概46.8米，主要表現(xiàn)為建筑物結(jié)構(gòu)構(gòu)造關(guān)系。本設(shè)計(jì)樓層總高度為12.3米，女兒墻高1.2米。結(jié)構(gòu)設(shè)工程概2、建筑面積：3500±10%m2耐火等級為二級，地礎(chǔ)設(shè)計(jì)等級為丙級。自然條3、雨季施工起止日期：71日～9304、冬季施工起止日期：125日～35地質(zhì)條表 各巖土層力學(xué)指標(biāo)匯總f（kPa（MPa（kN/m3厚度（m1——27.6/318.7/439/凍結(jié)深度0.5m。荷確定框架計(jì)算簡層樓面（即層高）故均為3.0m，由此可繪出框架計(jì)算簡圖如圖2.2：2.2框架計(jì)算簡圖主梁取b×h=250mm×600mm次梁取框架梁柱的線剛度計(jì)i=EI/l=3.0×107kN/㎡×2×中跨梁：i中跨梁EI/l=3.0×107kN/㎡×2×

×0.2×0.33/2.4m=1.4×104上部層各柱：i=3.0×107kN/㎡×

底層柱：i=3.0×107kN/㎡×

×0.54/4.25=3.7×104令i左上層柱=1.0i左右邊跨i中跨梁=0.27i底層柱屋防水層（剛性）30厚細(xì)石混凝土防 1.0kN/ 找平層：15厚水泥砂漿 0.015m×20kN/m3=0.30kN/㎡找平層：15厚水泥砂 0.015m×20kN/m3=0.30kN/找坡層：40厚水泥石灰焦渣砂漿3‰找平0.04m×14kN/m3=0.56kN/㎡保溫層：80厚礦渣水泥 0.08m×14.5kN/m3=1.16kN/㎡結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 0.12m×25kN/m3=3kN/㎡抹灰層：10厚混合砂 0.01m×17kN/m3=0.17kN/合計(jì)：6.89kN/各層走廊樓水磨石地面（10㎜面層、20㎜水泥砂漿打底、素水泥漿結(jié)合一道）0.65kN/㎡結(jié)構(gòu)層：120厚現(xiàn)澆鋼筋混凝土板 0.12m×25kN/m3=3kN/㎡抹層：10㎜厚混合砂漿 0.01m×17kN/m3=0.17kN/㎡

合計(jì)：3.82kN/大理石面層，水泥砂漿擦縫、30厚1：3干硬性水泥砂漿，面上撒2㎜厚素 0.12m×25kN/m3=3kN/抹灰層：10厚混合砂漿 梁自梁自重： 25kN/m3×0.25m×（0.6m-0.12m）=3kN/m抹灰層：10厚混合砂漿0.01m×[（0.6m-0.12m）×2+0.25m]×17合計(jì)梁自重 合計(jì) 25kN/m3×0.25m×（0.5m-0.12）=2.38kN/m合計(jì) 100.01m×（0.3m（0.6-0m2×k/柱自

合計(jì)柱自重： 抹灰層：10厚混合砂 0.01m×0.5×4+×17kN/m3合計(jì)水刷石外1.2m×0.36m×18kN/m3合計(jì)0.35×1.5=水泥粉刷內(nèi)：主梁上內(nèi)隔墻自重，內(nèi)縱墻自

