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'中学教学楼设计计算书毕业设计)目录摘要…………………………………………………………………………………………11建筑设计…………………………………………………………2结构设计概况………………………………………………………3建筑介绍、建筑地点、建筑类型、门窗使用、地质条件……………………………3梁、柱截面尺寸的初步确定…………………………………………………4框架结构的计算简图…………………………………………………………53楼板设计………………………………………………………5屋面和楼面板的荷载计算…………………………………………………5楼板计算…………………………………………………………………………10次梁计算………………………………………………………26荷载计算…………………………………………………………………………26次梁计算…………………………………………………………………………27截面设计…………………………………………………………………………285竖向荷载作用下框架结构的内力计算…………………29计算单元的选择确定……………………………………………………………29横梁、纵梁、柱线刚度的计算…………………………………………………30恒载荷载计算……………………………………………………………………32恒载内力计算……………………………………………………………………37活载荷载计算……………………………………………………………………48活载内力计算……………………………………………………………………52梁、柱内力计算…………………………………………………………………636横向水平荷载作用下框架结构的内力计算……………73-98-
风荷载作用楼层剪力的计算……………………………………………………73梁、柱线刚度计算………………………………………………………………74框架柱的侧移刚度D值计算……………………………………………………75风荷载作用下框架内力计算……………………………………………………77水平地震荷载作用下内力计算……………………………………………………827横向框架内力组合……………………………………………85恒载作用下内力组合……………………………………………………………85活载作用下内力组合……………………………………………………………88风载作用下内力组合…………………………………………………………90水平地震荷载作用下内组合……………………………………………………918截面设计………………………………………………………93框架梁设计………………………………………………………………………93框架柱设计………………………………………………………………………98裂缝验算…………………………………………………………………………1059基础设计…………………………………………………………111设计参数…………………………………………………………………………111柱下独基设计……………………………………………………………………11210楼梯设计…………………………………………………………117楼梯板计算………………………………………………………………………117平台板计算………………………………………………………………………119平台梁计算………………………………………………………………………120参考文献……………………………………………………………………122致谢……………………………………………………………………123-98-
某中学教学楼结构设计计算书[摘要]本设计主要进行了结构方案中横向框架A,B,C,D轴框架的设计。在确定框架布局之后,先计算了恒载,活载,风载的等效荷载以及各杆端的内力,然后用分层法进行内力分配,然后各层叠加,进而求出在水平荷载作用下的结构内力(弯矩、剪力、轴力)。接着内力组合找出最不利的一组或几组内力组合。选取最安全的结果计算配筋并绘图。还进行地基设计。此外还进行了结构方案中的楼梯的设计。完成了平台板,梯段板,平台梁等构件的内力和配筋计算及施工图绘制。关键词:教学楼,框架,结构设计,内力组合Asecondaryschool-teachingbuildingstructuraldesigncalculationsThepurposeofthedesignistodotheanti-seismicdesigninthelongitudinalframesofaxisA,B,C,D,E,F.Whenthedirectionsoftheframesisdetermined,firstlytheweightofeachflooriscalculated.Thenthevibratecycleiscalculatedbyutilizingthepeak-displacementmethod,thenmakingtheamountofthehorizontalseismicforcecanbegotbywayofthebottom-shearforcemethod.Theseismicforcecanbeassignedaccordingtotheshearingstiffnessoftheframesofthedifferentaxis.Thentheinternalforceinthestructureunderthehorizontalloadscanbeeasilycalculated.Afterthedeterminationoftheinternalforceunderthedeadandliveloads,thecombinationofinternalforcecanbemadebyusingtheExcelsoftware,whosepurposeistofindoneorseveralsetsofthemostadverseinternalforceofthewalllimbsandthecoterminousgirders,whichwillbethebasisofprotractingthereinforcingdrawingsofthecomponents.Thedesignofthestairsisalsobeapproachedbycalculatingtheinternalforceandreinforcingsuchcomponentsaslandingslab,stepboardandlandinggirderwhoseshopdrawingsarecompletedintheend-98-
.Keywords:frames,structuraldesign,Combineinsidethedint1.建筑设计1.2采光、通风、防火设计1.2.1.采光、通风设计在设计中选择合适的门窗位置,取得良好的效果以便于通风。1.2.2.防火设计本工程耐火等级为二级,建筑的内部装修、陈设均应做到难燃化,以减少火灾的发生及降低蔓延速度,公共安全出口设有两个,可以方便人员疏散。在疏散门处应设有明显的标志。各层均应设有手动、自动报警器及高压灭火水枪。1.2.3建筑细部设计1、建筑热工设计应做到因地制宜,保证室内基本的热环境要求,发挥投资的经济效益。2、建筑体型设计应有利于减少空调与采暖的冷热负荷,做好建筑围护结构的保温和隔热,以利节能。3、采暖地区的保温隔热标准应符合现行的《民用建筑节能设计标准》的规定。4、室内应尽量利用天然采光。5、为满足防火和安全疏散要求,设有两部楼梯。1.2.4方案构思设计采用目前国内通用的钢筋混凝土结构。本设计充分考虑到总体规划提出的要求、建筑高度、抗震设防烈度和周围环境的关系,确定本结构的建筑平面布置简单、规则、对称、长宽比不大,对抗震有利,结构具有良好的整体性;同时考虑到结构不同使用功能的需求,建筑平面布置较为灵活,可以自由分割空间,选用框架结构;立面注意对比与呼应、节奏与韵律,体现建筑物质功能与精神功能的双重特性。-98-
1.2.5设计过程建筑设计根据建筑用地条件和建筑使用功能、周边城市环境特点,首先设计建筑平面,包括建筑平面选择、平面柱网布置、平面交通组织及平面功能设计;其次进行立面造型、剖面设计;最后设计楼梯和卫生间。本设计满足建筑单位的使用要求,技术措施合理,同时,通风、采光、消防等技术指标均满足相应的规范和规定。2.结构设计概况:2.1.建设项目名称:某中学教学楼2.2建筑地点:抗震设防7度区2.3设计资料:2.3.1.地质水文资料:本建筑场地为II级阶地地貌,勘探深度内自然地面以下土层依次为:新近堆积黄土层,承载力特征值fak=100kpa,厚度2m左右;砂、砾石层,承载力特征值fak=160kpa,层厚3~5m左右;卵石层,承载力特征值fak=230kpa。本场地内无不良环境地质条件,地下水位深6m,地下水对混凝土不产生腐蚀性。2.3.2抗震设防要求:七度乙级设防2.3.3底层室内主要地坪标高为±0.000。2.4.主要构件材料及尺寸估算2.4.1.主要构件材料框架梁、板、柱采用现浇钢筋混凝土构3件,墙体采用混凝土空心砌块,混凝土强度:梁、板、柱均采用C30混凝土,钢筋使用HPB235,HRB335二种钢筋。2.4.2.框架梁:横向框架梁,最大跨度L=6.6m,h=(1/8~1/12)L=825mm~550mm,取h=600mmb=(1/2~1/3)h=412mm~185mm,取b=300mm-98-
纵向框架梁,最大跨度L=6.6m,h=(1/12~1/13)L=825mm~550mm,取h=600mmb=(1/2~1/3)h=330mm~220mm,取b=300mm次梁取200X5502.4.3.框架柱:抗震等级二级的框架结构轴压比μ=0.85,边柱和中柱的负荷面积分别是6.6m×3.3m和6.6m×4.65m。边柱中柱所以边柱取500mm×500mm,中柱取600mm×600mm。框架结构计算简图-98-
3.楼板设计3.1屋面和楼面板的荷载计算屋面和楼面板的荷载取自《建筑荷载规范》(GB50009—2001)。教室采用磨光大理石地面名称做法厚度(mm)容重(KN/m3)重量KN(m2)白色磨光大理石楼面白水泥大理石面砖20250.51:3水泥砂浆找平25200.5纯水泥浆一道2200.04钢筋混凝土楼板100252.5板底20厚粉刷抹平20170.34楼面静载3.88楼面活载2根据《混凝土结构设计规范》(GB50010—2002),楼板长边l02与短边l01之比小于2时,宜按双向板计算。楼板长边l02与短边l01之比大于2,但小于3.0时,宜按双向板计算,当按沿短边受力的单向板计算时,应沿长边方向布置足够的构造钢筋。根据本工程的实际尺寸,楼板全为双向板,楼板按照弹性方法进行计算。多跨连续双向板跨中最大正弯矩:为了求得连续双向板跨中最大正弯矩,荷载分布情况可以分解为满布荷载g+q/2及间隔布置q/2两种情况,前一种情况可近似认为各区格板都固定支承在中间支承上,对于后一种情况可近似认为在中间支承处都是简支的。沿楼盖周边则根据实际支承情况确定。分别求得各区格板的弯矩,然后叠加得到各区格板的跨中最大弯矩。多跨连续双向板支座最大负弯矩:支座最大负弯矩可按满布活荷载时求得。-98-
连续双向板的计算图示标准层楼板区格-98-
