Chapter 15.03 — RESIDENTIAL CODE

(a)

The City Council of the City of Whittier hereby adopts the California Residential Code specified in Chapter 15.01.010 as Chapter 15.03.010 of Title 15 of this Code, except such portions as are deleted, modified, or amended as set forth in this chapter. Said Code is adopted and incorporated as if fully set forth herein.

(b)

The purpose of this Code is to prescribe regulations for the protection of the public health and safety and to establish minimum regulations for the erection, installation, alteration, repair, relocation, replacement, maintenance of one-and- two family dwelling units not exceeding three stories in height and separate means of egress.

(Ord. No. 3143, § 5, 12-13-22)

State Law reference— Adoption by reference, Government Code § 50022.1 et seq.

The text within Chapter 1 is deleted and replaced with the following:

Chapter 1 Administrative Provisions

Section 101. For administrative provisions for this Code, see Sec. 15.01.040.

Residential Code Amendments ( 15.03)

Section R301.1.3.2 amended to read as follows:

R301.1.3.2 Wood frame structures greater than two-stories. The building official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of wood frame construction more than two stories and basement in height located in Seismic Design Category A, B or C. Notwithstanding other sections of law; the law establishing these provisions is found in Business and Professions Code Section 5537 and 6737.1.

The building official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of wood frame construction more than one story in height or with a basement located in Seismic Design Category D 0 , D 1, D 2 or E.

(Ord. No. 3143, § 5, 12-13-22)

Table R301.2(1) amended to read as follows:

TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA

GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE WINTER ICE BARRIER FLOOD AIR MEAN SNOW DESIGN FROM DESIGN UNDERLAYMENT HAZARDS FREEZING ANNUAL LOAD CATE- TEMP e RE- g INDEX i TEMP j Speed Topographic Weathering Frost Termite d effects GORY f a line c QUIRED h (mph) Depth b

Zero 85 No D 2 or E Negligible 12- Very 43 No See 0 60 24" Heavy Exhibit B

For SI: 1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s.

a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index (i.e., "negligible," "moderate" or "severe") for concrete as determined from the Weathering Probability Map [Figure R301.2(3)]. The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652.

b. The frost line depth may require deeper footings than indicated in Figure R403.1(1). The jurisdiction shall fill in the frost line depth column with the minimum depth of footing below finish grade.

c. The jurisdiction shall fill in this part of the table to indicate the need for protection depending on whether there has been a history of local subterranean termite damage.

d. The jurisdiction shall fill in this part of the table with the wind speed from the basic wind speed map [Figure R30l.2(4)].Wind exposure category shall be determined on a site-specific basis in accordance with Section R301.2.1.4.

e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2-percent values for winter from Appendix D of the California Plumbing Code. Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local weather experience as determined by the building official.

f. The jurisdiction shall fill in this part of the table with the seismic design category determined from Section R301.2.2.1.

g. The jurisdiction shall fill in this part of the table with (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and (c) the panel numbers and dates of all currently effective FIRMs and FBFMs or other flood hazard map adopted by the authority having jurisdiction, as amended.

h. In accordance with Sections R905.2.7.1, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1 and R905.8.3.1, where there has been a history of local damage from the effects of ice damming, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall fill in this part of the table with "NO."

i. The jurisdiction shall fill in this part of the table with the 100-year return period air freezing index (BF-days) from Figure R403.3(2) or from the l00-year (99%) value on the National Climatic Data Center data table "Air Freezing Index- USA Method (Base 32°)" at www.ncdc.noaa.gov/fpsf.htrnl.

j. The jurisdiction shall fill in this part of the table with the mean annual temperature from the National Climatic Data Center data table "Air Freezing Index-USA Method (Base 32°F)" at www.ncdc.noaa.gov/fpsf.html.

k. In accordance with Section R301.2.1.5, where there is local historical data documenting structural damage to buildings due to topographic wind speed-up effects, the jurisdiction shall fill in this part of the table with "YES." Otherwise, the jurisdiction shall indicate "NO" in this part of the table.

