新余市逸夫小學(xué)教學(xué)樓施工圖設(shè)計(jì)題目：新余市逸夫小學(xué)教學(xué)樓施工圖設(shè)計(jì)論文題目：新余市逸夫小學(xué)教學(xué)樓施工圖設(shè)計(jì)摘要本次畢業(yè)設(shè)計(jì)選題為新余市逸夫小學(xué)教學(xué)樓，內(nèi)容主要由建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分組成。建筑施工圖設(shè)計(jì)是根據(jù)設(shè)計(jì)任務(wù)書(shū)的要求，綜合考慮各項(xiàng)因素的影響。而后對(duì)建筑物外形及建筑物內(nèi)部的細(xì)節(jié)構(gòu)造進(jìn)行設(shè)計(jì)，經(jīng)過(guò)整體規(guī)劃，最終確定設(shè)計(jì)方案，并運(yùn)用浩辰CAD軟件繪制建筑施工圖。隨著全球資源的開(kāi)采，低碳，節(jié)能，減排的建筑要求不斷涌現(xiàn)。隨著經(jīng)濟(jì)的增長(zhǎng)，人們對(duì)生活的要求不再僅僅是吃飽、穿好，現(xiàn)在人們都最求精神上的滿足，而教學(xué)樓是廣大學(xué)子學(xué)習(xí)成長(zhǎng)的地方，這對(duì)我們建筑設(shè)計(jì)提出了很大的挑戰(zhàn)通過(guò)本次的畢業(yè)設(shè)計(jì)可以讓我們重新回顧一下大學(xué)里學(xué)過(guò)的專業(yè)知識(shí)，并且將他們聯(lián)系在一起，做到理論聯(lián)系實(shí)踐，掌握建筑工程設(shè)計(jì)中的流程和方法。熟悉多層建筑房屋的建筑與結(jié)構(gòu)的而選擇、結(jié)構(gòu)的布置、結(jié)構(gòu)的計(jì)算和建筑、結(jié)構(gòu)施工圖繪制的過(guò)程：通過(guò)繪制施工圖、結(jié)構(gòu)圖，編制計(jì)算書(shū)。關(guān)鍵詞：教學(xué)樓；計(jì)算書(shū)；pkpm軟件；一榀框架

Thesistitle:constructiondrawingdesignofYifuprimaryschoolteachingbuildinginXinyuCityABSTRACTThetopicofthisgraduationprojectistheteachingbuildingofYifuprimaryschoolinXinyuCity,whichismainlycomposedofarchitecturaldesignandstructuraldesignThedesignofconstructiondrawingisbasedontherequirementsofthedesignspecification,consideringtheinfluenceofvariousfactors.Afterthat,wedesignthebuildingshapeandthedetailsoftheinternalstructureofthebuilding.Aftertheoverallplanning,wefinallydeterminethedesignscheme,andusetheHaoChenCADsoftwaretodrawtheconstructiondrawings.Withtheexploitationofglobalresources,low-carbon,energy-saving,emissionreductionbuildingrequirementscontinuetoemerge.Withtheeconomicgrowth,people'srequirementsforlifearenolongerjusttoeatandwearwell.Nowpeoplearemostseekingspiritualsatisfaction.Andtheteachingbuildingiswherethemajorityofstudentslearnandgrow,whichposesagreatchallengetoourarchitecturaldesignThroughthisgraduationproject,wecanreviewtheprofessionalknowledgewehavelearnedintheUniversity,andlinkthemtogethertoachievethecombinationoftheoryandpractice,andmastertheprocessandmethodofarchitecturalengineeringdesign.Befamiliarwiththeselectionofbuildingandstructureofmulti-storeybuilding,thelayoutofstructure,thecalculationofstructureandtheprocessofdrawingconstructiondrawingofbuildingandstructure:preparecalculationsheetbydrawingconstructiondrawingandstructuredrawingKEYWORDS:Teachingbuilding;calculationsheet;PKPMsoftware;aframework

目錄20486_WPSOffice_Level11.設(shè)計(jì)資料 811771_WPSOffice_Level21.1.工程概況 822149_WPSOffice_Level21.2.基本參數(shù) 811771_WPSOffice_Level12.框架梁柱截面尺寸確定 922149_WPSOffice_Level13.荷載計(jì)算 1019561_WPSOffice_Level23.1.恒荷載計(jì)算 1011771_WPSOffice_Level33.1.1.屋面框架梁線荷載標(biāo)準(zhǔn)值 1022149_WPSOffice_Level33.1.2.樓面框架梁線荷載標(biāo)準(zhǔn)值 1032036_WPSOffice_Level23.2.活荷載計(jì)算 1020721_WPSOffice_Level23.3.恒載標(biāo)準(zhǔn)值計(jì)算 113067_WPSOffice_Level23.4.豎向荷載計(jì)算 1219561_WPSOffice_Level33.4.1.A-BC-D軸間框架 1232036_WPSOffice_Level33.4.2.B-C軸間框架 1320721_WPSOffice_Level33.4.3.A柱縱向集中荷載計(jì)算 143067_WPSOffice_Level33.4.4.B柱縱向集中荷載計(jì)算 1515927_WPSOffice_Level23.5.豎向荷載作用框架內(nèi)力計(jì)算 1810598_WPSOffice_Level23.6.梁柱端的彎矩計(jì)算 207782_WPSOffice_Level23.7.梁端剪力和軸力計(jì)算 2910033_WPSOffice_Level23.8.風(fēng)荷載的計(jì)算 3219561_WPSOffice_Level14.內(nèi)力組合 3432036_WPSOffice_Level15.截面設(shè)計(jì) 3729469_WPSOffice_Level25.1框架梁的配筋計(jì)算（僅以一層梁為例） 3710598_WPSOffice_Level35.1.1.正截面受彎承載力計(jì)算 377782_WPSOffice_Level35.1.2.截面受彎承載力計(jì)算 3917249_WPSOffice_Level25.2框架柱配筋計(jì)算 4110033_WPSOffice_Level35.2.1.軸壓比驗(yàn)算(B軸柱) 4120721_WPSOffice_Level16.樓板設(shè)計(jì) 4316811_WPSOffice_Level26.1a,b樓板配筋計(jì)算 4429469_WPSOffice_Level36.1.1.樓板荷載值計(jì)算 4417249_WPSOffice_Level36.1.2.彎矩設(shè)計(jì)值 446143_WPSOffice_Level26.2c樓板配筋計(jì)算 453067_WPSOffice_Level17基礎(chǔ)設(shè)計(jì) 461567_WPSOffice_Level27.1荷載計(jì)算 4616811_WPSOffice_Level37.1.1.確定基地底面積 4631322_WPSOffice_Level27.2基礎(chǔ)結(jié)構(gòu)設(shè)計(jì) 476143_WPSOffice_Level37.2.1.荷載設(shè)計(jì)值 4715927_WPSOffice_Level18樓梯設(shè)計(jì) 4827650_WPSOffice_Level28.1基本條件 481567_WPSOffice_Level38.1.1.設(shè)計(jì)規(guī)范 4831322_WPSOffice_Level38.1.2.