层框架结构实验图书楼毕业设计计算书

济南大学毕业设计用纸阿拉善右旗一中科技实验图书楼第一部分：建筑设计1.工程概况：：1.1工程名称称：阿拉善右右旗一中科技技实验图书楼楼1.2建筑类型型：多层教学学建筑1.3工程规模模：总建筑面面积mm21.4结构形式式：采用钢筋筋混凝土框架架结构，层数数五层，层高高3.9米，室内外外高差0.45米。2.设计资料：：2.1地质条件件：场地地势势较为平坦，场场地自上而下下各土层的工工程地质特征征如下：砾砂，承载能力力标准值f==130kN／m2(KPPa)角砂，承载能力力标准值f==260kN／m2(KPPa),Ⅱ类场地本工程地基持力力层为角砂，地地基承载力特特征值[]=2600KPa地下水埋深较深深，对本工程程无影响。2.2基本风压压：0.55KN/㎡2.3基本雪压压：0.10KNN/㎡2.4耐火等级级：二级2.5抗震设计计烈度8度，Ⅱ类场地3.设计意图：：根据任务书书的分析及规规范规定，本本着设计标准准化，合理化化，实用化，美美观化的原则则进行设计。4.建筑设计说说明：4.1平面设计计：整个建筑筑采用框架设设计，教室设设计主要采用用内廊式平面面组合方式。4.1.1房间间安排：为满满足办公的要要求，每一层层设一小会议议室，在第一一层设一大会会议室。4.1.2楼梯梯：根据规范范及耐火等级级的要求，位位于两个外部部出口或楼梯梯之间的房间间至外部出口口或封闭楼梯梯间的最大距距离为35m,本建筑有三三部楼梯，分分散布置，均均为双跑。且且因为梯段的的水平投影总总长>3m,所以设计为为梁式楼梯。4.1.3厕所所：最远房间间距厕所小于于规范规定50m,满足使用要要求。4.1.4门厅厅：门厅与走走廊、中部楼楼梯相通。4.1.5采光光：所有房间间的窗地比均均大于1/5,满足采光要要求。4.2立面设计计：该建筑立立面采用竖向向线条,用柱分割以以凸显洁净整整齐的感觉,门窗居中统统一布置,墙外贴灰瓷瓷砖,柱子外贴大大理石瓷砖。4.3剖面设计计：普通办公公室及房间窗窗台高0.8m，厕所设有有高窗。4.4屋面防水水：屋面排水水采取有组织织排水，材料料找坡，按2%排水坡度把把屋面降水有有组织地排到到天沟，设落落水管。防水水采用高分子子防水，保温温层采用加气气混凝土板保保温。4.5门窗设计计：入口处采采用双扇采用用弹簧门，其其他房间采用用普通实木门门，窗均采用用铝合金推拉拉窗。4.6墙体：采采用240mm厚粉煤灰轻轻渣空心砌块块。4.7建筑做法法：4.7.11散水：混凝凝土水泥散水水素土夯实1500厚3︰7灰土夯实（备注：宽600mm，流水坡3—5%，沿墙设缝缝，沿墙长度度每隔8—12mm处伸缩缝油油膏嵌缝）60厚C15混混凝土20厚1︰2.5水泥砂浆压压实抹光4.7.22楼面：（自自上而下）8-10厚地砖砖20厚1：4干干硬性水泥砂砂浆20厚细石混凝凝土120厚钢筋混混凝土板20mm厚板底底抹灰卫生间楼面：8-10厚地砖砖20厚1：4干干硬性水泥砂砂浆1.5厚合成高高分子防水涂涂料15厚1:2水水泥砂浆找平平层C15细石混凝凝土找坡最薄薄处30厚（i=0.55%）120厚钢筋筋混凝土板20mm厚板底底抹灰4.7.3屋面面：（自上而而下）4mm厚SBSS聚脂胎带砂砾砾防水层20厚1:2..5水泥砂浆找找平层水泥膨胀珍珠岩岩找坡最薄处处为20mm厚(i=2%))120厚聚苯板板120厚现浇钢钢筋混凝土板板20mm厚板底底抹灰4..7.4内墙：粘贴贴铝塑板墙面面（用于楼过过道、室内墙墙、洗手间、楼楼梯间）刷混凝土界面处处理剂一道8厚2︰1︰88水泥石灰膏膏砂浆打底扫扫毛8厚1︰2.55水泥砂浆结结合层4..7.5外墙：贴面面砖墙面，刷刷ML908水泥砂浆打打底扫毛6厚1︰3水泥砂浆打打底扫毛12厚1︰0.2︰2水泥砂浆结结合层3厚T920瓷砖胶粘剂剂贴6—12厚面砖，用J924砂质勾缝剂剂勾缝注：设计采用标标准图集DBJT14——2（建筑做法法说明）LD2J01（墙体配件件）L92J1211（砌块）DBJT14（钢筋混凝凝土过梁）L91G3133（多层砖房房抗震构造详详图）DBJT14（楼梯）LD3J6022（铝合金门门窗）LJ104（屋面）LJ105（室内配件件）L96J4011（楼梯配件件）L92J6011（木门）第二部分：结构构设计设计资料：1.1根据房间间使用要求，层层高为3.9米，一共五五层，室内外外高差0.45mm1.2屋面做法法（自上而下下）：4mm厚SBSS聚脂胎带砂砾砾防水层20厚1:2..5水泥砂浆找找平层水泥膨胀珍珠岩岩找坡最薄处处为20mm厚(i=2%))120厚聚苯板板120厚现浇钢钢筋混凝土，20mm厚班底底抹灰1.3楼面(自自上而下)：8-10厚地砖砖20厚1：4干干硬性水泥砂砂，20厚细石混凝凝土120厚钢筋混混凝土板20mm厚班底底抹灰1.4墙：外墙墙部分瓷砖贴贴面，部分为为涂料，内墙墙面粉刷1.5地震烈度度：8度，Ⅱ类场地第一一组。设计基基本地震加速速度为0.15gg1.6风荷载：：0.5KN/㎡(50年一遇)0..3KN/㎡㎡(10年一遇)0.66KN/㎡(60年一遇)1.7雪荷载：：0.4KN/㎡(50年一遇)0..25N/㎡㎡(10年一遇)0.445N/㎡(60年一遇)1.8活荷载：：楼面活荷载载标准值.办公室、卫卫生间为2.0KNN/㎡，走廊、楼楼梯间为2.5KNN/㎡，不上人的的钢筋混凝土土屋面活荷载载为0.5KKN/㎡，上人的为2.0KNN/㎡，微机室，电电教室，语音音室，电子阅阅览室，电子子备课室，美美术室，声乐乐室，器乐室室楼面的活荷荷载为3.0N//㎡，舞蹈室，健健身房，室内内训练场的活活荷载为3.5N//㎡。1.9工程地质质条件：场地地势较为平平坦，场地自自上而下各土土层的工程地地质特征如下下：砾砂，承载能力力标准值f==130kN／m2(KPPa)角砂，承载能力力标准值f==260kN／m2(KPPa),Ⅱ类场地本工程地基持力力层为角砂，地地基承载力特特征值[]=2600KPa地下水埋深较深深，对本工程程无影响。2.柱网布置：：柱网布置如如图1所示。图1柱网网布置图3.梁柱尺寸确确定：横向框架梁梁：框架梁的的截面高度可可按跨度(1/8～1/12)估算确定.但不宜大于于净跨的1/4,框架梁截面面宽度可取高高度的(1/3～1/2).但不宜小于200mmm,截面高度和和跨度的比值值不大于4H=（1/8～～1/12）×68000=567～850mmm初选H=6000mmB=(1/3～～1/2)×600==200～300mmm初选b=3000mm纵向框架梁：考考虑到纵梁兼兼过梁，初选选H=8000mm,考虑到外墙墙厚为300，取b=3000mm框架柱：底层柱柱高3900mmm，室内外高高差为450，考虑到待待建的地质条条及气候因素素，设定基础础顶面距离室室外地坪550故底层柱高高：H=39000+4500+550==4900采用等截面面柱，从限制制细长柱考虑虑，要求b5≥1/30==4900//30=1663，H≥L/25==196mmm,截面尺寸可按下下列公式估算算：B=H/115=49000/15==328，取B=6000mm；框架柱截截面都采用方方形截面以利利于抗震，故故取H=6000mm4.