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OSHPD Proposes a New Seismic Design Category: SPC-4D

May 12, 2015

CHA Webinar

Welcome

Mary BarkerCalifornia Hospital Association

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Continuing Education Offered for this Program

Health Care Executives:CHA is authorized to award 2 hours of preapprovedACHE Qualified Education Credit (non-ACHE) for this program toward advancement or recertification in the American College of Healthcare Executives.

Full attendance, completion of online survey, and attestation of attendance are required to receive CEs for this webinar. CEs are complimentary and available only for the registrant. Post-event survey will be sent to registrant via email.

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Program Overview and Introductions

Cheri HummelCalifornia Hospital Association

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Paul A. Coleman is the deputy director for the California Office of Statewide Health Planning and Development (OSHPD), Facilities Development Division (FDD). As deputy director, Mr. Coleman is the chief building official for California’s hospitals —more than 4,000 buildings located at 1,709 healthcare facilities under FDD jurisdiction statewide. Prior to assuming the role of deputy director in 2009, Mr. Coleman served as OSHPD’s southern California deputy division chief in the FDD. There he was responsible for planning and directing work of the program staff, and assisted in the formulation and implementation of policies related to enforcement of the Seismic Safety Act. Mr. Coleman is a licensed architect and general contractor in the state of California.

Faculty

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Faculty

Roy Lobo, PhD joined OSHPD as senior structural engineer over twelve years ago. He was promoted to supervisor of the Seismic Compliance Unit in 2011 and became principal structural engineer in November 2012. He worked for several reputed firms in the Los Angeles area before joining OSHPD. Mr. Lobo is an active member of the structural engineering community with membership in professional organizations such as the American Society of Civil Engineers (ASCE) and the Structural Engineers Association of California (SEAOC). He is former Chair of the SEAOC Existing Buildings Committee and currently serves as State Chair of the SEAOC Seismology Committee. Mr. Lobo is also a voting member of the ASCE 41 main committee. He holds a doctoral degree in Structural Engineering.

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Paul A. Coleman, Architect, Deputy DirectorRoy Lobo, PhD, SE, Principal Structural Engineer

Facilities Development DivisionCalifornia’s Building Department for Hospitals

Seismic Performance Category 4D

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Existing Hospital Inventory

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Nature’s Full Scale Shake Table Test

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Northridge Earthquake: • Impetus for SB 1953

• Brought existing buildings into the HFSSA

The state shall take steps to ensure that the expected earthquake performance of hospital buildings housing inpatients and providing primary basic services is disclosed to public agenciesthat have a need and a right to know

Intent of SB 1953

http://oshpd.ca.gov/FDD/seismic_compliance/SB1953/SPCNPCList.pdf

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Because the medical industry cannot immediately bring all hospital buildings into compliance with the Alfred E. Alquist Hospital Facilities Seismic Safety Act the state shall encourage structural retrofits or replacements of hospital buildings housing inpatients and providing primary basic services that place lives at risk because of their potential for collapse during an earthquake

Intent of SB 1953

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The state shall also encourage retrofits and enhancements to critical hospital architecture, equipment, and utility and communications systems to improve the ability of hospitals to remain operational for those hospitals that do not pose risk to life

Intent of SB 1953

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• H&SC § 130005(b). The office may define earthquake performance categories as it deems necessary to meet the intent of SB 1953 and the Alfred E. Alquist Hospital Facilities Seismic Safety Act (HSSA 83)

Statutory Authority

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SPC1 SPC2 SPC3 SPC4 SPC5

Reasonably Capable of Providing Services to the Public after a Major EQ

Significant Risk of Collapse in a Major EQ

2008/2013 2030 2030+ 2030+ 2030+

Imminent Threat

Minor Risk to Life

Low Risk of Collapse in a Major EQ

May be Capable of Providing Services to the Public after a Major EQ

Structural Performance Categories

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• Buildings posing a significant risk of collapse and a danger to the public

• These are pre-1973 code buildings and buildings not originally built under an OSHPD or OSA permit (non-conforming buildings)

