【《芜湖市某三层办公楼结构设计》18000字（论文）】

芜湖市某三层办公楼结构设计摘要本工程为芜湖市三层办公楼，采用现浇钢筋混凝土框架结构。该办公楼建筑总高度为13.4m，共3层，其中各楼层的层高均为4m。该宿舍楼室内外高差为0.5m，其女儿墙高度为0.9m。本说明书包括以下部分：整理设计资料；规划结构布置；荷载统计；内力计算及内力组合；框架梁柱截面配筋设计；楼梯结构设计；基础结构设计。本工程选取第②轴线处的一榀典型横向框架进行结构内力计算。首先，对建筑结构进行初步设计，绘制出办公楼的梁、柱网布置图以及横向框架的立面计算简图。随后，根据高跨比和轴压比分别估算框架梁和柱的截面尺寸。计算横向框架在竖向荷载作用下的内力采用弯矩二次分配法。算出弯矩，剪力，轴力，接着对梁，板，柱进行内力组合并计算配筋，最后，对楼梯和基础进行设计和配筋计算。关键词：框架结构；弯矩分配；内力组合；配筋计算 目录 TOC\o"1-3"\h\u1设计资料 荷载计算3.1恒荷载计算3.1.1屋面保护层：30mm厚C30细石混凝土0.03×25=0.75kN/m防水层：一道5mm厚SBS防水卷材

找平层：20mm厚1:3水泥砂浆找平层保温层：30mm厚挤塑聚苯板0.03×找坡层：90mm厚水泥憎水膨胀珍珠岩0.125×11=1.375kN/结构层：110mm厚钢筋混凝土屋面板0.12×25=3.0kN/合计：5.69kN/3.1.2楼面面层：20mm厚大理石面层0.02×28=0.56kN/找平层：20mm厚1:3水泥砂浆找平结合层：一道素水泥浆

0.10kN/结构层：110厚现浇钢筋混凝土楼面板0.12×25=3.0kN/合计：4.06kN/3.1.3卫生间面层：10mm厚防滑瓷砖防水层：1.5mm厚防水涂料0.0015×找平层：20mm厚1:3水泥砂浆找平结合层：一道素水泥浆0.10kN/结构层：120厚现浇钢筋混凝土楼面板0.12×25=3.0kN/合计：3.773kN/3.1.4梁自重AB、CD跨横梁尺寸:300mm×800mm梁自重：（0.8-0.12）×0.3×25=5.1抹灰层：10厚混合砂浆0.01×[(0.8-0.12)×合计：5.35BC跨横梁尺寸:200mm×250mm梁自重：（抹灰层：10厚混合砂浆0.01×[(0.25-0.12)×合计：0.745kN=1\∗GB3梁自重：（抹灰层：10厚混合砂浆0.01×[(0.45-0.12)×合计：1.81kN/②③、③④、④⑤、⑥⑦、⑦⑧、⑧⑨跨梁自重：（抹灰层：10厚混合砂浆0.01×[(0.7-0.12)×合计：4.6kN/=5\∗GB3梁自重：（抹灰层：10厚混合砂浆0.01合计：0.745kN/3.1.5柱自重柱截面尺寸:400mm×400mm柱自重：0.4×0.4×抹灰层：10厚混合砂浆0.01×0.4×合计：4.27kN/3.1.6横墙自重（1）底层一堵外横墙（走道1扇门）墙体：15mm厚半隐框全玻璃幕墙(4×7.2×2+2.4×4−2.4×2)×0.015×55=51.48门：b×h=2000mm×2400mm2.0×2.4×0.45=2.16合计：53.64kN（2）2~3层一堵外横墙墙体：300厚混凝土空心砌块(4×7.2×2+2.4×4)×0.015×55=55.44合计：55.44kN（3）一堵内横墙（无门无窗）墙体：200厚混凝土空心砌块(4−0.8)×6.8×2×0.2×10=87.04找平层：10厚1∶3水泥砂浆0.01×面层：内：均匀涂3遍丙烯酯涂料0.015×43.52×6=3.917外：聚氨酯防水涂料0.015×43.52×12=7.834合计：116.20kN3.1.7纵墙自重（1）外纵墙（隐形气窗）墙体：墙体：15mm厚半隐框全玻璃幕墙(4.2×4×2+6.6×4×6+2.4×4)合计：166.32kN（2）一堵内纵墙（8扇门）墙体：200厚混凝土空心砌块[(4−0.8)×6.8×8−1×2.2×8]×0.2×10=156.48找平层：10厚1∶3水泥砂浆0.01×78.24×面层：内：均匀涂3遍丙烯酯涂料0.015×78.24×6=7.0416外：使用聚氨酯防水涂料0.015×70.15×12=14.0832门：b×h=1000mm×2200mm1×2.2×0.45×8=7.92合计：216.82kN3.1.8女儿墙墙体：200厚混凝土空心砌块0.2×0.9×10=1.8找平层：10厚1∶3水泥砂浆0.01×0.9×20×2=0.36面层：两面都均匀涂抹防水涂料0.015×0.9×12×2=0.324混凝土压顶150厚0.2×0.2×25=1.0合计：3.484kN/m3.2计算各楼层的重力荷载代表值3.2.1框架梁、柱表1框架梁、柱的重力荷载代表值计算表楼层构件bhγflnGG1~3AB、CD跨横梁0.30.8255.356.820727.61468.771BC跨横梁0.20.25250.7451.91014.155=1\*GB3①=2\*GB3②、=9\*GB3⑨=10\*GB3⑩跨纵梁0.20.45251.813.7853.576②~⑤、⑥~⑨跨纵梁0.30.7254.66.124673.44柱子0.40.4254.27440683.2683.23.2.2门窗表2门窗的重力荷载代表值计算表楼层构件bhfnGG1走道门22.40.4524.3220.16房间门162.20.451615.842~3房间门162.20.451615.8415.843.2.3内、外墙表3墙体（包含门窗）的重力荷载代表值计算表楼层构件自重(kN)nGG1外横墙53.642107.281703.16内横墙116.208929.6外纵墙166.322232.64内纵墙216.822433.642外横墙55.442110.881706.76内横墙116.208929.6外纵墙166.322232.64内纵墙216.822433.643外横墙55.442110.882175.01内横墙116.208929.6外纵墙166.322232.64内纵墙216.822433.64女儿墙3.484134.4468.253.2.4楼板表4楼板的重力荷载代表值计算表楼层构件面积(fGG1~2楼面786.244.063192.133420.321~3卫生间60.483.773228.193屋面846.725.694817.844817.843.2.5活荷载表5楼面活荷载标准值计算表楼层构件面积(fGG1~2楼面786.242.01572.481732.681~3卫生间60.482.5151.23屋面846.720.5423.36423.363.