DIVISION: CONCRETE SECTION: CONCRETE ACCESSORIES DIVISION: CONCRETE SECTION: REINFORCING STEEL REPORT HOLDER:

Transcription

1 0 Most Widely Accepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) (562) ESR-3902 Reissued 04/2017 This report is subject to renewal 04/2019. SECTION: CONCRETE ACCESSORIES SECTION: REINFORCING STEEL REPORT HOLDER: PEIKKO GROUP, INC. 525 EAST MIFFLIN STREET LEBANON, PENNSYLVANIA EVALUATION SUBJECT: PEIKKO DSA AND ARMATA SHEAR RAILS Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-3902 Reissued April 2017 Revised August 2017 This report is subject to renewal April (800) (562) A Subsidiary of the International Code Council Section: Concrete Accessories Section: Reinforcing Steel REPORT HOLDER: PEIKKO GROUP, INC. 525 EAST MIFFLIN STREET LEBANON, PENNSYLVANIA (888) EVALUATION SUBJECT: PEIKKO DSA AND ARMATA SHEAR RAILS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code (IBC) Property evaluated: Structural 2.0 USES The Peikko DSA and ARMATA Shear Rails are used as shear reinforcement in flat concrete slabs and footings to replace stirrups, drop panels or column capitals in increasing the punching shear resistance of the flat slabs and footings. 3.0 DESCRIPTION 3.1 General: The 3 / 8 -, 1 / 2 -, 5 / 8 - and ¾-inch-diameter (9.5, 12.7, 15.9 and 19.1 mm) Peikko DSA Shear Rails are double-headed shear studs that are tack welded to flat steel shapes. The No. 3, 4, 5 and 6 (9.5, 12.7, 15.9 and 19.1 mm) bar size Peikko ARMATA Shear Rails are double-headed deformed bar shear studs that are tack welded to flat steel shapes. The assemblies comply with the requirements of ASTM A1044 and Section 20.5 of ACI (ref. by 2015 IBC). For applicable section references to earlier versions of ACI 318, see Table 3. The available double-headed steel shear stud sizes and corresponding head dimensions are shown in Tables 1 and Materials: DSA Double-headed Shear Studs: The 3 / 8 -, ½-, 5 / 8 - and 3 / 4 -inch-diameter (9.5, 12.7, 15.9 and 19.1 mm) Peikko DSA Shear Studs are formed from round steel in compliance with ASTM A29 Grades 1010 through 1020 with the following physical and mechanical requirements in compliance with ASTM A a. Yield strength: 51,000 psi (350 MPa), minimum. Tensile strength: 65,000 psi (450 MPa), minimum. Elongation in 2-inch (51 mm): 20 percent, minimum. Reduction in area: 50 percent, minimum ARMATA Double-headed Deformed Bar Shear Studs: The No. 3, 4, 5 and 6 (9.5, 12.7, 15.9, 19.1 mm) bar size Peikko ARMATA Shear Studs are formed from steel in compliance with ASTM A615 Grade 60 or ASTM A706 Grade 60 with the following physical and mechanical requirements in compliance with ASTM A a. ASTM A615: Yield strength: 60,000 psi (420 MPa), minimum. Tensile strength: 90,000 psi (620 MPa), minimum. Elongation in 8-inch (200 mm): 9 percent, minimum. ASTM A706: Yield strength: 60,000 psi (420 MPa), minimum. Tensile strength: 80,000 (550 MPa), minimum. Elongation in 8-inch (200 mm): 14 percent, minimum. Steel Shapes: The steel shapes are non-structural components of the Peikko DSA and ARMATA Shear Rail assemblies intended for alignment and positioning of the double-headed shear studs only. The steel shapes conform to ASTM A Stud Welding: The double-headed shear studs are tack welded by Peikko Group, Inc. to the flat steel shapes in accordance with the approved Peikko Group, Inc. quality documentation. All welding complies with ASTM A a and AWS D14.4 requirements. 4.0 DESIGN AND INSTALLATION 4.1 Design: General: Structural design and installation of the Peikko DSA and ARMATA Shear Rails used as punching shear reinforcement in reinforced concrete slabs or ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 6

