Chapter 16A — STRUCTURAL DESIGN

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user.

See Chapter 1 for state agency authority and building applications.)

Adopting agency	BSC	BSC- CG	SFM	HCD			DSA			OSHPD						BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	5	5	5	5	5	5	5	5
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.8.2							X

The state agency does not adopt sections identified with the following symbol: The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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56 2019 CALIFORNIA BUILDING CODE Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 16 A

STRUCTURAL DESIGN

Di = Weight of ice in accordance with Chapter 10 of ASCE

E = Combined effect of horizontal and vertical earthquake

induced forces as defined in Section 2.3.6 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 = Roof live load greater than 20 psf (0.96 kN/m ² ) and

floor live load. Lr = Roof live load of 20 psf (0.96 kN/m ² ) or less. R = Rain load.

S = Snow load.

T = Cumulative effects of self-straining load forces and

effects. Vasd= Allowable stress design wind speed, miles per hour

(mph) (km/hr) where applicable.

V = Basic design wind speeds, miles per hour (mph) (km/hr)

determined from Figures 1609 A .3(1) through 1609 A .3(8) or ASCE 7.

W = Load due to wind pressure. Wi = Wind-on-ice in accordance with Chapter 10 of ASCE

1603A.2 Site data reports.¶

Geotechnical and geohazard reports for review by the enforcement agency shall be accom- panied by a description of the project prepared by the regis- tered design professional (RDP) in responsible charge, which shall include the following:

1. Type of service such as general acute care facility, cen- tral utility plants, K-12 school, community college, essential services, etc.

2. Construction materials used for the project such as steel, concrete. masonry, wood, etc.

3. Type of construction project such as new, addition, alteration, repair, etc.

4. For existing buildings, extent of construction such as incidental, minor, major, and/or voluntary seismic improvements as defined in Section 318, Part 10, Title 24, C.C.R. [DSA-SS] Section 202 and California Exist- ing Building Code Section 202A [OSHPD 1] .

5. Seismic force resisting system used for each structure in the project.

6. Foundation system that will be used for each structure in the project such as spread footing, drilled piers, etc.

7. Analysis procedure used and basis of design such as ASCE 7 Equivalent Lateral Force Procedure, ASCE 41 Nonlinear Dynamic Procedure, etc.

8. Building characteristics such as number of stories above and below grade, foot print area at grade, grade slope on site, etc.

9. Special features such as requirement for shoring, underpinning, retaining walls, etc.

1603A.3 Structural design basis and calculations.¶

The application for the approval of construction documents that involves structural elements or components shall be accom- panied by complete and accurate structural design computa- tions, which shall comply with requirements prescribed by the enforcement agency:

1. The computations shall be preceded by a detailed index.

2. The computations including each major subsection shall be prefaced by a statement clearly and concisely outlining the basis for the structural design and indi- cating the manner in which the structure will resist the vertical loads and lateral forces.

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TABLE 1604 A .3

DEFLECTION	LIMITSa, b, c, h, i
CONSTRUCTION	*L or Lr*	E, S or_W _f	D + (_L or Lr)_d, g
Roof members:e Supporting plaster or stucco ceiling Supporting nonplaster ceiling Not supporting ceiling	l/360 l/240 l/180	l/360 l/240 l/180	l/240 l/180 l/120
Floor members	l/360	—	l/240
Exterior walls: With plaster or stucco finishes With other brittle finishes With flexible finishes Veneered walls, anchored veneers and adhered veneers over 1 inch (25 mm) thick, including the mortar backing	— — — —	l/360 l/240 l/120 l/600	— — — —
Interior partitions:b With plaster or stucco finishes With other brittle finishes With flexible finishes	l/360 l/240 l/120	— — —	— — —
Farm buildings	—	—	l/180
Greenhouses	—	—	l/120

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. 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 A .15. c. See Section 2403 for glass supports. d. The deflection limit for the D +( L + Lr ) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the

short-term live load deflection. For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection resulting from 0.5D. For lumber and glued laminated timber members installed or used at all other moisture conditions or cross laminated timber and wood structural panels that are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection is permitted to be estimated as the immediate dead load deflection resulting from D. The value of 0.5D shall not be used in combination with ANSI/AWC NDS provisions for long-term loading. e. The preceding deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated

for ponding. See Chapter 8 of ASCE 7. f. The wind load shall be permitted to be taken as 0.42 times the "component and cladding" loads or directly calculated using the 10-year mean return interval

wind speed for the purpose of determining deflection limits in Table 160 A 4.3. Where framing members support glass, the deflection limit therein shall not exceed that specified in Section 1604 A .3.7 g. For steel structural members, the deflection due to creep component of long-term dead load shall be permitted to 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 1 /120. i. l = Length of the member between supports. For cantilever members, l shall be taken as twice the length of the cantilever.

1604 A .3.7 Framing supporting glass. The deflection of framing members supporting glass subjected to 0.6 times the “component and cladding” wind loads shall not exceed either of the following:

¹ /175 of the length of span of the framing member, for framing members having a length not more than 13 feet 6 inches (4115 mm).
¹ /240 of the length of span of the framing member + ¹ /4 inch (6.4 mm), for framing members having a length greater than 13 feet 6 inches (4115 mm).

1604A.3.8 Horizontal diaphragms. The maximum span- depth ratio for any roof or floor diaphragm consisting of steel and composite steel slab decking shall not exceed those given in Table 1604A.4, unless test data and design

calculations acceptable to the enforcement agency are submitted and approved for the use of other span-depth ratios. Concrete diaphragms shall not exceed the span depth ratios for the equivalent composite steel-slab dia- phragm in Table 1604A.4.

1604A.3.9 Deflections. Deflection criteria for materials not specified shall be developed by the project architect or struc- tural engineer in a manner consistent with the provisions of this section and approved by the enforcement agency.

