ADDENDUM NO. 1 SRGP-JWE Gladstone School District

The purpose of this addendum is providing drawings and to clarify information on page 02 as noted below

Under Project Description:

Attached please find the project RFP, a set of drawings that shall act as a representative sample of the work to be completed, and a sample contract that is subject to change prior to signing by the winning Proposer. The Owner will serve as the contracting agency for the project.

SECTION 1 (line 2)

2. PRE-PROPOSAL CONFERENCE: A mandatory pre-proposal conference will be held at 11:00 AM, on November 25th, 2025, 10:00 AM November 24, 2025 at 250 E. Exeter Street, Gladstone, OR 97027.

The RFP listed conflicting dates

The correct date, time, and location are below.

• 11/24/25

• 10:00 AM

• 250 E Exeter, Gladstone OR 97027

As published in the DJC - REQUEST FOR PROPOSALS FOR

CM/GC SERVICES

Gladstone School District will be releasing a Request for Proposal utilizing a Construction Manager/General Contractor (CM/GC) process for the seismic retrofit of the existing John Wetten Elementary School Gym Seismic Rehabilitation.

All interested contractors are advised to attend a pre-proposal meeting scheduled for 10:00 AM on Monday , November 24, 2025, at 250 E Exeter Street, Gladstone, OR 97027.

This meeting will include a familiarization tour of the subject building. Construction costs for this project shall not exceed $1,923,300.

The proposals are due on Tuesday, December 9, 2025, at 2:00 PM.

A copy of the Request for Proposal can be downloaded from the Oregon Buys Website or the Gladstone School District website under the bid opportunities tab.

For any questions or clarification, contact Ivan Leigh by email at leighi@gladstone.k12.or.us mailto:leighi@gladstone.k12.or.uu

G0.0

COVER SHEET

JOHN WETTEN ELEMENTARY SCHOOL GYM SEISMIC RETROFIT

PRELIMINARY DESIGN

GLADSTONE SCHOOL DISTRICT 115

250 E EXETER STREET

GLADSTONE, OR 97027

STRUCTURAL REPAIRS:

S1. PROVIDE A COMPLETE, WELL-DEFINED LOAD PATH

BY INSTALLING NEW ELEMENTS AND CONNECTIONS

AS NEEDED TO TRANSFER INERTIAL FORCES FROM

ALL ELEMENTS OF THE BUILDING TO THE

FOUNDATION.

- IN-PLANE DIAPHRAGM CONNECTIONS

S2. PROVIDE SEISMIC ISOLATION JOINT TO AVOID

POUNDING OF THE TALLER STRUCTURE INTO THE

LOWER STRUCTURE. PROVIDE ALL NEW GRAVITY

FRAMING AND LATERAL RESISTING ELEMENTS AS

NECESSARY TO PROVIDE BUILDING SEPARATION.

A. CUT BACK (E) 2x ROOF FRAMING TO CREATE A

NEW SEISMIC ISOLATION GAP. PROVIDE ALL

NECESSARY ARCHITECTURAL JOINT CLOSURES.

B. CONSTRUCT A (N) 2x CONVENTIONAL WOOD

STUD SHEAR WALL. PROVIDE ALL NECESSARY

ROOF CONNECTION AND FOUNDATION

CONNECTION HARDWARE.

C. CONSTRUCT A (N) CONTINUOUS GRADE BEAM

TO SUPPORT THE NEW SHEAR WALL. PROVIDE

(N) PILE CAPS AS NECESSARY.

D. CUT BACK (E) FRAMING TO ENLARGE (E) SEISMIC

GAP CREATED DURING THE 1995 CAFETERIA

RENOVATION. ALL (E) BEARING ELEMENTS TO

REMAIN.

E. CONSTRUCT A (N) STEEL MOMENT FRAME TO

SUPPORT THE 1995 CAFETERIA RENOVATION

ROOF TO BE SEPARATED. PROVIDE NEW PILE

CAPS AND INSTALL NEW DEEP FOUNDATIONS TO

SUPPORT THE NEW MOMENT FRAME.

F. INSTALL NEW WOOD DRAG BEAMS TO CONNECT

ROOF DIAPHRAGM TO NEW MOMENT FRAMES.

S3. ANCHOR THE MEZZANINE TO THE

SEISMIC-FORCE-RESISTING ELEMENTS OF THE MAIN

STRUCTURE AND PROVIDE ADDITIONAL VERTICAL

LATERAL RESISTING ELEMENTS.

A. PROVIDE IN-PLANE ATTACHMENTS AT FLOOR

DIAPHRAGM TO MAIN STRUCTURES'

SEISMIC-FORCE-RESISTING ELEMENTS.

B. INSTALL NEW SHEAR WALLS BELOW

MEZZANINE FLOOR.

S4. PROVIDE DEEP FOUNDATIONS SOLUTIONS. PROVIDE

PILE AND PILE CAPS AS REQUIRED.

S5. INSTALL NEW PLYWOOD SHEATHING ON UPPER HALF

OF EXISTING WALLS TO ENSURE ADEQUATE SHEAR

CAPACITY.

S6. BOLT SHEAR WALL END STUDS TO EXISTING

CONCRETE PILASTERS.

S7. INSTALL NEW PLYWOOD DIAPHRAGM SHEATHING

BELOW THE EXISTING 4x ROOF DECKING.

S8. INSTALL NEW PLYWOOD DIAPHRAGM SHEATHING

BELOW THE EXISTING 4x ROOF DECKING.