(Ord. No. 3143, § 5, 12-13-22)

Section R301.1.5 added to Chapter 3 to read as follows:

R301.1.5 Seismic design provisions for buildings constructed on or into slopes steeper than one unit vertical in three units horizontal (33.3 percent slope). The design and construction of new buildings and additions to existing buildings when constructed on or into slopes steeper than one unit vertical in three units horizontal (33.3 percent slope) shall comply with Section 1613.9 of the Building Code.

(Ord. No. 3143, § 5, 12-13-22)

Items 1, 3 and 5 of Section R301.2.2.2.6 amended to read as follows:

Where exterior shear wall lines or braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required.

When the end of a braced wall panel occurs over an opening in the wall below.

Where portions of a floor level are vertically offset.

(Ord. No. 3143, § 5, 12-13-22)

Section R301.9 is added to read as follows:

R301.9 Anchorage of Mechanical, Electrical, or Plumbing Components and Equipment. Mechanical, electrical, or plumbing components and equipment shall be anchored to the structure. Anchorage of the components and equipment shall be designed to resist loads in accordance with the California Building Code and ASCE 7, except where the component is positively attached to the structure and flexible connections are provided between the component and associated ductwork, piping, and conduit; and either

The component weighs 400 lb (1,780 N) or less and has a center of mass located 4 ft (1.22 m) or less above the supporting structure: or

The component weighs 20 lb (89N) or less or, in the case of a distributed system, 5 lb/ft (73 N/rn) or less.

(Ord. No. 3143, § 5, 12-13-22)

Section R401.1 amended to read as follows:

R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for buildings. In addition to the provisions of this chapter, the design and construction of foundations in flood hazard areas as established by Table R301.2(1) shall meet the provisions of Section R322. Wood foundations shall be designed and installed in accordance with AWC PWF.

Exception: The provisions of this chapter shall be permitted to be used for wood foundations only in the following situations:

In buildings that have no more than two floors and a roof.

When interior basement and foundation walls are constructed at intervals not exceeding 50 feet (15,240 mm).

Wood foundations in Seismic Design Category D o , D 1 or D 2 shall not be permitted.

Exception: In non-occupied, single-story, detached storage sheds and similar uses other than carport or garage, provided the gross floor area does not exceed 200 square feet, the plate height does not exceed 12 feet in height above the grade plane at any point, and the maximum roof projection does not exceed 24 inches.

(Ord. No. 3143, § 5, 12-13-22)

Sections R403.1.2, R403.1.3.6 and R403.1.5 are amended to read as follows:

R403.1.2 Continuous footing in Seismic Design Categories D 0 , D 1 and D 2 . Exterior walls of buildings located in Seismic Design Categories D 0 , D 1 and D 2 shall be supported by continuous solid or fully grouted masonry or concrete footings.

All required interior braced wall panels in buildings located in Seismic Design Categories D 0 , D 1 and D 2 shall be supported on continuous foundations.

R403.1.3.6 Isolated concrete footings. In detached one- and two-family dwellings located in Seismic Design Category A, B, or C that are three stories or less in height and constructed with stud bearing walls, isolated plain concrete footings supporting columns or pedestals are permitted.

R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to

change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will exceed one unit vertical in 10 units horizontal (10-percent slope).

For structures located in Seismic Design Categories D 0 , D 1 and D 2 , stepped footings shall be reinforced with four No. 4 rebar. Two bars shall be place at the top and bottom of the footings as shown in Figure R403.1.5.

FIGURE R403.1.5 STEPPED FOOTING

(Ord. No. 3143, § 5, 12-13-22)

Section R404.2 amended to read as follows:

R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the details shown in Figures R403.1(2) and R403.1(3). Wood foundation walls shall not be used for structures located in Seismic Design Category D 0 , D 1 and D 2 .

(Ord. No. 3143, § 5, 12-13-22)

Section R501.1 amended to read as follows:

R501.1 Application. The provisions of this chapter shall control the design and construction of the floors for buildings, including the floors of attic spaces used to house mechanical or plumbing fixtures and equipment. Mechanical or plumbing fixtures and equipment shall be attached (or anchored) to the structure in accordance with Section R301.9.

