复件 学士某商场毕业设计含计算书建筑结构图

毕业设计（说明）PAGEPAGE2摘要建筑地点：constructionSite：YangQuan结构形式：框架结构constructionSysten:Framestructure建筑面积：6021.5m2floorArea:6021.5m2层数/高度：5层/21.6mstories/Height:5stories/21.6m主要用途：商场、办公mainUse:Shopping、office关键词：框架结构framestructure现浇混凝土cast-in-placeconcreate条形基础spreadfootings屋面板roofplate正截面normalsection根据教学要求入手，从“灵活使用”的角度出发，绿化与建筑相结合，改善外部购物环境。内部采用大、中、小不同的空间尺寸以及斜线、曲线等不同的要素，构成了富于层次流动感强的浓郁的气氛。宏利商场是一座集购物、餐饮、办公为一体的综合的现代商厦在设计理念上，力求充分体现现代化一流商厦的特点和友谊商厦的特性。在整体造型上突出现代、新颖、做到简洁、明快、虚实相接、刚柔相济、给人以蓬勃向上的感觉。设计上采用钢结构、外装饰铝板、拉索点式玻璃幕墙等新技术、新材料、突出钢结构特点，钢、玻璃、铝板有机结合，创造一个满足功能、符合环境、有鲜明现代性的建筑形象。透过通透落地玻璃幕墙，使室内、室外空间相互交融，同时作为窗口，使商厦的景物景象展示给路人"Flexibleuse"andcombinationofgreeningandbuildinglatgelyimproveitsoutsideshoppingenvironment.Intheinside,laige,mediumandsmall--sizedspice,togetheiwiththevariousbuildingelemenrslikediagonalandcurve,createsadenseatmosphere.Xin'Plazaconveysthetraditionalcharmofmodernarchitecture,andeffectivelybillboatd.GeriPlazaisanintegratedincludingshopping,restaurants,entertainmentcenteandoffices.Intermsofdesignconcept,thedesignerstriedtofullymaterializeboththegeneralfeaturesoffirst-classmodemshoppingmallandtheuniqueidentityofFriendshipShoppingMall.Intermsofoverallform,thisshoppingmallgivesprioritytomodernismandnoveltyitsconciseandlivelyshapeconveysasenseofvigorandaggression.Steelstrure,aluminumplateouterdecorationandsuspendedcablepointglasscurtainwallandothermewtechniqueandmaterialsareintroducedintothedesign,givingprominencetothecharacteristicofsteelstructure.Theharmoniouscombinationofsteel,glassandaluminumpatecreatesanidantityofmodematchitecturethatcannotonlymeetthefunctionalrequirementsbutalsoassortwiththeenvuribnebt.Thetransparentfloorglasscurtainwallmakestheoutdoorandindoorspacemeet.Anditisalsoawindow,showingthepassersbytheindoorsceneryoftheshoppingmall.第一部分：建筑设计㈠建筑概况1、设计题目：商场2、建筑地点及拟建基地平面图本建筑，场地平坦，由主管批准拟建基地平面图见附图3、建筑介绍：建筑面积约6021.5m2，楼盖及屋盖均采用现浇钢筋混凝土框架结构，楼板厚度取120mm，填充墙采用蒸压粉煤灰加气混凝土砌块，层数为五层，一层层高为4.8m，二层至五层为4.2m，室内外地坪高差为0.45，本商场柱距为6m，局部采用7.8m。㈡建筑技术条件资料1、气象条件：阳泉地区基本风压0.40kn/m2，基本雪压0.35kn/m2。2、地质条件：见表下表序号岩土分类土层深度(mm)厚度范围（mm）地基承载力ffk(kpa)1234杂填土粘土卵石砂岩0.0—0..80.8—2..52.0—8..58.5—155.06.5150300450注：1）天、地下水。2）表中给定土层由自然地平算起。建筑地点：冰冻深度-0.7m，建筑场地类别为二类场地土，设防烈度为8。3、框架结构承重方案的选择竖向荷载的传力途径：楼板的均布活载和恒载直接作用在主梁上，再由主梁传至框架柱，最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径，本商场框架的承重方案为横向框架承重方案，这可使横向框架梁的截面高度大，增加框架的横向侧移刚度。4、框架结构的计算简图本方案中，需近似的按横向的平面框架计算。5、梁柱截面尺寸的初步确定①梁截面高度一般取梁跨度的1/12至1/8。本方案取1/12×7800=650mm，截面宽度取600×1/2=300mm，可得梁的截面初步定为b×h=300mm×650mm。②框架柱的截面尺寸根据柱的轴压比限值，按下列公式计算：（1）柱组合的轴压力设计值N=βFgEn注：β考虑地震作用组合后柱轴压力增大系数，边柱取1.3，不等跨内柱取1.25，等跨内柱取1.2。F按简支状态计算柱的负载面积gE折算在单位建筑面积上的重力荷载代表值，可近似的取12-15kN/m2n为验算截面以上的楼层层数。（2）Ac≥N/UNfc注：UN为框架术轴压比极限值，本方案为二级抗震等级，查《抗震规范》可知取为0.8；fc为混凝土轴心抗压强度设计值，对C30，查得14.3N/mm2。