學(xué)士五層框架結(jié)構(gòu)學(xué)院教學(xué)樓畢業(yè)設(shè)計(jì)含建筑結(jié)構(gòu)圖紙 計(jì)算書

銅陵學(xué)院畢業(yè)論文（設(shè)計(jì)）0-畢業(yè)論文（設(shè)計(jì)）課題學(xué)生姓名系別專業(yè)班級(jí)指導(dǎo)教師2015年6月學(xué)院1#教學(xué)樓設(shè)計(jì)摘要本設(shè)計(jì)為學(xué)院學(xué)院1#教學(xué)樓設(shè)計(jì)，采用框架結(jié)構(gòu)，建筑層數(shù)為五層。本地區(qū)抗震設(shè)防烈度為7度，場地類別為二類場地，樓面活荷載為3KN/M2，混凝土自重為25KN/M3，機(jī)制實(shí)心磚砌體19KN/M3。本設(shè)計(jì)貫徹“實(shí)用、安全、經(jīng)濟(jì)、美觀”的設(shè)計(jì)原則。按照建筑設(shè)計(jì)規(guī)范，認(rèn)真考慮了影響設(shè)計(jì)的各項(xiàng)因素。本設(shè)計(jì)選取了結(jié)構(gòu)方案中的中間橫向框架進(jìn)行設(shè)計(jì)。先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自震周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，同時(shí)計(jì)算出結(jié)構(gòu)在風(fēng)荷載作用下的荷載大小，進(jìn)而求出在水平荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、剪力、軸力）。接著計(jì)算豎向荷載（恒載及活荷載）作用下的結(jié)構(gòu)內(nèi)力。找出最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。此外還進(jìn)行了結(jié)構(gòu)方案中的室內(nèi)樓梯的設(shè)計(jì)，完成了平臺(tái)板，梯段板，平臺(tái)梁等構(gòu)件的內(nèi)力和配筋計(jì)算及施工圖繪制。對(duì)樓板也進(jìn)行了配筋計(jì)算，采用是的是雙向板?；A(chǔ)采用了柱下獨(dú)立基礎(chǔ)，對(duì)基礎(chǔ)行了受力和配筋計(jì)算。整個(gè)設(shè)計(jì)過程中，嚴(yán)格遵循相關(guān)的專業(yè)規(guī)范，參考相關(guān)資料和有關(guān)最新的國家標(biāo)準(zhǔn)圖集，對(duì)設(shè)計(jì)的各個(gè)環(huán)節(jié)進(jìn)行綜合全面科學(xué)的考慮?？傊瑢?shí)用、安全、經(jīng)濟(jì)、美觀是本設(shè)計(jì)的原則。設(shè)計(jì)計(jì)算整個(gè)過程中綜合考慮了抗震要求、技術(shù)經(jīng)濟(jì)指標(biāo)和施工工業(yè)化的要求。關(guān)鍵詞：框架結(jié)構(gòu)；荷載計(jì)算；內(nèi)力計(jì)算；計(jì)算配筋A(yù)bstractThedesignfor

teachingbuildingofTonglingUniversity,

1#usesframestructure,constructionlayerforfivelayers.Thisregionseismicfortificationintensityof7degrees,sitecategoriesfortypevenues,basicwindpressureisfor3KN/M2,basicsnow25KN/M3.Floor,roofadoptscast-in-situreinforcedconcretestructure19KN/M3.Thisdesignimplementation"thepractical,safe,economic,beautiful"designprinciple.Accordingtothearchitecturaldesignstandard,carefullyconsiderthevariousfactorsaffectingdesign.Thisdesignchosethetransverseframestructureschemedesignamong.Thefirstbetweenlayersofloadcalculation,thenrepresentvalueforusingvertexdisplacementmethod,andthenfromtheearthquakecyclebybottomshearmethodtocalculatethesizeofhorizontalseismicload,andcalculatethestructureinthewindload,andthenfindoutloadsizeunderhorizontalloadsofstructuralinternalforce(moment,shearforceandaxialforce).Thencalculatingverticalload(constantloadandliveload)undertheactionofstructuralinternalforce.Findoutthemostunfavorableonegrouporseveralgroupsofinternalforcecombination.SelectthesecurityreinforcementandtheresultscalculatedanimationInadditiontothestructureschemedesignofindoorstair,completingtheflatbedplate,laddersectionboard,platformbeamofinternalforceandthecomponentsuchasreinforcementcalculationandconstructiondrawing.Alsoonfloorreinforcementcalculation,usingyesistwo-wayboard.Foundationadoptedundercolumnindependentbasis,thebaselinestressandreinforcementcalculation.Thewholedesignprocess,strictlyabidebyrelevantprofessionalregulation,referencerelatedmaterialsandrelatedthelatestnationalstandardatlasofdesignofeachlink,comprehensivecomprehensivescientificconsideration.Anyhow,practical,safe,economic,beautifulisthedesignprinciples.Designcalculationthewholeprocesstookintoconsiderationtheseismicrequirements,technicalandeconomicindexesandconstructionindustrializedrequirements.Keywords:Framestructure;Theloadcalculation;Internalforcecalculation;Calculationofreinforcement目錄第一章結(jié)構(gòu)方案總說明 11.1材料選擇 11.1.1鋼筋選擇： 11.1.2砼強(qiáng)度的選擇： 11.2構(gòu)件截面尺寸選擇 11.2.1梁的截面尺寸 11.2.2板的設(shè)計(jì) 21.3.1.