PN70551_CDC_SB_DWGS_Am-0004.pdf

GENERAL NOTES

A. WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE BUILDING CODE AS STATED BELOW. HOWEVER, WHERE REFERENCE IS MADE TO

PERFORMANCE CONFORMING TO OTHER STANDARDS THE MORE STRINGENT SHALL APPLY.

1. INTERNATIONAL BUILDING CODE, 2018 EDITION, AS MODIFIED BY UNIFIED FACILITIES CRITERIA 1-200-01 DOD BUILDING CODE DATED 1

OCTOBER 2020.

2. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 1 OCTOBER 2019

3. UNIFIED FACILITIES CRITERIA 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS DATED 19 AUGUST 2020.

B. COMPARE ALL CONTRACT DOCUMENTS WITH EACH OTHER AND REPORT IN WRITING TO THE CONTRACTING OFFICER ALL INCONSISTENCIES

AND OMISSIONS.

C. TAKE FIELD MEASUREMENTS, VERIFY FIELD CONDITIONS AND COMPARE WITH THE DRAWINGS BEFORE COMMENCING WORK. REPORT IN

WRITING TO THE CONTRACTING OFFICER ALL INCONSISTENCIES AND OMISSIONS.

D. CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES.

E. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, WORKMANSHIP AND JOB SAFETY. THE CONTRACTOR SHALL

PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED FOR STABILITY OF STRUCTURAL MEMBERS AND SYSTEMS.

F. DO NOT EXCEED DESIGN LIVE LOAD WITH CONSTRUCTION LOADING UNLESS SPECIAL SHORING IS PROVIDED. REDUCE ALLOWABLE LOADS IS

REDUCED IN AREAS WHERE THE STRUCTURE HAS NOT ATTAINED FULL DESIGN STRENGTH.

G. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES DURING THE

CONSTRUCTION PERIOD.

H. APPLY DETAILS NOTED AS TYPICAL ON THE STRUCTURAL DRAWINGS IN ALL CONDITIONS UNLESS SPECIFICALLY SHOWN OR NOTED.

DESIGN CRITERIA

A. DESIGN LOAD CRITERIA BASED ON THE FOLLOWING

1. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 1 OCTOBER 2019

2. INTERNATIONAL BUILDING CODE, 2018 EDITION

3. ASCE/SEI 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES.

B. DEAD LOADS

1. DEAD LOADS INCLUDE WEIGHT OF MATERIALS SUCH AS ROOFS, CEILINGS, PARTITIONS, AND FIXED SERVICE EQUIPMENT.

2. PARTITIONS (SEISMIC): 10 PSF

C. FLOOR LIVE LOAD

1. OFFICE: 50 PSF + 15 PSF PARTITION

2. CORRIDORS: 100 PSF

3. DINING ROOMS: 100 PSF

4. CLASSROOMS: 40 PSF + 15 PSF PARTITION

5. LIGHT STORAGE: 125 PSF

6. COMMUNICATIONS EQUIPMENT ROOMS: 150 PSF

7. HVAC EQUPMENT ROOMS: 125 PSF

8. OTHER MECHANICAL ROOMS: 100 PSF

D. ROOF LIVE LOAD

1. CHILD DEVELOPMENT CENTER 20 PSF (REDUCIBLE)

2. WATER TANK: 40 PSF

E. WIND DESIGN DATA - CHILD DEVELOPMENT CENTER

1. BASIC WIND SPEED (3-SECOND GUST): V = 180 MPH

2. EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED: VEFF-ASD = 142.3 MPH

3. RISK CATEGORY: III

4. EXPOSURE CATEGORY: B

5. WIND TOPOGRAPHIC FACTOR: Kzt = 1.0

6. WIND DIRECTIONALITY FACTOR: Kd = 0.85

7. GROUND ELEVATION FACTOR: Ke = 1.0

8. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

9. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

10. COMPONENTS AND CLADDING DESIGN WIND PRESSURE:

a. FOR ELEMENTS ON EXTERIOR WALL, SEE C1/S-002

b. FOR ELEMENTS ON THE ROOF, SEE C2/S-002

c. FOR ROOF TRUSSES, SEE A1/S-002

11. IMPACT RESISTANT GLAZING REQUIRED: YES

F. WIND DESIGN DATA - WATER TANK

1. BASIC WIND SPEED (3-SECOND GUST): V = 180 MPH

2. EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED: VEFF-ASD = 142.3 MPH

3. RISK CATEGORY: IV

4. EXPOSURE CATEGORY: B

5. WIND TOPOGRAPHIC FACTOR: Kzt = 1.0

6. WIND DIRECTIONALITY FACTOR: Kd = 0.85

7. GROUND ELEVATION FACTOR: Ke = 1.0

8. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

9. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

G. EARTHQUAKE DESIGN DATA- CHILD DEVELOPMENT CENTER

1. RISK CATEGORY: III

2. IMPORTANCE FACTOR: Ie = 1.25

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: Ss= 0.55g

b. 1-SEC PERIOD: S1 = 0.154g

4. SITE CLASS: C

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 0.47g

b. 1-SEC PERIOD: SD1 = 0.154g

6. SEISMIC DESIGN CATEGORY: C

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

8. DESIGN BASE SHEAR (ULTIMATE): Cs x W

9. SEISMIC RESPONSE COEFFICIENT: Cs = 0.12

10. RESPONSE MODIFICATION FACTOR: R = 5

11. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

H. EARTHQUAKE DESIGN DATA - WATER TANK

1. RISK CATEGORY: IV

2. IMPORTANCE FACTOR: Ie = 1.25 PER ACI 350.3

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: Ss= 0.55g

b. 1-SEC PERIOD: S1 = 0.154g

4. SITE CLASS: C

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 0.47g

b. 1-SEC PERIOD: SD1 = 0.154g

6. SEISMIC DESIGN CATEGORY: D

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY REINFORCED CONCRETE SHEAR WALLS

8. RESPONSE MODIFICATION FACTOR:

a. Ri = 2.0 (ON OR ABOVE GRADE)

b. Rc = 1.0

I. SOILS

1. SITE CLASS: C

2. ALLOWABLE BEARING CAPACITY: 3,000 PSF (1/3 INCREASE FOR WIND/SEISMIC)

3. COEFFICIENT OF FRICTION:

a. STATIC CONDITION: 0.38

b. SEISMIC CONDITION: 0.52

4. ALLOWABLE PASSIVE EARTH PRESSURE:

a. STATIC CONDITION: 240 PCF

b. SEISMIC CONDITION: 325 PCF

5. ACTIVE EARTH PRESSURE (LEVEL BACKFILL)

a. UNRESTRAINED: 40 PCF

b. RESTRAINED: 60 PCF

SPECIAL INSPECTIONS

A. ENSURE THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK AS REQUIRED BY THE BUILDING CODE IS MADE AT THE APPROPRIATE TIME.

SUBMIT STATEMENT OF RESPONSIBILITY TO THE OWNER AND BUILDING DEPARTMENT PRIOR TO THE COMMENCEMENT OF WORK. GIVE TIMELY NOTICE OF WHEN AND WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. FREQUENCY OF INSPECTION IS DEFINED IN SPECIFICATIONS SECTION 01 45 35 AND ITS ATTACHMENTS FOR STATEMENT AND SCHEDULE OF SPECIAL INSPECTIONS. CORRECT DEFECTIVE WORK AT NO ADDITIONAL COST TO THE GOVERNMENT AND PAY FOR RE-INSPECTION AS REQUIRED.

B. KEEP RECORDS OF INSPECTIONS. INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE WITH APPROVED CONSTRUCTION

DOCUMENTS. SUBMIT A FINAL SIGNED REPORT TO THE CONRACTING OFFICER.

C. THE FOLLOWING TYPE OF WORK IDENTIFIED IN THE SPECIFICATIONS, REQUIRES SPECIAL INSPECTION:

1. INSPECTION OF FABRICATOR/SHOP UNLESS WORK IS DONE BY A REGISTERED AND APPROVED FABRICATOR SHOP.

a. STRUCTURAL STEEL

b. PRE-ENGINEERED TRUSSES

2. STEEL CONSTRUCTION

a. WELDING

b. DETAILS OF STEEL FRAME

c. HIGH STRENGTH BOLTING

3. CONCRETE CONSTRUCTION

a. EXCEPTIONS: INSPECTIONS NOT REQUIRED FOR CONCRETE POURS FOR

i. NON STRUCTURAL SLABS SUPPORT DIRECTLY ON GROUND.

b. PLACEMENT OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS (INCLUDING STRESSING OF TENDONS)

c. REINFORCING STEEL WELDING.

d. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE.

e. PLACEMENT OF CONCRETE

f. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

g. PRESTRESSED CONCRETE (UNLESS DONE BY APPROVED FABRICATOR)

h. POST INSTALLED CONCRETE BOLTS.

FOUNDATION

A. FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL INVESTIGATION REPORT.

1. GEOTECHNICAL ENGINEERING EXPLORATION REPORT BY GEOLABS, INC W.O. 8224-00 DATED 28 MARCH 2022 B. DO NOT EXCAVATE IN SUCH A WAY AS TO REMOVE LATERAL SUPPORT FROM ANY FOOTING OR FOUNDATION WITHOUT

FIRST UNDERPINNING OR PROTECTING THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL TRANSLATION.

C. COMPACT BOTTOM OF FOOTINGS TO AT LEAST 90 PERCENT RELATIVE COMPACTION IN ACCORDANCE WITH ASTM D 1557 TO

PROVIDE A RELATIVELY FIRM AND SMOOTH BEARING SURFACE PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. IF SOFT AND/OR LOOSE MATERIALS ARE ENCOUNTERED AT THE BOTTOM OF FOOTING EXCAVATIONS, OVER- EXCAVATED TO EXPOSE THE UNDERLYING FIRM MATERIAL AND BACKFILL WITH ON-SITE SOILS COMPACTED TO A MINIMUM OF 90% RELATIVE COMPACTION OR EXTEND THE FOOTING BOTTOM DOWN TO BEAR ON THE UNDERLYING COMPETENT

MATERIAL.

D. PROVIDE A MINIMUM 12 INCH THICK NON-EXPANSIVE, SELECT GRANULAR FILL BELOW THE CUSHION LAYER OF CONCRETE SLAB-ON-GRADES. PRIOR TO PLACEMENT OF THE NON-EXPANSIVE SELECT GRANULAR FILL MATERIAL, SCARIFY THE SUBGRADE BELOW THE SLABS TO A MINIMUM DEPTH OF 8 INCHES, MOISTURE-CONTAINED TO BETWEEN 2 AND 6 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 90 PERCENT RELATIVE COMPACTION.

E. UNLESS NOTED OTHERWISE, PROVIDE MINIMUM DEPTH OF FOOTINGS BELOW THE UNDISTURBED GROUND SURFACE OF 18

INCHES MEASURED TO BOTTOM OF FOOTING.

F. EMBED FOUNDATIONS LOCATED ON, OR NEAR THE TOP OF SLOPES, SUCH THAT A MINIMUM HORIZONTAL DISTANCE OF 6

FEET IS MAINTAINED BETWEEN HE BOTTOM EDGE OF FOOTING AND SLOPE FACE.

G. EMBED RETAINING WALL FOUNDATIONS AT LEAST 24 INCHES BELOW THE LOWEST ADJACENT FINISHED GRADES. FOR SLOPING CONDITIONS, EXTEND THE BOTTOM OF FOOTING DEEPER TO OBTAIN A MINIMUM 6-FOOT SETBACK DISTANCE MEASURED HORIZONTALLY FROM THE OUTSIDE EDGE OF THE FOOTING TO THE FACE OF THE SLOPE.

H. COMPACT BACKFILL BEHIND CONVENTIONAL RETAINING WALLS IN LIFTS TO BETWEEN 90 AND 95 PERCENT COMPACTION AS

DETERMINED BY ASTM D 1557. DO NOT OVERCOMPACT THE BACKFILL MATERIAL.

I. EXCAVATIONS FOR FOUNDATIONS MUST BE MONITORED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL TO CONFIRM FOUNDATION BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS. SUBMIT LETTER OF COMPLIANCE FROM GEOTECHNICAL ENGINEER TO THE CONTRACTING OFFICER.

CONCRETE

A. CONFORM TO AMERICAN CONCRETE INSTITUTE ACI 318

B. PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

1. RETAINING WALLS: 4,000 PSI

2. FOOTINGS: 3,500 PSI

3. SLAB-ON-GRADE: 3,500 PSI

4. WATER STORAGE TANK - MAT FOUNDATION: 5,000 PSI, MAX W/C RATIO = 0.40

5. WATER STORAGE TANK - WALLS: 5,000 PSI, MAX W/C RATIO = 0.40

6. WATER STORAGE TANK - ELEVATED SLABS: 5,000 PSI, MAX W/C RATIO = 0.40

7. ALL OTHER CONCRETE: 3,500 PSI

C. RECORD ALL FREE WATER IN THE MIX ON CONCRETE DELIVERY TICKETS: AT BATCHING BY PLANT, FOR CONSISTENCY BY

DRIVER, AND ANY ADDITIONAL REQUEST BY CONTRACTOR IF PERMITTED BY THE MIX DESIGN.

D. PROVIDE WATER FOR MIXING CONCRETE THAT IS CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL REINFORCEMENT.

E. CONDUCT STRENGTH TESTS AS FOLLOWS:

1. TAKE SAMPLES FOR STRENGTH OF EACH CLASS OF CONCRETE PLACED EACH DAY IS TAKEN NOT LESS THAN ONCE A

DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5,000

SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS.

2. IF THE TOTAL VOLUME OF CONCRETE IS SUCH THAT THE FREQUENCY OF TESTING WOULD PROVIDE LESS THAN FIVE STRENGTH TESTS FOR A GIVEN CLASS OF CONCRETE, MAKE TESTS FROM AT LEAST FIVE RANDOMLY SELECTED

BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE BATCHES ARE USED.

F. HOT-DIP GALVANIZE ALL INSERTS, ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN THE CONCRETE IN

ACCORDANCE WITH ASTM A153 UNLESS OTHERWISE NOTED.

G. SECURE REINFORCING BARS, ANCHOR BOLTS, INSERTS, AND OTHER ITEMS TO BE CAST IN THE CONCRETE IN POSITION

PRIOR TO PLACEMENT OF CONCRETE.

H. LOCATE CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB OR FOOTING AND NOT CONFORMING TO TYPICAL

DETAILS AND SUBMIT TO THE CONTRACTING OFFICER FOR APPROVAL.

I. FOR CONDUITS, PIPES, AND SLEEVES EMBEDDED WITHIN A SLAB (OTHER THAN THOSE MERELY PASSING THROUGH), SATISFY THE FOLLOWING:

1. NO LARGER IN OUTSIDE DIMENSIONS THAN 1/3 THE OVERALL THICKNESS OF BEAM, SLAB, OR WALL IN WHICH THEY ARE

EMBEDDED.

2. DO NOT PLACE CONDUITS, PIPES, AND SLEEVES THROUGH OR EMBEDDED IN A BEAM UNLESS SPECIFICALLY DETAILED.

3. SPACE NO CLOSER THAN 3 DIAMETERS OR WIDTHS ON CENTER.

4. PLACE IN THE MIDDLE 1/3 OF SLAB OR WALL THICKNESS.

J. LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO THE CONTRACTING OFFICER FOR APPROVAL, UNLESS

OTHERWISE NOTED.

K. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, REGLETS, FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE STRUCTURAL DRAWINGS. CONTRACTOR HAS THE OPTION TO EITHER SLOPE THE SLAB TO THE FLOOR DRAIN OR RECESS THE SLAB 1-1/2 INCH AND SLOPE THE MORTAR BED TO THE FLOOR DRAIN. SEE ARCH

DRAWINGS FOR EXACT LOCATIONS.

L. PROVIDE NON-SHRINK GROUT AS A PREMIXED NON-METALLIC FORMULA, CAPABLE OF DEVELOPING A MINIMUM

COMPRESSIVE STRENGTH OF 3,000 PSI IN 1 DAY AND 5,000 PSI IN 28 DAYS.

M. MEASURE FLOOR AND SLAB FLATNESS AND LEVELNESS ACCORDING TO ASTM E1155 WITHIN 48 HOURS OF FINISHING.

POST-TENSIONED CONCRETE

A. PRESTRESSING TENDONS SHALL CONFORM TO ASTM A416, SEVEN WIRE, 270 KSI STRANDS. PRESTRESSING WILL BE CONSIDERED ACCEPTABLE IF GAGE PRESSURES CORRESPOND TO REQUIRED STRESSING FORCE AND CALCULATED AND

MEASURED ELONGATIONS AGREE WITHIN 7 PERCENT.

B. TENDONS SHALL BE 1/2” DIAMETER. JACKING STRESS SHALL BE 0.8 FPU (33) KIPS PER STRAND FOR THE 1/2" DIA. STRANDS.

C. POST-TENSIONING WORKS SHALL NOT COMMENCE BEFORE CONCRETE HAS ACHIEVED COMPRESSIVE STRENGTH OF AT

LEAST 3000 PSI.

D. THE CONTRACTOR SHALL SUBMIT A DETAILED CONSTRUCTION JOINT/POUR STRIP PLAN AND CONSTRUCTION SEQUENCE

PLAN FOR THE CONTRACTING OFFICER TO REVIEW PRIOR TO THE COMMENCEMENT OF SHOP DRAWINGS.

E. SHOP DRAWINGS SHALL BE SUBMITTED PRIOR TO FABRICATION AND CONSTRUCTION FOR REVIEW. SHOP DRAWINGS SHALL

ILLUSTRATE A LAYOUT PLAN, FABRICATION DETAILS, CONNECTION AND ANCHORAGE DETAILS, AND ADDED REINFORCING. A DESCRIPTION OF THE EQUIPMENT, CALIBRATION METHOD, AND STRESSING PROCEDURE SHALL BE SUBMITED FOR REVIEW.

CALCULATIONS TO DETERMINE PRESTRESS LOSSES, STRAND ELONGATION, ETC SHALL BE SUBMITTED. ALL SUBMITTALS SHALL BE STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF HAWAII.

F. STRESSING AND DEAD ENDS ARE SHOWN FOR GENERAL INFORMATION ONLY. ANCHOR LAYOUTS, ADEQUATE COVER, AND

CONSTRUCTION SEQUENCE MAY REQUIRE ALTERATING LAYOUT.

G. ALL PRESTRESSING OPERATIONS SHALL REQUIRE SPECIAL INSPECTION.

H. TENDONS SHALL BE SECURED IN SUFFICIENT LOCATIONS WITH APPROVED POSITIONING DEVICES TO ASSURE CORRECT

LOCATION DURING AND AFTER PLACING CONCRETE.

I. STRESSING OF TENDONS SHALL BE PERFORMED IN A SYMMETRIC MANNER.

J. THE GENERAL CONTRACTOR SHALL COORDINATE ALL POST INSTALLED ANCHOR/FASTENERS INTO THE POST-TENSIONED

SLABS/BEAMS.

K. CORROSION PROTECTION FOR UNBONDED SINGLE-STRAND PRE-STRESSING STRANDS SHALL BE IN ACCORDANCE WITH ACI

350 AND ACI 423.6.

MASONRY

A. CONFORM TO THE REQUIREMENTS OF IBC 2018 AND TMS 602 AS MODIFIED BY CONTRACT DOCUMENTS.

B. PROVIDE CONCRETE MASONRY WITH A MINIMUM COMPRESSIVE STRENGTH (F’m) OF 2,000 PSI.

C. CONFORM TO ASTM C90 FOR LOAD-BEARING CONCRETE MASONRY UNITS, NORMAL WEIGHT WITH A MINIMUM UNIT

COMPRESSIVE STRENGTH OF 2,000 PSI.

D. MORTAR: CONFORM TO ASTM C270 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI. DISCARD UNUSED MORTAR

WITHIN 2 ½ HOURS AFTER INITIAL MIXING. PROVIDE TYPE M MORTAR FOR MASONRY BELOW GRADE OR IN CONTACT WITH

EARTH AND TYPE S FOR REINFORCED MASONRY.

E. GROUT: CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. TEST IN ACCORDANCE WITH ASTM C1019. PROVIDE SLUMP OF 8-10 INCHES. WATER REDUCING ADMIXTURES ARE NOT ALLOWED.

F. SOLID GROUT ALL CELLS AND BOND COURSES WITH REINFORCEMENT AND INSERTS. PROVIDE CLEANOUTS FOR ALL GROUT

POURS OVER 5’-4” IN HEIGHT.

G. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, FORM HORIZONTAL CONSTRUCTION JOINTS BY STOPPING THE

GROUT POUR 2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

H. LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO THE CONTRACTING OFFICER FOR APPROVAL, UNLESS

OTHERWISE NOTED. MAXIMUM SPACING BETWEEN CONSTRUCTION JOINTS IS 25 FEET.

I. CONSTRUCT WALLS IN CONVENTIONAL RUNNING BOND, UNLESS OTHERWISE NOTED.

J. PLACE REINFORCMENT IN WALLS IN THE CENTER OF THE CELL UNLESS OTHERWISE NOTED.

K. PROVIDE SLEEVES THROUGH ALL CMU WALL PENETRATIONS. NO PENETRATIONS ARE ALLOWED THROUGH BOND BEAMS OR

LINTELS.

L. SEE ARCHITECTURAL DRAWINGS FOR LAYING PATTERN, HEIGHT OF UNITS, SURFACE TEXTURE, AND JOINT TYPE.

M. OPEN-ENDED BLOCKS MAY BE SUBSTITUTED FOR STANDARD CONCRETE MASONRY UNITS.

STRUCTURAL STEEL

A. PERFORM FABRICATION AND ERECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION.

B. STRUCTURAL STEEL: CONFORM TO ASTM A36 UNLESS OTHERWISE NOTED.

C. STEEL WIDE FLANGE SECTIONS: CONFORM TO ASTM A992.

D. STEEL HOLLOW STRUCTURAL SECTIONS (HSS): CONFORM TO ASTM A500 GRADE B

E. THREADED RODS: CONFORM TO ASTM A36

F. HEADED STUDS: CONFORM TO ASTM A108, GRADES 1015 TO 1020

G. CONNECTIONS: CONFORM TO RCSC’S “FOR STRUCTURAL JOINTS USING ASTM A325 AND A490 BOLTS”. ALL BOLTS ARE ¾”

DIAMETER UNLESS NOTED OTHERWISE.

H. HIGH-STRENGTH BOLTS: CONFORM TO ASTM F3125, GRADE A325, TYPE N WITH COMPRESSIBLE-WASHER-TYPE DIRECT

TENSION INDICATOR.

I. ANCHOR BOLTS: CONFORM TO ASTM F1554 GRADE 55

J. WELDS AND WELDING PROCEDURES: CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1 OF THE AMERICAN

WELDING SOCIETY.

K. PERFORM WELDING BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED.

L. WELDING ELECTRODES E70XX.

M. PRIME PAINT ALL STEEL IN THE SHOP.

N. HOT-DIP GALVANIZE EXPOSED STEEL ACCORDING TO ASTM A123.

O. HOT-DIP GALVANIZE ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN CONCRETE ACCORDING TO ASTM A153

UNLESS OTHERWISE NOTED.

STEEL DECK

A. PROVIDE STEEL DECK IN ACCORDANCE WITH STEEL DECK INSTITUTE STANDARDS AND AISI’S “SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.”

B. FORM STEEL DECK AND ACCESSORIES IS FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A653, STRUCTURAL

STEEL (SS), GRADE 50, MINIMUM YIELD 50 KSI, G90 ZINC COATING.

C. PROVIDE STEEL DECK OF THE PROFILE DEPTH AND THICKNESS AS INIDCATED ON THE DRAWINGS.

D. STEEL DECKS MAY BE EITHER LAPPED OR BUTTED AT CONTRACTOR’S OPTION. PROVIDE A MINIMUM OF 1-1/2” BEARING AT

ALL SUPPORTING STEEL UNO.

E. PROVIDE STEEL DECK TRIPLE SPAN CONTINUOUS WHERE POSSIBLE. DO NOT LOCATE SINGLE SPANS AT EDGES OR

CORNERS.

F. WELD STEEL DECK UNITS TO THE SUPPORTING MEMBERS IN ACCORDANCE WITH AWS D1.3. PERFORM WELDING OF STEEL

DECK BY CERTIFIED LIGHT GAGE STEEL WELDERS.

G. PROVIDE ARC SPOT OR ARC SEAM (PUDDLE) WELDS WITH AN EFFECTIVE FUSION AREA TO SUPPORTING MEMBERS, EQUIVALENT TO AT LEAST 3/8 INCH BY 1 INCH LONG OR ½ INCH DIAMETER AND MAXIUM WELD SPACING OF 3 FEET. IF STUD WELDS ARE WELDED THROUGH STEEL DECK TO STRUCTURAL STEEL, STUD WELDS MAY REPLACE ARC SPOT WELDS.

H. DO NOT SUPPORT COLD-FORMED METAL FRAMING, SUSPENDED CEILING, LIGHT FIXTURES, AND DUCTS OR OTHER UTILITIES

BY THE STEEL DECK.

COLD-FORMED METAL FRAMING

A. PROVIDE COLD-FORMED METAL FRAMING IN ACCORDANCE WITH AISI’S “NORTH AMERICAN SPECIFICATIONS FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS” AND ITS “STANDARD FOR COLD FORMED STEEL FRAMING –

GENERAL PROVISIONS”

B. PROVIDE COLD-FORMED STEEL MEMBERS AND ACCESSORIES OF THE TYPE AND THICKNESS CALLED FOR ON THE DRAWINGS. MEMBER DESIGNATIONS ARE IN ACCORDANCE WITH STEEL STUD MANUFACTURER’S ASSOCIATION.

C. PROVIDE MEMBERS 54, 68 OR 97 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST50H. PROVIDE MEMBERS 33 OR 43 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST33H.

D. CUT FRAMING MEMBERS BY SAWING OR SHEARING. DO NOT TORCH CUT.

E. PROVIDE PREFABRICATED FRAMING HARDWARE AND INSTALL PER MANUFACTURER’S RECOMMENDATIONS.

F. PLACE A LAYER OF 30# ROOFING FELT BETWEEN ALL COLD-FORMED METAL MEMBERS AND CONCRETE OR MASONRY

SURFACES.

G. LIMIT HOLES IN WALL STUDS AND OTHER STRUCTURAL MEMBERS TO A MAXIMUM SIZE OF 1.5 INCHES IN WIDTH OR 4 INCHES

IN LENGTH, LOCATED ONLY ALONG THE CENTERLINE OF THE WEB OF THE FRAMING MEMBER. AT A MINIMUM SPACING OF 24 INCHES CENTER TO CENTER AND NOT LESS THAN 10 INCHES FROM EDGE OF HOLE TO END OF MEMBER.

H. PROVIDE SCREWS WITH A MINIMUM EDGE DISTANCE AND CENTER-TO-CENTER SPACING OF 1/2 INCH, SELF TAPPING AND CONFORMING TO SAE J 78. EXTEND SCREWS THROUGH THE STEEL A MINIMUM OF THREE EXPOSED THREADS. PROVIDE

TYPE II COATING IN ACCORDANCE WITH ASTM B633.

I. DO NOT SPLICE STEEL STUDS AND OTHER STRUCTURAL MEMBERS.

ABBREVIATIONS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

CJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

DIA DIAMETER

EA EACH

EW EACH WAY

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

MECH MECHANICAL

MIN MINIMUM

NTS NOT TO SCALE

OPP OPPOSITE

PSF POUNDS PER SQUARE FOOT

REINF REINFORCEMENT

REQD REQUIRED

SIM SIMILAR

SQ SQUARE

STD STANDARD

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

REINFORCING STEEL

A. UNLESS NOTED OTHERWISE, PROVIDE REINFORCING STEEL IS DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

B. FOR WELDED REINFORCING STEEL, PROVIDE LOW-ALLOY DEFORMED BARS CONFORMING TO ASTM A706.

C. PROVIDE GALVANIZED WELDED WIRE REINFORCEMENT CONFORMING TO ASTM A1060.

D. ENVIRONMENTAL SEVERITY CLASSIFICATION (ESC): C4

E. PROVIDE CLEAR CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3”.

2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER:

a. NO. 6 THROUGH NO. 18 BAR: 2”

b. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER: 2”

3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS:

i. NO. 14 AND NO. 18 BAR: 1.5”

ii. NO. 11 BAR AND SMALLER: 0.75”

F. PROVIDE CLEAR DISTANCE BETWEEN THE SURFACE OF A BAR AND ANY SURFACE OF A MASONRY UNIT NOT LESS THAN 1/2

INCH, UNLESS OTHERWISE NOTED.

G. SPLICE REINFORCING STEEL WHERE INDICATED ON PLANS. PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND

SCHEDULE, UNLESS OTHERWISE NOTED.

H. LAP EDGES AND ENDS OF ADJOINING SHEETS OF WELDED WIRE REINFORCEMENT AT LEAST ONE MESH SPACING. OFFSET

LAPS OF ADJOINING SHEET WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER DIRECTION.

I. PROVIDE MECHANICAL SPLICE CONNECTORS THAT DEVELOP IN TENSION 125 PERCENT OF THE SPECIFIED MINIMUM YIELD

STRENGTH OF REINFORCING BARS.

J. PROVIDE STANDARD HOOKS ON REINFORCING BARS IN ACCORDANCE WITH ACI 318, SECTION 7.1.

K. PROVIDE MINIMUM REINFORCEMENT BEND DIAMETERS IN ACCORDANCE WITH ACI 318, SECTION 7.2.

SPECIAL INSPECTIONS (CONTINUED)

4. MASONRY CONSTRUCTION

a. PLACEMENT OF REINFORCING STEEL.

b. MORTAR AND MORTAR JOINTS

c. PLACEMENT OF GROUT

5. SOILS

a. FOUNDATION BEARING MATERIAL

b. FILL GREATER THAN ONE FOOT

A4

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2'-0"

M A

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CMU CROWNED CAP, SEE ARCH DWGS

(2) #4 CONT

8" CMU WALL

#4 AT 24"

#4 AT 16"

FINISH

GRADE

PAVING, SEE CIVIL

CONCRETE SLAB-ON-GRADE

#4 AT 16" EACH WAY

DOWEL TO MATCH

SIZE AND SPACING

OF VERT WALL

REINFORCING

SEE ARCH DWGS

D

W G

S

S E

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SLOPE, SEE ARCH DWGS

NON-EXPANSIVE SELECT

GRANULAR FILL MATERIAL

CHAMFER EDGE

PER ARCH DWGS

M

IN

A4

A4

FINISH FLOOR

100'-0"

STUD WALL

STEEL COLUMN

CONCRETE

SLAB-ON-GRADE

1/4

UNO

M

IN

C L R

3'-0" SQUARE

(4) #5

EACH WAY

M

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V A

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S

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V A

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S

1/2" MAX LEVELING GROUT

K6

S-502

2'-0" MIN2'-0" MIN

A3

FINISH FLOOR

100'-0"

CONCRETE FOOTING

CONCRETE

SLAB-ON-GRADE

SQUARE

2'-8"

(8) #5 DOWELS

#3x TIES AT 8"

(GRADE 40)

(4) #4

EACH WAY

SLOPE SEE

ARCH DWGS(2) #4 EACH

WAY AT

MIDSPAN

M

IN

V A

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IE

S

V A

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COPING, SEE

ARCH DWGS

DOWELS TO MATCH SIZE

AND SPACING OF VERT

COLUMN REINF, TYP

2'-0" 2'-0"

E9

S-502

FINISH FLOOR

100'-0"

WATER TANK

PER

K1

S-501

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PER

CMU WALL

CONCRETE WALKWAY,

SEE CIVIL DWGS

A1

S-509

2 1/2" CLR, TYP

2'-8"

/2

T Y

P

T Y

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(4) 3/4"ø x12" LONG

HEADED ANCHOR BOLTS

3/4" PLATE,

TYP

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TYP

/4

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P

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CL WALL, BASE PLATE,

AND HSS POST, TYP

TYPICAL

AT CORNER

(4) 3/4"ø x12" LONG

WELDED HEADED

STUDS

0" OR AS SHOWN ON PLANS

CL HSS POST

CL WALL AND

BASE PLATE

4"

AT WINDOW/DOOR

(4) 3/4"ø x12" LONG

HEADED ANCHORS

HSS POST,

TYP

T Y

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/2

3/4" PLATE

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CORNER (ALT)

CL WALL

COLUMN

LOCATION

PER PLAN

/2

3/4" PLATE

ALTERNATE ANCHOR

LOCATION WITH FIELD

WELDED ANCHOR

BOLT TO BASE PLATE

(PROVIDE 4 ANCHORS

TOTAL)

/2

T Y

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HEADED ANCHORS

FINISH FLOOR

100'-0"

L A

P S

P L

IC

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#4 AT 18"

CONCRETE

WALKWAY,

SEE CIVIL

DWGS

NON-EXPANSIVE

SELECT

GRANULAR

FILL MATERIAL

CONCRETE

SLAB-ON-GRADE

CONCRETE

WALL

FOOTING

M

IN

NOTE:

FOR BALANCE OF

INFORMATION,

SEE

K1

S-501

CMU WALL

US Army Corps of Engineers ®

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TRASH ENCLOSURE DETAIL

3/4" = 1'-0"K1

DETAIL AT STEEL COLUMN

3/4" = 1'-0"E1

DETAIL

0 1' 2' 3'3/4" = 1'-0"A8

DETAIL

NOT TO SCALEE9

PLAN SECTION

0 1' 2' 3'

0 1' 2' 3' 3/4" = 1'-0"K6

BASE PLATE

0 1' 2' 3'

3/4" = 1'-0"E17

SECTION

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EXPIRATION DATE OF THE LICENSE 4/30/2024

THIS WORK WAS PREPARED BY ME

OR UNDER MY SUPERVISION

C

IV

IL

D

ET

AI

LS

MAINLINE PIPE

36" CMP RISER

GASKET

#5 @ 10" O.C., E.W.

M

IN

GRADE RINGS

AS REQUIRED

PAVE TO FINISH

GRADE

8" M

IN

11" MIN.

RISER EXTENSION

MANHOLE

RISER

STUB

BAND CONNECTIONFLAT GASKET

12'-1/8"

10'-1/4"

SINGLE BAR

BOLT AND

STRAP

MANUFACTURER'S

MANHOLE FRAME

AND COVER

72" INSIDE DIA.

MANHOLE

TOP SLAB ACCESS

CENTER OF STRUCTURE

SCREEN AND SUMP OPENING

FIBERGLASS SEPARATION

CYLINDER AND INLET

FLOW FLOW

GRADE RISER RINGS

AS REQUIRED

CONTRACTOR SHALL

GROUT TO FINISH GRADE

MANUFACTURER'S MANHOLE

FRAME AND COVER

INSTALL ADDITIONAL PRECAST

RISERS TO MEET FINISH GRADE

M

AX

FIBERGLASS SEPARATION

CYLINDER AND INLET

INLET PIPE

FLOW FLOW

4'

3' -6

/2

1'-9"

2'

6'-0"

7'-0"

POOL ELEVATION

OUTLET PIPE

OIL BAFFLE SKIRT

SEPARATION

SCREEN

SOLIDS

STORAGE

SUMP

NOTES:

1. SUBMIT OPERATION AND MAINTENANCE MANUAL

FOR HYDRODYNAMIC SEPARATOR.

2. SUBMIT SHOP DRAWINGS AND CALCUATIONS

STAMPED BY A LICENSED STRUCTURAL ENGINEER

FOR REVIEW AND APPROVAL.

DESIGN DATA

WATER QUALITY FLOW RATE = 0.60 CFS

PEAK FLOW RATE = 16 CFS

DESIGN STORM = 50 YEAR, 1 HR

STRUCTURE AND CASTING SHALL MEET

H-20 LOAD RATING

NON-WOVEN

GEOTEXTILE

NOTE:

1. SUBMIT OPERATION AND MAINTENANCE

MANUAL FOR INFILTRATION AND DETENTION

SYSTEM.

DETENTION SYSTEM PROVIDED SHALL MEET THE

FOLLOWING REQUIREMENTS:

1. DISCHARGE FROM 50-YR STORM EVENT = 4.8 CFS

2. STORAGE VOLUME = 5,647 CF MINIMUM

3. SYSTEM IS DESIGNED FOR H-20 LOADING

2'

TYP.

1' TYP.

3" T

YP

" M

IN

C O

VE

R

6" GRANULAR

BEDDING MATERIAL

FREE DRAINING ANGULAR

WASHED STONE, 3/4" TO 2"

NOMINAL, DIA.

PIPE AND INVERTS

PER PLAN

29" x 42" ARCH CMP

MANIFOLD HEADER

29" x 42" ARCH CMP

MANIFOLD HEADER

24" INLET

12" OUTLET @ 0.5%

36" ACCESS RISER, TYP.

SEE DET.

2'-6" TYP.

2'

TY

P.

29" x 42" ARCH

PIPE, TYP.

INV=890.25

INV=890.25

LIMIT OF BEDDING MATERIAL AND

WASHED STONE ENCASEMENT

MANHOLE CONC. PAD

SEE DET. 5'

5'

INTERRUPTED BAR

REPLACEMENT

SEE NOTE 6

OPENING IN PROTECTION

SLAB FOR CASTING

#4 DIAG. TRIM BAR,

TYP. 4 PLACES

SEE NOTE 7

2" COVER,

TYP.

2"

COVER,

TYP.

38" DIA.#5 @ 10" O.C., E.W.

NOTES:

1. DESIGN IN ACCORDANCE WITH AASHTO 17TH EDITION.

2. DESIGN LOAD HB25.

3. EARTH COVER = 1' MAXIMUM.

4. CONCRETE STRENGTH = 3,500 PSI.

5. REINFORCING STEEL = ASTM A615, GRADE 60.

6. PROVIDE ADDITIONAL REINFORCING AROUND OPENING

EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE.

ADDITIONAL BARS TO BE IN THE SAME PLANE.

7. TRIM OPENING WITH DIAGONAL #4 BARS. EXTEND BARS A

MINUMUM OF 12" BEYOND OPENING, BEND BARS AS

REQUIRED TO MAINTAIN BAR COVER.

8. PROTECTION SLAB AND ALL MATERIALS TO BE ROVIDED

AND INSTALLED BY A CONTRACTOR.

C-509

STORMWATER QUALITY TREATMENT MANHOLE

HYDRODYNAMIC SEPARATOR - ELEVATION

NOT TO SCALEA2J2

C-509

STORMWATER QUALITY TREATMENT MANHOLE

HYDRODYNAMIC SEPARATOR

NOT TO SCALEJ2M2

CU102

SUBSURFACE INFILTRATION & DETENTION SYSTEM

NOT TO SCALEA9K3

CU102

MANHOLE CONCRETE PAD

NOT TO SCALEJ17L13

C-509

SUBSURFACE INFILTRATION & DETENTION SYSTEM - SECTION

NOT TO SCALEH10A9

C-509

J17 C-509

ACCESS RISER -

COUPLER JOINT ELEVATION

NOT TO SCALEN9L13

C-509

COUPLER JOINT

NOT TO SCALEK9L13

C-509

ACCESS RISER

NOT TO SCALEL13A9

C-509

L13 C-509

AM

-0

4-

R

FI

R

ES

PO

N

SE

S

A4 7/

/2

30" DIA. CAST IRON

FRAME AND COVER

A4

AutoCAD SHX Text H

AutoCAD SHX Text A

AutoCAD SHX Text

PROFESSIONAL

AutoCAD SHX Text Y

AutoCAD SHX Text R

AutoCAD SHX Text No. 15480-C

AutoCAD SHX Text A

AutoCAD SHX Text W

AutoCAD SHX Text U

AutoCAD SHX Text

ENGINEER

AutoCAD SHX Text I

AutoCAD SHX Text I

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text

LICENSED

AutoCAD SHX Text M.

AutoCAD SHX Text N

AutoCAD SHX Text K

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text H

AutoCAD SHX Text C

AutoCAD SHX Text R

8'

8 '

8'

116,657.44 N

619,239.88 E

900.67

W

W

W

W

4 W

W

E

L Y M A N

R O A D

K A

IO

N A

A V E N U E

UL

RIC

H

WA

Y

ULRICH WAY

IK

E L E A

S T R E E T

TEL

D1

D1

D

D

W6

W

W

W

W

W 12W

W

W

W

W

W

W

W

W6 W6

W6

W6

W6

W6

W

W

W

W6 W6

W6

W8

W

W

W

O T

C O

T C

O T

C

O T

C

O T

C O

T C

O T

C O

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O T

C O

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O T

C O

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OE

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O E

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O E

OE

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OE OE OE OE OE OE

OE

OE OE OE OE OE

OET OETOET OET OET OET OET

OET

OET OET OET OET OET

OET

OET

OET

OET

OET

OET

OT

OT

OT

OT

OT

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O E

O E

O E

O E

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EC

O

EC

O E

O E

OT

OT

KUAIKUA ST.

IK

E

L E

A S

T

KAIO

NA A

VE.

EX BLDG 2104

EX BLDG 2105

EX BLDG 2110

EX BLDG 2106

EX BLDG 2101EX BLDG 2102

EX BLDG 2107

2 (TYP)

EX POLE

JP-M-18

EX POLE JP-M-25

WITH OVERHEAD

37.5KVA XFMR

EX POLE JP-M-27

WITH OVERHEAD

3-25 XFMRS

EX POLE JP-M-26

WITH OVERHEAD

50KVA XFMR

TO EX POLE

E-L-14

EX POLE

JP-M-22

ELEC

CUT/ABANDONED

EX BLDG 2102

CABINET AND

WIRE WAY

EX BLDG 2106

MAIN DISCONNECT

EX POLE

JP-L-11

EX POLE

JP-M-24

EX TELECOM

POLE P.4/4EX TELECOM

POLE P.3/4

EX TELECOM

POLE P.2/4

EX TELECOM

POLE P.1/4

EX TELECOM

POLE TP-4

EX TELECOM

POLE TP-2

EX POLE

JP-M-14

EX TELECOM

POLE TP-5

EX TELECOM

POLE TP-1A

EX TELECOM

POLE TP-3

EX TELECOM

POLE TP-1

REMOVE EXISTING FIBER

BACK TO SOURCE,

COORDINATE WITH

SERVICE PROVIDER

US Army Corps of Engineers ®

SHEET ID

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SCALE: 1" = 40'-0"A6

DEMO ELECTRICAL SITE PLAN OVERHEAD

GENERAL NOTES:

1. REFER TO DRAWINGS E-001 AND E-002 FOR GENERAL NOTES, LEGEND, AND ABBREVIATIONS.

2. CONTRACTOR SHALL COORDINATE ALL UTILITY OUTAGES WITH GOVERNMENT 45 DAYS PRIOR.

3. REFERENCE DRAWING EP501 FOR SITE POWER DETAILS.

4. REFERENCE DRAWING EP601 AND EP602 FOR ONE-LINE DIAGRAM AND FEEDER MARK SCHEDULE

AND DETAILS.

5. REFERENCE ED601 FOR DEMOLITION ONE-LINE DIAGRAM.

6. REPAIR MAINTENANCE HOLES AS SPECIFIED IN DIVISION 33 71 02 AFTER DEMOLISH WORK IS

COMPLETED FOR ALL MAINTENANCE HOLES.

7. REFERENCE CD100 SERIES DRAWINGS FOR CIVIL SITE DEMOLITION.

8. CONTRACTOR SHALL VERIFY ALL TELECOMMUNICATION CABLES ARE DEACTIVATED AND

COORDINATED FOR REMOVAL PRIOR TO DEMOLITION. ALERT CONTRACTING OFFICER WITH ANY

UNACCOUNTED FOR CABLES.

9. ITEMS IN HALFTONE OR GREYSCALE ARE EXISTING TO REMAIN.

10. ITEMS BOLD WITH DASHED LINE ARE TO BE DEMOLISHED UNLESS OTHERWISE NOTED.

KEYED NOTES:

DEMOLISH EXISTING OVERHEAD CONNECTION TO BUILDINGS

MAIN SERVICE ENTRANCE OR METER. RECONNECT EXISTING

SERVICE ENTRANCE EQUIPMENT UNDER NEW WORK. PROVIDE

DIESEL, PRIME POWER, TEMPORARY 20kW GENERATOR FOR BUILDING 2106 AND 35kW GENERATOR FOR BUILDING 2102.

COORDINATE VOLTAGE WITH EXISTING EQUIPMENT.

CONTRACTOR TO PROVIDE ALL NECESSARY MAINTENANCE AND

COORDINATE WITH MANUFACTURER AND PROVIDE ALL

NECESSARY INSTALLATION REQUIREMENTS. COORDINATE

GENERATOR OPERATION WITH BUILDING OCCUPANT. PROVIDE

ALL NECESSARY HARDWARE TO CONNECT GENERATOR TO

EXISTING ELECTRICAL SYSTEM. CONTRACTOR RESPONSIBLE

FOR PROVIDING FUEL UNTIL NEW ELECTRIC SERVICE IS

ACCEPTED.

DEMOLISH EXISTING ELECTRICAL EQUIPMENT WITHIN BUILDING.

DEMOLISH EXISTING TELECOM CABLES AND ASSOCIATED

POLES. REFER TO ES101 FOR RECONNECTION. SUB-CONTRACT

THE REMOVAL OF AERIAL AND UNDERGROUND TELECOM

CABLES TO AT&T. COORDINATE MAINTAINING AND ALL WORK

ASSOCIATED WITH EXISTING SERVICES WITH HAWAIIAN

TELECOM.

REMOVE BACK TO EXISTING POLE E-L-14. PROVIDE NEW GUY

WIRE. REFER TO SHEET ES501, DETAIL A9.

COORDINATE REMOVAL OF LUMEN'S FIBER WITH SPECTRUM.

DECOMMISIONING OF LUMEN'S FIBER WILL INVOLVE

COORDINATION BETWEEN LUMEN AND SPECTRUM SINCE

LUMEN'S FIBER ON SIMILAR AERIAL TV STRAND. LUMEN

PLANNING TO HAVE SPECTRUM REMOVE THE FIBER FROM

POLES TO DEMO AND LEAVE A FIBER COIL ON THE NEAREST

POLE TO REMAIN.

0 40' 80'

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7/27/22

2"

GRAVEL FILL

1-1/2"

3" KNOCKOUTS

9 GA. WELDED

WIRE FRAME

17-1/4"

30"

NOTES:

1. FOR DETAILS OF CABLE RACKS, DUCT

ENTRANCE, AND PULLING-IN IRONS, SEE

OTHER DETAILS ON THIS SHEET.

2. MINIMUM CONCRETE COMPRESSIVE

STRENGTH SHALL BE 3000 PSI.

MAINTENANCE HOLE DIMENSIONS

TYPE

A

6'-0"

6'-0"

B

6'-0"

8'-0"

C (AT HIGH POINT)

6'-6"

6'-6"

8-3/8"

NOTES:

1. ALL METAL PARTS SHALL BE HOT DIP

GALVANIZED.

7/8" ∅

9"

TIE INTO

REBARS IN WALL

OR FLOOR

INSIDE FACE OF MAINTENANCE HOLE

7" MIN

7" MIN

TYPICAL PORCELAIN INSULATOR

3/8" DIAMETER METAL

EXPANSION SHIELD AND BOLTS

TYPICAL GALVANIZED

METAL HOOK

GALVANIZED STEEL

BRACKET BOLTED TO WALL

#4 BARE COPPER TO GROUND ROD.

PROVIDE ONE GROUND CONNECTION

TO GROUND ROD. BOND OTHER RACKS

TO ADJACENT RACK.

#4 BARE COPPER TO

ADJACENT CABLE RACK

NOTES:

1. PROVIDE NUMBER OF METAL HOOKS

AND INSULATORS TO SUIT CABLING

REQUIREMENTS.

45 DEGREES

INSIDE FACE OF

MAINTENANCE

HOLE

3"

DUCT

FOR MAINTENANCE HOLE FRAME & COVER,

SEE FEDERAL SPECIFICATION A-A-60005 FIG. 4,

SIZE 28 AND FIG. 12, SIZE 28 RESPECTIVELY

BRICK COLLAR LINED UP WITH CEMENT

MORTAR

DUCT ENTRANCE, SEE

LAP REINFORCED

24" (TYP.)

WATERSTOP AT ALL

CONSTRUCTION

JOINTS (TYP.)

GROUND ROD & CLAMP

7/8" ∅ PULLING-IN IRON

#5 REINFORCED AT 6"

EW TOP, SIDES &

BOTTOM

6" 1'-0"

6"

L15

ES501

L9

ES501

12" X 12" X 10"

DEEP SUMP

DUCT ENTRANCE

7/8" PULLING-IN IRON

6"6"

6"

6"

A

B

F3

ES501

6'-0"

8' MIN.

GROUND LINE

MACHINE BOLT, 5/8" X LENGTH NEEDED

WITH WASHER, NUT AND LOCKWASHER

PREFORMED GUY GRIP

GUY HOOK

GUY STRAIN INSULATOR

GUY WIRE, SIZE AS SPECIFIED

54" FIBERGLASS STRAIN INSULATOR

US Army Corps of Engineers ®

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NTSSCALE:E15

NEW TYPICAL ELECTRIC HANDHOLE

NTSSCALE:C1

NEW TYPICAL ELECTRIC MAINTENANCE HOLE

NTSSCALE:L9

PULLING-IN IRON DETAIL

NTSSCALE:E9

TYPICAL CABLE RACK DETAIL

NTSSCALE:L15

TYPICAL DUCT ENTRANCE DETAILS

NTSSCALE:F3

SECTION A-A

NTSSCALE:L3

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NTSSCALE:A9

GUY WIRE DETAIL

A4

BACKBOARD

DATA

RACK

NEC

WIRE BASKET

CABLE TRAY

110 PUNCH DOWN BLOCK

PROTECTED ENTRANCE

TERMINAL

FIBER AND COPPER

PATCH PANELS AS

REQUIRED

NOTE:

ALL INCOMING CABLES ARE NOT

DEPICTED ON THIS RISER FOR CLARITY

FIRST FLOOR

TMH-2

COMM ROOM 116 FIRST FLOOR AREAS

EXISTING MH-S3/2

DATA

RACK

CYS

DATA

RACK

CYS

CHAIN LINK FENCE

1 (TYP)

4"C WITH 3-CELL FABRIC

INNERDUCT, 24 STD SM FIBER

4"C, 25 PAIR CU

4"C (TYP)

REFER TO ES101 FOR

CONTINUTATION

CROSS CONNECT

110 PUNCH DOWN BLOCK

218"W X 1 1/2"D

TMH-1

4"C, CATV CABLES

4"C, SPARE

218"W X 1 1/2"D

SER

RACK

COMM ROOM 127

4"C, SPARE

4"C WITH 25-PAIR CU

4"C WITH 24-STRAND FIBER

PB-2BPB-2AEX CATV PB-1

11 12

116.01 127.02 127.03

RESERVE

SPACE

FOR

CATV

RESERVE

SPACE

FOR

CATV

4"C. PROVIDE CATV CIRCUIT CABLE. REFER TO

DIV 27 05 13.43 SPECS FOR ADDITIONAL DETAILS.

INCOMING 25 PAIR CU

(BY OTHERS)

PROTECTED

ENTRANCE TERMINAL

(PET)

110-BLOCK

(INCOMING)

110-BLOCK

(BACKBONE)

PROVIDE CROSS CONNECT WIRING

FIBER OPTIC PATCH

PANEL

(BACKBONE)

24-STD SM FIBER

(BY OTHERS)

UTP PATCH PANEL

(HORIZONTAL)

RACK 1 NEC 116.01 RACK 2 CYS 127.02

TYPICAL

DATA OUTLET

24-STRAND SM

FIBER BACKBONE

25 PAIR COPPER BACKBONE

RACK 3 CYS 127.03

COMM ROOM 116

CAT 6 CABLE

UTP ANALOG PATCH

PANEL

(BACKBONE)

FIBER OPTIC PATCH

PANEL

(BACKBONE)

ACTIVE LAN EQUIPMENT

(GFGI)

COMM ROOM 127

CAT 6 PATCH

CABLE

CAT 6 PATCH

CABLE

CAT 6 PATCH

CABLE

GFGI GFGI

US Army Corps of Engineers ®

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NTSSCALE:H2

TELECOM RISER DIAGRAM

KEYED NOTES:

RACK CABINET. PROVIDE WITH LOCKS.

PROVIDE STEEL, LADDER-TYPE CABLE TRAY.

OSP 24 STRAND SM FIBER OPTIC CABLE

PROVIDED BY OTHERS.

ALL CABLES SHALL BE ROUTED IN MINIMUM 1"

PVC COATED RMC CONDUIT WHERE NOT IN

CABLE TRAY.

PROVIDE TELECOM MAINTENANCE HOLES

(TMH-1) AND (TMH-2). REFERENCE DRAWING

ES101.

COORDINATE FINAL OUTLET LOCATIONS IN T100

SERIES.

OSP 25 PAIR COPPER CABLE PROVIDED BY

OTHERS.

ALL HORIZONTAL COPPER CABLING SHALL BE

CATEGORY 6, UNSHIELDED TWISTED PAIR

(UTP), AND PLENUM-RATED.

CATV CABLES PROVIDED BY OTHERS.

SURVEILLANCE EQUIPMENT RACK (SER)

SHOWN FOR REFERENCE ONLY. SEE TY701 FOR

SECURITY RISERS.

PROVIDE THREE PACKS OF 3 INCH, 3-CELL

FABRIC INNERDUCTS WITH PRE-INSTALLED

PULL TAPE IN EACH CELL.

PROVIDE CABLES AS INDICATED. COORDINATE

TERMINATIONS TO EQUIPMENT WITH END-USER

AND CONTRACTING OFFICER.

NTSSCALE:A2

TELECOM CONNECTIVITY DIAGRAM

A

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