17404_Plans.pdf

STAIR FRAMING PLAN

1/4" = 1'-0"

S1.1 TYP.

S1.1 TYP.

S1.1 TYP.

S1.1

TY

P.

S1.1

TY

P.

S1.1

TY

P.

S1.1

TY

P.

S1.1

TY

P.

C1 2x

.7

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GE

R C1

2x

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C12x20.7

MC6x12

L4x4x1

L4x4x1

MC6x12

M C6 x1

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L4x4x1

S1.1 TYP.

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FOUNDATION PLAN

1/4" = 1'-0"

CONCRETE LANDING SLAB:

4" THICK W/ W.W.F.4x4-W2.9xW2.9

IN FLAT SHEETS CENTERED IN SLAB

ON 11ga FLAT PLATE, TYP.

HSS

4x

4X

3 16

EX

IST

CO

LU

MN

HSS

3x

3X 3 16

HSS4x4X 3

HSS

4x

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MN

HSS

3x

3X

3 16 HSS4x4X 3

S1.1

TY

P.

S1.1TYP.

2'x2'x1' FOOTING W/ (3) #4 x1'-6" BARS

EA. SIDE, TYP.

2'x6' (MIN.) FOOTING

W/ (4) #4 LONG BARS

F eb

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SHEET

DRAWN

REVISIONS

JOB NO.

DATE

251277

FEB. 6, 2026

ARCHITECTURE

C O M M U N I T Y

In the event conflicts are discovered between the original signed and sealed documents prepared by the Architects and/or their Consultants, and any copy of the documents transmitted by mail, fax, electronically or otherwise, the original signed and sealed documents shall govern.

JCP

295 37TH AVE NE

SALEM, OR 97301

D.O.C. BUILDING NO. 2

STAIR REPLACEMENT

S

TR

UCTURAL

DIGITALLY SIGNED

S0.1

GENERAL NOTES

GENERAL REQUIREMENTS:

A. IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND

NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED.

B. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION METHODS, TECHNIQUES, SEQUENCING, AND SAFETY REQUIRED TO COMPLETE CONSTRUCTION.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS PRIOR TO PROCEEDING WITH

CONSTRUCTION. ALL DISCREPANCIES SHALL BE APPROVED BY THE ARCHITECT OR ENGINEER OF

RECORD.

D. CONTRACTOR SHALL VERIFY ALL REQUIRED PENETRATIONS ON ARCHITECTURAL, MECHANICAL AND

ELECTRICAL PLANS. ALL DIMENSIONS SHALL BE FIELD VERIFIED AS EARLY AS POSSIBLE.

E. CONTRACTOR SHALL THOROUGHLY REVIEW AND REDLINE ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER AND ARCHITECT. SUBMIT SHOP DRAWINGS IN A TIMELY FASHION TO ALLOW 10 BUSINESS DAYS FOR REVIEW BY DESIGN TEAM. ALL MODIFICATIONS OR COMMENTS MADE DURING REVIEW DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS OR

SPECIFICATIONS.

FOUNDATIONS:

A. ALL FOOTINGS TO REST ON FIRM, UNDISTURBED SOIL, OR STRUCTURAL FILL, FREE OF ORGANIC MATERIAL, AND CAPABLE OF SUPPORTING A MINIMUM ALLOWABLE BEARING PRESSURE OF 1,500 psf.

UNDER COMBINED DEAD AND LIVE LOADS.

B. ALL SLABS-ON-GRADE SHALL BE UNDERLAIN BY A MINIMUM OF 6" OF FREE- DRAINING

(LESS THAN 5% PASSING THE NO. 200 SIEVE), WELL GRADED, CRUSHED ROCK. THE

BASE COURSE MATERIALS SHALL BE COMPACTED TO AT LEAST 95% OF MAXIMUM DRY

DENSITY.

REINFORCING PROTECTION:

A. CONCRETE DEPOSITED AGAINST EARTH: 3 INCHES.

B. CONCRETE FORMED SURFACES EXPOSED TO GROUND AND WEATHER:

#5 AND SMALLER BAR - 11

2 INCHES

#6 AND LARGER BAR - 2 INCHES

C. CONCRETE SURFACES NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:

#11 AND SMALLER BAR - 3 4 INCHES

D. SLABS = 34 INCHES

STRUCTURAL STEEL:

A. ALL STRUCTURAL STEEL WIDE FLANGE MEMBERS SHALL CONFORM TO STRUCTURAL STEEL DESIGNATION ASTM A992. ALL STEEL PLATES IN THE SPECIAL MOMENT-RESISTANT FRAMES SHALL CONFORM TO STRUCTURAL STEEL DESIGNATION ASTM A572 (50ksi). ALL OTHER STRUCTURAL STEEL PLATES, ANGLES

AND MISC. SHAPES SHALL CONFORM TO STRUCTURAL STEEL DESIGNATION ASTM A36.

B. ALL HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE B DESIGNATION HAVING A MINIMUM YIELD STRENGTH OF 46,000 psi FOR RECTANGULAR SHAPES AND HAVING A MINIMUM YIELD STRENGTH OF 42,000 psi FOR ROUND SHAPES.

C. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

D. FABRICATION AND ERECTION SHALL CONFORM TO THE SPECIFICATIONS SET FORTH IN AISC 360

"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS," AND AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES," AND THE "STANDARD CODE FOR ARC AND GAS WELDING IN

BUILDING CONSTRUCTION."

E. HIGH STRENGTH BOLTS SHALL BE ASTM A325-N, BEARING-TYPE CONNECTION DESIGNED WITH THREADS INCLUDED IN THE SHEAR PLANE. HIGH STRENGTH BOLTS ARE NOT 'PRETENSION,' AND THEREFORE

SHALL BE 'SNUG TIGHT.'

F. ALL OTHER BOLTS NOT DESIGNATED AS HIGH STRENGTH SHALL BE ASTM A307, GRADE A.

G. GALVANIZE ALL EXTERIOR BOLTS IN ACCORDANCE WITH ASTM A153.

H. LOCK NUTS SHALL BE 1F1 100, GRADE B PREVAILING TORQUE TYPE.

I. PLAIN HARDENED WASHERS SHALL BE ASTM F436.

J. BEVELED WASHERS SHALL BE ANSI B18.23.1.

K. WELDING SHALL CONFORM TO AWS D1.1 "STRUCTURAL WELDING CODE - STEEL." WELDING FILLER

METAL SHALL BE AWS A5.1 OR A5.5 E70XX ELECTRODES OR AWS A5.18 ER70S-X. ALL WELDING SHALL BE PERFORMED BY WELDERS AWS CERTIFIED WITHIN THE PAST 2 YEARS FOR THE TYPE OF WELDING PERFORMED. WELDER SHALL PRESENT EVIDENCE OF QUALIFICATION WITHIN THE PAST TWO YEARS.

