復(fù)件 學(xué)士某商場(chǎng)畢業(yè)設(shè)計(jì)含計(jì)算書建筑結(jié)構(gòu)圖

畢業(yè)設(shè)計(jì)（說明）PAGEPAGE2摘要建筑地點(diǎn)：constructionSite：YangQuan結(jié)構(gòu)形式：框架結(jié)構(gòu)constructionSysten:Framestructure建筑面積：6021.5m2floorArea:6021.5m2層數(shù)/高度：5層/21.6mstories/Height:5stories/21.6m主要用途：商場(chǎng)、辦公mainUse:Shopping、office關(guān)鍵詞：框架結(jié)構(gòu)framestructure現(xiàn)澆混凝土cast-in-placeconcreate條形基礎(chǔ)spreadfootings屋面板roofplate正截面normalsection根據(jù)教學(xué)要求入手，從“靈活使用”的角度出發(fā)，綠化與建筑相結(jié)合，改善外部購(gòu)物環(huán)境。內(nèi)部采用大、中、小不同的空間尺寸以及斜線、曲線等不同的要素，構(gòu)成了富于層次流動(dòng)感強(qiáng)的濃郁的氣氛。宏利商場(chǎng)是一座集購(gòu)物、餐飲、辦公為一體的綜合的現(xiàn)代商廈在設(shè)計(jì)理念上，力求充分體現(xiàn)現(xiàn)代化一流商廈的特點(diǎn)和友誼商廈的特性。在整體造型上突出現(xiàn)代、新穎、做到簡(jiǎn)潔、明快、虛實(shí)相接、剛?cè)嵯酀?jì)、給人以蓬勃向上的感覺。設(shè)計(jì)上采用鋼結(jié)構(gòu)、外裝飾鋁板、拉索點(diǎn)式玻璃幕墻等新技術(shù)、新材料、突出鋼結(jié)構(gòu)特點(diǎn)，鋼、玻璃、鋁板有機(jī)結(jié)合，創(chuàng)造一個(gè)滿足功能、符合環(huán)境、有鮮明現(xiàn)代性的建筑形象。透過通透落地玻璃幕墻，使室內(nèi)、室外空間相互交融，同時(shí)作為窗口，使商廈的景物景象展示給路人"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：建筑設(shè)計(jì)㈠建筑概況1、設(shè)計(jì)題目：商場(chǎng)2、建筑地點(diǎn)及擬建基地平面圖本建筑，場(chǎng)地平坦，由主管批準(zhǔn)擬建基地平面圖見附圖3、建筑介紹：建筑面積約6021.5m2，樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，樓板厚度取120mm，填充墻采用蒸壓粉煤灰加氣混凝土砌塊，層數(shù)為五層，一層層高為4.8m，二層至五層為4.2m，室內(nèi)外地坪高差為0.45，本商場(chǎng)柱距為6m，局部采用7.8m。㈡建筑技術(shù)條件資料1、氣象條件：陽(yáng)泉地區(qū)基本風(fēng)壓0.40kn/m2，基本雪壓0.35kn/m2。2、地質(zhì)條件：見表下表序號(hào)巖土分類土層深度(mm)厚度范圍（mm）地基承載力ffk(kpa)1234雜填土粘土卵石砂巖0.0—0..80.8—2..52.0—8..58.5—155.06.5150300450注：1）天、地下水。2）表中給定土層由自然地平算起。建筑地點(diǎn)：冰凍深度-0.7m，建筑場(chǎng)地類別為二類場(chǎng)地土，設(shè)防烈度為8。3、框架結(jié)構(gòu)承重方案的選擇豎向荷載的傳力途徑：樓板的均布活載和恒載直接作用在主梁上，再由主梁傳至框架柱，最后傳至地基。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本商場(chǎng)框架的承重方案為橫向框架承重方案，這可使橫向框架梁的截面高度大，增加框架的橫向側(cè)移剛度。4、框架結(jié)構(gòu)的計(jì)算簡(jiǎn)圖本方案中，需近似的按橫向的平面框架計(jì)算。5、梁柱截面尺寸的初步確定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，截面寬度取600×1/2=300mm，可得梁的截面初步定為b×h=300mm×650mm。②框架柱的截面尺寸根據(jù)柱的軸壓比限值，按下列公式計(jì)算：（1）柱組合的軸壓力設(shè)計(jì)值N=βFgEn注：β考慮地震作用組合后柱軸壓力增大系數(shù)，邊柱取1.3，不等跨內(nèi)柱取1.25，等跨內(nèi)柱取1.2。F按簡(jiǎn)支狀態(tài)計(jì)算柱的負(fù)載面積gE折算在單位建筑面積上的重力荷載代表值，可近似的取12-15kN/m2n為驗(yàn)算截面以上的樓層層數(shù)。