Wisconsin Administrative Code › Department of Safety and Professional Services › SPS 301-399 - Safety, Buildings, and Environment › SPS 320-325 - Uniform Dwelling Code › Chapter SPS 325 - Plumbing › Appendix C - UDC Appendix

Current through June 24, 2024
1. Wood preservatives for ground contact.
The
					 following Table lists common pressure-preservative treatments and retention
					 levels, in pounds per cubic foot, for sawn lumber in ground contact - based on
					 the American Wood Protection Association's
Book of
					 Standards
.
Table C-1
PRESERVATIVE TREATMENTS AND RETENTION LEVELS FOR
					 GROUND CONTACT (IN POUNDS PER CUBIC FOOT)
Species
ACQ-B
ACQ-C
ACQ-D
CA-B
CuN-W
Southern Pine
0.40
0.40
0.40
0.21
0.11
Douglas Fir-Larch
0.40
0.40
NR
0.21
0.11
Hem-Fir
0.40
0.40
0.40
0.21
0.11
Ponderosa Pine
0.40
0.40
0.40
0.21
0.11
Red Pine
0.40
0.40
0.40
0.21
0.11
Spruce-Pine-Fir
NR1
0.40
NR
NR
NR
Redwood
NR
NR
NR
NR
NR
1NR = treatment not
					 recommended.
2. Sources of design values.
The sources of
					 the design values in Appendix B are as follows:
Table 1 - Minimum footing sizes: The Building Inspectors
					 Association of Southeast Wisconsin, December 2014.
Table 2 - Maximum post heights:
Typical Deck
					 Details
,
Based on the 2009 International Residential
					 Code
, Fairfax County, Virginia, July 2013.
Tables 3A and 3B - Maximum beam spans:
Design for
					 Code Acceptance 6,
American Wood Council, May 2013.
Table 4 - Maximum joist spans:
Design for Code
					 Acceptance 6
(DCA 6), American Wood Council, May 2013; except for the
					 2x6 values, which are from the Building Inspectors Association of Southeast
					 Wisconsin, December 2014.
Table 5 - Minimum joist-hanger download capacity:
Design for Code Acceptance 6,
American Wood Council, May 2013;
					 except for the 2x6 values, which are repeated from the 2x8 values.
Table 6 - Ledger-board-fastener spacing:
Design for
					 Code Acceptance 6,
American Wood Council, May 2013.
Figure 29 - Stringer span length, and Table 7 - Minimum
					 tread sizes:
Design for Code Acceptance 6,
American Wood
					 Council, May 2013.
Table C-2 - Maximum joist spans for redwood, western
					 cedars, ponderosa pine, and red pine:
Design for Code Acceptance 6,
American Wood Council, May 2013; except for the 2x6 values, which are
					 from the Building Inspectors Association of Southeast Wisconsin, December
					 2014.
Table C-3 - Trimmer joist download capacity:
Design
					 for Code Acceptance 6,
American Wood Council, May 2013.
3. Joist spans for alternate wood species.
The
					 following Table lists maximum joist-span lengths for redwood, western cedars,
					 ponderosa pine, and red pine.
Table C-2
MAXIMUM JOIST-SPAN
					 LENGTH
1
FOR REDWOOD, WESTERN CEDARS,
					 PONDEROSA PINE2, AND RED
					 PINE2
Joist Spacing (on center)
Joist Size
Without Overhang
With Overhangs
12"
2x6
8'-5"
7'-3"
2x8
11'-8"
8'-6"
2x10
14'-11"
12'-3"
2x12
17'-5"
16'-5"
16"
2x6
7'-8"
7'-3"
2x8
10'-7"
8'-6"
2x10
13'-0"
12'-3"
2x12
15'-1"
15'-1"
24"
2x6
6'-7"
6'-7"
2x8
8'-8"
8'-6"
2x10
10'-7"
10'-7"
2x12
12'-4"
12'-4"
1Spans are based on 40 psf live
					 load, 10 psf dead load, normal loading duration, wet service conditions and
					 deflections of Ä=L/360 for main span and L/180 for overhang with a 220-lb.
					 point load.
2Design values based on northern
					 species with no incising assumed.
