Daytona_Beach_Lift_Station_53_100p_Drawings_8-22-25_(1).pdf

PDF 14 MB Posted Dec 2, 2025

Attached to: 2603ITB - Lift Station #53 Improvements
Solicitation number: 2603ITB
Issued by: Volusia County, Florida

About this file

Written by GovTribe AI · Jan 6, 2026

This is a construction design document package for the City of Daytona Beach Lift Station #53 Replacement project located at 1317 Avenue D in Ormond Beach, Florida. The project involves complete demolition and reconstruction of an existing wastewater lift station with installation of two Flygt submersible pumps, an 8.0-foot diameter concrete wet well, and approximately 19,500 linear feet of new 6-inch PVC and 8-inch HDPE force main piping across four roadways (Avenue D, Pine Drive, Avenue C, and Palm Street). The drawings are preliminary 100 percent design documents dated August 2025 prepared by Halff Associates (engineer), Wekiva Engineering (structural), and Electrical Design Associates (electrical). Site improvements include roadway restoration per Volusia County standards, retaining wall construction with guard rails, grading and drainage work, and environmental controls including silt fencing and erosion protection measures. The non-mandatory pre-bid conference is scheduled for December 19, 2025, with a question submission deadline of January 8, 2026, and bid proposals due January 15, 2026, at 2:00 p.m. through the City's OpenGov procurement platform. The contract term is three years from City Commission approval with options to renew for two additional one-year terms.

The project requires contractors to hold an active Florida General Contractor license with a minimum of five years of experience and comply with comprehensive specifications including bypass pumping operations to maintain continuous lift station service during construction, FDEP permit requirements, and detailed construction documentation and testing. Bidders must provide a 10 percent bid bond with performance and payment bonds required if the contract exceeds $100,000. The solicitation specifies local vendor preference evaluation, with non-local vendors subject to best and final offer requirements if within 10 percent of the lowest local bid. The project requires integration with existing wastewater infrastructure and adherence to Volusia County development standards, Florida Department of Transportation specifications, and Florida Department of Environmental Protection regulations, with coordination required for utility locating, traffic control, maintenance of traffic plans, and inspections by county development engineering. No specific budget is disclosed in the available documents.

View the file

Other files

File	Type	Posted
Existing_LS_53_sewer.pdf	PDF	Jan 2, 2026
2603ITB_-_Lift_Station_#53_Improvements_(Addendum_#1_Revision).pdf	PDF	Dec 19, 2025
2603ITB_-_Lift_Station_#53_Improvements.pdf	PDF	Dec 11, 2025
Daytona_Beach_Lift_Station_53_100p_Specifications_8-22-25.pdf	PDF	Dec 2, 2025
Daytona_Beach_Lift_Station_53_100p_Drawings_8-22-25_(1).pdf	PDF	Dec 2, 2025

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V I C I N I T Y M A P

NOT TO SCALE

A U

G U

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0% P

R E

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T (N

O T

C O

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PROJECT AREA

MAYOR

DISTRICT 5

DANNETTE HENRY

DISTRICT 6

PAULA R. REED

DISTRICT 2

DISTRICT 4

DERRICK L. HENRY

KEN STRICKLAND

STACY CANTU

DISTRICT 1

DISTRICT 3

MONICA PARIS

QUANITA MAY

OWNER/DEVELOPER:

ENGINEER/SURVEYOR:

ELECTRICAL:

Call 811 or www.sunshine 811.com two full business days before digging to have utilities located and marked.

Check positive response codes before you dig!

CITY OF DAYTONA BEACH

125 BASIN STREET, SUITE 204

DAYTONA BEACH, FL 32114

SHANNON PONITZ, UTILITIES DIRECTOR

(386) 671-8824

PONITZSHANNON@CODB.US

UTILITIES DIRECTOR

SHANNON PONITZ

CITY CLERK

LETITIA LAMAGNA

CITY MANAGER

DERIC C. FEACHER

HALFF ASSOCIATES, INC.

902 N SINCLAIR AVENUE

TAVARES, FL 32778

ROBERT A. ERN, PE

(352) 343-8481

RERN@HALFF.COM

FOR

CONSTRUCTION PLANS

LIFT STATION 53

REPLACEMENT

SECTION 29 TOWNSHIP 14S RANGE 32E

INDEX OF SHEETS

01 COVER SHEET

G-1 KEY MAP

G-2 GENERAL NOTES

G-3-5 DETAILS

C-1 EXISTING LIFT STATION DEMOLITION

C-2 PROPOSED LIFT STATION SITE PLAN

C-3 GRADING PLAN

C-4 MANHOLE CONVERSION

C-5 FORCE MAIN PLAN VIEW

C-6 FORCE MAIN PLAN VIEW

C-7 FORCE MAIN PROFILE VIEW AND MISC. CROSS SECTIONS

M-1 LIFT STATION PLAN VIEW

M-2 LIFT STATION SECTION VIEW

S-01 STRUCTURAL NOTES, ABB., AND SYMBOLS

S-02 LIFT STATION STRUCTURAL PLAN, SECTION

S-03 CIP RETAINING WALL PLAN AND DETAIL

S-04 STRUCTURAL DETAILS

E-1 ELECTRICAL NOTES, SYMBOLS & ABBREVIATIONS

E-2 LIFT STATION 53 ELECTRICAL DEMOLITION PLAN

E-3 LIFT STATION 53 ELECTRICAL SITE PLAN

E-4 SINGLE LINE DIAGRAM

E-5 EQUIPMENT RACK ELEVATION

E-6 LIFT STATION 53 ELECTRICAL PLAN

E-7 ELECTRICAL DETAILS 1

E-8 ELECTRICAL DETAILS 2

0 1 2 3 4 5

(INCHES)

ORIGINAL DOCUMENT SIZE 24"x36"

902 North Sinclair Ave.

Certificate of Authorization Number: 33380

Fax: 352.343.8495 Office: 352.343.8481

Tavares, Florida 32778

STRUCTURAL:

WEKIVA ENGINEERING

1320 WILFRED DRIVE

ORLANDO, FL 32803

DAVID MORRIS, PE

(407) 219-4454

DAVID@WEKIVAENGINEERING.COM

ELECTRICAL DESIGN ASSOCIATES

6965 PIAZZA GRANDE AVE, SUITE 311

ORLANDO, FL 32835

MICHAEL CAHILL, PE

(407) 745-6504

MCAHILL@GOEDA.COM

1 2 3 4 5 6 7 8

044787.001

R E

D A

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

N o rt h

S in cl ai r A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

K E

Y M

A P

044787.001 FM &

BORE PROFILES.DWG

SHEET C-5 PANEL A

S H

E E

T C

-5 P

A N

E L

SHEET C-5 PANEL C SHEET C-6 PANEL A

SHEET C-6 PANEL B

SHEET C-6 PANEL C

060 60 120

LIFT STATION SITE

(SEE SHEET C-2)

SITE ADDRESS:

1317 AVENUE D

ORMOND BEACH

FL 32174

S H

E E

T C

-2

AVENUE D

AVENUE E

E D

AVENUE B

AVENUE C

P A

FLEMING AVE

O M

E B

LVD

Sheet G-1

-2

P R

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AUGUST 2025

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

Y O

F D

A Y

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P R

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

ROBERT A. ERN, PE

Registered Eng 54013

-2

P R

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Y O

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Sheet G-2

G E

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UTILITY CONSTRUCTION NOTES (DEP):

044787.001 Lift Station

53 - Construction Plan

NOTE:

CONTRACTOR TO FIELD LOCATE EXISTING UTILITIES PRIOR TO CONSTRUCTION.

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AUGUST 2025

1. NOTIFY VOLUSIA COUNTY DEVELOPMENT ENGINEERING DIVISION AT (386) 736-5926 A MINIMUM OF 24 HOURS PRIOR TO THE START OF CONSTRUCTION. FAILURE OF THE PERMITTEE TO OBTAIN THE APPROPRIATE INSPECTIONS PRIOR TO PROCEEDING WITH WORK SHALL NOT RELIEVE THE PERMITEE FROM REEXCAVATION OR OTHER MEASURES NECESSARY FOR THE INSPECTION OF

WORK.

2. VOLUSIA COUNTY TRAFFIC ENGINEERING (386) 736-5968 IS NOT A MEMBER OF SUNSHINE ONE CALL. PLEASE CONTACT VCTE AT (386) 736-5968 A MINIMUM OF TWO (2) BUSINESS DAYS PRIOR TO

THE BEGINNING OF THE PROPOSED WORK TO REQUEST LOCATES.

3. COORDINATION WITH VOLUSIA COUNTY ENGINEERING'S INSPECTOR JIM PRICE AT (386) 561-8666 IS REQUIRED WITH A MINIMUM ADVANCED NOTICE OF SEVEN (7) DAYS PRIOR TO ANY SIDEWALK, LANE OR ROAD CLOSURE (INCLUDING FLAGGING OPERATIONS).

4. OPERATIONS WITHIN THE COUNTY RIGHT-OF-WAY SHALL NORMALLY BE CONDUCTED 7:00 A.M. TO 7:00 P.M., MONDAY THROUGH FRIDAY. ANY DEVIATION FROM THESE HOURS REQUIRES PRIOR APPROVAL FROM THE COUNTY DEVELOPMENT ENGINEER. EMERGENCY REPAIRS ARE EXCLUDED FROM THIS TIME RESTRICTION.