（2）Ac≥N/UNfc注：UN為框架術(shù)軸壓比極限值，本方案為二級(jí)抗震等級(jí)，查《抗震規(guī)范》可知取為0.8；fc為混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值，對(duì)C30，查得14.3N/mm2。（3）計(jì)算過程對(duì)于邊柱：N=βFgEn=1.3×18×13×5=1521(kN)Ac≥N/UNfc=1521×103/0.8×14.3=132954.5(mm2)取600mm×600mm對(duì)于內(nèi)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第二部分框架側(cè)移剛度的計(jì)算梁的線剛度混凝土為C30，Ec=3×1010N/mm2在框架結(jié)構(gòu)中，有現(xiàn)澆層樓面，可以作為梁的有效翼緣，增大梁的有效剛度，減少框架側(cè)移，為考慮I0這一有利作用，在計(jì)算梁的截面慣性矩時(shí)，現(xiàn)澆樓面得邊框架取I=1.5I0(I0為梁的截面慣性矩)，對(duì)中框架梁取I=2.0I0柱線剛度ic=bh3/12層次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橫梁線剛度Ib的計(jì)算梁號(hào)Ec(N/mmm2)b×h(mm×mmm)I0(mm44)L(mm)kb=EcI0/L(N·mm))邊框架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、各層框架橫向側(cè)移剛度計(jì)算（D值法）1、底層①邊跨邊柱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邊跨中柱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、第二層～第三層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,該框架為為規(guī)則框架架。第三部分重力荷載載代表值的的計(jì)算一、查《荷載載規(guī)范》可可取1、屋面永久久荷載標(biāo)準(zhǔn)準(zhǔn)值（不上人）30厚細(xì)石混混凝土保護(hù)護(hù)層0.003×222=0.666kN//m2冷底子油一遍遍三氈四油油防水層00.4kkN/m2220厚礦渣水水泥找平層層14..5×0..02=00.29kN/mm260厚聚苯乙乙烯保溫層層0.066×0.55=0.003kN//m2100一1550mm厚厚膨脹珍珠珠巖找坡(2%)0.1++0.155/2/77=0.888kN//m220厚礦渣水水泥找平層0.022×14..5=0..29kNN/m2120鋼筋混混凝土板25××0.122=3kkN/m2220厚水泥砂砂漿板底抹抹灰0.002×200=0.4kN/mm2合計(jì):5.955kN//m22、樓面均布布恒荷載（1～4層）水磨石地面((10mmm面層,20mmm水泥砂砂漿打底)00.65kN/mm2120mmm厚鋼筋混混凝土板25××0.2==3kNN/m220mm厚厚水泥砂漿漿板底抹灰灰0.022×20==0.4kN/mm2合計(jì):4.055kN/mm23、屋面及樓樓面可變荷荷載標(biāo)準(zhǔn)值值不上人屋面均均布活荷載載標(biāo)準(zhǔn)值2.0kN/mm2樓面活荷載標(biāo)標(biāo)準(zhǔn)值3.5kNN/m2屋面雪荷載標(biāo)標(biāo)準(zhǔn)值SK=UXS0=1.00×0.335=0..35kkN/m22(式中UX為屋面積積雪分布系系數(shù))4、梁柱密度度25kNN/m2,蒸壓粉粉煤灰加氣氣混凝土砌砌塊5.5kN/mm3。二、重力荷載載代表值的的計(jì)算1、第一層（1）梁、柱柱類別凈跨（mm）截面(mm)密度(kN/m33)體積(m3))數(shù)量(根)單重(kN)總重(kN))橫梁5400300×6550251.0532226.3255579.1557200300×6550251.404935.1315.92400300×6550250.468511.758.5縱梁5400300×6550251.0533426.33895.0553300300×6550251.404535.1175.5類別計(jì)算高度(mmm)截面(mm××mm)密度(kN//m3)體積(m3))數(shù)量(根)單重(kN))總重(kN))柱5750600×6000252.074751.752432.33（2）內(nèi)外填填充墻重的的計(jì)算①橫墻：AB跨墻，墻墻厚2000mm,計(jì)算長(zhǎng)度度5400mmm,計(jì)算高度度48000-6500=41550mm單跨體積：0.