1604 A .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.

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Members that tend to accumulate residual deformations under repeated service loads shall have included in their analysis the effects of added deformations 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 that their effect on the action of the system is considered and provided for in the design. Structural analysis shall explicitly include consider- ation of stiffness of diaphragms in accordance with ASCE 7 Section 12.3.1. 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. Where required by ASCE 7, 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.

hen the lateral deformation of the diaphragm is less than or equal to two times the average story drift. Where required by ASCE 7, 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 effects caused by the forces specified in this chapter, including overturning, uplift and sliding. Where sliding is used to isolate the elements, the effects of friction between sliding elements shall be included as a force.

STRUCTURAL DESIGN

1604 A .5 Risk category. Each building and structure shall be assigned a risk category in accordance with Table 1604 A .5. Where a referenced standard specifies an occupancy category, the risk category shall not be taken as lower than the occupancy category specified therein. Where a referenced standard specifies that the assignment of a risk category be in accordance with ASCE 7, Table 1.5-1, Table 1604 A .5 shall be used in lieu of ASCE 7, Table 1.5-1.

Exception: The assignment of buildings and structures to Tsunami Risk Categories III and IV is permitted to be in accordance with Section 6.4 of ASCE 7.

1604 A .5.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same risk category, it shall be assigned the classification of the highest risk 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 risk category, both portions shall be assigned to the higher risk category.

ments of the structural system resulting from torsion due to Exception: Where a storm shelter designed and coneccentricity between the center of application of the lateral structed in accordance with ICC 500 is provided in a forces and the center of rigidity of the lateral force-resisting building, structure or portion thereof normally occupied system. for other purposes, the risk category for the normal

Every structure shall be designed to resist the effects occupancy of the building shall apply unless the storm

¬ caused by the forces specified in this chapter, including over- shelter is a designated emergency shelter in accordance

turning, uplift and sliding. Where sliding is used to isolate the with Table 1604 A .5.

TABLE 1604A.4 MAXIMUM HORIZONTAL DIAPHRAGM SPAN AND SPAN-DEPTH RATIOS ^{1, 3, 4}

FLEXIBILITY FACTOR(F)2	MAXIMUM DIAPHRAGM SPAN FOR MASONRY OR CONCRETE WALLS (feet)	DIAPHRAGM SPAN-DEPTH LIMITATION
*FLEXIBILITY* *FACTOR(F)*2	*MAXIMUM DIAPHRAGM* *SPAN FOR MASONRY* *OR CONCRETE WALLS* *(feet)*	*Rotation (torsion) Not Considered in Diaphragm*	*Rotation (torsion) Not Considered in Diaphragm*	*Rotation (torsion) Considered in Diaphragm*	*Rotation (torsion) Considered in Diaphragm*
*FLEXIBILITY* *FACTOR(F)*2	*MAXIMUM DIAPHRAGM* *SPAN FOR MASONRY* *OR CONCRETE WALLS* *(feet)*	*Masonry or Concrete Walls*	*Flexible Walls*	*Masonry or Concrete Walls*	*Flexible Walls*
More than 150	Not to be used	Not to be used	2:1	Not to be used	11/2:1
70−150	200	2:1 or as required for deflection	3:1	Not to be used	2:1
10−70	400	21/2:1 or as required for deflection	4:1	As required for deflection	21/2:1
1−10	No limitation	3:1 or as required for deflection	5:1	As required for deflection	3:1
Less than 1	No limitation	As required for deflection	No limitation	As required for deflection	31/2:1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.594 N/m, 1 psi = 6894 Pa 1. Diaphragms shall satisfy span-depth limitations based on flexibility. 2. Flexibility factor (F) is the average deflection in micro inches (10 ^-6 ) or µm of the diaphragm web per foot (m) of span stressed with a shear of 1 pound per foot (N/m). 3. The total deflection Δ of the diaphragm may be computed from the equation: Δ = Δ f + Δ w. Where: Δ f = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams. The flexural stiffness of the web of diaphragms

consisting of bare steel decking shall be neglected. Δ w = Web deflection of the diaphragm may be determined solving the following equation:

Δ wx10 ⁶

= ------------------- qaveL

Where:

L = Distance in feet (m) between the vertical resisting element (such as a shear wall) and the point to which the deflection is to be determined. qave = Average shear in the diaphragm in pounds per foot (N/m) over length L. 4. When applying these limitations to cantilevered diaphragms, the allowable span-depth ratio will be half of that shown.

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1604 A .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 1708 A .

1604 A .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 referenced standards, or alternative test procedures

in accordance with Section 1707 A, shall be load tested in accordance with Section 1709 A .

1604 A .8 Anchorage. Buildings and other structures, and portions thereof, shall be provided with anchorage in accordance with Sections 1604 A .8.1 through 1604 A .8.3, as applicable.

