California Code of Regulations
Title 24, Part 2, Volume 2 of 2
California Building
Standards Commission
Based on the 2009 International Building Code®
EFFECTIVE DATE: January 1, 2011
(For Errata and supplements, See History Note Appendix)
Public Domain: U.S. Court of Appeals, Fifth Circuit, 99-40632
2010 California Existing Building Code
California Code of Regulations, Title 24, Part 10
First Printing: June 2010
ISBN 978-1-58001-974-3
Copyright © 2010
Held by
California Building Standards Commission
2525 Natomas Park Drive, Suite 130
Sacramento, CA 95833-2936
ALL RIGHTS RESERVED. This 2010 California Existing Building Code contains substantial copyrighted material from the 2009 International Existing Building Code, which is a copyrighted work owned by the International Code Council, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed or transmitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of example and not limitation, photocopying, or recording by or in an information storage retrieval system). For information on permission to copy material exceeding fair use, please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478. Phone 1-888-ICC-SAFE (422-7233).
Trademarks: “International Code Council,” the “International Code Council” logo and the “International Existing Building Code” are trademarks of the International Code Council, Inc.
PRINTED IN THE U.S.A
This document is Part 2 of 12 parts of the official triennial compilation and publication of the adoptions, amendments and repeal of administrative regulations to California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This Part is known as the California Building Code.
The California Building Standards Code is published in its entirety every three years by order of the California legislature, with supplements published in intervening years. The California legislature delegated authority to various state agencies, boards, commissions and departments to create building regulations to implement the State’s statutes. These building regulations or standards, have the same force of law, and take effect 180 days after their publication unless otherwise stipulated. The California Building Standards Code applies to occupancies in the State of California as annotated.
A city, county or city and county may establish more restrictive building standards reasonably necessary because of local climatic, geological or topographical conditions. Findings of the local condition(s) and the adopted local building standard(s) must be filed with the California Building Standards Commission to become effective and may not be effective sooner than the effective date of this edition of California Building Standards Code. Local building standards that were adopted and applicable to previous editions of the California Building Standards Code do not apply to this edition without appropriate adoption and the required filing.
Should you find publication (e.g., typographical) errors or inconsistencies in this code or wish to offer comments toward improving its format, please address your comments to:
California Building Standards Commission
2525 Natomas Park Drive, Suite 130
Sacramento, CA 95833–2936
Phone: (916) 263-0916
FAX: (916) 263-0959
Web Page: www.bsc.ca.gov
The 2010 California Building Standards Code (Code) was developed through the outstanding collaborative efforts of the Department of Housing and Community Development, the Division of State Architect, the Office of the State Fire Marshal, the Office of Statewide Health Planning and Development, the California Energy Commission, and the Building Standards Commission (Commission).
This collaborative effort included the assistance of the Commission’s Code Advisory Committees and many other volunteers that worked tirelessly to assist the Commission in the production of this Code.
Governor Arnold Schwarzenegger
Members of the Building Standards Commission
Acting Secretary Tom Sheehy – Chair
Isam Hasenin
Christina Jamison
James Barthman
Stephen Jensen
Craig Daley
Michael Paravagna
Susan Dowty
Richard Sawhill
Tony Hoffman
Steven Winkel
David Walls – Executive Director
Thomas Morrison – Deputy Executive Director
For questions on California state agency amendments; please refer to the contact list on the following page.
iiiCalifornia Energy Commission | |
Energy Hotline | (800) 772-3300 or (916) 654-5106 |
Building Efficiency Standards | |
Appliance Efficiency Standards | |
Compliance Manual/Forms | |
California State Lands Commission | |
Marine Oil Terminals | (562) 499-6317 |
California State Library | |
Resources and Information | (916) 654-0261 |
Government Publication Section | (916) 654-0069 |
Corrections Standards Authority | |
Local Adult Jail Standards | (916) 324-1914 |
Local Juvenile Facility Standards | (916) 324-1914 |
Department of Consumer Affairs—Acupuncture Board | |
Office Standards | (916) 445-3021 |
Department of Consumer Affairs—Board of Pharmacy | |
Pharmacy Standards | (916) 574-7900 |
Department of Consumer Affairs—Bureau of Barbering and Cosmetology | |
Barber and Beauty Shop and | (916) 574-7570 |
College Standards | (800) 952-5210 |
Department of Consumer Affairs—Bureau of Home Furnishings and Thermal Insulation | |
Insulation Testing Standards | (916) 574-2041 |
Department of Consumer Affairs—Structural Pest Control Board | |
Structural Standards | (800) 737-8188 |
(916) 561-8708 | |
Department of Consumer Affairs—Veterinary Medical Board | |
Veterinary Hospital Standards | (916) 263-2610 |
Department of Food and Agriculture | |
Meat & Poultry Packing Plant Standards | (916) 654-1447 |
Dairy Standards | (916) 654-1447 |
Department of Public Health | |
Organized Camps Standards | (916) 449-5661 |
Public Swimming Pools Standards | (916) 449-5693 |
Asbestos Standards | (510) 620-2874 |
Department of Housing and Community Development | |
Residential—Hotels, Motels, Apartments Single-Family Dwellings | (916) 445-9471 |
Permanent Structures in Mobilehome and Special Occupancy Parks | (916) 445-9471 |
Factory-Built Housing, Manufactured Housing and Commercial Modular | (916) 445-3338 |
Mobilehomes—Permits & Inspections | |
Northern Region | (916) 255-2501 |
Southern Region | (951) 782-4420 |
Employee Housing Standards | (916) 445-9471 |
Department of Water Resources | |
Gray Water Installations Standards | (916) 651-9667 |
Division of the State Architect—Access Compliance | |
Access Compliance Standards | (916) 445-8100 |
Division of the State Architect—Structural Safety | |
Public Schools Standards | (916) 445-8100 |
Essential Services Building Standards | (916) 445-8100 |
Community College Standards | (916) 445-8100 |
Division of the State Architect—State Historical Building Safety Board | |
Alternative Building Standards | (916) 445-8100 |
Office of Statewide Health Planning and Development | |
Hospital Standards | (916) 440-8409 |
Skilled Nursing Facility Standards | (916) 440-8409 |
Clinic Standards | (916) 440-8409 |
Permits | (916) 440-8409 |
Office of the State Fire Marshal | |
Code Development and Analysis | (916) 445-8200 |
Fire Safety Standards | (916) 445-8200 |
Fireplace Standards | (916) 445-8200 |
Day-Care Centers Standards | (916) 445-8200 |
Exit Standards | (916) 445-8200 |
Distilling the code review process down to a methodical, sequential list of considerations is generally problematic. In many cases, related provisions from various chapters of the code must be considered simultaneously, or reconsidered later in the process to arrive at the correct classification or determination. Any number of acceptable alternatives may exist for construction of the building and its specific features. Each choice provided by the code must be evaluated for its specific impact on other aspects of the building’s analysis. With a basic understanding of the interrelationship of the various chapters, the practiced code user will make an initial assessment of the building as a first step of the code review process. The following outline may be helpful as a guide for the effective use of the IBC, with the understanding that final resolution of each step is often dependant on subsequent steps.
The following process begins with a brief discussion of the key administrative areas of the code. The process addressing technical provisions is divided into two distinct areas of analysis, the nonstructural provisions of the IBC and the structural provisions. Although reference is not made to all provisions set forth in the IBC, the process is intended to be representative of an approach to using the IBC in an effective manner.
Administrative Provisions
Prior to any analysis based on the technical provisions of the IBC, it is important that the fundamental administrative aspects of the code be reviewed. It is critical that the basis of technical decisions be consistent with the approach established in IBC Chapter 1, including:
Nonstructural Provisions
1. Classify the building for occupancy and construction type. The first step in analyzing a building for code compliance is its proper classification based on anticipated use(s) and construction features.
Identify the distinct and varied uses of the building. The uses that will occur within the building must be identified, evaluated and classified into one or more of the distinct occupancy classifications established in the IBC. Some buildings will be classified as single-occupancy, where there is only one applicable occupancy classification. Others will be considered as mixed-occupancy due to the presence of two or more uses that are classified into different occupancy groups.
Sec. 302.1 Classify the building into one or more occupancy groups. Although there are 10 general occupancy groups, many of the groups are subdivided into sub-groups to allow for a more exacting analysis of the building under consideration.
Sec. 303 | Group A |
Sec. 304 | Group B |
Sec. 305 | Group E |
Sec. 306 | Group F |
Sec. 307 | Group H |
Sec. 308 | Group I |
Sec. 309 | Group M |
Sec. 310 | Group R |
Sec. 311 | Group S |
Sec. 312 | Group U |
Identify the building’s type of construction based on the materials of construction and degree of fire-resistance for the building’s major elements. The primary structural frame, exterior walls, interior walls, floor construction and roof construction, as applicable, must be evaluated in regard to their degree of fire-resistance and materials of construction in order to classify the building based upon type of construction.
vSec. 602.1 Classify the building into a single type of construction. Five general types of construction have been established and further subdivided into nine specific construction types. The classification of construction type is based on a combination of the degree of fire-resistance and the type of materials of the key building elements.
Sec. 602 | Type of construction based on materials of construction |
Table 601 | Type of construction based on fire rating of the building elements. |
Sec. 603 | Combustible materials in Type I and II buildings |
Sec. 1505 Verify classification of roof covering. Roof coverings are typically required to provide protection against moderate or light fire exposures from the exterior. Their minimum required classification is based upon the type of construction of the building.
2. Determine if the building is to be fully sprinklered. Many of the code provisions vary based upon the presence of an automatic sprinkler system throughout, or in specific portions of, the building.
Sec. 903.2 Determine if the building requires a fire sprinkler system. Many of the mandates for the installation of a sprinkler system are based upon the occupancy or occupancies that occur within the building. The provisions will often require some degree of occupant load and fire area determination. Other conditions may also trigger a required sprinkler installation, such as building height or the lack of the exterior openings. Table 903.2.13 should also be consulted.
If a sprinkler system is not required, review for potential code modifications if a sprinkler system is installed. There are a significant number of benefits provided by the code if a sprinkler system is installed. An initial analysis of the building will typically allow for an early determination of the value of such sprinkler benefits, including:
Sec. 504.2 | Story and height increase (reduced type of construction) |
Sec. 506.3 | Allowable area increase (reduced type of construction) |
Sec. 507.3 | Unlimited area building (reduced type of construction) |
Sec. 1018.1 | Elimination of corridor fire-resistance rating |
3. Locate the building on the site. The location of the building(s) on the lot is fundamental to the degree of fire exposure to and from adjoining buildings and lots. In addition, the building’s location influences the amount of fire department access that can be provided from the exterior of the building.
Sec. 503.1.2 Determine the number of buildings on the site. Where two or more buildings are located on the same lot, they can be evaluated as a single building or multiple buildings. The type of construction requirements may differ based upon which of the two methods is utilized.
Sec. 602.1 Determine minimum required fire rating of exterior walls. The fire separation distance is the measurement used in evaluating the necessary fire rating for exterior walls. It is measured from the building to the lot line, to the center line of a public way, or to an imaginary assumed line between two buildings on the same lot. Projections and parapets, if applicable, area also regulated.
Sec. 704.8 Determine exterior opening protection requirements. Openings in exterior walls are regulated by the fire separation distance and the rating of the exterior wall in which they are located.
Sec. 506.2 Determine frontage increase for allowable area purposes. Utilized primarily for fire department access, open space adjacent to a building’s perimeter provides for an increase in the allowable area.
4. Verify building’s construction type by determining the allowable building size. The permitted types of construction are primarily based upon the occupancy classifications involved, the building’s height and the building’s floor area. Other conditions may also affect the appropriate construction types, including the building’s location on the lot and the intended materials of construction. In buildings with mixed-occupancy conditions, the methods of addressing the relationship between the multiple occupancies indirectly affect construction type.
Sec. 202 and 502 Calculate actual height of building in both ‘feet’ and ‘stories above grade plane’. The code specifically describes the method for assigning a building height, measure both in the number of feet and the number of stories above grade plane. The actual height must be compared with the allowable height to determine if the building’s type of construction is acceptable.
Sec. 504 Determine allowable height permitted for ‘feet’ and ‘stories’
Sec. 505 Determine if mezzanine provisions are applicable
Sec. 504.3 Determine if any rooftop structures are in compliance
Sec. 502 Calculate actual floor area of each story of building. The building area is typically the entire floor area that occurs within the surrounding exterior walls. The building area for each individual story must be calculated, as well as for the building as a whole.
viSec. 507 Determine if building qualifies as an unlimited area building
Sec. 506 Determine allowable area permitted for each story and building as a whole if:
Sec. 506 | Single-occupancy building |
Sec. 508.2 | Multi-occupancy w/accessory occupancies |
Sec. 508.3 | Multi-occupancy building w/nonseparated occupancies |
Sec. 508.4 | Multi-occupancy building w/separated occupancies |
Sec. 706.1 | Use of fire walls |
Sec. 509 Determine if special provisions are to be applied for height and/or area. The general requirements for allowable height and area may be modified under limited conditions, typically where a parking garage is located in a building with other occupancies.
5. Identify extent of any special detailed occupancy requirements. Special types of buildings, special uses that occur within buildings, and special elements of a building are further regulated through specific requirements found in Chapter 4. Since these provisions are specific in nature, they apply in lieu of the general requirements found elsewhere in the code.
Chapter 4. Determine special detailed requirements based on occupancy. A number of the special provisions are applicable to a specific occupancy or group of similar occupancies.
Sec. 402 | Covered mall buildings |
Sec. 403 | High-rise buildings |
Sec. 404 | Atriums |
Sec. 405 | Underground buildings |
Sec. 406 | Motor-vehicle-related occupancies |
Sec. 407 | Group I-2 occupancies |
Sec. 408 | Group I-3 occupancies |
Sec. 411 | Special amusement buildings |
Sec. 412 | Aircraft-related occupancies |
Sec. 415 | Group H occupancies |
Sec. 419 | Live/work units |
Sec. 420 | Group I-1, R-1, R-2 and R-3 |
Sec. 422 | Ambulatory health care facilities |
Table 508.2.5 Determine if building contains any incidental accessory occupancies. The uses identified in Table 508.5.2 are considered as a portion of the occupancy in which they are located, but special conditions required that they be addressed in a more specific manner.
Sec. 508.2.5 Provide fire separation and/or fire-extinguishing system |
6. Identify and evaluate fire and smoke protective elements. Where fire-resistance-rated construction and/or smoke protection is mandated by other provisions of the code, the provisions of Chapter 7 identify the appropriate methods for gaining compliance.
Chapter 7. Verify compliance w/details of fire and smoke resistance. The various elements of fire-resistance-rated and smoke-resistant construction are detailed, including walls, horizontal assemblies, shaft enclosures, including openings such as doors and windows, as well as the penetration of such elements by conduit, ducts, piping and other items.
Sec. 704 | Structural members |
Sec. 707 | Fire barriers |
Sec. 709 | Fire partitions |
Sec. 710 | Smoke barriers |
Sec. 711 | Smoke partitions |
Sec. 712 | Horizontal assemblies |
Sec. 708 | Shaft enclosures |
Sec. 713 | Penetrations |
Sec. 714 | Joint systems |
Sec. 715 | Opening protectives |
Sec. 716 | Ducts and air transfer openings |
7. Identify additional fire protection systems that may be required. In addition to automatic sprinkler systems, there are several other types of fire protection systems that may be required in a building.
Sec. 907.2. Determine compliance with fire alarm provisions. Fire alarm systems are typically mandated based upon the occupancy classification and the number of occupants.
Sec. 905.3. Determine if standpipe system is required. A standpipe system is required in buildings once a specified height is reached to provide for a more effective means of fighting a fire within the building.
Sec. 905.4.6. Verify location of standpipe hose connections.
8. Identify and evaluate materials utilized as interior floor, wall and ceiling finishes. Finish materials within the building are primarily regulated for flame spread and smoke development characteristics.
Sec. 803.9. Verify compliance of wall and ceiling finishes. Interior wall and ceiling finishes are regulated based upon the occupancy classification of the space and their location within the means of egress system. The classification may typically be reduced where sprinkler protection is provided.
Sec.804.4. Verify compliance of floor finishes. While regulated differently than wall and ceiling finishes, floor finishes comprised of fibers are also controlled based upon their use in the egress system, the occupancy classification, and the presence of a sprinkler system.
9. Evaluate means of egress system based on anticipated occupant loads. The expected occupant load is the basis for the design of the means of egress system. The egress elements must provide for a direct, continuous, obvious, undiminished and unobstructed path of travel from any occupiable point in the building to the public way.
Sec. 1004. Determine the design occupant load. Although the primary use of an occupant load is in the design of the building’s means of egress system, occupant load is also occasionally an important factor in occupancy classification, sprinkler system and fire alarm system requirements, and plumbing fixture counts.
Chapter 10. Verify compliance with means of egress provisions. The means of egress system is intended to provide the primary occupant protection from fire and other hazards. The system consists of two major components, egress components and egress design.
Sec. 1005.1 | Egress width and distribution |
Sec. 1006.3 | Emergency lighting |
Sec. 1007 | Accessible means of egress |
Sec. 1008.1.2 | Door swing |
Sec. 1008.1.9 | Door operations |
Sec. 1008.1.10 | Panic hardware |
Sec. 1009.1 | Stairway width |
Sec. 1009.4 | Stairway treads and risers |
Sec. 1011 | Exit signs |
Sec. 1012 | Stairway and ramp handrails |
Sec. 1013 | Guards |
Sec. 1014.2 | Egress through intervening spaces |
Sec. 1014.3 | Common path of egress travel |
Sec. 1015.1 | Number of exit or exit access doorways |
Sec. 1015.2 | Egress separation |
Sec. 1016.1 | Travel distance |
Sec. 1018.1 | Corridor construction |
Sec. 1021 | Number of exits |
Sec. 1022 | Vertical exit enclosures |
Sec. 1023 | Exit passageways |
Sec. 1025 | Horizontal exits |
Sec. 1026 | Exterior exit stairways |
Sec. 1027 | Exit discharge |
Sec. 1028 | Egress from assembly occupancies |
10. Identify any special use features of the building. The activities that occur within the building pose varying risks to the occupants. Special conditions are applicable when such activities are anticipated.
Chapter 4. Verify compliance with special detailed requirements. These provisions are often an extension of the general requirements found elsewhere in the code.
Sec. 410 | Stages and platforms |
Sec. 413 | Combustible storage |
Sec. 414 | Hazardous materials |
Sec. 416 | Application of flammable finishes |
11. Determine areas of building and site required to be accessible. In general, access to persons with disabilities is required for all buildings.
Chapter 11A and/or 11B. Verify compliance with accessibility provisions. In order to be considered as accessible, buildings and their individual elements must comply with the applicable technical provisions of Chapters 11A and/or 11B.
12. Determine extent of other miscellaneous provisions. Additional provisions may be applicable based upon each individual building and its characteristics.
Sec. 2406.3. Verify safety glazing provided in hazardous locations. Safety glazing must be appropriately identified to ensure the proper glazing material is installed in areas considered as subject to human impact.
Chapter 12. Interior environment. Provisions regulating ventilation, temperature control, lighting, sound transmission, room dimensions and surrounding materials associated with interior spaces.
Chapter 14 Exterior walls. Requirements for installation of wall coverings and the permissible use of combustible materials on the exterior side of exterior walls.
Chapter 24. Glass and glazing. General provisions for the installation of glazing materials and skylights.
Chapter 30. Elevators. Elevator hoistway provisions, including enclosure of hoistways, emergency operations and hoistway venting.
Chapter 31. Special construction. A variety of special conditions are addressed, including membrane structures, temporary structures, pedestrian walkways and tunnels, awnings and canopies, marquees, signs and swimming pool enclosures.
Structural Provisions
General Requirements
The 2009 IBC references the national load standard, Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7—05) with Supplement Number 2.
Determine the applicable design loads that the building structure is expected to be subjected to. Code prescribed loads are given in Chapter 16 and the referenced standard, ASCE/SEI 7. The code prescribed minimum live loads are given in IBC Table 1607.1.
The various code prescribed loads are probabilistic in nature. Environmental loads, such as flood, rain, snow, seismic and wind vary based on the location of the building site. The following table gives the IBC section and ASCE/SEI 7 chapter for various types of load.
REFERENCED IBC SECTIONS AND ASCE/SEI 7 CHAPTERS FOR LOADS | ||
---|---|---|
TYPE OF LOAD | IBC SECTION | ASCE/SEI 7 CHAPTER |
1. Section 1612 references ASCE 24 which references Chapter 5 of ASCE/SEI 7 | ||
Dead loads | Section 1606 | Chapter 3 |
Live loads | Section 1607, Table 1607.1 | Chapter 4 |
Snow loads | Section 1608 | Chapter 7 |
Wind loads | Section 1609 | Chapter 6 |
Soil lateral loads | Section 1610 | Chapter 3 |
Rain loads | Section 1611 | Chapter 8 |
Flood loads | Section 1612 | Chapter 51 |
Earthquake loads | Section 1613 | Chapter 11-22 |
STRUCTURAL DESIGN STANDARDS FOR STRUCTURAL MATERIALS1 | ||
---|---|---|
MATERIAL | IBC/CBC CHAPTER | REFERENCED STANDARD |
1. The above table shows the main structural design standards for these structural materials. For a complete list of referenced standards, see IBC Chapter 35. | ||
Concrete | 19 | ACI 318—08 Building Code Requirements for Structural Concrete |
Aluminum | 20 | ADM 1—05 Aluminum Design Manual |
Masonry | 21 | TMS 402-08/ACI 530-08/ASCE 5-08 Building Code Requirements and Specification for Masonry Structures (MSJC Code) |
Steel | 22 | AISC 360—05 Specification for Structural Steel Buildings |
AISC 341—05 Seismic Provisions for Structural Steel Buildings, including Supplement No. 1 dated 2006 | ||
AISI S100—2007 North American Specification for the Design of Cold-Formed Steel Structural Members | ||
Wood | 23 | AF&PA NDS—05 National Design Specification (NDS) for Wood Construction with 2005 Supplement |
AF&PA SDPWS—08 Special Design Provisions for Wind and Seismic |
General Requirements
Determine uniformly distributed and concentrated floor live load for the floor areas of the building in accordance with Section 1603.1.1 and Table 1607.1.
Floor live load reduction in accordance with Section 1607.9 should be indicated for each type of live load that is reduced.
Determine the roof live load for roof areas in accordance with Section 1607.11.
Roof live load reduction in accordance with Section 1607.11.2 should be indicated for roof live loads that are reduced.
Determine the ground snow load, Pg, based on the location of the building site in accordance with Figure 1608.2 for the continuous United States and Table 1608.2 for Alaska.
In areas where the ground snow load, Pg, exceeds 10 psf, the following information should be determined:
FOUNDATION REQUIREMENTS | |
---|---|
SUBJECT | IBC SECTION |
Presumptive load-bearing values of soils | 1806, Table 1806.2 |
Foundation walls, retaining walls and embedded posts & poles | 1807 |
General requirements for foundations | 1808 |
Minimum concrete specified concrete strength | Table 1808.8.1 |
Minimum concrete cover | Table 1808.8.2 |
Shallow foundations (footings) | 1809 |
Prescriptive footings for light frame walls | Table 1809.7 |
Deep foundations | 1810 |
SPECIAL INSPECTION REQUIREMENTS | ||
---|---|---|
TYPE OF SPECIAL INSPECTION | APPLICABLE SECTION | REQUIRED VERIFICATION AND INSPECTION |
Where required by the provisions of Section 1709.2 or 1709.3, the owner shall employ a registered design professional to perform structural observations as defined in Section 1702. At the conclusion of the work included in the permit, the structural observer shall submit a written statement to the building official that identifies any reported deficiencies that have not been resolved. | ||
Steel construction | 1704.3 | Table 1704.3 |
Concrete construction | 1704.4 | Table 1704.4 |
Masonry construction | 1704.5 | |
Level 1 | Table 1704.5.1 | |
Level 2 | Table 1704.5.3 | |
Wood construction | 1704.6 | — |
Soils | 1704.7 | Table 1704.7 |
Driven deep foundations | 1704.8 | Table 1704.8 |
Cast in place deep foundations | 1704.9 | Table 1704.9 |
Helical pile foundations | 1704.10 | — |
Vertical masonry foundations | 1704.11 | — |
1704.5 | ||
Sprayed fire resistant materials | 1704.12 | — |
Mastic and intumescent fire resistive coatings | 1704.13 | — |
Exterior insulation and finish (EIFS) systems | 1704.14 | — |
Special cases | 1704.15 | — |
Smoke control systems | 1704.16 | — |
To distinguish between model code language and the incorporated California amendments, including exclusive California standards. California amendments will appear in italics.
[BSC] This symbol within a section identifies which State agency(s), by its “acronym,” has amended a section of the model code.
Legend of Acronyms of Adopting State Agencies | |
---|---|
BSC | California Building Standards Commission |
SFM | Office of the State Fire Marshal |
HCD | Department of Housing and Community Development |
DSA-AC | Division of the State Architect-Access Compliance |
DSA-SS | Division of the State Architect-Structural Safety |
DSA-SS⁄CC | Division of the State Architect-Structural Safety⁄Community Colleges |
OSHPD | Office of Statewide Health Planning and Development |
CSA | Corrections Standards Authority |
DPH | Department of Public Health |
AGR | Department of Food and Agriculture |
CEC | California Energy Commission |
CA | Department of Consumer Affairs: Board of Barbering and Cosmetology Board of Examiners in Veterinary Medicine Board of Pharmacy Acupuncture Board Bureau of Home Furnishings Structural Pest Control Board |
SL | State Librarian |
SLC | State Lands Commission |
DWR | Department of Water Resources |
Symbols in the margins indicate the status of code changes as follows:
This symbol indicates that a change has been made to a California amendment.
This symbol indicates California deletion of California language.
xv xviFormat of the California Matrix Adoption Tables
The matrix adoption tables, which follow, show the user which state agencies have adopted and⁄or amended given sections of the model code. The building application determines which state agency's adoptions apply. See Section's 102 through 114 for building applications and enforcement responsibilities.
Agencies are grouped together, based on either local or state enforcement responsibilities. For example, regulations from SFM are enforced both at the state and local levels; therefore, SFM is listed twice in each adoption table indicating state enforcement responsibilities and local enforcement responsibilities.
The side headings identify the scope of state agencies' adoption as follows:
Adopt the entire IBC chapter without state amendments.
If there is an “X” under a particular state agency's acronym on this row; this means that particular state agency has adopted the entire model code chapter without any state amendments.
Example:
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS⁄CC | 1 | 2 | 3 | 4 | ||||||||||
Adopt entire chapter | X | ||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | S | A | M | P | L | E | |||||||||||||
Adopt only those sections that are listed below | |||||||||||||||||||
Chapter⁄Section |
Adopt the entire IBC chapter as amended, state-amended sections are listed below:
If there is an “X” under a particular state agency's acronym on this row, it means that particular state agency has adopted the entire model code chapter; with state amendments.
Each state-amended section that the agency has added to that particular chapter is listed. There will be an “X” in the column, by that particular section, under the agency's acronym, as well as an “X” by each section that the agency has adopted.
Example:
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS⁄CC | 1 | 2 | 3 | 4 | ||||||||||
Adopt entire chapter | |||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | X | ||||||||||||||||||
Adopt only those sections that are listed below | S | A | M | P | L | E | |||||||||||||
Chapter⁄Section | |||||||||||||||||||
202 | X |
Adopt only those sections that are listed below:
If there is an “X” under a particular state agency's acronym on this row, it means that particular state agency is adopting only specific model code or state-amended sections within this chapter. There will be an “X” in the column under the agency's acronym, as well as an “X” by each section that the agency has adopted.
Example:
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS⁄CC | 1 | 2 | 3 | 4 | ||||||||||
Adopt entire chapter | |||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | |||||||||||||||||||
Adopt only those sections that are listed below | X | X | S | A | M | P | L | E | |||||||||||
Chapter 1 | |||||||||||||||||||
202 | X | X | S | A | M | P | L | E | |||||||||||
202 | X | X | C | O | N | T | |||||||||||||
203 | X | X | |||||||||||||||||
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The International Codes are designed and promulgated to be adopted by reference by ordinance. Jurisdictions wishing to adopt the 2010 California Building Code as an enforceable regulation governing structures and premises should ensure that certain factual information is included in the adopting ordinance at the time adoption is being considered by the appropriate governmental body. The following sample adoption ordinance addresses several key elements of a code adoption ordinance, including the information required for insertion into the code text.
An ordinance of the [JURISDICTION] adopting the 2010 edition of the California Building Code, regulating and governing the conditions and maintenance of all property, buildings and structures; by providing the standards for supplied utilities and facilities and other physical things and conditions essential to ensure that structures are safe, sanitary and fit for occupation and use; and the condemnation of buildings and structures unfit for human occupancy and use and the demolition of such structures in the [JURISDICTION]; providing for the issuance of permits and collection of fees therefor; repealing Ordinance No.______ of the [JURISDICTION] and all other ordinances and parts of the ordinances in conflict therewith.
The [GOVERNING BODY] of the [JURISDICTION] does ordain as follows:
Section 1. That a certain document, three (3) copies of which are on file in the office of the [TITLE OF JURISDICTION'S KEEPER OF RECORDS] of [NAME OF JURISDICTION], being marked and designated as the California Building Code, 2010 edition, including Appendix Chapters [FILL IN THE APPENDIX CHAPTERS BEING ADOPTED] (see California Building Code Section 101.2.3, 2010 edition), as published by the International Code Council, be and is hereby adopted as the Building Code of the [JURISDICTION], in the State of California for regulating and governing the conditions and maintenance of all property, buildings and structures; by providing the standards for supplied utilities and facilities and other physical things and conditions essential to ensure that structures are safe, sanitary and fit for occupation and use; and the condemnation of buildings and structures unfit for human occupancy and use and the demolition of such structures as herein provided; providing for the issuance of permits and collection of fees therefor; and each and all of the regulations, provisions, penalties, conditions and terms of said Building Code on file in the office of the [JURISDICTION] are hereby referred to, adopted, and made a part hereof, as if fully set out in this ordinance, with the additions, insertions, deletions and changes, if any, prescribed in Section 2 of this ordinance.
Section 2. The following sections are hereby revised:
Section 101.1. Insert: [NAME OF JURISDICTION]
Section 1612.3. Insert: [NAME OF JURISDICTION]
Section 1612.3. Insert: [DATE OF ISSUANCE]
Section 3412.2. Insert: [DATE IN ONE LOCATION]
Section 3. That Ordinance No.______ of [JURISDICTION] entitled [FILL IN HERE THE COMPLETE TITLE OF THE ORDINANCE OR ORDINANCES IN EFFECT AT THE PRESENT TIME SO THAT THEY WILL BE REPEALED BY DEFINITE MENTION] and all other ordinances or parts of ordinance in conflict herewith are hereby repealed.
Section 4. That if any section, subsection, sentence, clause or phrase of this ordinance is, for any reason, held to be unconstitutional, such decision shall not affect the validity of the remaining portions of this ordinance. The [GOVERNING BODY] hereby declares that it would have passed this ordinance, and each section, subsection, clause or phrase thereof, irrespective of the fact that any one or more sections, subsections, sentences, clauses and phrases be declared unconstitutional.
Section 5. That nothing in this ordinance or in the Building Code hereby adopted shall be construed to affect any suit or proceeding impending in any court, or any rights acquired, or liability incurred, or any cause or causes of action acquired or existing, under any act or ordinance hereby repealed as cited in Section 3 of this ordinance; nor shall any just or legal right or remedy of any character be lost, impaired or affected by this ordinance.
Section 6. That the [JURISDICTION'S KEEPER OF RECORDS] is hereby ordered and directed to cause this ordinance to be published. (An additional provision may be required to direct the number of times the ordinance is to be published and to specify that it is to be in a newspaper in general circulation. Posting may also be required.)
Section 7. That this ordinance and the rules, regulations, provisions, requirements, orders and matters established and adopted hereby shall take effect and be in full force and effect [TIME PERIOD] from and after the date of its final passage and adoption.
xix xxVOLUME 1 | ||
CHAPTER 1 SCOPE AND ADMINISTRATION | 3 | |
DIVISION I CALIFORNIA ADMINISTRATION | 3 | |
Section | ||
1.1 | General | 3 |
1.2 | Building Standards Commission | 5 |
1.3 | Corrections Standards Authority | 6 |
1.4 | Department of Consumer Affairs | 6 |
1.5 | Reserved | 7 |
1.6 | Department of Food and Agriculture | 7 |
1.7 | California Department of Public Health | 7 |
1.8 | Department of Housing and Community Development | 7 |
1.8.2 | Authority and Abbreviations | 7 |
1.8.3 | Local Enforcing Agency | 8 |
1.8.4 | Permits, Fees, Applications and Inspections | 9 |
1.8.5 | Right-of-Entry for Enforcement | 10 |
1.8.6 | Local Modification by Ordinance or Regulation | 10 |
1.8.7 | Alternate Materials, Designs, Tests and Methods of Construction | 10 |
1.8.8 | Appeals Board | 11 |
1.8.9 | Unsafe Buildings or Structures | 12 |
1.8.10 | Other Building Regulations | 12 |
1.9 | Division of the State Architect | 12 |
1.10 | Office of Statewide Health Planning and Development | 15 |
1.11 | Office of the State Fire Marshal | 16 |
1.12 | State Librarian | 20 |
1.13 | Reserved | 20 |
1.14 | California State Lands Commission | 20 |
DIVISION II SCOPE AND ADMINISTRATION | 21 | |
101 | General | 21 |
102 | Applicability | 21 |
103 | Department of Building Safety | 22 |
104 | Duties and Powers of Building Officials | 22 |
105 | Permits | 23 |
106 | Floor and Roof Design Loads | 25 |
107 | Submittal Documents | 25 |
108 | Temporary Structures and Uses | 27 |
109 | Fees | 27 |
110 | Inspections | 27 |
111 | Certificate of Occupancy | 28 |
112 | Service Utilities | 29 |
113 | Board of Appeals | 29 |
114 | Violations | 29 |
115 | Stop Work Order | 29 |
116 | Unsafe Structures and Equipment | 29 |
CHAPTER 2 DEFINITIONS | 39 | |
Section | ||
201 | General | 39 |
202 | Definitions | 39 |
CHAPTER 3 USE AND OCCUPANCY CLASSIFICATION | 59 | |
Section | ||
301 | General | 59 |
302 | Classification | 59 |
303 | Assembly Group A | 59 |
304 | Business Group B | 60 |
305 | Educational Group E | 60 |
306 | Factory Group F | 61 |
307 | High-Hazard Group H | 61 |
308 | Institutional Group I | 70 |
309 | Mercantile Group M | 71 |
310 | Residential Group R | 71 |
311 | Storage Group S | 74 |
312 | Utility and Miscellaneous Group U | 75 |
313 | Laboratories Group L [SFM] | 75 |
CHAPTER 4 SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY | 81 | |
Section | ||
401 | Scope | 81 |
402 | Covered Mall and Open Mall Buildings | 81 |
403 | High-Rise Buildings and Group I-2 Occupancies Having Occupied Floors Located more than 75 Feet Above the Lowest Level of Fire Department Vehicle Access | 84 |
404 | Atriums | 88 |
405 | Underground Buildings | 88 |
406 | Motor-Vehicle-Related Occupancies | 89 |
407 | Group I-2 | 93 |
408 | Group I-3 | 96 |
409 | Motion Picture Projection Rooms | 99 |
410 | Stages and Platforms | 100 |
411 | Special Amusement Buildings | 101 |
412 | Aircraft-Related Occupancies | 102 |
413 | Combustible Storage | 105 |
414 | Hazardous Materials | 105 |
415 | Groups H-1, H-2, H-3, H-4 and H-5 | 109 |
416 | Application of Flammable Finishes | 122 |
417 | Drying Rooms | 122 |
418 | Organic Coatings | 122 |
419 | Live⁄Work Units | 123 |
420 | Groups R-1, R-2, R-2.1, R-3, R-3.1 and R-4 | 123 |
421 | Hydrogen Cutoff Rooms | 124 |
422 | Ambulatory Health Care Facilities | 125 |
423 | Storm Shelters | 125 |
424 | Special Provisions for Residential Hotels [HCD 1& HCD 1-AC] | 125 |
425 | Special Provisions for Licensed 24-Hour Care Facilities in a Group R-2.1, R-3.1, R-4 [SFM] | 125 |
426 | Group I-4 [SFM] | 128 |
427 | Reserved | 129 |
428 | Reserved | 129 |
429 | Reserved | 129 |
430 | Horse Racing Stables [SFM] | 129 |
431 | Pet Kennels [SFM] | 129 |
432 | Combustion Engines and Gas Turbines [SFM] | 129 |
433 | Fixed Guideway Transit Systems [SFM] | 130 |
434 | Explosives [SFM] | 133 |
435 | Reserved | 136 |
436 | Winery Caves [SFM] | 136 |
437 | Reserved | 137 |
438 | Reserved | 137 |
439 | Public Libraries [SL AND SFM] | 137 |
440 | Group C [SFM] | 138 |
441 | Reserved | 140 |
442 | Group E [SFM] | 140 |
443 | Group L [SFM] | 141 |
444 | Reserved | 144 |
445 | Large Family Day-Care Homes [SFM] | 144 |
CHAPTER 5 GENERAL BUILDING HEIGHTS AND AREAS | 149 | |
Section | ||
501 | General | 149 |
502 | Definitions | 149 |
503 | General Building Height and Area Limitations | 149 |
504 | Building Height | 149 |
505 | Mezzanines | 151 |
506 | Building Area Modifications | 152 |
507 | Unlimited Area Buildings | 153 |
508 | Mixed Use and Occupancy | 154 |
509 | Special Provisions | 156 |
CHAPTER 6 TYPES OF CONSTRUCTION | 163 | |
Section | ||
601 | General | 163 |
602 | Construction Classification | 163 |
603 | Combustible Material in Type I and II Construction | 165 |
CHAPTER 7 FIRE AND SMOKE PROTECTION FEATURES | 169 | |
Section | ||
701 | General | 169 |
702 | Definitions | 169 |
703 | Fire-Resistance Ratings and Fire Tests | 170 |
704 | Fire-Resistance Rating of Structural Members | 171 |
705 | Exterior Walls | 173 |
706 | Fire Walls | 177 |
707 | Fire Barriers | 179 |
708 | Shaft Enclosures | 180 |
709 | Fire Partitions | 184 |
710 | Smoke Barriers | 185 |
711 | Smoke Partitions | 185 |
712 | Horizontal Assemblies | 186 |
713 | Penetrations | 187 |
714 | Fire-Resistant Joint Systems | 189 |
715 | Opening Protectives | 190 |
716 | Ducts and Air Transfer Openings | 194 |
717 | Concealed Spaces | 199 |
718 | Fire-Resistance Requirements for Plaster | 201 |
719 | Thermal-and Sound-Insulating Materials | 201 |
720 | Prescriptive Fire Resistance | 202 |
721 | Calculated Fire Resistance | 224 |
CHAPTER 7A MATERIALS AND CONSTRUCTION METHODS FOR EXTERIOR WILDFIRE EXPOSURE | 255 | |
Section | ||
701A | Scope, Purpose and Application | 255 |
702A | Definitions | 256 |
703A | Standards of Quality | 256 |
704A | Ignition-Resistant Construction | 257 |
705A | Roofing | 258 |
706A | Vents | 258 |
707A | Exterior Covering | 258 |
708A | Exterior Windows and Doors | 260 |
709A | Decking | 260 |
710A | Accessory Structures | 261 |
CHAPTER 8 INTERIOR FINISHES | 265 | |
Section | ||
801 | General | 265 |
802 | Definitions | 265 |
803 | Wall and Celling Finishes | 265 |
804 | Interior Floor Finish | 268 |
805 | Combustible Materials in Type I and II Construction | 268 |
806 | Decorative Materials and Trim | 269 |
807 | Insulation | 269 |
808 | Acoustical Ceiling Systems | 269 |
CHAPTER 9 FIRE PROTECTION SYSTEMS | 277 | |
Section | ||
901 | General | 277 |
902 | Definitions | 277 |
903 | Automatic Sprinkler Systems | 280 |
904 | Alternative Automatic Fire-Extinguishing Systems | 287 |
905 | Standpipe Systems | 289 |
906 | Portable Fire Extinguishers | 292 |
907 | Fire Alarm and Detection Systems | 294 |
908 | Emergency Alarm Systems | 308 |
909 | Smoke Control Systems | 308 |
910 | Smoke and Heat Vents | 315 |
911 | Fire Command Center | 317 |
912 | Fire Department Connections | 318 |
913 | Fire Pumps | 318 |
914 | Emergency Responder Safety Features | 319 |
915 | Emergency Responder Radio Coverage | 319 |
CHAPTER 10 MEANS OF EGRESS | 325 | |
Section | ||
1001 | Administration | 325 |
1002 | Definitions | 325 |
1003 | General Means of Egress | 326 |
1004 | Occupant Load | 329 |
1005 | Egress Width | 330 |
1006 | Means of Egress Illumination | 330 |
1007 | Accessible Means of Egress | 331 |
1008 | Doors, Gates and Turnstiles | 334 |
1009 | Stairways | 340 |
1010 | Ramps | 343 |
1011 | Exit Signs | 344 |
1012 | Handrails | 346 |
1013 | Guards | 347 |
1014 | Exit Access | 348 |
1015 | Exit and Exit Access Doorways | 349 |
1016 | Exit Access Travel Distance | 351 |
1017 | Aisles | 352 |
1018 | Corridors | 352 |
1019 | Egress Balconies | 354 |
1020 | Exits | 354 |
1021 | Number of Exits and Continuity | 354 |
1022 | Exit Enclosures | 355 |
1023 | Exit Passageways | 357 |
1024 | Luminous Egress Path Markings | 357 |
1025 | Horizontal Exits | 359 |
1026 | Exterior Exit Ramps and Stairways | 360 |
1027 | Exit Discharge | 360 |
1028 | Assembly | 361 |
1029 | Emergency Escape and Rescue | 366 |
CHAPTER 11 RESERVED | 369 | |
CHAPTER 11A HOUSING ACCESSIBILITY | 373 | |
Section | ||
1101A | Application | 373 |
1102A | Building Accessibility | 373 |
1103A | Design and Construction | 374 |
1104A | Covered Multifamily Dwellings | 374 |
1105A | Garages, Carports and Parking Facilities | 375 |
1106A | Site and Building Characteristics | 375 |
1107A | Definitions | 375 |
1108A | General Requirements for Accessible Parking and Exterior Routes of Travel | 378 |
1109A | Parking Facilities | 378 |
1110A | Exterior Routes of Travel | 380 |
1111A | Changes in Level on Accessible Routes | 380 |
1112A | Curb Ramps on Accessible Routes | 381 |
1113A | Walks and Sidewalks on an Accessible Route | 381 |
1114A | Exterior Ramps and Landings on Accessible Routes | 382 |
1115A | Exterior Stairways | 383 |
1116A | Hazards on Accessible Routes | 384 |
1117A | General Requirements for Accessible Entrances, Exits, Interior Routes of Travel and Facility Accessibility | 385 |
1118A | Egress and Areas of Refuge | 385 |
1119A | Interior Routes of Travel | 385 |
1120A | Interior Accessible Routes | 385 |
1121A | Changes in Level on Accessible Routes | 386 |
1122A | Interior Ramps and Landings on Accessible Routes | 386 |
1123A | Interior Stairways | 387 |
1124A | Elevators and Platform (Wheelchair) Lifts | 388 |
1125A | Hazards on Accessible Routes | 390 |
1126A | Doors | 390 |
1127A | Common Use Facilities | 391 |
1128A | Covered Dwelling Units | 398 |
1129A | Reserved | 398 |
1130A | Accessible Route Within Covered Multifamily Dwelling Units | 398 |
1131A | Changes in Level on Accessible Routes | 398 |
1132A | Doors | 398 |
1133A | Kitchens | 400 |
1134A | Bathing and Toilet Facilities | 400 |
1135A | Laundry Rooms | 403 |
1136A | Electrical Receptacle, Switch and Control Heights | 403 |
1137A | Other Features and Facilities | 405 |
1138A | Reserved | 405 |
1139A | Accessible Drinking Fountains | 405 |
1140A | Accessible Telephones | 405 |
1141A | Accessible Swimming Pools | 406 |
1142A | Electrical Receptacle, Switch and Control Heights | 407 |
1143A | Signage | 407 |
1144A | Reserved | 408 |
1145A | Reserved | 408 |
1146A | Reserved | 408 |
1147A | Reserved | 408 |
1148A | Reserved | 408 |
1149A | Reserved | 408 |
1150A | Site Impracticality Tests | 409 |
CHAPTER 11B ACCESSIBILITY TO PUBLIC BUILDINGS, PUBLIC ACCOMODATIONS, COMMERCIAL BUILDINGS AND PUBLICLY FUNDED HOUSING | 465 | |
Section | ||
1101B | Scope | 465 |
1102B | Definitions | 465 |
1103B | Building Accessibility | 468 |
1104B | Accessibility for Group A Occupancies | 469 |
1105B | Accessibility for Group B Occupancies | 472 |
1106B | Accessibility for Group E Occupancies | 473 |
1107B | Factories and Warehouses | 474 |
1108B | Accessibility for Group H Occupancies | 474 |
1109B | Accessibility for Group I Occupancies | 475 |
1110B | Accessibility for Group M Occupancies | 475 |
1111B | Accessibility for Group R Occupancies | 477 |
1112B | Reserved | 479 |
1113B | Reserved | 479 |
1114B | Facility Accessibility | 479 |
1115B | Bathing and Toilet Facilities (Sanitary Facilities) | 480 |
1116B | Elevators and Special Access (Wheelchair) Lifts | 486 |
1117B | Other Building Components | 489 |
1118B | Space Allowance and Reach Ranges | 497 |
1119B | Special Standards of Accessibility for Buildings with Historical Significance | 497 |
1120B | Floor and Levels | 497 |
1121B | Transportation Facilities | 498 |
1122B | Fixed or Built-in Seating, Tables and Counters | 501 |
1123B | Access to Employee Areas | 502 |
1124B | Ground and Floor Surfaces | 502 |
1125B | Storage | 502 |
1126B | Vending Machines and Other Equipment | 502 |
1127B | Exterior Routes of Travel | 503 |
1128B | Pedestrian Grade Separations (Overpasses and Underpasses) | 504 |
1129B | Accessible Parking Required | 504 |
1130B | Parking Structures | 506 |
1131B | Passenger Drop-off and Loading Zones | 506 |
1132B | Outdoor Occupancies | 506 |
1133B | General Accessibility for Entrances, Exits and Paths of Travel | 508 |
1134B | Accessibility for Existing Buildings | 515 |
1135B | Historic Preservation—Special Standards of Accessibility for Buildings with Historical Significance | 516 |
CHAPTER 11C STANDARDS FOR CARD READERS AT GASOLINE FUEL-DISPENSING FACILITIES | 587 | |
Section | ||
1101C | Card-Reader Devices at Fuel-Dispensing Equipment | 587 |
1102C | Application | 587 |
1103C | Number of Accessible Card-Reading Devices Required | 587 |
1104C | Required Features | 587 |
CHAPTER 12 INTERIOR ENVIRONMENT | 593 | |
Section | ||
1201 | General | 593 |
1202 | Definitions | 593 |
1203 | Ventilation | 593 |
1204 | Temperature Control | 594 |
1205 | Lighting | 595 |
1206 | Yards or Courts | 595 |
1207 | Sound Transmission | 596 |
1208 | Interior Space Dimensions | 598 |
1209 | Access to Unoccupied Spaces | 599 |
1210 | Surrounding Materials | 599 |
1211 | Garage Door Springs | 599 |
1212 | Reserved | 600 |
1213 | Reserved | 600 |
1214 | Reserved | 600 |
1215 | Reserved | 600 |
1216 | Reserved | 600 |
1217 | Reserved | 600 |
1218 | Reserved | 600 |
1219 | Reserved | 600 |
1220 | Reserved | 600 |
1221 | Reserved | 600 |
1222 | Reserved | 600 |
1223 | Reserved | 600 |
1224 | Hospitals | 600 |
1225 | Skilled Nursing and Intermediate-Care Facilities | 628 |
1226 | Clinics | 633 |
1227 | Correctional Treatment Centers | 636 |
1228 | Reserved | 641 |
1229 | Reserved | 641 |
1230 | Minimum Standards for Juvenile Facilities | 641 |
1231 | Local Detention | 645 |
1232 | Reserved | 651 |
1233 | Reserved | 651 |
1234 | Reserved | 651 |
1235 | Sanitary Control of Shellfish (Plants and Operations) | 651 |
1236 | Laboratory Animal Quarters | 651 |
1237 | Wild Animal Quarantine Facilities | 652 |
1238 | Reserved | 652 |
1239 | Reserved | 652 |
1240 | Meat and Poultry Processing Plants | 652 |
1241 | Collection Centers and Facilities | 654 |
1242 | Renderers | 654 |
1243 | Horsemeat and Pet Food Establishments | 654 |
1244 | Reserved | 655 |
1245 | Reserved | 655 |
1246 | Reserved | 655 |
1247 | Reserved | 655 |
1248 | Reserved | 655 |
1249 | Reserved | 655 |
1250 | Pharmacies | 655 |
1251 | Veterinary Facilities | 655 |
1252 | Barber Colleges and Shops | 656 |
1253 | Schools of Cosmetology, Cosmetological Establishments and Satellite Classrooms | 656 |
1254 | Acupuncture Offices | 657 |
CHAPTER 13 ENERGY EFFICIENCY | 659 | |
CHAPTER 14 EXTERIOR WALLS | 663 | |
Section | ||
1401 | General | 663 |
1402 | Definitions | 633 |
1403 | Performance Requirements | 663 |
1404 | Materials | 664 |
1405 | Installation of Wall Coverings | 665 |
1406 | Combustible Materials on the Exterior Side of Exterior Walls | 669 |
1407 | Metal Composite Materials (MCM) | 670 |
1408 | Exterior Insulation and Finish Systems (EIFS) | 671 |
1409 | [DSA-SS and DSA-SS/CC, OSHPD 1,2 & 4] Additional Requirements for Anchored and Adhered Veneer | 671 |
CHAPTER 15 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES | 675 | |
Section | ||
1501 | General | 675 |
1502 | Definitions | 675 |
1503 | Weather Protection | 675 |
1504 | Performance Requirements | 676 |
1505 | Fire Classification | 677 |
1506 | Materials | 678 |
1507 | Requirements for Roof Coverings | 678 |
1508 | Roof Insulation | 687 |
1509 | Rooftop Structures | 688 |
1510 | Reroofing | 689 |
1511 | [DSA-SS and OSHPD 1, 2 & 4] Seismic Anchorage of State Shingle, Clay and Concrete Tile Roof Coverings | 690 |
INDEX | 691 | |
HISTORY NOTE | 731 | |
VOLUME 2 | ||
CHAPTER 16 STRUCTURAL DESIGN | 5 | |
Section | ||
1601 | General | 5 |
1602 | Definitions and Notations | 5 |
1603 | Construction Documents | 6 |
1604 | General Design Requirements | 7 |
1605 | Load Combinations | 10 |
1606 | Dead Loads | 11 |
1607 | Live Loads | 11 |
1608 | Snow Loads | 17 |
1609 | Wind Loads | 20 |
1610 | Soil Lateral Loads | 33 |
1611 | Rain Loads | 34 |
1612 | Flood Loads | 40 |
1613 | Earthquake Loads | 42 |
1614 | Structural Integrity | 48 |
1615 | Additional Requirements [DSA-SS/CC] | 69 |
CHAPTER 16A STRUCTURAL DESIGN | 79 | |
Section | ||
1601A | General | 79 |
1602A | Definitions and Notations | 79 |
1603A | Construction Documents | 81 |
1604A | General Design Requirements | 82 |
1605A | Load Combinations | 84 |
1606A | Dead Loads | 86 |
1607A | Live Loads | 86 |
1608A | Snow Loads | 91 |
1609A | Wind Loads | 94 |
1610A | Soil Lateral Loads | 104 |
1611A | Rain Loads | 104 |
1612A | Flood Loads | 110 |
1613A | Earthquake Loads | 112 |
1614A | Structural Integrity | 117 |
1615A | Modifications to ASCE 7 | 119 |
CHAPTER 17 STRUCTURAL TESTS AND SPECIAL INSPECTIONS | 129 | |
Section | ||
1701 | General | 129 |
1702 | Definitions | 129 |
1703 | Approvals | 129 |
1704 | Special Inspections | 130 |
1705 | Statement of Special Inspections | 141 |
1706 | Special Inspections for Wind Requirements | 143 |
1707 | Special Inspections for Seismic Resistance | 143 |
1708 | Structural Testing for Seismic Resistance | 144 |
1709 | Contractor Responsibility | 145 |
1710 | Structural Observations | 145 |
1711 | Design Strengths of Materials | 145 |
1712 | Alternative Test Procedure | 145 |
1713 | Test Safe Load | 146 |
1714 | In-Situ Load Tests | 146 |
1715 | Preconstruction Load Tests | 146 |
1716 | Material and Test Standards | 147 |
CHAPTER 17A STRUCTURAL TESTS AND SPECIAL INSPECTIONS | 151 | |
Section | ||
1701A | General | 151 |
1702A | Definitions | 151 |
1703A | Approvals | 152 |
1704A | Special Inspections | 153 |
1705A | Statement of Special Inspections | 165 |
1706A | Special Inspections for Wind Requirements | 167 |
1707A | Special Inspections for Seismic Resistance | 167 |
1708A | Structural Testing for Seismic Resistance | 168 |
1709A | Contractor Responsibility | 169 |
1710A | Structural Observations | 169 |
1711A | Design Strengths of Materials | 169 |
1712A | Alternative Test Procedure | 170 |
1713A | Test Safe Load | 170 |
1714A | In-Situ Load Tests | 170 |
1715A | Preconstruction Load Tests | 170 |
1716A | Material and Test Standards | 171 |
CHAPTER 18 SOILS AND FOUNDATIONS | 175 | |
Section | ||
1801 | General | 175 |
1802 | Definitions | 175 |
1803 | Geotechnical Investigations | 175 |
1804 | Excavation, Grading and Fill | 178 |
1805 | Dampproofing and Waterproofing | 179 |
1806 | Presumptive Load-Bearing Values of Soils | 180 |
1807 | Foundation Walls, Retaining Walls and Embedded Posts and Poles | 181 |
1808 | Foundations | 187 |
1809 | Shallow Foundations | 189 |
1810 | Deep Foundations | 192 |
CHAPTER 18A SOILS AND FOUNDATIONS | 207 | |
Section | ||
1801A | General | 207 |
1802A | Definitions | 207 |
1803A | Geotechnical Investigations | 208 |
1804A | Excavation, Grading and Fill | 211 |
1805A | Dampproofing and Waterproofing | 211 |
1806A | Presumptive Load-Bearing Values of Soils | 213 |
1807A | Foundation Walls, Retaining Walls and Embedded Posts and Poles | 213 |
1808A | Foundations | 215 |
1809A | Shallow Foundations | 218 |
1810A | Deep Foundations | 219 |
1811A | Prestressed Rock and Soil Foundation Anchors | 231 |
CHAPTER 19 CONCRETE | 235 | |
Section | ||
1901 | General | 235 |
1902 | Definitions | 235 |
1903 | Specifications for Tests and Materials | 235 |
1904 | Durability Requirements | 236 |
1905 | Concrete Quality, Mixing and Placing | 236 |
1906 | Formwork, Embedded Pipes and Construction Joints | 238 |
1907 | Details of Reinforcement | 238 |
1908 | Modifications to ACI 318 | 239 |
1909 | Structural Plain Concrete | 241 |
1910 | Minimum Slab Provisions | 242 |
1911 | Anchorage to Concrete—Allowable Stress Design | 242 |
1912 | Anchorage to Concrete—Strength Design | 243 |
1913 | Shotcrete | 244 |
1914 | Reinforced Gypsum Concrete | 245 |
1915 | Concrete-Filled Pipe Columns | 245 |
1916 | Additional Requirements [DSA-SS/CC] | 246 |
CHAPTER 19A CONCRETE | 253 | |
Section | ||
1902A | General | 253 |
1902A | Definitions | 253 |
1903A | Specifications for Tests and Materials | 255 |
1904A | Durability Requirements | 255 |
1905A | Concrete Quality, Mixing and Placing | 256 |
1906A | Formwork, Embedded Pipes and Construction Joints | 257 |
1907A | Details of Reinforcement | 257 |
1908A | Modifications to ACI 318 | 258 |
1909A | Structural Plain Concrete Not Permitted by OSHPD and DSA-SS | 262 |
1910A | Minimum Slab Provisions | 262 |
1911A | Anchorage to Concrete— Allowable Stress Design | 263 |
1912A | Anchorage to Concrete— Strength Design | 263 |
1913A | Shotcrete | 264 |
1914A | Reinforced Gypsum Concrete | 265 |
1915A | Concrete-Filled Pipe Columns | 265 |
1916A | Concrete, Reinforcement and Anchor Testing | 266 |
1917A | Existing Concrete Structures | 267 |
CHAPTER 20 ALUMINUM | 271 | |
Section | ||
2001 | General | 271 |
2002 | Materials | 271 |
2003 | Inspection | 271 |
CHAPTER 21 MASONRY | 275 | |
Section | ||
2101 | General | 275 |
2102 | Definitions and Notations | 275 |
2103 | Masonry Construction Materials | 278 |
2104 | Construction | 280 |
2105 | Quality Assurance | 280 |
2106 | Seismic Design | 281 |
2107 | Allowable Stress Design | 282 |
2108 | Strength Design of Masonry | 282 |
2109 | Empirical Design of Masonry | 282 |
2110 | Glass Unit Masonry | 284 |
2111 | Masonry Fireplaces | 284 |
2112 | Masonry Heaters | 287 |
2113 | Masonry Chimneys | 287 |
2114 | Additional Requirements [DSA-SS/CC] | 291 |
CHAPTER 21A MASONRY | 297 | |
Section | ||
2101A | General | 297 |
2102A | Definitions and Notations | 298 |
2103A | Masonry Construction Materials | 301 |
2104A | Construction | 302 |
2105A | Quality Assurance | 305 |
2106A | Seismic Design | 306 |
2107A | Allowable Stress Design | 307 |
2108A | Strength Design of Masonry | 308 |
2109A | Empirical Design of Masonry Not Permitted by OSHPD and DSA-SS | 309 |
2110A | Glass Unit Masonry | 309 |
2111A | Masonry Fireplaces | 309 |
2112A | Masonry Heaters | 311 |
2113A | Masonry Chimneys | 312 |
2114A | Nonbearing Walls | 316 |
2115A | Masonry Screen Walls | 316 |
CHAPTER 22 STEEL | 319 | |
Section | ||
2201 | General | 319 |
2202 | Definitions | 319 |
2203 | Identification and Protection of Steel for Structural Purposes | 319 |
2204 | Connections | 319 |
2205 | Structural Steel | 320 |
2206 | Steel Joists | 320 |
2207 | Steel Cable Structures | 321 |
2208 | Steel Storage Racks | 321 |
2209 | Cold-Formed Steel | 321 |
2210 | Cold-Formed Steel Light-Frame Construction | 321 |
2211 | Additional Requirements [DSA-SS/CC] | 322 |
CHAPTER 22A STEEL | 327 | |
Section | ||
2201A | General | 327 |
2202A | Definitions | 327 |
2203A | Identification and Protection of Steel for Structural Purposes | 327 |
2204A | Connections | 327 |
2205A | Structural Steel | 328 |
2206A | Steel Joists | 330 |
2207A | Steel Cable Structures | 331 |
2208A | Steel Storage Racks | 331 |
2209A | Cold-Formed Steel | 331 |
2210A | Cold-Formed Steel Light-Framed Construction | 331 |
2211A | Light Modular Steel Moment Frames for Public Elementary and Secondary Schools, and Community Colleges | 332 |
2212A | Testing | 333 |
CHAPTER 23 WOOD | 337 | |
Section | ||
2301 | General | 337 |
2302 | Definitions | 337 |
2303 | Minimum Standards and Quality | 339 |
2304 | General Construction Requirements | 343 |
2305 | General Design Requirements for Lateral-Force-Resisting Systems | 354 |
2306 | Allowable Stress Design | 357 |
2307 | Load and Resistance Factor Design | 358 |
2308 | Conventional Light-Frame Construction | 358 |
CHAPTER 24 GLASS AND GLAZING | 411 | |
Section | ||
2401 | General | 411 |
2402 | Definitions | 411 |
2403 | General Requirements for Glass | 411 |
2404 | Wind, Snow, Seismic and Dead Loads on Glass | 411 |
2405 | Sloped Glazing and Skylights | 413 |
2406 | Safety Glazing | 415 |
2407 | Glass in Handrails and Guards | 417 |
2408 | Glazing in Athletic Facilities | 417 |
2409 | Glass in Elevator Hoistways and Elevator Cars | 417 |
CHAPTER 25 GYPSUM BOARD AND PLASTER | 421 | |
Section | ||
2501 | General | 421 |
2502 | Definitions | 421 |
2503 | Inspection | 421 |
2504 | Vertical and Horizontal Assemblies | 421 |
2505 | Shear Wall Construction | 422 |
2506 | Gypsum Board Materials | 422 |
2507 | Lathing and Plastering | 422 |
2508 | Gypsum Construction | 423 |
2509 | Gypsum Board in Showers and Water Closets | 424 |
2510 | Lathing and Furring for Cement Plaster (Stucco) | 424 |
2511 | Interior Plaster | 425 |
2512 | Exterior Plaster | 425 |
2513 | Exposed Aggregate Plaster | 426 |
CHAPTER 26 PLASTIC | 431 | |
Section | ||
2601 | General | 431 |
2602 | Definitions | 431 |
2603 | Foam Plastic Insulation | 431 |
2604 | Interior Finish and Trim | 434 |
2605 | Plastic Veneer | 435 |
2606 | Light-Transmitting Plastics | 435 |
2607 | Light-Transmitting Plastic Wall Panels | 436 |
2608 | Light-Transmitting Plastic Glazing | 437 |
2609 | Light-Transmitting Plastic Roof Panels | 437 |
2610 | Light-Transmitting Plastic Skylight Glazing | 438 |
2611 | Light-Transmitting Plastic Interior Signs | 439 |
2612 | Fiber Reinforced Polymer and Fiberglass-Reinforced Polymer | 439 |
2613 | Reflective Plastic Core Insulation | 440 |
CHAPTER 27 ELECTRICAL | 443 | |
Section | ||
2701 | General | 443 |
2702 | Emergency and Standby Power Systems | 443 |
CHAPTER 28 MECHANICAL SYSTEMS | 447 | |
Section | ||
2801 | General | 447 |
CHAPTER 29 PLUMBING SYSTEMS | 449 | |
Section | ||
2901 | General | 449 |
CHAPTER 30 ELEVATORS AND CONVEYING SYSTEMS | 455 | |
Section | ||
3001 | General | 455 |
3002 | Hoistway Enclosures | 455 |
3003 | Emergency Operations | 456 |
3004 | Hoistway Venting | 457 |
3005 | Conveying Systems | 457 |
3006 | Machine Rooms | 458 |
3007 | Fire Service Access Elevator | 458 |
3008 | Occupant Evacuation Elevators | 459 |
3009 | Special Requirements for Elevators in Hospitals | 460 |
CHAPTER 31 SPECIAL CONSTRUCTION | 465 | |
Section | ||
3101 | General | 465 |
3102 | Membrane Structures | 465 |
3103 | Temporary Structures | 466 |
3104 | Pedestrian Walkways and Tunnels | 466 |
3105 | Awnings and Canopies | 467 |
3106 | Marquees | 468 |
3107 | Signs | 468 |
3108 | Telecommunication and Broadcast Towers | 468 |
3109 | Swimming Pool Enclosures and Safety Devices | 468 |
3110 | Automatic Vehicular Gates | 472 |
CHAPTER 31A RESERVED | 473 | |
CHAPTER 31B PUBLIC SWIMMING POOLS | 477 | |
Section | ||
3101B | Scope | 477 |
3102B | Definitions | 477 |
3103B | Special Pool Classifications | 478 |
3104B | Accessibility to the Physically Handicapped Person | 478 |
3105B | Alternate Equipment, Materials and Methods of Construction | 478 |
3106B | Pool Construction | 478 |
3107B | Additional Requirements for a Temporary Training Pool | 479 |
3108B | Pool Geometry | 479 |
3109B | Permanent Markings | 479 |
3110B | Steps, Recessed Steps, Ladders and Recessed Stairs (Treads) | 482 |
3111B | Handholds | 483 |
3112B | Diving Boards | 483 |
3113B | Pool Decks | 483 |
3114B | Pool Lighting | 483 |
3115B | Bathhouse Dressing, Shower and Toilet Facilities | 484 |
3116B | Drinking Fountains | 484 |
3117B | Hose Bibbs | 484 |
3118B | Enclosure of Pool Area | 484 |
3119B | Signs | 485 |
3120B | Indoor Pool Ventilation | 487 |
3121B | Foundations For Pool Equipment | 487 |
3122B | Gas Chlorination Equipment Room | 487 |
3123B | General Requirements | 487 |
3124B | Turnover Time | 487 |
3125B | Recirculation Piping System and Components | 487 |
3126B | Recirculation Pump Capacity | 488 |
3127B | Water Supply Inlets | 488 |
3128B | Filters (All Types) | 488 |
3129B | Rapid Sand Pressure Filters | 488 |
3130B | Diatomaceous Earth Filters | 489 |
3131B | High-Rate Sand Filters | 489 |
3132B | Chemical Feeders | 489 |
3133B | Disinfectant Feeders | 489 |
3134B | Pool Fittings | 490 |
3135B | Spa Pool Special Requirements | 491 |
3136B | Cleaning Systems | 491 |
3137B | Waste Water Disposal | 491 |
3138B | Reserved | 491 |
3139B | Reserved | 491 |
3140B | Reserved | 491 |
3141B | Reserved | 491 |
3142B | Reserved | 491 |
3143B | Reserved | 491 |
3144B | Reserved | 491 |
3145B | Reserved | 491 |
3146B | Reserved | 492 |
3147B | Reserved | 492 |
3148B | Reserved | 492 |
3149B | Reserved | 492 |
3150B | Reserved | 492 |
3151B | Reserved | 492 |
3152B | Reserved | 492 |
3153B | Reserved | 492 |
3154B | Reserved | 492 |
3155B | Reserved | 492 |
3156B | Reserved | 492 |
3157B | Reserved | 492 |
3158B | Reserved | 492 |
3159B | Reserved | 492 |
3160B | 492 | |
3161B | 492 | |
3162B | Anti-Entrapment Devices and Systems | 493 |
CHAPTER 31C RADIATION | 499 | |
Section | ||
3101C | Scope | 499 |
3102C | Radiation Shielding Barriers | 499 |
3103C | Medical Radiographic and Photofluorographic Installations | 499 |
3104C | Medical Therapeutic X-Ray Installations | 499 |
CHAPTER 31D FOOD ESTABLISHMENTS | 503 | |
Section | ||
3101D | Scope | 503 |
3102D | Definitions | 503 |
3103B | Building and Structures | 503 |
CHAPTER 31E RESERVED | 505 | |
CHAPTER 31F MARINE OIL TERMINALS | 509 | |
Section | ||
3101F | Introduction | 509 |
3102F | Audit and Inspection | 510 |
3103F | Structural Loading Criteria | 521 |
3104F | Seismic Analysis and Structural Performance | 536 |
3105F | Mooring and Berthing Analysis and Design | 543 |
3106F | Geotechnical Hazards and Foundations | 548 |
3107F | Structural Analysis and Design of Components | 552 |
3108F | Fire Prevention, Detection and Suppression | 566 |
3109F | Piping and Pipelines | 570 |
3110F | Mechanical and Electrical Equipment | 573 |
3111F | Electrical Systems | 576 |
CHAPTER 32 ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY | 581 | |
Section | ||
3201 | General | 581 |
3202 | Encroachments | 581 |
CHAPTER 33 SAFEGUARDS DURING CONSTRUCTION | 585 | |
Section | ||
3301 | General | 585 |
3302 | Construction Safeguards | 585 |
3303 | Demolition | 585 |
3304 | Site Work | 585 |
3305 | Sanitary | 585 |
3306 | Protection of Pedestrians | 586 |
3307 | Protection of Adjoining Property | 587 |
3308 | Temporary Use of Streets, Alleys and Public Property | 587 |
3309 | Fire Extinguishers | 587 |
3310 | Means of Egress | 588 |
3311 | Standpipes | 588 |
3312 | Automatic Sprinkler System | 588 |
CHAPTER 34 EXISTING STRUCTURES | 591 | |
Section | ||
3401 | General | 591 |
3402 | Definitions | 592 |
3403 | Additions | 593 |
3404 | Alterations | 593 |
3405 | Repairs | 594 |
3406 | Fire Escapes | 596 |
3407 | Glass Replacement | 596 |
3408 | Change of Occupancy | 596 |
3409 | Historic Buildings | 597 |
3410 | Moved Structures | 597 |
3411 | Accessibility for Existing Buildings | 597 |
3412 | Compliance Alternatives | 599 |
3413 | Existing Group R-1 and Group R-2 Occupancies [SFM] | 608 |
3414 | Existing High-Rise Buildings [SFM] | 611 |
3415 | Existing Group I Occupancies [SFM] | 613 |
3416 | Existing Group L Occupancies [SFM] | 614 |
3417 | Earthquake Evaluation and Design for Retrofit of Existing Buildings | 614 |
3418 | Definitions | 617 |
3419 | Seismic Criteria Selection for Existing Buildings | 618 |
3420 | Method A | 621 |
3421 | Method B | 621 |
3422 | Peer Review Requirements | 622 |
3423 | Additional Requirements for Public Schools and Community Colleges | 623 |
CHAPTER 34A EXISTING STRUCTURES | 627 | |
Section | ||
3401A | General | 627 |
3402A | Definitions | 627 |
3403A | Additions | 628 |
3404A | Alterations | 629 |
3405A | Repairs | 630 |
3406A | Fire Escapes | 631 |
3407A | Glass Replacement | 631 |
3408A | Change of Occupancy | 631 |
3409A | Historic Buildings | 632 |
3410A | Moved Structures | 632 |
3411A | Additions, Alterations, Repairs and Seismic Retrofit to Existing Buildings or Structures Designed in Accordance with Pre-1973 Building Code | 632 |
3412A | Compliance Alternatives for Additions, Alterations, Repairs and Seismic Retrofit to Existing Structures | 632 |
3413A | Modifications to ASCE 41 | 634 |
3414A | Peer Review Requirements | 636 |
3415A | Earthquake Monitoring Instruments for Existing Buildings | 637 |
CHAPTER 35 REFERENCED STANDARDS | 641 | |
APPENDIX A EMPLOYEE QUALIFICATIONS | 671 | |
Section | ||
A101 | Building Official Qualifications | 671 |
A102 | Referenced Standards | 671 |
APPENDIX B BOARD OF APPEALS | 675 | |
Section | ||
B101 | General | 675 |
APPENDIX C GROUP U—AGRICULTURAL BUILDINGS | 679 | |
Section | ||
C101 | General | 679 |
C102 | Allowable Height and Area | 679 |
C103 | Mixed Occupancies | 679 |
C104 | Exits | 679 |
APPENDIX D FIRE DISTRICTS | 683 | |
Section | ||
D101 | General | 683 |
D102 | Building Restrictions | 683 |
D103 | Changes to Buildings | 684 |
D104 | Buildings Located Partially in the Fire District | 684 |
D105 | Exceptions to Restrictions in Fire District | 684 |
D106 | Referenced Standards | 685 |
APPENDIX E RESERVED | 689 | |
APPENDIX F RODENTPROOFING | 693 | |
Section | ||
F101 | General | 693 |
APPENDIX G FLOOD-RESISTANT CONSTRUCTION | 697 | |
Section | ||
G101 | Administration | 697 |
G102 | Applicability | 697 |
G103 | Powers and Duties | 697 |
G104 | Permits | 698 |
G105 | Variances | 698 |
G201 | Definitions | 699 |
G301 | Subdivisions | 700 |
G401 | Site Improvement | 700 |
G501 | Manufactured Homes | 700 |
G601 | Recreational Vehicles | 700 |
G701 | Tanks | 701 |
G801 | Other Building Work | 701 |
G901 | Temporary Structures and Temporary Storage | 701 |
G1001 | Utility and Miscellaneous Group U | 701 |
G1101 | Referenced Standards | 702 |
APPENDIX H SIGNS | 705 | |
Section | ||
H101 | General | 705 |
H102 | Definitions | 705 |
H103 | Location | 705 |
H104 | Identification | 705 |
H105 | Design and Construction | 706 |
H106 | Electrical | 706 |
H107 | Combustible Materials | 706 |
H108 | Animated Devices | 706 |
H109 | Ground Signs | 706 |
H110 | Roof Signs | 707 |
H111 | Wall Signs | 707 |
H112 | Projecting Signs | 707 |
H113 | Marquee Signs | 708 |
H114 | Portable Signs | 708 |
H115 | Referenced Standards | 708 |
APPENDIX I PATIO COVERS | 711 | |
Section | ||
I101 | General | 711 |
I102 | Definitions | 711 |
I103 | Exterior Openings | 711 |
I104 | Structural Provisions | 711 |
APPENDIX J GRADING | 715 | |
Section | ||
J101 | General | 715 |
J102 | Definitions | 715 |
J103 | Permits Required | 715 |
J104 | Permit Application and Submittals | 715 |
J105 | Inspections | 716 |
J106 | Excavations | 716 |
J107 | Fills | 719 |
J108 | Setbacks | 721 |
J109 | Drainage and Terracing | 721 |
J110 | Erosion Control | 721 |
J111 | Referenced Standards | 721 |
APPENDIX K GROUP R-3 AND GROUP R-3.1 OCCUPANCIES PROTECTED BY THE FACILITIES OF THE CENTRAL VALLEY FLOOD PROTECTION PLAN | 723 | |
Section | ||
K101 | Scope | 723 |
K102 | Definitions | 723 |
K103 | Structural Stability | 724 |
K104 | Evacuation Locations | 724 |
K105 | Space within the Building | 724 |
K106 | Decks and Balconies that are Evacuation Locations | 724 |
K107 | Rooftop Evacuation Locations | 727 |
K108 | Attics that are Evacuation Locations | 727 |
K109 | Alternate Means of Protection | 727 |
INDEX | 729 | |
HISTORY NOTE | 769 |
1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code.