2.6恒载总计表6恒载总计算表楼层梁(kN)板(kN)小计(kN)柱(kN)墙(kN)小计(kN)11468.7713420.324889.091683.21703.162386.3621468.7713420.324889.091683.21706.762389.9631468.7714817.846286.611683.22175.012858.213.2.7各楼层的重力荷载代表值G1=4889.091+0.5×(G3图3各楼层的重力荷载代表值图（kN）4框架结构的侧移刚度计算4.1框架梁、柱的线刚度计算4.1.1框架梁的线刚度计算表7梁截面惯性矩调整系数β取值楼面做法中框架梁边框架梁现浇楼板2.01.5装配整体式楼面1.51.2材料为C30混凝土，Ec＝表8横向框架梁的线刚度ib计算Eb×hILEi单位单位N/mm2mm2mm4mmN∙mm1.5(N⋅mm)2.0(N⋅mm)中框梁边横梁3×104300×8001.28×101072005.3×10101.06×1011中横梁3×104200×2500.26×10924003.25×1096.5×109边框梁边横梁3×104300×8001.28×101072005.3×10107.95×1010中横梁3×104200×2500.26×10924003.25×1094.875×1094.1.2框架柱的线刚度计算表9框架柱的线刚度ic计算楼层hEb×h=(mIi1~340003×1400×4000.213×11.598×14.2各楼层框架的横向侧移刚度的计算利用D值法[15]可对横向框架各楼层的侧移刚度进行计算。K、α、D值的计算公式：对于一般层：Κ=iαc=K2+KD=αc12对于底层：Κ=i1+iαcD=αc12α表10各楼层框架的横向侧移刚度计算表楼层柱位置根数KαDD1边跨边柱44.9750.7859408.22538819.415边跨中柱45.280.7949516.09中跨边柱166.630.8269899.61中跨中柱167.040.8349995.492~3边跨边柱44.9750.7138545.30535775.225边跨中柱45.280.7258689.125中跨边柱166.630.7689204.48中跨中柱167.040.7799336.3155横向水平荷载作用下框架结构的内力和位移规定内力的正负号：梁的弯矩M：下侧受拉为正，上侧受拉为负；柱的弯矩M：顺时针为正，逆时针为负；柱的轴力N：受压为正，受拉为负；梁、柱的剪力V：顺时针为正，逆时针为5.1计算横向的自振周期由顶点位移法[12]可知，基本周期调整系数取ψT基本自振周期T1计算公式为T1=1.7ψ其中Δn的计算公式为Δn−ΔΔn=式中：DnΔ表11横向框架的顶点位移计算层次GGDΔΔ37927.3967927.39635775.2250.22161.307328379.51616306.91235775.2250.45581.085718143.59124450.50338819.4150.62990.6299自振周期为：T5.2计算各楼层的地震剪力和水平地震作用力计算各楼层的水平地震作用力可采用底部剪力法[13]。（1）结构的等效总重力荷载代表值GG（2）水平地震影响系数α芜湖市的抗震设防烈度为6度，由《建筑抗震设计规范》可知：特征周期Tg=0.35s，水平地震影响系数的最大值αmax=因为TgT1<5T由《建筑抗震设计规范》可知：本办公楼结构阻尼比ζ=0.05。地震影响系数曲线的阻尼调整系数η2应按1.0采用，曲线下降段的衰减指数γ故水平地震影响系数为α=0.0135。（3）水平地震作用标准值FFEKT1δn（4）各楼层地震剪力计算及各质点的横向水平地震作用计算各质点的横向水平地震作用[14]计算公式如下：Fi=G各楼层水平地震剪力Vi计算公式为Vi=表12计算各楼层的地震剪力和水平地震作用力层次HGGGFV3127927.39695128.7520.4885114.635114.635288379.51667036.1280.344280.775195.41148143.59132574.3640.16338.25233.66∑194739.244图4各楼层横向水平地震作用以及层间剪力（kN）5.3验算多遇地震作用下的位移在水平地震荷载作用下，结构层间位移(Δu)i、顶点位移(Δu)i=ui=Σ(Δu)各楼层的层间弹性位移角θeθe=(△u由《建筑抗震设计规范》可知，在填充墙抗侧力的作用下，框架层间弹性位移角为：[θ根据计算结果可知，横向框架最的大层间弹性位移角经常处于建筑的底层，即θe=0.0015047883<1/550=0.001818181。因此该5.4横向地震作用下结构内力计算5.4.1计算横向框架地震作用下结构内力的方法对反弯点法中的框架柱抗侧刚度和反弯点高度进行修正，用D来表示修正后的框架柱抗侧刚度，称为D值法。5.4.2底层的梁柱在水平荷载的作用下产生的内力柱端剪力计算公式：Vik=柱的上下端弯矩计算公式：Mij上=y:经修正后的反弯点高度比，y0y1y2y3（1）横向框架柱端弯矩计算第一层：边柱：hi=4m，Vi=233.66kNVimM上=中柱：hi=4m，Vi=233.66kN，VimM上=第二层：边柱：hi=4m，Vi=195.41kN，VimM上=中柱：hi=4m，Vi=195.41kN，VimM上=第三层：边柱：hi=4m，Vi=114.635kN，VimM上=中柱：hi=4m，Vi=114.635kN，VimM上=V（2）横向框架梁端弯矩计算第一层：M=MM右M左第二层：M=MM右M左第三层：M=MM右M左（3）横向框架梁端剪力及柱轴力计算Vb=MLbNi=表13梁剪力及柱轴力的计算表楼层边梁横中梁柱轴力M(kN⋅m)M(kN⋅m)LVM(kN⋅m)M(kN⋅m)LV边柱(kN)中柱(kN)355.573.417.28.1952.1652.162.443.47-8.19-62.692150.329.227.222.16141.1141.12.4117.58-30.35-147.931195.8112.017.228.86183.8183.82.4153.17-59.21-212.38（4）水平地震作用下横向框架柱梁内力图图5地震作用柱端弯矩图（kN∙m）图6地震作用梁端弯矩图（kN∙m）图7地震作用梁端剪力柱端轴力图（kN）5.5风荷载作用下结构内力计算5.5.1计算资料该办公楼位于有密集建筑群的芜湖市区，地面粗糙程度为C类，其基本风压为ω0由《荷载与结构设计方法》[7]可知：矩形立面建筑的风荷载体型系数为：μ该宿舍楼总建筑高度为H=12.9m<30m，故取β查表知风压沿高度变化的系数μz为：因此，基本风压ωkω风荷载计算数值如下表所示：表14风荷载计算结果表层数βHμωAFV311.3120.650.3528.88.5258.525211.380.650.3528.88.52517.05111.340.650.3528.88.52525.5755.5.2荷载作用下的水平位移验算表15风荷载作用下各楼层的层间剪力和侧移计算表楼层FVD(Δuh(Δu38.5258.52535775.2250.238340000.6×10-428.52517.0535775.2250.476640001.2×10-418.52525.57538819.4150.658840001.6×10-4通过上述表中的计算数据可知，各楼层中的层间最大位移角处于办公楼底层。