Hmu Icc-Es Esr-3878
Hmu Icc-Es Esr-3878
Hmu Icc-Es Esr-3878
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1000
concrete breakout strength in tension for uncracked 4.2.2 Interaction of Tensile and Shear Forces: The
concrete, calculated in accordance with ACI 318-14 17.4.2 interaction shall be calculated in compliance with ACI
or ACI 318-11 D.5.2, as applicable, must be further 318-14 17.6 or ACI 318 (-11, -08, -05) D.7, as applicable, as
multiplied by the factor Ψcp,N as given by Eq-2: follows:
𝑐
𝛹𝑐𝑝,𝑁 = 𝑐 (Eq-2) For shear loads Vapplied ≤ 0.2Vallowable,ASD, the full allowable
𝑎𝑐
load in tension Tallowable,ASD shall be permitted.
whereby the factor Ψ cp,N need not be taken as less than
1.5 hef . For all other cases, Ψ
For tension loads Tapplied ≤ 0.2Tallowable,ASD, the full allowable
cp,N = 1.0. In lieu of using ACI load in shear Vallowable,ASD shall be permitted.
cac
318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of For all other cases:
cac must comply with 𝑇𝑎𝑝𝑝𝑙𝑖𝑒𝑑 𝑉𝑎𝑝𝑝𝑙𝑖𝑒𝑑
Table 5. + ≤ 1.2 (Eq-5)
𝑇𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒,𝐴𝑆𝐷 𝑉𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒,𝐴𝑆𝐷
4.1.12 Sand-lightweight Concrete: For ACI 318-14, ACI
4.3 Installation:
318-11 and ACI 318-08, when anchors are used in
sand-lightweight concrete, the modification factor for Installation parameters are provided in Tables 1 through 4
concrete breakout, λa or λ, respectively, must be taken as of this report and in Figures 1 and 2 of this report. Anchors
0.6 in lieu of ACI 318-14 17.2.6 (2015 IBC), ACI 318-11 must be installed per the manufacturer’s instructions. (See
D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC), as Figure 3.) Anchor locations must comply with this report and
applicable. In addition, the pullout strength Np,cr, must be the plans and specifications approved by the code official.
multiplied by 0.6, as applicable. Required stop drill bits and setting tools as indicated in
Table 4 are provided by the manufacturer. Required
For ACI 318-05 the values Nb, Np,cr, and Vb determined in
hammer drill specifications are provided in Table 3 of this
accordance with this report must be multiplied by 0.60, in
report.
lieu of ACI 318-05 D.3.4.
4.4 Special Inspection:
4.2 Allowable Stress Design (ASD):
4.2.1 General: Design values for use with allowable stress Special inspection is required in accordance with Section
design (working stress design) load combinations 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC;
calculated in accordance with Section 1605.3 of the IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC; or
must be established using Eq-3 and Eq-4: Section 1704.13 of the 2006, as applicable. The special
inspector must make periodic inspections during anchor
𝜙𝑁𝑛 installation to verify anchor type, anchor dimensions,
𝑇𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒,𝐴𝑆𝐷 = concrete type, concrete compressive strength, hole
𝛼 (Eq-3)
dimensions, hole cleaning procedures, anchor spacing,
𝜙𝑉𝑛 edge distances, concrete thickness, anchor embedment,
𝑉𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒,𝐴𝑆𝐷 =
𝛼 (Eq-4) tightening torque and adherence to the manufacturer's
published installation instructions. The special inspector
where: must be present as often as required in accordance with the
Tallowable, ASD = Allowable tension load (lbf or kN) “statement of special inspection.” Additional requirements
as set forth in Sections 1705, 1706 and 1707 of the IBC must
Vallowable, ASD = Allowable shear load (lbf or kN) be observed, where applicable.
Nn = Lowest design strength of an anchor or 5.0 CONDITIONS OF USE
anchor group in tension as determined in
accordance with ACI 318-14 Chapter 17 The Hilti HMU-PF anchors described in this report comply
and 2015 IBC Section 1905.1.8, ACI with, or are suitable alternatives to what is specified in, those
318-11 Appendix D, ACI 318-08 Appendix codes listed in Section 1.0 of this report, subject to the
D and 2009 IBC Section 1908.1.9, ACI following conditions:
318-05 Appendix D and 2006 IBC Section 5.1 Anchor sizes, dimensions and minimum embedment
1908.1.16, and Section 4.1 of this report, depths are as set forth in the tables of this report.
as applicable.
