EXHIBIT A_Lincoln MS - Seismic Evaluation Report.pdf

Project No. 20137.10

OAKLAND SCHOOL DISTRICT 1

LINCOLN MIDDLE SCHOOL

931 Old Town Loop, Oakland, OR 97462

SEISMIC EVALUATION AND CONCEPTUAL SEISMIC STRENGTHENING SCHEME

December 9, 2020

Project Engineer: Leandro Pimenta leandro.pimenta@holmesstructures.com

Principal: Jennifer Eggers jennifer.eggers@holmesstructures.com

Holmes Structures

555 SE MLK Blvd., Suite 602

Portland, OR 97214

T: 503-703-9912

EXP. 12/31/2021

Exhibit A of the RFP for Engineering Services for the Lincoln Middle School Seismic Rehabilitation

1 INTRODUCTION AND PROJECT SUMMARY

Holmes Structures was engaged by Oakland School District 1 to perform a seismic evaluation of the Lincoln

Middle School buildings located at 931 Old Town Loop, Oakland, OR. American Society of Civil Engineers

(ASCE) Standard 41-17, Seismic Evaluation and Retrofit of Existing Buildings, was used to complete the evaluation and strengthening scheme using the Tier 1 seismic evaluation procedure. The purpose of this report is to present the seismic deficiencies of the building only. Any issues related to gravity system not associated with the lateral resisting system will not be addressed in this report.

A strengthening scheme is included in this report, which provides recommendations for rehabilitation of the deficiencies found during the TIER 1 evaluation.

A summary of the project and building parts evaluated can be found in the table below. See Figure 1.

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 Original Classroom

Building

Y 1953 URM Y N

B Multi-purpose

Room

Y 1953 URM Y N

C Classroom Addition Y 1970 RM1 Y N

Total Retrofit Cost $2,335,707

Retrofit Square Feet 28,608

Retrofit Cost Per Square Foot $81.64 / sf

Is the campus within a tsunami, FEMA flood zone or other high hazard area? No

2 LIMITATIONS

Findings presented as a part of this project are for the sole use of Oakland School District 1 in its evaluation of the subject property. The findings are not intended for use by other parties and may not contain sufficient information for the purposes of other parties or other uses. Our professional services are performed using a degree of care and skill normally exercised, under similar circumstances, by reputable consultants practicing in this field at this time. No other warranty, expressed or implied, is made as to the professional advice presented in this report.

No material sampling or destructive testing has been undertaken. Our conclusions are based on our review of the original building drawings as available, our visual observations and experience with buildings of this type.

3 ENGINEERING REPORT CHECKLIST

Engineering Report Checklist

☒ Engineering Report Cover Page

☒ Project Summary Page Page 2

☒ Building Parts Identification Page 4

☒ Statement of the Performance Objective Page 8

Summary of Deficiencies Page 10

☒ Structural Seismic Deficiencies Pages 10

☒ Nonstructural Seismic Deficiencies Pages 11

Summary of Mitigation/Retrofit Page 12

☒ Structural Mitigation/Retrofit Page 12

☒ Nonstructural Mitigation/Retrofit Page 13

Summary Construction Cost Estimate Page 14

☒ Direct Cost Page 14

☒ Indirect Soft Cost Page 14

☒ Certification Statement by Engineer Page 15

ASCE 41-17 Tier 1 Checklists Page 16

☒ Basic Configuration Checklist Page 17

☒ Building System Structural Checklists Page 21

☒ Nonstructural Checklist Page 28

☒ Retrofit Drawings & Sketches Page 40

☒ Itemized Construction Cost Estimate Page 55

4 BUILDING PARTS IDENTIFICATION

Figure 1: Building Parts

The original sections of the Lincoln Middle School building (building parts A and B) were designed in 1953 by

Freeman, Hayslip & Tuft Associated Architects based out of Portland, OR. In 1970, a classroom addition building and stage expansion were built, with drawings by Van Svarverud. The drawings for the 1970 addition are incomplete, with no cut sections and details available to confirm the material composition of the structure.

