A Subsidiary of

0

000

Most Widely Accepted and Trusted

ICC-ES Evaluation Report ESR-4145 Issued 02/2018

This report is subject to renewal 02/2019.

ICC-ES | (800) 423-6587 | (562) 699-0543 | www.icc-es.org

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not

specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a

recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as

to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved.

“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence”

DIVISION: 03 00 00—CONCRETE

SECTION: 03 15 19—CAST-IN CONCRETE ANCHORS

SECTION: 03 16 00—CONCRETE ANCHORS

REPORT HOLDER:

HILTI, INC.

7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024

EVALUATION SUBJECT:

HILTI KCM-WF AND KCM-PD HEADED CAST-IN SPECIALTY INSERTS IN CRACKED

AND UNCRACKED CONCRETE

Look for the trusted marks of Conformity!

ICato

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I

w

DSS R H7P(wH E HSC 1

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CC-ES Evaluation Ras an endorsement of o any finding or othe

Copyright © 2018 IC

CC-ES E

www.icc-es.

DIVISION: 03 0Section: 03 15Section: 03 16

REPORT HOLD

HILTI, INC. 7250 DALLAS PLANO, TEXA800) 879-8000

www.us.hilti.cHiltiTechEng@

EVALUATION

HILTI KCM-WFSPECIALTY INCONCRETE

1.0 EVALUAT

Compliance

2015, 201Code® (IBC

2015, 201Code® (IRC

Properties ev

Structural

2.0 USES

The Hilti KCMInsert is useseismic (Seisand shear loaor lightweighstrength, f′c, 68.9 MPa).

There are th1/4-3/8 mode3/8 inch; Thethreaded rod 1/2-5/8 mode3/8 inch, 1/2 inc

There are t1/4-3/8 mode3/8 inch; And tthreaded rod

Reference proprietary s

eports are not to be cf the subject of the reper matter in this repor

CC Evaluation Serv

valuation

org | (800)

00 00—CONCR 19—Cast-in C 00—Concrete

DER:

PARKWAY, SAS 75024 0 om

@us.hilti.com

SUBJECT:

F AND KCM-PDNSERTS IN CR

TION SCOPE

with the follow

12, 2009, andC)

2, 2009, and C)

valuated:

M-WF and KCMed as anchorasmic Design Caads in crackedt concrete haof 2,500 psi

hree models fol is used with ae KCM-WF-3/size of 3/8 inchel is used wch, or 5/8 inch.

two models fol is used with athe KCM-PD-3size of 3/8 inch

to “inserts” pecialty ancho

construed as represeport or a recommendrt, or as to any produ

vice, LLC. All rights

n Report

423-6587 |

RETE Concrete Anche Anchors

SUITE 1000

D HEADED CARACKED AND

wing codes:

d 2006 Intern

2006 Internat

M-PD Headed age to resist sategories A th

d and uncrackeaving a specif

to 10,000 ps

or Hilti KCM-WFa threaded rod /8-1/2 model h or 1/2 inch; Twith a thread

r Hilti KCM-PDa threaded rod 3/8-1/2-5/8 mod, 1/2 inch, or 5/8

in this repororage products

enting aesthetics or adation for its use. Theuct covered by the rep

s reserved.

(562) 699-0

hors

AST-IN UNCRACKED

national Buildi

tional Resident

Cast-In Speciastatic, wind, arough F) tensied normal-weigfied compressisi (17.2 MPa

F. The KCM-Wsize of 1/4 inchis used with he KCM-WF-3ed rod size

D. The KCM-Psize of 1/4 inch

del is used with8 inch.

rt refers to ts (KCM-WF a

any other attributes nere is no warranty by

eport.

T

543 A S

D

ing

tial

alty and ion ght ive to

WF- or

a /8-of

PD- or h a

the and

KCM-eleme“anchthe in

TheanchoSectio1911anchois subIRC.

3.0 DE

3.1 K

Hilti Kheadesteel 1/4-inc

Inseminimouter steel Figure

Theconcrcastincan bKCM-concr

Thejoist dprior trod osectioremov

TheFigureand K

3.2 S

3.2.1rods KCM-or sevapplicmust zinc p

3.2.2ACI 3

not specifically addrey ICC Evaluation Se

This report is s

Subsidiary of

-PD) used in ents” refers tohors” or “insert nstalled inserts

e insert anchoors described ons 1908 and

and 1912 of or system maybmitted in acc

ESCRIPTION

KCM-WF and

KCM-WF and ed cast-in speinsert elemen

ch, 3/8-inch, 1/2-

erts are manufmum 5.0 μm (

shell is coverhead bearing e 1 and KCM-P

e KCM-WF insrete member ng of the concrbe installed into-WF after threte.

e KCM-PD insdeck for a concto the casting

or bolt can beon of the KCved from the co

e inserts are es 3 and 4 sho

KCM-PD in a co

Steel Insert El

Threaded S(all-thread) o

-WF or KCM-Pveral grades ocable diameterbe furnished

plating.