3.1.1板C基本资料:1、边界条件(左端/下端/右端/上端):铰支/固定/固定/铰支/2、荷载:永久荷载标准值:g=3.88kN/M2可变荷载标准值:q=2.00kN/M2计算跨度 Lx=3200mm ;计算跨度 Ly=6500mm板厚 H=100mm;砼强度等级:C30;钢筋强度等级:HPB2353、计算方法:弹性算法。4、泊松比:μ=1/5.计算结果:平行于Lx方向的跨中弯矩MxMx=(0.0559+0.0079/5)×(1.20×3.88+1.40×1.0)×3.22=3.56kN·M考虑活载不利布置跨中X向应增加的弯矩:Mxa=(0.0965+0.0174/5)×(1.4×1.0)×3.22=1.4kN·MMx=3.56+1.4=4.96kN·MAsx=303.7mm2,实配Ø8@150(As=335mm2)ρmin=0.215%,ρ=0.335%平行于Ly方向的跨中弯矩My-98-
My=(0.0079+0.0559/5)×(1.20×3.88+1.40×1.0)×3.22=1.18kN·M考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.0174+0.0965/5)×(1.4×1.0)×3.22=0.53kN·MMy=1.18+0.53=1.71kN·Mρmin=0.215%,ρ=0.42%3.1.2板D基本资料:1、边界条件(左端/下端/右端/上端):固定/固定固定/铰支/2、荷载:永久荷载标准值:g=3.88kN/M2可变荷载标准值:q=2.00kN/M2计算跨度 Lx=3300mm ;计算跨度 Ly=6600mm板厚 H=100mm;砼强度等级:C30;钢筋强度等级:HPB2353、计算方法:弹性算法。4、泊松比:μ=1/5.计算结果:平行于Lx方向的跨中弯矩MxMx=(0.0408+0.0028/5)×(1.20×3.88+1.40×1.0)×3.32=2.98N·M考虑活载不利布置跨中X向应增加的弯矩:-98-
Mxa=(0.0965+0.0174/5)×(1.4×1.0)×3.32=1.52kN·MMx=2.98+1.52=4.5kN·M3.1.3板A(卫生间)基本资料:1、边界条件(左端/下端/右端/上端):铰支/固定/固定/铰支2、荷载:永久荷载标准值:g=3.59kN/M2可变荷载标准值:q=2.50kN/M2计算跨度 Lx=3300mm ;计算跨度 Ly=6600mm板厚 H=80mm;砼强度等级:C30;钢筋强度等级:HPB2353、计算方法:弹性算法。4、泊松比:μ=1/5.计算结果:平行于Lx方向的跨中弯矩MxMx=(0.0559+0.0079/5)×(1.20×3.59+1.40×1.25)×3.22=3.57kN·M考虑活载不利布置跨中X向应增加的弯矩:Mxa=(0.0965+0.0174/5)×(1.4×1.25)×3.22=1.75kN·MMx=3.57+1.75=5.31kN·MAsx=445.7mm2,实配Ø8@100(As=503mm2)-98-
ρmin=0.215%,ρ=0.63%平行于Ly方向的跨中弯矩MyMy=(0.0079+0.0559/5)×(1.20×3.56+1.40×1.25)×3.22=1.18kN·M考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.0174+0.0965/5)×(1.4×1.25)×3.22=0.663kN·MMy=1.18+0.663=1.843kN·MAsy=148.9mm2,实配Ø8@200(As=252mm2)ρmin=0.215%,ρ=0.252%沿Lx方向的支座弯矩Mx"Mx"=0.1179×(1.20×3.56+1.40×2.5)×3.22=9.38N·MAsx"=579mm2,实配Ø8@80(As=623mm2)ρmin=0.215%,ρ=0.623%沿Ly方向的支座弯矩My"My"=0.0786×(1.20×3.56+1.40×2.5)×3.22=6.26kN·MAsy"=531mm2,实配Ø8@100(As=558mm2)ρmin=0.215%,ρ=0.558%3.1.4板B(卫生间)基本资料:1、边界条件(左端/下端/右端/上端):铰支/固定/固定/固定-98-
2、荷载:永久荷载标准值:g=3.59kN/M2可变荷载标准值:q=2.50kN/M2计算跨度 Lx=3300mm ;计算跨度 Ly=6600mm板厚 H=80mm;砼强度等级:C30;钢筋强度等级:HPB235板厚 H=100mm;砼强度等级:C30;钢筋强度等级:HPB2353、计算方法:弹性算法。4、泊松比:μ=1/5.平行于Lx方向的跨中弯矩MxMx=(0.0225+0.0255/5)×(1.20×3.88+1.40×1.25)×2.72=1.29KN·M考虑活载不利布置跨中X向应增加的弯矩:Mxa=(0.0368+0.368/5)×(1.4×1.25)×2.72=1.41kN·MMx=1.29+1.41=2.7kN·MAsx=163.2mm2,实配Ø8@200(As=252mm2)ρmin=0.215%,ρ=0.252%平行于Ly方向的跨中弯矩MyMy=(0.0255+0.0225/5)×(1.20×3.88+1.40×1.25)×2.72=1.41kN·M考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.0368+0.0368/5)×(1.4×1.25)×2.72=0.56kN·MMy=1.4+0.56=1.96kN·MAsy=117.94mm2,实配Ø8@200(As=252.mm2)ρmin=0.215%,ρ=0.252%沿Lx方向的支座弯矩Mx"Mx"=0.0683×(1.20×3.88+1.40×2.5)×2.72=3.8kN·M-98-
Asx"=231mm2,实配Ø8@200(As=252mm2)ρmin=0.215%,ρ=0.252%沿Ly方向的支座弯矩My"My"=0.0711×(1.20×3.88+1.40×2.5)×2.72=4.3kN·MAsy"=262.3mm2,实配Ø8@180(As=280mm2)ρmin=0.215%,ρ=0.28%3.1.6板FMxa=(0.0965+0.0174/5)×(1.4×1.0)×3.22=0.5kN·MMx=3.75+0.5=4.25kN·MAsx=259.2mm2,实配Ø8@180(As=280mm2)ρmin=0.215%,ρ=0.28%平行于Ly方向的跨中弯矩MyMy=(0.0079+0.0559/5)×(1.20×4.9+1.40×0.35)×3.22=1.25kN·M考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.0174+0.0965/5)×(1.4×1.0)×3.22=0.18kN·MMy=1.25+0.18=1.43kN·MAsy=85.8mm2,实配Ø8@200(As=252mm2)ρmin=0.215%,ρ=0.252%沿Lx方向的支座弯矩Mx"-98-
Mx"=0.1179×(1.20×4.9+1.40×0.7)×3.22=8.3kN·MAsx"=518.7mm2,实配Ø8@80(As=623mm2)ρmin=0.215%,ρ=0.623%沿Ly方向的支座弯矩My"My"=0.0786×(1.20×4.9+1.40×0.7)×3.22=5.53kN·MAsy"=335mm2,实配Ø8@120(As=420mm2)3.2.2板D基本资料:1、边界条件(左端/下端/右端/上端):固定/固定固定/铰支/2、荷载:永久荷载标准值:g=4.9kN/M2,可变荷载标准值:q=0.7kN/M2计算跨度 Lx=3300mm ;计算跨度 Ly=6600mm板厚 H=100mm;砼强度等级:C30;钢筋强度等级:HPB2353、计算方法:弹性算法。4、泊松比:μ=1/5.计算结果:平行于Lx方向的跨中弯矩MxMx=(0.0408+0.0028/5)×(1.20×4.9+1.40×0.35)×3.32=2.87N·M考虑活载不利布置跨中X向应增加的弯矩:Mxa=(0.0965+0.0174/5)×(1.4×0.35)×3.32=0.53kN·M-98-
Mx=2.87+0.53=3.4kN·MAsx=206.3mm2,实配Ø8@200(As=252mm2)ρmin=0.215%,ρ=0.252%平行于Ly方向的跨中弯矩MyMy=(0.0028+0.0408/5)×(1.20×4.9+1.40×0.35)×3.32=0.76kN·M考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.0174+0.0965/5)×(1.4×0.35)×3.32=0.2kN·MMy=0.72+0.2=0.92kN·MAsy=55mm2,实配Ø8@200(As=252.mm2)ρmin=0.215%,ρ=0.252%沿Lx方向的支座弯矩Mx"Mx"=0.0836×(1.20×4.9+1.40×0.7)×3.32=6.25kN·MAsx"=385mm2,实配Ø8@120(As=420mm2)ρmin=0.215%,ρ=0.420%沿Ly方向的支座弯矩My"My"=0.0569×(1.20×4.9+1.40×0.7)×3.32=4.25kN·MAsy"=259.1mm2,实配Ø8@180(As=280mm2)ρmin=0.215%,ρ=0.280%4.1.2.弯矩计算边跨-98-
Ma=-1/16(g+q)L012=40.78×6.62/16=-111KN·MM1=1/14(g+q)L012=40.78×6.62/14=126.9KN·MMb=-1/11(g+q)L012=-40.78×6.62/11=-161.5KN·M中间跨Mb=-1/11(g+q)L022=-40.78×2.72/11=-27KN·MM2=1/16(g+q)L022=40.78×2.72/16=18.6KN·MMc=-1/14(g+q)L022=-40.78×2.72/11=-21.3KN·M边跨Vcl=0.55(g+q)L02=0.55×40.78×2.7=60.6KN第三跨Vcr=0.6(g+q)L05=0.6×40.78×6.6=161.5KNVd=0.45(g+q)L05=0.45×40.78×6.6=121.2KN4.1.4截面设计AB跨跨中配筋:C30混凝土,fc=14.3N/mm,HRB335,fy=300N/mm,纵筋合力点至近边边缘的距离as=35mm ;M=126.9KN·Mb×h=200×550mm,ho=h-as=550-35=515mmξb=0.550ξ=0.184≤ξb=0.550As=α1xξ×f×b×ho/fy=1×14.3×200×515x0.184/300=903.4mm2ρ=As/(b×ho)=903.4/(200×515)=0.88%>0.20%选配3Ф20(As=940mm2)-98-