Given that the addition was built in a year when unreinforced masonry was no longer common practice and the drawings for the Oakland Elementary School built soon after noted reinforced CMU walls, it is safe to assume these CMU walls are also reinforced, which will be confirmed via non-destructive testing during design.

The stage addition drawings closely match the original building alternate option at the west end of the multi-purpose room.

For the purposes of this report the Lincoln Middle School 1953 original building is split into two sections or

“Building Parts”, designated parts A and “B” as shown in Figure 1. The original classroom and office building is

Building Part A and the multi-purpose room is Building Part B.

Building Part A is approximately 161 feet by 71 feet in plan and is a one-story unreinforced masonry (URM) structure. It consists of classrooms, offices, bathrooms, and a boiler room. The exterior bearing walls are 4” unreinforced CMU block walls with brick veneer cladding with steel posts and beams at window opening and infills. At the north end, the walls are 2x4 wood framing straight sheathing. The roof system is composed of wood trusses with 1” straight sheathing and are supported by the longitudinal exterior walls and the wood post and beams along the wood framed corridor walls. The ground floor is 3 ½” concrete slab on grade, with stem wall foundations along exterior walls and spread footings at interior posts.

The lateral force-resisting system of Part A consists of straight sheathing at the roof diaphragms, which distribute lateral forces to the perimeter URM tall/narrow shear walls. At the south end of the building, the lateral forces are resisted by the URM wall shared with building Part B.

Building Part B is approximately 107 feet by 57 feet in plan and is a one-story URM structure attached to the south side of the Building Part A. The exterior walls are unreinforced CMU block walls with brick veneer. The roof system is composed of wood trusses with 1” straight sheathing over 2x8 wood purlins and are supported by the concrete pilasters at the perimeter walls. The ground floor is 3 ½” concrete slab on grade, with concrete stem wall and spread footing foundations along the perimeter.

The lateral force-resisting system of Part B consists of 1” straight sheathing at the roof diaphragm, which distributes lateral forces to the exterior URM walls. The upper portions of the URM walls are hollow clay tile.

Building part C is approximately 151 feet by 72 feet in plan and is a one-story reinforced masonry structure, but not bounded by the multipurpose room. The gravity roof system (similar to Building Part A), is composed of wood trusses but with plywood sheathing instead of straight sheathing. The exterior bearing walls are reinforced masonry with brick veneer cladding.

The lateral force-resisting system of Part B consists of plywood rood diaphragm sheathing to perimeter reinforced CMU perimeter walls.

Reference Figures 2 through 15 for photographs of the buildings.

Figure 2: East Elevation Building Parts A and B

Figure 3: South Elevation

Building Part B

Figure 4: West Elevation Building Parts A and B

Figure 5: North Elevation

Building Part A

Figure 6: Corridor Walls

Figure 7: Interior Partition Walls

Figure 8: Boiler Room

Figure 9: Multipurpose Room

Figure 10: Stage

Figure 11: South Elevation

Building Part C

Figure 12: East Elevation

Figure 13: North Elevation

Figure 14: West Elevation

Figure 15: Corridor Walls

5 STATEMENT OF PERFORMANCE OBJECTIVE

The Lincoln Middle School buildings were evaluated in accordance with ASCE 41-17, the national standard for evaluating and retrofitting existing buildings, using its Tier 1 evaluation procedure. A Tier 1 evaluation uses checklists to coarsely but systematically identify or screen areas of potential seismic deficiencies. Structural systems or components which are identified as “non-compliant” (NC) should be further evaluated using a more detailed Tier 2 or Tier 3 evaluation to confirm if an actual deficiency exists and quantify the extent or severity.

Tier 2 or Tier 3 evaluations were beyond the scope of this project. Since this building is a URM building, if awarded, the project will utilize the Tier 2 procedure as required by ASCE 41-17 for the actual retrofit design.

The target basic performance objective for existing buildings (BPOE) for the classroom buildings (Building

Parts A and C), which are classified as Risk Category III structures, is to achieve Limited Safety (LS) Structural

Performance and Hazards Reduced (HR) Nonstructural Performance Level for BSE-2E seismic event.

