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'第一章设计任务及基本要求1.1设计原始资料1.1.1工程概况该工程为六层办公楼,主体为现浇钢筋混凝土框架结构,占地面积为1310m2,建筑面积5240nf,建筑物共6层,底层层高5.Im,标准层层高3.6m,顶层层高4.5m,总高度25.5m,室内外高差0.450m,基础顶面距离室外地面1.05m,基础采用柱下独立基础。该办公楼主要以层为单元出租,每层为一个独立的单元,拥有接待室、会议室、档案室、普通办公室、专用办公室等。楼内设有两个电梯三个楼梯,主、次楼梯开间均为3叫进深均为6.6m,楼梯的布置均符合消防、抗震的要求。1.1.2设计条件一、抗震设防烈度:7度设防,抗震设计分组为第一组,设计基本地震加速度值为0.lg;二、基本风压:0・55KN/i『,B类粗糙度;三、雪荷载标准值:0.2KN/i『;四、结构体系:现浇钢筋混凝土框架结构。五、工程地质条件:拟建场地地形平坦,土质分布具体情况见表,II类场地土。地下稳定水位距地表-9叫表中给定土层深度由自然地坪算起。建筑地点冰冻深度-0.5m。表1-1建筑地层一览表序号岩土深度厚度范围(m)地基土承载力(kPa)压缩模量(mPa)1杂填土0.0—1.21.2——2粉土1.2—2.00.82005.03中粗砂2.0—4.82.83009.544.8—15.010.235021.01.2建筑设计任务及要求一、基本要求:满足建筑功能要求,根据已有的设计规范,遵循建筑设计适用、经济合理、技术先进、造型美观的原则,对建筑方案分析其合理性,绘制建筑施工图。二、规定绘制的建筑施工图为:1、底层、标准层及顶层平面图:比例1:150(图1-1)2、主要立面图:比例1:150(图1-2,图1-3)3、屋面排水布置图:比例1:1504、剖面图:比例1:1505、墙身大样及节点详图:比例1:100及1:10
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图1-1标准层平面图ooroo■CxJ■o孚goo—ocoOTo9O—r-r*.—1800>1800••nn□币m18.000g9rO•006006006006•k—■roomm14.400、/6lOC1gcorO9•nnmmm10.800、/g9hO•6§ooO6•・—■mmLJU7.200、/QCO2■ooO=69■•rmmm3.6002.700P6§OOOLq•g9hOAbLIIinn111nnIIIIIII2±0.000、/
图1-3®-(A)轴立面图
1.3结构设计任务及要求一、基本要求:在建筑方案设计的基础上,正确选择合理的结构形式,结构体系和结构布置,掌握高层建筑结构的计算方法和基本构造要求,绘制施工详图。二、规定绘制的结构施工图为:1、结构平面布置图:比例1:1502、一棍框架结构配筋图:比例1:1503、屋面板、楼面板的配筋图:比例1:1504、楼梯配筋图:比例1:1005、基础设计图:1张三、结构设计计算书内容:说明结构方案如何确定的,材料选择。列出结构设计计算过程中采用的计算方法、计算假定、计算原则、计算简图、内力图及计算结果。
第二章建筑设计说明2.1建筑平面设计1.1.1建筑平面布置一、建筑结构方案:对于建筑物的土质和所在地区的抗震等要求,选择框架结构和桩基础,具体见结构施工图。二、平面组合:对于办公楼来说,首先要保证其用途,并且符合经济合理的要求,在平面布置上符合抗震和消防的要求,已经在办公楼适合的位置设置抗震缝。在消防方面,楼梯的布置和走廊的长度、宽度均已符合设计规范要求。三、交通组织及防火疏散设计:在垂直的交通方面,在适合的位置都已设置了楼梯,并加设了消防通道。考虑到防火疏散的要求,办公楼楼的走廊适当的放宽。四、采光通风:根据该建筑物的性质,将窗台安排到离地面900mm的高度,以保证有足够的采光和通风。2.1.2柱网布置图2-1柱网布置图2.2剖面设计2.2.1房间各部分高度1、层髙和净高:底层层高5.Im,净高3.5m;标准层层高3.6m,净高3.5m;顶层层高4.5m,净高4.4m。
2、室内外高差:0・45iii。3、窗面及窗高:窗面距楼面为0.9m,窗高为1.811】。2.2.2屋面构造说明(从上到下)1、保护层;现浇40厚细石混凝土2、防水层:捷罗克防水层(厚8mm)3、找平层:20厚1:3水泥砂浆找平4、保温兼找坡层:膨胀珍珠岩砂浆找坡(平均厚14Omni)5、结构层:100厚钢筋混凝土屋面板6、10厚纸浆石灰泥粉平7、V型轻钢龙骨吊顶2.2.3楼面构造说明(从上到下)1、面层:水磨石地面(lOiiiiii面层,20111111水泥砂浆打底)2、结构层:100厚钢筋混凝土楼面板3、10厚纸浆石灰泥粉平4、V型轻钢龙骨吊顶2.2.4地面构造说明(从上到下)1、面层:水磨石地面(10mm面层,20111111水泥砂浆打底)2、结构层:100厚钢筋混凝土楼面板3、70厚碎石或碎砖4、素土夯实2.2.5墙体构造说明一、外墙面1、外刷防水涂料2、8厚混合砂浆找平3、12厚水泥砂浆打底4、240厚墙体层(采用粉煤灰空心砌块)二、内墙面1、内墙涂料二度刷面2、20厚混合砂浆找平3、240厚墙体层(采用粉煤灰空心砌块)2.3立面设计2.3.1外墙面做法1、相对标高+1.050以上外墙面用12厚水泥砂浆打底,8厚混合砂浆找平,外墙防水
涂料二度,颜色为粉蓝色,线脚颜色为褐色。2、相对标高+1.050至室外地面间外墙用12厚水泥砂浆打底,外贴300x300的仿大理石墙面砖。第三章结构设计2.1结构方案的选择及结构布置3.1.1结构方案的确定考虑到现浇钢筋混凝土框架结构建筑平面布置灵活,能够获得较大的使用空间,建筑立面容易处理,可以适应不同房屋造型,故本设计采用现浇钢筋混凝土框架结构。3.1.2基础类型的确定根据施工场地、地基条件、场地周围的环境条件,选择柱下独立基础。2.1.3结构构件截面尺寸和材料的选择一、基础顶面设计标高的确定根据地质勘察报告的建议,地基持力层可设在中粗沙层上,该层距室外地面2.Om—4.8m之间,现选用桩基础,故取基础顶面距离室外设计地面1.05m处。二、楼板厚度的确定根据平面布置,单向板的最大跨度为3m,按刚度条件,板厚为l/40=3000/40=75mm;按构造要求,现浇钢筋混凝土单向板的最小厚度为60mm;综合荷载等情况考虑,取板厚h=lOOmni.三、次梁截面尺寸确定根据平面布置,次梁的最大跨度为8100mm,次梁高h=(1/18—1/12)1=(1/18—1/12)8100=450mm—1013mm,取h=70Omni;次梁宽b=(1/2—1/3)h=(l/2—1/3)700=350mm—233mm,取b=30Omni四、框架梁截面尺寸确定1、横向框架梁:横向框架梁的最大跨度为6600mm,横向框架梁高h=(l/8—1/12)l=(l/8—1/12)6600=825mm—550mm,取h=750mm;横向框架梁宽b=(1/2—1/3)h=(1/2—1/3)750=375mm—250mm,取b=350mm2、纵向框架梁:纵向框架梁高h=(l/8—1/12)1=(1/8—1/12)6600=825mm—550mm,取h=750mm;纵向框架梁宽b=(l/2—1/3)h=(1/2—1/3)750=375mm—250mm,取b=35Omni五、框架柱截面尺寸确定对于多层框架,无论从受力的角度,还是柱的净高而言,都以底层最为不利。底层层高H=5.Im,柱截面高度取h=(l/15—1/20)H=(l/15—1/20)5100=340mm—255mmo又对于抗震设防烈度为7度,房屋高度为22.5m<30m,即抗震等级为三级的框架结构,
为保证柱有足够的延性,需要限制柱的轴压比,柱截面面积应满足下式:A>—,其中
N=(2x1.4+11)x8,1^7,2x6"6^4,5x6=3515KN,再扩大1.2—1.3倍,则=280639mm2bc=hc=530mm,综合考虑取N=3515x1.2=4218KN,即A纹[{律0.9x16.7bc=hc=550mmo六、材料选择1、混凝土强度等级:除基础垫层混凝土选用C10,基础选用C25外,基础以上各层混凝土均选用C35。2、钢筋级别:框架梁、柱等主要构件的纵向受力钢筋选择HRB335级钢筋;构造钢筋、箍筋及板内钢筋选用HPB235。3.2框架荷载计算选取结构平面布置图中第⑧轴线处框架KJ8作具体计算。2.2.1板面荷载计算一、屋面荷载1、恒荷载标准值:现浇40厚细石混凝土捷罗克防水层(厚8伽)20厚1:3水泥砂浆找平膨胀珍珠岩砂浆找坡(平均厚14Omm)100厚钢筋混凝土屋面板10厚纸浆石灰泥粉平V型轻钢龙骨吊顶22x0.04=0.88KN/m20.1OKN/m220x0.02=0.40KN/ma14x0.14=1.96KN/m225x0.10=2.50KN/m216x0.01=0.16KN/m20.25KN/m2合计6.25KN/m22、活荷载标准值:按上人屋面,取2.OKN/m2二、楼面荷载1、恒荷载标准值:
水磨石地面(10mm面层,2Omm水泥砂浆扌丁底)100厚钢筋混凝土屋面板10厚纸浆石灰泥粉平V型轻钢龙骨吊顶0.65KN/nf25x0.10=2.5OKN/m216x0.01=0.16KN/m20.25KN/m2合计3.56KN/m22、活荷载标准值:按“办公楼”一栏取,取2.OKN/m2
3.2.2梁柱自重1、横向框架梁(750x350):0・35x(0.75-0.1)x25=5.688KN/m2、纵向框架梁(750x350):0・35x(0.75-0.1)x25=5.688KN/m3、次梁(700x300):0.3x(0.7-0.1)x25=5.25KN/m4、框架柱(550x550):考虑柱装修重0.5KN/m顶层柱:0.55x0.55x4.5x25+0.55x4x4.5x0.5=39KN标准层柱:0.55x0.55x3.6x25+0.55x4x3.6x0.5=31.2KN底层柱:0.55x0.55x5.1x25+0.55x4x5.1x0.5=44.2KN3.2.3H窗自重1、门:除底层大门为玻璃门外,其余均为木门。木门自重:0.2KN/m2、窗:均采用塑钢玻璃窗。窗自重:0.3KN/m1.2.4雨蓬本建筑物雨蓬均采用钢结构雨蓬,向厂家统一订购,并按规定进行妥装。3.3板的内力及配筋计算3.3.1屋面板计算一、单向板部分屋面板1、荷载计算1)恒荷载:gk=6.25KN/m22)活荷载:q产2・0KN/nf3)荷载组合:1.2gk+l.4qk=l.2x6.25+1.4x2=10.3KN/m2活载控制1.35gk+l・4x0.7qk=l.35x6.25+1.4x0.7x2=10.4KN/m2恒载控制取g+q=10.4KN/m2屋面板的几何尺寸和计算简图见图3-1juuuuuM1751950*¥1850书91850230022002200j591850p01850p?2200~2200265030002650评265030003000175©(a)屋面板的几何尺寸10.4KN/m223002200220022002200300030003000
(b)屋面板的计算简图图3-1屋面板的几何尺寸和计算简图
2、内力计算取5宽板带作为计算单元,按弹性理论计算,各跨的计算跨度1。为各跨支座中心线间的距离J,各截面弯矩用弯矩分配法计算得:0A180.5821105050.50.50.50.50.5770.4230.50.50.5710.429rrrrrLB*D•LElfLGlhLX6.9-4.24.2丄24.2丄24.2-4.24.2-7.8n-7.8n-11.7-11-1.6---(1.8105-Ajl1.5—-0151.1—-2.2170.2--04-0.2-077—-0.53zWr-0.26-W---o.9jdll—447zfllzOiIB0A?0.31077ILn型辿167-3.676必-6.467.629.8dl图3-2屋面板各截面弯矩计算(弯矩分配法)(单位:KNm)3、正截面承载力计算:取板的截面有效高度h0=100-15=85mnio表3-1屋面板正截面承载力计算q?4g+r8-75+v=9.95KN/m2截面M(KN•m)Ma°"bh*1+Jl-2a。Yo=2M/2、As=(mm)•YohOfy选配钢筋实配钢筋面积(mm2)A-B跨中4.050.0340.983231O8@200251B支座-5.70.0470.9763278@110457B-C跨中1.550.0130.99387O6@200141C支座-3.80.0310.984216O8@200251C-D跨中2.20.0180.9911246@200141D支座-4.430.0370.98125308@200251D-E跨中2.250.0190.990127O6@200141E支座-3.670.0300.985209O8@200251E-F跨中1.240.0100.95570O6@200141F支座-6.460.0540.9723728@110457E-G跨中4.660.0390.9802668@110457G支座-7.620.0630.967441O8@110457G-H跨中2.990.0250.987170O8@200251H支座-9.80.0810.958573O8@85592H-I跨中6.80.0560.971392O8@110457二、双向板内力计算(A区格,B区格配筋同A区格)1•荷载设计值恒荷载:gk=6.25KN/m2g=l.4x6.25=8.75KN/m2活荷载:qk=2.OKN/m2q=l.2x2=2.4KN/m2荷载组合:g+q=8・75+2.4=11.15KN/m2l=T=L2KN/ra1.弯矩计算
计算弯矩时,考虑泊松比的影响,取5=0.2A区格板:hi3J4.5-°-6?跨中最大弯矩可简化为当内支座固支时,g+牛作用下的跨中弯矩值与当内支座餃支时弯矩值两者之和。支座最大负弯矩即为内支座固支时g+q作用下的支座弯矩。rri]=(m1+vm2)(g+=(0.0333+0.2x0.0104)x9.95x32+(0.0717+0.2x0.0284)xl.2x32=4KN-m/mm2=(m2+um])(g+#)l:+(m2+umj詳=(0.0104+0.2x0.0333)x9.95x32+(0.0284+0.2x0.0717)xl.2x32=2KNm/mm;=-0.075l(g+q)l^=-0.075x11.15x32=-7.54KN-m/mm2=m;=—0.0570(g+q)l;]=-0.057x11.15x32=—5.72KN・m/m1.截面设计截面有效高度:选用08钢筋作为受力主筋,则1叽横向跨中截面的h()1=h-c-—=100-15-—=81mm,28W纵向跨中截面的h(门=h-c-—=100-15-^=73mm,22支座截面处的h°均为81111111。截面弯矩设计值:该板四周与梁整浇,故弯矩设计值应按如下折算:A区格跨中截面折减2O7o,A区格四周支座折减207.)计算配筋量时,取内力臂系数ys=0.95,贝U表3-2屋面板双向板配筋计算截面ho(mm)血(KN-m/m)mA=sO.95hofy(mm2/m)实配钢筋实配钢筋面积(mm2/m)跨中W方向814x0.8=3.2198①8@200251跨中1。2方向732x0.8=1.699①8@200251支座g方向81-7.54x0.8=-6.03373①8@130387支座5方向73-5.72x0.8=-4.58283①8@170296
3.3.2楼面板的内力计算一、单向板部分1、荷载计算1)恒荷载:gk=3.56KN/m22)活荷载:按办公楼取,qk=2.OKN/m23)荷载组合:1.2gk+l.4qk=l.2x3.56+1.4x2=7.07KN/m21.35gk+l.4x0.7qk=l.35x3.56+1.4x0.7x2=6.77KN/m2取g+q=7・07KN/m2楼面板的几何尺寸和计算简图见图3-311950评I%。亍丫1850:1850军冷1850丰平2650p辛26503料2650m2300u2200f2200220022003000[30003000tT「、」t175175D(a)楼面板的几何尺寸7.07KN/m2II1I11丨11111,3JDXD1E“:,2300『2200.2200彳2200屮2200一3000『3000,3000.(b)楼面板的计算简图图3-3楼面板的几何尺寸和计算简图2、内力计算取lm宽板带作为计算单元,按弹性理论计算,各跨的计算跨度h为各跨支座中心线间的距离J,各截面弯矩用弯矩分配法计算得:0.4180.5820.50.50.50.50.50.50.5770.4230.50.505710.429Bc权叩IldleLFLG丹丿丿LHId.4.68-2.852.85-2.852.85-2.852.85-2.582.58-5353-535.3-7.95-076-107-071—U11.04--0520.76__1.51114OK--0.27027-OU-018—116--0.18-032一--惭-0也—-032-0.06z0180.020020.290.210.180.U迤塑2S8-301型塑131-L37667图3-4楼面板各截面弯矩(单位:KN-m)3、正截面承载力计算取板的截面有效高度h()=100-15=85nim表3-3楼面板正截面承载力计算
截面M(KN-m)Ma°_bhjfc1+Jl-2a0Y产2q_M(mm2)SYohOfy选配钢筋实配钢筋面积(mm2)A-B跨中2.740.0230.988155:6@170166B支座-3.860.0320.98422008@200251B-C跨中1.060.0090.9956006@200141C支座-2.580.0210.98914608@2OO251C-D跨中1.480.0120.99483:6@200141D支座-3.010.0250.987171Q8@200251D-E跨中1.530.0130.993866@200141E支座-2.490.0210.989141:8@200251E-F跨中-0.850.0070.9964806@2OO141F支座-4.370.0360.98224908@2OO251F-G跨中3.180.0260.98718006@2OO141G支座-5.180.0430.97829708@17O296G-H跨中2.030.0170.991115:6@200141H支座-6.670.0550.9723848@130387H-I跨中4.620.0380.98126408@17O296二、双向板内力计算(A区格,B区格配筋同A区格)1、荷载设计值恒荷载:gk=3.56N/m2g=1.4x3.56=4.98KN/m2活荷载:qk=2.OKN/m2q=l.2x2=2.4KN/m2荷载组合:g+q=4・98+2.4=7.38KN/m2a2.4g+—=4.98+—=6.18KN/m322a24^=—=1.2KN/m2222、弯矩计算计算弯矩时,考虑泊松比的影响,取vc=0.2]3A区格板:^=—=0.671。24.5跨中最大弯矩可简化为当内支座固支时,g+号作用下的跨中弯矩值与当内支座铳支时±q作用下的跨中弯矩值两者之和。2支座最大负弯矩即为内支座固支时g+q作用下的支座弯矩。q.q.m】=(111,+um2)(g+-)l01+(m】
