construction drawings for christophe .... pleasant, sc 29464 applied technology & management, inc....

MT. PLEASANT, SC 29464

APPLIED TECHNOLOGY & MANAGEMENT, INC.941 HOUSTON NORTHCUTT BLVD., STE 201

FEBRUARY 27, 2014

CONSTRUCTION DRAWINGSFOR CHRISTOPHE HARBOUR

MARINA PHASE 1

REVNO DATE

DRWNBY DESCRIPTION

CHKDBY

1 CONFORMED2/27/14 SLD JD

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

IND

EX T

O D

RA

WIN

GS

G-2

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

GEN

ERA

L N

OTE

S

G-3

INDICATES DETAIL

SHEET NUMBER WHEREDETAIL IS DRAWN

SHEET NUMBER WHEREDETAIL IS TAKEN

ABBREVIATIONS

TYPICAL TURBIDITY BARRIER INSTALLATION DETAILS

OFF SHORE WORK ALONG SHORE WORK

BARGE

TB TB

TBTBTB TB

TBTB

TBTB TB

WORKAREA

WORKAREA

TURBIDITY BARRIER TOENCLOSE WORKING/DISTURBANCE AREA DURINGCONSTRUCTION

EXISTING SHORELINE

ANCHOR AT SHORELINE

TURBIDITY BARRIERS:1. THE CONTRACTOR SHALL FURNISH, INSTALL, AND MAINTAIN TURBIDITY CONTROL

BARRIERS AROUND THE AREA AS NECESSARY. THE PURPOSE OF THE BARRIERIS TO AVOID ANY DEBRIS FROM GOING INTO THE MAIN WATERS. THECONTRACTOR HAS THE OPTION TO ENCLOSE THE ENTIRE WATERSIDE OF THESITE WITHIN THE LIMITS OF THE DISTURBANCE, OR TO INSTALL AND MOVE THEBARRIER IN STAGES. THE CONTRACTOR SHALL MAINTAIN SUCH BARRIERS ATALL TIMES IN THE AREAS WHERE WORK IS IN PROGRESS.

2. TURBIDITY BARRIERS AND THEIR ANCHORAGE ARE SUBJECT TO APPROVAL OFOWNER'S REPRESENTATIVE.

3. DURING CONSTRUCTION AND DREDGING, THE CONTRACTOR SHALL MONITORTHE TURBIDITY LEVELS TO ENSURE THAT THE LOCAL WATER QUALITYSTANDARDS ARE MAINTAINED AND CONSTRUCTION METHODS ARE INACCORDANCE WITH THE PERMITS. NOTE

ALL SCALES INDICATED PERTAIN TO FULL SIZE DRAWINGS (22X34).

SURVEY NOTES

1. SURVEY INFORMATION IS BASED ON A COMBINATION OF SURVEYS AS FOLLOWS;

A. THE SURVEY OF THE LITTLE SALT POND (LSP) AND GREAT SALT POND (GSP) WAS PERFORMED BYHYDROGRAPHIC CONSULTANTS, LTD (HCL) FROM AUGUST 25 30, 2007.

B. THE BATHYMETRIC SURVEY WITHIN WHITE HOUSE BAY AND BALLAST BAY WAS PERFORMED BY APPLIEDTECHNOLOGY & MANAGEMENT, INC. (ATM) ON SEPTEMBER 8, 2007.

C. UPLAND PHOTOGRAMMATIC SURVEY PROVIDED BY THE FEDERATION OF ST. CHRISTOPHER AND NEVIS

D. NEARSHORE SURVEY OF SANDY BANK BAY PROVIDED BY MR DWIGHT FRANCIS ON JULY 16, 2009.

E. TOPO SURVEYS BY DWIGHT FRANCIS 2010 (VARIOUS DATES).

F. BATHYMETRIC SURVEY OF THE LSP DATED June 28, 2012 BY DWIGHT FRANCIS

2. COORDINATE GRID SYSTEM BASED ON WORLD GEODETIC SYSTEM (WGS 84) UNIVERSAL TRANSVERSEMERCATOR (UTM) GRID, ZONE 20, IN U.S. FEET. OWNER PROVIDED TEMPORARY BENCHMARKS 1 THROUGH 7,CONTRACTOR SHALL VERIFY LOCATION.

3. UPLAND POSITIONS DETERMINED USING REAL TIME KINEMATIC (RTK) GPS TECHNOLOGY AS PROVIDED BYHYDROGRAPHIC CONSULTANTS, LTD. (HCL). BATHYMETRIC POSITIONS DETERMINED USING DIFFERENTIAL GPSWITH DIFFERENTIAL CORRECTIONS PROVIDED BY OMNISTAR, INC.

4. ELEVATIONS ARE IN FEET REFERENCED TO MEAN SEA LEVEL (MSL) BASED ON BENCHMARK INFORMATIONPROVIDED BY HCL. A SHORT TERM TIDE STUDY (30 DAYS) WAS CONDUCTED BY ATM WHICH RELATES LOCALDATUM TO TIDAL DATUMS (SEE GRAPH).

5. ATM SOUNDINGS WERE MADE WITH AN ODOM HYDROTRAC SINGLE BEAM ECHOSOUNDER OPERATING AT 200kHz AND HAVE BEEN CORRECTED FOR MEASURED TIDAL VARIATIONS.

6. BATHYMETRIC AND TOPOGRAPHIC CONTOURS REPRESENT GENERAL CONDITIONS EXISTING ON THE DATE OFSURVEY AS SHOWN HEREON. MANY CORAL HEADS AND SMALL PATCH REEFS WERE NOTED IN THE SURVEYAREA WHICH RISE ABOVE MAPPED CONTOURS. THESE FEATURES WERE NOT MAPPED AND ARE NOT SHOWNHEREON.

7. UPLAND CONTOURS SHOWN AT 25 FOOT INTERVALS. BATHYMETRIC CONTOURS SHOWN AT 5 FOOTINTERVALS. LSP AND GSP SHOWN AT 1 FOOT INTERVALS.

8. IF THE CONTRACTOR FINDS A DIFFERENCE BETWEEN THESE DRAWINGS AND EXISTING CONDITIONS, OROTHER CONDITIONS WHICH PROHIBIT EXECUTION OF THE WORK AS DIRECTED IN THESE DRAWINGS, THECONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IMMEDIATELY.

9. CONTRACTOR SHALL CONFIRM THE LOCATIONS OF ALL UTILITIES PRIOR TO COMMENCEMENT OF WORK. THISPLAN DOES NOT WARRANT THAT UTILITIES ARE SHOWN ACCURATELY OR THAT ALL UTILITIES ARE SHOWN.THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT LOCATION OF ALL UTILITIES PRIORTO CONSTRUCTION OPERATIONS. ANY UTILITIES DAMAGED OR DISTURBED DURING CONSTRUCTION SHALLBE RESTORED TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE.

10. THE CONTRACTOR SHALL PROVIDE AN AS-BUILT SURVEY SEALED BY A PROFESSIONAL ENGINEER ORSURVEYOR UPON COMPLETION OF THE PROJECT AND PRIOR TO SUBMITTING FINAL APPLICATION FORPAYMENT.

SOIL EROSION AND SEDIMENTATION CONTROL NOTES

1. ALL EROSION AND SEDIMENT CONTROL WORK SHALL CONFORM TO THESE PLANS AND SPECIFICATIONS.

2. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN PLACE PRIOR TO ANY CONSTRUCTION. SEDIMENTCONTROL PRACTICE MUST BE APPLIED AS A PERIMETER DEFENSE AGAINST ANY TRANSPORTATION OF SILTOFF THE SITE.

3. SUCH MATERIALS FROM WORK ON THIS PROJECT SHALL BE CONTAINED, AND NOT ALLOWED TO COLLECT ONANY OFF-PERIMETER AREAS OR IN WATERWAYS. THESE INCLUDE BOTH NATURAL AND MAN-MADE OPENDITCHES, STREAMS, STORM DRAINS, LAKES AND PONDS, AND THE SEA.

4. DAILY INSPECTIONS SHALL BE MADE BY THE CONTRACTOR TO DETERMINE THE EFFECTIVENESS OF THESEEFFORTS. ANY NECESSARY REMEDIES SHALL BE PERFORMED WITHOUT DELAY.

5. ALL MUD, DIRT OR OTHER MATERIALS TRACKED OR SPILLED ONTO EXISTING ROADS AND FACILITIES FROMTHIS SITE, DUE TO CONSTRUCTION, SHALL BE PROMPTLY REMOVED BY THE CONTRACTOR.

6. PERMANENT SOIL EROSION CONTROL MEASURES FOR ALL SLOPES, CHANNELS, DITCHES OR ANY DISTURBEDLAND AREAS SHALL BE COMPLETED WITHIN (15) FIFTEEN CALENDAR DAYS AFTER FINAL GRADING. WHEN IT ISNOT POSSIBLE TO PERMANENTLY PROTECT DISTURBED AREA IMMEDIATELY AFTER GRADING OPERATIONS,TEMPORARY EROSION CONTROL MEASURES SHALL BE INSTALLED. ALL TEMPORARY PROTECTION SHALL BEMAINTAINED UNTIL PERMANENT MEASURES ARE IN PLACE AND ESTABLISHED. A CERTIFICATE OF COMPLIANCEWILL NOT BE ISSUED UNTIL THE ABOVE REQUIREMENTS HAVE BEEN MET.

GENERAL NOTES

1. NOTES SHOWN ON THE DRAWINGS ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE TECHNICALSPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO THE GENERAL NOTES.

2. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THESE DRAWINGS AND THE SPECIFICATIONS.

3. CONTRACTOR SHALL STRICTLY COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS, INCLUDING THOSE OFTHE FEDERATION OF ST. CHRISTOPHER & NEVIS AND THE OWNER. MEANS, METHODS, AND TECHNIQUES OFCONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR.

4. CONTRACTOR SHALL ABIDE BY ALL APPLICABLE GOVERNMENT ENVIRONMENTAL PROTECTION LAWS,STANDARDS, AND REGULATIONS OF THE FEDERATION. THIS INCLUDES REQUIREMENTS OF THE PROJECTPERMITS, AND THE STRATEGIC ENVIRONMENTAL ASSESSMENT (SEA).

5. THE CONTRACTOR SHALL INCORPORATE BEST MANAGEMENT PRACTICES TO PREVENT CONSTRUCTIONDEBRIS, DUST, AND OTHER MATERIALS FROM LEAVING THE IMMEDIATE WORK AREA AND ENTERING LOCALWATERS. THIS INCLUDES TURBIDITY CONTROLS AND MONITORING FOR IN-WATER WORK AND OTHERLAND-DISTURBING ACTIVITIES. TURBIDITY CONTROLS AND MONITORING SHALL BE IN ACCORDANCE WITHCONTRACTOR'S APPROVED ENVIRONMENTAL MANAGEMENT PLANS.

6. THE CONTRACTOR SHALL STRICTLY ADHERE TO ALL WATER QUALITY AND ENVIRONMENTAL MANAGEMENTREQUIREMENTS AS OUTLINED IN THE SPECIFICATIONS. TURBIDITY CONTROL BENCHMARKS SHALL BEUTILIZED AS REQUIRED TO ENSURE THAT TURBIDITY LEVELS OUTSIDE OF THE PROJECT WORK AREAS DO NOTEXCEED CRITERIA AS OUTLINED IN THE SPECIFICATIONS AND SEA.

7. DESIGN INFORMATION SHOWN ON THESE DRAWINGS AND SPECIFICATIONS IS BASED ON THE FOLLOWINGGEOTECHNICAL REPORTS PREPARED BY S&ME:

GEOTECHNICAL DATA SUMMARY REPORT, DATED 2/25/2008.

TECHNICAL MEMEOS #1-6, VARIOUS DATES 9/2007-08/2010.

LOCATION MAP AND LOGS FROM ADDITIONAL BORINGS COLLECTED 7/13-27/2010.

8. ADDITIONAL WORK PERFORMED BY OTHER CONTRACTORS MAY BE OCCURRING ON THE CHRISTOPHEHARBOUR PROJECT SITE AT THE SAME TIME AS THE WORK DEFINED IN THESE DOCUMENTS. CONTRACTOR ISRESPONSIBLE FOR COORDINATION OF THESE OTHER PROJECT CONTRACTORS AND ELEMENTS INTO THEIRWORK.

9. ALL EARTHWORK OPERATIONS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS, CONTRACTDOCUMENTS AND RECOMMENDATIONS OF THE OWNER'S GEOTECHNICAL ENGINEERING CONSULTANT S&ME..

10. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING SITE LAYDOWN AND STORAGE AREAS WITHOWNER'S REPRESENTATIVE PRIOR TO CONSTRUCTION. NO STORAGE OF CONSTRUCTION EQUIPMENT ORDEBRIS SHALL OCCUR IN ANY LOCATION ON SITE OTHER THAN THE AREA APPROVED BY THE OWNER'SREPRESENTATIVE. THE CONTRACTOR SHALL REMOVE ALL SURPLUS MATERIAL, SUPPLIES, AND DEBRIS ATTHE COMPLETION OF THE PROJECT AND PRIOR TO SUBMITTING THE FINAL APPLICATION FOR PAYMENT.