• These buildings must be brought up to the SPC 2 or higher level by January 1, 2020 or be removed from General Acute Care (GAC) Service

Structural Performance Category 1 (SPC-1)

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• These buildings have low risk of collapse in a major earthquake and do not significantly jeopardize life

• These are non-conforming buildings

• These buildings must be brought up to the SPC-4D or SPC-5 by January 1, 2030 or be removed from GAC Service

Structural Performance Category 2 (SPC-2)

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• Conforming buildings in Near Fault Sites (NFS) with Pre-Northridge Steel Special Moment Resisting Frame (SMRF) connections

• These buildings may experience structural damage, which does not significantly jeopardize life, and may provide service after a major earthquake

• SPC-3 buildings can provide GAC service to 2030 & beyond

• Building is either SPC 3 or not (a finite set of buildings). No building can be upgraded to SPC 3

Seismic Performance Category 3 (SPC-3)

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• Conforming buildings permitted by OSHPD or OSA prior to 1989 Code

• May experience some structural damage, but still may provide services to the public following major earthquake

• No deadline for these buildings. May be used up to January 1, 2030 and beyond

• Building is either SPC 4 or not (a finite set of buildings). No building can be upgraded to SPC 4

Structural Performance Category 4 (SPC-4)

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• Conforming buildings permitted to the CBC 1989 or later versions of the Code (except those classified as SPC 3)

• Reasonably capable of providing services to the public following major earthquake

• No deadline for these buildings. May be used up to January 1, 2030 and beyond

Structural Performance Category 5 (SPC-5)

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Total No. of Hospital Buildings Reported = 2627

Total No. of Hospital Buildings Reported in 2001

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Initial SB 1953 Major Milestones

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Major Extensions to SB 1953 Milestones

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Historical Changes to SPC-1 Building Inventory

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Compliance Options Today

• Remove acute care services and relocate to SPC-2 or higher building

• Remove acute care services (reduce services)

• Seismic retrofit

• HAZUS Reassessment Program for SPC-1 buildings

• Voluntary seismic improvements (combined with HAZUS)

• Rebuild/Replace

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What is Next for My SPC-1 Building(s)?

• Rebuild/Replace – must have an OSHPD Certificate of Occupancy by the approved extension date

• Retrofit/VSI – must have an OSHPD Construction Final by the approved extension date

• Remove Acute Care Services – must have an OSHPD Certificate of Occupancy or Construction Final, as applicable, for Remove from Acute Care Services Project

– Buildings from which acute care services have been removed, but do not have an OSHPD Certificate of Occupancy or Construction Final by the approved extension date will not be issued a building permit for any project(s) not related to a remove from acute care services project

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SPC-2 (PRE 1973) Retrofit to SPC-5

Seis

mic

Com

plia

nce

Dead

line

2030

Beyond 2030

What is Next for My SPC-2 Building(s)?

14yrs - 8mo

Remove

Replace

Rebuild

700+ Builds

(Current Code)

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Vintage of SPC-2 Buildings in 2020

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SPC-2 Buildings in 2020 by Building Type

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Expected by Type and Stories in SPC-2 Buildings

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• Rural and other hospitals in underserved areas have limited resources to upgrade to current code

• The SPC-2 buildings may be landlocked by higher SPC buildings such that removing the SPC-2 building from service could make the hospital inoperable

• The hospital may not have property on which to build a replacement building

• Hospitals could use this option to strategize their master plan and explore various cost effective options

• Upgrade to comparable SPC-4 buildings instead of current code?

• Model codes have changed making upgrading to current code very costly

• Minimizing upgrade reduces disruption to ongoing services

Concerns for 2030 Compliance

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Example – SPC 2 Land Locked Building

• To make compliance with SB 1953 program cost effective

• To ensure availability of hospitals in rural and medically underserved areas

• Statute requires OSHPD to adopt model code and national standards. The International Existing Building Code, 2015 (IEBC 2015)/ASCE 41-13 adopted damage control structural performance level as a discrete performance category giving FDD the foundation upon which to move forward with a new seismic performance category

• With only 14+ years remaining until 2030, planning, financing, and building a replacement building would be difficult for many hospitals

• To provide hospitals with another option for seismic compliance so they may choose the approach that is most cost effective for them

Why Now?

