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HomeMy WebLinkAboutLEGACY REPORTLEGACY REPORT eCANNED By Evaluation Service, Inc. www.icc-es.org 3a G - b 1 q 199168 Reissued November 1, 2004 Busin sslRegion '&Kce i 536KWorkman Mill Road, Whittier, California 9M1 ■ (562) 699-W43 Regional Office ■ 9W Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 Subcommittee on Evaluation has reviewed the data nitted for compliance with the Standard Building Code@, SBCCI Standard for Hurricane Resistant Residential structionO SSTD 10-99, and the International One and FamilyDwelling Code and submits to the Building Official her authorityhavingjurisdiebonthefollowingreport. The ,ommittee on Evaluation, ICC-ES and its staff are not onsible for any errors or omissions to any documents, ulations, drawings, specifications, tests or summaries cared and submitted by the design professional or omr of record that are listed in the Substardlat ng Data ;ion of this report. Portions of this report were previously ided in Evaluation Reports #9916 and #9916A. Section 42 Materials. 4.1.1 TIE MAX Cast in Concrete: In this system the TIE MAX anchor bolt is cast in the concrete. The TIE MAX anchor bolt is 5/8 inch diameter embedded a minimum of 7 inches into concrete. The TIE MAX Edge bolts head diameter is 2 inches for placement within 7 inches of a free edge. The TIE MAX Field bolt's head diameter is at least 1-1/2 inches for placement at other locations. 4.1.2 TIE MAX STUD: In this system the TIE MAX STUD anchor bolt is a 5/8 inch threaded rod minimum 10-1/2 inches long which is set 7 inches into hardened concrete by drilling a hole and using epoxy. NO.: 9916B 4.1.3 TIE MAX Cast in Reinforced Masonry Bond Beam: In this system the TIE MAX anchor bolt is cast in the grout of a See the current EVALUATION REPORT IND reinforced masonry bond beam. The TIE MAX anchor bolt is 5/8 . inch diameter with a 2 Inch diameter head embedded 7 inches RY: HANGERS AND SUPPORTS ne into the grouted masonry bond beam. BY. ITENING SPECIALISTS, INC. CENTRAL FLORIDA PARKWAY .ANDO, FLORIDA 32824 PRODUCT TRADE NAME MAX and TIE MAX STUD Anchors SCOPE OF EVALUATION Wind Load Uplift Wind Load Lateral USES MAX and TIE MAX STUD Anchors are used to anchor wood walls and roof framing members to the foundation. DESCRIPTION General MAX and TiE MAX STUD are fabricated systems for horing roof and walls to foundations. The systems consist of inch anchor bolts embedded in concrete with a'/z inch or 5/8 i rod connected to the anchor bolt with a coupling nut, A pling nut is attached to the top of the rod to allow the rod to ect above the top plates. A steel plate and nut are used to hor the top plate. Components of the system are listed in 4.2 Materials 4.2.1 TIE MAX: Cast in place anchor bolt 5/8 inch diameter shaft minimum 10-112 inches long. A 2 inch diameter head is formed on the Edge bolt and a 1-1/2 inch minimum head is formed on the Field bolt. A 5/8 -11 thread is rolled into the upper 3-1/2 inches of the shaft. The anchor when set with the bottom of the threads at the top of the concrete will insure a 7 inch deep embedment. The anchor is manufactured from Grade 36MOD steel. The steel is Zinc Plated per ASTM B 633.- C2.2 TIE MAX STUD: Epoxy set anchor rod minimum 10-1/2 inches long 5/8 inch diameter of Grade A36 MOD steel. The steel is Zinc plated per ASTM B 633. Epoxy is Power-Bondym by Powers. Fastening, Inc. (formerly Rawl, The Rawlplug Company, Inc.). The Power -Bond Epoxy Pump System consists of a self- contained pump style cartridge in which the adhesive components are mixed. The system is supplied in 10 fluid ounce cartridges. Each pump cartridge contains pre -measured amounts of epoxy resin and hardener which are separated by a set of engineered plastic barrier rings. As the pump is actuated, the barrier rings are pulled to the top of the cartridge allowing the components to flow together. As the cartridge is pumped, the components are mixed together. Once the epoxy has been thoroughly mixed, the plunger handle is pulled up to extend the built-in mixing nozzle. The handle portion of the nozzle is removed and the cartridge is ready to use by inserting into a caulking gun. legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are ihev to be construed as an endorsement of the subject port or a recommendationfor its