NOTICE OF ADDENDUM - Home | Procurement · excavation to design subgrade, proof-rolling and over-excavation as required, and then placement of gravel and asphalt. Surface Water Control

NOTICE OF ADDENDUM

Phone (902) 564-7933

P.O. Box 430, Station ‘A’ Fax (902) 564-7939

Sydney, Nova Scotia www.nslands.ca

B1P 6H2

Date: June 19, 2020

To: All Bidders

ADDENDUM # 1

RFQ #: NSLAND119

Port Mersey Commercial Park Water and Wastewater Services, Brooklyn, Queens County,

Nova Scotia

The following Clarification Information is to be considered with the above RFQ.

1. Insulation at BFP is required per drawing C500 shown but not marked in detail Section A –

A.

2. Pump Details Supplied are Attached, pumps and related equipment will be owner supplied.

3. Reinstatement is to be competent fill and Class “A” Gravels and as required in Specifications

Section 32 98 00.

4. NSLI confirms no active buried electrical services in project areas.

5. Waterlines are “live”, the only live waterlines in the project area are the 50mm lines

supplying the Covey Island and Aqualitis businesses.

6. Two Valves are required (not shown on drawings) at takeoffs to Covey Island (former

Warehouse A) and Aqualitis (former Terminal II building).

7. A video of the buried line is available to the successful bidder.

8. The connections at the manholes where the 75mm line enters/exits the 375mm line must be

sealed to ensure the 375mm line functions in future.

9. CONTRACTOR is not responsible for wiring, NSLI will retain electrical contractor to make

connections.

10. Connections to RQM Sewer at Highway 3 are to be completed by CONTRACTOR, NSLI

will obtain permits for the works including those from RQM and TIR.

11. Geotechnical Report is attached.

12. Unsuitable materials will be managed on site per direction of NSLI.

13. Manhole Cover is not embedded, it will need to be cut out by CONTRACTOR to install metal

hatch supplied by NSLI as part of the pump equipment package.

14. Piping connections between pumps and lines will be forthcoming, expect use of stainless

steel.

15. A fire hydrant exists at the end of the system being serviced under this project and can be

used for purposes of flushing and commissioning the waterline.

Geotechnical Engineering and Inspection/Testing

April 9, 2020 Mr. Jeffrey Pinhey, P.Eng. Able Engineering Services Inc. Via email Dear Mr. Pinhey, Re: Geotechnical Investigation – Proposed Waterline and Road Upgrades Herring Cove Drive, Liverpool, NS This provides the findings of our geotechnical investigation for the proposed waterline and road upgrades at Port Mersey Commercial Park in Liverpool, NS. The subsurface conditions are generally fair on the southwest side of the site. The conditions become poor toward the northeast side of the site due to thick, low quality fill and debris. Also, water inflow into the test pits was severe in the southwestern end. MAIN FINDINGS The subsurface conditions include existing fill throughout the site. Fill materials encountered mainly consisted of a silty sand with gravel with frequent debris in several test pits. Fill ranged in thickness from 1.5 m to >3.0 m and generally decreased in quality towards the northeastern portion of the site. Groundwater was encountered in all the test pits. No bedrock was encountered. Some work will be required to prepare the site, as outlined below and in this report. Based on our investigation, our recommendations are as follows:

• Installation of new services for this project will involve extensive groundwater control and over-excavation to provide a stable base, followed by installation of the piping, bedding, and backfilling.

• In the proposed road areas, the areas should be cut to the design subgrade elevation and proof-rolled. Any weak or soft zones should be replaced with approved fill. Some planning may be required to prevent disturbance of the subgrade during construction.

• Geotechnical inspection and testing will be necessary during earthworks.

BME Engineering Ltd. 61 Bluewater Road Bedford, NS B4B 1G8902-430-2830

Page 2


FIELD INVESTIGATION The field program consisted of twelve test pits (TP1 to TP12) completed on March 18, 2020. The test pit locations are shown in Figure A and on the appended Drawing 1. The test pits were conducted using an excavator. Representative samples were taken during the field work and the conditions at the test pits were logged in detail. The soil conditions encountered at the site are summarized in the following paragraph and Table A. The subsurface conditions include existing fill throughout the site. Fill materials encountered mainly consisted of a silty sand with gravel with frequent debris in several test pits. Fill ranged in thickness from 1.5 m to >3.0 m and generally decreased in quality towards the northeastern portion of the site. Groundwater was encountered in all the test pits. No bedrock was encountered.

