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BUILDING COMMENTS 4.pdfov EDS City of Edmonds 0 ELP PLAN REVIEW COMMENTS .211 BUILDfNG DIVISION Est 10'° (425) 771-0220 DATE: March 1, 2007 TO: Monte Clouston FROM: Ann Bullis, Assistant Building Official RE: Plan Check #2006-1145 Project: Calais Multi -family —Residing and Voluntary Seismic Upgrade Project Address: 1115 4"' Ave S Attached are comments from December 13, 2006 (Item #1 is still outstanding), and comments from the City's consultant regarding the voluntary seismic upgrade. Please provide written responses to each comment, including where changes can be found on the plans/documents. Submit revised plans/documents to Theresa Umbaugh, Permit Coordinator. o ED,y� Cfiy of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425) 771-0220 DATE: December 13, 2006 TO: Monte Clouston FAX 541-318-3400 FROM: Ann Bullis, Assistant Building Official RE: PIan Check #2006-1145 Project: Calais Multi -family -- Residing Project Address: 1115 4u' Ave S During re -review of the plans/documents for the above noted project, it was found that the following information, clarifications or changes are needed. Please submit written responses to the comments below, including where changes can be found on the plans, and revised plans/documents (affected sheets only) to Theresa Umbaugh, Permit Coordinator. The "project specifications permit set" submitted to the City December 6, 2006 appears to re_ulace the originally submitted full-size plans that were stamped and signed by the engineer of record. However, 1,,1_ �� the recently submitted documents are not stamped and signed by the engineer of record, and pages Nappear to be missing (pages 5, 6, & 7). To date we have still not received a permit application for the proposed seismic upgrade that you and your structural engineer have discussed with staff numerous times. You have told us repeatedly over the past several months that the plans will be submitted "within the next few days" and we have yet to see a permit application be submitted. Once we receive and review the requested information in item #1 above, permit approval will be only for the residing and building enclosure, not for any structural work. cc: Chester Machniewski, Bee. Consulting, FAX: 425-712-8608 February 24, 2007 Ann Bullis, Plan Reviewer and Assistant Code Official Development Services Department 121 5tt, Avenue North, Second Floor Edmonds, Washington 98020 Dear Ann Bullis: This is a plan review on the plans for the: Project Name: Structural Review for Voluntary Foundation Upgrade; Value: Not Specified Plan Review Ns: 1113-107 (Your Plan Check Number was BLDG:2006-1240) Codes: Voluntary Seismic Resisting System Upgrade; IBC Secs. 1614.3, Exc., and 3403.2 PREFACE: This letter -report contains various comments on the submitted plans for potential changes to the design Standards in the Codes indicated above. I have specified a general area of concern in each comment, along with a specific location on a plans and a Code -specific Section in which the provision is found. I assume that the designers will to read entire Code provisions rather than my having to duplicate it in the letter. Unless specified otherwise, references are to the `03 IBC. Even though this letter -report is addressed to you as advisory recommendations, the designers of record need to directly address and resolve the issues. Generally, changes will be required to plans and/or specifications. If, the engineer disputes any of my points or has an alternate way of complying with it; he or she should provide both of us written responses addressing each disputed comment. They should indicate what they intend to do about potential discrepancies and where solutions will be found on revised specifications, plans, change orders or otherwise. They should also provide a cloud around changes. That way, we will be able do a final review in an efficient and expedient manner. STRUCTURAL COMMENTS General and Specific Comments 1. These plans show repair and upgrading to an existing building. Section 3403 has rules for upgrades, voluntary or not. A written general note should be on the cover sheet stating that all new construction has been designed to meet the 2003 IBC & ASCE 7-02 requirements for product and design standards and materials. Sections 1603.1 & 1614.3 2. The plans have an amazing number of alternatives; but for purposes of obtaining a permit, the engineer of record and owner have to chose and identify only one option and rid the plans of all the others through deletion or other means. Section 106.1.1 3. It is possible that alternative designs and details have to be produced during construction; it is possible some options that will be culled will actually be used; so, plans should list how the deferred submittals will be done. Section 106.3.4.1 in general and 106.3.4.2 in specific. 4. The wind and seismic notes in the 2nd column of Sheet S1.1 may be from the original plans and reference the UBC. They need to be updated to show `IBC numbering designation so it won't be in conflict in part with those Items in the 1 st column. 5. Note that relevant items in Sections 1603.1.4 & 1603.1.5 need to be shown also. The extent to which ASCE Standard # 31-03 criteria have been applied should be defined too. Ann Bullis, City of Edmonds Voluntary Upgrade of Foundation System Plan Review Number 1113-107 February 24, 2007 Page 2 of 4 .6. The owner & engineer have to note that all alternatives beyond one option chosen as in Comment 2 will have to be formally approved by Building Official, Jeannine Graf. She will need detailed proof including design calculations, etc, and that each will be subject to fees. 7. Other Plan Notes. Sections 106.1, 106.3.4, 1603, 1704, 1705, and 1707. a. The bottom of the 15t column has a tabular matrix of notes some of which requests the Engineer do special observation (SO) where independent special inspections (SI) are required. Since SO is not equivalent to SI, this has to be changed. Section 1709.1 b. Nothing prohibits the engineer from doing such inspection too, of course, but it should be as a SO. In fact, the engineer needs to describe what he will do in a separate note as defined in Section 106.3.4.1, last paragraph, and Section 1709. c. However, WABO doesn't have any certification for the manipulation of the helical anchors, etc. as described in Detail 1152.1, and the engineer could be the Sl for those. d. The matrix table also has contractual notes detailing potential items to be done on an hourly basis and needing the owner's approval. But they should be deleted because this is a private matter, has to be decided in advance between owner and engineer, and is not required by the codes or your City. e. The "Anchorage" part of Note 10151.1 needs to be relocated to a SI list. Sec 1704.1.1. Specified post -installed Simpson and Hilti anchors need to be justified with an ICC Evaluation Service Report (ICC ESR). To complicate things, adhesive and mechanical bolts that are subject to lateral resistance by 2003 IBC forces in this site's Seismic Design Category D, need to be listed for use in cracked concrete, and for resisting seismic loads. I am enclosing information from the ICC ESR's for your information and the engineer's, but the bottom line is that bolts specified don't meet the criteria. g. The engineer can find the possible ones on the Internet, but only [CC ES Report's which state in the "2. Uses" and "5. Conditions" Report paragraphs that they are listed for cracked and uncracked concrete as well as seismic loading are valid: See details at: httpalwww.icc-es.org/rer)orts/index.cfm?csi_num=03151 &view details=yes i. The only ones that I could find are by Hilti Report N2' 1545 & 1917, both of which are expansion types. ii. It is possible that Simpson has one -- see the enclosed copy of a letter from them stating that they have — but the report number is still pending. iii. The ones mentioned in "options 2 and 3" next to the shear wall schedule in the right-hand column don't comply and should be revised iv. Anchors have to be identified now and depending on construction scheduling, other anchors may have reports soon. The engineer should specify the complying ones now but indicate on the plan notes that others may be submitted as deferred submittals. Section 106.3.4.2 v. Any anchors that comply with the new criteria should have a copy of the report(s) should be attached to the contract documents with SI requirements marked. 8. Other Special Inspections: Ann Bullis, City of Edmonds Voluntary Upgrade of Foundation System Plan Review Number 1113-107 February 24, 2007 Page 3 of 4 a. This project needs to have the specifications defining the extent of SI's and clearly showing that special inspectors are required during at least the following cases: i. For site preparation, fill placement, and soil density. Section 1704.7. If you accept the Soils Engineer to do this, Note 81S1.1 needs to make this clear. ii. For concrete mix, placement, and reinforcement bars because the "footings" are more than just footings — they are shoring beams before any backfilling is done. Section 1704.4. Therefore, Note 10/Sheet S1.1 needs to be modified. ill. For high -load wood shear walls, their paneling, nominal size of framing members, adequacy of anchor size, spacing, edge margins, etc. Sections 1703 & 1704.6.1 b. Since you require these SI categories to be listed by WABO, the plan notes should make it clear that such certification is a requirement. Also I believe that WABO requires SI's work for WABO approved laboratories. c. The specific special inspectors doing this have to be identified prior to work being started and preferably before permit issuance. Sections 1704.1 and 1704.1.1 9. The third column on Sheet S1.1 contains a reference in sketch form that the engineer will produce a Quality Assurance Plan. a. But Section 1705 intends it to be provided before construction occurs, assuming the contractor has been chosen. The engineer should do so now before permit issuance. b. Part of the requirement is order to make sure the contractor, and especially the supervisor and workers, understand and appreciate the critical elements in the design so that they pay particular attention to them. Written acknowledgment is required before construction begins or at permit issuance. Section 1705.2 c. The systems need to include a description of the lateral force resisting system as well as those LFRS which are designated. Section 1705.1, Item "ss' 1 & 2. 10. The Foundation Systems: a. The engineer has designed foundation repair using Chance Helical Anchors. i. The Hubbell Corporation/A. B. Chance Company has an ICC Legacy Report # 5110 that is still valid but is listed for the '97 UBC Code and I include a copy FYI. ii. To the extent that the report really describes an engineering solution that could also be allowed by the IBC, reference to the UBC should be no problem. But for the record, the report should be attached to the plans to show the criteria it uses. iii. The "Specifications" behind the 4th tab on page 41 allows for an equivalent to Chance anchors. I am not aware of another company who provides an equivalent that has an ICC report as well. At the very least, specifications have to make it clear that such an ICC ESR report is required determining condition for alternatives. Section 104.11.1 a b. Three geotechnical Reports by Engineer Robert M. Pride, LLC, Inc. have been submitted in the 3 -ring binder. Since the existing rotated retaining wall has been apparently been replaced by segmented block walls & footings, the June 9 and October 18, 2006 reports should be removed to clearly define this permit's scope. Ann Bullis, City of Edmonds Voluntary Upgrade of Foundation System Plan Review Number 1113-107 February 24, 2007 Page 4 of 4 c. The geotechnical reports are mentioned on Note 5/S1.1 and the October 24 letter is included on Sheet S2.3. But since the special inspection information that the soils and structural engineers will be involved in, as well as defining the structural loadings for the helical anchors is on the October 24th letter, it should also be attached to the plans. d. Generalized Helical Anchor Specifications: i. No. 14 on Detail 5/S2.3 should be changed to describe exactly who will do what. ii. The generalized helical anchor specifications in the second row from the left side of Sheet S2.3 should also be detailed or be listed as a deferred submittal item. 11. Details of the foundation and shear resisting systems: a. Notes 1 called out in many spots on Line 7/S2 sheet seem to be circular in nature. Detail 1152 is just a smaller scale of the foundation plans. Were they meant to refer to Details 3, 4, &lor 5/S2? b. Details 6 & 7/S4 are also cross referenced from Sheet S2 but references are obviously wrong and need to be corrected. c. Details 5, 6, & 7/S3 should first define what "FDN" means as they depict floor details. Since they are shown on Sheet S4 in more detail, maybe they should be cross referenced there or just not have any detail numbers? d. However, Floor Plan 2/S4 has references to some details on a Sheet S4.1 that doesn't exist. e. In fact, Sheets S5 and S6 have references to Sheet 4.1 too. 1 can see that some of these obviously misidentified details have relevance to the ones on their respective sheets, but it is very confusing to try to figure them out. The engineer needs to go through and correct them all or delete them if they are not relevant CLOSING As stated in the beginning of this letter, the designers should revise the plans and specifications and resubmit them with a letter explaining what they did including any rebuttal to the issues and should indicate on which sheet or detail the correction may be found. Thank you for the opportunity to be once more of service. An invoice for this review will follow under separate cover. Sincerely, Jerry J. Barbera, M.S.C.E. and P.E. Construction Codes Consultant Encl: ICC ES Report "45 5110, 1545, & 1917; Simpson StrongTie Note; [CC letters. ESR -1917 ` ' REP R / TM Issued September 9, 2005 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. Business/Regional Office r 5360 Workman Mill Road, Whittier, Cafifornia 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 * (205) 599-9800 www.icc-es.org Regional Office 04051 West Flossmoor Road, Country Club Hills, Illinois 60478 (708)799-2305 DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HiltiTechEn us.