use. There is no warranty bvICCEvaluatlon Service, Inc., express or implied, as to agyfmding orother matter in this report, oras to agvproduct Ay the report 02004 Page 7 of 5 an 141 I TIE MAX STUD threaded rod is Installed in a predrilled hole ch has been drilled with a bit complying with ANSI B 94.14. I hole is drilled to a specified size 3/4 inch diameter and bedment depth 7 inches and cleaned using compressed air i a nylon brush. The injection gel epoxy is injected into the 9, starting at the bottom and gradually moved upward until the e is approximately one-half full. The threaded rod is inserted, Ile turning, until epoxy flows out of the top of the hole, fully bedding the rod or bar. Bond strength is reduced at elevated iperatures, see manufacturer. The hardening and curing time different temperatures for the epoxy is specified by the nufacturer (60° F slow set gel time is 20 minutes and curing e is 36 hours). The shelf life of the epoxy resin is one year iimum. Special Inspection is required for installing the Power- nd Adhesive, see Section 5.5 of this report. I Threaded Rods: ASTM A 307 steel rods in either'/z inch Teter of 5/8 inch diameter, fully threaded. Available in lengths xommodate various wall heights and location of couplers. steel is Zinc Plated per ASTM B 633. 4.2A Couplers: Threaded rod couplers are Grade 2, SAE 1008 steel with a length of twice that required forfull engagement. The couplers are available in three types, a 5/8 inch to '/2 inch reducing coupler, a'/z inch to % inch coupler and a 5/8 inch to 5/8 inch coupler. The steel is Zinc Plated per ASTM B 633. 4.2.5 Square Washers: The washers are steel flat plate manufactured from SAE 1008-1025 Grade steel. The washers are available in four sizes, 2 inches x 2 inches x 118 inch, 2.5 inches x 2.5 inches x 3/16 inch, 3 inches x 3 inches x 1/4 inch and 3 inches x 3.5 inches x 1/4 inch. 4.2.6 Nuts: 1/2-13 Inc, 5/8-11 hex Nuts, Type Grade 2, low or medium carbon steel, SAE J995. 4.3 Design Loads Maximum allowable design loads for the anchors are given in Tables 1 through 4. Design loads on the building shall be determined in accordance with Chapter 16 of the Standard Building Code© and shall not exceed the loads shown in the tables. TABLE 1 - ALLOWABLE DESIGN LOADS (POUNDS) TIE MAX AND TIE MAX STUD IN CONCRETE Model Minimum Embedment in Minimum Edge Distance in Threaded Rod Diameter in Allowable Uplift Load Ibs Allowable Shear Load Ibs 5/8 inch TIE MAX (cast in place) 7 2 Y2 5585 5343 7 7 '/z 6023 5343 7 7 5/8 8377 5343 5/8 inch TIE MAX STUD (epoxyset 7 2 Y2 3349 3468 7 7 Y2 4943 3468 Notes: tes: - 1 Allowable Uplift loads shown in the table are for pullout of concrete, the design shall be limited based on washer bearing capacity see Table 3 below. 2 Allowable Shear loads shown in the table are at the bottom wood plate with a washer and nut in place, minimum 2 x4 plate Southern Pine No. 2 Grade, G =0.55. 3 The allowable design load shall not be increased for duration of load. 4 Minimum concrete compressive strength is F'. = 2500 psi. 5 Epoxy is Power -Bond TM by Powers Fastening Inc., see section 4.2.2 above, Special Inspection is required for installation of Power - Bond epoxy, see section 5.5 above. 6 SI Units conversion: 1 in. = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. I TABLE 2 - ALLOWABLE DESIGN LOADS (POUNDS) TIF MAX IN REINFORCED MASONRY BOND BEAM Minimum Minimum Threaded Rod Allowable Model Embedment Edge Distance Diameter Uplift Load (Inches) (Inches) (Inches) (Ibs) 5/8 inch TIE MAX 7 2 A 1998 Notes: 1 Allowable uplift loads shown in the table are for pullout of grouted reinforced masonry bond beams, reinforced with minimum 1 #5 reinforcing bar, minimum grout strength of 2000 psi. The design may be limited based on washer bearing capacity, see Table 3 below. 2 The allowable loads shall not be increased for duration of load. 3 SI Units conversion: 1 in = 25.4 mm,1 Ibf = 4.5 N,1 psi = 6.9 kPa. 3OF5 9916B TABLE 3 - ALLOWABLE LOADS 'MP DI ATF WARMERS Top Plate Washer - - - ---- - Southern Pine G = 0.55 Allowable Uplift Loads Lbs Spruce Pine Fir G = 0.42 Allowable Uplift Loads Lbs 2 in, x 2 in, x 118 in. 22$0 1513 2.5 in. x 2.5 in. x 3/16 in. 3930 2330 3 in. x 3 in. x 1/4 in. 5595 3315 3 in. x 3.5 in. x 1/4 in 6545 3880 Notes: 1 Allowable uplift loads are for wood bearing, the design may be limited based on concrete pullout capacity, see Table 1 above. 