CITY OF LOS ANGELES CALIFORNIA

Transcription

1 BOARD OF BUILDING AND SAFETY COMMISSIONERS MARSHA L. BROWN PRESIDENT PEDRO BIRBA VICE-PRESIDENT VAN AMBATIELOS HELENA JUBANY ELENORE A. WILLIAMS CITY OF LOS ANGELES CALIFORNIA ANTONIO R. VILLARAIGOSA MAYOR United Steel Products Company RESEARCH REPORT: RR Southcross Dr., Suite 200 (CSI 06090) Burnsville, MN BASED UPON ICC-ES LEGACY Attn: Greg Greenlee, P.E. REPORT NER-530 (952) REEVALUATION DUE DATE: Local Representative: March 1, 2009 Howard Silverman (562) DEPARTMENT OF BUILDING AND SAFETY 201 NORTH FIGUEROA STREET LOS ANGELES, CA ANDREW A. ADELMAN, P.E. GENERAL MANAGER RAYMOND CHAN EXECUTIVE OFFICER GENERAL APPROVAL - Reevaluation/Clerical Modification - USP Lumber Connectors LBH, HLBH, BPH, PH, PHI, PHM, PHX, MSH, GT, TMPH, MP, SBP, LTS, MTS, LSTI, KSTI, KST, ST, RS, WBT, RWB, WBC, FA, ST, PA, KCB, CBE, KCC, KECC and WE. DETAILS The Wood Connectors are approved when in compliance with the description, identification and conditions of use in Legacy Report No. NER-530, dated February 1, 2003, of the ICC Evaluation Service. The parts of Legacy Report No. NER-530 which are excluded on the attached copy have been removed by the Los Angeles Building Department as not being included in this approval. The approval is subject to the following conditions: 1. The required spacing and size of the framing connectors shall be determined by a licensed civil or structural engineer or architect registered in the State of California. The spacing, size and location of the anchors shall be detailed on the approved set of plans. 2. Test data prepared by the mill or by an approved testing agency to verify the physical properties of the steel shall be kept on file with the manufacturer for each shipment of connectors and shall be submitted to the Department upon request.. RR Page 1 of 3 LADBS G-5 (Rev. 7/05) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER

2 United Steel Products Company RE: USP Lumber Connectors 3. Allowable loads in tables are for the wood fastening devices and its fasteners and does not include supporting members. The supporting members shall be checked separately for structural adequacy 4. All products involving welding shall be fabricated at the USP - Livermore facility (a Los Angeles City licensed fabricator shop) located at 2150 Kitty Hawk Road, Livermore, California Allowable loads for the LSTI, KSTI, KST, ST and RS Straps shall be determined by calculations from a civil or structural engineer licensed in the State of California and approved by the Los Angeles Building and Safety Structural Plan Check. 6. The values shown in this report shall not be used in repair, retrofit and new construction of tilt-up or masonry wall anchorage (in tension) for the connection with the horizontal wood diaphragm. 7. A 25% reduction in all allowable loads specified in this research report shall be taken in hold-down devices as required by of the 2002 Los Angeles City Building Code. 8. The WBC, RWB and WBT Wall Bracing shall not be used to resist loads due to seismic forces. 9. The joist used in the PH, PHI, PHM and PHX hangers shall be blocked near the hanger. DISCUSSION The clerical modification is to change the address, the telephone number, the contact person, and to add a Local Representative. The approval is based on vertical and lateral load tests and on calculations for allowable nail values. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. RR Page 2 of 3

3 United Steel Products Company RE: USP Lumber Connectors This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to the report must be submitted to this Department, with appropriate fee, for review in order to continue the approval of the revised report. The status of the referenced ICC ES Legacy Report No. NER-530 dated February 1, 2003, which is currently beyond its reexamination date is still valid. The validity of the legacy report was verified with ICC. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to be used. YEUAN CHOU, Chief Engineering Research Section 2319 Dorris Place Los Angeles, CA Phone (213) Fax (213) RB:elcm RR25303/WO8.0 R08/16/07 5D2/2318 Attachments: ICC-ES Legacy Report NER-530 (42 pages)). RR Page 3 of 3