4. Alternate beam and joist spans.
The table
					 on the following two pages lists alternate beam and joist spans and
					 corresponding footing sizes from the Southeast Wisconsin Building Inspectors
					 Association that can be used instead of the values in Appendix
					 B
.
Beam and Footing Sizes with
								  Overhangs
Based on No. 2 or better Southern Pine, Douglas
								  Fir-Larch2, and Ponderosa Pine
Post Spacing (Measured Center to
								  Center)
Joist Length
								  (JL)1
4'
5'
6'
7'
8'
9'
10'
11'
12'
13'
14'
6'
Southern Pine Beam
1-2x6
1-2x6
1-2x8
2-2x6
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
Douglas Fir-Larch Beam
1-2x6
1-2x8
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
2-2x12
3-2x10
3-2x12
Ponderosa Pine Beam
1-2x6
1-2x8
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
2-2x12
3-2x10
3-2x12
Corner Footing
8
7
6
9
8
7
10
8
7
11
9
8
11
9
8
12
10
9
12
10
9
13
11
9
14
11
10
14
12
10
15
12
10
Intermediate Footing
10
8
7
11
9
8
12
10
9
13
11
9
14
12
10
15
12
11
15
13
11
16
13
12
17
14
12
17
14
13
18
15
13
Footing Thickness
6
6
6
6
6
6
6
6
6
6
8
7'
Southern Pine Beam
1-2x6
1-2x8
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Douglas Fir-Larch Beam
1-2x6
1-2x8
2-2x6
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
3-2x12
Ponderosa Pine Beam
1-2x6
1-2x8
2-2x6
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x10
3-2x12
Eng Bm
Corner Footing
9
7
7
10
8
7
11
9
8
11
9
8
12
10
9
13
11
9
13
11
10
14
12
10
15
12
10
15
12
11
16
13
11
Intermediate Footing
11
9
8
12
10
9
13
11
9
14
12
10
15
12
11
16
13
11
17
14
12
17
14
12
18
15
13
19
15
13
19
16
14
Footing Thickness
6
6
6
6
6
6
6
6
8
8
8
8'
Southern Pine Beam
1-2x6
1-2x8
2-2x6
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Douglas Fir-Larch Beam
1-2x6
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Ponderosa Pine Beam
1-2x6
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
3-2x12
Eng Bm
Corner Footing
10
8
7
10
9
8
11
9
8
12
10
9
13
11
9
14
11
10
14
12
10
15
12
11
15
13
11
16
13
12
17
14
12
Intermediate Footing
12
10
8
13
11
9
14
12
10
15
12
11
16
13
11
17
14
12
18
15
13
19
15
13
19
16
14
20
16
14
21
17
15
Footing Thickness
6
6
6
6
6
6
8
8
8
8
8
9'
Southern Pine Beam
1-2x6
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x10
3-212
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x6
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Corner Footing
10
8
7
11
9
8
12
10
9
13
11
9
14
11
9
14
12
10
15
12
11
16
13
11
16
13
12
17
14
12
18
14
13
Intermediate Footing
12
10
9
14
11
10
15
12
11
16
13
11
17
14
12
18
15
13
19
15
13
20
16
14
20
17
15
21
17
15
22
18
16
Footing Thickness
6
6
6
6
6
8
8
8
8
8
8
10'
Southern Pine Beam
1-2x6
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
2-2x6
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
3-2x12
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x6
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Corner Footing
10
9
8
12
10
8
12
10
9
13
11
10
14
12
10
15
12
11
16
13
11
16
14
12
17
14
12
18
15
13
18
15
13
Intermediate Footing
13
11
9
14
12
10
15
13
11
17
14
12
18
15
13
19
15
13
20
16
14
21
17
15
21
18
15
22
18
16
23
19
16
Footing Thickness
6
6
6
6
8
8
8
8
8
8
10
11'
Southern Pine Beam
1-2x8
2-2x6
2-2x8
2-2x10
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
2-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x6
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Corner Footing
11
9
8
12
10
9
13
11
9
14
12
10
15
12
11
16
13
11
16
14
12
17
14
12
18
15
13
19
15
13
19
16
14
Intermediate Footing
13
11
10
15
12
11
16
13
12
17
14
12
19
15
13
20
16
14
21
