xiàn)澆樓板其梁的線剛度應(yīng)進行修正：邊框架梁=1.5中框架梁=2取結(jié)構(gòu)圖中5號軸線的一榀框架進行計算圖3.1框架示意圖3.1.1橫梁線剛度ib的計算表3.1橫梁線剛度ib計算表類別Ec(N/mm2)b(mm)h(mm)I0(mm4)l(mm)EcI0/l(kN·m)1.5EcI0/l(kN·m)2EcI0/l(kN·m)AB、CD跨3.01043006005.410972002.2510104.51010BC跨3.01043004001.610930001.610103.210103.1.2柱線剛度ic的計算表3.2柱線剛度ic計算表層次Ec(N/mm2)b（mm）h（mm）hc（mm）Ic（mm4）EcIo/l（kN·m）13.010440040045002.11091.410102~43.010440040033002.11091.91010圖3.2線剛度示意圖3.1.3各層橫向側(cè)移剛度計算底層A、D柱i=2.37αc=(0.5+i)/(2+i)=0.66D11=αc×12×ic/h2=0.66×12×1.9×1010/33002=13818B，C柱i=(4.5+3.2)/1.9=6.18αc=(0.5+i)/(2+i)=0.82D12=αc×12×ic/h2=0.82×12×1.9×1010/33002=17168第二層1，4號柱i=4.5×2/（1.9×2）=2.37αc=i/(2+i)=0.54D21=αc×12×ic/h2=0.54×12×1.9×1010/33002=113052，3號柱i=4.5×2+3.2×2/（1.9×2）=4.05αc=i/(2+i)=0.67D22=αc×12×ic/h2=0.67×12×1.9×1010/33002=14028三、四、五層三層，四層和五層的計算結(jié)果與二層相同D31=D34=11305D32=D33=14028D41=D44=11305D42=D43=14028D51=D54=11305D52=D53=14028表3.3橫向側(cè)移剛度統(tǒng)計表層次12345∑Di（N/mm）61972×15=92958050666×15=759990759990759990759990該框架為橫向承重框架，不計算縱向側(cè)移剛度?！艱1/∑D2=929580/759990>0.7，故該框架為規(guī)則框架。3.2豎向荷載及其內(nèi)力計算3.2.1計算單元的選擇確定

計算單元寬度為7.2m，4軸線至6軸線間，故直接傳給該框架的樓面荷載如圖中的水平陰影所示。3.2.2豎向荷載統(tǒng)計3.2.2.1屋面及樓面恒載屋面：小瓷磚層：0.55kN/m2高聚物改性瀝青防水層：0.5kN/m220厚水泥砂漿找平：0.02×20=0.4kN/m21:8水泥砂漿找坡層:1.44kN/m2150厚水泥蛭石保溫層:0.15×5=0.75kN/m2100厚鋼筋混凝土結(jié)構(gòu)層:0.1×25=2.5kN/m220厚底板抹灰：0.02×17=0.34kN/m2kN/m2樓面：12厚人造大理石板面層0.012×28=0.336kN/m2100厚砼板：0.10×25=2.5kN/m2 20厚板底抹灰：0.34kN/m2kN/m3.2.2.2屋面及樓面活載樓面活載：教室：2.0kN/m2廁所：2.0kN/m2走廊、門廳、樓梯:2.5kN/m2屋面活載：上人屋面:2.0kN/m2雪載： 本題目基本雪壓：S0=0.3kN/m2,屋面積雪分布系數(shù)r=1.0屋面水平投影面積上的雪荷載標(biāo)準(zhǔn)值為：SK=rS0=1.0×0.3=0.3kN/m23.2.2.3梁荷載標(biāo)準(zhǔn)值框架梁b1×h1=300×600mm2梁自重0.3×（0.60-0.1）×25=3.75kN/m10厚水泥石灰膏砂漿0.01×（0.6-0.1）×2×14=0.14kN/mkN/m縱向連系梁b2×h2=200×400mm2梁自重0.2×（0.4-0.1）×25=1.50kN/m10厚水泥石灰膏砂漿0.01×（0.4-0.1）×2×14=0.084kN/mkN/m3.2.2.4墻荷載標(biāo)準(zhǔn)值外：250mm厚加氣混凝土砌塊0.25×7=1.75kN/m220厚底板抹灰：0.02×17=0.34kN/m26厚外墻貼面磚0.006×19.8=0.1188kN/m2kN/m2內(nèi)：250mm厚加氣混凝土砌塊0.25×7=1.75kN/m220厚底板抹灰：0.02×17=0.34kN/m20厚刷墻面0.02×17=0.34kN/m2kN/m2女兒墻：6厚水泥砂漿罩面0.006×20=0.12kN/m212水泥砂漿打底0.012×20=0.24kN/m2240粘土空心磚0.24×11=2.64kN/m26厚外墻貼磚0.006×19.8=0.119kN/m2kN/m2門,窗及樓梯間荷載門窗荷載標(biāo)準(zhǔn)值：塑鋼玻璃窗單位面積取0.4KN/m2，木門取0.2KN/m2塑鋼玻璃門取0.40KN/m2。樓梯荷載標(biāo)準(zhǔn)值：樓梯底板厚取為100㎜，平臺梁截面尺寸為200㎜×400㎜樓梯板自重0.5×（0.074＋0.15＋0.074）×0.3×25÷0.3=3.73KN/m2人造理石面層（0.3＋0.15）×0.336÷0.3=0.504KN/m2板底20厚紙筋抹灰0.34×0.02×12÷0.3=0.36KN/m2合計4.594KN/m2平臺梁兩端擱置在樓梯間兩側(cè)的梁上，計算長度取l=3300－300=3000㎜，其自重=0.3×0.2×3.0×25=4.5KN，3.2.3豎向荷載內(nèi)力計算圖3.3荷載示意圖3.2.3.1恒載作用下柱的內(nèi)力計算恒荷載作用下各層框架梁上的荷載分布如下圖所示：圖3.4恒荷載作用下的荷載分布圖對于第5層，q1″表橫梁自重，為均布荷載形式。q1=3.89KN/mq2分別上人屋面板傳給橫梁的梯形荷載和三角形荷載。