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WKARE STRUCTURAL SEMINAR

© DAVID THADDEUS, AIA, NCARB

ARE STRUCTURAL SEMINAR


AREWORKBOOK

WK-3ARE STRUCTURAL SEMINAR

© DAVID THADDEUS, AIA, NCARBGraphic Representation of Forces


© DAVID THADDEUS, AIA, NCARBLateral Stability



Gra

vaaita

tioiina

l LoL

adss

P&&BPoooPoostst &&& BBeaeammm

MFMMoMMMomementnt FFrarameme

BFBrBracacedeed FrFrramamee

SWWShShheaear r WaWaW llll

Latee

ral L

ooads

PB MF BF SW


© DAVID THADDEUS, AIA, NCARBInternal Stresses


© DAVID THADDEUS, AIA, NCARBInternal Couples


© DAVID THADDEUS, AIA, NCARBGravitational Forces : Load Paths


© DAVID THADDEUS, AIA, NCARBAlgebraic Addition of Forces


© DAVID THADDEUS, AIA, NCARBGraphic Addition of Forces


© DAVID THADDEUS, AIA, NCARBGraphic Addition of Forces


© DAVID THADDEUS, AIA, NCARB WK-12ARE STRUCTURAL SEMINAR

© DAVID THADDEUS, AIA, NCARBBending Moments



EEEEEEDDD

CCCCCCCCCCBBAAA

BB

Bending Moments 2


© DAVID THADDEUS, AIA, NCARBLoads & Reactions


© DAVID THADDEUS, AIA, NCARBAxial Loads : Hooke's Law


© DAVID THADDEUS, AIA, NCARBTrusses : Concepts



B J

JJ

CC

RR

EE

PP

FF

NN

HH

LL

GGGGGG

GG

MMM

DD

DDDDD

QQ

A K

22K

11KK

11K

33K 44KK

10KK

55KK 66KK

9KK

77K

8KK

Joint Configuration



BB

AA

C

K

D

J

EE

HH

F

G

BB

AA

C

K

D

J

EE

HH

F

G

Trusses: Methods of Joints



BB

AA

C

K

D

J

EE

HH

F

G

Trusses: Methods of Joints



CCCC DD EE FF

P N

HG

MM L K J

PPRATTT

CC DD E F

PPP N

HHGG

M L K J

HHHOOWWEEE

AAA

BBB CC D E F

PP NN

HHGG

MM LL K J

WWWWAARRRREEENN

A

BBC

DE

F G

CCCAANNTTIILLEEVVEERR

CCANTILEVEER

Trusses : Member Configuration

A

BC

DEE

F G


© DAVID THADDEUS, AIA, NCARBTrusses: Method of Sections


© DAVID THADDEUS, AIA, NCARB WK-22ARE STRUCTURAL SEMINAR


AAA

AA

DD

DD

BB

BBB

CC

CCC 11KKK 11KKKK 11KKKK

2K 2K 2KK

3K 33K 3K

44KK 44KK 44KK

5KK 5KK 5KK

66K 66K 66K7KK 7KK 7KK8K 8K 8K9K 9K 9K

Braced Frame Elevation


© DAVID THADDEUS, AIA, NCARBTributary Load Analysis



c1 c22 c33

c44 c55 c66

c77 c88 c99

G11

G33

GG555

G22

G44

GG66666

BB1

BBBB22

BBBB33

BBBBB44

BBBBBB55

B66

BB7777

B8

BB99999

Tributary Load Analysis



c1c c2c c3c

c4c c5c c6c

c7c c8c c9c

GG1

GG3

GGGGG55

GG2

GG4

GGG66

BBBB11

BBBB22

BBBB33

BBBBB44

BBB55

BB66666

BB7777

BB8888

BB99999

Tributary Load Analysis



c1 c22 c33

c44 c55 c66

c77 c88 c99

G11

G33

GG555

G22

G44

GG66666

BB1

BBBB22

BBBB33

BBBBB44

BBBBBB55

B66

BB7777

B8

BB99999

Steel Beams



c1c c2c c3c

c4c c5c c6c

c7c c8c c9c

GG1

GG3

GGGGG55

GG2

GG4

GGG66

BBBB11

BBBB22

BBBB33

BBBBB44

BBB55

BB66666

BB7777

BB8888

BB99999

Steel Beams


© DAVID THADDEUS, AIA, NCARBPerpendicular Load Synopsis


© DAVID THADDEUS, AIA, NCARBBeam Design Synopsis


© DAVID THADDEUS, AIA, NCARBSteel Shapes


© DAVID THADDEUS, AIA, NCARBShear (V) & Bending Moment (M) Diagrams



