Copyright

Preface

Acknowledgements

California Code of Regulations, Title 24

Chapter 1 Administrative Regulations of the California Building Standards Commission

History Note Appendix for Chapter 1

Chapter 2 Administrative Regulations for the Department of Housing and Community Development (HCD)

History Note Appendix for Chapter 2

Chapter 3 Administrative Regulations for the Office of the State Fire Marshal (SFM)

Chapter 4 Administrative Regulations for the Division of the State Architect—structural Safety (DSA-SS)

Group 1 Safety of Construction of Public Schools

Group 2 Safety of Construction of Public Schools: Fire and Life Safety

Group 3 Sustainable Construction of Public Schools & Community Colleges Outdoor Water Use

History Note Appendix for Chapter 4

Chapter 5 Access to Public Buildings by Persons With Disabilities

History Note Appendix for Chapter 5

Chapter 6 Seismic Evaluation Procedures for Hospital Buildings

Appendix General Sets of Evaluation Statements

Appendix H To Chapter 6 HAZUS AEBM Regulations

History Note Appendix for Chapter 6

Chapter 7 Safety Standards for Health Facilities

History Note Appendix for Chapter 7

Chapter 8 Administrative Regulations for the California Department of Public Health (CDPH)

History Note Appendix for Chapter 8

Chapter 9 Administrative Regulations for the Occupational Safety and Health Standards Board (OSHA)

Chapter 10 Administrative Regulations for the California Energy Commission (CEC)

History Note Appendix for Chapter 10

Chapter 11 Administrative Regulations for the Department of Food and Agriculture (AGR)

Chapter 12 Administrative Regulations for the Department of Youth Authority (YA)

Chapter 13 Administrative Regulations for the Board of State and Community Corrections (BSCC)

History Note Appendix for Chapter 13

Chapter 14 Administrative Regulations for the Department of Education (DOE)

Chapter 15.1 Administrative Regulations for the Department of Consumer Affairs (CA) Board of Accountancy

Chapter 15.2 Acupuncture Examining Committee

Chapter 15.3 Division of Allied Health Professions

Chapter 15.4 Board of Architectural Examiners

Chapter 15.5 Athletic Commission

Chapter 15.6 Auctioneer Commission

Chapter 15.7 Bureau of Automotive Repair

Chapter 15.8 Board of Barber Examiners

Chapter 15.9 Board of Behavioral Science Examiners

Chapter 15.10 Cemetery Board

Chapter 15.11 Bureau of Collection and Investigative Services

Chapter 15.12 Contractors' State License Board

Chapter 15.13 Board of Cosmetology

Chapter 15.14 Board of Dental Examiners

Chapter 15.15 Bureau of Electronic and Appliance Repair

Chapter 15.16 Board of Funeral Directors and Embalmers

Chapter 15.17 Board of Registration for Geologists and Geophysicists

Chapter 15.18 Board of Guide Dogs for the Blind

Chapter 15.19 Hearing Aid Dispensers Examining Committee

Chapter 15.20 Bureau of Home Furnishings

Chapter 15.21 Board of Landscape Architects

Chapter 15.22 Board of Medical Quality Assurance

Chapter 15.23 Board of Nursing Home Administrators

Chapter 15.24 Board of Optometry

Chapter 15.25 Bureau of Personnel Services

Chapter 15.26 Board of Pharmacy

Chapter 15.27 Physical Therapy Examining Committee

Chapter 15.28 Physician's Assistant Examining Committee

Chapter 15.29 Board of Podiatric Medicine

Chapter 15.30 Board of Polygraph Examiners

Chapter 15.31 Board of Professional Engineers

Chapter 15.32 Psychology Examining Committee

Chapter 15.33 Board of Registered Nurses

Chapter 15.34 Respiratory Care Examining Committee

Chapter 15.35 Board of Certified Shorthand Reporters

Chapter 15.36 Speech Pathology and Audiology Examining Committee

Chapter 15.37 Structural Pest Control Board

Chapter 15.38 Tax Preparers Program

Chapter 15.39 Board of Examiners in Veterinary Medicine

Chapter 15.40 Board of Vocational Nurse and Psychiatric Technician Examiners

Chapter 16 California State Library

Appendix State Library Plans Review Form

History Note Appendix for Chapter 16

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

TFLOAD 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)
TFREDUNDANCY: The structure will remain laterally stable after the failure of any single element. (Section 3.2)