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2003 International Building Code' (IBC) ■ 2003 International Residential Codd' (IRC) ■ 1997 Uniform Building CodeT11 (UBC) Properties evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and untracked normal -weight concrete and structural lightweight concrete having a specified compressive strength, f., of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and untracked normal -weight or structural sand lightweight concrete over metal deck having a minimum specified compressive strength, f,, of 3,000 psi (20.7 MPa). The anchoring system is an alternative to cast -in-place anchors described in Sections 1912 and 1913 of the IBC and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the IRC. 3.0 DESCRIPTION KB -TZ anchors are torque -controlled, mechanical expansion anchors_ KB -TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon or stainless steel materials with corrosion resistance equivalent to AIS) 304. Carbon steel KB -TZ anchors have a minimum 5 pm (0.00002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from stainless steel with corrosion resistance equivalent to AISI 316. The hex nut for carbon steel conforms to ASTM A 563, Grade A, and the hex nut for stainless steel conforms to ASTM F 594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end_ The tapered mandrel is enclosed by a three -section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded againstthe wall of the drilled hole. Installation information and dimensions are set forth in Section 4.3 and Table 1. Normal -weight and structural lightweight concrete shall conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Design strengths shall be determined in accordance with ACI 318-02 Appendix D and this report. Design parameters are provided in Tables 3 and 4_ Strength reduction factors $ as given in ACI 318 DAA shall be used for load combinations calculated in accordance with Section 1612.2 of the UBC or Section 1605.2 of the IBC. Strength reduction factors (� as given in AGI 318 D.4.5 shall be used for load combinations calculated in accordance with Section 1909.2 of the UBC. Strength reduction factors $ corresponding to ductile steel elements may be used_ An example calculation is provided in Figure 6. 4.1.1 Requirements for Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension shall be calculated according to ACI 318 Section D_5.2.2, using the values of he, and k, as given in Tables 3 and 4 in lieu of her and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.2.6 shall be calculated with LP3 as given in Tables 3 and 4. For carbon steel KB -TZ installed in the soffit of sand lightweight or normal -weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, calculation of the concrete breakout strength may be omitted. (See Section 4.1.3.) 4.1.2 Requirements for Critical Edge Distance: In applications where c <c,, and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension .for untracked concrete, calculated according to ACI 318 Section D.5.2, shall be further multiplied by the factor t-tledge as given by the following equation: Lpedge = C (1) Ccr REPORTS" are not to he construed as representing of svrherics or any other orn-ibutes riot specilkullr addressed, nor art, then to he consimed as on endorsement gf'the subject of the report or a recommendation for its tae- There is nu narrrmti, hr ICC Evaluation selI1ce. 111c., express or implied, as to arra"�— finding or other warier in this repur7. or as to arry product corered br the report. �waxa,a.arrom... aor Copyright © 2005 Page 1 of 11 Page 2 of 11 ESR -1917 whereby the factor Wedge need not be taken as less than 1.5 her For all other cases, Wedye = 1.0. Values for the C, critical edge distance c., shall be taken from Table 3 or Table 4. 4.1.3 Requirements for Pullout Strength in Tension: The pullout strength of the anchor in cracked and uncracked concrete, where applicable, is given in Tables 3 and 4_ In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete shall be calculated according to the following equation: NPn,fc — Np,cr 2500 (lb, psi) (2) In regions where analysis indicates no cracking in accordance with ACI 318 Section D_5.3.6, the nominal pullout strength in tension shall be calculated according to the following equation: (lb f` , psi) Npn.(3) !'c Np.vncr 25Q0 Where values for N,,, or NP.,,,,, are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand lightweight or normal - weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete shall be calculated according to Eq_ (2), whereby the value of Npdeck,cr shall be substituted for Np,,_ The use of stainless steel KB -TZ anchors installed in the soffit of concrete on metal deck assemblies is beyond the scope of this report. In regions where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by W3 as given in Table 3_ Minimum anchor spacing along the flute for this condition shall be the greater of 3.Ohe, or V12 times the flute width. W, is 1.0 for all cases_ 4.1.4 Requirements for Static Shear Capacity V$: In lieu of the value of V, as given in AGI 318 Section D.6.1.2(c), the values of VS given in Tables 3 and 4 of this report shall be used_ The shear strength VS,dece as governed by steel failure of the KB -TZ installed in the soffit of sand lightweight or normal -weight concrete on metal deck floor and roof assemblies, as shown in Figure 5, is given in Table 3. 4.1.5 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 Section 17.8.3, values of c,,, and sn,n as given in Tables 2 and 3 of this report shall be used. In lieu of ACI 318 Section D.8.5, minimum member thicknesses h_,,as given in Tables 3 and 4 of this report shall be used. Additional combinationsfor minimum edge distance cm;,, and spacing s,,,,, may be derived by linear interpolation between the given boundary values_ (See Figure 4_) 4.1.6 Requirements for Seismic Design: For load combinations including earthquake, the design shall be performed according to ACI 318 Section D.3.3. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, shall be calculated according to ACE 318 Sections D_5 and D_6, respectively, taking into account the correspondingvalues given in Tables 3 and 4_ The nominal pullout strength NP5.. and the nominal steel strength for anchors in shear V,.se,, shall be evaluated with the values given in Tables 3 and 4. The values of NPSe,s shall be adjusted for concrete strength as follows: Np.seis,rc = Npseis(Ib, psi) (4) 2500 If no values for NpSeu or V,,se,s are given in Table 3 or Table 4, the static design strength values govern_ (See Sections 4.1.3 and 4.1.4.) 4.2 Allowable Stress Design: Design resistances for use with allowable stress design load combinations calculated in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC, shall be established as follows: Rd Ra.W,ASo — — (5) where Rd = 4) - R. represents the limiting design strength in tension (q)N, ) or shear (4)V) as calculated according to ACI 318 Sections D.4.1.1 and D.4.1.2 and Section 4.1 of this report. For load combinations including earthquake, the value Rd in Equation (5) shall be multiplied by 0.75 in accordance with ACI 318 Section D.3.3.3. Limits on edge distance, anchor spacing and member thickness, as given in Tables 3 and 4 of this report, shall apply. Allowable service loads for single anchors in tension and shear with no edge distance or spacing reduction are provided in Tables 6 through 9, for illustration_ These values have been derived per Equation (5) using the appropriate strength reduction factors $ from Tables 3 and 4 and the a factors provided in Section 42_ The value of a shall be taken as follows: REFERENCE FOR a STRENGTH REDUCTION Including Excluding FACTORS Seismic Seismic ACI 318 Section D.4.4 1.1 1.4 ACE 318 Section DA,5 1.2 1.55 In lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction shall be calculated as follows: For shear loads V < 02 - V,,,,,,, the full allowable load in tension T,, ,ASO may be taken_ For tension loads T < 0.2 • Te1t ,,Asn> the full allowable load in shear Vart ,,,, may be taken_ For all other cases: T V + < 1.2 (6) Taflow,ASD V.4ow,ASD 4.3 Installation: Installation parameters are provided in Table 1 and in Figure 2. The Hilti KB -TZ shall be installed according to manufacturer's published instructions and this report. Anchors shall be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The nominal drill bit diameter shall be equal to that of the anchor. The drilled hole shall exceed the depth of anchor embedment by at least one anchor diameter to permit over -driving of anchors and to provide a dust collection area as required_ The anchor shall be hammered intothe predrilled hole until at least four threads are below the fixture surface_ The nut shall be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in Page 3 of 11 ESR -1917 the soffit of concrete on metal deck assemblies, the hole diameter in the steel deck shall not exceed the diameter of the hole in the concrete by more than'!$ inch (3.2 mm), 4.4 Special Inspection: Special inspection is required, in accordance with Section 1701.5.2 of the UBC and Section 1704.13 of the IBC_ The special inspector shall be on the jobsite continuously 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. 'I1IOZ9;10"RI21aelAJRTIIJ The Hilti KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in this report. 5.2 The anchors shall be installed in accordance with the manufacturer's published instructions and this report in cracked and uncracked normal -weight concrete and structural lightweight concrete having a specified compressive strength, f of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa), and cracked and uncracked normal - weight or structural sand lightweight concreteovermetal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa). 5.3 The values of f , used for calculation purposes shall not exceed 8,000 psi (55.1 MPa). 5.4 Loads applied to the anchors shall be adjusted in accordance with Sections 1612.2 or 1909.2 of the UBC and Section 1605.2 of the lBC for strength design, and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable stress design. 5.5 Strength design values shall be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum memberfhickness shall comply with Tables 3 and 4. 5.8 Prior to installation, calculations and details demonstrating compliance with this report shall be submitted to the building official. The calculations and details shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion 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. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f, > f,), subject to the conditions of this report_ 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire -resistance -rated 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 a fire -resistance -rated envelope or a fire- resistance -rated membrane are protected by approved fire -resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.14 Anchors are manufactured by Hilt! AG, in Schaan, Liechtenstein, with quality control inspections by Underwriters Laboratories Inc_ (AA -637). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2004 (ACI 355.2). 6.2 A quality control manual. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hllti, Inc.) and contact information, anchor name, anchor size, evaluation report number (ICC -ES ESR -1917), and the name of the inspecfion agency (Underwriters Laboratories Inc.). The anchors have the letters KB -TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. Page 4 of 11 mandrel C-ANcar rarur r element UNC thread collar bolt I washer-- I FIGURE 1—HILTI CARBON[ STEEL KWIK BOLT TZ (KB -TZ) ESR -1917 dog point hex nut TABLE 1—SETTING INFORMATION {CARBON STEEL AND STAINLESS STEEL ANCHORS} SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 112 518 314 In. 0.375 0.5 0.625 0.75 Anchor O.D. do (mm) {9.5) (12.7) (15.9) Nominal bit diameter der In. 318 112 518 314 Effective min. In. 2 2 3-114 3-118 4 3-314 4-314 embedment h` (mm) (51) {51} (83) (79) (102) (95) (121) In. 2-518 2-518 4 3-718 4-314 4-518 5-314 Min. hole depth ho (mm) (67) {67} (102) (98) {121} (117) (146) Min. thickness of In. 1!4 1!4 114 318 314 118 1-518 fastened part'"° (mm) (6) {19} (6) (9) (19) (3) (41) ft -Ib 25 40 60 110 Installation torque T„a (Nm) (34) (54) (81) (149) Min, dia. of hole in In. 7116 9116 11116 13116 fastened part do (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor fa. In. 3 3-314 5 3-3I4 4-112 5-112 7 4-314 6 8-112 10 5-1/2 8 10 lengths �h (mm) (76) (95) (127) (95) (114) {140} (178) (121) (152) (216) (254) (140) (203) (254) Threaded length In. 718 1-518 2-716 1-518 2-318 3-318 4-718 1-112 2-314 5-114 6-314 1-112 4 6 (incl. dog pointy fNread (mm) (22) (41) (73) (41) (6 0) (86) (178) (38) (74) (133) (171) (38) (102) (152) In, 2-118 2-118 3-314 4 Unthreaded length (mm) (54) (54) (83) (102) Distance from end ofIn. 114 318 112 718 anchor to h4 N (mm) ({i) (10) (13) (22) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. Page 5 of 11 tan FIGURE 2—KB-TZ INSTALLED ho TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) ESR -1917 Length ID marking A B C D E F G H I J K L M N O P Q R S T U V W h on bolt head Length of From 1 Yz 2 2 Yz 3 3 Y2 4 4 Y2 5 5 Y2 6 6 92 7 7 Y2 8 8 Yh 9 9 %2 10 11 1 12 13 14 15 anchor, (ixn Up to but (inches) not 2 2 Y2 3 3'h 4 4'h 5 5'h 6 6Y? 7 71h 8 8'h 9 9 Yz 10 11 12 13 14 15 16 including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT Page 6 of 11 TABLE 3 -DESIGN INFORMATION, CARBON STEEL KB -TZ ESR -1917 "r 51: 1 Inch = Lb.4 mm, 1 1131 = 4.40 N, 1 psi = U.UUbbUb MHa for pouno-Inch units: 1 mm = U.U3y3/ Inches - 'See Fig. 2. 2See Section 4.1.6 of this report - 3See Section 4.1.4. NP (not permitted) denotes that the condition is not supported by this report. "See Section 4.1.3 of this report- NA (not applicable) denotes that this value does not control for design. 5See Section 4.1.3 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Vatues are applicable to both static and seismic load combinations. 6See ACI 318-02 Section D.4.4. 'See ACI 318-02 Section D.5.2.2. 'See ACI 318-02 Section D.5.2.6. 'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 1)For use with the load combinations of ACt 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs_ For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Nominal anchor diameter DESIGN INFORMATION Symbol Units 318 112 518 314 Anchor O.D. d" In. 0.375 0.5 0.625 0.75 mm 9.5 12.7 15.9 19.1 Effective min. embedment' hd In. 2 2 3-114 3=118 4 3-314 4-314 (mm) 51 51 (83 (79) (102) (95) 121 Min. member thickness hm" In. 4 5 4 6 6 B 5 6 8 6 B 8 mm 102 127 102 152 152 203 127 152 203 152 203 203 Critical edge distance c�, In. 4-318 4 5-112 4-112 7-112 6 6-112 8-314 6-314 10 8 9 mm 111 102 140 114 191 152 165 222 171 254 203 229 In. 2-112 2-314 2-318 3-518 3-114 4-314 4-118 Min. edge distance Cm," mm 64 (70 (60 (92 (83) (121 105 far s > In. 5 5-314 5-314 6-118 5-718 10-112 8-718 mm 127 146 146 156 149 267 225 In. 2-112 2-314 2-318 3-112 3 5 4 Min. anchor spacing $- (mm) (64) 70 60 89 (76 127 102 for c? In 3-5113 4-118 3-112 4-314 4-114 9-112 7-314 mm 92 (105) (89) (121 (108) (241) (197 Min. hole depth in concrete h" In. 2-518 2-518 4 3-718 4-314 4-518 5-314 (mm) (67) (67) 1 (102) (98) (121) (117) 1 (146 Min. specified yield strength fy Iblin 100,000 84,800 84,800 134,800 (Nlmm?) (690) (585 585 (585 Min, specified ult. strength f. Iblin 125,000 106,000 106,000 106,000 Nlmm2 862 731 (731) (731 Effective tensile stress area Asa In 0.052 0.101 0.162 0.237 (mm2 33.6) (65.0) (104.6) (152.8) Steel strength in tension Ns lb 6,500 10,705 17,170 25,120 (kN) (28.9) 47.6 76.4 (111.$ Steel strength in shear VS lb 3,595 6,405 10,555 15,930 kN 16.0 (28.5) (47.0) (70.9) Steel strength in shear, V.- lb 2,255 6,405 10,555 14,245 seismic? (kN) (10.0) 28.5 47.0 63.4 Steel strength in shear, 3 Vs4-k lb 2130 3,000 4,945 4,600 61040 NP NP concrete on metal deck (kN) (9.5) (13.3) (22 20.5 26.9 Pullout strength uncracked Np""" lb 2,515 NA 5,515 NA 9,145 8,280 10,680 concrete4 (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked Na.