学士某现浇框架结构商用写字楼计算书

吉林建筑工程学院毕业设计计算书PAGE第166页共166页目录第一章建筑设计总说明……………………2第二章结构设计说明……………………3第三章结构布置……………………5第四章确定梁、柱尺寸……………………5第五章确定计算单元和计算简图……………8第六章荷载计算内力计算内力组合……10第七章配筋计算……………………44第八章施工组织设计…………………65第九章参考文献……………………79第十章致谢……………………80附录……………………81第一章．建筑设计说明1.1筑设计概况与主要建筑经济技术指标1.1.1气象：温度：最热月平均24.3℃，最冷月平均-12℃；室外计算温度：夏季极端最高30.1℃，冬季极端最低-32℃；相对湿度：最热月平均13%主导风向：主导风向(西南风)，基本风压0.65KN/m2雨雪条件：年降水强度3.31mm/s，100mm2；基本雪压0.35KN/m2；1.1.2.建筑规模建筑面积约为12995.5m2，占地面积为1299.6m2,共10层，总高为41.70m,底层高为4.5m，二三层为4.2m,其余层高为3.6m。建筑总长55.3m,总宽为23.5m.1.1.3.建筑内容（1）平面功能分析本建筑设计有四个入口，两个主入口，一个消防通道，一个进货入口，电梯五个，楼梯两个，位置明显，具体做法详见建筑施工图。（2）房间布置为满足各种房间的功能要求，底层主要是营业用房，作为超市的主要场所，二层主要是一个服装卖场，三层主要是个鞋类卖场，各层都布置有两个厕所，办公室，营业员休息室等；四到五层为写字楼。设计同时考虑了通风，采光等因素，且均符合规范要求。（3）墙体与墙面1.所有墙体均采用轻质墙体（粘土空心砖）2.墙体与柱的连接均符合规范要求3.墙面装修详见图纸（4）门窗选用门窗选用详图纸，墙面构造详图纸。楼板,地面及外墙的做法详见图纸。屋面及楼梯构造详图纸。（5）各种安全设施设有二个安全楼梯，满足防火疏散及安全规范（6）补充说明1.本设计中除标高以米作为单位外，其他均以毫米为单位。2.所有没有标注的门垛宽均为180mm.3.对有水房间的墙体下，均设200高的混凝土翻边，地面均低于楼面300mm，女二墙用100混凝土压顶。4.其余相关说明详图纸。5.设计中未尽事宜，请参照有关建筑规范施工。第二章.结构设计说明2.1设计资料结构平面图、剖面图详见结构施工图。基本风压：W0=0.65KN/㎡地下水位：地表以下2米内无侵蚀性，稳定地下水位埋深为2.3~2.8m之间;抗震设防烈度按7度考虑，近震，设计基本地震加速度值为0.15g；场地土属中硬土，二类场地；2.2结构选型2.2.1结构体系选型采用钢筋混凝土现浇框架结构（纵横向承重框架）体系。对于层数不高的写字楼，可选用钢筋混凝土框架结构、混合结构、底蹭框架或内框架砖房结构。该建筑根据使用功能，且布置灵活。故选用框架结构。1.结构轻巧，便于布置。2.整体性比砖混结构和内框架结构好。3.可形成大的使用空间。4.施工较方便。5.较为经济。2.2.2其他结构选型屋面结构：采用120mm现浇板作承重结构，屋面按上人屋面的使用荷载选用。楼层结构：所有楼板均采用现浇钢筋混凝土楼板作承重结构。楼梯结构：由于楼梯梯段水平投影长度小于等于3m，故采用钢筋混凝土板式梯。天沟：采用现浇内天沟。基础梁：因持力层较深，且天然地表土质较好，采用现浇钢筋混凝土基础梁。基础：因荷载不是很大，地基承载力较大，采用钢筋混凝土柱下独立基础。2.3结构布置标准层楼面及屋面结构布置图详见（结构施工图）2.4框架结构计算2.4.1确定框架计算简图假定框架柱嵌固于基础顶面，框架梁与框架柱刚接。底层柱高从基础顶面标高-1.70mm算至二楼楼面，室内标高+0.000，二楼楼面标高为4.5m，故底层柱高为6.2m。其于各层的标高从楼面算起至上一层楼面，即层高，二三层为4.2m，其余为3.6m。故可绘出计算简图如第六章所示。高层框架为超静定结构，在内力计算之前，要初步估算梁、柱的截面尺寸及结构所采用的材料强度等级，以求得框架中各杆的线刚度线及其相对线刚度。〔1〕梁、柱的截面尺寸大致根据公式估算框架梁：h={1/8~1/14}lb={1/2~1/3}h框架柱：b={1/15~1/10}H〔2〕计算线刚度运用公式i=EI/l计算，但在计算梁的刚度时，梁的线刚度取2i，这是因为考虑到楼板对梁所起的翼缘约束作用。〔3〕荷载计算荷载传递过程为：板→次梁→框架主梁恒载与活载分开计算，风载考虑左风右风。〔4〕内力计算恒荷载和活荷载的内力计算均采用二次力矩分配法；活荷载分跨布置分别计算内力；风荷载和地震均采用反弯点法和D值法进行计算，因为梁柱相对线刚度接近3。〔5〕内力组合求得各种情况的内力后根据最不利又可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对内力进行弯矩调幅。由于构件控制截面的内力值因该取支座边缘处，为此，进行组合后要计算各控制截面的内力值。〔6〕配筋计算根据内力组合所得各梁、柱截面控制内力值，分别进行正截面承载力，斜截面承载力计算。第三章.结构布置3.1结构布置图结构布置图，（见结构施工图）第四章．确定梁、柱尺寸4.1初估梁、柱截面尺寸：底层高度由梁轴线至基础顶面，所以底层柱高暂取h=6200mm〔1〕主梁：因为梁的跨度比较接近，可取跨度较大的进行计算。l=8.400m，h=（1/8~1/14）l=1050~600mm，取h=700mm；b=（1/2~1/3）h=350~234mm，取b=400mm；故框架梁初选截面尺寸b×h=400*700mm，其惯性矩为：Ib=1/12×bh3=1/12×400×7003=1.14×1010mm4〔2〕次梁：边次梁：h=（1/12~1/18）l=600~400mm,取h=500mmb=（1/2~1/3）h=250~167mm，取b=300mm故边次梁初选截面尺寸b×h=300*500mm中次梁：h=（1/12~1/18）l=700~466.7mm,取h=600mmb=（1/2~1/3）h=250~167mm，取b=300mm故中次梁初选截截面尺寸bb×h=3300*600mmm〔3〕柱：边柱:中柱:初选柱截面尺寸寸：4~10层层:b××h=7000×700mmm1~3层:b××h=8000×800mmm柱惯性矩为：IA4~A10=11/12××bh3=1/122×650×6503=1.488×1010mm4IA1~A3=1//12×bbh3=1/122×750×7503=2.6×1010mm44.2横向梁、柱柱线刚度计算算根据公式i=EEI/L，计算得出梁梁、柱的刚刚度如下4.2.1.