Chapter 14.04
SEISMIC HAZARDS IDENTIFICATION PROGRAM
Sections:
14.04.040 Building Categories and Implementation Schedule.
14.04.050 Engineering Reports.
14.04.070 Responsibilities of the Building Owners.
14.04.080 Program Status Reports to the City Council.
14.04.010 Purpose.
It is found and declared that in the event of a significant local earthquake, loss of life or serious injury may result from damage to or collapse of buildings in the City of Carmel-by-the-Sea. It is generally acknowledged that the City of Carmel-by-the-Sea will experience earthquakes in the future due to its proximity to both the San Andreas and Hayward faults. The purpose of this chapter is to promote public safety by identifying those buildings in the City of Carmel-by-the-Sea which exhibit structural deficiencies and by determining the severity and extent of those deficiencies in relation to their potential for causing loss of life or injury. The City Council finds it desirable to identify the hazards that these deficiencies may pose to occupants of buildings, adjacent structures and pedestrians in the event of an earthquake. (Ord. 89-8 § 1, 1989).
14.04.020 Definitions.
A. “Bearing wall” means any wall supporting a floor or roof where the total superimposed load exceeds 100 pounds per linear foot, or any unreinforced masonry wall (over six feet high) supporting its own weight.
B. “Building”, for the purpose of determining occupant load, means any contiguous or interconnected structure; for purposes of engineering evaluation, it means the entire structure or a portion thereof which will respond to seismic forces as a unit.
C. “Capacity for transfer” means the maximum allowable capacity of a structural system or connection to resist in a ductile manner the lateral forces it would encounter due to earthquake forces.
D. “Civil engineer” or “structural engineer” means a licensed civil or structural engineer registered by the State of California pursuant to the rules and regulations of Title 16, Chapter 5 of the California Administrative Code.
E. “External hazard” means an object attached to or forming the exterior facade of a building which may fall onto pedestrians or occupants of adjacent buildings. Examples of this type of hazard include, but are not limited to, the following:
1. Nonstructural exterior wall panels, such as masonry infill or decorative precast concrete.
2. Parapets.
3. Marquees, awnings or other roof-like projections from a building.
4. Masonry or stone wall veneer and wall ornamentation, including cornices or other decorative appendages.
5. Masonry chimneys.
6. Tile roofing.
7. Wall signs and exterior lighting fixtures hung from a building exterior.
8. Fire escapes or balconies.
F. “Geometry” means a building’s shape or configuration, including setbacks of wall/column lines, reentrant corners, discontinuities in vertical and horizontal lateral force diaphragms, open storefront and building stiffness variations due to the distribution of resisting elements or the use of materials or differing properties within the same structural element, or other irregularities in plan or elevation.
G. “Occupants” means the total occupant load of a building determined by Table 33-A of the 1973 Uniform Building Code or the actual maximum number of occupants in that building if that number is less than 75 percent of the number determined by using Table 33-A. The number of actual occupants may be documented by counting actual seating capacity if permanent seating is provided in the occupancy, or by employee and client counts which can be substantiated as a practical maximum use of the space in the building. The Chief Building Official will establish the procedure for documenting occupant loads.
H. “Solution” means any approved method that will provide for the transfer of lateral forces through a system or connection to a degree which will substantially eliminate a potential collapse. A general description of the methods and materials to be used shall be included in sufficient detail to allow for a cost estimate of the solution to be made (i.e., adding shear walls, overlaying horizontal diaphragms, strengthening critical connections, etc.).
I. “Unreinforced masonry (URM)” building means any building containing walls constructed wholly or partially with any of the following materials:
1. Unreinforced brick masonry.
2. Unreinforced concrete masonry.
3. Hollow clay tile.
4. Adobe or unburned clay masonry. (Ord. 89-8 § 1, 1989).
14.04.030 Scope of Program.
A. Applicability. The following buildings in Carmel-by-the-Sea shall be required to have an engineering report submitted to the Department of Community Planning and Building to determine: (i) the existence, nature and extent of structural deficiencies which could result in any structural failure; and (ii) the existence, nature and extent of deficiencies in the anchoring of external hazards:
1. Buildings constructed of unreinforced masonry (URM), except those of less than 1,900 square feet containing six or fewer occupants.
