4) Verify that the size of the supporting member can accommodate the connector s specified fasteners.

Transcription

1 DESIGN NOTES 1) Allowable loads for more than one direction for a single connection cannot be added together. A design load which can be divided into components in the directions given must be evaluated as follows: Design shear/allowable shear + design tension/allowable tension < 1.0 2) The allowable loads shown in this catalog are based on Allowable Stress Design methodology. AF&PA has published a brochure for calculating soft conversions called Guideline to LRFD for Pre-engineered Metal Connectors for Wood Construction. Consult USP for assistance in determining appropriate LRFD values for the products shown in this catalog. 3) Connector ratings may exceed the tensile strength or other aspects of the wood members involved in the connection. A qualified designer should verify wood member capacities when specifying connectors. 4) Verify that the size of the supporting member can accommodate the connector s specified fasteners. 5) Some illustrations in this catalog may not reflect additional mechanical reinforcements which may be required to reduce cross grain tension or wood member bending under loading. The design professional is responsible for determining if additional mechanical reinforcement is required. 6) USP recommends the hanger height be 60% of the joist height for stability. NDS Standards Unless otherwise noted, the load resistance values presented in this catalog reflect the calculation criteria set forth in the 2005 National Design Specification for Wood Construction (NDS ) published by the American Forest and Paper Association; with the methodology prescribed in ICC- ES AC13 or other relevant acceptance criteria applied. The listed capacity of some products have been increased in accordance with the NDS by applying Duration Factors for mechanical fastenings. Stress increases have not been applied to steel components of the products. Floor / Design Load...100% (no increase). Roof Snow...115% of design load for 2-month duration of load. Roof Non-Snow...125% of design load for 7-day duration of load. Uplift...160% of design load for wind/seismic loading based on local code requirements. Spruce-Pine-Fir or Hem Fir Equivalent Capacity Unless otherwise noted, the published design loads in this catalog apply to Douglas Fir-Larch or Southern Pine lumber. When Spruce-Pine-Fir or Hem Fir lumber is used with face mount hangers or straps, the nail shear capacity maybe adjusted according to the chart below. Allowable Load Adjustment Factor Wood Species Specific Gravity Adjustment Factor Douglas Fir-Larch (DF-L) Southern Pine (SP) Douglas Fir (S) Hem Fir (N) Spruce-Pine-Fir (S-P-F) ) Allowable loads must be adjusted according to the applicable wood species. 2) When using structural composite lumber, verify wood species and use above listed adjustment factors. LOAD DIRECTION CONVENTIONS Copyright 2013 USP Structural Connectors Material USP selects steel for its various products in accordance with application needs and steel properties, including tensile strength, ductility, corrosion resistance, gauge, and weldability. See specific code evaluations or consult USP for steel information on specific products. USP Structural Connectors are manufactured from steel which meets ASTM A 653, ASTM A 1011, or ASTM A 36. Testing and Product Design Loads On all structurally-rated products, USP performs full-scale testing in accordance with ICC-ES AC13, or ASTM D 1761, the standard recognized by all domestic model code agencies. All final testing is conducted by a third-party testing laboratory. In accordance to these standards the design loads listed are the lowest results obtained from one of the following methods: 1) The lowest ultimate tested load divided by three. 2) Lowest load producing 1/8 deflection. 3) Calculations based 2005 NDS and current codes. F 2 Perpendicular Uplift Lateral Out F 1 F 1 F 2 or F 3 Download

