為15.0m設(shè)計基準(zhǔn)期為5年，二級的結(jié)構(gòu)安全等級，四級抗震等級，二級耐火等級，三級采光等級，6度的抗震設(shè)防烈度，丙級地礎(chǔ)設(shè)計，屋面防平、立、剖、詳?shù)葓D的設(shè)計。利用PkPM專業(yè)軟件進(jìn)行了梁板柱的配筋以及基：框架結(jié)構(gòu)，獨(dú)立基礎(chǔ)，住宅ThisprojectislocatedinQingdao,landuseplanningapproval.Buildingfunctionforthevillageresidentialbuilding,buildingareaof2023m2,eachresidentialbuildingisframestructureformofindependentfoundation,atotaloftwounits,fivelayeratotalheightof15.0mdesignreferenceperiodfor5years,thestructureofthesecondarysecuritylevels,level4seismicgrade,secondaryrefractorygrade,classdaylighting,seismicfortificationintensityis6degrees,andforthefoundationdesign,cclassroofingwaterproof.With"theeconomicandreasonable,functionaluse,beautifulappearance,environmentalright"asthebasicprinciple,carriedoutinaccordancewiththenationalrelevantspecification,standardrequirementsspecificationrequirementsofbuildingfacilities,set,anddetaildesign.UsingPkPMsoftwaretothereinforcementofbeamplatecolumnandfoundationThisprojectislocatedinQingdao,landuseplanningapproval.Buildingfunctionforthevillageresidentialbuilding,buildingareaof2023m2,eachresidentialbuildingisframestructureformofindependentfoundation,atotaloftwounits,fivelayeratotalheightof15.0mdesignreferenceperiodfor5years,thestructureofthesecondarysecuritylevels,level4seismicgrade,secondaryrefractorygrade,classdaylighting,seismicfortificationintensityis6degrees,andforthefoundationdesign,cclassroofingwaterproof.With"theeconomicandreasonable,functionaluse,beautifulappearance,environmentalright"asthebasicprinciple,carriedoutinaccordancewiththenationalrelevantspecification,standardrequirementsspecificationrequirementsofbuildingfacilities,set,anddetaildesign.UsingPkPMsoftwaretothereinforcementofbeamplatecolumnandfoundationreinforcementcalculation.Intermsofstructuredesign,inlinewiththeprincipleof"safe,applicable,durable",hascarriedontheinternalforcecombination,plate,beam,column,foundation,verticalloadtogether,forcecalculation,internalforcecombinationstructuredesignandso:residetialbilding,framestrcture,independent前 建筑設(shè)計 工程概況 自然條 荷載條 技術(shù)經(jīng)濟(jì)條 材料選 結(jié)構(gòu)設(shè)計說 框架計算簡圖及梁柱線剛 豎向荷載計 風(fēng)荷載作用下的框架內(nèi)力計 抗震計 內(nèi)力組 截面設(shè)計與配筋計 2.7.基礎(chǔ)截面設(shè) 結(jié) 致 參考文 工程概

1單戶建筑面積：70m2~110m2范圍內(nèi)50b類，耐火等級為二級，地礎(chǔ)設(shè)計等級為丙級。層數(shù)與層數(shù)為五層，住宅樓層高宜為2.8m設(shè)計標(biāo)高±0.00028.6℃，2.2℃719mm，80mm雨季施工起止日期：71～930日冬季施工起止日期：125～次年35日1表 各巖土層力學(xué)指標(biāo)匯總fak（kPa（MPa（kN/m3厚度（m1——27.6/318.7/E439/E水文地質(zhì)概況：最高水位－3.6m，常年水位－3.9m，無腐蝕性 a抗震設(shè)防烈度為6度，設(shè)計分組為第一組，設(shè)計基本加速度值0.05g0基本風(fēng)壓w=0.60kN/m2B00基本雪壓s=0.20kN/m20C30。交通條件：本工程可利用性公路，工具為汽車現(xiàn)場水電情況：工地附近有自來水和高壓線可供使用5選用：建筑安裝工程統(tǒng)一勞動，山東省建筑工程消耗量310～1110材料的選C30HRB335，240mm×120mm×60mm,重度=18kN/采用水泥空心磚，其尺寸為,240mm×120mm×60 鋼塑門窗=0.35kN/㎡門：=0.2kN/㎡結(jié)構(gòu)設(shè)-1.250m，2.8m，4.05m，其余各層柱高從樓面算至上一層樓面（即層高）2.8m，由此可繪出框架計算簡圖如下圖：2.1框架梁柱的線剛度計注：對于中框架梁取I=2I 邊框為I=1.5I