5. ALL EXISTING SIDEWALKS WITHIN COUNTY RIGHT-OF-WAY SHALL EITHER REMAIN OPEN OR BE PROVIDED A TEMPORARY WALKWAY IN ACCORDANCE WITH THE CURRENT VERSION OF FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD INDEX NO. 660. ANY DAMAGE TO SIDEWALKS SHALL BE REPAIRED AND/OR REPLACED IN LIKE KIND BY THE CONTRACTOR. NEW SIDEWALKS AND SECTIONS THROUGH DRIVEWAYS MUST BE AT A 1.5% CROSS SLOPE AND 2% MAXIMUM CROSS SLOPE PER ADA STANDARDS.

6. DRIVING OR STAGING OF CONSTRUCTION VEHICLES OR MATERIALS IS NOT PERMITTED WITHIN THE COUNTY RIGHT-OF-WAY OR ON PEDESTRIAN WALKWAYS AND PATHS. THERE SHALL BE NO OVERNIGHT CONSTRUCTION VEHICLE RELATED PARKING, CONSTRUCTION MATERIAL PLACEMENT OR STORAGE OF ANY KIND PERMITTED WITHIN THE COUNTY RIGHT-OF-WAY.

7. NO TRENCH OR EXCAVATION SHALL BE LEFT OPEN OR UNATTENDED OVERNIGHT, UNLESS APPROVED BY THE COUNTY DEVELOPMENT ENGINEERING INSPECTOR. EXCAVATIONS SHALL MEET THE DROP OFF PROTECTION REQUIREMENTS OF THE LATEST FDOT DESIGN STANDARD INDEX NO. 600.

8. RESTORATION SHALL BE REQUIRED FOR ANY DAMAGE TO SIDEWALKS, CURBS, OR OTHER EXISTING STRUCTURES IN THE RIGHT-OF-WAY. ALL DISTURBED AREAS WITHIN THE COUNTY RIGHT-OF-WAY SHALL BE RE-GRADED AND SODDED. SEED AND MULCH IS NOT AN ACCEPTABLE ALTERNATIVE TO SODDING.

9. CONTRACTOR SHALL PROVIDE TO VOLUSIA COUNTY, PRIOR TO COMMENCING CONSTRUCTION, FOR APPROVAL, A MAINTENANCE OF TRAFFIC PLAN THAT MEETS OR EXCEEDS THE REQUIREMENTS OF THE FDOT STANDARD PLANS FOR ROAD AND BRIDGE CONSTRUCTION 102-600 INDEX SERIES.

10. ANY DAMAGE CAUSED TO EXISTING COUNTY TRAFFIC SIGNALS OR RELATED SIGNAL APPURTENANCES (DETECTION, FIBER, ETC.) WILL BE REPLACED IN KIND AT THE CONTRACTOR'S EXPENSE.

11. UNINTENTIONAL IMPACTS TO THE ITS NETWORK (COUNTY MAINTAINED FIBER) RESULTING IN A LOSS OF COMMUNICATION SHALL BE REPORTED IMMEDIATELY TO VOLUSIA COUNTY TRAFFIC ENGINEERING. THE AFFECTED DEVICES OR NETWORK SHALL BE RESTORED WITHIN 24 HOURS OF THE INITIAL BREAK.

12. THE APPLICANT AND/OR CONTRACTOR IS RESPONSIBLE FOR PROVIDING PRE/POST CONSTRUCTION VIDEOS, PHOTOS, ETC. OF THE WORK SITE.

13. THE APPLICANT AND/OR CONTRACTOR IS RESPONSIBLE FOR SURVEY ACCURACY OF ALL WORK PERFORMED WITHIN THE VOLUSIA COUNTY RIGHTS-OF-WAY; INCLUDING BUT NOT LIMITED TO, ANY PROPOSED OR EXISTING STRUCTURES.

14. DIRECTIONAL BORES, ROAD CUTS, AND PAVING OPERATIONS SHALL NOT BE PERFORMED WITHIN THE VOLUSIA COUNTY RIGHT-OF-WAY ON FRIDAY, SATURDAY, SUNDAY OR ANY DAY PRIOR TO

A HOLIDAT WITHOUT WRITTEN CDE/INSPECTOR APPROVAL.

15. THE VOLUSIA COUNTY STAMPED APPROVED PLANS AND PERMIT PLACARD MUST ALWAYS BE ONSITE.

16. ALL ASPHALT MIX DESIGNS MUST BE PRE-APPROVED BY VOLUSIA COUNTY BEFORE PLACEMENT.

17. PRIOR TO BEGINNING CONSTRUCTION, CONTRACTOR SHALL PROVIDE A DETAILED SEQUENCE OF CONSTRUCTION SCHEDULE AND MAINTENANCE OF TRAFFIC PLAN, SIGNED AND SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.

18. ALL ASPHALT JOINTS WILL BE SAW CUT.

19. ROADWAYS SHALL BE MILLED AND REPAVED 50-FEET IN EACH DIRECTION FROM THE EDGE OF AN OPEN CUT.

VOLUSIA COUNTY CONSTRUCTION NOTES

R E

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

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N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

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O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

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A B

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Sheet G-3

-2

P R

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044787.001 Lift Station

53 - Construction Plan

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

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AUGUST 2025

R E

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

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O ff ic e:

Ta va re s, F lo ri d a

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044787.001 Lift Station

53 - Construction Plan

TEM

CLM

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ROBERT A. ERN, PE

Registered Eng 54013

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AUGUST 2025

70'

12' 12' **6'**6'

35' R/W 35' R/W

.05 FT/FT .02 FT/FT .02 FT/FT .05 FT/FT

*4' *4'

2' SOD 2' SOD

DITCH SLOPES AND

DEPTH VARIES

MAX 4:1

SEED & MULCH

VOLUSIA COUNTY TWO-LANE LOCAL STREET,

NOT TO SCALE

**8' for 750 ADT and Above

RURAL TYPICAL SECTION DETAIL

NOTE:

1. RECONSTRUCTION OF COUNTY ROADWAYS SHALL MEET VOLUSIA COUNTY LAND DEVELOPMENT

CODE SECTION 72-612.

2. STABILIZED SUB-GRADE TO A LBR 40 AND COMPACTED TO A 98% MAXIMUM DRY DENSITY PER

AASHTO T-180 IN ONE LIFT, "OR" IN LIEU OF STABILIZATION UTILIZE 12 PLAN THICKNESS OF STABILIZATION W/ SAME BASE MATERIALS USED, "BASE & A HALF", TO BE PLACED IN 2 LIFTS, COMPACTED TO 98% OF A T-180

12" STABILIZED SUB-GRADE

8" CRUSHED CONCRETE BASE,

COMPACTED 98 % MAX.

DENSITY (TYP.)

1-1/2" TYPE S.P. - 12.5

TL-C/TL-D ASPHALT @ MAX.

30% RECYCLED MATERIALS

ASPHALT PAVING DETAIL

NOT TO SCALE

12" STABILIZED SUB-GRADE

8" CRUSHED CONCRETE BASE,

COMPACTED 98 % MAX.

DENSITY (TYP.)

1-1/2" TYPE S.P. - 12.5

TL-C/TL-D ASPHALT @ MAX.

30% RECYCLED MATERIALS

NOTE:

1. STABILIZED SUB-GRADE TO A LBR 40 AND COMPACTED TO A

98% MAXIMUM DRY DENSITY PER AASHTO T-180 IN ONE LIFT,

"OR" IN LIEU OF STABILIZATION UTILIZE 12 PLAN THICKNESS OF

STABILIZATION W/ SAME BASE MATERIALS USED, "BASE & A

HALF", TO BE PLACED IN 2 LIFTS, COMPACTED TO 98% OF A

T-180

NOT TO SCALE

VOLUSIA COUNTY STREET SECTION DETAIL W/ DROP CURB

13'10'10'13'

25'25'

R/WR/W

1' (TYP)

2' 2'

2% SLOPE2% SLOPE

2 ' DROP CURB

PER FDOT STD.

PLANS 520-001

1 1/2" SP 12.5

12" STABILIZED SUB-GRADE

8" CRUSHED CONCRETE

BASE, COMPACTED 98 % MAX.

DENSITY (TYP.)

1-1/2" TYPE S.P. - 12.5

TL-C/TL-D ASPHALT @ MAX. 30%

RECYCLED MATERIALS

NOTE:

1. STABILIZED SUB-GRADE TO A LBR 40 AND COMPACTED TO A 98% MAXIMUM DRY DENSITY PER

AASHTO T-180 IN ONE LIFT, "OR" IN LIEU OF STABILIZATION UTILIZE 12 PLAN THICKNESS OF STABILIZATION W/ SAME BASE MATERIALS USED, "BASE & A HALF", TO BE PLACED IN 2 LIFTS, COMPACTED TO 98% OF A T-180

NOTE:

OPEN CUT AND REPAIR OF FOUR VOLUSIA

COUNTY ROADWAYS IS PROPOSED:

- AVENUE D

- PINE DRIVE

- AVENUE C

- PALM STREET

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CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

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N o rt h S in cl ai r

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NOT TO SCALE

CHAIN LINK FENCE DETAIL

12"

36"

FENCE DETAIL

10'-0" TO CENTER (MAX)

DOUBLE SWING GATE DETAIL

6' -0

12" 6"

6" 12"

36"

12"

THRUST RESTRAINT DESIGN NOTES

TABLE OF THRUST RESTRAINT LENGTHS

P.V.C. (L)

16'

51'

22'

40'

29'

34'

DUCTILE

IRON (L)

28'

36'

50'

63'

43'

P.V.C. (L)

PIPE

(inches)

SIZE

90°

BEND

20'

9'12'

15'

21'

26'

18'

12'

17'

21'

14'

P.V.C. (L)

BEND

45°

IRON (L)

DUCTILE

4'6'

10'

13'

10'

22 1/2°

IRON (L)

DUCTILE

BEND

P.V.C. (L)

4' 3'

90° BEND

22.5° BEND

REDUCER

DEAD END/PLUG

SMALLER MAIN

LARGER MAIN

ON LARGER MAIN

RESTRAINT REQ.

