Connections for Tilt-Up Wall Construction
ibra ibrary ry of Cong Congre ress ss Ca al ISB 0-8931 0-89312-0 2-08686-
onne onne comp compet eten en
deve develo lope pe
eval evalua ua
by th Asso Associ ciat atio ion. n.
Card Card Numb Number er
7- 6238 6238
he igni ignifi fica ca ce an
im ta ions ions
ibra ibrary ry of Cong Congre ress ss Ca al ISB 0-8931 0-89312-0 2-08686-
onne onne comp compet eten en
deve develo lope pe
eval evalua ua
by th Asso Associ ciat atio ion. n.
Card Card Numb Number er
7- 6238 6238
he igni ignifi fica ca ce an
im ta ions ions
r a d T
. .
Wood Wood Desi Design gn ............ .................. ........... ........... .......... ............ .............. ............. ............. .......... ....... ... 24
Conn Co nnec ecti tionDe onDetai taila la Deta Detail il Draw Drawin ings gs with with Comm Commen enta tary ry isad isad an ages ages nd estr estrai aint nt fo
25 Adva Advant ntag ages es
lP Foot Footin ing/ g/Wa Wall ll Conn Connec ecti tion on with with Exte Exteri rior or o F b on on G Prec Precas as Doub Double le Tee/ Tee/Wa Wall ll Conn Connec ecti tion on oo
oist oist/W /Wal al onne onne ti it Jois Jois r o d L . . Heav Heav Timb Timber er Beam Beam/W /Wal al Conn Connec ecti tion on with with Stee Stee Shoe Shoe ...... ......... ...... ... ...... ......... ...... ...... ...... ...... ....... ....... ....... ....... ... .. ... 27 l P f C re st oubl oubl Te Ro f/Pr f/Pr cast cast Be m/ Wall Wall Conn Connec ecti tion on ..... ........ ... ...... .......... ........ ........ ...... .. ....... .......... ....... ....... ....... .... 28 re st oubl oubl Te Ro f/ al onne onne ti ns ..... ....... .... ..... ..... ..28 28 f/ ri Conn Connec ecti tion on ....... .......... ....... ........ ....... ....... ....... ....... ........ ....... ....... ....... ... .. ...... ...... ..... ..... 29 re st ol ow-C ow-Cor or oof/ oof/ eari earing ng on al Conn Connec ecti tion on ........... .................. ........... .......... ............. ........... ........... ........... ........... ........... .... 29 te
rder rder/W /W ll
Conn Connec ecti tion on it t . Angi Angi Wall Wall Conn Connec ecti tion on ...... ......... ....... ....... ..... ..31 31 onne onne ti it ea ng ..... ........ ..... .... ...3 .3
Stee Stee Gird Girder er/C /Cli li te oist oist/W /W ll l D oo Jo st Wall Wall Conn Connec ecti tion on it Wo Wood od Ledg Ledger er ........... ................. ............ ........... ........... ........... ........... ............ ........ .. .. ... ......... ......... 32 oo Jo st Wall Wall Conn Connec ecti tion on it oist oist r o oo Jo st Wall Wall Conn Connec ecti tion on it oist oist ng on Pane Pane To .. ..... ........ ...... ...... ..... .... ..... ... ...... ......... ..... ..... ...... ...... ... Plyw Plywoo oo oo k/ ll onne onnect ctio io it d L l T oW Embe Embedm dmen ents ts ...... ...... ...... ...... .. ....... .......... ....... ........ ....... ...... ... ...... ...... ...... .......... .... 34 In-P In-P an ll/W ll/W ll Conn Conn ctio ctio th Thre Thread aded ed Inse Insert rt ...... ......... ....... ........ ...... .. ........ ........... ...... ....... ....... ... ...... ......... ..... .. 35 In-P In-P an ll/W ll/W ll Conn Conn ctio ctio th Slit Slitte te Pipe Pipe ........... ................. ...... ......... ......... ............. ................. ........... ............. .......... .... 35 Corn Corn ll/W ll/W ll onne onne ti it teel teel Embe Embedm dmen ents ts ..... ..... ...... .......... ...... ...... .... .. ... ...... .......... ....... ... .. ....... .......... ...... ... 36 or er ll/W ll/W ll onne onne ti it Thre Thre de Inse Insert rt ............ ................ .... ............ ................. ........... ........... ......... ...... .. .. ............. ............... .. 36 In-P In-Pla lane ne all/ all/ ll onne onne ti th In-P In-Pla lane ne iaph iaphra ra Chor Chor all/ all/ ll Conn Connec ecti tion on ...... ...... ...... .......... ...... ...... .... ...... .......... ....... ...... ...... ...... ...... ...... ...... ...... ...... ... 37 te Co umn/ umn/ al Conn Conn ctio ctio th Bo te Stee Stee Angl Angles es ...... ......... ...... ...... ...... ..... .. ... ...... .......... ....... ...... ... ... ...... .......... ...... .. 38 ll/S ll/Ste teel el olum olumn/ n/ ll Conn Conn ctio ctio it Bolt Bolted ed Stee Stee Angl Angles es ...... ...... ....... .......... ... ...... ......... ...... ...... ...... ...... ...... ...... ...... ... 38
Refe Re fere renc nces es ...... .......... ....... ....... ....... ...... ....... ....... ...... ...... ... ...... .......... ....... ... ...... ......... ...... ..... .. 39
Tables
Figures 1.
..
2. 3. 4. yp ca coil coil nu an nser nserts ts ..... ....... ..... ..... ..... ..... .... ..... ..... .... ..... ..... ..... ..... .. 5, Typica ca teel teel mbed mbedme me ts th bead beaded ed 6. Typi stud stud anch anchor or ...... ......... ...... ...... ...... ...... ...... ....... ....... ...... ...... ..... ...... ....... ....... ....... ...... ..... .. 7, Typi Typica ca stee stee embe embedm dmen ents ts with with defo deform rmed ed ba anch anchor or ...... ......... ...... ....... ....... ...... ...... ...... ...... ...... ...... ...... ....... ....... ...... ...... ...... ...... ... 8. 9. Typi Typica ca
10,
elds elds et ee l s fr
re nf rcin rcin
ar an
11. 12, Desi Design gn of stru struct ctur ural al-g -gra rade de elas elasto tome meri ri bear bearin in . . . . . . . . 13. plic plicat atio io fr stum stum to fi ,4 in te ed r s 14, 15,
l R 11 11
4. Coef Coeffi fici cien ents ts of FAct FActio io
fo Shea Shearr-Fr Fric icti tion on
esig esig
Shea Shea St en th of Si glegle-He He de . . . . . . 6. Desi Design gn Tens Tensil il Stre Streng ngth th of Sing Single le-H -Hea eade de . . . . . . y f aF
e E e on on O
..
