PERMANENT RULES
Effective Date of Rule: April 1, 2008.
Purpose: To amend portions of chapter 51-51 WAC, the 2006 International Residential Code.
Citation of Existing Rules Affected by this Order: Amending WAC 51-51-0202, 51-51-0301, 51-51-0302, 51-51-0317, 51-51-0404, 51-51-0602, 51-51-0703, 51-51-1501, and 51-51-2439.
Statutory Authority for Adoption: RCW 19.27.190 and 19.27.020.
Other Authority: Chapters 19.27 and 34.05 RCW.
Adopted under notice filed as WSR 07-16-026 on July 20, 2007.
Changes Other than Editing from Proposed to Adopted Version: The amendment to Section R2439.5 was corrected to read R2439.5.3.
Number of Sections Adopted in Order to Comply with Federal Statute: New 0, Amended 0, Repealed 0; Federal Rules or Standards: New 0, Amended 0, Repealed 0; or Recently Enacted State Statutes: New 0, Amended 0, Repealed 0.
Number of Sections Adopted at Request of a Nongovernmental Entity: New 0, Amended 9, Repealed 0.
Number of Sections Adopted on the Agency's Own Initiative: New 0, Amended 0, Repealed 0.
Number of Sections Adopted in Order to Clarify, Streamline, or Reform Agency Procedures: New 0, Amended 0, Repealed 0.
Number of Sections Adopted Using Negotiated Rule Making: New 0, Amended 0, Repealed 0; Pilot Rule Making: New 0, Amended 0, Repealed 0; or Other Alternative Rule Making: New 0, Amended 9, Repealed 0.
Date Adopted: November 9, 2007.
John P. Neff
Council Chair
OTS-9884.2
AMENDATORY SECTION(Amending WSR 07-01-090, filed 12/19/06,
effective 7/1/07)
WAC 51-51-0202
Section R202 -- Definitions.
ADULT FAMILY HOME means a dwelling in which a person or persons
provide personal care, special care, room and board to more
than one but not more than six adults who are not related by
blood or marriage to the person or persons providing the
services.
BALCONY, EXTERIOR. Definition is not adopted.
CHILD DAY CARE, shall, for the purposes of these regulations,
mean the care of children during any period of a 24 hour day.
CHILD DAY CARE HOME, FAMILY is a child day care facility, licensed
by the state, located in the dwelling of the person or persons
under whose direct care and supervision the child is placed,
for the care of twelve or fewer children, including children
who reside at the home.
DECK. Definition is not adopted.
DWELLING UNIT. A single unit providing complete independent
living facilities for one or more persons, including permanent
provisions for living, sleeping, eating, cooking and
sanitation. Dwelling units may also include the following
uses:
1. Adult family homes, foster family care homes and family day care homes licensed by the Washington state department of social and health services.
2. Offices, mercantile, food preparation for off-site consumption, personal care salons or similar uses which are conducted primarily by the occupants of the dwelling unit and are secondary to the use of the unit for dwelling purposes, and which do not exceed 500 square feet (46.4m2).
SMALL BUSINESS. Any business entity (including a sole
proprietorship, corporation, partnership or other legal
entity) which is owned and operated independently from all
other businesses, which has the purpose of making a profit,
and which has fifty or fewer employees, or which has a million
dollars or less per year in gross sales, of window products.
UNUSUALLY TIGHT CONSTRUCTION. Construction meeting the following
requirements:
1. Walls exposed to the outside atmosphere having a continuous water vapor retarder with a rating of 1 perm (57 ng/s·m˛·Pa) or less with openings gasketed or sealed;
2. Openable windows and doors meeting the air leakage requirements of the International Energy Conservation Code, Section 502.1.4; and
3. Caulking or sealants are applied to areas such as joints around window and door frames, between sole plates and floors, between wall-ceiling joints, between wall panels, at penetrations for plumbing, electrical and gas lines, and at other openings; or
4. Buildings built in compliance with the 1986 or later editions of the Washington State Energy Code chapter 51-11 WAC, Northwest Energy Code, or Super Good Cents weatherization standards or equivalent.
