框架柱截面設(shè) 第七 樓梯結(jié)構(gòu)設(shè) 樓梯板計(jì) 平臺(tái)板計(jì) 平臺(tái)梁計(jì) 第八 現(xiàn)澆樓蓋設(shè) 現(xiàn)澆樓蓋設(shè) 第九 基礎(chǔ)設(shè) 荷載計(jì) 確定基礎(chǔ)底面 基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)（混凝土采用 第十章科技資料翻 參考資 前言的電腦輸入，并得到老師的和指正，使我的完成了任務(wù)，在在進(jìn)行內(nèi)力組合的計(jì)算時(shí)，進(jìn)一步了解了Excel。在繪圖時(shí)熟練掌握了AutoCAD，以上所有這些從不同方面達(dá)到了畢業(yè)設(shè)計(jì)的目的與要求。內(nèi)容本設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中橫向框架3框架的抗震設(shè)計(jì)。點(diǎn)位移法求出自震周期進(jìn)而按底部剪力法計(jì)算水平荷載作用下不利的一組或幾組內(nèi)力組合。選取最安全的結(jié)果計(jì)算配筋并繪圖。：框 結(jié)構(gòu)設(shè) 抗震設(shè)Thepurposeofthedesignistodotheanti-seismicdesigninthelongitudinalframesofaxis3.Whenthedirectionsoftheframesisdetermined,lytheweightofeachflooriscalculated.Thenthevibratecycleiscalculatedbyutilizingthepeak-displacementmethod,thenmakingtheamountofthehorizontalseismicforcecanbegotbywayofthebottom-shearforcemethod.Theseismicforcecanbeassignedaccordingtotheshearingstiffnessoftheframesofthedifferentaxis.Thentheinternalforce(bendingmoment,shearingforceandaxialforce)inthestructureunderthehorizontalloadscanbeeasilycalculated.Afterthedeterminationoftheinternalforceunderthedeadandliveloads,thecombinationofinternalforcecanbemadebyusingtheExcelsoftware,whosepurposeistofindoneorseveralsetsofthemostadverseinternalforceofthewalllimbsandthecoterminousgirders,whichwillbethebasisofprotractingthereinforcingdrawingsofthecomponents.Thedesignofthestairsisalsobeapproachedbycalculatingtheinternalforceandreinforcingsuchcomponentsaslandingslab,stepboardandlandinggirderwhoseshopdrawingsarecompletedin.Keywords:frames,structuraldesign,anti-seismic第一 工程概工程總體概況江蘇溧陽(yáng)職業(yè)學(xué)校一號(hào)樓為三層鋼筋混凝土框架結(jié)構(gòu)體系，建筑面積約3000m23.6m，室內(nèi)外高差為0.45m，屋面為上人屋面，采用有組織排水。樓蓋及屋蓋用現(xiàn)澆鋼筋混凝土板。建筑設(shè)計(jì)使用年限50年。設(shè)計(jì)資料內(nèi)外墻作法：內(nèi)外墻均選用粉煤灰輕渣空心砌塊承載力特征123452、常年水位在地表下2.0m。建筑等級(jí)：結(jié)構(gòu)安全等級(jí)二級(jí)，耐火等材料：混凝土強(qiáng)度等級(jí)上部結(jié)構(gòu)采用C25C20；梁柱及基礎(chǔ)縱向受力鋼筋采用HRB335級(jí)鋼筋，其余鋼筋均采用HPB235級(jí)鋼筋，鋼筋最大直徑不超過(guò)25mm。教學(xué)樓樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009–2001)，確定樓面活載標(biāo)準(zhǔn)值為2kN/m2；上人屋面活荷載標(biāo)準(zhǔn)值2.0kN/m2承重方案選擇豎向荷載的傳力途徑：樓板的均布活載和恒載經(jīng)次梁間接或直接傳至主梁，再由主梁傳至框架柱，最后傳至地基。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本教學(xué)樓框架的承重方案為橫向框架承重方案。結(jié)構(gòu)布置 64007 640071靡貸

1

7 J_JJ_JJJlJJ

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t

t"'"'j=框架梁截面尺寸1h=(1/12～1/8)l，b=(橫向：ABCD跨：l=7500mmh=625～937.5mm，取h=700mm，b=300mm。BC跨 l=3000mm。h=250～375mm，取h=400mm，b=300mm縱向：l=8100mm。h=675～1012.5mm，取h=700mmb=300mm（3）h=500 b=250框架柱截面尺寸本工程為現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，7度設(shè)防，高度<30m，抗震等級(jí)為二級(jí)，取底層柱估算柱尺寸，根據(jù)經(jīng)驗(yàn)荷載為14kN/m2：中柱負(fù)荷面積（3/2+7.5/2）×8.1=42.525m2豎向荷載產(chǎn)生的軸力估計(jì)值：NV=14×42.525×3=1786.05kN N軸力增大系數(shù)，中柱1.1，邊柱1.2，N=1.1×1786.05=1964.66kN。A≥N/uf=1964.66×103/(0.8×11.9)=206371.32mm N為安全起見(jiàn)，取柱截面尺寸為500mm×500mm框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖第三 荷載代表荷載統(tǒng)計(jì)一、屋面（上人）（蘇J01- 25厚1：2.5水泥砂漿保護(hù)層，表面抹光壓平： 層（SBS改性瀝青柔性卷： 高分子卷材（一層 0.0520厚1：3水泥砂漿找平層 120厚鋼筋混凝土屋面板 20厚天棚石灰砂漿抹灰 合計(jì) 上人屋面均布活荷載 合計(jì) 2.0二、樓面（J01-200520厚1:3水泥砂漿找平 120厚現(xiàn)澆鋼筋混凝土 20厚天棚石灰砂漿抹灰： 樓面均布活荷載 走廊 三、內(nèi)（蘇J01-20059/5）5厚1:0.3:3水泥石灰膏砂漿粉 12厚1:1:6水泥石灰膏砂漿打抵 粉煤灰輕渣空心砌 合計(jì) 四、外（蘇J01-200522/6）20厚1:3水泥砂漿找平 12厚1:3水泥砂漿打底掃毛 表3- 2-3層墻m重m2表3- 底層墻m重m五、主梁荷載縱軸梁：橫軸梁：AB，CD跨自重0.7×2×（0.7-BC跨自重 0.3×0.4×25=3kN/m粉 2×（0.4-次梁荷載