5.2 The anchors must be installed in accordance with the
Vn = Lowest design strength of an anchor or manufacturer’s published installation instructions and
anchor group in shear as determined in this report. In case of conflict, this report governs
accordance with ACI 318-14 Chapter 17
and 2015 IBC Section 1905.1.8, ACI 5.3 Anchors must be limited to use in concrete with a
318-11 Appendix D, ACI 318-08 Appendix specified strength of f′c = 2,500 psi to 8,500 psi
D and 2009 IBC Section 1908.1.9, ACI (17.2 to 58.6 MPa).
318-05 Appendix D and 2006 IBC Section 5.4 The values of f′c used for calculation purposes must not
1908.1.16, and Section 4.1 of this report, exceed 8,000 psi (55.2 MPa).
as applicable.
5.5 Loads applied to the anchors are adjusted in
α = Conversion factor calculated as a accordance with Section 1605.2 of the IBC for strength
weighted average of the load factors for design and in accordance with Section 1605.3 of the
the controlling load combination. In IBC for allowable stress design.
addition, α shall include all applicable
factors to account for nonductile failure 5.6 Strength design values are established in accordance
modes and required over-strength. with Section 4.1 of this report.
Limits on edge distance, anchor spacing and member 5.7 Allowable design values are established in accordance
thickness as given in this report must apply. An example of with Section 4.2 of this report.
Allowable Stress Design tension values is given in Table 6
of this report.
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5.8 Anchor spacing(s) and edge distance(s) as well as protected by approved fire-resistance-rated
minimum member thickness comply with Table 5 of this materials, or have been evaluated for resistance to
report. fire exposure in accordance with recognized
standards.
5.9 Prior to installation, calculations and details
demonstrating compliance with this report must be Anchors are used to support nonstructural
submitted to the code official for approval. The elements.
calculations and details must be prepared by a
5.14 Use of HDG carbon steel anchors is limited to dry,
registered design professional where required by the
interior locations, indoor with temporary condensation
statues of the jurisdiction in which the project is to be
constructed. 5.15 Special inspection must be provided in accordance
with Section 4.4 of this report.
5.10 Since an ICC-ES acceptance criteria for evaluating
data to determine the performance of anchors 5.16 Anchors are manufactured by Hilti AG under an
subjected to fatigue or shock loading is unavailable at approved quality control program with inspections by
this time, the use of these anchors under such ICC-ES.
conditions is beyond the scope of this report.
6.0 EVIDENCE SUBMITTED
5.11 Anchors may be installed in regions of concrete where
Data in accordance with the ICC-ES Acceptance Criteria for
cracking has occurred or where analysis indicates
Mechanical Anchors in Concrete Elements (AC193), dated
cracking may occur (ft > fr), subject to the conditions of
February 2016, which incorporates requirements in ACI
this report.
355.2-07 , for use in cracked and uncracked concrete; and
5.12 Anchors may be used to resist short-term loading due quality control documentation.
to wind or seismic forces, subject to the conditions of
7.0 IDENTIFICATION
this report.
The anchors are identified by packaging labeled with the
5.13 Where not otherwise prohibited in the code, anchors
manufacturer's name (Hilti, Inc.) and address, anchor name,
are permitted for use with fire-resistance-rated
anchor size, and evaluation report number (ICC-ES ESR-
construction provided that at least one of the following
3878).
conditions is fulfilled:
Anchors are used to resist wind or seismic forces
only.
Anchors that support a fire-resistance-rated
envelope or a fire-resistance-rated membrane are
tfix1 lB 2
lS dS
[mm] [mm] SW
Anchor type [mm] [mm]
min-max
HMU-PF- M12x80/20 2-20 133 80.6 17.5 19
HMU-PF- M12x80/35 2-35 146 80.6 17.5 19
HMU-PF- M12x80/65 2-65 176 80.6 17.5 19
HMU-PF- M16x100/30 5-30 167 100 21.6 24
HMU-PF- M16x100/60 5-60 197 100 21.6 24
HMU-PF- M16x125/30 5-30 192 125 21.6 24
HMU-PF- M16x125/60 5-60 222 125 21.6 24
HMU-PF- M16x125/75 5-75 239 125 21.6 24
For in-lb units: 1 mm = 0.03937 inches
1
first value: tfix,min minimum fixture thickness for pure tension load, second value: tfix,max maximum fixture thickness.
