Drawings_Town of Madison WTP ARPA Improvements Project_Final_BID.pdf

PDF 22 MB Posted Jul 6, 2023

Attached to: Town of Madison WTP ARPA Improvements Project
Solicitation number: 18221
Issued by: Mathews County, Virginia

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Written by GovTribe AI · Apr 3, 2024

The document provided is the Drawings for the Town of Madison WTP ARPA Improvements Project, which is a state and local contract opportunity in Madison County, Virginia. The project entails the installation of a new 0.25 MGD flocculation/sedimentation/filtration train to provide redundancy for the existing single-train system, with a plant capacity remaining at 0.25 MGD. Additional project elements include intake rehabilitation, a pre-engineered filter building, new electrical service, yard piping, electrical and controls, and furnishing and installing all ancillary components to achieve the new 0.25 MGD treatment train. A mandatory pre-bid conference was held on June 15, 2023, and sealed bids are due by 11 am on July 20, 2023, at the RSA Ruckersville Office.

The document does not provide details on pricing terms, set-asides, incumbents, the current environment, funding requirements and sources, or any other salient information beyond the project scope and bidding process.

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Other files

File	Type	Posted
Project Manual_Town of Madison WTP ARPA Improvements Project.pdf	PDF	Jul 6, 2023
RSA Town of Madison WTP ARPA Improvement Project_Addendum No.1.pdf	PDF	Jul 6, 2023
Pre-Bid Sign In Sheet 6-15-23.pdf	PDF	Jul 6, 2023
RSA Town of Madison WTP ARPA Improvement Project_Addendum No.2.pdf	PDF	Jul 6, 2023
WGK Construction - $4,545,000	—	Jul 6, 2023

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SHEET OF

SHEET TITLE

CHECKED BY:

DRAWN BY:

DATE:

PROJECT NO:

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G-001 1 39

COVER SHEET

PROJECT LOCATION MAP

NOT TO SCALE

RAPIDAN SERVICE AUTHORITY

TOWN OF MADISON WTP

ARPA IMPROVEMENTS PROJECT

RAPIDAN SERVICE AUTHORITY

MADISON, VIRGINIA

BID SET

THRIFT RD

HAYWOOD

R A

P I D

A N

R I V

E R

R O B I N S O N R I V E R

PROJECT

LOCATION

ADIS

ON C

O .

INDEX OF DRAWINGS

G-001 COVER SHEET

C-101 SITE PLAN IMPROVEMENTS

C-103 SITE PLAN

C-104 YARD PIPING PLAN

C-105 E&S SITE PLAN

C-106 E&S NARRATIVE AND DETAILS

C-301 PROFILES

C-501 DETAILS

C-502 E-1 GRINDER PUMP STATION

C-503 STAIRS AND ELEVATED WALKWAY PLAN AND ELEVATIONS

D-001 PROCESS FLOW DIAGRAM

D-002 GENERAL NOTES

D-003 GENERAL NOTES

D-004 GENERAL NOTES

D-005 HYDRAULIC PROFILE

D-101 SEDIMENTATION BASIN PLAN AND SECTION

D-102 EXISTING FILTER BUILDING BASEMENT AND NEW PIPE GALLERY PLAN SEQUENCE 1

D-103 EXISTING FILTER BUILDING BASEMENT AND NEW PIPE GALLERY PLAN SEQUENCE 2

D-104 NEW FILTER BUILDING 1ST FLOOR PLAN

D-105 NEW FILTER BUILDING 1ST FLOOR PLAN - BELOW GRADE PROCESS PIPING

D-106 NEW FILTER BUILDING 2ND FLOOR PLAN

D-107 INTAKE STRUCTURE MODIFICATIONS

D-304 FILTER BUILDING SECTIONS

D-305 FILTER SECTIONS

M-101 HVAC, DOOR, WINDOW, LIGHTING PLAN AND DETAILS

M-102 BUILDING WATER AND DWV

S-001 STRUCTURAL NOTES

S-101 FILTER BUILDING FOUNDATION PLAN AND DETAILS

S-102 FILTER BUILDING 2ND FLOOR FRAMING PLAN & DETAILS

S-103 FILTER PLAN AND DETAILS

E-001 ELECTRICAL NOTES

E-101 ELECTRICAL SITE PLAN

E-102 EXIST FILTER BUILDING BASEMENT PLAN

E-103 NEW FILTER BUILDING 1ST FLOOR PLAN

E-104 NEW FILTER BUILDING 2ND FLOOR PLAN

E-601 ELECTRICAL SINGLE LINE

E-602 CONTROLS NETWORK SCHEMATIC

E-603 I O SUMMARY

E-604 PANEL SCHEDULES

GENERAL NOTES:

1. ANY CHANGES TO THE FINAL PLANS SHALL BE APPROVED BY THE ENGINEER AND SHALL

BE ACCURATELY INDICATED ON THE RED LINE DRAWINGS.

2. ANY REQUIRED LOCAL PERMITS, BONDS AND APPROVALS SHALL BE OBTAINED BY THE

CONTRACTOR PRIOR TO COMMENCEMENT OF CONSTRUCTION.

3. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE LAWS, ORDINANCES, RULES,

REGULATIONS AND ORDERS OF ANY PUBLIC BODY HAVING JURISDICTION. THE

CONTRACTOR SHALL ERECT AND MAINTAIN, AS REQUIRED BY THE CONDITIONS AND

PROGRESS OF THE WORK, ALL NECESSARY SAFEGUARDS FOR SAFETY AND

PROTECTION.

4. ALL COMPONENTS OF THE PROJECT SHALL BE INSTALLED AND TESTED IN ACCORDANCE

WITH THE PROJECT DOCUMENTS AND THE LATEST EDITION OF THE COMMON WEALTH

OF VIRGINIA WATERWORKS REGULATIONS. THE CONTRACTOR SHALL USE ONLY NEW

MATERIALS. ALL MATERIAL SHALL BE STORED SO AS TO ASSURE THE PRESERVATION OF

THEIR QUALITY AND FITNESS FOR THE WORK.

5. THE CONTRACTOR SHALL COMPLY WITH EROSION AND SEDIMENT CONTROL STANDARDS

OUTLINED IN THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL

HANDBOOK (VESCH). THESE ARE MINIMUM REQUIREMENTS. FIELD CONDITIONS MAY

REQUIRE ADDITIONAL CONTROLS.

LEON

WOLFTOWN

ULPEPER C

O .

GREENE C

O .

W h i t e

O a k R u n

MADISON

REVA

T H R I F T R O A D

5°

'3 9"

N 83°54'57" E 251.19'

4°

'1 9"

S 38°29'44" E 251.11'

°1 2'

" W

.2 6'

N 83°59'00" W 251.39'

S 80°26'32" E 14.41'

N 83°41'48" W 194.79'

TAX MAP 39-29A

RAPIDAN SERVICE AUTHORITY

DB 222 PG 46

3.109 ACRES

METAL

SHED

ONE STORY

BRICK

BUILDING

VA. SEC. RTE. 657 - THRIFT ROAD

IR W/CAP 9001

N=6821081.204 E=11547889.742

ELEV=463.29

9 45

8 45

4 46

2 46

1 460

3 46

1 46 0 45

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TWO STORY

FILTER BUILDING

1st FLOOR (460.71) 2nd FLOOR (473.09)

SITE PLAN IMPROVEMENTS

SCALE: 1" = 20'-0" 0 60'30'

SEDIMENTATION

BASIN

FLOC #1

FLOC #2

GRAVEL

NEW REC POLE. UF TO PAD

MOUNTED TRANSFORMER

AT NEW FILTER BUILDING

NEW

DRAINFIELD

SEE NOTE X ON C-502 CONCRETE

HEADWALL

WITH RIPRAP

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SITE PLAN

IMPROVEMENTS

INTAKE IMPROVEMENTS,

SEE SHEET D-107

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WPP

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WPP

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WPP

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TCB

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TOP (463.00)

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15" CMP

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INV. (463.50)

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INV. (456.37)

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TAX MAP 39-29B RAPIDAN VALLEY FARM, LLC INST. 080001061

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TOP (462.45) INV. (455.98) 12" PVC

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GRAVEL

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RIM (464.30)

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POND

AutoCAD SHX Text F.F.E. (473.09) B.F.E. (460.71)

AutoCAD SHX Text 8" D.I.

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INV. (456.90)

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RAISED CONCRETE (EQUIPMENT)

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BASEMENT

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ENTRANCE

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OIL TANK

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GATE

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(ASPHALT SURFACE)

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IRF

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IRF

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IRF @

AutoCAD SHX Text 20.06'

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MLP

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(ASPHALT SURFACE)

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INV. (450.68) 18" CIP (END UNK.)