2 The allowable design load shall not be increased for duration of load. 3 Double top plates are required, either Southern Pine No. 2 Grade with a F'. = 565 psi or Spruce Pine Fir No. 2 Grade with an F', = 335 psi, perpendicular to grain. 4 ; Si Units conversion: 1 in. = 25.4 mm, 1 IV = 4.5 N., 1 psi = 6.9 kPa. TABLE 4 RPACINP FAR TRIMA 11PIJFT Spacing (feet) TIE MAXRIE MAX STUD-T Southern Pine G = 0.55 Maximum Truss Uplift Spruce Pine Fir G = 0.42 Maximum Truss Uplift (pif) 24" o.c. truss spacing (Ibs) (plf) M' o.c. miss spacing (Ibs) 4 950 19W 527 1054 6 595 1190 345 690 8 465 930 281 562 The allowable design load shall not be increased for duration of load. Double top plates are required, minimum Southern Pine No. 2 Grade with a F'c = 565 psi or Spruce Pine Fir No. 2 Grade with an F v. = 335 psi, perpendicular to grain. Minimum 7/16 inch thick OSB sheathing complying with PS 2 on one side fastened in accordance with the Code. Loads on the TIE MAX/TIE MAX STUD are determined as the spacing in feet multiplied by the load in pif shown in the above table and shall not exceed values in Tables 1, 2, and 3 above. Example: Load on TIE MAX anchor spaced 6 feet o.c. SP is 6 ft x 595 pif = 3570 lbs. A minimum 2.6 x 2.5 x 3116 inch washer is required per Table 3 and a 5/8 inch TIE MAX in concrete with 2 inch edge distance may be used per Table 1. SI Units conversion: 1 in. = 25.4 mm, 1 ft = 0.3 m, 1 IV = 4.5 N.,1 psi = 6.9 kPa. ' FIGURE 1 6B PAGE 4 INSTALLATION General MAX and TIE MAX STUD Anchors are installed in irdance with the manufacturer's published installation uctions and this report. manufacturer's published installation instructions and this rt shall be strictly adhered to and a copy of these instructions be available at all times on the job site during installation. instructions within this report govern if there are any conflicts reen the manufacturer's Instructions and this report. Foundations MAX and TIE MAX STUD Anchor Bolts are embedded 7 as into concrete foundations that are minimum 12 inches exterior to receive the Edge bolt and 10 inches interior to ive Field bolts, with a minimum compressive strength of 0 psi. The bolts shall have a minimum edge distance of 2 as and shall be spaced as required to resist wind uplift load. foundations shall be designed to resist the design loads rmined in accordance with Chapter 16 of the Code. Wall Construction ad framed walls shall be constructed of either Southern Pine, 2 Grade, G = 0.55 or Spruce Pine Fir, No. 2 Grade, G = 0.42, imum 2 inch nominal thickness. All walls shall have double plates. Masonry Bond Beams MAX anchor bolts are embedded 7 inches into reinforced onry lintels or bond beams with a minimum 1 #5 steel orcing bar complying with ACI 318. The lintel or bond beam ad with grout complying with ASTM C 476 with a minimum pressive strength of 2000 psi. The bolts shall have a mum edge distance of 2 inches. _ MAX anchors may also be installed in formed concrete lintels bond beams used as part of a masonry wall. The concrete :els or bond beams shall have a minimum compressive ength of 2,500 psi. Design loads, minimum embedment and ge distances for the anchors shall be as noted in this report for itallation in concrete. Special Inspection ial Inspection is required for use of Power -Bond adhesive, construction shall be inspected by a registered engineer or itect, preferably the one responsible for the design, or by a patent representative responsible to the registered engineer. pection shall be of a nature as to determine that the ion and quality of work are in accordance with the drawings and specifications and the manufacturer's in instructions. to be verified by the special inspector include hole ter, cleanliness of hole and anchor rod, adhesive type, ive application, rod diameter, rod embedment, grade of and other requirements specified in this report and the acturer's instructions. 6. SUBSTANTIATING DATA 6.1 Manufacturer's descriptive literature, specifications, mil order certificates, and installation instructions. 6.2 Test report on load testing under ASTM E 488, Applied Research Laboratories, Test Report 29858, 10/01/98, signed by Lawrence E. Jollioffe, Jr., Alan B. Suket, and signed and sealed by Christopher A. Hammon, P.E. 6.3 Engineering calculations, Bowen Engineering Corporation, November 23, 1998, Revised January 20, 1999, signed by David Horne, E.I., and signed and sealed by Fred J. Bowen, P.E. Supplemental calculations for bolt modifications, May 5, 1999. 