ICC-ES Evaluation Report ESR-3187...2015, 201 Code® (IBC 2015, 201 Code® (IRC 2013 Abu D †The...

A Subsidiary of

0

000

Most Widely Accepted and Trusted

ICC-ES Evaluation Report ESR-3187 Reissued 03/2018

This report is subject to renewal 03/2020.

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 16 00—CONCRETE ANCHORS

DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS

REPORT HOLDER:

HILTI, INC.

7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024

EVALUATION SUBJECT:

HILTI HIT-HY 200 ADHESIVE ANCHORS AND POST INSTALLED REINFORCING BAR CONNECTIONS IN CONCRETE

ICato

C

I

w

DS DS R H7P(wH E HIC 1

2

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

Copyright © 2018 I

CC-ES E

www.icc-es.

DIVISION: 03 0Section: 03 16


REPORT HOLD

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

www.us.hilti.cHiltiTechEng@

EVALUATION

HILTI HIT-HY 2NSTALLED RE

CONCRETE

1.0 EVALUAT

Compliance

2015, 201Code® (IBC

2015, 201Code® (IRC

2013 Abu D†The ADIBC is bain this report are t

For evaluatLos Angeles see ESR-318

For evaluatCode of Cana

Property eva

Structural

2.0 USES

Adhesive anthe Hilti HIT-Post-Installedstatic, wind athrough F) tuncracked ncompressive (17.2 MPa tounder ADIBC

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

CC Evaluation Ser

valuation

org | (800)

00 00—CONCR 00—Concrete

00 00—METAL 19—Post-ins

DER:

PARKWAY, SAS 75024 0 om

@us.hilti.com

SUBJECT:

200 ADHESIVEEINFORCING

TION SCOPE

with the follow

12, 2009 andC)

2, 2009 and C)

Dhabi Internatiased on the 2009 Ithe same sections

ion for compliaDepartment of7 LABC and LA

ion for compliaada® (NBCC), s

aluated:

chors and re-HY 200 Adhed Reinforcing Bnd earthquaketension and ormal-weight strength, f′c,

o 58.6 MPa) [mAppendix L, S

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

rvice, LLC. All rights

n Report

423-6587 |

RETE e Anchors

LS talled Concret

SUITE 1000

E ANCHORS ABAR CONNEC

wing codes:

d 2006 Intern

2006 Internati

ional Building CIBC. 2009 IBC codin the ADIBC.

ance with codef Building and ARC Suppleme

ance with the see listing repo

einforcing barsesive AnchorinBar System are (Seismic Desshear loads concrete havof 2,500 ps

minimum of 24 Section 5.1.1].

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

s reserved.

(562) 699-0

te Anchors

AND POST CTIONS IN

national Buildi

ional Resident

Code (ADIBC)†

de sections referenc

s adopted by tSafety (LADBSent.

National Buildiort ELC-3187.

s installed using System are used to resign Categoriesin cracked a

ving a specifisi to 8,500 pMPa is requir

ny other attributes nere is no warranty by

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Subsidiary of

e anchor systeection 1901.3 o

IBC and is aribed in Sectio

and 1912 of ms may also b

mitted in accord

e post-installedst-in-place rein

Chapter 19.

ESCRIPTION

General:

Hilti HIT-HY 20Installed Rein

ollowing compo

ti HIT-HY 200 ti HIT-HY 200-

dhesive mixing

quipment for ho

e Hilti HIT-HY 2sed with contor rods, Hilti formed steel reHilti HIT-HY

em may only bas depicted in

Hilti Adhesive ASystems, incl

RE-M static ents, are show

e manufacture), as included

cated as Figure

Materials:

Hilti HIT-HYsive is an injectwo componecylinder foil p

ponents combintatic mixing HIT-HY 200 is ounce (500 mfoil pack is sThe shelf life

es to an unoponment and in

essed, nor are they torvice, LLC, express o

R

is subject to r

the Internati

em complies wof the 2015 IB

an alternative on 1908 of the

the 2009 andbe used whereance with Sect

reinforcing banforcing bars g

00 Adhesive forcing Bar S

onents:

adhesive pack-A or Hilti HIT-H

and dispensing

ole cleaning an

200 Adhesive tinuously threa

HIS-(R)N inteeinforcing bars

200 Post-Inbe used with dn Figure 2. TheAnchoring and P

uding the Hilmixing nozzle

wn in Figure 6 o

er’s printed with each ad

e 9.

200 Adhesctable, two-coments are sepaack attached ne and react wnozzle attacavailable in 1L) foil packs. Tstamped with

e, as indicatedpened foil pacaccordance w

be construed or implied, as

ESR-Reissued Marc

Revised Ma

renewal Marc

ional Code C

with anchors asBC, Section 1to cast-in-plac2012 IBC, an

d 2006 IBC. Te an engineeredtion R301.1.3 o

ar system is an governed by AC

Anchoring Syystem are com

kaged in foil paHY 200-R)

g equipment

d adhesive inje

Anchoring Syaded rod, Hiltiernally threads as depicted istalled Reinfoeformed steel e primary comPost-Installed Rti HIT-HY 200 e and steel of this report.

Installation ihesive unit pa

sive: Hilti Hmponent hybridarated by meto a manifoldwhen dispense

ched to the 1.1-ounce (33The manifold athe adhesive

d by the expirck stored in aith Figure 9.

Page 1 of 45

-3187 rch 2018

ay 2018

ch 2020.

Council ®

s described 909 of the

ce anchors d Sections

The anchor d design is of the IRC.

alternative CI 318 and

ystem and mprised of

acks (either

ection

ystem may HIT-Z(-R)

ded inserts n Figure 1. orcing Bar reinforcing

mponents of Reinforcing

Adhesive, anchoring

nstructions ackage, are

HIT-HY 200 d adhesive. eans of a d. The two ed through

manifold. 0 mL) and attached to

expiration ation date,

a dry, dark

http://www.icc-es.org/Reports/pdf_files/ELC-3187.pdf

ESR-3187 | Most Widely Accepted and Trusted Page 2 of 45

Hilti HIT-HY 200 Adhesive is available in two options, Hilti HIT-HY 200-A and Hilti HIT-HY 200-R. Both options are subject to the same technical data as set forth in this report. Hilti HIT-HY 200-A will have shorter working times and curing times than Hilti HIT-HY 200-R. The packaging for each option employs a different color, which helps the user distinguish between the two adhesives.

3.2.2 Hole Cleaning Equipment:

3.2.2.1 Standard Equipment: Standard hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 9 of this report.

3.2.2.2 Hilti Safe-Set™ System: The Hilti Safe-Set™ with Hilti HIT-HY 200 consists of one of the following:

For the Hilti HIT-Z and HIT-Z-R anchor rods, hole cleaning is not required after drilling the hole, except if the hole is drilled with a diamond core drill bit.

For the elements described in Sections 3.2.4.2 through 3.2.4.4 and Section 3.2.5, the Hilti TE-CD or TE-YD hollow carbide drill bit with a carbide drilling head conforming to ANSI B212.15. Used in conjunction with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 l/s), the Hilti TE-CD or TE-YD drill bit will remove the drilling dust, automatically cleaning the hole.

3.2.3 Dispensers: Hilti HIT-HY 200 must be dispensed with manual or electric dispensers provided by Hilti.

3.2.4 Anchor Elements:

3.2.4.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: Hilti HIT-Z and HIT-Z-R anchor rods have a conical shape on the embedded section and a threaded section above the concrete surface. Mechanical properties for the Hilti HIT-Z and HIT-Z-R anchor rods are provided in Table 2. The rods are available in diameters as shown in Table 7 and Figure 1. Hilti HIT-Z anchor rods are produced from carbon steel and furnished with a 0.005-millimeter-thick (5 m) zinc electroplated coating. Hilti HIT-Z-R anchor rods are fabricated from grade 316 stainless steel.

3.2.4.2 Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 11 and 15 and Figure 1 of this report. Steel design information for common grades of threaded rods is provided in Table 3. Carbon steel threaded rods must be furnished with a 0.0002-inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B633 SC 1 or must be hot-dipped galvanized complying with ASTM A153, Class C or D. Stainless steel threaded rods must comply with ASTM F593 or ISO 3506 A4. Threaded steel rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias to a chisel point.

3.2.4.3 Steel Reinforcing Bars for use in Post-Installed Anchor Applications: Steel reinforcing bars are deformed bars as described in Table 4 of this report. Tables 11, 15, and 19 and Figure 1 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation except as set forth in ACI 318-14 26.6.3.1(b) or ACI 318-11 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted.

3.2.4.4 Hilti HIS-N and HIS-RN Inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and are internally threaded. Mechanical properties for Hilti

HIS-N and HIS-RN inserts are provided in Table 5. The inserts are available in diameters and lengths as shown in Table 22 and Figure 1. Hilti HIS-N inserts are produced from carbon steel and furnished with a 0.005-millimeter-thick (5 μm) zinc electroplated coating complying with ASTM B633 SC 1. The stainless steel Hilti HIS-RN inserts are fabricated from X5CrNiMo17122 K700 steel conforming to DIN 17440. Specifications for common bolt types that may be used in conjunction with Hilti HIS-N and HIS-RN inserts are provided in Table 6. Bolt grade and material type (carbon, stainless) must be matched to the insert. Strength reduction factors, , corresponding to brittle steel elements must be used for Hilti HIS-N and HIS-RN inserts.

3.2.4.5 Ductility: In accordance with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, in order for a steel element to be considered ductile, the tested elongation must be at least 14 percent and 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 of less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2, 3, and 6 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.

3.2.5 Steel Reinforcing Bars for Use in Post-Installed Reinforcing Bar Connections: Steel reinforcing bars used in post-installed reinforcing bar connections are deformed bars (rebar) as depicted in Figures 2 and 3. Tables 25, 26, 27, and Figure 9 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in Section 26.6.3.1(a) of ACI 318-14 or Section 7.3.2 of ACI 318-11, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted.

3.3 Concrete:

Normal-weight concrete must comply with Sections 1903 and 1905 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

4.0 DESIGN AND INSTALLATION

4.1 Strength Design of Post-Installed Anchors:

Refer to Table 1 for the design parameters for specific installed elements, and refer to Figure 4 and Section 4.1.4 for a flowchart to determine the applicable design bond strength or pullout strength.

4.1.1 General: The design strength of anchors under the 2015 IBC and 2015 IRC must be determined in accordance with ACI 318-14 and this report. The design strength of anchors under the 2012, 2009 and 2006 IBC, as well as the 2012, 2009 and 2006 IRC must be determined in accordance with ACI 318-11 and this report.

A design example according to the 2012 IBC based on ACI 318-11 is given in Figure 7 of this report.

Design parameters are based on ACI 318-14 for use with the 2015 IBC, and ACI 318-11 for use with the 2012, 2009 and 2006 IBC unless noted otherwise in Sections 4.1.1 through 4.1.11 of this report.

The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1 as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.


Design parameters, are provided in Table 7 through Table 24. Strength reduction factors, , as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable must be used for load combinations calculated in accordance with Section 1605.2 of the IBC or ACI 318-14 5.3 or ACI 318-11 9.2, 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.

4.1.2 Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, Nsa, in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 Section D.5.1.2, as applicable and the associated strength reduction factors, , in accordance with ACI 318-14 17.3.3 or ACI 318-11 Section D.4.3, as applicable, are provided in the tables outlined in Table 1 for the anchor element types included in this report.

4.1.3 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with the following addition:

The basic concrete breakout strength of a single anchor 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 kc,cr, and kc,uncr as described in this report. 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, Nb must be calculated using kc,uncr and Ψc,N = 1.0. See Table 1. For anchors in lightweight concrete, see ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable. The value of f′c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.4 of this report.

4.1.4 Static Bond Strength/Static Pullout Strength in Tension:

4.1.4.1 Static Pullout Strength In Tension: Hilti HIT-Z and HIT-Z-R Anchor Rods: The nominal static pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Table 10. For all design cases Ψc,P = 1.0.

Pullout strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the drilling method (hammer drill, including Hilti hollow drill bit, diamond core drill) and installation conditions (dry or water-saturated). The resulting characteristic pullout strength must be multiplied by the associated strength reduction factor nn as follows:

HILTI HIT-Z AND HIT-Z-R THREADED RODS

DRILLING METHOD

CONCRETE TYPE

PERMISSIBLE INSTALLATION CONDITIONS

PULLOUT STRENGTH

ASSOCIATED STRENGTH REDUCTION

FACTOR Hammer-

drill (or Hilti TE-CD or TE-YD Hollow Drill Bit) or Diamond Core Bit

Uncracked Dry Np,uncr d

Water saturated Np,uncr ws

Cracked Dry Np,cr d

Water saturated Np,cr ws

Figure 4 of this report presents a pullout strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in the tables referenced in Table 1 of this report.

4.1.4.2 Static Bond Strength in Tension: Threaded Rod, Steel Reinforcing Bars, and Hilti HIS-N and HIS-RN Inserts: The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, Na or Nag, must be calculated in accordance with ACI 318-14 17.4.5 or ACI 318-11 D.5.5, as applicable. Bond strength values are a function of the concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions (dry or water-saturated concrete). The resulting characteristic bond strength shall be multiplied by the associated strength reduction factor nn

as follows:

DRILLING METHOD

CONCRETE TYPE

PERMISSIBLE INSTALLATION CONDITIONS

BOND STRENGTH

ASSOCIATED STRENGTH REDUCTION

FACTOR

Hammer-drill

(or Hilti TE-CD or TE-YD Hollow

Drill Bit)

Uncracked Dry k,uncr d

Water saturated k,uncr ws

Cracked Dry k,cr d

Water saturated k,cr ws

Figure 4 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are outlined in Table 1 of this report. Adjustments to the bond strength may also be made for increased concrete compressive strength as noted in the footnotes to the bond strength tables.

4.1.5 Static Steel Strength in Shear: The nominal static strength of a single anchor in shear as governed by the steel, Vsa, in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable and strength reduction factors, , in accordance with ACI 38-14 17.2.3 or ACI 318-11 D.4.3, as applicable, are given in the tables outlined in Table 1 for the anchor element types included in this report.

4.1.6 Static Concrete Breakout Strength in Shear: The nominal static concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, based on information given in the tables outlined in Table 1. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of d given in the tables as outlined in Table 1 for the corresponding anchor steel in lieu of da (2015, 2012 and 2009 IBC) and do (2006 IBC). In addition, hef must be substituted for ℓe. In no case must ℓe exceed 8d. The value of f′c must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.

4.1.7 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable.

4.1.8 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.

4.1.9 Minimum Member Thickness, hmin, Anchor Spacing, smin and Edge Distance, cmin:

4.1.9.1 Hilti HIT-Z and HIT-Z-R Anchor Rods: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of smin and cmin described in

E ESR-3187 | Mo

Table 9 of thiand installatiogiven in Tabledesign and in

4.1.9.2 ThreHilti HIS-N a17.7.1 and 1applicable, vamust be obsLikewise, in lias applicabledescribed in design and remain untorqas applicable

For edge maximum torequirements

REDUCED M

EDGE DISTAcai

1.75 in. (45 mm< 5 x da

4.1.10 Critica

4.1.10.1 Hilti ACI 318-14 1the calculatioACI 318-14 1and Section 4cac, must be d

i. cac =

ii. cac =

For definitio

Linear intercac/hef for vaillustrated in t

4.1.10.2 ThreHilti HIS-N aψcp,Na, must b17.4.5.5 or Anoted below:

For all caseACI 318-14 applicable, nother cases,

The critical according to ACI 318-11, D.8.6, as app

cac=hef∙k, unc

1160

ost Widely Acc

is report must on. The minime 9 of this repostallation.

eaded Rod, Sand HIS-RN I17.7.3 or ACI alues of cmin aserved for aneu of ACI 318-

e, the minimuthis report m

installation. Foqued, ACI 318-, applies.

distances cai rque Tmax sha:

MAXIMUM INSTAEDGE DISTAN

ANCE, MINIMUSPA

m) ≤ cai

a

5 x da ≤

sai ≥ 16

al Edge Distan

HIT-Z and HIT7.7.6 or ACI 3on of Ncb a

17.4.2.7 or AC4.1.3 of this redetermined as f

= 1.5.hef for h/h

= 3.5.hef for h/h

ons of h and hef

polation is peralues of h/hef

he graph abov

eaded Rod, Sand HIS-RN Inbe determined ACI 318-11 D.5

es where cNa/cEq. 17.4.5.5b

need not be taψcp,Na shall be

edge distanEq. 17.4.5.5c fin lieu of ACI

plicable.

cr

0

0.4∙ 3.1 - 0.7

cepted and Trus

be observed fomum member tort must be obs

Steel Reinforcnserts: In lieu

318-11 D.8.1nd smin describ

nchor design -14 17.7.5 or A

um member thmust be obseor adhesive a-14 17.7.4 or A

and anchor all comply wi

ALLATION TORNCES cai < (5 x

UM ANCHOR ACING, sai T

≤ sai < 16 in.

in. (406 mm)

nce cac and ψc

T-Z-R Anchor318-11 D.8.6, and Ncbg in aI 318-11 D.5.2port, the criticafollows:

ef ≥ 2.35

ef ≤ 1.35

f, see Figure 1.

mitted to deterf between 2.3e.

Steel Reinfornserts: The min accordance

5.5.5, as appli

cac<1.0, ψcp,Na or ACI 318-1aken less thantaken as 1.0.

nce, cac mustfor ACI 318-14 318-14 17.7.

7h

hef

sted

or anchor desihicknesses, hm

served for anch

cing Bars, au of ACI 318-1 and D.8.3, bed in this repand installatio

ACI 318-11 D.8hicknesses, hm

erved for anchanchors that wACI 318-11 D.8

spacing sai, tth the followi

RQUE Tmax,red FOda)

MAXIMUM TORQUE, Tmax,re

0.3 x Tmax

0.5 x Tmax

cp,Na:

r Rods: In lieu as applicable, accordance w2.7, as applicabal edge distanc

.

rmine the ratio35 and 1.35

rcing Bars, amodification face with ACI 318-cable, except

determined fro11 Eq. D-27, n cNa/cac. For

t be calculat4 or Eq. D-27a 6 or ACI 318-

ign min, hor

nd -14 as ort on.

