畢業(yè)設(shè)計（說明）PAGEPAGE169摘要建筑地點：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、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)成了富于層次流動感強的濃郁的氣氛。宏利商場是一座集購物、餐飲、辦公為一體的綜合的現(xiàn)代商廈在設(shè)計理念上，力求充分體現(xiàn)現(xiàn)代化一流商廈的特點和友誼商廈的特性。在整體造型上突出現(xiàn)代、新穎、做到簡潔、明快、虛實相接、剛?cè)嵯酀⒔o人以蓬勃向上的感覺。設(shè)計上采用鋼結(jié)構(gòu)、外裝飾鋁板、拉索點式玻璃幕墻等新技術(shù)、新材料、突出鋼結(jié)構(gòu)特點，鋼、玻璃、鋁板有機結(jié)合，創(chuàng)造一個滿足功能、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㈠建筑概況1、設(shè)計題目：商場2、建筑地點及擬建基地平面圖本建筑，場地平坦，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：見表下表序號巖土分類土層深度(m))厚度范圍（m）地基承載力fkk(kpa)1234雜填土粘土卵石砂巖0.0—0.880.8—2.552.0—8.558.5—15..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：冰凍深度-0.7m，建筑場地類別為二類場地土，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)的計算簡圖本方案中，需近似的按橫向的平面框架計算。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，按下列公式計算：（1）柱組合的軸壓力設(shè)計值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按簡支狀態(tài)計算柱的負載面積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，本方案為二級抗震等級，查《抗震規(guī)范》可知取為0.8；fc為混凝土軸心抗壓強度設(shè)計值，對C30，查得14.3N/mm2。（3）計算過程對于邊柱：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，在計算梁的截面慣性矩時，現(xiàn)澆樓面得邊框架取I=1.5I0(I0為梁的截面慣性矩)，對中框架梁取I=2.0I0柱線剛度ic=bh3/12層次hc(mm)Ec(N/mm2)b×hIc(mm4)Kc=EcIcc/hc2～442003.0×1044600×60001.08×100107.71×10010157503.0×1044600×60001.08×100105．63×10100橫梁線剛度Ib的計算梁號Ec(N/mmm2)b×h(mm×mm)I0(mm4))L(mm)kb=EcI0//L(N·mm)邊框架1.5EcI0/L(N·mm)中框架2EcI0/L(N·mm)L13.0×1004300×65006．9×10960003．45×101005．18×101006．9×1010L23.0×1004300×65006．9×10978002．65×101003．98×101005.3×10100L33.0×1004300×65006．9×10930006．9×101010．35×101001．38×10100四、各層框架橫向側(cè)移剛度計算（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+kk)/(22+k)==0.588755.183..985.63Dii5=ac×12××ic/h2=0.5587×112×5..63×11010/577502=119995⑥B-2,B--3,BB-4,B-5,,B-66,B--7,BB-8（7根）k=6.92××2/5..63=22.45ac=(0.5+kk)/(22+k)==0.666366.96..95.63Di6=ac×112×icc/h2=0.6663×112×5..63×11010/577502=135548⑦C-2,C-33,C-44,C-55,G-66,G-77,G-88,D-22,D-33,D-44,D-55,D-66,D-77（13根）k=6.9+55.3/55.63==2.177ac=(0.5+kk)/(22+k)==0.6446..95.35.63Di7=ac×112×icc/h2=0.664×122×5.663×10010/577502=130078⑧D-8,D-99（2根）k=10.355+3.998/5..63=22.552..252.255ac=(0.5+kk)/(22+k)==0.6776.299Di8=ac××12×iic/h2=0.667×122×5.663×10010/577502=136691∑D1=9931×22+124456×4+122456××13+1160000×3+111995××3+133548××7+133078××13+1136911×2+1108300=61888142、第二層～第三三層①A-1,A--8,EE-8,(3根)k=5.118×2//7.711×2=00.67225.118acc=k/((2+k))=0.22517.711Di1=ac×112×icc/h25..18=0.251××12×77.71××10100/420002=131165②A-2,A-33,A-44,A-55,A-66,A-77,E-22,E-33,E-44,E-55,E-66,E-77(12根)k=6.9××2/7..71×22=0.889566.9ac=k/((2+k))=0.33097.771Di2=ac×112×icc/h26.9=0.309××12×77.71××10100/420002=162207③B-1,B-99（2根）5.1885..18k=5.18××4/7..71×22=1.33447.711ac=k/(2+kk)=0..4025..185.118Di3=ac×112×icc/h2=0.4402×112×7..71×11010/422002=210084④C-1,D-11,C-99,D-99（4根）5.1833.98k=5.18++3.988/7.771=1..197.711ac=k/(2+kk)=0..37355.183..98Di4=ac×12××ic/h2=0.3373×112×7..71×11010/422002=195563⑤B-2,B-33,B-44,B-55,B-66,B-77（6根）6.9966.9k=6.9×44/7.771×2==1.87.711ac=k/(2+kk)=0..4746.966.9Di5=ac×112×icc/h2=0.4474×112×7..71×11010/422002=248861⑥C-2,C-33,C-44,C-55,C-66,C-77,D-22,D-33,D-44,D-55,D-66,D-77(12根)6.95..37.771k=6..9+5..3/7..71=11.58ac=k/(2+kk)=0..4466.95.33Di6=ac×12××ic/h2=0.444×12××7.711×10110/422002=230078∑D2=13165××3+166207××12+2210844×2+199563××4+244861××6+233078××12=77805001∑D1/∑D2=0.79＞00.7,該框架為為規(guī)則框架架。