S9. INSTALL NEW CONCRETE SHEAR WALLS TO REDUCE

THE SHEAR STRESS IN THE ADJACENT EXISTING

CONCRETE FRAME.

S10. INSTALL NEW CONCRETE SHEAR WALLS TO

REPLACE EXISTING URM WALLS TO MEET FORCE

DEMANDS.

S11. INSTALL NEW OUT-OF-PLANE ANCHORAGE.

S12. INSTALL NEW HARDWARE FOR TRANSFER OF

SEISMIC FORCES FROM DIAPHRAGM TO SHEAR

WALLS.

S13. INSTALL NEW CONCRETE SHEAR WALLS IN-LINE OF

THE EXISTING CONCRETE SHEAR WALLS TO MEET

FORCE DEMAND.

S14. INSTALL NEW CONCRETE SHEAR WALLS TO REDUCE

THE SHEAR WALL ASPECT RATIO.

S15. PROVIDE NEW DRAG ELEMENTS AT REENTRANT

CORNERS.

S16. PROVIDE NEW CONTINUOUS CROSS TIES BETWEEN

DIAPHRAGM CHORDS.

S17. STRENGTHEN EXISTING MASONRY SHEAR WALL

LINES TO MEET SEISMIC FORCE DEMANDS.

A. INSTALL NEW CONCRETE SHEAR WALLS TO

REPLACE EXISTING URM WALLS.

B. INSTALL NEW WOOD FRAMED SHEAR WALLS TO

REPLACE THE EXISTING GYPSUM SHEAR

WALL INFILLS.

S18. REDUCE THE UNSUPPORTED LENGTH OF THE

EXISTING SLENDER URM WALLS.

A. INSTALL NEW STEEL STRONGBACK COLUMNS TO

RESIST OUT-OF-PLANE FORCES.

B. INSTALL NEW STEEL SPANDRELS TO RESIST

OUT-OF-PLANE FORCES.

S19. RETROFIT AND STRENGTHEN BEAMS TO SUPPORT

CODE REQUIRED VERTICAL SEISMIC LOADING.

NON-STRUCTURAL REPAIRS:

N1. REMOVE GLAZING AND REPLACE WITH NEW SAFETY

GLASS WINDOWS SYSTEM.

N2. SEISMICALLY ANCHOR EXISTING CANOPIES TO THE

STRUCTURE.

-OUT-OF-PLANE CONNECTIONS

N3. REMOVE SUSPENDED ITEMS OR ENSURE THAT ITEMS

ARE FREE TO SWING FROM STRUCTURE WITHOUT

DAMAGING THEMSELVES OR ADJOINING

COMPONENTS.

N4. INSTALL BRACING FOR ALL ROUND DUCTS LARGER

THAN 28 IN. IN DIAMETER.

REPAIR KEYNOTES

TRUE/PROJECT

NORTH

*SITE PLAN NOT

TO SCALE

BUILDING KEY PLAN

VICINITY MAP

G0.0 COVER SHEET

S1.1 AREA A FOUNDATION PLAN

S1.2 AREA A MEZZANINE FRAMING PLAN

S2.1 AREA A ROOF FRAMING PLAN

SHEET INDEX

PROJECT

LOCATION

AREA A:

ORIGINAL GYMNASIUM 1958

±9,200 S.F.

IMMEDIATE OCCUPANCY

W2, C2a, & URM

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

E

IN

C H

E Q

U

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FU

LL

S

C

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GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AREA B:

ORIGINAL CLASSROOM

±16,500 S.F.

NOT IN SCOPE

AREA C:

MUSIC ROOM ADDITION

±5,250 S.F.

NOT IN SCOPE

AREA D:

LIBRARY AND

CLASSROOM ADDITION

±13,000 S.F.

NOT IN SCOPE

AREA E:

1995 ADDITION

±39,000 S.F.

NOT IN SCOPE

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

AutoCAD SHX Text

OREGON

AREA E

AREA A FOUNDATION PLAN

NTS

S1.1

CAMPUS KEY

NTS

S1.1

CAMPUS KEY

NTS

S1.1

AREA C

AREA A

AREA D

AREA B

OUT OF SCOPE

OUT OF SCOPE

S4 TYP.

S4 TYP.

S4 TYP.

S4 TYP.

S2C

S9,S17A

S9,S17A

S18A TYP.

S4 TYP.

S4 TYP. S17B TYP.

S4 TYP.

S2B

S3B

S3B

S4 TYP.

S2C

S2E

S4 TYP.S10, S13, S14

S10, S13, S14

O U

T O

F

SC

O

PE

S2C

S2C

S1.1

AREA A FOUNDATION

PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

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IN

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LL

S

C

AL

E

GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

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CAMPUS KEY

NTS

S1.2

CAMPUS KEY

NTS

S1.2

OUT OF SCOPE

OUT OF SCOPE

AREA A CANOPY FRAMING PLAN

NTS

S1.2

AREA A MEZZANINE FRAMING PLAN

NTS

S1.2

OUT OF SCOPE

S3B TYP.

N2 TYP.

S3A TYP.

S3B TYP.

S11, S16

S3A TYP.

S11, S16

S7, S8

AREA E

AREA C

AREA A

AREA D

AREA B

S1.2

AREA A MEZZANINE

FRAMING PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

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IN

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GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

AREA A ROOF FRAMING PLAN

S2.1

CAMPUS KEY

NTS

S2.1

CAMPUS KEY

NTS

S2.1

S1.2

S1.2

S19

S19

S19

S19 S11 TYP.