幾何參數(shù) 4827650_WPSOffice_Level38.1.3.荷載參數(shù) 4819821_WPSOffice_Level38.1.4.材料強(qiáng)度 4925011_WPSOffice_Level38.1.5.荷載計(jì)算 4910598_WPSOffice_Level1參考文獻(xiàn) 527782_WPSOffice_Level1致謝 53設(shè)計(jì)資料工程概況建筑采用現(xiàn)澆混凝土框架結(jié)構(gòu)，主體結(jié)構(gòu)為三層，一至三層建筑物層高分別為3.6m、3.6m、3.6m，建筑為上人屋面。建筑面積約為2829.39m2。室內(nèi)外高差為450mm?；A(chǔ)+距離室外地平550mm基本參數(shù)本設(shè)計(jì)安全等級(jí)為二級(jí)，抗震設(shè)防烈度為六度。地面粗糙類別為C類，基本風(fēng)壓為0.3kN/m2，基本雪壓為0.4N/m2，本設(shè)計(jì)均采用混凝土強(qiáng)度C30：fc=14.3N／mm2，ft=1.43N/mm2，ftk=2.01N／mm2，普通鋼筋強(qiáng)度采用HRB400：fy=360N／mm2，fyk=400N／mm2。結(jié)構(gòu)布置結(jié)構(gòu)平面布置圖框架梁柱截面尺寸確定主梁跨度為=8.4m，h=（1/12~1/8）l0=700~1050mm取h=900mm，b=(1/3~1/2)h=300~450mm取b=400mm縱梁跨度AB，CD為=6.9m，h=（1/12~1/8）l0=573~863mm取h=700mm，b=(1/3~1/2)h=233~350mm取b=300mm縱梁跨度BC為=3.7m，h=（1/12~1/8）l0=308~463mm取h=700mm，b=(1/3~1/2)h=233~350mm取b=300mm次梁跨度=4.2m，h=（1/18~1/12）l0=383~575mm取h=550mm，b=(1/3~1/2)h=190~285mm取b=250mm廁所=4.7m，h=（1/18~1/12）l0=261~391mm取h=350mm，b=(1/3~1/2)h=111.6~175mm取b=150mm柱采用矩形柱，底層層高為H=3.6m，b=（1/15~1/10）H=240~360mm取b=500mm，h=(1~2)b=500~100mm取h=500mm層次混凝土強(qiáng)度等級(jí)縱梁b×h橫梁次梁廁所次梁AB跨，CD跨BC跨1～3C30300700300700400900250550150350荷載計(jì)算恒荷載計(jì)算屋面框架梁線荷載標(biāo)準(zhǔn)值40厚C30細(xì)石混凝土0.04×25=1.00KN/m225厚保溫板0.17×0.025=0.004KN/m2防水層0.35KN/m220厚1:25水泥砂漿找平層20×0.02=0.40KN/m220厚1:25水泥砂漿找平層20×0.02=0.40KN/m2120厚現(xiàn)澆混凝土屋面板25×0.12=3.00KN/m212厚水泥砂漿20×0.012=0.24KN/m2屋面恒荷載5.394KN/m2取5.4KN/m2樓面框架梁線荷載標(biāo)準(zhǔn)值20厚1:25水泥砂漿找平20×0.025=0.50KN/m210厚地磚22×0.01=0.22KN/m2120厚現(xiàn)澆混凝土屋面板25×0.12=3.00KN/m212厚水泥砂漿20×0.012=0.24KN/m2樓面恒荷載4.46KN/m2取4.5KN/m2活荷載計(jì)算上人屋面活荷載標(biāo)準(zhǔn)值樓面活荷載標(biāo)準(zhǔn)值屋面雪荷載標(biāo)準(zhǔn)值梁柱密度蒸壓粉混凝土砌塊窗單位面積荷載門(mén)單位面積荷載恒載標(biāo)準(zhǔn)值計(jì)算梁重：邊跨橫梁bXh=300×700mm梁自重25×0.3×0.7=5.25kN/m抹灰層：0.012×0.7×2+0.012×0.3×20＝0.088kN/m合計(jì)5.3388kN/m2中間跨橫梁bXh=250×550mm梁自重25×0.25×0.55=3.44kN/m抹灰層：0.012×0.55×2×20＝0.264kN/m合計(jì)3.704kN/m2縱梁bXh=400×900mm梁自重抹灰層：0.012×0.9×2×20＝0.432kN/m合計(jì)9.432kN/m2廁所梁bXh=150×300mm梁自重25×0.15×0.3=1.125kN/m抹灰層：0.012×0.3×20×2＝0.144kN/m合計(jì)1.269kN/m2柱：bXh=600×600mm柱自重25×0.60×0.60=9kN/m抹灰層：0.012×0.6×4×20＝0.576kN/m合計(jì)9.576kN/m外縱墻自重：縱墻（240灰砂磚）18×(3.6-0.6-1.8)×0.24=5.62kN/m鋁合金門(mén)窗0.4×1.8×2=1.44kN/m合計(jì)7.06kN/m2底層大廳：縱墻（240灰砂磚）18×(3.6-2.1)×0.24=5.4kN/m鋁合金門(mén)窗0.4×2.1=0.84kN/m合計(jì)6.24kN/m內(nèi)縱墻自重：縱墻（240灰砂磚）18×(3.6-1.2)×0.24=10.368kN/m鋁合金門(mén)窗0.4×1.2=0.48kN/m合計(jì)10.848kN/m教室橫墻自重：橫墻（240灰砂磚）18×（3.6-0.6）×0.24=12.96kN/m走廊橫墻自重：橫墻（240灰砂磚）18×（3.6-1.8）×0.24=7.776kN/m鋁合金門(mén)窗0.4×1.8=0.72kN/m合計(jì)8.496kN/m豎向荷載計(jì)算A-BC-D軸間框架屋面板荷載：板傳至梁上的三角形和梯形荷載等效為均布荷載橫載5.4×0.5×6.9×5/8×2=23.287kN/m活載2.0×0.5×6.9×5/8×2=8.625kN/m樓面板荷載：恒載4.5×0.5×6.9×5/8×2=19.406kN/m活載2.0×0.5×6.9×5/8×2=8.625kN/m梁自重5.33kN/mA-BC-D軸間框架梁均布荷載：屋面梁恒載=梁自重+板傳荷載=23.287+5.33=28.617kN/m活載=板傳荷載=8.625kN/m樓面梁恒載=梁自重+板傳荷載+墻自重=5.33+19.406+12.96=37.696kN/m活載=板傳荷載=8.625kN/mB-C軸間框架屋面板荷載：板傳至梁上的三角形和梯形荷載可等效為均布荷載橫載5.4×0.5×2.7×5/8×2=9.1125kN/m活載2.0×0.5×2.7×2=5.4N/m樓面板荷載：恒載4.5×0.5×2.7×5/8×2=7.59375kN/m活載2.5×0.5×2.7×2=6.75kN/m梁自重3.704kN/mB-C軸間框架梁均布荷載：屋面梁恒載=梁自重+板傳荷載=3.704+9.1125=12.916kN/m活載=板傳荷載=4.219kN/m樓面梁恒載=梁自重+板傳荷載+墻自重=3.704+7.59375+8.496=19.79375kN/m活載=板傳荷載=5.4kN/mA柱縱向集中荷載計(jì)算頂層柱：女兒墻自重(墻高900mm,100mm混凝土壓頂)頂層柱恒載=墻自重+梁自重+板傳荷載=5.808×（8.4-0.6）+5.33×（8.4-0.6）+23.287×0.5×8.4=184.6818kN頂層柱活載=2.0×0.5×（8.4-0.6）×5/8×6.9=33.637kN標(biāo)準(zhǔn)層柱：標(biāo)準(zhǔn)層柱恒載=墻自重+梁自重+板傳荷載=7.06×（8.4-0.6）+5.33×（8.4-0.6）+19.406×0.5×8.4=178.1472kN=2.0×0.5×（8.4-0.6）×5/8×6.9=33.637kN=7.06×（8.4-0.6）+2.5×（8.4-0.6）=74.568kNB柱縱向集中荷載計(jì)算頂層柱：頂層柱恒載=梁自重+板傳荷載=5.33×（8.4-0.6）+5.4×0.5×6.9×5/8×(8.4-0.6)+5.4×0.5×2.7×0.958×(8.4-0.6)=186.86kN頂層柱活載=2.0×0.5×（8.4-0.6）×5/8×2.7+2.0×0.5×（8.4-0.6）×5/8×6.9=13.1625+33.6375=46.8kN標(biāo)準(zhǔn)層柱：標(biāo)準(zhǔn)層柱恒載=墻自重+梁自重+板傳荷載=10.848×（8.4-0.6）+5.33×（8.4-0.6）+4.5×0.5×6.9×5/8×（8.4-0.6）+4.5×0.5×2.7×5/8×（8.4-0.6）=231.4884kN=2.5×0.5×（8.4-0.6）×5/8×2.7+2.0×0.5×（8.4-0.6）×5/8×6.9=16.453+33.6375=50.091kN基礎(chǔ)頂面荷載=底層內(nèi)縱墻自重+基礎(chǔ)梁自重=10.848×（8.4-0.6）+2.5×（8.4-0.6）=104.1144kN正常情況下無(wú)法做到受力點(diǎn)在結(jié)構(gòu)形心處，因此柱的豎向荷載對(duì)柱存在偏心?？蚣艿呢Q向荷載及偏心距如圖4所示。