第三部分重重力荷載代代表值的計計算一、查《荷載規(guī)規(guī)范》可取取1、屋面永久荷載載標(biāo)準(zhǔn)值（不上人）30厚細石混凝土保保護層0.003×222=0.666kN//m2冷底子油一遍三三氈四油防防水層0..4kNN/m220厚礦渣水泥找平平層14..5×0..02=00.29kN/mm260厚聚苯乙烯保溫層層0.066×0.55=0.003kN//m2100一1500mm厚膨膨脹珍珠巖巖找坡(2%)0.1++0.155/2/77=0.888kN//m220厚礦渣水泥泥找平層0.022×14..5=0..29kNN/m2120鋼筋混凝凝土板25××0.122=3kkN/m2220厚水泥砂漿板底抹抹灰0.002×200=0.4kN/mm2合計:5.995kNN/m22、樓面均布恒荷荷載（1～4層）水磨石地面(110mmm面層,20mmm水泥砂砂漿打底)00.65kN/mm2120mm厚厚鋼筋混凝凝土板25××0.2==3kNN/m220mm厚水水泥砂漿板板底抹灰00.02××20=00.4kkN/m22合計:4.055kN/mm23、屋面及樓面可可變荷載標(biāo)標(biāo)準(zhǔn)值不上人屋面均布活活荷載標(biāo)準(zhǔn)準(zhǔn)值2..0kNN/m2樓面活荷載標(biāo)準(zhǔn)準(zhǔn)值3.5kNN/m2屋面雪荷載標(biāo)準(zhǔn)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255kN/mm2,蒸壓粉煤煤灰加氣混混凝土砌塊塊5.5kN/mm3。二、重力荷載代代表值的計計算1、第一層（1）梁、柱類別凈跨（mm）截面(mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)橫梁5400300×6500251.0532226.325579.157200300×6500251.404935.1315.92400300×6500250.468511.758.5縱梁5400300×6500251.0533426.33895.053300300×6500251.404535.1175.5類別計算高度(mmm)截面(mm×mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)柱5750600×6000252.074751.752432.3（2）內(nèi)外填充墻重重的計算①橫墻：AB跨墻，墻厚2000mm,計算長度度5400mmm,計算高度度48000-6500=41550mm單跨體積：0.2××5.4×4.155=4.4822m3單跨重量：55.5×4.4882=24.665kN數(shù)量：8總重：24.665×8=197..2kNBC跨①軸、②②軸、墻厚2000mm,計算長度度60000-30000=30000mmm,計算高度度4150mm單跨體積：0.2××3×4.155=2.499m3單跨重量：2..49×55.5=88.69kN數(shù)量：2總重:13.695××2=27.339kNNCD跨①軸、墻厚2000mm,計算長度度11000mm,,計算高度度41500mm單跨體積：0.2××1.1××4.155=0.9913mm3單跨重量：0..913××5.5==8.699kN數(shù)量：3總重:5.02×33=15..06kkN⑧軸、墻厚2000mm,計算長度度78000mm,,計算高度度41500mm單個體積：0..2×(7.8××4.155-1.2×2.4))=5.7m3數(shù)量：1總重：5.9××5.5××1=32.445kN⑨軸、墻厚2000mm,計算長度度78000mm,,計算高度度41500mm單跨體積：0.2××7.8××4.155=6.4474mm3單跨重量：6..474××5.5==35.661kN數(shù)量：1總重:35.61×11=35.661kNNDE跨⑧軸、墻厚2000mm,計算長度度24000mm,,計算高度度41500mm單跨體積：0.2××2.4××4.155=1.9992mm3單跨重量：1..992××5.5==10.996kNN數(shù)量：3總重:10.96××3=322.88kN玻璃幕墻1.8×4.88×1.5=25.992kN1.5×4.88×1.55×3=332.4kkN橫墻總重：1997.2++27.339+15.006+32.445+35.661+32.888+255.92++32.44==398..91kNN②縱墻A軸,[(6-0..6)××4.155-1.88×2.11×2]×0.22=2.997m332.97×6==17.882m33[(13-0..6)×44.15--1.8××2.1]]×0.22=1.224m3[(13-0..6)×44.15--0.6××0.6]]×0.22=1.992m3[(16-0..6)×44.15--0.6××0.6××2]×00.2=44.3366m36××2.977+1.224+1..92+44.3366=25..32m33255.32××5.5==139..26kNNE軸1.2×4..15×00.2=00.9966m30.996×55.5×55=27..35kNN(0.6-0.33)×4..15×00.2×55.5×110=133.7kNN玻璃幕墻11.8×44.8×11.5×110=1229.6kkN縱墻總重1139.226+277.35++13.77+1299.6=3309.991kN弧形玻璃幕墻1×3..14×44.8×112×1..5/4==67.882kNN⑶窗戶計算(鋼框框玻璃窗）C-1尺寸寸：24000mm×41500mm自重重：0.44kN/mm2數(shù)量量：2重量量：4.115×2..4×0..4×2=7.977kNC-2重量量：（1.5--0.3）×4.155×0.44×2=3.988kNC-10尺尺寸：180000mm×2100mmm自重重：0.44kN/mm2數(shù)量量：13重量量：1.88×2.1××0.4×113=19.666kNC-20尺寸寸：600mmm×600mmm自重重：0.44kN/mm2數(shù)量量：1重量量：0.6××0.6××0.4××1=0.1444kN總重：19.666+0.1444+7.977+3.9884=31.776kN⑷門重計算M-1:木門尺寸寸：9000mm×21000mm自重：0.155kN/m2數(shù)量：5重量：0.9××2.1××0.155×5=1.422kNM-2:木門尺寸：700mmm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.7××2.1××0.155×2=00.4411kNM-3:鐵門尺寸：30000mm×2400mmm自重：0.4kN/m2數(shù)量：1重量：3×2..4×0.4×1=2.888kNM-4:木門尺寸：700mmm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.7××2.1××0.155×2=00.4411kNM-6：鋼框玻玻璃門尺寸：48000mm×30000mm自重：0.4kkN/mm2數(shù)量：1重量：3×4..8×0..4×1=5.766kNM-8：鋼框玻玻璃門尺寸：30000mm×30000mm自重：0.4kkN/mm2數(shù)量：2重量：3×3××0.4××2=7..2kN總重：1.422+0.4441+2.888+7.2+5.766=17.77kN⑸樓板恒載、活載載計算（樓樓梯間按樓樓板計算）面積：(49..8+0..6)×((25.88+0.66)-0..6×0..6×477-3×66=1295..64m2恒載：4.055×12955.64==52477.3422kN活載：3.5××12955.64==45344.74kkN由以上計算可知知：一層重重力荷載代代表值為G1=G恒+0.55×G活=(579.115+3115.9++58.55)×1..05+((895..05+1175.55)×1..05+22432..25×11.05++398..91+3309.991+311.76++17.77+52447.3442+45534.774×0..5=12952..23kkN2、第二層的計算算（1）梁、柱類別凈跨（mm）截面(mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)橫梁5400300×6500251.0532226.325579.157200300×6500251.404935.1315.92400300×6500250.468511.758.5縱梁5400300×6500251.0533426.33895.053300300×6500251.404535.1175.5類別計算高度(mmm)截面(mm×mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)柱4200600×6000251.5124737.81776.6(2)內(nèi)外填充充墻的計算算橫墻總重重1899.91++23.444+122.9+227.288+30..47+228.122+22..68+228.355=3633.15kkN縱墻總重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)×33.55]]-0.99×2.11×2}××5.5==406..85kNN可知第二層層縱墻總重重為2599.71++338..58=5598.229kN⑶窗戶計算：(鋼鋼框玻璃窗窗)比較第二層與第第一層窗A⑧⑨沒窗,⑨軸為4個C-100,1個C-2331.8×2.11×0.44×4=66.05kN0.6×0.66×0.44×1=00.1444kN比較后第二層窗窗的總重為為31..76+66.05++0.1444=377.9544kN⑷門重計算M-1：木門尺寸：9000mm×21000mm自重：0.155kN/m2數(shù)量：8重量：0.9××2.1××0.155×8=2.2668kNM-2:木門尺寸：700mmm×21000mm自重：0.155kN/m2數(shù)量：2重量：0.7××2.1××0.155×2=00.4411kN總重：2.2668+0..441=22.71kN⑸樓板恒載、活載載計算（樓樓梯間按梯梯板計算）面積：12599.64m2,恒載:52447.344kN,活載：45534.774kN由以上計算可知知：二層重重力荷載代代表值為：：G2=G恒+0..5G活=(953.55++10700.55++17766.6)××1.055+3633.15++37.9954+22.2688+0.4441+5247.334+45534.774×0..5=12469..63kNN3、第三、四層（1）梁、柱類別凈跨（mm）截面(mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)縱梁2100300×6500250.41410.25412700300×6500250.53413.25535400300×6500251.052526.25656.257200300×6500251.404535.1175.5橫梁5400300×6500251.052526.25656.257200300×6500251.404835.1280.8類別計算高度(mmm)截面(mm×mm)密度(kN/m3)體積(m3)數(shù)量(根)單重(kN)總重(kN)柱4200600×6000251．5124337.8162.54（2）內(nèi)外填充墻的的計算橫墻①軸（6-0.6）××3.555×0.22×5.55=21..09kNN221.099×6=1126.554kN⑨軸C軸,D軸(7.8-00.6)××3.555×0.22×5.55=28..121.2××3.555×0.22×5.55=4.669kN1..1×3..55×00.2×55.5×22=8.559kN(00.6-00.3)××3.555×0.22×5.55×4=44.69kkN玻璃幕墻11.8×44.2×11.5×22=22..68kNN1.55×4.22×1.55×3=228.355kN6×44.2×11.5=337.8kkN橫墻總重：1226.544+28..12+44.69++8.599+4.669+222.68++28.335+377.8=2261.446kN縱墻A軸①,③④,④⑤,⑥⑦,⑦⑧[(6--0.6))×3.555-1..8×2..1×2]]×0.22×5.55×4=551.0884kN②,⑤⑥⑥[(7..8-0..6)×33.55--1.5××2.1××3]×00.2×55.5=117.7221kN③,①②[(22.7-00.6)××3.555-0.66×0.66]×0..2×5..5=7..8kN④,②③[(33.3-00.6)××3.555-1.88×2.11]×0..2×5..5=6..39kNN⑤,⑧⑨(6--0.6))×3