S5 TYP.

S7, S8

S1, S12

S11 TYP.

S18B TYP.

S18A

S1 TYP.S2AS2B

S6 TYP.

S2A S2B

S10, S13, S14

S18B TYP.

S18B

S18BS9,S17A

S11 TYP.

S1, S12

S15

S15

S10, S13, S14

S11 TYP.

S5

S1 TYP.

S2C

S1 TYP.

S2A

S7, S8

OUT OF SCOPE

OUT OF SCOPE

AREA E

AREA C

AREA A

AREA D

AREA B

S2A,S2B S9,S17A

O U

T O

F

SC

O

PE

S2B

S2E

S2D

S2F

S2F

S1, S12

S11

S11

S2.1

AREA A ROOF

FRAMING PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

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C H

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U

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FU

LL

S

C

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GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888 www.zcsea.com

Seismic Evalua� on Report For:

JOHN WETTEN ELEMENTARY

GYMNASIUM

250 E Exeter St, Gladstone, OR 97027

Gladstone School District

Prepared By:

ZCS Engineering & Architecture

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

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

503.659.2205 | Ma! S@zcsea.com

Gladstone School District 115 December 2024

John Wetten Elementary School Gymnasium P-2978-24

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 Gym Yes 1958 URM W2 C2a Yes No

B Original

Classroom No 1958 URM

C Music Room

Addition No 1964 W2

D

Library and

Classroom

Addition

No 1977 W2

E 1995 Addition No 1995 W2

Yes, Liquefaction per DOGAMI, ruled out per geotech report.

Retrofit Square Feet

Retrofit Cost per Square

Foot

9,200

$ 282.49

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

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

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

Project Summary Information

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

Performance Objective, if known.

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

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

Total Retrofit Cost $ 2,598,905.00

Engineering Report Cover Page

Project Summary Page Page 1

Building Parts Identification Page 5

Statement of the Performance Objective Page 7

Summary of Deficiencies

Structural Seismic Deficiencies Page 11

Nonstructural Seismic Deficiencies Page 14

Summary of Mitigation/Retrofit

Structural Mitigation/Retrofit Page 11

Nonstructural Mitigation/Retrofit Page 14

Summary Construction Cost Estimate

Direct Cost Page 16

Indirect Soft Cost Page 16

Certification Statement by Engineer Page 17

ASCE 41-17 Tier 1 Checklist

Basic Configuration Checklist Appendix B

Building System Structural Checklist Appendix B

Nonstructural Checklist Appendix B

Retrofit Drawings & Sketches Appendix C

DOGAMI or Geotechnical Report Appendix D

Itemized Construction Cost Estimate Appendix E

Rapid Visual Screening Appendix F

Engineering Report Checklist

C

C

C

C

C

C

C

C

C

C

C

C

C

C

C

C

C

C

1.0 Project Introduction

250 E Exeter St

Gladstone, OR 97027

ASCE 41-17 (Tier 1 Analysis)

IV

Immediate Occupancy for

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

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

W2 C2a URM

$2,598,905.00

$282.49

Gladstone School District 115 is located in Gladstone, Oregon in Clackamas County. The District operates four (4) schools located within the community including the property of interest, Jonh Wetten Elementary School. The

District has retained ZCS Engineering and Architecture (ZCS) to perform a seismic evaluation of John Wetten

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

Existing Buildings ASCE/SEI 41-17”.

SEISMIC EVALUATION SNAPSHOT

Street Address

Evaluation Standard

Building’s Risk Category

Target Building Performance Level

Target Non-Structural Performance Level

ASCE 41 Building Type

Cost Estimate

Cost/Square Foot

2.0 Building Description

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

Wood Frames, Commercial and Industrial W2

These buildings are commercial or industrial buildings with a floor area of 5,000 ft or more. There are few, if any, interior walls. The floor and roof framing consists of wood or steel trusses, glulam or steel beams, and wood posts or steel columns. The foundation system may consist of a variety of elements. Seismic forces are resisted by wood diaphragms and exterior stud walls sheathed with plywood, oriented strand board, stucco, plaster, or straight or diagonal wood sheathing, or they may be braced with rod bracing. Wall openings for storefronts and garages, where present, are framed by a post-and-beam framing.

Concrete Shear Walls C2

These buildings have floor and roof framing that consists of cast-in-place concrete slabs, concrete beams, one-way joists, two-way waffle joists, or flat slabs. Buildings may also have steel beams, columns, and concrete slabs for the gravity framing. Floors are supported on concrete columns or bearing walls. Seismic forces are resisted by cast-in-place concrete shear walls. In older construction, shear walls are lightly reinforced but often extend throughout the building. In more recent construction, shear walls occur in isolated locations, are more heavily reinforced, and have concrete slabs that are stiff relative to the walls. The foundation system may consist of a variety of elements.

C2a (with flexible diaphragms)

These buildings are similar to C2 buildings, except that diaphragms consist of wood sheathing, or have large aspect ratios, and are flexible relative to the walls.

Unreinforced Masonry Bearing Walls URM

This building was initially reviewed as an RM1 construction type due to the presence of some reinforcing present in the wall construction. Through the RM1 Tier 1 evaluation it was determined that the walls are under reinforced. Accordingly, this building is classified as a URM.

