某小商品批发大楼毕业设计计算书

'第一章结构选型布置1.1设计题目已知条件题目：苏州小商品批发大楼设计本工程建设地点为江苏省苏州市内，为五层钢筋混凝土框架结构，总建筑面积2700左右，总高度为22.6m,其它条件如下：1.抗震设防烈度为6度，其余按《建筑抗震设计规范》GB50011－2010考虑。2.气象条件苏州夏季主导风向为东南、东风，冬季主导风向为东北、东风。年最高气温为40度，最低气温为零下8度。50年一遇的的风压为0.45kN/㎡，雪压为0.4kN/㎡,雪荷载准永久值分区为Ⅲ区，地面粗糙度类别为B类。3.工程地质条件：地质报告见表1-1表1-1地质报告地质报告编号土体名称平均厚度（米）ω%γkN/m3ESXCø压缩系数压缩横量Fkkpa1-1素填土0．42第2页 1-2粘土0.783216.80.97512180.422.072002粘土5.053017.80.829618190.489.573003粘土6.222418.60.789524200.419.174004未风化的岩石，未钻透4.荷载资料（1）交易大楼楼面活载，查《建筑结构荷载规范》(GB50009–2001)，确定楼面活载标准值为3.5。（2）不上人屋面：活载标准值为0.5；（3）屋面构造：40厚细石混凝土，5厚高聚物改性沥青防水卷材，20厚1：3水泥砂浆找平，120厚水泥膨胀珍珠岩找坡层，20厚1：3水泥砂浆找平层，120厚现浇钢筋混凝土板。（4）楼面构造：20厚板底抹灰，120厚钢筋混凝土板，30厚水磨石面层第2页 （5）填充墙：外墙及内墙采用40厚加气混凝土小型砌块，双面抹20厚砂浆。女儿墙高0.6m。1.2结构选型本工程采用框架结构。框架结构体系的特点：框架结构是由梁、柱构件通过节点连接形成的骨架结构，框架结构的特点是由梁、柱承受竖向和水平荷载，墙体起维护作用，其整体性和抗震性均好于混合结构，且平面布置灵活，可提供较大的使用空间，也可构成丰富多变的立面造型。国外多采用钢为框架材料，国内主要为钢筋混凝土框架。框架结构布置原则：(1)结构平面形状和立面体型宜简单、规则，使各部分刚度均匀对称，减少结构产生扭转的可能性；（2）控制结构高宽比，以减少水平荷载下的侧移；（3）尽量统一柱网和层高，以减少构件种类规格，简化设计和施工；（4）房屋的总长度宜控制在最大温度伸缩缝间距内，当房屋长度超过规定的值时，可设伸缩缝将房屋分成若干温度区段。第125页 第二章确定计算简图2.1确定计算简图该框架柱网平面布置规则，选择中间③轴位置的一榀横向框架进行设计计算，框架的计算简图如2-1所示,图2-1计算单元第125页 假定底层柱下端固定于基础，按工程地质资料提供的数据，查《抗震规范》可判断该场地为Ⅱ类场地土。柱子的高度底层为：h1=4.65+0.55=5.2m（初步假设基础高度0.55m），二～五层柱高为h2～h5=4.20m。柱节点刚接，横梁的计算跨度取柱中心至中心间距离，三跨分别为：l=6000、6000、6000。计算简图见图2-2。图2-2计算简图2.2梁截面尺寸的确定(1)框架主梁：AB、BD跨：h=(1/12～1/8)l=(1/12～1/8)×6000=500～750,取700mm;b=(1/2～1/3.5)h=(1/2～1/3.5)×700=350～第125页 200,取350mm定为b×h=350mm×700mm。(2)纵向框架梁：定为b×h=350mm×700mm。(3)次梁：h=(1/18～1/15)l=(1/18～1/15)×6000=333～400,取400mm定为b×h=200mm×400mm。2.3柱截面尺寸的确定、轴边柱均为500mm×500mm、轴边柱均为500mm×500mm.2.4板的确定AB.BC.CD跨：h≥120mm，取120mm；2.5材料强度等级混凝土：基础垫层混凝土采用C10，其余采用C30。钢筋：主要构件纵向受力钢筋选择HRB335、HRB400钢筋，其余采用HPB300钢筋。2.6荷载种类框架结构一般承担的荷载主要有：楼（屋）面恒载、使用活荷载、风荷载、地震作用及框架自重。楼（屋）面恒、活荷载的传递路线：楼面竖向荷载→楼板→第125页 梁（主梁、次梁）→柱→基础→地基双向板荷载传递路线：楼面竖向荷载→楼板→纵、横向框架梁→柱→基础→地基2.7荷载计算以轴线③横向框架为计算分析对象a)恒载作用下结构计算简图第125页 b）活载作用下结构计算简图图2-3计算简图1.屋面横梁竖向线荷载标准（1）恒载(图2-3a)屋面恒载标准值：40厚C20细石混凝土25×0.04=15厚高聚物改性沥青防水卷材0.420厚1：3水泥砂浆找平层20×0.002=0.04120厚水泥膨胀珍珠岩找坡层4×0.12=0.4820厚1：3水泥砂浆找平层20×0.002=0.04第125页 120厚现浇钢筋混凝土板25×0.12=3屋面恒载标准值合计：4.96主梁自重0.7×0.35×25=6.13AB、BC、CD跨梁侧粉刷（0.7-0.12）×0.02×2×17=0.62合计：6.75作用在顶层框架梁上的线恒荷载标准值为：梁自重：g5AB1=g5BC1=g5CD1=6.75板传来的荷载：g5AB2=g5BC2=g5CD2=4.96×6=29.76（2）活载作用在顶层框架梁上的线活荷载标准值为：第125页 q5AB=q5BC=q5CD=0.5×6=32.楼面横梁竖向线荷载标准值（1）恒载20厚板底抹灰0.02×20=0.40120厚钢混凝土现浇板0.12×25=3.0030厚水磨石面层0.03×0.65=0.0195楼面恒载标准值：3.42AB、BC、CD跨框架梁自重：6.75作用在楼面层框架梁上的线恒荷载标准值为：梁自重：gAB1=gBC1=gCD1=6.75板传来荷载：gAB2=gCD2=gBC2=3.42×6=20.52（2）活载（图2-3b）楼面活载：第125页 qAB=qBC=qCD=2.5×6=153.屋面框架节点集中荷载标准值：⑴恒载次梁自重边跨（AB，CD跨）0.2×0.4×25=2梁侧粉刷2×(0.4-0.12)×0.02×17=0.19合计:2.19作用在顶层次梁上的线恒荷载标准值为：梁自重：g5AB1=g5cD1=2.19板传来的荷载：g4AB2=g4CD2=4.96×3=14.88合计:17.07边跨连系梁自重：0.35×0.7×3×25=18.38粉刷：2×(0.7-0.12)×0.02×3×17=1.18第125页 0.6m高女儿墙：0.6×3×0.24×11.8=5.10粉刷：0.6×2×0.02×3×17=1.22连系梁传来次梁荷载：0.5×17.07×6=51.21顶层边节点集中荷载：G4A=G4D=77.09中柱连系梁自重：0.35×0.7×3×25=18.38粉刷：2×(0.7-0.12)×0.02×3×17=1.18连系梁传来屋面自重：4.96×6×1.5=44.64连系梁传来次梁荷载0.5×17.07×6=51.21顶层中节点集中荷载：G5B=G5c=110.41（2）活载：第125页 Q4A=Q4D=0Q4B=Q4c=1/2×(4.2+4.2-3)×3/2×0.7=2.844.楼面框架节点集中荷载标准值：⑴恒载：外围填充墙自重[（6-0.5）×（4.2-0.7）-2×1.2×2.1]×0.24×11.8=41.8内部横墙自重[（6-0.5）×（4.2-0.7）-2×1.8×2.1]×0.24×11.8=34.66作用在楼面次梁上的线恒荷载:梁自重：g’2AB1=g’2CD1=2.19板传来荷载：g’2AB2=g’2CD2=3.42×3=第125页 10.2612.45边柱连系梁自重：13.5粉刷：0.98连系梁传来楼次梁荷载：1/2×12.45×6=37.35填充墙自重41.8框架柱自重0.5×0.5×4.2×25=26.25中间层边节点集中荷载：GA=GD=119.88第125页 中柱连系梁自重：13.5粉刷：0.98连系梁传来楼面自重：1/2×（6+6-3）×3/2×4.5×2.92=37.35连系梁传来次梁荷载：1/2×16.01×6=48.03填充墙自重34.66柱传来集中荷载0.5×0.5×4.2×25=26.25中间层中节点集中荷载：GB=GC=160.77(2)活载：第125页 QA=QD=0QB=QC=1/2×(6+6-3)×3/2×2.5=10.135.风荷载已知基本风压W0=0.45kN/m2，地面粗糙度属B类，按荷载规范风载体型系数：迎风面为0.8；背风面为–0.5因结构高度H=22.6m＜30m（从室外地面算起），取风振系数计算过程如表2-1所示，风荷载图见图2-4：第125页 图2-4横向框架上的风荷载表2-1风荷载计算层次βzμsZ(m)μzW0(kN/m2)A(m2)Pi(kN)51.01.322.61.290.4528.821.7341.01.317.81.200.4525.217.6931.01.313.61.100.4525.216.2121.01.39.41.000.4525.214.7211.01.35.21.000.4531.218.256.