A.1.9 - RTA DWG_W912HV20B0005_FY16MUNS.pdf

KADENA AIR BASE

IE SHIMA

ISHIKAWA S.

E A S T C H I N A S E A

P A C I F I C O C E A NNAHA C.

NAGO C.

SHEET ID

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US Army Corps of Engineers ®

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US Army Corps of Engineers ®

JAPAN DISTRICT

RENDERING VICINITY MAP

ARCHITECTURAL

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

FIRE PROTECTION

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

COMMUNICATIONS

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

DESIGNER OF RECORD

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

MECHANICAL

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

CIVIL

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

STRUCTURAL

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

ELECTRICAL

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

(NAME AND LICENSE)

AREA MAP

KADENA AIR BASE, OKINAWA, JAPAN

PAYZ16000B MUNITIONS STORAGE IGLOOS

RTA

MUNITIONS ENTRY GATE

M A

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GENERAL NOTES GENERAL SYMBOLS

A-100

DESIGN DISCIPLINE: A -

ARCHITECTURE

SHEET NUMBER WITHIN SERIES

ANNOTATION CALLOUTS

1 Ref

A101

SIM

A101

SIM

DIRECTION OF VIEW

LETTER INDICATES BUILDING SECTION

NUMBER INDICATES ELEV OR DETAIL

PLATE NUMBER WHERE

SECTION/DETAIL IS DRAWN

NUMBER INDICATES DETAIL NO.

PLATE NUMBER WHERE DETAIL IS

DRAWN

DIRECTION OF VIEW

PLATE NUMBER WHERE ELEVATION IS

DRAWN

ELEVATION DRAWING NUMBER

INTERIOR ELEVATION DRAWING NUMBER

PLATE NUMBER WHERE ELEVATION IS

DRAWN

DIRECTION OF VIEW

1 Ref

1Ref

4A-101

SHEET NUMBERING SYSTEM

1 Ref

A101

SIM

NORTH

DIRECTION INDICATOR

GRAPHIC SCALE

GRAPHIC SCALE

1. ALL INSTALLATION AND NEW WORK FOR THIS PROJECT SHALL BE IN

ACCORDANCE WITH THE CONTRACT DRAWINGS AND

SPECIFICATIONS.

2. VISIT THE PROJECT SITE INDICATED IN THE CONTRACT DRAWINGS

AND VERIFY EXISTING SITE CONDITIONS. ALL DIMENSIONS AND

QUANTITIES RELATED TO THE PROJECT SHALL BE VERIFIED PRIOR

TO COMMENCEMENT OF WORK.

3. DAMAGE CAUSED BY REMOVAL OPERATIONS OR CONSTRUCTION

ACTIVITY IN ALL AREAS OF THE PROJECT SITE SHALL BE

REPAIRED/RESTORED TO THE APPROXIMATE ORIGINAL CONDITIONS

OR BETTER AND SATISFACTORY TO THE CONTRACTING OFFICER AT

NO COST TO THE GOVERNMENT.

4. ANY DEVIATIONS FROM THE CONTRACT DRAWINGS WHICH ARE

REQUIRED BY FIELD CONDITIONS DIFFERING FROM THOSE

INDICATED ON THE DRAWINGS SHALL BE CALLED TO THE

ATTENTION OF THE CONTRACTING OFFICER FOR APPROVAL PRIOR

TO COMMENCING WITH THE WORK.

5. ALL MATERIALS REQUIRED TO BE REMOVED IN THIS PROJECT SHALL

LEAVE THE AREA CLEAN AND COMPLETE TO THE SATISFACTION OF

THE CONTRACTING OFFICER.

6. UPON COMPLETION OF ALL WORK IN THIS PROJECT, LEAVE THE

AREA CLEAN AND COMPLETE TO THE SATISFACTION OF THE

CONTRACTING OFFICER. ALL WORK AREAS SHALL BE MAINTAINED

IN A NEAT AND ORDERLY MANNER AND SHALL BE CLEANED ON A

DAILY BASIS. CONSTRUCTION DEBRIS AND MATERIALS SHALL NOT

BE ALLOWED TO BE TRACKED OR CARRIED OUTSIDE THE

CONSTRUCTION BOUNDARIES AND SHALL BE CLEANED

IMMEDIATELY WHEN INCIDENTAL ISSUES OCCUR.

7. ALL INDICATED SIZE AND DIMENSIONS ARE IN MILLIMETERS UNLESS

NOTED OTHERWISE.

8. COORDINATE ACCESS TO VISITOR PASS OFFICE DURING

CONSTRUCTION WITH CONTRACTING OFFICER REPRESENTATIVE.

9. REMOVE AND REINSTALL ANY SIGN, FIXTURES, RECEPTACLES, ETC.

AS NEEDED TO ACCOMMODATE NEW CONSTRUCTIONS.

10. SECURE AND WEATHER PROTECT ANY ROUGH OPENINGS DURING

NON-WORKING HOURS.

INDEX

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US Army Corps of Engineers ®

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Outdoor Rec. Center

HAWC WICO

Marek Park

Kenney Park

Falcon Gym

4-Diamonds

Youth Center

Scuba Rental/Repair/Boat House

O'Conner Youth Gym

Marek Park

Risner Gym

Rodriguez Park

Millenium Teen Center

73111

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GENERAL NOTES:

1. THE CONTRACTOR SHALL PROVIDE UNRESTRICTED ACCESS TO THE SITE BY

AUTHORIZED PERSONNEL FOR INSPECTION PURPOSES DURING THE ENTIRE

CONSTRUCTION PERIOD.

2. CONTRACTOR ACCESS TO THE WORK SITE SHALL BE AS SHOWN ON THIS SHEET

UNLESS OTHERWISE APPROVED BY THE CONTRACTING OFFICER. THE CONTRACTOR

SHALL AT ALL TIMES ENSURE AGAINST UNAUTHORIZED ENTRY OR ACCESS TO THE

SECURED AREAS OF THE CONSTRUCTION.

3. ALL CONTRACTOR AND SUBCONTRACTOR PERSONNEL, VEHICLES, EQUIPMENT AND

OTHER MATERIALS SHALL REMAIN WITHIN THE LIMITS OF CONSTRUCTION AND

WITHIN THE SITE ACCESS AND HAUL ROUTES DESIGNATED ON THE PLANS.

4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE OFF BASE HAUL

ROUTES WITH THE APPROPRIATE AUTHORITIES. HAULING ON BASE SHALL NOT

INTERFERE WITH BASE OPERATIONS.

5. ALL WORK, MOVEMENT AND PARKING OF EQUIPMENT SHALL, IN ADDITION TO THE

REQUIREMENTS OF THESE SPECIFICATIONS AND ORDERS OF THE CONTRACTING

OFFICER, BE IN ACCORDANCE WITH KADENA AIR BASE REQUIREMENTS.

SAFETY NOTES:

1. EACH PERSON ENTERING ALL BASES AND INSTALLATIONS IS REQUIRED TO CARRY A

BASE PASS AND IDENTIFICATION, OR TO BE ESCORTED AT ALL TIMES BY A PERSON

CARRYING AN AUTHORITY-ISSUED ESCORT BADGE.

2. EACH VEHICLE ENTERING ALL BASES AND INSTALLATIONS IS REQUIRED TO HAVE

VEHICLE PASSES REQUIRED BY SECURITY FORCES.

3. VEHICLES AND PERSONS ENTERING KADENA AIR BASE ARE SUBJECT TO SEARCH

AND INSPECTION PRIOR TO ENTERING. CONTRACTORS ARE EXPECTED TO

FAMILIARIZE THEMSELVES WITH AND COMPLY WITH THESE PROCEDURES.

4. ALL VEHICLE DELIVERIES SHALL BE COORDINATED, IN ADVANCE, WITH THE

CONTRACTING OFFICER, SO THAT THE GATE GUARDS MAY BE NOTIFIED. VEHICLE

OPERATORS MUST HAVE IN THEIR POSSESSION A COMMERCIAL MANIFEST

IDENTIFYING THE CONTENTS OF THE VEHICLE AND/OR TRAILER WHEN ARRIVING AT

THE GATE.

5. REQUESTS FOR EXCEPTIONS TO THE POLICIES AND PROCEDURES OF THIS

DOCUMENT SHALL BE COORDINATED IN ADVANCE THROUGH THE CONTRACTING

OFFICER.

6. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

CONTRACTOR ACCESS, HAUL ROUTE AND STAGING NOTES:

1. THE FINAL CONTRACTOR STAGING AREAS WILL BE DETERMINED AT THE

PRE-CONSTRUCTION MEETING. THE STAGING AREA WILL BE NEAR STRUCTURE

48904.