Configuration

TFNAWEAK 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)
TFNASOFT 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)
TFNAGEOMETRY: 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)
TFNAMASS: 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)
TFNAVERTICAL DISCONTINUITIES: All shear walls, infilled walls and frames are continuous to the foundation. (Section 3.3.5)
TFTORSION: 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

TFADJACENT 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

TFDEFLECTION 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

TFSHORT “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

TFNADETERIORATION 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)
TFNAOVERDRIVEN NAILS: There is no evidence of overdriven nails in the shear walls or diaphragms. (Section 3.7.2)
TFNADETERIORATION 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)
TFNADETERIORATION OF CONCRETE: There is no visible deterioration of concrete or reinforcing steel in any of the frame elements. (Section 3.7.4)
TFNAPOST-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)
TFNACONCRETE 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)
TFNACRACKS 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)
TFNAPRECAST 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)
TFNAMASONRY 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)
TFNAMASONRY UNITS: There is no visible deterioration of large areas of masonry units. (Section 3.7.10)
TFNACRACKS 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

TFNAINTERFERING WALLS: All infill walls placed in the moment frames are isolated from the structural elements. (Section 4.1.1)

Steel moment frames

TFNADRIFT CHECK: The building satisfies the Quick Check of the frame drift. (Section 4.2.1)
TFNACOMPACT MEMBERS: All moment frame elements meet the compact section requirements of the basic AISC documents. (Section 4.2.2)
TFNABEAM 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)
TFNAMOMENT 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)
TFNACOLUMN SPLICES: All column splice details of the moment-resisting frames include connection of both flanges and the web. (Section 4.2.5)
TFNAJOINT WEBS: All web thicknesses within joints of moment-resisting frames meet the AISC criteria for web shear. (Section 4.2.6)
TFNAGIRDER FLANGE CONTINUITY PLATES: There are girder flange continuity plates at joints. (Section 4.2.7)
TFNASTRONG 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)
TFNAOUT-OF-PLANE BRACING: Beam-column joints are braced out-of-plane. (Section 4.2.9)
TFNAPRE-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

TFNASHEARING STRESS CHECK: The building satisfies the Quick Check of the average shearing stress in the columns. (Section 4.3.1)
TFNADRIFT CHECK: The building satisfies the Quick Check of story drift. (Section 4.3.2)
TFNAPRESTRESSED FRAME ELEMENTS: The lateral-load-resisting frames do not include any pre-stressed or post-tensioned elements. (Section 4.3.3)
TFNAJOINT 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)
TFNANO SHEAR FAILURES: The shear capacity of frame members is greater than the moment capacity. (Section 4.3.5)
TFNASTRONG COLUMN/WEAK BEAM: The moment capacity of the columns appears to be greater than that of the beams. (Section 4.3.6)
TFNASTIRRUP 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)
TFNACOLUMN-TIE SPACING: Frame columns have ties spaced at d/4 or less throughout their length and at 8db, or less at all potential plastic hinge regions. (Section 4.3.8)
TFNACOLUMN-BAR SPLICES: All column bar lap splice lengths are greater than 35db, long and are enclosed by ties spaced at 8db, or less. (Section 4.3.9)
TFNABEAM 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)
TFNABEAM-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)
TFNASTIRRUP SPACING: All beams have stirrups spaced at d/2 or less throughout their length and at 8db or less at potential hinge locations. (Section 4.3.12)
TFNABEAM TRUSS BARS: Bent-up longitudinal steel is not used for shear reinforcement. (Section 4.3.13)
TFNAJOINT REINFORCING: Column ties extend at their typical spacing through all beam-column joints at exterior columns. (Section 4.3.14)
TFNAFLAT SLAB FRAMES: The system is not a frame consisting of a flat slab/plate without beams. (Section 4.3.15)

Precast concrete moment frames

TFNAPRECAST FRAMES: The lateral loads are not resisted by precast concrete frame elements. (Section 4.4.1)
TFNAPRECAST 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

TFNACOMPLETE FRAMES: The steel or concrete frames form a complete vertical load-carrying system. (Section 4.5.1)

