Request for Proposal - Addendum II.pdf

Request for Proposal (RFP) 2021-5 FOR ENGINEERING AND ARCHITECTURAL SERVICES

Addendum II

September 21, 2021

Please see the attached Seismic Evaluation and Conceptual Seismic Strengthening Design that was done on December 15, 2020.

Christina Weinard Director of Finance Estacada School District 108

KPFF CONSULTING ENGINEERS

111 SW FIFTH AVENUE, SUITE 2600

PORTLAND, OR 97204

503.227.3251

ESTACADA SCHOOL DISTRICT

RIVER MILL ELEMENTARY SCHOOL

(CLAC_SCH60A)

ESTACADA SCHOOL DISTRICT

850 NORTH BROADWAY ST.

ESTACADA, OR 97023

SEISMIC EVALUATION AND CONCEPTUAL SEISMIC

STRENGTHENING DESIGN

DECEMBER 15, 2020

KPFF PROJECT NO. 10022000627

ENGINEER: STEPHANIE CASTINE STEPHANIE.CASTINE@KPFF.COM

PROJECT MANAGER: JUSTIN BROWN JUSTIN.BROWN@KPFF.COM

PRINCIPAL: JOSH RICHARDS JOSH.RICHARDS@KPFF.COM

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12-31-20 mailto:Stephanie.Castine@kpff.com mailto:Justin.Brown@kpff.com mailto:Josh.Richards@kpff.com

TABLE OF CONTENTS

DESCRIPTION PAGE NO.

PROJECT SUMMARY...............................................................................................................................1 – 3

OBSERVATIONS

STRUCTURAL EVALUATIONS .....................................................................................................................4 – 8

GENERAL SUMMARY AND RECOMMENDATIONS………

APPENDIX A ASCE 41-17 CHECKLISTS

17-3 IO - IMMEDIATE OCCUPANCY BASIC CONFIGURATION CHECKLIST

17-7 IO - IMMEDIATE OCCUPANCY STRUCTURAL CHECKLIST FOR BUILDING TYPES W2

17-38 - NONSTRUCTURAL CHECKLIST

APPENDIX B STRENGTHENING SCHEME

Table 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 Main Building

Y 1966 w/ 2002 Addition

W2 Y N

Total Retrofit Cost $1,928,855 Retrofit Square Feet 40,500

Retrofit Cost per Square Foot $47.63 Yes/No Is the campus within a tsunami, FEMA flood zone or other high hazard area? No

ESD – River Mill Elementary School 1 KPFF Project No. 10022000627 Seismic Evaluation and Conceptual Seismic Strengthening December 15, 2020

PROJECT SUMMARY

Introduction and Project Scope

River Mill Elementary School is located in Estacada, Oregon at 850 N. Broadway Street. The main building consists of a one-story building with a mechanical penthouse constructed in 1966 and a two-story addition constructed in 2002. KPFF Consulting Engineers was contracted to perform a seismic investigation of the structure and to provide a conceptual strengthening scheme.. The 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.

KPFF used an ASCE 41-17 Tier 1 Screening as an evaluation tool and as a guideline to develop the conceptual seismic strengthening scheme. The recommended strengthening scheme provides rehabilitation of the seismic resisting system to an Immediate Occupancy Performance Level and mitigation of nonstructural hazards to a Position Retention Performance Level.

The seismic evaluation included a review of the original architectural floor plans, structural and architectural drawings of the addition and a site assessment of observable structural conditions. Our review and the findings presented herein are limited to those conditions and components for which sufficient information could be found within the drawings and confirmed by the visual observations of KPFF personnel.

Observations, analyses, conclusions, and recommendations contained within this report reflect our engineering judgment. Concealed problems with the construction of the building may exist that cannot be revealed through drawings and photos alone. Therefore, KPFF can in no way warrant or guarantee the condition of the existing construction of the building, or the future building performance.

Building Description

The River Mill Elementary School building, originally the Estacada Middle School, was built in 1966.

An addition to the original building was built in 2002. The school is a partial two-story structure. The first level is approximately 140’ x 310’ with a typical 6’ roof overhang around the perimeter. The second level is approximately 52’ X 290’ and centered in the building footprint. The lower level is primarily comprised of classrooms along the north and south exterior walls. Along the center of the lower level the majority of the area is open up to the high roof with two mezzanine areas that are located approximately at the low roof elevation. The kitchen, cafeteria, media room, offices and multi-use space are located in this area. The mezzanine levels include mechanical rooms, storage and other multi-use space.

The interior and exterior walls in the original 1966 building and the 2002 addition consist of wood stud bearing walls. The exterior stud walls have plywood sheathing at both the lower and upper levels. It is assumed that exterior and interior bearing walls are supported on concrete strip footings of unknown size. The first floor is a slab-on-grade with unknown thickness.

ESD – River Mill Elementary School 2 KPFF Project No. 10022000627

Lower roof framing consists of open web trusses at 24” o.c. over the classrooms and 2x8 joists at 24” o.c. over the corridors. The open web trusses frame into wood framed walls with top and bottom chord bearing connections at the interior and exterior overhang conditions respectively. The 2x8 joists frame into a 2x8 ledger at the wood framed walls on each end. High roof framing consists of open web trusses at approximately 4-5 feet o.c. with 2x6 purlins at 24” o.c. perpendicular to open web joists. There is plywood sheathing of unknown thickness at the low roof and high roof levels.