1601.1.1 Application. [DSA-SS/CC] The scope of application of Chapter 16 is as follows:
Community college buildings regulated by the Division of the State Architect-Structural Safety/Community Colleges (DSA-SS/CC), as listed in Section 1.9.2.2.
1601.1.2 Identification of amendments. [DSA-SS/CC] Division of the State Architect-Structural Safety/Community Colleges (DSA-SS/CC) amendments appear in this chapter preceded with the appropriate acronym, as follows:
Division of the State Architect-Structural Safety/Community Colleges: [DSA-SS/CC] - For community college building listed in Section 1.9.2.2.
1601.1.3 Reference to other chapters. [DSA-SS/CC] Where reference within this chapter is made to sections in Chapters 17 and 18, the provisions in Chapters 17A and 18A respectively shall apply instead.
1601.1.4 Amendments. [DSA-SS/CC] See Section 1615 for additional requirements.
1601.2 References. [DSA-SS/CC, OSHPD 2] All referenced codes and standards listed in Chapter 35 shall include all the modifications contained in this code to referenced standards. In the event of any discrepancy between this code and a referenced standard, refer to Section 1.1.7.
1601.3 Enforcement agency approval. [DSA-SS/CC, OSHPD 2] In addition to requirements of CCR Title 24, Parts 1 & 2, any aspect of project design, construction, quality assurance or quality control programs for which this code requires approval by the design professional are also subject to approval by the enforcement agency.
1602.1 Definitions. The following words and terms shall, for the purposes of this chapter, have the meanings shown herein.
ALLOWABLE STRESS DESIGN. A method of proportioning structural members, such that elastically computed stresses produced in the members by nominal loads do not exceed specified allowable stresses (also called “working stress design”).
DEAD LOADS. The weight of materials of construction incorporated into the building, including but not limited to walls, floors, roofs, ceilings, stairways, built-in partitions, finishes, cladding and other similarly incorporated architectural and structural items, and the weight of fixed service equipment, such as cranes, plumbing stacks and risers, electrical feeders, heating, ventilating and air-conditioning systems and automatic sprinkler systems.
DESIGN STRENGTH. The product of the nominal strength and a resistance factor (or strength reduction factor).
DIAPHRAGM. A horizontal or sloped system acting to transmit lateral forces to the vertical-resisting elements. When the term “diaphragm” is used, it shall include horizontal bracing systems.
Diaphragm, blocked. In light-frame construction, a diaphragm in which all sheathing edges not occurring on a framing member are supported on and fastened to blocking.
Diaphragm boundary. In light-frame construction, a location where shear is transferred into or out of the diaphragm sheathing. Transfer is either to a boundary element or to another force-resisting element.
Diaphragm chord. A diaphragm boundary element perpendicular to the applied load that is assumed to take axial stresses due to the diaphragm moment.
Diaphragm flexible. A diaphragm is flexible for the purpose of distribution of story shear and torsional moment where so indicated in Section 12.3.1 of ASCE 7, as modified in Section 1613.6.1.
Diaphragm, rigid. A diaphragm is rigid for the purpose of distribution of story shear and torsional moment when the lateral deformation of the diaphragm is less than or equal to two times the average story drift.
DURATION OF LOAD. The period of continuous application of a given load, or the aggregate of periods of intermittent applications of the same load.
ENFORCEMENT AGENT. [OSHPD 2] That individual within the agency or organization charged with responsibility for agency or organization compliance with the requirements of this code. Used interchangeably with “Building Official” or “Code Official.”
ESSENTIAL FACILITIES. Buildings and other structures that are intended to remain operational in the event of extreme environmental loading from flood, wind, snow or earthquakes.
FABRIC PARTITION. A partition consisting of a finished surface made of fabric, without a continuous rigid backing, that is directly attached to a framing system in which the vertical framing members are spaced greater than 4 feet (1219 mm) on center.
FACTORED LOAD. The product of a nominal load and a load factor.
GUARD. See Section 1002.1.
5IMPACT LOAD. The load resulting from moving machinery, elevators, craneways, vehicles and other similar forces and kinetic loads, pressure and possible surcharge from fixed or moving loads.
LIMIT STATE. A condition beyond which a structure or member becomes unfit for service and is judged to be no longer useful for its intended function (serviceability limit state) or to be unsafe (strength limit state).
LIVE LOADS. Those loads produced by the use and occupancy of the building or other structure and do not include construction or environmental loads such as wind load, snow load, rain load, earthquake load, flood load or dead load.
LIVE LOADS (ROOF). Those loads produced (1) during maintenance by workers, equipment and materials; and (2) during the life of the structure by movable objects such as planters and by people.
LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A method of proportioning structural members and their connections using load and resistance factors such that no applicable limit state is reached when the structure is subjected to appropriate load combinations. The term “LRFD” is used in the design of steel and wood structures.
LOAD EFFECTS. Forces and deformations produced in structural members by the applied loads.
LOAD FACTOR. A factor that accounts for deviations of the actual load from the nominal load, for uncertainties in the analysis that transforms the load into a load effect, and for the probability that more than one extreme load will occur simultaneously.
LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitude, such as dead loads. All other loads are variable loads (see also “Nominal loads”).
NOMINAL LOADS. The magnitudes of the loads specified in this chapter (dead, live, soil, wind, snow, rain, flood and earthquake).
OCCUPANCY CATEGORY. A category used to determine structural requirements based on occupancy.
OTHER STRUCTURES. Structures, other than buildings, for which loads are specified in this chapter.
PANEL (PART OF A STRUCTURE). The section of a floor, wall or roof comprised between the supporting frame of two adjacent rows of columns and girders or column bands of floor or roof construction.
RESISTANCE FACTOR. A factor that accounts for deviations of the actual strength from the nominal strength and the manner and consequences of failure (also called “strength reduction factor”).
STRENGTH, NOMINAL. The capacity of a structure or member to resist the effects of loads, as determined by computations using specified material strengths and dimensions and equations derived from accepted principles of structural mechanics or by field tests or laboratory tests of scaled models, allowing for modeling effects and differences between laboratory and field conditions.
STRENGTH, REQUIRED. Strength of a member, cross section or connection required to resist factored loads or related internal moments and forces in such combinations as stipulated by these provisions.
STRENGTH DESIGN. A method of proportioning structural members such that the computed forces produced in the members by factored loads do not exceed the member design strength [also called “load and resistance factor design” (LRFD)]. The term “strength design” is used in the design of concrete and masonry structural elements.
VEHICLE BARRIER SYSTEM. A system of building components near open sides of a garage floor or ramp or building walls that act as restraints for vehicles.
NOTATIONS.
D = Dead load.
E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7.
F = Load due to fluids with well-defined pressures and maximum heights.
Fa = Flood load in accordance with Chapter 5 of ASCE 7.
H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials.
L = Live load, except roof live load, including any permitted live load reduction.
Lr = Roof live load including any permitted live load reduction.
R = Rain load.
S = Snow load.
T = Self-straining force arising from contraction or expansion resulting from temperature change, shrinkage, moisture change, creep in component materials, movement due to differential settlement or combinations thereof.
W = Load due to wind pressure.
1603.1 General. Construction documents shall show the size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603.1.1 through 1603.1.9 shall be indicated on the construction documents.
Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:
[OSHPD 2] Additional requirements are included in Sections 7-115 and 7-125 of the California Administrative Code (Part 1, Title 24, C.C.R).
1603.1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607.9 shall be indicated for each type of live load used in the design.
1603.1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas (Section 1607.11).
1603.1.3 Roof snow load. The ground snow load, Pg, shall be indicated. In areas where the ground snow load, Pg, exceeds 10 pounds per square foot (psf) (0.479 kN/m2, the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:
1603.1.4 Wind design data. The following information related to wind loads shall be shown, regardless of whether wind loads govern the design of the lateral-force-resisting system of the building:
1603.1.5 Earthquake design data. The following information related to seismic loads shall be shown, regardless of whether seismic loads govern the design of the lateral-force-resisting system of the building:
1603.1.6 Geotechnical information. The design loadbearing values of soils shall be shown on the construction documents.
1603.1.7 Flood design data. For buildings located in whole or in part in flood hazard areas as established in Section 1612.3, the documentation pertaining to design, if required in Section 1612.5, shall be included and the following information, referenced to the datum on the community's Flood Insurance Rate Map (FIRM), shall be shown, regardless of whether flood loads govern the design of the building:
1603.1.8 Special loads. Special loads that are applicable to the design of the building, structure or portions thereof shall be indicated along with the specified section of this code that addresses the special loading condition.
1603.1.9 Systems and components requiring special inspections for seismic resistance. Construction documents or specifications shall be prepared for those systems and components requiring special inspection for seismic resistance as specified in Section 1707.1 by the registered design professional responsible for their design and shall be submitted for approval in accordance with Section 107.1, Chapter 1, Division II. Reference to seismic standards in lieu of detailed drawings is acceptable.
1604.1 General. Building, structures and parts thereof shall be designed and constructed in accordance with strength design, load and resistance factor design, allowable stress design, empirical design or conventional construction methods, as permitted by the applicable material chapters.
1604.2 Strength. Buildings and other structures, and parts thereof, shall be designed and constructed to support safely the factored loads in load combinations defined in this code without exceeding the appropriate strength limit states for the materials of construction. Alternatively, buildings and other structures, and parts thereof, shall be designed and constructed to support safely the nominal loads in load combinations defined in this code without exceeding the appropriate specified allowable stresses for the materials of construction.
7Loads and forces for occupancies or uses not covered in this chapter shall be subject to the approval of the building official.
1604.3 Serviceability. Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections and lateral drift. See Section 12.12.1 of ASCE 7 for drift limits applicable to earthquake loading.
1604.3.1 Deflections. The deflections of structural members shall not exceed the more restrictive of the limitations of Sections 1604.3.2 through 1604.3.5 or that permitted by Table 1604.3.
CONSTRUCTION | L | S or Wf | D+ Ld, g |
---|---|---|---|
For SI: 1 foot = 304.8 mm. | |||
a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed l/60. For secondary roof structural members supporting formed metal roofing, the live load deflection shall not exceed l/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/90. For roofs, this exception only applies when the metal sheets have no roof covering. | |||
b. Interior partitions not exceeding 6 feet in height and flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.13. | |||
c. See Section 2403 for glass supports. | |||
d. For wood structural members having a moisture content of less than 16 percent at time of installation and used under dry conditions, the deflection resulting from L + 0.5D is permitted to be substituted for the deflection resulting from L + D. | |||
e. The above deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to assure adequate drainage shall be investigated for ponding. See Section 1611 for rain and ponding requirements and Section 1503.4 for roof drainage requirements. | |||
f.The wind load is permitted to be taken as 0.7 times the “component and cladding” loads for the purpose of determining deflection limits herein. | |||
g. For steel structural members, the dead load shall be taken as zero. | |||
h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers, not supporting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed l/60. For continuous aluminum structural members supporting edge of glass, the total load deflection shall not exceed l/175 for each glass lite or l/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed l/120. | |||
i. For cantilever members, l shall be taken as twice the length of the cantilever. | |||
Roof members:e | |||
Supporting plaster ceiling | l/360 | l/360 | l/240 |
Supporting nonplaster ceiling | l/240 | l/240 | l/180 |
Not supporting ceiling | l/180 | l/180 | l/120 |
Floor members | l/360 | — | l/240 |
Exterior walls and interior partitions: | |||
With brittle finishes | — | l/240 | — |
With flexible finishes | — | l/120 | — |
Farm buildings | — | — | l/180 |
Greenhouses | — | — | l/120 |
1604.3.2 Reinforced concrete. The deflection of reinforced concrete structural members shall not exceed that permitted by ACI 318.
1604.3.3 Steel. The deflection of steel structural members shall not exceed that permitted by AISC 360, AISI S 100, ASCE 3, ASCE 8, SJI CJ-1.0, SJI JG-1.1, SJI K-1.1 or SJI LH/DLH-1.1, as applicable.
1604.3.4 Masonry. The deflection of masonry structural members shall not exceed that permitted by TMS 402/ACI 530/ASCE 5.
1604.3.5 Aluminum. The deflection of aluminum structural members shall not exceed that permitted by AA ADMI.
1604.3.6 Limits. Deflection of structural members over span, l, shall not exceed that permitted by Table 1604.3.
1604.4 Analysis. Load effects on structural members and their connections shall be determined by methods of structural analysis that take into account equilibrium, general stability, geometric compatibility and both short- and long-term material properties.
Members that tend to accumulate residual deformations under repeated service loads shall have included in their analysis the added eccentricities expected to occur during their service life.
Any system or method of construction to be used shall be based on a rational analysis in accordance with well-established principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transferring loads from their point of origin to the load-resisting elements.
The total lateral force shall be distributed to the various vertical elements of the lateral-force-resisting system in proportion to their rigidities, considering the rigidity of the horizontal bracing system or diaphragm. Rigid elements assumed not to be a part of the lateral-force-resisting system are permitted to be incorporated into buildings provided their effect on the action of the system is considered and provided for in the design. Except where diaphragms are flexible, or are permitted to be analyzed as flexible, provisions shall be made for the increased forces induced on resisting elements of the structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral-force-resisting system.
Every structure shall be designed to resist the overturning effects caused by the lateral forces specified in this chapter. See Section 1609 for wind loads, Section 1610 for lateral soil loads and Section 1613 for earthquake loads.
1604.5 Occupancy category. Each building and structure shall be assigned an occupancy category in accordance with Table 1604.5.
1604.5.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same occupancy category, it shall be assigned the classification of the highest occupancy category corresponding to the various occupancies. Where buildings or structures have two or more portions that are structurally separated, each portion shall be separately classified. Where a separated portion of a building or structure provides required access to, required egress from or shares life safety components with another portion having a higher occupancy category, both portions shall be assigned to the higher occupancy category.
1604.6 In-situ load tests. The building official is authorized to require an engineering analysis or a load test, or both, of any construction whenever there is reason to question the safety of
8the construction for the intended occupancy. Engineering analysis and load tests shall be conducted in accordance with Section 1714.
1604.7 Preconstruction load tests. Materials and methods of construction that are not capable of being designed by approved engineering analysis or that do not comply with the applicable material design standards listed in Chapter 35, or alternative test procedures in accordance with Section 1712, shall be load tested in accordance with Section 1715.
1604.8 Anchorage.
1604.8.1 General. Anchorage of the roof to walls and columns, and of walls and columns to foundations, shall be provided to resist the uplift and sliding forces that result from the application of the prescribed loads.
1604.8.2 Walls. Walls shall be anchored to floors, roofs and other structural elements that provide lateral support for the wall. Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces specified in this chapter but not less than the minimum strength design horizontal force specified in Section 11.7.3 of ASCE 7, substituted for “E” in the load combinations of Section 1605.2 or 1605.3. Concrete and masonry walls shall be designed to resist bending between anchors where the anchor spacing exceeds 4 feet (1219 mm). Required anchors in masonry walls of hollow units or cavity walls shall be embedded in a reinforced grouted structural element of the wall. See Sections 1609 for wind design requirements and 1613 for earthquake design requirements.
1604.8.3 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where
OCCUPANCY CATEGORY | NATURE OF OCCUPANCY |
---|---|
a. For purposes of occupant load calculation, occupancies required by Table 1004.1.1 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load. | |
I | Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to:
|
II | Buildings and other structures except those listed in Occupancy Categories I, III and IV |
III | Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to:
|
IV | Buildings and other structures designated as essential facilities, including but not limited to:
|
positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. Connections of decks with cantilevered framing members to exterior walls or other framing members shall be designed for both of the following:
1604.9 Counteracting structural actions. Structural members, systems, components and cladding shall be designed to resist forces due to earthquake and wind, with consideration of overturning, sliding and uplift. Continuous load paths shall be provided for transmitting these forces to the foundation. Where sliding is used to isolate the elements, the effects of friction between sliding elements shall be included as a force.
1604.10 Wind and seismic detailing. Lateral-force-resisting systems shall meet seismic detailing requirements and limitations prescribed in this code and ASCE 7, excluding Chapter 14 and Appendix 11A, even when wind load effects are greater than seismic load effects.
1605.1 General. Buildings and other structures and portions thereof shall be designed to resist:
Applicable loads shall be considered, including both earthquake and wind, in accordance with the specified load combinations. Each load combination shall also be investigated with one or more of the variable loads set to zero.
Where the load combinations with overstrength factor in Section 12.4.3.2 of ASCE 7 apply, they shall be used as follows:
1605.1.1 Stability. Regardless of which load combinations are used to design for strength, where overall structure stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combinations specified in Section 1605.2 or 1605.3 shall be permitted. Where the load combinations specified in Section 1605.2 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be verified in accordance with Section 1807.2.3.
1605.2 Load combinations using strength design or load and resistance factor design.
1605.2.1 Basic load combinations. Where strength design or load and resistance factor design is used, structures and portions thereof shall resist the most critical effects from the following combinations of factored loads:
where:
f1 = 1 for floors in places of public assembly, for live loads in excess of 100 pounds per square foot (4.79 kN/m2), and for parking garage live load, and
= 0.5 for other live loads.
f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure, and
= 0.2 for other roof configurations.
Exception: Where other factored load combinations are specifically required by the provisions of this code, such combinations shall take precedence.
1605.2.2 Flood loads. Where flood loads, Fa, are to be considered in the design, the load combinations of Section 2.3.3 of ASCE 7 shall be used.
1605.3 Load combinations using allowable stress design.
1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by this code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads:
Exceptions:
- Crane book loads need not be combined with roof live load or with more than three-fourths of the snow load or one-half of the wind load.
- Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m2), 20 percent shall be combined with seismic loads.
1605.3.1.1 Stress increases. Increases in allowable stresses specified in the appropriate material chapter or the referenced standards shall not be used with the load combinations of Section 1605.3.1, except that increases shall be permitted in accordance with Chapter 23.
1605.3.1.2 Flood loads. Where flood loads, Fa, are to be considered in design, the load combinations of Section 2.4.2 of ASCE 7 shall be used.
1605.3.2 Alternative basic load combinations. In lieu of the basic load combinations specified in Section 1605.3.1, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. When using these alternative basic load combinations that include wind or seismic loads, allowable stresses are permitted to be increased or load combinations reduced where permitted by the material chapter of this code or the referenced standards. For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely to be in place during a design wind event shall be used. Where wind loads are calculated in accordance with Chapter 6 of ASCE 7, the coefficient ω in the following equations shall be taken as 1.3. For other wind loads, ω shall be taken as 1. When using these alternative load combinations to evaluate sliding, overturning and soil bearing at the soil-structure interface, the reduction of foundation overturning from Section 12.13.4 in ASCE 7 shall not be used. When using these alternative basic load combinations for proportioning foundations for loadings, which include seismic loads, the vertical seismic load effect, Ev, in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero.
Exception:
- Crane hook loads need not be combined with roof live loads or with more than three-fourths of the snow load or one-half of the wind load.
- Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m2), 20 percent shall be combined with seismic loads.
1605.3.2.1 Other loads. Where F, H or T are to be considered in the design, each applicable load shall be added to the combinations specified in Section 1605.3.2
1605.4 Heliports and helistops. Heliport and helistop landing areas shall be designed for the following loads, combined in accordance with Section 1605:
Exception: Landing areas designed for helicopters with gross weights not exceeding 3,000 pounds (13.34 kN) in accordance with Items 1 and 2 shall be permitted to be designed using a 40 psf (1.92 kN/m2) uniform live load in Item 3, provided the landing area is identified with a 3,000 pound (13.34 kN) weight limitation. This 40 psf (1.92 kN/m2) uniform live load shall not be reduced. The landing area weight limitation shall be indicated by the numeral “3” (kips) located in the bottom right corner of the landing area as viewed from the primary approach path. The indication for the landing area weight limitation shall be a minimum 5 feet (1524 mm) in height.
1606.1 General. Dead loads are those loads defined in Section 1602.1. Dead loads shall be considered permanent loads.
1606.2 Design dead load. For purposes of design, the actual weights of materials of construction and fixed service equipment shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.
1607.1 General. Live loads are those loads defined in Section 1602.1.
1607.2 Loads not specified. For occupancies or uses not designated in Table 1607.1, the live load shall be determined in accordance with a method approved by the building official.
1607.3 Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 1607.1.
1607.4 Concentrated loads. Floors and other similar surfaces shall be designed to support the uniformly distributed live loads prescribed in Section 1607.3 or the concentrated load, in pounds (kilonewtons), given in Table 1607.1, whichever produces the greater load effects. Unless otherwise specified, the indicated concentration shall be assumed to be uniformly distributed over an area 2 ½ feet by 2½feet [6¼ square feet (0.58 m2)] and shall be located so as to produce the maximum load effects in the structural members.
1607.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents, unless the specified live load exceeds 80 psf (3.83 kN/m2), The partition load shall not be less than a uniformly distributed live load of 15 psf (0.75 kN/m2).
1607.6 Truck and bus garages. Minimum live loads for garages having trucks or buses shall be as specified in Table 1607.6, but shall not be less than 50 psf (2.40 kN/m2), unless other loads are specifically justified and approved by the building official. Actual loads shall be used where they are greater than the loads specified in the table.
1607.6.1 Truck and bus garage live load application. The concentrated load and uniform load shall be uniformly distributed over a 10-foot (3048 mm) width on a line normal to the centerline of the lane placed within a 12-foot-wide (3658 mm) lane. The loads shall be placed within their individual lanes so as to produce the maximum stress in each structural member. Single spans shall be designed for the uniform load in Table 1607.6 and one simultaneous concentrated load positioned to produce the maximum effect. Multiple spans shall be designed for the uniform load in Table 1607.6 on the spans and two simultaneous concentrated loads in two spans positioned to produce the maximum negative moment effect. Multiple span design loads, for other effects, shall be the same as for single spans.
LOADING CLASSa | UNIFORM LOAD (pounds/linear foot of lane) | CONCENTRATED LOAD(pounds)b | |
---|---|---|---|
For moment design | For shear design | ||
For SI: 1 pound per linear foot = 0.01459 kN/m, 1 pound=0.004448kN, 1 ton = 8.90 kN. | |||
a. An H loading class designates a two-axle truck with a semitrailer. An HS loading class designates a tractor truck with a semitrailer. The numbers following the letter classification indicate the gross weight in tons of the standard truck and the year the loadings were instituted. | |||
b. See Section 1607.6.1 for the loading of multiple spans. | |||
H20-44 and HS20-44 | 640 | 18,000 | 26,000 |
H15-44 and HS15-44 | 480 | 13,500 | 19,500 |
1607.7 Loads on handrails, guards, grab bars, shower seats,dressing room bench seats and vehicle barrier systems. Handrails,s, grab bars, accessible seats, accessible benches and vehicle barrier systems shall be designed and constructed to the structural loading conditions set forth in this section.
1607.7.1 Handrails and guards. Handrails and guards shall be designed to resist a load of 50 pounds per linear foot (plf)(0.73 kN/m) applied in any direction at the top and to transfer this load through the supports to the structure. Glass handrail assemblies and guards shall also comply with Section 2407.
Exceptions:
- For one- and two-family dwellings, only the single concentrated load required by Section 1607.7.1.1 shall be applied.
- In Group I-3, F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot (0.29 kN/m).
1607.7.1.1 Concentrated load. Handrails and guards shall be able to resist a single concentrated load of 200 pounds (0.89 kN), applied in any direction at any point along the top, and to transfer this load through the supports to the structure. This load need not be assumed to act concurrently with the loads specified in Section 1607.7.1.
1607.7.1.2 Components. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds (0.22 kN) on an area equal to 1 square foot (0.093m2), including openings and space between rails. Reactions due to this loading are not required to be superimposed with those of Section 1607.7.1 or 1607.7.1.1.
1607.7.2 Grab bars, shower seats and dressing room bench seats. Grab bars, shower seats and dressing room bench seat systems shall be designed to resist a single concentrated load of 250 pounds (1.11 kN) applied in any direction at any point.[DSA-AC & HCD 1-AC] See Chapter 11A, Section 1127A. 4, and Chapter 11 B, Sections 115B.7.2 and 1117B.8, for grab bars, shower seats and dressing room bench seats, as applicable.
1607.7.3 Vehicle barrier systems. Vehicle barrier systems for passenger vehicles shall be designed to resist a single load of 6,000 pounds (26.70 kN) applied horizontally in any direction to the barrier system and shall have anchorage or attachment capable of transmitting this load to the structure. For design of the system, two loading conditions shall be analyzed. The first condition shall apply the load at a height of 1 foot, 6 inches (457 mm) above the floor or ramp surface. The second loading condition shall apply the load at 2 feet, 3 inches (686 mm) above the floor or ramp surface. The more severe load condition shall govern the design of the barrier restraint system. The load shall be assumed to act on an area not to exceed 1 square foot (0.0929 m2), and is not required to be assumed to act concurrently with any handrail or guard loadings specified in Section 1607.7.1. Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings.
1607.8 Impact loads. The live loads specified in Section 1607.3 include allowance for impact conditions. Provisions shall be made in the structural design for uses and loads that involve unusual vibration and impact forces.
1607.8.1 Elevators. Elevator loads shall be increased by 100 percent for impact and the structural supports shall be designed within the limits of deflection prescribed by ASME A17.1.
1607.8.2 Machinery. For the purpose of design, the weight of machinery and moving loads shall be increased as follows to allow for impact: (1)elevator machinery, 100 percent; (2) light machinery, shaft- or motor-driven, 20 percent; (3) reciprocating machinery or power-driven units, 50 percent; (4) hangers for floors or balconies, 33 percent. Percentages shall be increased where specified by the manufacturer.
1607.9 Reduction in live loads. Except for uniform live loads at roofs, all other minimum uniformly distributed live loads, Lo, in Table 1607.1 are permitted to be reduced in accordance with Section 1607.9.1 or 1607.9.2. Roof uniform live loads, other than special purpose roofs of Section 1607.11.2.2, are permitted to be reduced in accordance with Section 1607.11.2. Roof uniform live loads of special purpose roofs are permitted to be reduced in accordance with Section 1607.9.1 or 1607.9.2.
1607.9.1 General. Subject to the limitations of Sections 1607.9.1.1 through 1607.9.1.4, members for which a value of KLLAT is 400 square feet (37.16 m2) or more are permitted to be designed for a reduced live load in accordance with the following equation:
where:
L = Reduced design live load per square foot (meter) of area supported by the member.
14Lo = Unreduced design live load per square foot (meter) of area supported by the member (see Table 1607.1).
KLL = Live load element factor (see Table 1607.9.1).
AT = Tributary area, in square feet (square meters).
L shall not be less than 0.50 Lo for members supporting one floor and L shall not be less than 0.40Lo for members supporting two or more floors.
ELEMENT | KLL |
---|---|
Interior columns | 4 |
Exterior columns without cantilever slabs | 4 |
Edge columns with cantilever slabs | 3 |
Corner columns with cantilever slabs | 2 |
Edge beams without cantilever slabs | 2 |
Interior beams | 2 |
All other members not identified above including: | |
Edge beams with cantilever slabs | |
Cantilever beams | |
One-way slabs | 1 |
Two-way slabs | |
Members without provisions for continuous shear transfer normal to their span |
1607.9.1.1 One-way slabs. The tributary area, AT, for use in Equation 16-22 for one-way slabs shall not exceed an area defined by the slab span times a width normal to the span of 1.5 times the slab span.
1607.9.1.2 Heavy live loads. Live loads that exceed 100 psf (4.79 kN/m2) shall not be reduced.
Exceptions:
- The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall not be less than L as calculated in Section 1607.9.1.
- For uses other than storage, where approved, additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.
1607.9.1.3 Passenger vehicle garages. The live loads shall not be reduced in passenger vehicle garages.
Exception: The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall not be less than L as calculated in Section 1607.9.1.
1607.9.1.4 Group A occupancies. Live loads of 100 psf (4.79 kN/m2) and at areas where fixed seats are located shall not be reduced in Group A occupancies.
1607.9.1.5 Roof members. Live loads of 100 psf (4.79 kN/m2) or less shall not be reduced for roof members except as specified in Section 1607.11.2.
1607.9.2 Alternate floor live load reduction. As an alternative to Section 1607.9.1 floor live loads are permitted to be reduced in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations.
Exception: For uses other than storage, where approved, additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.
For SI: R = 0.861 (A - 13.94)
Such reduction shall not exceed the smallest of:
where:
A = Area of floor supported by the member, square feet (m2).
D = Dead load per square foot (m2) of area supported.
Lo = Unreduced live load per square foot (m2) of areas supported.
R = Reduction in percent.
1607.10 Distribution of floor loads. Where uniform floor live loads are involved in the design of structural members arranged so as to create continuity, the minimum applied loads shall be the full dead loads on all spans in combination with the floor live loads on spans selected to produce the greatest effect at each location under consideration. It shall be permitted to reduce floor live loads in accordance with Section 1607.9.
151607.11 Roof loads. The structural supports of roofs and marquees shall be designed to resist wind and, where applicable, snow and earthquake loads, in addition to the dead load of construction and the appropriate live loads as prescribed in this section, or as set forth in Table 1607.1. The live loads acting on a sloping surface shall be assumed to act vertically on the horizontal projection of that surface.
1607.11.1 Distribution of roof loads. Where uniform roof live loads are reduced to less than 20 psf (0.96 kN/m2) in accordance with Section 1607.11.2.1 and are applied to the design of structural members arranged so as to create continuity, the reduced roof live load shall be applied to adjacent spans or to alternate spans, whichever produces the most unfavorable load effect. See Section 1607.11.2 for reductions in minimum roof live loads and Section 7.5 of ASCE 7 for partial snow loading.
1607.11.2 Reduction in roof live loads. The minimum uniformly distributed live loads of roofs and marquees, Lo, in Table 1607.1 are permitted to be reduced in accordance with Section 1607.11.2.1 or 1607.11.2.2.
1607.11.2.1 Flat, pitched and curved roofs. Ordinary flat, pitched and curved roofs, and awnings and canopies other than of fabric construction supported by light-weight rigid skeleton structures, are permitted to be designed for a reduced roof live load as specified in the following equations or other controlling combinations of loads in Section 1605, whichever produces the greater load. In structures such as greenhouses, where special scaffolding is used as a work surface for workers and materials during maintenance and repair operations, a lower roof load than specified in the following equations shall not be used unless approved by the building official. Such structures shall be designed for a minimum roof live load of 12 psf (0.58 kN/m2).
where: 12 ≤ Lr ≤ 20
For SI: Lr = LoR1R2
where: 0.58 ≤ Lr ≤ 0.96
Lr = Reduced live load per square foot (m2) of horizontal projection in pounds per square foot (kN/m2)
The reduction factors R1 and R2 shall be determined as follows:
For SI: 1.2 – 0.001At for 18.58 square meters <At <55.74 square meters
where:
At = Tributary area (span length multiplied by effective width) in square feet (m2 supported by any structural member, and
where:
F = For a sloped roof, the number of inches of rise per foot (for SI: F = 0.12 × slope, with slope expressed as a percentage), or for an arch or dome, the rise-to-span ratio multiplied by 32.
1607.11.2.2 Special-purpose roofs. Roofs used for promenade purposes, roof gardens, assembly purposes or other special purposes, and marquees, shall be designed for a minimum live load, Lo, as specified in Table 1607.1. Such live loads are permitted to be reduced in accordance with Section 1607.9. Live loads of 100 psf (4.79 kN/m2) or more at areas of roofs classified as Group A occupancies shall not be reduced.
1607.11.3 Landscaped roofs. Where roofs are to be landscaped, the uniform design live load in the landscaped area shall be 20 psf (0.958 kN/m2). The weight of the landscaping materials shall be considered as dead load and shall be computed on the basis of saturation of the soil.
1607.11.4 Awnings and canopies. Awnings and canopies shall be designed for uniform live loads as required in Table 1607.1 as well as for snow loads and wind loads as specified in Sections 1608 and 1609.
1607.12 Crane loads. The crane live load shall be the rated capacity of the crane. Design loads for the runway beams, including connections and support brackets, of moving bridge cranes and monorail cranes shall include the maximum wheel loads of the crane and the vertical impact, lateral and longitudinal forces induced by the moving crane.
1607.12.1 Maximum wheel load. The maximum wheel loads shall be the wheel loads produced by the weight of the bridge, as applicable, plus the sum of the rated capacity and the weight of the trolley with the trolley positioned on its runway at the location where the resulting load effect is maximum.
1607.12.2 Vertical impact force. The maximum wheel loads of the crane shall be increased by the percentages shown below to determine the induced vertical impact or vibration force:
Monorail cranes (powered) 25 percent
Cab-operated or remotely operated bridge cranes (powered) 25 percent
Pendant-operated bridge cranes (powered) 10 percent
Bridge cranes or monorail cranes with hand-geared bridge, trolley and hoist 0 percent
1607.12.3 Lateral force. The lateral force on crane runway beams with electrically powered trolleys shall be calculated
16as 20 percent of the sum of the rated capacity of the crane and the weight of the hoist and trolley. The lateral force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction perpendicular to the beam; and shall be distributed according to the lateral stiffness of the runway beam and supporting structure.
1607.12.4 Longitudinal force. The longitudinal force on crane runway beams, except for bridge cranes with hand-geared bridges, shall be calculated as 10 percent of the maximum wheel loads of the crane. The longitudinal force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction parallel to the beam.
1607.13 Interior walls and partitions. Interior walls and partitions that exceed 6 feet (1829 mm) in height, including their finish materials, shall have adequate strength to resist the loads to which they are subjected but not less than a horizontal load of 5 psf (0.240 kN/m2).
Exception: Fabric partitions complying with Section 1607.13.1 shall not be required to resist the minimum horizontal load of 5 psf (0.24 kN/m2).
1607.13.1 Fabric partitions. Fabric partitions that exceed 6 feet (1829 mm) in height, including their finish materials, shall have adequate strength to resist the following load conditions:
1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7, but the design roof load shall not be less than that determined by Section 1607.
1608.2 Ground snow loads. The ground snow loads to be used in determining the design snow loads for roofs shall be determined in accordance with ASCE 7 or Figure 1608.2 for the contiguous United States and Table 1608.2 for Alaska. Site-specific case studies shall be made in areas designated “CS” in Figure 1608.2. Ground snow loads for sites at elevations above the limits indicated in Figure 1608.2 and for all sites within the CS areas shall be approved. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2-percent annual probability of being exceeded (50-year mean recurrence interval). Snow loads are zero for Hawaii, except in mountainous regions as approved by the building official.
LOCATION | POUNDS PER SQUARE FOOT | LOCATION | POUNDS PER SQUARE FOOT | LOCATION | POUNDS PER SQUARE FOOT |
---|---|---|---|---|---|
For SI: 1 pound per square foot = 0.0479kN/m2. | |||||
Adak | 30 | Galena | 60 | Petersburg | 150 |
Anchorage | 50 | Gulkana | 70 | St. Paul Islands | 40 |
Angoon | 70 | Homer | 40 | Seward | 50 |
Barrow | 25 | Juneau | 60 | Shemya | 25 |
Barter Island | 35 | Kenai | 70 | Sitka | 50 |
Bethel | 40 | Kodiak | 30 | Talkeetna | 120 |
Big Delta | 50 | Kotzebue | 60 | Unalakleet | 50 |
Cold Bay | 25 | McGrath | 70 | Valdez | 160 |
Cordova | 100 | Nenana | 80 | Whittier | 300 |
Fairbanks | 60 | Nome | 70 | Wrangell | 60 |
Fort Yukon | 60 | Palmer | 50 | Yakutat | 150 |
FIGURE 1608.2
GROUND SNOW LOADS, pg FOR THE UNITED STATES (psf)
FIGURE 1608.2–continued
GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)
1609.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures.
1609.1.1 Determination of wind loads. Wind loads on every building or structure shall be determined in accordance with Chapter 6 of ASCE 7 or provisions of the alternate all-heights method in Section 1609.6. The type of opening protection required, the basic wind speed and the exposure category for a site is permitted to be determined in accordance with Section 1609 or ASCE 7. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered.
Exceptions:
- Subject to the limitations of Section 1609.1.1.1, the provisions of ICC 600 shall be permitted for applicable Group R-2 and R-3 buildings.
- Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions of the AF&PA WFCM.
- Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions of AISI S230.
- Designs using NAAMM FP 1001.
- Designs using TIA-222 for antenna-supporting structures and antennas.
- Wind tunnel tests in accordance with Section 6.6 of ASCE 7, subject to the limitations in Section 1609.1.1.2.
1609.1.1.1 Applicability. The provisions of ICC 600 are applicable only to buildings located within Exposure B or C as defined in Section 1609.4. The provisions of ICC 600, AF&PA WFCM and AISI S230 shall not apply to buildings sited on the upper half of an isolated hill, ridge or escarpment meeting the following conditions:
1609.1.1.2 Wind tunnel test limitations. The lower limit on pressures for main wind-force-resisting systems and components and cladding shall be in accordance with Sections 1609.1.1.2.1 and 1609.1.1.2.2.
1609.1.1.2.1 Lower limits on main wind- force-resisting system. Base overturning moments determined from wind tunnel testing shall be limited to not less than 80 percent of the design base overturning moments determined in accordance with Section 6.5 of ASCE 7, unless specific testing is performed that demonstrates it is the aerodynamic coefficient of the building, rather than shielding from other structures, that is responsible for the lower values. The 80-percent limit shall be permitted to be adjusted by the ration of the frame load at critical wind directions as determined from wind tunnel testing without specific adjacent buildings, but including appropriate upwind roughness, to that determined in Section 6.5 of ASCE 7.
1609.1.1.2.2 Lower limits on components and cladding. The design pressures for components and cladding on walls or roofs shall be selected as the greater of the wind tunnel test results or 80 percent of the pressure obtained for Zone 4 for walls and Zone 1 for roofs as determined in Section 6.5 of ASCE 7, unless specific testing is performed that demonstrates it is the aerodynamic coefficient of the building, rather than shielding from nearby structures, that is responsible for the lower values. Alternatively, limited tests at a few wind directions without specific adjacent buildings, but in the presence of an appropriate upwind roughness, shall be permitted to be used to demonstrate that the lower pressures are due to the shape of the building and not to shielding.
1609.1.2 Protection of openings. In wind-borne debris regions, glazing in buildings shall be impact resistant or protected with an impact-resistant covering meeting the requirements of an approved impact-resistant standard or ASTM E 1996 and ASTM E 1886 referenced herein as follows:
Exceptions:
- Wood structural panels with a minimum thickness of 7⁄16 inch (11.1 mm) and maximum panel span of 8 feet (2438 mm) shall be permitted for opening protection in one-and two-story buildings classified as Group R-3 or R-4 occupancy. Panels shall be precut so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table 1609.1.2 with corrosion-resistant attachment hardware provided and anchors permanently installed on the building is permitted for buildings with a mean roof height of 45 feet (13 716 mm) or less where wind speeds do not exceed 140 mph (63 m/s).20
- Glazing in Occupancy Category I buildings as defined in Section 1604.5, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected.
- Glazing in Occupancy Category II, III or IV buildings located over 60 feet (18 288 mm) above the ground and over 30 feet (9144 mm) above aggregate surface roofs located within 1,500 feet (458 m) of the building shall be permitted to be unprotected.
1609.1.2.1 Louvers. Louvers protecting intake and exhaust ventilation ducts not assumed to be open that are located within 30 feet (9144 mm) of grade shall meet requirements of an approved impact-resisting standard or the large missile test of ASTM E 1996.
1609.1.2.2 Garage doors. Garage door glazed opening protection for wind-borne debris shall meet the requirements of an approved impact-resisting standard or ANSI⁄DASMA 115.
1609.2 Definitions. The following words and terms shall, for the purposes of Section 1609, have the meanings shown herein.
FASTENER TYPE | FASTENER SPACING (inches) | ||
---|---|---|---|
Panel Span ≤ 4 feet |
4 feet < Panel Span ≤ 6 feet |
6 feet < Panel Span ≤ 8 feet |
|
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m⁄s. |
|||
a. This table is based on 140 mph wind speeds and a 45-foot mean roof height. | |||
b. Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel. | |||
c. Anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 2½ inches from the edge of concrete block or concrete. | |||
d. Where panels are attached to masonry or masonry⁄stucco, they shall be attached using vibration-resistant anchors having a minimum ultimate withdrawal capacity of 1,500 pounds. | |||
No. 8 wood-screw-based anchor with 2-inch embedment length |
16 | 10 | 8 |
No. 10 wood-screw-based anchor with 2-inch embedment length |
16 | 12 | 9 |
¼-inch diameter lag-screw- based anchor with 2-inch embedment length |
16 | 16 | 16 |
HURRICANE-PRONE REGIONS. Areas vulnerable to hurricanes defined as:
WIND-BORNE DEBRIS REGION. Portions of hurricane-prone regions that are within 1 mile (1.61 km) of the coastal mean high water line where the basic wind speed is 110 mph (48 m⁄s) or greater; or portions of hurricane-prone regions where the basic wind speed is 120 mph (53 m⁄s) or greater; or Hawaii.
1609.3 Basic wind speed. The basic wind speed, in mph, for the determination of the wind loads shall be determined by Figure 1609. Basic wind speed for the special wind regions indicated, near mountainous terrain and near gorges shall be in accordance with local jurisdiction requirements. Basic wind speeds determined by the local jurisdiction shall be in accordance with Section 6.5.4 of ASCE 7.
In nonhurricane-prone regions, when the basic wind speed is estimated from regional climatic data, the basic wind speed shall be not less than the wind speed associated with an annual probability of 0.02 (50-year mean recurrence interval), and the estimate shall be adjusted for equivalence to a 3-second gust wind speed at 33 feet (10 m) above ground in Exposure Category C. The data analysis shall be performed in accordance with Section 6.5.4.2 of ASCE 7.
1609.3.1 Wind speed conversion. When required, the 3-second gust basic wind speeds of Figure 1609 shall be converted to fastest-mile wind speeds, Vfm’ using Table 1609.3.1 or Equation 16–32.
where:
V3S = 3-second gust basic wind speed from Figure 1609.
1609.4 Exposure category. For each wind direction considered, an exposure category that adequately reflects the characteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed. Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features.