Ductility: In318-11 D.1, as

essed, nor are they toervice, LLC, express o

Is

subject to ren

f the Internati

concrete; reo threaded rodt anchor systemin concrete wit

or system is ain Section 19

1909 of the f the 2009 any be used whecordance with

KCM-PD:

KCM-PD are ecialty inserts

nts such as thr-inch, and 5/8-in

factured from (0.0002 inch) red in a thin psurface. The

PD is illustrated

ert is installed using the attarete. The inseo the internallye wood-form

ert is installedcrete member of the concrete

e installed intoCM-PD after oncrete.

color coded aow a diagram oncrete membe

lements:

teel Rods anor bolts mustPD. Table 3 incof common thrers. Carbon stewith a minimu

n accordance s applicable, in

o be construed or implied, as

ESR-ssued Februa

newal Februar

ional Code C

eference to “sds or bolts; rem” in this repoth threaded rod

an alternative 901.3 of the 2012 IBC, and 2006 IBC.

ere an engineeSection R301

steel internallywhich receive

readed rods anch thread diam

carbon steel azinc coating.

plastic housingKCM-WF is ill

d in Figure 2.

into the woodached nails perted threaded y threaded sec

is removed

d into the remousing self drill

e. The inserteo the internallythe Pan Jois

as indicated inof the installeder.

d Bolts: Thret be threadedcludes design ieaded rod or bel threaded ro

um 5.1 μm (0.

with ACI 318n order for a st

Page 1 of 10

-4145 ary 2018

ry 2019.

Council ®

steel insert eference to ort refers to ds or bolts.

to cast-in 2015 IBC, d Sections The insert

ered design .1.3 of the

y threaded e threaded nd bolts in meters.

and have a The steel

g up to the lustrated in

d-form for a rior to the rod or bolt

ction of the from the

ovable pan ling screws

ed threaded y threaded st Deck is

n Table 1. d KCM-WF

eaded steel d into the information

bolts for the ds or bolts 0002 inch)

8-14 2.3 or teel anchor

ESR-4145 | Most Widely Accepted and Trusted Page 2 of 10

element to be considered ductile, the tested elongation must be at least 14 percent and the reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values for common steel threaded rod insert elements are provided in Table 3 of this report. The Hilti KCM-WF and KCM-PD Headed Cast-In Specialty Insert steel bodies are considered brittle elements. Where values are nonconforming or unstated, the steel element must be considered brittle. 3.3 Concrete:

Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC.

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

4.1.1 General: Design strength of anchors complying with the 2015 IBC as well as Section R301.1.3 of the 2015 IRC, must be determined in accordance with ACI 318-14 Chapter 17 and this report.

Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report.

Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report.

Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report.

Design parameters provided in this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.13. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, except as required in ACI 318-14 17.2.3 or ACI-11 318 D.3.3, as applicable.

Strength reduction factors, , as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for cast-in headed anchors, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of ACI 318-14, or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors,, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2015 IBC is provided in Figure 7 of this report. The value of f′c used in the calculations must be limited to a maximum of 10,000 psi (68.9 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.

4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 D.5.1, as applicable, for the threaded steel insert element, Nsa,rod, as illustrated in Table 3 of this report. The lesser of Nsa,rod in Table 3 or Nsa,insert provided in Table 2 shall be used as the steel strength in tension.

4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, for cast-in headed bolts. The basic concrete breakout strength in tension, Nb, must be calculated in accordance

with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef given in Tables 1 and 2, and with kc = 24. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with Ψc,N = 1.25. 4.1.4 Static Pullout Strength in Tension: The Static Pullout Strength in Tension for the KCM-WF and KCM-PD does not control design, and need not be calculated.

4.1.5 Requirements for Static Side-Face Blowout Strength in Tension: For the KCM-WF and KCM-PD, the nominal side-face blowout strength of a headed insert, Nsb, must be calculated in accordance with ACI 318-14 17.4.4.1 or ACI 318-11 D.5.4.1, as applicable, for the cast-in headed insert, using the values of Abrg as given in Table 1 of this report, as applicable.

4.1.6 Requirements for Static Steel Strength in Shear: For all applications that include resistance to shear loading, only the largest diameter of threaded rod for each insert must be used as the steel insert element. The nominal static steel strength of a single anchor in shear, Vsa, must be taken as the threaded steel insert element strength, Vsa,rod, given in Table 3 of this report. The lesser of Vsa,rod in Table 3 or Vsa,insert in Table 2 must be used as the steel strength in shear, and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2a or ACI 318-11, Eq. D-28, as applicable.