These buildings have a perimeter bearing walls that consist of unreinforced clay brick, stone, or concrete masonry. Interior bearing walls, where present, also consist of unreinforced clay brick, stone, or concrete masonry. In older construction, floor and roof framing consists of straight or diagonal lumber sheathing supported by wood joists, which, in turn, are supported on posts and timbers. In more recent construction, floors consist of structural panel or plywood sheathing rather than lumber sheathing. The diaphragms are flexible relative to the walls. Where they exist, ties between the walls and the diaphragms consist of anchors or bent steel plates embedded in the mortar joints and attached to framing. The foundation system may consist of a variety of elements.

Construction Year: 1958

Building Name: Original Gym

ASCE 41-17 Building Type: URM W2 C2a

In Scope?: Yes

Construction Year: 1958

Building Name: Original Classroom

ASCE 41-17 Building Type: URM

In Scope?: No

Construction Year: 1964

Building Name: Music Room Addition

ASCE 41-17 Building Type: W2

In Scope?: No

Construction Year: 1977

Building Name: Library and Classroom

Addition

ASCE 41-17 Building Type: W2

In Scope?: No

Construction Year: 1995

Building Name: 1995 Addition

ASCE 41-17 Building Type: W2

In Scope?: No

Figure 1 - John Wetten Elementary School Key Plan

C

D

E

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

BUILDING PARTS

A

B

Building Part A Construction:

o ASCE 41-17 Building Type:

o URM, W2, & C2a o Unsupported hinge in perimeter walls (lack of low roof connection).

o Under designed glue-laminated beams o Straight 3x decking beam supported by 3" dia. pipe column and URM walls.

o Slab-on-grade with concrete stem walls and shallow foundations.

o The east wall was removed during a renovation and opens into a cafeteria w/ no lateral support.

o Roof Structure:

o Gym Walls:

o Mezzanine:

o Canopy:

o Foundation:

o Notable Structural Features/Concerns:

o The west side of the glulam beams are supported by a concrete beam and column system above the proscenium.

o Upper half: Dimensional 2x6 @ 16" o.c. studs with 5/8" plywood sheathing.

o Lower half: Unreinforced masonry. Top of masonry wall is unsupported.

o Plywood sheathed diaphragm supported by dimensional floor joists bearing on exterior and interior URM walls.

o 4x straight sheathed roof diaphragm supported by double tapered glulaminated beams supported by glulam columns at east side.

o The lower roofs surrounding the gymnasium consist of 2x rafters supporting straight sheathing.

3.0 Seismic Evaluation Methodology

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

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

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

Program for grant applications.

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

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

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

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

Figure 2 - Building Performance Objectives

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

D

Moderately High

High

0.789

0.547 fa = 1.323 | fv = 2.072

0.367

0.202

Fa = 1.6 | Fv = 2.4

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

4.0 Seismicity

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

Sx1

Soil Condition Amplification Factors (Fa, Fv)

SITE SPECIFIC SEISMICITY

ASCE 7-16 Site Soil Classification

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

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

BSE-2E:

Sxs

Sx1

Soil Condition Amplification Factors (fa, fv)

BSE-1E:

Sxs

5.0 Site Specific Hazards

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

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

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

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

Liquefaction

This project is located within a liquefaction hazard area as identified by the DOGAMI Oregon HazVu. Due to the severity of the hazard and our knowledge of the local subsurface conditions, we have included mitigation for the hazard within the scope of the retrofit.

6.0 Deficiencies and Repairs

Tier 1 Deficiency

Description Deficiency Statement Repair Statement

Plan Key

Note

IO BASIC CHECKLIST

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

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

- In-plane diaphragm connections

S1

ADJACENT

BUILDINGS

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

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

Provide seismic isolation joint to avoid pounding of the taller structure into the lower structure. Provide all new gravity framing and lateral resisting elements as necessary to provide building separation.

A. Cut back (E) 2x roof framing to create a new seismic isolation gap. Provide all necessary architectural joint closures.

B. Construct a (N) 2x conventional wood stud shear wall. Provide all necessary roof connection and foundation connection hardware.

C. Construct a (N) continuous grade beam to support the new shear wall.

Provide (N) piles and pile caps as necessary.

D. Cut back (E) framing to enlarge (E) seismic gap created during the 1995 cafeteria renovation. All (E) bearing elements to remain.

E. Construct a (N) steel moment frame to support the 1995 cafeteria renovation roof to be seperated. Provide new pile caps and install new deep foundations to support the new moment frame.

F. Install new wood drag beams to connect roof diaphragm to new moment frames.

S2

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

Tier 1 Deficiency

Description Deficiency Statement Repair Statement

Plan Key

Note

MEZZANINES Interior mezzanine levels are not braced independently from the main structure or are not anchored to the seismic-force-resisting elements of the main structure.

Anchor the mezzanine to the seismic-force-resisting elements of the main structure and provide additional vertical lateral resisting elements.

A. Provide in-plane attachements at floor diaphragm to main strucutures' seismic-force-resisting elements.

B. Install new shear walls below mezzanine floor.

S3

LIQUEFACTION Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the buildings seismic performance exist in the foundation soils at the depths within 50 ft under the building.

Provide deep foundations solutions.

Provide piles and pile caps as required.

S4

W2: IO CHECKLIST

SHEAR STRESS

CHECK

The shear stress in the shear walls, calculated using the Quick Check procedure of Section

4.4.3.3, is higher 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

Install new plywood sheathing on upper half of existing walls to ensure adequate shear capacity.

