§ 14.90.070. Inspection requirements.

The building official shall require only one section for small residential rooftop solar energy systems eligible for expedited review as provided by this chapter. Such inspection shall be performed in a timely manner. If the small rooftop solar energy system fails the single inspection, subsequent inspections shall be authorized.

(Ord. No. 7267, § 2, 10-5-2015)

TITLE 14 FOOTNOTES

1.

For statutory provisions authorizing cities to adopt codes by reference, see Gov. Code § 50022.1 et seq.; for the state law adopting building codes and other codes to apply as housing construction regulations throughout the state, see Health & Saf. Code § 17922.

1A.

Prior ordinance history: Ords. 5471, 5550, 5568 and 6301.

3.

For statutory provisions requiring municipal health officers to prevent spread of contagious diseases, see Health & Saf. Code § 3110 et seq.

APPENDIX A

TABLE 15-D-1-ROOFING TILE APPLICATION FOR ALL TILES

	ROOF SLOPE 2 ½ UNITS VERTICAL IN 12 UNITS HORIZONTAL (21% SLOPE) TO LESS THAN 3 UNITS VERTICAL IN 12 UNITS HORIZONTAL (25% SLOPE)	ROOF SLOPE 3 UNITS VERTICAL IN 12 UNITS HORIZONTAL (25% SLOPE) AND OVER
1. Deck Requirements	Solid sheathing per Sections 2312.2 and 2320.12.9	Solid sheathing per Sections 2312.2 and 2320.12.9
2. UNDERLAYMENT
In climate areas subject to wind-driven snow, roof ice damming or special wind regions as shown in Chapter 16, Figure 16-1.	Built-up roofing membrane, three piles minimum, applied per Section 1507.6. Surfacing not required.	Same as for other climate areas, except that extending from the eaves up the roof to a line 24 inches (610 mm) inside the exterior wall line of the building, two layers of underlayment shall be applied shingle fashion and solidly cemented together with an approved cementing material.
Other climate areas	Built-up roofing membrane, three piles minimum, applied per Section 1507.6. Surfacing not required.
3. Attachment
Type of fasteners	Hot dipped galvanized ring shank or other approved corrosion-resistant nails not less than No. 11 gage, 5/16 inch (7.9 mm) head. Fasteners shall comply with the requirements of Chapter 23, Division III, Part III. Fasteners shall be long enough to penetrate into the sheathing ¾ inch (19 mm) or through the thickness of the sheathing, whichever is less. Attaching wire for clay or concrete tile shall not be smaller than 0.083 inch (2.11 mm) (No. 14 B.W. gage) and be of copper, brass or stainless steel.	Hot dipped galvanized ring shank or other approved corrosion-resistant nails not less than No. 11 gage, 5/16 inch (7.9 mm) head. Fasteners shall comply with the requirements of Chapter 23, Division III, Part III. Fasteners shall be long enough to penetrate into the sheathing ¾ inch (19 mm) or through the thickness of the sheathing, whichever is less. Attaching wire for clay or concrete tile shall not be smaller than 0.083 inch (2.11 mm) (No. 14 B.W. gage) and be of copper, brass or stainless steel.
Number of fasteners 2,3	Two fasteners per tile.	Two fasteners per tile
4. Tile headlap	3 inches (76 mm) minimum.	3 inches (76 mm) minimum.
5. Flashing	Per Sections 1508.4 and 1509.	Per Sections 1508.4 and 1509.

 

1 In snow areas, a minimum of two fasteners per tile are required.

2 In areas designated by the building official as being subject to repeated wind velocities in excess of 80 miles per hour (129 km/h) or where the roof height exceeds 40 feet (12 192 mm) above grade, all tiles shall be attached as follows:

2.1 The heads of all tiles shall be nailed.

2.2 The noses of all eave course tiles shall be fastened with approved clips.

2.3 All rake tiles shall be nailed with two nails.

2.4 The noses of all ridge, hip and rake tiles shall be set in a bead of approved roofer's mastic.

3 In snow areas, a minimum of two fasteners per tile are required, or battens and one fastener.

4 On slopes over 24 units vertical in 12 units horizontal (200% slope), the nose end of all tiles shall be securely fastened.