横横向框架侧侧移刚度计计算：横梁线刚度ibb计算表类别层次Ec/N/mm²b×h/mm×mmmIo/mm4l/mmEcIo/l/N×mmm1.5EcIoo/l2.0EcIoo/l边横梁1~330000400×70001.14×1010072004.76×101007.146×110109.53×100104~1030000400×70001.14×1001072004.76×101007.146×110109.53×10010中横梁1~330000400×70001.14×1001084004.08×101006.125×110108.17×100104~1030000400×70001.14×1001084004.08×101006.125×110108.17×10010柱线刚度ic计计算表类别层数hc/mmEc/N/mm²b×h/mm2Ic/mm4EcIc/hc/N×mmm中柱1620034500800×80003.41×100101.89×100112~3420034500800×80003.41×100102.80×100114~10360034500700×70002.00×100101.92×10011边柱1620034500800×80003.41×100101.89×100112~3420034500800×80003.41×100102.80×100114~10360034500700×70002.00×100101.92×10011中框架柱侧移刚刚度D值（N/mm）层次边柱12中柱4∑DiKαcDi1KαcDi24~100.4970.199353320.9230.31656054.888648203..032~30.3390.14527700.880.6310.23945749.331515407..1410.5020.40023740.440.9320.48828954.886400704..74边框架柱侧移刚刚度D值（N/mm）层次A-1，A-88，D-1，D-8B-1，B-88，C-1，C-8∑DiKαcDi1KαcDi24~100.3730.15727886.330.6920.25745643.990294121..012~30.2550.11321558.440.4730.19136500.773232236..3410.3760.36821864.110.6980.44426336.663192802..99横向框架层间侧侧移刚度（N/mm）层数12345∑Di825147111363881113638813907633.152213907633.2层数678910∑Di13907633.152213907633.213907633.1513907633.213907633.1522楼梯`电梯间框架柱侧侧移刚度D值层次B-2，3，66，7∑DiKαcDi15~100.92280.31573356054.8889448439..1124440.92280.31573356054.8889448439..112442~30.6310990.23986645749.3314365994..5085510.93160.48833328954.8855231638..84233可见：∑D1//∑D2=82251477/111136388=0.7740955>0.77，故该框架架为规则框框架第五章．确定计计算单元和和计算简图图5.1框架结构构的计算单单元5.1.1确定定框架结构构计算单元元选取如下第5榀榀框架进行行计算，计计算单元如如图阴影部部分所示：：框架结构的计算算单元5.2框架结构构计算简图图5.2.1确定定框架结构构计算简图图选图示的榀框架架进行计算算，假定框框架柱嵌固固于基础顶顶面，框架架梁与框架架柱刚接。室室内标高00.0000mm，各各层的标高高从楼面算算至上一层层楼面，底底层高为6.2mm，(从冻土层层向上),二到三层层为4.22m,四到十层层为3.66m。框架结构计算简简图第六章．荷载计计算6.1恒荷载标标准值计算算〔1〕屋面(上人)30厚C20细石混凝凝土保护层层0.300m×20KN/m3=0..66KNN/m2三毡四油防水层层0..4KN//m220厚水泥砂浆找平平层00.20mm×20KNN/m3=0.440KN//m40厚水泥石灰焦渣渣沙浆30/00找平0.044m×14KNN/m3=0.556KN//m280厚砂渣水泥保温温层0.008m×14..5KN//m3=1.116KN//m2120厚现浇钢钢筋混凝土土板0.122m×25KNN/m3=3.00KN/mm210厚混合砂浆抹灰灰0..01m×17KNN/m3=0.117KN//m2V型轻钢龙骨吊顶顶00.25KN/mm2————————————————————————————————————————————合计：6.47KN/mm2〔2〕标准层楼面按楼层的做法逐逐项计算:地板砖00.55KKN/m22结构层：1200厚现浇钢钢筋板0.122m×25KNN/m3=3.00KN/mm2抹灰层：20厚厚混合砂浆浆0.002m×17KNN/m3=0.344KN/mm2————————————————————————————————————————————合计：4.29KNN/m2〔3〕梁自重主梁自重:b×h=400mm×7700mmm25KN/m33×0.4m×0.7××1.055=7.355KN/mm————————————————————————————————————————————合计：7.355KN/mm边次梁自重：b×h=300mm×5500mm25KN/m33×0.3m×0.5××1.055=3.93375KNN/m—————————————————————————————————————————合计：3.93775KN//m中次梁自重：b×h=300mm×6600mm25KN//m3×0.33×0.66×1.005=4.7225KN//m—————————————————————————————————————————合计：4.7725KNN/m〔4〕柱自重上层：b×hh=700mmm×700mmm25KN/m33×0.7×0.7××1.1==13.4475KKN/m———————————————————————————————————————————合计：13.4475KKN/m底层b×h==800mmm×800mmm25KN/m33×0.8m×0.8m×1.11=17.66KN//m——————————————————————————————————————————————————————————————————————————————————————合计：17..6KN//m〔5〕墙自重外墙均为4000厚mm粘土空心心砖墙，外外墙面贴瓷瓷砖，内墙墙面为200mm厚混混合砂浆抹抹灰瓷砖0.5KN//m2纵墙15KN//m3×0.4m=3.66KN//m220厚混合砂砂浆抹灰17KN//m3×0.022m=0.334KNN/m2————————————————————————————————————————————————————————————————————————————————————————合计：66.84KN/mm2内墙均为2000厚mm粘土空心心砖墙，两两面均为220mm厚厚混合砂浆浆抹灰纵墙15