2. GATE 1 SHALL BE THE ACCESS POINT FOR ALL KADENA AIR BASE CONSTRUCTION

TRAFFIC. ENTRY VIA OTHER KADENA AIR BASE GATES IS PROHIBITED, UNLESS

OTHERWISE APPROVED BY THE CONTRACTING OFFICER. THE CONTRACTOR MAY

EXIT THE BASE VIA ANY OPEN GATE.

3. CONTRACTOR'S EMPLOYEES WILL ONLY PARK IN AREAS DESIGNATED BY THE

CONTRACTING OFFICER.

4. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE EMPLOYEE

TRANSPORTATION BETWEEN THE WORK AND STAGING AREAS IF NECESSARY.

5. ALL CONSTRUCTION TRAFFIC SHALL TRAVEL ON THE ROUTES INDICATED ON THIS

DRAWING, OR AS APPROVED BY THE CONTRACTING OFFICER.

6. BASE EMERGENCY VEHICLES MUST HAVE UNRESTRICTED USE OF THE EXISTING

ON-SITE HAUL ROUTES AT ALL TIMES; THE CONTRACTOR USE OF THE ON-SITE HAUL

ROUTE SHALL BE SUCH THAT THE EMERGENCY RESPONSE VEHICLES CAN OPERATE

ON THESE ROADS WITHOUT DELAYS TO THE EMERGENCY RESPONSE TIME.

7. CONTRACTOR SHALL STAY WITHIN THE CONSTRUCTION WORK AREAS.

8. UNLESS NOTED OTHERWISE, ALL CONTRACTOR EQUIPMENT MUST BE TAKEN BACK

TO THE STAGING AREA UPON THE COMPLETION OF WORK EACH DAY.

9. CONTRACTOR IS RESPONSIBLE FOR SECURING THEIR EQUIPMENT, MATERIALS AND

VEHICLES.

10. ON-SITE HAUL ROUTES SHALL BE MAINTAINED BY THE CONTRACTOR AND SHALL BE

RESTORED TO THE ORIGINAL OR BETTER CONDITION, UPON PROJECT COMPLETION.

A CONDITION REPORT OF THE BEFORE AND AFTER CONDITION OF ON-SITE HAUL

ROUTES SHALL BE PREPARED JOINTLY BY THE CONTRACTOR AND THE

CONTRACTING OFFICER. FENCING, DRAINAGE, GRADING AND TEMPORARY HAUL

ROUTES OR ACCESS POINTS ON THE SITE SHALL BE THE CONTRACTOR'S TOTAL

RESPONSIBILITY AND SHALL BE APPROVED BY THE CONTRACTING OFFICER PRIOR

TO THE WORK. DAMAGE TO THE PAVEMENT DUE TO CONSTRUCTION TRAFFIC SHALL

BE RESTORED TO ORIGINAL OR BETTER CONDITION AT NO EXTRA COST TO THE

GOVERNMENT.

11. STAGING AREA - THE CONTRACTOR SHALL MAKE PROVISIONS FOR ANY REQUIRED

UTILITIES AT HIS OWN EXPENSE.

12. ALL BARRICADE LIGHTING SHALL BE VERIFIED BY THE CONTRACTOR FOR PROPER

OPERATION AT THE END OF EACH DAY BEFORE CONTRACTOR CEASES OPERATION.

13. ALL COSTS ASSOCIATED WITH PREPARING THE STORAGE AND STAGING AREA SITE

SHALL BE BORNE BY THE CONTRACTOR. THIS INCLUDES, BUT IS NOT LIMITED TO

CLEARING AND GRADING OF THE SITE, CONSTRUCTION OF ALL TEMPORARY

UTILITIES, ACCESS ROADS, ALL SECURITY FENCING, RESTORATION OF THE SITE AT

PROJECT COMPLETION.

14. THE CONTRACTOR SHALL RESTORE ALL GRASSED AREAS USED FOR HAUL ROADS

TO THEIR ORIGINAL CONDITION, INCLUDING THE ESTABLISHMENT OF GRASS.

GATE ACCESS

FROM GATE 1

CONSTRUCTION

HAUL ROUTE

MUNITIONS GATE

ACCESS TO PROJECT AREA

RECYCLE ROUTE

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LEGEND:

ACCESS AND HAUL ROUTE

LEAD PAINTED METAL RECYCLING

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US Army Corps of Engineers ®

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1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH APPLICABLE FEDERAL AND LOCAL LAWS, CODES, ORDINANCE AND THE STANDARDS OF KADENA AIR BASE, JAPAN.

2. THE CONTRACTOR SHALL COORDINATE AND OBTAIN CLEARANCES AND PERMITS FROM BASE CIVIL

ENGINEERING PRIOR TO EXCAVATION ACTIVITIES.

3. THE DISRUPTION OF UTILITY SERVICES SHALL BE MINIMIZED. BASE CIVIL ENGINEERING SHALL APPROVE IN

ADVANCE ANY SERVICE INTERRUPTIONS AND THE REMOVAL OF EXISTING UTILITY LINES. TEMPORARY

SERVICE FOR WATER AND SEWER SHALL BE PROVIDED AS PART OF THE WORK.

4. ALL DISTANCES, DIMENSIONS, AND ELEVATIONS ARE IN THE METRIC SYSTEM UNLESS OTHERWISE INDICATED.

5. PROVIDE SHORING FOR TRENCH EXCAVATION WORK THAT EXCEEDS 1.50 M IN DEPTH.

6. CONTRACTOR SHALL PROVIDE FENCING AND/OR BARRICADES FROM THE WORK AREA TO THE NEAREST

STREET OR OTHER PREDETERMINED DEMARCATION LINE AND BE RESPONSIBLE FOR MAINTAINING THE

GROUNDS WITHIN IN ACCORDANCE WITH THE PROJECT CONSTRUCTION DOCUMENTS THROUGHOUT THE

PERIOD OF WORK.

7. ALL EXISTING UTILITY LINES THAT ARE BEING REPLACED SHALL BE REMOVED AND DISPOSED OF OFF SITE

UNLESS OTHERWISE INDICATED.

8. THE CONTRACTOR SHALL CONDUCT HIS CONSTRUCTION OPERATIONS WITH MINIMAL INTERFERENCE TO

ROADS, DRIVEWAYS, PARKING AREAS, AND VEHICULAR FACILITIES. THE CONTRACTOR SHALL USE ITS BEST

EFFORTS TO PROVIDE CONTINUOUS TRAFFIC FLOW IN ALL DIRECTIONS AT ALL TIMES.

9. THE LOCATIONS OF COVERED SLABS, AC PAVEMENTS, PIPES, UNDERGROUND STRUCTURES, OR OTHER

UTILITIES SHOWN ON THESE PLANS ARE BASED ON VISIBLE FEATURES ON THE GROUND OR AVAILABLE

DRAWINGS PROVIDED BY OTHERS, AND ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY THE TYPE OF

MATERIALS, EXACT LOCATION, SIZE AND DEPTH OF ALL UTILITIES PRIOR TO THE START OF WORK.

10. THE CONTRACTOR SHALL VERIFY THE WATER MAIN LOCATIONS SHOWN ON THE DRAWINGS AND SHALL

PERFORM THE NECESSARY FIELD VERIFICATION TO AVOID DISRUPTION.

11. THE CONTRACTOR SHALL VERIFY THE LOCATIONS, SIZES AND MATERIALS OF PROPOSED CONNECTIONS TO

EXISTING UTILITIES. THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION DURING EXCAVATION ACTIVITIES

IN THESE LOCATIONS.

12. EXISTING UTILITIES TO BE RECONNECTED SHALL BE EXPOSED TO DETERMINE ACTUAL TYPE OF MATERIAL

AND SIZE. PROCURE THE APPROPRIATE TRANSITION COUPLINGS BEFORE STARTING TEMPORARY OUTAGES

FOR RECONNECTION.

13. THE CONTRACTOR SHALL REVIEW THE PLANS AND NOTIFY CONTRACTING OFFICER IMMEDIATELY OF ANY

DISCREPANCIES FOUND BEFORE PROCEEDING WITH THE WORK.

14. DUE TO VARIATIONS AND CONSTRAINTS, EACH UTILITY TIE IN LAYOUT WILL BE DETERMINED BY ITS ACTUAL

FIELD CONDITIONS. CHANGES TO THE DESIGN CONFIGURATION REQUIRE APPROVAL OF CONTRACTING

OFFICER AND SHALL BE DOCUMENTED ON THE AS-BUILT DRAWINGS.