17
15
22
18
15
22
18
16
23
19
17
24
20
17
Footing Thickness
6
6
6
6
8
8
8
8
8
10
10
12'
Southern Pine Beam
1-2x8
2-2x6
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Corner Footing
11
9
8
12
10
9
14
11
9
15
12
10
15
13
11
16
13
12
17
14
12
18
15
13
19
15
13
19
16
14
20
17
14
Intermediate Footing
14
12
10
15
13
11
17
14
12
18
15
13
19
16
14
20
17
15
21
18
15
22
18
16
23
19
17
24
20
17
25
21
18
Footing Thickness
6
6
6
8
8
8
8
8
10
10
10
13'
Southern Pine Beam
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Corner Footing
12
10
8
13
11
9
14
12
10
15
12
11
16
13
12
17
14
12
18
15
13
19
15
13
19
16
14
20
17
14
21
17
15
Intermediate Footing
14
12
10
16
13
12
17
14
13
19
15
13
20
16
14
21
17
15
22
18
16
23
19
17
24
20
17
25
21
18
26
21
19
Footing Thickness
6
6
6
8
8
8
8
10
10
10
10
14'
Southern Pine Beam
1-2x8
2-2x8
2-2x8
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
1-2x8
2-2x8
2-2x10
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
1-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Corner Footing
12
10
9
13
11
10
15
12
10
16
13
11
17
14
12
18
14
13
18
15
13
19
16
14
20
17
14
21
17
15
22
18
15
Intermediate Footing
15
12
11
17
14
12
18
15
13
19
16
14
21
17
15
22
18
16
23
19
16
24
20
17
25
21
18
26
21
19
27
22
19
Footing Thickness
6
6
8
8
8
8
10
10
10
10
10
15'
Southern Pine Beam
1-2x8
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
2-2x6
2-2x8
2-2x10
2-2x12
2-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
2-2x6
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Corner Footing
12
10
9
14
11
10
15
12
11
16
13
12
17
14
12
18
15
13
19
16
14
20
16
14
21
17
15
22
18
15
22
18
16
Intermediate Footing
15
13
11
17
14
12
19
15
13
20
17
14
21
18
15
23
19
16
24
20
17
25
21
18
26
21
19
27
22
19
28
23
20
Footing Thickness
6
6
8
8
8
10
10
10
10
10
12
16'
Southern Pine Beam
1-2x8
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Douglas Fir-Larch Beam
2-2x6
2-2x8
2-2x10
2-2x12
3-2x10
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Ponderosa Pine Beam
2-2x6
2-2x8
2-2x10
2-2x12
3-2x12
3-2x12
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Eng Bm
Comer Footing
13
11
9
14
12
10
15
13
11
17
14
12
18
15
13
19
15
13
20
16
14
20
17
15
21
18
15
22
18
16
23
19
16
Intermediate Footing
16
13
11
18
15
13
19
16
14
21
17
15
22
18
16
23
19
17
25
20
18
26
21
18
27
22
19
28
23
20
29
24
21
Footing Thickness
6
8
8
8
8
10
10
10
10
12
12
Notes:
1. Joist Length (JJ is Joist Span (Lj) plus any cantilever
					 at the beam that is being sized.
2. Incising assumed for refractory species Douglas
					 Fir-Larch.
3. All footing sizes above are base diameters (in inches)
					 and are listed for THREE SOIL CAPACITIES. Soil capacity is based on the
					 requirements of State of Wisconsin
					 SPS
					 321.15(3).4
4. For square footings, insert the diameter (d) into the
					 following for-mula: [RADICAL]((d/2)2x[PI] This
					 number will give you the square dimension and shall be rounded up to the
					 nearest inch.
Click to
					 view image
5. Framing around a chimney or bay window.
All
					 members at a chimney or bay window must be framed in accordance with Figure
					 C-1. Headers may span a maximum of 6'-0". Where a chimney or bay window is
					 wider than 6'-0", one or more 6x6 posts may be added to reduce header spans to
					 less than 6'-0". In such cases, the post footing must meet the requirements in
					 section 2 of Appendix B. Plan submittal and approval is required for headers
					 with a span length greater than 6'-0". Headers must be located no more than
					 3'-0" from the end of the trimmer joist.