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GRATE (449.96)

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INV. (445.40) 6" CIP

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METAL LID

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TOP CONC. 459.60

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IN (456.55)

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12" PVC

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OUT (456.30)

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12" PVC

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END METAL PIPE (B0LTED SHUT)

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TO RIVER

ONE STORY

BRICK

BUILDING

OIL TANK

METAL

SHED

POND

°1 2'

" W

.2 6'

IR W/CAP 9001

N=6821081.204 E=11547889.742

ELEV=463.29

9 45

8 45

4 46

2 46

1 460

3 46

1 46 0 45

BLDG CORNER

N=6821169.44 E=11547935.18

BLDG CORNER

N=6821145.58 E=11547932.60

TANK CORNER

N=6821239.16

E=11547902.46

TANK CORNER

N=6821178.71

E=11547895.94

LIMITS OF GRAVEL

N=6821139.56 E=11547951.07

LIMITS OF GRAVEL

N=6821104.84 E=11547947.43

WALL TO WALL

CLEARANCE OF 4'-0"

SHEET OF

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SITE PLAN

SCALE: 1" = 10'-0" 0 20'10'

GENERAL SHEET NOTES

DEMOLITION NOTES

1. EXISTING SEPTIC TANK TO BE DEMOLISHED/REMOVED ONLY AFTER

NEW DRAIN FIELD HAS BEEN CONSTRUCTED AND VDH HAS ISSUED

IT'S CTO AND ALSO ONLY AFTER NEW PUMP STATION HAS BEEN

COMMISSIONED.

2. EXISTING DISTRIBUTOR BOX TO BE DEMOLISHED/REMOVED ONLY

AFTER NEW DRAIN FIELD HAS BEEN CONSTRUCTED AND VDH HAS

ISSUED IT'S CTO AND ALSO ONLY AFTER NEW PUMP STATION HAS

BEEN COMMISSIONED.

3. REMOVE EXISTING RETAINING WALLS AND WALK OUT STAIR

STRUCTURE AT EXISTING BASEMENT WALK OUT ACCESS TO

FACILITATE CONSTRUCTION.

A. SEE D-002 TO D-004 FOR MATERIAL AND EQUIPMENT SPECIFICATIONS NOT

CONTAINED IN REFERENCED SPECIFICATIONS.

SHEET KEY NOTES

1. FLOCCULATION TANK NUMBER 1.

2. FLOCCULATION TANK NUMBER 2.

3. SEDIMENTATION BASIN.

4. TWO STORY FILTER BUILDING. B.F.E. 460.71, F.F.E. 473.90. SEE

SPECIFICATION 133401.

5. 4'Ø MANHOLE, SEE PROFILE ON C-107.

6. 4'Ø DOGHOUSE MANHOLE, SEE PROFILE ON C-107.

7. AIR ASSISTED BACKWASH BLOWER.

8. E-ONE PUMP STATION, SEE SHEET C-502.

9. 28 LF OF TAPERED ARCHITECTURAL BLOCK RETAINING WALL.

DELEGATED ITEM.

10. CONCRETE WALKWAY. SEE DETAIL D3, SHEET C-501.

11. 10 LF OF 4'-6" TALL ARCHITECTURAL BLOCK RETAINING WALL.

DELEGATED DESIGN ITEM.

12. GRAVEL DRIVE AND PARKING AREA. COMPACTED SUBGRADE WITH

6" OF VDOT 357.

13. RAISE EXISTING 4'Ø MH BY 32 INCHES.

14. VDOT STANDARD WINGWALL WITH RIPRAP.

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WPP

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INV. (456.37)

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TOP (462.45) INV. (455.98) 12" PVC

AutoCAD SHX Text

RIM (464.30)

AutoCAD SHX Text 8" D.I.

AutoCAD SHX Text

INV. (456.90)

AutoCAD SHX Text

GATE

AutoCAD SHX Text

IN (456.55)

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12" PVC

AutoCAD SHX Text

OUT (456.30)

AutoCAD SHX Text

12" PVC

°1 2'

" W

.2 6'

IR W/CAP 9001

N=6821081.204 E=11547889.742

ELEV=463.29

x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

ONE STORY

BRICK

BUILDING

OIL TANK

METAL

SHED

POND

O D

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YARD PIPING PLAN

SCALE: 1" = 10'-0" 0 20'10'

GENERAL SHEET NOTES

SHEET KEY NOTES

1. FLOCCULATION TANK NUMBER 1.

2. FLOCCULATION TANK NUMBER 2.

3. SEDIMENTATION BASIN.

4. TWO STORY FILTER BUILDING. B.F.E. 460.71, F.F.E. 473.90.

5. EXISTING 10" DRAIN LINE TO BE DEMOLISHED.

6. EXISTING 10" BACKWASH WASTE DRAIN LINE TO BE DEMOLISHED.

7. CUT-IN 8"x6" REDUCING RUN TEE WITH MECHANICAL SLEEVES.

8. TIE INTO EXISTING 10" DRAIN WITH 10" 90° HORIZ BEND.

9. 4'Ø MANHOLE.

10. 10" SDR 26 (PS115) DRAIN LINE.

11. 4'Ø DOGHOUSE MANHOLE ON EXISTING 10" DRAIN LINE.

12. 6" SDR 26 (PS115) DRAIN LINE. CONNECT TO EXISTING BUILDING DOWNSPOUT.

13. 6" FLOOR DRAIN IN CONCRETE SLAB.

14. 6" SDR 26 (PS115) DRAIN LINE, ALIGN TO DAYLIGHT, MINIMUM SLOPE TO BE 14"

PER LF.

15. 12" DIP PIPE TO PENETRATE EXISTING FOUNDATION WALL. BLIND FLANGE

PIPE END INSIDE BUILDING 18" ABOVE FF.

16. 8" DIP PIPE TO PENETRATE FLOOR IN NEW FILTER BUILDING. EXTEND 2'

ABOVE FF AND BLIND FLANGE PIPE INSIDE BUILDING.

17. 10" DIP TO FILTER.

18. 8" FILTER EFFLUENT TO EXISTING CLEARWELL. SEE D-101 AND D-104 FOR

DETAIL.

19. 12" DIP BACKWASH DRAIN. SEE D-101 AND D-104 FOR DETAIL.

20. 8" DIP FOR FUTURE TRANSFER PUMPS.

21. NEW 8" CONDITIONED RAW WATER.

22. 6" ACTUATED PLUG VALVE FCV, BURIED.

23. EXISTING 6" CAST IRON SEWER.

24. CONNECT TO EXISTING 6" CAST IRON PIPE.

25. 6" CLEANOUT.

26. 6" PVC SDR 26 (PS115). MINIMUM SLOPE 12" PER LF.

27. E-1 PUMP STATION.

28. 1 12" PE DR 9 SANITARY FORCEMAIN.

29. TO NEW DISTRIBUTION BOX FOR NEW DRAIN FIELD. ROUTE FORCEMAIN

UNDER/BELOW ALL PIPE CROSSINGS AND IN ACCORDANCE WITH THE

SEPARATION REQUIREMENTS CONTAINED IN THE CONTRACT DOCUMENTS.

30. 12" GATE VALVE.

31. 8" GATE VALVE.

32. 12" DIP FILTER BACKWASH WASTE.

33. 4" LPA LINE.

34. 8" ELECTRIC ACTUATED PLUG VALVE FCV, BURIED.

35. 8" DIP.

36. CONNECT TO EXIST 10" DRAIN.

37. 8" STAND PIPE.

38. 8" DIP OVERFLOW.

39. 10"x8" WYE.

40. 4" DIP DRAIN LINE.

41. 4" PLUG VALVE.

42. 4" ELECTRIC ACTUATED PLUG VALVE.

43. EXIST 6" CAST IRON CLEAR WELL OVERFLOW PIPE, EXIST IE = 459.71.

DEMOLISH EXISTING OVERFLOW LINE TO FACILITATE IMPROVEMENTS AND

REPLACE WITH NEW DEDICATED 6" DIP WITH BIRD/INSECT SCREEN AT

DAYLIGHT. DAYLIGHT SHALL BE NO GREATER THAN IE = 458.00. THIS LINE

SHALL NOT BE CONNECTED TO ANY OTHER DRAIN LINE.

44. 8" SUBMERSIBLE MAG METER WITH REMOTE TRANSMITTER MOUNTED

ADJACENT TO VAULT 50" ABOVE GRADE ON STAINLESS STEEL UNISTRUT.

45. 4' DIA. MH/FLOW METER VAULT. OPEN BOTTOM WITH 12" GRAVEL FLOOR.