1604 A .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.

	TABLE 1604A.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES
RISK CATEGORY	NATURE OF OCCUPANCY
I	Buildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to: • Agricultural facilities. • Certain temporary facilities. • Minor storage facilities.
II	Buildings and other structures except those listed in Risk 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: • Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300. • Buildings and other structures containing Group E occupancies with an occupant load greater than 250. • Buildings and other structures containing educational occupancies for students above the 12th grade with an occu- pant load greater than 500. • Group I-2, Condition 1 occupancies with 50 or more care recipients. • Group I-2, Condition 2 occupancies not having emergency surgery or emergency treatment facilities. • Group I-3 occupancies. • Any other occupancy with an occupant load greater than 5,000.a • Power-generating stations, water treatment facilities for potable water, wastewater treatment facilities and other pub- lic utility facilities not included in Risk Category IV. • Buildings and other structures not included in Risk Category IV containing quantities of toxic or explosive materials that: Exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2) or per outdoor control area in accordance with the_California Fire Code_; and Are sufficient to pose a threat to the public if released.b
IV	Buildings and other structures designated as essential facilities, including but not limited to: • [OSHPD 1 & 4]**General Acute-care Hospital Buildings, General Acute-care Hospital Buildings providing only acute medical rehabilitation center services, and Correctional Treatment Center Buildings and all structures required for their continuous operation or access/egress. • Ambulatory care facilities having emergency surgery or emergency treatment facilities. • Fire, rescue, ambulance and police stations and emergency vehicle garages. • Designated earthquake, hurricane or other emergency shelters. • Designated emergency preparedness, communications and operations centers and other facilities required for emer- gency response. *[DSA-SS]*as defined in the California Administrative Code (Title 24, Part 1, CCR) Section 4-207 and all structures required for their continuous operation or access/egress. • Power-generating stations and other public utility facilities required as emergency backup facilities for Risk Cate- gory IV structures. • Buildings and other structures containing quantities of highly toxic materials that: Exceed maximum allowable quantities per control area as given in Table 307.1(2) or per outdoor control area in accordance with the_California Fire Code_; and Are sufficient to pose a threat to the public if released.b • Aviation control towers, air traffic control centers and emergency aircraft hangars. • Buildings and other structures having critical national defense functions. • Water storage facilities and pump structures required to maintain water pressure for fire suppression.

a. For purposes of occupant load calculation, occupancies required by Table 1004 A .5 to use gross floor area calculations shall be permitted to use net floor areas

to determine the total occupant load. b. Where approved by the building official, the classification of buildings and other structures as Risk Category III or IV based on their quantities of toxic,

highly toxic or explosive materials is permitted to be reduced to Risk Category II, provided that it can be demonstrated by a hazard assessment in accordance with Section 1.5.3 of ASCE 7 that a release of the toxic, highly toxic or explosive materials is not sufficient to pose a threat to the public.

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The seismic load effects including overstrength factor in accordance with Sections 2.3.6 and 2.4.5 of ASCE 7 where required by Chapters 12, 13, and 15 of ASCE 7. With the simplified procedure of ASCE 7, Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 and Chapter 2 of ASCE 7 shall be used.

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 Sections 2.3.6 and 2.4.5 of ASCE 7 apply, they shall be used as follows:

The basic combinations for strength design with overstrength factor in lieu of Equations 16 A -5 and 16 A -7 in Section 1605 A .2.
The basic combinations for allowable stress design with overstrength factor in lieu of Equations 16 A -12, 16 A -14 and 16 A -16 in Section 1605 A .3.1.
The basic combinations for allowable stress design with overstrength factor in lieu of Equations 16 A -21 and 16 A -22 in Section 1605 A .3.2.

1605 A .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 A .2 or 1605 A .3 shall be permitted. Where the load combinations specified in Section 1605 A .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 A .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. Strength design for foundation geotechnical capacity shall be in accordance with ASCE 7 Section 12.13.5 for all strength design load combinations, except that Resistance Factor (Ø) shall be permitted to be 1.0 for load combinations with overstrength factor. Allowable stress design for foundation geotechnical capacity shall be in accordance with ASCE 7 Section 12.13.6 for all allowable stress design load combinations, and shall be established to be consistent with strength design requirements in ASCE 7 Section 12.13.5.

1605 A .2 Load combinations using strength design or load and resistance factor design. Where strength design or load and resistance factor design is used, buildings and other structures, and portions thereof, shall be designed to resist the most critical effects resulting from the following combinations of factored loads:

1.4( D + F ) (Equation 16 A -1)

1.2( D + F ) + 1.6( L + H ) + 0.5( Lr or S or R ) (Equation 16 A -2)

1604 A .8.2 Structural walls. Walls that provide vertical load-bearing resistance or lateral shear resistance for a portion of the structure shall be anchored to the roof and to all floors and members that provide lateral support for the wall or that are supported by the wall. The connections shall be capable of resisting the horizontal forces specified in Section 1.4.4 of ASCE 7 for walls of structures assigned to Seismic Design Category A and to Section 12.11 of ASCE 7 for walls of structures assigned to all other seismic design categories. For anchorage of concrete or masonry walls to roof and floor diaphragms, the out-of- plane strength design force shall not be less than 280 lb/ linear ft (4.09 kN/m) of wall. 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 A for wind design requirements and 1613 A for earthquake design requirements.

rete or_ masonry walls to roof and floor diaphragms, the out-of- plane strength design force shall not be less than 280 lb/ linear ft (4.09 kN/m) of wall. 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 A for wind design requirements and 1613 A for earthquake design requirements.

1604 A .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:

The reactions resulting from the dead load and live load specified in Table 1607 A .1, or the snow load specified in Section 1608 A, in accordance with Section 1605, acting on all portions of the deck.
The reactions resulting from the dead load and live load specified in Table 1607 A .1, or the snow load specified in Section 1608 A, in accordance with Section 1605 A, acting on the cantilevered portion of the deck, and no live load or snow load on the remaining portion of the deck.

1604 A .9 Wind and seismic detailing. Lateral force-resisting systems shall meet seismic detailing requirements and limitations prescribed in this code and ASCE 7 Chapters 11, 12, 13, 15, 17 and 18 as applicable, even where wind load effects are greater than seismic load effects.

Exception: References within ASCE 7 to Chapter 14 shall not apply, except as specifically required herein.

1604 A .10 Loads on storm shelters. Loads and load combinations on storm shelters shall be determined in accordance with ICC 500.

1617A.1 General.¶

The text of ASCE 7 shall be modified as indicated in Sections 1617A.1.1 through 1617A.1.40.

1617A.1.1 ASCE 7, Section 1.3. Modify ASCE 7 Section 1.3 by the adding Section 1.3.8 as follows:

1.3.8 Structural design criteria. Where design is based on ASCE 7, Chapters 16, 17 or 18, the ground motion, analysis, and design methods, material assumptions, testing requirements, and acceptance criteria proposed by the engineer shall be submitted to the enforcement agency in the form of structural design criteria for approval. [DSA-SS] Structural design criteria including wind tunnel design recom- mendations are required where design is based on ASCE 7 Chapter 31.