0.5×2×（0.5-六、柱荷載2-3 底 七、梁自重縱梁自 橫向AB,CD 5.25×7.5×2×7=551.25kN 3×3×7=63kN八、柱自重2-3層每層柱重底 九、活荷載統(tǒng)計(jì)上人屋面活荷載標(biāo)準(zhǔn) 2.0樓面，衛(wèi)生間活荷載標(biāo)準(zhǔn) 2.0走廊樓 2.5屋面雪荷 Sk=us0 荷載作用計(jì)算一、屋面荷載屋面恒荷載 梁自重AB,CD跨：BC跨：作用在頂層框架梁上的線荷載標(biāo)準(zhǔn)值為；梁自重g5 板傳來(lái)的荷載g5AB2=g5CD2g5BC2活載作用在頂層框架梁上的線活載標(biāo)準(zhǔn)值為；g5AB=g5CD=2×8.1=16.2kN/m二、樓面荷載樓面荷載標(biāo)準(zhǔn)值：4.01kN/m2邊跨（AB,CD）框架自重：5.64kN/m中跨（ 梁自重gAB1=1=5.6kN/m板傳來(lái)荷載gAB2=2 gAB==2×8.1=16.2kN/m三、屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值；恒載邊跨連系梁自重 0.7×0.3×8.1×25=42.53kN粉刷 2×（0.7-0.12）×0.02×8.1×17=3.19kN連系梁傳來(lái)屋面自重0.5×8.1×0.5×8.1×5.93=97.27kN頂層邊節(jié)點(diǎn)集中荷 中柱連系梁自重 0.7×0.3×8.1×25=42.53kN粉刷 2×（0.7-0.1）×0.02×8.1×17=3.19kN連系梁傳來(lái)屋面板自重 0.5×8.1×0.5×8.1×5.93=97.27kN0.5×（8.1+8.1-頂層點(diǎn)荷 活載Q5A=Q5D=0.5×8.1×0.5×8.1×2=32.81Q5B=Q5C=32.81+0.5×（8.1+8.1-四、樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值恒載邊梁連系梁自 粉 2×（0.7-連系梁傳來(lái)樓面荷載縱向梁上填充 柱自 中間層邊節(jié)點(diǎn)集中荷 底層中柱連系梁自 粉 2×（0.7-連系梁傳來(lái)樓面自 0.5×（8.1+8.1-內(nèi)縱向梁上填充 柱自 中間層點(diǎn)集中荷 底層活載Q5B=Q5C=32.81+0.5×（8.1+8.1-3-1恒載作用下計(jì)算簡(jiǎn)圖3-2活載作用下計(jì)算簡(jiǎn)圖作用下荷載計(jì)算建筑物總重力荷載代表值Gia集中于屋蓋處的質(zhì)點(diǎn)重力荷載代表值G50%雪載：0.5×0.5×18×54.44=屋面恒載：5.93×18×54.44=橫梁：（5.64×7.5×2+3.19×3）×7=縱梁：柱重：0.5×32×22.5=墻自身重（各層一半Gb集中于樓面處的質(zhì)點(diǎn)重力荷載代表值G50%樓面活荷載：0.5×（2×7.5×54.44×2+2.5×3×54.44）=樓面恒載：3929.48梁自重：墻自重（上下各半層柱重（上下各半層 G2-c集中于底層樓面處的質(zhì)點(diǎn)重力荷載代表值G50%樓面活荷載：0.5×（2×7.5×54.44×2+2.5×3×54.44）=樓面恒載 4.01×18×54.44=梁自重 墻自重（上下各半層 柱重（上下各半層 G結(jié)構(gòu)等效總重力荷載：Geq0.85GL0.8524984.973-4各質(zhì)點(diǎn)的重力荷載代表值作用計(jì)算：框架柱的抗側(cè)移剛度在計(jì)算梁、柱線剛度時(shí)，應(yīng)考慮樓蓋對(duì)框架梁的影響，在現(xiàn)澆樓蓋中，中框架梁的抗彎慣性矩取I2I0；邊框架梁取I1.5I0；在裝配整體式樓蓋框架梁的抗彎慣性矩取I=1.5I0；邊框架梁取I=1.2I0，I0為框架梁按矩形截面計(jì)算的截面慣性矩。3-4橫梁、柱線剛度ILiEcLBH梁1梁梁梁每層框架柱總的抗側(cè)移剛度見(jiàn)表3-表3- 框架柱橫向側(cè)移剛度DKic2iz(一般Kiciz(底層cK/(2K)(一般層c（0.5K）/(2K)(底層Di(12/c(kN/層4444底層 ∑D=二～三層：∑D=4×（14.87+18.89）+（17.68+21.7）×10=框架自振周期的計(jì)算表3- 框架頂點(diǎn)假想水平位移Δ計(jì)算層3210：（結(jié)構(gòu)非承重磚墻影響的折減系數(shù)，對(duì)于框架取u則自振周期為 T1 1.70.6 u作用計(jì)算根據(jù)本工程設(shè)防烈度7、Ⅱ類場(chǎng)地土，設(shè)計(jì)分組為第一組，查《抗震規(guī)范》特征周期Tg=0.35sec，αmax=0.08Tg=2max10.08 結(jié)構(gòu)等效總重力荷載： 0.85G0.8524984.97 所以無(wú)需在此結(jié)構(gòu)頂部附加集中水平作用FEk1Geq0.0821237.22各樓層的作用和剪力標(biāo)準(zhǔn)值由表3-7計(jì)算列出表3- 樓層作用和剪力標(biāo)準(zhǔn)值計(jì)算層321多遇水平作用下位移驗(yàn)水平作用下框架結(jié)構(gòu)的層間位移（△u）i和頂點(diǎn)位移ui分別按下列公式計(jì)算：（△u）i=Vi/∑D （3-u （3-各層的層間彈性位移角θe=（△u）i/hi，根據(jù)《建筑抗震設(shè)計(jì)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(jì)算過(guò)程如表示表3-8橫向水平作用下的位移驗(yàn)hiVi[e三二—第四 框架內(nèi)力計(jì)恒載作用下的框架內(nèi)力彎矩分配系數(shù)計(jì)算彎矩分配系數(shù)節(jié)點(diǎn) 右