2. Buildings constructed prior to January 1, 1935, containing 100 or more occupants.
3. Buildings constructed prior to August 1, 1976, containing 300 or more occupants.
B. Exemptions. The following buildings are exempt from the engineering support requirement:
1. Buildings which have been structurally upgraded in substantial accordance with the seismic requirements of either the Los Angeles Division 88 Standard for URM buildings or the 1973, or later, Edition of the Uniform Building Code.
2. Buildings whose uses are subject to amortization under this code; provided, that upon the termination of the nonconforming use, such a building shall be required to be rehabilitated to the then-current lateral force requirements in the Uniform Building Code prior to occupancy by a conforming use.
3. Historic Buildings. (Ord. 89-8 § 1, 1989).
14.04.040 Building Categories and Implementation Schedule.
A. Building Categories. The categories of buildings within the scope of this chapter are set forth in Table A, below.
B. Owner Notification. The owners of buildings in Categories I through III, as listed in Table A, except those designated as historic buildings, shall be notified within six months of enactment of the ordinance codified in this chapter by the Department of Community Planning and Building of the City of Carmel-by-the-Sea that their buildings are required to have an engineering report submitted to the City. Owners of designated historic buildings, as defined in Chapter 17.41 CMC, shall be notified within 18 months of enactment of the ordinance codified in this chapter.
C. Implementation Schedule. The owners of buildings in Categories I through III in Table A, below, must submit an engineering report meeting the required standards within one year from the date of mailed notice by the City and begin a mitigation process within five years of the date of said report. Measures to mitigate hazards may include strengthening buildings, reduction of occupant loads to acceptable levels or demolition of said building.
|
Category |
Description |
|
I |
All unreinforced masonry buildings. |
|
II |
All pre-1935 buildings other than unreinforced masonry buildings with an occupant load of 100 or more. |
|
III |
All buildings with an occupant load of 300 or more constructed between, January 1, 1935, and August 1, 1976. |
(Ord. 89-8 § 1, 1989).
14.04.050 Engineering Reports.
A. Reports shall be prepared by a civil or structural engineer licensed in the State of California.
B. Purpose. To investigate, in a thorough and unambiguous fashion, a building’s structural systems that resist the forces imposed by earthquakes and to determine if any individual portion or combination of these systems is inadequate to prevent a structural failure (collapse or partial collapse).
C. General. Each building shall be treated as an individual case without prejudice or comparison to similar type or age buildings which may have greater or lesser earthquake resistance. Generalities or stereotypes are to be avoided in the evaluation process by focusing on the specifics of the structural system of the building in question and the local geology of the land on which the building is constructed.
D. Level of Investigation. Some buildings will require extensive testing and field investigation to uncover potential structural deficiencies, while others will allow the same level of overall evaluation by a less complicated process due to simplicity of design or the availability of original or subsequent alteration design and construction documents. It is the responsibility of the engineer performing the evaluation to choose the appropriate level of investigation which will produce a report that is complete and can serve as a sound basis for a conclusion on the collapse hazard the building may present.
E. Format for the Report. The following is a basic outline of the format each engineering report should follow. This outline is not to be construed to be a constraint on the professional preparing the report, but rather to provide a skeleton framework within which individual approaches to assembling the information required by this chapter may be accomplished. It also will serve as a means for the City to evaluate the completeness of each report.
1. General Information. A description of the building including: (a) the street location, lot number, block number, assessor’s parcel number; (b) the type of occupancy use within the building, with separate uses that generate different occupant loads indicated on a plan showing the square footage of each different use; (c) plans and elevations showing the location, type and extent of lateral force resisting elements in the building (both horizontal and vertical elements); (d) a description of the construction materials used in the structural elements and information regarding their present condition; (e) the date of original construction, if known, and the date, if known, of any subsequent additions or substantial structural alterations of the building; and (f) the name and address of the original designer and contractor, if known, and the name and address of the designer and contractor, if known, for any subsequent additions or substantial structural alterations.
2. Investigation and Evaluation of Structural Systems. All items to be investigated and the methods of investigation for each type of building under consideration are contained in Appendices A and B, available from the City’s Department of Community Planning and Building.