KNN/m3×0.2m=3KN//m240厚混合砂浆抹灰灰17KN//m3×0.044m=0.668KNN/m2———————————————————————————————————————————合计：3.688KN//m2其中：木门单位位面积重力力荷载为0.22KN//m2铝合金窗窗单位面积积荷载为0.4KN/mm2女儿墙自重：（做做法：墙高高14000mm，100mmm厚混凝凝土压顶，两两侧均为20厚抹灰层层）0.224m×1.4mm×15KKN/m33+25KN/mm3×0.1mm×0.244m+(1.44m×2++0.244m)××0.022m×177KN/mm3=6.677KN//m6.2活荷载标标准值计算算〔1〕屋面和楼面活荷荷载标准值值:根据《荷载规范范》查得上人屋面22.0KNN/m2楼面：3.5KKN/m22〔2〕雪荷载:Sk=1.0×00.35KKN/m22=0.355KN//m2屋面活荷载与雪雪荷载不同同时考虑，两两者取最大大值6.3梁柱重力力荷载标准准值计算梁柱重力荷载标标准值层次构件b/mh/mr/KN/m³³βg/KN/mli/mnGi/KNGi/KN∑Gi/KN1边横梁0.40.7251.057.356.48376.32752.643279.5776.48376.32中横梁0.40.7251.057.357.68446.88446.88边次梁0.30.5251.053.93756.814374.85374.85中次梁0.30.6251.054.72587264.6264.6纵梁0.40.7251.057.3577360.151440.677360.15714720.3边柱0.80.8251.117.66.2202182.42182.43491.844中柱0.80.8251.117.66.2121309.4441309.4442~3边横梁0.40.7251.057.356.48376.32752.643279.5776.48376.32中横梁0.40.7251.057.357.68446.88446.88边次梁0.30.5251.053.93756.814374.85374.85中次梁0.30.6251.054.72587264.6264.6纵梁0.40.7251.057.3577360.151440.677360.15714720.3边柱0.80.8251.117.64.2201478.41478.42365.444中柱0.80.8251.117.64.212887.04887.044~10边横梁0.40.7251.057.356.58382.2764.43317.7996.58382.2中横梁0.40.7251.057.357.78452.76452.76边次梁0.30.5251.053.93756.814374.85374.85中次梁0.30.6251.054.72587264.6264.6纵梁0.40.7251.057.357.17365.29551461.1887.17365.29557.114730.59边柱0.70.7251.113.4753.620970.2970.21552.322中柱0.70.7251.113.4753.612582.12582.126.4墙的重力力荷载标准准值计算门窗表门窗型号M-1M-2M-3M-4M-5FHM-6C-1C-2C-3C-4B/m1.51.51.11.81.51.862.71.52.7H/m32.12.12.12.12.11.81.81.82.1面积S/m²4.53.152.313.783.153.7810.84.862.75.67密度/KN/m²0.20.20.20.20.20.20.40.40.40.4一层数外墙182内墙1623434二~三层数外墙2内墙241242四~十层数外墙121242内墙24124一层：外墙上门窗的重重量：18×4..5×0..2+2××5.677×0.44=20..736KKN内墙上门窗的重重量：166×4.55×0.22+2×33.15××0.2++3×2..31×00.2+44×3.778×0..2+3××3.155×0.22+4×33.78××0.2==24.9984KNN外墙的重量：（55.66×23..8×2××6.2--81-111.344）×6.884=61102.778KN内墙的重量：[[（8.4××10+77.8×116+4..8×5）×6.22-4.55×16--3.155×2-22.31××3-3..78×44-3.115×3--3.788×4]×3.668=33395.446KN楼扳的重量：33833..77KNN同例可得二~三层：外墙上门窗的重重量：4..536KN内墙上门窗的重重量：8..148KKN外墙的重量：44844.44KN内墙的重量：28177.63KKN楼扳的重量：38333.77KKN四~九层：外墙上门窗的重重量：799.4888KN内墙上门窗的重重量：8..148KKN外墙的重量：22551..05KKN内墙的重量：55175..77KNN楼扳的重量：33833..77KNN十层楼面：84446.112KN6.5横向荷载载（风荷载载）下框架架受荷计算算6.5.1作用用在屋面梁梁和楼面梁梁节点处的的集中风荷荷载标准值值：Wk=βzμsμzω0(hi+hj)B/22式中基本风压WW0=0.65KN//m2μz风压高高度变化系系数，地面面粗糙度为为C类μs风荷载载体型系数数，查得Ms=1.33βz风振系系数hi下层柱柱高hj上层柱柱高，对顶顶层为女儿儿墙高度的的2倍B迎风风面的宽度度，B=7..8mH/B=23..5/55.33=0.7715由表1.15查得νν=0.444；T1=00.9933s,ωoT12=0.665×0.99932=00.3922KN×s2/mm2,由表1.12查得ξ=1.33376由式（1.3）得得：βz=1++1.344×0.444/μz×(Hi/HH)仍取⑤轴线横向框架，其其负载宽度度为7.88m，由式1.2得沿房屋屋高度的分分布风荷载载标准值：：q(z))=7.88×0.45βzμsμz=3.551βzμsμz根据各楼层标高高处的高度度Hi由表1.11查得μz，代入上上式可得各各楼层标高高处的q(z)，见下表表；q(z)沿房屋高高度分布见见下表沿房屋高度的分分布风荷载载标准值层次Hi/mHi/Hμzβzq1(z)/(KN//m)q2(z)/(KN//m)H/mFi/KN1039.81.0001.1271.5224.8213.0133.623.229936.20.9091.0801.4964.5402.8373.626.559832.60.8191.0331.4674.2592.6613.624.9067290.7280.9841.4363.9692.4803.623.199625.40.6380.9261.4063.6572.2863.621.398521.80.5470.8681.3713.3462.0913.619.556418.20.4570.8041.3353.0141.8843.617.638314.60.3660.7401.2922.6851.6784.218.502210.40.2610.7401.2082.5101.5694.217.13416.20.1550.7401.1242.3351.4596.219.904《荷载规范》规规定对于高高度大于330m且高高宽比大于于1.5的房屋结结构，应采采用风振系系数βz来考虑风风压脉动的的影响。