q2=6.48×3.0=19.44KN/mP1、P2分別由邊縱梁、中縱梁、邊縱梁直接傳給柱的恒載，PE是由縱向次梁直接傳給橫向主梁的恒載，它們包括主梁自重、次梁自重、樓板重、及女兒墻等重力荷載，計算如下：P1=(1.5×1.5×1/2)×2×3.567+1.58×3.0+3.119×3.0×1.4=25.87P2=(1.5×1.5×1/2)×4×3.567+1.58×3.0=20.79KN集中力矩M1=PBeB=25.87×（0.4-0.2）/2=2.59KN·mM2=PDeD=20.79×（0.4-0.2）/2=2.08KN·m對于1-4層，q1″是包括梁自重和其上部墻重,為均布荷載，其它荷載的計算方法同第5層。q1=3.89KN/mq2、q2″和q2，分別為樓面板和走道板傳給橫梁的梯形荷載和三角形荷載。q2，=3.567×3.0=10.70KN/m外縱墻線密度[（3.0×2.9-1.8×1.8）×2.21+1.8×1.8×0.4]/3.0=4.45KN/m內(nèi)縱墻線密度[（3.0×2.9）×2.43]/3.0=7.05KN/mP1=P4=(1.5×1.5×1/2)×2×3.567+1.58×3.0+4.45×3.0=26.12P2=P3=(1.5×1.5×1/2)×4×3.567+1.58×3.0+7.05×3.0=41.94KN集中力矩M1=PBeB=26.12×（0.4-0.2）/2=2.61KN·mM2=PDeD=41.94×（0.4-0.2）/2=4.19KN·m3.2.3.2恒荷載作用下梁的固端彎矩計算等效于均布荷載與梯形、三角形荷載的疊加。梯形：q=（1-2α2+α3）q2本設(shè)計中AB,CD跨α=1.5/7.2=0.21q=0.92q2三角形：q=0.625q2，對于第5層，AB,CD跨梁：q=0.92×19.44+3.89=21.77KN/mBC跨：q″=0.625×19.44+3.89=16.04KN/mAB,CD跨梁端彎矩：-MAB=MBA=ql2AB/12=21.77×7.22/12=94.05（KN.m）BC跨梁端彎矩：-MBC=MCB=ql2AB/12=21.77×3.02/12=16.33（KN.m）對于第1-4層，AB,CD跨梁：q=0.92×10.70+3.89=13.73KN/mBC跨：q，=0.625×10.70+3.89=10.58KN/mAB,CD跨梁端彎矩：-MBD=MDB=ql2BD/12=13.73×7.22/12=59.31（KN.m）BC跨梁端彎矩：-MBC=MCB=ql2AB/12=10.58×3.02/12=7.94（KN.m）3.2.3.3恒載作用下框架的彎矩計算分配系數(shù)的計算:其中為轉(zhuǎn)動剛度采用分層法計算時，假定上下柱的遠端為固定時與實際情況有出入。因此，除底層外，其余各層的線剛度應(yīng)乘以0.9的修正系數(shù)，其傳遞系數(shù)由0.5改為0.33。圖3.5恒載作用下彎矩分配圖圖3.6恒載彎矩圖3.2.3.4活載作用下柱的內(nèi)力計算活荷載作用下各層框架梁上的荷載分布如下圖所示：圖3.7活荷載作用下的荷載分布圖對于第5層，q1=2.0×3.0=6.0KN/mP1=(1.5×1.5×1/2)×2×2.0+1.58×3.0=9.24KNP2=(1.5×1.5×1/2)×4×2.0+1.58×3.0=13.74KN集中力矩M1=M4=PBeB=9.24×（0.4-0.2）/2=0.92KN·mM2=M3=PDeD=13.74×（0.4-0.2）/2=1.37KN·m同理，在屋面雪荷載的作用下：q1=0.3×3.0=0.9KN/mP1=(1.5×1.5×1/2)×2×0.3+1.58×3.0=5.42KNP2=(1.5×1.5×1/2)×4×0.3+1.58×3.0=6.09KN集中力矩M1=PBeB=5.42×（0.4-0.2）/2=0.54KN·mM2=PDeD=6.09×（0.4-0.2）/2=0.61KN·m對于第1-4層，q1=2.0×3.0=6.0KN/mq2=2.5×3.0=7.5KN/mP1=(1.5×1.5×1/2)×2×2.0+1.58×3.0=9.24KNP2=(1.5×1.5×1/2)×2×2.0+(1.5×1.5×1/2)×2×2.5+1.58×3.0=14.87KN集中力矩M1=PBeB=9.24×（0.4-0.2）/2=0.92KN·mM2=PDeD=14.87×（0.4-0.2）/2=1.49KN·m將計算結(jié)果匯總?cè)缦聝杀恚罕?.4橫向框架恒載匯總表層次q1KN/mq2KN/mP1P4KNP2P3KNM1M4KN·mM2M3KN·m53.8919.4425.8720.792.592.081-43.8910.7026.1241.942.614.19表3.5橫向框架活載匯總表層次q1KN/mq2KN/mP1P4KNP2P3KNM1M4KN·mM2M3KN·m56.06.09.2413.740.921.371-46.07.59.2414.780.921.483.2.3.5活荷載作用下梁的內(nèi)力計算對于第5層，AB,CD跨梁：q=0.92×6.0=5.52KN/mBC跨：q″=0.625×6.0=3.75KN/mAB,CD跨梁端彎矩：-MAB=MBA=ql2AB/12=5.52×7.22/12=23.85（KN.m）BC跨梁端彎矩：-MBC=MCB=ql2AB/12=3.75×3.02/12=2.81（KN.m）對于第1-4層，AB,CD跨梁：q=0.92×6.0=5.52KN/mBC跨：q，=0.625×7.5=4.69KN/mAB,CD跨梁端彎矩：-MBD=MDB=ql2BD/12=5.52×7.22/12=23.85（KN.m）BC跨梁端彎矩：-MBC=MCB=ql2AB/12=4.69×3.02/12=3.52（KN.m）圖3.8活載作用下彎矩分配圖圖3.9活載彎矩圖3.2.3.6跨中彎矩計算恒載作用下梁的跨中彎矩，按實際荷載利用兩端帶彎矩的簡支求得。以下結(jié)果為彎矩調(diào)幅后的結(jié)果。