22×5.44×4.155=4.4822m3單跨重量：5.5×4.4882=24.665kN數(shù)量：8總重：24..65×8=197..2kNBC跨①軸、②軸、墻厚2000mm,計(jì)算長(zhǎng)度度60000-30000=30000mmm,計(jì)算高度度4150mm單跨體積：0.22×3×4.155=2.499m3單跨重量：22.49××5.5==8.699kN數(shù)量：2總重:13..695××2=27.339kNNCD跨①軸、墻墻厚2000mm,計(jì)算長(zhǎng)度度11000mm,,計(jì)算高度度41500mm單跨體積：0.22×1.11×4.115=0..913m3單跨重量：00.9133×5.55=8.669kNN數(shù)量：3總重:5.002×3==15.006kNN⑧軸、墻厚2200mmm,計(jì)算長(zhǎng)度度78000mm,,計(jì)算高度度41500mm單個(gè)體積：00.2×(7.8××4.155-1.2×2.4))=5.7m3數(shù)量：1總重：5.99×5.55×1=32.445kN⑨軸、墻厚2200mmm,計(jì)算長(zhǎng)度度78000mm,,計(jì)算高度度41500mm單跨體積：0.22×7.88×4.115=6..474m3單跨重量：66.4744×5.55=35..61kNN數(shù)量：1總重:35..61×1=35.661kNNDE跨⑧軸、墻墻厚2000mm,計(jì)算長(zhǎng)度度24000mm,,計(jì)算高度度41500mm單跨體積：0.22×2.44×4.115=1..992m3單跨重量：11.9922×5.55=10..96kkN數(shù)量：3總重:10..96×33=32..88kkN玻璃幕墻1.8×4..8×1.5=25.992kN1.5×4..8×1..5×3==32.44kN橫墻總重：1197.22+27.339+15.006+32.445+35.661+32.888+255.92++32.44=3988.91kkN②縱墻A軸,[(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軸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玻璃幕墻1.8××4.8××1.5××10=1129.66kN縱墻總重139..26+227.355+13..7+1229.6==309..91kNN弧形玻璃幕墻墻1×33.14××4.8××12×11.5/44=67.882kNN⑶窗戶計(jì)算((鋼框玻璃璃窗）C-1尺尺寸：24000mm×41500mm自自重：0.44kN/mm2數(shù)數(shù)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數(shù)數(shù)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數(shù)數(shù)量：1重重量：0.6××0.6××0.4××1=0.1444kN總重：19..66+0.1444+7.977+3.9884=31.776kN⑷門重計(jì)算M-1:木門門尺尺寸：9000mm×21000mm自重：0.155kN/m2數(shù)量：5重量：0.99×2.11×0.115×5=1.422kNM-2:木門門尺寸：7000mm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.77×2.11×0.115×2==0.4441kNM-3:鐵門門尺寸：30000mm×2400mmm自重：0.4kN/m2數(shù)量：1重量：3×22.4×0.4×1=2.888kNM-4:木門門尺寸：7000mm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.77×2.11×0.115×2==0.4441kNM-6：鋼框框玻璃門尺寸：48000mm×30000mm自重：0.4kkN/mm2數(shù)量：1重量：3×44.8×00.4×11=5.766kNM-8：鋼框框玻璃門尺寸：30000mm××30000mm自重：0.4kkN/mm2數(shù)量：2重量：3×33×0.44×2=77.2kNN總重：1.442+0.4441+2.888+7.2+5.766=17.77kN⑸樓板恒載、活活載計(jì)算（樓樓梯間按樓樓板計(jì)算）面積：(499.8+00.6)××(25..8+0..6)-00.6×00.6×447-3××6=1295..64m2恒載：4.005×12955.64==52477.3422kN活載：3.55×12995.644=45344.74kkN由以上計(jì)算可可知：一層層重力荷載載代表值為為