楼板设计：：4.1设计资料料4.1.1楼面面做法：8-10厚地砖20厚1：4干干硬性水泥砂砂，20厚细石混凝凝土120厚钢筋混混凝土板20mm厚班底底抹灰4.1.22楼面荷载：：教室、办公公室及卫生间间均布活荷载载2.0KNN/㎡，走廊及楼楼梯均布活载载2.5KNN/㎡，微机室、美美术室均布活活荷载3.0KNN/㎡，4.1.3材材料：混凝土土等级C25，板内受力力钢筋用HPB23354.2楼板平面面布置楼板结结构布置图如如下图，按高高跨比条件连连续板h≥3900//50=788mm,∴取板厚120mmm区格板B1BB2B3B6为双向板4.3双向板的的设计4.3.11荷载设计值值：恒载分项系数取取1.2，活载分项项系数取1.4，得卫卫生间、办公公室：g=1.22×(2.55×0.122+2.0××0.02++0.12++28×0..02)=44.896KKN/㎡q1=1..4×2.000=2.88KN/㎡g+q1//2=6.223KN/㎡g+q1==7.7KKN/㎡走廊及门厅厅：g=1.22×4.088=4.9KKN/㎡q2==1.4×22.50=33.50KNN/㎡q2//2=1.775KN//㎡g+qq2/2=66.65KKN/㎡g+qq2=8.44KN/㎡4.3.2计算算跨度：由于于板在各个分分格（包括边边跨）均与梁梁整体现浇，故故内跨：Lo=LLc(轴线间距)边跨Lo=LLc-1200+120//2图2现浇浇板区化分图图板区格B1B2B3B6L014.26.02.76.3L026.66.64.27.2L01/L0220.6360.90090.6420.875（kN/m）（0.03511+0.2××0.0099）×6.233×4.222+（0.07669+0.22×0.0226）×1.4××4.22=6.0883（0.01944+0.2××0.01666）×6.233×62+（0.04448+0.22×0.03359）×1.4××62=7.7116（0.03633+0.2××0.00992）×6.655×2.722+（0.00776+0.22×0.02266）×1.755×2.722=2.8886（0.023335+0.22×0.011605）×6.233×6.322+（0.04881+0.22×0.03353）×1.4××6.32=8.1888（kN/m）（0.009++0.2×00.03511）×6.233×4.222+（0.0266+0.2××0.07669）×1.4××4.22=2.7882（0.01666+0.2××0.01994）×6.233×62+（0.03559+0.22×0.04448）×1.4××62=6.8554（0.00922+0.2××0.03663）×6.655×2.722+（0.02666+0.22×0.0776）×175××2.72=1.3331（0.016005+0.22×0.022335）×6.233×6.322+（0.03553+0.22×0.04481）×1.4××6.32=7.6119.（kN/m）-0.07799×7.7××4.22=-10..58-0.05811×7.7××62=-16..105322-0.077××8.4×22.72=-4.7715-0.06077×7.7××6.32=-18..5507（kN/m）-10.58-16.105532-4.715-18.55007（kN/m）-0.05711×7.7××4.22=-7.77557-0.05388×7.7××62=-14..913-0.05711×8.4××2.72=-3.4497-0.05466×7.7××6.32=-16..686（kN/m）-7.75577-14.9133-3.497-16.6866表1：弹性理论论计算弯矩值值4.3.3弯矩矩计算混凝土土γ=0.2。跨中最大大弯矩取在g+q/2作用下（内内支座固定）的的跨中弯矩值值取在q/2作用下（内内支座简支）的的跨中弯矩之之和，支座最最大弯矩取在在g+q作用下（内内支座固定）的的支座弯矩。根根据支撑情况况，整个楼面面分为B1、B2、B3、B6 五个区格，现现将各区格板板计算跨度及及跨中、支座座弯矩列于表表14.3.4截面面设计截面有效高高度：Lo1方向跨中截截面的1=1100mm,,Lo2方向跨中截截面的1=990mm.支座截面=1100mm相邻区格的的支座弯矩取取绝对值较大大者，配筋计计算时取γ=0.955,=,=210kkN/mm2表2：按弹性理理论设计的楼楼面板截面配配筋截面区格方向（mm）M(kN·M))配筋实际配筋跨中B1Lo11006.083304.9Ф8@160314.0Lo2902.742154.9Ф8@240210.0B2Lo11007.716386.77Ф8@130387.0Lo2906.854381.73Ф8@130387.0B3Lo11002.886144.60Ф8@240210.0Lo2901.33174.13Ф8@240210.0B6Lo11008.188410.43Ф8@120419.0Lo2907.619424.24Ф8@110457.0支座B1-B11100-7.75577388.76Ф8/10@1160403.0B1-B2100-16.1055807.27Ф10@95826.0B1-B3100-7.75577388.76Ф8/10@1160403.0B2-B2100-14.9133771.89Ф10@1000785.0B2-B6100-16.6866836.39Ф10/12@@110871.0B6-B6100-16.6866836.39Ф10/12@@110871.05.框架结构计计算。5.1确定框架架计算简图假定框架柱柱嵌固于基础础顶面，框架架粮与柱刚接接，由于各层层柱的截面尺尺寸不变，故故梁跨等于柱柱截面形心轴轴线间的距离离。底层柱高高为4920，其它楼层层均为3600，按平均负负载原则选取取10轴为一个计计算单元，负负载区宽度为为7.2m，计算简图图如图4，图5所示5.2计算框架架线刚度采用混凝土土强度等级：：梁用C30(EEc=30..0×KNN/㎡)柱用C50（Ec=344.5×KNN/㎡）边跨梁中跨梁上层柱底层柱图4框架计算简简图图5梁柱的相对对线刚度令：，则各杆相相对线刚度相相对值为：框框架梁柱的相相对线刚度如如图5所示，作为为各节点杆端端弯矩分配依依据。5.3荷载标准准值的计算5.3..1恒荷载标准准值参照GB500009—2001《建筑结构构荷载规范》对对材料及有关关建筑做的取取法，分层分分部计算出有有关的恒载标标准值。屋面框架梁线荷荷载标准值SBS防水层0.4KKN/㎡39厚细石混凝凝土找平2.4××0.03==0.72KN/㎡115厚陶粒混混凝土找坡7×0.1125=0..875KKN/㎡120厚加气混混凝土块保温温25×0..12=3..0KN//㎡20厚现浇钢筋筋混凝土楼板板225×0.112=3.00KN/㎡吊顶0.4KN/㎡屋面荷载标准值值6.2KN/㎡框架梁自重0.3×00.6×255=4.5KN/㎡侧粉刷2×（0.6-00.12）×0.022×17=00.326KN/㎡作用在顶层框架架梁上线荷载载g61=4.55+0.3226=4.8826KNN/mg62=6.22×7.2==44.644KN/mm楼面框架梁线荷荷载标准植大理石地面288×0.022=0.566KN/㎡20厚1：2水水泥沙浆找平平20×0..02=0..4KN//㎡120厚现浇钢钢筋混凝土板板25×0..12=3..0KN//㎡吊顶0.12KN/㎡楼面荷载4..08KNN/㎡边跨框架梁自重重及两侧粉刷刷44.826KN/㎡边跨填充墙0.2××(3.6--0.6)××6=3.66KN/㎡墙面粉刷0..2×（3.6-00.6-0..15）×2×177=1.9338KN//㎡踢脚线0..15×0..025×117×2=00.12755KN/㎡中框架梁及梁侧侧粉刷4.8266KN/㎡作用在中间层框框架梁上的线线荷载39.866KN/㎡屋面框架节点集集中荷载标准准值