The values given in Table 2 are for the insert only. Determination of the shear capacity of the threaded rod or other material inserted into the cast-in insert is the responsibility of the design professional. Shear values for common threaded rods are given in Table 3.

4.1.7 Requirements for Static Concrete Breakout Strength in Shear: For the KCM-WF and KCM-PD, the nominal static concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2 based on the values provided in Table 1. The values of ℓe (=hef) and da used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33, as applicable, are provided in Table 1 of this report.

4.1.8 Requirements for Static Concrete Pryout Strength in Shear: For KCM-WF and KCM-PD inserts, the nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable.

4.1.9 Requirements for Seismic Design:

4.1.9.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC. The anchors may be installed in Seismic Design Categories A through F of the IBC. The KCM-WF and KCM-PD inserts comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as non-ductile steel elements.

For the KCM-WF and KCM-PD inserts, the nominal steel strength, nominal concrete breakout strength and nominal

ESR-4145 | Most Widely Accepted and Trusted Page 3 of 10

concrete side-face blowout strength for anchors in tension; and the nominal concrete breakout strength and pryout strength in shear, must be calculated in accordance with ACI 318-14 17.4 and 17.5 or ACI 318-11 D.5 and D.6, as applicable, using the values in Tables 1, 2 and 3, as applicable.

4.1.9.2 Seismic Tension: For KCM-WF and KCM-PD inserts, the nominal steel strength in tension, Nsa, of a single anchor must be calculated in accordance with ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1, as applicable, for the threaded steel element, Nsa,rod,eq, as given in Table 3, not to exceed the corresponding values of Nsa,insert,eq in Table 2 of this report; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, as described in Section 4.1.3 of this report; the nominal pullout strength in accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, need not be considered as noted in Section 4.1.4 of this report; the nominal concrete side-face blowout strength must be calculated in accordance with ACI 318-14 17.4.4.1 and 17.4.4.2 or ACI 318-11 D.5.4.1 and D.5.4.2, as applicable, and Section 4.1.5 of this report.

4.1.9.3 Seismic Shear: For KCM-WF and KCM-PD inserts, the nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, as applicable, as described in Sections 4.1.7 and 4.1.8 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the nominal steel strength for seismic loads, Vsa,eq, must be taken as the threaded steel element strength, Vsa,rod,eq, given in Table 3 of this report, not to exceed the corresponding values of Vsa,insert,eq, in Table 2.

4.1.10 Requirements for Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable.

4.1.11 Requirements for Minimum Member Thickness, hmin, Minimum Anchor Spacing, smin, and Minimum Edge Distance, cmin: Requirements on headed cast-in specialty anchor edge distance, spacing, member thickness, and concrete strength must be in accordance with the requirements in ACI 318-14 17.7 or ACI 318-11 D.8, as applicable, for cast-in bolts.

4.1.12 Requirements for Critical Edge Distance: The calculation of the critical edge distance, cac, is not required, since the modification factor cp,N = 1.0 for cast-in anchors in accordance with ACI 318-14 17.4.2.5 or ACI-11 318 D.5.2.5, as applicable. 4.1.13 Lightweight Concrete: For the KCM-WF and KCM-PD in lightweight concrete, the modification factor λ, for concrete breakout strength must be in accordance with ACI 318-14 17.2.6 (2015 IBC), ACI 318-11 D.3.6 (2012 IBC), ACI 318-08 D.3.4 (2009 IBC), or ACI 318-05 D.3.4 (2006 IBC).

4.2 Allowable Stress Design (ASD):

4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows:

Tallowable,ASD = nN

Vallowable,ASD = nV

where:

Tallowable,ASD = Allowable tension load (lbf or kN).

Vallowable,ASD = Allowable shear load (lbf or kN).

Nn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 17.3.1 and 2015 IBC Section 1905.1.8, ACI 318-11, -08 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N).

Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 17.3.1 and 2015 IBC Section 1905.1.8, ACI 318-11, -08 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N).

α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for non-ductile failure modes and required over-strength.

The requirements for member thickness, edge distance and spacing, described in this report, must apply. Examples of allowable stress design value determination for illustrative purposes are shown in Table 4.

4.2.2 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows:

For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable load in tension must be permitted.

For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable load in shear must be permitted.

For all other cases:

,+

,≤1.2 (Eq-1)

4.3 Installation:

For the KCM-WF and KCM-PD inserts, installation parameters are provided in Table 1. Installation must be in accordance with this evaluation report and the manufacturer’s printed installation instruction (MPII) as provided in Figures 5 and 6 of this report. In the event of a conflict between this report and the MPII, this report governs.