`, Ib 2,27041915 NA NA NA NA NA concrete° (kN) 10.1 (21.9) Pullout strength concrete on Np°"k'" Ib 1,460 1,460 2,620 2,000 4,645 NP NP metal decks kN 6.5 (6.5 (11.7) (8.9) (20.7) Anchor category6 1 Effectiveness factor k,,-, uncracked concrete 24 Effectiveness factor k,, cracked concrete' 17 tf3 = k_lkms 8 1.41 Strength reduction factor Ofor tension, steel failure modes9 0.75 Strength reduction factor o for shear, steel failure modes9 0.65 Strength reduction 0 factor for tension, concrete failure modes, Condition 131° 0.65 Strength reduction 0 factor for shear, concrete failure modes, Condition B1° 0.70 "r 51: 1 Inch = Lb.4 mm, 1 1131 = 4.40 N, 1 psi = U.UUbbUb MHa for pouno-Inch units: 1 mm = U.U3y3/ Inches - 'See Fig. 2. 2See Section 4.1.6 of this report - 3See Section 4.1.4. NP (not permitted) denotes that the condition is not supported by this report. "See Section 4.1.3 of this report- NA (not applicable) denotes that this value does not control for design. 5See Section 4.1.3 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Vatues are applicable to both static and seismic load combinations. 6See ACI 318-02 Section D.4.4. 'See ACI 318-02 Section D.5.2.2. 'See ACI 318-02 Section D.5.2.6. 'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 1)For use with the load combinations of ACt 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs_ For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 7 of 11 TABLE 4 -DESIGN INFORMATION, STAINLESS STEEL KB -TZ ESR -1917 For SI: 1 inch = 25.4 mm, 1 ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units- 1 mm = 0.03937 inches 'See Fig. 2. 2See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. °See ACI 318-02 Section D.4.4. 5See ACI 318-02 Section D.5.2.2. SSee AGI 318-02 Section D.5.2.6. 7The KB -TZ is a ductile steel element as defined by ACI 318 Section D.I. "For use with the load combinations of ACI 318-02 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs_ For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Nominal anchor diameter DESIGN INFORMATION Symbol Units 318 112 518 314 Anchor O.D. d in. 0.375 0.5 0.625 0.75 mm 9.5 12.7 15.9 (19.1 Effective min. embedment' her in. 2 2 3-114 3-118 4 3-314 4-314 mm 51 51 83 79 102 95 121 Min. member thickness hm,, in. 4 5 4 6 6 8 5 6 6 8 (mm) 102 (127) (102 (152 (152) (203) (127) (152) (152) (203) Critical edge distance c., in. 4-318 3-718 5-112 4-112 7-112 6 7 8-718 6 10 7 9 mm 111 98 140 114 191 152 178 (225) 1 {152 254 (178) (229 in. 2-112 2-718 2-118 3-114 2-318 4-114 4 Min. edge distance mm 64 73 54 83 60 108 102 fors >_ In 5 5-314 5-114 5-112 5-112 10 8-112 mm 127 146 133 140 140 254 216 in. 2-114 2-718 2 2-314 2-318 5 4 Min. anchor spacing s°"" mm 57 73 51 (70 (60 127 102 for c >- in. 3-112 4-112 3--114 4-118 4-114 9-112 7 mm (89) (114) (83 105 108 241 178 Min_ hole depth in concrete h" in. 2-518 2-518 4 3-718 4-314 4-518 5-3/4 mm 67 67 102 98 121 117 146 Min. specified yield strength f),Win z 92,000 92,000 92,000 76,125 (N/mm2) 634 634 634 525 Min. specified ult_ Strength f Win 2 115,000 115,000 115,000 101,500 z Nlmm) 793 (793) (793 700 Effective tensile stress area A_mm2 in 0.052 0.101 0.162 0.237 33.6 65.0 104.6 152.8 Steel strength in tension Ns Ib 5,968 11,554 17,880 24,055 kN 26.6 51.7 82.9 107.0 Steel strength in shear VS Ib 4,870 6,880 11,835 20,050 kN 21.7 30.6 52.6 89.2 Steel strength in tension, Ib NA 2,735 NA NA NA seismic2 5e1S (kN) (12.2) Steel strength in shear, Ib 2,825 6,880 11,835 14,615 V_ seism ic2 (kN) (12,6) (30.6) (52.6) (65.0) Pullout strength untracked Ib 2,630 5,760 12,040 concretes Np, "�, NA NA NA (kN) (11.7) (25.6) Pullout strength cracked Ib 2,340 3,180 5,840 8,110 concrete' NA,�, NA NA NA (kN) (10.4) (14.1) (26.0) (36.1) Anchor category° 1 Effectiveness factor ku"., untracked concrete 24 Effectiveness factor k« cracked concretes 17 24 17 17 17 24 17 W, = k_lk�' 1.41 1.00 1.41 1.41 1.41 1.00 1.41 Strength reduction factor 0 for tension, steel failure modes' 0.75 Strength reduction factor 0 for shear, steel failure 0.65 modes' Strength reduction 0 factor for tension, concrete 0.65 failure modes, Condition 138 Strength reduction 0 factor for shear, concrete failure modes, Condition 138 0.70 For SI: 1 inch = 25.4 mm, 1 ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units- 1 mm = 0.03937 inches 'See Fig. 2. 2See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. 'See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. °See ACI 318-02 Section D.4.4. 5See ACI 318-02 Section D.5.2.2. SSee AGI 318-02 Section D.5.2.6. 7The KB -TZ is a ductile steel element as defined by ACI 318 Section D.I. "For use with the load combinations of ACI 318-02 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs_ For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 8 of 11 Sdesign Cdesign rn '� hmin C C,, at 5 --------------------------- atSmin at C h 7 h�i� Cdesign edge distance c FIGURE 4 --INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5 -MEAN AXIAL STIFFNESS VALUES P FOR KB -TZ CARBON AND STAINLESS STEEL ANCHORS IN NORMAL -WEIGHT CONCRETE (103poundsfin.)' ESR -1917 Concrete condition carbon steel KB -TZ, all diameters stainless steel KB -TZ, all diameters uncracked concrete 700 120 cracked concrete 500 90 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. TABLE 6 -KB -TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL -WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds)"" 3 Nominal Anchor Diameter Concrete Compressive Strengthz Embedment Depth het f'c = 2,500 psi Fc = 3,000 psi Fc = 4,000 psi f c = 6,000 psi (in.) Carbon Stainless steel steel Carbon Stainless steel steel Carbon Stainless steel steel Carbon steel Stainless steel 318 2 1,168 1,221 1,279 1,338 1,477 1,545 1,809 1,892 2 1,576 1,576 1,726 1,726 1,993 1,993 2,441 2,441 3114 2,561 2,674 2,805 2,930 3,239 3,383 3,967 4,143 518 3118 3,078 3,078 3,372 3,372 3,893 3,893 4,768 4,768 4 4,246 4,457 4,651 4,883 5,371 5,638 6,578 6,905 3/4 3 314 3,844 4,046 4,211 4,432 4,863 5,118 5,956 6,268 4 314 4,959 5,590 5,432 6,124 6,272 7,071 7,682 1 8,660 For Sl: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-02 and conversion to ASD in accordance with Section 4.2 Eq. (5) of this report is required- 2Values are for normal weight concrete- For sand -lightweight concrete, multiply values by 0.85. For all -lightweight concrete, multiply values by 0.75. See ACI 318-02 Section D.3A. 3Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 9 of 11 ESR -1917 TABLE 7 -KB -TZ CARBON AND STAINLESS STEEL ALLLOWABLE STATIC TENSION (ASD), NORMAL -WEIGHT CRACKED CONCRETE, CONDITION B (pounds)1�2, 3 Nominal Anchor Diameter Allowable Steel Capacity, Static Shear Carbon Steel Concrete Compressive Strength 318 Embedment Depth hef fc = 2,500 psi f'c = 3,000 psi fc = 4,000 psi f'c = 6,000 psi (in,) Carbon Stainless steel steel Carbon Stainless steel steel Carbon Stainless steel steel Carbon steel Stainless steel 318 2 1,054 1,086 1,155 1,190 1,333 1,374 1,633 1,683 '/2 2 1,116 1,476 1,223 1,617 1,412 1,868 1,729 2,287 2,178 3114 2,282 2,312 2,500 2,533 2,886 2,925 3,535 3,582 518 3118 2,180 2,180 2,388 2,388 2,758 2,758 3,377 3,377 3,014 4 3,157 2,711 3,458 2,970 3,994 3,430 4,891 4,201 3/q 3 314 2,866 3,765 3,139 4,125 3,625 4,763 4,440 5,833 3,900 43/4 4,085 4,085 4,475 4,475 5,168 5,168 6,329 6,329 YDr JI: -i IDT = 4AD N, 1 PSI = U.UUbt59 ivir,a ror pouna-incn units: 1 mm = u.ujuj ( inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of R i as per ACI 318-02 and conversion to ASD in accordance with Section 4.2 Eq. (5) is required. 2Values are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.85. For all -lightweight concrete, multiply values by 0.75. See ACI 318-02 Section D.3.4. 3Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 8 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE STATIC SHEAR LOAD (ASD), STEEL (pounds)' Nominal Anchor Diameter Allowable Steel Capacity, Static Shear Carbon Steel Stainless Steel 318 1,669 2,661 %2 2,974 3,194 518 4,901 5,495 3/ 7,396 9,309 for Si: 1 IM = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure_ TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL -WEIGHT CRACKED CONCRETE, CONDITION B (pounds)',2'3 Nominal Anchor Diameter Embedment Depth he, (in.) Concrete Compressive Strength2 fc = 2,500 psi Pc = 3,000 psi fc = 4,000 psi f'c = 6,000 psi Carbon Stainless steel steel Carbon Stainless Carbon Stainless steel steel steel steel Carbon steel Stainless steel 318 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1f2 2 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 3114 2,178 2,207 2,386 2,418 2,755 2,792 3,375 3,419 518 3118 2,081 2,081 1 2,280 2,280 2,632 2,632 3,224 3,224 4 3,014 2,588 3,301 2,835 3,812 3,274 4,669 4,010 314 33/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 43/4 3,900 3,900 4,272 4,272 4,933 4,933 1 6,042 1 6,042 i -Or Ji: -i IDT = 4.45 N, 1 psi = U.UUbt5u mva i, -or pound-incn units: 1 mm = U.U3y3( inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-02 and conversion to ASD in accordance with Section 4.2 Eq. (5) is required. 2Values are for normal weight concrete- For sand -lightweight concrete, multiply values by 0.85. For all -lightweight concrete, multiply values by 0.75- See ACI 318-02 Section D.3.4. 3Condition B applies where supplementary reinforcement in conformance with ACI 318-02 Section D.4.4 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. Page 10 of 11 TABLE 10—KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), STEEL (pounds)' Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon Steel Stainless Steel 3/8 999 1,252 112 2,839 3,049 518 4,678 5,245 314 6,313 1 6,477 t -or Sl: i 10T = 4.4b N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. CV W W _ O� Z Z TY Q z M Q MIN_ 20 GAUGE STEEL W -DECK ESR -1317 IVIEIjy ►I [ IMI�I l ly MIN. 12" TYPHI LOWER FLUTE .� MAX. 1" (RIDGE) OFFSET, TYP. FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES Page 11 of 11 ESR -1917 Giiven_� A A � 2 -- 112 -in. KB -TZ anchors under static Tatlow ♦ 1.5her tension load as shown. her= 3.25 in. i r_ Normal wt. concrete, f,- = 3,000 psi "° No supplementary reinforcing. T Assume untracked concrete. k . Condition B per ACE 318 D.4.4 c) <` .=`•a - - - - Calculate the allowable tension load for ; y V. :...., r ., this configuration Z -:MW 1.5her Calculation per ACI 318-02 Appendix D and this report. Code Report Ref. Ref_ Step 1. Calculate steel capacity: 01 s = OnAef, = 0.75x2 x 0.101 x 106,000 =16,0591b D.5A 2 Table 3 DAA a) Step 3. Calculate concrete breakout strength of anchor in tension: N,,,, = AN W, yi2 yf3 N" . iV D.5.2.1 § 4.1.1 ANo § 4.12 Step 3a. Verify minimum member thickness, spacing and edge distance: j, D_8 Table 3 hmla = 6 in.:5 6 in..'. ok smin 2.375, 5.75 Fig. 3 2.375-5.75 slope = _ -3.0 3.5 - 2.375 For Cm,n - 4 in 2.375 controls 3.5, 2.375 8m+„ = 5.75 - [(2375 - 4.0)(-3.0)] = 0.875 < 2.375in < 6i :. 0.875 4 Cmin Step 3b_ Check 1.5ho, =1.5(325) = 4.88 in > c 3.0he, = 3(3.25) = 9.75 in > s D_5.2.1 Table 3 Step 3c. Calculate AN. and AN for the anchorage: A,. = 9h' = 9 x (3.25)' = 95 -lin 2 D.5.2.1 Table 3 AN = (1.5k, + c){3he, + s) _ [1.5 x (3.25)+ 4] [3 x (3.25) + 61 = 139.8 inz < 2 - A,,.:. ok Step 3d. Determine qf, : e'N = yr = D_5.2.4 - Step 3e_ Calculate Nb: N, = k� �ItEr = 17 x f3, 000 x 3.2V = 5,456 Ib D_5.2.2 Table 3 Ste 3f_ Calculate modification factor for edge distance: tV2 = 4 P 9 D.5.2.5 Table 3 1.5(325) Step 3g. W3 =1.41 (untracked concrete) D.5.2.6 Table 3 Step 3h. Calculate modification factor for splitting: c 1.5he 4 1.5(3.25) 1.5k, § 4-12 _ - = 0.53 ; - 0.65 > 0.53 :. controls Table 3 Ccr Ccr 7.5 7.5 Ccr 139.8 x x x x Step 3i. Calculate �N: ¢Nem _ x D_52.1 § 4.1.1 95.1 D.4.4 c) Table 3 P3,000 Step 4. Check pullout strength: f'er Table 3, on NP��.c =0.65x2x5,514Ib7,852 IbQ_4.4 D.5.3.2 c) § 4.1.3 Table 3 Step 5. Controlling strength: ON, = 4,539 lb < OnNp, < ONs :. ONngcontrols D_4.12 Table 3 Ste 6. Convert value to ASD: T _ 4'539 = 3,242 lb Step allow - § 4.2 1.4 FIGURE 6 -EXAMPLE CALCULATION ___. . REPORTTm ICC Evaluation Service, Inc. www.icc-es.org DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800)879-8000 www.us.hilti.com HI ItiTech Eng(dus.h ilti.com EVALUATION SUBJECT: ESR -1545 Reissued August 1, 2005 This report is subject to re-examination in two years. Business/Regional Office ■ 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 Regional Office ■ 4051 West Flossmoor Road, Country Club Hilts, Illinois 60478 ■ (708) 799-2305 HiLTI HSL -3 CARBON STEEL METRIC HEAVY DUTY CONCRETE ANCHORS IN CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: f 2003 international Building Code® (IBC) n 2003 international Residential Code® (IRC) ■ 1997 Uniform Building Code TM (UBC) Properties evaluated: Structural 2.0 USES The Hilti HSL -3 Metric Heavy Duty Anchor is used to resist static, wind, and seismic tension and shear loads in cracked and untracked normal -weight and structural lightweight concrete having a specified compressive strength 2,000 psi 5 f, s 8,500 psi (13.8 MPa <_ f, < 58.6 MPa)_ The anchoring system is an alternative to cast -in-place anchors described in the IBC and the UBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.12 of the IRC_ 3.0 DESCRIPTION 3.1 HSL -3 Metric: 3.1.1 General: The Hilti HSL -3 Carbon Steel Metric Heavy Duty Concrete Anchor, designated as the HSL -3, is a torque - set, sleeve -type mechanical expansion anchor_ The HSL -3 is an alternative to cast -in-place anchors described in Section 1923 of the UBC and Sections 1912 and 1913 of the IBC. The HSL -3 is comprised of seven components which vary slightly according to anchor diameter, as shown in Figure 1 of this report. It is available in five head configurations, illustrated in Figure 2 of this report_ All carbon steel parts receive a minimum 5 pm thick galvanized zinc coating. Dimensions and installation criteria are set forth in Tables 1 and 2 of this report. Strength design information is provided in Tables 3 and 4 of this report_ Allowable loads for selected cases, derived using the strength design procedures of ACI 318-02 Appendix D and Section 4.2 of this report, are provided in Tables 5 through 9_ An example calculation is provided in f=igure 4 of this report. 3.1.2 HSL -3 (Bolt): The anchor consists of a stud bolt, steel washer, steel sleeve, collapsible plastic sleeve, steel expansion sleeve and steel cone_ This anchor is available in carbon steel only. The material specifications are as follows: • Bolt: Carbon steel per DIN EN ISO 898-1, Grade 8.8 • Washer: Carbon steel per DIN EN 10025. • Expansion cone: Carbon steel per DIN 1654-4. • Expansion sleeve: Carbon steel , M8 -M16 per DIN 10139, M20 -M24 per DIN 2393-2_ - Steel sleeve: Carbon steel per DIN 2393-1. Collapsible sleeve: Acetal polyoxymethylene (POM) resin. Application of torque at the head of the anchor causes the cone to be drawn into the expansion sleeve. This in turn causes the sleeve to expand against the wall of the drilled hole. The ribs on the collapsible element prevent rotation of the sleeve and cone during application of torque_ Application of the specified installation torque induces a tension force in the bolt that is equilibrated by a precompression force in the concrete acting through the component being fastened. Telescopic deformation of the collapsible element prevents buildup of precompression in the anchor sleeve in cases where the shear sleeve is in contact with the washer, and permits the closure of gaps between the work surface and the component being fastened. Application of tension loads that exceed the precompression force in the bolt will cause the cone to displace further into the expansion sleeve (follow-up expansion), generating additional expansion force_ 3.1.3 HSL -3-G (Stud): The anchor has the same components and material specifications as the HSL -3 (bolt) with the exception that the bolt is replaced by a threaded rod of carbon steel per DIN EN ISO 898-1 Grade 8.8 and a nut of carbon steel per DIN 934 Grade 8. A screwdriver slot is provided on the exposed end of the threaded rod_ 3.1,4 HSL-3-B(Torque-Indicator Bolt): The anchor has the same components and material specifications as the HSL -3 (bolt) with the addition of a torque cap nut that permits the proper setting of the anchor without a torque -indicator wrench_ The torque cap is zinc alloy complying with DIN 1743. A hexagonal nut is fastened to the bolt head by three countersunk rivets. When the anchor is tightened, the torque is transmitted to the cap_ When the torque corresponding to correct anchor expansion is attained, the three countersunk rivets shear off, leaving the torque cap to rotate freely. r -S REPORTS" are nut to be constmed as representing aesthetics or an) other attributes not spec#ically addre.