Section 303A

STRUCTURAL DESIGN LOADS AND EVALUATION AND DESIGN PROCEDURES

[BS] 303 A .1 Live loads. Where an addition or alteration does not result in increased design live load, existing gravity loadcarrying structural elements shall be permitted to be evaluated and designed for live loads approved prior to the addition or alteration. If the approved live load is less than that required by Section 1607 A of the California Building Code, the area designated for the nonconforming live load shall be posted with placards of approved design indicating the approved live load. Where the addition or alteration results in increased design live load, the live load required by Section 1607 A of the California Building Code shall be used.

[BS] 303 A .2 Snow loads on adjacent buildings. Where an alteration or addition changes the potential snow drift effects on an adjacent building, the code official is authorized to enforce Section 7.12 of ASCE 7.

[BS] 303 A .3 Additions, alterations, repairs and seismic ret- rofit to existing buildings or structures.

[BS] 303 A .3.1 Structures designed in accordance with pre-1973 building code. Provisions of this section shall apply to hospital buildings which were originally designed to pre-1973 building codes and not designated as SPC 3 or higher in accordance with Chapter 6 of the California Administrative Code.

303A.3.1.1 Incidental and minor structural alteration, additions or repairs. Incidental and minor structural additions shall be permitted, provided the additions meet the California Building Code for new construction using importance factor, Ie, equal to or greater than 1.0. Alterations, or repair to existing gravity and lat- eral force-resisting systems shall be made to conform to the requirements of Section 503A or Chapter 4A respectively using importance factor, Ie, equal to or greater than 1.0.

1. Nonstructural components. Component impor- tance factor, Ip, shall be permitted to be 1.0.

Exception: Components required for life- safety purposes after an earthquake, including emergency and standby power systems, mechanical smoke removal systems, fire pro- tection sprinkler systems, fire alarm control panels, and egress stairways shall have a component importance factor (Ip) of 1.5.

303A.3.1.2 Major structural alteration, additions, or repairs. Major structural alterations, additions, or repairs shall be in accordance with Section 303A.3.4.1 or 303A.3.4.3 as applicable.

303A.3.2 Seismic evaluation and retrofit of general acute care hospitals for compliance with the California Administrative Code, Chapter 6. Notwithstanding any other requirements of this code, existing general acute care hospitals shall comply with the seismic evaluation

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4D and for incidental or minor alterations or repairs of SPC-4D buildings shall be in accor- dance with Section 303A.3.4.5 of this code.

303A.3.4.2 For incidental and minor additions, alter- ations or repairs of pre-1973 hospital buildings which will not be used for general acute care services after January 1, 2030:

1. Life Safety Structural Performance (S-3) Level as defined in ASCE 41 Section 2.3.1.3 at the Basic Safety Earthquake 1E (BSE-1E) Seismic Hazard Level; and

2. Collapse Prevention (CP) Building Performance Level (5-D) in accordance with Section 2.3.3.4 at the Basic Safety Earthquake 2E (BSE-2E) Seis- mic Hazard Level; and

3. The nonstructural components shall satisfy the requirements of Position Retention Nonstructural Performance Level (N-B) in accordance with ASCE 41 Section 2.3.2.2 at BSE-1E Seismic Haz- ard Level.

303A.3.4.3 All other hospital buildings:

1. Operational Building Performance Level of (1-A) as defined in Section 2.3.3.1 at Basic Safety Earthquake 1N (BSE-1N) Seismic Hazard Level; and

2. Life Safety (LS) Building Performance Level (S- 3) as defined in Section 2.3.1.3 at Basic Safety Earthquake 2N (BSE-2N) Seismic Hazard Level.