1.332

下 0.843節(jié)點(diǎn) 左

0.4761.3320.843右

0.2221.3320.621 0.302右 1.3320.843

0.4411.3320.843

上

0.2791.3320.843

左 1.3320.6210.843

0.1861.3320.6210.843

0.2681.3320.8960.843

20.3731.3320.843上下

1.3320.843 1.3320.843

0.298左 1.3320.8430.668右

0.21.330.8430.668

1.3320.8430.668 1.3320.8430.668

均布等效荷載18.1/(27.5)頂層中跨

(120.312520.31253)48.035.6423.68kN/邊g'5589.573.1911.2kN邊中間層邊跨中間層中跨

g'(120.312520.3125332.485.6423.38kNABBCCD321固端彎矩2頂層邊 M5AB=1/12×23.68×7.5=102.3頂層中跨 =1/12×9.08×32=6.8kN.m中間層邊跨 M=1/12×23.38×7.52=101kN.m中間層中跨 M=1/12×9.08×32=5.52kN.m縱梁引起柱端附加彎矩邊框架縱梁偏向外側(cè)，中框架縱梁偏向內(nèi)側(cè)頂層外縱 (逆時(shí)針為正頂層中縱 樓層外縱 樓層中縱 節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過(guò)該節(jié)點(diǎn)的各桿件（梁）在節(jié)點(diǎn)處的固端彎矩與通過(guò)該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿端彎矩方向相反，一律以逆時(shí)針?lè)较驗(yàn)檎?。頂層：MA5=－MD5=－102.3+5.66=－96.64kN.m樓層：MA=－MD=－101+6.10=－94.9kN.mMB=－MC=101－5.52－恒荷載作用下彎矩二次分配4-2AB跨梁端剪力層u=(l-+u-VB=-3--2--1--注：l=7.5m4-3BC跨梁端剪力層(自重作VC=-33-23-13-4-4AB跨跨中彎矩層u=(l-+u--MAB-3--2--1--注：l=7.5m4-5BC跨跨中彎矩層-MBc-33-23-13-4-6柱軸力層A軸、DB軸、C橫梁端3214.3恒載作用下橫向框架彎矩圖4.4恒載作用下橫向框架剪力圖4.5恒載作用下橫向框架軸力圖活載作用下的框架內(nèi)力均布等效荷載18.1/(27.5)頂層中跨

(120.312520.31253)16.27.52kN/邊g'55863.38kN邊中間層邊跨中間層中跨

g'120.312520.3125316.27.52kNg'587.54.25kNABBCCD321固端彎矩頂層邊

=1/12×7.52×7.52=32.49頂層中跨 =1/12×4.25×32=2.05kN.m中間層邊跨 M=1/12×7.52×7.52=32.49kN.m中間層中跨 M=1/12×4.25×32=2.58kN.m縱梁引起柱端附加彎矩邊框架縱梁偏向外側(cè)，中框架縱梁偏向內(nèi)側(cè)頂層外縱 (逆時(shí)針為正頂層中縱 樓層外縱 樓層中縱 MB1=-MC1=-（2×0.5×8.1×0.5×8.1+2.5×（8.1-節(jié)點(diǎn)不平衡彎矩橫向框架的節(jié)點(diǎn)不平衡彎矩為通過(guò)該節(jié)點(diǎn)的各桿件（梁）在節(jié)點(diǎn)處的固端彎矩與通過(guò)該節(jié)點(diǎn)的縱梁引起柱端橫向附加彎矩之和，根據(jù)平衡原則，節(jié)點(diǎn)彎矩的正方向與桿端彎矩方向相反，一律以逆時(shí)針?lè)较驗(yàn)檎?。頂層：MA5=－MD5=－32.49+1.27=－31.22kN.m樓層：MA=－MD=－32.49+1.27=－31.22kN.mMB=－MC=32.49－2.58－活荷載作用下彎矩二次分配4.6層u=(l-llVB=-3--2--1--注：l=7.5m層VB=ql/4VC=-ql/4363-23-13-層u=(l-V1/A=u-M=u*1.05-3--2--1--注：l=7.5m層VB=ql/4M=-MBc-363-23-13-4-12滿跨活載作用下柱軸力層邊柱（A軸中柱（B軸橫梁縱梁 端部剪3214.7活載作用下橫向框架彎矩圖4-8活載作用下橫向框架剪力圖4-9活載作用下橫向框架軸力圖4.3作用下橫向框架的內(nèi)力計(jì)多遇水平作用下位移驗(yàn)水平作用下框架結(jié)構(gòu)的層間位移（△u）i和頂點(diǎn)位移ui分別按下列公式計(jì)算：（△u）i=Vi/∑D （3-u （3-各層的層間彈性位移角θe=（△u）i/hi，根據(jù)《建筑抗震設(shè)計(jì)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(jì)算過(guò)程如表示表3-8橫向水平作用下的位移驗(yàn)hiVi[e三二—滿足要求4-23Ky310101010210010010\\0\\ （4- （4-Muij=Vij（1- （4-表4-24作用下框架柱剪力及柱端彎層yMM3----2----1---- Ml=il +M Mr=ir +M V=（Ml+M Ni=∑（Vlb- （4-4-25梁端彎矩、剪力及柱軸力的計(jì)算bblbbl33--23--13--圖4- 作用下彎矩 圖4- 作用下框架剪力及柱軸力彎矩調(diào)

