Article 11 — EVALUATION OF CRITICAL NONSTRUCTURAL COMPONENTS AND SYSTEMS

11.0 Introduction. This article covers nonstructural components and systems critical to patient care.

11.01 Nonstructural evaluation procedure.

1. The nonstructural performance evaluation shall examine the respective critical nonstructural systems and elements for the planned NPC as specified in Table 11.1, “Nonstructural Performance Categories.” The nonstructural evaluation process shall include the following steps:

   1. Site visit and data collection;

   2. Identification of building SPC;

   3. Identification of critical nonstructural systems for the planned NPC;

   4. Identification of critical care services housed in the building;

   5. Final evaluation for the critical nonstructural elements and systems for the planned NPC;

   6. Preparation of evaluation report; and

   7. Submittal of evaluation report to OSHPD.

2. A general acute care hospital facility may be exempted from a nonstructural evaluation upon submittal of a written statement by the hospital owner to OSHPD certifying the following conditions:

   1. The building is designated “NPC 1” in conformance with Table 11.1 “Nonstructural Performance Categories,” or

   2. The building is designated “NPC 4” in conformance with Table 11.1 “Nonstructural Performance Categories” and provided:

      • a) The building was designed and constructed under a building permit issued by OSHPD;

      • b) All subsequent repairs, remodels, additions and alterations were performed under a permit issued by OSHPD; and

      • c) Fire sprinkler systems have been retrofitted in conformance with Table 11.1, “Non- structural Performance Categories.”

   3. If a hospital owner elects to obtain a higher NPC at a future date, additional nonstructural evaluations as specified in Section 11.01.1 will be required.

Exception: An engineering report may be submitted to the Office in lieu of the NPC 2 evaluation report required by Section 1.4.5.1.1 for nonstructural upgrades from NPC 1 to NPC 2, The engineering report shall comply with the following minimum requirements:

  1. The report shall be stamped and signed by a California licensed structural engineer certifying, in a form acceptable to the Office, compliance with the requirements of NPC 2. 

  2. The report shall state that the systems and equipment listed in Table 11.1 for NPC 2 compliance either comply with or have been modified to comply with the requirements of Chapter 16A, 1995 _California Building Code_ or equivalent provision in later version of the CBC. 

  3. The report shall state what specific deficiencies have been addressed in the NPC 2 upgrade projects, and provide OSHPD project numbers for these projects. 

  4. The report shall state that the corrective work required for NPC 2 compliance has been completed under permits issued by OSHPD. 

• If the hospital owner or governing body has already submitted a revised or new NPC 2 evaluation report, and the

• Office has reviewed and made comments on this report, the engineering report shall include a statement that all comments pertaining to NPC 2 compliance in the OSHPD review have been resolved.

4. If a hospital owner sells or leases the hospital to another party, a complete nonstructural evaluation and list of all nonstructural deficiencies to achieve NPC 5 shall be submitted to the Office prior to the completion of the sale or lease.

Each building shall be assigned a Nonstructural Performance Category (NPC), based upon the degree of anchorage and bracing of selected nonstructural elements and systems. This includes architectural, mechanical, electrical and hospital equipment in addition to associated conduit, ductwork, piping and machinery. NPCs are defined in Table 11.1.

11.1.1 Site visit and evaluation. The evaluator shall:

1. Visit the building to observe and record the type, nature and physical condition of the nonstructural elements and systems for the planned NPC;

2. Note the SPC of the buildings based on procedures followed in Article 2;

3. Assemble building design data including:

   • a. Construction drawings, specifications and calculations, and

   • b. All drawings, specifications and calculations for remodeling work.

4. During the visit, the evaluator shall:

   • a. Verify existing data;

   • b. Develop other needed data (e.g., measure and sketch building if necessary);

   • c. Verify the critical nonstructural systems of the planned NPC;

   • d. Verify the critical care areas/services; and

   • e. Identify special conditions which may impact the nonstructural systems or endanger the function of the critical care areas/services.

If drawings are not available, the site visit and evaluation shall be performed as described in this section.

5. Review other data available such as assessments of building performance and function following past earthquakes;

6. Prepare a summary of data using an OSHPD approved format;

7. Perform the evaluation using the procedures in Section 11.2; and

8. Prepare a report of the findings of the evaluation using an OSHPD approved format.

Conforming and nonconforming buildings shall be placed in an NPC based upon the degree of anchorage and bracing for those systems and equipment specified in Table 11.1. The scope of the nonstructural evaluation may be limited to the nonstructural systems and elements specified in Table 11.1 for the planned NPC. Buildings which do not meet the requirements for NPC 2 as defined in Table 11.1 shall be placed in NPC 1.

• 11.2.1 Evaluation procedures for NPC 2. The following steps shall determine if the building meets the criteria for NPC 2:

  • a) Identify the specific nonstructural components and equipment that are subject to the requirements of NPC 2 as specified in Table 11.1;

  • b) Conduct an inventory of components and equipment, noting whether the items are anchored or braced;

  • c) Determine if the anchorage or bracing of the identified components and equipment complies with the following conditions:

    1. Installed under a permit issued by OSHPD. Drawings showing the installation and bearing an OSHPD approval stamp are required to show that the installation conforms to Part 2, Title 24; or

    2. Reviewed and approved by the Department of General Services, Office of Architecture and Construction, Structural Safety Section. Drawings showing: a) the installation; b) bear an Office of Architecture and Construction, Structural Safety Section approval stamp; and c) a five-digit project number on the approval that begins with the “H” prefix, are required to demonstrate that the installation conforms to Part 2, Title 24. It shall also be demonstrated by a written report submitted by the structural engineer, acceptable to the enforcement agency, that an investigation of the anchorage and bracing of components and equipment identified in Section 11.2.1(a) shows it to be constructed in reasonable conformity with these drawings.

Anchorage and bracing of elements that comply with either of these conditions are considered to meet the requirements of NPC 2.

Installation is defined as that which shows the size and type of material for all components of the system, including the anchor or fastener manufacturer (if proprietary), type, total number and embedment if connected to structural concrete, masonry or wood.

• d) If the components and equipment inventoried in 11.2.1(b) is anchored or braced, but does not meet the requirements of Section 11.2.1(c), determine if the bracing and anchorage is sufficient to meet the code requirements specified in Table 11.1. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasteners to masonry, concrete or wood determined by approved tests; and

d anchorage is sufficient to meet the code requirements specified in Table 11.1. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasteners to masonry, concrete or wood determined by approved tests; and

• e) If any of the items inventoried in 11.2.1(b) are unanchored or inadequately braced as determined by Section 11.2.1(d), the building shall be placed in NPC 1.

• 11.2.2 Evaluation procedures for NPC 3. The following steps shall determine if the building meets the criteria for NPC 3:

  • a) Identify the specific nonstructural components and equipment that are subject to the requirements of NPC 2 and NPC 3;

  • b) Conduct an inventory of components and equipment specified in Table 11.1, NPC 3, noting whether the components and equipment are anchored or braced;

  • c) Determine the level of NPC 3 conformance desired.

    1. Buildings classified as SPC 1 or SPC 2 are permitted to meet the NPC 3 performance level. See also Section 11.2.3(c).

    2. Buildings classified as SPC 3 or higher must meet the NPC 3 performance level.

  • d) Determine if the anchorage or bracing of the identified components and equipment complies with the following conditions:

    1. Installed under a permit issued by OSHPD. Drawings showing the installation and bearing an OSHPD approval stamp are required to show that the installation conforms to Part 2, Title 24; or

    2. Reviewed and approved by the Department of General Services, Office of Architecture and Construction, Structural Safety Section. Drawings showing: a) the installation; b) bear an Office of Architecture and Construction, Structural Safety Section approval stamp; and c) a five-digit project number on the approval stamp that begins with an “H” prefix, are required to demonstrate that the installation conforms to Part 2, Title 24. It shall also be demonstrated by

a written report submitted by the structural engineer, acceptable to the enforcement agency, that an investigation of the anchorage and bracing of components and equipment identified in Section 11.2.2(a) shows it to be constructed in reasonable conformity with these drawings.