[Statutory Authority: RCW 19.27.074, 19.27.020, and chapters 19.27 and 34.05 RCW. 07-01-090, § 51-51-0202, filed 12/19/06, effective 7/1/07. Statutory Authority: RCW 19.27.031 and 19.27.074. 04-01-109, § 51-51-0202, filed 12/17/03, effective 7/1/04.]
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
(in pounds per square foot)
| USE | LIVE LOAD |
| Attics with limited storageb,g,h | 20 |
| Attics without storageb | 10 |
| Deckse and exterior balconies | 40 |
| Fire escapes | 40 |
| Guardrails and handrailsd | 200i |
| Guardrails in-fill componentsf | 50i |
| Passenger vehicle garagesa | 50a |
| Rooms other than sleeping rooms | 40 |
| Sleeping rooms | 30 |
| Stairs | 40c |
| a.Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area. | |
| b.Attics without storage are those where the maximum clear height between joist and rafter is less than 42 inches, or where there are not two or more adjacent trusses with the same web configuration capable of containing a rectangle 42 inches high by 2 feet wide, or greater, located within the plane of the truss. For attics without storage, this live load need not be assumed to act concurrently with any other live load requirements. | |
| c.Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces the greater stresses. | |
| d.A single concentrated load applied in any direction at any point along the top. | |
| e.See Section R502.2.1 for decks attached to exterior walls. | |
| f.Guard in-fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. | |
| g.For attics with limited storage and constructed with trusses, this live load needs to be applied only to those portions of the bottom chord where there are two or more adjacent trusses with the same web configuration capable of containing a rectangle 42 inches high or greater by 2 feet wide or greater, located within the plane of the truss. The rectangle shall fit between the top of the bottom chord and the bottom of any other truss member, provided that each of the following criteria is met: | |
| 1.The attic area is accessible by a pull-down stairway or framed opening in accordance with Section R807.1; and | |
| 2.The truss has a bottom chord pitch less than 2:12. | |
| h.Attic spaces served by a fixed stair shall be designed to support the minimum live load specified for sleeping rooms. | |
| i.Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4. The safety factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the in-fill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load. |
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R302.1 Exterior walls. Exterior walls with a fire separation
distance less than 3 feet (914 mm) shall have not less than a
one-hour fire-resistive rating with exposure from both sides.
Projections shall not extend to a point closer than 2 feet
(610 mm) from the line used to determine the fire separation
distance.
| EXCEPTION: | Detached garages accessory to a dwelling located within 2 feet of a lot line may have roof eave projections not exceeding 4 inches. |
| EXCEPTION: | Tool and storage sheds, playhouses and similar structures exempted from permits by Section R105.2 are not required to provide wall protection based on location on the lot. Projections beyond the wall shall not extend over the lot line. |
| EXCEPTION: | 1. Openings shall be permitted in walls that are perpendicular to the line used to determine the fire separation distance. |
| 2. Foundation vents installed in compliance with this code are permitted. |
| EXCEPTION: | Penetrations shall be permitted in walls that are perpendicular to the line used to determine the fire separation distance. |
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R317.2 Townhouses. Each townhouse shall be considered a
separate building and shall be separated by
fire-resistance-rated wall assemblies meeting the requirements
of Section R302 for exterior walls.
| EXCEPTION: | A common 2-hour fire-resistance-rated wall is permitted for townhouses if such walls do not contain plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. Penetrations of electrical outlet boxes shall be in accordance with Section R317.3. |
Where a story extends beyond the exterior wall of a story below:
1. The fire-resistance-rated wall or assembly shall extend to the outside edge of the upper story; or
2. The underside of the exposed floor-ceiling assembly shall be protected as required for projections in Section R302.
R317.2.4 Structural independence. Each individual townhouse
shall be structurally independent.
| EXCEPTIONS: | 1. Foundation supporting exterior walls or common walls. |
| 2. Structural roof and wall sheathing from each unit may be fastened to the common wall framing. | |
| 3. Nonstructural wall coverings. | |
| 4. Flashing at termination of roof covering over common wall. | |
| 5. Townhouses separated by a common 2-hour fire-resistive rated wall as provided in Section R317.2. | |
| 6. Floor sheathing may fasten to the floor framing of both units. |
[Statutory Authority: RCW 19.27.074, 19.27.020, and chapters 19.27 and 34.05 RCW. 07-01-090, § 51-51-0317, filed 12/19/06, effective 7/1/07.]