4.4 Special Inspection:

Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 or 2012 IBC, or Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during installation of the headed cast-in specialty inserts to verify insert type, insert dimensions, concrete type, concrete compressive strength, insert spacing, edge distances, concrete member thickness, insert embedment, threaded rod fully seated into insert, and adherence to the manufacturer’s printed installation instructions. The

ESR-4145 | Most Widely Accepted and Trusted Page 4 of 10

special inspector must be present as often as required in accordance with the “statement of special inspection.” Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable.

5.0 CONDITIONS OF USE

The KCM-WF and KCM-PD concrete inserts described in this report are acceptable alternatives to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 Specialty inserts are limited to dry interior locations.

5.2 Specialty insert sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report.

5.3 Specialty inserts must be installed in accordance with the manufacturer’s printed installation instructions (MPII) and this report. In case of conflict, this report governs.

5.4 Specialty inserts must be limited to use in cracked and uncracked normal-weight concrete, and lightweight concrete having a specified compressive strength, f'c, of 2,500 psi to 10,000 psi (17.2 MPa to 68.9 MPa) for the KCM-WF and KCM-PD inserts.

5.5 The values of f'c used for calculation purposes must not exceed 10,000 psi (68.9 MPa).

5.6 Strength design values must be established in accordance with Section 4.1 of this report.

5.7 Allowable design values are established in accordance with Section 4.2.

5.8 Specialty insert spacing and edge distance as well as minimum member thickness must comply with ACI 318-14 17.7 or ACI 318-11 Section D.8 requirements, as applicable, for cast-in-place headed anchors, and Tables 1 and 2 of this report.

5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of the specialty inserts subjected to fatigue or shock loading is unavailable at this time, the use of these inserts under such conditions is beyond the scope of this report.

5.11 Specialty inserts may be installed in regions of concrete where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.

5.12 Specialty inserts may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report.

5.13 Where not otherwise prohibited in the code, inserts are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Headed cast-in specialty inserts that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Headed cast-in specialty inserts are used to resist wind or seismic forces only.

Headed cast-in specialty inserts are used to support nonstructural elements.

5.14 Special inspection must be provided in accordance with Section 4.4.

5.15 Specialty inserts are manufactured under an approved quality control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

6.1 Data in accordance with the ICC-ES Acceptance Criteria for Headed Cast-in Specialty Inserts in Concrete (AC446), dated February 2015, editorially revised January 2016.

6.2 Quality-control documentation.

7.0 IDENTIFICATION

The KCM-WF and KCM-PD inserts are identified by packaging labeled with the company name (Hilti, Inc.) and contact information, insert name, insert size, lot number and evaluation report number (ESR-4145). The inserts have various colored plastic housings to identify the product size.

E

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Most Widely Acc

TABLE 1—

DESIGN INFOR

Insert type

Plastic housing c

Effective embedm

Min. member thic

Outside anchor d

Bearing area

or SI: 1 inch = 25

See figures 1 and 2

Reference ACI 318-ilure modes (i.e. sterength in tension is

See Section 4.1.9 fo

GURE 1—HILTI

cepted and Tru

—HILTI KCM-WF

RMATION SY

color

ment1

ckness

diameter

.4 mm. For poun

.

-14 17.3.1.1 or ACIeel, concrete break

s not decisive for deor requirements for

I KCM-WF ANCH

usted

F AND KCM-PD

YMBOL UNIT

- -

- -

hef in

(mm

hmin in

(mm

da in

(mm

Abrg in.

(mm

nd-inch units: 1 m

318-11 D.4.1.1, askout, pryout and sidesign and does notr seismic design, wh

HOR

CAST-IN INSER

TS 1/4”-3/

WF and

Gree

. m)

1.12(28)

. m)

21/2(64)

. m)

0.50(12.8

2 m2)

0.91(590

mm = 0.03937 inc

s applicable. The cde-face blowout, ast need to be evaluahere applicable.

RT INSTALLATI

/8” 3/8”

d PD Only

en Ora

2 )

1.(4

2

) 2 (6

0 8)

0.(16

1 0)

1.(6

ches.

controlling strength s applicable) and dated.

FIGURE 2—

ON INFORMATI

”-1/2” 3/8

y WF W

ange

.63 41)

21/2 64)

.66 6.9)

.00 643)

is decisive from alesign assumptions

—HILTI KCM-PD

Pa

ION2,3

”-1/2”-5/8”

WF and PD

Red

2.04 (52)

3 (76)

0.87 (22.1)

1.23 (792)

l appropriate s. The pullout

D ANCHOR

age 5 of 10

E

ESR-4145 | M

DES

Characterizatio

Insert type

Effective Embe

Outside ancho

Nominal steel governed by th

Nominal seismas governed b

Nominal steel governed by th

Nominal seismgoverned by th

Modification faconcrete

Modification faconcrete

Strength reducsteel failure of

Strength reducfailure of inser

Effectiveness

Coefficient for

Strength reducconcrete failur

Strength reducconcrete failur

Concrete pullo

Concrete pullo

For SI: 1 inch =1Installation mus2The design streare for the insertinformation for co3See ACI 318-144See ACI 318-145For use with loareinforcement in reinforcement ca6Only the largest7Only the largest8Inserts must be 9The design prof