15. ALL EXISTING UTILITIES, VALVE BOXES AND MANHOLES WHETHER SHOWN OR NOT SHOWN ON THE PLANS

THAT ARE AFFECTED BY TRENCHING WORK SHALL BE PROTECTED AT ALL TIMES DURING CONSTRUCTION, IF

DISTURBED THEY SHALL BE RESTORED TO ORIGINAL OR BETTER CONDITION AND ANY DAMAGE SHALL BE

REPAIRED AT NO COST TO THE GOVERNMENT.

16. THE CONTRACTOR SHALL PROVIDE TEMPORARY ACCESS PROTECTION FOR EQUIPMENT, TRUCKS OR OTHER

CONSTRUCTION VEHICLES TO PREVENT ANY DAMAGE TO EXISTING AND/OR NEWLY INSTALLED PAVEMENT.

17. THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION IN EXCAVATING AREAS THAT ARE KNOWN TO HAVE

UNDERGROUND UTILITIES. HAND EXCAVATION IS REQUIRED WITHIN 0.90 M OF ANY EXISTING UTILITIES. IN

CASE WHERE THE DEPTH OR ELEVATION ARE NOT INDICATED ON THE PLANS, THE CONTRACTOR SHALL

PROCEED WITH CAUTION AND SHALL BE RESPONSIBLE FOR ANY DAMAGES INCURRED DURING EXCAVATION

ACTIVITIES.

18. IT IS EXPECTED THAT WORK WILL BE PERFORMED IN AREAS OF PREVIOUSLY DISTURBED SOIL.

NONETHELESS, CULTURAL ASSETS MAY BE PRESENT WITHIN THE WORK AREA, AND CAUTION MUST BE

EXERCISED DURING GROUND DISTURBANCE. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER ONE

(1) WEEK PRIOR TO EXCAVATIONS FOR WORK TO BE PERFORMED IN PREVIOUSLY UNDISTURBED SOIL OR

WITHIN ENVIRONMENTALLY SENSITIVE AREAS. THE CONTRACTING OFFICER WILL NOTIFY THE BASE CIVIL

ENGINEER (BCE) AND ENVIRONMENTAL OFFICE. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING

OFFICER UPON DISCOVERY OF CULTURAL ASSETS.

19. ALL FENCES SHOWN IN CONTRACT DRAWING WILL NEED TO BE RESTORED IF CONSTRUCTION REQUIRES

TEMPORARY REMOVAL DUE TO TRENCHING.

20. EXISTING ASPHALT CONCRETE PAVEMENT, CONCRETE CURB AND GUTTER, CONCRETE WALKS, CONCRETE

SCREEN WALLS, FENCES, TREES, NATURAL DRAINAGE SWALES, AND OTHER STRUCTURES THAT ARE

DISTURBED OR DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION SHALL BE RESTORED TO ITS

ORIGINAL OR BETTER CONDITION AT NO ADDITIONAL COST TO THE GOVERNMENT.

21. UNPAVED AREAS DISTURBED DURING CONSTRUCTION SHALL BE FULLY RESTORED USING SEED AND

FERTILIZER IMPREGNATED, NON-WOVEN COTTON FABRIC, PER SEEDING SPECIFICATION 32 92 19, FOR

SLOPES FLATTER THAN 4:1. SLOPES STEEPER THAN 4:1 SHALL BE SODDED, PER SODDING SPECIFICATION

SECTION 32 92 23.

22. THE CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE AWAY FROM ALL STRUCTURES AND AVOID PONDING

CONDITIONS ANYWHERE ON SITE. STORM WATER IS TO BE DIRECTED TO STORM WATER CONVEYANCE

STRUCTURES.

23. TRAFFIC CONTROL SIGNS SHALL BE BILINGUAL (ENGLISH AND JAPANESE).

24. THE PROJECT SITE HAS THE POTENTIAL FOR UNEXPLODED ORDINANCE (UXO). CONTRACTOR TO COMPLY

WITH THE BASE CIVIL ENGINEERING SQUADRON'S UXO POLICY FOR ALL CONSTRUCTION ACTIVITIES.

GENERAL NOTES CIVIL NOTES

GENERAL

1. THE CONTRACTOR SHALL PROVIDE TEMPORARY CONNECTION TO EXISTING LINES AS REQUIRED FOR

TESTING AND/OR TO MINIMIZE WATER AND SEWER SERVICE INTERRUPTION BEFORE THE REMOVAL OF ANY

PORTION OF EXISTING LINES. ALL EXISTING WATERLINES ARE ASSUMED TO BE NON-ASBESTOS CEMENT PIPE

(ACP), UNLESS OTHERWISE NOTED IN THE DRAWINGS.

2. CONSTRUCTION OF NEW WATER LINES SHOULD NOT BE REQUIRED FOR THE CONSTRUCTION SCOPE OF THIS

PROJECT; HOWEVER, IF EXISTING WATER LINES ARE DAMAGED DURING CONSTRUCTION, NEW WATER LINES

MUST BE CONSTRUCTED PER BASE CIVIL ENGINEER SQUADRON STANDARDS INCLUDING TESTING

REQUIREMENTS.

3. CONTRACTOR SHALL PROTECT EXISTING PAVEMENTS UNLESS REMOVAL IS INDICATED ON PLANS. IF

DAMAGED DURING CONSTRUCTION THE PAVEMENT SHALL BE REPLACED IN KIND BY THE CONTRACTOR AT

NO ADDITIONAL COST TO THE CONTRACT.

4. CONTRACTOR SHALL PROTECT THE EXISTING CONCRETE DITCHES DURING CONSTRUCTION UNLESS

OTHERWISE INDICATED ON PLANS. ANY CONCRETE DITCHES DAMAGED DURING CONSTRUCTION

OPERATIONS, SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR, TO EXISTING CONDITIONS AT NO

ADDITIONAL COST TO THE CONTRACT.

5. LOCATION OF UTILITY LINES IS BASED ON GIS MAPPING. CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD

VERIFICATION OF EXISTING UTILITIES BEFORE GROUND DISTURBANCE.

6. FOR THE INSTALLATION OF THE UNDERGROUND ELECTRICAL CONDUIT, THE CONTRACTOR MAY UTILIZE A

DIRECTIONAL BORING METHOD IN LIEU OF A TRENCH AS INDICATED ON PLANS, OR A COMBINATION OF

THOSE METHODS.

7. EXISTING COMMUNICATIONS LINES ARE SHOWN FOR REFERENCE PER GIS MAPPING. EXISTING LINES WITHIN

THE LIMITS OF CONSTRUCTION CAN BE REMOVED OR ABANDONED IN PLACE. THE CONTRACTOR IS NOT

REQUIRED TO PROTECT, MAINTAIN SERVICE, OR RECONNECT COMMUNICATION INFRASTRUCTURE WITHIN

THE LIMITS OF CONSTRUCTION.

LOCATION OF WATER LINES

1. THE LOCATION OF THE WATER LINES SHOWN ON THE DRAWINGS IS BASED ON GIS INFORMATION, NOT

UTILITY LOCATES AND SURVEYED PAINT MARKS. FIELD VERIFICATION OF THE LOCATION OF EXISTING WATER

LINES IS REQUIRED PRIOR TO DIGGING.

SURVEY NOTES

1. SITE CONTROL WAS ESTABLISHED USING THE TRIMBLE R8M3 GNSS GPS RECEIVER WITH TRIMBLE “SURVEY

CONTROLLER” SOFTWARE.

2. CONTROL SURVEY FOR THE PROJECT WAS CONDUCTED BY DAICHI SOKUYOU SEKKEI, CO. LTD. CERTIFIED BY

THE GOVERNMENT OF JAPAN, OKINAWA PREFECTURE GENERAL BUREAU CONSTRUCTION DEVELOPMENT

DIVISION AS A LICENSED LAND SURVEYING FIRM UNDER REGISTRATION NO. 3-29025.

3. THE HORIZONTAL AND VERTICAL POSITIONS USED FOR THIS PROJECT ARE BASED UPON GPS OBSERVATIONS

IN THE JAPAN GEODETIC DATUM (JDG) 2011 ZONE 15 GRID COORDINATE SYSTEM.