AB跨支座配筋计算:4.1.5斜截面受剪承载力计算:设计参数:混凝土强度等级C30,fc=14.3N/mm,ft=1.43N/mm,as=30mm ,钢筋等级HRB235箍筋抗拉强度设计值fyv=210N/mm,箍筋间距s=150mm剪力设计值V=161.5kN截面尺寸b×h=200×450mm,ho=h-as=450-30=420mm计算过程:0.7×ft×b×ho=0.7×1430×0.20×0.42=81.2kN<V=161.5kN当V>0.7×ft×b×ho、h≤300mm构造要求:箍筋最小直径Dmin=6mm,箍筋最大间距Smax=150mm最小配箍面积Asv,min=(0.24×ft/fyv)×b×s=82mm2当ho/b≤4时,V≤0.25×βc×fc×b×ho0.25×βc×fc×b×ho=0.25×1×14300×0.2×0.27=193.1kN≥V=112.66kN,满足要求。V≤0.7×ft×b×ho+1.25×fyv×Asv/s×hoAsv=(V-0.7×ft×b×ho)×s/(1.25×fyv×ho)=(112660-0.7×1430×0.2×0.27)×150/(1.25×210×270)=238mm沿梁全长配ø8@1505.竖向荷载作用下框架结构的内力计算5.1.1横向框架计算单元根据结构布置和荷载计算,对一榀横向中框架进行计算,如图所示。房间内直接传给该框架的楼面荷载如图中的阴影线所示。-98-
横向框架计算单元5.1.2梁、柱线刚度计算:横梁线刚度计算类别b×hIlEcI/l1.5EcI/l2EcI/l(m×m)() (m) () () () 边横梁0.3×0.60.00546.615.823.731.6中横梁0.3×0.60.00542.75.938.9411.9-98-
柱线刚度ic计算层次hb×hIEcI/l0.9EcI/l(m)(m×m)()() ()1—23.60.4×0.60.007214.412.960.5×0.50.005210.49.363—53.60.4×0.60.007218.516.650.5×0.50.005213.311.97走廊梁自重0.30×0.6×25=4.5kN/m走廊梁侧粉刷:2×(0.6-0.10)×0.02×17=0.34kN/m走廊横梁的梯形线荷载 合计:4.84kN/m走廊横梁的三角形线荷载 合计:10.48kN/m荷载计算:集中荷载次梁传来的集中荷载:屋面:板传来的恒载:4.9×6.6=32.34kN/m次梁自重:0.25×(0.55-0.12)×25=2.7kN/m次梁粉刷:0.02×(0.55-0.12)×2×17=0.3kN/m6.6×32.34×0.5+2.7×3.3+0.3×3.3=116.6KN楼面:板传来的恒载:3.88×6.6=25.61kN/m次梁自重:0.25×(0.55-0.12)×25=2.7kN/m次梁粉刷:0.02×(0.55-0.12)×2×17=0.3kN/m-98-
6.6×25.61×0.5+2.7×3.3+0.3×3.3=94.41KN屋面框架节点集中荷载:边柱联系梁自重:0.3×0.6×6.6×25=29.7KN粉刷:0.02×(0.6-0.12)×2×6.6×17=2.1KN女儿墙恒载:0.24×0.9×19=4.1kN/m女儿墙上抹灰荷载:0.9×0.02×2×17=0.06kN/m边柱联系梁传来屋面荷载:0.5×3.3×6.6/2×4.9=28.68KN顶层边节点集中荷载 合计:64.64KN中柱联系梁自重:0.3×0.6×6.6×25=29.7KN粉刷:0.02×(0.6-0.12)×2×6.6×17=2.15KN联系梁传来的屋面板荷载:0.5×6.6×2.7/2×4.9=21.8KN0.5×6.6×3.3/2×4.9=26.7KN顶层中节点集中荷载 合计:80.4KN楼面框架节点集中荷载:边柱联系梁自重:0.3×0.6×6.6×25=29.7KN粉刷:0.02×(0.6-0.12)×2×6.6×17=2.15KN塑钢窗: 5KN窗下墙体自重:0.3×1.2×6.6×9.6=22.8KN窗下墙体粉刷自重:2×0.02×1.2×6.6×17=5.4KN框架柱自重:0.5×0.5×3.6×25=22.5KN框架柱粉刷自重:(0.5+0.5)×2×0.02×3.6×17=2.5KN5.1.5楼面层梁上作用的恒载-98-
在上图中,gk1、gk1′分别代表横梁自重,是均布荷载形式;gk2和gk2′分别代表房间和走廊传给横梁的两个三角形荷载和三角形荷载,gk代表跨中次梁集中荷载。gk1=14.83kN/m gk2=25.61kN/mgk1′=4.83kN/mgk2′=10.48kN/mgk2、gk2′代表房间和走廊传给横梁的梯形、三角形荷载和跨中集中荷载,需要将其转化为等效均布荷载。三角形荷载梯形荷载横向框架恒荷载:楼面板:23+6.55=29.55kN/m(8.1m跨)6.08+3.2=9.28kN/m(2.7m跨)5.1.6恒载内力计算-98-
分层法的计算要点:作用在某一层的框架梁上的竖向荷载只对本楼层的梁和与本层梁相连的框架柱产生弯矩和剪力,而对其他层框架和隔层的框架柱都不产生弯矩和剪力。除底层以外的其它各层柱的线刚度均乘折减系数0.9。除底层以外的其它各层柱的弯矩传递系数取1/3。 0.6550.6380.120 37.850.345 0.242 -179.00179.00-7.2848.7092.4546.23 -69.52-139.05-52.74-26.1526.1523.9945.5422.77 -14.53-5.51-2.732.7372.68-110.5394.42-58.25-36.1728.89 24.23-19.42-98-
顶层弯矩分配(单位KN·M) 28.79 -20.536.53 -1.2022.26-19.32 86.38-61.5919.60-3.6166.78-57.97 0.1950.2570.4860.5130.097 -20.100.257 0.195 -239.75239.75-5.6066.78126.2963.14-98-
-76.26-152.51-57.97-28.8428.8419.6037.0618.53-9.51-3.61-1.801.8086.38-152.66159.41-61.59-36.2330.63 28.79-20.53标准层弯矩分配(单位KN·M) 30.05 -21.307.01 -1.3323.04-19.98 90.16-63.9121.04-3.9969.12-59.93 0.2000.2660.5040.5280.098 -98-
-20.100.230 0.174 -239.75239.75-5.6059.77130.9665.48 -79.10-158.21-52.14-29.3629.3618.1939.8719.93-10.53-3.47-1.951.9577.96-148.02156.44-55.60-36.9231.32 25.99-18.53底层弯矩分配(单位KN·M)节点弯矩二次调整:节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 0.6550.6380.120 0.345 0.242 -98-
28.79-18.8613.10-20.532.46 -9.93-110.5394.424.97-36.1772.68 -58.25 91.54-129.39107.52-73.81-33.71 第四层框架边柱节点,上层和下层框架传来弯矩分别是24.23kN·m,28.79kN·m。节点各构件分配到的弯矩分别为:第四层框架中柱节点,上层和下层框架传来弯矩分别是-19.42kN·m、-20.53kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图-98-
24.23 -19.42-13.637.7986.38 -61.5996.98-73.22 0.1950.2570.4860.5130.097 0.257 0.195 28.79-25.7720.49-20.533.88 -13.63-152.66159.417.79-36.2386.38 -61.59 101.54-178.43179.90-74.33-32.35 -98-
第四层二次弯矩分配(单位KN·M)第三层框架边柱节点,上层和下层框架传来弯矩分别是28.79kN·m,28.79kN·m。节点各构件分配到的弯矩分别为:第三层框架中柱节点,上层和下层框架传来弯矩分别是-20.53kN·m、-20.53kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 28.79 -20.53-14.808.0186.38 -61.59100.37-74.11 0.195-98-
0.2570.4860.5130.097 0.257 0.195 28.78-27.9821.06-20.533.98 -14.80-152.66159.418.01-36.2386.38 -61.59 100.36-180.64180.47-74.11-32.25 三层二次弯矩分配(单位KN·M)第二层框架边柱节点,上层和下层框架传来弯矩分别是28.79kN·m,30.05kN·m。节点各构件分配到的弯矩分别为:第二层框架中柱节点,上层和下层框架传来弯矩分别是-20.53kN·m、-21.30-98-
kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 28.79 -20.53-15.128.1686.38 -61.59100.05-73.96 0.1950.2570.4860.5130.097 0.257 0.195 -98-
30.05-28.6021.46-21.304.06 -15.12-152.66159.418.16-36.2386.38 -61.59 101.31-181.26180.87-74.73-32.17 二层二次弯矩分配(单位KN·M)底层框架边柱节点,上层框架传来弯矩是28.79kN·m,。节点各构件分配到的弯矩分别为:底层框架中柱节点,上层框架传来弯矩是-20.53kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 -98-
28.79 -20.53-7.664.1190.16 -63.91111.29-80.33 0.2000.2660.5040.5280.098 0.230 0.174 -14.5110.842.01 -6.62-148.02156.443.57-36.9277.96 -55.60 71.34-162.53167.28-52.03-34.91 -98-
底层二次弯矩分配(单位KN·M)5.2活载荷载计算屋面活荷载:0.7kN/m²,(不上人屋面),楼面活荷载:2.5kN/m²,走廊:2.5kN/m²5.2.1荷载计算:线荷载屋面:屋面活载0.7kN/m2屋面板传来的活载:0.7×6.6=4.6kN/m 教室横梁的梯形线荷载合计:4.6kN/m走廊板传来的活载:0.7×2.7=1.89kN/m 走廊横梁的三角形线荷载 合计:1.89kN/m楼面:楼面活载2.5kN/m2楼面板传来的活载:2.5×6.6=16.5kN/m 教室横梁的梯形线荷载 合计:16.5kN/m走廊: 楼面活载2.5kN/m2走廊楼面传来的活载:2.5×2.7=7.29kN/m 走廊横梁的三角形线荷载 合计:7.29kN/m-98-
5.2.2荷载计算:次梁传来的集中荷载:屋面:板传来的活载:0.7×6.6=4.62kN/m6.6×3.3/2×0.7=7.6KN 次梁传来的集中荷载 合计:7.6KN楼面:板传来的活载:0.7×6.6=4.62kN/m3.3×6.6×0.7=15.24KN 次梁传来的集中荷载 合计:19.86KN屋面框架节点集中荷载边柱联系梁传来的屋面活载:0.5×6.6×0.7=2.31KN0.5×6.6×3.3/2×0.5=2.73KN顶层边节点集中荷载 合计:5.04KN5.3活载内力计算活载作用下节点分配系数同恒载作用下节点分配系数相同。 0.6550.6380.120 2.270.345 0.242 -12.8512.85-0.513.656.933.46-98-