ONLY

40'

94'

74'

63'

52'

IRON (L)

DUCTILE

29'

TEES

33'2'

52'

116'

84'

68'

IRON (L)

DUCTILE

11 1/4"

BEND

2' 15'

P.V.C. (L)

63'21'

33'

54'

74'

43'

82'

148'

116'

98'

P.V.C. (L)IRON (L)

DUCTILE

10'

PLUG

DEAD END &

45'

34'8"x6"

10"x8"

16"x12"

12"x10"

33'

63'

34'

PIPE SIZES

6"x4"

REDUCER

P.V.C. (L)

33'

22'

21'

40'

22'

IRON (L)

DUCTILE

21'

TEE

11.25° BEND

45° BEND

@ ALL SIDES (TYP.)

B R

A N

C H

RESTRAINTS REQ.

(NO JOINTS ALLOWED)

8' MIN.

RUN

8' MIN.

(NO JOINTS ALLOWED)

70, 86'

75'

61'

70'

56'

36'

31'

29'

17'

15'

29'

25'

23'

14'

12'

14' 11' 131'

145'

173'

110'

92'

83'

178'

207'

163' 20"x18"

20"x20"113'

132'

103'

62'

33'

39'

21'

18"x16" 33' 21'

NOT TO SCALE

1. RESTRAINT JOINTS, FITTINGS, & VALVE REQUIREMENTS CALCULATED BY THE

THRUST RESTRAINT DESIGN PROGRAM PROVIDED BY UNI-FLANGE, THE FORD

METER BOX COMPANY, INC.

2. DATA BASED ON MAX. PRESSURE OF 150 P.S.I., THE UNIFIED SOILS

CLASSIFICATION SYSTEM (SOIL TYPE SP), THE PIPE BEDDED IN NATIVE SOIL W/A

MINIMUM OF 2.5' COMPACTED FILL OVER THE PIPE, AND USING A SAFETY

FACTOR OF 1.5 FOR THE DATA.

3. ALL FITTINGS & VALVES SHALL HAVE RESTRAINED JOINTS PER SPECIFICATIONS

& ALL BELL & SPIGOT JOINTS TO BE RESTRAINED WITH A RESTRAINING HARNESS

WITHIN THE REQUIRED LENGTH OF RESTRAINED PIPE (L).

4. THRUST BLOCKS SHALL BE USED ONLY AS SPECIFIED BY PROJECT ENGINEER.

SOIL

UNDISTURBED

(6"MIN.)

CONCRETE

(4"MIN.)

(SEE NOTE 1)

BACKFILL

COMPACTED

SELECT MATERIAL

COMPACTED

BEDDING MATERIAL

COMPACTED GRANULAR

(4"MIN.)

CONCRETE

(6"MIN.)

" M

U M

SPECIAL CONDITIONS

CLASS "A" BEDDING

MATERIAL

BEDDING

GRANULAR

COMPACTED

A S

P O

S S

E A

S V

E R

A L

N C

H W

" M

U M

N C

H W

S V

E R

A L

UNDISTURBED SOIL

0.5 Bc (TOTAL)

NORMAL TRENCH GRANULAR BEDDING

SEE

NOTE 2

BACKFILL

COMPACTED

SELECT MATERIAL

COMPACTED

(SEE NOTE 1)

CLASS "B" BEDDING

NORMAL CONDITIONS

NOTES: FOR BEDDING AND TRENCHING

T-180) top of backfill - 90% of modified proctor maximum dry density (AASHTO maximum dry density (AASHTO T-180). From 12" above top of pipe to bottom of trench to 12" above top of pipe - 95% of modified proctor material under all other areas shall be compacted as follows: From dirt drives), and parking areas shall be compacted to 98% of the modi-

3. All backfill and select material under all roadways, drives (including shall be 6" below bottom of utility.

suitable foundation. For rock or other non-cushioning material, depth

2. Depth for removal for unsuitable material shall be as required to reach

Minimum Bd = Maximum Dimension of Bell + 8" (Unsheeted Trench) Maximum Bd = Bc + 30" Dimension Bd = Trench Width at Top of Pipe

1. Dimension Bc = Pipe O.D.

fied proctor maximum dry density. (AASHTO T-180). Backfill and select

NOT TO SCALE

PIPE BEDDING

SANITARY SEWER

BOTTOM

TRENCH

NORMAL

6" IN THICKNESS

NOT EXCEEDING

PLACED IN LIFTS

BACKFILL TO BE

BEDDING AND

SELECTED BACKFILL

HAND PLACED

B A

C K

B E

D D

U M

12" MAX12" MAX

A.A.S.H.O. T-180 (ASTM D-1557)

DENSITY TO 95% MODIFIED PROCTOR

BEDDING AND BACKFILL COMPACTION

2B c

POST

REINFORCEMENT NETTING

FILTER FABRIC

GRANULAR BACKFILL

NATIVE SOIL

6"x6" TRENCH

BOTTOM 6" OF

FILTER FABRIC

DIRECTION

OF FLOW

NOTES:

1. TEMPORARY EROSION CONTROL STRUCTURE TO BE UTILIZED

DURING CONSTRUCTION AT AREAS DESIGNATED BY ENGINEER

OR AREAS ON-SITE WHERE UNSTABILIZED GRADES MAY CAUSE

EROSION PROBLEMS. EROSION CONTROL STRUCTURE MAY BE

REMOVED AFTER UPSLOPE AREA HAS BEEN STABILIZED BY SOD,

OR COMPACTED AS DETERMINED BY CONTRACTOR.

2. EROSION CONTROL STRUCTURE: WOVEN FILTER FABRIC SILT

FENCE IN ACCORDANCE WITH THE F.D.O.T. STANDARD

SPECIFICATIONS.

3. CONSTRUCT STORMWATER SYSTEMS BEFORE ANY BUILDING OR

ROAD CONSTRUCTION IS STARTED.

a) PROTECT SYSTEM FROM SILTING AND DEBRIS BY METHODS

PROVIDED IN DETAILS.

b) PROTECT SWALE BOTTOM FROM SEALING BY EXCAVATING

ALL SILT DEPOSITS DURING CONSTRUCTION. THIS SHALL BE

DONE BEFORE SOD & SEEDING & MULCHING IS FINISHED.

4. THE CONTRACTOR SHALL APPLY WITH AND OBTAIN NPDES

PERMIT FROM THE FLORIDA DEPT. OF ENVIRONMENTAL

PROTECTION (FDEP).

5. SILT FENCE SHOWN IS STRICTLY SCHEMATIC, FOR ILLUSTRATION

ONLY, ALL FENCE TO BE WITHIN THE PROPERTY LINE OF THE

PROJECT SITE.

THE FOLLOWING LIST REPRESENTS A BASIC EROSION AND SEDIMENT CONTROL PROGRAM WHICH IS TO BE IMPLEMENTED TO HELP PREVENT OFF-SITE SEDIMENTATION DURING AND AFTER CONSTRUCTION OF THE PROJECT.

PERMANENT EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPOSEDED AT THE EARLIEST PRACTICAL TIME CONSISTENT WITH GOOD CONSTRUCTION PRACTICES. ONE OF THE FIRST CONSTRUCTION ACTIVITIES SHOULD BE THE PLACEMENT OF PERMANENT AND TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES AROUND THE PERIMETER OF THE PROJECT OR THE INITIAL WORK AREA TO PROTECT THE PROJECT, ADJACENT PROPERTIES AND

WATER RESOURCES.

TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE COORDINATED WITH PERMANENT MEASURES TO ASSURE ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL THROUGHOUT THE CONSTRUCTION PHASE.

TEMPORARY MEASURES SHALL NOT BE CONSTRUCTED FOR EXPEDIENCY IN LIEU OF PERMANENT MEASURES.

EROSION AND SEDIMENT CONTROL MEASURES SHALL BE ADEQUATELY MAINTAINED TO PERFORM THEIR INTENDED

FUNCTION DURING CONSTRUCTION OF THE PROJECT.

NECESSARY REPAIRS TO BARRIERS OR REPLACEMENT OF BARRIERS SHALL BE ACCOMPLISHED PROMPTLY.

SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL. THEY MUST BE REMOVED WHEN THE LEVEL OF

DEPOSITION REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER.

MATERIAL FROM SEDIMENT TRAPS SHALL NOT BE STOCKPILED OR DISPOSED OF IN A MANNER WHICH MAKES THEM READILY SUSCEPTIBLE TO BEING WASHED INTO ANY WATERCOURSE BY RUNOFF OR HIGH WATER.

ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE BARRIERS ARE NO LONGER REQUIRED SHALL BE

DRESSED TO CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED.

SILT BARRIER DETAIL

NOT TO SCALE

FILTER SOCKS

(TYP.)

INLET

ELEVATION

INLET PROTECTION DETAIL

SECTION

SILT FENCE DETAIL

SILT FLOW

FILTER FABRIC

PRINCIPLE POST POSITION

(CANTED 20° TOWARD FLOW)

OPTIONAL POST POSITIONS

VERTICAL

20°`

FILTER FABRIC (IN

CONFORMANCE WITH

SEC. 985 FDOT SPEC.)

POST OPTIONS: WOOD 2-1/2" MIN. 0

WOOD 2" x 4" OAK 1-1/2" x 1-1/2"

STEEL 1.33 LBS/FT. MIN.

15" TO 18"

3' OR MORE

6' MAX.

12" MIN.