4. XY COORDINATES USED IN DRAWINGS REFER TO HORIZONTAL DATUM JGD 2011 ZONE 15, IN METERS.

5. AERIAL PHOTOGRAPHY FLOWN IN APRIL 2017.

EXCAVATION NOTES

EXCAVATION REQUIREMENTS

1. CONTRACTOR MAY CHOOSE TO CUT EXISTING SOD IN THE DISTURBED AREAS AND REINSTALL; HOWEVER, RESTORATION OF ALL DISTURBED AREAS SHALL BE ACHIEVED.

2. EXCAVATE TO CONTOURS, ELEVATIONS, AND DIMENSIONS INDICATED. REUSE EXCAVATED MATERIALS

THAT MEET THE SPECIFIED REQUIREMENTS.

3. EXCAVATIONS SHALL EXTEND SUFFICIENT DISTANCE FROM WALLS AND FOOTINGS TO ALLOW FOR PLACING

AND REMOVING FORMS.

4. EXCAVATION BELOW INDICATED DEPTHS SHALL NOT BE PERMITTED EXCEPT TO REMOVE UNSATISFACTORY

MATERIAL.

5. UNSATISFACTORY MATERIAL REMOVED BELOW DEPTHS INDICATED SHALL BE REPLACED WITH

SATISFACTORY MATERIAL AT NO ADDITIONAL COST TO THE GOVERNMENT.

6. EXCAVATION SHALL BE PERFORMED SO THAT THE AREA WILL BE CONTINUALLY AND EFFECTIVELY

DEWATERED TO ELIMINATE ANY GROUND WATER IN THE EXCAVATION AS WELL AS GRADED TO DRAIN TO

ELIMINATE ANY PONDING SURFACE WATER. WATER FROM ANY SOURCE SHALL NOT BE PERMITTED TO

ACCUMULATE IN THE EXCAVATION. THE EXCAVATION SHALL BE DRAINED BY PUMPING OR OTHER

SATISFACTORY METHODS TO PREVENT SOFTENING OF THE FOUNDATION BOTTOM, UNDERCUTTING OF

FOOTINGS, OR OTHER ACTIONS DETRIMENTAL TO PROPER CONSTRUCTION.

7. SHORING INCLUDING SHEET PILING SHALL BE FURNISHED AND INSTALLED AS NECESSARY TO PROTECT

WORKMEN, BANKS, ADJACENT PAVING, STRUCTURES, AND UTILITIES.

EXAMPLE FILL REQUIREMENTS

1. TYPE OF MATERIALS PERMITTED IN FILL INCLUDE GW, GM, GC, GP, SW, SP, SM, AND SC OF THE UNIFIED

SOIL CLASSIFICATION SYSTEM. THE PLASTICITY INDEX SHOULD BE LESS THAN 12 AND THE LIQUID LIMIT

LESS THAN 35.

2. WHEN SUBGRADE SURFACES ARE LESS THAN THE SPECIFIED DENSITY, THE SURFACE SHALL BE BROKEN

UP TO A MINIMUM DEPTH OF 150 MM, PULVERIZED AND COMPACTED TO THE SPECIFIED DENSITY. SLOPED

SURFACES STEEPER THAN 1 VERTICAL TO 4 HORIZONTAL SHALL BE PLOWED, STEPPED, BENCHED, OR

BROKEN UP SO THAT THE FILL MATERIAL WILL BOND WITH THE EXISTING MATERIAL.

3. THE EXCAVATED SURFACE SHALL BE SCARIFIED TO A DEPTH OF 150 MM BEFORE FILL PLACEMENT IS

BEGUN.

4. SATISFACTORY MATERIAL SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 200 MM IN LOOSE

DEPTH AND THEN COMPACTED IN GRASSED AREAS AND NOT EXCEEDING 150 MM IN LOOSE DEPTH IN

PAVED AREAS.

5. MATERIALS SHALL NOT BE PLACED ON SURFACES THAT ARE MUDDY.

6. COMPACTION SHALL BE ACCOMPLISHED BY SHEEPSFOOT ROLLERS, PNEUMATIC-TIRED ROLLERS, STEEL-WHEELED ROLLERS, OR OTHER APPROVED EQUIPMENT WELL SUITED TO THE SOIL BEING

PREPARED.

7. MATERIALS SHALL BE MOISTENED OR AERATED AS NECESSARY TO PROVIDE PROPER WATER CONTENT

THAT WILL READILY FACILITATE OBTAINING THE SPECIFIED COMPACTION WITH EQUIPMENT USED.

8. FILL MATERIALS SHALL BE COMPACTED TO DENSITIES AFTER ASTM STANDARD D 1557 OR JIS A 1210 TO 95%

UNDER STRUCTURES & 90% UNDER SIDEWALKS/GRASSED AREAS FOR COHESIONLESS FILLS. COMPACT

TOP 600 MM BELOW FINISHED PAVEMENT OR TOP 300 MM OF SUBGRADE, WHICHEVER IS GREATER TO 100%.

9. SEE STRUCTURAL NOTES FOR SOIL IMPROVEMENTS.

TRAFFIC CONTROL NOTES

EXCAVATION REQUIREMENTS

1. THE CONTRACTOR SHALL COORDINATE ANY TRAFFIC CONTROL MEASURES WITH THE CONTRACTING

OFFICER (CO) 72 HOURS IN ADVANCE OF ANY IMPLEMENTATION.

2. CONTRACTOR SHALL FURNISH, INSTALL AND MAINTAIN BILINGUAL TRAFFIC CONTROL DEVICES REQUIRED

FOR ROAD CLOSURE.

3. CONTRACTOR SHALL PROVIDE ROAD CLOSURE TRAFFIC CONTROL MEASURES SUCH THAT LONG DEAD

ENDS ARE NOT CREATED. TURNING MOVEMENTS OF LARGE VEHICLES MUST BE CONSIDERED.

CONTRACTOR MUST STAGE WORK SUCH THAT ACCESS TO A MUNITIONS STRUCTURE IS NOT BLOCKED. THE

PROPOSED PROJECT SITES ARE ON LOOPED ROADWAYS AND ACCESS SHALL BE MAINTAINED IF A

ROADWAY IS CLOSED BY ANOTHER ROUTE.

4. PRIOR TO COMMENCING TRENCHING CONSTRUCTION OPERATIONS FOR PROPOSED UTILITIES, ROAD

CLOSED SIGNS MAY BE REQUIRED AS DIRECTED BY THE CO.

5. CONSTRUCTION SIGNS MOUNTED ON TEMPORARY SUPPORTS SHALL ME MOUNTED AT A MINIMUM HEIGHT

OF 1.6M.

6. THE CONTRACTOR SHALL RELOCATE OR REMOVE SIGNAGE, AS DETERMINED BY THE CO.

7. THE CONTRACTOR SHALL PLACE AN OPAQUE COVERING OVER ANY SIGNAGE WHICH IS NOT APPLICABLE

FOR ANY PERIOD OF TIME.

8. BARRICADES SHALL BE PLACED AT BOTH ENDS OF CLOSED PORTIONS OF ROAD. THE CONTRACTOR SHALL

PROVIDE ENOUGH BARRICADES TO CROSS THE ENTIRE ROADWAY. BARRICADES MUST BE LIGHTED IF

ROADWAY IS TO REMAIN CLOSED DURING THE HOURS OF DARKNESS.

9. ALL BARRICADES AND VERTICAL PANELS SHALL HAVE MONO-DIRECTIONAL OR BI-DIRECTIONAL STEADY

BURNING LIGHTS.

HAZARDOUS MATERIAL DEMOLITION NOTES

1. ASBESTOS AND LEAD BASED PAINT HAVE BEEN FOUND ON SOME OF THE EXISTING STRUCTURES TO BE

DEMOLISHED. REFER TO REPORT DATED AUGUST 2017, PREPARED BY ENVIROQUEST, INSPECTION REPORT

FOR ASBESTOS & LEAD BASED PAINT FOR LOCATIONS AND DETAILED INFORMATION OF FINDINGS.

2. REFER TO SPECIFICATION SECTION 02 82 13.00 10 FOR ASBESTOS REQUIREMENTS.

3. REFER TO SPECIFICATION SECTION 02 83 13.00 20 FOR LEAD BASED PAINT REQUIREMENTS AS WELL AS

LEAD CONTAINING PAINT REQUIREMENTS FOR WORKER PROTECTION. EXISTING ECM DOORS ARE TO BE

PROVIDED TO THE GOVERNMENT FOR PAINT REMOVAL AND DISPOSAL. REFER TO SHEET GC101 FOR

DISPOSAL LOCATION.