圖4橫梁線剛度的計(jì)算橫梁線剛度的計(jì)算結(jié)果見(jiàn)表1表1橫梁線剛度類別AB跨、CD跨類別BC跨、次梁縱梁線剛度的計(jì)算縱梁線剛度的計(jì)算結(jié)果見(jiàn)表2。表2縱梁線剛度類別全部跨柱線剛度的計(jì)算柱線剛度的計(jì)算結(jié)果見(jiàn)表3。表3柱線剛度層次13取ABCD跨梁的相對(duì)線剛度為1.0AB跨BC跨CD跨1層柱2-3層柱1.00.931.00.942.41框架梁柱的相對(duì)線剛度如圖4，作為計(jì)算各節(jié)點(diǎn)桿端彎矩分配系數(shù)的依據(jù)。豎向荷載作用框架內(nèi)力計(jì)算豎向荷載作用下的內(nèi)力采用有分層法，彎矩二次分配法和迭代法。這里豎向荷載作用下的內(nèi)力計(jì)算采用分層法?？蚣軝M梁均布恒荷載、活荷載可從前面荷載計(jì)算中查得。具體數(shù)值見(jiàn)圖5。其中框架柱的相對(duì)線剛度除底層柱之外其余各層乘以0.9。圖5橫向框架荷載作用圖圖6豎向恒載引起的偏心圖7豎向活載引起的偏心彎矩梁柱端的彎矩計(jì)算梁端固定彎矩計(jì)算：恒載：屋面：樓面：活載：屋面：樓面：分層法計(jì)算見(jiàn)圖8、9、10、11圖8頂層彎矩分配及彎矩圖圖9二-一層彎矩分配及彎矩圖圖10底層彎矩分配及彎矩圖圖11豎向均布恒載作用下的框架彎矩圖豎向均布活荷載作用下的框架內(nèi)力計(jì)算方法同上，結(jié)果見(jiàn)圖12、13、14、15。圖12頂層彎矩分配及彎矩圖圖13二-一層彎矩分配及彎矩圖圖14底層彎矩分配及彎矩圖圖15活荷載作用下的彎矩圖梁端剪力和軸力計(jì)算梁端剪力柱軸力具體計(jì)算結(jié)果見(jiàn)表4,5,6,7,8,9。表4恒載作用下AB梁端剪力計(jì)算層號(hào)328.6176.998.7297.0291.709105.749237.6966.9130.0515.11124.941135.161137.6966.9130.0515.39124.661135.441表5恒載作用下BC梁端剪力計(jì)算層號(hào)312.9162.717.437017.43717.437219.7942.726.722026.72226.722119.7942.726.722026.72226.722表6活載作用下AB梁端剪力計(jì)算層號(hào)38.6256.929.7561.6528.10631.40628.6256.929.7560.9328.82630.68618.6256.929.7560.9228.83630.676表7活載作用下BC梁端剪力計(jì)算層號(hào)33.3752．74.5604.564.5624.2192．75.7005.705.7014.2192．75.7005.705.70表8恒載作用下的剪力和軸力層次總剪力柱軸力AB跨BC跨A柱B柱391.709105.74917.437276.177308.577294.6327.02124.941135.16126.722611.658644.058693.651726.0511124.661135.44126.722768.719801.119861.492893.892表9活載作用下的剪力和軸力層次總剪力柱軸力AB跨BC跨A柱B柱328.10631.4064.5661.74672.206228.82630.6865.70124.212152.983128.82630.6865.70186.678233.76風(fēng)荷載的計(jì)算基本風(fēng)壓為風(fēng)荷載值計(jì)算：離地高度（m）A11.251.0351.01.30.4530.2418.317.651.01.01.30.4530.2417.694.051.01.01.30.4534.0219.90圖16風(fēng)荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖圖17風(fēng)荷載作用下彎矩圖圖18風(fēng)荷載作用下剪力圖內(nèi)力組合荷載組合時(shí)主要考慮三種荷載組合形式：恒荷載+活荷載、恒荷載+活荷載、。