R404.1 Concrete and masonry foundation walls. Concrete and
masonry foundation walls shall be selected and constructed in
accordance with the provisions of Section R404 or in
accordance with ACI 318, ACI 332, NCMA TR68-A or ACI 530/ASCE
5/TMS 402 or other approved structural standards. When ACI
318, ACI 332 or ACI 530/ASCE 5/TMS 402 or the provisions of
Section R404 are used to design concrete or masonry foundation
walls, project drawings, typical details and specifications
are not required to bear the seal of the architect or engineer
responsible for the design, unless otherwise required by the
state law of the jurisdiction having authority.
((Foundation walls that meet all of the following shall
be considered laterally supported:
1. Full basement floor shall be 3.5 inches (89 mm) thick concrete slab poured tight against the bottom of the foundation wall.
2. Floor joists and blocking shall be connected to the sill plate at the top of the wall by the prescriptive method called out in Table R404.1(1), or; shall be connected with an approved connector with listed capacity meeting Table 404.1(1).
3. Bolt spacing for the sill plate shall be no greater than per Table R404.1(2).
4. Floor shall be blocked perpendicular to the floor joists. Blocking shall be full depth within two joist spaces of the foundation wall, and be flat-blocked with minimum 2-inch by 4-inch (51 mm by 102 mm) blocking elsewhere.
5. Where foundation walls support unbalanced load on opposite sides of the building, such as a daylight basement, the building aspect ratio, L/W, shall not exceed the value specified in Table R404.1(3). For such foundation walls, the rim board shall be attached to the sill with a 20 gage metal angle clip at 24 inches (610 mm) on center, with five 8d nails per leg, or an approved connector supplying 230 pounds per linear foot (3.36 kN/m) capacity.
Tables R404.1(1), R404.1(2), and R404.1(3) are not adopted.
10-INCH MASONRY FOUNDATION WALLS WITH REINFORCING
WHERE d > 6.75 INCHESa
[Statutory Authority: RCW 19.27.074, 19.27.020, and chapters 19.27 and 34.05 RCW. 07-01-090, § 51-51-0404, filed 12/19/06, effective 7/1/07.]
R602.3 Design and construction. Exterior walls of wood
light-framed construction shall be designed and constructed in
accordance with the provisions of this chapter and Figures
R602.3(1) and R602.3(2) or in accordance with AF&PA's NDS.
Components of exterior walls shall be fastened in accordance
with Table R602.3(1) through R602.3(4). Exterior walls
covered with foam plastic sheathing shall be braced in
accordance with Section R602.10. Structural sheathing shall
be fastened directly to structural framing members.
R602.3.4 Bottom (sole) plate. Studs shall have full bearing
on a 2-inch nominal (38 mm) or larger plate or sill having a
width at least equal to the width of the studs.
R602.9 Foundation cripple walls. Foundation cripple walls
shall be framed of studs not smaller than the studding above.
When exceeding 4 feet (1219 mm) in height, such walls shall be
framed of studs having the size required for an additional
story.
Cripple walls supporting exterior walls or interior braced wall panels as required in Section R403.1.2 and R403.1.2.1 with a stud height less than 14 inches (356 mm) shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls supporting exterior walls or interior braced wall panels as required in Section R403.1.2 and R403.1.2.1 shall be supported on foundations.
R602.10 Wall bracing. All exterior walls shall be braced in
accordance with this section. In addition, interior braced
wall lines shall be provided in accordance with Section
602.10.1.1. For buildings in Seismic Design Categories D0, D1
and D2, walls shall be constructed in accordance with the
additional requirements of Sections R602.10.11 through
R602.11.3.
R602.10.2 Cripple wall bracing.
