Attachment D- CCFEC-Bid-Docs-Drwgs-04-Struc.pdf

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IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

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S001

GENERAL NOTES

AND SHEET

INDEX

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

STRUCTURAL SHEET INDEX

SHEET NUMBER SHEET NAME

S001 GENERAL NOTES AND SHEET INDEX

S002 SPECIAL INSPECTIONS, SYMBOLS AND ABBREVIATIONS

S010 LOADING PLANS

S011 LOADING PLANS

S201A FOUNDATION PLAN - WEST

S201B FOUNDATION PLAN - EAST

S300 TYPICAL CONCRETE DETAILS

S301 FOUNDATION SECTIONS

GRAND TOTAL: 8

DESIGN CRITERIA

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

OSSC 2022

IBC 2021

ASCE 7-16

ACI 318-19

AISC 360-16

AISI S100

AWS D1.1, D1.3 AND D1.8

TMS 402/602-16

2. RISK CATEGORY III

3. GENERAL COLLATERAL LOAD 10 PSF

OTHER SUPERIMPOSED LOADS ARE LISTED ON PLANS. VERIFY LOADS WITH MEP PLANS.

4. LIVE LOADS: SEE S010, S011 FOR LOADING PLANS

5. SNOW:

GROUND SNOW 10 PSF

SNOW EXPOSURE FACTOR 0.9

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.1

FLAT-ROOF SNOW 7 PSF

BALANCED SNOW LOAD 11 PSF

OSSC MIN SNOW LOAD 27 PSF

SEE S011 FOR SNOW DRIFT PLAN

6. SEISMIC:

SEISMIC DESIGN CATEGORY D

IMPORTANCE FACTOR 1.25

SOIL CLASS D

SS 0.791 g

S1 0.367 g

SDS 0.624 g

SD1 0.475 g

TL 16 s

TS 0.761 s

SEISMIC FORCE RESISTING SYSTEM TBD – BY PEMB ENG

R TBD – BY PEMB ENG

Cd TBD – BY PEMB ENG

Ω0 TBD – BY PEMB ENG

ρ TBD – BY PEMB ENG

ANALYSIS PROCEDURE TBD – BY PEMB ENG

DESIGN BASE SHEAR, STRENGTH

LEVEL

TBD – BY PEMB ENG NOTE: FOLLOW PROVISIONS

OF ASCE 7-16 11.4.8 EXCEPTION 2.

7. WIND:

BASIC WIND SPEED V ULT = 103 MPH

EXPOSURE CLASS C

INTERNAL PRESSURE COEFF, GCpi ± 0.18

BASE SHEAR, STRENGTH LEVEL TBD – BY PEMB ENG

GENERAL

1. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FOR

THE SAFETY OF PERSONNEL AND PROPERTY ON AND AROUND THE JOBSITE. THE

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, GUYS, ETC. IN

ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION

OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF

CONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN

CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE

OWNER OR ARCHITECT.

3. STRUCTURAL SUBSTITUTIONS MAY BE ALLOWED WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER. SUPPLIER SHALL PROVIDE SEALED DESIGN CALCULATIONS OR

SUITABLE PRODUCT LITERATURE FOR THE COMPONENTS.

4. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

5. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT OF

NEW WORK.

6. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

7. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

8. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

9. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

10. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DO NOT IN ANY WAY

RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

11. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

12. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

13. NO HOLES, NOTCHES, BLOCK-OUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

14. PENETRATIONS SHALL BE CAST-IN-PLACE AND SHALL NOT BE PERMITTED EXCEPT AS

SHOWN IN THE STRUCTURAL DRAWINGS.

15. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, CONTRACTOR SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH CONDITIONS IN FIELD, TEMPORARY

CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE PROPOSAL

SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK.

SUBMITTALS

1. SUBMITTALS ARE:

a. CONCRETE MIX DESIGNS

b. MATERIAL PRODUCT DATA FOR STRUCTURAL MATERIALS

c. CONCRETE AND MASONRY REINFORCING

d. STEEL FABRICATION AND MISCELLANEOUS METALS

2. SUBMITTALS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

3. SUBMITTALS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DOES NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

4. FOR ADDITIONAL INFORMATION ON REQUIRED SUBMITTALS, SEE INDIVIDUAL MATERIAL

SECTIONS.

DEFERRED SUBMITTALS DELEGATED DESIGN

1. DEFERRED SUBMITTALS PER OSSC SECTION 107.3.4.1 SHALL BE SUBMITTED TO THE

BUILDING OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO

INSTALLATION.

2. DEFERRED SUBMITTALS ARE:

a. PRE-ENGINEERED METAL BUILDING

b. CURTAIN WALL AND STOREFRONT SYSTEMS

c. STAIRS, ACCESS LADDERS, HANDRAILS, GUARDRAILS, AND GRATING

d. SEISMIC AND/OR GRAVITY SUPPORT AND ANCHORAGE FOR MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION EQUIPMENT AND SYSTEMS

3. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE QUALIFIED

PROFESSIONAL ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED,

RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS.

EARTHWORK

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT DATED JUNE 30, 2022 BY

LANDSLIDE TECHNOLOGY. REPORT IS ON FILE WITH THE ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

FOOTINGS 2500 PSF

3300 PSF (SEISMIC OR WIND)

FROST DEPTH 1 FT (HEATED)

EQUIVALENT FLUID PRESSURE

AT REST PRESSURE 60 PSF/FT, DRAINED

PASSIVE PRESSURE 350 PSF/FT OF DEPTH

COEFFICIENT OF FRICTION 0.35

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE

BACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HAS ATTAINED

SPECIFIED COMPRESSIVE STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL

WALLS BELOW GRADE FROM LATERAL LOADS UNTIL SUPPORTING FLOORS ARE

COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTH MINIMUM. BACKFILLING IS

NOT PERMITTED FOR FOUNDATION WALLS UNTIL SUPPORTED SLAB TOP AND BOTTOM IS

IN PLACE OR THE WALL IS ADEQUATELY BRACED TO RESIST LATERAL LOADS.

CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OR SHORING

AND/OR SHEETING.

4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE

WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOT ENCOUNTERED

IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CAN BE OBTAINED FROM

THE ABOVE-MENTIONED GEOTECHNICAL REPORT. IF GROUND WATER SHOULD OCCUR

DURING EXCAVATION, SPECIAL PROCEDURES SHALL BE IMPLEMENTED AS

RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

5. WHERE THERE IS NOT SUFFICIENT SPACE FOR SLOPED EMBANKMENTS, SHORING WILL BE

REQUIRED. SEE THE GEOTECHNICAL REPORT FOR INFORMATION REGARDING THE DESIGN

AND INSTALLATION OF THE SHORING. SHORING THAT IS NOT PART OF THE PERMANENT

BUILDING SUPPORT IS THE CONTRACTOR’S RESPONSIBILITY AND OUTSIDE THIS PERMIT.

6. CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO EXISTING

STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE FOUNDATIONS,

WALLS, SLABS, UTILITIES, ETC.

7. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK

OPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS,

CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES ARE FOUND,

ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOUNDATIONS,

UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTION SHALL

BE REMOVED.

8. ALL FOOTINGS AND SLABS ON GRADE SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL

OR CONTROLLED COMPACTED FILL, REMOVING ANY EXISTING FILL, ORGANIC MATERIAL,

OR UNSUITABLE SOILS, AS RECOMMENDED BY THE GEOTECHNICAL REPORT. EXPOSED

NATURAL SOIL SHALL BE PROOF ROLLED BELOW SLABS ON GRADE.

9. ALL REQUIRED BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING AREA

SHALL BE MECHANICALLY COMPACTED IN 12” LAYERS TO 95% MAXIMUM DRY DENSITY PER

ASTM D1557 AND TO THE APPROVAL OF THE INSPECTION AGENCY.

10. THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTION SHALL

BE BETWEEN 2-3% ABOVE OPTIMUM MOISTURE CONTENT.

11. ANY REQUIRED IMPORT FILL SOIL SHALL HAVE A LOW POTENTIAL FOR EXPANSION AND

SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO IMPORTING.

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE

AMERICAN CONCRETE INSTITUTE “ACI DETAILING MANUAL” (SP-066) EXCEPT AS

OTHERWISE SHOWN, NOTED OR SPECIFIED.

2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR 40 60 80 Fy = 40 60 80 KSI

DEFORMED EPOXY-COATED BARS ASTM A775 Fy = 60 KSI

DEFORMED GALVANIZED-COATED

BARS

ASTM A767 Fy = 60 KSI

DEFORMED BAR ANCHORS ASTM A1064 Fy = 70 KSI

WELDABLE BARS, DEFORMED ASTM A706, GR 60 Fy = 60 KSI

3. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE OUTERMOST

REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3”

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2”

#5 BARS OR SMALLER 1 1/2”

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS, JOIST AND WALLS WITH #14 AND #18 BARS 1 1/2”

SLABS, JOISTS AND WALLS WITH #11 BARS OR SMALLER 3/4”

4. WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH AWS D1.4.

5. DEFORMED BAR ANCHORS (DBA) SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE

WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE

WITH THE MANUFACTURER.

6. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED IN THE

CRSI MANUAL OF STANDARD PRACTICE, UNLESS OTHERWISE NOTED.

7. SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTION AS

DEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNLESS OTHERWISE NOTED.

8. CONTINUOUS HORIZONTAL REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS

AND DIRECTLY OVER SUPPORTS FOR BOTTOM BARS. AT DISCONTINUOUS ENDS, THE TOP

STEEL SHALL BE BENT DOWN 12 BAR DIAMETERS OR 12” MINIMUM, WHICHEVER IS

GREATER.

9. WHERE REINFORCEMENT LENGTH IS SPECIFIED, NO SPLICES ARE PERMITTED WITHIN THE

SPECIFIED LENGTH WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER.

10. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,

SIZE AND SPACING OR NUMBER AS THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS

OTHERWISE NOTED. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF

WALL OR COLUMN REINFORCEMENT. EXTEND DOWELS A LAP SPLICE LENGTH INTO WALL

OR COLUMN AND TERMINATE WITH STANDARD HOOK AT BOTTOM OF FOOTING, UNLESS

OTHERWISE NOTED.

11. REINFORCING IN WALL FOOTINGS AND GRADE BEAMS BETWEEN COLUMNS SHALL BE

DEVELOPED (Ld) INTO COLUMN FOOTINGS.

12. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS OR SLEEVES IS

NOT ACCEPTABLE.

13. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE

USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OF BARS FOR BENDING IS

NOT PERMITTED.

14. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED

ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER.

15. USE TEMPLATES TO SET ALL EMBEDDED ANCHOR BOLTS, LEVELING PLATES, AND DOWEL

BARS AS REQUIRED OR INDICATED ON THE DRAWINGS.

16. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCING STEEL.

INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF

REINFORCEMENT, INCLUDING CONCRETE COVER. STRUCTURAL ENGINEER’S REVIEW WILL

BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES.

17. ALL CONCRETE NOT OTHERWISE SPECIFIED SHALL BE REINFORCED TO THE MINIMUM

REQUIREMENT OF ACI 318.

18. REINFORCE ALL ARCHITECTURAL CONCRETE TOPPING SLABS WITH 6x6-W1.4xW1.4 WWR

UNLESS OTHERWISE NOTED.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE CORRESPONDING EDITION OF THE

AMERICAN CONCRETE INSTITUTE PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI

308.1, ACI 318 AND SP-066, UNLESS OTHERWISE NOTED.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER REDUCING ADMIXTURE ASTM C494

3. CONCRETE STRENGTHS SHALL CONFORM TO:

INTENDED USE STRENGTH (PSI) EXPOSURE

CLASS

FOUNDATIONS 4000 N/A

SLAB ON GRADE 4000 N/A

NORMAL-WEIGHT 28-DAY STRENGTH UNLESS OTHERWISE NOTED.

4. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED 57,000 SQRT(f’c) FOR NORMAL-WEIGHT CONCRETE OR wc1.5 33 SQRT(f’c).

5. DRYPACK OR GROUT SHALL HAVE A MINIMUM 28-DAY STRENGTH OF 7000 PSI.

6. SLAB-ON-GRADE CONSTRUCTION: LOCATE SAW-CUT CONTROL JOINTS ALONG COLUMN

LINES WITH INTERMEDIATE JOINTS SPACED PER THE TABLE BELOW, UNLESS OTHERWISE

NOTED. SLAB PANELS SHALL HAVE A MAXIMUM LENGTH TO WIDTH RATIO OF 1.5:1.

PROVIDE ADDITIONAL CONTROL JOINTS AT ALL RE-ENTRANT CORNERS. REFERENCE

ARCHITECTURAL FOR ADDITIONAL CONTROL JOINT INFORMATION.

THICKNESS (IN) MAXIMUM JOINT SPACING EACH WAY (FT)

4 12

5 13

6 15

8 18

10 20

12 22

7. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ENSURE PROPER

DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS, NOTCHES, AND EDGES

OF WALLS/FOUNDATIONS PRIOR TO PLACING CONCRETE.

8. UNLESS OTHERWISE NOTED, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS

OR COLUMNS.

9. CONSTRUCTION JOINTS SHALL BE CLEANED BEFORE POUR. LOCATION TO BE APPROVED

BY THE STRUCTURAL ENGINEER. SUBMIT LOCATION PLAN OF ALL PROPOSED JOINTS NOT

INDICATED ON DRAWINGS FOR APPROVAL PRIOR TO BEGINNING WORK.

10. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE ALL REINFORCING AND

EMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY LOCATED AND

SECURELY TIED IN PLACE.

11. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH

CONCRETE BEFORE PLACING. SECURE SLEEVES TO PREVENT MOVEMENT DURING

PLACING OPERATIONS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS.

12. CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLE FOR

EMBEDMENT IN CONCRETE.

13. CONDUIT, PIPES, AND SLEEVES EMBEDDED IN CONCRETE SHALL CONFORM TO

REQUIREMENTS OF ACI 318, SECTIONS 20.7 AND 26.8.

14. NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TO

PREVENT ALUMINUM-CONCRETE REACTION.

15. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4

INCH CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.

16. INTERNALLY VIBRATE ALL CAST-IN-PLACE CONCRETE EXCEPT SLABS-ON-GRADE WHICH

NEED ONLY BE VIBRATED AROUND UNDER FLOOR DUCTS AND OTHER EMBEDDED ITEMS.

VIBRATE TOPS OF COLUMNS.

17. CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.

18. IF CONCRETE IS PLACED BY PUMPING, SUPPORT SHALL BE PROVIDED FOR THE HOSE. THE

HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING AND OTHER EMBEDDED

ITEMS.

19. CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7 DAYS.

FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS OR MAY BE

STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURING COMPOUND.

20. NO LOADS SHALL BE PLACED ON STRUCTURAL CONCRETE SLABS WITHIN 7 DAYS AFTER

CONCRETE IS PLACED. AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE

SUPERIMPOSED CONSTRUCTION LOADS BE GREATER THAN SPECIFIED DESIGN LIVE

LOADS, UNLESS THE WORK IS SHORED.

21. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TO ALL

POURS.

22. CONTRACTOR SHALL SURVEY ALL CONCRETE WORK WITHIN 48 HOURS OF PLACING

CONCRETE TO ENSURE PLACEMENT IS IN ACCORDANCE WITH PROJECT REQUIREMENTS.

23. THE DESIGN AND ENGINEERING OF FORMWORK, SHORING AND RESHORING, AS WELL AS

THEIR CONSTRUCTION, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMS

SHALL BE DESIGNED TO HAVE SUFFICIENT STRENGTH TO SAFELY WITHSTAND THE LOADS

RESULTING FROM PLACEMENT AND VIBRATION OF THE CONCRETE AND SHALL ALSO BE

DESIGNED FOR SUFFICIENT RIGIDITY TO MAINTAIN SPECIFIED TOLERANCES. CONTRACTOR

SHALL SUBMIT DETAILED FORMWORK SHOP DRAWINGS TO THE ARCHITECT TO BE

REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT ONLY.

24. CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL

ENGINEER.

25. NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING FREE

WATER, FROST, ICE OR SNOW.

26. DURING WINTER CONSTRUCTION, ALL FOOTINGS SHALL BE PROTECTED FROM FROST

PENETRATION UNTIL THE BUILDING IS ENCLOSED AND TEMPORARY HEAT IS PROVIDED.

27. GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION AND HEIGHT

OF MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECK AND SLAB-ON-

GRADE.

28. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND

REVIEWED BY THE TESTING AGENCY. RESPONSIBILITY FOR OBTAINING THE REQUIRED

DESIGN STRENGTH IS THE CONTRACTOR’S. SUBMIT TEST DATA ON EACH PROPOSED MIX

FOR REVIEW IN ACCORDANCE WITH THE APPLICABLE CODE. MIX DESIGNS SUBMITTED

WITHOUT THE REQUIRED TEST DATA WILL BE RETURNED WITHOUT REVIEW.

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS.

ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY AND

CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY AND

CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE STRUCTURAL

ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH MANUFACTURER’S WRITTEN

INSTRUCTIONS. BELOW SUMMARIZES EACH ANCHOR TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

a. EXPANSION ANCHORS

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

GROUTED

MASONRY

HILTI KB3 (ESR-1385) DEWALT POWER STUD+ SD1 (ESR-2966)

SIMPSON WEDGE-ALL (ESR-1396)

CRACKED

CONCRETE

HILTI KBTZ (ESR-1917) DEWALT POWER STUD+ SD2 (ESR-2502) RED

HEAD TRUBOLT+ (ESR-2427) SIMPSON STRONG

BOLT 2 (ESR-3037)

b. THREADED SCREW ANCHORS

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

GROUTED

MASONRY

HILTI KWIK HUS-EZ

(ESR-3056)

DEWALT WEDGE-BOLT+ (ESR-1678) SIMPSON

TITEN HD (ESR-1056)

CRACKED

CONCRETE

HILTI KWIK HUS-EZ

(ESR-3027)

DEWALT POWER SCREW-BOLT+ (ESR-3889)

SIMPSON TITEN HD (ESR-2713)

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR ASTM A193

GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO COMPONENT

STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW MASONRY, A SCREEN TUBE

SHALL BE PROVIDED.

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HOLLOW

MASONRY

HILTI HIT-HY 270

(ESR-4143)

DEWALT AC 100+ GOLD (ESR-3200) SIMPSON

SET-XP (ESR-0265)

GROUTED

MASONRY

HILTI HIT-HY 270

(ESR-4143)

DEWALT AC 100+ GOLD (ESR-3200) RED HEAD A7

ACRYLIC (ESR-3951) SIMPSON SET-XP (ESR-0265)

CONCRETE HILTI HIT-HY 200

(ESR-3187)

DEWALT AC 200+ (ESR-4027) SIMPSON SET-3G

(ESR-4057)

4. CRACKED CONCRETE REPRESENTS ALL CONCRETE FOR PROJECTS LOCATED IN SEISMIC

DESIGN CATEGORY C OR HIGHER, TENSILE ZONES SUCH AS BOTTOMS OF BEAMS AND

SLABS, OR WHERE NOTED ON THE DRAWINGS.

METAL BUILDING SYSTEMS

1. FOUNDATION DESIGN IS BASED ON PRESUMED REACTIONS FROM THE METAL BUILDING

FRAMING ABOVE. ACTUAL REACTIONS SUPPLIED BY THE SELECTED METAL BUILDING

MANUFACTURER MAY DIFFER FROM PRESUMED REACTIONS. BASED ON ACTUAL

REACTIONS SUPPLIED, MODIFICATIONS TO THE FOUNDATION PLAN MAY BE REQUIRED.

GENERAL CONTRACTOR SHALL INCLUDE IN THEIR BID AN ADD AND DEDUCT PRICE PER

CUBIC YARD OF CONCRETE WORK INSTALLED IN CASE SUCH CHANGES ARE REQUIRED.

2. METAL BUILDING MANUFACTURER SHALL ENGAGE A QUALIFIED PROFESSIONAL

ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED, TO DESIGN THE

METAL BUILDING AND TO SUBMIT SEALED DRAWINGS AND STRUCTURAL CALCULATIONS.

3. FOUNDATION DESIGN IS BASED ON THE METAL BUILDING COLUMNS HAVING PINNED

BASES AND TRANSFERRING NO MOMENTS TO THE FOUNDATIONS.