Acknowledgments of se rc oj fo Cement Association. Author of th report were Jame Ju Do Ov n, an Khosro Sowlat al with th Structural Engineer in Sectio of Construction Technology Laboratories Inc. Re
nc
,2,
Details” were larg part obta ne from ngineers an contractor experienced in tilt-u constructio an si nd detail ar listed belo Al Shankl Construction Company, Anaheim, California America Building Company, Eufala, Alabam Armco Building Systems, Cincinnati Ohio The Burk Company, Sacramento California Dayto Superior Miamisburg Ohio Dominion Construction Company, Vancouver, Britis Columbia Canad Th Haskell Company, Jacksonville Florid K, M, Kripanarayanan El Monte, California Lockwood Jones, an Beal Inc. Dayton Ohio Richmond Scre Anchor Company, Fort Worth, Texas Willia M. Simpson, Newport Beach, California Steinbecke an Associates, Dayton Ohio
A~ Cross-sectiona area stee stud shank, sq in A,= Tensil fail re surfac area of th flat bott th as A,= en il il ac area lo in id sq in ,4Pf Are of shear-friction reinforcement sq in A, Loaded bearin area in co crete, in A2 id ta ed ed ai an in si slopes of vertical to horizontal sq in Length of concrete bearin area in B.= Nomina bearin strength of plai concrete ed ti ct e- ea stud locate near free edge equals ~= iamete d,= Distance from ce tr id of tb embedded stee to tb concrete free edge in dh Stud head diameter in ~= Unfactored compressiv stress ps f; Specifiedcompressive strength of concrete ps jf
Te il psl
le
as
il
ac
failur surface ps ci ie ie th el Shea ,= Lo te ea lu .= Em le N= Unfactored axia te sion Pnc= te ad erne by failur in concrete in en le ea ed tu erne fail re in stee given eccentricit Thicknes of single-layerbearing pa ness each laminati in laminate t~ Tota thicknes of pa assembly in V= Unfactored vertica reaction V.= Nomina shear strength ofreinfnrced flC=Nomina shea st engt nf st go failure in concrete
or thickpa s, in
concrete er ed by
failur in stee Vu= Factnred shea fnrc at concrete sectio w= Widt fconcret earing area in
iv
Y=
ac im as around stud group, in Shea eformation in
concrete Coefficien of friction @= Strength-reductio facto
ed
il
la
Introduction Tilt-u concrete wall have been successfully used fo many year in low- an mid-rise structures of al types. Tilt-u panels offeran efficient economica alternative re si
lt-u ’s incr ased po ul rity he 1950’sled demand fo construction procedures an details. Collins recognized th informatio deficiency an wrot se of thre “Kno How” booklets(7.g.gCollin late
reduced. Thes low-maintenance, fire-resistant wall offe high therma energy savings. Architectura treatment are almost unlimited. Amon th importan design features of tilt-u constructio ar th structural connections. Th engineer must design connection base on strength ductility, durability an economy, onnections fo pl nt-c st concrete ar ddress severa pu lications( ,z j) However, onnectio used in il -u ar or varied use th floo an roof designs. ef connection used in tilt-u construction co pilation of onnect on et il resent used fo tilt-u construction in th United tate an Canada
earlie publications(lol Expansio of tilt-u continue
brie histor is included in this section. Othe sections were gleane from Referenc 1.Guideline fo design ar base on th pr visi ns in Referenc an xperimental research. perspect ve of onnectio be ween wall pane nd roofs, floors, adjacent walls, an foundations. Th de tail wereobtaine from designer of tilt-u an throug review of literature
HISTORICALREVIEW Tilt-u construction wa introduced in Nort Americ Ho id no become opul nt afte or ar 11 51 An articl publishe by Robert Aiken@ in 1909describes early tilt-u walls for single-story military buildings .In building were constructe than in an othe precedin decade(j)Tilt-up became most popula in th commer cial an industrial sector
,AC cret Co st uction wa organize st dy nd report on curren practice an develo standards.
wood structural systems.
TILT-UPWALLCONNECTIONS Earl literature includes many panel-to-panel connection detail however, little is foun concerning meth foundations. In he earl 1970’s,th tu (PCI became nv lv
restressed Concrete Instiin pr vidi re om en
vised!l) Th tilt-u industsy embraced applicable CI recommende guidelines Th followin sections provide th firs guidelines that encompas wide variet of connections for tilt-up construction
Structural an Material Considerations Whe designin connections, strength an serviceabilty it ia t. etails th ar ly considered in design ma result in costly construction la af tu Th lo an er
accommodate all volume changes. Shrinkag occurs du to drying nfth concrete Afte
construction.
ambien temperatur
increase or decreases, Th coef
il er 5. milliont pe
li th er “C th (10millionth pe ‘C th accept
DESIGNLOADS
of cnncrete is time-dependent volume change relate to deformatio unde sustaine load
pressure, and seismic events. In connection design less ap aren ch te ar ecti lo an lu chan es al co si ered es co sideration ar addresse in References 11an 23 Overly strengthened connection ca introduc un wanted restraints Th amount oflixity of connection ac ider ti an of th structur must be used in design l]
eg al ar
DURABILITY Du abilit refers to material’s abilit to maintain it strength an serviceability throughout it servic life Exposure of connection to weathe ma fnster deteri oratio of th comp nent an su se uent re ucti in strength therefore, proper protection is essential. In sh ul have sufficient ai entrainment. Co nections inco atin tr at ed stee components must be give protective coatings
little shea capacity to accommodat movement du to volume change fits in this category
FIRE RESISTANCE DUCTILITYOF CONNECTION Ductil connection ar thos that exhibi an abilit to ield It is esirable to esig connection to behave in pected forces occu an larg deformations develop.
RESTRAINTTO VOLUME CHANGE in ag an in te er tu an cree al caus movement in wall panels Wher Pos-
Code dictatin fire-protection requirement fo structu al member ad ress co nectio s, Th PC ma ua ag fire et ts as tu es ti mineral fibers,,an vermiculit materials, Intumescen mastic is aint-o liquid that when dry, foam un er elevated temperat res. Minera fibers ar mi ed it agen an ay eled fire barrier. Vermiculit an cement pastes ar mixe together an ap lied tr weli sp ayin Thes method of protection ar al acceptable Specific ap lica io ef to th en inee is ti se architectural or other considerations.
Design Considerations to Ensure Efficiency Efficientconnectio design consider fabrication methdesign ptim ze onstru tion im Design that do no valu te he nflu nc of connecti de il th overal erection plan ca result in costly construc tion delays
DESIGNSIMPLICITY
sc
provided.
EMBEDDEDSTEEL SHAPESAND THREADEDINSERTS threaded insert generall result in erection problems
ones straightforwar approach requirin simple fabrication an erection method is essential. BYreducin th number of components fo connection construc tion econom an efficiencycan be enhanced
REPETITIONOF DETAILS Fast efficient, economical wall-panel installation re s, standardized Also th number nf dMerent-size component ho ld be ni iz d. or inst nce, if pl te
urel fast ne to he fnrms. Thre de ns rt st be ir an hore or ie plac to preven movement he supervision, he on re or io of embedd
ng es th horizo ta le should be clearl marked so
DIMENSIONS st
fo another, consider usin al No bars Some connection that ar detailed similarl ma be subjec to slightly differen servic conditions Fo in
Clearanc
si ilar onnectio design
maximum aggregatesize.
fo
20 ki load
load It should be noted, however, that overly strength ened connection ma introduc undu restraints
REINFORCEMENT Connection with reinforcemen should be evaluate pr or onstru tion to ensure easi ilit nf fabricaalleviat congestion Smalle bars also requir shorte developmen lengths. To ensure adequate clearances
stru tura stee compon nt
betwee reinforcin bars an
othe co
FORMWORK Wall-panel form should rest on flat an leve surfac ttache tn skew form allowabl toleranc ay be insu fi ient cc mmodat th isplaced angle, dg form st be ac ur tely posi io an ir anchore to preven movement during concreting
Erection Consideration Al phases oftilt-u design an construction ar important fo overal efficiencyand econom of he project. Connection design is especially significan becaus of during erection Connection location ar also imporan Conn ctions ha ca be made at ground leve ar generall more economical than assembly of connec dd he brie overview of th item designer should consider
mm
FIELDWELDING we be us Welded connection generall ar quit rigi an ma fo vohrme change discussed earlier. Consideratio should
CLEARANCESAND TOLERANCES ua cl nc failur to adhere to specifie tolerances ma effect th streng of th connec ions Although clearances an tolerances ar import nt economic onsidera ions ther currentl ar no publishe values specifically fo tilt-up. Th followin suggestion ar offere base nn nc Ar ra drawings should specif clearance an tolerances larger clearanc is architecturall
*3/8
Specified clearance spac
an structurally ac
ofte govern th clearanc needed. Usin splic plates or br dg sp bedd components ca accommodat larg clearances Cur1/2
weld ng wher
ontrol of movement possib e. fe re be we nate method should be explored fo more economical solutions. Applicable specifications and procedures for weldin ur st ance with AW Designatio 1.1,Structura Weldin CodeSte l(IS an AW D1 4, tructura We ding CodeReinforcing Steel(’G]respectively. prov de on ss
or
specifie amount of weld sh
wherever possible.