（3）计算过程对于边柱：N=βFgEn=1.3×18×13×5=1521(kN)Ac≥N/UNfc=1521×103/0.8×14.3=132954.5(mm2)取600mm×600mm对于内柱：N=βFgEn=1.25×48.42×13×5=3934.13(kN)Ac≥N/UNfc=3934.13×103/0.8×14.3=343892.5(mm2)取600mm×600mm第二部分框架侧移刚度的计算梁的线刚度混凝土为C30，Ec=3×1010N/mm2在框架结构中，有现浇层楼面，可以作为梁的有效翼缘，增大梁的有效刚度，减少框架侧移，为考虑I0这一有利作用，在计算梁的截面惯性矩时，现浇楼面得边框架取I=1.5I0(I0为梁的截面惯性矩)，对中框架梁取I=2.0I0柱线刚度ic=bh3/12层次hc(mm))Ec(N/mmm2)b×hIc(mm44)Kc=EccIc/hc2～442003.0×1004600×60001.08×110107.71×11010157503.0×1004600×60001.08×110105．63×11010横梁线刚度Ib的计算梁号Ec(N/mmm2)b×h(mm×mmm)I0(mm44)L(mm)kb=EcI0/L(N·mm))边框架1.55EcI0/L(N·mm))中框架2EccI0/L(N·mm))L13.0×1104300×65506．9×100960003．45×110105．18×110106．9×10010L23.0×1104300×65506．9×100978002．65×110103．98×110105.3×10010L33.0×1104300×65506．9×100930006．9×1001010．35××101001．38×11010四、各层框架横向侧移刚度计算（D值法）1、底层①边跨边柱A-1,A-9(2根)k=ib/ic=5.18/5.63=0.92ac=(0.5+k)/(2+k)=0.4865.185.63Di1=ac×12×ic/h2=0.486×12×5.63×1010/57502=9931②边跨中柱A-2,A-3,A-4,A-5,A-6,A-7,A-8,B-1,B-9,E-2,E-3,E-6,E-7(13根)k=5.18×2/5.63=1.83ac=(0.5+k)/(2+k)=0.61Di2=ac×12×ic/h2=0.61×13×5.63×1010/57502=12456③E-4,E-5,E-8,(1/D)-9(4根)k=ib/ic=10.35/5.63=1.838ac=(0.5+k)/(2+k)=0.6110.355.63Di3=ac×12×ic/h2=0.61×12×5.63×1010/57502=12456④(1/D)-4,(1/D)-5,(1/D)-8（3根）k=13.8×2/5.63=4.9ac=(0.5+k)/(2+k)=0.78313.813.85.63Di4=ac×12×ic/h2=0.783×12×5.63×1010/57502=16000⑤C-1,C-9,D-1（3根）k=5.18+3.98/5.63=1.63ac=(0.5+k)/(2+k)=0.5875.183.985.63Di5=ac×12×ic/h2=0.587×12×5.63×1010/57502=11995⑥B-2,B-3,B-4,B-5,B-6,B-7,B-8（7根）k=6.92×2/5.63=2.45ac=(0.5+k)/(2+k)=0.663Di6=ac×12×ic/h2=0.663×12×5.63×1010/57502=13548⑦C-2,C-3,C-4,C-5,G-6,G-7,G-8,D-2,D-3,D-4,D-5,D-6,D-7（13根）k=6.9+5.3/5.63=2.17ac=(0.5+k)/(2+k)=0.63Di7=ac×12×ic/h2=0.64×12×5.63×1010/57502=13078⑧D-8,D-9（2根）k=10.35+3.98/5.63=2.552.252.25ac=(0.5+k)/(2+k)=0.676.29Di8=ac×12×ic/h2=0.67×12×5.63×1010/57502=13691∑D1=9931×2+12456×4+12456×13+16000×3+11995×3+13548×7+13078×13+13691×2+10830=6188142、第二层～第三层①A-1,,A-8,,E-88,(3根)k=55.18××2/7..71×22=0.667255.18ac=k/((2+k))=0.22517.711Di1=acc×12××ic/h25..18=0.2511×12××7.711×10110/422002=131165②A-2,AA-3,AA-4,AA-5,AA-6,AA-7,EE-2,EE-3,EE-4,EE-5,EE-6,EE-7(112根)k=6.99×2/77.71××2=0..8956.9ac=k//(2+kk)=0..3097..71Di2=acc×12××ic/h26.9=0.3099×12××7.711×10110/422002=162207③B-1,BB-9（2根）5.1885..18k=5.188×4/77.71××2=1..3447.771ac=k/((2+k))=0.44025.1185.188Di3=acc×12××ic/h2=0.4402×112×7..71×11010/422002=210084④C-1,DD-1,CC-9,DD-9（4根）5.183.988k=5.188+3.998/7..71=11.197.711ac=k/((2+k))=0.33735..183.998Di4=acc×12××ic/h2=0.3373×112×7..71×11010/422002=195563⑤B-2,BB-3,BB-4,BB-5,BB-6,BB-7（6根）6..96.9k=6.9××4/7..71×22=1.887.711ac=k/((2+k))=0.44746.996.9Di5=acc×12××ic/h2=0.4474×112×7..71×11010/422002=248861⑥C-2,CC-3,CC-4,CC-5,CC-6,CC-7,DD-2,DD-3,DD-4,DD-5,DD-6,DD-7(112根)6.95..37.771k=6..9+5..3/7..71=11.58ac=k/((2+k))=0.4446..95.3Di6=acc×12××ic/h2=0.444×12××7.711×10110/422002=230078∑D2=133165××3+166207××12+2210844×2+199563××4+244861××6+233078××12=77805001∑D1/∑DD2=0.779＞0.7,该框架为为规则框架架。