www.zcsea.com

Seismic Evalua� on Report For:

ROSEBURG HIGH SCHOOL VOTECH

400 W Harvard Ave, Roseburg, OR 97470

Roseburg School District

Prepared By:

ZCS Engineering & Architecture

Ma! hew R. Smith, PE, SE, Principal

524 Main Street, Suite 2, Oregon City, OR 97045

503.659.2205 | Ma! S@zcsea.com

Roseburg School District December 2023

Roseburg HS VO-Tech Building G-1592-23

Building

Part

Building Part Name Included in

Retrofit

Year

Built

Building

Type***

Nonstructural

Retrofits

Included in

Previous Seismic

Retrofit Y/N***

(Year if Yes)

A VO-Tech West Building No 1973

B VO-Tech East Building Yes 1973 PC1 Yes

C Commons No 1972

D New Main Building No 2002

E Student Center Building No 2004

F Wellness Building No 1970

G Gym Building No 1970

No

Project Summary Information

*** Entries required ONLY for building parts included in proposed seismic retrofit. If building part was previously or is currently being retrofit, please list the building part’s Risk Category and retrofit design

Performance Objective, if known.

Nonstructural deficiencies posing life safety risk MUST be included in the scope of work and budget.

Seismic fragility inputs for existing buildings with previous seismic retrofits MUST be adjusted to reflect previous seismic retrofit measures completed for a building part.

Total Retrofit Cost $ 2,499,420.00

Retrofit Square Feet

Retrofit Cost per Square Foot

15,000

$ 166.63

Is the campus within a tsunami, FEMA flood zone, landslide/slope instability, liquefaction potential or other high hazard area? If so, provide documentation (e.g. the Oregon

Statewide Hazards Viewer by DOGAMI). ** Projects within the code defined Tsunami

Design Zone require consultation with DOGAMI prior to application submittal. Applicant shall include such documentation with the application.

Engineering Report Cover Page

Project Summary Page Page 1

Building Parts Identification Page 5

Statement of the Performance Objective Page 6

Summary of Deficiencies

Structural Seismic Deficiencies Page 10

Nonstructural Seismic Deficiencies Page 11

Summary of Mitigation/Retrofit

Structural Mitigation/Retrofit Page 10

Nonstructural Mitigation/Retrofit Page 11

Summary Construction Cost Estimate

Direct Cost Page 13

Indirect Soft Cost Page 13

Certification Statement by Engineer Page 14

ASCE 41-17 Tier 1 Checklist

Basic Configuration Checklist Appendix B

Building System Structural Checklist Appendix B

Nonstructural Checklist Appendix B

Retrofit Drawings & Sketches Appendix C

DOGAMI or Geotechnical Report Appendix D

Itemized Construction Cost Estimate Appendix E

Rapid Visual Screening Appendix F

Engineering Report Checklist

1.0 Project Introduction

400 West Harvard Avenue

ASCE 41-17 (Tier 1 Analysis)

IV

Immediate Occupancy for

BSE-1E and Life Safety for BSE-2E

Position Retention for BSE-1E and Hazards Reduced for BSE-2E

PC1

$2,499,420.00

$166.63

Roseburg School District is located in Roseburg, Oregon in Douglas County. The District operates 13 schools located within the community including the property of interest, Roseburg HS VO-Tech Building. The District has retained ZCS Engineering and Architecture (ZCS) to perform a seismic evaluation of Roseburg HS VO-Tech

Building that provides the District with an objective, comprehensive analysis of the condition of the building’s seismic resisting systems. The purpose of the evaluation is to determine the seismic lateral resisting system deficiencies when compared to buildings designed using modern building codes. This evaluation was performed in accordance with the American Society of Civil Engineers “Seismic Rehabilitation of Existing Buildings ASCE/SEI

41-17”.

SEISMIC EVALUATION SNAPSHOT

Street Address

Evaluation Standard

Building’s Risk Category

Target Building Performance Level

Target Non-Structural Performance Level

ASCE 41 Building Type

Cost Estimate

Cost/Square Foot

2.0 Building Description

Precast or Tilt-Up Concrete Shear Walls (with Flexible Diaphragms) PC1

These buildings have precast concrete perimeter wall panels and often, interior walls, that are typically cast on site and tilted into place. The panels are interconnected by weldments, cast-in- place concrete pilasters, or collector elements. Floor and roof framing consists of wood joists, glulam beams, steel beams, or open web joists. Framing is supported on interior steel or wood columns and perimeter concrete bearing walls. The floors and roof consist of wood sheathing or untopped metal deck. Seismic forces are resisted by the precast concrete perimeter wall panels.

Wall panels are permitted to be solid or have large window and door openings that cause the panels to behave more as frames than as shear walls. In older construction, wood framing is attached to the walls with wood ledgers. The roof framing is permitted to have tension-capable connections between elements. The foundation system is permitted to consist of a variety of elements.

The building being considered in this report includes the part listed in the Project Summary Information. ZCS has reviewed the building and its construction to classify its lateral system as identified in ASCE 41-17. This lateral determination will be used throughout this evaluation. The lateral system present is noted below. This determination was made after observing the subject facility and reviewing the available existing drawings. A description of this structure type is listed below and specifically identifies the lateral load resisting system. In addition to the lateral system present, ZCS has summarized the gravity load carrying systems of the subject facility included later in this section.

Construction Year: 1973

Building Name: VO-Tech West Building

ASCE 41-17 Building Type:

In Scope?: No

Construction Year: 1973

Building Name: VO-Tech East Building

ASCE 41-17 Building Type: PC1

In Scope?: Yes

Construction Year: 1972

Building Name: Commons

ASCE 41-17 Building Type:

In Scope?: No

Construction Year: 2002

Building Name: New Main Building

ASCE 41-17 Building Type:

In Scope?: No

Construction Year: 2004

Building Name: Student Center Building

ASCE 41-17 Building Type:

In Scope?: No

Construction Year: 1970

Building Name: Wellness Building

ASCE 41-17 Building Type:

In Scope?: No

Construction Year: 1970

Building Name: Gym Building

ASCE 41-17 Building Type:

In Scope?: No

Figure 1 - Roseburg HS VO-Tech Building Key Plan

Building Part B Construction:

o ASCE 41-17 Building Type:

o Roof Structure:

o Walls:

o Foundation:

o Unblocked plywood diaphragm supported by steel roof joist trusses.

o Pre-Cast concrete tilt-up walls.

o PC1

D

E

F

G

Below is a figure identifying the building parts on campus and listing applicable information. See below for descriptions of building parts included in the evaluation and applicable building types as noted above.