Si

Sim

pm

ppplyly S S

upuppppopo

rtrtededee

Ca

Ca

CCntnt

ilileveverer

edededeO

vO

vOOOO

ererhahaaaa

ngngss

V=V=00

M==0

V=V=00

M==0

M=M 0

V=V=VVVVV 000

Shear (V) & Bending Moment (M) Diagrams



V==V===V=000

M==M 00

Mul

tiplee

Spa

nnM

ultip

lee S

pann

V==0

M==0

Shear (V) & Bending Moment (M) Diagrams


© DAVID THADDEUS, AIA, NCARBCombined Loading in Columns


© DAVID THADDEUS, AIA, NCARBBolted Connections


© DAVID THADDEUS, AIA, NCARBWelded Connections


© DAVID THADDEUS, AIA, NCARBConcrete Beam : Stirrups & Rebar


© DAVID THADDEUS, AIA, NCARBTypes of Retaining Walls


© DAVID THADDEUS, AIA, NCARBOverturning Moments versus Stabilizing Moments


© DAVID THADDEUS, AIA, NCARB WK 40ARE STRUCTURAL SEMINAR

Maade oof piece ess.• Typip calll y wow od, , pre-e casts plaanks,s • unununtotottott ppppppppeded dddddecececkikiingngng.Diapa hraga m m defoorms s (bene dss).• Frono t CChC ordd d • BaBaBackcckck C CCCChohohorddrdddrdd • Coornerrs of diaphp ragmg ddistoort.• SpSpacini g offf walllslslll ddicci tat teet s lool add • did ststststribuubuutit ono tto o vevev rtticcccccala s.sL > > 3WW• NoNoooooo ttororsissis onon.• Loada fror m ddiapppphragggggm iss disstrib-• utede to o verttical lateral-resistit ngmemeeembmbereeers s ususuu ining gggg trtribibbbututarrrarrry yy loloadadaa anala ysisi .Loada distribbutioon fromo ddia-• phphrarrrrar gmmgmm iis s iniiniii dedepepep ndddnddddenent t ofof rrigiigii idid----ity of vere ticaal mem mbbers..Diapa hraga m m is wweakekk r thhan vver-• titicacaaalsls.In-pplane deeflecttion of diiaphragmm• > 2 2 x inn-plaane dd drifft ooff waall.

Flexiiblee DDiaphragggmms

606 K

606 K60KK 606 K 6000K

60KK 606 K 600K

60K 600K 60KK606 K

60KK606 K600K60KK

60KK 60KK

600600KK

R

R= = =

1

R =

==1

R =

==11

R

R== ==

1

R

R= ==

1

R =

==22

R

R= ===

1

R =

==5

R =

==33

R

RR

R= =

1

R =

==2

R =

==11

R =

==11

R =

=1

R

R= =

1

R =

=11

R

R= ==

1

R

R= =

1

R =

==11

R =

=44

R

R= =

1

R =

=1

R

RR=

R

RRR=

L= M=M R= L== M== R==

L= M=M R= L=L M=M R=R

488848888’ 4884888’

484 ’

48’ 484 ’969969 ’’

4848’ 4844448’969 ’

8080’ 1616’’9699 ’

24’ 727 ’9666966’’

48’161616’

Ch

Ch

CCoro

d

Ch

Ch

Ch

Cho

rd F

oFoForcrc

e

= == 1212505050 ##/f/ft.t.= = 1.255 k/ft.

ww

= 12250 #/f/ t.= = 1.1 252225 kk/ff/fft.t

w

= 12505 #/fft.= = 1.1 25222525 kk/f/ft.t.t

w

D

ΔΔ

IfIf Δ ΔΔ > 2D2D ------ F Flel xiiblbblbb eIfIf ΔΔΔΔΔ << 2D2DD ------ RRRRigiigidid

oooooCCCCCCCooooTTTTToooo

Flexible Diaphragms



6066606 K

R

R= =

11

R

RRR=

1

R

RR=

1

R

R=

11

R

R=

11

R

RR=

2

R

RR=

11

R

RRR =

5

RRR

RR=

3

R

RR=

11

R

RR =

22

R

R

RR=

1

R =

==11

R

R= =

1

R =

=1

R =

=1

R =

= 11

R

R= =

1

R =

===11

R =

==4

R =

==11

R =

==11

R

RRR=

R

RR=

L=L M== R== L=L M== R==

L=L M== R== L== M= R=

48444844844 ’’’ 48444844844 ’’’4844848’ 48488’