�sed, nor (ire the% iu he construed as au curlorsemm�l oJ'the suhject oJ'the rc port ar a reennrnrendntiar fmits use. There is no rvorrmth In- ICCEvnluatiwr Service, Inc., express ur implird, as to ani finding or uilter n utfer is this reporr. or as to am> pi oduct covered 1n the report Copyright 0 2005 m nw�utf wut�avrvr Page 1 of 12 Page 2 of 12 ESR -1545 3.1.5 HSL -3 -SH: The anchor has the same components and material specifications as the HSL -3 (bolt) with the exception that the bolt head is configured to accept a hexagonal Allen wrench. 3.1.6 HSL -3 -SK: The anchor has the same components and material specifications as the HSL -3 (bolt) except that the bolt head is configured for countersunk applications, is configured to accept a hexagonal Allen wrench and is provided with a conical washer. The bolt is carbon steel per DIN ISO 4759-1 and DIN E=N ISO 898-1, Grade 8.8. 3.2 Concrete: 3.2.1 Normal -weight and structural lightweight concrete shall conform to Sections 1903 and 1905 of the IBC and UBC. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Design strengths are determined in accordance with ACI 318- 02 Appendix D and this report_ Design parameters are provided in Tables 3 and 4 of this report. Strength reduction factors (� as given in ACI 318 D.4.4 shall be used for load combinations calculated in accordance with Section 1612.2.1 of the UBC or Section 1605.2.1 of the IBC. Strength reduction factors 4) as given in ACI 318 D.4.5 shall be used for load combinations calculated in accordance with Section 1909.2 of the UBC. Strength reduction factors (� corresponding to ductile steel elements may be used. 4.1.1 Requirements for Concrete Breakout Strength in Tension: The basic concrete breakout strength in tension shall be calculated according to ACI 318 D_5.2.2 using the values of hecmi„ and k., as given in Table 3 of this report in lieu of he, and k, respectively. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with AGI 318 D.5.2.6 shall be calculated with qP3 as given in Table 3 of this report. 4.1.2 Requirements for Critical Edge Distance: In applications where c < crand supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for untracked concrete, calculated according to ACI 318 D_5.2, shall be further multiplied by the factor tUed9e as given by the following equation: `Uedge — C (1) ccr whereby the factor LIJadge need not be taken as less than 1.5hef For all other cases, LPedge = 1.0. Values for the CC, critical edge distance c., shall be taken from Table 4 of this report. The values cc,A are valid for a member thickness h >_ hm,, A and the values ccr8 for hmfn,s < h < hmin,A- 4.1.3 Requirements for Pullout Strength in Tension: The pullout strength of the anchor in cracked concrete, where given in Table 3 of this report, is governed by anchor displacement. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in tension shall be calculated according to the following equation: _ r5O:O Nper (lb, pSi) (2) In regionswhere analysis indicates no cracking in accordance with ACI 318 D_5.3.6, the nominal pullout strength in tension shall be calculated according to the following equation: W5070 Np, ,fc —Np,uncr (lb, psi) (3) Where values for Nps, or Np,,,,,,, are not provided in Table 3, the pullout strength in tension need not be evaluated. 4.1A Requirements for Static Shear Capacity V5: In lieu of the value of V as given in ACI 318 D.6.1.2, the values of VS given in Table 3 of this report shall be used. 4.1.5 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.3, values of c,n,, and sm;,, as given in Table 4 of this report shall be used. In lieu of ACI 318 D.8.5, minimum member thicknesses hm,,, as given in Table 4 of this report shall be used. Additional combinations for minimum edge distance cn„n and spacing s,,, may be derived by linear interpolation between the given boundary values_ (See example in Table 4 of this report.) 4.1.6 Requirements for Seismic Design: For load combinations including earthquake the design shall be performed according to ACI 318 D.3.3. The nominal steel strength and the nominal concrete breakout strength for anchors in tension and the nominal concrete breakout strength and pryout strength for anchors in shear shall be calculated according to ACI 318 D.5 and D.6, respectively, taking into account the corresponding values given in Table 3 of this report_ The nominal pullout strength Npselsm,c and the nominal steel strength for anchors in shear Vs,6e,5m< shall be evaluated with the values given in Table 3 of this report. The values of Np 5e,sm,� shall be adjusted for concrete strength as follows: f' Np.se,smic,fc Np.seism,c 2,500 (lb, psi) (4) If no values for Np,,,,sm,c are given in Table 3, the static design strength values govern_ (See Section 4.1.3 of this report.) 4.2 Allowable Stress Design: Design values for use with allowable stress design (working stress design) shall be established as follows: R — Rd (5) aIlow,ASD a where Rd = � - Rk represents the limiting design strength in tension ((�Nn) or shear ((3 V„) as calculated according to AGI 318 D_4.1.1 and DA.1.2 and Section 4.1 of this report_ For load combinations including earthquake, the value Rd in Equation (5) shall be multiplied by 0.75 in accordance with ACI 318 D.3.3.3. Limits on edge distance, anchor spacing and member thickness as given in Section 4.1.5 of this report shall apply. Allowable service loads for single anchors in tension and shear with no edge distance or spacing reduction are provided in Tables 5 through 9 for illustration_ These values have been derived per Equation (5) using the appropriate strength reduction factors 4) from Table 3 of this report and the c( -factors provided in this section. The value of a shall be taken as follows: REFERENCE FOR STRENGTH a REDUCTION FACTORS Including Seismic Excluding Seismic ACI 318 Section D4,4 1.1 1.4 ACI 318 Section D4.51 1.2 1-55 Page 3 of 12 4.2.1 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 V< 0-2,VeuoW.asn= the full allowable load in tension T,,,,,, may be taken_ For tension loads T < 0.2 - T,H ,ASD, the full allowable load in shear V,,,.,,, may be taken. For all other cases: T + V <_ 1.2 (6) Ta11,11ASD Va11.1ASD 4.3 Installation: Installation parameters are provided in Tables 1 and 2 and in Figure 3 of this report. Anchors shall be installed per the manufacturer's published instructions and this report. 4.4 Special Inspection: Special inspection is required, in accordance with Section 1701.5.2 of the UBC and Section 1704.13 of the IBC_ The special inspector shall be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, anchorspacings, edge distances, slabthickness, anchor embedment, and tightening torque_ 5.0 CONDITIONS OF USE The Hilti HSL -3 anchors described in this report comply with the codes specifically listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions and minimum embedment depths are as set forth in the tables of this report. 5.2 The anchors are installed in accordance with the manufacturer's published installation instructions and this report, in concrete with a specified strength of f�= 2,000 psi to 8,500 psi (13.8 MPa to 58.6 MPa). 5.3 The values of f', used for calculation purposes shall not exceed 8,000 psi (55.1 MPa). 5.4 Loads applied to the anchors are adjusted in accordance with Sections 1612.3 or 1909.2 of the UBC and Section 1605.2.1 of the IBC for strength design and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable stress design. 5.5 Strength design values are established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2 of this report. 5.7 Anchor spacing and edge distance as well as minimum member thickness shall comply with Table 4 of this report. ESR -1545 5.8 Prior to installation, calculations and details demonstrating compliance with this report shall be submitted to the building official. The calculations and details shall be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed_ 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion 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. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f, > f,), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, anchors are permitted for use with fire -resistance -rated 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 a fire -resistance -rated envelope or a fire -resistance -rated membrane, are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards_ • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.14 Anchors are manufactured for Hilti, Inc_, by Frigo Zerspanungstechnik, GmbH, Niiziders, Austria, with quality control inspections by Underwriters Laboratories Inc. (AA -637). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193), dated June 2005- 6.2 A quality control manual. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and address, anchor name, anchor size, evaluation report number (ICC -ES ESR -1545), and the name of the inspection agency (Underwriters Laboratories Inc.). The anchors have the letters HSL -3 and the anchor size embossed on the sleeve. Page 4 of 12 ESR -1545 TABLE 1 -ANCHOR DIMENSIONAL CHARACTERISTICS (mm) ANCHOR VERSION (see Fig -2) Nom. bolt dia. Max. thickness of fastened part, t, corresponding to anchor length options ds ri t' 3 i4 tnusher min. Max. HSL -3 (bolt) M8 20 40 5 < i<_ 200 ' 11.9 12.0 32.0 152 19.0 214.0 2.0 HSL -3-G M10 20 40 5<t<200' 11.9 14.0 36.0 17.2 23.0 218.0 3.0 HSL -3 (bolt) M12 25 50 5 < t:5 200 17.6 17.0 40.0 20.0 28.0 223.0 3.0 HSL -3-G M16 25 50 5 < t s 200 23.6 20.0 54.4 24.4 34.5 224.5 4.0 HSL -3-13 M20 30 60 10 < t s 200 27.6 20.0 57.0 31.5 51.0 241.0 4.0 HSL -3 (bolt) HSL -3-B M24 30 60 10 < t:5 200' 31.6 22.0 65.0 39.0 57.0 247.0 4.0 HSL -3 -SH M8 5 11.9 12.0 32.0 15.2 19.0 2.0 M10 20 14.8 14.0 36.0 17.2 38.0 3.0 M12 25 17.6 17.0 40.0 20.0 48.0 3.0 HSL -3 -SK M8 10 20 11.9 12.0 32.0 15.2 18.2 1 28.2 2.0 M10 20 14.8 14.0 36.0 17.2 322 3.0 M12 25 17.6 17.0 40.0 1 20.0 1 40.0 3.0 For pound -inch units: 1 mm = 0.03937 inches custom anchor lengths ......_ _. ... .._._._. _. bolt version _ shown e4 Rd �J L twasher• For determination of required hole depth: hpQ�,t See Tables 2 and 3 for va of k and hef rnin . Page 5 of 12 TABLE 2—SETTING INFORMATION ESR -1545 For pound -inch units: 1 mm = 0.03937 inches, 1 Nm = 0.7376 ft-lbf 'Use metric bits only. Ste 1: Us;ng the correct diameter cel 3 ' a nnv �.n Step 3: f metric hit, ddli hole to �, �`;' y ` - Using a hammer, lap the anchor _ minimum required hole depth - through rhe part being fastened into the or deeper. - drilled hole until the washer is in contact •°p'>�.- - t' _ N, with the fastened part. Da not expand anchor by hand prior to installation. �: � err •- ��:,a � . M8 M10 M12 I M16 M20 M24 Nominal drill bit diameter' dbit mm 12 15 18 24 28 32 TE -CX TE -CX TE -C TE -C -T TE -C -T Hiiti matched -tolerance carbide -tipped drill bit - - 12122 15127 18122 24/27 28/27 TE-YXTE-YX TE-YX TE-YX TE-YX TE-YX 32137 12135 15135 18132 24132 28132 HSL -3, HSL -3-G, ho mm 80 90 105 125 155 180 Minimum hole depth HSL -3-B, HSL -3 -SK (in.) (3.15) (3.54) (4.13) (4.92) (6-10) {7.09} mm 85 95 110 HSL -3 -SH he (in-) (3.35) (3-74) (4-33) - Clearance hole diameter in part being dh mm 14 17 20 26 31 35 fastened (in.) (0.55) (0.67) (0.79) (1.02) (1.22) (1.38) Max. cumulative gap between part(s) being mm 4 5 8 9 12 16 fastened and concrete surface (in.) (0.16) (0-20) (0.31) (0.35) (0.47) (0.63) mm 20 25 30 40 45 50 Washer diameter HSL -3, HSL -3-G, HSL -3-13 dw (in-) (0-79) (0-98) (1-18) (1.57) (1.77) (1.97) Nm 25 50 80 120 200 250 Installation torque HSL -3 Tinst (ft -Ib) (18) (37) (59) (89) (148) (185) Wrench size HSL -3, HSL -3-G - mm 13 17 19 24 30 36 Wrench size HSL -3-B - mm 24 30 36 41 Nm 20 35 60 80 160 Installation torque HSL -3-G Tinst (ft -Ib) (15) (26) (44) (59) (118) Allen wrench size for HSL -3 -SH - mm 6 8 10 ME= sm- Nrn 20 35 60 Installation torque HSL -3 -SH Tins, Allen wrench size for HSL -3 -SK - mm 5 6 8 Nm 25 50 80 m s Installation torque HSL -3 -SK T4nar mm 22.5 25.5 32.9 Diameter of countersunk hole HSL -3 -SK dsk (in.) (0.89) (1.00) (1.29) For pound -inch units: 1 mm = 0.03937 inches, 1 Nm = 0.7376 ft-lbf 'Use metric bits only. Ste 1: Us;ng the correct diameter cel 3 ' a nnv �.n Step 3: f metric hit, ddli hole to �, �`;' y ` - Using a hammer, lap the anchor _ minimum required hole depth - through rhe part being fastened into the or deeper. - drilled hole until the washer is in contact •°p'>�.- - t' _ N, with the fastened part. Da not expand anchor by hand prior to installation. �: � err •- ��:,a � . Step 4: Using a torque wrench, apply the specified installation torque. HSL- bB does not require use of a torque wrench. 0111 -_ Step I t Remove drilling debris with a or' blowout bulb of with . :i.? -------- compressed air. Step 4: Using a torque wrench, apply the specified installation torque. HSL- bB does not require use of a torque wrench. Page 6 of 12 TABLE 3 -DESIGN INFORMATION ESR -1545 Design parameter Symbol Unita Nominal anchor diameter M8 M10 M12 M16 M20 M24 Anchor O.D. do mm 12 15 18 24 28 32 in. 0.47 0.59 0.71 0.94 1.10 1.26 Effective min. embedment depth' hefrnin mm 60 70 80 100 125 150 in 2.36 2.76 3:15 3.94 4.92 5.91 Anchor category2 1,2 or 3 - 1 1 1 1 1 1 Strength reduction factor for tension, steel failure modeS3 0.75 Strength reduction factor for shear, steel failure modes3 _ 0.65 Strength reduction factor for tension, concrete failure modes" Cond.A 0.75 Cond.6 0.65 Strength reduction factor for shear, concrete failure modes'0 Cond.A 0.75 Cond.B 0,70 Yield strength of anchor steel fy Win 92,800 Ultimate strength of anchor steel fid lb/in' 116,000 Tensile stress area Ase inz 0.057 0.090 0.131 0.243 0.380 0.547 Steel strength in tension Ns Ib 6,612 10,440 15,196 28,188 44,080 63,452 Effectiveness factor untracked concrete kuner - 24 24 24 24 24 24 Effectiveness factor cracked concreW kcr 17 24 24 24 24 24 k._/k.,5 K - 1.41 1.00 1.00 1.00 1.00 1.00 Pullout strength untracked concrete6 Np,uncr Ib 4,204 - - - - - Pullout strength cracked concrete6 Np cr Ib 2,810 4,496 - - - - Steel strength in shear HSL -3, -B, -SH, -SK VS lb 7,239 10,229 14,725 26,707 39,521 45,951 Steel strength in shear HSL -3-G Vs lb 6,070 8,385 12,162 22,683 33,159 Tension pullout strength seismic' Np seismic lb - - - - - 14,320 Steel strength in shear, seismic' HSL -3, -B, -SH, -SK Vs,seismic Ib 4,609 8,453 11,892 24,796 29,135 38,173 Steel strength in shear, seismic' HSL -3-G lb 3,777 6,924 9,824 21,065 24,459 Axial stiffness in service load range" untracked concrete R 10 3 Win. 300 cracked concrete 30 70 130 130 130 130 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches 'See Table 1. 