2 NAILS N & NA SERIES Copyright 2013 USP Structural Connectors Proper fasteners are a critical component in a sound wood frame structure. To ensure successful installations of its connectors, USP offers a full range of structurally-rated nails. All galvanized nails supplied by USP are Hot-dipped for greater corrosion resistance. Any USP connector requiring a NA16D-RS or NA20D nail is shipped with the nails attached to the connector in convenient poly bags. Finish: See chart Materials: ASTM A 123; ASTM A 153 (HDG) Installation: Allowable shear values assume nail embedment into the wood of the entire nail or 10 nail diameters (whichever is less). Otherwise, the nail must be embedded at least 6 nail diameters, with the load reduced using the equation below: Reduced Load = Published Load x Actual Penetration Nail Diameter x 10 Load reductions may occur if nails are used other than those specified. See the chart Optional Nails for Face Mount Hangers and Straight Straps on page 16 for load reduction factors regarding nail substitutions. For pneumatic nail use, see Installation Notes on page 13 and reference USP s technical bulletins. Nail Specification table Dimensions (in) Allowable Shear per Nail (Lbs.) 1,2,4 USP Nail Nails Steel Gauge Withdrawal Finish 3,7 Stock No. 8 Ref. No. Description Diameter Length Per Lb Load 6 NA11 - Discontinuing 2013, see NA8D 8d x 1-1/ / NA8D N8 8d x 1-1/ / NA9D - Discontinuing 2013, see NA10D 10d x 1-1/ / HDG NA10D N10 10d x 1-1/ / N10C 10DHDG 10d Common NA16D N16, N16EG 16d x 2-1/ / N16C 16DHDG 16d Common / NA20D d x 2-1/ / N8-GC d x 1-1/ / GC N10-GC d x 1-1/ / N10C-GC d Common N16C-GC d Common / SSNA8D SSN8 8d x 1-1/ / SSNA10D SSN10 10d x 1-1/ / SS SSN8C SS8D 8d Common / SSN10C SS10D 10d Common SSN16C SS16D 16d Common / d Common d Common / d Common d Common Bright 16d Sinker d Sinker / NA16D-RS d Ring Shank / d Common d Common / d Common d Common ) Loads are calculated to specifications of Part 11 of the National Design Specifications for Wood Construction (NDS ), 2005 Edition. 2) Loads apply to Douglas Fir-Larch (G=0.50) and Southern Pine (G=0.55). For Spruce-Pine-Fir (G=0.42) multiply above values by 0.86, for other wood types refer to NDS or consult USP. 3) HDG = Hot-Dip Galvanized; SS = Stainless Steel; GC = Gold Coat; Bright = No Finish. 4) For 3 gage steel with Fu=58,000 psi and 7 gage thru 22 gage steel with Fu=45,000 psi. Shear values assumes full penetration of at least 10 nail diameters. 5) Fastener values may be increased for duration of load. 6) Withdrawal loads are in pounds (lbs) per linear inch of embedment into main member. 7) Bright finish common and sinker nails are listed in table for reference only. USP does not stock these type nails. New products or updated product information are designated in red font. Minimum Fastener Penetration table Nail Penny Wire Gauge Shank Diameter (inches) Minimum Penetration for Full Shear Load (inches) Minimum Penetration for Reduced Shear Load 2 (inches) 6d 11-1/ d 10-1/ d d d Sinker d d ) Less than the specified nail penetration shall be multiplied by the applicable adjustment factor. 2) For penetration less than this distance, the nail has no value. 3) Penetrations are derived according to the 2005 NDS.! Reduced Fastener Penetration Example (See chart on left): HD210 listed load is % for 16d common nails. Reduced HD210 capacity if using a 2x DF-L or SP header: 1690 lbs. x 1.5 = % 1.62 continued on next page USP Fasteners