第五 框架內(nèi)力組1、彎矩調(diào)幅，取β=0.9MlMlMrM

(5-(5-MM

1(1)(Ml0Mr0)5-1

(5-βMM---------------------------------------------------------------------------一般組合采用三種組合形式即可：①可變荷載效應(yīng)控制時(shí) 1.2恒1.4 1.2恒K0.9活K風(fēng)K②荷載效應(yīng)控制時(shí)，1.35恒0.71.4活1.35恒 橫向框架梁內(nèi)5-2橫向框架梁內(nèi)力組合（一般組合1.2+1.4活跨M----VMM----V----跨M----VM----M----V----跨M----VMM----V----跨M----VM---M----V----梁跨M----VMM----端V----跨M----VM----M----V----表5-3橫向框架梁內(nèi)力組合（考 組合跨M----V-M-M----V----跨M----V-M-00--M----V----跨M---V-M-M---V----跨M---V--M-00--M---V---跨M---V-M-M---V----跨M---V--M-00--M---V---橫向框架柱內(nèi)5-4活Nmax及相應(yīng)的NNmin及相應(yīng)的M應(yīng)的MA柱MNMNB柱M------NM-----NA柱MNMNB柱M------NM-----NA柱MNM-NV------B柱M------NM------NV表5-5橫向框架柱內(nèi)力組合(考慮組合活及相應(yīng)的NNmin及Nmax及AM---N-M----BM------N-M------N-AM---N-M---N-BM------N-M------N-AM---N-M---N-V------BM------N-M------N-V---第六 框架梁、柱截面設(shè)框架梁截面設(shè)計(jì)注：正截面受彎承載力計(jì)算時(shí)，負(fù)彎矩處按矩形截面計(jì)算，正彎矩處按T層 fbh1 ξAbh1 y實(shí)際選用MA3--33---3--2--2---2A2--33---4--2--2---2A1--33---3--2--2---26-2AB、BC跨正截面抗震驗(yàn)級(jí)sREfbh1 fAbh1 y層MξA3--33---3--3--2---3A2-43---4--3--2---3A1--33---3--3--2--3強(qiáng)度位 0.7fbh1.25 Asv yv 6-4AB、BC跨斜截面受剪抗震驗(yàn)層位MlMr 0.2cfc0.42V1(0.42fbh1.25 Asv yv 框架柱截面設(shè)計(jì)表6-5框架截面壓彎承載力計(jì)算Aηeξ選用鋼筋ξ9999表6-6框架截面壓彎承載力計(jì)算Bηeξ選用鋼筋ξξ9999表6-11框架截面壓彎抗震驗(yàn)算Aηeξ選用鋼筋ξξ9-9-99表6-12框架截面壓彎抗震驗(yàn)算Bηeξ選用鋼筋ξξ9999第七章樓梯結(jié)構(gòu)設(shè)計(jì)樓梯間開(kāi)間為8.1m，進(jìn)深為7.5m。采用板式樓梯底層，共26級(jí)踏步，踏步寬0.28m，其踏步的水平投影長(zhǎng)度為12×0.28=3.36m。二至三層樓梯均為等跑樓梯，共24級(jí)踏步，踏步寬0.28m，其踏步的水平投影長(zhǎng)度為11×0.28=3.08m。樓梯的踢面和踏面均采用瓷磚面層，踏面采用防滑處理，底面為水泥砂漿粉刷。混凝土強(qiáng)度等級(jí)C25，板采用HPB235鋼筋，梁縱筋采用HRB335鋼筋。樓梯板計(jì)算板傾斜 取1m寬板帶計(jì)算。荷載標(biāo)準(zhǔn)值荷載分項(xiàng)系數(shù) 設(shè)計(jì)值：g=1.2×6.436=7.723基本組合的總荷載設(shè)計(jì)值g+q=7.723+3.5=11.223KN/m板水平計(jì)算跨度lolnb3.30.25 M=（g+q）lo2/10=11.223×3.552/10=14.143h0=120-20=100mm syA=M/（rfh sy選10@100,As=714分布筋平臺(tái)板計(jì)算荷載標(biāo)準(zhǔn)值荷載分項(xiàng)系數(shù) 設(shè)計(jì)值：g=1.2×3.39=4.068 p=g+q=7.568KN/ml0=2500-0M=(g+q)l2/8=7.568×2.1252/8=4.2720α=M/（fb，h

c 1.09.61000ξ=1-（1- A=ξfb，h/f=0.0731.09.61000 選8@180,As=279分布筋6@200,l0=1400-0M=(g+q)l2/8=7.568×1.3252/8=1.6610α=M/（fb，h

c 1.09.61000ξ=1-（1- A=ξfb，h/f=0.0271.09.61000 選6@180,As=157分布筋6@200,平臺(tái)梁計(jì)算設(shè)平臺(tái)梁截面b=250mm 荷載標(biāo)準(zhǔn)值0.25×（0.3-[2×（0.3-g2=4.114×1.2=4.937活荷載：梯段板傳來(lái)：2.5×3.3/2=4.1252.52.20.123.05 q14.1251.45.775q23.051.44.27平臺(tái)梁2的荷載 荷載標(biāo)準(zhǔn)值0.25×（0.3-[2×（0.3-g2=2.789×1.2=3.347活荷載：梯段板傳來(lái)：2.5×3.3/2=4.125平臺(tái)板傳來(lái)：2.51.40.25 q22.351.43.29KN/m l=1.05l=1.05×（4.5-0.25）=4.473 V1qgl/21gq 1 2=114.4234.1254.473/2