2See ACI 318-02 Section D.4.4. "For use with the load combinations of ACI 318-02 9.2. Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. 'See ACI 318-02 D.5.2.2. 5See ACI 318-02 D.5.2.6. 5See Section 4.1.3 of this report. 'See Section 4.1.6 of this report. 'Minimum axial stiffness values, maximum values may be 3 times larger (e.g., due to high-strength concrete) _ Page 7 of 12 TABLE 4 ---EDGE DISTANCE, SPACING AND MEMBER THICKNESS REQUIREMENTS' Z ESR -1545 For pound -inch units: 1 min = 0.03937 inches 'See Section 4.1.5 of this report. 2See Section 4.1.2 of this report. 3Denotes admissible combinations of hmn,, car, cm;. and sm,n. For example, hm;n A + cc,,A + e,,,;n AA + sminAA or hmi,,,A + ccr,A + Cmi.AB + Sm;,,,AB are admissible, but hm;n,A+ cc,B + cm;,AB+ Sm;n,BB is not. However, other admissible combinations for minimum edge distance cm;, and spacing sm,n for hm;,,,A ar hm;,,,B may be derived by linear interpolation between boundary values (see example for hm;,,A below). "For the HSL -3 -SH M8, M10 and M12 diameters, the minimum slab thickness hm,, a shall be increased by 5 mm (3116"). Sdesign 1 edesign II~�I U I I � w *• vSdesign q 1 i; h — hmin,A hmin,A GmPrr AA;Smin,AA -------------- Cmfn,AB; Smin,AB design edge distance c Example of allowable interpolation of minimum edge distance and minimum spacing Dimensional Nominal anchor diameter Case parameter Symbol Units M8 M10 M12 M16 M20 M24 A Minimum concrete hmin,A in. 4-3/4 5-112 6-114 7-718 9-718 11-718 thickness (mm) (120) (140) (160) (200) (250) (300) A Critical edge distanceZ Ccr,A in, 4-318 4-318 4314 5-718 8-718 8-718 (mm) (110) (110) 1 (120) (150) (225) 1 (225) A Minimum edge distance-' Cmin,AA in. 2-318 2-314 3-112 4-314 5 5-718 (mm) (60) (70) (90) (120) (125) (150) Minimum anchor in. 5-112 9-112 11 12-518 13-314 11-7I8 A spacing sma,AA (mm) (140) (240) (280) (320) (350) (300) in. 3-318 5 6-118 7-718 8-114 8-114 A Minimum edge distance3 CmIn,A6 (mm) (85) (125) (155) (200) (210) (210) A Minimum anchor in. 2-318 2-314 3-118 4 5 5-718 spacing Smin,AB (mm) (60) (70) (80) (100) (125) (150) 8 Minimum concrete 4 hmin,B in. 4-318 4-314 5-318 6-114 7-112 8-718 thickness (mm) (110) (120) (135) (160) (190) (225) B Critical edge distanceZ ccr,6 in. 5-718 6-718 7-7I8 9-718 12-318 14-314 mm 150 175 200 250 312.5 375 B Minimum edge distance3 Cmin,BA in. 2-318 3-112 4-318 6-114 7-718 8-718 (mm) (60) (90) (110) (160) (200) (225) Minimum anchor in. 7 10-114 12-518 15 15-314 15 B spacing Smin,BA (mm) (I 8C (260) (320) (380) (400) (380) B Minimum edge distance3 Cmin,66 in. 4 6-114 7-718 10-518 11-718 12-5/8 (mm) (100) (160) (200) (270) (300) (320) B Minimum anchor in- 2-318 2-314 3-118 4 5 5-718 spacing Smin,e6 (mm) (60) (70) (80) (100) (125) (150) For pound -inch units: 1 min = 0.03937 inches 'See Section 4.1.5 of this report. 2See Section 4.1.2 of this report. 3Denotes admissible combinations of hmn,, car, cm;. and sm,n. For example, hm;n A + cc,,A + e,,,;n AA + sminAA or hmi,,,A + ccr,A + Cmi.AB + Sm;,,,AB are admissible, but hm;n,A+ cc,B + cm;,AB+ Sm;n,BB is not. However, other admissible combinations for minimum edge distance cm;, and spacing sm,n for hm;,,,A ar hm;,,,B may be derived by linear interpolation between boundary values (see example for hm;,,A below). "For the HSL -3 -SH M8, M10 and M12 diameters, the minimum slab thickness hm,, a shall be increased by 5 mm (3116"). Sdesign 1 edesign II~�I U I I � w *• vSdesign q 1 i; h — hmin,A hmin,A GmPrr AA;Smin,AA -------------- Cmfn,AB; Smin,AB design edge distance c Example of allowable interpolation of minimum edge distance and minimum spacing Page 8 of 12 Table 5 -HSL -3 Allowable Static Tension (ASD), Normal Weight tfncracked Concrete (pounds)''3 ESR -1545 Nominal Anchor Embedment HSL -3, HSL -3-B, HSL -3 -SH, HSL -3 -SK Concrete Compressive Strengthz M8 Depth hef fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Diameter mm in. Condition A Condition B Condition A Condition B Condition A Condition B Condition A Condition B M8 60 2.36 1,746 1,746 2,139 2,139 2,470 2,470 3,025 3,025 M10 70 2.76 2,631 2,280 3,222 2,792 3,720 3,224 4,556 3,949 M12 80 3.15 3,214 2,785 3,936 3,411 4,545 3,939 5,567 4,825 M16 100 3.94 4,492 3,893 5,501 4,768 6,352 5,505 7,780 6,743 M20 125 4.92 6,277 5,440 7,688 1 6,663 1 8,877 7,694 10,873 9,423 M24 150 5.91 8,252 7,152 10,106 1 8,759 1 11,670 10,114 14,292 12,387 For Sl: 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units_ 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, see Section 4.2 Eq. (5). zValues are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.85. For all -lightweight concrete, multiply values by 0.75. See ACI 318-02 D.3.4. 3 Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or Where pullout or pryout strength governs. Table 6 -HSL -3 Allowable Static Tension (ASD,} Normal Weight Cracked Concrete (pounds) 1,3 Nominal Anchor Embedment Depth her HSL -3, HSL -3-B, HSL -3 -SH, HSL -3 -SK Concrete Compressive Strengthz M8 fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi f'c = 6,000 psi Diameter mm in Condition A Condition B Condition A Condition B Condition A Condition B Condition A Condition B M8 60 2.36 1,167 1,167 1,429 1,429 1,650 1,650 2,021 2,021 M10 70 2.76 1,867 1,867 2,286 2,286 2,640 2,640 3,233 3,233 M12 80 3.15 3,214 2,785 3,936 3,411 4,545 3,939 5,567 4,825 M16 100 3.94 4,492 3,893 5,501 4,768 6,352 1 5,505 7,780 6,743 M20 125 4.92 6,277 5,440 7,688 6,663 8,877 7,694 10,873 9,423 M24 150 5.91 8,252 7,152 10,106 8,759 11,670 10,114 14,292 12,387 For SI: 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, see Section 4.2 Eq. (5) zValues are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.135. For all -lightweight concrete, multiply values by 0.75. See ACI 318-02 D.3.4. 3 Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Table 7 -HSL -3 Allowable Static Shear (ASD), Steel (pounds)' Nominal Anchor Diameter Allowable Steel Capacity, Shear HSL -3, HSL -3-B, HSL -3 -SH, HSL -3 -SK HSL -3--G M8 3,361 2,818 M10 4,749 3,893 M12 6,837 5,647 M 15 12,400 10,531 M20 18,349 15,395 M24 21,334 For SI: 1 lbf = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. Page 9 of 12 Table 8 -HSL -3 Allowable Seismic Tension (ASD), Normal Weight Cracked Concrete (pounds) 113 ESR -1545 Nominal Anchor Embedment Depth her HSL -3, HSL -3-B, HSL -3 -SH, HSL -3 -SK Concrete Compressive Strength M8 fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,0{}0 psi Diameter mm in. Condition Condition Condition B Condition Condition A B Condition Condition A B Condition A Condition B M8 60 2.36 1,114 1,114 1,364 1,364 1,575 1,575 1,929 1,929 M10 70 2.76 1,782 1,782 2,182 2,182 2,520 2,520 3,086 3,086 M12 80 3.15 3,068 2,659 3,757 3,256 4,339 3,760 5,314 4,605 M16 100 3.94 4,288 3,716 5,251 4,551 6,063 5,255 7,426 6,436 M20 125 4.92 5,992 5,193 7,339 6,360 8,474 71344 10,378 8,995 M24 150 5.91 6,550 5,676 8,022 6,952 9,263 8,028 11,344 9,832 t -or 51: 1 IM = 4.45 N, 7 psi = u.uubbutt MFa ror pouno-Inch units: i mm = u.u:i 6f Inches 'Values are for single anchors with no edge distance or spacing reduction. For other cases, see Section 4.2 Eq. (5). ZValues are for normal weight concrete. For sand -lightweight concrete, multiply values by 0.85. For all -lightweight concrete, multiply values by 0.75. See ACI 318-02 D.3.4. 3 Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Table 9 -HSL -3 Allowable Seismic Shear (ASD), Steel (pounds)' Nominal Anchor Diameter Allowable Seismic Steel Capacity, Shear HSL -3, HSL -3-B, HSL -3 -SH, HSL -3 -SK HSL -3-G M8 2,043 1,674 M10 3,746 3,069 M12 5,270 4,354 M16 10,989 9,336 M20 12,912 10,840 M24 16,918 t -or St: I tbt = 4.45 N 'Values are for single anchors with no edge distance or spacing reduction due to concrete failure. Page 10 of 12 Collapsible element M8, M10, M12 • - Cane M16 Expansion 0, M24 Hexagonal bolt head XAI--k–, FIGURE 1—HSL-3 (BOLT VERSION SHOWN) Countersunk Hexagonal socket Safety cap. Threaded rod Boit version head screws Version Version Version (H$L-3-SK) (HSL -3 -SH) (HSL -3.13) (HSL -3-G) (FISL-3) FIGURE 2—HSL-3 HEAD CONFIGURATIONS ESR -1545 Page 11 of 12 ESR -1545 Page 12 of 12 ESR -1545 Giver: 2 HSL -3 M10 anchors under static A A m tension load as shown. 1.5har fallow her = 2.76 in. (70 mm). Slab on grade, f. = 3,000 psi. - - No supplementary reinforcing. Assume uncracked concrete. :yy Yti s = 6" Condition B per ACI 318 D.4.4 c) 6" Calculate the allowable tension load for this configuration. ' 1.5hBr r ` Calculation per ACI 318-02 Appendix D and this report. Code Ref_ Report Ref_ Step 1. Calculate steel strength of anchorin tension N. = nAsfN = 2 x 0.090 x 116, 000 = 20,880 lb D.5.1.2 Table 3 Step 2. Calculate steel capacity ^ = 0.75 x 20,880 =15,660 lb D.4.4 a) Table 3 Step 3.. Calculate concrete breakout strength of anchor in tension N AN N �� = 'V�Wz'{�3 b �>V.�. D_52.1 §4.1.1 A Na §4.1.2 Step 3a. Verify minimum spacing and edge distance: D.8 Table 4 Sorin 2.75, 9.5 Table 4 Case A: hR,,,, = 5-112 in. < 6 in..: ok 9.5-2-75 slope = = -3.0 5-75 2.75-5 For cmin - 4 in � 5,2-75 5min = 9.5 - [(4 - 2.75)(-3.0)] = 5.75 in < 6 in :. ok 4 Cmin Step 3b. Check 1.5he, =1.5(276) = 4.13 in > c 3.011e, = 3(2.76) = 8.28 in > s D.5.21 Table 4 Step 3c. Calculate ANO and AN for the anchorage: A. = 9h2, = 9 x (2.76)2 = 68.6 int D.52.1 Table 3 Ar, = (1.5her + c)(3he1 + s) _ [1.5 x (2.76) + 4] [3 x (2.76) + 6] =1162 inz < 2. Aro :. ok Step 3d. Calculate yl,: erg = 0, 4/1 = 1 D.5.2.4 Table 3 Step 3e. Calculate Nb: Nb = kp Ahs = 24 x 3,000 x 2.7615 = 6,027 lb D_5.2.2 Table 3 Step 3f. Calculate modification factor for edge distance: y/2 = 0.7 + 0.3 4 = 0.99 D.5.2.5 Table 4 1.5(2.76) Step 3g. V3 =1.0 D.5.2.6 Table 3 Step 3h_ Calculate modification factor for splitting: c 1. 5k, 4 1.5(2.76) 1.5h , e § 4.1.2 - controls check : = 0.91 - 0.94:. Table 4 Ccr Ccr 4.375 4.375 Ccr Ste 3i_ Calculate Ncb : N _ 116.2 x 1 x 0.99 x 1 x 6,027 x 0.94 = 9,500 lb Step s - D.5.2.1 w9 68.s Table 3 Step 4. Check pullout strength: Per Table 3, N does not govern. D.5.3.2 § 4.1.3 A_ Table 3 Step 5_ Controlling strength: OM,, = 0.65 x 9,500 = 6,175 lb < ON.,.. �N,9 controls D.4.4 c) Table 3 Step 6. Convert value to ASD: T = 6,175 = 4,410 tb allow - - § 42 1.4 FIGURE 4 -EXAMPLE CALCULATION .. ER -5110 LEGACY REPORT Reissued November 1, 2006 ICC Evaluation Service, Inc.I $usinesslRegional Office ■ 5369 Workman Mill Road, Whittier, Caliifomia 90601 ■ (562) 699-0543 Regional Office m 900 Montclair Road, Suite A, Birmingham, Alabama 35213 n (205) 599-9800 www.ice-es.orp Regional Office ■ 4051 West Flossmcor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 Legacy report on the 1997 Uniform Building Code TM DIVISION: 02 --SITE CONSTRUCTION Section: 02465—Bared Piles HELICAL PIER® FOUNDATION SYSTEMS HUBBELL CORPORATIONIA. B. CHANCE CO. 210 NORTH ALLEN STREET CENTRALIA, MISSOURI 65240 1.0 SUBJECT HELICAL PIER® Foundation Systems. 2.0 DESCRIPTION 2.1 General: The Hubbell CorporationlA. B_ Chance Co. HELICAL PIER® Foundation System is used to underpin foundations of existing structures, and is used for deep foundations of new structures. The system consists of foundation repair brackets and foundation anchors. The foundation brackets are used to connect the foundation of the structure to the foundation anchor. 2.1,1 HELICAL PIER' Foundation Anchor Components: The steel anchor components consist of one or more circular steel helix plates welded to a central steel shaft. The depth of the embedment of foundation anchors into the soil can be extended by adding one or more steel shaft extensions, coupled together to form one long continuous pier. Extensions can be with or without steel helix plates attached. Each steel helix plate is/, inch (10 mm) thick and has an outer diameter of from 6 to 14 inches (152 to 356 mm), and an inner annulus either 1112 or 1314 inches (38 or 44.5 mm) square. Each plate is formed with all radial sections normal to the central longitudinal axis, ± 3 degrees. The helix pitch is 3 inches (76 mm)_ The central steel shaft of lead sections and extension sections is a round cornered square (RCS) solid steel bar. RCS bars are either 1'!2 or 1314 inches (38 or 44.5 mm) square. Each lead section of a foundation anchor has provisions at the top for a connection to an extension, and has an earth - penetrating pilot atthe bottom. Each extension has provisions for a coupler at one end and a connection at the other. The coupler is an integrally forged socket that slips over an RCS shaft of the same size. Each socket has a transverse hole so that lead sections and extensions can be connected using a bolt and nut. For all foundation anchor leads and extensions, helix plates are welded to their respective shafts. Nominal spacing between helix plates is not less than three times the diameter of the lower helix. For example, a foundation anchor lead with an 8-, 10 -and 12 -inch -diameter (203, 254 and 305 mm) helix has a nominal 24 -inch space between the 8 -and 10 -inch (203 and 254 mm) helix and a 30 -inch (762 mm) space between the 10- and 12 -inch (254 and 305 mm) helix. Figure 1 illustrates the foundation anchors. 2.1.2 Foundation Brackets: The foundation repair brackets used to address foundation settlement are Parts Nos. C150- 0121, C150-0298, C150-0299 and C150-0147. The brackets consist of upper and lower steel bracket bodies interconnected using two bolts. The bolts, described as "lifting" bolts, are 716 inch (22 mm) in diameter for the Nos. C150-0121, C150-0298 and C150-0299 brackets and 1 inch (25 mm) in diameter for the No. C150-0147 bracket. The lower bracket body consists of steel sections shaped and welded together to form a seat for the foundation of the structure. The lower bracket body also has slots for attachment of the bracket to the concrete foundation. The upper bracket body is T-shaped, with the stem of the "T" being a steel pipe in which the shaft of the foundation anchor is inserted. Brackets No. C150-0121 and No. C150-0298 are used with foundation anchors having 1112 -inch (38 mm) square shafts. Bracket Nos. C150-0299 and C150-0147 are used with foundation anchors having 1314 -inch (44.5 mm) square shafts. Figure 2 illustrates the brackets. Brackets No. C150-0121 and C150-0298 are used to address settlement of residential dwellings and light commercial buildings. Brackets No. C150-0299 and C150- 0147 are used to address settlement of large dwellings and commercial buildings. The light-duty underpinning bracket No. C150-0239 is used to address settlement of porches, patios and light concrete slabs. This bracket consists of a steel bracket body with a seat for the concrete slab and an anchor terminator containing a 1 -inch -diameter (25 mm) lifting bolt. The anchor terminator is a round steel pipe with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 7 and 8 illustrate the bracket. Slab repair bracket No. T150-0085 is used to address settlement of existing concrete slabs on grade. This bracket consists of a steel channel, an anchor terminator and a f- inch -diameter (25 mm) bolt. The anchor terminator is a square steel tube with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted_ Figures 3 and 5 illustrate the bracket. New -construction foundation bracket No. C150-0132 is used to support gravity loads. The bracket is used with steel - reinforced, poured -in-place concrete foundations. The bracket ICC-£S7egaq reports are not robe consieued os repro etrring aesrheo" or corp nrher mrrrhures addressed, nor are Chet' to he corAlrue<! as an endorsement of rive subject <y the report or a reronnuendation jor in use. T here is no UWrrarrty by 1CC k valuation Service, Inc, express or implied, as to any finding or other nraaer in tTris report, or as to any product covered by fire report _ ("PR Copyright 0 2006 Page 9 of a Page 2of8 consists of a '/2inch4hick (13 mm) rectangular steel plate welded to 2% -inch -diameter (63.5 mm) steel tubing. Figures 4 and 6 illustrate the bracket. 