對于5層：MAB中=M0-（M左+M右）×0.8/2=96.16KN·MBC中=M0-（M左+M右）×0.8/2=-26.51KN·對于4層：MBD中=52.54KN·ME=-7.48KN·對于3層：MBD中=53.88KN·ME=-7.98KN·對于2層：MBD中=65.88KN·ME=-7.98KN·對于1層：MBD中=55.19KN·ME=-8.53KN·對梁彎矩進行調(diào)幅，調(diào)幅系數(shù)為β，取0.8。調(diào)幅后：梁端彎矩M’1=βM1M’2=βM2跨中彎矩：M’中=M中-(M’1+M’2）/2注：這里彎矩帶正負號，梁上邊受拉為負，下邊受拉為正。活荷載作用下的梁跨中彎矩，利用兩端帶彎矩的簡支求得。對于5層：MAB中=M0-（M左+M右）×0.8/2=24.27KN·MBC中=M0-（M左+M右）×0.8/2=-5.27KN·對于4層：MBD中=21.52KN·ME=-2.91KN·對于3層：MBD中=21.66KN·ME=-2.96KN·對于2層：MBD中=21.66KN·ME=-2.96KN·對于1層：MBD中=22.19KN·ME=-3.18KN·又考慮荷載最不利位置，將跨中彎矩乘以1.1，計算結(jié)果如下：對于5層：MAB中=24.27×1.1=26.70KN·MBC中=-5.27×1.1=-5.80KN·對于4層：MBD中=21.52×1.1=23.68KN·ME=-2.91×1.1=-3.20KN·對于3層：MBD中=21.66×1.1=23.82KN·ME=-2.96×1.1=-3.26KN·對于2層：MBD中=21.66×1.1=23.82KN·ME=-2.96×1.1=-3.26KN·對于1層：MBD中=22.19×1.1=24.41KN·ME=-3.18×1.1=-3.50KN·3.2.3.7梁端剪力和柱軸力的計算恒載作用下：表3.6恒載作用下梁端剪力及柱軸力（KN）層次荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNuNbNuNb578.37224.06-5.04073.3383.4124.0699.20112.00128.26141.06449.4315.87-1.61047.8251.0415.87185.94198.74234.09246.89349.4315.87-1.95047.4851.3815.87272.34285.14340.26353.06249.4315.87-1.95047.4851.3815.87358.74371.54446.43459.23149.4315.87-2.23047.2051.6615.87444.86457.66552.88565.68表3.7活載作用下梁端剪力及柱軸力（KN）層次荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNuNbNuNb519.875.63-1.18018.6921.055.6327.9340.7340.4253.22419.877.04-0.77019.1020.647.0469.0781.8795.77108.57319.877.04-0.81019.0620.687.04110.17122.97151.16163.96219.877.04-0.81019.0620.687.04151.27164.07206.55219.35119.877.04-0.92018.9520.797.04192.26205.06262.05274.853.2.4重力荷載代表值計算及荷載匯總3.2.4.1第一層重力荷載代表值計算及荷載匯總梁、柱：表3.8梁重力統(tǒng)計類別凈跨（mm）截面（mm）荷載標(biāo)準(zhǔn)值（KN/m2）數(shù)量(根)單重（KN）總重（KN）橫梁7200300×6003.893028.01840.33000300×6003.891511.67175.05縱向連系梁3000200×4001.58564.74256.44合計1271.49表3.9柱重力統(tǒng)計類別計算高度（mm）截面（mm）密度（KN/m3）體積（m3）數(shù)量（根）單重（KN）總重（KN）柱3200400×400250.5126012.8768合計768內(nèi)外填充墻重的計算：表3.10柱重力統(tǒng)計類別總計算長度（m）墻計算高度（m）墻厚計算值（m）荷載標(biāo)準(zhǔn)值（KN/m2）總重（KN）外墻120.42.70.257568.89內(nèi)墻86.42.70.257408.2472.82.90.257369.46合計1346.59樓板恒載、活載計算（樓梯間按樓板的1.2倍計算）：樓板面積：42.4×17.8–6.0×7.2–7.2×3.0×2=668.32（m2）樓梯面積:6.0×7.2+3.0×7.2×2=86.4（m2）恒載=樓梯恒載+樓板恒載:86.4×3.567×1.2+668.32×3.567=2753.7KN活載：2.5×（6.0×7.2+3.0×7.2×2）×1.2+2.0×（542.4×17.8–6.0×7.2–7.2×3.0×2）=1595.84KN由以上計算可知，一層重力荷載代表值為G1=G恒+0.5×G活=768×1.05+1271.49+1346.59+2753.7+1595.84×0.5=6976.1KN注：柱剩上粉刷層重力荷載而對其重力荷載的增大系數(shù)1.05。3.2.4.2第二層至第四層重力荷載代表值計算及荷載匯總第二層至四層的重力荷載代表值同第一層的計算差異不大,僅多一面內(nèi)墻,所以：二層、三層、四層的重力荷載代表值為G2=7006.55KNG3=7006.55KNG4=7006.55KN3.2.4.3第五層重力荷載代表值計算及荷載匯總梁重力荷載（同一層）：1271.49KN柱重力荷載（同一層）：768KN內(nèi)外填充墻及女兒墻重的計算：表3.11墻重力統(tǒng)計類別總計算長度（m）墻計算高度（m）墻厚計算值（m）荷載標(biāo)準(zhǔn)值（KN/m2）總重（KN）女兒墻120.41．