Figure A: Test Pit Locations

Page 3


Table A: Summary of Findings

Note: Elevations based on Geodetic Datum

Location Elevation, m Thickness of Fill, m Water Seepage Depth, m

TP1 3.5 2.1 2.0

TP2 4.5 2.8 2.4

TP3 3.9 1.5 -

TP4 3.7 3.0 2.4

TP5 3.0 2.4 2.1

TP6 3.2 3.0 2.2

TP7 3.2 3.0 2.1

TP8 2.9 2.7 2.1

TP9 2.8 2.7 2.0

TP10 3.0 3.0 2.0

TP11 3.1 3.0 2.1

TP12 3.2 2.4 2.1

Page 4


DISCUSSION AND RECOMMENDATION Earthworks Earthworks for services for this project will involve extensive groundwater control which may have to include sheet piling or well-points, excavation to the required depth and over-excavation to provide a stable base, followed by installation of the service, bedding, and backfilling. Construction for the proposed road in involve excavation to design subgrade, proof-rolling and over-excavation as required, and then placement of gravel and asphalt. Surface Water Control and Erosion Control Prior to excavations, surface water drainage controls should be provided on the up-gradient side of the site to minimize run-off onto exposed soils. Suitable erosion and sedimentation control measures should be employed. These may include silt fences, check dams in ditches, and granular working pads. Excavation Excavation into the site soils will be practical with conventional earth-moving equipment. Temporary excavation side slopes in soil should be stable at one horizontal to one vertical (1H:1V) above the groundwater table. Material that is planned for re-use should be placed directly in the intended areas or compacted in stockpiles for later use. Unsuitable materials should be used in landscaped areas or wasted off-site. Excavated material containing organics or debris will not be suitable for reuse. Dewatering of Excavations Dewatering of excavations will be a significant issue. The use of sheet piling or other such extensive measures will be needed depending on the pipe depth. Fill Placement and Compaction Fill required for the pavement areas should consist of the following: • approved on-site soils, or; • imported, quarried rockfill or gravel. Excavated material containing organics and/or debris (former building foundations were observed in two test pits) will not be suitable for re-use. Selected portions of excavated fill can be considered for reuse. This should be reviewed at the time of construction. The lift thickness used during placement of fills must be compatible with the compaction equipment and the material type to ensure the specified density throughout. The lift thickness should not exceed approximately 450 mm for mass filling and 200 mm for backfilling of services. The maximum particle size should be no larger than ⅔ of the lift thickness.

Page 5


Fill materials should be compacted to the following percentage of maximum Standard Proctor dry density: • Fill within 300 mm of driveway/parking subgrade 98% • Fill below 300 mm of driveway/parking subgrade 95%

Pavement Areas The pavement areas should be cut to subgrade elevation and proof-rolled. Any soft or wet material should be replaced with approved, granular material. The road type and loads are not known. At this time, we suggest the following pavement structure, but this should be reviewed. Table 1, Asphalt Pavement Thicknesses Material Thicknesses Asphalt, Mix Type C-HF Asphalt, Mix Type B-HF

40 mm 60 mm

NSTIR Type 1 Gravel NSTIR Type 2 Gravel

150 mm 300 mm

Subgrade As approved by Consultant during construction

All aggregate should meet the NSTIR Standard Specifications. The gravels should be compacted to 100% of Standard Proctor maximum dry density. The asphalt should be compacted to 92% Marshall density. Please contact us if you have any questions. Regards, Amanda Hickey, CET R. Bruce MacNeil, P.Eng. Senior Geotechnical Technologist Senior Geotechnical Engineer [email protected] [email protected]

APPENDIX A

SYMBOLS AND TERMS USED ON BOREHOLE AND TEST PIT RECORDS

SOIL DESCRIPTION

Terminology describing common soil genesis:

Topsoil - mixture of soil and humus capable of supporting good vegetative growth

Peat - fibrous aggregate of visible and invisible fragments of decayed organic matter

Till - unstratified glacial deposit which may range from clay to boulders

Fill - any materials below the surface identified as placed by humans

(excluding buried services)

Terminology describing soil structure:

Desiccated - having visible signs of weathering by oxidation of clay minerals, shrinkage cracks, etc.