此此设计房屋屋高度H=41.7m>30m，且H/B==39.66/23..8=1..66>11.5，由上表表可见，βz沿房屋高高度在1.1223~1..522范围内变变化，即风风压脉动的的影响较大大。因此，此此房屋应该该考虑风压压脉动的影影响。框架结构分析时时，应按静静力等效原原理将上图图的分布风风荷载转化化为节点集集中荷载，如下图所示。6.5.2水平平荷载作用用下的水平平位移计算算根据上图所示的的水平荷载载，由式（2.9）计算层层间剪力Vi，然后依依据中框架架柱侧移刚刚度D值表求出⑤轴线框架架的层间侧侧移刚度，再再按式（2.10）和（2.11）计算各各层的相对对侧移和绝绝对侧移。计计算过程见见下表风荷载作用下框框架层间剪剪力及侧移移计算层次12345678910Fi/KN19.90417.13418.50217.63819.55621.39823.19924.90626.55923.229Vi/KN212.0322192.1288174.9933156.4900138.8522119.295597.89674.69649.78923.229ΣD(N/mm)57911.66146900146900182773..6182773..6182773..6182773..6182773..6182773..6182773..6Δui/mm3.6611.3071.1910.8560.7590.6520.5350.4080.2720.127ui/mm3.6614.9696.1607.0167.7768.4298.9649.37379.6459.772ui/hi0.0005990.0003110.0002880.00023370.00021110.0001880.0001440.0001110.0000770.000033由上表可见，风风荷载作用用下框架的的最大层间间位移角为为0.000059，远小小于1/5550，满足规规范要求6.5.3风荷荷载作用下下框架结构构内力计算算各层柱端弯矩及及剪力计算算层次hi/mVi/KNΣDij（N/mm）边柱中柱Di1Vi1KyMbilMui1Di1Vi1KyMbi2Mui2103.623.2218277435331.9954.490.490.355.6510.5056054.8887.120.920.37.6917.9593.649.7818277435331.9959.620.490.413.8520.7856054.88815.270.920.421.9832.9883.674.6918277435331.99514.430.490.4523.3928.5956054.88822.900.920.5646.2936.1773.697.8918277435331.99518.920.490.4530.6537.4756054.88830.020.920.4548.6359.4463.6119.2918277435331.99523.060.490.4537.3545.6656054.88836.580.920.4559.2772.4453.6138.8518277435331.99526.840.490.548.3148.3156054.88842.580.920.4568.9884.3143.6156.4918277435331.99530.250.490.554.4554.4556054.88847.990.920.586.3886.3834.2174.9914690027700.88232.990.330.569.2969.2945749.33154.490.630.55125.89103.024.2192.1214690027700.88236.220.330.576.0876.0845749.33159.830.630.5125.65125.616.2212.0357911.6623740.44486.920.500.66360.72178.1828954.885106.010.930.66439.95217.3梁端弯矩，剪力力及轴力计计算层次边梁中梁柱轴力MlbMrblVbMlbMrblVb边柱N中柱N1010.509.667.22.8028.288.288.41.97-2.800.82926.4421.907.26.7118.7718.778.44.47-9.513.07842.4531.317.210.2426.8426.848.46.39-19.766.92760.8656.947.216.3648.8048.808.411.62-36.1211.66676.3165.197.219.6555.8855.888.413.30-55.7718.01585.6777.317.222.6366.2766.278.415.77-78.4124.874102.7683.667.225.8971.7171.718.417.07-104.31133.693123.74101.987.231.3587.4187.418.420.81-135.66644.232145.37135.447.239.00116.09116.098.427.64-174.66655.591254.27184.687.260.96158.29158.298.437.68-235.63378.876.6水平地震震作用计算算6.6.1水平平地震力作作用下框架架的侧移验验算6.6.1.11横向自振周周期计算结构顶点的假想想侧移计算算层次Gi/KNVGi/KN∑Di/(N/mm))Δui/mmui/mm1016678.9916678.991390763311.992847.8400917836.2234515.111390763324.817835.8488817836.2252351.331390763337.642811.0300717836.2270187.661390763350.466773.3888617836.2288023.881390763363.291722.9211517836.22105860..01390763376.116659.6299417836.22123696..01390763388.941583.5133318952.66142649..011136388128.0922494.5722219109.33161758..011136388145.2511366.4799120787.11182545..0825147221.2277221.2277结构基本自震周周期：T1（s)=1.7××0.8×0.84406½==1.2552sαmax=0.88Tg=0.3556.6.1.22水平地震震作用及楼楼层地震剪剪力计算结构高度不超过过40m，质质量和刚度度沿高度分分布比较均均匀，变形形以剪切型型为主，故故可用底部部剪力法计计算水平地地震作用。