钢筋混凝土框架-毕业设计计算书

'毕业设计计算书——示例一、总设计说明:1、设计依据：（1）依据建筑工程专业2011届毕业设计任务书。（2）遵照国家规定的现行各种设计规范、有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。2、设计内容、建筑面积、标高：（1）本次设计的题目为茂林风力发电有限公司办公楼”，一～六层均为办公用房。（2）建筑面积：5130m2，占地面积：50×80m，共六层，底层层高4.2m，顶层层高4.2m，其余层均为3.9m。（3）室内外高差0.600m，室外地面标高为-0.600m，绝对标高为+46.200m。3、结构：（1）本工程为钢筋混凝土现浇框架结构。外墙300mm厚空心砖墙，走廊和楼梯间墙为240mm厚空心砖墙，其余内墙（除厕所外）均为180㎜厚空心砖墙。（2）本工程抗震设防烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。4、各部分工程构造：（1）屋面：为不上人屋面防水层：改性沥青20mm厚1︰3水泥沙浆找平层80mm厚再生聚本乙烯保温板焦渣找坡（最薄处30mm厚）100mm厚钢筋混凝土板20mm厚板下抹灰（2）楼面：30mm厚水磨石地面100mm厚钢筋混凝土板20mm厚石灰沙浆抹灰（3）厕所：30mm厚水磨石地面50mm厚防水沙浆100mm厚钢筋混凝土板20mm厚水泥沙浆抹灰5、建筑材料选用外墙：空心砖、实心砖窗:采用塑钢窗47 二、结构设计方案:1、建筑部分：该工程位于沈阳市，为永久性建筑，共六层。总建筑面积：5130M2，占地面积：4000m2,楼内2部楼梯。建筑红线距马路6m，建筑用地130×65㎡，柱网尺寸见建筑图。2、结构部分：（1）自然条件：雪荷载0.50kN/M2，基本风压：0.55kN/M2.（2）地质条件：拟建场地地形平坦，地下稳定水位距地坪-10m以下，土质分布具体情况见表1，Ⅱ类场地，7度设防，建筑地点冰冻深度-1.2m。建筑地层一览表表1序号岩土分类土层描述土层深度(M)厚度范围(M)地基土承载力(KPa)桩端阻力(KPa)桩周摩擦力(KPa)1杂填土由碎石、砖块、粘土等组成，松散0.90.9———2粉质粘土黄褐色，湿，可塑2.81.9150—153中、粗砂黄褐色，石英长石质，梢湿，中密5.52.7170—254圆砾黄褐色，石英~长石质，混粒结构，湿，中密15—450400060注：1、表中给定土层深度由自然地坪算起。2、表中给定桩端阻力为挖孔桩。（3）材料情况：非重承空心砖；砂浆等级为M5；混凝土：C20（基础）、C30（梁、板）、C40（柱）纵向受力钢筋：HRB400级；箍筋：HPB235级钢筋（4）抗震设防要求：设防基本烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。（5）结构体系：现浇钢筋混凝土框架结构。（6）施工：梁、板、柱均现浇。三﹑荷载汇集及截面尺寸的选取：1、荷载汇集1）屋面：（1）恒载：改性沥青0.1kN/M220mm厚1﹕3水泥砂浆找平20×0.02=0.4kN/M280mm厚再生聚本乙烯保温板3.5×0.08=0.28kN/M2焦渣找坡最薄处30mm10×0.15=1.5kN/M2100mm厚钢筋混凝土板25×0.10=2.5kN/M247 20mm厚板下抹灰17×0.02=0.34kN/M2∑=5.12kN/M2（2）活载（不上人屋面）：0.50kN/M2雪载：0.50kN/M2∑=恒+0.5雪=5.37kN/M22）楼面：（1）恒载：30mm厚水磨石地面0.65kN/M2100mm厚钢筋混凝土板2.5kN/M220mm厚石灰砂浆抹灰0.34kN/M2∑=3.49kN/M2（2）活载：办公楼2.0kN/M2楼梯2.5kN/M2∑=恒+0.5活=3.49+0.5×2.0=4.49kN/M2（=3.49+0.5×2.5=4.74kN/M2）1、截面尺寸选取：1）框架柱：根据轴压比公式初步估定柱截面尺寸：N/fcbh≤0.9（三级框架）（框架柱的负荷面积内每平米按12—14kN/M2初估）选定柱截面尺寸：底层bc×hc=600×600mm其他层bc×hc=550×550mm2）框架梁：hb=（1/8～1/12）L=600～700mm，取700mmbb=（1/2～1/3）h=200mm～360mm且bb不应小于0.5bc=300mm则取bb=300mm≥0.5hb=275mm选定横向框架梁截面尺寸为bb×hb=300mm×700mm；纵梁截面尺寸选定为bb×hb=300mm×750mm。2、计算简图及层数划分,如图：47 4、各层重力荷载代表值计算如下：六层上半层屋面：51.19×16.69×5.37=4588kN纵梁4×46.55×0.65×0.3×25=908kN横主梁8×(6.35×2+1.55)×0.6×0.3×25=513kN横次梁7×(6.35×2+1.55)×0.55×0.3×25=411kN柱总32×2.0×0.55×0.55×25=484女儿墙(51.19+16.69)×2×0.6×0.12×25=244kN内墙180（46.55×2+6.35×22）×1.5×0.18×14=880kN内墙2406.35×4×1.5×0.24×14=128kN外墙135.76×2.1×0.3×14-97.9×1.35×0.3×14=642kN外墙窗（12×5.4+4×2.4+4×5.1+2×1.55）×1.35×0.3=40kN吊顶854.36×0.2=171kN9009kN六层下半层柱总32×2.1×0.55×0.55×25=508kN内墙180（46.55×2+6.35×22）×2.1×0.18×14=1232kN内墙2406.35×4×2.1×0.24×14=179kN外墙135.76×2.1×0.3×14-97.9×1.1×0.3×14=745kN外墙窗（12×5.4+4×2.4+4×5.1+2×1.55）×1.1×0.3=32kN2696kN五层上半层47 楼面51.19×16.69×4.49=3836kN纵梁；4×46.55×0.65×0.3×25=908kN横主梁：8×(6.35×2+1.55)×0.6×0.3×25=513kN横次梁：7×(6.35×2+1.55)×0.55×0.3×25=411kN柱总重：32×1.85×0.55×0.55×25=448kN内墙180（46.55×2+6.35×22）×1.35×0.18×14=792kN内墙240：6.35×4×1.35×0.24×14=115kN外墙：135.76×1.95×0.3×14-97.9×1.2×0.3×14=618kN外墙窗：（12×5.4+4×2.4+4×5.1+2×1.55）×1.2×0.3=35kN吊顶：854.36×0.2=171kN7847五层下半层柱总：32×1.95×0.55×0.55×25=472kN内墙180：（46.55×2+6.35×22）×1.95×0.18×14=1144kN内墙240：6.35×4×1.95×0.24×14=166kN外墙：135.76×1.95×0.3×14-97.9×0.95×0.3×14=721kN外墙窗；（12×5.4+4×2.4+4×5.1+2×1.55）×0.95×0.3=28kN2531kN二～四层上半层7847kN二～四层下半层2531kN一层上半层楼面:51.19×16.69×4.49=3836kN纵梁:4×46.55×0.65×0.3×25=908kN横主梁;8×(6.35×2+1.55)×0.6×0.3×25=513kN横次梁:7×(6.35×2+1.55)×0.55×0.3×25=411kN柱:32×2.0×0.6×0.6×25=576kN内墙180:（46.55×2+6.35×22）×1.5×0.18×14=880kN内墙240:6.35×4×1.5×0.24×14=128kN外墙:135.76×2.1×0.3×14-97.9×1.35×0.3×14=642kN外墙窗:（12×5.4+4×2.4+4×5.1+2×1.55）×1.35×0.3=40kN吊顶:854.36×0.2=171kN8105kNG6=9009kNG5=2696+7847=10543kNG4=2531+7847=10378kNG3=2531+7847=10378kNG2=2531+7847=10378kNkN47 G1=2531+8105=10636kN∑A=5126.16m2∑G/∑A=61322/5126.16=11.96kN/m2四、水平荷载作用下的框架内力分析：1、梁线刚度：在计算梁线刚度时，考虑楼板对梁刚度的有利影响，即板作为翼缘工作。