For SI: 1 mile per hour = 0.44 m⁄s. | |||||||||||||
a. Linear interpolation is permitted. | |||||||||||||
b. V3S is the 3-second gust wind speed (mph). | |||||||||||||
c. Vfm is the fastest mile wind speed (mph). | |||||||||||||
V3S | 85 | 90 | 100 | 105 | 110 | 120 | 125 | 130 | 140 | 145 | 150 | 160 | 170 |
Vfm | 71 | 76 | 85 | 90 | 95 | 104 | 109 | 114 | 123 | 128 | 133 | 142 | 152 |
FIGURE 1609
BASIC WIND SPEED (3-SECOND GUST)
FIGURE 1609— continued
BASIC WIND SPEED (3 SECOND GUST)
FIGURE 1609— continued
BASIC WIND SPEED (3-SECOND GUST) WESTERN GULF OF MEXICO HURRICANE COASTLINE"
FIGURE 1609 —continued
BASIC WIND SPEED (3-SECOND GUST) EASTERN GULF OF MEXICO AND SOUTHEASTERN U.S. HURRICANE COASTLINE
FIGURE 1609— continued
BASIC WIND SPEED (3-SECOND GUST) MID AND NORTHERN ATLANTIC HURRICANE COASTLINE"
1609.4.1 Wind directions and sectors. For each selected wind direction at which the wind loads are to be evaluated, the exposure of the building or structure shall be determined for the two upwind sectors extending 45 degrees (0.79 rad) either side of the selected wind direction. The exposures in these two sectors shall be determined in accordance with Sections 1609.4.2 and 1609.4.3 and the exposure resulting in the highest wind loads shall be used to represent winds from that direction.
1609.4.2 Surface roughness categories. A ground surface roughness within each 45-degree (0.79 rad) sector shall be determined for a distance upwind of the site as defined in Section 1609.4.3 from the categories defined below, for the purpose of assigning an exposure category as defined in Section 1609.4.3.
Surface Roughness B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger.
Surface Roughness C. Open terrain with scattered obstructions having heights generally less than 30 feet (9144 mm). This category includes flat open country, grasslands, and all water surfaces in hurricane-prone regions.
Surface Roughness D. Flat, unobstructed areas and water surfaces outside hurricane-prone regions. This category includes smooth mud flats, salt flats and unbroken ice.
1609.4.3 Exposure categories. An exposure category shall be determined in accordance with the following:
Exposure B. Exposure B shall apply where the ground surface roughness condition, as defined by Surface Roughness B, prevails in the upwind direction for a distance of at least 2,600 feet (792 m) or 20 times the height of the building, whichever is greater.
Exception: For buildings whose mean roof height is less than or equal to 30 feet (9144 mm), the upwind distance is permitted to be reduced to 1,500 feet (457 mm).
Exposure C. Exposure C shall apply for all cases where Exposures B or D do not apply.
Exposure D. Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance of at least 5,000 feet (1524 m) or 20 times the height of the building, whichever is greater. Exposure D shall extend inland from the shoreline for a distance of 600 feet (183 m) or 20 times the height of the building, whichever is greater.
1609.5 Roof systems.
1609.5.1 Roof deck. The roof deck shall be designed to withstand the wind pressures determined in accordance with ASCE 7.
1609.5.2 Roof coverings. Roof coverings shall comply with Section 1609.5.1.
Exception: Rigid tile roof coverings that are air permeable and installed over a roof deck complying with section 1609.5.1 are permitted to be designed in accordance with Section 1609.5.3.
Asphalt shingles installed over a roof deck complying with Section 1609.5.1 shall comply with the wind-resistance requirements of Section 1507.2.7.1.
1609.5.3 Rigid tile. Wind loads on rigid tile roof coverings shall be determined in accordance with the following equation:
where:
b= Exposed width, feet (mm) of the roof tile.
CL = Lift coefficient. The lift coefficent for concrete and clay tile shall be 0.2 or shall be determined by test in accordance with Section 1716.2.
GCp = Roof pressure coefficient for each applicable roof zone determined from Chapter 6 of ASCE 7. Roof coefficients shall not be adjusted for internal pressure.
L = Length, feet (mm) of the roof tile.
La = Moment arm, feet (mm) from the axis of rotation to the point of uplift on the roof tile. The point of uplift shall be taken at 0.76L from the head of the tile and the middle of the exposed width. For roof tiles with nails or screws (with or without a tail clip), the axis of rotation shall be taken as the head of the tile for direct deck application or as the top edge of the batten for battened applications. For roof tiles fastened only by a nail or screw along the side of the tile, the axis of rotation shall be determined by testing. For roof tiles installed with battens and fastened only by a clip near the tail of the tile, the moment arm shall be determined about the top edge of the batten with consideration given for the point of rotation of the tiles based on straight bond or broken bond and the tile profile.
Ma = Aerodynamic uplift moment, feet-pounds (N-mm) acting to raise the tail of the tile.
qh = Wind velocity pressure, psf (kN/m2) determined from Section 6.5.10 of ASCE 7.
Concrete and clay roof tiles complying with the following limitations shall be designed to withstand the aerodynamic uplift moment as determined by this section.
1609.6 Alternate all-heights method. The alternate wind design provisions in this section are simplifications of the ASCE 7 Method 2—Analytical Procedure.
1609.6.1 Scope. As an alternative to ASCE 7 Section 6.5, the following provisions are permitted to be used to determine the wind effects on regularly shaped buildings, or other structures that are regularly shaped, which meet all of the following conditions:
1609.6.1.1 Modifications. The following modifications shall be made to certain subsections in ASCE 7: in Section 1609.6.2, symbols and notations that are specific to this section are used in conjunction with the symbols and notations in ASCE 7 Section 6.3.
1609.6.2 Symbols and notations. Coefficients and variables used in the alternative all-heights method equations are as follows:
Cnet = Net-pressure coefficient based on Kd[(G) (Cp)–(GCpi)], in accordance with Table 1609.6.2(2).
G = Gust effect factor for rigid structures in accordance with ASCE 7 Section 6.5.8.1.
Kd = Wind directionality factor in accordance with ASCE 7 Table 6-4.
Pnet = Design wind pressure to be used in determination of wind loads on buildings or other structures or their components and cladding, in psf (kN/m2).
qs = Wind stagnation pressure in psf (kN/m2) in accordance with Table 1609.6.2(1).
1609.6.3 Design equations. When using the alternative all-heights method, the MWFRS, and components and cladding of every structure shall be designed to resist the effects of wind pressures on the building envelope in accordance with Equation 16-34.
Design wind forces for the MWFRS shall not be less than 10 psf (0.48 kN/m2) multiplied by the area of the structure projected on a plane normal to the assumed wind direction (see ASCE 7 Section 6.1.4 for criteria). Design net wind pressure for components and cladding shall not be less than 10 psf (0.48 kN/m2) acting in either direction normal to the surface.
1609.6.4 Design procedure. The MWFRS and the components and cladding of every building or other structure shall be designed for the pressures calculated using Equation16-34.
1609.6.4.1 Main wind-force-resisting systems. The MWFRS shall be investigated for the torsional effects identified in ASCE 7 Figure 6-9.
1609.6.4.2 Determination of Kz and Kzt. Velocity pressure exposure coefficient, Kzt shall be determined in accordance with ASCE 7 Section 6.5.6.6 and the topographic factor, Kzt shall be determined in accordance with ASCE 7 Section 6.5.7.
BASIC WIND SPEED (mph) | 85 | 90 | 100 | 105 | 110 | 120 | 125 | 130 | 140 | 150 | 160 | 170 |
PRESSURE, qs(psf) | 18.5 | 20.7 | 25.6 | 28.2 | 31.0 | 36.9 | 40.0 | 43.3 | 50.2 | 57.6 | 65.5 | 74.0 |
For SI: 1 foot = 304.8 mm, 1 mph = 0.44 m/s, 1 psf = 47.88 Pa. | ||||||||||||
a. For basic wind speeds not shown, use qs=0.00256 V2. |
STRUCTURE OR PART THEREOF | DESCRIPTION | CnetFACTOR | ||||
---|---|---|---|---|---|---|
1. Main wind- force-resisting frames and systems | Walls: | Enclosed | Partially enclosed | |||
± Internal pressure | - Internal pressure | ±Internal pressure | - Internal pressure | |||
Windward wall | 0.43 | 0.73 | 0.11 | 1.05 | ||
Leeward wall | -0.51 | -0.21 | -0.83 | 0.11 | ||
Sidewall | -0.66 | -0.35 | -0.97 | -0.04 | ||
Parapet wall | Windward | 1.28 | 1.28 | |||
Leeward | -0.85 | -0.85 | ||||
Roofs: | Enclosed | Partially enclosed | ||||
Wind perpendicular to ridge | ±Internal pressure | -Internal pressure | ±Internal pressure | -Internal pressure | ||
Leeward roof or flat roof | -0.66 | -0.35 | -0.97 | -0.04 | ||
Windward roof slopes: | ||||||
Slope 2:12(10°) | Condition 1 | -1.09 | -0.79 | -1.41 | -0.47 | |
Condition 2 | -0.28 | 0.02 | -0.60 | 0.34 | ||
Slope=4:12(18°) | Condition 1 | -0.73 | -0.42 | -1.04 | -0.11 | |
Condition 2 | -0.05 | 0.25 | -0.37 | 0.57 | ||
Slope=5:12 (23°) | Condition 1 | -0.58 | -0.28 | -0.90 | 0.04 | |
Condition 2 | 0.03 | 0.34 | -0.29 | 0.65 | ||
Slope=6:12(27°) | Condition 1 | -0.47 | -0.16 | -0.78 | 0.15 | |
Condition 2 | 0.06 | 0.37 | -0.25 | 0.68 | ||
Slope=7:12(30°) | Condition 1 | -0.37 | -0.06 | -0.68 | 0.25 | |
Condition 2 | 0.07 | 0.37 | -0.25 | 0.69 | ||
Slope 9:12 (37°) | Condition 1 | -0.27 | 0.04 | -0.58 | 0.35 | |
Condition 2 | 0.14 | 0.44 | -0.18 | 0.76 | ||
Slope 12:12 (45°) | 0.14 | 0.44 | -0.18 | 0.76 | ||
Wind parallel to ridge and flat roofs | -1.09 | -0.79 | -1.41 | -0.47 | ||
Nonbuilding Structures: Chimneys, Tanks and Similar Structures: | ||||||
h/D | ||||||
1 | 7 | 25 | ||||
Square (Wind normal to face) | 0.99 | 1.07 | 1.53 | |||
Square (Wind on diagonal) | 0.77 | 0.84 | 1.15 | |||
Hexagonal or Octagonal | 0.81 | 0.97 | 1.13 | |||
Round | 0.65 | 0.81 | 0.97 | |||
Open signs and lattice frameworks | Ratio of solid to gross area | |||||
<0.1 | 0.1 to 0.29 | 0.3 to 0.7 | ||||
Flat | 1.45 | 1.30 | 1.16 | |||
Round | 0.87 | 0.94 | 1.08 | |||
2. Components and cladding not in areas of discontinuity— roofs and overhangs | Roof elements and slopes | Enclosed | Partially enclosed | |||
Gable or hipped configurations (Zone 1) | ||||||
Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-11C Zone 1) | ||||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.00 | -1.32 | |||
100 square feet or more | -0.92 | -1.23 | ||||
Overhang: Flat < Slope < 6:12(27°) See ASCE 7 Figure 6-11B Zone 1 | ||||||
Negative | 10 square feet or less | -1.45 | ||||
100 square feet or more | -1.36 | |||||
500 square feet or more | -0.94 | |||||
6:12(27°) < Slope < 12:12(45°) See ASCE 7 Figure 6-11D Zone 1 | ||||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100 square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.00 | -1.32 | |||
100 square feet or more | -0.83 | -1.15 | ||||
Monosloped configurations (Zone 1) | Enclosed | Partially enclosed | ||||
Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 1 | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.26 | -1.57 | |||
100 square feet or more | -1.09 | -1.40 | ||||
Tall flat-topped roofs h ≥ 60' | Enclosed | Partially enclosed | ||||
Flat < Slope < 2:12(10°) (Zone 1) See ASCE 7 Figure 6-17 Zone 1 | ||||||
Negative | 10 square feet or less | -1.34 | -1.66 | |||
500 square feet or more | -0.92 | -1.23 | ||||
3. Components and clading in areas of dis- continuities—roofs and overhangs | Roof elements and slopes | Enclosed | Partially enclosed | |||
Gable or hipped configurations at ridges, eaves and rakes (Zone 2) | ||||||
Flat< Slope < 6:12 (27°) See ASCE 7 Figure 6-11C Zone 2 | ||||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 10.72 | ||||
Negative | 10 square feet or less | -1.68 | -2.00 | |||
100 square feet or more | -1.17 | -1.49 | ||||
Overhang for Slope Flat< Slope< 6:12 (27°) See ASCE 7 Figure 6-11 Zone 2 | ||||||
Negative | 10 square feet or less | -1.87 | ||||
100 square feet or more | -1.87 | |||||
6:12(27°)<Slope< 12:12(45°) Figure 6-11 D | Enclosed | Partially enclosed | ||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100 square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.17 | -1.49 | |||
100 square feet or more | -1.00 | -1.32 | ||||
Overhang for 6:12(27°)<Slope<12:12(45°) See ASCE 7 Figure 6-11 D Zone 2 | ||||||
Negative | 10 square feet or less | -1.70 | ||||
500 square feet or more | -1.53 | |||||
Monosloped configurations at ridges, eaves and rakes (Zone 2) | ||||||
Flat<Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 2 | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.51 | -1.83 | |||
100 square feet or more | -1.43 | -1.74 | ||||
Tall flat topped roofs h>60′ | Enclosed | Partially enclosed | ||||
Flat<Slope<2:12(10°)(Zone 2) See ASCE 7 Figure 6-17 Zone 2 | ||||||
Negative | 10 square feet or less | -2.11 | -2.42 | |||
500 square feet or more | -1.51 | -1.83 | ||||
Gable or hipped configurations at corners (Zone 3) See ASCE 7 Figure 6-11C Zone 3 | ||||||
Flat<Slope<6:12(27°) | Enclosed | Partially enclosed | ||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -2.53 | -2.85 | |||
100 square feet or more | -1.85 | -2.17 | ||||
Overhang for Slope Flat<Slope<6:12(27°) See ASCE 7 Figure 6-11C Zone 3 | ||||||
Negative | 10 square feet or less | -3.15 | ||||
100 square feet or more | -2.13 | |||||
6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 6-11D Zone 3 | ||||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.17 | -1.49 | |||
100 square feet or more | -1.00 | -1.32 | ||||
Overhang for 6:12 (27°) < Slope < 12:12 (45°) | Enclosed | Partially enclosed | ||||
Negative | 10 square feet or less | -1.70 | ||||
100 square feet or more | -1.53 | |||||
Monosloped Configurations at corners (Zone 3) See ASCE 7 Figure 6-14B Zone 3 | ||||||
Flat < Slope < 7:12(30°) | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -2.62 | -2.93 | |||
100 square feet or more | -1.85 | -2.17 | ||||
Tall flat topped roofs h> 60′ | Enclosed | Partially enclosed | ||||
Flat< Slope <2:12(10°)(Zone 3) See ASCE 7 Figure 6-17 Zone 3 | ||||||
Negative | 10 square feet or less | -2.87 | -3.19 | |||
500 square feet or more | -2.11 | -2.42 | ||||
4.Components and cladding not in areas of discontinuity—walls and parapets | Wall Elements: h=60′ (Zone 4) Figure 6-11A | Enclosed | Partially enclosed | |||
Positive | 10 square feet or less | 1.00 | 1.32 | |||
500 square feet or more | 0.75 | 1.06 | ||||
Negative | 10 square feet or less | -1.09 | -1.40 | |||
500 square feet or more | -0.83 | -1.15 | ||||
Wall Elements: h=60′ (Zone 4) See ASCE 7 Figure 6-17 Zone 4 | ||||||
Positive | 20 square feet or less | 0.92 | 1.23 | |||
500 square feet or more | 0.66 | 0.98 | ||||
Negative | 20 square feet or less | -0.92 | -1.23 | |||
500 square feet or more | -0.75 | -1.06 | ||||
Parapet Walls | ||||||
Positive | 2.87 | 3.19 | ||||
Negative | -1.68 | -2.00 | ||||
5. Components and cladding in areas of discontinuity— walls and parapets | Wall elements: h≤60′(Zone 5) Figure 6-11A | Enclosed | Partially enclosed | |||
Positive | 10 square feet or less | 1.00 | 1.32 | |||
500 square feet or more | 0.75 | 1.06 | ||||
Negative | 10 square feet or less | -1.34 | -1.66 | |||
500 square feet or more | -0.83 | -1.15 | ||||
Wall elements: h>60′(Zone 5) See ASCE 7 Figure 6-17 Zone 4 | ||||||
Positive | 20 square feet or less | 0.92 | 1.23 | |||
500 square feet or more | 0.66 | 0.98 | ||||
Negative | 20 square feet or less | -1.68 | -2.00 | |||
500 square feet or more | -1.00 | -1.32 | ||||
Parapet walls | ||||||
Positive | 3.64 | 3.95 | ||||
Negative | -2.45 | -2.76 | ||||
For SI: 1 foot=304.8 mm, 1 square foot=0.029m21 degree=0.0175 rad. | ||||||
a. Linear interpolation between values in the table is permitted. | ||||||
b. Some Cnetnet values have been grouped together. Less conservative results may be obtained by applying ASCE 7 provisions. |
1609.6.4.3 Determination of net pressure coefficients, Cnet. For the design of the MWFRS and for components and cladding, the sum of the internal and external net pressure shall be based on the net pressure coefficient, Cnet
1609.6.4.4 Application of wind pressures. When using the alternative all-heights method, wind pressures shall be applied simultaneously on, and in a direction normal to, all building envelope wall and roof surfaces.
1609.6.4.4.1 Components and cladding. Wind pressure for each component or cladding element is applied as follows using Cnet values based on the effective wind area, A, contained within the zones in areas of discontinuity of width and/or length “a,” “2a” or “4a” at: corners of roofs and walls; edge strips for ridges, rakes and eaves; or field areas on walls or roofs as indicated in figures in tables in ASCE 7 as referenced in Table 1609.6.2.(2) in accordance with the following:
1610.1 General. Foundation walls and retaining walls shall be designed to resist lateral soil loads. Soil loads specified in Table 1610.1 shall be used as the minimum design lateral soil loads unless determined otherwise by a geotechnical investigation in accordance with Section 1803. Foundation walls and other walls in which horizontal movement is restricted at the top shall be designed for at-rest pressure. Retaining walls free to move and rotate at the top shall be permitted to be designed for active pressure. Design lateral pressure from surcharge loads shall be added to the lateral earth pressure load. Design lateral pressure shall be increased if soils at the site are expansive. Foundation walls shall be designed to support the weight of the full hydrostatic pressure of undrained backfill unless a drainage system is installed in accordance with Sections 1805.4.2 and 1805.4.3.
Exception: Foundation walls extending not more than 8 feet (2438 mm) below grade and laterally supported at the top by flexible diaphragms shall be permitted to be designed for active pressure.
DESCRIPTION OF BACK FILL MATERIALc | UNIFIED SOIL CLASSIFICATION | DESIGN LATERAL SOIL LOADa (pound per square foot per foot of depth) | |
---|---|---|---|
Active pressure | At-rest pressure | ||
For SI: 1 Pound per square foot per foot of depth = 0.157 kPa/m, 1 foot = 304.8 mm. | |||
a. Design lateral soil loads are given for most conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads. | |||
b.Unsuitable as backfill material. | |||
c.The definition and classification of soil materials shall be in accordance with ASTM D 2487. | |||
Well-graded, clean gravels; gravel-sand mixes | GW | 30 | 60 |
Poorly graded clean gravels; gravel-sand mixes | GP | 30 | 60 |
Silty gravels, poorly graded gravel-sand mixes | GM | 40 | 60 |
Clayey gravels, poorly graded gravel-and-clay mixes | GC | 45 | 60 |
Well-graded, clean sands; gravelly sands;mixes | SW | 30 | 60 |
Poorly graded clean sands; sand-gravel mixes | SP | 30 | 60 |
Silty sands, poorly graded sand-silt mixes | SM | 45 | 60 |
Sand-silt clay mix with plastic fines | SM-SC | 45 | 100 |
Clayey sands, poorly graded sand-clay mixes | SC | 60 | 100 |
Inorganic silts and clayey silts | ML | 45 | 100 |
Mixture of inorganic silt and clay | ML-CL | 60 | 100 |
Inorganic clays of low to medium plasticity | CL | 60 | 100 |
Organic silts and silt clays, low plasticity | OL | Note b | Note b |
Inorganic clays silts, elastic silts | MH | Note b | Note b |
Inorganic clays of high plasticity | CH | Note b | Note b |
Organic clays and silty clays | OH | Note b | Note b |
1611.1 Design rain loads. Each portion of a roof shall be designed to sustain the load of rainwater that will accumulate on it if the primary drainage system for that portion is blocked plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow. The design rainfall shall be based on the 100-year hourly rainfall rate indicated in Figure 1611.1 or on other rainfall rates determined from approved local weather data.
For SI: R= 0.0098(ds+h)
where:
dh = Additional depth of water on the undeflected roof above the inlet of secondary drainage system at its design flow (i.e., the hydraulic head), in inches (mm).
ds= Depth of water on the undeflected roof up to the inlet of secondary drainage system when the primary drainage system is blocked (i.e., the static head), in inches (mm).
R = Rain load on the undeflected roof, in psf (kN/m2). When the phrase “undeflected roof” is used, deflections from loads (including dead loads) shall not be considered when determining the amount of rain on the roof.
1611.2 Ponding instability. For roofs with a slope less than ¼ inch per foot [1.19 degrees (0.0208 rad)], the design calculations shall include verification of adequate stiffness to preclude progressive deflection in accordance with Section 8.4 of ASCE 7.
1611.3 Controlled drainage. Roofs equipped with hardware to control the rate of drainage shall be equipped with a secondary drainage system at a higher elevation that limits accumulation of water on the roof above that elevation. Such roofs shall be designed to sustain the load of rainwater that will accumulate on them to the elevation of the secondary drainage system plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow determined from Section 1611.1. Such roofs shall also be checked for ponding instability in accordance with Section 1611.2.
34FIGURE 1611.1
100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
35[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) CENTRAL UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
36[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFAL (INCHES) WESTERN UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
37[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
38[P] FIGURE 1611.1—continued
100-YEAR, 1-HOUR RAINFALL (INCHES) HAWAII
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
1612.1 General. Within flood hazard areas as established in Section 1612.3, all new construction of buildings, structures and portions of buildings and structures, including substantial improvement and restoration of substantial damage to buildings and structures, shall be designed and constructed to resist the effects of flood hazards and flood loads. For buildings that are located in more than one flood hazard area, the provisions associated with the most restrictive flood hazard area shall apply.
1612.2 Definitions. The following words and terms shall, for the purposes of this section, have the meanings shown herein.
BASE FLOOD. The flood having a 1-percent chance of being equaled or exceeded in any given year.
BASE FLOOD ELEVATION. The elevation of the base flood, including wave height, relative to the National Geodetic Vertical Datum (NGVD), North American Vertical Datum (NAVD) or other datum specified on the Flood Insurance Rate Map (FIRM).
BASEMENT. The portion of a building having its floor subgrade (below ground level) on all sides.
This definition of “Basement” is limited in application to the provisions of Section 1612 (see “Basement” in Section 502.1).
DESIGN FLOOD. The flood associated with the greater of the following two areas:
DESIGN FLOOD ELEVATION. The elevation of the “design flood,” including wave height, relative to the datum specified on the community's legally designated flood hazard map. In areas designated as Zone AO, the design flood elevation shall be the elevation of the highest existing grade of the building's perimeter plus the depth number (in feet) specified on the flood hazard map. In areas designated as Zone AO where a depth number is not specified on the map, the depth number shall be taken as being equal to 2 feet (610 mm).
DRY FLOODPROOFING. A combination of design modifications that results in a building or structure, including the attendant utility and sanitary facilities, being water tight with walls substantially impermeable to the passage of water and with structural components having the capacity to resist loads as identified in ASCE 7.
EXISTING CONSTRUCTION. Any buildings and structures for which the “start of construction” commenced before the effective date of the community's first flood plain management code, ordinance or standard. “Existing construction” is also referred to as “existing structures..̵
EXISTING STRUCTURE. See “Existing construction.”
FLOOD or FLOODING. A general and temporary condition of partial or complete inundation of normally dry land from:
FLOOD DAMAGE-RESISTANT MATERIALS. Any construction material capable of withstanding direct and prolonged contact with floodwaters without sustaining any damage that requires more than cosmetic repair.
FLOOD HAZARD AREA. The greater of the following two areas:
FLOOD HAZARD AREA SUBJECT TO HIGH-VELOCITY WAVE ACTION. Area within the flood hazard area that is subject to high-velocity wave action, and shown on a Flood Insurance Rate Map (FIRM) or other flood hazard map as Zone V, VO, VE or V1-30.
FLOOD INSURANCE RATE MAP (FIRM). An official map of a community on which the Federal Emergency Management Agency (FEMA) has delineated both the special flood hazard areas and the risk premium zones applicable to the community.
FLOOD INSURANCE STUDY. The official report provided by the Federal Emergency Management Agency containing the Flood Insurance Rate Map (FIRM), the Flood Boundary and Floodway Map (FBFM), the water surface elevation of the base flood and supporting technical data.
FLOODWAY. The channel of the river, creek or other watercourse and the adjacent land areas that must be reserved in order to discharge the base flood without cumulatively increasing the water surface elevation more than a designated height.
LOWEST FLOOR. The floor of the lowest enclosed area, including basement, but excluding any unfinished or flood-resistant enclosure, usable solely for vehicle parking, building access or limited storage provided that such enclosure is not built so as to render the structure in violation of this section.
SPECIAL FLOOD HAZARD AREA. The land area subject to flood hazards and shown on a Flood Insurance Rate Map or other flood hazard map as Zone A, AE, A1-30, A99, AR, AO, AH, V, VO, VE or V1-30.
START OF CONSTRUCTION. The date of issuance for new construction and substantial improvements to existing structures, provided the actual start of construction, repair, reconstruction, rehabilitation, addition, placement or other improvement is within 180 days after the date of issuance. The actual start of construction means the first placement of permanent construction of a building (including a manufactured
40home) on a site, such as the pouring of a slab or footings, installation of pilings or construction of columns.
Permanent construction does not include land preparation (such as clearing, excavation, grading or filling), the installation of streets or walkways, excavation for a basement, footings, piers or foundations, the erection of temporary forms or the installation of accessory buildings such as garages or sheds not occupied as dwelling units or not part of the main building, For a substantial improvement, the actual “start of construction” means the first alteration of any wall, ceiling, floor or other structural part of a building, whether or not that alteration affects the external dimensions of the building.
SUBSTANTIAL DAMAGE. Damage of any origin sustained by a structure whereby the cost of restoring the structure to its before-damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred.
SUBSTANTIAL IMPROVEMENT. Any repair, reconstruction, rehabilitation, addition or improvement of a building or structure, the cost of which equal or exceeds 50 percent of the market value of the structure before the improvement or repair is started. If the structure has sustained substantial damage, any repairs are considered substantial improvement regardless of the actual repair work performed. The term does not, however, include either:
1612.3 Establishment of flood hazard areas. To establish flood hazard areas, the applicable governing authority shall adopt a flood hazard map and supporting data. The flood hazard map shall include,at a minimum,areas of special flood hazard as identified by the Federal Emergency Management Agency in an engineering report entitled “The Flood Insurance Study for [INSERT NAME OF JURISDICTION],” dated [INSERT DATE OF ISSUANCE], as amended or revised with the accompanying Flood Insurance Rate Map (FIRM) and Flood Boundary and Floodway Map (FBFM) and related supporting data along with any revisions thereto. The adopted flood hazard map and supporting data are hereby adopted by reference and declared to be part of this section.
Exception: [OSHPD 2] The flood hazard map shall include, at a minimum, areas of special flood hazard as identified by the Federal Emergency Management Agency's Flood Insurance Study (FIS) adopted by the local authority having jurisdiction where the project is located.
1612.3.1 Design flood elevations. Where design flood elevations are not included in the flood hazard areas established in Section 1612.3, or where floodways are not designated, the building official is authorized to require the applicant to:
1612.3.2 Determination of impacts. In riverine flood hazard areas where design flood elevations are specified but floodways have not been designated, the applicant shall provide a floodway analysis that demonstrates that the proposed work will not increase the design flood elevation more than 1 foot (305 mm) at any point within the jurisdiction of the applicable governing authority.
1612.4 Design and construction. The design and construction of buildings and structures located in flood hazard areas, including flood hazard area subject to high-velocity wave action, shall be in accordance with Chapter 5 of ASCE 7 and With ASCE 24.
1612.5 Flood hazard documentation. The following documentation shall be prepared and sealed by a registered design professional and submitted to the building official:
1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7.
Exceptions:
- Detached one- and two- family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, Ss, is less than 0.4 g.
- The seismic-force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. [OSHPD 2] Not Permitted by OSHPD, see Section 2308.
- Agricultural storage structures intended only for incidental human occupancy.
- Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.
- [OSHPD 2] Seismic Design Category shall be in accordance with exception to Section 161.3.5.6.
1613.1.1 Scope, [SL] For application listed in Section 1.12 regulated by the State Librarian, only the provisions of ASCE 7 Table 13.5-1 and Table 1607.1, as amended, of this code shall apply.
1613.1.2 State-owned buildings. State-owned buildings, including those of the University of California, CSU and Judicial Council, shall not be constructed where any portion of the foundation would be within a mapped area of earthquake-induced liquefaction of landsliding or within 50 feet of a mapped fault rupture hazard as established by Section 1802.7.
1613.2 Definitions. The following words and terms shall, for the purposes of this section, have the meanings shown herein.
DESIGN EARTHQUAKE GROUND MOTION. The earthquake ground motion that buildings and structures are specifically proportioned to resist in Section 1613.
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION. The most severe earthquake effects considered by this code.
MECHANICAL SYSTEMS. For the purposes of determining seismic loads in ASCE 7, mechanical systems shall include plumbing systems as specified therein.
ORTHOGONAL. To be in two horizontal directions, at 90 degree (1.57 rad) to each other.
SEISMIC DESIGN CATEGORY. A classification assigned to a structure based on its occupancy category and the severity of the design earthquake ground motion at the site.
SITE CLASS. A classification assigned to a site based on the types of soils present and their engineering properties as defined in section 1613.5.2.
SITE COEFFICIENTS. The values of Fa and Fv indicated in Tables 1613.5.3(1) and 1613.5.3(2), respectively.
1613.3 Existing buildings.Additions, alterations, repairs or change of occupancy category of existing buildings shall be in accordance with Chapter 34.
1613.3.1 Existing state buildings. Additions, alterations, repairs or change of occupancy category of existing buildings shall be in accordance with Chapter 34.
1613.4 Special inspections. Where required by Sections 1705.3 through 1705.3.5, the statement of special inspections shall include the special inspections required by Section 1705.3.6.
1613.5 Seismic ground motion values. Seismic ground motion values shall be determined in accordance with this section.
1613.5.1 Mapped acceleration parameters. The parameters Ss and S1 Shall be determined from the 0.2 and 1-second spectral response accelerations shown of Figures 1613.5(1) through 1613.5(14). Where S1 is less than or equal to 0.04 and Ss is less than or equal to 0.15, the structure is permitted to be assigned to Seismic Design Category A.
Exception: [OSHPD 2] Seismic Design Category shall in accordance with exception to Section 1613.5.6.
1613.5.2 Site class definitions. Based on the site soil properties, the site shall be classified as either Site class A, B, C, D, E or F in accordance with Table 1613.5.2. When the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines that Site Class E or F soil is likely to be present at the site.
SITE CLASS | SOIL PROFILE NAME | AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613.5.5 | |||
---|---|---|---|---|---|
Soil shear wave velocity, v¯s, (ft⁄s) | Standard penetration resistance, N¯ | Soil undrained shear strength, s¯u, (psf) | |||
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, Ss. | |||||
b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7. | |||||
A | Hard rock | v¯s > 5,000 | N⁄A | N⁄A | |
B | Rock | 2,500 < v¯s≤ 5,000 | N⁄A | N⁄A | |
C | Very dense soil and soft rock | 1,200 <v¯s≤ 2,500 | N¯> 50 | S¯u≥2,000 | |
D | Stiff soil profile | 600 ≤ v¯s 1,200 | 15≤ N¯≤ 50 | 1,000 ≤S¯u ≤2,000 | |
E | Soft soil profile | V¯s < 600 | N¯ < 15 | S¯u 1,000 | |
E | — | Any profile with more than 10 feet of soil having the following characteristics:
| |||
F | — | Any profile containing soils having one or more of the following characteristics:
|
SITE CLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD | ||||
---|---|---|---|---|---|
Ss ≤ 0.25 | Ss =0.50 | Ss =0.75 | Ss =1.00 | Ss ≥1.25 | |
A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |
B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |
C | 1.2 | 1.2 | 1.1 | 1.0 | 1.0 |
D | 1.6 | 1.4 | 1.2 | 1.1 | 1.0 |
E | 2.5 | 1.7 | 1.2 | 0.9 | 0.9 |
F | Note b | Note b | Note b | Note b | Note b |
SITE CLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD | ||||
---|---|---|---|---|---|
s1≤ 0.1 | s1=0.2 | s1=0.3 | s1 =0.4 | s1 ≥0.5 | |
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, Ss. | |||||
b. Values shall be determined in accordance with Section 11.4.7. of ASCE 7. | |||||
A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |
B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |
C | 1.7 | 1.6 | 1.5 | 1.4 | 1.3 |
D | 2.4 | 2.0 | 1.8 | 1.6 | 1.5 |
E | 3.5 | 3.2 | 2.8 | 2.4 | 2.4 |
F | Note b | Note b | Note b | Note b | Note b |
1613.5.3 Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. The maximum considered earthquake spectral response acceleration for short periods, SMS, and at 1-second period, SM1, adjusted for site class effects shall be determined by Equations 16-36 and 16-37, respectively:
Where:
Fa = Site coefficient defined in Table 1613.5.3(1).
Fv = Site Coefficient defined in Table 1613.5.3(2).
Ss = The mapped spectral accelerations for short periods as determined in Section 1613.5.1.
S1 =The mapped spectral accelerations for a 1-second period as determined in Section 1613.5.1.
1613.5.4 Design spectral response acceleration parameters. Five-percent damped design spectral response acceleration at short periods, Sds, shall be determined from Equation 16-38 and 16-39, respectively:
where:
SMS = The maximum considered earthquake spectral response accelerations for short period as determined in Section 1613.5.3.
SM1 = The maximum considered earthquake spectral response accelerations for 1-second period as determined in Section 1613.5.3.
1613.5.5 Site Classification for seismic design. Site classification for Site Class C, D or E shall be determined from Table 1613.5.5.
The notations presented below apply to the upper 100 feet (30 480 mm) of the site profile. Profiles containing distinctly different soil and⁄or rock layer shall be subdivided into those layer designated by a number that ranges from 1 to n at the bottom where there is a total of n distinct layers in the upper 100 feet (30 480 mm). The symbol i then refers to any one of the layers between 1 and n.
Where:
Vsi = The shear wave velocity in feet per second (m⁄s).
di = The thickness of any layer between 0 and 100 feet (30 480 mm).
Where:
Ni is the Standard Penetration Resistance (ASTM D 1586) not to exceed 100 blows⁄foot (328 blows⁄m) as directly measured in the field without corrections. When refusal is met for a rock layer, Ni shall be taken as 100 blows⁄foot (328 blows⁄m).
Where Ni and di in Equation 16-41 are for cohesion less soil, cohesive soil and rock layers.
Where:
Use di and Ni for cohesion less soil layers only in Equation 16-42.
ds = The total thickness of cohesion less soil layers in the top 100 feet (30 480 mm).
m = The number of cohesionless soil layers in the top 100 feet (30 480 mm).
SITE CLASS | V¯s | N¯ or N¯ch | S¯u |
---|---|---|---|
For SI: 1 foot per second= 304.8 mm per second, 1 pound per square Foot = (0.0479 kN⁄m2. | |||
a. If the S¯u method is used and the N¯ch and S¯u criteria differ, select the category with the softer soils (for example, use Site Class E instead of D). | |||
E | <600 ft⁄s | < 15 | < 1,000 psf |
D | 600 to 1,200 ft⁄s | 15 to 50 | 1,000 to 2,000 psf |
C | 1,200 to 2,500 ft⁄s | >50 | > 2,000 |
Sui = The undrained shear strength in psf (kPa), not to exceed 5,000 psf (240 kPa), ASTM D 2166 or D 2850.
Where:
dc = The total thickness of cohesive soil layers in the top 100 feet (30 480 mm).
k = The number of cohesive soil layers in the top 100 feet (30 480 mm).
PI = The plasticity index, ASTM D 4318.
w = The moisture content in percent, ASTM D 2216.
Where a site does not qualify under the criteria for Site Class F and there is a total thickness of soft clay greater than 10 feet (3048 mm) where a soft clay layer is defined by: S¯u < 500 psf (24kPa), w≥40 percent, and PI > 20, it shall be classified as Site Class E.
The shear wave velocity for rock, Site Class B, shall be either measured on site or estimated by a geotechnical engineer or engineering geologist⁄seismologist for competent rock with moderate fracturing and weathering. Softer and more highly fractured and weathered rock shall either be measured on site for shear wave velocity or classified as Site Class C.
The hard rock category,Site Class A, Shall be supported by shear wave velocity measurements either on site or on profile of the same rock type in the same formation with an equal or greater degree of weathering and fracturing. Where hard rock conditions are known to be continuous to a depth of 100 feet (30 480 mm), surficial shear wave velocity measurements are permitted to be extrapolated to assess V¯s.
The rock categories, Site Classes A and B, shall not be used if there is more than 10 feet (3048 mm) of soil between the rock surface and the bottom of the spread footing or mat foundation.
1613.5.5.1 Steps for classifying a site.
1613.5.6 Determination of seismic design category.. Structures classified as Occupancy Category 1, II or III that are located where the mapped spectral response acceleration parameter at 1-second period, S1,, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Structures classified as Occupancy Category IV that are located where the mapped spectral response acceleration parameter at 1-second period, S1,is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be assigned to a Seismic design category based on their occupancy category and the design spectral response acceleration coefficient, SDS and SD1,, determined in accordance with Section 1613.5.4 or the site-specific procedures of ASCE 7. Each building and structure shall be assigned to the more severe Seismic design category in accordance with Table 1613.5.6(1) or 1613.5.6(2), irrespective of the fundamental period of vibration of the structure, T.
VALUE OF SDS | OCCUPANCY CATEGORY | ||
---|---|---|---|
I or II | III | IV | |
SDS < 0.167g | A | A | A |
0.167g≤SDS < 0.33g | B | B | C |
0.33g ≤ SDS < 0.50g | C | C | D |
0.50g≤SDS | D | D | D |
VALUE OF SDS | OCCUPANCY CATEGORY | ||
---|---|---|---|
I or II | III | IV | |
SD1<0.067g | A | A | A |
0.067g≤SD1<0.133g | B | B | C |
0.133g≤SD1<0.20g | C | C | D |
0.20g≤SD1 | D | D | D |
Exception: [OSHPD 2] Structure not assigned to seismic design category E or F above shall be assigned to seismic design category D.
1613.5.6.1 Alternative Seismic design category determination. Where S1 is less than 0.75, the seismic design
45category is permitted to be determined from Table 1613.5.6(1) alone when all of the following apply:
Exception: [OSHPD 2] Seismic design category shall be determined in accordance with exception to Section 1613.5.6.
1613.5.6.2 Simplified design procedure. Where the alternate simplified design procedure of ASCE 7 is used, the seismic design category shall be determined in accordance with ASCE 7.
Exception: [OSHPD 2] Seismic design category shall be determined in accordance with exception to Section 1613.5.6.
1613.6 Alternatives to ASCE 7. The provisions of Section 1613.6 shall be permitted as alternatives to the relevant provisions of ASCE 7.
1613.6.1 Assumption of flexible diaphragm. Add the following text at the end of Section 12.3.1.1 of ASCE 7.
Diaphragms constructed of wood structural panels or untopped steel decking shall also be permitted to be idealized as flexible, provided all of the following conditions are met:
1613.6.2 Additional seismic-force-resisting systems for seismically isolated structures. Add the following exception to the end of Section 17.5.4.2 of ASCE 7:
Exception: For isolated structures designed in accordance with this standard, the Structural System Limitations and the Building Height Limitations in Table 12.2-1 for ordinary steel concentrically braced frames (OCBFs) as defined in Chapter 11 and ordinary moment frames (OMFs) as defined in Chapter 11 are permitted to be taken as 160 feet (48 768 mm) for structures assigned to Seismic Design Category D, E or F, provided that the following conditions are satisfied:
- The value of R1 as defined in Chapter 17 is taken as 1.
- For OMFs and OCBFs, design is in accordance with AISC 341.
1613.6.3 Automatic sprinkler systems. Automatic sprinkler systems designed and installed in accordance with NFPA 13 shall be deemed to meet the requirements of Section 13.6.8 of ASCE 7.
1613.6.4 Autoclaved aerated concrete (AAC) masonry shear wall design coefficients and system limitations. Add the following text at the end of Section 12.2.1 of ASCE 7:
For ordinary reinforced AAC masonry shear walls used in the seismic-force-resisting system of structures, the response modification factor, R, shall be permitted to be taken as 2, the deflection amplification factor, Cd, shall be permitted to be taken as 2 and the system overstrength factor, Ωo, shall be permitted to be taken as 2½. Ordinary reinforced AAC masonry shear walls shall not be limited in height for buildings assigned to Seismic Design Category B, shall be limited in height to 35 feet (10 668 mm) for buildings assigned to Seismic Design Category C and are not permitted for buildings assigned to Seismic Design Categories D, E and F.
For ordinary plain (unreinforced) AAC masonry shear walls used in the seismic-force-resisting system of structures, the response modification factor, R, shall be permitted to be taken as 1½, the deflection amplification factor, Cd, shall be permitted to be taken as 1½ and the system overstrength factor, Ωo, shall be permitted to be taken as 2½ Ordinary plain (unreinforced) AAC masonry shear walls shall not be limited in height for buildings assigned to Seismic Design Category B and are not permitted for buildings assigned to Seismic Design Categories C, D, E and F.
1613.6.5 Seismic controls for elevators. Seismic switches in accordance with Section 8.4.10 of ASME A17.1 shall be deemed to comply with Section 13.6.10.3 of ASCE 7.
1613.6.6 Steel plate shear wall height limits. Modify Section 12.2.5.4 of ASCE 7 to read as follows:
12.2.5.4 Increased building height limit for steelbraced frames, special steel plate shear walls and special reinforced concrete shear walls. The height limits in Table 12.2-1 are permitted to be increased from 160 feet (48 768 mm) to 240 feet (75 152 mm) for structures assigned to Seismic Design Category D or E and from 100 feet (30 480 mm) to 160 feet (48 768 mm) for structures assigned to Seismic Design Category F that have
46steel-braced frames, special steel plate shear walls or special reinforced concrete cast-in-place shear walls and that meet both of the following requirements:
1613.6.7 Minimum distance for building separation. All buildings and structures shall be separated from adjoining structures. Separations shall allow for the maximum inelastic response displacement (δM). δM shall be determined at critical locations with consideration for both translational and torsional displacements of the structure using Equation 16-44.
where:
Cd = Deflection amplification factor in Table 12.2-1 of ASCE 7.
Smax = Maximum displacement defined in Section 12.8.4.3 of ASCE 7.
I = Importance factor in accordance with Section 11.5.1 of ASCE 7.
Adjacent buildings on the same property shall be separated by a distance not less than δMT, determined by Equation 16-45.
where:
δM1, δM2 = The maximum inelastic response displacements of the adjacent buildings in accordance with Equation 16-44.
Where a structure adjoins a property line not common to a public way, the structure shall also be set back from the property line by not less than the maximum inelastic response displacement, δM, of that structure.
Exceptions:
- Smaller separations or property line setbacks shall be permitted when justified by rational analyses.
- Buildings and structures assigned to Seismic Design Category A, B or C.
1613.6.8 HVAC ductwork with Ip = 1.5. Seismic supports are not required for HVAC ductwork with Ip = 1.5 if either of the following conditions is met for the full length of each duct run:
1613.6.9 Exceptions for nonstructural components. [BSC] Replace ASCE 7 Section 13.1.3 by the following items:
Exemptions: The following nonstructural components are exempt from the requirements of this section:
- Furniture (except storage cabinets as noted in Table 13.5-1.
- Temporary or moveable equipment.
- Architectural components in Seismic Design Category B other than parapets supported by bearing walls or shear walls, provided that the component importance factor 1p is equal to 1.0.
- Mechanical and electrical components in Seismic Design Category B.
- Mechanical and electrical components in Seismic Design Category C, provided that the component importance factor, Ip is equal to 1.0.
- Mechanical and electrical components in Seismic Design Category D, E or F where all of the following apply:
- The component importance factor, Ip is equal to 1.0;
- The component is positively attached to the structure;
- Flexible connections are provided between the component and associated ductwork, piping and conduit; and either:
- The component weighs 400 lb (1780 N) or less and has a center of mass located 4 ft (1.22 m) or less above the adjacent floor level; or
- The component weighs 20 lb (89 N) or less, or, in the case of a distributed system, 5 lb/ft (73 N/m) or less.
1613.6.10 Exceptions for nonstructural components. [BSC] Replace Items 4 and 5 of ASCE 7 Section 13.1.4 with the following items.
4. Mechanical and electrical components in Seismic Design Category D, E or F where all of the following apply:
1613.7 ASCE 7, Section 11.7.5. Modify ASCE 7, Section 11.7.5 to read as follows:
11.7.5 Anchorage of walls. Walls shall be anchored to the roof and all floors and members that provide lateral support for the wall or that are supported by the wall. The anchorage shall provide a direct connection between the walls and the roof or floor construction. The connections shall be capable of resisting the forces specified in Section 11.7.3 applied horizontally, substituted for E in load combinations of Section 2.3 or 2.4.
1614.1 General. Buildings classified as high-rise buildings in accordance with Section 403 and assigned to Occupancy Category III or IV shall comply with the requirements of this section. Frame structures shall comply with the requirements of Section 1614.3. Bearing wall structures shall comply with the requirements of Section 1614.4.
1614.2 Definitions. The following words and terms shall, for the purposes of Section 1614, have the meanings shown herein.
BEARING WALL STRUCTURE. A building or other structure in which vertical loads from floors and roofs are primarily supported by walls.
FRAME STRUCTURE. A building or other structure in which vertical loads from floors and roofs are primarily supported by columns.
1614.3 Frame structures. Frame structures shall comply with the requirements of this section.
1614.3.1 Concrete frame structures. Frame structures constructed primarily of reinforced or prestressed concrete, either cast-in-place or precast, or a combination of these, shall conform to the requirements of ACI 318 Sections 7.13, 13.3.8.5, 13.3.8.6, 16.5, 18.12.6, 18.12.7 and 18.12.8 as applicable. Where ACI 318 requires that nonprestressed reinforcing or prestressing steel pass through the region bounded by the longitudinal column reinforcement, that reinforcing or prestressing steel shall have a minimum nominal tensile strength equal to two-thirds of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.
Exception: Where concrete slabs with continuous reinforcing having an area not less than 0.0015 times the concrete area in each of two orthogonal directions are present and are either monolithic with or equivalently bonded to beams, girders or columns, the longitudinal reinforcing or prestressing steel passing through the column reinforcement shall have a nominal tensile strength of one-third of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.
1614.3.2 Structural steel, open web steel joist or joist girder, or composite steel and concrete frame structures. Frame structures constructed with a structural steel frame or a frame composed of open web steel joists, joist girders with or without other structural steel elements or a frame composed of composite steel or composite steel joists and reinforced concrete elements shall conform to the requirements of this section.
1614.3.2.1 Columns. Each column splice shall have the minimum design strength in tension to transfer the design dead and live load tributary to the column between the splice and the splice or base immediately below.
1614.3.2.2 Beams. End connections of all beams and girders shall have a minimum nominal axial tensile strength equal to the required vertical shear strength for allowable stress design (ASD) or two-thirds of the required shear strength for load and resistance factor design (LRFD) but not less than 10 kips (45 kN). For the purpose of this section, the shear force and the axial tensile force need not be considered to act simultaneously.
Exception: Where beams, girders, open web joist and joist girders support a concrete slab or concrete slab on metal deck that is attached to the beam or girder with not less than 3/8-inch-diameter (9.5 mm) headed shear studs, at a spacing of not more than 12 inches (305 mm) on center, averaged over the length of the member, or other attachment having equivalent shear strength, and the slab contains continuous distributed reinforcement in each of two orthogonal directions with an area not less than 0.0015 times the concrete area, the nominal axial tension strength of the end connection shall be permitted to be taken as half the required vertical shear strength for ASD or one-third of the required shear strength for LRFD, but not less than 10 kips (45 kN).
1614.4 Bearing wall structures. Bearing wall structures shall have vertical ties in all load-bearing walls and longitudinal ties, transverse ties and perimeter ties at each floor level in accordance with this section and as shown in Figure 1614.4.
1614.4.1 Concrete wall structures. Precast bearing wall structures constructed solely of reinforced or prestressed concrete, or combinations of these shall conform to the requirements of Sections 7.13, 13.3.8.5 and 16.5 of ACI 318.
1614.4.2 Other bearing wall structures. Ties in bearing wall structures other than those covered in Section 1614.4.1 shall conform to this section.
1614.4.2.1 Longitudinal ties. Longitudinal ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connections of continuous framing members to walls. Longitudinal ties shall extend across interior load-bearing walls and shall connect to exterior load-bearing walls and shall be spaced at not greater than 10 feet (3038 mm) on center. Ties shall have a minimum nominal tensile strength,
48TT given by Equation 16-46. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
where:
L = The span of the horizontal element in the direction of the tie, between bearing walls, feet (m).
w = The weight per unit area of the floor or roof in the span being tied to or across the wall, psf (N/m2).
S = The spacing between ties, feet (m).
αT= A coefficient with a value of 1,500 pounds per foot (2.25 kN/m) for masonry bearing wall structures and a value of 375 pounds per foot (0.6 kN/m) for structures with bearing walls of cold-formed steel light-frame construction.
1614.4.2.2 Transverse ties. Transverse ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connections of continuous framing members to walls. Transverse ties shall be placed no farther apart than the spacing of loadbearing walls. Transverse ties shall have minimum nominal tensile strength TT given by Equation 16-46. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
1614.4.2.3 Perimeter ties. Perimeter ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connections of continuous framing members to walls. Ties around the perimeter of each floor and roof shall be located within 4 feet (1219 mm) of the edge and shall provide a nominal strength in tension not less than Tp given by Equation 16-47. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
For SI:
Tp = 90.7w ≤ βT
where:
w = As defined in Section 1614.4.2.1.
βT = A coefficient with a value of 16,000 pounds (7200 kN) for structures with masonry bearing walls and a value of 4,000 pounds (1300 kN) for structures with bearing walls of cold-formed steel light-frame construction.
1614.4.2.4 Vertical ties. Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building. The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall within that story plus the weight of the diaphragm tributary to the wall in the story below. No fewer than two ties shall be provided for each wall. The strength of each tie need not exceed 3,000 pounds per foot (450 kN/m) of wall tributary to the tie for walls of masonry construction or 750 pounds per foot (140 kN/m) of wall tributary to the tie for walls of cold-formed steel light-frame construction.
FIGURE 1613.5(1)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(1)—continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(2)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(2)—continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(3)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(3)—continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(4)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF
1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(4)—continued
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 1 OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
1613.5(5)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF
0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(6)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 2 OF
1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(7)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF
0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% PERCENT OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(8)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 3 OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(9)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION 4 OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(10)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR HAWAII OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(11)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(12)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR ALASKA OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(13)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR PUERTO RICO, CULEBRA, VIEQUES, ST. THOMAS, ST. JOHN AND ST. CROIX OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1613.5(14)
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR GUAM AND TUTUILLA OF 0.2 AND 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B
FIGURE 1614.4
LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES
1615.1 Construction documents.
1615.1.1 Additional requirements for construction documents are included in Sections 4-210 and 4-317 of the Building Standards Administrative Code (Part 1, Title 24, C.C.R).
1615.1.2 Connections. Connections that resist design seismic forces shall be designed and detailed on the design drawings.
1615.1.3 Construction procedures. Where unusual erection or construction procedures are considered essential by the project structural engineer or architect in order to accomplish the intent of the design or influence the design, such procedure shall be indicated on the plans or in the specifications.
1615.2 General design requirements.
1615.2.1 Lateral load deflections.
1615.2.1.1 Horizontal diaphragms. The maximum span-width ratio for any roof or floor diaphragm shall not exceed those given in Table 2305.2 or Table 4.2.4 of AF & PA SDPWS for wood sheathed diaphragms. For other diaphragms, test data and design calculations acceptable to the enforcement agency shall be submitted and approved for span-width ratios.
1615.2.1.2 Veneers. The deflection shall not exceed the limits in Section 1405.10 for veneered walls, anchored veneers and adhered veneers over 1 inch (25 mm) thick, including the mortar backing.
1615.2.1.3 Occupancy Category of buildings and other structures. Occupancy Category IV includes structures as defined in C.C.R. Title 24, Part 1, Section 4-207 and all structures required for their continuous operation or access/egress.
1615.3 Load combinations.
1615.3.1 Stability. When checking stability under the provisions of Section 1605.1.1 using allowable stress design, the factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported.
1615.4 Roof dead loads. The design dead load shall provide for the weight of at least one additional roof covering in addition to other applicable loadings if the new roof covering is permitted to be applied over the original roofing without its removal, in accordance with Section 1510.
1615.5 Live loads.
1615.5.1 Modifications to Table 1607.1.
1615.5.1.1 Item 4. Assembly areas and theaters. The following minimum loads for stage accessories apply:
The minimum uniform live load for a press box floor or accessible roof with railing is 100 psf.
1615.5.1.2 Item 22. Libraries. The minimum vertical design live load shall be as follows:
Paper media:
12-inch-deep (305 mm) shelf – 33 pounds per lineal foot (482 N/m)
15-inch-deep (381 mm) shelf – 41 pounds per lineal foot (598 N/m), or
33 pounds per cubic foot (5183 N/m3) per total volume of the rack or cabinet, whichever is less.
Film media:
18-inch-deep (457 mm) shelf – 100 pounds per lineal foot (1459 N/m), or
50 pounds per cubic foot (7853 N/m3) per total volume of the rack or cabinet, whichever is less.
Other media:
20 pounds per cubic foot (311 N/m3) or 20 pounds per square foot (958 Pa), whichever is less, but not less than actual loads.
1615.5.1.3 Item 25. Office buildings. The minimum vertical design live load shall conform to Section 1615.5.1.2.
1615.5.1.4 Item 28. Reviewing stands, grandstands and bleachers. The minimum uniform live load for a press box floor or accessible roof with railing is 100 psf.
1615.5.1.5 Item 40. Yards and terraces, pedestrians. Item 40 applies to pedestrian bridges and walkways that are not subjected to uncontrolled vehicle access.
1615.5.1.6 Item 41. Storage racks and wall-hung cabinets. The minimum vertical design live load shall conform to Section 1615.5.1.2.
1615.5.2 Uncovered open-frame roof structures. Uncovered open-frame roof structures shall be designed for a vertical live load of not less than 10 pounds per square foot (0.48 kN/m2) of the total area encompassed by the framework.
691615.6 Determination of snow loads. The ground snow load or the design snow load for roofs shall conform with the adopted ordinance of the city, county, or city and county in which the project site is located, and shall be approved by DSA.
1615.7 Wind loads.
1615.7.1 Special wind regions. The basic wind speed for projects located in special wind regions as defined in Figure 1609 shall conform with the adopted ordinance of the city, county, or city and county in which the project site is located, and shall be approved by DSA-SS/CC.
1615.7.2 Story drift for wind loads. The calculated story drift due to wind pressures shall not exceed 0.005 times the story height for buildings less than 65 feet (19 812 mm) in height or 0.004 times the story height for buildings 65 feet (19 812 mm) or greater in height.
1615.8 Establishment of flood hazard areas. Flood hazard maps shall include, at a minimum, areas of special flood hazard as identified by the Federal Emergency Management Agency’s Flood Insurance Study (FIS) adopted by the local authority having jurisdiction where the project is located, as amended or revised with the accompanying Flood Insurance Rate Map (FIRM) and Flood Boundary and Floodway Map (FBFM) and related supporting data along with any revisions thereto.
1615.9 Earthquake loads.
1615.9.1 Seismic design category. The seismic design category for a structure shall be determined in accordance with Section 1613.
1615.9.2 Definitions. In addition to the definitions in Section 1613.2, the following words and terms shall, for the purposes of this section, have the meanings shown herein.
ACTIVE EARTHQUAKE FAULT. A fault that has been the source of earthquakes or is recognized as a potential source of earthquakes, including those that have exhibited surface displacement within Holocene time (about 11,000 years) as determined by California Geological Survey (CGS) under the Alquist-Priolo Earthquake Fault Zoning Act, those included as type A or type B faults for the U.S. Geological Survey (USGS) National Seismic Hazard Maps, and faults considered to have been active in Holocene time by an authoritative source, federal, state or local governmental agency.
BASE. The level at which the horizontal seismic ground motions are considered to be imparted to the structure or the level at which the structure as a dynamic vibrator is supported. This level does not necessarily coincide with the ground level.
DISTANCE FROM AN ACTIVE EARTHQUAKE FAULT. Distance measured from the nearest point of the building to the closest edge of an Alquist-Priolo Earthquake fault zone for an active fault, if such a map exists, or to the closest mapped splay of the fault.
IRREGULAR STRUCTURE. A structure designed as having one or more plan or vertical irregularities per ASCE 7 Section 12.3.
NEXT GENERATION ATTENUATION (NGA). Attenuation relations used for the 2008 United States Geological Survey (USGS) seismic hazards maps (for the Western United States) or their equivalent as determined by the enforcement agency.
STRUCTURAL ELEMENTS. Floor or roof diaphragms, decking, joists, slabs, beams, or girders, columns, bearing walls, retaining walls, masonry or concrete nonbearing walls exceeding one story in height, foundations, shear walls or other lateral-force-resisting members, and any other elements necessary to the vertical and lateral strength or stability of either the building as a whole or any of its parts, including connection between such elements.
1615.9.3 Mapped acceleration parameters. Seismic Design Category shall be determined in accordance with Section 1613.5.6.
1615.9.4 Determination of seismic design category. Structures not assigned to Seismic Design Category E or F in accordance with Section 1613.5 shall be assigned to Seismic Design Category D.