5 Underlayment shall comply with ASTM D 226-97.

APPENDIX B

TABLE 15-D-2

CLAY OR CONCRETE ROOFING TILE APPLICATION
INTERLOCKING TILE WITH PROJECTING ANCHOR LUGS—
MINIMUM ROOF SLOPE 4 UNITS VERTICAL
IN 12 UNITS HORIZONTAL (33.3% SLOPE)

ROOF SLOPE	4 UNITS VERTICAL IN 12 UNITS HORIZONTAL (33.3% SLOPE) AND OVER
1. Deck requirements	Per Table 15-D-1
2. Underlayment
In climate areas subject to wind-driven snow, roof, ice or special wind regions as shown in Chapter 16, Figure 16-1.	Solid sheathing one layer of Type 30 felt lapped 3 inches (76 mm) horizontally and 6 inches (152 mm) vertically, except that extending from the eaves up the roof to line 24 inches (610 mm) inside the exterior wall line of the building, two layers of the underlayent shall be applied shingle fashion and solid cement together with approved cementing material.
Other climates	For solid sheathing, one layer of Type 30 felt lapped 3 (76 mm) horizontally and 6 inches (152 mm) vertically.
3. Attachment
Type of fasteners	Hot dipped galvanized ring shank or other approved corrosion resistant nails not less than No. 11 gage, 5/16 inch (7.9 mm) head. Fasteners shall comply with the requirements of Chapter 23, Division III, Part III. Fasteners shall be long enough to penetrate through the battens and into sheathing ¾ inch (19 mm) or through the thickness of the sheathing, whichever is less. Attaching wire for clay or concrete tile shall not be smaller than 0.083 inch (2.11 mm) (No. 14 B.W. gage). Horizontal battens are required on solid sheathing for slopes 7 units vertical in 12 units horizontal (58.3% slope) and over. Horizontal battens are required for slopes over 7 units vertical in 12 units horizontal (58.3% slope).
No. of fasteners	One fastener per tile.
4. Tile headlap	3-inch (76 mm) minimum
5. Flashing	Per Sections 1508.4 and 1509.

 

1 In areas designated by the building official as being subject to repeated wind velocities in excess of 80 miles per hour (129 km/h) or where the roof height exceeds 40 feet (12 192 mm) above grade, all tiles shall be attached as set forth below:

1.1 The heads of all tiles shall be nailed.

1.2 The noses of all eave course tiles shall be fastened with a special clip.

1.3 All rake tiles hall be nailed with two nails.

1.4 The noses of all ridge, hip and rake tiles shall be set in a bead of approved roofer's mastic.

2 Battens shall not be less than 1-inch-by-2-inch (25 mm by 51 mm) nominal. Provisions shall be made for drainage beneath battens by a minimum of 1/8 -inch (3.2 mm) risers at each nail or by 4-foot-long (1219 mm) battens with at least ½-inch (12.7 mm) separation between battens. Battens shall be fastened with approved fasteners spaced at not more than 24 inches (610 mm) on center.

3 In snow areas, a minimum of two fasteners per tile are required, or battens and one fastener.

4 Slopes over 12 units vertical in 12 units horizontal (100% slope), nose ends of all tiles must be securely fastened. Nails must be ½″ (13 mm) from the edge of the batten.