2.2 Material Specifications: 2.2.1 Helix Plates: Material specifications for the helix plates are noted in Tables 1 and 2. The plates have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.2 Anchor Shafts (Lead Sections and Extensions): The 1112 and 1314 -inch (38 and 44.5 mm) square RCS shafts conform eitherto ASTMA 29and AISI 1044, having minimum yield and tensile strengths of 70 and 100 ksi (483 and 689 MPa), respectively, or to AISI 1530, having minimum yield and tensile strengths of 95 and 120 ksi (655 and 827 MPa), respectively. Anchor shafts have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.3 Foundation Brackets: 2.2.3.1 Bracket Body: The brackets are formed from 114, 31B or'12inch-thick (6.4, 7.9, 10 or 13 mm) steel that meets or exceeds the requirements of ASTM A 36, and have a hot -dipped galvanized coating conforming to Class B-1 of ASTM A 153. 2.2.3.2 Pipe Assembly: The pipe in the upper bracket body of the C150-0121, C150-0298 and C150-0299 foundation repair brackets is cold -formed, welded, and seamless carbon steel structural tubing, Complying with ASTM A 500 Grade 13, the steel tube has minimum yield and tensile strengths of 42 and 58 ksi (290 and 400 MPa), respectively. The pipe in the upper bracket body of the C150-0147 foundation repair bracketis hot -rolled, electrical -resistance -welded, round steel tubing. Complying with ASTM A 512 or A 513 Grade 1020, the steel tube has minimum yield and tensile strengths of 50 and 62 ksi (345 and 427 MPa), respectively. All pipe assemblies have a Class B-1, hot -dipped, galvanized coating complying with ASTM A 153. 2.2.4 Bolts: 2.2.4.1 Steel Foundation Anchor: The sizes and types of bolts connecting the steel foundation anchor extensions to lead sections or another extension are described in Table 2. All bolts are hot -dipped galvanized steel. 2.2.4.2 Foundation Brackets: 2.2.4.2.1 Lifting Bolts: The lifting bolts for the No. C150- 0121, C150-0298 and C150-0299 foundation brackets have a'/, -inch (22 mm) diameter and comply with SAE J429 Grade 5. The lifting bolt for the No. 0150-0147 foundation bracket has a diameter of 1 inch (25 mm) and complies with SAE J429 Grade 5. 2.2.4.2.2 Cross Bolts. Cross bolts for the No. C150-0121, 0150-0298 and C150-0299 foundation brackets have a diameter of Ste inch (16 mm) and comply with SAE J429 Grade 5. The cross bolt for the No. C150-0147 foundation bracket has a'/$ -inch (22 mm) diameter and complies with SAE J429 Grade 5. 2.2.4.2.3 Concrete Anchor Bolts: Anchor bolts shall be 514 inch (15.9 mm) in diameter for all foundation brackets. Concrete anchor bolts are designed for each project. 2.2.4.3 Light-duty Underpinning Bracket: The bolt for the light-duty underpinning bracket is a 1 -inch -diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.4 Slab Repair Bracket: The bolt for the slab repair bracket is a 1 -inch -diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.5 New -construction Foundation Bracket: The bolt used to connect the new -construction foundation bracket to the foundation anchor is a 314 -inch -diameter (19.1 mm) bolt complying with SAE J429 Grade 5 for V/2 -inch (38 mm) RCS ER -5110 shafts, and a'IB inch -diameter (22 mm) bolt complying with ASTM A 193 Grade B7 for V/4 -inch (44.5 mm) RCS shafts. 2.3 Design: 2.3.1 General: Structural calculations must be submitted to the building official for each building, and must be based on accepted engineering principles. The design method is the Load and Resistance Factor Design Specification in Chapter 22, Division ll, of the code. The design strengths of individual lead sections and extension sections are noted in Tables 1 and 2. Factored nominal loads must not exceed the design strengths. The nominal loads must be factored in accordance with Section A4 of the specification. The actual capacity of the HELICAL PIER® Foundation System depends upon the analysis of the interaction of the helix plates and the soil, and may be less than the maximum design strengths noted in this report. Column buckling of foundation anchors due to compression loads, and combined flexural and compressive stresses of foundation anchors used with foundation repair brackets, shall be included in the analysis if this is deemed necessary by the building official or structural designer. Construction in Seismic Zones 3 and 4 requires compliance with Section 1809.5.1 of the code. A soil investigation report is necessary and must include consideration of: 1. Soil properties, including those affecting design. 2_ Allowable soil bearing pressure. 3. Suitability for use in seismically active areas. 4. Information on ground -water table, frost depth and corrosion. 2.3.2 Connection to Building Structure: Downward -acting design strengths associated with each foundation repair bracket are as follows: C150-0121 — 20 kips (89 kN); C150- 0298, C150-0299 and C150-0147 —40 kips (178 kN); C150- 0239 - 5 kips (22.2 kN); C150-0132 — 15 kips (66.7 kN). The downward -acting design strength is 5 kips (22.2 kN) for the T150-0085 slab repair bracket. Factored design loads must not exceed the design strengths for the brackets. The concrete foundation and slab must be designed and justified to the satisfaction of the building official for concentrated loads due to the foundation and slab repair brackets. Bearing areas not exceeding 28, 34.5, 11.4, and 28 square inches (18,064, 22,258, 7,355, 18,064 and 18,064 mm2) shall be used to calculate the concrete bearing stress at the seat of the C150-0121, C150- 0147, C150-0239, C150-0298 and C150-0299 foundation brackets, respectively. In addition, if deemed necessary by the building official, the effects of reduced lateral sliding resistance due to uplift from wind or seismic loads shall be considered for each project utilizing the C150-0121, C150- 0147, C150-0298 and C150-0299 foundation repair brackets. 2.3.3 Protection of Pierand Bracket Materials: Protection of the pier and bracket materials must comply with Section 1807.9 of the UBC. 2.4 Installation: 2.4.1 General: The HELICAL PIER® Foundation System is installed by A. B. Chance Co. certified installers, trained to install the A. B. Chance Co. HELICAL PIER® Foundation System. 2.4.1.1 Foundation Anchors: The foundation anchors are installed using rotary motors having forward and reverse capabilities. The foundation anchors must be positioned and angled as specified in the approved plans. Foundation anchors to be attached to the structure with the C150-0121, C150-0147, C150-0298 and C150-0299 foundation repair brackets are installed at an angle of 3 to 5 degrees from vertical. Foundation anchors attached to structures by means of the No. C150-0239 light-duty underpinning bracket, the No. T150-0085 slab repair bracket.or the No. C150-0132 new- Page 3 of 8 construction foundation bracket, are installed vertically plumb. The foundation anchors are installed in a smooth, continuous manner, with the rate of rotation being within the range of 5 to 20 revolutions per minute. Extensions are connected to the foundation anchor using the bolts specified in Table 2. Coupling bolts must be tightened firmly with a wrench_ The foundation anchors are installed tothe minimum depth shown on the plans, but with the top helix not less than 5 feet (1524 mm) below the bottom of the foundation. 2.4.1.2 C150-0121, C150-0147, C150-0298 and C150-0299 Foundation Repair Brackets: The T-shaped upper bracket body is slid over the end of the extension of the installed foundation anchor. The lower bracket body is attached to the concrete foundation by means of a concrete anchor complying with the code or a current evaluation report. The lower bracket body is attached to the upper bracket body using the lifting bolts. A jack placed on top of the T-shaped section of the bracket, with a jacking tool on top of the jack and connected to the lifting bolts, is used to lift the lower bracket body as it pushes down on the upper bracket body. The nuts on the bolts are tightened and the jack is removed. 2.4.1.3 Slab Repair Bracket: The slab repair bracket is installed on top of a foundation anchor that has been installed through a 6-inch-diameter (152 mm) hole core -drilled through the concrete slab. The tap of the foundation anchor shall be 1 inch (25 mm) below the slab. Prior to installing the foundation anchor, a 1 -foot -deep (304.8 mm) pocket is excavated in the subgrade beneath the hole in the slab. The slab repair bracket tube is placed over the foundation anchor shaft. The slab repair bracket channel is placed on top of the bracket tube. The leveling bolt is threaded into the channel and tube, positioning the bracket so that each end of the channel is in contactwith at least4 square inches (2580 mm') of the slab. The maximum torque on the bolt is 150 ft. -lbs. (203 N • m). See Figure 5 for typical installation details. 2.4.1-4 New -construction Foundation Bracket: The end of the shaft of the installed foundation anchor is cutoff, or the pier is installed until the shaft top is a minimum of 3 inches (76 mm) above the foundation subgrade or at a level where the bracket will support an upper layer of steel reinforcing bars in the concrete foundation. The new -construction foundation bracket is placed over, and seated on the top of, the foundation anchor shaft. The steel reinforcing bars of the foundation are placed in direct contact with the top of the bracket. if required, the bracket is connected to the foundation anchor shaftwith a % inch-diameter(19 mm) bolt installed through a '3/,, -inch -diameter (20.6 mm) hole predrilled in V/2 -inch (38 mm) RCS foundation anchor shafts, ora'/g-inch-diameter(22 mm) bolt installed through a 1 -inch - diameter (25 mm) hole predrilled in 13/4 -inch (44.5 mm) RCS foundation anchor shafts. See Figure 6. 2.4.1.5 Light-duty Underpinning Bracket: The end of.the shaft of the installed foundation anchor is cut off or the foundation anchor is installed until the shaft top is a minimum of 1 inch (25 mm) below the bottom of the slab. The bolt .guide is placed on top of the foundation anchor shaft and the pipe of the bracket is slipped over the shaft. The bracket is attached to the concrete slab by means of concrete anchors installed in accordance with the evaluation report on the anchor. The lifting bolt is threaded into the pipe cap so that its base engages the bolt guide inside the pipe. The maximum torque on the bolt is 200 ft. -lbs. (27.1 N • m). See Figure 8 for installation details. 2.4.2 Special Inspection: Special inspection in accordance with Section 1701 of the code shall be provided for the installation of the foundation anchors and foundation brackets. Items to be confirmed by the special inspector shall include, but not be limited to, the manufacturer's certification of installers, the installation torque and depth of the ER -5110 foundation anchors and compliance of the installation with the approved construction documents and this evaluation report. In lieu of continuous special inspection, periodic special inspection in accordance with Section 1701.6.2 of the code is permitted provided that installers are certified by the manufacturerand structural observations in accordance with Section 1702.are provided. Periodic inspections shall be performed in accordance with the following schedule, subject to the building official's approval: 1. Before the start of work—Verify manufacturer, verify installer's certification by the manufacturer, and confirm pier and bracket configuration compliance with construction documents and this evaluation report. 2. Installation of first helical steel pier—Verify that location, installation torque, and depth of helical steel piers comply with construction documents. Verify that installers keep an installation log. 3. First connection to building structure—Verify that installation of foundation repair brackets or new construction brackets complies with construction documents and this evaluation report. 4. End of work—Verify that installation log complies with requirements specified in the construction documents; verify that installation of all structural connections complies with construction documents and this evaluation report. 2.5 identification: Foundation anchors have the word 'CHANCE" stamped on the top of the helix. The foundation anchors are also identified by a tag or label bearing the name and address of A. B. Chance Co., the catalog number, the product description, the evaluation report number (ER -5110), and the name of the inspection agency (RADCO). The brackets are identified by labels bearing the catalog number and product description. In addition, the letter "C" is stamped on the No. C150-0121, No. 0150-0298, No. C150-0299 and No. C150-0147 brackets. 3.0 EVIDENCE SUBMITTED Material specifications, installation instructions, load tests and a quality control manual. 4.0 FINDINGS That the HELICAL PIER® Foundation Systems described in this report comply with the 1997 Uniform Building Coder", subject to the following conditions: 4.1 The foundation anchors are manufactured at the A. B. Chance Co. facility located at 210 North Allen Street, in Centralia, Missouri, under a quality control program with inspections by RADCO (AA -650). 4.2 The foundation anchors are manufactured, identified and installed in accordance with this report. 4.3 Special inspection is provided in accordance with Section 2.4.2 of this report. 4.4 Engineering calculations and drawings, in accordance with recognized engineering principles and design parameters, are provided to the building official. 4.5 A soil investigation must be provided for each project site in accordance with Section 2.3.1 of this report. 