4. [ENGR NOTE: COORDINATE THIS NOTE WITH THE DESIGN CRITERIA SECTION FOR

POSSIBLE DUPLICATION.] ALL EXTERNAL LATERAL LOAD RESISTANCE AND STABILITY OF

THE METAL BUILDING IN THE COMPLETED STRUCTURE IS PROVIDED BY (TBD BY METAL

BUILDING MANUFACTURE). THE VERTICAL LATERAL MEMBERS CARRY THE APPLIED

LATERAL LOADS TO THE BUILDING FOUNDATION. THE HORIZONTAL DIAPHRAGM AT THE

ROOF IS PROVIDED BY (TBD BY METAL BUILDING MANUFACTURE) AND DISTRIBUTES THE

LATERAL WIND AND SEISMIC FORCES HORIZONTALLY TO THE VERTICAL LATERAL

MEMBERS. ALL LATERAL RESISTING MEMBERS ARE BY THE METAL BUILDING

MANUFACTURER.

5. METAL BUILDING MANUFACTURER IS SOLELY RESPONSIBLE FOR THE DESIGN AND

MANUFACTURE OF THE METAL BUILDING. THE BUILDING MUST BE DESIGNED TO MEET THE

LOADING INDICATED ON THE DRAWINGS AND THE DESIGN CRITERIA NOTES.

6. METAL BUILDING MANUFACTURER IS TO COORDINATE WITH ARCHITECTURAL DRAWINGS

FOR WINDOW AND DOOR OPENINGS WHEN DESIGNING THE LATERAL SYSTEM.

MASONRY

1. CMU CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH TMS 402/602

“BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES”.

2. MINIMUM 28-DAY COMPRESSIVE STRENGTHS FOR CMU CONSTRUCTION SHALL BE:

DESIGN ASSEMBLY STRENGTH, f’m 2000 PSI

INDIVIDUAL CONCRETE MASONRY UNITS 2800 PSI

GROUT 2000 PSI

3. CMU MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:

CONCRETE MASONRY UNITS ASTM C90, NORMAL WEIGHT

MORTAR [ENGR NOTE: CHOOSE ONE] ASTM C270,

TYPE S

GROUT ASTM C476

JOINT REINFORCING ASTM A82

4. ALL LOAD BEARING CMU WALLS TO HAVE FULL MORTAR BED, HEAD, AND COLLAR JOINTS.

5. GROUT SOLID ALL JAMBS FULL HEIGHT IN LOAD BEARING CMU WALLS TO UNDERSIDE OF

LINTEL PLUS ONE CELL BEYOND BEARING LENGTH.

6. PROVIDE MINIMUM 1 INCH GROUT BETWEEN MAIN REINFORCING AND/OR BOLTS AND CMU

UNIT FACE. VERTICAL REINFORCEMENT SHALL BE CENTERED IN WALL, UNLESS

OTHERWISE NOTED. VERTICAL REINFORCING BARS SHALL SECURELY BE HELD IN

POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO ENSURE DESIGN LOCATION AND

LAP. PLACE BARS AND LAP PRIOR TO GROUTING.

7. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS UNLESS

OTHERWISE NOTED.

8. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTINGS SHALL BE SET TO ALIGN

WITH VERTICAL REINFORCING STEEL.

9. ALL CELLS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT.

10. LIFTS OF GROUT SHALL BE KEYED 1 1/2 INCHES INTO THE PREVIOUS COURSE BELOW.

11. HORIZONTAL BAR REINFORCEMENT SHALL BE FULLY EMBEDDED IN GROUT IN AN

UNINTERRUPTED POUR.

12. EXCEPT FOR WALL PILASTERS, VERTICAL REINFORCEMENT SHALL BE FIELD CUT FOR 4’-0”

LIFTS AND LAP SPLICED PER LAP LENGTH SCHEDULE.

13. COORDINATE ANY UNIDENTIFIED PIPE OR DUCT PASSING THROUGH STRUCTURAL CMU

WALLS WITH TYPICAL DETAILS, UNLESS OTHERWISE NOTED.

14. SEE ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS, LAYING PATTERN,

AND JOINT TYPE. ALL BLOCK SHALL BE LAID IN RUNNING BOND, UNLESS OTHERWISE

NOTED.

15. PROVIDE HORIZONTAL TIES WHERE CMU ABUTS CONCRETE.

STRUCTURAL SYMBOL LIST

GENERAL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

TOP OF STRUCTURAL FRAMING ABOVE

ELEVATION (+0'-0")

(+16'-3")

TOP OF STRUCTURAL FOUNDATION

BELOW ELEVATION (+0'-0")

(-2'-0")

-1" SLAB DEPRESSION

S STEP IN FOOTING

FOUNDATION SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

N/A

N/A

RAMP DOWN

RAMP UP

SLAB CURB WALL

SLAB DROP

SLAB FOLD

SLAB THICKNESS CHANGE

SLAB/BEAM

SLOPING SLAB DROP

CONCRETE SYMBOLS:

DESCRIPTION DETAIL REFERENCESYMBOL

N/ARAMP (DIRECTION)RAMP UP

STEEL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

RIGID FRAME COLUMN BY OTHERS

SEE ARCH

DIAGONAL BRACE BY OTHERS SEE ARCH

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

VIEW NAME

1/8" = 1'-0"

S300

SIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

10'-0" HEIGHT ABOVE

PROJECT 0'-0"

INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE KEY:

NEW WORK

(DARK SOLID LINE/LINE WEIGHT WILL VARY)

NEW WORK BELOW OR BEYOND VIEW

(DARK DASH LINE)

EXISTING TO BE REMOVED

(DARK DASH LINE)

EXISTING WORK TO REMAIN

(HALFTONED SOLID LINE/LINE WEIGHT WILL VARY)

NON STRUCTURAL

(HALFTONED LIGHT SOLID LINE)

GRID OR CENTERLINE

MATERIAL LEGEND:

CONCRETE - CAST-IN-PLACE

CONCRETE - EXISTING

EARTH

GRAVEL OR GRANULAR FILL

GROUT OR DRYPACK OR SAND

MASONRY

METAL / COLD-FORM STUD

PRECAST CONCRETE

STEEL

COLUMN DESIGNATION

BASE PLATE MARK

SF#(+X'-X")

P# (+X'-X")

FOOTING MARK (TOP ELEVATION)

PIER MARK (TOP ELEVATION)

N O R

HT

W XxX

BP

X

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:0

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S002

SPECIAL

INSPECTIONS,

SYMBOLS AND

ABBREVIATIONS

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PEMB

PCF

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SAD

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

W/

WP

WT

WWR

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

GLB

GT

HORIZ

HSA

HSB

JT

K, KIP

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GLULAM BEAM

GIRDER TRUSS

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

PRE-ENGINEERED METAL BUILDING

POUNDS PER CUBIC FOOT

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SEE ARCHITECTURAL DRAWINGS

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

TESTING, INSPECTIONS, AND OBSERVATIONS

1. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION. SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS “SPECIAL INSPECTIONS” AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE.

