ICC-ES Evaluation Report ESR-2786* em/FIS EM - ICC EN.pdfICC-ES Evaluation Report ESR-2786* Reissued...

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Copyright © 2013 of 19 1000

ICC-ES Evaluation Report ESR-2786* Reissued April 1, 2011 This report is subject to renewal April 1, 2013.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors REPORT HOLDER: FISCHERWERKE GmbH & CO. KG OTTO-HAHN-STRASSE 15 79211 DENZLINGEN GERMANY +49(800) 879-8000 www.fischerwerke.de/befestigung [email protected] EVALUATION SUBJECT: FISCHER FIS V ADHESIVE ANCHORS IN UNCRACKED CONCRETE 1.0 EVALUATION SCOPE

Compliance with the following codes:

2009, 2006, 2003 and 2000 International Building Code® (IBC)

2009, 2006, 2003 and 2000 International Residential Code® (IRC)

1997 Uniform Building Code™ (UBC)

Property evaluated:

Structural

2.0 USES

Fischer FIS V Adhesive Anchors are used to resist static, wind and shear loads and seismic loads in Seismic Design Categories A and B, in uncracked normal-weight concrete having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Uncracked concrete in the region of the anchorage may be assumed, if analysis indicates no cracking at service loads (see ACI 318, Appendix D, Section D.5.2.6). The anchor system is an alternative to cast-in-place anchors described in Section 1911 of the 2009 and 2006 IBC, Section 1912 of the 2000 and 2003 IBC, and Section 1923 of the UBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the 2006 IRC or Section R301.1.2 of the 2000 IRC.

3.0 DESCRIPTION

3.1 General:

The Fischer FIS V Adhesive Anchor System is comprised of the following components:

Fischer FIS V adhesive packaged in cartridges

Adhesive mixing and dispensing equipment

Equipment for hole cleaning and adhesive injection

Fischer FIS V adhesive may be used with continuously threaded rods or deformed steel reinforcing bars. The primary components of the Fischer Adhesive Anchor System, including the Fischer FIS V Adhesive, mixer and anchoring elements, are shown in Figure 2 of this report.

Installation information and parameters, included with each adhesive unit package, are replicated in Figures 4 and 5 of this report. The adhesive is referred to as “mortar” in the installation instructions.

3.2 Materials:

3.2.1 Fischer FIS V Adhesive: Fischer FIS V Adhesive is an injectable, vinylester adhesive. The two components are contained in a dual-chambered cartridge. The two components combine and react when dispensed through a static mixer attached to the manifold. The system is labeled FISCHER FIS V 360S [12.2 oz. (360 mL)] or FISCHER FIS V 950S [31.1 oz. (950 mL)]. In this report, both systems are denoted Fischer FIS V. The cartridge is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, assumes an unopened pack stored in a dry, dark environment. Storage temperature of the adhesive 41°F to 77°F (5°C to 25°C). Under these conditions the shelf life is 18 months.

3.2.2 Hole Cleaning Equipment: Hole cleaning equipment must be in accordance with Figure 5 of this report.

3.2.3 Dispensers: Fischer FIS V adhesive must be dispensed with manual dispensers or pneumatic dispensers provided by fischerwerke.

3.2.4 Anchor Elements:

3.2.4.1 Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters noted in Table 5 of this report. Specifications for permissible grades of threaded rods and associated nuts are provided in Table 2 and Table 3. Carbon steel threaded rods must be furnished with a 5 μm thick zinc electroplate coating complying with ASTM B 633 SC 1. Threaded steel rods must be straight and free of indentations or other defects along their length. The end may be stamped with identifying marks and the embedded end may be flat cut or cut on the bias (chisel point).

3.2.4.2 Reinforcing Bars: Steel reinforcing bars must be deformed bars (rebar). Table 8 summarizes reinforcing bar

*Revised March 2013

ESR-2786 | Most Widely Accepted and Trusted of 19

sizes. See Table 4 for specifications of permitted reinforcing bar types and grade. 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.

3.2.4.3 Ductility: In accordance with ACI 318 Appendix D Section D.1, 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 common steel materials are provided in Table 2 and Table 3. Due to the elongation values, carbon steel threaded rods (steel class 5.8 and 8.8) must be considered as non-ductile (brittle) steel. Stainless steel threaded rods (steel class A4-70) and reinforcing bars may be classified as ductile steel. Where values are nonconforming or unstated, the steel must be considered brittle.

3.3 Concrete:

Normal-weight concrete must have a minimum compressive strength at the time of anchor installation of 2,500 psi (17.2 MPa), but not less than that required by the applicable code, nor more than 8,500 psi (58.5 MPa), and must conform to Sections 1903 and 1905 of the IBC or UBC, as applicable.

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

4.1.1 General: Anchor design strengths, φNn and φVn, must be determined in accordance with ACI 318-08 (2009 IBC) or ACI 318-05 (2006 IBC) Appendix D and this report. A design example is given in Figure 3 of this report. Design parameters are provided in Tables 5 through 10. Design strengths must be determined in accordance with ACI 318-08, as an alternative to the 2000 and 2003 IBC, the UBC and Section R301.1 of the IRC. Design parameters are based on the 2009 IBC (ACI 318-08) unless noted otherwise in Sections D.4.1.1 through 4.1.11 of this report. The anchor design must satisfy the requirements of ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, k, described in ACI 318 Section D.4.4, and noted in Tables 5 through 10 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC, ACI 318 Section 9.2, or Section 1612.2.1 of the UBC. Strength reduction factors, k, described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC.

This section provides amendments to ACI 318 Appendix D as required for the strength design of adhesive anchors. In conformance with ACI 318, all equations are expressed in inch-pound units.