1615.9.4.1 Alternative seismic design category determination. The alternative Seismic Design Category determination procedure of Section 1613.5.6.1 is not permitted by DSA-SS/CC.
1615.9.4.2 Simplified design procedure. The simplified design procedure of Section 1613.5.6.2 is not permitted by DSA-SS/CC.
1615.9.5 Automatic sprinkler systems. The allowable values for design of anchors, hangers and bracing elements shall be determined in accordance with material chapters of this code in lieu of those in NFPA 13.
1615.9.6 Anchorage of walls. The modification of ASCE 7, Section 11.7.5 in Section 1613.7 not adopted by DSA-SS/CC.
1615.10 Modifications to ASCE 7. The text of ASCE 7 shall be modified as indicated in Sections 1615.10.1 through 1615.10.26.
1615.10.1 ASCE 7, Section 11.1. Modify ASCE 7 Section 11.1 by adding Section 11.1.5 as follows:
11.1.5 Structural design criteria. Where design reviews are required in ASCE 7, Chapters 16, 17 or 18, the ground motion, analysis and design methods, material assumptions and acceptance criteria proposed by the engineer shall be submitted to the enforcement agency in the form of structural design criteria for approval.
1615.10.2 ASCE 7, Section 11.4.7. Modify ASCE 7 Section 11.4.7 as follows:
11.4.7 Site-specific ground motion procedures. The site-specific ground motion procedure set forth in ASCE 7 Chapter 21 as modified in Section 1803A.6 of this code is permitted to be used to determine ground motion for any structure.
Unless otherwise approved, the site-specific procedure per ASCE 7 Chapter 21 as modified by Section.
701803A.6 of this code shall be used where any of the following conditions apply:
Exception:
- Where Ss is less than 0.20g, use of Type E soil profile shall be permitted.
- Where exception to Section 20.3.1 is applicable except for base isolated buildings.
1615.10.3 ASCE 7, Table 12.2-1. Modify ASCE 7 Table 12.2 -1 as follows:
14. Light-framed walls with shear panels of all other materials – Not permitted by DSA-SS/CC.
24. Light-framed walls with shear panels of all other materials – Not permitted by DSA-SS/CC.
Exception:
- Systems listed in this section can be used as an alternative system when pre-approved by the enforcement agency.
- Rooftop or other supported structures not exceeding two stories in height and 10 percent of the total structure weight can use the systems in this section when designed as components per ASCE 7 Chapter 13.
- Systems listed in this section can be used for seismically isolated buildings when permitted by Section 1613.6.2.
1615.10.4 ASCE 7, Section 12.2.3.1. Modify ASCE 7 Section 12.2.3.1 by adding the following additional requirements for a two stage equivalent lateral force procedure or modal response spectrum procedure:
e. Where design of elements of the upper portion is governed by special seismic load combinations, the special loads shall be considered in the design of the lower portions.
1615.10.5 ASCE 7, Section 12.3.3. Modify ASCE 7 Section 12.3.3.1 as follows:
12.3.3.1 Prohibited horizontal and vertical irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal structural irregularity Type 1b of Table 12.3-1 or vertical structural irregularities Type 1b, 5a or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D having vertical irregularity Type 1b or 5b of Table 12.3-2 shall not be permitted.
1615.10.6 ASCE 7, Section 12.7.2 Modify ASCE 7 Section 12.7.2 by adding Item 5 to read as follows:
5. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a Geotechnical engineer qualified in soils engineering, plus the difference in earth pressures shall be added to the lateral forces provided in this section.
1615.10.7 ASCE 7, Section 12.8.7. Modify ASCE 7 Section 12.8.7 by replacing Equation 12.8-16 as follows:
1615.10.8 ASCE 7, Section 12.9.4. Replace ASCE 7 Section 12.9.4 as follows:
12.9.4 Scaling design values of combined response. Modal base shear shall not be less than the base shear calculated using the equivalent lateral force procedure of Section 12.8.
16.15.10.9 ASCE 7, Section 12.13.1. Modify ASCE 7 Section 12.13.1 by adding Section 12.13.1.1 as follows:
12.13.1.1 Foundations and superstructure-to-foundation connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Stability against overturning and sliding shall be in accordance with Section 1605.1.1.
In addition, the foundation and the connection of the superstructure elements to the foundation shall have the strength to resist, in addition to gravity loads, the lesser of the following seismic loads:
Exceptions:
- Where referenced standards specify the use of higher design loads.
- When it can be demonstrated that inelastic deformation of the foundation and superstructure-to-foundation connection will not result in a weak story or cause collapse of the structure.
- Where basic structural system consists of light-framed walls with shear panels.
Where the computation of the seismic overturning moment is by the equivalent lateral-force method or the modal analysis method, reduction in overturning moment permitted by Section 12.13.4 of ASCE 7 may be used.
Where moment resistance is assumed at the base of the superstructure elements, the rotation and flexural deformation of the foundation as well as deformation of the superstructure-to-foundation connection shall be considered in the drift and deformation compatibility analyses.
1615.10.10 ASCE 7, Section 13.1.4. Replace ASCE 7 Section 13.1.4 by the following:
13.1.4 Exemptions. The following nonstructural components are exempt from the requirements of this section:
Exceptions:
- Equipment shall be anchored if it is permanently attached to the building utility services such as electricity, gas, or water. For the purposes of this requirement, “permanently attached” shall include all electrical connections except three-prong plugs for duplex receptacles.
- The enforcement agency shall be permitted to require temporary attachments for movable equipment which is usually stationed in one place and heavier than 400 pounds, when they are not in use for a period longer than 8 hours at a time.
Exception: Special Certification Requirements for Designated Seismic Systems in accordance with Section 13.2.2 shall apply.
or
Exception: The enforcement agency shall be permitted to require attachments for equipment with hazardous contents to be shown on construction documents irrespective of weight.
1615.10.11 ASCE 7, Section 13.3.2. Modify ASCE 7 Section 13.3.2 by adding the following:
The seismic relative displacements to be used in design of displacement sensitive nonstructural components is Dp I instead of Dp’where Db is given by Equations 13.3-5 to 13.3-8 and I is the building importance factor given in Section 11.5.
1615.10.12 ASCE 7, Section 13.4.5. Replace ASCE 7 Section 13.4.5 by the following:
13.4.5 Power actuated fasteners. Power actuated fasteners in concrete shall not be used for gravity tension loads exceeding 100 lb (445 N) in Seismic Design Categories D, E or F unless approved for seismic loading. Power actuated fasteners in steel are permitted in Seismic Design Category D, E or F if the gravity tension load on any fastener does not exceed 250 lbs (1123 N) unless approved for seismic loading. Power actuated fasteners in masonry are not permitted unless approved for seismic loading.
1615.10.13 ASCE 7, Section 13.5.6. Replace ASCE 7, Section 13.5.6 by the following:
13.5.6 Suspended ceilings. Suspended ceilings shall be in accordance with this section.
13.5.6.1 Seismic forces. The weight of the ceiling, Wp, shall include the ceiling grid; ceiling tiles or panels; light fixtures if attached to, clipped to, or laterally supported by the ceiling grid; and other components that are laterally supported by the ceiling. Wp shall be taken as not less than 4 psf (19 N/m2).
The seismic force, Fp’ shall be transmitted through the ceiling attachments to the building structural elements or the ceiling-structure boundary.
13.5.6.2 Industry standard construction for acoustical tile or lay-in panel ceilings. Unless designed in accordance with ASTM E 580 Section 5.2.8.8, or seismically qualified in accordance with Sections 13.2.5 or 13.2.6,
72acoustical tile or lay-in panel ceilings shall be designed and constructed in accordance with this section.
13.5.6.2.1 Seismic Design Categories D through F. Acoustical tile or lay-in panel ceilings in Seismic Design Categories D, E and F shall be designed and installed in accordance with ASTM C 635, ASTM C 636, and ASTM E 580, Section 5 - Seismic Design Categories D, E and F as modified by this section.
13.5.6.2.2 Modification to ASTM E 580. Modify ASTM E 580 by the following:
All recessed or drop-in light fixtures and grilles shall be supported directly from the fixture housing to the structure above with a minimum of two 12-gage wires located at diagonally opposite corners. Leveling and positioning of fixtures may be provided by the ceiling grid. Fixture support wires may be slightly loose to allow the fixture support wires may be slightly loose to allow the fixture to seat in the grid system. Fixtures shall not be supported from main runners or cross runners if the weight of the fixtures causes the total dead load to exceed the deflection capability of the ceiling suspension system.
Fixtures shall not be installed so that the main runners or cross runners will be eccentrically loaded.
Surface-mounted fixtures shall be attached to the main runner with at least two positive clamping devices made of material with a minimum of 14 gage. Rotational spring catches do not comply. A 12-gage suspension wire shall be attached to each clamping device and to the structure above.
1615.10.14 ASCE 7, Section 13.6.5. Modify ASCE 7, Section 13.6.5 by deleting Item 6 in Section 13.6.5.5 and adding Section 13.6.5.6 as follows:
13.6.5.6 Conduit, cable tray, and other electrical distribution systems (raceways). Raceways shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Conduit greater than 2.5 inches (64 mm) trade size and attached to panels, cabinets or other equipment subject to seismic relative displacement, Dp, shall be provided with flexible connections or designed for seismic forces and seismic relative displacements as required in Section 13.3.
Exceptions:
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for raceways where either:
- Trapeze assemblies are used to support raceways and the total weight of the raceway supported by trapeze assemblies is less than 10 lb/ft (146 N/m), or
- The raceway is supported by hangers and each hanger in the raceway run is 12 in. (305 mm) or less in length from the raceway support point to the supporting structure. Where rod hangers are used, they shall be equipped with swivels to prevent inelastic bending in the rod.
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for conduit, regardless of the value of lp, where the conduit is less than 2.5 in. (64 mm) trade size.
1615.10.15 ASCE 7, Section 13.6.7. Replace ASCE 7, Section 13.6.7 by the following:
13.6.7 Ductwork. HVAC and other ductwork shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Ductwork designed to carry toxic, highly toxic or explosive gases,
73or used for smoke control shall be designed and braced without considering the exceptions noted below.
Exceptions:
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for ductwork where either:
- Trapeze assemblies are used to support ductwork and the total weight of the ductwork supported by trapeze assemblies is less than 10 lb/ft (146 N/m); or
- The ductwork is supported by hangers and each hanger in the duct run is 12 in. (305 mm) or less in length from the duct support point to the supporting structure. Where rod hangers are used, they shall be equipped with swivels to prevent inelastic bending in the rod.
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required where provisions are made to avoid impact with larger ducts or mechanical components or to protect the ducts in the event of such impact; and HVAC ducts have a cross-sectional area of 6 ft2 (0.557 m2) or less, or weigh 10 lb/ft (146 N/m) or less.
HVAC duct systems fabricated and installed in accordance with standards approved by the authority having jurisdiction shall be deemed to meet the lateral bracing requirements of this section.
Components that are installed in-line with the duct system and have an operating weight greater than 75 lb (334 N), such as fans, heat exchangers and humidifiers, shall be supported and laterally braced independent of the duct system, and such braces shall meet the force requirements of Section 13.3.1. Appurtenances such as dampers, louvers and diffusers shall be positively attached with mechanical fasteners. Unbraced piping attached to in-line equipment shall be provided with adequate flexibility to accommodate the seismic relative displacements.
1615.10.16 ASCE 7, Section 13.6.8. Replace ASCE 7, Section 13.6.8 by the following:
13.6.8 Piping systems. Unless otherwise noted in this section, piping systems shall be designed for the seismic forces and seismic relative displacements of Section 13.3. ASME pressure piping systems shall satisfy the requirements of Section 13.6.8.1. Fire protection sprinkler piping shall satisfy the requirements of Section 13.6.8.2. Elevator system piping shall satisfy the requirements of Section 13.6.10.
Where other applicable material standards or recognized design bases are not used, piping design including consideration of service loads shall be based on the following allowable stresses:
Piping not detailed to accommodate the seismic relative displacements at connections to other components shall be provided with connections having sufficient flexibility to avoid failure of the connection between the components.
13.6.8.1 ASME Pressure piping systems. Pressure piping systems, including their supports, designed and constructed in accordance with ASME B 31 shall be deemed to meet the force, displacement and other requirements of this section. In lieu of specific force and displacement requirements provided in ASME B 31, the force and displacement requirements of Section 13.3 shall be used.
13.6.8.2 Fire protection sprinkler piping systems. Fire protection sprinkler piping designed and constructed in accordance with NFPA 13 shall be deemed to meet the force and displacement requirements of this section. The exceptions of Section 13.6.8.3 shall not apply.
Exception: Pipe hangers, bracing and anchor capacities shall be determined in accordance with material chapters of the California Building Code, in lieu of using those in NFPA 13. The force and displacement requirements of Section 13.3 or those in the NFPA 13 may be used for design.
13.6.8.3 Exceptions. Design of piping systems and attachments for the seismic forces and relative displacements of Section 13.3 shall not be required where one of the following conditions apply:
The exceptions above shall not apply to elevator piping.
13.6.8.4 Other piping systems. Piping not designed and constructed in accordance with ASME B 31 or NFPA 13 shall comply with the requirements of Section 13.6.11.
1615.10.17 ASCE 7, Section 13.6.10.1. Modify ASCE 7 Section 13.6.10.1 by adding Section 13.6.10.1.1 as follows:
13.6.10.1.1 Elevators guide rail support. The design of guide rail support bracket fastenings and the supporting structural framing shall use the weight of the counterweight or maximum weight of the car plus not more than 40 percent of its rated load. The seismic forces shall be assumed to be distributed one-third to the top guiding members and two-thirds to the bottom guiding members of cars and counterweights, unless other substantiating data are provided. In addition to the requirements of ASCE 7 Section 13.6.10.1, the minimum seismic forces shall be 0.5g acting in any horizontal direction.
1615.10.18 ASCE 7, Section 13.6.10.4. Replace ASCE 7 Section 13.6.10.4 as follows:
13.6.10.4 Retainer plates. Retainer plates are required at the top and bottom of the car and counterweight, except where safety devices acceptable to the enforcement agency are provided which meet all requirements of the retainer plates, including full engagement of the machined portion of the rail. The design of the car, cab stabilizers, counterweight guide rails and counterweight frames for seismic forces shall be based on the following requirements:
RAIL SIZE (weight per foot of length, pounds) | WIDTH OF MACHINED SURFACE (inches) | ALLOWABLE RAIL DEFLECTION (inches) |
---|---|---|
For SI: 1 inch = 25 mm, 1 foot = 305 mm, 1 pound = 0.454 kg. | ||
Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an earthquake. | ||
8 | 1 ¼ | 0.20 |
11 | 1 ½ | 0.30 |
12 | 1 ¾ | 0.40 |
15 | 1 31/32 | 0.50 |
18 ½ | 1 31/32 | 0.50 |
22 ½ | 2 | 0.50 |
30 | 2 ¼ | 0.50 |
1615.10.19 ASCE 7, Section 16.1.3.2. Modify ASCE 7 Section 16.1.3.2 by the following:
Where next generation attenuation relations are used in accordance with CBC Section 1802A.6.2, each pair of motion shall be scaled such that for each period between 0.2T and 1.5T, the average of the SRSS spectra from all horizontal component pairs does not fall below the corresponding ordinate of the maximum considered earthquake (MCE) response spectrum determined using NGA relations.
At sites within 5 km of an active fault that controls the hazard, each pair of components shall be rotated to the fault-normal and fault-parallel direction of the causative fault, and shall be scaled so that average of the fault-normal components is not be less than the MCE response spectrum for each period between 0.2T and 1.5T.
1615.10.20 ASCE 7, Section 16.1.4. Modify ASCE 7 Section 16.1.4 by the following:
For each ground motion analyzed, the individual response parameters shall be multiplied by the following scalar quantities:
The distribution of horizontal shear shall be in accordance with Section 12.8.4.
1615.10.21 ASCE 7, Section 16.2.4. Modify ASCE 7 Section 16.2.4 by the following:
1615.10.22 ASCE 7, Section 17.2.1. Modify ASCE 7 Section 17.2.1 by adding the following:
The importance factor, Ip, for parts and portions of a seismically isolated building shall be the same as that required for a fixed-base building of the same occupancy category.
1615.10.23 ASCE 7 Section 17.2.4.7. Modify ASCE 7 Section 17.2.4.7 by adding the following:
The effects of uplift and/or rocking shall be explicitly accounted for in the analysis and in the testing of the isolator units.
1615.10.24 ASCE 7, Section 17.2.5.2. Modify ASCE 7, Section 17.2.5.2 by adding the following:
The separation requirements for the building above the isolation system and adjacent buildings shall be the sum of the factored displacements for each building. The factors to be used in determining separations shall be:
1615.10.25 ASCE 7, Section 17.3.2. Modify ASCE 7, Section 17.3.2 by adding the following:
Where next generation attenuation relations are used in accordance with Section 1803A.6.2, each pair of motion shall be scaled such that for each period between 0.5TD and 1.25TM (Where TD and TM are defined in Section 17.5.3), the average of the SRSS spectra from all horizontal component pairs does not fall below the corresponding ordinate of the maximum considered earthquake (MCE) response spectrum determined using NGA relations.
At sites within 5 km of an active fault that controls the hazard, each pair of components shall be rotated to the fault-normal and fault-parallel direction of the causative fault, and shall be scaled so that average of the fault-normal components is not be less than the MCE response spectrum for each period between 0.5TD and 1.25TM.
1615.10.26 ASCE 7, Section 21.4. Replace ASCE 7, Section 21.4 by the following:
21.4 Design Acceleration Parameters. Where the site-specific procedure is used to determine the design ground motion in accordance with Section 21.3, the parameter SDS shall be taken as the spectral acceleration, Sa, obtained from the site-specific spectra at a period of 0.2 sec, except that it shall not be taken less than 90 percent of the peak spectral acceleration, Sa, at any period larger than 0.2 second. The parameter SDI shall be taken as the greater of the spectral acceleration, Sa, at a period of 1 sec or two times the spectral acceleration, Sa, at a period of 2 sec.
For use with the Equivalent Lateral Force Procedure, the site specific spectral acceleration, Sa at T shall be permitted to replace SDI/T in Equation 12.8-3 and SDITL/T2 in Equation 12.8-4. The parameter SDS calculated per this section shall be permitted to be used in Equations 12.8-2 and 12.8-5. The mapped value of SI shall be used in Equation 12.8-6. The parameters SMSand SMI shall be taken as 1.5 times SDS and SDI, respectively. The values so obtained shall not be less than 80 percent of the values determined in accordance with Section 11.4.3 for SMS and SMI and Section 11.4.4 for SDS and SDI.
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CEC | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS/CC | 1 | 2 | 3 | 4 | |||||||||||
Adopt entire chapter | X | X | X | |||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | ||||||||||||||||||||
Adopt only those sections that are listed below | X | |||||||||||||||||||
Chapter/Section | ||||||||||||||||||||
1607A.7.2 | X | |||||||||||||||||||
1601A.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code.
1601A.1.1 Application. The scope of application of Chapter 16A is as follows:
Exception: [OSHPD 2] Single-story Type V skilled nursing or intermediate care facilities utilizing wood-frame or light-steel-frame construction as defined in Health and Safety Code Section 129725, which shall comply with Chapter 16 and any applicable amendments therein.
1601A.1.2 Amendments in this chapter. DSA-SS and OSHPD adopt this chapter and all amendments.
Exception: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopting agency, as follows:
- Division of the State Architect-Structural Safety:
[DSA-SS] - For applications listed in Section 1.9.2.1.
- Office of Statewide Health Planning and Development:
[OSHPD 1] - For applications listed in Section 1.10.1.
[OSHPD 4] - For applications listed in Section 1.10.4.
1601A.2 References. All referenced codes and standards listed in Chapter 35 shall include all the modifications contained in this code to referenced standards. In the event of any discrepancy between this code and a referenced standard, refer to Section 1.1.7.
1601A.3 Enforcement agency approval. In addition to the requirements of California Code of Regulations (C.C.R.) Title 24, Parts 1 and 2, any aspect of project design, construction, quality assurance or quality control programs for which this code requires approval by the design professional are also subject to approval by the enforcement agency.
1602A.1 Definitions. The following words and terms shall, for the purposes of this chapter, have the meanings shown herein.
ALLOWABLE STRESS DESIGN. A method of proportioning structural members, such that elastically computed stresses produced in the members by nominal loads do not exceed specified allowable stresses (also called “ working stress design”).
ALTERNATIVE SYSTEM. [OSHPD 1 & 4] Alternative materials, design and methods of construction in accordance with Section 104.11, Section 11.1.4 of ASCE 7 or structural design criteria as approved by the enforcement agency.
DEAD LOADS. The weight of materials of construction incorporated into the building, including but not limited to walls, floors, roofs, ceilings, stairways, built-in partitions, finishes, cladding and other similarly incorporated architectural and structural items, and the weight of fixed service equipment, such as cranes, plumbing stacks and risers, electrical feeders, heating, ventilating and air-conditioning systems and automatic sprinkler systems.
DESIGN STRENGTH. The product of the nominal strength and a resistance factor (or strength reduction factor).
DIAPHRAGM. A horizontal or sloped system acting to transmit lateral forces to the vertical-resisting elements. When the term “diaphragm” is used, it shall include horizontal bracing systems.
Diaphragm, blocked. In light-frame construction, a diaphragm in which all sheathing edges not occurring on a framing member are supported on and fastened to blocking.
Diaphragm boundary. In light-frame construction, a location where shear is transferred into or out of the diaphragm sheathing. Transfer is either to a boundary element or to another force-resisting element.
Diaphragm chord. A diaphragm boundary element perpendicular to the applied load that is assumed to take axial stresses due to the diaphragm moment.
Diaphragm flexible. A diaphragm is flexible for the purpose of distribution of story shear and torsional moment where so indicated in Section 12.3.1 of ASCE 7, as modified in Section 1613A.6.1.
Diaphragm, rigid. A diaphragm is rigid for the purpose of distribution of story shear and torsional moment when the lateral deformation of the diaphragm is less than or equal to two times the average story drift.
DURATION OF LOAD. The period of continuous application of a given load, or the aggregate of periods of intermittent applications of the same load.
ENFORCEMENT AGENT. That individual within the agency or organization charged with responsibility for agency or organization compliance with the requirements of this code.
79Used interchangeably with “Building Official” and “Code Official”.
ESSENTIAL FACILITIES. Buildings and other structures that are intended to remain operational in the event of extreme environmental loading from flood, wind, snow or earthquakes.
FABRIC PARTITION. A partition consisting of a finished surface made of fabric, without a continuous rigid backing, that is directly attached to a framing system in which the vertical framing members are spaced greater than 4 feet (1219 mm) on center.
FACTORED LOAD. The product of a nominal load and a load factor.
GUARD. See Section 1002.1.
HOSPITAL BUILDING. Any building defined in Section 129725, Health and Safety Code.
IMPACT LOAD. The load resulting from moving machinery, elevators, craneways, vehicles and other similar forces and kinetic loads, pressure and possible surcharge from fixed or moving loads.
LIMIT STATE. A condition beyond which a structure or member becomes unfit for service and is judged to be no longer useful for its intended function (serviceability limit state) or to be unsafe (strength limit state).
LIVE LOADS. Those loads produced by the use and occupancy of the building or other structure and do not include construction or environmental loads such as wind load, snow load, rain load, earthquake load, flood load or dead load.
LIVE LOADS (ROOF). Those loads produced (1) during maintenance by workers, equipment and materials; and (2) during the life of the structure by movable objects such as planters and by people.
LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A method of proportioning structural members and their connections using load and resistance factors such that no applicable limit state is reached when the structure is subjected to appropriate load combinations. The term “LRFD” is used in the design of steel and wood structures.
LOAD EFFECTS. Forces and deformations produced in structural members by the applied loads.
LOAD FACTOR. A factor that accounts for deviations of the actual load from the nominal load, for uncertainties in the analysis that transforms the load into a load effect, and for the probability that more than one extreme load will occur simultaneously.
LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitude, such as dead loads. All other loads are variable loads (see also “Nominal loads”).
NOMINAL LOADS. The magnitudes of the loads specified in this chapter (dead, live, soil, wind, snow, rain, flood and earthquake).
OCCUPANCY CATEGORY. A category used to determine structural requirements based on occupancy.
OTHER STRUCTURES. Structures, other than buildings, for which loads are specified in this chapter.
PANEL (PART OF A STRUCTURE). The section of a floor, wall or roof comprised between the supporting frame of two adjacent rows of columns and girders or column bands of floor or roof construction.
RESISTANCE FACTOR. A factor that accounts for deviations of the actual strength from the nominal strength and the manner and consequences of failure (also called “strength reduction factor”).
STRENGTH, NOMINAL. The capacity of a structure or member to resist the effects of loads, as determined by computations using specified material strengths and dimensions and equations derived from accepted principles of structural mechanics or by field tests or laboratory tests of scaled models, allowing for modeling effects and differences between laboratory and field conditions.
STRENGTH, REQUIRED. Strength of a member, cross section or connection required to resist factored loads or related internal moments and forces in such combinations as stipulated by these provisions.
STRENGTH DESIGN. A method of proportioning structural members such that the computed forces produced in the members by factored loads do not exceed the member design strength [also called “load and resistance factor design”(LRFD)]. The term “strength design” is used in the design of concrete and masonry structural elements.
VEHICLE BARRIER SYSTEM. A system of building components near open sides of a garage floor or ramp or building walls that act as restraints for vehicles.
NOTATIONS.
80D = Dead load.
E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7.
F = Load due to fluids with well-defined pressures and maximum heights.
Fa = Flood load in accordance with Chapter 5 of ASCE 7.
H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials.
L = Live load, except roof live load, including any permitted live load reduction.
Lr = Roof live load including any permitted live load reduction.
R = Rain load.
S = Snow load.
T = Self-straining force arising from contraction or expansion resulting from temperature change, shrinkage, moisture change, creep in component materials, movement due to differential settlement or combinations thereof.
W = Load due to wind pressure.
1603A.1 General. Construction documents shall show the size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603A.1.1 through 1603A.1.9 shall be indicated on the construction documents.
Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:
- Floor and roof live loads.
- Ground snow load, Pg.
- Basic wind speed (3-second gust), miles per hour (mph) (km/hr) and wind exposure.
- Seismic design Category and site class.
- Flood design data, if located in flood hazard areas established in Section 1612A.3.
- Design load-bearing values of soils.
[DSA-ASS] Additional requirements are included in Section 4-210 and 4-317 of the California Administrative Code (Part 1, Title 24, C.C.R).
[OSHPD 1] Additional requirements are included in Section 7-115 and 7-125 of the California Administrative Code (Part 1, Title 24, C.C.R).
1603A.1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607A.9 shall be indicated for each type of live load used in the design.
1603A.1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas (Section 1607A.11).
1603A.1.3 Roof snow load. The ground snow load, Pg, shall be indicated. In areas where the ground snow load, Pg, exceeds 10 pounds per square foot (psf) (0.479 kN/m2), the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:
1603A.1.4 Wind design data. The following information related to wind loads shall be shown, regardless of whether wind loads govern the design of the lateral-force-resisting system of the building:
1603A.1.5 Earthquake design data. The following information related to seismic loads shall be shown, regardless of whether seismic loads govern of the design of the lateral-force-resisting system of the building:
1603A.1.5.1 Connections. Connections that resist design seismic forces shall be designed and detailed on the design drawings.
1603A.1.6 Geotechnical information. The design load-bearing values of soils shall be shown on the construction documents.
1603A.1.7 Flood design data. For buildings located in whole or in part in flood hazard areas as established in Section 1612A.3, the documentation pertaining to design, if required in Section 1612A.5, shall be included and the following information, referenced to the datum on the community's Flood Insurance Rate Map (FIRM), shall be shown, regardless of whether flood loads govern the design of the building:
1603A.1.8 Special loads. Special loads that are applicable to the design of the building, structure or portions, thereof shall be indicated along with the specified section of this code that addresses the special loading condition.
1603A.1.9 Systems and components requiring special inspections for seismic resistance. Construction documents
81or specifications shall be prepared for those systems and components requiring special inspection for seismic resistance as specified in Section 1707.1 by the registered design professional responsible for their design and shall be submitted for approval in accordance with Section 107.1 Reference to seismic standards in lieu of detailed drawings is acceptable.
1603A.1.10 Construction procedures. Where unusual erection or construction procedures are considered essential by the project structural engineer or architect in order to accomplish the intent of the design or influence the design, such procedure shall be indicated on the construction documents.
1604A.1 General. Building, structures and parts thereof shall be designed and constructed in accordance with strength design, load and resistance factor design, allowable stress design, empirical design or conventional construction methods, as permitted by the applicable material chapters.
1604A.2 Strength. Buildings and other structures, and parts thereof, shall be designed and constructed to support safely the factored loads in load combinations defined in this code without exceeding the appropriate strength limit states for the materials of construction. Alternatively, buildings and other structures, and parts thereof, shall be designed and constructed to support safely the nominal loads in load combinations defined in this code without exceeding the appropriate specified allowable stresses for the materials of construction.
Loads and forces occupancies or uses not covered in this chapter shall be subject to the approval of the building official.
1604A.3 Serviceability. Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections and lateral drift. See Section 12.12.1 of ASCE 7 for drift limits applicable to earthquake loading.
1604A.3.1 Deflections. The deflections of structural members shall not exceed the more restrictive of the limitations of Sections 1604A.3.2 through 1604A.3.6 or that permitted by Table 1604A.3.
1604A.3.2 Reinforced concrete. The deflection of reinforced concrete structural members shall not exceed that permitted by ACI 318.
1604A.3.3 Steel. The deflection of steel structural members shall not exceed that permitted by AISC 360, AISI S100, ASCE 3, ASCE 8, SJI CJ-1.0, SJI JG-1.1, SJI K-1.1 or SJI LH/DLH-1.1, as applicable.
1604A.3.4 Masonry. The deflection of masonry structural members shall not exceed that permitted by TMS 402/ACI 530/ASCE 5.
1604A.3.5 Aluminum. The deflection of aluminum structural members shall not exceed that permitted by AA ADM1.
1604A.3.6 Limits. Deflection of structural members over span, l, shall not exceed that permitted by Table 1604A.3.
1604A.3.7 Horizontal diaphragms. The maximum span-width ratio for any roof or floor diaphragm shall not exceed those given in Table 4.2.4 of AF & PA SDPWS or ICC-ES AC 43 unless test data and design calculations acceptable to the enforcement agency are submitted and approval for the use of other span-width ratios. Concrete diaphragm shall not exceed span-width ratios for equivalent composite floor diaphragm in ICC-ES AC 43.
1604A.3.8 Deflections. Deflection criteria for materials not specified shall be developed by the project architect or structural engineer in a manner consistent with the provisions of this section and approved by the enforcement agency.
CONSTRUCTION | L | S or Wf | D+ Ld,g |
---|---|---|---|
For SI: 1 foot = 304.8 mm. | |||
a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed l/60. For secondary roof structural members supporting formed metal roofing, the live load deflection shall not exceed 11150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/90. For roofs, this exception only applies when the metal sheets have no roof covering. | |||
b. Interior partitions not exceeding 6 feet in height and flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607A.13. | |||
c. See Section 2403 for glass supports. | |||
d. For wood structural members having a moisture content of less than 16 percent at time of installation and used under dry conditions, the deflection resulting from L + 0.5D is permitted to be substituted for the deflection resulting from L + D. | |||
e. The above deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to assure adequate drainage shall be investigated for ponding. See Section 1611 A for rain and ponding requirements and Section 1503.4 for roof drainage requirements. | |||
f. The wind load is permitted to be taken as 0.7 times the “component and cladding” loads for the purpose of determining deflection limits herein. | |||
g. For steel structural members, the dead load shall be taken as zero. | |||
h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers, not supporting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed l/60. For continuous aluminum structural members supporting edge of glass, or aluminum sandwich panels, the total load deflection shall not exceed l/175 for each glass lite or l/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed l/120. | |||
i. For Cantilever members, l shall be taken as twice the length of the cantilever. | |||
Roof members:e | |||
Supporting plaster ceiling | l/360 | l/360 | l/240 |
Supporting nonplaster ceiling | l/240 | l/240 | l/180 |
Not supporting ceiling | l/180 | l/180 | l/120 |
Floor members | l/360 | — | l/240 |
Exterior walls and interior partitions: | |||
With brittle finishes | — | l/240 | — |
With flexible finishes | — | l/120 | — |
Veneered walls, anchored veneers and adhered veneers over 1 inch (25 mm) thick, including the mortar backing | Section 1405.10 | ||
Farm buildings | — | — | l/180 |
Greenhouses | — | — | l/120 |
1604A.4 Analysis. Load effects on structural members and their connections shall be determined by methods of structural analysis that into account equilibrium, general stability, geometric compatibility and both short- and long-term material properties.
Members that tend to accumulate residual deformations under repeated service loads shall have included in their analysis the added eccentricities expected to occur during their service life.
Any system or method of construction to be used shall be based on a rational analysis in accordance with well-established principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transferring loads from their point of origin to the load-resisting elements.
The total lateral force shall be distributed to the various vertical elements of the lateral-force-resisting system in proportion to their rigidities, considering the rigidity of the horizontal bracing system or diaphragm. Rigid elements assumed not to be a part of the lateral-force-resisting system are permitted to be incorporated into buildings provided their effect on the action of the system is considered and provided for in the design. Except where diaphragms are flexible, or are permitted to be analyzed as flexible, provisions shall be made for the increased forces induced on resisting elements of the structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral-force-resisting system.
Every structure shall be designed to resist the overturning effects caused by the lateral forces specified in this chapter. See Section 1609A for wind loads, Section 1610A for lateral soil loads and Section 1613A for earthquake loads.
1604A.5 Occupancy category. Each building and structure shall be assigned an occupancy category in accordance with Table 1604A.5.
1604A.5.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same occupancy category, it shall be assigned the classification of the highest occupancy category corresponding to the various occupancies. Where buildings or structures have two or more portions that are structurally separated, each portion shall be separately classified. Where a separated portion of a building or structure provides required access to, required egress from or shares life safety components with another portion having a higher occupancy category, both portions shall be assigned to the higher occupancy category.
1604A.6 In-situ load tests. The building official is authorized to require an engineering analysis or a load test, or both, of any construction whenever there is reason to question the safety of the construction for the intended occupancy. Engineering analysis and load tests shall be conducted in accordance with Section 1714.
1604A.7 Preconstruction load tests. Materials and methods of construction that are not capable of being designed by approved engineering analysis or that do not comply with the applicable material design standards listed in Chapter 35, or alternative test procedures in accordance with Section 1712A, shall be load tested in accordance with Section 1715A.
1604A.8 Anchorage.
1604A.8.1 General. Anchorage of the roof to walls and columns, and of walls and columns to foundations, shall be provided to resist the uplift and sliding forces that result from the application of the prescribed loads.
1604A.8.2 Walls. Walls shall be anchored to floors, roofs and other structural elements that provide lateral support for the wall. Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces specified in this chapter but not less than the minimum strength design horizontal force specified in Section 11.7.3 of ASCE 7, substituted for “E” in the load combinations of Section 1605A.2 or 1605A.3. Concrete and masonry walls shall be designed to resist bending between anchors where the anchor spacing exceeds 4 feet (1219 mm). Required anchors in masonry walls of hollow units or cavity walls shall be embedded in a reinforced grouted structural element of the wall. See Sections 1609A for wind design requirements and 1613A for earthquake design requirements.
1604A.8.3 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. Connections of decks with cantilevered framing members to exterior walls or other framing members shall be designed for both of the following:
1604A.9 Counteracting structural actions. Structural members, systems, components and cladding shall be designed to resist forces due to earthquake and wind, with consideration of overturning, sliding and uplift. Continuous load paths shall be provided for transmitting these forces to the foundation. Where sliding is used to isolate the elements, the effects of friction between sliding elements shall be included as a force.
1604A.10 Wind and seismic detailing. Lateral-force-resisting systems shall meet seismic detailing requirements and limitations prescribed in this code and ASCE 7, excluding Chapter 14 and Appendix 11A, even when wind load effects are greater than seismic load effects.
83OCCUPANCY CATEGORY | NATURE OF OCCUPANCY |
---|---|
a. For purposes of occupant load calculation, occupancies required by Table 1004.1.1 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load. | |
I | Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to:
|
II | Buildings and other structures except those listed in Occupancy Categories I, III and IV |
III | Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to:
|
IV | Buildings and other structures designated as essential facilities, including but not limited to:
|
1605A.1 General. Buildings and other structures and portions thereof shall be designed to resist:
Applicable loads shall be considered, including both earthquake and wind, in accordance with the specified load combinations. Each load combination shall also be investigated with one or more of the variable loads set to zero.
Where the load combinations with overstrength factor in Section 12.4.3.2 of ASCE 7 apply, they shall be used as follows:
1605A.1.1 Stability. Regard less of which load combinations are used to design for strength, where overall structure
84stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combinations specified in Section 1605A.2 or 1605A.3 shall be permitted. Where the load combinations specified in Section 1605A.2 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be verified in accordancewith Section 1807A.2.3. When using allowable stress design, factor of safety for soil bearing values shall not be less than the overstrength factor of the structures supported.
1605A.2 Load combinations using strength design or load and resistance factor design.
1605A.2.1 Basic load combinations. Where strength design or load and resistance factor design is used, structures and portions thereof shall resist the most critical effects from the following combinations of factored loads:
where:
f1 = 1 for floors in places of public assembly, for live loads in excess of 100 pounds per square foot (4.79 kN/m2), and for parking garage live load, and
= 0.5 for other live loads.
f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure, and
= 0.2 for other roof configurations.
Exception: Where other factored load combinations are specifically required by the provisions of this code, such combinations shall take precedence.
1605A.2.2 Flood loads. Where flood loads, Fa, are to be considered in the design, the load combinations of Section 2.3.3 of ASCE 7 shall be used.
1605A.3 Load combinations using allowable stress design.
1605A.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by this code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads:
Exceptions:
- Crane book loads need not be combined with roof live load or with more than three-fourths of the snow load or one-half of the wind load.
- Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m2), 20 percent shall be combined with seismic loads.
1605A.3.1.1 Stress increases. Increases in allowable stresses specified in the appropriate material chapter or the referenced standards shall not be used with the load combinations of Section 1605A.3.1, except that increases shall be permitted in accordance with Chapter 23.
1605A.3.1.2 Flood loads. Where flood loads, Fa, are to be considered in design, the load combinations of Section 2.4.2 of ASCE 7 shall be used.
1605A.3.2 Alternative basic load combinations. In lieu of the basic load combinations specified in Section 1605A.3.1, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. When using these alternative basic load combinations that include wind or seismic loads, allowable stresses are permitted to be increased or load combinations reduced where permitted by the material chapter of this code or the referenced standards. For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely to be in place during a design wind event shall be used. Where wind loads are calculated in accordance with Chapter 6 of ASCE 7, the coefficient ω in the following equations shall be taken as 1.3. For other wind loads, ω shall be taken as 1. When using these alternative load combinations to evaluate sliding, overturning and soil bearing at the soil-structure interface, the reduction of foundation overturning from Section 12.13.4 in ASCE 7 shall not be used. When using these alternative basic load combinations for proportioning foundations for loadings, which include seismic loads, the vertical seismic load effect, Eν, in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero.
Exceptions:
- Crane hook loads need not be combined with roof live loads or with more than three-fourths of the snow load or one-half of the wind load.
- Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m2), 20 percent shall be combined with seismic loads.
1605A.3.2.1 Other loads. Where F, H or T are to be considered in the design, each applicable load shall be added to the combinations specified in Section 1605A.3.2.
1605A.4 Heliports and helistops. Heliport and helistop landing areas shall be designed for the following loads, combined in accordance with Section 1605A:
1606A.1 Gerneral. Dead loads are those loads defined in Section 1602A.1. Dead loads shall be considered permanent loads.
1606A.2 Design dead load. For purposes of design, the actual weights of materials of construction and fixed service equipment shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.
1606A.3 Roof dead loads. The design dead load shall provide for the weight of at least one additional roof covering in addition to other applicable loadings if the new roof covering is permitted to be applied over the original roofing without its removal, in accordance with Section 1510.
1607A.1 General. Live loads are those loads defined in Section 1602A.1.
1607A.2 Loads not specified. For occupancies or uses not designated in Table 1607A.1, the live load shall be determined in accordance with a method approved by the building official.
1607A.3 Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 1607A.1.
1607A.4 Concentrated loads. Floors and other similar surfaces shall be designed to support the uniformly distributed live loads prescribed in Section 1607A.3 or the concentrated load, in pounds (kilonewtons), given in Table 1607A.1, whichever produces the greater load effects. Unless otherwise specified, the indicated concentration shall be assumed to be uniformly distributed over an area 2½ feet by 2½ feet [6¼ square feet (0.58 m2)] and shall be located so as to produce the maximum load effects in the structural members.
1607A.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents, unless the specified live load exceeds 80 psf (3.83 kN/m2). The partition load shall not be less than a uniformly distributed live load of 15 psf (0.74 kN/m2).
1607A.6 Truck and bus garages. Minimum live loads for garages having trucks or buses shall be as specified in Table 1607A.6, but shall not be less than 50 psf (2.40 kN/m2), unless other loads are specifically justified and approved by the building official. Actual loads shall be used where they are greater than the loads specified in the table.
1607A.6.1 Truck and bus garage live load application. The concentrated load and uniform load shall be uniformly distributed over a 10-foot (3048 mm) width on a line normal to the centerline of the lane placed within a 12-foot-wide (3658 mm) lane. The loads shall be placed within their individual lanes so as to produce the maximum stress in each structural member. Single spans shall be designed for the uniform load in Table 1607A.6 and one simultaneous concentrated load positioned to produce the maximum effect. Multiple spans shall be designed for the uniform load in Table 1607A.6 on the spans and two simultaneous concentrated loads in two spans positioned to produce the maximum negative moment effect. Multiple span design loads, for other effects, shall be the same as for single spans.
LOADING CLASSa | UNIFORM LOAD (pounds/linear foot of lane) | CONCENTRATED LOAD(pounds)b | |
---|---|---|---|
For moment design | For shear design | ||
For SI: 1 pound per linear foot = 0.01459 kN/m, 1 pound=0.004448kN, 1 ton = 8.90 kN. | |||
a. An H loading class designates a two-axle truck with a semitrailer. An HS loading class designates a tractor truck with a semitrailer. The numbers following the letter classification indicate the gross weight in tons of the standard truck and the year the loadings were instituted. | |||
b. Section 1607.6.1 for the loading of multiple spans. | |||
H20-44 and HS20-44 | 640 | 18,000 | 26,000 |
H15-44 and HS15-44 | 480 | 13,500 | 19,500 |
1607A.7 Loads on handrails, guards, grab bars, shower seats, dressing room bench seats and vehicle barrier systems. Handrails, guards, grab bars, accessible seats, accessible benches and vehicle barrier systems shall be designed and constructed to the structural loading conditions set forth in this section.
1607A.7.1 Handrails and guards. Handrails and guards shall be designed to resist a load of 50 pounds per linear foot (plf) (0.73 kN/m) applied in any direction at the top and to transfer this load through the supports to the structure. Glass handrail assemblies and guards shall also comply with Section 2407.
Exceptions:
- For one-and two-family dwellings, only the single concentrated load required by Section 1607A.7.1.1 shall be applied.
- In Group I-3, F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 pounds per foot (0.29 kN/m).
1607A.7.1.1 Concentrated load. Handrails and guards shall be able to resist a single concentrated load of 200 pounds (0.89 kN), applied in any direction at any point along the top, and to transfer this load through the supports to the structure. This load need not be assumed to act concurrently with the loads specified in Section 1607A.7.1.
1607A.7.1.2 Components. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds (0.22 kN) on an area equal to 1 square foot (0.093 m2), including openings and space between rails. Reactions due to this loading are not required to be super imposed with those of Section 1607A.7.1 or 1607A.7.1.1.
1607A.7.2 Grab bars, shower seats and dressing room bench seats. Grab bars, shower seats and dressing room bench seat systems shall be designed to resist a single concentrated load of 250 pounds (1.11 kN) applied in any direction
88at any point. [DSA-AC] See Chapter 11A, Section 1127A.4, and Chapter 11B, Sections 1115B.7.2 and 1117B.8, for grab bars, shower seats and dressing room bench seats, as applicable.
1607A.7.3 Vehicle barrier systems. Vehicle barrier systems for passenger vehicles shall be designed to resist a single load of 6,000 pounds (26.70 kN) applied horizontally in any direction to the barrier system and shall have anchorage or attachment capable of transmitting this load to the structure. For design of the system, two loading conditions shall be analyzed. The first conditions shall apply the load at a height of 1 foot, 6 inches (457 mm) above the floor or ramp surface. The second loading condition shall apply the load at 2 feet, 3 inches (686 mm) above the floor or ramp surface. The more severe load condition shall govern the design of the barrier restraint system. The load shall be assumed to act on an area not to exceed 1 square foot (0.0929 m2), and is not required to be assumed to act concurrently with any handrail or guard loadings specified in Section 1607A.7.1. Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings.
1607A.8 Impact loads. The live loads specified in Section 1607A.3 include allowance for impact conditions. Provisions shall be made in the structural design for uses and loads that involve unusual vibration and impact forces.
1607A.8.1 Elevators. Elevator loads shall be increased by 100 percent for impact and the structural supports shall be designed within the limits of deflection prescribed by ASME A17.1.
1607A.8.2 Machinery. For the purpose of design, the weight of machinery and moving loads shall be increased as follows to allow for impact: (1) elevator machinery, 100 percent; (2) light machinery, shaft-or motor-driven, 20 percent; (3) reciprocating machinery or power-driven units, 50 percent; (4) hangers for floors or balconies, 33 percent. Percentages shall be increased where specified by the manufacturer.
1607A.9 Reduction in live loads. Except for uniform live loads at roofs, all other minimum uniformly distributed live loads, Lo, in Table 1607A.1 are permitted to be reduced in accordance with Section 1607A.9.1 or 1607A.9.2. Roof uniform live loads, other than special purpose roofs of Section 1607A.11.2.2, are permitted to be reduced in accordance with Section 1607A.11.2. Roof uniform live loads of special purpose roofs are permitted to be reduced in accordance with Section 1607A.9.1 or 1607A.9.2.
1607A.9.1 General. Subject to the limitations of Sections 1607A.9.1.1 through 1607A.9.1.4, members for which a value of KLLAT is 400 square feet (37.16 m2) or more are permitted to be designed for a reduced live load in accordance with the following equation:
where:
L = Reduced design live load per square foot (meter) of area supported by the member.
Lo = Unreduced design live load per square foot (meter) of area supported by the member (see Table 1607A.1).
KLL = Live load element factor (see Table 1607A.9.1).
AT = Tributary area, in square feet (square meters).
L shall not be less than 0.50Lo for members supporting one floor and L shall not be less than 0.40Lo for members supporting two or more floors.
ELEMENT | KLL |
---|---|
Interior Columns Exterior columns without cantilever slabs | 4 4 |
Edge columns with cantilever slabs | 4 |
Corner columns with cantilever slabs Edge beams without cantilever slabs Interior beams | 2 2 2 |
All other members not identified above including: Edge beams with cantilever slabs Cantilever beams One-way slabs Two-way slabs Members without provisions for continuous shear transfer normal to their span | 1 |
1607A.9.1.1 One-way slabs. The tributary area, AT, for use in Equation 16A-22 for one-way slabs shall not exceed an area defined by the slab span times a width normal to the span of 1.5 times the slab span.
1607A.9.1.2 Heavy live loads. Live loads that exceed 100 psf (4.79 kN/m2) shall not be reduced.
Exceptions:
- The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall not be less than L as calculated in Section 1607A.9.1.
- For uses other than storage, where approved, additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.
1607A.9.1.3 Passenger vehicle garages. The live loads shall not be reduced in passenger vehicle garages.
Exception: The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall not be less than L as calculated in Section 1607A.9.1.
1607A.9.1.4 Group A occupancies. Live loads of 100 psf (4.79 kN/m2) and at areas where fixed seats are located shall not be reduced in Group A occupancies.
1607A.9.1.5 Roof members. Live loads of 100 psf (4.79 kN/m2) or less shall not be reduced for roof members except as specified in Section 1607A.11.2.
1607A.9.2 Alternate floor live load reduction. As an alternative to Section 1607A.9.1, floor live loads are permitted to be reduced in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations.
Exception: For uses other than storage, where approved, additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.
For SI: R = 0.861 (A - 13.94)
Such reduction shall not exceed the smallest of:
where:
A = Area of floor supported by the member, square feet (m2).
D = Dead load per square foot (m2) of area supported.
Lo = Unreduced live load per square foot (m2) of area supported.
R = Reduction in percent.
1607A.10 Distribution of floor loads. Where uniform floor live loads are involved in the design of structural members arranged so as to create continuity, the minimum applied loads shall be the full dead loads on all spans in combination with the floor live loads on spans selected to produce the greatest effect at each location under consideration. It shall be permitted to reduce floor live loads in accordance with Section 1607A.9.
1607A.11 Roof loads. The structural supports of roofs and marquees shall be designed to resist wind and, where applicable, snow and earthquake loads, in addition to the dead load of construction and the appropriate live loads as prescribed in this section, or as set forth in Table 1607A.1. The live loads acting on a sloping surface shall be assumed to act vertically on the horizontal projection of that surface.
1607A.11.1 Distribution of roof loads. Where uniform roof live loads are reduced to less than 20 psf (0.96 kN/m2) in accordance with Section 1607A.11.2.1 and are applied to the design of structural members arranged so as to create continuity, the reduced roof live load shall be applied to adjacent spans or to alternate spans, whichever produces the most unfavorable load effect. See Section 1607A.11.2 for reductions in minimum roof live loads and Section 7.5 of ASCE 7 for partial snow loading.
1607A.11.2 Reduction in roof live loads. The minimum uniformly distributed live loads of roofs and marquees, Lo, in Table 1607A.1 are permitted to be reduced in accordance with Section 1607A.11.2.1 or 1607A.11.2.2.
1607A.11.2.1 Flat, pitched and curved roofs. Ordinary flat, pitched and curved roofs, and awnings and canopies other than of fabric construction supported by lightweight rigid skeleton structures, are permitted to be designed for a reduced roof live load as specified in the following equations or other controlling combinations of loads in Section 1605A, whichever produces the greater load.
In structures such as greenhouses, where special scaffolding is used as a work surface for workers and materials during maintenance and repair operations, a lower roof load than specified in the following equations shall not be used unless approved by the building official. Such structures shall be designed for a minimum roof live load of 12 psf (0.58 kN/m2).
where: 12≤Lr≤20
For SI: Lr = LoR1R2
where: 0.58≤Lr≤0.96
Lr = Reduced live load per square foot (m2) of horizontal projection in pounds per square foot (kN/m2).
The reduction factors R1 and R2 shall be determined as follows:
For SI: 1.2–0.011At for 18.58 square meters At55.74 square meters
where:
At = Tributary area (span length multiplied by effective width) in square feet (m2) supported by any structural member, and
where:
F = For a sloped roof, the number of inches of rise per foot (for SI:F = 0.12×slope, with slope expressed as a percentage), or for an arch or dome, the rise-to-span ratio multiplied by 32.
1607A.11.2.2 Special-purpose roofs. Roofs used for promenade purposes, roof gardens, assembly purposes or other special purposes, and marquees, shall be designed for a minimum live load, Lo, as specified in Table 1607A.1. Such live loads are permitted to be reduced in accordance with Section 1607A.9. Live loads of 100 psf (4.79 kN/m2) or more at areas of roofs classified as Group A occupancies shall not be reduced.
1607A.11.3 Landscaped roofs. Where roofs are to be landscaped, the uniform design live load in the landscaped area shall be 20 psf (0.958 kN/m2). The weight of the landscaping materials shall be considered as dead load and shall be computed on the basis of saturation of the soil.
1607A.11.4 Awnings and canopies. Awnings and canopies shall be designed for uniform live loads as required in Table 1607A.1 as well as for snow loads and wind loads as specified in Sections 1608A and 1609A.
1607A.11.5 Uncovered open-frame roof structures. Uncovered open-frame roof structures shall be designed for a vertical live load of not less than 10 pounds per square foot (0.48 kN/m2) of the total area encompassed by the framework.
1607A.12 Crane loads. The crane live load shall be the rated capacity of the crane. Design loads for the runway beams, including connections and support brackets, of moving bridge cranes and monorail cranes shall include the maximum wheel loads of the crane and the vertical impact, lateral and longitudinal forces induced by the moving crane.
1607A.12.1 Maximum wheel load. The maximum wheel loads shall be the wheel loads produced by the weight of the bridge, as applicable, plus the sum of the rated capacity and the weight of the trolley with the trolley positioned on its runway at the location where the resulting load effect is maximum.
1607A.12.2 Vertical impact force. The maximum wheel loads of the crane shall be increased by the percentages shown below to determine the induced vertical impact or vibration force:
Monorail cranes (powered) | 25 percent |
Cab-operated or remotely operated bridge cranes (powered) | 25 percent |
Pendant-operated bridge cranes (powered) | 10 percent |
Bridge cranes or monorail cranes with hand-geared bridge, trolley and hoist | 0 percent |
1607A.12.3 Lateral force. The lateral force on crane runway beams with electrically powered trolleys shall be calculated as 20 percent of the sum of the rated capacity of the crane and the weight of the hoist and trolley. The lateral force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction perpendicular to the beam, and shall be distributed according to the lateral stiffness of the runway beam and supporting structure.
1607A.12.4 Longitudinal force. The longitudinal force on crane runway beams, except for bridge cranes with hand-geared bridges, shall be calculated as 10 percent of the maximum wheel loads of the crane. The longitudinal force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction parallel to the beam.
1607A.13 Interior walls and partitions. Interior walls and partitions that exceed 6 feet (1829 mm) in height, including their finish materials, shall have adequate strength to resist the loads to which they are subjected but not less than a horizontal load of 5 psf (0.240 kN/m2). The 5 psf (0.24 kN/m2) load need not be applied simultaneously with wind or seismic loads. The deflection of such walls under a load of 5 psf (0.24 kN/m2) shall not exceed the limits in Table 1604A.3.
Exception: Fabric partitions complying with Section 1607A.13.1 shall not be required to resist the minimum horizontal load of 5 psf (0.24 kN/m2).
1607A.13.1 Fabric partitions. Fabric partitions that exceed 6 feet (1829 mm) in height, including their finish materials, shall have adequate strength to resist the following load conditions:
1608A.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7, but the design roof load shall not be less than that determined by Section 1607A.
1608A.2 Ground snow loads. The ground snow loads to be used in determining the design snow loads for roofs shall be determined in accordance with ASCE 7 or Figure 1608A.2 for the contiguous United States. Site-specific case studies shall be made in areas designated “CS” in Figure 1608A.2. Ground snow loads for sites at elevations above the limits indicated in Figure 1608A.2 and for all sites within the CS areas shall be approved. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2-percent annual probability of being exceeded (50-year mean recurrence interval).
1608A.3 Determination of snow loads. [DSA-SS] The ground snow load or the design snow load for roofs shall conform with the adopted ordinance of the city, county, or city and county in which the project site is located, and shall be approved by DSA.
FIGURE 1608A.2
GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)
FIGURE 1608A.2–continued
GROUND SNOW LOADS, pg FOR THE UNITED STATES (psf)
1609A.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures.
1609A.1.1 Determination of wind loads. Wind loads on every building or structure shall be determined in accordance with Chapter 6 of ASCE 7 or provisions of the alternate all-heights method in Section 1609A.6. The type of opening protection required, the basic wind speed and the exposure category for a sites is permitted to be determined in accordance with Section 1609A or ASCE 7. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered.
Exceptions:
- Subject to the limitations of Section 1609A.1.1.1, the provisions of ICC 600 shall be permitted for applicable Group R-2 and R-3 buildings.
- Subject to the limitations of Section 1609A.1.1.1, residential structures using the provisions of the AF&PA WFCM.
- Subject to the limitations of Section 1609A.1.1.1, residential structures using the provisions of AISI S230.
- Designs using NAAMM FP 1001.
- Designs using TIA-222 for antenna-supporting structures and antennas.
- Wind tunnel tests in accordance with Section 6.6 of ASCE 7, subject to the limitations in Section 1609A.1.1.2.
1609A.1.1.1 Applicability. The provisions of ICC 600 are applicable only to buildings located within Exposure B or C as defined in Section 1609A.4. The provisions of ICC 600, AF&PA WFCM and AISI S230 shall not apply to buildings sited on the upper half of an isolated hill, ridge or escarpment meeting the following conditions:
1609A.1.1.2 Wind tunnel test limitations. The lower limit on pressures for main wind-force-resisting systems and components and cladding shall be in accordance with Sections 1609A.1.1.2.1 and 1609A.1.1.2.2.
1609A.1.1.2.1 Lower limits on main wind-force-resisting system. Base overturning moments determined from wind tunnel testing shall be limited to not less than 80 percent of the design base overturning moments determined in accordance with Section 6.5 of ASCE 7, unless specific testing is performed that demonstrates it is the aerodynamic coefficient of the building, rather than shielding from other structures, that is responsible for the lower values. The 80-percent limit shall be permitted to be adjusted by the ratio of the frame load at critical wind directions as determined from wind tunnel testing without specific adjacent buildings, but including appropriate upwind roughness, to that determined in Section 6.5 of ASCE 7.
1609A.1.1.2.2 Lower limits on components and cladding. The design pressures for components and cladding on walls or roofs shall be selected as the greater of the wind tunnel test results or 80 percent of the pressure obtained for Zone 4 for walls and Zone 1 for roofs as determined in Section 6.5 of ASCE 7, unless specific testing is performed that demonstrates it is the aerodynamic coefficient of the building, rather than shielding from nearby structures, that is responsible for the lower values. Alternatively, limited tests at a few wind directions without specific adjacent buildings, but in the presence of an appropriate upwind roughness, shall be permitted to be used to demonstrate that the lower pressures are due to the shape of the building and not to shielding.
1609A.1.1.3 Special wind regions. [DSA-SS] The basic wind speed for projects located in special wind regions as defined in Figure 1609A shall conform with the adopted ordinance of the city, county or city and county in which the project site is located, and shall be approved by DSA-SS.