第三部分重力荷载载代表值的的计算一、查《荷载载规范》可可取1、屋面永久久荷载标准准值（不上人）30厚细石混混凝土保护护层0.003×222=0.666kN//m2冷底子油一遍遍三毡四油油防水层00.4kkN/m2220厚矿渣水水泥找平层层14..5×0..02=00.29kN/mm260厚聚苯乙乙烯保温层层0.066×0.55=0.003kN//m2100一1550mm厚厚膨胀珍珠珠岩找坡(2%)0.1++0.155/2/77=0.888kN//m220厚矿渣水水泥找平层0.022×14..5=0..29kNN/m2120钢筋混混凝土板25××0.122=3kkN/m2220厚水泥砂砂浆板底抹抹灰0.002×200=0.4kN/mm2合计:5.955kN//m22、楼面均布布恒荷载（1～4层）水磨石地面((10mmm面层,20mmm水泥砂砂浆打底)00.65kN/mm2120mmm厚钢筋混混凝土板25××0.2==3kNN/m220mm厚厚水泥砂浆浆板底抹灰灰0.022×20==0.4kN/mm2合计:4.055kN/mm23、屋面及楼楼面可变荷荷载标准值值不上人屋面均均布活荷载载标准值2.0kN/mm2楼面活荷载标标准值3.5kNN/m2屋面雪荷载标标准值SK=UXS0=1.00×0.335=0..35kkN/m22(式中UX为屋面积积雪分布系系数)4、梁柱密度度25kNN/m2,蒸压粉粉煤灰加气气混凝土砌砌块5.5kN/mm3。二、重力荷载载代表值的的计算1、第一层（1）梁、柱柱类别净跨（mm）截面(mm)密度(kN/m33)体积(m3))数量(根)单重(kN)总重(kN))横梁5400300×6550251.0532226.3255579.1557200300×6550251.404935.1315.92400300×6550250.468511.758.5纵梁5400300×6550251.0533426.33895.0553300300×6550251.404535.1175.5类别计算高度(mmm)截面(mm××mm)密度(kN//m3)体积(m3))数量(根)单重(kN))总重(kN))柱5750600×6000252.074751.752432.33（2）内外填填充墙重的的计算①横墙：AB跨墙，墙墙厚2000mm,计算长度度5400mmm,计算高度度48000-6500=41550mm单跨体积：0.22×5.44×4.155=4.4822m3单跨重量：5.5×4.4882=24.665kN数量：8总重：24..65×8=197..2kNBC跨①轴、②轴、墙厚2000mm,计算长度度60000-30000=30000mmm,计算高度度4150mm单跨体积：0.22×3×4.155=2.499m3单跨重量：22.49××5.5==8.699kN数量：2总重:13..695××2=27.339kNNCD跨①轴、墙墙厚2000mm,计算长度度11000mm,,计算高度度41500mm单跨体积：0.22×1.11×4.115=0..913m3单跨重量：00.9133×5.55=8.669kNN数量：3总重:5.002×3==15.006kNN⑧轴、墙厚2200mmm,计算长度度78000mm,,计算高度度41500mm单个体积：00.2×(7.8××4.155-1.2×2.4))=5.7m3数量：1总重：5.99×5.55×1=32.445kN⑨轴、墙厚2200mmm,计算长度度78000mm,,计算高度度41500mm单跨体积：0.22×7.88×4.115=6..474m3单跨重量：66.4744×5.55=35..61kNN数量：1总重:35..61×1=35.661kNNDE跨⑧轴、墙墙厚2000mm,计算长度度24000mm,,计算高度度41500mm单跨体积：0.22×2.44×4.115=1..992m3单跨重量：11.9922×5.55=10..96kkN数量：3总重:10..96×33=32..88kkN玻璃幕墙1.8×4..8×1.5=25.992kN1.5×4..8×1..5×3==32.44kN横墙总重：1197.22+27.339+15.006+32.445+35.661+32.888+255.92++32.44=3988.91kkN②纵墙A轴,[(66-0.66)×44.15--1.8××2.1××2]××0.2==2.977m32.97×66=17..82mm3[(13-00.6)××4.155-1.88×2.11]×0..2=1..24m33[(13-00.6)××4.155-0.66×0.66]×0..2=1..92m33[(16-00.6)××4.155-0.66×0.66×2]××0.2==4.3336m366×2.997+1..24+11.92++4.3336=255.32mm3225.322×5.55=1399.26kkNE轴1.22×4.115×0..2=0..996mm30.996××5.5××5=277.35kkN(0.6-00.3)××4.155×0.22×5.55×10==13.77kN玻璃幕墙1.8××4.8××1.5××10=1129.66kN纵墙总重139..26+227.355+13..7+1229.6==309..91kNN弧形玻璃幕墙墙1×33.14××4.8××12×11.5/44=67.882kNN⑶窗户计算((钢框玻璃璃窗）C-1尺尺寸：24000mm×41500mm自自重：0.44kN/mm2数数量：2重重量：4..15×22.4×00.4×22=7.977kNC-2重重量：（1.5--0.3）×4.155×0.44×2=3.988kNC-10尺寸：180000mm×2100mmm自自重：0.44kN/mm2数数量：13重重量：1..8×2..1×0.44×13=19.666kNC-20尺尺寸：600mmm×600mmm自自重：0.44kN/mm2数数量：1重重量：0.6××0.6××0.4××1=0.1444kN总重：19..66+0.1444+7.977+3.9884=31.776kN⑷门重计算M-1:木门门尺尺寸：9000mm×21000mm自重：0.155kN/m2数量：5重量：0.99×2.11×0.115×5=1.422kNM-2:木门门尺寸：7000mm×21000mm自重：0.155kN/m2数量：2重量：0.77×2.11×0.115×2==0.4441kNM-3:铁门门尺寸：30000mm×2400mmm自重：0.4kN/m2数量：1重量：3×22.4×0.4×1=2.888kNM-4:木门门尺寸：7000mm×21000mm自重：0.155kN/m2数量：2重量：0.77×2.11×0.115×2==0.4441kNM-6：钢框框玻璃门尺寸：48000mm×30000mm自重：0.4kkN/mm2数量：1重量：3×44.8×00.4×11=5.766kNM-8：钢框框玻璃门尺寸：30000mm××30000mm自重：0.4kkN/mm2数量：2重量：3×33×0.44×2=77.2kNN总重：1.442+0.4441+2.888+7.2+5.766=17.77kN⑸楼板恒载、活活载计算（楼楼梯间按楼楼板计算）面积：(499.8+00.6)××(25..8+0..6)-00.6×00.6×447-3××6=1295..64m2恒载：4.005×12955.64==52477.3422kN活载：3.55