見(jiàn)表：荷載類型內(nèi)力組合位內(nèi)置力1.2①+1.4②1.35①+1.0②1.2①+0.9(1.4②+1.4③)恒①活②風(fēng)③AM-60.666-19.359-5.652-99.9018-101.2581-104.31306V91.70928.1061.57149.3992151.91315147.44256B左M-109.073-32.297-5.22-176.1034-179.54555-178.15902V-105.749-31.4066.01-170.8672-174.16715-158.89776B右M-45.943-14.869-5.6-75.9482-76.89205-80.92254V17.4374.56-6.0127.308428.0999519.0974跨中85.4425.50138.228140.844134.658-34.17-9.930-54.906-56.0595-53.5158000AM-92.306-24.982-16.79-145.742-149.5951-163.39992V124.94128.826-6.18190.2856197.49635178.46316B左M-125.049-33.935-16.03-197.5678-202.75115-213.0147V-135.161-30.68611.68-205.1536-213.15335-186.14076B右M-39.134-11.317-16.03-62.8046-64.1479-81.41802V26.7225.7-11.6840.046441.774724.5316跨中125.04922.320181.3068191.13615178.182-21.1-5.170-32.558-33.655-31.8342000AM-90.472-24.854-24.72-143.362-146.9912-171.02964V124.66128.82610.06189.9496197.11835198.58956B左M-124.966-32.734-24.23-195.7868-201.4381-221.73384V-135.441-30.686-17.83-205.4898-213.53-223.66B右M-41.354-11.623-21.08-65.897-67.4509-90.83058V26.7225.717.8340.046441.774761.7142跨中124.96622.540181.5152191.2441178.3596-23.32-5.470-35.642-36.952-34.8762層次荷載類型內(nèi)力組合位置內(nèi)力1.2①+1.4②1.35①+1.0②1.2①+0.9(1.4②+1.4③)恒①活②風(fēng)③A柱M79.01924.0835.652128.54130.76132.29上N276.17761.7463.14417.86434.58413.173A柱M-75.283-20.626-5.652-119.22-122.26-123.45下N308.57761.7463.14456.74478.32452.05B柱M-73.59-20.266-5.22-116.68-119.61-120.42上N294.672.2066.04454.61469.92452.11B柱M52.42314.1815.2282.7684.9587.35下N32772.2066.04493.49513.66490.99A柱M56.54215.79411.1489.9692.13101.79上N611.658124.2126.18907.89949.95898.282A柱M-70.303-13.559-11.14-103.35-108.47-115.48下N644.058124.2126.18946.77993.69937.16B柱M-64.108-15.914-21.24-99.21-102.46-123.74上N693.651152.98311.681046.561089.411039.86B柱M46.90612.10521.2473.2375.4398.30下N726.051152.98311.681085.441133.151078.74A柱M32.4729.62813.5852.4553.4768.21上N768.719186.67810.061183.811224.451170.351A柱M-10.824-3.209-27.16-17.48-17.82-51.25下N801.12186.67810.061222.691268.191209.23B柱M-54.883-11.623-24.07-82.13-85.72-110.83上N861.492233.7617.831361.051396.771350.79B柱M18.2944.48748.1428.2329.1888.26下N893.892233.7617.831399.931440.511389.67截面設(shè)計(jì)根據(jù)橫粱控制截面內(nèi)力設(shè)計(jì)值，利用受彎構(gòu)件正截面承載力和斜截面承載力計(jì)算公式，算出所需縱筋及箍筋并進(jìn)行配筋。