CAST IRON COVER.

46. 1" SADDLE TAP ON FINISHED WATER LINE.

47. 1" COPPER TYPE K.

48. TURN UP THROUGH FLOOR SLAB AT THIS LOCATION AND INSTALL REDUCED

PRESSURE PRINCIPLE BACK FLOW PREVENTER ZURN 975XL2.

49. SEE M-102 FOR CONTINUATION.

50. 4" CLEANOUT.

51. 4" SDR 26 (PS115) DRAIN LINE.

52. 30" SQ x 36" DEEP PRECAST UTILITY BOX WITH GRATING.

53. CUT IN 6"x8" INCREASER WITH MECHANICAL SLEEVES.

A. SEE D-002 TO D-004 FOR MATERIAL AND EQUIPMENT SPECIFICATIONS NOT

CONTAINED IN REFERENCED SPECIFICATIONS.

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OIL TANK

METAL

SHED

POND

SFSF

FINISHED W

ATER TO DISTRIBUTION SYSTEM

LIMITS OF DISTURBANCE

°1 2'

" W

.2 6'

IR W/CAP 9001

N=6821081.204 E=11547889.742

ELEV=463.29

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SHEET OF

SHEET TITLE

CHECKED BY:

DRAWN BY:

DATE:

PROJECT NO:

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E&S SITE PLAN

SCALE: 1" = 10'-0" 0 20'10'

GENERAL SHEET NOTES

SHEET KEY NOTES

1. FLOCCULATION TANK NUMBER 1.

2. FLOCCULATION TANK NUMBER 2.

3. SEDIMENTATION BASIN.

4. TWO STORY FILTER BUILDING. B.F.E. 460.71, F.F.E. 473.90.

5. 4'Ø MANHOLE.

6. 4'Ø DOGHOUSE MANHOLE ON EXISTING 10" DRAIN LINE.

A. SEE D-002 TO D-004 FOR MATERIAL AND EQUIPMENT SPECIFICATIONS NOT

CONTAINED IN REFERENCED SPECIFICATIONS.

SILT FENCE PER VESCH STD. & SPEC 3.05

CONSTRUCTION ENTRANCE PER VESCH STD. & SPEC

3.02

PERMANENT SEEDING PER VESCH STD. & SPEC. 3.32

(NOTE: ALL DISTURBED AREAS TO RECEIVE

PERMANENT SEEDING)

PRE-CONSTRUCTION IMPERVIOUS AREA

NEW POST-CONSTRUCTION IMPERVIOUS AREA = 650

SQ FT

EXISTING GRAVEL ROAD STABILIZATION/TOP DRESS.

4" OF #21A STONE TO PROVIDE PERMANENT

STABILIZATION.

SFSF

EROSION AND SEDIMENT

CONTROL LEGEND

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WPP

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INV. (456.37)

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TOP (462.45) INV. (455.98) 12" PVC

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RIM (464.30)

AutoCAD SHX Text 8" D.I.

AutoCAD SHX Text

INV. (456.90)

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GATE

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IN (456.55)

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12" PVC

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OUT (456.30)

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12" PVC

STD & SPEC 3.05 - SILT FENCE

DEFINITION:

A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED ACROSS AND ATTACHED TO SUPPORTING POSTS AND

ENTRENCHED.

CONDITIONS WHERE PRACTICE APPLIES:

1. BELOW DISTURBED AREAS WHERE EROSION WOULD OCCUR IN THE FORM OF SHEET AND RILL EROSION.

2. WHERE THE SIZE OF THE DRAINAGE AREA IS NO MORE THAN ONE QUARTER ACRE PER 100 FEET OF SILT FENCE LENGTH; THE MAXIMUM SLOPE LENGTH BEHIND THE BARRIER IS 100 FEET; AND THE MAXIMUM GRADIENT BEHIND THE BARRIER IS 50 PERCENT (2:1).

3. IN MINOR SWALES OR DITCH LINES WHERE THE MAXIMUM CONTRIBUTING DRAINAGE AREA IS NO GREATER THAN 1 ACRE AND FLOW IS NO

GREATER THAN 1 CFS.

4. SILT FENCE WILL NOT BE USED IN AREAS WHERE ROCK OR SOME OTHER HARD SURFACE PREVENTS THE FULL AND UNIFORM DEPTH

ANCHORING OF THE BARRIER.

PLANNING CONSIDERATIONS:

LABORATORY WORK AT THE VIRGINIA HIGHWAY AND TRANSPORTATION RESEARCH COUNCIL (VHTRC) HAS SHOWN THAT SILT FENCES CAN TRAP A MUCH HIGHER PERCENTAGE OF SUSPENDED SEDIMENTS THAN STRAW BALES, THOUGH SILT FENCE PASSES THE SEDIMENT-LADEN WATER SLOWER. SILT FENCES ARE PREFERABLE TO STRAW BARRIERS IN MANY CASES BECAUSE OF THEIR DURABILITY AND POTENTIAL COST SAVINGS.

WHILE THE FAILURE RATE OF SILT FENCES IS LOWER THAN THAT OF STRAW BARRIERS, MANY INSTANCES HAVE BEEN OBSERVED WHERE SILT FENCES ARE IMPROPERLY INSTALLED, INVITING FAILURE AND SEDIMENT LOSS. THE INSTALLATION METHODS OUTLINED HERE CAN IMPROVE

PERFORMANCE AND REDUCE FAILURES.

AS NOTED, FLOW RATE THROUGH SILT FENCE IS SIGNIFICANTLY LOWER THAN THE FLOW RATE FOR STRAW BALE BARRIERS. THIS CREATES MORE PONDING AND HENCE MORE TIME FOR SEDIMENT .TO FALL OUT. TABLE 3.05-A DEMONSTRATES THESE RELATIONSHIPS.

BOTH WOVEN AND NON-WOVEN SYNTHETIC FABRICS ARE COMMERCIALLY AVAILABLE. THE WOVEN FABRICS GENERALLY DISPLAY HIGHER STRENGTH THAN THE NON-WOVEN FABRICS AND, IN MOST CASES, DO NOT REQUIRE ANY ADDITIONAL REINFORCEMENT. WHEN TESTED UNDER ACID AND ALKALINE WATER CONDITIONS, MOST OF THE WOVEN FABRICS INCREASE IN STRENGTH, WHILE THE REACTIONS OF NON-WOVEN FABRICS TO THESE CONDITIONS ARE VARIABLE. THE SAME IS TRUE OF TESTING UNDER EXTENSIVE ULTRAVIOLET RADIATION. PERMEABILITY RATES VARY REGARDLESS OF FABRIC TYPE. WHILE ALL OF THE FABRICS DEMONSTRATE VERY HIGH FILTERING EFFICIENCIES FOR SANDY SEDIMENTS, THERE IS CONSIDERABLE VARIATION AMONG BOTH WOVEN AND NON-WOVEN FABRICS WHEN FILTERING THE FINER SILT AND CLAY PARTICLES.

DESIGN CRITERIA:

1. NO FORMAL DESIGN IS REQUIRED. AS WITH STRAW BALE BARRIERS, AN EFFORT SHOULD BE MADE TO LOCATE SILT FENCE AT LEAST 5 FEET TO

7 FEET BEYOND THE BASE OF DISTURBED SLOPES WITH GRADES GREATER THAN 7%.

CONSTRUCTION SPECIFICATIONS:

MATERIALS

1. SYNTHETIC FILTER FABRIC SHALL BE A PERVIOUS SHEET OF PROPYLENE, NYLON, POLYESTER OR ETHYLENE YARN AND SHALL BE CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS NOTED IN TABLE 3.05-B.

2. SYNTHETIC FILTER FABRIC SHALL CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF SIX MONTHS OF

EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0° F TO 120° F.

3. IF WOODEN STAKES ARE UTILIZED FOR SILT FENCE CONSTRUCTION, THEY MUST HAVE A DIAMETER OF 2 INCHES WHEN OAK IS USED AND 4

INCHES WHEN PINE IS USED. WOODEN STAKES MUST HAVE A MINIMUM LENGTH OF 5 FEET.

4. IF STEEL POSTS (STANDARD "U" OR "T" SECTION) ARE UTILIZED FOR SILT FENCE CONSTRUCTION, THEY MUST HAVE A MINIMUM WEIGHT OF 1.33

POUNDS PER LINEAR FOOT AND SHALL HAVE A MINIMUM LENGTH OF 5 FEET.

5. WIRE FENCE REINFORCEMENT FOR SILT FENCES USING STANDARD-STRENGTH FILTER CLOTH SHALL BE A MINIMUM OF 14 GAUGE AND SHALL

HAVE A MAXIMUM MESH SPACING OF 6 INCHES.