BUILDING PARTS

A

B

C o Slab-on-grade with concrete strip footing

A

C

F

E

D

G B

3.0 Seismic Evaluation Methodology

The subject structure was evaluated using information gathered from site observations, available historic construction documents, and interviews with District staff. This information was then utilized to perform a structural evaluation as outlined in the American Society of Civil Engineer’s “Seismic Evaluation and Retrofit of

Existing Buildings – ASCE 41-17” (ASCE 41-17). ASCE 41-17 is referenced as the standard for seismic evaluations of existing buildings by the International Existing Building Code (IEBC) which is referenced by the Oregon Structural

Specialty Code (OSSC). Further, ASCE 41-17 is the evaluation tool required by the Seismic Rehabilitation Grant

Program for grant applications.

ASCE 41-17 provides several levels of evaluation (Tiers 1-3) depending on the level of evaluation and/or retrofit being performed. The Tier 1 evaluation is a quick checklist selected based on the type of construction and the performance objective of the building and is the baseline tool for preliminary seismic evaluations. In the case of this evaluation, a Tier 1 was performed to identify the likely structural deficiencies requiring retrofit to meet the performance objective stated below.

The OSSC classifies buildings into risk categories based on the type of building and occupancy type. The building’s risk category informs the required performance objective post retrofit. Risk categories I and II cover low risk structures. Risk category III includes school buildings that are not required to be used as emergency shelters . Risk category IV includes emergency service buildings and school buildings that are required to be designed as emergency shelters. Figure 2, below, identifies the performance objective for each risk category.

For risk category IV structures, the intent is that the building can be inspected then immediately reoccupied following a seismic event to continue to function as an emergency service building or function as an emergency structure.

In accordance with the table below, Area B of this building is categorized as a risk category IV structure and was evaluated to meet the Life Safety structural performance and Hazards Reduced nonstructural performance level for BSE-2E loading and the Immediate Occupancy structural performance and Position Retention nonstructural performance level for BSE-1E loading.

Figure 2 - Building Performance Objectives

Source: Table 2-2, ASCE 41-17: American Society of Civil Engineers – Seismic Evaluation and Retrofit of Existing Buildings

D – Default

High

High

0.737

0.613 fa = 1.369 | fv = 1.992

0.191

0.151

Fa = 1.6 | Fv = 2.4

Source: SEAOC and OSHPD Seismic Design Maps, https://seismicmaps.org/

4.0 Seismicity

Seismic design is based on site specific parameters that relate to the location of the building relative to faults and the soil that supports the building. The United States Geologic Survey has developed seismic design data that is utilized to perform the calculations specified in ASCE 41-17. The table below summarizes the factors appropriate for computing the seismic lateral loads for the design earthquake specified in ASCE 41-17.

Sx1

Soil Condition Amplification Factors (Fa, Fv)

SITE SPECIFIC SEISMICITY

ASCE 7-16 Site Soil Classification

FEMA P-154 Seismicity Region (Table 2-2)

ASCE 41-17 Level of Seismicity (Table 2-4)

BSE-2E:

Sxs

Sx1

Soil Condition Amplification Factors (fa, fv)

BSE-1E:

Sxs

5.0 Site Specific Hazards

Site specific hazards were assessed as part of our engineering evaluation. The hazards evaluated in our analysis included liquefaction, slope failure/landslide, surface fault rupture, and tsunami potential. These potential hazards were evaluated using ASCE 41-17 guidelines, as well as information provided by the online Oregon HazVu:

Statewide Geohazards Viewer, maintained by the Department of Geology and Mineral Industries (DOGAMI).

Tsunami risk was evaluated using the ASCE Tsunami Hazard Tool. Results from the HazVu analysis are included in

Appendix D. Unless noted below, the hazards listed above are not present at the site.

6.0 Deficiencies and Repairs

Tier 1 Deficiency

Description Deficiency Statement Repair Statement

Plan Key

Note

IO BASIC CHECKLIST

LOAD PATH The structure does not contain a complete, well-defined load path, including structural elements and connections, that serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation.

Provide a complete, well-defined load path by installing new elements and connections as needed to transfer inertial forces from all elements of the building to the foundation.

S1

ADJACENT

BUILDINGS

The clear distance between the building being evaluated and any adjacent building is less than

0.5% of the height of the shorter building in low seismicity, 1.0% in moderate seismicity, and 3.0% in high seismicity.

Provide seismic isolation joint to avoid pounding of the taller structure into the lower structure. Provide a (N) short wall to support the building w/ (N) footing. S2

PC1: IO CHECKLIST

WALL ANCHORAGE Exterior concrete or masonry walls that are dependent on the diaphragm for lateral support are not anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm. Connections do not have strength to resist the connection force calculated in the Quick

Check procedure of Section 4.4.3.7.

Install new out-of-plane anchorage.

S3

WOOD LEDGERS The connection between the wall panels and the diaphragm induces cross-grain bending or tension in the wood ledgers.

Install new out-of-plane anchorage.

S4

TRANSFER TO

SHEAR WALLS

Diaphragms are not connected for transfer of seismic forces to the shear walls, or the connections are not able to develop the lesser of the shear strength of the walls or diaphragms.

Install new hardware for transfer of seismic forces from diaphragm to shear walls. S5

CROSS TIES FOR

FLEXIBLE

DIAPHRAGMS

There are not continuous cross ties between diaphragm chords.

Provide new continuous cross ties between diaphragm chords. S6

The table below summarizes both the structural and nonstructural deficiencies noted in the Tier 1 evaluation and states both the proposed retrofit methodology and the plan key note that corresponds to the scope items in the preliminary plans and the cost estimate. See Appendix B for complete Tier 1 check sheets. Drawings illustrating the proposed retrofit measures are attached in Appendix C.