Figure 1 indicates the River Mill Elementary School building layout. The designation of each building part is as follows:

Part A1 – Original Building Part A2 – Addition to Original Building Part B – New Gymnasium Building (not included in this evaluation)

Figure 1 – River Mill Elementary School Building Parts

ESD – River Mill Elementary School 4 KPFF Project No. 10022000627

Elevation Looking Northeast Elevation Looking Northwest

Elevation Looking Southeast

ESD – River Mill Elementary School 5 KPFF Project No. 10022000627

OBSERVATIONS

Site Reconnaissance

KPFF conducted a visual assessment of the school to verify general conformance of the existing documents and general building condition. However, as minimal existing drawings were available, further future investigation of existing conditions will be required. This may include localized selective demolition to expose framing and connections.

Document Review

The following documents were available for review:

Drawings 2002– River Mill Elementary School Addition and Remodel, dated April 22, 2002 (Architectural and Structural Drawings)

There were no available drawings for the original building structure.

STRUCTURAL EVALUATIONS

The River Mill Elementary School was evaluated using ASCE 41-17, Seismic Evaluation and Retrofit of Existing Buildings. ASCE 41-17 defines two levels of ground motions (BSE-1E and BSE-1N). The BSE-1E ground motions are lower than the BSE-1N ground motions and are intended to be used for existing buildings since they will likely have a shorter continued life span than a new building. The Seismic Rehabilitation Grant Program has placed a 25% cap on the reduction in ground motions that can be taken from the BSE-1N level.

The target for rehabilitation was to achieve an Immediate Occupancy Performance Level for the BSE- 1E event. This performance level assumes the following from a design earthquake event:

(a) Post-earthquake damage state in which only very limited structural damage has occurred.

(b) Basic vertical and lateral-force-resisting systems of the building retain nearly all of their pre-earthquake strength and stiffness.

(c) Risk of life-threatening injury as a result of structural damage is very low, and although some minor structural repairs might be appropriate, these would generally not be required prior to re-occupancy.

(d) Continued use of the building will not be limited by its structural condition.

The basis for this performance level evaluation comes from ASCE 41-17 which approaches the evaluation with a three-tier process. For this report, a Tier 1 Screening was performed. The three tiers are as follows:

Tier 1 – Screening: This procedure includes completing checklists for the structure and nonstructural items (reference Appendix A). During this phase, a review is performed utilizing

ESD – River Mill Elementary School 6 KPFF Project No. 10022000627 available construction documents. In addition to the construction plans, a site visit is performed to assess the condition for the existing structure for deterioration of the structure and finishes, and compare the existing structure to the information provided in available drawings.

Tier 2 – Deficiency-Based Evaluation: The Tier 2 deficiency-based evaluation is an option which includes additional analysis and evaluation of all the potential deficiencies identified with a Tier 1 Screening. A Tier 2 evaluation was beyond the scope of this project.

Tier 3 – Systematic Evaluation: The Tier 3 systematic procedure involves an analysis of the entire building and is required for building exceeding a certain height for a particular building Type. A Tier 3 evaluation was not required for this building.

Analyses performed as part of the Tier 1 screening process are limited to Quick Checks. Quick Checks are simple analysis procedures used to calculate the stiffness and strength of certain building components. Some of the Quick Checks utilize a total seismic force, termed the Pseudo Seismic Force, by ASCE 41-17 for Tier 1. Calculation of the Pseudo Seismic Force is based on a formula that utilizes geographic seismicity, mass of the building, stiffness, and structural building type. The base shear is then distributed to each level of the structure based on a weighted proportion of each level’s mass and height above the ground.

The seismic analysis considers the following spectral response accelerations with an assumed Site Class D soils:

75% of BSE-1N:

▫ Sxs, BSE-1N_75% = 0.430g ▫ Sx1, BSE-1N_75% = 0.313g

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

ESD – River Mill Elementary School 7 KPFF Project No. 10022000627

ASCE 41-17 Evaluation Findings

Structural Performance The building’s seismic performance was assessed in accordance with ASCE 41-17. The River Mill Elementary School building is classified as Wood Frames, Commercial and Industrial (Building Type W2). The appropriate Tier 1 checklists for this building type in a high seismicity region are provided in Appendix A of this report. Below is a summary of the items that were found to be nonconforming along with comments and/or recommendations. These nonconforming items require mitigation. The proposed seismic strengthening scheme is presented in Appendix B. ASCE 41-17 Tier 2 procedures were used, with capacities based on an Immediate Occupancy performance level.

1: Wood Framed Shear Walls and Supporting Foundations

1a. The existing interior walls are wood stud framed with gypsum wallboard. They do not have sufficient shear wall capacity for the shear stress in each wall. The strengthening scheme adds plywood sheathing and required fasteners to existing wood stud walls to increase shear capacity. It also adds new wood stud shear walls at existing movable partition locations.

1b. Existing footings are insufficiently sized and reinforced for seismic overturning loads at transverse shear walls. The strengthening scheme adds new footings at each end of shear walls.

2: Low Roof and High Roof Diaphragms

2a. All unblocked sheathed diaphragms are required to have horizontal spans less than 30 feet. The low and high roof diaphragms are unblocked sheathed diaphragms and exceed this span criterion. The sheathing thickness and fastening to roof framing will need to be investigated to confirm adequate diaphragm strength. The strengthening scheme adds increased fastening of existing sheathing to roof framing below, as well as additional shear walls to reduce diaphragm spans.