豎向荷載 21.3.2梁荷載 31.3.3墻體及其他構(gòu)件 31.3.4風(fēng)荷載 41.4截面幾何特性 51.4.1慣性矩 51.4.2線剛度 6第二章結(jié)構(gòu)方案設(shè)計(jì)計(jì)算 72.1框架結(jié)構(gòu)的內(nèi)力計(jì)算和荷載效應(yīng)組合及側(cè)移計(jì)算 72.1.1樓面板的內(nèi)力計(jì)算（單向板） 72.1.2走廊上的雙向板計(jì)算 72.1.3縱向次梁配筋設(shè)計(jì) 92.2.風(fēng)荷載作用下的框架內(nèi)力計(jì)算 102.2.1各桿相對(duì)線剛度及相關(guān)尺寸 102.2.2框架柱反彎點(diǎn)高度計(jì)算 112.2.3風(fēng)荷載作用下的框架內(nèi)力 112.2.4風(fēng)荷載作用下的側(cè)移計(jì)算 142.3.框架的荷載效應(yīng)組合（非抗震組合時(shí)） 142.3.1.組合公式 142.3.2．控制截面內(nèi)力組合值 142.3.3．荷載效應(yīng)組合 152.4水平地震作用下的框架計(jì)算 262.4.1.框架的抗震等級(jí)： 262.4.2.場地和特征周期值 262.4.3.重力荷載代表值 262.4.4.結(jié)構(gòu)自振周期T1 272.4.5.地震影響系數(shù)α 282.4.6.計(jì)算水平地震作用標(biāo)準(zhǔn)值 282.4.7.水平地震作用產(chǎn)生的框架內(nèi)力 282.5豎向荷載作用下的框架內(nèi)力計(jì)算 402.5.1豎向荷載作用下的框架內(nèi)力計(jì)算 402.5.2恒荷載作用下的框架內(nèi)力： 422.5.3活荷載作用下的框架內(nèi)力： 462.6配筋 492.6.1框架梁的配筋 492.6.2框架柱配筋 522.6.3框架的基礎(chǔ)設(shè)計(jì) 603.6.4樓梯設(shè)計(jì) 65參考文獻(xiàn) 69致謝 70第一章結(jié)構(gòu)方案總說明1.1材料選擇1.1.1鋼筋選擇：梁柱HRB335fy=300N/mm2構(gòu)造鋼筋箍筋HPB235fy=210N/mm21.1.2砼強(qiáng)度的選擇：C25fc=11.9N/mm2ft=1.27N/mm1.2構(gòu)件截面尺寸選擇1.2.1梁的截面尺寸橫向框架梁h=lo/12~lo/8=6600/12~6600/8=550~825取h=800mmb=h/2~h/4=350~175取b=300mm且h/b=2.6<4符合要求縱向框架梁h=lo/12~lo/8=9000/12~9000/8=750~1125取h=800mmb=h/2~h/4=350~175取b=300mm且h/b=2.5<4符合要求次梁h×b=400mm×200mm1.2.2板的設(shè)計(jì)按最小高跨比要求h/lo≥1/35取h=100mm,則100/2200≥1/35符合要求1.2.3柱的設(shè)計(jì)底層：內(nèi)柱令b≥H/15=5200/15=347mm取500mm×500mm外柱取500mm×500mm標(biāo)準(zhǔn)層及頂層：內(nèi)柱b≥H/15=390/15=260取500mm×500mm外柱取500mm×500mm1.3荷載統(tǒng)計(jì)1.3.1.豎向荷載（1）屋面恒荷載：鋁基涂料0.5KN/m215厚細(xì)紗保護(hù)層17×0.015＝0.255KN/m2瀝青卷材防水層0.05KN/m220厚抗裂砂漿0.020×20KN/m3=0.4KN/m2120厚加強(qiáng)型水泥石膏聚苯保溫板0.17KN/m3×0.12＝0.0204KN/m2100厚鋼筋砼樓面板24KN/m3×0.1＝2.4KN/m215厚石灰砂漿抹灰頂棚17KN/m3×0.015＝0.255KN/m2合計(jì)8804KN/m2活荷載標(biāo)準(zhǔn)值：不上人屋面0.5KN/m2(2)樓面荷載（教室）恒荷載：10厚陶瓷地磚20KN/m3×0.01＝0.2KN/m25厚水泥膠結(jié)合層16KN/m3×0.01＝0.08KN/m215厚1：3水泥砂漿找平層20KN/m3×0.015＝0.3KN/m2100厚鋼筋砼樓面板24KN/m3×0.1＝2.4KN/m215厚石灰砂漿抹灰頂棚17KN/m3×0.015＝0.255KN/m2合計(jì)3.235KN/m2活荷載標(biāo)準(zhǔn)值：教室2.0KN/m2教室走廊2.5KN/m2屋面0.5KN/m2（3）各層走廊樓面水磨石地面10m面層，20mm水泥砂漿打底，素水泥漿結(jié)合層一道0.45KN/m2100厚鋼筋砼板25×0.4＝2.5KN/m25厚混合砂漿抹灰17×0.005＝0.085KN/m2合計(jì)3.04KN/m21.3.2梁荷載（1）次梁（10厚抹灰層，200×400）25×0.2×（0.4－0.1）＋0.01×0.3×2×17＋0.2×0.01×17＝1.64KN/m（2）主梁（10厚抹灰層，300×700）25×（0.7－0.1）×0.3＋0.01×（0.7－0.1）×2×17＋0.3×0.01×17＝4.7KN/m1.3.3墻體及其他構(gòu)件（1）檐口（200寬）15厚1：3水泥砂漿找平層20KN/m3×0.2×0.015＝0.06KN/mSBS改性瀝青卷材0.3KN/m2×0.2＝0.06KN/m卷材膠結(jié)劑0.2×3KN/m2＝0.6KN/m15厚1：3水泥砂漿找平層20KN/m3×0.2×0.015＝0.06KN/m10厚輕集料砼找坡層12KN/m3×0.2×0.01＝0.024KN/m10厚鋼筋砼板25KN/m3×0.2×0.1＝0.05KN/m合計(jì)1.304KN/m（2）女兒墻（600高370寬）普通磚18KN/m3×0.6×0.37＝4.0KN/m水泥砂漿20KN/m3×0.015×0.9＝0.27KN/m涂料0.05KN/m2×（0.9×2＋0.37）＝0.11KN/m合計(jì)4.38KN/m（3）2～5層砌體內(nèi)墻（每堵）磚重18KN/m3×0.24×（3.9×9.0－2×2.1×0.9）＝135.30KN門重0.5KN/m2×2.1×0.9×2＝1.89KN水泥砂漿2×20KN/m2×0.015×（3.9×9.0－2×2.1×0.9）＝18.79KN8厚陶瓷面磚2×19.8KN/m3×0.008×（3.9×9.0－2×2.1×0.9）＝9.92KN合計(jì