-5.04-10.08-3.82-1.901.901.743.301.65-1.05-0.40-0.200.205.39-7.666.83-4.22-2.612.09 1.80-1.41顶层弯矩分配(单位KN·M) 6.15 -4.271.36 -0.254.79-4.02 18.44-12.824.08-0.7514.36-12.07 0.1950.257-98-
0.4860.5130.097 -4.780.257 0.195 -51.1051.10-2.7714.3627.1613.58 -15.88-31.76-12.07-6.016.014.087.723.86-1.98-0.75-0.370.3718.44-32.1034.80-12.82-9.156.38 6.15-4.27中间层弯矩分配(单位KN·M) 6.42 -4.441.46 -0.284.95-4.16 19.25-13.31-98-
4.38-0.8314.86-12.48 0.2000.2660.5040.5280.098 -4.780.230 0.174 -51.1051.10-2.7712.8528.1614.08 -16.48-32.95-10.86-6.126.123.798.304.15-2.19-0.72-0.410.4116.64-31.1134.19-11.58-9.296.52 5.55-3.86-98-
底层弯矩分配(单位KN·M)节点弯矩二次调整:同恒荷载作用下一样,在活荷载作用下也要对节点不平衡力矩再做一次弯矩分配,予以修正。顶层框架边柱节点,下层框架传来弯矩是6.15kN·m,。节点各构件分配到的弯矩分别为:顶层框架中柱节点,下层框架传来弯矩是-4.27kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 0.6550.6380.120 0.345 0.242 6.15-4.032.72-4.270.51 -2.12-7.666.831.03-2.61-98-
5.39 -4.22 9.42-11.699.55-7.46-2.10 顶层二次弯矩分配(单位KN·M)第四层框架边柱节点,上层和下层框架传来弯矩分别是1.80kN·m,6.15kN·m。节点各构件分配到的弯矩分别为:顶层框架中柱节点,上层和下层框架传来弯矩分别是-1.41kN·m、-4.27kN·m。节点各构件分配到的弯矩分别为:将分配到的不平衡弯矩与节点弯矩相加得到节点的平衡弯矩。见下图 1.80 -1.41-98-
-2.041.1118.44 -12.8218.20-13.12 0.1950.2570.4860.5130.097 0.257 0.195 6.15-3.862.91-4.270.55 -2.04-32.1034.801.11-9.1518.44 -12.82 22.55-35.9637.71-15.98-8.60 第四层二次弯矩分配(单位KN·M)5.4.竖向荷载作用下梁、柱内力计算梁端、柱端弯矩见弯矩图梁端剪力:-98-
梁端剪力示意图柱轴力:柱轴力示意图边柱(上):中柱(上):边柱(下):中柱(下):恒载作用下,根据公式。-98-
计算梁端剪力:恒载作用下梁端剪力序号梁端弯矩梁间恒载跨度梁端剪力边跨中跨边跨中跨边跨中跨边跨中跨MlMrMlMrqqLLVaVb左Vb右Vc左5129.39107.5233.7133.7132.7411.988.12.7135.31129.9116.1716.174178.43179.932.3532.3543.859.288.12.7177.41177.7712.5312.533180.64180.4732.2532.2543.859.288.12.7177.61177.5712.5312.532181.26180.8732.1731.443.859.288.12.7177.64177.5412.8112.811162.53167.2834.9134.9143.859.288.12.7177.01178.1812.5312.53恒载作用下柱轴力序号柱截面层高容重集中荷载边跨中跨边跨中跨A柱B柱b(M)h(M)b(M)h(M)H(M)γ(kn/m3)NNN顶N底N顶N底-98-
50.40.60.50.53.9258476219.46242.86222.2246.640.40.60.50.53.925115184535.27558.67620.664530.40.60.50.53.925115184851.28874.681019104320.40.60.50.53.9251151841167.31190.71417144110.40.60.50.55251151841482.71512.718161847活载作用下梁端剪力序号梁端弯矩梁间活载跨度梁端剪力边跨中跨边跨中跨边跨中跨边跨中跨MlMrMlMrqqLLVaVb左Vb右Vc左511.699.422.102.102.350.848.102.709.809.241.141.14435.9637.718.608.609.344.568.102.7037.6138.046.166.16338.0839.188.328.329.344.568.102.7037.6937.966.166.16238.2139.278.318.319.344.568.102.7037.7037.966.166.16-98-
134.2136.448.878.879.344.568.102.7037.5538.106.166.16活载作用下柱轴力序号集中荷载梁端剪力A柱B柱边跨中跨边跨中跨NNVaVb左VN顶N顶55.046.159.809.241.1414.8416.53413.6727.3437.6138.046.1666.1288.07313.6727.3437.6937.966.16117.48159.53213.6727.3437.7037.966.16168.85230.99113.6727.3437.5538.106.16220.07302.59梁跨中弯矩计算:各层梁的跨中弯矩见下表:竖向恒载作用下跨中弯矩计算(单位:kN·m)层次梁端弯矩跨度梁间恒载恒载作用下边跨中跨边跨中跨边跨中跨MlMrMlMrLLqqAB跨BC跨5129.39107.5233.7133.718.102.7032.7411.98150.05-22.79-98-
4178.43179.9032.3532.358.102.7043.859.28180.46-23.893180.64180.4732.2532.258.102.7043.859.28179.07-23.792181.26180.8732.1732.178.102.7043.859.28178.56-23.711162.53167.2834.9134.918.102.7043.859.28194.72-26.45竖向活载作用下跨中弯矩计算(单位:kN·m)层次梁端弯矩跨度梁间恒载活载作用下边跨中跨边跨中跨边跨中跨MlMrMlMrLLqqAB跨BC跨511.699.422.102.108.102.702.350.848.72-1.33435.9637.718.608.608.102.709.344.5639.76-4.44338.0839.188.328.328.102.709.344.5637.97-4.16238.2139.278.318.318.102.709.344.5637.86-4.15134.2136.448.878.878.102.709.344.5641.27-4.71恒荷载示意图-98-
活荷载示意图恒荷载作用下弯矩图活载作用下框架弯矩图(单位:kN·m)-98-
恒载作用下框架梁柱轴力图(单位:kN)-98-
6.横向荷载作用下框架结构的内力计算6.1风荷载作用楼层剪力的计算层次βzμsz(m)μzωoAPw51.01.320.61.260.4513.7710.1541.01.316.71.180.4521.0614.5031.01.312.81.080.4521.0613.28-98-
21.01.38.91.000.4521.0612.3211.01.35.01.000.4522.6813.276.2梁、柱线刚度计算横梁线刚度ib和柱线刚度ic计算分别见下表:梁、柱线刚度计算:横梁线刚度计算类别b×hIlEcI/l1.5EcI/l2EcI/l(m×m)()(m)()()()边横梁0.3×0.80.01288.115.823.731.6中横梁0.3×0.40.00162.75.938.9411.9柱线刚度ic计算层次hb×hIEcI/l(m)(m×m)()() 150.4×0.60.007214.40.5×0.50.005210.42—53.90.4×0.60.007218.50.5×0.50.005213.36.3框架柱的侧移刚度D值计算-98-
楼层计算简图Kα一般层i2i1i2K=i1+i2+i3+i4/2icα=K/(2+K)icici4i3i4底层K=i1+i2/icα=(0.5+K)/(2+K)i2i1i2icic-98-
框架柱侧移刚度D值层次线刚度层高边柱中柱∑D边梁边柱中梁中柱HKaDKaD531.618.511.913.33.91.7080.4616.723.2710.6216.5126.47431.618.511.913.33.91.7080.4616.723.2710.6216.5126.47331.618.511.913.33.91.7080.4616.723.2710.6216.5126.47231.618.511.913.33.91.7080.4616.723.2710.6216.5126.4715.0-98-
31.614.411.910.42.1940.6424.444.1830.7573.7816.446.4风荷载作用下框架内力计算求出框架层间剪力后,分配的剪力以及该柱上下端弯矩,反弯点高度y按下式计算:y0为标准框架的反弯点高度比,y1为上下梁刚度比变化时的反弯点高度比修正系数,y2y3是柱上下层高度变化时的反弯点高度比修正系数柱剪力分配表层次层剪力边柱D值中柱D值∑D每根边柱剪力每根中柱剪力510.156.726.5126.472.582.50424.656.726.5126.476.266.06337.936.726.5126.479.639.33250.256.726.5126.4712.7612.36163.524.443.7816.4417.1514.60-98-
各层柱反弯点计算表层次边柱中柱5n=5j=5n=5j=5k=1.708y0=0.385k=3.271y0=0.45a1=1y1=0a1=1y1=0a3=1y3=0a3=1y3=0y=0.385y=0.454n=5j=4n=5j=4k=1.708y0=0.435k=3.271y0=0.464a1=1y1=0a1=1y1=0a2=1y2=0a2=1y2=0a3=1y3=0a3=1y3=0y=0.435y=0.4643n=5j=3n=5j=3k=1.708y0=0.485k=3.271y0=0.5a1=1y1=0a1=1y1=0a2=1y2=0a2=1y2=0a3=1y3=0a3=1y3=0y=0.485y=0.52n=5j=2n=5j=2-98-