边节点边柱框架联系梁梁自重00.3×0..6×（7.2-00.4）=30.66KN/㎡粉刷及贴瓷砖0.5××0.6×（7.2-00.4）+0.022×（7.2-00.4）×（0.6-00.12）×17=33.149KN/㎡0.6m高女儿儿墙自重0.6××（7.2-00.4）×0.244×19=119.0KKN/㎡粉刷及贴瓷砖0.6×（7.2-00.24）×（0.5+00.02×117）=3.500KN/㎡连系梁传传来的屋面自自重11/2×7..2×1/22×7.2××6.2=880.35KN/㎡顶层边节点集中中荷载注：贴面砖墙面面0.5KN/㎡包括水泥砂砂浆打底厚25中节点中柱联系梁自重重0.3××0.6×（7.2-00.4）×25=330.6KKN粉刷2××0.02××（7.2-00.4）×（0.6-00.12）×17=22.22KKN连系梁传来的屋屋面自重（1/2×11/2×2..7×2.77+1/2××7.2×11/2×7..2）×6.2=91.65KN顶层中节点点集中荷载楼面框架节点集集中荷载标准准值边柱框架连系梁梁自重300.6KNN粉刷及贴瓷砖3.1149KNN钢窗自重221.8×22.4×0..45=3..88KNN窗下墙体自自重（窗台高高800）0..24×0..8×1.88×2×199=13.113KN粉刷及贴瓷砖00.5×1..8×2×00.8+0..02×2××（0.8-00.15）×1.8××17=2.1999KN窗边墙体自重0..24×（0.3+00.25）×2×（3.6-00.6）×19=115.05KN贴瓷砖及粉粉刷00.5×（0.3+00.25）×2×（3.6-00.6）+0.022×（0.3+00.25）×2×（3.6-00.6-0..15）×17=22.72KKN顶层框架柱自重重（0.4×00.4×3..6+0.224×0.224×0.66）×25=115.2644KN粉刷0.224×0.66×0.5++0.02××0.24××0.6×11.7+（0.4+00.08×22）×3.6×0..5+0.002×(0..4+0.008×2)××(3.6--0.15))×17==1.7422KN中间层框架住自自重0..4×0.44×3.6××25=144.4KN粉刷（0.44+0.088×2）×3.6××0.5+00.02×（0.4+00.08×22）×(3.66-0.155)×177=1.008++0.056688=1..665KKN踢脚线0..15×（7.2+00.08×22）×0.0225×17==0.4699KN连系梁传来的楼楼面自重（1/2×11/2×2..7×2.77+1/2××7.2×11/2×7..2×1/22×2）×4.08==60.3KN五层边节点集中中荷载一～四层边节点点集中荷载中柱连系梁自重重30..6KN粉刷0.5××0.6×（7.2-00.4）+0.022×（7.2-00.4）×（0.6-00.12）×17=33.149KN内纵墙自重及门门及过梁自重重〔（3.6-00.6）×（7.2-00.4）-2×1..5×2.44-2×2..0×0.44〕×0.2××6+2.00×0.2××0.4×22×25=221.92KN粉刷〔（3.6-00.6-0..15）×（7.2-00.4）-2×1..5×（2.4-00.15）〕×0.02×22×17=88.588KN踢脚线〔0.15×（7.2+00.1×2）-2×0..15×1..5〕×0.0225×2×117=0.5561KNN门重2×1.22×2.4××0.45==2.59KKN框架柱自重0.4××0.4×33.6×255=14.44KN粉刷（0.4+0.1×22）×（3.6-00.15）×0.022×2×177=1.4007KN连系梁传来的楼楼面自重（11/2×1//2×2.77×2.7++1/2×77.2×1//2×7.22×1/2××2）×4.088=60.33KN中间层中节点集集中荷载恒载作用下结构构的计算简图图如图6所示。图6结结构恒载图（kNm,,kN）5.3.2活荷荷载标准值由规范范查得：屋面面活荷载的标标准值为0.70kNN/m2(不上人)，雪荷载标标准值为0.4kkN/m2，两者不同同时考虑，取取两者中的较较大值：0.70kNN/m2.楼面活荷载标准值.公室室、卫生间为为2.0KNN/㎡，走廊、楼楼梯间为2.5KNN/㎡，不上人的钢筋混凝土屋屋面活荷载为为0.5KNN/㎡，上人的为2.0KNN/㎡.顶层：==0.7××7.2=55.04kkN/m=55.034kN/m==2.0×77.2=144.4kNN/m=2..5×7.22=18kkN/m==0.5×77.2×0..5×7.22×0.5××2×0.77=9.0772KN==（0.5××0.5×22.7×2..7+×0..5×7.22×0.5××7.2）×0.7==10.3447KN==0.5×77.2×0..5×7.22×2=255.92kkN==0.5×22.7×0..5×2.77×2.0++1/2×11/2×7..2×7.22×2.0==30.488kN活荷载作作用下结构的的计算简图如如图7所示。图7活活荷载计算简简图（kNm,,kN）5.3.3风荷荷载计算风荷载标标准值计算公公式：ω=βz·μs·μz·ω0其中：ωω0=0.55kN/mm2（50年）风震系数：βzz=1.0（房屋未超超过30m）风载体型系数：：μs=0.88-（-0.5）=1.3风压高度系数：：μz查《建筑结结构荷载规范范》列于表3。节点风荷载：==ωR·A计算结果如如表3所示（地面面粗糙度为B类）表3风荷载载计算表层号Z（m）βzμsμzω0（KN/㎡㎡）A（㎡）Pω（KN）622.371.01.31.3310.50（1.8+0..6）×7.2==17.28814.95518.771.01.31.2230.503.6×7.22=25.99220.605415.171.01.31.1440.503.6×7.22=25.99219.274311.571.01.31.0440.503.6×7.22=25.99217.58927.971.01.31.000.503.6×7.22=25.99216.84814.371.01.31.000.50（4.37+33.6）×7.2××0.5=228.692218.649风荷载作用下下的计算简图图如图8所示。图8风风荷载作用下下计算简图（kN）5.3.4地震震荷载计算对于高度H＜440m以剪切变形形为主且质量量和刚度分布布十分均匀，结结构采用底部部剪力法计算算。设计要求求设防烈度为为7度，Ⅱ类场地。经计算，结构各各层的总重力力荷载代表值值为：顶层：=84339KN中间层：=88586KKN（注：二楼全部部自重+0.5雪载+0.5楼面活载）根据GB500009—2000规范，结构构的基本自震震周期公式为为T=0.25++0.0355××=0.25+0.0355××=0.5433s其其中：H为结构总高高度，B为结构宽度度。设防地震震裂度为7度，则水平平地震影响系系数最大值αmax=00.08，在Ⅱ类场地条件件下，其特征征周期为：Tg=0..35s地震影响系数αα1为α1=×αmaax=×0.088=0.055388结构总重力荷载载代表值GE=84399+86566×5=511369KNN则底剪力法计算算的水平地震震力为：：FEK总=α11Geq=α1×0.855×GE=0.055388×00.85×551369==2352..6KN每榀框架所承受受的总水平地地震力为：KKN每榀框架所承受受的地震作用用力为：Fi=×FEKK（i=1，2，3，4，5，6）计算过程如表44所示。