)165.9KN/9=18.43KN/m（4）底層內(nèi)墻18×0.24×（4.2×9－2×2.1×0.9）＋0.5×2.1×0.9×2＋2×20×0.015×（4.2×9－2×2.1×0.9）＋2×19.8×0.008×（4.2×9－2×2.1×0.9）＝20.01KN（5）2~5層砌體外墻磚重18KN/m3×0.37×（3.9×9.0－2×1.8×1.8）＝190.61KN窗重0.5KN/m2×1.8×1.8×2＝3.24KN20厚石灰砂漿7KN/m3×0.02×（3.9×9－2×1.8×1.8）＝9.73KN80厚充氣石膏板13.5KN/m3×0.08×（3.9×9－2×1.8×1.8）＝30.91KN水泥砂漿20KN/m3×0.015×（3.9×9.0－2×1.8×1.8）＝8.59KN5厚水泥膠結(jié)合板0.4KN/m2×（3.9×9－2×1.8×1.8）＝11.45KN細(xì)石窗臺(tái)2×26.4KN/m2×0.37×1.8×0.08＝2.81KN合計(jì)257.34/9＝28.59KN/m（6）底層外墻18×0.37×（4.2×9－2×1.8×1.8）＋0.5×1.8×1.8×2＋17×0.02×（4.2×9－2×1.8×1.8）＋13.5×0.08×（4.2×9－2×1.8×1.8）＋20×0.015×（4.2×9－2×1.8×1.8）＋0.4×（4.2×9－2×1.8×1.8）＋2×26.4×0.37×1.8×0.08＝281.04/9＝31.23KN/m21.3.4風(fēng)荷載由設(shè)計(jì)條件，Wo＝0.55KN/m2，按C類粗糙度可查得在30m,20m,15m,10m,5m處為1.00，0.84，0.74，0.74，0.74、風(fēng)荷載體型系數(shù)迎風(fēng)面為＋0.8，背風(fēng)面為－0.5左風(fēng)：F5=0.55×（0.8＋0.5）×1.00×9.0×（3.9/2＋0.6）＝16.41KNF4=0.55×（0.8＋0.5）×0.84×9.0×3.9＝21.08KNF3=0.55×（0.8＋0.5）×0.74×9.0×3.9＝18.57KNF2=0.55×（0.8＋0.5）×0.74×9.0×3.9＝18.57KNF1=0.55×（0.8＋0.5）×0.74×9.0×（3.9/2＋4.65/2）＝20.36KN風(fēng)荷載標(biāo)準(zhǔn)值1.4截面幾何特性1.4.1慣性矩中框架梁2.0Io邊框架梁1.5Io梁Io＝bh3/12=300×7503/12＝1.055×1010柱Io＝bh3/12=500×5003/12＝5.21×109故邊框架梁I=2.0Io＝2.11×1010中框架梁I=2.0Io＝2.11×10101.4.2線剛度i＝EI/l對(duì)樓層取層高，對(duì)底層柱取基礎(chǔ)頂面至二層樓板頂面框架梁取柱軸線間距離故邊框架梁i＝EI/l＝1.583×1010E/6600＝3.20×106E中框架梁i＝EI/l＝2.11×1011E/6600＝3.20×106E底層柱i＝EI/l＝5.21×109E/5200＝1.00×106E標(biāo)準(zhǔn)層己頂層i＝EI/l＝5.21×109E/3900＝1.34×106E第二章結(jié)構(gòu)方案設(shè)計(jì)計(jì)算2.1框架結(jié)構(gòu)的內(nèi)力計(jì)算和荷載效應(yīng)組合及側(cè)移計(jì)算2.1.1樓面板的內(nèi)力計(jì)算（單向板）（1）梁板截面尺寸選擇板支承中心線間距離lc=6600/3＝2200mm,選取板厚100mm則h/lc＝100/2200＝1/22次梁支承點(diǎn)中心線間距離lc＝9000mm取b=200mm,h=100mm框架梁b×h=300mm×800mm,框架柱500mm×500mm（2）板的配筋計(jì)算板的荷載設(shè)計(jì)值gk=3.24KN/m2qk=2.0KN/m2g+q=1.2gk+1.4qk=1.2×3.24+1.4×2=6.69KN/m2板的計(jì)算跨度lo＝ln＝2200－200＝2000mmho＝h－as＝100－25＝75mm列表計(jì)算如下：單向板配筋計(jì)算表截面位置邊支座邊跨跨中第一內(nèi)支座第二跨及中間跨跨中中間支座彎矩位置－1/161/14－1/111/16－1/14M(Kn.m)－1.671.91－2.431.67－1.91γ0=0.5(1+0.98950.98790.98470.98950.9879As(mm2)75861107586實(shí)配鋼筋φ10@200φ10@200φ10@200φ10@200φ10@2002.1.2走廊上的雙向板計(jì)算（1）簡圖：（2）彎矩設(shè)計(jì)值lx/ly＝3000/4500＝0.67又gk=3.24Kn/m2,qk=2.5Kn/m2故g+q=1.2×3.24+1.4×2.5=7.39Kn/m2q/2=0.7×2.5=1075Kn/m2g-q/2=7.39-1.75=5.64Kn/m2由四邊固定和四邊簡支系數(shù)在對(duì)稱荷載下，mx=0.034my=0.010mx’=－0.075my’=－0.057mγx=0.036mγy=0.017反對(duì)稱荷載下，mx=0.072my=0.028mγx=0.078mγy=0.042可得（取泊松比＝0.2時(shí)彎矩，列在相應(yīng)彎矩值后的括號(hào)內(nèi)）Mx=(0.034×5.64+0.072×1.75)×32+2.86kn.m(3.06kn.m)My=(0.01×5.64+0.028×1.75)×9＝0.93kn.m(1.52kn.m)Mx’=－0.075×7.39×32=－4.99kn.mMy’=－0.057×7.39×32＝－3.79kn.m（3）配筋計(jì)算Asx=Mx/0.9fyhoAsy=My/0.9fy(ho-10)fy=210N/mm2h=100ho=75位置跨中l(wèi)x方向跨中l(wèi)y方向支座lx方向支座ly方向彎矩設(shè)計(jì)值2.86（3.06）0.93（1.52）－4.99－3.79As（mm2）202（216）76（124）352309實(shí)配鋼筋4φ8@200φ6/8@2007φ8@2006φ8@2002.1.3縱向次梁配筋設(shè)計(jì)令主梁梁高700mm,梁寬b=300mm;次梁高400mm，梁寬b=200mm荷載設(shè)計(jì)值g+q=6.69×2.7＋1.2×25×0.4×0.2＝20.46KN/m計(jì)算跨度lo=ln=4500-300=4200mm,支座處按矩形截面計(jì)算,跨中截面按T形計(jì)算,可求得bf’=l/3=8700/3=2900mm正截面受彎承載力計(jì)算:取ho=h=as=400-35=365mm,跨中截面均為第一類T形,現(xiàn)列表如下次梁縱向受力鋼筋計(jì)算截面位置邊支座邊跨中第一內(nèi)支座其余跨跨中中間支座彎矩系數(shù)-1/241/141/161/16-1/14M=αm(g+q)l2-15.0425.78-32.8922.56-25.78αo=M/bhofc0.0030.0050.0060.0040.005γo=0.5(1+)0.9980.9970.9970.9980.997Ao=M/rohofy138236301206236選配鋼筋φ10@200φ10@2006φ8@2004φ8@200φ10@200斜截面受剪承載力計(jì)算截面邊支座第一內(nèi)支座中間支座V=β(g+q)ln42.9747.2647.260.25βcbhofc260.98>V56.21>V56.21>V0.7fcbho38.5741.2541.25箍筋肢數(shù)直徑φ6φ6φ6Asv=nAsv1106112112S=1.25fyvAsvho/V-0.7ftbho85103103實(shí)配箍筋間距s1201201202.2.