Anchorage and bracing of elements that comply with either of these conditions are considered to meet the requirements of NPC 2 and NPC 3.

Installation is defined as that which shows the size and type of material for all components of the system including the anchor or fastener manufacturer (if proprietary), type, total number and embedment if connected to structural concrete, masonry or wood.

• e) If the components and equipment inventoried in 11.2.2(b) are anchored or braced, but do not meet the requirements of Section 11.2.2(d), determine if the bracing and anchorage is sufficient to meet the code requirements specified in Table 11.1 for NPC 3. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasteners to masonry, concrete, or wood determined by approved tests.

  • f) If any of the items inventoried in 11.2.2(b) are inadequately anchored or braced, as determined by Section 11.2.2(d), the building shall be placed in NPC 2.

• 11.2.3 Evaluation procedures for NPC 4 and NPC 4D. The following steps shall be followed to determine if the building meets the criteria for NPC 4 or NPC 4D:

  • a) Identify the specific nonstructural components and equipment that are subject to the requirements of NPC 2 through NPC 4 or NPC 4D;

  • b) Conduct an inventory of components and equipment specified in Table 11.1, NPC 2 through NPC 4 or NPC 4D, noting whether the components and equipment are anchored or braced;

  • c) Determine if the anchorage or bracing of the identified components and equipment complies with one of the following conditions:

    1. Installed under a permit issued by OSHPD. Drawings showing the installation and bearing an OSHPD approval stamp are required to show that the installation conforms to Part 2, Title 24. Installation or retrofit of components that were designed to meet NPC 3R requirements must be shown to meet the anchorage and bracing requirements of the California Building Code for NPC 3. Buildings where the components designed to meet NPC 3R requirements that do not meet the anchorage and bracing requirements for NPC 3 shall be retrofitted to meet those requirements; or

    2. Reviewed and approved by the Department of General Services, Office of Architecture and Construction, Structural Safety Section. Drawings showing: a) the installation; b) bear an Office of Architecture and Construction, Structural Safety Section approval stamp; and c) a five-digit project number on the approval stamp that begins with an “H” prefix, are required to demonstrate that the installation conforms to Part 2, Title 24. It shall also be demonstrated by a written report submitted by the structural engineer, acceptable to the enforcement agency, that an investigation of the anchorage and bracing of components and equipment identified in Section 11.2.3(a) shows it to be constructed in reasonable conformity with these drawings.

Anchorage and bracing of elements that comply with either of these conditions are considered to meet the requirements of NPC 4 or NPC 4D.

Installation is defined as that which shows the size and type of material for all components of the system including the anchor or fastener manufacturer (if proprietary), type, total number and embedment if connected to structural concrete, masonry or wood.

• d) If the components and equipment inventoried in 11.2.3(b) are anchored or braced, but do not meet the requirements of Section 11.2.3(c), determine if the bracing and anchorage is sufficient to meet the code requirements specified in Table 11.1. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasteners to masonry, concrete or wood determined by approved tests; and

• e) If any of the items inventoried in 11.2.3(b)is unanchored or inadequately braced as determined by Section 11.2.3(d), the building shall be placed in NPC 3.

• f) Nonstructural Performance Category 4D Operational Plan (Operational Plan) for Levels 1, 2, and 3 areas required for continuous operations. For minimum compliance with NPC 4D the facility must prepare an owner-approved Operational Plan specifying how it will repair nonstructural damage and bring systems and services back on line, or provide them in an alternative manner to accommodate continuation of critical care operations. This plan may include any other units or departments that hospitals may wish to keep operational for a minimum of 72 hours after a seismic event or other natural or human-made disaster. The Operational Plan shall be filed with the Office and shall include an executive summary, a detailed narrative of management of utilities, provisions, sustainability, and alternate means. The Operational Plan shall include, but is not limited to, the following topics for each unit or service that is not in compliance with NPC 4:

  1. NPC 3 AREAS

     • i. As-built plans, schematic, or other means showing the routing for all nonexempt utilities serving the areas from their source to the areas they serve.

       • ii. Materials on hand to make necessary repairs to these systems in the event of failure, breakage, or other causes of nonoperational status.

       • iii. Prioritize the restoration of the essential electrical system.

       • iv. Facility has a plan to maintain the areas in operation, including all necessary utilities and equipment for functionality.

       • v. An arrangement is in place to transfer the services in the event the hospital’s services are not operational or cannot be made operational immediately.

     2. CENTRAL AND STERILE SUPPLIES – Facility has a means to obtain additional medical equipment and supplies for the areas in the event in-house central or sterile supplies storage is damaged or unusable.

     3. DIETARY – Facility has a means to obtain food service for the areas in the event in-house dietary is damaged or unusable.

     4. PHARMACEUTICAL SERVICES – Facility has means to obtain pharmaceutical services for the areas in the event inhouse pharmaceutical services are damaged or unusable.

     5. EMERGENCY POWER

        • i. Reliable emergency power generating capacity for the areas is provided.

• ii. Emergency power is adequate to provide for all essential services for 72 hours of continuous, full-load demand before replenishment is needed.

     - iii. Facility has a means for emergency fuel replenishment. 
  
     - iv. Facility has a means of providing essential electrical power in the event of its generator(s) failure. 
  
     - v. Stat Lab and blood bank have been identified as essential services. 
  
  6. **WATER SUPPLY**  Facility has a means to obtain water service for the areas in the event normal water service is not available. 
  
  7. **MEDICAL GASES**  Facility has a means to obtain medical gases for areas in the event normal medical gas systems and supplies are not available. 
  
  8. **VENTILATION** 
  
     - i. Facility can isolate and shut down Heating, Ventilation, and Air Conditioning (HVAC) system zones in an emergency. 
  
     - ii. Guidelines are in place for emergency shutdown. 
  
     - iii. Sections of the facility can be isolated. 
  
     - iv. Individuals are identified who have authority for ordering HVAC shutdown 24/7. 
  
     - v. Air intakes are protected from tampering. 
  
     - vi. Facilities and Engineering staff have knowledge of HVAC zones and shutdown procedures. 
  
     - vii. Facility maintains adequate emergency supplies of filters for HVAC systems. 
  
  9. **WASTE DISPOSAL** 
  
     - i. Procedures for management and disposal of an increased volume of contaminated wastes, goods, and fluids for 72 hours are in place. 
  

  • g) Operational Plan update/change notification. The hospital shall document any changes and file the revised plan with the Office.

• 11.2.4 Evaluation procedures for NPC 5. The following steps shall determine if the building meets the criteria for NPC 5:

  • a) Identify the specific nonstructural components and equipment that are subject to the requirements of NPC 2 through NPC 5;

  • b) Conduct an inventory of components and equipment specified in Table 11.1, NPC 2 through NPC 5, noting whether the components and equipment are anchored or braced;

  • c) Determine if the anchorage or bracing of the identified components and equipment complies with the following conditions:

    1. Installed under a permit issued by OSHPD. Drawings showing the installation and bearing an OSHPD approval stamp are required to show that the installation conforms to Part 2, Title 24; or

2. Reviewed and approved by the Department of General Services, Office of Architecture and Construction, Structural Safety Section. Drawings showing: a) the installation; b) bear an Office of Architecture and Construction, Structural Safety Section approval stamp; and c) a five-digit project number on the approval stamp that begins with an “H” prefix, are required to demonstrate that the installation conforms to Part 2, Title 24. It shall also be demonstrated by a written report submitted by the structural engineer, acceptable to the enforcement agency, that an investigation of the anchorage and bracing of components and equipment identified in Section 11.2.4(a) shows it to be constructed in reasonable conformity with these drawings.

Anchorage and bracing of elements that comply with either of these conditions are considered to meet the requirements of NPC 5.

Installation is defined as that which shows the size and type of material for all components of the system including the anchor or fastener manufacturer (if proprietary), type, total number and embedment if connected to structural concrete, masonry or wood.

• d) If the components and equipment inventoried in 11.2.4(b) are anchored or braced, but do not meet the requirements of Section 11.2.4(c), determine if the bracing and anchorage is sufficient to meet the code requirements specified in Table

  • 11.1. The bracing capacity shall be determined by calculations based upon information shown in the construction documents. If these documents are incomplete or unavailable, the evaluation shall be based on the as-built conditions, with the capacity of fasteners to masonry, concrete or wood determined by approved tests; and

• e) If any of the items inventoried in 11.2.4(b) is inadequately anchored or braced as determined by Section 11.2.4(d), the building shall be placed in the appropriate NPC category in accordance with Table 11.1.

A testing program shall be instituted to determine the capacity of mechanical fasteners used to anchor nonstructural components including the bracing of pipes, ducts and conduit, and the attachment of equipment and other components listed in the 1995 CBC, Part 2, Title 24, Table 16A-0. Anchors shall be categorized as either seismic bracing of pipes ducts or conduit or equipment and other component anchors.

11.3.1 Anchors used in the seismic bracing of pipes, ducts or conduit. For anchors used in the seismic bracing of pipes, ducts or conduit, the following shall apply:

1. Twenty percent of the anchors (20 minimum) of a given size and type (wedge, shell and sleeve for expansion bolts), at each level of the structure shall be tension tested to three times the maximum calculated design load specified in Section 1630B of 1998 California Building Code (CBC) or equivalent provision in later version of the CBC but not less than 500 pounds. A minimum of one anchor in any 4-bolt group shall be tested assuming an equal distribution of the calculated force to the bolt group. One-quarter ([1] /4)-inch diameter anchors need not be tested. Where none of the anchors in the group have calculated tension, no testing is required.

   • Exception: Internally threaded anchors, such as shell-type anchors, shall be tested to four times the maximum calculated design loads. Attachment hardware shall be shimmed or removed prior to testing so that it does not prevent the possible withdrawal of the anchor.

2. If an anchor fails the tension test, 20 anchors, installed by the same trade, in the immediate vicinity of the failed anchor shall be tested prior to resuming to a 20 percent sampling rate for testing.

11.3.2 Anchors used in the attachment of equipment and other components. For anchors used in the attachment of equipment and other components listed in the 1995 CBC, Part 2, Title 24, Table 16A-0, the following shall apply:

1. A minimum of one anchor of a given size shall be tension tested for each piece of equipment or other component under consideration. Where the number of anchors for the piece of equipment or component exceeds four, a minimum of 20 percent of the anchors shall be tension tested. Where none of the anchors in the group have calculated tension, no testing is required.

2. The tension test load shall be three times the maximum tension force calculated for an anchor in the attachment group using the design loads specified in Section 1630B of 1998 California Building Code (CBC) or equivalent provision in later version of the CBC or 500 pounds minimum. One-quarter ([1] /4)-inch diameter anchors need not be tested.

Exception: Internally threaded anchors, such as shell type anchors, shall be tested to four times the maximum calculated design loads. Attachment hardware shall be shimmed or removed prior to testing so that it does not prevent the possible withdrawal of the anchor.

3. If a single anchor fails, all anchors in the attachment group shall be tested. If two or more anchors fail, the component shall be retrofitted for the forces as for new construction.

11.3.3 Tension testing procedure.

1. Testing of anchors shall be accomplished by the application of externally applied direct tension force to the anchor. The testing apparatus shall not restrict the probable shear cone failure surface of the concrete or masonry.

2. Torque testing is not permitted in lieu of tension testing unless specifically allowed in these provisions.

3. A failure is defined when the tension load on the anchor produces a slip of[1] /8 inch, a shear cone failure in the concrete or masonry, concrete splitting, or fracture of the steel anchor itself prior to attaining the test load value.

Exception: For internally threaded anchors, the allowable slip shall not exceed[ 1] /16 inch.

11.3.4 Alternate test criteria. In lieu of testing in accordance with Section 11.3.1 or 11.3.2, a test load may be established by the evaluating engineer. The allowable load that the anchor can resist shall be determined by dividing the test load by the appropriate factors noted in Section 11.3.1 or 11.3.2. No one-third increase is permitted for seismic or wind loads.

11.4 Capacity of existing mechanical anchors:

1. For cast-in-place anchors, the tension and shear capacity shall be in accordance with Table 19B-E of the 1998 CBC.

2. For post-installed anchors, the tension and shear capacities are permitted to be in accordance with the evaluation report, acceptable to the Office, that match the anchor, manufacturer and applicable code at the time of installation.

APPENDIX

GENERAL SETS OF EVALUATION STATEMENTS

EVALUATION STATEMENTS FOR THE BASIC BUILDING SYSTEM

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

Building System

• T F LOAD PATH: The structure contains a complete load path for seismic force effects from any horizontal direction that serves to transfer the inertial forces from the mass to the foundation. (Section 3.1)

• T F REDUNDANCY: The structure will remain laterally stable after the failure of any single element. (Section 3.2)

Configuration

• T F NA WEAK STORY: Visual observation or a Quick Check indicates that there are no significant strength discontinuities in any of the vertical elements in the lateral-force-resisting system; the story strength at any story is not less than 80 percent of the strength of the story above. (Section 3.3.1)

• T F NA SOFT STORY: Visual observation or a Quick Check indicates that there are no significant stiffness discontinuities in any of the vertical elements in the lateral-force-resisting system; the lateral stiffness of a story is not less than 70 percent of that in the story above or less than 80 percent of the average stiffness of the three stories above. (Section 3.3.2)

• T F NA GEOMETRY: There are no significant geometrical irregularities; there are no setbacks (i.e., no changes in horizontal dimension of the lateral-force-resisting system of more than 30 percent in a story relative to the adjacent stories). (Section 3.3.3)

• T F NA MASS: There are no significant mass irregularities; there is no change of effective mass of more than 50 percent from one story to the next, excluding light roofs. (Section 3.3.4)

• T F NA VERTICAL DISCONTINUITIES: All shear walls, infilled walls and frames are continuous to the foundation. (Section 3.3.5)

• T F TORSION: The lateral-force-resisting elements form a well-balanced system that is not subject to significant torsion. Significant torsion will be taken as any condition where the distance between the story center of rigidity and the story center of mass is greater than 20 percent of the width of the structure in either major plan dimension. (Section 3.3.6)

Adjacent buildings

• T F ADJACENT BUILDINGS: There is no immediately adjacent structure that is less than half as tall or has floors/levels that do not match those of the building being evaluated. A neighboring structure is considered “immediately adjacent” if it is within 2 inches times the number of stories away from the building being evaluated. (Section 3.4)

Deflection incompatibility

• T F DEFLECTION INCOMPATIBILITY: Column and beam assemblies that are not part of the lateral-force- resisting system (i.e., gravity load-resisting frames) are capable of accommodating imposed building drifts, including amplified drift caused by diaphragm deflections, without loss of vertical load-carrying capacity. (Section 3.5)