4.6 The applied factored loads must not exceed the design strength loads in Section 2.3 of this report. This report is subject to re-examination in one year. Page 4 of 8 TABLE 1—DESCRIPTION AND DESIGN STRENGTHS OF LEAD SECTIONS ER -5110 ITEM NUMBER CATALOG NUMBER A (feet) B (inches) DIMENSIONSt C (inches) D finches) E (inches) F (inch) MAXIMUMDESIGN i STRENGTH (kips) HELIX PLATE MATERIAL SPECIFICATION SHAFT TYPE 1 C150-0002 5 1112 8 — — 5116 20 ASTM A 572 or A 935 Grade 50 F, = 50 ksi F – 65 ksi 2 C150-0001 7 1112 8 — — 5116 20 3 C150-0058 5 11/710 — — IG 20 4 C150-0003 7 11/2 10 — s/ 16 20 5 C150-0242 5 I1/2 12 --- 5116 20 6 C150-0004 7 1112 12 — — 5116 20 7 C150-0243 5 11/2 14 — 5/16 16 ASTM A 656 or A 936 Grade 80 F,. = 80 ksi F, = 65 ksi 8 C150-0005 7 11/Z J4 --- — 5116 16 9 CISO-0086 3 1112 6 6 — 114 27.5 ASTM A 572 or A 935 Grade 50 F. = 50 ksi Fu – 65 ksi RCS2 Solid Steel Sar 10 C150-0244 3 1112 6 8 — 1/4 27.5 11 C150-0030 7 1112 6 8 -- 114 27.5 12 C150-0160 3 1112 8 10 — 1/4 27.5 13 C150-0006 7 1112 8 10 — 114 27.5 14 C150-0031 101/2 1112 8 10 114 27.5 15 C150-0161 3112 1112 10 12 — 114 27.5 16 C150-0051 7 11/2 j 10 12 114 27.5 17 C150-0007 5112 1112 8 10 12 1/4 27.5 18 C150-0168 21/2 1112 8 10 1/4 35 ASTM A 656 or A 936 Grade 80 F. = 80 ksi F;, = 90 ksi 19 C150-0169 5 1112 8 10 12 114 35 20 C150-0163 7 11/2 10 12 14 114 35 21 C150-0010 51/2 1314 8 — 5116 25 22 C150-0011 5112 13/4 10 — — 5116 25 23 C150-0012 5112 13/4 8 TO — 5116 50 24 C150-0180 51/7 1314 8 1 10 1 12 5/16 50 For S1: 1 inch – 25.4 mm, 1 foot = 304.8 mm, I kip = 4.448 kN, I ksi = 6.895 Wa. Tor description of dimensions, see Figure J. 2RCS = Round cornered square. Page 5 of 8 'FABLE 2—DESCRIPTION AND DESIGN STRENGTH OF EXTENSIONS ER -5110 ITEM NUMBER CATALOG NUMBER A (feet) DIMENSIONSI B (inches) C (inches) F {inch) MAXIMUM DESIGN STRENGTH {kips) COUPLING BOLTSZ HELIX PLATE MATERIAL SPECIFICATION Quantity Size Type 1 C15M047 31/2 1112 — 27.5 I 314 inch ASTM A 320 Glade l7 12 -inch helix: ASTM A 572 or A 935 Grade 50 F• = 50 ksi F;, = 65 ksi 14 -inch helix: ASTM A 656 and A 936 Grade 80 F. = 80 ksi F, = 90 ksi 2 C150-0008 5 1112 — — 3 C150-0009 7 11/2 4 CI50-0048 10 1112 — — 53 C150-0159 5 11/2 12 1/q 64 C150-0165 3112 1112 14 114 4 1 1 7 CI50 0167 5 1 /2 14 /q 8 C150-0144 31/2 1112 35 9 0150-0145 5 11/ — 2 — 10 C150-0146 7 11/2 — 11 C150-0175 101/2 1112 — — 124 C150-0176 4 1112 14 114 13 C150-0183 31/2 1314 — 50 1 71g inch ASTM A 193 Grade 137 14 C150-0013 5 13/4 — — 15 C150-0014 7 1314 16 C150-0184 10112 13/4 174 0150-0185 4 13/4 14 s/16 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I kip = 4.448 kN, 1 ksi — 6.895 Wa. I For description of dimensions A through F, see Figure 1. 2Bohs connect extensions to lead sections or extensions. 3Design strength of helix is 20 kips. 4Design strength of helix is 16 kips. Page 6 of 8 TYP L For S1. I inch = 25.4 mm. rip ER -5110 FIGURE 1—HELICAL STEEL PIER C150-0147 FOR 1314' SHAFT FIGURE 2—FOUNDATION REPAIR BRACKETS C150-0121, C50-0298 AND C150-0299 Page 7 of S ER -5110 4" CHANNEL �� 15" LONG T150-0085 =OR 11/2' SHAFT INCLUDES: kNNEL, BOLT, AND .HOR TERMINATOR For Sl: I inch = 25.4 mm. FIGURE 3—SLAB REPAIR BRACKET CONCRETE SLAB -ON- LIFTING BOLT GRADE LIFTING / CHANNEL HELICAL --� STEEL PIER i-- 7-- - L �l r_;7 SLAB REPAIR BRACKET FIGURE 6—TYPICAL INSTALLATION OF SLAB REPAIR BRACKET 4" x 7 314" STEEL PLATE d a C150-0132 FOR 11/2' AND 13/4" SHAFTS For SE 1 inch – 25.4 mm_ FIGURE 4—NEW-CONSTRUCTION FOUNDATION BRACKET RE-INFORCING BARS I 4 CONCRETE FOUNDATION FIGURE 6 --TYPICAL INSTALLATION OF NEW-CONTRUCTION FOUNDATION BRACKET Page 8 of 8 For SI: I inch = 25A mm. X150-0239 Ji/,- SHAFTS FIGURE 7—LIGHT-DUTY BRACKET CONCRETE ANCHOR SLAB BOLT E R-5110 A.12111,1191:191111 PIPE CAP 30LT GUIDE HELICAL PIER FIGURE 8—TYPICAL INSTALLATION OF LIGHT-DUTY UNDERPINNING BRACKET ICC EVALUATION SERVICE, INC. Evaluate ■ Inform ■ Protect To: Parties Interested in Anchorage to Concrete From: Kurt Stochlia, P.E./Brian Gerber, S.E. Date: December 4, 2006 Subject: Explanation Regarding Staff Memo Dated September 5, 2006 MEMS We have been requested to provide an explanation regarding how ES staff arrived at the limitations noted in item 7 in the September 5 and 15, 2006, staff memos. Background -Timeline: Post installed anchor reports, covering adhesive and screw anchors, issued under the 1997 UBC and the 2000 IBC used appropriate ICC -ES criteria (AC58 and AC106) as a basis for the evaluation, since neither code contained specific requirements for these products. The products were evaluated under the alternative provisions of the code, as alternatives to cast -in-place concrete anchors. AC58 for adhesive anchors and AC106 for screw anchors were developed, with help from industry and interested parties, from the best information available at the time they were first developed, including testing for installations in all seismic risk areas. The first code reference to "cracked concrete" was in Section 1923.2 of the 1997 UBC, which made a reference to cracked concrete by referring to anchorage embedment in "tension zones". Beginning with the 2000 IBC (Section 1913.5.2.7), the concept of cast -in-place anchors installed in "cracked concrete" was introduced, along with separate sections for allowable stress design (Section 1912) and strength design (Section 1913). Requirements noted in Section 1923.1 in the 1997 UBC were incorporated into Section 1912 of the 2000 IBC, and some of the concepts noted in Sections 1923.2 and 1923.3 in the 1997 UBC were incorporated into Section 1913 of the 2000 IBC. Where earthquake loads are considered, Section 1912 of the 2000 IBC directs the design of the anchorage to be in accordance with Section 1913 of the code (no seismic design under Section 1912)_ With the adoption of the 2003 IBC, specific requirements for post -installed mechanical anchors (expansion and undercut) are noted in Section 1913. Section 1913 refers to ACI 318, Appendix D for design, which in turn refers to ACI 355.2 for testing of post -installed mechanical anchors (Section D.2.3). There is no mention of post -installed anchors in Section 1912 (ASD) of the 2003 IBC. The codes from the 1997 UBC and 2000 IBC to the 2003 IBC have progressed in the requirements for post -installed mechanical anchors, from no specific requirements (alternative to the code) to specific requirements (expansion and undercut). The IBC still does not have unvw.kc-es.org Business/Regional Office 2 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699.0543 Parties Interested in Anchors to Concrete 2 specific requirements for adhesive or screw anchors. Therefore, post -installed adhesive and screw anchors still have to be evaluated as alternatives to post -installed expansion and undercut anchors. To be evaluated under the 2003 or 2006 codes, the adhesive and screw anchors must meet the same requirements as the expansion and undercut anchors, or be evaluated as equivalent. In order to meet these requirements, a new criteria, AC308, was developed for adhesive anchors. To evaluate the screw anchors; revisions were made to AC193. AC193 was developed as a complement to the 2003 IBC requirements for expansion and undercut anchors. Except for updating of the standards, there is little change regarding requirements for post - installed anchors between the 2003 IBC and 2006 IBC_ Three questions could be: Why not continue to recognize products (under limited conditions) under AC58 and AC106 if the criteria can loosely fall under Section 1912 (ASD) of the 2003 or 2006 IBC? Section 1912 is an old ASD prescriptive method to allow cast -in-place anchors to be used in a limited manner. Since the code placed requirements for post -installed anchors in Section 1913, the code provides clear direction that post -installed anchors or alternatives must comply with Section 1913. AC58 and AC106 tests are not equivalent to ACI 355.2, nor can products evaluated under the AC58 and AC106 criteria be designed using the design provisions of ACI 318, Appendix D, which relate to Section 1913 of the IBC. Table 5.1 in ACI 355.2 contains requirements for uncracked concrete, but the test requirements noted in AC58 and AC106 are not equivalent to the requirements in Table 5.1. Also, since seismic testing provisions are only contained in Table 5.2 of ACI 355.2 (cracked concrete), no reference can be made to seismic provisions, unless testing in cracked concrete is conducted. 2. Why continue to allow recognition, for a limited time, for concrete anchors complying with AC58 and AC106? ES staff felt there was a need for an additional time period between the old requirements and implementing the new requirements, since there still was some confusion regarding the requirements in AC308 and AC193 (for screw anchors). 3. How were the requirements limiting recognition to Seismic Design Categories (SDC) A and B arrived at? ES staff felt since there is still some confusion regarding the requirements in AC308 and AC193 (for screw anchors), that anchors complying with AC58 or AC106 seismic requirements could, for a limited time, be recognized for installation in SDC A and B. The concept of limiting recognition to SDC A and B was developed as follows: ACE 355.2 in Section D.3.3.2 states that "In regions of moderate or high seismic risk ...... post installed anchors ...... shall have passed the Simulated Seismic Tests of ACI 355.2". Parties Interested in Anchors to Concrete 3 Table R1.1.8.3 in the ACI 318 Commentary provides guidance as to the definition of moderate and high seismic risk. This concept was carried through in Section 1908.1.16 of the 2006 IBC, which notes that for structures assigned to Seismic Design Categories C, D, E or F, post -installed anchors must pass the Simulated Seismic Tests of ACI 355.2. ICC EVALUATION SERVICE, INC. Evaluate ■ Inform ■ Protect To: Parties Interested in Anchorage To Concrete From: Kurt Stochlia P.E./Brian Gerber S.E. Date: September 15, 2006 Subject: Sunset Dates for AC58 and AC106 Products. MEMO We have been requested to clarify the intent of item 7, since there appears to be a conflict between item 7-a. and 7-b. in the original September 5, 2006, staff memo. The following replaces iters 7 in the September 5, 2006, staff memo. This revision does not change the original intent. The rest of the memo remains unchanged. 7. Reports issued under item 6 in this memo will be revised as follows: a. For recognition under the 2000 113C, the reports will be limited to areas of low seismic risk (Seismic Design Categories A and B), assuming seismic recognition was previously granted under AC58 or AC106. L� Fe For recognition under the legacy codes (UBC, BNBC, SBC), the reports will be limited to areas of low seismic risk (see Table 1 below). The reports will clearly state that the anchors cannot be installed where cracking of the concrete can occur. Reason: The 2003 IBC (Section 1913, ACI 318 Appendix D Section D.3.3.2, ACI 355.2) provided concise code requirements for post -installed concrete anchor products used in regions of moderate and high seismic risk (defined in the 2006 IBC as SDC C, D, E or F). ICC -ES allowed a three-year time period for expansion and undercut anchors to comply with the requirements. Since these anchors must now comply with the code requirements for use in moderate and high seismic risk regions, it would not be reasonable to continue recognition of bonded anchors and screw anchors in these regions, unless they complied with similar requirements described in AC193 and AC308. TABLE 7—LEGACY CODE SEISMIC RECOGNITION FOR ANCHORS QUALIFIED UNDER AC58 AND AC106* LEGACY CODE RECOGNITION FOR USE IN: 1997 UBC Zone 1 and 2A 1999 BNBC and 1999 SBC Seismic Performance Category (SPC) A and B *assuming seismic recognition was granted under AC58 or AC106 www.icc-es.org ( Business/Regional Office ■ 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 ICC EVALUATION SERVICE, INC. a Evaluate ■ Inform ■ Protect To: Parties Interested in Anchorage to Concrete From*- Kurt Stochlia, P-E./Brian Gerber, S.E. Date: September 5, 2006 Subject: Sunset Dates for AC58 and AC106 Products MEMO ]CC -ES has been requested, by several ICC -ES report holders, to extend the timelines noted in the April 12, 2005, staff letter. A copy of the original letter and a follow-up letter dated December 2, 2005, are enclosed for your information. The affected ICC -ES criteria are AC58 (adhesive anchors in concrete) and AC106 (screw anchors), which are being replaced by AC308 and AC193, respectively. Please note that AC193 includes both expansion and screw anchors. This memo only affects the screw anchors in AC193. It does not affect any items noted in the April 12, 2005, staff letter (i.e., change any of the requirements) concerning expansion or undercut anchors (AC193). ICC -ES has decided, based on the arguments given by the report holders, to extend the timeline for the screw anchors (AC193) and bonded anchors (AC308). The reasons may be summarized as follows: 1. There is currently a shortage of laboratories that can conduct all the tests required for AC193 (screw anchors) and AC308. 2. There were many changes made to AC308 at the last ICC -ES Evaluation Committee. This adds complications when trying to meet the July 1, 2006 deadline for submittal of data. 3. Since the issue of hydrogen embrittlement for screw anchors (AC193) is not completely resolved, the manufacturers need to know the results of this test before initiating other test requirements. This timeline extension is subject to the following conditions: 1. All data received after December 31, 2005, will still be reviewed for compliance with the appropriate criteria, either AC193 or AC308 and the 2006 IBCII RC, subject to other conditions noted in this memo. 2. All legacy reports covering anchorage to concrete must be revised with an effective date of January 1, 2007. The reports will be subject to the requirements noted in item 6 and revised as noted in item 7. The revised copy will be posted on the ICC -ES website. www_icc-es.org I Business/Regional Office 0 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Sunset Dates for AC58 2 and AC106 Products 3. Only ESR reports complying with AC193 or AC308 will reference the 2006 codes. 4. ESR reports, not complying with AC193 or AC308, will be revised in accordance with items 6 and item 7. The revised copy will be posted on the web site. 5. In order for reports to continue as permitted under conditions in this letter, the report holders must provide a letter agreeing to the program noted in this memo. Appropriate wording for the report holder's letter is currently being prepared. 