EDS Ltd Drawing RegisterProvidenciales Client TCIG

Turks & Caicos Islands Project BLUEHILLS ROADS - ROUNDABOUTSeds@tciway.tc

t. 649 941 3324 Sheet 1f. 649 941 5299

Drawing Number Title Size Day 12 27Month 08 10Year 16 16

BLUE HILLS ROUNDABOUT IMPROVEMENTS PROJECT

C-16-026-000 Site Layout D - -C-16-026-001 Master Site Plan D - -C-16-026-002 Enlarged Site Plan Sheet 1 D - -C-16-026-003 Enlarged Site Plan Sheet 2 D - -C-16-026-004 Enlarged Site Plan Sheet 3 D - -C-16-026-005 Enlarged Site Plan Sheet 4 D - -C-16-026-006 Line Markings and Signage Sheet 1 D - -C-16-026-007 Line Markings and Signage Sheet 2 D - -C-16-026-008 Line Markings and Signage Sheet 3 D - -C-16-026-200 Road Design Typical Road Section Sheet 1 D - -C-16-026-201 Road Design Typical Road Section Sheet 2 D - -C-16-026-202 Road Design Typical Road Section Sheet 3 D - -C-16-026-203 Road Design Typical Drainage Details Sheet 1 D - -C-16-026-204 Road Design Typical Drainage Details Sheet 2 D - -C-16-026-205 Existing Site Conditions D - -C-16-026-206 Site Extent D - -

Reason for issue Tender

Issued to: by SMCK

Name E

(P=Prelim, I=Info, C=Comment, Cn=Construct', A=As built)

(P=Paper, D=Durable, E=Electronic FTP - FTP upload)

Company :- TCIG

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NTS

PROVIDENCIALES MAP

1

NTS

LOCATION MAP

2

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

8" BLOCK,ALTERNATE COURSES BONDED

1"=1'-0"

BLOCKWORK WALL RETURN

10

#5 BAR IN EACH COREAT ALL RETURNSWITHOUT STIFFENERCOLUMNS,FILLED WITH 3000 psiGROUT

1"=1'-0"

T Y P I C A L M A N H O L E S E C T I O N

7

Hydrophylic strip

Hydrophylic stripHydrophylic strip

Hydrophylic strip

140mm thick cover slab

140mm Block to finished ground level

1060

Max

450

mm

In-situ concrete upper section

10mmØ starter bars to be leftprotruding from pre-cast unitto provide lap for in-situ section

25 thick granolithic concretebenching with 1:12 gradient

Rough concrete benching(to be placed after manholelower box has been sited)

Note:All sections to be reinforcedwith #3 bars @ 250mm crseach directions

25mm Blinding

Puddle flange Pipe connectionwith flange to be cast induring formation of base box

Polypropylene step irons(where depth requires)

140

Min 250mm Well compactedgranular material. Strata below to be

assessed on site

Neenah foundry

Flexible joint in pipe to be within300mm of external face

4'-2"

4'-8

"

Puddle flange Pipe connectionwith flange to be cast induring formation of base box

Hydrophylic strip

Note:lifting holes in precastconcrete units shall be cleanedand filled with 1:3 cement mortar

6"

6"

1'-6

"(m

in)

1"=1'-0"

GULLEY DETAIL

9

FINISH BYOTHERS

uPVC ROAD GULLEY WITH MIN 12"DIA CHAMBER POT(BY EDS

NYOPLAST OR SIMILAR APPROVED) SEE TYPICAL BEDDING DETAILS

INVERT

FGL

Neenah foundryR-4826

1"=1'-0"

TYPICAL PIPE BEDDING IN COMPETENT UNDISTURBED GROUND

8

1"=1'-0"

TYPICAL PRECAST SOAK AWAY

1

Gravel Base

Ring Foundation Ring Foundation

BOTTOM LEFTOPEN

1"=1'-0"

Plan Foundation View

2

Bottom left openGravel Base

Precast SoakawayRing Foundation

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

8"

8"

Geotextile Liningto Open Blockwork

#5 bars vert per plan

8" CMU wall

1'-0

"

well compacted fill

#4 bars @ 6" crs

1'-0

"

2'-0"

8" 8"

4Nr #4 barslongitudinally

2Nr Block Cores with #5 BARS

@ Middle of

Wall, Max. 5' Spacing

3Nr Block Cores

with #5 BARS vert.

@ Corners of Wall

Block Turned on Side to Allow Water Through

2Nr Block Cores with #5 BARS

@ Middle of

Wall, Max. 5' Spacing

3Nr Block Cores

with #5 BARS vert.