3 ESR-3902 Most Widely Accepted and Trusted Page 2 of 6 footings must comply with the applicable provisions of ACI 318. Structural design and installation of the Peikko DSA and ARMATA Shear Rails used as punching shear reinforcement in reinforced concrete slabs or footings must comply with ACI 318 requirements shown in Table 3.The yield strength of transverse reinforcement, f yt, must not exceed the yield strength of the shear studs defined in Sections and Design Considerations: The structural design must specify the following items, based on the design requirements in this report. The number of shear studs per rail. Shear stud spacing (s) Shear stud overall height (H) Stud shank diameter (d) Distance between column face and first peripheral line of shear studs (S o ) Base rail length Arrangement of headed shear stud reinforcement Earthquake Loads: The shear rail reinforcement may be used at slab-to-column connections of structures where a flat slab is used together with the primary seismic force-resisting systems in Seismic Design Categories C, D, E and F, such as concrete shear walls, under the following conditions: General: Lateral force-resisting elements of the structure are designed in accordance with the IBC Shear Strength: The nominal shear strength provided by the concrete in the presence of the shear studs, referenced in Section of ACI 318, must be revised as follows: VV cc = 1.5λλ ff cc (bb 0 dd) This revision requires revisions to the nominal shear strength, V n, and the maximum shear stress, v n. Two-way slabs without beams designated as part of the seismic-force-resisting system shall comply with the provisions in Section of ACI 318, except that V c must be limited as set forth in Section of this report. Two-way slabs without beams, which are not designated as part of the seismic force-resisting system, must comply with the provisions in Section of ACI 318, except that V c must be limited as set forth in Section of this report and the design story drift ratio specified in Section of ACI 318 must not exceed the drift ratio referenced in Table of ASCE/SEI 7-10 (ASCE/SEI 7-05 for the 2009 and 2006 IBC). 4.2 Installation: Installation of the Peikko DSA and ARMATA Shear Rails must comply with the applicable provisions of the 2015, 2012, 2009 and 2006 IBC and the approved engineering plans. The Peikko DSA and ARMATA Shear Rails must be positioned correctly around columns and set in accordance with the IBC and the approved engineering plans and details. Concrete cover must comply with Section of ACI 318. See Figure 1 for typical installation details. 4.3 Special Inspection: Special inspection of shear rail reinforcement and its installation at the jobsite must comply with Section for the 2015 and 2012 IBC (Section for the 2009 and 2006 IBC). The special inspector is responsible for verifying identification of the shear rail assembly per Section 7.0 of this report, along with its condition, location, positioning, clearances and clear cover. 5.0 CONDITIONS OF USE The Peikko DSA and ARMATA Shear Rails described in this report comply with, or are a suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The Peikko DSA and ARMATA Shear Rails must be designed, manufactured, and installed in accordance with this report and the approved plans. In the event of conflict between this report and the approved plans, the more restrictive governs. 5.2 Design details and drawings must be in compliance with the design requirements of Section 4.1 of this report and must be approved by the code official. The calculations and drawings must be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be built. 5.3 Special inspections must be provided in accordance with Section 4.3 of this report. 5.4 Peikko DSA and ARMATA Studs are manufactured at Peikko Group facility in China, under a quality-control program with third-party inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Headed Shear Stud Reinforcement Assemblies for Concrete Slabs or Footings (AC395), dated June IDENTIFICATION The Peikko DSA and ARMATA Shear Rails are identified by the marking on the head of the stud with product name and production unit number. The Peikko DSA and ARMATA Shear Rails are identified on packaging with the part name, part number, manufacturer s name (Peikko Group, Inc.), China manufacturing location address and the evaluation report number (ESR-3902).

4 ESR-3902 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 DSA STUD NOMINAL DIMENSIONS d 1 X-sect. Area D t h in. in 2 in. in. (mm) (mm 2 ) (mm) (mm) 3/ (9.5) (71.0) (30.1) (5.3) 1/ (12.7) (127.0) (40.2) (7.1) 5/ (15.9) (199.0) (50.2) (8.9) 3/ (19.1) (287.0) (60.2) (10.7) 1 The stud is manufactured to the metric units in parentheses. TABLE 2 ARMATA STUD NOMINAL DIMENSIONS Rebar No. d 1 X-sect. Area D t h in. in 2 in. in. (mm) (mm 2 ) (mm) (mm) 3/ (9.5) (71.0) (30.1) (5.3) 1/ (12.7) (127.0) (40.2) (7.1) 5/ (15.9) (199.0) (50.2) (8.9) 3/ (19.1) (287.0) (60.2) (10.7) 1 The stud is manufactured to the metric units in parentheses

5 ESR-3902 Most Widely Accepted and Trusted Page 4 of 6 TOPIC ACI TABLE 3 APPLICABLE ACI 318 SECTION REFERENCES (2015 IBC) ACI & - (2012 and 2009 IBC) ACI (2006 IBC) Reference to ASTM A n/a Use Section of ACI 318- Detailing (concrete cover) n/a General Design & Detailing Requirements , & , , & Use Section of ACI n/a Use Section of ACI n/a Use Section of ACI n/a Use Section of ACI n/a Use Section of ACI & n/a Use Section of ACI 318- Seismic Detailing &

6 ESR-3902 Most Widely Accepted and Trusted Page 5 of 6

7 ICC-ES Evaluation Report (800) (562) ESR-3902 CBC Supplement Reissued April 2017 Revised August 2017 This report is subject to renewal April A Subsidiary of the International Code Council Section: Concrete Accessories Section: Reinforcing Steel REPORT HOLDER: PEIKKO GROUP, INC. 525 EAST MIFFLIN STREET LEBANON, PENNSYLVANIA (888) EVALUATION SUBJECT: PEIKKO DSA AND ARMATA SHEAR RAILS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Peikko DSA and ARMATA Shear Rails, recognized in ICC-ES master evaluation report ESR-3902, have also been evaluated for compliance with Chapters 19 and 19A of the code noted below. Applicable code edition: 2016 California Building Code (CBC) 2.0 CONCLUSIONS The Peikko DSA Shear Rails and Peikko ARMATA Shear Rails described in Sections 2.0 through 7.0 of the master evaluation report ESR-3902, comply with CBC Chapters19 and 19A, provided the design and installation are in accordance with the 2015 International Building Code (IBC) provisions noted in the master report and the additional requirements of the CBC Chapters 16, 16A, 17, 17A, 19 and 19A, as applicable. This supplement expires concurrently with the master report, reissued April 2017 and revised August ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved. Page 6 of 6