由于1.6×10−4小于5.5.3横向框架风荷载作用下结构内力计算柱端剪力计算公式：Vik=柱的上下端弯矩计算公式：Mij上=Vij（1）横向框架柱端弯矩计算第一层：边柱：hi=4m，Vi=25.575kNVM上=中柱：hi=4m，Vi=25.575kNVM上=第二层：边柱：hi=4m，Vi=17.05kNVM上=中柱：hi=4m，Vi=17.05kNVM上=第三层：边柱：hi=4m，Vi=8.525kNVM上=中柱：hi=4m，Vi=8.525kN，VM上=（2）横向框架梁端弯矩计算第一层：M=MM第二层：M=MM第三层：M=MM（3）横向框架梁端剪力及柱轴力计算Vb=(Ni=表16梁剪力及柱轴力的计算表楼层边梁横中梁柱轴力M(M(L(VM(M(L(V边柱(中柱(34.180.267.20.623.923.922.43.27-0.62-3.89212.40.767.21.8311.6411.642.49.7-2.45-12.15119.431.27.22.8718.2318.232.415.2-5.32-20.52（4）风荷载作用下横向框架柱梁内力图图8风荷载作用下柱端弯矩图（kN∙m）图9风荷载作用下的梁端弯矩图（kN∙m）图10风荷载作用下梁端剪力和柱端轴力图（kN）6竖向荷载作用下的结构内力计算6.1竖向荷载作用下的框架结构计算简图图11恒载作用下的框架结构计算简图6.2荷载等效计算6.2.1顶层荷载的计算q1=5.35q3q4q1q2q3q4边跨纵梁和中跨纵梁传递给框架柱的荷载用P1、P2表示，其中包括自重、楼板重和女儿墙等自重荷载。节点集中荷载P1：屋面自重（三角形部分）：0女儿墙自重：3.484合计：P节点集中荷载P2：屋面自重（三角形部分）：0屋面自重（矩形部分）：0纵梁自重：5.35横梁自重：0合计：P6.2.2第1~2层荷载的计算同第6层的荷载计算方法一样。第1~2层荷载的计算过程如下:q1=5.35kN/mq3q4节点集中荷载P1：楼面自重（三角形部分）：0外纵墙自重：28.39合计：P节点集中荷载P2：楼面自重（三角形部分）：0.5×0.5×楼面自重（矩形部分）：0纵梁自重：5.35横梁自重：0合计：P6.3恒载内力的计算由弯矩二次分配法[8]来确定梁端、柱端的弯矩。首先对各节点的不平衡弯矩进行一次分配，其往远端传递的系数为0.5。然后，对传递产生的不平衡弯矩进行二次分配，直至不再传递。本次计算采用第EQ\o\ac(○,2)轴线处的一榀典型横向框架作为代表。6.3.1恒载作用下梁端固端弯矩的计算（1）第3层MABMBAMBCMCB（2）第1~2层MABMBAMBCMCB6.3.2梁柱的分配系数表17梁柱分配系数的计算表楼层节点A、D各杆端分配系数节点B、C各杆分配系数uuuuuuuu3000.1310.8690.82500.1240.051200.4150.4150.170.7340.1110.1110.045100.4150.4150.170.7340.1110.1110.0456.3.3弯矩分配（弯矩二次分配法）表18恒载弯矩分配结果表上柱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300.1310.8690.82500.1240.0510.05100.1240.8250.86900.131-207.6207.6-4.454.45-207.6207.627.2180.4-167.6-25.19-10.3610.3625.19167.6-180.4-27.231.89-83.890.2-8.355.18-5.188.35-90.283.8-31.896.845.11-71.8-10.79-4.444.4410.7971.8-45.11-6.865.89-65.8958.4-44.33-14.0714.0744.33-58.465.89-65.8920.4150.4150.170.7340.1110.1110.0450.0450.1110.1110.7340.170.4150.415-153.69153.69-3.283.28-153.69153.6963.7863.7826.13-110.4-16.7-16.7-6.776.7716.716.7110.4-26.13-63.78-63.7813.631.89-55.213.07-12.6-8.353.39-3.3912.68.35-13.0755.2-13.6-31.894.034.031.653.30.50.50.2-0.2-0.5-0.5-3.3-1.65-4.03-4.0381.4199.7-181.1159.81-28.8-24.55-6.466.4628.824.55-59.81181.11-81.41-99.710.4150.4150.170.7340.1110.1110.0450.0450.1110.1110.7340.170.4150.415-153.69153.69-3.283.28-153.69153.6963.7863.7826.13-110.4-16.7-16.7-6.776.77-16.716.7110.4-26.13-63.7863.7831.89-55.213.07-8.353.39-3.398.35-13.0755.2-31.899.679.673.96-5.95-0.9-0.9-0.360.360.90.95.95-3.96-9.67-9.67105.3473.45-178.7950.57-25.95-17.6-7.027.0225.9517.6-50.57178.79-73.45-105.34图12恒载作用下框架弯矩图（kN∙m）6.3.4恒载作用下梁端剪力梁端剪力的计算公