2b. Continuous diaphragm chords are required to create a complete load path for seismic forces. The strengthening scheme adds straps and connections to create continuity of the diaphragm chords as well as straps around the center opening at the two-story portion of the building.

2c. The low roof diaphragm has a discontinuity between the exterior roof areas and the mezzanine at the center of the building below the high roof. The strengthening scheme adds clips, blocking and connections to bridge the discontinuity.

3: Diaphragm to Shear Wall Connections

3a. Connections between diaphragms and shear walls are required to transfer in-plane shear forces. The strengthening scheme adds in-plane diaphragm-to-wall connections as existing connections are unknown.

ESD – River Mill Elementary School 8 KPFF Project No. 10022000627

4: Shear Wall to Foundation Connections

4a. Connections between shear walls and foundations are required to transfer in-plane shear forces and overturning forces. The strengthening scheme adds wall-to-foundation anchor connections to transfer in-plane shear as well as overturning tension forces from shear walls to foundations.

Geologic Site Hazards

The building's Geologic and Site Hazards were evaluated based on visual observations of the site and experience with other projects in the general area. The appropriate Tier 1 checklist is provided in Appendix A of this report. KPFF Consulting Engineers recommends completing a geotechnical report prior to final design to confirm assumptions and to provide additional recommendations as necessary.

Nonstructural Components

The building's nonstructural components were evaluated based on the requirements of ASCE 41-17.

The target for rehabilitation was to achieve an Immediate Occupancy Performance Level for the BSE- 1E event, which corresponds to a Position Retention Nonstructural performance objective. The appropriate Tier 1 checklists are provided in Appendix A of this report and a summary of the findings are listed below:

Tall Narrow Equipment – Anchorage of equipment is unknown.

Fall-Prone Contents and Equipment – Anchorage of equipment is unknown.

In-Line Equipment – Anchorage of equipment is unknown.

Light Supports – Light fixtures shall be supported independently of the suspended ceiling system.

Suspended Gypsum Board – Suspended gypsum board ceilings shall be braced to resist seismic forces.

Cladding Anchors – Brick cladding shall be anchored to the backup structure with the prescriptive required spacing.

Hazardous Materials – It is unknown if there are any hazardous materials in the building.

Life Safety Systems – The anchorage, bracing and connection of fire suppression piping, emergency power equipment is unknown.

ESD – River Mill Elementary School 9 KPFF Project No. 10022000627

An allowance for bracing and anchoring of MEP and other non-structural items has been included for unknown conditions, in addition to minor hazardous material abatement

GENERAL SUMMARY AND RECOMMENDATIONS

Based on the ASCE 41-17 Tier 1 screening, the River Mill Elementary School building presently has deficiencies that could result in localized hazards, or partial/total collapse of the structure in a major seismic event. Significant deficiencies include unknown high and low roof diaphragm capacities, inadequate shear wall and supporting footing capacities and inadequate connections to create a complete, well-defined load path to transfer inertial forces to the building foundation.

KPFF Consulting Engineers recommends strengthening the structure to an Immediate Occupancy Performance Level. Refer to Appendix B for the proposed strengthening scheme. All of the seismic deficiencies are included in the retrofit scope of work and all of the retrofit’s scope of work elements are included in the cost estimate.

Seismic Evaluation and Conceptual Seismic Strengthening Scheme December 15, 2020 Appendix A: ASCE 41-17 Checklists

APPENDIX A

ASCE 41-17 CHECKLISTS

project by SLC location date 12/15/20 client job no.

Target Performance Levels:

Seismic Hazard:

SDS = 0.57

SD1 = 0.39

Building Type:

HighLevel of Seismicity:

Structural Performance Level:

Nonstructural Performance Level: Life Safety

Immediate Occupancy

ASCE 41-17

Seismic Evaluation and

Retrofit of Existing Buildings

Tier 1 Checklists

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

W1/W1a - Wood Light Frames

W2 - Wood Frames, Commercial and Industrial

RM1/RM2 - Reinforced Masonry Bearing Walls

URM - Unreinforced Masonry Bearing Walls

S1/S1a - Steel Moment Frame

S2/S2a - Steel Braced Frame

S3 - Metal Building Frame

S4 - Dual Frame System with Backup Steel Moment Frames

S5/S5a - Steel Frames with Masonry Shearwalls

CFS1 - Cold-Formed Steel Light-Frame Shear Wall

CFS2 - Cold-Formed Steel Light-Frame Strap-Brace

C1 - Concrete Moment Frames

C2 - Concrete Shear Walls

C3/C3a - Concrete Frames with Infill Masonry Shear Walls

PC1/PC1a - Precast or Tilt-up Concrete Shear Wallls

PC2 - Precast Concrete Frames with Shear Wallls

PC2a - Precast Concrete Frames without Shear Wallls client job no.

Basic Configuration Checklist Immediate Occupancy Checklist

Rating

NC

N/A

C

NC

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

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

(Commentary: A.5.1.1. Tier 2: 5.7.1.1)

No exterior concrete or masonry walls.

ASCE 41-17

Tables 17-1 & 17-3

Description Comments

Structural Components

LOAD PATH: The structure shall 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.

(Commentary: A.2.1.1. Tier 2: 5.4.1.1)

Diaphragm to shear walls connections are non-compliant. Shear wall to footings are unknown but assumed non-compliant.

Building System - General

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.