4 LEGACY REPORT NER-530 Reissued February 1, 2003 ICC Evaluation Service, Inc. Business/Regional Office # 5360 Workman Mill Road, Whittier, California # (562) Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama # (205) Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois # (708) Legacy report on the BOCA National Building Code/1999, the 1999 Standard Building Code, the 1997 Uniform Building Code, the 2000 International Building Code, the 2000 International Residential Code, and the 2002 Accumulative Supplement to the International Codes DIVISION 06 WOOD AND PLASTICS Section Wood and Plastic Fastenings UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN SUBJECT USP Lumber Connectors Connectors 1.1 LBH and HLBH Joist Hangers 1.2 BPH Beam Hangers 1.3 PH, PHI, PHM, and PHX Beam and Purlin Hangers 1.4 MSH Multi-Purpose Strap Hangers 1.5 GT Girder Truss Hangers 1.6 TMPH Adjustable Rafter Connectors 1.7 MP Field Adjustable Framing Angles 1.8 SBP Supplemental Bearing Plates 1.9 LTS and MTS Tension Straps 1.10 LSTI, KSTI, KST, and ST Strap Ties 1.11 RS Rolled Strap 1.12 WBT, RWB, and WBC Wall Bracing 1.13 FA and ST Foundation Anchors 1.14 PA Post Anchors 1.15 KCB and CBE Column Base Connectors 1.16 KCC and KECC Column Cap Connectors 1.17 WE Wet Anchor Connector 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connectors for wood construction 3.0 DESCRIPTION 3.1 LBH and HLBH Joist Hangers The LBH and HLBH joist hangers are fabricated from hotrolled steel, complying with ASTM A 570 Grade 33, in thicknesses of inch and inch [No. 7 and No. 10 gage (4.55 mm and 3.43 mm)], respectively. The hangers are top-bearing and U-shaped, designed to support gluedlaminated timber, laminated veneer lumber (LVL), or parallel strand lumber (PSL) wood joists. The hangers are available with 4 inch and 6 inch (102 mm and 152 mm) seat depths, with varying seat widths ranging from 2 3 / 4 inches to 10 7 / 8 inches (70 mm to 276 mm), and with varying heights. See Figure 1 and Table 1 of this report for details, nailing schedules, dimensions, and allowable loads. 3.2 BPH Beam Hangers The BPH beam hangers are fabricated from galvanized coldformed steel complying with ASTM A 653 SQ Grade 33, in a thickness of inch [No. 12 gage (2.64 mm)]. The hangers are top-bearing and U-shaped, and are designed to support LVL and PSL wood beams. The hangers are available in inch and 3 inch ( 60 mm and 76 mm) seat depths, with varying seat widths ranging from 1 9 / 16 inches to 7 1 / 8 inches (40 mm to 181 mm), and with varying heights. See Figure 2 and Table 2 of this report for details, nailing schedules, dimensions, and allowable loads. 3.3 PH, PHI, PHM, and PHX Beam and Purlin Hangers The PH, PHI, PHM, and PHX beam and purlin hangers are fabricated from hot-rolled steel complying with ASTM A 570 Grade 33, in thicknesses of.239,.179,.135, and.104 inch [No. 3, No. 7, No. 10, and No. 12 gage (6.07, 4.55, 3.43, and 2.66 mm)], respectively. The hangers are top-bearing and U- shaped, and are designed to support LVL, PSL, and wood I- joist beams and purlins. The hangers have 2 1 / 2 inch (64 mm) deep seats, with varying seat widths ranging from 1 9 / 16 inches to 7 1 / 8 inches (40 mm to 181 mm), and varying heights. See Figure 3 and Table 3 of this report for details, nailing schedules, dimensions, and allowable loads. 3.4 MSH Multi-Purpose Strap Hangers The MSH multi-purpose strap hangers are fabricated from.047,.060, or.075 inch [No. 18, 16, or 14 gage (1.19, 1.52, or 1.91 mm)] thick galvanized steel complying with ASTM A 653 SQ Grade 33. The hangers are designed for installation, in either a face mount or a combined top/face mount configuration, onto the supporting solid-sawn lumber or trusses. The hangers consist of a U-shaped strap having a 1 3 / 4, 2, or 2 1 / 4 inch (44, 51, or 57 mm) deep seat. Seat widths range from 1 5 / 8 to 7 1 / 4 inches (41 to 184 mm). See Figure 4 and Table 4 of this report for details, nailing schedules, dimensions, and allowable loads. ICC-ES legacy 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. DELETED BY CITY OF LOS ANGELES Copyright 2003 Page 1 of 42