左邊

=EI/l=3.0×107kN/㎡×2×

×0.25m×0.53m/6.0m=4.0×104i=4.0×104kN.m=i中跨梁：i中跨梁=EI/l=3.0×107kN1×0.2505m31×0.404m31底層柱 ×0.404m3令i左上層柱 則其余各桿件相對線剛度為i左右邊跨i中跨梁

4.0

i底層柱2.3104KN.m恒載標(biāo)準(zhǔn)值計（1）防水層（剛性）30厚細(xì)石混凝土防水 1.0kN/㎡ 找平層：15厚水泥砂漿 0.015m×20kN/m3=0.30kN/㎡找坡層：40厚水泥石灰焦渣砂漿2‰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厚混合砂漿 合計：6.89kN/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㎜厚素水泥水泥漿結(jié)合層一道 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厚混合砂漿 0.01×17kN/m3=0.17kN/㎡合計：4.33kN/橫梁自重b×h=250×500梁自重： 25klN/m3×0.25m×（0.5m-0.12m）=2.38kN/m抹灰層：10厚混合砂漿 0.01m×[（0.5m-0.12m）×2+0.25m×17kN/m3合計連系 b×h=200㎜×400梁自 抹灰層：10厚混合砂 0.01m×[（0.4m-17kN/m3基礎(chǔ)梁b×h=200㎜×400㎜ 25kN/m3×0.20m×0.4m=2kN/m柱尺 b×h=400㎜×400柱自重 25kN/m3×0.4m×0.4m=4抹灰層：10厚混合砂 0.01m×0.4m×4×17kN/m3 0.8m×0.24m×18N/m3=3.46kN/m 水刷石外： (2.8m-1.5m-0.5m)×0.5kN/㎡=0.4kN/m水泥粉刷內(nèi) （2.8m-1.5m-0.5m）×0.36kN/㎡縱墻 水刷石外 水泥粉刷內(nèi) 鋁合金 合計縱墻 （2.8m-0.5m）×0.24m×9.8kN/m3水泥粉刷 （2.8m-0.5m）×0.36kN/㎡×2=2.16合計活荷載標(biāo)準(zhǔn)值計樓面：2.0kN/㎡Sk=1.0×0.2kN/㎡=0.2kN/豎向荷載作用下框架內(nèi)力計取②軸線橫向框架進(jìn)行計算，計算單元寬度為3.6m，如圖2.2所示，該框架的樓圖 板傳荷載示意圖（2）A-B1-22a3 6.89kN/㎡×1.8×（1-2a2+a3）×2=21.58kN/m 0.5×1.8×2×（1-2a2+a3）=1.57kN/m恒載 4.33kN/㎡×1.8×（1-2a2+a3 2.0×1.8×2×（1-2a2+a3）=6.26kN/m 2.55kN/mA-B屋面梁：恒載=梁自重+板傳荷載=2.55kN/m+21.58kN/m=24.13活荷載=板傳荷 =1.57樓面梁：恒載=梁自重+板傳荷載=2.55kN/m+13.56kN/m=活荷載=板傳荷載 6.26（3）B-C：1-2a2a35恒載 6.89kN/㎡×0.75m×8×2=5.965活載 0.5kN/㎡×0.75m×8×2=0.445恒載 4.33kN/㎡×0.75×85活載 2.0kN/m×0.75m×8梁自重 2.55B-C屋面梁：恒載=梁自重+板傳=2.55活荷載=板傳荷載樓面梁：恒載=梁自重+板傳荷載=2.55kN/m+3.75活荷載=板傳荷載=1.88（4）C-D：1-22a3恒載 6.89kN/㎡×1.8×（1-2a2+a3 0.5×1.8×2×（1-2a2+a3）=1.57kN/m恒載 4.33kN/㎡×1.8×（1-2a2+a3 v2.0×1.8×2×（1-2a2+a3）=6.26kN/m C-D屋面梁：恒載=梁自重+板傳荷載=活荷載=板傳荷 樓面梁：恒載=梁自重+板傳荷載=2.55活荷載=板傳荷載 （5）A（600，1000.6m×18kN/m3+25kN/㎡×0.1×0.24m×(0.7×2+0.24)×0.5kN/=6.41kN/m×3.6+2.55kN/m×(3.6m- +6.89kN/㎡×3.6m×8×1.8m+(1.88kN/m×2+1.88×3.9)×3.95頂層柱活荷載=板傳荷載=0.5kN/×3.6m×8×1.8m=2.035=4.68kN/m×(3.6m-0.4m)+4.33kN/m×3.6m×81.5+ (3.6- +1.88kN/m×3.9)3.95標(biāo)準(zhǔn)層柱活載：板傳活載=2.0×3.6×8=8.35kN/m×（3.6m-0.4m）+2kN/m×（3.6m-0.4m）=33.12（6）B頂層柱恒載=梁自重+板傳荷載=2.55kN/m×（3.6m-0.4m）+6.8kN/m×8

