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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
DIVISION: 05 0Section: 05 05
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
eport.
543 A S
ing
tial
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ing and sist s A and ied psi red
Thein Se2012 descr1911 systesubm
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3.0 DE
3.1 G
The Post-the fo
HilHil
Ad
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3.2.1AdheThe dual-ccompa stHilti H16.9-oeach date. applieenviro
ot specifically addrey ICC Evaluation Ser
This report
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
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.
ESR-3187 | Most Widely Accepted and Trusted Page 3 of 45
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
ESR-3187 | Most Widely Accepted and Trusted Page 5 of 45
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
ESR-3187 | Most Widely Accepted and Trusted Page 6 of 45
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
ESR-3187 | Most Widely Accepted and Trusted Page 7 of 45
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
rete Breakout - NVcp, Vcp
Bond Strength
Steel Strength
rete Breakout - NVcp, Vcp
Bond Strength
Steel Strength
rete Breakout - NVcp, Vcp
Bond Strength
mination of develostalled reinforcin
ABLISHMENT OFADHE
DESIGN TABLE
- Nsa, Vsa
Ncb, Ncbg, Vcb, Vcbg
pg
gth – Np
- Nsa, Vsa
Ncb, Ncbg, Vcb, Vcbg
pg
- Na, Nag
- Nsa, Vsa
Ncb, Ncbg, Vcb, Vcbg
pg
- Na, Nag
- Nsa, Vsa
Ncb, Ncbg, Vcb, Vcbg
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
Minimum concrethickness
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
ESR-3187 | Most Widely Accepted and Trusted Page 16 of 45
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) – Fractional
Rod O.D. d in. 1/2
(mm) (12.7)
Effective embedment hef in. 2-3/4 41/2 6
(mm) (70) (114) (152)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) – Fractional
Rod O.D. d in. 5/8
(mm) (15.9)
Effective embedment hef in. 33/4 55/8 71/2
(mm) (95) (143) (191)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
ESR-3187 | Most Widely Accepted and Trusted Page 17 of 45
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (in.) – Fractional
Rod O.D. d in. 3/4
(mm) (19.1)
Effective embedment hef in. 4 63/4 81/2
(mm) (102) (171) (216)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) – Metric
Rod O.D. d mm 12 (in.) (0.47)
Effective embedment hef mm 70 108 144 (in.) (2.76) (4.25) (5.67)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
Minimum concrete thickness h mm 100 130 184 138 168 209 174 204 234 (in.) (3.94) (5.12) (7.24) (5.43) (6.61) (8.21) (6.85) (8.03) (9.21)
UN
CR
AC
KE
D
CO
NC
RE
TE
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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.
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
ESR-3187 | Most Widely Accepted and Trusted Page 18 of 45
TABLE 9—PRE-CALCULATED EDGE DISTANCE AND SPACING COMBINATIONS FOR HILTI HIT-Z AND HIT-Z-R RODS (Continued)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) – Metric
Rod O.D. d mm 16 (in.) (0.63)
Effective embedment hef mm 96 144 192 (in.) (3.78) (5.67) (7.56)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
Minimum concrete thickness h mm 141 196 237 189 244 269 237 292 312 (in.) (5.55) (7.72) (9.33) (7.44) (9.61) (10.57) (9.33) (11.50) (12.28)
UN
CR
AC
KE
D
CO
NC
RE
TE
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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)
DESIGN INFORMATION Symbol Units Nominal Rod Diameter (mm) – Metric
Rod O.D. d mm 20 (in.) (0.79)
Effective embedment hef mm 100 180 220 (in.) (3.94) (7.09) (8.66)
Drilled hole condition1 - - 2 1 or 2 2 1 or 2 2 1 or 2
Minimum concrete thickness h mm 145 200 282 225 280 335 265 320 370 (in.) (5.71) (7.87) (11.08) (8.86) (11.02) (13.17) (10.43) (12.60) (14.57)
UN
CR
AC
KE
D
CO
NC
RE
TE
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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
Minimum edge and spacing Case 1 2
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)
Minimum edge and spacing Case 2 2
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.
Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacing, s, as follows:
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
Pullout sin crackconcrete
Pullout sin uncraconcrete
Tem
pera
ture
ra
nge
C2
Pullout sin crackconcrete
Pullout sin uncraconcrete
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
Reduction Strength reStrength re
AS
TM
F15
54
Gr.
36
Nominal ststrength
Reduction Strength reStrength re
AS
TM
F15
54
Gr.
55
Nominal ststrength
Reduction Strength reStrength re
AS
TM
F15
54
Gr.