结结构总水平平地震作用用标准值按按式FEk=α1Geq计算算：Geq=0.885×∑Gi=0..85×（166778.9++178336.2××6+188952..6191109.33+207887.1）=155163KKNα1=（Tg/T1）00.9×αmax=（0.35/1..252）0.9×00.8=00.0255FEk=α1Geq=0.0225×15551633=39441.077KN因1.4Tg=11.4×00.35==0.499s<T1==1.2552s，所以应考考虑顶部附附加水平地地震作用。因因本榀框架架没有顶部部出屋面部部分，所以以没计算顶顶部附加水水平地震作作用。各质点的水平地地震作用：：Fi=Gi×HiFEk/Σ(Gjj×Hj)=3911.07××HiFEk/Σ(Gj×Hj)各楼层地震剪力力计算见下下表层次Hi/mGi/KNGiHi/KN×mGiHi/ΣGjHjFi/KNVi/KN1039.816678.996638190.158626.02626.02936.217836.226456710.154608.901234.933832.617836.225814610.139548.351783.28872917836.225172510.123487.792271.088625.417836.224530400.108427.242698.322521.817836.223888300.093366.693065.011418.217836.223246190.077306.133371.155314.618952.662767070.066260.953632.100210.419109.331987360.047187.423819.52216.220787.111288800.030121.543941.066ΣGjHj=12288800+1988736++2767707+33246119+38888300+4533040++5172251+55814661+64456711+6633819=41790155质点水平地震作作用及楼层层地震剪力力沿房屋高高度的分布布图：6.6.1.33水平地震震作用下的的位移验算算水平地震作用下下框架结构构的层间位位移Δui和顶点位位移ui分别按式2.10和2.11计算计算过程见表。层层间弹性位位移角θe=Δui/hhi层次Vi/KNΣDi/(N/mm))Δui/mmui/mmhi/mmθe=Δui/hi10626.02139076330.4522.2836000.000122591234.933139076330.8821.8336000.000244681783.288139076331.2820.9536000.000355672271.088139076331.6319.6636000.000455362698.333139076331.9418.0336000.000533853065.022139076332.2016.0936000.000611243371.155139076332.4213.8936000.000677333632.111111363883.2611.4642000.000777623819.533111363883.428.2042000.000811613941.0778251474.774.7762000.0007770最大层间弹性位位移角发生生在第2层其值0..0008816<11/5500=0.00018满足要求6.6.1.44水平地震震作用下框框架内力计计算各层柱端弯矩及及剪力计算算层次hiViΣDij边柱中柱/m/KN/N/mmDi1Vi1KyMbilMui1Di1Vi1KyMbi2Mui2103.6626.02139076333533115.900.4960.3520.0337.215605425.230.9220.3027.2563.5893.61234.933139076333533131.370.4960.4045.1767.765605449.770.9220.4071.67107.5183.61783.288139076333533145.300.4960.4573.3989.705605471.870.9220.56145.26113.4873.62271.088139076333533157.690.4960.4593.46114.235605491.530.9220.45148.28181.2463.62698.333139076333533168.550.4960.45111.05135.7256054108.750.9220.45176.18215.3353.63065.022139076333533177.860.4960.50140.15140.1556054123.530.9220.45200.12244.6043.63371.155139076333533185.640.4960.50154.15154.1556054135.870.9220.50244.57244.5734.23632.111111363882770090.340.3390.50189.72189.7245749149.210.6310.55344.67282.0024.23819.533111363882770095.000.3390.50199.51199.5145749156.900.6310.50329.51329.5116.23941.07782514723740113.380.5010.66470.56232.4428954138.290.9310.66573.92283.50注：表中M量纲纲为KN.M，V量纲为KN梁端弯矩，剪力力及柱轴力力计算层次边梁中梁柱轴力MlbMrblVbMlbMrblVb边柱N中柱N1037.2134.237.29.9229.3429.348.46.98-9.92-2.93987.8072.567.222.2762.1962.198.414.80-32.19-10.408134.8799.707.232.5885.4585.458.420.34-64.77-22.637187.63175.817.250.47150.69150.698.435.87-115.255-37.236229.19195.797.259.02167.82167.828.439.95-174.288-56.305251.21226.577.266.35194.20194.208.446.24-240.644-76.424294.31239.457.274.13205.24205.248.448.86-314.777-101.683343.88283.547.287.14243.03243.038.457.86-401.922-130.962389.24363.027.2104.48311.16311.168.474.08-506.400-161.351431.96330.087.2105.84282.92282.928.467.36-612.244-199.83注：﹙﹙1﹚柱轴力中中的“-”号表示拉拉力。