(Commentary: A.2.1.2. Tier 2: 5.4.1.2)

The clear distance to the closest adjacent building is approximately 39 feet.

MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-force-resisting elements of the main structure.

(Commentary: A.2.1.3. Tier 2: 5.4.1.3)

Connections of interior mezzanines at the center of the building to the main structure are unknown but assumed non-compliant.

client job no.

Basic Configuration Checklist Immediate Occupancy Checklist

Rating

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

ASCE 41-17

Tables 17-1 & 17-3

Description Comments

C

C

C

NC

C

C

C

C

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.

(Commentary: A.2.2.5. Tier 2: 5.4.2.4)

Horizonal dimension of the seismic-force-resisting system reduces by approximately 67% from low roof level to high roof level, but area also reduced proportionally.

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

(Commentary: A.2.2.6. Tier 2: 5.4.2.5)

No change greater than 50% in effective mass between levels.

Building System - Building Configuration

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 under the building.

(Commentary: A.6.1.1. Tier 2: 5.4.3.1)

Liquefaction not anticipated based on building location.

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.

(Commentary: A.6.1.2. Tier 2: 5.4.3.1)

Slope failure not anticipated based on building location.

Geologic Site Hazards

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.

(Commentary: A.2.2.7. Tier 2: 5.4.2.6)

No torsional irregularities.

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.

(Commentary: A.2.2.2. Tier 2: 5.4.2.1)

No weak story.

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

(Commentary: A.2.2.4. Tier 2: 5.4.2.3)

Vertical elements continuous to foundation.

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.

(Commentary: A.2.2.3. Tier 2: 5.4.2.2)

No soft story.

client job no.

Basic Configuration Checklist Immediate Occupancy Checklist

Rating

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

ASCE 41-17

Tables 17-1 & 17-3

Description Comments

C

C

C

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.

(Commentary: A.6.2.2. Tier 2: 5.4.3.4)

Assumed strip footings and slab on grade based on visible observations and building structure above.

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.

(Commentary: A.6.2.1. Tier 2: 5.4.3.3)

0.6*Sa = 0.6*0.43 = 0.26

Min base/height ratio =~ 1.8

Foundation Configuration

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

(Commentary: A.6.1.3. Tier 2: 5.4.3.1)

Fault surface rupture not anticipate based on building location.

client job no.

Building Type W2 Checklist Immediate Occupancy

Rating

C

NC

N/A

NC

C

NC

N/A

N/A

SHEAR STRESS CHECK: The shear stress in the shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the following values:

Structural panel sheathing 1,000 lb/ft

Diagonal sheathing 700 lb/ft

Straight sheathing 100 lb/ft

All other conditions 100 lb/ft (Commentary: A.3.2.7.1. Tier 2: 5.5.3.1.1)

Existing shear walls are comprised of wood studs and gypsum wallboard. The shear in these walls is greater than 100 lb/ft.

STUCCO (EXTERIOR PLASTER) SHEAR WALLS:

Multi-story buildings do not rely on exterior stucco walls as the primary seismic-force-resisting system.

(Commentary: A.3.2.7.2. Tier 2: 5.5.3.6.1)

No stucco or plaster walls.

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

ASCE 41-17

Table 17-7

Description Comments

Seismic-Force-Resisting System REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to

2.

(Commentary: A.3.2.1.1. Tier 2: 5.5.1.1)

Greater than 2 shear walls in each direction and at each level.

HILLSIDE SITE: For structures that are taller on at least one side by more than one-half story because of a sloping site, all shear walls on the downhill slope have an aspect ratio less than 1 to 2.

(Commentary: A.3.2.7.6. Tier 2: 5.5.3.6.3)

Building site is not sloping.

CRIPPLE WALLS: Cripple walls below first-floor-level shear walls are braced to the foundation with wood structural panels.

(Commentary: A.3.2.7.7. Tier 2: 5.5.3.6.4)

No cripple walls. Slab-on-grade.

GYPSUM WALLBOARD OR PLASTER SHEAR

WALLS: Interior plaster or gypsum wallboard are not used as shear walls on buildings more than one story high with the exception of the uppermost level of a multi-story building.

(Commentary: A.3.2.7.3. Tier 2: 5.5.3.6.1)

Two story interior walls are currently gypsum wallboard walls. These walls need to be utilized as shear walls, therefore, this is non-compliant.

WALLS CONNECTED THROUGH FLOORS: Shear walls have an interconnection between stories to transfer overturning and shear forces through the floor.

(Commentary: A.3.2.7.5. Tier 2: 5.5.3.6.2)

Multistory walls at center of building. Unknown conditions, assumed non-compliant

NARROW WOOD SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 1.5-to-

1 are not used to resist seismic forces.

(Commentary: A.3.2.7.4. Tier 2: 5.5.3.6.1)

Wood shear wall aspects ratios are less than 1.5-to-

1.

client job no.

Building Type W2 Checklist Immediate Occupancy

Rating

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

ASCE 41-17

Table 17-7

Description Comments

NC

NC

N/A

U

N/A

U

N/A

N/A

NC

NC

WOOD POSTS: There is a positive connection of wood posts to the foundation.

(Commentary: A.5.3.3. Tier 2: 5.7.3.3)

No known wood posts.

OPENINGS: Walls with openings greater than 80% of the length are braced with wood structural panel shear walls with aspect ratios of not more than 1.5-to-1 or are supported by adjacent construction through positive ties capable of transferring the seismic forces.

