15.07.100 GLOSSARY OF SYMBOLS AND NOTATIONS.

   C = Numerical coefficient as specified in UBC Section 2312(d)

   Cp = Numerical coefficient as specified in UBC Section 2312(g) and as set forth in Table No. 23-J

   D = The dimension of the structure, in feet, in a direction parallel to the applied forces

   f'c = Specified compressive strength of concrete, psi

   Fp = Lateral forces on a part of the structure and in the direction under consideration

   ft = Allowable tensile stress, psi

   hn = Height in feet above the base to level n

   I = Occupancy Importance Factor as set forth in Table No. 23-K of the UBC

   S = Numerical coefficient for site-structure resonance

   V = The total lateral force or shear at the base

   W = The total dead load as defined in UBC Section 2302 including the partition loading specified in UBC Section 2304(d) where applicable

   Wp = The weight of a portion of a structure or nonstructural component

   Z = Numerical coefficient dependent upon the zone as determined by Figure No. 1, of Chapter 23 of the UBC. All areas in California are classified in Zones 3 or 4. For locations in Zone No. 3, Z = 3/4. For locations in Zone No. 4, Z = 1

 

TABLE NO. 15.07-A RATING CLASSIFICATIONS
TYPE OF BUILDING	CLASSIFICATION
Essential Building	I
High Risk Building	II
Medium Risk Building	III
Low Risk Building	IV

 

TABLE NO. 15.07-B TIME LIMITS FOR COMPLIANCE*
REQUIRED ACTION BY OWNER	OBTAIN BUILDING PERMIT WITHIN	COMMENCE CONSTRUCTION WITHIN**	COMPLETE CONSTRUCTION WITHIN
Complete Structural Alterations or Building Demolition	1 year	180 days	3 years
Wall Anchor Installation	180 days	270 days	1 year

   * Where two or more buildings under separate ownership are to be rehabilitated simultaneously, an extension of any time limit may be granted by the Building Official based on the average time requirements for the buildings involved, with a suggested minimum extension of 6 months. Such an extension shall be conditioned on submission of a binding rehabilitation agreement between the owners involved, with the actual date of compliance to be determined by the Building Official.

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

TABLE NO. 15.07-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
I (Highest Priority)	Any	1 year	0
II	100 or more	3 years	90 days
	100 or more	5 years	1 year
III	51 to and including 99	6 years	2 years
	20 to and including 50	6 years	3 years
IV (Lowest Priority)	Less than 20	7 years	4 years

 

 

TABLE NO. 15.07-D HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION
RATING CLASSIFICATION	IKCS
I	0.186
II	0.133
III & IV	0.100

 

TABLE NO. 15.07-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 NO. 15.07-F HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES1
Part or Portion of Buildings	Direction of Force	Value of Cp
Exterior bearing and non-bearing walls, interior bearing walls and partitions, interior non-bearing walls and partitions over ten feet in height, masonry fences over six feet in height.	Normal to Flat Surface	0.20
Cantilever parapet and other cantilever walls, except retaining walls.	Normal to Flat Surface	1.00
Exterior and interior ornamentations and appendages	Any Direction	1.00
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	0.202,4
When connected to or part of a building: Rigid and rigidly mounted equipment and machinery not required for continued operation of essential occupancies.5	Any Horizontal Direction	0.203
Tanks plus effective contents resting on the ground.	Any Direction	0.12
Floors and roofs acting as diaphragms.	In the plane of the diaphragm	0.126
Prefabricated structural elements, other than walls, with force applied at center of gravity of assembly.	Any Horizontal Direction	0.30
Connections for exterior panels or elements.	Any Direction	2.00

1.   See Subsection 15.07.070.020 for use of Cp.

2.   When located in the upper portion of any building with a hn/D ratio of 5 to 1 or greater, the value shall be increased by 50%.

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 UBC Section 2312(k).