40．2411445.00外墻120.42.70.257568.89內(nèi)墻86.42.70.257408.2478.82.90.257399.91合計1822.04屋面板及樓板恒載、活載計算同一～四層樓板恒載、活載計算（樓梯間按樓板的1.2倍計算）：樓板面積：42.4×17.8–6.0×7.2–7.2×3.0×2=668.32（m2）樓梯面積:6.0×7.2+3.0×7.2×2=86.4（m2）恒載=樓梯恒載+樓板恒載:86.4×3.567×1.2+668.32×6.48=4638.9KN活載：2.5×（6.0×7.2+3.0×7.2×2）×1.2+2.0×（542.4×17.8–6.0×7.2–7.2×3.0×2）=1595.84KN雪載：403.2×0.4=161.28KN由以上計算可知，五層重力荷載代表值為G5=G恒+0.5×G活=768.00×1.05+1271.49+1458.78+4638.9+1595.84×0.5=9336.75KN集中于各樓層標(biāo)高處的重力荷載代表值Gi的計算結(jié)果如下圖所示：圖3.10重力荷載代表值3.3水平荷載計算3.3.1風(fēng)荷載計算垂直作用在建筑物表面的風(fēng)荷載按下式計算：=式中—風(fēng)荷載標(biāo)準(zhǔn)值（kN/m2）；—高度z處的風(fēng)振系數(shù)；s—風(fēng)荷載體型系數(shù)；—風(fēng)壓高度變化系數(shù)；—基本風(fēng)壓（kN/m2）。根據(jù)所給條件：基本風(fēng)壓Wo=0.4kN/m2。則風(fēng)壓高度變化系數(shù)z由《建筑結(jié)構(gòu)荷載規(guī)范》確定橫向風(fēng)荷載的標(biāo)準(zhǔn)值Wk為：Wk=zszWo表3.12Wk值計算表離地高度UzBsUsWohihjWk16.500.771.751.30.403.302.806.41140513.200.741.621.30.403.303.306.1878969.900.741.471.30.403.303.305.5933026.600.741.311.30.403.303.304.9987083.300.741.161.30.403.303.304.404114圖3.11風(fēng)荷載示意圖表3.13側(cè)移值計算表WkVjED△u△u/h6.4114056.4150666.000.000130.0000086.18789612.6050666.000.000250.0000195.59330218.1950666.000.000360.0000364.99870823.1950666.000.000460.0000694.40411427.5961972.000.000450.000135框架柱端剪力及彎矩分別按下列公式計算：Vij=DijVi/∑DijMbij=Vij×yhMuij=Vij（1-y）hy=yn+y1+y2+y3注：yn框架柱的標(biāo)準(zhǔn)反彎點高度比。y1為上下層梁線剛度變化時反彎點高度比的修正值。y2、y3為上下層層高變化時反彎點高度比的修正值。y框架柱的反彎點高度比。第1層A、D柱的反彎點高度為：查表得y0=0.55y1=0y2=0y3=0所以y=0.55同理可算出各層的反彎點高度，各層的反彎點高度詳見彎矩計算表中。表3.14A、D柱彎矩計算表層號hi/mKV∑DijDi/∑DijDiViyyhMc上Mc下Mb總53.32.376.4150666113050.2231.430.421.392.741.9814.7843.32.3712.6050666113050.2232.810.451.495.104.177.0933.32.3718.1950666113050.2234.060.501.656.706.7010.8723.32.3723.1950666113050.2235.170.501.658.548.5415.2313.32.3727.5961972138180.2236.150.551.829.1411.1717.67表3.15B、C柱彎矩計算表層號hi/mKV∑DijDi/∑DijDiViyyhMc上Mc下Mb總53.34.056.4150666140280.2771.770.451.493.222.643.2243.34.0510.4650666140280.2772.900.501.654.784.787.4133.34.0514.5150666140280.2774.020.501.656.636.6311.4123.34.0518.5650666140280.2775.140.501.658.488.4815.1113.36.1824.7461972171680.2776.850.551.8210.1812.4418.66表3.16風(fēng)載作用下柱端剪力和軸力計算圖層次AB,CD梁剪力計算BC梁剪力計算柱軸力計算M1M2LVA,DM3M4lVB,CA,D柱軸力B,C柱軸力52.741.887.20.641.341.3430.89-0.64-0.2547.094.337.21.593.083.0832.06-2.23-0.72310.876.667.22.444.754.7533.16-4.66-1.45215.238.827.23.346.296.2934.19-8.00-2.30117.6710.907.23.977.767.7635.18-11.97-3.51圖3.12風(fēng)荷載作用下框架的彎矩剪力及軸力圖3.3.2地震荷載計算3.3.2.1橫向自振周期的計算橫向自振周期的計算采用結(jié)構(gòu)頂點的假想位移法?；咀哉裰芷赥1（s）可按下式計算：T1=1.ψT（uT）1/2注：uT假想把集中在各層樓面處的重力荷載代表值Gi作為水平荷載而算得的結(jié)構(gòu)頂點位移。ψT結(jié)構(gòu)基本自振周期考慮非承重磚墻影響的折減系數(shù)，取0.6。