=(0.0333+0.2x0.0104)x6^8x32+(0.0717+0.2x0.0284)x1.2x32=2.8KN・m/mm2=(m2-t-vm1)(g+-|)lo1+(m2+umj詛=(0.0104+0.2x0.0333)x6.18x32+(0.0284+0.2x0.0717)x1.2x32=1.4KN・m/mmj=m;=-0.075l(g+q)l:=-0.075><7.38><32=-4.99KN・m/mm2=m;=-0.0570(g+q)l;]=-0.057x7.38x32=-3.79KN•m/m3、截面设计截面有效高度:选用08钢筋作为受力主筋,则loi横向跨中截面的hOi=h-c—=100-15-—=81mm,22h)2纵向跨中截面的hi)2=h-c--=100-15--~-=73mm,22支座截面处的h°均为81111111。截面弯矩设计值:该板四周与梁整浇,故弯矩设计值应按如下折算:人区格跨中截面折减20%,A区格四周支座折减20%计算配筋量时,取内力臂系数ys=0.95,贝U表3-4楼面双向板配筋计算截面h°(mm)m(KN-m/m)mA—sO.95hofy(mm2/m)实配钢筋实配钢筋面积(mm2/m)跨中11)1方向812.8x0.8=2.24138.6「8@200251跨中5方向731.4x0.8=1.1276.908@2OO251支座1叽方向81-4.99x0.8=-3.99247"8@200251支座W方向73-3.79x0.8=-3.03188^8@2002513.4次梁内力及配筋计算3.4.1屋面次梁内力计算(取L1计算)一、荷载设计值1.恒荷载:由板传来:6.25x3=18.75KN/m次梁自重:5.25KN/m合计:g产24KN/ni2.活荷载:qk=2x3=6KN/m3.荷载组合设计值
g+q=l.2gk+l.4qk=l.2x24+1.4x6=37.2KN/mg+q=l.35gk+l・4x0.7qk=l.35x24+1.4x0.7x6=38.28KN/m取g+q=38.28KN/m(单向板部分的荷载设计值)1.双向板部分的荷载设计值③-④轴间:lox/loy=4.5/3=1.5<2,故为双向板;⑤-⑥轴间:lox/loy=3/3=l<2,故为双向板。双向板部分次梁承受的最大荷载g+q=38・28KN/m将梯形分布荷载化为等效的均布荷载:gE=(1-2a2-a3)q=[1-2(j|)2-(―)3]x38.28=28.36KN/m4.34.5将三角形分布荷载化为等效的均布荷载:qE=-q=-x38.28=23.93KN/m88屋面次梁的几何尺寸和计算简图见图3-572006900450066003000690081007200L3004.1M1III)1H1111,Mil111111M"A7200-—RzD6900*500"6600*才6900"-G■J8100刈7200卜(a〉(b)图3-5屋面次梁的几何尺寸和计算简图二、内力计算1、由于各跨跨距相差较大,次梁的弯矩用弹性理论中的弯矩分配法求得,其中各跨的计算跨度1。为各跨轴线间的距离ho0.就582m0.60505卿邮03120.6880•⑹忆8few〔LEmt.LGmiLHi248-15215248-139139-1818邛2152-20920928-^0T7811--弘37—一9〕一册10.5-2118-62一祕-—-647--U12一「68.6119n-11-2.7216.6-216.68〕-8〕106L106.799,99.587-871865-1865W-W图3-6屋面次梁各截面弯矩(单位:KN-m)
2、内力汇总表3-5屋面楼面次梁各截面内力截面A支座A-B跨中B支座B-C跨中C支座C-D跨中D支座D-E跨中左右左右左右M(KN-m)0170-216.6121-834-106.7134V(KN)103—-172132—-13264—-64126—截面E支座E-F跨中F支座F-G跨中G支座G-H跨中H支座H-I跨中I支座左右左右左右左右M(KN・m)-99.5-40-87130-186.5164-232.71640V(KN)-12636—-36132—-132155—-155172—-1033、截面承载力计算1)次梁跨中截面按T形截面进行计算,其翼缘宽度取两者中的较小值(取最大跨轴线间距8・lm计算)of=—=——=z./m133bf=b+sn=0.3+3=3.3m取b;=2.7m判断跨中截面属于哪一类T形截面取h)=700-35=665miii,则:,,,h;100bfhffc(h0-7T-)=1000x100x16.7x(665一-)=1027.05KN•m>167.1KN-m故属于第一类T形截面。2)支座截面按矩形截面计算,均按一排钢筋考虑,取ho=7OO-35=665mm3)次梁正截面受弯承载力计算表3-6屋面次梁正截面受弯承载力计算截面位置M(KN-m)c」()「3(跨中)或b(支座)M宵蔽]+Jl—2oq丫厂2MIY0h0fy(mm2)选配钢筋实配钢筋面积(mm2)A-B跨中1707.23①0.0100.010<^b0.9958563①20941B支座-216.63000.0980.103Vmax=124KN则截面尺寸满足要求0.7ftbho=O.7x1.57x300x665=219KN>Vmax=124KN则按构造规定选配箍筋,选配O6@2503.4.2楼面次梁内力计算(取L1计算)一、荷载设计值1.恒荷载:由板传来:3.56x3=10.68KN/m次梁自重:5.25KN/m合计:gk=15.93KN/m2.活荷载:qk=2x3=6KN/m3.荷载组合设计值(单向板部分的荷载设计值)g+q=l.2gk+l.4qk=l.2x15.93+1.4x6=27.52KN/mg+q=l.35gk+l・4x0.7qk=l.35x15.93+1.4x0.7x6=27.39KN/m取g+q=27.52KN/m
1.双向板部分的荷载设计值③-④轴间:lOx/loy=4.5/3=1.5<2,故为双向板;⑤-⑥轴间:lox/loy=3/3=l<2,故为双向板。双向板部分次梁承受的最大荷载g+q=27.52KN/m③-④轴间:将梯形分布荷载化为等效的均布荷载:gE=(l-2a2-a3)q=[l-2(^|)2-(^|)3]x27.52=20.39KN/mI•J•J⑤-⑥轴间:将三角形分布荷载化为等效的均布荷载:55zql:=-q=-x27.52=17.2KN/moo楼面次梁的几何尺寸和计算简图见图3-71Mil111111M111,!;i!山7200-*6900iwrI4500.660030006900-Gp8100喇7200卜(b)图3-7楼面次梁的几何尺寸和计算简图二、内力计算1、由于各跨跨距相差较大,次梁的弯矩用弹性理论中的弯矩分配法求得,其中各跨的计算跨度为各跨轴线间的距离J。M180•沏mm0•側•邯03120.6880.6910303囚10.46加8a「lb茸^4丄—,”丄"ELH1178-109109序J4-100100-131〕-109109-150150-178-28.8-U2-5195-—3911--135335-6129一1巧巧—15-29.445-—21--42-92—-丄6f-TO9—6.18.625.917.62912-H-2.1155.3-155.3赵・59.576.4-16.471.5-71.5631335-1315161.1-161.1图3-8楼面次梁各截面弯矩(单位:KN-m)
2、内力汇总表3-7楼面次梁各截面内力截面A支座A-B跨中B支座B-C跨中C支座C-D跨中D支座D-E跨中左右左右左右M(KN-m)0100-155.357-59.516-76.476V(KN)74—-12495—-9546—-4691—截面E支座E-F跨中F支座F-G跨中G支座G-H跨中H支座H-I跨中I支座左右左右左右左右M(KN-m)-71.5-48-6366-133.576-167.1780V(KN)-9126—-2695—-95111—-111124—-743、截面承载力计算1)次梁跨中截面按T形截面进行计算,其翼缘宽度取两者中的较小值(取最大跨轴线间距8.Im计算)=2.7mbf=b+sn=0.3+3=3.3m取b『=2.7m判断跨中截面属于哪一类T形截面取ho=7OO-35=665mm,则:,,.hf100bfhffc(h0-7T-)=1000x100x16.7x(665一一)=1027.05KN*m>167.1KN-m厶厶故属于第一类T形截面。2)支座截面按矩形截面计算,均按一排钢筋考虑,取ho=700-35=665mm3)次梁正截面受弯承载力计算表3-8楼面次梁正截面受弯承载力计算截面位置M(KN-m)匸1。bU(跨中)或b(支座)Ma°=wAl-Jl-砍沪2MA厂YoMy(mm2)选配钢筋实配钢筋面积(mm2)A—B跨中1007.23=240.0060.006Vmax=124KN则截面尺寸满足要求。0.7ftbho=0.7x1.57x300x665=219KN>Vmax=124KN则按构造选配箍筋,选配O6@250。3.5横向平面框架的内力计算3.5.1框架梁柱相对线刚度计算一、框架柱的惯性矩bh3550494I=——=——=7.626x10mm41212二、框架梁的惯性矩矩形截面惯性矩:bh3350x750’41():=12=12=k23X10对中框架KJ8为:I=2I0=2xl.23xlO10=2.46xl010mm4
三、各层框架梁线刚度表3-9各层框架梁线刚度框架梁(J)-(B)轴⑥-©轴©-⑪轴⑪-(E)轴位置框架梁框架梁框架梁框架梁跨度1(mm)4500660030006000FT线刚度〒2.46xlOloE2.46xlOloE2.46xlOloE2.46xlO,oE4500=5.47x106E6600=3.73x106E3000=8.20x106E6000=4.10x106E四、各层框架柱线刚度表3-10各层框架柱线刚度框架柱顶层标准层底层位置框架柱框架柱框架柱层高H(mm)450036005100EI线刚度石H7.626x109E7.626x109E7.626x109E450036005100=1.69x106E=2.12x106E=1.50x106E五、各杆件相对线刚度以©-⑪轴框架梁线刚度相对值为1,则可算得各杆件相对线刚度值,注于图3-9中。0・6670.45W1.000g0.2060.6670.2060.4550.2061.0000.2060.5000.206gg0.2580.258C.2580.2580.2580.6670.4551.0000.500gg0.2580.2580.2580.2580.2580.6670.4551.0000.500gg0.258:O[0.258.仁\l~l0.2580.2580.2580.6670.4551.0000.500ggr0.2580.2580.2580.2580.2580.6670.4551.0000.500o0.1830.1830.1830.1830.183“//////4500///6600//////30006000®(B)©<©©图3-9各杆件相对线刚度
3.5.2恒荷载作用下框架的内力计算一、恒荷载标准值计算框架横梁上主要承受次梁传来的集中荷载和主梁自重产生的均布荷载,现将主梁自重产生的均布荷载转化为集中荷载,与次梁传来的集中荷载相加,一起进行弯矩分配。1、屋面层Fl=(6.25x1.15+5.688)x7.65+5.688x1.15+8x0.24x1.5x7.65=127KNF2=(6.25x2.25+5.25)x7.65+5.688x2.25=161KNF3=(6.25x2.2+5.688)x7.65+5.688x2.2=161KNF4=(6.25x2.2+5.25)x7.65+5.688x2.2=158KNF5=(6.25x2.6+5.688)x7.65+5.688x2.6=183KNF6=(6.25x3+5.688)x7.65+5.688x3=204KNF7=(6.25x3+5.25)x7.65+5.688x3=201KNF8=(6.25x1.5+5.688)x7.65+5.688x1.5+8x0.24x1.5x7.65=146KN2、楼面层F9=(3.56x1.15+5.688)x7.65+5.688x1.15+8x0.24x[4.5x7.1-(2.25+1.4+0.4)xi.8]+(2.25+1.4+0.4)x0.3x1.8=131KNF10=(3.56x2.25+5.25)x7.65+5.688x2.25=114KNFll=(3.56x2.2+5.688)x7.65+5.688x2.2+8x0.24x1.02x4.5=125KNF12=(3.56x2.2+5.25)x7.65+5.688x2.2=113KNFl3=(3.56x2.6+5.688)x7.65+5.688x2.6+8x0.24x(4.5x7.1-1.2x2.1)+1.2x2.1x0.2=186KNF14=(3.56x3+5.688)x7.65+5.688x3+8x0.24x(4.5x3.775-1.2x2.1)+1.2x2.1x0.2=170KNF15=(3.56x3+5.25)x7.65+5.688x3=139KNF16=(3.56x1.5+5.688)x7.65+5.688x1.5+8x0.24x[4.5x7.1-(2.25+1.4)x1.8]+(2.25+1.4)x0.3x1.8=144KNF17=(3.56x1.15+5.688)x7.65+5.688x1.15+8x0.24x[3.6x7.1-(2.25+1.4+0.4)xi.8]+(2.25+1.4+0.4)x0.3x1.8=101KNF18=(3.56x2.2+5.688)x7.65+5.688x2.2+8x0.24x1.02x3.6=123KNF19=(3.56x2.6+5.688)x7.65+5.688x2.6+8x0.24x(3.6x7.1-1.2x2.1)+1.2x2.1x0.2=174KNF20=(3.56x3+5.688)x7.65+5.688x3+8x0.24x(3.6x3.775-1.2x2.1)+1.2x2.1x0.2=164KNF21=(3.56x1.5+5.688)x7.65+5.688x1.5+8x0.24x[3.6x7.1-(2.25+1.4)x1.8]+(2.25+1.4)xo.3xl.8=131KN
图3-10恒荷载作用下KJ8受荷简图(单位:KN)二、框架内力计算框架内力采用分层法计算,对图3-9标明的各杆件相对线刚度值,除底层柱以外,其余各层柱线刚度乘以0.9,即:顶层柱:0.206x0.9=0.185;标准层柱:0.258x0.9=0.232具体计算过程如下:
下脏右梁左梁下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱0.2140.7830.5100.14?03480.2770.1B0.6100.59]0.1100.29?0川0.270-88392.501.7231.7-150.8150.8355——7119.8儿2U.789.416.6U.8—m11.541.520.8-41.7-813-34-Bi—-91.4-612一-126.4-46.85E——10.737.31654691.9n4623-1.2-4.?-14.6-6-37.1-16.8-6;10.]-10.3阴??.8-217.7161.7-40-124.889.633.6-m.?5〕$13.41)61-R]111.2!-17.7上柱下柱右梁fl.ni0.2U06152.18片梁上柱下柱右梁血3012001510296左梁上柱下柱右梁m0099om053k-1.1左梁1#下柱右梁052200%012102616.1-0.466.54-62.7655加一以128.725.2—12.6■55152.8--0.58-1.668.1?-14.66-165.7165.7R212——U.9-253一一SM0.61938——19-6-汕176716.9邛门”?一—54.4102.8-11122.9J8.9J畀-104.312.6TH-32.2106184加-861片梁上柱下柱05巧02020253聊.313.6仇32.8-29.8115-63-23-2.958.8-76」-8.2-10.92.715.6-9.67.7(a)顶层计算单元(单位:KN・m)(b)标准层计算单元(单位:KN・m)上柱下柱右梁0.2150.1690.6168.8-62.721.8-6.925.2--0.62.8--0.5-1.78.26.4巾63.22.7127.1U65.512.65519上柱下柱0.1510.1192965.7左梁上柱下柱右梁m0.1240.098-9.6-1651165.71U29】—-14.9-253一占皿8153.8——1.9-631115.5%-28.961左梁上柱下柱右梁0.5220.1210.0%0.2611.1-20A-111.2—-5S6巧.9他623-加-儿3441212」1丄-10^310加-32.2U11118,86仏左梁上柱下柱0.5460.200M313.6-63-23.6115-6.2-2.9-2358.8-32.9-25.9-11-139.2(c)底层计算单元(单位:KN・m)图3-11恒荷载作用下的KJ8梁端弯矩计算
£m124889.6<232少聃1673■/!「397/曲44.7213.4阴W211lOir^^/363112.1v157.5併K-/!「恥劎44.729.6、/43.8(385)135.9Qz.(695)/时580KiV21A19,11016^-^/326112.1「!9.3^•144.726.1/37XX(3311135.9ari1695)/紂580iff關V2U19,1101^-^/326112.1「2W亿U.726.1/37X/(3111135.9G则/V645887£91iSi»]19,1326112.1「30.9d44.726.1、/37X/(326)135.9q.I648}/进580”226101^-^/385112.26711.4/Im曲]30.9、/43.8(M)135.99.2B/(a)弯矩图(单位:KN・m)