式：V=VqVq=Vm=MVq梁上均布荷载引起的剪力Vm梁端弯矩引起的剪力表19梁端剪力计算表楼层荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BC跨AB跨BC跨AB跨BC跨VA=VB（kN）VB=VC（kN）VA=VB（kN）VB=VC（kN）VA（kN）VB（kN）VB=VC（kN）3205.8833.41-1.040204.84206.9233.412152.427.88-17.160135.26169.587.881152.427.88-17.830134.59170.257.886.3.5恒载作用下柱剪力的计算柱端剪力的计算公式:Vn=M表20柱剪力计算表楼层弯矩引起的剪力（kN）层高（m）边柱（kN）中柱（kN）3436.8318.362451.2611.991427.546.6图13恒载作用下框架剪力图（kN）6.3.6恒载作用下柱轴力的计算柱轴力的计算公式：N=V+P（6-5）V梁端剪力；P节点集中力及柱自重。表21柱轴力计算表楼层P1(kN)P2(kN)q(kN/m)层高(m)柱重(kN)边柱中柱柱顶(kN)柱底(kN)柱顶(kN)柱底(kN)390.591146.5774.27417.08295.431312.511386.91404.71276.62114.314.27417.08524.391541.471696.48713.56176.62114.314.27417.08752.681769.76110061023.08图14恒载作用下柱轴力图（kN）6.4活荷载的计算6.4.1活载作用下梁端固端弯矩计算（1）第3层q3qMABMMM（1）第1、2层q3q4MAB=MBAMBCMCB6.4.2梁柱的分配系数表22梁柱分配系数的计算表楼层节点A、D各杆端分配系数节点B、C各杆分配系数uuuuuuuu3000.1310.8690.82500.1240.051200.4150.4150.170.7340.1110.1110.045100.4150.4150.170.7340.1110.1110.0456.4.2梁柱的分配系数表23梁柱分配系数的计算表上柱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300.1310.8690.82500.1240.0510.05100.1240.8250.86900.131-19.719.7-0.360.36-19.719.72.5817.12-15.96-2.4-0.990.992.415.96-17.12-2.5816.35-7.988.56-4.30.5-0.54.3-8.567.98-16.35-1.1-7.27-3.93-0.59-0.240.240.593.937.271.117.83-17.838.38-7.29-1.091.097.29-8.3817.83-17.8320.4150.4150.170.7340.1110.1110.0450.0450.1110.1110.7340.170.4150.415-78.878.8-1.441.44-78.878.832.732.713.4-56.78-8.59-8.59-3.483.488.598.5956.78-13.4-32.7-32.71.2916.35-28.396.7-1.2-4.31.74-1.741.24.3-6.728.39-1.29-16.354.464.461.83-2.16-0.33-0.33-0.130.130.330.332.16-1.83-4.46-4.4638.4553.51-91.9626.65-10.12-13.22-3.313.3110.1213.22-26.6591.96-38.45-53.5110.4150.4150.170.7340.1110.1110.0450.0450.1110.1110.7340.170.4150.415-78.878.8-1.441.44-78.878.832.732.713.4-56.78-8.59-8.59-3.483.488.598.5956.78-13.4-32.7-32.716.35-28.46.7-4.231.74-1.744.3-6.728.39-16.35552.05-3.04-0.46-0.46-0.190.190.460.463.04-2.05-5-554.0537.7-91.7525.77-13.35-9.05-3.373.3713.359.05-25.7791.74-54.05-37.7图15活载作用下框架弯矩图（kN∙m）6.4.4活载作用下梁端剪力梁端剪力的计算公式：V=Vq+Vm Vq=12ql Vm=M左−M右l Vq梁上均布荷载引起的剪力Vm梁端弯矩引起的剪力表24活载作用下梁端剪力计算表楼层荷载引起的剪力（kN）弯矩引起的剪力（kN）总剪力（kN）AB跨BC跨AB跨BC跨AB跨BC跨VA=VB（kN）VB=VC（kN）VA=VB（kN）VB=VC（kN）VA（kN）VB（kN）VB=VC（kN）316.420.9-1.31015.1117.730.9265.6643.6-9.07056.59474.7343.6165.6643.6-9.16056.50474.8243.66.4.5活载作用下柱剪力的计算柱端剪力的计算公式:Vn=表25柱剪力计算表楼层弯矩引起的剪力(kN)层高（m）边柱(kN)中柱(kN)3414.074.352426.896.641414.143.39图16活载作用下框架剪力图（kN）6.4.6活载作用下柱轴力的计算柱轴力的计算公式：N=V+P（6-10）V梁端剪力；P节点集中力及柱自重。