[DSA-SS] Peer review requirements in Section 322 of the California Existing Building Code shall apply to design reviews required by ASCE 7 Chapters 17 and 18.

[OSHPD 1 & 4] Peer review requirements in Section

1617A.1.41 of this code shall apply to design reviews required by ASCE 7 Chapters 17 and 18.¶

required by ASCE 7 Chapters 17 and 18.

1617A.1.2 ASCE 7, Section 11.1.3. Replace last para- graph of ASCE 7, Section 11.1.3, by the following:

Non-building structures similar to buildings shall be designed and detailed in accordance with Chapter 12.

1617A.1.3 Reserved.

1617A.1.4 ASCE 7, Table 12.2-1. Modify ASCE 7 Table 12.2-1 as follows:

A . BEARING WALL SYSTEMS

5. Intermediate Precast Shear Walls—Not permit-

ted by OSHPD.

17. Light-framed walls with shear panels of all other materials—Not permitted by OSHPD and DSA-SS.

B. BUILDING FRAME SYSTEMS

3. Ordinary steel concentrically braced frames—

Not permitted by OSHPD.

8. Intermediate Precast Shear Walls—Not permit-

ted by OSHPD.

24. Light-framed walls with shear panels of all other materials—Not permitted by OSHPD and DSA-SS.

26. Special steel plate shear wall—Not permitted by OSHPD.

C . MOMENT-RESISTING FRAME SYSTEMS

2. Special steel truss moment frames—Not permit-

ted by OSHPD.

3. Intermediate steel moment frames—Not permit-

ted by OSHPD.

4. Ordinary steel moment frames—Not permitted

by OSHPD.

12. Cold-formed steel–special bolted moment frame—Not permitted by DSA-SS and OSHPD.

G. CANTILEVER COLUMN SYSTEMS DETAILED

TO CONFORM WITH THE REQUIREMENTS FOR:

1. Steel special cantilever column systems—Not

permitted by OSHPD.

3. Special reinforced concrete moment frames—

Not permitted by OSHPD.

Exceptions:

1. Systems listed in this section can be used as an alternative system when preapproved by the enforcement agency.

2. 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.

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3. Systems listed in this section can be used for seis- mically isolated buildings, when permitted by ASCE 7 Section 17.2.5.4.

1617A.1.5 ASCE 7, Section 12.2.3.1.¶

Replace ASCE 7, Section 12.2.3.1, Items 1 and 2, by the following:

The value of the response modification coefficient, R, used for design at any story shall not exceed the lowest value of R that is used in the same direction at any story above that story. Likewise, the deflection amplification factor, Cd, and the system over strength factor, Ω 0, used for the design at any story shall not be less than the largest value of these factors that are used in the same direction at any story above that story.

1617A.1.6 ASCE 7, Section 12.2.3.2.¶

Modify ASCE 7, Section 12.2.3.2, by adding the following additional requirements:

f. Where design of vertical elements of the upper por-

tion is governed by special seismic load combina- tions, the special loads shall be considered in the design of the lower portion.

1617A.1.7 ASCE 7, Section 12.2.5.6.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

1617A.1.8 ASCE 7, Section 12.2.5.7.1 [DSA-SS] The exception after the first paragraph is not permitted by DSA-SS.

1617A.1.9 ASCE 7, Section 12.2.5.7.2 [DSA-SS]¶

The exception after the first paragraph is not permitted by DSA-SS.

1617A.1.10 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 irregular- ities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category D, 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 permit- ted.

Exception: Structures with reinforced concrete or reinforced masonry shear wall systems and rigid or semi-rigid diaphragms, consisting of concrete slabs or concrete-filled metal deck having a span-to-depth ratio of 3 or less, having a horizontal structural irregularity Type 1b of Table 12.3-1 are permitted, provided that the maximum story drift in the direc- tion of the irregularity, computed including the tor- sional amplification factor from Section 12.8.4.3, is less than 10 percent of the allowable story drift in ASCE 7 Table 12.12-1.

1617A.1.11 ASCE 7, Section 12.7.2.¶

Modify ASCE 7, Sec- tion 12.7.2, by adding Item 6 to read as follows:

6. 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

STRUCTURAL DESIGN

of earth pressure due to earthquake acting on the higher side, as determined by a geotechnical engi- neer qualified in soils engineering plus the differ- ence in earth pressures shall be added to the lateral forces provided in this section.

1617A.1.12 Reserved.¶

1617A.1.13 Reserved.

1617A.1.14 Reserved.

1617A.1.15 ASCE 7, Section 12.12.3. [OSHPD 1 & 4] Replace ASCE 7 Equation 12.12-1 by the following:

δ M = Cd δ max (Equation 12.12-1)

1617A.1.16 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-founda- tion connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Sta- bility against overturning and sliding shall be in accor- dance 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:

1. The strength of the superstructure elements.

2. The maximum forces that can be delivered to the foundation in a fully yielded structural system.

3. Forces from the load combinations with over- strength factor in accordance with ASCE 7, Sec- tion 12.4.3.1.

Exceptions:

1. Where referenced standards specify the use of higher design loads.

2. When it can be demonstrated that inelastic deformation of the foundation and superstruc- ture-to-foundation connection will not result in a weak story or cause collapse of the structure.

3. Where seismic force-resisting system consists of light framed walls with shear panels, unless the reference standard specifies the use of higher design loads.

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.

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STRUCTURAL DESIGN

1617A.1.17 ASCE 7, Section 13.1.3.¶

1617A.1.17 ASCE 7, Section 13.1.3. [OSHPD 1 & 4] Modify ASCE 7 Section 13.1.3 by the following:

All nonstructural components shall have a component importance factor, Ip, equal to 1.5.