FIGURE 3

Most Widely Acc

TABLE

SIGN INFORMATI

on of insert per D

edment

or diameter

strength in tensihe insert2

mic steel strengthby the insert2,7

strength in sheahe insert2,6

mic steel strengthhe insert2,6

actor for tension

actor for tension

ction factor ϕ for f insert3,5

ction factor ϕ for rt3,5

factor cracked4

pryout strength

ction factor ϕ for re modes, Condit

ction factor ϕ for re modes, Condit

out, uncracked

out, cracked

= 25.4 mm. For p

t comply with Sectingth must be in acc only. The capacityommon threaded ro4 17.3.3 or ACI 3184 17.4.2.2 or ACI 31ad combinations of

conformance with an verified, the stret size of threaded rot size of threaded roinstalled in concre

fessional is respons

3—KCM-WF INS

cepted and Tru

E 2—HILTI KCM-

ON S

D.1

on as

h in tension N

ar as

h in shear as V

in uncracked

in cracked

tension,

shear, steel

tension, tion B3,5

shear, tion B3,5

pound-inch units

ion 4.3 and Figurescordance with ACI y of the threaded rood elements.

8-11 D.4.3, as appli18-11 D.5.2.2, as aACI 318-14 SectioACI 318-14 17.3.3ngth reduction factod specified for eacod specified for eacte with a minimum sible for checking t

STALLED IN CO

usted

-WF AND KCM-

SYMBOL UNIT

- -

- -

hef in.

(mm

da in.

(mm

Nsa,insert lb

(kN

Nsa,insert,eq lb

(kN

Vsa,insert lb

(kN

Vsa,insert,eq lb

(kN

ψc,N -

ψc,N -

ϕ -

ϕ -

kcr -

kcp -

ϕ -

ϕ -

Np,uncr -

Np,cr -

: 1 mm = 0.03937

s 3 and 4 of this rep318-14 Chapter 17od or other materia

cable. applicable. n 5.3 or ACI 318-1 or ACI 318-11 D.4ors associated withch insert must be uch insert must be ucompressive strenhreaded rod or bolt

ONCRETE

PD CAST-IN INS

TS 1/4”-3

WF and

. m)

1.12(28

. m)

0.50(12.8

N) 8,17(36.4

N) 8,17(36.4

N) 2,95(13.

N) 2,95(13.

7 inches.

port. 7 or ACI 318-11 Apal threaded into the

1 Section 9.2, as a4.3, as applicable, ih Condition A may used for applicationused for applicationngth f 'c of 2,500 psit strength in tensio

FI

SERT DESIGN I

3/8”

d PD

2 8)

0 8)

75 4)

75 4)

55 1)

55 1)

ppendix D, as applic insert must be als

applicable. Conditiois not provided. Forbe used.

ns resisting shear lons resisting seismici. n, shear, and comb

IGURE 4—KCM

NFORMATION1

3/8”-1/2”

Non-Ductile

Only WF

1.63 (41)

0.66 (16.9)

13,500 (60.0)

13,500 (60.0)

5,820 (25.9)

5,820 (25.9)

1.25

1.0

0.65

0.60

24

1.0

0.70

0.70

NA

NA

cable, and Section o be determined. S

on B applies where r cases where the

oads. c tension loads.

bined tension and s

-PD INSTALLED

Pa

,8,9

3/8”-1/2”-

WF and

2.04(52)

0.87(22.1

16,80(74.7

16,80(74.7

9,640(42.9

9,640(42.9

4.1 of this report. See Table 3 for stee

supplementary presence of supple

shear, as applicabl

D IN CONCRETE

age 6 of 10

-5/8”

PD

)

0 )

0 )

0 )

0 )

Values el design

ementary

e.

E

ESR-4145 | Most Widely Accepted and Trusted Page 7 of 10

TABLE 3—STEEL DESIGN INFORMATION FOR COMMON THREADED ROD ELEMENTS USED WITH HILTI KCM-WF AND KCM-PD CONCRETE INSERTS1,2,3,4

DESIGN INFORMATION SYMBOL UNITS 1/4-inch 3/8-inch 1/2-inch 5/8-inch

Threaded rod nominal outside diameter drod in.