地震作用1)建筑物总重力荷载代表值Gi的计算第125页 （a）集中于屋盖处的质点重力荷载代表值G550%雪载：0.5×0.4×30×18=108kN层面恒载：4.96×30×18=2678.4kN横梁：6.75×18×7=850.5KN次梁：2.19×18×4=157.68kN纵梁：6.75×30×4=810kN女儿墙：0.6×0.24×11.8×（30×2＋18×2）=163.12kN柱重：0.2×0.2×25×0.6×28＋0.5×0.5×25×2.1×28=29.93kN外围横墙和内横墙:1.75×(6-0.5)×0.24×11.8×16-1.8×1.05×0.24×11.8×10=382.6KN内部纵墙：1.75×(6-0.5)×0.24×11.8×11=299.84kN钢窗：0.5×0.4×（27×2.1×2.1+2×2.1×第125页 1.55）=25.12kNG5=5505.19kN（b）集中于标准层处的质点重力荷载代表值G3～G250%楼面活载：0.5×3.5×(30×18-3×6)=913.5kN屋面恒载：3.42×(30×18-3×6)=1785.24kN横梁：850.5KN次梁：157.68kN纵梁：810kN柱重：0.5×0.5×4.2×25×28=735kN外围横墙和内横墙：：382.6×2=765.2kN内部纵墙：299.84kN第125页 松木门：3.91×2=7.82kN钢窗：25.12×2=50.24kNG4=G3=G2=6375.02kN（c）集中于底层的质点重力荷载标准值G150%楼面活载：0.5×3.5×(30×18-3×6)=913.5kN屋面恒载：1785.24kN横梁：850.5KN次梁：157.68kN纵梁：810kN柱重：0.5×0.5×25×（2.1+0.5×5.2)×28=822.5kN外围横墙和内横墙：：765.2KN第125页 内部纵墙：299.84kN松木门：0.2×（12×1.2×2.1+2×1.8×2.4+3×2.4×2.4+2×0.9×2.1）=11.99kN钢窗：0.4×（25×2.1×2.1+2×2.1×1.55）=46.70kNG1=6463.15kN2)地震作用计算：（1）框架柱的抗侧移刚度在计算梁、柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0；边框架梁取I=1.5I0；在装配整体式楼盖中，中框架梁的抗弯惯性矩取I=1.5I0；边框架梁取I=1.2I0，I0为框架梁按矩形截面计算的截面惯性矩。表2-2横梁、柱线刚度杆件截面尺寸EcI0IL第125页 (kN/mm2)(mm4)(mm4)(mm)(kN﹒mm)相对刚度B(mm)H(mm)边框架梁35070025.51×10101.5×101060006.375×1071中框架梁35070025.51×10102×101060008.5×1071.333底层框架柱150050025.55.21×1095.21×10952002.555×1070.401中层框架柱150050025.55.21×1095.21×10942003.163×1070.496每层框架柱总的抗侧移刚度见表2-3:表2-3框架柱横向侧移刚度D值项目根数层柱类型及截面第125页 二至五层边框架边柱(500×500)2.020.5010.7618边框架中柱(500×500)4.700.7015.0610底层边框架边柱(500×500)2.490.6711.6518边框架中柱(500×500)5.820.8114.0810ic:梁的线刚度，iz：柱的线刚度。底层：∑D=11.65×18+14.08×10=350.5kN/mm二～五层：∑D=10.76×18+15.06×10=344.28kN/mm（2）框架自振周期的计算表2-4框架顶点假想水平位移Δ计算表第125页 层Gi(kN)∑Gi(kN)∑D(kN/mm)δ=∑Gi/∑D（层间相对位移）总位移Δ(mm)55505.195505.19344.2815.99263.7746375.0211880.21344.2834.51247.7836375.0218255.22344.2853.02213.2726375.0224630.25344.2871.54160.2516463.1531093.4350.5088.7188.71：（考虑结构非承重砖墙影响的折减系数，对于框架取0.6）则自振周期为：（3）地震作用计算根据本工程设防烈度6、Ⅱ类场地土，设计地震分组为第一组，查《抗震规范》特征周期=0.35sec，αmax=0.04结构等效总重力荷载：T1<1.4Tg=1.4×0.35=0.49sec，故不需要考虑框架顶部附加集中力作用框架横向水平地震作用标准值为：结构底部：第125页 各楼层的地震作用和地震剪力标准值由表2-5计算列出。表2-5楼层地震作用和地震剪力标准值计算表层Hi(m)Gi(kN)GiHi楼层剪力Vi(kN)521.455505.19.33266.80266.80417.256375.02.10248.46515.26313.056375.0283194.01187.97703.2328.856375.0256418.93127.47830.714.656463.1530053.6567.90898.6图2-7横向框架上的地震作用第125页 第三章框架内力计算3.1弯矩分配系数1.计算弯矩分配系数根据上面的原则，可计算出本例横向框架各杆件的杆端弯矩分配系数，由于该框架为对称结构，取框架的一半进行简化计算，如图3-6。节点A1：第125页 节点B1：节点A2：节点B2：第125页 节点A4：节点B4：A3、B3与相应的A2、B2相同。2.杆件固端弯矩计算杆件固端弯矩时应带符号，杆端弯矩一律以顺时针方向为正，如图3-6。第125页 图3-1杆端及节点弯矩正方向1）横梁固端弯矩：（1）顶层横梁自重作用：板传来的恒载作用：（2）二～四层横梁自重作用：第125页 板传来的恒载作用：2）纵梁引起柱端附加弯矩：（本例中边框架纵梁偏向外侧，中框架纵梁偏向内侧）顶层外纵梁楼层外纵梁顶层中纵梁楼层中纵梁3.节点不平衡弯矩横向框架的节点不平衡弯矩为通过该节点的各杆件（不包括纵向框架梁）在节点处的固端弯矩与通过该节点的纵梁引起柱端横向附加弯矩之和，根据平衡原则，节点弯矩的正方向与杆端弯矩方向相反，一律以逆时针方向为正，如图3-7。第125页 节点A4的不平衡弯矩：节点B4的不平衡弯矩：节点A3(A2,A1)的不平衡弯矩：节点B3(B2,B1)的不平衡弯矩：本例计算的横向框架的节点不平衡弯矩如图3-2。(a)恒载第125页 （b）恒载产生的节点不平衡弯矩图3-2横向框架承担的恒载及节点不平衡弯矩4.内力计算根据对称原则，只计算AB、BC跨。在进行弯矩分配时，应将节点不平衡弯矩反号后再进行杆件弯矩分配。节点弯矩使相交于该节点杆件的近端产生弯矩，同时也使各杆件的远端产生弯矩，近端产生的弯矩通过节点弯矩分配确定，远端产生的弯矩由传递系数C（近端弯矩与远端弯矩的比值）确定。传递系数与杆件远端的约束形式有关，如图3-2。恒载弯矩分配过程如图3-3，恒载作用下弯矩见图3-4，梁剪力、柱轴力见图3-5。第125页 根据所求出的梁端弯矩，再通过平衡条件，即可求出恒载作用下梁剪力、柱轴力，结果见表3-3、表3-4、表3-5、表3-6。第125页 表3-3AB跨梁端剪力（kN）层q(kN/m)(板传来作用)g(kN/m)(自重作用)l(m)gl/2u=(l-a)q/2MAB(kN.m)MBA(kN.m)∑Mik/lV1/A=gl/2+u-∑Mik/lVB=-(gl/2+u+∑Mik/l)434.974.028.717.49152.12-181.07165.17-1.83171.44-167.78325.44.028.717.49110.49-179.51148.74-3.54131.52-124.44225.44.028.717.49110.49-166.49144.87-2.89130.87-125.09125.44.028.717.49110.49-160.41140.23-2.32130.30-125.66注：a见表3-1图。第125页 表3-4BC跨梁端剪力（kN）层q(kN/m)(板传来荷载作用)g(kN/m)(自重作用)l(m)gl/2ql/4VB=gl/2+ql/4VC=-(gl/2+ql/4)412.064.0236.39.0515.35-15.3638.764.0236.36.5712.87-12.8728.764.0236.36.5712.87-12.8718.764.0236.36.5712.87-12.87表3-5AB跨跨中弯矩（kN.m）层q(kN/m)g(kN/m)l(m)gl/2u=ql/2MAB∑Mik/V1/A=gl/2+u-∑MM=gl2/8+ql2/8-第125页 (板传来作用)(自重作用)(kN.m)lik/lMAB-VAl/2434.974.028.717.49152.12-181.07-1.83171.44-195.80325.44.028.717.49110.49-179.51-3.54131.52-114.25225.44.028.717.49110.49-166.49-2.89130.87-124.44125.44.028.717.49110.49-160.41-2.32130.30-128.05第125页 第125页 图3-3恒载弯矩分配过程图3-4恒载作用下弯矩图（kN.m）第125页 图3-5恒载作用下梁剪力、柱轴力（kN）表3-6柱轴力（kN）层边柱A轴、D轴中柱B轴、C轴横梁端部压力纵梁端部压力柱重柱轴力横梁端部压力纵梁端部压力柱重柱轴力4柱顶171.44125.7935.1297.23167.78+15.35=183.13158.5524.38341.68柱底332.33366.06第125页 3柱顶131.52178.8235.1642.67124.44+12.87=137.31224.9224.38728.29柱底677.77752.672柱顶130.87178.8235.11022.56125.09+12.87=137.31224.9224.381114.9柱底1331.621139.281柱顶130.30178.8239.61331.62125.09+12.87=137.31224.9227.511501.51柱底1371.281529.023.2活载作用下的框架内力各不利荷载布置时计算简图不一定是对称形式，为方便，近似采用对称结构对称荷载形式简化计算。1.梁固端弯矩：（1）顶层：第125页 （2）二～四层横梁：2.纵梁偏心引起柱端附加弯矩：（本例中边框架纵梁偏向外侧，中框架纵梁偏向内侧）顶层外纵梁楼层外纵梁顶层中纵梁楼层中纵梁3本工程考虑活载满跨布置为最不利组合(如图3-6)4.各节点不平衡弯矩：第125页 图3-6活载满跨布置5.内力计算：采用“迭代法”计算，迭代计算次序同恒载，如图3-7满跨活载作用下梁弯矩、剪力、轴力如图3-8、图3-9。