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Damage Control Structural Performance

What is it?

It is a performance category at a midway point between Life Safety Structural Performance Category (SPC 2) and Immediate Occupancy Structural Performance Category (SPC 5)

Looking for a Solution

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Looking for a Solution

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Seismic Evaluation Requirements

• Traditionally seismic evaluation was at approx. 75% of new building code seismic design forces (ASCE 31-03)

• Seismic evaluation requirements in the CAC Chapter 6 are based on FEMA 178– SPC 2: Approx. 75% of Life Safety (I=1.0) based on CBC 1995

• CBC Chapter 34A SPC-2 upgrade requirements are consistent with this philosophy

• SPC 5 :Immediate Occupancy

• Damage Control for Risk Category IV Buildings (Midpoint LS and IO)

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Looking for Another Approach

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• Introduce Structural Performance Category SPC-4D (Damage control for existing Risk Category IV Buildings)

• Nonconforming Buildings (Building originally built to pre-1973 Code) can be upgraded to SPC-4D (Instead of SPC-5) to provide service beyond 2030

The SPC-4D Approach

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SPC-4 Building Inventory by Year Built

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SPC-4 Building Inventory by SDC

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SPC-4 Building Inventory by Number of Stories

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What Is Damage Control?

DAMAGE CONTROL STRUCTURAL PERFORMANCE CATEGORY is a performance category approximately midway between Life Safety Structural Performance Category (SPC 2) and Immediate Occupancy Structural Performance Category (SPC 5), established by analysis or retrofit, in accordance with the 2016 California Building Code (2016 CBC) Section 3412A.2.3 or equivalent provisions in later editions of the CBC. Buildings satisfying this structural performance standard shall be deemed to satisfy the requirements of the Structural Performance Category SPC-4D.

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What Is SPC-4D?

STRUCTURAL PERFORMANCE CATEGORY SPC-4D is a performance category assigned to existing nonconforming hospital buildings that have been demonstrated either by analysis or retrofit to be equivalent to the minimum prescriptive requirements of the 1979 Uniform Building Code (UBC 1979) including the California amendments, hereafter called the 1980 CBC, in accordance with the CBC 2016 Section 3412A.2.3.

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First California Building Code

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1. Uniform Building Code, 1979 (UBC 1979)

2. California Code of Regulations, Title 24- Building Standards, dated February 2, 1980

3. California Code of Regulations, Title 22 – Social Security, dated October 13, 1979

4. California Code of Regulations, Title 17 – Public Health, dated October 13, 1979

What Constitutes the 1980 CBC?

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--SPC-1 /SPC-2

SPC2 SPC3 SPC4 SPC5

Collapse Risk or Life Safe

2020/2030

SPC-4D /SPC-5

2030+

Upgrade to SPC-4D or SPC-5

Significant Risk of Collapse

Low Risk of Collapse

SPC-1 and SPC-2 Building Upgrade Options

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• May control damage to permit return to function similar to SPC-3 or 4 buildings, but not as quickly as SPC-5 buildings

• Performance should be equivalent to existing SPC-3 and SPC-4 buildings

Performance Expectation of SPC-4D Buildings

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1. Hospital buildings with the potential for surface fault rupture and surface displacement at the building site

2. Unreinforced masonry shear wall buildings

3. Precast concrete buildings

Buildings Not Eligible for SPC-4D

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• (E) Bldg. detailing may not meet the prescriptive standard

• Buildings have structural irregularities prohibited in current code known to cause collapse– Extreme torsional irregularity

– Extreme stiffness of soft story irregularity

– Extreme weak story irregularity

• Irregular buildings and tall buildings require a dynamic analysis for distribution of forces

• Archaic materials used in existing buildings do not have design values

Possible Compliance Issues Using CBC 1980

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Alternate to CBC 1980

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SPC 4D – ASCE 41 Methodology• ASCE 41 - Seismic Evaluation/Seismic Retrofit Methodology for (E)