8.5, min, hor will

8.4,

the ing

R

ed

of for

with ble ce,

of as

nd ctor -14 as

om as all

ted for

-11

(Eq. ACI 3

wherh

hefn

τk,unc

concrembe

τk,u

τk

4.1.11C, D,Categbe deACI below

ModifSectioSectiostrengtablesincludstrengαN,seis

As a

Anchodesigdetermor 12D.3.3

UndanchostrengdesigD.3.3

The

1. Fancnonfounstreneenot

1.anTa

1.(1

1.m

1.(4le

1.dito

1.

2. of beato fshe

17.4.5.5c fo318-11)

re

need not be tak

cr is the chararete, h is theedment depth.

uncr need not b

τk,uncr=kuncr heff

π∙d

1 Design Stre, E and F: In gory C, D, E oresigned in ac318-11 D.3.3,

w:

fications to ACon 1905.1.8 oon 19.5.1.9 shgth, Vsa, must s summarized ded in this regth Np,cr or bs. See Tables 1

an exception to

ors designed gn strengths emined in acco2.14-10 shall

3.4.3(d).

der ACI 318-1or design tength requiremen

gn tensile stren3.4.4.

e following exce

For the calculachor bolts attan-bearing wallsndations or fouength in accorded not be com

apply provided

.1. The allownchor is determable 11E for la

.2. The maxim6 mm).

.3. Anchor bominimum of 7 in

.4. Anchor bolt45 mm) from thength of the wo

.5. Anchor boltiameters from o the length of t

.6. The sill plate

For the calcuanchor bolts

aring or non-befoundations or

ear strength in

or ACI 318-

ken as larger th

acteristic bonde member thi

be taken as gre

fc'

ength in Seisstructures assr F under the Iccordance with, as applicabl

CI 318-14 17.2of the 2015 Iall be omitted.be adjusted b

in Table 1 for tport. For tensond strength

10, 13, 14, 17,

o ACI 318-11 D

to resist wall equal to or

ordance with Abe deemed

1 D.3.3.4.3(d)nsile strength nts of ACI 318gth shall be ca

eptions apply t

ation of the inaching wood ss of light-framundation stem dance with AC

mputed and ACd all of the follo

wable in-plane mined in accorteral design va

um anchor nom

olts are embches (178 mm

ts are located ahe edge of theod sill plate.

ts are located the edge of ththe wood sill pl

e is 2-inch or 3

ulation of the attaching col

earing walls ofr foundation saccordance w

Pa

-14 or Eq.

han 2.4; and

d strength in ickness, and

eater than:

Eq. (4-

mic Design Csigned to SeismBC or IRC, anch ACI 318-14 le, except as

.3 shall be appBC. For the The nominal sby V,seis as gthe anchor ele

sion, the nomicr must be a18, 21 and 24.

D.3.3.4.2:

out-of-plane fgreater than

ASCE 7 Equatioto satisfy A

), in lieu of reto satisfy t

8-11 D.4.1.1, talculated from A

o ACI 318-11 D

n-plane shear ssill plates of me wood strwalls, the in-pI 318-11 D.6.2

CI 318-11 D.3.owing are satisf

shear strengrdance with AFalues parallel to

minal diameter

bedded into c).

a minimum of e concrete par

a minimum of e concrete perate.

3-inch nominal

in-plane shead-formed steef light-frame cstem walls, thith ACI 318-11

age 4 of 45

D-27a for

uncracked hef is the

-1)

Categories mic Design chors must

17.2.3 or described

plied under 2012 IBC, steel shear iven in the ment types nal pullout djusted by

forces with the force

on 12.11-1 CI 318-11

quiring the the tensile the anchor ACI 318-11

D.3.3.5.2:

strength of bearing or uctures to

plane shear 2 and D.6.3 3.5.3 need fied:

gth of the F&PA NDS o grain.

r is 5/8 inch

concrete a

13/4 inches rallel to the

15 anchor rpendicular

thickness.

ar strength el track of onstruction

he in-plane D.6.2 and


D.6.3, need not be computed and ACI 318-11 D.3.3.5.3 need not apply provided all of the following are satisfied:

2.1. The maximum anchor nominal diameter is 5/8 inch (16 mm).

2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm).

2.3. Anchors are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the track.

2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.

2.5. The track is 33 to 68 mil designation thickness.

Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1.

3. In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy ACI 318-11 D.3.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with ACI 318-11 D.6.2.1(c).

4.2 Strength Design of Post-Installed Reinforcing Bars:

4.2.1 General: The design of straight post-installed deformed reinforcing bars must be determined in accordance with ACI 318 rules for cast-in place reinforcing bar development and splices and this report.

Examples of typical applications for the use of post-installed reinforcing bars are illustrated in Figure 3 of this report.

A design example in accordance with the 2012 IBC based on ACI 318-11 is given in Figure 8 of this report.

4.2.2 Determination of bar development length ld: Values of ld must be determined in accordance with the ACI 318 development and splice length requirements for straight cast-in place reinforcing bars.

Exceptions:

1. For uncoated and zinc-coated (galvanized) post-installed reinforcing bars, the factor e shall be taken as 1.0. For all other cases, the requirements in ACI 318-14 25.4.2.4 or ACI 318-1112.2.4 (b) shall apply.

2. When using alternate methods to calculate the development length (e.g., anchor theory), the applicable factors for post-installed anchors generally apply.

4.2.3 Minimum Member Thickness, hmin, Minimum Concrete Cover, cc,min, Minimum Concrete Edge Distance, cb,min, Minimum Spacing, sb,min,: For post-installed reinforcing bars, there is no limit on the minimum member thickness. In general, all requirements on concrete cover and spacing applicable to straight cast-in bars designed in accordance with ACI 318 shall be maintained.

For post-installed reinforcing bars installed at embedment depths, hef, larger than 20d (hef > 20d), the minimum concrete cover shall be as follows:

REBAR SIZE MINIMUM CONCRETE

COVER, cc,min

db ≤ No. 6 (16mm) 13/16 in.(30mm)

No. 6 < db ≤ No.10

(16mm < db ≤ 32mm)

19/16 in.

(40mm)

The following requirements apply for minimum concrete edge and spacing for hef > 20d:

Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar):

cb,min = d0/2 + cc,min

Required minimum center-to-center spacing between post-installed bars:

sb,min = d0 + cc,min

Required minimum center-to-center spacing from existing (parallel) reinforcing:

sb,min = db/2 (existing reinforcing) + d0/2 + cc,min

4.2.4 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Category C, D, E or F under the IBC or IRC, design of straight post-installed reinforcing bars must take into account the provisions of ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21, as applicable. The value of f'c to be used in ACI 318-14 25.4.2.2, 25.4.2.3, and 25.4.9.2 or ACI 318-11 Section 12.2.2, 12.2.3, and 12.3.2, as applicable, calculations shall not exceed 2,500 psi for post-installed reinforcing bar applications in SDCs C, D, E, and F.

4.3 Installation:

Installation parameters are illustrated in Figure 1. Installation must be in accordance with ACI 318-14 17.8.1 and 17.8.2 or ACI 318-11 D.9.1 and D.9.2, as applicable. Anchor and post-installed reinforcing bar locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HIT-HY 200 Adhesive Anchor and Post-Installed Reinforcing Bar Systems must conform to the manufacturer’s printed installation instructions (MPII) included in each unit package as provided in Figure 9 of this report. . The MPII contains additional requirements for combinations of drill hole depth, diameter, drill bit type, and dispensing tools.

4.4 Special Inspection:

Periodic special inspection must be performed where required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Sections 1704.4 and 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 IBC, and this report. The special inspector must be on the jobsite initially during anchor or post-installed reinforcing bar installation to verify anchor or post-installed reinforcing bar type and dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, spacing, edge distances, concrete thickness, anchor or post-installed reinforcing bar embedment, tightening torque and adherence to the manufacturer’s printed installation instructions.

The special inspector must verify the initial installations of each type and size of adhesive anchor or post-installed reinforcing bar by construction personnel on site. Subsequent installations of the same anchor or post-installed reinforcing bar type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor or post-installed reinforcing bar product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product.

Continuous special inspection of adhesive anchors or post-installed reinforcing bar installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI 318-14


17.8.2.4, 26.7.1(h), and 26.13.3.2(c) or ACI 318-11 D.9.2.4, as applicable.

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 Hilti HIT-HY 200 Adhesive Anchor System and Post-Installed Reinforcing Bar System described in this report complies with, or is a suitable alternative to what is specified in, the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 Hilti HIT-HY 200 Adhesive anchors and post-installed reinforcing bars must be installed in accordance with the manufacturer’s printed installation instructions (MPII) as included in the adhesive packaging and provided in Figure 9 of this report.

5.2 The anchors and post-installed reinforcing bars must be installed in cracked and uncracked normal-weight concrete having a specified compressive strength f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

5.3 The values of f′c used for calculation purposes must not exceed 8,000 psi (55.1 MPa) except as noted in Sections 4.2.2 and 4.2.4 of this report.

5.4 The concrete shall have attained its minimum design strength prior to installation of the adhesive anchors.

5.5 Anchors and post-installed reinforcing bars must be installed in concrete base materials in holes predrilled in accordance with the instructions in Figure 9, using carbide-tipped masonry drill bits manufactured with the range of maximum and minimum drill-tip dimensions specified in ANSI B212.15-1994. The Hilti HIT-Z(-R) anchor rods may be installed in holes predrilled using diamond core drill bits.

5.6 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design.

5.7 Hilti HIT-HY 200 adhesive anchors and post-installed reinforcing bars are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report.

5.8 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance in accordance with Section 4.1.11 of this report, and post-installed reinforcing bars must comply with section 4.2.4 of this report.

5.9 Hilti HIT-HY 200 adhesive anchors and post-installed reinforcing bars are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report.

5.10 Anchor strength design values must be established in accordance with Section 4.1 of this report.

5.11 Post-installed reinforcing bar development and splice length is established in accordance with Section 4.2 of this report.

5.12 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values noted in this report.

5.13 Post-installed reinforcing bar spacing, minimum member thickness, and cover distance must be in accordance with the provisions of ACI 318 for cast-in place bars and section 4.2.3 of this report.

5.14 Prior to anchor 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.

5.15 Anchors and post-installed reinforcing bars are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Hilti HIT-HY 200 adhesive anchors and post-installed reinforcing bars are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled:

Anchors and post-installed reinforcing bars are used to resist wind or seismic forces only.

Anchors and post-installed reinforcing bars that support gravity load–bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchors and post-installed reinforcing bars are used to support nonstructural elements.

5.16 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors and post-installed reinforcing bars subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

5.17 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations.

5.18 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments.

5.19 Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A153.

5.20 Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4.4 of this report.

5.21 Installation of anchors and post-installed reinforcing bars in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed by personnel certified by an applicable certification program in accordance with ACI 318-14 17.8.2.2 or 17.8.2.3, or ACI 318-11 D.9.2.2 or D.9.2.3, as applicable.

5.22 Hilti HIT-HY 200 adhesive anchors and post-installed reinforcing bars may be used to resist tension and shear forces in floor, wall, and overhead installations only if installation is into concrete with a temperature between 14°F and 104°F (-10°C and 40°C) for threaded rods, rebar, and Hilti HIS-(R)N inserts, or between 41°F and 104°F (5°C and 40°C) for Hilti HIT-Z(-R) anchor rods. Overhead installations for hole diameters larger than 7/16-inch or 10mm require the use of piston plugs (HIT-SZ, -IP) during injection to the back of the hole. 7/16-inch diameter holes may be injected directly to the back of the hole with the use of


extension tubing on the end of the nozzle, The anchor or post-installed reinforcing bars must be supported until fully cured (i.e., with Hilti HIT-OHW wedges, or other suitable means). Where temporary restraint devices are used, their use shall not result in impairment of the anchor shear resistance. Installations in concrete temperatures below 32°F require the adhesive to be conditioned to a minimum temperature of 32°F.

5.23 Anchors and post-installed reinforcing bars when installed at temperatures below 40°F shall not be used for applications where the concrete temperature can rise from 40°F or less to 80°F or higher within a 12-hour period. Such applications may include but are not limited to anchorage of building facade systems and other applications subject to direct sun exposure.

5.24 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesives are manufactured by Hilti GmbH, Kaufering, Germany, under a quality control program with inspections by ICC-ES.

5.25 Hilti HIT-Z and HIT-Z-R rods are manufactured by Hilti AG, Schaan, Liechtenstein, under a quality-control program with inspections by ICC-ES.

5.26 Hilti HIS-N and HIS-RN inserts are manufactured by Hilti (China) Ltd., Guangdong, China, under a quality-control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated October 2017, which incorporates requirements in ACI 355.4-11, and Table 3.8 for evaluating post-installed reinforcing bars.

7.0 IDENTIFICATION

7.1 Hilti HIT-HY 200-A and Hilti HIT-HY 200-R adhesive is identified by packaging labeled with the manufacturer’s name (Hilti Corp.) and address, product name, lot number, expiration date, and evaluation report number (ESR-3187).

7.2 Hilti HIT-Z and HIT-Z-R rods are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name, and evaluation report number (ESR-3187).

7.3 Hilti HIS-N and HIS-RN inserts are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name and size, and evaluation report number (ESR-3187).

7.4 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications.

E

ESR-3187 | Mo

HILT

Name and

HIT-Z(-R) 3/8

HIT-Z(-R) 3/8''

HIT-Z(-R) 3/8''

HIT-Z(-R) 3/8''

HIT-Z(-R) 1/2''

HIT-Z(-R) 1/2''

HIT-Z(-R) 1/2''

HIT-Z(-R) 5/8

HIT-Z(-R) 5/8

HIT-Z(-R) 5/8''

HIT-Z(-R) ¾”

HIT-Z(-R) 3/4''

HIT-Z(-R) 3/4''

HIT-Z(-R) M

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M1

HIT-Z(-R) M2

HIT-Z(-R) M2

ost Widely Acc

TI HIT-Z AND HI

Size A

”x33/8”

' x 43/8''

' x 51/8''

' x 63/8''

' x 41/2''

' x 61/2''

' x 73/4''

8'' x 6''

8'' x 8''

' x 91/2''

”x 6½” 6

' x 81/2''

' x 93/4''

10x95

10x115

10x135 5

10x160 6

12x105

12x140

12x155

12x196

16x155

16x175

16x205 8

16x240 9

20x215

20x250 9

FIGURE 1

h

cepted and Trus

IT-Z-R ANCHOR

l

Anchor Length

in (mm)

33/8 (85)

43/8 (111)

51/8 (130)

63/8 (162)

41/2 (114)

61/2 (165)

73/4 (197)

6 (152)

8 (203)

91/2 (241)

6½” (165)

81/2 (216)

93/4 (248)

33/4 (95)

41/2 (115)

55/16 (135)

65/16 (160)

41/8 (105)

51/2 (140)

61/8 (155)

73/4 (196)

61/8 (155)

67/8 (175)

81/16 (205)

97/16 (240)

81/2 (215)

913/16 (250)

1—INSTALLATIO

sted

R ROD

lhelix

Helix Le

in

21/4

21/4

21/4

21/4

21/2

21/2

21/2

35/8

35/8

35/8

4

4

4

23/8

23/8

23/8

23/8

23/8

23/8

23/8

23/8

311/16

311/16

311/16

311/16

315/16

315/16

ON PARAMETE

ngth Sm

(mm) in

(57) 3/8

(57) 5/16

(57) 5/16

(57) 5/16

(63) 5/16

(63) 5/16

(63) 5/16

(92) 7/16

(92) 7/16

(92) 115/

(102) 5/16

(102) 7/16

(102) 111/

(60) 5/16

(60) 5/16

(60) 5/16

(60) 5/16

(60) 5/16

(60) 5/16

(60) 5/16

(60) 5/16

(93) 7/16

(93) 7/16

(93) 7/16

(93) 11/

(100) 1/2

(100) 17/

ERS FOR POST-

mooth Shank Length

n (mm)

8 (6)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (11)

6 (11)

/16 (49)

6 (8)

6 (12)

/16 (44)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (8)

6 (11)

6 (11)

6 (11)

/4 (32)

2 (13)

/8 (48)

-INSTALLED AD

Total ThreaLength

In (m

13/16 (

113/16 (

29/16 (

313/16 (

111/16 (

311/16 (

415/16 (1

115/16 (

315/16 (1

315/16 (1

2 (

4 (1

4 (1

11/8 (

17/8 (

25/8 (

35/8 (

11/2 (

27/8 (

33/8 (

5 (1

2 (

213/16 (

4 (1

41/2 (1

4 (1

4 (1

DHESIVE ANCH

Pa

ad UsabL

mm) in

(21) 5/16

(46) 15/16

(65) 21/16

(97) 35/16

(43) 1

(94) 31/16

126) 45/16

(49) 11/8

100) 31/8

100) 31/8

(51) 1

102) 31/16

102) 31/16

(27) 9/16

(47) 15/16

(67) 21/8

(92) 31/8

(37) 13/16

(72) 23/16

(87) 213/16

128) 47/16

(51) 13/16

(71) 115/16

101) 31/8

115) 311/16

102) 31/16

102) 31/16

HORS

age 8 of 45

ble Thread ength

(mm)

(8)

(33)

(52)

(84)

(26)

(77)

(109)

(28)

(79)

(79)

(26)

(77)

(77)

(14)

(34)

(54)

(79)

(21)

(56)

(71)

(112)

(30)

(50)

(80)

(94)

(78)

(78)

E

ESR-3187 | Moost Widely Acc

DEFORMED R

FIGURE 1—INS

h

cepted and Trus

REINFORCMENT

STALLATION P

sted

T

ARAMETERS F

FOR POST INST

HILTI HIS-N A

TALLED ADHES

THREADED RO

AND HIS-RN THR

SIVE ANCHORS

h

h

Pa

OD

READED INSER

(Continued)

age 9 of 45

RTS

E ESR-3187 | Mo

(A) TENSION

ost Widely Acc

FIGURE 2

FIGURE

LAP SPLICE W

(C) DE

(A

(B)

cepted and Trus

2—INSTALLATI

E 3—APPLICAT

ITH EXISTING F

EVELOPMENT O

A)

sted

ION PARAMATE

TION EXAMPLES

FLEXURAL REIN

OF SHEAR DOW

ERS FOR POST

S FOR POST-IN

NFORCEMENT;

WELS FOR NEW

T-INSTALLED RE

NSTALLED REIN

(B) TENSION D

WLY THICKENE

EINFORCING B

NFORCING BAR

DEVELOPMENT

D SHEAR WALL

(C)

Pag

ARS

RS:

T OF COLUMN D

L

ge 10 of 45

DOWELS;

E

ESR-3187 | Mo

Hilti HIT-Z and

Standard

Hilti HIS-N anThre

Steel Re

FIGURE 4—

ost Widely Acc

d HIT-Z-R Ancho

d Threaded Rod

nd HIS-RN Internaded Insert

einforcing Bars

—FLOWCHART

cepted and Trus

Design Table

or Rod

Concr

d

Concr

nally

Concr

Design Table

Concr

Determpost-ins

FOR THE ESTA

sted

TABLE 1—D

Steel Strength

rete Breakout - NVcp, Vcp

Pullout Streng

Steel Strength


Bond Strength

Steel Strength


Bond Strength

Steel Strength


Bond Strength

mination of develostalled reinforcin

ABLISHMENT OFADHE

DESIGN TABLE

- Nsa, Vsa

Ncb, Ncbg, Vcb, Vcbg

pg

gth – Np

- Nsa, Vsa


pg

- Na, Nag

- Nsa, Vsa


pg

- Na, Nag

- Nsa, Vsa


pg

- Na, Nag

opment length fog bar connection

F DESIGN BONDESIVE ANCHORS

INDEX

Frac

Table

7

g, 8

10

11

g, 12

14

22

g, 23

24

Fractional

Table Pag

11A 21

g, 12 22

13 23

or ns

25 35

D OR PULLOUTS

ctional

Page

14

15

19

20

22

24

32

33

34

l EU Met

ge Table

1 15

2 16

3 17

5 26

T STRENGTH FO

Pag

Metric

Table

7

8

10

15

16

18

22

23

24

tric Can

Page Table

25 19

26 20

27 21

36 27

OR POST-INSTA

ge 11 of 45

c

Page

14

15

19

25

26

28

32

33

34

nadian

Page

29

30

31

36

ALLED

E

T

1

2

3

4

5

6

7

8

9

ESR-3187 | Mo

TABLE

HIT-Z AND HIT-C

AR

BO

N S

TE

EL

3/8-in. to 5/- AISI 1033/4-in. - AIS

M16 - AIS

M20 - AIS

ST

AIN

LES

S S

TE

EL

3/8-in. to 3/Grade 316X5CrNiMo

M16 Grade 316X5CrNiMo

M20 Grade 316X5CrNiMo

1 Steel properties 2 Nuts of other gra

load stresses eq

THREADED ROD

CA

RB

ON

ST

EE

L

ASTM A193≤ 21/2 in. (≤

ASTM F568M5 (1/4 in.) t(equivalent

ASTM F155

ASTM F155

ASTM F155

ISO 898-14 C

ISO 898-14

ST

AIN

LES

S S

TE

EL

ASTM F5931/4-in. to 5/8-i

ASTM F5933/4-in. to 11/2

ASTM A19312 - 1 ¼-in.