5 Page 2 of 42 NER GT Girder Truss Hangers The GT girder truss hangers are bolted and U-shaped, designed for girder-to-girder connections. The hangers are fabricated from steel complying with ASTM A 570 Grade 33. The hangers consist of inch [No. 7 gage (4.55 mm)] thick steel U-straps with varying seat widths, welded to a inch [No. 3 gage (6.07 mm)] thick back plate with varying heights. The hangers shall be fastened with 3 / 4 or 1 inch (19 to 25 mm) machine bolts to vertical web face or king posts of supporting girder truss. The supported truss shall be fastened with 16d common nails. See Figure 5 and Table 5 of this report for bolt and nailing schedules, dimensions, and allowable loads. 3.6 TMPH Adjustable Rafter Connectors The TMPH adjustable rafter connectors are designed to support the lower end of sloped rafters and accommodate various roof pitches between 6:12 and 14:12. The main body of the connector consists of an adjustable U-shaped seat and bottom support base with two bending tabs. The U-shaped seat is adjustable to the slope of the rafter. A movable sliding fulcrum is connected with a rivet to the support base of the connector. The fulcrum shall be pushed tight up against the bottom of the U-shaped seat and fastened with two 10d nails. The TMPH connectors shall be nailed to the top plates of the wall. The rafters shall be nailed to the vertical side elements of the U-shaped seat. The connectors and fulcrum are fabricated from galvanized, and inch [No. 16 and 12 gage (1.52 and 2.64 mm)] thick steel complying with ASTM 653 SQ Grade 33. See Figure 6 and Table 6 of this report for details, nailing schedule, dimensions, and allowable loads. 3.7 MP Field Adjustable Framing Angles The MP field-adjustable framing angles are adjustable angle connectors for the connection of joists to headers. The connectors are to be installed in pairs, at angles ranging from 45 to 135 degrees. The angles are fabricated from steel inch [No. 18 gage (1.19 mm)] thick. The angles are manufactured in lengths of 3 3 / 8, 4 5 / 8, 5 7 / 8 and 6 7 / 8 inches (86, 117, 143 and 175 mm), and have 2 1 / 4 inch (57 mm) wide, irregularly shaped legs. The steel complies with ASTM A 653 SQ Grade 33. See Figure 7 and Table 7 of this report for details, nailing schedule, dimensions, and allowable loads. 3.8 SBP Supplemental Bearing Plates The SBP supplemental bearing plates shall be installed in pairs to provide additional bearing capacity and resistance to uplift. The plates are formed with a 3 1 / 4 inch (83 mm) vertical leg and a 2 inch (51 mm) horizontal leg, bent at 90 degrees, with two tabs bent down 1 inch (25 mm) from the horizontal leg. The SBP series is fabricated from inch [No. 16 gage (1.52 mm)] thick galvanized steel complying with ASTM A 653 SQ Grade 33. See Figure 8 and Table 8 of this report for details, nailing schedules, dimensions, and allowable loads. 3.9 LTS and MTS Tension Straps The LTS and MTS tension straps are tie-down straps to provide anchorage from wood construction to concrete foundations and slabs. The LTS tension straps are fabricated from or inch [No. 16 or 12 gage (1.52 or 2.64 mm)] thick galvanized steel complying with ASTM A 653 SQ Grade 33 or ASTM A 570 Grade 33. The MTS tension strap is fabricated from inch [No. 10 gage (3.40 mm)] steel complying with ASTM A 653 SQ Grade 40 special or ASTM A 570 Grade 33. The base plate of both straps is fabricated from inch [No. 3 gage (6.07 mm)] thick, hot-dipped galvanized or hot-rolled steel. The tension portions of the straps are available in 1 3 / 4, 2, or 2 1 / 16 inch (44, 51, or 52 mm) widths and 20, 22 1 / 4, 25, and 27 inch (508, 565, 635, and 686 mm) lengths. The base plate portion of the strap is either 3 or 2 5 / 8 inches (76 or 67 mm) in length, with a hole to accommodate 3 / 4 inch (19 mm) anchor bolts. See Figure 9 and Table 9 of this report for details, dimensions, nail and bolt schedules, and allowable loads LSTI, KSTI, KST, and ST Strap Ties The LSTI, KSTI, KST, and ST strap ties are designed to connect wood tension members and provide resistance to tensile force. The LSTI, KSTI, and KST strap ties are fabricated from Nos. 20, 18, 16, 14, 12, and 10 gage [0.036, 0.047, 0.060, 0.075, 0.104, and inch (0.91, 1.19, 1.52, 1.91, 2.64, and 3.40 mm)] galvanized steel complying with ASTM A 653 SQ Grade 33. The KST 29, 213, 216, 218, 224, 6216, 226, 229, 234, 230, and 232 and ST strap ties are fabricated from galvanized steel complying with ASTM A 653 SQ Grade 40 special. The LSTI, KSTI, and KST strap ties are available in widths ranging from 3 / 4 to 2 1 / 16 inches (19 to 52 mm), and in lengths ranging from 9 7 / 16 to 72 inches (240 to 1829 mm). The ST straps are 1 1 / 4 inches (32 mm) wide and have lengths ranging from 9 to 21 5 / 8 inches (229 to 549 mm). See Figure 10 and Table 10 of this report for details, dimensions, nails and bolt schedules, and allowable loads RS Rolled Strap The RS rolled strap series is designed to connect wood tension members. The RS rolled straps are fabricated from Nos. 22, 20, 18, and 16 gage [0.030, 0.036, 0.047, and inch (0.76, 0.91, 1.19, and 1.52 mm)] galvanized steel complying with ASTM A 653 Grade SQ 33. The straps are 1 1 / 4 inches (32 mm) wide and 25, 100, 150, 200, 250, or 300 feet (7.62, 30.48, 45.72, 60.96, or m) long, with prepunched inch (3.96 mm) diameter holes staggered every 1 / 2 inch (13 mm) throughout the length of the strap. See Figure 11 and Table 11 of this report for details, nail type, nail schedule, and strap allowable loads WBT, RWB, and WBC Wall Bracing The WBT, RWB, and WBC wall bracing is used to provide bracing to wood framing. The WBT, WBC, and RWB bracing is fabricated from No. 22 gage, No. 18 gage, and No. 16 gage [0.030, 0.047, and inch (0.76, 1.19, and 1.52 mm)] galvanized steel, respectively, conforming to ASTM A 653 SQ Grade 33. The WBT wall brace is T-shaped, 1 3 / 8 inches (35 mm) wide, 9 / 16 inch (14 mm) deep, and 111, 136, or 170 inches (2819, 3454, or 4318 mm) long. The WBT brace shall be attached to wood framing utilizing a 9 / 16 inch (14 mm) deep kerf cut. The RWB wall brace is 1 1 / 4 inch (32 mm) wide flat strap, and is 9 feet 6 inches, 11 feet 4 3 / 8 inches, or 14 feet 3 inches (2896, 3464, or 4343 mm) long. The WBC wall braces are formed to a 90 degree angle. Angle legs are 15 / 16 inch (24 mm) long. The WBC 10 and WBC 12 braces are 9 feet 5 3 / 4 inches (2889 mm) and 11 feet 4 3 / 8 inches (3464 mm) long, respectively. The WBC braces shall be installed across wood framing members, utilizing a 15 / 16 inch (24 mm) deep kerf cut. The wall studs shall be spaced at a maximum of 16 inches (406 mm) on center. Braces shall be installed at 45 or 60 degrees, maximum, from the horizontal. The WBT and RWB braces require a minimum of four 8d common nails, and the WBC a minimum of two 16d common nails, at top and bottom plates. See Figure 12 and Table 12 of this report for details, nail schedule and maximum load capacity.