37.71647___123.3166.5149.511.7117112.288.845084.710.830.8344.256OU8c-vj(203.7)365.54.830.8I396.7)528.54.9==30.8I559.7)6915—「4.g30.81722.7)854.5—「5.5==30.71885.7)1017.4—1.8=1061.683.2仏89.8)11.3二83.2肌7)T11.3117.8117.883.2117.8(1202.2)1L3==83.2117.8(1557.4)1881.4:--r-12.683.3(1912.6)2236.7■"3.9二2280.9117.818.7—108.2(383.2}687.2192二108.2(718.il1010A9.8108.2(1041.619.8108.2(1364.8)1656.821.4二108.2(1688)——6.7—2024.389.89.45.58445.?-7J7OJ8二4.986二4.986二4.9369.(86851640.245.8——-i—9)49.798別7844648.2乙・勺99.(9309I1159.13-UO.94.6⑹剪力图和轴力图(注:括号内数字表示相应楼层的柱下端轴力)(单位:KN)图3-12恒荷载作用下的KJ8内力图
3.5.3活荷载作用下框架的内力计算一、活荷载标准值计算1、屋面层:雪荷载:0.2KN/m2屋面活荷载(上人屋面):2.OKN/m2Fl=2x1.15x7.65=18KNF2=2x2.25x7.65=34KNF3=2x2.2x7.65=34KNF4=2x2.2x7.65=34KNF5=2x2.6x7.65=40KNF6=2x3x7.65=46KNF7=2x3x7.65=46KNF8=2x1.5x7.65=23KN2、楼面层:根据荷载规范,办公楼楼面活荷载标准值取2.OKN/m,荷载同屋面层。3、活荷载作用下KJ8受荷简图图3-13活荷载作用下KJ8受荷简图(单位:KN)
二、框架内力计算同恒荷载一样,活荷载作用下的框架内力计算采用分层法,具体计算过程如下:下柱右梁片梁下柱右梁片梁下柱右梁片梁下柱右梁下柱0曲0.7830.5100.U20.3480.2770.1130.6005930.1100.2970.7300.270-18.7193丄9.949.9-34.5砧7.815310653103——20.51810.2一5.12.48.5——43-9-18—--20-U3一-28.9-10.70.]1620.53.810.2-?.4f41.7-46.731.7-7A-29.7-?07.6-?8.610.7」0」10.8I1.71-2.52.5!-3.6(a)顶层计算单元(单位:KN-m)0.61.4-2.42-2.9下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁片梁上柱下柱0H10.2U0.6150庇0.1200.1510.2960加0.0990.囚0.皿0.5220.0%0.1210.2610.2020.253?.1-18.719.566—13.23.6-49.9锂9一4.59一183.3-34.54.293仍—-巧-9.9H7.4-—170.5-7.70.61.2-15.4-63-7.9-33.9-1714.52.7-10.7147.2-?n-7.9-0.20.9--0.2-0.60.6-1.9-0.873-1-4.23.6-2-0.7-0.938.14.15.2-47.415367.6-291.92.4-4.431.1-1]-8.9-218193-8.6-10.8打11.7!-312.5i-3.6(b)标准层计算单元(单位:KN-m)图3-14活荷载作用下的KJ8梁端弯矩计算
(a)弯矩图(单位:KN-m)
(12.81
2635.432.63.23.225.62695.厶75874.8k253.31.480.61.410791.413531.7162.60.69.39.39.39.49.32.7=24.735.54.3—32.5二4二2.22.224189.63.4—24.735.5150.55.9—32.5142.6二5二2.22.224283.83.4—24.73783.4二24.6U213.8二24.7566.1225.2210.435.535.535.35.9—32.5299.95.9二32.56.2二32.7450.41.8二5二2.22,22782二5二2.22.23£6二5.6二3.13.14B.91.8(b)剪力图和轴力图(单位:KN)图3-15活荷载作用下的KJ8内力242425
20.45.3—22WT":6.4二22133丄6.4—22wzr6.3-22223i6.9-212HZ2.2
3.5.4风荷载作用下框架的内力计算一、风荷载标准值计算由于是现浇框架,而且每棍横向框架的车移刚度基本相同,故各棍框架承受同样的风力。现取出第⑧轴的KJ8,计算水平风荷载。1、基本参数基本风压cdo=0.55KN/m2;按B类粗糙度查得风压高度系数匕在4.05m.7.65m.11.25m、14.85m.18.45m.22.95m处分别为1.00.1.00.1.04.1.14.1.22、1.30;风荷载体形系数比在迎风面为+0.8,在背风面为-0.5。2、风荷载标准值计算:由Fk=co()(iz|isA确定8.1+7.24.5F6=0.55x(0.8+0.5)xl.3x—-—x(—+1.5)=26.7KN厶厶4.5+3.6F5=0.55x(0.8+0.5)xl.22x7.65x(—-—)=27KNF4=0.55x(0.8+0.5)x1」4x7.65x3.6=22.4KNF3=0.55x(0.8+0.5)x1.04x7.65x3.6=20.5KNF2=0.55x(0.8+0.5)xl.Ox7.65x3.6=19.7KN=20.9KN=0.55x(0.8+0.5)xl.Ox7.65x(3-6+3^+(k45)、24.000F6.22.500y*76=130F.518.000X7~M白刀g拧f414.400l124=1.14g9r-OF.310.800XT"4匸104g9rOF?7.200"100ggFi3.600l121=1.00g9I±0.000gZZZz丿〃U.4Jlr/zz4500,//7///6600//////3000//Z//6000(A)®©(P)®图3-16风荷载标准值
二、风荷载作用下的框架内力计算1、各梁柱相对线刚度表3-11各梁柱相对线刚度梁、柱位置®-(B)跨梁O-©跨梁©-⑪跨梁⑪-(E)跨梁顶层柱标准层柱底层柱相对线刚度i0.6670.45510.50.2060.2580.1832、各柱的剪力值(D值法)表3-12风荷载做用下各柱的剪力值层数(»)柱号rKac=—°2+K12icDrh2Sd;D;EfVi_羽(KN)第6层Ef=26.7KNA63.2380.618°.127(4;2)0.713(二)4.524.76B65.4470.7310.151(-^)4.55.66C67.0630.7790.160(-^-)4.55.99D67.2820.7850.162(-^)4.56.07E62.4270.5480.113(-^)4.54.23第5层Ef=53.7KNA52.5850.564。.146(3;2)0.832(二)3.629.42B54.3490.6850.177(3;2)11.42C55.6400.7380.190(呂)3.6212.26D55.8140.7440.192(3;2)12.39E51.9380.4920.127(3;2)&2第4层Ef=76.1KNA42.5850.5640.146(-^7)3.620.832(二)3.6213.35B44.3490.6850.177(呂)3.6216.19C45.6400.7380.190(呂)3.6217.38D45.8140.7440.192(3;2)17.56E41.9380.492Z7(3;2)11.62
第3层Ef=96.6KNA32.5850.5640.146(卫7)3.6-/12、0.832(—)3.6216.95B34.3490.685。.177(為)20.55C35.6400.7380.190(-^7)3.6-22.06D35.8140.7440.192(3;2)22.29E31.9380.492。.127(3:2)14.75第2层Ef=116.3KNA22.5850.5640.146(-^7)3.6-/12、0.832(—)3.6220.41B24.3490.685。.177(為)24.74C25.6400.7380.190(-^7)3.6-26.56D25.8140.7440.192(3;2)26.84E21.9380.4920.127(3;2)17.75第1层Ef=137.2KNAl3.6450.7340.134(呂).1/12、0.719(川25.57Bl6.1310.816。.149(器)2&43Cl7.9510.8490.155(呂).129.58DI&1970.8530.156(2).129.77El2.7320.6830.125(呂).123.85注:其中第一层K=^,k2+K3、各柱反弯点高度根据总层数m,该柱所在层数n,梁柱线刚度比查表得到标准反弯点系数%;根据上下横梁线刚度比值i查得修正值y,;根据上下层高度变化查得修正值丫2、y3;各层反弯点高度yh=(yo+yi+y2+y.Oh。
表3-13风荷载作用下各柱反弯点高度层数第六层(m=6,n=6,h=4.5m)柱号Kyoa】yi«2y2Y3yh=(yo+yi+y2+y3)h(m)A63.2380.4510——0.802.03B65.4470.4510——0.802.03C67.0630.4510——0.802.03D67.2820.4510——0.802.03E62.4270.4210——0.801.89层数第五层(m=6,n=5,h=3.6m)A52.5850.45101.250101.62B54.3490.5101.250101.8C55.6400.5101.250101.8D55.8140.5101.250101.8E51.9380.45101.250101.62层数第四层(m=6,n=4,h=3・6m)A42.5850.451010101.62B44.3490.51010101.8C45.6400.51010101.8D45.8140.51010101.8E41.9380.451010101.62层数第三层(m=6,n=3,h=3.6m)A32.5850.51010101.8B34.3490.51010101.8C35.6400.51010101.8D35.8140.51010101.8E31.9380.51010101.8层数第二层(m=6,n=2,h=3.6m)A22.5850.510101.401.8B24.3490.510101.401.8C25.6400.510101.401.8D25.8140.510101.401.8E21.9380.510101.401.8层数第一层(m=6,n=l,h=5.Im)A13.6450.55100.70——2.81B16.1310.55100.70——2.81C17.9510.55100.70——2.81D1&1970.55100.70——2.81E12.7320.55100.70——2.81
4、风荷载作用下的框架内力求出各柱剪力Vi和该柱反弯点高度y:后,则该柱下端弯矩为M产Viyi,上端弯矩为Vi(hi-yJ,再利用节点平衡求出框架梁端弯矩,画出左风作用下的框架内力图,右风作用下的框架内力与左风作用下的反号。9128.4严65.6871915.379.9胪811.5B.021652.120.330520.620.2257J6.?3巧67.216.795.3272112239.3铤6.U.8,3631619.120.631621922317.912311.5畀811640.13139.212.221622.13029.126.835,6心5.622.W山11/397F40624.2111.3■65.13733」651B仏5////、39140.1"•720.968.26012,236.39B3102345.426.626.686.683.1畀879348338.8皿52067.711/(a)弯矩图(单位:KN-m)与梁剪力图(单位:KN)
2.7O2OCNOCN9oCN9OO0OOO00OOCXJ、////斗-oIoCN15」9.4三oOO30^9-13.3O"oOO51.2*oOO76.920归o00112.50OCN7777579911.420J16.23320649.52Z9777OIOCXIOIOCN17.111612,26OO0OOOOO17.58357OO0OOO0060.522.06OOcoOO0026.56OO0029.6coCxJ"////91OOOO131.1OOCN、////(C)O6co^12.39-oCXJ928.8口56-oCX]949.422.29二oOO74.4药84込o00105^8-29.8OOCXJ7774,2878.217711.629.3:14.844:17.864.9(b)柱剪力图与轴力图(单位:KN)图3-17左风作用下的框架内力图
3.5.5地震荷载作用下框架的内力计算一、水平地震作用标准值的计算1、框架的抗震等级由设计需求,抗震设防烈度为7度,房屋高度为22.5m<30m,可知该框架的抗震等级为三级。2、场地和特征周期值根据工程地质报告和土的类型划分,可知该场地为II类场地,由设计地震分组为第一组,可查得特征周期值Tg=0・35s。3、重力荷载代表值(取第⑧轴线的KJ8计算各层重力荷载代表值)1)顶层重力荷载代表值G6活荷载:按上人屋面:2.0x20.65x7.65=315.9KN雪载:0.2x20.65x7.65=31.6KN取大值:315.9KN恒荷载:屋面板自重:6.25x20.34x7.65=972.5KN39柱自重:5xy=97.5KN纵向框架梁自重:5.688x(7.65-0.55)x5=201.9KN横向框架梁自重:5.688x(20.1-4x0.55)=101.8KN次梁自重:5.25x(7.65-0.35)x4=153.3KN窗洞:0.45x(2.25x2+1.4x2+0.4)=3.47m2窗自重:3.47x0.3=1.04KN45纵墙自重:8x0.24x[―x(3.775x4+3.325x3+3.48+1.02)-3.47]=121.1KN45横墙自重:8x0.24x—x(5.45+4.26)=41.9KN女儿墙自重:8x0.24x1.5x7.65x2=44.1KN仑6=恒+0.5活=(972.5+97.5+201.9+101.8+153.3+121.1+41.9+44.1+1.04)+0.5x315.9=1893.09KN2)第五层重力荷载代表值G5活荷载:2.0x20.34x7.65=311.2KN恒荷载:楼面板自重:3.56x20.34x7.65=553.9KN纵向框架梁自重:201.9KN横向框架梁自重:101.8KN次梁自重:153.3KNS=1010.9KN
第六层下半层:窗洞:1.35x(2.25x2+1.4x2+0.4)=10.4m2窗自重:10.4x0.3=3.12KN门洞:(0.9+1.2x3)x2.1=9.45m2门自重:9.45x0.2=1.89KN45墙体自重:8x0.24x[―x(3.775x4+5.45+3.325x3+4.26+3.48+1.02)-10.4-9.45]=131.6KN柱自重:97.5KN2=234.11KN第五层上半层:1Q窗洞:—X(2.25X2+1.4X2+0.4)=6.93m22窗自重:6.93x0.3=2.08KN门洞:(0.9+1.2x3)x0.3=1.35m2门自重:1.35x0.2=0.26KN墙体自重:8x0.24x[―x(3.775x4+3.325x3+3.48+1.02+5.45+4.26)-6.93-1.35]=119.9KN柱自重:31.2/2x5=78KNS=200.25KNG6=|t+0・5活=(1010.9+234.1+200.25)+0.5x311.2=1600.86KN3)第四层重力荷载代表值G4活荷载:311.2KN恒荷载:(楼面板+框架梁+次梁)自重:E=1010.9KN笫五层下半层:窗洞:6.93m2窗自重:6.93x0.3=2.08KN门洞:(0.9+1.2x3)x1.8=8.1m2门自重:8.1x0.2=1.62KN2A墙体自重:8x0.24x[―x(3.775x4+3.325x3+3.48+1.02+5.45+4.26)-6.93-8.l]=106.9KN柱自重:78KNS=188.6KN第四层上半层:(门+窗+墙体+柱)自重:L=200.25KN64=恒+0・5活=(1010.9+188.6+200.25)+0.5x311.2=1555.35KN4)第三层重力荷载代表值G3G3=|t+0・5活=(1010.9+188.6+200.25)+0.5x311.2=1555.35KN
4)第二层重力荷载代表值G2
62=恒+0・5活=(1010.9+188.6+200.25)+0.5x311.2=1555.35KN4)底层重力荷载代表值G1活荷载:322.14KN恒荷载:(楼面板+框架梁+次梁)自重:E=1010.9KN第二层下半层:(门+窗+墙体+柱)自重:E=188.6KN第一层上半层:窗洞:1.65X(2.25+1.4+1.4+3.725)=14.56nV窗自重:14.56x0.3=4.37KN门洞:1.05x(0.9+1.2+2.1)=4.41m2门自重:4.41x0.2=0.88KN墙自重:8x0.24x[^-1x(3.775x4+3.325x3+3.48+5.45+3.95)-14.56-4.41]=165.68KN柱自重:44.2/2x5=110.5KNS=281.43KNGl=恒+0.5活=(1010.9+188.6+281.43)+0.5x322.14=1642KN4、结构自震周期A对框架结构,采用经验公式计算:1>0.085n=0.085x6=0.51s5、地震影响系数a由Tg=0.35s,T,=0.51s,Tg141So.i站0.4%0阳.1125.686.695.6肿°182.2113.8126515151也5口59加4106.622.9%28.6121枇52.2盹9.”m.4|iZ9582.711188OJ15071.585.3124/U8.11/1817仏9.81J9.781245.7182.2991103.21J8.111汕胪7125.6m.2209.8187.232.891.?97.9142/U8.11053116.6169my川.939.41.6////7777164.7B26255.1////77812211R9.899209.2110.2皿66.4209」1612125.1师6////110.2210.1@)弯矩图(单位:KN・m)与梁剪力图(单位:KN)
742830^5^132.685.6OOooOOooOCXJ、////5ooo2127304.6皿㈢ooo419.378.5roo0x177//////.64.4137.176J196.285.327L587.2OOOO82.391,5OOoo90.8OCxJ、////OSCXJo8156.3oO00251.3360.5goo489.9§CN/7、////-430127.569.8205.4:83.229592.5397.491.3(b)柱剪力图与轴力图(单位:KN)图3-18左风作用下的框架内力图
o6COOCMgoocogOO=21.240.3=34.975.8-46.2121.5-55173.9-61.2240.373.2ocoCNzz