ISO 3506-16

M8 – M24

ISO 3506-16

M27 – M30

Hilti HIT-HY 200 areference standardSeries. Values for Standard SpecificaStandard SpecificaMechanical properStandard Steel SpMechanical properBased on 2-in. (50Nuts of other gradload stresses equaNuts for fractional

ost Widely Acc

E 2—SPECIFICA

-Z-R ROD SPECIFI

/8-in. and M10 to M38 SI 1038 or 18MnV5

I 1038

I 1038 or 18MnV5

/4-in. and M10 to M6 DIN-EN 10263-5 o 17-12-2+AT

6 DIN-EN 10263-5 o 17-12-2+AT

6 DIN-EN 10263-5 o 17-12-2+AT

are minimum valueades and styles haqual to or greater th

T

SPECIFICATION

32 Grade B7 64 mm)

8M3 Class 5.8 to M24 (1 in.) to ISO 898-1)

54, Grade 367

54, Grade 557

54, Grade 1057

Class 5.8

Class 8.8

35 CW1 (316) in.

35 CW2 (316) 2-in.

3 Grade 8(M), Class

6 A4-70

6 A4-50

adhesive may be usds and that have ththreaded rod types

ation for Alloy-Steeation for Carbon anrties of fasteners m

pecification for Stainrties of corrosion-re

0 mm) gauge lengthes and styles havinal to or greater thanrods.

cepted and Trus

ATIONS AND PH

ICATION

12

5

psi

(MPa)

psi

(MPa)

psi

(MPa)

12 psi

(MPa)

psi

(MPa)

psi

(MPa)

es and maximum vving specified proo

han the minimum te

TABLE 3—SPECCARBON AN

Ms

st

psi

(MPa)

psi

(MPa)

psi

(MPa)

psi

(MPa)

psi

(MPa)

MPa

(psi)

MPa

(psi) (

psi

(MPa)

psi

(MPa)

s psi

(MPa)

MPa

(psi) (

MPa

(psi)

sed in conjunction whread characteristics and associated nel and Stainless Stend Alloy Steel Extermade of carbon steenless Steel Bolts, Hesistant stainless sh except for A 193, ng specified proof ln the minimum tens

sted

HYSICAL PROPE

Minimum specified ultimate

strength, futa s

94,200

(650)

88,400

(610)

86,200

(595)

94,200

(650)

88,400

(610)

86,200

(595)

values will vary dueof load stresses greensile strength of th

CIFICATIONS ANND STAINLESS

Minimum specified ultimate rength, futa

spest

perc

125,000

(862)

72,500

(500)

58,000

(400)

75,000

(517)

125,000

(862)

500

(72,500)

800

(116,000)

100,000

(689)

85,000

(586)

75,000

(517)

700

(101,500)

500

(72,500)

with all grades of cocs comparable withuts supplied by Hilt

eel Bolting Materialrnally Threaded Meel and alloy steel –Hex Cap Screws, ateel fasteners – Pawhich are based o

oad stresses greatsile strength of the

ERTIES OF FRA

Minimum specified

yield strength 0.2

percent offset, fya

f

75,300

(520)

71,000

(490)

69,600

(480)

75,300

(520)

71,000

(490)

69,600

(480)

e to the cold formingeater than the speche specified threade

ND PHYSICAL PSTEEL THREAD

Minimum ecified yield trength 0.2 cent offset, fya

fu

105,000 1

(724)

58,000 1

(400)

36,000 1

(248)

55,000 1

(379)

105,000 1

(724)

400 1

(58,000)

640 1

(92,800)

65,000 1

(448)

45,000 1

(310)

30,000 2

(207)

450 1

(65,250)

210 2

(30,450)

ontinuously threade ANSI B1.1 UNC Cti are provided herels for High-Temperaetric Fasteners Part 1: Bolts, screwnd Studs

art 1: Bolts, screws on a gauge length oter than the specifiespecified threaded

ACTIONAL AND

futa/fya Elongamin. pe

1.25 8

1.25 8

g of the rod. cified grade and styed rod.

PROPERTIES ODED ROD MATE

uta/fya Elongatio

min. perce

1.19 16

1.25 10

1.61 23

1.36 21

1.19 15

1.25 22

1.25 12

1.54 20

1.89 25

2.50 30

1.56 40

2.38 40

ed carbon or stainlCoarse Thread Serie.

rature Service

ws and studs

and studs of 4d and ISO 898,ed grade and style d rod.

METRIC HIT-Z

ation, ercent

Reducof Area

perce

8 20

8 20

yle are also suitable

OF COMMON ERIALS1

on, ent7

Reduction oArea, min.

percent

50

35

40

30

45

-

52

-

-

50

-

-

less steel rod (all-thies or ANSI B1.13M

which is based onare also suitable. N

Pag

AND HIT-Z ROD

ction a, min. ent

Specifin

0 AST

Gr

0 AST

Typ

e. Nuts must have s

of Specificatio

ASTM A563

ASTM A563

DIN 934

ASTM A194 or

ASTM A194 or

ASTM A194 or

DIN 934 G

DIN 934 G

ASTM

ASTM

ASTM

ISO 4

ISO 4

hread) that comply M M Profile Metric T

n 5d.

Nuts must have sp

ge 12 of 45

DS

ication for nuts2

TM A563 rade A

TM F594 pe 316

specified proof

on for nuts8

3 Grade DH

Grade DH9

(8-A2K)

r ASTM A563

r ASTM A563

r ASTM A563

Grade 6

Grade 8

F594

F594

F594

4032

4032

with the code Thread

ecified proof

E

R

A

A

A

D

C

1 S2 S3 R4 B

H

CD13

CD11

SE

BOSP

S

A

A3

A3

1 M2 O3 M4 S5 S6 N7 N

ESR-3187 | Mo

T

REINFORCING B

ASTM A6151 Gr.

ASTM A6151 Gr.

ASTM A7062 Gr.

DIN 4883 BSt 500

CAN/CSA-G30.1

Standard Specificati

Standard Specificati

Reinforcing steel; re

Billet-Steel Bars for

TABLE 5—

HILTI HIS-N AND

Carbon Steel DIN EN 10277-3 1561 9SMnPb283/8-in. and M8 to Carbon Steel DIN EN 10277-3 1561 9SMnPb28/2 to 3/4-in. and M

Stainless Steel EN 10088-3 X5C

OLT, CAP SCREPECIFICATION

SAE J4293 Grade

ASTM A3254 1/2 t

ASTM A1935 Gra316) for use with

ASTM A1935 Gra321) for use with

Minimum Grade 5 b

Only stainless steel

Mechanical and Ma

Standard Specificat

Standard Specificat

Nuts must have spe

Nuts for stainless st

ost Widely Acc

TABLE 4—SPEC

BAR SPECIFICA

60

40

60

0

84 Gr. 400

ion for Deformed a

ion for Low Alloy S

einforcing steel bars

Concrete Reinforce

—SPECIFICATIO

D HIS-RN INSER

11SMnPb30+c oK M10

11SMnPb30+c oK

M12 to M20

CrNiMo 17-12-2

TABLE 6

EW OR STUD

e 5

o 1-in.

ade B8M (AISI HIS-RN

ade B8T (AISI HIS-RN

bolts, cap screws o

bolts, cap screws

aterial Requirement

tion for Structural B

tion for Alloy-Steel

ecified minimum pro

teel studs must be

cepted and Trus

CIFICATIONS AN

ATION

and Plain Carbon S

Steel Deformed and

s; dimensions and

ement

ONS AND PHYS

RTS

or DIN

(M

or DIN

(M

(M

6—SPECIFICATSCREWS AND

Minspeulti

stren

psi 120

(MPa) (8

psi 120

(MPa) (8

psi 110

(MPa) (7

psi 125

(MPa) (8

r studs must be use

or studs must be u

ts for Externally Thr

Bolts, Steel, Heat Tr

and Stainless Stee

oof load stress equ

of the same alloy g

sted

ND PHYSICAL P

ps

(MP

ps

(MP

ps

(MP

MP

(ps

MP

(ps

teel Bars for Concr

d Plain Bars for Con

masses

SICAL PROPERT

M

psi

MPa)

psi

MPa)

psi

MPa)

TIONS AND PHYD STUDS FOR U

imum cified mate

ngth futa

Minspe

yield 0.2 p

off

0,000 92

828) (

0,000 92

828) (

0,000 95

759) (

5,000 10

862) (

ed with carbon stee

used with HIS-RN in

readed Fasteners

Treated, 120/105 ks

el Bolting Materials

ual to or greater tha

group as the specif

PROPERTIES O

Mini

si

Pa)

si

Pa)

si

Pa)

Pa

si)

Pa

si)

rete Reinforcement

ncrete Reinforceme

TIES OF FRACT

Minimum specifstrength

71,05

(490)

66,70

(460)

101,50

(700)

YSICAL PROPESE WITH HIS-N

nimum ecified strength percent fset fya

futa/

2,000 1.3

634)

2,000 1.3

634)

5,000 1.1

655)

00,000 1.2

690)

el HIS inserts.

nserts.

si Minimum Tensile

for High-Temperat

an the specified min

fied bolt, cap screw

OF COMMON ST

mum specified strength, fut

90,000

(620)

60,000

(414)

80,000

(550)

550

(79,750)

540

(78,300)

t

ent

TIONAL AND ME

fied ultimate h, futa

50

)

0

)

00

)

RTIES OF COMN AND HIS-RN IN

/fya Elongatio

min.

30 14

30 14

16 15

25 12

Strength

ture Service

nimum full-size tens

w, or stud.

TEEL REINFORC

ultimate ta

M

ETRIC HIS-N AN

Minimum s

MMON BOLTS, CNSERTS1,2

on, Reduction

of Area, min.

35

35

45

35

sile strength of the

Pag

CING BARS

Minimum specifstrength,

60,000

(414)

40,000

(276)

60,000

(414)

500

(72,500

400

(58,000

ND HIS-RN INSE

specified yield s

59,450

(410)

54,375

(375)

50,750

(350)

CAP

n Specificatio

SAE

A563 C, CDH3 He

ASTMAlloy Grou

ASTMAlloy Grou

specified stud.

ge 13 of 45

fied yield fya

)

)

ERTS

strength, fya

on for nuts6

J995

C3, D, DH, eavy Hex

M F5947

up 1, 2 or 3

M F5947

up 1, 2 or 3

E

DIN

R

Rse

CA

RB

ON

ST

EE

L S

TA

INLE

SS

ST

EE

L

ForFor 1 S2 Fo

ESR-3187 | Mo

TABL

DESIGN NFORMATION

Rod O.D.

Rod effective crosectional area

Nominal strenas governed bsteel strength

Reduction for seismic shear

Strength redufactor for tens

Strength redufactor for shea

Nominal strenas governed bsteel strength

Reduction for seismic shear

Strength redufactor for tens

Strength redufactor for shea

r SI: 1 inch ≡ 25.4 mr pound-inch units:

teel properties are or use with the load

ost Widely Acc

LE 7—STEEL DE

Symbo

d

ss-Ase

ngth by 1

Nsa

Vsa

r V,seis

ction sion2

ction ar2

ngth by 1

Nsa

Vsa

r V,seis

ction sion2

ction ar2

mm, 1 lbf = 4.448 N1 mm = 0.03937 in

minimum values ad combinations of A

cepted and Trus

Fractional

ESIGN INFORM

l Units N

3/

in. 0.3

(mm) (9.

in.2 0.07

(mm2) (5

lb 7,3

(kN) (32

lb 3,2

(kN) (14

- 1.

-

-

lb 7,3

(kN) (32

lb 4,3

(kN) (19

- 1.

-

-

N, 1 psi = 0.006897nches, 1 N = 0.224

and maximum valueACI 318-14 5.3 or A

sted

and Metric HITAnchor Rod

ATION FOR FR

Nominal Rod Di

/8 1/2

375 0.5

.5) (12.7)

775 0.1419

0) (92)

306 13,377

2.5) (59.5)

215 5,886

4.3) (26.2)

.0

0

0

306 13,377

2.5) (59.5)

384 8,026

9.5) (35.7)

.0 0.75

0

0

7 MPa. 8 lbf, 1 MPa = 145

es will vary due to tACI 318-11 9.2, as

-Z and HIT-Z-R d

RACTIONAL AND

a. (in.) Fraction5/8

0.625 0

(15.9) (1

0.2260 0.

(146) (2

21,306 31

(94.8) (1

9,375 13

(41.7) (6

0.65

.65

.60

21,306 31

(94.8) (1

12,783 18

(56.9) (8

0.65

.65

.60

.0 psi

the cold forming of set forth in ACI 31

Steel St

D METRIC HIT-Z

nal Units

3/4

0.75 mm

19.1) (in.)

3340 mm2

216) (in.2)

1,472 kN

40.0) (lb)

3,848 kN

61.6) (lb)

-

-

-

1,472 kN

40.0) (lb)

8,883 kN

84.0) (lb)

-

-

-

the rod. 8-14 17.3.3 or ACI

trength

Z AND HIT-Z-R A

Nominal

10

10

(0.39) (0

58.0 8

(0.090) (0

37.7 5

(8,475) (12

16.6 2

(3,729) (5

1.0

37.7 5

(8,475) (12

22.6 3

(5,085) (7

1.0 0

I 318-11 D.4.3.

Pag

ANCHOR RODS

Rod Dia. (mm)

12 16

12 16

0.47) (0.63)

84.3 157.0

.131) (0.243)

54.8 95.8

2,318) (21,529

24.1 42.2

,420) (9,476)

0.65

0.65

0.60

54.8 95.8

2,318) (21,529

32.9 57.5

,391) (12,922

0.75

0.65

0.60

ge 14 of 45

S

Metric

20

20

(0.79)

245.0

) (0.380)

145.8

9) (32,770)

64.2

) (14,421)

145.8

9) (32,770)

87.5

2) (19,666)

0.65

E

DIN

Ec

Eu

Md

Md

M

M

MthH

MthH

Cs(f

SfofaC

SfofaC

FoFo

1 A2 V3 B

ESR-3187 | Mo

Fraction

TABLE 8—CIN HOLES DR

DESIGN NFORMATION

Effectiveness faccracked concrete

Effectiveness facuncracked concre

Minimum embedmdepth3

Maximum embeddepth3

Min. anchor spac

Min. edge distanc

Minimum concrethickness

Hole condition 13


Hole condition 23

Critical edge distasplitting for uncracked co

Strength reductioor tension, concrailure modes,

Condition B2

Strength reductioor shear, concretailure modes,

Condition B2

or SI: 1 inch ≡ 25.4 or pound-inch units:

Additional setting infValues provided for

orehole condition i

ost Widely Acc

al and Metric HIAnchor Ro

CONCRETE BRRILLED WITH A

Symb

ctor for e

kc,cr

ctor for ete

kc,unc

ment hef,m

dment hef,ma

cing smin

ce cmin

te hmin,

te hmin,

ance –

oncrete) cac

on factor rete

on factor te

mm, 1 lbf = 4.448 : 1 mm = 0.03937 i

formation is describpost-installed anchs described in Figu

FIGURE 5—

cepted and Trus

IT-Z and HIT-Z-Rod

REAKOUT DESIGA HAMMER DRIL

bol Units

r

in-lb

(SI)

cr

in-lb

(SI)

in in.

(mm)

ax in.

(mm) (

n - Ps

n -

1 in.

(mm)

2 in.

(mm) (

-

-

-

N, 1 psi = 0.006897nches, 1 N = 0.224

bed in Figure 9, Mahors under Conditioure 5 below.

—BOREHOLE SE

sted

R Con

GN INFORMATIOLL AND CARBID

Nominal Rod D3/8

1/2

23/8 23/4

(60) (70)

41/2 6

114) (152)

See Section 4.Pre-calculated cospacing and edge

Table 9 o

hef + 21/4

(hef + 57)

hef + 11/4 > 4

(hef + 32 > 100)

See Section 4.