WELD ELECTRODE E70T-4 IS PROHIBITED.

L. AFTER FABRICATION, BUT BEFORE INSTALLATION, REMOVE RUST SCALE, GREASE AND OIL BY WIRE

BRUSHING AND CHEMICAL TREATMENT.

M. SHOP PRIME STEEL ITEMS WITH ONE HEAVY COAT OF RUST INHIBITING METAL PRIMER, UNLESS STEEL

IS TO BE GALVANIZED.

STRUCTURAL INSPECTION AND TESTING:

A. CONTRACTOR SHALL PROVIDE WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL

AND OWNER PRIOR TO COMMENCEMENT OF WORK AS REQUIRED BY OSSC SECTION 1704.2.3.

B. ALL CONSTRUCTION SHALL BE INSPECTED IN CONFORMANCE WITH THE OREGON STRUCTURAL

SPECIALTY CODE.

C. ALL ITEMS NOTED AS REQUIRING SPECIAL INSPECTION PER THE OREGON STRUCTURAL SPECIALTY CODE IN ACCORDANCE WITH SECTION 1705, SHALL BE PERFORMED BY A QUALIFIED PERSON WHO CAN DEMONSTRATE COMPETENCE FOR THE PARTICULAR TYPE OF CONSTRUCTION BEING INSPECTED. THE SPECIAL INSPECTIONS SHALL BE PERFORMED IN ADDITION TO THE INSPECTIONS REQUIRED BY THE OREGON STRUCTURAL SPECIALTY CODE, THE PLANS AND SPECIFICATIONS, THE ARCHITECT OF RECORD, AND THE BUILDING OFFICIALS.

DESIGN LOADS:

A. STAIR LOADS:

LIVE LOAD = 100 psf

B. SEISMIC DESIGN DATA:

SS = 0.807 S1 = 0.404

SITE CLASS = D

SDS = 0.645 SD1 = N/A

SEISMIC DESIGN CATEGORY D

EQUIVALENT LATERAL FORCE ANALYSIS

RISK CATEGORY = II

C. IMPORTANCE FACTORS:

SEISMIC (Ie) = 1.0

1. THE ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH OSSC SECTION 1705 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL

SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING

SECTION, THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE

TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS

DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY

MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE

BROUGHT TO THE ATTENTION OF THE ARCHITECT. ALL DISCREPANCIES SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO

THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR

SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL

INSPECTION WAS TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE

APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED

COMPONENTS.

2. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL

TIMES OBSERVING THE WORK REQUIRING THE SPECIAL INSPECTION. PERIODIC SPECIAL

INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT TIME INTERVALS

NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE.

3. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR

PER OSSC SECTION 1704.2.5.1.

4. ALL WELDS SHALL BE VISUALLY INSPECTED.

5. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USING ANOTHER

APPROVED METHOD.

6. PERIODIC SPECIAL INSPECTION IS ONLY REQUIRED FOR WELDING OF ASTM A706 REINFORCING

STEEL NOT GREATER THAN NO. 5 USED FOR EMBEDMENTS, PROVIDED THE MATERIALS,

QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE VERIFIED PRIOR TO THE START

OF WORK: PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION

OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING.

7. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED

DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND

FURNISHES EVIDENCE OF COMPLIANCE.

8. SNUG TIGHT

9. PRETENSION

A. TURN OF THE NUT METHOD W/ MATCH MARKING

B. TWIST OFF BOLT

C. DIRECT TENSION INDICATOR

D. CALIBRATED WRENCH (CONTINUOUS INSPECTION)

10. POST INSTALLED ANCHORS REQUIRE PERIODIC INSPECTION (OSSC TABLE 1705.3) UNLESS A MORE

STRINGENT REQUIREMENT IS IMPOSED BY THE INDIVIDUAL ANCHOR'S RESEARCH REPORT.

D. OWNER OR OWNERS REPRESENTATIVE TO RETAIN AN APPROVED SPECIAL INSPECTOR TO OBSERVE AND

APPROVE ALL REQUIRED SPECIAL INSPECTION ITEMS.

E. SPECIAL INSPECTION REPORTS TO BE PROVIDED TO THE BUILDING OFFICIAL & DESIGN PROFESSIONALS

IN A TIMELY MANNER AND IN ACCORDANCE WITH OSSC SECTION 1704.2.4.

DESCRIPTION OF WORK

IBC SECTION 1704

INSPECTION FREQUENCY

CONTINUOUS2 PERIODIC2 COMMENTS

STRUCTURAL STEEL (1705.2)

PREFAB. CONSTRUCTION (1704.2.5)

HIGH STRENGTH BOLTING

WELDING-STAIRS/RAILING SYSTEMS

SHOP WELDING (1705.2.1 & 1705.2.2)

SINGLE PASS FILLET WELDS ≤ 5/16"

FIELD WELDING (1705.2.1 & 1705.2.2)

SINGLE PASS FILLET WELDS ≤ 5/16"

POST INSTALLED ANCHORS (1705.1.1 & TABLE 1705.3 (4))

ADHESIVE ANCHOR INSTALLATION

MECHANICAL ANCHOR INSTALLATION

REQUIRED SPECIAL INSPECTIONS1

REF. NOTE 7

A3258,9, A490

REF. NOTE 4

REF. NOTE 4

X X

X

X

X X

REF. NOTE 10

REF. NOTE 10

CODES AND STANDARDS:

A. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 OREGON

STRUCTURAL SPECIALTY CODE AND 2021 EDITION INTERNATIONAL BUILDING CODE INCLUDING

REFERENCE STANDARDS LISTED BELOW:

AMERICAN NATIONAL STANDARDS INSTITUTE/AMERICAN SOCIETY OF CIVIL ENGINEERS -

(ANSI/ASCE 7-2016)

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC 15TH EDITION)

AMERICAN WELDING SOCIETY STANDARDS FOR WELDING AS MODIFIED BY AISC SPEC. (AWS D1.1 -

2015, AWS D1.4 - 2018)

AMERICAN CONCRETE INSTITUTE (ACI 301 - 2016, ACI 318 - 2019)

REF. NOTE 3

CONCRETE:

A. ALL CONCRETE WORK SHALL CONFORM TO OSSC CHAPTER 19, "CONCRETE," ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."