3.5.6水平荷载作用下框架的抗侧移验算一、风荷载作用下框架的侧移验算内力计算时的相对线刚度为1时的线刚度绝对值为8.20x101,对C35混凝土,E值为3.15x104N/mm2,再由相对线刚度值,可得各层各柱的实际刚度值。对一般多层框架结构,当房屋高度不超过50m时,只考虑梁柱弯曲变形产生的框架侧移。考虑到正常使用情形下梁柱的塑性变形,对于现浇框架可侧移时,引入刚度折减系数0.85,则层间相对侧移AUj=工%o&fsi=l表3-16风荷载作用下框架的侧移验算位置Y%k(KN)相对线刚度Ed:Jii=l绝对线刚度n工D/KN/rnrr)i=l△5=n0.85YD,i=lAUjhj限制顶层26.70.713(呂)4.5109.1370.2881/156251/400第五层53.70.832(上7)3.62198.9870.3171/11356第四层76.10.832(上y)3.6219&9870.4501/8000第—*层96.60.832(-^)3.6-198.9870.5711/6305第层116.30.832(二)3.6219&9870.6881/5233底层137.2°-719(5>85.6831.8841/2707顶点位移工ZDj=3」8mmj=I1/57171/500二、水平地震作用下的框架弹性侧移验算钢筋混凝土框架结构应进行多遇地震作用下的抗震变形验算,其楼层内的最大弹性层间位移MJe应满足AUew[OJh的要求。
表3-17水平地震作用下的框架弹性侧移验算位置YFhk(KN)nZbji(KN/mm)i=lYFhkAUe=n(mm)0.85ZD/i-1△5hJ顶层134109.1371.441/31251/550第五层226198.9871.341/2687第四层299198.9871.771/2034第三层356198.9872.101/1714第二层396198.9872.341/1538底层42185.6835.781/8823.6横向平面框架的内力组合与配筋计算3.6.1框架内力组合计算一、框架内力组合1、考虑以下五种荷载组合:1)1.2恒荷载+1.4活荷载2)1.2恒荷载+1.4左风荷载(或右风荷载)3)1.2恒荷载+0.7x(1.4活荷载+1.4左风荷载(或右风荷载))4)1.35恒荷载+0.7x1.4活荷载5)1.2x(恒+0.5活)+1.3左地震荷载(或右地震荷载)对于活载的处理方式:认为满跨布置活载,支座弯矩不调整,跨中弯矩放大1・1倍。考虑梁端塑性内力重分布,对竖向荷载作用下的梁端负弯矩进行调幅,对于现浇框架,支座调幅系数取0.85.2、框架梁的内力组合表表3-18KJ8的屋面框架梁WKL8内力组合表(6层)杆件号截面位置内力种类恒载活载左风右风左地震右地震荷载组合二三四五ABAM-9.6-2.311.8-1259-59-15-28-25-15-90V37.78-4.54.5-22.422.45652575979跨中M96.622————147116137152129B左M-156-33—8.38.32-41.641.6-234-199-228-243-261V-123-26-4.54.5-22.422.4-184-154-178-192-193BCB右M-174-375.68-5.728.5-2&5-261-217-251-272-269V16735.4-1.61.6-7.87.8249202236259231跨中M20346.8————309244290320272C左M-129-30-4.64.6-23.323.3-197-162-189-204-203
V-150-33-1.61.6-7.87.8-225-182-213-234-209
CDC右M-100-2410.2-1051-51-153-134-153-158-200V11.73.2-6.76.7-33.733.71923241960跨中M-86-22————-134-103-124-137-116D左M-72-16-1010-50.150.1-108-100-112-112-161V11.73.2-6.76.7-33.733.71923241960DED右M-99-235-525-25-150-125-146-156-165V11225.6-2.72.7-13.413.4170138162177167跨中M22957.8————355274331365309EM-48-10-1111-55.355.3-71-72-78-74-135V-89-20-2.72.7-13.413.4-135-110-129-140-136注:1、“-”表示数值较小,不起主要作用,忽略不计。2、活载的跨中弯矩已乘以系数1.1。3、恒载、活载的梁端负弯矩以乘以系数0.85进行调幅。4、弯矩(M)的单位为KN•m,剪力(V)的单位为KN。4、下同。表3-19KJ8的楼面框架梁KL8内力组合表(5层)杆件截面位置内力种类恒载活载左风右风左地震右地震荷载组合一一一一一ABAM-14-4.228.4-28106.2-106-23-57-49-24-158V30.89.3-1110.6-42.842.85052565198跨中M7522.7————12290112123104B左M-102-31-1919.1-86.486.4-165-149-171-167-253V-83-25-1110.6-42.842.8-134-115-134-137-170BCB右M-126-3813-1359-59-204-169-201-207-251V11835.5-3.63.6-16.316.3191146180194184跨中M13946.2————232167213233195C左M-101-30-1110.7-4&548.5-163-136-161-166-202V-108-33-3.63.6-16.316.3-175-135-165-178-171CDC右M-59-1723.6-24106.6-107-96-104-111-97-220V9.82.2-1615.6-70.470.415342915105跨中M-48-16————-80-57-73-80-67D左M-36-12-2323.1-105104.5-60-75-78-60-186V9.82.2-1615.6-70.470.415342915105DED右M-69-2311.5-1252.2-52.2-115-99-117-116-165V74.124-66-26.926.912397118124138跨中M14553.1————248174226247206EM-59-18-2424.2-109109.2-96-104-112-97-223V-65-22-66-26.926.9-109-86-105-109-126
表3-20KJ8的楼面框架梁KL8内力组合表(4层)杆件号截面位置内力种类恒载活载左风右风左地震右地震荷载组合一二三四五ABAM-14-4.241.7-42182.2-182-23-75-62-23-256V30.89.3-1615.8-67.467.450596251130跨中M69.322.7————1158310511697B左M-102-31-3029.5-121121-165-163-181-167-298V-83-25-1615.8-67.467.4-134-122-140-137-202BCB右M-126-3820.2-2082.7-82.7-204-179-208-207-281V11835.5-5.65.6-22.922.9191149182194192跨中M13946.2————232167213233195C左M-101-30-1716.7-68.46&4-163-144-167-166-228V-108-33-5.65.6-22.922.9-175-138-167-178-179CDC右M-59-1736.7-37150-150-96-123-124-97-277V9.82.2-2424.2-99.299.215463815142跨中M-48-16————-80-57-73-80-67D左M-36-12-3636-147147.1-60-93-90-60-242V9.82.2-2424.2-99.299.215463815142DED右M-69-2317.9-1873.5-73.5-115-108-123-116-192V74.124-99-35.535.5123102121124149跨中M14653.1————250175228249207EM-56-18-3636.3-140139.7-92-118-120-93-259V-65-22-99-35.535.5-109-90-108-109-137表3-21KJ8的楼面框架梁KL8内力组合表(3层)杆件号截面位置内力种类恒载活载左风右风左地震右地震荷载组合二三四五ABAM-14-4.252.1-52209.4-209-23-90-72-23-292V30.89.3-2020.3-80.180.150656651147跨中M56.122.7————9967909881B左M-102-31-3939.3-151150.9-165-177-190-167-336V-83-25-2020.3-80.180.1-134-128-144-137-219BCB右M-126-3826.8-27103.2-103-204-189-215-207-308V11835.5-7.47.4-28.628.6191152183194200跨中M11246.2————199135180197162C左M-101-30-2222.2-85.385.3-163-152-172-166-250V-108-33-7.47.4-28.62&6-175-140-169-178-187CDC右M-59-1748.8-49187.2-187-96-139-136-97-325V9.82.2-3232.2-124123.615574515174跨中M-48-16————-80-57-73-80-67D左M-36-12-4847.8-184183.7-60-110-102-60-289V9.82.2-3232.2-124123.615574515174
DED右M-69-2323.9-2491.7-91.7-115-116-129-116-216V74.124-1211.6-45.745.7123105124124163跨中M13653.1————237163215236195BM-56-18-4545.4-182182.2-92-130-129-93-315V-65-22-1211.6-45.745.7-109-94-111-109-150表3-22KJ8的楼面框架梁KL8内力组合表(2层)杆件号截面位置内力种类恒载活载左风右风左地震右地震荷载组合一二四五ABAM-14-4.367.2-67240.3-240-23-111-87-24-332V30.89.4-2625.7-91.991.950737151162跨中M7522.7————12290112123104B左M-102-31-4848.4-173173.2-165-190-199-167-365V-83-25-2625.7-91.991.9-134-136-149-136-234BCB右M-126-3833.1-33118.4-118-204-198-221-207-328V11835.5-9.29.2-32.832.8191154185194205跨中M13946.2————232167213233195C左M-101-30-2727.4-97.997.9-163-159-177-166-266V-108-33-9.29.2-32.832.8-175-143-171-178-192CDC右M-59-1760-60214.9-215-96-155-147-97-361V9.82.2-4039.7-14214215675315198跨中M-48-16————-80-57-73-80-67D左M-36-12-5959-211211-60-126-113-60-325V9.82.2-4039.7-14214215675315198DED右M-69-2329.4-29105.3-105-115-124-134-116-234V74.124-1514.7-52.452.4123110127124171跨中M14653————249175227249207EM-57-19-5958.6-209209.2-94-150-143-95-351V-65-22-1514.7-52.452.4-109-98-114-109-159表3-23KJ8的楼面框架梁KL8内力组合表(1层)杆件号截面位置内力种类恒载活载左风右风左地震右地震荷载组合一二三四五ABAM-13-4.195.3-95306.3-306-21-149-113-22-416V30.79.3-3635.6-115114.750878151192跨中M5622.7————9967899881B左M-102-31-6565.1-210209.8-165-213-216-167-413V-83-25-3635.6-115114.7-135-150-159-137-264BCB右M-126-3844.5-45143.4-143-204-214-232-207-360V11835.3-1212.2-39.439.4191158188194214跨中M11245.5————198135179196162C左M-101-31-3636.2-117116.6-165-172-187-167-291V-108-33-1212.2-39.439.4-176-147-174-178-201
CDC右M-59-2079.3-79256-256-99-182-168-100-416V9.93.1-5252.3-16916&816856616233跨中M-48-18————-82-57-75-82-68D左M-36-12-7877.7-251250.5-60-152-131-60-376V9.83.1-5252.3-169168.816856616233DED右M-69-233&8-39125.1-125-115-137-144-116-259V74.125-2120.9-66.466.4124118134125190跨中M13654.5————239163216237196EM-52-16-8786.6-273273.4-84-183-163-85-427V-65-21-2120.9-66.466.4-107-107-119-108-1773、框架柱的内力组合表框架柱内力组合时考虑以下三种最不利内力组合:])|Mmax|及相应的N、V;2)Nmax及相应的M、V;3)Nmin及相应的M、V。详细计算见表3-24.表3-25.表3-26.表3-27.表3-28.表3-29。表中单位规定如下:弯矩(M)的单位为KN-m,剪力(V)、轴力(N)的单位为KN。
表3-24框架柱的内力组合表(6层)杆件截面位置内力种类恒载活載左风右风左地右地震荷载组合—四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminA柱上端M126.9-11.811.8-5959242431-23310232395-58N-164.7-88.34.5-4.522.4-22.4-321-321-204-191-289-280-309-309-280-222下端M96.3-9.79.7-4&54&52024261878N-203.7-88.34.5-4.522.4-22.4-368-251-335-362-327层间V-4.7-2.94.8-4.823.9-23.9-10-10-10-12-121-13-13-4-9-9-9-38-3824B柱上端M27.315.8-1414-70.170.15555525262625252133133N-450.8-247.1-2.92.9-14.614.6-887-887-537-537-780-780-851-851-670-670下端M21.114.4-11.511.5-57.757.74592843-41N-489.8-247.1-2.92.9-14.614.6-934-592-833-903-755层间V-10.8-6.75.7-5.728.4-28.4-22-22-22-21-5-21-25-14-25-21-21-21-5420-54C柱上端M-47.7-27.1-14.814.8-74.374.3-95-95-78-78-98-98-91-91-170-170N-344.2-187.25.1-5.125.9-25.9-675-675-406-406-591-591-648-648-492-492下端M-36.3-24.5-12.212.2-61.161.1-78-26-56-7321N-383.2-187.25.1-5.125.9-25.9-722-467-648-701-606层间V18.711.56-630.1-30.139393931143140284037373768-1068D柱上端M39.722.1-1515-75.175.17979696984847575159159N-304.5-155.8-44-20.320.3-584-584-360-360-514-514-564-564-432-432下端M29.619.5-12.312.3-61.761.763184359-33N-343.5-155.8-44-20.320.3-630-418-569-616-532层间V-15.4-9.26.1~6.130.4-30.4-31-31-31-27-10-27-33-22-33-30-30-30-6416-64E柱上端M-59.4-32-1111-55.355.3-116-116-87-56-113-92-112-112-162-19N-234.8-120.6-2.72.7-13.413.4-451-451-286-278-403-397-435-435-372-337下端M-3&5-25.3-88-40.140.1-82-57-79-77-114N-273.8-120.6-2.72.7-13.413.4-497-332-449-488-418层间V21.812.74.2-4.221.2-21.244444432322043433442424261616