2. SEE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION

REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

a. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND

APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.

b. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

c. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT, STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

d. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION

AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

4. SPECIAL INSPECTIONS AND TESTS ARE REQUIRED FOR MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL MANUFACTURER’S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN CHAPTER 17 OF THE IBC OR IN STANDARDS REFERENCED BY

THE IBC. THESE ITEMS INCLUDE:

a. POST-INSTALLED ANCHORS - INSPECTION

5. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

CONCRETE CONSTRUCTION

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT X ACI 318: CH 20,

25.2, 25.3, 26.2.1-26.6.3

1908.4

2. MATERIAL IDENTIFICATION OF REINFORCING (TYPE/GRADE) X AISC 341: TABLE

J9.1

3. REINFORCING STEEL HAS NOT BEEN REBENT IN THE FIELD X AISC 341: TABLE

J9.1

4. REINFORCING STEEL HAS BEEN TIED AND SUPPORTED AS REQUIRED X AISC 341: TABLE

J9.1

5. REINFORCING STEEL CLEARANCES HAVE BEEN PROVIDED X AISC 341: TABLE

J9.1

6. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 X AWS D1.4

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16”; AND X ACI 318: 26.6.4

c. INSPECTS ALL OTHER WELDS X

7. INSPECT ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2

8. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS:

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

X ACI 318: 17.8.2.4

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a X ACI 318: 17.8.2

9. VERIFY USE OF REQUIRED DESIGN MIX X ACI 318: CH 19,

26.4.2, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

10. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF

THE CONCRETE

X ASTM C172, ASTM

C31, ACI 318: 26.5,

26.12

1907.10

11. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES

X ACI 318: 26.5 1908.6, 1908.7,

1908.8

12. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED

X ACI 318: 26.11.2(b)

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC MATERIAL STD

REFERENCE

IBC

REFERENCE

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

X

3. PERFORM CLASSIFICATIONS AND TESTING OF COMPACTED FILL MATERIAL X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

X

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY

X

1 2 3 4 5 6 7 8 9 10 11 12

A

B

C

LL1

LL2

1 2 3 4 5 6 7 8 9 10 11 12

A

B

C

M1

LIVE LOADING LEGEND:

100 PSF LIVE LOAD

125 PSF STORAGE LOAD

LL1

LL2

MEZZANINE LOADING LEGEND:

40 PSF LIVE LOAD

SEE MECH PLAN FOR

UNITS AND LOADS

ASSUMED CONSTRUCTION: POST AND

BEAM, WITH CONCRETE FILLED METAL

DECK

M1

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:1

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S010

LOADING PLANS

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

1/16" = 1'-0"

LEVEL 1 LOADING PLAN

1/16" = 1'-0"

MEZZANINE LOADING PLAN

1 2 3 4 5 6 7 8 9 10 11 12

B

C

S3

S3

S3

S3S3

S3

S1 S2 S2

1 2 3 4 5 6 7 8 9 10 11 12

A

B

C

R2

R1

R3

ROOF LOADING LEGEND:

25 PSF UNBALANCED SNOW LOAD 1

2 PSF UNBALANCED SNOW LOAD 1

5 PSF SOLAR ALLOWANCE (SEE ARCH)

7 PSF UNBALANCED SNOW LOAD 1

NOTES:

1. MIN BALANCED SNOW LOADING: 27 PSF ENTIRE ROOF

2. MIRROR UNBALANCED SNOW LOAD (R1, R2, R3) AROUND

GRIDLINE B FOR, UNBALANCED SNOW LOAD 2

3. ROOF LIVE LOAD: 20 PSF

R1

R2

R3

BOTTOM OF STEEL LOADING LEGEND:

25 PLF LIGHTING/AUDIO LOADING

130 PLF MOVING PARTITION LOAD

(16' PARTITION HEIGHT)

ALLOWABLE 1/8" DIFFERENTIAL

DEFLECTION OVER 12' SPAN

DEMISING WALL ABOVE FRAME 8 PSF

INDUSTRIAL FAN SEE MECH FOR WEIGHT

AND VERIFY LOCATION, ADDITIONAL FRAMING

MAY BE REQUIRED

S1

S2

S3

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:1

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S011

LOADING PLANS

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

1/16" = 1'-0"

BOTTOM OF STEEL FRAME LOADING PLAN

1/16" = 1'-0"

ROOF LOADING LOAD PLAN

1 2 3 4 5 6

B

C

30'-0" 30'-0" 30'-0" 30'-0" 30'-0"

5" CONCRETE SOG

W/ #4 @ 16" OC EW

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF10.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF6.0

(-1'-0")

SF6.0

(-1'-0") SF8.0

(-1'-0")

SF8.0

(-1'-0") SF10.0

(-1'-0")

SF8.0

(-1'-0")

S301

S301

S301

S301

S301

SF4.0

(-1'-0")

SF4.0

(-1'-0")

X-BRACING X-BRACING X-BRACING

X-BRACING

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

7'-0"

UNO

4'-0" TYP

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

C F

.0

C F

.0

C F

.0

C F

.0

C F

.0

C F

.0

C F

.0

S301

SF4.0

(-1'-0")

SF4.0

(-1'-0")

S301

2'-0"

S301

TYP

4 4

SIM

TYP

S301

PEMB MANF VERIFY END WALL

COLUMN QUANITY AND SPACING

IS SUFFICIENT FOR ECONOMIC DESIGN

GENERAL FOUNDATION SHEET NOTES:

1. SEE SHEET S001 FOR GENERAL NOTES

SEE SHEET S002 FOR SYMBOLS/ABBREVIATIONS

SEE SHEET S300 FOR TYPICAL CONCRETE DETAILS

2. TOP OF SLAB ON GRADE = 0'-0" UNO

3. TOP OF EXTERIOR FOOTINGS SHALL BE A MINIMUM

OF 1'-0" BELOW ADJACENT GRADE. CONTRACTOR

SHALL REVIEW EXTERIOR GRADES AND TOP OF

FOOTING ELEVATIONS PRIOR TO FOOTING POUR

4. SAD FOR DIMENSION, ELEVATIONS, SLOPES, CURBS,

STEPS AND PADS

5. CONTRACTOR VERIFY ALL DIMENSIONS WITH ARCH

DRAWINGS

6. SEE ARCHITECTURAL DRAWINGS FOR NON-

STRUCTURAL WALLS.

KEYNOTES:

1. RIGID FRAME COLUMN BY OTHERS, TYP UNO

2. METAL GIRT WALL WITH CMU VENEER, BY OTHERS.

3. TRENCH DRAIN, SEE

4. (6) #5 (10 #5 AT SIM) CONT BARS CENTERED IN

THICKENED SLAB BARS TO BE CONTINUOUS

THROUGH SLAB JOINTS TYP AT ALL FRAMES.

