RFP 24-02 SEISMIC EVALUATION REPORT.pdf

PATRICK ELEMENTARY SCHOOL

1500 2nd Ave, Gold Hill, OR 97525

Central Point School District

Seismic Evaluation Report For:

Prepared By:

ZCS Engineering & Architecture

Matthew R. Smith, PE, SE, Principal

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

T: 503.659.2205 | E: MattS@zcsea.com

Central Point School District February 2022

Patrick Elementary School Seismic Evaluation Project No: M-0164-18

Project Summary Information

Building

Part

Building Part

Name

Included in Retrofit

Year

Built

Building

Type***

Nonstructural

Retrofits

Included in

Scope Y/N***

Previous Seismic

Retrofit Y/N***

(Year if Yes)

A Classrooms Y 1956 RM1 Y N

B Gymnasium Y 1960 RM1 Y N

C Classrooms N 1960

D Classrooms N 1966

E Classrooms N 1960s

F Covered Play N 2000s

*** Entries required ONLY for building parts included in proposed seismic retrofit

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 $2,496,630

Retrofit Square Feet 17,900

Retrofit Cost per

Square Foot

$139.47

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

Yes, see appendix B

Engineering Report Checklist

☒ Engineering Report Cover Page

☒ Project Summary Page Page 1

☒ Building Parts Identification Page 5

☒ Statement of the Performance Objective Page 7

Summary of Deficiencies

☒ Structural Seismic Deficiencies Page 11

☒ Nonstructural Seismic Deficiencies Page 12

Summary of Mitigation/Retrofit

☒ Structural Mitigation/Retrofit Page 11

☒ Nonstructural Mitigation/Retrofit Page 12

Summary Construction Cost Estimate

☒ Direct Cost Page 15

☒ Indirect Soft Cost Page 15

☒ Certification Statement by Engineer Page 16

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

1.0 Project Introduction

Central Point School District is located in Central Point, Oregon in Jackson County. The District operates eleven schools located within the community including the property of interest, Patrick Elementary

School. The District has retained ZCS Engineering and Architecture (ZCS) to perform a seismic evaluation of Patrick Elementary School 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 1500 2nd Avenue, Gold Hill, OR

Evaluation Standard ASCE 41-17 (Tier 1 Analysis)

Target Building Performance Level Immediate Occupancy – BSE-1E; Life Safety – BSE-1E

Target Non-Structural Performance Level Position Retention – BSE-1E; Hazard Reduced – BSE-2E

ASCE 41 Building Type RM1

Site Soil Classification D

Seismic Zone Hazard Level High

Cost Estimate $2,496,630

2.0 Building Description

Patrick Elementary Building part ‘A’ was constructed in 1956 and is approximately 8,900-square-feet. It is a one-story structure with a straight sheathed roof diaphragm supported by glulam beams. The interior and exterior walls consist of reinforced concrete masonry (CMU). Interior CMU walls are partial height and stop above the ceiling level. The foundation consists of continuous reinforced concrete footings with slab-on-grade.

The gymnasium Building Part ‘B’ was constructed in 1960 and is approximately 9,000-square-feet. It is a single-story structure with a straight sheathed roof diaphragm consisting of 2x decking over large glulam beams. The exterior walls consist of reinforced CMU with pilasters. Portions of the interior walls consist of reinforced CMU and wood framed walls. The foundation consists of continuous reinforced concrete footings with slab-on-grade.

Photographs of the building parts included in this report are located in Appendix A.

Construction Year: 1956 Building Name: Classroom & Gym Construction Type: RM1 In Scope?: Yes

Construction Year: 1960 Building Name: Gym Construction Type: RM1 In Scope?: Yes

Construction Year: 1960 Building Name: Classroom Construction Type: RM1 In Scope?: No

Construction Year: 1966 Building Name: Classroom Construction Type: RM1 In Scope?: No

Construction Year: 1960s Building Name: Classroom Construction Type: RM1 In Scope?: No

Construction Year: 2000s Building Name: Covered Play Construction Type: S1 In Scope?: No

Figure 1

Patrick Elementary School Key Plan

A

B

C

D

E

F

3.0 Definition of Building Types

After reviewing the facility and the existing drawings we have determined the lateral system is defined as RM1. Per ASCE 41-17 the subject structure’s lateral system is defined as:

Reinforced Masonry Bearing Walls with Flexible Diaphragms RM1 – These buildings have bearing walls that consist of reinforced brick or concrete block masonry. The floor and roof framing consists of steel or wood beams and girders or open web joists and are supported by steel, wood, or masonry columns.

Seismic forces are resisted by the reinforced brick or concrete block masonry shear walls. Diaphragms consist of straight or diagonal wood sheathing, plywood, or unstopped metal deck and are flexible relative to the walls. The foundation system may consist of a variety of elements.