11. THE CONTRACTOR SHALL REMOVE ALL BARGES, WORK BOATS, STAGING EQUIPMENT AND MATERIAL, ANDANY OTHER TEMPORARY PLATFORMS OR CONSTRUCTION AT THE COMPLETION OF THE PROJECT AND PRIORTO SUBMITTING THE FINAL APPLICATION FOR PAYMENT.

12. THESE DRAWINGS ARE INTENDED TO BE USED WITH SITE-CIVIL, STRUCTURAL, ELECTRICAL, AND MECHANICALDRAWINGS AND SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THESE OTHERPROJECT ELEMENTS INTO THEIR WORK.

13. S-100 AND S-200 SERIES DRAWINGS PROVIDED TO ILLUSTRATE THE DESIGN INTENT. FINAL UPDATED /DRAWINGS WILL BE ISSUED VIA FORMAL ADDENDUM.

13. S-100 AND S-200 SERIES DRAWINGS ARE PROVIDED TO ILLUSTRATE THE DESIGN INTENT FOR THE FIXEDMEGAYACHT PIER. FINAL/UPDATED STRUCTURAL DRAWINGS WILL BE PROVIDED VIA FORMAL ADDENDAPRIOR TO BID CLOSING.

ACI = AMERICAN CONCRETE INSTITUTEAISC = AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAPPROX = APPROXIMATEASTM = AMERICAN SOCIETY FOR TESTING MATERIALSAWG = AMERICAN WIRE GAUGEAWPA = AMERICAN WOOD PRESERVERS ASSOCIATIONAWS = AMERICAN WELDING SOCIETYBC = BARE CONDUCTORBLDG = BUILDINGBOC = BOTTOM OF CONCRETEBOTT = BOTTOMBRKR = BREAKERCJ = CONSTRUCTION JOINTCB = CATCH BASINCCA = CHROMATED COPPER ARSENATECF = CUBIC FOOTCHK = CHECKEREDCI = CAST IRONCLR = CLEARCM = CORRUGATED METALCMP = CORRUGATED METAL PIPECONC = CONCRETECOND = CONDUITCONST = CONSTRUCTIONCONT = CONTINUOUSCORR = CORRUGATEDCRT = CIRCUITCTS = CENTERSCU = CUBICCY = CUBIC YARDDBL = DOUBLEDET = DETAILDFT = DRY FILM THICKNESSDI = DUCTILE IRONDIP = DUCTILE IRON PIPEDISCONT = DISCONTINUOUSDWG = DRAWINGE = EASTEA = EACHEC = ELECTRICAL CONTRACTOREL = ELEVATIONELEC = ELECTRICALELEV = ELEVATIONEQ = EQUALERCP = ELLIPTICAL REINFORCED CONCRETE PIPEEW = EACH WAYEXIST. = EXISTINGEXP = EXPANSIONFFE = FINISHED FLOOR ELEVATIONFT = FEETGALV = GALVANIZEDGPD = GALLONS PER DAYGPM = GALLONS PER MINUTEGRND = GROUNDGW = GROSS WEIGHTH = HORIZ = HORIZONTALHDPE = HIGH DENSITY POLYETHYLENEHKS = HOOKSHP = HORSEPOWERHS = HEADED STUDIN. = INCHESINFO = INFORMATIONINV = INVERT ELEVATIONJB = JUNCTION BOXJT = JOINTL = ANGLELBS = POUNDSLF = LINEAR FEETLG = LONGLT = LEFT

MAX = MAXIMUMMH = MANHOLEMHHW = MEAN HIGHER HIGH WATERMHW = MEAN HIGH WATERMIN = MINIMUMMISC = MISCELLANEOUSMLLW = MEAN LOWER LOW WATERMLW = MEAN LOW WATERMPH = MILES PER HOURMSL = LOCAL MEAN SEA LEVELMTD = MOUNTEDN = NORTHNTS = NOT TO SCALENEC = NATIONAL ELECTRICAL CODENEMA = NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATIONNO = NUMBEROC = ON CENTEROUTBD = OUTBOARDPCF = POUNDS PER CUBIC FOOTP/S = PRESTRESSEDPERF = PERFORATEDPLATF = PLATFORMPP = POWER POLEPSI = POUNDS PER SQUARE INCHPVC = POLYVINYL CHLORIDEPW = POTABLE WATERQTY = QUANTITYR = RADIUSRCP = REINFORCED CONCRETE PIPEREINF = REINFORCEMENTREQ'D = REQUIREDRT = RIGHTS = SOUTHSCH = SCHEDULESECT = SECTIONSHT = SHEETSP = SPA = SPACESSQ = SQUARESTA = STATIONSTD = STANDARDT = TONTOC = TOP OF CONCRETETOD = TOP OF DECKTOS = TOP OF STEELTBR = TO BE REMOVEDTELE = TELEPHONETHRU = THROUGHTRNSFMR = TRANSFORMERTYP = TYPICALUHMW PE = ULTRA HIGH MOLECULAR WEIGHT POLYETHELYNEUG = U/G = UNDERGROUNDUON = UNLESS OTHERWISE NOTEDV = VOLT OR VERTICALVERT = VERTICALW = WESTW/ = WITHWWF = WELDED WIRE FABRICX = TIMES OR BY" = SECONDS OR INCH' = MINUTES OR FEET* = ASTERISK = SQUARE# = NUMBER OR POUNDS& = AND@ = ATC = CENTERLINE = DIAMETER OR PHASE = DEGREES = PLATE

BARGE

L

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

GEN

ERA

L A

RR

AN

GEM

ENT

PLA

N

C-100

N

LEGENDEXISTING CONTOURS

EXISTING SUBMERGEDREEF / ROCK

NOTES

1. THIS PLAN ILLUSTRATES THE PROPOSEDOVERALL IMPROVEMENTS AND LIMITS OFWORK FOR THE CHRISTOPHE HARBOURMARINA PHASE 1 PROJECT

2. THE PROPOSED WORK CONSISTS OF THEFOLLOWING:

2.1. BULKHEAD

2.2. RETURN WALLS

2.3. REVETMENT SCOUR PROTECTION

2.4. FILL AT MARINA SHORELINE

2.5. FIXED MEGAYACHT PIER

2.6. MARINA UTILITIES

3. LOCATION OF BORROW PIT TO BEDETERMINED

TBM LOCATION

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

N

MHHWMHWMSLMLW

MLLW

0.330.260.00

-0.23-0.39

LOCAL BENCHMARK -0.46

VERTICAL DATUM ELEVATION (ft)MSL

0.560.490.23

-0.00-0.16-0.23

MLW0.790.720.460.230.070.00

LOCAL

LEGENDEXISTING CONTOURS

EXISTING SUBMERGEDREEF / ROCK

NOTES1. THIS PLAN DEPICTS THE EXISTING CONDITIONS TO THE EXTENT POSSIBLE

BASED ON AVAILABLE INFORMATION. CONTRACTOR SHALL SATISFY HIMSELFFULLY TO ANY EXISTING CONDITIONS THAT MAY AFFECT HIS WORK.

2. ELEVATIONS ARE IN FEET RELATIVELY TO MEAN SEA LEVEL3. WATER DEPTHS IN THE LSP ARE BASED UPON SURVEY CONDUCTED BY

DWIGHT FRANCIS ON FEB 10, 2014. IT IS NOTED THAT DREDGING OPERATIONSARE ONGOING IN THE LSP AND WATER DEPTHS AT THE TIME OFCONSTRUCTION WILL BE DIFFERENT FROM THOSE INDICATED HEREON.

4. ACTUAL PRE-CONSTRUCTION CONDITIONS SHALL BE DOCUMENTED VIA APRE-CONSTRUCTION SURVEY

5. REFER TO SHEET G-3 FOR GENERAL AND SURVEY NOTES6. AVERAGE WATER DEPTHS IN THE ENTRANCE CHANNEL RANGE FROM 8 UP TO

12 DURING NORMAL TIDAL FLUCTUATIONS, TYP.7. AVERAGE WATER DEPTHS IN THE LSP RANGE FROM 8 TO GREATER THAN 12

IN THE APPROXIMATE FOOTPRINT OF THE PROPOSED MEGAYACHT PIERDURING NORMAL TIDAL FLUCTUATIONS, TYP.

EXIS

TIN

G C

ON

DIT

ION

S(P

RO

JEC

T SI

TE)

C-101

EXCAVATION DEPTHS (BY OTHERS)

ITEM DEPTH (FT MSL)

ENTRANCE CHANNEL -19.5

AREA "A" -15.5

AREA "B" -18.5

AREA "C" -15.5

* PLUS 1 FOOT OVERDREDGE ALLOWANCE

GEOTECHNICAL BORING ANDTEST PIT COORDINATES

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

REV

ETM

ENT

AN

D R

ETA

ININ

G W

ALL

PLA

N

C-200

A

LEGENDSLOPE CALLOUT

MINIMUM LIMITS OF AREATO BE FILLED +5.5 MSL

EXISTING CONTOURS

NOTES1. SEE SHEET C-201 FOR REVETMENT SECTIONS AND DETAILS2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF

REVETMENT END TRANSITIONS PRIOR TO INSTALLATION5. FILL LANDWARD OF SHORELINE STABILIZATION

STRUCTURES ON THIS SHEET TO +5.5 MSL6. REFER TO SHEET G-3 FOR SURVEY AND GENERAL NOTES7. REFER TO S-500 SHEETS FOR DETAILS REGARDING

BULKHEAD

1

1

INSET A

GEO

MET

RY

PLA

N

FIRE PROTECTION1. ALL ITEMS SHALL BE NEW AND ALL MATERIALS/EQUIPMENT/DEVICES SHALL BE CURRENT PRODUCTS BY MANUFACTURERS REGULARLY

ENGAGED IN THE PRODUCTION OF SUCH PRODUCTS.2. INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS' INSTRUCTIONS AND RECOMMENDATIONS.3. REFER TO NFPA AND LOCAL FIRE CODES FOR FINAL PLACEMENT OF FIRE PROTECTION SYSTEMS.

MARINE FUEL1. THE APPROXIMATE LOCATION OF FUEL HYDRANTS ARE SHOWN ON THE DRAWINGS. FINAL LOCATIONS SUBJECT TO CONTRACTORS FINAL

DESIGN AND APPLICABLE NFPA CODES AND OWNER APPROVAL.

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

C-202

QUICK CONNECT CONNECTION POINT FOR FUEL

SOS FIRE CABNETFIXED MEGAYACHT PIER1. THE LAYOUT DEPICTED HEREON REPRESENTS THE INTENDED ARRANGEMENT FOR THE FIXED MEGAYACHT PIER. SEE SHEETS S-100 & S-200PUMPOUT CONNECTION POINT (SEE P-SERIES SHEETS)

IN-DECK POTABLE WATER SPIGOT (SEE P-SERIES SHEETS)

SETT

ING

OU

T

C-203

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

Pho

ne 8

43.4

14.1

040

DRW

NCH

KDJD

JDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2-27

-201

4

10-2

111

CONF

ORME

D

SD

SURVEY NOTES

1. SURVEY INFORMATION IS BASED ON A COMBINATION OF SURVEYS AS FOLLOWS;

A. THE SURVEY OF THE LITTLE SALT POND (LSP) AND GREAT SALT POND (GSP) WAS PERFORMED BY HYDROGRAPHIC CONSULTANTS, LTD (HCL) FROM AUGUST25 30, 2007.

B. THE BATHYMETRIC SURVEY WITHIN WHITE HOUSE BAY AND BALLAST BAY WAS PERFORMED BY APPLIED TECHNOLOGY & MANAGEMENT, INC. (ATM) ONSEPTEMBER 8, 2007.

C. UPLAND PHOTOGRAMMATIC SURVEY PROVIDED BY THE FEDERATION OF ST. CHRISTOPHER AND NEVIS

D. NEARSHORE SURVEY OF SANDY BANK BAY PROVIDED BY MR DWIGHT FRANCIS ON JULY 16, 2009.

E. TOPO SURVEYS BY DWIGHT FRANCIS 2010 (VARIOUS DATES).

F. BATHYMETRIC SURVEY OF THE LSP DATED June 28, 2012 BY DWIGHT FRANCIS

2. COORDINATE GRID SYSTEM BASED ON WORLD GEODETIC SYSTEM (WGS 84) UNIVERSAL TRANSVERSE MERCATOR (UTM) GRID, ZONE 20, IN U.S. FEET.OWNER PROVIDED TEMPORARY BENCHMARKS 1 THROUGH 7, CONTRACTOR SHALL VERIFY LOCATION.

3. UPLAND POSITIONS DETERMINED USING REAL TIME KINEMATIC (RTK) GPS TECHNOLOGY AS PROVIDED BY HYDROGRAPHIC CONSULTANTS, LTD. (HCL).BATHYMETRIC POSITIONS DETERMINED USING DIFFERENTIAL GPS WITH DIFFERENTIAL CORRECTIONS PROVIDED BY OMNISTAR, INC.

4. ELEVATIONS ARE IN FEET REFERENCED TO MEAN SEA LEVEL (MSL) BASED ON BENCHMARK INFORMATION PROVIDED BY HCL. A SHORT TERM TIDE STUDY (30DAYS) WAS CONDUCTED BY ATM WHICH RELATES LOCAL DATUM TO TIDAL DATUMS (SEE GRAPH).