The target basic performance objective for existing buildings (BPOE) for the multipurpose building (Building

Part B), which is classified as a Risk Category IV structure, is to achieve Life Safety (LS) Structural Performance and Hazards Reduced (HR) Nonstructural Performance Level for BSE-2E seismic event and Immediate

Occupancy (IO) Structural Performance and Position Retention (PR) Performance Level for a BSE-1E seismic event.

See Figure 16 below for a summary of basic performance objectives for Building Parts according to ASCE41-17.

Figure 16: Basic Performance Objective for Existing Buildings (BPOE)

For BSE-1E and BSE-2E seismic events, the spectral response accelerations considered conservatively were taken not less than 75% of BSE-1N and 75% of BSE-2N respectively. The site soils are assumed to be Class D.

The ASCE 41-17 spectral response acceleration parameters for Site Class D soils at this location are:

BSE-1E:

BSE-1E 75% BSE-1N Governing Value

SXS 0.122g 0.389g 0.389g

SX1 0.059g 0.224g 0.224g

BSE-2E:

BSE-2E 75% BSE-2N Governing Value

SXS 0.517g 0.584g 0.584g

SX1 0.298g 0.336g 0.336g

The governing values as shown above were used in the Tier 1 evaluations.

The site is classified as having a High Level of Seismicity per ASCE 41-17 Table 2-4.

6 OBSERVATIONS

6.1 Site Survey

Holmes structures conducted a site survey of the Lincoln Middle School on 7/16/2020 to verify the general conformance of the existing documents and general building conditions. The existing drawings appear to be generally accurate based on the visual observations of the accessible building areas.

6.2 Documents Reviewed

The following documents were provided and reviewed for this project:

Original Building Drawings prepared by Freeman, Hayslip & Tuft Associated Architects, dated 1953.

Addition Building Drawings prepared by Van Svarverud Architect, dated 1970. (Incomplete)

7 SUMMARY OF DEFICIENCIES

The seismic structural and nonstructural deficiencies are listed in tables below for each building part. The deficiency identification tag noted in the tables below corresponds with the seismic retrofit tag in Section 8 and in the seismic strengthening scheme. The detail numbers associated with the tags are also used in the cost estimate for complete tracking of each deficiency, corresponding retrofit and associated cost.

7.1 Building Part A Structural Seismic Deficiencies

TAG Deficiency/unknown Description

F1 Load path

Diaphragm span

Load path from roof diaphragm and shear walls is not defined.

Lack of interior shear walls results in spans over 24ft

F2

Shear stress

Wall proportions

Truss supports

URM walls not adequate to resist in-plane lateral loads.

Wall height-to-thickness ratio over allowed limit

Truss supported by URM don’t have secondary supports.

R1 Straight sheathing

Cross ties

Roof diaphragm is 1” straight sheathing, which does not provide sufficient diaphragm capacity for lateral loads. Cross ties not present

R2 Transfer to shear wall

Wall anchorage

Load path from roof diaphragm and shear walls is not defined.

No out-of-plane wall anchorage observed

R3 Roof Chords Roof diaphragm chords are not reinforced for tensile/compressive forces

7.2 Building Part B Structural Seismic Deficiencies

TAG Deficiency/unknown Description

F2 Shear stress

Wall proportions

Upper URM walls not adequate to resist in-plane lateral loads as these walls are hollow clay tile.

Wall height-to-thickness ratio over allowed limit

R1 Straight sheathing

Cross ties

Roof diaphragm is 1” straight sheathing, which does not provide sufficient diaphragm capacity for lateral loads. Cross ties not present

R2 Transfer to shear wall

Wall anchorage

Load path from roof diaphragm and shear walls is not defined.

No out-of-plane wall anchorage observed

R3 Roof Chords

7.3 Building Part C Structural Seismic Deficiencies

TAG Deficiency/unknown Description

F1 Load path

Unblocked diaphragm span

Load path from roof diaphragm and shear walls is not defined.

Lack of interior shear walls results in unblocked plywood diaphragm spans over 40ft

R2 Transfer to shear wall

Wall anchorage

Load path from roof diaphragm and shear walls is not defined.