3. Test Reports. All field and laboratory test results shall be included in the report. Evaluation of the significance of these test results shall be made with regard to each structural system or typical connection being evaluated. This evaluation may be limited to a statement of the adequacy or inadequacy of the system or connection based on the lateral load demand it would be required to resist by calculation. If tests reveal inadequacy, a conceptual solution must be included in the report.
4. Conclusions. Based on the demand/capacity ratio and the specific evaluation items contained in Appendices A or B, a statement shall be provided explaining the overall significance of the deficiencies found to exist in the building’s lateral force-resisting system regarding potential collapse or partial collapse failure.
5. Recommendations. An appropriate solution, which could be used to strengthen the structure to alleviate any collapse or partial collapse threat, shall be specified.
F. Exceptions and Alternatives. Exceptions to the report requirements may be granted by the Chief Building Official upon review of a written request from the engineer preparing the report. Such a request shall provide evidence that the required item(s) can be determined by alternate means or that a conclusion can be made about the item without following the solution called for in the appropriate appendix. In no case will an exception be granted which will result in an item not being completely evaluated. The decision of the Chief Building Official in granting exceptions is final. (Ord. 89-8 § 1, 1989).
14.04.060 Review of Reports.
A. The City may utilize the services of civil or structural engineers to assist the Chief Building Official in determining if the submitted engineering reports conform to the requirements of this chapter.
B. The cost of this review shall be recovered by a fee assessed against the building owner based on the time required for the review. This fee amount shall be deducted from the plan checking fee collected for any future construction work that deals directly with correcting any of the structural inadequacies specified in the engineering report.
C. Copies of the engineering reports shall be available to interested individuals for a standard copying fee or may be reviewed at the Department of Community Planning and Building offices. (Ord. 89-8 § 1, 1989).
14.04.070 Responsibilities of the Building Owners.
A. Notification of Building Tenants. A building owner shall notify all tenants, in writing, that a structural seismic investigation has been performed and that the report is available at the Community Planning and Building offices. This notice must be sent within 30 days of the date the report is submitted to the City.
B. Letter of Intent. A building owner shall submit a letter to the Department of Community Planning and Building within one year of the date the engineering report was received by the Department of Community Planning and Building, indicating the owner’s intentions for dealing with the potential seismic inadequacies found to exist in the building. (Ord. 89-8 § 1, 1989).
14.04.080 Program Status Reports to the City Council.
The Chief Building Official shall submit a report to the City Council on the status of the seismic hazards identification program when completed. The report shall include information regarding the number of buildings analyzed, the severity of the structural inadequacies discovered and any actions taken by individual building owners to correct these inadequacies. (Ord. 89-8 § 1, 1989).
14.04.090 Remedies.
It shall be unlawful for the owner of a building identified as being included in the scope of this chapter to fail to submit a report on either building collapse hazards or external hazards or to fail to submit a letter of intent within the time period specified in CMC 14.04.040(C). The following remedies are available to the City:
A. The City may seek injunctive relief on behalf of the public to enjoin a building owner’s violation of this chapter.
B. These remedies are not exclusive. (Ord. 89-8 § 1, 1989).
Appendix A
Procedures for Investigation of All Buildings (Except Unreinforced Masonry Bearing Wall Types)
A. Preliminary Field Survey. Provide drawings of the building in plan, elevations and section sufficiently detailed to reveal the correct dimensions of the spans and extent of all structural elements in the building, including openings in walls and changes in framing directions or other data which will be used to evaluate the building.
B. Areas of Special Investigation.
1. Specify the type of roof diaphragm used in the building and its capacity for transfer of lateral forces.
2. If the building is multi-story specify the existing floor diaphragm at each level above the foundation and give its capacity for transfer of lateral forces.
3. Specify the types and spacing of connections used at each level to transfer the forces of the horizontal diaphragms into the vertical shear resisting elements of the structure, and the capacity for transfer of each type of connection present in the building.
4. Specify the type of vertical structural elements which resist lateral forces and their individual capacities as determined either by testing or use of standard values for the types of construction found in the vertical elements.
5. Specify the type and spacing of connections used to connect vertical shear resisting elements to each other and to the building foundation, and the capacity for transfer of each type of connection present.