×3.6m+6.89kN/m×[1-2×0.212×0.213]+6.89×6.75×[1-2×0.4220.423+1.88×(1.8+1.2)×2.7+1.88×1.5×0.25=48.85 頂層柱活載=板傳荷載=0.5×0.75×[1-2×0.212+3×0.213]+0.5×0.75×(1-0.212×

)+0.5×1.8×8

×1.8=標(biāo)準(zhǔn)層柱恒載=梁自重+板傳荷載+墻自重=4.68kN/m×（3.6m-(4.33kN/m×1.8×8

0.212+3×0.213 0.7×[1-20.422×+3×0.423×0.9×3.9=46.45標(biāo)準(zhǔn)層柱活載=板傳活載=11.72

2+1.2)×3.9基礎(chǔ)頂面恒載=基礎(chǔ)梁自重+底層內(nèi)隔墻自重=2kN/m×(3.6-=29.02(7)C頂層柱恒載=梁自重+板傳荷載=47.95頂層柱活載=板傳荷載=2.71標(biāo)準(zhǔn)層柱恒載=梁自重+板傳荷載+墻自重標(biāo)準(zhǔn)層柱活載=板傳活載=11.72（8）D（600，100=0.24m×0.6m×18kN/m3+25.18kN/㎡0.5kN/㎡頂層柱恒荷載=女兒墻自重+梁自重+板傳荷載=60.97頂層柱活荷載=板傳荷載=2.03標(biāo)準(zhǔn)層柱：柱恒荷載=墻自重+梁自重+板傳荷載=49.40標(biāo)準(zhǔn)層柱活載：板傳活載基礎(chǔ)頂面恒載=底層外縱墻自重+基礎(chǔ)梁自重圖（2.3）豎向受荷總圖使用分層法計算框架彎A-B軸：頂層：24.13kN/m B-C軸：頂層：8.51kN/m C-D軸：頂層 標(biāo)準(zhǔn)層圖（2.4）框架梁受荷圖圖（2.5）頂層彎矩分配圖圖（2.6）標(biāo)準(zhǔn)層彎矩分配圖圖（2.7）底層計算單元及彎矩分配圖圖（2.9）彎矩調(diào)幅后框架彎矩圖圖（2.10）活荷載作用下頂層的桿端彎矩計算圖圖（2.11）活荷載作用下標(biāo)準(zhǔn)層的桿端彎矩計算圖圖（2.12）活荷載作用下底層的桿端彎矩計算圖圖（2.13）活荷載作用下框架彎矩圖圖（2.14）調(diào)幅后活荷載作用下框架彎矩圖0.85，調(diào)幅后橫載和活載彎矩圖見以上各圖。