Fissured - having cracks, and hence a blocky structure

Varved - composed of regular alternating layers of silt and clay

Stratified - composed of alternating successions of different soil types, e.g. silt and sand

Layer - >75 mm

Seam - 2 mm to 75 mm

Parting - < 2 mm

Well Graded - having wide range in grain sizes and substantial amounts of all intermediate particle

sizes

Uniformly Graded - predominantly of one grain size

Terminology describing soils on the basis of grain size and plasticity is based on the Unified Soil Classification

System (USCS) (ASTM D-2488). The classification excludes particles larger than 76 mm (3 inches). This

system provides a group symbol (e.g. SM) and group name (e.g. silty sand) for identification.

Terminology describing materials outside the USCS, (e.g. particles larger than 76 mm, visible organic matter,

construction debris) is based upon the proportion of these materials present:

Trace, or occasional Less than 10%

Some 10-20%

Frequent Greater than 20%

The standard terminology to describe cohesionless soils includes the compactness (formerly “relative density”), as

determined by laboratory test or by the Standard Penetration Test ‘N’ – value.

Relative Density ‘N’ Value Compactness %

Very Loose <4 <15

Loose 4-10 15-35

Compact 10-30 35-65

Dense 30-50 65-85

Very Dense >50 >85

The standard terminology to describe cohesive soils includes the consistency, which is based on undrained shear

strength as measured by insitu vane tests, penetrometer tests, unconfined compression tests, or occasionally by

standard penetration tests.

Consistency Undrained Shear Strength (Su) ‘N’ Value

Kips/sq.ft. KPa

Very Soft < 0.25 < 12.5 < 2

Soft 0.25 – 0.5 12.5 – 25 2 – 4

Firm 0.5 – 1.0 25 – 50 4 – 8

Stiff 1.0 – 2.0 50 – 100 8 – 15

Very Stiff 2.0 – 4.0 100 – 200 15 – 30

Hard > 4.0 > 200 > 30

ROCK DESCRIPTION Rock Quality Designation (RQD)

The classification is based on a modified core recovery percentage in which all pieces of sound core over

100 mm long are counted as recovery. The smaller pieces are considered to be due to close shearing,

jointing, faulting, or weathering in the rock mass and are not counted. RQD was originally intended to be

done on N-size (45 mm) core; however, it can be used on different core sizes if the bulk of the fractures

caused by drilling stresses are easily distinguishable from in situ fractures.

RQD ROCK QUALITY

90 – 100 Excellent, intact, very sound

75 – 90 Good, massive, moderately jointed or sound

50 – 75 Fair, blocky and seamy, fractured

25 – 50 Poor, shattered and very seamy or blocky, severely fractured

0 – 25 Very poor, crushed, very severely fractured

Terminology describing rock mass:

Spacing (mm) Bedding, Laminations, Bands Discontinuities

2000 – 6000 Very Thick Very Wide

600 – 2000 Thick Wide

200 – 600 Medium Moderate

60 – 200 Thin Close

20 – 60 Very Thin Very Close

< 20 Laminated Extremely Close

< 6 Thinly Laminated

Strength Classification

Uniaxial Compressive

Strength (MPa)

Very Weak 1 – 5

Weak 5 – 25

Medium Strong 25 – 50

Strong 50 – 100

Very Strong 100 – 250

Extremely Strong > 250

Terminology describing weathering:

Slight - Weathering limited to the surface of major discontinuities. Typically iron stained.

Moderate - Weathering extends throughout rock mass. Rock is not friable.

High - Weathering extends throughout rock mass. Rock is friable.

STRATA PLOT Strata plots symbolize the soil or bedrock description. They are combinations of the following basic symbols:

Boulders Sand Silt Clay Organics Asphalt Concrete Fill Igneous Metamorphic Sedi-

Cobbles Bedrock Bedrock mentary

Gravel

WATER LEVEL MEASUREMENT

Borehole or Piezometer

Standpipe

SAMPLE TYPE AND/OR FIELD TESTS SS Split Spoon Sample (obtained AS Auger Sample

by performing the Standard BS Bulk Sample

Penetration Test) WS Wash Sample

ST Shelby Tube or Thin Wall Tube HQ, NQ, BQ, etc. Rock Core Samples

PS Piston sample (obtained with the use of standard size

DC Dynamic Cone Penetration diamond drilling bits)

FSV Field Shear Vane

N- VALUE Numbers in this column are the results of the SPT (Standard Penetration Test): the number of blows of a 140 pound

(64kg) hammer falling 30 inches (760 mm), required to drive a 2 inch (50.8 mm) O.D. split spoon sampler one foot

(305 mm) into the soil. For split spoon samples where insufficient penetration was achieved and ‘N’ values cannot be

presented, the abbreviation SSR (Split Spoon Refusal) will appear in place of a numerical value.