Modify ACI 318 Section D.4.1.2 as follows:

D4.1.2 – In Eq. (D-1) and (D-2), nNφ and φVn are the

lowest design strengths determined from all appropriate failure modes. φNn is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of: φNsa, either φNa or φNag and either φNcb or φNcbg. φVn is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of φVsa, either φVcb, or φVcbg and either φVcp

or φVcpg.

For adhesive anchors subjected to tension and shear resulting from sustained loading, refer to D.4.1.4 in this report for additional requirements.

Add ACI 318 Section D.4.1.4 as follows:

D.4.1.4 – For adhesive anchors subjected to tension resulting from sustained loading, a supplementary design analysis shall be performed using Eq. (D-1) whereby Nua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained and φNn is determined as follows:

D.4.1.4.1 – For single anchors, φNn = 0.75 φNa0.

D.4.1.4.2 – For anchor groups, Eq. (D-1) shall be satisfied by taking φNn = 0.75 φNa0 for that anchor in an anchor group that resists the highest tension load.

D.4.1.4.3 – Where shear loads act concurrently with the sustained tension load, interaction of tension and shear shall be analyzed in accordance with D.4.1.3.

Modify ACI 318 Section D.4.2.2 in accordance with 2009 IBC Section 1908.1.10 as follows:

D.4.2.2 – The concrete breakout strength requirements for anchors in tension shall be considered satisfied by the design procedure of D.5.2 provided Equation D-8 is not used for anchor embedments exceeding 25 inches. The concrete breakout strength requirements for anchors in shear with diameters not exceeding 2 inches shall be considered satisfied by the design procedure of D.6.2. For anchors in shear with diameters exceeding 2 inches, shear anchor reinforcement shall be provided in accordance with the procedures of D.6.2.9.

4.1.2 Static Steel Strength in Tension: The nominal strength of a single anchor in tension as governed by the steel, Nsa, in accordance with ACI 318 Section D.5.1.2. Nsa is provided in Tables 5 and 8 for the corresponding anchor steel.

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

D.5.2.9 (2006 IBC) or D.5.2.10 (2009 IBC) – The limiting concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.2.1 through D.5.2.9 under the 2009 IBC and/or? D.5.2.1 through D.5.2.8 where the value of kc to be used in Eq. (D-7) shall be:

kc,uncr = 24 where analysis indicates no cracking at service load levels in anchor vicinity (uncracked concrete)

The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318 Section 5.2.2 using the values of hef and kc as described in Table 6 and Table 9 of this report. The value of f′c must be limited to 8000 psi (55.1 MPa), maximum. The modification factor “λ” shall be taken as 1.0. Anchors must not be installed in lightweight concrete.

4.1.4 Static Pullout Strength in Tension: In lieu of determining the nominal pullout strength in accordance with ACI 318 Section D.5.3, nominal bond strength in tension shall be calculated in accordance with the following sections added to ACI 318, using the values provided in Tables 7 and 10:

D.5.3.7 – The nominal bond strength of an adhesive anchor Na or group of adhesive anchors Nag in tension shall not exceed


(a) For a single anchor = ∙ , ∙ , ∙ (D-16a)

(b) For a group of anchors

(D-16b)

where:

ANa is the projected area of the failure surface for the anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance from the centerlines of the anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. ANa shall not exceed nANa0 where n is the number of anchors in tension in the group. (ACI 318 Figures RD.5.2.1a and RD.5.2.1.b, and replace the terms 1.5hef and 3.0hef with ccr,Na and scr,Na respectively).

ANa0 is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D-16c):

( )2

Na0 cr,NaA = s (D-16c)

with scr,Na = given by Eq. (D-16d)

D.5.3.8 – The critical spacing and edge distance must be calculated as follows:

efuncr,k

Na,cr h3450,1

d20s ⋅≤⋅⋅=τ

(D-16d)

cr,Nacr,Na

sc =

2 (D-16e)

D.5.3.9 – The basic strength of a single adhesive anchor in tension in uncracked concrete must not exceed:

(D-16f)

D.5.3.10 - The modification factor for the influence of the failure surface of a group of adhesive anchors is:

( ) 0.11s

s0Na,g

5,0

Na,cr

0Na,gNa,g ≥

−⋅

+= ψψψ (D-16g)

where:

( ) 0.11nn

5,1

uncrmax,,k

uncr,k0Na,g ≥

⋅−−=

ττ

ψ (D-16h)

n= the number of tension loaded adhesive anchors in a group

c,uncrk,max,uncr ef c

kh f

dτ

π′= ⋅

⋅ (D-16i)

D.5.3.11 - The modification factor for eccentrically loaded adhesive anchor groups is:

ec,NaN

cr,Na

11.0

2e'1

s

ψ = ≤+

(D-16j)

Eq. (D-16 j) is valid for 2

se´

N ≤

If the loading on an anchor group is such that only certain anchors are in tension, only those anchors that are in tension shall be considered when determining the eccentricity e′N for use in Eq. (D-16 i)

In the case where eccentricity loading exists about two orthogonal axes, the modification factor ψec,Na must be computed for each axis individually and the product of these factors used as ψec,Na in Eq. (D-16b)

D.5.3.12 – The modification factor for the edge effects of single adhesive anchors or anchor groups loaded in tension is

for camin ≥ ccr,Na

ψed,Na = 1.0 (D-16l)

or for camin< ccr,Na

0.13.07.0,

min,, ≤

⋅+=

Nacr

aNaed c

cψ (D-16m)

D.5.3.13 –The modification factor for the influence of splitting shall be taken as

ψp,Na= 1.0 when ca,min≥ cac (D-16o)

ac

Nacra

Nap c

cc ,min,,

;max=ψ when ca,min< cac (D-16p)

cac shall be determined in accordance with Table 6 or 9 of this report.

Additional information for the determination of nominal bond strength in tension is given in Section 4.1.8.