風(fēng)荷載作用下的框架內(nèi)力計(jì)算2.2.1各桿相對(duì)線剛度及相關(guān)尺寸根據(jù)上圖及水平風(fēng)荷載標(biāo)準(zhǔn)值，采用D值法計(jì)算風(fēng)荷載作用下的內(nèi)力框架柱的剪力框架柱剪力標(biāo)準(zhǔn)值計(jì)算層數(shù)（ΣF）柱號(hào)k＝ib/2icαc=k/2+kD=αc×12ic/h2V＝ΣF×D’/ΣF（KN）5（16.41KN）A5B51.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)3.284.924（21.08KN）A4B41.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)7.5011.253（18.57KN）A3B31.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)11.2116.822（18.57KN）A2B21.5953.9760.4440.6650.186(12/3.92)0.279(12/1.92)14.9322.391（20.36KN）A1B12.165.3870.5190.7290.279(12/4.22)0.226(12/4.22)26.2421.262.2.2框架柱反彎點(diǎn)高度計(jì)算層數(shù)第五層（m=5,n=5nh=3.9m）柱號(hào)kγoα1γ1α2γ2α3γ3y(m)A51.5950.5610－－102.18B53.9760.4510－－101.76第四層（m=4,n=4,h=3.9m）A41.5950.641010102.5B43.9760.51010101.95第三層（m=3,n=3,h=3.9m）A31.5950.721010102.81B33.9760.51010101.95第二層（m=2,n=2,h=3.9m）A21.5950.810111.303.1B23.9760.510101.301.95第一層(m=1,n=1,h=4.2m)A12.1610.24－－0.80－－1.25B15.3870.59－－0.80－－3.072.2.3風(fēng)荷載作用下的框架內(nèi)力在求出各柱剪力Vi和該柱反彎點(diǎn)高度yi值后，則該柱下端彎矩Mi＝Vi×yi，上端彎矩為Vi（hi－yi），進(jìn)而利用節(jié)點(diǎn)平衡求出框架梁端彎矩，畫出左風(fēng)作用下的框架內(nèi)力圖。2.2.4風(fēng)荷載作用下的側(cè)移計(jì)算風(fēng)荷載標(biāo)準(zhǔn)值作用下的框架側(cè)移驗(yàn)算位置ΣFwk（KN）ΣDji（KN/mm）i＝1→nUj（mm）△Uj/hj限值5層16.4170.3460.271/130001/4004層21.0870.3460.351/111433層18.5770.3460.311/130002層18.5770.3460.311/130001層20.3652.4970.461/8400頂點(diǎn)位移Σ△Uj＝1.7mmj＝1→n1/132001/500注Σdji＝Σαc/12×ic×h2（4根柱）×E（＝3.0×104N/mm2）Uj＝ΣFwk/0.85×Σdji2.3.框架的荷載效應(yīng)組合（非抗震組合時(shí)）2.3.1.組合公式對(duì)于承載能力極限狀態(tài)，按荷載效應(yīng)的基本組合進(jìn)行設(shè)計(jì)。基本組合是永久作用和可變作用的組合。由可變荷載效應(yīng)控制的組合：γG恒+γQ活；γG恒+γQ風(fēng)；γG恒+0.9（γG活+γQ風(fēng)）其中，γG一般取1.2，當(dāng)對(duì)結(jié)構(gòu)有利時(shí)取1.0；γQ一般取1.4；對(duì)于一般多層框架結(jié)構(gòu)，第二項(xiàng)往往不起控制作用。由永久荷載效應(yīng)控制的組合：1.35恒+1.4ψc活，其中ψc為荷載組合值系數(shù)，除書庫，檔案庫，儲(chǔ)藏室，電梯機(jī)房等為0.9外，其余民用建筑為0.7.2.3.2．控制截面內(nèi)力組合值框架梁：框架梁的控制截面是梁的跨中和梁端支座邊緣處，跨中截面的內(nèi)力組合值為+M（同時(shí)注意可能出現(xiàn)的－M），梁端截面的內(nèi)力組合值為－M（同時(shí)注意可能出現(xiàn)的+M）和V。框架柱：對(duì)于某一層框架柱，其控制截面為該柱的上端和下端。由于框架柱是偏心受壓構(gòu)件，M和N的不同組合會(huì)導(dǎo)致受壓承載力的變化，因此對(duì)于采用對(duì)稱配筋截面的框架柱，應(yīng)分別考慮如下三種內(nèi)力組合，即：|±M|max和相應(yīng)的N,V；Nmax和相應(yīng)的M,V。2.3.3．荷載效應(yīng)組合（1）框架梁的內(nèi)力組合表屋面框架梁的內(nèi)力組合表5層桿件號(hào)ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-16.9465.31143.68-92.23-88.13-49.92-15.872.98活B-34.8440.5106.92-53.04-46.02-27.06-8.286.624風(fēng)C5.6-1.5-4.21.56.3-1.9風(fēng)D-5.61.54.2-1.5-6.31.9內(nèi)力組合1.2A+1.4B-69.104135.072322.104-184.932-170.184-97.788-30.63612.84961.2A+1.4C(或D)1.35A+0.98B-57.0122127.8585298.7496-176.49-164.075-93.9108-29.538910.514521.2A+1.26(B+C或D）-57.1704127.512307.1352-182.798-161.851-86.0616-31.870811.92224樓面框架梁的內(nèi)力組合表4層桿件號(hào)ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-79.7368.17149.97-93.77-72.43-28.25-14.433.61活B-63.3156.13148.188-76.4-60.09-27.341-12.7810.224風(fēng)C17.7-4.5-12.34.518.3-5.5風(fēng