表3-25框架柱的内力组合表(5层)杆件截面位置内力种类恒载活载左风右风左地震右地荷载组合一三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNniaxNmin/M/maxNmaxNminA柱上端M97.2-18.71&7-57.757.7212137-153601919~60N-365.5-179.915.1-15.165.2-65.2-690-690-460-417-630-600-670-670-462下端M&46.5-15.315.3-86.686.619323118127127N-396.7-179.915.1-15.165.2-65.2-728-497-667-712-669-669层间V-4.8-3.89.4-9.440.1-40.1-11-11-11-19-197-19-190-10-10-10-60-6044B柱上端M21.416.3-20.620.6-87.787.74949555562624545149149N-815.8-490.1-9.99.9-41.141.1-1665-1665-965-965-1450-1450-1582-1582-1220-1220下端M19.114.6-20.620.6-87.787.743-61740-82N-847-490.1-9.99.9-41.141.1-1703-1030-1506-1624-1364层间V-11.3-8.611.4-11.448.7-48.7-26-26-26-302-30-33-11-33-24-24-24-8245-82C柱上端M-36.6-27.6-22.122.1-9494-8383-75-75-83-93-76-76-183-183N-687.2-375.617.1-17.180-80-1350-1350-801-801-1176-1176-1296-1296-946-946下端M-32.6-24.7-22.122.1-9494-74-8-42-6868N-718.4-375.617.1-17.180-80-1388-886-1247-1338-1191层间V19.214.512.26-12.352.2-52.243434340640492549404040100-36100I)柱上端M29.322-22.322.3-95956666666679796161172172N-577.8-308.6-13.613.6-63.863.8-1125-1125-674-674-982-982-1082-1082-796-796下端M26.119.5-22.322.3-95955902954-80N-609-308.6-13.613.6-63.863.8-1163-750-1047-1125-999层间V-15.4-11.512.39-12.452.8-52.8-35-35-35-36-1-36-42-18-42-32-32-32-9443-94E柱上端M-34.7-26.9-16.316.3-69.169.1-79-79-64-19-84-52-73-73-14832N-482.7-243.8-8.78.7-40.340.3-921-921-591-567-827-810-891-891-778-673下端M-33.1-24.6-13.313.3-56.556.5-74-58-77-69-128N-513.9-243.8-8.78.7-40.340.3-958-629-864-933-815层V18.814.48.2-8.234.9-34.94343433434114545294040407777-14
表3-26框架柱的内力组合表(4层)杆件截面位置内力种类恒载活载左风右风左地右地震荷载纽合—-二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminA柱上端M9.37.2-26.426.4-95.695.6212148-2644-82020140-109N-528.5-271.530.9-30.9132.6-133-1014-1014-677-591-931-870-980-980-969-625下端M&46.5-21.621.6-95.695.619403818138N-559.7-271.530.9-30.9132.6-133-1052-715-968-1022-1007层间V-4.9-3.813.3-13.353.1-53.1-11-11-11-25-2513-23-233-10-10-10-77-7761B柱上端M21.416.3-29.129.1-1161164949666670704545186186N-1171-733.1-20.120.1-85.685.6-2432-2432-1377-1377-2104-2104-2299-2299-1734-1734下端M19.114.6-29.129.1-11611643-18940-119N-1202-733.1-20.120.1-85.685.6-2469-1471-2181-2341-1994层间V-11.3-8.616.2-16.264.4-64.4-26-26-26-369-36-38-6-38-24-24-24-10265-102C柱上端M-36.6-27.6-31.331.3-124124.4-83-83-88-88-102-102-76-76-222-222N-1010-56435.7-35.7156.3-156-2002-2002-1163-1163-1730-1730-1917-1917-1348-1348下端M-32.6-24.7-31.331.3-124124.4-745-33-68108N-1042-56435.7-35.7156.3-156-2040-1300-1838-1959-1792层间V19.214.517.38-17.469.1-69.143434347-147542054404040122-58122D柱上端M29.322-31.631.6-126125.66666797988886161212212N-837.3-461.4-28.828.8-128127.5-1651-1651-964-964-1429-1429-1583-1583-1116-1116下端M26.119.5-31.631.6-126125.659-131954-120N-868.5-461.4-28.828.8-128127.5-1688-1083-1523-1625-1485层间V-15.4-11.517.56-17.669.8-69.8-35-35-35-436-43-47-13-47-32-32-32-11665-116E柱上端M-36.4-27.1-2323-83.283.2-82-82-76-11-93-48-76-76-16848N-709.8-367-17.717.7-75.875.8-1366-1366-877-827-1229-1194-1318-1318-1171-973下端M-33.1-24.6-18.818.8-83.283.2-74-66-82-69-163N-1022-367-17.717.7-75.875.8-1740-1251-1603-1739-1545
19.314.311.6-11.646.2-46.2434343393974949264040409292-28表3-27框架柱的内力组合表(3层)杆件截面位置内力种类恒载活载左风右风左地右地震荷载组合—•-二三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminA柱上端M9.37.2-30.530.5-114113.8212154-3248-122020163-132N-691.5-363.151.2-51.2212.7-213-1338-1338-901-758-1236-1135-1289-1289-1324-771下端M8.36.4-30.530.5-114113.819534617162N-722.7-363.151.2-51.2212.7-213-1376-939-1273-1331-1362层间V-4.9-3.816.9-16.963.2-63.2-11_11-11-30-3018-26-267-10-10-10-90-9074B柱上端M21.416.3-3737-138138.14949777778784545215215N-1526-976.1-3333-137137.1-3198-3198-1785-1785-2756-2756-3017-3017-2239-2239下端M19.114.6-3737-138138.143-29140-148N-1557-976.1-3333-137137.1-3235-1915-2858-3059-2633层间V-11.3-&620.6-20.676.7-76.7-26-26-26-4215-42-42-2-42-24-24-24-11881-118C柱上端M-36.6-27.6-39.739.7-148148.1-83-83-100-100-110-110-76-76-253-253N-1334-752.460.5-60.5251.3-251-2654-2654-1516-1516-2278-2278-2538-2538-1725-1725下端M-32.6-24.7-39.739.7-148148.1-7416-24-68139N-1365-752.460.5-60.5251.3-251-2691-1722-2434-2580-2416层间V19.214.522.06-22.182.3-82.343434354-854591659404040139-75139D柱上端M29.322-40.140.1-150149.86666919196966161243243N-640.2-614.2-49.449.4-205205.4-1628-1628-699-699-1322-1322-1466-1466-870-870下端M26.119.5-40.140.1-150149.859-251154-152N-671.4-614.2-49.449.4-205205.4-1666-875-1456-1508-1441层间V-15.4-11.522.29-22.383.2-83.2-35-35-35-5013-50-52一8-52-32-32-32-13483-134E柱上端M-36.4-27.1-26.626.6-9999-82-82-81~6-96-44-76-76-18969N-1218-490.2-29.329.3-122121.5-2148-2148-1502-1420-1970-1913-2124-2124-1913-1597下M-32.6-24.2-26.626.69999-73-7689-68-182
端N-1249-490.2-29・329.3-122121.5-2185-1540-2008-2166-1951层间V19.114.314.8-14.855-5543434344442515122404040103103-40表3-28框架柱的内力组合表(2层)杆件截面位置内力种类恒载活载左风右风左地右地虞荷载组合一三四五/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNminA柱上端M9.67.5-36.736.7-126126.322-40-1720-148N-854.5-454.776.9-76.9304.6-305-1662-918-1396-1599-902下端M10.37.9-36.736.7-127126.52323646456562222182182N-885.7-454.776.9-76.9304.6-305-1699-1699-1171-1171-1584-1584-1641-1641-1732-1732层间V-5.5-4.320.4-20.470.3-70.3-13-13-13-35-3522-31-319-12-12-12-101-10182B柱上端M22.617.2-44.544.5-154153.55189047237N-1881-1219-49.549.5-196196.2-3964-2188-3501-3735-2734下端M22.617.2-44.544.5-154153.5515189-3588884747237-162N-1913-1219-49.549.5-196196.2-4002-4002-2226-2364-3441-3441-3777-3777-2772-3282层间V-12.6-9.524.7-24.785.3-85.3-28-28-28-5019-50-49-490-26-26-26-13290-132C柱上端M-3&5-29.1-47.847.8-165164.7-87-113-122-80-278N-1657-940.891-91360.5-361-3305-1861-2821-3159-2084下端M-3&5-29.1-47.847.8-165164.7-87-87-11321-122-28-80-80-278150N-1688-940.891-91360.5-361-3343-3343-1898-2153-2858-3037-3201-3201-2121-3059层间V21.416.226.56-26.691.5-91.548484863-1263681668454545154-84154D柱上端M30.923.2-48.348.3-167166.57010510764267N-899.7-767-74.474.4-295295-2153-975-1758-1966-1156下端M30.923.2-48.348.3-167166.57070105-311071264267-165N-930.9-767-74.474.4-295295-2191-2191-1013-1221-1796-1942-2008-1194-1961层间V-17.2-12.926.84-26.892.5-92.5-39-39-39-5817-58-60-7-60-36-36-14992-149E柱上端M-38.2-28.3-3232-110110.2-85-1-42-7980N-1445-613.44444-174173.9-2593-1672-2292-2552-1876
下端M-41-32.9-3232-110110.2-95-95-94-94-113-113-88-88-212-212N-1476-613.4-4444-174173.9-2630-2630-1833-1833-2415-2415-2594-2594-2365-2365层间V221717.8-17.861.2-61.250505051511616126464646116116-43表3-29架柱的内力组合表(1层)杆件截面位置内力种类恒载活载左风右风左地霍右地X荷载组合—-二四五/M/maxNmaxNniin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNmin/M/maxNmaxNniin1/A柱上端M5.94.6-58.658.6-221220.61414-75-461212297-277N-1017-546.2112.5-113419.3-419-1986-1986-1063-1646-1909-1909-2094-1004下端M3.22.5-71.971.9-180179.8710510577777239N-1062-546.2112.5-113419.3-419-2039-1431-1431-1919-1919-1968-2147层间V-1.8-1.425.6-25.678.5-78.5-4-4-4-38-3834-29-2922-4-4-4-105-10599B柱上端M13.410.1-65.165.1-2452453030107902828341341N-2237-1462-72.972.9-272271.5-4731-4731-2582-4046-4453-4453-3208-3208下端M6.75.1-89.989.9-200199.715134-118101-7514-249N-2281-1462-72.972.9-272271.5-4784-2635-2839-4099-4241-4512-3967层间V-3.9-32&4-28.487.2-87.2-9-9-9-4435-44-3520-35-8_8-8-120107-120C柱上端M-22.8-17.2-67.767.7-255255.1-51-51-122-111-111-48-48-369-369N-1980-1129131.1-131489.9-490-3957-3957-2193-3354-3354-3780-3780-2417-2417下端M-11.4-8.6-83.183.1-208207.9-26-13010359-24251N-2024-1129131.1-131489.9-490-4010-2246-2613-3664-3839-3744层间V6.75.129.6-29.690.8-90.815151549-334942-1642141414129-107129D柱上端M18.413.7-68.268.2-257256.641411181021023838364364N-1159-919.9-106105.8-397397.4-2679-2679-1243-2189-2189-2466-2466-1426-1426下端M9.26.9-83.783.7-209209.121128-106-6419-257N-1203-919.9-106105.8-397397.4-2732-1296-1592-2449-2526-2513层间V-8.8-429.8-29.891.3-91.3-16-16-16-5231-52-4415_44-16-16-16-132106-132E柱上M-23.7-9.9-54.654.6-210210.1-42-4248-9215-4242-308239
端N-1672-736.5-64.964.9-240240.3-3037-3037-1915-2792-2664-2979-2979-2761-2136下端M-13-4.8-6767-163163.2-22-109-109-86-22-231N-1716-736.5-64.964.9-240240.3-3090-2150-2150-2845-3039-2814层间V7.23.823.8-23.873.2-73.21414144242-253636-11131313106106-84