No out-of-plane wall anchorage observed

R3 Roof Chords

7.4 Building Parts A, B and C Nonstructural Seismic Deficiencies

N1 Hazardous material distribution Gas piping in boiler not braced

N2 Shutoff valves No shutoff valve was observed at gas piping

N3 Flexible couplings No flexible couplings were observed at gas and fluid piping

N4 Unreinforced masonry partition No bracing of masonry partitions was observed

N5 Light fixture support Light fixtures are not supported independent of ceiling support

N6 Pendant light support

Light lens covers

At multipurpose room, pendant light at not properly braced and light covers are not attached to safety device

N7 Masonry veneer

Unreinforced masonry backup

Brick veneer connections were not observed on all building parts. Brick veneer is attached to unreinforced masonry walls at building parts A and B

N8 URM Chimney

Masonry chimney anchorage

URM chimney extends over allowed limit.

Chimney is not anchored at roof level.

N9 Narrow contents Narrow furniture and equipment not properly braced

N10 Fall-prone contents Equipment and items store at locations higher than 4ft from the ground not properly braced.

N11 In-line equipment In-line equipment not independently braced

N12 Heavy equipment Heavy equipment not properly anchored at boiler room

N13 Conduit couplings No flexible couplings from conduits grater than 2.5in were observed

N14 Fluid and Gas Piping Piping is not anchored or braced to structure.

8 SUMMARY OF MITIGATION/RETROFIT

8.1 Building Part A Structural Seismic Retrofit

F1 Load path

Diaphragm span

Provide new shear walls for continuous load path from diaphragm to foundation in both directions and reduce diaphragm span. These walls also provide secondary gravity support for the trusses at the exterior URM walls. New stud shear walls with sure-board sheathing are used to support the longitudinal perimeter tall/narrow/thin 4” CMU walls for out-of-plane and will become the lateral system in the longitudinal direction. The thin 4” CMU walls are not connected at the top of the wall for in-plane or out-of-plane load transfer and will be treated and detailed as veneer so the new shear walls will take the lateral load.

F2 Shear stress

Wall proportions

Provide in-plane and out of plane reinforcement to deficient walls with new stud wall and sheathing.

R1 Straight sheathing

Cross ties

Provide new plywood sheathing overlay at roof and continuous cross ties.

R2 Transfer to shear wall

Wall anchorage

Provide new in-plane and out-of-plane connection from diaphragm to top of walls.

R3 Roof Chords Provide continuous light gage strapping with blocking at roof chords.

8.2 Building Part B Structural Seismic Retrofit

F2 Shear stress

Wall proportions

Provide in-plane and out of plane reinforcement to deficient walls with new stud wall and sheathing. Replace upper hollow clay tile with new stud wall with sheathing. Strengthen existing

CMU block wall for out-of-plane support with stud backing wall.

R1 Straight sheathing

Cross ties

Provide new plywood sheathing overlay at roof and continuous cross ties.

R2 Transfer to shear wall

Wall anchorage

Provide new in-plane and out-of-plane connection from diaphragm to top of walls.

R3 Roof Chords

8.3 Building Part C Structural Seismic Retrofit

TAG Deficiency/unknown Description

F1 Load path

Diaphragm span

Provide new shear walls for continuous load path from diaphragm to foundation in the transverse direction and reduce diaphragm span

R2 Transfer to shear wall

Wall anchorage

Provide new in-plane and out-of-plane connection from diaphragm to top of walls.

R3 Roof Chords

8.4 Building Parts A, B, and C Nonstructural Seismic Retrofit

N1 Hazardous material distribution Provide bracing to existing gas piping

N2 Shutoff valves Provide gas shut-off valves

N3 Flexible couplings Provide flexible couplings from gas pipe to equipment and building

N4 Unreinforced masonry partition Provide out-of-plane bracing to all URM walls

N5 Light fixture support Provide independent support wires to structure

N6 Pendant light support

Light lens covers Provide bracing and lens safety devices.

N7 Masonry veneer

Unreinforced masonry backup Provide helical anchors to attach veneer to CMU wall.

N8 URM Chimney

Masonry chimney anchorage Replace existing chimney with steel flue

N9 Narrow contents Provide anchorage to all narrow furniture and equipment.