根据所求出的梁端弯矩，再通过平衡条件，即可求出的恒载作用下梁剪力、柱轴力，结果见表3-7～表3-10。表3-7满跨活载作用下梁剪力AB跨梁端剪力第125页 层q(kN/m)u=(6-a)q/2MAB(kN.m)MBA(kN.m)∑Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)44.3518.92-28.0522.38-0.6518.27-19.57321.7594.61-117.7898.64-2.292.41-96.81221.7594.61-124.68102.84-2.5192.1-97.12121.7594.61-115.6398.09-2.0292.59-96.63表3-8满跨活载作用下BC跨梁端剪力层q(kN/m)l(m)ql/4(kN)VB=ql/4(kN)VC=ql/4(kN)41.531.131.13-1.1337.535.635.63-5.6327.535.635.63-5.6317.535.635.63-5.63表3-9满跨活载作用下AB跨跨中弯矩（kN.m）第125页 层q(kN/m)(板传来荷载作用)l(m)u=ql/2MAB(kN.m)∑Mik/lV1/A=u-∑Mik/lM=ql2-MAB-VAl/244.358.718.92-28.05-0.6518.27-10.26321.758.794.61-117.78-2.292.41-78.42221.758.794.61-124.68-2.5192.1-70.18121.758.794.61-115.63-2.0292.59-81.36表3-10满跨活载作用下柱轴力(kN)层边柱（A轴）中柱（B轴）横梁端部剪力纵梁端部剪力柱轴力横梁端部剪力纵梁端部剪力柱轴力418.27018.2720.72.8423.54392.410110.68102.4410.13136.11292.10202.78102.7510.13248.99第125页 192.590295.37102.2610.13361.38第125页 第125页 图3-7满跨活载弯矩分配过程图3-8满跨活载弯矩（kN.m）第125页 图3-9满跨活载剪力、轴力（kN）3.3风荷载作用下的位移、内力计算1.框架侧移表3-11风载作用下框架侧移层次层高hi(m)Pik(kN)Vik(kN)ΣD(kN/mm)(mm)总侧移Δi(mm)43.96.526.5273.940.091.1833.99.6916.2173.940.221.0923.99.6925.9073.940.350.87第125页 14.410.2536.1569.560.520.522.层间侧移其中0.85为位移放大系数。相对侧移3.顶点侧移侧移相对侧移满足要求。4.水平风载作用下框架层间剪力第125页 3-10风载作用下层间剪力表3-12各层柱反弯点位置层次柱别Kα2y2α3y3y0y4边柱1.06—0　100.350.35中柱3.76—0　100.450.453边柱1.0610100.450.45中柱3.7610100.500.502边柱1.06101.1300.150.45中柱3.76101.1300.500.50第125页 1边柱1.20.890—00.590.59中柱4.250.890—00.550.55注：风荷载作用下的反弯点高度按均布水平力考虑，查附表1-1。图3-11风载作用框架弯矩（kN.m）表3-13风荷载作用下框架柱剪力及柱端弯矩第125页 层次h(m)Vik(kN)ΣD柱别DiViyM下M上43.96.5273.94边柱19.50-1.720.35-2.35-4.36中柱17.47-1.540.45-2.70-3.333.916.2173.94边柱19.50-4.280.45-7.51-9.18中柱17.47-3.830.50-7.47-7.4723.925.9073.94边柱19.50-6.830.45-11.99-14.65中柱17.47-6.120.50-11.93-11.9314.436.1569.56边柱20.56-10.680.59-27.73-19.27中柱14.22-7.390.55-17.88-14.63第125页 图3-12风载作用框架梁剪力、柱轴力（kN）第125页 表3-14风载作用下梁端、跨中弯矩和剪力层次柱别M下(kN.m)M上(kN.m)节点左右梁线刚度比边跨梁端弯矩M(kN.m)中跨梁端弯矩M(kN.m)风载下梁端剪力边跨梁跨中弯矩(kN.m)左梁右梁VAVB左VB右4边柱-2.35-4.360.004.36-0.72-1.23中柱-2.70-3.31.411.931.37-0.72-1.143边柱-7.51-9.180.0011.53-2.01-2.79中柱-7.47-7.471.415.954.22-2.01-2.812边柱-11.99-14.650.0022.16-3.85-5.41第125页 中柱-11.93-11.931.4111.358.05-3.85-5.371边柱-27.73-19.270.0031.26-5.38-47.86中柱-17.88-14.631.4115.55411.02-5.38-7.35表3-15风载作用下柱轴力层次柱别M下(kN.m)M上(kN.m)风载作用下梁端剪力柱轴力VAVB左VB右NANB4边柱-2.35-4.36-0.72-0.72中柱-2.70-3.3-0.72-1.14-0.42第125页 3边柱-7.51-9.18-2.01-2.73中柱-7.47-7.47-2.01-2.81-1.222边柱-11.99-14.65-3.85-6.58中柱-11.93-11.93-3.85-5.37-42.741边柱-27.73-19.27-5.38-11.96中柱-17.88-14.63-5.38-7.35-4.71第125页 3.4地震作用下横向框架的内力计算1.0.5（雪+活）重力荷载作用下横向框架的内力计算按《抗震规范》，计算重力荷载代表值时，顶层取用雪荷载，其它各层取用活荷载。当雪荷载与活荷载相差不大时，可近似按满跨活荷载布置。（1）横梁线荷载计算顶层横梁：雪载边跨0.35×8.7×0.5=1.47kN/m中间跨0.35×3×0.5=0.53kN/m二～四层横梁：活载边跨21.75kN/m×0.5=10.88kN/m中间跨7.5kN/m×0.5=3.75kN/m（2）纵梁引起柱端附加弯矩：（本例中边框架纵梁偏向外侧，中框架纵梁偏向走廊）顶层外纵梁:MA4=–MD4=0kN.m楼层外纵梁:MA1=–MD1=0kN.m顶层中纵梁:MB4=–MC=–0.35×8.4×8.7×0.1=–2.56kN.m楼层中纵梁:MB1=–MC1=–2.5×8.4×8.7×0.1=–18.27kN.m（逆时针为正）（3）计算简图第125页 图3-13固端弯矩（4）固端弯矩：顶层横梁：第125页 二～四层横梁：（5）不平衡弯矩：（6）弯矩分配计算（采用迭代法）弯矩分配过程如图3-14，0.5（雪+活）作用下梁、柱弯矩见图3-15，梁剪力、柱轴力见图3-16。根据所求出的梁端弯矩，再通过平衡条件，即可求出的0.5（雪+活）作用下梁剪力、柱轴力，计算过程见表3-16、表3-17、表3-18、表3-19。第125页 表3-160.5（雪+活）作用下AB跨梁端剪力标准值层q(kN/m)l(m)u=ql/2(kN)MAB(kN.m)MBA(kN.m)Mik/lV1/A=u-∑Mik/lVB=-(u+∑Mik/l)41.478.72.74-10.538.7-0.216.60-6.18310.888.78.44-55.9655.96047.33-47.33210.888.78.44-59.9357.63-0.2647.69-47.07110.888.78.44-55.2955.980.0847.25-47.41表3-170.5（雪+活）作用下BC跨梁端剪力标准值层qkN/m)l(m)ql/4(kN)VB=ql/4(kN)VC=-ql/4(kN)40.5330.400.40-0.4033.7532.812.81-2.81第125页 23.7532.812.81-2.8113.7532.812.81-2.81表3-180.5（雪+活）作用下AB跨跨中弯矩（kN.m）层q(kN/m)l(m)u=ql/2MAB(kN.m)∑Mik/lV1/A=u-∑Mik/lM=ql2/8-MAB-VAl/241.478.76.39-10.53-0.216.60-4.27310.888.747.33-55.96047.33-46.99210.888.747.33-59.93-0.2647.69-48.58110.888.747.33-55.290.0847.25-47.31表3-190.5（雪+活）作用下柱轴力标准值层边柱（A轴）中柱（B轴）第125页 横梁端部压力纵梁端部压力柱轴力(kN)横梁端部压力纵梁端部压力柱轴力(kN)46.6006.606.581.818.39347.33053.9350.144.0662.59247.690101.6250.504.06117.15147.250148.8750.064.06171.27第125页 第125页 图3-140.5（雪+活）作用下弯矩分配过程图3-150.5（雪+活）作用下杆端弯矩（kN.m）图3-16第125页 0.5（雪+活）作用下框架轴力、剪力（根据对称只算AB、BC跨）（kN）2.地震作用下横向框架的内力计算地震作用下框架柱剪力及柱端弯矩计算过程见表3-20、梁端弯矩计算过程见表3-21、柱剪力和轴力计算过程见表3-22，地震作用下框架弯矩见图3-17，框架梁剪力、柱轴力见图3-18。