6 Page 3 of 42 NER FA and ST Foundation Anchors The FA and ST foundation anchors provide anchorage of wood sill plates to concrete foundations or slabs. Minimum embedment depths shall be as follows: FA1 & ST1: 8 1 / 2 inches (216 mm); FA2 & ST2: 16 1 / 2 inches (419 mm); FA3 & FA4: 3 7 / 8 inches (98 mm). The FA 1, FA 2, FA 3, and FA 4 foundation anchors are fabricated from No. 16 gage and the ST1 and ST2 anchors from No. 18 gage, galvanized steel conforming to ASTM A 653 SQ Grade 33. The FA 1 and ST1 anchors consist of a 14 3 / 4 inch (375 mm) long anchor portion, and the FA 2 and ST2 anchors are 1 1 / 4 inches (32 mm) wide, with inch (3.46 mm) diameter prepunched nail holes. The FA 1, FA 2, ST1, and ST2 anchors have 2 inch (51 mm) long slits along the center of the 1 1 / 4 inch (32 mm) wide straps at the embedded end, field-bent to form two legs in opposite directions, 90 degrees from vertical. At the opposite end, a 6 inch (152 mm) slit along the center of the 1 1 / 4 inch (32 mm) strap allows for legs to spread in opposite directions to anchor 2 inch by 4 inch, 6 inch, or 8 inch (51 mm by 102 mm, 152 mm, or 203 mm) mud sills. The FA 3 and FA 4 anchors consist of 5 1 / 2 inch (140 mm) long anchor portion, a 1 inch (25 mm) long end hook bent at 75 degrees, and 4 5 / 8 inch (117 mm) long and 6c inch (156 mm) long flanges, respectively. Concrete shall have minimum compressive strength of 2,000 psi (13.8 Mpa) at 28 days. See Figure 13 and Table 13 of this report for details, dimensions, fastener schedules, and allowable loads PA Post Anchors The PA post anchors are wood-column-post-to-concretefoundation connectors which provide uplift and bearing resistance. The anchor consists of three components, the post anchor (enclosure), the slotted washer, and the support, as shown in Figure 14. The enclosure includes and adjustable slot for 1 / 2 inch diameter (12.7 mm) anchor bolts and prepunched flanges to receive 16d common nails into wood posts. A slotted washer is to be placed over the bolt. The post support is provided to fit inside the enclosure to support the post. The enclosure is fabricated from No. 18 gage [0.047 inch (1.19 mm)], and the washer and support from No. 12 gage [0.104 inch (2.64 mm)], galvanized steel conforming to ASTM A 653 SQ Grade 33. Dimensional characteristics, allowable loads and fastener schedules are shown in Table 14 of this report KCB Column Base Connectors The KCB column base connectors are column-post-toconcrete-foundation-and-slab connectors used to provide uplift resistance. The column base connector series consists of a strap formed into a U-shape with a solid base located between the upstanding legs, as shown in Figure 15 of this report. The column base connectors are embedded into concrete up to the base plate with minimum embedment depth and concrete cover as specified in Table 15 of this report. The base plate is designed to provide support for column posts in sizes from 4 inches by 4 inches (102 mm by 102 mm) to 11 1 / 2 inches by 11 1 / 2 inches (292 mm by 292 mm). Posts shall be fastened to the column base connector utilizing two 1 / 2 inch, 5 / 8 inch, or 3 / 4 inch (13 mm, 16 mm, or 19 mm) bolts. The KCB series is fabricated from No. 3 gage [ inch (0.61 mm)] steel and No. 7 gage [0.179 inch (4.55 mm)] hot-rolled steel conforming to ASTM A 570 Grade 33. The concrete shall have a minimum compression strength of 2,000 psi (13.8 Mpa) at 28 days. Dimensional characteristics and allowable loads are shown in Table 15 of this report CBE Column Base Connectors The CBE column base connectors are column-post-toconcrete-foundation-and-slab connectors used to provide uplift resistance. The column base connector series consists of a strap formed into a U-shape with a solid base located between the upstanding legs, as shown in Figure 16 of this report. The column base connectors are embedded into concrete up to the base plate with minimum embedment depth and concrete cover as specified in Table 16 of this report. The base plate is designed to provide support for column posts in sizes from 4 inches by 4 inches (102 mm by 102 mm) to 11 1 / 2 inches by 11 1 / 2 inches (292 mm by 292 mm). Posts shall be fastened to the column base connector utilizing two 1 / 2 inch, 5 / 8 inch, or 3 / 4 inch (13 mm, 16 mm, or 19 mm) bolts. The CBE series column base connector is fabricated from No. 12 gage [0.100 inch (2.54 mm)] galvanized steel conforming to ASTM A 653 SQ Grade 33. The concrete shall have a minimum compression strength of 2,000 psi (13.8 Mpa) at 28 days. Dimensional characteristics and allowable loads are shown in Table 16 of this report KCC and KECC Column Cap Connectors The KCC and KECC column cap connectors are designed to connect column posts to beams, utilizing 5 / 8 inch (15.9 mm) or 3 / 4 inch (19.1 mm) bolts. The connection consists of a U- shaped strap welded to two vertical straps. The connectors are fabricated from No. 3 gage [0.239 inch (6.07 mm)] and No. 7 gage [0.179 inch (4.55 mm)] hot-rolled steel meeting ASTM A 570 Grade 33. Allowable loads, dimensional characteristics, and a bolt schedule are shown in Table 17 and Figure 17 of this report WE Wet Anchor Connector The WE wet anchor connectors are designed to provide connection of 4-by-4 (102 mm by 102 mm) or 4-by-6 (102 mm by 152 mm) wood posts to concrete foundations and slabs, for shear and uplift resistance. The WE U-shaped connector side flange is 3 1 / 4 inches (83 mm) in width and 4 11 / 16 inches (119 mm) in height. Side flanges are pre-punched to accommodate 16d common nails or 1 / 2 inch (13 mm) bolts. The connector is formed with two 1 1 / 4 inch wide (32 mm) prongs, and shall be embedded 3 5 / 8 inches (92 mm) into uncured concrete with a minimum of 2 inches (51 mm) of sidecover. The anchor connector is fabricated from No. 12 gage [0.104 inch (2.64 mm)] galvanized steel conforming to ASTM A 635 SQ Grade 33. See Figure 18 and Table 18 of this report for details, allowable loads and fastener schedules Torsional Tests Torsional testing was performed on the products in accordance with ASTM D The frame was made of Douglas fir lumber having a specific gravity of See Table 19 for ultimate load values Materials Steel Connectors in this report are fabricated from ASTM A 653 galvanized steel, complying with ASTM A 924 with a G 60 coating designation, unless otherwise noted. See Table 20 of this report for material specifications. Steel thickness shall be not less than 95 percent of the listed thickness.