框架柱上活荷载分布3层：边柱：0.5×6.6×7.2÷2÷2=5.94中柱：0.5×6.6×7.2÷2=11.881-2层：边柱：2.0×6.6×7.2÷2÷2=23.76中柱：2.0×6.6×7.2÷2=47.52表26柱轴力计算表楼层层高(m)左边柱(kN)中柱(kN)3421.0530.5124101.404156.36414181.668282.308图17活载作用下柱轴力图（kN）7内力组合本宿舍楼结构设计需考虑到恒荷载SGk、活荷载SQk、风荷载SWk及地震荷载S（1）在不考虑地震作用效应的情况下：组合1：S=1.3组合2：S=1.3组合3：S=（2）在考虑地震作用效应的情况下：组合4：S=7.1竖向荷载弯矩调幅（1）横向框架梁端负弯矩调幅系数βMl=βMl0（2）梁跨中弯矩在横向框架梁端负弯矩调幅后会增大调幅后跨中弯矩可按下列公式计算M=M中−12（M=M0+1M中M0Ml07.1.1恒载作用下的梁端弯矩调幅表27恒载下的梁端弯矩调幅表层次梁跨β调幅前弯矩标准值调幅后弯矩标准值简支梁跨中弯矩(kN⋅m)梁左(kN⋅m)·跨中(kN⋅m)梁右(kN⋅m)梁左(kN⋅m)跨中(kN⋅m)梁右(kN⋅m)3边跨0.8-65.89308.45-58.4-52.71320.88-46.72420.31中跨0.8-14.07-7.39-14.07-11.26-1.58-11.2624.12边跨0.8-181.11153.9-59.81-144.89177.99-47.85370.73中跨0.8-6.46-1.54-6.46-5.17-0.25-5.1710.591边跨0.8-178.79159.68-50.57-143.03182.62-40.46366.11中跨0.8-7.02-2.1-7.02-5.62-0.67-5.6211.917.1.2活载作用下的梁端弯矩调幅表28活载下的梁端弯矩调幅层次梁跨β调幅前弯矩标准值调幅后弯矩标准值简支梁跨中弯矩(kN⋅m)梁左(kN⋅m)·跨中(kN⋅m)梁右(kN⋅m)梁左(kN⋅m)跨中(kN⋅m)梁右(kN⋅m)3边跨0.8-17.8316.44-8.38-14.2619.07-6.740.03中跨0.8-1.09-0.55-1.09-0.87-0.33-0.872.072边跨0.8-91.9658.89-26.65-73.5770.75-21.32165.64中跨0.8-3.31-1.15-3.31-2.65-0.49-2.655.791边跨0.8-91.7559.44-25.77-73.471.19-20.62165.21中跨0.8-3.37-1.21-3.37-2.7-0.54-2.75.947.2框架梁内力组合表293层框架梁内力组合截面位置内力SSSS1.31.3S1.31.31.31.3AB(左)M-52.71-14.264.1855.57-89.91-74.79-62.25-86.15-93.685.56-161.15V204.8415.11-0.62-8.19288.96267.22265.36288.40289.52263.83288.40AB(中)M320.8819.071.9626.08445.75414.20420.08447.51443.99468.66390.42AB(右)M-46.72-6.7-0.26-3.41-70.79-60.35-61.13-71.02-70.55-70.21-59.98V-206.92-17.73-0.62-8.19-295.59-268.07-269.93-296.15-295.03-292.81-268.24BC(左)M-11.26-0.873.9252.16-15.94-20.52-8.76-12.42-19.4763.04-93.44V33.410.9-3.27-43.4744.7848.3438.5341.8447.73-21.19109.22BC(中)M-1.58-0.3300-2.55-2.05-2.05-2.55-2.55-2.27-2.27BC(右)M-11.26-0.87-3.92-52.16-15.94-8.76-20.52-19.47-12.42-93.4463.04V-33.41-0.9-3.27-43.47-44.78-38.53-48.34-47.73-41.84-109.2221.19CD(左)M-46.72-6.70.263.41-70.79-61.13-60.35-70.55-71.02-59.98-70.21V206.9217.73-0.62-8.19295.59269.93268.07295.03296.15268.24292.81CD(中)M320.8819.07-1.96-26.08445.75420.08414.20443.99447.51390.42468.66CD(右)M-52.71-14.26-4.18-55.57-89.91-62.25-74.79-93.68-86.15-161.155.56V-204.84-15.11-0.62-8.19-288.96-265.36-267.22-289.52-288.40-288.40-263.83表302层框架梁内力组合截面位置内力SSSS1.31.31.31.31.31.3AB(左)M-144.89-73.5712.4150.32-298.71-206.96-169.76-287.55-309.87-10.70-461.66V135.2656.59-1.83-22.16260.72178.58173.09259.08262.37179.38245.86AB(中)M177.9970.755.8270.55337.51222.66240.12342.75332.27383.20171.55AB(右)M-47.85-21.32-0.76-9.22-94.19-61.07-63.35-94.87-93.50-89.89-62.23V-169.58-74.73-1.83-22.16-332.55-217.71-223.20-334.20-330.90-302.27-235.79BC(左)M-5.17-2.6511.64183.8-10.70-24.1810.74-0.22-21.17267.26-284.14V7.883.6-9.7-117.5815.6424.79-4.316.9124.37-163.79188.95BC(中)M-0.25-0.4900-1.06-0.33-0.33-1.06-1.06-0.64-0.64BC(右)M-5.17-2.65-11.64-183.8-10.7010.74-24.18-21.17-0.22-284.14267.26V-7.88-3.6-9.7-117.58-15.644.31-24.79-24.37-6.91-188.95163.79CD(左)M-47.85-21.320.769.22-94.19-63.35-61.07-93.50-94.87-62.23-89.89V169.5874.73-1.83-22.16332.55223.20217.71330.90334.20235.79302.27CD(中)M177.9970.75-5.82-70.55337.51240.12222.66332.27342.75171.55383.20CD(右)M-144.89-73.57-12.4-150.32-298.71-169.76-206.96-309.87-287.55-461.66-10.