Attachment 1 - 692-CSI-101 Drawings.pdf

DRAWING INDEX

PAGE # SHEET # SHEET NAME

GENERAL

1 OF 46 G-001 COVER & DRAWING INDEX

CIVIL

2 OF 46 C1.0 TESC AND DEMOLITION PLAN VANCOUVER

3 OF 46 C1.1 TESC AND DEMOLITION PLAN

4 OF 46 C1.2 TESC AND DEMOLITION NOTES AND DETAILS

5 OF 46 C2.0 CIVIL SITE PLAN

6 OF 46 C3.0 NOTES AND DETAILS

STRUCTURAL

7 OF 46 S-001 GENERAL NOTES

8 OF 46 S-002 GENERAL NOTES

9 OF 46 S-100 PLAN VIEW

10 OF 46 S-400 DETAILS

11 OF 46 S-401 DETAILS

ARCHITECTURAL

12 OF 46 A-001 ARCHITECTURAL SYMBOLS & ABBREVIATIONS

13 OF 46 GS101 SITE PLAN -EXISTING DEMOLITION PLAN

14 OF 46 GS202 SITE PLAN -NEW CONSTRUCTION

15 OF 46 AS001 OVERALL DEMO FLOOR & ROOF PLAN -EXISTING

16 OF 46 AS101 FLOOR PLAN -NEW CONSTRUCTION

17 OF 46 AS111 REFLECTED CEILING PLAN -NEW CONSTRUCTION

18 OF 46 AS121 ROOF AND FOUNDATION PLAN -NEW CONSTRUCTION

19 OF 46 AS201 EXTERIOR ELEVATIONS

20 OF 46 AS301 BUILDING SECTIONS

21 OF 46 AS421 INTERIOR ELEVATIONS

22 OF 46 AS501 DETAILS

23 OF 46 AS601 ROOM FINISH SCHEDULE AND WALL TYPE

ELECTRICAL

24 OF 46 E-001 ABBREVIATIONS, GENERAL NOTES, AND SHEET INDEX

25 OF 46 E-002 ELECTRICAL LEGENDS

26 OF 46 ES101a VANCOUVER -SITE PLAN -EXISTING

27 OF 46 ES101b VANCOUVER -SITE PLAN -REVISED

28 OF 46 ED101 VANCOUVER -POWER AND SPECIAL SYSTEMS DEMOLITION PLAN

29 OF 46 ES102a WHITE CITY -SITE PLAN -EXISTING

30 OF 46 ES102b WHITE CITY -SITE PLAN -REVISED

31 OF 46 EP102 WHITE CITY -POWER AND SPECIAL SYSTEMS PLAN

32 OF 46 E-401 ENLARGED ELECTRICAL PLANS

33 OF 46 E-501 WHITE CITY -ELECTRICAL DETAILS

34 OF 46 E-502 WHITE CITY -ELECTRICAL DETAILS

35 OF 46 E-503 WHITE CITY -ELECTRICAL DETAILS

36 OF 46 E-504 WHITE CITY -ELECTRICAL DETAILS

37 OF 46 E-601 VANCOUVER -ONE-LINE DIAGRAM -EXISTING

38 OF 46 E-602 VANCOUVER -ONE-LINE DIAGRAM -REVISED

39 OF 46 E-603 WHITE CITY -ONE-LINE DIAGRAM -PART 1 OF 2 -EXISTING

40 OF 46 E-604 WHITE CITY -ONE-LINE DIAGRAM -PART 2 OF 2 -EXISTING

41 OF 46 E-605 WHITE CITY -ONE-LINE DIAGRAM -PART 1 OF 3 -REVISED

42 OF 46 E-606 WHITE CITY -ONE-LINE DIAGRAM -PART 2 OF 3 -REVISED

43 OF 46 E-607 WHITE CITY -ONE-LINE DIAGRAM -PART 3 OF 3 -REVISED

44 OF 46 E-701 ELECTRICAL SCHEDULES

45 OF 46 E-702 ELECTRICAL SCHEDULES

46 OF 46 E-703 ELECTRICAL SCHEDULES

ARCHITECTURAL

SPEES DESIGN BUILD

23830 PACIFIC HWY S,

KENT, WA 98032

PHONE: (206) 590-2118

DESIGN TEAM

STRUCTURAL

WSP GLOBAL INC.

ELECTRICAL

SPEES DESIGN BUILD

4755 EASTGATE MALL, SUITE 150

SAN DIEGO, CA 98121

PHONE: (760) 705-4256

23830 PACIFIC HWY S,

KENT, WA 98032

PHONE: (206) 590-2118

CIVIL

ETHOS CIVIL

3418 70TH AVE CT W

UNIVERSITY PLACE, WA 98466

PHONE: (910) 916-0540

PROJECT INFORMATION

STATE:

COUNTY:

JURISTICTION:

OWNER:

SITE ZONING:

CONST TYPE:

OCCUPANCY:

CODE ANALYSIS

PROJECT DESCRIPTION

THE PROPOSED DESIGN SHALL RELOCATE

EXISTING MRI PORTABLE MODULAR BUILDING

FROM VANCOUVER VA MEDICAL CENTER TO

WHITE CITY VA MEDICAL CENTER. SITE

PREPARATION WORK SHALL BE DONE IN

WHITE CITY TO ACCOMMODATE NEW

MODULAR BUILDINGS.

APPLICABLE CLINIC

IMAGING SUITE

APPROX SQUARE FEET IN SCOPE

2,000 SF

OREGON

JACKSON

WHITE CITY

GOV, VETERANS AFFAIRS

B

RESOURCE DOCUMENTS

GENERAL NOTES

1. COORDINATE WORK WITH ALL CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO DRAWINGS &

SPECIFICATIONS.

2. SPECIFICATIONS SHALL SUPERSEDE DRAWINGS IN THE CASE OF ANY CONFLICTING INFORMATION.

BRING TO THE AWARENESS OF AND VERIFY WITH VA COR PRIOR TO PROCEEDING.

3. THE CONTRACTOR AND ANY SUB CONTRACTORS SHALL FAMILIARIZE THEMSELVES WITH EXISTING CONDITIONS AND PROJECT REQUIREMENTS PRIOR TO SUBMITTING A BID OR BEGINNING WORK. NO ALLOWANCES WILL BE MADE ON BEHALF OF THE CONTRACTOR OR SUB-CONTRACTORS FOR FAILURE

TO VISIT THE SITE.

4. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS BEFORE BEGINNING WORK. ANY CONFLICTS BETWEEN EXISTING CONDITIONS AND THE CONTRACT DOCUMENTS SHALL BE BROUGHT

IMMEDIATELY TO THE ATTENTION OF THE COR.

5. ALL WORK SHALL BE PERFORMED WITH A HIGH-LEVEL OF WORKMANSHIP.

6. THE CONTRACTOR SHALL VERIFY ALL PRODUCT TYPES AND QUANTITIES DURING SITE WALK

THROUGH, PRIOR TO PURCHASING ANY MATERIALS, EQUIPMENT, PRODUCTS OR LABOR.

7. THE CONTRACTOR SHALL VERIFY AND COORDINATE WITH ALL INSTALLERS TO ENSURE COMPLIANCE

WITH THE CONTRACT DOCUMENTS.

APPLICABLE PUBLICATIONS

AS AN AGENCY OF THE FEDERAL GOVERNMENT, THE VA IS NOT SUBJECT TO LOCAL IMPOSITIONS OF CODE ENFORCEMENT PROCEDURES ( DRAWING REVIEWS, BUILDING PERMITS, INSPECTIONS, FEES, ETC). THE VA

SHALL FUNCTION AS THE AUTHORITY HAVING JURISDICTION (AHJ).

VA DIRECTIVES, DESIGN MANUALS, MASTER SPECIFICATIONS, VA NATIONAL CAD STANDARD APPLICATION

GUIDE AND OTHER GUIDANCE ON THE TECHNICAL INFORMATION LIBRARY (TIL). SEE ABOVE.

INTERNATIONAL BUILDING CODE (IBC) 2018.

INTERNATIONAL EXISTING BUILDING CODE (IEBC) 2018.

NATIONAL FIRE PROTECTION AGENCY (NFPA) 101 LIFE SAFETY CODE. NFPA 101 TAKES PRECEDENCE OVER

IBC.

NFPA NATIONAL FIRE CODES, WITH THE EXCEPTION OF NFPA 5000 AND NFPA 900.

OCCUPATIONAL, SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS.