4.1.5 Static Steel Strength in Shear: The nominal static strength of an anchor in shear as governed by the steel, Vsa, in accordance with ACI 318 D.6.1.2, is given in the tables outlined in Table 1 for the corresponding anchor steel.

4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, Vcb, or Vcbg must be calculated in accordance with ACI 318 Section D.6.2.1 based on information given in the tables outlined in Table 1 for the corresponding anchor steel.

The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318 Section D.6.2.2 using the values of d given in the tables outlined in Table 1 of this report for the corresponding anchor steel in lieu of da (2009 IBC) and d0 (2006 IBC). In addition, hef must be substituted for ℓe. In no case shall hef exceed 8d.

4.1.7 Static Concrete Pryout Strength in Shear: In lieu of determining the nominal pryout strength in accordance with ACI 318 D.6.3.1, the nominal pryout strength in shear shall be calculated in accordance with the following sections added to ACI 318, Appendix D:

D.6.3.2 – The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed

(a) for a single adhesive anchor

cbcpacpcp Nk;NkminV ⋅⋅= (D-30a)

(c) for a group of adhesive anchors

cbgcpagcpcpg Nk;NkminV ⋅⋅= (D-30b)

where:

kcp= 1.0 for hef < 2.5 in. (64 mm)

kcp= 2.0 for hef ≥ 2.5 in. (64mm)

Na shall be calculated in accordance with Eq. (D-16a)

Nag shall be calculated in accordance with Eq. (D-16b)

Ncb, Ncbg are determined in accordance with D.5.2

0aNa,pNa,ecNa,gNa,ed

0Na

Naag N

A

AN ⋅⋅⋅⋅⋅= ψψψψ

a0 k,uncr efN d hτ π= ⋅ ⋅ ⋅


4.1.8 Bond Strength Determination: Bond strength values are a function of installation conditions (dry, water saturated) and the concrete compressive strength. They are given in Table 7 (metric threaded rods) and Table 10 (reinforcement bars). The characteristic bond strength shall be multiplied with the strength reduction factors φd

(installation in dry concrete) or φWS (installation in water-saturated concrete).

Unc

rack

ed

conc

rete

Hole drilling method

Permissible installation conditions

Bond strength

Associated strength reduction

factor

Hammer drilled

Dry concrete τk,uncr φd

Water-saturated

τk,uncr φws

4.1.9 Minimum Member Thickness hmin, Anchor Spacing smin and Edge Distance cmin: In lieu of ACI 318 Section D.8.3, values of cmin and smin described in this report (see Table 6 and Table 9) must be observed for anchor design and installation. Likewise, in lieu of ACI 318 Section D.8.5, the minimum member thickness, hmin, described in this report (see Table 6 and Table 9), must be observed for anchor design and installation. In determining minimum edge distances, cmin, the following section must be added to ACI 318, Appendix D:

D.8.8 – For adhesive anchors that will remain untorqued, the minimum edge distances shall be based on minimum cover requirements for reinforcement in 7.7. For adhesive anchors that will be torqued, the minimum edge distance and spacing shall be taken as described in this report.

4.1.10 Critical Edge Distance cac: In lieu of ACI 318 D.8.6, cac must be determined as follows:

=τk,uncr

1160

0.4·max 3.1-0.7

h

hef;1.4 Eq. (4-1)

where τk,uncr is the characteristic bond strength in uncracked concrete, h is the member thickness, and hef is the embedment depth. τk,uncr need not be taken as greater than: τk,uncr= kuncr heffc'π∙d

4.1.11 Interaction of Tensile and Shear forces: For designs that include combined tension and shear, the interaction of tension and shear must be calculated in accordance with ACI 318 D.7.

4.2 Allowable Stress Design:

4.2.1 General: For anchors designed using load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, allowable loads must be established using the following equations:

Tallowable,ASD = φNn/α Eq. (4-2)

and

Vallowable,ASD = φVn/α Eq. (4-3)

where:

Tallowable,ASD = Allowable tension load (lbf or kn)

Vallowable,ASD = Allowable shear load (lbf or kn)

φNn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D as amended in Section 4.1

of this report and Sections 1908.1.9 and 1908.1.16 of the 2006 IBC, as applicable.

φVn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D as amended in Section 4.1 of this report and Sections 1908.1.9 and 1908.1.10 of the 2009 IBC and Section 1908.1.16 of the 2006 IBC, as applicable.

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

Tables 11 and 12 provide examples of calculated Allowable Stress Design (ASD) values for each anchor and rebar diameter at minimum embedment depth.

The requirements for member thickness, edge distance and spacing, described in Table 6 and Table 9, must apply.

4.2.2 Interaction: In lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction shall be calculated as follows:

For shear loads allow,ASDV 0.2 V≤ ⋅ , the full allowable load in

tension allow,ASDT may be taken.

For tension loads allow,ASDT 0.2 T≤ ⋅ , the full allowable load

in shear allow,ASDV may be taken.

For all other cases:

allow,ASD allow,ASD

T V1.2

T V+ ≤ Eq. (4-4)

4.3 Installation:

Installation parameters are illustrated in Figure 1. Installation of the Fischer FIS V Adhesive Anchor System must conform to the manufacturer’s published installation instructions included in each unit package, as described in Figure 4 of this report.

4.4 Special Inspection:

Anchor locations must comply with this report and the plans and specifications approved by the code official. Installation under periodic special inspection must be performed where required in accordance with Sections 1704.4 and 1704.13 of the 2000, 2003 or 2006 IBC, Section 1704.15 of the 2009 IBC or Section 1701.5 of the UBC, whereby periodic special inspection is defined in Section 1701.6.2 of the UBC or Section 1702.1 of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, and tightening torque. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on-site. Subsequent installations of the same anchor type and size by the same construction personnel shall be permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector shall make regular inspections to confirm correct handling and installation of the product.