R602.10.2.1 Seismic Design Categories Other than D2. In
Seismic Design Categories other than D2, cripple walls
supporting exterior walls or interior braced wall panels as
required in Section R403.1.2 and R403.1.2.1 shall be braced
with an amount and type of bracing as required for the wall
above in accordance with Table R602.10.1 with the following
modifications for cripple wall bracing:
1. The percent bracing amount as determined from Table R602.10.1 shall be increased by 15 percent; and
2. The wall panel spacing shall be decreased to 18 feet (5486 mm) instead of 25 feet (7620 mm).
R602.10.2.2 Seismic Design Category D2. In Seismic Design
Category D2, cripple walls supporting exterior walls or
interior braced wall panels as required in Section R403.1.2
and R403.1.2.1 shall be braced in accordance with Table
R602.10.1.
R602.10.2.3 Redesignation of cripple walls. In any Seismic
Design Category, cripple walls are permitted to be
redesignated as the first story walls for purposes of
determining wall bracing requirements. If the cripple walls
are redesignated, the stories above the redesignated story
shall be counted as the second and third stories,
respectively.
R602.10.5 Continuous wood structural panel sheathing. When
continuous wood structural panel sheathing is provided in
accordance with Method 3 of Section R602.10.3 on all
sheathable areas of all exterior walls including areas above
and below openings, braced wall panel lengths are not required
to be in accordance with Section R602.10.4 provided they are
in accordance with Table R602.10.5. Wood structural panel
sheathing shall be installed at corners in accordance with
Figure R602.10.5. The bracing percentages in Table R602.10.1
for Method 3 shall be permitted to be multiplied by a factor
of 0.9 for exterior walls with a maximum opening height that
does not exceed 85 percent of the wall height or a factor of
0.8 for exterior walls with a maximum opening height that does
not exceed 67 percent of the wall height.
LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALLa,b,c
a. Linear interpolation shall be permitted.
b. Full-height sheathed wall segments on either side of garage openings that support roofs of light-framed construction only, with roof covering dead loads of 3 psf or less shall be permitted to have a 4:1 height-to-width ratio.
c. Walls on either or both sides of openings in garages attached to fully sheathed dwellings shall be permitted to be built in accordance with Section R602.10.6.2 and Figure R602.10.6.2 except that a single sill plate shall be permitted and two anchor bolts shall be placed at 1/3 points. In addition, tie-down devices shall not be required and the vertical wall segment shall have a maximum 6:1 height-to-width ratio (with height being measured from top of header to the bottom of the sill plate). This option shall be permitted for the first story of two-story applications in Seismic Design Categories A through C.
R602.10.6 Alternate braced wall panel construction methods.
Alternate braced wall panels shall be constructed in
accordance with Sections R602.10.6.1 and R602.10.6.2.
R602.10.6.1 Alternate braced wall panels. Alternate braced
wall panels constructed in accordance with one of the
following provisions shall be permitted to replace each 4 feet
(1219 mm) of braced wall panel as required by Section
R602.10.4. The maximum height and minimum width of each panel
shall be in accordance with Table R602.10.6.
1. In one-story buildings, each panel shall be sheathed on one face with 3/8-inch-minimum-thickness (9.5 mm) wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table R602.3(1) and blocked at all wood structural panel sheathing edges. Two anchor bolts installed in accordance with Figure R403.1(1) shall be provided in each panel. Anchor bolts shall be placed in from each end of the panel a horizontal distance of one-fourth the panel width. Each panel end stud shall have a tie-down device fastened to the foundation, capable of providing an uplift capacity in accordance with Table R602.10.6. The tie-down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. When the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
2. In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the following:
2.1 The wood structural panel sheathing shall be provided on both faces;
2.2 Sheathing edge nailing spacing shall not exceed 4 inches on center; and
2.3 Anchor bolts shall be placed at the center of the panel width and in from each end of the panel a horizontal distance of one-fifth the panel width (three total).
R602.10.7 Panel joints. All vertical joints of panel
sheathing shall occur over, and be fastened to, common studs.