Short “captive” columns

• T F SHORT “CAPTIVE” COLUMNS: There are no columns with height-to-depth ratios less than 75 percent of the nominal height-to-depth ratios of the typical columns at that level. (Section 3.6)

Materials and conditions

• T F NA DETERIORATION OF WOOD: None of the wood members shows signs of decay, shrinkage, splitting, fire damage or sagging, and none of the metal accessories is deteriorated, broken or loose. (Section 3.7.1)

• T F NA OVERDRIVEN NAILS: There is no evidence of overdriven nails in the shear walls or diaphragms. (Section 3.7.2)

• T F NA DETERIORATION OF STEEL: There is no significant visible rusting, corrosion or other deterioration in any of the steel elements in the vertical- or lateral-force-resisting system. (Section 3.7.3)

• T F NA DETERIORATION OF CONCRETE: There is no visible deterioration of concrete or reinforcing steel in any of the frame elements. (Section 3.7.4)

• T F NA POST-TENSIONING ANCHORS: There is no evidence of corrosion or spalling in the vicinity of post- tensioning or end fittings. Coil anchors have not been used. (Section 3.7.5)

• T F NA CONCRETE WALL CRACKS: All diagonal cracks in the wall elements are 1.0 mm or less in width, are in isolated locations, and do not form an X pattern. (Section 3.7.6)

• T F NA CRACKS IN BOUNDARY COLUMNS: There are no diagonal cracks wider than 1.0 mm in concrete columns that encase the masonry infills. (Section 3.7.7)

• T F NA PRECAST CONCRETE WALLS: There is no significant visible deterioration of concrete or reinforcing steel or evidence of distress, especially at the connections. (Section 3.7.8)

APPENDIX—GENERAL SETS OF EVALUATION STATEMENTS

• T F NA MASONRY JOINTS: The mortar cannot be easily scraped away from the joints by hand with a metal tool, and there are no significant areas of eroded mortar. (Section 3.7.9)

• T F NA MASONRY UNITS: There is no visible deterioration of large areas of masonry units. (Section 3.7.10)

• T F NA CRACKS IN INFILL WALLS: There are no diagonal cracks in the infilled walls that extend throughout a panel or are greater than 1.0 mm wide. (Section 3.7.11)

EVALUATION STATEMENTS FOR VERTICAL SYSTEMS RESISTING LATERAL FORCES

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

MOMENT FRAMES Frames with infill walls

• T F NA INTERFERING WALLS: All infill walls placed in the moment frames are isolated from the structural elements. (Section 4.1.1)

Steel moment frames

• T F NA DRIFT CHECK: The building satisfies the Quick Check of the frame drift. (Section 4.2.1)

• T F NA COMPACT MEMBERS: All moment frame elements meet the compact section requirements of the basic AISC documents. (Section 4.2.2)

• T F NA BEAM PENETRATIONS: All openings in frame-beam webs have a depth less than one fourth of the beam depth and are located in the center half of the frame beams. (Section 4.2.3)

• T F NA MOMENT CONNECTIONS: All beam-column connections in the lateral-force-resisting moment frame have full-penetration flange welds and a bolted or welded web connection. (Section 4.2.4)

• T F NA COLUMN SPLICES: All column splice details of the moment-resisting frames include connection of both flanges and the web. (Section 4.2.5)

• T F NA JOINT WEBS: All web thicknesses within joints of moment-resisting frames meet the AISC criteria for web shear. (Section 4.2.6)

• T F NA GIRDER FLANGE CONTINUITY PLATES: There are girder flange continuity plates at joints. (Section 4.2.7)

• T F NA STRONG COLUMN/WEAK BEAM: At least one half of the joints are strong column/weak beam (33 percent on every line of moment frame). Roof joints need not be considered. (Section 4.2.8)

• T F NA OUT-OF-PLANE BRACING: Beam-column joints are braced out-of-plane. (Section 4.2.9)

• T F NA PRE-NORTHRIDGE EARTHQUAKE WELDED MOMENT FRAME JOINTS: Welded steel moment frame beam-column joints are designed and constructed in accordance with recommendations in FEMA 267, Interim Guidelines: Evaluation, Repair, Modification, and Design of Welded Steel Moment Frame Structures, August 1995. (Section 4.2.10)

Concrete moment frames

• T F NA SHEARING STRESS CHECK: The building satisfies the Quick Check of the average shearing stress in the columns. (Section 4.3.1)

• T F NA DRIFT CHECK: The building satisfies the Quick Check of story drift. (Section 4.3.2)

• T F NA PRESTRESSED FRAME ELEMENTS: The lateral-load-resisting frames do not include any pre-stressed or post-tensioned elements. (Section 4.3.3)

• T F NA JOINT ECCENTRICITY: There are no eccentricities larger than 20 percent of the smallest column plan dimension between girder and column center-lines. (Section 4.3.4)

• T F NA NO SHEAR FAILURES: The shear capacity of frame members is greater than the moment capacity. (Section 4.3.5)

• T F NA STRONG COLUMN/WEAK BEAM: The moment capacity of the columns appears to be greater than that of the beams. (Section 4.3.6)

• T F NA STIRRUP AND TIE HOOKS: The beam stirrups and column ties are anchored into the member cores with hooks of 135 degrees or more. (Section 4.3.7)

• T F NA COLUMN-TIE SPACING: Frame columns have ties spaced at d /4 or less throughout their length and at 8 db , or less at all potential plastic hinge regions. (Section 4.3.8)

• T F NA COLUMN-BAR SPLICES: All column bar lap splice lengths are greater than 35 db , long and are enclosed by ties spaced at 8 db , or less. (Section 4.3.9)

• T F NA BEAM BARS: At least two longitudinal top and two longitudinal bottom bars extend continuously throughout the length of each frame beam. At least 25 percent of the steel provided at the joints for either positive or negative moment is continuous throughout the members. (Section 4.3.10)

• T F NA BEAM-BAR SPLICES: The lap splices for the longitudinal beam reinforcing are located within the center half of the member lengths or in the vicinity of potential plastic hinges. (Section 4.3.11)

• T F NA STIRRUP SPACING: All beams have stirrups spaced at d /2 or less throughout their length and at 8 db or less at potential hinge locations. (Section 4.3.12)

• T F NA BEAM TRUSS BARS: Bent-up longitudinal steel is not used for shear reinforcement. (Section 4.3.13)

• T F NA JOINT REINFORCING: Column ties extend at their typical spacing through all beam-column joints at exterior columns. (Section 4.3.14)

• T F NA FLAT SLAB FRAMES: The system is not a frame consisting of a flat slab/plate without beams. (Section 4.3.15)

Precast concrete moment frames

• T F NA PRECAST FRAMES: The lateral loads are not resisted by precast concrete frame elements. (Section 4.4.1)

• T F NA PRECAST CONNECTIONS: For buildings with concrete shear walls, the connection between precast frame elements such as chords, ties and collectors in the lateral-force-resisting system can develop the capacity of the connected members. (Section 4.4.2)

Frames not part of the lateral-force-resisting system

• T F NA COMPLETE FRAMES: The steel or concrete frames form a complete vertical load-carrying system. (Section 4.5.1)

SHEAR WALLS Concrete shear walls

• T F NA SHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the shear walls. (Section 5.1.1)

• T F NA OVERTURNING: All shear walls have hw/lw ratios less than 4 to 1. (Section 5.1.2)

• T F NA COUPLING BEAMS: The stirrups in all coupling beams are spaced at d /2 or less and are anchored into the core with hooks of 135 degrees or more. (Section 5.1.3)

• T F NA COLUMN SPLICES: Steel column splice details in shear wall boundary elements can develop the tensile strength of the column. (Section 5.1.4)