B. SPECIAL INSPECTIONS: ALL CONCRETE MIXES REQUIRE SPECIAL INSPECTION UNLESS OTHERWISE

NOTED.

C. REINFORCING: ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY NOTED IN PLANS AND DETAILS. WHERE REINFORCING IS NOT INDICATED, PROVIDE REINFORCING AS SHOWN IN SIMILAR

DETAILS AND VERIFY PLACEMENT WITH ENGINEER.

D. CONCRETE EXPOSED TO WEATHER: ALL CONCRETE MIXES EXPOSED TO WEATHER SHALL BE

AIR-ENTRAINED WITH AN AIR CONTENT OF 5% ±1%.

E. CONCRETE CAST AGAINST EXISTING: WHERE CONCRETE IS CAST AGAINST EXISTING OR PREVIOUSLY

CURED CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4" AMPLITUDE AND CLEAN SURFACE OF

LAITANCE, FOREIGN MATTER, PAINT AND LOOSE PARTICLES. APPLY LIQUID BONDING AGENT ON

SURFACE OF EXISTING PRIOR TO PLACEMENT.

F. FLY ASH: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% FLY ASH (BY WEIGHT) CONFORMING TO ASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C, PROVIDED THAT MIX STRENGTH

IS SUBSTANTIATED BY TEST DATA.

G. SLAG: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% (BY WEIGHT) SLAG CEMENT CONFORMING TO ASTM C989, PROVIDED THAT MIX STRENGTH IS SUBSTANTIATED BY TEST DATA.

H. ADMIXTURES: WATER REDUCING ADMIXTURES CONFORMING TO ASTM C494 MAY BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND SHALL BE INCORPORATED IN THE

CONCRETE MIX DESIGN SUBMITTAL.

I. SLUMP: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY THE CONTRACTOR AND SUPPLIER BASED UPON DELIVERY TIME AND METHOD OF PLACEMENT AND INCLUDED IN THE MIX DESIGN

SUBMITTAL INCLUDING INFLUENCE OF ADDITIVES.

J. WATER: WATER SHALL BE CLEAN AND POTABLE. NO WATER SHALL BE ADDED IN FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER AS A PROPORTION ALLOTTED WITHIN

APPROVED CONCRETE MIX DESIGN.

K. SUBMITTALS: CONTRACTOR SHALL SUBMIT A COPY OF EACH CONCRETE MIX DESIGN AND (30) 28-DAY BREAK TEST RECORDS TO ENGINEER FOR REVIEW AND COMMENT. ALLOW SUFFICIENT TIME FOR REVIEW

AND APPROVAL BEFORE DELIVERY.

L. CONCRETE MIX DESIGNS:

COARSE

AGGREGATE

SIZE

MAXIMUM

WATER/CEMENT

RATIO

LOCATION ADD’L

NOTES

MINIMUM

COMPRESSIVE

STRENGTH (F'c)

NOTES:

1. REFER TO ADDITIONAL NOTES UNDER “STAIR CONCRETE”

2. THIS MIX SHALL HAVE A SHRINKAGE LIMIT OF 0.035% AT 28-DAYS.

3. SPECIAL INSPECTION NOT REQUIRED

FOOTINGS

STAIRS

.46

.44 3,000 4,000

NON-SHRINK GROUT 1

2" .44 6,000 2,3

4"

STAIR CONCRETE:

A. MAXIMUM WATER CONTENT: 260 PCY

B. POZZOLAN (FLY ASH OR SLAG) CONTENT: 10% MIN - 25% MAX (BY WEIGHT)

C. DESIGN SHALL INCLUDE 0.5 to 1.5 GALLON PER CY OF SHRINKAGE REDUCING ADMIXTURE (“SRA”) SUCH

AS “ECCLIPSE” BY GCP APPLIED TECHNOLOGIES OR APPROVED ALTERNATIVE. SRA MAY BE SUBSTITUTED WITH SHRINKAGE COMPENSATING ADMIXTURE (“SCA”) PROVIDED THE CEMENT TYPE AND MIX DESIGN

ARE IN CONFORMANCE WITH PRODUCT MANUFACTURER’S SPECIFICATIONS.

D. APPLY COMPATIBLE SEALER AND DENSIFIER PER PROJECT SPECIFICATIONS

4"

Digitally signed by John Carstensen Reason: I am approving this document

Contact Info: johnc@mscengineersinc.com Date: 2026.02.03 14:44:09-08'00'

1/8 2-6TYP.

STAIR STRINGER

PER PLAN

3/16

RAILING POST

PER ARCH.

2"

STAIR STRINGER

PER PLAN

2"

4"x11

4"x9" 12ga. CLIP EA. TREAD

2" CONCRETE TREAD

12ga. STEEL PAN TREADS

TYPICAL TREAD CONNECTION @ STAIR STRINGERS

1 1/2" = 1'-0"

S1.1

STAIR STRINGER CONNECTION @ LANDING BEAM

1 1/2" = 1'-0"

S1.1

3/16 1-12

L3x3x3

16 SLAB

SUPPORT, TYP.

4" LANDING SLAB PER PLAN PJP, GRIND

SMOOTH

3"x31 2"x3

8" PLATE

W/ 5 8"Ø BOLT

TYP. 5"x9"x3

8" PLATE

W/ (4) 58"Ø BOLT

BEAM PER PLAN

3/16

2"x5"x3

8" PLATE

W/ (2) 58"Ø BOLT

POST PER PLAN

W/ 14" CAP PLATE

2"

3"x31 2"x3

8" PLATE

W/ 58"Ø BOLT

STAIR STRINGER CONNECTION @ LANDING BEAM

1 1/2" = 1'-0"

S1.1

STRINGER PER PLAN

STRINGER PER PLAN

ANGLE PER PLAN

ANGLE PER PLAN

4" LANDING SLAB PER PLAN

L3x3x3

16 SLAB

SUPPORT, TYP.

3/16 1-12

TYP.