Exception: Hospital buildings rated SPC-1 and SPC-2 not providing services/systems, utilities, or access/ egress to general acute care buildings designated as SPC 3 or higher in accordance with Chapter 6 of the California Administrative Code, shall be permitted to use component importance factor, Ip, as given in ASCE 7 Section 13.3.1.

1617A.1.18 ASCE 7, Section 13.1.4.¶

Replace ASCE 7, Section 13.1.4, with the following:

13.1.4 Exemptions. The following nonstructural compo- nents are exempt from the requirements of this section:

1. Furniture except storage cabinets as noted in Table 13.5-1.

2. Temporary, movable or mobile equipment.

Exceptions:

a) Equipment shall be anchored if it is perma-

nently attached to the building utility services such as electricity, gas or water. For the pur- poses of this requirement, “permanently attached” shall include all electrical connec- tions except plugs for 110/220 volt receptacles having a flexible cable.

b) [DSA-SS] Movable or mobile equipment which

is heavier than 400 pounds or has a center of mass located 4 feet (1.22 m) or more above the adjacent floor or roof level that directly support the component, shall be restrained in a manner approved by the enforcement agency, Mobile equipment shall be restrained when not in use and is stored, unless the equipment is stored in a storage room that does not house hazardous materials or any facility systems or fixed equip- ment that can be affected by mobile equipment lacking restraint.

c) [OSHPD 1 & 4] Movable equipment shall be

anchored by detachable anchors or restraints in a manner approved by the enforcement agency, when utilities and services at the equipment have flexible connections to allow for necessary movement.

d) [OSHPD 1 & 4] Mobile equipment heavier

than 400 pounds that has a center of mass located 4 feet (1.22 m) or more above the adjacent floor or roof level that directly sup- port the equipment shall be restrained in a manner approved by the enforcement agency when not in use and is stored, unless the equipment is stored in an equipment storage room.

3. Discrete architectural, mechanical and electrical components and fixed equipment in Seismic Design Category D, E or F that are positively

attached to the structure and anchorage is detailed on the plans, provided that either:

a. The component weighs 400 pounds (1780 N)

or less, the center of mass is located 4 feet (1.22 m) or less above the adjacent floor or roof level that directly supports the compo- nent, and flexible connections are provided between the component and associated ductwork, piping and conduit.

Exception: Special Seismic Certifica- tion requirements of this code in accor- dance with Section 1705A.13.3 shall be applicable. or

b. The component weighs 20 pounds (89 N) or

less or, in the case of a distributed system, 5 lb/ft (73 N/m) or less.

Exception: The enforcement agency shall be permit- ted to require attachments for equipment with haz- ardous contents to be shown on construction documents irrespective of weight.

1617A.1.19 ASCE 7, Section 13.4¶

Replace ASCE 7, Sec- tions 13.4.2.3, with the following:

13.4.2.3 Prequalified post-installed anchors and spe- cialty inserts in concrete and masonry.

Post-installed anchors and specialty inserts in con- crete that are pre-qualified for seismic applications in accordance with ACI 355.2, ACI 355.4, ICC-ES AC193, ICC-ES AC232, ICC-ES AC308 or ICC-ES AC446 shall be permitted. Post-installed anchors in masonry shall be pre-qualified for seismic applications in accordance with ICC-ES AC01, AC58 or AC106.

Use of screw anchors shall be limited to dry interior conditions and shall not be used in building enclosures. Re-use of screw anchors or screw anchor holes shall not be permitted.

Exception: [DSA-SS] Screw anchors are permitted for use in building enclosures.

1617A.1.20 ASCE 7, Section 13.4.5¶

Modify ASCE 7 Sec- tion 13.4.5 by adding Section 13.4.5.1 as follows:

13.4.5.1 Power actuated fasteners. Power actuated fasteners qualified in accordance with ICC-ES AC 70 shall be deemed to satisfy the requirements of Section 13.4.5.

Power actuated fasteners shall be permitted in seis- mic shear for components exempt from permit require- ments by Section 1617A.1.18 of this code and for interior non-bearing non-shear wall partitions only. Power actuated fastener shall not be used to anchor seismic bracing, exterior cladding or curtain wall sys- tems.

Exception: Power actuated fasteners in steel to steel connections prequalified for seismic application by cyclic tests in accordance with ICC-ES AC 70 shall be permitted for seismic design.

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STRUCTURAL DESIGN

1617A.1.22 ASCE 7, Section 13.5.7.¶

1617A.1.22 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, except for raised roof or exterior floor paver systems.

1617A.1.23 ASCE 7 Section 13.6.2.1 and ASCE 7 Tables 13.5-1 and 13.6-1. Modify Section 13.6.2.1 by adding the following to the end of the section:

[OSHPD 1 & 4] Use of this section shall be considered as an alternative system. Alternatively, HVACR systems shall require special seismic certification in accordance with Section 1705A.13.3.

1617A.1.23 ASCE 7 Section 13.6.2.1 and ASCE 7 Tables¶

13.5-1 and 13.6-1. Modify Section 13.6.2.1 by adding the following to the end of the section:

ASCE 7 Tables 13.5-1 and 13.6-1. Modify ASCE 7, Tables 13.5-1 & 13.6-1 by the following: Where Ip = 1.5, overstrength factor ( Ω 0) need not exceed the values of Rp for design of anchorage to concrete.

1617A.1.24 ASCE 7, Section 13.6.5.¶

Replace ASCE 7, Section 13.6.5 as follows:

13.6.5 Distribution Systems: Conduit, Cable Tray, and Raceways. Cable trays and raceways shall be designed for seismic forces and seismic relative displacements as required in Section 13.3. Conduit equal to or greater than 2.5 inches (64 mm) trade size and attached to pan- els, cabinets, or other equipment subject to seismic rel- ative displacement, DpI, shall be provided with flexible connections or designed for seismic forces and seismic relative displacements as required in Section 13.3.