.555×0..2×5..5×2=21.009kNE軸1.2×33.55××0.2××5.5××5=233.43kkN(6-0..3)×33.55××0.2××5.5××10=111.722kN玻璃幕墻11.8×44.2×11.5×110=1113.4kkN7.88×4.22×1.55=49..14kNN樓梯間22.7×33.55××0.2××5.5××2=211.09kkN縱墻總重：511.0844+17..721++7.8++6.399+42..18+223.433+11..72+1113.44+49..14+221.099=3433.96kkN⑶窗戶計算C-10尺尺寸：18000mm×2100mmm自重：0.44kN/mm2數(shù)量：9重量：：1.8×22.1×0..4×9=13.661kNC-22尺尺寸：15500mmm×2100mmm自重：0.44kN/mm2數(shù)量量：3重量量：1.5×2.1×0.44×3=3.788kNC-23尺尺寸：600mmm×600mmm自重：0.44kN/mm2數(shù)量：1重量：0..6×0.6×00.4×11=0.1444kN總重：13.661×3..78+0.1444=17.5534kNN⑷門重計算木門尺寸：：900mmm×21000mm自重：0.155kN/m2數(shù)量：3重量：0.9××2.1××0.155×3=0.855kN⑸樓板恒載、活載載計算（樓樓梯間按樓樓板計算）面積：43.88×25..8=11130.004m22恒載：4..05×11130..04=44576..66kkN活載：3..5×11130.004=39955.114kNN由以上計算可知知：三層重重力荷載代代表值為:G3=G恒+0.55G活=(41+553+6556.255+1755.5+6656.225+2880.8))×1.005+1662.544×1.005+3443.966+2611.46++17.5534+00.85++45766.66++39555.14××0.5=9304.663kNN4、頂層（1）梁、柱柱162..54kNN梁橫梁9225.755kN縱梁9337.055kN（2）內(nèi)外填充墻的的計算①橫墻(6-0.6)××3.555×0.22×5.55×13==274..13kNN(7.8-0.66)×3..55×00.2×55.5×22=56..232kkN(3-0.3)×33.55××0.2××5.5××4=42.1174kNN1.2×3.555×0..2×5..5=4..686kkN1.1×3.555×0..2×5..5×2==8.5991kN(6-0.3)××3.555×0.22×5.55×4=446.866kN1.8×4.22×1.55×2=222.688kN1.5×4.22×1.55×3=228.355kN總重：274..13+56.2232+42.1174+4.6886+8.5991+46.886+22.668+28.335=441..53kNN縱墻[(2..7-0..6)×33.55--0.6××0.6]]×0.22×5.55=7.88kN[(3.3-00.6)××3.555-1.88×2.11]×0..2×5..5=6..39kNN[(6-0.66)×3..55-11.8×22.1×22]×0..2×5..5×4==51.0084kNN[(7.8-00.6)××3.555-1.55×2.11×3]××0.2××5.5==17.7721kNN(6-0.6)××3.555×0.22×5.55=21..09kNN[(6-0.66-0.66)×3..55-00.9×22.1]××0.2××5.5==16.667kN(34.8×3..55-00.9×22.1×22-1.55×2.11×2)×0..2×5..5=1224.811kN(6-0.6)××3.555×0.22×5.55×4=884.355kN[(6-0.66)×3..55-11.5×22.1]××0.2××5.5==17.6622kNN(18×3.555-0.99×2.11)×0..2×5..5=688.2111kN[(6-0.66)×3..55-00.9×22.1]××0.2××5.5××3=577.02kkN[(7.8-00.6)××3.555-0.99×2.11]×0..2×5..5=266.04kkN1.2×3.555×0..2×5..5×5==23.443kN(0.6-0.33)×3..55×00.2×55.5×110=111.72kkN玻璃幕墻11.8×44.2×11.5×110=1113.4kkN77.8×44.2×11.5=449.144kN總重7.8+6..39+551.0884+177.7211+21..09+116.677+1244.81++84.335+177.6222+68..21+557.022+26..04+223.433+11..72+1113.44+49..14=6696.55kN⑶窗戶計算總重：17.5534kNN⑷門重計算M-1：木門尺寸：900mmm×21000mm自重：0.155kN/m2數(shù)量：100重量：0.9××2.1××0.155×10=2.8335kNM-15:木門門尺寸：15000mm×21000mm自重：0.155kN/m2數(shù)量：3重量：1.5××2.1××0.155×3=1.422kN總總重：2..835++1.422=4.2555kN（5）樓板恒載、活載載計算（樓樓梯間按樓樓板計算）面積：11300.04mm2恒載：595××11300.04==67233.73kkN活載：2.0××11300.04==22600.08kkN雪載:1130..04×00.2=2226.001kN由以上計算可知知：頂層重力荷荷載代表值值為：G4=G恒+0.55G活=(6966.5+4441.553)×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=10473..55kNN集中于各樓層標(biāo)標(biāo)高處的重重力荷載代代表值Gi的計算算結(jié)果如下下圖所示：：第四部分橫向向水平荷載載作用下框框架結(jié)構(gòu)的的內(nèi)力和側(cè)側(cè)移計算一、橫向自振周周期的計算算基本自振周期TT1(S)可按下式式計算：T1=1.7ψT((UT)1/2注：UT假想把集中在各各層樓面處處的重力荷荷載代表值值Gi作為水平平荷載而顯顯得的結(jié)構(gòu)構(gòu)頂點位移移；ψT結(jié)構(gòu)基本自振周周期考慮非非承重磚墻墻影響的折折減系數(shù)，取0.7。UT按以下公式計算：VGi=∑Gk(△U)i=VGii/∑GiJUT=∑(△U)注：∑GiJ為第i層的的層間側(cè)移移剛度；(△U)i為第ii層的層間間側(cè)移；(△U)k為第K層層的層間側(cè)側(cè)移；S為同層內(nèi)框架柱柱的總數(shù)。