7 Page 4 of 42 NER Wood The wood elements shall have dimensions consistent with the connector dimensions shown in Tables 1 through 17 of this report. The allowable design values are based on lumber having a minimum specific gravity of 0.50 with moisture content not exceeding 19 percent Fasteners Nails Nails shall comply with Federal Specification FF-N-105B or ASTM F , and shall have the following minimum yield strengths, F yb : NAIL DIAMETER (inch) LENGTH (inch) HEAD DIA. (inch) F by (psi) COATING (oz./sq. ft.) 8d , d x , d , d x , d , NA 16dR.S ,000 NA 20d , NA 20d , NA 25d , SI: 1 inch = 25.4 mm, 1 psi = 6.89 kpa, 1 oz./sq. ft. = 305 g/m 2 Fasteners for pressure-preservative treated and fire-retardant treated wood shall be of hot-dipped zinc coated galvanized, stainless steel, silicon bronze or copper. Fasteners required to be corrosion resistant shall be either zinc-coated fasteners or stainless steel fasteners. Galvanized coating shall meet ASTM A 641 Class 1. Stainless steel (SS) nails are formed from AISI Type 304 or 384 wire Bolts Bolts shall comply with ASTM A 307 and shall have a minimum bending yield strength of 45,000 psi (310 MPa) Design The connected wood members shall be designed to support the required design load. 4.0 INSTALLATION Connectors shall be installed in accordance with this report. The manufacturer s published installation instructions shall be strictly adhered to, and copies shall be available at all times on the jobsite during installation. 5.0 IDENTIFICATION Each of the United Steel Products Company devices described in this report shall be identified by a stamp bearing the manufacturer s name and/or the USP trademark, the model number, and NER EVIDENCE SUBMITTED 6.1 Structural calculations stamped and sealed by Norris Brevick, P.E., date April 2, 1993, and September 1, Structural calculations stamped and sealed by Thomas Kolden, P.E., dated October 25, The following load test report of load tests conducted in accordance with the intent of ASTM D , issued by Twin City Testing Corporation: Project No. Date Model Numbers /1/92 LBH-3 & 7; LBH /17/92 HLBH-3 & 7; HLBH & 71925; HLBH /30/92 LBH-410 & 610; HLBH- 410 & /26/93 LBH Series /30/92 BPH-26 & 210; BPH-38, 410 & 610; BPH & /1/92 BPH-15925, 17925, & /26/93 BPH Series /27/92 PH-15950; PHM & 31925; /22/93 PHI-15925, 22925, 35925, & 35240; PH , , /27/92 PHX-31925; PHM & 52925; PHX & 52925; PH-26, 36, 26-2, 46 & 88; PHM-36, 26-2 & 68; PHX-410 & 610; PH- 26; PHX-3 & /16/93 MSH Series /10/92 TMPH /17/92 MP-3, 5 & /18/92 SBP-4 & /1/93 LTS 19, 20, AND 20B; MTS 27B /14/92 WBT-10 & 12; RWB-96 & /26/93 KCWB 106 & /12/79 FA /10/92 FA /11/79 PA-44, PA-46, PA-66 & PA-44E /18/80 PA-44, PA-44E, PA-46 & PA /1/82 PA-44E, PA-44, PA-46 & PA /10/92 CB & CBE The following load test reports issued by Huntingdon/Twin City Testing Corp: Project No. Date Model Numbers /7/95 LBH /14/96 LBH Series /28/96 BPH Series /29/95 PH Series /14/96 PHX /8/95 MSH /29/95 GT Series /7/95 TMPH /7/95 SBP /29/94 FA /7/95 CC Series /13/94 WE 44