96969699 ’’’

48’ 488’96969 ’’ 969666’’

24’ 722’96999699699 ’’’

= = 12125050 ##/f/ft.t= 1.25 kk/ft.

ww

= 121225050 # ##/f/ft.t= 1.25 k/f/ t.

www

= ==== 12125055505 ##/f/ft.tttt= = 1.255 k/ft.

ww

IfIfIf Δ Δ ΔΔΔΔ < < < 2D2DDDD2DD - ----- RR RigggiggigggidididIf ΔΔ > 2DD ------ Fleexiblee

488’ 48’

96’

60KK 60KKK 600KK

600KK 60KKKK 600KK

600600K 6060K

606 KK 606 KK 600KK600KK

606 K 606 K 600K 600K

488’

2424’

D

Δ

D

Δ

Equal Rigidities C .M. coincides CC.R.

TorT siosios n:

EquE al Rigiditiet s C.M.. coincides C.R..

TorTTTTT sioi n:n

Uneequal Rigiditties C..M. ≈ CC.R.

TorTorsiossioss nn:

TorTorsiosssion:n:n: TorTorTTTorTT siosiosion:n:nnn: TorrTorsiosios n:n:n:

ToroT sioi n:: TorTorsiossionn:

Torsion:T i Torsion:T i

ΣR = ΣΣR = ΣR =R

ΣΣR =R ΣΣΣΣΣΣR =R ΣΣR =R =R

ΣΣΣR =R =R ΣΣR =R =RR

ΣΣΣΣΣΣR =RR = ΣΣΣR =R =RRRR =R

Monon lithhic, CoC ntiinuousu•Typically y casts -in--placce cooncreete•VeVeVertrtrttticicicalalals ssssss dededefoffoffoff rmrmrm,, ,,,,,, DiDiDiapapapa hrhrhragaagaaaga m mm•doese notoChChoroooro dsds d do o nononn t t bebeeendnd, ththeyeyyy ddririftftftt•Cornr ers s of DDiaphhragmm remain n•squareSpSpacaacaa ining g gg ofof w wwwalallsls d doeeoees ss nonooot t afaffefeeectct•loadd distrt ibuttion to vere ticaalsL<LL 3 333WWW•Torssion Possssibleee•Loada froom diiaphragm m is ddistrib-•utututeddeddeddd ttto oo vevevvevv rtrtrticiccicccalalal lllatataataaaa erereralaalaaala -rr-resessesssisisistititingngnngnnn membm errs in propop rtioon too theirirelaative rigidities (stifffnesss)LoLoLoadadadaa dddississsissstrtrtribibibutuutuutuu ioioion nnnnnn frfrfromomommm dddiaaiaaaiaa-•phraagm is inndepeendene t off spaac-ining g ofofo vvereree titicacaaal l memeeembmbereeree s.sDiapphraga m is strrongeer thana•vertticalssInIn-PPPPPlalaneneee ddefleflflflecectitiononoo oof ffff didiapapa hrhragagaa m m•is << 2 x In-Plaane ddrift oof waall.

C.M.M = Centet r ofo Masa s(C(Cennentet r ofofo DDiaiii phhrragmmgm))(C(( ennter ofo Appppppppp liedd Load)))

C.R.R = CCentet r off Riggidityy(C(Cennennteter r ofoofo VVereere titicaacal l ReeResisiststining gMembm ers)s

Rigidd Diappphraagmmss600K

Rigid Diaphragms



Postt & Beae m - PB Momem nt Framem s - MF Bracced Frar mes s - BF Shhear WaW lls s - SWW

A.KA.KK.A.A : : RiRigigid d FrFFrF amame,e,e FFixixeddded FFrarameemee, MoMomemem ntnt-RR-RResesisistitingnngn FFraramemem TrTrrususu sesed d FrFrF amame,e,e RiRRigigid d MaMaM ssss, MaMMaM ssss IInfnfn ililll

CONOOCONNECNECTIOTTTIONS:NS: RiRigigid,d tttraranfnfererer oof f moomooomementnt f ffrorom m HoHoH ririzozontnnttalal tto o VeVVVertrticicalala SiSimpmpm lele, PiPPinnnnededd JJoiointntsss SiSSiSSS mpmplele, , PiPinnnnedeede JJoiointntn ssMomeent-Ressisting Coonnectiions doo NOT transfeer Momem nt CoC nnecctions dod NOTO transsfer Mooment