×12995.644=45344.74kkN由以上计算可可知：一层层重力荷载载代表值为为G1=G恒++0.5××G活=(579..15+3315.99+58..5)×11.05++(8955.05++175..5)×11.05++24322.25××1.055+3988.91++309..91+331.766+17..7+52247.3342+44534..74×00.5=129522.23kN2、第二层的的计算（1）梁、柱柱类别净跨（mm）截面(mm)密度(kN/m33)体积(m3))数量(根)单重(kN)总重(kN)横梁5400300×6550251.0532226.3255579.1557200300×6550251.404935.1315.92400300×6550250.468511.758.5纵梁5400300×6550251.0533426.33895.0553300300×6550251.404535.1175.5类别计算高度(mmm)截面(mm××mm)密度(kN//m3)体积(m3))数量(根)单重(kN))总重(kN))柱4200600×6000251.5124737.81776.66(2)内外外填充墙的的计算横墙墙总重1899.91++23.444+122.9+227.288+30..47+228.122+22..68+228.355=3663.155kN纵墙墙总重比较第二二层纵墙与与第一层的的区别有B⑧⑨,C⑧⑨,D⑧⑨跨有内墙墙{4××[(6--0.6))×3.555]-00.9×22.1×22}×5..5=4006.855kN可知第第二层纵墙墙总重为2599.71++338..58=5598.229kN⑶窗户计算：：(钢框玻璃璃窗)比较第二层与与第一层窗窗A⑧⑨没窗,⑨轴为4个C-100,1个C-2331.8×2..1×0..4×4==6.055kN0.6×0..6×0..4×1==0.1444kNN比较后第二层层窗的总重重为31..76+66.05++0.1444=377.9544kN⑷门重计算M-1：木门门尺寸：9000mm×21000mm自重：0.155kN/m2数量：8重量：0.99×2.11×0.115×8=2.2668kNM-2:木门门尺寸：7000mm×21000mm自重：0.155kN/m2数量：2重量：0.77×2.11×0.115×2==0.4441kN总重：2.2268+00.4411=2.711kN⑸楼板恒载、活活载计算（楼楼梯间按梯梯板计算）面积：12559.644m2,恒载:52447.344kN,活载：45534.774kN由以上计算可可知：二层层重力荷载载代表值为为：G2=G恒恒+0.5GG活=(953..55+11070..55+11776..6)×11.05++363..15+337.9554+2..268++0.4441+5247..34+44534..74×00.5=124699.63kkN3、第三、四四层（1）梁、柱柱类别净跨（mm）截面(mm)密度(kN/m33)体积(m3))数量(根)单重(kN)总重(kN)纵梁2100300×6550250.41410.25412700300×6550250.53413.25535400300×6550251.052526.25656.2557200300×6550251.404535.1175.5横梁5400300×6550251.052526.25656.2557200300×6550251.404835.1280.8类别计算高度(mmm)截面(mm××mm)密度(kN//m3)体积(m3))数量(根)单重(kN))总重(kN))柱4200600×6000251．5124337.8162.544（2）内外填填充墙的计计算横墙①轴（6--0.6）×3.555×0..2×5..5=211.09kkN21.009×6==126..54kNN⑨轴C轴,,D轴(7..8-0..6)×33.55××0.2××5.5==28.1121.22×3.555×0..2×5..5=4..69kNN11.1×33.55××0.2××5.5××2=8..59kNN((0.6--0.3))×3.555×0..2×5..5×4==4.699kN玻璃幕墙1.8××4.2××1.5××2=222.68kkN1..5×4..2×1..5×3==28.335kN6×44.2×11.5=337.8kkN横墙总重：1126.554+288.12++4.699+8.559+4..69+222.688+28..35+337.8==261..46kNN纵墙A轴①,③③④,④⑤,⑥⑦,⑦⑧[((6-0..6)×33.55--1.8××2.1××2]×00.2×55.5×44=51..084kkN②,⑤⑤⑥[((7.8--0.6))×3.555-1..5×2..1×3]]×0.22×5.55=17..721kkN③,①①②[((2.7--0.6))×3.555-0..6×0..6]×00.2×55.5=77.8kNN④,②②③[((3.3--0.6))×3.555-1..8×2..1]×00.2×55.5=66.39kkN⑤,⑧⑧⑨(66-0.66)×3..55×00.2×55.5×22=21.009kNE轴1..2×3..55×00.2×55.5×55=23..43kNN(6-0..3)×33.55××0.2××5.5××10=111.722kN玻璃幕墙1.8××4.2××1.5××10=1113.44kN7..8×4..2×1..5=499.14kkN楼梯间间2.77×3.555×0..2×5..5×2==21.009kN纵墙总重：551.0884+177.7211+7.88+6.339+422.18++23.443+111.72++113..4+499.14++21.009=3443.966kN⑶窗户计算C-10尺寸：18000mm×2100mmm自重重：0.44kN/mm2数量：9重量量：1.88×2.1×0..4×9=13.661kNC-22尺寸：15500mmm×2100mmm自重重：0.44kN/mm2数数量：3重重量：1.5×2.1×0.44×3=3.788kNC-23尺寸：600mmm×600mmm自重：0.44kN/mm2数量：1重量：0..6×0.6×00.4×11=0.1444kN总重：13..61×33.78++0.1444=17.5534kNN⑷门重计算木门尺寸寸：900mmm×21000mm自重：0.155kN/m2数量：3重量：0.99×2.11×0.115×3=0.855kN⑸楼板恒载、活活载计算（楼楼梯间按楼楼板计算）面积：43..8×255.8=11130..04mm2恒载：4..05×11130..04=44576..66kkN活载：3..5×11130.004=39955.114kNN由以上计算可可知：三层层重力荷载载代表值