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、第二層的的計(jì)算（1）梁、柱柱類別凈跨（mm）截面(mm)密度(kN/m33)體積(m3))數(shù)量(根)單重(kN)總重(kN)橫梁5400300×6550251.0532226.3255579.1557200300×6550251.404935.1315.92400300×6550250.468511.758.5縱梁5400300×6550251.0533426.33895.0553300300×6550251.404535.1175.5類別計(jì)算高度(mmm)截面(mm××mm)密度(kN//m3)體積(m3))數(shù)量(根)單重(kN))總重(kN))柱4200600×6000251.5124737.81776.66(2)內(nèi)外外填充墻的的計(jì)算橫墻墻總重1899.91++23.444+122.9+227.288+30..47+228.122+22..68+228.355=3663.155kN縱墻墻總重比較第二二層縱墻與與第一層的的區(qū)別有B⑧⑨,C⑧⑨,D⑧⑨跨有內(nèi)墻墻{4××[(6--0.6))×3.555]-00.9×22.1×22}×5..5=4006.855kN可知第第二層縱墻墻總重為2599.71++338..58=5598.229kN⑶窗戶計(jì)算：：(鋼框玻璃璃窗)比較第二層與與第一層窗窗A⑧⑨沒窗,⑨軸為4個(gè)C-100,1個(gè)C-2331.8×2..1×0..4×4==6.055kN0.6×0..6×0..4×1==0.1444kNN比較后第二層層窗的總重重為31..76+66.05++0.1444=377.9544kN⑷門重計(jì)算M-1：木門門尺寸：9000mm×21000mm自重：0.155kN/m2數(shù)量：8重量：0.99×2.11×0.115×8=2.2668kNM-2:木門門尺寸：7000mm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.77×2.11×0.115×2==0.4441kN總重：2.2268+00.4411=2.711kN⑸樓板恒載、活活載計(jì)算（樓樓梯間按梯梯板計(jì)算）面積：12559.644m2,恒載:52447.344kN,活載：45534.774kN由以上計(jì)算可可知：二層層重力荷載載代表值為為：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、四四層（1）梁、柱柱類別凈跨（mm）截面(mm)密度(kN/m33)體積(m3))數(shù)量(根)單重(kN)總重(kN)縱梁2100300×6550250.41410.25412700300×6550250.53413.25535400300×6550251.052526.25656.2557200300×6550251.404535.1175.5橫梁5400300×6550251.052526.25656.2557200300×6550251.404835.1280.8類別計(jì)算高度(mmm)截面(mm××mm)密度(kN//m3)體積(m3))數(shù)量(根)單重(kN))總重(kN))柱4200600×6000251．5124337.8162.544（2）內(nèi)外填填充墻的計(jì)計(jì)算橫墻①軸（6--0.6）×3.555×0..2×5..5=211.09kkN21.009×6==126..54kNN⑨軸C軸,,D軸(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玻璃幕墻1.8××4.2××1.5××2=222.68kkN1..5×4..2×1..5×3==28.335kN6×44.2×11.5=337.8kkN橫墻總重：1126.554+288.12++4.699+8.559+4..69+222.688+28..35+337.8==261..46kNN縱墻A軸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軸1..2×3..55×00.2×55.5×55=23..43kNN(6-0..3)×33.55××0.2××5.5××10=111.722kN玻璃幕墻1.8××4.2××1.5××10=1113.44kN7..8×4..2×1..5=499.14kkN樓梯間間2.77×3.555×0..2×5..5×2==21.009kN縱墻總重：551.0884+177.7211+7.88+6.339+422.18++23.443+111.72++113..4+499.14++21.009=3443.966kN⑶窗戶計(jì)算C-10尺寸：18000mm×2100mmm自重重：0.44kN/mm2數(shù)