結(jié)構(gòu)頂點的假想想側(cè)移計算算過程見下下表：結(jié)構(gòu)頂點的假想想側(cè)移計算算層次Gi(kN)VGi(kN)∑Di(N/mm)△Ui(mm)Ui(mm)510586.55610586.55678050113.6219.649304.63319891.11978050125.520639304.63329195.88278050137.4180.5212469.66341665.44578050153.4143.1112952.22354617.66860881489.789.7T1=1.7ψT((UT)1/2=1.7×0..7×(00.21996)1/22=0.56(SS)二、水平地震作作用及樓層層地震剪力力的計算本結(jié)構(gòu)高度不超超過40mm，質(zhì)量和和剛度沿高高度分布比比較均勻，變變形以剪切切型主，故可用用底部剪力力法計算水水平地震作作用，即：：1、結(jié)構(gòu)等效總重重力荷載代代表值GeqGeq=0.855∑Gi=0.85×((129552.233+124669.633+93044.63++93044.63++105886.566)=46425.003kN2、計算水平地震震影響系數(shù)數(shù)a1查表得二類場地地近震特征征周期值Tg=0.335S查表得高防烈度度為7度的amax=00.08a1=(Tg/Trr)rη2amax注：r為曲線下降段的的衰減指數(shù)數(shù)，一般到到0.9;;η22為阻尼調(diào)調(diào)彎系數(shù)，一一般取1.0;;a1=(0.35//0.566)0.9×11.0×00.08==0.055243、結(jié)構(gòu)總的水平平地震作用用標(biāo)準(zhǔn)值FFEKFEK=a1Geeq=0..05244×464225.033=24322.67kkN因1.4Tg=11.4×00.35==0.499S＜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=0.08T11+0.007=0..08×00.56+0.007=0..11488△F5=0.11488×24322.67==279..27kN各質(zhì)點橫向水平平地震作用用按下式計計算：Fi=GiHiFEEK(1-δn)/(∑GkHK)=(GGiHi/∑GkHK)×21553.4kkN地震作用下各樓樓層水平地地震層間剪剪力Vi為：Vi=∑FK計算過程如下表表：各質(zhì)點橫向水平平地震作用用及樓層地地震剪力計計算表層次Hi(m)Gi(kN)GiHi(kN·m)GiHi/∑GJHJFi(kN)Vi(kN)522.5510586.556238726..930.323695.55695.55418.359304.633170739..960.231497.441192.999314.159304.633131660..510.178383.311576.329.9512469.663124072..820.168361.771938.07715.7512952.22374475.3320.1215.342153.41∑739675..54各質(zhì)點水平地震震作用及樓樓層地震剪剪力沿房屋屋高度的分分布見下圖圖三、多遇水平地地震作用下下的位移驗驗算水平地震作用下下框架結(jié)構(gòu)構(gòu)的層間位位移(△U)i和頂點位位移Ui分別按下下式計算：：(△U)i=Vi//∑DiJUi=∑(△U)k各層的層間彈性性位移角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。計算過過程如下表表：橫向水平地震作作用下的位位移驗算層次Vi(kN)∑Di(N/mm)(△U)i(mm)Ui(mm)hi(mm)θe=(△U)i/hi5695.557805010.8910.4642001/471941192.9997805011.539.5742001/274531576.37805012.028.0442001/207921938.0777805012.486.0242001/169412153.416088143.543.5457501/1624由此可見，最大大層間彈性性位移角發(fā)發(fā)生在第三三層，1/16224＜1/5550，滿足規(guī)規(guī)范要求。四、水平地震作作用下框架架內(nèi)力計算算1、框架柱端剪力力及彎矩分分別按下列列公式計算算ViJ=DiJVVi/∑DiJ（i—層，J—柱）上端MbiJJ=ViJ·yhh下端MuiJ=ViJ(1-y))hy=yn+y11+y2+y3注：yn為框架柱的標(biāo)準(zhǔn)準(zhǔn)反彎點高高度比；y11為上下層層梁線剛度度變化時反反彎點高度度比的修正正值；y22、y3為上下層層層高變化化時反彎點點高度比的的修正值；；y為為框架柱的的反彎點高高度比；底層柱需考慮修修正值y2。各層柱端彎矩及及剪力計算算層次hi(m)Vi(kN)∑DiJ(N/mm)邊柱Di1(N/mm)Vi1(kN)ky(m)Mbi1(kN·m)Mui1(kN·m)54.2695.557805011620714.440.8950.3521.2339.4244.21192.9997805011620724.770.8950.441.6162.4234.21576.37805011620732.730.8950.4561.8675.6124.21938.0777805011620742.240.8950.588.788.715.752153.416088141354844.721.840.65167.1490各層柱端彎矩及及剪力計算算層次hi(m)Vi(kN)∑DiJ(N/mm)中柱Di1(N/mm)Vi1(kN)ky(m)Mbi1(kN·m)Mui1kN·m)54.2695.557805012486633.5159.5744.21192.99978050124861381.80.4571.8287.7834.21576.378050124869103.33107.5524.21938.0777805012486161.731.80.5129.63129.6315.752153.4116088141354849.922.450.65179.196.442、梁端彎矩、剪剪力及柱軸軸力分別按按以下公式式計算：MLb=ilb(Mbbi+1+MMui,J)//(iLb+irb)Mrb=irb(Mbbi+1+MMui,J)//(iLb+irb)Vb=(MLb+MMrb)/LNi=∑(VLb-Vrb)k具體計算過程見見下表：梁端彎矩矩、剪力的的計算層次ED梁DC梁MLbMrbLVbMLbMrbLVb539.4229.44611.4830.1325.887.87.18483.6559.95623.9361.3452.697.814.623117.2288.66634.3190.7177.927.821.622150.56115.15644.29117