Tier 1 Deficiency

Description Deficiency Statement Repair Statement

Plan Key

Note

PLAN

IRREGULARITIES

There is not tensile capacity to develop the strength of the diaphragm at reentrant corners or other locations of plan irregularities.

Provide new drag elements.

S7

OTHER

DIAPHRAGMS

Diaphragms consist of a system other than wood, metal deck, concrete, or horizontal bracing.

Install new blocked plywood diaphragm.

S8

NONSTRUCTURAL CHECKLIST

FLEXIBLE

COUPLINGS

Fire suppression piping does not have flexible couplings in accordance with NFPA-13.

Install flexible couplings for fire suppression piping in accordance with

NFPA-13.

N1

SHUTOFF VALVES Piping containing hazardous material, including natural gas, does not have shut off valves or other devices to limit spills or leaks.

Install shut off valves for piping containing hazardous material, including natural gas.

N2

FLEXIBLE

COUPLINGS

Hazardous material ductwork and piping, including natural gas piping, do not have flexible couplings.

Install flexible couplings for ductwork and piping containing hazardous material, including natural gas piping.

N3

INTEGRATED

CEILINGS

Integrated suspended ceilings with continuous areas greater than 144 ft2 and ceilings of smaller areas that are not surrounded by restraining partitions are not laterally restrained at a spacing less than 12ft with members attached to the structure above. Each restraint location does not have a minimum of four diagonal wires and compression struts, nor diagonal members capable of resisting compression.

Install seismic bracing for integrated suspended ceilings.

N4

EDGE CLEARANCE The free edges of integrated suspended ceilings with continuous areas greater than 144ft.2 does not have clearances from the enclosing wall or partition of at least the following: in Moderate

Seismicity, 1/2 in.; in High Seismicity, 3/4 in.

Install free edge clearance for integrated suspended ceilings.

N5

EDGE SUPPORT The free edges of integrated suspended ceilings with continuous areas greater than 144ft.2 are not supported by closure angles or channels not less than 2 in. wide.

Install free edge support for integrated suspended ceilings.

N6

INDEPENDENT

SUPPORT

Light fixtures that weigh more per square foot than the ceiling they penetrate are not supported independent of the grid ceiling suspension system by a minimum of two wires at diagonally opposite corners of each fixture.

Provide independent support for light fixtures.

N7

FLEXIBLE

COUPLINGS

Fluid and gas piping does not have flexible couplings.

Install flexible couplings for fluid and gas piping. N8

Tier 1 Deficiency

Description Deficiency Statement Repair Statement

Plan Key

Note

FLUID AND GAS

PIPING

Fluid and gas piping is not anchored or braced to the structure to limit spills or leaks.

Anchor and brace fluid and gas piping to the structure. N9

DUCT BRACING Rectangular ductwork larger than 6 ft2 in cross-sectional area and round ducts larger than 28 in.

in diameter are not braced. The maximum spacing of transverse bracing exceeds 30 ft. The maximum spacing of longitudinal bracing exceeds

60 ft.

Install bracing for all rectangular ductwork larger than 6 ft2 in cross-sectional area and round ducts larger than 28 in. in diameter. N10

7.0 Preliminary Construction Cost Estimate

$ 1,781,800.00

$ 290,200.00

$ 61,300.00

$ 25,500.00

$ 340,620.00

$ 2,499,420.00

$ 2,499,420.00

15,000

$ 166.63

The attached engineer’s opinion of probable cost has been developed by ZCS. ZCS has a successful record of completing seismic rehabilitation projects within the State of Oregon. The prices provided in the attached cost estimate have been developed using the extensive list of past projects as a baseline for this project. These prices are based on Oregon BOLI wage rates. The cost estimate is broken down into multiple line items associated with each major task (general conditions, foundation, structural steel, MEP, etc) associated with the rehabilitation.

Additional line items are included for design associated permit costs, and owner construction management. A complete breakdown of the cost estimate can be found in Appendix E. Based upon ZCS’s previous experience and discussions with site personnel the building contains hazardous materials. These materials will need to be dealt with on a case-by-case basis as they are encountered during the project.

Relocation

DIRECT COST

Construction

Engineering

Construction Management

Cost/Square Foot

Construction Contingency

TOTALS AND SUMMARY

Total Cost Estimate

Match Funds

Total Amount Requested from SRGP

Total Area

Matthew R. Smith, PE, SE

ZCS Engineering & Architecture’s professional staff has reviewed the subject building and the deficiencies noted in the Tier 1 evaluation, developed seismic retrofit solutions to rectify the deficiencies, and developed the engineering cost estimate. The project cost estimate was developed by ZCS based on unit costs from our extensive list of past seismic retrofit projects as a baseline. We certify to the best of our knowledge, based on known and readily identifiable existing conditions, that all the seismic deficiencies present in the building are included in the retrofit scope of work and that all the retrofit’s scope of work elements are included in the cost estimate.

8.0 Conclusion and Certification Statement

The findings described in this report have been limited to the lateral force-resisting structural system and general assessment of the gravity force-resisting elements. Based on our visual observations, we find the structure to be in relatively good condition and generally safe for occupancy. No significant damage to the existing structural system was discovered.

Given the current condition of the structure, the current code section on existing buildings does not mandate that upgrades are required unless the building is scheduled for repairs, alterations, additions, or change in occupancy. To clarify, upgrades outlined in this report are strictly at the discretion of the District.

Please contact our office if you would like to discuss our findings. Please review the attached schematic drawings that can be used to refine a scope and budget.

Certification Statement

Appendix A:

Figures

Figure 1: Front of Building

Figure 2: North Elevation

Figure 3: Side Entrance and South Elevation

Figure 4: Hallway at Lower Building

Figure 5: Hallway in Lower Building

Figure 6: Interior Wall at Kitchen Area

Appendix B:

Tier 1 Check Sheets

Project Name Project Number

Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown

© 2021 American Society of Civil Engineers 2 ASCE 41-17 Checklists

17.1.2IO Basic Configuration Checklist

Table 17-3. Immediate Occupancy Basic Configuration Checklist

Status Evaluation Statement Tier 2 Reference

Commentary Reference Comments

Very Low Seismicity Building System—General

C NC N/A U LOAD PATH: The structure contains a complete, well-defined load path, including structural elements and connections, that serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation.