7 MPa. 48 lbf, 1 MPa = 145

anufacturers Printedon B without supple

ETTING CONDIT

ncrete Breakout

ON FOR U.S. CUDE BIT (OR HILT

Dia. (in.) Fractio5/8

17

(7.1)

24

(10)

33/4

(95)

71/2

(190)

.1.9.1 of this repoombinations of ane distance are givof this report.

hef + 4

(hef + 10

hef + 13

(hef + 45

1.10.1 of this rep

0.65

0.70

5.0 psi

d Installation Instruementary reinforcem

TIONS FOR HIL

t Strength

USTOMARY UNTI HOLLOW CA

onal Units

3/4

SI

(in-lb)

SI

(in-lb)

4 mm

(102) (in.)

81/2 mm

(216) (in.)

ort. nchor ven in

-

-

4 mm

02) (in.)3/4 mm

5) (in.)

port -

-

-

uctions (MPII).

ment as defined in

Hole Condition Hole Condition

LTI HIT-Z AND H

CaHilti Holl

Diam

NIT HIT-Z AND HARBIDE DRILL B

Nominal

10

60

(2.4) (

120

(4.7) (

See SectPre-calculatspacing and

Tab

hef + 60

(hef + 2.4

hef + 30 > 1

(hef + 1.25 >

See Secti

ACI 318-14 17.3.3

n 1 → non-clea

n 2 → drilling d

HIT-Z-R ANCHOR

Pag

arbide Bit or ow Carbide Bit

mond Core Bit

HIT-Z-R ANCHORBIT) OR A CORE

l Rod Dia. (mm)

12 16

7.1

(17)

10

(24)

70 96

(2.8) (3.8)

144 192

(5.7) (7.6)

ion 4.1.9.1 of thisted combinations edge distance a

ble 9 of this repo

0 he

4) (he

100 h

> 3.9) (he

on 4.1.10.1 of th

0.65

0.70

3 or ACI 318-11 D.4

aned hole

dust is completel

R RODS

ge 15 of 45

or

R ROD E DRILL1

) Metric

20

100

(3.9)

220

(8.7)

s report. s of anchor are given in rt.

ef + 100

ef + 3.9)

ef + 45

ef + 1.8)

his report

4.3.

ly removed


TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS

DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) – Fractional

Rod O.D. d in. 3/8

(mm) (9.5)

Effective embedment hef in. 23/8 33/8 41/2

(mm) (60) (86) (114)

Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2

Minimum concrete thickness h in. 4 45/8 53/4 45/8 55/8 63/8 53/4 63/4 73/8

(mm) (102) (117) (146) (117) (143) (162) (146) (171) (187)

UN

CR

AC

KE

D

CO

NC

RE

TE

Minimum edge and spacing Case 1 2

cmin,1 in. 31/8 23/4 21/4 23/4 21/4 2 21/4 17/8 17/8

(mm) (79) (70) (57) (70) (57) (51) (57) (48) (48)

smin,1 in. 91/8 73/4 61/8 73/4 61/2 55/8 61/8 53/8 41/2

(mm) (232) (197) (156) (197) (165) (143) (156) (137) (114)


cmin,2 in. 55/8 43/4 33/4 43/4 37/8 31/4 33/4 31/8 23/4

(mm) (143) (121) (95) (121) (98) (83) (95) (79) (70)

smin,2 in. 17/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8

(mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 21/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8

(mm) (54) (48) (48) (48) (48) (48) (48) (48) (48)

smin,1 in. 63/8 51/2 41/4 51/2 31/2 25/8 31/4 2 17/8

(mm) (162) (140) (108) (140) (89) (67) (83) (51) (48)


cmin,2 in. 35/8 31/8 23/8 31/8 21/2 21/8 23/8 2 17/8

(mm) (92) (79) (60) (79) (64) (54) (60) (51) (48)

smin,2 in. 17/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8 17/8

(mm) (48) (48) (48) (48) (48) (48) (48) (48) (48)


Rod O.D. d in. 1/2

(mm) (12.7)

Effective embedment hef in. 2-3/4 41/2 6

(mm) (70) (114) (152)


Minimum concrete thickness h in. 4 5 71/8 53/4 63/4 81/4 71/4 81/4 93/4

(mm) (102) (127) (181) (146) (171) (210) (184) (210) (248)

UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 51/8 41/8 27/8 35/8 3 21/2 27/8 21/2 21/2

(mm) (130) (105) (73) (92) (76) (64) (73) (64) (64)

smin,1 in. 147/8 117/8 85/8 101/4 9 71/4 81/8 71/4 5

(mm) (378) (302) (219) (260) (229) (184) (206) (184) (127)


cmin,2 in. 91/4 71/4 47/8 61/4 51/4 41/8 43/4 41/8 33/8

(mm) (235) (184) (124) (159) (133) (105) (121) (105) (86)

smin,2 in. 21/2 21/2 21/2 21/2 21/2 21/2 21/2 21/2 21/2

(mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 35/8 3 21/2 25/8 21/2 21/2 21/2 21/2 21/2

(mm) (92) (76) (64) (67) (64) (64) (64) (64) (64)

smin,1 in. 107/8 81/2 6 73/8 51/2 31/8 41/2 31/8 21/2

(mm) (276) (216) (152) (187) (140) (79) (114) (79) (64)


cmin,2 in. 61/2 5 31/4 41/4 31/2 23/4 31/4 23/4 21/2

(mm) (165) (127) (83) (108) (89) (70) (83) (70) (64)

smin,2 in. 21/2 21/2 21/2 21/2 21/2 21/2 21/2 21/2 21/2

(mm) (64) (64) (64) (64) (64) (64) (64) (64) (64)


Rod O.D. d in. 5/8

(mm) (15.9)

Effective embedment hef in. 33/4 55/8 71/2

(mm) (95) (143) (191)


Minimum concrete thickness h in. 51/2 73/4 93/8 73/8 95/8 101/2 91/4 111/2 121/4

(mm) (140) (197) (238) (187) (244) (267) (235) (292) (311)

UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 61/4 41/2 33/4 45/8 35/8 31/4 33/4 31/8 31/8

(mm) (159) (114) (95) (117) (92) (83) (95) (79) (79)

smin,1 in. 183/8 127/8 105/8 137/8 103/8 93/4 107/8 83/8 73/8

(mm) (467) (327) (270) (352) (264) (248) (276) (213) (187)


cmin,2 in. 113/8 73/4 61/4 81/4 61/8 51/2 63/8 47/8 45/8

(mm) (289) (197) (159) (210) (156) (140) (162) (124) (117)

smin,2 in. 31/8 31/8 31/8 31/8 31/8 31/8 31/8 31/8 31/8

(mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 45/8 33/8 31/8 31/2 31/8 31/8 31/8 31/8 31/8

(mm) (117) (86) (79) (89) (79) (79) (79) (79) (79)

smin,1 in. 137/8 91/2 83/4 101/8 61/2 53/8 71/8 37/8 31/8

(mm) (352) (241) (222) (257) (165) (137) (181) (98) (79)


cmin,2 in. 81/4 51/2 43/8 57/8 41/4 37/8 41/2 33/8 31/8

(mm) (210) (140) (111) (149) (108) (98) (114) (86) (79)

smin,2 in. 31/8 31/8 31/8 31/8 31/8 31/8 31/8 31/8 31/8

(mm) (79) (79) (79) (79) (79) (79) (79) (79) (79)

For SI: 1 inch ≡ 25.4 mm 1 See Figure 5 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.

Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:

2min,

2min,1min,

2min,1min,2min, cc

cc

ssss


TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)


Rod O.D. d in. 3/4

(mm) (19.1)

Effective embedment hef in. 4 63/4 81/2

(mm) (102) (171) (216)


Minimum concrete thickness h in. 53/4 8 111/2 81/2 103/4 131/8 101/4 121/2 141/2

(mm) (146) (203) (292) (216) (273) (333) (260) (318) (368)

UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 93/4 7 5 65/8 51/4 41/4 51/2 41/2 4

(mm) (248) (178) (127) (168) (133) (108) (140) (114) (102)

smin,1 in. 283/4 205/8 14 193/8 151/4 125/8 16 131/4 11

(mm) (730) (524) (356) (492) (387) (321) (406) (337) (279)


cmin,2 in. 181/8 125/8 81/2 117/8 91/8 71/4 95/8 73/4 61/2

(mm) (460) (321) (216) (302) (232) (184) (244) (197) (165)

smin,2 in. 33/4 33/4 33/4 33/4 33/4 33/4 33/4 33/4 33/4

(mm) (95) (95) (95) (95) (95) (95) (95) (95) (95)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 in. 71/4 51/4 41/8 5 4 33/4 41/8 33/4 33/4

(mm) (184) (133) (105) (127) (102) (95) (105) (95) (95)

smin,1 in. 213/4 151/2 121/4 141/2 113/8 9 121/8 83/4 61/2

(mm) (552) (394) (311) (368) (289) (229) (308) (222) (165)


cmin,2 in. 131/4 91/4 6 85/8 65/8 51/8 7 51/2 41/2

(mm) (337) (235) (152) (219) (168) (130) (178) (140) (114)

smin,2 in. 33/4 33/4 33/4 33/4 33/4 33/4 33/4 33/4 33/4

(mm) (95) (95) (95) (95) (95) (95) (95) (95) (95)

DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) – Metric

Rod O.D. d mm 10 (in.) (0.39)

Effective embedment hef mm 60 90 120 (in.) (2.36) (3.54) (4.72)


Minimum concrete thickness h mm 100 120 156 120 150 176 150 180 197 (in.) (3.94) (4.72) (6.14) (4.72) (5.91) (6.91) (5.91) (7.09) (7.74)

UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 99 83 64 83 66 57 66 55 51 (in.) (3.90) (3.27) (2.52) (3.27) (2.60) (2.24) (2.60) (2.17) (2.01)

smin,1 mm 295 244 187 244 197 166 197 164 148 (in.) (11.61) (9.61) (7.36) (9.61) (7.76) (6.54) (7.76) (6.46) (5.83)


cmin,2 mm 181 148 110 148 115 96 115 93 84 (in.) (7.13) (5.83) (4.33) (5.83) (4.53) (3.78) (4.53) (3.66) (3.31)

smin,2 mm 50 50 50 50 50 50 50 50 50 (in.) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 71 59 52 59 50 50 50 50 50 (in.) (2.80) (2.32) (2.05) (2.32) (1.97) (1.97) (1.97) (1.97) (1.97)

smin,1 mm 209 174 150 174 131 106 131 84 66 (in.) (8.23) (6.85) (5.91) (6.85) (5.16) (4.17) (5.16) (3.31) (2.60)


cmin,2 mm 124 101 74 101 77 64 77 62 55 (in.) (4.88) (3.98) (2.91) (3.98) (3.03) (2.52) (3.03) (2.44) (2.17)

smin,2 mm 50 50 50 50 50 50 50 50 50 (in.) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97) (1.97)


Rod O.D. d mm 12 (in.) (0.47)




UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 139 107 76 101 83 67 80 68 60 (in.) (5.47) (4.21) (2.99) (3.98) (3.27) (2.64) (3.15) (2.68) (2.36)

smin,1 mm 416 320 225 300 247 199 239 204 176 (in.) (16.38) (12.60) (8.86) (11.81) (9.72) (7.83) (9.41) (8.03) (6.93)


cmin,2 mm 258 194 131 181 146 114 140 116 99 (in.) (10.16) (7.64) (5.16) (7.13) (5.75) (4.49) (5.51) (4.57) (3.90)

smin,2 mm 60 60 60 60 60 60 60 60 60 (in.) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 101 78 62 74 61 60 60 60 60 (in.) (3.98) (3.07) (2.44) (2.91) (2.40) (2.36) (2.36) (2.36) (2.36)

smin,1 mm 303 232 186 217 178 126 168 117 79 (in.) (11.93) (9.13) (7.32) (8.54) (7.01) (4.96) (6.61) (4.61) (3.11)


cmin,2 mm 182 136 90 127 101 77 96 79 67 (in.) (7.17) (5.35) (3.54) (5.00) (3.98) (3.03) (3.78) (3.11) (2.64)

smin,2 mm 60 60 60 60 60 60 60 60 60 (in.) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36) (2.36)

For SI: 1 inch ≡ 25.4 mm 1 See Figure 5 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.


2min,

2min,1min,

2min,1min,2min, cc

cc

ssss


TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)


Rod O.D. d mm 16 (in.) (0.63)




UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 158 114 94 118 92 83 94 80 80 (in.) (6.22) (4.49) (3.70) (4.65) (3.62) (3.27) (3.70) (3.15) (3.15)

smin,1 mm 473 339 281 352 271 248 281 217 188 (in.) (18.62) (13.35) (11.06) (13.86) (10.67) (9.76) (11.06) (8.54) (7.40)


cmin,2 mm 289 201 161 209 156 139 161 126 116 (in.) (11.38) (7.91) (6.34) (8.23) (6.14) (5.47) (6.34) (4.96) (4.57)

smin,2 mm 80 80 80 80 80 80 80 80 80 (in.) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 116 83 80 86 80 80 80 80 80 (in.) (4.57) (3.27) (3.15) (3.39) (3.15) (3.15) (3.15) (3.15) (3.15)

smin,1 mm 343 248 211 258 160 129 171 94 81 (in.) (13.50) (9.76) (8.31) (10.16) (6.30) (5.08) (6.73) (3.70) (3.19)


cmin,2 mm 204 139 111 146 107 95 111 85 80 (in.) (8.03) (5.47) (4.37) (5.75) (4.21) (3.74) (4.37) (3.35) (3.15)

smin,2 mm 80 80 80 80 80 80 80 80 80 (in.) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15) (3.15)


Rod O.D. d mm 20 (in.) (0.79)




UN

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 235 170 121 152 122 103 129 107 100 (in.) (9.25) (6.69) (4.76) (5.98) (4.80) (4.06) (5.08) (4.21) (3.94)

smin,1 mm 702 511 362 451 363 301 383 317 252 (in.) (27.64) (20.12) (14.25) (17.76) (14.29) (11.85) (15.08) (12.48) (9.92)


cmin,2 mm 436 307 209 269 210 170 224 180 151 (in.) (17.17) (12.09) (8.23) (10.59) (8.27) (6.69) (8.82) (7.09) (5.94)

smin,2 mm 100 100 100 100 100 100 100 100 100 (in.) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94)

CR

AC

KE

D

CO

NC

RE

TE


cmin,1 mm 176 128 102 114 100 100 100 100 100 (in.) (6.93) (5.04) (4.02) (4.49) (3.94) (3.94) (3.94) (3.94) (3.94)

smin,1 mm 526 380 298 337 246 163 277 178 113 (in.) (20.71) (14.96) (11.73) (13.27) (9.69) (6.42) (10.91) (7.01) (4.45)


cmin,2 mm 318 222 148 193 149 119 159 126 105 (in.) (12.52) (8.74) (5.83) (7.60) (5.87) (4.69) (6.26) (4.96) (4.13)

smin,2 mm 100 100 100 100 100 100 100 100 100 (in.) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94) (3.94)

For SI: 1 inch ≡ 25.4 mm

1 See Figure 5 for description of drilled hole condition. 2 Linear interpolation is permitted to establish an edge distance and spacing combination between case 1 and case 2.


s ≥ smin2+ smin1- smin2

cmin1- cmin2 c- cmin2

E

DIN

Md

Md

Pe

rmis

sib

le

Rte

FoFo 1 T T T S

ro

ESR-3187 | Mo

TABLE 10—IN HOLES DR

DESIGN NFORMATION

Minimum embedmdepth

Maximum embeddepth

Tem

pera

ture

ra

nge

A2

Pullout sin crackconcrete

Pullout sin uncraconcrete

Tem

pera

ture

ra

nge

B2



Tem

pera

ture

ra

nge

C2



Pe

rmis

sib

le

inst

alla

tion

cond

ition

s

Dry concwater saconcrete

Reduction for seiension

r SI: 1 inch ≡ 25.4 r pound-inch units:

emperature range Temperature range Temperature range Short term elevatedoughly constant ove

ost Widely Acc

Fractional a

—PULLOUT STRRILLED WITH A

Symb

ment hef,m

dment hef,ma

strength ed e

Np,c

strength acked e

Np,un

strength ed e

Np,c

strength acked e

Np,un

strength ed e

Np,c

strength acked e

Np,un

crete, aturated e

AnchCatego

d, w

smic N,se

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

A: Maximum short B: Maximum short C: Maximum shortconcrete temperat

er significant period

cepted and Trus

and Metric HIT-ZAnchor Rod

RENGTH DESIGA HAMMER DRIL

bol Units

in in. 2

(mm) (

ax in. 4

(mm) (1

cr lb 7

(kN) (3

ncr lb 7

(kN) (3

cr lb 7

(kN) (3

ncr lb 7

(kN) (3

cr lb 7

(kN) (3

ncr lb 7

(kN) (3

or ory -

ws -

eis - 0

N, 1 psi = 0.006897nches, 1 N = 0.224

term temperature term temperature

t term temperature tures are those thads of time.

sted

Z and HIT-Z-R

N INFORMATIOLL AND CARBID

Nominal Rod D3/8

1/2

23/8 23/4

(60) (70)

41/2 6

114) (152)

,952 10,936

35.4) (48.6)

,952 11,719

35.4) (52.1)

,952 10,936

35.4) (48.6)

,952 11,719

35.4) (52.1)

,182 9,877

31.9) (43.9)

,182 10,585

31.9) (47.1)

0

0.94

7 MPa. 48 lbf, 1 MPa = 145

= 130°F (55°C), Ma= 176°F (80°C), M= 248°F (120°C), Mt occur over brief in

Pullout St

ON FOR FRACTIDE BIT (OR HILT

ia. (in.) Fraction5/8

3

33/4

(95) (1

71/2 8

(190) (2

21,391 27,

(95.1) (12

21,391 28,

(95.1) (12

21,391 27,

(95.1) (12

21,391 28,

(95.1) (12

19,321 25,

(85.9) (11

19,321 25,

(85.9) (11

1

0.65

1.0

5.0 psi

aximum long term taximum long term Maximum long termntervals, e.g., as a

trength Hil

IONAL AND METTI HOLLOW CA

nal Units

3/4

4 mm

02) (in.)

81/2 mm

216) (in.)