1609A.1.2 Protection of openings. In wind-borne debris regions, glazing in buildings shall be impact resistant or protected with an impact-resistant standard or ASTM E 1996 and ASTM E 1886 referenced herein as follows:
Exceptions:
- Wood structural panels with a minimum thickness of 7/16 inch (11.1 mm) and maximum panel span of 8 feet (2438 mm) shall be permitted for opening protection in one- and two-story buildings classified as Group R-3 or R-4 occupancy. Panels shall be precut so that they shall be attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be predrilled as required for the anchorage method and shall be secured with the attachment hardware provided. Attachments shall be designed to resist 94 the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table 1609A. 1.2 with corrosion-resistant attachment hardware provided and anchors permanently installed on the building is permitted for buildings with a mean roof height of 45 feet (13 716 mm) or less where wind speeds do not exceed 140 mph (63 m/s).
- Glazing in Occupancy Category I buildings as defined in Section 1604A.5, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected.
- Glazing in Occupancy Category II, III or IV buildings located over 60 feet (18 288 mm) above the ground and over 30 feet (9144 mm) above aggregate surface roofs located within 1,500 feet (458 m) of the building shall be permitted to be unprotected.
1609A.1.2.1 Louvers. Louvers protecting intake and exhaust ventilation ducts not assumed to be open that are located within 30 feet (9144 mm) of grade shall meet requirements of an approved impact-resisting standard or the large missile test of ASTM E 1996.
1609A.1.2.2 Garage doors. Garage door glazed opening protection for wind-borne debris shall meet the requirements of an approved impact-resisting standard or ANSI/DASMA 115.
1609A.1.3 Story drift for wind loads. The calculated story drift due to wind pressures shall not exceed 0.005 times the story height for buildings less than 65 feet (19 812 mm) in height or 0.004 times the story height for buildings 65 feet (19 812 mm) or greater in height.
1609A.2 Definitions. The following words and terms shall, for the purposes of Section 1609A, have the meanings shown herein.
FASTENER TYPE | FASTENER SPACING (inches) | ||
---|---|---|---|
Panel Span ≤ 4 feet | 4 feet < Panel Span ≤ 6 feet | 6 feet < Panel Span ≤ 8 feet | |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s. | |||
a. This table is based on 140 mph wind speeds and a 45-foot mean roof height. | |||
b. Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel. | |||
c. Anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 2½ inches from the edge of concrete block or concrete. | |||
d. Where panels are attached to masonry or masonry/stucco, they shall be attached using vibration-resistant anchors having a minimum ultimate withdrawal capacity of 1,500 pounds. | |||
No.8 wood-screw-based anchor with 2-inch embedment length | 16 | 10 | 8 |
No. 10 wood-screw-based anchor with 2-inch embedment length | 16 | 12 | 9 |
¼-inch diameter lag-screw-based anchor with 2-inch embedment length | 16 | 16 | 16 |
HURRICANE-PRONE REGIONS. Areas vulnerable to hurricanes defined as:
WIND-BORNE DEBRIS REGION. Portions of hurricane-prone regions that are within 1 mile (1.61 km) of the coastal mean high water line where the basic wind speed is 110 mph (48 m/s) or greater; or portions of hurricane-prone regions where the basic wind speed is 120 mph (53 m/s) or greater; or Hawaii.
For SI: 1 mile per hour = 0.44 m/s. | |||||||||||||
a. Linear interpolation is permitted. | |||||||||||||
b. V3s is the 3-second gust wind speed (mph). | |||||||||||||
c. Vfm is the fastest mile wind speed (mph). | |||||||||||||
V3s | 85 | 90 | 100 | 105 | 110 | 120 | 125 | 130 | 140 | 145 | 150 | 160 | 170 |
Vfm | 71 | 76 | 85 | 90 | 95 | 104 | 109 | 114 | 123 | 128 | 133 | 142 | 152 |
FIGURE 1609 A
BASIC WIND SPEED (3-SECOND GUST)
1609A.3 Basic wind speed. The basic wind speed, in mph, for the determination of the wind loads shall be determined by Figure 1609A. Basic wind speed for the special wind regions indicated, near mountainous terrain and near gorges shall be in accordance with local jurisdiction requirements. Basic wind speeds determined by the local jurisdiction shall be in accordance with Section 6.5.4 of ASCE 7.
In nonhurricane-prone regions, when the basic wind speed is estimated from regional climatic data, the basic wind speed shall be not less than the wind speed associated with an annual probability of 0.02 (50-year mean recurrence interval), and the estimate shall be adjusted for equivalence to a 3-second gust wind speed at 33 feet (10 m) above ground in Exposure Category C. The data analysis shall be performed in accordance with Section 6.5.4.2 of ASCE 7.
1609A.3.1 Wind speed conversion. When required, the 3-second gust basic wind speeds of Figure 1609A shall be converted to fastest-mile wind speeds, Vfm’ using Table 1609A.3.1 or Equation 16A-32.
where:
V3S = 3-second gust basic wind speed from Figure 1609.A.
1609A.4 Exposure category. For each wind direction considered, and exposure category that adequately reflects the characteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be constructed. Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features.
1609A.4.1 Wind directions and sectors. For each selected wind direction at which the wind loads are to be evaluated, the exposure of the building or structure shall be determined for the two upwind sectors extending 45 degrees (0.79 rad) either side of the selected wind direction. The exposures in these two sectors shall be determined in accordance with Sections 1609A.4.2 and 1609A.4.3 and the exposure resulting in the highest wind loads shall be used to represent winds from that direction.
1609A.4.2 Surface roughness categories. A ground surface roughness within each 45-degree (0.79 rad) sector shall be determined for a distance upwind of the site as defined in Section 1609A.4.3 from the categories defined below, for the purpose assigning an exposure category as defined in Section 1609A.4.3.
Surface Roughness categories. A ground surface roughness within each 45-degree (0.79 rad) sector shall be determined for a distance upwind of the site as defined in Section 1609A.4.3 from the categories defined below, for the purpose of assigning an exposure category as defined in Section 1609A.4.3.
Surface Roughness B. Urban and suburban areas, wooded other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger.
Surface Roughness C. Open terrain with scattered obstructions having heights generally less than 30 feet (9144 mm). This category includes flat open country, grasslands, and all water surface in hurricane-prone regions.
Surface Roughness D. Flat, unobstructed areas and water surfaces outside hurricane-prone regions. This category includes smooth mud flats, salt flats and unbroken ice.
1609A.4.3 Exposure categories. An exposure category shall be determined in accordance with the following:
Exposure B. Exposure B shall apply where the ground surface roughness condition, as defined by Surface Roughness B, prevails in the upwind direction for a distance of at least 2,600 feet (792 m) or 20 times the height of the building, whichever is greater.
Exception: For buildings whose mean roof height is less than or equal to 30 feet (9144 mm), the upwind distance is permitted to be reduced to 1,500 feet (457 m).
Exposure C. Exposure C shall apply for all cases where Exposures B or D do not apply.
Exposure D. Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance of at least 5,000 feet (1524 m) or 20 times the height of the building, whichever is greater. Exposure D shall extend inland from the shoreline for a distance of 600 feet (183 m) or 20 times the height of the building, whichever is greater.
1609A.5 Roof systems.
1609 A.5.1 Roof deck. The roof deck shall be designed to withstand the wind pressures determined in accordance with ASCE 7.
1609A.5.2 Roof coverings. Roof coverings shall comply with Section 1609A.5.1.
Exception: Rigid tile roof coverings that are air permeable and installed over a roof deck complying with Section 1609A.5.1 are permitted to be designed in accordance with Section 1609A.5.3.
Asphalt shingles installed over a roof deck complying with Section 1609A.5.1 Shall comply with the wind-resistance requirements of Section 1507.2.7.1.
1609A.5.3 Rigid tile. Wind loads on rigid tile roof coverings shall be determined in accordance with the following equation:
where:
b = Exposed width, feet (mm) of the roof tile.
CL = Lift coefficient. The lift coefficient for concrete and clay tile shall be 0.2 or shall be determined by test in accordance with Section 1716.2.
GCp = Roof pressure coefficient for each applicable roof zone determined from Chapter 6 of ASCE 7. Roof coefficients shall not be adjusted for internal pressure.
97L = Length, feet (mm) of the roof tile.
La = Moment arm, feet (mm) from the axis of rotation to the point of uplift on the roof tile. The point of uplift shall be taken at 0.76L from the head of the tile and the middle of the exposed width. For roof tiles with nails or screws (with or without a tail clip), the axis of rotation shall be taken as the head of the tile for direct deck application or as the top edge of the batten for battened applications. For roof tiles fastened only by a nail or screw along the side of the tile, the axis of rotation shall be determined by testing. For roof tiles installed with battens and fastened only by a clip near the tail of the tile, the moment arm shall be determined about the top edge of the batten with consideration given for the point of rotation of the tiles based on straight bond or broken bond and the tile profile.
Ma = Aerodynamic uplift moment, feet-pounds (N-mm) acting to raise the tail of the tile.
qh = Wind velocity pressure, psf (kN/m2) determined from Section 6.5.10 of ASCE 7.
Concrete and clay roof tiles complying with the following limitations shall be designed to withstand the aerodynamic uplift moment as determined by this section.
1609.A.6 Alternate all-heights method. The alternate wind design provisions in this section are simplifications of the ASCE 7 Method 2—Analytical Procedure.
1609A.6.1 Scope. As an alternative to ASCE 7 Section 6.5, the following provisions are permitted to be used to determine the wind effects on regularly shaped buildings, or other structures that are regularly shaped, which meet all of the following conditions:
1609A.6.1.1 Modifications. The following modifications shall be made to certain subsections in ASCE 7: in Section 1609A.6.2, symbols and notations that are specific to this section are used in conjunction with the symbols and notations in ASCE 7 Section 6.3.
1609A.6.2 Symbols and notations. Coefficients and variables used in the alternative all-heights method equations are as follows:
Cnet = Net-pressure coefficient based on Kd [(G) (Cp)– (GCpi)], in accordance with Table 1609A.6.2(2).
G = Gust effect factor for rigid structures in accordance with ASCE 7 Section 6.5.8.1.
I = Importance Factor in accordance with ASCE 7 Section 6.5.5
Kd = Wind directionality factor in accordance with ASCE 7 Table 6-4.
pnet = Design wind pressure to be used in determination of wind loads on buildings or other structures or their components and cladding, in psf (kN/m2).
qs = Wind stagnation pressure in psf (kN/m2) in accordance with Table 1609A.6.2(1).
For SI: 1 foot = 304.8 mm, 1 mph = 0.44 m/s, 1 psf = 47.88 P a. | ||||||||||||
a. For basic wind speeds not shown, use qs = 0.00256 V2. | ||||||||||||
BASIC WIND SPEED (mph) | 85 | 90 | 100 | 105 | 110 | 120 | 125 | 130 | 140 | 150 | 160 | 170 |
PRESSURE, qs(psf) | 18.5 | 20.7 | 25.6 | 28.2 | 31.0 | 36.9 | 40.0 | 43.3 | 50.2 | 57.6 | 65.5 | 74.0 |
STRUCTURE OR PART THEREOF | DESCRIPTION | CnetFACTOR | ||||
---|---|---|---|---|---|---|
For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929m2, 1 degree = 0.0175 rad. | ||||||
a. Linear interpolation between values in the table is permitted. | ||||||
b. Some Cnet values have been grouped together, Less conservative results may be obtained by applying ASCE 7 provisions. | ||||||
1. Main wind force-resisting frames and systems | Walls: | Enclosed | Partially enclosed | |||
+Internal pressure | -Internal pressure | +Internal pressure | -Internal pressure | |||
Windward wall | 0.43 | 0.73 | 0.11 | 1.05 | ||
Leeward wall | -0.51 | -0.21 | -0.83 | 0.11 | ||
Sidewall | -0.66 | -0.35 | -0.97 | -0.04 | ||
Parapet wall | Windward | 1.28 | 1.28 | |||
Leeward | -0.85 | -0.85 | ||||
Roofs: | Enclosed | Partially enclosed | ||||
Wind perpendicular to ridge | +Internal pressure | -Internal pressure | +Internal pressure | -Internal pressure | ||
Leeward roof or flat roof | -0.66 | -0.35 | -0.97 | -0.04 | ||
Windward roof slopes: | ||||||
Slope < 2:12 (10°) | Condition 1 | -1.09 | -0.79 | -1.41 | -0.47 | |
Condition 2 | -0.28 | 0.02 | -0.60 | 0.34 | ||
Slope = 4:12 (18°) | Condition 1 | -0.73 | -0.42 | -1.04 | -0.11 | |
Condition 2 | -0.05 | 0.25 | -0.37 | 0.57 | ||
Slope = 5:12 (23°) | Condition 1 | -0.58 | -0.28 | -0.90 | 0.04 | |
Condition 2 | 0.03 | 0.34 | -0.29 | 0.65 | ||
Slope = 6:12 (27°) | Condition 1 | -0.47 | -0.16 | -0.78 | 0.15 | |
Condition 2 | 0.06 | 0.37 | -0.25 | 0.68 | ||
Slope = 7:12 (30°) | Condition 1 | -0.37 | -0.06 | -0.68 | 0.25 | |
Condition 2 | 0.07 | 0.37 | -0.25 | 0.69 | ||
Slope = 9:12 (37°) | Condition 1 | -0.27 | 0.04 | -0.58 | 0.35 | |
Condition 2 | 0.14 | 0.44 | -0.18 | 0.76 | ||
Slope 12:12 (45°) | 0.14 | 0.44 | -0.18 | 0.76 | ||
Wind parallel to ridge and flat roofs | -1.09 | -0.79 | -1.41 | -0.47 | ||
Nonbuilding Structures: Chimneys, Tanks and Similar Structures: | ||||||
h/D | ||||||
1 | 7 | 25 | ||||
Square (Wind normal to face) | 0.99 | 1.07 | 1.53 | |||
Square (Wind on diagonal) | 0.77 | 0.84 | 1.15 | |||
Hexagonal or Octagonal | 0.81 | 0.97 | 1.13 | |||
Round | 0.65 | 0.81 | 0.97 | |||
Open signs and lattice frameworks | Ratio of solid to gross area | |||||
<0.1 | 0.1 to 0.29 | 0.3 to 0.7 | ||||
Flat | 1.45 | 1.30 | 1.16 | |||
Round | 0.87 | 0.94 | 1.08 | |||
2. Components and cladding not in areas of discontinuity—roofs and overhangs | ||||||
Gable of hipped configurations (Zone 1) | ||||||
Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-11C Zone 1 | ||||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.00 | -1.32 | |||
100 square feet or more | -0.92 | -1.23 | ||||
Overhang: Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-11B Zone 1 | ||||||
Negative | 10 square feet or less | -1.45 | ||||
100 square feet or more | -1.36 | |||||
500 square feet or more | -0.94 | |||||
6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 6-11D Zone 1 | ||||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100 square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.00 | -1.32 | |||
100 square feet or more | -0.83 | -1.15 | ||||
Monosloped configurations (Zone 1) | Enclosed | Partially enclosed | ||||
Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 1 | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.26 | -1.57 | |||
100 square feet or more | -1.09 | -1.40 | ||||
Tall flat-topped roofs h ‹ 60 | Enclosed | Partially enclosed | ||||
Flat < Slope < 2:12 (10°) (Zone 1) See ASCE 7 Figure 6-17 Zone 1 | ||||||
Negative | 10 square feet or less | -1.34 | -1.66 | |||
500 square feet or more | -0.92 | -1.23 | ||||
3. Components and cladding in areas of discontinuity—roofs and overhangs | Roof elements and slopes | Enclosed | Partially enclosed | |||
Gable or hipped configurations at ridges, eaves and rakes (Zone 2) | ||||||
Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-11 C Zone 2 | ||||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 10.72 | ||||
Negative | 10 square feet or less | -1.68 | -2.00 | |||
100 square feet or more | -1.17 | -1.49 | ||||
Overhang for Slope Flat < Slope < 6:12 (27°) See ASCE 7 Figure 6-11C Zone 3 | ||||||
Negative | 10 square feet or less | -1.87 | ||||
100 square feet or more | -1.87 | |||||
6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 6-11D | Enclosed | Partially enclosed | ||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100 square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.17 | -1.49 | |||
100 square feet or more | -1.00 | -1.32 | ||||
Overhang for 6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 6-11D Zone2 | ||||||
Negative | 10 square feet or less | -1.70 | ||||
500 square feet or more | -1.53 | |||||
Monosloped configurations at ridges, eaves and rakes (Zone 2) | ||||||
Flat < Slope < 7:12 (30°) See ASCE 7 Figure 6-14B Zone 2 | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -1.51 | -1.83 | |||
100 square feet or more | -1.43 | -1.74 | ||||
Tall flat topped roofs h > 60′ | Enclosed | Partially enclosed | ||||
Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 6-17 Zone 2 | ||||||
Negative | 10 square feet or less | -2.11 | -2.42 | |||
500 square feet or more | -1.51 | -1.83 | ||||
Gable or hipped configurations at comers (Zone 3) See ASCE 7 Figure 6-11 C Zone 3 | ||||||
Flat < Slope < 6:12 (27°) | Enclosed | Partially enclosed | ||||
Positive | 10 square feet or less | 0.58 | 0.89 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -2.53 | -2.85 | |||
100 square feet or more | -1.85 | -2.17 | ||||
Overhang for Slope Flat < Slope < 6: 12 (27°) See ASCE 7 Figure 6-11 C Zone 3 | ||||||
Negative | 10 square feet or less | -3.15 | ||||
100 square feet or more | -2.13 | |||||
6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 6-11D Zone 3 | ||||||
Positive | 10 square feet or less | 0.92 | 1.23 | |||
100 square feet or more | 0.83 | 1.15 | ||||
Negative | 10 square feet or less | -1.17 | -1.49 | |||
100 square feet or more | -1.00 | -1.32 | ||||
Overhang for 6:12 (27°) < Slope < 12:12 (45°) | Enclosed | Partially enclosed | ||||
Negative | 10 square feet or less | -1.70 | ||||
100 square feet or more | -1.53 | |||||
Monosloped Configurations at corners (Zone 3) See ASCE 7 Figure 6-14B Zone 3 | ||||||
Flat < Slope < 7: 12 (30°) | ||||||
Positive | 10 square feet or less | 0.49 | 0.81 | |||
100 square feet or more | 0.41 | 0.72 | ||||
Negative | 10 square feet or less | -2.62 | -2.93 | |||
100 square feet or more | -1.85 | -2.17 | ||||
Tall flat topped roofs h > 60' | Enclosed | Partially enclosed | ||||
Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 6-17 Zone 3 | ||||||
Negative | 10 square feet or less | -2.87 | -3.19 | |||
500 square feet or more | -2.11 | -2.42 | ||||
4. Components and cladding not in areas of discontinuity-walls d parapets | Wall Elements: h = 60' (Zone 4) Figure 6-11A | Enclosed | Partially enclosed | |||
Positive | 10 square feet or less | 1.00 | 1.32 | |||
500 square feet or more | 0.75 | 1.06 | ||||
Negative | 10 square feet or less | -1.09 | -1.40 | |||
500 square feet or more | -0.83 | -1.15 | ||||
Wall Elements: h > 60' (Zone 4) See ASCE 7 Figure 6-17 Zone 4 | ||||||
Positive | 20 square feet or less | 0.92 | 1.23 | |||
500 square feet or more | 0.66 | 0.98 | ||||
Negative | 20 square feet or less | -0.92 | -1.23 | |||
500 square feet or more | -0.75 | -1.06 | ||||
Parapet Walls | ||||||
Positive | 2.87 | 3.19 | ||||
Negative | -1.68 | -2.00 | ||||
5. Components and cladding in areas of discontinuity-walls and parapets | Wall elements: h > 60' (Zone 5) Figure 6-11A | Enclosed | Partially enclosed | |||
Positive | 10 square feet or less | 1.00 | 1.32 | |||
500 square feet or more | 0.75 | 1.06 | ||||
Negative | 10 square feet or less | -1.34 | -1.66 | |||
500 square feet or more | -0.83 | -1.15 | ||||
Wall elements: h > 60' (Zone 5) See ASCE 7 Figure 6-17 Zone 4 | ||||||
Positive | 20 square feet or less | 0.92 | 1.23 | |||
500 square feet or more | 0.66 | 0.98 | ||||
Negative | 20 square feet or less | -1.68 | -2.00 | |||
500 square feet or more | -1.00 | -1.32 | ||||
Parapet walls | ||||||
Positive | 3.64 | 3.95 | ||||
Negative | -2.45 | -2.76 |
1609A.6.3 Design equations. When using the alternative all-heights method, the MWFRS, and components and cladding of every structure shall be designed to resist the effects of wind pressures on the building envelope in accordance with Equation 16A-34.
Design wind forces for the MWFRS shall not be less than 10 psf (0.48 kN/m2) multiplied by the area of the structure projected on a plane normal to the assumed wind direction (see ASCE 7 Section 6.1.4 for criteria). Design net wind pressure for components and cladding shall not be less than 10 psf (0.48 kN/m2) acting in either direction normal to the surface.
1609A.6.4 Design procedure. The MWFRS and the components and cladding of every building or other structure shall be designed for the pressures calculated using Equation 16A-34.
1609A.6.4.1 Main wind-force-resisting systems. The MWFRS shall be investigated for the torsional effects identified in ASCE 7 Figure 6-9.
1609A.6.4.2 Determination of Kz and Kzt. Velocity pressure exposure coefficient, Kz’ shall be determined in accordance with ASCE 7 Section 6.5.6.6 and the topographic factor, Kzt’ shall be determined in accordance with ASCE 7 Section 6.5.7.
1609A.6.4.3 Determination of net pressure coefficients, Cnet. For the design of the MWFRS and for components and cladding, the sum of the internal and external net pressure shall be based on the net pressure coefficient, Cnet.
1609A.6.4.4 Application of wind pressures. When using the alternative all-heights method, wind pressures shall be applied simultaneously on, and in a direction normal to, all building envelope wall and roof surfaces.
1609A.6.4.4.1 Components and cladding. Wind pressure for each component or cladding element is applied as follows using Cnet values based on the effective wind area, A, contained within the zones in areas of discontinuity of width and/or length “a,” “2a” or “4a” at: corners of roofs and walls; edge strips for ridges, rakes and eaves; or field areas on walls or roofs as indicated in figures in tables in ASCE 7 as referenced in Table 1609A.6.2(2) in accordance with the following:
DESCRIPTION OF BACKFILL MATERIALc | UNIFIED SOIL CLASSIFICATION | DESIGN LATERAL SOIL LOADa (pound per square foot per foot of depth) | |||
---|---|---|---|---|---|
Active pressure | At-rest pressure | ||||
For SI: 1 pound per square foot per foot of depth = 0.157 kPa/m, 1 foot = 304.8 mm. | |||||
a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads. | |||||
b. Unsuitable as backfill material. | |||||
c. The definition and classification of soil materials shall be in accordance with ASTM D 2487. | |||||
Well-graded, clean gravels; gravel-sand mixes | GW | 30 | 60 | ||
Poorly graded clean gravels; gravel-sand mixes | GP | 30 | 60 | ||
Silty gravels, poorly graded gravel-sand mixes | GM | 40 | 60 | ||
Clayey gravels, poorly graded gravel-and-clay mixes | GC | 45 | 60 | ||
Well-graded, clean sands; gravelly sand mixes | SW | 30 | 60 | ||
Poorly graded, clean sands; sand-gravel mixes | SP | 30 | 60 | ||
Silty sands, poorly graded sand-silt mixes | SM | 45 | 60 | ||
Sand-silt clay mix with plastic fines | SM-SC | 45 | 100 | ||
Clayey sands, poorly graded sand-clay mixes | SC | 60 | 100 | ||
Inorganic silts and clayey silts | ML | 45 | 100 | ||
Mixture of inorganic silt and clay | ML-CL | 60 | 100 | ||
Inorganic clays of low to medium plasticity | CL | 60 | 100 | ||
Organic silts and silt clays, low plasticity | OL | Note b | Note b | ||
Inorganic clayey silts, elastic silts | MH | Note b | Note b | ||
Inorganic clays of high plasticity | CH | Note b | Note b | ||
Organic clays and silty clays | OH | Note b | Note b |
1610A.1 General. Foundation walls and retaining walls shall be designed to resist lateral soil loads. Soil loads specified in Table 1610A.1 shall be used as the minimum design lateral soil loads unless determined otherwise by a geotechnical investigation in accordance with Section 1803A. Foundation walls and other walls in which horizontal movement is restricted at the top shall be designed for at-rest pressure. Retaining walls free to move and rotate at the top shall be permitted to be designed for active pressure. Design lateral pressure from surcharge loads shall be added to the lateral earth pressure load. Design lateral pressure shall be increased if soils at the site are expansive. Foundation walls shall be designed to support the weight of the full hydrostatic pressure of undrained backfill unless a drainage system is installed in accordance with Sections 1805A.4.2 and 1805A.4.3.
Exception: Foundation walls extending not more than 8 feet (2438 mm) below grade and laterally supported at the top by flexible diaphragms shall be permitted to be designed for active pressure.
1611A.1 Design rain loads. Each portion of a roof shall be designed to sustain the load of rainwater that will accumulate on it if the primary drainage system for that portion is blocked plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow. The design rainfall shall be based on the 100-year hourly rainfall rate indicated in Figure 1611A.1 or on other rainfall rates determined from approved local weather data.
For SI: R = 0.0098(ds + dh)
where:
dh = Additional depth of water on the undeflected roof above the inlet of secondary drainage system at its design flow (i.e., the hydraulic head), in inches (mm).
ds = Depth of water on the undeflected roof up to the inlet of secondary drainage system when the primary drainage system is blocked (i.e., the static head), in inches (mm).
R = Rain load on the undeflected roof, in psf (kN/m2). When the phrase “undeflected roof” is used, deflections from loads (including dead loads) shall not be considered when determining the amount of rain on the roof.
104[P] FIGURE 1611A.1 100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
105[P] FIGURE 1611.A.1—continued
100-YEAR, 1-HOUR RAINFALL (INCHES) WESTERN UNITED STATES
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
106[P] FIGURE 1611A.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
107[P] FIGURE 1611A.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) HAWALL
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
108[P] FIGURE 1611A.1-continued 100-YEAR, 1-HOUR RAINFALL (INCHES) HAWAII
For SI: 1 inch = 25.4 mm.
Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.
1611A.2 Ponding instability. For roofs with a slope less than ¼ inch per foot [1.19 degrees (0.0208 rad)], the design calculations shall include verification of adequate stiffness to preclude progressive deflection in accordance with Section 8.4 of ASCE 7.
1611A.3 Controlled drainage. Roofs equipped with hardware to control the rate of drainage shall be equipped with a secondary drainage system at a higher elevation that limits accumulation of water on the roof above that elevation. Such roofs shall be designed to sustain the load of rainwater that will accumulate on them to the elevation of the secondary drainage system plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow determined from Section 1611A.1. Such roofs shall also be checked for ponding instability in accordance with Section 1611A.2.
1612A.1 General. Within flood hazard areas as established in Section 1612A.3, all new construction of buildings, structures and portions of buildings and structures, including substantial improvement and restoration of substantial damage to buildings and structures, shall be designed and constructed to resist the effects of flood hazards and flood loads. For buildings that are located in more than one flood hazard area, the provisions associated with the most restrictive flood hazard area shall apply.
1612A.2 Definitions. The following words and terms shall, for the purposes of this section, have the meanings shown herein.
BASE FLOOD. The flood having a 1-percent chance of being equaled or exceeded in any given year.
BASE FLOOD ELEVATION. The elevation of the base flood, including wave height, relative to the National Geodetic Vertical Datum (NGVD), North American Vertical Datum (NAVD) or other datum specified on the Flood Insurance Rate Map (FIRM).
BASEMENT. The portion of a building having its floor subgrade (below ground level) on all sides.
This definition of “Basement” is limited in application to the provisions of Section 1612A (see “Basement” in Section 502.1).
DESIGN FLOOD. The flood associated with the greater of the following two areas:
DESIGN FLOOD ELEVATION. The elevation of the “design flood,” including wave height, relative to the datum specified on the community’s legally designated flood hazard map. In areas designated as Zone AO, the design flood elevation shall be the elevation of the highest existing grade of the building’s perimeter plus the depth number (in feet) specified on the flood hazard map. In areas designated as Zone AO where a depth number is not specified on the map, the depth number shall be taken as being equal to 2 feet (610 mm).
DRY FLOODPROOFING. A combination of design modifications that results in a building or structure, including the attendant utility and sanitary facilities, being water tight with walls substantially impermeable to the passage of water and with structural components having the capacity to resist loads as identified in ASCE 7.
EXISTING CONSTRUCTION. Any buildings and structures for which the “start of construction” commenced before the effective date of the community’s first flood plain management code, ordinance or standard. “Existing construction” is also referred to as “existing structures.”
EXISTING STRUCTURE. See “Existing construction.”
FLOOD or FLOODING. A general and temporary condition of partial or complete inundation of normally dry land from:
FLOOD DAMAGE-RESISTANT MATERIALS. Any construction material capable of withstanding direct and prolonged contact with floodwaters without sustaining any damage that requires more than cosmetic repair.
FLOOD HAZARD AREA. The greater of the following two areas:
FLOOD HAZARD AREA SUBJECT TO HIGH-VELOCITY WAVE ACTION. Area within the flood hazard area that is subject to high-velocity wave action, and shown on a Flood Insurance Rate Map (FIRM) or other flood hazard map as Zone V, VO, VE or V1-30.
FLOOD INSURANCE RATE MAP (FIRM). An official map of a community on which the Federal Emergency Management Agency (FEMA) has delineated both the special flood hazard areas and the risk premium zones applicable to the community.
FLOOD INSURANCE STUDY. The official report provided by the Federal Emergency Management Agency containing the Flood Insurance Rate Map (FIRM), the Flood Boundary and Floodway Map (FBFM), the water surface elevation of the base flood and supporting technical data.
FLOODWAY. The channel of the river, creek or other water-course and the adjacent land areas that must be reserved in order to discharge the base flood without cumulatively increasing the water surface elevation more than a designated height.
LOWEST FLOOR. The floor of the lowest enclosed area, including basement, but excluding any unfinished or flood-resistant enclosure, usable solely for vehicle parking, building access or limited storage provided that such enclosure is not built so as to render the structure in violation of this section.
110SPECIAL FLOOD HAZARD AREA. The land area subject to flood hazards and shown on a Flood Insurance Rate Map or other flood hazard map as Zone A, AE, A1-30, A99, AR, AO, AH, V, VO, VE or V1-30.
START OF CONSTRUCTION. The date of issuance for new construction and substantial improvements to existing structures, provided the actual start of construction, repair, reconstruction, rehabilitation, addition, placement or other improvement is within 180 days after the date of issuance. The actual start of construction means the first placement of permanent construction of a building (including a manufactured home) on a site, such as the pouring of a slab or footings, installation of pilings or construction of columns.
Permanent construction does not include land preparation (such as clearing, excavation, grading or filling), the installation of streets or walkways, excavation for a basement, footings, piers or foundations, the erection of temporary forms or the installation of accessory buildings such as garages or sheds not occupied as dwelling units or not part of the main building. For a substantial improvement, the actual “start of construction” means the first alteration of any wall, ceiling, floor or other structural part of a building, whether or not that alteration affects the external dimensions of the building.
SUBSTANTIAL DAMAGE. Damage of any origin sustained by a structure whereby the cost of restoring the structure to its before-damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred.
SUBSTANTIAL IMPROVEMENT. Any repair, reconstruction, rehabilitation, addition or improvement of a building or structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the improvement or repair is started. If the structure has sustained substantial damage, any repairs are considered substantial improvement regardless of the actual repair work performed. The term does not, however, include either:
1612A.3 Establishment of flood hazard areas. To establish flood hazard areas, the applicable governing authority shall adopt a flood hazard map and supporting data. The flood hazard map shall include, at a minimum, areas of special flood hazard as identified by the Federal Emergency Management Agency's Flood Insurance Study (FIS) adopted by the local authority having jurisdiction where the project is located, asamended or revised with the accompanying Flood Insurance Rate Map (FIRM) and Flood Boundary and Floodway Map (FBFM) and related supporting data along with any revisions thereto. The adopted flood hazard map and supporting data are hereby adopted by reference and declared to be part of this section.
1612A.3.1 Design flood elevations. Where design flood elevations are not included in the flood hazard areas established in Section 1612A.3, or where floodways are not designated, the building official is authorized to require the applicant to:
1612A.3.2 Determination of impacts. In riverine flood hazard areas where design flood elevations are specified but floodways have not been designated, the applicant shall provide a floodway analysis that demonstrates that the proposed work will not increase the design flood elevation more than 1 foot (305 mm) at any point within the jurisdiction of the applicable governing authority.
1612A.4 Design and construction. The design and construction of buildings and structures located in flood hazard areas, including flood hazard areas subject to high-velocity wave action, shall be in accordance with Chapter 5 of ASCE 7 and with ASCE 24.
1612A.5 Flood hazard documentation. The following documentation shall be prepared and sealed by a registered design professional and submitted to the building official:
1613A.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7 with all the modifications incorporated herein, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure shall be determined in accordance with Section 1613A.
Exception: Structures that require special consideration oftheir response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.
1613A.2 Definitions. The following words and terms shall, for the purposes of this section, have the meanings shown herein. Definition provided in Section 3402A.1 and ASCE 7 Section 11.2 shall apply when appropriate in addition to terms defined in this section.
ACTIVE EARTHQUAKE FAULT. A fault that has been the source of earthquakes or is recognized as a potential source of earthquakes, including those that have exhibited surface displacementwithin Holocene time (about 11,000 years) as determined by California Geological Survey (CGS) under the Alquist-Priolo Earthquake Fault Zoning Act, those included astype A or type B faults for the U.S. Geological Survey (USGS) National Seismic Hazard Maps, and faults considered to have been active in Holocene time be an authoritative source, federal,state or local governmental agency.
BASE. The level at which the horizontal seismic ground motions are considered to be imparted to the structure or the level at which the structure as a dynamic vibrator is supported. This level does not necessarily coincide with the ground level.
DESIGN EARTHQUAKE GROUND MOTION. The earth-quake ground motion that buildings and structures are specifically proportioned to resist in Section 1613A.
DISTANCE FROM AN ACTIVE EARTHQUAKE FAULT. Distance measured from the nearest point of the building to the closest edge of an Alquist-Priolo Earthquake Fault Zone for an active fault, if such a map exists, or to the closest mapped splay of the fault.
HOSPITAL BUILDINGS. Hospital buildings and all other medical facilities as defined in Section 1250, Health and Safety Code.
IRREGULAR STRUCTURE. A structure designed as having one or more plan or vertical irregularities per ASCE 7 Section 12.3.
MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION. The most severe earthquake effects considered by this code.
MECHANICAL SYSTEMS. For the purposes of determining seismic loads in ASCE 7, mechanical systems shall include plumbing systems as specified therein.
NEXT GENERATION ATTENUATION (NGA). Attenuation relations used for the 2008 United States Geological Survey (USGS) seismic hazards maps (for the Western United States) or their equivalent as determined by the enforcement agency.
ORTHOGONAL. To be in two horizontal directions, at 90 degrees (1.57 rad) to each other.
SEISMIC DESIGN CATEGORY. A classification assigned to a structure based on its occupancy category and the severity of the design earthquake ground motion at the site.
SEISMIC-FORCE-RESISTING SYSTEM. That part of the structural system that has been considered in the design to provide the required resistance to the prescribed seismic forces.
SITE CLASS. A classification assigned to a site based on the types of soils present and their engineering properties as defined in Section 1613A.5.2.
SITE COEFFICIENTS. The values of Fa and Fv indicated in Tables 1613A.5.3(1) and 1613A.5.3(2), respectively.
STRUCTURAL ELEMENTS. Floor or roof diaphragms, decking, joists, slabs, beams or girders, columns, bearing walls, retaining walls, masonry or concrete nonbearing walls exceeding one story in height, foundations, shear walls or other lateral-force-resisting members and any other elements necessary to the vertical and lateral strength or stability of either the building as a whole or any of its parts, including connection between such elements.
1613A.3 Existing buildings. [OSHPD 1 & 4]Additions, alterations, repairs or change of occupancy of existing buildings shall be in accordance with Chapter 34A.
1613A.4 Special inspections. Where required by Sections 1705A.3 through 1705A3.5, the statement of special inspections shall include the special inspections required by Section 1705A.3.6.
1121613A.5 Seismic ground motion values. Seismic ground motion values shall be determined in accordance with this section.
1613A.5.1 Mapped acceleration parameters. The parameters Ss and S1 shall be determined from the 0.2 and 1-second spectral response accelerations shown on Figures 1613.5(1) through 1613.5(14).
1613A.5.2 Site class definitions. Based on the site soil properties, the site shall be classified as either Site Class A, B, C, D, E or F in accordance with Table 1613A.5.2. When the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines that Site Class E or F soil is likely to be present at the site.
1613A..5.3 Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. The maximum considered earthquake spectral response acceleration for short periods, SMS, and at 1-second period, SM1, adjusted for site class effects shall be determined by Equations 16A-36 and 16A-37, respectively:
where:
Sa = Site coefficient defined in Table 1613A.5.3(1).
Fv = Site coefficient defined in Table 1613A.5.3.(2).
S1 = The mapped spectral accelerations for short periods as determined in Section 1613A.5.1.
S1 = The mapped spectral accelerations for a 1-second period as determined in Section 1613A.5.1.
1613A.5.4 Design spectral response acceleration parameters. Five-percent damped design spectral response acceleration at short periods, SDS, and at 1-second period, SD1, shall be determined from Equations 16A-38 and 16A-39, respectively:
where:
SMS = The maximum considered earthquake spectral response accelerations for short period as determined in Section 1613A.5.3.
SM1 = The maximum considered earthquake spectral response accelerations for 1-second period as determined in Section 1613A.5.3.
SITE CLASS | SOIL PROFILE NAME | AVERAGE PROPERTIES IN TOP 100 feet, SEE SECTION 1613.A.5.5 | ||
---|---|---|---|---|
Soil shear wave velocity, vs, (ft/s) | Standard penetration resistance, N | Soil undrained shear strength, su, (psf) | ||
A | Hard rock | vs>5,000 | N/A | N/A |
B | Rock | 2,500<vs≤5,000 | N/A | N/A |
C | Very dense soil and soft rock | 1,200<vs2,500 | N>50 | su2,000 |
D | Stiff soil profile | 600≤vs1,200 | 15≤N≤50 | 1,000≤su≤2,000 |
E | Soft soil profile | vs<600 | N<15 | su<1,000 |
E | — | Any profile with more than 10 feet of soil having the following characteristics:
| ||
F | — | Any profile containing soils having one or more of the following characteristics:
| ||
For SI: 1 foot=304.8 mm, 1 square foot=0.0929m2, 1 pound per square foot=0.0479kpa. N/A=Not applicable |
SITECLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD | ||||
---|---|---|---|---|---|
Ss≤0.25 | S8=0.50 | S8=0.75 | Ss=1.00 | Ss≥1.25 | |
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, Ss | |||||
b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7. | |||||
A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |
B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |
C | 1.2 | 1.2 | 1.1 | 1.0 | 1.0 |
D | 1.6 | 1.4 | 1.2 | 1.1 | 1.0 |
E | 2.5 | 1.7 | 1.2 | 0.9 | 0.9 |
F | Note b | Note b | Note b | Note b | Note b |
SITECLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD | ||||
---|---|---|---|---|---|
Ss≤0.25 | S8=0.50 | S8=0.75 | Ss=1.00 | Ss≥1.25 | |
a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S1 | |||||
b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7. | |||||
A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |
B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |
C | 1.7 | 1.6 | 1.5 | 1.4 | 1.3 |
D | 2.4 | 2.0 | 1.8 | 1.6 | 1.5 |
E | 3.5 | 3.2 | 2.8 | 2.4 | 2.4 |
F | Note b | Note b | Note b | Note b | Note b |
1613A.5.5 Site classification for seismic design. Site classification for Site Class C, D or E shall be determined from Table 1613A.5.5.
The notations presented below apply to the upper 100 feet (30 480 mm) of the site profile. Profiles containing distinctly different soil and/or rock layers shall be subdivided into those layers designated by a number that ranges from 1 to n at the bottom where there is a total of n distinct layers in the upper 100 feet (30 480 mm). The symbol i then refers to any one of the layers between 1 and n.
where:
vsi = The shear wave velocity in feet per second (m/s).
di = The thickness of any layer between 0 and 100 feet (30 480 mm).
where:
N1 is the Standard Penetration Resistance (ASTM D 1586) not to exceed 100 blows/foot (328 blows/m) as directly measured in the field without corrections. When refusal is met for a rock layer, N1 shall be taken as 100 blows/foot (328 blows/m).
where N1 and d1 in Equation 16A-41 are cohesions soil, cohesive soil and rock layers.
where:
Use di and N1 for cohesionless soil layers only in Equation 16A-42.
ds = The total thickness of cohesionless soil layers in the top 100 feet (30 480 mm).
114m = The number of cohesionless soil layers in the top 100 feet (30 480 mm).
sui =The undrained shear strength in psf (kPa), not to exceed 5,000 psf (240 kPa), ASTM D 2166 or D 2850.
where:
dc = The total thickness of cohesive soil layers in the top 100 feet (30 480 mm).
k = The number of cohesive soil layers in the top 100 feet (30 480 mm).
PI = The plasticity index, ASTM D 4318.
w = The moisture content in percent, ASTM D 2216.
Where a site does not qualify under the criteria for Site Class F and there is a total thickness of soft clay greater than 10 feet (3048 mm) where a soft clay layer is defined by:su< 500 psf (24 kPa), w≥ 40 percent, and PI> 20, it shall be classified as Site Class E.
The shear wave velocity for rock, Site Class B, shall be either measured on site or estimated by a geotechnical engineer or engineering geologist/seismologist for competent rock with moderate fracturing and weathering. Softer and more highly fractured and weathered rock shall either be measured on site for shear wave velocity or classified as Site Class C.
The hard rock category, Site Class A, shall be supported by shear wave velocity measurements either on site or on profiles of the same rock type in the same formation with an equal or greater degree of weathering and fracturing. Where hard rock conditions are known to be continuous to a depth of 100 feet (30 480 mm), surficial shear wave velocity measurements are permitted to be extrapolated to assess vs.
The rock categories, Site Classes A and B, shall not be used if there is more than 10 feet (3048 mm) of soil between the rock surface and the bottom of the spread footing or mat foundation.
SITE CLASS | vs | N or Naft | Su | ||
---|---|---|---|---|---|
For SI:1 foot per second = 304.8 mm per second, 1 pound per square foot = 0.0479 kN/m² a. If the sh method is used and the Nucriteria differ, select the category with the softer soils (for example, use Site Class E instead of D). | |||||
E | <600 ft/s | < 15 | <1,000 psf | ||
D | 600 to 1,200 ft/s | 15 to 50 | 1,000 to 2,000 psf | ||
C | 1,200 to 2,500 ft/s | >50 | >2,000 |
1613A.5.5.1 Steps for classifying a site.
1613A.5.6 Determination of seismic design category. Structures classified as Occupancy Category I, II or III that are located where the mapped spectral response acceleration parameter at 1-second period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Structures classified as Occupancy Category IV that are located where the mapped spectral response acceleration parameter at 1-second period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be assigned to a seismic design Category D.
1613A5.6.1 Alternative seismic design category determination. Not permitted by DSA-SS & OSHPD.
1613A.5.6.2 Simplified design procedure. Not permitted by DSA-SS & OSHPD.
1613A.6 Alternatives to ASCE 7. The provisions of Section 1613A..6 shall be permitted as alternatives to the relevant provisions of ASCE 7
1151613A.6.1 Assumption of flexible diaphragm. Add the following text at the end of Section 12.3.1.1 of ASCE 7.
Diaphragms constructed of wood structural panels or untopped steel decking shall also be permitted to be idealized as flexible, provided all of the following conditions are met:
1613A.6.2 Additional seismic-force-resisting systems for seismically isolated structures. Add the following exception to the end of Section 17.5.4.2 of ASCE 7:
Exception: For isolated structures designed in accordance with this standard, the Structural System Limitations and the Building Height Limitations in Table 12.2-1 for ordinary steel concentrically braced frames (OCBFs) as defined in Chapter 11 and intermediate moment frames (IMFs) as defined in Chapter 11 are permittedto be taken as 160 feet (48 768 mm) for structures assigned to Seismic Design Category D,E or F, provided that the following conditions are satisfied;
1613A.6.3 Automatic sprinkler systems. Automatic sprinkler systems designed and installed in accordance with NFPA 13 shall be deemed to meet the requirements of Section 13.6.8 of ASCE 7.
Exception: The allowable values for design of anchors, hangers and bracings shall be determined in accordance with material chapters of this code in lieu of those in NFPA 13.
1613A.6.4 Autoclaved aerated concrete (AAC) masonry. Not permitted by DSA-SS & OSHPD.
1613A.6.5 Seismic controls for elevators. Seismic switches in accordance with Section 8.4.10 of ASME A17.1 shall be deemed to comply with Section 13.6.10.3 of ASCE 7.
1613A.6.6 Steel plate shear wall height limits. Modify Section 12.2.5.4 of ASCE 7 to read as follows:
12.2.5.4 Increased building height limit for steel braced frames, special steel plate shear walls and special reinforced concrete shear walls. The height limits in Table 12.2-1 are permitted to be increased from 160 feet (48 768 mm) to 240 feet (75 152 mm) for structures assigned to Seismic Design Category D or E and from 100 feet (30 480 mm) to 160 feet (48 768 mm) for structures assigned to Seismic Design Category F that have steel-braced frames, special steel plate shear walls or special reinforced concrete cast-in-place shear walls and that meet both of the following requirements:
1613A.6.7 Minimum distance for building separation. All buildings and structures shall be separated from adjoining structures. Separations shall allow for the maximum inelastic response displacement (σ)M.(σ)M shall be determined at critical locations with consideration for both translational and torsional displacements of the structure using Equation 16A-44 for DSA-SS and 16A-44B for OSHPD.
where:
Cd=Deflection amplification factor Table 12.2-1 of ASCE 7.
σmax=Maximum displacement defined in Section 12.8.4.3 of ASCE 7.
I=Importance factor in accordance with Section 11.5.1 of ASCE 7.
Adjacent buildings on the same property shall be separated by a distance not less than σMT, determined by Equation 16A-45.
where:
σM1,,σM2=The maximum inelastic response displacements of the adjacent buildings in accordance with Equations 16A-44A or 16A-44B for OSHPD.
Where a structure adjoins a property line not common to a public way, the structure shall also be set back from the property line by not less than the maximum inelastic response displacement, σM,of that structure.
Exception: Smaller separations or property line set backs shall be permitted when justified by rational analyses.
1614A.1 General. Buildings classified as high-rise buildings in accordance with Section 403 and assigned to Occupancy Category III or IV shall comply with the requirements of this section. Frame structures shall comply with the requirements of Section 1614A.3. Bearing wall structures shall comply with the requirements of Section 1614A.4.
1614A.2 Definitions. The following words and terms shall, for the purposes of Section 1614A, have the meanings shown herein.
BEARING WALL STRUCTURE. A building or other structure in which vertical loads from floors and roofs are primarily supported by walls.
FRAME STRUCTURE. A building or other structure in which vertical loads from floors and roofs are primarily supported by columns.
1614A.3 Frame structures. Frame structures shall comply with the requirements of this section.
1614A.3.1 Concrete frame structures. Frame structures constructed primarily of the reinforced or prestressed concrete, either cast-in-place or precast, or a combination of these, shall conform to the requirements of ACI 318 Sections 7.13, 13.3.8.5, 13.3.8.6, 16.5, 18.12.6, 18.12.7 and 18.12.8 as applicable. Where ACI 318 requires that nonprestressed reinforcing or prestressing steel pass through the region bounded by the longitudinal column reinforcement, that reinforcing or prestressing steel shall have a minimum nominal tensile strength equal to two-third of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.
Exception: Where concrete slabs with continuous reinforcing having an area not less than 0.0015 times the concrete area in each of two orthogonal directions are present and are either monolithic with or equivalently bonded to beams, girders or columns, the longitudinal reinforcing or prestressing steel passing through the column reinforcement shall have a nominal tensile strength of one-third of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.
1614A.3.2 Structural steel, open web steel joist or joist girder, or composite steel and concrete frame structures. Frame structures constructed with a structural steel frame or a frame composed of open web steel joists, joist girders with or without other structural steel elements or a frame composed of composite steel or composite steel joists and reinforced concrete elements shall conform to the requirements of this section.
1614A.3.2.1 Columns. Each column splice shall have the minimum design strength in tension to transfer the design dead and live load tributary to the column between the splice and the splice or base immediately below.
1614A.3.2.2 Beams. End connections of all beams and girders shall have a minimum nominal axial tensile strength equal to the required vertical shear strength for allowable stress design(ASD) or two-thirds of the required shear strength for load and resistance factor design(LRFD) but not less than 10 kips (45 kN). For the purpose of this section, the shear force and the axial tensile force need not be considered to act simultaneously.
Exception: Where beams, girders, open web joist and joist girders support a concrete slab or concrete slab on metal deck that is attached to the beam or girder with not less than 3/8-inch-diameter(9.5 mm) headed shear studs, at a spacing of not more than 12 inches (305 mm) on center, averaged over the length of the member, or other attachment having equivalent shear strength, and the slab contains continuous distributed reinforcement in each of two orthogonal directions with an area not less than 0.0015 times the concrete area, the nominal axial tension strength of the end connection shall be permitted to be taken as half the required vertical shear strength for ASD or one-third of the required shear strength for LRFD, but not less than 10 kips (45 kN).
1614A.4 Bearing wall structures. Bearing wall structures shall have vertical ties in all load-bearing walls and longitudinal ties, transverse ties and perimeter ties at each floor level in accordance with this section and as shown in Figure 1614A.4.
1614A.4.1 Concrete wall structures. Precast bearing wall structures constructed solely of reinforced or prestressed concrete, or combinations of these shall conform to the requirements of Sections 7.13, 13.3.8.5 and 16.5 of ACI 318.
1614A.4.2 Other bearing wall structures. Ties in bearing wall structures other than those covered in Section 1614A.4.1 shall conform to this section.
1614A.4.2.1 Longitudinal ties. Longitudinal ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls. or connections of continuous framing members to walls. Longitudinal ties shall extend across interior load-bearing walls and shall connect to exterior load-bearing walls and shall be spaced at not greater than 10 feet (3038 mm) on center. Ties shall have a minimum nominal tensile strength, TT, given by Equation 16A-46. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
where:
L = The span of the horizontal element in the direction of the tie, between bearing walls, feet (m).
w = The weight per unit area of the floor or roof in the span being tied to or across the wall, psf (N/m2).
S = The spacing between ties, feet (m).
117αT=A coefficient with a value of 1,500 pounds per foot (2.25 kN/m) for masonry bearing wall structures and a value of 375 pounds per foot (0.6 kN/m) for structures with bearing walls of cold-formed steel light-frame construction.
1614A.4.2.2 Transverse ties. Transverse ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connections of continuous framing members to walls. Transverse ties shall be placed no farther apart than the spacing of load-bearing walls. Transverse ties shall have minimum nominal tensile strength TT, given by Equation 16A-46. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
1614A.4.2.3 Perimeter ties. Perimeter ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connections of continuous framing members to walls. Ties around the perimeter of each floor and roof shall be located within 4 feet (1219 mm) of the edge and shall provide a nominal strength in tension not less than Tp given by Equation 16A-47. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.
T=Transverse L=Longitudinal V=Vertical P=Perimeter
For SI:
Tp = 90.7w βr
where:
w = As defined in Section 1614A.4.2.1.
βT= A coefficient with a value of 16,000 pounds (7200 kN) for structures with masonry bearing walls and a value of 4,000 pounds (1300 kN) for structures with bearing walls of cold-formed steel light-frame construction.
1614A.4.2.4 Vertical ties. Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building. The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall story plus the weight of the diaphragm tributary to the wall in the story below. No fewer than two ties shall be provided for each wall. The strength of each tie need not exceed 3,000 pounds per foot (450 kN/m) of wall tributary to the tie for walls of masonry construction or 750 pounds per foot (140 kN/m) of wall tributary to the tie for walls of cold-formed steel light-frame construction.
FIGURE 1614A.4
LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES
1615A.1 General. The text of ASCE 7 shall be modified as indicated in Sections 1615A.1.1 through 1615A.1.38.
1615A.1.1 ASCE 7, Section 11.1. Modify ASCE 7 Section 11.1 by the adding Section 11.1.5 as follows:
11.1.5 Structural design criteria. Where design reviews are required in ASCE 7, Chapters 16, 17 or 18, the ground motion, analysis, and design methods, material assumptions and acceptance criteria proposed by the engineer shall be submitted to the enforcement agency in the form of structural design criteria for approval.
[OSHPD 1 & 4] Peer review requirements in Section 3414A shall apply to design reviews required by ASCE 7 Chapters 17 and 18.
1615A.1.2 A [DSA-SS] ASCE 7, Section 11.4.7. Modify ASCE 7 Section 11.4.7 as follows:
11.4.7 Site-specific ground motion procedures. The site-specific ground motion procedure set forth in ASCE 7 Section 21 as modified in Section 1803A.6 of this code is permitted to be used to determine ground motion for any structure.
Unless otherwise approved, the site-specific procedure per ASCE 7 Section 21 as modified by Section 1803A.6 of this code shall be used where any of the following conditions apply:
Exceptions:
- Where Ss is less than 0.20g, use of Type E soil profile shall be permitted.
- Where exception to Section 20.3.1 is applicable except for base isolated buildings.
1615A.1.2B. [OSHPD 1 & 4] Modify ASCE 7 Section 11.4.7 by adding the following:
For buildings assigned to Seismic Design Category F, or when required by the building official, a ground motion hazard analysis shall be performed in accordance with ASCE 7 Chapter 21 as modified by Section 1803A.6.
1615A.1.3 ASCE 7, Table 12.2-1. Modify ASCE 7 Table 12.2-1 as follows:
5. Intermediate Precast Shear Walls-Not permitted by OSHPD.
14. Light-framed walls with shear panels of all other materials— Not permitted by OSHPD and DSA-SS.
2. Steel eccentrically braced frames, nonmoment-resisting connections at columns away from links-—Not permitted by OSHPD.
4. Ordinary steel concentrically braced frames —Not permitted by OSHPD.
9. Intermediate Precast Shear Walls—Not permitted by OSHPD.
24. Light-framed walls with shear panels of all other materials—Not permitted by OSHPD and DSA-SS.
25. Buckling-restrained braced frames, non-moment-resisting beam-column connections—Not permitted by OSHPD.
27. Special steel plate shear wall—Not permitted by OSHPD.
2. Special steel truss moment frames—Not permitted by OSHPD.
3. Intermediate steel moment frames—Not permitted by OSHPD.
4. Ordinary steel moment frames—Not permitted by OSHPD.
Exceptions:
1615A.1.4 ASCE 7, Section 12.2.3.1. Modify ASCE 7 Section 12.2.3.1 by adding the following additional requirements for a two stage equivalent lateral force procedure or modal response spectrum procedure:
e. Where design of element of the upper portion is governed by special seismic load combinations, the special loads shall be considered in the design of the lower portion.
1615A.1.5 ASCE 7, Section 12.3.3. Modify first sentence of ASCE 7 Section 12.3.3.1 as follows:
12.3.3.1 Prohibited horizontal and vertical irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category D, E or F having horizontal structural irregularities Type 1b of Table 12.3-1 or vertical structural irregularities Type 1b, 5a or 5b of Table 12.3-2 shall not be permitted.
1615A.1.6 ASCE 7, Section 12.7.2. Modify ASCE 7 Section 12.7.2 by adding Item 5 to read as follows:
5. Where buildings provide lateral support for walls retaining earth, and the exterior grades on opposite sides of the building differ by more than 6 feet (1829 mm), the load combination of the seismic increment of earth pressure due to earthquake acting on the higher side, as determined by a geotechnical engineer qualified in soils engineering plus the difference in earth pressures shall be added to the lateral forces provided in this section.
1615A.1.7 ASCE 7, Section 12.8.7. Modify ASCE 7 Section 12.8.7 by replacing Equation 12.8-16 as follows:
1615A.1.8 ASCE 7, Section 12.9.4 Replace ASCE 7 Section 12.9.4 as follows:
12.9.4 Scaling design values of combined response. Modal base shear shall not be less than the base shear calculated using the equivalent lateral force procedure of Section 12.8.
1615A.1.9 ASCE 7, Section 12.10.2.1. Modify ASCE 7 Section 12.10.2.1 by adding the following:
The value of Ω0ΩE used in load combinations with over strength factors in ASCE 7-05 Section 12.4.3.2 for design of collector elements, splices and their connections to resisting elements may be taken as the largest of the following:
- Ω0Fx(where Fx is given by ASCE 7-05 Eq.12.8-11)
- Ω0Fpx(where Fpxis given by ASCE 7-05 Eq. 12.10-1 ignoring the 0.2SDSIwpxminimum)
- 0.2SDSIwpx(Minimum value from Section 12.10.1.1)
1615A.1.10 ASCE 7, Section 12.13.1. Modify ASCE 7 Section 12.13.1 by adding Section 12.13.1.1 as follows:
12.13.1.1 Foundations and superstructure-to-foundation connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Stability against overturning and sliding shall be in accordance with Section 1605A.1.1.
In addition, the foundation and the connection of the superstructure elements to the foundation shall have the strength to resist, in addition to gravity loads, the lesser of the following seismic loads:
- The strength of the superstructure elements.
- The maximum forces that would occur in the fully yielded structural system.
- Forces from the Load Combinations with over strength factor in accordance with ASCE 7 Section 12.4.3.2.
Exceptions:
- Where referenced standards specify the use of higher design loads.
- When it can be demonstrated that inelastic deformation of the foundation and superstructure-to-foundation connection will not result in a weak story or cause collapse of the structure.
- Where basic structural system consists of light framed walls with shear panels.
Where the computation of the seismic over turning moment is by the equivalent lateral-force method or the modal analysis method, reduction in overturning moment permitted by section 12.13.4 of ASCE 7 may be used.
Where moment resistance is assumed at the base of the superstructure elements, the rotation and flexural deformation of the foundation as well as deformation of the superstructure-to-foundation connection shall be considered in the drift and deformation compatibility analyses.
1615A.1.11 ASCE 7, Section 13.1.3. [OSHPD 1 & 4] Modify ASCE 7 Section 13.1.3 by the following:
For position retention, the design of supports and attachments for all nonstructural components shall have a component importance factor, Ip, equal to 1.5.