Triple trimmer joists are required on each side of the
					 header if joist spacing is 12" or 16" on center or if the trimmer joist span
					 exceeds 8'-6"; otherwise, double trimmer joists are permitted. Trimmer joists
					 may bear on the beam and extend past the beam centerline up to Lj/4 as shown in
					 Figures 5 and 7 in Appendix B, or the trimmer joist may attach to the side of
					 the beam with joist hangers as shown in Figure 6 in Appendix B. Joist hangers
					 must each have a minimum download capacity in accordance with Table C-3. Bolts
					 or lag screws used to attach the hanger to the ledger must fully extend through
					 the ledger into the 2-inch nominal lumber band joist (1 1/2" actual) or the EWP
					 rim board. See Figure 15 in Appendix B for fastener spacing, and edge and end
					 distances. Otherwise a free-standing deck is required.
Figure C-1 DETAIL FOR FRAMING AROUND A CHIMNEY OR BAY
					 WINDOW
Click to
					 view image
Table C-3 TRIMMER JOIST HANGER DOWNLOAD
					 CAPACITY
Joist Size
Minimum Capacity, lbs
2x8
1050
2x10
1380
2x12
1500
6. Attachment of ledger boards to
					 metal-plate-connected wood floor trusses.
The research report on the
					 following pages shows acceptable methods for attaching a ledger board to a
					 metal-plate-connected wood-floor-truss system.
Attachment of Residential Deck Ledger to Metal Plate
					 Connected Wood Truss Floor System
SRR No. 1408-01
Prepared for SBCA
Report Written by:
Jim Vogt, P.E.
October 1, 2014
Introduction:
This research report provides construction details for
					 residential deck ledger attachment to metal plate connected wood truss floor
					 systems. The applicable codes and standards follow the
2009
and
2012 International Building Code (IBC)
and the
2009
and
2012 International Residential Code (IRC).
Proper attachment of the deck ledger to the house is critical for
					 ensuring that an "attached" deck is safely and securely supported at this
					 location. This report provides details for attaching a 2" nominal lumber deck
					 ledger to residential floor systems constructed with metal plate connected wood
					 (MPCW) floor trusses.
Key Definitions:
Deck Ledger
- A horizontal lumber beam
					 attached to an existing wall and used to tie in construction elements such as
					 porch roofs and decks. A deck ledger is installed as part of the deck frame
					 construction and supports one end of the deck joists.
Truss
- An engineered structural component,
					 assembled from wood members, metal connector plates and other mechanical
					 fasteners, designed to carry its own weight and superimposed design loads. The
					 truss members form a semi-rigid structural framework and are assembled such
					 that the members form triangles.
Wood Structural Panel
(WSP) - A panel
					 manufactured from wood veneers, strands or wafers or a combination of veneer
					 and wood strands or wafers bonded together with waterproof synthetic resins or
					 other suitable bonding systems. Examples include: plywood, Oriented Strand
					 Board (OSB), waferboard and composite panels.
Background:
The
2009
and
2012 IRC
include prescriptive provisions for attaching a 2" nominal lumber deck ledger
					 to a 2" nominal lumber band joist bearing directly on a sill plate or wall
					 plate using 1/2"-diameter bolts or lag screws. AF&PAs American Wood
					 Council, in cooperation with the International Code Council, has also developed
Design for Code Acceptance No. 6 (DCA6) - Prescriptive Residential Deck
					 Construction Guide,
available at awc.org .
The prescriptive provisions for the deck ledger connection
					 to the band joist in the
IRC
and
DCA6
are
					 based on the results from a series of ultimate load tests conducted at Virginia
					 Polytechnic Institute and State University (VT) Department of Wood Science and
					 Forest Products, and Washington State University (WSU) Wood Materials and
					 Engineering Laboratory. This testing evaluated the capacity 2" nominal
					 pressure-preservative-treated (PPT) Hem-Fir (HF) and Southern Pine (SP) ledgers
					 attached to either 2" nominal Spruce-Pine-Fir (SPF) or 1" net Douglas-Fir (DF)
					 laminated veneer lumber (LVL) band joists, through 
					 15/32"-thick
					 oriented strand board (OSB) sheathing, with 1/2"-diameter hot-dipped galvanized
					 (HDG) bolts or lag screws, meeting the requirements
of ANSI/ASME
					 Standard B18.2.1.