3.6.2框架梁、柱配筋计算一、框架梁配筋计算1、纵向受力钢筋计算<3-30屋面框架梁正截面配筋计算(六层)梁所在层第六层杆件号ABBCCDDE截而位置A跨中B左B右跨中C左C右跨中D左D右跨中Ey0M(KN-m)-28152-243-272320-204-158-137-112-156365-78YREMb(KN-m)-6797-196-201204-153-150-87-121-123232-101控制内力M-67152-243-272320-204-158-137-121-156365-101h0(m)680715680680715680689715680680715680b(支座)或b"f(跨中)3501500350350220035035010003503502000350M°°-0.0250.0120.0900.1010.0170.0750.0570.0160.0450.0580.0210.037Al-Jl-*0.0250.0120.0940.1060.0170.0790.0590.0160.0460.0590.0220.0381+J1—2^丫。=^—0.9870.9940.9530.9470.9910.9610.9710.9920.9770.9700.9890.981A-W朮Sfy33371312501408150510417876446077881720505实配钢筋30203如040205$20502040203020302030203©2060203020实配钢筋面积94194112561570157012569419419419411884941注:f=16.7N/mm2(C35混凝土),f=f"=300N/mm2(HRB335级)。vy〉表3-31楼面框架梁正截面配筋计算(五层)梁所在层第五层杆件号ABBCCDDE截面位筐A跨中B左B右跨中C左C右跨中I)左I)右跨中Ey0M(KN-m)-57123-171-207233-166-111-80-78-117248-112YREMb(KN•m)-11878-189-188146-152-165-50-140-124154-167控制内力M-118123-189-207233-166-165-80-140-124248-167h()(m)686715680680715680687715680680715680b(支座)或b;(跨中)3501500350350220035035010003503502000350M%_0.0430.0100.0700.0770.0120.0610.0600.0090.0520.0460.0150.0620.0440.0100.0730.0800.0120.0630.0620.0090.0530.0470.0150.0641+J1—细沪20.9780.9950.9640.9600.9940.9680.9690.9950.9730.9770.9930.968A-卩啡sfy586576961105710938408263757056221165846实配钢筋302020204020402040203020302020203020302040203020
实配钢筋面积9416281256125612569419416289419411256941
表3-32楼面框架梁正截面配筋计算(四层)梁所在层第四层杆件号ABBCCI)DE截面位置A跨中B左B右跨中C左C右跨中D左D右跨中Ey0M(KN-m)-75116-181-208233-167-124-80-93-123250-120YREMb(KN•m)-19273-223-211146-171-207-50-181-144155-194控制内力M-192116-223-211233-171-207-80-181-144250-194h0(m)684715680680715680685715680680715680b(支座)或b;(跨中)3501500350350220035035010003503502000350_M%恥祇0.0700.0090.0830.0780.0120.0630.0750.0090.0670.0530.0150.072加1一圧莎0.0730.0090.0860.0810.0120.0650.0790.0090.0690.0550.0150.0751+J1—Yo=20.9640.9950.9570.9590.9940.9670.9610.9950.9650.9730.9930.963A-fcbhoE$fy97154311421078109386710483759197261174988实配钢筋4$20202040204$20402030204$2020204020302040204020实配钢筋而积1256628125612561256941125662812569411256941表3-33楼面框架梁正截面配筋计算(三层)梁所在层第三层杆件号ABBCCDDE截而位置A跨中B左B右跨中C左C右跨中D左D右跨中Ey0M(KN・m)-9099-190-215199-172-139-80-110-129237-130YREMb(KN-m)-21961-252-231122-187-244-50-217-162146-236控制内力M-21999-252-231199-187-244-80-217-162237-236h0(m)68271568U68U71568U68371568U68U715680b(支座)或b;(跨中)3501500350350220035035010003503502000350M°°_0.0810.0080.0930.0850.0110.0690.0890.0090.0800.0600.0140.087g=i—7^0.0840.0080.0980.0890.0110.0720.0940.0090.0840.0620.0140.092]+Jl—2(^)沪20.9580.9960.9510.9550.9950.9640.9530.9950.9580.9690.9930.954A-5朮$fy1117463129911859339511249375111081911131212实配钢筋402020205020502030204020502020204020302040204020实配钢筋面积12566281570157094112561570628125694112561256
表3-34楼面框架梁正截面配筋计算(二层)梁所在层第二层杆件号ABBCCDDE截面位置A跨中B左B右跨中C左C右跨中D左D右跨中Ey0M(KN-m)-111123-199-221233-177-155-80-126-134249-150YREMb(KN-m)-24978-274-246145-200-271-50-243-175155-263控制内力M-249123-274-246233-200-271-80-243-175249-263h0(m)680715680680715680681715680680715680b(支座)或b;(跨中)3501500350350220035035010003503502000350_M%哦娥0.0920.0100.1010.0910.0120.0740.1000.0090.0900.0650.0150.097E=1-Jl-2«o0.0970.0100.1070.0960.0120.0770.1060.0090.0940.0670.0150.1031+J1-2O0”20.9520.9950.9460.9520.9940.9620.9470.9950.9530.9670.9930.949A-卩啡St128357614191266109310201400375125088811691359实配钢筋502020205020502040204020502020205020402040205020实配钢筋面积1570628157015701256125615706281570125612561570表3-35楼面框架梁正截面配筋计算(一层)梁所在层第一层杆件号ABBCCDDE截面位置A跨中B左B右跨中C左C右跨中D左D右跨中Ey0M(KN•m)-14999-216-232198-187-182-82-152-144239-183yREMb(KN-m)-31261-310-270121-218-312-51-282-195147-320控制内力M-31299-310-270198-218-312-82-282-195239-320h0(m)680715680680715680680715680680715680b(支座)或b;(跨中)3501500350350220035035010003503502000350_M°°qbbgfc0.1150.0080.1150.1000.0110.0810.1150.0100.1040.0720.0140.1180.1230.0080.1220.1050.0110.0840.1230.0100.1100.0750.0140.126l+Jl—纸)沪20.9380.9960.9390.9470.9950.9580.9380.9950.9450.9630.9930.937A-5朮sfy16304631618139792811161630384146399311221674实配钢筋60202020602050203020402060202020602040204$206020实配钢筋面积188462818841570941125618846281884125612561884
2、框架梁斜截面受剪承载力计算1)剪力设计值非抗震设计的剪力设计值和抗震设计的剪力设计值列于表3-36:表3-36框架梁剪力设计值所在层第一层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoVo(KN)871591941788585134119YREVb(KN)404404553553230230551551所在层第二层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoVo(KN)731491941786767127114YreVh(KN)374374522522217217512512所在层第三层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoVo(KN)661441941785757124111Yre%(KN)372372523523217217510510所在层第四层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoVo(KN)621401941784646124109Yre%(KN)372372523523217217505505所在层第五层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoV()(KN)561371941783434124109YrfM(KN)376376541541225225517517所在层第六层杆件号ABBCCDDE截面位置AB左B右C左C右D左D右EYoVo(KN)591922592342424177140Yre%(KN)432432636636244244607607fM+Mr1注:表中Vb由Vb=l.l——+VGb(三级抗震等级)计算得出,其中J为梁的跨度;M;、M;为考虑地震作用组合时框架梁左、右端弯矩设计值;Vcb为考虑地震作用组合的重力荷载代表值产生的剪力设计值,按简支梁计算确定。
2)截面尺寸验算由表可知,整体而言截面尺寸由抗震要求控制。因为10/h>2.5,由O.2pcfcbho=0.2x1.1x16.7x350x680=874KN>yREVb,故满足要求。3)抗剪计算现按第六层的剪力设计值进行框架梁斜截面抗剪计算,其余层均按第六层的计算结果进行配筋。表3-37框架梁斜截面抗剪计算(第六层)杆件号ABBCCDDE截面位置AB左B右C左C右D左D右E控制内力V(KN)432432636636244244607607是否考虑剪跨比影响是否否是a2300220022002200——30003000剪跨比入=aho>3取3>3取3>3取3>3取3——>3取3>3取3Asvs2.3412.3413.7653.7650.4850.4853.5623.562Asv选10双肢箍,Asv=157mm2s676742423243244444实际选取s404040401501504040加密区s404040401001004040实际配筋率0.0110.0110.0110.0110.0030.0030.0110.011最小配筋率0.0020.0020.0020.0020.0020.0020.0020.002注:1、当集中荷载对支座截面或节点边缘所产生的剪力值占总剪力值的75°/。以上时,考虑剪跨比1.05Avxtuu0AV-04?fbh的影响,亠=——3;否则不考虑剪跨比的影响,亠=。SfyvhoS1.25:山02、加密区箍筋间距按抗震构造要求确定。二、框架柱的配筋计算1、纵向受力钢筋计算1)框架柱内力组合值第六层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。柱号A柱M2420312423326102318N321368204251191289335280309362柱号B柱M554552962285243N887934537592780833851903
柱号c柱M9578782698569173N675722406467591648648701柱号D柱M7963691884437559N584630360418514569564616柱号E柱M11682875756113799211277N451497286332278403449397435488抗震设计时的内力组合:按抗震等级为三级的要求,底层柱下端应乘以调整系数1.15,节点处应满足工Mc"1.1工Mb的要求,由于计算时已满足节点平衡条件工Mc=》Mb,而对应的组合系数亦相同,故可以直接将弯矩乘以系数1・1进行调整。同时考虑承载力抗震调整系数Yre:轴压比为0.15的轴压力N=0.15fA=0.15x16.7x550x550=757.8KNV当N<757.8KN时,Yre=0・75;当N>757.8KN时,Yre=0・8。A柱:由表:柱上端:95KN・m,280KN;58KN・m,222KN;柱下端:78KN・m,327KN;经调整后:柱上端:95x1.1x0.75=71KN・m,280x0.75=210KN;58x1.1x0.75=44KN-m,222x0.75=167KN;柱下端:78x1.1xo.75=59KN-m,327x0.75=245KN;B柱:由表:柱上端:133KN-m,670KN;柱下端:41KN•m,755KN;经调整后:柱上端:133x1.1xo.75=100KN•m,670x0.75=503KN;柱下端:41x1.1x0.75=31KN•m,755x0.75=566KN;C柱:由表:柱上端:170KN-m,492KN;柱下端:21KN•m,606KN;经调整后:柱上端:170x1.1x0.75=128KN・m,492x().75=369KN;柱下端:21x1.1x0.75=16KN-m,606x0.75=455KN;D柱:由表:柱上端:159KN-m,432KN;柱下端:33KN-m,532KN;经调整后:柱上端:159X1.1Xo.75=119KN•m,432x0.75=324KN;柱下端:33x1.1xo.75=25KN-m,532xo.75=399KN;E柱:由表:柱上端:162KN•m,372KN;19KN•m,337KN;柱下端:114KN•m,418KN;经调整后:柱上端:162X1.1X0.75=122KN•m,372x0.75=279KN;19x1.1x0.75=14KN・m,337x0.75=253KN;柱下端:114x1.1x0.75=86KN・m,418x0.75=314KN;
第五层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。柱号A柱M211937321536310.471918N690728460497417630667600670712柱号B柱M494355662174540N1665170396510301450150615821624柱号c柱M837475893427668N135013888018861176124712961338柱号D柱M6659660.179296154N11251163674750982104710821125柱号E柱M797464581984775273.268.8N921958591629567827864810890.6932.7抗震设计时的内力组合:A柱:由表:柱上端:60KN・m,462KN;柱下端:127KN•m,669KN;经调整后:柱上端:60x1.1x0.75=49.5KN•m,462x0.75=347KN;柱下端:127x1.1x0.75=105KN・hi,669x0.75=502KN;B柱:由表:柱上端:149KN•ill,1220KN;柱下端:82KN-m,1364KN;经调整后:柱上端:149x1.1xo.8=131KN•m,1220x0.8=976KN;柱下端:82x1.1xo.8=72KN・m,1364xo.8=1091KN;C柱:由表:柱上端:183KN-m,946KN;柱下端:68KN・m,1191KN;经调整后:柱上端:183x1.1xo.8=161KN・m,946x0.8=757KN;柱下端:68x1.1x0.8=60KN-m,1191x0.8=953KN;D柱:由表:柱上端:172KN・m,796KN;柱下端:80KN•m,999KN;经调整后:柱上端:172x1.1x0.8=151KN-m,796x0.8=637KN;柱下端:80x1.1xo.8=70KN-m,999x0.8=799KN;E柱:由表:柱上端:148KN•m,778KN;32KN•m,673KN;柱下端:128KN•m,815KN;经调整后:柱上端:148x1.1x0.8=130KN・hi,778x0.8=622KN;32x1.1x0.75=26.4KN•111,673x0.75=505KN;柱下端:128x1.1x0.8=113KN-m,815x0.8=652KN;
第四层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。柱号A柱M2119484026443882018N101410526777155919319688709801022柱号B柱M494366187094540N24322469137714712104218122992341柱号c柱M8374885102337668N20022040116313001730183819171959柱号D柱M6659791388196154N1651168896410831429152315831625柱号E柱M82747666119382487669N13661740877125182712291603119413181739抗震设计时的内力组合:A柱:由表:柱上端:140KN-m,969KN;109KN-m,625KN;柱下端:138KN・m,1007KN;经调整后:柱上端:140x1.1x0.8=123KN-m,969x0.8=775KN;109x1.1x0.75=90KN-m,625x0.75=469KN;柱下端:138x1.1xo.8=121KN-m,1007x0.8=806KN;B柱:由表:柱上端:186KN-m,1734KN;柱下端:119KN・in,1994KN;经调整后:柱上端:186x1.1x0.8=164KN-m,1734x0.8=1387KN;柱下端:119x1.1x0.8=105KN・hi,1994x0.8=1595KN;C柱:由表:柱上端:222KN•in,1348KN;柱下端:108KN-m,1792KN;经调整后:柱上端:222x1.1x0.8=195KN-m,1348x0.8=1078KN;柱下端:108x1.1x0.8=95KN・m,1792xo.8=1434KN;D柱:由表:柱上端:212KN-m,1116KN;柱下端:120KN-m,1485KN;经调整后:柱上端:212x1.1x0.8=187KN-m,1116x0.8=893KN;柱下端:120x1.1x0.8=106KN・m,1485x0.8=1188KN;E柱:由表:柱上端:168KN・m,1171KN;48KN・m,973KN;柱下端:163KN•m,1545KN;经调整后:柱上端:168x1.1x0.8=148KN・in,1171xo.8=937KN;48x1.1xo.8=42KN-m,973x0.8=778KN;柱下端:163x1.1x0.8=143KN・m,1545x0.8=1236KN;