INSTALLATION:

1. THE HEIGHT OF A SILT FENCE SHALL BE A MINIMUM OF 16 INCHES ABOVE THE ORIGINAL GROUND SURFACE AND SHALL NOT EXCEED 34 INCHES

ABOVE GROUND ELEVATION.

2. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID THE USE OF JOINTS. WHEN JOINTS ARE UNAVOIDABLE, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6-INCH OVERLAP, AND

SECURELY SEALED.

3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4-INCHES WIDE AND 4-INCHES DEEP ON THE UPSLOPE SIDE OF THE PROPOSED LOCATION

OF THE MEASURE.

4. WHEN WIRE SUPPORT IS USED, STANDARD-STRENGTH FILTER CLOTH MAY BE USED. POSTS FOR THIS TYPE OF INSTALLATION SHALL BE PLACED A MAXIMUM OF 10-FEET APART (SEE PLATE 3.05-1). THE WIRE MESH FENCE MUST BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST ONE INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF TWO INCHES AND SHALL NOT EXTEND MORE THAN 34 INCHES ABOVE THE ORIGINAL GROUND SURFACE. THE STANDARD-STRENGTH FABRIC SHALL BE STAPLED OR WIRED TO THE WIRE FENCE, AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO

THE TRENCH. THE FABRIC SHALL NOT BE STAPLED TO EXISTING TREES.

5. WHEN WIRE SUPPORT IS NOT USED, EXTRA-STRENGTH FILTER CLOTH SHALL BE USED. POSTS FOR THIS TYPE OF FABRIC SHALL BE PLACED A MAXIMUM OF 6-FEET APART (SEE PLATE 3.05-2). THE FILTER FABRIC SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING ONE INCH LONG (MINIMUM) HEAVY-DUTY WIRE STAPLES OR TIE WIRES AND EIGHT INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. THIS METHOD OF INSTALLATION HAS BEEN FOUND TO BE MORE

COMMONPLACE THAN #4.

6. IF A SILT FENCE IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE MEASURE MUST BE OF SUFFICIENT LENGTH TO ELIMINATE ENDFLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AN ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE (SEE PLATE 3.05-2).

EXTRA-STRENGTH

FILTER FABRIC SHALL BE USED FOR THIS APPLICATION WITH A MAXIMUM 3-FOOT SPACING OF POSTS.

ALL OTHER INSTALLATION REQUIREMENTS NOTED IN #5 APPLY.

7. THE 4-INCH BY 4-INCH TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER FABRIC.

8. SILT FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN

PERMANENTLY STABILIZED.

TABLE 3.05-B

PHYSICAL PROPERTIES OF

FILTER FABRIC IN SIILT FENCE

PHYSICAL PROPERTY TEST REQUIREMENTS

FILTERING EFFICIENCY ASTM 5141 75% (MINIMUM)

TENSILE STRENGTH AT 20%

(MAX.) ELONGATION*

VTM-52 EXTRA STRENGTH -

50 LBS./LINEAR INCH

(MINIMUM)

STANDARD STRENGTH -

30 LBS./LINEAR INCH

(MINIMUM)

FLOW RATE ASTM 5141 0.2 GAL./SQ FT./MINUTE

(MINIMIM)

ULTRAVIOLET RADIATION

STABILITY %

ASTM-G-26 90% (MINIMUM)

* REQUIREMENTS REDUCED TO 50% AFTER SIX MONTHS OF INSTALLATION.

SOURCE: VHTRC

GENERAL REQUIREMENTS:

NO PERSON MAY ENGAGE IN ANY LAND-DISTURBING ACTIVITY UNTIL HE OR SHE HAS SUBMITTED TO THE OFFICE OF BUILDING AND ZONING FOR MADISON COUNTY AN EROSION AND SEDIMENT CONTROL PLAN FOR THE LAND-DISTURBING ACTIVITY AND SUCH PLAN HAS BEEN

APPROVED BY THE PLAN-APPROVING AUTHORITY.

PROJECT WORK WILL COMPLY WITH THE STANDARDS CONTAINED WITHIN THE "VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS," AND THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESC) AS AMENDED AND THE CHESAPEAKE BAY PRESERVATION AREA

DESIGNATION AND MANAGEMENT REGULATIONS (CBPA) AS CODIFIED (9VAC25-830).

THIS PROJECT DOES NOT INCLUDE ANY IMPACTS OR WORK WITHIN RESOURCE PROTECTION AREAS (RPAS) AS DESIGNATED BY THE CBPA/

MADISON COUNTY.

AS THIS PROJECT RESULTS IN LESS THAN 10,000 SQUARE FEET OF LAND DISTURBANCE AN E&S PERMIT IS NOT REQUIRED FROM THE COUNTY.

9VAC25-840-40. MINIMUM STANDARDS. CONTRACTOR SHALL EXECUTE WORK CONSISTENT WITH THE FOLLOWING CRITERIA, TECHNIQUES

AND METHODS:

1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE

APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.

2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES- THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.

3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHENVISE PERMANENTLY STABILIZED.

PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVAR IS ACHIEVED THAT IS UNIFORM, MATURE

ENOUGH TO SURVIVE AND WILL INHIBIT EROSIOM.

4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND-DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND

DISTURBANCE TAKES PLACE.

5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER

INSTALLATION. (NOT APPLICABLE TO THIS PROJECT SCOPE)

6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE

SERVED BY THE TRAP OR BASIN. (NOT APPLICABLE TO THIS PROJECT SCOPE)

a. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES. (NOT APPLICABLE TO HIS PROJECT SCOPE)

b. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL BE CONTROLLED BY A SEDIMENT BASIM THE MINIMUM STORAGE CAPACITY OT A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION- RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS SHALL CORRESPOND TO A BARE EATTH CONDITION OR THOSE CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED-

(NOT APPLICABLE TO THIS PROJECT SCOPE)

7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION- SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. (NOT APPLICABLE TO THIS PROJECT SCOPE)

8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE- (NOT APPLICABLE TO THIS PROJECT SCOPE)

9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. (NOT APPLICABLE

TO THIS PROJECT SCOPE)

10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT-LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHENVISE TREATED TO REMOVE SEDIMENT.

(NOT APPLICABLE TO THIS PROJECT SCOPE)

11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS CR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE

CHANNEL AND RECEIVING CHANNEL. (NOT APPLICABLE TO THIS PROJECT SCOPE)

12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. (NOT APPLICABLE TO THIS PROJECT SCOPE)

13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED- (NOT APPLICABLE TO

THIS PROJECT SCOPE)

14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL

BE MET (NOT APPLICABLE TO THIS PROJECT SCOPE)

15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. (NOT

APPLICABLE TO THIS PROJECT SCOPE)

16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER

APPLICABLE CRITERIA:

a. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME

b. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.

c. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPENY.

d. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE

STABILIZATION.

e. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THIS CHAPTER

f. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH.

17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY- SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA- STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER- THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND-DISTURBING ACTIVITIES. (NOT APPLICABLE TO THIS PROJECT SCOPE)

18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE VESCP AUTHORITY.

TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE

PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.

19. PROPERTIES AND WATENVAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA- STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS TOR NATURAL OR MAN-MADE CHANNELS: (NOT APPLICABLE TO THIS PROJECT SCOPE, LESS THAN ____ SQUARE FEET OF NEW IMPERVIOUS COVER CREATED ON PROJECT; NET REDUCTION OF _______

STT-)

CE CONSTRUCTION ENTRANCE

SCALE:

SF SILT FENCE

SCALE:

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E&S NARRATIVE

AND DETAILS

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WASHRACK

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(OPTIONAL)

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POSITIVE DRAINAGE

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TO SEDIMENT

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TRAPPING DEVICE

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VDOT #1

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COURSE AGGREGATE

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FILTER CLOTH

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REINFORCED

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CONCRETE

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12' MIN.

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EXISTING GROUND

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FILTER CLOTH

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70' MIN.

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DRAIN SPACE

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MIN.

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10' MIN.

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EXISTING

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PAVEMENT

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MOUNTABLE BERM

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(OPTIONAL)

AutoCAD SHX Text A

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10' MIN.

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EXISTING

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PAVEMENT

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STONE CONSTRUCTION ENTRANCE

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SECTION B-B

AutoCAD SHX Text 6'-7"

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SECTION A-A

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PLAN VIEW

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3" MIN.

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3" MIN.

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* MUST EXTEND FULL WIDTH

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OF INGRESS AND EGRESS

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OPERATION

AutoCAD SHX Text B

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70' MIN.