mm an preferably 3/ in (1 mm be allowe betwee
xp
ol
an n. (5 mm preferre recomm nded betwee structural suppor member an panels
damage th surroundin concrete temperatures.
se ve bo st have lowe tolerances th welded connec tions. Th followin values are considere attainable
TEMPORARYCONNECTIONS
Item Field-placed anchor bolts Elevatio of footings or pier Position of bearin plates Position of embedded plates Position of insert
Recommended tolerances, in. +1/2,–2 1/ *I
During erection of guywires or othe Wherever possible device rather ha
structure.
void aussi
resu of hi
tilt-u panels te porary bracing, eans of suppor mayb required utiliz th permanen connection temporar built- connection to If
Conceptual Design Th ollowi conc ptua design onsidera io s, al thou genera nature ar po tant he ov rall treatmen of connection design
LOADPATHS sh ul be onsidere as in erdepe dent stru tura system Each connection is nota isolated elemen bu rath part of an integr te system An pplied xter na lo kt ib te thro gh th st uc ur system th fo nd tion nd su po ts th ou na aths oa path nduc in er al forces betwee lement of th system An efficien design consider al possible load ni ud of in erna forces ithi stru tu al syst an effort to simplify th connections.
FAILUREMODES of fail re
be re each onne tion
uffi ient redund nc
progressiv collapse Failur mechanisms are ofte ob re cult to identify should be isolated by testing,(l Connection that subjec on rete ensi forces failur brittl fail re su ll sudd an wi ho warning, If nonrigid connection cannot be provided th nginee should ccount fo hi by incr asin he safety factor of th connection
PLIANTCONNECTIONS stress
du
vo um changes. As
resu t, he
relieves stress by allowing movement to occur. Flexibe supporting structural member ca offe stress relief
accommodating movement slotte ho es bolted co ne tions. he ol ight ened sufficiently to hold th member in place; however, th slot allows th member to move with little restraint, avoided,
Connection Elements lt
ti
le
ts an io ar
te ls cu
lo
rods headed studs, threaded inserts, expansio inserts, structural-steel shapes, deformed bar anchors, sitecast co et ldin ls t, es escriptio is give an applications design considerations, an design data ar discussed.
an Material (ASTM) Desi nati 307, tandar Specificatio fo Ca bo Stee Externally Threaded Fasteners.(1 Fo threaded rods th os comm material conforms with ASTM 36 Standard Specification fo Structural Steel,t1s]Th eadi bolt an (ANSI) Bl,l, Unified Inch Screw Threads.tlg
Applications STANDARDBOLTSAND THREADEDRODS Description
Th
os co mo applicatio fo stan ar ct ee They ar al
olts is to
Standar bolt an threade rods are medium-strength “stretch before breaking” philosophy of design. Standar bolt co form to th American Societ fo Testin
be noted, however, that holdin th bolt in plac during concrete placemen ca be difficult. An alternat to th stan ar fastener is threaded stee ro an uts. Bolt or ro assemblies ar an excellen solution fo low-cost connections They provid excellen anchorage fo ligh loads.
Design Considerations Stan ar lt an threaded ro ar no adequate for friction-type connections. Consider using high-strengt lt wher friction connection ar needed Note to that th ca acit of embe de bolt an threaded od ay ailu cr te th strength of embedded steel. in cc ssible ea ac en an proper tightening With threaded inserts, proper tolerance must be provided
DesignData le en le ea acitie an threaded fasteners. Note th footnote of th tables concerning th allowabl tensio an shea capacities (AISC) Manual of Stee Comtruction(’” contains ad ditiona informatio concerning design.
ig Rafaranc
an im
lo th te io to
th lt th allo
th thread ar in th shea plane..Refer to design data to determin th thread/shear plan effects.
Tension
DesignData
‘Based ontensil stre
onthe nomina (gross area of th bolt
..
..
Design data includin standard ol dimensio an allowabl stresses an load ca be foun in Referenc 20 Both bearin -typ an fricti n-type co nections ar included Both case of incl si an excl sion of thread in th shea plan ar co sidered. or frictinn ty connecti ns al mill scal mu be remove from th surfaces of connecte materials. Th hole size is considered standard an is 1/16 i n (1.6 mm larger than th bolt Oversize hole fo friction connec tion should no be permitted.
,Throadsnot includedinthe shear plane.St8el.to-steelconnections. Metric eq.lvalent8:
in
25,4mm
tip=
4,45
HIGH-STRENGTHBOLTS
High-strengt bolt ar seldom used fo connection of tilt-u panels They ar normally used only wher stee components ar fastened together They ar reserved st es eq irements Hi h-strength bolt confor to ASTM 325, Standard Specification fo High-Strength Bo tr tu al te lu in it Nuts an Plai Hardened Washers\z] or ASTM 490, Stan ar Specificatio fo Quenched an Tempered Allo Stee Bolts for Structura Stee Joints,@ZThreadin conforms to ANSI B1.1.[19
COI BOLTSANDTHREADEDCOIL ROD Description Coil lt an threaded coil ro ar coarse-threade aste er th elically le sert ar disc ssed in th sectio “Threade Inserts. Th olts an nd ar availabl in standard diameter rangin fr lhto lYzin. (13t03 mm .Lengthsupto 0fi ar av ilable ty ical lt an il rn ar illust ated in Fi 2.
Fig.
Th common applicatio ec ee epar ti
fo
2. Coi bol and continuouslythreaded coil rod
igh-strength bolt is to ir ly ar th ar
strength of th bolt provides sufficient compressio betwee tb comp nent to make friction-typ co nection. ig ar em ed ed in co ete, si ce lo tren th th cret co ap ci th ecti th teel not efficientlyused.
DesignConsiderations Placemen an to quin of fricti n-type co nections requir st ic qualit control. Bolt must be accessible for eac placement. Sufficien clearance are necessary
an em co ctio il ts ar ec mmen ed er anen areas nfhigh-ris seismic zones.
ecti
in
DesignConsiderations Th mating elements of coil lt an coil rodss ch as threaded insertsmust be accessible fo easy placement an proper tightening Sufficient tolerances must be provided.
re ed le ts ar ti an temp rary co nections they ar generalI re se many times. Asa result th thread should be regularl examined fo wear.
DesignData able
at
te
le
in
threaded coil rods base on regular-strength material Th manufacturer of coil products ca furnis capaced eria ig at al ll af il ?3
th an th af ar saf tensile workin load
lo
th
(a) Ferrul ineerl nu
f“<
‘--%
E<’$-
=;+]
(b) Ferrule inserfs
Fig 3. Typica ferrul nutend ineerfe. Bolt diirneter,
le wo
Shea workin
9,000
6,oOO
36,000
‘Increase {acto of safety by reducin saf working loads. .. Ten$ WrHn load is tensil capacity Tshea working load Is% tensil worMng load Note minimu of tw thread beyond coil is required t. develo full Capacily. Metric equivalents: 1l“ 25.4mm, lb 4.45
(a Coilinser nuts
THREADEDINSERTS Description Ferrul
ar
tl
Inse ts
an
Fe ul
ar em ed co cr te an in at an coarse threads, Steel-wire looP ar welded to each nu to provid better anchorag to concrete They ar available in size ra ging fr !/ to /2in to mm). in
ts
is
li al
on or more wire or wir 100P that provid anchorag to concrete They ar availabl in size 2 t in (1 designs.