STRINGER CONNECTION @ SLAB

1 1/2" = 1'-0"

S1.1

EXIST. CONCRETE SLAB

RAILING POST

PER ARCH.

3/16

4" BASE PLATE

& CAP PLATE

STAIR STRINGER

PER PLAN

L3x3x3 16 x6"

W/ (2) 58"∅ SIMPSON

STRONG-BOLT 2

WEDGE ANCHORS

3/16 3-SIDES.

1' -0

2'-0" (4) #4 LONG. BARS

7"

CONCRETE FTG.

STAIR STRINGER

PER PLAN

2"

L3x3x3

16 SLAB

SUPPORT, TYP.

4" LANDING SLAB PER PLAN

3"x31 2"x3

8" PLATE

W/ 58"Ø BOLT

BEAM PER PLAN

CONNECTION

PER DETAIL 7/S1.1

POST BEYOND

PER PLAN

STRINGER PER PLAN

ANGLE PER PLAN

PJP, GRIND

SMOOTH

STAIR STRINGER CONNECTION @ LANDING BEAM

1 1/2" = 1'-0"

1/4

NOTCHED STRINGER PER PLAN

EXIST. GLB.

5"x8"x1

4" PLATE

W/ (4) 14"Ø x3" SIMPSON SDS SCREWS

4"x5"x1

4" TAB EA. SIDE

W/ 58"Ø THRU-BOLT IN 11

16"x2" HOLE

1" C

LR

2"x5"x3

8"

W/ (2) 58"Ø BOLT

1" 3"

1"

1"

2"

1" 3"

1"

POST PER PLAN BEAM PER PLAN

4" LANDING SLAB

PER PLAN

L4x4x1

4 W/ (2) 12"Ø BOLT

BEAM CONNECTION @ POST

1 1/2" = 1'-0"

S1.1

STAIR STRINGER

PER PLAN

2"

STAIR STRINGER CONNECTION @ LANDING BEAM

1 1/2" = 1'-0"

L3x3x3

16 SLAB

SUPPORT, TYP.

4" LANDING SLAB PER PLAN

TYP.

5"x9"x3

8" PLATE

W/ (4) 58"Ø BOLT

2"x5"x3

8" PLATE

W/ (2) 58"Ø BOLT

POST PER PLAN

W/ 14" CAP PLATE

STRINGER PER PLAN

1" 3"

1"

1"

NOTCHED STRINGER PER PLAN

4" LANDING SLAB

PER PLAN

L3x3x1

EXIST. 2x6 PLATE

EXIST. 2x6 STUD WALL

EXIST. 2x BLOCKING

EXIST.

OPEN-WEB

JOIST

EXIST. GLB.

1/4

BEAM CONNECTION @ EXIST. BEAM

1 1/2" = 1'-0"

S1.1

LEDGER CONNECTION @ BEAM

1 1/2" = 1'-0"

S1.1

EXIST. 2x6 PLATE

EXIST. 2x6 STUD WALL

EXIST. 2x BLOCKING 4" LANDING SLAB

PER PLAN

EXIST. GLB.

LEDGER PER PLAN

W/ 14"Ø x41

2" SIMPSON SDS SCREWS @ 8" OC, STAGGERED

2"x3"x1

4" TAB

W/ 12"Ø BOLT ANGLE PER PLAN

BEAM CONNECTION @ EXIST. BEAM

1 1/2" = 1'-0"

S1.1

EXIST. 2x6 PLATE

EXIST. 2x6 STUD WALL

EXIST. 2x BLOCKING

4" LANDING SLAB

PER PLAN

EXIST. GLB.

A

A L3x3x3

16 SLAB SUPPORT

CONCRETE FTG CONNECTION @ POST

1 1/2" = 1'-0"

S1.1

SIZE & REINFORCING PER PLAN

EXIST.

CONCRETE SLAB

(4) 58"∅ SIMPSON

STRONG-BOLT 2 WEDGE

ANCHORS

W/ LEVELING NUTS,

EMBED=35

8"

2"

TYP.

2"

TY

P.

10"x10"x3

8" BASEPLATE

@ 4x4 COLUMN 9"x9"x3

8" BASEPLATE @

3x3 COLUMN

1/4

SECTION A-A

POST PER PLAN

A A

L4x4x1

4 BEYOND

W/ (2) 12"Ø ERECTION BOLTS

4" CLOSURE PLATE

(2) #4 x1'-8" DOWELS

EA. SIDE, DRILL &

DRIVE 5" INTO EXIST.

#4 x1'-8" DOWELS @ 12" OC

EA. SIDE, DRILL & DRIVE 5"

INTO EXIST.

12ga. CLOSURE ANGLE

12ga. CLOSURE ANGLE

A

A

2"

3"

2"

2"

1"

3"

2"

2"

2"

2"

2"

2"

2"

4" LANDING SLAB

PER PLAN

3/16

4" CLOSURE PLATE

LEDGER PER PLAN

SECTION A-A

4" LANDING SLAB

PER PLAN

SECTION A-A

2"

1" 3"

2"

2"11

2"

2"

2"

2"

2"

LEDGER PER PLAN

F eb

3, 6- 2:

:2 pm

G

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-2

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DO

C

CD

C

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DG

S

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IR

\2

.D W

G, M

SC

SHEET

DRAWN

REVISIONS

JOB NO.

DATE

251277

FEB. 6, 2026

ARCHITECTURE

C O M M U N I T Y

In the event conflicts are discovered between the original signed and sealed documents prepared by the Architects and/or their Consultants, and any copy of the documents transmitted by mail, fax, electronically or otherwise, the original signed and sealed documents shall govern.

JCP

295 37TH AVE NE

SALEM, OR 97301

D.O.C. BUILDING NO. 2

STAIR REPLACEMENT

S

TR

UCTURAL

DIGITALLY SIGNED

CJA

A2.1

295 37TH AVE NE

SALEM, OR 97301

D.O.C. BUILDING NO. 2

STAIR REPLACEMENT

2025.0073

FEB. 6, 2026

ARCHITECTURE

C O M M U N I T Y

In the event conflicts are discovered between the original signed and sealed documents prepared by the Architects and/or their Consultants, and any copy of the documents transmitted by mail, fax, electronically or otherwise, the original signed and sealed documents shall govern.