4.937

= M=(g+q)l =(14.423+4.125)×4.4732/8/2+(4.937+4.27)fb，=1l14.473746f6

按梁凈距考慮b'b 240 不按梁的高度h'fh0=300-35=265由于b'/h100265

取b' fb'h'(hh'f)1.014.3746100(265100)229.358KN1cf >46.22KN

syA=M/（rfh sys選 20實(shí)有A=942s0.25cfcbho0.251.014.3250265227.37KN0.7ftbho0.71.4325026563.664KNV選肢8@200, l=1.05l=1.05×（4.5-0.24）=4.473 V1qgl/21gq 1 2=114.4234.1254.473/2

3.347

==(14.423+4.125)×4.4732/8/2+(3.347+3.29)b，=1l14.473746 6

按梁凈距考慮b'b 250 不按梁的高度h'fh0=300-35=265由于b'/h100265

取b' fb'h'(hh'f)1.014.3746100(265100)229.358KN1cf TAs=M/（rsfyh0）=44.951×106/（210×0.969×265）=834選 20實(shí)有As=9420.25cfcbho0.251.014.3250265227.37KN0.7ftbho0.71.4325026563.664KNV選肢8@200,第八章現(xiàn)澆樓蓋設(shè)計(jì)現(xiàn)澆樓蓋設(shè)計(jì)樓板厚120mm2kN/m22.5kN/m2。鋼筋混凝土板泊松比ν=1/6。1恒載設(shè)計(jì)值 活載設(shè)計(jì) 走廊恒載設(shè)計(jì) g=1.2×4.01=活載設(shè)計(jì) 所以教室部 p=g+qp,=g+p,,=走廊部 p=g+qp,=g+p,,=2、A區(qū)格板： lx/ly四邊簡(jiǎn)支時(shí)的系數(shù)（表中α為彎矩系數(shù)——0.0508(gq/2)

x0.0821(q/2)l0.05085.953.7520.08211.48.45kNy0.0257(gq/2)

x0.0389(q/2)l0.02575.953.7520.03891.44.2kN 0.1065(gq)l20.10657.353.75215.85kN 0.0757(gq)l20.07577.353.75211.27kN 3.截面設(shè)計(jì)板跨中截面兩個(gè)方向有效高度的確定假定鋼筋選用φ10h0xhas120155h0yhasd12015510板支座截面有效高度為h0has120155由于樓蓋周邊按鉸支考慮，因此I角區(qū)板的彎矩不折減，而區(qū)格ledl01.5的區(qū)格板的跨中彎矩和支座彎矩可減少20%中彎矩值均較小，可不做折減。計(jì)算配筋時(shí)，近似取內(nèi)力臂系數(shù)s0.95

y表8- 雙向板配筋計(jì)算M(mm2/m實(shí)配(mm2/mAlxlyBlxlyClxlyDlxly第九章基礎(chǔ)設(shè)計(jì)荷載計(jì)算按照《地礎(chǔ)設(shè)計(jì)規(guī)范》和《建筑抗震設(shè)計(jì)規(guī)范》的有關(guān)規(guī)定，上部結(jié)構(gòu)傳至基礎(chǔ)頂面上的荷載只需按照荷載效應(yīng)的基本組合來(lái)分析確定?；炷猎O(shè)計(jì)強(qiáng)度等級(jí)采用C30，基礎(chǔ)底板設(shè)計(jì)采用HRB335鋼，fy=300N/mm，室內(nèi)外高差為0.45m，基礎(chǔ)埋置深度為1.2m，基礎(chǔ)高度600mm承載力特征承載力特征12345基礎(chǔ)承載力計(jì)算時(shí)，應(yīng)采用荷載標(biāo)準(zhǔn)組合。恒k0.9活k風(fēng)k或恒k活k，取兩者中大者。以軸線3為計(jì)算單元進(jìn)行基礎(chǔ)設(shè)計(jì)，上部結(jié)構(gòu)傳來(lái)柱底荷載標(biāo)準(zhǔn)值：柱A柱MNV---B柱M---NV底層墻、基礎(chǔ)連系梁傳來(lái)荷載標(biāo)準(zhǔn)值（連系梁頂面標(biāo)高同基礎(chǔ)頂面）墻重：0.00以上：5.5×0.2×3.9=4.29kN/m（粉煤灰輕渣空心砌=5.5kNm30.00以下：19×0.24×0.95=4.33kN/m（采用一般粘土磚，=19kN/m3250.40.242.4kN/4.294.332.411.02kNm（與縱向軸線距離0.15）柱A基礎(chǔ)底面：FK=842.74+11.024.5=892.33kNMK=37.01+11.024.5×0.15+16.55×0.6=54.38kN·mB基礎(chǔ)底面：FK=1158.71+11.024.5=1208.3kNMK=14.38+11.024.5×0.15+8.89確定基礎(chǔ)底面積A、D柱下采用鋼筋混凝土獨(dú)立基礎(chǔ)，B、C采用鋼筋混凝土聯(lián)合基礎(chǔ)，根據(jù)地質(zhì)條件?、趯臃圪|(zhì)粘土層作為持力層，設(shè)基礎(chǔ)在持力層中的嵌固深度為0.1m，室外埋深1.2，室內(nèi)埋深1.65m，（0.45m。1.A柱：初估基底尺寸由于基底尺寸未知，持力層土的承載力特征值先僅考慮深度修正，由于持力層為粉質(zhì)粘土，故取d=1.6m=（16.51.0+160.5）/1.5=17.4kN/fafakdmd0.5=100+1.617.4(1.5-0.5)=192.84