70V-135.26-56.59-1.83-22.16-260.72-173.09-178.58-262.37-259.08-245.86-179.38表311层框架梁内力组合截面位置内力SSSS1.31.31.31.31.31.3AB(左)M-143.03-73.419.43195.81-296.04-215.08-156.79-278.55-313.5360.07-527.36V134.5956.50-2.87-28.86259.72179.27170.66257.13262.30168.40254.98AB(中)M182.6271.199.1291.9344.19223.73251.09352.40335.98421.53145.83AB(右)M-40.46-20.62-1.2-12.01-83.53-50.80-54.40-84.61-82.45-84.02-47.99V-170.25-74.82-2.87-28.86-333.56-217.02-225.63-336.14-330.97-313.25-226.67BC(左)M-5.62-2.718.23183.8-11.36-34.6520.045.05-27.76266.64-284.76V7.883.6-15.2-153.1715.6433.04-12.561.9629.32-217.17242.34BC(中)M-0.67-0.5400-1.68-0.87-0.87-1.68-1.68-1.22-1.22BC(右)M-5.62-2.7-18.23-183.8-11.3620.04-34.65-27.765.05-284.76266.64V-7.88-3.6-15.2-153.17-15.6412.56-33.04-29.32-1.96-242.34217.17CD(左)M-40.46-20.621.212.01-83.53-54.40-50.80-82.45-84.61-47.99-84.02V170.2574.82-2.87-28.86333.56225.63217.02330.97336.14226.67313.25CD(中)M182.6271.19-9.12-91.9344.19251.09223.73335.98352.40145.83421.53CD(右)M-143.03-73.4-19.43-195.81-296.04-156.79-215.08-313.53-278.55-527.3660.07V-134.59-56.50-2.87-28.86-259.72-170.66-179.27-262.30-257.13-254.98-168.407.3柱内力组合表32横向框架左边柱内力组合楼层位置内力SSSS1.31.31.31.31.31.33柱顶M65.8917.83-4.38-58.98112.4092.2379.09108.46116.348.78185.72N295.4321.05-0.62-8.19415.63384.99383.13415.08416.19385.46410.03V-36.83-14.072.1929.49-68.98-51.16-44.59-67.01-70.96-12.79-101.26柱底M81.4138.45-4.38-58.98163.51112.4099.26159.57167.4542.36219.30N312.5121.05-0.62-8.19437.84407.19405.33437.28438.40407.66432.23V-36.83-14.072.1929.49-68.98-51.16-44.59-67.01-70.96-12.79-101.262柱顶M99.753.51-8.78-100.56209.88142.78116.44201.97217.7813.55315.23N524.39101.4-2.54-30.35833.81685.52677.90831.52836.09702.09793.14V-51.26-26.894.3950.28-106.97-73.22-60.05-103.02-110.92-8.70-159.54柱底M105.3454.05-8.78-100.56218.02150.11123.77210.12225.9221.23322.91N541.47101.4-2.54-30.35856.01707.72700.10853.73858.30724.30815.35V-51.26-26.894.3950.28-106.97-73.22-60.05-103.02-110.92-8.70-159.54续表32楼层位置内力SSSS1.31.31.31.31.31.31柱顶M73.4537.7-11.84-107.26152.04113.2577.73141.38162.69-40.90280.88N752.68181.67-5.32-59.211250.99986.46970.501246.201255.781007.751185.38V-27.54-14.146.5859.59-57.01-45.67-25.93-51.09-62.9344.39-134.38柱底M36.7318.85-14.48-131.176.0269.4726.0362.9989.06-136.65256.65N769.76181.67-5.32-59.211273.191008.67992.711268.411277.981029.961207.59V-27.54-14.146.5859.59-57.01-45.67-25.93-51.09-62.9344.39-134.38表33横向框架左中柱内力组合楼层位置内力SSSS1.31.31.31.31.31.33柱顶M-44.33-7.29-4.44-59.84-68.56-50.97-64.29-72.56-64.57-152.1327.39N386.9130.513.8962.69548.75497.15508.82552.25545.25616.85428.78V18.364.352.2229.9230.3920.5427.2032.3928.4071.58-18.18柱底M-28.8-10.12-4.44-59.84-52.62-30.78-44.10-56.62-48.62-133.7845.74N404.7130.513.8962.69571.89520.29531.96575.39568.39639.99451.92V18.364.352.2229.9230.3920.5427.2032.3928