303A.3.4.4 SPC 2 using ASCE 41. Structures shall be considered to comply with SPC 2 requirements of Table 2.5.3, Chapter 6 of the California Administrative Code, when all of the following are satisfied:

1. Life Safety Structural Performance Level (S-3) in accordance with Section 2.3.1.3 of ASCE 41 at BSE-1E; and

2. Items identified in Chapter 6, Article 10 of the California Administrative Code satisfying the requirements of Position Retention nonstructural Performance Level (N-B) in accordance with Section 2.3.2.2 at BSE-1E.

303A.3.4.5 SPC-4D using ASCE 41. Structures shall be deemed to comply with the SPC-4D requirements of Table 2.5.3, Chapter 6 of the California Administrative Code, when all of the following are satisfied:

1. Damage control Structural Performance Level (S-2) in accordance with Section 2.3.1.2.1 of ASCE 41 at BSE-1E; and

2. Collapse Prevention Structural Performance Level (S-5) in accordance with Section 2.3.1.5 of ASCE 41 at BSE-2E; and

3. Items identified in Chapter 6, Article 10 of the California Administrative Code satisfy the requirements of Position Retention Nonstructural Performance Level (N-B) in accordance with Section 2.3.2.2 at BSE-1E.

requirements specified in Chapter 6, of the California Administrative Code, when applicable. Seismic retrofit to comply with requirements specified in Chapter 6 of the California Administrative Code shall be permitted to be in accordance with these provisions. When load combina- tions which do not include seismic forces are required, the new building provisions of this code shall be applicable.

303A.3.3 SPC-4D. Nonconforming hospital buildings sat- isfying the following requirements and one of Sections 501A.3.1, 501A.3.2 or 303A.3.4.5, but not a combination thereof, shall be considered to satisfy the requirements of SPC-4D.

1. Approval of construction documents based on build- ing characterization in accordance with the Califor- nia Administrative Code (CAC) Chapter 6 Section 2.1.2.1, material properties in accordance with the CAC Chapter 6 Section 2.1.2.2 and Section 303A.5.3 of this code, and a complete rational struc- tural analysis shall be required.

2. Where the SPC-4D upgrade involves construction, a building permit prior to construction shall be required.

3. Where multiple building permits are used to upgrade a building to SPC-4D, a complete rational structural analysis to justify compliance with SPC- 4D, for the building in its final configuration, shall be submitted as part of the construction documents submittal to the Office for the last project.

4. Where the SPC-4D upgrade involves construction, buildings shall be assigned to SPC-4D after all proj- ects required for SPC-4D are closed in compliance.

303A.3.4 Performance objectives of performance-based methods. Except for the modifications as set forth in Sec- tions 303A.3.4 and 303A.3.5, all additions, alterations, repairs and seismic retrofit to existing structures or por- tions thereof shall be permitted to be designed in accor- dance with the provisions of ASCE 41. When load combinations which do not include seismic forces are required, the new building code provisions of this code shall be applicable. Required building performance objec- tives under ASCE 41 shall be as follows:

303A.3.4.1 For general acute care hospital buildings along with all structures required for their continuous operation or access/egress:

1. Immediate Occupancy (IO) Structural Perfor- mance Level (S-1) as defined in Section 2.3.1.1 at Basic Safety Earthquake 1N (BSE-1N) Seismic Hazard Level; and

2. Life Safety (LS) Structural Performance Level (S- 3) as defined in Section 2.3.1.3 at Basic Safety Earthquake 2N (BSE-2N) Seismic Hazard Level; and

3. The nonstructural components shall satisfy the requirements of this code for new construction.

Exception: Performance objectives for upgrad- ing nonconforming hospital buildings to SPC-

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303A.3.4.6 SPC 5 using ASCE 41. Structures shall be considered to comply with SPC 5 requirements of Table 2.5.3, Chapter 6 of the California Administrative Code where all of the following are satisfied:

1. Immediate Occupancy structural Performance Level (S-1) in accordance with Section 2.3.1.1 of ASCE 41 at BSE-1N;

2. Life Safety Performance Level S-3 in accordance with Section 2.3.1.3 of ASCE 41 at BSE-2N; and

3. Items identified in Chapter 6, Article 10 of the California Administrative Code, satisfying the requirements of Operational Nonstructural Per- formance Level (N-A) in accordance with Section 2.3.2.1 of ASCE 41 at BSE-1N.