为为:G3=G恒++0.5GG活=(41++53+6656.225+1775.5++656..25+2280.88)×1..05+1162.554×1..05+3343.996+2661.466+17..534++0.855+45776.666+39555.144×0.55=9304..63kkN4、顶层（1）梁、柱柱柱1622.54kkN梁横梁9225.755kN纵梁9337.055kN（2）内外填填充墙的计计算①横墙(6-0.66)×3..55×00.2×55.5×113=2774.133kN(7.8-00.6)××3.555×0.22×5.55×2=556.2332kN(3-0.33)×3..55×00.2×55.5×44=42.1174kNN1.2×3..55×00.2×55.5=44.6866kN1.1×3..55×00.2×55.5×22=8.5591kNN(6-0.33)×3..55×00.2×55.5×44=46..86kNN1.8×4..2×1..5×2==22.668kN1.5×4..2×1..5×3==28.335kN总重：2744.13++56.2232+42.1174+4.6886+8.5991+46.886+22.668+28.335=441..53kNN纵墙[(22.7-00.6)××3.555-0.66×0.66]×0..2×5..5=7..8kN[(3.3--0.6))×3.555-1..8×2..1]×00.2×55.5=66.39kkN[(6-0..6)×33.55--1.8××2.1××2]×00.2×55.5×44=51..084kkN[(7.8--0.6))×3.555-1..5×2..1×3]]×0.22×5.55=17..721kkN(6-0.66)×3..55×00.2×55.5=221.099kN[(6-0..6-0..6)×33.55--0.9××2.1]]×0.22×5.55=16..67kNN(34.8××3.555-0.99×2.11×2-11.5×22.1×22)×0.2××5.5==124..81kNN(6-0.66)×3..55×00.2×55.5×44=84..35kNN[(6-0..6)×33.55--1.5××2.1]]×0.22×5.55=17..622kkN(18×3..55-00.9×22.1)××0.2××5.5==68.2211kNN[(6-0..6)×33.55--0.9××2.1]]×0.22×5.55×3=557.022kN[(7.8--0.6))×3.555-0..9×2..1]×00.2×55.5=226.044kN1.2×3..55×00.2×55.5×55=23..43kNN(0.6-00.3)××3.555×0.22×5.55×10==11.772kN玻璃幕墙1.8××4.2××1.5××10=1113.44kN7.8××4.2××1.5==49.114kN总重7.88+6.339+511.0844+17..721++21.009+166.67++124..81+884.355+17..622++68.221+577.02++26.004+233.43++11.772+1113.4++49.114=6996.5kkN⑶窗户计算总重：17..534kkN⑷门重计算M-1：木门门尺寸：：900mmm×21000mm自重：0.155kN/m2数量：100重量：0.99×2.11×0.115×100=2.8335kNM-15:木木门尺寸：15000mm××21000mm自重：0.155kN/m2数量：3重量：1.55×2.11×0.115×3=1.422kN总重：：2.8335+1..42=4.2555kN（5）楼板恒恒载、活载载计算（楼楼梯间按楼楼板计算）面积：11330.044m2恒载：5955×11330.044=67223.733kN活载：22.0×11130..04=22260..08kNN雪载:11130..04×00.2=2226.001kN由以上计算可可知：顶层重力荷荷载代表值值为：G4=G恒++0.5GG活=(6696.55+4411.53))×0.55+1622.54××1.055×0.55+(9225.755+9377.05))×1.005+(11.42++17.5534)××0.5++67233.75++22600.08××0.5++226..01×00.5=104733.55kkN集中于各各楼层标高高处的重力力荷载代表表值Gi的计算算结果如下下图所示：：第四部分横横向水平荷荷载作用下下框架结构构的内力和和侧移计算算一、横向自振振周期的计计算基本自振周期期T1(S)可按下式式计算：T1=1.77ψT(UT)1/2注：UT假想想把集中在在各层楼面面处的重力力荷载代表表值Gi作为水平平荷载而显显得的结构构顶点位移移；ψT结构基本本自振周期期考虑非承承重砖墙影影响的折减减系数，取取0.7。UT按以下公公式计算：：VGi=∑GGk(△U)i==VGi/∑GiJUT=∑(△△U)注：∑GiJJ为第i层的层间间侧移刚度度；(△U)i为第i层的层间间侧移；(△U)k为为第K层的层间间侧移；S为同层内框框架柱的总总数。结构顶点的假假想侧移计计算过程见见下表：结构顶点的假假想侧移计计算层次Gi(kN))VGi(kNN)∑Di(N/mm))△Ui(mmm)Ui(mm))510586..5610586..56780501113.6219.649304.66319891..19780501125.520639304.66329195..82780501137.4180.5212469..6341665..45780501153.4143.1112952..2354617..68608814489.789.7T1=1.77ψT(UT)1/2=1.7×00.7×((0.21196)1/22=0.56((S)二、水平地震震作用及楼楼层地震剪剪力的计算算本结构高度不不超过400m，质量量和刚度沿沿高度分布布比较均匀匀，变形以以剪切型主主，故可用用底部剪力力法计算水水平地震作作用，即：：1、结构等效效总重力荷荷载代表值值GeqGeq=0..85∑Gi=0.85××(129952.223+124669.633+93044.63++93044.63++105886.566)=464255.03kkN2、计算水平平地震影响响系数a1查表得二类场场地近震特特征周期值值Tg=0.335S查表得高防烈烈度为7度的amax=00.08a1=(Tgg/Tr)rη2amax注：r为曲线线下降段的的衰减指数数，一般到到0.9;;ηη2为阻尼调调弯系数，一一般取1.0;;a1=(0..35/00.56)0.9×11.0×00.08==0.055243、结构总的的水平地震震作用标准准值FEKFEK=a11Geq=0..05244×464225.033=24322.67kkN因1.4Tgg=1.44×0.335=0..49S＜T1=0.556S，所以应应考虑顶部部附加水平平地震作用用。