Horizontal joints in braced wall panels shall occur over, and
be fastened to, common blocking of a minimum 2 inches in
nominal thickness.
| EXCEPTION: | Blocking is not required behind horizontal joints in Seismic Design Categories A and B and detached dwellings in Seismic Design Category C when constructed in accordance with Section R602.10.3, braced-wall-panel construction Method 3 and Table R602.10.1, Method 3, or where permitted by the manufacturer's installation requirements for the specific sheathing material. |
R602.10.9 Interior braced wall support. This section is not
adopted. See Section R403.1.2.
R602.10.10 Design of structural elements. Where a building,
or portion thereof, does not comply with one or more of the
bracing requirements in Sections R602.10 through R602.10.9,
those portions shall be designed and constructed in accordance
with accepted engineering practice.
R602.10.11 Bracing in Seismic Design Categories D0, D1 and D2.
Structures located in Seismic Design Categories D0, D1 and D2
shall have exterior and interior braced wall lines.
R602.10.11.1 Braced wall line spacing. Spacing between braced
wall lines in each story shall not exceed 25 feet (7620 mm) on
center in both the longitudinal and transverse directions.
| EXCEPTION: | In one- and two-story buildings two adjacent braced wall lines shall not exceed 35 feet (10,363 mm) on center in order to accommodate an area not exceeding 900 square feet (84 m2) in each dwelling unit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). |
| EXCEPTION: | For braced wall panel construction Method 3 of Section R602.10.3, the braced wall panel shall be permitted to begin no more than 8 feet (2438 mm) from each end of the braced wall line provided one of the following is satisfied: |
| 1. A minimum 24-inch-wide (610 mm) panel is applied to each side of the building corner and the two 24-inch-wide (610 mm) panels at the corner shall be attached to framing in accordance with Figure R602.10.5; or | |
| 2. The end of each braced wall panel closest to the corner shall have a tie-down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below. The tie-down device shall be capable of providing an uplift allowable design value of at least 1,800 pounds (8 kN). The tie-down device shall be installed in accordance with the manufacturer's recommendations. |
R602.10.11.4 Cripple wall bracing. In addition to the
requirements of Section R602.10.2, where interior braced wall
panels occur without a foundation below, the length of
parallel exterior cripple wall bracing shall be one and
one-half times the length required by Table R602.10.1. Where
cripple walls braced using Method 3 of Section R602.10.3
cannot provide this additional length, the capacity of the
sheathing shall be increased by reducing the spacing of
fasteners along the perimeter of each piece of sheathing to 4
inches (102 mm) on center.
R602.10.11.5 Sheathing attachment. Adhesive attachment of
wall sheathing shall not be permitted in Seismic Design
Categories C, D0, D1 and D2.
R602.11 Framing and connections for Seismic Design Categories
D0, D1 and D2. The framing and connection details of buildings
located in Seismic Design Categories D0, D1 and D2 shall be in
accordance with Sections R602.11.1 through R602.11.3.
R602.11.1 Wall anchorage. Braced wall line sill plates shall
be anchored to concrete or masonry foundations in accordance
with Sections R403.1.6 and R602.11. For all buildings in
Seismic Design Categories D0, D1 and D2 and townhouses in
Seismic Design Category C, plate washers, a minimum of 0.229
inch by 3 inches by 3 inches (5.8 mm by 76 mm by 76 mm) in
size, shall be installed between the foundation sill plate and
the nut. The hole in the plate washer is permitted to be
diagonally slotted with a width of up to 3/16 inch (5 mm)
larger than the bolt diameter and a slot length not to exceed
1-3/4 inches (44 mm), provided a standard cut washer is placed
between the plate washer and the nut.
R602.11.2 Interior braced wall panel connections. Interior
braced wall panels shall be fastened to floor and roof framing
in accordance with Table R602.3(1), to required foundations in
accordance with Section R602.11.1, and in accordance with the
following requirements:
1. Floor joists parallel to the top plate shall be toe-nailed to the top plate with at least 8d nails spaced a maximum of 6 inches (152 mm) on center.