1615A.1.12 ASCE 7, Section 13.1.4. Replace ASCE 7 Section 13.1.4 with the following:
13.1.4 Exceptions. The following nonstructural components are exempt from the requirements of this section:
Exceptions:
Exception: Special Certification Requirements for Designated Seismic Systems in accordance with Section 13.2.2 shall apply.
or
Exception: The enforcement agency shall be permitted to require attachments for equipment with hazardous contents to be shown on construction documents irrespective of weight.
1615A.1.13 ASCE 7, Section 13.3.2. Modify ASCE 7 Section 13.3.2 by adding the following:
The seismic relative displacements to be used in design of displacement sensitive nonstructural components is Dp I instead of Dp where Dp is given by Equation 13.3–5 to 13.3–8 and I is the building importance factor given in Section 11.5.
1615A.1.14 ASCE 7, Section 13.4 Replace ASCE 7 Sections 13.4.1 and 13.4.2 with the following:
13.4.1 Design force in the attachment. The force in the attachment shall be determined based on the prescribed forces and displacements for the component as determined in Sections 13.3.1 and 13.3.2 except that Rp shall not be taken as larger than 6.
13.4.2 Anchors in concrete or masonry.
13.4.2.1 Anchors in concrete. Anchors in concrete used for component anchorage shall be designed in accordance with Appendix D of ACI 318.
13.4.2.2 Anchors in masonry. Anchors in masonry used for component anchorage shall be designed in accordance with ACI 530. Anchors shall be designed to be governed by the tensile or shear strength of a ductile steel element.
Exception: Anchors shall be permitted to be designed so that the attachment that the anchor is connecting to the structure undergoes ductile yielding at a load level corresponding to anchor forces not greater than their design strength, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment.
13.4.2.3 Postinstalled anchors in concrete and masonry. Postinstalled anchors shall fulfill the requirements of Section 13.4.2.1 or 13.4.2.2. Postinstalled anchors in concrete used for component anchorage shall be pre-qualified for seismic applications in accordance with ACI 355.2, ICC-ES AC193 or ICC-ES AC308. Postinstalled anchors in masonry used for component anchorage shall be prequalified for seismic applications in accordance with ICC-ES AC01, AC58 or AC106.
Exceptions:
1) Adhesive anchors shall not be permitted in overhead applications or application with sustained (continuous) tension load that can lead to creep.
2) Anchors pre-qualified for seismic applications need not be governed by the steel strength of a ductile steel element.
1615A.1.15 ASCE 7, Section 13.4.5. Replace ASCE 7 Section 13.4.5 with the following:
13.4.5 Power actuated fasteners. Power actuated fasteners in concrete or steel shall not be used for sustained tension loads or for brace applications in Seismic Design Categories D, E, or F unless approved for seismic loading. Power actuated fasteners in masonry shall not be permitted unless approved for seismic loading.
Exception: Power actuated fasteners in concrete used for support of acoustical tile or lay-in panel suspended ceiling applications and distributed systems where the service load on any individual fastener does not exceed 90 lb (400 N). Power actuated fasteners in steel where the service load on any individual fastener does not exceed 250 lb (1,112 N).
1615A.1.16 ASCE 7, Section 13.5.6. Replace ASCE 7, Section 13.5.6 with the following:
13.5.6 Suspended ceilings. Suspended ceilings shall be in accordance with this section.
13.5.6.1 Seismic forces. The weight of the ceiling, Wp, shall include the ceiling grid; ceiling tiles or panels; light fixtures if attached to, clipped to, or laterally supported by the ceiling grid; and other components that are laterally supported by the ceiling. Wp shall be taken as not less than 4 psf (19 N/m2).
121The seismic force, Fp shall be transmitted through the ceiling attachments to the building structural elements or the ceiling-structure boundary.
13.5.6.2 Seismic design requirements. Suspended acoustical tile or lay-in panel ceilings shall be designed in accordance with ASTM E 580 Section 5.2.8.8 and the requirements of Sections 13.5.6.2.1 and 13.5.6.2.2, or be designed in accordance with Section 13.2.1.1, or be seismically qualified in accordance with Sections 13.2.5 or 13.2.6.
13.5.6.2.1 Industry standard construction for acoustical tile or lay-in panel ceilings. Acoustical tile or lay-in panel ceilings in Seismic Design Categories D, E, and F shall be designed and installed in accordance with ASTM C 635, ASTM C 636, and ASTM E 580, Section 5 - Seismic Design Categories D, E, and F as modified by Section 13.5.6.2.2.
13.5.6.2.2 Modification to ASTM E 580. Modify ASTM E 580 by the following:
1615A.1.17 ASCE 7, Section 13.5.7. [OSHPD 1& 4] Modify ASCE 7 Section 13.5.7 by the following:
All access floors shall be special access floors in accordance with Section 13.5.7.2.
1615A.1.18 Reserved.
1615A.1.19 Reserved.
1615A.1.20 ASCE 7, Section 13.6.5. Modify ASCE 7, Section 13.6.5 by deleting Item 6 in Section 13.6.5.5 and adding Section 13.6.5.6 as follows:
13.6.5.6 Conduit, Cable Tray, and Other Electrical Distribution Systems (Raceways). Raceways shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Conduit greater than 2.5 inches (64 mm) trade size and attached to panels, cabinets or other equipment subject to seismic relative displacement of Section 13.3.2 shall be provided with flexible connections or designed for seismic forces
122and seismic relative displacements as required in Section 13.3.
Exceptions:
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for raceways where either:
- Trapeze assemblies are used to support raceways and the total weight of the race way supported by trapeze assemblies is less than 10 lb/ft (146 N/m), or
- The raceway is supported by hangers and each hanger in the raceway run is 12 in. (305 mm) or less in length from the raceway support point to the supporting structure. Where rod hangers are used with a diameter greater than 3⁄8 inch, they shall be equipped with swivels to prevent inelastic bending in the rod.
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for conduit, regardless of the value of Ip, where the conduit is less than 2.5 in. (64 mm) trade size.
1615A.1.21 ASCE 7, Section 13.6.7. Replace ASCE 7, Section 13.6.7 with the following:
13.6.7 Ductwork. HVAC and other ductwork shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Ductwork designed to carry toxic, highly toxic, or explosive gases, or used for smoke control shall be designed and braced without considering the Exceptions noted below.
Exceptions:
The following exceptions pertain to ductwork not designed to carry toxic, highly toxic, or flammable gases or used for smoke control:
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required for ductwork where either:
- the total weight of the ductwork supported by trapeze assemblies is less than 10 lb/ft (146 N/m); or
- The ductwork is supported by hangers and each hanger in the duct run is 12 in. (305 mm) or less in length from the duct support point to the supporting structure. Where rod hangers are used with a diameter greater than 3⁄8 inch, they shall be equipped with swivels to prevent inelastic bending in the rod.
- Design for the seismic forces and relative displacements of Section 13.3 shall not be required where provisions are made to avoid impact with larger ducts or mechanical components or to protect the ducts in the event of such impact; and HVAC ducts have a cross-sectional area of 6 ft2 (0.557 m2) or less, or weigh 10 lb/ft (146 N/m) or less.
HVAC duct systems fabricated and installed in accordance with standards approved by the authority having jurisdiction shall be deemed to meet the lateral bracing requirements of this section.
Components that are installed in-line with the duct system and have an operating weight greater than 75 lb (334 N), such as fans, heat exchangers and humidifiers, shall be supported and laterally braced independent of the duct system and such braces shall meet the force requirements of Section 13.3.1. Appurtenances such as dampers, louvers and diffusers shall be positively attached with mechanical fasteners. Unbraced piping attached to in-line equipment shall be provided with adequate flexibility to accommodate the seismic relative displacements of Section 13.3.2.
1615A.1.22 ASCE 7, Section 13.6.8. Replace ASCE 7, Section 13.6.8 with the following:
13.6.8 Piping Systems. Unless otherwise noted in this section, piping systems shall be designed for the seismic forces and seismic relative displacements of Section 13.3. ASME pressure piping systems shall satisfy the requirements of Section 13.6.8.1. Fire protection sprinkler piping shall satisfy the requirements of Section 13.6.8.2. Elevator system piping shall satisfy the requirements of Section 13.6.10.
Where other applicable material standards or recognized design bases are not used, piping design including consideration of service loads shall be based on the following allowable stresses:
Piping not detailed to accommodate the seismic relative displacements at connections to other components shall be provided with connections having sufficient flexibility to avoid failure of the connection between the components.
13.6.8.1 ASME Pressure Piping Systems. Pressure piping systems, including their supports, designed and constructed in accordance with ASME B 31 shall be deemed to meet the force, displacement, and other requirements of this section. In lieu of specific force and displacement requirements provided in ASME B
12331, the force and displacement requirements of Sections 13.3 shall be used.
13.6.8.2 Fire protection sprinkler piping systems. Fire protection sprinkler piping designed and constructed in accordance with NFPA 13 shall be deemed to meet the force and displacement requirements of this section. The exceptions of Section 13.6.8.3 shall not apply.
Exception: Pipe hangers, bracing, and anchor capacities shall be determined in accordance with material chapters of the California Building Code, in lieu of using those in NFPA 13. The force and displacement requirements of Section 13.3 or those in the NFPA 13 may be used for design.
13.6.8.3 Exceptions. Design of piping systems and attachments for the seismic forces and relative displacements of Section 13.3 shall not be required where one of the following conditions apply:
The exceptions above shall not apply to elevator piping.
13.6.8.4 Other Piping Systems. Piping not designed and constructed in accordance with ASME B 31 or NFPA 13 shall comply with the requirements of Section 13.6.11.
1615A.1.23 ASCE 7, Section 13.6.10.1. Modify ASCE 7 Section 13.6.10.1 by adding Section 13.6.10.1.1 as follows:
13.6.10.1.1 Elevators guide rail support. The design of guide rail support-bracket fastenings and the supporting structural framing shall use the weight of the counter-weight or maximum weight of the car plus not less than 40 percent of its rated load. The seismic forces shall be assumed to be distributed one third to the top guiding members and two thirds to the bottom guiding members of cars and counterweights, unless other substantiating data are provided. In addition to the requirements of ASCE 7 Section 13.6.10.1, the minimum seismic forces shall be 0.5g acting in any horizontal direction.
1615A.1.24 ASCE 7, Section 13.6.10.4. Replace ASCE 7 Section 13.6.10.4 as follows:
13.6.10.4 Retainer plates. Retainer plates are required at the top and bottom of the car and counterweight, except where safety devices acceptable to the enforcement agency are provided which meet all requirements of the retainer plates, including full engagement of the machined portion of the rail. The design of the car, cab stabilizers, counterweight guide rails and counterweight frames for seismic forces shall be based on the following requirements:
RAIL SIZE (weight per foot of length, pounds) | WIDTH OF MACHINED SURFACE (inches) | ALLOWABLE RAIL DEFLECTION (inches) |
---|---|---|
For SI: 1 inch =25 mm, 1 foot =305 mm, 1 pound =0.454 kg. | ||
Note: Deflection limitations are given to maintain a consistent factor of safety against disengagement of retainer plates from the guide rails during an earthquake. | ||
8 | 1¼ | 0.20 |
11 | 1½ | 0.30 |
12 | 1¾ | 0.40 |
15 | 131/32 | 0.50 |
18½ | 131/32 | 0.50 |
22½ | 2 | 0.50 |
30 | 2¼ | 0.50 |
124
1615A.1.25 ASCE 7, Section 16.1.3.2. Modify ASCE 7 Section 16.1.3.2 by the following:
Where next generation attenuation relations are used in accordance with Section 1803A.6.2, each pair of motions shall be scaled such that in the period range from 0.2T to 1.5T, the average of the SRSS spectra from all horizontal component pairs does not fall below the corresponding ordinate of the design response spectrum determined using NGA relations.
At sites within 3.1 miles (5 km) of an active fault that controls the hazard, each pair of components shall be rotated to the fault-normal and fault-parallel direction of the causative fault, and shall be scaled so that average of the fault-normal components is not less than the Maximum Considered Earthquake (MCE) response spectrum determined using NGA relations for each period range from 0.2T to 1.5T.
1615A.1.26 ASCE 7, Section 16.1.4. Modify ASCE 7 Section 16.1.4 by the following:
For each ground motion analyzed, the individual response parameters shall be multiplied by the following scalar quantities:
The distribution of horizontal shear shall be in accordance with Section 12.8.4.
1615A.1.27 ASCE 7, Section 16.2.4. Modify ASCE 7 Section 16.2.4 by the following:
a) Where site is located within 3.1 miles (5 km) of an active fault at least seven ground motions shall be analyzed and response parameters shall be based on larger of the average of the maximum response with ground motions applied as follows:
b) Where site is located more than 3.1 miles (5 km) from an active fault at least 10 ground motions shall be analyzed. The ground motions shall be applied such that one-half shall have their maximum component aligned in one direction and the other half aligned in the orthogonal direction. The average of the maximum response of all the analyses shall be used for design.
1615A.1.28 ASCE 7, Section 16.2.4.2 [OSHPD 1 & 4] Modify ASCE 7 Section 16.2.4.2 by the following:
Acceptance criteria for elements subjected to deformation beyond their linear range of response shall be based on ASCE 41 for Immediate Occupancy (10) at Design Earthquake (DE) and Life Safety (LS) at Maximum Considered Earthquake (MCE). For LS acceptance criteria at MCE, primary components shall be within the acceptance criteria for primary components and secondary components shall be within the acceptance criteria for secondary components.
1615A.1.29 ASCE 7, Section 17.2.1. Modify ASCE 7 Section 17.2.1 by adding the following:
The importance factor, Ipfor parts and portions of a seismically isolated building shall be the same as that required for a fixed-base building of the same occupancy category.
1615A.1.30 ASCE 7, Section 17.2.4.7. Modify ASCE 7 Section 17.2.4.7 by adding the following:
The effects of uplift and/or rocking shall be explicitly accounted for in the analysis and in the testing of the isolator units.
1615A.1.31 ASCE 7, Section 17.2.5.2. Modify ASCE 7, Section 17.2.5.2 by adding the following:
The separation requirements for the building above the isolation system and adjacent buildings shall be the sum of the factored displacements for each building. The factors to be used in determining separations shall be:
1615A.1.32 ASCE 7, Section 17.3.2. Replace ASCE 7, Section 17.3.2 with the following:
17.3.2 Ground Motion Histories. Where response history procedures are used, ground motions shall consist of pairs of appropriate horizontal ground motion acceleration components developed in accordance with Section 16.1.3.2 except that 0.2T and 1.5T shall be replaced by 0.5 TD and 1.25TMrespectively, where TD and TM are defined in Section 17.5.3.
1615A.1.33 ASCE 7, Section 17.4. Modify ASCE 7, Section 17.4 by adding the following:
17.4.2.3 Linear procedures. Linear procedures shall be limited to structures located at sites with S1 less than 0.6g.
1615A.1.34 ASCE 7, Section 17.6 Modify ASCE 7, Section 17.6 by the following:
17.6.1.1 Minimum seismic force. For the response spectrum and linear response history procedures, Vb and Vs, shall not be taken less than those calculated in accordance with Equations 17.5– and 17.5–
1615A.1.35 ASCE 7, Section 18.3.1. Modify ASCE 7, Section 18.3.1 by replacing the third paragraph with the following:
If the calculated force in an element of the seismic force resisting system does not exceed 1.5 times its nominal
125strength for the Maximum Considered Earthquake (MCE) nor its nominal strength for the design earthquake (DE), the element is permitted to be modeled as linear.
1615A.1.36 ASCE 7, Section 21.4. Replace ASCE 7, Section 21.4 with the following:
21.4 Design Acceleration Parameters. Where the site-specific procedure is used to determine the design ground motion in accordance with Section 21.3, the parameter SDSshall be taken as the spectral acceleration, Sw obtained from the site-specific spectra at a period of 0.2 sec, except that it shall not be taken less than 90 percent of the peak spectral acceleration, Sa, at any period larger than 0.2 second. The parameter SD1shall be taken as the greater of the spectral acceleration, Sw, at a period of 1 sec or two times the spectral acceleration, Sw at a period of 2 sec.
For use with the equivalent lateral force procedure, the site specific spectral acceleration, Saat T shall be permitted to replace SD1/T in Equation 12.8-3 and SD1TL/T2in Equation 12.8-4. The parameter SDScalculated per this section shall be permitted to be used in Equations 12.8-2 and 12.8-5. The mapped value of S1shall be used in Equation 12.8-6. The parameters SMSand SM1shall be taken as 1.5 times SDSand SD1, respectively. The values so obtained shall not be less than 80 percent of the values determined in accordance with Section 11.4.3 for SMSand SM1and Section 11.4.4 for SDSand SD1.
1615A.1.37. Earthquake Motion Measuring Instrumentation and Monitoring. [OSHPD 1 & 4] Modify ASCE 7 by the following:
Scope: For buildings with a seismic isolation system, a damping system or a lateral force resisting system (LFRS) not listed in ASCE 7 Table 12.2-1, earthquake motion measuring instrumentation and monitoring shall be required.
Instrumentation: There shall be a sufficient number of instruments to characterize the response of the building during an earthquake and shall include at least one tri-axial free field instrument or equivalent. A proposal for instrumentation and equipment specifications shall be forwarded to the enforcement agency for review and approval. The owner of the building shall be responsible for the implementation of the instrumentation program. Maintenance of the instrumentation and removal/processing of the records shall be the responsibility of the enforcement agency.
Monitoring: After every significant seismic events, where the ground shaking acceleration at the site exceeds 0.3g, or the acceleration at any monitored building level exceeds 0.8g, as measured by the seismic monitoring system in the building, the owner shall retain a structural engineer to make an inspection of the structural system.The inspection shall include viewing the performance of the building, reviewing the strong motion records, and a visual examination of the isolators, dampers and connections for deterioration, offset or physical damage. A report for each inspection, including conclusions on the continuing adequacy of the structural system, shall be submitted to the enforcement agency.
1615A.1.38 Operational Nonstructural Performance Level Requirements. [OSHPD 1 & 4] New buildings designed and constructed to this code shall be deemed to satisfy operational nonstructural performance level when:
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CEC | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS/CC | 1 | 2 | 3 | 4 | |||||||||||
Adopt entire chapter | X | |||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | X | X | X | X | ||||||||||||||||
Adopt only those sections that are listed below | ||||||||||||||||||||
Chapter/Section | ||||||||||||||||||||
1702 - Approved Agency | X | X | ||||||||||||||||||
1704.1 | X | X | ||||||||||||||||||
1704.1.1 | X | X | ||||||||||||||||||
1704.6.2 | X | |||||||||||||||||||
1711.1 | X | |||||||||||||||||||
1701.1 Scope. The provisions of this chapter shall govern the quality, workmanship and requirements for materials covered. Materials of construction and tests shall conform to the applicable standards listed in this code.
1701.2 New materials. New building materials, equipment, appliances, systems or methods of construction not provided for in this code, and any material of questioned suitability proposed for use in the construction of a building or structure, shall be subjected to the tests prescribed in this chapter and in the approved rules to determine character, quality and limitations of use.
1701.3 Used materials. The use of second-hand materials that meet the minimum requirements of this code for new materials shall be permitted.
1702.1 General. The following words and terms shall, for the purposes of this chapter and as used elsewhere in this code, have the meanings shown herein.
APPROVED AGENCY. An established and recognized agency regularly engaged in conducting tests or furnishing inspection services, when such agency has been approved. [HCD 1 & HCD 2] “Approved agency” shall mean “Listing agency” and “Testing agency” (See Chapter 2 definitions).
APPROVED FABRICATOR. An established and qualified person, firm or corporation approved by the building official pursuant to Chapter 17 of this code.
CERTIFICATE OF COMPLIANCE. A certificate stating that materials and products meet specified standards or that work was done in compliance with approved construction documents.
DESIGNATED SEISMIC SYSTEM. Those architectural, electrical and mechanical systems and their components that require design in accordance with Chapter 13 of ASCE 7 and for which the component importance factor, Ip, is greater than 1 in accordance with Section 13.1.3 of ASCE 7.
FABRICATED ITEM. Structural, load-bearing or lateral load-resisting assemblies consisting of materials assembled prior to installation in a building or structure, or subjected to operations such as heat treatment, thermal cutting, cold working or reforming after manufacture and prior to installation in a building or structure. Materials produced in accordance with standard specifications referenced by this code, such as rolled structural steel shapes, steel-reinforcing basis, masonry units, and wood structural panels or in accordance with a standard, listed in Chapter 35, which provides requirements for quality control done under the supervision of a third-party quality control agency shall not be considered “fabricated items.”
INSPECTION CERTIFICATE. An identification applied on a product by an approved agency containing the name of the manufacturer, the function and performance characteristics, and the name and identification of an approved agency that indicates that the product or material has been inspected and evaluated by an approved agency (see Section 1703.5 and “Label,” “Manufacturer’s designation” and “ Mark”).
INTUMESCENT FIRE-RESISTANT COATINGS. Thin film liquid mixture applied to substrates by brush, roller, spray or trowel which expands into a protective foamed layer to provide fire-resistant protection of the substrates when exposed to flame or intense heat.
MAIN WINDFORCE-RESISTING SYSTEM. An assemblage of structural elements assigned to provide support and stability for the overall structure. The system generally receives wind loading from more than one surface.
MASTIC FIRE-RESISTANT COATINGS. Liquid mixture applied to a substrate by brush, roller, spray or trowel that provides fire-resistant protection of a substrate when exposed to flame or intense heat.
SPECIAL INSPECTION. Inspection as herein required of the materials, installation, fabrication, erection or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards (see Section 1704).
SPECIAL INSPECTION, CONTINUOUS. The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.
SPECIAL INSPECTION, PERIODIC. The part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work has been or is being performed and at the completion of the work.
SPRAYED FIRE-RESISTANT MATERIALS. Cementitious or fibrous materials that are sprayed to provide fire-resistant protection of the substrates.
STRUCTURAL OBSERVATION. The visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. Structural observation does not include or waive the responsibility for the inspection required by Section 110, 1704 or other sections of this code.
1703.1 Approved agency. An approved agency shall provide all information as necessary for the building official to determine that the agency meets the applicable requirements.
1703.1.1 Independence. An approved agency shall be objective, competent and independent from the contractor 129 responsible for the work being inspected. The agency shall also disclose possible conflicts of interest so that objectivity can be confirmed.
1703.1.2 Equipment. An approved agency shall have adequate equipment to perform required tests. The equipment shall be periodically calibrated.
1703.1.3 Personnel. An approved agency shall employ experienced personnel educated in conducting, supervising and evaluating tests and/or inspections.
1703.2 Written approval. Any material, appliance, equipment, system or method of construction meeting the requirements of this code shall be approved in writing after satisfactory completion of the required tests and submission of required test reports.
1703.3 Approved record. For any material, appliance, equipment, system or method of construction that has been approved, a record of such approval, including the conditions and limitations of the approval, shall be kept on file in the building official’s office and shall be open to public inspection at appropriate times.
1703.4 Performance. Specific information consisting of test reports conducted by an approved testing agency in accordance with standards referenced in Chapter 35, or other such information as necessary, shall be provided for the building official to determine that the material meets the applicable code requirements.
1703.4.1 Research and investigation. Sufficient technical data shall be submitted to the building official to substantiate the proposed use of any material or assembly. If it is determined that the evidence submitted is satisfactory proof of performance for the use intended, the building official shall approve the use of the material or assembly subject to the requirements of this code. The costs, reports and investigations required under these provisions shall be paid by the applicant.
1703.4.2 Research reports. Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.
1703.5 Labeling. Where materials or assemblies are required by this code to be labeled, such materials and assemblies shall be labeled by an approved agency in accordance with Section 1703. Products and materials required to be labeled shall be labeled in accordance with the procedures set forth in Sections 1703.5.1 through 1703.5.3.
1703.5.1 Testing. An approved agency shall test a representative sample of the product or material being labeled to the relevant standard or standards. The approved agency shall maintain a record of the tests performed. The record shall provide sufficient detail to verify compliance with the test standard.
1703.5.2 Inspection and identification. The approved agency shall periodically perform an inspection, which shall be in-plant if necessary, of the product or material that is to be labeled. The inspection shall verify that the labeled product or material is representative of the product or material tested.
1703.5.3 Label information. The label shall contain the manufacturer’s or distributor’s identification, model number, serial number or definitive information describing the product or material’s performance characteristics and approved agency’s identification.
1703.6 Evaluation and follow-up inspection services. Where structural components or other items regulated by this code are not visible for inspection after completion of a prefabricated assembly, the applicant shall submit a report of each prefabricated assembly. The report shall indicate the complete details of the assembly, including a description of the assembly and its components, the basis upon which the assembly is being evaluated, test results and similar information and other data as necessary for the building official to determine conformance to this code. Such a report shall be approved by the building official.
1703.6.1 Follow-up inspection. The applicant shall provide for special inspections of fabricated items in accordance with Section 1704.2.
1703.6.2 Test and inspection records. Copies of necessary test and inspection records shall be filed with the building official.
1704.1 General. Where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner’s agent shall employ one or more approved agencies to perform inspections during construction on the types of work listed under Section 1704. These inspections are in addition to the inspections identified in Section 110.
The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for the inspection of the particular type of construction or operation requiring special inspection. The registered design professional in responsible charge and engineers of record involved in the design of the project are permitted to act as the approved agency and their personnel are permitted to act as the special inspector for the work designed by them, provided those personnel meet the qualification requirements of this section to the satisfaction of the building official. The special inspector shall provide written documentation to the building official demonstrating his or her competence and relevant experience or training. Experience or training shall be considered relevant when the documented experience or training is related in complexity to the same type of special inspection activities for projects of similar complexity and material qualities. These qualifications are in addition to qualifications specified in other sections of this code.
Exceptions:
- Special inspections are not required for work of a minor nature or as warranted by conditions in the jurisdiction as approved by the building official.130
- Special inspections are not required for building components unless the design involves the practice of professional engineering or architecture as defined by applicable state statutes and regulations governing the professional registration and certification of engineers or architects.
- Unless otherwise required by the building official, special inspections are not required for Group U occupancies that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1.
- [HCD 1] The provisions of Health and Safety Code Division 13, Part 6 and the California Code of Regulations, Title 25, Division 1, Chapter 3, commencing with Section 3000, shall apply to the construction and inspection of factory-built housing as defined in Health and Safety Code Section 19971.
1704.1.1 Statement of special inspections. The applicant shall submit a statement of special inspections prepared by the registered design professional in responsible charge in accordance with Section 107.1 Chapter 1, Division II, as a conditionfor issuance. This statement shall be in accordance with Section 1705.
Exceptions:
- A statement of special inspections is not required for structures designed and constructed in accordance with the conventional construction provisions of Section 2308. [OSHPD 2] Not permitted by OSHPD.
- The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for construction not designed by a registered design professional.
1704.1.2 Report requirement. Special inspectors shall keep records of inspections. The special inspector shall furnish inspection reports to the building official and to the registered design professional in responsible charge. Reports shall indicate that work inspected was or was not completed in conformance to approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction. If they are not corrected, the discrepancies shall be brought to the attention of the building official and to the registered design professional in responsible charge prior to the completion of that phase of the work. A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted at a point in time agreed upon prior to the start of work by the applicant and the building official.
1704.2 Inspection of fabricators. Where fabrication of structural load-bearing members and assemblies is being performed on the premises of a fabricator's shop, special inspection of the fabricated items shall be required by this section and as required elsewhere in this code.
1704.2.1 Fabrication and implementation procedures. The special inspector shall verify that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to approved construction documents and referenced standards. The special inspector shall review the procedures for completeness and adequacy relative to the code requirements for the fabricator's scope of work.
Exception: Special inspections as required by Section 1704.2 shall not be required where the fabricator is approved in accordance with Section 1704.2.2.
1704.2.2 Fabricator approval. Special inspections required by Section 1704 are not required where the work is done on the premises of a fabricator registered and approved to perform such work without special inspection. Approval shall be based upon review of the fabricator's written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. At completion of fabrication, the approved fabricator shall submit a certificate of compliance to the building official stating that the work was performed in accordance with the approved construction documents.
1704.3 Steel construction. The special inspections for steel elements of buildings and structures shall be as required by Section 1704.3 and Table 1704.3.
Exceptions:
- Special inspection of the steel fabrication process shall not be required where the fabricator does not perform any welding, thermal cutting or heating operation of any kind as part of the fabrication process. In such cases, the fabricator shall be required to submit a detailed procedure for material control that demonstrates the fabricator's ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification, grade and mill test reports for the main stress-carrying elements are capable of being determined.
- The special inspector need not be continuously present during welding of the following items, provided the materials, welding procedures and qualifications of welders are verified prior to the start of the work; periodic inspections are made of the work in progress and a visual inspection of all welds is made prior to completion or prior to shipment of shop welding.
- Single-pass fillet welds not exceeding 5/16 inch (7.9 mm) in size.
- Floor and roof deck welding.
- Welded studs when used for structural diaphragm.
- Welded sheet steel for cold-formed steel members.
- Welding of stairs and railing systems.
1704.3.1 Welding. Welding inspection and welding inspector qualification shall be in accordance with this section.
1704.3.1.1 Structural steel. Welding inspection and welding inspector qualification for structural steel shall be in accordance with AWS D1.1.
VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED STANDARDa | IBC REFERENCE |
---|---|---|---|---|
For SI: 1 inch = 25.4 mm. | ||||
a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance. | ||||
1. Material verification of high-strength bolts, nuts and washers: | ||||
a. Identification markings to conform to ASTM standards specified in the approved construction documents. | — | X | AISC 360, Section A3.3 and applicable ASTM material standards | |
b. Manufacturer's certificate of compliance required. | — | X | — | — |
2. Inspection of high-strength bolting: | ||||
a. Snug-tight joints. | — | X | AISC 360, Section M2.5 | 1704.3.3 |
b. Pretensioned and slip-critical joints using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation. | — | X | ||
c. Pretensioned and slip-critical joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. | X | — | ||
3. Material verification of structural steel and cold-formed steel deck: | ||||
a. For structural steel, identification markings to conform to AISC 360. | — | X | AISC 360, Section M5.5 | |
b.For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. | — | X | Applicable ASTM material standards | |
c.Manufacturer's certified test reports. | — | X | ||
4. Material verification of weld filler materials: | ||||
a.Identification markings to conform to AWS specification in the approved construction documents. | — | X | AISC 360, Section A3.5 and applicable AWS A5 documents | — |
b.Manufacturer's certificate of compliance required. | — | X | — | — |
5. Inspection of welding: | ||||
a. Structural steel and cold-formed steel deck: | ||||
1) Complete and partial joint penetration groove welds. | X | — | AWS D1.1 | 1704.3.1 |
2) Multipass fillet welds. | X | — | ||
3) Single-pass fillet welds > 5/16″ | X | — | ||
4) Plug and slot welds. | X | — | ||
5) Single-pass fillet welds ≤5/16″ | X | — | ||
6) Floor and roof deck welds. | — | X | AWS D1.3132 | |
b. Reinforcing steel: | — | |||
1) Verification of weldability of reinforcing steel other than ASTM A 706. | — | X | AWS D1.4 ACI 318: Section 3.5.2 | |
2) Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement. | X | — | ||
3) Shear reinforcement. | X | — | ||
4) Other reinforcing steel. | — | X | ||
6. Inspection of steel frame joint details for compliance: | ||||
a. Details such as bracing and stiffening. | — | X | — | 1704.3.2 |
b. Member locations. | — | X | ||
c. Application of joint details at each connection | — | X |
1704.3.1.2 Cold-formed steel. Welding inspection and welding inspector qualification for cold-formed steel floor and roof decks shall be in accordance with AWS D1.3.
1704.3.1.3 Reinforcing steel. Welding inspection and welding inspector qualification for reinforcing steel shall be in accordance with AWS D1.4 and ACI 318.
1704.3.2 Details. The special inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents, such as bracing, stiffening, member locations and proper application of joint details at each connection.
1704.3.3 High-strength bolts. Installation of high-strength bolts shall be inspected in accordance with AISC 360.
1704.3.3.1 General. While the work is in progress, the special inspector shall determine that the requirements for bolts, nuts, washers and paint; bolted parts and installation and tightening in such standards are met. For bolts requiring pretensioning, the special inspector shall observe the preinstallation testing and calibration procedures when such procedures are required by the installation method or by project plans or specifications; determine that all plies of connected materials have been drawn together and properly snugged and monitor the installation of bolts to verify that the selected procedure for installation is properly used to tighten bolts. For joints required to be tightened only to the snug-tight condition, the special inspector need only verify that the connected materials have been drawn together and properly snugged.
1704.3.3.2 Periodic monitoring. Monitoring of bolt installation for pretensioning is permitted to be performed on a periodic basis when using the turn-of-nut method with matchmarking techniques, the direct tension indicator method or the alternate design fastener (twist-off bolt) method. Joints designated as snug tight need be inspected only on a periodic basis.
1704.3.3.3 Continuous monitoring. Monitoring of bolt installation for pretensioning using the calibrated wrench method or the turn-of-nut method without matchmarking shall be performed on a continuous basis.
1704.3.4 Cold-formed steel trusses spanning 60 feet or greater. Where a cold-formed steel truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.
1704.4 Concrete construction. The special inspections and verifications for concrete construction shall be as required by this section and Table 1704.4.
Exception: Special inspections shall not be required for:
- Isolated spread concrete footings of buildings three stories or less above grade plane that are fully supported on earth or rock.133
- Continuous concrete footings supporting walls of buildings three stories or less above grade plane that are fully supported on earth or rock where:
- The footings support walls of light-frame construction;
- The footings are designed in accordance with Table 1809.7; or
- The structural design of the footing is based on a specified compressive strength, f'c, no greater than 2,500 pounds per square inch (psi) (17.2 MPa), regardless of the compressive strength specified in the construction documents or used in the footing construction.
- Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on grade, where the effective prestress in the concrete is less than 150 psi (1.03 MPa).
- Concrete foundation walls constructed in accordance with Table 1807.1.6.2.
- Concrete patios, driveways and sidewalks, on grade.
VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED STANDARDa | IBC REFERENCE |
---|---|---|---|---|
For SI: 1 inch = 25.4 mm. | ||||
a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance. | ||||
1. Inspection of reinforcing steel, including prestressing tendons, and placement. | — | X | ACI 318: 3.5, 7.1-7.7 | 1913.4 |
2. Inspection of reinforcing steel welding in accordance with Table 1704.3, Item 5b. | — | — | AWS D1.4 ACI 318: 3.5.2 | — |
3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used. | X | — | ACI 318: 8.1.3, 21.2.8 | 1911.5, 1912.1 |
4. Inspection of anchors installed in hardened concrete. | — | X | ACI 318: 3.8.6, 8.1.3, 21.2.8 | 1912.1 |
5. Verifying use of required design mix. | — | X | ACI 318: Ch. 4, 5.2-5.4 | 1904.2.2, 1913.2, 1913.3 |
6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete. | X | — | ASTM C 172 ASTM C 31 ACI 318: 5.6, 5.8 | 1913.10 |
7. Inspection of concrete and shotcrete placement for proper application techniques. | X | — | ACI 318: 5.9, 5.10 | 1913.6, 1913.7, 1913.8 |
8. Inspection for maintenance of specified curing temperature and techniques. | — | X | ACI 318: 5.11-5.13 | 1913.9 |
9. Inspection of prestressed concrete: a. Application of prestressing forces. b. Grouting of bonded prestressing tendons in the seismic-force-resisting system. | X X | — | ACI 318: 18.20 ACI 318: 18.18.4 | — |
10. Erection of precast concrete members. | — | X | ACI 318: Ch. 16 | — |
11. Verification of in-situ concrete strength, prior to stressing of tendons in posttensioned concrete and prior to removal of shores and forms from beams and structural slabs. | — | X | ACI 318: 6.2 | — |
12. Inspect formwork for shape, location and dimensions of the concrete member being formed. | — | X | ACI 318: 6.1.1 | — |
1704.4.1 Materials. In the absence of sufficient data or documentation providing evidence of conformance to quality standards for materials in Chapter 3 of ACI 318, the building official shall require testing of materials in accordance with the appropriate standards and criteria for the material in Chapter 3 of ACI 318. Weldability of reinforcement, except that which conforms to ASTM A 706, shall be determined in accordance with the requirements of Section 3.5.2 of ACI 318.
1704.5 Masonry construction. Masonry construction shall be inspected and verified in accordance with the requirements of Sections 1704.5.1 through 1704.5.3, depending on the occupancy category of the building or structure.
Exception: Special inspections shall not be required for:
- Empirically designed masonry, glass unit masonry or masonry veneer designed by Section 2109, 2110 or Chapter 14, respectively, or by Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5, respectively, when they are part of structures classified as Occupancy Category I, II or III in accordance with Section 1604.5.
- Masonry foundation walls constructed in accordance with Table 1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3.(4).
- Masonry fireplaces, masonry heaters or masonry chimneys installed or constructed in accordance with Section 2111, 2112 or 2113, respectively.
1704.5.1 Empirically designed masonry, glass unit masonry and masonry veneer in Occupancy Category IV. The minimum special inspection program for empirically designed masonry, glass unit masonry or masonry veneer designed by Section 2109, 2110 or Chapter 14, respectively, or by Chapter 5,6 or 7 of TMS 402/ACI 530/ASCE 5, respectively, in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with Table 1704.5.1.
1704.5.2 Engineered masonry in Occupancy Category I, II or III. The minimum special inspection program for masonry designed by Section 2107 or 2108 or by chapters other than Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 in structures classified as Occupancy Category I, II or III, in accordance with Section 1604.5, shall comply with Table 1704.5.1.
1704.5.3 Engineered masonry in Occupancy Category IV. The minimum special inspection program for masonry designed by Section 2107 or 2108 or by chapters other than Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with Table 1704.5.3.
1704.6 Wood construction. Special inspections of the fabrication process of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704.2. Special inspections of site-built assemblies shall be in accordance with this section.
1704.6.1 High-load diaphragms. High-load diaphragms designed in accordance with Table 2306.2.1(2) shall be installed with special inspections as indicated in Section 1704.1. The special inspector shall inspect the wood structural panel sheathing to ascertain whether it is of the grade and thickness shown on the approved building plans. Additionally, the special inspector must verify the nominal size of framing members at adjoining panel edges, the nail or staple diameter and length, the number of fastener lines and that the spacing between fasteners in each line and at edge margins agrees with the approved building plans.
1704.6.2 Metal-plate-connected wood trusses spanning 60 feet or greater. Where a truss clear span is 60 feet (18288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.
1704.6.2 Manufactured trusses and assemblies. [OSHPD 2] The fabrication of trusses and other assemblages constructed using wood and metal members, or using light metal plate connectors, shall be continuously inspected by a qualified inspector approved by the enforcement agency. The inspector shall furnish the architect, structural engineer and the enforcement agency with a report that the lumber species, grades and moisture content; type of glue, temperature and gluing procedure; type of metal members and metal plate connectors; and the workmanship conform in every material respect with the duly approved plans and specifications. Each inspected truss shall be stamped by the inspector with an identifying mark.
1704.7 Soils. Special inspections for existing site soil conditions, fill placement and load-bearing requirements shall be as required by this section and Table 1704.7. The approved geotechnical report, and the construction documents prepared by the registered design professionals shall be used to determine compliance. During fill placement, the special inspector shall determine that proper materials and procedures are used in accordance with the provisions of the approved geotechnical report.
Exception: Where Section 1803 does not require reporting of materials and procedures for fill placement, the special inspector shall verify that the in-place dry density of the compacted fill is not less than 90 percent of the maximum dry density at optimum moisture content determined in accordance with ASTM D 1557.
1704.8 Driven deep foundations. Special Inspections shall be performed during installation and testing of driven deep foundation elements as required by Table 1704.8. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
1704.9 Cast-in-place deep foundations. Special inspections shall be performed during installation and testing of cast-in-place deep foundation elements as required by Table 1704.9. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCE FOR CRITERIA | ||
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IBC SECTION | TMS 402/ACI 530/ASCE 5a | TMS 602/ACI 530.1/ASCE 6a | |||
For SI: °C = [(°F) - 32]/1.8, 1 square foot = 0.0929 m2 | |||||
a. The specific standards referenced are those listed in Chapter 35. | |||||
1. Compliance with required inspection provisions of the construction documents and the approved submittals. | — | X | — | — | Art. 1.5 |
2. Verification of f'm and f'AAC prior to construction and for every 5,000 square feet during construction. | — | X | — | — | Art. 1.4B |
3. Verification of proportions of materials in premixed or preblended mortar and grout as delivered to the site. | — | X | — | — | Art. 1.5B |
4. Verification of slump flow and VSI as delivered to the site for self-consolidating grout. | X | — | — | — | Art. 1.5B.1.b.3 |
5. The following shall be verified to ensure compliance: | |||||
a. Proportions of site-prepared mortar, grout and prestressing grout for bonded tendons. | — | X | — | — | Art. 2.6A |
b. Placement of masonry units and construction of mortar joints. | — | X | — | — | Art. 3.3B |
c. Placement of reinforcement, connectors and prestressing tendons and anchorages. | — | X | — | Sec. 1.15 | Art. 3.4, 3.6A |
d. Grout space prior to grout. | X | — | — | — | Art. 3.2D |
e. Placement of grout. | X | — | — | — | Art. 3.5 |
f. Placement of prestressing grout. | X | — | — | — | Art. 3.6C |
g. Size and location of structural elements. | — | X | — | — | Art. 3.3F |
h. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction. | X | — | — | Sec. 1.2.2(e), 1.16.1 | — |
i. Specified size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. | — | X | — | Sec. 1.15 | Art. 2.4, 3.4 |
j. Welding of reinforcing bars. | X | — | — | Sec. 2.1.9.7.2, 3.3.3.4 (b) | — |
k. Preparation, construction and protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F). | — | X | Sec. 2104.3, 2104.4 | — | Art. 1.8C, 1.8D |
l. Application and measurement of prestressing force. | X | — | — | — | Art. 3.6B |
6. Preparation of any required grout specimens and/or prisms shall be observed. | X | — | Sec. 2105.2.2, 2105.3 | — | Art. 1.4 |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
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1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. | — | X |
2. Verify excavations are extended to proper depth and have reached proper material. | — | X |
3. Perform classification and testing of compacted fill materials. | — | X |
4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill. | X | — |
5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly. | — | X |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
---|---|---|
1. Verify element materials, sizes and lengths comply with the requirements. | X | — |
2. Determine capacities of test elements and conduct additional load tests, as required. | X | — |
3. Observe driving operations and maintain complete and accurate records for each element. | X | — |
4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element. | X | — |
5. For steel elements, perform additional inspections in accordance with Section 1704.3. | — | — |
6. For concrete elements and concrete-filled elements, perform additional inspections in accordance with Section 1704.4. | — | — |
7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge. | — | — |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
---|---|---|
1. Observe drilling operations and maintain complete and accurate records for each element. | X | — |
2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes. | X | — |
3. For concrete elements, perform additional inspections in accordance with Section 1704.4. | — | — |
1704.10 Helical pile foundations. Special inspections shall be performed continuously during installation of helical pile foundations. The information recorded shall include installation equipment used, pile dimensions, tip elevations, final depth, final installation torque and other pertinent installation data as required by the registered design professional in responsible charge. The approved geotechnical report and the construction documents prepared by the registered design professional shall be used to determine compliance.
1704.11 Vertical masonry foundation elements. Special inspection shall be performed in accordance with Section 1704.5 for vertical masonry foundation elements.
1704.12 Sprayed fire-resistant materials. Special inspections for sprayed fire-resistant materials applied to floor, roof and wall assemblies and structural members shall be in accordance with Sections 1704.12.1 through 1704.12.6. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents. The tests set forth in this section shall be based on samplings from specific floor, roof and wall assemblies and structural members. Special inspections shall be performed after the rough installation of electrical, automatic sprinkler, mechanical and plumbing systems and suspension systems for ceilings, where applicable.
1704.12.1 Physical and visual tests. The special inspections shall include the following tests and observations to demonstrate compliance with the listing and the fire-resistance rating:
1704.12.2 Structural member surface conditions. The surfaces shall be prepared in accordance with the approved fire-resistance design and the written instructions of approved manufacturers. The prepared surface of structural members to be sprayed shall be inspected before the application of the sprayed fire-resistant material.
1704.12.3 Application. The substrate shall have a minimum ambient temperature before and after application as specified in the written instructions of approved manufacturers. The area for application shall be ventilated during and after application as required by the written instructions of approved manufacturers.
1704.12.4 Thickness. No more than 10 percent of the thickness measurements of the sprayed fire-resistant materials applied to floor, roof and wall assemblies and structural members shall be less than the thickness required by the approved fire-resistance design, but in no case less than the minimum allowable thickness required by Section 1704.12.4.1.
1704.12.4.1 Minimum allowable thickness. For design thicknesses 1 inch (25 mm) or greater, the minimum allowable individual thickness shall be the design thickness minus ¼ inch (6.4 mm). For design thicknesses less than 1 inch (25 mm), the minimum allowable individual thickness shall be the design thickness minus 25 percent. Thickness shall be determined in accordance with ASTM E 605. Samples of the sprayed fire-resistant materials shall be selected in accordance with Sections 1704.12.4.2 and 1704.12.4.3.
1704.12.4.2 Floor, roof and wall assemblies. The thickness of the sprayed fire-resistant material applied to floor, roof and wall assemblies shall be determined in accordance with ASTM E 605, making not less than four measurements for each 1,000 square feet (93 m2) of the sprayed area in each story or portion thereof.
1704.12.4.2.1 Cellular decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. A minimum of four measurements shall be made, located symmetrically within the square area.
1704.12.4.2.2 Fluted decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. A minimum of four measurements shall be made, located symmetrically within the square area, including one each of the following: valley, crest and sides. The average of the measurements shall be reported.
1704.12.4.3 Structural members. The thickness of the sprayed fire-resistant material applied to structural members shall be determined in accordance with ASTM E 605. Thickness testing shall be performed on not less than 25 percent of the structural members on each floor.
1704.12.4.3.1 Beams and girders. At beams and girders thickness measurements shall be made at nine locations around the beam or girder at each end of a 12-inch (305 mm) length.
1704.12.4.3.2 Joists and trusses. At joists and trusses, thickness measurements shall be made at seven locations around the joist or truss at each end of a 12-inch (305 mm) length.
1704.12.4.3.3 Wide-flanged columns. At wide-flanged columns, thickness measurements shall be made at 12 locations around the columns at each end of a 12-inch (305 mm) length.
1704.12.4.3.4 Hollow structural section and pipe columns. At hollow structural section and pipe columns, thickness measurements shall be made at a minimum of four locations around the column at each end of a 12-inch (305 mm) length.
1704.12.5 Density. The density of the sprayed fire-resistant material shall not be less than the density specified in the approved fire-resistance design. Density of the sprayed fire-resistance material shall be determined in accordance with ASTM E 605. The test samples for determining the density of the sprayed fire-resistant materials shall be selected as follows:
1704.12.6 Bond strength. The cohesive/adhesive bond strength of the cured sprayed fire-resistant material applied to floor, roof and wall assemblies and structural members shall not be less than 150 pounds per square foot (psf) (7.18 kN/m2). The cohesive/adhesive bond strength shall be determined in accordance with the field test specified in ASTME 736 by testing in-place samples of the sprayed fire-resistant material selected in accordance with Sections 1704.12.6.1 through 1704.12.6.3.
1704.12.6.1 Floor, roof and wall assemblies. The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m2) of the sprayed area in each story or portion thereof.
1704.12.6.2 Structural members. The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from beams, girders, trusses, columns and other structural members at the rate of not less than one sample for each type of structural member for each 2,500 square feet (232 m2) of floor area or portion thereof in each story.
1704.12.6.3 Primer, paint and encapsulant bond tests. Bond tests to qualify a primer, paint or encapsulant shall be conducted when the sprayed fire-resistant material is applied to a primed, painted or encapsulated surface for which acceptable bond-strength performance between these coatings and the fire-resistant material has not been determined. A bonding agent approved by the SFRM manufacturer shall be applied to a primed, painted or encapsulated surface where the bond strengths are found to be less than required values.
1704.13 Mastic and intumescent fire-resistant coatings. Special inspections for mastic and intumescent fire-resistant coatings applied to structural elements and decks shall be in accordance with AWCI 12-B. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents.
1704.14 Exterior insulation and finish systems (EIFS). Special inspections shall be required for all EIFS applications.
Exceptions:
1704.14.1 Water-resistive barrier coating. A water-resistive barrier coating complying with ASTM E 2570 requires special inspection of the water-resistive barrier coating when installed over a sheathing substrate.
1704.15 Special cases. Special inspections shall be required for proposed work that is, in the opinion of the building official, unusual in its nature, such as, but not limited to, the following examples:
[F] 1704.16 Special inspection for smoke control. Smoke control systems shall be tested by a special inspector.
[F] 1704.16.1 Testing scope. The test scope shall be as follows:
[F] 1704.16.2 Qualifications. Special inspection agencies for smoke control shall have expertise in fire protection engineering, mechanical engineering and certification as air balancers.
1705.1 General. Where special inspection or testing is required by Section 1704, 1707 or 1708, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1705 for submittal by the applicant (see Section 1704.1.1).
1705.2 Content of statement of special inspections. The statement of special inspections shall identify the following:
1705.3 Seismic resistance. The statement of special inspections shall include seismic requirements for cases covered in Sections 1705.3.1 through 1705.3.5.
141Exception: Seismic requirements are permitted to be excluded from the statement of special inspections for
structures designed and constructed in accordance with the following:
1705.3.1 Seismic-force-resisting systems. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, in accordance with Section 1613.
Exception: Requirements for the seismic-force-resisting system are permitted to be excluded from the statement of special inspections for steel systems in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
1705.3.2 Designated seismic systems. Designated seismic systems in structures assigned to Seismic Design Category D, E or F.
1705.3.3 Seismic Design Category C. The following additional systems and components in structures assigned to Seismic Design Category C:
1705.3.4 Seismic Design Category D. The following additional systems and components in structures assigned to Seismic Design Category D:
1705.3.5 Seismic Design Category E or F. The following additional systems and components in structures assigned to Seismic Design Category E or F:
1705.3.6 Seismic requirements in the statement of special inspections. When Sections 1705.3 through 1705.3.5 specify that seismic requirements be included, the statement of special inspections shall identify the following:
1705.4 Wind resistance. The statement of special inspections shall include wind requirements for structures constructed in the following areas:
1705.4.1 Wind requirements in the statement of special inspections. When Section 1705.4 specifies that wind requirements be included, the statement of special inspections shall identify the main wind-force-resisting systems and wind-resisting components subject to special inspections as specified in Section 1705.4.2.
1705.4.2 Detailed requirements. The statement of special inspections shall include at least the following systems and components:
Exception: Fabrication of manufactured systems or components that have a label indicating compliance with the wind-load and impact-resistance requirements of this code.
1706.1 Special inspections for wind requirements. Special inspections itemized in Sections 1706.2 through 1706.4, unless exempted by the exceptions to Section 1704.1, are required for buildings and structures constructed in the following areas:
1706.2 Structural wood. Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.
Exception: Special inspection is not required for wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the main windforce-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center.
1706.3 Cold-formed steel light-frame construction. Periodic special inspection is required during welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspection is not required for cold-formed steel light-frame shear walls, braces, diaphragms, collectors (drag struts) and hold-downs where either of the following apply:
- The sheathing is gypsum board or fiberboard.
- The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.).
1706.4 Wind-resisting components. Periodic special inspection is required for the following systems and components:
1707.1 Special inspections for seismic resistance. Special inspections itemized in Sections 1707.2 through 1707.9, unless exempted by the exceptions of Section 1704.1, 1705.3, or 1705.3.1, are required for the following:
1707.2 Structural steel. Special inspection for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exceptions:
- Special inspections of structural steel in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
- For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
1707.3 Structural wood. Continuous special inspection is required during field gluing operations of elements of the seismic-force-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the seismic-force-resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs.
Exception: Special inspection is not required for wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the seismic-force-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.).
1707.4 Cold-formed steel light-frame construction. Periodic special inspection is required during welding operations of elements of the seismic-force-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the seis-
143mic-force-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspection is not required for cold-formed steel light-frame shear walls, braces, diaphragms, collectors (drag struts) and hold-downs where either of the following apply:
- The sheathing is gypsum board or fiberboard.
- The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) o.c.
1707.5 Storage racks and access floors. Periodic special inspection is required during the anchorage of access floors and storage racks 8 feet (2438 mm) or greater in height in structures assigned to Seismic Design Category D, E or F.
1707.6 Architectural components. Periodic special inspection during the erection and fastening of exterior cladding, interior and exterior nonbearing walls and interior and exterior veneer in structures assigned to Seismic Design Category D, E or F.
Exceptions:
- Special inspection is not required for exterior cladding, interior and exterior nonbearing walls and interior and exterior veneer 30 feet (9144 mm) or less in height above grade or walking surface.
- Special inspection is not required for exterior cladding and interior and exterior veneer weighing 5 psf (24.5 N/m2) or less.
- Special inspection is not required for interior nonbearing walls weighing 15 psf (73.5 N/m2) or less.
1707.7 Mechanical and electrical components. Special inspection for mechanical and electrical equipment shall be as follows:
1707.8 Designated seismic system verifications. The special inspector shall examine designated seismic systems requiring seismic qualification in accordance with Section 1708.4 and verify that the label, anchorage or mounting conforms to the certificate of compliance.
1707.9 Seismic isolation system. Periodic special inspection is required during the fabrication and installation of isolator units and energy dissipation devices that are part of the seismic isolation system.
1708.1 Testing and qualification for seismic resistance. The testing and qualification specified in Sections 1708.2 through 1708.5, unless exempted from special inspections by the exceptions of Section 1704.1, 1705.3 or 1705.3.1 are required as follows:
1708.2 Concrete reinforcement. Where reinforcement complying with ASTM A 615 is used to resist earthquake-induced flexural and axial forces in special moment frames, special structural walls and coupling beams connecting special structural walls, in structures assigned to Seismic Design Category B, C, D, E or F as determined in Section 1613, the reinforcement shall comply with Section 21.1.5.2 of ACI 318. Certified mill test reports shall be provided for each shipment of such reinforcement. Where reinforcement complying with ASTM A 615 is to be welded, chemical tests shall be performed to determine weldability in accordance with Section 3.5.2 of ACI 318.
1708.3 Structural steel. Testing for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exceptions:
- Testing for structural steel in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.144
- For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
1708.4 Seismic certification of nonstructural components. The registered design professional shall state the applicable seismic certification requirements for nonstructural components and designated seismic systems on the construction documents.
1708.5 Seismically isolated structures. For required system tests, see Section 17.8 of ASCE 7.
1709.1 Contractor responsibility. Each contractor responsible for the construction of a main wind-or seismic-force-resisting system, designated seismic system or a wind- or seismic-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The contractor's statement of responsibility shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspection.
1710.1 General. Where required by the provisions of Section 1710.2 or 1710.3, the owner shall employ a registered design professional to perform structural observations as defined in Section 1702.
Prior to the commencement of observations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of structural observations.
At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer’s knowledge, have not been resolved.
1710.2 Structural observations for seismic resistance. Structural observations shall be provided for those structures assigned to Seismic Design Category D, E or F, as determined in Section 1613, where one or more of the following conditions exist:
1710.3 Structural observations for wind requirements. Structural observations shall be provided for those structures sited where the basic wind speed exceeds 110 mph (49 m/sec) determined from Figure 1609, where one or more of the following conditions exist:
1711.1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.
1711.2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1712.
1712.1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to
145be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.11, Chapter 1, Division II. The cost of all tests and other investigations required under the provisions of this code shall be borne by the applicant.
[BSC] In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 1.2.2, Chapter 1, Division I. The cost of all tests and other investigations required under the provisions of this code shall be borne by the applicant.
1713.1 Where required. Where proposed construction is not capable of being designed by approved engineering analysis, or where proposed construction design method does not comply with the applicable material design standard, the system of construction or the structural unit and the connections shall be subjected to the tests prescribed in Section 1715. The building official shall accept certified reports of such tests conducted by an approved testing agency, provided that such tests meet the requirements of this code and approved procedures.
1714.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. If the structural assessment determines that the load-bearing capacity is less than that required by the code, load tests shall be conducted in accordance with Section 1714.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1714.2 Test standards. Structural components and assemblies shall be tested in accordance with the appropriate material standards listed in Chapter 35. In the absence of a standard that contains an applicable load test procedure, the test procedure shall be developed by a registered design professional and approved. The test procedure shall simulate loads and conditions of application that the completed structure or portion thereof will be subjected to in normal use.
1714.3 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1714.3.1 or 1714.3.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability or the building, structure or portion thereof.
1714.3.1 Load test procedure specified. Where a standard listed in Chapter 35 contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1714.3.2 Shall apply.
1714.3.2 Load test procedure not specified. In the absence of applicable load test procedures contained within a standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic-load-resisting system, the test load shall be equal to two times the unfactored design loads. The test load shall be left in place for a period of 24 hours. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
1715.1 General. In evaluating the physical properties of materials and methods of construction that are not capable of being designed by approved engineering analysis or do not comply with applicable material design standards listed in Chapter 35, the structural adequacy shall be predetermined based on the load test criteria established in this section.
1715.2 Load test procedures specified. Where specific load test procedures, load factors and acceptance criteria are included in the applicable design standards listed in Chapter 35, such test procedures, load factors and acceptance criteria shall apply. In the absence of specific test procedures, load factors or acceptance criteria, the corresponding provisions in Section 1715.3 shall apply.
1715.3 Load test procedures not specified. Where load test procedures are not specified in the applicable design standards listed in Chapter 35, the load-bearing and deformation capacity of structural components and assemblies shall be determined on the basis of a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components and assemblies that are not a part of the seismic-force-resisting system, the test shall be as specified in Section 1715.3.1. Load tests shall simulate the applicable loading conditions specified in Chapter 16.
1461715.3.1 Test procedure. The test assembly shall be subjected to an increasing superimposed load equal to not less than two times the superimposed design load. The test load shall be left in place for a period of 24 hours. The tested assembly shall be considered to have successfully met the test requirements if the assembly recovers not less than 75 percent of the maximum deflection within 24 hours after the removal of the test load. The test assembly shall then be reloaded and subjected to an increasing superimposed load until either structural failure occurs or the superimposed load is equal to two and one-half times the superimposed load at which the deflection limitations specified in Section 1715.3.2 were reached, or the load is equal to two and one-half times the superimposed design load. In the case of structural components and assemblies for which deflection limitations are not specified in Section 1715.3.2, the test specimen shall be subjected to an increasing superimposed load until structural failure occurs or the load is equal to two and one-half times the desired superimposed design load. The allowable superimposed design load shall be taken as the lesser of:
1715.3.2 Deflection. The deflection of structural members under the design load shall not exceed the limitations in Section 1604.3.