顶部附附加地震作作用系数：：δn=0.008T1+0.007=0..08×00.56+0.007=0..11488△F5=0..11488×24322.67==279..27kN各质点横向水水平地震作作用按下式式计算：Fi=GiHHiFEK(1-δn)/(∑GkHK)=(GGiHi/∑GkHK)×21553.4kkN地震作用下各各楼层水平平地震层间间剪力Vi为：Vi=∑FK计算过程如下下表：各质点横向水水平地震作作用及楼层层地震剪力力计算表层次Hi(m)Gi(kN))GiHi(kN·m))GiHi/∑∑GJHJFi(kN))Vi(kN))522.5510586..562387266.930.323695.555695.555418.359304.6631707399.960.231497.4441192.999314.159304.6631316600.510.178383.3111576.3329.9512469..631240722.820.168361.7771938.00715.7512952..2374475..320.1215.3442153.441∑7396755.54各质点水平地地震作用及及楼层地震震剪力沿房房屋高度的的分布见下下图三、多遇水平平地震作用用下的位移移验算水平地震作用用下框架结结构的层间间位移(△U)i和顶点位位移Ui分别按下下式计算：：(△U)i==Vi/∑DiJUi=∑(△△U)k各层的层间弹弹性位移角角θe=(△U)i/hi，根据《抗抗震规范》，考考虑砖填充充墙抗侧力力作用的框框架，层间间弹性位移移角限值[θe]＜1/5550。计算过过程如下表表：横向水平地震震作用下的的位移验算算层次Vi(kN))∑Di(N/mm))(△U)i(mm)Ui(mm))hi(mm))θe=(△UU)i/hi5695.55578050110.8910.4642001/4719941192.99978050111.539.5742001/2745531576.3378050112.028.0442001/2079921938.00778050112.486.0242001/1694412153.44160881443.543.5457501/16244由此可见，最最大层间弹弹性位移角角发生在第第三层，1/16224＜1/5550，满足规规范要求。四、水平地震震作用下框框架内力计计算1、框架柱端端剪力及弯弯矩分别按按下列公式式计算ViJ=DiiJVi/∑DiJ（i—层，J—柱）上端MMbiJ=ViJ·yhh下端MuiJ=ViJ(1-y))hy=yn+yy1+y2+y3注：yn为框框架柱的标标准反弯点点高度比；；yy1为上下层层梁线刚度度变化时反反弯点高度度比的修正正值；yy2、y3为上下层层层高变化化时反弯点点高度比的的修正值；；yy为框架柱柱的反弯点点高度比；；底层柱需考虑虑修正值y2。各层柱端弯矩矩及剪力计计算层次hi(m)Vi(kN)∑DiJ(N/mm))边柱Di1(N/mm))Vi1(kN)ky(m)Mbi1(kN·m))Mui1(kN·m))54.2695.55578050111620714.440.8950.3521.2339.4244.21192.99978050111620724.770.8950.441.6162.4234.21576.3378050111620732.730.8950.4561.8675.6124.21938.00778050111620742.240.8950.588.788.715.752153.44160881441354844.721.840.65167.14490各层柱端弯矩矩及剪力计计算层次hi(m)Vi(kN)∑DiJ(N/mm))中柱Di1(N/mm))Vi1(kN)ky(m)Mbi1(kN·m))Mui1kN·m)54.2695.55578050112486633.5159.5744.21192.999780501124861381.80.4571.8287.7834.21576.33780501124869103.333107.55524.21938.00778050112486161.731.80.5129.633129.63315.752153.44160881441354849.922.450.65179.196.442、梁端弯矩矩、剪力及及柱轴力分分别按以下下公式计算算：MLb=illb(Mbi+1+MMui,J)//(iLb+irb)Mrb=irrb(Mbi+1+MMui,J)//(iLb+irb)Vb=(MLLb+Mrb)/LNi=∑(VVLb-Vrb)k具体计算过程程见下表：：梁端弯矩矩、剪力的的计算层次ED梁DC梁MLbMrbLVbMLbMrbLVb539.4229.44611.4830.1325.887.87.18483.6559.95623.9361.3452.697.814.623117.22288.66634.3190.7177.927.821.622150.566115.155644.29117.811101.27.828.081178.7111.744648.41114.33398.217.827.25梁端弯矩、剪剪力的计算算层次CB梁BA梁MLbMrbLVbMLbMrbLVb533.6934.03611.2925.5439.42610.83468.669.28622.9852.0183.65622.613101.455102.455633.9876.92117.222633.362131.766133.066644.1499.9150.566641.741127.866129.133642.8396.94178.8645.94梁端柱轴力的的计算层次柱轴力E轴柱DD轴柱NC轴柱NB轴柱NA轴柱N5-11.4884.3-4.110.4610.834-35.41113.61-12.4770.8333.443-69.72226.3-24.8331.4566.82-111.44642.51-40.8993.85108.5441-157.4463.67-56.4770.74154.488第五部分竖向荷载载作用下框框架结构的的内力计算算（横向框架内内力计算）一、计算单元元的选择确确定取③轴线横向向框架进行行计算，如如下图所示示：二、荷载计算算1、恒载作用用下柱的内内力计算恒荷载作用下下各层框架架上的荷载载分布如下下图所示：：各层梁上作用用的恒荷载载（1）对于第第5层，q1代表横梁梁自重，为为均布荷载载形式q1=0.33×0.665×25==4.8775kN//mq2为屋面板板传给横梁梁的梯形荷荷载和三角角形荷载q2=5.995×3==17.885kN//mP1、P2分分别由边纵纵梁、中纵纵梁直接传传给柱的恒恒载，它包包括主梁自自重、纵梁