表4地震作用用力计算层数Hi(m)Gi(KN)GiHi(1003KN·M))（103KN··M）Fi(KN))Fi(KN))622.928439193.42713.72713.720.27170.8470.84519.328586165.880.23260.64131.48415.7285861344.970.18949.41180.89312.1285861044.060.14638.16219.0528.52858673.150.10226.67245.7214.92858642.240.05915.68261.4地震荷载作用下下的计算简图图如图9所示。图9地震震荷载作用下下计算简图（kN）5.4框架结构构内力计算5.4.1恒载载为竖向荷载载，内力计算算采用弯矩二二次分配计算算，在恒载作作用下的框架架计算简图如如图6所示。将三角形及梯形形分布荷载等等级为均布荷荷载，其等效效如图10所示。图110三角形荷载载分布荷载等等效为均布荷荷载计算过程如表55所示表5（kNN）此时，恒载作用用下的计算简简图如图11所示。楼层梁顶层边跨梁4.8344.640.5027.932.73中跨梁4.8344.640.5027.932.73中间层边跨梁10.529.3760.5018.3628.86中跨梁4.8329.3760.5018.3623.19梁端弯矩，其计计算过程如表表6所示。表6：杆端弯矩矩楼层梁(m)=（KNm）顶层边跨梁32.736.3108.25中跨梁32.732.719.88中间层边跨梁28.866.395.45中跨梁23.192.714.09采用弯矩二次分分配法计算，在在恒载作用下下框架的内力力计算过程如如表7所示。表7:恒载下内内力计算表上柱下柱右梁左梁上柱下柱右梁0.2840.7150.6250.1070.268-108.255108.25-19.8830.8677.39-55.23-9.45-23.6810.59-27.615538.69-3.9054.8312.17-21.74-3.72-9.32546.3-46.369.96-17.07-52.8855上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-95.4595.45-14.0921.1921.1953.07-45.96-7.81-7.81-19.7815.4310.59-22.9826.54-4.73-3.9-0.68-0.68-1.68-10.12-1.72-1.72-4.3532.5731.11-63.6865.51-14.86-13.43-38.22上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-95.4595.45-14.0921.1921.1953.07-45.96-7.81-7.81-19.7810.5910.59-22.9826.54-3.9-3.90.40.41-10.59-1.8-1.8-4.5532.1832.18-64.3665.44-13.51-13.51-38.42上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-95.4595.45-14.0921.1921.1953.07-45.967.81-7.81-19.7810.5910.59-22.9826.54-3.9-3.90.40.41-10.59-1.8-1.8-4.5532.1832.18-64.3665.44-13.51-13.51-38.42上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-95.4595.45-14.0921.1921.1953.07-45.96-7.81-7.81-19.7810.5910.59-22.9826.54-3.93.90.40.41-10.59-1.8-1.8-4.5532.1832.18-64.3665.44-13.51-13.51-38.42上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-95.4595.45-14.0921.1921.1953.07-45.96-7.81-7.81-19.7810.59-23.5628.25-3.93.062.237.68-14.09-2.435-1.753-6.07236.1818.65-54.8362.5-14.47-7.613-40.4177⑴计算完毕后所所得框架弯矩矩图如图12所示。⑵求得框架各梁梁、柱的剪力力和轴力如图图13，图14所示。⑶考虑梁端弯矩矩周幅，并将将梁端点弯矩矩换算至梁端端柱边弯矩，以以备内力组合合时用，如图图15所示。图12恒载弯矩图（kNm）图113恒载作用下下的框架剪力力图(kNN)图14恒载下的框框架轴力图（kN）图15调幅后恒载载弯矩图（kNm）5.4.2活荷荷载作用下的的内力计算活荷载内力计算算仍然用弯矩矩二次分配法法。设计中活活荷载满跨布布置。将三角角形分布荷载载等效为均布布荷载，计算算过程如表8所示。表8：楼层梁P（KN·M）α（KN·M）顶层边跨梁5.040.503.15中右梁5.040.503.15中间层边左梁14.40.509中右梁180.5011.25此时，活载作用用下的框架结结构计算简图图变为图16所示。图166换算后的活活载计算图计算杆端弯矩，梁梁端弯矩M=/12，其计算过过程如表9所示。同理，采用弯矩矩二次分配法法，计算活载载作用下框架架内力，如下下表10所示。楼层梁号（KN·m）=/12(KN·m))顶层边跨梁3.156.310.42中跨梁3.152.71.92其他层边跨梁96.329.76中跨梁11.252.76.836.883表9杆端端弯矩表10活活荷载内力计计算表上柱下柱右梁左梁上柱下柱右梁0.2840.7150.6250.1070.268-10.4210.42-1.922.977.45-5.31-9.1-2.283.3-2.663.725-1.1-0.18-0.46-1.64-0.28-0.7056.09-6.097.195-2.29-4.95上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-29.7629.76-6.836.66.616.56-12.96-2.2-2.2-5.571.4853.3-6.488.28-0.46-1.10.3760.3760.943-3.797-0.645-0.645-1.6338.46110.276-18.7421.283-3.305-3.945-14.0333上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-29.7629.76-6.836.66.616.56-12.96-2.2-2.2-5.573.33.3-6.488.28-1.1-1.1-0.027-0.027-0.06688-3.435-0.584-0.584-1.4779.879.87-19.7421.645-3.984-3.984-13.68上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-29.7629.76-6.836.66.616.56-12.96-2.2-2.2-5.573.33.3-6.488.48-1.1-1.1-0.027-0.027-0.06688-3.435-0.584-0.584-1.4779.879.87-19.7421.645-3.984-3.984-13.68上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-29.7629.76-6.836.66.616.56-12.76-2.2-2.2-5.573.33.51-6.488.48-1.1-1.4880.0730.0730.184-3.33-0.566-0.566-1.439.97310.183-19.496621.95-3.866-4.254-13.83上柱下柱右梁左梁上柱下柱右梁0.2220.2220.5560.5650.0960.0960.243-29.7629.76-6.837.025.1217.62-13.2766-2.29-1.65-5.7143.3-6.6388.81-1.11.250.9153.15-4.46-0.771-0.555-1.92411.576.035-17.605520.834-4.161-2.205-14.4688⑴计算完毕后后所得框架弯弯矩图如图17所示。