(Commentary: A.3.2.7.8. Tier 2: 5.5.3.6.5)

Exterior walls have openings greater than 80% of length. Diaphragm to be used to drag loads to interior shear walls.

HOLD-DOWN ANCHORS: All shear walls have hold-down anchors attached to the end studs constructed in accordance with acceptable construction practices.

(Commentary: A.3.2.7.9. Tier 2: 5.5.3.6.6)

There are no structural drawings to indicate if there are hold-down anchors at shear walls so condition is unknown. However, there were none visually observed.

Connections

Diaphragms

WOOD SILLS: All wood sills are bolted to the foundation.

(Commentary: A.5.3.4. Tier 2: 5.7.3.3)

The condition was not visible during site observations and is unknown.

GIRDER/COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support.

(Commentary: A.5.4.1. Tier 2: 5.7.4.1)

No known girder to columns connections.

WOOD SILL BOLTS: Sill bolts are spaced at 4 ft or less, with acceptable edge and end distance provided for wood and concrete.

(Commentary: A.5.3.7. Tier 2: 5.7.3.3)

The condition was not visible during site observations and is unknown.

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

(Commentary: A.6.2.3.)

Shallow foundations.

SLOPING SITES: The difference in foundation embedment depth from one side of the building to another shall not exceed one story high.

(Commentary: A.6.2.4)

Building site is not sloping.

DIAPHRAGM CONTINUITY: The diaphragms are not composed of split-level floors and do not have expansion joints.

(Commentary: A.4.1.1. Tier 2: 5.6.1.1)

Split level diaphragms occur at mezzanines located in the center of the building at approximately the low roof level.

ROOF CHORD CONTINUITY: All chord elements are continuous, regardless of changes in roof elevation.

(Commentary: A.4.1.3. Tier 2: 5.6.1.1) client job no.

Building Type W2 Checklist Immediate Occupancy

Rating

ESD River Mill Elementary School sheet no.

Estacada, OR

Opsis Architecture 10022000627

ASCE 41-17

Table 17-7

Description Comments

NC

N/A

C

NC

C

OTHER DIAPHRAGMS: The diaphragm does not consist of a system other than wood, metal deck, concrete, or horizontal bracing.

(Commentary: A.4.7.1. Tier 2: 5.6.5)

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

(Commentary: A.4.2.1. Tier 2: 5.6.2)

Wood structural panel diaphragm.

SPANS: All wood diaphragms with spans greater than 12 ft consist of wood structural panels or diagonal sheathing.

(Commentary: A.4.2.2. Tier 2: 5.6.2)

Wood structural panel diaphragm.

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 ft.

(Commentary: A.4.2.3. Tier 2: 5.6.2)

Unblocked wood structural panel diaphragm has aspect ratios less than 3-to-1 but has spans greater than 30 ft. Therefore, non-compliant.

DIAPHRAGM REINFORCEMENT AT OPENINGS:

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

(Commentary: A.4.1.8. Tier 2: 5.6.1.5)

Unknown around center raised portion of roof, assume not present.

client job no.

Nonstructural Checklist

Life Safety

Rating

U

U

U

N/A

U

U

U

U

U

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

FIRE SUPPRESSION PIPING: Fire suppression piping is anchored and braced in accordance with

NFPA-13.

(Commentary: A7.13.1, Tier 2: 13.7.4)

Fire suppression piping anchorage is unknown.

Description Comments

Life Safety Systems

FLEXIBLE COUPLINGS: Fire suppression piping has flexible couplings in accordance with NFPA-13.

(Commentary: A7.13.2, Tier 2: 13.7.4)

Fire suppression piping connections are unknown.

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

(Commentary: A7.12.1, Tier 2:13.7.7)

Emergency power equipment anchorage is unknown.

STAIR AND SMOKE DUCTS: Stair pressurization and smoke control ducts are braced and have flexible connections at seismic joints.

(Commentary: A7.14.1, Tier 2: 13.7.6)

No separately enclosed stairs.

SPRINKLER CEILING CLEARANCE: Penetrations through panelized ceilings for fire suppression devices provide clearances in accordance with

NFPA-13.

(Commentary: A7.13.3, Tier 2: 13.7.4)

Sprinkler ceiling clearance unknown.

Hazardous Materials

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

(Commentary: A7.12.2, Tier 2: 13.7.1)

It is unknown if there are hazardous materials in the building.

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

(Commentary A7.15.1, Tier 2: 13.7.1)

It is unknown if there are hazardous materials in the building.

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

(Commentary: A7.13.4, Tier 2: 13.7.4 & 13.7.5)

It is unknown if there are hazardous materials in the building.

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

(Commentary: A7.13.3, Tier 2: 13.7.3 & 13.7.5)

It is unknown if there are hazardous materials in the building.

client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

U

N/A

N/A

N/A

N/A

N/A

NC

Light Fixtures

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

(Commentary A7.15.4, Tier 2: 13.7.3 & 13.7.5)

It is unknown if there are hazardous materials in the building.

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.

(Commentary A7.13.6, Tier 2: 13.7.3, 13.7.5, & 13.7.6)

No seismic joints or isolated planes in the building.

Partitions

UNREINFORCED MASONRY: Unreinforced masonry or hollow-clay tile partitions are braced at a spacing of at most 10 ft in Low or Moderate

Seismicity, or at most 6 ft in Hight Seismic.