在工程上，为简化计算，通常梁均先按矩形截面计算某惯性矩I0，然后乘以增大系数。中框架梁I=2.0I0边框架梁I=1.5I0梁采用C30混凝土，EC=3×104N/MM2横向框架：边跨梁300×700mm中跨梁300×400mm（1）中框架：中跨：Kb中=2EI/L==4.571×104kNm边跨：Kb边=2EI/L==7.457×104kNm（2）边框架：中跨：Kb中=3.428×104kNm边跨：Kb边=5.592×104kNm2、柱线刚度：柱采用C40混凝土Ec=3.25×104N/，首层高度5.2m,2-5层3.9m，6层4.2m；柱截面：底层600mm×600mm、2～6层550mm×550mmKc首===6.75×104kNmKc顶===5.901×104kNmKc（2-5层）===6.355×104kNm3、柱的侧移刚度D：一般层：=D=47 首层：=D=L(m)(×104kNm)(×104kNm)(×104)(×104)顶层中框架中柱(12根)4.224.0565.9012.0380.5052.02655.084边柱(12根)4.214.9145.9011.2640.3871.554边框架中柱(4根)4.218.045.9011.5290.4331.739边柱(4根)4.211.1845.9010.9480.3211.2912~5层中框架中柱(12根)3.924.0566.3551.8930.4862.43868.667边柱(12根)3.914.9146.3551.1730.3701.854边框架中柱(4根)3.924.0566.3551.8930.4862.438边柱(4根)3.914.9146.3551.1730.3701.854底层中框架中柱(12根)5.212.0286.751.7820.6031.80752.492边柱(12根)5.27.4576.751.1050.5171.548边框架中柱(4根)5.29.026.751.3360.5501.649边柱(4根)5.25.5926.750.8280.4701.407（3）求∑D：∑D首/∑D2=52.492/68.667=0.764﹥0.7满足要求4、水平地震作用分析（采用底部剪力法）（1）框架水平地震作用及水平地震剪力计算：T1=0.22+0.035=0.22+0.035=0.56S场地Ⅱ类，Tg=0.35S,,T1﹥1.4Tg=0.49s=0.08×0.56+0.07=0.1148=0.0524=0.85×61230=52045.547 0.0524×52045.5=2727.180.1148×2727.18=313.08kN>H1=5.2mH2=5.2+3.9=9.1mH3=9.1+3.9=13mH4=13+3.9=16.9mH5=16.9+3.9=20.8mH6=20.8+4.2=25m质点（m）（kN）（kN）（kN）（kN）（kN）（kN）62590092727.180.1148313.08601.395914.476144.144520.810543585.5591500.035312.832416.910378468.3211968.356478.8831310378360.2472328.603644.92829.110378252.1732580.776810.97615.210636146.4042727.180979.68（2）水平地震作用下的层间位移和顶点位移计算：层Vi(kN)hi(m)ΣDi(kN/m)Δuei=Vi/ΣDi(M)Δuei/hi6914.4764.25508400.001661/253051500.0353.96866700.0021851/178541968.3563.96866700.0028671/136032328.6033.96866700.0033911/115022580.7763.96866700.0037581/103812727.1805.25249200.0051951/1001﹤所以满足规范规定的弹性位移要求。47 （3）水平地震作用下框架柱剪力和柱弯矩（D值法）—反弯点到柱下端结点的距离，即反弯点高度。—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数，该柱所在层数和梁柱线刚度比查表得。边柱（中框）层h(m)y0y1y2y3y64.21.2640.3630.0000.0000.0000.36353.91.1730.4500.0000.0000.0000.45043.91.1730.4630.0000.0000.0000.46333.91.1730.5000.0000.0000.0000.50023.91.1730.5000.0000.0000.0000.50015.21.1050.6370.0000.0000.0000.63747 中柱（中框）层h(m)y0y1y2y3y64.22.0380.4010.0000.0000.0000.40153.91.8930.4510.0000.0000.0000.45143.91.8930.5000.0000.0000.0000.50033.91.8930.5000.0000.0000.0000.50023.91.8930.5000.0000.0000.0000.50015.21.7820.5990.0000.0000.0000.599边柱（中框）层H(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)64.2550840155400.028914.47625.7990.36339.33369.02253.9686670185400.0271500.03540.5010.45071.07986.87443.9686670185400.0271968.35653.1450.46395.965111.30233.9686670185400.0272328.60362.8720.500122.600122.60023.9686670185400.0272580.77669.6810.500135.877135.87715.2524920154800.0292727.18080.4250.637266.400151.810中柱（中框）层H(m)∑DiD(kN/m)D/∑DiVI(kN)Vik(kN)M下（kNm）M上(kNm)64.2550840202600.037914.47633.6350.40156.64784.61853.9686670243800.0361500.03553.2580.45193.676114.03143.9686670243800.0361968.35669.8860.5136.277136.27733.9686670243800.0362328.60382.6760.5161.219161.21923.9686670243800.0362580.77691.6300.5178.678178.67815.2524920180700.0342727.1893.8810.599292.421195.761注：（1）;（2）;（3）（4）水平地震作用下梁端弯矩按下式计算：µB1=KB1/(KB1+KB2)MB1=(MC上+MC下)×µB1µB2=KB2/(KB1+KB2)MB2=(MC上+MC下)×µB2层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC47 