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CP 1-2B

CP 1-2A

CP 2-7B

CP 2-9A

CP 2-9B

CP 1-1A

CP 1-1B

CP 3-1A

CP 3-1B

CP 2-1B

CP 2-1A

CP 2-2B

CP 2-2A

CP 2-4B

CP 2-4A

CP 2-6B

CP 2-6A

CP 2-8A

CP 2-8B

CP 2-7A

CP 1-1A

CP 1-1B

C

P

C P

C

P

C

P

C

P

C

P

C P

C

P

C

P

48904

C

H

I

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B

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M

A V

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IC

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L O

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MAVERIC

K LOOP

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N=43110

N=43140

N=43050

N=43170

N=43080

N=43200

N=43230

N=43260

N=43290

N=43320

N=43350

N=43380

N=43410

N=43440

N=43470

N=43500

N=43530

N=43560

N=43590

N=43620

N=43650

N=43680

N=43710

N=43740

N=43770

N=43800

N=43830

N=43860

N=43890

N=43920

N=43950

N=43980

N=44010

N=44040

N=44070

N=44100

N=44130

E

E

E

E

E

E

E

E

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E

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C-101

C I V

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40200

M 1:2000

[m]

180 20016014012010060 80

N

LEGEND:

STRUCTURE TO BE DEMOLISHED

AND REBUILT

EXISTING STRUCTURE NUMBER

48904

SCALE 1:2000

A1

OVERALL MAP

SHEET ID

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N E

D

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CP 1-1A

CP 1-1B

CP 1-1A

CP 1-1B

48904

N: 43856.37

E: 27585.40

N: 43848.35

E: 27585.20

N: 43855.79

E: 27609.04

N: 43847.77

E: 27608.84

C

H

I

U

V

C-102

C I V

I L

S I T

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V E

R V

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20100

M 1:1000

[m]

90 1008070605030 40

LEGEND:

EXISTING DITCHLINE

EXISTING ELECTRIC

EXISTING WATER

EXISTING CULVERT PIPE

ROAD CENTERLINE

EXISTING CONTOUR

EXISTING STRUCTURE NUMBER

PROPOSED STRUCTURE

PROPOSED ASPHALT PAVEMENT

PROPOSED CONCRETE PAVEMENT

PROPOSED UNDERDRAIN

EXISTING STORM SEWER INLET

EXISTING FIRE HYDRANT

CONTROL POINT

LIMITS OF CONSTRUCTION

BORE LOCATION

N

Ex

Wx

48904

CP

118.00

NOTES

1. LOCATION OF UTILITY LINES ARE AS PER GIS MAPPING. CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD

VERIFICATION OF EXISTING UTILITIES BEFORE GROUND DISTURBANCE.

2. CONTRACTOR SHALL PROTECT EXISTING PAVEMENTS UNLESS REMOVAL IS INDICATED ON PLANS. IF

DAMAGED DURING CONSTRUCTION THE PAVEMENT SHALL BE REPLACED IN KIND BY THE CONTRACTOR AT NO

ADDITIONAL COST TO THE CONTRACT.

3. CONTRACTOR SHALL PROTECT THE EXISTING CONCRETE DITCHES DURING CONSTRUCTION UNLESS

OTHERWISE INDICATED ON PLANS. ANY CONCRETE DITCHES DAMAGED DURING CONSTRUCTION

OPERATIONS, SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR, TO EXISTING CONDITIONS AT NO

ADDITIONAL COST TO THE CONTRACT.

BULDING NUMBER DEMOLITION PLAN SHEET SITE PLAN SHEET GRADING PLAN SHEET

48904 CD101 CS101 CG101

D

SCALE 1:1000

A1

SITE OVERVIEW I

JGD 2011 ZONE 15 WGS84 UTM Z52

CONTROL POINT NORTHING EASTING NORTHING EASTING ELEVATION DESCRIPTION

CP 1-1A 43872.275 27576.571 2920092.814 377952.650 90.128

SURVEY NAIL (BLUE COVER)

CP 1-1B 43863.956 27620.889 2920083.981 377996.862 94.229

SURVEY NAIL (BLUE COVER)

CP 1-1A

TABLE 1: INVESTIGATE BORING DETAILS

BUILDING NO.

DEPTH, M

X-LATITUDE Y-LONGITUDE ELEVATION

48904 10.00 43847.974 27580.384 90.458

SHEET ID

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C P

C P

C P

C P

48904

24.80M

M

CP 1-1A

CP 1-1B

S

F

S

F

S

F

S

F

S

F

S

F

S

F

S

F

S

F

S

F

S

F

S

F

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F

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F

S

F

SF

SF

SF

SF

SF

SF

SF

2.00M

CD101

C I V

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L A

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M 1:100

[m]

9 1087653 4

N

NOTES

1. LOCATION OF UTILITY LINES ARE AS PER GIS MAPPING.

CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD

VERIFICATION OF EXISTING UTILITIES BEFORE GROUND

DISTURBANCE

2. REMOVE EXISTING SLIDING DOORS AND DELIVER TO 525 AMXS

AT BUILDING 925 FOR LEAD BASED PAINT REMEDIATION. THE

DOORS WILL BECOME THE PROPERTY OF THE GOVERNMENT

X

KEYNOTES

REMOVE STRUCTURE 48904, INCLUDING WING WALL AND

FOOTING. CONTRACTOR SHALL BE RESPONSIBLE TO FIELD

VERIFY THE DIMENSIONS SHOWN ON THE PLANS

REMOVE ASPHALT PAVEMENT ADJACENT TO WING WALLS FOR

FOOTING EXCAVATION, APPROX. 10 SQM

REMOVE 2M OF CONCRETE PAVEMENT ADJACENT TO STRUCTURE

DOORS FOR FOOTING EXCAVATION, APPROX. 10 SQM

REMOVE VENTILATION EQUIPMENT

INSTALL SILT FENCE, REF. DETAIL E1/CD501

INSTALL INLET PROTECTION, REF. DETAIL E4/CD501

INSTALL SAND BAG FILTER, REF DETAIL B1/CD501

REMOVE VEGETATION AND DEBRIS FROM EXISTING INLET AND

DOWNSTREAM PIPE

CONTRACTOR SHALL PROTECT THE EXISTING CONCRETE

DITCHES DURING CONSTRUCTION. ANY CONCRETE DITCHES

DAMAGED DURING CONSTRUCTION OPERATIONS, SHALL BE

REPAIRED OR REPLACED BY THE CONTRACTOR, TO EXISTING

CONDITIONS AT NO ADDITIONAL COST TO THE CONTRACT

REMOVE ASPHALT PAVEMENT FOR NEW ELECTRICAL LINE,

APPROX. 7.5 SQM, REF. DETAIL A1/CS501; SEE CIVIL

NOTES/GENERAL ON C-001

CONTRACTOR TO REMOVE AND DISPOSE OF EXISTING LIGHTNING

PROTECTION POLES AND CABLES

SCALE 1:100

A1

DEMOLITION PLAN ECM 48904

LEGEND:

EXISTING DITCH BOTTOM

EXISTING CULVERT PIPE

STRUCTURE TO BE DEMOLISHED

EXISTING CONCRETE APRON

LIMIT OF CONSTRUCTION

ASPHALT PAVEMENT REMOVAL

CONCRETE PAVEMENT REMOVAL

CLEARING AND GRUBBING

EXISTING ELECTRIC

EXISTING WATER LINE

EXISTING ROAD CENTERLINE

SILT FENCE

SAND BAG FILTER

EXISTING ELECTRICAL MANHOLE

EXISTING POWER POLE

EXISTING LIGHTNING PROTECTION POLE

CP CP CP CP CP

Ex Ex Ex Ex Ex

Wx Wx Wx Wx Wx

SF SF SF

E

SHEET ID

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CD501

I V

I L

D E

M O

L I T

I O

N

D

E T

A I L

S

I

V

M

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V

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D D

W G

1. SAND BAGS SHALL BE STAGGERED BETWEEN EACH LAYER.

2. CATCH ALL FILTERS MAY BE USED AT INLETS WITHIN PAVED

LOCATIONS ONLY.

3. SAND BAGS SHALL REMAIN UNTIL LANDSCAPED AREAS ARE

STABILIZED.

GENERAL NOTES:

OPEN LID

SECTION

PLAN

SAND

BAGS

SAND

BAGS

CATCHBASIN/

INLET

1. SECURE POLYETHYLENE LINING WITH UV-STABILIZED

GEOTEXTILE FABRIC SANDBAGS.