N10 Fall-prone contents Equipment and items stored at locations higher than 4ft from the ground and weighing more than 20lbs not properly braced.

N11 In-line equipment Provide bracing to in-line equipment

N12 Heavy equipment Provide anchor to all heavy equipment over 400lbs

N13 Conduit couplings No flexible couplings from conduits greater than 2.5in were observed

N14 Fluid and Gas Piping Piping is not anchored or braced to structure.

9 SUMMARY CONSTRUCTION COST ESTIMATE

9.1 Direct Cost and Indirect Soft Cost

Construction COW 1,746,646$

Sub total 1,746,646$

Engineering 227,064$

Construction Management 50,000$

Relocation 50,000$

Construction Contingency 261,997$

Sub total 589,061$

Total Cost Estimate 2,335,707$

Match Funds -$

Total Amount Requested from SRGP 2,335,707$

Direct Cost

Indirect Soft Cost

Totals and Summary

10 RECOMMENDATIONS

Based on the ASCE 41-17 Tier 1 screening, Lincoln Middle School buildings do not meet the performance objective and has a potential for collapse due to the presence of URM walls and lack of roof diaphragm connections to supporting walls.

11 CERTIFICATION STATEMENT

Holmes Structures reviewed the engineering cost estimate and certifies that all of the seismic deficiencies are included in the retrofit scope of work and that all of the retrofit’s scope of work elements are included in the cost estimate.

________________________________ December 9, 2020

Jennifer Eggers, S.E.

ASCE41-17 Tier 1 Checklists

Appendix B - ASCE 41-17 Tier 1 Checklists Project: Lincoln Middle School

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-2: Collapse Prevention Basic Configuration Checklist

Low Seismicity BUILDING PARTS A AND C

Building System - General

EVALUATION STATEMENT COMMENTS

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.

There is no defined load path from roof diaphragm to shear walls

C NC N/A U

ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than 0.25% of the height of the shorter building in low seismicity, 0.5% in moderate seismicity, and 1.5% in high seismicity.

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.

Building System - Building Configuration

EVALUATION STATEMENT COMMENTS

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.

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.

C NC N/A U

VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

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.

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.

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.

STATUS

STATUS

Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-2: Collapse Prevention Basic Configuration Checklist

Moderate Seismicity

Geologic Site Hazards

EVALUATION STATEMENT COMMENTS

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.

No geotechnical evaluation was performed, but based on location this is marked as compliant and will be confirmed.

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.

C NC N/A U

SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

No geotechnical evaluation was performed, but based on location this is marked as compliant and will be confirmed.

High Seismicity

Foundation Configuration

EVALUATION STATEMENT COMMENTS

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.

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.

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-3: Immediate Occupancy Basic Configuration Checklist

Very Low Seismicity BUILDING PART B

Building System - General

EVALUATION STATEMENT COMMENTS

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.

There is no defined load path from roof diaphragm to shear walls

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.

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.

Building System - Building Configuration

EVALUATION STATEMENT COMMENTS

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.

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.

C NC N/A U

VERTICAL IRREGULARITIES: All vertical elements in the seismic-force-resisting system are continuous to the foundation.

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.

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.

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.

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-3: Immediate Occupancy Basic Configuration Checklist

Low Seismicity

Geologic Site Hazards

EVALUATION STATEMENT COMMENTS

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.

No geotechnical evaluation was performed, but based on location this is marked as compliant and will be confirmed.

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.

C NC N/A U

SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.

No geotechnical evaluation was performed, but based on location this is marked as compliant and will be confirmed.

Moderate and High Seismicity

Foundation Configuration

EVALUATION STATEMENT COMMENTS

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.

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.

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-36 - Colapse Prevention Structural Checklist for Building Type URM

Low and Modetare Seismicity BUILDING PART A

Seismic-Force-Resisting System

EVALUATION STATEMENT COMMENTS

C NC N/A U

REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.

C NC N/A U

SHEAR STRESS CHECK: The shear stress in the unreinforced masonry shear walls, calculated using the

Quick Check procedure of Section 4.4.3.3, is less than

30 lb/in for clay units and 70 lb/in for concrete units.