The deck ledger assemblies evaluated at VT and WSU were
					 deemed to represent commonly accepted means of connecting deck ledgers to band
					 joints that cannot be evaluated using the provisions of the
National
					 Design Specification® for Wood Construction (NDS®)
because:
1. The ledger is not in direct contact with the band joist
					 (i.e., separated by 
					 15/32" OSB
					 sheathing).
2. The minimum required penetration depth of four diameters
					 (4D) is not met when using 1/2"-diame-ter lag screws into an
					 11/2"-thick band
					 joist.
Application:
The details and fastener spacing tables provided in this
					 report for connecting a 2" nominal lumber deck ledger to a residential floor
					 system constructed with MPCW trusses use a single shear reference lateral
					 design value, Z, of 710 lbs. for a 1/2"-diameter bolt and 375 lbs. for a 1/2" x
					 6" lag screw. These lateral design values were developed from the VT and WSU
					 testing, and assume the fasteners are installed in accordance with the
NDS
requirements for clearance holes, lead holes, edge
					 distance and end distance.
Detail 1 includes construction information for attaching 2"
					 nominal lumber deck ledgers to the ends of MPCW floor trusses spaced no more
					 than 24" o.c. Table 1 provides the maximum on-center spacing for each
					 1/2"-diameter bolt or 1/2" x 6" lag screw used to attach the ledger to the
					 floor truss system for deck joist spans up to 18', assuming a design deck load
					 of 40 psf live load (or 40 psf snow load) and 10 psf dead load. Table 2
					 includes similar information as Table 1, except for a design deck load of 60
					 psf live load (or 60 psf snow load) and 10 psf dead load.
Detail 2 includes construction information for attaching 2"
					 nominal lumber deck ledgers to the side of a MPCW floor ladder frame with 4x4
					 vertical webs spaced no more than 16" o.c. provides the maximum on-center
					 spacing for each 1/2"-diameter bolt and 1/2" x 6" lag screw used to attach the
					 ledger to the ladder frame for deck joist spans up to 18', assuming a design
					 deck load of 40 psf live load (or 40 psf snow load) and 10 psf dead load. Table
					 4 includes similar information as Table 3Detail 3, except for a design deck
					 load of 60 psf live load (or 60 psf snow load) and 10 psf dead load.
Detail 3 includes deck lateral load connection options
					 capable of resisting the 1500 lbf lateral load requirement specified in
2009
and 2012 IRC Section 507.
Support of concentrated loads from deck beams of girders
					 are beyond the scope of this report. Deck ledgers shall not be supported on
					 stone or masonry veneer.
Installation:
The following is a summary of the minimum requirements and
					 limitations for installing a 2" nominal lumber deck ledger with residential
					 floor systems constructed with MPCW floor trusses.
1. Ledger must be 2x10 or 2x12 PPT or code-approved
					 decay-resistant lumber with a specific gravity, G >= 0.43. Ledger shall be
					 identified by the grade mark of, or certificate of inspection issued by, an
					 approved lumber grading or inspection bureau or agency. PPT material must be
					 pressure-treated with an approved process in accordance with American Wood
					 Protection Association standards
2. Install ledger directly over wood structural sheathing
					 (15/32" maximum thickness)
					 fastened to the wall per the building code.
3. Attach ledger through wood structural sheathing into
					 2-ply 2x4 truss end vertical, 4x4 vertical web or key-block with 1/2" x 6" lag
					 screws or 1/2"-diameter bolts with washers and nuts.
3.1 Only one (1) fastener into each truss member or
					 key-block.
3.2 Install each fastener through the centerline of the
					 truss member or key-block and position so as not to interfere with bottom and
					 top chord joints and connector plates. Refer to Detail 1 and Detail 2 for
					 spacing requirements
3.3 Lag screws and bolts shall be installed according to
2005 NDS
requirements. A "test" installation is recommended
					 before drilling the lead holes, to ensure that the lead holes are neither too
					 small nor too large.