(mm) 0.250 (6.4)

0.375 (9.5)

0.500 (12.7)

0.625 (15.9)

Threaded rod effective cross-sectional area Ase in2

(mm2) 0.032 (21)

0.078 (50)

0.142 (92)

0.226 (146)

Nominal tension strength of ASTM A36 threaded rod in tension as governed by steel strength for static or seismic loading

Nsa,rod,A36 or Nsa,rod,eq,A36

lb (kN)

1,855 (8.2)

4,525 (20.0)

8,235 (36.6)

13,110 (58.3)

Nominal tension strength of ASTM F1554, Gr. 105 threaded rod in tension as governed by steel strength for static or seismic loading

Nsa,rod,F1554 or Nsa,rod,eq,F1554

lb (kN)

4,000 (17.7)

9,750 (43.1)

17,750 (78.9)

28,250 (125.7)

Nominal tension strength of ASTM A193 Gr. B7 threaded rod in tension as governed by steel strength for static or seismic loading

Nsa,rod,A193 or Nsa,rod,eq,A193

lb (kN)

4,000 (17.7)

9,750 (43.1)

17,750 (78.9)

28,250 (125.7)

Nominal shear strength of ASTM A36 threaded rod in shear as governed by steel strength for static loading

Vsa,rod,A36 lb

(kN) 1,105 (4.9)

2,695 (12.0)

4,940 (22.0)

7,860 (35.0)

Nominal shear strength of ASTM A36 threaded rod in shear as governed by steel strength for seismic loading

Vsa,rod,eq,A36 lb

(kN) 780 (3.5)

1,900 (8.4)

3,460 (15.4)

5,505 (24.5)

Nominal shear strength of ASTM F1554, Gr. 105 threaded rod in shear as governed by steel strength for static loading

Vsa,rod,F1554 lb

(kN) 2,385 (10.6)

5,815 (25.9)

10,640 (7.3)

16,950 (75.4)

Nominal shear strength of ASTM F1554, Gr. 105 threaded rod in shear as governed by steel strength for seismic loading

Vsa,rod,eq,F1554lb

(kN) 1,680 (7.5)

4,095 (18.2)

7,455 (34.2)

11,865 (52.8)

Nominal shear strength of ASTM A193 Gr. B7 threaded rod in shear as governed by steel strength for static loading

Vsa,rod,A193 lb

(kN) 2,385 (10.6)

5,815 (25.9)

10,640 (7.3)

16,950 (75.4)

Nominal shear strength of ASTM A193 Gr. B7 threaded rod in shear as governed by steel strength for seismic loading

Vsa,rod,eq,A193 lb

(kN) 1,680 (7.5)

4,095 (18.2)

7,455 (34.2)

11,865 (52.8)

For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in2 = 645.2 mm2. For pound-inch units: 1 mm = 0.03937 inches. 1Values provided for steel element material types, or equivalent, based on minimum specified strength; Nsa,rod and Vsa,rod calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq. (17.5.1.2b) or ACI 318-11 Eq. (D-2) and Eq. (D-29) respectively. Vsa,rod,eq must be taken as 0.7Vsa,rod. Materials of other strengths may be used and calculated in similar manner. 2ϕNsa shall be the lower of the ϕNsa,rod or ϕNsa,insert for static steel strength in tension; for seismic loading ϕNsa,eq shall be the lower of the ϕNsa,rod,eq or ϕNsa,insert,eq. 3ϕVsa shall be the lower of the ϕVsa,rod or ϕVsa,insert for static steel strength in tension; for seismic loading ϕVsa,eq shall be the lower of the ϕVsa,rod,eq or ϕVsa,insert,eq. 4Strength reduction factors shall be taken from ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for steel elements. Strength reduction factors for load combinations in accordance with ACI 318-14 5.3 or ACI 318-11 9.2 governed by steel strength of ductile steel elements shall be taken as 0.75 for tension and 0.65 for shear. The value of ϕ applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3, or ACI 318-11 Section 9.2 are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ϕ must be determined in accordance with ACI 318-11 D.4.4.

TABLE 4—EXAMPLE ASD ALLOWABLE TENSION AND SHEAR DESIGN VALUES FOR ILLUSTRATIVE PURPOSES FOR KCM- WF

AND KCM-PD INSTALLED IN NORMAL WEIGHT CONCRETE 1,2,3,4,5,6,7,8,9

Threaded Rod

Diameter (in)

Tension (lbs) Shear (lbs)

1/4”-3/8” 3/8”-1/2” 3/8”-1/2”-5/8” 1/4”-3/8” 3/8”-1/2” 3/8”-1/2”-5/8”

1/4 840 N/A N/A N/A N/A N/A

3/8 840 1,475 2,065 840 N/A N/A

1/2 N/A 1,475 2,065 N/A 1,475 N/A

5/8 N/A N/A 2,065 N/A N/A 2,065

For SI: 1 inch = 25.4 mm, 1 pound = 0.00445 kN, 1 in2 = 645.2 mm2. For pound-inch units: 1 mm = 0.03937 inches. 1Concrete strength f’c = 2500 psi for KCm-WF and KCM-PD. 2Values are for single anchors with static tension or shear. 3Values are for uncracked concrete. 4Load combinations as given in ACI 318-14 5.4 or ACI 318 9.2, as applicable. 530% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 6Calculation of ASD conversion α = 0.3*1.2 + 0.7*1.6 = 1.48 7Values assume no side-face blowout in tension for KCM-WF and KCM-PD. 8Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. 9The allowable loads shown are for the applicable insert only. Design professional is responsible for checking capacity of threaded rod, including tension, shear, and influence of bending on tension capacity when loaded in shear, or other material placed in insert.