.4071.58-18.182柱顶M-24.55-13.22-8.9-102-51.75-18.57-45.27-59.76-43.74-193.51112.49N696.48156.3612.15147.931139.96887.20923.651150.901129.031228.95785.16V11.996.644.455125.558.9122.2629.5521.5496.40-56.60柱底M-25.95-13.35-8.9-102-53.76-20.39-47.09-61.77-45.75-195.41110.59N713.56156.3612.15147.931162.17909.40945.851173.101151.231251.16807.37V11.996.644.455125.558.9122.2629.5521.5496.40-56.60续表33楼层位置内力SSSS1.31.31.31.31.31.31柱顶M-17.6-9.05-12.87-108.29-36.46-3.58-42.19-48.04-24.87-191.20133.67N1006282.3120.52212.381731.271277.021338.581749.731712.801809.871172.73V6.63.397.1560.6113.67-2.1519.3120.107.23101.70-80.13柱底M-8.8-4.53-15.73-132.35-18.2412.16-35.04-32.39-4.08-212.91184.14N1023.08282.3120.52212.381753.471299.221360.781771.941735.001832.081194.94V6.63.397.1560.6113.67-2.1519.3120.107.23101.70-80.13表34横向框架右中柱内力组合楼层位置内力SSSS1.31.31.31.31.31.33柱顶M44.337.29-4.44-59.8468.5664.2950.9764.5772.56-27.39152.13N386.9130.51-3.89-62.69548.75508.82497.15545.25552.25428.78616.85V-18.36-4.352.2229.92-30.39-27.20-20.54-28.40-32.3918.18-71.58柱底M28.810.12-4.44-59.8452.6244.1030.7848.6256.62-45.74133.78N404.7130.51-3.89-62.69571.89531.96520.29568.39575.39451.92639.99V-18.36-4.352.2229.92-30.39-27.20-20.54-28.40-32.3918.18-71.582柱顶M24.5513.22-8.9-10251.7545.2718.5743.7459.76-112.49193.51N696.48156.36-12.15-147.931139.96923.65887.201129.031150.90785.161228.95V-11.99-6.644.4551-25.55-22.26-8.91-21.54-29.5556.60-96.40柱底M25.9513.35-8.9-10253.7647.0920.3945.7561.77-110.59195.41N713.56156.36-12.15-147.931162.17945.85909.401151.231173.10807.371251.16V-11.99-6.644.4551-25.55-22.26-8.91-21.54-29.5556.60-96.40续表34楼层位置内力SSSS1.31.31.31.31.31.31柱顶M17.69.05-12.87-108.2936.4642.193.5824.8748.04-133.67191.20N1006282.31-20.52-212.381731.271338.581277.021712.801749.731172.731809.87V-6.6-3.397.1560.61-13.67-19.312.15-7.23-20.1080.13-101.70柱底M8.84.53-15.73-132.3518.2435.04-12.164.0832.39-184.14212.91N1023.08282.31-20.52-212.381753.471360.781299.221735.001771.941194.941832.08V-6.6-3.397.1560.61-13.67-19.312.15-7.23-20.1080.13-101.70表35横向框架右边柱内力组合楼层位置内力SSSS1.31.31.31.31.31.33柱顶M-65.89-17.83-4.38-58.98-112.40-79.09-92.23-116.34-108.46-185.72-8.78N295.4321.050.628.19415.63383.13384.99416.19415.08410.03385.46V36.8314.072.1929.4968.9844.5951.1670.9667.01101.2612.79柱底M-81.41-38.45-4.38-58.98-163.51-99.26-112.40-167.45-159.57-219.30-42.36N312.5121.050.628.19437.84405.33407.19438.40437.28432.23407.66V36.8314.072.1929.4968.9844.5951.1670.9667.01101.2612.792柱顶M-99.7-53.51-8.78-100.56-209.88-116.44-142.78-217.78-201.97-315.23-13.55N524.39101.42.5430.35833.81677.90685.52836.09831.52793.14702.09V51.2626.894.3950.28106.9760.0573.22110.92103.02159.548.70柱底M-105.34-54.05-8.78-100.56-218.02-123.77-150.11-225.92-210.12-322.91-21.23N541.47101.42.5430.35856.01700.10707.72858.30853.73815.35724.30V51.2626