5.4.1.1 A.2.1.1

C NC N/A U ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than 0.5% of the height of the shorter building in low seismicity, 1.0% in moderate seismicity, and 3.0% in high seismicity.

5.4.1.2 A.2.1.2

C NC N/A U MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-force-resisting elements of the main structure.

5.4.1.3 A.2.1.3

Building System—Building Configuration

C NC N/A U WEAK STORY: The sum of the shear strengths of the seismic-force-resisting system in any story in each direction is not less than 80% of the strength in the adjacent story above.

5.4.2.1 A.2.2.2

C NC N/A U SOFT STORY: The stiffness of the seismic-force-resisting system in any story is not less than 70% of the seismic-force-resisting system stiffness in an adjacent story above or less than 80% of the average seismic-force-resisting system stiffness of the three stories above.

5.4.2.2 A.2.2.3

C NC N/A U VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

5.4.2.3 A.2.2.4

Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown

© 2021 American Society of Civil Engineers 3 ASCE 41-17 Checklists

C NC N/A U GEOMETRY: There are no changes in the net horizontal dimension of the seismic-force-resisting system of more than 30% in a story relative to adjacent stories, excluding one-story penthouses and mezzanines.

5.4.2.4 A.2.2.5

C NC N/A U MASS: There is no change in effective mass of more than 50% from one story to the next. Light roofs, penthouses, and mezzanines need not be considered.

5.4.2.5 A.2.2.6

C NC N/A U TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of the building width in either plan dimension.

5.4.2.6 A.2.2.7

Status Evaluation Statement Tier 2 Reference

Commentary Reference Comments

Low Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity)

Geologic Site Hazards

C NC N/A U LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 ft (15.2 m) under the building.

5.4.3.1 A.6.1.1

C NC N/A U SLOPE FAILURE: The building site is located away from potential earthquake-induced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure.

5.4.3.1 A.6.1.2

C NC N/A U SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

5.4.3.1 A.6.1.3

© 2021 American Society of Civil Engineers 4 ASCE 41-17 Checklists

Reference

Commentary Reference Comments

Moderate and High Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity)

Foundation Configuration

C NC N/A U OVERTURNING: The ratio of the least horizontal dimension of the seismic-force-resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa.

5.4.3.3 A.6.2.1

C NC N/A U TIES BETWEEN FOUNDATION

ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C.

5.4.3.4 A.6.2.2

Legend: C = Compliant, NC = Noncompliant, N/A = Not Applicable, U = Unknown

© 2021 American Society of Civil Engineers 2 ASCE 41-17 Checklists

17.14IO Structural Checklist for Building Types PC1: Precast or Tilt-Up Concrete Shear Walls with Flexible Diaphragms and PC1a: Precast or Tilt-Up Concrete Shear Walls with Stiff Diaphragms

Table 17-29. Immediate Occupancy Structural Checklist for Building Types PC1 and PC1a

Status Evaluation Statement Tier 2 Reference

Commentary Reference Comments

Very Low Seismicity Seismic-Force-Resisting System C NC N/A U REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.

5.5.1.1 A.3.2.1.1

C NC N/A U WALL SHEAR STRESS CHECK: The shear stress in the precast panels, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the greater of

100 lb/in.2 (0.69 MPa) or 2 cf

5.5.3.1.1 A.3.2.3.1

C NC N/A U REINFORCING STEEL: The ratio of reinforcing steel area to gross concrete area is not less than 0.0012 in the vertical direction and 0.0020 in the horizontal direction. The spacing of reinforcing steel is equal to or less than 18 in. (457 mm).

5.5.3.1.3 A.3.2.3.2

Diaphragms (Stiff or Flexible) C NC N/A U TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a continuous reinforced concrete topping slab with a minimum thickness of 2 in. (51 mm).

5.6.4 A.4.5.1

Connections C NC N/A U WALL ANCHORAGE: Exterior concrete or masonry walls that are dependent on the diaphragm for lateral support are anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm.

Connections have strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7.

5.7.1.1 A.5.1.1

C NC N/A U WOOD LEDGERS: The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers.

5.7.1.4 A.5.1.2

C NC N/A U TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls, and the connections are able to develop the lesser of the shear strength of the walls or diaphragms.

5.7.2 A.5.2.1

C NC N/A U TOPPING SLAB TO WALLS OR FRAMES:

Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled for transfer of forces into the shear wall or frame elements, and the dowels are able to develop the least of the shear strength of the walls, frames, or slabs.

5.7.2 A.5.2.3

C NC N/A U GIRDER–COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support.

5.7.4.1 A.5.4.1

Foundation System C NC N/A U DEEP FOUNDATIONS: Piles and piers are capable of transferring the lateral forces between the structure and the soil.

A.6.2.3

C NC N/A U SLOPING SITES: The difference in foundation embedment depth from one side of the building to another does not exceed one story.

A.6.2.4

Reference

Commentary Reference Comments

Low, Moderate, and High Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) Seismic-Force-Resisting System

C NC N/A U DEFLECTION COMPATIBILITY FOR RIGID

DIAPHRAGMS: Secondary components have the shear capacity to develop the flexural strength of the components.

5.5.2.5.2 A.3.1.6.2

C NC N/A U WALL OPENINGS: The total width of openings along any perimeter wall line constitutes less than 50% of the length of any perimeter wall when the wall piers have aspect ratios of less than 2-to-1.

5.5.3.3.1 A.3.2.3.3

C NC N/A U PANEL-TO-PANEL CONNECTIONS:

Adjacent wall panels are interconnected to transfer overturning forces between panels by methods other than welded steel inserts.

5.5.3.3.3 A.3.2.3.4

C NC N/A U WALL THICKNESS: Thicknesses of bearing walls are not less than 1/25 the unsupported height or length, whichever is shorter, nor less than 4 in. (101 mm).

5.5.3.1.2 A.3.2.3.5

Diaphragms

C NC N/A U CROSS TIES FOR FLEXIBLE DIAPHRAGMS:

There are continuous cross ties between diaphragm chords.