)D-17.74.512.3-4.5-18.35.5內(nèi)力組合1.2A+1.4B-184.31160.386387.4272-219.484-171.042-72.1774-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-169.679147.0369347.6837-201.462-156.669-64.9317-32.004914.893021.2A+1.26(B+C或D）-153.145146.8578366.6809-224.286-156.959-45.2917-40.348817.21424樓面框架梁的內(nèi)力組合表3層桿件號(hào)ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-76.6467.83149.23-92.96-72.77-28.76-14.433.61活B-63.2456.04147.948-76.87-60.18-24.09-12.7810.224風(fēng)C31-8-21.9832.8-9.9風(fēng)D-31821.9-8-32.89.9內(nèi)力組合1.2A+1.4B-180.504159.852386.2032-219.17-171.576-68.238-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.439146.4897346.4495-200.829-157.216-62.4342-32.004914.893021.2A+1.26(B+C或D）-132.59141.9264365.4905-236.002-153.071-23.5374-45.892817.21424樓面框架梁的內(nèi)力組合表2層桿件號(hào)ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-76.4667.83149.23-92.73-72.77-28.9-14.433.61活B-63.156.05147.972-76.67-60.17-24.21-12.7810.224風(fēng)C43.4-11.2-30.711.245.87-13.9風(fēng)D-43.411.230.7-11.2-45.8713.9內(nèi)力組合1.2A+1.4B-180.092159.866386.2368-218.614-171.562-68.574-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-165.059146.4995346.4731-200.322-157.206-62.7408-32.004914.893021.2A+1.26(B+C或D）-116.574137.907365.5207-246.562-149.026-7.3884-50.932817.21424樓面框架梁的內(nèi)力組合表1層桿件號(hào)ABBC截面位置A跨中B左B右跨中內(nèi)力種類MVMMVMVM荷載分類恒A-71.9467.95150.48-87.47-72.65-36.54-14.433.61活B-59.3556.14148.212-72.367-60.08-30.51-12.7810.224風(fēng)C115.8-21.3-24.6-21.336.7-11.1風(fēng)D-115.821.324.621.3-36.711.1內(nèi)力組合1.2A+1.4B-169.418160.136388.0728-206.278-171.292-86.562-35.20818.64561.2A+1.4C(或D)1.35A+0.98B-155.282146.7497348.3958-189.004-156.956-79.2288-32.004914.893021.2A+1.26(B+C或D）-15.201125.4384367.3231-227.142-189.719-36.0486-47.404817.21424注：表中系數(shù)0.98由1.4×0.7得出，1.26由0.9×1.4得出，風(fēng)荷載產(chǎn)生跨中彎矩很小，略去表中單位M－KN.m，V－KN活2的跨中彎矩已乘系數(shù)1.2不起控制作用的組合，能直接看出時(shí)未計(jì)算而以－表示（2）框架柱的內(nèi)力組合表：框架柱的內(nèi)力組合表5層框架柱的內(nèi)力組合表5層桿件號(hào)A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A16.986.736.6234.013.7-42.3127.0-33.9234.319.6活B34.840.531.731.717.1-26.046.0-25.446.013.2風(fēng)C-5.6-1.5-7.2-7.23.3-10.5-4.2-8.7-4.24.9風(fēng)D5.61.57.27.2-3.310.54.28.74.2-4.9組合值1.2A+1.4B|M|max88.3325.240.4-87.1216.841.9Nmax88.3325.240.4-76.2345.641.9Nmin69.1160.840.4-87.1216.841.91.2A+1.4C(或D)|M|max33.8270.721.1-65.5146.530.3Nmax33.8270.721.1-52.9275.330.3Nmin12.5102.021.1-65.5146.530.31.35A+0.98B|M|max80.4347.035.3-82.6216.639.3Nmax80.4347.035.3-70.6361.439.3Nmin57.0156.835.3-82.6216.639.31.2A+1.26(B+C或D)|M|max74.8311.742.1-96.7205.146.2Nmax57.2153.242.1-83.6333.946.2Nmin74.8311.742.1-96.7205.146.2框架柱的內(nèi)力組合表框架柱的內(nèi)力組合表4層桿件號(hào)A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A43.2261.236.3414.220.9-31.6270.3-32.1377.716.3活B31.696.631.696.616.2-26.7100.1-26.4100.113.6風(fēng)C-10.5-6.0-18.8-6.07.5-21.9-16.4-21.9-16.411.3風(fēng)D10.56.018.86.0-7.521.916.421.916.4-11.3組合值1.2A+1.4B|M|max96.2448.747.8-75.5593.338.7Nmax87.9632.447.8-75.5593.338.7Nmin96.0448.747.8-75.3464.638.71.2A+1.4C(或D)|M|max37.1305.035.6-69.2430.235.3Nmax17.3488.735.6-69.2430.235.3Nmin37.1305.035.6-65.6301.435.31.35A+0.98B|M|max89.2447.