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數(shù)數(shù)量：3重重量：1.5×2.1×0.44×3=3.788kNC-23尺寸：600mmm×600mmm自重：0.44kN/mm2數(shù)量：1重量：0..6×0.6×00.4×11=0.1444kN總重：13..61×33.78++0.1444=17.5534kNN⑷門重計(jì)算木門尺寸寸：900mmm×21000mm自重：0.155kN/m2數(shù)量：3重量：0.99×2.11×0.115×3=0.855kN⑸樓板恒載、活活載計(jì)算（樓樓梯間按樓樓板計(jì)算）面積：43..8×255.8=11130..04mm2恒載：4..05×11130..04=44576..66kkN活載：3..5×11130.004=39955.114kNN由以上計(jì)算可可知：三層層重力荷載載代表值為為: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、頂層（1）梁、柱柱柱1622.54kkN梁橫梁9225.755kN縱梁9337.055kN（2）內(nèi)外填填充墻的計(jì)計(jì)算①橫墻(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總重：2744.13++56.2232+42.1174+4.6886+8.5991+46.886+22.668+28.335=441..53kNN縱墻[(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玻璃幕墻1.8××4.2××1.5××10=1113.44kN7.8××4.2××1.5==49.114kN總重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窗戶計(jì)算總重：17..534kkN⑷門重計(jì)算M-1：木門門尺寸：：900mmm×21000mm自重：0.155kN/m2數(shù)量：100重量：0.99×2.11×0.115×100=2.8335kNM-15:木木門尺寸：15000mm××21000mm自重：0.155kN/m2數(shù)量：3重量：1.55×2.11×0.115×3=1.422kN總重：：2.8335+1..42=4.2555kN（5）樓板恒恒載、活載載計(jì)算（樓樓梯間按樓樓板計(jì)算）面積：11330.044m2恒載：5955×11330.044=67223.733kN活載：22.0×11130..04=22260..08kNN雪載:11130..04×00.2=2226.001kN由以上計(jì)算可可知：頂層重力荷荷載代表值值為：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集中于各各樓層標(biāo)高高處的重力力荷載代表表值Gi的計(jì)算算結(jié)果如下下圖所示：：第四部分橫橫向水平荷荷載作用下下框架結(jié)構(gòu)構(gòu)的內(nèi)力和和側(cè)移計(jì)算算一、橫向自振振周期的計(jì)計(jì)算基本自振周期期T1(S)可按下式式計(jì)算：T1=1.77ψT(UT)1/2注：UT假想想把集中在在各層樓面面處的重力力荷載代表表值Gi作為水平平荷載而顯顯得的結(jié)構(gòu)構(gòu)頂點(diǎn)位移移；ψT結(jié)構(gòu)基本本自振周期期考慮非承承重磚墻影影響的折減減系數(shù)，取取0.7。UT按以下公公式計(jì)算：：VGi=∑GGk(△U)i==VGi/∑GiJUT=∑(△△U)注：∑GiJJ為第i層的層間間側(cè)移剛度度；(△U)i為第i層的層間間側(cè)移；(△U)k為為第K層的層間間側(cè)移；S為同層內(nèi)框框架柱的總總數(shù)。結(jié)構(gòu)頂點(diǎn)的假假想側(cè)移計(jì)計(jì)算過程見見下表：結(jié)構(gòu)頂點(diǎn)的假假想側(cè)移計(jì)計(jì)算層次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、水平地震震作用及樓樓層地震剪剪力的計(jì)算算本結(jié)構(gòu)高度不不超過400m，質(zhì)量量和剛度沿沿高度分布布比較均勻勻，變形以以剪切型主主，故可用用底部剪力力法計(jì)算水水平地震作作用，即：：1、結(jié)構(gòu)等效效總重力荷荷載代表值值GeqGeq=0..85∑Gi=0.85××(129952.223+124669.633+93044.63++93044.63++105886.566)=464255.03kkN2、計(jì)算水平平地震影響響系數(shù)a1查表得二類場(chǎng)場(chǎng)地近震特特征周期值值Tg=