SEE

5. MEZZANINE FRAME COLUMN BY OTHERS, TYP UNO

6. END WALL WIND COLUMN (HSS OR WF), BY OTHERS.

SEE APART OF MEZZANINE FRAMING

WHERE OCCURS

7. HAIRPIN CENTERED IN SLAB, SEE DETAIL

8. COLUMN FOR PARTITION STORAGE BY OTHERS

9. COLUMN FOR STAIR FRAMING BY OTHERS

10. RIGID FRAME COLUMN FOR MOVINGPARTITION WALL,

NO ROOF LOADING.

11. CONTROL JOINT LAYOUT SEE ARCH.

3/S301

6/S301

1/S301

5/S301

4/S300

CONTINUOUS FOOTING SCHEDULE

CF2.0

MARK

2'-0"

WIDTH

1'-0"

THICKNESS

(3) # 6 BOTTOM

LONG REIN

REINFORCING

TRANS REIN

#6 @ 18" OC BOTTOM

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:1

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S201A

FOUNDATION

PLAN - WEST

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

N O R

HT

1/8" = 1'-0"

FOUNDATION PLAN - WEST

SPREAD FOOTING SCHEDULE

MARK LENGTH WIDTH THICKNESS

REINFORCING

LONG DIRECTION SHORT DIRECTION

SF4.0 4'-0" 4'-0" 1'-0" (4) #6 BOTTOM (4) #6 BOTTOM

SF6.0 6'-0" 6'-0" 1'-6" (6) #6 BOTTOM (6) #6 BOTTOM

SF8.0 8'-0" 8'-0" 1'-6" (8) #6 BOTTOM (8) #6 BOTTOM

SF10.0 8'-0" 11'-0" 1'-6" (11) #6 BOTTOM (8) #6 BOTTOM

6 7 8 9 10 11 12

B

C

30'-0" 30'-0" 30'-0" 22'-0" 22'-0" 22'-0"

5" CONCRETE SOG

W/ #4 @ 16" OC EW

SF10.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF6.0

(-1'-0")

SF6.0

(-1'-0")SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

SF10.0

(-1'-0")

SF8.0

(-1'-0")

SF8.0

(-1'-0")

S301

S301

S301

S301

S301

SF4.0

(-7")

SF4.0

(-7")

SF4.0

(-7")

SF4.0

(-7")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")5

7'-0"

UNO

4'-0" TYP

X-BRACING X-BRACING X-BRACINGX-BRACING

X-BRACING X-BRACINGX-BRACINGX-BRACING

SF4.0

(-1'-0")

SF4.0

(-1'-0")

/8

/8

SF4.0

(-7")

SF4.0

(-7")

SF4.0

(-7")

SF4.0

(-7")

7"

S301

TYP

UNO

TYP

UNO

S301

TYP

UNO

S301

TYP

UNO

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

CF2.0

(-1'-0")

C F

.0

C F

.0

C F

.0

C F

.0

C F

.0

C F

.0

S301

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

SF4.0

(-1'-0")

5 9

S301

2'-0"

S301

SIM

4 4

C F

.0

PEMB MANF VERIFY END WALL

COLUMN QUANITY AND SPACING

IS SUFFICIENT FOR ECONOMIC DESIGN

PEMB MANF VERIFY END WALL

COLUMN QUANITY AND SPACING

IS SUFFICIENT FOR ECONOMIC DESIGN

GENERAL FOUNDATION SHEET NOTES:

1. SEE SHEET S001 FOR GENERAL NOTES

SEE SHEET S002 FOR SYMBOLS/ABBREVIATIONS

SEE SHEET S300 FOR TYPICAL CONCRETE DETAILS

2. TOP OF SLAB ON GRADE = 0'-0" UNO

3. TOP OF EXTERIOR FOOTINGS SHALL BE A MINIMUM

OF 1'-0" BELOW ADJACENT GRADE. CONTRACTOR

SHALL REVIEW EXTERIOR GRADES AND TOP OF

FOOTING ELEVATIONS PRIOR TO FOOTING POUR

4. SAD FOR DIMENSION, ELEVATIONS, SLOPES, CURBS,

STEPS AND PADS

5. CONTRACTOR VERIFY ALL DIMENSIONS WITH ARCH

DRAWINGS

6. SEE ARCHITECTURAL DRAWINGS FOR NON-

STRUCTURAL WALLS.

KEYNOTES:

1. RIGID FRAME COLUMN BY OTHERS, TYP UNO

2. METAL GIRT WALL WITH CMU VENEER, BY OTHERS.

3. TRENCH DRAIN, SEE

4. (6) #5 (10 #5 AT SIM) CONT BARS CENTERED IN

THICKENED SLAB BARS TO BE CONTINUOUS

THROUGH SLAB JOINTS TYP AT ALL FRAMES.

SEE

5. MEZZANINE FRAME COLUMN BY OTHERS, TYP UNO

6. END WALL WIND COLUMN (HSS OR WF), BY OTHERS.

SEE APART OF MEZZANINE FRAMING

WHERE OCCURS

7. HAIRPIN CENTERED IN SLAB, SEE DETAIL

8. COLUMN FOR PARTITION STORAGE BY OTHERS

9. COLUMN FOR STAIR FRAMING BY OTHERS

10. RIGID FRAME COLUMN FOR MOVINGPARTITION WALL,

NO ROOF LOADING.

11. CONTROL JOINT LAYOUT SEE ARCH.

3/S301

6/S301

1/S301

5/S301

4/S300

CONTINUOUS FOOTING SCHEDULE

CF2.0

MARK

2'-0"

WIDTH

1'-0"

THICKNESS

(3) # 6 BOTTOM

LONG REIN

REINFORCING

TRANS REIN

#6 @ 18" OC BOTTOM

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:1

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S201B

FOUNDATION

PLAN - EAST

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

N O R

HT

1/8" = 1'-0"

FOUNDATION PLAN - EAST

SPREAD FOOTING SCHEDULE

MARK LENGTH WIDTH THICKNESS

REINFORCING

LONG DIRECTION SHORT DIRECTION

SF4.0 4'-0" 4'-0" 1'-0" (4) #6 BOTTOM (4) #6 BOTTOM

SF6.0 6'-0" 6'-0" 1'-6" (6) #6 BOTTOM (6) #6 BOTTOM

SF8.0 8'-0" 8'-0" 1'-6" (8) #6 BOTTOM (8) #6 BOTTOM

SF10.0 8'-0" 11'-0" 1'-6" (11) #6 BOTTOM (8) #6 BOTTOM

135°

BEND

NOTE:

1. ALL HOOKS, BENDS AND LAPS SHALL BE AS INDICATED UNLESS

SPECIFICALLY NOTED ON DETAIL. FOR LIGHTWEIGHT CONCRETE,

MULTIPLY VALUE FROM THE GENERAL NOTES TABLE BY 1.18.