第三层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。柱号A柱M21195453324846122017N1338137690193975812361273113512891331柱号B柱M494377297814540N31983235178519152756285830173059柱号C柱M837410016110247668N26542691151617222278243425382580柱号D柱M6659912596116154N162816666998751322145614661508柱号E柱M8273817669689447668N2148218515021540142019702008191321242166抗震设计时的内力组合:A柱:由表:柱上端:163KN•m,1324KN;132KN•m,771KN;柱下端:162KN•m,1362KN;1324x0.8=1059KN;经调整后:柱上端:163x1.1xO.8=143KN・hi柱下端:162x1.1xo.8=143KN-m,1362x0.8=1090KN;B柱:由表:柱上端:215KN-m,2239KN;柱下端:148KN-m,2633KN;经调整后:柱上端:215x1.1x0.8=189KN-m,2239x0.8=1791KN;132x1.1xo.8=116KN・in771x0.8=617KN;柱下端:148x1.1x0.8=130KN・m,2633x0.8=2106KN;C柱:由表:柱上端:253KN・m,1725KN;柱下端:139KN・m,2416KN;经调整后:柱上端:253x1.1x0.8=223KN-m,1725x0.8=1380KN;柱下端:139x1.1x0.8=122KN・m,2416x0.8=1933KN;D柱:由表:柱上端:243KN・m,870KN;柱下端:152KN-m,1441KN;经调整后:柱上端:243x1.1x0.8=214KN-m,870x0.8=696KN;柱下端:152x1.1x0.8=134KN-m,1441x0.8=1153KN;E柱:由表:柱上端:189KN-m,1913KN;69KN•m,1597KN;柱下端:182KN・in,1951KN;1913x0.8=1530KN;经调整后:柱上端:189x1.1xo.8=166KN•in69x1.1xo.8=61KN•in,1597x0.8=1278KN;柱下端:182x1.1xo.8=160KN-m,1951x0.8=1561KN;
第二层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。柱号A柱M2322644056172220N1699166211719181584139616411599柱号B柱M5151893589880.374737N40023964226236421883441350137773735柱号C柱M878711321113122281228080N3343330518982153186128583037282132013159柱号D柱M707010531105107121076464N219121531013122197517961942175820081966柱号E柱M9585941113428879N26302593183316722415229225942552抗震设计时的内力组合:A柱:由表:柱上端:182KN・m,1732KN;柱下端:148KN-m,902KN;经调整后:柱上端:182x1.1x0.8=160KN・m,1732x0.8=1386KN;柱下端:148x1.1xo.8=130KN・m,902x0.8=722KN;由表:柱上端:237KN-m,2734KN;柱下端:237KN【・m,2772KN;162KN•m,3282KN;经调整后:柱上端:237x1.1x0.8=209KN•m,2734x0.8=2187KN;柱下端:237x1.1x0.8=209KN•m,2772x0.8=2218KN;162x1.1xo.8=143KN・in,3282x0.8=2626KN;由表:柱上端:278KN-m,2084KN;柱下端:278KN【・m,2121KN;150KN・m,3059KN;经调整后:柱上端:278x1.1xo.8=245KN•m,2084x0.8=1667KN;柱下端:278x1.1xo.8=245KN・in,2121x0.8=1697KN;150x1.1xo.8=132KN•m,3059x0.8=2447KN;由表:柱上端:267KN-m,1156KN;柱下端:267KN【・m,1194KN;165KN•m,1961KN;经调整后:柱上端:267x1.1x0.8=235KN・m,1156x0.8=925KN;柱下端:267x1.1x0.8=235KN•m,1194x0.8=955KN;165x1.1xo.8=145KN・m,1961x0.8=1569KN;由表:柱上端:80KN•m,1876KN;柱下端:212KN-m,2365KN;经调整后:柱上端:80x1.1x0.8=70KN-m,1876x0.8=1501KN;柱下端:212x1.1x0.8=187KN•m,2365x0.8=1892KN;B柱:C柱:D柱:E柱:
第一层:非抗震设计时的内力组合:弯矩(M)的单位为KN・m,轴力(N)的单位为KN。A柱M147105757746127N19862039143110631919164619091968柱号B柱M301513413810710175902814300N47314784263528392582409942414046445345122566柱号C柱M5126130103122111594824N395740102246261321933354366437803839柱号D柱M4121128106118102643819N267927321296159212432189244924662526柱号E柱M4222109489286154222N303730902150191527922845266429793039抗震设计时的内力组合:(按M、N排序)A柱:由表:柱上端:297KN•m,2094KN;277KN•m,1004KN;柱下端:239KN•m,2147KN;经调整后:柱上端:297x1.1x0.8=261KN-m,2094xo.8=1675KN;277x1.1xo.8=244KN-m,1004x0.8=803KN;柱下端:239x1.15xo.8=220KN-m,2147x0.8=1718KN;B柱:由表:柱上端:341KN•ill,3208KN柱下端:249KN-m,3967KN;经调整后:柱上端:341x1.1xo.8=300KN-m,3208x0.8=2566KN;柱下端:249x1.15xo.8=229KN-m,3967x0.8=3174KN;C柱:由表:柱上端:369KN•m,2417KN;柱下端:251KN・m,5744KN;经调整后:柱上端:369x1.1x0.8=325KN-m,2417x0.8=1934KN;柱下端:251x1.15x0.8=231KN-m,5744x0.8=4595KN;D柱:由表:柱上端:364KN・m,1426KN;柱下端:257KN•m,2513KN;经调整后:柱上端:364x1.1x0.8=320KN-m,1426x0.8=1141KN;柱下端:257x1.15x0.8=236KN・ill,2513x0.8=2010KN;E柱:由表:柱上端:308KN-m,2761KN;239KN-m,2136KN;柱下端:231KN・in,2814KN;经调整后:柱上端:308x1.1xo.8=271KN•111,2761x0.8=2209KN;239x1.1x0.8=210KN•m,2136x0.8=1709KN;
柱下端:231x1.15xo.8=213KN-m,2814x0.8=2251KN;
2)框架柱纵向受力钢筋计算从上述内力组合中选出一组最危险的组合进行框架柱纵向受力钢筋计算,具体计算如下:表3-38框架柱正截面配筋计算(六层)杆件号A柱B柱C柱D柱E柱M(KN-m)18916119122N(KN)362592455324279e0=——(mm)oN49.7215.2035.16367.28437.28heq=——,且n20mma302020202020e<=eo+ea伽)69.7235.2055.16387.28457.28卫0.5fcA「N>1,取1>1,取1>1,取1>1,取1>1,取1l0(mm)56005600560056005600〈=1」5-0.01652h>1,取1>1,取1>1,取1>1,取1>1,取1n1.5422.0731.6851.0981.083e=r)e;+——a"(mm)*2342.49307.97327.93660.05730.04e=ne:a(mm)*2127.51162.03142.07190.05260.04N严oqgbfcbh。(KN)2576>N2576>N2576>N2576>N2576>N大小偏压判断大偏压大偏压大偏压大偏压大偏压0.08<乩0.13vgbO.lOvgb0.0750.065x=gho(mm)39.41<2a"64.45<2a:49.54<2a"35.27<2a:30.38<2a"A*=A©(mm2)327680458437515实配钢筋3①183①203①1830183①18实配配筋面积(nin?)628941628628628注:1、表中h=55Omm,as=as=40mm,h0=h-as=510mm;2、柱采用HRB335级钢筋,^b=0.550;采用C35混凝土,fc=16.7N/mm2;3、当N时,柱为小偏心受压,此时£=◎一S)N+◎_&)a£bh°+[fyAs]Ne‘4、当x=^h0<2a;时,A;=AS-——歼;fy(hO-as)当x二gh()>2a;时,A;=ASNe-(x£bh駕(l-0.5g)fy(h0-a;)5、As=A"s>AsMIN=pMINbh=0.002x550x550=605mm2
表3-39框架柱正截面配筋计算(五层)杆件号A柱B柱C柱D柱E柱M(KN-m)191311616619N(KN)728976757674567eft=一(mm)oN26.10134.22212.6897.9233.51e,=—,JL>20mma302020202020e,=e0+ea(mm)46.10154.22232.68117.9253.510.5fcA©一N>1,取1>1,取1>1,取1>1,取1>1,取1l0(mm)45004500450045004500S2=1.15-0.01652h>1,取1>1,取1>1,取1>1,取1>1,取1n1.5291.1581.1051.2071.456e=ve{+—-a"(mm)305.48413.61492.07377.31312.90e"=T)ej-—+(mm)164.5256.39-22.0792.69157.10Nb=ai^bfcbh0(KN)2576>N2576>N2576>N2576>N2576>N大小偏压判断大偏压大偏压大偏压大偏压大偏压0・16孟0・2心0.16v£b0・14<00・12v£bx=gh()(mm)79.26<2a"106.26>2a;82.42>2a"73.38<2a"61.73<2asA;二A,(mm2)849-299125443632实配钢筋3203183:183-18318实配配筋面积(mm2)941628628628628<3-40框架柱正截面配筋计算(四层)杆件号A柱B柱C柱D柱E柱M(KN-m)40164195187148N(KN)71513871078893937en=—(mm)N55.9411&24180.89209.41157.95e.,=—,且n20mma302020202020ei=e()+ea(mm)75.94138.24200.89229.41177.95匕O.5fcA齐N>1,取1>1,取1>1,取1>1,取1>1,取11()(mm)45004500450045004500J=1.15-0.0167h>1,取1>1,取1>1,取1>1,取1>1,取1
n1.3211.1761.1211.1061.137c=nc;+—-a"(mm)12335.33397.63460.28488.79437.34c=nc;——+a"(mm)12134.6772.379.72-18.7932.66Nb=a^bfcbh0(KN)2576>N2576>N2576>N2576>N2576>N大小偏压判断大偏压大偏压大偏压大偏压大偏压g0・15vgb0.30v&0・23v&0・1心0.20<£bx=gh°(mm)77.84<2a".151.01>2a;117.37>2a"97.22>2a"102.01>2a;A;=As(mm2)683-36368174-144实配钢筋3①203①183①183^183:18实配配筋面积(mm2)941628628628628表3-41框架柱正截面配筋计算(三层)杆件号A柱B柱C柱D柱E柱M(KN-m)116189223214166N(KN)617179113806961530en=一(mm)188.01105.53161.59307.47108.50e,=—,且n20mma302020202020e,=e0+ea(mm)208.01125.53181.59327.47128.500.5fcA勺一N>1,取1>1,取1>1,取1>1,取1>1,取1l0(mm)45004500450045004500S2=1.15-0.016九h>1,取1>1,取1>1,取1>1,取1>1,取1n1.1171.1941.1341.0741.190e=qej+—~^s(mm)467.39384.91440.98586.86387.88e"=g-空+a;(mm)2.6185.0929.02116.8682.12Nb=ai^bfcbho(KN)2576>N2576>N2576>N2576>N2576>N大小偏压判断大偏压大偏压大偏压大偏压大偏压g0・13vS0.38vgb0・29<00・15<乩0.33v&x=^h0(mm)67.17<2a;194.99>2a".s150.24>2a".s75.78<2a"s166.58>2a".sA;=A,(mm2)11-35060577-421实配钢筋3183:183:183:183:18实配配筋面积(mm2)628628628628628
表3-42框架柱正截面配筋计算(二层)杆件号A柱B柱C柱D柱E柱M(KN-m)13089245235187N(KN)72222616679251892eft=一(mm)180.06393.81146.97254.0598.84eq=——,且n20mma302020202020e,=e0+ea(mm)200.06413.81166.97274.0511&840.5fcA©一N>1,取1>1,取1>1,取1>1,取1>1,取1l0(mm)45004500450045004500S2=1.15-0.01652h>1,取1>1,取1>1,取1>1,取1>1,取1n1.1221.0591.1461.0891.205e=ve{+—-a"(mm)459.44673.19426.36533.44378.22e"=T)ej-—+(mm)10.56203.1943.6463.4491.78Nb=ai^bfcbh0(KN)2576>N2576>N2576>N2576>N2576>N大小偏压判断大偏压大偏压大偏压大偏压大偏压g0・15«b0.05<&0.36v&0.20V&0・40盗x=gh。(mm)78.61<2a;24.61<2a;181.49>2a"s100.71>2a;205.99>2a",A;=As(mm2)5432684484-386实配钢筋3:183:183:183:18318实配配筋面积(mm2)628628628628628表3-43框架柱正截面配筋计算(一层)杆件号A柱B柱C柱D柱E柱M(KN•m)24430231320271N(KN)8034731459511412209e0=—(mm)oN303.866.3450.27280.46122.68e,=—,且、20mma302020202020ef=e0+ea(mm)323.8626.3470.27300.46142.68匕0.5fcA>1,取10.5340.55>1,取1>1,取1AN1()(mm)51005100510051005100
=1.15-0.01^52h>1,取1>1,取1>1,取1>1,取1>1,取1n1.0971.6351.251.1041.220c=nc;+——a.(mm)12590.18278.06322.49566.78409.00c=nc;——+a*(mm)12120.18191.94147.5196.7861.00N^a^Jcbho(KN)2576>N2576N2576>N大小偏压判断大偏压小偏压小偏压大偏压大偏压§0・17vS0.85〉£b0・79〉和0・24<乩0.47x=gh。(mm)706>2a:1044>2a"2426>2a*.962>2a;302>2a"A"=As(mm2)70610442426962605实配钢筋3①204©202①20+4①253①203018实配配筋面积(mn?)941125625139416283)框架柱斜截面受剪承载力计算(1)框架柱剪力设计值表3-44框架柱剪力设计值第一层ABCDE非抗震剪力设计值V(KN)3844495242Mr(KN・m)297341369364308M](KN•m)239-249-251-257231l0(mm)35003500350035003500讼%=1.1怡呼显«N)1()143253229144控制内力V(KN)143444952144第二层ABCDE非抗震剪力设计值V(KN)3550686061Mr(KN・m)148237278267212M,(KN•m)-182237278267-81l0(mm)35003500350035003500YreV/IMre些严(KN)1()-912714914335控制内力V(KN)3512714914361第三层ABCDE非抗震剪力设计值V(KN)3042595251Mr(KN・m)163215253243189