1/2" x 6" lag screws:
Lead holes for the threaded portion shall be 
					 5/16".
Clearance holes shall be 1/2" and the same depth of
					 penetration as the length of
unthreaded shank.
1/2" -diameter bolts:
Holes shall be a minimum of 
					 17/32" to a
					 maximum of 
					 9/16".
All fasteners used with PPT wood shall be hot-dip
					 zinc-coated galvanized steel, stainless steel, silicon bronze, or copper.
					 Fasteners to be hot-dipped galvanized shall meet the requirements of
ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron
					 and Steel Hardware
, Class D, for fasteners 
					 3/8" diameter
					 and smaller or Class C for fasteners with diameters over 
					 3/8". Lag
					 screws, bolts, nuts and washers are permitted to be mechanically deposited
					 zinc-coated steel with coating weights in accordance with
ASTM
					 B695
, Class 55, minimum.
All hardware (e.g., joist hangers, hold-down devise, etc.)
					 shall be galvanized or shall be stainless steel. Hardware to be hot-dipped
					 prior to fabrication shall meet
ASTM A653 - Standard Specification for
					 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed)
					 by the Hot-Dip Process,
G-185 coating. Hardware to be hot-dipped
					 galvanized after fabrication shall meet
ASTM A123 - Specification for
					 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
.
Fasteners and hardware exposed to saltwater or located
					 within 300' of a salt water shoreline shall be stainless steel grade 304 or
					 316.
Fasteners and hardware shall be of the same
					 corrosion-resistant material. Other coated or non-ferrous fasteners or hardware
					 shall be as approved by the authority having jurisdiction.
4. Install flashing at top of ledger for water tightness.
					 Flashing shall be corrosion-resistant metal of minimum nominal 0.019" thickness
					 or an approved non-metallic material. Do not use aluminum flashing in direct
					 contact with lumber treated with preservatives containing copper, such as ACQ,
					 Copper Azole or ACZA.
5. Two-ply 2x4 truss end verticals, 4x4 truss vertical webs
					 and key-blocks connected to ledger with lag screws or bolts shall have a
					 specific gravity, G = 0.42 (includes DF, HF, SP and SPF).
Construct key-blocks with minimum 2x4 No. 2 or better
					 lumber. Install key-blocks at required locations. Cut to fit tight.
Refer to Detail 1 and Detail 2 for additional information
					 concerning key-block construction and attachment.
Click to
					 view image
Click to
					 view image
Detail 1:
Attachment of Deck Ledger to Floor
					 System with MPCW Trusses
Joist Span
<
to
								  6'
6'-1" to 8'
8'-1" to 10'
10'-1" to 12'
12'-1" to 14'
14'-1" to 16'
16'-1" to 18'
Connection Details
On-center Spacing of Fasteners
								  (in.)4
1/2"x 6" lag
screw with
15/32",max.,
wood structural
panel sheathing
24
125
125
125
125
86
86
1/2" diameter bolt with 15/32", max., wood
								  structural panel sheathing
24
24
24
24
24
125
125
5. Ledgers shall be flashed in accordance with applicable
					 building code requirements to prevent water from contacting the exposed wood
					 structural sheathing and floor truss.
6. Snow load shall not be assumed to act concurrently with
					 live load.
7. Ledgers must be 2x10 or 2x12 PPT or code-approved
					 decay-resistant lumber with specific gravity, G >= 0.43. Truss 2-ply 2x4 end
					 verticals and key-blocks must have a G >= 0.42.
8. Stagger lag screws and bolts as shown in Detail
					 1.
9. Requires key-blocks at 24" o.c., maximum. Attach ledger
					 to 2-ply end vertical of each truss with one (1) fastener and to each key-block
					 with one (1) fastener. Refer to Detail 1 for key-block construction and
					 installation information.
10. Requires two (2) key-blocks at 8" o.c., maximum,
					 between each truss. Attach ledger to 2-ply end vertical of each truss with one
					 (1) fastener and to each key-block with one (1) fastener. Refer to Detail 1 for
					 key-block construction and installation information.