1.1A k =6.2mfalb

b 按持力層強(qiáng)度驗(yàn)算基底尺寸：基底形心處豎向力：Fk=892.33+202.32.8基底形心處彎矩 Mk=54.38kN

1(1.5+1.95)=1114.52eMk=54.38=0.049m<l=0.47 pFk1114.51173.1kPa< 2.3 p(16e)173.1(160.049)191.28kPa<1.2 滿足要求。2.B柱：B、C軸向距僅3m，D、E柱分別設(shè)為獨(dú)立基礎(chǔ)場(chǎng)地不夠，所以將兩柱做成雙柱聯(lián)合基礎(chǔ)。因?yàn)閮芍奢d對(duì)稱，所以聯(lián)合基礎(chǔ)近似按中心受壓設(shè)計(jì)基礎(chǔ)，基礎(chǔ)埋1.2m 2192.8420

15.71m設(shè)l=5.6m，b=3m，按持力層強(qiáng)度驗(yàn)算基底尺寸：基底形心處豎向力：

=1208.3+205.631(1.5+1.65)=1787.92基底形心處彎矩：e

Mk=27.15kN =0.015m =0.93 pk 5.63106.42kPa<fa p(16e)106.42(160.015)108.13kPa<1.2 滿足要求?；A(chǔ)結(jié)構(gòu)設(shè)計(jì)（混凝土采用1．荷載設(shè)計(jì)值基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)時(shí)，需按荷載效應(yīng)基本組合的設(shè)計(jì)值進(jìn)行計(jì)算。A柱：F=1039.76+11.02×4.5×1.2=1099.27kN（B-C)FBFC1479.2411.024.51.2BC18.2111.024.51.20.150.611.262．A柱：基底凈反力：P

2.3

PjmaxFM170.69

kj

2.36

沖切驗(yàn)算hpatat2h045025601620mmb2300mmab1620mmam(atab)2(1ath)b(bbch (2.80.50.56)2.3(2.30.5 Flpjmaxl194.41.240.7hpftamh00.71.01.101060560103594.2kN基礎(chǔ)高度滿足要求。

1.35A

1.352.3

1(la)2 P)(2bb) P j j 1=

0.9h0f

1430mm20.9560選

1 bb22la j j 1194.4146.982.30.5222.80.5=140.56

s0.9h0af 0.956010s配

962mm3（基礎(chǔ)高 0.60m（等厚基底凈反力：P

1538.7525.6沖切驗(yàn)算：計(jì)算簡(jiǎn)圖見(jiàn)圖9-2。要求Fl0.7hpftumb0acbcumach040.50.564hp1.0，ft1.43N/Fl

2P1538.750.525602183.18j0.7hpftumh00.71.01.104.245602376.77kNj 滿足要求。圖9- 沖切驗(yàn)算計(jì)算簡(jiǎn)圖彎矩和剪力的計(jì)算結(jié)縱向內(nèi)力計(jì)算bPj3183.18549.54kNm，彎矩和剪力的計(jì)算結(jié)果見(jiàn)圖9-4柱邊剪力 hs0.7hsftbh00.71.01.1035601681.68kN滿足要求?？v向配筋計(jì)算板底層配筋： 0.9h0f

0.9560折算成每米板寬3596.62/5.6=642mm選 As=770mm板頂層配筋：按構(gòu)造配筋φ10@200As=393mm橫向配筋柱下等效為：ac20.75h00.520.750.5601.34m bb2柱邊彎矩： B c 30.5 400.71k S