• T F NA WALL CONNECTIONS: There is positive connection between the shear walls and the steel beams and columns. (Section 5.1.5)

• T F NA CONFINEMENT REINFORCING: For shear walls with hw/lw greater than 2.0, the boundary elements are confined with spirals or ties with spacing less then 8 db . (Section 5.1.6)

• T F NA REINFORCING STEEL: The area of reinforcing steel for concrete walls is greater than 0.0025 times the gross area of the wall along both the longitudinal and transverse axes and the maximum spacing of reinforcing steel is 18 inches. (Section 5.1.7)

• T F NA REINFORCING AT OPENINGS: There is special wall reinforcement around all openings. (Section 5.1.8)

Precast concrete shear walls

• T F NA PANEL-TO-PANEL CONNECTIONS: Adjacent wall panels are not connected by welded steel inserts. (Section 5.2.1)

• T F NA WALL OPENINGS: Openings constitute less than 75 percent of the length of any perimeter wall with the wall piers having hw/lw ratios of less than 2.0. (Section 5.2.2)

• T F NA COLLECTORS: Wall elements with openings larger than a typical panel at a building corner are connected to the remainder of the wall with collector reinforcing. (Section 5.2.3)

Reinforced masonry shear walls

• T F NA SHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the unreinforced masonry shear walls. (Section 5.4.1)

• T F NA REINFORCING: The total vertical and horizontal reinforcing steel in reinforced masonry walls is greater than 0.002 times the gross area of the wall with a minimum of 0.0007 in either of the two directions, the spacing of reinforcing steel is less than 48 inches and all vertical bars extend to the top of the walls. (Section 5.4.2)

• T F NA REINFORCING AT OPENINGS: There is special wall reinforcement around all openings. (Section 5.1.8)

Unreinforced masonry shear walls

• T F NA SHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the unreinforced masonry shear walls. (Section 5.4.1)

• T F NA MASONRY LAY-UP: Filled collar joints of multi- wythe masonry walls have negligible voids. (Section 5.4.2)

Infill walls in frames

• T F NA PROPORTIONS: The height/thickness ratio of the wall is as follows: (Section 5.4.3) One-story building hw/t < 15

  • Multistory building

  • Top story hw/t < 9 Other stories hw/t <13

• T F NA SOLID WALLS: The infill walls are not of cavity construction. (Section 5.5.2)

• T F NA CONTINUOUS WALLS: The infill walls are continuous to the soffits of the frame beams. (Section 5.5.3)

• T F NA WALL CONNECTIONS: All infill panels are constructed to encompass the frames around their entire perimeter. (Section 5.5.4)

Walls in wood-frame buildings

• T F NA SHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the wood shear walls. (Section 5.6.1)

• T F NA OPENINGS: Walls with garage doors or other large openings are braced with plywood shear walls or are supported by adjacent construction through substantial positive ties. (Section 5.6.2)

• T F NA WALL REQUIREMENTS: All walls supporting tributary area of 24 to 100 square feet per foot of wall are plywood sheathed with proper nailing, or rod braced and have a height-to-depth (H/D) ratio of 1 to 1 or less, or have properly detailed and constructed hold downs. (Section 5.6.3)

• T F NA CRIPPLE WALLS: All exterior cripple walls below the first floor level are braced to the foundation with shear elements. (Section 5.6.4)

• T F NA NARROW SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 2 to 1 do not resist forces developed in the building. (Section 5.6.5)

• T F NA STUCCO (EXTERIOR PLASTER) SHEAR WALLS: Multistory buildings do not rely on exterior stucco walls as the primary lateralforce-resisting system. (Section 5.6.6)

• T F NA PLASTER OR GYPSUM WALLBOARD SHEAR WALLS: Interior plaster or gypsum wallboard is not being used for shear walls in buildings over one story in height. (Section 5.6.7)

BRACED FRAMES

Concentric braced frames

• T F NA STRESS CHECK: The building satisfies the Quick Check of the stress in the diagonals. (Section 6.1.1)

• T F NA STIFFNESS OF DIAGONALS: All diagonal elements required to carry compression have Kl / r ratios less than 120. (Section 6.1.2)

• T F NA TENSION-ONLY BRACES: Tension-only braces are not used as the primary diagonal bracing elements in structures over two stories in height. (Section 6.1.3)

• T F NA CHEVRON BRACING: The bracing system does not include chevron-, V- or K-braced bays. (Section 6.1.4)

• T F NA CONCENTRIC JOINTS: All the diagonal braces frame into the beam-column joints concentrically. (Section 6.1.5)

• T F NA CONNECTION STRENGTH: All the brace connections are able to develop the yield capacity of the diagonals. (Section 6.1.6)

• T F NA COLUMN SPLICES: All column splice details of the braced frames can develop the column yield capacity. (Section 6.1.7)

• T F NA CONCRETE BRACED FRAMES: None of the braces in the framing system are of reinforced concrete construction. (Section 6.1.8)

Eccentric braced frames

• T F NA LINK BEAM LOCATION: The link beams are not connected to the columns. (Section 6.2.1)

EVALUATION STATEMENTS FOR DIAPHRAGMS

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

General

• T F NA PLAN IRREGULARITIES: There is significant tensile capacity at reentrant corners or other locations of plan irregularities. (Section 7.1.1)

• T F NA CROSS TIES: There are continuous cross ties between diaphragm chords. (Section 7.1.2)

• T F NA REINFORCING AT OPENINGS: There is reinforcing around all diaphragm openings larger than 50 percent of the building width in either major plan dimension. (Section 7.1.3)

• T F NA OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls constitute less than 25 percent of the wall length, and the available length appears sufficient. (Section 7.1.4)

• T F NA OPENINGS AT BRACED FRAMES: Diaphragm openings immediately adjacent to the braced frames extend less than 25 percent of the length of the bracing. (Section 7.1.5)

• T F NA OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry walls are no more than 8 feet long. (Section 7.1.6)

Wood diaphragms

• T F NA SHEATHING: None of the diaphragms consist of straight sheathing or have span/depth ratios greater than 2 to 1. (Section 7.2.1)

• T F NA SPANS: All diaphragms with spans greater than 24 feet have plywood or diagonal sheathing. Structures in Building Type 2 may have rod-braced systems. (Section 7.2.2)

• T F NA UNBLOCKED DIAPHRAGMS: Unblocked wood panel diaphragms consist of horizontal spans of less than 40 feet and have span/ depth ratios less than or equal to 3 to 1. (Section 7.2.3)

• T F NA SPAN/DEPTH RATIO: If the span/depth ratios of wood diaphragms are greater than 3 to 1, there are nonstructural walls connected to all diaphragm levels at less than 40-foot spacing. (Section 7.2.4)

• T F NA DIAPHRAGM CONTINUITY: None of the diaphragms are composed of split-level floors or, in wood commercial or industrial buildings, have expansion joints. (Section 7.2.5)

• T F NA CHORD CONTINUITY: All chord elements are continuous, regardless of changes in roof elevation. (Section 7.2.6)

Metal deck diaphragms

• T F NA DECK TOPPING: All metal deck roofs have a reinforced concrete topping slab. (Section 7.3.1)

• T F NA UNTOPPED DIAPHRAGMS: Untapped metal deck diaphragms consist of horizontal spans of less than 40 feet and have span/ depth ratios less than or equal to 3 to 1. (Section 7.3.2)

Precast concrete diaphragms

• T F NA TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a reinforced concrete topping slab. (Section 7.4.1)