Exceptions:

1. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for raceways where flexible connec- tions or other assemblies are provided between the cable tray or raceway and associ- ated components to accommodate the relative displacement, where the cable tray or raceway is positively attached to the structure, and one of the following apply:

a. Trapeze assemblies with ³ /8 inch (10

mm) or ¹ /2 inch (13-mm) in diameter rod hangers not exceeding 12 inches (305 mm) in length from the conduit, cable tray, or raceway support point to the connection at the supporting structure are used to support the cable tray or raceway, and the total weight supported by any single trapeze is 100 pounds (445 N) or less; or

b. The conduit, cable tray, or raceway is

supported by individual rod hangers ³ /8

1617A.1.21 ASCE 7, Section 13.5.6.2.¶

Modify ASCE 7, Section 13.5.6.2 by the following exception added to the end of Section 13.5.6.2.2 and by adding Section 13.5.6.2.3 as follows:

Exception to Section 13.5.8.1 shall not be used in accordance with ASTM E580 Section 5.5.

13.5.6.2.3 Modification to ASTM E580. Modify ASTM E580 by the following:

1. Exitways. Lay-in ceiling assemblies in exit- ways shall be installed with a main runner or cross runner surrounding all sides of each piece of tile, board or panel and each light fix- ture or grille. A cross runner that supports another cross runner shall be considered as a main runner for the purpose of structural clas- sification. Splices or intersections of such run- ners shall be attached with through connectors such as pop rivets, screws, pins, plates with end tabs or other approved connectors. Lat- eral force diagonal bracing may be omitted in the short or transverse direction of exitways, not exceeding 8 feet wide, when perimeter sup- port in accordance with ASTM E580 Sections 5.2.2 and 5.2.3 is provided and the perimeter wall laterally supporting the ceiling in the short or transverse direction is designed to carry the ceiling lateral forces. The connec- tions between the ceiling grid, wall angle and the wall shall be designed to resist the ceiling lateral forces.

2. Corridors and lobbies. Expansion joints shall be provided in the ceiling at intersections of corridors and at junctions of corridors and lobbies or other similar areas.

3. Lay-in panels. Metal panels and panels weigh- ing more than ¹ / 2 pounds per square foot (24 N/ m ² ) other than acoustical tiles shall be positively attached to the ceiling suspension runners.

4. Lateral force bracing. Lateral force bracing is required for all ceiling areas except that they shall be permitted to be omitted in rooms with floor areas up to 144 square feet when perime- ter support in accordance with ASTM E580, Sections 5.2.2 and 5.2.3, are provided and perimeter walls are designed to carry the ceil- ing lateral forces. The connections between the ceiling grid, wall angle and the wall shall be designed to resist the ceiling lateral forces. Horizontal restraint point spacing shall be jus- tified by analysis or test and shall not exceed a spacing of 12 feet by 12 feet. Bracing wires shall be secured with four tight twists in 1 ¹ /2 inches, or an approved alternate connection.

5. Ceiling support and bracing wires shall be spaced a minimum of 6 inches from all pipes, ducts, conduits and equipment that are not braced for horizontal forces, unless approved otherwise by the building official.

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ducts have a cross-sectional area of less than 6 square feet (0.557 m ² ) and weigh 20 lb/ft (292 N/m) or less.

Components that are installed in line with the duct sys- tem and have an operating weight greater than 75 pounds (334 N), such as fans, terminal units, heat exchangers, and humidifiers, shall be supported and laterally braced independent of the duct system, and such braces shall meet the force requirements of Sec- tion 13.3.1. Components that are installed in line with the duct system, have an operating weight of 75 pounds (334 N) or less, such as small terminal units, dampers, louvers, and diffusers, and are otherwise not inde- pendently braced shall be positively attached with mechanical fasteners to the rigid duct on both sides. Piping and conduit attached to in-line equipment shall be provided with adequate flexibility to accommodate the seismic relative displacements of Section 13.3.2.

1617A.1.26 ASCE 7, Section 13.6.7.3.¶

Replace ASCE 7, Section 13.6.7.3 with the following:

13.6.7.3 Additional Provisions for Piping and Tubing Systems.

A) Design for the seismic forces of Section 13.3 shall not be required for piping systems where flexible connections, expansion loops, or other assemblies are provided to accommodate the relative displace- ment between component and piping, where the pip- ing system is positively attached to the structure, and where any of the following conditions apply:

1. Trapeze assemblies are supported by ³ /8-inch (10 mm) or ¹ /2-inch (13 mm) diameter rod hangers not exceeding 12 inches (305 mm) in length from the pipe support point to the con- nection at the supporting structure, do not support piping with Ip greater than 1.0, and no single pipe exceeds the diameter limits set forth in item 2b below or 2 inches (50 mm) for Seismic Design Category D, E, or F where Ip is greater than 1.0 and the total weight sup- ported by any single trapeze is 100 pounds (445 N) or less; or

2. Piping that has an Rp in Table 13.6-1 of 4.5 or greater supported by rod hangers and provi- sions are made to avoid impact with other structural or nonstructural components or to protect the piping in the event of such impact, or pipes with Ip = 1.0 supported by individual rod hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, where each hanger in the pipe run is 12 inches (305 mm) or less in length from the pipe support point to the con- nection at the supporting structure; and the total weight supported by any single hanger is 50 pounds (220 N) or less. In addition, the fol- lowing limitations on the size of piping shall be observed:

a. In structures assigned to Seismic Design

Category D, E, or F where Ip is greater

STRUCTURAL DESIGN

inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the raceway run is 12 inches (305 mm) or less in length from the conduit, cable tray, or raceway support point connection to the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less.

2. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for conduit, regardless of the value of Ip, where the conduit is less than 2.5 inches (64 mm) trade size.