105
Nominal ststrength
Reduction Strength reStrength re
AS
TM
F59
3, C
W
Sta
inle
ss Nominal st
strength
Reduction Strength reStrength re
,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
factor, seismic sheeduction factor foeduction factor fo
trength as governe
factor, seismic sheeduction factor foeduction factor fo
trength as governe
factor, seismic sheeduction factor foeduction factor fo
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
r tension 3 r shear 3
d by steel Ns
Vs
ear v,s
r tension 3 r shear 3
d by steel Ns
Vs
ear v,s
r tension 2 r shear 2
d by steel Ns
Vs
ear v,s
r tension 2 r shear 2
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
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
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
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
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
Nominal strenstrength
Reduction forStrength reduStrength redu
Gra
de 6
0
Nominal strenstrength
Reduction forStrength reduStrength redu
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
r seismic shear uction factor for teuction factor for sh
ngth as governed b
r seismic shear uction factor for teuction factor for sh
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
2, ACI 318-14 5.3 oppropriate value of
2, ACI 318-14 5.3 oppropriate value of
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
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
as set forth in ACI ned in accordance
as set forth in ACI ned in accordance
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
ACI 318-11 D.4.3. IfD.4.4. Values corres
ACI 318-11 D.4.3. IfD.4.4. Values corres
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)
f the load spond to a
f the load spond to a
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
Effectiveness faccracked concrete
Effectiveness facuncracked concre
Minimum Embed
Maximum Embed
Min. anchor spac
Min. edge distancThreaded rods)
Min. edge distancReinforcing bars
Minimum concret
Critical edge distasplitting for uncracked co
Strength reductioension, concrete
modes, Condition
Strength reductioshear, concrete famodes, Condition
r SI: 1 inch ≡ 25.4 r pound-inch units:
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
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
C2
CharactstrengthconcreteCharactstrengthuncrack
Per
mis
sibl
e in
stal
latio
n co
nditi
ons
Dry conc
Water saconcrete
Reduction for sei
r SI: 1 inch ≡ 25.4 r pound-inch units:
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 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
er significant period
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
term temperature term temperature
t term temperature tures are those thads of time.
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
m temperature = 16result of diurnal cy
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.
0°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co
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
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
B2
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
C2
CharactstrengthconcreteCharactstrengthuncrack
Pe
rmis
sib
le
inst
alla
tion
cond
ition
s
Dry andsaturate
Reduction for sei
r SI: 1 inch ≡ 25.4 r pound-inch units:
Bond strength valueMPa) and 8,000 psi ncreased by a factoemperature range
Temperature range Temperature range Short term elevatedoughly constant ove
ost Widely Acc
F
TABLE 14HOLES 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 eristic bond
h in cracked e eristic bond
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
er significant period
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
term temperature term temperature
t term temperature tures are those thads of time.
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
bond strength detetemperature = 110temperature = 110
m temperature = 16result of diurnal cy
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.
0°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co
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
r SI: 1 inch ≡ 25.4 r pound-inch units:
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
uction factor for ten
uction factor for she
ngth as governed bh
r seismic shear
uction factor for ten
uction factor for she
ATION
ter
sectional area
ngth as governed bh
r seismic shear
uction factor for ten
uction factor for she
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
2, ACI 318-14 5.3 oppropriate value of
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
or ACI 318-11 9.2, a must be determin
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
as set forth in ACI ned in accordance
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-
ACI 318-11 D.4.3. IfD.4.4. Values corres
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
f the load spond to a
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
Critical edge distasplitting for uncracked co
Effectiveness faccracked concrete
Effectiveness facuncracked concre
Strength reductioension, concrete
modes, ConditionStrength reductioshear, concrete famodes, Condition
r SI: 1 inch ≡ 25.4 r pound-inch units:
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
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
B2
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
C2
CharactstrengthconcreteCharactstrengthuncrack
Per
mis
sibl
e In
stal
latio
n C
ondi
tions
Dry conc
Water saconcrete
Reduction for sei
r SI: 1 inch ≡ 25.4 r pound-inch units:
Bond strength valueMPa) and 8,000 psi ncreased by a factoemperature range
Temperature range Temperature range Short term elevatedoughly constant ove
ost Widely Acc
E
TABLE 17—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 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
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
er significant period
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
term temperature term temperature
t term temperature tures are those thads of time.
