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<br />accordance with ACI 318 Appendix D and Ihis report musl be
<br />modified by a factor of 0.60.
<br />4.1.12 Strvctunl Sand Lightwoight Concmte over MeWI
<br />Deck: Use of sWctural sand lightweight wiraete is allrnvc�f
<br />in accordance wilh ralues presenled in Table 3 and
<br />installation details as show in Fgure 5.
<br />42 Nlowable Stress Design:
<br />4.2.1 Ge�mral: Design resistances for usc with allowaWe
<br />slress design load combinations ealculated in accordance
<br />with Section 1605.3 of �he 18C and Section 1612.3 of the
<br />UBC, must be established as follrnvs:
<br />R,
<br />R.,,.u�= � (5)
<br />where Re = m• R, represents Ihe limiting design strength in
<br />tension (dlJ�) or shear (�V ) as wlculated according to ACI
<br />318 Sections D.4.1.1 and D.4.12 and Seclion 4.1 of this
<br />report For load combinalions induding earthquake, the value
<br />R, in Equalion (5) must be mul6plied by 075 in acmrdance
<br />with AC� 318 Seclion D.3.3.3. Limits on edge disfance,
<br />anchor spacing and member thickness, as given in Tables 3
<br />and 4 of Ihis report, must apply. Allowable service loads for
<br />single anchors in tension and shear with no edge distance or
<br />spaang reduction are provided in Tables 6 thmugh 9, for
<br />illustntion. Thesevalues have been derived perEquatlon (5)
<br />usirx� the appropnate strengfh reduclion fadors Q�from Tables
<br />3 and 4 and Ihe a fadors provided in Section 4.2 of ihis
<br />repoR
<br />The value of a must be laken as follows:
<br />REIERENCE FOR STRENGiH a
<br />REDUCTION FALTOR:. InGudinp Fxcluding
<br />� Scismlc Scismic
<br />ACI378 Sectim D.4.1 1,1 7.4
<br />ACI 316 Section D.4.5 12 1.55 _
<br />4.2.2 Interaction: In iieu ofACl318 D.7.1, D.72 and D.7.3,
<br />inlemclion musl be dlculaled as follovrs:
<br />For shear loads V s 0.2 • V,,,,,,sa Ihe full allowablc load in
<br />tension ;,,,,,� may be taken.
<br />For tension loads T s 0.2 • T,,,,,,,so, the full allowable load
<br />in shear V,,,,,,,y, may be taken.
<br />For all other cases:
<br />T V
<br />+ s 1.2 (6)
<br />raYavASD Vaoaw�lSD
<br />4.3 Inst�llation:
<br />Installaticn paramelers are provided in Table 1 and in Figure
<br />2. The Hil6 K&1Z musl be installed according to
<br />manufactumrs published instrvdiom, ard ihis report Mchors
<br />must be installed in holes dnited into Ihe corxrete using
<br />car4idedipped masonry dnll bits complying with ANSI
<br />8212.15-1994. The naninai dnll bit diameter must be equal
<br />to that of the anchor. The drilled hdo must exceed the depth
<br />of an:.hor embedmenl by al least one anchor diameter to
<br />pertnit over�riving of anchors and to provido a dust cotledion
<br />area as mquired. The anchor must be hammered into ihe
<br />prednlled hole until a[ least four thmads are bebw the fizture
<br />surface. The nut must be tighlened againsf the �raslier until
<br />the lorque values specified in Table 1 are achieved. For
<br />installation in the soffit of conaete on steel deck assemblies,
<br />the hole diameter in the steel dedc not exceed the diameter
<br />of the hole in Ihe concrete by more than'/, inch (32 mm). For
<br />member Ihickness and edgo distance restrictions for
<br />ESR-1� 17
<br />installalions inlo tho soffit of concrete on steei deck
<br />assemblies, see Figure 5.
<br />4.4 Speciallnspeetian:
<br />Special inspection is required, in accordance wilh Secfion
<br />1764.13 of the I�C and Sedion 1701.5.2 of the UBC. The
<br />spedal inspector must be on the jobsile continuously during
<br />anchor installalion lo verify anchor type, anchor dimensions,
<br />conaete type, conaele compressive stren�th, hole
<br />dimen�ions, hole deaning procedures, arxborspacing, edge
<br />distances, concrete thickness, anchor embedment, and
<br />tightening torque.
<br />5.0 CONOff70NS OF USE
<br />The Hilti K&1Z anchors desuibed in this report com�ly with
<br />the codes listed in Section 1.0 of this report subject to the
<br />following condilions:
<br />5.1 Anchor sizes, dimensions and minimum emtedment
<br />deplhs are as set forth in ihis report.
<br />5.2 The anchors must be inslalled in aaordance vnth the
<br />manufacturers publishM insW dans and tbis report. I n
<br />�se of wMicf, (his report gcvems.
<br />5.3 Anchors must be limited to use in cracked and
<br />uncracked normal-weight concrete and sWclura� sand
<br />lighlwei9ht concre�e having a specified compressive
<br />strnngth, P� of 2,500 psi to 8,500 psi (172 h!Pa to 58.6
<br />MPa), and cracked and uncracked n�rma�-N•eight or
<br />sWctu21 sand lighhveigh� concrete over metal deck
<br />having a minimum specified compressive sVength, P�,
<br />of 3,000 psi (20.7 MPa).
<br />5.4 ThevaluesofP�usedforca'culationpar�osesmustnot
<br />exceed 8,000 psi (55.1 MPa).
<br />5.5 Lwds applied to U�e anchors must be adjusted in
<br />accordance with Section 16052 of the IBC and
<br />Sections16122 or 1909.2 of the UBC for strength
<br />design, and in accortlance with Section 1605.3 of lhe
<br />IBC and Sec;ion 1612.3 of the UBC for atlowa6le stress
<br />design.
<br />5.6 Strength design values must be established in
<br />accordance with Section 4J of this report.
<br />5.7 Allowable d=sign values are established in accortiance
<br />with Section 4.2.
<br />5.8 Mchor spacing and edge distance as wtill as minimum
<br />member thickness must comply vrith Tables 3 and 4.
<br />5.9 Prior to installation, plculations and details
<br />demonsirating compliance with this mport must 6e
<br />submitted to the code official. The qlculations aid
<br />delails must be prepared by a registered design
<br />professional where requimd by the statutes of the
<br />jurisdiction in which the project is to be construded.
<br />5.10 SinceanlCGESacceptancecrilenaforerdtuatingdafa
<br />to detertnine lhe pedortnance of e�Qansion anchors
<br />subjected to fatigue or shock bading is unavailable at
<br />this lime, the use of ihese anchors under such
<br />condilions is beyond the scope of this report
<br />5.11 Mchors may be installed in regions of concrele where
<br />cradcing has occurrcd or where analysis indicates
<br />aacking may occur (!,> f,), subjecl to ihe conditions of
<br />this report.
<br />5•12 Mchorsmaybeusedtoresistshort-termloadingdueto
<br />wind or seismic forces, subject to the conditions of this
<br />report
<br />5.73 Whero not otherwise prohibiled in the code, KB-TZ
<br />anchors are pertnilted for use wilh fire-resistanc�rated
<br />
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