⑵求得框架各梁梁、柱的剪力力图和轴力图图，如图18，19所示。柱的的轴力包括纵纵墙传来轴力力及自重。⑶考虑梁端弯矩矩调幅，并将将梁端弯矩换换算至梁端柱柱边弯矩，以以备内力组合合时用，调幅幅系数取0.85，调幅后弯弯矩如图20所示。图17活活载弯矩图（kNm）图18活荷载剪力力图（kN）图19活荷荷载轴力图（kN）图20调幅后的活活载弯矩图（kNm）5.4.3风荷荷载的内力计计算风荷荷载作用下内内力计算采用用D值法，其计计算简图如图图8所示。⑴各柱剪力VV一般层：K==底层：K==风荷载作用用下柱的剪力力计算过程如如表11所示表11风载载下柱的剪力力计算表楼层（kN）柱号614.95边柱2.510.562.7323.06中柱8.360.8064.41535.56边柱2.510.562.7327.29中柱8.360.80610.49454.83边柱2.510.562.73211.24中柱8.360.80616.18372.42边柱2.510.562.73214.84中柱8.360.80621.37289.27边柱2.510.562.73218.29中柱8.360.80626.341107.9边柱3.440.723.224.27中柱11.460.8829.7⑵求反弯点高度度由计算简图知风风荷载分布较较接近于均布布荷载，可由由规则框架承承受均布水平平力作用时标标准反弯点的的高度比值查查表。本设计计中各层横梁梁线刚度相同同，层高除底底层外均相同同，则===0，因此柱底底至反弯点高高度=（+++）h=h，计算过程程如下表12。⑶风荷载作用下下的框架内力力计算过程求得各柱的反弯弯点高度yh和杆端剪力力后即可求出出各杆端弯矩矩。再根据节节点平衡条件件求得梁端弯弯矩，并进而而求出各梁端端剪力和各柱柱的轴力。计计算过程如表表13，14所示，风荷荷载作用下的的框架弯矩图图如图21所示，剪力力图和轴力图图如图22所示。表12：反弯点点高度h层数层高柱号=h（m）63.6边柱2.510.4251.53中柱8.360.4501.6253.6边柱2.510.4501.62中柱8.360.501.843.6边柱2.510.4751.71中柱8.360.501.833.6边柱2.510.501.8中柱8.360.501.823.6边柱2.510.501.8中柱8.360.501.814.92边柱3.440.552.695中柱11.460.552.695表13：梁柱剪剪力轴力表梁内剪力柱内轴力边跨中跨边柱中柱1.343.691.342.354.1512.285.4910.487.423.912.8926.9810.53523.451.4813.544.536.982.4819.158.556121.88楼层层高(m)柱截面剪力值柱反弯点高度柱端弯矩（）边跨梁端弯矩中跨梁端弯矩边柱中柱边柱中柱柱号边柱中柱左端右端左端右端63.63.064.411.531.62上端6.337.136.332.144.994.99下端4.686.753.67.2910.491.621.8上端14.416.9919.087.1116.5816.58下端11.816.9943.611.2416.181.711.8上端21.229.13313.832.332.3下端19.229.133.614.8421.371.81.8上端26.71238.445.920.2547.2547.25下端26.71238.423.618.2926.341.81.8上端32.947.459.6125.760.160.1下端32.947.414.9224.2729.72.6952.695上端53.565.586.433.8779.0379.03下端65.480.1表14∶风风载下杆端弯弯矩计算表图21风荷载弯矩矩图（kNm）图22风荷载剪力力轴力图（kN）5.4.4地震震荷载作用下下的内力采用用D值法计算，其其计算简图如如图9所示。⑴各柱剪力V一般层：K==底层：K==地震荷载作作用下柱的剪剪力计算过程程如表15所示表15：剪力计算算表楼层（kN）柱号670.84边柱2.510.562.73214.52中柱8.360.80620.895131.48边柱2.510.562.73226.95中柱8.360.80638.794180..89边柱2.510.562.73237.08中柱8.360.80653.363219.05边柱2.510.562.73244.90中柱8.360.80664.622245.72边柱2.510.5562.73250.225中柱8.360.80672.491261.4边柱3.440.723.258.82中柱11.460.8871.89⑵求反弯点高度度地震荷载分布较较接近于倒三三角形分布荷荷载，可由规规则框架承受受倒三角形水水平力作用时时标准反弯点点的高度比值值查表而得。本本设计中各层层横梁线刚度度相同，层高高除底层外均均相同，则====0，因此柱底底至反弯点高高度=（+++）h=h，计算过程程如下表16。层数层高柱号=h（m）63.6边柱2.510.4251.53中柱8.360.4501.6253.6边柱2.510.4501.62中柱8.360.501.843.6边柱2.510.4751.71中柱8.360.501.8表16：反弯点点高度h层数层高柱号=h（m）33.6边柱2.510.501.8中柱8.360.501.823.6边柱2.510.501.8中柱8.360.501.814.992边柱3.440.552.695中柱11.460.552.695⑶地震荷载作用用下的框架内内力计算过程程求得各柱的反弯弯点高度yh和杆端剪力力后即可求出出各杆端弯矩矩。再根据节节点平衡条件件求得梁端弯弯矩，并进而而求出各梁端端剪力和各柱柱的轴力。梁梁柱剪力轴力力计算如表17所示，梁柱柱端弯矩计算算如表18所示，地震震荷载作用下下的框架弯矩矩图如图24所示，剪力力图和轴力图图如图25，26所示。