3 NAILS N & NA SERIES CONTINUED NA11/NA8D N8-GC NA9D/NA10D.131 x 1 1/2.131 x 1 1/2.148 x 1 1/2 N10C-GC.148 x 1 1/2 N10C.148 x 3 N10C-GC.148 x 3 NA16D-RS NA16D N16C N16C-GC NA20D.148 x 3 1/2.162 x 2 1/2.162 x 3 1/2.162 x 3 1/2.192 x 2 1/2 Fasteners Copyright 2013 USP Structural Connectors Optional Nails for Face Mount Hangers (excludes slant nail hangers) Catalog Nail 8d x 1-1/2 (0.131" x 1-1/2") 8d common (0.131" x 2-1/2") 10d x 1-1/2 (0.148" x 1-1/2") 10d common (0.148" x 3") 12d common (0.148" x 3-1/4") 16d common (0.162" x 3-1/2'') Allowable Load Adjustment Factor Replacement Fastener 1 DF-L SP S-P-F LVL 8d x 1-1/2 (0.131" x 1-1/2") No. 8 (0.164") x 1-1/2 Wood Screw d Box (0.113" x 2-1/2") d x 1-1/2 (0.131" x 1-1/2") No. 8 (0.164") x 1-1/2 Wood Screw d x 1-1/2 (0.131" x 1-1/2") No. 8 (0.164") x 1-1/2 Wood Screw d Box (0.113" x 2-1/2") d Sinker (0.120" x 2-7/8") d common (0.131" x 2-1/2") d Box (0.128" x 3") d x 1-1/2 (0.131" x 1-1/2") d x 1-1/2 (0.148" x 1-1/2") d Sinker (0.148" x 3-1/4") No. 8 (0.164") x 1-1/2 Wood Screw d x 1-1/2 (0.148" x 1-1/2") d Sinker (0.148" x 3-1/4") No. 8 (0.164") x 1-1/2 Wood Screw d common (0.131" x 2-1/2") d Box (0.128" x 3") d common (0.148" x 3") d common (0.148" x 3-1/4") d x 1-1/2 (0.148" x 1-1/2") d Sinker (0.148" x 2-7/8") d Box (0.135" x 3-1/2") d Sinker (0.148" x 3-1/4") d x 2-1/2 (0.162" x 2-1/2") No. 8 (0.164") x 1-1/2 Wood Screw ) No. 8 x 1-1/2 Wood Screw shall conform to ANSI/ASME Standard B ) This chart does not apply to HUS, JDS, JH, JPF, JUS, MSH, MUS or THDH slant nail hangers. How to Use: The base value is the catalog listed nail in Douglas Fir-Larch and the adjustment factor is the multiplier for the applicable replacement nail and wood combination. Adjustment factors may vary with some custom hangers or steel thicker than 10 gauge. Contact USP for exceptions. Roofing nails shall not be substituted for any nail size or type.! Optional Nails Example: JL210 listed load is % for 10d common nails. If substituting: 8d common nails with DF-L or LVL: 1595 lbs. x.83 = 1323 lbs. 8d common nails with SP: 1595 lbs. x.90 = 1435 lbs. 8d common nails with S-P-F: 1595 lbs. x.72 = 1148 lbs. No further reductions are required

4 Problem 1a GIVEN: A three ply girder truss with a bottom chord manufactured with 2x f - 2.0E SPF MSR lumber is specified to bear directly on top of a wide flange steel beam. FIND: The minimum required bearing length if the total end reaction is 5724 pounds at 115% load duration. 61

5 Problem 2 GIVEN: The allowable shear value for a 16d common wire nail in Douglas Fir-Larch is 112 lbs at 100% load duration. The minimum penetration required to attain this value is 10 times the nail diameter. FIND: If the nail diameter is inches, what is the allowable shear for this nail if it is driven into the wide face of a Douglas Fir-Larch 2x6? 70

6 GIVEN: The truss detail shown. The girder truss is manufactured with a two ply Southern Pine 2x8 bottom chord. The hanger is 12 gauge steel and requires attachment with 10-16d common nails. FIND: Assuming the allowable hanger design value is controlled by the nails, what is the maximum reaction that this hanger can support at 115% load duration? Problem 3a 74

7 Problem 3b GIVEN: The truss detail shown. The girder truss is manufactured with a two ply Spruce-Pine-Fir 2x8 bottom chord. The hanger is 12 gauge steel and requires attachment with 10-16d common nails. FIND: Assuming the allowable hanger design value is controlled by the nails, what is the maximum reaction that this hanger can support at 115% load duration? 78

8 Problem 3c GIVEN: The installer substituted 16d sinkers for the specified common nails in a 12 gauge hanger and the girder bottom chord is two ply SP 2x8. FIND: Assuming the allowable hanger design value is controlled by the nails, what is the maximum reaction that this hanger can support at 115% load duration? 82

9 Problem 3d GIVEN: The truss detail shown. The girder truss is manufactured with a single ply Southern Pine 2x8 bottom chord. The hanger is light gauge steel and requires attachment with 10-16d common nails. FIND: Assuming the allowable hanger design value is controlled by the nails, what is the maximum reaction that this hanger can support at 115% load duration? 85

10 Problem 3e GIVEN: The truss detail shown. The girder truss is manufactured with a single ply Southern Pine 2x8 bottom chord. The hanger is light gauge steel and attachment is made with SSN10 nails. FIND: Assuming the allowable hanger design value is controlled by the nails, what is the maximum reaction that this hanger can support at 115% load duration? 88