VVq

ql2Vm梁端彎矩引起的剪力，Vm

Ml

M

NV式中:VP圖 恒載作用下的最終剪力圖圖（2.16）活載作用下的最終剪力圖圖（2.17）恒載作用下的最終軸力圖圖（2.18）活載作用下的最終軸力圖計算柱的反彎點(diǎn)高度mnK查表得到柱反彎點(diǎn)系數(shù)yo據(jù)上下橫梁線剛度比值來查得修正值y1，根據(jù)上下層高度變化查得修正值y2y3反彎yh=(yoy1y2y3)h表（2.1）A表（2.2）B表（2.3）C表（2.4）D框架柱端剪力及彎矩分別按下列公式計算柱端剪力：Vij=DijVi下端彎矩：M上端彎矩：Muij=Vij（1-上式中yny2、y3為上下層層高變化時反彎點(diǎn)高度比的修正值。y底層柱需考慮修正值y2，第二層柱需考慮修正值y1和y3，其它柱均。表（2.5）A軸框架柱剪力和梁端彎矩的計算表（2.6）B表（2.7）C表（2.8）D表（2.9）重力荷載代表值計集中于各樓層標(biāo)高處的重力荷載代表值Gi計算。計算過程為：1250%屋面雪荷載：= 345女兒墻自重=4.01′（9.3+42.6）′6半層柱自重：4.27′58′7 =共計1樓面恒載：4.33′250%5.16′3上下各半層柱自重：346.72′42′共計 1樓面恒載250%5.16′3上下各半層柱自重：346.72+4.27′4.05/2′42′729.21+4.68′（4.8-0.4）′12+4.68′（42.6-0.4′14）+8.35（42.6-0.4′共計 圖（2.19）各層重力荷載代表值橫向框架側(cè)移剛度的計ibicD

12ic計算，式中系數(shù)（根據(jù)梁柱的線剛度比k的不同c I0為梁矩形部分的截面慣性矩。表（2.10）橫梁線剛度ibNmm2bIlEcll2Ecl525024.02002.24.4表（2.11）柱線剛度icNmm2bmm2Imm4EcIcN4001400表（2.12）kib（一般層k（一般層 kDciEIC kib（底層k0.5（底層 kckkckki1kki1i2i3ki1表（2.15）A/DkEIc kbkkc 2D=kCc50.440.430.420.410.4表（2.16）B/CkEIc kbkkc 2D=kCc50.440.430.420.410.4橫框架自振周期計按式T1=1.7jr?CTgamax

a1Geq計算周期T1，其中mrmjr=0.7。??54321

橫向作用計算及樓層剪力計在C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=0.12（最大影響系數(shù)40m故采用底部剪力法計算水平作用，結(jié)構(gòu)總水平作用標(biāo)準(zhǔn)值按公式Geq=0.85′

=aTg

0.4501 (T)max(0.471

0.12因為：Tg<T1=0.47s<5T h2=1.0(阻尼調(diào)整系數(shù))g1a=(Tg) =(0.45)091.00.12121

FEK1Geq0.120.85Gi0.1219652.761因為1.4T=1.40.45s=0.63s>T=0.47s,所以不考慮頂部附加作用1g表（2.12）各層橫向作用及樓層剪HinGiHi/GkHK54321nj—1—各質(zhì)點(diǎn)水平作用及了樓層剪力沿屋高分布圖（2.20）各質(zhì)點(diǎn)作用分布圖圖水平作用下框架位移計算水 作用下框架結(jié)構(gòu)的層間位移ui和頂點(diǎn)位移

分別按公式 (uiViDij和u(ui)k計算，計算過程如表（11）表中e位移角

表（2.18）橫向水平作用下的位移計ujFi/iutujj54321由表中可知最大層間位移發(fā)生在第二層，其值為1/1421<1/550滿足式中uhDyhm，n，