669.02239.333169.0284.61856.6470.620.3852.4632.16586.87471.0791126.21114.03193.6760.620.38105.8264.864111.30295.9651182.38136.277136.2770.620.38142.5787.383122.600122.6001218.57161.219161.2190.620.38184.45113.052135.877135.8771258.48178.678178.6780.620.38210.74129.161151.810266.4001287.69195.761292.4210.620.38232.15142.29（5）水平地震作用下的梁端剪力和柱轴力标准值：层AB跨梁端剪力BC跨梁端剪力柱轴力L(m)L(m)边柱（kN）中柱(kN)66.969.0252.4617.612.132.1632.1630.6317.6113.0256.9126.21105.8233.632.164.8664.8661.7751.2341.1746.9182.38142.5747.092.187.3887.3883.2298.3377.2936.9218.57184.4558.412.1113.05113.05107.67156.74126.5526.9258.48210.7468.002.1129.16129.16123.01224.74181.5616.9287.69232.1575.342.1142.29142.29135.51300.08241.7347 （6）水平地震作用下的框架内力图如下：47 五﹑框架在竖向荷载作用下的内力分析（采用弯矩二次分配法）弯矩二次分配法是一种近似计算方法，即将各节点的不平衡弯矩同时作分配和传递，并以两次分配为限。1、竖向荷载计算：1）恒载：（1）屋面梁上线荷载标准值：ⅰ梁重：边跨梁0.3×0.6×25=4.50kN/m+（0.7-010）×2×0.02×17=0.408kN/m=4.908kN/m中跨梁0.3×0.6×25=4.50kN/m+（0.4-010）×2×0.02×17=0.204kN/m=4.704kN/mⅱ屋面板荷载：屋面板边跨为3.6×6.9m，属于双向板，为梯形荷载：折减系数：α=1.8/6.9=0.2611-2×α2+α3=0.882边跨为3.6×2.1m，属于双向板，为三角形荷载：折减系数：5/8=0.625∴屋面梁上线荷载标准值为：边跨：g1=（5.12+0.2）×3.6×0.882+4.908=21.8kN/m中跨：g2=（5.12+0.2）×3.6×0.625+4.704=16.68kN/m（2）楼面梁上线荷载标准值：（吊顶0.2kN/m2）边跨：g3=（3.49+0.2）×3.6×0.882+4.908+4.2×0.18×17=29.48kN/m中跨：g4=（3.49+0.2）×3.6×0.625+4.704=13.01kN/m（三角形荷载）2）活荷载（1）屋面q1=0.5×3.6×0.882=1.59kN/mq2=0.5×3.6×0.625=1.13kN/m（2）楼面边跨q3=2.0×3.6×0.882=6.35kN/m中跨q4=2.5×3.6×0.625=5.63kN2﹑框架计算简图:47 47 3、梁固端弯矩：1）恒载：边跨：kNmkNm中跨：kNmkNm2）活载：边跨：kNmkNm中跨：kNmkNm4、内力分配系数计算：1）转动刚度S及相对转动刚度计算构件名称转动刚度S（kNm）相对转动刚度框架梁边跨1.264中跨0.775框架柱顶层1.0002—5层1.0771层1.1442）分配系数计算：47 各杆件分配系数见下表：层节点编号()()边节点六7(28)1.264+1.000=2.264—0.558—0.442五6(27)1.264+1+1.077=3.341—0.3780.2990.323四5(26)1.264+1.077×2=3.418—0.370.3150.315三4(25)1.264+1.077×2=3.418—0.370.3150.315二3(24)1.264+1.077×2=3.418—0.370.3150.315一2(23)1.264+1.077+1.144=3.485—0.3630.3090.328中间节点六14(21)1.264+0.775+1=3.0390.4160.255—0.329五13(20)1.264+0.775+1+1.077=4.1160.3070.1880.2430.262四12(19)1.264+0.775+1.077×2=4.1930.3010.1850.2570.257三11(18)1.264+0.775+1.077×2=4.1930.3010.1850.2570.257二10(17)1.264+0.775+1.077×2=4.1930.3010.1850.2570.257一9(16)1.264+0.775+1.077+1.144=4.260.2970.1820.2530.2685、弯矩分配与传递：方法：首先将各点的分配系数填在相应方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩同时进行分配。假定远端固定进行传递（不向滑动端传递），右（左）梁分配弯矩向左（右）梁传递，上（下）分配弯矩向下（上）柱传递（传递系数均为0.5）。第一次分配弯矩传递后，再进行第二次弯矩分配。47 47 47 47 47 5）恒载作用下的弯距：楼层AB跨BC跨左端中间右端-左端=右端中间MM’MM’MM’MM’MM’6-55.99-47.5968.4377.6366.6356.6418.0715.36-8.76-6.055-96.81-82.2976.2291.10101.6486.3914.0011.90-6.83-4.734-96.40-81.9476.3991.25101.7186.4514.0111.91-6.84-4.743-96.43-81.9776.3891.23101.7086.4514.0211.92-6.85-4.752-96.32-81.8776.4791.32101.6286.3814.0711.96-6.90-4.791-91.18-77.5081.0795.2397.5682.9316.5214.04-9.35-6.87注:1、M’为调幅后的弯距。2、弯矩符号逆时针为正6）活载作用下的弯距：楼层AB跨BC跨左端中间右端-左端=右端中间MM’MM’MM’MM’MM’6-5.48-4.663.754.605.955.061.070.91-0.47-0.295-19.98-16.9816.8920.0321.8218.554.573.88-1.47-0.784-20.79-17.6716.1619.4022.4819.114.523.84-1.42-0.743-20.70-17.6016.3719.5822.1418.824.633.94-1.53-0.842-20.66-17.5616.3219.5422.2818.944.263.62-1.16-0.521-19.56-16.6317.3120.3821.4018.194.774.05-1.67-0.95注:1、M’为调幅后的弯距。2、弯矩符号逆时针为正1、47 梁端剪力均布荷载下:V’=V—q×b/21）恒载作用下梁端剪力:AB跨层g(kN/m)L(m)∑M(kNm)(kN)(kN)621.806.910.6473.6776.7567.6770.76529.486.94.83101.01102.4192.9094.30429.486.95.31100.94102.4892.8394.37329.486.95.27100.94102.4792.8494.36229.486.95.30100.94102.4792.8394.37129.486.96.38100.78102.6392.6794.52BC跨616.882.10.0017.7217.7213.0813.08513.012.10.0013.6613.6610.0810.08413.012.10.0013.6613.6610.0810.08313.012.10.0013.6613.6610.0810.08213.012.10.0013.6613.6610.0810.08113.012.10.0013.6613.6610.0810.082）活载梁端剪力：AB跨层q(kN/m)L(m)∑M(kN·m)(kN)(kN)61.596.90.475.425.554.985.1256.356.91.8421.6422.1719.8920.4346.356.91.6921.6622.1519.9220.4136.356.91.4421.7022.1219.9520.3726.356.91.6221.6722.1419.9320.4016.356.91.8421.6422.1719.8920.43BC跨61.132.10.001.191.190.880.8855.632.10.005.915.914.364.3645.632.10.005.915.914.364.3635.632.10.005.915.914.364.3625.632.10.005.915.914.364.3615.632.10.005.915.914.364.3647 