Applications concrete provid excellen mean of esta lishin
fast
-1!
bolted connection in tilt-u panels They ar especial ly useful fo liftin an bracing connections.
DesignConsideretions wire lo ps to provid th load capacity Load is transferred throug th wire to th concrete Thei capacity islimite either tb pull stre gt th concrete
k-
capacity.
Threaded insert ai in rittle mode when th tensil strength of th concrete is exceeded Proper factor nf safety must be pr vi ed to accoun fo this nond ctil behavior particularly in seismic design
Desig Data id variet of ferrul an coil insert ar available. Test data an recommende allowabl load ar read il availabl from th manufacturers. Usually, test data ig co et ll able lo capacity.
ig twei cret se th ed ed eflect ed ed
EXPANSIONINSERTS
ta la an io in ts
Description oles rilled in hardened concrete Radial expansio
in ts iety ar illustrate in ig
an io
in erts
il le
Applications Expa sion insert ar most ef iciently tilize fo retrofittin misplace nr left nu cast-in-plac concrete racing of tilt up panels urin erection ally co en ed an
DesignConsiderations tr
th
si
ev lo ed
ue tly, th distance betwee insert an th orienta-
10
ir th
ansi
al
ch
te
proper expansion
Dasign Data
providin ffiction an anchorage.
ti an fo They ar connections.
Fig 5. Expansionin9erts.
values be btaine from th manufact rer, However, th engineer should determin th appropriate workin load ased th nature an detail of esig
STEEL EMBEDMENTS Description al te em ed ents ar in They ar fabricated from multiple elements includin ea tu lt ef ar an ar reinforcin bars, plates, an structural shapes, Specificatio fo Stee Bars Carb n, Cold
inishe
ASTM 615,Standard Specification fn Deforme and Plain Billet-Stee Bars for Cnncret Reinforcement.@Sl
Applications Stee em edment ar
enerally used at weldment lo
building components Typically, plates an angles ar cast flus with th concrete surface alon at ac or members.
DesignConsiderations ._ [-
relies eavily tb kill of th welder concrete pullou co e, ecif Fig. 6. Ty ic
chors.
te
be
ents with he de
tu
n-
ig
id
ti
ar
spec free e. is is ed th section “Connectio Design.
en en mo
th tail
/-%
Fig, De lopm nt of onrete pullou stu eubject to tension.
ne fo
ingl
Desig Data Developmen length fo tensile loads on deformedTh length ar ased values specifie in Referenc 4. Weldin is discusse in th followin section. Fig. 7. Typica stee embedments with defornred-be an chore.
section tailed lo
at headed stud esig
11
I(
Tabl
3. Da lo nt engt Bara nd form d-
in., fo Reinfo in nchors
l-
5000
‘f
60,000PSI;for values obow 60,000PSImultiply by2
Metric equivalent
In
25.4 mm 1Psi
6.89 kP
WELDING Description ille an groove weld as show in Fi s. tainin st el that co ti an in ci te 615specifications.
th
an
0.Th ecif
14+7
P-l-
Applications te em an ma ecti etwee structural members. Designed in proper config ti ca ad is te comp sion flexure, or to si n. Specific detail fo differen io ar th ctio “C ecti etails” in this book
Fig. 9. Typica weld betwee reinforcin ber9 en structural steel shepes
DesignConsiderations When welde connections are used consideratio must connecte parts Welde connections are generall rig changes are expected When usin welde connections accessibilit an proper procedures fo weldin must be considered Weldin should be performe in down han position.
DesignData tren th ld en elia le an th at li ldin te ials th ta eq te en atio th requirements of weldin is beyond th scop ofthi
12
Fig 10 Typical weids of reinforcingbars.
book Comple detail of structural stee we ding ar given in AWSD 1.1,Structural Weldin CodeSteelfl’) or fo an AWS 1.4-79 Structura Weldin CodeReinforcing Steel.flcl
se an embedded entirely with
ne
rm we hape th ilt-up pane Afte
ward to thei fina position fo splice lappin with floo reinforcement. This practice is limite to bars no larger oo dowels used fo al gnme of panels sh ul be positioned to meet specifie tolerance.
DOWELS Description we re de oncrete,,we de stee embedm nt plat s, or groute into drdled holes. De or ar ro st reinforcin bars oo dowels ar cu from sm ot bar stock.
Applications or
we
show in th sectio “Wal Pane to Floo Connecting,” common applicatio of smooth dowels is alignmen pier Th
he
llustr te
SAND-CEMENTGROUT Description Sand-cem nt grouts ar mixtur of port an cement sand an water. Generall he have high slum an ar used fo il in smal void wher normal concrete cannot be plac d. Sand-cemen ratios rang betwee 1a wse wh generally hand-tampe
into place
Applications
g. 11
DesignConsiderations Dowels connecting wall panels to floors ca be provid ed variou ways Deformed dowe ca ithe be se rior bedment or screwe into preset threaded inserts.
with th us of grou
DesignConsiderations re
ss
hr ka
manufacturer’s literature should be reviewe an some mixe tested before constructio begins. Dry- ck ve wa -c ra io as result shrinkag generall no problem. Mois curing of th grou is recommended.
EPOXY Description An
sy
wh
base bondin system ar addresse by ASTMC881 Standard Specificatio for Epoxy-Resin-Base Bondin Syste for Concrete.<26JA dditive ca protec epoxie agains moisture. No+e Pm is move flus OgOins dowe pi f. r. er li nm
Applications
Fig 11. Application of dowels as alignment pins.
structur
embers includin
concrete steel, alumit3
practical.
5. Teflonpads 6. Multipolymer-plastic bearing strips 7, Tempered hardboar stri
DesignConsiderations
Application
Although ig tensil strength ca be chieve with po
Bearin pads ar generall used unde simply supportov be ng surface. They are designed to allo some displacemen
quently, carefu consideratio should be give to each application: Epoxie ca have therma expansio Ofup limite time during whic they ar workable Temper ture humidity an surfac wate ma effect perfor nc re si th manufacture be thoroughly reviewed.
Di
rent
re
fere
de they generall degrad when expose to fire
Description gr
sp
on
re
se
Applications When ig bond strength betwee concrete memb rs simple epoxy. In tilt-u constructing epox grouts ar use mostly fo grouting dowe connections.
Designconsiderations Design consider tion fo epox grou ar th same as y, wi exceptions. With th addition of th aggregatefiller,the bout twic that of concrete Th amnunt of aggregat fdleraffects th strength Excessiv aggregat conten reduces th bond strength
BEARINGPADS Daacription Bearin pads ar intermediate elements betwee load variet nf material 1. Structural-grad elastomeri (neoprene) pads 2. La inat stee andneopr ne pads 3. La inat fabric ndrubber pads 4. Laminate syntheti fibe pads
14
DesignConsiderations
compressibility resilience frictiona characteristics, or response to nvironmental co di ions ad ar rela
EPOXYGROUTS
ss tion “EPOXY:’ (2Q
members.
DesignData Design requirements fo structural-grade elastomeri type are availabl from th manufacturer.