合計(jì) （3-0.6）×0.24×7.5kN/m3： 水泥粉刷 2×0.36×3.3=2.38次梁上內(nèi)隔墻自

合計(jì)次梁內(nèi)隔 (3- 合計(jì)次梁內(nèi)隔 (4.25-0.5-： ：合 屋面和樓面活荷載標(biāo)準(zhǔn)走廊：2.0kN/雪荷載：Sk=1.0×0.2kN/㎡=0.2kN/㎡ 計(jì)算單3.1A-B、C-D軸間框架梁恒載：6.89kN/㎡×1.95m×（1-2α2+α3）×2=23.65kN/m 1.95×2kN/㎡×2×（1-2a2+a3）=6.86kN/m恒載 4.33kN/㎡×1.95m×（1-2a2+a3 2×2kN/㎡×1.95m×（1-2a2+a3）=6.86kN/m梁自重 3.21kN/屋面梁：恒載=梁自重+板傳荷載23.65kN/m+3.21kN/m=26.86活荷載=板傳荷 6.86=4.6kN/m+14.86kN/m+6.48kN/m=25.94活荷載=板傳荷載 6.865恒載 6.89kN/㎡×1.95m×85活載 0.5kN/㎡×1.95m×85恒載 4.33kN/㎡×1.95m×85 梁自重 1.231.23活荷載=板傳荷載 A軸柱縱向集中荷載的計(jì)女兒墻自重：（做法：墻高 ㎜，100㎜的混凝土壓頂頂層柱恒荷載=女兒墻+梁自重+板傳荷載=6.67kN/m×7.8m+[3.85×(3.9-5+6.89×1.95×85頂層柱活荷載=板傳荷載=2(21.958×3.9/221.950.885[（3.85+5.71）×(3.9-0.25）+6.89×1.95×8標(biāo)準(zhǔn)層柱活載=板傳活 =2×(2×1.95B軸柱縱向集中荷載計(jì)

8×3.9/2＋2×1.95×0.88頂層柱恒載=梁自重+板傳荷載=2[3.85×（3.9-51.95＋3.82× 585頂層柱活載=板傳荷 2×1.95× ×3.9/2＋2×0.88×1.95×7.5/4

8×1.2×2.4/4標(biāo)準(zhǔn)層柱活載=板傳活載層-----------------------層-------------------------------層-------------------------------層-----------------------------3.3恒載作用下剪力圖3.4恒載作用下最終軸力圖4-----------------------3-------------------------------2-------------------------------1-----------------------------3.5活載作用下矩調(diào)幅后框架彎矩圖3.6圖 活載軸力圖Wkzszw0hihjB/ ww=0.45kN/m z——風(fēng)壓高度變設(shè)地點(diǎn)位于某大城市郊地面粗糙度為Bs——風(fēng)荷載體型系數(shù)，根據(jù)建筑物的體型查得sz——風(fēng)振系zhiB——迎風(fēng)面的寬度，B=3.9m3.3z/w0/kN/m2hi/hj/Wk/333333風(fēng)荷載作用下的位移驗(yàn)風(fēng)荷載作用下框架的層間側(cè)移可按下式計(jì)算uj 3.42~4Dic2Dcic12/kN/mD kN/m)2=85840i2Dcic12/kN/mD kN/m)2式中Vjj