Continuous special inspection is required for all cases where anchors installed overhead (vertical up) are designed to resist sustained tension loads.

Under the IBC, additional requirements as set forth in Sections 1705, 1706 or 1707 must be observed, where applicable.

5.0 CONDITIONS OF USE

The Fischer FIS V Adhesive Anchor System described in this report complies with the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 Fischer FIS V adhesive anchors must be installed in accordance with the manufacturer’s published installation instructions included in the adhesive packaging and provided in Figure 4 of this report.

5.2 The anchors must be installed in 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) only.

5.3 The values of f′c used for calculation purposes must not exceed 8,000 psi (55.1 MPa).

5.4 Anchors must be installed in concrete base materials in holes predrilled with carbide-tipped drill bits complying with ANSI B212.15-1994.

5.5 The use of the anchors is limited to installation in concrete that is expected to be uncracked during the service life of the anchors, subject to the conditions in this report.

5.6 Fischer FIS V adhesive anchors are recognized for use to resist short- and long-term loads, including wind, subject to the conditions of this report.

5.7 Loads applied to the anchors must be adjusted in accordance with Section 1612.3 or 1909.2 of the UBC or Section 1605.2 of the IBC for strength design, and in accordance with Section 1612.3 of the UBC or Section 1605.3 of the IBC for allowable stress design.

5.8 Strength design values are established in accordance with Section 4.1 of this report.

5.9 Allowable stress design values are established in accordance with Section 4.2 of this report.

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

5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the building 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.

5.12 Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Fischer FIS V adhesive anchors are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled:

Anchors are used to resist wind or seismic forces only.

Anchors 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 are used to support nonstructural elements.

5.13 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors 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.

5.14 Use of zinc-plated carbon steel anchors is limited to dry, interior locations.

5.15 Stainless steel rods are permitted for exterior exposure or damp environments.

5.16 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 A 153.

5.17 Fischer FIS V adhesive anchors are permitted for use in Seismic Zones 0 and 1 of the UBC, and for use in Seismic Design Categories A and B of the IBC.

5.18 Special inspections and jobsite quality assurance must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report.

5.19 Fischer FIS V adhesive is manufactured by fischerwerke GmbH & Co KG, Denzlingen, Germany, with quality control inspections by Ingenieurburo Eligehausen und Asmus (AA-707).

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated November 2009.

7.0 IDENTIFICATION

7.1 Fischer FIS V adhesive is identified by packaging labeled with the manufacturer’s name (fischerwerke) and address, product name, lot number, expiration date, evaluation report number (ICC-ES ESR-2786), and the name of the quality control agency (Ingenieurburo Eligehausen und Asmus).

7.2 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications as set forth in Tables 2 and 3 of this report.


FIGURE 1—INSTALLATION PARAMETERS

TABLE 1—DESIGN TABLE INDEX

DESIGN STRENGTH1 THREADED ROD DEFORMED REINFORCEMENT

metric fractional

Steel Nsa, Vsa Table 5 Table 8

Concrete Ncbg, Vcb, Vcbg, Vcp, Vcpg Table 6 Table 9

Bond2 Na, Nag Table 7 Table 10 1Ref. ACI 318 D.4.1.2 2See Section 4.1 of this evaluation report

TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF

COMMON CARBON STEEL THREADED ROD MATERIALS1

THREADED ROD SPECIFICATION

MINIMUM SPECIFIED ULTIMATE

STRENGTH fUTA

MINIMUM SPECIFIED

YIELD STRENGTH 0.2%

OFFSET fYA

fUTA/fYA ELONGATION,

MIN.4

REDUCTION OF AREA,

MIN.

SPECIFICATION FOR NUTS5

ISO 898-12 Class 5.8

MPa 500 400

1.25 10 35 DIN 934 (8-A2K)

(Metric) psi 72,519 58,015

ISO 898-13 Class 8.8

MPa 800 640

1.25 12 52 DIN 934 (8-A2K)

psi 116,030 92,824

1fischer FIS V must be used with continuously threaded carbon steel rod (all-thread) have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by fischer are provided in this table. 2Standard Specifications for Carbon and Alloy Steel Externally Threaded Metric Fasteners. 3Mechanical properties of fasteners made of carbon steel and alloy steel – Part 1: Bolts, screws and studs. 4Based on 2-in. (50 mm) gauge length which are based on the gauge length of 4d and ISO 898, which is based on 5d. 5Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal or greater than the minimum tensile strength of the specific threaded rods.

do


TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS1

THREADED ROD SPECIFICATION

MINIMUM SPECIFIED ULTIMATE STRENGTH

fUTA

MINIMUM SPECIFIED

YIELD STRENGTH

0.2% OFFSET fYA

fUTA/fYA ELONGATION,

MIN. REDUCTION

OF AREA, MIN. SPECIFICATION

FOR NUTS3

ISO 3506-12 A4-70 M12 – M36

MPa 700 450 1.56 40 - ISO 4032

psi 101,780 65,430

1fischer FIS V must be used with continuously threaded stainless steel rod (all-thread) have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by fischer are provided in this table. 2Mechanical properties of corrosion resistant stainless steel fasteners – Part 1: Bolts, screws and studs. 3Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal or greater than the minimum tensile strength of the specific threaded rods.

TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS1

REINFORCING BAR SPECIFICATION MINIMUM SPECIFIED

ULTIMATE STRENGTH fUTA MINIMUM SPECIFIED YIELD

STRENGTH fYA

ASTM A 6151 Gr. 60 MPa 620 420

psi 90,000 60,000 1Standard Specifications for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement.