.81101.27.828.081178.7111.74648.41114.3398.217.827.25梁端彎矩、剪力力的計算層次CB梁BA梁MLbMrbLVbMLbMrbLVb533.6934.03611.2925.5439.42610.83468.669.28622.9852.0183.65622.613101.45102.45633.9876.92117.22633.362131.76133.06644.1499.9150.56641.741127.86129.13642.8396.94178.8645.94梁端柱軸力的計計算層次柱軸力E軸柱DD軸柱NC軸柱NB軸柱NA軸柱N5-11.484.3-4.110.4610.834-35.4113.61-12.470.8333.443-69.7226.3-24.831.4566.82-111.46642.51-40.893.85108.541-157.463.67-56.470.74154.48第五部分豎豎向荷載作作用下框架架結(jié)構(gòu)的內(nèi)內(nèi)力計算（橫向框架內(nèi)力力計算）一、計算單元的的選擇確定定取③軸線橫向框架進進行計算，如如下圖所示示：二、荷載計算1、恒載作用下柱柱的內(nèi)力計計算恒荷載作用下各各層框架上上的荷載分分布如下圖圖所示：各層梁上作用的的恒荷載（1）對于第5層，q1代表橫梁自重，為為均布荷載載形式q1=0.3×0..65×25==4.8775kN//mq2為屋面板傳給橫橫梁的梯形形荷載和三三角形荷載載q2=5.95×33=17..85kNN/mP1、P2分別由邊縱梁、中中縱梁直接接傳給柱的的恒載，它它包括主梁梁自重、縱縱梁自重、樓樓板重等重重力荷載，計計算如下：：P1=(3×3×11/2×55.95+3××0.3××0.655×25)×22=82..8kNP2=(3×3×11/2×55.95+3××0.3××0.655×25)×22=1366.35kkN集中力矩M1=P1e1=882.8××(0.66-0.33)/2=112.422kN·mm(2)對于1～～4層q1=0.3×0..65×25=44.8755kN/mmq2=4.05×33=12..15kNN/mP1=(3×3×11/2×44.05++3×0..3×0..65×25))×2==65.77kNP2=(3×3×11/2×44.05++3×0..3×0..65×25))×2==102..15kNNM1=P1×e1==65.77×(0..6-0..3)/22=9.886kN··m2、活載作用下柱柱的內(nèi)力計計算活載作用下各層層框架梁上上的荷載分分布如下圖圖所示：各層恒荷載作用用圖（1）對于5層，q2=2×3=6kkN/mP1=3×3×1//（2×2××2）=18kNP2=3×3×1/（22×2×44）=36kN集中力矩MM1=P1e1=18×(00.6-00.3)//2=2..7kN··m同理，在屋面雪雪荷載作用用下q2=0.35×33=1.005kN//mP1=3×3×1//(2×2××0.355)=4.554kN//mP2=3×7×1//(2×4×0.335)=6.3kNN/m集中力矩：MM1=P1e1=3.155×(0..6-0..3)/22=0.447kN··m(2)對于1～～4層q2=3.5×3==10.55kN/mmP1=3×3×1//(2×3..5×2))=31.55kNP2=3×3×1/(22×3.55×4)=63kN集中力矩：M11=P1e1=31.55×(0..6-0..3)/22=4.773kN··m將計算結(jié)果匯總總?cè)缦聝杀肀恚簷M向框架恒載匯匯總表層次q1(kN/m)q2(kN/m)P1(kN)P2(kN)M1(kN·m)54.8817.8582.8136.3512.421～44.8812.1565.7102.159.86橫向框架活載匯匯總表層次q2(kN/m)P1(kN)P2(kN)M1(kN·m)47.2(1.226)25.92(44.54))51.84(99.07))3.59(0..68)1～312.645.3690.726.8注：表中括號內(nèi)內(nèi)數(shù)值對應(yīng)應(yīng)于屋面雪雪荷載作用用情況3、恒荷載作用下下梁的內(nèi)力力計算恒荷載作用下各各層框架梁梁上的荷載載分布如下下圖所示(1)對于第55層，-MDC=q11L22/12++q2L12(1-2a2+a3)/12==4.888×7.82/12++17.885×7..82×[1--2×(55/13))2+(5//13)22]/12==93.661kN··m-MED=q11L12/12++5q2L22/96==4.888×62/12++5×177.85××62/96=448.111kN·mm(2)對于第11～4層-MED=q11L12/12++5q2L12/96==4.888×62/12++5×122.15×62/96==37.442kN··m-MDC=q11L22/12++q2L12(1-2a2+a3)/122=44.88××7.822/12++12.115×7..82×[1--2×(55/13))2+(5//13)22]/122=771.622kN·mm4、活荷載作用下下梁的內(nèi)力力計算活荷載作用下各各層框架梁梁上的荷載載分布如下下圖所示：：各層梁上作用的的活荷載(1)第5層，-MED=5qq2L22/96=55×6×62/96=111.255kN·mm-MDC=qq2L22(1-2a2+a3)/122=6×7.882×[1--2×(55/13))2+(5//13)22]/122=23.115kN··m(2)對于第11～4層-MED=5qq2L12/96==5×100.5×62/96==19.669kN··m-MDC=qq2L22(1-2a2+a3)/122==10.55×7.882×[1--2×(55/13))2+(5//13)22]/122==40.551kN··m三、內(nèi)力計算梁端、柱端彎矩矩二次分配配法計算，彎彎矩計算如如下圖所示示：（a）恒荷載作用下下（a）活荷載作用下下四、梁端剪力和和柱軸力的的計算1、恒載作用下恒載作用下梁端端剪力及柱柱軸力（kN）層次荷載引起的剪力力柱軸力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N頂N底N頂N底N頂N底548.1264.0848.1248.12130.92168.72248.55286.35232.59270.39130.98168.72437.4449.6937.4437.44271.86309.66437.83513.43409.62485.22234.12309.66337.4449.6937.4437.44412.8450.6627.11740.51586.65700.05337.26450.6237.4449.6937.4437.44553.74591.54825.39967.59763.68914