k=1.708y0=0.5k=3.271y0=0.5a1=1y1=0a1=1y1=0a2=1y2=0a2=1y2=0a3=1y3=0a3=1y3=0y=0.5y=0.51n=5j=1n=5j=1k=2.194y0=0.55k=4.183y0=0.55a1=1y1=0a1=1y1=0a2=1y2=0a2=1y2=0y=0.55y=0.556.4.1各层柱端弯矩和剪力计算:柱端弯矩见弯矩图。柱端剪力层次54321边柱2.586.269.6312.7617.15中柱2.506.069.3312.3614.60层次边柱剪力中柱剪力层高边柱y中柱y边柱柱端M边柱柱底M中柱柱端M中柱柱底M52.582.53.90.390.456.193.875.364.3946.266.063.90.440.4613.7910.6212.6710.97-98-
39.639.333.90.490.519.3418.2218.1918.19212.7612.363.90.50.524.8824.8824.124.1117.1514.650.550.5538.5947.1632.8540.15梁端剪力、弯矩、柱轴力计算:梁端弯矩,剪力:梁端弯矩、剪力,柱轴力计算层次边梁中梁柱轴力MblMbrVbMbrMblVb边柱中柱56.193.901.241.471.471.091.24-0.16417.6712.393.714.674.673.464.96-0.41329.9621.186.317.987.985.9111.27-0.81243.1030.739.1111.5711.578.5720.38-1.36163.4741.3712.9415.5815.5811.5433.33-2.76-98-
左风荷载弯矩图-98-
右风作用弯矩图6.5水平地震作用计算1.重力荷载代表值(恒载+0.5活载)1)恒载屋面重力值:G面=2946K楼板重力值:G板=1985KN梁重力值:G梁=811K柱重力值:G上柱=731KNG底柱=789KN墙重力值:标准层G女儿墙=639KNG标墙=2480KNG底墙=3527KN底层600734/3=8009KN2.4.1.2活荷载Q=2.0348.9311.6=1155KN2.4.1.3重力荷载代表值G6=G板+G梁+G上柱/2+G女儿墙+G标墙/2=7767(不包括屋面活荷载)G5=G板+G梁+G上柱+G-98-
标墙+F活/2=10086KNG2=G3=G4=G5=10086KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙+F活/2=11115KN水平地震作用计算1.各层D值汇总(D单位:104kN/m)计算过程见(表3-4)表3-4层次边柱(根)边柱D中柱(根)中柱D边柱(根边柱D∑D六131.29132.36131.3765.26五131.29132.36131.3765.26四131.29132.36131.3765.26三131.29132.36131.3765.26二131.29132.36131.3765.26一131.59131.99131.6267.22.顶点位移计算(将重力荷载代表值Gi作为水平荷载)uT=+++++=0.3033.基本自振周期S4.基本自振周期水平地震影响系数设计地震分组第一组,场地类别Ⅱ类,Tg=0.35s,地震加速度0.10g,多遇地震下αmax=0.085.结构底部剪力标准值6.各层水平地震作用标准值,故需考虑顶部附加地震作用δn=0.08T1+0.07=0.122顶部附加的集中水平地震作用为:ΔFn=δn·Fek=0.12232516=282.6KN-98-
右震作用下弯矩图-98-
左震作用下弯矩图7.横向框架内力组合进行框架梁的内力组合,控制截面有两个,分别是梁端和梁跨中。需要进行内力组合,得到梁端最大的正弯矩和梁端最大的负弯矩,还有梁跨中最大的弯矩。柱边的剪力和弯矩的公式:7.1恒载作用下内力组合-98-
恒载作用下梁端柱边剪力序号梁端剪力梁间恒载柱边梁端剪力边跨中跨边跨中跨边跨中跨VaVb左Vb右Vc左ggVa’Vb’左Vb’右Vc’左5135.31129.9116.1716.1732.7411.98125.49121.7213.1813.184177.41177.7712.5312.5343.859.28164.26166.8110.2110.213177.61177.5712.5312.5343.859.28164.46166.6110.2110.212177.64177.5412.5312.5343.859.28164.49166.5810.2110.211177.01178.1812.5312.5343.859.28163.86167.2210.2110.21恒载作用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨MlMrMlMrVa'Vb'左Vb'右Vc'左Ml'Mr'Ml'Mr'5129.4107.533.733.71125.5121.7213.1813.1891.7477.0930.4230.424179.932.35166.8110.2110.21138.229.829.8-98-
178.432.4164.3129.23180.6180.532.332.25164.5166.6110.2110.21131.3138.8229.729.72181.3180.932.232.17164.5166.5810.2110.21131.9139.2329.6229.621162.5167.334.934.91163.9167.2210.2110.21113.4125.4832.3632.36在竖向荷载作用下,梁端弯矩进行调幅,乘以系数0.8。恒载作用下梁端柱边弯矩序号柱边梁端弯矩调幅后柱边梁端弯矩边跨中跨边跨中跨Ml'Mr'Ml'Mr'βMl'βMr'βMl'βMr'591.7477.0930.4230.4273.3961.6724.3424.344129.15138.2029.8029.80103.32110.5623.8423.843131.30138.8229.7029.70105.04111.0623.7623.762131.91139.2329.6229.62105.53111.3823.7023.701113.37125.4832.3632.3690.70100.3825.8925.89梁端弯矩调幅后,在相应荷载作用下的跨中弯矩必然会增加,因而乘于跨中弯矩乘于系数1.15。同时跨中弯矩还应满足下列要求:式中、、——分别为调幅后梁梁端负弯矩及跨中正弯矩;-98-
――按简支梁计算的跨中弯矩。调幅后竖向恒载作用下跨中弯矩计算(单位:kN·m)层次梁端弯矩跨度梁间恒载恒载作用下边跨中跨边跨中跨边跨中跨βMl'βMr'βMl'βMr'LLqqAB跨BC跨573.3961.6724.3424.348.102.7032.7411.98200.98-13.424103.32110.5623.8423.848.102.7043.859.28252.68-15.383105.04111.0623.7623.768.102.7043.859.28251.57-15.302105.53111.3823.7023.708.102.7043.859.28251.17-15.24190.70100.3825.8925.898.102.7043.859.28264.08-17.437.2活载作用下内力组合活载作用下梁端柱边剪力序号梁端弯矩梁间活载跨度梁端剪力边跨中跨边跨中跨边跨中跨边跨中跨VaVb左Vb右Vc左qqLLVa'Vb'左Vb'右Vc'左59.809.241.141.142.350.848.102.709.108.650.930.93-98-
437.6138.046.166.169.344.568.102.7034.8135.715.025.02337.6937.966.166.169.344.568.102.7034.8935.635.025.02237.7037.966.166.169.344.568.102.7034.9035.635.025.02137.5538.106.166.169.344.568.102.7034.7535.775.025.02活载作用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨MlMrMlMrVa'Vb'左Vb'右Vc'左Ml'Mr'Ml'Mr'511.699.422.102.109.108.650.930.938.967.261.871.87435.9637.718.608.6034.8135.715.025.0225.5228.787.357.35338.0839.188.328.3234.8935.635.025.0227.6130.277.077.07238.2139.278.318.3134.9035.635.025.0227.7430.367.067.06134.2136.448.878.8734.7535.775.025.0223.7927.507.627.62活载作用下梁端柱边调幅后弯矩序号柱边梁端弯矩调幅后柱边梁端弯矩边跨中跨边跨中跨-98-
Ml'Mr'Ml'Mr'βMl'βMr'βMl'βMr'58.967.261.871.877.175.811.501.50425.5228.787.357.3520.4223.025.885.88327.6130.277.077.0722.0924.225.665.66227.7430.367.067.0622.1924.295.655.65123.7927.507.627.6219.0322.006.106.10 调幅后竖向活载作用下跨中弯矩计算(单位:kN·m)层次梁端弯矩跨度梁间恒载活载作用下活载作用下×1.2边跨中跨边跨中跨边跨中跨βMl'βMr'βMl'βMr'LLqqAB跨BC跨AB跨BC跨57.175.811.501.508.102.702.350.8412.78-0.7315.34-0.88420.4223.025.885.888.102.709.344.5654.88-1.7265.86-2.07322.0924.225.665.668.102.709.344.5653.44-1.5064.13-1.81222.1924.295.655.658.102.709.344.5653.36-1.4964.03-1.79119.0322.006.106.108.102.709.344.5656.08-1.9467.30-2.337.3风载作用下内力组合风荷载用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨-98-