第125页 表3-20地震作用下横向框架柱剪力及柱端弯矩层次层间剪力总剪力柱别Di∑DViyhM下M上（kN）（kN）(kN/mm)(kN/mm)(kN)(m)41188.641188.64边柱19.50844.05-27.460.353.9-37.48-69.61中柱17.47-24.600.45-43.17-52.7731062.022250.66边柱19.50844.05-52.000.453.9-91.26-111.54中柱17.47-46.580.50-90.83-90.832722.522973.18边柱19.50844.05-68.690.453.9-120.55-147.34中柱17.47-61.540.50-120.00-120.00第125页 1401.593374.78边柱20.56815.71-85.060.594.4-220.82-153.45中柱14.22-58.830.55-142.37-116.48注：地震作用下按倒三角分布水平力考虑，根据对称只算A、B轴。表321地震作用下梁端弯矩层次柱别M下(kN.m)M上(kN.m)节点左右梁线刚度比边跨梁端弯矩M(kN.m)中跨梁端弯矩M(kN.m)地震作用下梁端剪力边跨梁跨中弯矩(kN.m)左梁右梁VAVB左VB右4边柱-37.48-69.610.0069.61-11.55-19.37第125页 中柱-43.17-52.771.4130.8721.90-11.55-14.603边柱-91.26-111.540.00149.02-26.14-35.31中柱-90.83-90.831.4178.4055.60-26.14-37.072边柱-120.55-147.340.00238.60-41.60-57.64中柱-120.00-120.001.41123.3587.48-41.60-43.741边柱-220.82-153.450.00274.00-47.40-67.81中柱-142.37-116.481.41138.3698.12--第125页 47.4065.41第125页 表3-22作用梁剪力、柱轴力层次柱别M下(kN.m)M上(kN.m)地震作用下梁端剪力柱轴力VAVB左VB右NANB4边柱-37.48-69.61-11.55-11.55中柱-43.17-52.77-11.55-14.60-3.053边柱-91.26-111.54-26.14-37.69　中柱-90.83-90.83-26.14-37.07-13.982边柱-120.55-147.34-41.60-79.29　中柱-120.00-120.00-41.60-43.74-16.121边柱-220.82-153.45-47.40-126.69　中柱-142.37-116.48-47.40-65.41-34.16第125页 图3-17地震作用框架弯矩（kN.m）第125页 图3-18地震作用框架梁剪力、柱轴力（kN）第125页 第四章框架内力组合弯矩调幅，取β=0.9进行调幅，调幅计算过程见表4-1表4-1弯矩调幅计算荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值Ml0Mr0M0βMlMrM恒载顶层AB-181.07-165.17195.80.9-162.96-148.65176.22BC-61.18-61.28-47.610.9-55.06-55.15-42.85四层AB-179.51-148.74114.250.9-161.56-133.87102.82BC-27.25-27.25-16.150.9-24.53-24.53-14.54AB-124.440.9-130.38112.00第125页 三层-166.49144.87-149.84BC-30.85-30.85-19.750.9-27.77-27.77-17.78二层AB-160.41-140.23128.050.9-144.37-126.21115.25BC-36.32-36.32-23.220.9-32.69-32.69-20.90活载(d)顶层AB-28.05-22.3810.260.9-25.25-20.149.23BC-3.44-3.44-1.340.9-3.10-3.10-1.21四层AB-117.78-98.6478.420.9-106.00-88.7870.58BC-25.49-25.49-12.050.9-22.94-22.94-10.85三层AB-124.68-102.8470.180.9-112.21-92.5663.16BC-20.91-20.91-10.380.9-18.82-18.82-9.34二层AB-115.63-98.0981.360.9-104.07-88.2873.22BC-26.53-26.53-11.880.9-23.88-23.88-10.69顶层AB-10.53-8.74.270.9-9.48-7.833.84第125页 0.5(雪载＋活载）BC-0.43-0.43-0.030.9-0.39-0.39-0.03四层AB-55.96-55.9646.990.9-50.36-50.3642.29BC-10.25-10.25-5.620.9-9.23-9.23-5.06三层AB-59.93-57.6348.580.9-53.94-51.8743.72BC-9.15-9.15-6.340.9-8.24-8.24-5.71二层AB-55.29-55.9847.310.9-49.76-50.3842.58BC-10.58-10.58-7.770.9-9.52-9.52-6.99一般组合采用三种组合形式即可：变荷载效应控制时：永久荷载效应控制时，第125页 表4-2横向框架梁内力组合（一般组合）（单位M：kN.mV：kN）杆件跨向截面内力荷载种类内力组合恒载活荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活d左风右风左风右风顶层横梁AB跨梁左端M-162.96-25.254.36-4.36-230.90-221.87-232.86-245.25V117.4418.27-0.720.72166.51163.04164.86176.81跨中M176.229.231.23-1.23224.39224.64221.54247.13梁右端M-148.65-20.14-1.931.93-206.58-206.19-201.32-220.82第125页 V-167.78-19.57-0.720.72-228.73-226.90-225.09-246.07BC跨梁左端M-55.06-3.101.37-1.37-70.41-68.25-71.70-77.43V15.351.13-1.141.1420.0018.4121.2821.85跨中M-42.85-1.210.000.00-53.11-52.94-52.94-59.06梁右端M-55.15-3.10-1.371.37-70.52-71.81-68.36-77.55V-15.35-1.13-1.141.14-20.00-21.28-18.40-21.85四层横梁AB跨梁左端M-161.56-106.0011.53-11.53-342.27-312.90-341.96-324.11V131.5292.412.01-2.01287.20276.79271.73269.96跨中M102.8270.582.79-2.79222.20215.83208.80209.39梁右端M-133.87-88.78-5.955.95-284.94-269.50第125页 -280.00-265.01V-124.44-96.81-2.012.01-284.86-273.84-268.78-264.80BC跨梁左端M-24.53-22.944.22-4.22-61.55-53.02-63.66-56.06V12.875.63-2.812.8123.3319.0026.0823.00跨中M-14.54-10.850.000.00-32.64-31.12-31.12-30.48梁右端M-24.53-22.94-4.224.22-61.55-63.66-53.02-56.06V-12.87-5.63-2.812.81-23.33-26.08-19.00-23.00AB跨梁左端M-149.84-112.2122.16-22.16-336.90-293.27-349.11-314.49第125页 三层横梁V130.8792.10-3.853.85285.98268.24277.94268.77跨中M112.0063.165.41-5.41222.82220.80207.17214.36梁右端M-130.38-92.56-11.3511.35-286.04-287.38-258.78-268.57V-125.09-97.12-3.853.85-286.08-277.33-267.63-266.00BC跨梁左端M-27.77-18.828.05-8.05-59.67-46.89-67.18-56.31V12.875.63-5.735.7323.3315.3229.7623.00跨中M-17.78-9.340.000.00-34.41-33.10-33.10-33.34梁右端M-27.77-18.82-8.058.05-59.67-67.18-46.89-56.31V-12.87-5.63-5.735.73-23.33-29.76-15.32-23.00AB跨梁左端M-144.37-104.0731.26-31.26-318.94-264.98-343.76-298.97第125页 二层横梁V130.3092.59-5.385.38285.99266.24279.80268.50跨中M115.2573.227.86-7.86240.81240.46220.65228.80梁右端M-126.21-88.28-15.5415.54-275.04-282.27-243.10-258.66V-125.66-96.63-5.385.38-286.07-279.32-265.77-266.27BC跨梁左端M-32.69-23.8811.02-11.02-72.66-55.43-83.20-68.01V12.875.63-7.357.3523.3313.2831.8023.00跨中M-20.90-10.690.000.00-40.05-38.55-38.55-38.91梁右端M-32.69-23.88-11.0211.02-72.66-83.20-55.43-68.01第125页 