UP

CODE ANALYSIS

DESIGN TEAM

OREGON

295 37TH AVE NE

SALEM, OREGON 97301

STRUCTURAL ENGINEER

OWNER

STATE OF OREGON CORRESCTIONS

3601 STATE ST

SALEM, OREGON 97310

ATTN: STEVEN CONNER

Steven.E.CONNER@DOC.oregon.gov

DEPARTMENT OF

VICINITY MAP

PROJECT

CORRECTIONS

BUILDING NO. 2

GENERAL

OREGON DEPARTMENT OF CORRECTIONS: BUILDING NO. 2 STAIR REPLACEMENT

PROJECT NUMBER: 2025.0072

STATE OF OREGON 2022 STRUCTURAL SPECIALTY CODE, AMENDMENTS BASED ON 2021 IBC

PRINCIPAL ARCHITECT: BLAKE BURAL, AIA

PROJECT DESCRIPTION: EXISTING WOOD STAIR TO BE REMOVED AND REPLACED WITH NEW STEEL STAIR

USE AND OCCUPANCY CLASSIFICATION (CHAPTER 3)

S-2 OCCUPANCY SORTING FACILITY WAREHOUSE SECT. 311.3

GENERAL BUILDING HEIGHTS AND AREAS (CHAPTER 5)

CONSTRUCTION TYPE: VB, SPRINKLERED

EXISTING HEIGHT: ~34'-0"

BASE ALLOWABLE: 60'-0" MAX, COMPILES TABLE 504.3

EXISTING NUMBER OF STORIES: 2 STORIES

ALLOWABLE: 3 STORIES MAX, COMPLIES TABLE 504.4

EXISTING AREA:

FIRST FLOOR: 20,000 SF

SECOND FLOOR: 1,950 SF

TOTAL: 21,950 SF

BASE ALLOWABLE: 54,000 SF > 21,950 SF, COMPLIES TABLE 506.2

SCALE:1

ENLARGED STAIR PLAN - DEMO

1/4" = 1'-0"

REFERENCE NOTES - DEMO:

1 EXISTING WOOD STAIR TO BE REMOVED

STEEL SUPPORT RODS FROM ROOF STRUCTURE ABOVE

2x WOOD FRAMED GUARDRAIL AND HANDRAIL AS OCCURS PLYWOOD DECK OVER 2x WOOD FRAMED LANDINGS 2x WOOD TREADS AND RISERS AT STAIRS 2x WOOD FRAMED STRINGERS AND PLYWOOD COVER 2x WOOD KNEE BRACES

EXISTING WET-PIPE FIRE SPRINKLER LINE TO BE REMOVED TO ALLOW FOR NEW

WORK, F.V. REINSTALL AND MODIFY AS REQUIRED BY GOVERNING CODES, REFER

TO FIRE PROTECTION DESIGN/BUILD DRAWINGS

EXISTING FLOOR DRAIN TO REMAIN

EXISTING EYE WASH STATION TO REMAIN

EXISTING WASHER AND DRYER TO REMAIN

EXISTING STEEL RAILING TO BE REMOVED, CUT EXISTING ANCHORS FLUSH WITH

FINISH FLOOR. PREP FOR REINSTALLATION IN NEW LOCATION

LINE OF FLOOR ABOVE

ABOVE

BOL

(E)

BOL

(E)

BOL

(E)

COL

(E)

COL

(E)

COL

(E)

FE

(E)

STAIR REPLACEMENT

SHEET INDEX

ARCHITECTURAL

A2.1 COVER SHEET AND STAIR PLANS - DEMOLITION & NEW

A3.1 STAIR SECTION AND DETAILS

A3.2 SAFETY ZONE PLAN AND EXISTING CONDITIONS PHOTOS

STRUCTURAL

S.01 GENERAL NOTES AND STAIR PLANS

S1.1 STAIR FRAMING DETAILS

bbural@accoac.com

ATTN: BLAKE BURAL, AIA

PH. 503-581-4114

SALEM, OREGON 97302

1100 LIBERTY STREET SE

AC + CO ARCHITECTURE | COMMUNITY

ARCHITECT

SUITE 200

MSC ENGINEERS INC.

3470 PIPEBEND PL NE,

PH. 503-399-1399

CONTACT: JOHN CARSTENSEN, PE

johnc@mscengineersinc.com

GENERAL NOTES:

1. GENERAL NOTES APPLY TO ALL DRAWINGS.

2. DIMENSIONS ARE TO EXISTING FACE OF WALL, FACE OF NEW FRAMING, AND FACE OF

EXISTING CONCRETE UNLESS NOTED OTHERWISE.

3. DIMENSIONS OF EXISTING CONDITIONS ARE APPROXIMATE AND INTENDED FOR

ESTIMATING PURPOSES ONLY. CONTRACTOR SHALL BE RESPONSIBLE TO FIELD

VERIFY ALL DIMENSIONS PRIOR TO ACTUAL CONSTRUCTION. NOTIFY ARCHITECT

IMMEDIATELY OF ANY DISCREPANCIES OR QUESTIONABLE DIMENSIONS PRIOR TO

PROCEEDING WITH AREA OF WORK IN QUESTION.

4. DRAWINGS ARE DIAGRAMMATIC ONLY AND SHOULD NOT BE SCALED.

5. IN CASE OF ANY CONFLICTS IN THE REQUIREMENTS OF THE CONTRACT DOCUMENTS,

THE CONTRACTOR IS REQUIRED TO INCLUDE THE BETTER QUALITY AND LARGER

QUANTITY OF THE WORK.

6. CONTRACTOR AND BIDDERS SHALL USE COMPLETE SETS OF CONTRACT DOCUMENTS;

NEITHER THE OWNER NOR ARCHITECT ASSUMES RESPONSIBILITY FOR ERRORS OR

MISINTERPRETATIONS RESULTING FROM THE USE OF INCOMPLETE SETS OF

CONTRACT DOCUMENTS.

SYMBOL LEGEND:

EXISTING CHAIN-LINK FENCE TO REMAIN

AREA OF EXISTING CONCRETE FLOOR SYSTEM TO BE SAWCUT AND

REMOVED TO ALLOW FOR NEW COLUMN FOOTINGS.