Design for the displacements across seismic joints shall be required for conduit, cable trays, and raceways with Ip = 1.5 without consideration of conduit size.

1617A.1.25 ASCE 7, Section 13.6.6.¶

Replace ASCE 7, Section 13.6.6 with the following:

13.6.6 Distribution Systems: Duct Systems . HVACR and other duct systems shall be designed for seismic forces and seismic relative displacements as required in Section 13.3.

Exceptions: The following exceptions pertain to ductwork not designed to carry toxic, highly toxic, or flammable gases or not used for smoke control:

1. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required for duct systems where flexible con- nections or other assemblies are provided to accommodate the relative displacement between the duct system and associated com- ponents, the duct system is positively attached to the structure, and where one of the follow- ing apply:

a. Trapeze assemblies with ³ /8-inch (10

mm) or ¹ /2-inch (13 mm) diameter rod hangers not exceeding 12 inches (305 mm) in length from the duct support point to the connection at the supporting structure are used to support duct, and the total weight supported by any single trapeze is less than 10 lb/ft (146 N/m) and 100 pounds or less; or

b. The duct is supported by individual rod

hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the duct run is 12 inches (305 mm) or less in length from the duct support point to the connection at the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less.

2. Design for the seismic forces and relative dis- placements of Section 13.3 shall not be required where provisions are made to avoid impact with other ducts or mechanical compo- nents or to protect the ducts in the event of such impact, the distribution system is posi- tively attached to the structure; and HVACR

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than 1.0, the nominal pipe size shall be 1 inch (25 mm) or less.

b. In structures assigned to Seismic Design

Categories D, E, or F where Ip = 1.0, the nominal pipe size shall be 3 inches (80 mm) or less.

3. Pneumatic tube systems supported with tra- peze assemblies using ³ /8 inch (10 mm) in diameter rod hangers not exceeding 12 inches (305 mm) in length from the tube support point to the connection at the supporting structure and the total weight supported by any single trapeze is 100 pounds (445 N) or less.

4. Pneumatic tube systems supported by individ- ual rod hangers ³ /8 inch (10 mm) or ¹ /2 inch (13 mm) in diameter, and each hanger in the run is 12 inches (305 mm) or less in length from the tube support point to the connection at the supporting structure, and the total weight supported by any single rod is 50 pounds (220 N) or less.

B) Flexible connections in piping required in Sec- tion 13.6.7.3 are not required where pipe is rigidly attached to the same floor or wall that provides ver- tical and lateral support for the equipment, or to a fixture.

C) Flexible connections in piping are required at seismic separation joints and shall be detailed to accommodate the seismic relative displacements at connections.

1617A.1.27 ASCE 7, Section 13.6.11.1.¶

Modify ASCE 7, Section 13.6.11.1, by adding Section 13.6.11.1.1 as fol- lows:

13.6.11.1.1 Elevators guide rail support. The design of guide rail support-bracket fastenings and the support- ing structural framing shall use the weight of the coun- terweight 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 sub- stantiating data are provided. In addition to the requirements of ASCE 7, Section 13.6.11.1, the mini- mum seismic forces shall be 0.5g acting in any horizon- tal direction.

1617A.1.28 ASCE 7, Section 13.6.11.4.¶

Replace ASCE 7, Section 13.6.11.4, 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 enforce- ment 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 counter-

STRUCTURAL DESIGN

weight frames for seismic forces shall be based on the following requirements:

1. The seismic force shall be computed per the requirements of ASCE 7 Section 13.6.11.1. The minimum horizontal acceleration shall be 0.5g for all buildings.

2. Wp shall equal the weight of the counterweight or the maximum weight of the car plus not less than 40 percent of its rated load.

3. With the car or counterweight located in the most adverse position, the stress in the rail shall not exceed the limitations specified in these reg- ulations, nor shall the deflection of the rail rela- tive to its supports exceed the deflection listed below:

RAIL SIZE (weight per foot of length, pounds)	WIDTH OF MACHINED SURFACE (inches)	ALLOWABLE RAIL DEFLECTION (inches)
8	1 1/4	0.20
11	1 1/2	0.30
12	1 3/4	0.40
15	1 31/32	0.50
181/2	1 31/32	0.50
221/2	2	0.50
30	2 1/4	0.50

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.

4. Where guide rails are continuous over supports and rail joints are within 2 feet (610 mm) of their supporting brackets, a simple span may be assumed.

5. The use of spreader brackets is allowed.

6. Cab stabilizers and counterweight frames shall be designed to withstand computed lateral load with a minimum horizontal acceleration of 0.5g.

1617A.1.29 Reserved.¶

1617A.1.30 Reserved.

1617A.1.31 Reserved.

1617A.1.32 Reserved.

1617A.1.33 Reserved.

1617A.1.34 Reserved.

1617A.1.35 ASCE 7, Section 17.2.4.7. Modify ASCE 7, Section 17.2.4.7, by adding the following:

The effects of uplift shall be explicitly accounted for in the testing of the isolator units.

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the California Administrative Code, Chapter 6, Section 4.2.0.3.

2. Upon approval of the joint evaluation program required by Item 1 above for the joint inspec- tions, a project to perform the joint inspections, detailed in the program, shall be submitted and a building permit shall be obtained by the owner no later than 6 months from the date of occurrence of the seismic event.

Exception: Where the ground motions at the building site are less than 0.4g, the permit shall be obtained no later than 12 months from the date of occurrence of the seismic event.

3. A detailed joint evaluation report shall be sub- mitted to the enforcement agency no later than 6 months of obtaining the building permit. The report shall document the findings from the inspections of the joints and include conclusions on the adequacy of the structural system. Where unsafe conditions are discovered, the provisions of Section 116 shall apply.

Where the detailed joint evaluation report is not submitted within the timeframes specified above, the building shall not be issued a building permit for any projects except for those for seismic compliance, main- tenance and repair until the detailed joint evaluation work is complete.