ujj

uWj/Vj/D/(kN/uj/uj/4321uuj3.7Ahiv4300033000230001000 3.8B柱反彎點(diǎn)高度計(jì)算hiv4300033000230001000Di/MM4321層Di/MM4321重力荷載代表值1屋面恒載：6.893.9250%屋面雪荷載：0.53.917.434橫梁自重：=3.21（7.5+0.24-0.5×2＋1.23（2.4-0.24=24.29kn567共計(jì)1樓面恒載2③橫梁自重4縱梁自重：5上下各半層墻體自重：6.48(3.9-0.567共計(jì)12③橫梁自重4縱梁自重： 上下各半層墻體自重：5.67(3.9-0.5)+6.48×(3.9-67共計(jì)橫向框架側(cè)移剛度的計(jì)D ch2計(jì)算，式中系數(shù)c為柱的側(cè)移剛度修正系數(shù)由相關(guān)表可查得。（根據(jù)梁柱的線剛度比k的不同ENmm2cbli43.02503.11橫梁線剛度ib3.12ichcENmm2cbhmm2i2-13.03.13中框和邊框架線剛度分布表kib（一般層c （一般層kDkib（底層k0.5（底層 kci 3.14ki1ki1i2i3 kkki1k k3.15柱抗側(cè)移剛度修正系數(shù)表kch kk 2D=kCch43332313.16A/DkEIc k 2kCch43332313.17B/C橫向水平作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移D1式。按式T1= D13.184321頂點(diǎn)位移按式 1.70.7 在B類場地，6度設(shè)防烈度，結(jié)構(gòu)的特征周期T和影響系數(shù)Tgamax=0.04（最大影響系數(shù)故采用底部剪力法計(jì)算水 作用，結(jié)構(gòu)總水 作用標(biāo)準(zhǔn)值按公=G因?yàn)?=0.375s< 所以：α1=η2αmax=1×0.40=0.40s1因?yàn)?.4T=1.40.40s=0.56s>T=0.373s,所以不考慮頂部附加作用1g表3.19各層橫向作用及樓層剪GiHinGk4333231各質(zhì)點(diǎn)水平作用及了樓 圖3.12各質(zhì)點(diǎn)作用分布圖3.13剪力沿房屋高度分布水平作用下框架位移計(jì)算水平作用下框架結(jié)構(gòu)的層間位移ui和頂點(diǎn)位移ui分別按公 (ui)ViDij和u(ui)k計(jì)算，計(jì)算過程如表（11）表中ei e性位移角e表 橫向水平作用下的位移計(jì)jFi/4333231滿足式中uh=1/550M=V(1- VyhV 注：上柱 ；下柱MD ； 3.21邊柱柱端彎矩AkyMM43332313.22中柱柱端彎矩間 BkyMMMBMB43332313.15梁端剪力圖3.16柱軸力圖MMVb，VV MMVb，V 3.23各柱邊緣處彎矩剪力及軸力值MVMVMVMVMVMVMVMV4AD3AD2AD1AD恒載4左M----------V--中M----------右M--V----------3左M----------V--中M----------右M--V----------2左M----------V--中M----------右M--V----------1左M----------V--中M----------右M--V----------恒載4左M----------V--中M0000右M--V----------3左M---------V---中M0000右M---V----2左M---------V---中M0000右M-------V---1左M---------V---中M0000右M---V---------恒載4層上M--N--V----------下M--N--V----------3層上M--N--V----------下M--N--V----------2層上M--N--V----------下M--N--V----------1層上M--N--V----------下M---N--V----------4層上M----------N--V--下M----------N--V--3層上M----------N--V--下M----------N--V--2層上M---------N--V--下M----------N--V--1層上M---------N--V--下M---------N--V-- 混凝土強(qiáng)度采用C25f=11.9N/ f=1.27N/

fy300N/mm2fy270N/fc=11.9N/mm2,fy=300N/mm2，fyv270N/h0has=500-NmaxNmaxNfc框架柱正截面設(shè)M1M

7989

0.890IA 5001IA 500134-lc

29.5Me0N733190 eaeie0ea12220eeihas14225040352mm由于是對稱配筋，A ff 所以，Nb1fcbbh01.011.95004600.551505.35 f1

11.9500

0.27AsAs

Ne1fcbh210 1.011.950046020.27(10.50.27)0300(46040)0AS

S,

0.5500500223框架柱斜截面設(shè)則剪跨比為：Hn2h04.25(20.56)3.7取λ=3.0。N733.190.3fcA 1.275004600.07733190179.117KNV3.0故只需按構(gòu)造配筋。取箍筋8@150，nAsv1

0.24 f

0.241.27框架梁正截面設(shè)IIIIIIVVIVIABCD4.1選取截面及受力梁端彎矩梁截面下部受拉時(shí)，翼緣在梁的受拉區(qū)，此時(shí)截面可按T形截面進(jìn)行配筋計(jì)算；當(dāng)fc=11.9N/mm2ft=1.27N/mm2fy=300N/mm2fyv=270AB跨跨中配筋計(jì)算按計(jì)算跨度考慮：bf′=7500/3=2500mmhf′1fcbfhfh0