6.4 Test report on tension testing of adhesive anchor PROSTUD in grouted masonry under ASTM E 488 and E 1512, C E L Consulting, Report No. 8R57, October 12, 1998, signed and sealed by Lee Mattis, P.E. 6.5 Test report on shear and tension loads in concrete and grouted masonry under ASTM E 488, Applied Research Laboratories, Lab No. 29905, 02/01/99, signed by Lawrence E. Jolliffe, Jr., Christopher A. Hammon, P.E., and Alan B. Sukert. 7. CODE REFERENCES Standard Building Code -1999 Edition Section 103.7 Alternate Materials and Methods Section 1606 Wind Loads Section 1609 Load Combinations Chapter 17 Structural Tests and Inspections Chapter 19 Concrete Section 1914 Headed Bolts and Headed Stud Anchors in Concrete Chapter 22 Steel Section 2301.2 Wood Construction - Design Section 2306.2 Other Fastenings Section 2307 Floor Framing Section 2308 Vertical Framing Section 2309 Roof and Ceiling Framing SBCC/ Standard for Hurricane Resistant Residential Construction© SSTD 10-99 Section 101.4 Alternate Materials and Methods Section 101.6.2 Design Concepts - Exterior Walls Section 104 Design Criteria Chapter 3 ;Buildings With Wood -Framed Exterior Walls Section 302.1 Fasteners and Connectors Section 303.2.3 Sill Plate to Foundation Anchorage Section 303.3.2 Wall to Foundation Anchorage - Monolithic Slab -On -Grade Foundations Section 305.3 Connections for Exterior Wall Framing Section 305.7 Holddown Connectors Section 307 Roof Systems Section 307.1.5 Connections - Rafter -Joist Systems Section 307.2.6 Connections - Truss Framing Systems Chapter 4 Combined Concrete, Masonry or ICF And Wood Exterior Wall Construction 9916B ional One and Two Family Dwelling Code - 1998 Edition n 108 Alternate Materials and Systems n 301 Design Criteria n 403 Footings er 5 Floors er 6 Wall Construction 602.3a Fastener Schedule for Structural Members er 8 Roof -Ceiling Construction COMMITTEE FINDINGS Subcommittee on Evaluation in review of the data submitted that, in their opinion, the TIE MAX and TIE MAX STUD hors as described in this report conform with or are suitable hates to that specified in the Standard Building Code©, the :CI Standard for Hurricane Resistant Residential struction© SSTD 10-99, and the International One and Two lily Dwelling Code or Supplements thereto. LIMITATIONS This Legacy Evaluation Report and the installation instructions, when required by the building official, shall be submitted at the time of permit application. Design loads on the TIE MAX and TIE MAX STUD Anchors shall be determined in accordance with Chapter 16 of the Standard Building Code©. Framing members (wood, masonry, concrete, steel, etc.) connected with the TIE MAX and TIE MAX STUD Anchors shall be designed in accordance with the requirements of theirappropriate design specifications as referenced in the Code. Loads applied shall not exceed those recommended by the manufacturer as shown in Section 4.3. When using SSTD 10-99, the design loads listed in the standard shall not exceed those recommended by the manufacturer as shown in Section 4.3. Each package of TIE MAX and TIE MAX STUD Anchors components shall contain the manufacturer's installation instructions. TIE MAX and TIE MAX STUD Anchors that are exposed directly to weather or subject to salt corrosion in coastal areas, as determined by the local building official, shall be galvanized in accordancewith 302.1.3 of SSTD 10-99. Installation of TIE MAX and TIE MAX STUD Anchors in masonry lintels and bond beams is covered under Section 5.4 of this report. Installations using Power -Bond adhesive require special inspecting, see Section 5.5 of this report. 10. IDENTIFICATION Each package of TIE MAX and TIE MAX STUD Anchors covered by this report shall be labeled with the manufacturer's name and/or trademark, the SBCCI Public Safety Testing and Evaluation Services Inc. Seal or initials (SBCCI PST & ESI), and the number of this report for field identification. i 11. PERIOD OF ISSUANCE SEE THE CURRENT EVALUATION REPORT INDEX FOR STATUS OF THIS LEGACY EVALUATION REPORT. For information on this report contact: Michael P. O'Reardon, P.E. 2051599-9800