Pendleton Fire Station 2 CMGC RFP Addendum 1.pdf

Request for Proposal (RFP)

City of Pendleton

Construction Manager/General Contractor (CM/GC)

Fire Station 2 Seismic Rehabilitation

Addendum 1

June 26, 2025

This addendum forms a part of the Request for Proposal and modifies the original Documents dated June 18, 2025, as noted below. Acknowledge receipt of this addendum in the space provided on Attachment B – Certifications / Residency Form. Failure to do so may subject the Proposer to disqualification.

ATTACHMENTS:

1. Mandatory Pre-Proposal Walkthrough Attendance List (For Information Only)

2. Conceptual seismic strengthening scheme submitted as part of the Oregon SRGP application

ALL OTHER REQUIREMENTS OF THE RFP SHALL REMAIN UNCHANGED.

END OF ADDENDUM 1

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COVER SHEET

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CITY OF PENDLETON FIRE STATION No. 2

SEISMIC REHABILITATION GRANT

STRENGTHENING CONCEPTS

PROJECT NARRATIVE

THE INTENT OF THESE DRAWINGS IS TO ILLUSTRATE THE SCHEMATIC SEISMIC REHABILITATION TASKS

TO RECTIFY THE LISTED SEISMIC AND NONSTRUCTURAL DEFICIENCIES. THESE SCHEMATIC DRAWINGS

HAVE BEEN PREPARED USING THE CURRENT OREGON STRUCTURAL SPECIALTY CODE (OSSC) AND

ASCE 41 (SEISMIC REHABILITATION OF EXISTING BUILDINGS) STANDARD.

THE TARGET FOR REHABILITATION IS TO ACHIEVE A LIFE SAFETY (LS) STRUCTURAL PERFORMANCE

LEVEL AND A HAZARDS REDUCED (HR) NONSTRUCTURAL PERFORMANCE LEVEL AT THE BSE-2E

SEISMIC EVENT AND THE IMMEDIATE OCCUPANCY (IO) STRUCTURAL PERFORMANCE LEVEL AND

POSITION RETENTION (PR) NONSTRUCTURAL PERFORMANCE LEVEL AT THE BSE-1E SEISMIC EVENT.

THE (IO) STRUCTURAL PERFORMANCE LEVEL MEANS THAT AFTER A DESIGN EARTHQUAKE, THE BASIC

VERTICAL AND LATERAL FORCE RESISTING SYSTEMS RETAIN NEARLY ALL OF THEIR PRE-EARTHQUAKE

STRENGTH AND STIFFNESS. VERY LIMITED DAMAGE TO BOTH THE STRUCTURAL AND NONSTRUCTURAL

COMPONENTS IS ANTICIPATED DURING THE DESIGN EARTHQUAKE WHICH REQUIRE SOME MINOR

REPAIRS, BUT MAY NOT BE REQUIRED PRIOR TO REOCCUPANCY. THE RISK OF LIFE THREATENING

INJURY AS A RESULT OF STRUCTURAL DAMAGE IS VERY LOW.

PROJECT INCLUDES SEISMIC REHABILITATION FOR THE ENTIRE FIRE STATION BUILDING.

STRUCTURAL DEFICIENCIES

S1. THE STRUCTURE DOES NOT CONTAIN A COMPLETE, WELL-DEFINED LOAD PATH WITH STRUCTURAL

ELEMENTS AND CONNECTIONS THAT SERVE TO TRANSFER INERTIAL FORCES ASSOCIATED WITH

MASS OF ELEMENTS TO THE BUILDING FOUNDATION.

S2. THE SHEAR STRESS IN THE UNREINFORCED MASONRY SHEAR WALLS IS MORE THAN 70 LB/IN.2 FOR

CONCRETE UNITS.

S3. 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.

S4. THE CONNECTIONS BETWEEN THE WALL PANELS AND THE DIAPHRAGM DOES INDUCE

CROSS-GRAIN BENDING OR TENSION IN THE WOOD LEDGERS.

S5. DIAPHRAGMS ARE NOT CONNECTED FOR TRANSFER OF SEISMIC FORCES TO THE SHEAR WALLS, AND THE CONNECTIONS ARE NOT ABLE TO DEVELOP THE LESSER OF THE SHEAR STRENGTH OF

WALLS OR DIAPHRAGMS.

S6. THE HEIGHT-TO-THICKNESS RATIO OF THE SHEAR WALLS IS GREATER THAN 13.

S7. THERE ARE NO CONTINUOUS CROSS TIES BETWEEN DIAPHRAGM CHORDS.

S8. ALL DIAGONALLY SHEATHED OR UNBLOCKED WOOD STRUCTURAL PANEL DIAPHRAGMS HAVE

HORIZONTAL SPANS GREATER THAN 30 FT AND ASPECT RATIOS GREATER THAN 3-TO-1.