6. Specify the type of foundation system used and note any evidence of settlement.
7. Specify the type of connection used to attach wall appendages or precast wall elements to the structural frame.
Standard for the Analysis and Evaluation of All Buildings (Except Unreinforced Masonry Bearing Wall Types)
A. Purpose. The objective of these investigations is to identify and quantify the structural inadequacies that may be present in a building which could lead to a collapse or partial collapse during an earthquake. The focus of the reports should be:
1. Determining the potential life safety danger that the building presents to its occupants;
2. The potential threat to pedestrians or occupants of adjacent buildings from falling external hazards; and
3 The potential hazard of horizontal sway causing damage to an adjoining structure.
B. Capacity vs. Demand of the Existing Structural System and its Elements.
1. Define the overall type of lateral force-resisting system used in the building based on Table 23-1 of the 1973 Uniform Building Code. If the building has a dual or hybrid system, describe the systems and explain how they function both in combination and separately to justify the “K” factor to be chosen.
2. For each type of lateral force-resisting system provide an analysis of the loads (demand) which these elements would be subject to based on the design parameters set forth in the 1973 Edition of the Uniform Building Code.
3. For each type of lateral force-resisting system determine a maximum capacity based on currently accepted or published allowable values, adjusted as appropriate for the material involved when used to resist earthquake forces.
4. Provide a ratio of theoretical capacity to demand for each system or interconnection evaluated in subsection (B)(2) and (B)(3) above and provide a statement of the significance of this ratio, regarding the potential for a collapse.
C. Specific Evaluation Items. The report shall contain a statement regarding the significance of each item in this section which is found to occur in the building.
1. General.
a. Assess the condition of the structure, the quality of workmanship, the level of maintenance and the type of construction with regard to the potential loss of strength in the structural systems due to decay or deterioration.
b. Assess the redundancy exhibited in the structural system and the reserve capacity that elements of the systems may provide.
c. Assess the presence or lack of ductility in the lateral force-resisting elements and ductility differences due to the use of dissimilar materials in the horizontal and vertical diaphragms.
d. Assess how adequately the building is tied together to allow the lateral force-resisting systems an opportunity to receive the forces each is designed to resist.
2. Geometry.
a. Consider how and where torsional (rotation) forces, induced by the eccentricity of the building center of mass to its center of rigidity, are taken into the lateral force resisting system and identify the individual elements which will transmit these additional forces. Assess the potential capacity these elements have to resist the additional loads from this source.
b. Consider the effects of discontinuities in the lateral force-resisting systems with regard to the existence of adequate ties, boundary members, chords or drag struts, etc., to allow redistribution of forces. Assess the capacity of the systems or elements which would receive the redistributed forces if adequate ties exist.
c. Consider the effects of reentrant corners (including the shape of individual columns) and assess their contribution to the response of the building at locations where they occur.
3. Building Separation.
a. Consider the effects of adjoining buildings, which may have different vibration periods resulting in nonsynchronized movement of the adjacent exterior walls, placing out-of-plane impact forces on these walls.
b. Assess the level of drift control, particularly at open storefronts and the actual physical separation distance between the exterior walls of the building and adjoining building walls.
c. Assess conditions where the wall of a building on one property provides support for structural elements of the adjoining property’s building.
4. Nonductile Reinforced Concrete Frames.
a. Consider nonductile frames which act alone without the benefit of shear walls or braced frames.
b. Assess the level of compression of shear forces due to existing vertical loads on the critical supporting elements of the frame.
c. Assess masonry infill walls between frame members and their effect on the forces a column/beam joint will be subjected to when attempting to transmit lateral forces into these walls.
5. Precast Concrete Connections.
a. Assess the effects of temperature creep and shrinkage of concrete surrounding welded insert connections to precast systems and elements.
b. Consider the potential brittle failure of such connections.
6. Nonstructural Elements.
a. Assess the effect that partitions, infill walls, precast concrete exterior (architectural) elements and ceiling systems which have considerable strength and stiffness characteristics may have on the overall response of the building.
b. Assess the effect of inadvertent bracing by nonstructural elements such as infill walls, stair stringers or other situations of localized restraint on columns.
c. Assess the potential stress concentrations at the unrestrained ends of columns which may result from partial restraint or bracing of columns.
7. Site Geology.
a. Consider the maximum ground-shaking intensity for the building site and liquefaction potential or susceptibility by using available earthquake hazard maps.
b. Assess any existing site specific geology/soils reports to gauge the effects that the local conditions may have on the overall response of the building.