Buildings

• Permits different levels of targeted seismic performance objectives

• SPC-4D requires:• Two Level Seismic Hazard Analysis/Design (Tier III – dual-earthquake check) • Intended to be used universally regardless of the building configuration, size

or structural system, etc.– Level 1: Damage Control under the Design Level Earthquake

(BSE-1E, 20% in 50-year or 225-year event) – Level 2: Collapse Prevention under an infrequent Level Earthquake

(BSE-2E, 5% in 50-year or 975-year event)• The dual-earthquake check is necessary to ensure sufficient robustness and

margin of safety beyond the design-level earthquake

Analysis Options - ASCE 41-13

Four Analysis Options:

• Linear Static Procedures (LSP) (Simplest, but conservative)

• Linear Dynamic Procedures (LDP) (Simple, but conservative)

• Non Linear Static Procedures (NSP) (Higher order analysis tools and time, less conservative)

• Non Linear Dynamic Procedures (NDP) (Complex analytical tool, but least conservative)

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CBC 1980• One or two story buildings

• Inadequate wall anchorage

• Seismicity depends on the Seismic Zone Factor (not site specific)

• Building has adequate detailing

• Analysis is simpler

• . . .

Which option do I use? 1980 CBC or ASCE 41?

ASCE 41*• Buildings with prohibited

irregularities

• Tall buildings with irregularities

• Building has inadequate detailing

• Seismicity on site has changed

• Take advantage of existing material properties

• Variety of analysis options

Owner’s choice considering factors such as feasibility, cost, etc.

*Exp

erie

nced

Des

ign

Pro

fess

iona

l in

Retr

ofit

of (E

) Bld

gs

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• Building characterization required:– Existing construction documents review

– Field testing and inspections

– Field observation of exposed conditions

• Buildings with/without original construction documents will require comprehensive materials testing and conditions assessment

• Nonconforming buildings didn’t go through OSHPD’s plan review or field tests/inspections

SPC-4D Construction Document Review

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CBC 2016 Seismic Map

CBC 1980 Seismic Map

SDC F is not comparable to Seismic Zone 4 because of Near Field Effects. SDC D encompass all of Seismic Zone 3 & large part of Seismic Zone 4.

CBC 2016 SDC F vs. CBC Seismic Zone 4

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2014-2008 Ground Motion Differences

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Seismic Design Category of Buildings

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Projected SPC-2 Buildings in 2020

Long-Period Design Accelerations (SD1)Southern CA

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Long-Period Design Accelerations (SD1)Northern CA

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Design Demands for BSE-1E and BSE-2E

Period

Sp

ect

ral A

cce

lera

tion

(g

)

CPLS

IO

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Acceptance Criteria for Different Damage States

Lateral Displacement -

La

tera

l Fo

rce

-V

CPLS

ImmediateOccupancy

LS CPSanta hjklh

Santa hjklh

IO

DamageControl

Santa hjklh

CollapsePrevention

Life Safety

Demand Spectrum at BSE-2E

Demand Spectrum at BSE-1E

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Example: Five-Story Concrete Shear Wall Building

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Building Description

• Location: Bay Area

• Building Type: Reinforced Concrete Shear Wall Box system

• Number of Stories: 5• Building Height: 67.5 ft

• Foundation: Spread footing

• Diaphragm: Rigid

• Seismic Detailing: No special boundary detailing

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Material Strengths

• Material Properties

Concrete Strength:

Specified Testedf’c = 4000 psi f’c = 5143 psi

Steel Strength:

Specified Testedfy = 60,000 psi fy = 67,752 psiPermitted to use only 60,000 psi (1980 CBC)

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Design Criteria Using 1980 - CBC

• Design Base Shear• V = ZIKCSW• Z = 1 (Zone 4)• I = 1.5 (Essential Facility)

• C = √• T = .√ ; = 0.377 sec (Trans.) and 0.23 sec (Long.)