CAP STIRRUP135° BEND

LAP SPLICE

180° BEND

WIRE REINFORCING

TOGETHER, TYP

'D' = BAR BEND DIAMETER

6d FOR #3 THRU #8 8d FOR #9, #10, AND #11

90°

BEND

MAX SLOPE

ALTERNATE CAP DIRECTION IF

SLAB OCCURS BOTH SIDES OF

BEAM OR LOCATE 90° BEND

TYP ON SLAB SIDE WHERE

SLAB OCCURS ONLY ONE SIDE.

IF NO SLAB OCCURS EITHER

SIDE PROVIDE 135° BEND EACH

SIDE. CAP STIRRUPS MAY BE

USED IN BEAMS UNO.

2 1/2" MIN

4d

' D

' D

GENERAL NOTES

LAP SPLICE PER

OFFSET 90° BEND

M

IN

d

4d

'd' BAR DIAMETER

4" M

IN

6d

'd' BAR DIAMETER

'd' BAR DIAMETER

SEMI-RIGID SEALANT

SEE SPECS

SAWCUT JOINT WITHIN

24 HOURS OF CONCRETE

PLACEMENT

SLAB ON GRADE

SEE PLAN

NOTES:

1. SEE CAST-IN-PLACE CONCRETE GENERAL NOTES

CONCERNING LOCATION OF JOINTS.

S E

E P

L A

N

T H

IC

K

N E

S S t)

1/4" t/

M

IN

IM

U

M

FIRST POUR SUBSEQUENT POUR

2" x 4" CONT SHAPED KEY OR "BURKE", "KEYED KOLD JOINT" OR EQUIVALENT

LOCATED AT CONTRACTOR'S OPTION

REINFORCING

SEE PLAN

TYP

1'-6"

TYP

6"

S E

E P

L A

N

T H

IC

K

N E

S S

CRUSHED ROCK

SLAB ON GRADE - SEE PLAN

REINFORCING - SEE PLAN

NOTES:

1. COMPACT ALL FILL MATERIAL TO 98% OF THE MAXIMUM DRY DENSITY PER ASTM D1557.

2. VAPOR RETARDER TO MEET ASTM E1745, CLASS A AND BE NOT LESS THAN 15 MILS THICK.

3. SEE GEOTECH REPORT FOR SOG CRUSHED ROCK REQUIREMENTS

/3 t)

S E

E P

L A

N T

H

IC

K N

E S

S t)

REINFORCING

SEE PLAN

NOTE:

1. CONTRACTOR OPTION TO PROVIDE CONSTRUCTION JOINT AT STEP.

#4 @ 12" OC

#4 CONT

1'-2"

1'-0" 6"

S E

E P

L A

N

T H

IC

K

N E

S S

F O

R D

E P

R E

S S

IO

N

S E

E P

L A

N A

N D

A R

C H

IT

E

C T

U R

A L

#5 @ 18" OC

#5 @ 12" OC CONT IN CURB

#5 CONT IN SLAB

SLAB ON GRADE - SEE PLAN

SEE

ARCH

S E

E P

L A

N

T H

IC

K

N E

S S

M

A X

STEEL STRINGER

BY STAIR

SUPPLIER

SLAB ON GRADE

SEE PLAN

CONNECTION TO

SLAB BY STAIR

SUPPLIER

2'-0"

(3) #5 BARS,

MID DEPTH

EL (SEE PLAN)

T.O. SLAB

ADD TIES, TYP

SECOND POURFIRST POUR

JOINT SHALL BE WITHIN

MIDDLE 1/3 OF SPAN

ALL REINFORCING

SHALL CONTINUE

UNINTERRUPTED

1#6 EW FOR MEMBERS UP TO 7" WIDE

2#6 EW FOR MEMBERS 8" TO 20" WIDE

4#6 EW FOR MEMBERS 20" TO 40" WIDE

6#6 EW FOR MEMBERS WIDER THAN 40"

TYP

1'-0"

B E

A M

D E

P T

H

"D

3" 3" 3" 3"

INTENTIONALLY

ROUGHEN

FOOTING (LEVEL,

SLOPED OR STEPPED)

PIPE

PIPE

FINISH GRADE

COMPACTED BACKFILL

TAMPED SAND

PIPE

NO EXCAVATION

BELOW THIS LINE

ALL SLEEVES TO BE

1" CLEAR ALL

AROUND PIPE

WALL

NOTES:

1. PIPE DIAMETER SHALL NOT EXCEED 8".

2. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL

LOCATIONS, ELEVATIONS, ETC. OF SITE UTILITIES.

3. DETAIL REQUIRED AT ALL UTILITIES HAVING A PLAN

WIDTH UP TO 1'-0". FOR WIDTHS GREATER THAN 1'-0",

SEE PLAN FOR REQUIRED DETAIL.

4. PIPE IS NOT ALLOWED UNDER SPREAD FOOTINGS.

PLACE CONTROLLED LOW STRENGTH

CONCRETE FILL AROUND SLEEVE PRIOR

TO THE FOUNDATION POUR OR POUR

WITH THE FOOTING USING THE FOOTING

MIX. MAKE SAME WIDTH AS FOOTING AND

FULL WIDTH OF PIPE TRENCH (2'-0" MIN)

M

IN

1'-0" MIN

1'-6" MIN

4" MIN

H E

R E

N O

P

IP

E S

4" MIN

A

SECTION A

CASE 1

152"122"94" 108" 137"65"54"33" 43"

91" 101"81"72"63"43"36"29"22"

63"17" 22" 28" 33" 55"49" 78"70" 117"33"25" 42" 50" 94"73" 83" 105"

(SEE NOTES BELOW) (NORMAL WEIGHT CONCRETE)

C L A

S S

B T

E N

S

IO

N S

P L

IC

E f'c P

S I

#9

81"

105"

91"

70"19" 25"

22"

24"

29"

32"

28" 37"

31" 37"

36"

40"

43"

48"

62"54"

72"

80"

63"

70"

47" 56" 93"81"

BAR SIZE

GRADE 60

#4#3 #6#5 #8#7

101"

113"

87"79"

91"

102"

131"118"

#11#10

151"

195"

170"

131"

43"

37"

48"

28"

32"

36"

47" 56"

54"

60"

64"

72"

56"42" 70" 84"

121"

136"

105"81" 93"

94"

106"

107"

121"

118"

153"

136"

157"122" 139" 177"

BOUNDARY, COLUMN AND BEAM

REINFORCING SPLICE DETAIL

SPLICE DETAIL

WALL OR SLAB REINFORCING

B

A

COLUMN

REINFORCING BAR SPLICE AND STRAIGHT

DEVELOPMENT LENGTHS SCHEDULE

*1 1/2" OR WIRED IN CONTACT

NOTES:

1. TABULATED VALUES ARE BASED ON ACI 318-05 CHAPTER 12, GRADE 60

REINFORCING BARS AND NORMAL WEIGHT CONCRETE.