8 Page 5 of 42 NER The following load test reports issued by Maxim Technologies, Inc.: Project No. Date Model Numbers /14/98 MSH Series /8/97 MP /5/99 MP Series 6.6 Test report on MSH 426 in accordance with ASTM D 1761, prepared by STORK/Twin City Testing Corporation, Project No , dated July 12, 2000, signed by Scott W. Britzius and Randy R. Hochstein, P.E. 6.7 Test report on Stand-Off Support Base in accordance with ASTM D 1761, prepared by Maxim Technologies Inc., Project No , dated February 2, 1999, signed by Scott W. Britzius and Richard S. Alberg. 6.8 Test report on PA44E in accordance with ASTM D 1761, prepared by STORK/Twin City Testing Corporation, Project No , dated September 26, 2000, signed by Scott W. Britzius and Randy R. Hochstein, P.E. 6.9 Test report on CBE44 in accordance with ASTM D 1761, prepared by Maxim Technologies/Twin City Testing Corporation, Project No , dated November 12, 1996, signed by Scott W. Britzius and Derrick J. Swanson Test report on Load Testing of Standoff Support Base in accordance with ASTM D 1761, prepared by Maximum Technologies Inc., Project No , dated April 10, 1997, signed by Scott W. Britzius and Derrick J. Swanson. 7.3 Allowable loads are based on attachments to Douglas fir-larch having a minimum specific gravity of For other species, loads are to be adjusted in accordance with the NDS, as referenced in the applicable code, for areas using the International Building Code, the BOCA National Building Code, the Standard Building Code and with Division lll, Section 2318 in areas using the 1997 Uniform Building Code (UBC). 7.4 Concrete compression strength shall be a minimum of 2,000 psi at 28 days. 7.5 All framing members supported by the connectors shall be designed in accordance with the applicable code. 7.6 The joist and beam hangers noted in Tables 1, 2, and 3 of this report are limited to supporting gluedlaminated beam, parallel strand lumber, laminated veneer lumber, or wood I-joist members. 7.7 Design calculations and details for specific applications shall be furnished to the code official verifying compliance with this report and the applicable code. The individual preparing such documents shall possess the necessary credentials regarding competency and qualifications as required the applicable code and the professional registration laws of the state where the construction is undertaken. 7.8 In jurisdictions using the International Building Code, load combinations shall be in accordance with Section of the code. 7.9 This report is subject to periodic re-examination. For information on the current status of this report, contact the ICC-ES Quality Control Manual for USP Lumber Connector Products, dated July 17, 2001, signed by Thomas A. Kolden (USP), Jerry Callies (USP) and Robert Nelson (PFS). 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the United Steel Products Company wood hangers, connectors, anchors, strap ties, angles, wall bracing, and beam seats described in this report are alternate materials, products, or methods of construction to those specified in the BOCA National Building Code/1999, the 1999 Standard Building Code, the 1997 Uniform Building Code, the 2000 International Building Code, the 2000 International Residential Code, and the 2002 Accumulative Supplement to the International Codes, subject to the following conditions: 7.1 Allowable values listed in this report are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. 7.2 Adjustment factors noted in the applicable code and the AFPA National Design Specification for Wood Construction (NDS), as referenced in the applicable code, for wet-service conditions, elevated temperatures, and pressure-treated wood shall be considered where applicable.

9 Page 6 of 42 NER-530 TABLE 1 LBH & HLBH SERIES NAIL SCHEDULE ALLOWABLE LOADS 2 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi UPLIFT 1 Top Face Type Qty - Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% PARALLEL STRAND LUMBER (PSL) LBH-27xxx d R.S. 6-10d x 1½ HLBH-27xxx d R.S. 6-16d R.S LBH-35xxx d R.S. 6-16d HLBH-35xxx d R.S. 6-16d LBH-52xxx d R.S. 6-16d HLBH-52xxx d R.S. 6-16d LBH-71xxx d R.S. 6-16d HLBH-71xxx d R.S. 6-16d LAMINATED VENEER LUMBER (LVL) LBH-35xxx d R.S. 6-16d HLBH-35xxx d R.S. 6-16d LBH-52xxx d R.S. 6-16d HLBH-52xxx d R.S. 6-16d LBH-55xxx d R.S. 6-16d HLBH-55xxx d R.S. 6-16d LBH-71xxx d R.S. 6-16d HLBH-71xxx d R.S. 6-16d SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa DELETED BY CITY OF LOS ANGELES 1. Uplift loads have been increased 33a% and 60% for wind seismic loads. No further increase shall be permitted. 2. Allowable loads shall be reduced when other load durations govern, in accordance with the applicable code. Table 1 continued on next page.

10 Page 7 of 42 NER-530 TABLE 1 (Continued) LBH & HLBH SERIES STEEL HANGER DIMENSIONS (in.) GAGE W H D L T.F. LBH-27xxx 10 2¾ 9¼ ¾ 2¾ HLBH-27xxx 7 2¾ 9¼ ¾ LBH-35xxx 10 3e 9¼ ¾ 3c HLBH-35xxx 7 3e 9¼ c LBH-52xxx 10 5d 9¼ ¾ 3c HLBH-52xxx 7 5d 9¼ c LBH-55xxx / 16 9¼ ¾ 3c HLBH-55xxx / 16 9¼ c LBH-71xxx 10 7c 9¼ c HLBH-71xxx 7 7c 9¼ c SI: 1 inch = 25.4 mm FIGURE 1

11 Page 8 of 42 NER-530 TABLE 2 BPH SERIES NAIL SCHEDULE ALLOWABLE LOADS 2 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi Fc = 750 psi Uplift 1 Top Face Qty-Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% PARALLEL STRAND LUMBER (PSL) BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d x 1½ BPH 35xxx 4-16d 6-16d 4-10d BPH d 6-16d 6-10d BPH d 6-16d 6-10d BPH d 6-16d 6-10d BPH d 6-16d 6-10d BPH 52xxx 4-16d 6-16d 6-10d BPH 55xxx 4-16d 6-16d 6-10d BPH 71xxx 4-16d 6-16d 6-10d SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa DELETED BY CITY OF LOS ANGELES 1. Uplift loads have been increased 33a% and 60% for wind or seismic loads. No further increase shall be permitted. 2. Nail allowable loads shall be reduced when other load durations govern in accordance with the applicable code. Table 2 continued on next page.

12 Page 9 of 42 NER-530 TABLE 2 (Continued) BPH SERIES NAIL SCHEDULE ALLOWABLE LOADS 2 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi Fc = 750 psi Uplift 1 Top Face Qty-Type 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 133% 160% LAMINATED VENEER LUMBER (LVL) DELETED BY CITY OF LOS ANGELES BPH 15xxx 4-16d 6-16d 4-10d x 1½ BPH 17xxx 4-16d 6-16d 4-10d x 1½ BPH d 6-16d 4-10d BPH d 6-16d 4-10d BPH 31xxx 4-16d 6-16d 4-10d BPH 35xxx 4-16d 6-16d 4-10d BPH d 6-16d 6-10d BPH d 6-16d 6-10d BPH d 6-16d 6-16d BPH d 6-16d 6-16d BPH 52xxx 4-16d 6-16d 6-16d BPH 55xxx 4-16d 6-16d 6-16d BPH 71xxx 4-16d 6-16d 6-16d SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. Uplift loads have been increased 33 1 / 3 % and 60% for wind or seismic loads. No further increase shall be permitted. 2. Nail allowable loads shall be reduced when other load durations govern in accordance with the applicable code. Table 2 continued on next page.