MlMrMlMrVa'Vb'左Vb'右Vc'左Ml'Mr'Ml'Mr'56.193.901.471.471.241.241.091.095.823.591.201.20417.6712.394.674.673.713.713.463.4616.5611.463.813.81329.9621.187.987.986.316.315.915.9128.0719.606.506.50243.1030.7311.5711.579.119.118.578.5740.3728.459.439.43163.4741.3715.5815.5812.9412.9411.5411.5459.5938.1412.7012.70风荷载用下跨中弯矩序号柱边梁端弯矩跨中弯矩跨中剪力边跨中跨Ml'Mr'Ml'Mr'边跨中跨边跨中跨55.823.591.21.21.1201.241.09416.5611.463.813.812.5503.713.46328.0719.66.56.54.2406.315.91240.3728.459.439.435.9609.118.57159.5938.1412.712.710.73012.9411.547.4地震作用下内力分析157KNα=0.127 ` α=0.232 α=0.135VA'=15.9KN VC'=29.1KN VE'=16.92249.3KNα= 0.127 α= 0.232 α=0.135VA'=27.2KN VC'=49.7KN VE'=28.8KN356.1KNα= 0.127 α=0.232 α=0.135VA'=38.3KN VC'=66.4KN VE'=38.6KN-98-
463KNα= 0.127 α=0.232 α=0.135VA'=43.4KN VC'=79.3KN VE'=46.1KN569.8KNα=0.127 α= 0.232 α=0.135VA'=48.3KN VC'=88.3KN VE'=51.3KN803.78KNα=0.373 ∑D=14298α=0.046 α=0.38VA=51.4KN VC'=94KN VE'=54.6KN A' C' E'yo=0.49 y1=y2=y3=0 yo=0.25 y1=y2=y3=0 yo=0.12y1=y2=y3=0y=0.09 1-y=0.51y=0.251-y=0.75y=0.121-y=0.88 yo=0.25 y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26y1=y2=y3=0y=0.25 1-y=75y=0.351-y=0.65y=0.261-y=0.74 yo=0.35 y1=y2=y3=0 yo=0.4 y1=y2=y3=0 yo=0.4y1=y2=y3=0y=0.35 1-y=0.65y=0.41-y=0.6y=0.41-y=6 yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31y1=y2=y3=0y=0.4 1-y=0.6y=0.451-y=0.55y=0.311-y=0.69 yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55 y=0.541-y=0.46 yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79y1=y2=y3=0y=0.8 1-y=0.2y=0.651-y=0.35 y=0.791-y=0.21 地震荷载作用下:框架的内力值:柱上端弯矩:柱下端弯矩:MF=-98-
yo=0.49 y1=y2=y3=0 yo=0.25 y1=y2=y3=0 yo=0.12y1=y2=y3=0y=0.09 1-y=0.51y=0.251-y=0.75y=0.121-y=0.88 yo=0.25 y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26y1=y2=y3=0y=0.25 1-y=75y=0.351-y=0.65y=0.261-y=0.74 yo=0.35 y1=y2=y3=0 yo=0.4 y1=y2=y3=0 yo=0.4y1=y2=y3=0y=0.35 1-y=0.65y=0.41-y=0.6y=0.41-y=6 yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31y1=y2=y3=0y=0.4 1-y=0.6y=0.451-y=0.55y=0.311-y=0.69 yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55 y=0.541-y=0.46 yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79y1=y2=y3=0y=0.8 1-y=0.2y=0.651-y=0.35 y=0.791-y=0.21 8.截面设计8.1框架梁设计以第顶层AB跨框架梁的计算为例。1、梁的最不利内力:经以上计算可知,梁的最不利内力如下:跨间:Mmax=286.36KN·m支座A:Mmin=-106.10KN·m,Vmax=178.33KN支座Bl:Mmin=-88.95KN·m,Vmax=172.80KN-98-
2、梁正截面受弯承载力计算:对于楼面现浇的框架结构,梁支座负弯矩按矩形截面计算纵筋数量。跨中正弯矩按T形截面计算纵筋数量。翼缘计算宽度梁内纵向钢筋选Ⅲ级热扎钢(),砼C30(),,h0=h-a=800-35=765mm。下部跨间截面按单筋T形截面计算。属第一类T形截面。实配钢筋422(As=1520mm²)。支座配筋:支座A受压钢筋:将下部跨间截面的422钢筋伸入支座,作为支座负弯矩作用下的受压钢筋,As,=1520mm2。支座A受拉钢筋:-98-
配筋率ρ=As/(b×ho)=394/(300×765)=0.17%最小配筋率ρmin=0.20% As,min=b×h×ρmin=480mm实配钢筋414(615mm)梁斜截面受剪承载力计算AB跨:当ho/b≤4时,V≤0.25×βc×fc×b×ho0.25×βc×fc×b×ho=0.25×1×14331×0.3×0.765=822.3kN≥V=468.9kN截面尺寸满足要求。0.7×ft×b×ho=0.7×1432.9×0.3×0.765=230.2kN≥V=178.3kN按构造配筋:加密区长度取1m,梁端加密区钢筋8@100,非加密区钢筋8@200。其它层梁配筋见下表:层次截面M(KN·m)ξ计算As,(mm2)实配As,(mm2)计算As(mm2)实配As(mm2)配箍1支座A207.900.0867894Ф18、(1017)加密区四肢8@100,非加密区四肢8@200Bl196.230.0817434Ф18、(1017)422.460.01915492Ф22-98-
AB跨间2Ф25(1741)支座Br54.760.1014394Ф18(1017)加密区二肢8@100非加密区二肢8@200BC跨间23.850.0141834Ф14(615.7)2支座A205.460.0857794Ф18(1017)加密区四肢8@100,非加密区四肢8@200Bl200.110.0837584Ф18(1017)AB跨间401.830.01814722Ф222Ф25(1741)支座Br47.440.0873774Ф18(1017)加密区二肢8@100非加密区二肢8@200BC跨间20.540.0121574Ф14(615.7)3支座A189.250.0787154Ф18(1017)加密区四肢8@100,非加密区四肢8@200Bl186.970.0777064Ф18(1017)AB跨间402.470.01814752Ф222Ф25-98-
(1741)支座Br43.830.083474Ф18(1017)加密区二肢8@100非加密区二肢8@200BC跨间20.640.0121574Ф14(615.7)4支座A170.580.076424Ф18(1017)加密区四肢8@100非加密区四肢8@200Bl176.120.0736644Ф18(1017)AB跨间405.660.01814862Ф222Ф25(1741)支座Br40.820.0743234Ф18(1017)加密区二肢8@100非加密区二肢8@200BC跨间21.060.0122404Ф14(615.7)5支座A106.100.0434804Ф14(615)加密区四肢8@100,非加密区四肢8@200Bl88.950.0364804Ф14(615)286.3610484Ф20(1256)-98-
AB跨间支座Br34.330.0622704Ф14(615)加密区二肢8@100非加密区二肢8@200BC跨间17.210.012404Ф14(615.7)8.2框架柱设计8.2.1柱正截面承载力计算:先以顶层A柱为例,(X向)柱截面宽度:b=400mm柱截面有效高度:h0=600-40=560mm柱的计算长度,对于现浇楼盖的顶层柱,L0=1.25H=4.875m混凝土轴心抗压强度设计值:fc=14.3N/mm2(1)、最不利组合一:Mmax/N顶层A柱的柱上端弯矩为M=132.81KN·m,柱下端弯矩为M=148.76kN·m,N=342.40KN。1.轴心受压构件验算 钢筋混凝土轴心受压构件的稳定系数φ -98-
Lo/b=4875/400=12.2φ=1/[1+0.002×(Lo/b-8)2]=0.966全部纵向钢筋的最小截面面积As,min=1200mm一侧纵向钢筋的最小截面面积As1,min=480mm全部纵向钢筋的截面面积As"按下式求得: N≤0.9×φ×(fc×A+fy"×As")As"=[N/(0.9×φ)-fc×A]/(fy"-fc)=[342400/(0.9×0.966)-14.33×240000]/(360-14.33)=-8811mm≤As,min=1200mm,取As"=As,min7.2.2.在Mx作用下正截面偏心受压承载力计算取20mm和偏心矩方向截面尺寸的1/30两者中的较大值,600/30=20mm,所以,要考虑偏心矩增大系数:取,由于,取采用对称配筋,-98-
属于大偏压情况。时配筋要符合最小配筋率要求,四级框架按照建筑抗震设计规范GB50011-2001表6.3.8.1规定受柱纵向钢筋每一侧最小配筋率是0.2%,中柱、边柱全部纵向钢筋最小配筋率是0.6%。故,As’=As=ρminbh=0.2%×400×600=480mm2(2)、最不利组合二:Nmin/M第顶层A柱的N=308.57kN,柱端较大弯矩为M=144.07kN·m1..轴心受压构件验算钢筋混凝土轴心受压构件的稳定系数φLo/b=4875/400=12.2φ=1/[1+0.002×(Lo/b-8)2]=0.966全部纵向钢筋的最小截面面积As,min=1200mm一侧纵向钢筋的最小截面面积As1,min=480mm全部纵向钢筋的截面面积As"按下式求得:N≤0.9×φ×(fc×A+fy"×As")As"=[N/(0.9×φ)-fc×A]/(fy"-fc)=[308570/(0.9×0.966)-14.33×240000]/(360-14.33)-98-
=-8924mm≤As,min=1200mm,取As"=As,min2.在Mx作用下正截面偏心受压承载力计算取20mm和偏心矩方向截面尺寸的1/30两者中的较大值,600/30=20mm,所以,要考虑偏心矩增大系数:,取,由于,取采用对称配筋,属于大偏压情况。As’=As=ρminbh=0.2%×400×600=480mm2(3)、最不利组合三:Nmax/M-98-