当为为左地震作作用时，左左侧两根柱柱为拉力，对对应的右侧侧两根柱为为压力。表示M单位为KN.mm，V单位为KN，N单位为KN，l单位为m。水平地震作用下下框架的弯弯矩图，梁梁端剪力图图及柱轴力力如图所示示6.7竖向荷载载作用下框框架结构的的内力计算算6.7.1横向向框架内力力计算：﹙1﹚计算单元取⑤轴线横向框架进进行计算，计计算单元宽宽度7.88m，如下下图所示。由由于房间内内力置于次次梁，故直直接传给该该框架的楼楼面荷载如如图中的水水平阴影线线所示，﹙2﹚荷载计算1）恒荷计算在下图中，q11,q'1代表横梁梁自重，为为均布荷载载形式。对对于第10层q1=7.35KN//mq`1=7.35KN//mq2和q'2分别为边边跨和中跨跨传给横梁梁的梯形荷荷载，由上上图所示几几何关系可可得。q2=6.47×3..9=255.23KKNq'2=6.447×3.9==25.223KNP1,P2分别别为由边纵纵梁，中纵纵梁直接传传给柱的恒恒荷，他包包括梁自重重，楼板重重和女儿墙墙的重力荷荷载，计算算如下：P1=((3.9×2.66×0.5))×2+(77.2/33+7.22)×3.9/22/2)×6.477+7.335×7.2++6.477×7.2//2+5××1.2×7.2==250..438665KNP2=((3.9×2.66×0.5))×2+(22.6+77.2)××3.9/22/2)×6.477+((33.9×2.8×0.5))×2+(2.8+8.44)×2.1//2)×6.477+7.335×7.2++6.477×7.2//2+7..35×8.4//2=375.566205KKN对4~9层,q11包括梁自自重和其上上横墙自重重,为均布荷荷载.计算方法法同上层结果为:q1=6.431++2.2116×2.9==12.8857KNN/mq'1=8.44+2.2216×2.8＝14.66048KN/mmq2=3.89×33.9=115.1771KNN/mq'2=3.889×3.9==15.1171KKN/mP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×3.899+7.335×7.2++6.8225×3.9++5×(7.2×2.9--3.0××1.8×2)+00.4×3.0×1.8×2=2100.8711KNP2=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×3.899+((33.9×2.8×0.5))×2+(22.8+88.4)××2.1//2)×3.899+7.335×7.2++6.8225×4.2==246..423KKN对2~3层,结果果为：（计计算方法同同上）q1=7.35+22.2166×2.9==13.7776KNN/mq'1=8.44+2.2216×2.8==14.6604KNN/mq2=3.89×33.9=115.1771KN//mq'2=3.889×3.9==15.1171KNN/mP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×3.899+7.335×7.2++6.8225×3.9++5×7.1×3.5=280.4011KP2=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×3.899+((33.9×2.8×0.5))×2+(2.8+8.44)×2.1//2)×3.899+7.335×7.2++6.8225×4.2==246..423KKN对1层,结果如下：（计计算方法同同上）q1=7.35+22.2166×2.9==13.7776KNN/mq'1=8.44+2.2216×2.8==14.6604KNN/mq2=q'2=3.889×3.9==15.1171KNN/mP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×3.899+7.335×7.2++6.8225×3.9++5×7.1×3.5=273.8077KNP2=((3.9××7.2//3×0.5))×2+(77.2/33+7.22)×7.2/44/2)×3.899+((33.9×8.4//3×0.5))×2+(88.4/33+8.44)×8.4/4/22)×3.899+7.335×7.2++6.8225×8.4//2=3993.8330KN1）活荷计算活荷载作用下各各层框架梁梁上的荷载载分布如图图所示：对于第10层，结结果计算如如下：q2=3.9×0..5=1..95KNN/mq'2=3.99×0.5==1.955KN/mmP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×0.5==9.8447KNP2=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×0.5++((3..9×2.8×0.5))×2+(2.8+8.44)×2.1//2)×0.5==21.1187KNN同理，在屋面雪雪荷载作用用下:q2=3.9×0..35=11.3655KN/mmq'2=3.99×0.355=1.3365KNN/mP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×0.355=6.8893KNNP2=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×0.355+((33.9×2.8×0.5))×2+(22.8+88.4)××2.1//2)×0.355=14..831KKN对4~9层,结果果为:q2=3.9×2==7.8KKN/mq'2=3.99×2=7.88KN/mmP1=((3.9××2.6×0.5))×2+(22.6+77.2)××3.9/22/2)×2=88..28KNNP2=((3.9××2.6×0.5))×2+(22.6+77.2)××7.2/44/2)×2+(((3.9××2.8×0.5))×2+(22.8+88.4)××2.1//2)×2=83..28KNN对于第2~3层层:q2=3.9×3..5=13.665KN//mq'2=3.99×3.5=13.665KN//mP1=((3.9×7.22/3×0.5))×2+(77.2/33+7.22)×7.2/44/2)×3.5=663KNP2=((3.9××7.2//3×0.5))×2+(77.2/33