2. POLYETHYLENE LINING SHALL BE 10 MIL AND FREE OF HOLES,

TEARS, OR OTHER DEFECTS. THE SHEET SHALL BE

APPROPRIATELY SIZED TO FIT THE ENTIRE WASHOUT SYSTEM

WITHOUT SEAMS OR OVERLAPS. REPLACE LINER AS

NECESSARY.

3. EXCAVATION SHALL BE A 3M x 3M MIN. AND SIZED TO CONTAIN

ALL LIQUID AND WASTE EXPECTED TO BE GENERATED.

GENERAL NOTES:

SECTION

PLAN

T L

B L

TW

BW

SAND

BAGS

EXCAVATION

D

SAND

BAGS

GENERAL NOTES:

1. STONE SIZE - USE 25mm TO 75mm STONE, OR RECLAIMED OR RECYCLED CONCRETE

EQUIVALENT.

2. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF

STONE.

3. SURFACE WATER - SURFACE WATER FLOWING OR DIVERTED TOWARD

CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS

IMPRACTICAL, A MOUNTABLE BERM WITH 5H:1V SLOPE WILL BE PERMITTED.

4. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL

PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAY. THIS

MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITION

DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP

SEDIMENT. SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC RIGHT-OF-WAY

MUST BE REMOVED IMMEDIATELY.

5. WASHING - WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE

ONTO PUBLIC RIGHT-OF WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON

AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT

TRAPPING DEVICE.

6. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN.

PLAN VIEW

ACCESS

ROAD

3 M MIN.

9 M MIN.

PROFILE

EXISTING

GROUND

FILTER CLOTH

MOUNTABLE BERM

(OPTIONAL)

1 M

9 M

200 MM MIN

ACCESS ROAD

BURY BOTTOM OF FABRIC

1. SILT FENCE SHALL BE MAINTAINED UNTIL THE AREA DRAINING TOWARDS TO THE STRUCTURE HAS STABILIZED

GROUND COVER, AS DETERMINED BY THE CONTRACTING OFFICER'S REPRESENTATIVE.

GENERAL NOTES:

GROUND SURFACE

1830 MM O.C. MAX.

GEOTEXTILE FABRIC

FLOW

STAPLE SILT FENCE

TO STAKE (TYP.)

M

M

M

M

25MM X 25MM WOOD STAKE

LIMIT OF GRUBBING/GRADING

CONSTRUCTION LIMIT

GEOTEXTILE FABRIC (MIRAFI100X

OR EQUIVALENT)

COMPACTED BACKFILL

REINFORCING CORD

M

M

SCALE NTS

E1

SILT FENCE

SCALE NTS

B1

SAND BAG FILTER DETAIL

PLAN

SIDE VIEW

SAND CONTAINED IN PERVIOUS

BURLAP BAGS OR SYNTHETICS NET

BAGS (3 MESH) APPROXIMATELY

(305) WIDE AND (150) THICK

PLACE SAND BARRIER

BAGS SUCH THAT NO

GAPS ARE EVIDENT

SAND BARRIER BAGS

CAN BE A SINGLE OR

DOUBLE LAYER

IF DOUBLE LAYER OF SAND

BARRIER BAGS ARE USED THE TOP

BAGS MUST BE PLACED SUCH THAT

NO GAPS ARE EVIDENT WITH THE

LOWER LAYER OF BAGS

PLACE SAND BARRIER SUCH

THAT NO GAPS ARE EVIDENT

SCALE NTS

E4

INLET PROTECTION

SCALE NTS

E6

CONCRETE WASHOUT

SCALE NTS

E8

CONSTRUCTION ENTRANCE

SHEET ID

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N

B

Y

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S I G

N E

D

B

Y

S U

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D

B

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S I Z

E

F I L

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N

A M

E

I S

S U

E

D

A T

E

C O

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R A

S O

L I C

I T

A T

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N

O

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C

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J A

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A

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P A

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K E

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A

D R

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G

C

O D

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E

F

G

1 2 3 4 5 6 7 8 9 10

N

M

I C

H I G

E

S U

I T

E

C H

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A G

O

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T w w w e x p f e d e r a l c

P

A Y

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B

M U

N I T

I O

O

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K A

D E

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E

O

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H

CP 1-1A

CP 1-1B

N: 43856.37

E: 27585.40

N: 43848.35

E: 27585.20

N: 43855.79

E: 27609.04

N: 43847.77

E: 27608.84

N: 43866.64

E: 27576.51

N: 43839.18

E: 27576.16

N: 43837.55

E: 27619.57

N: 43857.93

E: 27619.13

N: 43866.16

E: 27585.33

N: 43866.64

E: 27576.51

N: 43839.18

E: 27576.16

N: 43837.55

E: 27619.57

N: 43857.93

E: 27619.13

N: 43866.16

E: 27585.33

C P

C P

C P

C P

C P

C P

C P

48904

M

23.64M

CS101

C I V

I L

S I T

E

P

L A

N

E C

M

V

M

A T

E I

V

M

A T

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L

R

O B

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P A

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B

C

S D

W G

M 1:100

[m]

9 1087653 4

N

NOTES

1. LOCATION OF UTILITY LINES ARE AS PER GIS MAPPING.

CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION

OF EXISTING UTILITIES BEFORE GROUND DISTURBANCE

X

KEYNOTES

INSTALL ASPHALT PAVEMENT ADJACENT TO THE WING WALL.

MATCH EXISTING ASPHALT PAVEMENT.

INSTALL CONCRETE PAVEMENT ADJACENT TO STRUCTURE DOOR.

MATCH EXISTING CONCRETE APRON

CLEAN STORM SEWER INLET AND ASSOCIATED STORM SEWER PIPE

INSTALL ASPHALT PAVEMENT ALONG ELECTRICAL LINE TRENCH.

MATCH EXISTING ASPHALT PAVEMENT

SCALE 1:100

A1

SITE PLAN ECM 48904

LEGEND:

EXISTING DITCH BOTTOM

EXISTING CULVERT PIPE

PROPOSED SUBSURFACE DRAIN

PROPOSED MAGAZINE

EXISTING CONCRETE APRON

LIMIT OF CONSTRUCTION

PROPOSED ASPHALT PAVEMENT, REF.:

DETAIL F1/CS501

PROPOSED CONCRETE PAVEMENT,

REF. DETAIL F6/CS501

EXISTING ROAD CENTERLINE

CP CP CP CP

D D D

SHEET ID

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

F I L

E

N

A M

E

I S

S U

E

D

A T

E

C O

N T

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S O

L I C

I T

A T

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N

O

M

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C

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I N

E E

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J A

P A

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D

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T R

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I N

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A

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P A

N

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SCARIFY AND RE-COMPACT CUT AREAS,

OR COMPACT FILL MATERIAL:

- 90% COMPACTION - COHESIVE SOILS

- 95% COMPACTION - GRANULAR SOILS

PER ASTM D1557 / JIS A1210 STANDARD

NATIVE SOIL (CUT) OR IMPORTED FILL MATERIAL,

REFER TO SPECIFICATIONS

SCARIFY AND RE-COMPACT CUT AREAS,

OR COMPACT FILL MATERIAL:

- 90% COMPACTION - COHESIVE SOILS

- 95% COMPACTION - GRANULAR SOILS

PER ASTM D1557 / JIS A1210 STANDARD

200mm PCC SURFACE COURSE, NON-REINFORCED

FLEXURAL STRENGTH: 4.5 MPa

100mm AGGREGATE BASE COURSE

- 100% COMPACTION PER ASTM D1557 / JIS A1210 STANDARDS

SCARIFY AND RE-COMPACT CUT AREAS,

OR COMPACT FILL MATERIAL:

- 90% COMPACTION - COHESIVE SOILS

- 95% COMPACTION - GRANULAR SOILS

PER ASTM D1557 / JIS A1210 STANDARD

100mm DENSE-GRADED ASPHALT PAVEMENT

200mm AGGREGATE BASE COURSE

- 100% COMPACTION PER ASTM D1557 / JIS A1210 STANDARDS

250mm AGGREGATE SUBBASE COURSE

- 95% COMPACTION PER ASTM D1557 / JIS A1210 STANDARDS

NATIVE SOIL (CUT) OR IMPORTED FILL MATERIAL,

REFER TO SPECIFICATIONS

TRENCH WALL

EXCAVATION

NEW PIPE LINE OR CONDUIT

PAVEMENT

TURF

EXISTING GROUND

EXISTING

PAVEMENT

SAW CUT &

PROVIDE

TACK COAT

150 MIN

C O

V E

R

V

A R

I E

S

M

UNDISTURBED GROUND

150 MIN

DETECTABLE WARNING

TAPE FOR ELECTRICAL

SOD & TOPSOIL

REPLACEMENT

PAVEMENT SECTION

REPLACEMENT

C O

V E

R

V

A R

I E

S

M

GENERAL NOTES:

1. REFER TO SPECIFICATIONS FOR ADDITIONAL

DETAILS ON AGGREGATE MATERIALS.