基本數(shù)據(jù)：混凝土C30fc=14.3N/mm2HRB335fy=300N/mm2HRB400fy=360N/mm2HRB300fy=270N/mm25.1框架梁的配筋計(jì)算（僅以一層梁為例）正截面受彎承載力計(jì)算梁AB一層：跨中彎矩下部實(shí)配4B16,同時(shí)梁AB和梁BC各截面受彎承載力配筋計(jì)算見(jiàn)表25.表10一層框架梁正截面強(qiáng)度計(jì)算截面AAB跨B左B右BC跨-171.02191.244-221.73-90.83-34.88-128.265143.433-166.30-68.123-26.160.0680.0780.0880.0730.0280.0700.0810.0920.0750.028665.67770.27877505.36262.6624配筋4B164B163B204B144B14實(shí)配面積804804942615615%0.4%0.4%0.47%0.44%0.44%表11二層框架梁正截面強(qiáng)度計(jì)算截面AAB跨B左B右BC跨-163.40191.136-213.014-81.418-31.8342-122.55143.352-159.76-61.0635-26.160.0650.0760.08420.06580.0260.06730.07910.0880.06810.0263639.629751.25836.8452.83175.546配筋4B164B163B204B144B14實(shí)配面積804804942615615%0.4%0.4%0.47%0.44%0.44%表12三層框架梁正截面強(qiáng)度計(jì)算截面AAB跨B左B右BC跨-104.313140.844-179.546-80.92-56.0595-78.234105.633-134.673-68.123-42.0450.04120.0560.0710.0650.0450.0420.0580.0740.0670.046393.99544.09694.1792445.52305.877配筋4B144B143B144B144B14實(shí)配面積615615615615615%0.44%0.44%0.44%0.44%0.44%截面受彎承載力計(jì)算以支座A(一層)為例 滿足要求僅需要按構(gòu)造配筋采用雙肢箍筋Φ8@250框架梁斜截面受剪承載力配筋計(jì)算見(jiàn)表13表13一層框架梁斜截面強(qiáng)度計(jì)算截面支座A支座B左支座B右198.59-152.15961.7142168.802-135.2952.457713.2713.2713.2199.7199.7199.7箍筋Φ8@250Φ8@250Φ8@2500.134%0.134%0.134%0.127%0.127%0.127%表14二層框架梁斜截面強(qiáng)度計(jì)算截面支座A支座B左支座B右197.49-213.1541.77167.87181.1735.5713.2713.2713.2199.7199.7199.7箍筋Φ8@250Φ8@250Φ8@2500.134%0.134%0.134%0.127%0.127%0.127%表15三層框架梁斜截面強(qiáng)度計(jì)算截面支座A支座B左支座B右151.91-174.1728.1129.12148.0423.855713.2713.2713.2199.7199.7199.7箍筋A(yù)8@250A8@250A8@2500.134%0.134%0.134%0.127%0.127%0.127%5.2框架柱配筋計(jì)算軸壓比驗(yàn)算(B軸柱)底層柱：軸壓比，則滿足要求（1）正截面受彎承載力計(jì)算采用對(duì)稱配筋最不利組合因?yàn)?，所以是大偏心則配2C14,2C16（2）軸心受壓計(jì)算,查表滿足（3）斜截面受剪承載力計(jì)算最不利組合因?yàn)榧艨绫?按照構(gòu)造要求配置鋼筋，采用雙肢箍筋Φ8@250表16柱的配筋圖柱號(hào)層次MNkN適配總配筋率箍筋配筋率A3122.26478.325007102C14,2C160.28%A8@1500.135%2108.47993.695007102C14,2C160.28%A8@1500.135%117.821268.195007102C14,2C160.28%A8@1500.135%B384.96469.925007102C14,2C160.28%A8@1500.135%275.431133.155007102C14,2C160.28%A8@1500.135%119.181440.515007102C14,2C160.2