NOTE: CONTRACTOR TO PERFORM SAW CUTTING ON SATURDAYS

TO PREVENT POTENTIAL NOISE AND SILICA HAZARDS

NEW BASE ROCK, AND CONCRETE SLAB, SEAL; DOWEL CONCRETE INFILL

INTO EXISTING CONCRETE SLAB TO REMAIN, REFER TO STRUCTURAL

DRAWINGS

X

EXISTING WALL TO REMAIN

EXISTING COLUMN TO REMAIN, (N) DENOTES NEW COLUMN, REFER TO

STRUCTURAL DRAWINGS. PREP AND PAINT ALL (E) AND (N) COLUMNS SHOWN

COL

(E)

EXISTING DOOR, FRAME AND HARDWARE TO REMAIN(E

EXISTING SURFACE MOUNTED FIRE EXTINGUISHER TO REMAINFE

(E)

EXISTING FLOOR DRAIN TO REMAINFD

(E)

EXISTING STEEL BOLLARD TO REMAINBOL

(E)

FA

(E) EXISTING SURFACE FIRE ALARM TO REMAIN

FD

(E)

SCALE:2

ENLARGED STAIR PLAN - 1ST FLOOR

1/4" = 1'-0" SCALE:3

ENLARGED STAIR PLAN - MEZZANINE

1/4" = 1'-0"

REFERENCE NOTES:

1 EXISTING DOOR/WINDOW TO REMAIN, PROTECT AT ALL TIMES

NEW 11

2" STEEL PIPE HANDRAIL, PAINT

NEW 11

2" STEEL PIPE GUARDRAIL, PAINT, REFER TO

NEW CONCRETE STAIR TREADS, REFER TO STRUCTURAL FOR SPECIFIC MIX. FINISH

TO BE BROOMED PERPENDICULAR TO DIRECTION OF TRAVEL, SEAL.

NEW STEEL STAIR STRINGER, PAINT, REFER TO STRUCTURAL DRAWINGS

NEW LOCATION OF EXISTING STEEL RAIL, PREP AND PAINT, ANCHOR WITH 316"x23 4"

SIMPSON TITEN TURBO CONCRETE SCREW ANCHORS OR APPROVED EQUAL

A3.1

FE (E)

UP

3'

-1 0"

(E ) L

AN

D

IN

G

(1 3)

E Q

T R

EA

D

S

AT

T

" E

AC

H

3'

-9

(6 ) E

Q T

R

EA

D S

AT

1" E

AC

H

'-6

8' -1

0" (E

) L

AN

D

IN

G

'-1

1" 8'

-0

4'-4"

8' -0

'-1 1"

'-1

1" 8'

-0

4'-4"

'-1

1"

'-1

1"

5'-3"

'-1

1"

'-1

1"

4'-0"

CLR

6"4" 6"

'-0

7'

-1 1"

4' -0

(9

) E Q

U

AL

T R

EA

D

S

AT

1"

E

AC

H

8' -3

6'

-0

(1 3)

E Q

T R

EA

D

S

AT

T

" E

AC

H

3'

-9

1' -0

5'

-0

'-0

4' -0

(9

) E Q

U

AL

T R

EA

D

S

AT

1"

E

AC

H

8' -3

6'

-0

(1 3)

E Q

T R

EA

D

S

AT

T

" E

AC

H

3'

-9

1' -0

'-1 1"

1' -0

'-1

1"

7' -1

1"

5'-3"

UP

4' -4

'-0

1' -7

1' -7

4'

-5

CL

CL CL

BOL

(E)

BOL

(E)

BOL

(E)

COL

(E)

COL

(E)

COL

(E)

FE

(E)

FD

(E)

5'-3"

4'-0"

CLR

6"4" 6"

'-1

1"

'-0

2' -6

(1

3) E

Q T

R

EA

D S

AT

T

" E

AC

H

3' -9

1' -0

'-1

1" 8'

-3

4' -5

7' -1

1"

8' -0

'-1 1"

'-1

1" 8'

-0

'-1

1"

4' -4

2'

-7

CL

CL

'-2

1'

-6

8' -3

1'

-7

(E)

COL

(E)

1A A3.1

5'-3"

1A A3.1

1A A3.1

1A A3.1

1' -0

1' -6

CL

2' -6

CL

1' -7

CL

SIM

COL

(N)

COL

(N)

COL

(N)

9 9

7 7

FA (E)

UP

1'-8"

1' -0

1'

-0

2' -0

3'

-6

3' -4

1'

-4

2' -0

6"

1'-4"

8"

3'-3"

2'-0"

5" 7"

5" 7"

CL

5"

4'-10"

2A A3.2

2G A3.2

2B A3.2

2C A3.2

ABOVE

2D A3.2

2E A3.2

2F A3.2

ABOVE

2J A3.2

2H A3.2

2'-0"3'-10"

NEW CONCRETE LANDING OVER STEEL DECK, REFER TO STRUCTURAL FOR SPECIFIC

MIX. FINISH TO BE BROOMED PERPENDICULAR TO DIRECTION OF TRAVEL, SEAL.

NEW 1 12" DIA. STEEL PIPE CANE DETECTION GUARD, 27" MAX HEIGHT, PAINT.

CONTRACTOR TO CORE INTO EXISTING CONCRETE SLAB, EMBED POSTS, AND FILL

WITH GROUT OR ANCHOR WITH 4"x4"x1

2" STEEL BASE PLATE AND 316"x23

4" SIMPSON

TITEN TURBO CONCRETE SCREW ANCHORS OR APPROVED EQUAL

NEW STEEL COLUMN AND BASE PLATE, EXTEND TO UNDERSIDE OF STAIR LANDING.

AT SIM CONDITION, EXTEND AND FASTEN TO UNDERSIDE OF EXISTING GLULAM BEAM

ABOVE AND NEW FOOTING, REFER TO STRUCTURAL DRAWINGS. PREP AND PAINT.

1B A3.1

FIRE SPRINKLER DESIGN/BUILD

THE WORK INCLUDES, BUT IS NOT LIMITED TO, THE FURNISHING OF ALL LABOR, MATERIALS, EQUIPMENT, AND SERVICES NECESSARY FOR PROVIDING AND INSTALLING COMPLETE FIRE SPRINKLER SYSTEMS, AND OTHER WORK

AS SHOWN OR INDICATED

CONTRACTOR TO DESIGN SYSTEM UNDER DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER OR LICENSED SPRINKLER INSTALLER WITH NICET LEVEL III CERTIFICATION IN THE DESIGN OF WATER BASED SYSTEMS LAYOUT

AND EXPERIENCED IN THIS TYPE OF WORK WITH A VALID LICENSE IN THE STATE OF OREGON

CONTRACTOR IS RESPONSIBLE FOR OBTAINING THE NECESSARY FIRE SYSTEM PERMITS THROUGH AHJ

A3.1

295 37TH AVE NE

SALEM, OR 97301

D.O.C. BUILDING NO. 2

STAIR REPLACEMENT

2025.0073

FEB. 6, 2026

ARCHITECTURE

C O M M U N I T Y

In the event conflicts are discovered between the original signed and sealed documents prepared by the Architects and/or their Consultants, and any copy of the documents transmitted by mail, fax, electronically or otherwise, the original signed and sealed documents shall govern.