TABLE 5—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD1

DESIGN INFORMATION Symbol Units Nominal rod diameter (mm)

M8 M10 M12 M16 M20 M24 M30

ROD OUTSIDE DIAMETER

d mm 8 10 12 16 20 24 30

in. 0.31 0.39 0.47 0.63 0.79 0.94 1.18

ROD effective cross-sectional area

Ase mm² 36.6 58.0 84.3 157 245 352 561

in². 0.057 0.090 0.131 0.243 0.380 0.546 0.870

ISO

898

-1 C

lass

5.8

Nominal strength as governed by steel strength

Nsa kN 18.3 29 42.1 78.3 122.4 176.2 280.3 lb 4,114 6,519 9,464 17,603 27,517 39,611 63,014

Vsa kN 9.1 14.3 21.1 39.2 61.2 88.1 140.2 lb 2,046 3,215 4,743 8,813 13,758 19,806 31,518

Strength reduction factor φ for tension2

φ - 0.65

Strength reduction factor for φ for shear2 φ - 0.60

ISO

898

-1 C

lass

8.8


Nsa kN 29.2 46.4 67.4 125.3 195.8 282 448.5 lb 6,564 10,431 15,152 28,169 44,018 63,396 100,827

Vsa kN 14.6 23.2 33.7 62.7 97.9 141 224.2 lb 3,282 5,216 7,576 14,096 22,009 31,698 50,402


φ - 0.65

Strength reduction factor for φ for shear2

φ - 0.60

ISO

350

6-1

Cla

ss A

4 S

tain

less


Nsa kN 25.6 40.6 59.0 109.7 171.4 246.7 392.4 lb 5,755 9,127 13,264 24,662 38,532 55,460 88,215

Vsa kN 12.8 20.3 29.5 54.8 85.7 123.4 196.2 lb 2,878 4,564 6,632 12,320 19,266 27,741 44,108


φ - 0.65

Strength reduction factor for φ for shear2

φ - 0.60

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

1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318 Eq. (D-3) and Eq. (D-20). Nuts and washers must be appropriated for the rod. 2For use with load combinations of ACI 318 Section 9.2 as set forth in ACI 318 D.4.4.


TABLE 6—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD

DESIGN INFORMATION SYMBOL UNITSNOMINAL ROD DIAMETER (MM)

M8 M10 M12 M16 M20 M24 M30

Embedment depth

hef,min mm 64 80 96 128 160 192 240

in. 24/8 31/8 36/8 5 62/8 74/8 94/8

hef,max mm 96 120 144 192 240 288 360

in. 36/8 46/8 55/8 74/8 94/8 113/8 141/8

Effectiveness factor for uncracked concrete kc,uncr SI 10

in.-lb 24

Maximum tightening torque Tinst Nm 10 20 40 50 120 150 300

ft-lbs 7.5 15 30 45 90 110 220

Minimum anchor spacing smin mm 40 45 55 62.5 85 105 140

in. 15/8 16/8 21/8 24/8 33/8 41/8 54/8

Minimum edge distance cmin mm 40 45 55 62.5 85 105 140

in. 15/8 16/8 21/8 24/8 33/8 41/8 54/8

Minimum member thickness hmin mm hmin ≈ hef + Δd with Δd = max (30 mm, 2do)≥ 100 mm

hmin = hef + ∆d with ∆d = max (1.25 in, 2do) ≥ 3.9 inches in.

Critical edge distance – splitting (uncracked concrete) cac mm

See Section 4.1.10 of this report. (in.)

Strength reduction factor for tension, concrete failure modes, Condition B1 φ - 0.65

Strength reduction factor for shear, concrete failure modes, Condition B1 φ - 0.70

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, 1MPa= 145.0 psi 1 Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318 D4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1, UBC Section 1612.1.1, or ACI 318 Section 9.2 as set forth in ACI 318 D4.4. If the load combinations of ACI 318, Appendix C or UBC Section 1909.2 are used, the appropriate value of φ must be determined in accordance with ACI 318 D4.5.


TABLE 7—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD1

DESIGN INFORMATION SYMBOL UNITSNOMINAL ROD DIAMETER (MM)

M8 M10 M12 M16 M20 M24 M30

Embedment depth

hef,min mm 64 80 96 128 160 192 240

in. 24/8 31/8 36/8 5 62/8 74/8 94/8

hef,max mm 96 120 144 192 240 288 360

in. 36/8 46/8 55/8 74/8 94/8 113/8 141/8

Temperature range A3

Characteristic bond strength in uncracked concrete2 τk,uncr

N/mm² 12.3 12.3 11.7 10.7 10 9.4 8.8

psi 1,784 1,784 1,697 1,552 1,450 1,363 1,276

Temperature range B3

Characteristic bond strength in uncracked concrete2 τk,uncr

N/mm² 8 1,160

8 1,160

7.6 1,102

7 1,015

6.5 942

6.1 884

5.7 826 psi

Strength reduction factor for

permissible installation conditions

Dry concrete

Anchor category

- 1

φdry - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Water saturated concrete

Anchor category

- 2 1

φws - 0.55 0.55 0.55 0.65 0.65 0.65

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, 1MPa = 145.0 psi 1Bond strength values correspond to concrete compressive strength in the range 2,500 psi≤f′

c≤4,500 psi. For the range 4,500 psi≤ f′c ≤6,500

psi tabulated characteristic bond strength may be increased by 9 percent and range 6,500 psi≤ f′c ≤8,000 psi tabulated characteristic bond

strength may be increased by 15 percent. 2Characteristic bond strengths are for sustained loads including dead and live loads. For short-term loads including wind, bond strength may be increased 27 percent. 3Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term Temperature = 122°F (50°C). Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term Temperature = 162°F (72°C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