B

A

LAYER

A - NATIVE SOILS UNDER TURF

- BASE COURSE AGGREGATE TO SUBGRADE UNDER PAVEMENT

B - BASE COURSE AGGREGATE

CS501

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SCALE NTS

F6

RIGID PAVEMENT

SCALE NTS

F1

FLEXIBLE PAVEMENT ECM

SCALE NTS

C1

UTILITY TRENCH

NOTES:

1. REFER TO STRUCTURAL FOR THE INTERFERENCE BETWEEN THE CONCRETE APRONS AND THE ECM STRUCTURE.

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C P

C P

C P

C P

C P

C P

48904

C P

C P

C P

C P

C P

C P

C P

48904

93.551

95.750

95.745

90.924

90.489

90.497

90.409

90.414

96.588

96.591

96.593

96.591

93.404

93.070

93.073

93.436

92.250

91.967

91.932

92.164

93.512

93.599

90.497

90.435

90.345

93.910

89.068

89.188

90.226

91.231

91.209

91.126

92.658

92.707

92.606

94.002

94.058

93.959

93.436

93.155

93.147

93.432

92.364

92.053

92.051

92.369

90.878

90.297

90.288

90.507

89.324

89.081

89.347

88.242

87.680

87.684

88.184

91.257

90.929

90.128

94.229

89.990

.0

.5

.0

93.0

92.5

95.0

.5

93.5

94.0

94.5

95.5

.0

CP 1-1A

CP 1-1B

FFE 90.497

95.092

95.092

95.173

95.092

95.092

90.890 ME

93.444 ME

95.173

94.5

94.0

93.5

93.0

92.0

.5

.0

91.5

92.0

93.0

93.5

94.0

94.5

.0

92.5

92.5

95.0

95.0

INV 90.834

INV 90.834

CG101

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KEYNOTES

CONTRACTOR SHALL PROTECT THE EXISTING CONCRETE DITCHES

DURING CONSTRUCTION. ANY CONCRETE DITCHES DAMAGED

DURING CONSTRUCTION OPERATIONS, SHALL BE REPAIRED OR

REPLACED BY THE CONTRACTOR, TO EXISTING CONDITIONS AT NO

ADDITIONAL COST TO THE CONTRACT.

CONTRACTOR SHALL PROTECT EXISTING PAVEMENT APRON. IF

DAMAGED DURING CONSTRUCTION, THE APRON SHALL BE

REPLACED IN KIND BY THE CONTRACTOR AT NO ADDITIONAL COST

TO THE CONTRACT.

NOTES

1. LOCATION OF UTILITY LINES ARE AS PER GIS MAPPING.

CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION

OF EXISTING UTILITIES BEFORE GROUND DISTURBANCE

2. ALL DISTURBED AREAS SHALL BE FULLY RESTORED USING SEED

AND FERTILIZER IMPREGNATED, NONWOVEN COTTON FABRIC,

PER SEEDING SPECIFICATION 32 92 19, FOR SLOPES FLATTER

THAN 4:1. SLOPES STEEPER THAN 4:1 SHALL BE SODDED (SEE

SPECIFICATIONS SECTION 32 92 23 SODDING) OVER A MINIMUM

OF 100MM OF TOP SOIL. NON-SEEDED GEOTEXTILE SHEET

SHOULD BE INSTALLED ON ALL AREAS WITH SLOPES STEEPER

THAN 4:1

M 1:100

[m]

9 1087653 4

N

SCALE 1:100

A1

GRADING PLAN ECM 48904

D D D

2.0%

LEGEND:

EXISTING DITCH BOTTOM

EXISTING CULVERT PIPE

PROPOSED SUBSURFACE DRAIN

PROPOSED DRAINAGE STRUCTURE

PROPOSED MAGAZINE

EXISTING CONCRETE APRON

LIMIT OF CONSTRUCTION

PROPOSED ASPHALT PAVEMENT

PROPOSED CONCRETE PAVEMENT

EXISTING ELECTRIC

EXISTING WATER LINE

EXISTING ROAD CENTERLINE

SLOPE

FLOW DIRECTION

EXISTING CONTOUR

PROPOSED CONTOUR

EXISTING ELEVATION

PROPOSED ELEVATION

MATCH EXISTING

PAVEMENT

GROUND

FINISHED FLOOR ELEVATION

PIPE INVERT

123.0

123.0

ME

P

G

FFE

123.123

123.123

D

CP CP CP CP CP

Ex Ex Ex Ex Ex

Wx Wx Wx Wx Wx

INV

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DESIGN CRITERIA:

A. BUILDING CODES AND SPECIFICATIONS:

1. AMERICAN CONCRETE INSTITUTE (ACI 318)

2. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC 360, 341)

3. AMERICAN WELDING SOCIETY, AWS

4. UFC 3-301-01, STRUCTURAL ENGINEERING

5. UFC-3-310-04, SEISMIC DESIGN FOR BUILDINGS

B. LIVE LOADS:

ROOF..................4.80 kPa (100 psf) FLOOR................24.0 kPa (500 psf)

FORKLIFT (10,000 LBS CAPACITY)

GROSS VEHICLE WEIGHT = 112 kN (25 kips) FRONT AXLE LOAD (AT RATED CAPACITY) = 145 kN (33 kips)

C. BLAST LOADS

HEAD WALL, DOOR PEAK OVERPRESSURE..........700 kPa (102 psi) ROOF PEAK OVERPRESSURE................................745 kPa (108 psi)

D. WIND LOAD:

RISK CATEGORY = III

BASIC ULTIMATE WIND SPEED: 392 km/h (243 mph) NOMINAL WIND SPEED = 85 m/s (189 mph)

IMPORTANCE FACTOR (I) = 1.00

EXPOSURE CATEGORY = C

ENCLOSURE CLASSIFICATION: PARTIALLY ENCLOSED

E. EARTHQUAKE:

RISK CATEGORY = III

IMPORTANCE FACTOR, Ie = 1.25 Ss = 1.73 g Sds = 1.04 g S1 = 0.93 g Sd1 = 1.49 g

SITE CLASS: E

SHORT PERIOD SITE COEFFICIENT, Fa = 1.0 LONG PERIOD SITE COEFFICIENT, Fv = 2.4

SEISMIC-FORCE RESISTING SYSTEM = A.5 INTERMEDIATE PRECAST SHEAR WALLS

SEISMIC DESIGN CATEGORY, SDC = E

ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC BASE SHEAR V = Cs x W

W = 5.7 MN (1,280 kips), SEISMIC DEAD LOAD Cs = 0.28, SEISMIC RESPONSE COEFFICIENT

F. SOILS

SOIL DENSITY: 18 kN/m^3 (115 pcf) STATIC ACTIVE PRESSURE: 7.85 kPa/m (50 psf per ft) SEISMIC ACTIVE PRESSURE: 5.20 kPa/m (35 psf per ft) STATIC AT-REST PRESSURE: 11.0 kPa/m (70 psf per ft) SEISMIC AT-REST PRESSURE: 7.25 kPa/m (45 psf per ft)

FOUNDATIONS (CONTINUED)

4. DEEP SOIIL MIXING “DSM” IMPROVEMENTS SHALL EXTEND TO DEPTHS WHERE COMPETENT DENSE TO VERY DENSE GRAVEL (GP-GM OR GP-GC) LAYERS ARE ENCOUNTERED. IF COMPETENT DENSE TO VERY DENSE GRAVEL LAYERS ARE ENCOUNTERED AT THE BOTTOM OF FOUNDATION ELEVATION, FOUNDATIONS MAY BEAR

DIRECTLY ON THE UNIMPROVED SUBGRADE.

5. MINIMUM 28-DAY DESIGN COMPRESSIVE STRENGTH FOR SOIL-CEMENT MIX SHALL BE 600 kN/m². LABORATORY MIX DESIGN SHALL BE BASED ON THE REQUIREMENTS INDICATED IN "GUIDELINES FOR DESIGN AND QUALITY CONTROL OF GROUND IMPROVEMENT FOR BUILDING FOUNDATIONS" OR "RECOMMENDATIONS FOR DESIGN OF GROUND IMPROVEMENT FOR BUILDING FOUNDATIONS" PUBLISHED BY THE BUILDING CENTER OF JAPAN AND THE JAPAN ARCHITECTURAL INSTITUTE, RESPECTIVELY. LABORATORY MIX DESIGNS SHALL HAVE MINIMUM 28-DAY COMPRESSIVE STRENGTH OF AT LEAST 3 TIMES THE DESIGN COMPRESSIVE STRENGTH WITH CEMENT CONTENTS OF 100 TO 300 kg/m3 AND WATER-CEMENT RATIOS OF APPROXIMATELY 70 PERCENT.