OTHER TESTS

Symbols in this column indicate that the following laboratory tests have been carried out and the results are

presented separately.

S Sieve analysis H Hydrometer analysis

Gs Specific gravity of soil particles Unit weight

k Permeability C Consolidation

Single packer permeability test; CD Consolidated drained triaxial

test interval from depth shown CU Consolidated undrained triaxial with pore

to bottom of borehole pressure measurements

Double packer permeability test; UU Unconsolidated undrained triaxial

Test interval as indicated DS Direct shear

Falling head permeability; Qu Unconfined compression

using casing Ip Point Load Index (Ip on Borehole Records

equals Ip (50); the index corrected to a

reference diameter of 50 mm)

Falling head permeability test using

well point or piezometer MSV Laboratory Miniature Shear Vane

TEST PIT RECORDProject Name:

Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym

bols SOIL AND/OR ROCK DESCRIPTION

Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments

SUBSURFACE PROFILE SAMPLE

Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

1

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose light greyish brown silty sand with gravel- mostly cobbles and boulders (up to 0.9 m in diameter)- some roots/rootlets

End of Test Pit at 2.1 m- heavy groundwater seepage at 2.0 m- no bedrock encountered

3.5

1.4


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

2

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light greyish brown silty sand with gravel- roots/rootlets throughout- frequent cobbles and boulders (up to 0.6 m in diameter)


4.5

1.7

GS 1


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

3

1

March 18, 2020

Geodetic

Ground SurfaceROCKFILL- loose Type 1 Gravel- former foundations present on all sides of test pit

FILL: Loose to compact light brownish grey silty sand with gravel- frequent cobbles and boulders (up to 0.6 m in diameter)

End of Test Pit at 1.5 m- no groundwater encountered- no bedrock encountered

3.9

3.5

2.4


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

4

1

March 18, 2020

Geodetic

Ground SurfaceROCKFILL- loose Type 1 Gravel- former foundations present

FILL: Loose to compact light brownish grey silty sand with gravel- frequent cobbles and boulders (up to 0.6 m in diameter)

FILL: Loose dark brown to black silty sand with gravel- mostly organics- some to frequent cobbles and boulders (up to 0.7 m in diameter)


3.7

2.2

1.5

0.6


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

5

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact dark brown to brown silty sand with gravel- frequent organics- some to frequent cobbles and boulders (up to 0.4 m in diameter)- some debris (logs, concrete)


3.0

0.6


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

6

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light greyish brown silty sand with gravel- some to frequent cobbles and boulders (up to 0.4 m in diameter)- some debris (logs, concrete)- trace to some roots/rootlets


3.2

0.2


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

7

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact brown silty sand with gravel- rootlets throughout- some cobbles and boulders (up to 0.3 m in diameter)

FILL: Loose debris- mostly bricks and logs

FILL: Loose to compact light greyish brown silty sand with gravel- some to frequent cobbles and boulders (up to 0.4 m in diameter)- some roots/rootlets


3.2

2.3

2.0

0.2


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

8

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact brown to dark brown silty sand with gravel- roots/rootlets throughout- some cobbles and boulders (up to 0.3 m in diameter)

FILL: Loose to compact light greyish brown silty sand with gravel- some to frequent cobbles and boulders (up to 0.4 m in diameter)- some roots/rootlets


2.9

2.0

0.2


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

9

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light greyish brown silty sand with gravel- roots/rootlets throughout- frequent cobbles and boulders (up to 0.4 m in diameter)


2.8

0.1


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

10

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light grey silty sand with gravel- some cobbles and boulders (up to 0.4 m in diameter)

FILL: Loose dark brown to black sand with gravel- mostly debris (lumber, logs, steel beams, steel cable)- frequent organics- some boulders (up to 0.5 m in diameter)- strong hydrocarbon odour


3.0

2.1

0.0


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

11

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light grey silty sand with gravel- some cobbles- occasional boulder (up to 0.3 m in diameter)

FILL: Loose black sand with gravel- mostly debris (lumber, logs, glass)- frequent organics- some boulders (up to 0.5 m in diameter)- strong hydrocarbon odour


3.1

2.2

0.1


Project No.:

Client:

Location:

Water Level Date:

Test Pit:

Sheet: 1 of 1

Date Drilled:

Datum:

Dep

th (m

)

0

1

2

3

4

5

Sym


Elev

atio

n (m

)

Wat

er L

evel

(

m)

Type

Num

ber

Comments


Port Mersey

172-003

Able Engineering

Liverpool, NS

March 18, 2020

12

1

March 18, 2020

Geodetic

Ground SurfaceFILL: Loose to compact light grey silty sand with gravel- some cobbles- occasional boulder (up to 0.3 m in diameter)

FILL: Loose black sand with gravel- mostly debris (lumber, logs, glass)- frequent organics- some boulders (up to 0.5 m in diameter)- strong hydrocarbon odour


3.2

2.3

0.8

Photograph 1: Test pit 1. March 18, 2020.











Photograph 12: View of the site looking north. March 18, 2020.

DOCUMENTS PREPARED BY BRUCE MACNEIL

ENGINEERING LTD. ARE TO BE USED ONLY FOR THE

SPECIFIC PROJECT AND SPECIFIC USE FOR WHICH

THEY WERE PREPARED. ANY EXTENSION OF USE TO

OTHER PROJECTS, BY OWNER, OR ANY OTHER

PARTY, WITHOUT THE EXPRESSED, WRITTEN

AUTHORIZATION OF BRUCE MACNEIL ENGINEERING

LTD. IS DONE AT THE USERS OWN RISK. IF USED IN A

WAY OTHER THAN WHAT WAS SPECIFICALLY

INTENDED, THE OWNER WILL HOLD BRUCE MACNEIL

ENGINEERING LTD. HARMLESS FROM ALL CLAIMS AND

LOSSES.

REV:

SCALE:

DATE:

DRAWN BY:

CHECKED BY:0

19-MAR-2020

AH

JOB #:

RBM

1

Port Mersey Commercial Park

NTS

Liverpool, NS

Herring Cove Drive

Test Pit Locations

172-003

LEGEND

TP1 - TP12 BME Test Pits (March 2020)

TP1

TP2

TP4

TP5

TP6

TP7

TP8

TP10

TP9

TP11

TP12

TP3

ATLANTIC PURIFICATION SYSTEMS LTD.

NUMBER DATE PAGE

CUSTOMER REFERENCE

YOUR CONTACT

Mike McDonah

[email protected]

902-469-2806 x 123

902-440-0101

5230 1/1

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2 HP, 3450 RPM1 ph – capacitor start/run.

208 or 230 volts; 60 Hz3 ph – induction run

200, 230, 460, 575 volts, 60 HzThird Party Approvals WG - UL, CSA

WGX - CSA, FMAcceptable pH Range 6 – 9Specific Gravity .9 – 1.1Viscosity 28 – 35 SSUDischarge, NPT 1-1⁄4 in. 31.75 mmMin. Sump Diameter Simplex Duplex

24 in. 36 in.

61.0 cm91.4 c

Designed for Residential, Light Commercial and Industrial ApplicationsThe Myers® WG/WGX20 Series by Pentair are rugged 2 horsepower submersible centrifugal grinder pumps designed for residential, light commercial or industrial applications. It is especially suited for use in pressure sewer applications or in systems with long discharge runs or high static heads. The WG/WGX20 Series features a recessed impeller design to efficiently grind typical domestic sewage solids into a fine slurry. These pumps are available in standard construction and construction for use in Class 1, Group D hazardous locations.

The WG/WGX20 Series can be installed in a variety of packaged systems. Factory-assembled simplex or duplex packages with guide rail systems or suspended systems are available. Individual rail components are also available for installation in on-site concrete systems. Myers offers a complete line of submersible sump, sewage, effluent, grinder, solids handling wastewater pumps, controls, basins, and accessories. For additional information, please contact your local Myers representative or the Myers Ashland, Ohio sales office at 419-289-1144.

Note: Consult factory for applications outside these recommendations.

3WWW.FEMYERS.COM


Pump Features and ApplicationsMYERS® MODELS WG20 anD WGX20Submersible Grinder Pumps

a. Stator – 2 HP 2 hp, 3450 RPM, 1 and 3 phase. Press fit

for perfect alignment and best heat transfer. Oil-filled motor conducts heat and lubricates bearings.

b. Cable Entry System Provides double seal protection. Cable jacket

sealed by compression fitting. Individual wires sealed by epoxy potting.