V-12.87-5.63-7.357.35-23.33-31.80-13.28-23.00第125页 表4-3横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合　恒载0.5(雪+活)地震作用1.2[恒+0.5(雪＋活)]+1.3地震作用向左向右向左向右顶层横梁AB跨梁左端M-162.96-9.4823.66-23.66-176.17-237.69V117.446.60-11.5511.55133.83163.86跨中M176.223.8419.37-19.37241.25190.89梁右端M-148.65-7.83-30.8730.87-227.91-147.65V-167.78-6.18-11.5511.55-223.77-193.74BC跨梁左端M-55.06-0.3921.90-21.90-38.07-95.01V15.350.40-14.6014.60-0.0837.88跨中M-42.85-0.030.000.00-51.46-51.46第125页 梁右端M-55.15-0.39-21.9021.90-95.12-38.18V-15.35-0.40-14.6014.60-37.880.08四层横梁AB跨梁左端M-161.56-50.36149.02-149.02-60.58-448.03V131.5247.33-26.1426.14180.64248.60跨中M102.8242.2935.31-35.31220.04128.23梁右端M-133.87-50.36-30.8730.87-261.21-180.95V-124.44-47.07-26.1426.14-239.79-171.83BC跨梁左端M-24.53-9.2355.60-55.6031.77-112.79V12.872.81-37.0737.07-29.3867.01跨中M-14.54-5.060.000.00-23.52-23.52梁右端M-24.53-9.23-55.6055.60-112.7931.77V-12.87-2.81-37.0737.07-67.0129.38M-53.94238.60-238.665.64第125页 三层横梁AB跨梁左端-149.84-554.72V130.8747.69-41.6041.60160.19268.35跨中M112.0043.7257.64-57.64261.80111.93梁右端M-130.38-51.87-123.35123.35-379.06-58.35V-125.09-47.07-41.6041.60-260.67-152.51BC跨梁左端M-27.77-8.2487.48-87.4870.51-156.94V12.872.81-43.7443.74-38.0575.68跨中M-17.78-5.710.000.00-28.19-28.19梁右端M-27.77-8.24-87.4887.48-156.9470.51V-12.87-2.81-43.7443.74-75.6838.05AB跨梁左端M-144.37-49.76274.00-274.00123.24-589.16第125页 二层横梁V130.3047.25-47.4047.40151.44274.68跨中M115.2542.5867.81-67.81277.55101.24梁右端M-126.21-50.38-138.36138.36-391.78-32.04V-125.66-47.41-47.4047.40-269.30-146.06BC跨梁左端M-32.69-9.5298.12-98.1276.90-178.21V12.872.81-65.4165.41-66.22103.85跨中M-20.90-6.990.000.00-33.47-33.47梁右端M-32.69-9.52-98.1298.12-178.2176.90V-12.87-2.81-65.4165.41-103.8566.22第125页 表4-4横向框架柱内力组合(一般组合)　　　　　　　　　　杆件跨向截面内力荷载种类内力组合|Mmax|及相应的NNmin及相应的M恒载活荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活Nmax及相应的M左风右风左风右风顶层柱A柱柱顶M162.2028.05-4.364.36233.91224.49235.48247.02247.02224.49247.02N297.2318.27-0.720.72382.25378.79380.60419.53419.53378.79419.53柱底M104.2350.58-2.352.35195.89185.85191.77191.29195.89185.85191.29N332.3318.27-0.720.72424.37420.91422.72466.92424.37420.91466.92第125页 B柱柱顶M-47.61-18.65-3.303.30-83.24-84.79-76.47-82.92-84.79-84.79-82.92N341.6823.54-0.420.42442.97439.15440.21484.81439.15439.15484.81柱底M-57.66-30.80-2.702.70-112.31-111.40-104.60-108.64-112.31-111.40-108.64N366.0623.54-0.420.42472.23468.40469.46517.72472.23468.40517.72三层柱A柱柱顶M57.8067.20-9.189.18163.44142.47165.60145.23165.60142.47145.23N642.67110.68-2.732.73926.16907.22914.10978.28914.10907.22978.28柱底M69.3661.30-7.517.51169.05151.01169.93154.94169.93151.01154.94N677.77110.68-2.732.73968.28949.34956.221025.67956.22949.341025.67B柱柱顶M-41.35-41.34-7.477.47-107.50-111.12-92.30-97.16-111.12-111.12-97.16N728.29136.11-1.221.221064.501043.911046.991119.301043.911043.911119.30柱底M-43.52-39.14-7.477.47-107.02-110.95-92.13-97.89-110.95-110.95-97.89N752.67136.11-1.221.221093.761073.171076.241152.211073.171073.171152.21第125页 续表4-4横向框架柱内力组合(一般组合)　　　　　　　　　杆件跨向截面内力荷载种类内力组合|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载活荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活左风右风左风右风第125页 二层柱A柱柱顶M80.0363.38-14.6514.65184.77157.44194.35171.42194.35157.44171.42N987.46202.78-6.586.581468.841432.161448.751535.851448.751432.161535.85柱底M89.7370.39-11.9911.99206.22181.26211.47191.53211.47181.26191.53N1022.56202.78-6.586.581510.961474.281490.871583.241490.871474.281583.24B柱柱顶M-48.03-39.77-11.9311.93-113.31-122.78-92.7144-104.61-122.78-122.78-104.61N1114.9248.99-2.722.721686.471648.181655.031754.111648.181648.181754.11柱底M-50.37-42.59-11.9311.93-120.07-129.14-99.08-110.59-129.14-129.14-110.59N1139.28248.99-2.722.721715.721677.441684.291787.021677.441677.441787.02AM53.245.2419.27127.1896.56145.12117.06145.1296.56117.06第125页 底层柱柱柱顶-19.27N1331.62295.37-11.9611.962011.461955.041985.182093.061985.181955.042093.06柱底M26.622.63-27.7327.7363.6025.4995.3758.5495.3725.4958.54N1371.62295.37-11.9611.962059.462003.042033.182147.062033.182003.042147.06V-18.14-15.43-10.6810.68-43.37-54.67-27.75-39.92-27.75-54.67-39.92B柱柱顶M-33.04-27.96-14.6314.63-78.79-93.31-56.44-72.56-93.31-93.31-72.56N1501.51361.38-4.714.712307.742251.222263.092388.422251.222251.222388.42M-13.06-13.9917.88-35.26-55.83-10.77-31.62-55.83-55.83-31.62第125页 