7、柱轴力和剪力：1）恒载作用下的柱轴力剪力：层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）61—173.67139.8831.76213.55213.5524.952—2245.31245.3153—3101.01250.4829.49351.49596.8024.654—4380.98626.2945—5100.94207.9529.49308.89935.1824.746—6338.38964.6737—7100.94207.9529.49308.891273.5624.758—8338.381303.0529—9100.94207.9529.49308.891611.9425.7510—10338.381641.43111—11100.78207.9546.80308.731950.1611.1812—12355.531996.96说明：①、假定外纵墙受力荷载完全由纵梁承受。②、为本层荷载产生的轴力。③、柱重：首层：0.62×5.2×25=46.8kN顶层：0.552×4.2×25=31.76kN其他层：0.552×3.9×25=29.49kN层截面横梁剪力（kN）横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）中柱轴力（kN）中柱剪力（kN）61—176.7513.66159.9431.76250.35250.3522.022—2282.11282.1153—3102.4113.66272.6629.49388.73670.8422.454—4418.22700.3345—5102.4813.66229.4529.49345.591045.9222.496—6375.081075.4137—7102.4713.66229.4529.49345.581420.9922.508—8375.071450.4829—9102.4713.66229.4529.49345.581796.0623.2410—10375.071825.55111—11102.6313.66229.4546.80345.742171.299.8112—12392.542218.0947 2）活载作用下的柱轴力；层截面（kN）纵向荷载（kN）A柱轴力(kN)A柱剪力(kN)(kN)(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)61—12—25.427.8313.253.385.551.1910.7917.532.9553—34—421.6431.3266.215.6122.175.9143.4189.024.8445—56—621.6631.32119.195.2622.155.9143.41160.494.5937—78—821.7031.32172.215.3222.125.9143.41231.934.6729—910—1021.6731.32225.25.5222.145.9143.41303.394.77111—1112—1221.6431.32278.162.3922.175.9143.41374.882.01六、内力组合:框架结构可能的内力组合公式1.梁端负弯矩组合公式:---2、梁端正弯矩组合公式:以下组合不起控制作用3、梁跨中正弯矩组合公式:47 4、梁端剪力组合公式:/框架柱的内力采取以下组合方式：考虑地震作用时：注：重=恒+0.5活不考虑地震作用时：47 （组合过程中可视内力大小或正负进行取舍，以简化计算。另，分项系数等于1.0的情况未考虑）以下为本设计采用的组合公式（未考虑风荷载）1、梁端负弯矩组合公式:①-②-③-2、梁端正弯矩组合公式:④3、梁跨中正弯矩组合公式:⑤⑥⑦4、梁端剪力组合公式:⑧⑨⑩1、47 框架梁内力组合如下：（应换算为梁端控制截面内力后进行组合！本组合未进行控制截面内力换算）位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁6永久荷载-47.5967.6777.63-1.5556.64-70.76可变荷载-4.664.984.60-0.075.06-5.12重力荷载代表值-49.9270.1679.93-1.5859.17-73.32地震作用左来64.18-17.618.28-17.6147.62-17.61右来-64.1817.61-8.2817.61-47.6217.61-MMAX(梁端)①-63.6388.1875.05-92.08②-68.8196.2381.42-100.54③-107.5080.3199.68-83.16+MMAX(梁端)④25.1435.45-2.05-37.82+MMAX(跨中)⑤80.01-18.59⑥99.60-1.95⑦109.31-2.15VMAX(梁端)⑧-121.8491.02112.97-94.25⑨-63.6388.1875.05-92.08⑩-68.8196.2381.42-100.54位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁5永久荷载-82.2992.9091.10-0.7086.39-94.30可变荷载-16.9819.8920.03-0.2718.55-20.43重力荷载代表值-90.78102.85101.12-0.8395.67-104.52地震作用左来116.96-33.6310.20-33.6396.57-33.63右来-116.9633.63-10.2033.63-96.5733.63-MMAX(梁端)①-122.52139.33129.64-141.76②-127.73144.91134.81-147.33③-195.74125.35180.25-126.85+MMAX(梁端)④45.9544.34-22.41-45.60+MMAX(跨中)⑤100.94-33.54⑥137.36-1.22⑦142.61-1.21VMAX(梁端)⑧-221.84142.06204.29-143.77⑨-122.52139.33129.64-141.76⑩-127.73144.91134.81-147.3347 