(Commentary: A7.1.1, Tier 2: 13.6.2)

No masonry or hollow-clay tile partitions.

HEAVY PARTITIONS SUPPORTED BY CEILINGS:

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

(Commentary: A7.2.1, Tier 2: 13.6.4)

No masonry or hollow-clay tile partitions.

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.

(Commentary: A.7.2.1, Tier 2: 13.6.2)

No masonry or hollow-clay tile partitions.

SUSPENDED GYPSUM BOARD: Suspended gypsum board ceilings have attachments that resist seismic forces for every 12 ft of area.

(Commentary: A7.2.2, Tier 2: 13.6.4)

Suspended gypsum board ceilings are not braced for seismic forces.

Ceilings

SUSPENDED LATH AND PLASTER: Suspended lath and plaster ceilings have attachments that resist seismic forces for every 12 ft of area.

(Commentary: A7.2.3, Tier 2: 13.6.4)

No suspended lath and plaster ceilings.

client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

NC

NC

N/A

N/A

N/A

CLADDING ISOLATION: For steel or concrete moment frame buildings, panel connections are detailed to accommodate a story drift ratio 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.

(Commentary: A.7.4.3. Tier 2: 13.6.1)

Not a moment frame building.

MULTI-STORY PANELS: For multi-story panels attached at more than one floor level, panel connections are detailed to accommodate a story drift ratio 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.

(Commentary: A.7.4.4. Tier 2: 13.6.1)

No multi-story cladding panels.

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 heigh in inches for Life Safety in

High Seismicity and Position Retention in any seismicity.

(Commentary: A.7.4.5 Tier 2: 13.6.1)

No multi-story cladding panels.

Cladding and Glazing

CLADDING ANCHORS: Cladding components weighing more than 10 lb/ft are mechanically anchored to the structure at a spacing equal to or less than the following: for Life Safety in Moderate

Seismicity, 6 ft; for Life Safety in High Seismicity and for Position Retention in any seismicity, 4 ft.

(Commentary: A.7.4.1. Tier 2: 13.6.1)

Anchorage of exterior brick veneer is required.

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.

(Commentary: A.7.3.2. Tier 2: 13.6.4 and 13.7.9)

Light fixtures are not braced for seismic forces.

client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

N/A

N/A

N/A

N/A

NC

N/A

U

N/A

WEAKENED PLANES: Masonry veneer is anchored to the backup adjacent to weakened planes, such as at the locations of flashing.

(Commentary: A.7.5.3. Tier 2: 13.6.1.2)

UNREINFORCED MASONRY BACKUP: There is no unreinforced masonry backup.

(Commentary: A.7.7.2. Tier 2: 13.6.1.1 and 13.6.1.2)

Locations of masonry veneer anchorage is unknown.

Wood stud wall brick veneer backup.

Masonry Veneer 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, and the ties have spacing no greater than the following: for Life Safety in Low or Moderate Seismicity, 36 in.; for Life Safety in

High Seismicity and for Position Retention in any seismicity, 24 in.

(Commentary: A.7.5.1. Tier 2: 13.6.1.2)

Anchorage of exterior brick veneer is required.

SHELF ANGLES: Masonry veneer is supported by shelf angles or other elements at each floor above the ground floor.

(Commentary: A.7.5.2. Tier 2: 13.6.1.2)

No masonry veneer shelf angles.

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

(Commentary: A.7.4.6. Tier 2: 13.6.1.4)

No multi-story cladding panels.

INSERTS: Where concrete cladding components use inserts, the inserts have positive anchorage or are anchored to reinforcing steel.

(Commentary: A.7.4.7. Tier 2: 13.6.1.4)

No concrete cladding components.

OVERHEAD GLAZING: Glazing panes of any size in curtain walls and individual interior or exterior panes over 16 ft in area are laminated annealed or laminated heat-strengthened glass and are detailed to remain in the frame when cracked.

(Commentary: A.7.4.8: Tier 2: 13.6.1.5)

No overhead glazing.

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.

(Commentary: A.7.4.5. Tier 2: 13.6.1.4)

No multi-story cladding panels.

client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

N/A

N/A

N/A

N/A

N/A

N/A

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

(Commentary: A.7.8.3. Tier 2: 13.6.5)

No concrete parapets.

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. This checklist item does not apply to parapets or cornices covered by other checklist items.

(Commentary: A.7.8.4. Tier 2: 13.6.6)

No cantilevered appendages.

Masonry Chimneys

Parapets, Cornices, Ornamentation, and Appendages 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.

(Commentary: A.7.8.1. Tier 2: 13.6.5)

No URM parapets or cornices.

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; for Life Safety in High

Seismicity and for Position Retention in any seismicity, 6 ft.

(Commentary: A.7.8.2. Tier 2: 13.6.6)

No canopies.

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.

(Commentary: A.7.7.1. Tier 2: 13.6.1.1 and 13.6.1.2)

Wood stud wall brick veneer backup.

STUD TRACKS: For veneer with metal stud backup, stud tracks are fastened to the structure at a spacing equal to or less than 24 in. on center.

(Commentary: A.7.6.1. Tier 2: 13.6.1.1 and 13.6.1.2)

Wood stud wall brick veneer backup.

client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

N/A

N/A

N/A

N/A

N/A

U

No industrial storage racks.

Equipment anchorage is unknown.