344.1-39.2607.935.4Nmax80.0653.944.1-69.2607.935.4Nmin89.2447.344.1-68.8463.135.41.2A+1.26(B+C或D)|M|max78.4427.655.0-99.4558.750.9Nmax59.7611.355.0-99.4558.750.9Nmin78.4427.655.0-99.1429.950.9框架柱的內(nèi)力組合表框架柱的內(nèi)力組合表3層桿件號(hào)A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A38.32435.6538.05588.6919.58-32.1413.65-32.25520.9716.5活B31.62152.6731.7152.6716.24-26.39160.29-26.51160.2913.56風(fēng)C-12.2-14-31.5-1411.21-32.836.9-32.8-36.916.82風(fēng)D12.21431.514-11.2132.8-36.932.836.9-16.82組合值1.2A+1.4B|M|max90.252736.5246.232-75.81849.5738.784Nmax90.04920.1746.232-75.81849.5738.784Nmin90.252736.5246.232-75.47720.7938.7841.2A+1.4C(或D)|M|max28.904503.1839.19-84.62573.543.348Nmax1.56686.8339.19-84.62573.543.348Nmin28.904503.1839.19-84.44548.0443.3481.35A+0.98B|M|max82.72737.7442.348-69.52860.3935.564Nmax82.434944.3542.348-69.52860.3935.564Nmin82.72737.7442.348-69.2715.5135.5641.2A+1.26(B+C或D)|M|max70.453697.558.083-113.4780.6458.079Nmax45.912881.1558.083-113.4780.6458.079Nmin70.453697.558.083-113.1744.8458.079框架柱的內(nèi)力組合表2框架柱的內(nèi)力組合表2層框架柱的內(nèi)力組合表2層桿件號(hào)A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A38.41610.1130.55763.1517.68-31.58556.97-32.72664.2916.49活B31.4208.7234.15208.7216.81-25.95220.46-26.88220.4613.55風(fēng)C-11.9-25.2-46.3-25.214.93-43.766.9-43.766.922.39風(fēng)D11.925.246.325.2-14.9343.7-66.943.7-66.9-22.39組合值1.2A+1.4B|M|max90.0521024.344.75-76.91105.838.758Nmax84.47120844.75-76.91105.838.758Nmin90.0521024.344.75-74.23977.0138.7581.2A+1.4C(或D)|M|max29.432696.8542.118-100.4890.8151.134Nmax-28.16880.542.118-100.4890.8151.135Nmin29.432696.8542.118-99.08762.0251.1341.35A+0.98B|M|max82.6261028.240.342-70.511112.835.541Nmax74.711234.840.342-70.511112.835.541Nmin82.6261028.240.315-68.06967.9635.5411.2A+1.26(B+C或D)|M|max70.662963.3761.208-128.21159.265.072Nmax21.351114761.208-128.21159.265.072Nmin70.662963.3761.208-125.71030.465.072框架柱的內(nèi)力組合表框架柱的內(nèi)力組合表1層桿件號(hào)A柱（外柱）B柱（內(nèi)柱）截面位置上端下端層間上端下端層間內(nèi)力種類MNMNVMNMNV荷載分類恒A41.39784.5715.281004.510.9-18.21700.29-9.11853.395.25活B25.2264.8612.6264.867.27-14.97280.54-7.49280.544.9風(fēng)C-69.5-46.5-32.8-46.526.24-17.692.4-65.392.421.26風(fēng)D59.546.532.846.5-26.2417.6-92.465.3-92.4-21.26組合值1.2A+1.4B|M|max84.9481312.323.258-42.811233.113.16Nmax35.9761576.123.258-21.421416.813.16Nmin84.9481312.323.258-42.811233.113.161.2A+1.4C(或D)|M|max-47.63876.3849.816-46.49969.7136.064Nmax-27.581140.249.816-102.41153.436.064Nmin-47.63876.3849.816-46.49969.7136.0641.35A+0.98B|M|max80.5731318.721.84-39.251220.311.89Nmax32.9761615.621.84-19.64142711.89Nmin80.5731318.721.84-39.251220.311.891.2A+1.26(B+C或D)|M|max-7.1161480.555.303-62.891310.339.262Nmax-7.1161480.555.303-102.6149439.262Nmin-6.151216.255.303-62.891310.339.2622.4水平地震作用下的框架計(jì)算2.4.1.框架的抗震等級(jí)：由設(shè)計(jì)要求，抗震設(shè)防烈度為7度，房屋高度未超過30m，丙類建筑，由此可知該框架抗震等級(jí)為三級(jí)2.4.2.場地和特征周期值根據(jù)工程地質(zhì)報(bào)告和土的類型劃分，該場地的等效剪切波速在140－250m/s之間，覆蓋層厚度未超過50m，可判定為Ⅱ類場地，由地震分組為一組，可查的特征周期值Tg＝0.35s2.4.3.