查表得到柱反彎點(diǎn)系數(shù)yo根據(jù)上下橫梁線剛度比值來查得修正值y1，根據(jù)上下層高度變化查得修正值y2y3反yh=(yoy1y2y3)h中柱（C軸邊柱（D軸5同中柱（B軸同邊柱（A軸a1y1a1y1a3y3a3y34同中柱（B軸同邊柱（A軸a10y1a1y1a2y2a2y2a3y3a3y33同中柱（B軸同邊柱（A軸a10y1a1y1a2y2a2y2a3y3a3y32同中柱（B軸同邊柱（A軸a10y1a1y1a2y2a2y2a3y3a3y31同中柱（B軸同邊柱（A軸a10y1a1y1a2y2a2y2同中柱（B軸同邊柱（A軸a3y3a3y3水平作用下橫向框架的內(nèi)力分

上柱

=V(1

y

MD=Vyh

ViVijDyMbV MuV(1 5/-16546754.6626755754.664/-165461344.24267551344.243/-165461815.91267551815.912/-165462146.08267552146.081/-78432358.33100672358.334表（2.20）各柱剪力及彎矩值MlbMrbVb/NNNCN528.57-28.57-4-4(23374627)506-(23.3746.27)4(4627625)78-361(4627625)306-24(6257386)98-6(62.573.86)-14(73864691)876--(73.8646.91)表（2.21）各梁柱彎矩剪力及軸力值圖（2.23）梁端剪力圖ik圖（2.24）柱軸力圖層不考慮荷載作考慮荷載作1.35SGK1.4CSQ1.4WSW12SGK14SQ14W AMNAMNABVMNBMNBV22

f=14.3kN/mmcyf300KN/cyyf270KN/y

ft=1.43kN/表（2.24）活荷載按樓層的折減系數(shù)1表（2.25）承載力調(diào)整系數(shù)梁0.150.15b

1 f

1 2

框架柱截面設(shè)

N N

817.57103

817.58KN

fc

14.3

B取=400mm- hw3650.91因為

0.25c

（滿足BNb從柱的內(nèi)力組合表現(xiàn)，NNbMN{M22.72KN{N

M{N{度=1.0H=4.05m

N

ei

eeh1.5647.78920035 f

14.3400

0.391 Nefbh(10.5 817.55103239.5514.340036520.39(10.5AS

1 f'(h' 300(365 HRB335，'AS,minAS'