E

ESR-4145 | M

FIG

FIG

Most Widely Acc

URE 5—KCM-W

URE 6—KCM-P

cepted and Tru

WF CONCRETE I

PD CONCRETE I

usted

INSERTS MANU

INSERTS MANU

UFACTUER PRIN

UFACTUER PRIN

NTED INSTALL

NTED INSTALLA

LATION INSTRU

ATION INSTRUC

Pa

CTIONS (MPII)

CTIONS (MPII)

age 8 of 10

E

GTdshN AA NAc

C

SNNϕϕNNϕϕ

S

S

S

S

S

SA

S

S

S

S

S

S

S

ESR-4145 | M

Given: Two 5/8-inch ASTdistance of 3 inchshear, V. hef= 2.04 in No supplementar

Condition BAssume normal wAssume cracked

Needed: Using sAppendix D, calcconfiguration.

Calculations per A

Step 1. CalculateNsa,insert Ase,Nfuta →Nsa,insert 16,800lbϕN , ϕ 16ϕN , 10,92Nsa,rod,A36 Ase,NfutaNsa,rod,A36 13,110ϕN , , ϕ 1ϕN , , 9,8

Step 2. CalculateNcb Nb AN

Step 2a. Check sca,min = 3 in sanchor = 12

Step 2b. Determinormal wei

Step 2c. CalculatNb 24λ fNb 24 1.0Nb 3,830l

Step 2d. DetermiA cA 3A 37.1

Step 2e. DetermiA 9 h

Step 2f. Determinψ , 0.7

ψ , 0.7

Step 2g. Determicracked co

Step 2i. Determin cast-in anc

Step 2j. CalculateϕN 0.7

ϕN 2,6

Step 3. Check puNpN = ψ c,pN

Step 3a. Determicracked co

Step 3b. CalculatN 8AN 8 1.N 29,52

Most Widely Acc

TM A36 threadedhes, and spacing

ry reinforcement B per ACI 318-14weight concrete, concrete

trength design pulate the design

ACI 318-14 Chap

e steel tensile cap→ Given in Tableb.6,800 20lb. → Given in Tablb.13,110 33lb.

e concrete breakoNc/ANco ψed,Nψc,Nψ

spacing and edge> 1.5 in in > 5.22 in ∴okay spacing

ne λ. ght concrete ∴ λ

te basic concretehef 1.5

√3,000 2.04 . lb

ne effective proje1.5h 2 ∗ 1.5h

1.5 2.04 2 1in

ne idealized proj37.5in

ne ψ ed,N. 0.3 ,

.

0.3. .

ne ψ c,N. ncrete → ψ c,N =

ne ψ cp,N. chor with cracked

e ϕNcb. .

.3,830

36lb

ullout strength of Np

ne ψ c,p. ncrete → ψ c,p =

te basic concretef′ .23 3,000 0lb

cepted and Tru

d rods with KCMg of 12 inches loa

4 17.3.3(c) or ACf’c= 3,000 psi

rovisions of ACI shear and tensil

pter 17 or ACI 31

pacity. e 3

le 3

out of anchor in tψcp,N

e distance requir

and edge distan

= 1.0

e breakout streng

ected concrete bh 1.5 2.04

jected concrete b

0.994;

1.0

d concrete → ψ c

0.994 1.0 1.0

concrete in tens

1.0

e pullout in tensio

usted

-PD 3/8”-1/2”-5/8aded in static ten

CI 318-11 D.4.3 (c

318-14 Chapter e strength capac

18-11 Appendix

tension.

ements. → Give

ce

gth in tension.

breakout area.

breakout area.

cp,N = 1.0

0

ion.

on.

FIGURE 7—DE

8” inserts, edge sion, N, and stat

c), as applicable

17 or ACI 318-1city for this

D and this report

n in Table 1

ESIGN EXAMPL

tic

e

1

t. ACI

1717

17.4

17.

17

17

17

17

17

17

17

17.17.4

17

17

17

LE FOR KCM-PD

318-14 AC

7.3.3 7.4.1

D

4.2.1 a) D.

.7.1-6 D

7.2.6

.4.2.2 D

.4.2.3 D

.4.2.1 D

.4.2.5 D

.4.2.6 D

.4.2.7 D

3.3 c) 4.2.1 a)

DD.