S5

HOLD-DOWN

ANCHORS

Not all shear walls have hold-down anchors attached to the end studs constructed in accordance with acceptable construction practices.

Bolt shear wall end studs to existing concrete pilasters.

S6

STRAIGHT

SHEATHING

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

Install new plywood diaphragm sheathing below the existing 4x roof decking.

S7

SPANS Not all wood diaphragms with spans greater than

12 ft consist of wood structural panels or diagonal sheathing.

Install new plywood diaphragm sheathing below the existing 4x roof decking.

S8

C2: IO CHECKLIST

COMPLETE FRAMES Steel or concrete frames classified as secondary components do not form a complete vertical-load-carrying system.

Install new concrete shear walls to reduce the shear stress in the adjacent existing concrete frame.

S9

SHEAR STRESS

CHECK

The shear stress in the concrete shear walls, calculated using the Quick Check procedure of

Section 4.4.3.3, is less than the greater of 100 lb/in.2 or √f'c.

Install new concrete walls to replace existing URM walls to meet force demands.

S10

Deficiency Statement Repair Statement

Plan Key

Note

WALL ANCHORAGE

AT FLEXIBLE

DIAPHRAGMS

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

Check procedure of Section 4.4.3.7.

Install new out-of-plane anchorage. S11

TRANSFER TO

SHEAR WALLS

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

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

S12

COUPLING BEAMS The ends of both walls to which the coupling beam is attached are not supported at each end to resist vertical loads caused by overturning.

Coupling beams do not have the capacity in shear to develop the uplift capacity of the adjacent wall.

Install new concrete shear walls in-line with the existing concrete shear walls to meet force demand.

S13

CONFINEMENT

REINFORCING

For shear walls with aspect ratios greater than 2-to-1, the boundary elements are not confined with spirals or ties with spacing less than 8db.

Install new concrete shear walls to reduce the shear wall aspect ratio.

S14

PLAN

IRREGULARITIES

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

Provide new drag elements at reentrant corners

S15

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

Provide new continuous cross ties between diaphragm chords.

S16

STRAIGHT

SHEATHING

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

Install new plywood sheathing below the existing 4x roof decking.

SEE S7

SPANS Not all wood diaphragms with spans greater than

12 ft consist of wood structural panels or diagonal sheathing.

Install new plywood sheathing below the existing 4x roof decking.

SEE S8

URM: IO CHECKLIST

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 greater than

30lb/in.2 for clay units and 70lb/in.2 for concrete units.

Strengthen existing masonry shear wall lines to meet force demands.

A. Install new concrete shear walls to replace existing URM walls.

B. Install new wood framed shear walls to replace the existing gypsum shear wall infills.

S17

Deficiency Statement Repair Statement

Plan Key

Note

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

Check procedure of Section 4.4.3.7.

Install new out-of-plane anchorage. SEE S11

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

Top story of multi-story building 9

First story of multi-story building 15

All other conditions 13

Reduce the unsupported length of the slender URM walls .

A. Install new strongback columns to resist out-of-plane forces.

B. Install new steel spandels to resist out-of-plane forces.

S18

PLAN

IRREGULARITIES

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

Provide new drag elements ar reentrant corners.

SEE S15

STRAIGHT

SHEATHING

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

Install new plywood diaphragm sheathing below the existing 4x decking.

SEE S7

SPANS Not all wood diaphragms with spans greater than

12 ft consist of wood structural panels or diagonal sheathing.

Install new plywood diaphragm sheathing below the existing 4x decking.

SEE S8

GLULAMS Existing glue laminated beams built prior to 1970 were under designed based on inadequate material stress information available at the time.

This results in beams that cannot be relied upon to support code prescribed vertical seismic loading.

Retrofit and strengthen beams to support code required vertical seismic loading.

S19

NONSTRUCTURAL CHECKLIST

OVERHEAD

GLAZING

Glazing panes of any size in curtain walls and individual interior or exterior panes more than

16ft.2 in area are not laminated annealed or laminated heat-strengthened glass or are not detailed to remain in the frame when cracked.

Remove glazing and replace with new safety glass windows system.

N1

CANOPIES Canopies at building exits are not anchored to the structure at a spacing no greater than the following: for Life Safety in Low or Moderate

Seismicity, 10 ft; for Life Safety in High Seismicity and for Position Retention in any seismicity, 6 ft.

Seismically anchor existing canopies to the structure.

- Out-of-Plane Connections

N2

SUSPENDED

CONTENTS

Items suspended without lateral bracing are not free to swing from or move with the structure from which they are suspended without damaging themselves or adjoining components.

Remove suspended items or ensure that items are free to swing from structure without damaging themselves or adjoining components.

N3

VERTICAL SEISMIC COMPONENT DEFICIENCIES

Deficiency Statement Repair Statement

Plan Key

Note

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

in diameter are not braced. The maximum spacing of transverse bracing exceeds 30 ft. The maximum spacing of longitudinal bracing exceeds 60 ft.

Install bracing for all round ducts larger than 28 in. in diameter.

N4

7.0 Preliminary Construction Cost Estimate

$ 1,923,300.00

$ 308,900.00

$ 62,700.00

$ 27,600.00

$ 276,405.00

$ 2,598,905.00

$ 98,905.00

$ 2,500,000.00

9,200

$ 282.49 Cost/Square Foot

Construction Contingency

TOTALS AND SUMMARY

Total Cost Estimate

Match Funds

Total Amount Requested from SRGP

Total Area

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

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

Relocation

The building is in a liquefaction zone and the costs to mitigate the liquefaction hazard are included in the cost estimate.

This building is an unreinforced masonry structure. Accordingly, it is acknowledged that a Tier

3 evaluation is required prior to the retrofit design. The consultant costs for the Tier 3 evaluation have been included in the cost estimate as a separate line item.

DIRECT COST

Construction

Engineering

Construction Management

It should be noted that the cost per square-foot of the this retrofit may seem abnormally high. The higher-than-average costs are a result of several factors including the following:

Matthew R. Smith, PE, SE

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

8.0 Conclusion and Certification Statement

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

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

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

Certification Statement

Appendix A:

Figures

Figure 1: WEST ELEVATION

Figure 2: GYM INTERIOR

Figure 3: TYPICAL HINGE IN WALL

Figure 4: UNDER DESIGNED GLUE LAMINATED BEAMS

Figure 5: CONCRETE SHEAR WALLS SUPPORTING MEZZANINE

Figure 6: DEFICIENT GLAZING

Appendix B:

Tier 1 Check Sheets

Appendix C:

Preliminary Seismic Retrofit

Drawings

G0.0

COVER SHEET

JOHN WETTEN ELEMENTARY SCHOOL GYM SEISMIC RETROFIT

PRELIMINARY DESIGN

GLADSTONE SCHOOL DISTRICT 115

250 E EXETER STREET

GLADSTONE, OR 97027

STRUCTURAL REPAIRS:

S1. PROVIDE A COMPLETE, WELL-DEFINED LOAD PATH

BY INSTALLING NEW ELEMENTS AND CONNECTIONS

AS NEEDED TO TRANSFER INERTIAL FORCES FROM

ALL ELEMENTS OF THE BUILDING TO THE

FOUNDATION.

- IN-PLANE DIAPHRAGM CONNECTIONS

S2. PROVIDE SEISMIC ISOLATION JOINT TO AVOID

POUNDING OF THE TALLER STRUCTURE INTO THE

LOWER STRUCTURE. PROVIDE ALL NEW GRAVITY

FRAMING AND LATERAL RESISTING ELEMENTS AS

NECESSARY TO PROVIDE BUILDING SEPARATION.

A. CUT BACK (E) 2x ROOF FRAMING TO CREATE A

NEW SEISMIC ISOLATION GAP. PROVIDE ALL

NECESSARY ARCHITECTURAL JOINT CLOSURES.

B. CONSTRUCT A (N) 2x CONVENTIONAL WOOD

STUD SHEAR WALL. PROVIDE ALL NECESSARY

ROOF CONNECTION AND FOUNDATION

CONNECTION HARDWARE.

C. CONSTRUCT A (N) CONTINUOUS GRADE BEAM

TO SUPPORT THE NEW SHEAR WALL. PROVIDE

(N) PILE CAPS AS NECESSARY.

D. CUT BACK (E) FRAMING TO ENLARGE (E) SEISMIC

GAP CREATED DURING THE 1995 CAFETERIA

RENOVATION. ALL (E) BEARING ELEMENTS TO

REMAIN.

E. CONSTRUCT A (N) STEEL MOMENT FRAME TO

SUPPORT THE 1995 CAFETERIA RENOVATION

ROOF TO BE SEPARATED. PROVIDE NEW PILE

CAPS AND INSTALL NEW DEEP FOUNDATIONS TO

SUPPORT THE NEW MOMENT FRAME.

F. INSTALL NEW WOOD DRAG BEAMS TO CONNECT

ROOF DIAPHRAGM TO NEW MOMENT FRAMES.

S3. ANCHOR THE MEZZANINE TO THE

SEISMIC-FORCE-RESISTING ELEMENTS OF THE MAIN

STRUCTURE AND PROVIDE ADDITIONAL VERTICAL

LATERAL RESISTING ELEMENTS.

A. PROVIDE IN-PLANE ATTACHMENTS AT FLOOR

DIAPHRAGM TO MAIN STRUCTURES'

SEISMIC-FORCE-RESISTING ELEMENTS.

B. INSTALL NEW SHEAR WALLS BELOW

MEZZANINE FLOOR.

S4. PROVIDE DEEP FOUNDATIONS SOLUTIONS. PROVIDE

PILE AND PILE CAPS AS REQUIRED.

S5. INSTALL NEW PLYWOOD SHEATHING ON UPPER HALF

OF EXISTING WALLS TO ENSURE ADEQUATE SHEAR

CAPACITY.

S6. BOLT SHEAR WALL END STUDS TO EXISTING

CONCRETE PILASTERS.

S7. INSTALL NEW PLYWOOD DIAPHRAGM SHEATHING

BELOW THE EXISTING 4x ROOF DECKING.

S8. INSTALL NEW PLYWOOD DIAPHRAGM SHEATHING

BELOW THE EXISTING 4x ROOF DECKING.

S9. INSTALL NEW CONCRETE SHEAR WALLS TO REDUCE

THE SHEAR STRESS IN THE ADJACENT EXISTING

CONCRETE FRAME.

S10. INSTALL NEW CONCRETE SHEAR WALLS TO

REPLACE EXISTING URM WALLS TO MEET FORCE

DEMANDS.

S11. INSTALL NEW OUT-OF-PLANE ANCHORAGE.

S12. INSTALL NEW HARDWARE FOR TRANSFER OF

SEISMIC FORCES FROM DIAPHRAGM TO SHEAR

WALLS.