+7.22)×7.2/44/2)×3.5++((3..9×8.4//3×0.5))×2+(88.4/33+8.44)×8.4//4/2))×3.5=1142.338KN对于第1层(同同上)：（略）将以上结果汇总总，见下表表：横向框架恒载汇汇总表层次q1q'1q2q'2P1P2107.357.3525.2325.23250.43375.564~913.7714.6015.1715.17210.87246.422~313.7714.6015.1715.17280.40239.83113.7714.6015.1715.17273.80239.83横向框架活载汇汇总表层次q2q'2P1P2101.951.959.8421.184~97.807.8039.3983.282~313.6513.6563.00142.38113.6513.6563.00142.38雪荷载：q2=q'2=1.3665KN//mP1=6.893KNNP2=14.831KKN（3）内力计算：l边=7.2a边=2.4α边=0.33l中=8.4a中=2.8α中=0.33由前述的刚度比比可根据下下式求得节节点各杆端端的弯矩分分配系数）均布恒载引起的的固端弯矩矩构成节点点不平衡弯弯矩：运用二次力矩分分配法进行行计算，最最后求得各各杆端弯矩矩,根据弯矩矩做出弯矩矩图，再根根据弯矩图图求各梁、柱柱剪力，轴轴力。具体体过程及结结果见下图图表格。根据以上结果做做出恒栽作作用下的弯弯矩图、剪剪力图、轴轴力图恒载作用下的内内力计算上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.670.330.260.520.220.220.520.220.330.67-120.577120.57-164.111164.11-120.577120.5780.5540.0211.2522.649.64-9.64-22.64-9.64-40.02-80.5522.615.6320.017.81-4.824.82-7.81-20.01-4.82-22.61-18.86-9.37-5.94-11.96-5.095.0911.965.099.1118.33084.30-84.30145.8918.49-164.388164.38-18.49-145.13384.83-84.830.000.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2240.2722.613.8811.2411.327.81-3.333.33-11.32-7.81-11.24-3.88-22.61-40.27-26.74-26.74-13.29-4.60-9.25-9.25-3.943.949.259.254.6013.2926.7426.7458.7641.09-99.85127.3117.6914.17-159.188159.18-17.69-14.17-127.32299.85-41.09-58.760.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2222.6122.613.8811.247.817.81-3.333.33-7.81-7.81-11.24-3.88-22.61-22.61-19.67-19.67-9.77-4.00-8.05-8.05-3.433.438.058.054.009.7719.6719.6748.1748.17-96.34127.9115.3815.38-158.666158.66-15.38-15.38-127.91196.34-48.17-48.170.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2222.6122.613.8811.247.817.81-3.333.33-7.81-7.81-11.24-3.88-22.61-22.61-19.67-19.67-9.77-4.00-8.05-8.05-3.433.438.058.054.009.7719.6719.6748.1748.17-96.34127.9115.3815.38-158.666158.66-15.38-15.38-127.91196.34-48.17-48.170.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2222.6122.613.8811.247.817.81-3.333.33-7.81-7.81-11.24-3.88-22.61-22.61-19.67-19.67-9.77-4.00-8.05-8.05-3.433.438.058.054.009.7719.6719.6748.1748.17-96.34127.9115.3815.38-158.666158.66-15.38-15.38-127.91196.34-48.17-48.170.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2222.6122.613.8811.247.817.81-3.333.33-7.81-7.81-11.24-3.88-22.61-22.61-19.67-19.67-9.77-4.00-8.05-8.05-3.433.438.058.054.009.7719.6719.6748.1748.17-96.34127.9115.3815.38-158.666158.66-15.38-15.38-127.91196.34-48.17-48.170.400.400.200.170.340.340.150.150.340.340.170.200.400.40-112.922112.92-158.566158.56-112.922112.9245.2245.2222.477.7615.6215.626.65-6.65-15.62-15.62-7.76-22.47-45.22-45.2222.6119.083.8811.247.816.74-3.333.33-7.81-9.86-11.24-3.88-19.08-22.61-18.25-18.25-9.07-3.82-7.68-7.68-3.273.738.758.754.359.0718.2518.2549.5846.05-95.63128.0915.7414.67-158.511158.96-14.67-16.73-127.56695.63-46.05-49.580.340.490.170.150.300.430.130.130.430.300.150.170.490.34-112.922112.92-158.566158.56-112.922112.9238.1655.8018.966.7013.4819.725.74-5.74-19.72-13.48-6.70-18.96-55.80-38.1622.6124.133.359.487.818