2. CASES 1 AND 2, WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT,

CONCRETE COVER, AND THE CENTER-TO-CENTER SPACING OF THE BARS,

ARE DEFINED AS:

BEAMS AND CASE 1: CONCRETE COVER > 1.0 db AND CTR-CTR SPACING COLUMNS: > 2.0 db AND WITH STIRRUPS OR TIES THROUGHOUT

Ld NOT LESS THAN THE CODE MINIMUM.

CASE 2: CONCRETE COVER < 1.0 db AND CTR-CTR SPACING < 2.0 db.

ALL OTHER CASE 1: CONCRETE COVER > 1.0 db AND CTR-CTR SPACING ELEMENTS: > 3.0 db.

CASE 2: CONCRETE COVER < 1.0 db AND CTR-CTR SPACING

< 3.0 db.

3. LAP SPLICES OF DEFORMED BARS AND DEFORMED WIRE IN TENSION

SHALL BE CLASS B SPLICES EXCEPT THAT CLASS A SPLICES ARE ALLOWED

WHEN ONE-HALF OR LESS OF THE TOTAL REINFORCEMENT IS SPLICED WITHIN

THE REQUIRED LAP LENGTH.

4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES

BY 1.3.

5. FOR EPOXY-COATED BARS, MULTIPLY THE TABULATED VALUES BY ONE OF

THE FOLLOWING FACTORS:

CONCRETE COVER AND SPACING TOP BARS OTHER BARS

COVER < 3.0 db OR CTR-CTR SPACING < 7.0 db 1.50 1.50 COVER > 3.0 db OR CTR-CTR SPACING > 7.0 db 1.20 1.20

6. db = NOMINAL DIAMETER OF A BAR.

7. TOP BARS ARE HORIZONTAL REINFORCING WITH MORE THAN 12" OF CONCRETE

CAST BELOW THE BAR.

8. OTHER BARS ARE ALL VERTICAL REINFORCING, ALL HORIZONTAL WALL REINFORCING, AND

HORIZONTAL REINFORCING WITH LESS THAN 12" OF CONCRETE BELOW BAR.

9. SMALLER BAR LAP LENGTH MAY BE USED WHEN SPLICING DIFFERENT SIZE BARS.

10. LAP SPLICES ARE NOT PERMITTED IF MECHANICAL SPLICES ARE SHOWN.

11. NON-CONTACT LAP SPLICED BARS SHALL NOT BE SPACED TRANSVERSELY FUTHER

APART THAN ONE -FIFTH OF THE REQUIRED LAP SPLICE LENGTH NOR 6 INCHES.

12. LAP TOP BARS AT MIDSPAN AND BOTTOM BARS AT SUPPORTS UNLESS OTHERWISE

SHOWN.

13. BUNDLED BAR SPLICES:

A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL NOT OVERLAP EACH

OTHER.

B. INCREASE LAP LENGTH 20% AT THREE BARS. INCREASE LAP LENGTH

33% AT FOUR BARS.

FACE OF SUPPORT

COLUMN OR WALL

REINFORCING

BAR

BOTTOM REINF

1 MAX

TOP REINF

1 MAX

EXTEND BAR STRAIGHT UNO

PROVIDE STANDARD HOOK

WHERE NECESSARY

REINFORCING BAR SPLICE AND STRAIGHT

DEVELOPMENT LENGTHS SCHEDULE

"Ld"

"L"

12" MIN

12d OR

"Ld"

12" MIN

12d OR d 1

/2

M

IN

"Ld"

C L A

S S

B T

E N

S

IO

N S

P L

IC

E

TOP

TOP

TOP

OTHER

OTHER

OTHER

f'c P

S I

#9

BAR SIZE

GRADE 60

#4#3 #6#5 #8#7 #11#10

TOP

TOP

TOP

OTHER

OTHER

OTHER

CASE 2

(SEE NOTES BELOW) (NORMAL WEIGHT CONCRETE)

BEAM

139"111"86" 98" 125"59"49"30" 40"

083" 93"74"66"58"40"33"26"20"

57"15" 20" 25" 30" 51"44" 71"64" 107"30"23" 38" 46" 85"66" 76" 96"

0 TOP

OTHER

TOP

OTHER

REF. SCALE IN INCHES

0 1 2

IMEG CORP. RESERVES PROPRIETARY

RIGHTS, INCLUDING COPYRIGHTS, TO

THIS DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

CORP. AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG

CORP. ©2023 IMEG CORP.

1022 SW SALMON STREET

SUITE 300

PORTLAND, OR 97205

P: 503.274.1843 F: 503.273.5696 www.imegcorp.com

PROJECT #22004849.00

PROJECT NUMBER:

SHEET TITLE:

DRAWN BY:

CONSULTANT:

SHEET:

PRELIMINARY

NOT FOR

CONSTRUCTION

Suite 300 503.221.2077

Portland OR 97209 www.lrsarchitects.com

A R C H I T E C T S 720 NW Davis 503.221.1121

PROJECT #22004849.00

/1

/2

:4

:1

P

M A u to d e s k D o c s

/2

.0

L R

S -C

C F

M u lt i- P u rp o s e

/S

.0

L

R S

-C C

F M u lt i-

P u rp o s e

C

.r v t

FSG

S300

TYPICAL

CONCRETE

DETAILS

BID SET

CLACKAMAS

COUNTY

FAIRGROUNDS

MULTI-PURPOSE

BUILDING

694 NE 4TH AVENUE

CANBY, OR 97013

222033

05.05.2023

NO SCALE

TYPICAL REINFORCING DETAILS

NO SCALE

TYPICAL CONTROL JOINT

NO SCALE

TYPICAL CONSTRUCTION JOINT

NO SCALE

TYPICAL SLAB SECTION

2 NO SCALE

TYPICAL SLAB DEPRESSION

NO SCALE

TYPICAL CURB DETAIL

6 NO SCALE

THICKENED SLAB

AT STAIR STRINGER

3/4" = 1'-0"

CONCRETE GRADE BEAM AND

FOOTING CONSTR JOINT

3/4" = 1'-0"

TYPICAL PIPE TRENCH DETAIL

103/4" = 1'-0"

REINFORCING BAR SPLICE SCHEDULE AND NOTES (GRADE 60)

EL (REF PLAN)

T.O. FTG

EL (REF PLAN)

T.O. SOG

C L R

S E

E S

C H

E D

EXTERIOR CONC

OR GRADE

SEE ARCH

FACE OF

CMU VENEER

FOOTING REIN

SEE SCHEDULE

(2) #4 CONT.

AT SLAB EDGE

SECTION AT GIRT WALL

GRID

EL (REF PLAN)

T.O. FTG

EL (REF PLAN)

T.O. SOG

EXTERIOR CONC OR

GRADE

SEE ARCH

SECTION AT…