Em Shear modulus G,ps,
°F
:.> Note: For$haPe FaCtOr>4 .s compre sive
//
,Ires 01
200
1000,$ 1000
400
im
re
t r ai n
a+’‘*N ‘h”pe’oc’: 2.
7. t,
4in
8i
Fig 12. Design of structural-grad elastomeric beerin pade. (Reproduced fro Reference 1)
15
Connection Design Design of conn ct on fo tilt-u requir consideration of strength nd servic ab lity of ll ma erials ha ma be affected,including concrete steel, or wood Fo he qu hese s, appropriat code should be consu]ted(4Z0,Z7 an re si rc si wa reduce th possibil ty of brit le failure, th strength the anchorage, Th followin sections briefl describ some general si considerations an design data included in th sectio “Connectio Elements an design detail included in th sectio “Connectio Details:
El <1
45.
L00d9d oma
‘,J
Plan
BEARINGO PLAINCONCRETE Nearly al connection of precas concrete involv th bearin strength of concrete, Th AC Building CndecJ) limits th unit design bearin stress to CDBn @(0,85f&A1)of 2. ig 13describes A2.
SHEAR
e’
Elevation
slope supports.
Shear-FrictionDasig Usin Headed Studs pr st shear-friction design th nomina shea strength of th connectiorr(l.d)with from Tabl is
headed stud ar involved If th shear-friction concep used fn specia situ tions, adequate safety factor shnuld be applied. 16
ShearStrengthof Heada Stud (Tabia 5) No rational model, includin shear-friction currentl exists ac uratel de ermine th capa it of headed stud onne tions. As result empirica equati ns ar sent fe ce were se
Tabl
4. Coeffi ient of ri tion fo Sh ar-Frictio Connection Design [Repro uc from fe Recommended coefficient offriction, 1.4A
Crackinterface Concret placedmonolithically Concret placedagainsthardened concret withsurfaceintentionally roughened
1.Ox
Concret anchoredto as-rolled structuralsteelbyheadedstudsor reinforcingbars
0.7X
Concret placedagainsthardene concret notintentionally roughened
0.6X
1,
for n.rrnal. weight concrete 0,85 fo %and-4ghtweighV’ concrete and 0.7 for all-lightweigh concrete.
Fig. 14. Shea loadin on duca from Referenc 1)
fre edge
Hei ?ecfStuda
stud naar
frea adga (Rapro
wh de st 10d~),a s show in Fig. 14
ne
IDVnC @2xd~fl.
Iin Edge distance, d., in.
St
ia et r,
1.2
1.2
1.8
deve pe fo no re Currentl no experimental data ar availabl fo stud loca ed near free edge embedded lightw ight con-
,, in.
4.7
4,7
modified whe use for lightweigh concretes.
47
d. 16.5 29
1111 Valu in sh de area ar by edge distance
18,7
forc re om nd of at leas 70°hof th required fo full-tension develop-
ontrolle
allowabl shear force should be reduced se sh of he ip
“.
5/,
se
shea streng in Referenc
7,8
ne
governed by st el strength as suggeste @Vn~ @0,75A,,f
w,,,
fo
ther valu
of f;, multiply tabulate
@&& th OV.. @2.d I/ then OV.. c0800AJf f. rjo,fIor psi; fo othe strength multiply by fJ60,000 t, 0. 1.= 54,000 Ps Metric quiv le t% 1i.. 25.4mm Mp= .4 kN 1psi
results by
6.
shea strength determined by stee strength ar greate than hose determined by Eq (desig shea strength limite by concrete strength able fo concrete strength of3000 psi. Ifduct li of theconnectio is
kP
cret streng
nc st he fr Re er nc ar as follow Edge effect ar no considered when
he
st
greate ha 3500 si be used or confine-
failur cone in th concrete be specified.
d<. 10d~ wh
wa ul are governe by stee strength,
TENSION ne
@VnC=Q1800A,,k~ Correction factor foun in footnote Tabl
fr followin recommendations offered in Reference 1and considerin informatio presente in References 1,2, Desi he nd tensio ar discusse in he se tion “Combine Shea an Tension.”
17
Tabl
Edge distance,d.
Stud
V2
2,5 4.0 5.0 8,0 7.0 8.0
3.5 5.3 6.4 7,6 6.6 9.9
3.6 5,6 6,7 7,9 9,1 10.2
4.1 5.9 7.0 6.2 9.4 10.5
3,0
2.5 4.0 5.0 6.0 7.0 6.0
4,4 7.9 9.7 11.4 13.2 14.9
4,6 6.3 10.1 11,8 13,6 15.4
5,1 6.8 10,5 12,3 14.0 15,6
5.7 9.4 11.2 12,9 14.7 16.5
4.0
2.5 4,0 5.0 6,0 7,0 6,0
4.4 I0.5 12.9 15,2 17,6 19.9
4.8 11.1 13,5 15.6 16.1 20.5
5,1 11.7 14.0 16.4 18,7 21,1
5.7 12,6 14,9 17,3 19.6 21.9
5.0
2,5 4,0 5,0 6.0 7.0 8.0
4,4 10.5 16,1 19.0 ?1,9 ?4,9
4.6 11.1 16,8 19.7 22,7 25.6
5,1 11,7 17.6 20,5 23.4 26.3
5.7 12.6 18.6 21.6 24,5 27.4
6,0
2.5 4.0 5.0 6.0 7.0 6.0
4,4 I0.5 16.1 ?2.6 ?6.3 ?9.8
4,6 11,1 16,6 23,7 27.2 30.7
5,1 11,7 17,6 24.6 26,1 31.6
5.7 12,6 1S,6 25,9 29,4 32.9
7.0
2,5 4.0 5,0 6,0 7,0 8.0
4.4 I0.5 16.1 ?2,6 30.7 34.6
4.6 11,1 16.6 23.7 31.7 35.8
5,1 11,7 17.6 24,6 32.6 36.9
5.7 12.6 16.6 25.9 34.3 38,4
2,5 4.0 5.0 6.0 7.0 8.0
4,4 10.5 16,1 22,6 30.7 39.6
4,6 11,1 16.6 23.7 31.7 41,0
5.1 11.7 17.6 24.6 32.6 42.1
5.7 12.6 16.6 25.9 34,3 43.9
weig
Em multiply tabulated values by
>8.0
smulbplyt 3000 psi; forotherstren! X= 1. fo normal-weigh co ret%for Ott other values 011.from Tz 04. De ig
Stu
V,
V,
di6meter, d,, in.
5A
60,000psi fo othe stee strength mulbpl by f./60 ,000 ,=
01=1.o
in
25.4mm 1Mp=
.4 kN
in Stu
V,
diameter, do, in.
Stud-hea
18
diameter
d,, in.
V,
Referenc
sugges
3/4
1M
tens le-str ss evel of 4~
of th failur surfaces.
Desig Tensile Strength of Single-Headed Studs (Teble 6) of he determ ne
de
by substituting
q.
sh wn
th tens le-stres
determin strength limite by concrete strength is CDPnC@12,61.k(f,
dJ@;
ccount fo th effectfor st ds locate near free edge strength reductio factor become @Pn,= cD12.6J?,.L(Q,d/J@:C,, Th design tensil strength governe by stee strength sp se fe nc or ,is @Pn.= 13A& si st base re st st st considerations Th lowest applicable valu from this tabl is th design tensil strength
Stud Groups(Table ne
throug 11) se
nt or
Tables throug 11{1.2s1 Th equation used to develo th values ar provided with th appropriat table.
I3
Metric equi alents 1pd
respec to th concrete surfac fo
grees,The tensil strength of headed-stu embedments @0. nd he bl
sh
te sile stre gth, QP., lp
*P.,
f,
failur surtac wi
n.
St! I-hea(
4,5 6.3 7.5 8,6 9.6 11.0
2.0
.f
Th tensio failur surfac fo headed stud tend to
Deaign Te si Strength of ingl -Hesde Studs* concrete strength Designtensilestrer :h, OP.., Ii ar edge dist
7/8
De gn ,.,.,
,.,
Gr
Aw
.-”
,.-”
,)
%. ‘:..
,.,
..:.
M))]
/@
f:
/.
f:,
ly
re
ts
11%
De ig &J.
te sile
tr
Dimensl, y, in
10 12
11 15 18 21 25 28
10 12
17 22 26 31 35 40 44
10 12
35 41 47 53 59 65 71
10 12
59 67 74 81 89 96 104
10 12
89 98 107 116 125 134 143
10 12
125 135 146 158 166 177 187
2.5
4.0
6.0
8.0
10.0
12.0
]uivalents
mm,
19
~.
,.?. ,..
z~
,, ..’
&l
,/.’,. ,.,
Dimension
4J ”0: SDD Q’Z
y+
/~
y+ f;
‘> ./,,
lt
f&
24
&iJ.
10 12
24 34 44 54 64 74 83
10 12
52 62 73 83 93 I04
10 12
78 89 00 Ill 22 34
2,5
4,0
8.0
07 8.0 10 12
43 54 66
10 12
39 51 64 77 89 !02
10 12
74 87 !01 !14 !41 !41
10.0
12.0
Metric equivalent
i,
f./3OOO
of
Tabl 9.
,.,
,..
,.-’
-\
,. //”
‘, ‘,,
l!
c:
‘\
.,>
,.,,
‘k-$
,’ ‘,,”
ge
y+
>’,
Aa
oOp
/~
psi:
/.’
esig ., in
Gr up Ne
te sile stre
~mension y, in
10 13
2,5 10 12
24 27 31
10 12
14 16 22 26 29 33 37
10 12
22 26 29 33 37 40 44
10 12
10
29 33 37 40 44 48 52
10 11 11
37 40 44 48 52 55 59
10 fl 11 12 13
44 46 52 55 59 63 67
4,0
6.0
8.0
10.0 10 12
10 12 Metric
uivalents
.25
Im, 1MP= .4 kN
21
,/,.,
--to
//”
..<
1,
,U,,.
ro N sr
re
woA
,11
,,..’$ ‘.
f;= f:,
ip
lt
‘“”
Design tensil &,iiJ.
lmensio y, in
10 12
10 12
41 51 81 71
1: 12
11 13 15 17
23
10 12
11 14 17 20 23 26
11 14 18 22 26 29 33
44 55 87 70 69 00
10 12
14 18 22 26 29 33 37
26 31 35 40 44
59 71 63 95 07 19
49
-z31 36 41 46 52 57
01 13 26 39
31 36 41 46
35 41 47 53
57 62
65 71
6,0
8.0
22 26 10,0 10 12
12,0 10 12
22
10 12 15 17
31 4~ 52 62 73 63
4.0
Metric
stre
ii
2.5
N.alent
?5 40 44
25,4
nt
11 14
93 07 20 34 47 60
.-
00 psi;
Tabl 11 Deeign Teneil
yl
trengt
of
tu GroupNear Thre Adjacent Free dges
,.-’
,,
i;,
Design tensil Dtmensl in
10
7: 9’ 11 13 16
10 11
11 13 15 17
10 11 13
11 13 15 17 20
10 It 13 14
11 13 15 17 20 22
2.5 10 12
4.0
tz
6.0 10 12
6.0 10 12
10 12
10 11 13 14 16
10 tz
10 11 13 14 16 17
10.0
12.0
Metrl,
quivalents
=25. mm
11 13 15
22 24 13 15
22 24 26 ,=4
strength
cDP..,
ly
ts
f;
f./3OO
he nd si diameter of th studs.
sh
?3
the
STEE DESIGN Design of gh stee fr ming an stee connection elenformation on stee design refe to Referenc 20 he AISC Manual ofStee Construction
WOO DESIG shear
Tension
Fig. 15 Stud groups in thin sections unde combined tensio and moment (Reproduced fro Reference 1)
STUDGROUPSIN THIN SECTION he re or face wa ne sp cial consider tion sh ul be give to stud groups Sinc tilt-u panels generall have thin sections pull global failure. As llus ra ed su
su
5,anchor pl te wo ra
typica pullou failur with th shea boundary shaped simila to trun ated pyra id When th anchor plat whil th compressio zone “punche peci onsideration nd design be used to accommodat either of th Fo guidance in design se Referenc
ac through? procedures must abov situations 28
COMBINEDSHEA AND TENSION Intera tion of shea an
ension on st ds wi result in
io s. Th followin interact on equation uc an steel: Concrete
Steeh
24
shou
be re
i(i)’+ (fc)’k Eq.11
Design of woodjoints an suppor elem nt beyond th scop of hi ext. or furthe nformation on wood National Design si se Re re Specl$cation for Woo Construction
Connection Detail In this sectio connecti ce
reas
detail ar th
rovide that ar
ited
at
an Ca
temperature humidity expansive soils or seismic con siderati ns becaus of locall accepted etails an
satisfactorily or prov economical in give area Each detail should be studie thoroughly before adopting it use. brie commentary describing each co nectio lo ed ad an ag isad ta provided Tb detail ar ivided into five cate orie Wallpanels to ou dati n, fl or roof al anel an
WAL PANELTO FOUNDATION CONNECTIONS Trenched Footing/WallConnectio In this co nection, th to elevatio of th co tinuou ooting is raised to allo direct su po of th slab-ongrade. Th edgeof th slab is used fo proper alignmen ofthe wall panel. Latera suppnr at th base is provid ed em ed ed material in wall an floo Adva tage
Slab-on-gradefacilitate erection ofth wall,
Disadvanta
orming of th slab-on-grad requires tight tolerances.
Restraints:
Footing/WallConnectionwith Exterior Dowels co tinuou footin is late fo ti gs or rilled pier rilled in dowels ar pr vi ed on on or ot side of ment of th wall pane during erection Leveling shim co ecte th la ls em ment (see Connection Detail fo “Sla on Grade/Wall Connection;’)
Secondary F*
th wall Restraints:
Primary
25
WAL PANELT FLOORCONNECTIONS Sla on Grade/Wal Connectio In th pa
or
onnection, th floo slab prov de latera supde st he
ha
st
we
Dowels or bars ar used to form spli wi reinforceme in floo sl b. lo area adjacent th wall pane matc contro joints in floor, Advantages:
Fabricatio is simple Connectio is self-forming,
Disadvantage
Dowels ma be damage during handling. ri ar econd&:’ l,
Precast DoubleTee/Wall Connectionwith Ledge In hi conn ction,
concrete edge
cast
on lith
suppor fo double-t floo system Th doub e-te st he do or te topp wi th laye of reinforced concrete Deformed dowels in th wallexten into th reinforced concrete toppin to provid latera suppor fo th wall or hr us plac of bent bars connection. Connectio is self-forming. Disadvantages: Castin of ledg complicate fabrication of wall panel. ar pr dowels during handling th dowels ma complicate erection Se ondary
Nole: ll f. nd ti no show
s,
F,
F,
26
Woo Joist/Wal Connectionwith Joist Hanger on Wood Ledger
HeavyTimbe Beam/Wall Connectionwith Steel Sho
In hi onnection, om os te ledger prov de vertica suppor fo wood joists Th ledger includes wood nailer bolted to continuous stee angl usin countersunk nuts Th continuous stee angl is welded to stee embedments locate at selected intervals. Eachjois is ne ge st ger. ge ce of ge
vy vide la eral suppor fo th wa pane oo oist ar secured to th wall pane throug embedde stee straps Advantages
Fabricatio an erection are simple
panel.
struction tolerances.