INDUSTRIAL STORAGE RACKS: Industrial storage racks or pallet racks more than 12 ft high meet the requirements of ANSI/MH 16.1 as modified by

ASCE 7 Chapter 15.

(Commentary: A.7.11.1. Tier 2: 13.8.1)

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 anchored to the structure or to each other.

(Commentary: A.7.11.2. Tier 2: 13.8.2)

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.

(Commentary: A.7.10.1. Tier 2: 13.6.2 and 13.6.8)

No hollow-clay tile or unreinforced masonry walls.

STAIR DETAILS: In moment frame structures, the connection between the stairs and the structure does not rely on shallow anchors in concrete.

Alternatively, the stair details are capable of accommodating the drift calculated using the Quick

Check procedure of Section 4.5.3.1 without including any lateral stiffness contribution from the stairs.

(Commentary: A.7.10.2. Tier 2: 13.6.8)

Not a moment frame building.

Contents and Furnishings

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.

(Commentary: A.7.9.1. Tier 2: 13.6.7)

No masonry chimneys.

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

(Commentary: A.7.9.2. Tier 2: 13.6.7)

No masonry chimneys.

Stairs client job no.

Nonstructural Checklist

Life Safety

Rating

ASCE 41-17

Table 17-38 sheet no.

10022000627

ESD River Mill Elementary School

Estacada, OR

Opsis Architecture

Description Comments

U

U

U

U

N/A

N/A

Elevators RETAINER GUARDS: Sheaves and drums have cable retainer guards.

(Commentary: A.7.16.1. Tier 2: 13.8.6)

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

(Commentary: A.7.16.2. Tier 2: 13.8.6)

No elevators.

No elevators.

Equipment anchorage is unknown.

Equipment anchorage is unknown.

Equipment anchorage is unknown.

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 braced.

(Commentary: A.7.12.4. Tier 2: 13.7.1 and 13.7.7)

IN-LINE EQUIPMENT: Equipment installed in-line with a duct or piping system, with an operating weight more than 75 lb, is supported and laterally braced independent of the duct or piping system.

(Commentary: A.7.12.5. Tier 2: 13.7.1)

TALL NARROW EQUIPMENT: Equipment more than 6 ft 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.

(Commentary: A.7.12.6. Tier 2: 13.7.1 and 13.7.7)

Mechanical and Electrical Equipment

Equipment anchorage is unknown. FALL-PRONE CONTENTS: Equipment, stored items, or other contents weighing more than 20 lb whose center of mass is more than 4 ft above the adjacent floor level are braced or otherwise restrained.

(Commentary: A.7.11.3. Tier 2: 13.8.2)

Seismic Evaluation and Conceptual Seismic Strengthening Scheme December 15, 2020 Appendix B: Strengthening Scheme

APPENDIX B

STRENGTHENING SCHEME

FOUNDATION PLAN

NEW PLYWOOD SHEAR WALL TYPICAL.

15/32" PLYWOOD SHEATHING ON

INTERIOR SIDE OR CORRIDOR SIDE OF

WALL TO MINIMIZE CASEWORK AND

OTHER OBSTRUCTIONS. PROVIDE 10d

NAILS AT 3" O.C. AT ALL PLYWOOD EDGES

AND PROVIDE 3x SOLID BLOCKING AND

DOUBLE STUDS AT PANEL EDGES.

PROVIDE SIMPSON HOLDOWNS AT ALL

WALL ENDS WITH 8" EMBEDMENT INTO

EXISTING FOUNDATIONS.

NEW FOOTING SECTIONS CUT INTO

EXISTING SLAB ON GRADE. 4'-0" x 4'-0" x 2'-0" WITH 100 LBS/CY REINFORCING.

TYPICAL WHERE SHOWN.

INDICATES NEW SHEAR WALL AT

EXISTING MOVEABLE

PARTITION.REMOVE EXISTING

PARTITION AND HARDWARE AND

BUILD NEW 2x6 STUD WALL WITH

PLYWOOD SHEATHING AS

INDICATED FOR SHEAR WALLS.

INDICATES LINE OF EXISTING BRICK

VENEER THAT WILL NEED TO BE REMOVED

TO INSTALL NEW PLYWOOD SHEAR WALLS.

ASSUME EXISTING CONTINUOUS

FOOTINGS AT CORRIDOR BEARING

WALLS AND ALL EXTERIOR WALLS, TYP.

EXISTING SLAB ON GRADE , TYP.

LOW ROOF FRAMING PLAN

NEW SHEAR WALLS

BELOW, TYP.

LIGHT GAUGE DIAGONAL

STRAPPING AT ROOF

OVERHANG WHERE SHOWN ON

TOP OF EXISTING PLYWOOD

DECKING

SHADED AREAS INDICATE NEW

NAILING OF EXISTING PLYWOOD

DECKING WITH 10d NAILS AT 6" O.C.

AND MINIMUM AREAS OF NEW

ROOF PATCHING

EXISTING OPEN WEB

JOISTS AT 24" O.C. TYP.

EXISTING PLYWOOD

DECKING (THICKNESS

AND NAILING TO BE

VERIFIED).

PROVIDE ALLOWANCE FOR NEW

FRAMING CLIPS AT UPPER WALL

CONNECTION TO LOWER ROOF

PLYWOOD DIAPHRAGM, TYP.

REF. SK-2

CONTINUOUS LIGHT GAUGE

COLLECTOR STRAPPING ALONG

SHEAR WALLS TYP. NAIL FROM

PLYWOOD DECKING INTO

EXISTING TOP PLATE OF WALL.