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6" MIN.

AutoCAD SHX Text A

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SIDE ELEVATION

AutoCAD SHX Text SOURCE: ADAPTED from %%u1983 Maryland Standards for Soil erosion and Sediment Control%%u, and Va. DSWC

AutoCAD SHX Text

AutoCAD SHX Text 5:1

AutoCAD SHX Text 3'

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12' MIN.

AutoCAD SHX Text Plate 3.02-1

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2. STAPLE WIRE FENCING TO THE POSTS.

AutoCAD SHX Text

4. BACKFILL AND COMPACT THE

AutoCAD SHX Text

EXCAVATED SOIL.

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EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.

AutoCAD SHX Text

(WITH WIRE SUPPORT)

AutoCAD SHX Text

CONSTRUCTION OF A SILT FENCE

AutoCAD SHX Text

3. ATTACH THE FILTER FABRIC TO THE WIRE

AutoCAD SHX Text

FENCE AND EXTEND IT INTO THE TRENCH.

AutoCAD SHX Text SOURCE: Adapted from %%uInstallation of Straw and Fabric Filter Barriers for Sediment Control%%u, AutoCAD SHX Text

FILTER FABRIC

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WIRE

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FLOW

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1. SET POSTS AND EXCAVATE A 4"X4"

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TRENCH UPSLOPE ALONG THE LINE

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FLOW

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OF POSTS.

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PLATE. 3.05-1

Sherwood & Wyant

9+75 10+00 10+25 10+50 10+75 11+00 11+25

O N

" D R

" 9 0°

H O

L 4'

Ø S

U T

L 4'

Ø S

U T

L 4'

Ø D

O G

H O

M H

O N

0" D

N L

U T

M H

T R

T O

E L

U T

PROPOSED GRADE

APPROXIMATE EXIST GRADE

10" SDR 26 (PS115) DRAIN LINE, TYP

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PROFILES

NOTES:

1. PVC EXTENSIONS SHALL NOT BE USED ON VALVE BOX INSTALLATION.

2. THE ACTUATING NUT FOR DEEPER VALVES SHALL BE EXTENDED TO A MAXIMUM

OF 30 INCHES BELOW FINISHED GRADE.

3. ADJUST TO MID-RANGE TO ALLOW FOR FUTURE BOX ADJUSTMENTS.

SET TOP OF VALVE BOX

TO FINISHED GRADE

FINISHED GRADE

RESTRAINING DEVICE

RESILIENT SEAT

M.J. GATE VALVE

SEE NOTE 2

CONCRETE COLLAR

IN UNPAVED AREAS

ADJUSTABLE CAST IRON VALVE

BOX (INSIDE SCREW TYPE) NOTE 3

BOX SHALL REST ON BEDDING ROCK

NOT ON VALVE OR PIPE, AND SHALL

BE CENTERED ON OPERATING NUT

#57 STONE BEDDING

MATERIAL, 6" BELOW

VALVE & PIPE

" M

. C

COMPACTED

BACKFILL 95%

ASTM D698

DETECTABLE TAPE

PIPE, O.D. VARIES

PIPE BEDDING

TRENCH WIDTH

FINISHED GRADE

1/6 PIPE O.D.

1/8 PIPE O.D.

4" MIN.

BACKFILL

FINISHED GRADE

COMPACTED

BACKFILL 95%

ASTM D698

DETECTABLE TAPE

PIPE, O.D. VARIES

PIPE BEDDING

TRENCH WIDTH

1/6 PIPE O.D.

1/8 PIPE O.D.

4" MIN.

(CLASS I BEDDING

MATERIAL)

BACKFILL

DIP PIPE PLASTIC PIPE

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SPECIFICATIONS:

1. PIPE BEDDING

A. PIPE BEDDING MATERIAL: THE PIPE SHALL BE BEDDED FROM THE TRENCH SUB-GRADE TO A DEPTH OF 1/8 OF THE

NOMINAL PIPE DIAMETER WITH 4 INCHES PIPE BEDDING DEPTH BEING MINIMUM, SEE TYPE 4 LAYING CONDITION DIAGRAM FOR DIP. PIPE BEDDING SHALL BE GRANULAR MATERIAL CONSISTING OF SAND, GRAVEL OR CRUSHED STONE MEETING THE REQUIREMENTS OF ASTM DESIGNATION C33, GRADATION 67 (3/4 INCH TO NO. 4).

B. FOUNDATION IN POOR SOIL: WHENEVER THE SOIL AT THE TRENCH SUB-GRADE ELEVATION IS SOFT, UNSTABLE, OR SATURATED WITH WATER, SUCH UNSUITABLE MATERIAL WILL BE REMOVED AND THE TRENCH SUB-GRADE STABILIZED WITH A GRANULAR STABILIZATION MATERIAL MAXIMUM SIZE OF GRANULAR MATERIAL SHALL BE TWO (2) INCHES. DEPTH OF STABILIZATION SHALL BE AS REQUIRED TO CONSTRUCT A FIRM SUB-GRADE FOR PIPE BEDDING

MATERIAL.

C. STONES AND ROCKS SHALL BE REMOVED AT LEAST 6 INCHES BELOW THE PIPE BOTTOM AND SELECTED FILL

BEDDING PROVIDED.

3. BACKFILL

A. ALL MATERIAL USED FOR BACKFILL OF TRENCHES SHALL BE FREE OF EXCESSIVE AMOUNTS OF DELETERIOUS

MATERIALS SUCH AS ALL ORGANIC MATTER, FROZEN CLODS AND STICKY MASSES OF CLAY AND GUMBO WHICH ARE DIFFICULT TO PROPERLY COMPACT. BACKFILL TO BE PLACED WITHIN 12 INCHES OF THE INSTALLED PIPE IN ANY DIRECTION SHALL NOT CONTAIN EARTH CLODS OR ROCK MATERIAL GREATER THAN ONE (1) INCH IN GREATEST DIMENSION. BACKFILL TO BE PLACED GREATER THAN 12 INCHES FROM THE TOP OF PIPE SHALL NOT CONTAIN EARTH CLODS OR ROCK MATERIAL GREATER THAN FOUR (4) INCHES IN GREATEST DIMENSION, MATERIAL AS SPECIFIED FOR PIPE BEDDING MAY BE SUBSTITUTED FOR BACKFILL MATERIAL DEFINED ABOVE FROM TOP OF PIPE BEDDING TO 12

INCHES ABOVE TOP OF PIPE.

B. BACKFILL SHALL BE PLACED IN ACCORDANCE WITH LAYING CONDITION TYPE 4 AS ILLUSTRATED ON THE DETAILS DRAWING. BACKFILL SHALL BE DEPOSITED IN LAYERS OF A THICKNESS THAT WILL PERMIT COMPACTION TO A

DENSITY AS SPECIFIED HEREINAFTER.

C. THE LAYERS OF MATERIAL SHALL BE COMPACTED TO A DENSITY OF AT LEAST 90 PERCENT (90%) OF THE MAXIMUM DENSITY AS DETERMINED BY THE AASHO STANDARD TEST (AASHO DESIGNATION T99) WHEREVER THE PIPE IS INSTALLED IN OPEN FIELDS OR AREAS WHICH CARRY NO VEHICULAR TRAFFIC. THE TOP PORTION OF THE BACKFILL AREAS THAT ARE TO BE RE-SODDED SHALL BE COMPOSED OF TOPSOIL AT LEAST SIX (6) INCHES IN DEPTH AND

CORRESPONDING TO THAT OF THE ADJOINING SODDED AREAS.

D. THE LAYERS OF MATERIAL SHALL BE COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (95%) OF THE MAXIMUM DENSITY AS DETERMINED BY THE AASHO STANDARD TEST (AASHO DESIGNATION T99) FOR ALL PIPE PLACED WITHIN 10 LINEAR FEET OF A ANY ROADWAY AND UNDER ALL PAVEMENTS AND INDICATED FUTURE PAVEMENTS. PAVEMENT SHALL NOT BE RESTORED OVER TRENCHES UNTIL THE BACKFILL MATERIAL HAS BEEN TESTED AND DETERMINED AS

SATISFACTORY ACCORDING TO PROJECT TESTING REQUIREMENTS.