Table 1:
Deck Ledger Connection to Ends of
					 MPCW Floor Trusses Spaced 24" o.c., Max.1,2,3 (Deck
					 Live Load = 40 psf, Deck Dead Load = 10 psf, Snow Load
<
40 psf)
Joist Span
<
to
								  6'
6'-1" to 8'
8'-1" to 10'
10'-1" to 12'
12'-1" to 14'
14'-1" to 16'
16'-1" to 18'
Connection Details
On-center Spacing of Fasteners
								  (in.)4
1/2" x 6" lag screw with 
								  15/32",max.,
								  wood structural sheathing
125
125
125
86
86
86
Use bolted connection
1/2" diameter bolt
with 
								  15/32",
								  max.,
wood structural
sheathing
24
24
24
125
125
125
125
1. Ledgers shall be flashed in accordance with
								  applicable building code requirements to prevent water from contacting the
								  exposed wood structural sheathing and floor truss.
2. Snow load shall not be assumed to act
								  concurrently with live load.
3. Ledgers must be 2x10 or 2x12 PPT or
								  code-approved decay-resistant lumber with specific gravity, G >= 0.43. Truss
								  2-ply 2x4 end verticals and key-blocks must have a G >= 0.42.
4. Stagger lag screws and bolts as shown in
								  Detail 1.
5. Requires key-blocks at 24" o.c., maximum.
								  Attach ledger to 2-ply end vertical of each truss with one (1) fastener and to
								  each key-block with one (1) fastener. Refer to Detail 1 for key-block
								  construction and installation information.
6. Requires two (2) key-blocks at 8" o.c.,
								  maximum, between each truss. Attach ledger to 2-ply end vertical of each truss
								  with one (1) fastener and to each key-block with one (1) fastener. Refer to
								  Detail 1 for key-block construction and installation information.
Table 2:
Deck Ledger Connection to Ends of
					 MPCW Floor Trusses Spaced 24" o.c., Max.1,2,3 (Deck
					 Live Load = 60 psf, Deck Dead Load = 10 psf, Snow Load
<
60 psf)
Click to
					 view image
Click to
					 view image
Detail 2:
Attachment of Deck Ledger to Floor
					 System with MPCW Trusses, When Ledger is Installed Parallel to Truss Span &
					 Spacing of Screws is Less Than the Spacing of the Verticals
Joist Span
<
6' to
								  8'
8'-1" to 10'
10'-1" to 12'
12'-1" to 14'
14'-1" to 16'
16'-1" to 18'
Connection Details
On-center Spacing of Fasteners
								  (in.)4
1/2" x 6" lag screw
with 
								  15/32",max.,
wood structural
sheathing
16
16
85
85
85
85
1/2" diameter bolt
with 
								  15/32",
								  max.,
wood structural
sheathing
32
32
16
16
16
16
1. Ledgers shall be flashed in accordance with
								  applicable building code requirements to prevent water from contacting the
								  exposed wood structural sheathing and floor truss.
2. Snow load shall not be assumed to act
								  concurrently with live load.
3. Ledgers must be 2x10 or 2x12 PPT or
								  code-approved decay-resistant lumber with specific gravity, G > 0.43. Truss
								  4x4 vertical web and key-blocks must have a G > 0.42.
4. Stagger lag screws and bolts as shown in
								  Detail 2.
5. Requires key-blocks at 16" o.c., maximum.
								  Attach ledger to each 4x4 vertical web with one (1) fastener and to each
								  key-block with one (1) fastener. Refer to Detail 2 for key-block construction
								  and installation information.
Table 3:
Deck Ledger Connection to Side of
					 MPCW Floor Ladder Frame with 4s4 Vertical Webs Spaced at 16" o.c.,
					 Max.1,2,3 (Deck Live Load = 40 psf, Deck Dead Load =
					 10 psf, Snow Load
<
40 psf)
Joist Span
< 6' to 8'
8'-1" to 10'
10'-1" to 12'
12'-1" to 14'
14'-1" to 16'
16'-1" to 18'
Connection Details
On-center Spacing of Fasteners
								  (in.)4
1/2" x 6" lag screw
with 
								  15/32",max.,
wood structural
sheathing
16
85
85
85
85
Use bolted connection
1/2" diameter bolt
with 15/32", max.,
wood structural
sheathing
32
16
16
16
85
85
1. Ledgers shall be flashed in accordance with
								  applicable building code requirements to prevent water from contacting the
								  exposed wood structural sheathing and floor truss.