位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁4永久荷载-81.9492.8391.25-0.7786.45-94.37可变荷载-17.6719.9219.40-0.2419.11-20.41重力荷载代表值-90.78102.79100.95-0.8996.01-104.58地震作用左来169.43-47.0919.91-47.09129.62-47.09右来-169.4347.09-19.9147.09-129.6247.09-MMAX(梁端)①-123.07139.28130.49-141.82②-127.94144.84135.44-147.40③-246.89138.42212.78-140.03+MMAX(梁端)④97.1131.18-54.38-32.52+MMAX(跨中)⑤110.26-46.72⑥136.66-1.27⑦142.20-1.28VMAX(梁端)⑧-279.81156.88241.16-158.70⑨-123.07139.28130.49-141.82⑩-127.94144.84135.44-147.40位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁3永久荷载-81.9792.8491.23-0.7686.45-94.36可变荷载-17.6019.9519.58-0.2118.82-20.37重力荷载代表值-90.77102.82101.02-0.8695.86-104.55地震作用左来202.51-58.4117.06-58.41168.39-58.41右来-202.5158.41-17.0658.41-168.3958.41-MMAX(梁端)①-123.00139.34130.09-141.75②-127.91144.89135.15-147.35③-279.14149.48250.45-151.04+MMAX(梁端)④129.3720.16-92.29-21.46+MMAX(跨中)⑤107.55-57.73⑥136.89-1.21⑦142.35-1.23VMAX(梁端)⑧-316.36169.41283.85-171.18⑨-123.00139.34130.09-141.75⑩-127.91144.89135.15-147.3547 位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁2永久荷载-81.8792.8391.32-0.7786.38-94.37可变荷载-17.5619.9319.54-0.2318.94-20.40重力荷载代表值-90.65102.80101.09-0.8995.85-104.57地震作用左来239.78-68.0023.87-68.00192.04-68.00右来-239.7868.00-23.8768.00-192.0468.00-MMAX(梁端)①-122.83139.30130.17-141.80②-127.73144.85135.17-147.39③-315.37158.82273.50-160.41+MMAX(梁端)④165.8010.80-115.35-12.13+MMAX(跨中)⑤114.25-67.10⑥136.94-1.25⑦142.43-1.27VMAX(梁端)⑧-357.42179.99309.97-181.80⑨-122.83139.30130.17-141.80⑩-127.73144.85135.17-147.39位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁1永久荷载-77.5092.6795.23-0.9282.93-94.52可变荷载-16.6319.8920.38-0.2718.19-20.43重力荷载代表值-85.82102.62105.42-1.0692.03-104.74地震作用左来266.97-75.3427.77-75.34211.43-75.34右来-266.9775.34-27.7775.34-211.4375.34-MMAX(梁端)①-116.28139.05124.98-142.03②-120.92144.60129.78-147.62③-337.53165.81288.97-167.72+MMAX(梁端)④195.933.50-137.13-5.09+MMAX(跨中)⑤121.95-74.41⑥142.81-1.49⑦148.53-1.51VMAX(梁端)⑧-382.53187.92327.50-190.08⑨-116.28139.05124.98-142.03⑩-120.92144.60129.78-147.62注：角标K表示内力标准值；47 位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁6永久荷载-15.3613.08-6.050.00可变荷载-0.910.88-0.290.00重力荷载代表值-15.8213.52-6.200.00地震作用左来23.74-30.630.00-30.63右来-23.7430.630.0030.63-MMAX(梁端)①-19.7116.93②-21.6318.52③-37.3842.03+MMAX(梁端)④11.29-19.72+MMAX(跨中)⑤-5.58-29.86⑥-7.670.00⑦-8.450.00VMAX(梁端)⑧-42.3647.64⑨-19.7116.93⑩-21.6318.52注：角标K表示内力标准值；位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁5永久荷载-11.910.08-4.730.00可变荷载-3.884.36-0.780.00重力荷载代表值-13.8412.26-5.120.00地震作用左来47.87-61.770.00-61.77右来-47.8761.770.0061.77-MMAX(梁端)①-19.7118.20②-19.8717.88③-59.1371.26+MMAX(梁端)④36.29-51.03+MMAX(跨中)⑤-4.61-60.23⑥-6.770.00⑦-7.150.00VMAX(梁端)⑧-67.0180.76⑨-19.7118.20⑩-19.8717.8847 位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁4永久荷载-11.9110.08-4.740.00可变荷载-3.844.36-0.740.00重力荷载代表值-13.8312.26-5.110.00地震作用左来64.49-83.220.00-83.22右来-64.4983.220.0083.22-MMAX(梁端)①-19.6718.20②-19.8417.88③-75.3292.17+MMAX(梁端)④52.51-71.94+MMAX(跨中)⑤-4.60-81.14⑥-6.720.00⑦-7.120.00VMAX(梁端)⑧-85.37104.46⑨-19.6718.20⑩-19.8417.88位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁3永久荷载-11.9210.08-4.750.00可变荷载-3.944.36-0.840.00重力荷载代表值-13.8912.26-5.170.00地震作用左来83.44-107.670.00-107.67右来-83.44107.670.00107.67-MMAX(梁端)①-19.8218.20②-19.9517.88③-93.86116.01+MMAX(梁端)④70.94-95.78+MMAX(跨中)⑤-4.65-104.98⑥-6.880.00⑦-7.240.00VMAX(梁端)⑧-85.43131.48⑨-19.8218.20⑩-19.9517.8847 位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁2永久荷载-11.9610.08-4.790.00可变荷载-3.624.36-0.520.00重力荷载代表值-13.7712.26-5.050.00地震作用左来95.33-123.010.00-123.01右来-95.33123.010.00123.01-MMAX(梁端)①-19.4218.20②-19.6917.88③-105.34130.97+MMAX(梁端)④82.62-110.74+MMAX(跨中)⑤-4.55-119.93⑥-6.480.00⑦-6.980.00VMAX(梁端)⑧-119.39148.43⑨-19.4218.20⑩-19.6917.88位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁1永久荷载-14.0410.08-6.870.00可变荷载-4.054.36-0.950.00重力荷载代表值-16.0712.26-7.350.00地震作用左来105.02-135.510.00-135.51右来-105.02135.510.00135.51-MMAX(梁端)①-22.5218.20②-22.9217.88③-116.85143.16+MMAX(梁端)④90.35-122.93+MMAX(跨中)⑤-6.61-132.12⑥-9.570.00⑦-10.210.00VMAX(梁端)⑧-132.43162.24⑨-22.5218.20⑩-22.9217.8847 