梁自重、楼楼板重等重重力荷载，计计算如下：：P1=(3××3×1//2×5..95+3××0.3××0.655×25)×22=82..8kNP2=(3××3×1//2×5..95+3××0.3××0.655×25)×22=1366.35kkN集中力矩M1=P1e1==82.88×(0..6-0..3)/22==12.442kN··m(2)对于11～4层q1=0.33×0.665×25=44.8755kN/mmq2=4.005×3=122.15kkN/mP1=(3××3×1/22×4.005+3××0.3××0.655×25))×2==65.77kNP2=(3××3×1/22×4.005+3××0.3××0.655×25))×2==102..15kNNM1=P1××e1=65.77×(0..6-0..3)/22=9.886kN··m2、活载作用用下柱的内内力计算活载作用下各各层框架梁梁上的荷载载分布如下下图所示：：各层恒荷载作作用图（1）对于55层，q2=2×33=6kN/mmP1=3×33×1/（2×2××2）=18kNP2=3×33×1/（2×2××4）=36kN集中力矩M1=P1e1=18×(00.6-00.3)//2=2..7kN··m同理，在屋面面雪荷载作作用下q2=0.335×3==1.055kN/mmP1=3×33×1/((2×2××0.355)=4.554kN//mP2=3×77×1/((2×4×0.335)=6.3kNN/m集中力矩：M1=P1e1=3.155×(0..6-0..3)/22=0.447kN··m(2)对于11～4层q2=3.55×3=110.5kNN/mP1=3×33×1/((2×3..5×2))=31.55kNP2=3×33×1/((2×3..5×4))=63kN集中力矩：MM1=P1e1=31.55×(0..6-0..3)/22=4.773kN··m将计算结果汇汇总如下两两表：横向框架恒载载汇总表层次q1(kN//m)q2(kN//m)P1(kN))P2(kN))M1(kN··m)54.8817.8582.8136.35512.421～44.8812.1565.7102.1559.86横向框架活载载汇总表层次q2(kN//m)P1(kN))P2(kN))M1(kN··m)47.2(1..26)25.92((4.544)51.84((9.077)3.59(00.68))1～312.645.3690.726.8注：表中括号号内数值对对应于屋面面雪荷载作作用情况3、恒荷载作作用下梁的的内力计算算恒荷载作用下下各层框架架梁上的荷荷载分布如如下图所示示(1)对于于第5层，-MDC=qq1L22/12++q2L12(1-2a2+a3)/12=4.888×7.82/12++17.885×7..82×[1--2×(55/13))2+(5//13)22]/12=93..61kNN·m-MED=qq1L12/12++5q2L22/96=4.888×622/12++5×177.85××62/96=48..11kNN·m(2)对于第第1～4层-MED=qq1L12/12++5q2L12/96=4.888×62/12++5×122.15×62/96=37..42kNN·m-MDC=qq1L22/12++q2L12(1-2a2+a3)/122=4.888×7..82/12++12.115×7..82×[1--2×(55/13))2+(5//13)22]/122=71..62kNN·m4、活荷载作作用下梁的的内力计算算活荷载作用下下各层框架架梁上的荷荷载分布如如下图所示示：各层梁上作用用的活荷载载(1)第5层层，-MED=55q2L22/96==5×6×62/96==11.225kN··m-MDC=q2L22(1-2a2+a3)/122=6×7.882×[1--2×(55/13))2+(5//13)22]/122=23.115kN··m(2)对于第第1～4层-MED=55q2L12/96=5×110.5×62/96=19.669kN··m-MDC=q2L22(1-2a2+a3)/122=10..5×7..82×[1--2×(55/13))2+(5//13)22]/122=40..51kNN·m三、内力计算算梁端、柱端弯弯矩二次分分配法计算算，弯矩计计算如下图图所示：（a）恒荷载载作用下（a）活荷载载作用下四、梁端剪力力和柱轴力力的计算1、恒载作用用下恒载作用下梁梁端剪力及及柱轴力（kN）层次荷载引起的剪剪力柱轴力ED跨DC跨CB跨BA跨E柱D柱=C柱柱B柱A柱VE=VDVD=VCVC=VBVB=VAN顶N底N顶N底N顶N底N顶N底548.1264.0848.1248.12130.922168.722248.555286.355232.599270.399130.988168.722437.4449.6937.4437.44271.866309.666437.833513.433409.622485.222234.122309.666337.4449.6937.4437.44412.8450.6627.111740.511586.655700.055337.266450.6237.4449.6937.4437.44553.744591.544825.399967.599763.688914.888440.4591.544137.4449.6937.4437.44656.888732.4881014.441194.77940.7111129.77543.544732.488柱重:0.66×0.66×4.22×25==37.88KN2、活载作用用下活载作用下梁梁端剪力及及柱轴力（kN）层次荷载引起的剪剪力柱轴力ED跨DC跨CB跨BA跨E柱D柱=C柱B柱A柱VE=VDVD=VCVC=VBVB=VAN顶=N底底N顶=N底N顶=N底N顶=N底511.2515.1311.2511.2529.2562.3858.529.25419.6826.4819.6819.6880.43171.544160.86680.43319.6826.4819.6819.68131.611280.7263.222131.611219.6826.4819.6819.68182.799389.866365.588182.799119.6826.4819.6819.68233.977499.022467.944233.977五、框架梁梁的内力组组合1、结构抗震震等级根据《抗震规规范》，本本方案为二二级抗震等等级。2、框架梁内内力组合本方案考虑了了三种内力力组合，即即1.2SSGK+1..4SQKK,1.335SGKK+1SQKK及1.2SSGE+1..3SEKK。考虑到钢钢筋混凝土土结构具有有塑性内力力重分布的的性质，在在竖向荷载载作用下可可以适当降降低梁端弯弯矩，进行行调幅（调调幅系数取取0.8），以减少少负弯矩钢钢筋的拥挤挤现象。ηVb—梁端端剪力增大大系数，二二级取1.2。