@ Corners of Wall

Alternate Cores Filled above Ring Beam,

Blocks Facing Up Above Ringbeam

3/4"=1'-0"

TYPICAL ARRANGEMENT BELOW RINGBEAM LEVEL

1

3/4"=1'-0"

TYPICAL ARRANGEMENT ABOVE RINGBEAM LEVEL

3

TYPICAL 10" DIA WELL

BELOW MANHOLE COVER,

SITE POSITIONED

TYPICAL 10" DIA WELL

BELOW MANHOLE COVER,

SITE POSITIONED

8"x 8" RING BEAM

#3 LINK BAR @ 8" CRS

4Nr-#4 BARS

BOTTOM LEFT

OPEN

8" BLOCK WALL

(BLOCK LAID ON ITS SIDE)

GEOTEXTILE LINING

Gravel Base

1'-0

"

2'-0"

8"x 8" RING BEAM

#3 LINK BAR @ 8" CRS

4Nr-#4 BARS

BOTTOM LEFT

OPEN

Gravel Base

3/4"=1'-0"

TYPICAL SECTION THROUGH "OPEN" BLOCKS

2

#4 bars @ 6" crs

4Nr #4 barslongitudinally

3/4"=1'-0"

TYPICAL SECTION THROUGH "CLOSED" BLOCKS

4

well compacted fill

6" BLOCK TO FINISHED GROUND LEVEL

8" THICK COVER SLAB

FINISH GROUND LEVEL

1'-1

1"

8"

1'-0

"

6" BLOCK TO FINISHED GROUND LEVEL

8" THICK COVER SLAB

FINISH GROUND LEVEL

1'-1

1"

8"

4'-0

"

4'-0

"

Manhole Cover Location to be Centered

on Well Location, TBC on Site

Dim to Suit Required Volumeand Based on Site Conditions

Dim

to S

uit R

equi

red

Vol

ume

and

Base

d on

Site

Con

ditio

ns

Dim to Suit Required Volumeand Based on Site Conditions

Dim

to S

uit R

equi

red

Vol

ume

and

Base

d on

Site

Con

ditio

ns

9'-0" 9'-0"

Road Gutter

Kerb Stone Kerb Stone

Road Gutter

Kerb Stone

Road Gutter

Kerb Stone

Road Gutter

Kerb Stone

Road Gutter

Kerb Stone

Road Gutter

Kerb Stone

Road Gutter

Kerb Stone

1'-0"6" 4'-0"

Path Walk

1'-0"6" 4'-0"

Path Walk

1'-0"6" 4'-0"

Path Walk

1'-0"6" 4'-0"

Path Walk

1'-0"1'-0"

1'-0"1'-0"

kerb

Sto

ne T

rans

ition

10'-0

"10

'-0"

10'-0

"10

'-0"

18'-0" & 22'-0" Road Wide

3D02

Road Gully(RG)Neenah Foundry

R=4525 or Similar

Road Gully(RG)Neenah FoundryR=4525 or Similar

1'-2"

2'-0

"

1'-2"

2'-0

"

DRAWING LIST

DWGNO. TITLE

GENERAL NOTES:GENERAL NOTES TO BE READ IN CONJUNCTION WITH ALL CONTRACT DOCUMENTS

1) ALL DIMENSIONS IN FEET & INCHES; ALL LEVELS IN FEET & INCHES ABOVE NGDV (NATIONAL GEODETIC VERTICAL DATUM)

2) ALL STRUCTURAL DRAWINGS TO BE READ IN CONJUNCTION WITH ALL OTHER CONSULTANTS' DRAWINGS.

3) ALL DIMENSIONS AND LEVELS TO BE CONFIRMED ON-SITE BY CONTRACTOR

4) ALL REINFORCED STEEL SHALL HAVE A 1-1/2" CLEAR COVER UNLESS OTHERWISE NOTED, AND SHALL BE GRADE 40 OR GRADE 60 (ASTM A-615)

5) ANY PROTRUDING ENDS OF PIPES SHALL BE TRIMMED FLUSH WITH THE INSIDE WALLS AND GROUTED.

6) THE METAL FRAME AND GRATE SHALL BE SET A SLOPE TO CONFORM TO THE PARTICULAR DRAINAGE.

7) ELBOW SECTION SHALL BE REMOVABLE FOR MAINTENANCE PURPOSES USING A BELL & SPIGOT JOINT.

8) BEDDING MATERIALS SHALL CONFORM TO STANDARD SPECIFICATIONS.

9) FOR ROCK AND OTHER INCOMPRESSIBLE MATERIALS, THE TRENCH SHALL BE OVER EXCAVATED A MINIMUM OF 6" AND REFILLED WITH GRANULAR AS DIRECTED BY THE ENGINEER.

10)BEDDING AND BACKFILL MATERIALS IN THE PIPE ZONE SHALL BE COMPACTED TO 95%.

11)TRENCH WIDTH SHALL NOT EXCEED 1-1/2 TIMES THE ID OF THE PIPE PLUS 18" AT THE TOP OF THE PIPE ZONE.

12)ALL JOINTS SHALL BE AIR-TIGHT FOR NON-PERFORATED PIPE. THE ENGINEER MAY REQUIRED TESTING OF ANY OR ALL JOINTS AND CONNECTIONS.