uT按以下公式計算：VGi=∑Gk（△u）i=VGi/∑DijuT=∑（△u）k注：∑Dij為第i層的層間側(cè)移剛度。（△u）i為第i層的層間側(cè)移。（△u）k為第k層的層間側(cè)移。s為同層內(nèi)框架柱的總數(shù)。結(jié)構(gòu)頂點的假想側(cè)移計算過程見下表，其中第四層的Gi為G4和Ge之和。表3.17結(jié)構(gòu)頂點的假想側(cè)移計算層次Gi（KN）∑Di（N/m）△ui（m）ui（m）59336.7575999012.28×10－347.44×10－347006.557599909.22×10－335.16×10－337006.557599909.22×10－325.94×10－327006.557599909.22×10－316.72×10－316976.109295807.50×10－37.50×10－3T1=1.7ψT（uT）1/2=1.7×0.6×(47.44×10－3)1/2=0.222(s)3.3.2.2水平地震作用及樓層地震剪力的計算本結(jié)構(gòu)高度不超過40m，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用，即：結(jié)構(gòu)等效總重力荷載代表值GeqGeq=0.85∑Gi=0.85×（9336.75+7006.55×3+6976.10）=31732.63（KN）計算水平地震影響系數(shù)а1查表得二類場地近震特征周期值Tg=0.35s。查表得設(shè)防烈度為7度的аmax=0.08結(jié)構(gòu)總的水平地震作用標(biāo)準(zhǔn)值FEkFEk=а1Geq=0.08×31732.63=2538.61（KN）因1.4Tg=1.4×0.35=0.49s＞T1=0.216s，所以不考慮頂部附加水平地震作用。各質(zhì)點橫向水平地震作用按下式計算：Fi=GiHiFEk（1-δn）/（∑GkHk）地震作用下各樓層水平地震層間剪力Vi為Vi=∑Fk（i=1，2，…n）計算過程如下表：表3.18各質(zhì)點橫向水平地震作用及樓層地震剪力計算表層次Hi（m）Gi（KN）GiHi（KN·m）GiHi/∑GjHjFi（KN）Vi（KN）516.59336.75154056.380.4041025.361025.36413.27006.5592486.460.242615.561640.9239.97006.5569364.850.182461.672102.6026.67006.5546243.230.121307.782410.3813.36976.1023021.130.060153.222563.60∑381418.16各質(zhì)點水平地震作用及樓層地震剪力沿房屋高度的分布見下圖：圖3.13水平地震剪力作用分布3.3.3.3多遇水平地震作用下的位移驗算水平地震作用下框架結(jié)構(gòu)的層間位移（△u）i和頂點位移ui分別按下列公式計算：（△u）i=Vi/∑Dijui=∑（△u）k各層的層間彈性位移角θe=（△u）i/hi，根據(jù)《抗震規(guī)范》，考慮磚填充墻抗側(cè)力作用的框架，層間彈性位移角限值[θe]<1/550。計算過程如下表：表3.19橫向水平地震作用下的位移驗算層次Vi（KN）∑Di（N/mm）△ui（m）ui（m）hi（m）θe=（△u）i/hi51025.367599900.001350.012213.31/244641640.927599900.002160.010863.31/152832102.607599900.002770.008703.31/119322410.387599900.003170.005933.31/104012563.609295800.002760.002763.31/1197由此可見，最大層間彈性位移角發(fā)生在第二層，1/1040<1/550，滿足規(guī)范要求。3.3.3.4水平地震作用下框架內(nèi)力計算計算5號軸線橫向框架的內(nèi)力：表3.20各層柱端彎矩及剪力計算（A、D柱）層次hi（m）Vi（KN）∑Dij（N/mm）1,4號柱Di1（N/mm）Vi1（KN）ky（m）M上（KN·m）M下（KN·m）53.31025.367599901130519.221732.370.4229.1921.1443.31640.927599901130533.680422.370.4544.3036.2533.32102.607599901130544.524442.370.5051.6151.6123.32410.387599901130551.753782.370.5059.1659.1613.32563.609295801381855.313322.370.5556.5969.16表3.21各層柱端彎矩及剪力計算（B、C柱）層次hi（m）Vi（KN）∑Dij（N/mm）2，3號柱Di2（N/mm）Vi2（KN）ky（m）M上（KN·m）M下（KN·m）53.31025.367599901402818.934.050.4534.3528.1143.31640.927599901402830.294.050．5049.9849.9833.32102.607599901402838.814.050.5064.0464.0423.32410.387599901402844.494.050．5073.4173.4113.32563.609295801716847.354.050.5570.3185.93梁端彎矩、剪力及柱軸力分別按以下公式計算：Mlb=ilb（Mbi+1，j+Mui，j）/（ilb+irb）Mrb=irb（Mbi+1，j+Mui，j）/（ilb+irb）Vb=（Mlb+Mrb）/lNi=∑（Vlb-Vrb）k具體計算過程見下表：表3.22梁端彎矩、剪力及柱軸力的計算層次AB梁BC梁BC梁柱軸力M1bM2blVbM3bM4blVb邊柱N中柱N529.1920.067.26.8414.2914.2939.53-6.84-2.69465.4445.607.215.4232.4832.48321.65-22.26-8.92387.8566.587.221.4547.4347.43331.62-43.71-19.092110.7780.277.226.5357.1857.18338.12-70.25-30.671115.7583.937.227.7359.7959.79339.86-97.98-42.80圖3.14地震荷載作用下框架的彎矩剪力及軸力圖