TYPE OF CEMENT SHALL COMPLY WITH LOCAL ENVIRONMENTAL REGULATIONS IN ORDER NOT TO EXCEED THE LIMITS FOR HEXAVALENT CHROMIUM LEACHING. REFER TO SECTION 31 32 40 SPECIFICATION FOR

ADDITIONAL REQUIREMENTS.

6. LATERAL LOAD RESISTING SYSTEM IS BASED ON PASSIVE PRESSURES HAVING EQUIVALENT FLUID DENSITY OF 40 kPa/m (250 PSF/FT) AND ULTIMATE FRICTION COEFFICIENT OF 0.30 BETWEEN CONCRETE FOUNDATION BOTTOMS AND SOIL. UPPER 300 mm (1 FT) IS NEGLECTED FOR LATERAL RESISTANCE.

7. IN AREAS REQUIRING FILL PLACEMENT, THE EXPOSED SUBGRADE SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 300 mm AND COMPACTED TO BETWEEN 90% AND 95% COMPACTION PER JIS A 1210. FILL PLACED IN AREAS WITH SLOPE STEEPER THAN 5H : 1V SHALL BE CONTINUALLY BENCHED AS THE FILL IS BROUGHT UP IN LIFTS.

8. IMPORTED FILL SHALL BE PLACED IN LAYERS NOT EXCEEDING 200 mm LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 90% COMPACTION FOR COHESIVE SOILS AND 95% DENSITY FOR GRANULAR SOILS COMPACTION PER JIS A 1210. THE FILL MATERIAL SHALL HAVE AN EXPANSION POTENTIAL NO GREATER THAN 1.0 PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM D 1883 OR JIS A 1211. MAXIMUM PARTICLE SIZE SHALL BE 75 mm OR HALF OF THE COMPACTED LIFT THICKNESS, WHICHEVER IS GREATER. REFER TO SPECIFICATION 31 23

00.00 20 “EXCAVATION AND FILL.”

9. RELATIVE COMPACTION IN THESE NOTES SHALL REFER TO THE IN-PLACE DRY DENSITY OF SOIL EXPRESSED AS A PERCENTAGE OF THE MAXIMUM DRY DENSITY OF THE SAME SOIL ESTABLISHED IN ACCORDANCE WITH

ASTM D1557 OR JIS A 1210.

10. BEARING LAYER UNDER THE “DSM” IMPROVED SOILS SHALL HAVE A MINIMUM AVERAGE SPT-N VALUE OF 20 WITHIN THE INFLUENCE DEPTH OF THE FOUNDATION. INFLUENCE DEPTH SHALL BE 2 TIMES THE FOOTING WIDTH FOR ISOLATED FOOTINGS AND 4 TIMES THE FOOTING WIDTH FOR CONTINUOUS FOOTINGS.

11. FOR FOOTINGS WITH WIDTHS UP TO 3 m, SOIL IMPROVEMENTS SHALL EXTEND HORIZONTALLY AT LEAST 300 mm FROM THE EDGE OF ISOLATED FOOTINGS AND AT LEAST 150 mm FROM THE EDGE OF CONTINUOUS FOOTINGS. FOR FOOTINGS WIDER THAN 3 m, SOIL IMPROVEMENTS SHALL EXTEND HORIZONTALLY AT LEAST 500 mm FROM THE EDGE OF THE FOOTING.

12. “DSM” TECHNIQUE USES AN EXCAVATOR-MOUNTED MIXING TOOL AND A PNEUMATICALLY DELIVERED WET SLURRY OR DRY BINDER TO CREATE A LARGE STABILIZED MASS. THE EQUIPMENT SHALL BE EQUIPPED WITH MONITORING DEVICES TO ENSURE ACCURATE AND CONTINUOUS MONITORING AND CONTROL OF CEMENT GROUT INJECTION PRESSURES, CEMENT GROUT QUANTITIES AND OTHER OPERATIONS AS REQUIRED TO

INSTALL AND MIX MATERIALS.

13. ESTIMATED TOTAL SETTLEMENT IS 25 mm AND DIFFERENTIAL SETTLEMENT IS 13 mm BASED ON THE SHALLOW FOUNDATIONS BEARING ON SOIL-CEMENT SLURRY IMPROVED SOILS OR ON COMPETENT DENSE

LAYERS.

14. A MINIMUM OF 50 mm OF LEAN CONCRETE SHALL BE PLACED BELOW THE FOOTING ON TOP OF THE IMPROVED SOIL OR BEARING LAYER. LEAN CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 8 MPa.

15. FOR THE SLAB-ON GRADE AREAS, PLACE GRANULAR BASE COURSE OF M-40 OR C-40 GRADATION PER JIS A 1204 AND COMPACT TO 95% DENSITY PER JIS A 1210. IN ADDITION, AT LEAST ONE (1) ø750 mm PLATE BEARING TESTS PER JIS 1521 SHALL BE PERFORMED TO ENSURE THE EFFECTIVE MODULUS OF SUBGRADE REACTION OF 27 kN/m3 (100 PCI) AT THE TOP OF GRANULAR BASE COURSE.

16. FOOTINGS CONSTRUCTED NEAR TOPS OF SLOPES OR ON SLOPING GROUND CONDITIONS SHALL BE EMBEDDED DEEP ENOUGH TO PROVIDE A MINIMUM HORIZONTAL SETBACK DISTANCE OF 1.5 m MEASURED

FROM THE OUTSIDE EDGE OF THE BOTTOM OF FOOTING TO THE FACE OF THE SLOPE.

17. FOUNDATIONS LOCATED NEXT TO UTILITY TRENCHES OR EASEMENTS SHALL BE EMBEDDED BELOW A 45- DEGREE IMAGINARY PLANE EXTENDING UPWARD FROM THE BOTTOM EDGE OF THE UTILITY TRENCH.

18. CONCRETE SHALL NOT BE PLACED OVER FROZEN SOIL OR FOOTING EXCAVATIONS SUBJECTED TO WATER.

STRUCTURAL PRECAST CONCRETE

1. PRECAST MANUFACTURER SHALL BE RESPONSIBLE FOR COORDINATING ALL DISCIPLINES AFFECTING PRECAST ELEMENTS.

2. THERE SHALL BE NO FIELD CUTTING OF PRECAST ELEMENTS WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER.

3. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT TWENTY-EIGHT DAYS OF 30 MPa.

4. ALL GROUT SHALL BE NON-SHRINK, NON-METALLIC WITH f'c = 42 MPa.

STRUCTURAL STEEL

1. STRUCTURAL STEEL FABRICATION, ERECTION, AND CONNECTION DESIGN SHALL CONFORM TO:

JASS 6 JAPANESE ARCHITECTURAL STANDARD SPECIFICATION, STRUCTURAL STEELWORK SPECIFICATION

FOR BUILDING CONSTRUCTION.

AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AMERICAN INSTITUTE OF STEEL CONSTRUCTION)

AWS D1.1 STRUCTURAL WELDING CODE - STEEL (AMERICAN WELDING SOCIETY)

2. STRUCTURAL SHAPES SHALL CONFORM TO THE FOLLOWING JIS DESIGNATIONS WITH YIELD STRENGTH Fy:

H SHAPES.............................................................. JIS G 3136 SN490B .................... Fy = 325 MPa (47 ksi) CHANNELS (WELDABILITY)................................... JIS G 3136 SN400B ................... Fy = 235 MPa (34 ksi) ANGLES, PLATES (WELDABILITY) ....................... JIS G 3136 SN400B .................... Fy = 235 MPa (34 ksi)

☐ TUBING (SQR, RECT) ....................................... JIS G 3466 STKR400 .................. Fy = 245 MPa (35 ksi) Ø PIPE (ROUND) ................................................... JIS G 3444 STK400 .................... Fy = 235 MPa (34 ksi)

3. STRUCTURAL FASTENERS SHALL CONFORM TO THE FOLLOWING JIS DESIGNATIONS WITH TENSILE STRENGTH Fu:

HIGH STRENGTH HEXAGON BOLTS ...........