表17∶梁柱剪剪力轴力表梁内剪力柱内轴力边跨中跨边柱中柱6.721.446.714.7416.953.7223.651.5625.9686.0249.56111.6233110.1382.56188.7538.93127.97121.49277.7948.69149.85170.18378.95楼层层高(m)柱截面剪力值柱反弯点高度柱端弯矩（）边跨梁端弯矩中跨梁端弯矩边柱中柱边柱中柱柱号边柱中柱左端右端左端右端63.614.5220.891.531.62上端30.141.3630.112.4128.9528.95下端22.233.853.626.9538.791.621.8上端53.3669.875.5631.0872.5272.52下端43.6669.843.637.0853.361.711.8上端70.196.1113.7649.77116.13116.13下端63.4196.133.644.964.621.81.8上端80.82116.3144.3363.72148.68148.68下端80.82116.323.650.2572.491.81.8上端90.4130.5171.2274.04172.76172.76下端90.4130.514.9258.8271.892.6952.695上端129.7158.5220.186.7202.3202.3下端158.52193.7表18：地震荷荷载下杆端弯弯矩计算表图24地震荷载弯弯矩图（kNm）图25地震荷载剪剪力轴力图（Kn）5.5框架结结构恻移计算算5.5..1风载作用下下框架结构侧侧移验算求出出框架的实际际抗侧移刚度度值，风载采采用荷载标准准值，因房屋屋高度小于50m，故可考虑虑框架的整体体变形。，—由柱开裂引引起的刚度折折减系数浇混凝土结结构取0.85。计算结果见表119：楼层（KKN）（m）相对值（）限值614.952（0.56++0.8066）×12×220.44×××0.855/=4399490.0003440.00009941/550(0.00188)535.56439490.0008110.000233454.83439490.00120.000333372.42439490.00160.000444289.27439490.00210.0005881107.92（0.72++0.88）×12×114.96×××0.855/=2011720.0053440.001088顶点0.0113990.0005由表19可知，其其层间侧移与与顶点侧移均均满足要求5.5.2地震震荷载作用下下框架结构侧侧移验算计算方法与风荷荷载作用下侧侧移验算方法法相同，计算算过程如下表表20表20地震荷载作作用下的验算算框架层间弹弹性位移楼层（KKN）（m）相对值（）限值670.842（0.56++0.8066）×12×220.44×××0.855/=4399490.0016110.00041/450(0.00222)5131.48439490.0002990.00084180.89439490.00410.00113219.05439490.00490.0013662245.72439490.00560.0015661261.42（0.72++0.88）×12×114.96×××0.855/=2011720.01290.0021顶点0.0320110.001399由表20可知，在在地震荷载作作用下层间相相对位移及顶顶点侧移均满满足要求5.6内力组合合各荷载载作用下的内内力计算完毕毕后，即可进进行框架各梁梁柱各控制截截面上的内力力组合。梁的的控制截面为为梁端及跨中中，每层框架架梁的控制截截面为6个，即图中中所示1，2，3，4，5，截面。而而柱有两个控控制截面，即即6，7截面，如图26。图26框框架梁柱控制制截面图框架梁柱控制截截面上的内力力组合过程如如下表所示表22：梁内力组组合楼层6层荷载组合内力12345恒载-39.4112.95-59.47-45-15.1799.34-3.76-106.86644.190活载-5.179.985-6.12-4.17-1.39.74-0.18-10.14.250风载±6.33±2.09±2.14±4.990±1.34±1.34±1.34±3.69±3.69地震±30.1±8.845±12.41±28.95±0±6.7±6.7±6.7±21.44±21.44内力组合1.2×恒载++1.4×活载-54.52149.52-79.93-59.84-20.02132.84-4.96-142.37758.9801.2×恒载++1.4×风载-38.4188138.47-68.37-47.01-18.2044-55.83132.61-76.4-59.84-18.2044121.08-2.636-126.37758.195.171.2×恒载++1.4×0.99×（活载+风载）-45.82149.81-76.4-52.97-19.84-61.77145.49-81.77-65.54-19.84133.17-3.05-139.27763.034.651.2×（恒载载+0.5×活载）+1.3×地震震作用-11.25153.03-57.66-18.87-18.98-89.51130.03-91.17-94.1377-18.98133.764.31-125.58884.4527.87最不利内力组合合-11.25153.03-57.66-18.87-18.2044-89.51130.03-91.17-94.1377-20.02133.764.31-142.37783.4527.87楼层5层荷载组合内力12345恒载-54.1387.77-56.7-32.5-11.3790.32-0.44-91.231.30活载-15.9227.64-18.1-11.93-1.6827.9-0.45-28.815.20风载±19.08±5.98±7.11±16.580±4.15±4.15±4.15±12.28±12.28地震±75.56±22.24±31.08±72.52±0±16.9±16.9±16.9±53.72±53.72内力组合1.2×恒载++1.4×活载-87.25144.02-93.38-55.7-15.9147.44-1.158-149.76658.8401.2×恒载++1.4×风载-38.24113.69-58.09-15.79-13.64-91.6796.95-77.99-66.21-13.64102.577.84-103.654.7517.191.2×恒载++1.4×0.99×（活载+风载）-60.97147.69-81.89-33.14-15.76-109.066132.62-99.81-74.92-15.76195.834.134-136.77772.1815.471.2×（恒载载+0.5×活载）+1.3×地震震作用23.72150.82-38.4555.37-14.65-172.74492.99-119.3004-133.188-14.65147.0921.17-104.755116.5269.84最不利内力组合合23.72150.82-38.4555.37-13.64-172.74492.99-119.3004-133.188-15.76195.8321.17-149.766116.5269.84楼层4层荷载组合内力12345恒载-54.788.03-55.6-32.7-11.5790.73-0.185-91.131.30活载-16.7827.06-18.4-11.63-1.3828.1-0.3-28.715.20风载±33±9.6±13.8±32.30±7.4±7.4±7.4±23.9±23.9地震±113.7±31.99±49.77±116.1±0±25.96±25.96±25.96±86.02±86.02内力组合1.2×恒载++1.4×活载-89.13143.52-92.48-55.5-15.82148.22-0.642-149.558.8401.2×恒载++1.4×风载-19.44119.07-47.45.98-13.88-111.84492.19-86.04-84.46-13.88119.2410.14-98.9671.0