Appendix B
Procedures for Investigation of Unreinforced Masonry Bearing Wall Buildings
A. Preliminary Field Survey. Prepare framing plans for roof and floors noting all beams, trusses or major lintels of all URM piers or pilasters. Prepare elevations of all URM walls noting all openings in the walls and any discontinuities above the building base.
B. Special investigations of the following nature must be made:
1. Note all parts of the vertical load-carrying system that may act as ties to lateral load-resisting elements to determine the elements or systems that may control relative displacements between the building’s base, floors and roof.
2. Note on floor plans all interior crosswalls that are continuous between floors or floor and roof, even if the connection of such walls to the floor or roof is only by finishes.
3. Draw the relationship of roof or floor framing and ceiling framing to determine the extent and method, if any, of their interconnection.
4. Draw the support systems for URM walls that are not continuous to the building base noting the materials used to provide that support, i.e., steel frame, concrete frame, etc.
5. Draw on floor and roof plans the extent of sheathing and finish materials and describe their nature and nailing pattern. Note any difference in materials used which could lead to substantial variations in diaphragm stiffness. Openings in floors or roofs adjacent to URM walls must be noted. Note the type of roofing system currently in place and note if this roofing is applied directly to the main roof deck or if there are locations where it is on a cricket or other superimposed deck.
C. Investigation of Current Anchorage of URM Walls to Floor and Roof. Show the location of all wall anchors on the floor/roof plans and specify their spacing, size, and method of connection. Details of the existing anchorage system should be prepared. Embedded portions of anchors must be exposed to determine this level of detail. A minimum of two percent or two anchors exposed per floor or roof level should establish average conditions.
D. Investigation of Existing URM Walls. Investigate the following items, if they occur in the building, and determine:
1. The thickness of URM walls at all levels and location of any changes in thickness.
2. The materials used for lintels and masonry arches and their bearing area on columns or piers.
3. The materials used in columns or piers supporting lintel beams or arches.
4. The height of parapets, cornices, and gable ends of URM walls above the uppermost existing anchorages.
5. The anchorage or bonding of terra cotta, cast stone or similar facing to the backup wythes of brickwork at cornices and other architectural appendages.
6. The coursing of exterior wythes of masonry, the bonding of wythes of masonry, and the materials used in each wythe.
7. The condition of mortar joints and areas of lightly unburned brick should be noted on the wall elevations. Existing cracks in wall elements should also be noted.
E. Testing. The testing of existing anchorage systems must be made to determine an average capacity. Testing shall be accomplished in accordance with the following requirements:
1. Existing Wall Anchors of URM Buildings. Five percent of existing rod anchors shall be tested in pullout by an approved testing laboratory. The minimum tested quantity shall be four per floor or roof level, with two tests at walls with framing perpendicular to the wall and two at walls with framing parallel to the wall.
The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. Where due to obstructions this is not possible, details of the condition encountered and the alternate method used must be included in the test result, with calibration adjustment for conditions where the reaction of the test apparatus contributes to the tension value of the anchor.
The rod anchor shall be given a preload of 300 pounds prior to establishing a datum for recording elongation. The tension test load reported shall be recorded at one-eighth-inch relative movement of the anchor to the adjacent masonry wall surface.
The testing of existing URM walls to determine the allowable bed-joint shear is required in accordance with the following requirements.
2. In-Place Shear Tests of Brick Masonry. The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in that wythe. The opposite head joint of the brick to be tested shall be removed and cleaned prior to testing. Steel bearing plates of the full dimension of the brick shall be inserted at each end of the test jack. The bearing plates shall not contact the mortar joint. The minimum quality mortar in 80 percent of the shear tests shall not be less than the total of 30 psi when reduced to an equivalent zero axial stress. The shear stress shall be based on the gross area of both bed joints and shall be that at which movement of the adjacent brick is first observed.
The minimum quantity of tests shall be two per wall or line of wall elements resisting a common force, i.e., per story, or one per 1,500 square feet of total URM wall surface, with a minimum of eight tests for any building. The tests should be conducted at least two brick courses above or below the bond course and be distributed vertically to include a variety of dead load surcharge situations. The exact test location shall be determined at the building site by the engineer responsible for the investigation and the distribution of such tests must be approved by the Building Official prior to actual testing. In single-story buildings, the wall above the lintel beam at an open storefront need not be tested.