303A.3.4.7 NPC-2 and NPC-3 using ASCE 41: Oper- ational Nonstructural Performance Level (N-A) and Position Retention Nonstructural Performance Level (N-B) of ASCE 41 at BSE-1N shall be considered equivalent to NPC 3/NPC 2 requirements respectively of Table 11.1, Chapter 6 of the California Administra- tive Code. For NPC 3/NPC 2, only components listed in Table 11.1, Chapter 6 of the California Administrative Code for NPC 3 / NPC 2 need to satisfy the requirements specified above.

Exception: Evaluation procedure of Article 11, Chapter 6 of the California Administrative Code shall be used for seismic evaluation of NPC 2, NPC 3, NPC 4 or NPC 4D and NPC 5, where specific procedure is not outlined in ASCE 41. Administra- tive and permitting provisions outlined in Article 11, Chapter 6 of the California Administrative Code shall apply.

303A.3.4.8 NPC-4 or NPC 4D and NPC-5 using ASCE 41 : Nonstructural components for Operational Nonstructural Performance Level (N-A) in Section 2.3.2.1 or NPC-4/NPC 4D shall satisfy the require- ments of the California Building Code for new con- struction. Nonstructural components for NPC-5 shall satisfy Operational Performance Level N-A/NPC-4/ NPC 4D and California Building Code Section 1617A.1.40 Items 1 & 2.

303A.3.5 Modifications to ASCE 41. The text of ASCE 41 shall be modified as indicated in Sections 303A.5.1 through 303A.5.14.

303A.3.5.1 ASCE 41 Section 1.1. Modify ASCE 41 Section 1.1 with the following:

Seismic evaluations shall be performed for perfor- mance objective specified in Section 303A.3.4 of this code (CEBC) using procedure of this standard (ASCE 41) as follows:

1. Structural components shall be evaluated in accordance with Tier 3 systematic evaluations procedure in Chapter 6.

2. Nonstructural components shall be evaluated in accordance with Chapter 13.

Exception: For general acute care hospitals, seis- mic evaluation shall be permitted to be in accor-

dance with Chapter 6 of the California Administrative Code (CAC) when required by provi- sions of that chapter.

303A.3.5.2 Reserved.

303A.3.5.3 ASCE 41 Section 6.2. Modify ASCE 41 Section 6.2 with the following:

Data Collection Requirements. The extent of data collection shall be at Comprehensive level for all structures, including structures upgraded to SPC- 4D. A testing program for materials properties shall be approved by the enforcement agent prior to com- mencement of material testing work. Previously approved material test results shall be permitted to be used to satisfy part of the comprehensive data collection requirements.

Exception: Data collection at Usual level shall be permitted for structures with SPC-2 or lower target performance objective.

Tension testing of reinforcing bars shall be in accordance with ASTM A615. All test specimens shall be the full section of the bar as rolled (8-in. gage length) and shall not be reduced.

At test sample locations, structural members, slabs and walls shall be repaired to a state that is equivalent to their original condition.

For buildings built under an OSHPD permit based on the 1976 or later edition of the CBC, where materials properties are shown on design drawings and original materials test data are available, no materials testing shall be required when approved by the enforcement agent.

303A.3.5.4 ASCE 41 Section 7.3.2.1. Modify ASCE 41 Section 7.3.2.1 with the following:

Nonlinear Static Procedure. If higher mode effects are significant and building is taller than 75 feet above the base, the Nonlinear Dynamic Procedure shall be used.

303A.3.5.5 ASCE 41 Section 7.5.1. Modify ASCE 41 Section 7.5.1 with the following:

Acceptance Criteria – Drift Limitations. The inter- story drift ratio shall not exceed the drift limits for Risk Category IV buildings in ASCE 7 Table 12.12-1 due to forces corresponding to BSE-1E or BSE-1N, as applicable.