233.461.2×恒载++1.4×0.99×（活载+风载）-45.2151.83-72.52-13.19-15.6233-128.2662127.64-107.299-94.59-15.6233153.619.168-136.16686.82630.111.2×（恒载载+0.5×活载）+1.3×地震震作用72.18163.47-13.06104.75-14.72-223.59980.28-142.466-197.199-14.7122159.4833.35-92.79158.51111.83最不利内力组合合72.18163.47-13.06104.75-13.88-223.59980.28-142.466-197.199-15.6233Vmax159.4833.35-92.79158.51111.83楼层3层荷载组合内力12345恒载-54.788.03-55.6-32.7-11.5790.73-0.185-91.131.30活载-16.7827.06-18.4-11.63-7.3828.1-0.3-28.715.20风载±45.9±12.82±20.25±47.250±10.5±10.5±10.5±35±35地震±144.233±40.26±63.72±148.6±0±33±33±33±110.1±110.1内力组合1.2×恒载++1.4×活载-89.13143.52-92.58-55.52-24.2166148.22-0.642-149.558.8401.2×恒载++1.4×风载-1.38123.59-38.3826.91-13.88-129.987.68-88.8-105.399-13.88123.5814.48-94.62245.7491.2×恒载++1.4×0.99×（活载+风载）-28.9155.59-64.395.64-4.58-144.622123.57-115.422-113.433-4.58157.5112.63-132.255100.8144.11.2×（恒载载+0.5×活载）+1.3×地震震作用82.95174.215.076117.33-18.32-234.36669.53-160.666-209.777-18.32168.6442.49-100.866167.8121.14最不利内力组合合82.95174.215.076117.33-4.58-234.36669.53-160.6-209.777-18.3122168.6442.49-94.62167.8121.14楼层2层荷载组合内力12345恒载-54.788.03-55.6-32.7-11.5790.73-0.185-91.131.30活载-16.5727.04-18.66-11.75-14.9827.9-0.4-28.715.20风载±59.61±16.95±25.7±60.10±13.5±13.5±13.5±44.5±44.5地震±171.2±48.6±74.04±172.7±0±38.93±38.93±127.9±127.9±127.9内力组合1.2×恒载++1.4×活载-88.84143.49-92.84-55.69-15.98147.9-0.78249.558.84101.2×恒载++1.4×风载17.82129.37-30.7444.9-13.88149.0981.89-102.7-123.388-13.88127.7818.678-90.4299.8662.31.2×恒载++1.4×0.99×（活载+风载）-11.41161.07-57.8521.68-15.77-161.633118.34-122.611-129.777-15.77161.0416.284-128.477112.7853.41.2×（恒载载+0.5×活载）+1.3×地震震作用147.0044185.0418.336168.79-15.77-298.17758.68-174.1668-270.888-15.77176.2350.15-75.93213.04168.96最不利内力组合合147.00185.0418.336168.79-13.88-298.17758.68-174.1668-270.888-15.98Vmax176.2350.15-128.477213.04168.96楼层1层荷载组合内力12345恒载-46.693.32-53.1255-34.35-13.2289.7-1.2-92.131.30活载-14.9628.32-17.7-12.3-2.0527.8-1.1-2.8915.20风载±86.4±26.26±33.87±79.03±0±19.1±19.1±19.1±58.5±58.5地震±220.1±66.7±86.7±202.3±0±48.69±48.69±149.855±149.8±149.8内力组合1.2×恒载++1.4×活载-76.86151.63-88.53-58.44-20.02146.56-20.98-150.98858.4401.2×恒载++1.4×风载65.04148.06-16.3369.42-15.86-176.88875.213-111.166-151.866-15.86134.3825.3-83.78119.4681.91.2×恒载++1.4×0.99×（活载+风载）34.09180.76-43.3842.86-18.45-183.633114.57-110.122-156.299-18.45166.7321.24-122.877130.4273.711.2×（恒载载+0.5×活载）+1.3×地震震作用221.2213.7938.34214.39-17.0944-351.03340.37-187.088-311.599-17.0944187.6261.19-64.56241.4194.80最不利内力组合合221.2213.7938.34214.39-15.86-351.03340.37-187.088-311.599-18.73187.6261.19-150.988241.4194.80表23柱内内力组合表层号6层柱号柱B柱C恒载=1\*GB3①32.5746.3250.99-14.86-17.08290.7活载=2\*GB3②8.4616.0918.81-3.3-2.2939.1风荷载=3\*GB3③±4.68±6.33±1.34±6.7±7.13±2.35地震荷载=4\*GB3④±22.2±30.1±6.7±33.8±41.36±14.74内力组合1.2×恒载++1.4×活载Nmax,M50.9364.08327.5-22.45-23.7403.58|Mmax|,,N50.9364.08327.5-22.45-23.7403.581.2×恒载++1.4×风载Nmax,M45.6469.05303.06-8.452-10.51352.13Nmin,M32.5546.69299.31-27.71-30.48345.55|Mmax|,,N45.6469.05303.06-27.21-30.48352.131.2×恒载++0.9×11.4×（活载+风载）Nmax,M55.64101.15326.58-13.55-14.39401.0677Nmin,M43.8455.26322.62-30.43-32.37395.15|Mmax|,,N55.64101.15326.58-30.43-32.37401.06771.2×（恒载载+0.5×活载）+1.3×地震作用Nmax,M73.0298.34383.6824.1331.89391.46Nmin,M15.3020.084303.76-53.61-76.94