AREA TO BE PROTECTED

FILTERED

RUN-OFF

SEDIMENT

LADEN RUN-OFF

COMPACTED SOIL

TO PREVENT PIPING UPSLOPE

Sheet G-5

-2

P R

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044787.001 Lift Station

53 - Construction Plan

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

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HOSE BIBB

3/4" WATER SERVICE

3/4" GALV. STEEL PIPE

1 C.F. CONCRETE

w/ END CAP 4"x5' GALV. STEEL PIPE

" M

. CONCRETE

SLAB

PIPE TO POST w/

STAINLESS STEEL

STRAP 1" ALUMINUM

3/4" HOSE BIBB

BANDING STRAP

NOT TO SCALE

AUGUST 2025

THRUST RESTRAINT DETAILS

BEDDING AND TRENCHING DETAILS

CD 12/12/12

ELM 15/12

X X

X X X X X X X X X

X X

X X X

X X

W W

BEBEBEBE

W W

WWWWWWWWWWWWWWWWWWWWWWWWW

WM UW1

152022 19.93

W WSV

EX. SANITARY MH

TOP = 20.29'

4" INV (W) = 16.39' (VCP)

4" inv (E) = 16.29' (VCP)

JUNCTION MANHOLE NOT FOUND

PROPERTY NOT ACCESSIBLE

DUE TO TERRITORIAL DOGS AND

NON RESPONSIVE RESIDENTS

EX. WET WELL

TOP = 19.57'

8" INV (NE) = 15.84' (PVC)

8" INV (S) = 12.46' (PVC)

8" INV (NW) = 9.96' (PVC)

BOTTON = 5.36'

4" EMERGENCY

PUMP OUT

POLE W/ELECTRIC METER

ELECTRIC METER

EX. WATER

MAIN

EX. FORCE

MAIN

SET SPKN BASE

PT. EL = 19.30

EXISTING

ABANDONED

WATER

SERVICE

FOUND 5/8" IRON

ROD NO ID

PALM 20"

PALM 18"

15"CMP

CONC.

DWY.

GRAVEL DWY.

D W

4' CLF

4' VINYL

FENCE

EOP

" R

25.00' 25.00'

N88°58'37"E 454.95' 455.00'(P)

ALT KEY

3116321.0000

ALT KEY

3116313.0000

ASPH

MASONRY GATE

COLUMNS

ASPH

EX. 15" INV = 19.05'

INV = 17.60'

CATCH BASIN

TOP = 19.51'

N. INV = 17.58'

S. INV = 17.61'

INV = 19.11'

INV = 19.55'

INV = 19.93'

INV = 19.84'

SITE BENCHMARK #301

FOUND SMALL NAIL NO DISK

N= 1790093.35 E = 628944.81

ELEV = 20.43

CATCH BASIN

TOP = 18.85'

W. INV = 17.20'

S. INV = 17.25'

INV = 18.67'

INV = 18.94' INV = 19.38' INV = 19.02'

INV = 19.03'

1 2 3 4 5 6 7 8

044787.001

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

010 10 20

AVENUE D

PROPOSED CONSTRUCTION

ENTRANCE/EXIT

DEMOLISH EXISTING DRIVEWAY

APRON

SILT FENCE

(TYPICAL)

EX. CONCRETE PAD

TO BE DEMOLISHED

(355 SQ FT)

EX. LIFT STATION BUILDING, PUMPS

& PIPING TO BE DEMOLISHED

(SEE SHEET C-6)

EX. GRAVEL DRIVE TO BE

DEMOLISHED

SITE ADDRESS:

1317 AVENUE D

ORMOND BEACH FL 32174

SURVEY PREPARED BY :

SLIGER AND ASSOCIATES, INC

DATED JANUARY 25, 2022

ELEVATIONS REFER TO

NAVD1988 DATUM

REMOVE ABANDONED WATER

SERVICE

NOTES:

1. THE EXISTING LIFT STATION SHALL REMAIN IN SERVICE AT ALL TIMES UNLESS THE

CONTRACTOR HAS IMPLEMENTED BYPASS PUMPING OPERATIONS IN

ACCORDANCE WITH A BYPASS PUMPING PLAN THAT HAS BEEN APPROVED IN

ADVANCE BY THE CITY AND THE ENGINEER. SEE SPECIFICATION SECTION 11312

2. THE WASTEWATER FORCE MAIN SHALL BE CONSTRUCTED AND CLEARED FOR

SERVICE BY FDEP PRIOR TO PLACING THE PROPOSED LIFT STATION INTO SERVICE.

Sheet C-1

N P

CUT AND CAP ABANDONED WATER

SERVICE

CUT, CAP AND ABANDON EX. WATER

SERVICE

EX. 8" SANITARY SEWER (NW) TO BE

ABANDONED AND GROUT FILLED

EX. WATER SERVICE TO BE

REMOVED

EX. VALVES AND PUMP OUT

CONNECTION TO BE REMOVED

EX. BURIED ELECTRIC CABLE TO BE

REMOVED

EX. 4" FORCE MAIN TO BE ABANDONED AND

GROUT FILLED

CONTRACTOR SHALL LOCATE THE

CONTINUATION OF EXISTING 4" FORCE MAIN

AND ABANDON IT BY GROUTING UP TO THE

CONNECTION POINT

-2

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044787.001 Lift Station

53 - Construction Plan

EX. 6" CLAY GRAVITY SEWER TO BE

ABANDONED AND GROUT FILLED

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

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TREES TO BE REMOVED (TYP.)

REMOVE EXISTING FENCE

CLF 4

WWWWWWWWWWWWWWWWWWWWWW

WM UW1

152022 19.93

EX. SANITARY MH

TOP = 20.29'

4" INV (W) = 16.39' (VCP)

4" inv (E) = 16.29' (VCP)

JUNCTION MANHOLE NOT FOUND

PROPERTY NOT ACCESSIBLE

DUE TO TERRITORIAL DOGS AND

NON RESPONSIVE RESIDENTS

EX. WET WELL

TOP = 19.57'

8" INV (NE) = 15.84' (PVC)

8" INV (S) = 12.46' (PVC)

8" INV (NW) = 9.96' (PVC)

BOTTON = 5.36'

ELECTRIC METER

FOUND 5/8" IRON

ROD NO ID

XXXXXXXX

X X

X X X X X X X X

X X

PALM 20"

PALM 18"

15"CMP

CONC.

DWY.

D W

4' CLF

4' VINYL

FENCE

EOP

CROWN

EOP

15"RCP

" R

25.00' 25.00'

N88°58'37"E 454.95' 455.00'(P)

ALT KEY

3116330.0000

ALT KEY

3116321.0000

ALT KEY

3116313.0000

ASPH

EX. 15" INV = 19.05'

INV = 17.60'

CATCH BASIN

TOP = 19.51'

N. INV = 17.58'

S. INV = 17.61'

INV = 19.11'

INV = 19.55'

INV = 19.93'

INV = 19.84'

SITE BENCHMARK #301

FOUND SMALL NAIL NO DISK

N= 1790093.35 E = 628944.81

ELEV = 20.43

CATCH BASIN

TOP = 18.85'

W. INV = 17.20'

S. INV = 17.25'

INV = 18.67'

INV = 18.94' INV = 19.38' INV = 19.02'

INV = 19.03'

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

G E

N E

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EXISTING GRADE = 20.15'±

PROP. 6" PVC FORCE MAIN

EX. WATER MAIN

(CONTRACTOR TO VERIFY

PIPE SIZE AND ELEVATION)

1 2 3 4 5 6 7 8

044787.001

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

010 10 20

EX. 4.0' WET WELL TO BE REHABILITATED

AND CONVERTED TO A 4.0' MANHOLE.

(SEE SHEET C-4)

PROP. 6" PVC

FORCE MAIN

EOP CONNECT TO EX.

WATER MAIN

PROP. 8.0'

WET WELL

PROP. 3/4" PE

WATER SERVICE

PROPOSED 6" PVC

FORCE MAIN

SEE PLAN SHEET

(SHEET 9)

SEE SHEET C-5

(PLAN SHEET)AVENUE D

PROP. 6' HIGH

CHAIN LINK FENCE

Sheet C-2

REHABILITATED MANHOLE

EX. TOP = 19.57'

EX. 8" INV (NE) = 15.84' (PVC)

EX. 8" INV (S) = 12.46' (PVC)

EX. 8" INV (NW) = 9.96' (PVC)

PROP. 10" INV (NW) = 9.86' (PVC)

EX. BOTTOM =5.36'

PROP.RETAINING WALL

w/ 42" GUARD RAILS

20.61 EX. EL.

PROP. 59 LF OF 10"

PVC SANITARY SEWER

@ 0.4% SLOPE

PROP. 59 LF OF 10"

PVC SANITARY SEWER

@ 1% SLOPE

SEE CROSSING

DETAIL A

P V

EX. METER TO

BE REMOVED

20.00'

15.00'

CONCRETE

DRIVEWAY

PROP.RETAINING WALL

27.50'

50.00'

10.00'

50.00'

40.00'

30.00'

49.50'

END RETAINING WALL

GENERAL NOTES:

(1) CONTRACTOR SHALL REFER TO SPECIFICATION SECTION 11312 FOR BYPASS

PUMPING REQUIREMENTS.

(2) CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS.

(3) THE PROPOSED FORCE MAIN SHALL BE CONSTRUCTED AND PLACED INTO SERVICE

PRIOR TO START-UP OF THE LIFT STATION.

PROP. WATER METER

NOTE:

THE PROPOSED FORCE MAIN SHALL HAVE A 3' MIN. GROUND COVER.