第4章框架的內(nèi)力組合結(jié)構(gòu)抗震等級：根據(jù)《抗震規(guī)范》，本方案為三級抗震等級?？蚣芰簝?nèi)力組合：本方案考慮了七種內(nèi)力組合，即1.2SGk+1.4SQk,1.2*SGk+1.4*SWk,1.2*SGk+1.4*0.9*(SQk+SWk),1.2*SGk+1.3*SEk,1.35*SGk+1.4*(0.7*SQK+0.6*SWK),考慮到鋼筋混凝土結(jié)構(gòu)具有塑性內(nèi)力重分布的性質(zhì)，在豎向荷載下可以適當(dāng)降低梁端彎矩，進行調(diào)幅（調(diào)幅系數(shù)取0.8），以減少負彎矩鋼筋的擁擠現(xiàn)象。ηvb梁端剪力增大系數(shù)，三級取1.1。4.1梁柱的內(nèi)力組合表4.1梁的內(nèi)力組合層次截面位置內(nèi)力SGkSQkSEk(1)SEk(2)SWk(1)SWk(2)1.2*SGk+1.4*SQk1.2*SGk+1.4*SWk1.2*SGk+1.4*0.9*(SQk+SWk)1.2*SGk+1.3*SEk1.35*SGk+1.4*(0.7*SQK+0.6*SWK)Mmax及相應(yīng)VMmin及相應(yīng)VVmax及相應(yīng)M5AB左M-29.02-7.8229.19-29.1914.78-14.78-50.71-17.78-59.16-30.86-68.11-0.52-76.42-64.26-76.42-64.26V73.3318.69-6.846.84-2.312.31114.1684.7691.23108.63114.4679.1096.89119.2596.89119.25AB中M96.16-26.70149.79149.79AB右M-60.80-15.1720.06-20.061.88-1.88-95.08-70.69-75.95-90.53-95.27-47.24-99.40-99.29-99.40-99.29V83.4121.05-6.846.84-2.312.31129.5696.86103.33123.70129.5391.20108.98135.17108.98135.17BC左M-41.95-9.4914.29-14.291.34-1.34-60.68-46.15-49.90-57.73-61.10-29.45-66.60-64.01-66.60-66.60V24.065.63-9.538.53-0.890.8936.7527.6330.1234.8437.0916.4839.9638.7539.9639.96BC中M-26.51-5.80-35.39-35.394AB左M-31.14-11.8765.44-65.447.09-7.09-60.33-32.06-51.91-49.56-67.4343.08-127.06-66.0343.08-127.06-66.03V47.8219.10-15.4215.42-1.591.5984.1255.1659.6179.4583.4537.3477.4384.6137.3477.4384.61AB中M52.5423.68106.64106.64AB右M-41.73-16.6245.60-45.604.33-4.33-28.64-47.07-59.20-25.63-36.546.14-112.42-46.276.14-112.42-28.64V51.0420.06-15.4215.42-1.591.5989.3359.0263.4784.5288.5341.2081.2989.9041.2081.2989.33BC左M-19.38-8.1932.48-32.483.08-3.08-31.99-17.00-25.62-27.05-34.8120.91-63.54-34.0420.91-63.54-63.54V15.877.04-21.6521.65-2.062.0628.9016.1621.9325.3230.51-9.1047.1930.05-9.1047.1947.19BC中M-7.48-3.20-10.66-10.663AB左M-29.18-11.6787.85-87.8510.87-10.87-56.15-23.05-53.49-40.66-68.0575.94-152.47-64.7075.94-152.47-152.47V47.4819.06-21.4521.45-2.442.4483.6653.5660.3977.9284.0729.0984.8684.8329.0984.8684.86AB中M53.8823.82108.35108.35AB右M-41.01-16.5566.58-66.586.66-6.66-27.41-42.44-61.09-21.45-38.2434.79-138.32-46.7834.79-138.32-46.78V51.3820.68-21.4521.45-2.442.4490.6158.2465.0784.6490.7933.7789.5491.6833.7789.5491.68BC左M-19.89-8.2447.43-47.434.75-4.75-33.04-15.61-28.91-25.98-37.9539.40-83.92-36.5839.40-83.92-83.92V15.877.04-31.6231.62-3.163.1628.9014.6223.4723.9331.90-22.0660.1530.98-22