0.335S查表得高防烈烈度為7度的amax=00.08a1=(Tgg/Tr)rη2amax注：r為曲線線下降段的的衰減指數(shù)數(shù)，一般到到0.9;;ηη2為阻尼調(diào)調(diào)彎系數(shù)，一一般取1.0;;a1=(0..35/00.56)0.9×11.0×00.08==0.055243、結(jié)構(gòu)總的的水平地震震作用標(biāo)準(zhǔn)準(zhǔn)值FEKFEK=a11Geq=0..05244×464225.033=24322.67kkN因1.4Tgg=1.44×0.335=0..49S＜T1=0.556S，所以應(yīng)應(yīng)考慮頂部部附加水平平地震作用用。頂部附附加地震作作用系數(shù)：：δn=0.008T1+0.007=0..08×00.56+0.007=0..11488△F5=0..11488×24322.67==279..27kN各質(zhì)點(diǎn)橫向水水平地震作作用按下式式計(jì)算：Fi=GiHHiFEK(1-δn)/(∑GkHK)=(GGiHi/∑GkHK)×21553.4kkN地震作用下各各樓層水平平地震層間間剪力Vi為：Vi=∑FK計(jì)算過程如下下表：各質(zhì)點(diǎn)橫向水水平地震作作用及樓層層地震剪力力計(jì)算表層次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各質(zhì)點(diǎn)水平地地震作用及及樓層地震震剪力沿房房屋高度的的分布見下下圖三、多遇水平平地震作用用下的位移移驗(yàn)算水平地震作用用下框架結(jié)結(jié)構(gòu)的層間間位移(△U)i和頂點(diǎn)位位移Ui分別按下下式計(jì)算：：(△U)i==Vi/∑DiJUi=∑(△△U)k各層的層間彈彈性位移角角θe=(△U)i/hi，根據(jù)《抗抗震規(guī)范》，考考慮磚填充充墻抗側(cè)力力作用的框框架，層間間彈性位移移角限值[θe]＜1/5550。計(jì)算過過程如下表表：橫向水平地震震作用下的的位移驗(yàn)算算層次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由此可見，最最大層間彈彈性位移角角發(fā)生在第第三層，1/16224＜1/5550，滿足規(guī)規(guī)范要求。四、水平地震震作用下框框架內(nèi)力計(jì)計(jì)算1、框架柱端端剪力及彎彎矩分別按按下列公式式計(jì)算ViJ=DiiJVi/∑DiJ（i—層，J—柱）上端MMbiJ=ViJ·yhh下端MuiJ=ViJ(1-y))hy=yn+yy1+y2+y3注：yn為框框架柱的標(biāo)標(biāo)準(zhǔn)反彎點(diǎn)點(diǎn)高度比；；yy1為上下層層梁線剛度度變化時(shí)反反彎點(diǎn)高度度比的修正正值；yy2、y3為上下層層層高變化化時(shí)反彎點(diǎn)點(diǎn)高度比的的修正值；；yy為框架柱柱的反彎點(diǎn)點(diǎn)高度比；；底層柱需考慮慮修正值y2。各層柱端彎矩矩及剪力計(jì)計(jì)算層次hi(m)Vi(kN)∑DiJ(N/mm))邊柱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各層柱端彎矩矩及剪力計(jì)計(jì)算層次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、梁端彎矩矩、剪力及及柱軸力分分別按以下下公式計(jì)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具體計(jì)算過程程見下表：：梁端彎矩矩、剪力的的計(jì)算層次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梁端彎矩、剪剪力的計(jì)算算層次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梁端柱軸力的的計(jì)算層次柱軸力E軸柱DD軸柱NC軸柱NB軸柱NA軸柱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第五部分豎向荷載載作用下框框架結(jié)構(gòu)的的內(nèi)力計(jì)算算（橫向框架內(nèi)內(nèi)力計(jì)算）一、計(jì)算單元元的選擇確確定?