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
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 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
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
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
For concrete comection 5.1.1], the tab
bond strength detetemperature =110°temperature = 110
m temperature = 16result of diurnal cy
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
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
B2
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
C2
CharactstrengthconcreteCharactstrengthuncrack
Pe
rmis
sib
le
Inst
alla
tion
Con
ditio
ns
Dry andsaturate
Reduction for sei
r SI: 1 inch ≡ 25.4 r pound-inch units:
Bond strength valueMPa) and 8,000 psi ncreased by a factoemperature range
Temperature range Temperature range Short term elevatedoughly constant ove
ost Widely Acc
TABLE 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 eristic bond
h in cracked e eristic bond
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
er significant period
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
oncrete compressivmum of 24 MPa is re
For SI: (f'c / 17.2)0.1
term temperature term temperature
t term temperature tures are those thads of time.
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
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 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
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
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
For concrete comection 5.1.1], the tab
bond strength detetemperature = 110temperature = 110
m temperature = 16result of diurnal cy
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
pressive strength, bulated characterisermination.
0°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co
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
f'c, between 2,500 stic bond strength m
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
r SI: 1 inch ≡ 25.4 r pound-inch units:
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
h 13/4-inch edge dis
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
CharactstrengthconcreteCharactstrengthuncrack
Tem
pera
ture
ra
nge
C2
CharactstrengthconcreteCharactstrengthuncrack
Per
mis
sibl
e in
stal
latio
n co
nditi
ons
Dry conc
Water saconcrete
Reduction for sei
r SI: 1 inch ≡ 25.4 r pound-inch units:
Bond strength valueMPa) and 8,000 psi ncreased by a factoemperature range
Temperature range Temperature range Short term elevatedoughly constant ove
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 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
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
er significant period
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
oncrete compressivmum of 24 MPa is re
For SI: (f'c / 17.2)0.1
term temperature term temperature
t term temperature tures are those thads of time.
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
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 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
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
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.
For concrete comection 5.1.1], the tab
bond strength detetemperature = 110temperature = 110
m temperature = 16result of diurnal cy
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
pressive strength, bulated characterisermination.
0°F (43°C). 0°F (43°C). 62°F (72°C). ycling. Long term co
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
f'c, between 2,500 stic bond strength m
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
Effectiveness faccracked concrete
Effectiveness facuncracked concre
Effective embedmdepth
Min. anchor spac
Min. edge distanc
Minimum concrethickness
Critical edge distasplitting for uncracked co
Strength reductioor tension, concrailure modes,
Condition B2
Strength reductioor shear, concretailure modes,
Condition B2
r SI: 1 inch ≡ 25.4 r pound-inch units:
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
h 13/4-inch edge dis
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
Charactbond strin crackconcreteCharactbond strin uncraconcrete
Tem
pera
ture
ra
nge
C2
Charactbond strin crackconcreteCharactbond strin uncraconcrete
Pe
rmis
sib
le
inst
alla
tion
cond
ition
s
Dry andsaturateconcrete
Reduction for seiension
r SI: 1 inch ≡ 25.4 r pound-inch units:
Bond strength valueMPa) and 8,000 psi ncreased by a factof this report for bonemperature range
Temperature range Temperature range Short term elevatedoughly constant ove
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
es correspond to co(55.2 MPa) [minim
or of (f'c / 2,500)0.1 fnd strength determiA: Maximum short B: Maximum short C: Maximum shortconcrete temperat
er significant period
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
t term temperature tures are those thads of time.
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
m temperature = 16result of diurnal cy
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)
ESR-3187 | Most Widely Accepted and Trusted Page 35 of 45
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
ESR-3187 | Most Widely Accepted and Trusted Page 37 of 45
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
f
cfd
confinement tercondition
(not to scale)
FIGU
cepted and Trus
n starter bars
x 36-in deep., 4 M A615 Gr. 60
ntered on 24-in eight concrete, t, 4 - #7 column
and shear arising
ACI 318-11
ment length for t
4e s
btr
b
dK
d
rm Ktr is taken eq
URE 8—SAMPL
sted
g
the column bars:
3 60000
40 1.0 400
qual to the maxim
LE CALCULATIO
(1.0)(1.0)(1
2.50
mum value 2.5 giv
ON [POST-INSTA
1.0)0.875
iven the edge dis
ALLED REINFO
25 .in
stance and
ORCING BARS]