C O

V E

FORCE MAIN/WATER MAIN CROSSING - SECTION VIEW

DETAIL A

EOP

PROPOSED 4' SWING GATE

-2

P R

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044787.001 Lift Station

53 - Construction Plan

EX. 6" CIP FORCE

MAIN TO BE

ABANDONED AND

GROUT FILLED

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

C T

N O

. 6

9' -3

15'-6"

5'-8"

8' DOUBLE SWING GATE

PROP. 3/4" REDUCED

PRESSURE BACKFLOW

PREVENTER

-1

P R

A R

Y S

E T, N O

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U C

ROAD TO BE

OPEN CUT AND

REPAIRED

AUGUST 2025

PROP. 6" PLUG

VALVE

10.00'

5'-3"

10.0000'

8" N

NIT

8" S

A N

R Y

S E

W E

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CLF 4

ELM 15/12

WWWWWWWWWWWWWWWWWWWWWWWW

WM UW1

152022 19.93

EX. SANITARY MH

TOP = 20.29'

4" INV (W) = 16.39' (VCP)

4" inv (E) = 16.29' (VCP)

JUNCTION MANHOLE NOT FOUND

PROPERTY NOT ACCESSIBLE

DUE TO TERRITORIAL DOGS AND

NON RESPONSIVE RESIDENTS

EX. WET WELL

TOP = 19.57'

8" INV (NE) = 15.84' (PVC)

8" INV (S) = 12.46' (PVC)

8" INV (NW) = 9.96' (PVC)

BOTTON = 5.36'

POLE W/ELECTRIC METER

ELECTRIC METER

FOUND 5/8" IRON

ROD NO ID

XXXXXXXX

X X

X X X X X X X X

X X

PALM 20"

PALM 18"

15"CMP

CONC.

DWY.

GRAVEL DWY.

D W

4' CLF

4' VINYL

FENCE

EOP

" R

25.00' 25.00'

N88°58'37"E 454.95' 455.00'(P)

ALT KEY

3116321.0000

ALT KEY

3116313.0000

ASPH

MASONRY GATE

COLUMNS

ASPH

EX. 15" INV = 19.05'

INV = 17.60'

CATCH BASIN

TOP = 19.51'

N. INV = 17.58'

S. INV = 17.61'

INV = 19.11'

INV = 19.55'

INV = 19.93'

INV = 19.84'

SITE BENCHMARK #301

FOUND SMALL NAIL NO DISK

N= 1790093.35 E = 628944.81

ELEV = 20.43

CATCH BASIN

TOP = 18.85'

W. INV = 17.20'

S. INV = 17.25'

INV = 18.67'

INV = 18.94' INV = 19.38' INV = 19.02'

INV = 19.03'

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

G E

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1 2 3 4 5 6 7 8

044787.001

R E

D A

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JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

010 10 20

11.0'

AVENUE D

Sheet C-3

G P

TOP=24.0'

BOT=19.0'

TOP=24.0'

BOT=19.0'

TOP=24.0'

BOT=19.0'

TOP=24.0'

BOT=19.0'

TOP=23.30'

BOT=19.00'

TOP=22.80'

BOT=19.00'

TOP=22.30'

BOT=19.00'

TOP=21.75'

BOT=19.00'

TOP=21.75'

BOT=19.00'

TOP=22.30'

BOT=19.00'

TOP=22.80'

BOT=19.00'

TOP=23.30'

BOT=19.00'

21.40 EL.

24.0'

23.48'

22.95'

22.43'

21.90'

' 18 .0

19.0'

18.0'

SIDE SLOPE=

4:1

TOP OF BANK ELEV.

TYPICAL POND SECTION

POND BOTTOM ELEV.

VARIES

SID

E S

PE=

4:119.00 18.00

NOTES:

1. MAXIMUM SIDE SLOPES NOT TO EXCEED 4:1.

2. SOD ALL SIDE SLOPES.

3. SOD BOTTOM.

4. GRADES REPRESENT TOP OF SOD.

TOP OF

BANK

ELEVATION

POND

BOTTOM

ELEVATION

SLOPE

(MAX.)

POND

32.00'

POND BOTTOM

5.00'

6.00'

5.00'

PROP.RETAINING WALL

w/ 42" GUARD RAILS

PROP.RETAINING WALL

END OF WALL = 20.30'

CONTRACTOR SHALL SOD ALL UNPAVED AREAS INSIDE THE

PROPERTY BOUNDARY AND ALL DISTURBED AREAS.

NOT TO SCALE

8" THICK CONCRETE DRIVE

EXPANSION JOINT NOTE:

1/2" BITUMINOUS COATED EXPANSION JOINT MATERIAL

TO BE USED AT ALL CURBS AND SIDEWALKS.

LONGITUDINAL CENTER JOINT @ 10' O.C., AND TRANSVERSE CONTRACTION JOINTS @ 20' O.C.

1/2" EXPANSION JOINTS 60' O.C. OR EVERY 3RD. TRANSVERSE JOINT TO BE AN EXPANSION

JOINT.

8" THICK @ 3,500 PSI CONCRETE

W/ 6"X6"-W2.9XW2.9

WELDED WIRE FABRIC

12" STABILIZED SUBGRADE

WITH A MINIMUM L.B.R. OF 40,

COMPACTED TO 98% OF MAXIMUM

DENSITY PER AASHTO T-180

20.61 EX. EL.

TOP=24.0'

BOT=19.0'

TOP=21.25'

BOT=20.10' E

TOP=21.25'

BOT=20.10' E

20.40 EX. EL.

20.30 EX. EL.

19.0'4.00'

19.0' 19.0'

4.5'

19.0'

18.0'

19.0'

18.0'

19.0'

18.0'

19.0'

52.00'

POND BOTTOM

13.50' P

O N

D B

TTO

8.00'

POND

BOTTOM

20.0'

-2

P R

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044787.001 Lift Station

53 - Construction Plan

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

C T

N O

. 6

-1 7-

0% P

R E

R Y

S E

T, N

O T

C O

N S

O N

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

PROPOSED WETWELL TO MANHOLE CONVERSION

SCALE: 3/4" = 1'

EL. 19.57'

EL. 5.36'

PROP. 10" PVC

INV. (NW) EL = 9.86'

044787.001 Lift Station

53 - Construction Plan

PROPOSED 6MM FIBERGLASS LINED

CONCRETE MANHOLE 3'-6" DIAMETER BY

FLOWTITE OR APPROVED EQUAL LINER

SHALL BE GROUTED IN PLACE. MANHOLE

RING AND COVER SHALL BE PROVIDED.

EXISTING 8" SS

INV. EL = 15.84' (NE)

EXISTING 8" SS

INV. EL = 9.96' (NW)

INSTALL WATERTIGHT MANHOLE RING

AND COVER COMPOSITE AS

MANUFACTURED BY COMPOSITE

ACCESS PRODUCTS, LP

EXISTING LIFT STATION

(TO BE DEMOLISHED)

(EXISTING WETWELL TO BE CONVERTED TO MANHOLE)

EXISTING WETWELL TO BE FILLED

SCALE: 3/4" = 1'

EL. 5.36'

EXISTING 8" SS

INV. EL = 12.46' (S)

EXISTING 8" SS

INV. EL = 15.84' (NE)

EL. 19.57'

EXISTING WETWELL TO BE FILLED WITH

CONCRETE CONTRACTOR TO FORM

MANHOLE BENCH INTO CONCRETE

EL. 9.86'

EXISTING 8" SS

INV. EL = 12.46' (S)

PROP. CONCRETE FILL

Sheet C-4

H O

O N

EL. 9.86'

-2

P R

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TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

C T

N O

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-1 7-

0% P

R E

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S E

T, N

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C O

N S

O N

CONSTRUCT BENCH IN

ACCORDANCE WITH DETAIL S-12

AUGUST 2025

LOCK HOLE

TOP ARCH FOR

MOLDED INTO SUBSTRATE

CUSTOM MARKING

CUSTOM LOGO

OR TREAD PATTERN

MOLDED INTO

SUBSTRATE IN

CENTER POSITION

CONCEALED

PICK HOLE (2)

316 SS INSERTS

INSTALLED

1.50in

AASHTO M-306

DESIGNATION

LOCK HOLE

.50in DIA.

LOCK HOLE (3)

INSTALLED

NEOPRENE

GASKET

BOTTOM ARCH FOR

MOLDED INTO SUBSTRATE

CUSTOM MARKING Color = Black

COVER

Weight = 80lb ANCHOR HOLE 1.6in (4)

FRAME

Color = Black Weight = 47lb

26.5in

0in

2.5in 4.3in

(MM/DD/YY FORMAT)

DATE OF MANUFACTURE

0.38in

ALLEN HEAD

COMBO

BOLT

0.75in DIA

LOCK HOLE DIA

1.07in

FRAME

INSTALLED

NEOPRENE

GASKET

COVER

HOLE TO BOLT CLEARANCES STIFF PADDLE LOCK FEATURE

COMPOSITE ACCESS PRODUCTS, L.P. "JUST CAP THAT"

5216 N. 26TH STREET

MCALLEN, TX 78504

WEBSITE: www.justcapthat.com

(844) 344-CAP1 (2271)

MODEL # CAP ONE

COVER SIDE

1.07in 2.05in

4.6in 2.0in 0.9in

0in

SECTION A-A

24.1in

FRAME SECTION

34.0in

1. All hardware is 316 Stainless Steel.

2. Detectable by standard metal detectors.

3. Compression Molded Thermoset Composite - no metal reinforcement

4. PASSED M306 H20/H25 PROOF LOAD

5. All actual Weights and Dimensions are ±5% of drawing

Product Code

APPROVED BY:

DATE:

A-1BK24L3-C07DMDSS-H1 2024-09-23

2.7in

26.7in 28.5in

0.9in

3D MOLDED IN

LOWERED

LETTERING

INSTALLED 316 SS

LIFTING HOOK

MADE IN USA

SURFACE VISIBLE

DATE OF

MANUFACTURE

(MM/DD/YY FORMAT)

DEIN

U S

PU SH

T UR

T U

PUSHTUR

EXISTING 8" SS

INV. EL = 9.96' (NW)

PALM 20"

PALM 18" PALM 12"

15"CMP

CONC.