1715.4 Wall and partition assemblies. Load-bearing wall and partition assemblies shall sustain the test load both with and without window framing. The test load shall include all design load components. Wall and partition assemblies shall be tested both with and without door and window framing.
1715.5 Exterior window and door assemblies. The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1715.5.1 or 1715.5.2.
Exception: Structural wind load design pressures for window units smaller than the size tested in accordance with Section 1715.5.1 or 1715.5.2 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. All components of the small unit shall be the same as the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window unit having the highest allowable design pressure.
1715.5.1 Exterior windows and doors. Exterior windows and sliding doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440. The label shall state the name of the manufacturer, the approved labeling agency and the product designation as specified in AAMA/WDMA/CSA 101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 shall not be subject to the requirements of Sections 2403.2 and 2403.3.
1715.5.2 Exterior windows and door assemblies not provided for in Section 1715.5.1. Exterior window and door assemblies shall be tested in accordance with ASTM E 330. Structural performance of garage doors shall be determined in accordance with either ASTM E 330 or ANSI/DASMA 108, and shall meet the acceptance criteria of ANSI/DASMA 108. Exterior window and door assemblies containing glass shall comply with Section 2403. The design pressure for testing shall be calculated in accordance with Chapter 16. Each assembly shall be tested for 10 seconds at a load equal to 1.5 times the design pressure.
1715.6 Test specimens. Test specimens and construction shall be representative of the materials, workmanship and details normally used in practice. The properties of the materials used to construct the test assembly shall be determined on the basis of tests on samples taken from the load assembly or on representative samples of the materials used to construct the load test assembly. Required tests shall be conducted or witnessed by an approved agency.
1716.1 Test standards for joist hangers and connectors.
1716.1.1 Test standards for joist hangers. The vertical load-bearing capacity, torsional moment capacity and deflection characteristics of joist hangers shall be determined in accordance with ASTM D 1761 using lumber having a specific gravity of 0.49 or greater, but not greater than 0.55, as determined in accordance with AF&PA NDS for the joist and headers.
Exception: The joist length shall not be required to exceed 24 inches (610 mm).
1716.1.2 Vertical load capacity for joist hangers. The vertical load capacity for the joist hanger assemblies as specified in ASTM D 1761. If the ultimate vertical load for any one of the tests varies more than 20 percent from the average ultimate vertical load, at least three additional tests hanger shall be conducted. The allowable vertical load of the joist hanger shall be the lowest value determined from the following:
1716.1.3 Torsional moment capacity for joist hangers. The torsional moment capacity for the joist hanger shall be determined by testing at least three joist hanger assemblies as specified in ASTM D 1761. The allowable torsional moment of the joist hanger shall be the average torsional moment at which the lateral movement of the top or bottom of the joist with respect to the original position of the joist is 1/8 inch (3.2 mm).
1716.1.4 Design value modifications for joist hangers. Allowable design values for joist hangers that are determined by Item 4 or 5 in Section 1716.1.2 shall be permitted to be modified by the appropriate duration of loading factors as specified in AF&PA NDS but shall not exceed the direct loads as determined by Item 1, 2 or 3 in Section 1716.1.2. Allowable design values determined by Item 1, 2 or 3 in Section 1716.1.2 shall not be modified by duration of loading factors.
1716.2 Concrete and clay roof tiles.
1716.2.1 Overturning resistance. Concrete and clay roof tiles shall be tested to determine their resistance to overturning due to wind in accordance with SBCCI SSTD 11 and Chapter 15.
1716.2.2 Wind tunnel testing. When roof tiles do not satisfy the limitations in Chapter 16 for rigid tile, a wind tunnel test shall be used to determine the wind characteristics of the concrete or clay tile roof covering in accordance with SBCCI SSTD 11 and Chapter 15.
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CEC | CA | SL | SLC | |||||||
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1 | 2 | 1-AC | AC | SS | SS/CC | 1 | 2 | 3 | 4 | |||||||||||
Adopt entire chapter | X | X | X | X | ||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | ||||||||||||||||||||
Adopt only those sections that are listed below | ||||||||||||||||||||
Chapter/Section | ||||||||||||||||||||
1701A.1 Scope. The provisions of this chapter shall govern the quality, workmanship and requirements for materials covered. Materials of construction and tests shall conform to the applicable standards listed in this code.
1701A.1.1 Application. The scope of application of Chapter 17A is as follows:
Exception:[OSHPD 2] Single-story Type V skilled nursing or intermediate care facilities utilizing wood-frame or light-steel-frame construction as defined in Health and Safety Code Section 129725, which shall comply with Chapter 17 and any applicable amendments therein.
1701A.1.2 Amendments in this chapter. DSA-SS and OSHPD adopt this chapter and all amendments.
Exception: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopting agency, as follows:
- Division of the State Architect-Structural Safety:
[DSA-SS] For applications listed in Section 1.9.2.1
[DSA-SS/CC] For applications listed in Section 1.9.2.2.
- Office of Statewide Health Planning and Development:
[OSHPD 1] For applications listed in Section 1.10.1.
[OSHPD 4] For applications listed in Section 1.10.4.
1701A.1.3 Reference to other chapters.
1701A.1.3.1 [DSA-SS/CC] Where reference within this chapter is made to sections in Chapters 16A, 19A, 21A, 22A and 34A, the provisions in Chapters 16, 19, 21, 22 and 34 respectively shall apply instead.
1701A.2 New materials. New building materials, equipment, appliances, systems or methods of construction not provided for in this code, and any material of questioned suitability proposed for use in the construction of a building or structure, shall be subjected to the tests prescribed in this chapter and in the approved rules to determine character, quality and limitations of use.
1701A.3 Used materials. The use of second-hand materials that meet the minimum requirements of this code for new materials shall be permitted.
1701A.4 Special inspectors. [OSHPD 1 and 4] In addition to the inspector(s) of record required by Title 24, Part 1, Section 7-144, the owner shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23, 25, 34A, and noted in the test, inspection and observation (TIO) program required by Sections 7-141, 7-145 and 7-149 of Title 24, part 1, of the California Administrative Code. Test, inspection and observation (TIO) program shall satisfy requirements of Section 1704A.1.1.
1701A.5 Special inspectors. [DSA-SS & DSA-SS/CC] In addition to the project inspector required by Title 24, Part 1, Section 4-333, the owner shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23, 25, 34 and noted in the special test, inspection and observation plan required by Section 4-335 of Title 24, Part 1, of the California Administrative Code.
1702A.1 General. The following words and terms shall, for the purposes of this chapter and as used elsewhere in this code, have the meanings shown herein.
APPROVED AGENCY. An established and recognized agency regularly engaged in conducting tests or furnishing inspection services, when such agency has been approved.
APPROVED FABRICATOR. An established and qualified person, firm or corporation approved by the building official pursuant to Chapter 17 of this code.
CERTIFICATE OF COMPLIANCE. A certificate stating that materials and products meet specified standards or that work was done in compliance with approved construction documents.
DESIGNATED SEISMIC SYSTEM. Those architectural, electrical and mechanical systems and their components that require design in accordance with Chapter 13 of ASCE 7 and for which the component importance factor, Ip, is greater than 1 in accordance with Section 13.1.3 of ASCE 7.
151FABRICATED ITEM. Structural, load-bearing or lateral load-resisting assemblies consisting of materials assembled prior to installation in a building or structure, or subjected to operations such as heat treatment, thermal cutting, cold working or reforming after manufacture and prior to installation in a building or structure. Materials produced in accordance with standard specifications referenced by this code, such as rolled structural steel shapes, steel-reinforcing bars, masonry units, and wood structural panels or in accordance with a standard, listed in Chapter 35, which provides requirements for quality control done under the supervision of a third-party quality control agency shall not be considered "fabricated items."
INSPECTION CERTIFICATE. An identification applied on a product by an approved agency containing the name of the manufacturer, the function and performance characteristics, and the name and identification of an approved agency that indicates that the product or material has been inspected and evaluated by an approved agency (see Section 1703A.5 and Label,” "Manufacturer's designation" and "Mark").
INTUMESCENT FIRE-RESISTANT COATINGS. Thin film liquid mixture applied to substrates by brush, roller, spray or trowel which expands into a protective foamed layer to provide fire-resistant protection of the substrates when exposed to flame or intense heat.
MAIN WINDFORCE-RESISTING SYSTEM. An assemblage of structural elements assigned to provide support and stability for the overall structure. The system generally receives wind loading from more than one surface.
MASTIC FIRE-RESISTANT COATINGS. Liquid mixture applied to a substrate by brush, roller, spray or trowel that provides fire-resistant protection of a substrate when exposed to flame or intense heat.
PROJECT INSPECTOR [DSA-SS & DSA-SS/CC] The person approved to provide inspection in accordance with Title 24, Part 1, California Administrative Code, Section 4-333(b). The term "project inspector" is synonymous with "inspector of record."
SPECIAL INSPECTION. Inspection as herein required of the materials, installation, fabrication, erection or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards (see Section 1704A).
SPECIAL INSPECTION, CONTINUOUS. The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.
SPECIAL INSPECTION, PERIODIC. The part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work has been or is being performed and at the completion of the work.
SPRAYED FIRE-RESISTANT MATERIALS. Cementitious or fibrous materials that are sprayed to provide fire-resistant protection of the substrates.
STRUCTURAL OBSERVATION. The visual observation of the structural system by a registered design professional for general conformance to the approved construction documents. Structural observation does not include or waive the responsibility for the inspection required by Section 110, 1704A or other sections of this code.
1703A.1 Approved agency. An approved agency shall provide all information as necessary for the building official to determine that the agency meets the applicable requirements.
1703A.1.1 Independence. An approved agency shall be objective, competent and independent from the contractor responsible for the work being inspected. The agency shall also disclose possible conflicts of interest so that objectivity can be confirmed.
1703A.1.2 Equipment. An approved agency shall have adequate equipment to perform required tests. The equipment shall be periodically calibrated.
1703A.1.3 Personnel. An approved agency shall employ experienced personnel educated in conducting, supervising and evaluating tests and/or inspections.
1703A.2 Written approval. Any material, appliance, equipment, system or method of construction meeting the requirements of this code shall be approved in writing after satisfactory completion of the required tests and submission of required test reports.
1703A.3 Approved record. For any material, appliance, equipment, system or method of construction that has been approved, a record of such approval, including the conditions and limitations of the approval, shall be kept on file in the building official's office and shall be open to public inspection at appropriate times.
1703A.4 Performance. Specific information consisting of test reports conducted by an approved testing agency in accordance with standards referenced in Chapter 35, or other such information as necessary, shall be provided for the building official to determine that the material meets the applicable code requirements.
1703A.4.1 Research and investigation. Sufficient technical data shall be submitted to the building official to substantiate the proposed use of any material or assembly. If it is determined that the evidence submitted is satisfactory proof of performance for the use intended, the building official shall approve the use of the material or assembly subject to the requirements of this code. The costs, reports and investigations required under these provisions shall be paid by the applicant.
1703A.4.2 Research reports. Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.
1703A.5 Labeling. Where materials or assemblies are required by this code to be labeled, such materials and assemblies shall be labeled by an approved agency in accordance with Section 1703A. Products and materials required to be labeled shall be
152labeled in accordance with the procedures set forth in Sections 1703A.5.1 through 1703A.5.3.
1703A.5.1 Testing. An approved agency shall test a representative sample of the product or material being labeled to the relevant standard or standards. The approved agency shall maintain a record of the tests performed. The record shall provide sufficient detail to verify compliance with the test standard.
1703A.5.2 Inspection and identification. The approved agency shall periodically perform an inspection, which shall be in-plant if necessary, of the product or material that is to be labeled. The inspection shall verify that the labeled product or material is representative of the product or material tested.
1703A.5.3 Label information. The label shall contain the manufacturer's or distributor's identification, model number, serial number or definitive information describing the product or material's performance characteristics and approved agency's identification.
1703A.6 Evaluation and follow-up inspection services. Where structural components or other items regulated by this code are not visible for inspection after completion of a prefabricated assembly, the applicant shall submit a report of each prefabricated assembly. The report shall indicate the complete details of the assembly, including a description of the assembly and its components, the basis upon which the assembly is being evaluated, test results and similar information and other data as necessary for the building official to determine conformance to this code. Such a report shall be approved by the building official.
1703A.6.1 Follow-up inspection. The applicant shall provide for special inspections of fabricated items in accordance with Section 1704A.2.
1703A.6.2 Test and inspection records. Copies of necessary test and inspection records shall be filed with the building official.
1704A.1 General. Where application is made for construction as described in this section, the owner shall employ one or more approved agencies to perform inspections during construction on the types of work listed under Section 1704A. These inspections are in addition to the inspections identified in Section 110.
The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for the inspection of the particular type of construction or operation requiring special inspection. The registered design professional in responsible charge and engineers of record involved in the design of the project are permitted to act as the approved agency and their personnel are permitted to act as the special inspector for the work designed by them, provided those personnel meet the qualification requirements of this section to the satisfaction of the building official. The special inspector shall provide written documentation to the building official demonstrating his or her competence and relevant experience or training. Experience or training shall be considered relevant when the documented experience or training is related in complexity to the same type of special inspection activities for projects of similar complexity and material qualities. These qualifications are in addition to qualifications specified in other sections of this code.
Exceptions:
- Special inspections are not required for work of a minor nature or as warranted by conditions in the jurisdiction as approved by the building official.
- Special inspections are not required for building components unless the design involves the practice of professional engineering or architecture as defined by applicable state statutes and regulations governing the professional registration and certification of engineers or architects.
- Unless otherwise required by the building official, special inspections are not required for Group U occupancies that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1.
1704A.1.1 Statement of special inspections. The applicant shall submit a statement of special inspections prepared by the registered design professional in responsible charge in accordance with Section 107.1 as a condition for issuance. This statement shall be in accordance with Section 1705A.
Exception: The statement of special inspections is permitted to be prepared by a qualified person approved by the building official for construction not designed by a registered design professional.
1704A.1.2 Report requirement. The inspector of record and special inspectors shall keep records of inspections. The inspector of record and special inspector shall furnish inspection reports to the building official, and to the registered design professional in responsible charge as required by Title 24, Part 1. Reports shall indicate that work inspected was or was not completed in conformance to approved construction documents as required by Title 24, Parts 1 and 2. Discrepancies shall be brought to the immediate attention of the contractor for correction. If they are not corrected, the discrepancies shall be brought to the attention of the building official and to the registered design professional in responsible charge prior to the completion of that phase of the work. A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted at a point in time agreed upon prior to the start of work by the applicant and the building official.
1704A.2 Inspection of fabricators. Where fabrication of structural load-bearing members and assemblies is being performed on the premises of a fabricator's shop, special inspection of the fabricated items shall be required by this section and as required elsewhere in this code.
1531704A.2.1 Fabrication and implementation procedures. The special inspector shall verify that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to approved construction documents and referenced standards. The special inspector shall review the procedures for completeness and adequacy relative to the code requirements for the fabricator's scope of work.
1704A.3 Steel construction. The special inspections for steel elements of buildings and structures shall be as required by Section 1704A.3 and Table 1704A.3.
Exceptions:
1704A.3.1 Welding. Welding inspection and welding inspector qualification shall be in accordance with this section.
1704A.3.1.1 Structural steel. Welding inspection and welding inspector qualification for structural steel shall be in accordance with AWS D1.1.
1704A.3.1.2 Cold-formed steel. Welding inspection and welding inspector qualification for cold-formed steel floor and roof decks shall be in accordance with AWS D1.3.
1704A.3.1.3 Reinforcing steel. Welding inspection and welding inspector qualification for reinforcing steel shall be in accordance with AWS D1.4 and ACI 318.
1704A.3.1.4 Inspection of Structural Welding. Inspection of all shop and field welding operations shall be made by a qualified welding inspector approved by the enforcement agency. The minimum requirements for a qualified welding inspector shall be as those for an AWS certified welding inspector (CWI), as defined in the provisions of the AWS QC1. All welding inspectors shall be as approved by the enforcement agency.
The welding inspector shall make a systematic daily record of all welds. This record shall include in addition to other required records:
The welding inspector shall check the material, details of construction and procedure, as well as workmanship of the welds. The inspector shall verify that the installation of end-welded stud shear connectors is in accordance with the requirements of AWS D1.1 and the approved plans and specifications. The inspector shall furnish the architect, structural engineer and the enforcement agency with a verified report that the welding is proper and has been done in conformity with AWS D1.1, D1.8 and the approved construction documents.
1704A.3.2 Details. The special inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents, such as bracing, stiffening, member locations and proper application of joint details at each connection.
1704A.3.2.1 Steel joist and joist girder inspection. Special inspection is required during the manufacture and welding of steel joists or joist girders. The special inspector shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. The special inspector shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected joist or joist girder. This mark or tag shall remain on the joist or joist girder throughout the job-site receiving and erection process.
1704A.3.2.2 Light-framed steel truss inspection. The manufacture of cold-formed light-framed steel trusses shall be continuously inspected by a qualified special inspector approved by the enforcement agency. The special inspector shall verify conformance of materials and manufacture with approved plans and specifications. The special inspector shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected truss. This mark or tag shall remain on the truss throughout the job-site receiving and erection process.
VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED STANDARDa | CBC REFERENCE |
---|---|---|---|---|
For SI: 1 inch =25.4 mm. | ||||
a. Where applicable, see also Section 1707A.1, Special inspection for seismic resistance. | ||||
1. Material verification of high-strength bolts, nuts and washers: | ||||
a. Identification markings to conform to ASTM standards specified in the approved construction documents. | — | X | AISC 360, Section A3.3 and applicable ASTM material standards | — |
b. Manufacturer's certificate of compliance required | — | X | — | — |
2. Inspection of high-strength bolting: | ||||
a. Snug-tight joints. | — | X | AISC 360, Section M2.5 | 1704A.3.3 |
b. Pretensioned and slip-critical joints using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation. | — | X | ||
c. Pretensioned and slip-critical joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. | X | — | ||
3. Material verification of structural steel and cold-formed steel deck: | ||||
a. For structural steel, identification markings to conform to AISC 360. | — | X | AISC 360, Section M5.5 | |
b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. | — | X | Applicable ASTM material standards | |
c. Manufacturer's certified test reports. | — | X | — | — |
4. Material verification of weld filler materials: | ||||
a. Identification markings to conform to AWS specification in the approved construction documents. | — | X | AISC 360, Section A3.5 and applicable AWS A5 documents | — |
b. Manufacturer's certificate of compliance required. | — | X | — | — |
5. Inspection of welding: | ||||
a. Structural steel and cold-formed steel deck: | ||||
1) Complete and partial joint penetration groove welds. | X | — | AWS D1.1 | 1704A.3.1 |
2) Multipass fillet welds. | X | — | ||
3) Single-pass fillet welds >5/16" | X | — | ||
4) Plug and slot welds. | X | — | ||
5)Single-pass fillet welds ≤5/16" | — | X | ||
6)Floor and roof deck welds. | — | X | AWS D1.3 | 155 |
b.Reinforcing steel: | — | |||
1) Verification of weldability of reinforcing steel other than ASTM A 706. | — | X | AWS D1.4 ACI 318: Section 3.5.2 | |
2) Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement. | X | — | ||
3) Shear reinforcement. | X | — | ||
4) Other reinforcing steel. | — | X | ||
6. Inspection of steel frame joint details for compliance: | ||||
a. Details such as bracing and stiffening. | — | X | — | 1704A.3.2 |
b. Member locations. | — | X | ||
c. Application of joint details at each connection. | — | X |
1704A.3.3 High-strength bolts. Installation of highstrength bolts shall be inspected in accordance with AISC 360.
1704A.3.3.1 General. While the work is in progress, the special inspector shall determine that the requirements for bolts, nuts, washers and paint; bolted parts and installation and tightening in such standards are met. For bolts requiring pretensioning, the special inspector shall observe the preinstallation testing and calibration procedures when such procedures are required by the installation method or by project plans or specifications; determine that all plies of connected materials have been drawn together and properly snugged and monitor the installation of bolts to verify that the selected procedure for installation is properly used to tighten bolts. For joints required to be tightened only to the snug-tight condition, the special inspector need only verify that the connected materials have been drawn together and properly snugged.
1704A.3.3.2 Periodic monitoring. Monitoring of bolt installation for pretensioning is permitted to be performed on a periodic basis when using the turn-of-nut method with matchmarking techniques, the direct tension indicator method or the alternate design fastener (twist-off bolt) method. Joints designated as snug tight need be inspected only on a periodic basis.
1704A.3.3.3 Continuous monitoring. Monitoring of bolt installation for pretensioning using the calibrated wrench method or the turn-of-nut method without matchmarking shall be performed on a continuous basis.
1704A.3.4 Cold-formed steel trusses spanning 60 feet or greater. Where a cold-formed steel truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.
1704A.4 Concrete construction. The special inspections and verifications for concrete construction shall be as required by this section and Table 1704A.4.
Exceptions: [DSA-SS & DSA-SS/CC] Special inspections shall not be required for:
1704A.4.1 Materials. In the absence of sufficient data or documentation providing evidence of conformance to quality standards for materials in Chapter 3 of ACI 318, the building official shall require testing of materials in accordance with the appropriate standards and criteria for the material in Chapter 3 of ACI 318. Weldability of reinforcement, except that which conforms to ASTM A 706, shall be determined in accordance with the requirements of Section 3.5.2 of ACI 318.
1704A.4.2 Batch plant inspection. Except as provided under Section 1704A.4.3, the quality and quantity of materials used in transit-mixed concrete and in batched aggregates shall be continuously inspected at the location
156where materials are measured by an approved special inspector.
1704A.4.3 Waiver of continuous batch plant inspection. Continuous batch plant inspection may be waived by the registered design professional in responsible charge, subject to approval by the enforcement agency, under either of the following conditions:
When continuous batch plant inspection is waived, the following requirements shall apply and shall be described in the construction documents:
VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED STANDARDa | CBC REFERENCE |
---|---|---|---|---|
For SI: 1 inch = 25.4 mm. | ||||
a. Where applicable, see also Section 1707A.1, Special inspection for seismic resistance. | ||||
1. Inspection of reinforcing steel, including prestressing tendons, and placement. | — | X | ACI 318: 3.5, 7.1–7.7 | 1913A.4 |
2. Inspection of reinforcing steel welding in accordance with Table 1704A.3, Item 5b. | — | — | AWS D1.4 ACI 318: 3.5.2 | — |
3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used. | X | — | ACI 318: 8.1.3, 21.2.8 | 1911A.5, 1912A.1 |
4. Inspection of anchors installed in hardened concrete. | — | X | ACI 318: 3.8.6, 8.1.3, 21.2.8 | 1912A.1 |
5. Verifying use of required design mix, | — | X | ACI 318: Ch. 4, 5.2–5.4 | 1904A.2.2, 1913A.2, 1913A.3 |
6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete. | X | — | ASTM C 172 ASTM C 31 ACI 318: 5.6, 5.8 | 1913A.10 |
7. Inspection of concrete and shotcrete placement for proper application techniques. | X | — | ACI 318: 5.9, 5.10 | 1913A.6, 1913A.7, 1913A.8 |
8. Inspection for maintenance of specified curing temperature and techniques. | — | X | ACI 318: 5.11–5.13 | 1913A.9 |
9. Inspection of prestressed concrete:
| X X | — | ACI 318: 18.20 ACI 318: 18.18.4 | — |
10. Erection of precast concrete members. | — | X | ACI 318: Ch. 16 | — |
11. Verification of in-situ concrete strength, prior to stressing of tendons in posttensioned concrete and prior to removal of shores and forms from beams and structural slabs. | — | X | ACI 318: 6.2 | — |
12. Inspect formwork for shape, location and dimensions of the concrete member being formed. | — | X | ACI 318: 6.1.1 | — |
1704A.4.4 Inspection of prestressed concrete.
1704A.4.5 Concrete preplacement inspection. Concrete shall not be placed until the forms and reinforcement have been inspected, all preparations for the placement have been completed, and the preparations have been checked by the inspector of record.
1704A.4.6 Placing record. A record shall be kept on the site of the time and date of placing the concrete in each portion of the structure. Such record shall be kept until the completion of the structure and shall be open to the inspection of the enforcement agency.
1704A.5 Masonry construction. Masonry construction shall be inspected and verified in accordance with the requirements of Sections 1704A.5.1 through 1704A.5.3, depending on the occupancy category of the building or structure.
1704A.5.1 Glass unit masonry and masonry veneer in Occupancy Category IV. The minimum special inspection program for glass unit masonry or masonry veneer designed by Chapter 21A or 14, or by Chapter 6 of TMS 402/ACI 530/ASCE 5, in structures classified as Occupancy Category IV, in accordance with Section 1604A.5, shall comply with Table 1704A.5.1.
1704A.5.2 Engineered masonry in Occupancy Category I. The minimum special inspection program for masonry designed by Section 2107A or 2108A or by chapters other than Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 in structures classified as Occupancy Category I, in accordance with Section 1604A.5, shall comply with Table 1704A.5.1.
1704A.5.3 Engineered masonry in Occupancy Category II, III or IV. The minimum special inspection program for masonry designed by Section 2107A or 2108A or by chapters other than Chapter 6 of TMS 402/ACI 530/ASCE 5 in structures classified as Occupancy Category II, III, or IV, in accordance with Section 1604A.5, shall comply with Table 1704A.5.3.
1704A.6 Wood construction. Special inspections of the fabrication process of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704A.2. Special inspections of site-built assemblies shall be in accordance with this section.
1704A.6.1 High-load diaphragms. High-load diaphragms designed in accordance with Table 2306.2.1(2) shall be installed with special inspections as indicated in Section 1704A.1. The special inspector shall inspect the wood structural panel sheathing to ascertain whether it is of the grade and thickness shown on the approved building plans. Additionally, the special inspector must verify the nominal size of framing members at adjoining panel edges, the nail or staple diameter and length, the number of fastener lines and that the spacing between fasteners in each line and at edge margins agrees with the approved building plans.
1704A.6.2 Metal-plate-connected wood trusses spanning 60 feet or greater. Where a truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.
1704A.6.3 Wood structural elements and assemblies. Special inspection of wood structural elements and assemblies is required, as specified in this section, to ensure conformance with approved drawings and specifications and applicable standards.
The special inspector shall furnish a verified report to the design professional in general responsible charge of construction observation, the structural engineer and the enforcement agency, in accordance with Title 24, Part 1 and this chapter. The verified report shall list all inspected members or trusses, and shall indicate whether or not the inspected members or trusses conform with applicable standards and the approved drawings and specifications. Any nonconforming items shall be indicated on the verified report.
1704A.6.3.1 Structural glued-laminated timber. Manufacture of all structural glued-laminated timber shall be continuously inspected by a qualified special inspector approved by the enforcement agency.
The special inspector shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected member shall be stamped by the special inspector with an identification mark.
Exception: Special inspection is not required for noncustom members of 5⁄18 inch (130 mm) maximum width and 18 inch (457 mm) maximum depth, and with a maximum clear span of 32 feet (9754 mm), manufactured and marked in accordance with ANSI/AITC A 190.1 Section 6.1.1 for noncustom members.
1704A.6.3.2 Manufactured open web trusses. The manufacture of open web trusses shall be continuously inspected by a qualified special inspector approved by the enforcement agency.
The special inspector shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected truss shall be stamped with an identification mark by the special inspector.
1704A.6.4 Timber connectors. The installation of all split ring and shear plate timber connectors, and timber rivets shall be continuously inspected by a qualified inspector approved by the enforcement agency. The inspector shall furnish the architect, structural engineer and the enforcement agency with a report duly verified by him that the materials timber connectors and workmanship conform to the approved plans and specifications.
1704A.7 Soils. Special inspections for existing site soil conditions, fill placement and load-bearing requirements shall be as required by this section and Table 1704A.7. The approved geotechnical report, and the construction documents prepared by the registered design professionals shall be used to determine compliance. During fill placement, the special inspector shall determine that proper materials and procedures are used in accordance with the provisions of the approved geotechnical report.
Exception: Where Section 1803 does not require reporting of materials and procedures for fill placement, the special inspector shall verify that the in-place dry density of the compacted fill is not less than 90 percent of the maximum dry density at optimum moisture content determined in accordance with ASTM D 1557.
1704A.7.1 Soil fill. All fills used to support the foundations of any building or structure shall be continuously inspected by the geotechnical engineer or his or her qualified representative. It shall be the responsibility of the geotechnical engineer to verify that fills meet the requirements of the specifications and to coordinate all fill inspection and testing during the construction involving such fills.
The duties of the geotechnical engineer or his or her qualified representative shall include, but need not be limited to, the observation of cleared areas and benches prepared to receive fill; observation of the removal of all unsuitable soils and other materials; the approval of soils to be used as fill material; the inspection of placement and compaction of fill materials; the testing of the fills; and the inspection or review of geotechnical drainage devices where required by the soils investigation, buttress fills or other similar protective measures.
A verified report shall be submitted to the enforcement agency by the geotechnical engineer. The report shall indicate that all the tests required by the construction documents were completed and that the tested materials were in compliance with the construction documents.
1704A.8 Driven deep foundations. Special inspections shall be performed during installation and testing of driven deep foundation elements as required by Table 1704A.8. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
1704A.8.1 Driven deep foundations observation. The installation of driven deep foundations shall be continuously observed by a qualified representative of the geotechnical engineer responsible for that portion of the project.
The representative of the geotechnical engineer shall make a report of the deep foundation-driving operation giving such pertinent data as the physical characteristics of the deep foundation-driving equipment, identifying marks for each deep foundation, the total depth of embedment for each deep foundation; and when the allowable deep foundation loads are determined by a dynamic load formula, the design formula used, and the permanent penetration under the last 10 blows. One copy of the report shall be sent to the enforcement agency.
1704A.9 Cast-in-place deep foundations. Special inspections shall be performed during installation and testing of cast-in-place deep foundation elements as required by Table 1704A.9. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
159VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCE FOR CRITERIA | ||
---|---|---|---|---|---|
CBC SECTION | TMS 402/ACI 530/ASCE 5a | TMS 602/ACI 530.1/ASCE 6a | |||
For SI: °C=[(°F) - 32]/1.8, 1 square foot =0.0929 m2. | |||||
a. The specific standards referenced are those listed in Chapter 35. | |||||
1. Compliance with required inspection provisions of the construction documents and the approved submittals. | — | X | — | — | Art. 1.5 |
2. Verification of fm and fAACprior to construction and for every 5,000 square feet during construction. | — | X | — | — | Art. 1.4B |
3. Verification of proportions of materials in premixed or preblended mortar and grout as delivered to the site. | — | X | — | — | Art. 1.5B |
4. Verification of slump flow and VSI as deliv-ered to the site for self-consolidating grout. | X | — | — | — | Art. 1.5B.1.b.3 |
5. The following shall be verified to ensure compliance: | |||||
a. Proportions of site-prepared mortar, grout and prestressing grout for bonded tendons. | — | X | — | — | Art. 2.6A |
b. Placement of masonry units and construction of mortar joints. | — | X | — | — | Art. 3.3B |
c. Placement of reinforcement, connectors and prestressing tendons and anchorages. | — | X | — | Sec.1.15 | Art. 3.4, 3.6A |
d. Grout space prior to grout. | X | — | — | — | Art. 3.2D |
e. Placement of grout. | X | — | — | — | Art. 3.5 |
f. Placement of prestressing grout. | X | — | — | — | Art. 3.6C |
g. Size and location of structural elements. | — | X | — | — | Art. 3.3F |
h. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction. | X | — | — | Sec.1.2.2(e), 1.16.1 | — |
i. Specified size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. | — | X | — | Sec. 1.15 | Art. 2.4, 3.4 |
j. Welding of reinforcing bars. | X | — | — | Sec.2.1.9.7.2, 3.3.3.4 (b) | — |
k. Preparation, construction and protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F). | — | X | Sec.2104A.3, 2104A.4 | — | Art. 1.8C, 1.8D |
l. Application and measurement of prestressing force. | X | — | — | — | Art. 3.6B |
6. Preparation of any required grout specimens and/or prisms shall be observed. | X | — | Sec. 2105A.2.2, 2105A.3 | — | Art. 1.4 |
7. Post-Installed anchors | X | — | 1615A.1.14 [DSA-SS & OSHPD]1615.1.12 [DSA-SS/CC] | — | — |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
---|---|---|
1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. | — | X |
2. Verify excavations are extended to proper depth and have reached proper material. | — | X |
3. Perform classification and testing of compacted fill materials. | — | X |
4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill. | X | — |
5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly. | — | X |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
---|---|---|
1. Verify element materials, sizes and lengths comply with the requirements. | X | — |
2. Determine capacities of test elements and conduct additional load tests, as required. | X | — |
3. Observe driving operations and maintain complete and accurate records for each element. | X | — |
4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element. | X | — |
5. For steel elements, perform additional inspections in accordance with Section 1704A.3. | — | — |
6. For concrete elements and concrete-filled elements, perform additional inspections in accordance with Section 1704A.4. | — | — |
7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge. | — | — |
VERIFICATION AND INSPECTION TASK | CONTINUOUS DURING TASK LISTED | PERIODICALLY DURING TASK LISTED |
---|---|---|
1. Observe drilling operations and maintain complete and accurate records for each element. | X | — |
2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes. | X | — |
3. For concrete elements, perform additional inspections in accordance with Section 1704A.4. | — | — |
1704A.10 Helical pile foundations. Special inspections shall be performed continuously during installation of helical pile foundations. The information recorded shall include installation equipment used, pile dimensions, tip elevations, final depth, final installation torque and other pertinent installation data as required by the registered design professional in responsible charge. The approved geotechnical report and the construction documents prepared by the registered design professional shall be used to determine compliance.
1704A.11 Vertical masonry foundation elements.Special inspection shall be performed in accordance with Section 1704A.5 for vertical masonry foundation elements.
1704A.12 Sprayed fire-resistant materials. Special inspections for sprayed fire-resistant materials applied to floor, roof and wall assemblies and structural members shall be in accordance with Sections 1704A.12.1 through 1704A.12.6. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents. The tests set forth in this section shall be based on samplings from specific floor, roof and wall assemblies and structural members. Special inspections shall be performed after the rough installation of electrical, automatic sprinkler, mechanical and plumbing systems and suspension systems for ceilings, where applicable.
1704A.12.1 Physical and visual tests. The special inspections shall include the following tests and observations to demonstrate compliance with the listing and the fire-resistance rating:
1704A.12.2 Structural member surface conditions. The surfaces shall be prepared in accordance with the approved fire-resistance design and the written instructions of approved manufacturers. The prepared surface of structural members to be sprayed shall be inspected before the application of the sprayed fire-resistant material.
1704A.12.3 Application. The substrate shall have a minimum ambient temperature before and after application as specified in the written instructions of approved manufacturers. The area for application shall be ventilated during and after application as required by the written instructions of approved manufacturers.
1704A.12.4 Thickness. No more than 10 percent of the thickness measurements of the sprayed fire-resistant materials applied to floor, roof and wall assemblies and structural members shall be less than the thickness required by the approved fire-resistance design, but in no case less than the minimum allowable thickness required by Section 1704A.12.4.1.
1704A.12.4.1 Minimum allowable thickness. For design thicknesses 1 inch (25 mm) or greater, the minimum allowable individual thickness shall be the design thickness minus ¼ inch (6.4 mm). For design thicknesses less than 1 inch (25 mm), the minimum allowable individual thickness shall be the design thickness minus 25 percent. Thickness shall be determined in accordance with ASTM E 605. Samples of the sprayed fire-resistant materials shall be selected in accordance with Sections 1704A.12.4.2 and 1704A.12.4.3.
1704A.12.4.2 Floor, roof and wall assemblies. The thickness of the sprayed fire-resistant material applied to floor, roof and wall assemblies shall be determined in accordance with ASTM E 605, making not less than four measurements for each 1,000 square feet (93 m2) of the sprayed area in each story or portion thereof.
1704A.12.4.2.1 Cellular decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. A minimum of four measurements shall be made, located symmetrically within the square area.
1704A.12.4.2.2 Fluted decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. A minimum of four measurements shall be made, located symmetrically within the square area, including one each of the following: valley, crest and sides. The average of the measurements shall be reported.
1704A.12.4.3 Structural members. The thickness of the sprayed fire-resistant material applied to structural members shall be determined in accordance with ASTM E 605. Thickness testing shall be performed on not less than 25 percent of the structural members on each floor.
1704A.12.4.3.1 Beams and girders. At beams and girders thickness measurements shall be made at nine locations around the beam or girder at each end of a 12-inch (305 mm) length.
1704A.12.4.3.2 Joists and trusses. At joists and trusses, thickness measurements shall be made at seven locations around the joist or truss at each end of a 12-inch (305 mm) length.
1704A.12.4.3.3 Wide-flanged columns. At wideflanged columns, thickness measurements shall be made at 12 locations around the column at each end of a 12-inch (305 mm) length.
1704A.12.4.3.4 Hollow structural section and pipe columns. At hollow structural section and pipe columns, thickness measurements shall be made at a minimum of four locations around the column at each end of a 12-inch (305 mm) length.
1704A.12.5 Density. The density of the sprayed fire-resistant material shall not be less than the density specified in the approved fire-resistance design. Density of the sprayed fire-resistance design. Density of the sprayed fire-resistant material shall be determined in accordance with ASTM E 605. The test samples for determining the density of the sprayed fire-resistant materials shall be selected as follows:
1704A.12.6 Bond strength. The cohesive/adhesive bond strength of the cured sprayed fire-resistant material applied to floor, roof and wall assemblies and structural members shall not be less than 150 pounds per square foot (psf) (7.18 kN/m2). The cohesive/adhesive bond strength shall be determined in accordance with the field test specified in ASTME 736 by testing in-place samples of the sprayed fire-resistant material selected in accordance with Sections 1704.12.6.1 through 1704.12.6.3.
1704A.12.6.1 Floor, roof and wall assemblies. The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m2) of the sprayed area in each story or portion thereof.
1704A.12.6.2 Structural members. The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from beams, girders, trusses, columns and other structural members at the rate of not less than one sample for each type of structural member for each 2,500 square feet (232 m2) of floor area or portion thereof in each story.
1704A.12.6.3 Primer, paint and encapsulant bond tests. Bond tests to qualify a primer, paint or encapsulant shall be conducted when the sprayed fire-resistant material is applied to a primed, painted or encapsulated surface for which acceptable bond-strength performance between these coatings and the fire-resistant material has not been determined. A bonding agent approved by the SFRM manufacturer shall be applied to a primed, painted or encapsulated surface where the bond strengths are found to be less than required values.
1704A.13 Mastic and intumescent fire-resistant coatings. Special inspections for mastic and intumescent fire-resistant coatings applied to structural elements and decks shall be in accordance with AWCI 12-B. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents.
1704A.14 Exterior insulation and finish systems (EIFS).Special inspections shall be required for all EIFS applications.
Exceptions:
- Special inspections shall not be required for EIFS applications installed over a water-resistive barrier with a means of draining moisture to the exterior.
- Special inspections shall not be required for EIFS applications installed over masonry or concrete walls.
1704A.14.1 Water-resistive barrier coating. A waterresistive barrier coating complying with ASTM E 2570 requires special inspection of the water-resistive barrier coating when installed over a sheathing substrate.
1704A.15 Special cases.Special inspections shall be required for proposed work that is, in the opinion of the building official, unusual in its nature, such as, but not limited to, the following examples:
[F] 1704A.16 Special inspection for smoke control. Smoke control systems shall be tested by a special inspector.
[F] 1704A.16.1 Testing scope. The test scope shall be as follows:
[F] 1704A.16.2 Qualifications. Special inspection agencies for smoke control shall have expertise in fire protection engineering, mechanical engineering and certification as air balancers.
1704A.17 Shotcrete. All shotcrete work shall be continuously inspected by an inspector specially approved for that purpose by the enforcement agency. The special shotcrete inspector shall check the materials, placing equipment, details of construction and construction procedure. The inspector shall furnish a verified report that of his or her own personal knowledge the work covered by the report has been performed and materials used and installed in every material respect in compliance with the duly approved plans and specifications.
1704A.17.1 Visual examination for structural soundness of in-place shotcrete. Completed shotcrete work shall be checked visually for reinforcing bar embedment, voids, rock pockets, sand streaks and similar deficiencies by examining a minimum of three 3-inch (76 mm) cores taken from three areas chosen by the design engineer which represent the worst congestion of reinforcing bars occurring in the project. Extra reinforcing bars may be added to noncongested areas and cores may be taken from these areas. The cores shall be examined by the special inspector and a report submitted to the enforcement agency prior to final approval of the shotcrete.
Exception: Shotcrete work fully supported on earth, minor repairs and when, in the opinion of the enforcement agency, no special hazard exists.
1705A.1 General. Where special inspection or testing is required by Section 1704A, 1707A or 1708A, the registered
165design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1705A for submittal by the applicant (see Section 1704A.1.1).
1705A.2 Content of statement of special inspections. The statement of special inspections shall identify the following:
1705A.3 Seismic resistance. The statement of special inspections shall include seismic requirements for cases covered in Sections 1705A.3.1 through 1705A.3.5.
1705A.3.1 Seismic-force-resisting systems. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, in accordance with Section 1613.
Exception: Requirements for the seismic-force-resisting system are permitted to be excluded from the statement of special inspections for steel systems in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
1705A.3.2 Designated seismic systems. Designated seismic systems in structures assigned to Seismic Design Category D, E or F.
1705A.3.3 Seismic Design Category C. The following additional systems and components in structures assigned to Seismic Design Category C:
1705A.3.4 Seismic Design Category D. The following additional systems and components in structures assigned to Seismic Design Category D:
1705A.3.5 Seismic Design Category E or F. The following additional systems and components in structures assigned to Seismic Design Category E or F:
1705A.3.6 Seismic requirements in the statement of special inspections. When Sections 1705A.3 through 1705A.3.5 specify that seismic requirements be included, the statement of special inspections shall identify the following:
1705A.4 Wind resistance. The statement of special inspections shall include wind requirements for structures constructed in the following areas:
1705A.4.1 Wind requirements in the statement of special inspections. When Section 1705A.4 specifies that wind requirements be included, the statement of special inspections shall identify the main wind-force-resisting systems and wind-resisting components subject to special inspections as specified in Section 1705A.4.2.
1705A.4.2 Detailed requirements. The statement of special inspections shall include at least the following systems and components:
166Exception: Fabrication of manufactured systems or components that have a label indicating compliance with the wind-load and impact-resistance requirements of this code.
1706A.1 Special inspections for wind requirements. Special inspections itemized in Sections 1706A.2 through 1706A.4, unless exempted by the exceptions to Section 1704A.1, are required for buildings and structures constructed in the following areas:
1706A.2 Structural wood. Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.
Exception: Special inspection is not required for wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the main windforce-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center.
1706A.3 Cold-formed steel light-frame construction. Periodic special inspection is required during welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception:Special inspection is not required for cold-formed steel light-frame shear walls, braces, diaphragms, collectors (drag struts) and hold-downs where either of the following apply:
- The sheathing is gypsum board or fiberboard.
- The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.).
1706A.4 Wind-resisting components. Periodic special inspection is required for the following systems and components:
1707A.1 Special inspections for seismic resistance. Special inspections itemized in Sections 1707A.2 through 1707A.9, unless exempted by the exceptions of Section 1704A.1, 1705A.3, or 1705A.3.1. are required for the following:
1707A.2 Structural steel. Special inspection for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exceptions:
- Special inspections of structural steel in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
- For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
1707A.3 Structural wood. Continuous special inspection is required during field gluing operations of elements of the seismic-force-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the seismic-force-resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and hold-downs.
Exception: Special inspection is not required for wood shearwalls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the seismic-force-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.)
1707A.4 Cold-formed steel light-frame construction. Periodic special inspection is required during welding operations of elements of the seismic-force-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the seismic-force-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
1707A.5 Storage racks and access floors. Periodic special inspection is required during the anchorage of access floors and storage racks 8 feet (2438 mm) or greater in height in structures assigned to Seismic Design Category D, E or F.
1707A.6 Architectural components. Periodic special inspection during the erection and fastening of exterior cladding, interior and exterior nonbearing walls and interior and exterior
167veneer in structures assigned to Seismic Design Category D, E or F.
Exception:[DSA-SS & DSA-SS/CC] Special inspection is not required for interior nonbearing walls weighing 15 psf (73.5 N/m2) or less.
1707A.7 Mechanical and electrical components. Special inspection for mechanical and electrical equipment shall be as follows:
1707A.8 Designated seismic system verifications. The special inspector shall examine designated seismic systems requiring seismic qualification in accordance with Section 1708A.4 and verify that the label, anchorage or mounting conforms to the certificate of compliance.
1707A.9 Seismic isolation and damping systems. Periodic special inspection is required during the fabrication and installation of isolator units and damping devices. Continuous special inspection is required for prototype and production testing of isolator units and damping devices.
1708A.1 Testing and qualification for seismic resistance. The testing and qualification specified in Sections 1708A.2 through 1708A.5, unless exempted from special inspections by the exceptions of Section 1704A.1, 1705A.3 or 1705A.3.1 are required as follows:
1708A.2 Concrete reinforcement. Where reinforcement complying with ASTM A 615 is used to resist earth-quake-induced flexural and axial forces in special moment frames, special structural walls and coupling beams connecting special structural walls, in structures assigned to Seismic Design Category B, C, D, E or F as determined in Section 1613, the reinforcement shall comply with Section 21.1.5.2 of ACI 318. Certified mill test reports shall be provided for each shipment of such reinforcement. Where reinforcement complying with ASTM A 615 is to be welded, chemical tests shall be performed to determine weldability in accordance with Section 3.5.2 of ACI 318.
1708A.3 Structural steel. Testing for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exception: For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
1708A.4 Seismic certification of nonstructural components. The registered design professional shall state the applicable seismic certification requirements for nonstructural components and designated seismic systems on the construction documents.
[OSHPD 1 & 4] Active or energized components shall be certified exclusively on the basis of approved shake table testing in accordance with ASCE 7 Section 13.2.5 or experience data in accordance with ASCE 7 Section 13.2.6 unless it can be shown that the component is inherently rugged by comparison with similar seismically certified components.
Unless specified otherwise in the test standard, a minimum of two tests are required. Where a range of products
168are tested, the two tests can be on different size products as required by design changes in the internal structures.
Exception: When a single product (and not a product line with more than one product with variations) is certified and manufacturing process is ISO 9001 certified, one dynamic test shall be permitted.
For a multicomponent system, where active or energized components are certified by tests or experience data, connecting elements, attachments and supports can be justified by supporting analysis.
Special seismic certification in accordance with ASCE 7 Section 13.2.2 shall be required for the following systems, equipment, and components, unless specified otherwise by the enforcement agency:
Exceptions:
- Equipment and components installed in nonconforming buildings, unless the equipment or component provides a service/system or utility to conforming buildings, or building is designated as SPC 3 or higher.
- Equipment and components weighting not more than 20 lbs supported directly on structures (and not mounted on other equipment or components) with supports and attachments in accordance with ASCE 7 Chapter 13 as modified by Section 1615A.
- Manufacturer's certification of compliance for the general design requirements of ASCE 7 Section 13.2.1 shall be based on analysis, testing or experience data.
1708A.5 Seismically isolated structures and structures with damping devices. For required system tests, see Sections 17.8 and 18.9 of ASCE 7.
Prototype and production testing and associated acceptance criteria for isolator units and damping devices shall be subject to preapproval by the building official. Testing exemption for similar units shall require approval by the building official.
1709A.1 Contractor responsibility. Each contractor responsible for the construction of a main wind- or seismic-force-resisting system, designated seismic system or a wind-or seismic-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the owner prior to the commencement of work on the system or component. The contractor's statement of responsibility shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspection.
1710A.1 General. Where required by the provisions of Section 1710A.2 or 1710A.3 the owner shall employ a registered design professional to perform structural observations as defined in Section 1702A.
Prior to the commencement of observations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of structural observations.
At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved.
1710A.2 Structural observations for seismic resistance. Observation of the construction shall be provided by the architect or engineer in responsible charge as set forth in Title 24, Part 1.
1710A.3 Structural observations for wind requirements. Observation of the construction shall be provided by the architect or engineer in responsible charge as set forth in Title 24, Part 1.
1711A.1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer's designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted
169engineering practice or the approved rules in the absence of applicable standards.
1711A.2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1712A.
1712A.1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.11. The cost of all tests and other investigations required under the provisions of this code shall be borne by the applicant.
1713A.1 Where required. Where proposed construction is not capable of being designed by approved engineering analysis, or where proposed construction design method does not comply with the applicable material design standard, the system of construction or the structural unit and the connections shall be subjected to the tests prescribed in Section 1715A. The building official accept certified reports of such tests conducted by an approved testing agency, provided that such tests meet the requirements of this code and approved procedures.
1714A.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engineering assessment shall be required. The engineering assessment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. If the structural assessment determines that the load-bearing capacity is less than that required by the code, load tests shall be conducted in accordance with Section 1714A.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
1714A.2 Test standards. Structural components and assemblies shall be tested in accordance with the appropriate material standards listed in Chapter 35. In the absence of a standard that contains an applicable load test procedure, the test procedure shall be developed by a registered design professional and approved. The test procedure shall simulate loads and conditions of application that the completed structure or portion thereof will be subjected to in normal use.
1714A.3 In-situ load tests. In-situ load tests shall be conducted in accordance with Section 1714A.3.1 or 1714A.3.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
1714A.3.1 Load test procedure specified. Where a standard listed in Chapter 35 contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1714A.3.2 shall apply.
1714A.3.2 Load test procedure not specified. In the absence of applicable load test procedures contained within a standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic-load-resisting system, the test load shall be equal to two times the unfactored design loads. The test load shall be left in place for a period of 24 hours. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
1715A.1 General. In evaluating the physical properties of materials and methods of construction that are not capable of being designed by approved engineering analysis or do not comply with applicable material design standards listed in Chapter 35, the structural adequacy shall be predetermined based on the load test criteria established in this section.
1715A.2 Load test procedures specified. Where specific load test procedures, load factors and acceptance criteria are included in the applicable design standards listed in Chapter 35, such test procedures, load factors and acceptance criteria shall apply. In the absence of specific test procedures, load factors or acceptance criteria, the corresponding provisions in Section 1715A.3 shall apply.
1715A.3 Load test procedures not specified. Where load test procedures are not specified in the applicable design standards listed in Chapter 35, the load-bearing and deformation capacity of structural components and assemblies shall be determined on the basis of a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components and assemblies that
170are not a part of the seismic-force-resisting system, the test shall be as specified in Section 1715A.3.1. Load tests shall simulate the applicable loading conditions specified in Chapter 16.
1715A.3.1 Test procedure. The test assembly shall be subjected to an increasing superimposed load equal to not less than two times the superimposed design load. The test load shall be left in place for a period of 24 hours. The tested assembly shall be considered to have successfully met the test requirements if the assembly recovers not less than 75 percent of the maximum deflection within 24 hours after the removal of the test load. The test assembly shall then be reloaded and subjected to an increasing superimposed load until either structural failure occurs or the superimposed load is equal to two and one-half times the load at which the deflection limitations specified in Section 1715A.3.2 were reached, or the load is equal to two and one-half times the superimposed design load. In the case of structural components and assemblies for which deflection limitations are not specified in Section 1715A.3.2, the test specimen shall be subjected to an increasing superimposed load until structural failure occurs or the load is equal to two and one-half times the desired superimposed design load. The allowable superimposed design load shall be taken as the lesser of:
1715A.3.2 Deflection. The deflection of structural members under the design load shall not exceed the limitations in Section 1604.3.
1715A.4 Wall and partition assemblies. Load-bearing wall and partition assemblies shall sustain the test load both with and without window framing. The test load shall include all design load components. Wall and partition assemblies shall be tested both with and without door and window framing.
1715A.5 Exterior window and door assemblies. The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1715A.5.1 or 1715A.5.2.
Exception: Structural wind load design pressures for window units smaller than the size tested in accordance with Section 1715A.5.1 or 1715A.5.2 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. All components of the small unit shall be the same as the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window unit having the highest allowable design pressure.
1715A.5.1 Exterior windows and doors. Exterior windows and sliding doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440. The label shall state the name of the manufacturer, the approved labeling agency and the product designation as specified in AAMA/WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440. or comply with Section 1715A.5.2. Products tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440 shall not be subject to the requirements of Sections 2403.2 and 2403.3.
1715A.5.2 Exterior windows and door assemblies not provided for in Section 1715A.5.1. Exterior window and door assemblies shall be tested in accordance with ASTM E 330. Structural performance of garage doors shall be determined in accordance with either ASTM E 330 or ANSI/DASMA 108, and shall meet the acceptance criteria of ANSI/DASMA 108. Exterior window and door assemblies containing glass shall comply with Section 2403. The design pressure for testing shall be calculated in accordance with Chapter 16. Each assembly shall be tested for 10 seconds at a load equal to 1.5 times the design pressure.
1715A.6 Test specimens. Test specimens and construction shall be representative of the materials, workmanship and details normally used in practice. The properties of the materials used to construct the test assembly shall be determined on the basis of tests on samples taken from the load assembly or on representative samples of the materials used to construct the load test assembly. Required tests shall be conducted or witnessed by an approved agency.
1716A.1 Test standards for joist hangers and connectors.
1716A.1.1 Test standards for joist hangers. The vertical load-bearing capacity, torsional moment capacity and deflection characteristics of joist hangers shall be determined in accordance with ASTM D 1761 using lumber having a specific gravity of 0.49 or greater, but not greater than 0.55, as determined in accordance with AF&PA NDS for the joist and headers.
Exception: The joist length shall not be required to exceed 24 inches (610 mm).
1716A.1.2 Vertical load capacity for joist hangers. The vertical load capacity for the joist hanger shall be determined by testing a minimum of three joist hanger assemblies as specified in ASTM D 1761. If the ultimate vertical load for any one of the tests varies more than 20 percent from the average ultimate vertical load, at least three additional tests shall be conducted. The allowable vertical load of the joist hanger shall be the lowest value determined from the following:
1716A.1.3 Torsional moment capacity for joist hangers. The torsional moment capacity for the joist hanger shall be determined by testing at least three joist hanger assemblies as specified in ASTM D 1761. The allowable torsional moment of the joist hanger shall be the average torsional moment at which the lateral movement of the top or bottom of the joist with respect to the original position of the joist is 1⁄8 inch (3.2 mm).
1716A.1.4 Design value modifications for joist hangers. Allowable design values for joist hangers that are determined by Item 4 or 5 in Section 1716A.1.2 shall be permitted to be modified by the appropriate duration of loading factors as specified in AF&PA NDS but shall not exceed the direct loads as determined by Item 1, 2 or 3 in Section 1716A.1.2. Allowable design values determined by Item 1, 2 or 3 in Section 1716A.1.2 shall not be modified by duration of loading factors.
1716A.2 Concrete and clay roof tiles.
1716A.2.1 Overturning resistance. Concrete and clay roof tiles shall be tested to determine their resistance to overturning due to wind in accordance with SBCCI SSTD 11 and Chapter 15.
1716A.2.2 Wind tunnel testing. When roof tiles do not satisfy the limitations in Chapter 16 for rigid tile, a wind tunnel test shall be used to determine the wind characteristics of the concrete or clay tile roof covering in accordance with SBCCI SSTD 11 and Chapter 15.
Adopting agency | BSC | SFM | HCD | DSA | OSHPD | CSA | DPH | AGR | DWR | CEC | CA | SL | SLC | |||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
1 | 2 | 1-AC | AC | SS | SS/CC | 1 | 2 | 3 | 4 | |||||||||||
Adopt entire chapter | X | X | ||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | X | X | X | |||||||||||||||||
Adopt only those sections that are listed below | ||||||||||||||||||||
Chapter/Section | ||||||||||||||||||||
1801.2 | X | X | ||||||||||||||||||
1803.1.1 - 1803.1.1.3 | X | X | ||||||||||||||||||
1803.2 | X | |||||||||||||||||||
1803.6 | X | |||||||||||||||||||
1803.7 | X | |||||||||||||||||||
1810.3.1.5.1 | X | |||||||||||||||||||
1810.3.10.4.1 | X |
This chapter has been revised in its entirety; there will be no marginal markings.
1801.1 Scope. The provisions of this chapter shall apply to building and foundation systems.
1801.2 Design basis. Allowable bearing pressures, allowable stresses and design formulas provided in this chapter shall be used with the allowable stress design load combinations specified in Section 1605.3. The quality and design of materials used structurally in excavations and foundations shall comply with the requirements specified in Chapters 16, 19, 21, 22 and 23 of this code. Excavations and fills shall also comply with Chapter 33.
[HCD 1] For limited-density owner-built rural dwellings, pier foundations, stone masonry footings and foundations, pressure-treated lumber, poles or equivalent foundation materials or designs may be used, provided that the bearing is sufficient for the purpose intended.
1802.1 Definitions. The following words and terms shall, for the purposes of this chapter, have the meanings shown herein.
DEEP FOUNDATION. A deep foundation is a foundation element that does not satisfy the definition of a shallow foundation.
DRILLED SHAFT. A drilled shaft is a cast-in-place deep foundation element constructed by drilling a hole (with or without permanent casing) into soil or rock and filling it with fluid concrete.
Socketed drilled shaft. A socketed drilled shaft is a drilled shaft with a permanent pipe or tube casing that extends down to bedrock and an uncased socket drilled into the bedrock.
HELICAL PILE. Manufactured steel deep foundation element consisting of a central shaft and one or more helical bearing plates. A helical pile is installed by rotating it into the ground. Each helical bearing plate is formed into a screw thread with a uniform defined pitch.
MICROPILE. A micropile is a bored, grouted-in-place deep foundation element that develops its load-carrying capacity by means of a bond zone in soil, bedrock or a combination of soil and bedrock.
SHALLOW FOUNDATION. A shallow foundation is an individual or strip footing, a mat foundation, a slab-on-grade foundation or a similar foundation element.
1803.1 General. Geotechnical investigations shall be conducted in accordance with Section 1803.2 and reported in accordance with Section 1803.6. Where required by the building official or where geotechnical investigations involve in-situtesting, laboratory testing or engineering calculations, such investigations shall be conducted by a registered design professional.