0.6%

2

316（AAs=603mm2 第二組內(nèi)力N l04050mm,

0.5f 0.514.3

552.9

,取l04.0510.13

1

，所以 eeh1.8431.1740035

20.265f 14.3400 1 552.9103223.3514.340036520.265(10.5ASAS

300(365 316（AAs=603mm2 l04.05Nmax

,

，查表得 y0.9(fAf'A')0.90.98(14.340023006032)2649.8KN yM64.76kN/B軸柱 底層：最不利內(nèi)力組合N

V

4.863所以ccV

f

ASV 1

427.7890.0760.55所以可不驗算裂縫寬框架梁截面設(shè)正截面受彎承載力計算11s

fbh

14.3250

0.039,

0.041 SA1Sf

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Mk

Mk0.87h

0.87465

289.73N/0AS

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te

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0.012

eq

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3182

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C10 基礎(chǔ)頂面最不利內(nèi)力組合N

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A5#四年的時間里，在學(xué)校里學(xué)到了不少東西，但是畢竟都是一些理論知識，雖然人深刻理解到，要做一份建筑設(shè)計是不容易，不僅要考慮到建筑物的實用性，學(xué)校通過這一次的畢業(yè)設(shè)計檢測學(xué)生四年的時間里學(xué)到的理論知識與實際應(yīng)在此，對那些對所有幫助過參考文房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)GB50001-民用建筑設(shè)計通則GB50352-GB50096-民用建筑工程建筑施工圖設(shè)計深度圖樣建筑設(shè)計防火規(guī) GB50016-建筑采光設(shè)計標(biāo)準(zhǔn)GB/T50033-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)計規(guī)范GB50010—建筑地礎(chǔ)設(shè)計規(guī)范GB50007—建筑抗震設(shè)計規(guī)范GB50011—混凝土結(jié)構(gòu)施工圖平面表示法民用建筑工程結(jié)構(gòu)施工圖設(shè)計深度圖樣建筑設(shè)計資料集（10）中國建筑工業(yè)結(jié)構(gòu)設(shè)計資料集（共4冊 中國建筑工業(yè)建筑安裝工程統(tǒng)一勞 ［合訂本（一（二StructuralSystemstoresistlateralCommonlyUsedstructuralWithloadsmeasuredintensofthousandskips,thereislittleroominthedesignofhigh-risebuildingsforexcessivelycomplexthoughts.Indeed,thebetterhigh-risebuildingscarrytheuniversaltraitsofsimplicityofthoughtandclarityofexpression.Itdoesnotfollowthatthereisnoroomforgrandthoughts.Indeed,itiswithsuchgrandthoughtsthatthenewfamilyofhigh-risebuildingshasevolved.Perhapsmoreimportant,thenewconceptsofbutafewyearsagohave ecommonplaceintoday’sOmittingsomeconceptsthatarerelatedstrictlytothematerialsofconstruction,themostcommonlyusedstructuralsystemsusedinhigh-risebuildingscanbecategorizedasMoment-resistingBracedframes,includingeccentricallybracedShearwalls,includingsteelplateshearTube-in-tubeTube-in-tubeCore-interactiveCellularorbundled-tubeParticularlywiththerecenttrendtowardmorecomplexforms,butinresponsealsototheneedforincreasedstiffnesstoresisttheforcesfromwindandearthquake,mosthigh-risebuildingshavestructuralsystemsbuiltupofcombinationsofframes,bracedbents,shearwalls,andrelatedsystems.Further,forthetallerbuildings,themajoritiesarecomposedofinteractiveelementsinthree-dimensionalarrays.Themethodofcombiningtheseelementsistheveryessenceofthedesignprocessforhigh-risebuildings.Thesecombinationsneedevolveinresponsetoenvironmental,functional,andcostconsiderationssoastoprovideefficientstructuresthatprovokethearchitecturaldevelopmenttonewheights.Thisisnottosaythatimaginativestructuraldesigncancreategreatarchitecture.Tothecontrary,manyexamplesoffinearchitecturehavebeencreatedwithonlymoderatesupportfromthestructuralengineer,whileonlyfinestructure,notgreatarchitecture,canbedevelopedwithouttiusandtheleadershipofatalentedarchitect.Inanyevent,thebestofbothisneededtoformulateatrulyextraordinarydesignofahigh-risebuilding.Whilecomprehensivediscussionsofthesesevensystemsaregenerallyavailableinliterature,furtherdiscussioniswarrantedhere.Theessenceofthedesignprocessisdistributedthroughoutthediscussion.Perhapsthemostcommonlyusedsysteminlow-tomedium-risebuildings,themoment-resistingframe,ischaracterizedbylinearhorizontalandverticalmembersconnectedessentiallyrigidlyattheirjoints.Suchframesareusedasastand-alonesystemorincombinationwithothersystemssoastoprovidetheneeded