• T F NA CONTINUITY OF TOPPING SLAB: The topping slab continues uninterrupted through the interior walls and into the exterior walls or is provided with dowels with a total area equal to the topping slab reinforcing. (Section 7.4.2)

Horizontal bracing

• T F NA HORIZONTAL BRACING: Horizontal bracing forms a complete system of adequate capacity. (Section 7.5.1)

Other systems

• T F NA OTHER SYSTEMS: The diaphragm system does not include thin planks and/or toppings of gypsum. (Section 7.6.1)

EVALUATION STATEMENTS FOR STRUCTURAL CONNECTIONS

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

Anchorage for normal forces

• T F NA WOOD LEDGERS: The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers. (Section 8.2.1)

• T F NA WALL ANCHORAGE: The exterior concrete or masonry walls are anchored to each of the diaphragm levels for out-of-plane loads. (Section 8.2.2)

• T F NA MASONRY WALL ANCHORS: Wall anchorage connections are steel anchors or straps that are developed into the diaphragm. (Section 8.2.3)

• T F NA ANCHOR SPACING: The anchors from the floor and roof systems into exterior masonry walls are spaced at 4 feet or less. (Section 8.2.4)

• T F NA TILT-UP WALLS: Precast-bearing walls are connected to the diaphragms for out-of-plane loads; steel anchors or straps are embedded in the walls and developed into the diaphragm. (Section 8.2.5)

• T F NA PANEL-DIAPHRAGM CONNECTION: There are at least two anchors from each precast wall panel into the diaphragm elements. (Section 8.2.6)

• T F NA INADEQUATE STIFFNESS OF WALL ANCHORS: Anchors of walls to wood structural elements are installed taut and are stiff enough to prevent movement between the wall and roof. (Section 8.2.7)

Shear transfer

• T F NA TRANSFER TO SHEAR WALLS: Diaphragms are reinforced and connected for transfer of loads to the shear walls. (Section 8.3.1)

• T F NA TRANSFER TO STEEL FRAMES: The method used to transfer diaphragm shears to the steel frames is approved for use under lateral loads. (Section 8.3.2)

• T F NA TOPPING SLAB TO WALLS AND FRAMES: Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled into the shear wall or frame elements. (Section 8.3.3)

Vertical components

• T F NA STEEL COLUMNS: The columns in the lateral-force-resisting frames are substantially anchored to the building foundation. (Section 8.4.1)

• T F NA CONCRETE COLUMNS: All longitudinal column steel is doweled into the foundation. (Section 8.4.2)

• T F NA WOOD POSTS: There is positive connection of wood posts to the foundation and the elements being supported. (Section 8.4.3)

• T F NA WALL REINFORCING: All vertical wall reinforcing is doweled into the foundation. (Section 8.4.4)

• T F NA SHEAR-WALL-BOUNDARY COLUMNS: The shear wall columns are substantially anchored to the building foundation. (Section 8.4.5)

• T F NA WALL PANELS: The wall panels are connected to the foundation and/or ground floor slab with dowels equal to the vertical panel reinforcing. (Section 8.4.6)

• T F NA WOOD SILLS: All wall elements are bolted to the foundation sill at 6-foot spacing or less with proper edge distance for concrete and wood. (Section 8.4.7)

Interconnection of elements

• T F NA GIRDERS: Girders are supported by walls, or pilasters have special ties to secure the anchor bolts. (Section 8.5.1)

• T F NA CORBEL BEARING: If the frame girders bear on column corbels, the length of bearing is greater than 3 inches. (Section 8.5.2)

• T F NA CORBEL CONNECTIONS: The frame girders are not supported on corbels with welded elements. (Section 8.5.3)

Roof decking

• T F NA LIGHT-GAGE METAL, PLASTIC OR CEMENTITIOUS ROOF PANELS: All light-gage metal, plastic or cementitious roof panels are properly connected to the roof framing at not more than 12 inches on center. (Section 8.6.1)

• T F NA WALL PANELS: All wall panels (metal, fiberglass or cementitious) are properly connected to the wall framing. (Section 8.6.2)

EVALUATION STATEMENTS FOR FOUNDATIONS AND GEOLOGIC SITE HAZARDS

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

Condition of foundations

• T F FOUNDATION PERFORMANCE: The structure does not show evidence of excessive foundation movement such as settlement or heave that would affect its integrity or strength. (Section 9.1.1)

• T F DETERIORATION: There is no evidence that foundation elements have deteriorated due to corrosion, sulphate attack, material breakdown or other reasons in a manner that would affect the integrity or strength of the structure. (Section 9.1.2)

Capacity of foundations

• T F OVERTURNING: The ratio of the effective horizontal dimension, at the foundation level of the seismic-resisting system to the building height (base/height) exceeds 1.4AV. (Section 9.2.1)

• T F TIES BETWEEN FOUNDATION ELEMENTS: Foundation ties adequate for seismic forces exist where footings, piles and piers are not restrained by beams, slabs or competent soils or rock. (Section 9.2.2)

• T F NA LOAD PATH AT PILE CAPS: The pile caps are capable of transferring overturning and lateral forces between the structure and individual piles in the pile cap. (Section 9.2.3)

• T F NA LATERAL FORCE ON DEEP FOUNDATIONS: Piles and piers are capable of transferring the lateral forces between the structure and the soil. (Section 9.2.4)

• T F NA POLE BUILDINGS: Pole foundations have adequate embedment. (Section 9.2.5)

• T F NA SLOPING SITES: The grade difference from one side of the building to another does not exceed one-half story. (Section 9.2.6)

Geologic site hazards

• T F NA LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 feet under the building. (Section 9.3.1)

• T F SLOPE FAILURE: The building site is sufficiently remote from potential earthquake-induced slope failures or rockfalls to be unaffected by such failures or is capable of accommodating small, predicted movements without failure. (Section 9.3.2)

• T F SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated. (Section 9.3.3)

EVALUATION STATEMENTS FOR ELEMENTS THAT ARE NOT PART OF THE LATERAL-FORCE-RESISTING SYSTEM

Address the following evaluation statements, marking each either true (T), false (F) or not applicable (N/A). Statements that are found to be true identify issues that are acceptable according to the criteria of these regulations; statements that are found to be false identify issues that need investigation. For guidance in the investigation, refer to the section number indicated in parentheses at the end of the statement.

NONSTRUCTURAL WALLS Partitions

• T F NA MASONRY PARTITIONS: There are no unbraced unreinforced masonry or hollow clay tile partitions in critical care areas, clinical laboratory service spaces, pharmaceutical service spaces, radiological service spaces, and central and sterile supply areas, exit corridors, elevator shafts or stairwells. (Section 10.1.1.1)

• T F NA STRUCTURAL SEPARATIONS: At structural separations, partitions in exit corridors have seismic or control joints. (Section 10.1.1.2)

• T F NA PARTITION BRACING: In exit corridors, the tops of partitions that extend only to the ceiling line have lateral bracing. (Section 10.1.1.3)

Cladding and veneer

• T F NA MASONRY VENEER: Masonry veneer is connected to the back-up with corrosion-resistant ties spaced 24 inches on center maximum with at least one tie for every 2[2] /3 square feet. (Section 10.1.2.1)

• T F NA CLADDING PANELS IN MOMENT FRAME BUILDINGS: For moment frame buildings of steel or concrete, panels are isolated from the structural frame to absorb predicted interstory drift without collapse. (Section 10.1.2.2)

• T F NA CLADDING PANEL CONNECTIONS: Where bearing connections are required, there are at least two bearing connections for each cladding panel, and there are at least four connections for each cladding panel capable of resisting out-of-plane forces. (Section 10.1.2.3)