1803.1.1 General and where required for applications listed in Section 1.8.2.1.1 regulated by the Department of Housing and Community Development. [HCD 1] Foundation and soils investigations shall be conducted in conference with Health and Safety Code Sections 17953 through 17955 as summarized below.
1803.1.1.1 Preliminary soil report. Each city, county, or city and county shall enact an ordinance which requires a preliminary soil report, prepared by a civil engineer who is registered by the state. The report shall be based upon adequate test borings or excavations, of every subdivision, where a tentative and final map is required pursuant to Section 66426 of the Government Code.
The preliminary soil report may be waived if the building department of the city, county or city, and county, or other enforcement agency charged with the administration and enforcement of the provisions of this part, shall determine that, due to the knowledge such department has as to the soil qualities of the soil of the subdivision or lot, no preliminary analysis is necessary.
1803.1.1.2 Soil investigation by lot, necessity, preparation, and recommendations. If the preliminary soil report indicates the presence of critically expansive soils or other soil problems which, if not corrected, would lead to structural defects, such ordinance shall require a soil investigation of each lot in the subdivision.
The soil investigation shall be prepared by a civil engineer who is registered in this state. It shall recommend corrective action which is likely to prevent structural damage to each dwelling proposed to be constructed on the expansive soil.
1803.1.1.3 Approval, building permit conditions, appeal. The building department of each city, county or city and county, or other enforcement agency charged with the administration and enforcement of the provisions of this part, shall approve the soil investigation if it determines that the recommended action is likely to prevent structural damage to each dwelling to be constructed. As a condition to the building permit, the ordinance shall require that the approved recommended
175action be incorporated in the construction of each dwelling. Appeal from such determination shall be to the local appeals board.
1803.2 Investigations required. Geotechnical investigations shall be conducted in accordance with Sections 1803.3 through 1803.5.
Exception: The building official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6 and Sections 1803.5.10 and 1803.5.11.
[OSHPD 2] Geotechnical reports are not required for one-story, wood-frame and light-steel-frame buildings of Type V construction and 4,000 square feet (371 m2) or less in floor area, not located within Earthquake Fault Zones or Seismic Hazard Zones as shown in the most recently published maps from the California Geological Survey (CGS). Allowable foundation and lateral soil pressure values may be determined from Table 1804.2.
1803.3 Basis of investigation. Soil classification shall be based on observation and any necessary tests of the materials disclosed by borings, test pits or other subsurface exploration made in appropriate locations. Additional studies shall be made as necessary to evaluate slope stability, soil strength, position and adequacy of load-bearing soils, the effect of moisture variation on soil-bearing capacity, compressibility, liquefaction and expansiveness.
1803.3.1 Scope of investigation. The scope of the geotechnical investigation including the number and types of borings or soundings, the equipment used to drill or sample, the in-situ testing equipment and the laboratory testing program shall be determined by a registered design profesional.
1803.4 Qualified representative. The investigation procedure and apparatus shall be in accordance with generally accepted engineering practice. The registered design professional shall have a fully qualified representative on site during all boring or sampling operations.
1803.5 Investigated conditions. Geotechnical investigations shall be conducted as indicated in Sections 1803.5.1 through 1803.5.12.
1803.5.1 Classification. Soil materials shall be classified in accordance with ASTM D 2487.
1803.5.2 Questionable soil. Where the classification, strength or compressibility of the soil is in doubt or where a load-bearing value superior to that specified in this code is claimed, the building official shall be permitted to require that a geotechnical investigation be conducted.
1803.5.3 Expansive soil. In areas likely to have expansive soil, the building official shall require soil tests to determine where such soils do exist.
Soils meeting all four of the following provisions shall be considered expansive, except that tests to show compliance with Items 1,2 and 3 shall not be required if the test prescribed in Item 4 is conducted:
1803.5.4 Ground-water table. A subsurface soil investigation shall be performed to determine whether the existing ground-water table is above or within 5 feet (1524 mm) below the elevation of the lowest floor level where such floor is located below the finished ground level adjacent to the foundation.
Exception: A subsurface soil investigation to determine the location of the ground-water table shall not be required where waterproofing is provided in accordance with Section 1805.
1803.5.5 Deep foundations. Where deep foundations will be used, a geotechnical investigation shall be conducted and shall include all of the following, unless sufficient data upon which to base the design and installation is otherwise available:
1803.5.6 Rock strata. Where subsurface explorations at the project site indicate variations or doubtful characteristics in the structure of the rock upon which foundations are to be constructed, a sufficient number of borings shall be made to a depth of not less than 10 feet (3048 mm) below the level of the foundations to provide assurance of the soundness of the foundation bed and its load-bearing capacity.
1803.5.7 Excavation near foundations. Where excavation will remove lateral support from any foundation, an investi-
176gation shall be conducted to assess the potential consequences and address mitigation measures.
1803.5.8 Compacted fill material. Where shallow foundations will bear on compacted fill material more than 12 inches (305 mm) in depth, a geotechnical investigation shall be conducted and shall include all of the following:
1803.5.9 Controlled low-strength material (CLSM). Where shallow foundations will bear on controlled lowstrength material (CLSM), a geotechnical investigation shall be conducted and shall include all of the following:
1803.5.10 Alternate setback and clearance. Where setbacks or clearances other than those required in Section 1808.7 are desired, the building official shall be permitted to require a geotechnical investigation by a registered design professional to demonstrate that the intent of Section 1808.7 would be satisfied. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material.
1803.5.11 Seismic Design Categories C through F. For structures assigned to Seismic Design Category C, D, E or F in accordance with Section 1613, a geotechnical investigation shall be conducted, and shall include an evaluation of all of the following potential geologic and seismic hazards:
1803.5.12 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or Fin accordance with Section 1613, the geotechnical investigation required by Section 1803.5.11, shall also include:
1803.6 Reporting. Where geotechnical investigations are required, a written report of the investigations shall be submitted to the building official by the owner or authorized agent at the time of permit application. This geotechnical report shall include, but need not be limited to, the following information:
1803.7 Engineering geologic reports. [OSHPD 2]
1803.7.1 Geologic and earthquake engineering reports shall be required for all proposed construction.
Exceptions:
- Reports are not required for one-story, woodframe and light-steel-frame buildings of Type V construction and 4,000 square feet (371 m2) or less in floor area, not located within Earthquake Fault Zones or Seismic Hazard Zones as shown in the most recently published maps from the California Geological Survey (CGS); nonstructural, associated structural or voluntary structural alterationsand incidental structural additions or alterations, and structural repairs for other than earthquake damage (See Section 3402A.1 for definitions of terms in this section).
- A previous report for a specific site may be resubmitted, provided that a reevaluation is made and the report is found to be currently appropriate.
1803.7.2 The purpose of the engineering geologic report shall be to identify geologic and seismic conditions that may require project mitigations. The reports shall contain data which provide an assessment of the nature of the site and potential for earthquake damage based on appropriate investigations of the regional and site geology, project foundation conditions and the potential seismic shaking at the site. The report shall be prepared by a California-certified engineering geologist in consultation with a California-registered geotechnical engineer.
The preparation of the engineering geologic report shall consider the most recent CGS Note 48; Checklist for the Review of Engineering Geology and Seismology Reports for California Public School, Hospitals, and Essential Services Buildings. In addition, the most recent version of CGS Special Publication 42, Fault Rupture Hazard Zones in California, shall be considered for project sites proposed within an Alquist-Priolo Earthquake Fault Zone, The most recent version of CGS Special Publication 117, Guidelines for Evaluating and Mitigating Seismic Hazards in California, shall be considered for project sites proposed within a Seismic Hazard Zone. All conclusions shall be fully supported by satisfactory data and analysis.
In addition to requirements in Sections 1803.5.11 and 1803.5.12, the report shall include, but shall not be limited to, the following:
1804.1 Excavation near foundations. Excavation for any purpose shall not remove lateral support from any foundation without first underpinning or protecting the foundation against settlement or lateral translation.
1804.2 Placement of backfill. The excavation outside the foundation shall be backfilled with soil that is free of organic material, construction debris, cobbles and boulders or with a controlled low-strength material (CLSM). The backfill shall be placed in lifts and compacted in a manner that does not damage the foundation or the waterproofing or dampproofing material.
Exception: CLSM need not be compacted.
1804.3 Site grading. The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5-percent slope) for a minimum distance of 10 feet (3048 mm) measured perpendicular to the face of the wall. If physical obstructions or lot lines prohibit 10 feet (3048 mm) of horizontal distance, a 5-percent slope shall be provided to an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent where located within 10 feet (3048 mm) of the building foundation. Impervious surfaces within 10 feet (3048 mm) of the building foundation shall be sloped a minimum of 2 percent away from the building.
Exception: Where climatic or soil conditions warrant, the slope of the ground away from the building foundation shall be permitted to be reduced to not less than one unit vertical in 48 units horizontal (2-percent slope).
The procedure used to establish the final ground level adjacent to the foundation shall account for additional settlement of the backfill.
1804.4 Grading and fill in flood hazard areas. In flood hazard areas established in Section 1612.3, grading and/or fill shall not be approved:
1804.5 Compacted fill material. Where shallow foundations will bear on compacted fill material, the compacted fill shall comply with the provisions of an approved geotechnical report, as set forth in Section 1803.
Exception: Compacted fill material 12 inches (305 mm) in depth or less need not comply with an approved report, provided the in-place dry density is not less than 90 percent of the maximum dry density at optimum moisture content determined in accordance with ASTM D 1557. The compaction shall be verified by special inspection in accordance with Section 1704.7.
1804.6 Controlled low-strength material (CLSM). Where shallow foundations will bear on controlled low-strength material (CLSM), the CLSM shall comply with the provisions of an approved geotechnical report, as set forth in Section 1803.
1805.1 General. Walls or portions thereof that retain earth and enclose interior spaces and floors below grade shall be water proofed and dampproofed in accordance with this section, with the exception of those spaces containing groups other than residential and institutional where such omission is not detrimental to the building or occupancy.
Ventilation for crawl spaces shall comply with Section 1203.4.
1805.1.1 Story above grade plane. Where a basement is considered a story above grade plane and the finished ground level adjacent to the basement wall is below the basement floor elevation for 25 percent or more of the perimeter, the floor and walls shall be dampproofed in accordance with Section 1805.2 and a foundation drain shall be installed in accordance with Section 1805.4.2. The foundation drain shall be installed around the portion of the perimeter where the basement floor is below ground level. The provisions of Sections 1803.5.4, 1805.3 and 1805.4.1 shall not apply in this case.
1805.1.2 Under-floor space. The finished ground level of an under-floor space such as a crawl space shall not be located below the bottom of the footings. Where there is evidence that the ground-water table rises to within 6 inches (152 mm) of the ground level at the outside building perimeter, or that the surface water does not readily drain from the building site, the ground level of the under-floor space shall be as high as the outside finished ground level, unless an approved drainage system is provided. The provisions of Sections 1803.5.4, 1805.2, 1805.3 and 1805.4 shall not apply in this case.
1805.1.2.1 Flood hazard areas. For buildings and structures in flood hazard areas as established in Section 1612.3, the finished ground level of an under-floor space such as a crawl space shall be equal to or higher than the outside finished ground level on at least one side.
Exception: Under-floor spaces of Group R-3 buildings that meet the requirements of FEMA/FIA-TB-11.
1805.1.3 Ground-water control. Where the ground-water table is lowered and maintained at an elevation not less than 6 inches (152 mm) below the bottom of the lowest floor, the floor and walls shall be dampproofed in accordance with Section 1805.2. The design of the system to lower the ground-water table shall be based on accepted principles of engineering that shall consider, but not necessarily be limited to, permeability of the soil, rate at which water enters the drainage system, rated capacity of pumps, head against which pumps are to operate and the rated capacity of the disposal area of the system.
1805.2 Dampproofing. Where hydrostatic pressure will not occur as determined by Section 1803.5.4, floors and walls for other than wood foundation systems shall be dampproofed in accordance with this section. Wood foundation systems shall be constructed in accordance with AF&PA PWF.
1805.2.1 Floors. Dampproofing materials for floors shall be installed between the floor and the base course required by Section 1805.4.1, except where a separate floor is provided above a concrete slab.
Where installed beneath the slab, dampproofing shall consist of not less than 6-mil (0.006 inch; 0.152 mm) polyethylene with joints lapped not less than 6 inches (152 mm), or other approved methods or materials. Where permitted to be installed on top of the slab, dampproofing shall consist of mopped-on bitumen, not less than 4-mil (0.004 inch; 0.102 mm) polyethylene, or other approved methods or materials. Joints in the membrane shall be lapped and sealed in accordance with the manufacturer′s installation instructions.
1805.2.2 Walls. Dampproofing materials for walls shall be installed on the exterior surface of the wall, and shall extend from the top of the footing to above ground level.
Dampproofing shall consist of a bituminous material, 3 pounds per square yard (16 N/m2) of acrylic modified cement, 1⁄8 inch (3.2 mm) coat of surface-bonding mortar complying with ASTM C 887, any of the materials permitted for waterproofing by Section 1805.3.2 or other approved methods or materials.
1805.2.2.1 Surface preparation of walls. Prior to application of dampproofing materials on concrete walls, holes and recesses resulting from the removal of from ties shall be sealed with a bituminous material or other approved methods or materials. Unit masonry walls shall be parged on the exterior surface below ground level with not less than 3⁄8; inch (9.5 mm) of portland cement mortar. The parging shall be coved at the footing.
Exception: Parging of unit masonry walls is not required where a material is approved for direct application to the masonry.
1805.3 Waterproofing. Where the ground-water investigation required by Section 1803.5.4 indicates that a hydrostatic pressure condition exists, and the design does not include a
179ground-water control system as described in Section 1805.1.3, walls and floors shall be waterproofed in accordance with this section.
1805.3.1 Floors. Floors required to be waterproofed shall be of concrete and designed and constructed to withstand the hydrostatic pressures to which the floors will be subjected.
Waterproofing shall be accomplished by placing a membrane of rubberized asphalt, butyl rubber, fully adhered/fully bonded HDPE or polyolefin composite membrane or not less than 6-mil [0.006 inch (0.152 mm)] polyvinyl chloride with joints lapped not less than 6 inches (152 mm) or other approved materials under the slab. Joints in the membrane shall be lapped and sealed in accordance with the manufacturer’s installation instructions.
1805.3.2 Walls. Walls required to be waterproofed shall be of concrete or masonry and shall be designed and constructed to withstand the hydrostatic pressures and other lateral loads to which the walls will be subjected.
Waterproofing shall be applied from the bottom of the wall to not less than 12 inches (305 mm) above the maximum elevation of the ground-water table. The remainder of the wall shall be dampproofed in accordance with Section 1805.2.2. Waterproofing shall consist of two-plyhot-mopped felts, not less than 6-mil (0.006 inch; 0.152 mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm) polymer-modified asphalt, 6-mil (0.006 inch; 0.152 mm) polyethylene or other approved methods or materials capable of bridging nonstructural cracks. Joints in the membrane shall be lapped and sealed in accordance with the manufacturer’s installation instructions.
1805.3.2.1 Surface preparation of walls. Prior to the application of waterproofing materials on concrete or masonry walls, the walls shall be prepared in accordance with Section 1805.2.2.1.
1805.3.3 Joints and penetrations. Joints in walls and floors, joints between the wall and floor and penetrations of the wall and floor shall be made water-tight utilizing approved methods and materials.
1805.4 Subsoil drainage system. Where a hydrostatic pressure condition does not exist, dampproofing shall be provided and a base shall be installed under the floor and a drain installed around the foundation perimeter. A subsoil drainage system designed and constructed in accordance with Section 1805.1.3 shall be deemed adequate for lowering the ground-water table.
1805.4.1 Floor base course. Floors of basements, except as provided for in Section 1805.1.1, shall be placed over a floor base course not less than 4 inches (102 mm) in thickness that consists of gravel or crushed stone containing not more than 10 percent of material that passes through a No.4(4.75 mm) sieve.
Exception: Where a site is located in well-drained gravel or sand/gravel mixture soils, a floor base course is not required.
1805.4.2 Foundation drain. A drain shall be placed around the perimeter of a foundation that consists of gravel or crushed stone containing not more than 10-percent material that passes through a No.4 (4.75 mm) sieve. The drain shall extend a minimum of 12 inches (305 mm) beyond the outside edge of the footing. The thickness shall be such that the bottom of the drain is not higher than the bottom of the base under the floor, and that the top of the drain is not less than 6 inches (152 mm) above the top of the top of the footing. The top of the drain shall be covered with an approved filter membrane material. Where a drain tile or perforated pipe is used, the invert of the pipe or tile shall not be higher than the floor elevation. The top of joints or the top of perforations shall be protected with an approved filter membrane material. The pipe or tile shall be placed on not less than 2 inches (51 mm) of gravel of crushed stone complying with Section 1805.4.1, and shall be covered with not less than 6 inches (152 mm) of the same material.
1805.4.3 Drainage discharge. The floor base and foundation perimeter drain shall discharge by gravity or mechanical means into an approved drainage system that complies with the California Plumbing Code.
Exception: Where a site is located in well-drained gravel or sand/gravel mixture soils, a dedicated drainage system is not required.
1806.1 Load combinations. The presumptive load-bearing values provided in Table 1806.2 shall be used with the allowable stress design load combinations specified in Section 1605.3. The values of vertical foundation pressure and lateral bearing pressure given in Table 1806.2 shall be permitted to be increased by one-third where used with the alternative basic load combinations of section 1605.3.2 that include wind or earthquake loads.
1806.2 Presumptive load-bearing values. The load-bearing values used in design for supporting soils near the surface shall not exceed the values specified in Table 1806.2 unless data to substantiate the use of higher values are submitted and approved. Where the building official has reason to doubt the classification, strength or compressibility of the soil, the requirements of Section 1803.5.2 shall be satisfied.
Presumptive load-bearing values shall apply to materials with similar physical characteristics and dispositions. Mud, organic silt, organic clays, peat or unprepared fill shall not be assumed to have a presumptive load-bearing capacity unless data to substantiate the use of such a value are submitted.
Exception: A presumptive load-bearing capacity shall be permitted to be used where the building official deems the load-bearing capacity or mud, organic silt or unprepared fill is adequate for the support of lightweight or temporary structures.
1806.3 Lateral load resistance. Where the presumptive values of Table 1806.2 are used to determine resistance to lateral loads, the calculations shall be in accordance with Sections 1806.3.1 through 1806.3.4.
1801806.3.1 Combined resistance. The total resistance to lateral loads shall be permitted to be determined by combining the values derived from the lateral bearing pressure and the lateral sliding resistance specified in Table 1806.2.
1806.3.2 Lateral sliding resistance limit. For clay, sandy clay, silty clay, clayey silt, silt and sandy silt, in no case shall the lateral sliding resistance exceed one-half the dead load.
1806.3.3 Increase for depth. The lateral bearing pressures specified in Table 1806.2 shall be permitted to be increased by the tabular value for each additional foot (305 mm) of depth to a maximum of 15 times the tabular value.
1806.3.4 Increase for poles. Isolated poles for uses such as flagpoles or signs and poles used to support buildings that are not adversely affected by a ½ inch (12.7 mm) motion at the ground surface due to short-term lateral loads shall be permitted to be designed using lateral bearing pressures equal to two times the tabular values.
1807.1 Foundation walls. Foundation walls shall be designed and constructed in accordance with Sections 1807.1.1 through 1807.1.6. Foundation walls shall be supported by foundations designed in accordance with Section 1808.
1807.1.1 Design lateral soil loads. Foundation walls shall be designed for the lateral soil loads set forth in Section 1610.
1807.1.2 Unbalanced backfill height. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab on grade is provided and is in contact with the interior surface of the foundation wall, the unbalanced backfill height shall be permitted to be measured from the exterior finish ground level to the top of the interior concrete slab.
1807.1.3 Rubble stone foundation walls. Foundation walls of rough or random rubble stone shall not be less than 16 inches (406 mm) thick. Rubble stone shall not be used for foundation walls of structures assigned to Seismic Design Category C, D, E or F.
1807.1.4 Permanent wood foundation systems. Permanent wood foundation systems shall be designed and installed in accordance with AF&PA PWF. Lumber and plywood shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2) and shall be identified in accordance with Section 2303.1.8.1.
1807.1.5 Concrete and masonry foundation walls. Concrete and masonry foundation walls shall be designed in accordance with Chapter 19 or 21, as applicable.
Exception: Concrete and masonry foundation walls shall be permitted to be designed and constructed in accordance with Section 1807.1.6.
1807.1.6. Prescriptive design of concrete and masonry foundation walls. Concrete and masonry foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and constructed in accordance with this section.
1807.1.6.1 Foundation wall thickness. The thickness of prescriptively designed foundation walls shall not be less than the thickness of the wall supported, except that foundation walls of at least 8-inch (203 mm) nominal width shall be permitted to support brick-veneered frame walls and 10-inch-wide (254 mm) cavity walls provided the requirements of Section 1807.1.6.2 or 1807.1.6.3 are met.
CLASS OF MATERIALS | VERTICAL FOUNDATION PRESSURE (psf) | LATERAL BEARING PRESSURE (psf/ft below natural grade) | LATERAL SLIDING RESISTANCE | |
---|---|---|---|---|
Coefficient of frictiona | Cohesion (psf)b | |||
For SI: 1 pound per square foot=0.0479 kPa, 1 pound per square foot per foot= 0.157 kPa/m. | ||||
a. Coefficient to be multiplied by the dead load. | ||||
b. Cohesion value to be multiplied by the contact area, as limited by Section 1806.3.2. | ||||
1. Crystalline bedrock | 12,000 | 1,200 | 0.70 | — |
2. Sedimentary and foliated rock | 4,000 | 400 | 0.35 | — |
3. Sandy gravel and/or gravel (GW and GP) | 3,000 | 200 | 0.35 | — |
4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC) | 2,000 | 150 | 0.25 | — |
5. Clay, sandy clay, silty clay, clayey silt, silt and sandy silt (CL, ML, MH and CH) | 1,500 | 100 | — | 130 |
1807.1.6.2 Concrete foundation walls. Concrete foundation walls shall comply with the following:
MAXIMUM WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTe(feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING(inches) | ||||||||
---|---|---|---|---|---|---|---|---|---|---|
Design lateral soil loada (psf per foot of depth) | ||||||||||
30d | 45d | 60 | ||||||||
Minimum wall thickness(inches) | ||||||||||
7.5 | 9.5 | 11.5 | 7.5 | 9.5 | 11.5 | 7.5 | 9.5 | 11.5 | ||
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa⁄m. | ||||||||||
a. For design lateral soil loads, see Section 1610. | ||||||||||
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.2. | ||||||||||
c. “PC” means plain concrete. | ||||||||||
d. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not applicable (see Section 1610). | ||||||||||
e. For height of unbalanced backfill, see Section 1807.1.2. | ||||||||||
5 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
7 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | PC | PC | PC | PC | PC | PC | #5 at 48 | PC | PC | |
7 | PC | PC | PC | #5 at 46 | PC | PC | #5 at 46 | PC | PC | |
8 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | PC | PC | PC | PC | PC | PC | #5 at 41 | PC | PC | |
7 | PC | PC | PC | #5 at 41 | PC | PC | #6 at 43 | PC | PC | |
8 | #5 at 47 | PC | PC | #6 at 43 | PC | PC | #6 at 32 | #6 at 44 | PC | |
9 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | PC | PC | PC | PC | PC | PC | #5 at 39 | PC | PC | |
7 | PC | PC | PC | #5 at 37 | PC | #6 at 38 | #5 at 37 | PC | PC | |
8 | #5 at 41 | PC | PC | #6 at 38 | #5 at 37 | PC | #7 at 39 | #6 at 39 | #4 at 48 | |
9d | #6 at 46 | PC | PC | #7 at 41 | #6 at 41 | PC | #7 at 31 | #7 at 41 | #6 at 39 | |
10 | 4 | PC | PC | PC | PC | PC | PC | PC | PC | PC |
5 | PC | PC | PC | PC | PC | PC | PC | PC | PC | |
6 | PC | PC | PC | PC | PC | PC | #5 at 37 | PC | PC | |
7 | PC | PC | PC | #6 at 48 | PC | PC | #6 at 35 | #6 at 48 | PC | |
8 | #5 at 38 | PC | PC | #7 at 47 | #6 at 47 | PC | #7 at 35 | #7 at 47 | #6 at 45 | |
9d | #6 at 41 | #4 at 48 | PC | #7 at 37 | #7 at 48 | #4 at 48 | #6 at 22 | #7 at 37 | #7 at 47 | |
10d | #7 at 45 | #6 at 45 | PC | #7 at 31 | #7 at 40 | #6 at 38 | #6 at 22 | #7 at 30 | #7 at 38 |
1807.1.6.2.1 Seismic requirements. Based on the seismic design category assigned to the structure in accordance with Section 1613, concrete foundation walls designed using Table 1807.1.6.2 shall be subject to the following limitations:
1807.1.6.3 Masonry foundation walls. Masonry foundation walls shall comply with the following:
MAXIMUM WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTe(feet) | MINIMUM NOMINAL WALL THICKNESS (inches) | ||
---|---|---|---|---|
Design lateral soil loada (psf per foot of depth) | ||||
301 | 45f | 60 | ||
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157kPa⁄m. | ||||
a. For design lateral soil loads, see Section 1610. | ||||
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. | ||||
c. Solid grouted hollow units or solid masonry units. | ||||
d. A design in compliance with Chapter 21 or reinforcement in accordance with Table 1807.1.6.3(2) is required. | ||||
e. For height of unbalanced backfill, see Section 1807.1.2. | ||||
f. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not applicable (see Section 1610). | ||||
7 | 4(or less) | 8 | 8 | 8 |
5 | 8 | 10 | 10 | |
6 | 10 | 12 | 10 (solidc) | |
7 | 12 | 10 (solidc) | 10 (solidc) | |
8 | 4(or less) | 8 | 8 | 8 |
5 | 8 | 10 | 12 | |
6 | 10 | 12 | 12 (solidc) | |
7 | 12 | 12 (solidc) | Note d | |
8 | 10 (solidc) | 12(solidc) | Note d | |
9 | 4(or less) | 8 | 8 | 8 |
5 | 8 | 10 | 12 | |
6 | 10(solidc) | 12 (solidc) | Note d | |
7 | 12 (solidc) | 12 (solidc) | Note d | |
8 | 12(solidc) | Note d | Note d | |
9f | Note d | Note d | Note d |
1807.1.6.3.1 Alternative foundation wall reinforcement. In lieu of the reinforcement provisions for masonry foundation walls in Table 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4), alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per linear foot (mm) of wall shall be permitted to be used, provided the spacing of reinforcement does not exceed 72 inches (1829 mm) and reinforcing bar sizes do not exceed No. 11.
MAXIMUM WALL HEIGHT (feet-inches) | MAXIMUM UNBALANCED BACKFILL HEIGHTd (feet-inches) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (Inches) | ||
---|---|---|---|---|
Design lateral soil loada (psf per foot of depth) | ||||
30e | 45e | 60 | ||
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kpa/m. | ||||
a. For design lateral soil loads, see Section 1610. | ||||
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. | ||||
c. For alternative reinforcement, see Section 1807.1.6.3.1. | ||||
d. For height of unbalanced backfill, see Section 1807.1.2. | ||||
e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not applicable. See Section 1610. | ||||
7-4 | 4 (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
5-0 | #4 at 48 | #4 at 48 | #4 at 48 | |
6-0 | #4 at 48 | #5 at 48 | #5 at 48 | |
7-4 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-0 | 4 (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
5-0 | #4 at 48 | #4 at 48 | #4 at 48 | |
6-0 | #4 at 48 | #5 at 48 | #5 at 48 | |
7-0 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-0 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-8 | 4 (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
5-0 | #4 at 48 | #4 at 48 | #4 at 48 | |
6-0 | #4 at 48 | #5 at 48 | #5 at 48 | |
7-0 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-8e | #6 at 48 | #7 at 48 | #8 at 48 | |
9-4 | 4 (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
5-0 | #4 at 48 | #4 at 48 | #4 at 48 | |
6-0 | #4 at 48 | #5 at 48 | #5 at 48 | |
7-0 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-0 | #6 at 48 | #7 at 48 | #8 at 48 | |
9-4e | #7 at 48 | #8 at 48 | #9 at 48 | |
10-0 | 4 (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
5-0 | #4 at 48 | #4 at 48 | #4 at 48 | |
6-0 | #4 at 48 | #5 at 48 | #5 at 48 | |
7-0 | #5 at 48 | #6 at 48 | #7 at 48 | |
8-0 | #6 at 48 | #7 at 48 | #8 at 48 | |
9-0 | #7 at 48 | #8 at 48 | #9 at 48 | |
10-0e | #7 at 48 | #9 at 48 | #9 at 48 |
1807.1.6.3.2 Seismic requirements. Based on the seismic design category assigned to the structure in accordance with Section 1613, masonry foundation walls designed using Tables 1807.1.6.3(1) through 1807.1.6.3(4) shall be subject to the following limitations:
1807.2 Retaining walls. Retaining walls shall be designed in accordance with Sections 1807.2.1 through 1807.2.3.
1807.2.1 General. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, lateral soil pressures on both
MAXIMUM WALL HEIGHT (feet-inches) | MAXIMUM UNBALANCED BACKFILL HEIGHTd (feet-inches) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (Inches) | ||
---|---|---|---|---|
Design lateral soil loada(psf per foot of depth) | ||||
30e | 45e | 60 | ||
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kpa/m. | ||||
a. For design lateral soil loads, see Section 1610. | ||||
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. | ||||
c. For alternative reinforcement, see Section 1807.1.6.3.1. | ||||
d. For height of unbalanced backfill, see Section 1807.1.2. | ||||
e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not applicable. See Section 1610. | ||||
7-4 | 4 (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
5-0 | #4 at 56 | #4 at 56 | #4 at 56 | |
6-0 | #4 at 56 | #4 at 56 | #5 at 56 | |
7-4 | #4 at 56 | #5 at 56 | #6 at 56 | |
8-0 | 4 (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
5-0 | #4 at 56 | #4 at 56 | #4 at 56 | |
6-0 | #4 at 56 | #4 at 56 | #5 at 56 | |
7-0 | #4 at 56 | #5 at 56 | #6 at 56 | |
8-0 | #5 at 56 | #6 at 56 | #7 at 56 | |
8-8 | 4 (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
5-0 | #4 at 56 | #4 at 56 | #4 at 56 | |
6-0 | #4 at 56 | #4 at 56 | #5 at 56 | |
7-0 | #4 at 56 | #5 at 56 | #6 at 56 | |
8-8c | #5 at 56 | #7 at 56 | #8 at 56 | |
9-4 | 4 (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
5-0 | #4 at 56 | #4 at 56 | #4 at 56 | |
6-0 | #4 at 56 | #4 at 56 | #5 at 56 | |
7-0 | #4 at 56 | #5 at 56 | #6 at 56 | |
8-0 | #5 at 56 | #6 at 56 | #7 at 56 | |
9-4e | #6 at 56 | #7 at 56 | #8 at 56 | |
10-0 | 4 (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
5-0 | #4 at 56 | #4 at 56 | #4 at 56 | |
6-0 | #4 at 56 | #4 at 56 | #5 at 56 | |
7-0 | #5 at 56 | #6 at 56 | #7 at 56 | |
8-0 | #5 at 56 | #7 at 56 | #8 at 56 | |
9-0e | #6 at 56 | #7 at 56 | #9 at 56 | |
10-0e | #7 at 56 | #8 at 56 | #9 at 56 |
sides of the keyway shall be considered in the sliding analysis.
1807.2.2 Design lateral soil loads. Retaining walls shall be designed for the lateral soil loads set forth in Section 1610.
1807.2.3 Safety factor. Retaining walls shall be designed to resist the lateral action of soil to produce sliding and over-turning with a minimum safety factor of 1.5 in each case. The load combinations of Section 1605 shall not apply to this requirement. Instead, design shall be based on 0.7 times nominal earthquake loads, 1.0 times other nominal loads, and investigation with one or more of the variable loads set to zero. The safety factor against lateral sliding shall be taken as the available soil resistance at the base of the retaining wall foundation divided by the net lateral force applied to the retaining wall.
Exception: Where earthquake loads are included, the minimum safety factor for retaining wall sliding and overturning shall be 1.1.
1807.3 Embedded posts and poles. Designs to resist both axial and lateral loads employing posts or poles as columns embedded in earth or in concrete footings in earth shall be in accordance with Sections 1807.3.1 through 1807.3.3.
1807.3.1 Limitations. The design procedures outlined in this section are subject to the following limitations:
MAXIMUM WALL HEIGHT (feet-inches) | MAXIMUM UNBALANCED BACKFILL HEIGHTd (feet-inches) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (Inches) | ||
---|---|---|---|---|
Design lateral soil loada(psf per foot of depth) | ||||
30e | 45e | 60 | ||
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kpa/m. | ||||
a. For design lateral soil loads, see Section 1610., | ||||
b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. | ||||
c. For alternative reinforcement, see Section 1807.1.6.3.1. | ||||
d. For height of unbalanced backfill, see Section 1807.1.2. | ||||
e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth are not applicable. See Section 1610. | ||||
7-4 | 4 (or less) | #4 at 72 | #4 at 72 | #4 at 72 |
5-0 | #4 at 72 | #4 at 72 | #4 at 72 | |
6-0 | #4 at 72 | #4 at 72 | #5 at 72 | |
7-4 | #4 at 72 | #5 at 72 | #6 at 72 | |
8-0 | 4 (or less) | #4 at 72 | #4 at 72 | #4 at 72 |
5-0 | #4 at 72 | #4 at 72 | #4 at 72 | |
6-0 | #4 at 72 | #4 at 72 | #5 at 72 | |
7-0 | #4 at 72 | #5 at 72 | #6 at 72 | |
8-0 | #5 at 72 | #6 at 72 | #7 at 72 | |
8-8 | 4 (or less) | #4 at 72 | #4 at 72 | #4 at 72 |
5-0 | #4 at 72 | #4 at 72 | #4 at 72 | |
6-0 | #4 at 72 | #4 at 72 | #5 at 72 | |
7-0 | #4 at 72 | #5 at 72 | #6 at 72 | |
8-8c | #5 at 72 | #7 at 72 | #8 at 72 | |
9-4 | 4 (or less) | #4 at 72 | #4 at 72 | #4 at 72 |
5-0 | #4 at 72 | #4 at 72 | #4 at 72 | |
6-0 | #4 at 72 | #4 at 72 | #5 at 72 | |
7-0 | #4 at 72 | #5 at 72 | #6 at 72 | |
8-0 | #5 at 72 | #6 at 72 | #7 at 72 | |
9-4e | #6 at 72 | #7 at 72 | #8 at 72 | |
10-0 | 4 (or less) | #4 at 72 | #4 at 72 | #4 at 72 |
5-0 | #4 at 72 | #4 at 72 | #4 at 72 | |
6-0 | #4 at 72 | #4 at 72 | #5 at 72 | |
7-0 | #5 at 72 | #6 at 72 | #7 at 72 | |
8-0 | #5 at 72 | #7 at 72 | #8 at 72 | |
9-0e | #6 at 72 | #7 at 72 | #9 at 72 | |
10-0e | #7 at 72 | #8 at 72 | #9 at 72 |
Wood poles shall be treated in accordance with AWPA U1 for sawn timber posts (commodity Specification A, Use Category 4B) and for round timber posts (Commodity Specification B, Use Category 4B).
1807.3.2 Design criteria. The depth to resist lateral loads shall be determined using the design criteria established in Sections 1807.3.2.1 through 1807.3.2.3, or by other methods approved by the building official.
1807.3.2.1 Nonconstrained. The following formula shall be used in determining the depth of embedment required to resist lateral loads where no lateral constraint is provided at the ground surface, such as by a rigid floor or rigid ground surface pavement, and where no lateral constraint is provided above the ground surface, such as by a structural diaphragm.
where:
A = 2.34P/S1b.
b = Diameter of round post or footing or diagonal dimension of square post or footing, feet (m).
d = Depth of embedment in earth in feet (m) but not over 12 feet (3658 mm) for purpose of computing lateral pressure.
h = Distance in feet (m) from ground surface to point of application of “P.”
P = Applied lateral force in pounds (kN).
S1 = Allowable lateral soil-bearing pressure as set forth in Section 1806.2 based on a depth of one-third the depth of embedment in pounds per square foot (psf) (kPa).
1807.3.2.2 Constrained. The following formula shall be used to determine the depth of embedment required to resist lateral loads where lateral constraint is provided at the ground surface, such as by a rigid floor or pavement.
or alternatively
where:
Mg = Moment in the post at grade, in foot-pounds (kN-m).
S3 = Allowable lateral soil-bearing pressure as set forth in Section 1806.2 based on a depth equal to the depth of embedment in pounds per square foot (kPa).
1807.3.2.3 Vertical load. The resistance to vertical loads shall be determined using the vertical foundation pressure set forth in Table 1806.2.
1807.3.3 Backfill. The backfill in the annular space around columns not embedded in poured footings shall be by one of the following methods:
1808.1 General. Foundations shall be designed and constructed in accordance with Sections 1808.2 through 1808.9. Shallow foundations shall also satisfy the requirements of Section 1809. Deep foundations shall also satisfy the requirements of Section 1810.
1808.2 Design for capacity and settlement. Foundations shall be so designed that the allowable bearing capacity of the soil is not exceeded, and that differential settlement is minimized. Foundations in areas with expansive soils shall be designed in accordance with the provisions of Section 1808.6.
1808.3 Design loads. Foundations shall be designed for the most unfavorable effects due to the combinations of loads specified in Section 1605.2 or 1605.3. The dead load is permitted to include the weight of foundations and overlying fill. Reduced live loads, as specified in Sections 1607.9 and 1607.11, shall be permitted to be used in the design of foundations.
1808.3.1 Seismic overturning. Where foundations are proportioned using the load combinations of Section 1605.2 or 1605.3.1, and the computation of seismic overturning effects is by equivalent lateral force analysis or modal analysis, the proportioning shall be in accordance with Section 12.13.4 of ASCE 7.
1808.4 Vibratory loads. Where machinery operations or other vibrations are transmitted through the foundation, consideration shall be given in the foundation design to prevent detrimental disturbances of the soil.
1808.5 Shifting or moving soils. Where it is known that the shallow subsoils are of a shifting or moving character, foundations shall be carried to a sufficient depth to ensure stability.
1871808.6 Design for expansive soils. Foundations for buildings and structures founded on expansive soils shall be designed in accordance with Section 1808.6.1 or 1808.6.2.
Exception: Foundation design need not comply with Section 1808.6.1 or 1808.6.2 where one of the following conditions is satisfied:
1808.6.1 Foundations. Foundations placed on or within the active zone of expansive soils shall be designed to resist differential volume changes and to prevent structural damage to the supported structure. Deflection and racking of the supported structure shall be limited to that which will not interfere with the usability and serviceability of the structure.
Foundations placed below where volume change occurs or below expansive soil shall comply with the following provisions:
1808.6.2 Slab-on-ground foundations. Moments, shears and deflections for use in designing slab-on-ground, mat or raft foundations on expansive soils shall be determined in accordance with WRI/CRSI Design of Slab-on-Ground Foundations or PTI Standard Requirements for Analysis of Shallow Concrete Foundations on Expansive Soils. Using the moments, shears and deflections determined above, nonprestressed slabs-on-ground, mat or raft foundations on expansive soils shall be designed in accordance with WRI/CRSI Design of Slab-on-Ground Foundations and post-tensioned slab-on-ground, mat or raft foundations on expansive soils shall be designed in accordance with PTI Standard Requirements for Design of Shallow Post-Tensioned Concrete Foundations on Expansive Soils. It shall be permitted to analyze and design such slabs by other methods that account for soil-structure interaction, the deformed shape of the soil support, the plate or stiffened plate action of the slab as well as both center lift and edge lift conditions. Such alternative methods shall be rational and the basis for all aspects and parameters of the method shall be available for peer review.
1808.6.3 Removal of expansive soil. Where expansive soil is removed in lieu of designing foundations in accordance with Section 1808.6.1 or 1808.6.2, the soil shall be removed to a depth sufficient to ensure a constant moisture content in the remaining soil. Fill material shall not contain expansive soils and shall comply with Section 1804.5 or 1804.6.
Exception: Expansive soil need not be removed to the depth of constant moisture, provided the confining pressure in the expansive soil created by the fill and supported structure exceeds the swell pressure.
1808.6.4 Stabilization. Where the active zone of expansive soils is stabilized in lieu of designing foundations in accordance with Section 1808.6.1 or 1808.6.2, the soil shall be stabilized by chemical, dewatering, presaturation or equivalent techniques.
1808.7 Foundations on or adjacent to slopes. The placement of buildings and structures on or adjacent to slopes steeper than one unit vertical in three units horizontal (33.3-percent slope) shall comply with Sections 1808.7.1 through 1808.7.5.
1808.7.1 Building clearance from ascending slopes. In general, buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Except as provided in Section 1808.7.5 and Figure 1808.7.1, the following criteria will be assumed to provide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100-percent slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope.
1808.7.2 Foundation setback from descending slope surface. Foundations on or adjacent to slope surfaces shall be founded in firm material with an embedment and set back from the slope surface sufficient to provide vertical and lateral support for the foundation without detrimental settlement. Except as provided for in Section 1808.7.5 and Figure 1808.7.1, the following setback is deemed adequate to meet the criteria. Where the slope is steeper than 1 unit vertical in 1 unit horizontal (100-percent slope), the required setback shall be measured from an imaginary plane 45 degrees (0.79 rad) to the horizontal, projected upward from the toe of the slope.
1808.7.3 Pools. The setback between pools regulated by this code and slopes shall be equal to one-half the building footing setback distance required by this section. That portion of the pool wall within a horizontal distance of 7 feet (2134 mm) from the top of the slope shall be capable of supporting the water in the pool without soil support.
1808.7.4 Foundation elevation. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches (305 mm) plus 2 percent. Alternate elevations are permitted subject to the approval of the building official, provided it can be demonstrated that required drainage to the point of discharge and away from the structure is provided at all locations on the site.
1808.7.5 Alternate setback and clearance. Alternate setbacks and clearances are permitted, subject to the approval of the building official. The building official shall be permitted to require a geotechnical investigation as set forth in Section 1803.5.10.
1808.8 Concrete foundations. The design, materials and construction of concrete foundations shall comply with Sections 1808.8.1 through 1808.8.6 and the provisions of Chapter 19.
Exception: Where concrete footings supporting walls of light-frame construction are designed in accordance with Table 1809.7, a specific design in accordance with Chapter 19 is not required.
1808.8.1 Concrete or grout strength and mix proportioning. Concrete or grout in foundations shall have a specified compressive strength (f′c) not less than the largest applicable value indicated in Table 1808.8.1.
Where concrete is placed through a funnel hopper at the top of a deep foundation element, the concrete mix shall be designed and proportioned so as to produce a cohesive workable mix having a slump of not less than 4 inches (102 mm) and not more than 8 inches (204 mm). Where concrete or grout is to be pumped, the mix design including slump shall be adjusted to produce a pumpable mixture.
1808.8.2 Concrete cover. The concrete cover provided for prestressed and nonprestressed reinforcement in foundations shall be no less than the largest applicable value specified in Table 1808.8.2. Longitudinal bars spaced less than 1½ inches (38 mm) clear distance apart shall be considered bundled bars for which the concrete cover provided shall also be no less than that required by Section 7.7.4 of ACI 318. Concrete cover shall be measured from the concrete surface to the outermost surface of the steel to which the cover requirement applies. Where concrete is placed in a temporary or permanent casing or a mandrel, the inside face of the casing or mandrel shall be considered the concrete surface.
1808.8.3 Placement of concrete. Concrete shall be placed in such a manner as to ensure the exclusion of any foreign matter and to secure a full-size foundation. Concrete shall not be placed through water unless a tremie or other method approved by the building official is used. Where placed under or in the presence of water, the concrete shall be deposited by approved means to ensure minimum segregation of the mix and negligible turbulence of the water. Where depositing concrete from the top of a deep foundation element, the concrete shall be chuted directly into smooth-sided pipes or tubes or placed in a rapid and continuous operation through a funnel hopper centered at the top of the element.
1808.8.4 Protection of concrete. Concrete foundations shall be protected from freezing during depositing and for a period of not less than five days thereafter. Water shall not be allowed to flow through the deposited concrete.
1808.8.5 Forming of concrete. Concrete foundations are permitted to be cast against the earth where, in the opinion of the building official, soil conditions do not require formwork. Where formwork is required, it shall be in accordance with Chapter 6 of ACI 318.
1808.8.6 Seismic requirements. See Section 1908 for additional requirements for foundations of structures assigned to Seismic Design Category C, D, E or F.
For structures assigned to Seismic Design Category D, E or F, provisions of ACI 318, Sections 21.12.1 through 21.12.4, shall apply where not in conflict with the provisions of Sections 1808 through 1810.
Exceptions:
- Detached one- and two-family dwellings of light-frame construction and two stories or less above grade plane are not required to comply with the provisions of ACI 318, Sections 21.12.1 through 21.12.4.
- Section 21.12.4.4(a) of ACI 318 shall not apply.
1808.9 Vertical masonry foundation elements. Vertical masonry foundation elements that are not foundation piers as defined in Section 2102.1 shall be designed as piers, walls or columns, as applicable, in accordance with TMS 402/ACI 530/ASCE 5.
1809.1 General. Shallow foundations shall be designed and constructed in accordance with Sections 1809.2 through 1809.13.
1809.2 Supporting soils. Shallow foundations shall be built on undisturbed soil, compacted fill material or controlled low-strength material (CLSM). Compacted fill material shall be placed in accordance with Section 1804.5. CLSM shall be placed in accordance with Section 1804.6.
189FOUNDATION ELEMENT OR CONDITION | SPECIFIED COMPRESSIVE STRENGTH, f′c |
---|---|
For SI: 1 pound per square inch = 0.00689 MPa. | |
1. Foundations for structures assigned to Seismic Design Category A, B or C | 2,500 psi |
2a. Foundations for Group R or U occupancies of light-frame construction, two stories or less in height, assigned to Seismic Design Category D, E or F | 2,500 psi |
2b. Foundations for other structures assigned to Seismic Design Category D, E or F | 3,000 psi |
3. Precast nonprestressed drived piles | 4,000 psi |
4. Socketed drilled shafts | 4,000 psi |
5. Micropiles | 4,000 psi |
6. Precast prestressed driven piles | 5,000 psi |
FOUNDATION ELEMENT OR CONDITION | MINIMUM COVER |
---|---|
For SI: 1 inch = 25.4 mm. | |
1. Shallow foundations | In accordance with Section 7.7 of ACI 318 |
2. Precast nonprestressed deep foundation elements | |
Exposed to seawater | 3 inches |
Not manufactured under plant conditions | 2 inches |
Manufactured under plant control conditions | In accordance with Section 7.7.3 of ACI 318 |
3. Precast prestressed deep foundation elements | |
Exposed to seawater | 2.5 inches |
Other | In accordance with Section 7.7.3 of ACI 318 |
4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent casing | 2.5 inches |
5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing | 1 inch |
6. Structural steel core within a steel pipe, tube or permanent casing | 2 inches |
7. Cast-in-place drilled shafts enclosed by a stable rock socket | 1.5 inches |
1809.3 Stepped footings. The top surface of footings shall be level. The bottom surface of footings shall be permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10-percent slope).
1809.4 Depth and width of footings. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (305 mm). Where applicable, the requirements of Section 1809.5 shall also be satisfied. The minimum width of footings shall be 12 inches (305 mm).
1809.5 Frost protection. Except where otherwise protected from frost, foundations and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods:
Exception: Free-standing buildings meeting all of the following conditions shall not be required to be protected:
- Assigned to Occupancy Category I, in accordance with Section 1604.5;
- Area of 600 square feet (56 m2) or less for light-frame construction or 400 square feet (37 m2) or less for other than light-frame construction; and
- Eave height of 10 feet (3048 mm) or less.
Shallow foundations shall not bear on frozen soil unless such frozen condition is of a permanent character.
1809.6 Location of footings. Footings on granular soil shall be so located that the line drawn between the lower edges of adjoining footings shall not have a slope steeper than 30 degrees (0.52 rad) with the horizontal, unless the material supporting the higher footing is braced or retained or otherwise laterally supported in an approved manner or a greater slope has been properly established by engineering analysis.
1809.7 Prescriptive footings for light-frame construction. Where a specific design is not provided, concrete or masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7.
1809.8 Plain concrete footings. The edge thickness of plain concrete footings supporting walls of other than light-frame construction shall not be less than 8 inches (203 mm) where placed on soil or rock.
Exception: For plain concrete footings supporting Group R-3 occupancies, the edge thickness is permitted to be 6 inches (152 mm), provided that the footing does not extend beyond a distance greater than the thickness of the footing on either side of the supported wall.
NUMBER OF FLOORS SUPPORTED BY THE FOOTINGf | WIDTH OF FOOTING (inches) | THICKNESS OF FOOTING (inches) |
---|---|---|
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. | ||
a. Depth of footings shall be in accordance with Section 1809.4 | ||
b. The ground under the floor shall be permitted to be excavated to the elevation of the top of the footing. | ||
c. Interior stud-bearing walls shall be permitted to be supported by isolated footings. The footing width and length shall be twice the width shown in this table, and footings shall be spaced not more than 6 feet on center. | ||
d. See Section 1908 for additional requirements for concrete footings of structures assigned to Seismic Design Category C, D, E or F. | ||
e. For thickness of foundation walls, see Section 1807.1.6. | ||
f. Footings shall be permitted to support a roof in addition to the stipulated number of floors. Footings supporting roof only shall be as required for supporting one floor. | ||
g. Plain concrete footings for Group R-3 occupancies shall be permitted to be 6 inches thick. | ||
1 | 12 | 6 |
2 | 15 | 6 |
3 | 18 | 8g |
1809.9 Masonry-unit footings. The design, materials and construction of masonry-unit footings shall comply with Sections 1809.9.1 and 1809.9.2, and the provisions of Chapter 21.
Exception: Where a specific design is not provided, masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7.
1809.9.1 Dimensions. Mansonry-unit footings shall be laid in Type M or S mortar complying with Section 2103.8 and the depth shall not be less than twice the projection beyond the wall, pier or column. The width shall not be less than 8 inches (203 mm) wider than the wall supported thereon.
1809.9.2 Offsets. The maximum offset of each course in brick foundation walls stepped up from the footings shall be 1½ inches (38 mm) where laid in single courses, and 3 inches (76 mm) where laid in double courses.
1809.10 Pier and curtain wall foundations. Except in Seismic Design Categories D, E and F, pier and curtain wall foundations shall be permitted to be used to support light-frame construction not more than two stories above grade plane, provided the following requirements are met:
Exception: Unfilled hollow piers shall be permitted where the unsupported height of the pier is not more than four times its least dimension.
1809.11 Steel grillage footings. Grillage footings of structural steel shapes shall be separated with approved steel spacers and be entirely encased in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches (102 mm) at all other points. The spaces between the shapes shall be completely filled with concrete or cement grout.
1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the building official. Such footings shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footings supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the AF&PA NDS.
1809.13 Footing seismic ties. Where a structure is assigned to Seismic Design Category D, E or F in accordance with Section 1613, individual spread footings founded on soil defined in Section 1613.5.2 as Site Class E or F shall be interconnected by ties. Unless it is demonstrated that equivalent restraint is provided by reinforced concrete beams within slabs on grade or reinforced concrete slabs on grade, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger footing design gravity load times the seismic coefficient, SDS, divided by 10 and 25 percent of the smaller footing design gravity load.
1810.1 General. Deep foundations shall be analyzed, designed, detailed and installed in accordance with Sections 1810.1 through 1810.4.
1810.1.1 Geotechnical investigation. Deep foundations shall be designed and installed on the basis of a geotechnical investigation as set forth in Section 1803.
1810.1.2 Use of existing deep foundation elements. Deep foundation elements left in place where a structure has been demolished shall not be used for the support of new construction unless satisfactory evidence is submitted to the building official, which indicates that the elements are sound and meet the requirements of this code. Such elements shall be load tested or redriven to verify their capacities. The design load applied to such elements shall be the lowest allowable load as determined by tests or redriving data.
1810.1.3 Deep foundation elements classified as columns. Deep foundation elements standing unbraced in air, water or fluid soils shall be classified as columns and designed as such in accordance with the provisions of this code from their top down to the point where adequate lateral support is provided in accordance with Section 1810.2.1.
Exception: Where the unsupported height to least horizontal dimension of a cast-in-place deep foundation elements does not exceed three, it shall be permitted to design and construct such an element as a pedestal in accordance with ACI 318.
1810.1.4 Special types of deep foundations. The use of types of deep foundation elements not specifically mentioned herein is permitted, subject to the approval of the building official, upon the submission of acceptable test data, calculations and other information relating to the structural properties and load capacity of such elements. The allowable stresses for materials shall not in any case exceed the limitations specified herein.
1810.2 Analysis. The analysis of deep foundations for design shall be in accordance with Sections 1810.2.1 through 1810.2.5.
1810.2.1 Lateral support. Any soil other than fluid soil shall be deemed to afford sufficient lateral support to prevent buckling of deep foundation elements and to permit the design of the elements in accordance with accepted engineering practice and the applicable provisions of this code.
Where deep foundation elements stand unbraced in air, water or fluid soils, it shall be permitted to consider them laterally supported at a point 5 feet (1524 mm) into stiff soil or 10 feet (3048 mm) into soft soil unless otherwise approved by the building official on the basis of a geotechnical investigation by a registered design professional.
1810.2.2 Stability. Deep foundation elements shall be braced to provide lateral stability in all directions. Three or more elements connected by a rigid cap shall be considered braced, provided that the elements are located in radial directions from the centroid of the group not less than 60
192degrees (1 rad) apart. A two-element group in a rigid cap shall be considered to be braced along the axis connecting the two elements. Methods used to brace deep foundation elements shall be subject to the approval of the building official.
Deep foundation elements supporting walls shall be placed alternately in lines spaced at least 1 foot (305 mm) apart and located symmetrically under the center of gravity of the wall load carried, unless effective measures are taken to provide for eccentricity and lateral forces, or the foundation elements are adequately braced to provide for lateral stability.
Exceptions:
- Isolated cast-in-place deep foundation elements without lateral bracing shall be permitted where the least horizontal dimension is no less than 2 feet (610 mm), adequate lateral support in accordance with Section 1810.2.1 is provided for the entire height and the height does not exceed 12 times the least horizontal dimension.
- A single row of deep foundation elements without lateral bracing is permitted for one- and two-family dwellings and lightweight construction not exceeding two stories above grade plane or 35 feet (10 668 mm) in building height, provided the centers of the elements are located within the width of the supported wall.
1810.2.3 Settlement. The settlement of a single deep foundation element or group thereof shall be estimated based on approved methods of analysis. The predicted settlement shall cause neither harmful distortion of, nor instability in, the structure, nor cause any element to be loaded beyond its capacity.
1810.2.4 Lateral loads. The moments, shears and lateral deflections used for design of deep foundation elements shall be established considering the nonlinear interaction of the shaft and soil, as determined by a registered design professional. Where the ratio of the depth of embedment of the element to its least horizontal dimension is less than or equal to six, it shall be permitted to assume the element is rigid.
1810.2.4.1 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, deep foundation elements on Site Class E or F sites, as determined in Section 1613.5.2, shall be designed and constructed to withstand maximum imposed curvatures from earthquake ground motions and structure response. Curvatures shall include free-field soil strains modified for soil-foundation-structure interaction coupled with foundation element deformations associated with earthquake loads imparted to the foundation by the structure.
Exception: Deep foundation elements that satisfy the following additional detailing requirements shall be deemed to comply with the curvature capacity requirements of this section.
- Precast prestressed concrete piles detailed in accordance with Section 1810.3.8.3.3.
- Cast-in-place deep foundation elements with a minimum longitudinal reinforcement ratio of 0.005 extending the full length of the element and detailed in accordance with Sections 21.6.4.2, 21.6.4.3 and 21.6.4.4 of ACI 318 as required by Section 1810.3.9.4.2.2.
1810.2.5 Group effects. The analysis shall include group effects on lateral behavior where the center-to-center spacing of deep foundation elements in the direction of lateral force is less than eight times the least horizontal dimension of an element. The analysis shall include group effects on axial behavior where the center-to-center spacing of deep foundation elements is less than three times the least horizontal dimension of an element.
1810.3 Design and detailing. Deep foundations shall be designed and detailed in accordance with Sections 1810.3.1 through 1810.3.12.
1810.3.1 Design conditions. Design of deep foundations shall include the design conditions specified in Sections 1810.3.1.1 through 1810.3.1.6, as applicable.
1810.3.1.1 Design methods for concrete elements. Where concrete deep foundations are laterally supported in accordance with Section 1810.2.1 for the entire height and applied forces cause bending moments no greater than those resulting from accidental eccentricities, structural design of the element using the load combinations of Section 1605.3 and the allowable stresses specified in this chapter shall be permitted. Otherwise, the structural design of concrete deep foundation elements shall use the load combinations of Section 1605.2 and approved strength design methods.
1810.3.1.2 Composite elements. Where a single deep foundation element comprises two or more sections of different materials or different types spliced together, each section of the composite assembly shall satisfy the applicable requirements of this code, and the maximum allowable load in each section shall be limited by the structural capacity of that section.
1810.3.1.3 Mislocation. The foundation or superstructure shall be designed to resist the effects of the mislocation of any deep foundation element by no less than 3 inches (76 mm). To resist the effects of mislocation, compressive overload of deep foundation elements to 110 percent of the allowable design load shall be permitted.
1810.3.1.4 Driven piles. Driven piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by handling, driving and service loads.
1810.3.1.5 Helical piles. Helical piles shall be designed and manufactured in accordance with accepted engineering practice to resist all stresses induced by installation into the ground and service loads.
1810.3.1.5.1 Helical Piles Seismic Requirements. [OSHPD 2] For structures assigned to Seismic Design Category D, E or F, capacities of helical piles shall be determined in accordance with Section
1931810.3.3 by at least two project specific preproduction tests for each soil profile, size and depth of helical pile. At least two percent of all production piles shall be proof tested to design ultimate strength determined by using load combinations in Section 1605.2.1.
Helical piles shall satisfy corrosion resistance requirements of ICC-ES AC 358. In addition, all helical pile materials that are