hf1.011.92500180(5601802)2516.85kNmM123.44kN2s s 1.011.92500560MAsM

1.011. .14777.5mm2418,As=1017mm2

0.6780250

45 f

451.27ABM=-117.16kN

1.011.93005600.111bAs

318,As=763mm2且

0.5 ft451.27 BM=125.07kN 0011

1.011.9250560 A fys418,且

00.68 0250

ft451.27 框架梁斜截面設(shè)梁ABhw4801.60 C25，,fcu,k25Nmm250Nmm2c0.25cfcbh0=0.251.011.9250560=416.5kN>V=147.060.7ftbh0=0.71.27250可按構(gòu)造配筋。構(gòu)造要求配筋取雙肢箍 層4242028@28@28@28@基礎(chǔ)高度為1200mm?；A(chǔ)采用C25混凝土，fc=11.9KN/m2鋼筋選用三級鋼筋，/ab圖 B柱下獨(dú)立基礎(chǔ)計(jì)算簡5.1.1.按構(gòu)造要求初步確定基礎(chǔ)2.301.1+1.0=2.1m,采用厚C10混凝土墊層,兩邊各沿伸出100㎜.5.1.2按受壓基礎(chǔ)初步估算基底面1.2A01.2Nk,fa

270.6917.8(2.150.45

7.19m1.2 計(jì)算基底應(yīng)Mk=898.25kN

Nk=1368.89 Gk=20×2.7×2.7×(2.15+0.45×0.5)=388.99ke kNkGk=0.051＜6 1368.89388.99(160.051)Pk,min

2.7

PPk,maxPk

Pk,max=268.68kPa＜fa＜1.2 取as=60mm,h0=1100-60=1040㎜.

ft1.27N/atac=500n A(lach)b(bbch 1.04)20.1584 取0.7hft(bch0)h0 ）×1040=1324.76kN＞

PnPn,maxMPn(la)2(2bb 268.68(2.70.5)2(22.70.5)319.68kn.mHRB335(fy300Nmm2

0.91040

1138.46mm選用14@100(As=1231mm2);另一方向選用14@160(As=1231mm2Mk=81.32kN Nk=904.25 Vk=48.95 = 0.9h0f