353.14|Mmax|,,N73.0298.34383.6853.61-76.94391.46最不利内力组合合Nmax,M73.02101.15383.6824.331.89403.58Nmin,M15.3020.084299.31-53.61-76.94345.55|Mmax|,,N73.02101.15383.68-53.61-76.94403.58层号5层柱号柱B柱C恒载=1\*GB3①32.1831.11503.62-13.51-13.43570.1活载=2\*GB3②9.8710.27672.61-3.98-3.988.9风荷载=3\*GB3③±11.8±14.4±5.49±16.99±16.99±10.48地震荷载=4\*GB3④±43.66±53.36±23.6±69.8±69.8±51.56内力组合1.2×恒载++1.4×活载Nmax,M52.4351.72705.9-21.78-21.57808.58|Mmax|,,N52.4351.72705.9-21.78-21.57808.581.2×恒载++1.4×风载Nmax,M55.1457.49612.037.577.67698.79Nmin,M22.09617.172596.66-39.99-39.9669.45|Mmax|,,N55.1457.49612.03-39.99-39.99698.791.2×恒载++0.9×11.4×（活载+风载）Nmax,M65.9268.4703.130.1810.37809.34Nmin,M36.1832.13688.9-42.63-42.63782.93|Mmax|,,N65.9268.4703.13-42.63-42.63809.341.2×（恒载载+0.5×活载）+1.3×地震作用Nmax,M101.29112.86678.5972.1472.28801.49Nmin,M-12.2188-25.88617.23-109.344-109.3670.4|Mmax|,,N101.29112.86678.59-109.344-109.3801.49最不利内力组合合Nmax,M101.29112.86705.972.1472.28809.34Nmin,M-12.2188-25.88596.66-109.344-109.3669.4|Mmax|,,N101.29112.86705.9-109.344-109.3809.34层号4层柱号柱B柱C恒载=1\*GB3①32.1832.18756.3-13.51-13.51850.5活载=2\*GB3②9.879.87141-3.98-3.98177.7风荷载=3\*GB3③±19.2±21.2±12.89±29.1±29.1±26.98地震荷载=4\*GB3④±63.41±70.1±49.56±96.1±96.1±111.622内力组合1.2×恒载++1.4×活载Nmax,M52.4352.431104.9-21.78-21.781176.988|Mmax|,,N52.4352.431104.9-21.78-21.781176.9881.2×恒载++1.4×风载Nmax,M65.4968.29925.624.5324.531058.4Nmin,M-11.748.94889.5-56.95-56.95982.53|Mmax|,,N65.4968.29925.2-56.95-56.951058.41.2×恒载++0.9×11.4×（活载+风载）Nmax,M75.2477.761101.415.4415.441178.499Nmin,M26.8624.341068.9-57.89-57.891110.500|Mmax|,,N75.2477.761101.4-57.89-57.891178.4991.2×（恒载载+0.5×活载）+1.3×地震作用Nmax,M126.9135.671056.5103.94103.941272.322Nmin,M-37.89-46.59927.7-135.911-135.9118982.11|Mmax|,,N126.9135.671056.4-135.911-135.91272.322最不利内力组合合Nmax,M126.9135.671104.966103.94103.941272.3226Nmin,M-37.89-46.59889.5-135.922-135.9982.11|Mmax|,,N126.9135.671104.9-135.922-135.1272.322层号3层柱号柱B柱C恒载=1\*GB3①32.1832.181008.9997-13.51-13.511130.7活载=2\*GB3②9.879.87209.4-3.87-3.98266.5风荷载=3\*GB3③±26.7122±26.7122±23.4±38.4±38.4±51.48地震荷载=4\*GB3④±80.82±80.82±82.56±116.3±116.3±188.755内力组合1.2×恒载++1.4×活载Nmax,M52.452.41403.9-21.63-21.781529.944|Mmax|,,N52.452.41403.9-21.63-21.781529.9441.2×恒载++1.4×风载Nmax,M76.0176.011243.537.5537.551328.9Nmin,M12.1912.191178.0-69.9-69.91283.933|Mmax|,,N76.0176.011243.566-69.9-69.91328.91.2×恒载++0.9×11.4×（活载+风载）Nmax,M84.784.71404.127.2927.291557.499Nmin,M17.3917.391304.1-69.47-69.471427.766|Mmax|,,N84.784.71404.122-69.47-69.471557.4991.2×（恒载载+0.5×活载）+1.3×地震作用Nmax,M141.5141.51443.7132.66132.661562.1Nmin,M-60.5-60.51229.1-159.7-159.71271.366|Mmax|,,N141.5141.51443.7-159.7-159.71562.1最不利内力组合合Nmax,M141.5141.51443.7132.66132.661562.1Nmin,M-60.5-60.51178.0-159.7-159.71271.366|Mmax|,,N141.5141.51443.7-159.7-159.71562.1层号2层柱号柱B柱C恒载=1\*GB3①36.1832.181261.699-14.47-13.511411活载=2\*GB3②11.5710.18277.6-4.161-4.25355.24风荷载=3\*GB3③±32.9±32.9±36.9±47.4±47.4±82.48地震荷载=4\*GB3④±90.4±90.4±121.499±130.5±130.5±277.799内力组合1.2×恒载++1.4×活载Nmax,M59.6152.871702.6-23.19-22.162011.544|Mmax|,,N59.6152.871702.6-23.19-22.162011.5441.2×恒载++1.4×风载Nmax,M89.4784.671565.648.9950.151808.6Nmin,M-2.64-7.4441462.3-83.72-82.571577.733|Mmax|,,N89.4784.671565.699-83.72-82.571808.61.2×恒载++0.9×11.4×（