TABLE 8—STEEL DESIGN INFORMATION FOR U.S.: CUSTOMARY UNIT REINFORCING BARS1

DESIGN INFORMATION SYMBOL UNITS BAR SIZE

#3 #4 #5 #6 #7 #8 #9 #10 #11

Nominal bar diameter d in. 3/8

1/2 5/8

3/4 7/8 1 11/8 11/4 13/8

mm 9.5 12.7 15.9 19.1 22.2 25.4 28.6 31.8 34.9

Bar effective cross-sectional area

Ase in². 0.11 0.2 0.31 0.44 0.6 0.78 1.0 1.27 1.48

mm² 71 129 200 284 387 510 645 791 956

AS

TM

A 6

15 G

r. 6

0 Nominal strength as governed by steel

strength

Nsa kN 44.2 78.5 122.7 176.7 240.5 314.2 397.6 490.9 593.1

lb 9,937 17,647 27,584 39,724 54,067 70,635 89,384 110,359 133,334

Vsa kN 26.5 47.1 73.6 106 144.3 188.5 238.6 294.5 355.8

lb 5,957 10,588 16,546 23,830 32,440 42,376 53,639 66,206 79,987

Strength reduction factor φ for tension2)

φ 0.65

Strength reduction factor φ for shear2

φ 0.60

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, 1MPa = 145.0 psi 1Values provided for common reinforcement bars based on specified strength and calculated in accordance with ACI 318 Eq. (D-3) and Eq. (D-20). Nuts and washers must be appropriate for the rod. 2For use with the load combination of ACI 318, as set forth in ACI 318 D.4.4.


TABLE 9—CONCRETE BREAKOUT STRENGTH DESIGN INFORMATION FOR U.S.: CUSTOMARY UNIT REINFORCING BARS1

DESIGN INFORAMTION SYMBOL UNITS BAR SIZE

#3 #4 #5 #6 #7 #8 #9 #10 #11

Embedment depth

hef,min in. 3 4 5 6 7 8 9 10 11

mm 76 101.6 127.2 152.8 177.6 203.2 228.8 254.4 279.2

hef,max in. 44/8 6 74/8 9 104/8 12 134/8 15 164/8

mm 114 152.4 190.8 229.2 266.4 304.8 343.2 381.6 418.8

Effectiveness factor kc,uncr SI 10

in.-lb 24

Minimum anchor spacing smin mm 42.5 57.5 70 85 135 150 160 175 190

in. 15/8 17/8 26/8 33/8 53/8 57/8 62/8 67/8 74/8

Minimum edge distance cmin mm 42.5 57.5 70 85 135 150 160 175 190

in. 15/8 17/8 26/8 33/8 53/8 57/8 62/8 67/8 74/8

Member thickness hmin mm hmin = hef + ∆d with ∆d = max (30 mm, 2do) ≥ 100 mm

hmin = hef + ∆d with ∆d = max (1.25 in, 2do) ≥ 3.9 inches in.

Critical edge distance – splitting (uncracked concrete)

cac mm

See Section 4.1.10 of this report. in.

Strength reduction factor for tension, concrete failure modes, Condition B1

φ - 0.65

Strength reduction factor for shear, concrete failure modes, Condition B1

φ - 0.70

For SI: 1 inch= 25.4 mm, 1lbf= 4.448 N, 1 psi= 0.006897 Mpa. For pound-inch-units: 1 mm= 0.03937 inches, 1 N= 0.2248 lbf, 1Mpa= 145.0 psi 1 Values provided for post-installed anchors with category as determined from ACI 355.2 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318 Section D4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2.1, UBC Section 1612.1.1, or ACI 318 Section 9.2 as set forth in ACI 318 Section D4.4. If the load combinations of ACI 318, Appendix C or UBC Section 1909.2 are used, the appropriate value of φ must be determined in accordance with ACI 318 Section D4.5.


TABLE 10—BOND STRENGTH DESIGN INFORMATION FOR U.S: CUSTOMARY UNIT REINFORCING BARS1

DESIGN INFORMATION SYMBOL UNITSBAR SIZE

#3 #4 #5 #6 #7 #8 #9 #10 #11

Embedment depth

hef,min in. 3 4 5 6 7 8 9 10 11

mm 76 101.6 127.2 152.8 177.6 203.2 228.8 254.4 279.2

hef,max in. 44/8 6 74/8 9 104/8 12 134/8 15 164/8

mm 114 152.4 190.8 229.2 266.4 304.8 343.2 381.6 418.8

Temperature range A 3

Characteristic bond strength in uncracked

concrete2 τk,uncr

N/mm² 12.3 11.5 10.7 10.1 9.6 9.3 8.9 8.6 8.4

psi. 1.784 1.668 1.552 1.465 1.392 1.349 1.291 1.247 1.218

Temperature range B 3

Characteristic bond strength in uncracked

concrete2 τk,uncr

N/mm² 8 7.5 7 6.6 6.3 6 5.8 5.6 5.4

psi. 1,160 1,088 1,015 957 914 870 841 812 783

Strength reduction factor for permissible

installation conditions

Dry concrete

Anchor category

- 1

φdry - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Water saturated concrete

Anchor category -

2 1

φws 0.55 0.55 0.65 0.65 0.65 0.65 0.65 0.65 0.65

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, 1Mpa = 145.0 psi 1Bond strength values correspond to concrete compressive strength in the range 2,500 psi≤ f′

c ≤4,500 psi. For the range 4,500 psi≤ f′c ≤6,500

psi tabulated characteristic bond strength may be increased by 9 percent and range 6,500 psi≤ f′c ≤8,000 psi tabulated characteristic bond

strength may be increased by 15 percent. 2Characteristic bond strengths are for sustained loads including dead and live loads. For short-term loads including wind, bond strength may be increased 27 percent. 3Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term Temperature = 122°F (50°C). Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term Temperature = 162°F (72°C). Short term elevated concrete temperatures are those that occur over brief, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.