.88440.4591.54137.4449.6937.4437.44656.88732.481014.41194.7940.711129.7543.54732.48柱重:0.6×0..6×4..2×255=37..8KN2、活載作用下活載作用下梁端端剪力及柱柱軸力（kN）層次荷載引起的剪力力柱軸力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511.2515.1311.2511.2529.2562.3858.529.25419.6826.4819.6819.6880.43171.54160.8680.43319.6826.4819.6819.68131.61280.7263.22131.61219.6826.4819.6819.68182.79389.86365.58182.79119.6826.4819.6819.68233.97499.02467.94233.97五、框架梁的內(nèi)內(nèi)力組合1、結(jié)構(gòu)抗震等級級根據(jù)《抗震規(guī)范范》，本方方案為二級級抗震等級級。2、框架梁內(nèi)力組組合本方案考慮了三三種內(nèi)力組組合，即1.2SSGK+1..4SQKK,1.335SGKK+1SQKK及1.2SSGE+1..3SEKK?？伎紤]到鋼筋筋混凝土結(jié)結(jié)構(gòu)具有塑塑性內(nèi)力重重分布的性性質(zhì)，在豎豎向荷載作作用下可以以適當(dāng)降低低梁端彎矩矩，進行調(diào)調(diào)幅（調(diào)幅幅系數(shù)取0.8），以減少少負彎矩鋼鋼筋的擁擠擠現(xiàn)象。ηVb—梁端剪力力增大系數(shù)數(shù)，二級取取1.2。各層梁的內(nèi)力組組合和梁端端剪力調(diào)整整結(jié)果如下下表層次截面位置內(nèi)力SCK調(diào)幅后SQK調(diào)幅后SEK(1)SEK(2)νRE[1.22×(SGGK+0..5SQKK)+1..35SEEK]1.35SGKK+1SGK1.2SGK+1.4SQKKνREMmaxV=rRE[ηηVC(MbC+MlC)/ln]215EM-21.78-5.0139.42-39.4216.58-60.29-34.41-33.15-60.2971.27V48.1211.25-11.4811.4842.1367.5176.2173.49D左M-56.19-11.46-29.4429.44-85.33-27.92-89.32-86.27-85.33V48.1211.2511.48-11.4867.5142.1376.2173.49D右M-71.82-17.6430.13-30.13-43.2-101.955-114.6-110.888-101.955121.55V64.0815.13-7.187.1865.1481.01101.6498.08C左M-69.61-17.14-25.8825.88-95.6-45.13-111.111107.53-95.6V64.0815.137.18-7.1881.0165.14101.6498.08C右M-51.59-12.4333.69-33.69-19.18-84.87-82.08-79.31-84.87102.97V48.1211.2511.29-11.2942.3467.376.2173.49B左M-37.78-8.71-34.0334.03-71.14.74-59.7157.53-71.1V48.1211.2511.29-11.2967.342.3476.2173.49B右M-42.98-9.9925.54-25.54-18.28-68.08-68.01-65.56-68.0884.69V48.1211.25-10.8310.8342.8566.7976.2173.49AM-24.81-5.81-39.4239.42-63.3813.49-39.3-37.91-63.38V48.1211.2510.83-10.8366.7942.8576.2173.494EM-21.38-11.0683.65-83.6557.34-16.78-39.92-41.14-106.78885.77V37.4419.68-23.9323.9321.7814.6770.2272.48D左M-39.19-212.1-59.9559.95-103.22214.69-74.01-76.57-103.222V37.4419.6823.93-23.9374.6721.7870.2272.48D右M-55.98-31.5161.34-61.34-47.5-124.788-107.088-111.299-124.788145.94V49.6926.48-14.6214.6248.380.34-93.5696.7C左M-55.1-31.08-52.6952.69-111.955-12.2-105.477109.63-114.955V49.6926.4814.62-14.6280.348.0393.5696.7C右M-36.35-19.6668.6-68.625.32-108.455-68.73-71.14-108.455128.62V37.7426.48-22.9822.9826.6177.3977.4382.36B左M-28.53-14.75-69.2869.28-99.8635.23-53.21-54.89-99.86V37.4426.4822.98-22.9877.0926.377.0282B右M-32.94-17.0652.01-52.0113.39-88.03-61.53-63.41-88.03106.4V37.4426.48-22.6122.6126.7176.6877.0282AM-23.62-12.42-83.6583.65-108.41154.71-44.31-45.73-108.411V37.4426.4822.61-22.6176.6826.7177.0282各層梁的內(nèi)力組組合和梁端端剪力調(diào)整整結(jié)果如下下表層次截面位置內(nèi)力SCK調(diào)幅后SQK調(diào)幅后SEK(1)SEK(2)νRE[1.22×(SGGK+0..5SQKK)+1..35SEEK]1.35SGKK+1SGK1.2SGK+1.4SQKKνREMmaxV=rRE[ηηVC(MbC+MlC)/ln]213EM-21.38-11.06117.22-117.22290.07-138.511-39.92-41.14-138.511100.79V37.4419.68-34.3134.3110.3186.1470.2272.48D左M-39.19-21.2-88.6688.66-131.21141.68-74.01-76.57-131.211V37.4419.6834.31-34.3186.1410.3170.2272.48D右M-55.98-31.5190.71-90.7123.88-153-107.