.67-2.872.87-7.81-8.67-9.48-3.35-24.13-22.61-16.93-24.75-8.41-3.39-6.82-9.97-2.912.919.976.823.398.4124.7516.9343.8455.17-99.02125.7114.4718.42-158.600158.60-17.55-15.34-125.71199.02-55.17-43.840.430.430.150.130.380.380.110.110.380.380.130.150.430.43-112.922112.92-158.566158.56-112.922112.9248.2648.2616.405.9017.3517.355.05-5.05-17.35-17.35-5.90-16.40-48.26-48.2627.9027.992.958.209.869.89-2.532.53-6.74-6.70-8.20-2.95-27.99-27.90-25.14-25.15-8.54-3.28-9.66-9.66-2.812.127.267.262.478.5425.1425.1451.0151.10-102.111123.7317.5517.57-158.855158.15-16.83-16.78-124.544102.11-51.10-51.010.500.340.170.150.430.290.130.130.290.430.150.170.340.50-112.922112.92-158.566158.56-112.922112.9255.9837.9219.026.7219.7713.395.76-5.76-13.39-19.77-6.72-19.02-37.92-55.9824.133.369.518.67-2.882.88-8.67-9.51-3.36-24.13-13.63-9.23-4.63-2.25-6.63-4.49-1.931.934.496.632.254.639.2313.6366.4828.69-95.17126.8921.828.90-157.611157.61-17.58-13.14-126.89995.17-28.69-66.4814.344.45-6.57-14.34活载作用下的内力力计算上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.670.330.260.520.220.220.520.220.330.67-6.866.86-9.349.34-6.866.864.592.280.641.290.55-0.55-1.29-0.55-2.28-4.595.500.321.141.70-0.270.27-1.70-1.14-0.27-5.50-3.89-1.93-0.66-1.33-0.570.571.330.571.923.8606.20-6.207.981.65-9.649.64-1.65-7.996.23-6.230.000.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.002.295.500.842.730.641.70-0.720.72-0.64-1.70-2.73-0.84-5.50-2.29-3.46-3.46-1.72-0.74-1.49-1.49-0.630.631.491.490.741.723.463.469.8313.04-22.8731.132.553.60-37.2837.28-2.55-3.60-31.1322.87-13.04-9.830.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.005.505.500.842.731.701.70-0.720.72-1.70-1.70-2.73-0.84-5.50-5.50-4.74-4.74-2.36-0.92-1.85-1.85-0.790.791.851.850.922.364.744.7411.7511.75-23.5130.963.243.24-37.4437.44-3.24-3.24-30.9623.51-11.75-11.750.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.005.505.500.842.731.701.70-0.720.72-1.70-1.70-2.73-0.84-5.50-5.50-4.74-4.74-2.36-0.92-1.85-1.85-0.790.791.851.850.922.364.744.7411.7511.75-23.5130.963.243.24-37.4437.44-3.24-3.24-30.9623.51-11.75-11.750.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.005.505.500.842.731.701.70-0.720.72-1.70-1.70-2.73-0.84-5.50-5.50-4.74-4.74-2.36-0.92-1.85-1.85-0.790.791.851.850.922.364.744.7411.7511.75-23.5130.963.243.24-37.4437.44-3.24-3.24-30.9623.51-11.75-11.750.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.005.505.500.842.731.701.70-0.720.72-1.70-1.70-2.73-0.84-5.50-5.50-4.74-4.74-2.36-0.92-1.85-1.85-0.790.791.851.850.922.364.744.7411.7511.75-23.5130.963.243.24-37.4437.44-3.24-3.24-30.9623.51-11.75-11.750.400.400.200.170.340.340.150.150.340.340.170.200.400.40-27.4627.46-37.3737.37-27.4627.4611.0011.005.461.693.393.391.44-1.44-3.39-3.39-1.69-5.46-11.00-11.005.504.640.842.731.701.46-0.720.72-1.70-2.14-2.73-0.84-4.64-5.50-4.40-4.40-2.19-0.88-1.77-1.77-0.750.852.002.000.992.194.404.4012.1011.24-23.3330.993.323.09-37.4037.50-3.09-3.53-30.8823.33-11.24-12.100.340.490.170.150.300.430.130.130.430.