(Ord. No. 3143, § 5, 12-13-22)

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Section R503.2.4 added to Chapter 5 to read as follows:

R503.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1.2 m) shall be constructed in accordance with Figure R503.2.4.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm

a.

Blockings shall be provided beyond headers.

b.

Metal ties not less than 0 58 inches (1.47 mm (16 galvanized gage) by 1.5 inches (38 mm) wide with eight 16d common nails on each side of the header-joist intersection. The metal ties shall have a minimum yield of 33,000 psi (227 MPa).

c.

Openings in diaphragms shall be further limited in accordance with Section R301.2.2.2.5.

FIGURE R503.2.4 OPENINGS IN HORIZONTAL DIAPHRAGMS

(Ord. No. 3143, § 5, 12-13-22)

Lines 35 and 36 of Table R602.3(1) amended and footnote j is add to read as follows:

j.

Use of staples in braced wall pastels shall be prohibited in Seismic Design Category D 0 , D 1 and D 2.

(Ord. No. 3143, § 5, 12-13-22)

Footnote "b" of Table R602.3(2) is amended to read as follows:

b.

Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. Use of staples in roof, floor, subfloor, and braced wall panels shall be prohibited in Seismic Design Category D 0 , D 1 and D 2 .

(Ord. No. 3143, § 5, 12-13-22)

Table R602.10.3(3) amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Table R602.10.4 amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Figure R602.10.6.1 amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Figure R602.10.6.2 amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Table R602.10.5 amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Section R602.10.2.3 amended to read as follows:

R602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a length of 16 feet (4,877 mm) or less shall have a minimum of two braced wall panels of any length or one braced wall panel equal to 48 inches (1,219 mm) or more. Braced wall lines greater than 16 feet (4,877 mm) shall have a minimum of two braced wall panels. No braced wall panel shall be less than 48 inches in length in Seismic Design Category D 0 , D 1 , or D 2 .

(Ord. No. 3143, § 5, 12-13-22)

Figure R602.10.6.4 amended to read as follows:

(Ord. No. 3143, § 5, 12-13-22)

Section R606.4.4 amended to read as follows:

R606.4.4 Parapet walls. Unreinforced solid masonry parapet walls shall not be less than 8 inches (203 mm) thick, and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) or located in Seismic Design Category D 0 , D 1 or D 2 , or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

(Ord. No. 3143, § 5, 12-13-22)

Section R606.12.2.2.3 amended to read as follows:

R606.12.2.2.3 Reinforcement requirements for masonry elements. Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(3) and in accordance with the following:

Horizontal reinforcement. Horizontal joint reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1219 mm) Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

Vertical reinforcement. Vertical reinforcement shall consist of at least one No. 4 bar spaced not more than 48 inches (1,219 mm). Vertical reinforcement shall be within 46-8 inches (406mm) of the ends of masonry walls.

(Ord. No. 3143, § 5, 12-13-22)

Exception of Section R602.3.2 and Table R602.3.2 amended to read as follows:

Exception: A—In other than Seismic Design Category D 0 . D 1 or D 2 ___a single top plate used as an alternative to a double top plate shall comply with the following:

The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2

The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).

Omission of the top plate is permitted over headers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.

(Ord. No. 3143, § 5, 12-13-22)

Section R803.2.4 added to Chapter 8 to read as follows:

R803.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms shall conform with Section R503.2.4.

(Ord. No. 3143, § 5, 12-13-22)

Section R1001.3.1 amended to read as follows:

R1001.3.1 Vertical reinforcing. For chimneys up to 40 inches (1,016 mm) wide, four No. 4 continuous vertical bars adequately anchored into the concrete foundation shall be placed between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with Section R609. Grout shall be prevented from bonding with the flue liner so that the flue liner is free to move with thermal expansion. For chimneys more than 40 inches (1,016 mm) wide, two additional No. 4 vertical bars adequately anchored into the concrete foundation shall be provided for each additional flue incorporated into the chimney or for each additional 40 inches (1,016 mm) in width or fraction thereof.

(Ord. No. 3143, § 5, 12-13-22)

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