VA SEISMIC DESIGN REQUIREMENTS, H-18-8.

NATIONAL ELECTRICAL CODE (NEC).

INTERNATIONAL PLUMBING CODE (IPC).

SAFETY CODE FOR ELEVATORS AND ESCALATORS, AMERICAN SOCIETY OF MECHANICAL ENGINEERS

(ASME) A 17.1.

ASME BOILER AND PRESSURE VESSEL CODE

ASME CODE FOR PRESSURE PIPING

BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AMERICAN CONCRETE INSTITUTE AND

COMMENTARY (ACI 318)

MANUAL OF STEEL CONSTRUCTION , LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS, AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

ENERGY POLICY ACT OF 2005 (EPACT)

DOE INTERIM FINAL RULE: ENERGY CONSERVATION STANDARDS FOR NEW FEDERAL, COMMERCIAL AND MULTI-FAMILY HIGH-RISE RESIDENTIAL BUILDINGS AND NEW LOW-RESE RESIDENTIAL BUILDINGS, 10 CFR

PARTS 433,434 AND 435.

FEDERAL LEADERSHIP IN HIGH PERFORMANCE AND SUSTAINABLE BUILDINGS: MEMORANDUM OF

UNDERSTANDING (MOU)

EXECUTIVE ORDER 13423: STRENGTHENING FEDERAL ENVIRONMENTAL, ENERGY AND TRANSPORTATION

MANAGEMENT.

THE PROVISIONS FOR CONSTRUCTION AND SAFETY SIGNS. STATED IN THE GENERAL REQUIREMENTS

SECTION 01 01 0 OF THE VA MASTER CONSTRUCTION SPECIFICATION.

VENTILATION FOR ACCEPTABLE INDOOR AIR QUALITY - ASHRAE STANDARD 62.1 - 2022.

SAFETY STANDARD FOR REFRIGERATION SYSTEMS - ASHRAE STANDARD 15 - 2007.

VAMC APPROVED HARDWARE LOCKING STANDARDS

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

AMERICAN SOCIETY FOR TESTING MATERIALS (ASTM)

FEDERAL COMMUNICATIONS COMMISSION (FCC), ALL REGULATIONS, PROCEDURES AND STANDARDS FOR

TWO-WAY RADIO EQUIPMENT, SYSTEMS AND OPERATION

ILLUMINATING ENGINEERING SOCIETY OF NORTH AMERICA (IESNA)

INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS (IEEE)

INTERNATIONAL ORGANIZATION FOR STANDARDIZATION (ISO), STANDARDS FOR PROTOCOLS AND

INTERFACES THAT INCLUDE OPEN SYSTEM INTERCONNECTIONS (OSI)

JOINT COMMISSION ON ACCREDITATION OF HEALTHCARE ORGANIZATIONS (JACHO),

ENVIRONMENT OF CARE GUIDELINES AND STANDARDS

FACILITIES GUIDELINES INSTITUTE (FGI): 2010 , OR MOST CURRENT ISSUE, GUIDELINES FOR THE

DESIGN AND CONSTRUCTION OF HEALTH CARE FACILITIES

THE AMERICAN INSTITUTE OF ARCHITECTS (AIA) AND NATIONAL SOCIETY OF PROFESSIONAL

ENGINEERS(NSPE) RECENT ADDITIONS TO THEIR PROFESSIONAL CODES OF ETHICS ENCOURAGING

“ENVIRONMENTALLY RESPONSIBLE DESIGN”

APPLICABLE VA STANDARDS

DESIGN AND CONSTRUCTION PROCEDURES (PG 18-3), TOPIC 1 - CODES, STANDARDS & EXECUTIVE ORDERS

SEPTEMBER 2013

EQUIPMENT GUIDE LISTS (PG 18-5)

ARCHITECTURAL BARRIER ACT ACCESSIBILITY STANDARDS (ABAAS), INCLUDING VA SUPPLEMENT BARRIER

FREE DESIGN GUIDE (PG 18-13)

APPLICABLE DESIGN GUIDE

MRI BUILDING

WHITE CITY VAMC

VANCOUVER VAMC

BUILDING 21

C ST

P L A

IN

B

L V

D

C ST

C ST

BUILDING 28

VA WHITE CITY MRI SITE PREPARATION

WHITE CITY VAMC, 8495 CRATER LAKE HIGHWAY, WHITE CITY, OREGON

PROJECT #: 692-CSI-101

Project Number

Building Number

Drawing Number

Project Title

Project Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

G-001

COVER SHEET & DRAWING INDEX

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

(206) 590-2118

RAY SPEES

VA WHITE CITY MRI SITE

PREPARATION

8495 CRATER LAKE HWY, WHITE CITY, OREGON

692-CSI-101

05/26/2023 EM JL

100% CONSTRUCTION

DOCUMENT

FACILITY SITE PLAN (WHITE CITY VAMC)

VICINITY PLAN

FACILITY SITE PLAN (VANCOUVER VAMC)

Revisions: Date:

CE

KEYNOTES

REMOVE EXISTING BUILDING LANDING AND STAIRS.

CONTRACTOR SHALL DISCONNECT ALL BUILDING UTILITIES AND CUT,

CAP, AND ABANDON BELOW GRADE.

BUILDING AND ASSOCIATE MECHANICAL EQUIPEMNT TO BE

RELOCATED.

PROTECT EXISTING UTILITY TO REMAIN.

PROTECT EXISTING SITE FEATURE TO REMAIN.

REMOVE AND RELOCATE CHILLER WITH BUILDING RELOCATION.

CONSTRUCTION ENTRANCE, SEE GENERAL NOTE 2.

PROTECT EXISTING BUILDING TO REMAIN.

DEMOLISH EXISTING FENCE.

CLEARING LIMITS NOTE

THE CLEARING LIMITS SHOWN MAY NEED TO BE ADJUSTED TO

PERFORM THE WORK. CONTRACTOR IS RESPONSIBLE FOR

REVIEWING LIMITS AND CONFIRMING SILT FENCE LOCATION PRIOR

TO WORK. ANY ADJUSTMENTS SHALL BE AT THE COST OF THE

CONTRACTOR.

1. CONTRACTOR SHALL PROVIDE INLET PROTECTION AT ALL CATCH

BASINS WITHIN 500 FEET OF THE DISTURBED AREA.

2. IF CONTRACTOR DESIRES AN ALTERNATE CONSTRUCTION ENTRANCE

TO THE SITE. THE PLAN SHALL BE SUBMITTED TO THE ENGINEER OR

PROJECT MANAGER PRIOR TO COMMENCING CONSTRUCTION.

3. CONTRACTOR SHALL STABILIZE THE SITE WITH THE SAME SURFACING

AS EXISTS IN THE SURROUNDING AREA IN THE EXISTING CONDITION.

4. ALL FOUNDATION BOLTS, RE-BAR, AND OTHER PROTRUSIONS SHALL BE

CUT FLUSH.

5. ANY SITE PAVING OR OTHER SITE FEATURES THAT ARE DAMAGED

DURING CONSTRUCTION SHALL BE REPLACED IN KIND.

6. THE CONSTRUCTION STAGING AREA SHALL BE COORDINATED BETWEEN

THE COR AND THE CONTRACTOR.

GENERAL NOTES

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

VA WHITE CITY MRI SITE

PREPARATION

692-CSI-101

N/A

05/26/2023 DGM ACP

Revisions: Date:

100% CONSTRUCTION

DOCUMENTA/E:

SPEES DESIGN BUILD

625 1ST AVE, STE 301

(206) 590-2118

RAY SPEES

ENGINEERING DISCIPLINE:

ETHOS CIVIL

748 MARKET ST, TACOMA, WA 98405

(253) 414-1989

DON MELLOTT

ethoscivil.com info@ethoscivil.com 253.414.1989

34821 C1.0

TESC AND DEMOLITION

PLAN - VANCOUVER SITE

CONTRACTOR SHALL FURNISH, INSTALL, ADJUST, AND MAINTAIN

TEMPORARY 6 FOOT CHAINLINK SECURITY FENCE AT SITE

PERIMETER FOR ENTIRE DURATION OF PROJECT. PERIMETER

SECURITY FENCE SHALL INCLUDE AT LEAST ONE VEHICLE GATE AND

ONE MAN GATE. SECURITY FENCE SHALL INCLUDE, BUT IS NOT

NECESSARILY LIMITED TO, CHAINLINK FABRIC, RAILS, POSTS, GATES,

LOCKS, AND BRACES.

LEGEND

RIGHT-OF-WAY / PROPERTY LINE

CLEARING / PROJECT LIMITS

REMOVE EXISTING ASPHALT

REMOVE EXISTING CONCRETE

REMOVE EXISTING GRAVEL

INLET PROTECTION

SAWCUT LINE

REMOVE EXISTING UTILITY

REMOVE EXISTING TREE

EXISTING TREE TO REMAIN

EXISTING MAJOR CONTOURS

EXISTING MINOR CONTOURS

C1.2

CE 2

C1.2

8495 CRATER LAKE AVE.,WHITE CITY, OREGON

5 6

CE

LEGEND

RIGHT-OF-WAY / PROPERTY LINE

CLEARING / PROJECT LIMITS

REMOVE EXISTING ASPHALT

REMOVE EXISTING CONCRETE

REMOVE EXISTING GRAVEL

INLET PROTECTION

SAWCUT LINE

REMOVE EXISTING UTILITY

REMOVE EXISTING TREE

EXISTING TREE TO REMAIN

EXISTING MAJOR CONTOURS

EXISTING MINOR CONTOURS

KEYNOTES

PRESERVE/PROTECT EXISTING TREE.

REMOVE EXISTING TREE INCLUDING THE STUMP AND ROOTS.

PROTECT EXISTING UTILITY TO REMAIN.

PROTECT EXISTING PAVEMENT TO REMAIN.

CAP EXISTING UTILITY AND ABANDON IN PLACE.

REMOVE AND SALVAGE EXISTING PICNIC TABLE. COORDINATE

RELOCATION WITH THE OWNER.

CONTRACTOR STAGING AREA. THE STAGING AREA SHALL BE

COORDINATED BETWEEN THE COR AND THE CONTRACTOR.

REMOVE EXISTING CONCRETE BUILDING SLAB AND FOOTING.

REMOVE EXISTING POWER STRUCTURE.

CONTRACTOR TO PRESERVE TREE OR REMOVE TREE INCLUDING

STUMP AND ROOTS AS NECESSARY.

PROTECT EXISTING LANDSCAPE AREA TO REMAIN.

CLEARING LIMITS NOTE

THE CLEARING LIMITS SHOWN MAY NEED TO BE ADJUSTED TO

PERFORM THE WORK. CONTRACTOR IS RESPONSIBLE FOR

REVIEWING LIMITS AND CONFIRMING SILT FENCE LOCATION PRIOR

TO WORK. ANY ADJUSTMENTS SHALL BE AT THE COST OF THE

CONTRACTOR.

1. CONTRACTOR SHALL ACQUIRE 1200 SERIES PERMIT FROM THE ROGUE

VALLEY SEWER SERVICE.

2. IF THE EXISTING IRRIGATION SYSTEM IS DAMAGED BY THE

CONTRACTOR, THE CONTRACTOR SHALL REPLACE THE DAMAGED

IRRIGATION SYSTEM IN KIND. SYSTEM SHALL BE BIDDER DESIGNED.

3. THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF 6" OF TOPSOIL AT

ALL AREA TO REMAIN PERVIOUS. THE CONTRACTOR SHALL RESTORE

ALL PERVIOUS AREAS TO BE HYDROSEEDED PRIOR TO SEEDING.

GENERAL NOTES

C1.2

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

VA WHITE CITY MRI SITE

PREPARATION

692-CSI-101

N/A

05/26/2023 DGM ACP

Revisions: Date:

100% CONSTRUCTION

DOCUMENTA/E:

SPEES DESIGN BUILD

625 1ST AVE, STE 301

(206) 590-2118

RAY SPEES

ENGINEERING DISCIPLINE:

ETHOS CIVIL

748 MARKET ST, TACOMA, WA 98405

(253) 414-1989

DON MELLOTT

ethoscivil.com info@ethoscivil.com 253.414.1989

34821 C1.1

TESC AND DEMOLITION

PLAN

CONTRACTOR SHALL FURNISH, INSTALL, ADJUST, AND MAINTAIN

TEMPORARY 6 FOOT CHAINLINK SECURITY FENCE AT SITE

PERIMETER FOR ENTIRE DURATION OF PROJECT. PERIMETER

SECURITY FENCE SHALL INCLUDE AT LEAST ONE VEHICLE GATE AND

ONE MAN GATE. SECURITY FENCE SHALL INCLUDE, BUT IS NOT

NECESSARILY LIMITED TO, CHAINLINK FABRIC, RAILS, POSTS, GATES,

LOCKS, AND BRACES.

CE 2

C1.2

1. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MILS.

2. COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN PLACE BY USING SANDBAGS

OR TIRES ON ROPES WITH A MAXIMUM 10-FOOT GRID SPACING IN ALL DIRECTIONS. ALL

SEAMS SHALL BE TAPED OR WEIGHTED DOWN FULL LENGTH. SEAMS SHALL HAVE AT

LEAST A 12 INCH OVERLAP.

3. CLEAR PLASTIC COVERING SHALL BE INSTALLED IMMEDIATELY ON AREAS SEEDED

BETWEEN NOVEMBER 1 AND MARCH 31 AND REMAIN UNTIL VEGETATION IS FIRMLY

ESTABLISHED.

4. WHEN COVERING IS USED ON UN-SEEDED SLOPES, IT SHALL BE KEPT IN PLACE UNTIL THE

NEXT SEEDING PERIOD.

5. PLASTIC COVERING SHALL BE BURIED TWO FEET AT THE TOP OF SLOPES IN ORDER TO

PREVENT SURFACE WATER FLOW BENEATH SHEETS.

6. PROPER MAINTENANCE OF COVERING INCLUDES, BUT IS NOT NECESSARILY LIMITED TO,

REGULAR CHECKS FOR AND REPAIRS OF RIPS AND DISLODGED ENDS.

1. ALL LIMITS OF CLEARING AND AREAS OF VEGETATION PRESERVATION AS PRESCRIBED ON

THESE PLANS SHALL BE CLEARLY FLAGGED IN THE FIELD AND OBSERVED DURING

CONSTRUCTION.

2. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES, AND PROTECTIVE

MEASURES FOR SIGNIFICANT TREES SHALL BE INSTALLED PRIOR TO INITIATING ANY

CONSTRUCTION ACTIVITIES.

3. ALL REQUIRED SEDIMENTATION AND EROSION CONTROL FACILITIES MUST BE

CONSTRUCTED AND IN OPERATION PRIOR TO ANY LAND CLEARING AND/OR OTHER

CONSTRUCTION ACTIVITIES TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER

ANY EXISTING DRAINAGE SYSTEM. THE CONTRACTOR SHALL SCHEDULE AN INSPECTION

OF THE EROSION CONTROL FACILITIES PRIOR TO ANY LAND CLEARING AND/OR OTHER

CONSTRUCTION. ALL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE MAINTAINED

IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR

CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR ON-SITE EROSION HAS PASSED.

THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, AND ADDITIONS TO THE EROSION

AND SEDIMENTATION CONTROL MEASURES SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

4. THE EROSION AND SEDIMENTATION CONTROL SYSTEM MEASURES DEPICTED ON THESE

PLANS ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE

CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL

CONDITIONS DICTATE, ADDITIONAL MEASURES MAY BE NECESSARY TO ENSURE

COMPLETE SILTATION CONTROL ON THE SITE. DURING THE COURSE OF CONSTRUCTION, IT

SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY

NEW CONDITIONS THAT MAY BE CREATED BY CONSTRUCTION RELATED ACTIVITIES AND

TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE THE MINIMUM REQUIREMENTS, AS

MAY BE NEEDED TO PROTECT ADJACENT SITES, SENSITIVE AREAS, NATURAL WATER

COURSES, AND/OR STORM DRAINAGE SYSTEMS.

5. ANY DISTURBED AREA WHICH HAS BEEN STRIPPED OF VEGETATION AND WHERE NO

FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 10 DAYS OR MORE DURING THE DRY

SEASON (MAY 1-SEPT 30) OR 5 DAYS OR MORE IN THE WET SEASON (OCT 1-APRIL 30),

SHALL BE IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING, OR OTHER

APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN

QUESTION. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF

MAY THROUGH SEPTEMBER INCLUSIVE. SEEDING MAY PROCEED OUTSIDE THE SPECIFIED

TIME PERIOD WHENEVER IT IS IN THE INTEREST OF THE CONTRACTOR BUT SHALL BE

AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT.

6. NO TEMPORARY OR PERMANENT STOCKPILING OF MATERIALS OR EQUIPMENT SHALL

OCCUR WITHIN CRITICAL AREAS OR ASSOCIATED BUFFERS, OR THE CRITICAL ROOT ZONE

FOR VEGETATION PROPOSED FOR RETENTION.

7. WATER SITE AS NECESSARY TO CONTROL DUST.

8. TOPSOIL SHALL NOT BE PLACED WHILE SUBGRADE IS IN A FROZEN OR MUDDY CONDITION,

WHEN THE SUBGRADE IS EXCESSIVELY WET, OR WHEN CONDITIONS EXIST THAT MAY

OTHERWISE BE DETRIMENTAL TO PROPER GRADING OR PROPOSED SODDING OR

SEEDING.

9. ON-SITE EROSION CONTROL MEASURES SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR. ANY PROBLEMS OCCURRING BEFORE FINAL STABILIZATION OF THE SITE

SHALL BE CORRECTED BY THE CONTRACTOR.

10. IF EROSION OR SEDIMENTATION OCCURS ON ADJACENT SITES, ALL CONSTRUCTION WORK

WITHIN THE PROJECT LIMITS THAT WILL AGGRAVATE THE SITUATION MUST CEASE AND

THE CONTRACTOR SHALL IMMEDIATELY COMMENCE RESTORATION OR MITIGATION

MEASURES. RESTORATION ACTIVITY SHALL CONTINUE UNTIL SUCH TIME AS THE PROBLEM

IS RECTIFIED.

11. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN ON THESE DRAWINGS

SHALL BE INSTALLED PRIOR TO, OR AS THE FIRST STAGE OF SITE PREPARATION.

12. SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN

ON THESE DRAWINGS NOT PROVE ADEQUATE TO CONTROL EROSION AND

SEDIMENTATION, THE CONTRACTOR SHALL INSTALL ADDITIONAL FACILITIES AS

NECESSARY TO PROTECT ADJACENT SITES, SENSITIVE AREAS, NATURAL WATER

COURSES, AND/OR STORM DRAINAGE SYSTEMS.

13. ALL NECESSARY FACILITIES SHALL BE MAINTAINED ON SITE TO PREVENT DEBRIS, DUST, AND MUD FROM ACCUMULATING ON ADJACENT ROADWAYS.

14. RUNOFF SHALL NOT BE ALLOWED TO DRAIN INTO THE STORM DRAINAGE SYSTEM DURING

CONSTRUCTION. PROVIDE TEMPORARY PROTECTION FOR YARD DRAINS AS REQUIRED TO

PREVENT RUNOFF FROM ENTERING THE STORM DRAINAGE SYSTEM.

15. ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE

COMPLETELY REMOVED PRIOR TO PROJECT COMPLETION.

TESC NOTES PLASTIC COVERING NOTES

HYDROSEEDING NOTES

1. HYDROSEEDING SHALL BE APPLIED TO ALL DISTURBED NON-PAVED SURFACES, UNLESS

NOTED OTHERWISE.

2. HYDROSEEDING SHALL CONSIST OF RYEGRASS AND SHALL BE APPLIED AT A RATE OF 120

LBS/ACRE.

3. HYDROSEED SHALL INCLUDE A MINIMUM OF 1500 LBS/ACRE OF MULCH WITH 3% TACKIFIER.

IT SHALL ALSO INCLUDE A 10-4-6 FERTILIZER AT A RATE OF 90 LBS/ACRE.

4. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND

OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE.

5. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED

BED WILL BE NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE (E.G.

GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING).

6. BEFORE SEEDING, INSTALL ALL REQUIRED SURFACE RUNOFF CONTROL MEASURES SUCH

AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADERS, AND

SEDIMENTATION BASINS.

7. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE

ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE.

8. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS RECOMMENDATIONS. AMOUNTS

USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS.

9. HYDROSEED SHALL NOT BE APPLIED TO AREAS SUBJECT TO WEAR BY CONSTRUCTION

TRAFFIC.

1. DEMOLITION: IT IS THE INTENT OF THE WORK UNDER THIS CONTRACT TO INCLUDE

THE DEMOLITION OF ALL EXISTING BUILDINGS, PAVING, UTILITIES AND OTHER

EXISTING SITE IMPROVEMENTS INCLUDING THEIR UNDERGROUND COMPONENTS

AS INDICATED BY THIS DRAWING AND AS REQUIRED FOR NEW CONSTRUCTION. IT

IS THE CONTRACTOR'S RESPONSIBILITY TO FULLY REVIEW THE SITE CONDITIONS

AND TO CORRELATE THESE OBSERVATIONS WITH THE PROJECT WORK AND

INCLUDE ALL NECESSARY DEMOLITION, WHETHER SHOWN OR NOT, AND INCLUDE

ALL SUCH COSTS IN THE BASE BID.

2. CLEARING: IT IS THE INTENT OF THE WORK UNDER THIS CONTRACT TO CONDUCT

ALL CLEARING NECESSARY TO BE ABLE TO COMPLETE ALL THE WORK OF THIS

PROJECT.

3. CONTRACTOR SHALL LEGALLY DISPOSE OF THE OWNER'S PROPERTY, ALL

DEMOLISHED AND REMOVED MATERIALS, UNLESS INDICATED OTHERWISE.

4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR FOR ENSURING THAT ALL

UTILITIES HAVE BEEN DISCONNECTED PRIOR TO COMMENCING DEMOLITION.

CONTRACTOR SHALL COORDINATE UTILITY DEMOLITION WITH NEW

CONSTRUCTION.

5. COORDINATE POWER DEMOLITION WITH UTILITY PURVEYOR AND ELECTRICAL

PLANS. CONTRACTOR TO ENSURE THAT DEMOLITION OF LINES WILL NOT

COMPROMISE POWER TO OTHER AREAS.

6. COORDINATE GAS DISCONNECTION WITH UTILITY PURVEYOR CONTRACTOR TO

COORDINATE WORK WITH P.S.E. CONTRACTOR TO DEMOLISH ABANDONED

SERVICE. CONTRACTOR TO ENSURE THAT DEMOLITION OF GAS LINES WILL NOT

IMPACT GAS SERVICE TO OTHER AREAS. NO DISRUPTION IN SERVICE ALLOWED.

7. ANY ABANDONED SIDE SEWER(S) SHALL BE PLUGGED OR CAPPED AS SHOWN.

8. UTILITIES TO BE ABANDONED SHALL BE CAPPED. CONTRACTOR SHALL AS-BUILT

LOCATION.

9. PROTECT TREES AND TREE ROOTBALLS SCHEDULED TO REMAIN FROM DAMAGE.

10. CONTRACTOR SHALL ENSURE THAT ADEQUATE FIRE PROTECTION ACCESS IS

PROVIDED TO SITE AND EXISTING STRUCTURES TO REMAIN. CONTRACTOR SHALL

ALSO PROVIDE ADEQUATE FIRE PROTECTION FOR THE NEW BUILDING.

11. CONTRACTOR SHALL MINIMIZE DUST GENERATION ONSITE BY SPRINKLING THE

SITE WITH WATER UNTIL SURFACE IS WET.

12. SAWCUT CONCRETE SIDEWALK AT THE NEAREST JOINT.

DEMOLITION NOTES

48" 36"

24"

NOTES:

1. FILTERS SHALL BE INSPECTED AFTER EACH STORM EVENT AND

CLEANED OR REPLACED WHEN 1/3 FULL.

2. INSTALL INLET PROTECTION IN ALL NEW STORM STRUCTURES THAT

WILL COLLECT STORMWATER AS THEY ARE INSTALLED.

ADAPTOR SKIRT RETRIEVAL STRAP

OVERFLOW (TO PYPASS

PEAK STORM VOLUMES)

EXISTING

CATCH BASIN

GEOTEXTILE

FABRIC

SEDIMENT ACCUMULATION

1 NOT TO SCALE

INLET PROTECTION

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

VA WHITE CITY MRI SITE

PREPARATION

692-CSI-101

N/A

05/26/2023 DGM ACP

Revisions: Date:

100% CONSTRUCTION

DOCUMENTA/E:

SPEES DESIGN BUILD

625 1ST AVE, STE 301

(206) 590-2118

RAY SPEES

ENGINEERING DISCIPLINE:

ETHOS CIVIL

748 MARKET ST, TACOMA, WA 98405

(253) 414-1989

DON MELLOTT

ethoscivil.com info@ethoscivil.com 253.414.1989

34821 C1.2

TESC AND DEMOLITION

NOTES AND DETAILS

EGRESS

IN

GRESS/

FULL

W

ID

TH

' M

IN

12" MIN.

1. ROCK PAD MATERIAL SHALL BE 4"-6" QUARRY SPALLS AND MAY BE TOP-DRESSED WITH 1"-3" ROCK.

2. THE ROCK PAD SHALL BE AT LEAST 12 INCHES THICK AND 100 FEET LONG. WIDTH SHALL BE THE FULL WIDTH

OF THE VEHICLE INGRESS AND EGRESS AREA.

3. ADDITIONAL ROCK SHALL BE ADDED PERIODICALLY TO MAINTAIN PROPER FUNCTION OF THE PAD.

4. IF THE PAD DOES NOT ADEQUATELY REMOVE THE MUD FROM THE VEHICLE WHEELS, THE WHEELS SHALL BE

HOSED OFF BEFORE THE VEHICLE ENTERS A PAVED STREET. THE WASHING SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT RETENTION FACILITY OR

THROUGH A SILT FENCE.

5. GEOTEXTILE SHALL MEET THE FOLLOWING: GRAB TENSILE STRENGTH 200 PSI MIN, GRAB TENSILE LONGATION

30% MAX, MULLEN BURST STRENGTH 400 PSI MIN, AOS 2-45 (U.S. STANDARD SIEVE).

6. THE ROCK PAD SHALL BE REMOVED UPON COMPLETION OF ALL CONSTRUCTION.

100' MIN.

EDGE OF EXISTING PAVEMENT

EXISTING

FRONTAGE ROAD

R=25' MIN

GEOTEXTILE

ROCK PAD

2 NOT TO SCALE

CONSTRUCTION ENTRANCE

MATCH EX: 1326.15

MATCH EX: 1326.16

3.35%

1.5

1.5

1.5

1.5%

FFE: 1327.25

FFE: 1327.25

1TYP

77 8

SSMH #3, 48" Ø

N 291245.39

E 4289226.34

RIM: 1325.91

IE: 1316.40 12" (NE)

IE: 1316.50 12 (SW)

IE: 1316.60 8" (SE)

SSMH #2, 48" Ø

N 291203.35 E 4289266.17

RIM: 1325.89

IE: 1317.17 8" (NW)

IE: 1317.27 8" (NE)

SSMH #1, 48" Ø

N 291240.27 E 4289304.38

RIM: 1325.98

IE: 1317.67 8" (SW)

IE: 1317.77 8" (SE)

IE: 1317.87 6" (NE)

15TYP

15 TYP

1TYP

MATCH EX: 1327.14

MATCH EX: 1328.06

MATCH EX: 1327.80

MATCH EX: 1327.88

MATCH EX: 1327.87

MATCH EX: 1328.17

1.5%

161327.14

1327.14

1327.23

1327.23

1327.14

1327.23

1327.14

1727.23

1.5%

1.5%

4.5%

1327.04

1327.10

1327.82

1327.82

SDCB #1, TYPE 1

N 291259.84

E 4289347.67

RIM: 1326.50

IE: 1324.80 8" (NW)

MATCH EX: 1327.98

MATCH EX: 1327.82

IE: 1324.10 9

1727.14

1727.04

IE: 1324.609

1327.10

1327.10

1326.50

1326.00

1327.23

1326.00

1.5

1.5%

1327.08

1327.08

1.5

18 TYP

0.3 8%

5.8 7%

EG: 1327.77

LEGEND

PROPOSED BUILDING OUTLINE

FENCING - REFER TO ARCHITECTURAL

DRAWINGS.

CEMENT CONCRETE PAVING

WATER PIPING

STORM DRAINAGE PIPING

FOOTING DRAIN

SANITARY SEWER MAIN

FORCE MAIN

UNDERGROUND POWER, SEE ELECTRICAL

PLAN FOR MORE INFORMATION

KEYNOTES

INSTALL SPLASHBLOCK AT DOWNSPOUT AND ROUTE STORMWATER

AWAY FROM BUILDING.

RECONNECT EXISTING UTILITY.

CONNECT NEW 1-INCH PE WATER SERVICE TO EXISTING WATER

MAIN. PROVIDE BRASS 1/4 TURN SHUTOFF VALVE IN DOMESTIC

METER BOX.

PROVIDE NEW SEWER MAIN CONNECTION AT EXISTING 12-INCH

SEWER MAIN WITH AN OVERBUILD MANHOLE. MAINTAIN SERVICE TO

EXISTING SEWER MAIN DURING CONSTRUCTION.

PROVIDE CONCRETE CHILLER PAD AT GRADE. SEE ARCHITECTURAL

SITE PLAN FOR MORE INFORMATION.

PROVIDE SUMP PUMP WITH 24"Ø X 48" DEEP WET WELL WITH SEALED

LID AND INLET/OUTLET SIDEWALL PENETRATIONS FOR FOOTING

DRAIN. ROUTE SUMP PUMP OUTLET WITH 2-INCH PE FORCE MAIN TO

CATCH BASIN. MOUNT CONTROL PANEL TO BUILDING, SEE

ARCHITECTURAL DRAWINGS FOR MORE INFORMATION. COORDINATE

POWER SUPPLY WITH ELECTRICAL ENGINEER. SEE GENERAL SUMP

PUMP AND CONTROL PANEL SELECTION NOTES ON THIS SHEET.

STRUCTURE ELEVATION INFORMATION:

RIM = 1326.50

FOOTING DRAIN INLET IE = 1324.00

ALARM ON = 1323.66

PUMP ON = 1323.16

PUMP OFF = 1322.75

BOTT OF WET WELL = 1322.50

ROUTE PROPOSED SEWER SERVICE UNDER BUILDING AND CONNECT

ALL PROPOSED DRAINS WITHIN BUILDING.

ROUTE PROPOSED WATER SERVICE UNDER BUILDING AND CONNECT

ALL PROPOSED FIXTURES WITHIN BUILDING.

CONNECT TO EXISTING CATCH BASIN. CORE DRILL AND GROUT

STRUCTURE AS NECESSARY.

RE-ROUTE EXISTING IRRIGATION LINE. MATCH PIPE SIZE AND PIPE

TYPE IN KIND.

MINIMIZE EXCAVATION IMPACT TO EXISTING TREE ROOTS.

NEW 6-INCH SEWER SERVICE, PVC SDR 35 @ 2.00% MIN.

NEW 8-INCH SEWER MAIN, PVC SDR 35 @ 1.00% MIN.

CONTRACTOR SHALL POTHOLE EXISTING UTILITY TO VERIFY INVERT

ELEVATION. CONTACT THE ENGINEER IF EXISTING INVERT ELEVATION

IS DIFFERENT THAN SHOWN.

PROVIDE EXTENDED BUILDING FOOTING AS NECESSARY TO

MAINTAIN EXISTING GRADE OUTSIDE OF THE BUILDING FOOTPRINT.

PROVIDE CRAWL SPACE EXCAVATION PER BUILDING

MANUFACTURERS RECOMMENDATION.

RE-ROUTE EXISTING STORM AND POWER LINE. MATCH PIPE SIZE AND

PIPE TYPE IN KIND. PVC PIPE SHALL HAVE THRUSTBLOCKS AT ALL

BENDS. SEE ELECTRICAL PLANS FOR MORE INFORMATION ON

POWER ROUTING.

NEW 8-INCH STORM LINE, DIP CL52 @ 1.00% MIN.

IMPACT BARRIER BOULDERS 3' TALL X 4' DEEP X 5 WIDE, 9'

ON-CENTER MAXIMUM SPACING. CONTRACTOR SHALL PLACE

BOULDERS SUCH THAT A 4' MIN ACCESS PATH TO THE NEW BUILDING

IS PROVIDED.

FENCE PER ARCHITECTURAL PLANS.

PROVIDE SUMP PUMP FOR ELECTRICAL VAULT MEETING THE SUMP

PUMP SELECTION NOTES ON THIS SHEET. ROUTE SUMP PUMP

OUTLET WITH 2-INCH PE FORCE MAIN TO CATCH BASIN. PROVIDE

POST MOUNTED CONTROL PANEL WITH ALARM PER CONTROL PANEL

NOTES ON THIS SHEET. SEE ELECTRICAL PLAN FOR MORE

INFORMATION.