   6.   Floor and roofs acting as diaphragms shall be designed for a minimum force resulting from a Cp of .12 applied to Wp unless a greater force results from the distribution of lateral forces in accordance with UBC Section 2312(e).

 

TABLE NO. 15.07-G ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH A MINIMUM QUALITY MORTAR.1, 2
	BUILDING WITH CROSSWALLS AS DEFINED BY SECTION 15.07.030	ALL OTHER BUILDINGS
Walls of One Story Buildings	16	13
First 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 Section 15.07.080.050.

2.   Table 15.07-G is not applicable to buildings of rating classification I. Walls of buildings within rating classification I shall be analyzed in accordance with Subsection 15.07.070.060.

TABLE NO. 15.07-H VALUES FOR EXISTING MATERIALS
EXISTING MATERIALS OR CONFIGURATION OF MATERIALS1	ALLOWABLE VALUES
1. HORIZONTAL DIAPHRAGMS
a. Roofs with straight sheathing and roofing applied directly to the sheathing.	100 lbs. per foot for seismic shear.
b. Roofs with diagonal sheathing and roofing applied directly to the sheathing.	400 lbs. per foot for seismic shear.
c. Floors with straight tongue and groove sheathing.	150 lbs. per foot for seismic shear.
d. Floors with straight sheathing and finished wood flooring.	300 lbs. per foot for seismic shear.
e. Floors with diagonal sheathing and finished wood flooring.	450 lbs. per foot for seismic shear.
f. Floors or roofs with straight sheathing and plaster applied to the joist or rafters.2	Add 50 lbs. per foot to the allowable values for Items 1a and 1c.
2. SHEAR WALLS
Wood stud walls with lath and plaster.	100 lbs. 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 lbs. per square inch maximum.3
6. STRUCTURAL STEEL	ft = 20,000 lbs. per square inch maximum.3

NOTES:

   1.   Material must be sound and in good condition.

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

   3.   Stresses given may be increased for combinations of loads as specified in Subsection 15.07.070.070(b).

TABLE NO. 15.07-I ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION1
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 No. 25-J 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 No. 25-K for shear walls.
b.   Dry wall or plaster applied directly over existing wood studs.	75 percent of the values specified in Table No. 47-I.
c.   Dry wall or plaster applied to plywood sheathing over existing wood studs.	33-1/3 percent of the values specified in Table No. 47-I.
3. SHEAR BOLTS
Shear bolts and shear dowels embedded a minimum of 8 inches into unreinforced masonry walls. Bolt centered on a 2-1/2 inch diameter hole with a dry-pack or non-shrink grout around circumference of bolt or dowel.1	100 percent of the values for solid masonry specified in Table No. 24E. No values larger than those given for 3/4 inch bolts shall be used.
4. TENSION BOLTS
Tension bolts and tension dowels extending through unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 sq. inches of area.2	1200 lbs. per bolt or dowel.
5. WALL ANCHORS (15.07.090.020(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 lbs. per bolt.
6.   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	1200 lbs. per bolt or dowel.
* All tables that do not carry a 15.07 number are found in the UBC.
7. INFILLED WALLS
Reinforced masonry infilled openings in existing unreinforced masonry walls with keys or dowels to match reinforcing.	Same as values specified for unreinforced masonry walls.
8. REINFORCED MASONRY
Masonry piers and walls reinforced per UBC Section 2407.	Same as values specified in UBC Division 26.
9. REINFORCED CONCRETE
Concrete footings, walls and piers reinforced as specified in UBC Division 26 and designed for tributary loads.	Same value as specified in Division 26, UBC.
10. 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 UBC Division 26.

 

NOTES:   1. Bolts and dowels to be tested as specified in Subsection 15.07.080.060.

      2. Bolts and dowels to be 1/2 inch minimum in diameter.

 

TABLE NO. 15.07-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 area1
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 10% of the axial stress due to the weight of the wall directly above.