.0660.1560.15BC中M-7.98-3.26-11.60-11.602AB左M-29.18-11.67110.77-110.7715.23-15.23-56.15-16.95-59.59-35.17-73.55105.73-182.27-68.36105.73-182.27-182.27V47.4819.06-26.5326.53-3.343.3483.6652.3061.6576.7885.2022.4991.4785.5822.4991.4791.47AB中M65.8823.82108.35108.35AB右M-41.01-16.5580.27-80.278.82-8.82-27.41-39.42-64.12-18.73-40.9652.58-156.12-48.6052.58-156.12-156.12V51.3820.68-26.5326.53-3.343.3490.6156.9866.3383.5091.9227.1796.1592.4427.1796.1596.15BC左M-19.89-8.2457.18-57.186.29-6.29-33.04-13.45-31.07-24.04-39.8952.07-96.59-37.8752.07-96.59-96.59V15.877.04-38.1238.12-4.194.1928.9013.1824.9122.6433.19-30.5168.6031.84-30.5168.6068.60BC中M-7.98-3.26-11.60-11.601AB左M-27.31-10.92115.75-115.7517.67-17.67-51.17-10.15-59.62-27.27-71.80115.59-185.36-65.48115.59-185.36-185.36V47.2018.95-26.5326.53-3.973.9783.1751.0862.2075.5185.5222.1591.1385.6322.1591.1391.13AB中M55.1924.41110.76110.76AB右M-40.21-16.2483.93-83.9310.90-10.90-26.63-35.04-65.56-15.26-42.7358.81-159.41-49.1858.81-159.41-159.41V51.6620.79-27.7327.73-3.973.9791.1056.4367.5583.1993.1925.9498.0493.4525.9498.0498.04BC左M-20.43-8.4659.79-59.797.76-7.76-34.62-12.48-34.20-23.72-43.2754.39-101.07-40.6754.39-101.07-101.07V15.877.04-39.8639.86-5.185.1828.9011.7926.3021.3934.44-32.7770.8632.67-32.7770.8670.86BC中M-8.53-3.50-13.34-13.34表4.2A、D柱的內(nèi)力組合層次截面位置內(nèi)力SGkSQkSEk(1)SEk(2)SWk(1)SWk(2)1.2*SGk+1.4*SQk1.2*SGk+1.4*SWk1.2*SGk+1.4*0.9*(SQk+SWk)1.2*SGk+1.3*SEk1.35*SGk+1.4*(0.7*SQK+0.6*SWK)Mmax及相應(yīng)V,NNmax及相應(yīng)V,MNmin及相應(yīng)V,M5柱頂M36.289.78-29.1929.19-2.742.7459.4241.5749.2454.5761.477.4683.3663.2083.3663.207.46N99.2027.93-6.846.84-2.312.31158.14115.81122.27151.32157.14110.15127.93163.23127.93163.23110.15V18.685.4915.25-15.251.43-1.4330.1124.4220.4231.1427.5342.252.5929.402.5929.4042.25柱底M-20.35-7.1721.14-21.141.98-1.98-40.36-26.23-31.78-36.73-41.72-1.52-56.49-42.24-56.49-42.24-1.52N112.0040.73-6.846.84-2.312.31191.42131.17137.63182.81188.63125.51143.29193.06143.29193.06125.51V18.685.4915.25-15.251.43-1.4330.1124.4220.4231.1427.5342.252.5929.402.5929.4042.254柱頂M18.587.66-44.3044.30-5.105.1030.6513.2227.5023.2036.05-37.2377.9534.4077.9585.44-37.23N185.9469.07-22.2622.26-3.903.90319.83217.67228.59305.24315.07194.19252.07321.98252.07315.07194.19V10.784.5124.41-24.412.81-2.8119.2516.889.0122.1615.0844.67-18.7916.62-18.7915.0844.67柱底M-16.93-6.8436.25-36.254.17-4.17-32.87-16.51-28.18-26.57-37.0724.78-69.47-36.01-69.47-37.0724.78N198.7481.87-22.2622.26-3.903.90353.11233.03243.95336.73346.56209.55267.43351.81267.43346.56209.55V10.784.5124.41-24.412.81-2.8119.2516.889.0122.1615.0844.67-18.7916.62-18