5.6.1.2 A.4.1.2

C NC N/A U PLAN IRREGULARITIES: There is tensile capacity to develop the strength of the diaphragm at reentrant corners or other locations of plan irregularities.

5.6.1.4 A.4.1.7

C NC N/A U DIAPHRAGM REINFORCEMENT AT

OPENINGS: There is reinforcing around all diaphragm openings larger than 50% of the building width in either major plan dimension.

5.6.1.5 A.4.1.8

C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 1-to-1 in the direction being considered.

5.6.2 A.4.2.1

C NC N/A U SPANS: All wood diaphragms with spans greater than 12 ft (3.6 m) consist of wood structural panels or diagonal sheathing.

5.6.2 A.4.2.2

C NC N/A U DIAGONALLY SHEATHED AND

UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 30 ft (9.2 m) and aspect ratios less than or equal to 3-to-1.

5.6.2 A.4.2.3

C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

5.6.5 A.4.7.1

Connections

C NC N/A U MINIMUM NUMBER OF WALL ANCHORS

PER PANEL: There are at least two anchors from each precast wall panel into the diaphragm elements.

5.7.1.4 A.5.1.3

C NC N/A U PRECAST WALL PANELS: Precast wall panels are connected to the foundation, and the connections are able to develop the strength of the walls.

5.7.3.4 A.5.3.6

© 2021 American Society of Civil Engineers 5 ASCE 41-17 Checklists

C NC N/A U UPLIFT AT PILE CAPS: Pile caps have top reinforcement, and piles are anchored to the pile caps; the pile cap reinforcement and pile anchorage are able to develop the tensile capacity of the piles.

5.7.3.5 A.5.3.8

C NC N/A U GIRDERS: Girders supported by walls or pilasters have at least two ties securing the anchor bolts unless provided with independent stiff wall anchors with strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7.

5.7.4.2 A.5.4.2

© 2021 American Society of Civil Engineers 2 ASCE 41-17 Checklists

17.19 Nonstructural Checklist

Table 17-38. Nonstructural Checklist

Status Evaluation Statementa,b Tier 2 Reference

Commentary Reference Comments

Life Safety Systems C NC N/A U HR—not required; LS—LMH; PR—LMH. FIRE

SUPPRESSION PIPING: Fire suppression piping is anchored and braced in accordance with NFPA-13.

13.7.4 A.7.13.1

C NC N/A U HR—not required; LS—LMH; PR—LMH. FLEXIBLE COUPLINGS: Fire suppression piping has flexible couplings in accordance with NFPA-13.

13.7.4 A.7.13.2

C NC N/A U HR—not required; LS—LMH; PR—LMH.

EMERGENCY POWER: Equipment used to power or control Life Safety systems is anchored or braced.

13.7.7 A.7.12.1

C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR AND SMOKE DUCTS: Stair pressurization and smoke control ducts are braced and have flexible connections at seismic joints.

13.7.6 A.7.14.1

C NC N/A U HR—not required; LS—MH; PR—MH. SPRINKLER CEILING CLEARANCE: Penetrations through panelized ceilings for fire suppression devices provide clearances in accordance with NFPA-13.

13.7.4 A.7.13.3

C NC N/A U HR—not required; LS—not required; PR—LMH.

EMERGENCY LIGHTING: Emergency and egress lighting equipment is anchored or braced.

13.7.9 A.7.3.1

Hazardous Materials

C NC N/A U HR—LMH; LS—LMH; PR—LMH. HAZARDOUS

MATERIAL EQUIPMENT: Equipment mounted on vibration isolators and containing hazardous material is equipped with restraints or snubbers.

13.7.1 A.7.12.2

C NC N/A U HR—LMH; LS—LMH; PR—LMH. HAZARDOUS

MATERIAL STORAGE: Breakable containers that hold hazardous material, including gas cylinders, are restrained by latched doors, shelf lips, wires, or other methods.

13.8.3 A.7.15.1

C NC N/A U HR—MH; LS—MH; PR—MH. HAZARDOUS MATERIAL

DISTRIBUTION: Piping or ductwork conveying hazardous materials is braced or otherwise protected from damage that would allow hazardous material release.

13.7.3 13.7.5

A.7.13.4

C NC N/A U HR—MH; LS—MH; PR—MH. SHUTOFF VALVES:

Piping containing hazardous material, including natural gas, has shutoff valves or other devices to limit spills or leaks.

13.7.3

A.7.13.3

C NC N/A U HR—LMH; LS—LMH; PR—LMH. FLEXIBLE

COUPLINGS: Hazardous material ductwork and piping, including natural gas piping, have flexible couplings.

13.7.3

A.7.15.4

C NC N/A U HR—MH; LS—MH; PR—MH. PIPING OR DUCTS

CROSSING SEISMIC JOINTS: Piping or ductwork carrying hazardous material that either crosses seismic joints or isolation planes or is connected to independent structures has couplings or other details to accommodate the relative seismic displacements.

13.7.3 13.7.5 13.7.6

A.7.13.6

Partitions

C NC N/A U HR—LMH; LS—LMH; PR—LMH. UNREINFORCED

MASONRY: Unreinforced masonry or hollow-clay tile partitions are braced at a spacing of at most 10 ft (3.0

m) in Low or Moderate Seismicity, or at most 6 ft (1.8

m) in High Seismicity.

13.6.2 A.7.1.1

C NC N/A U HR—LMH; LS—LMH; PR—LMH. HEAVY PARTITIONS

SUPPORTED BY CEILINGS: The tops of masonry or hollow-clay tile partitions are not laterally supported by an integrated ceiling system.

13.6.2 A.7.2.1

C NC N/A U HR—not required; LS—MH; PR—MH. DRIFT: Rigid cementitious partitions are detailed to accommodate the following drift ratios: in steel moment frame, concrete moment frame, and wood frame buildings, 0.02; in other buildings, 0.005.

13.6.2 A.7.1.2

C NC N/A U HR—not required; LS—not required; PR—MH.

LIGHT PARTITIONS SUPPORTED BY CEILINGS: The tops of gypsum board partitions are not laterally supported by an integrated ceiling system.