柱底-17.88N1529.02361.38-4.714.712340.762284.232296.102425.562284.232284.232425.56V10.48-9.53-7.397.39-0.77-8.749.884.62-8.74-8.744.62注：表中画横线数值用于后面的基础设计第125页 表4-5横向框架柱内力组合(考虑地震组合)　杆件跨向截面内力荷载种类内力组合±|Mmax|及相应的NNmin及相应的MNmax及相应的M恒载0.5(雪+活)地震作用1.2[恒+0.5(雪＋活)]+1.3地震作用向左向右向左向右顶层柱A柱柱顶M162.210.53-69.6169.61116.78297.77297.77116.78297.77N297.236.6-11.5511.55349.58379.61379.61349.58379.61柱底M104.2323.23-37.4837.48104.23201.68201.68104.23201.68N332.336.6-11.5511.55391.70421.73421.73391.70421.73第125页 B柱柱顶M-47.61-5.6-52.7752.77-132.454.75-132.45-132.454.75N341.688.39-3.053.05416.12424.05416.12416.12424.05柱底M-57.66-11.42-43.1743.17-139.02-26.78-139.02-139.02-26.78N366.068.39-3.053.05445.38453.31445.38445.38453.31三层柱A柱柱顶M57.832.72-111.54111.54-36.38253.63253.63-36.38253.63N642.6753.93-37.6937.69786.92884.92884.92786.92884.92柱底M69.3629.55-91.2591.250.07237.32237.320.07237.32N677.7753.93-37.6937.69829.04927.04927.04829.04927.04B柱柱顶M-41.35-16.03-90.8390.83-186.9449.22-186.94-186.9449.22N728.2962.59-13.9813.98930.88967.23930.88930.88967.23柱底M-43.52-14.99-90.8390.83-188.2947.87-188.29-188.2947.87N752.6762.59-13.9813.98960.14996.49960.14960.14996.49第125页 二层柱A柱柱顶M80.0330.37-147.34147.34-59.06324.02324.02-59.06324.02N987.46101.62-79.2979.291203.821409.971409.971203.821409.97柱底M89.7333.7-120.55120.55-8.60304.83304.83-8.60304.83N1022.56101.62-79.2979.291245.941452.091452.091245.941452.09B柱柱顶M-48.03-15.21-120120-231.8980.11-231.89-231.8980.11N1114.9117.15-16.1216.121457.501499.421457.501457.501499.42柱底M-50.37-16.42-120120-236.1575.85-236.15-236.1575.85N1139.28117.15-16.1216.121486.761528.671486.761486.761528.67底层柱A柱柱顶M53.221.58-153.45153.45-109.75289.22289.22-109.75289.22N1331.62148.87-126.69126.691611.891941.291941.291611.891941.29M26.610.8-142.37142.37-140.20229.96229.96-140.20229.96第125页 柱底N1371.62148.87-126.69126.691659.891989.291989.291659.891989.29V-18.14-7.3685.06-85.0679.98-141.18-141.1879.98-141.18B柱柱顶M-33.04-10.71-116.48116.48-203.9298.92-203.92-203.9298.92N1501.51171.27-34.1334.131962.972051.711962.971962.972051.71柱底M-13.06-5.31-142.37142.37-207.13163.04-207.13-207.13163.04N1529.02171.27-34.1334.131995.982084.721995.981995.982084.72V10.483.6458.83-58.8393.42-59.5493.4293.42-59.54注：表中画横线数值用于基础抗震设计中。第125页 第五章框架梁柱截面设计5.1框架梁、柱截面设计经查《抗震规范》知本设计例题框架的抗震等级是三级，所以在计算地震作用下梁、柱的配筋时需要对梁、柱内力进行调整。为了增大梁“强剪弱弯”的程度，抗震设计中，一、二、三级的框架梁，其梁端截面组合的剪力设计值应按下式调整：弯矩组合设计值：梁端剪力计算过程略，具体计算结果见表5-4。第125页 表5-1横梁AB、BC跨正截面受弯承载力计算层混凝土强度等级b×h(mm2)截面位置组合内力柱边截面弯矩(kN.m)h0(mm)ξ(mm2)实际选用(mm2)备注M(kN.m)V(kN)根数直径（mm）面积(mm2)顶层C30300×800A4支座-245.25176.81-192.217600.0780.081884320942ξ﹤0.35跨中247.13247.137600.01030.01010884201256ξ﹤0.35第125页 B4支座左-220.82-246.07-159.37600.0640.066720318763ξ﹤0.35300×500B4支座右-77.4321.85-71.974600.0790.082542320942ξ﹤0.35跨中-59.06-59.064600.0650.067442318763ξ﹤0.35C4支座左-77.55-21.85-72.094600.0790.082542220628ξ﹤0.35四层C30300×800A3支座-342.27287.2-256.117600.1030.10911844201256ξ﹤0.35跨中222.2222.27600.00930.009982320942ξ﹤0.35B3支座左-284.94-284.86-213.737600.0860.0909794181017ξ﹤0.35300×500B3支座右-63.6626.08-57.144600.0630.065428218509ξ﹤0.35跨中-32.64-32.644600.0360.037241218509ξ﹤0.35C3支座左-63.66-26.08-57.144600.0630.065428218509ξ﹤0.35第125页 二层C30300×800A1支座-343.76285.99-257.967600.1040.11011964201256ξ﹤0.35跨中240.81240.817600.010.0109674201256ξ﹤0.35B1支座左-282.27-286.07-210.757600.0850.0899674201256ξ﹤0.35300×500B1支座右-83.231.8-75.254600.0830.087571220628ξ﹤0.35跨中-40.05-40.054600.0440.045297220628ξ﹤0.35C1支座左-83.2-31.8-75.254600.0830.087571220628ξ﹤0.35注：正截面受弯承载力计算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。表5-2横梁AB、BC跨正截面抗震验算层b×h组合内力h0(mm)ξ(mm2)实际选用(mm2)第125页 混凝土强度等级(mm2)截面位置柱边截面弯矩(kN.m)备注M(kN.m)V(kN)根数直径面积(mm)(mm2)顶层C30300×800A4支座-237.69163.86-188.5320.757600.0570.056603.42320942安全跨中241.25241.250.757600.0080.008320942安全B4支座左-227.91-223.77-283.85250.757600.0860.083896.73320942安全第125页 300×500B4支座右-95.0137.88-85.540.754600.0710.068449.53320942安全跨中-51.46-51.460.754600.0430.042220628安全C4支座左-95.12-37.88-104.590.754600.0860.083545.78220628安全四层C30300×800A3支座-448.03248.6-373.450.757600.1130.1071165.914201256安全跨中220.04220.040.757600.0070.007320942安全B3支座左-261.21-239.79-321.15750.757600.0970.0931009.554181017安全第125页 300×500B3支座右-112.7967.01-96.03750.754600.0790.076502.73218509安全跨中-23.52-23.520.754600.0190.020218509安全C3支座左-112.79-67.01-129.54250.754600.1070.101669.92218509安全二层C30300×800A1支座-589.16274.68-506.7560.757600.1530.1431555.634221520安全跨中277.55277.550.757600.0080.0094201256安全B1支座左-391.78-269.3-459.1050.757600.1390.1301417.744221520安全第125页 300×500B1支座右-178.21103.85-152.24750.754600.1260.119781.06320942安全跨中-33.47-33.470.754600.0280.027220628安全C1支座左-178.21-103.85-204.17250.754600.1690.1561029.124201256安全注：正截面抗震验算时，负弯矩处按矩形截面计算，正弯矩处按T形截面计算。