2
first value: lB anchor bolt length.
Maximum clearance mm 14 18 18
hole diameter in df
fastened part (in.) (1/2) (3/4) (3/4)
Nm 45 120 120
Installation torque Tinst
(ft-lb) (33) (89) (89)
TE 40 TE 40
Hilti hammer-drill for anchor setting
TE 30 A36 TE 50
TE-C–HMU-B M16x100
HMU-PF- M16x100/30
or TE-Y-HMU-B M16x100 TE-C-HMU -ST-M16
HMU-PF- M16x100/60 TE-C-HMU-B M16x100 or TE-Y-HMU -ST M16
or TE-Y-HMU-B M16x100
HMU-PF- M16x125/30 TE-C-HMU-B M16x125
or TE-Y-HMU-B M16x125
HMU-PF- M16x125/60 TE-C-HMU-B M16x125 TE-C-HMU -ST-M16
or TE-Y-HMU-B M16x125 or TE-Y-HMU -ST M16
HMU-PF- M16x125/75
TE-C-HMU-B M16x125
or TE-Y-HMU-B M16x125
ESR-3878 | Most Widely Accepted and Trusted Page 7 of 10
da hef
For SI: 1 lb = 4.45 kN, 1 psi = 0.00689 MPa, 1 in. = 25.4 mm.
Design Assumptions:
3. Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic
loading).
4. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination 1.2 D + 1.6 L.
9. Values are for Condition B (supplementary reinforcement in accordance with ACI 318-11 D.4.4 is not provided).
* Verify capacity
ACI 318- ACI 318-
Capacity 14 11 Formula Calculation ϕ ϕNn
reference reference
Nsa = Nsa = 0.243 ·
Steel 17.4.1 D.5.1 0.75 21,141 lb
nAse,Nfuta 116,000
Ncb = k (f’c)0. 5 Ncb = 30 ·
Concrete 17.4.2 D.5.2 0.65 7,625 lb
hef 1. 5 (2,500)0.5 · 3.941.5
7,625
→ concrete is decisive hence the ASD value will be calculated as = 5,152 lb
1.48
ESR-3878 | Most Widely Accepted and Trusted Page 9 of 10
Given
(2) HMU-PF- M12
anchors
static tension load
hef = 3.15 in. (80 mm)
f ’c = 3,000 psi
Assume
1. uncracked concrete
2. ACI 318-14 17.3.3(c)
or ACI 318-11 D.4.3(c),
Condition B
No supplementary
reinforcing
Calculate
Controlling design
strength in tension
Calculation per ACI 318-14 Chapter 17, ACI 318-14 ACI 318-11 Report
ACI 318-11 Appendix D and this report. Ref. Ref. Ref.
Step 1. Calculate steel strength of anchor in tension
17.4.1.2 D.5.1.2 Table 5
Nsa =n Ase futa =2(0.13)(116,000)=30,160 lb
Step 2. Calculate steel capacity ϕNs =0.75 x 30,160=22,620 lb 17.3.3(a) D.4.3(a) Table 5
Step 3. Calculate concrete breakout strength of anchor in tension §4.1.1
A 17.4.2.1 D.5.2.1
Ncbg = A 𝑁𝑐 ψec,N ψed,N ψc,N ψcp,N Nb § 4.1.3
𝑁𝑐0
Step 3a. Check 1.5hef = 1.5(3.15) = 4.725 in. > c 3.0hef = 3(3.15) = 9.45 in. > s 17.4.2.1 D.5.2.1 Table 5
Step 3b. Check smin = 4.72 in. < 6 in., cmin = 3.94 in. < 4 in., hmin = 6 1/4 in. < 7 in
17.7 D.8 Table 5
ok
2 2
Step 3c. Calculate ANco and ANc for the anchorage: ANc0 =9hef =9(3.15) =89.3 in2
2
17.4.2.1 D.5.2.1 Table 5
ANc =(1.5hef + c)(3hef + s)=[1.5(3.15)+ 4][3(3.15)+ 6]= 134.8 in <2ANc0 ∴ ok