0.956014

2718mm折算成每米2718/3=906mm選Φ14@170s905mm第十章科技資料翻一、科技資料原文CastleBridge,Weston-Super-Mare,CastleBridgeisaminimal-costsolutiontothedilemmaofarestrictedcrossingofamainrailwaylinewithinaresidentialdevelopmentarea.Theworksemploysreinforcedearthembankments,integratedbridgedeckandabutmentconstructionandprecastpar tsolutions eandminimisethesafety,maintenanceandcostissuesassociatedwiththescheme.Thisp rdescribesaminimal-costsolutiontoaroadbridgeoverarailway,onarestrictedsite,toopenuplandforresidentialdevelopment.LockingCastleisanareaunderheavyresidentialdevelopmentontheeasternsideofWeston-SuperMare.OverseeingthedevelopmentandclientforthebridgeisLockingCastleLimited,acompanyownedinconsortiumbytwomajorhousebuilders.TheplanningauthorityisNorthSomersetDistrictCouncil(NSDC).ThedevelopmentareaissplitinhalfbytheBristoltoExetermainrailwayline.Planningconditionsfortheareastipulatedthatthesouthernareacouldnotbeinhabiteduntilacrossingofthisrailwaylinehadbeenbuilt.Fig.1showstheLockingCastledevelopmentandtheimportanceofthebridgetothearea.ThedevelopmentareaissituatedontheedgeoftheSomersetLevels,anareanotedforitspo roundconditions,andisboundedbyarailwaylinetoWestontothenorthandtheA321dualcarriagewaytothesouth.MoorLane,anexistingcountryroad,wastheonlyaccesstothesouthernareaandwasnotsuitableforthetraf?cexpectedbytheincreasedhousingstock.OwingtothenatureoftheSomersetLevels,thenewroadovertherailwaylineswouldhavetoberaisedonembankmentsonbothsidesofthetrack.Anareaoflandhadbeenforthecrossingbutthisareawassmallincomparisontoanormalcrossing,whichledtoanumberofcompromisesinthelayoutofthestructure.Ablanket20mphspeedlimit,coupledwitharea-widespeedrestrictionmeasures,coverthewholeLockingCastledevelopment.Thisenabledtheroadstobelaidtoatightradiusontheapproachestothebridgeandalsoallowedtheclienttoagree,withNSDC,thatsteeperthannormalgradientscouldbeusedtoattaintheelevationoftheThecliengineer,Arup,agreedgeneraldesignprinciplesandthepreliminaryApprovalinPrinciple(AIP)withNSDCpriortotheissueoftenders.ThecontractwasawardedtoDean&DyballinJuly2000foratendervalue￡1·31millionandthecontractperiodwassetat34weeksforacompletioninApril2001.Asimpli?edprogrammeisshowninFig.2.DuringthetenderstagePellFrisannlookedatanumberofre?nementstothetenderdesignandfollowingtheawardoftheschemeundertookafullvalueengineeringexerciseinconjunctionwiththecontractor,Dean&Dyball.TheoriginaldesigncalledforsteelH-pilesunderthebridgeabutmentareasadjacenttotherailwaylinewherelimitedverticalmovementofthetrackwasessential.Followingareviewofthegroundconditionsandbasedonpreviousexperience,theteamsuccessfullyarguedthatcast-in-situdisplacementpiles,usedelsewhereundertheembankments,couldbedrivenclosertothetrackswithoutanyproblem.Thetracksweremonitoredduringpilingoperationsandlevelchangesoflessthan6mmwererecordedalongtheaffectedsection.Thegroundconditionsatthesiteconsistofmadegroundoverlyingupto19mofsoftalluvialclay.Belowthiseithera2mlayerof?rm/stiffclayonmudstoneorsandstonebedrockexists.Twotypesofdrivencast-in-situpilesweredesignedbyKeller,340and380mmmeter,tocopewiththedifferentloadingconditionscausedbythebridgeandtheembankment.Theseweredriventorefusalfromtheexistinggroundlevel.Thepo roundcontributedtorapidpileinstallationandratesofuptoeightpilesadaywererecorded.Thetotaldrivenlengthrangedbetween22and24m.PiledesigninformationisshowninTable1.Testscon?rmedtheintegrityofthedesignandindicatedaumsettlementatworkingloadof6mm.AconcretepilecapwasoriginallyshownabovetheH-pilestodistributeloadsfromthebridgeabutmentstothepiles.ByreplacingtheH-pileswiththedrivencast-in-situpiles,butatslightlyreducedspa-cing,itwaspossibletoeliminatethepilecapsandextendsavingonconstructiontimeaswellascost.LOADTRANSFERMATTRESSANDThepileswereusedtosupportaloadtransfermattress,whichwasconstructedfromlayersofstoneandgeomembranegrids.Enlargedheileshadbeenshownonthetenderdrawingbut,againdrawingonpreviousexperience,PellFrisanndemonstratedthatthisdesignmethodcouldbeutilisedtoreducethedepthofthemattressanditwassuggestedthatthisapproachbeemployedatLockingCastle.Bycastinganenlargedheadof1·1mdiameteratthetopofeachpile,thedistancetothenextpilewasreducedandthusthespanofthegeomembranesinthemattresslayerswasdecreased.Giventhatthearchingeffectinthemattressreliesonanangleof458fromthepiletothetopofthemattress,thedepthofstonecouldbereducedTheoveralldepthofthemattresswasreducedfrom1500mmto900mmbyrationalisingthedesigninthisway.Thisalsoledtosavingsinreducedexcavationtotheoriginalgroundlevel(Fig.3).Abovethemattresstheembankmentrisestoaumheightof6·3mtocarriagewaylevel.Toreducethespreadoftheembankment,thetenderdesignoriginallyindicatedfacedprecastconcretepanelstoverticalsidewalls.ThiswasamendedlaterinthetenderstagetoverticalwallsofclassAredbrickwork,forcingachangeinthedesignofthereinforcedembankment.ThedesignoftheembankmentwassubcontractedtoTensar,basedonaspeci?cationdevelopedbyPellFrisann.Theirsystemcompriseduniaxialgeogridslaidatvaryingverticalspacingoncompactedgranularmaterial.Class6I/Jgranularmaterial,inaccordancewiththeSpeci?cationforHighwayWorks1wasspeci?edandthismadeupthebulkofembankment.Thegridswerethenanchoredtodry-laidinterlockingconcreteblocksformingthenear-verticalfaceoftheembankment.Averticaldrainagelayerseparatedthe6I/Jmaterialfromtheconcreteblocks.TieswereinstalledbetweenthejointsintheconcreteblocksandtheclassAbrickworkfacingwasconstructedinfront.Fig.4showstheembankmentcrosssection.Thedesignoftheembank-mentreliesonthedensityofthecompactedproductbeingstructure.Thisdoesnotreducethedesignlifeofthestructurewhichwassetatthestandard120years.Dif?cul-tieswiththismethodofconstructionarewellknownandincludeaccountingfordifferentialsettlement,increasedhoggingmomentsatsofthebeamsandcongestionofsteelinthesmallareasbetweenthebeams.Suf?cientstructuralstrengthisinbuilttocounteractthestressesofoneabutmentmovingrelativetotheother.Thedesignwasalsorestrictedbytheneedtokeepthesamedepthofbeamthathadbeenidenti?edonthetenderdrawings.Increas-ingthebeamsfromaY3toaY4wouldhavesimpli?edthedesignbutwouldhavethepenaltyofhigherembankments,largerpileandbridgeloads,moreimportedmaterial