SHEAR WALLS
Concrete shear walls

TFNASHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the shear walls. (Section 5.1.1)
TFNAOVERTURNING: All shear walls have hw/lw ratios less than 4 to 1. (Section 5.1.2)
TFNACOUPLING 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)
TFNACOLUMN SPLICES: Steel column splice details in shear wall boundary elements can develop the tensile strength of the column. (Section 5.1.4)
TFNAWALL CONNECTIONS: There is positive connection between the shear walls and the steel beams and columns. (Section 5.1.5)
TFNACONFINEMENT REINFORCING: For shear walls with hw/lw greater than 2.0, the boundary elements are confined with spirals or ties with spacing less then 8db. (Section 5.1.6)
TFNAREINFORCING 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)
TFNAREINFORCING AT OPENINGS: There is special wall reinforcement around all openings. (Section 5.1.8)

Precast concrete shear walls

TFNAPANEL-TO-PANEL CONNECTIONS: Adjacent wall panels are not connected by welded steel inserts. (Section 5.2.1)
TFNAWALL 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)
TFNACOLLECTORS: 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

TFNASHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the unrein-forced masonry shear walls. (Section 5.4.1)
TFNAREINFORCING: 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 mnimum 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)
TFNAREINFORCING AT OPENINGS: There is special wall reinforcement around all openings. (Section 5.1.8)

Unreinforced masonry shear walls

TFNASHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the unrein-forced masonry shear walls. (Section 5.4.1)
TFNAMASONRY LAY-UP: Filled collar joints of multi-wythe masonry walls have negligible voids. (Section 5.4.2)

Infill walls in frames

TFNAPROPORTIONS: 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
TFNASOLID WALLS: The infill walls are not of cavity construction. (Section 5.5.2)
TFNACONTINUOUS WALLS: The infill walls are continuous to the soffits of the frame beams. (Section 5.5.3)
TFNAWALL CONNECTIONS: All infill panels are constructed to encompass the frames around their entire perimeter. (Section 5.5.4)

Walls in wood-frame buildings

TFNASHEARING STRESS CHECK: The building satisfies the Quick Check of the shearing stress in the wood shear walls. (Section 5.6.1)
TFNAOPENINGS: 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)
TFNAWALL 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)
TFNACRIPPLE WALLS: All exterior cripple walls below the first floor level are braced to the foundation with shear elements. (Section 5.6.4)
TFNANARROW 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)
TFNASTUCCO (EXTERIOR PLASTER) SHEAR WALLS: Multistory buildings do not rely on exterior stucco walls as the primary lateral-force-resisting system. (Section 5.6.6)
TFNAPLASTER 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

TFNASTRESS CHECK: The building satisfies the Quick Check of the stress in the diagonals. (Section 6.1.1)
TFNASTIFFNESS OF DIAGONALS: All diagonal elements required to carry compression have Kl/r ratios less than 120. (Section 6.1.2)
TFNATENSION-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)
TFNACHEVRON BRACING: The bracing system does not include chevron-, V- or K-braced bays. (Section 6.1.4)
TFNACONCENTRIC JOINTS: All the diagonal braces frame into the beam-column joints concentrically. (Section 6.1.5)
TFNACONNECTION STRENGTH: All the brace connections are able to develop the yield capacity of the diagonals. (Section 6.1.6)
TFNACOLUMN SPLICES: All column splice details of the braced frames can develop the column yield capacity. (Section 6.1.7)
TFNACONCRETE BRACED FRAMES: None of the braces in the framing system are of reinforced concrete construction. (Section 6.1.8)

Eccentric braced frames

TFNALINK 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

TFNAPLAN IRREGULARITIES: There is significant tensile capacity at reentrant corners or other locations of plan irregularities. (Section 7.1.1)
TFNACROSS TIES: There are continuous cross ties between diaphragm chords. (Section 7.1.2)
TFNAREINFORCING 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)
TFNAOPENINGS 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)
TFNAOPENINGS 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)
TFNAOPENINGS 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

TFNASHEATHING: None of the diaphragms consist of straight sheathing or have span/depth ratios greater than 2 to 1. (Section 7.2.1)
TFNASPANS: 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)
TFNAUNBLOCKED 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)
TFNASPAN/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)
TFNADIAPHRAGM 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)
TFNACHORD CONTINUITY: All chord elements are continuous, regardless of changes in roof elevation. (Section 7.2.6)