Pag
ACI 318-Re
Eq. (1
ge 38 of 45
11 Code ef.
12-1)
E ESR-3187 | Moost Widely Acc
FIGUR
cepted and Trus
RE 9—MANUFA
sted
ACTURER’S PRI
NTED INSTALLLATION INSTRUCTIONS (MPII)
Pagge 39 of 45
E ESR-3187 | Moost Widely Acc
FIGURE 9—
cepted and Trus
—MANUFACTUR
sted
RER’S PRINTED INSTALLATIONN INSTRUCTIONNS (MPII) (Conti
Pag
inued)
ge 40 of 45
E ESR-3187 | Moost Widely Acc
FIGURE 9—
cepted and Trus
—MANUFACTUR
sted
ER’S PRINTED
INSTALLATIONN INSTRUCTIONNS (MPII) (Conti
Pag
nued)
ge 41 of 45
E ESR-3187 | Moost Widely Acc
FIGURE
cepted and Trus
9—MANUFACT
sted
TURER’S PRINT
TED INSTALLATTION INSTRUCTTIONS (MPII) (Co
Pag
ontinued)
ge 42 of 45
E
ESR-3187 | Moost Widely Acc
FIGURE 9—
cepted and Trus
—MANUFACTUR
sted
RER’S PRINTED INSTALLATIONN INSTRUCTIONNS (MPII) (Conti
Pag
inued)
ge 43 of 45
ICato
C
I
w
DS DS R H7P(wH E H 1
2
3
T
CC-ES Evaluation Ras an endorsement of o any finding or othe
Copyright © 2018 IC
CC-ES E
www.icc-es.
DIVISION: 03 0Section: 03 16
DIVISION: 05 0Section: 05 05
REPORT HOLD
HILTI, INC. 7250 DALLAS PLANO, TEXA800) 879-8000
www.us.hilti.cHiltiTechEng@
EVALUATION
HILTI HIT-HY 2
1.0 REPORT
Purpose:
The purpose Post-InstalledESR-3187, haof Building an
Applicable c
2017 City o
2017 City o
2.0 CONCLUS
The Hilti HIT-concrete, desand LARC, an
3.0 CONDITIO
The Hilti HIT report must co
All applicab
The designInstalled Rnoted in th
The designapplicable.
Under the
The allowaadhesive apost-install
This supplemen
eports are not to be cf the subject of the reper matter in this repor
CC Evaluation Serv
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 ADHESIVE
PURPOSE AN
of this evaluatd Reinforcing Bas also been end Safety (LAD
ode editions: of Los Angeles
of Los Angeles
SIONS
-HY 200 Adhesscribed in Sectind is subjected
ONS OF USE HY 200 Adhe
omply with all o
ble sections in
n, installation, Reinforcing Bare master evalu
n, installation a
LARC, an engi
able and strenganchors and poed reinforcing
nt expires conc
construed as represeport or a recommendrt, or as to any produ
vice, LLC. All rights
n Report
423-6587 |
RETE e Anchors
LS talled Concret
SUITE 1000
E ANCHORS A
ND SCOPE
tion report supBar System forevaluated for coBS).
s Building Code
s Residential Co
sive Anchoringions 2.0 throug
d to the conditio
esive Anchoringof the following
the master eva
conditions of r System are iuation report ES
and inspection
ineered design
gth design valuost-installed rebars and the c
currently with th
enting aesthetics or adation for its use. Theuct covered by the rep
s reserved.
(562) 699-0
te Anchors
AND POST INS
pplement is to r cracked and ompliance with
e (LABC)
ode (LARC)
g System and gh 7.0 of the mons of use desc
g System and g conditions:
aluation report
use and labelin accordance SR-3187.
are in accorda
n in accordance
ues listed in theinforcing barsconnected mem
he master repo
any other attributes nere is no warranty by
eport.
ESR-318
543 A S
STALLED REIN
indicate that thuncracked con
h the codes not
Post-Installed master evaluatio
cribed in this su
Post-Installed
ESR-3187.
ing of the Hiltiwith the 2015
ance with addi
e with LARC Se
e master evaluto the concret
mbers shall be c
ort, reissued Ma
not specifically addrey ICC Evaluation Se
7 LABC a
This report
Subsidiary of
NFORCING BA
he Hilti HIT HYncrete, describted below as a
Reinforcing Bon report ESR-upplement.
Reinforcing B
i HIT-HY 200 A5 International
tional requirem
ection R301.1.3
uation report ate. The connecchecked for ca
arch 2018, revi
essed, nor are they toervice, LLC, express o
and LARC
is subject to r
the Internati
AR CONNECT
Y 200 Adhesivbed in ICC-ES adopted by the
Bar System for-3187, complie
Bar System des
Adhesive AnchBuilding Code
ments of LABC
3 must be subm
and tables are ction between
apacity (which m
ised May 2018
o be construed or implied, as
P
C SuppleIssued Marc
Revised Ma
renewal Marc
ional Code C
TIONS IN CON
ve Anchoring Smaster evaluaLos Angeles D
r cracked and es with LABC C
scribed in this
horing System e® (2015 IBC)
C Chapters 16
mitted.
for the connecthe adhesive
may govern).