DWY.

GRAVEL DWY.

4' CLF

4' VINYL

FENCE

4' CLF

EOP

18" RCP

STOP

SIGN

STOP

SIGN

N88°58'37"E 454.95' 455.00'(P)

.6 22

.021

.59

.97

.72

.80

.45

.66

.50

.63

.96

.95

.70

.90

.72

.10

.08

ASPH

MASONRY GATE

COLUMNS

ASPH

EX. 15" INV = 19.05'

INV = 19.11'

INV = 19.55'

INV = 19.93'

INV = 19.84'

INV = 20.01'

SITE BENCHMARK #301

FOUND SMALL NAIL NO DISK

N= 1790093.35 E = 628944.81

ELEV = 20.43

CATCH BASIN

TOP = 18.85'

W. INV = 17.20'

S. INV = 17.25'

INV = 18.67'

INV = 18.94' INV = 19.38' INV = 19.02'

INV = 19.03'

INV = 19.68'

CATCH BASIN

TOP = 21.09'

18" INV = 19.09'

STORM MH

TOP = 21.99'

N. INV = 15.11'

E. INV = 17.34'

S. INV = 15.08'

FND N&D

"PSM 4002"

SITE CONTROL #5

SET 5/8" IRON & CAP "TRAV

HALFF"

N = 1790130.72 E = 629198.56

ELEV = 21.90'

FM FM FM FM FM FM FM FM FM

FM FM FM FM FM FM FM FM FM FM FM FM FM

6" PA

15"CMP

15"

CMP

12"CMP12"CMP

PINE DR.

4' CLF

STORM

ANHOLE

TOP=

23.87'

N.INV.=

14.19'

S.INV=

14.19'

EOP

STOP

SIGN

STOP

SIGN

STOP

SIGN

42"RCP

25.00'

N01°30'58"E 262.33' 264.00'(P)

N A

21.6 22.4

21.7

22.7

22.2

22.4

23.8

23.1

24.0

24.1

24.5

24.4

23.8

23.1

22.4

23.4

22.0

23.0

21.9

22.8

21.9

21.6

22.2

21.0

21.3

21.95

21.70

22.08 22.39

22.10

22.29

22.96

23.19

23.07

23.34

23.54

23.83

23.80

23.91

ASPH

21.64'

21.52'

21.86'

21.90'

ITE

B E

N C

H M

A R

E T X

C U

T O N

FLA

G E

B O

1790349.00

629228.80 E

27.40'

S E

T 5/8" IR

C A

"TR

A V

H A

LFF"

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

PALM 10" PALM 8" PALM 16"

CAMPHOR 2X24"

PALM 14"

PALM 18"

PALM 10"

DIRT

DWY

ASPHALT

MILLINGS

DWY

DIRT

DWY

CONC.

DWY 4' CLF

CONC.

DWY

DIRT

DWY

CONC.

DWY

CONC.

DWY

4' CLF

ASPHALT

DWY

ASPHALT

DWY DIRT

DWY

2' VALLEY CURB

EOP EOP

EOP

25.00'

N89°02'33"E 450.02' 450.00'(P)

.17

.30

.15

.91

.10

.93

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

1 2 3 4 5 6 7 8

044787.001

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

N o rt h

S in cl ai r A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

C E

M A

STA. 2+27.43, 11.03' L

STA. 2+30.30, 13.84' L

INSTALL:

(2) 6" 45° BENDS

PROPOSED OPEN-CUT AND

REPAIR DIRT DRIVEWAY

(SEE SHEET G-4)

PROPOSED OPEN-CUT AND

REPAIR CONCRETE DRIVEWAY

(SEE SHEET G-4)

MATCHLINE STA. 4+85.22

M A

E S

. 4

MATCHLINE STA. 7+58.60

AVENUE D

E D

PINE DR

A V

E N

U E

AVENUE C

PROPOSED 6" PVC

FORCE MAIN

PROPOSED 6" PVC

FORCE MAIN

PROPOSED 6" PVC

FORCE MAIN

STA: 4+76.30, 15.35' R

STA. 4+81.00, 21.01' R

INSTALL:

(2) 6" 45° BEND

010 10 20

SEE SHEET C-2

(SITE PLAN)

11'

ROAD TO BE OPEN

CUT AND REPAIRED

(SEE SHEET G-4)

PROPOSED OPEN CUT &

REPAIR ASPHALT DRIVEWAY

(SEE SHEET G-4)

PROPOSED OPEN CUT &

REPAIR ASPHALT DRIVEWAY

(SEE SHEET G-4)

M A

E S

. 7

M A

E S

. 1

PROPOSED OPEN CUT & REPAIR

ASPHALT MILLING DRIVEWAY

(SEE SHEET G-4)

PROPOSED OPEN-CUT AND

REPAIR DIRT DRIVEWAY

(SEE SHEET G-4)

DRIVEWAY TO BE OPEN

CUT AND REPAIRED

(SEE SHEET G-4)

Sheet C-5

PROPOSED OPEN CUT

AND REPAIR GRAVEL

DRIVEWAY (SEE SHEET G-4)

-2

P R

A R

Y S

E T, N O

R C

O N

U C

4.18'

044787.001 FM &

BORE PROFILES.DWG

STA 7+39.15, 20.19' L

INSTALL:

(1) 6" 45° BEND

STA 7+41.10, 22.03' L

INSTALL:

(1) 6" 45° BEND

STA 3+66.67, 13.89' L

INSTALL:

(1) 6" 45° BEND

STA 3+75.14, 22.32' L

INSTALL:

(1) 6" 45° BEND

EX.4" PVC FORCE MAIN

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

PROPOSED PALM TREE TO BE REMOVED

Y O

F D

A Y

A B

E A

C H

P R

C T

N O

. 6

ROAD TO BE OPEN

CUT AND REPAIRED

(SEE SHEET G-4)

AUGUST 2025

NOTE:

1. FORCE MAIN SHALL BE INSTALLED WITH A

MINIMUM OF 3 FEET OF COVER

2. EXISTING FORCE MAIN TO BE GROUT FILLED

ROAD TO BE OPEN

CUT AND REPAIRED

(SEE SHEET G-4)43.19'

28.37'

19.96'

25.94'

5.99'

7.32'

20.44'

PALM 12"

OAK 5"

CEDAR 12"

PINE 18"

CONC. WALK CONC. WALK

30 MPH

STOP SIGN

4' CLF

EOP

.25

.23

.07

.82

.86

.96

.02

.28

.10

MONITORING WELL W/CONC PAD

MONITORING WELL ON CONC.

PAD

SITE BENCHMARK #3118

SET X CUT ON TOP FLANGE BOLT

N = 1790313.4

E = 629960.7

ELEV = 27.85'

CONC WALL

SITE CONTROL #2

SET 5/8" IRON ROD & CAP "TRAV HALFF"

N = 1790310.72

E = 629980.39

ELEV = 26.44'

CONC UTIL. PAD

CONC WALL

SOUTH R/W LINE OF FLEMING AVE AS NOW OCCUPIED

PER OFFICIAL RECORDS BOOK 4128, PAGE 375

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

FM FM FM FM FM FM

PALM 10"

PALM 12"

OAK 2X"

PALM 12"

OAK 5"

CONC.

DWY

4' CLF

4' C

STOP SIGN

4' CLF

DIRT

DWY

2' VALLEY CURB

CONC. WALK

EOP

25.8

.38

.77

.58

.84

.50

.26

.45

.46

.47

.70

50' R/W PER

M.B. 10 PG. 41

25 MPH

FND 1" IP NO ID E = 629672.75

ELEV = 25.64

FND N&D (NO ID)

1.04'S, 9.25'W

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

PALM 20"

4' CLF

ASPHALT AREA

ASPHALT

DWY

CONC. UTIL.

PADS (2)

EOP

HEADWALL

TOP=26.82'

INV.=16.01'

7.5'X10.5

CULVERT

.65

.16

.34

.16

.87

.85

.68

.35

.68

.71 GUARDRAIL

CONC. WALK

6" ASPHALT CURB

2' VALLEY CURB

CONC. WALK

COMMUNICATION

CABINET

HEADWALL

TOP = 27.40'

INV = 16.10'

ITC

FND 1 1/2" IP

NO ID

ASPHALT

APRON

GUARDRAIL

SITE CONTROL #1

SET 5/8" IRON & CAP "TRAV HALFF"

N = 1790291.28

E = 630379.29

ELEV = 26.22

PLANTER FND 5/8" IRC

"LB 4335"

FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM

.25

.46

.36

1 2 3 4 5 6 7 8

044787.001

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

N o rt h

S in cl ai r A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

PROPOSED OPEN-CUT AND

REPAIR ASPHALT ROAD

PROPOSED 6" PVC

FORCE MAIN

STA: 12+02.76, 17.44' L

INSTALL:

(1) 6" 11.25° BEND

STA: 19+52.66, 13.92' L

PROPOSED TRANSITION FROM

8" HDPE TO 6" PVC

INSTALL:

(1) 8"X6" MJ REDUCER & FUSED

ON 8" MJ COUPLING

010 10 20

M A

LIN

. 10+ 73.24

M A

E S

. 1

STA 16+89.77, 13.85' L

PROPOSED TRANSITION FROM

6" PVC TO 8" HDPE

INSTALL:

(1) 8"X6" MJ REDUCER FUSED

ON 8" MJ COUPLING

PROPOSED DIRECTIONAL BORE,

8" HDPE FM (SEE SHEET C-9)