、圯S線橫向向框架進(jìn)行行計(jì)算，如如下圖所示示：二、荷載計(jì)算算1、恒載作用用下柱的內(nèi)內(nèi)力計(jì)算恒荷載作用下下各層框架架上的荷載載分布如下下圖所示：：各層梁上作用用的恒荷載載（1）對(duì)于第第5層，q1代表橫梁梁自重，為為均布荷載載形式q1=0.33×0.665×25==4.8775kN//mq2為屋面板板傳給橫梁梁的梯形荷荷載和三角角形荷載q2=5.995×3==17.885kN//mP1、P2分分別由邊縱縱梁、中縱縱梁直接傳傳給柱的恒恒載，它包包括主梁自自重、縱梁梁自重、樓樓板重等重重力荷載，計(jì)計(jì)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)對(duì)于11～4層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、活載作用用下柱的內(nèi)內(nèi)力計(jì)算活載作用下各各層框架梁梁上的荷載載分布如下下圖所示：：各層恒荷載作作用圖（1）對(duì)于55層，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，在屋面面雪荷載作作用下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)對(duì)于11～4層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將計(jì)算結(jié)果匯匯總?cè)缦聝蓛杀恚簷M向框架恒載載匯總表層次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橫向框架活載載匯總表層次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：表中括號(hào)號(hào)內(nèi)數(shù)值對(duì)對(duì)應(yīng)于屋面面雪荷載作作用情況3、恒荷載作作用下梁的的內(nèi)力計(jì)算算恒荷載作用下下各層框架架梁上的荷荷載分布如如下圖所示示(1)對(duì)于于第5層，-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)對(duì)于第第1～4層-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、活荷載作作用下梁的的內(nèi)力計(jì)算算活荷載作用下下各層框架架梁上的荷荷載分布如如下圖所示示：各層梁上作用用的活荷載載(1)第5層層，-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)對(duì)于第第1～4層-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、內(nèi)力計(jì)算算梁端、柱端彎彎矩二次分分配法計(jì)算算，彎矩計(jì)計(jì)算如下圖圖所示：（a）恒荷載載作用下（a）活荷載載作用下四、梁端剪力力和柱軸力力的計(jì)算1、恒載作用用下恒載作用下梁梁端剪力及及柱軸力（kN）層次荷載引起的剪剪力柱軸力ED跨DC跨CB跨BA跨E柱D柱=C柱柱B柱A柱VE=VDVD=VCVC=VBVB=VAN頂N底N頂N底N頂N底N頂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、活載作用用下活載作用下梁梁端剪力及及柱軸力（kN）層次荷載引起的剪剪力柱軸力ED跨DC跨CB跨BA跨E柱D柱=C柱B柱A柱VE=VDVD=VCVC=VBVB=VAN頂=N底底N頂=N底N頂=N底N頂=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、框架梁梁的內(nèi)力組組合1、結(jié)構(gòu)抗震震等級(jí)根據(jù)《抗震規(guī)規(guī)范》，本本方案為二二級(jí)抗震等等級(jí)。2、框架梁內(nèi)內(nèi)力組合本方案考慮了了三種內(nèi)力力組合，即即1.2SSGK+1..4SQKK,1.335SGKK+1SQKK及1.2SSGE+1..3SEKK?？紤]到鋼鋼筋混凝土土結(jié)構(gòu)具有有塑性內(nèi)力力重分布的的性質(zhì)，在在豎向荷載載作用下可可以適當(dāng)降降低梁端彎彎矩，進(jìn)行行調(diào)幅（調(diào)調(diào)幅系數(shù)取取0.8），以減少少負(fù)彎矩鋼鋼筋的擁擠擠現(xiàn)象。ηVb—梁端端剪力增大大系數(shù)，二二級(jí)取1.2。各層梁的內(nèi)力力組合和梁梁端剪力調(diào)調(diào)整結(jié)果如如下表層次截面位置內(nèi)力SCK調(diào)幅后后SQK調(diào)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各層梁的內(nèi)力力組合和梁梁端剪力調(diào)調(diào)整結(jié)果如如下表層次截面位置內(nèi)力SCK調(diào)幅后后SQK調(diào)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