S13. INSTALL NEW CONCRETE SHEAR WALLS IN-LINE OF

THE EXISTING CONCRETE SHEAR WALLS TO MEET

FORCE DEMAND.

S14. INSTALL NEW CONCRETE SHEAR WALLS TO REDUCE

THE SHEAR WALL ASPECT RATIO.

S15. PROVIDE NEW DRAG ELEMENTS AT REENTRANT

CORNERS.

S16. PROVIDE NEW CONTINUOUS CROSS TIES BETWEEN

DIAPHRAGM CHORDS.

S17. STRENGTHEN EXISTING MASONRY SHEAR WALL

LINES TO MEET SEISMIC FORCE DEMANDS.

A. INSTALL NEW CONCRETE SHEAR WALLS TO

REPLACE EXISTING URM WALLS.

B. INSTALL NEW WOOD FRAMED SHEAR WALLS TO

REPLACE THE EXISTING GYPSUM SHEAR

WALL INFILLS.

S18. REDUCE THE UNSUPPORTED LENGTH OF THE

EXISTING SLENDER URM WALLS.

A. INSTALL NEW STEEL STRONGBACK COLUMNS TO

RESIST OUT-OF-PLANE FORCES.

B. INSTALL NEW STEEL SPANDRELS TO RESIST

OUT-OF-PLANE FORCES.

S19. RETROFIT AND STRENGTHEN BEAMS TO SUPPORT

CODE REQUIRED VERTICAL SEISMIC LOADING.

NON-STRUCTURAL REPAIRS:

N1. REMOVE GLAZING AND REPLACE WITH NEW SAFETY

GLASS WINDOWS SYSTEM.

N2. SEISMICALLY ANCHOR EXISTING CANOPIES TO THE

STRUCTURE.

-OUT-OF-PLANE CONNECTIONS

N3. REMOVE SUSPENDED ITEMS OR ENSURE THAT ITEMS

ARE FREE TO SWING FROM STRUCTURE WITHOUT

DAMAGING THEMSELVES OR ADJOINING

COMPONENTS.

N4. INSTALL BRACING FOR ALL ROUND DUCTS LARGER

THAN 28 IN. IN DIAMETER.

REPAIR KEYNOTES

TRUE/PROJECT

NORTH

*SITE PLAN NOT

TO SCALE

BUILDING KEY PLAN

VICINITY MAP

G0.0 COVER SHEET

S1.1 AREA A FOUNDATION PLAN

S1.2 AREA A MEZZANINE FRAMING PLAN

S2.1 AREA A ROOF FRAMING PLAN

SHEET INDEX

PROJECT

LOCATION

AREA A:

ORIGINAL GYMNASIUM 1958

±9,200 S.F.

IMMEDIATE OCCUPANCY

W2, C2a, & URM

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

E

IN

C H

E Q

U

AL

S

FU

LL

S

C

AL

E

GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AREA B:

ORIGINAL CLASSROOM

±16,500 S.F.

NOT IN SCOPE

AREA C:

MUSIC ROOM ADDITION

±5,250 S.F.

NOT IN SCOPE

AREA D:

LIBRARY AND

CLASSROOM ADDITION

±13,000 S.F.

NOT IN SCOPE

AREA E:

1995 ADDITION

±39,000 S.F.

NOT IN SCOPE

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

AREA E

AREA A FOUNDATION PLAN

NTS

S1.1

CAMPUS KEY

NTS

S1.1

CAMPUS KEY

NTS

S1.1

AREA C

AREA A

AREA D

AREA B

OUT OF SCOPE

OUT OF SCOPE

S4 TYP.

S4 TYP.

S4 TYP.

S4 TYP.

S2C

S9,S17A

S9,S17A

S18A TYP.

S4 TYP.

S4 TYP. S17B TYP.

S4 TYP.

S2B

S3B

S3B

S4 TYP.

S2C

S2E

S4 TYP.S10, S13, S14

S10, S13, S14

O U

T O

F

SC

O

PE

S2C

S2C

S1.1

AREA A FOUNDATION

PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

E

IN

C H

E Q

U

AL

S

FU

LL

S

C

AL

E

GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

CAMPUS KEY

S1.2

CAMPUS KEY

NTS

S1.2

OUT OF SCOPE

OUT OF SCOPE

AREA A CANOPY FRAMING PLAN

NTS

S1.2

AREA A MEZZANINE FRAMING PLAN

NTS

S1.2

OUT OF SCOPE

S3B TYP.

N2 TYP.

S3A TYP.

S3B TYP.

S11, S16

S3A TYP.

S11, S16

S7, S8

AREA E

AREA C

AREA A

AREA D

AREA B

S1.2

AREA A MEZZANINE

FRAMING PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

E

IN

C H

E Q

U

AL

S

FU

LL

S

C

AL

E

GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

AREA A ROOF FRAMING PLAN

S2.1

CAMPUS KEY

NTS

S2.1

CAMPUS KEY

NTS

S2.1

S1.2

S1.2

S19

S19

S19

S19 S11 TYP.

S5 TYP.

S7, S8

S1, S12

S11 TYP.

S18B TYP.

S18A

S1 TYP.S2AS2B

S6 TYP.

S2A S2B

S10, S13, S14

S18B TYP.

S18B

S18BS9,S17A

S11 TYP.

S1, S12

S15

S15

S10, S13, S14

S11 TYP.

S5

S1 TYP.

S2C

S1 TYP.