904.25

904.25388.99(160.063){20224P

l 2.7 15256根據(jù)以上兩組內(nèi)力計(jì)算可知:Pkmax=202.24kPa＜1.2

faE=1.2afa=1.2×1.312.3m，采用抗震及布置靈活的框架結(jié)構(gòu)。用計(jì)算機(jī)軟件做最終的，來檢驗(yàn)手算的正確與否，以及結(jié)構(gòu)的合理性。畢業(yè)設(shè)計(jì)是的改正。在老師的指導(dǎo)過程中我不但學(xué)到了必備專業(yè)知識技能和思考解決問題的方謝！使我而充實(shí)的大學(xué)時(shí)光。民用建筑設(shè)計(jì)通則GB50352-建筑設(shè)計(jì)防火規(guī)范GB50016-建筑模數(shù)協(xié)調(diào)統(tǒng)一標(biāo)準(zhǔn)GBJ2-房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)GB/T50001-建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)GB/T50105-建筑結(jié)構(gòu)荷載規(guī)范GB50009—混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010—建筑地礎(chǔ)設(shè)計(jì)規(guī)范GB50007—建筑抗震設(shè)計(jì)規(guī)范GB50011—混凝土結(jié)構(gòu)施工圖平面表示法民用建筑工程建筑施工圖設(shè)計(jì)深度圖樣（10）結(jié)構(gòu)設(shè)計(jì)資料集（4）中國建筑工業(yè)建筑安裝工程統(tǒng)一勞動［合訂本（一）、（二山東省建筑工程消耗量（上、下建筑施工手冊（上、中、下）:Inthispaper,fornoadditionalcostunderthepremiseoftoomanybuildingstoresistlateralloadstoenhancethecapacityoftheapplicationofsomeprincipleKayward:High-RiseBuildings,Shear-WallSystems,Rigid-FrameItisdifficulttodefineahigh-risebuilding.Onemaysaythatalow-risebuildingrangesfrom1to2stories.Amedium-risebuildingprobablyrangesbetween3or4storiesupto10or20storiesormore.Althoughthebasicprinciplesofverticalandhorizontalsubsystemdesignremainthesameforlow-,medium-,orhigh-risebuildings,whenabuildinggetshightheverticalsubsystemseacontrollingproblemfortworeasons.Higherverticalloadswillrequirelargercolumns,walls,andshafts.But,moresignificantly,theoverturningmomentandthedeflectionsproducedbylateralforcesaremuchlargerandmustbecarefullyprovidedforTheverticalsubsystemsinahigh-risebuildingtransmitaccumulatedgravityloadfromstorytostory,thusrequiringlargercolumnorwallsectionstosupportsuchloading.Inadditionthesesameverticalsubsystemsmusttransmitlateralloads,suchaswindorseismicloads,tothefoundations.However,incontrasttoverticalload,lateralloadeffectsonbuildingsarenotlinearandincreaserapidlywithincreaseinheight.Forexampleunderwindload,theoverturningmomentatthebaseofbuildingsvariesapproximayasthesquareofabuildingsmayvaryasthefourthpowerofbuildingsheight,otherthingsbeingequal.Earthquakeproducesanevenmorepronouncedeffect.Whenthestructureforalow-ormedium-risebuildingisdesignedfordeadandliveload,itisalmostaninherentpropertythatthecolumns,walls,andstairorelevatorshaftscancarrymostofthehorizontalforces.Theproblemisprimarilyoneofshear .Moderateadditionbracingforrigidframesin“short”buildingscaneasilybeprovidedbyfillingcertainpanels(orevenallpanels)withoutincreasingthesizesofthecolumnsandgirdersotherwiserequiredforverticalloads.Unfortunay,thisisnotisforhigh-risebuildingsbecausetheproblemisprimarilytomomentanddeflectionratherthanshearalone.Specialstructuralarrangementswilloftenhavetobemadeandadditionalstructuralmaterialisalwaysrequiredforthecolumns,girders,walls,andslabsinordertomadeahigh-risebuildingssufficientlyresistanttomuchhigherlateraldeformations.Aspreviouslymentioned,thetyofstructuralmaterialrequiredpersquarefootoffloorofahigh-risebuildingsisinexcessofthatrequiredforlow-risebuildings.Theverticalcomponentscarryingthegravityload,suchaswalls,columns,andshafts,willneedtobestrengthenedoverthefullheightofthebuildings.Buttyofmaterialrequiredforresistinglateralforcesisevenmoresignificant.Withreinforcedconcrete,thetyofmaterialalsoincreasesasthenumberofstoriesincreases.Buthereitshouldbenotedthattheincreaseintheweightofmaterialaddedforgravityloadismuoresizablethansteel,whereasforwindloadtheincreaseforlateralforceisnotthatmuoresincetheweightofaconcretebuildingshelpstoresistoverturn.Ontheotherhand,theproblemofdesignforearthquakeforces.Additionalmassintheupperfloorswillgiverisetoagreateroveralllateralforceundertheofseismiceffects.Inthecaseofeitherconcreteorsteeldesign,therearecertainbasicprinciplesforprovidingadditionaltolateraltolateralforcesanddeflectionsinhigh-risebuildingswithouttoomuchsacrifireineconomy.Increasetheeffectivewidthofthemoment-resistingsubsystems.Thisisveryusefulbecauseincreasingthewidthwillcutdowntheoverturnforcedirectlyandwillreducedeflectionbythethirdpowerofthewidthincrease,otherthingsremainingcinstant.However,thisdoesrequirethatverticalcomponentsofthewidenedsubsystembesuitablyconnectedtoactuallygainthisbenefit.Designsubsystemssuchthatthecomponentsaremadetointeractinthemostefficientmanner.Forexample,usetrusssystemswithchordsanddiagonalsefficientlystressed,placereinforcingforwallsatcriticallocations,andoptimizestiffnessratiosforrigidframes.Increasethematerialinthemosteffectiveresistingcomponents.Forexample,materialsaddedinthelowerfloorstotheflangesofcolumnsandconnectinggirderswilldirectlydecreasetheoveralldeflectionandincreasethemoment contributingmassintheupperfloorswheretheearthquakeproblemisaggravated.Arrangetohavethegreaterpartofverticalloadsbecarrieddirectlyontheprimarymoment-resistingcomponents.Thiswillhelpstabilizethebuildingsagainsttensileoverturningforcesby pressingthemajoroverturn-resistingcomponents.Thelocal