Building part A stress check fails.

Connections

EVALUATION STATEMENT COMMENTS

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.

No adequate wall anchorage was observed

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.

C NC N/A U

TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls.

No adequate connection from diaphragm to shear walls was observed

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.

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

Seismic-Force-Resisting System

EVALUATION STATEMENT COMMENTS

C NC N/A U

PROPORTIONS: The height-to-thickness ratio of the shear wallss at each story is less than the following: Top story of multi-story building 9, First story of multi-story building 15, All other conditions 13.

10ft walls composed of 4" CMU blocks given a height-to-thickness ratio of 10*12/4=30

C NC N/A U

MASONRY LAYUP: Filler collar joints of multi-wythe masonry walls have negligible voids.

RATING

RATING

RATING

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-36 - Colapse Prevention Structural Checklist for Building Type URM

Stiff Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.

C NC N/A U

OPENINGS AT EXTERIOR MASONRY SHEAR

WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft long.

Flexible Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

CROSS TIES: There are continuous cross ties between diaphragm chords.

No cross ties were observed.

C NC N/A U

STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.

Diaphram ratios for both Building parts A and C are over 2

C NC N/A U

SPANS: All wood diaphragms with spans greater than

24 ft consist of wood structural panels or diagonal sheathing.

Diaphragm are straight sheathing spaning more then 24 ft

C NC N/A U

DIAGONALLY SHEATHED AND UNBLOCKED

DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft and aspect ratios less than or equal to 4-to-1

C NC N/A U

OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

Connections

EVALUATION STATEMENT COMMENTS

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.

No wall anchors were observed

C NC N/A U

BEAM, GIRDER, AND TRUSS SUPPORTS: Beams, girders, and trusses supported by unreinforced masonry walls or pilasters have independent secondary columns for support of vertical loads.

Trusses are supported by URM without secondary gravity support

RATING

RATING

RATING

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-37 - Immediate Occupancy Structural Checklist for Building Type URM

Low and Modetare Seismicity BUILDING PART B

Seismic-Force-Resisting System

EVALUATION STATEMENT COMMENTS

C NC N/A U

REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.

C NC N/A U

SHEAR STRESS CHECK: The shear stress in the unreinforced masonry shear walls, calculated using the

Quick Check procedure of Section 4.4.3.3, is less than

30 lb/in for clay units and 70 lb/in for concrete units.

Lower URM wall is compliant. Upper portion of wall constructed of clay tiles will be replaced

Connections

EVALUATION STATEMENT COMMENTS

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.

No adequate wall anchorage was observed.

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.

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.

No adequate connection from diaphragm to shear walls was observed

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.

Foundation Systems

EVALUATION STATEMENT COMMENTS

C NC N/A U

DEEP FOUNDATIONS: Piles and piers are capable of transferring the lateral forces between the structure and the soil.

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.

RATING

RATING

RATING

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-37 - Immediate Occupancy Structural Checklist for Building Type URM

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

Seismic-Force-Resisting System

EVALUATION STATEMENT COMMENTS

C NC N/A U

PROPORTIONS: The height-to-thickness ratio of the shear wallss at each story is less than the following: Top story of multi-story building 9, First story of multi-story building 15, All other conditions 13.

18ft walls composed of 8" CMU blocks given a height-to-thickness ratio of 18*12/8=27

C NC N/A U

MASONRY LAYUP: Filler collar joints of multi-wythe masonry walls have negligible voids.

Diaphragms (Stiff or Flexible)

EVALUATION STATEMENT COMMENTS

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.

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 long.

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.

C NC N/A U

DIAPHRAGM REINFORCEMENT AT

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

Flexible Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

CROSS TIES: There are continuous cross ties between diaphragm chords.

No cross ties were observed.

C NC N/A U

STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 1-to-1 in the direction being considered.

Diaphram ratio in east-west direction is more than 1-to-1

C NC N/A U

SPANS: All wood diaphragms with spans greater than

12 ft consist of wood structural panels or diagonal sheathing.