E. REMOVE AND DISPOSE OF ANY MATERIAL NOT USED FOR BACKFILL.

F. BACKFILL MATERIALS SHALL BE PLACED EVENLY ADJACENT TO PIPING TO REQUIRED ELEVATIONS.

G. EXISTING PAVEMENT WHICH HAS BEEN CUT, DAMAGED, OR REMOVED DURING CONSTRUCTION SHALL BE RESTORED

TO EQUAL OR BETTER THAN ORIGINAL CONDITIONS. CONTRACTOR SHALL SAW CUT PERIMETER OF PATCH AND EXCAVATE EXISTING PAVEMENT SECTION TO SOUND BASE. RE-COMPACT NEW SUBGRADE, EXCAVATE TRIANGULAR PATCHES EXTENDING 12 INCHES INTO EXISTING SOUND PAVEMENT, TRACK COAT FACES OF PAVEMENT, AND ALLOW TO CURE PRIOR TO PAVEMENT. FILL EXCAVATIONS WITH DENSE GRADED HOT MIX ASPHALT MATCHING EXISTING

PAVEMENT DEPTHS.

4. PIPE SHALL BE LAID TO A TRUE, UNIFORM LINE AND GRADE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING PIPELINE ALIGNMENT AS INDICATED ON THE DRAWINGS. DISTANCES SHALL BE

MEASURED WITH A STEEL TAPE.

5. ALL PIPE SHALL HAVE METALLIC BLUE WARNING TAPE IMPRINTED WITH THE LEGEND "CAUTION· WATERLINE BELOW'

INSTALLED APPROXIMATELY 12" ABOVE THE TOP OF THE PIPE.

6. SEPARATION OF WATER AND SEWER LINES

A. PARALLEL INSTALLATION:

1. NORMAL CONDITIONS: WATER LINES SHALL BE AT LEAST 10 FEET HORIZONTALLY FROM A SEWER OR SEWER MANHOLE

WHENEVER POSSIBLE, AND THE DISTANCE SHALL BE MEASURED EDGE TO EDGE.

2. UNUSUAL CONDITIONS: WHEN LOCAL CONDITIONS PREVENT A HORIZONTAL SEPARATION OF AT LEAST 10 FEET, THE

WATER LINE MAY BE CLOSER TO A SEWER OR SEWER MANHOLE PROVIDED THAT:

a. THE BOTTOM OF THE WATER LINE IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER.

b. WHERE THIS VERTICAL SEPARATION CANNOT BE OBTAINED, THE SEWER SHALL BE CONSTRUCTED OF

AWWA APPROVED WATER PIPE PRESSURE-TESTED IN PLACE TO 50 PSI WITHOUT LEAKAGE PRIOR TO BACKFILLING. THE SEWER MANHOLE SHALL BE OF WATERTIGHT CONSTRUCTION AND TESTED IN PLACE.

B. CROSSINGS:

1. NORMAL CONDITIONS: WATER LINES CROSSING OVER SEWERS SHALL BE AT LEAST 18 INCHES BETWEEN THE

BOTTOM OF THE WATER LINE AND THE TOP OF THE SEWER.

2. UNUSUAL CONDITIONS: WHEN LOCAL CONDITIONS PREVENT A VERTICAL SEPARATION DESCRIBED IN CROSSING, NORMAL CONDITIONS, PARAGRAPH ABOVE, THE FOLLOWING CONSTRUCTION SHALL BE USED:

a. SEWERS PASSING OVER OR UNDER WATER LINES SHALL BE CONSTRUCTED OF THE MATERIALS

DESCRIBED IN PARALLEL INSTALLATION, UNUSUAL CONDITIONS, PARAGRAPH ABOVE.

b. WATER LINES PASSING UNDER SEWERS SHALL, IN ADDITION, BE PROTECTED BY PROVIDING:

i) A VERTICAL SEPARATION OF AT LEAST 18 INCHES BETWEEN THE BOTTOM OF THE SEWER AND THE

TOP OF THE WATER LINE.

ii) ADEQUATE STRUCTURE SUPPORT FOR THE SEWERS TO PREVENT EXCESSIVE DEFLECTION OF THE

JOINTS AND SETTLING ON THE WATER LINE.

ii) THAT THE LENGTH OF THE WATER LINE BE CENTERED AT THE POINT OF THE CROSSING SO THAT

JOINTS SHALL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE SEWER.

iv) WATER LINES SHALL NOT BE INSTALLED TO PASS THROUGH SEWER MANHOLES.

11. PRESSURE/LEAKAGE TESTING

A. ALL PRESSURE PIPELINES SHALL BE THOROUGHLY BLOWN OUT UNDER PRESSURE AND CLEANED OF FOREIGN

MATTER BEFORE TESTING. CARE SHALL BE TAKEN TO PREVENT PIPE COMPOUND, SCALE, AND OTHER

OBJECTIONABLE MATTER FROM ENTERING THE PIPING SYSTEMS.

B. ALL NEW WATER LINES SHALL BE PRESSURE TESTED IN ACCORDANCE WITH ANSI/AWWA C600.

C. WATERLINES SHALL BE FILLED WITH CLEAN WATER AND SUBJECTED TO A HYDROSTATIC PRESSURE OF 150 PSI, MEASURED AT THE HIGHEST POINT ALONG THE TEST SECTION, FOR A PERIOD OF 2HOURS.

D. THE TEST PRESSURE SHALL NOT VARY BY MORE THAN +/- 5 PSI FOR THE DURATION OF THE TEST. THE MAXIMUM

ALLOWABLE LEAKAGE IN GALLONS SHALL BE BASED ON THE FOLLOWING AWWA C600-05 FORMULA: L =

SD(P^1/2)/148,000.

E. ALL TEMPORARY PIPING, TEST EQUIPMENT, AND BLOCKING SHALL BE PROVIDED BY THE CONTRACTOR.

12. DISINFECTION

A. PRIOR TO DISINFECTION, THE PIPE SHALL BE FLUSHED AT A MINIMUM VELOCITY OF 3 FT/SEC WITH POTABLE WATER.

B. THE POTABLE WATER SYSTEM SHALL BE DISINFECTED IN ACCORDANCE WITH AWWA C651-14, USING A WATER

SOLUTION OF CALCIUM HYPOCHLORITE OR SODIUM HYPOCHLORITE. A TAP SHALL BE MADE INTO THE WATER SYSTEM AT THE POINT WHERE THE SYSTEM TO BE DISINFECTED CONNECTS WITH THE EXISTING WATER SYSTEM OR OTHER APPROVED SOURCE OF WATER. THE CHLORINE-WATER SOLUTION SHALL BE PUMPED INTO THE PIPELINE. AN AMOUNT OF CALCIUM HYPOCHLORITE OR SODIUM HYPOCHLORITE SOLUTION SUFFICIENT TO PROVIDE A CONCENTRATION OF NOT LESS THAN 50 MG/L OF AVAILABLE CHLORINE IN THE WATER SYSTEM SHALL BE ADDED.

C. WHILE THE CHLORINE-WATER SOLUTION IS BEING ADDED, VALVES SHALL BE MANIPULATED. THE SOLUTION SHALL BE ADDED UNTIL THE ENTIRE SYSTEM IS FILLED. THE CHLORINATED WATER SHALL REMAIN IN THE MAIN FOR AT LEAST 24 HOURS, DURING WHICH TIME ALL VALVES AND HYDRANTS IN THE SYSTEM SHALL BE OPERATED IN ORDER TO DISINFECT THE APPURTENANCES. AT THE END OF THE 24-HOUR PERIOD, THE TREATED WATER THROUGHOUT THE

SYSTEM SHALL CONTAIN NOT LESS THAN 10 MG/L AVAILABLE CHLORINE.

D. AT THE END OF THE RETENTION PERIOD, THE WATER SHALL BE FLUSHED FROM THE SYSTEM UNTIL THE CHLORINE CONCENTRATION IN WATER LEAVING THE SYSTEM IS NO HIGHER THAN GENERALLY PREVAILING IN THE SYSTEM; IN NO CASE SHALL THE CHLORINE CONCENTRATION EXCEED 1.0 MG/L CHLORINE RESIDUAL SHALL BE DETERMINED TO ENSURE THAT THE HEAVILY CHLORINATED WATER HAS BEEN REMOVED FROM THE SYSTEM. CARE SHALL BE TAKEN THAT THE DISCHARGE OF CHLORINATED WATER FROM THE SYSTEM DOES NOT ENDANGER PLANT AND ANIMAL LIFE.

E. TWO (2) SAMPLES FOR BACTERIOLOGICAL ANALYSIS TAKEN AT MINIMUM 16 HOURS APART SHALL BE TAKEN FROM EACH 1,200 FOOT SECTION OF WATER MAIN (AS APPROPRIATE). SAMPLE SHALL INDICATE THE ABSENCE OF BACTERIA

PRIOR TO PLACING THE FACILITIES IN SERVICE.