5. ATM SOUNDINGS WERE MADE WITH AN ODOM HYDROTRAC SINGLE BEAM ECHOSOUNDER OPERATING AT 200 kHz AND HAVE BEEN CORRECTED FORMEASURED TIDAL VARIATIONS.

6. BATHYMETRIC AND TOPOGRAPHIC CONTOURS REPRESENT GENERAL CONDITIONS EXISTING ON THE DATE OF SURVEY AS SHOWN HEREON. MANY CORALHEADS AND SMALL PATCH REEFS WERE NOTED IN THE SURVEY AREA WHICH RISE ABOVE MAPPED CONTOURS. THESE FEATURES WERE NOT MAPPED ANDARE NOT SHOWN HEREON.

7. UPLAND CONTOURS SHOWN AT 25 FOOT INTERVALS. BATHYMETRIC CONTOURS SHOWN AT 5 FOOT INTERVALS. LSP AND GSP SHOWN AT 1 FOOT INTERVALS.

8. IF THE CONTRACTOR FINDS A DIFFERENCE BETWEEN THESE DRAWINGS AND EXISTING CONDITIONS, OR OTHER CONDITIONS WHICH PROHIBIT EXECUTIONOF THE WORK AS DIRECTED IN THESE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IMMEDIATELY.

9. CONTRACTOR SHALL CONFIRM THE LOCATIONS OF ALL UTILITIES PRIOR TO COMMENCEMENT OF WORK. THIS PLAN DOES NOT WARRANT THAT UTILITIESARE SHOWN ACCURATELY OR THAT ALL UTILITIES ARE SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT LOCATION OFALL UTILITIES PRIOR TO CONSTRUCTION OPERATIONS. ANY UTILITIES DAMAGED OR DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO THEIRORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE.

10. THE CONTRACTOR SHALL PROVIDE AN AS-BUILT SURVEY SEALED BY A PROFESSIONAL ENGINEER OR SURVEYOR UPON COMPLETION OF THE PROJECT ANDPRIOR TO SUBMITTING FINAL APPLICATION FOR PAYMENT.

DRAWING NUMBER

RE

MA

RK

S

SHEET: OF

Sig

natu

re

Dat

e

CH

DC

Ped

s &

App

urte

nanc

es L

ayou

t 15-

May

-201

4.dw

g L

ayou

t1 5

/1/1

4

PO

Box

203

36

Cha

rlest

on, S

C 2

913-

0336

(843

) 414

-104

0

Chr

isto

phe

Har

bour

Mar

ina

Pha

se 1

Doc

k La

yout

with

App

urte

nanc

es

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

15-M

ay-1

4

13-2

569

varie

s

C-500

DOCKSIDE POWER LOW PROFILE PEDESTAL

BOLLARD (IN CONTRACT)

BOLLARD (ADDITIONAL REQUESTED)

IN-DECK PUMPOUT CONNECTION

IN-DECK FUEL CONNECTION

IN-DECK SPIGOT CONNECTION

LEGEND

TYPICAL FINGER (200')TYPICAL MAIN SECTION

FIRE CABINET

IN-DECK LIGHT

RE

PLA

CE

C-5

00 W

ITH

TH

IS S

HE

ET

01

TOPPING SLAB

1. TOPPING SLAB SHALL BE INSTALLED IN ACCORDANCE WITH ACI302.1R-04.

2. SPECIAL ATTENTION SHALL BE GIVEN BY THE CONTRACTOR TOENSURE THAT CONSTRUCTION JOINTS AND OTHER HAND TOOLEDJOINTS LINE UP WITH OWNER APPROVED DECK SCORING DETAILS.

3. AS A MINIMUM, CONSTRUCTION OR OTHER HAND TOOLED JOINTS INTOPPING SLABS ON PRECAST CONCRETE SHOULD BE PLACED OVERALL JOINTS IN THE SUPPORTING PRECAST CONCRETE.

4. PRIOR TO PLACING TOPPING CONCRETE, THE JOINTS BETWEEN THEPRECAST UNITS MUST BE FORMED FROM BELOW TO PREVENTCONCRETE LEAKAGE. THE PRECAST DECK UNIT MUST BE CLEANEDTHOROUGHLY AND WETTED PRIOR TO PLACING THE CONCRETE TOCONTROL SHRINKAGE CRACKING, WHICH TYPICALLY OCCURS AT THEPRECAST JOINTS. THE TOPING MUST BE HAND-TOODED AT THEFLANGE-JOINT LOCATIONS.

5. ALL HAND-TOOLED JOINTS SHALL BE FILLED WITH AN ELASTOMERICJOINT SEALANT APPROVED FOR THE MARINE ENVIRONMENT AND TOPROVIDE WATERTIGHTNESS

6. FOR ALL PIER SECTIONS, THE LENGTH OF TOPPING SLAB POURS OVERPRECAST MEMBERS SHALL NOT EXCEED ONE SPAN

7. ALTERNATE TOPPING POURS TO MINIMIZE THE EFFECTS OFSHRINKAGE.

TYPICAL SCORING SECTION

1/2" X 1/4" DEEPSCORING LINE

CONCRETE AESTHETIC SCORING

1. REFER TO PLAN FOR OVERALL SCORING PATTERN2. CONTRACTOR SHALL COMPLETE DOCK SCORING PATTERN IA SAW CUT

OR HAND TOOL METHODS. SUBMIT PROPOSED METHOD AND EQUIPMENTSTATEMENT TO OWNER FOR APPROVAL PRIOR TO SCORING WORKS.

3. EXTEND SCORING LINES DOWN PIER VERTICAL FASCIA PANEL VIA SAWCUTTING WHERE DOCK SCORING EXTENDS ACROSS ENTIRE WIDTH OFPIER.

2

INC

LUD

E B

OLL

AR

DS

ON

FIN

GE

R 1

002

6/3/

14

GEN

ERA

L N

OTE

S A

ND

LEG

END

1 12

E1c

ELEC

TRIC

AL

PLA

N

2 12

E2c

SEC

TIO

N D

ETA

ILS

3 12

E3c

ELEC

TRIC

AL

DET

AIL

S

4 12

E4c

SIN

GLE

LIN

E D

IAG

RA

M

5 12

E5c

SIN

GLE

LIN

E D

IAG

RA

M

6 12

E6c

PIER

CA

BLE

TR

AY

AN

DC

ON

DU

IT R

OU

TIN

G

7 12

E7c

6

1

6

1

ELEC

TRIC

AL

DET

AIL

S

8 12

E8c

SEC

TIO

N D

ETA

ILS

9 12

E9c

6

1

6

1

SEC

TIO

N D

ETA

ILS

10 12

E10c

ELEC

TRIC

AL

GR

OU

ND

ING

PLA

N

11 12

E11c

SOU

TH P

IER

LIG

HTI

NG

PLA

N

12 12

E12c

1

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDM

JJE

TMRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2/27/2

014

07-1

555

CONF

ORME

D

WA

TER

AN

D S

EWER

UTI

LITY

GEN

ERA

L N

OTE

S

P-100

1. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF ALL EQUIPMENT AND MATERIALS FOR ENGINEER APPROVAL PRIORTO PURCHASING.

2. REFER TO MARINA STRUCTURAL DRAWINGS FOR FINAL MARINA LAYOUT DIMENSIONS, AND STRUCTURAL DETAILS.

3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE AND AVOID ALL UTILITIES, OTHERSTRUCTURES AND OBSTRUCTIONS BOTH ABOVE AND BELOW THE GROUND SURFACE. ALL DAMAGE RESULTING FROMTHE CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT SHALL BE REPAIRED AT THE CONTRACTORSEXPENSE.

4. THE CONTRACTOR SHALL ACCURATELY LOCATE AND PROTECT ALL UNDERGROUND PIPES, CABLES, UTILITIES, ETC.ALONG THE ROUTE OF CONSTRUCTION. THIS SHALL BE DONE PRIOR TO EXCAVATION TO AVOID DAMAGE TO SUCHITEMS. DAMAGED ITEMS SHALL BE REPAIRED IMMEDIATELY BY THE CONTRACTOR WITHOUT AN INCREASE IN THECONTRACT TIME OR PRICE.

5. THE CONTRACTOR SHALL NOTIFY APPLICABLE UTILITY CONTACT PERSONNEL, NOT LESS THAN ONE WEEK PRIOR TOCONSTRUCTION OF FACILITIES IN THEIR RESPECTIVE AREAS.

6. PROPOSED UTILITY ALIGNMENTS ARE SUBJECT TO ADJUSTMENTS IN THE FIELD IN ORDER TO AVOID UTILITYCONFLICTS. SUCH ADJUSTMENTS SHALL REQUIRE THE APPROVAL OF THE ENGINEER PRIOR TO CONSTRUCTION.

7. THESE PLANS DO NOT STAND BY THEMSELVES. BID DOCUMENTS, AND ANY OTHER STANDARDS, LISTED ORREFERENCED, ARE INCLUDED IN THE PROJECT DOCUMENTS.

8. CONTRACTOR SHALL PROVIDE ALL MATERIALS AND LABOR NECESSARY FOR COMPLETE AND PROPERLY FUNCTIONINGPLUMBING SYSTEMS.

9. WORK SHALL CONFORM TO OR MEET THE REQUIREMENTS OF THE MOST CURRENT EDITION OF:

A. INTERNATIONAL PLUMBING CODE

B. ALL GOVERNMENT CODES AND ORDINANCES WHICH APPLY TO THIS WORK.

10. ALL MATERIALS SHALL MEET THE REQUIREMENTS OF UL WHERE UL STANDARDS ARE ESTABLISHED FOR THOSE ITEMS.ALL ITEMS SHALL BE CLASSIFIED BY UNDERWRITERS LABORATORIES (UL) AS SUITABLE FOR THE PURPOSE USED.

11. ALL ITEMS SHALL BE NEW AND ALL MATERIALS/EQUIPMENT/DEVICES SHALL BE CURRENT PRODUCTS BYMANUFACTURERS REGULARLY ENGAGED IN THE PRODUCTION OF SUCH PRODUCTS.

12. CONTRACTOR SHALL COORDINATE LOCATION OF PLUMBING WORK WITH DOCK SYSTEM PROVIDED, AND OTHERTRADES TO AVOID CONFLICTS AND INTERFERENCES.

13. INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS ANDRECOMMENDATIONS.

14. POTABLE WATER PIPING SHALL BE DISINFECTED IN ACCORDANCE WITH THE INTERNATIONAL PLUMBING CODE 2009,SECTION 610 AND IN ACCORDANCE WITH AWWA C651.

15. EQUIPMENT SUCH AS VALVES, PIPES, AND COATINGS SHALL BE NOTED IN THE LOCAL WATER AND FIRE DEPARTMENTSTANDARDS AND SHALL BE NEW.

16. CONTRACTOR SHALL COORDINATE AND OBTAIN PERMITS AND INSPECTIONS FROM AUTHORITY HAVING JURISDICTION.

17. THE CONTRACTOR SHALL ENSURE PIPE FLEXIBILITY AND ANCHORAGE IS PROVIDED FOR ALL LINES FOR THERMALEXPANSION AND CONTRACTION, PRESSURE, SEISMIC ACTIVITY AND DOCK FLEXING. THE DOCK STRUCTURE ANDCOMPONENTS SHALL ACCOMMODATE THE PIPING LAYOUT REQUIREMENTS SUCH THAT THE PIPE SHALL NOT BECOMEOVERSTRESSED. THE PIPING SHALL BE PROPERLY SUPPORTED AND ANCHORED.

18. CONTRACTOR SHALL INSPECT MATERIALS DELIVERED TO SITE FOR DAMAGE. UNLOAD AND STORE WITH MINIMALHANDLING. STORE MATERIALS ONSITE IN ENCLOSURES OR UNDER PROTECTIVE COVERING. STORE PLASTIC PIPINGUNDER COVER OUT OF DIRECT SUNLIGHT. DO NOT STORE MATERIALS DIRECTLY ON THE GROUND. KEEP INSIDE OFPIPES, FITTINGS AND EQUIPMENT FREE OF DIRT AND DEBRIS. HANDLE PIPE, FITTINGS, VALVES, AND OTHERACCESSORIES IN SUCH MANNER AS TO ENSURE DELIVERY TO THE DOCKS AND INSTALLATION IN A SOUNDUNDAMAGED CONDITION.

19. THE HIGHEST LEVEL OF ATTENTION TO ENVIRONMENTAL QUALITY IS BEING GIVEN TO THIS PROJECT. CONTRACTOR ISRESPONSIBLE FOR WATER AND LANDSIDE ENVIRONMENTAL PROTECTION WITHIN HIS WORK AREA, STAGING/STORAGEAREAS, AND SITE ACCESS DURING THE DURATION OF WORK. BEST MANAGEMENT PRACTICES SHALL BE EMPLOYEDDURING PROJECT CONSTRUCTION TO REDUCE THE POTENTIAL FOR ADVERSE ENVIRONMENTAL IMPACTS. THECONTRACTOR SHALL ABIDE BY ALL LOCAL GOVERNMENT LAWS, REGULATIONS, AND ENVIRONMENTAL PROTECTIONSTANDARDS.

20. STORAGE AND STAGING OF CONSTRUCTION EQUIPMENT AND MATERIALS SHALL OCCUR ONLY IN OWNER-APPROVEDLOCATIONS.

21. SUPPORTS AND HARDWARE SHALL BE TYPE 316 STAINLESS STEEL. SUPPORTS FOR VALVES SHALL BE INSTALLED ONADJACENT PIPING ON BOTH SIDES OF VALVE. SUBMIT SHOP DRAWINGS AND/OR CATALOG DATA OF ALL SUPPORTHARDWARE FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.

22. BURIED PVC/HDPE LINES SHALL HAVE PLASTIC WARNING TAPE AND LOCATOR WIRE. A VALVE BOX AND COVER SHALLBE PROVIDED FOR BURIED VALVES.

23. MAXIMUM DISTANCE OF ABOVE GROUND PIPE BETWEEN PIPE SUPPORTS SHALL NOT EXCEED 10 FEET OR SHALL BE ASNOTED ON PLANS.

24. ALL TRANSITIONS FROM HDPE TO OTHER PIPING MATERIALS SHALL BE MADE WITH HDPE DR11 TRANSITION COUPLINGSOR AS NOTED IN DETAILS. ALL FITTINGS AND VALVES SHALL BE RESTRAINED.

25. LOCATIONS OF EQUIPMENT LANDWARD OF PIER LAND TERMINATION ARE APPROXIMATE. CONTRACTOR SHALLCOORDINATE FINAL EQUIPMENT REQUIREMENTS AND LOCATIONS WITH CIVIL UPLAND DRAWINGS AND OWNER PRIORTO PURCHASE OF EQUIPMENT AND CONSTRUCTION.

GENERAL NOTES MARINA WATER SYSTEM NOTESMARINA SEWER PUMPOUT NOTES1. THE DISCHARGE FORCEMAIN FOR THE PERMANENT PUMPOUT SHALL BE AS INDICATED IN THE PLANS AND

SHALL HAVE A MINIMUM OF 3 FEET OF COVER.

2. ALL ITEMS SHALL BE NEW AND ALL MATERIALS/EQUIPMENT/DEVICES SHALL BE CURRENT PRODUCTS BYMANUFACTURERS REGULARLY ENGAGED IN THE PRODUCTION OF SUCH PRODUCTS.

3. PROVIDE OWNER WITH CERTIFICATE OF FINAL INSPECTION AND ACCEPTANCE FROM AUTHORITY HAVINGJURISDICTION.

4. VALVES SHALL BE LINE SIZE UNLESS NOTED OTHERWISE.

5. ALL PIPING AND FITTINGS FOR SUCTION AND DISCHARGE PIPING OF SYSTEM PUMPOUTS SHALL BEHIGH-DENSITY POLYETHYLENE (HDPE) DR11 WITH CARBON BLACK UV STABILIZATION UNLESS OTHERWISENOTED ON THE DRAWINGS. ALL HDPE PIPING, FITTINGS, AND VALVES SHALL BE FUSION WELDED AND SHALLHAVE A MINIMUM PRESSURE RATING OF 100 PSI. ALL BALL VALES SHALL BE FULL PORT AS MANUFACTUREDBY NORDSTROM OR ENGINEER APPROVED EQUAL. VALVES SHALL BE SAME CLASS AS PIPING. ALL BENDSSHALL BE MADE WITH 45 BENDS OR LONG SWEEPING ELBOW 90 BENDS. PVC SCH 80 WITH SOLVENTWELDS OR PVC (DR25) WITH MJt FITTINGS MAY BE USED FOR DISCHARGE PIPING OFF PUMPOUT SYSTEMS.

6. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND/OR CATALOG DATA OF ALL ITEMS, MATERIALS, ANDEQUIPMENT FOR MARINA SEWER PUMPOUT SYSTEM FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.

7. HYDROSTATIC TESTING FOR HDPE PIPING SHALL CONSIST OF A COMBINED PRESSURE TEST AND LEAKAGETEST. ALL FIELD TESTS SHALL BE MADE IN THE PRESENCE OF THE OWNERS REPRESENTATIVE ORENGINEER. MAXIMUM DURATION FOR ANY TEST INCLUDING INITIAL PRESSURIZATION, INITIAL EXPANSION,AND TIME AT PRESSURE, MUST NOT EXCEED EIGHT (8) HOURS. DURING THE INITIAL EXPANSION PHASE, THETEST SECTION IS PRESSURIZED TO THE TEST PRESSURE (100 PSIG) AND ENOUGH MAKE-UP LIQUID IS ADDEDEACH HOUR FOR THREE (3) HOURS TO RETURN TO TEST PRESSURE. THE TEST PHASE FOLLOWSIMMEDIATELY AND SHALL BE TWO (2) HOURS. IF THE AMOUNT OF MAKE-UP LIQUID ADDED DOES NOT EXCEEDTHE AMOUNT FOR THE PIPE INSTALLED, LEAKAGE IS NOT DETECTED. MAKEUP WATER ALLOWED FOR 2", 3", 4"AND 6" PIPES ARE 0.05, 0.10, 0.15, 0.30 GALLONS PER HUNDRED FEET OF PIPE (TWO HOUR TEST),RESPECTIVELY.

8. AFTER COMPLETE PIPING INSTALLATION, INCLUDING ALL FASTENERS, STRAPPING, AND BACKFILLING, ALLPIPING SHALL BE HYDROSTATICALLY TESTED AND SHALL CONSIST OF A 150 PSIG TEST PRESSURES, BASEDON THE ELEVATION OF THE HIGHEST POINT OF THE LINE OR SECTION UNDER TESTS. PRESSURE SHALL BEAPPLIED BY MEANS OF A PUMP CONNECTED TO THE PIPE IN A MANNER SATISFACTORY TO THE ENGINEERREPRESENTATIVE. THE PUMP, PIPE CONNECTION AND ALL NECESSARY APPARATUS SHALL BE FURNISHEDBY THE CONTRACTOR AND SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER REPRESENTATIVE.MAXIMUM DURATION FOR PRESSURE TEST, INCLUDING INITIAL AND FINAL PHASE OF THE TEST, SHALL NOTEXCEED EIGHT (8) HOURS. IF THE TEST IS NOT COMPLETED DUE TO LEAKAGE, EQUIPMENT FAILURE, ETC.,DEPRESSURIZE THE TEST SECTION, AND THEN ALLOW IT TO RELAX FOR AT LEAST EIGHT (8) HOURSBEFORE BRINGING THE TEST SECTION UP TO TEST PRESSURE AGAIN.

INITIAL PHASE OF PRESSURE TESTING:FIRST, ALL AIR MUST BE REMOVED FROM THE TEST SECTION. THE PRESSURE TEST SHALL BE COMPLETEDAFTER THE LINE IS BACKFILLED AND/OR FASTENED AND STRAPPED DOWN IN THE MARINA UTILITY TRENCH.IF POSSIBLE, ALL FLANGED OR MECHANICAL JOINT VALVES AND FITTINGS SHALL BE LEFT EXPOSED FORVISUAL LEAK INSPECTION. IF POSSIBLE ALL PVC AND D.I.P. TEST SECTIONS SHALL BE LEFT EXPOSED FORVISUAL LEAK INSPECTION. INITIALLY, THE PRESSURE WITHIN THE TEST SECTION SHOULD BE RAISED TOAPPROXIMATELY 160 PSI AND THEN ALLOWED TO BE IDLE (NO ADDITIONAL MAKE-UP WATER/PRESSURE TOBE INJECTED), FOR APPROXIMATELY 3 HOURS. DURING THIS 3 HOUR PERIOD, THE TEST SECTION SHALL BEALLOWED TO STABILIZE AND COME TO AN EQUILIBRIUM STAGE. NO ADDITIONAL MAKE-UP WATER/PRESSURESHALL BE APPLIED TO THE TEST SECTION DURING THIS 3 HOUR STABILIZATION PERIOD UNLESS THE LINEPRESSURE DROPS BELOW 140 PSI. IN THIS CASE, MAKE-UP WATER/PRESSURE SHALL ONLY BE APPLIED TOTHE TEST SECTION TO MAINTAIN A MINIMUM OF 140 PSI (DURING THE 3 HOUR STABILIZATION PERIOD).

FINAL PHASE OF PRESSURE TESTING:THE FINAL PHASE OF THE PRESSURE TEST SHALL INVOLVE APPLYING MAKE-UP WATER/PRESSURE TOACHIEVE AN INITIAL TEST PRESSURE OF 150 PSI (MINIMUM)/155 PSI (MAXIMUM). THE TEST SECTION IS THENALLOWED TO BE IDLE (NO MAKE-UP WATER/PRESSURE IS ADDED) FOR A PERIOD OF 2 HOURS. AFTER THIS 2HOUR PERIOD, MAKE-UP WATER/PRESSURE IS APPLIED AND MEASURED TO RE-ESTABLISH THE INITIAL TESTPRESSURE. THE QUANTITY OF WATER UTILIZED TO RE-PUMP THE LINE SHALL BE MEASURED ANDCOMPARED TO THE ALLOWABLE QUANTITIES AS DETERMINED BY THE TABLE BELOW. IF THE ACTUALMAKE-UP WATER QUANTITY IS EQUAL OR LESS THAN THE ALLOWABLE AMOUNT, THE PRESSURE TESTPASSES. IF THE ACTUAL MAKE-UP WATER QUANTITIES ARE GREATER THAN THE ALLOWABLE AMOUNT, THEPRESSURE TEST FAILS.

IN THE EVENT A SECTION FAILS TO PASS THE TESTS, THE CONTRACTOR SHALL DO EVERYTHINGNECESSARY TO LOCATE, UNCOVER (EVEN TO THE EXTENT OF UNCOVERING THE ENTIRE SECTION), ANDREPLACE THE DEFECTIVE PIPE, VALVE, FITTING OR JOINT. VISIBLE LEAKS SHALL BE CORRECTEDREGARDLESS OF TOTAL LEAKAGE. LINES WHICH FAIL TO MEET THESE TESTS SHALL BE RETESTED ASNECESSARY UNTIL TEST REQUIREMENTS ARE COMPLIED WITH. ALL TESTING SHALL BE PERFORMED AT THECONTRACTOR'S EXPENSE. IF, IN THE JUDGMENT OF THE ENGINEER REPRESENTATIVE, IT IS IMPRACTICABLETO FOLLOW THE FOREGOING PROCEDURES EXACTLY FOR ANY REASON, MODIFICATIONS IN THEPROCEDURE SHALL BE MADE WITH APPROVAL; BUT, IN ANY EVENT, THE CONTRACTOR SHALL BERESPONSIBLE FOR THE ULTIMATE TIGHTNESS OF THE PIPING WITHIN THE ABOVE REQUIREMENT.RE-DISINFECTION SHALL BE REQUIRED IF THE LINE IS DE-PRESSURIZED FOR REPAIRS PRIOR TO TYING.

9. SERVICE IDENTIFICATION: PERMANENT IDENTIFICATION OF PIPING SERVICE SHALL BE PROVIDED BY CO-EXTRUDING MULTIPLEEQUALLY SPACED COLOR STRIPES INTO THE PIPE OUTSIDE SURFACE OR BY SOLID COLORED PIPE SHELL. THE STRIPING MATERIAL SHALL BE THE SAME MATERIAL AS THE PIPE MATERIAL EXCEPT FOR COLOR. THEFOLLOWING COLORS SHALL BE USED TO IDENTIFY PIPING SERVICE (PRESSURE SERVICE):

BLUE - POTABLE WATERGREEN - WASTEWATER OR FORCE MAIN

10. TO ACCOUNT FOR THERMAL EXPANSION, CONTRACTOR SHALL INSTALL SLACK IN HDPE DR11 PIPING. THEEXPANSION OF THE PIPE IS APPROXIMATELY 1/10/100; THEREFORE, AT MINIMUM 1" FOR EACH 10 F CHANGEFOR EACH 100' OF PIPE. CONTRACTOR SHALL BASE INSTALLATION ON TEMPERATURE CHANGE OF AT LEAST40 F. CONTRACTOR SHALL SUBMIT HDPE DR11 PIPE SHOP DRAWINGS INCLUDING MANUFACTURESTHERMAL EXPANSION COEFFICIENT (IN/IN/F) AND CALCULATIONS TO VERIFY THE APPROXIMATEEXPANSION OF PIPING FOR A TEMPERATURE CHANGE OF AT LEAST 40 F.

1. UTILITY PEDESTALS SHALL BE PROVIDED BY ELECTRICAL CONTRACTOR. PLUMBING CONTRACTOR SHALL COORDINATE TO ENSURE HOSE BIBBS AND WATER METERS AREPROVIDED AT THE PEDESTALS. TIE INTO HOSE BIBB AND PEDESTAL WITH 19mm (0.75") HDPE DR11 WATER PIPING OR PE3408 WATER SERVICE TUBING. SEE DETAIL. SEEELECTRICAL DRAWINGS FOR PEDESTAL DETAILS. SEE DETAILS FOR HDPE/PVC TRANSITION DETAIL IF NECESSARY. COORDINATE WITH PEDESTAL MANUFACTURER.

2. FOR TRANSITION FROM HDPE PIPE TO PVC PIPE, SEE DETAIL WITHIN THESE PLANS. ALL WATER PIPING AND FITTINGS SHALL BE HIGH DENSITY POLYETHYLENE PIPING(HDPE) DR11 WITH CARBON BLACK UV STABILIZATION UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL HDPE PIPING, FITTINGS, AND VALVES SHALL BE FUSION WELDEDAND SHALL HAVE A MINIMUM PRESSURE RATING OF 150 PSI. ALL GATE AND BALL VALVES SHALL BE PE AS MANUFACTURED BY NORDSTROM OR ENGINEER APPROVEDEQUAL. ALL BALL VALVES SHALL BE FULL PORT. VALVES SHALL BE SAME CLASS AS PIPING

3. ALL MARINA WATER PIPING SHALL BE CAPPED (PLUGGED) AT THE UPLAND UNTIL CONNECTION TO UPLAND WATER UTILITIES. ALL WATER MAIN ENDS FOR FUTURE PHASESON THE DOCKS SHALL BE CAPPED (PLUGGED). SEE PLANS FOR WATER MAIN/CAP SIZES.

4. PROVIDE A CENTURY-LINE SLEEVE FOR EACH PIER LAND TERMINATION AND RETAINING WALL BLANK OUT (WALL OPENING) AND CENTER PIPE INSIDE NON-METALLIC SLEEVEAND INSTALL LINK-SEAL IN ANNULAR SPACE BETWEEN PIPE AND SLEEVE PER MANUFACTURER'S INSTRUCTIONS.

5. THE CONTRACTOR SHALL ACCURATELY LOCATE AND PROTECT ALL UNDERGROUND PIPES, CABLES, UTILITIES, ETC. ALONG THE ROUTE OF CONSTRUCTION. THIS SHALL BEDONE PRIOR TO EXCAVATION TO AVOID DAMAGE TO SUCH ITEMS. DAMAGED ITEMS SHALL BE REPAIRED IMMEDIATELY BY THE CONTRACTOR WITHOUT AN INCREASE IN THECONTRACT TIME OR PRICE.

6. PIPE JOINT DEFLECTION, WHERE ALLOWED BY EXCEPTION, SHALL NOT EXCEED 80% OF THE MAXIMUM RECOMMENDED BY THE MANUFACTURER FOR THE SIZE AND TYPE OFJOINT.

7. PROPOSED UTILITY ALIGNMENTS ARE SUBJECT TO ADJUSTMENTS IN THE FIELD IN ORDER TO AVOID UTILITY CONFLICTS. SUCH ADJUSTMENTS SHALL REQUIRE THEAPPROVAL OF THE ENGINEER PRIOR TO CONSTRUCTION.

8. NEW OR RELOCATED UNDERGROUND WATER MAINS SHALL BE LAID TO PROVIDE A HORIZONTAL DISTANCE OF AT LEAST TWO (2) FEET BETWEEN THE OUTSIDE OF THEWATER MAIN AND THE OUTSIDE OF ANY EXISTING OR PROPOSED VACUUM-TYPE SANITARY SEWER, STORM SEWER, STORMWATER FORCE MAIN, OR PIPELINE CONVEYINGPUBLIC ACCESS RECLAIMED WATER; A HORIZONTAL DISTANCE OF AT LEAST SIX (6) FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF ANY EXISTINGOR PROPOSED GRAVITY-TYPE SANITARY SEWER (OR A HORIZONTAL DISTANCE OF AT LEAST THREE FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDEOF ANY EXISTING OR PROPOSED GRAVITY-TYPE SANITARY SEWER IF THE BOTTOM OF THE WATER MAIN WILL BE LAID AT LEAST SIX INCHES ABOVE THE TOP OF THESEWER); A HORIZONTAL DISTANCE OF AT LEAST SIX (6) FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF ANY EXISTING OR PROPOSEDPRESSURE-TYPE SANITARY SEWER, WASTEWATER FORCE MAIN, OR PIPELINE CONVEYING NON-PUBLIC ACCESS RECLAIMED WATER; AND A HORIZONTAL DISTANCE OF ATLEAST TEN (10) FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND ALL PARTS OF ANY EXISTING OR PROPOSED ON-SITE SEWAGE TREATMENT AND DISPOSAL SYSTEM.

9. NEW OR RELOCATED, UNDERGROUND WATER MAINS THAT WILL CROSS ANY EXISTING OR PROPOSED GRAVITY- OR VACUUM-TYPE SANITARY SEWER OR STORM SEWERWILL BE LAID SO THE OUTSIDE OF THE WATER MAIN IS AT LEAST SIX (6) INCHES ABOVE THE OTHER PIPELINE OR AT LEAST 12 INCHES BELOW THE OTHER PIPELINE; ANDNEW OR RELOCATED, UNDERGROUND WATER MAINS THAT WILL CROSS ANY EXISTING OR PROPOSED PRESSURE-TYPE SANITARY SEWER, WASTEWATER OR STORMWATERFORCE MAIN, OR PIPELINE CONVEYING RECLAIMED WATER WILL BE LAID SO THE OUTSIDE OF THE WATER MAIN IS AT LEAST 12 INCHES ABOVE OR BELOW THE OTHERPIPELINE.AT UTILITY CROSSINGS DESCRIBED ABOVE, ONE (1) FULL LENGTH OF WATER MAIN PIPE WILL BE CENTERED ABOVE OR BELOW THE OTHER PIPELINE SO THEWATER MAIN JOINTS WILL BE AS FAR AS POSSIBLE FROM THE OTHER PIPELINE OR THE PIPES WILL BE ARRANGED SO THAT ALL WATER MAIN JOINTS ARE AT LEAST THREE(3) FEET FROM ALL JOINTS IN VACUUM-TYPE SANITARY SEWERS, STORM SEWERS, STORMWATER FORCE MAINS, OR PIPELINES CONVEYING PUBLIC ACCESS RECLAIMEDWATER, AND AT LEAST SIX (6) FEET FROM ALL JOINTS IN GRAVITY- OR PRESSURE-TYPE SANITARY SEWERS, WASTEWATER FORCE MAINS, OR PIPELINES CONVEYINGNON-PUBLIC ACCESS RECLAIMED WATER.

10. ALL POTABLE WATER PIPE 3" (INCHES) IN DIAMETER OR LESS SHALL BE N.S.F.P.W. RATED. ALL WATER PIPING SHALL BE POTABLE WATER QUALITY.

11. VALVES SHALL BE LINE SIZE UNLESS NOTED OTHERWISE.

12. POTABLE WATER PIPING SHALL BE DISINFECTED IN ACCORDANCE WITH THE INTERNATIONAL PLUMBING CODE 2009, SECTION 610 AND IN ACCORDANCE WITH AWWA C651.

13. EXTEND MARINA WATER MAIN/BACKFLOW PREVENTER TO LIMITS OF CONSTRUCTION COORDINATE WITH UPLAND SITE/CIVIL DRAWINGS AND OWNER FOR FINAL LOCATIONS.

14. HYDROSTATIC TESTING FOR HDPE PIPING SHALL CONSIST OF A COMBINED PRESSURE TEST AND LEAKAGE TEST. ALL FIELD TESTS SHALL BE MADE IN THE PRESENCE OFTHE OWNERS REPRESENTATIVE OR ENGINEER. MAXIMUM DURATION FOR ANY TEST INCLUDING INITIAL PRESSURIZATION, INITIAL EXPANSION, AND TIME AT PRESSURE,MUST NOT EXCEED EIGHT (8) HOURS. DURING THE INITIAL EXPANSION PHASE, THE TEST SECTION IS PRESSURIZED TO THE TEST PRESSURE (150 PSIG) AND ENOUGHMAKE-UP LIQUID IS ADDED EACH HOUR FOR THREE (3) HOURS TO RETURN TO TEST PRESSURE. THE TEST PHASE FOLLOWS IMMEDIATELY AND SHALL BE TWO (2) HOURS. IFTHE AMOUNT OF MAKE-UP LIQUID ADDED DOES NOT EXCEED THE AMOUNT FOR THE PIPE INSTALLED, LEAKAGE IS NOT DETECTED. MAKEUP WATER ALLOWED FOR 2", 3", 4"AND 6" PIPES ARE 0.05, 0.10, 0.15, 0.30 GALLONS PER HUNDRED FEET OF PIPE (TWO HOUR TEST), RESPECTIVELY.

15. PROVIDE OWNER WITH CERTIFICATE OF FINAL INSPECTION AND ACCEPTANCE FROM AUTHORITY HAVING JURISDICTION.

16. THE CONTRACTOR MAY USE THE HOSE BIBBS AS BACTERIOLOGICAL SAMPLING POINTS.

17. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND/OR CATALOG DATA OF ALL ITEMS, MATERIALS, AND EQUIPMENT FOR MARINA WATER SYSTEM FOR REVIEW ANDAPPROVAL PRIOR TO INSTALLATION.

18. AFTER COMPLETE PIPING INSTALLATION, INCLUDING ALL FASTENERS, STRAPPING, AND BACKFILLING, ALL PIPING SHALL BE HYDROSTATICALLY TESTED AND SHALLCONSIST OF A 150 PSIG TEST PRESSURES, BASED ON THE ELEVATION OF THE HIGHEST POINT OF THE LINE OR SECTION UNDER TESTS. PRESSURE SHALL BE APPLIED BYMEANS OF A PUMP CONNECTED TO THE PIPE IN A MANNER SATISFACTORY TO THE ENGINEER REPRESENTATIVE. THE PUMP, PIPE CONNECTION AND ALL NECESSARYAPPARATUS SHALL BE FURNISHED BY THE CONTRACTOR AND SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER REPRESENTATIVE. MAXIMUM DURATION FORPRESSURE TEST, INCLUDING INITIAL AND FINAL PHASE OF THE TEST, SHALL NOT EXCEED EIGHT (8) HOURS. IF THE TEST IS NOT COMPLETED DUE TO LEAKAGE, EQUIPMENTFAILURE, ETC., DEPRESSURIZE THE TEST SECTION, AND THEN ALLOW IT TO RELAX FOR AT LEAST EIGHT (8) HOURS BEFORE BRINGING THE TEST SECTION UP TO TESTPRESSURE AGAIN.

INITIAL PHASE OF PRESSURE TESTING:FIRST, ALL AIR MUST BE REMOVED FROM THE TEST SECTION. THE PRESSURE TEST SHALL BE COMPLETED AFTER THE LINE IS BACKFILLED AND/OR FASTENED ANDSTRAPPED DOWN IN THE MARINA UTILITY TRENCH. IF POSSIBLE, ALL FLANGED OR MECHANICAL JOINT VALVES AND FITTINGS SHALL BE LEFT EXPOSED FOR VISUAL LEAKINSPECTION. IF POSSIBLE ALL PVC AND D.I.P. TEST SECTIONS SHALL BE LEFT EXPOSED FOR VISUAL LEAK INSPECTION. INITIALLY, THE PRESSURE WITHIN THE TEST SECTIONSHOULD BE RAISED TO APPROXIMATELY 160 PSI AND THEN ALLOWED TO BE IDLE (NO ADDITIONAL MAKE-UP WATER/PRESSURE TO BE INJECTED), FOR APPROXIMATELY 3HOURS. DURING THIS 3 HOUR PERIOD, THE TEST SECTION SHALL BE ALLOWED TO STABILIZE AND COME TO AN EQUILIBRIUM STAGE. NO ADDITIONAL MAKE-UPWATER/PRESSURE SHALL BE APPLIED TO THE TEST SECTION DURING THIS 3 HOUR STABILIZATION PERIOD UNLESS THE LINE PRESSURE DROPS BELOW 140 PSI. IN THISCASE, MAKE-UP WATER/PRESSURE SHALL ONLY BE APPLIED TO THE TEST SECTION TO MAINTAIN A MINIMUM OF 140 PSI (DURING THE 3 HOUR STABILIZATION PERIOD).

FINAL PHASE OF PRESSURE TESTING:THE FINAL PHASE OF THE PRESSURE TEST SHALL INVOLVE APPLYING MAKE-UP WATER/PRESSURE TO ACHIEVE AN INITIAL TEST PRESSURE OF 150 PSI (MINIMUM)/155 PSI(MAXIMUM). THE TEST SECTION IS THEN ALLOWED TO BE IDLE (NO MAKE-UP WATER/PRESSURE IS ADDED) FOR A PERIOD OF 2 HOURS. AFTER THIS 2 HOUR PERIOD, MAKE-UPWATER/PRESSURE IS APPLIED AND MEASURED TO RE-ESTABLISH THE INITIAL TEST PRESSURE. THE QUANTITY OF WATER UTILIZED TO RE-PUMP THE LINE SHALL BEMEASURED AND COMPARED TO THE ALLOWABLE QUANTITIES AS DETERMINED BY THE TABLE BELOW. IF THE ACTUAL MAKE-UP WATER QUANTITY IS EQUAL OR LESS THANTHE ALLOWABLE AMOUNT, THE PRESSURE TEST PASSES. IF THE ACTUAL MAKE-UP WATER QUANTITIES ARE GREATER THAN THE ALLOWABLE AMOUNT, THE PRESSURETEST FAILS.

IN THE EVENT A SECTION FAILS TO PASS THE TESTS, THE CONTRACTOR SHALL DO EVERYTHING NECESSARY TO LOCATE, UNCOVER (EVEN TO THE EXTENT OF UNCOVERINGTHE ENTIRE SECTION), AND REPLACE THE DEFECTIVE PIPE, VALVE, FITTING OR JOINT. VISIBLE LEAKS SHALL BE CORRECTED REGARDLESS OF TOTAL LEAKAGE. LINESWHICH FAIL TO MEET THESE TESTS SHALL BE RETESTED AS NECESSARY UNTIL TEST REQUIREMENTS ARE COMPLIED WITH. ALL TESTING SHALL BE PERFORMED AT THECONTRACTOR'S EXPENSE. IF, IN THE JUDGMENT OF THE ENGINEER REPRESENTATIVE, IT IS IMPRACTICABLE TO FOLLOW THE FOREGOING PROCEDURES EXACTLY FOR ANYREASON, MODIFICATIONS IN THE PROCEDURE SHALL BE MADE WITH APPROVAL; BUT, IN ANY EVENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ULTIMATETIGHTNESS OF THE PIPING WITHIN THE ABOVE REQUIREMENT. RE-DISINFECTION SHALL BE REQUIRED IF THE LINE IS DE-PRESSURIZED FOR REPAIRS PRIOR TO TYING.

19. SERVICE IDENTIFICATION: PERMANENT IDENTIFICATION OF PIPING SERVICE SHALL BE PROVIDED BY CO-EXTRUDING MULTIPLE EQUALLY SPACED COLOR STRIPES INTO THE PIPE OUTSIDE SURFACE

OR BY SOLID COLORED PIPE SHELL. THE STRIPING MATERIAL SHALL BE THE SAME MATERIAL AS THE PIPE MATERIAL EXCEPT FOR COLOR. THE FOLLOWING COLORS SHALLBE USED TO IDENTIFY PIPING SERVICE (PRESSURE SERVICE):

BLUE - POTABLE WATERGREEN - WASTEWATER OR FORCE MAIN

20. TO ACCOUNT FOR THERMAL EXPANSION, CONTRACTOR SHALL INSTALL SLACK IN HDPE DR11 PIPING. THE EXPANSION OF THE PIPE IS APPROXIMATELY 1/10/100;THEREFORE, AT MINIMUM 1" FOR EACH 10 F CHANGE FOR EACH 100' OF PIPE. CONTRACTOR SHALL BASE INSTALLATION ON TEMPERATURE CHANGE OF AT LEAST 40 F.CONTRACTOR SHALL SUBMIT HDPE DR11 PIPE SHOP DRAWINGS INCLUDING MANUFACTURES THERMAL EXPANSION COEFFICIENT (IN/IN/F) AND CALCULATIONS TOVERIFY THE APPROXIMATE EXPANSION OF PIPING FOR A TEMPERATURE CHANGE OF AT LEAST 40 F

2 0.00063 0.00084 0.00136 0.00308 0.0050

10 0.006512 0.0015

ALLOWABLE MAKE-UP AMOUNTMAKE-UP WATER ALLOWANCE

(GALLONS/ LINEAR FEET OF PIPE)2-HOUR TEST

NOMINAL PIPE SIZE (IN)

2 0.00063 0.00084 0.00136 0.00308 0.0050

10 0.006512 0.0015

ALLOWABLE MAKE-UP AMOUNTMAKE-UP WATER ALLOWANCE

(GALLONS/ LINEAR FEET OF PIPE)2-HOUR TEST

NOMINAL PIPE SIZE (IN)

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDM

JJE

TMRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2/27/2

014

07-1

555

CONF

ORME

D

NO

RTH

DO

CK

POTA

BLE

WA

TER

PIP

ING

PLA

N

P-101

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDM

JJE

TMRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2/27/2

014

07-1

555

CONF

ORME

D

SOU

TH D

OC

KSE

WER

PU

MPO

UT

AN

D P

IPIN

G P

LAN

P-102

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDM

JJE

TMRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2/27/2

014

07-1

555

CONF

ORME

D

CO

NST

RU

CTI

ON

DET

AIL

S

P-103

NOMINAL HORIZONTAL BENDS VERTICAL OFFSETS REDUCERS TEES (NOTE 5)PIPESIZE

VALVESORDEAD-ENDS

SECTION

TYPICAL PROFILE TYPICAL PROFILE

REDUCER MECHANICAL JOINT SLEEVES

MECHANICAL RESTRAINT DETAILS

HDPE TO PVC/DI TRANSITION DETAIL

BACKFLOW PREVENTER DETAILTYPICAL WATER CONNECTION TO PEDESTAL

IN-DECK HOSE BIBB CONNECTION DETAILS

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDM

JJE

TMRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E 1

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

2/27/2

014

07-1

555

CONF

ORME

D

CO

NST

RU

CTI

ON

DET

AIL

S

P-104

MODEL 900R (55mm) 5 HP - 29HG - 60 PSI MAXPUMPOUT CAPABILITIES

3" Suction CapabilitiesLift (ft) 2" Horizontal Distance (ft)

23 12521 31519 40516 56013 65511 8459 9067 10605 12203 14050 1875

3" Discharge CapabilitiesHead (ft) Horizontal Distance (ft)

100 5090 15080 30070 50060 75050 95040 115030 135020 160010 18000 2000

PUMPOUT SYSTEM

FIBERGLASS PUMP OUT COVER DETAIL

VALVE BOX INSTALLATION

PORTABLE HOSE REEL DETAIL

TECHNICAL INFORMATION

HAND OPERATED "RIM" REWIND HOSE REEL

GALVANIZED HOSE REEL AND SUPPORTING STRUCTURE

BRASS FLOW PATH

VACUUM GAUGE AND FEMALE QUICK CONNECT CAMLOCK FITTING

914mm (3') CONNECTION HOSE WITH QUICK CONNECT FITTING AND CAPS

30m (100') SECTION HOSE

WIRELESS PUMP ACTIVATION TO INCLUDE TRANSMITTER, RECEIVER AND REPEATER

BELOW DECK SAFETY HYDRANT PIPECONNECTION DETAIL

PUMPOUT LAYOUT AND CONCRETEFOUNDATION DETAIL

PHASE I40"x40" PUMPOUTUNIT WITH COVER

8" THICK CONCRETE PADW/ #4'S @ 12" 'S EACH WAY,2" FROM TOP OF CONCRETE

l

4d or 212" min

3000 4000BAR SIZE345

8

1416

7

1214

6

6 6

7

10 9

8

12 10

18 15920 171022 1911

5000

6

1112

6

89

141517

a

b

d b

ldh

s yA F

CRITICAL SECTION

STANDARD 180 HOOK

DIMENSION a= 4d FOR #3 THROUGH #8, = 5d FOR #9, #10 AND #11b bMODIFCATION FACTORS:LIGHTWEIGHT CONCRETE=1.3EPOXY COATED REINFORCEMENT=1.2

STANDARD 90 HOOK

a

ds yA F

CRITICAL SECTION

dh

12d

NORMAL WEIGHT CONCRETE,(psi)

bb

GEN

ERA

L C

ON

STR

UC

TIO

N N

OTE

S A

ND

SPEC

IFIC

ATI

ON

S

S-100

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

GENERAL CONSTRUCTION NOTES AND SPECIFICATIONS

DESIGN CRITERIA FOR FIXED PIERS:

DESIGN STANDARD:

ALL FIXED PIERS ARE DESIGNED TO RESIST THE LOADS IDENTIFIED BELOW AND ALL MEMBERS HAVEBEEN ANALYZED, DESIGNED, AND DETAILED IN LIMITED ACCORDANCE WITH THE FOLLOWINGSTANDARD:

MARINE OIL TERMINAL ENGINEERING AND MAINTENANCE STANDARDS (MOTEMS) - DIVISION 3 -STRUCTURAL LOADING CRITERIA (MOTEMS, 2005)

WIND LOADS:

DESIGN STANDARD(S): AUSTRALIAN STANDARDSDESIGN WIND SPEED: 120 MPH (3 SECOND GUST), 110 MPH (1 MINUTE MEAN)

NO VESSEL OCCUPANCYOPERATIONAL WIND SPEED: 50 MPH (1 MINUTE MEAN)

FULL VESSEL OCCUPANCY (VESSELS EVACUATE FOR WIND SPEEDS GREATER THAN 50 MPH)

DESIGN WIND SPEED SOURCE: STRUCTURAL DESIGN MEMORANDUM, CHRISTOPHE HARBOR FIXEDPIER DESIGN ST. KITTS, DATED JULY 15, 2010

WATER LEVEL:

MAXIMUM DESIGNWATER LEVEL: +4.3 FT MSL (NO VESSEL OCCUPANCY)

WAVE LOADS:

DESIGN STANDARD(S): AASHTO GUIDE SPECIFICATIONS FOR BRIDGES VULNERABLE TOCOASTAL STORMS

DESIGN EVENT: 10 YEAR STORM (HURRICANE)DESIGN WAVE HEIGHT: Hs = 3.2 FT - NO VESSEL OCCUPANCY (1,600 LB/FT ON FIXED PIERS)OPERATIONAL WAVE HEIGHT: Hs = 2.0 FT - FULL VESSEL OCCUPANCY (LESS THAN WIND DEMAND)WAVE INDUCED UPLIFT: 500 PSF - NO VESSEL OCCUPANCYDESIGN WAVE SOURCE: STRUCTURAL DESIGN MEMORANDUM, CHRISTOPHE HARBOR FIXED

PIER DESIGN ST. KITTS, DATED JULY 15, 2010SPECIAL NOTE: THE PROJECT DESIGN CRITERIA SPECIFIES THAT OPERATIONAL

WAVE AND WIND FORCES NEED NOT BE TAKEN IN COMBINATIONDUE TO DIRECTIONALITY. THE OPERATIONAL WAVE DESIGN FORCE IS LESS THAN THAT CAUSED BY WIND.

SEISMIC LOADS:

DESIGN STANDARD(S): ASCE 7-05DESIGN EVENT: 500 YEAR EARTHQUAKESS: 0.29gS1: 0.19gFA: 1.34FV: 1.57SDS: 0.39gSD1: 0.29g

DESIGN ACCELERATION SOURCE: S&ME GEOTECHNICAL EMAIL, DATED AUGUST 2, 2010

LIVE LOADS:

DESIGN STANDARD(S): ASCE 7-05DESIGN CONDITIONS: ASSEMBLY, LIGHT LOADING AND UNLOADING,

GOLF CARTS, FORD F250DESIGN UNIFORM LIVE LOAD: 100 PSFDESIGN CONCENTRATED LOAD: 3000 LBS ON 4 IN. X 2 IN. AREA (IMPACT INCLUDED)

MAXIMUM LOAD FROM VEHICLE WHEEL

IMPACT LOADS:

DESIGN STANDARD(S): ASCE 7-05DESIGN CONDITIONS: 300 FT LONG VESSEL IMPACTING ANY MAIN PIER AT 0.5 FT/S (45)

250 FT VESSEL HITTING FINGER PIER AT 0.5 FT/S (10 OFF CENTERLINEOF PIER)

DESIGN APPROACH: EQUIVALENT ENERGY LOCALIZED DAMAGE MAY OCCUR (IMPACT ASSUMED ON 3 FT X 3 FT

AREA)

DESIGN VESSELS:

VESSEL DESIGN PARAMETERS:

LOA (FT) BEAM (FT) DRAFT (FT) DISPLACEMENT (METRIC TONS)150 29 10 410180 34 11 750200 38 12 950250 42 14 1,700300 45 16 2,300

MATERIALS AND PREFABRICATION:

GENERAL:

ALL MATERIALS SHALL COMPLY WITH THE FOLLOWING OR BE AN APPROVED EQUIVALENT.

HANDLE AND STORE ALL MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

STEEL PIPE PILES:

MATERIAL: ASTM A 252 GRADE 3PIPE PILE: SIZE 20 IN X 5/8 INCORROSION PROTECTION: 20 MILS THICKNESS OF APPROVED COAL TAR EPOXY - PER NAVFAC

REFERENCE (DM 1025/6), REPAIR EPOXY, IN SPLASH ZONE ONLY, PRIOR TOPRECAST BEAM PLACEMENT

MAINTENANCE PLAN: ANNUAL INSPECTION OF TOP 5 FT OF PILES BELOW PILE CAP BY A LICENSED ENGINEER

THE CONTRACTOR SHALL BE AWARE THAT PILE LENGTHS SPECIFIED ON THE DRAWINGS ARE BASEDON THE BEST GEOTECHNICAL DATA AVAILABLE FOR THE SITE, BUT THAT CONDITIONS VARYCONSIDERABLY ACROSS THE SITE.

CAST IN PLACE CONCRETE:

PORTLAND CEMENT: ASTM C 150 TYPE IIAGGREGATE: ASTM C33REINFORCING STEEL: ASTM A615 GRADE 60MINIMUM COVER: 3 IN. (UNO)CORROSION RESISTING ADDITIVE SHALL BE APPLIED TO THE MIXCONCRETE: F'c = 5 KSI @ 28 DAYSWATER/CEMENT RATIO: 0.40 MAXIMUM

METAL CHAIRS ARE NOT PERMITTED AND NO OTHER METAL SHALL BE PLACED WITHIN 3 INCHES OFEXPOSED CONCRETE SURFACE.

CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR CONCRETE CURING AND THE FINAL SURFACE OFCONCRETE PIERS.

CURING OF CAST IN PLACE CONCRETE SHALL BE PERFORMED BY APPROVED METHOD FOR 7 DAYS.COVERING WITH BURLAP OR COTTON MATS KEPT CONTINOUSLY WET OR CONTINUOUSLY SPRINKLINGTHE EXPOSED SURFACE ARE PREAPPROVED METHODS OF CURING.

NONSHRINK GROUT SHOWN ON THE PLANS SHALL BE TYPE II WITH COROSION RESISTANT ADMIXTURE,AND APPROVED FOR MARINE ENVIROMENT. F'c = 8 KSI @ 28 DAYS. CONTRACTOR TO VERIFYCOMPLETE FILL FOR PILE PLUG/CAP CLOSURE GROUTING.

PRECAST CONCRETE SUPERSTRUCTURE UNITS:

PORTLAND CEMENT: ASTM C 150 TYPE IIAGGREGATE: ASTM C33REINFORCING STEEL: ASTM A615 GRADE 60PRESTRESSING STRAND: 270 KSI LOW RELAXATION STRAND (202.5 KSI INITIAL PRESTRESS)MINIMUM COVER: 2 IN. (UNO)CORROSION RESISTING ADDITIVE SHALL BE APPLIED TO THE MIXCONCRETE: F'c = 5 KSI @ 28 DAYSWATER/CEMENT RATIO: 0.40 MAXIMUM

1/2 INCH CHAMFER ALL EXPOSED EDGES

ALL PRECAST ELEMENTS SHALL BE PROVIDED BY AN OWNER APPROVED CASTING FACILITY.

ALL PRECAST ELEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI AND PCI REQUIREMENTSAND RECOMMENDATIONS INCLUDING THOSE PRESENTED IN ACI 318, PCI MNL-117, PCI MNL-120, ANDOTHER RELEVANT PUBLICATIONS.

DELIVER PRECAST STRUCTURAL ELEMENTS TO THE PROJECT SITE IN SUCH QUANTITIES AND AT SUCHTIMES TO ENSURE CONTINUITY OF INSTALLATION, AND STORE UNITS AT SITE TO PREVENT CRACKING,WARPING, STAINING, OR OTHER PHYSICAL DAMAGE, AND SO THAT MARKINGS ARE VISIBLE.

LIFT AND SUPPORT UNITS ONLY AT DESIGNATED LIFITING AND SUPPORTING POINTS AS DESIGNATEDBY THE PRECAST SUPPLIER AND AS SHOWN ON THE SHOP DRAWINGS.

EXPANSION/ ISOLATION JOINTS:

ALL EXPANSION JOINTS AND SEISMIC ISOLATION JOINTS SHALL BE DSM SYSTEM BY EMSEAL. JOINTSHALL BE CONFIRMED SAFE AND SERVICEABLE FOR MARINE ENVIRONMENTS AND CAPABLE, AS A DUALSEAL, OF MOVEMENTS OF +30%, -25% (55% TOTAL) OF NOMINAL MATERIAL SIZE. JOINT SHALL BECONFIRMED SAFE AND SERVICEABLE FOR DESIGN LIVE LOADS.

DECK-EXPANSION JOINT CHECKLIST SHALL BE COMPLETED AND SUBMITTED TO EMSEAL ANDENGINEER PRIOR TO ORDERING EXPANSION/ISOLATION JOINT MATERIAL.

EXPANSION JOINT SHALL BE DESIGNED BASED ON FIELD MEASURED JOINT WIDTH AND NOT NOMINALWIDTH SHOWN ON THE PLANS.

MISCELLANEOUS STEEL:

ASTM A36 HOT DIPPED GALVANIZEDALL WELDING SHALL CONFORM TO AWS D1.1

STRUCTURAL DRAWINGS LIST :

S-100: GENERAL CONSTRUCTION NOTES AND SPECIFICATIONSS-100a: GENERAL CONSTRUCTION NOTES AND SPECIFICATIONSS-101b: QUALITY ASSURANCE PLANS-101: OVERALL PIER LAYOUTS-102: FINGER PIER NO. 1 & FINGER PIER NO. 2 LAYOUTS-103: FINGER PIER NO. 3 & FINGER PIER NO. 4 LAYOUTS-104: FINGER PIER NO. 5, FINGER PIER NO.6, & FINGER PIER NO. 7 LAYOUTS-105: FINGER PIER NO. 8, FINGER PIER NO. 9, & FINGER PIER NO. 10 LAYOUTS-106: MAIN PIER NO. 1 LAYOUTS-107: MAIN PIER NO. 1 LAYOUTS-108: MAIN PIER NO. 2 LAYOUTS-109: MAIN PIER NO. 3 LAYOUTS-201: SECTIONS & DETAILSS-202: SECTIONS & DETAILSS-202a: SECTIONS & DETAILSS-203: SECTIONS & DETAILSS-204: SECTIONS & DETAILSS-205: SECTIONS & DETAILSS-206: SECTIONS & DETAILSS-206a: SECTIONS & DETAILSS-207: SECTIONS & DETAILSS-208: CONSTRUCTION PHASINGS-209: CONSTRUCTION PHASINGS-210: CONSTRUCTION PHASINGS-211: PIER BENT AND PILE ELEVATIONSS-211a: PIER BENT AND PILE ELEVATIONSS-212: END OF FINGER PIER REINFORCING PLANSS-213: END OF MAIN PIER REINFORCING PLANSS-214: "L" JUNCTION OF MAIN & FINGER PIERS REINFORCING PLANSS-215: "T" JUNCTION OF MAIN & FINGER PIERS REINFORCING PLANSS-216: "T" JUNCTION OF MAIN PIER TO MAIN PIER REINFORCING PLANSS-217: END OF MAIN PIER ADJACENT TO SHEET PILES REINFORCING PLANS T

WM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

GEN

ERA

L C

ON

STR

UC

TIO

N N

OTE

S A

ND

SPEC

IFIC

ATI

ON

S

S-100a

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

GENERAL CONSTRUCTION NOTES AND SPECIFICATIONS

CONSTRUCTION:

GENERAL:

CONTRACTOR(S) SHALL HAVE A MINIMUM OF 5 YEARS OF SUCCESSFUL EXPERIENCE WITH MARINESTRUCTURES OF SIMILAR SIZE AND CONSTRUCTION.

CONTRACTOR SHALL VERIFY ALL FIELD DIMENSIONS AND NOTIFY ENGINEER OF ANY CONDITIONSWHICH DO NOT COMPLY WITH PLANS, DETAILS, AND SPECIFICATIONS. VERIFICATION ANDNOTIFICATION SHALL BE ACCOMPLISHED PRIOR TO FABRICATING OR ORDERING MATERIALS.

ALL WORK SHALL COMPLY WITH ALL LOCAL REGULATIONS.

ALL WORK SHALL BE OF GOOD WORKMANSHIP QUALITY.

DRIVEN PILES:

THE PILES HAVE BEEN DESIGNED BASED ON THE SOIL BORINGS PROVIDED BY S&ME GEOTECHNICALEMAIL, DATED AUGUST 3, 2010.

ALL PILING SHALL BE DRIVEN TO A MINIMUM VERTICAL ELEVATION OF -40'-0" MSL, UNLESS DIRECTEDOTHERWISE BY THE ENGINEER.

ANY EXTENDED DRIVING BEYOND THE REQUIRED PENETRATION AS SPECIFIED ABOVE MUST BESTOPPED IMMEDIATELY IF DAMAGE TO THE PILE OCCURS OR IF THE ENGINEER DETERMINES THATFURTHER DRIVING WOULD DAMAGE THE PILE. SUCH EXTENDED DRIVING SHALL ALSO BE STOPPEDIF THE RECOMMENDATIONS ON THE DRIVING CRITERIA ARE EXCEEDED OR IF THE PILE REACHESPRACTICAL REFUSAL. PRACTICAL REFUSAL IS DEFINED AS 4 BLOWS IN 1/4 INCH OR EQUIVALENTMULTIPLES THEREOF.

IF PRACTICAL REFUSAL OR PILE DAMAGE IS ENCOUNTERED BEFORE REACHING THE MINIMUMPENETRATION, PILE DRIVING SHALL BE STOPPED IMMEDIATELY AND THE ENGINEER SHALL BENOTIFIED.

DRIVE PILES WITH A MAXIMUM VARIATION AS INDICATED ELSEWHERE ON THE DRAWINGS. PILESSHALL NOT BE FORCED INTO POSITION. RE-DRIVE PILES THAT HAVE HEAVED IN EXCESS OF 2INCHES. PILES SHALL BE MARKED AT THE END OF THE WORKDAY WITH A PAINTED MARK ALONGTHE LEVEL LINE AND CHECKED SUBSEQUENTLY FOR HEAVING.

ALL PILES SHALL BE MARKED AT 1 FOOT INTERVALS WITH A NON-PERMANENT MARKING PRIOR TODRIVING. MARKS SHALL CONSIST OF STRAIGHT LINES PERPENDICULAR TO THE LONGITUDINAL AXISOF THE PILE WITH ARABIC NUMBERS ASCENDING FROM THE PILE TIP.

KEEP A COMPLETE AND ACCURATE RECORD OF EACH PILE INCORPORATED INTO THE PERMANENTSTRUCTURE. THE RECORD SHALL INDICATE THE PILE LOCATION, DIAMETER, ORIGINAL LENGTH,GROUND ELEVATION, TIP ELEVATION, CUTOFF ELEVATION, PENETRATION IN BLOWS PER FOOT FORTHE LAST 5 FEET, HAMMER DATA INCLUDING MAKE AND SIZE, AND ANY UNUSUAL PILE BEHAVIOR ORCIRCUMSTANCES EXPERIENCED DURING DRIVING SUCH AS RE-DRIVING, HEAVING, WEAVING,OBSTRUCTIONS, SPUDDING, STOPS AND OTHERS WHICH MAY OCCUR.

UPON SELECTION OF THE PILE SIZE AND THE CONTRACTOR'S DRIVING SYSTEM, A WAVE EQUATIONANALYSIS OF PILES (WEAP) OF THE HAMMER-PILE-SOIL SYSTEM SHALL BE CONDUCTED. THE WEAPANALYSIS WILL DETERMINE IF THE SELECTED HAMMER HAS SUFFICIENT ENERGY TO INSTALL THESELECTED PILE SIZE TO THE REQUIRED LENGTH, IF THE DRIVING STRESSES (BOTH COMPRESSIVEAND TENSILE) DURING INSTALLATION ARE WITHIN ACCEPTABLE LIMITS, AND PROVIDE PILE DRIVINGCRITERIA. HAMMER SIZES CAN BE VARIED UNTIL AN ACCEPTABLE HAMMER-PILE SYSTEM IS FOUND.

THE CONTRACTOR SHALL BE AWARE THAT PRE-DRILLING MAY BE REQUIRED TO MEET ANTICIPATEDPILE TOE FIXITY DEPTHS FOR PIPE PILES IN FIXED PIER APPLICATIONS.

THE NEED FOR PRE-AUGERING/DRILLING SHALL BE ANTICIPATED BY THE DESIGN TEAM AND BIDDINGCONTRACTORS.

A MINIMUM OF ONE (1) PILE (EQUALLY SPACED) FOR EACH FINGER AND TWO (2) PILES (EQUALLYSPACED) FOR EACH MAIN PIER SHALL BE DYNAMICALLY MONITORED DURING INSTALLATION TOEVALUATE HAMMER PERFORMANCE AND PILE DRIVING STRESSES AND INTEGRITY.

HAMMER RESTRIKE SHALL BE PERFORMED ON TWO (2) PILES IN EACH FINGER AND MAIN PIER AMINIMUM OF SEVEN (7) DAYS AFTER INSTALLATION TO DETERMINE FINAL CAPACITY.

THE PILES SHALL BE DYNAMICALLY MONITORED DURING INSTALLATION AND HAMMER RESTRIKESSHALL BE IN ACCORDANCE WITH ASTM D4945 STANDARD TEST METHOD FOR HIGH-STRAIN DYNAMICTESTING OF PILES.

FOR BID PURPOSES, DROP, AIR, OR DIESEL HAMMERS HAVING RATED ENERGIES IN THE RANGE OF40 TO 70 FT-KIPS SHOULD BE SUITABLE FOR PIPE PILE INSTALLATION. HOWEVER, CONTRACTORSHALL NOTE THAT PRELIMINARY ACCEPTANCE OF THE ACTUAL PROPOSED HAMMER SHALL BEBASED ON WEAP RESULTS, AND FINAL ACCEPTANCE SHALL BE BASED ON THE TEST PILE PROGRAM.

CONCRETE:

ALL CONCRETE TESTING SHALL BE PERFORMED BY ACI CERTIFIED PERSONNEL.

ALL CONCRETE TESTING METHODS SHALL BE DONE IN ACCORDANCE WITH THE RESPECTIVE ASTMSPECIFICATIONS.

FIVE (5) COMPRESSIVE TEST CYLINDERS SHALL BE TAKEN DAILY PER MIX DESIGN, CURED ANDTESTED BY A CERTIFIED TESTING FACILITY. TEST CYLINDERS AS FOLLOWS: 1 @ 7 DAYS, 3 @ 28DAYS, & 1 HOLD,

UNIT WEIGHT AND SLUMP TESTS SHALL BE TAKEN DAILY FROM THE SAME MATERIAL SAMPLE USEDFOR THE COMPRESSIVE TEST CYLINDERS.

TOPPING SLAB:

TOPPING SLAB SHALL BE INSTALLED IN ACCORDANCE WITH ACI 302.1R-04.

SPECIAL ATTENTION SHALL BE GIVEN BY CONTRACTOR TO ENSURE THAT CONSTRUCTION JOINTSAND OTHER HAND TOOLED JOINTS LINE UP WITH OWNER APPROVED DECK SCORING DETAILS.

AS A MINIMUM, CONSTRUCTION OR OTHER HAND TOOLED JOINTS IN TOPPING SLABS ON PRECASTCONCRETE SHOULD BE PLACED OVER ALL JOINTS IN THE SUPPORTING PRECAST CONCRETE.

PRIOR TO PLACING TOPPING CONCRETE, THE JOINTS BETWEEN THE PRECAST UNITS MUST BEFORMED FROM BELOW TO PREVENT CONCRETE LEAKAGE. THE PRECAST DECK UNIT MUST BECLEANED THOROUGHLY AND WETTED PRIOR TO PLACING THE CONCRETE. TO CONTROL SHRINKAGECRACKING, WHICH TYPICALLY OCCURS AT THE PRECAST JOINTS, THE TOPPING MUST BEHAND-TOOLED AT THE FLANGE-JOINT LOCATIONS.

ALL HAND-TOOLED JOINTS SHALL BE FILLED WITH AN ELASTOMERIC JOINT SEALANT APPROVED FORTHE MARINE ENVIRONMENT AND TO PROVIDE WATERTIGHTNESS.

FOR ALL PIER SECTIONS, THE LENGTH OF TOPPING SLAB POURS OVER PRECAST MEMBERS SHALLNOT EXCEED ONE SPAN.

ALTERNATE TOPPING POURS TO MINIMIZE THE EFFECTS OF SHRINKAGE.

QUALITY CONTROL:

AT LEAST 15 DAYS PRIOR TO COMMENCING CONSTRUCTION, CONTRACTOR SHALL SUBMIT QUALITYCONTROL PLAN TO INCLUDE GEOTECHNICAL CONSULTANT NAME AND CONTACT INFORMATION,MATERIALS TESTING CONSULTANT NAME AND CONTACT INFORMATION, AND A COMPLETE LIST OFEXPECTED TESTING TO BE PERFORMED DURING CONSTRUCTION FOR OWNER APPROVAL.

RELEVANT ITEMS LISTED UNDER "DRIVEN PILES" IN THESE GERNERAL NOTES SHALL BE PART OFTHE CONTRACTOR'S MINIMUM QUALITY CONTROL PLAN.

A LICENSED GEOTECHNICAL ENGINEERING FIRM SHALL WORK DIRECTLY FOR THE CONTRACTOR INORDER TO ENSURE THAT ITEMS LISTED UNDER "DRIVEN PILES" ARE SATISFIED.

WITH THE EXCEPTION OF ITEMS SPECIFICALLY LABELED "QUALITY ASSURANCE", CONTRACTORSHALL PAY FOR ALL MATERIAL TESTING AND PILE TESTS DESCRIBED IN THESE GENERAL NOTESAND SEPERATE SPECIFICATIONS. THE SEPERATE PROJECT SPECIFICATIONS DO NOT CONTAIN ANYITEMS AS "QUALITY ASSURANCE".

SUBMITTALS REQUIRED :

CONCRETE: SUBMIT CONCRETE MIX DESIGN, REINFORCING STEEL SHOP DRAWINGS, ANDCONCRETE COMPRESSION TEST RESULTS.

PRECAST CONCRETE: SUBMIT SHOP DRAWINGS, ESTIMATE OF LOSSES, PICKUP POINT DESIGNAND ADDITIONAL DETAILS. PICKUP POINT DESIGN SHALL BE BASED ON ACTUAL LOADING,UNLOADING, AND CONSTRUCTING SEQUENCES AND SHALL BE COORDINATED WITH SUCCESSFULCONTRACTOR. PRECAST ELEMENTS SHOWN IN THESE DESIGN DRAWINGS ARE SUFFICIENT INTHEIR FINAL INSTALLED STATE AS SHOWN ON THE PLANS.

PRECAST MANUFACTURER SHALL CONSIDER MODIFICATIONS TO PRECAST IF CONSTRUCTION TIMEOR SEQUENCE RESULTS IN SWEEP (I.E. NOTICEABLE LATERAL DEFORMATIONS) ON PRECASTFENDER BEAMS.

PILE INSTALLATION: SUBMIT PILE HAMMER DATA AND INSTALLATION PLAN A MINIMUM OF 15 DAYSPRIOR TO BEGINNING THE PILE DRIVING OPERATION. SUBMIT FINAL PILE DRIVING DATA.

MISCELLANEOUS STEEL: SUBMIT SHOP DRAWINGS AND WELDER QUALIFICATION CERTIFICATES.

COAL TAR EPOXY: SUBMIT MANUFACTURER'S MATERIAL FOR SELECTED PRODUCT, CORROSIONTESTER'S QUALIFICATIONS, AND CERTIFIED TEST RECORDS AND INSPECTION REPORTS.

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

QU

ALI

TY A

SSU

RA

NC

E PL

AN

S-100b

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

QUALITY ASSURANCE FOR WIND/ SEISMIC REQUIREMENTS:

1. THE QUALITY ASSURANCE PLAN OUTLINED IN THIS SECTION, IN LIMITED ACCORDANCEWITH THE 2006 IBC, REQUIRES THAT THE OWNER EMPLOY ONE OR MORE SPECIALINSPECTORS TO PROVIDE INSPECTIONS LISTED IN THE TABLES ON THIS SHEET. A REPORTSHALL BE FURNISHED TO THE APPROPRIATE REGISTERED DESIGN PROFESSIONAL INRESPONSIBLE CHARGE UPON THE COMPLETION OF EACH INSPECTION. UPON COMPLETIONOF ALL SPECIAL INSPECTIONS A FINAL REPORT DOCUMENTING THE REQUIRED SPECIALINSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONSSHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL.

2. ALL STRUCTURAL COMPONENTS AND STRUCTURAL SYSTEMS SHALL BE TESTED ANDINSPECTED ACCORDING TO THE APPROPRIATE CODE SPECIFICATIONS LISTED IN THETABLE ON THIS SHEET.

3. SPECIAL INSPECTIONS NOTED AS "PERIODIC" SHALL REQUIRE PART-TIME OR INTERMITTENTOBSERVATION OF WORK BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THEAREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OFTHE WORK.

4. OWNER SHALL HIRE INDEPENDENT INSPECTORS AND CONTRACTOR SHALL NOT BERESPONSIBLE FOR PAYMENT FOR SPECIAL INSPECTORS. HOWEVER, THE IMPACT OFSPECIAL INSPECTION ON THE CONTRACTOR'S MEANS, METHODS, AND SCHEDULES SHALLBE CONSIDERED BY THE CONTRACTOR.

TWM

JRH

TWM

REQUIRED VERIFICATION AND INSPECTION

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

1905.1.1, 1905.2

X

X

1. INSPECTION OF REINFORCING STEEL (INCLUDINGPRESTRESSING TENDONS) ANDPLACEMENT.

1911.5

1913.4

1704.7

1913.10

1913.6, 1913.7, 1913.8

ACI 318: 3.5, 7.1-7.7

AWS D1.4, ACI 318: 3.5.2

ACI 318: CH 4, 5.2-5.4

ASTM C 172; ASTM C 31;ACI 318: 5.6, 5.8

ACI 318: 5.9, 5.10

4. VERIFY USE OF REQUIRED DESIGN MIX.

2. INSPECTION OF REINFORCING STEEL, WELDING INACCORDANCE WITH TABLE 1704.3,ITEM 5B.

3. BOLTS TO BE INSTALLED IN CONCRETE SHALL BEINSPECTED PRIOR TO AND DURINGPLACEMENT OF CONCRETE WHERE ALLOWABLELOADS HAVE BEEN INCREASED.

5. AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTHTESTS, PERFORM SLUMP AND AIR CONTENT TESTS,AND DETERMINE THE TEMPERATUREOF THE CONCRETE.

6. INSPECTION OF CONCRETE PLACEMENT FOR PROPERAPPLICATION TECHNIQUES.

1. INSPECTION OF SITE PREPARATION MUST BEIN ACCORDANCE WITH THE PROJECT SPECIFICSOILS REPORT BY S&ME, AND VERIFIED BYINSPECTOR TO BE RETAINED BY THECONTRACTOR OR OWNER'S REPRESENTATIVE.

UPONCOMPLETION

REFERENCED STANDARD

REFERENCED STANDARD

IBC REFERENCES

OIL

INSPECTION TASK

VERIFICATION AND INSPECTION

FREQUENCY OF INSPECTION

CONTINUOUS PERIODIC

FREQUENCY OF INSPECTION

CONTINUOUS PERIODIC

IBC REFERENCE

X

X

X

X

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

OVE

RA

LL P

IER

LA

YOU

T

S-101

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN

MAIN PIER NO. 1

MA

IN P

IER

NO

. 2M

AIN

PIE

R N

O. 3

FINGER PIER NO. 1

FINGER PIER NO. 2

FINGER PIER NO. 3

FINGER PIER NO. 4

FIN

GE

R P

IER

NO

. 5

FIN

GE

R P

IER

NO

. 6

FIN

GE

R P

IER

NO

. 7

FIN

GE

R P

IER

NO

. 8

FIN

GE

R P

IER

NO

. 9

FIN

GE

R P

IER

NO

. 10

DENOTES LOCATION OFVERTICAL PILE

DENOTES ELECTRICAL BOXOUT

DENOTES CLEAT

DENOTES FUEL & SEWERBOXOUT

DENOTES MEGAYACHT BOLLARD

DENOTES LOCATION OFBATTER PILE

FIN

GER

PIE

R N

O. 1

&FI

NG

ER P

IER

NO

. 2 L

AYO

UT

S-102

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN FINGER PIER NO. 1

FINGER PIER NO. 2

MA

IN P

IER

NO

. 2



DENOTES CLEAT




FIN

GER

PIE

R N

O. 3

&FI

NG

ER P

IER

NO

. 4 L

AYO

UT

S-103

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN

FINGER PIER NO. 3

FINGER PIER NO. 4

MA

IN P

IER

NO

. 3



DENOTES CLEAT




FIN

GER

PIE

R N

O. 5

, FIN

GER

PIE

R N

O. 6

,&

FIN

GER

PIE

R N

O. 7

LA

YOU

T

S-104

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN

FIN

GE

R P

IER

NO

. 5

FIN

GE

R P

IER

NO

. 6

FIN

GE

R P

IER

NO

. 7

MAIN PIER NO. 1



DENOTES CLEAT




FIN

GER

PIE

R N

O. 8

, FIN

GER

PIE

R N

O. 9

,&

FIN

GER

PIE

R N

O. 1

0 LA

YOU

T

S-105

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN

FIN

GE

R P

IER

NO

. 8

MAIN PIER NO. 1

FIN

GE

R P

IER

NO

. 9

FIN

GE

R P

IER

NO

. 10



DENOTES CLEAT




MA

IN P

IER

NO

. 1 L

AYO

UT

S-106

DESI

GNA

pplie

d Te

chno

logy

& M

anag

emen

t, In

c.

360

Con

cord

Stre

et, S

uite

300

Cha

rlest

on, S

outh

Car

olin

a 29

401

phon

e 84

3.41

4.10

40

DRW

NCH

KDRE

VNO

DATE

DRW

NBY

DESC

RIPT

ION

CHKD BY

CH

RIS

TOP

HE

HA

RB

OU

R, S

T. K

ITTS

DRAWING NUMBER

ISSU

EDA

TE

JOB

NUMB

ER

ISSU

E

07-1

555

TWM

JRH

TWM

2/27/2

014

CONF

ORME

D

CH

RIS

TOP

HE

HA

RB

OU

R M

AR

INA

PH

AS

E I

PLAN

MAIN PIER NO. 1

MA

IN P

IER

NO

. 2M

AIN

PIE

R N

O. 3

FIN

GE

R P

IER

NO

. 5

FIN

GE

R P

IER

NO

. 6

FIN

GE

R P

IER

NO

. 8

FIN

GE

R P

IER

NO

. 9

MAIN PIER NO. 1



DENOTES CLEAT




MA

IN P

IER

NO

. 1 L

A

construction drawings for christophe .... pleasant, sc 29464 applied technology & management, inc....

Documents