PROVIDE 48" DIAMETER CONCRETE DRY WELL WITH PERFORATED

BASE AND 5' TALL PERFORATED RISER. DRY WELL PERFORATIONS

SHALL BE 2-3/8" DIAMETER HOLES. STRUCTURE SHALL HAVE FLAT

TOP WITH 7" TALL 25" DIAMETER CAST IRON ACCESS COVER.

STRUCTURE SHALL BE SURROUNDED WITH 1' THICK WASHED

DRAINAGE FILL PER SPECIFICATIONS. COMPACT WASHED DRAINAGE

FILL UNDER STRUCTURE TO 95%. CONNECT 2" FORCE MAIN TO WET

WELL RISER.

EXISTING MINOR CONTOURS

EXISTING MAJOR CONTOURS

PROPOSED MINOR CONTOUR

PROPOSED MAJOR CONTOUR

SPOT ELEVATION

SLOPE

123.45

3:1OR1.0%

CLEANOUT

CATCH BASIN TYPE 1

1. PROVIDE PIPE BEDDING AND BACKFILL PER DETAIL

GENERAL NOTES

C3.0

C3.0

C3.0

C3.0

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

VA WHITE CITY MRI SITE

PREPARATION

692-CSI-101

N/A

05/26/2023 DGM ACP

Revisions: Date:

100% CONSTRUCTION

DOCUMENTA/E:

SPEES DESIGN BUILD

625 1ST AVE, STE 301

(206) 590-2118

RAY SPEES

ENGINEERING DISCIPLINE:

ETHOS CIVIL

748 MARKET ST, TACOMA, WA 98405

(253) 414-1989

DON MELLOTT

ethoscivil.com info@ethoscivil.com 253.414.1989

34821 C2.0

CIVIL SITE PLAN

SUMP PUMP SHALL MEET THE FOLLOWING CRITERIA:

· 3/10 HP, 115 V MOTOR, OIL FILLED, HERMETICALLY SEALED

· CAST IRON SWITCH CASE, MOTOR AND PUMP HOUSING

· CORROSION RESISTANT POWDER COATED EPOXY FINISH

· ENGINEERED THERMOPLASTIC OR CAST IRON BASE

· ENGINEERED GLASS FILLED PLASTIC IMPELLER WITH METAL INSERT OR

CAST IRON IMPELLER

· STAINLESS STEEL SCREWS, SWITCH GUARD AND HANDLE

· UPPER AND LOWER OIL FED CAST IRON SLEEVE BEARINGS

· 1-1/2" NPT DISCHARGE

· PASSES 1/2" SPHERICAL SOLIDS

· WITHOUT INLET/OUTLET SCREENS

· SOLID BUOYANT NEOPRENE FLOATS OR SOLID STATE FLOATS W/ ALARM

· UL LISTED 3-WIRE CORD TO BE DIRECTLY WIRED TO CONTROL PANEL

· MINIMUM OF 5-INCHES OF PUMPING DEPTH

· PUMP OUTLET PIPING SHALL HAVE BACKWATER CHECK VALVE

SUMP PUMP SELECTION NOTES

SUMP PUMP CONTROL PANEL SHALL MEET THE FOLLOWING CRITERIA:

· 115 V

· 7 - 15 AMPS

· CIRCUIT BREAKER DISCONNECT

· NEMA 4X ENCLOSURE WITH HINGED COVER AND LOCKING LATCH

· TERMINAL STRIP

· ALARM HORN (83 TO 85 DECIBEL RATING)

· HORN SILENCE SWITCH TO ALARM ON/OFF

· PUMP RUN INDICATOR LIGHT

· (3) 20 FOOT CONTROL FLOAT SWITCHES

· CONTROL PANEL SHALL BE COMPATIBLE WITH SUMP PUMP

CONTROL PANEL SELECTION NOTES

BEFORE INSTALLING ANY BUILDING FOUNDATIONS, CONTRACTOR

SHALL EMPLOY A LICENSED GEOTECHNICAL ENGINEER TO OBSERVE

ALL BUIILDING FOUNDATION SUBGRADES. GEOTECHNICAL ENGINEER

SHALL DOCUMENT THAT UNDERLYING SOILS ARE FIRM AND

UNYIELDING AND MEET THE PROJECT SPECIFICATIONS.

SUBGRADE

CEMENT CONCRETE PAVEMENT

4"

CRUSHED SURFACING BASE COURSE OR

BEDDING PER SPECIFICATIONS

2"

NOTES:

1. DEPTHS INDICATED ARE COMPACTED THICKNESS.

2. CEMENT CONCRETE PAVEMENT SHALL CONSIST OF PORTLAND CEMENT CONCRETE WITH A

MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AND A MINIMUM RUPTURE MODULUS OF 580

PSI.

3. ALL BASE MATERIAL SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95% BASED ON THE

MODIFIED PROCTOR MAXIMUM DRY DENSITY PER ASTM D-1557.

4. SUBGRADE SHALL BE COMPACTED TO A FIRM AND UNYIELDING CONDITION PRIOR TO

PLACEMENT OF ANY PAVEMENT LAYERS. ANY LOCALIZED ZONES OF SOFT, ORGANIC-RICH,

OR DEBRIS-LADEN SOILS SHOULD BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL

FILL MATERIAL.

5. RECYCLED CONCRETE IS NOT ACCEPTABLE.

NOTES:

1. BACKFILL MATERIAL SHALL NOT HAVE ROCKS OR PARTICLES LARGER THAN 1" WITHIN 12" OF THE PIPE.

BACKFILL MATERIAL SHALL BE PLACED IN 8" MAXIMUM LOOSE LIFTS AND COMPACTED TO 95% MAXIMUM

DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D-1557).

2. CONSTRUCT ALL STORM AND ROOF DRAINS IN CONFORMANCE WITH THIS DETAIL UNLESS NOTED

OTHERWISE ON THE PLANS.

3. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE

SUPPORTED IN COMPLIANCE WITH OSHA REGULATIONS AND LOCAL ORDINANCES.

4. IF ORGANIC MATERIAL IS ENCOUNTERED DURING UTILITY EXCAVATION, OVEREXCAVATE TRENCH TO INCREASE PIPE BEDDING DEPTH TO 18" OR MORE AS REQUIRED TO COMPACT BEDDING TO FIRM AND

UNYIELDING CONDITION.

BACKFILL WITH BANK RUN GRAVEL

FOR TRENCH BACKFILL OR

SUITABLE NATIVE MATERIAL

0.15 x DIA OR 4" MIN

PAVEMENT, BASE COURSE AND

SUBBASE PER PAVING SHEETS

8" TYP

RIGID

(DI, CONC)

FLEXIBLE

(CPEP, CMP, PVC)

PIPE AS SPECIFIED ON

PLAN OR SPECS

1.5 x I.D. + 18"

24" MIN

PIPE BEDDING PER

SPECIFICATIONS

6"

DI

A

6" MIN

4"Ø PERFORATED PVC SDR35

WITH PERFORATIONS DOWN. INVERT

SHALL BE AT OR BELOW THE BASE OF

THE PERIMETER FOOTINGS OR

GRADE BEAMS.

SURFACING PER PLAN

MIRAFI 140N NON-WOVEN GEOTEXTILE

FABRIC OR APPROVED EQUIVALENT

PLACED A MINIMUM OF 6" FROM FOOTING

DRAIN PIPE.

WASHED DRAINAGE FILL PER

SPECIFICATIONS

WASHED DRAINAGE FILL PER

SPECIFICATIONS

CAST IRON RING AND LOCKING COVER

SEWER

NOTES:

1. PIPE MATERIAL PER PLAN.

2. PIPE DIAMETER PER PLAN.

3. ABS TO PVC USE PVC ADAPTOR

OR FERNCO w/STAINLESS STEEL

CLAMPS OR APPROVED EQUAL.

4. PVC TO CAST IRON OR

CONCRETE USE FERNCO

w/STAINLESS STEEL CLAMPS OR

APPROVED EQUAL.

