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View recently adopted ordinances as of January 13, 2009 NOT YET CODIFIED OR INTEGRATED IN THIS SITE. (pdf file)

Ordinances enacted through January 13, 2009

Copyrighted by SANTA CLARA COUNTY CODE & Municipal Code Corporation, 1998.

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Sec. C3-39. Tables.

TABLE A. RATING CLASSIFICATIONS

Type of Building	Classification
Essential building	I
High-risk building	II
Medium-risk building	III
Low-risk building	IV

TABLE B. TIME LIMITS FOR COMPLIANCE (1)

Required Action by Owner	Obtain Building Permit Within	Commence Construction Within	Complete Construction Within
____
Complete structural alterations or building demolition	2 years	6 months (2)	4 years
____
Wall anchor installation	1 year	1 year and 6 months	3 years
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(1) Where two or more buildings under separate ownership are to be rehabilitated simultaneously, an extension of time may be granted by the Building Official based on the average time requirements for the buildings involved.

(2) Measured from date of building permit issuance. All the other time limits are measured from the date of the order.

TABLE C. SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS

Rating Classification	Occupant Load	Extension of Time if Wall Anchors Are Installed	Minimum Time Periods for Service of Order
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I (Highest Priority)	Any	1 year	0
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II	100 or more	3 years	90 days
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III	100 or more 51 to 99 20 to 50	5 years 6 years 6 years	1 year 2 years 3 years
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IV (Lowest Priority)	Less than 20	7 years	4 years
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TABLE D. HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION

Rating Classification	IKCS
I	0.186
II	0.133
III & IV	0.100

TABLE E. HORIZONTAL FORCE FACTORS "IS" FOR PARTS OR PORTIONS OF STRUCTURES

Rating Classification	IS
I	1.50
II	1.00
III & IV	0.75

TABLE F. HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES (1)

Part or Portion of Buildings	Direction of Force	Value of Cp
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Exterior bearing and nonbearing walls, interior bearing walls and partitions, interior nonbearing walls and partitions over 10 feet in height, masonry fences over 6 feet in height.	Normal to flat surface	0.20
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Cantilever parapet and other cantilever walls, except retaining walls.	Normal to flat surface	1.00
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Exterior and interior ornamentations and appendages.	Any direction	1.00
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When connected to or a part of a building; towers, tanks, towers and tanks, plus contents, racks over 8 feet 3 inches in height, plus contents, chimneys, smokestacks, and penthouses.	Any direction	0.20(2), (4)
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When connected to or a part of a building; rigid and rigidly mounted equipment and machinery not required for continued operation of essential occupancies. (5)	Any horizontal direction	0.20(3)
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Tanks plus effective contents resting on the ground.	Any direction	0.12
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Floors and roofs acting as diaphragms	In the plane of the diaphragm	0.12(6)
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Prefabricated structural elements, other than walls, with force applied at center of gravity of assembly.	Any horizontal direction	0.30
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Connections for exterior panels or elements.	Any direction	2.00
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(1) See Subsection (b) of Section C3-36 for use of Cp.

(2) When located in the upper portion of any building with a h_n/D ratio of 5:1 or greater, the value shall be increased by 50 percent.

(3) For flexible and flexibly mounted equipment and machinery, the appropriate values for Cp shall be determined with consideration given to both the dynamic properties of the equipment and machinery and to the building or structure in which it is placed.

(4) The Wp for storage racks shall be the weight of the racks plus contents. The value of Cp for racks over two storage support levels in height shall be 0.16 for the levels below the top two levels.

(5) The design of the equipment and machinery and their anchorage is an integral part of the design and specification of such equipment and machinery. The structure to which the equipment or machinery is mounted shall be capable of resisting the anchorage forces (see also Section 2312(k) of the UBC).

(6) Floors and roofs acting as diaphragms shall be designed for a minimum force resulting from a Cp of 0.12 applied to Wp, unless a greater force results from the distribution of lateral forces in accordance with Section 2312(e) of the UBC.

TABLE G. ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR (1) (2)

	Building With Crosswalls as Defined by Section C3-32a	All Other Buildings
Walls of one-story buildings	16	13
First story wall of multi-story buildings	16	15
Walls in top story of multi-story buildings	14	9
All other walls	16	13

(1) Minimum quality mortar shall be determined by laboratory testing in accordance with Subsection (e) of Section C3-37.

(2) Table G is not applicable to buildings of rating classification I. Walls of buildings within rating classification I shall be analyzed in accordance with Subsection (f) of Section C3-36.