APPENDIX C

TABLE 16-N

STRUCTURAL SYSTEMS

BASIC STRUCTURAL SYSTEM	LATERAL-FORCE-RESISTING SYSTEM DESCRIPTION	R	Ω	HEIGHT LIMIT FOR SEISMIC ZONES 3 AND 4 (feet) x 304.8 for mm
1. Bearing wall system	1. Light-framed walls with shear panels
	a. Wood structural panel walls for structures three stories or less	5.5	2.8	65
	b. All other light-framed walls	4.5	2.8	65
	2. Shear walls
	a. Concrete	4.5	2.8	160
	b. Masonry	4.5	2.8	160
	3. Light steel-framed bearing walls with tension-only bracing	2.8	2.2	65
	4. Braced frames where bracing carries gravity load
	a. Steel	4.4	2.2	160
	b. Concrete	2.8	2.2	-
	c. Heavy timber	2.8	2.2	65
2. Building frame system	1. Steel eccentrically braced frame (EBF)	7.0	2.8	240
	2. Light-framed walls with shear panels.
	a. Wood structural panel walls for structures three stories or less	6.5	2.8	65
	b. All other light-framed walls	5.0	2.8	65
	3. Shear walls
	a. Concrete	5.5	2.8	240
	b. Masonry	5.5	2.8	160
	4. Ordinary braced frames
	a. Steel	5	2	35
	b. Concrete	5.6	2.2	-
	c. Heavy timber	5.6	2.2	65
	5. Special concentrically braced frames
	a. Steel	6.4	2.2	240
3. Moment-resisting frame	1. Special moment-resisting frame (SMRF)
system	a. Steel	8.5	2.8	N.L.
	b. Concrete	8.5	2.8	N.L.
	2. Masonry moment-resisting wall frame (MMRWF)	6.5	2.8	160
	3. Intermediate moment-resisting frame (IMRF)
	a. Steel	4.5	2.8	35
	b. Concrete	5.5	2.8	-
	4. Ordinary moment-resisting frame (OMRF)
	a. Steel	3.5	2.8	35
	b. Concrete	3.5	2.8	-
	5. Special truss moment frames of steel (STMF)	6.5	2.8	240
4. Dual systems	1. Shear walls
	a. Concrete with SMRF	8.5	2.8	N.L.
	b. Concrete with steel OMRF (Not Permitted)	4.2	2.8	160
	c. Concrete with concrete IMRF	6.5	2.8	160
	d. Masonry with SMRF	5.5	2.8	160
	e. Masonry with steel OMRF (Not Permitted)	4.2	2.8	160
	f. Masonry with concrete IMRF	4.2	2.8	-
	g. Masonry with masonry MMRWF	6.0	2.8	160
	2. Steel EBF
	a. With steel SMRF	8.5	2.8	N.L.
	b. With steel OMRF (Not Permitted)	4.2	2.8	160
	3. Ordinary braced frames (Not Permitted)
	a. Steel with steel SMRF	6.5	2.8	N.L.
	b. Steel with steel OMRF	4.2	2.8	160
	c. Concrete with concrete SMRF	6.5	2.8	-
	d. Concrete with concrete IMRF	4.2	2.8	-
	4. Special concentrically braced frames
	a. Steel with steel SMRF	7.5	2.8	N.L.
	b. Steel with steel OMRF (Not Permitted)	4.2	2.8	160
	5. Steel IMRF (Not permitted)
5. Cantilevered column building systems	1. Cantilevered column elements	2.2	2.0	35
6. Shear wall-frame interaction systems	1. Concrete	5.5	2.8	160
7. Undefined systems	See Section 1629.6.7 and 1629.9.2	-	-	-

 

  N.L.- no limit

1 See Section 1630.4 for combination of structural systems.

2 Basic structural systems are defined in Section 1629.6.

3 Prohibited in Seismic Zones 3 and 4.

4 Includes precast concrete conforming to Section 1921.2.7.

5 Prohibited in Seismic Zones 3 and 4, except as permitted in Section 1634.2.

6 In Seismic Zones 3 and 4 steel IMRF, OMRF and Ordinary Braced Frames are permitted as follows:

6.1 Steel IMRF and OMRF are permitted, provided the dead load of the floors, walls or roof does not exceed 35 psf respectively and 35 ft. or less in height. Steel IMRF and OMRF are permitted for single-story buildings 60 ft or less in height where the moment joints of field connections are constructed of bolted end plates, provided the dead load of the walls or roof does not exceed 15 psf respectively.

6.2 Steel Ordinary Braced Frames are permitted for single-story buildings 60 ft or less in height, provided the dead load of the roof does not exceed 15 psf.