,930 kN

24.2) (lb)

,460 kN

26.6) (lb)

,930 kN

24.2) (lb)

,460 kN

26.6) (lb)

,227 kN

12.2) (lb)

,705 kN

14.3) (lb)

-

-

-

temperature = 110temperature = 110

m temperature = 16result of diurnal cy

Carbide Bit ti Hollow Carbid

Diamond Core

TRIC HILTI HIT-ARBIDE DRILL B

Nominal R

10 1

60 7

(2.4) (2

120 14

(4.7) (5

39.1 43

(8,790) (9,8

39.1 46

(8,790) (10,

39.1 43

(8,790) (9,8

39.1 46

(8,790) (10,

35.3 39

(7,936) (8,8

35.3 42

(7,936) (9,5

1.0 0.

0°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co

Pag

or de Bit or e Bit

-Z AND HIT-Z-R BIT) OR A CORE

Rod Dia. (mm) M

12 16

70 96

.8) (3.8)

44 192

.7) (7.6)

3.8 98.0

847) (22,032)

6.9 98.0

545) (22,028)

3.8 98.0

847) (22,032)

6.9 98.0

545) (22,028)

9.5 88.5

880) (19,897)

2.4 88.5

532) (19,897)

1

0.65

89

oncrete temperatur

ge 19 of 45

RODS E DRILL1

Metric

20

100

(3.9)

220

(8.7)

127.9

) (28,754)

130.3

) (29,293)

127.9

) (28,754)

130.3

) (29,293)

115.5

) (25,967)

117.7

) (26,461)

1.0

res are

E

D

R

R

ISO

898

1A

ST

MF

1554

AS

TM

F15

54A

ST

MF

1554

AS

TM

F59

3C

WA

ST

M A

193,

Gr.

Fo 1 V

o2 F

cob

3 Fcod

ESR-3187 | Mo

DESIGN INFORMA

Rod O.D.

Rod effective cross-

ISO

898

-1

Cla

ss 5

.8 Nominal st

strength

Reduction Strength reStrength re

AS

TM

A19

3 B

7

Nominal ststrength


AS

TM

F15

54

Gr.

36

Nominal ststrength


AS

TM

F15

54

Gr.

55

Nominal ststrength


AS

TM

F15

54

Gr.

105

Nominal ststrength


AS

TM

F59

3, C

W

Sta

inle

ss Nominal st

strength


,8(

M),

Cla

ss 1

S

tain

less

Nominal ststrength

Reduction Strength re

Strength re

r SI: 1 inch = 25.4

Values provided for r ACI 318-11 Eq. (Dor use with the loadombinations of ACrittle steel elementor use with the loadombinations of ACuctile steel elemen

ost Widely Acc

TA

ATION

-sectional area

trength as governe

for seismic shear eduction factor foeduction factor fo

trength as governe

for seismic shear eduction factor foeduction factor fo

trength as governe

factor, seismic sheeduction factor foeduction factor fo

trength as governe


trength as governe


trength as governe


trength as governe

factor, seismic sheeduction factor fo

eduction factor fo

mm, 1 lbf = 4.448 N

common rod mateD-2) and Eq. (D-29d combinations of II 318-11 Appendix . d combinations of II 318-11 Appendix

nt.

cepted and Trus

F

ABLE 11—STEE

Sym

d

As

d by steel Ns

Vs

V,s

r tension2 r shear2

d by steel Ns

Vs

V,s

r tension3 r shear3

d by steel Ns

Vs

ear v,s

r tension 3 r shear 3

d by steel Ns

Vs

ear v,s


d by steel Ns

Vs

ear v,s


d by steel Ns

Vs

ear v,s


d by steel Ns

Vs

ear v,s


N. For pound-inch

rial types are based9). Nuts and washeIBC Section 1605.2C are used, the ap

IBC Section 1605.2C are used, the ap

sted

ractional Threa

EL DESIGN INFO

bol Units

din.

(mm)

se in.2

(mm2)

sa lb

(kN)

sa lb

(kN)

seis - - -

sa lb

(kN)

sa lb

(kN)

seis - - -

sa lb

(kN)

sa lb

(kN)

seis - - -

sa lb

(kN)

sa lb

(kN)

seis - -

-

sa lb

(kN)

sa lb

(kN)

seis - - -

sa lb

(kN)

sa lb

(kN)

seis - - -

salb

(kN)

salb

(kN)

seis - -

-

h units: 1 mm = 0.0

d on specified strenrs must be appropr

2, ACI 318-14 5.3 oppropriate value of


ded Rod

ORMATION FOR

3/8 1/2

0.375 0.5(9.5) (12.

0.0775 0.14(50) (92

5,620 10,2(25.0) (45.3,370 6,17(15.0) (27.

9,685 17,7(43.1) (78.5,810 10,6(25.9) (47.

- 8,23- (36.- 4,94- (22.

- 10,6- (47.- 6,38- (28.

- 17,7- (78.- 10,6- (47.

7,750 14,1(34.5) (63.4,650 8,51(20.7) (37.

03937 inches, 1 N =

ngths and calculateriate for the rod. or ACI 318-11 9.2, a must be determin

or ACI 318-11 9.2, a must be determin

Steel S

R FRACTIONAL

Nomi

2 5/8

5 0.625 .7) (15.9) 419 0.2260 2) (146) 290 16,385 .8) (72.9) 75 9,830 .5) (43.7)

735 28,250 .9) (125.7) 640 16,950 .3) (75.4)

30 13,110 6) (58.3)

40 7,865 0) (35.0)

645 16,950 4) (75.4)

85 10,170 4) (45.2)

740 28,250 9) (125.7)

645 16,950 4) (75.4)

90 22,600 1) (100.5)

15 13,560 9) (60.3)

= 0.2248 lbf

ed in accordance w

as set forth in ACI ned in accordance


Strength

THREADED RO

inal rod diameter 3/4

0.75 (19.1) 0.3345 (216)

24,250 (107.9) 14,550 (64.7) 0.70 0.65 0.60

41,810 (186.0) 25,085 (111.6) 0.70 0.75 0.65

19,400 (86.3) 11,640 (51.8)

0.6 0.75 0.65

25,090 (111.6) 15,055 (67.0)

0.7 0.75 0.65

41,815 (186.0) 25,090 (111.6)

0.7 0.75 0.65

28,435 (126.5) 17,060 (75.9)

0.7 0.65 0.60

- - - - - -

-

with ACI 318-14 Eq

318-14 17.3.3 or Awith ACI 318-11 D

318-14 17.3.3 or Awith ACI 318-11 D

Pag

OD

(in.)1

7/8 0.875 (22.2) (250.4617 0.6(298) (3

33,470 43(148.9) (1920,085 26(89.3) (11

57,710 75(256.7) (3334,625 45(154.0) (20

26,780 35,(119.1) (1516,070 21,(71.5) (93

34,630 45,(154.0) (2020,780 27,(92.4) (12

57,715 75,(256.7) (3334,630 45,(154.0) (20

39,245 51,(174.6) (2223,545 30,(104.7) (13

q. (17.4.1.2) and Eq

ACI 318-11 D.4.3. IfD.4.4. Values corres


ge 20 of 45

1 11/4 1 1.25 5.4) (31.8)6057 0.9691391) (625),910 70,26095.3) (312.5),345 42,15517.2) (187.5)

,710 121,13536.8) (538.8),425 72,680

02.1) (323.3)

,130 56,21056.3) (250.0),080 33,7253.8) (150.0)

,430 72,68502.1) (323.3),260 43,61021.3) (194.0)

,715 121,13536.8) (538.8),430 72,68002.1) (323.3)

,485 - 29.0) - ,890 - 37.4) -

- - -

55,240(245.7)33,145(147.4)

0.6 0.75

0.65

q (17.5.1.2b)

f the load spond to a


5

5

E

D

N

B

AS

TM

A61

5

AS

TM

A61

5 A

ST

M A

706

Fo 1 V

o2 F

cob

3 Fcod

ESR-3187 | Mo

DESIGN INFORMA

Nominal bar diamet

Bar effective cross-s

Gra

de 4

0

Nominal strenstrength

Reduction forStrength reduStrength redu

Gra

de 6

0



Gra

de 6

0



r SI: 1 inch = 25.4

Values provided for r ACI 318-11 Eq. (Dor use with the loadombinations of ACrittle steel elementor use with the loadombinations of ACuctile steel elemen

ost Widely Acc

TABL

ATION

ter

sectional area

ngth as governed b

r seismic shear uction factor for teuction factor for sh

ngth as governed b


ngth as governed b


mm, 1 lbf = 4.448 N

common rod mateD-2) and Eq. (D-29d combinations of II 318-11 Appendix . d combinations of II 318-11 Appendix

nt.

cepted and Trus

Fra

LE 11A—STEEL

Symb

d

Ase

by steel Nsa

Vsa

V,seis

ension2 hear2

by steel Nsa

Vsa

V,seis

ension2 hear2

by steel Nsa

Vsa

V,seis

ension3 hear3

N. For pound-inch

rial types are based9). Nuts and washeIBC Section 1605.2C are used, the ap

IBC Section 1605.2C are used, the ap

sted

actional Reinfor

L DESIGN INFOR

ol Units

in. (mm) in.2

(mm2) lb

(kN)

lb

(kN)

s - - - lb

(kN) lb

(kN)

s - - - lb

(kN) lb

(kN)

s

h units: 1 mm = 0.0

d on specified strenrs must be appropr



rcing Bars

RMATION FOR F

#3 #4 3/8

1/2 (9.5) (12.7)0.11 0.2 (71) (129)

6,600 12,000(29.4) (53.4)3,960 7,200(17.6) (32.0)

9,900 18,000(44.0) (80.1)5,940 10,800(26.4) (48.0)

8,800 16,000(39.1) (71.2)5,280 9,600(23.5) (42.7)

03937 inches, 1 N =

ngths and calculateriate for the rod. or ACI 318-11 9.2, a must be determin


Steel S

FRACTIONAL R

Nominal R

#5 5/8

(15.9) 0.31 (200)

0 18,600 2(82.7) (11,160 1(49.6)

0 27,900 3(124.1) (

0 16,740 2(74.5) (

0 24,800 3(110.3) (14,880 2(66.2)

= 0.2248 lbf

ed in accordance w



Strength

REINFORCING B

Reinforcing bar siz

#6 #7 3/4

7/8 (19.1) (22.2) 0.44 0.6 (284) (387)

26,400 36,000(117.4) (160.1)15,840 21,600(70.5) (96.1)

0.70 0.65 0.60

39,600 54,000(176.2) (240.2)23,760 32,400(105.7) (144.1)

0.70 0.65 0.60

35,200 48,000(156.6) (213.5)21,120 28,800(94.0) (128.1)

0.70 0.75 0.65

with ACI 318-14 Eq

318-14 17.3.3 or Awith ACI 318-11 D

318-14 17.3.3 or Awith ACI 318-11 D

Pag

BARS

ze (Rebar)

#8 1

(25.4) 0.79 (510)

0 47,400 6) (210.9) (0 28,440 3

(126.5) (

0 71,100 9) (316.3) (0 42,660 5) (189.8) (

0 63,200 8) (281.1) (0 37,920 4) (168.7) (

q. (17.4.1.2) and Eq



ge 21 of 45

#9 #1011/8 11/4

(28.6) (31.8)1.0 1.27

(645) (819)60,000 76,200(266.9) (339.0)36,000 45,720(160.1) (203.4)

90,000 114,300(400.4) (508.5)54,000 68,580(240.2) (305.1)

80,000 101,600(355.9) (452.0)48,000 60,960(213.5) (271.2)

q (17.5.1.2b)



0 )

0 )

0 )

0 )

0 )

0 )

E

D

Ec

Eu

M

M

M

M(T

M(

M

Cs(fStem

Ssm

FoFo 1 A2 V3 F4 d

ESR-3187 | Mo

TABLE 12—IN

DESIGN INFORM



Minimum Embed

Maximum Embed

Min. anchor spac

Min. edge distancThreaded rods)

Min. edge distancReinforcing bars

Minimum concret


Strength reductioension, concrete

modes, Condition

Strength reductioshear, concrete famodes, Condition


Additional setting inValues provided forFor installations withd0 = hole diameter.

ost Widely Acc

Fractional ThReinfo

—CONCRETE BRHOLES DRILLE

MATION S

ctor for e

ctor for ete

ment

dment

cing3

ce

ce s)3

te thickness

ance –

oncrete) on factor for e failure n B2

on factor for ailure n B2

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

formation is descrir post-installed anchh 13/4-inch edge dis

cepted and Trus

hreaded Rod anrcing Bars

REAKOUT DESED WITH A HAM

Symbol Units

kc,cr

in-lb

(SI)

kc,uncr

in-lb

(SI)

hef,min

in.

(mm)

hef,max in.

(mm)

smin in.

(mm)

cmin in.

(mm)

cmin -

hmin in.

(mm)

cac -

-

-

N, 1 psi = 0.006897nches, 1 N = 0.224

bed in Figure 9, Mahors under Conditiostance, refer to Sec

sted

d Conc

IGN INFORMATMMER DRILL AN

3/8 or #3 1

23/8

(60)

71/2

(191)

17/8

(48)

1¾

(45)

5d; or see S

hef + 11

(hef + 3

7 MPa. 48 lbf, 1 MPa = 145

anufacturers Printeon B without supplection 4.1.9.2 for spa

crete Breakout

TION FOR FRACND CARBIDE BI

Nominal

/2 or #4 5/8 or

23/4 31/8

(70) (79

10 121/

(254) (318

21/2 31/8

(64) (79

1¾ 2 (3

(45) (50)

Section 4.1.9.2 of

1/4

30)

S

5.0 psi

ed Installation Instruementary reinforceacing and maximum

Strength

CTIONAL THREAT (OR HILTI HO

rod diameter (i

r #5 3/4 or

#6

1

(7

2

(1

8 31/2

9) (89)

/2 15

8) (381)

8 33/4

9) (95) 3) 21/8

(3) (3) (55) (3)

f this report for d

See Section 4.1.1

0.

0.

uctions (MPII).

ement as defined inm torque requireme

Carbide B

Hilti Hollow C

ADED ROD ANDOLLOW CARBID

n.) / Reinforcing

7/8 or #7 1

17

7.1)

24

10)

31/2

(89) (

171/2

(445) (

43/8

(111) (

2¼ (3) 2

(60) (3) (7

design with reduc

hef + 2d0(4

10.2 of this repor

65

70

n ACI 318-14 17.3.3ents.

Pag

Bit or

Carbide Bit

D REINFORCINGDE DRILL BIT)1

g bar size

1 or #8

#9

4 41/2

102) (114)

20 221/2

508) (572)

5 55/8

127) (143)

2¾ (3) n/a

70) (3)

ced minimum edg

4)

rt.

3 or ACI 318-11 D.4

ge 22 of 45

G BARS

11/4 or #10

5

(127)

25

(635)

61/4

(159)

31/8 (3)

(80) (3)

ge distances

4.3.

E

D

M

M

R

FoFo 1Bo

Min

2 T T T S

ro

ESR-3187 | Mo

IN

DESIGN INFORM

Minimum Embed

Maximum Embed

Tem

pera

ture

ra

nge

A2

CharactstrengthconcreteCharactstrengthuncrack

Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Per

mis

sibl

e in

stal

latio

n co

nditi

ons

Dry conc

Water saconcrete

Reduction for sei


ond strength valuesMPa) and 8,000 psi ncreased by a factoemperature range

Temperature range Temperature range Short term elevatedoughly constant ove

ost Widely Acc

Fr

TABLE 13—HOLES DRILLE

MATION S

ment

dment

eristic bond h in cracked e eristic bond

h in ed concrete eristic bond

h in cracked e eristic bond



h in ed concrete

crete C

aturated e

C

smic tension

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

s correspond to co(55.2 MPa) [minim

or of (f’c / 2,500)0.1 [A: Maximum short B: Maximum short C: Maximum shortconcrete temperat


cepted and Trus

ractional Reinfo

—BOND STRENGED WITH A HAM

Symbol Units

hef,min in.

(mm)

hef,max in.

(mm)

k,cr

psi

(MPa)

k,uncr

psi

(MPa)

k,cr

psi

(MPa)

k,uncr

psi

(MPa)

k,cr psi

(MPa)

k,uncr psi

(MPa)

Anchor Category -

d -

Anchor Category -

ws -

N,seis -

N, 1 psi = 0.006897nches, 1 N = 0.224

ncrete compressivemum of 24 MPa is re[For SI: (f'c / 17.2)0.1



sted

orcing Bars

GTH DESIGN INFMMER DRILL AN

#3

23/8 (60) 71/2

(191)

1,080

) (7.4)

1,560

) (10.8)

990

) (6.8)

1,435

) (9.9)

845

) (5.8)

1,230

) (8.5)

7 MPa. 48 lbf, 1 MPa = 145

e strength f′c = 2,50equired under ADIB1]. See Section 4.1= 130°F (55°C), Ma= 176°F (80°C), M= 248°F (120°C), Mt occur over brief in

Bond Stre

FORMATION FOND CARBIDE BI

#4 #5

23/4 31/8(70) (7910 121/

(254) (318

1,080 1,09

(7.4) (7.5

1,560 1,56

(10.8) (10.8

995 100

(6.9) (6.9

1,435 1,43

(9.9) (9.9

850 855

(5.9) (5.9

1,230 1,23

(8.5) (8.5

0.8

5.0 psi

00 psi (17.2 MPa). BC Appendix L, Se.4 of this report for aximum long term taximum long term Maximum long termntervals, e.g., as a

ngth C

Hilti H

OR FRACTIONAT (OR HILTI HO

Nominal reinfo

5 #6

8 31/2 9) (89) /2 15 8) (381)

90 1,090

5) (7.5)

60 1,560

8) (10.8)

00 1005

9) (6.9)

35 1,435

9) (9.9)

5 855

9) (5.9)

30 1,230

5) (8.5)

0.

2

0.

For concrete compection 5.1.1], the tab

bond strength detetemperature = 110temperature = 110


Carbide Bit or

Hollow Carbide B

AL REINFORCINOLLOW CARBID

orcing bar size

#7

31/2 (89) (171/2 (445) (

835

(5.7) (

1,560 1

(10.8) (1

770

(5.3) (

1,435 1

(9.9) (

660

(4.5) (

1,230 1

(8.5) (

1

65

2

55

0.85

pressive strength, fbulated characterisermination.