Advantage
ri quires tight tolerances.
Dkadvantages:
struction tolerances. require additional effort. Weldin th up-h nd posi io be required. embedmen plat ma be difficult. ri ry Secondar
ge ay
embedmen ma be difficult. Expose stee ma requir fireproofing. Secondary FZ
F1
27
WALL PANELTO ROO CONNECTIONS PrecastDoubleTee Roof/PrecastBeam/Wall Connections adjacent reinforced concrete co umns Th fo ub oo system Th precas concrete beam also provides at su or pa On
PrecastDouble Tee Roof/Wal Connection In hi
onnection, he edge beam of double-tee roof
betwee
OPPOsiteend-bearin is rigid. Th double-te flange is deve he xt ov th wallpanel Clip angles ar used at selected interval be we de st ng he ne de hr parts. Oversize hole ar used th angles accomdeflection of th beam An alternat supporting detail fo th precas double te show as onne tion De ai fo “Precast Double Tee/Wall Connection with Ledge,” movement du to volume change Disadv ntag
Expose stee angl ay requir fire proofing. Th welder us work in th up-han position. quires tight tolerances.
Restraints:
Doubl Tee/Precast Concret Beam Precas Beam/Wall
ng Ov si ar se modate movement du to volu
we de
change an deflec
sh ul be provided hrough separate system such as he on show in Conn ct ng Deta fo “Precast Double TeeRoof/Precas Beam/Wall Connections. Advantages
Fabricatio an erection ar simple ovem nt du volu change nd deflection of th edge beam
Dkdvantagex
Expose stee angles ma requir fire proofing, he welder us work th up-han position, quires tight tolerances.
Restraint
PrecaatDoubleTee Roof/Bearingo Wal Connection
Precaat Hollow-CoreRoof/Bearingon Wal Connection
is ec io th le te ported directly by th tilt-u wall panels Stee embed-
is ecti ecesse le th il ll provides vertica suppor fo precast hollow-core roof ts es system The hollow-core flexible bearing
provides latera su port at th to of th wall anels.
isadvantages
change Clip an le simila to thos sh wn in Connec tion Detai fo “Precast Double TeeRoof/Precas Beam/ al ctio ay ee ed id late al suppor to panels
Minima number of components Embedments allow large constructio tolerances.
Advantages
Th connecti accommodates nl minima displacement or rotation du
Disadvantage:
th double tee, Expose stee ma requir firepr of in an weathe protection, Th welder us work in th up-han position.
Erection is simple. ment du to volume chan e, ecia ei ce en ma be required at th ledge,
in
Restraints:
points.
29
St&iirder/Wall In th onnection, reinforc concrete pilast provide vertic suppor fo stee girder Th pi aste
cannnt be efficientlytransmitte throug th wall panel. Th vertical load is transmitte throug bearin on th stee angl Th stee angl conn cted to th pilast with embedmen s. otte hole areusedi th girder to accommodat construction tolerances Th pilaster an th roof diaphrag provid ateral suppor fo th wall panel. mbedde re nforcing bars ar extended fr pane stee angl fo anchnrage. Fo comments on th contin ef In Wall/Wal Connection with Continuous Stee Chord: Advantage
Suitable for supporting large, concentrated loads.
In hi onnect on recessed pocket in th wall pane provides vertical suppor fo st el gird r. Th oa re we fo or he nd re oo diaphrag provid latera suppor fo th wall panel, embedded threaded parts. otte hole ar used in th girder accommod te construction tolerances Th st nn efer Connection De ai fo “In-Plan Wall/Wal Connec tion with Continuous Stee Chord. Advantage Disadvantages
30
Stee Girder/Pilaster Primary: F1 Secondar F3 Pilaster/Wall Primar F3 Secondar F! F2
Number of components in connection is minimal. embedm nt of th angl requir tolerances,
ight
pocket ma be difficult. Expose st el ay requir fireproofing,
foundation requires additional effort at th jobsite. xpos stee ma requir fireproofing. Restraint*
Connectionwit Recessed
ss erection procedures Restraints
Secondar _
Steel Girder/ClipAngle Wall Connection
Steel Joist/Wall Connectionwit Seat Angl
In this co nection, vertical su port fo
In this connection teeljo
stee girder is
threaded inserts. An alternat fo attachment is to weld
angl as sl tted hole to allo in plan mo emen of thepanel andaccommodate larg co st ucti tolerances. It is preferable to locate beam or girder supports away et ee ls is suggested. Advantages:
is minimal, lotted hole (orembedme ts larg construction tolerances,
uilt up steel-plat bracke ca replac th seat an le th al l, co tinuou angle, refe to Connection Detai fo “In-Plane Wall/Wall Connectio with Continuous Steel Chord? Advantages
Erection is simple, struction tolerances,
allo
Disadvantages: Expose stee ma reauir firem’oofing. Weldin ofbea to clip angl us be done in overhead position Restraints:
seat an le rovi es ertica su at an le ld te
Disa vantages
Ex osed stee ma requir firepr of ing. co et ea te embedmen ma be difficult. Secondar
F2
Second&y: “Fz,F,
31
Meta Deck/Wall Connectio In this conn ction, fo angl
bolt
continuous st el angl provid rr
to th wall throug
mbedde threaded be we stee mbed ents at selected ntervals Th roof diaphragm provides latera suppor fo th wall panel, Fo Connection Detail fo “In-Plan tion with Continuous Stee Chord.
all/Wa Connec
WoodJoist/Wal Connectionwith Woo Ledger
onnected th wall pane sing embedded thread s, st on te si re dg st el straps ar na le wood joists to provid latera ?a 4, Bearin betwee th wall pane nd th wood Jo st wh wa force is applie
Advantage
Fabricatio an erection are simple
Advantage:
Disadvantages:
st he ma require tigh tolerances xpos stee ma requir fireproofing.
Disadvantage
Restraints:
32
Second ry
Fabricatio an erection are simple quired on cast-in-place stee straps,
Woo Joist/WallConnectionwith Joist Hangeron Wood Ledger or wo
Woo Joist/Wall Connectionwith Joist Hangeron Pane To
nn
nailed to to faceof th ledger Th ledger is connecte ca st re th predrilled ledgeras template An alternat attach en fo he wood-ledge connection to th wall pane wn De or onne tion with Jo st Hanger on oo Ledger.”The panel. Embedded steel-stra ties ar required
su
ne
Secondar
st
pa
ge
embedded threaded part with countersun heads. Th wood nailer ca be utilized as part of th formwork fo ments. Th plywoo roof shee ar nailed to th wood fo th wall panel.
Seis
for” Wood Joist/Wall Connection with Wood Ledger Restraints:
fo
econdary Fz
Fz
L“ ““”” ,.
-..