8-111.299-153177.09V49.6926.48-21.6221.6240.388.0893.5696.7C左M-55.1-31.08-77.9277.92-139.55512.4-105.477-109.633-139.555V49.6926.4821.62-21.6288.0840.393.5696.7C右M-36.35-19.66107.45-107.45563.2-146.333-68.73-71.14-146.333169.83V37.4419.68-33.9833.9810.6885.7770.2272.48B左M-28.53-14.75-102.455102.45-132.267.57-53.27-54.89-132.2V37.4419.6833.98-33.9885.7110.6870.2272.48B右M-32.94-17.0676.92-76.9237.67-112.322-61.53-63.41-112.322132.83V37.4419.68-33.3633.3611.3685.0978.2272.48AM-23.62-12.42-117.222117.22-141.14487.44-44.31-45.73-141.144V37.4419.6833.36-33.3685.0911.3670.2272.482EM-21.38-11.06150.56-150.566122.58-171.022-39.92-41.14-171.022115.21V37.4419.68-44.2944.29-0.7197.1770.2272.48D左M-39.19-21.1-115.155115.15-157.04467.51-74.01-76.57-157.044V37.4419.6844.29-44.2997.19-0.7170.2272.48D右M-55.98-31.51117.81-117.81150.3-179.433-107.088-111.299-179.433205.84V49.1926.48-28.0228.0233.2395.1593.5696.7C左M-55.1-31.08-101.2101.2-162.25535.09-105.477-109.633-162.255V49.6926.4828.08-28.0885.2233.1693.5696.7C右M-36.35-19.66131.76-131.76686.9-170.033-68.73-71.14-170.033195.62V37.4419.68-44.1444.14-0.559770.2272.48B左M-28.53-14.75-133.066133.06-162.05597.42-53.27-54.85-162.055V37.4419.6844.14-44.1497-0.5570.2272.48B右M-32.94-17.0699.9-99.960.08-134.733-61.53-63.41-134.733157.21V37.4419.68-41.4741.472.494.0570.2272.48AM-23.62-12.42-150.566150.56-173.644119.95-44.31-45.73-173.644V37.4419.6841.47-41.4794.052.470.2272.48各層梁的內(nèi)力組組合和梁端端剪力調(diào)整整結(jié)果如下下表層次截面位置內(nèi)力SCK調(diào)幅后SQK調(diào)幅后SEK(1)SEK(2)νRE[1.22×(SGGK+0..5SQKK)+1..35SEEK]1.35SGKK+1SGK1.2SGK+1.4SQKKνREMmaxV=rRE[ηηVC(MbC+MlC)/ln]211EM-22.42-11.34178.7-178.7148.95-199.511-41.61-42.78-199.511120.59V37.4419.68-48.4148.41-5.71101.7270.2272.48D左M-38.17-20.26-111.744111.74-152.42265.48-71.79-74.17-1521.442V37.4419.6848.41-48.41102.16-5.7170.2272.48D右M-56.12-31.49114.33-114.33346.79-176.155-107.255-111.433-176.155202.28V49.6926.4827.25-27.2534.0894.393.5696.7C左M-55.49-31.6-98.2198.21-159.92231.59-106.511-110.833-159.922V49.6926.4827.25-27.2594.334.0893.5696.7C右M-35.69-19.34127.86-127.86683.84-165.499-67.52-69.9-165.499190.68V37.4419.68-42.8342.830.995.5570.2272.48B左M-28.42-14.74-129.133129.13-158.11193.69-53.11-54.74-158.111V37.4419.6842.83-42.8395.550.970.2272.48B右M-32.53-17.0596.94-96.9457.57-131.477-60.97-62.91-131.477153.66V37.4419.68-45.4945.49-2.0498.4970.2272.48AM-24.58-12.94-178.7178.7-202.188146.29-46.12-47.61-202.188V37.4419.6845.49-45.4998.49-2.0470.2272.483、跨間最大彎矩矩的計算以第5層ED跨跨為例，說說明計算方方法和過程程計算理論：根據(jù)據(jù)梁端彎矩矩的組合值值及梁上荷荷載設(shè)計值值，由平衡衡條件確定定。（1）均布荷載作用用下如下圖圖（將三角形，梯形形荷載轉(zhuǎn)換換為均布荷荷載）VE=ME+MD//L+1//2(q11+q21+q22)L求X，（其中X為最最大正彎矩矩截面至EE支座的距距離）則X可由下式求得VD=(q1+q221+q22)X將求得的X值代代入下式即即可得跨間間最大正彎彎矩值MmaxMmax=MD++VDX-1//2(q11+q21+q22)X2若VD≤0,則：Mmax=MDD梁上荷載設(shè)計值值q1=4.888kN/mmqq21=177.85××5/8==11.116kN//mq22=6×5//8=3..75kNN/m左震：ME=116.588/0.775=222.11kkN·m,,MD=-85..33/00.75==-1133.77kkN·mVE=-(22.111+1133.77))/6+(5..86+133.39+4.5)×1/22×6=48.66Kn>0X=VE/q==48.66/(5.866+13..39+44.5)==2.05mMmax