最不利组合三:Nmax/M 计算配筋结果和最不利组合一相同。实际配筋:X向:318、Asx=763mm、ρx=0.32%;Y向:418、Asy=1018mm、ρy=0.42%;(As=2545mm、ρ=1.06%)(4)、柱斜截面受剪承载力验算以顶层柱为例进行计算框架柱的剪力设计值ho/b≤4时,V≤0.25×βc×fc×b×ho0.25×βc×fc×b×ho=0.25×1×14331×0.4×0.56=802.6kN≥V=72.20kN截面尺寸满足要求。0.7×ft×b×ho=0.7×1432.9×0.4×0.56=224.7kN≥V=72.20kN所以该层柱应按构造配置箍筋,柱端加密区箍筋选用48@100,非加密区箍筋满足,选用4肢箍筋,8@200。其它层柱配筋见下表:柱A柱层次123截面尺寸400×600400×600400×600组合一二三一二三一二三M(KN·m)153.4153.4111194.83194.83173.53175.6175.6159.43N(KN)2051205122581615.91773118311831295.95-98-
1615.9V(KN)50.2196.0788.59计算As=As’(mm2)480480480480480480480480480实配Asx(mm)3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%实配Asy(mm)4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%ρsAs=2545mm、ρs=1.06%As=2545mm、ρs=1.06%As=2545mm、ρs=1.06%配箍加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@200柱A柱层次45截面尺寸400×600400×600组合一二三一二三M(KN·m)167.64167.64159.44148.76144.07148.76N(KN)747.47747.47819342.4308.57342.4V(KN)85.1972.2计算As=As’(mm2)480480480480480480-98-
实配Asx(mm)3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%实配Asy(mm)4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%ρsAs=2545mm、ρs=1.06%As=2545mm、ρs=1.06%配箍加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@200层次123截面尺寸500×500500×500500×500组合一二三一二三一二三M(KN·m)116.835.4280.9147.8487.11124.84115.285.44115.16N(KN)2601259427902022.32018.81773156514521564.55V(KN)39.0373.5967.18计算As=As’(mm2)480480480480480480480480480实配Asx(mm)3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%实配Asy(mm)4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%ρsAs=2545mm、ρs=1.06%As=2545mm、ρs=1.06%As=2545mm、ρs=1.06%配箍-98-
加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@200柱B柱层次45截面尺寸500×500500×500组合一二三一二三M(KN·m)126.7194.54116.01111.798.86111.7N(KN)884.4884.4957349.12315.8349.12V(KN)63.4556.07计算As=As’(mm2)480480480480480480实配Asx(mm)3Ф18(763)、ρx=0.32%3Ф18(763)、ρx=0.32%实配Asy(mm)4Ф18(1018)、ρy=0.42%4Ф18(1018)、ρy=0.42%ρsAs=2545mm、ρs=1.06%As=2545mm、ρs=1.06%配箍加密区4肢Ф8@100,非加密区4肢Ф8@200加密区4肢Ф8@100,非加密区4肢Ф8@2008.3裂缝验算根据混凝土结构设计规范GB50010-2002表3.3.4本工程允许的最大裂缝宽度为0.38.3.1受弯构件裂缝验算一、基本参数:-98-
取顶层AB跨矩形梁截面受弯构件为例构件受力特征系数αcr=2.1截面尺寸b×h=300×800mm,纵向受拉区纵筋4Ф20(As=1257mm)υ=1,Es=200000N/mm,c=25mm as=35mmho=765mmdeq=∑(ni×di2)/∑(ni×υ×di)=20mmftk=2.01N/mm折减系数Ks=1.35按荷载效应的标准组合计算的弯矩值Mk=286.36/1.35=212.12kN·m二、最大裂缝宽度验算:ρte=As/Ate对矩形截面的受弯构件:Ate=0.5×b×h=0.5×300×800=120000mmρte=As/Ate=1257/120000=0.010475受弯:σsk=Mk/(0.87×ho×As)σsk=212.12×106/(0.87×765×1257)=253.55N/mmψ=1.1-0.65×ftk/(ρte×σsk)=1.1-0.65×2.01/(0.010475×253.55)=0.608最大裂缝宽度ωmax,按混凝土规范式8.1.2-1计算:ωmax=αcr×ψ×σsk×(1.9×c+0.08×deq/ρte)/Es=2.1×0.608×253.55×(1.9×25+0.08×20/0.010475)/200000=0.324mm>ωlim=0.3mm,不满足要求。因此根据裂缝宽度重新选配钢筋:选配2Ф22+2Ф22其他梁截面配筋见下表:层次截面M(KN·m)KsM标准值实配As,(mm2)实配As(mm2)根据裂缝宽度要求实配As,(mm2)根据裂缝宽度要求实配As(mm2)-98-
1支座A207.91.351544Ф18、 2Ф20+2Ф22 -1017 Bl196.231.35145.364Ф18、 2Ф20+2Ф22 -1017 AB跨间422.461.35312.93 2222Ф20/4Ф22225-1741支座Br54.761.3540.5634Ф18 2Ф20+2Ф22 -1017 BC跨间23.851.3517.667 4Ф14 4Ф14-615.7 2支座A205.461.35152.194Ф18 2Ф20+2Ф22 -1017 Bl200.111.35148.234Ф18 2Ф20+2Ф22 -1017 AB跨间401.831.35297.65 2Ф222Ф20/4Ф222Ф25-1741支座Br47.441.3535.1414Ф18 2Ф20+2Ф22 -1017 20.541.3515.215 4Ф14 4Ф14-98-
BC跨间-615.7 3支座A189.251.35140.194Ф18 2Ф20+2Ф22 -1017 Bl186.971.35138.54Ф18 2Ф20+2Ф22 -1017 AB跨间402.471.35298.13 2Ф222Ф20/4Ф222Ф25-1741支座Br43.831.3532.4674Ф18 2Ф20+2Ф22 -1017 BC跨间20.641.3515.289 4Ф14 4Ф14-615.7 4支座A170.581.35126.364Ф18 2Ф20+2Ф22 -1017 Bl176.121.35130.464Ф18 2Ф20+2Ф22 -1017 AB跨间405.661.35300.49 2Ф222Ф20/4Ф222Ф25-1741支座Br40.821.3530.2374Ф18 2Ф20+2Ф22 -1017 -98-
BC跨间21.061.3515.6 4Ф14 4Ф14-615.7 5支座A106.11.3578.5934Ф14 2Ф14+2Ф18 -615 Bl88.951.3565.8894Ф14 2Ф14+2Ф18 -615 AB跨间286.361.35212.12 4Ф202Ф22+2Ф25-1256支座Br34.331.3525.434Ф14 2Ф14+2Ф18 -615 BC跨间17.211.3512.748 4Ф14 4Ф14-615.7 8.3.2偏心受压构件裂缝验算一、基本参数矩形截面偏心受压构件,构件受力特征系数αcr=2.1 截面尺寸b×h=400×600mm受压构件计算长度lo=3900m纵向受拉区钢筋418 (1017mm2)υ=1,Es=200000N/mm,c=30mm,as=35mm,ho=565mmdeq=∑(ni×di^2)/∑(ni×υ×di)=18mm 折减系数Ks=1.35按荷载效应的标准组合计算的轴向力值Nk=349.2kN/1.35=258.67KN按荷载效应的标准组合计算的弯矩值Mk111.7kN·m/1.35=82.77kN·m-98-
轴向力对截面重心的偏心矩eo=Mk/Nk=82.77/258.67=320mm二、最大裂缝宽度验算ρte=As/Ate对矩形截面的偏心受压构件:Ate=0.5×400×600=120000mmρte=As/Ate=1017/120000=0.00848偏心受压:σsk=Nk×(e-z)/(As×z)使用阶段的轴向压力偏心距增大系数ηs,当lo/h=3900/600=6.5≤14取ηs=1.0ys=0.5×b×h2/(b×h)-as=0.5×400×6002/(400×600)-35=265mme=ηs×eo+ys=1×320+265=585mm受压翼缘面积与腹板有效面积的比值γf",对于矩形截面,γf"=0z=[0.87-0.12×(1-γf")×(ho/e)2]×ho=[0.87-0.12×(1-0)×(565/585)2]×565=428mmσsk=Nk×(e-z)/(As×z)=258670×(585-428)/(1017×428)=93.3N/mmψ=1.1-0.65×ftk/(ρte×σsk)=1.1-0.65×2.01/(0.00848×93.3)<0.2取ψ=0.2ωmax=αcr×ψ×σsk×(1.9×c+0.08×deq/ρte)/Es=2.1×0.2×93.3×(1.9×30+0.08×18/0.00848)/200000=0.053mm≤ωlim=0.3mm,满足要求。其他柱截面经验算裂缝宽度均满足要求,不需重新选配钢筋。9.基础设计9.1设计参数:基础类型:锥型柱基-98-
平面:剖面一、几何参数:截面估算:=(1.1~1.4)×(2257/1.35)/(202.88-20×1.8)(注:1.35为设计值折减为标准值系数)=11.0~14.0m2取:B1=1400mm,A1=1400mmB2=1400mm,A2=1400mm基础高度取:H1=300mm,H2=350mmB=600mm,A=400mm基础埋深d=1.50m-98-
钢筋合力重心到板底距离as=80mm2.荷载值:(1)作用在基础顶部的基本组合荷载F=2257.00kNMy=153.42kN·mVx=50.20kN折减系数Ks=1.20(2)作用在基础底部的弯矩设计值绕Y轴弯矩:M0y=My+Vx·(H1+H2)=153.42+50.20×0.65=186.05kN·m(3)作用在基础底部的弯矩标准值绕Y轴弯矩:M0yk=M0y/Ks=186.05/1.20=155.04kN·m3.材料信息:混凝土:C30钢筋:HRB335(20MnSi)4.基础几何特性:底面积:S=(A1+A2)(B1+B2)=3.50×3.50=12.25m2绕X轴抵抗矩:Wx=(1/6)(B1+B2)(A1+A2)2=(1/6)×3.50×3.502=7.15m3绕Y轴抵抗矩:Wy=(1/6)(A1+A2)(B1+B2)2=(1/6)×3.50×3.502=7.15m39.2.独立基础设计1.修正地基承载力计算公式:fa=fak+ηb·γ·(b-3)+ηd·γm·(d-0.5)式中:fak=180.00kPaηb=0.00,ηd=1.00γ=17.60kN/m3γm=17.60kN/m3-98-