.4.3.1 D

.4.3.6 D

.4.3.4 D

D

Pa

CI 318-11 R

D.4.4.1 D.5.1

.5.2.1 a)

D.8.1-6

D.3.6

D.5.2.2

D.5.2.3

D.5.2.1

D.5.2.5

D.5.2.6

D.5.2.7

D.4.3 c) .5.2.1 a)

D.5.3.1

D.5.3.6

D.5.3.4

age 9 of 10

Report Ref.

§4.1.2

Table 3 Table 5

§4.1.3

§4.1.11

§4.1.12

Table 1

§4.1.13

§4.1.3

§4.1.3

§4.1.3

§4.1.3

§4.1.3

§4.1.12

§4.1.3

§4.1.4

§4.1.4

§4.1.4

ESR-4145 | Most Widely Accepted and Trusted Page 10 of 10

Step 3c. Calculate ϕNpN. ϕN 0.7 ∗ 29,520

ϕN 20,664lb

17.4.3.1 17.3.3 c)

D.5.3.1 D.4.3 c)

§4.1.4

Step 4. Calculate concrete side face blowout. hef < 2.5ca → not applicable

17.4.4.1 D.5.4.1 §4.1.5

Step 5. Determine the controlling tensile strength.

Steel anchor insert strength ϕNsa,insert = 10,920 lb

Steel insert element strength ϕNsa,rod,A36 = 9,833 lb

Concrete pullout strength ϕNp,N = 20,664 lb

Concrete breakout strength ϕNcb = 2,636 lb CONTROLS

17.3.1

D.4.1 §4.1.1

Step 6. Calculate 5/8” steel shear capacity. Vsa,insert Ase,Nfuta→ Given in Table 2 Vsa,insert 9,640lb. ϕVsa,insert 0.60 x9,640lb/anchor ϕVsa,insert 5,784lbVsa,rod,A36 Ase,Nfuta→ Given in Table 3 Vsa,rod,A36 7,860lb. ϕVsa,rod,A36 0.65 x7,860lb/anchor ϕVsa,rod,A36 5,109lb

17.5.1.2 D.6.1.2 §4.1.6

Table 3 Table 5

Step 7. Calculate concrete breakout of anchor in shear.

V V ψ , ψ , ψ , 17.5.2.1 D.6.2.1 §4.1.7

Step 7a. Check spacing and edge requirements. → Given in Table 1 ca,min = 3 in > 1.5 in sanchor = 12 in ≥ 5.22 in ∴okay spacing and edge distance

17.7.1-6 D.8.1-6 §4.1.12

§4.1.11

Table 1

Step 7b. Calculate basic concrete breakout strength in shear.

V lesserof7 . d λ f′ c .

9λ f′ c .

V7

.

.

.√0.87 1.0 √3,000 3 .

9 1.0 √3,000 ∗ 3 .

V lesserof 2,2032,561

V 2,203lb

17.5.2.2 D.6.2.2 §4.1.7

Step 7c. Determine ψ ed,V. ca,min≥ccr,V ≥ca2 → ψ ed,V = 1.0 17.5.2.6 D.6.2.6

§4.1.7

Step 7d. Determine ψ c,V. cracked concrete → ψ c,V = 1.0

17.5.2.7 D.6.2.7 §4.1.7

Step 7e. Determine ψ h,V. ha,min≥hcr,V → ψ h,V = 1.0

17.5.2.8 D.6.2.8 §4.1.7

Step 7f. Calculate concrete breakout in shear, ϕVcb. ϕV 0.7 2,203 ∗ 1.0 ∗ 1.0 ∗ 1.0 ϕV 1,542lb

17.3.3 c) 17.5.2.1

D.4.3 c) D.6.2.1

§4.1.7

Step 8. Calculate pryout strength of concrete in shear. Vcp kcpNcb

17.5.3.1 D.6.3.1 §4.1.8

Step 8a. Determine kc,p. hef=2.04 in< 2.5 in → kc,p = 1.0

17.5.3.1 D.6.3.1 §4.1.8

Step 8c. Calculate concrete pryout, ϕVcp. ϕV 0.7 1.0 3,830lb ϕV 2,681lb

17.3.3 c) 17.5.3.1

D.4.3 c) D.6.3.1

§4.1.8

Step 9. Determine the controlling shear strength.

Steel anchor strength ϕVsa,insert = 5,784 lb

Steel insert element strength ϕVsa,insert = 5,109 lb

Concrete pryout strength ϕVcp = 2,681 lb

Concrete breakout strength ϕVcb = 1,542 lb CONTROLS

17.3.1 D.4.1 §4.1.1

FIGURE 7—DESIGN EXAMPLE FOR KCM-PD (Continued)