tohorizontalloads.Inthetallerofhigh-risebuildings,thesystemislikelytobefoundinappropriateforastand-alonesystem,thisbecauseofthedifficultyinmobilizingsufficientstiffnessunderlateralforces.ysiscanbe plishedbySTRESS,STRUDL,orahostofotherappropriatecomputerprograms;ysisbytheso-calledportalmethodofthecantilevermethodhasnoplaceintoday’stechnology.Becauseoftheintrinsicflexibilityofthecolumn/girderintersection,andbecausepreliminarydesignsshouldaimtohighlightweaknessesofsystems,itisnotunusualtousecenter-to-centerdimensionsfortheframeinthepreliminaryysis.Ofcourse,inthelatterphasesofdesign,arealisticappraisalin-jointdeformationisessential.BracedThebracedframe,intrinsicallystifferthanthemoment–resistingframe,findsalsogreaterapplicationtohigher-risebuildings.Thesystemischaracterizedbylinearhorizontal,vertical,anddiagonalmembers,connectedsimplyorrigidlyattheirjoints.Itisusedcommonlyinconjunctionwithothersystemsfortallerbuildingsandasastand-alonesysteminlow-tomedium-risebuildings.Whiletheuseofstructuralsteelinbracedframesiscommon,concreteframesaremorelikelytobeofthelarger-scalevariety.OfspecialinterestinareasofhighseismicityistheuseoftheeccentricbracedAgain,ysiscanbebySTRESS,STRUDL,oranyoneofaseriesoftwo–orthreedimensionalysiscomputerprograms.Andagain,center-to-centerdimensionsareusedcommonlyinthepreliminaryysis.ShearTheshearwallisyetanotherstepforwardalongaprogressionofever-stifferstructuralsystems.Thesystemischaracterizedbyrelativelythin,generally(butnotalways)elementsthatprovidebothstructuralstrengthandseparationbetweenbuildingInhigh-risebuildings,shearwallsystemstendtohavearelativelyhighaspectratio,thatis,theirheighttendstobelargecomparedtotheirwidth.Lackingtensioninthefoundationsystem,anystructuralelementislimitedinitsabilitytoresistoverturningmomentbythewidthofthesystemandbythegravityloadsupportedbytheelement.Limitedtoanarrowoverturning,Oneobvioususeofthesystem,whichdoeshavetheneededwidth,isintheexteriorwallsofbuilding,wheretherequirementforwindowsiskeptsmall.Structuralsteelshearwalls,generallystiffenedagainstbucklingbyaconcreteoverlay,havefoundapplicationwhereshearloadsarehigh.Thesystem,intrinsicallymoreeconomicalthansteelbracing,isparticularlyeffectiveincarryingshearloadsdownthroughthetallerfloorsintheareasimmediayabovegrade.ThesystemhasthefurtheradvantageofhavinghighductilityafeatureofparticularimportanceinareasofhighTheysisofshearwallsystemsismadecomplexbecauseoftheinevitablepresenceoflargeopeningsthroughthesewalls.Preliminaryysiscanbebytruss-ogy,bythefiniteelementmethod,orbymakinguseofaproprietarycomputerprogramdesignedtoconsidertheinteraction,orcoupling,ofshearwalls.FramedorBracedTheconceptoftheframedorbracedorbracedtubeeruptedintothetechnologywiththeIBMBuildinginPittsburgh,butwasfollowedimmediaywiththetwin110-storytowersoftheWorldTradeCenter,NewYorkandanumberofotherbuildings.Thesystemischaracterizedbythree–dimensionalframes,bracedframes,orshearwalls,formingaclosedsurfacemoreorlesscylindricalinnature,butofnearlyanyplanconfiguration.Becausethosecolumnsthatresistlateralforcesareplacedasfaraspossiblefromthecancroidsofthesystem,theoverallmomentofinertiaisincreasedandstiffnessisveryTheysisoftubularstructuresisdoneusingthree-dimensionalconcepts,orbytwo-dimensionalogy,wherepossible,whichevermethodisused,itmustbecapableofaccountingfortheeffectsofshearlag.Thepresenceofshearlag,detectedfirstinaircraftstructures,isaseriouslimitationinthestiffnessofframedtubes.Theconcepthaslimitedrecentapplicationsofframedtubestotheshearof60stories.Designershavedevelopedvarioustechniquesforreducingtheeffectsofshearlag,mostnoticeablytheuseofbelttrusses.Thissystemfindsapplicationinbuildingsperhaps40storiesandhigher.However,exceptforpossibleaestheticconsiderations,belttrussesinterferewithnearlyeverybuildingfunctionassociatedwiththeoutsidewall;thetrussesareplacedoftenatmechanicalfloors,mushtothedisapprovalthedesignersofthemechanicalsystems.Nevertheless,asacost-effectivestructuralsystem,thebelttrussworkswellandwilllikelyfindcontinuedapprovalfromdesigners.Numerousstudieshavesoughttooptimizethelocationofthesetrusses,withtheoptimumlocationverydependentonthenumberoftrussesprovided.Experiencewouldindicate,however,thatthelocationofthesetrussesisprovidedbytheoptimizationofmechanicalsystemsandbyaestheticconsiderations,astheeconomicsofthestructuralsystemisnothighlysensitivetobelttrusslocation.Thetubularframingsystemmobilizeseverycolumnintheexteriorwallinresistingover-turningandshearingforces.Theterm‘tube-in-tube’islargelyself-explanatoryinthatasecondringofcolumns,theringsurroundingthecentralservicecoreofthebuilding,isusedasaninnerframedorbracedtube.Thepurposeofthesecondtubeistoincreasetooverturningandtoincreaselateralstiffness.Thetubesneednotbeofthesamecharacter;thatis,onetubecouldbeframed,whiletheothercouldbebraced.Inconsideringthissystem,isimportanttounderstandclearlythedifferencebetweentheshearandtheflexuralcomponentsofdeflection,thetermsbeingtakenfrombeamogy.Inaframedtube,theshearcomponentofdeflectionisassociatedwiththebendingdeformationofcolumnsandgirders(i.e,thewebsoftheframedtube)whiletheflexuralcomponentisassociatedwiththeaxialshorteningandlengtheningofcolumns(i.e,theflangesoftheframedtube).Inabracedtube,theshearcomponentofdeflectionisassociatedwiththeaxialdeformationofdiagonalswhiletheflexuralcomponentofdeflectionisassociatedwiththeaxialshorteningandlengtheningofcolumns.Followingbeamogy,ifplanesurfacesremainplane(i.e,thefloorslabs),thenaxialstressesinthecolumnsoftheoutertube,beingfartherformtheneutralaxis,willbesubstantiallylargerthantheaxialstressesintheinnertube.However,inthetube-in-tubedesign,whenoptimized,theaxialstressesintheinnerringofcolumnsmaybeashigh,orevenhigher,thantheaxialstressesintheouterring.Thisseeminganomalyisassociatedwithdifferencesintheshearingcomponentofstiffnessbetweenthe.Thisiseasiesttounder-standwheretheinnertubeisconceivedasabraced(i.e,shear-stiff)tubewhiletheoutertubeisconceivedasaframed(i.e,shear-flexible)tube.CoreInteractiveCoreinteractivestructuresareaspecialcaseofatube-in-tubewhereinthetwotubesarecoupledtogetherwithsomeformofthree-dimensionalspaceframe.Indeed,thesystemisusedoftenwhereintheshearstiffnessoftheoutertubeiszero.TheUnitedStatesSteelBuilding,Pittsburgh,illustratesthesystemverywell.Here,theinnertubeisabracedframe,theoutertubehasnoshearstiffness,andthetwosystemsarecouplediftheywereconsideredassystemspassinginastraightlinefromthe“hat”structure.Notethatexteriorcolumnswouldbeimproperlymodelediftheywereconsideredassystemspassinginastraightlinefromthe“hat”tothefoundations;thesecolumnsareperhaps15%stifferastheyfollowtheelasticcurveofthebracedcore.Notealsothattheaxialforcesassociatedwiththelateralforcesintheinnercolumnschangefromtensiontocompressionovertheheightofthetube,withtheinflectionpointatabout 5/8oftheheightofthetube.Theoutercolumns,ofcourse,carrythesameaxialforceunderlateralloadforthefullheightofthecolumnsbecausethecolumnsbecausetheshearstiffnessofthesystemisclosetozero.Thespacestructuresofoutriggergirdersortrusses,thatconnecttheinnertubetotheoutertube,arelocatedoftenatseverallevelsinthebuilding.TheAT&Theadquartersisanexampleofanastonishingarrayofinteractiveelements:Thestructuralsystemis94ft (28.6m)wide,196ft(59.7m)long,and601ft(183.3m)Twoinnertubesareprovided,each31ft(9.4m)by40ft(12.2m),centered90ft(27.4m)apartinthelongdirectionofthebuilding.Theinnertubesarebracedintheshortdirection,butwithzeroshearstiffnessinthelongdirection.Asingleoutertubeisd,whichencirclesthebuildingTheoutertubeisamoment-resistingframe,butwithzeroshearstiffnessforthecenter50ft(15.2m)ofeachofthelon