Standards for the Analysis and Evaluation of Unreinforced Masonry Bearing Wall Buildings
A. Purpose. The objective of these standards is to establish a basis for proper analysis and evaluation for determining the seismic lateral forces affecting unreinforced masonry buildings and their potential life/safety threat.
B. Analysis.
1. General. The total lateral seismic forces should be computed in accordance with the following equation:
V = ZIKCSW
The value of KCS need not exceed the value set forth in Table 14A. The value of Z and I shall be equal to 1.0. The value of W shall be as set forth in the Uniform Building Code.
2. Lateral Forces on Elements of Structures. Parts or portions of buildings and structures shall be analyzed for lateral loads in accordance with Chapter 23 of the UBC but not less than the value from the following equation:
Fp = IcpSWp
For the provisions of this section, the product of IS need not exceed 1.0. The value of Cp and Wp shall be as set forth in the Uniform Building Code.
Exception: Unreinforced masonry walls may be analyzed in accordance with subsection (B).
3. The elements of buildings required to be analyzed shall include the following:
a. Wall height to thickness ratio.
b. Tension bolts for bending.
c. In-plane shear forces.
d. Parapets.
e. Diaphragm stress and diaphragm chords at floors and roof.
4. Anchorage and Interconnection. Anchorage and interconnection of all parts, portions and elements of the structure shall be analyzed for lateral forces in accordance with the UBC and the formula in subsection (2) above. Masonry walls shall be anchored to all floors or roof to resist a minimum of 200 pounds per linear foot acting normal to the wall at the level of the floor or roof or will be considered inadequate.
5. Required Analysis. Except as modified herein, the analysis and recommended structural alteration of the structure shall be in accordance with the analysis specified in the UBC. A complete, continuous load path from every part or portion of the structure to the ground shall be shown to exist for required lateral forces. All parts, portions or elements of the structure shall be shown to be interconnected by positive means.
6. Analysis Procedure. Stresses in materials and existing construction utilized to transfer seismic forces from the ground to parts or portions of the structure shall conform to those permitted by the Uniform Building Code and those types of materials of construction specified under the Materials of Construction subsection (B). In addition to the seismic forces required, unreinforced masonry walls shall be analyzed as specified in the Uniform Building Code to withstand all vertical loads. When calculating shear or diagonal tension stresses due to seismic forces, existing masonry shear walls may be allowed to resist 1.0 times the required forces in lieu of the 1.5 factor required by the Uniform Building Code. No allowable tension stress will be permitted in unreinforced masonry walls. Walls not capable of resisting the required design forces specified in this appendix shall be deemed inadequate.
Exception: Unreinforced masonry walls which carry no design loads other than their own weight may be considered as veneer if they are adequately anchored to elements which are not part of the existing lateral force resisting system.
7. Existing Materials. When stress in existing lateral force-resisting elements is due to a combination of dead loads plus live loads plus seismic loads, the allowable working stress specified in the Uniform Building Code may be increased 100 percent. However, no increase will be permitted in the stresses allowed in subsection (B). The stresses in members due only to seismic and dead loads shall not exceed the values permitted in the Uniform Building Code.
8. Allowable Reduction of Bending Stress by Vertical Load. Calculated tensile fiber stress may be reduced by the full direct stress due to vertical dead loads.
B. Materials of Construction.
1. General. All materials permitted by this code, including their appropriate allowable stresses and those existing configurations of materials specified herein, may be utilized to show adequacy of existing construction.
2. Existing Materials. Unreinforced masonry walls analyzed in accordance with this appendix may provide vertical support for roof and floor construction and resistance to lateral loads. The bonding of such walls shall be as specified in the Uniform Building Code.
Tension stresses due to seismic forces acting normal to the wall may be neglected if the wall does not exceed the height-to-thickness ratio and the in-plane shear stresses due to seismic loads set forth in Table 14D. If the wall height or length-to-thickness ratio exceeds the specified limits, the wall will be considered inadequate unless braced by vertical members designed to satisfy the requirements of the Uniform Building Code. The deflection of such bracing members at design loads shall not exceed one-tenth of the wall thickness.
Exception: The wall may be supported by flexible vertical bracing members designed in accordance with this appendix if the deflection at design loads is not less than one-quarter nor more than one-third of the wall thickness.