梁内纵筋由抗震设计要求控制。表中空格处表示按抗震计算的配筋小于按抗弯承载力计算的配筋，取抗弯承载力的配筋。表5-3横梁AB、BC跨斜截面受剪承载力计算第125页 层次混凝土强度等级b×h(mm2)斜截面位置组合内力V(kN)h00.25βcfcbh0(kN)0.7ftbh0(kN)选用箍筋(双肢)(kN)备注顶层C30300×800A4支座176.81760815.1228.228Φ8@200945.00安全B4支座左246.07760815.1228.228Φ8@200945.00安全300×500B4支座右21.85460493.35138.138Φ8@200571.98安全C4支座左21.85460493.35138.138Φ8@200571.98安全300A3支座287.2760815.1228.228Φ8@200945.00安全第125页 四层C30×800B3支座左284.86760815.1228.228Φ8@200945.00安全300×500B3支座右26.08460493.35138.138Φ8@200571.98安全C3支座左26.08460493.35138.138Φ8@200571.98安全二层C30300×800A1支座285.99760815.1228.228Φ8@200945.00安全B1支座左286.07760815.1228.228Φ8@200945.00安全300×B1支座右31.8460493.35138.138Φ8@200571.98安全第125页 500C1支座左31.8460493.35138.138Φ8@200571.98安全表5-4横梁AB、BC跨斜截面受剪抗震验算层混凝土强度等级b×h(mm2)斜截面位置（kN）(kN.m)组合内V(kN)h0(kN)(kN)选用箍筋(双肢)(kN)备注第125页 顶层C30300×800A4支座148.8528.52152.45760869.44182.58Φ8@2001138.28B4支座左208.7528.52212.36760869.44182.58Φ8@2001138.28300×500B4支座右18.9057.1126.12460526.24110.51Φ8@200688.96C4支座左18.9057.1126.12460526.24110.51Φ8@200688.96四层C30300×800A3支座214.62186.82238.24760869.44182.58Φ8@2001138.28B3支座左205.81186.82229.43760869.44182.58Φ8@2001138.28第125页 300×500B3支座右18.8281.0229.06460526.24110.51Φ8@200688.96C3支座左18.8281.0229.06460526.24110.51Φ8@200688.96二层C30300×800A1支座213.06197.38238.01760869.44182.58Φ8@2001138.28B1支座左207.68197.38232.64760869.44182.58Φ8@2001138.28300×500B1支座右18.82255.1151.07460526.24110.51Φ8@200688.96C1支座左18.82255.1151.07460526.24110.51Φ8@200688.96第125页 第125页 表5-5柱正截面压弯承载力计算（）柱类别层次混凝土强度等级（m）柱截面组合内力判断破坏类型选用钢筋（mm2）备注根数直径面积A柱顶层600×6004.888.1328.17上端247.02419.5318.8710.68201.06140.730.051大偏心28.79588.80608.80868.80821.084181017下端195.89424.3710.68200.041大偏心22.83461.60481.60741.60509.244181017二层4.888.1328.17上端194.351448.7522.9710.58201.18143.160.040大偏心22.65134.15154.15414.15<041810171490.8710.58200.044大偏心24.65141.84161.84421.84<0418第125页 下端211.471017底层5.59.1731.75上端145.121985.1815.7410.76201.54111.210.030大偏心16.9173.1093.10353.10<04181017下端95.372033.1810.76200.012大偏心11.1246.9166.91326.91<04181017B柱顶层500×5004.889.7628.17上端84.79439.1524.9410.53201.1366.860.026大偏心11.86193.08213.08423.08<04181017下端112.31472.2310.53200.034大偏心15.71237.83257.83467.83<04181017二层4.889.7628.17上端122.781648.1822.5910.59201.35101.840.037大偏心17.1774.5094.49304.49<04181017下端129.141677.4410.59200.039大偏心18.0676.9996.99306.99<04181017底层5.51131.75上端93.312251.2213.9410.80201.9687.850.028大偏心13.0541.4561.45271.45<0418101755.832284.2310.80200.017大偏心7.8124.4444.44254.44<0418第125页 下端1017第125页 表5-6框架柱正截面压弯承载力计算()柱类别层次混凝土强度等级（m）柱截面组合内力判断破坏类型选用钢筋（mm2）备注根数直径面积A柱顶层600×6004.888.1328.17上端224.49378.7919.5111.06201.06209.620.047大偏心26.16592.65612.65872.65750.024181017下端185.85420.9111.06200.039大偏心21.66441.54461.54721.54454.844181017二层4.888.1328.17上端157.441432.1623.5810.96201.20208.790.033大偏心18.35109.93129.93389.93<04181017下端10.96200.037821.13122.95142.95<0418第125页 181.261474.28大偏心402.951017底层5.59.1731.75上端96.561955.0411.4611.84202.1198.620.020大偏心11.2549.3969.39329.39<04181017下端25.492003.0411.84200.005大偏心2.9712.732.73292.73<04181017B柱顶层500×5004.889.7628.17上端84.79439.1524.8710.93201.13116.940.026大偏心11.86193.08213.08423.08<04181017下端111.4468.410.93200.034大偏心15.58237.83257.83467.83113.354181017二层4.889.7628.17上端122.781648.1822.5910.99201.35171.450.037大偏心17.1774.4994.49304.49<04181017下端129.141677.4410.99200.039大偏心18.0676.9996.99306.99<04181017底层5.51131.75上端93.312251.3113.9411.20201.96131.700.028大偏心13.0541.4561.45271.45<04181017下端55.8311.20200.0177.8124.4444.44<0418第125页 2284.23大偏心254.441017表5-7框架柱正截面压弯承载力计算()柱类别层次混凝土强度等级（m）柱截面组合内力判断破坏类型选用钢筋（mm2）备注根数直径面积A柱顶层600×6004.888.1328.17上端247.02419.5318.5011.09201.07221.790.051大偏心28.790588.80608.80868.80821.084181017下端11.09200.04022.29409.68429.68418第125页 