C. Heat Sensor Protects motor from burnout due to excessive

heat from any overload condition. Automatically resets when motor has cooled.

d. Ball Bearings Upper and lower ball bearings support shaft

and rotor and take axial and radial loads.

E. Heavy 416 Sst Shaft Corrosion resistant. Reduces shaft

deflection due to grinding loads.

F. Shaft Seals Double tandem mechanical shaft seals

protect motor. Oil-filled seal chamber provides continuous lubrication.

G. Seal Leak Probe Detects water in seal housing, activates

warning light in control panel.

H. Volute Case Cast iron 11⁄4" NPT vertical discharge.

i. Impeller Bronze recessed impeller handles ground

slurry without clogging or binding. Provides unobstructed flow passage. Reduces radial loads. Pump-out vanes help keep trash from seal, reduces pressure at seal faces.

J. Sleeve Bearing Takes radial load; provides flame path.

K. Grinder Assembly Grinder impeller and shredding ring are

replaceable without dismantling pump. Constructed of 440 SST hardened to 56-60 Rockwell.

Ideal for use in pressure sewer systems.• Choiceofstandard,highfloworhigh

head designs.

• Recessedimpellerprovidessteepnon-overloading operating curve.

Durable motor will deliver many years of reliable service.• Oil-filledmotorformaximumheatdissipation

and constant bearing lubrication.

• Recessedimpellerreducesradialbearingloads, increases bearing life.

• Hightorquecapacitorstart/runsinglephaseorthree phase motors for assured starting under heavy load.

• Sealleakprobesandon-windingheat sensors warn of seal leak condition and stop motor if motor overheats. Helps prevent costly motor damage.

The WG/WGX20 Series is designed for easy maintenance.• Shreddingringandgrinderimpellerare

replaceable without dismantling pump or motor.

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because we are continuously improving our products and services, Pentair reserves the right to change specifications without prior notice.K3368 03/24/14 © 2014 Pentair Ltd. All Rights Reserved.

Performance Data and Dimensions

1-1/4" nPT

4-5/8" (118)

18-15/16" (481)

3450 RPM

Capacity Gallons Per Minute

Capacity Liters Per Minute

Tota

l Hea

d in

Fee

t

Tota

l Hea

d in

Met

ers

140

120

100

80

60

40

20

010 20 30 40 50 60 70 80

5

10

15

20

25

30

35

40

45

50 100 150 200 250 300


MODEL: WG/WGX20 SeriesSPEED: 3450 RPM

WG20

WG20F

WG20H

Available Models Motor Electrical Data

Standard Hazardous Location HP Volts Phase Hertz Start AmpsFull Load

AmpsFull Load

KW Start KVAFull Load

KVANEC Code

LetterService Factor

WG20-01 WGX20-01 2 208 1 60 54.0 15.0 2.9 11.2 3.1 G 1.25WG20-21 WGX20-21 2 230 1 60 45.0 12.5 2.9 10.4 2.9 F 1.25WG20-03 WGX20-03 2 208 3 60 33.0 9.7 3.0 11.9 3.5 G 1.25WG20-23 WGX20-23 2 230 3 60 30.8 8.4 3.0 12.3 3.3 G 1.25WG20-43 WGX20-43 2 460 3 60 15.4 4.2 3.0 12.3 3.3 G 1.25WG20-53 WGX20-53 2 575 3 60 15.7 3.4 3.0 15.6 3.4 J 1.25WG20F-01 WGX20F-01 2 208 1 60 54.0 15.0 2.9 11.2 3.1 G 1.25WG20F-21 WGX20F-21 2 230 1 60 45.0 12.5 2.9 10.4 2.9 F 1.25WG20F-03 WGX20F-03 2 208 3 60 33.0 9.7 3.0 11.9 3.5 G 1.25WG20F-23 WGX20F-23 2 230 3 60 30.8 8.4 3.0 12.3 3.3 G 1.25WG20F-43 WGX20F-43 2 460 3 60 15.4 4.2 3.0 12.3 3.3 G 1.25WG20F-53 WGX20F-53 2 575 3 60 15.7 3.4 3.0 15.6 3.4 J 1.25WG20H-21 WGX20H-21 2 230 1 60 45 12.5 2.9 10.4 2.9 F 1.25

2-5/8" (67)

4-1/2" (114)

8-7/8" (200)

9-5/8" (244)

Documents

NOTICE OF ADDENDUM - Home | Procurement · excavation to design subgrade, proof-rolling and over-excavation as required, and then placement of gravel and asphalt. Surface Water Control