S9. UNTOPPED METAL DECK DIAPHRAGMS OR METAL DECK DIAPHRAGMS WITH FILL OTHER THAN

CONCRETE CONSIST OF HORIZONTAL SPANS OF GREATER THAN 40 FT (12.2 M) AND HAVE ASPECT

RATIOS GREATER THAN 4-TO-1.

S10. ANCHORS OF CONCRETE OR MASONRY WALLS TO WOOD STRUCTURAL ELEMENTS ARE NOT

INSTALLED TAUT AND STIFF ENOUGH TO LIMIT THE RELATIVE MOVEMENT BETWEEN THE WALL AND

THE DIAPHRAGM BEFORE ENGAGEMENT OF THE ANCHORS.

NONSTRUCTURAL DEFICIENCIES (CONT.)

N5. THE TOPS OF GYPSUM BOARD PARTITIONS ARE LATERALLY SUPPORTED BY AN INTEGRATED

CEILING SYSTEM.

N6. THE TOPS OF CEILING-HIGH FRAMED OR PANELIZED PARTITIONS DO NOT HAVE LATERAL BRACING

TO THE STRUCTURE AT A SPACING EQUAL TO OR LESS THAN 6 FEET.

N7. INTEGRATED SUSPENDED CEILINGS ARE NOT RESTRAINED AT A SPACING LESS THAN 12 FT. WITH A

MINIMUM OF FOUR DIAGONAL WIRES AND COMPRESSION STRUTS.

N8. FREE EDGES OF INTEGRATED SUSPENDED CEILINGS DO NOT HAVE ENOUGH CLEARANCE.

STATE MAP

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NONSTRUCTURAL DEFICIENCIES

N1. BREAKABLE CONTAINERS THAT HOLD HAZARDOUS MATERIALS, INCLUDING GAS CYLINDERS, ARE

NOT RESTRAINED BY LATCHED DOORS, SHELF LIPS, WIRES, OR OTHER METHODS.

N2. PIPING OR DUCTWORK CONVEYING HAZARDOUS MATERIALS IS NOT BRACED OR OTHERWISE

PROTECTED FROM DAMAGE THAT WOULD ALLOW HAZARDOUS MATERIAL RELEASE.

N3. PIPING CONTAINING HAZARDOUS MATERIAL, INCLUDING NATURAL GAS, DOES NOT HAVE SHUTOFF

VALVES OR OTHER DEVICES TO LIMIT SPILLS OR LEAKS.

N4. HAZARDOUS MATERIAL PIPING, INCLUDING NATURAL GAS PIPING, DOES NOT HAVE FLEXIBLE

COUPLINGS.

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PROJECT LOCATION

FOUNDATION AND FIRST FLOOR STRENGTHENING PLAN

SECOND FLOOR STRENGTHENING PLAN

ROOF STRENGTHENING PLAN

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ALL NONSTRUCTURAL DEFICIENCIES WILL BE MITIGATED AS SHOWN

IN TABLE 4 IN THIS REPORT UNLESS SPECIFICALLY NOTED

OTHERWISE ON THE CONCEPTUAL STRENGTHENING SCHEME

DRAWINGS.

PENDLETON FIRE

STATION No. 2

N9. FREE EDGES OF INTEGRATED SUSPENDED CEILINGS ARE NOT SUPPORTED.

N10. LIGHT FIXTURES PENETRATING SUSPENDED CEILINGS ARE NOT SUPPORTED INDEPENDENT OF

THE GRID CEILING BY A MINIMUM OF TWO WIRES AT DIAGONALLY OPPOSITE CORNERS OF EACH

FIXTURE.

N11. LIGHT FIXTURES ON PENDANT SUPPORTS ARE NOT ATTACHED AT A SPACING EQUAL TO OR LESS

THAN 6 FEET AND DO NOT HAVE THE SPACE NEEDED TO MOVE WITHOUT CONTACTING ADJACENT

COMPONENTS IN THE EVENT OF AN EARTHQUAKE.

N12. LENS COVERS ARE NOT ATTACHED TO THE LIGHT FIXTURE WITH SAFETY DEVICES.

N13. GLAZING PANES LARGER THAN 16FT

ARE NOT MADE OF LAMINATED ANNEALED OR LAMINATED

HEAT-STRENGTHENED GLASS.

N14. CONTENTS MORE THAN 6 FT. HIGH WITH A HEIGHT-TO-DEPTH RATIO GREATER THAN 3-TO-1 ARE

NOT ANCHORED TO THE STRUCTURE OR TO EACH OTHER.

N15. CONTENT WEIGHING MORE THAN 20 LB. WHOSE CENTER OF MASS IS MORE THAN 4 FT. ABOVE THE

ADJACENT FLOOR LEVEL ARE NOT BRACED OR OTHERWISE RESTRAINED.