1617A.1.40 Operational nonstructural performance level¶

requirements. [OSHPD 1 & 4] New general acute care hos- pitals and new building(s) required for general acute care services shall satisfy Operational Nonstructural Performance Level (NPC-5) requirements.

Exception: A new building which is required for general acute care services that is added to an existing general acute care hospital and which has a building area of 4,000 square feet (371 m ² ) or less, need not satisfy the NPC-5 requirements until the deadline specified in California Administrative Code (Part 1, Title 24 CCR), Chapter 6.

Hospitals and buildings designed and constructed to the provisions of this code for new construction shall be deemed to satisfy Operational Nonstructural Performance Level (NPC-5) requirements when:

1. The facility has on-site supplies of water and hold- ing tanks for sewage and liquid waste, sufficient to support 72 hours of emergency operations for the hospital or building, which are integrated into the building plumbing systems in accordance with the California Plumbing Code.

2. An on-site emergency system as defined in the Cali- fornia Electrical Code is incorporated into the building electrical system for critical care areas. Additionally, the system shall provide for radiologi- cal service and an onsite fuel supply for 72 hours of acute care operation.

Emergency and standby generators shall not be located below the higher of the Design Flood Eleva-

STRUCTURAL DESIGN

1617A.1.36 ASCE 7, Section 17.4.¶

Modify ASCE 7, Sec- tion 17.4.2, by adding the following:

17.4.2.3 Linear procedures. Linear procedures shall not be used in Seismic Design Category E & F struc- tures.

1617A.1.37 Reserved.

1617A.1.38 ASCE 7, Section 18.3. Replace exception to ASCE 7, Section 18.3 with the following:

Exception: If the calculated force in an element of the seismic force-resisting system does not exceed 1.5 times its nominal strength for the Risk-Targeted Maximum Considered Earthquake (MCER) the element is permit- ted to be modeled as linear. For this section, the MCER response shall be based on largest response due to a single ground motion and not the average response of suite of ground motions.

1617A.1.39 Earthquake Motion Measuring Instrumenta-¶

tion and Post-earthquake Structural Monitoring/Verifi- cation. [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. For buildings with welded steel moment frames constructed under a permit issued prior to October 25, 1994 post-earthquake verification shall be in accordance with this section.

Instrumentation: Earthquake monitoring instrumenta- tion shall be installed in accordance with Section 104.11.4.

Monitoring: After every significant seismic event, 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 enforce- ment agency.

Verification: After every seismic event that generates ground motions specified in the California Administra- tive Code, Chapter 6, Section 4.2.0.1 or the damage indicators specified in the California Administrative Code, Chapter 6, Section 4.2.0.2 at a welded steel moment frame building constructed under a permit issued prior to October 25, 1994, the owner shall retain a structural engineer to perform detailed joint evalua- tions required to meet the following requirements:

1. A detailed joint evaluation program shall be sub- mitted to the enforcement agency for approval prepared in accordance with the requirements of

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tion (DFE) or Base Flood Elevation (BFE) plus two feet (BFE + 2 ft.) or 500 year flood elevation, which- ever is higher, and shall be located at an elevation close to grade for easy accessibility from outside for maintenance.

1617A.1.41 Peer Review Requirements. [OSHPD 1, 1R, 2,¶

4, & 5]

1. General. Independent peer review is an objective tech- nical review by knowledgeable reviewer(s) experienced in structural design, analysis and performance issues involved. The reviewer(s) shall examine the available information on the condition of the building, basic engineering concept employed and recommendations for action.

2. Timing of Independent Review. The independent reviewer (s) shall be selected prior to initiation of sub- stantial portion of the design and analysis work that is to be reviewed, and review shall start as soon as practi- cal and sufficient information defining the project is available.

3. Qualifications and Terms of Employment. The reviewer shall be independent from the design and con- struction team.

3.1. The reviewer(s) shall have no other involvement in the project before, during or after the review, except in a review capacity.

3.2. The reviewer shall be selected and paid by owner and shall have technical expertise simi- lar to the project being reviewed, as determined by enforcement agent.

3.3. The reviewer (in case of review team, the chair) shall be a California-licensed structural engi- neer who is familiar with technical issues and regulations governing the work to be reviewed.

3.4. The reviewer shall serve through completion of the project and shall not be terminated except for failure to perform the duties specified herein. Such termination shall be in writing with copies to enforcement agent, owner, and the engineer of record. When a reviewer is ter- minated or resigns, a qualified replacement shall be appointed within 10 working days or a timeframe mutually agreed to by the Owner, Registered Design Professional (RDP) and the Office.

4. Scope of Review. Review activities shall include, where appropriate, available construction documents, design criteria, observation of the condition of structure, all new and original inspection reports, including methods of sampling, analyses prepared by the engineer of record and consultants, and the new, retrofit or repair design. Review shall include consideration of the pro- posed design approach, method, materials and details.

STRUCTURAL DESIGN

5. Reports. The reviewer(s) shall prepare a written report to the owner and responsible enforcement agent that covers all aspect of the review performed including conclusions reached by the reviewer. Report shall be issued after the schematic phase, during design devel- opment, and at the completion of construction docu- ments, but prior to their issuance of permit. Such report shall include, at the minimum, statement of the follow- ing:

a. Scope of engineering design peer review with limita-

tions defined.

b. The status of the project documents at each review

stage.

c. Ability of selected materials and framing systems to

meet the performance criteria with given loads and configuration.

d. Degree of structural system redundancy and the

deformation compatibility among structural and nonstructural elements.

e. Basic constructability of the new, retrofit or repair

system.

f. Other recommendation that will be appropriate for

the specific project.

g. Presentation of the conclusions of the reviewer iden-

tifying any areas that need further review, investiga- tion and/or clarification.

h. Recommendations.

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100 2019 CALIFORNIA BUILDING CODE Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE