A.1.9 - AM-0004 Rev DWG.pdf

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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

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2001000

M 1:10000

[m]

900 1000800700600500300 400

N

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 CONTRACTOR LAYDOWN / STAGING AREA IS SHOWN ON SHEET C-101.

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

SCALE 1:10000

A1

ACCESS AND HAUL ROUTE

LEGEND:

ACCESS AND HAUL ROUTE

SHEET ID

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US Army Corps of Engineers ®

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(AM-0004)

C-001

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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.

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STRUCTURE TO BE DEMOLISHED

AND REBUILT

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SCALE 1:2000

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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

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

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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

EXISTING ELECTRIC

EXISTING WATER LINE

EXISTING ROAD CENTERLINE

SILT FENCE

SAND BAG FILTER

EXISTING ELECTRICAL MANHOLE

EXISTING POWER POLE

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CP CP CP CP CP

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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

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DETECTABLE WARNING

TAPE FOR ELECTRICAL

SOD & TOPSOIL

REPLACEMENT

PAVEMENT SECTION

REPLACEMENT

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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

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UTILITY TRENCH

NOTES:

1. REFER TO STRUCTURAL FOR CONNECTION BETWEEN THE CONCRETE APRONS AND THE ECM FOUNDATION.

2. ALL CONCRETE PAVEMENT OUTSIDE THE STRUCTURE SHALL BE CONSTRUCTED IN CONFORMANCE WITH SPECIFICATION SECTION

32 12 13.14 HEAVY DUTY PAVEMENT

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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 (7-BAR RATING) - FOR REFERENCE ONLY

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 ................... JIS B 1186, F10T ........................ Fu = 1,000 MPa (145 ksi) THREADED ANCHOR RODS ................................ JIS B 1220, SNR400B .................. Fu = 400 MPa (58 ksi) WELDED HEADED STUDS ................................... JIS B 1198 ................................... Fu = 400 MPa (58 ksi) WELDING ELECTRODES ..................................... JIS Z 3211, E49 ........................... Fu = 490 MPa (71 ksi)

4. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED PER JIS Z 3801 AND "WES 8107 - STANDARD

FOR CERTIFICATION OF WELDING PRACTITIONERS" BY JAPAN WELDING ENGINEER SOCIETY.

5. WELDS NOT INDICATED SHALL BE 5 mm MINIMUM FILLETS. BASE METAL PREHEATING SHALL FOLLOW THE REQUIREMENTS OF JASS 6 OR AWS D1.1. WELDS SYMBOLS SHOWN ARE PER JIS Z 3021 (EQUIVALENT TO AWS).

6. LOW HYDROGEN ELECTRODES MAY BE UTILIZED TO MINIMIZE THE USE OF BASE METAL PREHEAT. USE LOW HYDROGEN ELECTRODES FOR WELDING TO CONCRETE EMBEDMENT PLATES OR OTHER STRUCTURAL STEEL ELEMENT IN CONTACT

WITH CONCRETE.

CONCRETE

1. ALL CONCRETE WORK INCLUDING DETAILING, FABRICATION, PLACEMENT OF REINFORCING, MIXING, HANDLING, PLACING, FINISHING, AND CURING SHALL CONFORM TO THE FOLLOWING DOCUMENTS:

JASS 5 "JAPANESE ARCHITECTURAL STANDARD SPECIFICATION, REINFORCED CONCRETE WORKS FOR

BUILDING CONSTRUCTION"

ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES"

ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 30 MPa AT 28 DAYS, UNLESS

OTHERWISE NOTED. ALL CONCRETE SHALL CONFORM TO JIS A5308 OR ASTM C94.

3. REINFORCING BARS SHALL BE DEFORMED TYPE CONFORMING TO THE FOLLOWING:

D16 AND SMALLER........................................JIS G3112 SD295...........fy = 295 MPa (43 ksi) D19 AND LARGER..........................................JIS G3112 SD345...........fy = 345 MPa (50 ksi) D29 AND LARGER..........................................JIS G3112 SD390...........fy = 390 MPa (56.6 ksi)

(WHERE fy INDICATES YIELD STRESS)

4. FABRICATE AND PROVIDE BAR SUPPORTING ACCESSORIES IN ACCORDANCE WITH ACI OR JASS 5.

5. REINFORCING SHALL BE CONTINUOUS WITH CLASS "B" TENSION LAP SPLICES, UNLESS NOTED OTHERWISE.

FOR LAP SPLICE LENGTHS, REFER TO S-002. LAPPED BARS SHALL NOT BE PLACED FARTHER APART MORE THAN 20% OF THE REQUIRED LAP LENGTH OR 150mm, WHICHEVER IS LESS. REBAR OF DIFFERENT SIZES

SHALL HAVE THE LAP SPLICE LENGTH BASED ON THE DIAMETER OF THE LARGER BAR.

6. CONCRETE COVERAGE OF REINFORCEMENT UNLESS OTHERWISE NOTED:

CONCRETE CAST AGAINST EARTH...........................................................75 mm

CONCRETE EXPOSED TO EARTH OR WEATHER:

D19 AND LARGER...................................................................................50 mm D16 AND SMALLER.................................................................................40 mm

CONCRETE ON INTERIOR OR WITH WATERPROOFING MEMBRANE:

ALL BARS................................................................................................25 mm

SLAB ON GRADE.........................................................................................MID-DEPTH OF SLAB

CONCRETE (CONTINUED)

7. SPLICES OF REINFORCEMENT SHALL CONFORM TO ACI 318M OR JASS5. REINFORCING SHALL BE SPLICED ONLY AS SHOWN ON THE DRAWINGS. SPLICES AT OTHER LOCATIONS SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS.

8. MECHANICAL, WELDED AND GAS PRESSURE WELDED REBAR JOINTS SHALL BE ALLOWED. FULL MECHANICAL SPLICE SHALL DEVELOP IN TENSION OR COMPRESSION AT LEAST 1.25 x fy OF THE BAR BEING SPLICED. INSTALLERS OF THESE

SYSTEMS SHALL BE JRJI CERTIFIED (JAPAN REINFORCING BAR JOINT INSTITUTE).

9. PROVIDE REINFORCING BARS IN CONCRETE FOOTINGS TO MATCH THE SIZE AND SPACING OF THE HORIZONTAL REINFORCING AT ALL CORNERS AND INTERSECTIONS OF STRIP FOOTINGS. PROVIDE LEG LENGTH EQUIVALENT TO

CLASS "B" TENSION LAP SPLICE UNLESS NOTED OTHERWISE.

10. PROVIDE DOWELS TO FOUNDATION WITH 90 DEGREE HOOK TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING

AT ALL PEDESTALS, WALLS, AND COLUMNS.

11. FOOTING AND SLABS SHALL HAVE NO HORIZONTAL JOINTS (POURED TO THEIR FULL DEPTHS IN ONE OPERATION). ANY

STOP IN CONCRETE WORK SHALL BE BULKHEAD AND KEYED, UNO.

12. REINFORCEMENT SHALL NOT BE BENT OR STRAIGHTENED IN A MANNER THAT WILL DAMAGE THE MATERIAL. BARS WITH

KINKS OR IMPROPER BENDS SHALL NOT BE USED.

13. REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS, BUT DISCONTINUOUS THROUGH ALL

CONTROL JOINTS, UNLESS OTHERWISE NOTED.

14. ALL FORMED CONCRETE SURFACES THAT ARE EXPOSED TO VIEW SHALL HAVE SURFACE IRREGULARITIES LESS THAN 10 mm WITHIN A 5 METER LENGTH MEASURED WITH A STRAIGHT EDGE. CONCRETE BELOW GRADE SHALL HAVE SURFACE IRREGULARITIES LESS THAN 25 mm WITHIN A 5 METER LENGTH MEASURED WITH A STRAIGHT EDGE.

15. ALL EXTERIOR FACES OF CONCRETE WITH EARTH COVER TO RECEIVE LIQUID, COLD-APPLIED ELASTOMERIC WATERPROOFING MEMBRANE SYSTEM IN COMPLIANCE WITH JIS A 6021 (ASTM C 836). SELECTED PRODUCT SHALL BE FORMULATED FOR TROWEL OR ROLLER APPLICATION, SPRAY APPLIED SHALL NOT BE USED. MINIMUM WET APPLICATION THICKNESS SHALL BE 1.4 to 1.7 mm. MINIMUM TENSILE STRENGTH SHALL BE 1.0 MPa PER JIS K 6252 (150 PSI PER ASTM D 412) . MINIMUM MOISTURE-VAPOR PERMEABILITY SHALL BE 5.75 ng/Pa·s·m2 PER JIS L 1099 (0.1 PERMS PER ASTM E 96). PRODUCT SHALL BE APPLIED PER MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

FOUNDATIONS

1. THE NOTES, AS STATED BELOW, ARE THOSE RELATED TO THE BUILDING STRUCTURES

ONLY. REFER TO CIVIL DRAWINGS FOR OTHER SITE STRUCTURES.

2. FOUNDATION DESIGN IS BASED ON A NET ALLOWABLE BEARING PRESSURE OF 144 kPa

(3,000 PSF) FOR SHALLOW FOUNDATIONS. FOR WIND AND SEISMIC LOAD

COMBINATIONS, THE NET ALLOWABLE BEARING HAS BEEN INCREASED BY 33% AND A

PRESSURE OF 192 kPa (4,000 PSF) IS USED FOR DESIGN.

3. THESE NET ALLOWABLE BEARING VALUES ABOVE ARE BASED ON IMPROVED AND

STABILIZED SOILS USING DEEP SOIL MIXING (“DSM”) TECHNOLOGY WITH EITHER WET

OR DRY METHOD. THE WET METHOD SHALL BE USED WHERE SOFT CLAYS, SILTS AND

FINE-GRAINED SANDS ARE PRESENT WITH LOWER WATER CONTENT. THE WET METHOD

SHALL BE USED WHERE SOFT SOILS ARE PRESENT AT VERY HIGH WATER CONTENT TO

BE USED WITH DRY BINDERS. THE CONTRACTOR SHALL UTILIZE THE APPROPRIATE

“DSM” METHOD IN ORDER TO ENSURE THE QUALITY OF THE SOIL-CEMENT MIX IS NOT

JEOPARDIZED.

GENERAL

1. UNLESS NOTED OTHERWISE, ALL DIMENSIONS INDICATED ON THE DRAWINGS ARE IN

MILLIMETERS.

2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO

CONSTRUCTION / FABRICATION. CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER

OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.

3. THE STRUCTURE (MEMBERS AND CONNECTIONS) HAS BEEN DESIGNED TO SUPPORT IN-

PLACE DESIGN LOADS ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LIMITING

CONSTRUCTION LOADS SUCH THAT THESE LOADS DO NOT EXCEED THE DESIGN LOADS

NOTED ABOVE.

4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE CONSTRUCTION METHODS,

PROCEDURES, AND SEQUENCES TO ENSURE STABILITY AND SAFETY DURING

CONSTRUCTION. THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO

PROTECT AND MAINTAIN THE STRUCTURAL INTEGRITY OF ALL NEW AND EXISTING

CONSTRUCTION AT ALL STAGES.

5. SECTIONS AND DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE CONSIDERED

TYPICAL FOR SIMILAR CONDITIONS THAT DO NOT HAVE A SPECIFIC SECTION INDICATED.

6. THE CONTRACTOR SHALL COORDINATE STANDARD DRAWINGS WITH THE VENDOR /

MANUFACTURER SHOP DRAWINGS TO VERIFY SIZES AND LOCATIONS OF OPENINGS,

SLEEVES, INSERTS, DEPRESSIONS, FINISHES, SLOPES, ETC. ANY DISCREPANCY SHALL

BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER.

7. SEE CIVIL SITE GRADING PLAN FOR ACTUAL FINISHED FLOOR ELEVATIONS (FFE).

8. ANY DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCED

STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL

GOVERN CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER OF DISCREPANCIES

AND OBTAIN DIRECTION PRIOR TO PROCEEDING.

9. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING OF ALL

STRUCTURAL WORK, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING

SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN

ACCORDANCE WITH THE DRAWINGS, AND MATERIALS HAVE ACHIEVED DESIGN

STRENGTH.

LIGHTNING PROTECTION SYSTEM

1. ALL METAL PARTS (INCLUDING REINFORCEMENT IN FLOOR, PRECAST WALLS, ROOF PANELS, LOUVERS, VENTILATORS, DOORS AND DOOR FRAME) SHALL BE MADE ELECTRICALLY CONTINUOUS BY BONDING (BRAZING OR WELDING) AT MAX 150 cm INTERVALS.

2. ELECTRICAL CONTINUITY SHALL BE PROVIDED ACROSS FLOOR EXPANSION AND ISOLATION JOINTS TO FOUNDATION PEDESTALS AND PRECAST ROOF PANELS, AND BETWEEN PRECAST WALLS AND CONCRETE

PEDESTAL FOOTING.

3. ACCEPTABLE CONTINUITY METHODS ARE REINFORCING BARS, COPPER STRAPS, ETC. SEE ELECTRICAL

DRAWINGS FOR ADDITIONAL INFORMATION REGARDING LIGHTNING PROTECTION SYSTEM.

STEEL FINISHING, PRIMING AND PAINTING

1. STRUCTURAL STEEL PRIMING AND PAINT FINISHING SHALL CONFORM TO JASS 18 - JAPANESE ARCHITECTURAL STANDARD

SPECIFICATION, PAINTING WORK.

2. WHERE INDICATED ON DRAWINGS AS "HDG" - STEEL SHALL BE HOT-DIP GALVANIZED PER JIS H 8641. MINIMUM ZINC COATING SHALL BE HDZ-55 (550 g/m2).

3. ALL STEEL EMBEDDED IN CONCRETE SHALL BE HOT DIPPED GALVANIZED PER JIS H 8641. MINIMUM COATING SHALL BE "HDZ 55" (550 g/m2).

4. ALL STEEL BELOW GRADE OR IN CONTACT WITH SOILS SHALL HAVE 2 COATS OF MODIFIED EPOXY RESIN PAINT (COAL TAR- FREE) PER JASS 18 M-109. MIX AND APPLY EPOXY PER MANUFACTURER'S PRINTED INSTRUCTIONS BY BRUSHING OR ROLLER COATING TO A FINAL DRY FILM COATING THICKNESS OF 120 µm.

5. ALL REMAINING STEEL NOT COVERED IN NOTES 2, 3, 4 ABOVE SHALL RECEIVE 1 COAT OF ZINC RICH PRIMER PER JIS K 5552.

6. ALL AREAS WITH DAMAGED PRIMER COAT SHALL BE CLEANED TO BARE METAL CONDITION AND TOUCHED UP USING ZINC-

RICH PRIMER PER JIS K 5552.

7. WHERE INDICATED ON DRAWINGS AS "PAINTED" - STEEL SHALL RECEIVE WEATHERPROOF FINISH CONSISTING OF THE FOLLOWING: 1 COAT OF INTERMEDIATE PAINT PER JIS K 5659, AND 1 FINAL COAT RESIN ENAMEL PAINT PER JIS K 5659.

8. WHEN INDICATED AS "HDG & PAINTED", PROVIDE POLYVINYLIDENE FLUORIDE (PVDF) COATING (2-FUE PER JASS 18) ON TOP OF GALVANIZED SURFACES CONSISTING OF THE FOLLOWING: 1 COAT ZINC RICH PRIMER PER JIS K 5552, 1 COAT OF INTERMEDIATE PAINT PER JIS K 5659, AND 1 FINAL COAT OF RESIN ENAMEL PAINT PER JIS K 5659.

9. FINAL COAT PAINT COLOR SHALL MATCH FEDERAL STANDARD NUMBER FSN 27778 BEIGE OR JPMA F25-90C BEIGE.

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S-301

S-302

75 mm THICK CAST-IN-PLACE

CONC TOPPING SLAB

DEPTH GAUGE. TYP AT 9

LOCATIONS AS SHOWN

(FRONT, BACK & MIDDLE)

CAST-IN-PLACE

CONC HEAD WALL

S-201

S-201

S-202

B

STEEL DOOR BELOW

STEEL DOOR

FRAME BELOW

CAST-IN-PLACE

CONC WING WALL

PRECAST WALL

PANEL BELOW

TERMINATE CHORD REINF W/

STD HOOK (TYP)

ADDITIONAL

(1) D19

CHORD BAR

ADDITIONAL

2-D19 x 12 m

CHORD

BARS

ADDITIONAL

2-D19 x 12 m

CHORD BARS

ADDITIONAL 1-D19

CHORD BAR

(5) D19 CHORD

BARS W/ CLASS "B"

LAP SPLICE.

STAGGER SPLICE

LOCATIONS BTW

ADJACENT BARS

MIN 1.5 m.

5-D19 CHORD BARS W/

CLASS "B" LAP SPLICE.

STAGGER SPLICE

LOCATIONS BTW

ADJACENT BARS MIN 1.5

m.

VENT ASSEMBLY.

SEE DETAILS

(TYP)

D16 @150

TOPPING REINF

D13 @300

TOPPING REINF

END TO END OF ROOF PANELS

8 070

CAST-IN-PLACE

CONC WING WALL

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F4

S-501

8 020

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TYP

985 1 220 1 220 1 220 1 220 1 220 985

STEEL ANGLE AND PLATE

EMBEDDED CONNECTION

(BELOW TOPPING), TYP AT

EA PRECAST PANEL JOINT

3 470 3 470

OVERHANG

OVERHANG

(FACE TO FACE OF INTERIOR WALLS)

7 620

F8

S-304

F4

S-304

F4

S-304

STEEL DOOR FRAME WIDTH, SEE A/S-701

7 925

IN

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S-102

SCALE 1 : 501 ROOF FRAMING PLAN

[m]

53.752.51.25

1. PROVIDE 610mm OF EARTH COVER MINIMUM ON

ROOF.

2. WATERPROOF ALL SURFACES OF THE SHELTER

WHICH WILL BE IN CONTACT WITH EARTH FILL

AFTER SHELTER ERECTED.

3. SIZE, LOCATION AND QUANTITY OF TILT-UP BRACE

ATTACHMENT POINTS AND LIFTING INSERTS TO BE

DETERMINED BY CONTRACTOR /PRECAST

MANUFACTURER.

4. PANELS MAY BE PRECAST BY A MANUFACTURER

SPECIALIZING IN PRECAST OR PRECAST AT THE

JOB SITE.

5. PROVIDE ELECTRICAL CONTINUITY WITHIN THE

PRECAST ROOF PANELS BY WELDING AT 1.5

LINEAR METER INTERVALS ACROSS TOP OF

STIRRUPS TO END ANGLES IN ONE DIRECTION. IN

THE OTHER DIRECTION, WELD D13 BAR FROM

BOTTOM PLATE TO D13 REINFORCING.

6. PROVIDE ELECTRICAL CONTINUITY WITHIN THE

CONCRETE TOPPING SLAB BY WELDING AT 1.5

LINEAR METER INTERVALS BETWEEN TOPPING

SLAB REINFORCEMENT IN EACH DIRECTION.

PLAN NOTES:

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EL 3 350

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T/HEAD WALL

PANEL

EL 4 880

PRECAST ROOF

PANEL (TYP)

CAST-IN-PLACE

CONC TOPPING

SLAB

LIFTING INSERT BY

PRECAST MFR (TYP)

VENT ASSEMBLY,

DET

STEEL DOOR

CAST-IN-PLACE

CONC FDN WALL

(TYP)

CAST-IN-PLACE

CONC FTG (TYP)

CAST-IN-PLACE

CONC HEAD WALL

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PRECAST WALL

PANEL (TYP)

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(T Y

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CONC WING

WALL

NOTE: SEE FOR DEPTH GAUGE LOCATIONS.

2 140 2 140 2 140 2 140 2 140 2 140 2 140 2 140 2 140 2 140 2 140

PRECAST WALL

PANEL AT REAR

WALL

E8

S-303

TYP

(TYP)

/B1 S-501

/B1 S-501

VENT ASSEMBLY,

DET

/1 S-102

OUTSIDE HEAD WALL TO OUTSIDE REAR WALL

23 385

INSIDE HEAD WALL TO INSIDE REAR WALL

2 110 2 110

2 110 2 110

2 110 2 110

2 110 2 110

2 110 2 110

2 185

15 15 15 15 15 15 15 15 15

50 BEARING

2 201 2 126 2 126

TYP

B4

S-303

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S-304

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