N16. EQUIPMENT MORE THAN 6 FT. HIGH WITH A HEIGHT-TO-DEPTH OR HEIGHT-TO-WIDTH RATIO

GREATER THAN 3-TO-1 IS NOT ANCHORED TO THE FLOOR SLAB OR ADJACENT STRUCTURAL

WALLS.

N17. MECHANICALLY OPERATED DOORS ARE NOT DETAILED TO OPERATE AT A STORY DRIFT RATIO OF

0.01.

N18. EQUIPMENT SUSPENDED WITHOUT LATERAL BRACING IS NOT FREE TO SWING FROM OR MOVE

WITH THE STRUCTURE FROM WHICH IT IS SUSPENDED WITHOUT DAMAGING ITSELF OR ADJOINING

COMPONENTS.

N19. FLOOR-SUPPORTED EQUIPMENT WEIGHING MORE THAN 400 LB. IS NOT ANCHORED TO THE

STRUCTURE.

N20. FLUID AND GAS PIPING DOES NOT HAVE FLEXIBLE COUPLINGS.

N21. FLUID AND GAS PIPING ARE NOT ANCHORED AND BRACED TO THE STRUCTURE TO LIMIT SPILLS

OR LEAKS.

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ADD CONCRETE SHEAR WALL TO EXTERIOR FACE W/ ADHESIVE DOWELS TO (E)

URM WALL. ADD WEATHER PROTECTION AS REQUIRED.(S1, S2)

ADD PLYWOOD TO (E) STUD WALL BELOW 2ND FLOOR ONLY. REPAIR FLOOR,

WALL AND CEILING FINISHES AS REQUIRED. REMOVE AND INSTALL IMPACTED

CASEWORK AND PLUMBING/LIGHTING FIXTURES. (S1)

ADD HSS STRONGBACKS FOR OUT-OF-PLANE WALL BRACING AT URM WALLS AS

SHOWN. ADD WEATHER PROTECTION AS REQUIRED. (S6)

ADD 2'-0" WIDE X 2'-6" THICK FOOTING FOR SHEAR WALLS AND STRONGBACKS

AS SHOWN. REPAIR FLOOR FINISHES AS REQUIRED (S1)

REPLACE APPARATUS BAY DOORS TO ACCOMMODATE STORY DRIFT OF 0.01

(N17)

KEYED NOTES

NOTE:

INDICATES (E) URM WALL

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SCALE:

SECOND FLOOR STRENGTHENING PLAN

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STAIR

OPENING

ADD OUT-OF-PLANE WALL ANCHORS AT 4'-0" OC AT (E) WOOD LEDGER TO

ELIMINATE CROSS-GRAIN BENDING. (S3, S4)

ADD BLOCKING TO (E) PLYWOOD DIAPHRAGM. REPAIR CEILING/FLOOR

FINISHES AS REQUIRED. (S8)

ADD IN-PLANE CONNECTION BETWEEN DIAPHRAGM AND SHEAR WALL.

REPAIR CEILING/FLOOR FINISHES AS REQUIRED. (S1, S5)

ADD METAL STRAPPING TO REINFORCE FLOOR DIAPHRAGM STAIRWELL

OPENING. REPAIR FLOOR FINISHES AS REQUIRED. (S1)

KEYED NOTES

NOTE:

INDICATES (E) URM WALL

(E

2X F

LO

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T

NOT ALL OUT-OF-PLANE

ANCHORS SHOWN FOR CLARITY

NOTE:

6'-0"

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SCALE:

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ADD OUT-OF-PLANE WALL ANCHORS AT (E) URM WALLS AT 4'-0" OC. REPAIR

CEILING FINISHES AS REQUIRED. (S3, S10)

ADD IN-PLANE CONNECTION BETWEEN DIAPHRAGM AND DIAPHRAGM

COLLECTOR. (S5)

ADD CROSS-TIES AT 16 FT OC FOR SUBDIAPHRAGM ANCHORAGE. (S7)

ADD 18 GA METAL DECK W/ SIDE SEAM CONNECTIONS AT 18" OC.

STRENGTHEN ROOF FRAMING AS REQUIRED. REMOVE AND REPLACE

ROOFING AS REQUIRED. (S9)

ADD STEEL COLLECTOR AT ROOF DIAPHRAGM TO DELIVER LOAD INTO

CONCRETE SHEAR WALL. REPAIR SOFFIT FINISHES AS REQUIRED. (S5)

KEYED NOTES

(E

S T

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IR

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(E) ROOF PURLINS AT 5'-0" O.C. (E) ROOF PURLINS AT 5'-0" O.C. (E) ROOF PURLINS AT 5'-0" O.C.

(E) SKYLIGHT TO

BE REMOVED, TYP

6'-0"

NOTE:

NOT ALL OUT-OF-PLANE ANCHORS

SHOWN FOR CLARITY