191.29466.92大偏心689.68416.021017二层4.888.1328.17上端171.421535.8523.2610.96201.20222.960.036大偏心19.98111.61131.61391.61<04181017下端191.531583.2410.96200.040大偏心22.32120.97140.97400.97<04181017底层5.59.1731.75上端117.062093.0610.0011.30201.77134.410.0247大偏心13.6455.9375.93335.93<04181017下端58.542147.0611.30200.012大偏心6.8227.2747.27307.27<04181017B柱顶层500×5004.889.7628.17上端82.92484.8124.8410.93201.15115.720.025大偏心11.60171.03191.03401.0<04181017下端108.64517.7210.93200.033大偏心15.19209.84229.84439.84<04181017二层4.889.7628.17上端104.611754.1122.6510.98201.41153.580.032大偏心14.6359.6479.64289.64<04181017下端10.98200.03415.4761.8981.89<0418第125页 110.591787.02大偏心291.891017底层5.51131.75上端72.562388.426.4611.39202.30100.800.022大偏心10.1530.3850.38260.38<04181017下端31.622425.5611.39200.010大偏心4.4213.0433.04243.03<04181017表5-8框架柱正截面压弯抗震验算（）柱类别层次（m）柱截面组合内力轴压比判断破坏类型选用钢筋（mm2）备注第125页 混凝土强度等级根数直径面积A柱顶层C30600×6004.888.1328.17上端297.77379.610.070.7511.14201.06243.680.060大偏心33.18784.41804.411064.4111854201256下端201.68421.730.080.751200.066大偏心36.86478.22498.22758.225484201256二层C30600×6004.888.1328.17上端324.021409.970.270.7511.02201.12349.040.220大偏心123.25229.81249.81509.81<04201256下端304.831452.090.280.751200.227大偏心126.93209.93229.93489.93<04201256底层C30600×6005.59.1731.75上端289.221941.290.380.7511.08201.27313.920.303大偏心169.69148.98168.98428.98<04201256下端229.961989.290.390.751200.311大偏心173.89115.60135.60395.60<04201256BC304.8828.17416.121200.09543.65548.30108420第125页 柱顶层500×5009.76上端132.450.120.750.991.10150.96大偏心318.30338.301256下端139.02445.380.120.751200.102大偏心46.72312.14332.14542.141024201256二层C30500×5004.889.7628.17上端231.891457.50.410.7510.99201.19279.140.332大偏心152.88159.10179.10389.10<04201256下端236.151486.760.420.751200.339大偏心155.95158.83178.83388.83<04201256底层C30500×5005.51131.75上端203.921962.970.550.7511.00201.35277.480.448大偏心205.91103.88123.88333.88<04201256下端207.131995.980.560.751200.455大偏心209.37103.77123.77333.77<04201256第125页 表5-9框架柱正截面压弯抗震验算（）柱类别层次混凝土强度等级（m）柱截面组合内力轴压比判断破坏类型选用钢筋（mm2）备注根数直径面积A柱顶层C30600×4.8828.17上端116.78249.580.050.7511.04201.10118.740.039大偏心21.82467.91487.91747.913094201256第125页 6008.13下端104.23391.70.080.751200.069大偏心34.24266.10286.10546.10144201256二层C30600×6004.888.1328.17上端59.061203.820.230.7512.76202.0648.860.188大偏心105.2349.0669.06329.06<04201256下端8.61245.940.240.751200.194大偏心108.916.9026.90286.90<04201256底层C30600×6005.59.1731.75上端109.751611.890.310.7510.93201.35176.510.252大偏心140.9068.0988.09348.09<04201256下端140.21659.890.320.751200.260大偏心145.1084.46104.46364.46<04201256B柱顶层C30500×5004.889.7628.17上端132.45416.120.120.7510.99201.10150.960.095大偏心43.65318.30338.30548.303924201256下端139.02445.380.120.751200.102大偏心46.72312.14332.14542.143964201256二层C30500×4.8828.17上端231.891457.50.410.7510.99201.19279.140.332大偏心152.88159.10179.10389.10<04201256第125页 5009.76下端236.151486.760.420.751200.339大偏心155.95158.84178.84388.84<04201256底层C30500×5005.51131.75上端203.921962.970.550.7511.00201.35277.480.448大偏心205.91103.88123.88333.88<04201256下端207.131995.980.560.751200.455大偏心209.37103.77123.77333.77<04201256表5-10框架柱正截面压弯抗震验算()层次（m）组合内力轴压选用钢筋（mm2）备注第125页 柱类别混凝土强度等级柱截面比判断破坏类型根数直径面积A柱顶层C30600×6004.888.1328.17上端297.77379.610.070.7511.14201.06243.680.059大偏心33.18784.41804.411064.415244201256下端201.68421.730.080.751200.066大偏心36.86478.22498.22758.222184201256二层C30600×6004.888.1328.17上端324.021409.970.270.7511.02201.12349.050.220大偏心123.24229.81249.81509.81<04201256下端304.831452.090.280.751200.227大偏心126.93209.93229.93489.93<04201256底层C30600×6005.59.1731.75上端289.221941.290.380.7511.08201.27313.920.303大偏心169.69148.98168.98428.98<042012560.390.751200.311115.60135.60395.60<0420第125页 下端229.961989.29大偏心173.891256B柱顶层C30500×5004.889.7628.17上端4.75424.050.120.7510.75201.4328.770.097大偏心44.4811.2031.20241.201084201256下端26.78453.310.130.751200.103大偏心47.5559.0879.08289.081024201256二层C30500×5004.889.7628.17上端80.111499.420.420.7511.02201.48114.470.342大偏心157.2853.4373.43283.423<04201256下端75.851528.670.430.751200.349大偏心160.3549.6269.62279.62<04201256底层C30500×5005.51131.75上端98.922051.710.570.7510.88201.44206.500.468大偏心215.2148.2168.21278.21<04201256下端163.042084.720.580.751200.475大偏心218.6878.2198.21308.21<04201256第125页 由内力计算可知,本工程柱各截面的剪力设计值甚小，故不进行斜截面承载力计算，箍筋按抗震构造要求配置。箍筋形式采用菱形复合箍，直径均采用8，计算柱加密区配箍率为0.98%，满足抗震要求。本工程计算多遇地震作用下横向框架的层间弹性侧移。对于钢筋混凝土框架θe取1/550。表5-11层间弹性侧移验算层次h(m)Vi(kN)(kN/mm)(mm)(mm)43.91188.64844.051.7.0933.92250.66844.052.7.0923.92973.18844.053.7.0914.43374.78815.714.137238通过以上计算结果看出，各层层间弹性侧移，均满足规范要求，即Δue≤[θe]h。满足要求.第125页'