ADD BLOCKING BELOW AS

REQUIRED.

REF. SK-3

NEW PLYWOOD SHEAR WALL TYPICAL.

15/32" PLYWOOD SHEATHING ON NORTH

SIDE OF EXISTING STUD WALL. PROVIDE

10d NAILS AT 3" O.C. AT ALL PLYWOOD EDGES AND PROVIDE 3x SOLID BLOCKING

AND DOUBLE STUDS AT PANEL EDGES.

PROVIDE SIMPSON HOLDOWN ANCHORS

BETWEEN UPPER AND LOWER WALL

SEGMENTS AT EACH END.

EXISTING PLYWOOD WALL SHEATHING

BETWEEN UPPER AND LOWER ROOFS.

VERIFY EXISTING THICKNESS AND

NAILING TO ROOF FRAMING AT SELECT

LOCATIONS.

EXISTING 2x8 JOISTS AT 24" O.C.

TYP. AT CORRIDOR

AT ALL NEW E/W CLASSROOM SHEAR

WALLS PROVIDE NEW SOLID

BLOCKING AND A35 SIMPSON CLIPS AT

16" O.C. BETWEEN BLOCKING,

PLYWOOD DECKING, AND TOP OF

EXISTING OR NEW STUD WALL.

REF SK-1

LIGHT GAUGE COLLECTOR STRAPS AT

NEW TRANSVERSE SHEAR WALLS TYPICAL

ALONG SHEAR WALLS TY. NAIL FROM

PLYWOOD DECKING INTO NEW 3x

BLOCKING AT CORRIDOR.

NEW PLYWOOD SHEAR WALL TYPICAL.

15/32" PLYWOOD SHEATHING ON NORTH

SIDE OF EXISTING STUD WALL UP TO

HIGH ROOF. PROVIDE 10d NAILS AT 3"

O.C. AT ALL PLYWOOD EDGES AND

PROVIDE 3x SOLID BLOCKING AND

DOUBLE STUDS AT PANEL EDGES.

PROVIDE SIMPSON HOLDOWN ANCHORS

BETWEEN UPPER AND LOWER WALL

SEGMENTS AT EACH END.

UPPER ROOF FRAMING PLAN

EXIST. LOW

ROOF BELOW

EXIST. LOW

ROOF BELOW

PROVIDE NEW A35 CLIPS AT 12" O.C.

BETWEEN HIGH ROOF PLYWOOD

DECKING AND WALLS BELOW OVER

50% OF TOTAL WALL LENGTH

PENDING ACCESS.

EXISTING OPEN WEB TRUSSES

AT 48" O.C. WITH 2x6 PURLINS

BETWEEN AT 24" O.C.

NEW SHEAR WALLS BELOW, TYP.

EXISTING PLYWOOD DECKING

(THICKNESS AND NAILING TO

BE VERIFIED)

AT NEW SHEAR WALLS, PROVIDE

NEW SOLID BLOCKING AND A35

SIMPSON CLIPS BETWEEN

BLOCKING, PLYWOOD DECKING,

AND TOP OF EXISTING STUD

WALL TYP.

Project

Location

Client

By

Date

Revised

Date

Sheet No.

Job No.

Portland, Oregon

RME - Seismic Upgrade Concept

Estacada, OR

Opsis

Sketch 1

SLC

12/15/20

1002000627

SK-1

NEW SHEAR WALL

SHEATHING

EXISTING DOUBLE

TOP PLATE

EXISTING STUD WALL

LOW ROOF

EXISTING ROOF

SHEATHING

NEW A35 CLIP TO EXISTING

ROOF SHEATHING

NEW CONTINUOUS BUILT

UP PONY WALL OR TRUSS

IF JOIST OCCURS

OVER WALL:

PROVIDE A35 CLIPS

TOP AND BOTTOM

Typical Shear Wall to Low Roof Diaphragm Connection at Joists Parallel

SK-1

Client

By

Date

Revised

Date

Sheet No.

Job No.

Portland, Oregon

RME - Seismic Upgrade Concept

Estacada, OR

Opsis

SLC

12/15/20

1002000627

SK-2

EXISTING SHEAR

WALL SHEATHING

EXISTING DOUBLE

TOP PLATE

EXISTING STUD WALL

LOW ROOF

NEW A35 CLIP WALL

SHEATHING TO ROOF

SHEATHING

Sketch 2

EXISTING SILL

PLATE

EXISTING ROOF FRAMING

EXISTING ROOF

SHEATHING

EXISTING STUD WALL

Typical Shear Wall to Low Roof Diaphragm Connection at Joists Perp.

SK-2

Client

By

Date

Revised

Date

Sheet No.

Job No.

Portland, Oregon

RME - Seismic Upgrade Concept

Estacada, OR

Opsis

SLC

12/15/20

1002000627

SK-3

Sketch 3

NEW SHEAR WALL SHEATHING

EXISTING DOUBLE

TOP PLATE

EXISTING STUD WALL

LOW ROOF

EXISTING ROOF

SHEATHING

NEW SOLID BLOCKING

Typical Shear Wall to Low Roof Diaphragm Connection at Joists Perp.

SK-3

EXISTING ROOF FRAMING

AT CORRIDOR

NEW NAILING

NEW CONT. STRAP

EXISTING ROOF FRAMING

AT CLASSROOM

EXISTING LEDGER