FLEMING AVE

JERO

E BLVD

M A

E S

. 1

M A

E S

. 1

PROPOSED 6" PVC

FORCE MAIN

4.02'

3.0'

M A

E S

. 1

FLEMING AVE

AVENUE C

M S

E T

4.62'

9.15'

8.83'

STA 19+57.14, 12.42' L

INSTALL AIR RELEASE VALVE

PROPOSED OPEN-CUT AND

REPAIR VALLEY CURB

Sheet C-6

C E

M A

PROPOSED OPEN-CUT

AND REPAIR CONCRETE

DRIVEWAY

CONTRACTOR TO FIELD VERIFY

EXISTING BURIED TELE. LINE SIZE

AND ELEVATION AT UTILITY CROSSING

CONTRACTOR TO FIELD VERIFY

EXISTING CATV LINE SIZE AND

ELEVATION AT UTILITY CROSSING CONTRACTOR TO FIELD VERIFY

EXISTING BURIED TELE. LINE SIZE

AND ELEVATION AT UTILITY CROSSING

PROPOSED DIRECTIONAL

BORE, 8" HDPE FM

(SEE SHEET C-9)

STA 19+55.66, 13.87'L

INSTALL:

(1) 6" 45° BEND

(1) 6" PLUG VALVE

STA 19+58.63, 10.97'L

CUT IN EXISTING FORCE MAIN

INSTALL:

(1) 6" WYE

(1) 6" PLUG VALVE

-2

P R

A R

Y S

E T, N O

R C

O N

U C

044787.001 FM &

BORE PROFILES.DWG

STA 11+00.00, 22.43' L

INSTALL:

(1) 6" 45° BEND

STA 11+07.00, 15.30' L

INSTALL:

(1) 6" 45° BEND

EX.4" PVC FORCE MAIN

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

Y O

F D

A Y

A B

E A

C H

P R

C T

N O

. 6

FM FM

FM FM FM

FM FM

STA 10+95.33, 22.44' L

INSTALL AIR RELEASE VALVE

AUGUST 2025

STA 16+33.86, 16.62' L

INSTALL:

(1) 6" 45° BEND

STA 16+38.18, 12.37' L

INSTALL:

(1) 6" 45° BEND

NOTE:

1. FORCE MAIN SHALL BE INSTALLED WITH A

MINIMUM OF 3 FEET OF COVER

2. EXISTING FORCE MAIN TO BE GROUT FILLED

NOTE:

1. FORCE MAIN SHALL BE INSTALLED WITH A

MINIMUM OF 3 FEET OF COVER

2. EXISTING FORCE MAIN TO BE GROUT FILLED

NOTE:

1. FORCE MAIN SHALL BE INSTALLED WITH A

MINIMUM OF 3 FEET OF COVER

2. EXISTING FORCE MAIN TO BE GROUT FILLED

INSTALL AIR RELEASE VALVE

EXISTING GRADE OVER CENTERLINE OF FM

INSTALL 6" WYE &

TIE INTO EXISTING FM

(1) 6" 45° BEND

(1) 8" 11.25° BEND

PROPOSED DIRECTIONAL

BORE, 8" HDPE

SCALE

HORIZONTAL: 1" = 10'

VERTICAL: 1" = 2'

3' M

EXISTING FORCE MAIN INV EL. ± 23

(CONTRACTOR TO FIELD VERIFY PIPE

ELEVATION)

EXISTING STORM SEWER INV = 16.00±

EXISTING TOP ±17.5

EXISTING WATER MAIN

(CONTRACTOR TO FIELD VERIFY

PIPE ELEVATION)

INSTALL (1) 8"X6" MJ REDUCER

& FUSED ON 8" MJ COUPLING

INSTALL (1) 8"X6" MJ REDUCER

& FUSED ON 8" MJ COUPLING

ARV (SEE DETAILS-19 ON SHEET G-3)

18" M

1 2 3 4 5 6 7 8

044787.001

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

N o rt h

S in cl ai r A ve

C er tif ic at e o f

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N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

STA. 16+89.77, 13.85'L TO STA. 19+52.66, 13.92'L

DIRECTIONAL BORE PROFILE

Sheet C-7

E M

W A

N D

O N

-2

P R

A R

Y S

E T, N O

R C

O N

U C

044787.001 FM &

BORE PROFILES.DWG

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

Y O

F D

A Y

A B

E A

C H

P R

C T

N O

. 6

G E

N E

R A

W S

1 2 3 4 5 6 7 8

044787.001

R E

D A

T E

JOB NO.:

CHECKED BY:

DRAWN BY:

DATE:

FILE NAME:

E P

E M

E N

N o rt h S in cl ai r

A ve

C er tif ic at e o f

A ut h o ri za tio n

N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

PROPOSED 8.0'

WETWELL

PROP. 6" DIP

FORCE MAIN

PROPOSED 6" TEE

W/ 6" BLIND FLANGE

PROP. 6" TEE

PROP. 6" CHECK

VALVE (TYPICAL)

PROP. 6" TEE

PROP. 6" PLUG

VALVE (TYPICAL)

PROP. 6" BAUER B STYLE

COUPLING

PROP. 60'' x 48'' ACCESS HATCH

(HALLIDAY SERIES S2R6048)

PROPOSED SUBMERSIBLE PUMP #1

PROPOSED SUBMERSIBLE PUMP #2

NP 3153 HT 3

276 mm

HORSE POWER

R.P.M.

SUBMERSIBLE PUMPS

8.0 FEET

T.D.H.

3 PHASE

58311

60 HZ 240 VOLT

PROPOSED PUMP DATA

FLYGT

G.P.M.

ELECTRICAL REQUIREMENTS

MODEL NUMBER

WETWELL INSIDE DIA.

PUMP SIZE

IMPELLER

PROP. 4"Ø STAINLESS STEEL

PRESSURE GAUGE (OIL FILLED

W/DIAPHRAGM ISOLATED AND

PETCOCK VALVE (TYPICAL)

A 8

PUMP STATION NOTES:

(1) THE INTERIOR OF THE WETWELL SHALL BE LINED WITH 2 MM AGRU SURE GRIP

LINING SYSTEM.

(2) THE EXTERIOR OF THE WETWELL SHALL BE COATED WITH 10 MIL. EW-1 AQUAPOXY,

DRY FILM THICKNESS (DFT) - 2-COATS AT 5 MIL. EACH (RED & BLACK)

(3) RISER PIPE PENETRATIONS IN THE WETWELL TOP SLAB SHALL BE SEALED WITH

SIKAFLEX.

PROP. 3/4" POLY

WATER SERVICE

PROP. HOSE BIBB

Sheet M-1

PROP. CONTROL PANEL

(SEE ELECTRICAL SHEETS)

PROP. GENERATOR

PROP. 59 LF OF 10" PVC SANITARY

SEWER @ 0.4% SLOPE

5.0'

PROP. 6" PLUG VALVE

PROPOSED 4" TYPE 316 STAINLESS STEEL

VENT WITH 1/4" HARDWARE SCREEN

2" SCH 40 PVC DRAIN LINE TO BE

SLOPED TOWARDS WETWELL

-2

P R

A R

Y S

E T, N O

R C

O N

U C

044787.001 Lift Station

53 - Construction Plan

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

C T

N O

. 6

-1 7-

0% P

R E

R Y

S E

T, N

O T

C O

N S

O N

AUGUST 2025

PROPOSED 6"

90° BEND

(TYPICAL)

12'' DIAMETER OPENINGS FOR RISER PIPE

(SEE NOTE 3)

01 1 2

TYPE 316 STAINLESS STEEL SEWAGE

COMBINATION AIR/VACUUM RELEASE

VALVE, A.R.I. MODEL D-025 STST OR

APPROVED EQUAL,VENT TO WET

WELL W/2" SCH 40 PVC

PROPOSED 6"

90° BEND

R E

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N um b er

: 3

Fa x:

O ff ic e:

Ta va re s, F lo ri d a

Y O

F D

A Y

A B

E A

C H

SCALE: 3/4" = 1'

PROPOSED 6" DIP

FORCE MAIN

PROPOSED 6"

TEE

PROPOSED

6" TEE

PROPOSED 6" PLUG

VALVE (TYPICAL)

PROPOSED 6" CHECK

VALVE (TYPICAL)

PROPOSED 60'' x 48''

ACCESS HATCH

(HALLIDAY SERIES S2R6048)

PROPOSED 6"

90° BEND

PROPOSED 6"

90° BEND

PROPOSED 4"

BASE ELBOW

316 STAINLESS STEEL SCH. 40 PUMP GUIDE

RAILS (2) PER PUMP BY PUMP MANUFACTURER

6" TYPE 316 STAINLESS

STEEL SCH. 40 RISER PIPE

TYPE 316 STAINLESS STEEL PIPE

SUPPORT (TYPICAL)

PROPOSED 4" TYPE 316 STAINLESS STEEL

VENT WITH 1/4" HARDWARE SCREEN

HIGH WATER ALARM

HIGH-HIGH EL = 10.12'

EL = 24.00' EL = 24.00'

PROPOSED 4"Ø STAINLESS STEEL

PRESSURE GAUGE (OIL FILLED W/DIAPHRAGM

ISOLATED AND PETCOCK VALVE (TYPICAL)

SEAL CONDUIT

END IN WETWELL

STAINLESS STEEL PUMP

GRIP-EYE CABLE

EL = 5.00'

CL EL = 15.75'

SECTION

2" SCH 40 PVC

UNION (TYP.)