4.0 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 and are relatively low occupancy. Risk category IV includes emergency service buildings and school buildings that are required to be designed as emergency shelters (high occupancy spaces). Figure 2, below, identifies the performance objective for each risk category.

The primary objective of the adjusting performance objectives relative to risk category is to ensure that the subject building is capable of performing in the necessary manner following a seismic event. In the case of a risk category III building, the intention is to ensure that the building is adequately stable following an earthquake to provide egress for occupants out of the building. Prior to reoccupation, the building would need evaluated and significant structural damage preventing reoccupation may be present. For risk category IV structures, the intent is that the building can be inspected then immediately reoccupied following a seismic event to function in its intended role as an emergency service building or as a high occupancy space capable of acting as an emergency structure.

In accordance with the table below, sections A and B of this building are categorized as a risk category IV structures and were 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

5.0 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.

SITE SPECIFIC SEISMICITY

Soil Density

ASCE 7-16 Soil Classification

BSE-1E:

Sxs 0.679

Sx1 0.558

BSE-2E:

Sxs 0.219

Sx1 0.174

Soil Condition Amplification Factors (FV, FA) Fv = 2.4 | Fa = 1.6

ASCE 41 Site Seismicity High

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

6.0 Site Specific Hazards

Site specific hazards were assessed as part of our engineering evaluation. The hazards evaluated in our analysis included liquefaction, slope failure, 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 along with a geotechnical report. Unless noted below, the hazards listed above are not present at the site.

Liquefaction

This project is located within a liquefaction hazard area as identified by the DOGAMI Oregon HazVu. To ensure that an acceptable level of due diligence was performed during the application phase of the project a geotechnical engineer was hired to perform a review of the hazard and make recommendations based on available information with respect to the severity. Per the geotechnical report, attached in Appendix D, liquefaction is considered a low risk for the site and no mitigation is required.

7.0 Deficiencies and Repairs

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

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 all new gravity framing and lateral resisting elements as necessary to provide building separation.

Provide new beam connections and ledgers that can accommodate the required differential out-of-plane movement while transferring gravity and in-plane lateral forces as needed.

S2

SHEAR STRESS

CHECK

The shear stress in the reinforced masonry shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is greater than 70 lb/in.2

Provide additional lateral resisting elements.

S3

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.

S4

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.

S5

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.

S6

PROPORTIONS The height-to-thickness ratio of the shear walls at each story is greater than 30.

Install new steel strongback columns and steel spandrels to resist out-of-plane forces.

S7

CROSS TIES There are not continuous cross ties between diaphragm chords.

Provide new continuous cross ties between diaphragm chords. S8

STRAIGHT

SHEATHING

Not all straight-sheathed diaphragms have aspect ratios less than 1-to-1 in the direction being considered.

Install new plywood diaphragm sheathing.

S9

SPANS Not all wood diaphragms with spans greater than 12 ft consist of wood structural panels or diagonal sheathing.

Install new plywood diaphragm sheathing.

S10

STIFFNESS OF

WALL ANCHORS

Anchors of concrete or masonry walls to wood structural elements are not installed taut or are not stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8 in. before engagement of the anchors.

Install new out-of-plane anchorage.

S11

HAZARDOUS

MATERIAL

DISTRIBUTION

Piping or ductwork conveying hazardous materials is not braced or otherwise protected from damage that would allow hazardous material release.

Brace piping or ductwork conveying hazardous materials.

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

LENS COVERS Lens covers on light fixtures are not attached with safety devices.

Install safety devices for light fixture lens covers. N6

CANOPIES Canopies at building exits are not anchored to the structure at a spacing no greater than the following: for Life Safety in Low or Moderate Seismicity, 10 ft; for Life Safety in High Seismicity and for Position Retention in any seismicity, 6 ft.

Seismically anchor existing canopies to the structure.

N7

TALL NARROW

CONTENTS

Contents more than 6 ft high with a height-to-depth or height-to-width ratio greater than 3-to-1 are not anchored to the structure or to each other.

Anchor contents to the structure.

N8

FALL-PRONE

CONTENTS

Equipment, stored items, or other contents weighing more than 20lb whose center of mass is more than 4 ft above the adjacent floor level are not braced or otherwise restrained.

Brace equipment to structure.

N9

FALL-PRONE

EQUIPMENT

Equipment weighing more than 20 lb whose center of mass is more than 4 ft above the adjacent floor level, and which is not in-line equipment, is not braced.

Brace and anchor equipment weighing more than 20 lb, whose center of mass is more than 4 ft above the adjacent floor level. N10

IN-LINE

EQUIPMENT

Equipment installed in line with a duct or piping system, with an operating weight more than 75 lb, is not supported or laterally braced independent of the duct or piping system.

Independently support and laterally brace equipment with an operating weight more than 75 lb installed in line with a duct or piping system.

N11

FLEXIBLE

COUPLINGS

Fluid and gas piping does not have flexible couplings.