• T F NA CLADDING PANEL CONDITION: Cladding panel connections appear to be installed properly. No connection element is severely deteriorated or corroded. There is no cracking in the panel materials indicative of substantial structural distress. There is no substantial damage to exterior cladding due to water leakage. There is no substantial damage to exterior wall cladding due to temperature movements. (Section 10.1.2.4)

Metal stud back-up systems

• T F NA GENERAL: Additional steel studs frame window and door openings. Corrosion of veneer ties, tie screws, studs and stud tracks is minimal. Stud tracks are adequately fastened to the structural frame. (Section 10.1.3.1)

• T F NA MASONRY VENEER WITH STUD BACK-UP: Masonry veneer more than 30 feet above the ground is supported by shelf angles or other elements at each floor level. Masonry veneer is adequately anchored to the back-up at locations of through-wall flashing. Masonry veneer is connected to the backup with corrosion-resistant ties spaced 24 inches on center maximum and with at least one tie for every 2[2] /3 square feet. (Section 10.1.3.2)

• T F NA MASONRY VENEER WITH CONCRETE BLOCK BACK-UP—GENERAL: The concrete block back-up qualifies as reinforced masonry. (Section 10.1.4.1)

• T F NA MASONRY VENEER SUPPORT: Masonry veneer more than 30 feet above the ground is supported by shelf angles or other elements at each floor level. Masonry veneer is adequately anchored to the back-up at locations of through-wall flashing. Masonry veneer is connected to the back-up with corrosion-resistant ties spaced 24 inches on center maximum and with at least one tie for every 2[2] /3 square feet. The concrete block back-up is positively anchored to the structural frame at 4-foot maximum intervals along the floors and roofs. (Section 10.1.4.2)

Other veneer/panel systems

• T F NA THIN STONE VENEER PANELS: Stone anchorages are adequate for computed loads. (Section 10.1.5.1)

• T F NA WOOD/AGGREGATE PANELS: There is no visible deterioration of screws or wood at panel attachment points. (Section 10.1.5.2)

Parapets, cornices, ornamentation and appendages

• T F NA PARAPETS, CORNICES, ORNAMENTATION AND APPENDAGES: There are no laterally unsupported unreinforced masonry parapets or cornices above the highest anchorage level with height/thickness ratios greater than 1.5. Concrete parapets with height/thickness ratios greater than 1.5 have vertical reinforcement. Cornices, parapets, signs and other appendages that extend above the highest anchorage level or cantilever from exterior wall faces and other exterior wall ornamentation are reinforced and well anchored to the structural system. (Section 10.1.6)

• T F NA MEANS OF EGRESS: Canopies are anchored and braced to prevent collapse and blockage of building exits. (Section 10.1.7)

APPENDIX

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HAZUS AEBM REGULATIONS

6-A1 HAZUS AEBM technology. The Federal Emergency Management Agency (FEMA)/National Institute of Building Sciences (NIBS) Multi-Hazard Loss Estimation Technology (HAZUS-MH MR2) and, specifically, the HAZUS Advanced Engineering Building Module (AEBM) are used by the Office with building-specific parameters, described in this appendix, to evaluate the Probability of Collapse of SPC-1 buildings.

6-A2 Probability of collapse. The Probability of Collapse, P[COL], is calculated by Equation (A6-1):

P[COL]= P[COL|STR5] × P[STR5] (A6-1)

where:

P[COL|STR5] = collapse factor of the HAZUS AEBM, as modified herein, and

P[STR5] = probability of Complete Structural Damage, based on HAZUS AEBM methods and parameters, as modified herein.

6-A3 Building-specific properties. Building-specific properties are based on the building type (structural system), or Model Building Type (MBT), building height (number of stories above seismic base), building age (pre-1933, 1933–1961 or post-1961 design vintage), availability of materials testing data, and Significant Structural Deficiencies.

Table A6-1 lists Significant Structural Deficiencies. Table A6-1 includes older buildings (pre-1933 buildings) and buildings that do not have available materials test data, and treats these conditions as Significant Structural Deficiencies.

SPC-1 buildings with no Significant Structural Deficiencies are evaluated using “Baseline” values of building-specific properties. SPC-1 buildings with one or more Significant Structural Deficiencies are evaluated using Sub-Baseline (SubBase), or Ultra-Sub-Baseline (USB) building-specific properties, as specified in Table A6-1.

Building-specific properties include parameters related to (1) building capacity, (2) building response, (3) Complete Structural Damage, and (4) building collapse. Appendix H Sections 6-A4 through 6-A7 define the parameters of interest related to building capacity, building response, Complete Structural Damage, and building collapse, respectively, and specify appropriate values of these parameters.

6-A4. Building capacity. Building-specific capacity properties of interest include the yield capacity control point ( Dy, Ay ) and the ultimate capacity control point ( Du, Au ), as calculated by Equations (A6-2 through A6-5, respectively):

Ay = Cs · / 1 (A6-2) Dy = 9.8 · Ay · Te 2 (A6-3) Au = · Ay (A6-4) Du = · · Dy (A6-5)

where:

Cs = seismic design coefficient — values of Cs are given in Tables A6-2a and A6-2b, respectively,

1 = modal weight factor, Alpha 1 — values of 1 are given in Table A6-4,

Te = elastic period, in seconds — values of Te are given in Table A6-3,

• = yield strength factor, Gamma — values of are given in Table A6-5,

• = “overstrength” factor, Lambda — values of are given in Table A6-5, and

= “ductility” factor, Mu — values of are given in Table A6-6.

6-A5 Building response. Building-specific response parameters of interest include the elastic damping factor, E , and the degradation factor, Kappa. Values of E are given in Table A6-7 and values of the Kappa factor are given in Table A6-8.

6-A-6 Complete structural damage. Building-specific damage parameters of interest include the median spectral displacement of the Complete Structural Damage state, SdC , and the associated lognormal standard deviation (Beta) factor, C . Values of C are given in Table A6-11. Median spectral displacement at the Complete Structural Damage state, SdC , is calculated using Equation (A6-6):

Sd,C = C · HR · 2/ 3 (A6-6)

where:

C = interstory drift ratio (of the story with maximum drift) at the threshold of Complete Structural Damage — values of C are given in Table A6-9,

HR = height of building at the roof level, in inches — default values of HR are given in Table A6-3 as a function of the number of stories above grade,

2 = modal height factor, Alpha 2 — values of 2 are given in Table A6-4, and

• 3 = modal shape factor, Alpha 3, relating maximum-story drift and roof drift, values of 3 are given in Table A6-10.

APPENDIX H—HAZUS AEBM REGULATIONS

6-A-7 Building collapse. Building-specific values of the collapse factor, P[COL|STR5], that describe the fraction of the building likely to be collapsed given that the building has reached the Complete Structural Damage state, STR5, are given in Table A6-12.

HISTORY NOTE APPENDIX FOR CHAPTER 6

Administrative Regulations for the Office of Statewide Hospital Planning and Development California Code of Regulations, Title 24, Part 1

HISTORY:

The history notes for prior changes remain within the text of this code.

1. (OSHPD 1/96) Adoption of Chapter 6, Seismic Evaluation Procedures for Hospital Buildings, Part 1, Title 24, C.C.R. Filed with the secretary of state on April 8, 1997, effective April 8, 1997. Approved by the California Building Standards Commission on February 6, 1997.

2. (OSHPD 1/97) New Article 1-Definitions and Requirements based on SB 1953. Approved by the California Building Standards Commission on March 18, 1998. Filed with the Secretary of State on March 25, 1998, effective March 25, 1998.

3. (BSC 2/99) Article 1-7, Conflict of Interest Code. Amend Section 1-701. Approved by the Fair Political Practices Committee on October 29, 1999. Filed with the Secretary of State on December 31, 1999, effective January 30, 2000.