13) ALL INLET, MANHOLE, AND CATCH BASIN FRAMES AND GRATES SHALL NOT BE ADJUSTED TO GRADE UNTIL IMMEDIATELY PRIOR TO FINAL PAVING. ALL CATCH BASIN GRATES SHALL BE SET .10' BELOW PAVEMENT

14) ALL BUILDING DOWNSPOUTS,FOOTING DRAINS, AND LOT DRAINS ON COMMERCIAL SITES SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS.

15) CONCRETE STRENGTH AT 28 DAYS SHALL BE 4500 psi FOR ALL STRUCTURAL MEMBERS UNLESS OTHERWISE NOTED. PRESTRESSED CONCRETE SHALL BE MADE OF 5000 psi CONCRETE, OR AS REQUIRED BY THE PT CONTRACTOR.

16) ALL CONCRETE CONSTRUCTION JOINTS TO BE SCABBLED/ROUGHENED TO EXPOSE AGGREGATE, WITH HYDROPHILIC STRIPS PLACED CENTRALLY WHERE NOTED. HYDROPHILIC STRIPS, WHERE REQUIRED, \ SHALL BE PLACED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. PRIOR TO THE SUBSEQUENT POUR, THE ROUGHENED SURFACE MUST BE CLEANED AND MOISTENED.

17)CONCRETE POURING SHALL NOT COMMENCE IN ANY PART OF THE WORK UNTIL ALL PREPARATORY WORK HAS BEEN INSPECTED AND APPROVED BY THE ENGINEER OR HIS AUTHORIZED REPRESENTATIVE/S.

18) THE MAXIMUM NOMINAL SIZE OF COURSE AGGREGATE SHALL BE 34" FOR SUPER-STRUCTURE

CONCRETE ELEMENTS. LARGER SIZES OF COARSE AGGREGATE MAY BE USED FOR FOUNDATION PADS, PILE CAPS AND THE LIKE.

CONCRETE STRENGTH FOR PIPEWORK SURROUNDS SHALL BE 3000 psi, UNLESS NOTED OTHERWISE

20) ALL BARS TO BE BENT AND PLACED AS SHOWN IN THE DRAWINGS OR IN ACCORDANCE WITH ACI DETAILING MANUAL 2004 (ACI 315-99), OR SIMILAR APPROVED.

21) FORMATIONS FOR MANHOLES/SETTLEMENT TANKS/WELLS AND SOAK-AWAYS SHALL BE ASSESSED ON SITE FOR SUITABILITY BY ENGINEER.

22) CONTRACTOR SHALL FURNISH DRAWINGS FOR TEMPORARY WORKS AND SHALL BEAR RESPONSIBILITY FOR SUCH WORKS.

DESIGN CRITERIA

A. DESIGN FREQUENCY ( SINGLE STORM ANALYSIS)

B. 25 YEARS STORM SYSTEM RETURN PERIOD

1.1 RAINFALL SPECIFICATIONS a. VIRGIN ISLAND, ST. CROIX (NORTH CENTRAL ) RAINFALL = 5.30"

1.2 HYDROLOGY RUNOFF SPECIFICATIONS a. HYDROLOGY METHOD = RATIONAL b. TIME OF CONCENTRATION = SCS TR-55 c. MIN. ALLOWABLE (TOC) = 5 mins.

1.3 HYDRAULIC ROUTING SPECIFICATIONS a. LINK ROUTING METHOD = KINEMATIC WAVE b. FORCE MAIN EQUATION = HAZEN-WILLIAMS

1.4 STORM SEWER, INLETS AND STREET DESIGN PERTAINING TO WATER FLOW a. Min. SIZE OF STORM DRAINAGE PIPE = 14"ø b. Max. SIZE OF STORM DRAINAGE PIPE = 16"ø

1.5 MANNING ROUGHNESS COEFFICIENT FOR STORM PIPE a. PVC STORM DRAIN PIPE = .015

1.6 STORAGE OR SOAK AWAY ( FUNCTIONAL)

1.7 SUBBASINS RUNOFF COEFFICIENTS STREET = .72 PARKING = .85

1.8 WEIR DISCHARGE COEFFICIENT STREET CIPOLETTI Q = CLH3/2 C = 3.367

DEPTH OF BEDDING MATERIAL BELOW PIPE

OD d (min)

27" & SMALLER

LARGER THAN 27"

4"

6"

D00 STANDARD NOTES

D01 TYPICAL SECTIONS SHEET 1

700 DRAINAGE LAYOUT (PART 1) SHEET 1

701 DRAINAGE LAYOUT (PART 2) SHEET 2

D02 TYPICAL SECTIONS SHEET 2

D03 TYPICAL SECTIONS SHEET 3

D04 WELL IN ROAD DETAIL - NOT TYPICAL

FLOW DISSAPATER

CULVERT

1/2"=1'-0"

TYPICAL CULVERT HEADWALL PLAN VIEW

6

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NOTES:

1. REFER TO SHEET 000 AND ALLCONTRACT DOCUMENTS FOR GENERALNOTES.

2. DO NOT SCALE FROM DRAWINGS.

NTS

SITE EXTENT

1