Install flexible couplings for fluid and gas piping. N12

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.

N13

In addition to the structural and nonstructural deficiencies noted above, the gravity load resisting system was reviewed to identify obvious insufficient gravity components. Insufficient gravity elements can cause failure during seismic events. These gravity deficiencies are based on visual observations of the existing structural elements. No formal structural analysis was performed during this evaluation of the gravity resisting element.

Existing glue laminated beams built prior to 1970 were under designed based on inadequate material stress information available at the time. This results in beams that cannot be relied upon to support code prescribed gravity loading. The beams will be retrofit and strengthened to support code required gravity loading. This is deficiency/repair/plan note S12.

Based upon ZCS’s previous experience and discussions with site personnel the buildings contain hazardous materials. These materials will need to be dealt with on a case-by-case basis as they are encountered during the project.

8.0 Preliminary Construction Cost Estimate

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.

DIRECT COST

Construction $1,938,200

Engineering $282,200

Construction Management $61,600

Relocation $28,000

Construction Contingency $186,630

TOTALS AND SUMMARY

Total Cost Estimate $2,496,630

Match Funds $0

Total Amount Requested from SRGP $2,496,630

Total Area 17,900

Cost/Square Foot $139.47 / SF

9.0 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

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.

Matthew R. Smith, PE, SE

Appendix A:

Figures

Figure 1: EXTERIOR AT ENTRY

Figure 2: EXTERIOR AT CLASSROOM

Figure 3: EXTERIOR AT CLASSROOM

Figure 4: ROOF STEP AT CLASSROOM

Figure 5: EXTERIOR AT GYM

Figure 6: INTERIOR AT GYM

Appendix B:

Tier 1 Check Sheets

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

© 2021 American Society of Civil Engineers 1 ASCE 41-17 Checklists

ASCE 41-17 Tier 1 Checklists

FIRM:

PROJECT NAME:

SEISMICITY LEVEL:

PROJECT NUMBER:

COMPLETED BY:

DATE COMPLETED:

REVIEWED BY:

REVIEW DATE:

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

© 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

17.17IO Structural Checklist for Building Types RM1: Reinforced Masonry Bearing Walls with Flexible Diaphragms and RM2: Reinforced Masonry Bearing Walls with Stiff Diaphragms

Table 17-35. Immediate Occupancy Structural Checklist for Building Types RM1 and RM2

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 SHEAR STRESS CHECK: The shear stress in the reinforced masonry shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than 70 lb/in.2 (4.83 MPa).

5.5.3.1.1 A.3.2.4.1

C NC N/A U REINFORCING STEEL: The total vertical and horizontal reinforcing steel ratio in reinforced masonry walls is greater than

0.002 of the wall with the minimum of

0.0007 in either of the two directions; the spacing of reinforcing steel is less than 48 in., and all vertical bars extend to the top of the walls.

5.5.3.1.3 A.3.2.4.2

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.

5.7.1.3 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

stephenchase Text Box

BUILDING 'A' & 'B'

stephenchase Text Box M-0164-18

C NC N/A U FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation, and the dowels are able to develop the lesser of the strength of the walls or the uplift capacity of the foundation.

5.7.3.4 A.5.3.5

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

Stiff Diaphragms C NC N/A U TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a continuous reinforced concrete topping slab.

5.6.4 A.4.5.1

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.

5.7.2 A.5.2.3

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 REINFORCING AT WALL OPENINGS: All wall openings that interrupt rebar have trim reinforcing on all sides.

5.5.3.1.5 A.3.2.4.3

C NC N/A U PROPORTIONS: The height-to-thickness ratio of the shear walls at each story is less than 30.

5.5.3.1.2 A.3.2.4.4

Diaphragms (Stiff or Flexible)

C NC N/A U OPENINGS AT SHEAR WALLS:

Diaphragm openings immediately adjacent to the shear walls are less than 15% of the wall length.

5.6.1.3 A.4.1.4

shaunwilson

BUILDING 'A' & 'B'

shaunwilson

C NC N/A U OPENINGS AT EXTERIOR MASONRY SHEAR

WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 4 ft (1.2 m) long.

5.6.1.3 A.4.1.6

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

Flexible Diaphragms C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords.

5.6.1.2 A.4.1.2

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 NONCONCRETE FILLED DIAPHRAGMS:

Untopped metal deck diaphragms or metal deck diaphragms with fill other than concrete consist of horizontal spans of less than 40 ft (12.2 m) and have aspect ratios less than 4-to-1.

5.6.3 A.4.3.1

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 STIFFNESS OF WALL ANCHORS: Anchors of concrete or masonry walls to wood structural elements are installed taut and are stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8 in.

before engagement of the anchors.

5.7.1.2 A.5.1.4

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BUILDING 'A' & 'B'

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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

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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

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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

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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

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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

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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

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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.