SCALE:1

STIAR SECTION

1/4" = 1'-0"

GENERAL NOTES:

1. GENERAL NOTES APPLY TO ALL DRAWINGS.

2. DIMENSIONS ARE TO EXISTING FACE OF WALL, FACE OF NEW FRAMING, AND FACE OF

EXISTING CONCRETE UNLESS NOTED OTHERWISE.

3. DIMENSIONS OF EXISTING CONDITIONS ARE APPROXIMATE AND INTENDED FOR

ESTIMATING PURPOSES ONLY. CONTRACTOR SHALL BE RESPONSIBLE TO FIELD

VERIFY ALL DIMENSIONS PRIOR TO ACTUAL CONSTRUCTION. NOTIFY ARCHITECT

IMMEDIATELY OF ANY DISCREPANCIES OR QUESTIONABLE DIMENSIONS PRIOR TO

PROCEEDING WITH AREA OF WORK IN QUESTION.

4. DRAWINGS ARE DIAGRAMMATIC ONLY AND SHOULD NOT BE SCALED.

5. IN CASE OF ANY CONFLICTS IN THE REQUIREMENTS OF THE CONTRACT DOCUMENTS,

THE CONTRACTOR IS REQUIRED TO INCLUDE THE BETTER QUALITY AND LARGER

QUANTITY OF THE WORK.

6. CONTRACTOR AND BIDDERS SHALL USE COMPLETE SETS OF CONTRACT DOCUMENTS;

NEITHER THE OWNER NOR ARCHITECT ASSUMES RESPONSIBILITY FOR ERRORS OR

MISINTERPRETATIONS RESULTING FROM THE USE OF INCOMPLETE SETS OF

CONTRACT DOCUMENTS.

REFERENCE NOTES:

1 EXISTING DOOR/WINDOW TO REMAIN, PROTECT AT ALL TIMES

NEW 11

2" STEEL PIPE HANDRAIL, PAINT

NEW 11

2" STEEL PIPE GUARDRAIL, PAINT, REFER TO

NEW CONCRETE STAIR TREADS, REFER TO STRUCTURAL FOR SPECIFIC MIX. FINISH

TO BE BROOMED PERPENDICULAR TO DIRECTION OF TRAVEL, SEAL.

NEW STEEL STAIR STRINGER, PAINT, REFER TO STRUCTURAL DRAWINGS

NEW LOCATION OF EXISTING STEEL RAIL, PREP AND PAINT, ANCHOR WITH 316"x23 4"

SIMPSON TITEN TURBO CONCRETE SCREW ANCHORS OR APPROVED EQUAL

NEW CONCRETE LANDING OVER STEEL DECK, REFER TO STRUCTURAL FOR SPECIFIC

MIX. FINISH TO BE BROOMED PERPENDICULAR TO DIRECTION OF TRAVEL, SEAL.

NEW 1 12" DIA. STEEL PIPE CANE DETECTION GUARD, 27" MAX HEIGHT, PAINT.

CONTRACTOR TO CORE INTO EXISTING CONCRETE SLAB, EMBED POSTS, AND FILL

WITH GROUT OR ANCHOR WITH 4"x4"x1

2" STEEL BASE PLATE AND 316"x23

4" SIMPSON

TITEN TURBO CONCRETE SCREW ANCHORS OR APPROVED EQUAL

NEW STEEL COLUMN AND BASE PLATE, EXTEND TO UNDERSIDE OF STAIR LANDING.

AT SIM CONDITION, EXTEND AND FASTEN TO UNDERSIDE OF EXISTING GLULAM BEAM

ABOVE AND NEW FOOTING, REFER TO STRUCTURAL DRAWINGS. PREP AND PAINT.

EXISTING STEEL COLUMN TO REMAIN

EXISTING GLULAM BEAM TO REMAIN

A3.1

F.F.E.

0'-0"

F.F.E.

0'-0"

T.O. LANDING

9'-2"

T.O. LANDING

14'-10"

(1 6)

E Q

R

IS

ER

S

AT

8"

E

AC

H

'-2

(1 0)

E Q

R

IS

ER

S

AT

8" E

AC

H

'-8

T.O. LANDING

9'-2"

SCALE:

HANDRAIL/GUARDRAIL DETAIL

2 3/4" = 1'-0" 25073-A3.1-02

NEW 11

2" DIA. VERTICALS, SPACE AT 4'-0" o.c.

MAX

NEW STEEL CHANNEL PER STRUCTURAL

NEW 11

2" DIAMETER RAIL, PAINT

2" 4" M

AX

3' -0

EQ

U

AL

NEW 11

2" DIAMETER PIPE HANDRAIL, PAINTABOVE NOSING

2'-10"

ABOVE NOSING

3'-6"

2" GAP

NEW WAGNER BRACKET, BAR BEND

(RB14025), PAINT, SPACE AT 4'-0" o.c. MAX

3' -6

2' -1

0" 8"

11 10

SIM

A3.1

A3.1SIM

A3.1

SCALE:3

STAIR CONNECTION

1 1/2" = 1'-0" 25073-A3.1-03

NEW FORM STEEL SHEET TREADS

AND RISER, TYP.

EXISTING SLAB ON GRADE

NEW CONCRETE TREAD INFILL,

REFER TO STRUCTURAL FOR

SPECIFIC MIX. FINISH TO BE

BROOMED PERPENDICULAR TO

DIRECTION OF TRAVEL, SEAL.

NEW STRINGER PER STRUCTURAL,

PAINT

NEW SOLID STEEL RISERS, REFER

TO SPECS, PAINT

NOTE: GUARDRAIL NOT SHOWN

FOR CLARITY

EXST. F.F.E

0'-0"

7" M

AX 11 2"

11"

1"

2" 9"

7"

CONCRETE FOOTING PER

STRUCTURAL

NEW NOSING TO BE PAINTED IN

CONTRASTING YELLOW COLOR

SCALE:4

STAIR CONNECTION

1 1/2" = 1'-0" 25073-A3.1-04

NEW FORM STEEL SHEET TREADS

AND RISER, TYP.