13.6.2 A.7.2.1

STRUCTURAL SEPARATIONS: Partitions that cross structural separations have seismic or control joints.

13.6.2 A.7.1.3

TOPS: The tops of ceiling-high framed or panelized partitions have lateral bracing to the structure at a spacing equal to or less than 6 ft (1.8 m).

13.6.2 A.7.1.4

Ceilings

C NC N/A U HR—H; LS—MH; PR—LMH. SUSPENDED LATH AND

PLASTER: Suspended lath and plaster ceilings have attachments that resist seismic forces for every 12 ft2 (1.1 m2) of area.

13.6.4 A.7.2.3

C NC N/A U HR—not required; LS—MH; PR—LMH. SUSPENDED GYPSUM BOARD: Suspended gypsum board ceilings have attachments that resist seismic forces for every 12 ft2 (1.1 m2) of area.

13.6.4 A.7.2.3

INTEGRATED CEILINGS: Integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2) and ceilings of smaller areas that are not surrounded by restraining partitions are laterally restrained at a spacing no greater than 12 ft (3.6 m) with members attached to the structure above. Each restraint location has a minimum of four diagonal wires and compression struts, or diagonal members capable of resisting compression.

13.6.4 A.7.2.2

EDGE CLEARANCE: The free edges of integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2) have clearances from the enclosing wall or partition of at least the following: in Moderate Seismicity, 1/2 in. (13 mm); in High Seismicity, 3/4 in. (19 mm).

13.6.4 A.7.2.4

CONTINUITY ACROSS STRUCTURE JOINTS: The ceiling system does not cross any seismic joint and is not attached to multiple independent structures.

13.6.4 A.7.2.5

C NC N/A U HR—not required; LS—not required; PR—H. EDGE SUPPORT: The free edges of integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2) are supported by closure angles or channels not less than 2 in. (51 mm) wide.

13.6.4 A.7.2.6

C NC N/A U HR—not required; LS—not required; PR—H.

SEISMIC JOINTS: Acoustical tile or lay-in panel ceilings have seismic separation joints such that each continuous portion of the ceiling is no more than 2,500 ft2 (232.3 m2) and has a ratio of long-to-short dimension no more than 4-to-1.

13.6.4 A.7.2.7

Light Fixtures C NC N/A U HR—not required; LS—MH; PR—MH.

INDEPENDENT SUPPORT: Light fixtures that weigh more per square foot than the ceiling they penetrate are supported independent of the grid ceiling suspension system by a minimum of two wires at diagonally opposite corners of each fixture.

13.6.4 13.7.9

A.7.3.2

© 2021 American Society of Civil Engineers 5 ASCE 41-17 Checklists

PENDANT SUPPORTS: Light fixtures on pendant supports are attached at a spacing equal to or less than 6 ft. Unbraced suspended fixtures are free to allow a 360-degree range of motion at an angle not less than 45 degrees from horizontal without contacting adjacent components. Alternatively, if rigidly supported and/or braced, they are free to move with the structure to which they are attached without damaging adjoining components.

Additionally, the connection to the structure is capable of accommodating the movement without failure.

13.7.9 A.7.3.3

C NC N/A U HR—not required; LS—not required; PR—H. LENS COVERS: Lens covers on light fixtures are attached with safety devices.

13.7.9 A.7.3.4

Cladding and Glazing

C NC N/A U HR—MH; LS—MH; PR—MH. CLADDING ANCHORS:

Cladding components weighing more than 10 lb/ft2 (0.48 kN/m2) are mechanically anchored to the structure at a spacing equal to or less than the following: for Life Safety in Moderate Seismicity, 6 ft (1.8 m); for Life Safety in High Seismicity and for Position Retention in any seismicity, 4 ft (1.2 m)

13.6.1 A.7.4.1

C NC N/A U HR—not required; LS—MH; PR—MH. CLADDING ISOLATION: For steel or concrete moment-frame buildings, panel connections are detailed to accommodate a story drift ratio by the use of rods attached to framing with oversize holes or slotted holes of at least the following: for Life Safety in Moderate Seismicity, 0.01; for Life Safety in High Seismicity and for Position Retention in any seismicity, 0.02, and the rods have a length-to-diameter ratio of 4.0 or less.

13.6.1 A.7.4.3

C NC N/A U HR—MH; LS—MH; PR—MH. MULTI-STORY PANELS:

For multi-story panels attached at more than one floor level, panel connections are detailed to accommodate a story drift ratio by the use of rods attached to framing with oversize holes or slotted holes of at least the following: for Life Safety in Moderate Seismicity, 0.01; for Life Safety in High Seismicity and for Position Retention in any seismicity, 0.02, and the rods have a length-to-diameter ratio of 4.0 or less.

13.6.1 A.7.4.4

© 2021 American Society of Civil Engineers 6 ASCE 41-17 Checklists

C NC N/A U HR—not required; LS—MH; PR—MH. THREADED RODS: Threaded rods for panel connections detailed to accommodate drift by bending of the rod have a length-to-diameter ratio greater than 0.06 times the story height in inches for Life Safety in Moderate Seismicity and 0.12 times the story height in inches for Life Safety in High Seismicity and Position Retention in any seismicity.

13.6.1 A.7.4.9

C NC N/A U HR—MH; LS—MH; PR—MH. PANEL CONNECTIONS:

Cladding panels are anchored out of plane with a minimum number of connections for each wall panel, as follows: for Life Safety in Moderate Seismicity, 2 connections; for Life Safety in High Seismicity and for Position Retention in any seismicity, 4 connections.

13.6.1.4 A.7.4.5

C NC N/A U HR—MH; LS—MH; PR—MH. BEARING

CONNECTIONS: Where bearing connections are used, there is a minimum of two bearing connections for each cladding panel.

13.6.1.4 A.7.4.6

C NC N/A U HR—MH; LS—MH; PR—MH. INSERTS: Where concrete cladding components use inserts, the inserts have positive anchorage or are anchored to reinforcing steel.