7 Total height of the building including cantilevered columns.

8 Prohibited in Seismic Zones 2A, 2B, 3 and 4. See Section 1633.2.7.

APPENDIX D

Table 23-II-I-1 of the California Building Code is amended to read as follows:

TABLE 23-II-I-1

ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES
IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL
SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH
OR SOUTHERN PINE ^{1, 2}

Panel Grade	Minimum Nominal Panel Thickness (inches) × 25.4 for mm	Minimum Nail Penetration in Framing (inches) × 25.4 for mm	Allowable Shear Seismic Forces 3, 6, 7 Panels Applied Directly to Framing: NAIL SIZE (Common or Galvanized Box)	Allowable Shear Seismic Forces 3, 6, 7 Panels Applied Directly to Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 6 × 0.0146 for N/mm	Allowable Shear Seismic Forces 3, 6, 7 Panels Applied Directly to Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 4 × 0.0146 for N/mm	Allowable Shear Seismic Forces 3, 6, 7 Panels Applied Directly to Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 3 × 0.0146 for N/mm	Allowable Shear Seismic Forces3, 6, 7 Panels Applied Directly to Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 2 × 0.0146 for N/mm	Allowable Shear Wind Forces Panels Applied Directly TO Framing: Nail Size (Common or Galvanized Box)	Allowable Shear Wind Forces Panels Applied Directly TO Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 6 × 0.0146 for N/mm	Allowable Shear Wind Forces Panels Applied Directly TO Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 4 × 0.0146 for N/mm	Allowable Shear Wind Forces Panels Applied Directly TO Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 3 × 0.0146 for N/mm	Allowable Shear Wind Forces Panels Applied Directly TO Framing: Nail Spacing at Plywood Panel Edges (In.) × 25.4 for mm 2 × 0.0146 for N/mm
Structural I	5/16	1 ¼	6d	150	200	200	200	6d	200	300	390	510
	3/8			175	200	200	200		230	360	460	610
	7/16			190	295	380	500		255	395	505	670
	15/32	1 ½	8d	210	320	410	550	8d	280	430	550	730
	15/32	1 5/8	10d	255	380	500	650	10d	340	510	665	870
C-D, C-C Sheathing, plywood panel siding and other grades covered in U.B.C. Standard 23-2 or 23-3	5/16			130	200	200	200		180	270	350	450
	3/8	1 ¼	6d	150	200	200	200	6d	200	300	390	510
	3/8			165	200	200	200		220	320	410	530
	7/16			180	260	335	435		240	350	450	585
	15/32	1 ½	8d	200	285	370	480	8d	260	380	490	640
	15/32			230	345	650	580		310	460	600	770
	19/32	1 5/8	10d	255	380	500	650	10d	340	510	665	870
			NAIL SIZE (Galvanized Casing)					NAIL SIZE (Galvanized Casing)
Plywood panel siding in grades covered in U.B.C. Standard 23-2	5/16	1 ¼	6d	100	150	200	200	6d	140	210	275	360
	3/8	1 ½	8d	120	180	200	200	8d	160	240	310	410

 

1 All panel edges backed with 2-inch (51 mm) nominal or thicker framing. Panels installed either horizontally or vertically. Space nails at 6 inches (152 mm) on center along intermediate framing members for 3/8 -inch (9.5 mm) and 7/16 -inch (11 mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading.
Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in STRUCTURAL I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity of less than 0.42.

2 Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3-inch (76 mm) nominal or thicker and nails on each side shall be staggered.

3 In Seismic Zones 3 and 4, where allowable shear values exceed 300 pounds per foot ( 4.38 N/mm) foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3-inch (76 mm) nominal member. In shear walls where total wall design shear does not exceed 450 pounds per foot ( 6.94 N/mm), a single 2-inch (51 mm) nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2-inch-by-2-inch-by- 3/16 -inch (51 mm by 51 mm by 5 mm) thick plate washers. Plywood joint and sill plate nailing shall be staggered.

4 The values for 3/8 -inch (9.5 mm) and 7/16 -inch (11 mm) panels applied direct to framing may be increased to values shown for 15/32 -inch (12 mm) panels, provided studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs.

5 Galvanized nails shall be hot-dipped or tumbled.

6 The maximum allowable shear for three-ply plywood resisting seismic forces is 200 pounds per foot (2.92 kN/m).

7 Framing at adjoining panel edges shall be 3-inch (76 mm) nominal or thicker and nails shall be staggered where nails are spaced 2 inches (51 mm) on center.