TABLE 11—EXAMPLE OF FIS V ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES, THREADED RODS, TEMPERATURE RANGE A1,2,3,4,5,6,7,8,9,10,11,12,13,14

DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (IN.)

Diameter Threaded Rod d mm 8 10 12 16 20 24 30

(in.) (0.315) (0.394) (0.472) (0.630) (0.787) (0.945) (1.181)

Embedment Depth hef mm 64 80 96 128 160 192 240

(in.) (2.52) (3.15) (3.78) (5.04) (6.30) (7.56) (9.45)

Allowable Tension Load15 Tallowable,ASD kN 8.9 13.5 17.7 27.2 32.3 42.3 59.2

(lbf) (2,008) (3,028) (3,987) (6,129) (7,248) (9,528) (13,315)

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, 1MPa = 145.0 psi 1Single anchor with static tension load only; ISO 898-1; Class 8.8 threaded rod. 2Vertical downward installation direction. 3Inspection regime = Periodic. 4Installation temperature = 50°F (10°C) to 104°F (40°C) for base material; 50°F (10°C) to 104°F (40°C) for cartridge adhesive. 5Long term temperature = 122°F (50°C). 6Short term temperature = 176°F (80°C). 7Dry hole condition; carbide drilled hole. 8Concrete determined to remain uncracked for the life of the anchorage. 9Load combinations from ACI 318 Section 9.2 (no seismic loading). 1040% dead load and 60% live load. Controlling load combinalion 1.2D + 1.6L. 11Calculation of weighted average for α = 1.2(0.4) + 1.6(0.6) = 1.44. 12 f′

c = 2,500 psi (normal weight concrete). 13ca1 = ca2 ≥ cac 14h ≥ hmin 15It is noted that for sizes d ≥ 10 mm concrete breakout is the decisive failure mode.

TABLE 12—EXAMPLE OF FIS V ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES, REINFORCING BAR, TEMPERATURE RANGE A1,2,3,4,5,6,7,8,9,10,11,12,13,14

DESIGN INFORMATION

SYMBOL UNITS BAR SIZE

- #3 #4 #5 #6 #7 #8 #9 #10 #11

Diameter Threaded Rod

d mm 9.5 12.7 15.9 19.1 22.2 25.4 28.6 31.8 34.9

(in.) (0.375) (0.500) (0.625) (0.750) (0.875) (1.000) (1.125) (1.250) (1.375)

Embedment Depth

hef mm 76 102 127 152 178 203 229 254 279

(in.) (3) (4) (5) (6) (7) (8) (9) (10) (11)

Allowable Tension Load

Tallowable,ASD kN 12.5 19.3 26.9 35.5 44.6 54.5 65.1 76.2 87.8

(lbf) (2,815) (4,333) (6,056) (7,961) (10,032) (12,256) (14,625) (17,129) (19,761)

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, 1MPa = 145 psi

1Single anchor with static tension load only; ASTM A 615 Grade 60 reinforcing bar. 2Vertical downward installation direction. 3Inspection regime = Periodic. 4Installation temperature = 50°F (10°C) to 104°F (40°C) for base material; 50°F (10°C) to 104°F (40°C) for cartridge adhesive. 5Long term temperature = 122°F (50°C). 6Short term temperature = 176°F (80°C). 7Dry hole condition; carbide drilled hole. 8Concrete determined to remain uncracked for the life of the anchorage. 9Load combinations from ACI 318 Section 9.2 (no seismic loading). 1040% dead load and 60% live load. controlling load combinalion 1.2D + 1.6L. 11Calculation of weighted average for α = 1.2(0.4) + 1.6(0.6) =1.44. 12 f′

c = 2,500 psi (normal weight concrete). 12ca1 = ca2 ≥ cac 14h ≥ hmin 15It is noted that for temperature range A concrete breakout is the decisive failure mode.


FIGURE 2—FIS V ANCHORING SYSTEM AND STEEL ELEMENTS


Given: 2 x M16 (0.63-in.) FIS V adhesive anchors near to an edge subjected to a tension load as shown. Design Objective: Calculate the design tension resistance for this configuration

Dimensional Parameters: hef = 125 mm = 4.92 in. s = 102 mm = 4.0 in. ca,min = 62.5 mm = 2.46 in. h = 305 mm = 12.0 in. d = M16 = 0.63 in.

Specifications/assumptions Steel class: ISO 898-1 Class 8.8, all threaded rod Concrete class: Normal weight concrete, f′

c = 4,000 psi No supplementary reinforcing in accordance with ACI 318-05 D.1 will be provided Short term temperature: Assume maximum short term temperature (diurnal) base material temperature ≤176°F

Long term temperature Assume maximum long term base material temperature ≤ 122°F. Condition of borehole: Assume installation in dry concrete Concrete must be uncracked for service live of anchorage

Calculation in Accordance with ACI 318-05 Appendix D and this report ACI 318 Code Ref. Report Ref.

Step 1

Check minimum edge distance, anchor spacing and member thickness:

cmin= 2.46 in. ≤ ca,min= 2.5 in. therefore ok.

smin= 2.46 in. ≤ s = 2.5 in. therefore ok.