13.6.1.4 A.7.4.7

C NC N/A U HR—not required; LS—MH; PR—MH. OVERHEAD GLAZING: Glazing panes of any size in curtain walls and individual interior or exterior panes more than 16 ft2 (1.5 m2) in area are laminated annealed or laminated heat-strengthened glass and are detailed to remain in the frame when cracked.

13.6.1.5 A.7.4.8

Masonry Veneer C NC N/A U HR—not required; LS—LMH; PR—LMH. TIES:

Masonry veneer is connected to the backup with corrosion-resistant ties. There is a minimum of one tie for every 2-2/3 ft2 (0.25 m2), and the ties have spacing no greater than the following: for Life Safety in Low or Moderate Seismicity, 36 in. (914 mm); for Life Safety in High Seismicity and for Position Retention in any seismicity, 24 in. (610 mm).

13.6.1.2 A.7.5.1

C NC N/A U HR—not required; LS—LMH; PR—LMH. SHELF ANGLES: Masonry veneer is supported by shelf angles or other elements at each floor above the ground floor.

13.6.1.2 A.7.5.2

C NC N/A U HR—not required; LS—LMH; PR—LMH. WEAKENED PLANES: Masonry veneer is anchored to the backup adjacent to weakened planes, such as at the locations of flashing.

13.6.1.2 A.7.5.3

© 2021 American Society of Civil Engineers 7 ASCE 41-17 Checklists

C NC N/A U HR—LMH; LS—LMH; PR—LMH. UNREINFORCED

MASONRY BACKUP: There is no unreinforced masonry backup.

13.6.1.1 13.6.1.2

A.7.7.2

C NC N/A U HR—not required; LS—MH; PR—MH. STUD TRACKS: For veneer with cold-formed steel stud backup, stud tracks are fastened to the structure at a spacing equal to or less than 24 in. (610 mm) on center.

13.6.1.1

A.7.6.1

C NC N/A U HR—not required; LS—MH; PR—MH. ANCHORAGE:

For veneer with concrete block or masonry backup, the backup is positively anchored to the structure at a horizontal spacing equal to or less than 4 ft along the floors and roof.

13.6.1.1

A.7.7.1

WEEP HOLES: In veneer anchored to stud walls, the veneer has functioning weep holes and base flashing.

13.6.1.2 A.7.5.6

OPENINGS: For veneer with cold-formed-steel stud backup, steel studs frame window and door openings.

13.6.1.1

A.7.6.2

Parapets, Cornices, Ornamentation, and Appendages

C NC N/A U HR—LMH; LS—LMH; PR—LMH. URM PARAPETS OR

CORNICES: Laterally unsupported unreinforced masonry parapets or cornices have height-to-thickness ratios no greater than the following: for Life Safety in Low or Moderate Seismicity, 2.5; for Life Safety in High Seismicity and for Position Retention in any seismicity, 1.5.

13.6.5 A.7.8.1

C NC N/A U HR—not required; LS—LMH; PR—LMH. CANOPIES:

Canopies at building exits are anchored to the structure at a spacing no greater than the following:

for Life Safety in Low or Moderate Seismicity, 10 ft (3.0 m); for Life Safety in High Seismicity and for Position Retention in any seismicity, 6 ft (1.8 m).

13.6.6 A.7.8.2

C NC N/A U HR—H; LS—MH; PR—LMH. CONCRETE PARAPETS:

Concrete parapets with height-to-thickness ratios greater than 2.5 have vertical reinforcement.

13.6.5 A.7.8.3

C NC N/A U HR—MH; LS—MH; PR—LMH. APPENDAGES:

Cornices, parapets, signs, and other ornamentation or appendages that extend above the highest point of anchorage to the structure or cantilever from components are reinforced and anchored to the structural system at a spacing equal to or less than 6 ft (1.8 m). This evaluation statement item does not apply to parapets or cornices covered by other evaluation statements.

13.6.6 A.7.8.4

© 2021 American Society of Civil Engineers 8 ASCE 41-17 Checklists

Masonry Chimneys

C NC N/A U HR—LMH; LS—LMH; PR—LMH. URM CHIMNEYS:

Unreinforced masonry chimneys extend above the roof surface no more than the following: for Life Safety in Low or Moderate Seismicity, 3 times the least dimension of the chimney; for Life Safety in High Seismicity and for Position Retention in any seismicity, 2 times the least dimension of the chimney.

13.6.7 A.7.9.1

C NC N/A U HR—LMH; LS—LMH; PR—LMH. ANCHORAGE:

Masonry chimneys are anchored at each floor level, at the topmost ceiling level, and at the roof.

13.6.7 A.7.9.2

Stairs

C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR

ENCLOSURES: Hollow-clay tile or unreinforced masonry walls around stair enclosures are restrained out of plane and have height-to-thickness ratios not greater than the following: for Life Safety in Low or Moderate Seismicity, 15-to-1; for Life Safety in High Seismicity and for Position Retention in any seismicity, 12-to-1.

13.6.2 13.6.8

A.7.10.1

C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR DETAILS: The connection between the stairs and the structure does not rely on post-installed anchors in concrete or masonry, and the stair details are capable of accommodating the drift calculated using the Quick Check procedure of Section 4.4.3.1 for moment-frame structures or 0.5 in. for all other structures without including any lateral stiffness contribution from the stairs.

13.6.8 A.7.10.2

Contents and Furnishings

C NC N/A U HR—LMH; LS—MH; PR—MH. INDUSTRIAL STORAGE

RACKS: Industrial storage racks or pallet racks more than 12 ft high meet the requirements of ANSI/RMI MH 16.1 as modified by ASCE 7, Chapter 15.

13.8.1 A.7.11.1

C NC N/A U HR—not required; LS—H; PR—MH. TALL NARROW CONTENTS: Contents more than 6 ft (1.8 m) high with a height-to-depth or height-to-width ratio greater than 3-to-1 are anchored to the structure or to each other.

13.8.2 A.7.11.2

C NC N/A U HR—not required; LS—H; PR—H. FALL-PRONE CONTENTS: Equipment, stored items, or other contents weighing more than 20 lb (9.1 kg) whose center of mass is more than 4 ft (1.2 m) above the adjacent floor level are braced or otherwise restrained.