T.O. LANDING

14'-10" (9'-3" AT SIM)

11"

1"

2" 9"

NEW STRINGER PER STRUCTURAL,

PAINT

NOTE: GUARDRAIL NOT SHOWN

FOR CLARITY

NEW STEEL BEAM PER STRUCTURAL,

PAINT

NEW METAL CLIP AT EACH TREAD

PER STRUCTURAL, PAINT

NEW SOLID STEEL RISERS, REFER

TO SPECS, PAINT

NEW NOSING TO BE PAINTED IN

CONTRASTING YELLOW COLOR

NEW CONCRETE TREAD INFILL,

REFER TO STRUCTURAL FOR

SPECIFIC MIX. FINISH TO BE

BROOMED PERPENDICULAR TO

DIRECTION OF TRAVEL, SEAL.

NEW CONCRETE LANDING OVER

STEEL DECK, REFER TO STRUCTURAL

FOR SPECIFIC MIX. FINISH TO BE

BROOMED PERPENDICULAR TO

DIRECTION OF TRAVEL, SEAL.

T.O. LANDING

14'-10"

A3.1

6' -8

1'-0"

7"5"

1B A3.1 3'

-6

2" CLR

BEYOND

A B

A3.2

295 37TH AVE NE

SALEM, OR 97301

D.O.C. BUILDING NO. 2

STAIR REPLACEMENT

2025.0073

FEB. 6, 2026

ARCHITECTURE

C O M M U N I T Y

In the event conflicts are discovered between the original signed and sealed documents prepared by the Architects and/or their Consultants, and any copy of the documents transmitted by mail, fax, electronically or otherwise, the original signed and sealed documents shall govern.

SCALE:2

EXISTING CONDITIONS PHOTOS

GENERAL NOTES:

1. GENERAL NOTES APPLY TO ALL DRAWINGS.

2. DIMENSIONS ARE TO EXISTING FACE OF WALL, FACE OF NEW FRAMING, AND FACE OF

EXISTING CONCRETE UNLESS NOTED OTHERWISE.

3. DIMENSIONS OF EXISTING CONDITIONS ARE APPROXIMATE AND INTENDED FOR

ESTIMATING PURPOSES ONLY. CONTRACTOR SHALL BE RESPONSIBLE TO FIELD

VERIFY ALL DIMENSIONS PRIOR TO ACTUAL CONSTRUCTION. NOTIFY ARCHITECT

IMMEDIATELY OF ANY DISCREPANCIES OR QUESTIONABLE DIMENSIONS PRIOR TO

PROCEEDING WITH AREA OF WORK IN QUESTION.

4. DRAWINGS ARE DIAGRAMMATIC ONLY AND SHOULD NOT BE SCALED.

5. IN CASE OF ANY CONFLICTS IN THE REQUIREMENTS OF THE CONTRACT DOCUMENTS,

THE CONTRACTOR IS REQUIRED TO INCLUDE THE BETTER QUALITY AND LARGER

QUANTITY OF THE WORK.

6. CONTRACTOR AND BIDDERS SHALL USE COMPLETE SETS OF CONTRACT DOCUMENTS;

NEITHER THE OWNER NOR ARCHITECT ASSUMES RESPONSIBILITY FOR ERRORS OR

MISINTERPRETATIONS RESULTING FROM THE USE OF INCOMPLETE SETS OF

CONTRACT DOCUMENTS.

A

ED FEXISTING FIRE SPRINKLER TO BE REMOVED

AND REINSTALLED AS REQUIRED, REFER TO

FIRE PROTECTION DESIGN/BUILD DRAWINGS

EXISTING STEEL SUPPORT RODS FROM

ROOF STRUCTURE ABOVE TO BE REMOVED

EXISTING FIRE SPRINKLER TO BE REMOVED

AND REINSTALLED AS REQUIRED, REFER TO

FIRE PROTECTION DESIGN/BUILD DRAWINGS

EXISTING STEEL SUPPORT RODS FROM

ROOF STRUCTURE ABOVE TO BE REMOVED

EXISTING STEEL SUPPORT RODS FROM

ROOF STRUCTURE ABOVE TO BE REMOVED

EXISTING FIRE SPRINKLER TO BE REMOVED

AND REINSTALLED AS REQUIRED, REFER TO

FIRE PROTECTION DESIGN/BUILD DRAWINGS

~7 1 2"

T

YP

43" CLR

B C

SCALE:1

SAFETY ZONE PLAN

1/4" = 1'-0"

5' -0

7' -1

1" 7'

-7

21'-3"

8'-0" 8'-0"

'-6

'-0

5'-3"

21'-3"

5'-3" 8'-0"8'-0"

8' -0

'-6

7' -7

'-0

7' -1

1"

'-0

REFERENCE NOTES:

NEW TEMPORARY WALL SURROUNDING CONSTRUCTION AREA. 2x4 STUDS AT 16" OC

WITH 12" PLYWOOD AT OUTSIDE FACE, FRAME UP TO 8'-0" A.F.F. CONTRACTOR TO

PROVIDE CONSTRUCTION ZONE SIGNAGE.

EXISTING DOOR AT MEZZANINE TO BE CLOSED OF FOR DURATION OF WORK2

UP

ABOVE

BOL

(E)

BOL

(E)

BOL

(E)

COL

(E)

COL

(E)

COL

(E)

FD

(E)

COL

(N)

COL

(N)

COL

(N)

FE

(E)

HG J

EXISTING DOOR AT MEZZANINE TO BE

CLOSED OF FOR DURATION OF WORK

EXISTING STEEL SUPPORT RODS FROM

ROOF STRUCTURE ABOVE TO BE REMOVED

EXISTING STEEL RAILING TO BE REMOVED,

CUT EXISTING ANCHORS FLUSH WITH FINISH

FLOOR. PREP FOR REINSTALLATION IN NEW

LOCATION

EXISTING WASHER AND DRYER TO REMAIN

EXISTING FIRE SPRINKLER TO BE REMOVED

AND REINSTALLED AS REQUIRED, REFER TO

FIRE PROTECTION DESIGN/BUILD DRAWINGS