S2A

S7, S8

OUT OF SCOPE

OUT OF SCOPE

AREA E

AREA C

AREA A

AREA D

AREA B

S2A,S2B S9,S17A

O U

T O

F

SC

O

PE

S2B

S2E

S2D

S2F

S2F

S1, S12

S11

S11

S2.1

AREA A ROOF

FRAMING PLAN

PROJECT NO:

DRAWN:

CHECKED:

DATE:

O N

E

IN

C H

E Q

U

AL

S

FU

LL

S

C

AL

E

GLADSTONE SCHOOL

DISTRICT 115

250 E EXETER STREET,

GLADSTONE, OR 97027

JOHN WETTEN

ELEMENTARY

SCHOOL GYM

SEISMIC RETROFIT

PR

EL

IM

IN

AR

Y

D

ES

IG

N

DEC. 2024

KNT

JRE

P-2978-24

-P

RELIM

IN

ARY-

NOT FOR C

ONSTRUCTIO

N

524 Main Street, Suite 2 Oregon City, OR 97045

503.659.2205

DATE:DESCRIPTION

AutoCAD SHX Text

EXPIRES: 06-30-26

AutoCAD SHX Text 70888

Appendix D:

Geotechnical Information

USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error.

USGS web services are now operational so this tool should work as expected.

John Wetten Elementary School 250 E Exeter St, Gladstone, OR 97027, USA Latitude, Longitude: 45.3822485, -122.5929703

Date 12/9/2024, 8:22:30 AM

Design Code Reference Document ASCE41-17 Custom Probability Site Class D - Default (See Section 11.4.3)

Type Description Value Hazard Level BSE-2N

SS spectral response (0.2 s) 0.844

S1 spectral response (1.0 s) 0.376

SXS site-modified spectral response (0.2 s) 1.013

SX1 site-modified spectral response (1.0 s) 0.723

Fa site amplification factor (0.2 s) 1.2

Fv site amplification factor (1.0 s) 1.924 ssuh max direction uniform hazard (0.2 s) 0.947 crs coefficient of risk (0.2 s) 0.892 ssrt risk-targeted hazard (0.2 s) 0.844 ssd deterministic hazard (0.2 s) 1.5 s1uh max direction uniform hazard (1.0 s) 0.433 cr1 coefficient of risk (1.0 s) 0.868 s1rt risk-targeted hazard (1.0 s) 0.376 s1d deterministic hazard (1.0 s) 0.6

Type Description Value Hazard Level BSE-1N

SXS site-modified spectral response (0.2 s) 0.676

SX1 site-modified spectral response (1.0 s) 0.482

12/9/24, 8:22 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2

Hazard Level BSE-2E

SS spectral response (0.2 s) 0.596

S1 spectral response (1.0 s) 0.264

SXS site-modified spectral response (0.2 s) 0.789

SX1 site-modified spectral response (1.0 s) 0.547 fa site amplification factor (0.2 s) 1.323 fv site amplification factor (1.0 s) 2.072

Hazard Level BSE-1E

SS spectral response (0.2 s) 0.229

S1 spectral response (1.0 s) 0.084

SXS site-modified spectral response (0.2 s) 0.367

SX1 site-modified spectral response (1.0 s) 0.202

Fa site amplification factor (0.2 s) 1.6

Fv site amplification factor (1.0 s) 2.4

Hazard Level TL Data

T-Sub-L Long-period transition period in seconds 16

DISCLAIMER

While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.

12/9/24, 8:22 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2

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Appendix E:

Construction Cost Estimate

Worksheets

Description Deficiencies

(Ref. Seismic Evaluation

Report Sec. 6.0)

Quantity Units Unit Price Total Price for

Construction Item

General Conditions 10% % 143,070.00$

Preconstruction Services 2% % 28,614.00$

Escalation 7% % 112,166.88$

Bonding & Insurance 3% % 48,071.52$

Contractor Profit & Overhead 5% % 80,119.20$

General Conditions Subtotal $ 412,041.60

Misc MEP N3-N4 1 Lump Sum 100,600.00$ 100,600.00$

Misc Non-Structural N1-N2 1 Lump Sum 39,500.00$ 39,500.00$

Non-Structural Subtotal $ 140,100.00

BUILDING PART A: Original Gym Sub-Total $ 1,290,600.00

Sub-Total Construction Cost $ 1,842,700.00

Contingency 15% $ 276,405.00

Total Construction Cost $ 2,119,105.00

Engineering 308,900.00$

Architectural Consulting 31,800.00$

Structural / Rehabilitation Engineering 233,100.00$

Geotechnical Consulting 19,100.00$

Materials Testing for Design 19,900.00$

Tier 3 Evaluation Reimbursement 5,000.00$

Construction Management 62,700.00$

Construction 1,923,300.00$

Sub-Total Construction Cost 1,842,700.00$

Special Inspection Services for Construction 17,000.00$

Permitting Fees 63,600.00$

Relocation of FF&E 27,600.00$ Contingency 276,405.00$

2,598,905.00$ Total Project Funding Requirement

ENGINEER'S OPINION OF PROBABLE COST - SEISMIC REHABILITATION

SUMMARY

GENERAL CONDITIONS

Non-Structural Elements

Construction Cost Per Building Part

Cost Estimate Summary

Description Deficiencies

(Ref. Seismic Evaluation

Report Sec. 6.0)

Quantity Units Unit Price Total Price for

Construction Item

TPO / Comp / Metal Roof Demo S2 1400 Square Foot 3.00$ 4,200.00$

Abatement…