F. IF THE INITIAL DISINFECTION FAILS TO PRODUCE SATISFACTORY SAMPLES, DISINFECTION SHALL BE REPEATED UNTIL

SATISFACTORY SAMPLES HAVE BEEN OBTAINED.

D1 DIP PIPE BEDDING DETAIL

N.T.S.

D2 GATE VALVE AND BOX DETAIL

N.T.S.

W N

O F

N W

P R

C T

Y M

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, V

TCS2231

MAY 2, 2023

MCT

CRLM

C-501 8 39

DETAILS

Ø 29.5"

" D

C H

" C

R O

C H

GRADE MUST SLOPE

AWAY FROM STATION

" I N

" I

R T

DISCHARGE: 1¼"

FEMALE SOCKET

ELECTRICAL QUICK

DISCONNECT (EQD)

GASKETED LID, HDPE

E/ONE EQUALIZER

STRAIN RELIEF

CORD CONNECTOR

PROTECTIVE CABLE

SHROUD (HDPE)

POWER / ALARM CABLE

CONDUCTOR W/ GND

INLET PVC FLANGE TO

ACCEPT 6" SDR 26 PVC

PIPE

" I N

" 4

" 3

" 2

ALARM

OFF

DUAL WALL

CORRUGATED TANK

1¼" FLEXIBLE PVC

DISCHARGE LINE

QUICK DISCONNECT

ASSEMBLY, PVC

SLIDE FACE

DISCHARGE 1¼"

FEMALE SOCKET

CHECK VALVE

(NORYL)

ANTI-SIPHON

VALVE (NORYL)

SEMI-POSITIVE

DISPLACEMENT TYPE

PUMP DIRECTLY DRIVE

BY A 1 HP MOTOR

" D

C H

6" CLASS I ANGULAR CRUSHED BASE.

BACKFILL AROUND WETWELL TO

FINISHED GRADE WITH SAME MATERIAL.

SHEET OF

SHEET TITLE

CHECKED BY:

DRAWN BY:

DATE:

PROJECT NO:

K D

O W

R O

1_ M

C D

-R

-M

C O

W G

/5 /2

D S

6/ 5/

D1 E-1 GRINDER PUMP STATION

N.T.S.

A. GRINDER PUMP STATION(S):

1. PUMP: EACH PUMP SHALL BE A DESIGNED, INTEGRAL, VERTICAL ROTOR, MOTOR DRIVEN,

SOLIDS HANDLING PUMP OF THE PROGRESSING CAVITY TYPE WITH A SINGLE MECHANICAL

SEAL. DOUBLE RADIAL O-RING SEALS ARE REQUIRED AT ALL CASTING JOINTS TO MINIMIZE

CORROSION AND CREATE A PROTECTIVE BARRIER. ALL PUMP CASTINGS SHALL BE CAST

IRON, FULLY EPOXY COATED TO 8-10 MIL NOMINAL DRY THICKNESS, WET APPLIED. THE

ROTOR SHALL BE THROUGH-HARDENED, HIGHLY POLISHED, PRECIPITATION HARDENED

STAINLESS STEEL. THE STATOR SHALL BE OF A SPECIFICALLY COMPOUNDED ETHYLENE

PROPYLENE SYNTHETIC ELASTOMER. THIS MATERIAL SHALL BE SUITABLE FOR DOMESTIC

WASTEWATER SERVICE. ITS PHYSICAL PROPERTIES SHALL INCLUDE HIGH TEAR AND

ABRASION RESISTANCE, GREASE RESISTANCE, WATER AND DETERGENT RESISTANCE,

TEMPERATURE STABILITY, EXCELLENT AGING PROPERTIES, AND OUTSTANDING WEAR

RESISTANCE. BUNA-N IS NOT ACCEPTABLE AS A STATOR MATERIAL.

2. OPERATING CONDITIONS: EACH PUMP SHALL BE CAPABLE OF DELIVERING 15 GPM AGAINST A TOTAL DYNAMIC HEAD OF 0 FEET, 11 GPM AGAINST A TOTAL DYNAMIC HEAD OF 92 FEET, AND

7.8 GPM AGAINST A TOTAL DYNAMIC HEAD OF 185 FEET. EACH PUMP MUST ALSO BE CAPABLE

OF OPERATING AT NEGATIVE TOTAL DYNAMIC HEAD WITHOUT OVERLOADING THE MOTOR.

UNDER NO CONDITIONS SHALL IN-LINE PIPING OR VALVING BE ALLOWED TO CREATE A FALSE

APPARENT HEAD.

3. GRINDER: THE GRINDER SHALL BE PLACED IMMEDIATELY BELOW THE PUMPING ELEMENTS

AND SHALL BE DIRECT-DRIVEN BY A SINGLE, ONE-PIECE MOTOR SHAFT. THE GRINDER

IMPELLER (CUTTER WHEEL) ASSEMBLY SHALL BE SECURELY FASTENED TO THE PUMP MOTOR

SHAFT BY MEANS OF A THREADED CONNECTION ATTACHING THE GRINDER IMPELLER TO THE

MOTOR SHAFT. ATTACHMENT BY MEANS OF PINS OR KEYS WILL NOT BE ACCEPTABLE. THE

GRINDER IMPELLER SHALL BE A ONE-PIECE, 4140 CUTTER WHEEL OF THE ROTATING TYPE

WITH INDUCTIVELY HARDENED CUTTER TEETH. THE CUTTER TEETH SHALL BE INDUCTIVELY

HARDENED TO ROCKWELL 50 - 60C FOR ABRASION RESISTANCE. THE SHREDDER RING SHALL

BE OF THE STATIONARY TYPE AND THE MATERIAL SHALL BE WHITE CAST IRON. THE TEETH

SHALL BE GROUND INTO THE MATERIAL TO ACHIEVE EFFECTIVE GRINDING. THE SHREDDER

RING SHALL HAVE A STAGGERED TOOTH PATTERN WITH ONLY ONE EDGE ENGAGED AT A

TIME, MAXIMIZING THE CUTTING TORQUE. THE ASSEMBLY SHALL BE DYNAMICALLY

BALANCED AND OPERATE WITHOUT OBJECTIONABLE NOISE OR VIBRATION OVER THE ENTIRE

RANGE OF RECOMMENDED OPERATING PRESSURES. THE GRINDER SHALL BE CONSTRUCTED

TO MINIMIZE CLOGGING AND JAMMING UNDER ALL NORMAL OPERATING CONDITIONS

INCLUDING STARTING. SUFFICIENT VORTEX ACTION SHALL BE CREATED TO SCOUR THE TANK

FREE OF DEPOSITS OR SLUDGE BANKS WHICH WOULD IMPAIR THE OPERATION OF THE PUMP.

THESE REQUIREMENTS SHALL BE ACCOMPLISHED BY THE FOLLOWING, IN CONJUNCTION

WITH THE PUMP:

a. THE GRINDER SHALL BE POSITIONED IN SUCH A WAY THAT SOLIDS ARE FED IN AN

UPWARD FLOW DIRECTION.

b. THE MAXIMUM FLOW RATE THROUGH THE CUTTING MECHANISM MUST NOT EXCEED 4

FEET PER SECOND.

c. THE INLET SHROUD SHALL HAVE A DIAMETER OF NO LESS THAN 5 INCHES. INLET

SHROUDS THAT ARE LESS THAN 5 INCHES IN DIAMETER WILL NOT BE ACCEPTED DUE TO

THEIR INABILITY TO MAINTAIN THE SPECIFIED 4 FEET PER SECOND MAXIMUM INLET

VELOCITY WHICH BY DESIGN PREVENTS UNNECESSARY JAMMING OF THE CUTTER

MECHANISM AND MINIMIZES BLINDING OF THE PUMP BY LARGE OBJECTS THAT BLOCK

THE INLET SHROUD.

d. THE IMPELLER MECHANISM MUST ROTATE AT A NOMINAL SPEED OF NO GREATER THAN

1800 RPM.

THE GRINDER SHALL BE CAPABLE OF REDUCING ALL COMPONENTS IN NORMAL DOMESTIC

SEWAGE, INCLUDING A REASONABLE AMOUNT OF “FOREIGN OBJECTS,” SUCH AS PAPER,

WOOD, PLASTIC, GLASS, WIPES, RUBBER AND THE LIKE, TO FINELY-DIVIDED PARTICLES WHICH

WILL PASS FREELY THROUGH THE PASSAGES OF THE PUMP AND THE 1-1/4" DIAMETER

STAINLESS STEEL DISCHARGE PIPING.