APPENDIX E

TABLE 23-IV-C-1

BRACED WALL PANELS

Seismic Zone	Condition	Construction Method 2,3 : 1	Construction Method 2,3 : 2	Construction Method 2,3 : 3	Construction Method 2,3 : 4	Construction Method 2,3 : 5	Construction Method 2,3 : 6	Construction Method 2,3 : 7	Construction Method 2,3 : 8	Braced Panel Location and Length
0,1 and 2A	One story, top of two or three story	X	X	X	X	X	X	X	X	Each end and not more than 25 feet (7620 mm) on center
	First story of two story or second story of three story	X	X	X	X	X	X	X	X
	First story of three story		X	X	X	X	X	X	X
2B, 3	One story, or top of two story or three story		X	X	X	X	X	X	X	Each end and not more than 25 feet (7620 mm) on center
	First story of two story or second of three story		X	X	X	X	X	X	X	Each end and not more than 25 feet (7620 mm) on center but not less than 25% of building length
	First story of three story		X	X	X	X	X	X	X	Each end and not more than 25 feet (7620 mm) on center but not less than 40% of building length
4	One-story building			x				x		Each end and not more than 25 feet (7620 mm) on center but not less than 25% of building length for method 3 and 50% for method 7.

 

1 This table specifies minimum requirements for braced panels which form interior or exterior braced wall lines.

2 See Section 2320.11.3 for full description.

3 See Section 2320.11.4 for alternate braced panel requirement.

4 Building length is the dimension parallel to the braced wall length.

5 Gypsum wallboard applied to supports at 16 inches (406 mm) on center.

6 Not permitted for bracing cripple walls in Seismic Zone 4. See Section 2320.11.5.

7 The required lengths shall be doubled for gypsum bond applied to only one face of a braced wall panel.

APPENDIX F

Table 25-I of the California Building Code is amended to read as follows:

TABLE 25-I

ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER
FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR
GYPSUM BOARD FRAME WALL ASSEMBLIES

Type of Material	Thickness of Material × 25.4 for mm × 304.8 for mm	Wall Construction	Nail Spacing Maximum (inches) × 25.4 for mm	Shear Value × 14.6 for N/m Seismic	Shear Value × 14.6 for N/m Wind	Minimum Nail Size 3, 4 × 25.4 for mm
1. Expanded metal, or woven wire lath and portland cement plaster	7/8 ″	Unblocked	6	90	180	No. 11 gage, 1 ½″ long, 7/16 ″ head
2. Gypsum lath	3/8 ″ lath and ½″ plaster	Unblocked	5	30	100	No. 13 gage, 1 1/8 ″ long, 19/64 ″ head, plasterboard blued nail
3. Gypsum sheathing board	½″× 2′ × 8′	Unblocked	4	30	75	No. 11 gage, 1 ¾″ long, 7/16 ″ head, diamond-point galvanized
	½″ × 4′	Blocked	4	30	175
	½″ × 4′	Unblocked	7	30	100
4. Gypsum wallboard or veneer base	½″	Unblocked	7	30	100	5d cooler (0.086″ dia., 1 5/8 ″ long, 15/64 ″ head) or wallboard (0.086″ dia., 1 5/8 ″ long, 9/32 ″ head)
			4	30	125
		Blocked	7	30	125
			4	30	150
	5/8 ″	Unblocked	7	30	115	6d cooler (0.092″ dia., 1 7/8 ″ long, ¼″ head) or wallboard (0.0915″ dia., 1 7/8 ″ long, 19/64 ″ head)
			4	30	145
		Blocked	7	30	145
			4	30	175
		Blocked	Base ply: 9	30	250	Base ply -6d cooler (0.092″ dia., 1 7/8 ″ long, ¼″ head) or wallboard (0.0915″ dia., 1 7/8 ″ long, 19/64 ″ head)
		Two ply	Face ply: 7			Face ply - 8d cooler (0.113″ dia., 2 3/8 ;long, 9/32 ″ head) or wallboard (0.113″ dia., 2 3/8 ″ long, 3/8 ″ head)

 

1 These vertical diaphragms shall not be used to resist loads imposed by masonry or concrete construction. See Section 2513.2. Values shown are for short-term loading due to wind or due to seismic loading. Values shown must be reduced 25 percent for normal loading.

2 Applies to nailing at all studs, top and bottom plates, and blocking.

3 Alternate nails may be used if their dimensions are not less than the specified dimensions.

4 This construction shall not be used below the top level of wood construction in a multi-level building.