.894.3950.28106.9760.0573.22110.92103.02159.548.70续表35楼层位置内力SSSS1.31.31.31.31.31.31柱顶M-73.45-37.7-11.84-107.26-152.04-77.73-113.25-162.69-141.38-280.8840.90N752.68181.675.3259.211250.99970.50986.461255.781246.201185.381007.75V27.5414.146.5859.5957.0125.9345.6762.9351.09134.38-44.39柱底M-36.73-18.85-14.48-131.1-76.02-26.03-69.47-89.06-62.99-256.65136.65N769.76181.675.3259.211273.19992.711008.671277.981268.411207.591029.96V27.5414.146.5859.5957.0125.9345.6762.9351.09134.38-44.398配筋计算8.1框架梁配筋计算选择结构中弯矩最大处的截面为控制截面进行配筋的计算，设计纵向钢筋的截面面积采用弯矩，设计箍筋的截面面积采用剪力。取一层控制值进行计算。1.选配纵筋（1）确定内力：边横梁AB跨中弯矩：取内力组合下的最大弯矩M=421.53边横梁AB端部弯矩：取内力组合下的最大弯矩M=527.36中横梁BC跨中弯矩：取内力组合下的最大弯矩M=1.68中横梁BC端部弯矩：取内力组合下的最大弯矩M=284.76按荷载的最不利位置即弯矩最大处进行配筋计算，所以：边横梁M=527.36kN∙m，跨中横梁（2）参数边横梁的截面尺寸为300mm×800mm，中横梁的截面尺寸为200mm混凝土强度等级采用C30，C代表HRB400，纵向受力钢筋采用HRB400，箍筋采用HRB400，查表得以下参数：fc=14.3N/mm2,ftα1纵筋保护层厚度：环境类别为一类,a（3）计算配筋边横梁：h0αξ=1−γA查表选用720，As=2200mm验算：ξ<ξρ=AAs中横梁：hαξ=1−γA查表选用412，As=452m验算：ξ<ξρ=ASAs纵梁：hαξ=1−γA查表选取430，As=2827验算：，满足；ρ=ASbhAs8.2选配箍筋（1）确定内力边横梁端部剪力：取内力组合下的最大剪力V=336.14中横梁端部剪力：取内力组合下的最大剪力V=242.34（2）参数fc=14.3N/mm2，（3）计算配筋边横梁：验算截面尺寸：hw=因为混凝土强度等级为C30，所以取，则0.25所以截面符合条件。验算是否必要根据计算来配置箍筋：0.7故没必要根据计算来配置箍筋。因此，这里根据构造来配置箍筋，选取双肢箍C8@200，则有验算箍筋配筋率：ρ中横梁：验算截面尺寸：hw=因为混凝土强度等级为C30，所以取，则0.25所以截面符合条件。验算是否必要根据计算来配置箍筋：0.7故没必要根据计算来配置箍筋。因此，这里根据构造来配置箍筋，选取双肢箍C8@200，则有验算箍筋配筋率：ρsv纵梁：hw=0.25所以截面符合条件。验算是否必要根据计算来配置箍筋：0.7故没必要根据计算来配置箍筋。因此，这里根据构造来配置箍筋，选取双肢箍C8@200，则有验算箍筋配筋率：ρ8.3框架柱配筋计算（1）设计参数混凝土：C30(fc=纵筋：HRB400(箍筋：HRB400(纵筋保护层厚度：环境类别为一类，a（2）柱顶截面纵筋设计参数如下：柱顶：M=-152.13kN；N=616.85kN；V=71.58kN；柱底：M=-133.78kN·m；N=639.99kN；V=71.58kN；框架柱考虑二阶效应后控制界面的弯矩设计值计算公式为：ash0ea柱受弯计算根据EQ《混凝土结构设计规范》6.2.4，截面曲率修正系数ζc大于1.0时取1.0，杆端截面偏心距调节系数Cm小于0.7时取0.7，Cm×ηns小于1.0时取1.0。ξc=0.5Cmηns=1+1CmM=Ca）柱顶偏心距：e附加偏心距：e初始偏心距ee=e混凝土受压区高度x=xb大偏心受压：ξ=Nα小偏心受压：ξ=轴压比：NfcAS=因此选择单侧配筋为410，AS全部纵筋配筋为1210，A单侧配筋率大于0.2%，全部纵筋配筋率小于5%，满足要求。柱的单侧纵筋配筋率ρ=As柱的全部纵筋配筋率ρ=Asb）柱底偏心距：e附加偏心距：e初始偏心距ee=e混凝土受压区高度x=xb大偏心受压：ξ=Nα小偏心受压：ξ=轴压比：NfcAS=0.8×639.99×389.03×1000−1.0×14.3×400×36因此选择单侧配筋为410，AS全部纵筋配筋为1210，A单侧配筋率大于0.2%，全部纵筋配筋率小于5%，满足要求。柱的单侧纵筋配筋率ρ=As柱的全部纵筋配筋率ρ=As（3）柱顶截面箍筋设计柱顶：M=-152.13kN·m；N=616.85kN；V=71.58kN；据《高层建筑混凝土结构技术规程》要求，配置箍筋φ8@100/200(4×4)截面受剪承载力计算：剪跨比λ小于1.00取λ=1.00，剪跨比λ大于3.00取λ=3.00λ=M轴力取0.3fcA和轴力N之间的最小值。N=minVcs=10.8(1.053+1据《高层建筑混凝土结构技术规程》：轴压比Nρv（4）柱底截面箍筋设计柱底：M=-133.78kN·m；N=639.99kN；V=71.58kN；据《高层建筑混凝土结构技术规程》要求，配置箍筋φ8@100/200(4×4)截面受剪承载力计算：剪跨比λ小于1.00取λ=1.00，剪跨比λ大于3.00取λ=3.00λ=M轴力取0.3fcA和轴力N之间的最小值。N=minVcs=10.8(据《高层建筑混凝土结构技术规程》：轴压比Nρv8.4现浇板的配筋计算（1）确定弯矩板端弯矩：M=跨中弯矩：M=（2）配筋跨中配筋：αsξ=1−1−2As选择φ10@200。支座处配筋：αsξ=1−1−2As选择φ10@100。9楼梯计算9.1基本信息根据任务书要求，本设计楼梯采用现浇钢筋混凝土楼梯，根据建筑使用功能和荷载规范活载标准值qk=2.5，取1层楼梯进行设计。楼梯所用构件均采用C30混凝土，其中fc=14.3N/踏步板、平台板、平台梁受力钢筋均为HRB400fy混凝土自重25kN/m3，楼梯面层为8mm瓷面砖，容重17.8kN/m3，结合层为20mm厚干硬性水泥砂浆，踏步平台板以及梯梁底部采用209.2楼梯板计算取1m宽的板，踏步高度和宽度分别为150和300，cosα=0.894，保护层厚度30。楼梯板踏步个数为11个，楼梯板计算净长度ln