13 Page 10 of 42 NER-530 TABLE 2 (Continued) BPH SERIES STEEL DIMENSIONS (in.) GA. W H D T.F. BPH 15xxx / 16 9¼ d 1½ BPH 17xxx / 16 9¼ d 1¾ BPH ¾ 9¼ 2d 2c BPH ¾ 9½ 2d 2c BPH ¾ 12 2d 2¼ BPH ¾ 14 2d 2¼ BPH ¾ 16 2d 2¼ BPH ¾ 11¼ 2d 2¼ BPH ¾ 11½ 2d 2¼ BPH ¾ 11f 2d 2¼ BPH 31xxx 12 3c 11¼ / 16 BPH c 9½ / 16 BPH c 9¼ 2d 2 5 / 16 BPH 35xxx / 16 9¼ - 11f 2d 2¼ BPH / ¼ BPH / ¼ BPH / ¼ BPH / ¼ BPH 52xxx 12 5d 9¼ / 16 BPH 55xxx 12 5e 9¼ / 16 BPH 71xxx 12 7c 11¼ ¼ SI: 1 inch = 25.4 mm FIGURE 2

14 Page 11 of 42 NER-530 TABLE 3 PH, PHI, PHM, & PHX SERIES NAIL SCHEDULE ALLOWABLE LOADS 1,2,3 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi Fc = 750 psi 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% ENGINEERED WOOD I-JOIST LUMBER PHI 15xxx 2-10d 2-10d x 1½ PHI 17xxx 2-10d 2-10d x 1½ PHI 23xxx 2-10d 2-10d x 1½ PHI 25xxx 2-10d 2-10d x 1½ PHI 26xxx 2-10d 2-10d x 1½ PHI 35xxx 2-10d 2-10d x 1½ PH 15xxx d 2-10d x 1½ PH 17xxx d 2-10d x 1½ PH 23xxx d 2-10d x 1½ PH 25xxx d 2-10d x 1½ PH 26xxx d 2-10d x 1½ PH 35xxx d 2-10d x 1½ SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. No uplift permitted. 2. Nail allowable loads shall be reduced when other load durations govern in accordance with the applicable code. 3. The supported joist member shall be braced against torsional loads by blocking or other mans to prevent lateral rotation. Table 3 continued on next page.

15 Page 12 of 42 NER-530 TABLE 3 (Continued) PH, PHI, PHM, & PHX SERIES NAIL SCHEDULE ALLOWABLE LOADS 1,2,3 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi Fc = 750 psi 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% LAMINATED VENEER LUMBER (LVL) PH 15xxx 2-16d 2-10d x 1½ PH 17xxx 2-16d 2-10d x 1½ PHM 15xxx 2-16d 2-10d x 1½ PHM 17xxx 2-16d 2-10d x 1½ PHM 23xxx 2-16d 2-10d x 1½ PHM 25xxx 2-16d 2-10d x 1½ PHM 15xxx d 2-10d PHM 35xxx 2-16d 2-10d PHM 23xxx d 2-10d PHM 25xxx d 2-10d PHM 52xxx 2-16d 2-10d PHM 55xxx 2-16d 2-10d PHM 71xxx 2-16d 2-10d PHX 15xxx d 2-10d PHX 35xxx 2-16d 2-10d PHX 23xxx d 2-10d PHX 25xxx d 2-10d PHX 52xxx 2-16d 2-10d PHX 55xxx 2-16d 2-10d PHX 71xxx 2-16d 2-10d SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. No uplift permitted. 2. Nail allowable loads shall be reduced when other load durations govern in accordance with the applicable code. 3. The supported joist member shall be braced against torsional loads by blocking or other mans to prevent lateral rotation. Table 3 continued on next page.

16 Page 13 of 42 NER-530 TABLE 3 (Continued) PH, PHI, PHM, & PHX SERIES NAIL SCHEDULE ALLOWABLE LOADS1,2,3 (lbs) Header Joist Fc = 460 psi Fc = 565 psi Fc = 625 psi Fc = 750 psi 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% PARALLEL STRAND LUMBER (PSL) PHM 27xxx 2-16d 2-10d x 1½ PHM 35xxx 2-16d 2-10d PHM 52xxx 2-16d 2-10d PHM 55xxx 2-16d 2-10d PHM 71xxx 2-16d 2-10d PHX 27xxx 4-16d 2-10d x 1½ PHX 35xxx 4-16d 2-10d PHX 52xxx 4-16d 2-10d PHX 55xxx 4-16d 2-10d PHX 71xxx 4-16d 2-10d SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. No uplift permitted. 2. Nail allowable loads shall be reduced when other load durations govern in accordance with the applicable code. 3. The supported joist member shall be braced against torsional loads by blocking or other mans to prevent lateral rotation. Table 3 continued on next page.