6. Reports (legacy and ESR) that do not comply with the April 12, 2005, staff letter, must meet the following conditions: a. An application for re-examination without change must be submitted, along with the letter noted in item 5. b. Reports will be issued effective January 1, 2007, and have a one-year (i.e., until January 1, 2008) life span. c. The reports will be limited to the 2000 IBC and legacy codes. d. Reports will be issued with no changes, except as noted in item 7 of this memo. 7. Reports issued under item 6 in this memo will be revised as follows: a. For recognition under the IBC: Since AC106 and AC58 are based on ASD, the reports will be issued under Section 1912 of the IBC. Therefore, no recognition under the IBC will be allowed for seismic conditions. b. For recognition under the 2000 IBC and legacy codes, the reports will be limited to Seismic Categories A and B. c. The reports will clearly state that the anchors cannot be installed where cracking of the concrete can occur. Reason: The 2003 IBC (Section 1913 -ACI 318 -Appendix D -ACI 355.2 -Section 3.3.2) provided concise code requirements for post -installed concrete anchor products used in regions of moderate and high seismic risk. ICC -ES allowed a three-year time period for expansion and undercut anchors to comply with the requirements. Since these anchors must now comply with the code requirements for use in moderate and high seismic risk regions, it would not be reasonable to continue recognition of bonded anchors and' screw anchors in these regions, unless they complied with similar requirements described in AC193 and AC308. Failure to comply with the conditions of this memo will result in the cancellation of the legacy or ESR report. ICC EVALUATION SERVICE, INC. Evaluate - Inform ■ Protect To: Parties Interested in Post -installed Mechanical and Adhesive Anchors in Concrete From: Kurt Stochlia P.E./Brian Gerber S.E. Date: August 18, 2006 Subject: General Questions Regarding Post -installed Mechanical and Adhesive Anchors in Concrete MEMO ICC -ES has been requested to clarify several issues involving the subject and its relationship to the International Building Code° (IBC) and the role ICC -ES plays in the evaluation of anchorage to concrete. Questions that have been raised are indicated below in italics, and are followed by the ICC -ES response. Since the codes in some instances do not provide specific requirements for the anchors, how are these anchors evaluated for code compliance? Section 104.11 of the IBC states in part: The provisions of this code are not intended to prevent the installation of any material or to prohibit the design or method of construction not specifically prescribed by this code, provided that any such alternatives has been approved. In order to show compliance with IBC Section 104.11, manufacturers may provide research reports in accordance with Section 104.11.1 and/or test their products in accordance with Section 104.11.2. Product -specific evaluation service reports (ESRs) issued by ICC -Evaluation Service (ICC -ES) are typically based on both research reports and testing and offer one means of demonstrating compliance with the code. Research reports and test data as submitted by the report applicant are evaluated under acceptance criteria approved by the ICC -ES Evaluation Committee and used by the ICC -ES staff to evaluate products. What has recently changed in the way ICC -ES reviews post --installed concrete anchors? ESRs for post -installed anchors in concrete have in the past been based on allowable stress design (ASD) criteria (AC01, AC58 and AC106) under the 2000 IBC. A transition period occurred beginning with the 2003 IBC code cycle. New criteria (AC193 and AC308) were developed to address strength design, seismic considerations and cracked concrete. As of January 1, 2007, ICC -ES will be using the 2006 IBC. Therefore, AC01, AC58 and AC106 will no longer be applicable for anchorage to concrete products complying with the 2006 IBC. www.icc,es.org 1 Business/Regional Office ■ 5360 Workman Mill Read, Whither, Cahfomia 90601 • (562) 699-0543 Post -installed Mechanical and Adhesive Anchors in Concrete New criteria for post -installed anchors in concrete as issued by ICC -ES are as follows: • AC193, Acceptance Criteria for Mechanical Anchors in Concrete Elements • AC308, Acceptance Criteria for Post -installed Adhesive Anchors in Concrete AC193 has as its basis the current evaluation and strength design requirements in ACI 355.2, Qualification of Post -Installed Mechanical Anchors in Concrete; and ACI 318, Building Code Requirements for Structural Concrete. Section 1913.1 of the 2006 IBC contains the following text (similar text occurs in the 2003 IBC): Expansion anchors and undercut anchors installed in hardened concrete shall be designed in accordance with Appendix D of ACI 398 as modified by Section 9508.9.96, provided they are within the scope of Appendix D. ACI 318 Section D.2.3 in turn provides the following: The suitability of the post -installed anchor for use in concrete shall have been demonstrated by the ACl 355.2 prequalification tests. AC308 was developed by interested parties and approved by the ICC -ES Evaluation Committee, to allow adhesive anchors to be an alternative to expansion and undercut anchors (AC318-Appendix D and ACI 355.2) The new acceptance criteria is intended to provide evidence of compliance with code requirements. What impact do these new criteria have? The qualification and design of anchors under the new requirements and criteria differ substantially from past practice. It should not be assumed that anchors qualified under the older ASD criteria will satisfy the new criteria or that anchor designs prepared on the basis of previous editions of the code will satisfy the requirements of ACI 318 Appendix D. In addition, note that Section 1704.13 of the 2006 IBC requires special inspection for: 3. Materials and systems required to be installed in accordance with additional manufacturer's instructions that prescribe requirements not contained in this code or in standards referenced by this code. Unlike past criteria which permitted special inspection to be waived in certain circumstances, AC193 requires continuous special inspection for mechanical (expansion, undercut) anchors in all cases. Inspection requirements are set forth in the relevant ESR. For adhesive anchors, AC308 offers two options for inspection (periodic inspection or continuous special inspection), based on the test data submitted in accordance with Section 11.24 in AC308. The specific requirements for special inspection are in the relevant ESR. If you have any questions or concerns regarding the contents of this letter, please contact Kurt Stochlia at (562) 699-0543, extension 3252. You may also reach us by email at es@icc-es.org_ 1► The purpose of this letter is to provide information regarding ICC -ES policies for the review and issuance of evaluation reports covering AC01, AC58, AC106, AC193 and AC308 (proposed). The policies are a result of discussions and actions taken by the ICC - ES Evaluation Committee (February 2005 meeting), and by the ICC -ES Board of Directors (March 2005 meeting). We hope this letter will help interested parties establish a. time line for compliance with applicable criteria. There are several interrelated issues, but the issues are addressed separately. 1. AC58 and AC106 will be revised editorially to add reference to the 2003 IBC.. The editorially revised ACs will be posted on the ICC -ES web site by May 15, 2005.. 2. ESR reports covering AC58 and AC106 issued with a January 1, 2005, or later date, will contain information regarding compliance with the 2003 IBC (mandatory), the 2000 IBC (if requested) and the 1997 UBC (if requested). See item 7. 3. ESR reports covering AC01 issued with a January 1, 2005, or later date, will need to show compliance with the 2003 IBC, which requires that the anchors comply with AC191 This is not in conflict with item 5, since it is possible for reports that reference the 2003 IBC to also note compliance with the 2000 IBC_ 4. Legacy reports covering AC01, AC58 and AC106 issued with a January 1, 2005, or later date, will be allowed to continue to reference the codes noted in the evaluation reports. See item 7. Technical changes to legacy reports will require conversion to an ESR and will be subject to ESR requirements noted in this letter. 5,. Data verifying compliance with the 2000 IBC (AC01, AC58 and AC106) will continue to be accepted until June 30, 2005- All reports for which data is being reviewed for compliance with the 2000 IBC must be issued no later than December 1, 2005_ ESR reports that do not referenceat least the 2000 IBC will be cancelled effective January 1, 2006. Issues noted in items 2 and 3 apply. 6.. All data received after December 31, 2005, will be reviewed for compliance with either AC193 orAC308 (and the 2003 IBC/IRC), Business/Regional Office ■ 5360 Workman Mill Road_ Whittier, Cali=fornia 90601 a (562) 699 0543 wwwicc-eS.otg Regional Office 900 MantclairRoa(3 Suite Birminghnm, Alabama 35213 (205)5999800 Regional Office• 405iWest FiossmoerRcad.CountryClub Hill& llhnois60478* (708)7992305 7_. ESR reports (note -under this scenario it is not possible to have a legacy report) issued on or after January 1, 2007, will only reference the 2006 IBC (this requires compliance with AC193 or AC308).. ESR reports on further study January 1, 2007, will automatically be revised and the revised copy posted on the web site, with appropriate wording, referencing only the 2006 IBC (this assumes the reports on further study have products that comply with AC193 or AC308). ESR reports on adhesive, expansion, undercut or screw anchors thatdo not comply with AC193 or AC308 will be cancelled effective January 1, 2007_ ESR reports will not reference the 2000 IBC, the 2003 IBC or the 1997 UBC, and will not be based on AC01, AC58 or AC106; after January 1, 2007.. Legacy reports covering concrete anchors will be cancelled, effective January 1, 2007. 8. Data for compliance with item 7 must be submitted before July 1, 2006, in order to ensure a timely transition from AG01 to AC193, AC58 to AC308 and ACI 06 to AC193 (revised to include AC106). 9.. ACI 06 reports will not be carried after January 1, 2007, in their present form. If nothing is done to address the issue of AC106 products' compliance with Section 1913 of the IBC (the issues are similar to but different from those addressed by AC193), the reports will be cancelled effective January 1, 2007. Products will not be recognized under Section 1912, since the technical requirements of AC106 and AC193 are not equivalent.. 10. In order for reports to continue to reference the 2000 IBC, as permitted under items 2, 4 and 5 of this letter, the report holders must provide a letter agreeing to the program noted in this letter. Appropriate wording for the report holder's letter is currently under preparation. If you have any questions or concerns regarding the contents of this leiter, please contact Kurt Stochlia, at (562) 699-0543, extension 3252 . You may also reach us by e-mail at es@icc-es.org.. Yours very truly, Kurt Stochlia, P. E. Vice President KS/Is ICC EVALUATION SERVICE, INC., Evaluate it Inform ■ Protect December 2, 2005 TO: PARTIES INTERESTED IN EVALUATION REPORTS ON ANCHORAGE TO CONCRETE Dear Madam or Sir: This letter is a follow up to our April 12, 2005, letter on the same subject. A copy of the April 12 letter is available on this web site- We have received several inquiries requesting that we clarify a few of the 10 items noted in the April 12 letter_ We felt the answers to the questions might be helpful to interested parties_ The following are the questions and our responses, 1. Question: Items 5 and 7 seem to imply that reports issued underAC01 for the 2000 IBC up until December 1, 2005, will continue to be recognized for the 2000 IBC until ,January 1, 2007. Is this correct? Answer Yes, that is correct. 2. Question: Items and 5 indicate that reports issued for the 2000 IBC under AC01 will also require assessment under ACI 93, This would seem to indicate that two sets of data must be submitted. Is this correct? For example, if I am applying for recognition in uncracked concrete, seismic under AC01, 1 would also be required to submit data, at a minimum, for untracked concrete nonseismic under ACI 93? The requirements for untracked concrete, nonseismic under AC193, are quite different for displacement controlled anchors (drop -ins). Answer.Yes, item 3 attempts to address the possibility that some jurisdictions will still be on the 20001BC... This was a compromise since there are significantly different approaches to anchorage requirements between the 2000 IBC and the 2003 IBC. Our intent is to make a distinction between the requirements (AC01 and AC193), as they relate to the code requirements (2000 IBC and 2003 IBC), 1t is not our intent to say that the two ACs are equivalent 3. Question: The cutoff date given in item 6 (December 30, 2005) seems to be out of sync with the June 30, 2005, deadline in item 5. Have I misinterpreted this? Business/Regional Office a 5360 Workman Mill Road, Whitticr, California 90601 ■ (562) 699A0543 www.icc-es.o[g Regional Office 900 Montclair Road Suite A Birmingham Alabama 35213 • (205) 5999800 Regional Office 4051 West Flossmoor Road, Country Club Hills, Illinois 6047$ . (708) 199-2305 Answer. Yes, you have misinterpreted this Item 6 addresses the 2003 IBC and item 5 addresses the 2000 IBC. 4, Question: Item 4 addresses legacy reports issued after January 1, 2005. It has been my understanding that legacy reports cannot be issued after March 1, 2004 (Rules of Procedure, Section 6.1). Has there been an extension of the deadline or is this intended to refer to legacy reports renewed after January 1? Answer- Item 4 should refer to `existing' (reissued) legacy reports No new" legacy reports can be issued after January 1, 2005. 5. Question: A current legacy report is on further study. Can this report remain on further study after January 1, 2007? Answer No, all legacy reports regardless of status will be cancelled effective January 1, 2007. See item 7 in the April 12, 2005, staff letter. Hypothetically: A., If 1 have an adhesive anchor product for which i will be seeking a new ESR under the 2000 IBC and 1997 UBC (Le., using AC58 for noncracked concrete, seismic), I now have until June 30, 2005, to submit data for this product.. The ESR will include statements regarding compliance with the 2003 IBC, e.g., that the product is not qualified for seismic loading under the 2003 IBC.. (Items 2 and 5).. Answer., Correct. The ESR report "Conditions of Use" will be driven by the 2003 IBC requirements_ However, in the body of the report it will note the conditions under which compliance with the 2000 IBC and 1997 UBC is possible. B. If I have an existing ESR under the 2000 IBC and 1997 UBC for an adhesive anchor product, I have until June 30, 2005, to submit data for any technical changes to the ESR scope using AC58. The reissued ESR will include statements regarding compliance with the 2003 IBC, a g., that the product is not qualified for seismic loading under the 2003 IBC. (items 2 and 5), If I do not make changes to the report, it will continue to be renewed until January 1, 2007, when it is cancelled. (item 7).. Answer: Correct, C. If I have a mechanical anchor product for which I will be seeking a new ESR under the 2000 IBC and 1997 UBC (i.e., using AC01 for noncracked concrete, seismic), 1 now have until June 30, 2005, to submit data for this product.. In addition, I must submit data showing compliance with AC193 for this product (in contrast to adhesive anchors, which will simply be recognized for uncracked concrete, nonseismic under the 2003 IBG as per AC58).. (Items 3 and 5). Answer.' Correct. However, the report will be based on the 200318C, thus the requirements for ACI 93. Also, see comments under item 2 in this letter D. If I have an existing ESR under the 2000 IBC and 1997 UBC fora mechanical anchor product, I have until June 30, 2005, to submit data for any technical changes to the ESR scope. In addition, I must submit data showing compliance with AC193 for this product. (items 3 and 5). Answer_, Correct. E.. If I have an existing ESR under the 2000 IBC and I do not choose to make technical changes to this report, I can continue to renew the report until it is cancelled in January 1, 2007. (Item 7).. Answer.' Correct F. If I have an existing legacy report for a mechanical or adhesive anchor product, any technical changes will require conversion to an ESR Legacy reports without technical changes can continue to be renewed up to January 1, 2007, at which time they will be cancelled. Legacy reports will continue to reference only those codes included in the original report (i.e.., prior to the March 1, 2004, cutoff). (Items 4 and 7). Answer. Correct.. If you have any questions or concerns regarding the contents of this letter, please contact the undersigned at (562) 699-0543, extension 3733. You may also reach us at esaicc-es.oig.. Yours very truly, Kurt Stochlia, P.E. Vice -President External Operations