8.
Page 44 of 45
ement rch 2018
ay 2018
ch 2020.
Council ®
NCRETE
System and ation report Department
uncracked Chapter 19,
evaluation
and Post-provisions
and 17, as
ction of the anchors or
ICato
C
I
w
DS DS R H7P(wH E H 1
2
T
CC-ES Evaluation Ras an endorsement of o any finding or othe
Copyright © 2018 IC
CC-ES E
www.icc-es.
DIVISION: 03 0Section: 03 16
DIVISION: 05 0Section: 05 05
REPORT HOLD
HILTI, INC. 7250 DALLAS PLANO, TEXA800) 879-8000
www.us.hilti.cHiltiTechEng@
EVALUATION
HILTI HIT-HY 2
1.0 REPORT
Purpose:
The purposePost-Installedevaluated for
Applicable c
2017 Florid
2017 Florid
2.0 CONCLUS
The Hilti HIT-7.0 of the maBuilding Codeprovisions no
Use of the threaded rod has also beeCode—Buildin
The design Building Code
Use of the threaded rod compliance wFlorida Buildin
For productquality assuraresponsibility the Commissi
This supplemen
eports are not to be cf the subject of the reper matter in this repor
CC Evaluation Serv
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 ADHESIVE
PURPOSE AN
e of this evalud Reinforcing B
compliance wi
ode editions:
da Building Cod
da Building Cod
SIONS
HY 200 Adhesaster evaluatione—Residentialted in the mast
Hilti HIT-HY 2materials and
en found to beng and the 201
wind loads fore—Building.
Hilti HIT-HY materials and
with the High-vng Code—Res
ts falling under ance entity apof an approve
ion).
nt expires conc
construed as represeport or a recommendrt, or as to any produ
vice, LLC. All rights
n Report
423-6587 |
RETE e Anchors
LS talled Concret
SUITE 1000
E ANCHORS A
ND SCOPE
uation report Bar System in C
th the codes n
de—Building
de—Residentia
sive Anchor Sysn report ESR-3l, provided theter report, and
200 Adhesive reinforcing bar
e in compliance17 Florida Build
r use of the an
200 Adhesived reinforcing bavelocity Hurricasidential has no
Florida Rule 9proved by the
ed validation en
currently with th
enting aesthetics or adation for its use. Theuct covered by the rep
s reserved.
(562) 699-0
te Anchors
AND POST INS
supplement isConcrete, recogoted below.
al
stem and Post-3187, comply we design and in
under the follo
Anchor Systers, stainless stee with the Higding Code—Re
chors in a High
e Anchor Systears, carbon steane Zone provot been evaluat
9N-3, verificatioFlorida Buildi
ntity (or the cod
he master repo
any other attributes nere is no warranty by
eport.
543 A S
STALLED REIN
s to indicate gnized in ICC-E
-Installed Reinfwith the 2017 Fnstallation are owing condition
em and Post-Ineel Hilti HIT-Z-Rgh-Velocity Huresidential, when
h-Velocity Hurr
em and Post-eel Hilti HIT-Z visions of the ted and is outs
on that the repong Commissiode official, whe
ort, reissued Ma
not specifically addrey ICC Evaluation Se
ESR-
This report
Subsidiary of
NFORCING BA
that the Hilti ES master eva
forcing Bar SysFlorida Buildingin accordance
ns:
nstalled ReinfoR anchor rods,rricane Zone pn the following
ricane Zone ar
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ort holder’s quaon for the typeen the report h
arch 2018 and
essed, nor are they toervice, LLC, express o
-3187 FBCR
is subject to r
the Internati
AR CONNECT
HIT-HY 200 luation report E
stem, describeg Code—Builde with the Inte
orcing Bar Sys, and stainless provisions of thcondition is m
re based on Se
forcing Bar Sand carbon steBuilding Code—of this supplem
ality assurance of inspections
holder does not
revised May 2
o be construed or implied, as
P
C SuppleReissued Marc
Revised M
renewal Marc
ional Code C
TIONS IN CON
Adhesive AnESR-3187, has
ed in Sections 2ding and the 20ernational Build
stem with staisteel Hilti HIS-he 2017 Floridet:
ection 1620 of
ystem with caeel Hilti HIS-N —Building and
mental report.
e program is aus being condut possess an a
2018.
Page 45 of 45
ement rch 2018
May 2018
ch 2020.
Council ®
NCRETE
nchors and s also been
2.0 through 017 Florida ding Code®
nless steel -RN inserts da Building
the Florida
arbon steel inserts for
d the 2017
udited by a cted is the
approval by
top related