All vertical bracing members shall be attached to floor and roof construction for the design loads independently of wall anchors. Horizontal spacing vertical bracing members shall not exceed one-half the unsupported height of the wall or 10 feet, whichever is less.
3. Existing Roof, Floors, Walls, Footings and Wood Framing. Existing materials, including wood shear walls may be used as part of the lateral load resisting system; provided, that the stresses in these materials do not exceed the values shown in Table 14C. Wood shear walls may be recommended to strengthen portions of the existing seismic resisting system.
4. Minimum Acceptable Quality of Existing Unreinforced Masonry Walls. All unreinforced masonry walls utilized to carry vertical loads and seismic forces parallel and perpendicular to the wall plane shall be tested as specified in subsection (E) of the investigation portion of this appendix. All masonry shall be of a quality not less than the minimum standards established or shall be considered inadequate. Pointing of mortar of all masonry wall joints may be performed prior to testing if joints are raked and cleaned to remove loose and deteriorated mortar. Mortar shall be Type S or N, except under the continuous inspection of a special inspector, whose reports shall be included in the final report.
5. Determination of Allowable Stresses for Design Methods Based on Test Results. Design seismic in-plane shear stresses shall be related to test results in accordance with Table 14C. Intermediate values between 3 and 10 psi may be interpolated.
Compression stresses for unreinforced masonry having a minimum design shear value of 3 psi shall not exceed 100 psi. Design tension values for unreinforced masonry shall not be permitted.
6. Construction Details. All unreinforced masonry walls shall be anchored at all floors and roof with tension bolts through the wall or by existing rod anchors at a maximum spacing of six feet. All existing rod anchors shall be secured to the joists to develop the required forces. Testing of the existing rod anchors shall be conducted according to subsection (E) of the investigation portion of this appendix.
Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or be considered inadequate.
Where trusses or beams other than rafters and joists are supported on masonry piers, these piers must be shown to provide adequate support during seismic loading.
Parapets and exterior wall appendages not capable of resisting the forces specified in this appendix shall be considered hazardous, and methods for property anchorage must be developed.
|
Occupant Load |
KCS |
|
Building with an occupant load greater than 100 |
0.133 |
|
All others |
0.100 |
|
Buildings With Complying Crosswalls |
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 |
Notes:
1. Minimum quality mortar shall be determined by laboratory testing in accordance with subsection (E) of the investigation portion of this appendix.
2. The wall height may be measured vertically by bracing elements other than a floor or roof. Spacing of the bracing elements and wall anchors shall not exceed six feet.
3. Crosswalls are defined as interior walls of masonry or wood frame construction with surface finish of wood lath and plaster, one-half inch thick gypsum board, or solid horizontal wood sheathing. Crosswalls may not exceed 40 feet horizontal separation, must be full-story height with a minimum length of 1-1/2 times the story height and be continuous through all stories.
|
1. |
Horizontal Diaphragms |
|
|
a. |
Roofs with straight sheathing with the roof covering applied directly to the sheathing |
100 pounds per foot for seismic shear |
|
b. |
Roofs with diagonal sheathing with the roof covering 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, presswood, plywood and finished wood flooring |
450 pounds per foot for seismic shear |
|
f. |
Floors or roofs with straight sheathing and plaster |
Add 50 pounds per foot to the allowable |
|
applied to the values for item 1-a and 1-c joist or rafters |
||
|
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 = 1,500 psi unless otherwise shown by tests |
|
4. |
Douglas Fir Wood |
Allowable stress same as No. 1 D.F.2 |
|
5. |
Reinforcing Steel |
f’c = 18,000 psi maximum |
|
6. |
Structural Steel |
f’c = 20,000 psi maximum |
Material must be sound and in good condition.
Stresses given may be increased for combinations of loads as specified in subsection (B) of the analysis and evaluation portion of this appendix.
|
Shear Tests |
|
|
80 percent of test results in psi not less than: |
Seismic in-plane shear psi based on gross area |
|
30 plus axial stress |
3 |
|
40 plus axial stress |
4 |
|
50 plus axial stress |
5 |
|
100 plus axial stress or more |
10 (maximum) |
Allowable shear stress may be increased by addition of 10 to the axial stress due to the weight of the wall directly above.