M,(KN・m)162-148139-15218210(mm)35003500350035003500■…Mr+Mh八八八YreVij-LIYre](KN)87181052499控制内力V(KN)87421055299第四层ABCDE非抗震剪力设计值V(KN)2538544749Mr(KN•m)140186222212168M](KN-m)138-119-108-120163l0(mm)35003500350035003500x.Mr+M、/T7XTXYreVi,-1・】Yre](KN)7418302588控制内力V(KN)7438544788第五层ABCDE非抗震剪力设计值V(KN)1933494245Mr(KN-m)127149183172148M](KN-m)-60-82-68-80128l0(mm)35003500350035003500x.Mr+M、/T7XTXYRFVb=l.lyRE(KN)1818312574控制内力V(KN)1933494274第六层ABCDE非抗震剪力设计值V(KN)1325403344Mr(KN-m)95133170159162M)(KN•m)78-41-21-33114l0(mm)44004400440044004400YRFVb=l.lYRE^-^(KN)3720322759控制内力V(KN)3725403359M+M注:1、YRF‘Vb=l.lYRE——为抗震设计时的剪力值,由“强剪弱弯”原则确定。1。其中Yre按规定取0.85;(1)受剪截面要求(剪压比验算)O.2pcfcbho=0.1x0.8xl6.7x550x510=749.50KN>V=149KN(表中的最大值)故均满足要求。
⑶箍筋计算表3-45框架柱斜截面箍筋计算第一层A柱B柱C柱D柱E柱N(KN)8034731459511412251控制内力V(KN)143444952144cHn九=n2h0>3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KNN1516KN3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KN>N1516KNN1516KN3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KNN1516KN>N1516KN3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KN>N1516KN>N1516KN>N1516KN>NAsvs<0<0<0<0<0第五层A柱B柱C柱D柱E柱N728976757674567控制内力V(KN)1933494274Hn2h0>3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KN>N1516KN>N1516KN>N1516KN>N
AsvS<0<0<0<0<0第六层A柱B柱C柱D柱E柱N362592455324279控制内力V(KN)3725403359rH„n2h0>3,取3>3,取3>3,取3>3,取3>3,取30.3fcA1516KN>N1516KN>N1516KN>N1516KN>N1516KN>NAsvs<0<0<0<0<0注:1、b=h=550mm,h()=510mm;2、顶层Hn=4500-100=4400mm,其余层Hn=3600-100=3500mni;3、柱箍筋釆用HRB235级钢筋,fyv=210N/mm2;4、柱采用C35混凝土,ft=1.57N/mm2,fc=16.7N/mm2A105A5、表中亠由V<-^ftbh0+fvv^h0+0.056N确定;s九+1“s经上述计算,框架柱的箍筋均由构造要求决定,选配。8@150。(4)箍筋加密区:加密区长度:按建筑抗震设计规范:柱端:矩形截面长边尺寸、层间柱净高的1/6和500mm三者中的最大值;底层柱:柱根不小于柱净高的1/3故顶层柱端取750mm;其余柱端取600mm;底层柱取1200mm0直径:取08间距:柱根处取100mm,其余取15Omni箍筋肢距:小于16Omni(5)体积配箍率验算表3-46框架柱体积配箍率验算所在层柱号N(KN)轴压比Psvyv是否满足要求第一层A21470.430.0750.01260.0060满足B39670.790.1470.01260.0117满足C40100.790.1490.01260.0118满足D27320.540.0980.01260.0078满足E30900.610.1120.01260.0089满足第二层A17320.340.0640.01260.0051满足B40020.790.1480.01260.0118满足C33430.660.1220.01260.0097满足
I)21910.430.0770.01260.0061满足E26300.520.0940.01260.0075满足第三层A13760.270.0600.01260.0048满足B32350.640.1180.01260.0094满足C26910.530.0970.01260.0077满足D16660.330.0630.01260.0050满足E21850.430.0770.01260.0061满足第四层A10520.210.0600.01260.0048满足B24690.490.0880.01260.0070满足C20400.400.0700.01260.0056满足D16880.330.0630.01260.0050满足E17400.340.0640.01260.0051满足第五层A7280.140.0600.01260.0048满足B17030.340.0640.01260.0051满足C13880.270.0600.01260.0048满足D11630.230.0600.01260.0048满足E9580.190.0600.01260.0048满足第六层A3680.070.0600.01260.0048满足B9340.180.0600.01260.0048满足C7220.140.0600.01260.0048满足D6300.120.0600.01260.0048满足E4970.100.0600.01260.0048满足注:柱采用C35混凝土,fc=16.7N/mm2;箍筋采用HRB235级钢筋,fyv=21ON/mm2。3.7框架结构柱下基础设计3.7.1设计资料根据工程地质报告提供的资料,场地为II类,在主要受力层范围内不存在软弱粘性土层,上部框架结构未超过8层,高度在25111111以下,故该房屋基础不进行抗震承载力验算,则底层传至基础顶部的作用效应仅取非抗震设计时的作用效应。表3-47传至基础顶面的作用效应组合位置A柱B柱C柱D柱E柱基本组合值(N、M)2039KN、7KN•m2635KN、134KNm2246KN、130KNm1296KN、128KNm3090KN、22KN-m1431KN、105KNm2839KN.118KNm2613KN.103KNm1592KN、106KNm2150KN、109KNm1919KN、77KN-m4099KN.101KNm3664KN、59KN-m2449KN、64KN-m2845KN、86KN・mV=38KNV=44KNV=49KNV=52KNV=42KN标准组合值(2、1631KN、5KN・m2108KN、99KN-m1797KN、96KN-m1037KN、95KN-m2472KN、16KN-m1145KN、78KN-m2271KN、87KN-m2090KN、76KN-m1274KN、79KN-m1720KN、81KN・m1535KN、57KN-m3279KN、75KN-m2931KN、44KN-m1959KN、47KN-m2276KN、64KN-mVk=28KNVk=33KNVK=36KNVk=39KNVk=31KN
MJ注:基本组合(设计值)与标准组合(标准值)的比值:轴力取1.25;弯矩取1.35;剪力取1.35。3.7.2基础设计根据任务书及有关数据,基础形式选为柱下独立基础。一、基础底面积和底面积尺寸确定柱基础顶面标高已选定,距±0.000为1.50111,柱纵向钢筋最大直径d=20mm,HRB335级,基础混凝土强度等级选为C25,则柱钢筋的锚固长度取laE=1.051a=l.05x40x22=924mm,考虑钢筋保护层厚度,取基础高度h=l300mm,则基础底板在-2.600(相对标高)处,埋深为2.7m,所处土层的承载力fa=3OOKpa。1、外柱(即A、E柱)由于边柱弯矩较大,先按轴心受压计算时,将轴力值扩大1・3倍,取用Nk=3090KN,nl入、1・3Nk1.3x3090“v.则A>J==13.06m*-f-20d300-20x2.7d取a/b=l.2,则a=4000m,b=3300m,按偏心受压验算:W=-ba2=-x3.3x42=8.8mA=13.2m2,66由Pm=lk±£K+MK+vKh得各内力组合值的Pk*如下表:表3-48外柱(即A、E柱)pkmax的计算柱号A柱E柱Mk(KN-m)578571680.763.7Nk(KN)163111451535247217202276VK(KN)28.128.128.131.131.131.1Pk,max(KN/mm2)129.8101.2128.5195.2150.1191.6经验算,各组内力组合值均满足Pk.唤》l・2f;的要求。2、内柱(即B、C、D柱)内柱弯矩小而轴力大,故按轴心受压初步选定基础面积时,将轴力值扩大1.2倍,取用Nk=4099KN,则1・2x4099=]7.33川f-20d300-20x27a
取a/b=l.2,则a=4400m,b=4000m,按偏心受压验算:
W)ba2=-x4x4.42=12.907m3,A=17.6m2,66由Pk.喰=2^^+MKjVKh得各内力组合值的Pkmax,如下表:表3-49内柱(即B、C、D柱)卩匕叭的计算柱号B柱C柱D柱Mk(KN-m)998775967644957947Nk(KN)210822713279179720902931103712741959VK(KN)32.632.632.636.336.336.338.538.538.5Pk,max(KN/mm2)131.9140.2196.5114.3129.5174.771.383.5120.0经验算,各组内力组合值均满足pm”>1.2fa的要求。二、基础抗冲切承载力计算已按柱纵向钢筋锚固要求初步选定基础高度h=l300mm,可确定为阶形基础,基础尺寸见图oon925•W0400LW0.40C925L7712752752000I2000500500,9252200goOJ275275925500500cnCn|启c5omOslogLOLOCxi2200(b)内柱飙(0.)外柱基础图3-19KJ8框架基础尺寸a)外柱基础;b)内柱基础1、外柱基础抗冲切计算按图的基础尺寸,可只验算最下阶高度:
取h()=h-as=500-50=450mmA,=3300x(925-450)=1570000mm2=1.57m2bt=3300-2x575=2150mmbb=bt+2h0=2150+2x450=3050mmPh=10+^ra(1300-800)=°-96bni=—(bt+bb)=2600mm2ft=1.27Mpa(C25混凝土)s.maxNM+Vh=1AW309022+42x1.3113.28.8=243KpaNM+VhPs,min-人-W"25K"F[=psAj=243x1.57=381KN<0.7卩hftbmh0=0.7x0.96xl.27x2600x450=999KN满足要求。2、内柱基础抗冲切验算按图的基础尺寸,可只验算最下阶高度:取h()=h-as=500-50=450mmA,=4000x(1125-450)=2700000mm2=2.70m2bt=4000-2x925=2150mmbb=bt+2h0=2150+2x450=3050mmPh=10+Ira(1300-800)=0-96
bm=|(bt+bb)=2600mmft=1.27Mpa(C25混凝土)=245KpaNM+Vh4099101+44x13NM+Vhr…Ps,min-人-W"IKpaPs,max=i=|AW17.612.907耳=psA1=245x2.7=662KN<0.7卩hftbmh0=0.7x0.96xl.27x2600x450=999KN满足要求。三、底板配筋计算1、外柱基础
长向I-I:卩严243+3一243)兰000-275)=235.3曲1)柱根处计算4000243+235.3^nizPs==239Kpa239MI=寸(4—0.55)2(2x3.3+0.55)=847.6KN•m—厶TTtt243+225rr彳短向II-II:ps==234.lKpaMn=(3.3-0.55尸(2x4+055)=630.7KN•m^^4h0=1300-50=1250mm则:Aj=“I=—=2511mm2,选配23笼12@150,A,=2601mn?slO.9fyho0.9x300x1250sASII=业=630.7xl0(=1884mm$,选配17卫12@150,A=1923mm2sO.9fy(ho-lO)0.9x300x1240s2)第一阶处验算长向I-I:近似取h()=450mmM严寸(4—2.15)2(2x3.3+2.15)=298KN•mA.j=———=—"""Xi。=2455mm2B,取D=1860mm;5、楼梯净空高度一般要求不小于2000mm,该楼梯底层平台下净空高度爪=型£_250=1550mm<2000mm,但该空间不做具体用途,故忽略。23.8.2内力及配筋计算一、楼梯板设计(取lm宽板带计算)1、基本参数计算长度:10=2700+250=2950mm;计算厚度:Il=22^2=98mm,取板厚h=10Omni;3030164板倾角:tana==0.607,a=31.27°,cosa=0.855;270
2、荷载计算1)恒荷载:梯段板自重:-x0.27x0.164x25x—!—+0.1x25x—!—=4.97KN/m20.270.855水磨石踏步重:(0.27+0」64)x0.65x丄=1.04KN/m0.27板底抹灰(20厚):0.02x17x—=0.40KN/m0.855合计:gk=6.41KN/m2)活荷载:qk=2.5x1=2.5KN/m3)组合:g+q=1.2gk+1.4qk=1.2x6.41+1.4x2.5=11.19KN/m3、截面设计弯矩设计值:M=—(g+q)l"二丄xll.19x2.952=9.74KN-m1010斜板有效高度:h0=100-20=80mmAs9.74x10°0.952x80x210=609mm2M9.74xl06",jbh*-"1000x802xl6.7-*y0=0.5(1+Jl-2a°=0.952选配O10@125,As=628mm2二、平台板设计(平台板厚1OOmni,取lm宽板带计算)1、荷载计算1)恒荷载:水磨石面层:0・65KN/m平台板自重:0.1x25=2.5KN/m板底抹灰:0.02x17=0.34KN/m合计:gk=3.49KN/m2)活荷载:qk=2.5xl=2.5KN/m3)设计值:g+q=1.2gk+1.4qk=1.2x3.49+1.4x2.5=7.69KN/m2、截面设计计算跨度:1()=1850mm跨中弯矩设计值:M=±(g+q)l-±x7.69xl.85-2.63KN•m平台板有效高度:h()=100-20=80mmMa0=0.0252.63xl061000x802x16.7
Yo=0.5(1+旷瓦)=0.987As_Yohofy_0.987x80x210_159mm选配6@170,A.=166mm2三、平台梁设计1、截面尺寸平台梁计算跨度:1()=ln=1.05x(3-0.24)=2.9m•12900平台梁高:h=—==242mm,取h=25Omni,b=25Omni12122、荷载计算77楼梯板传来:11.19x1=15.1KN/m2(1A1平台板传来:——+0.25x7.69=8.1lKN/mI2丿平台梁自重:1.2x0.25x(0.25-0.1)x25=1.13KN/m梁侧抹灰:1.2x0.02x(0.25-0.1)x17x2=0.12KN/m合计:g+q=24.46KN/m3、截面设计跨中最大弯矩设计值:M=-(g+q)l^=-x24.46x2.922=25.7KN・m88支座处剪力设计值:V=l(g+q儿=-x24.46x(3-0.24)=33.8KN平台梁按倒L形截面计算:b;=丄1()=-x2900=483mm;b"f=b+乞=250+^^=1050mm*6°6122取受压翼缘计算宽度:b;=483mm平台梁有效高度:h0=250-35=215mma1fcb;h,f(h0-^)=1.0x16.7x483x100x(215-120)=133KNm>M=25.7KN•m故属于第一类T形截面。ao25.7xl06483x2152xl6.7=0.069g=l-Jl-2a°=0.072=0.550y0=0.5(1+Jl-2a。)=0.964
Yohofy25.7xl060.964x215x300=413mm2选配2①18,A,=509mm2(HRB335级)斜截面受剪承载力计算:O.25pcbhofc=0.25x1.Ox250x215x16.7=224KN>V=33.8KN则截面尺寸满足要求0.7ftbho=0.7x1.57x250x215=59KN>V=33.8KN仅按构造选配箍筋,选配双肢06@200©%08@2OO⑧08@200700is9x39x0L①08@200①08@200IIII700①®06@17O®08@25O1600楼梯板及平台配筋图图3-21$6@2002$10///20120Z2$182760120120Z//3000
图3-22楼梯梁配筋图参考文献[1]房屋建筑学,李必瑜主编,武汉:武汉理工大学出版社,2000.7[2]混凝土结构(上册)(第2版),吴培明主编,武汉:武汉理工大学出版社,2003.5[3]混凝土结构(下册)(第2版),彭少民主编,武汉:武汉理工大学出版社,2004.4[4]钢筋混凝土框架结构设计与实例,熊丹安主编,武汉:武汉理工大学出版社,2005[5]高层建筑结构设计,方鄂华等编著,北京:中国建筑工业出版社,2003[6]高层建筑混凝土结构技术规程,JGJ3-2002,中华人民共和国行业标准[7]混凝土结构设计规范,GB50010-2002,中华人民共和国国家标准[8]建筑结构荷载规范,GB50009—2001,中华人民共和国国家标准[9]建筑抗震设计规范,GB50011—2001,中华人民共和国国家标准[10]工民建专业毕业设计手册,杨志勇,武汉:武汉工业大学出版社,1997.8'