Exception: Larger interstory drift ratios shall be permitted where justified by rational analysis that both structural and nonstructural elements can tolerate such drift and approved by the enforcement agent.

303A.3.5.6 ASCE 41 Section 7.5.1.4. Modify ASCE 41 Section 7.5.1.4 by the following:

Material Properties. Expected material properties are not permitted to be determined by multiplying lower bound values by the assumed factors specified in Chapters 8 through 12 and shall be based exclu- sively on materials tests.

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303A.3.5.7 ASCE 41 Section 8.4. Modify ASCE 41 Section 8.4 with the following:

Foundation Strength and Stiffness. Foundation and soil strength shall be used to evaluate potential overturning, uplift and sliding for fixed base assumptions, and stiffness for flexible base assump- tions, including deformations associated with those actions.

303A.3.5.8 ASCE 41 Section 8.4.1.1. Replace ASCE 41 Section 8.4.1.1 as follows:

Prescriptive Expected Capacities. Not permitted by OSHPD.

303A.3.5.9 ASCE 41 Section 8.5.1. Modify ASCE 41 Section 8.5.1 with the following:

The product of RRSbsa x RRSe, shall not be less than 0.7.

The combined effect of kinematic interaction and foundation damping shall meet the following:

1. The site specific response spectrum modified for soil-structure interaction effects shall not be taken as less than 80 percent of the spectral acceleration as determined from a site-specific response spectrum in accordance with ASCE 7 Section 21.3, or

2. The site specific response spectrum modified for soil-structure interaction effects shall not be taken as less than 70 percent of the spectral acceleration as determined from the design response spectrum and MCER response spectrum in accordance with ASCE 7 Sections 11.4.5 and 11.4.6 respectively.

Exception: For the seismic retrofit of existing nonconforming buildings, design ground motion shall be consistent with performance objectives in Section 303A.3.4.

303A.3.5.10 ASCE 41 Section 8.6. Modify ASCE 41 Section 8.6 with the following:

Seismic Earth Pressure. Where the grade difference from one side of the building to another exceeds one-half story height, the seismic increment of earth pressure shall be added to the gravity lateral earth pressure to evaluate the building overturning and sliding stability and the lateral force-resisting sys- tem below grade in combination with the building seismic forces.

303A.3.5.11 ASCE 41 Section 10.7.1.1. Modify ASCE 41 Section 10.7.1.1 with the following:

Monolithic Reinforced Concrete Shear Walls and Wall Segments. For nonlinear procedures, shear walls or wall segments with axial loads greater than 0.35 Po shall be included in the model as primary elements with appropriate strength and stiffness degrading properties assigned to those components subject to the approval of the enforcement agent. For linear procedures, the effects of deformation compatibility shall be investigated using moment-

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curvature section analyses and cyclic testing results of similar components to determine whether strengthening is necessary to maintain the gravity load-carrying capacity of that component.

Horizontal wall segments or spandrels rein- forced similar to vertical wall segments or piers shall be classified as wall segments, not shear wall coupling beams, in Tables 10-19 through 10-22.

303A.3.5.12 ASCE 41 Section 11.1. Modify ASCE 41 Section 11.1 by the following:

Scope: Unreinforced masonry walls (including unreinforced infill walls) and partitions are not per- mitted for General Acute Care (GAC) hospital buildings.

303A.3.5.13 ASCE 41 Section 14.1. Modify ASCE 41 Section 14.1 by the following:

Scope: For buildings located in Seismic Design Cat- egory F, verification of the interstory lateral dis- placements, the strength adequacy of the seismic force-resisting system and anchorage to the founda- tion shall be accomplished using the Nonlinear Dynamic Procedure.

303A.3.5.14 ASCE 41 Chapter 15 and 16. Not permit- ted by OSHPD.