Pag

Bit

NG BARS DE DRILL BIT)1

#8 #9

4 41/2102) (114)20 221/2

508) (572)

840 850

(5.8) (5.9)

,560 1,560

10.8) (10.8)

775 780

(5.3) (5.4)

,435 1,435

(9.9) (9.9)

665 665

(4.6) (4.6)

,230 1,230

(8.5) (8.5)

0.90 0.95

f’c, between 2,500 pstic bond strength m

oncrete temperatur

ge 23 of 45

#10

5 (127)

25 (635)

850

(5.9)

0 1,560

) (10.8)

780

(5.4)

5 1,435

(9.9)

670

(4.6)

0 1,230

(8.5)

1.0

psi (17.2 may be

res are

E

D

M

M

Pe

rmis

sib

le

R

FoFo 1 B

Min

2 T T T S

ro

ESR-3187 | Mo

IN

DESIGN INFORM

Minimum Embed

Maximum Embed

Tem

pera

ture

ra

nge

A2


Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Pe

rmis

sib

le

inst

alla

tion

cond

ition

s

Dry andsaturate

Reduction for sei


Bond strength valueMPa) and 8,000 psi ncreased by a factoemperature range


ost Widely Acc

F

TABLE 14HOLES DRILLE

MATION S

ment

dment






h in ed concrete

water ed concrete

C

smic tension

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

es correspond to co(55.2 MPa) [minim

or of (f’c / 2,500)0.1 [A: Maximum short B: Maximum short C: Maximum shortconcrete temperat


cepted and Trus

Fractional Threa

4—BOND STRENED WITH A HAM

Symbol Units

hef,min in.

(mm)

hef,max in.

(mm)

k,cr

psi

(MPa)

k,uncr

psi

(MPa)

k,cr

psi

(MPa)

k,uncr

psi

(MPa)

k,cr psi

(MPa)

k,uncr psi

(MPa)

Anchor Category -

d, ws -

N,seis -

N, 1 psi = 0.006897nches, 1 N = 0.224

oncrete compressivmum of 24 MPa is re[For SI: (f'c / 17.2)0.1



sted

aded Rod

NGTH DESIGN IMMER DRILL AN

3/8

23/8 (60) 71/2

(191)

1,045

) (7.2)

2,220

) (15.3)

1,045

) (7.2)

2,220

) (15.3)

855

) (5.9)

1,820

) (12.6)

0.88

7 MPa. 48 lbf, 1 MPa = 145

ve strength f′c = 2,5equired under ADIB1]. See Section 4.1= 130°F (55°C), Ma= 176°F (80°C), M= 248°F (120°C), Mt occur over brief in

Bond Stre

INFORMATION ND CARBIDE BI

1/2

23/4 (70) 10

(254)

1,135

(7.8)

2,220

(15.3)

1,135

(7.8)

2,220

(15.3)

930

(6.4)

1,820

(12.6)

1.0

5.0 psi

00 psi (17.2 MPa).BC Appendix L, Se.4 of this report for aximum long term taximum long term Maximum long termntervals, e.g., as a

ngth C

Hilti H

FOR FRACTIONT (OR HILTI HO

Nominal rod 5/8

3

31/8 3(79) (8121/2 1(318) (38

1,170 1,2

(8.1) (8

2,220 2,2

(15.3) (15

1,170 1,2

(8.1) (8

2,220 2,2

(15.3) (15

960 1,0

(6.6) (7

1,820 1,8

(12.6) (12

0.

1.0 1

For concrete comection 5.1.1], the tab



Carbide Bit or

Hollow Carbide B

NAL THREADEDOLLOW CARBID

diameter (in.) 3/4

7/8 1/2 31/2

89) (89) 15 171/281) (445)

260 1,290

8.7) (8.9)

220 2,220

5.3) (15.3

260 1,290

8.7) (8.9)

220 2,220

5.3) (15.3

035 1,055

7.1) (7.3)

820 1,820

2.6) (12.6

1

65

.0 1.0

pressive strength, bulated characterisermination.


Pag

Bit

D ROD DE DRILL BIT)1

1

4 (102)

20 ) (508)

0 1,325

(9.1)

0 2,220

) (15.3)

0 1,325

(9.1)

0 2,220

) (15.3)

5 1,085

(7.5)

0 1,820

) (12.6)

0.97

f’c, between 2,500 stic bond strength m

oncrete temperatur

ge 24 of 45

11/4

5 (127)

25 (635)

1,380

(9.5)

2,220

(15.3)

1,380

(9.5)

2,220

(15.3)

1,130

(7.8)

1,820

(12.6)

1.0

psi (17.2 may be

res are

E

D

R

R

ISO

898

-1

ISO

898

-1

ISO

350

6-1

Cla

ss

D

N

B

DIN

488

BS

t55

0/50

0

FoFo 1 Va

w2 Fo

cobr3 A

ESR-3187 | Mo

TABL

DESIGN INFORMA

Rod Outside Diame

Rod effective cross-

Cla

ss 5

.8

Nominal strensteel strength

Reduction for

Strength redu

Strength redu

Cla

ss 8

.8 Nominal stren

steel strength

Reduction for

Strength redu

Strength redu

A4

Sta

inle

ss3 Nominal stren

steel strength

Reduction for

Strength redu

Strength redu

DESIGN INFORMA

Nominal bar diamet

Bar effective cross-s

DIN

488

BS

t 55

0/50

0

Nominal strensteel strength

Reduction for

Strength redu

Strength redu


alues provided for washers must be apor use with the loadombinations of ACIrittle steel element.A4-70 Stainless (M

ost Widely Acc

E 15—STEEL D

ATION

eter

-sectional area

ngth as governed bh

r seismic shear

uction factor for ten

uction factor for she

ngth as governed bh

r seismic shear



ngth as governed bh

r seismic shear



ATION

ter

sectional area

ngth as governed bh

r seismic shear



mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

common rod materppropriate for the rod combinations of II 318-11 Appendix .

M8- M24); A4-502 S

cepted and Trus

Metric

ESIGN INFORM

Symbol

d

Ase

by Nsa

Vsa

V,seis

sion2

ear2

by Nsa

Vsa

V,seis

sion2

ear2

by Nsa

Vsa

V,seis

sion2

ear2

Symbol

d

Ase

by Nsa

Vsa

V,seis

sion2

ear2

N, 1 psi = 0.006897nches, 1 N = 0.224

rial types are basedod. BC Section 1605.2C are used, the ap

Stainless (M27- M3

sted

Threaded Rod aReinforcing B

MATION FOR ME

Units 10

mm 10

(in.) (0.39)

mm2 58.0

(in.2) (0.090)

kN 29.0

(lb) (6,519)

kN 14.5

(lb) (3,260)

-

-

-

kN 46.5

(lb) (10,431)

kN 23.0

(lb) (5,216)

-

-

-

kN 40.6

(lb) (9,127)

kN 20.3

(lb) (4,564)

-

-

-

Units 10

mm 10.0

(in.) (0.394)

mm2 78.5

(in.2) (0.122)

kN 43.0

(lb) (9,711)

kN 26.0

(lb) (5,827)

-

-

-

7 MPa. 48 lbf, 1 MPa = 145

d on specified stren


0)

and EU Metric Bars

ETRIC THREAD

12

12

(0.47)

84.3

(0.131)

42.0

(9,476)

25.5

(5,685)

67.5

) (15,161)

40.5

(9,097)

59.0

(13,266)

35.4

(7,960)

12

12.0

(0.472) (0

113.1 1

(0.175) (0

62.0

(13,984) (1

37.5

(8,390) (1

5.0 psi

ngths and calculate


Steel St

ED ROD AND E

Nominal rod

16

16

(0.63)

157

(0.243) (

78.5

(17,647) (2

47.0

(10,588) (1

125.5

(28,236) (4

75.5

(16,942) (2

109.9

(24,706) (3

65.9

(14,824) (2

Reinfor

14 16

14.0 16.0

0.551) (0.630)

153.9 201.1

0.239) (0.312)

84.5 110.5

9,034) (24,860

51.0 66.5

1,420) (14,916

ed in accordance w


trength

EU METRIC REIN

d diameter (mm)1

20 24

20 24

(0.79) (0.9

245 353

(0.380) (0.54

122.5 176

27,539) (39,6

73.5 106

16,523) (23,8

0.70

0.65

0.60

196.0 282

44,063) (63,4

117.5 169

26,438) (38,0

0.70

0.65

0.60

171.5 247

38,555) (55,5

102.9 148

23,133) (33,3

0.70

0.65

0.60

rcing bar size

20

20.0

) (0.787)

314.2

) (0.487)

173.0

0) (38,844) (

103.0

6) (23,307) (

0.70

0.65

0.60

with ACI 318-11 Eq

318-14 17.3.3 or Awith ACI 318-11 D

Pag

NFORCING BAR

4 27

4 27

94) (1.06)

3 459

47) (0.711)

6.5 229.5

679) (51,594)

6.0 137.5

807) (30,956)

2.5 367.0

486) (82,550)

9.5 220.5

092) (49,530)

7.1 183.1

550) (41,172)

8.3 109.9

330) (24,703)

25 28

25.0 28.0

(0.984) (1.102

490.9 615.8

(0.761) (0.954

270.0 338.5

(60,694) (76,13

162.0 203.0

(36,416) (45,68

. (D-2) and Eq. (D-


ge 25 of 45

RS

30

30

(1.18)

561

(0.870)

280.5

(63,059)

168.5

(37,835)

449.0

(100,894)

269.5

(60,537)

223.8

(50,321)

134.3

(30,192)

32

0 32.0

2) (1.260)

8 804.2

4) (1.247)

5 442.5

35) (99,441)

0 265.5

81) (59,665)

29). Nuts and


E

D

M

M

M

M

M

D

M

M

M

M

M

Cs(f

Ec

Eu

StemSsm

FoFo 1 A2 V3 F4 d

ESR-3187 | Mo

M

TABLE 16—COIN

DESIGN INFORM

Minimum Embed

Maximum Embed

Min. anchor spac

Min. edge distanc

Minimum concret

DESIGN INFORM

Minimum Embed

Maximum Embed

Min. anchor spac

Min. edge distanc

Minimum concret




Strength reductioension, concrete

modes, ConditionStrength reductioshear, concrete famodes, Condition


Additional setting infValues provided for For installations withd0 = hole diameter.

ost Widely Acc

Metric ThreadedReinfo

ONCRETE BREAHOLES DRILLE

MATION S

ment

dment

cing3

ce3

te thickness

MATION S

ment

dment

cing3

ce3

te thickness

ance –

oncrete)

ctor for e

ctor for ete

on factor for e failure n B2 on factor for ailure n B2

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

formation is describpost-installed anch

h 13/4-inch edge dis

cepted and Trus

d Rod and EU Mrcing Bars

AKOUT DESIGNED WITH A HAM

Symbol Units

hef,min mm

(in.)

hef,max mm

(in.)

smin mm

(in.)

cmin -

hmin mm

(in.)

Symbol Units

hef,min mm

(in.)

hef,max mm

(in.)

smin mm

(in.)

cmin -

hmin mm

(in.)

cac -

kc,cr

SI

(in-lb)

kc,uncr

SI

(in-lb)

-

-

N, 1 psi = 0.006897nches, 1 N = 0.224

bed in Figure 9, Mahors installed undestance, refer to Sec

sted

etric Conc

N INFORMATIONMMER DRILL AN

10

60

(2.4)

200

(7.9)

50

(2.0)

5d; or see S

hef + 30

(hef + 11/4)

10

60

(2.4)

200

(7.9)

50

(2.0)

5d; or see

hef + 30

(hef + 11/4)

7 MPa. 48 lbf, 1 MPa = 145

anufacturers Printer Condition B witho

ction 4.1.9.2 for spa

crete Breakout

N FOR METRIC TND CARBIDE BI

12

70

(2.8)

240

(9.4)

60

(2.4)

Section 4.1.9.2 of

12 14

70 75

(2.8) (3.0

240 280

(9.4) (11.0

60 80

(2.4) (3.2

Section 4.1.9 of

S

5.0 psi

ed Installation Instruout supplementary acing and maximum

Strength

THREADED ROT (OR HILTI HO

Nominal rod d

16 2

80 9

(3.1) (3

320 40

(12.6) (15

80 10

(3.2) (3

f this report for d

Reinforcin

4 16

5 80

0) (3.1)

0 320

0) (12.6)

0 100

2) (3.9)

this report for de

See Section 4.1.1

7

(1

1

(2

0.

0.

uctions (MPII).

reinforcement as dm torque requireme

Carbide BHilti Hollow C

OD AND EU METOLLOW CARBID

diameter (mm)

20 24

90 96

3.5) (3.8)

00 480

5.7) (18.9)

00 120

3.9) (4.7)

design with reduc

hef + 2do(4)

ng bar size

20

90

(3.5) (

400

(15.7) (1

120

(4.7) (

esign with reduce

hef + 2do(4)

10.2 of this repor

7.1

17)

10

24)

65

70

defined in ACI 318-ents.

Pag

Bit or Carbide Bit

TRIC REINFORCDE DRILL BIT)1

27

108

(4.3)

540

) (21.3)

135

(5.3)

ced minimum edg

25 28

100 112

(3.9) (4.4)

500 560

19.7) (22.0)

135 140

(5.3) (5.5)

ed minimum edg

rt.

-14 17.3.3 or ACI 3

ge 26 of 45

CING BARS

30

120

(4.7)

600

(23.6)

150

(5.9)

ge distances

32

128

(5.0)

640

) (25.2)

160

(6.3)

e distances

18-11 D.4.3.

E

D

M

M

R

FoFo 1 B

Min

2 T T T S

ro

ESR-3187 | Mo

IN

DESIGN INFORM

Minimum Embed

Maximum Embed

Tem

pera

ture

ra

nge

A2


Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Per

mis

sibl

e In

stal

latio

n C

ondi

tions

Dry conc

Water saconcrete

Reduction for sei




ost Widely Acc

E

TABLE 17—HOLES DRILLE

MATION S

ment

dment






h in ed concrete

crete C

aturated e

C

smic tension

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in


or of (f'c / 2,500)0.1 [A: Maximum short B: Maximum short C: Maximum shortconcrete temperat


cepted and Trus

EU Metric Reinfo

—BOND STRENED WITH A HAM

Symbol Units

hef,min mm (in.)

hef,max mm (in.)

k,cr

MPa

(psi)

k,uncr

MPa

(psi)

k,cr

MPa

(psi)

k,uncr

MPa

(psi)

k,cr MPa

(psi)

k,uncr MPa

(psi)

Anchor Category -

d -

Anchor Category -

ws -

N,seis -

N, 1 psi = 0.006897nches, 1 N = 0.224

oncrete compressivmum of 24 MPa is re

For SI: (f'c / 17.2)0.1



sted

orcing Bars

GTH DESIGN INMMER DRILL AN

10

60 (2.4) 200 (7.9)

7.4

(1,075)

10.8

(1,560)

6.8

(990)

9.9

(1,435)

5.8

(845)

8.5

(1,230)

7 MPa. 48 lbf, 1 MPa = 145


Bond Strength

NFORMATION FND CARBIDE BI

12 14

70 75(2.8) (3.0240 280(9.4) (11.0

7.5 7.5

(1,080) (1,08

10.8 10.8

(1,560) (1,56

6.9 6.9

(995) (995

9.9 9.9

(1,435) (1,43

5.9 5.9

(850) (850

8.5 8.5

(1,230) (1,23

0.8

5.0 psi


h Ca

Hilti Ho

FOR EU METRICT (OR HILTI HO

Reinforcin

4 16

5 80 0) (3.1) 0 320 0) (12.6)

5 7.5

85) (1,090)

8 10.8

60) (1,560)

9 6.9

5) (1000)

9 9.9

35) (1,435)

9 5.9

0) (855)

5 8.5

30) (1,230)

0.

2

0.

8


bond strength detetemperature =110°temperature = 110


arbide Bit or ollow Carbide Bi

C REINFORCINGOLLOW CARBID

ng bar size

20

90 (3.5) (400

(15.7) (1

7.5

(1,095) (

10.8 1

(1,560) (1

6.9

(1005) (

9.9

(1,435) (1

5.9

(860) (

8.5

(1,230) (1

1

65

2

55

pressive strength, bulated characterisermination. °F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co

Pag

it

G BARS DE DRILL BIT)1

25 28

100 112(3.9) (4.4)500 56019.7) (22.0)

5.8 5.8

840) (845)

10.8 10.8

,560) (1,560

5.3 5.4

770) (775)

9.9 9.9

,435) (1,435

4.6 4.6

660) (665)

8.5 8.5

,230) (1,230

0.85 0.90

f'c, between 2,500 stic bond strength m

oncrete temperatur

ge 27 of 45

32

128 (5.0) 640

) (25.2)

5.9

(850)

10.8

0) (1,560)

5.4

(785)

9.9

5) (1,435)

4.6

(670)

8.5

0) (1,230)

1.00

psi (17.2 may be

res are

E

D

M

M

Pe

rmis

sib

le

R

FoFo 1 B

Min

2 T T T S

ro

ESR-3187 | Mo

IN

DESIGN INFORM

Minimum Embed

Maximum Embed

Tem

pera

ture

ra

nge

A2


Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Pe

rmis

sib

le

Inst

alla

tion

Con

ditio

ns

Dry andsaturate

Reduction for sei




ost Widely Acc

TABLE HOLES DRILLE

MATION S

ment

dment






h in ed concrete

water ed concrete

C

smic tension

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in




cepted and Trus

Metric Thread

18—BOND STRED WITH A HAM

Symbol Units

hef,min mm

(in.)

hef,max mm

(in.)

k,cr

MPa

(psi)

k,uncr

MPa

(psi)

k,cr

MPa

(psi)

k,uncr

MPa

(psi)

k,cr MPa

(psi)

k,uncr MPa

(psi)

Anchor Category -

d, ws -

N,seis -

N, 1 psi = 0.006897nches, 1 N = 0.224


For SI: (f'c / 17.2)0.1



sted

ded Rod

RENGTH DESIGMMER DRILL AN

10

60

(2.4)

200

(7.9)

7.3

(1,055)

15.3

(2,220)

7.3

(1,055)

15.3

(2,220)

6.0

(865)

12.6

(1,820)

0.88

7 MPa. 48 lbf, 1 MPa = 145


Bond Strength

GN INFORMATIOND CARBIDE BI

12

70

(2.8)

240

(9.4)

7.6

(1,105) (

15.3

(2,220) (

7.6

(1,105) (

15.3

(2,220) (

6.3

(905)

12.6

(1,820) (

0.88

5.0 psi


h Ca

Hilti Ho

ON FOR METRICT (OR HILTI HO

Nominal rod d

16 2

80 9

(3.1) (3

320 40

(12.6) (15

8.1 8

(1,170) (1,2

15.3 15

(2,220) (2,2

8.1 8

(1,170) (1,2

15.3 15

(2,220) (2,2

6.6 7

(960) (1,0

12.6 12

(1,820) (1,8

0.