2. Top plate laps shall be face-nailed with at least eight 16d nails on each side of the splice.
R602.11.3 Stepped foundations. Where stepped foundations
occur, the following requirements apply:
1. Where the height of a required braced wall panel that extends from foundation to floor above varies more than 4 feet (1220 mm), the braced wall panel shall be constructed in accordance with Figure R602.11.3.
2. Where the lowest floor framing rests directly on a sill bolted to a foundation not less than 8 feet (2440 mm) in length along a line of bracing, the line shall be considered as braced. The double plate of the cripple stud wall beyond the segment of footing that extends to the lowest framed floor shall be spliced by extending the upper top plate a minimum of 4 feet (1219 mm) along the foundation. Anchor bolts shall be located a maximum of 1 foot and 3 feet (305 and 914 mm) from each end of the plate section at the step in the foundation.
3. Where cripple walls occur between the top of the foundation and the lowest floor framing, the bracing requirements for a story shall apply.
4. Where only the bottom of the foundation is stepped and the lowest floor framing rests directly on a sill bolted to the foundations, the requirements of Section R602.11.1 shall apply.
[Statutory Authority: RCW 19.27.074, 19.27.020, and chapters 19.27 and 34.05 RCW. 07-01-090, § 51-51-0602, filed 12/19/06, effective 7/1/07.]
R703.1 General. Exterior walls shall provide the building
with a weather-resistant exterior wall envelope. The exterior
wall envelope shall include flashing as described in Section
R703.8. The exterior wall envelope shall be designed and
constructed in a manner that prevents the accumulation of
water within the wall assembly by providing a water-resistant
barrier behind the exterior veneer as required by Section
R703.2 and a means of draining water that enters the assembly
to the exterior.
| EXCEPTIONS: | 1. A weather-resistant exterior wall envelope shall not be required over concrete or masonry walls designed in accordance with Chapter 6 and flashed according to Section R703.7 or R703.8. |
| 2. Compliance with the requirements for a means of drainage, and the requirements of Section R703.2 and R703.8, shall not be required for an exterior wall envelope that has been demonstrated to resist wind-driven rain through testing of the exterior wall envelope, including joints, penetrations and intersections with dissimilar materials, in accordance with ASTM E 331 under the following conditions: | |
| 2.1. Exterior wall envelope test assemblies shall include at least one opening, one control joint, one wall/eave interface and one wall sill. All tested openings and penetrations shall be representative of the intended end-use configuration. | |
| 2.2. Exterior wall envelope test assemblies shall be at least 4 feet (1219 mm) by 8 feet (2438 mm) in size. | |
| 2.3. Exterior wall assemblies shall be tested at a minimum differential pressure of 6.24 pounds per square foot (299Pa). | |
| 2.4. Exterior wall envelope assemblies shall be subjected to a minimum test exposure duration of 2 hours. | |
| The exterior wall envelope design shall be considered to resist wind-driven rain where the results of testing indicate that water did not penetrate: Control joints in the exterior wall envelope; joints at the perimeter of opening penetration; or intersections of terminations with dissimilar materials. | |
| 3. The requirement for a means of drainage shall not be construed to mean an air space cavity under the exterior cladding for an exterior wall clad with panel siding made of plywood, engineered wood, hardboard, or fiber cement. A water-resistive barrier as required by Section R703.2 and Table R703.4 will be required on exterior walls. |
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M1501 Outdoor discharge. The air removed by every mechanical
exhaust system shall be discharged to the outdoors. Air shall
not be exhausted into an attic, soffit, ridge vent or crawl
space.
| EXCEPTION: | Whole-house cooling attic fans that discharge into the attic space of dwelling units having private attics shall be permitted. |
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G2439.5.3 Protection required. Plates or clips shall be
placed where nails or screws from finish or other work are
likely to penetrate the clothes dryer exhaust duct. Plates or
clips shall be placed on the finished face of all framing
members where there is less than 1 1/4 inches (32 mm) between
the duct and the finished face of the framing material. The
plate or clip shall be steel not less than 1/16 inch (1.59 mm)
in thickness and of sufficient width to protect the duct.
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