Table 6 Table 6

Step 2 Calculate steel strength: Nsa= n⋅Asa⋅futa D.5.1.2

ISO 898-1 Class 8.8 rods comply as brittle, therefore φ = 0.65

φNsa= φ⋅n⋅Ase⋅futa = 0.65⋅2⋅0.243⋅116,030 = 36,653 lb

or, using Table 5 φNsa = 0.65⋅2⋅28,169= 36,620 lb

D.1 D.5.1.2

Table 5

Step 3 Determine concrete breakout strength:

bN,cpN,cN,edN,ec0Nc

Nccbg N

A

AN ⋅ψ⋅ψ⋅ψ⋅ψ⋅= D.5.2.1 and Eq. (D-5) -

ANc=(3⋅hef+s)(1.5⋅hef+ca)= (14.8+4)(7.4+2.46)= 185.4 in² -

ANc0= (3⋅hef)²= 9⋅ 2

efh = 219.0 in² D.5.2.1 and Eq. (D-6) -

ψec,N= 1.0 no eccentricity of tension load with respect to tension loaded anchors

D.5.2.4 -

ef

min,aN,ed h5.1

c3.07.0 ⋅+=ψ for ca,min≤1.5 hef

ca,min= 2.5< 1.5⋅4.92

4.7

5.23.07.0N,ed ⋅+=ψ = 0.80

D.5.2.5 and Eq. (D-11)

-

FIGURE 3—SAMPLE CALCULATION

do


Concrete must be uncracked for service live of anchorage therefore

ψc,N= 1.0 (k,uncr= 24)

D.5.2.6 Table 6

Determine cac:

h = 12 in. > 2 · he f= 2 · 4.92 in.= 9.84 in.

63.163.092.406.01.206.01.2 =

⋅−=

⋅−=

d

h

h

c ef

ef

ac

cac= 1.63 · 4.92= 8.03 in.

Table 6

For ca,min<cac

=03.8

92.45.1;5.2maxN,cp

⋅=ψ = 0.9

D.5.2.7 and Eq. (D-13) -

5,1

ef

´

cuncr,cb hfkN ⋅⋅= = ( ) 5,1

b 92.4400024N ⋅⋅= =16,565 lb D.5.2.2 and Eq. (D-7) -

565,1692.00.180.00.10.2191.186

Ncbg ⋅⋅⋅⋅⋅= =10,360 lb -

φNcbg= 0.65⋅10,360=6,734 lb D.4.4c) -

Step 4 Determine bond strength: - Section 4.1.4 Eq. (D-16b)

efh3

450.1uncr,kd20

Na,crs ⋅≤

τ⋅⋅=

76.14h30.13450.1

552.163.020s efNa,cr =⋅≤=⋅⋅=

scr,Na= 13 in.

- Section 4.1. 4 Eq. (D-16d)

2

sc Na,cr

Na,cr = = 6.5 in. - Section 4.1.4 Eq. (D-16e)

ANa=(2⋅ccr,Na+s)(ccr,Na+ca,min)= (13.0+4)(6.5+2.46)= 152.3 in² - Section 4.1.4

ANa0= (scr,Na)²= (13.0)²= 169 in² Section 4.1.4 Eq. (D-16c)

Na,cr

min,aN,ed c

c3.07.0 ⋅+=ψ for ca,min < ccr,Na

=⋅+=ψ5.6

5.23.07.0N,ed

0.82

- Section 4.1.4 Eq. (D-16m)

c,uncr

k,max,uncr ef c

kh f

dτ

π′= ⋅

⋅= 400092.4

63.0

24uncrmax,,k ⋅

⋅=

πτ

=1,701 psi

- Section 4.1.4 Eq. (D-16i)

FIGURE 3—SAMPLE CALCULATION (Continued)

ac

efmin,a

N,cp c

h5.1;cmax ⋅=ψ


0Na

Naag N

A



( ) 0.11nn

5,1

uncrmax,,k

uncr,k

0Na,g ≥

⋅−−=

ττ

ψ =

( ) 05.1701.1

552.1122

5,1

0Na,g =

⋅−−=ψ

( )

( )

−⋅

+

=

ψ−⋅

+ψ=ψ

05.110.13

0.416.1

1s

s

5,0

0Na,g

5,0

Na,cr0Na,gNa,g

=1.13

-

Section 4.1.4 Eq. (D-16h) Section 4.1.4 Eq. (D-16g)

ψec,Na= 1.0 no eccentricity of tension load with respect to tension loaded anchors

Section 4.1.4 Eq. (D-16j)

h= 12 in. > 2 · hef= 2 · 4.92 in.= 9.84 in. cac

hef=2.1⋅0.06⋅ hef

d=2.1-0.06⋅ 4.92

0.63=1.63

cac= 1.63 · 4.92= 8.03 in.

ac

Na,cr,mina

Na,p c

c;cmax=ψ = 81.0

03.8

5.6;5.2maxNa,p ==ψ

Section 4.1.4 Eq. (D-16p)

Nao=τk,uncr · π · d · hef=1,552⋅π⋅0.63⋅4.92=15,105 lb Section 4.1.4 Eq. (D-16f)

Nag= 152.3

169⋅0.82⋅1.13⋅1.0⋅0.81⋅15,105=10,217 lb

Section 4.1.4 Eq. (D-16b)

φ= 0.65

φNag= 0.65⋅10,217= 6,641 lb

Step 5 Determine controlling strength: D.4.1.2

Steel strength

φNsa = 36,620 lb

φNcbg = 6,734 lb

φNag = 6,641 lb Controls!

Step 6

Calculate allowable stress design conversion factor for loading condition: Controlling load combination 1.2D + 1.6L α=1.2(40%) + 1.6(60%) = 1.44

9.2

Step 7

Convert strength to ASD using factor provided in Section 4.2

Nallow,ASD=Nd

α=

ϕNn

α=

6,641

1.44=4,612 lb

FIGURE 3—SAMPLE CALCULATION (Continued)


0Na

Naag N

A


F

IGU

RE

4—

FIS

V IN

ST

AL

LA

TIO

N IN

FO

RM

AT

ION


FIG

UR

E 4

—F

IS V

INS

TA

LL

AT

ION

INF

OR

MA

TIO

N (

Co

nti

nu

ed

)


ICC-ES Evaluation Report ESR-2786* em/FIS EM - ICC EN.pdfICC-ES Evaluation Report ESR-2786* Reissued...

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