DRILL & TAP (SPLITTING THE

SEAM) SET MADE BOLT- DOWN

WITH 3/8" SS ALLEN- HEAD

BOLTS - 2 PLACES

"SEWER" LETTERING FOR SANITARY SEWER;

"STORM" LETTERING FOR STORM DRAINAGE

1"

1/8" RAISE - 1/2" WIDE BORDER

7"

7-3/4" 8-3/4" 15"

4"

5/8" 10" 9"

4-3/4"

2'-0"

3000 PSI CLASS C

CONCRETE (TYP)

12"Ø

FIBER JOINT PACKING

45° (1/8) BEND

PROVIDE

WATER

TIGHT PLUG

1. BARE GALVANIZED METAL SHALL NOT BE USED FOR MATERIALS THAT CONVEY

STORMWATER, SUCH AS ROOFS, CANOPIES, SIDING, GUTTERS, DOWNSPOUTS,

ROOF DRAINS AND PIPES. ANY GALVANIZED MATERIALS SHALL HAVE AN INERT,

NON-LEACHALBE FINISH, SUCH AS BAKED ENAMEL, FLUOROCARBON PAINT (SUCH

AS KYNAR OR HYLAR), FACTORY-APPLIED EPOXY, PURE ALUMINUM, OR ASPHALT

COATING. ACRYLIC PAINT, POLYESTER PAINT, FIELD-APPLIED, AND PART ZINC

(SUCH AS GALVALUME) COATINGS ARE NOT ACCEPTABLE.

2. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE LOCATION. PRIOR TO

INSTALLATION OF ANY PROJECT IMPROVEMENTS, CONTRACTOR SHALL VERIFY

LOCATION AND ELEVATION OF EXISTING UTILITIES. IN THE EVEN T OF ANY

DISCREPANCY FROM THE INFORMATION PRESENTED ON THESE PLANS,

CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER.

3. CONSTRUCT ALL UTILITIES IN CONFORMANCE WITH THE STORM AND ROOF DRAIN

TRENCH SECTION DETAIL UNLESS NOTED OTHERWISE.

4. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT QUANTITY AND LOCATION OF

DOWNSPOUTS. ALL DOWNSPOUTS SHALL BE SPLASHBLOCKED TO PROVIDE

POSITIVE DRAINAGE AWAY FROM THE BUILDING.

5. ALL STORM PIPES CONNECTING TO CONCRETE STRUCTURES SHALL BE GROUTED

TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT.

6. ROOF AND FOOTING DRAIN TIGHT LINES ARE LOCATED ON DRAWINGS FOR

CLARITY AND ARE TO BE INSTALLED IN ACCORDANCE WITH APPLICABLE CODES.

ALL STORM DRAINAGE AND ROOF DRAIN LINE CLEANOUTS SHALL COMPLY WITH

THE CLEANOUT DETAIL.

7. ALL STORM DRAINAGE PIPE SHALL BE CPEP UNLESS NOTED OTHERWISE.

8. ALL TYPE 2 CATCH BASINS SHALL HAVE AN INSIDE DIAMETER OF 48" UNLESS

NOTED OTHERWISE.

STORM DRAINAGE NOTES

1 NOT TO SCALE

CONCRETE PAVING

3 NOT TO SCALE

TYPICAL TRENCH SECTION 4 NOT TO SCALE

CLEANOUT

2 NOT TO SCALE

FOOTING DRAIN

BUILDING FOOTING

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

VA WHITE CITY MRI SITE

PREPARATION

692-CSI-101

N/A

05/26/2023 DGM ACP

Revisions: Date:

100% CONSTRUCTION

DOCUMENTA/E:

SPEES DESIGN BUILD

625 1ST AVE, STE 301

(206) 590-2118

RAY SPEES

ENGINEERING DISCIPLINE:

ETHOS CIVIL

748 MARKET ST, TACOMA, WA 98405

(253) 414-1989

DON MELLOTT

ethoscivil.com info@ethoscivil.com 253.414.1989

34821 C3.0

NOTES AND DETAILS

S-001

GENERAL NOTES

CODES AND STANDARDS

1. 2018 INTERNATIONAL BUILDING CODE W/ VETERANS AFFAIRS AMENDMENTS

2. VA SEISMIC DESIGN REQUIREMENTS, H-18-8 NOVEMBER 1, 2019 REVISED MAY 1ST 2020

3. ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

4. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

5. TMS 402-16 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

6. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

7. AISC 341-16 SEISMIC PROVISIONS FOR STEEL BUILDINGS

8. AWS D1.1 2015 STRUCTURAL WELDING CODE - STEEL

9. AWS D1.3 2008 STRUCTURAL WELDING CODE - SHEET STEEL

10. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH

BOLTS

11. AISI S100-16 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS

12. AISI S240-15 NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING

13. AISI S400-15 S1 NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD-FORMED STEEL STRUCTURAL SYSTEMS WITH

SUPPLEMENT 1

GENERAL

1. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED

TO PERFORM THE WORK.

2. CONTRACTOR-INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND GOVERNMENT APPROVAL AND SHALL BE SUBMITTED IN WRITING TO THE CONTRACTING OFFICER'S REPRESENTATIVE FOR APPROVAL PRIOR TO FABRICATION OR

CONSTRUCTION.

3. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE EXISTING BUILDING DIMENSIONS, SIZE AND LOCATION OF OPENINGS THROUGH CONCRETE, VERIFYING SIZE AND LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND

ATTACHMENTS FOR THE USE OF OTHER TRADES.

4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR

APPROVAL PRIOR TO DETAILING OR USE.

5. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT THEY HAVE DETERMINED AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA (MEANS, METHODS, TECHNIQUES, SEQUENCES, OPERATIONS OF CONSTRUCTION, AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO), AND THAT THE CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE SUBMITTAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT.

DESIGN LOADS

DEAD LOADS:

WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT.

LIVE LOADS

EXAM ROOM 50 PSF

RISK CATEGORY IV

SNOW LOAD

GROUND SNOW LOAD 0 PSF

WIND LOADS

WIND LOAD 105 PSF

SEISMIC LOADS

SEISMIC IMPORTANCE FACTOR, IP 1.5

SITE LATITUDE AND LONGITUDE 42.4393421° N,-122.8400281° W

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS

SHORT PERIOD, Ss 0.609g 1 SECOND PERIOD, S1 0.351g SDS 0.51g SD1 0.351g

SITE CLASS C

STRUCTURAL STEEL

1. STEEL CONSTRUCTION SHALL CONFORM TO AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC

341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

2. STEEL SHALL CONFORM TO THE FOLLOWING:

3. WORK SHALL BE IN ACCORDANCE WITH AISC 303, AS MODIFIED PER THE PROJECT SPECIFICATIONS.

4. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED.

5. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED UNO. REPAIR ANY DAMAGED GALVANIZED STEEL

DUE TO FILED WITH A GALVANIZING REPAIR PAINT ACCORDING TO ASTM A780.

6. ALL GALVANIZED STEEL SHALL CONFORM TO THE MINIMUMS ESTABLISHED BY ASTM A123 OR A153 CLASS D.

7. MINIMUM CONNECTION SHALL BE A TWO-BOLT CONNECTION USING 7/8-INCH DIAMETER A325 BOLTS (TYPE N) IN SINGLE

SHEAR.

8. HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH IBC, RCSC, AND AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A352 OR A490 BOLTS. THE CRITERIA FOR SNUG-TIGHT

CONNECTIONS SHALL APPLY TO CONNECTIONS UNLESS NOTED OTHERWISE AS SLIP-CRITICAL.

9. BOLTS IN BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP CRITICAL.

CONTRACTOR SHALL SUBMIT TIGHTENING PROCEDURES TO THE ENGINEER/ARCHITECT FOR REVIEW AND APPROVAL.

10. HEADED STUD ANCHORS (HSA) FOR COMPOSITE AND NON-COMPOSITE CONSTRUCTION

A. HEADED STUD ANCHORS SHALL BE 3 4 INCH DIAMETER, TYPE B, CONFORMING TO AWS D1.1, UNLESS NOTED

OTHERWISE.

B. HEADED STUD ANCHORS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT

RECOMMENDED BY STUD MANUFACTURER.

C. WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1.1.

11. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED AT

INTERIOR, UNEXPOSED CONDITIONS.

12. ITEMS EMBEDDED IN CONCRETE OR MASONRY AND EXPOSED TO EARTH OR WEATHER SHALL BE HOT-DIPPED GALVANIZED

(UNLESS NOTED OTHERWISE):

A. CONCRETE & MASONRY ACCESSORIES OF FERROUS MATERIAL INCLUDING: INSERTS, EMBEDS, AND BRACKETS.

B. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.

C. WHERE NOTED AS "GALV".

13. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS.

14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE

DRAWINGS.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. REMOVE ERECTION AIDS, INCLUDING ERECTION BOLTS. PLUG WELD HOLES AND

GRIND SMOOTH.

16. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONNECTIONS AND DETAILS

DO NOT NECESSARILY SHOW ERECTION AIDS REQUIRED.