重力荷載代表值取中間計(jì)算單元4.5m，寬度范圍的重力荷載代表值如下：G5（頂層）<3.9/2m>:恒載：女兒墻：4.38KN/m×16.2＝70.96KN屋面：3.88KN/m2×16.2×4.5＝282.95KN主梁：4.76KN/m×16.2＝77.114KN次梁：4×1.64KN/m×（4.5－0.3）＝27.55KN柱：6.59KN/m×3.9/2×4＝51.40KN外墻（含窗）:18.2×4.5×2＝128.7KN內(nèi)墻:12.7×4.5×2＝82.98KN總和787.97KN活載：雪荷載：0.5×16.2×4.5＝36.45KNG5＝G恒＋0.5G活＝787.97＋1/2×36.45＝806.20KNG2-G4（情況相同）<3.9m>恒載：樓面:3.24×13.2×4.5+3.04×3×4.5＝233.50KN主梁：77.11KN次梁：27.55KN柱：6.59×3.9×4＝102.8KN外墻（含窗）：28.59×4.5×2＝257.31KN內(nèi)墻：18.43×4.5×2＝165.87KN總和864.14 KN活載：樓面荷載：2.0×4.5×13.2＋2.5×4.5×3＝152.55KN故G2-G4＝864.14+0.5×152.55＝940.42KNG1（底層）<3.9/2+5.2/2m>恒載：樓面：3.24×13.2×4.5+3.04×3×4.5＝233.5KN梁：77.11+27.55＝104.66KN柱：6.59×（1.95+5.2/2）×4＝119.94KN外墻（含窗）：36.44×4.5×2＝327.96KN內(nèi)墻：23.35×4.5×2＝210.15KN活載：樓面荷載：2.0×4.5×13.2+2.5×4.5×3＝152.55KN故G1＝996.21+0.5×152.55＝1072.49KN2.4.4.結(jié)構(gòu)自振周期T1框架結(jié)構(gòu)，則采用經(jīng)驗(yàn)公式T1＝0.085n＝01.085×5＝0.43s2.4.5.地震影響系數(shù)αTg＝0.35s，設(shè)防烈度為7度，多遇地震αmax＝0.08，Tg<T1<5Tgα1==(Tg/T1)0.9,αmax＝(0.35/0.43)0.9×0.08=0.072.4.6.計(jì)算水平地震作用標(biāo)準(zhǔn)值利用底部剪力法：T1=0.43<1.4Tg=0.49故不考慮頂部附加地震作用系數(shù)δnFi＝GiHi/ΣGjHj×FekFek＝αGeq＝0.05×0.85×（806.2+3×940.42+1072.49）＝199.75KN列表如下：水平地震作用標(biāo)準(zhǔn)值計(jì)算位置Gi（kn）Xi（m）GiXiFek（1－δn）δn＝0Fi（kn）5層806.220.816769199.7556.754層940.4216.915893199.7553.793層940.4213.012226199.7541.382層940.429.18558199.7528.961層1072.495.25577199.7518.87ΣGjHj＝59023KN.mΣFi=199.75KN2.4.7.水平地震作用產(chǎn)生的框架內(nèi)力各柱剪力值列表如下：位置5層4層3層2層1層ΣVi（kn）56.75110.54151.92180.88199.75A柱剪力值11.522.430.836.755.8B柱剪力值16.932.945.253.844.1各柱反彎點(diǎn)高度y由風(fēng)荷載計(jì)算可知，各柱反彎點(diǎn)高度比反由γo決定：列表如下：位置5層4層3層2層1層ABABABABABγo0.560.450.640.500.720.500.80.50.240.59y（m）2.181.762.51.952.811.953.11.951.253.07水平地震作用產(chǎn)生的框架內(nèi)力：根據(jù)各柱剪力和反彎點(diǎn)高度，可得水平地震作用下的框架內(nèi)力圖地震作用效應(yīng)的基本組合（1）框架梁：考慮地震作用組合的框架梁彎矩值考慮地震作用組合的框架梁彎矩值5層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-16.94143.68-92.23-49.922.98水平地震作用產(chǎn)生F或G±19.78±9.87±14.74±7.37組合1.2E＋1.3（F或G）5.386172.42-97.845-40.7413.157-46.04172.42-123.507-79.07-6.0051.0E＋1.3（F或G)8.774143.68-79.399-30.7612.561-42.65143.68-105.061-69.08-6.601考慮地震作用組合的框架梁彎矩值考慮地震作用組合的框架梁彎矩值4層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-79.73149.97-93.77-28.252.71水平地震作用產(chǎn)生F或G±68.2±6.28±37.56±56.34±28.17組合1.2E＋1.3（F或G）-7.016188.13-63.69639.34239.873-184.3171.8-161.352-107.1-33.3691.0E＋1.3（F或G)8.93158.13-44.94244.99239.331-168.4141.81-142.598-101.5-33.911考慮地震作用組合的框架梁彎矩值考慮地震作用組合的框架梁彎矩值3層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-76.64149.23-92.96-28.762.71水平地震作用產(chǎn)生F或G±115.82±5.723±60.92±91.38±45.69組合1.2E＋1.3（F或G）58.598186.52-32.35684.28262.649-242.5171.64-190.748-153.3-56.1451.0E＋1.3（F或G)73.926156.67-13.76490.03462.107-227.2141.79-172.156-147.6-56.687考慮地震作用組合的框架梁彎矩值考慮地震作用組合的框架梁彎矩值2層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-76.46149.23-92.73-28.92.71水平地震作用產(chǎn)生F或G±150.37±77.22±115.83±57.92組合1.2E＋1.3（F或G）103.73179.08-10.89115.978.548-287.2179.08-211.662-185.3-72.0441.0E＋1.3（F或G)119.02149.237.656121.6878.006-271.9149.23-193.116-179.5-72.586考慮地震作用組合的框架梁彎矩值考慮地震作用組合的框架梁彎矩值1層桿件ABBC截面位置A右跨中B左B右跨中重力荷載代表值產(chǎn)生E-71.94150.48-87.47-36.542.71水平地震作用產(chǎn)生F或G±314.65±83.25±56.6±84.91±42.46組合1.2E＋1.3（F或G）322.72288.8-31.38466.53558.45-495.472.351178.544-154.2-51.9461.0E＋1.3（F或G)337.11258.71-13.8973.84357.908-48142.255161.05-146.8-52.488考慮地震作用組合的剪力設(shè)計(jì)值：a，重力荷載代表值作用下的剪支剪力VGb