onsistentvalue.Tofacilitatethis,Dean&Dyballsourced40mmscalsfromTarmacaggregateswhichnotonlyconsistentlymetthe6I/Jgradingbutwerealsosuitableforuseintheloadtransfermattress.In rmanentmaterialstestingpresencewaskeptonsitewhiletheembankmentswerebeingconstructed.Thematerialwasveryeasytocompact,requiringnomorethana1·5tvibratingsteelroller,and,duetoitsnature,wasverysuitableforlayinginterallywetconditionsthatprevailedatthetime.Alltestsshowedthatminimumcompactionof94%wasbeingachievedandtherateofriseoftheembankmentexceededthecontractors’expectations.BRIDGEANDThebridgedeckconsistedofprestressedY3precastconcretebeamsandaninsitureinforcedconcreteslabspanning20movertherailwaylines.Figs5and6showthelong-andcrosssectionofthebridge.Thebeamsweresupportedonbankseatsfoundedonthereinforcedembankments.Thenarrownatureoftheembankmentswasaccentuatedatthebankseatareasanditwassoonobviousthattheseweretoonarrowtoavoidrestingthestructureontheconcreteblocksidewallsoftheembankments.To ethis,theembankmentswerewidenedlocallyinthevicinityoftheabutmentstoenablethebankseattositwhollyontheembankment(Fig.7).Asthischangewastoolargetohide,afeaturewasmadeofthewidenedareabytheuseofstrongrightanglesinthebrickworkandpre-castconcrete(PCC)?agstoneslaidaroundthetopofthebrickwalladjacenttotheabutments.The?nallayoutgaveaddedeffectandaccentuatedthebridgeanditsapproaches.Onceplaced,thePCCbeamswerecastintoeachbankseatbytheadditionofanintegralendwall.Thiseliminatedtheneedforbearingsandmovementjoints,thuscreatinganintegralandsteepergradientsontheapproachroads.Pressuretokeepthedeckconstructionasshallowaspossiblecamealsofromthediscoverythattheoriginaltenderdrawingshadnotallowedforadeckcrossfalltoshedwater.Thisraisedthesouthernembankment150mmhigherthananticipated.Thedesignwasfurthercomplicatedbytherequirementto servicesunderthebridgedeck,betweenthebeams,andthroughtheintegralendwall.Theseserviceswerea250mmdiameterwatermain(througha350mmdiameterduct),anHVelectriccableandafour-wayBTduct.Thelossofsectionwasebyagreementtoruntheelectriccableoverthetopofthedeck,ratherthanbelowit,asitwasnotphysicallypossibletobringitthroughtheidenti?edlocationonthetenderdrawings.Thelossofavailablewallsectionledtotherequirementforsmallernumbersof,butlargerdiameter,bars?ttedaroundtheholesthroughwalls.Thisisturnmadethedetailingand?ttingofthesebarsoneofthetrickiesementsofthejob.Althoughgenerally?xedbythelayoutoftheoverallscheme,theverticalalignmentwasredesignedto modatethechangeinalignmentofthebridgedeck.Thisledtoanincreasedgradientonthesouthernembankmentbutalsohadaknock-oneffectontheloadingofthebridge.Toprovideareasonablerolloveracrossthedeckfromthesteepgradientsoneitherside,thedepthofsurfacingincreasedtoover300mmatitsdeepestpoint.ThisgreaterloadingincreasedtheamountofprestressinginthePCCbeams.Atanearlystageinthecontract,Dean&Dyballhadfocusedontheplacingofbeamsasacriticalphaseofthescheme,especiallyastheworkwastobeundertakeninJanuary.Toacceleratetheplacingofpermanentformworkbetweenthebeams,thecontractorrequestedthattheedgebeamsbedesignedtoincludeinsertstosupportthetemporaryhandrails.Thesewerecastinatadepthsuchthattheywouldbehiddeninthe?nalschemebytailsonthehighcontainmentprecastP6par tacrossthebridge.Thetemporaryhandrailswere?ttedtotheedgebeamspriortoplacement(Fig.8).ThisenabledthecontractortostartplacingpermanentformworkbeforeallthePCCbeamshadbeenlaid.Thisapproachreducedthetimeoftrackpossession,withtheelevenbeamsandpermanentformworkallinstalledwithin?vehours.APPROACHEMBANKMENT Standardpar tsoftypeP2weredesignedtoprotecttheedgesoftheapproachembankmentsandthesupportforthesepresentedtheteamwithaconsiderablechallenge.Originallyshownasinsitureinforcedconcrete,itsoonbecameclearthatthissolutionwouldprovidethecontractorwithasigni?canthealthandsafetyproblem.Castingedgebeams6mabovethegroundwaspotentiallydangerous,requiredalotofscaffoldingmandpermanentformwork,andwouldaddweekstothetightconstructionprogramme. ethis,thecontractorproposedusingprecastconcretepar supportsinlieuofinsitu.However,duetothetightcentrelineradiionthebridgeapproaches(50mradius),thelengthofeachPCCsectionwouldneedtobelimitedtoavoida‘threepennypiece’appearance.Thiscreateditsownproblemswhendesigncalculationsshowedthcidentalloadingsonthepar twouldnotberestrainedbytheuseofsmalldiscretePCCunits.Acompromisesolutionconsistingofaprecastedgepieceandaninsitusectionunderthefootway/cyclewayconstructionwaseventuallydevelopedto theproblems.Toachievethedesiredeffect,theprecastedgebeamwouldneedtobeofsuf?cientsizeandsh torestonthebrick/blockedgingoftheembankmentwithoutbeingunstable.Inaddition,thesidesofeachunitwouldneedtobeslightlytredto modatetheradiiofthebends,andthepar tsupportpostboltcradlewouldneedtobepre-installedatthecorrectspacing.Teamworkbetweenthedesignerandcontractorledtoareductioninthenumberofpaneltypesfrom30to17,ranginginlengthfromaumof3·65mtoaminimumof1·98m,whilekeethepar tposts onstantspacingalongthemainlengthoftheembankments(Fig.9).Theprecastunitsweretiedtogetherbymeansofaninsituelement.Thiscomprisedaslabextendingtheentirelengthoftheem