STRUCTURAL STEEL WELDING

1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 AND D1.8.

2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE).

3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE NO FIELD WELDING IS DETAILED ON THE DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD

WELDS.

4. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS.

COMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE ULTRASONICALLY TESTED (UT) UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 5/16 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED (MT).

5. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8 (MINIMUM

70 KSI).

6. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 AND D1.8. WELDING PROCEDURES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL

INSPECTOR.

7. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS

OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT.

SHAPE ASTM SPECIFICATION YIELD STRENGTH, Fy [KSI]

WIDE FLANGE A992 50

ANGLE & CHANNEL (UNO) A36 36

PLATE AND BAR STOCK A36 36

PIPE A53 GRADE B 35

STRUCTURAL TUBE (HSS) A500 GRADE D 50

ROUND STRUCTURAL TUBE (HSS) A500 GRADE C 46

OTHER STEEL UNO A572 50

ANCHORAGE TO CONCRETE AND MASONRY

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING

ANCHOR TYPES BELOW.

2. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT. SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE CONTRACTING

OFFICER'S REPRESENTATIVE/ENGINEER OF RECORD PRIOR TO USE.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE DISTANCE.

INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

5. EXISTING CONSTRUCTION: EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE CONTRACTOR SHALL LOCATE THE

POSITION OF THE EXISTING REINFORCING BARS AND AVOID CUTTING.

DRILLED-IN SCREW ANCHORS INTO CONCRETE

1. HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3027

2. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

3. DEWALT WEDGE-BOLT+ PER ICC ESR-2526

DRILLED-IN EXPANSION ANCHORS INTO CONCRETE

1. HILTI KWIK-BOLT TZ EXPANSION ANCHOR PER ICC ESR-1917

2. SIMPSON STRONG BOLT 2 WEDGE ANCHOR PER ICC ESR-3037

3. DEWALT POWER-STUD+ SD1 MECHANICAL ANCHOR PER ICC ESR-2818

ADHESIVE ANCHORS AND REBAR DOWELING INTO CONCRETE

1. HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM PER ICC ESR-3187

2. SIMPSON SET-XP ADHESIVE ANCHOR SYSTEM PER ICC ESR-2508

3. DEWALT PE1000+ ADHESIVE ANCHOR SYSTEM PER ICC ESR-2583

DRILLED-IN SCREW ANCHORS INTO SOLID-GROUTED MASONRY

1. HILTI KWIK HUS-EZ SCREW ANCHORS PER ICC ESR-3056

2. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

3. DEWALT SCREW-BOLT+ PER ICC ESR-4042

DRILLED-IN EXPANSION ANCHORS INTO SOLID-GROUTED MASONRY

1. HILTI KWIK-BOLT 3 EXPANSION ANCHOR PER ICC ESR-1385

2. SIMPSON STRONG BOLT 2 WEDGE ANCHOR PER UES ER-240

3. DEWALT POWER-STUD+ SD1 MECHANICAL ANCHOR PER ICC ESR-2966

ADHESIVE ANCHORS AND REBAR DOWELING INTO SOLID-GROUTED MASONRY

1. HILTI HIT-HY 270 ADHESIVE ANCHOR SYSTEM PER ICC ESR-4143

2. SIMPSON SET-XP ADHESIVE ANCHOR SYSTEM PER IAPMO UES ER-265

3. DEWALT AC100+GOLD ADHESIVE ANCHOR SYSTEM PER ICC ESR-3200

4. STEEL ANCHOR ELEMENT SHALL BE ASTM F1554 GRADE 55 THREADED ROD OR STEEL REINFORCEMENT PER

DRAWINGS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

8495 CRATER LAKE HWY., WHITE CITY OREGON

Project Director

Revisions: Date:

692-CSI-101

A/E:

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(206) 590-2118

RAY SPEES, PRESIDENT

WSP USA Inc.

10525 Vista Sorrento Parkway Suite 350 San Diego, CA 92121-2704

TEL: 858-500-4500

FAX: 858-500-4501

100% CONSTRUCTION

DOCUMENTS

VA WHITE CITY MRI SITE

PREPARATION

SB DDV

RE

GI

STE

RED

PROFESSIONAL ENGINEER

STATE OF CALI FORNIA

STRUCTURAL

DAN

TE VALDEZ

No. 5752

EXP. 6/30/23

05/26/2023

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

ENGINEERING DISCIPLINE:

8495 CRATER LAKE HWY., WHITE CITY OREGON

Project Director

Revisions: Date:

692-CSI-101

A/E:

SPEES DESIGN BUILD

625 1ST AVE #301

SEATTLE, WA, 98014

(206) 590-2118

RAY SPEES, PRESIDENT

WSP USA Inc.

10525 Vista Sorrento Parkway Suite 350 San Diego, CA 92121-2704

TEL: 858-500-4500

FAX: 858-500-4501

100% CONSTRUCTION

DOCUMENTS

VA WHITE CITY MRI SITE

PREPARATION

SB DDV

RE

GI

STE

RED

PROFESSIONAL ENGINEER

STATE OF CALI FORNIA

STRUCTURAL

DAN

TE VALDEZ

No. 5752

EXP. 6/30/23

05/26/2023 S-002

GENERAL NOTES

STATEMENT OF STRUCTURAL SPECIAL INSPECTION

1. SPECIAL INSPECTION SHALL CONFORM TO SPECIFICATION SECTION 01 45 35 AND CHAPTER 17 OF THE IBC

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN INSPECTION AND TESTING AGENCY

MEETING THE REQUIREMENTS OF SPECIFICATION SECTION 01 45 35.

3. STRUCTURAL OBSERVATION FOR SEISMIC RESISTANCE IS NOT REQUIRED PER IBC SECTION 1704.6.1.

4. STRUCTURAL OBSERVATION FOR WIND RESISTANCE IS NOT REQUIRED PER IBC SECTION 1704.6.2.

5. SPECIAL INSPECTION FOR WIND RESISTANCE IS NOT REQUIRED PER IBC SECTION 1705.11.

& AND

@ AT

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

APPROX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECT

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AVG AVERAGE

BAL BALANCE

BLDG BUILDING

BLKG BLOCKING

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

C CHANNEL

CFS COLD-FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CTR CENTER

db NOMINAL BAR DIAMETER

DBL DOUBLE

DEMO DEMOLISH

DET DETAIL

DIA OR Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DWG DRAWING

E EAST

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRIC

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

f'c COMPRESSIVE STRENGTH OF CONCRETE

FD FLOOR DRAIN

FIN FINISH(ED)

FIN FLR FINISHED FLOOR

FLG FLANGE

FLR FLOOR

FND FOUNDATION

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD, FACE OF STEEL

FRMG FRAMING

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

Fu STEEL TENSILE STRENGTH

FV FIELD VERIFY

Fy STEEL YEILD STRENGTH

GA GAUGE

GALV GALVANIZED

HDG HOT-DIP GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HT HEIGHT

HSS HOLLOW STRUCTURAL SECTIONS (STEEL)

I MOMENT OF INERTIA

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH

INFO INFORMATION

INT INTERIOR

JBE JOIST BEARING ELEVATION

JT JOINT

kN KILONEWTONS kPa KILOPASCALS

KSI KIPS PER SQUARE INCH

L STEEL ANGLE

LBS POUNDS

LF LINEAR FEET

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATE, LOCATION

LONG LONGINTUDINAL

LSL LONG SLOTTED HOLE

LT GA LIGHT GAUGE

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

MPa MEGAPASCALS

# NUMBER

N NORTH

NA NOT APPLICABLE

NF NEAR FACE

No NUMBER

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OVS OVERSIZED

OWJ OPEN WEB JOIST

PAF POWDER ACTUATED FASTENERS

PCF POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL BUILDING

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PH PHASE

PL PLATE

PLWD PLYWOOD

PNL PANEL

PQR PROCEDURE QUALIFICATION RECORD

PREFAB PREFABRICATED

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST TENSIONED

QA QUALITY ASSURANCE

QC QUALITY CONTROL

QTY QUANTITY

R RADIUS

REF REFERENCE

REINF REINFORCE, REINFORCEMENT

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

S SOUTH

SC SLIP-CRITICAL

SCHED SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SPA SPACE, SPACING

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STELL

SSL SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

SW SHEAR WALL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPORARY

THK THICK

THRU THROUGH

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TRANSV TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VOL VOLUME

W WEST

W/ WITH

W/O WITHOUT

WD WOOD