TABLE H. VALUES FOR EXISTING MATERIALS

Existing Materials or Configuration of Materials (1)			Allowable Values
1.	Horizontal Diaphragms
	a.	Roofs with straight sheathing and roofing applied directly to the sheathing	100 pounds per foot for seismic shear
	b.	Roofs with diagonal sheathing and roofing applied directly to the sheathing	400 pounds per foot for seismic shear
	c.	Floors with straight tongue and groove sheathing	150 pounds per foot for seismic shear
	d.	Floors with straight sheathing and finished wood flooring	300 pounds per foot for seismic shear
	e.	Floors with diagonal sheathing and finished wood flooring	450 pounds per foot for seismic shear
	f.	Floors or roofs with straight sheathing and plaster applied to the joist or rafters (2)	Add 50 pounds per foot to the allowable values for Items 1.a and 1.c
2.	Shear Walls Wood stud walls with lath and plaster		100 pounds per foot each side for seismic shear
3.	Plain Concrete Footings		f'c = 1500 psi unless otherwise shown by tests
4.	Douglas Fir Wood		Allowable stress same as No. 1 D.F. (3)
5.	Reinforcing Steel		ft = 18,000 pounds per square inch maximum (3)
6.	Structural Steel		ft = 20,000 pounds per square inch maximum (3)

(1) Material must be sound and in good condition.

(2) The wood lath and plaster must be reattached to existing joists or rafters in a manner approved by the Department.

(3) Stresses given may be increased for combinations of loads as specified in Subsection (g)(2) of Section C3-36.

TABLE I. ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION (1)

New Materials or Configuration of Materials			Allowable Values
1.	Horizontal Diaphragms Plywood sheathing applied directly over existing straight sheathing with ends of plywood sheets bearing on joists or rafters and edges of plywood located on center of individual sheathing boards.		Same as specified in Table 25-J of the UBC for blocked diaphragms.
2.	Shear Walls
	a.	Plywood sheathing applied directly over existing wood studs. No value shall be given to plywood applied over existing plaster or wood sheathing.	Same as values specified in Table 25-K of the UBC for shear walls.
	b.	Dry wall or plaster applied directly over existing wood studs.	75 percent of the values specified in Table 47-I of the UBC.
	c.	Dry wall or plaster applied to plywood sheathing over existing wood studs.	33 1/3 percent of the values specified in Table 47-I of the UBC.
3.	Shear Bolts Shear bolts and shear dowels embedded a minimum of 8 inches into unreinforced masonry walls. Bolt centered in a 2 1/2-inch diameter hole with dry-pack or non-shrink grout around circumference of bolt or dowel. (1)		100 percent of the values for solid masonry specified in Table 24-E of the UBC. No values larger than those given for 3/4-inch bolts shall be used.
4.	Tension Bolts Tension bolts and tension dowels extending entirely through unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 square inches of area. (2)		1,200 pounds per bolt or dowel.
5.	Wall Anchors (Subsection (a)(1) of Section C3-38)
	a.	Bolts extending to the exterior face of the wall with a 2 1/2-inch round plate under the head. Installed as specified for shear bolts. Spaced not closer than 12 inches on centers. (1) (2)	600 pounds per bolt.
	b.	Bolts or dowels extending to the exterior face of the wall with a 2 1/2-inch round plate under the head and drill at an angle of 22 1/2 degrees to the horizontal. Installed as specified for shear bolts. (1) (2)	1,200 pounds per bolt or dowel.
6.	Infilled Walls Reinforced masonry in filled openings in existing unreinforced masonry forced masonry walls with keys or dowels to match reinforcing.		Same as values specified for unreinforced masonry walls.
7.	Reinforced Masonry Masonry piers and walls reinforced per Section 2407 of the UBC.		Same values as specified in Chapter 26 of the UBC.
8.	Reinforced Concrete Concrete footings, walls and piers reinforced as specified in Chapter 26 of the UBC and designed for tributary loads.		Same values as specified in Chapter 26 of the UBC.
9.	Existing Foundation Loads Foundation loads for structures exhibiting no evidence of settlement.		Calculated existing foundation loads due to maximum dead load plus live load may be increased 25% for dead load, and may be increased 50% for dead load plus seismic load required by this chapter.

Notes:

(1) Bolts and dowels to be tested as specified in Subsection (f) of Section C3-37.

(2) Bolts and dowels to be one-half inch minimum in diameter.

TABLE J. ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS

Eighty Percent of Test Results in psi Not Less Than	Average Test Results of Cores in psi	Seismic In-Plane Shear Based on Gross Area (1)
30 plus axial stress	20	3 psi
40 plus axial stress	27	4 psi
50 plus axial stress	33	5 psi
100 plus axial stress or more	67 or more	10 psi max

(1) Allowable shear stress may be increased by addition of ten percent of the axial stress due to the weight of the wall directly above.

(Ord. No. NS-1100.78, § X, 12-12-89; Ord. No. NS-1100.88, § 2, 6-29-99)

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