17 Page 14 of 42 NER-530 TABLE 3 (Continued) PH, PHI, PHM, & PHX SERIES STEEL GA. DIMENSIONS (in.) Top Strap W H D L T.F. PHI 15xxx / 16 9¼ ½ 6½ 1½ PHI 17xxx / 16 9¼ ½ 6½ 1¾ PHI 23xxx d 9¼ ½ 6½ 2d PHI 25xxx / 16 9¼ ½ 6½ 2½ PHI 26xxx / 16 9¼ ½ 6½ 2e PHI 35xxx / 16 9¼ ½ 6½ 3 PH 15xxx / 16 9¼ ½ 6½ 3 PH 15xxx c 9¼ ½ 6½ 3 PH 17xxx / 16 9¼ ½ 6½ 3 PH 17xxx e 9¼ ½ 6½ 3 PH 23xxx e 9¼ ½ 6½ 3 PH 25xxx c 9¼ ½ 6½ 3 PH 26xxx d 9¼ ½ 6½ 3 PH 35xxx c 9¼ ½ 10 3 PHM 15xxx / 16 9¼ ½ 7 3 PHM 15xxx c 9¼ ½ 7 3 PHM 17xxx / 16 9¼ ½ 7 3 PHM 23xxx d 9¼ ½ 7 3 PHM 23xxx ¾ 9¼ ½ 7 3 PHM 25xxx / 16 9¼ ½ 7 3 PHM 25xxx c 9¼ ½ 7 3 PHM 27xxx ¾ 9¼ ½ 7 2¾ PHM 35xxx e 9¼ ½ 7 3 PHM 35xxx c 9¼ ½ 10 3 PHM 52xxx d 9¼ ½ 7 3 PHM 55xxx e 9¼ ½ 7 3 PHM 71xxx c 9¼ ½ 10 3 PHX 15xxx c 9¼ ½ 10 3 PHX 23xxx ¾ 9¼ ½ 10 3 PHX 25xxx c 9¼ ½ 10 3 PHX 27xxx ¾ 9¼ ½ 10 2¾ PHX 35xxx e 9¼ ½ 10 3 PHX 35xxx c 9¼ ½ 10 3 PHX 52xxx d 9¼ ½ 10 3 PHX 55xxx e 9¼ ½ 10 3 PHX 71xxx c 9¼ ½ 10 3 SI: 1 inch = 25.4 mm

18 Page 15 of 42 NER-530 FIGURE 3

19 Page 16 of 42 NER-530 TABLE 4 MSH SERIES FASTENERS ALLOWABLE LOADS 4,5 (lbs) DIMENSIONS (in.) Header Joist 3 Fc = 460 psi Fc = 625 psi Uplift Top Face Type Type-Qty 100% 115% 125% 100% 115% 125% 133% 160% MOUNTING CONDITION 1,2 Flange Height Unbent Height Seat Depth Seat Width STEEL GA. Face-Max d 4-10d Top-Max d 4-10d Top-Min d 4-10dx1½ MSH e 2¼ 8¾ 5 Face-Max d 4-10d Top-Max d 4-10d Top-Min d 4-10dx1½ MSH e 2¼ 12¾ 5 Face-Max d 4-10d Top-Max d 4-10d Top-Min d 4-10dx1½ MSH e 2¼ 16¾ 5 Face-Max d 4-10dx1½ MSH e 1¾ / 16 Top-Max d 4-10dx1½ Top-Min d 4-10dx1½ MSH / 16 2¼ 8 11 / / 16 Face-Max d 4-10d Top-Max d 4-10d Top-Min d 4-10dx1½ SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. Mounting Condition: Face-Max: All header nails installed into the wide face of the supporting header. Top-Max: The hanger is applied in a top mount condition with at least six nails installed on the header face and four nails on the top of the header. Top-Min: The hanger is applied on a top mount condition with at least two nails installed on the header face and four nails on top of the header. 2. The supported joist member shall be supported by blocking or other means to prevent rotation. 3. For Face-Max and Top-Max mounting conditions, the joist nails shall be slant nailed in accordance with the manufacturer s instructions. 4. Uplift loads have been increased 33a% and 60% for wind or seismic loads. Nor further increase shall be permitted. 5. Nail allowable loads shall be reduced when other load durations govern, in accordance with the applicable code. Table 4 continued on next page. DELETED BY CITY OF LOS ANGELES

20 Page 17 of 42 NER-530 TABLE 4 (Continued) MSH SERIES FASTENERS ALLOWABLE LOADS 4,5 (lbs) DIMENSIONS (in.) Header Joist 3 Fc = 460 psi Fc = 625 psi Uplift Top Face Type Type-Qty 100% 115% 125% 100% 115% 125% 133% 160% MOUNTING CONDITION 1,2 Flange Height Unbent Height Seat Depth Seat Width STEEL GA. MSH / 16 1¾ / / 16 Face-Max d 4-10d Top-Max d 4-10d Top-Min d 4-10dx1½ DELETED BY CITY OF LOS ANGELES Face-Max d 4-10d MSH / 16 1¾ / / 16 Top-Max d 4-10d Top-Min d 4-10dx1½ Face-Max d 4-10dx1½ Top-Max d 4-10dx1½ Top-Min d 4-10dx1½ MSH / 16 1¾ 22f 10¾ Face-Max d 4-10dx1½ MSH d 1¾ 18c 10 7 / 16 Top-Max d 4-10dx1½ Top-Min d 4-10dx1½ Face-Max d 4-10dx1½ MSH d 1¾ 22e 10 7 / 16 Top-Max d 4-10dx1½ Top-Min d 4-10dx1½ SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.89 kpa 1. Mounting Condition: Face-Max: All header nails installed into the wide face of the supporting header. Top-Max: The hanger is applied in a top mount condition with at least six nails installed on the header face and four nails on the top of the header. Top-Min: The hanger is applied on a top mount condition with at least two nails installed on the header face and four nails on top of the header. 2. The supported joist member shall be supported by blocking or other means to prevent rotation. 3. For Face-Max and Top-Max mounting conditions, the joist nails shall be slant nailed in accordance with the manufacturer s instructions. 4. Uplift loads have been increased 33a% and 60% for wind or seismic loads. Nor further increase shall be permitted. 5. Nail allowable loads shall be reduced when other load durations govern, in accordance with the applicable code. Table 4 continued on next page.