2. Snow load shall not be assumed to act
								  concurrently with live load.
3. Ledgers must be 2x10 or 2x12 PPT or
								  code-approved decay-resistant lumber with specific gravity, G > 0.43. Truss
								  4x4 vertical web and key-blocks must have a G > 0.42.
4. Stagger lag screws and bolts as shown in
								  Detail 2.
5. Requires key-blocks at 16" o.c., maximum.
								  Attach ledger to each 4x4 vertical web with one (1) fastener and to each
								  key-block with one (1) fastener. Refer to Detail 2 for key-block construction
								  and installation information.
Table 4:
Deck Ledger Connection to Side of
					 MPCW Floor Ladder Frame with 4x4 Vertical Webs Spaced at 16" o.c.,
					 Max.1,2,3 (Deck Live Load = 60 psf, Deck Dead Load =
					 10 psf, Snow Load
<
60 psf)
Click to
					 view image
Detail 3: Deck Lateral Load Connection Capable of Resisting
					 the 1500 lbf Lateral Load Requirement Specified in 2009 & 2012 IRC Section
					 507
Findings:
Nailing deck ledgers to metal plate connected wood truss
					 floor systems is not sufficient. The deck ledger must be attached to the truss
					 or key-block with lag screws or bolts. Various options and connection details
					 for achieving the connection of the deck ledger to the metal plate connected
					 wood truss floor system are provided in this report, which may be referred to
					 by the building designer to achieve a code-conforming deck ledger
					 connection.
IBC Section
					 104.11 and IRC Section
					 R104.11 (IFC Section 104.9 is similar) state:
104.11 Alternative materials, design and methods of
					 construction and equipment.
The provisions of this code are not intended
					 to prevent the installation of any material or to prohibit any design or method
					 of construction not specifically prescribed by this code, provided that any
					 such alternative has been
approved.
An alternative material,
					 design or method of construction shall be
approved
where the
building official
finds that the proposed design is
					 satisfactory and complies with the intent of the provisions of this code, and
					 that the material, method or work offered is, for the purpose intended, at
					 least the equivalent of that prescribed in this code.
...
Where the
					 alternative material, design or method of construction is not
approved,
the
building official
shall respond in writing,
					 stating the reasons the alternative was not
approved
.1
This research report is subject to periodic review and
					 revision. For the most recent version of this report, visit sbcindustry.com .
					 For information on the current status of this report, contact SBCA.
References and Substantiating Data:
Anderson, C.A., Woeste, F.E. and Loferski, J.R. 2003;
Manual for the Inspection of Residential Wood Decks and Balconies;
Forest Products Society, 2801 Marshall Ct., Madison, WI 53705.
ANSI/AWC NDS-2012,
ASD/LRFD NDS® National
					 Design Specification for Wood Construction.
2012; American Wood
					 Council, 222 Catoctin Circle, SE, Suite 201, Leesburg, VA 20175.
Carradine, D.M., Bender, D., Loferski, J.R. and Woeste,
					 F.E. 2005; Residential Deck Ledger Design;
Building Safety Journal,
December, 2005: (4-7).
Carradine, D.M., Bender, D., Loferski, J.R. and Woeste,
					 F.E. 2006; Residential Deck Ledger Connection Testing and Design;
Structure Magazine,
May, 2008: (53-56).
Design for Code Acceptance, DCA 6, Prescriptive Residential
					 Wood Deck Construction Guide; 2009; American Wood Council, 222 Catoctin Circle,
					 SE, Suite 201, Leesburg, VA 20175.
Loferski, J.R., Woeste, F.E., Caudill, R., Platt, T and
					 Smith, Q. 2004; Load-
Tested Deck Ledger Connections
;
Journal of Light Construction.
22(6):71-78.
Woeste, F.E. 2008; Safe and Durable Coastal Decks;
Coastal Contractor,
March/April, 2008:
					 (1-7).