FLEEXIBILIITY OF Full fleexibilityy with wiw ndowws, dooors andd other openingn s Somo ewhat a more re estricctive witht locattion / sizi e of oopeningg restrictive with h location o / sizez of oppening (ar( chitece t's nightg mare)e

PLAAPLALANNINNING NG G SPASPACE:CE:C (A(Arcccrccchihitetectctt's's bbesest tt frfrieiendnd)) SmaSSSmaS ll ll OpeOpeO ninnings gs g maymay be beb plplaceccacec d sd symmymmm etretricaicac llylly abbabboutout CeeeCeentrnntroidoid

DUCDUCTILTILITYITYTY :: ExExcecellllenene tt StSteeeeeeee l l isis nnatata ururalallyyyly DDucuctitiilele ;; CConooonoo crcreteteee GoooGoodod StSteeeel l BFBF aareree llesess s dudddudd ctctilile e ththanan SSSSteteelel MMMMFF LeLLeasast t DuDDDuctctilileeneede s spece ial deetailing g for Duuctility

RIGRIGGIDIIDITY TY :: LoLoww (Cooo(Cooooncrncreteete MF MF isis mommore re rigriggid id thathan Snn Snnn teeteel Ml MF)F) MooMoorere RRiggigidid tthahan nnn MFMF MoMMostst RRRRigigididDRIR FT : High (Engn ineer'r s nighhtmare)) Leess Driftf than MF LeL ast DrD ift (Enggineer's s best ffriend))(sww(sway)ay)

DAMADAMPINPING :G :G

DAMA AGEG TO TO

STRRUCT. MEMBERE S : Low Loow LoL w

DAMA AGE TO NON-

STRRUCT. MEMBERE S : Highg Meedium LeL ast

COSOO T : $ $ $ $ $ $ $ $ $ $ ( ( in steel : : weldeer certifification,nn, $ $ $ $ $ $$$$ weld inspectc ion)

TYPPICAL MMATERIAR LS : Steel , , Cast-I- n-Placce (CIPP) Concrete Steee l, Wooo d CoC ncreete SW W , Plywwood SWS , Reini forcede Massonry(w( ood d cannoto be mam de to o resistt momene ts)) (CC( oncrette doess not do o Tenssion!)) (St(( eel Shear Platea Sheare Wallss currentln y uyy nder deveeloppmennt)))

BUILDING G CONFIGF . : Low, BBroad-bbase Buuildings, not much laterae l forcr e to resie st Taaller, Skkinnier Buildinngsg TaT llest Buildingngs

BAYAY SIZE : Small Columnm Gridd Wiider Coolumn Grid LaL rgestt Grid

INDDIVIDUAAL MEMBM ER

STRRESSES : Greae test Leess Strese s on i ndividdual meemberrs LeL ast StS ress oon Indiividual M embeb rs

STRRUCTURAU L LOADO - Axxial Tensn ionTRAANSFER E MECCHANISMM: BeB nding,g Flexux re Axxial Compm resssion ShS ear

HERRO : Ludwigg Mies s van der Roheh Joohn Hanncock TTower - Chicaago LeL Corbbusier, , Ando, , cast-in-place e conccrete(a( lso coores, eelevators, retrrooms, stairwwells…))

COMO MENTS T : Must bbe withh dual sys stemm (needds BF/ SW) if tall bldgd . Moso t efficiec nt Lata eral SSystem in term om f streength vs.ws eighth inncreases s Deada Loaad (liabib lity in seismiic designg )

SYMSYMMETEMETE RY RY OF OF O VERRVERRTICTICT AL AL ANDAAND HO HOHORIZRIZONTNONTN AL AL LATLALATALA ERAERAAL RL RESIIESISTISSTING NGG SYSSYSTEMETEMSS LINLINL KK

LINK

1 22 3 4 5 6 7 7

1 1 2 3 4 5 6 66 7 8

Lateral System Comparison


© DAVID THADDEUS, AIA, NCARBWind versus Earthquake Forces

Documents

Workbook - Arch Exam Academy ~ Free Arch Exam Candidate ...archexamacademy.com/download/Structural Systems... · COSO T : $ $( (in ste el : w deer certification,n, $$ weld inspectcion)