Metal deck diaphragms

TFNADECK TOPPING: All metal deck roofs have a reinforced concrete topping slab. (Section 7.3.1)
TFNAUNTOPPED 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

TFNATOPPING SLAB: Precast concrete diaphragm elements are interconnected by a reinforced concrete top-ping slab. (Section 7.4.1)
TFNACONTINUITY 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

TFNAHORIZONTAL BRACING: Horizontal bracing forms a complete system of adequate capacity. (Section 7.5.1)

Other systems

TFNAOTHER 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

TFNAWOOD 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)
TFNAWALL ANCHORAGE: The exterior concrete or masonry walls are anchored to each of the diaphragm levels for out-of-plane loads. (Section 8.2.2)
TFNAMASONRY WALL ANCHORS: Wall anchorage connections are steel anchors or straps that are developed into the diaphragm. (Section 8.2.3)
TFNAANCHOR SPACING: The anchors from the floor and roof systems into exterior masonry walls are spaced at 4 feet or less. (Section 8.2.4)
TFNATILT-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)
TFNAPANEL-DIAPHRAGM CONNECTION: There are at least two anchors from each precast wall panel into the diaphragm elements. (Section 8.2.6)
TFNAINADEQUATE 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

TFNATRANSFER TO SHEAR WALLS: Diaphragms are reinforced and connected for transfer of loads to the shear walls. (Section 8.3.1)
TFNATRANSFER 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)
TFNATOPPING 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

TFNASTEEL COLUMNS: The columns in the lateral-force-resisting frames are substantially anchored to the building foundation. (Section 8.4.1)
TFNACONCRETE COLUMNS: All longitudinal column steel is doweled into the foundation. (Section 8.4.2)
TFNAWOOD POSTS: There is positive connection of wood posts to the foundation and the elements being supported. (Section 8.4.3)
TFNAWALL REINFORCING: All vertical wall reinforcing is doweled into the foundation. (Section 8.4.4)
TFNASHEAR-WALL-BOUNDARY COLUMNS: The shear wall columns are substantially anchored to the building foundation. (Section 8.4.5)
TFNAWALL 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)
TFNAWOOD 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

TFNAGIRDERS: Girders are supported by walls, or pilasters have special ties to secure the anchor bolts. (Section 8.5.1)
TFNACORBEL BEARING: If the frame girders bear on column corbels, the length of bearing is greater than 3 inches. (Section 8.5.2)
TFNACORBEL CONNECTIONS: The frame girders are not supported on corbels with welded elements. (Section 8.5.3)

Roof decking

TFNALIGHT-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)
TFNAWALL 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

TFFOUNDATION 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)
TFDETERIORATION: 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

TFOVERTURNING: 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)
TFTIES 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)
TFNALOAD 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)
TFNALATERAL FORCE ON DEEP FOUNDATIONS: Piles and piers are capable of transferring the lateral forces between the structure and the soil. (Section 9.2.4)
TFNAPOLE BUILDINGS: Pole foundations have adequate embedment. (Section 9.2.5)
TFNASLOPING 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

TFNALIQUEFACTION: 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)
TFSLOPE 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)
TFSURFACE 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

TFNAMASONRY 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)
TFNASTRUCTURAL SEPARATIONS: At structural separations, partitions in exit corridors have seismic or control joints. (Section 10.1.1.2)
TFNAPARTITION 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

TFNAMASONRY 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 22/3 square feet. (Section 10.1.2.1)
TFNACLADDING 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)
TFNACLADDING 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)
TFNACLADDING 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

TFNAGENERAL: 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)
TFNAMASONRY 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 22/3 square feet. (Section 10.1.3.2)
TFNAMASONRY VENEER WITH CONCRETE BLOCK BACK-UP—GENERAL: The concrete block back-up qualifies as reinforced masonry. (Section 10.1.4.1)
TFNAMASONRY 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 22/3 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

TFNATHIN STONE VENEER PANELS: Stone anchorages are adequate for computed loads. (Section 10.1.5.1)
TFNAWOOD/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

TFNAPARAPETS, 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)
TFNAMEANS OF EGRESS: Canopies are anchored and braced to prevent collapse and blockage of building exits. (Section 10.1.7)
Resources