5層VGb＝1.2×Ge/9＝107.49KN4層－2層VGb＝1.2×940.42/9＝125.39KN1層VGb＝1.2×1072.49/9＝143.00KNb，剪力值計(jì)算V＝1.1（Mb＋Mrb）+VGb5層Va＝1.1×46.04/6.6+107.49＝115.16KNVab＝1.1×（123.51-5.39）/6.6+107.49＝127.18KNVbc＝1.1×（79.07－40.74）/6.6+107.49＝113.88KN4層Va＝1.1×184.34/6.6+125.39＝156.11KNVab＝1.1×（161.35－7.02）/6.6+125.39＝151.11KNVbc＝1.1×（107.14－39.34）/6.6+125.39＝136.69KN3層Va＝1.1×242.53/6.6+125.39＝165.81KNVab＝1.1×（190.75－58.6）/6.6+125.39＝147.42KNVbc＝1.1×（153.31－84.28）/6.6+125.39＝136.9KN2層Va＝1.1×287.23/6.6+125.39＝173.26KNVab＝1.1×（211.66－103.73）/6.6+125.39＝143.28KNVbc＝1.1×（185.26－115.9）/6.6+125.39＝136.95KN1層Va＝1.1×495.37/6.6+143＝225.56KNVab＝1.1×（495.37－31.38）/6.6+143＝220.33KNVbc＝1.1×（154.23－66.54）/6.6+143＝157.62KN（2）框架柱的內(nèi)力組合表：考考慮地震作用的柱內(nèi)力組合表5層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±19.78±4.49±36.84±4.49±24.619.83±±29.749.83±重力荷載代表值作用下G16.9486.7336.55233.97-42.31127.01-33.93234.33組合值1.2×G＋1.3×E或F|M|max-5.38698.23991.752286.60182.765165.19-2.054268.42Nmax-5.38698.23991.752286.601-18.78139.6379.378293.98Nmin46.042109.913-4.032274.92782.765165.19-2.054268.42考考慮地震作用的柱內(nèi)力組合表4層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±31.36±20.51±82.25±20.51±64.1647.39±±64.1647.39±重力荷載代表值作用下G43.18261.1938.32414.23-31.59270.33-32.1377.65組合值1.2×G＋1.3×E或F|M|max152.909523.739121.93514.79Nmax152.909523.739121.93514.79Nmin92.584340.091121.32386考考慮地震作用的柱內(nèi)力組合表3層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±33.57±47.28±121.01±47.28±88.14108.31±±88.14108.31±重力荷載代表值作用下G38.32435.6538.05588.69-32.1413.65-32.25520.97組合值1.2×G＋1.3×E或F|M|max202.973767.892153.28765.97Nmax202.973767.892153.28765.97Nmin89.625584.244153.1637.18考考慮地震作用的柱內(nèi)力組合表2層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±29.36±81.77±166.78±81.77±104.91185.53±±104.91185.53±重力荷載代表值作用下G38.41610.1130.55763.15-31.58556.97-32.72664.29組合值1.2×G＋1.3×E或F|M|max253.4741022.081175.651038.3Nmax253.4741022.081175.651038.3Nmin84.26838.433174.28909.55考考慮地震作用的柱內(nèi)力組合表1層桿件A柱（外柱）B柱（內(nèi)柱）截面位置上端下端上端下端內(nèi)力種類（M:KnmN:kn)MNMNMNMN水平地震作用下E或F±147.87±138.42±80.213±138.42±36.6242.14±±155.70242.14±重力荷載代表值作用下G41.39784.5717.5721004.45-18.21700.29-10.48853.39組合值1.2×G＋1.3×E或F|M|max241.8991121.43125.3631385.28669.4321155.1214.981338.9Nmax241.8991121.43125.3631385.28669.4321155.1214.981338.9Nmin142.563761.53883.1911025.39425.728525.57189.94709.29注：底層柱下端彎矩要乘以1.155）水平地震作用下的框架彈性側(cè)移驗(yàn)算鋼筋混凝土框架結(jié)構(gòu)應(yīng)進(jìn)行多遇地震作用下的抗震變形驗(yàn)算，其樓層內(nèi)的最大彈性層間位移△Ve≤［θｅ］ｈ的要求位置ΣFhk（kn）ΣDji（KN/mm）i＝1→nVe（mm）Ve/hj［θｅ］5層56.7570.3460.811/50001/5504層110.5470.3461.61/25003層151.9270.3462.21/18182層180.8870.3462.61/15001層199.7552.4973.81/13682.5豎向荷載作用下的框架內(nèi)力計(jì)算2.5.1豎向荷載作用下的框架內(nèi)力計(jì)算框架KJZ的樓面框架編號(hào)為KLZ,屋面框架梁編號(hào)為WKLZ其承受的豎向荷載有:次梁傳來的集中荷載框架自重(為均布荷載)板的面荷載傳給次梁,次梁再以集中力傳給主梁(要加上次梁自重),然后主梁以均布荷載作用（1）受荷情況AB跨<受集中荷載>頂層:屋頂3.88Kn/m2×2.2m×4.5m＝38.41Kn次梁1.64Kn/m×（4.5－0.3）m＝6.89Kn主梁4.76Kn/m×6.6m＝31.42Kn底層及標(biāo)準(zhǔn)層：樓板3.24Kn/m2×2.2m×4.5m＝32.08Kn次梁1.62Kn/m×（4.5－0.3）m＝6.89Kn主梁4.76Kn/m×6.6m＝31.42K故恒荷載標(biāo)準(zhǔn)值Gk1＝38.41＋6.89＋31.42＝76.72KnGk2＝32.08＋6.89＋31.42＝70.39Kn等效均布荷載gek1＝8×76.72/3×6.6＝30.99Kn/mgek2＝8×70.39/3×6.6＝28.44Kn/m梁固端彎矩Mgk1＝1/12×30.99×6.62＝112.49Kn.m