4. (OSHPD EF 1/00) Part 1, Chapter 6, Articles 1, 10, 11 and Appendix. Approved as submitted by the California Building Standards Commission on February 28, 2000. Filed with the Secretary of State on March 3, 2000, effective March 3, 2000. Permanent approval by California Building Standards Commission on May 24, 2000. Certification of Compliance filed with Secretary of State May 26, 2000.

5. (OSHPD EF 2/00) Part 1, Amend Chapter 6, Articles 1, 2, 10 and 11. Emergency approval by the California Building Standards Commission on May 24, 2000. Filed with the Secretary of State on May 26, 2000, effective May 26, 2000. Permanent approval by California Building Standards Commission September 20, 2000. Certification of Compliance filed with Secretary of State November 15, 2000.

6. (OSHPD EF 5/01) Emergency adoption of amendments to hospital seismic safety evaluation regulations contained in Title 24, C.C.R., Part 1, Chapter 6. Approved by the California Building Standards Commission on November 28, 2001. Filed with the Secretary of State on December 4, 2001, effective December 4, 2001.

7. 1(OSHPD EF 01/02) Amend Chapter 6 and 7 of Part 1. Approved as emergency by the California Building Standards Commission on January 15, 2003, and filed with the Secretary of State on January 16, 2003. Effective January 16, 2003.

8. (OSHPD EF 01/02) Amend Chapters 6 and 7 of Part 1. Approved as permanent emergency by the California Building Standards Commission. Permanent approval on May 14, 2003. Certification of Compliance filed with the Secretary of State on May 15, 2003. Effective January 16, 2003.

9. (OSHPD EF 01/05) Amend Part 1, Chapter 6, Article 11 and Table 11.1. Approved as emergency by the California Building Standards Commission on December 13, 2005. Filed with the Secretary of State on December 14, 2005 with an effective date of December 14, 2005.

10. (OSHPD EF 01/05) Amend Part 1, Chapter 6, Article 11 and Table 11.1. Re-adopted/approved as emergency by the California Building Standards Commission on March 22, 2006. Filed with the Secretary of State on March 30, 2006 with an effective date of March 30, 2006.

11. (OSHPD 01/04) Amend Article 1 for nonconforming hospital buildings. Filed with Secretary of State on May 23, 2006, and effective on the 30th day after filing with the Secretary of State.

12. (OSHPD EF 01/05) Amend Title 24, Part 1, Chapter 6, Article 11 and Table 11.1. The language for the permanent rule will remain effective and unchanged from the readoption/approval of Emergency Finding (OSHPD EF 01/05) Supplement dated May 30, 2006. Approved as permanent by the California Building Standards Commission on July 27, 2006 and filed with the Secretary of State on July 28, 2006.

13. (OSHPD EF 01/07) Amend Title 24, Part 1, Chapter 6, Article 1, Article 2, Article 4, Article 6, Article 11, Table 11.1. Approved by the California Building Standards Commission on July 19, 2007. Filed with the Secretary of State July 20, 2007, effective January 1, 2008.

14. (OSHPD EF 01-07) Amend Title 24, Part 1, Chapter 6, Article 1, Article 2, Article 4, Article 6, Article 11 and Table 11.1. Approved by the California Building Standards Commission on July 19, 2007. Filed with the Secretary of State on July 20, 2007, effective January 1, 2008. It was approved as permanent by the California Building Standards Commission on May 21, 2008 and filed with the Secretary of State on May 23, 2008.

15. (OSHPD EF 02/07) Amend Title 24, Part 1, Chapter 6, definitions added and Chapter amended throughout with a new Appendix H to Chapter 6. Approved as an emergency regulation by the California Building Standards Commission on November 14, 2007, filed with the Secretary of State on November 29, 2007. Effective November 29, 2007. It was approved as permanent by the California Building Standards Commission on May 21, 2008 and filed with the Secretary of State on May 23, 2008.

16. (OSHPD 08/09) Amend Title 24, Part 1, Chapter 6 with amendments throughout. Effective on February 13, 2010.

17. (OSHPD EF 01/10) Amend Title 24, Part 1, Chapter 6 with updates to HAZUS standards pursuant to SB 499 (Chapter 601, Statutes of 2009). Effective on February 13, 2010.

18. (OSHPD 02/10) Amend Article 1, Title 24, Chapter 6, effective on August 28, 2011.

19. (OSHPD 01/12 and OSHPD 03/12) Amend Chapter 6, Seismic Evaluation Procedures for Hospital Buildings. Approved by the California Building Standards Commission on January 23, 2013, filed with the Secretary of State on January 28, 2013, and effective 30 days after filing with Secretary of State.

20. (OSHPD 04/15) Amend Chapter 6, Seismic Evaluation Procedures for Hospital Buildings. Article 1: Section 1.2, 1.3, 1.4.5.1, 1.4.5.1.1, 1.4.5.1.2, 1.4.5.1.3, 1.4.5.1.4, 1.4.5.1.5, 1.5.1, 2.1.2, 2.1.2.1, 2.1.2.2, 2.7, Table 2.5.3, 11.2.2. Approved by the California Building Standards Commission on December 16, 2015, filed with the Secretary of State on December 21, 2015, and effective 30 days after filing with the Secretary of State.

mic Evaluation Procedures for Hospital Buildings. Article 1: Section 1.2, 1.3, 1.4.5.1, 1.4.5.1.1, 1.4.5.1.2, 1.4.5.1.3, 1.4.5.1.4, 1.4.5.1.5, 1.5.1, 2.1.2, 2.1.2.1, 2.1.2.2, 2.7, Table 2.5.3, 11.2.2. Approved by the California Building Standards Commission on December 16, 2015, filed with the Secretary of State on December 21, 2015, and effective 30 days after filing with the Secretary of State.

21. 2018 Triennial Code Adoption Cycle (OSHPD 01/18) Amend Chapter 6, Article 1, Sections 1.2, 1.3, 1.4.5.1, 1.4.5.1.1, 1.4.5.1.3, 1.4.5.1.5, 1.5.1 and 1.5.2; Article 2, Sections 2.1.2.1, 2.1.2.2, Table 2.5.3 and 2.7; Article 11, Table 11.1, Sections 11.2.2, 11.2.3 and 11.2.4. Approved by the California Building Standards Commission on December 4, 2018, filed with the Secretary of State on December 7, 2018, and effective 180 days after filing with the Secretary of State pursuant to California Health and Safety Code , Section 18938.

22. 2019 Intervening Cycle Update (OSHPD 01/19) Adoption of amendments to the 2019 California Administrative Code (CAC). Approved by the California Building Standards Commission on July 13, 2020, published on January 1, 2021, effective 30 days after filing with Secretary of State.

23. (OSHPD 01/22) Amend Chapter 6, Article 1 Sections 1.2, 1.4.5, Adopt Chapter 6 Article 1, Sections 1.9, 1.10, 1.11, and 1.12. Approved by the California Building Standards Commission on June 27, 2023, filed with the Secretary of State on June 30, 2023, and effective 30 days after filing with Secretary of State.

24. (OSHPD 03/24) Amend Chapter 6, Article 1: Sections 1.2, 1.3, 1.4, 1.5.2, 1.9, 1.9.1, 1.10; Article 11: Sections 11.2.3, 11.3.1, 11.3.2. Repeal Chapter 6, Article 11: Section 11.3.5. Add Chapter 6, Article 1: Section 1.9.2; Article 11: Section 11.4. Approved by the California Building Standards Commission on February 26, 2025, filed with the Secretary of State on February 27, 2025, and effective 30 days after filing with Secretary of State.