1.0 1




arbide Bit or ollow Carbide Bi

C THREADED ROLLOW CARBID

diameter (mm)

20 24

90 96

3.5) (3.8)

00 480

5.7) (18.9

8.8 9.0

270) (1,305

5.3 15.3

220) (2,220

8.8 9.0

270) (1,305

5.3 15.3

220) (2,220

7.2 7.4

040) (1,070

2.6 12.6

820) (1,820

1

65

.0 0.97



Pag

it

ROD DE DRILL BIT)1

27

108

(4.3)

540

) (21.3)

9.2

5) (1,340)

15.3

0) (2,220)

9.2

5) (1,340)

15.3

0) (2,220)

7.6

0) (1,095)

12.6

0) (1,820)

0.97


oncrete temperatur

ge 28 of 45

30

120

(4.7)

600

(23.6)

9.4

(1,365)

15.3

(2,220)

9.4

(1,365)

15.3

(2,220)

7.7

(1,120)

12.6

(1,820)

0.97

psi (17.2 may be

res are

E

D

N

B

CS

AG

30

FoFo 1 Fele

D

E

Ec

M

M

M

M

M

C(fScSc

FoFo1 Ades2 V3 F4 d

ESR-3187 | Mo

DESIGN INFORM

Nominal bar diam

Bar effective cros

CS

A G

30

Nominal strestrength

Reduction fo

Strength red

Strength red


or use with the loadement.

TABIN

DESIGN INFORM

Effectiveness fac

Effectiveness facconcrete

Minimum Embed

Maximum Embed

Min. bar spacing3

Min. edge distanc

Minimum concret

Critical edge distafor uncracked co

Strength reductioconcrete failure mStrength reductioconcrete failure mr SI: 1 inch ≡ 25.4 r pound-inch units:

Additional setting infscribed in Figure 9

Values provided for For installations withd0 = hole diameter.

ost Widely Acc

TABLE 19

MATION

meter

ss-sectional area

ength as governe

or seismic shear

duction factor for

duction factor for

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

d combinations of A

Canadian R

BLE 20—CONCHOLES DRILLE

MATION

ctor for cracked c

ctor for uncracked

ment

dment

3

ce3

te thickness

ance – splitting oncrete) on factor for tensimodes, Conditionon factor for sheamodes, Conditionmm, 1 lbf = 4.448 N 1 mm = 0.03937 in

formation is , Manufacturers Prpost-installed anch


cepted and Trus

Ca

9—STEEL DESI

S

a

ed by steel

r

r tension1

r shear1

N, 1 psi = 0.006897nches, 1 N = 0.224

ACI 318-14 5.3 or A

einforcing Bars

CRETE BREAKOED WITH A HAM

Sym

concrete k

d kc

he

he

s

c

h

c

ion, n B2 ar, n B2 N, 1 psi = 0.006897nches, 1 N = 0.224

rinted Installation Inhors installed undestance, refer to Sec

sted

anadian Reinfor

GN INFORMATI

Symbol Units

d mm

(in.)

Ase mm2

(in.2)

Nsa kN

(lb)

Vsa kN

(lb)

V,seis -

-

-

7 MPa. 48 lbf, 1 MPa = 145

ACI 318-11 9.2, as

s Con

OUT DESIGN INFMMER DRILL AN

mbol Units

kc,cr SI

(in-lb)

c,uncr SI

(in-lb)

ef,min mm (in.)

ef,max mm (in.)

smin mm (in.)

cmin mm (in.)

hmin mm (in.)

cac -

-

-

7 MPa. 48 lbf, 1 MPa = 145

nstructions (MPII).

r Condition B withoction 4.1.9.2 for spa

rcing Bars

ION FOR CANA

10 M

11.3

(0.445)

100.3

(0.155)

54.0

(12,175)

32.5

(7,305)

5.0 psi

set forth in ACI 31

crete Breakout

FORMATION FOND CARBIDE BI

10 M

70 (2.8) 226 (8.9) 57

(2.2)

5d; or see Se

hef + 30 (hef + 11/4)

5.0 psi

out supplementary acing and maximum

Steel Stren

ADIAN METRIC R

15 M

16.0

(0.630)

201.1

(0.312)

108.5

(24,408)

65.0

(14,645)

8-14 17.3.3 or ACI

Strength

OR CANADIAN MT (OR HILTI HO

15 M

80 (3.1) 320

(12.6) 80

(3.1)

ection 4.1.9.2 of

See Secti

reinforcement. m torque requireme

ngth

REINFORCING

Bar size

20 M

19.5

(0.768)

298.6

(0.463)

161.5

(36,255)

97.0

(21,753)

0.70

0.65

0.60

I 318-11 D.4.3. Val

Carbide Hilti Hollow C

METRIC REINFOOLLOW CARBID

Bar size

20 M 7.1 (17) 10

(24) 90

(3.5) 390

(15.4) 98

(3.8)

this report for deedge distances

hef + 2

on 4.1.10.2 of th

0.65

0.70

ents.

Pag

BARS

25 M

25.2

(0.992)

498.8

(0.773)

270.0

(60,548)

161.5

(36,329)

lues correspond to

Bit or

Carbide Bit

ORCING BARSDE DRILL BIT)1

25 M

101 (4.0) 504

(19.8) 126 (5.0)

esign with reduce

2do(4)

his report.

ge 29 of 45

30 M

29.9

(1.177)

702.2

(1.088)

380.0

(85,239)

227.5

(51,144)

a brittle steel

30 M

120 (4.7) 598

(23.5) 150 (5.9)

ed minimum

E

D

M

M

R

FoFo 1 B

Min

2 T T T S

ro

ESR-3187 | Mo

IN

DESIGN INFORM

Minimum Embed

Maximum Embed

Tem

pera

ture

ra

nge

A2

Charactstrengthconcrete

Charactstrengthuncrack

Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Per

mis

sibl

e in

stal

latio

n co

nditi

ons

Dry conc

Water saconcrete

Reduction for sei




ost Widely Acc

Canadian R

TABLE 21—BOHOLES DRILLE

MATION S

ment

dment

eristic bond h in cracked e

eristic bond h in ed concrete eristic bond




h in ed concrete

crete C

aturated e

C

smic tension

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in




cepted and Trus

Reinforcing Bar

ND STRENGTHED WITH A HAM

Symbol Units

hef,min mm

(in.)

hef,max mm

(in.)

k,cr

MPa

(psi)

k,uncr

MPa

(psi)

k,cr

MPa

(psi)

k,uncr MPa

(psi)

k,cr

MPa

(psi)

k,uncr MPa

(psi)

Anchor Category

-

d -

Anchor Category -

ws -

N,seis -

N, 1 psi = 0.006897nches, 1 N = 0.224


For SI: (f'c / 17.2)0.1



sted

rs

H DESIGN INFORMMER DRILL AN

10 M

70

(2.8)

226

(8.9)

7.4

(1,075)

10.8

(1,560)

6.8

(990)

9.9

(1,435)

5.8

(845)

8.5

(1,230)

7 MPa. 48 lbf, 1 MPa = 145


Bond Streng

RMATION FOR CND CARBIDE BIT

15 M

80

(3.1)

320

(12.6

7.5

(1,085

10.8

(1,560

6.9

(995)

9.9

(1,435

5.9

(850)

8.5

(1,230

0.8

5.0 psi


gth

CANADIAN METT (OR HILTI HO

Bar

M 20

9

) (3

39

) (15

7

5) (1,0

10

0) (1,5

6

) (10

9

5) (1,4

5

) (86

8

0) (1,2

0.

2

0.




Carbide BHilti Hollow Ca

TRIC REINFORCOLLOW CARBID

size

0 M

90

3.5)

90

5.4)

7.5

095)

0.8

560) (

6.9

005)

9.9

435) (

5.9

60)

8.5

230) (

1

65

2

55



Pag

Bit or arbide Bit

CING BARS DE DRILL BIT) 1

25 M

101

(4.0)

504

(19.8)

5.8

(840)

10.8

(1,560)

5.3

(775)

9.9

(1,435)

4.6

(660)

8.5

(1,230)

0.85


oncrete temperatur

ge 30 of 45

30 M

120

(4.7)

598

(23.5)

5.9

(850)

10.8

(1,560)

5.4

(780)

9.9

(1,435)

4.6

(670)

8.5

(1,230)

0.97

psi (17.2 may be

res are

E

DEIN

HI

HI

Bose

HIcro

AS

TM

A19

3B

7A

ST

M A

193

IS

O 8

98-1

IS

O 3

506

-1 C

lass

Resh

Stfor

Stfor

For For 1 Va

wa2 Fo

ele3 Fo

31

ESR-3187 | Mo

TABLE 2

ESIGN NFORMATION

IS Insert O.D.

IS insert length

olt effective crossectional area

IS insert effectiveoss-sectional are

AS

TM

A19

3 B

7 Nominal ste

strength – AA193 B73 boscrew

Nominal stestrength – HIS-N inser

Gra

de

B8M

SS

Nominal stestrength – AA193 GradeSS bolt/cap

Nominal stestrength – HIS-RN inse

Cla

ss 8

.8

Nominal stestrength – IS898-1 Classbolt/cap scre

Nominal stestrength – HIS-N inser

A4-

70 S

tain

less

Nominal stestrength – IS3506-1 Clas70 Stainlessbolt/cap scre

Nominal stestrength – HIS-RN inse

eduction for seishear

trength reductionr tension2

trength reductionr shear2

SI: 1 inch ≡ 25.4 mpound-inch units: 1

alues provided for cashers must be appr use with the load

ement for the HIS inr the calculation of 8-11 D.4.3 can be

ost Widely Acc

22—STEEL DES

Symbo

D

L

s-Ase

e ea

Ainsert

eel ASTM olt/cap

Nsa

Vsa

eel

t Nsa

eel ASTM e B8M

screw

Nsa

Vsa

eel

ert Nsa

eel SO s 8.8 ew

Nsa

Vsa

eel

t Nsa

eel SO ss A4-s ew

Nsa

Vsa

eel

ert Nsa

mic V,seis

n factor

n factor

mm, 1 lbf = 4.448 N1 mm = 0.03937 inc

common rod materipropriate for the rodcombinations of A

nsert. f the design steel stused.

cepted and Trus

FractionaIn

IGN INFORMAT

l Units

Nom

3/8

in. 0.65

(mm) (16.5

in. 4.33

(mm) (110in.2 0.07

(mm2) (50in.2 0.17

(mm2) (115

lb 9,69

(kN) (43.

lb 5,81

(kN) (25.9

lb 12,65

(kN) (56.3

lb 8,52

(kN) (37.9

lb 5,11

(kN) (22.8

lb 17,16

(kN) (76.3

lb -

(kN) -

lb -

(kN) -

lb -

(kN) -

lb -

(kN) -

lb -

(kN) -

lb -

(kN) -

-

-

-

, 1 psi = 0.006897Mches, 1 N = 0.2248

al types based on sd.

ACI 318-14 5.3 or A

trength in tension a

sted

al and Metric HInternal Threade

TION FOR FRAC

minal Bolt/Cap S

(in.) Frac

1/2

5 0.81

5) (20.5)

3 4.92

0) (125) 75 0.1419

0) (92) 78 0.243 5) (157)

90 17,740

1) (78.9)

15 10,645

9) (47.3)

50 16,195

3) (72.0)

25 15,610

9) (69.4)

15 9,365

8) (41.7)

65 23,430

3) (104.2)

-

-

-

-

-

-

-

-

-

-

-

-

0.70

0.65

0.60

MPa. 8 lbf, 1 MPa = 145.0

specified strengths

ACI 318-11 9.2, as s

and shear for the bo

S-N and HIS-RNed Insert

CTIONAL AND M

Screw Diameter

ctional 5/8

3/4

1.00 1.09

(25.4) (27.6

6.69 8.07

(170) (2050.2260 0.334(146) (2160.404 0.410(260) (265

28,250 41,81

(125.7) (186.0

16,950 25,09

(75.4) (111.6

26,925 27,36

(119.8) (121.7

24,860 36,79

(110.6) (163.7

14,915 22,07

(66.3) (98.2

38,955 39,53

(173.3) (175.9

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

0

5

0

0 psi

s and calculated in

set forth in ACI 318

olt or screw, the f

N Steel Stren

METRIC HIS-N A

r

Units

9 mm 1

6) (in.) (0

7 mm

) (in.) (345 mm2 3) (in.2) (0.0 mm2 5) (in.2) (0.

5 kN

0) (lb)

90 kN

6) (lb)

60 kN

7) (lb)

95 kN

7) (lb)

75 kN

2) (lb)

35 kN

9) (lb)

kN 2

(lb) (6,

kN 1

(lb) (3,

kN 2

(lb) (5,

kN 2

(lb) (5,

kN 1

(lb) (3,

kN 3

(lb) (8,

-

-

-

accordance with A

8-14 17.3.3 or ACI 3

factor for ductile ste

ngth

AND HIS-RN TH

Nominal Bo

(

8 10

2.5 16.5

0.49) (0.65)

90 110

3.54) (4.33) 36.6 58 .057) (0.090) 51.5 108 .080) (0.167)

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

29.5 46.5

,582) (10,431)

7.5 28.0

,949) (6,259)

25.0 53.0

,669) (11,894)

25.5 40.5

,760) (9,127)

5.5 24.5

,456) (5,476)

36.0 75.5

,099) (16,991)

ACI 318-11 Eq. (D-2

318-11 D.4.3. Valu

eel failure accordin

Pag

READED INSER

lt/Cap Screw Di

mm) Metric

12 16

20.5 25

(0.81) (1.0

125 17

(4.92) (6.684.3 15

(0.131) (0.2169.1 256

(0.262) (0.3

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

67.5 125

(15,161) (28,2

40.5 75

(9,097) (16,9

78.0 118

(17,488) (26,4

59.0 110

(13,266) (24,7

35.5 66

(7,960) (14,8

118.5 179

(26,612) (40,3

0.70

0.65

0.60

2) and Eq. (D-29). N

ues correspond to a

ng to ACI 318-14 17

ge 31 of 45

RTS1

iameter

6 20

.4 27.6

00) (1.09)

70 205

69) (8.07) 57 245 43) (0.380)

6.1 237.6 97) (0.368)

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

- -

5.5 196.0

236) (44,063)

.5 117.5

942) (26,438)

8.0 110.0

483) (24,573)

0.0 171.5

706) (38,555)

.0 103.0

824) (23,133)

9.5 166.5

300) (37,394)

Nuts and

a brittle steel

7.3.3 or ACI

E

DIN

Ec

Eu

Ed

M

M

Mth

Cs(f

SfofaC

SfofaC

FoFo 1 A2 V3 F

ESR-3187 | Mo

Fra

TABLE 23—COIN H

DESIGN NFORMATION



Effective embedmdepth

Min. anchor spac

Min. edge distanc



Strength reductioor tension, concrailure modes,

Condition B2

Strength reductioor shear, concretailure modes,

Condition B2


Additional setting infValues provided for For installations with

ost Widely Acc

actional and MetInternal Th

ONCRETE BREAHOLES DRILLE

Symb

ctor for e

kc,cr

ctor for ete

kc,unc

ment hef

cing3 smin

ce3 cmin

te hmin

ance –

oncrete) cac

on factor rete

on factor te

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in

formation is describpost-installed anch


cepted and Trus

tric HIS-N and Hhreaded Insert

AKOUT DESIGNED WITH A HAM

bol Units

No

r

in-lb

(SI)

cr

in-lb

(SI)

in. 4

(mm) (1

n in. 3

(mm) (

n in. 3

(mm) (

n in. 5

(mm) (1

- S

-

-

N, 1 psi = 0.006897nches, 1 N = 0.224

bed in Figure 9, Mahors installed undestance, refer to Sec

sted

HIS-RN Con

N INFORMATIOMER DRILL AN

ominal Bolt/Cap

(in.) Fra3/8

1/2

1

(7

2

(1

43/8 5

110) (125)

31/4 4

83) (102)

31/4 4

83) (102)

5.9 6.7

150) (170)

See Section 4.1.1

0.6

0.7

7MPa. 48 lbf, 1 MPa = 145

anufacturers Printer Condition B witho

ction 4.1.9.2 for spa

crete Breakout

N FOR FRACTIOD CARBIDE BIT

p Screw Diamet

actional 5/8

3/4

7

.1)

24

0)

63/4 81/8

(170) (205

5 51/2

(127) (140

5 51/2

(127) (140

9.1 10.6

(230) (270

10.2 of this repor

65

70

5.0 psi

ed Installation Instruout supplementary acing and maximum

Strength

ONAL AND METT (OR HILTI HOL

ter

Units

4

SI

(in-lb)

SI

(in-lb)

8 mm

5) (in.) (3

2 mm

0) (in.) (2

2 mm

0) (in.) (2

6 mm 1

0) (in.) (4

rt -

-

-

uctions (MPII).

reinforcement as dm torque requireme

Carbide Hilti Hollow C

TRIC HILTI HIS-LLOW CARBIDE

Nominal Bolt

(m

8 10

90 110

3.5) (4.3)

63 83

2.5) (3.25)

63 83

2.5) (3.25)

120 150

4.7) (5.9)

See Section

defined in ACI 318-ents.

Pag

Bit or Carbide Bit

-N AND HIS-RN E DRILL BIT)1

t/Cap Screw Dia

mm) Metric

12 16

7.1

(17)

10

(24)

125 170

(4.9) (6.7

102 127

(4.0) (5.0

102 127

(4.0) (5.0

170 230

(6.7) (9.1

4.1.10.2 of this

0.65

0.70

-14 17.3.3 or ACI 3

ge 32 of 45

INSERTS

ameter

20

0 205

7) (8.1)

7 140

0) (5.5)

7 140

0) (5.5)

0 270

) (10.6)

report

18-11 D.4.3.

E

DIN

Ed

H

Pe

rmis

sib

le

Rte

FoFo 1 B

Mino

2 T T T S

ro

ESR-3187 | Mo

TABLE 24—IN H

DESIGN NFORMATION

Effective embedmdepth

HIS Insert O.D.