b=3.50m,d=1.80m如果b<3m,按b=3m,如果b>6m,按b=6m如果d<0.5m,按d=0.5mfa=fak+ηb·γ·(b-3)+ηd·γm·(d-0.5)=180.00+0.00×17.60×(3.50-3.00)+1.00×17.60×(1.80-0.50)=202.88kPa修正后的地基承载力特征值fa=202.88kPa2.轴心荷载作用下地基承载力验算pk=(Fk+Gk)/AFk=F/Ks=2257.00/1.20=1880.83kNGk=20S·d=20×12.25×1.50=367.50kNpk=(Fk+Gk)/S=(1880.83+367.500)/12.25=183.54kPa≤fa,满足要求。3.偏心荷载作用下地基承载力验算计算公式:当e≤b/6时,pkmax=(Fk+Gk)/A+Mk/Wpkmin=(Fk+Gk)/A-Mk/W当e>b/6时,pkmax=2(Fk+Gk)/3laX方向:偏心距exk=M0yk/(Fk+Gk)=155.04/(1880.83+367.5.00)=0.07me=exk=0.07m≤(B1+B2)/6=3.50/6=0.58mpkmaxX=(Fk+Gk)/S+M0yk/Wy=(1880.83+367.5.00)/12.25+155.04/7.15=208.23kPa≤1.2×fa=1.2×202.88=243.46kPa,满足要求。-98-
4.基础抗冲切验算计算公式:Fl≤0.7·βhp·ft·am·h0Fl=pj·Alam=(at+ab)/2pjmax,x=F/S+M0y/Wy=2257.00/12.25+186.05/7.15=210.28kPapjmin,x=F/S-M0y/Wy=2257.00/12.25-186.05/7.15=158.21kPa(1)柱对基础的冲切验算:H0=H1+H2-as=0.30+0.35-0.08=0.57mX方向:Alx=1/4·(2A+2H0+B1+B2-B)(B1+B2-B-2H0)=(1/4)×(2×0.40+2×0.57+3.50-0.60)(3.50-0.60-2×0.57)=2.13m2Flx=pj·Alx=210.28×2.13=447.81kNab=min{A+2H0,A1+A2}=min{0.40+2×0.57,3.50}=1.54mamx=(at+ab)/2=(A+ab)/2=(0.40+1.54)/2=0.97mFlx≤0.7·βhp·ft·amx·H0=0.7×1.00×1430.00×0.970×0.570=553.45kN,满足要求。Y方向:Aly=1/2·(B1+B2)(A1+A2-A-2H0)-1/4·(B1+B2-B-2H0)2=(1/2)×3.50×(3.50-0.40-2×0.57)-(1/4)×(3.50-0.60-2×0.57)2=2.66m2Fly=pj·Aly=210.28×2.66=558.42kNab=min{B+2H0,B1+B2}=min{0.60+2×0.57,3.50}=1.74mamy=(at+ab)/2=(B+ab)/2=(0.60+1.74)/2=1.17mFly≤0.7·βhp·ft·amy·H0=0.7×1.00×1430.00×1.170×0.570-98-
=667.57kN,满足要求。5.基础受弯计算计算公式:MⅠ=a12[(2l+a")(pmax+p-2G/A)+(pmax-p)·l]/12MⅡ=(l-a")2(2b+b")(pmax+pmin-2G/A)/48(1)柱根部受弯计算:G=1.35Gk=1.35×441.00=595.35kNX方向受弯截面基底反力设计值:pminx=(F+G)/S-M0y/Wy=(2257.00+595.35)/12.25-186.05/7.15=206.81kPapmaxx=(F+G)/S+M0y/Wy=(2257.00+595.35)/12.25+186.05/7.15=258.88kPapnx=pminx+(pmaxx-pminx)(2B1+B)/[2(B1+B2)]=206.81+(258.88-206.81)×4.10/(2×3.50)=237.31kPaⅠ-Ⅰ截面处弯矩设计值:MⅠ=[(B1+B2)/2-B/2]2{[2(A1+A2)+A](pmaxx+pnx-2G/S)+(pmaxx-pnx)(A1+A2)}/12=(3.50/2-0.60/2)2((2×3.50+0.40)(258.88+237.31-2×595.35/12.25)+(258.88-237.31)×3.50)/12=530.54kN.mⅡ-Ⅱ截面处弯矩设计值:MⅡ=(A1+A2-A)2[2(B1+B2)+B](pmaxx+pminx-2G/S)/48=(3.5-0.40)2(2×3.50+0.60)(258.88+206.81-2×595.35/12.25)/48=560.69kN.mⅠ-Ⅰ截面受弯计算:相对受压区高度:ζ=0.033176配筋率:ρ=0.001581计算面积:701.39mm2/mⅡ-Ⅱ截面受弯计算:-98-
相对受压区高度:ζ=0.035096配筋率:ρ=0.001673计算面积:753.55mm2/m三、计算结果1.X方向弯矩验算结果:计算面积:701.39mm2/m采用方案:14@200实配面积:769.3mm2/m2.Y方向弯矩验算结果:计算面积:753.55mm2/m采用方案:14@200实配面积:769.3mm2/m10.楼梯设计10.1楼梯板计算:-98-
楼梯结构平面层高3.6m,踏步尺寸150mm×280mm,采用混凝土强度等级C30,钢筋HRB335级,楼梯上均布活荷载标准值q=2.5KN/m2,面层荷载:q0=1.70kN/m2几何参数:楼梯净跨:L1=3080mm楼梯高度:H=1800mm梯板厚:t=120mm踏步数:n=11(阶)上平台楼梯梁宽度:b1=200mm下平台楼梯梁宽度:b2=200mm材料信息:混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2Rc=25.0kN/m3钢筋强度等级:HRB335fy=300.00N/mm2-98-
抹灰厚度:c=20.0mm梯段板纵筋合力点至近边距离:as=20mm计算过程:1.楼梯几何参数:踏步高度:h=0.1500m踏步宽度:b=0.2800m计算跨度:L0=L1+(b1+b2)/2=3.08+(0.20+0.20)/2=3.28m梯段板与水平方向夹角余弦值:cosα=0.8702.荷载计算(取B=1m宽板带):(1)梯段板:面层:g=(B+B×h/b)q0=(1+1×0.15/0.28)×1.70=2.62kN/m自重:g=Rc×B×(t/cosα+h/2)=25×1×(0.12/0.87+0.15/2)=5.32kN/m抹灰:g=RS×B×c/cosα=20×1×0.02/0.87=0.47kN/m恒荷标准值:2.62+5.32+0.47=8.41kN/m恒荷控制:1.35gk+1.4×0.7×B×q=1.35×8.41+1.4×0.7×1×2.50=13.83kN/m活荷控制:1.2gk+1.4×B×q=1.2×8.41+1.4×1×2.50=13.62kN/m荷载设计值取两者较大值 13.83kN/m3.正截面受弯承载力计算:纵筋(前进方向)M=pl02/11=13.83×3.282/11=13.62kN·mξ=0.1As=ξbhoα1fc/fy=477.2mm2选配Ф10@150(As=524mm2)配筋率:ρ=0.524%M=-pl02/11=-13.83×3.282/11=-13.62kN·m-98-
ξ=0.1As=ξbhoα1fc/fy=477.2mm2选配Ф10@150(As=524mm2)配筋率:ρ=0.524%横向配筋(垂直于前进方向):M=pl02/11=13.83×3.282/11=13.62kN·mξ=0.1As=ξbhoα1fc/fy=477.2mm2选配Ф10@150(As=524mm2)配筋率:ρ=0.524%(2)、计算结果:(为每米宽板带的配筋)纵向:跨中:Ф10@150(As=524mm2)支座:Ф10@150(As=524mm2)横向:分布筋:Ф10@150(As=524mm2)10.2平台板计算:设平台板厚h=120mm。1、荷载计算:平台板荷载取楼面荷载4.1kn/m2,活载取2.5kn/m2,取1m宽板带计算。g=4.1kn/m,q=2.5kn/m基本组合的总荷载设计值p=4.1×1.2+1.4×2.5=8.42KN/m2截面设计:板的计算跨度L0=1.67-0.2/2+0.2/2=1.67m弯矩设计值: M=pl02/10=8.42×1.672/10=2.4kN·m最小配筋率ρmin=Max{0.20%,0.45ft/fy}=Max{0.20%,0.18%}=0.20%-98-
实际配筋:As,min=b×h×ρmin=240mm 采用方案:Ф10@200(As=393mm2)10.3.平台梁计算:设平台梁截面b=200mmh=350mm1、荷载计算:平台梁的恒载:梁自重:0.2×(0.35-0.12)×25=1.15KN/M梁侧粉刷:0.02×(0.35-0.12)×2×17=0.16KN/M平台板传来:4.1×1.67/2=3.42KN/M内力设计值M=pl02/8=29.2×3.262/8斜截面受剪承载力计算,0.7×ft×b×ho=0.7×1430×0.2×0.315=63.2kN<V=74.8kNAsv=(V-0.7×ft×b×ho)×s/(1.25×fyv×ho)=(74800-0.7×1430×0.2×0.315)×200/(1.25×210×315)=28mmV>0.7×ft×b×ho、300<H≤500mm构造要求:箍筋最小直径Dmin=6mm,箍筋最大间距Smax=200mm最小配箍面积Asv,min=(0.24×ft/fyv)×b×s=66mm2取箍筋Ø8@200, Asv=100.5mm2-98-
参考文献1.高层建筑混凝土结构设计规程(JGJ3—2002),中国建筑工业出版社,2002.72.混凝土结构设计规范(GB50010—2002),中国建筑工业出版社,2002.33.建筑抗震设计规范(GB50011—2010),中国建筑工业出版社,2010.114.建筑地基基础设计规范(GB50007—2002),中国建筑工业出版社,2002.35.建筑结构荷载规范(GB50009—2001),中国建筑工业出版社,2002.26.房屋建筑学,李必瑜,王松雪主编,武汉理工大学出版社7.建筑设计防火规范,GBJ16-87(2001年版),中国计划出版社,20018.混凝土结构设计原理(第三版),沈普生主编,高等教育出版社9.混凝土结构设计(第三版),沈普生主编,高等教育出版社-98-'
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