• S = 1.5• Use CS = 0.14• K = 1.33 (Table 23-I, buildings with a box system)• V = (1)(1.5)(1.33)(0.14) W = 0.279 W (Working Stress)

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Design Criteria Using 1980 - CBC

• Load Combination for Concrete DesignU = 1.4(D + L) + 1.4EAnd U = 0.9D + 1.4E

• For shear and diagonal tensionU = 1.4(D + L) + 2.0EAnd U = 0.9D + 2.0E

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ASCE 41-13 - Ground Motions

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Analysis Using ASCE 41-13

• Pseudo Seismic Force for LSP:

V = (1.1)(0.8)(0.975)W = 0.86 W

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WSCCCV am21

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Limitations

• Limitations on Use of LSP:

Largest computed DCR is critical component for the element at that story

If a component DCR exceeds the lesser of 3.0 and the m-factor for the component and a weak story or torsion irregularity exists per 7.3.1.1.3 or 7.3.1.1.4 linear procedures are not permitted

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CE

UD

QQDCR

Piers Exceeding Acceptance Criteria 1980 CBC

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Wall Piers demands exceeding capacityMax DCR = 1.3

Elevation Line U

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Piers Exceeding Acceptance Criteria ASCE 41

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Wall Piers demands exceeding capacity,BSE 1E, and BSE 2ENone; Max DCR .86

Elevation Line U

Spandrels Exceeding Acceptance Criteria 1980 CBC

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Spandrel demands exceeding capacityMax. DCR = 1.54

Elevation Line U

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Spandrels Exceeding Acceptance Criteria ASCE 41

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Spandrel demands exceeding capacityMax. DCR = 1.03

Elevation Line U

Design of Foundations

• Load Combination for Foundations Design 1980 CBCU = 1.4(D + L) + EAnd U = 0.9D + E

• Load Combination for Foundations Design ASCE 41, Linear Procedures

MST > MOT / (C1C2 J); J max = 2Alternatively 0.9MST = MOT / (C1C2OT), OT = 6 (BSE-1E); 10 (BSE-2E)

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Summary of Findings

The current study is limited to only the shear check acceptance criteria in the shear walls

Other checks such as Shear wall flexural checks, Foundations, and Diaphragms need to be performed to give overall impact

The location of the building and the ground motion at the site is a key factor in deciding which analysis/design option to use

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• Nonconforming buildings can be upgraded to SPC-4D to provide services beyond 2030

• The CBC 1980 may be used to upgrade some SPC-2 buildings to SPC-4D

• ASCE 41-13 Damage Control Structural Performance level as defined in OSHPD regulations for existing Category IV buildings may be used for SPC-4D analysis and/or retrofit

• No Seismic Evaluation Checklist

Summary of SPC-4D Provisions

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As with any other structural upgrade or VSI project, the hospital must consider the following:

• Accessibility requirements in area(s) of work and path of travel

• Nonstructural work to comply with NPC 3 through 5 based on any approved extensions or exemptions

• Move management to allow work in specific areas of the hospital building

What Other Costs May Apply?

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No seismic evaluation (check list) will be required to change

SPC-1/SPC-2 buildings to SPC-4D– Submit analysis to Seismic Compliance Unit

– Submit retrofit projects to OSHPD regions

– SPC rating will be changed by a process equivalent to those for SPC-5

– Reconciliation on construction work consistent with SPC-4D requirements is necessary

Streamline and Simplify Compliance

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What is the Submittal/Review Process?

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What is the Submittal/Review Process?

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Who can assist hospitals in determining if SPC-4D is right for them?

• Designers should have a proven track record of working with OSHPD on major retrofit projects

• Must have experience with existing buildings and material and familiarity with the national standard ASCE 41

• Must be a California licensed Structural Engineer

Who Should Hospitals Hire?

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2015 Triennial Code Adoption Cycle

• Triennial update of CBSC to match 2015 IBC and revised standards

• The CBSC 2016 effective date 1/1/2017

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2015 Triennial Code Adoption Cycle

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PIN 54 may be used for early adoption if SPC-4D is approved by the Building Standards Commission

Use of SPC-4D Prior to January 1, 2017

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Thank you

Paul Coleman(916) 440-8381Paul.Coleman@oshpd.ca.gov

Roy Lobo(916) 440-8471Roy.Lobo@oshpd.ca.gov

Questions

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