2、框架柱的内力采取以下组合方式：考虑地震作用时：①1.3×地+1.2×(恒+0.5×活)不考虑地震作用时：②γ0(1.35×恒+0.7×1.4×活)③γ0(1.2×恒+1.4×活)楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②6边柱上端M55.995.4858.73-69.0269.02160.20-19.2580.96N213.5513.25220.18-13.0213.02281.13247.28301.28V-24.95-3.38-26.6433.64-33.64-75.7111.76-36.99下端M48.818.7253.17-39.3339.33114.9312.6874.44N245.3113.25251.94-13.0213.02319.25285.40344.15V-24.95-3.38-26.6433.64-33.64-75.7111.76-36.99中柱上端M-48.57-4.87-51.01-84.6284.62-171.21-171.21-70.34N250.3517.53259.12-17.6117.61288.04288.04355.15V22.022.9523.5040.5-40.580.8480.8432.62下端M-43.92-7.5-47.67-56.6556.65-130.85-130.85-66.64N282.1117.53290.88-17.6117.61326.16326.16398.03V22.022.9523.5040.5-40.580.8480.8432.625边柱上端M4811.2753.64-86.8786.87177.30-48.5675.84N596.866.21629.91-41.1741.17809.41702.38870.57V-24.65-5.61-27.4653.26-53.26-102.1936.29-38.78下端M48.1410.653.44-71.0871.08156.54-28.2875.38N626.2966.21659.40-41.1741.17844.80737.76910.38V-24.65-5.61-27.4653.26-53.26-102.1936.29-38.78中柱上端M-43.72-9.78-48.61-114.03114.03-206.58-206.58-68.61N670.8489.02715.35-51.2351.23791.83791.83992.87V22.454.8424.8753.15-53.1598.9498.9435.05下端M-43.83-9.13-48.40-93.6893.68-179.86-179.86-68.12N700.3389.02744.84-51.2351.23827.21827.211032.69V22.454.8424.8753.15-53.1598.9498.9435.0547 楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②4边柱上端M48.2510.253.35-113.3113.3211.31-83.2875.13N935.18119.19994.78-77.2977.291294.211093.261379.30V-24.74-5.26-27.3769.89-69.89-123.7058.01-38.55下端M48.2310.3253.39-95.7995.79188.60-60.4675.22N964.67119.191024.27-77.2977.291329.601128.651419.11V-24.74-5.26-27.3769.89-69.89-123.7058.01-38.55中柱上端M-43.87-8.83-48.29-136.28136.28-235.11-235.11-67.88N1045.92160.491126.17-98.3398.331223.581223.581569.27V22.494.5924.7953.15-53.1598.8498.8434.86下端M-43.84-9.09-48.39-136.28136.28-235.24-235.24-68.09N1075.41160.491155.66-98.3398.331258.961258.961609.08V22.494.5924.7953.15-53.1598.8498.8434.863边柱上端M48.2110.3953.41-122.6122.6223.48-95.2975.27N1273.56172.211359.67-126.55126.551796.131467.091888.07V-24.75-5.32-27.4182.68-82.68-140.3874.59-38.63下端M48.3110.3753.50-122.6122.6223.58-95.1875.38N1303.05172.211389.16-126.55126.551831.511502.481927.88V-24.75-5.32-27.4182.68-82.68-140.3874.59-38.63中柱上端M-43.84-9.13-48.41-161.22161.22-267.68-267.68-68.13N1420.99231.931536.96-156.74156.741640.591640.592145.63V22.54.6724.8462.87-62.87111.54111.5434.95下端M-43.91-9.07-48.45-161.22161.22-267.73-267.73-68.17N1450.48231.931566.45-156.74156.741675.981675.982185.44V22.54.6724.8462.87-62.87111.54111.5434.9547 楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②2边柱上端M48.0110.2953.16-135.88135.88240.43-112.8674.90N1611.94225.21724.54-181.56181.562305.481833.432396.82V-25.75-5.52-28.5191.63-91.63-153.3384.91-40.17下端M52.4211.2558.05-135.88135.88246.30-106.9981.79N1641.43225.21754.03-181.56181.562340.861868.812436.63V-25.75-5.52-28.5191.63-91.63-153.3384.91-40.17中柱上端M-43.63-8.95-48.11-178.68178.68-290.01-290.01-67.67N1796.06303.391947.76-224.74224.742045.152045.152722.00V23.244.7725.6369.68-69.68121.34121.3436.05下端M-47.01-9.67-51.85-178.68178.68-294.50-294.50-72.94N1825.55303.391977.25-224.74224.742080.542080.542761.81V23.244.7725.6369.68-69.68121.34121.3436.051边柱上端M38.768.3142.92-151.81151.81248.85-145.8560.47N1950.16278.162089.24-241.73241.732821.342192.842905.31V-11.18-2.39-12.3893.88-93.88-136.90107.20-17.44下端M19.394.1321.46-266.4266.4372.06-320.5830.22N1996.96278.162136.04-241.73241.732877.502249.002968.49V-11.18-2.39-12.3893.88-93.88-136.90107.20-17.44中柱上端M-34.01-6.98-37.50-195.76195.76-299.49-299.49-52.75N2171.29374.882358.73-300.08300.082440.382440.383298.62V9.812.0110.8280.43-80.43117.54117.5415.21下端M-17.01-3.49-18.76-292.42292.42-402.65-402.65-26.38N2218.09374.882405.53-300.08300.082496.542496.543361.80V9.812.0110.8280.43-80.43117.54117.5415.21七、框架结构配筋计算：1、框架梁配筋计算47 （1）截面尺寸：边跨：梁端b×h0=300mm×640mm（h0=h-60）跨中bf’×h0=2300mm×640mm（h0=h-60）中跨：梁端b×h0=300mm×340mm（h0=h-60）跨中bf’×h0=700mm×340mm（h0=h-60）（2）材料强度：混凝土等级C30fc=14.3N/mm2ft=1.43N/mm2钢筋等级纵向受力筋HRB400fy=360N/mm2箍筋HPB235fy=210N/mm2（3）配筋率：纵向受力筋:支座截面ρmin=0.25%（>55×ft/fy=0.218%）ρmax=2.5%（>55×ft/fy=0.218%）跨中截面ρmin=0.2%（>45×ft/fy=0.179%）箍筋:沿梁全长:ρsv=0.26×ft/fyv=0.00177加密区:应满足规范要求。（4）计算公式：47 具体计算如下：（3）抗弯承载力计算：计算公式六层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)107.525.14109.3199.682.0537.3811.29-8.45αS0.0610.0020.0080.0570.0000.0210.001　ξ0.0630.0020.0080.0580.0000.0220.001　As(mm2)514.85120.40523.52477.399.82179.0254.07　实配面积9429429429429427637637633Φ203Φ203Φ203Φ203Φ203Φ183Φ183Φ18计算公式五层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)195.7445.95142.61180.2522.4159.1336.29-7.15αS0.1110.0030.0110.1030.0020.0340.003—ξ0.1180.0030.0110.1080.0020.0340.003—As(mm2)903.03220.07683.00863.27107.33283.19173.80—实配面积9429429429429427637637633Φ203Φ203Φ203Φ203Φ203Φ183Φ183Φ18计算公式四层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.m)246.8997.11142.20212.7854.3875.3252.51-7.12αS0.1410.0070.0110.1210.0040.0430.004—ξ0.1520.0070.0110.1290.0040.0440.004—As(mm2)1159.75465.09681.03987.45260.44334.23251.48—实配1473942942147394276376376347 面积3Φ253Φ203Φ203Φ253Φ203Φ183Φ183Φ18计算公式三层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)279.14129.37142.35250.4592.2993.8670.94-7.24αS0.1590.0100.0110.1430.0070.0530.005—ξ0.1740.0100.0110.1540.0070.0550.005—As(mm2)1326.99619.59681.751178.00442.00449.52339.75—实配面积147394294214739427637637633Φ253Φ203Φ203Φ253Φ203Φ183Φ183Φ18计算公式二层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)315.37165.80142.43273.50115.35105.3482.62-6.98αS0.1790.0120.0110.1560.0090.0600.006—ξ0.1990.0120.0110.1700.0090.0620.006—As(mm2)1520.33794.06682.141297.42552.44504.50395.69—实配面积196494294219649427637637634Φ253Φ203Φ204Φ253Φ203Φ183Φ183Φ18计算公式一层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)337.53195.93148.53288.97137.13116.8590.35-10.21αS0.1920.0150.0110.1640.0100.0660.007　ξ0.2150.0150.0110.1810.0100.0690.007　As(mm2)1641.66938.36711.351378.85656.75559.63432.71　实配面积196494294219649427637637634Φ253Φ203Φ204Φ253Φ203Φ183Φ183Φ18（3）框架梁抗剪计算：框架梁抗剪计算中，设计剪力取组合和调整剪力，计算如下：47 =0.85=1.1=1.2六层五层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合96.23100.5347.64144.91147.3380.76调整96.1396.1322.71163.56163.5630.83549.12549.12313.17549.12549.12313.17-0.11-0.09-0.190.290.290.16S-886-1143-532350350643实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100四层三层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合156.88158.70104.46169.41171.18131.48调整163.56163.5637.20177.16177.1644.45549.12549.12313.17549.12549.12313.170.290.290.400.370.370.69S350350249273273147实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@10047 二层一层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合179.99181.80148.43187.92190.08162.24调整189.34189.3449.00198.43198.4352.71549.12549.12313.17549.12549.12313.170.440.440.860.490.491.01S228228117203203100实配箍筋双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@100双肢Φ8@90框架梁跨中截面按构造配箍：双肢Φ8@2002、框架柱配筋计算：（1）框架柱端弯矩和剪力调整：=1.1=1.1（以下调整均未乘以）、按柱端组合弯矩比值确定。