Tem

pera

ture

ra

nge

A2

Charactbond strin crackconcreteCharactbond strin uncraconcrete

Tem

pera

ture

ra

nge

B2


Tem

pera

ture

ra

nge

C2


Pe

rmis

sib

le

inst

alla

tion

cond

ition

s

Dry andsaturateconcrete

Reduction for seiension


Bond strength valueMPa) and 8,000 psi ncreased by a factof this report for bonemperature range


ost Widely Acc

Fraction

—BOND STRENHOLES DRILLE

Symb

ment hef

D

eristic rength ed e

k,cr

eristic rength

acked e

k,unc

eristic rength ed e

k,cr

eristic rength

acked e

k,unc

eristic rength ed e

k,cr

eristic rength

acked e

k,unc

water ed e

AnchCatego

d

smic N,se

mm, 1 lbf = 4.448 N 1 mm = 0.03937 in


or of (f'c / 2,500)0.1 fnd strength determiA: Maximum short B: Maximum short C: Maximum shortconcrete temperat


cepted and Trus

nal and Metric HInternal Thread

GTH DESIGN INED WITH A HAM

bol Units

No

in. 4

(mm) (1

in. 0

(mm) (1

r psi 8

(MPa) (6

cr psi 1,

(MPa) (1

r psi 8

(MPa) (6

cr psi 1,

(MPa) (1

r psi 7

(MPa) (4

cr psi 1,

(MPa) (1

or ory -

-

eis -

N, 1 psi = 0.006897nches, 1 N = 0.224

oncrete compressivmum of 24 MPa is refor uncracked concination. term temperature term temperature


sted

HIS-N and HIS-Rded Insert

NFORMATION FMER DRILL AN

ominal Bolt/Cap

(in.) Fra3/8

1/2

43/8 5

110) (125)

0.65 0.81

6.5) (20.5)

870 890

6.0) (6.1)

,950 1,950

3.5) (13.5)

870 890

6.0) (6.1)

,950 1,950

3.5) (13.5)

715 730

4.9) (5.0)

,600 1,600

1.0) (11.0)

1

0.6

0.9

7 MPa. 48 lbf, 1 MPa = 145

ve strength f′c = 2,5equired under ADIBrete, [For SI: (f'c / 1

= 130°F (55°C), Ma= 176°F (80°C), M= 248°F (120°C), Mt occur over brief in

RN BondStreng

FOR FRACTIONAD CARBIDE BIT

p Screw Diamet

actional 5/8

3/4

63/4 81/8

(170) (205

1.00 1.09

(25.4) (27.6

910 920

(6.3) (6.3

1,950 1,95

(13.5) (13.5

910 920

(6.3) (6.3

1,950 1,95

(13.5) (13.5

750 755

(5.2) (5.2

1,600 1,60

(11.0) (11.0

1

65

95

5.0 psi

00 psi (17.2 MPa).BC Appendix L, Se7.2)0.1] and (f'c / 2,5

aximum long term taximum long term Maximum long termntervals, e.g., as a

d gth

CHilti H

AL AND METRIT (OR HILTI HOL

ter

Units

4

8 mm

5) (in.) (3

9 mm 1

6) (in.) (0

0 MPa 5

3) (psi) (8

50 MPa 1

5) (psi) (1,

0 MPa 5

3) (psi) (8

50 MPa 1

5) (psi) (1,

5 MPa 4

2) (psi) (6

00 MPa 1

0) (psi) (1,

-

-

-

For concrete comection 5.1.1], the tab500)0.3 for cracked

temperature =110°temperature = 110


Carbide Bit or Hollow Carbide B

C HILTI HIS-N ALLOW CARBIDE

Nominal Bolt

(m

8 10

90 110

3.5) (4.3)

2.5 16.5

0.49) (0.65)

5.9 6.0

850) (870)

3.5 13.5

,950) (1,950)

5.9 6.0

850) (870)

3.5 13.5

,950) (1,950)

4.8 4.9

695) (715)

1.0 11.0

,600) (1,600)

pressive strength, bulated characterisconcrete, [For SI:

°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co

Pag

Bit

AND HIS-RN INSE DRILL BIT)1

t/Cap Screw Dia

mm) Metric

12 16

125 170

(4.9) (6.7

20.5 25.4

(0.81) (1.00

6.1 6.3

(890) (910

13.5 13.5

(1,950) (1,95

6.1 6.3

(890) (910

13.5 13.5

(1,950) (1,95

5.0 5.2

(730) (750

11.0 11.0

(1,600) (1,60

1

0.65

0.95

f'c, between 2,500 stic bond strength m(f'c / 17.2)0.3]. See S

oncrete temperatur

ge 33 of 45

SERTS

ameter

20

0 205

7) (8.1)

4 27.6

0) (1.09)

3 6.3

0) (920)

5 13.5

50) (1,950)

3 6.3

0) (920)

5 13.5

50) (1,950)

2 5.2

0) (755)

0 11.0

00) (1,600)

psi (17.2 may be Section 4.1.4

res are

E

TABLE 25

DESIGN INFORM

Nominal bar diam

Nominal

Developmfor fy = 60= 2,500 pweight co

Developmfor fy = 60= 4,000 pweight co

For SI: 1 inFor pound-

1 Developm2 Developmcalculate d3 For sand-

4

b

tb

d

Kc

ESR-3187 | Mo

HILTI HIT

5—DEVELOPME

MATION

reinforcing meter

bar area

ment length 0 ksi and f’c psi (normal oncrete)3

ment length 0 ksi and f’c psi (normal oncrete) 3

nch ≡ 25.4 mm, 1 lb-inch units: 1 mm =

ment lengths valid fment lengths in SDC

evelopment length-lightweight concre

5.2

tr , t = 1.

ost Widely Acc

T-HY 200 FOIL P

ANCHORIN

ENT LENGTH F

Sy

mb

ol

Criteria SReferenc

db ASTM A

Ab ASTM A

ld ACI 318

ld ACI 318

bf = 4.448 N, 1 psi = 0.03937 inches, 1

for static, wind, andC C through F musts shall not exceed te, increase develo

0, e = 1.0, s = 0.

cepted and Trus

PACK AND MIXIN

NG ELEMENTS

FIGUR

OR U.S. CUSTO

Section of e Standard

A615/A706

A615/A706

-11 12.2.3

-11 12.2.3

= 0.006897 MPa. N = 0.2248 lbf, 1 M

d earthquake loads t comply with ACI 32,500 psi for post-

opment length by 3

8 for db ≤ #6, 1.0 fo

sted

NG NOZZLE

RE 6—HILTI HIT

OMARY UNIT REBIT OR HIL

Un

its

#

in. 0.3

(mm) (9.in2 0.

(mm2) (71

in. 12

(mm) (304

in. 12

(mm) (304

MPa = 145.0 psi

(SDC A and B). 318-14 Chapter 18 installed reinforcing3%, unless the pro

or db > #6.

HIL

T-HY 200 ANCHO

EINFORCING BALTI HOLLOW CA

#3 #4

375 0.500

.5) (12.7) 11 0.20 .3) (126.7)

2.0 14.4

4.8) (365.8)

2.0 12.0

4.8) (304.8)

or ACI 318-11 Chag bar applications i

ovisions of ACI 318-

LTI TE-CD OR T

ORING SYSTEM

ARS IN HOLES ARBIDE BIT1, 2, 4

#5

0.625 0

(15.9) (0.31

(197.9) (2

18.0

(457.2) (5

14.2

(361.4) (4

apter 21 and section SDCs C, D, E, a-14 25.4.2.4 or AC

HILTI DISPENS

TE-YD HOLLOW

M

DRILLED WITH

Bar size

#6 #7

0.750 0.875

(19.1) (22.2)0.44 0.60

285.0) (387.9

21.6 31.5

548.6) (800.1

17.1 24.9

433.7) (632.5

on 4.2.4 of this repond F.

CI 318-11 12.2.4 (d)

Pag

SER

W CARBIDE DRIL

H A HAMMER DR

#8

5 1.000

) (25.4) 0.79

9) (506.7)

36.0

1) (914.4)

28.5

5) (722.9)

ort. The value of f'c

) are met to permit

ge 34 of 45

LL BIT

RILL AND CARB

#9 #1

1.125 1.2

(28.6) (311.00 1.2

(644.7) (817

40.5 45

(1028.7) (114

32.0 35

(812.8) (904

used to

> 0.75.

BIDE

0

50

.8) 27 7.3)

.0

43)

.6

4.2)


TABLE 26—DEVELOPMENT LENGTH FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT 1, 2, 4

DESIGN INFORMATION

Sym

bo

l Criteria Section of Reference Standard U

nit

s Bar size

8 10 12 16 20 25 32

Nominal reinforcing bar diameter

db BS 4449: 2005 mm 8 10 12 16 20 25 32

(in.) (0.315) (0.394) (0.472) (0.630) (0.787) (0.984) (1.260)

Nominal bar area Ab BS 4449: 2005 mm2 50.3 78.5 113.1 201.1 314.2 490.9 804.2 (in2) (0.08) (0.12) (0.18) (0.31) (0.49) (0.76) (1.25)

Development length for fy = 72.5 ksi and f’c = 2,500 psi (normal weight concrete) 3

ld ACI 318-11 12.2.3 mm 305 348 417 556 871 1087 1392

(in.) (12.0) (13.7) (16.4) (21.9) (34.3) (42.8) (54.8)

Development length for fy = 72.5 ksi and f’c = 4,000 psi (normal weight concrete) 3

ld ACI 318-11 12.2.3

mm 305 305 330 439 688 859 1100

(in.) (12.0) (12.0) (13.0) (17.3) (27.1) (33.8) (43.3)

For SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi

1Development lengths valid for static, wind, and earthquake loads (SDC A and B). 2 Development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21 and section 4.2.4 of this report. The value of f'c used to calculate development lengths shall not exceed 2,500 psi for post-installed reinforcing bar applications in SDCs C, D, E, and F. 3 For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4 (d) are met to permit > 0.75.

4 5.2

b

trb

d

Kc , t = 1.0, e = 1.0, s = 0.8 for db < 20mm, 1.0 for db ≥ 20mm.

TABLE 27—DEVELOPMENT LENGTH FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT 1, 2, 4

DESIGN INFORMATION

Sym

bo

l

Criteria Section of Reference Standard U

nit

s Bar size

10M 15M 20M 25M 30M

Nominal reinforcing bar diameter

db CAN/CSA-G30.18 Gr. 400 mm 11.3 16.0 19.5 25.2 29.9

(in.) (0.445) (0.630) (0.768) (0.992) (1.177)

Nominal bar area Ab CAN/CSA-G30.18 Gr. 400 mm2 100.3 201.1 298.6 498.8 702.2

(in2) (0.16) (0.31) (0.46) (0.77) (1.09)

Development length for fy = 58 ksi and f’c = 2,500 psi (normal weight concrete) 3

ld ACI 318-11 12.2.3 mm 315 445 678 876 1041

(in.) (12.4) (17.5) (26.7) (34.5) (41.0)

Development length for fy = 58 ksi and f’c = 4,000 psi (normal weight concrete) 3

ld ACI 318-11 12.2.3

mm 305 353 536 693 823

(in.) (12.0) (13.9) (21.1) (27.3) (32.4)

For SI: 1 inch ≡ 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi 1 Development lengths valid for static, wind, and earthquake loads (SDC A and B). 2 Development lengths in SDC C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21 and section 4.2.4 of this report. The value of f'c used to calculate development lengths shall not exceed 2,500 psi for post-installed reinforcing bar applications in SDCs C, D, E, and F. 3 For sand-lightweight concrete, increase development length by 33%, unless the provisions of ACi 318-14 25.4.2.4 or ACI 318-11 12.2.4 (d) are met to permit > 0.75.

4 5.2

b

trb

d

Kc , t = 1.0, e = 1.0, s = 0.8 for db < 20M, 1.0 for db ≥20M.

E

S

ANSN

A

A

A

A

D

hschd

Cth

S

S

S

ESR-3187 | Mo

Specifications /

ASTM A193 GradNormal weight coSeismic Design CNo supplementar

ACI 318-11 D.1Assume maximum

material tempeAssume maximum

temperature < Assume installati

drilled holes. Assume concrete

service life of a

Dimensional Par

hef = 9.0s = 4.0ca,min = 2.5h = 12.d = 1/2

Calculation for tthis report

Step 1. Check mi

cmin = 2.5 in. <smin = 2.5 in. ≤hmin = hef + 1.

hef,min ≤ hef ≤

Step 2. Check ste

Single Ancho

Anchor Group

Or using Tab

Step 3. Check co

0Nc

Nccbg A

AN

ANc = (3 • hef

ANc0 = 9 • hef2

ec,N = 1.0 no

7.0Ned,

c,N = 1.0 un

Determine ca

From Table 1

,

unc

uncr d

k

acc efh

For ca,min < ca

, uncrcb kN

cbg

496N

729

Ncbg = 0.65 •

ost Widely Acc

Assumptions:

de B7 threaded roncrete, f’c = 4,00Category (SDC) Bry reinforcing in a1 will be providedm short term (diurature < 130° F. m long term base110° F. ion in dry concret

e will remain uncrnchorage.

rameters:

0 in. 0 in. 5 in. .0 in.

2 in.

the 2012, 2009 a

inimum edge dis

< ca,min = 2.5 in. ≤ s = 4.0 in. O25 in. = 9.0 + 1.2

≤ hef,max = 2.75 in

eel strength in te

or: Nsa = Ase • futa

p: Nsa = • n •

ble 11: Nsa = 0.

oncrete breakout

N,edN,ec

+ s)(1.5 • hef + ca

2 = 729 in2

o eccentricity of

.0h5.1

c3.0

ef

min,a

ncracked concret

c:

14: uncr = 1,670

'cefncr hd

f

0.4

3.11,160

uncr

ac cp,N

max

1' efc hf

1.0 0.76 1.0

• 12,715 = 8,265

cepted and Trus

rod 00 psi B accordance with d. urnal) base

e material

te and hammer-

racked for

and 2006 IBC in

stance, anchor sp

OK OK 25 = 10.25 in. ≤

n. ≤ 9 in. ≤ 10 in.

ension:

a = 0.1419 in2 • 1

• Ase • futa = 0.75

75 • 2 • 17,735 lb

t strength in tensi

bN,cpN,c N

a,min) = (3 • 9 + 4)

tension load with

95.1

5.23.07.

te assumed (kc,un

psi

,40.95.0

24

1 0.7 9ef

h

h

,min ;1.5a ef

ac

c h

c

5. 0.124

0.60 40,983

5 lb.

FIGURE 7—S

sted

accordance wi

pacing and mem

h = 12.0 OK

OK

125,000 psi = 17,

• 2 • 17,738 lb. =

b. = 26,603 lb.

ion:

)(13.5 + 2.5) = 49

h respect to tensi

0.76

cr = 24)

000 2,899 psi

0.41,670

91,160

max 2.5;1.5

22.6

5.19000,4 = 40

= 12,715 lb.

SAMPLE CALCU

th ACI 318-11 A

ber thickness:

,738 lb.

= 26,606 lb.

96 in2

ion-loaded ancho

i > 1,670 psi u

123.1 0.7

9

9 0.60

0,983 lb.

ULATION [POST

Appendix D and

ors

use 1,670 psi

= 22.6 in.

T-INSTALLED A

ACI 318-11 C

-

D.5.1Eq. (D

D.5.2Eq. (D

-

D.5.2.1 and

D.5.2

D.5.2.5 and E

D.5.2

-

D.5.2.7 and E

D.5.2.2 and

-

D.4.3

ANCHORS]

Pag

Code Ref.

1.2 D-2)

2.1 D-4)

Eq. (D-5)

2.4

Eq. (D-10)

2.6

S

Eq. (D-12)

Eq. (D-6)

(c)

ge 36 of 45

Report Ref.

Table 12 Table 14

Table 3 Table 11

-

-

-

-

-

Table 12

Section 4.1.10 Table 14

-

Table 12

-

Table 12


Step 4. Check bond strength in tension:

baNa,cpNa,edNa,ec0Na

Naag N

A

AN

D.5.5.1 Eq. (D-19)

-

ANa = (2cNa + s)(cNa + ca,min)

cNa = 1,67010 10 0.5

1,100 1,100uncr

ad

= 6.16 in.

ANa = (2 • 6.16 + 4)(6.16 + 2.5) = 141.3 in2

D.5.5.1 Eq. (D-21)

Table 14

ANa0 = (2cNa)2 = (2 • 6.16)2 = 151.8 in2 D.5.5.1 and Eq. (D-20) -

ec,Na = 1.0 no eccentricity – loading is concentric D.5.5.3 -

,min,

2.50.7 0.3 0.7 0.3

6.16a

ed NaNa

c

c

= 0.82 D5.5.4 -

,min

,

max ; max 2.5;6.16

22.6a Na

cp Naac

c c

c 0.27 D.5.5.5 -

Nba = • uncr • • d • hef = 1.0 • 1,670 • • 0.5 • 9.0 = 23,609 lb. D.5.5.2 and Eq. (D-22) Table 14

141.31.0 0.82 0.27 23,609

151.8agN = 4,865 lb. - -

Nag = 0.65 • 4,865 = 3,163 lb. D.4.3(c) Table 14

Step 5. Determine controlling strength:

D.4.1 - Steel Strength Nsa = 26,603 lb.

Concrete Breakout Strength Ncbg = 8,265 lb.

Bond Strength Nag = 3,163 lb. CONTROLS

FIGURE 7—SAMPLE CALCULATION [POST-INSTALLED ANCHORS] (Continued)

E

S

D

E

Fkre

N

1wAb Tfr

D

d

C

S

S

ESR-3187 | Mo

Specifications /

Development len

Existing construc

Foundation gradeksi normal weightreinforcement

New construction

18 x 18-in. columwide grade beamASTM A615 Gr. 6bars

The column mustfrom wind loading

Dimensional Par

db = 0.8

b

trb

d

Kc

t = 1.0e = 1.0s = 1.0

Calculation in ac

Step 1. Determin

3

40dl

Note that the confinement

Step 2 Detailing

ost Widely Acc

Assumptions:

ngth for column

ction (E):

e beam 24 wide xt concrete, ASTM

n (N):

mn as shown, cenm, 4 ksi normal we60 reinforcement

t resist moment ag.

rameters:

875 in.

= 2.5

0 0 0

ccordance with

nation of develop

'y t

bc

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Copyright © 2018 IC

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REPORT HOLD



EVALUATION

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REPORT HOLD



EVALUATION

HILTI HIT-HY 2

1.0 REPORT

Purpose:

The purposePost-Installedevaluated for

Applicable c

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