各层梁的内力力组合和梁梁端剪力调调整结果如如下表层次截面位置内力SCK调幅后后SQK调幅后后SEK(1))SEK(2))νRE[11.2×((SGK+0..5SQKK)+1..35SEEK]1.35SGGK+1SGK1.2SGKK+1.4SQQKνREMmaaxV=rRE[[ηVC(MbC+MlC)/ln]215EM-21.788-5.0139.42-39.42216.58-60.299-34.411-33.155-60.29971.27V48.1211.25-11.48811.4842.1367.5176.2173.49D左M-56.199-11.466-29.44429.44-85.333-27.922-89.322-86.277-85.333V48.1211.2511.48-11.48867.5142.1376.2173.49D右M-71.822-17.64430.13-30.133-43.2-101.995-114.66-110.888-101.995121.555V64.0815.13-7.187.1865.1481.01101.64498.08C左M-69.611-17.144-25.88825.88-95.6-45.133-111.111107.533-95.6V64.0815.137.18-7.1881.0165.14101.64498.08C右M-51.599-12.43333.69-33.699-19.188-84.877-82.088-79.311-84.877102.977V48.1211.2511.29-11.29942.3467.376.2173.49B左M-37.788-8.71-34.03334.03-71.14.74-59.71157.53-71.1V48.1211.2511.29-11.29967.342.3476.2173.49B右M-42.988-9.9925.54-25.544-18.288-68.088-68.011-65.566-68.08884.69V48.1211.25-10.83310.8342.8566.7976.2173.49AM-24.811-5.81-39.42239.42-63.38813.49-39.3-37.911-63.388V48.1211.2510.83-10.83366.7942.8576.2173.494EM-21.388-11.06683.65-83.65557.34-16.788-39.922-41.144-106.77885.77V37.4419.68-23.93323.9321.7814.6770.2272.48D左M-39.199-212.11-59.95559.95-103.22214.69-74.011-76.577-103.222V37.4419.6823.93-23.93374.6721.7870.2272.48D右M-55.988-31.51161.34-61.344-47.5-124.778-107.008-111.229-124.778145.944V49.6926.48-14.62214.6248.380.34-93.56696.7C左M-55.1-31.088-52.69952.69-111.995-12.2-105.447109.633-114.995V49.6926.4814.62-14.62280.348.0393.5696.7C右M-36.355-19.66668.6-68.625.32-108.445-68.733-71.144-108.445128.622V37.7426.48-22.98822.9826.6177.3977.4382.36B左M-28.533-14.755-69.28869.28-99.86635.23-53.211-54.899-99.866V37.4426.4822.98-22.98877.0926.377.0282B右M-32.944-17.06652.01-52.01113.39-88.033-61.533-63.411-88.033106.4V37.4426.48-22.61122.6126.7176.6877.0282AM-23.622-12.422-83.65583.65-108.44154.71-44.311-45.733-108.441V37.4426.4822.61-22.61176.6826.7177.0282各层梁的内力力组合和梁梁端剪力调调整结果如如下表层次截面位置内力SCK调幅后后SQK调幅后后SEK(1))SEK(2))νRE[11.2×((SGK+0..5SQKK)+1..35SEEK]1.35SGGK+1SGK1.2SGKK+1.4SQQKνREMmaaxV=rRE[[ηVC(MbC+MlC)/ln]213EM-21.388-11.066117.222-117.22290.07-138.551-39.922-41.144-138.551100.799V37.4419.68-34.31134.3110.3186.1470.2272.48D左M-39.199-21.2-88.66688.66-131.22141.68-74.011-76.577-131.221V37.4419.6834.31-34.31186.1410.3170.2272.48D右M-55.988-31.51190.71-90.71123.88-153-107.88-111.229-153177.099V49.6926.48-21.62221.6240.388.0893.5696.7C左M-55.1-31.088-77.92277.92-139.55512.4-105.447-109.663-139.555V49.6926.4821.62-21.62288.0840.393.5696.7C右M-36.355-19.666107.455-107.44563.2-146.333-68.733-71.144-146.333169.833V37.4419.68-33.98833.9810.6885.7770.2272.48B左M-28.533-14.755-102.445102.455-132.2267.57-53.277-54.899-132.22V37.4419.6833.98-33.98885.7110.6870.2272.48B右M-32.944-17.06676.92-76.92237.67-112.332-61.533-63.411-112.332132.833V37.4419.68-33.36633.3611.3685.0978.2272.48AM-23.622-12.422-117.222117.222-141.11487.44-44.311-45.733-141.114V37.4419.6833.36-33.36685.0911.3670.2272.482EM-21.388-1