13.8.2 A.7.11.3

© 2021 American Society of Civil Engineers 9 ASCE 41-17 Checklists

ACCESS FLOORS: Access floors more than 9 in. (229

mm) high are braced.

13.6.10 A.7.11.4

EQUIPMENT ON ACCESS FLOORS: Equipment and other contents supported by access floor systems are anchored or braced to the structure independent of the access floor.

13.7.7 13.6.10

A.7.11.5

SUSPENDED CONTENTS: Items suspended without lateral bracing are free to swing from or move with the structure from which they are suspended without damaging themselves or adjoining components.

13.8.2 A.7.11.6

Mechanical and Electrical Equipment C NC N/A U HR—not required; LS—H; PR—H. FALL-PRONE

EQUIPMENT: Equipment weighing more than 20 lb (9.1 kg) whose center of mass is more than 4 ft (1.2 m) above the adjacent floor level, and which is not in-line equipment, is braced.

13.7.1 13.7.7

A.7.12.4

C NC N/A U HR—not required; LS—H; PR—H. IN-LINE EQUIPMENT: Equipment installed in line with a duct or piping system, with an operating weight more than 75 lb (34.0 kg), is supported and laterally braced independent of the duct or piping system.

13.7.1 A.7.12.5

C NC N/A U HR—not required; LS—H; PR—MH. TALL NARROW EQUIPMENT: Equipment more than 6 ft (1.8 m) high with a height-to-depth or height-to-width ratio greater than 3-to-1 is anchored to the floor slab or adjacent structural walls.

13.7.1

A.7.12.6

MECHANICAL DOORS: Mechanically operated doors are detailed to operate at a story drift ratio of 0.01.

13.6.9 A.7.12.7

SUSPENDED EQUIPMENT: Equipment suspended without lateral bracing is free to swing from or move with the structure from which it is suspended without damaging itself or adjoining components.

13.7.1

A.7.12.8

VIBRATION ISOLATORS: Equipment mounted on vibration isolators is equipped with horizontal restraints or snubbers and with vertical restraints to resist overturning.

13.7.1 A.7.12.9

HEAVY EQUIPMENT: Floor-supported or platform-supported equipment weighing more than 400 lb (181.4 kg) is anchored to the structure.

13.7.1

A.7.12.10

© 2021 American Society of Civil Engineers 10 ASCE 41-17 Checklists

ELECTRICAL EQUIPMENT: Electrical equipment is laterally braced to the structure.

13.7.7 A.7.12.11

CONDUIT COUPLINGS: Conduit greater than 2.5 in.

(64 mm) trade size that is attached to panels, cabinets, or other equipment and is subject to relative seismic displacement has flexible couplings or connections.

13.7.8 A.7.12.12

Piping

FLEXIBLE COUPLINGS: Fluid and gas piping has flexible couplings.

13.7.3

A.7.13.2

C NC N/A U HR—not required; LS—not required; PR—H. FLUID AND GAS PIPING: Fluid and gas piping is anchored and braced to the structure to limit spills or leaks.

13.7.3

A.7.13.4

C NC N/A U HR—not required; LS—not required; PR—H. C- CLAMPS: One-sided C-clamps that support piping larger than 2.5 in. (64 mm) in diameter are restrained.

13.7.3

A.7.13.5

PIPING CROSSING SEISMIC JOINTS: Piping that crosses seismic joints or isolation planes or is connected to independent structures has couplings or other details to accommodate the relative seismic displacements.

13.7.3

A.7.13.6

Ducts C NC N/A U HR—not required; LS—not required; PR—H. DUCT

BRACING: Rectangular ductwork larger than 6 ft2 (0.56 m2) in cross-sectional area and round ducts larger than 28 in. (711 mm) in diameter are braced. The maximum spacing of transverse bracing does not exceed 30 ft (9.2 m). The maximum spacing of longitudinal bracing does not exceed 60 ft (18.3 m).

13.7.6 A.7.14.2

C NC N/A U HR—not required; LS—not required; PR—H. DUCT SUPPORT: Ducts are not supported by piping or electrical conduit.

13.7.6 A.7.14.3

DUCTS CROSSING SEISMIC JOINTS: Ducts that cross seismic joints or isolation planes or are connected to independent structures have couplings or other details to accommodate the relative seismic displacements.

13.7.6 A.7.14.4

Elevators C NC N/A U HR—not required; LS—H; PR—H. RETAINER

GUARDS: Sheaves and drums have cable retainer guards.

13.7.11 A.7.16.1

C NC N/A U HR—not required; LS—H; PR—H. RETAINER PLATE:

A retainer plate is present at the top and bottom of both car and counterweight.

13.7.11 A.7.16.2

© 2021 American Society of Civil Engineers 11 ASCE 41-17 Checklists

ELEVATOR EQUIPMENT: Equipment, piping, and other components that are part of the elevator system are anchored.

13.7.11 A.7.16.3

SEISMIC SWITCH: Elevators capable of operating at speeds of 150 ft/min (0.30 m/min) or faster are equipped with seismic switches that meet the requirements of ASME A17.1 or have trigger levels set to 20% of the acceleration of gravity at the base of the structure and 50% of the acceleration of gravity in other locations.

13.7.11 A.7.16.4

SHAFT WALLS: Elevator shaft walls are anchored and reinforced to prevent toppling into the shaft during strong shaking.

13.7.11 A.7.16.5

COUNTERWEIGHT RAILS: All counterweight rails and divider beams are sized in accordance with ASME A17.1.

13.7.11 A.7.16.6

BRACKETS: The brackets that tie the car rails and the counterweight rail to the structure are sized in accordance with ASME A17.1.

13.7.11 A.7.16.7

SPREADER BRACKET: Spreader brackets are not used to resist seismic forces.

13.7.11 A.7.16.8

C NC N/A U HR—not required; LS—not required; PR—H. GO- SLOW ELEVATORS: The building has a go-slow elevator system.

13.7.11 A.7.16.9

a Performance Level: HR = Hazards Reduced, LS = Life Safety, and PR = Position Retention.

b Level of Seismicity: L = Low, M = Moderate, and H = High.

Appendix C:

Preliminary Seismic Retrofit

Drawings

Appendix D:

Geotechnical Information

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