说明：梁端组合弯矩取未进行修正的数值。47 节点左梁右梁上柱下柱7—143.33157.6700.001.00157.676—260.99287.090.393112.820.607174.265—329.19362.110.426154.260.574207.854—372.19409.410.458187.510.542221.903—420.49462.540.482222.950.518239.602—450.04495.040.497246.040.503249.011————427.87——节点左梁右梁上柱下柱14132.9115.05162.760.000.001.00162.7613240.3348.39317.590.393124.810.607192.7812283.7170.01389.090.426165.750.574223.3411333.9394.59471.370.458215.890.542255.4810364.67110.16522.310.482251.750.518270.569385.29120.47556.340.497276.500.503279.841————463.05——层边柱63.5157.67112.821.185.0153.2174.26154.261.1112.9343.2207.85187.511.1135.9133.2221.90222.951.1152.9223.2239.60246.041.1166.9414.5249.01427.871.1165.4647 层中柱63.5162.76124.811.190.3853.2192.78165.751.1123.2443.2223.34215.891.1150.9933.2255.48251.751.1174.3623.2270.56276.51.1188.0514.5279.84463.051.1181.60（2）框架柱配筋计算：①、偏压计算公式：大偏压构件（）小偏心构件（）计算如下：的大值最小配筋率：全截面每侧抗震折减系数：顶层=0.75其他层=0.8最不利内力选取原则：大偏压柱弯矩尽可能大（取组合弯矩和调整弯矩的大值），轴力尽可能小小偏压柱弯矩尽可能大，轴力尽可能大47 层柱位内力(m)(mm)(mm)(mm)(mm)ξ(mm2)实配M(kN.m)N(kN)6边柱160.20281.135.2520569.84589.841.06863.360.039437.314Ф2074.44344.155.2520216.30236.301.14509.820.04810.614Ф20中柱171.21288.045.2520594.40614.401.05887.910.040479.064Ф2066.64398.035.2520167.42187.421.18460.940.055-68.844Ф205边柱177.30809.414.87520219.05239.051.12507.950.12089.074Ф2075.38910.384.8752082.80102.801.28371.700.135-457.864Ф20中柱206.58791.834.87520260.89280.891.10549.790.117238.064Ф2068.121032.694.8752065.9685.961.34354.860.153-577.614Ф204边柱211.311294.214.87520163.27183.271.16452.170.191-81.174Ф2075.221419.114.8752053.0173.011.40341.910.210-782.214Ф20中柱235.111223.584.87520192.15212.151.14481.050.18171.604Ф2068.091609.084.8752042.3262.321.46331.220.238-912.664Ф203边柱223.481796.134.87520124.42144.421.20413.320.266-276.784Ф2075.381927.884.8752039.1059.101.49328.000.285-1013.854Ф20中柱267.681640.594.87520163.16183.161.16452.060.243-3.574Ф2068.172185.444.8752031.1951.191.56320.090.323-1130.074Ф202边柱240.432305.484.87520104.29124.291.23393.190.341-363.194Ф2081.792436.634.8752033.5753.571.54322.470.360-1125.284Ф20中柱294.502080.544.87520141.55161.551.18430.450.308-51.334Ф2072.942761.814.8752026.4146.411.62315.310.408-1208.654Ф201边柱427.872877.505.220148.70168.701.19466.580.426814.554Ф2230.222968.495.22010.1830.182.09328.060.439-1015.694Ф22中柱463.052496.545.220185.48205.481.16503.360.369964.174Ф2226.383361.805.2207.8527.852.18325.730.497-953.494Ф22由计算可知，框架柱均为构造配筋。47 ②、框架柱抗剪计算：计算公式或框架柱最小体积配箍率：抗震折减系数：=0.85六层五层边柱中柱边柱中柱上端下端上端下端上端下端上端下端281.13319.25281.13319.25281.13319.25281.13319.2585.0185.0185.0185.0185.0185.0185.0185.01811.51811.51811.51811.51811.51811.51811.51811.510.54-0.550.54-0.550.54-0.550.54-0.5547 四层三层边柱中柱边柱中柱上端下端上端下端上端下端上端下端1294.211329.601223.581258.961796.131831.511640.591675.98135.91135.91150.99150.99152.92152.92174.86174.86811.51811.51811.51811.51811.51811.51811.51811.51-0.59-0.61-0.41-0.43-0.69-0.71-0.41-0.59二层一层边柱中柱边柱中柱上端下端上端下端上端下端上端下端2305.482340.862045.152080.542821.342877.502440.382496.54166.94166.94188.05188.05165.46165.46181.60181.60811.51811.51811.51811.51971.24971.24971.24971.24-0.83-0.84-0.50-0.51-1.11-1.14-0.76-0.83A由计算可知，框架柱截面抗剪均为构造配筋。B柱加密区实配普通复合箍筋四肢ф10@100；C柱端加密区高度，6层为700mm、2—5层为600mm、底层柱根自基础顶面至刚性地面以上500，底层柱上端为700mm。D柱非加密区实配普通复合箍筋四肢ф10@200。3、现浇板配筋计算：（1）荷载计算：屋面：P=1.2×5.12+1.4×0.5=6.844kN/m2P=1.35×5.12+0.7×1.4×0.5=7.402kN/m2楼面：P=1.2×3.49+1.4×2=6.988kN/m2P=1.35×3.49+0.7×1.4×2=6.72kN/m247 走廊：P=1.2×3.49+1.4×2.5=7.688kN/m2P=1.35×3.49+0.7×1.4×2=7.162kN/m2偏于安全，简化计算统一取P=7.688kN/m2（2）配筋计算：A板（四边固定板）B板（四边固定板）47 八、楼梯设计九、雨篷设计十、基础设计十一、小结47'