Straight sheathiuing diaphram span more then 12ft in both directions

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 and aspect ratios less than or equal to 3-to-1

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 and have aspect ratios less than 4-to-1.

C NC N/A U

OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

RATING

RATING

RATING

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-37 - Immediate Occupancy Structural Checklist for Building Type URM

Connections

EVALUATION STATEMENT COMMENTS

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.

No wall anchors were observed

C NC N/A U

BEAM, GIRDER, AND TRUSS SUPPORTS: Beams, girders, and trusses supported by unreinforced masonry walls or pilasters have independent secondary columns for support of vertical loads.

RATING

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-34 - Colapse Prevention Structural Checklist for Building Type RM1

Low and Modetare Seismicity BUILDING PART C

Seismic-Force-Resisting System

EVALUATION STATEMENT COMMENTS

C NC N/A U

REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.

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 (4.83 MPa).

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.

Based on available drawings of other school district buildings built at around the same time. To be confirmed during construction by non-distructive testing.

Stiff Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a continuous reinforced concrete topping slab.

Connections

EVALUATION STATEMENT COMMENTS

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.

No adequate wall anchorage was observed

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.

C NC N/A U

TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls.

No adequate connection from diaphragm to shear walls was observed

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.

C NC N/A U

FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation.

STATUS

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-34 - Colapse Prevention Structural Checklist for Building Type RM1

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.

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

Stiff Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.

C NC N/A U

OPENINGS AT EXTERIOR MASONRY SHEAR

WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft long.

Flexible Diaphragms

EVALUATION STATEMENT COMMENTS

C NC N/A U

CROSS TIES: There are continuous cross ties between diaphragm chords.

C NC N/A U

OPENING AT SHEAR WALLS: Diaphragm openings immediately adjacent to the sear walls are less then 25% of the wall length.

C NC N/A U

OPENING AT EXTERIOR MASONRY SHEAR

WALLS: Diaphragm openings immediately adjacent to exterior masonry sear walls are no grater than 8ft long.

C NC N/A U

STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.

C NC N/A U

SPANS: All wood diaphragms with spans greater than

24 ft consist of wood structural panels or diagonal sheathing.

C NC N/A U

DIAGONALLY SHEATHED AND UNBLOCKED

DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft and aspect ratios less than or equal to 4-to-1

Unblocked plywood diaphragm spans over 40ft

C NC N/A U

OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

Connections

EVALUATION STATEMENT COMMENTS

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.

RATING

RATING

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

BUILDING PARTS A, B AND C

Life Safety Systems

EVALUATION STATEMENT COMMENTS

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.

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.

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.

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.

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.

C NC N/A U

HR-not required; LS-not required; PR-LMH.

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

Hazardous Materials

EVALUATION STATEMENT COMMENTS

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.

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.

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.

gas piping in boiler room

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.

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

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.

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.

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

Partitions

EVALUATION STATEMENT COMMENTS

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.

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.

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.

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.

Light partitions are supported by framed hard-lid ceilings in some cases.

C NC N/A U

HR—not required; LS—not required; PR—MH.

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

C NC N/A U

HR—not required; LS—not required; PR—MH.

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).

Ceilings

EVALUATION STATEMENT COMMENTS

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.

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.

STATUS

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

C NC N/A U

HR—not required; LS—not required; PR—MH.

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.

areas with integrated ceilings are LS only for non-structural

C NC N/A U

HR—not required; LS—not required; PR—MH.

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).

C NC N/A U

HR—not required; LS—not required; PR—MH.

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

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.

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.

Light Fixtures

EVALUATION STATEMENT COMMENTS

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.

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

C NC N/A U

HR—not required; LS—not required; PR—H.

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.

For multipurpose room

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.

For multipurpose room

Cladding and Glazing

EVALUATION STATEMENT COMMENTS

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)

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.

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.

STATUS

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

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.

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.

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.

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.

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.

Project No: 20137.10

Completed By: Leandro Pimenta

Reviewed By: Jennifer Eggers

Table 17-38 - Nonstructural Checklist

Masonry Veneer

EVALUATION STATEMENT COMMENTS

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…