II
,,
F,
F,
33
WALL PANELTO WALL PANEL CONNECTIONS PlywoodRoof Deck/Wall Connectionwith Wood Ledger on Pane To
In-PlaneWall/Wal Connectionwith Steel Embedment
vertical suppor fo
in erio face of th wall panels
narrow stri of th roof djacen sp pa
fa wall pane us ng mbedde threaded part with ountersun he ds Th wood nail ca be efficien ly ut lize as part of th formwork fo castin th wall panel.
nn se esthetics. Advantage.x
wal panel.
ss
stee plat is we de
reejo
so or
Number of components in connection is minimal. Fabricatio an erection are simple struction tolerances,
Secondar
F2
Disadvantage
Expose ing.
stee ma requir fireproof-
of nc ne st embedments ma be difficult, Veryrigi connection ca caus loca distress du to volume changes. Restraints:
/--’2
34
In-Plane Wall/Wal Connectionswith Threade Ineerts nn
n,
re
se
re
on on sl vo um change an to make al gn en easier Adva~tagex
Dkadvantages
In-Plane Wall/Wal Connectionswith Slitted Pipe In ne
wo pi
we
st
nt wa
ar ud ne
on
n. Ge er
Fabricatio an erection ar simple
erection bond-bre king agen is applie on he pipe an th recessed pocket is groute fo esthetics.
volume change.
Advantages:
Expose ing.
stee mayrequire fu’eproof-
Connection accommodates some hortween wall panels. Connection ca be “hidden.
co cr ar embedments ma be difficult.
sa
Restraint.%
on re ea st embedments ma be difficult. Pocket complicate fabricatio of wall panel. Weldin of pipe mayb difficult.
Restraints
/--’2
w,
‘,
sectionfib
35
Corne Wall/Wall Connectionswith Steel Embedments
Corne Wall/Wall Connectionswith Threaded
In this connection wall anel ar connecte thro gh ip an le ac li el ed ee mbed ca th al ls lt ti ly li an le ca be olte to th wall pa el throug em ed de threaded parts. Rigid, welded corner connection is lesscritica than Connecting Detail fo “In-Plan Wall Wall Connection with Stee Embedments fo distress du to volume change
In this connecti n, wall panels ar connecte thro gh
Advmstagew
it threaded insert cast into th
Number of components in connection is minimal. Fabricatio an erection ar simple Expose ing,
Number of components in connection is minimal. Fabricatin an erection ar simple
stee ma requir fireproof-
quired.
struction tolerances. Disa va ta e% Expose stee ma requir ing.
fireproof-
embedmen ma be difficult.
.2” ,<:
the up-han position. Restraints:
--J
---
F,
36
anels.
In-PlaneWall/Wal Connectionswith ContinuousStee Chord
In-Plane DiaphragmChordWall/Wall Connection
In hi conn ction, continuo angl is embedd th surfac wi headed st ds anchorin th stee sec-
In this connection wall panels ar connecte continufo forcemen is mechanically anchored to th center oneth rd of he panel. Th oute one-thir of th to chor of reinforc ment unbended by encasement card boar or plasti sleeves. recessed pocket is provided
pane throug slotte ho es At eachjoin stee plat welded th angles attached th ad acen panels focm he connection Th continuo stee sect on su of oo phragm. Advmrtagex
Fabricatio an erection are simple struction tolerances.
Disadvantages:
xpos ing.
stee ma requir
fireproof-
th up-han position
systems. Advantages:
Erection is simple Accommodates movement du to volum change
Disadvantages: Additional material an labo cost in formin recessed pocket an formin unbended length of reinforcement. Weldin in up-hand positinn Restraint
Primary: FI
embedmen ma be difficult. Restraints:
Secondar
Fs
‘,
37
WALL PANELT STEEL COLUMN CONNECTIONS Steel Column/WellConnectionwit Bolted Stee Anglee
angl bear
st gainst th interior face of co um flange
threade parts. Advantages
In this connection th stee column to wall Connection umn.
Fabricatio an erection is simple ment du vo um change Large tolerance ca be specified.
vant
ment du to volu change Large tolerances ca be specified Disadv ntages
requ handling. Expose stee ing.
Restraink
Wall/Stee Column/WallConnectionwith BoltedSteel Anglee
handling, xpos st el ing,
ay requir fireproof-
,F
Primary: F,
----
-=4 F3
38
pe ia st ps ma be required
?,
ay requir
pro-
fireproof-
References 1. PC Manual on Detign of Connection fo Precast, Prestressed Concrete, 2n cd., to be published, D. Ko sz .J Conneclicmsfor Precas Prestresse Concret Building Includin Earthquak Resistance, Prestresse Concrete In stitute, 1982 3. Concrete, 3r cd., Prestresse Concrete Institute, Chicago, 1985 4, ACI Committe 318,Building Code Requirements for Reinforce Concrete America Concrete Institute Detroit, 1983 5. Clark, C. A. “Development of il -U Construc tion,” Journa of th American Concrete Institule, vol. 44 6. Aiken, R. “Monolithi Concrete Wall Building Methods, Construction an Cost,” Proceedings of th American Concrete Institute, vo 5, 1909,pp. Concrete-Internationa De83-105 reprinte Apri 1980 sign Construction vol. 2, no /t-U ti at ng nd raftin ub ication, “Kno How” Booklet, Know Ho Sa Gabriel, 1953 Tilt-U Design “Kno How” Book let, Know Ho Publication, Sa Gabriel, 1954 illEqui ment an Construc tion “Kno How” Booklet, Knnw Ho Publication Sa Gabriel, 1954 Kr ow Ho Construction, Sa Gabriel, 1958 11 DeCourcy, J. W,,“Structural Joints,” Concrete and Constructional Engineering, vol. Londnn Ma 1963 2. Es edi, T. J. “Conne tions-Conc ptua Design;’ PC Seminar, Pre-prin Symposiu on Planning an esig recast Conc et Bearin uild ing, La Vegas,October 1983 13. Design an Contro of ConcreteMixtures, EBOOT, Portland Cement Association, 12th cd., 1979 PC Design jtr Fir Resistanc of Precas Prestressed Concrete, Prestresse Concret Institute, Chicago, 1977 15. Structura Weldin Code-Steel, 1.1-84 America Weldin Society, Inc. Miami, Fla. 1984 16 Structural Weldin Cnde-Reinforcing Steel, 1.479 American Weldin Society, Inc. Miami, Fla. 1979. 17 Standard Specificatio for Carbon Stee Externally de s,
18 Standard Specificatio for Structural Steel, ASTM 36-81a American Societ fo Testin an Mate rials, Philadelphia 1982 American Societ of Mechanical Engineers, Ne York 1982. 20. anua of Stee Construction 8t cd,, American Institut of Stee Construction Chicago, 1980 21. Standard Specificatio for High-Strengt Bolt for Jo rials, Philadelphia 1982 22
23 24
25
26
27.
fo
325.76c,
or uenc pere Allo Stee Bnlt fo Structural Stee Joints Testin an Materials, Philadelphia 1982 Building Movement an Joints EB086B Portland Cement Association 1982 or Cold-Finished, Standard Quality, ASTM 108-81 American Societ fo Testin an Materials, Phil adelphia 1982 De or on AS 615-81a, American ociety fo esting and Materials, Philadelphia 1982 Standard Sp cifi at on fo poxy-R sin-Base Bond ng ys ms fo Concre e, AS 881-78 American Snciet fo Testin an Materials, Phil adelphia, 1978 National Design Specificatio fo Wood Construc tion National Forest Products Association Washington 1977
28.
Welded Heade Studs: PCI Journal, 2, 1985,pp 56-81. 29. !J sh “Heade Stee Anchor under Combined Loading, quarter, 1973
rials, Philadelphia 1982
39
- - - - - - - - ‘ - - - - 1 KEYWORDSbolts,connections,design,details,ductility,durability, embedances, welding. io it 28 perspectivedrawingso details betweenwallpanelsand foundation floor,adjacentwallpanels,and roof Detailswereobtained fro engineerfi
earing
-u
ad ar al discussed.
fr
ra re
ro
REFERENCE CcmnectiomforTi/t-Up Wa//Cmstruclim (EB 110.01D), ../
Port-