.7915.0844.673柱頂M19.547.76-51.6151.61-6.706.7032.8712.9631.7223.3840.26-44.7589.4438.1389.4440.26-44.75N272.34110.17-43.7143.71-6.336.33481.05317.95335.67457.65473.60269.99383.63480.94383.63473.60269.99V11.284.5631.28-31.284.06-4.0619.9219.237.8624.4014.1754.20-27.1216.29-27.1214.1754.20柱底M-16.93-6.8451.61-51.616.7-6.7-32.87-12.96-31.72-23.38-40.2644.75-89.44-38.13-89.44-40.2644.75N285.14122.97-43.7143.71-6.336.33514.33333.31351.03489.13505.09285.35398.99510.77398.99505.09285.35V11.284.5631.28-31.284.06-4.0619.9219.237.8624.4014.1754.20-27.1216.29-27.1214.1754.202柱頂M19.547.76-59.1659.16-8.548.5432.8710.3934.3021.0642.58-54.5699.2539.6899.2542.58-54.56N358.74151.27-70.2570.25-9.689.68642.27416.94444.04608.89633.29339.16521.81640.67521.81633.29339.16V11.744.7435.85-35.855.17-5.1720.7321.336.8526.5813.5560.70-32.5216.15-32.5213.5560.70柱底M-17.85-7.2159.16-59.168.54-8.54-32.87-10.39-34.30-21.06-42.5854.56-99.25-39.68-99.25-42.5854.56N371.54164.07-70.2570.25-9.689.68675.55432.30459.40640.38664.77354.52537.17670.50537.17664.77354.52V11.744.7435.85-35.855.17-5.1720.7321.336.8526.5813.5560.70-32.5216.15-32.5213.5560.701柱頂M16.306.44-56.5956.59-9.149.1424.013.5229.1211.7234.75-57.2589.8931.4289.8934.75-57.25N444.86192.26-97.9897.98-13.6413.64803.00514.74552.93758.89793.27406.46661.21800.43661.21793.27406.46V6.182.3538.11-38.116.15-6.1510.7016.03-1.1918.122.6256.96-42.125.48-42.122.6256.96柱底M-8.15-3.2269.16-69.1611.17-11.17-11.317.48-23.803.08-25.0781.75-98.07-20.77-98.07-25.0781.75N457.66205.06-97.9897.98-13.6413.64836.28530.10568.29790.38824.75421.82676.57830.26676.57824.75421.82V6.182.3538.11-38.116.15-6.1510.7016.03-1.1918.122.6256.96-42.125.48-42.122.6256.96表4.3B、C柱的內(nèi)力組合層次截面位置內(nèi)力SGkSQkSEk(1)SEk(2)SWk(1)SWk(2)1.2*SGk+1.4*SQk1.2*SGk+1.4*SWk1.2*SGk+1.4*0.9*(SQk+SWk)1.2*SGk+1.3*SEk1.35*SGk+1.4*(0.7*SQK+0.6*SWK)Mmax及相應(yīng)V,NNmax及相應(yīng)V,MNmin及相應(yīng)V,M5柱頂M-23.56-7.10-34.3534.35-3.223.22-39.14-34.20-25.18-81.475.09-74.3414.97-37.31-81.47-37.31-74.34N128.2640.42-2.692.69-1.421.42210.50151.92155.90201.45208.23150.42157.41213.96201.45213.96150.42V12.463.7418.93-18.931.77-1.7720.1917.4312.4843.52-4.1839.56-9.6519.0043.5219.0039.56柱底M12.964.6428.11-28.112.64-2.6427.4923.3615.9762.13-8.7156.21-16.8825.3962.1325.3956.21N141.0653.22-2.692.69-1.421.42243.78167.28171.26232.94239.72165.78172.77243.78232.94243.78165.78V12.463.7418.93-18.931.77-1.7720.1917.4312.4843.52-4.1839.56-9.6519.0043.5219.0039.564柱頂M-14.97-5.91-49.9849.98-4.784.78-22.55-21.90-8.51-84.7941.16-80.1849.77-18.23-84.7941.16-80.18N234.0995.77-8.928.92-0.950.95414.99279.58282.24