4. ELECTRIC MOTOR: THE MOTOR SHALL BE A 1 HP, 1725 RPM, 208 VOLT 60 HERTZ, 1 PHASE, CAPACITOR START, BALL BEARING, AIR-COOLED INDUCTION TYPE WITH CLASS F INSULATION, LOW STARTING CURRENT NOT TO EXCEED 30 AMPERES AND HIGH STARTING TORQUE OF 8.4

FOOT POUNDS. THE MOTOR SHALL BE PRESS-FIT INTO THE CASTING FOR BETTER HEAT

TRANSFER AND LONGER WINDING LIFE. INHERENT PROTECTION AGAINST RUNNING

OVERLOADS OR LOCKED ROTOR CONDITIONS FOR THE PUMP MOTOR SHALL BE PROVIDED BY

THE USE OF AN AUTOMATIC-RESET, INTEGRAL THERMAL OVERLOAD PROTECTOR

INCORPORATED INTO THE MOTOR. THE MOTOR PROTECTOR SHALL BE SPECIFICALLY

INVESTIGATED AND LISTED BY UNDERWRITERS LABORATORIES INC. FOR THE APPLICATION.

NON-CAPACITOR START MOTORS OR PERMANENT SPLIT CAPACITOR MOTORS WILL NOT BE

ACCEPTED BECAUSE OF THEIR REDUCED STARTING TORQUE AND CONSEQUENT DIMINISHED

GRINDING CAPABILITY. THE WET PORTION OF THE MOTOR ARMATURE MUST BE 300 SERIES

STAINLESS STEEL. TO REDUCE THE POTENTIAL OF ENVIRONMENTAL CONCERNS, THE

EXPENSE OF HANDLING AND DISPOSING OF OIL, AND THE ASSOCIATED MAINTENANCE COSTS,

OIL-FILLED MOTORS WILL NOT BE ACCEPTED. PUMP OPERATION DURING INSTANCES OF

POTENTIALLY DAMAGING HIGH CURRENT OR LOW VOLTAGE CONDITIONS SHALL BE INHIBITED

BY AN IN-PUMP ELECTRICAL MONITORING SYSTEM THAT HAS BEEN INVESTIGATED AND

LISTED BY UNDERWRITERS LABORATORIES INC. FOR THE APPLICATION. MOTOR START SHALL

BE CONTROLLED BY A DC DRIVEN ELECTROMECHANICAL RELAY INTEGRATED WITHIN THE

CONTROL COMPARTMENT OF THE PUMP. ELECTRICAL MONITORING SHALL ENSURE THE

RELAY OPERATES RELIABLY. AC MECHANICAL CONTACTORS FOR MOTOR START ARE

SUSCEPTIBLE TO DAMAGE FROM SHORT CYCLING AND WILL NOT BE ACCEPTED.

5. MECHANICAL SEAL: THE PUMP/CORE SHALL BE PROVIDED WITH A MECHANICAL SHAFT SEAL

TO PREVENT LEAKAGE BETWEEN THE MOTOR AND PUMP. THE SEAL SHALL HAVE A

STATIONARY CERAMIC SEAT AND CARBON ROTATING SURFACE WITH FACES PRECISION

LAPPED AND HELD IN POSITION BY A STAINLESS STEEL SPRING.

6. TANK: HIGH DENSITY POLYETHYLENE CONSTRUCTION (HDPE). THE TANK SHALL BE A

WETWELL DESIGN MADE OF HIGH DENSITY POLYETHYLENE OF A GRADE SELECTED FOR

ENVIRONMENTAL STRESS CRACKING RESISTANCE. CORRUGATED SECTIONS ARE TO BE MADE

OF A DOUBLE WALL CONSTRUCTION WITH THE INTERNAL WALL BEING GENERALLY SMOOTH

TO PROMOTE SCOURING. CORRUGATIONS OF THE OUTSIDE WALL ARE TO BE OF A MINIMUM

AMPLITUDE OF 1-1/2" TO PROVIDE NECESSARY TRANSVERSE STIFFNESS. ANY INCIDENTAL

SECTIONS OF A SINGLE WALL CONSTRUCTION ARE TO BE A MINIMUM .250 INCH THICK. ALL

SEAMS CREATED DURING TANK CONSTRUCTION ARE TO BE THERMALLY WELDED AND

FACTORY TESTED FOR LEAK TIGHTNESS. TANK WALL AND BOTTOM MUST WITHSTAND THE

PRESSURE EXERTED BY SATURATED SOIL LOADING AT MAXIMUM BURIAL DEPTH. ALL STATION

COMPONENTS MUST FUNCTION NORMALLY WHEN EXPOSED TO MAXIMUM EXTERNAL SOIL

AND HYDROSTATIC PRESSURE.

THE TANK SHALL BE FURNISHED WITH A FACTORY INSTALLED PVC INLET FLANGE TO ACCEPT A

4.50" OD (4" DWV OR SCH 40) INLET PIPE AND OTHER CONNECTIONS AS SHOWN IN THE

CONTRACT DRAWINGS. THE TANK SHALL INCLUDE A LOCKABLE COVER ASSEMBLY PROVIDING

LOW PROFILE MOUNTING AND WATERTIGHT CAPABILITY. THE COVER SHALL BE HIGH DENSITY

POLYETHYLENE, GREEN IN COLOR, WITH A LOAD RATING OF 150 LBS PER SQUARE FOOT. THE

COVER ASSEMBLY SHALL ALSO INCLUDE AN INTEGRAL 2-INCH VENT TO PREVENT SEWAGE

GASES FROM ACCUMULATING IN THE TANK. THE ACCESSWAY DESIGN AND CONSTRUCTION

SHALL FACILITATE FIELD ADJUSTMENT OF STATION HEIGHT IN INCREMENTS OF 3" OR LESS

WITHOUT THE USE OF ANY ADHESIVES OR SEALANTS REQUIRING CURE TIME BEFORE

INSTALLATION CAN BE COMPLETED.

THE POWER AND CONTROL CABLE SHALL CONNECT TO THE PUMP BY MEANS OF THE

PROVIDED NEMA 6P ELECTRICAL QUICK DISCONNECT (EQD) AND SHALL ENTER THE TANK

THROUGH A FACTORY INSTALLED WATERTIGHT STRAIN RELIEF CONNECTOR. AN ELECTRICAL

JUNCTION BOX SHALL NOT BE PERMITTED IN THE TANK.

TANK HEIGHTS SHALL BE AS SHOWN ON THE CONTRACT DRAWINGS. THE STATION SHALL HAVE

ALL NECESSARY PENETRATIONS FACTORY SEALED AND TESTED. NO FIELD PENETRATIONS

SHALL BE ACCEPTABLE.

7. DISCHARGE HOSE AND DISCONNECT/VALVE: ALL DISCHARGE FITTINGS AND PIPING SHALL BE

CONSTRUCTED OF POLYPROPYLENE, EPDM OR PVC. THE DISCHARGE HOSE ASSEMBLY

SHALL INCLUDE A SHUT-OFF VALVE RATED FOR 200 PSI WOG AND A QUICK DISCONNECT

FEATURE TO SIMPLIFY INSTALLATION AND PUMP REMOVAL. THE BULKHEAD PENETRATION

SHALL BE FACTORY INSTALLED AND WARRANTED BY THE MANUFACTURER TO BE

WATERTIGHT.

8. ELECTRICAL QUICK DISCONNECT: THE GRINDER PUMP CORE SHALL INCLUDE A

FACTORY-INSTALLED NEMA 6P ELECTRICAL QUICK DISCONNECT (EQD) FOR ALL POWER AND

CONTROL FUNCTIONS. THE EQD WILL BE SUPPLIED WITH 32', 25' OF USEABLE, ELECTRICAL

SUPPLY CABLE (ESC) TO CONNECT TO THE ALARM PANEL. THE EQD SHALL REQUIRE NO

TOOLS FOR ASSEMBLY, SEAL AGAINST WATER BEFORE THE ELECTRICAL CONNECTION IS

MADE, AND INCLUDE RADIAL SEALS TO ASSURE A WATERTIGHT SEAL REGARDLESS OF

TIGHTENING TORQUE. PLUG-TYPE CONNECTIONS OF THE POWER CABLE ONTO THE PUMP

HOUSING WILL NOT BE ACCEPTABLE DUE TO THE POTENTIAL FOR LEAKS AND ELECTRICAL

SHORTS. JUNCTION BOXES ARE NOT ACCEPTABLE DUE TO THE LARGE NUMBER OF

POTENTIAL LEAK POINTS. THE EQD SHALL BE SO DESIGNED TO BE CONDUCIVE TO FIELD

WIRING AS REQUIRED.

9. CHECK VALVE: THE PUMP DISCHARGE SHALL BE EQUIPPED WITH A FACTORY INSTALLED,

GRAVITY…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Apr 2, 2024.