2" SCH 40 PVC

90° BEND

2" STAINLESS STEEL

BALL VALVE

6" X 2" SERVICE SADDLE

TYPE 316 STAINLESS STEEL SEWAGE

COMBINATION AIR/VACUUM RELEASE

VALVE, A.R.I. MODEL D-025 STST OR

APPROVED EQUAL,VENT TO WET

WELL W/2" SCH 40 PVC

1-1/4" THREAD x 2"

SLIP SCH 40 PVC

PROPOSED STAINLESS

STEEL PIPE SUPPORT

(TYPICAL)

2" SCH 40 PVC DRAIN LINE TO BE

SLOPED TOWARDS WETWELL

PROPOSED STAINLESS

STEEL PIPE SUPPORT

(TYPICAL)

PROPOSED 6" TEE

PROPOSED 6" PLUG

VALVE (TYPICAL)

PROPOSED 6" TEE

SCALE: 3/4" = 1'

SECTION

PROPOSED SUBMERSIBLE

FLYGT PUMP

CL EL = 27.50'

Sheet M-2

N V

PROP. 6'' BAUER B STYLE COUPLING

-2

P R

A R

Y S

E T, N O

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U C

PUMP STATION NOTES:

1. PUMPS SHALL BE FLYGT SUBMERSIBLE PUMPS. PUMPS SHALL HAVE(2) 2" TYPE 316 STAINLESS STEEL GUIDE

RAILS PER PUMP

2. WET WELL ACCESS COVERS SHALL HAVE CLEAR OPENING OF 60" X 48" AS MANUFACTURED BY HALLIDAY PRODUCTS OR APPROVED EQUAL. ACCESS FRAME AND COVER SHALL HAVE A 1/4" THICK ONE-PIECE, MILL FINISH, EXTRUDED ALUMINUM FRAME, INCORPORATING A CONTINUOUS CONCRETE ANCHOR. DOOR PANEL(S) SHALL BE 1/4" ALUMINUM DIAMOND PLATE, REINFORCED TO WITHSTAND A LIVE LOAD OF 300 PSF. DOOR(S) SHALL OPEN TO 90° AND AUTOMATICALLY LOCK WITH STAINLESS STEEL HOLD OPEN ARMS WITH ALUMINUM RELEASE HANDLES. DOOR(S) SHALL CLOSE FLUSH WITH THE FRAME. UNIT SHALL LOCK WITH A NONCORROSIVE LOCKING BAR. FRAME SHALL SUPPORT GUIDE RAILS AND CABLE HOLDER FOR ELECTRICAL WIRING. FALL

PROTECTION SHALL BE PROVIDED.

3. ALL FASTENERS ON FLANGES AND ETC. INSIDE WET WELL SHALL BE 316 STAINLESS STEEL.

4. ALL DIMENSIONS AND LOCATIONS OF UTILITIES TO BE FIELD VERIFIED BY CONTRACTOR.

5. PRESSURE GAUGES SHALL BE STAINLESS STEEL WITH STAINLESS STEEL DIAPHRAGM, LIQUID FILLED, 4 1/2" DIAMETER DIAL WITH 0-100 PSI RANGE. GAUGES SHALL BE AS MANUFACTURED BY WIKA, LOWER MOUNT, TYPE

233.30 AND DIAPHRAGMS SHALL BE AS MANUFACTURED BY CITY APPROVED MANUFACTURERS.

6. BACKFILL AROUND WET WELL IN 12” LIFTS COMPACTED TO A MINIMUM OF 98%.

7. LOCATIONS WHERE RISER PIPES LEAVE THE WET WELL SHALL BE MADE WATERTIGHT WITH SIKAFLEX-1A

CLOSURES SEALED FOR THE PROPER SEALING RANGE.

8. INSTALL PUMP BASE ELBOWS, GUIDE RAILS AND DISCHARGE PIPING PLUMB, LEVEL AND SQUARE.

9. INSTALL BENCH FOR PUMP BASE ELBOW IF NECESSARY, PER MANUFACTURER'S APPROVED SHOP DRAWINGS.

10. COAT ALL METALS THAT ARE NOT STAINLESS STEEL AND ARE LOCATED IN THE WETWELL WITH 10 MILS (DRY FILM THICKNESS) OF BLACK, HIGH GLOSS EPOXY, (TNEMEC SERIES 69 HI-BUILD EPOXYLINE II OR SHERWIN WILLIAMS MACROPOXY). COATING SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATION AND SHALL NOT BE IMMERSED UNTIL FULL CURE IS ACHIEVED.

11. COAT ALL ALUMINUM SURFACES IN CONTACT WITH CONCRETE WITH TWO COATS OF ZINC CHROMATE PRIMER

PRIOR TO INSTALLATION.

12. PUMP BASE ELBOWS, PUMP ANCHOR BOLTS, UPPER AND INTERMEDIATE GUIDE RAIL BRACKETS, GUIDE RAILS, CABLE HANGER, PUMP LIFTING CABLES, CONTROL PANEL AND FLOAT SWITCHES TO BE APPROVED BY PUMP

SUPPLIER.

13. INSTALL INTERMEDIATE GUIDE RAIL BRACKETS AS REQUIRED BY PUMP MANUFACTURER.

14. DUCTILE IRON PIPE SHALL COMPLY WITH AWWA C115 AND SHALL BE LINED WITH PROTECTO 401 EPOXY

COATING.

15. DUCTILE IRON FITTINGS SHALL COMPLY WITH AWWA C110 OR C153 WITH AND BE LINED WITH PROTECTO 401

EPOXY COATING.

16. PAINT EXTERIOR PIPE, VALVES AND FITTINGS WITH AN ALIPHATIC, ACRYLIC POLYURETHANE SYSTEM, COLOR

GREEN, TNEMEC SERIES 74 OR AN EQUIVALENT PRODUCT. COMPLY WITH ALL MANUFACTURER'S

RECOMMENDATIONS.

17. FIELD TESTING: THE CONTRACTOR SHALL FURNISH THE SERVICES OF THE SYSTEM SUPPLIER'S SERVICEMAN, ALL SPECIAL TOOLS, CALIBRATION EQUIPMENT, AND LABOR TO PERFORM THE TESTS. CERTIFIED COPIES OF

THE TESTS SHALL BE FURNISHED TO THE ENGINEER PRIOR TO FINAL APPROVAL.

18. THE INTERIOR OF THE WETWELL SHALL BE LINED WITH 2 MM AGRU SURE GRIP LINING SYSTEM.

19. THE EXTERIOR OF THE WETWELL SHALL BE COATED WITH 10 MIL. EW-1 AQUAPOXY, DRY FILM THICKNESS

(DFT) - 2-COATS AT 5 MIL. EACH (RED & BLACK)

044787.001 Lift Station

53 - Construction Plan

TEM

CLM

RAE

ROBERT A. ERN, PE

Registered Eng 54013

P R

C T

N O

. 6

-1 7-

0% P

R E

R Y

S E

T, N

O T

C O

N S

O N

INV. EL = 9.62'

AUGUST 2025

PROPOSED 6" x 4"

REDUCER

VEGAPULS C21

2" SCH 40 PVC

90° BEND

2" STAINLESS STEEL

BALL VALVE

2" X 6" COMPANION

FLANGE

TYPE 316 STAINLESS STEEL SEWAGE

COMBINATION AIR/VACUUM RELEASE

VALVE, A.R.I. MODEL D-025 STST OR

APPROVED EQUAL,VENT TO WET

WELL W/2" SCH 40 PVC

2" SCH 40 PVC DRAIN LINE TO BE

SLOPED TOWARDS WETWELL

2" MIN.

PUMP BASE ANCHOR PLATE

NTS

4" MIN.

PUMP SIDE

8" X 3/4" S.S. ANCHOR

BOLTS EPOXIED IN OR J

BOLTS CAST IN PLACE

PUMP BASE

18" X 22" (MIN.)

1" THICK STEEL PLATE

3/4" DIA. S.S. BOLTS TO

BE WELDED TO BOTTOM

SIDE OF STEEL PLATE.

FOR DIMENSIONS SEE

MANUFACTURER'S

SPECIFICATIONS

STANDARD HOOK DEVELOPMENT

LENGTH

BAR SIZE

#10

#11

90° STD

HOOK "A"

10"

1'-0"

1'-2"

1'-4"

1'-7"

1'-10"

2'-0"

10"

1'-0"

1'-2"

1'-3"

1'-5"

1'-7"

90° HOOK

180° HOOK

4 BAR DIA.

2" MIN.

4 BAR DIA. (#3 TO #8 BAR)

5 BAR DIA. (#9 TO #11 BAR)

ld ldh ldh

MIN. LAP LENGTH

*SPACING NOT TO BE GREATER THAN 1/5

LAP LENGTH OR 6IN. WHICH EVER IS LESS

180° STD

HOOK "J"

1'-11 4"

1'-23 4"

DEVELOPMENT

LENGTH,

ldh

*FOR STD HOOK BAR GEOMETRY

NOT SHOWN REFER TO MINIMUM ACI

REQUIREMENTS

BAR SIZE

OTHER BARS

#10

#11

TOP BARS

DEVELOPMENT LENGTH, ld

1'-7"

2'-1"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-6"

7'-3"

1'-3"

1'-7"

2'-0"

2'-4"

3'-6"

3'-11"

4'-6"

5'-0"

5'-7"

CONCRETE STRENGTH f`c= 4,000 PSI OR GREATER

NOTES:

1. GRADE 60 UNCOATED REINFORCEMENT

2. SPLICE LENGTHS GIVEN ABOVE ARE TO BE USED

UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS.

TOP BARS

LAP LENGTH (CLASS B SPLICE)

2'-0"

2'-8"

3'-4"

4'-0"

5'-10"

6'-8"

7'-6"

8'-6"

9'-6"

1'-7"

2'-0"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-6"

7'-3"

OTHER BARS

REBAR MINIMUM TENSION DEVELOPMENT & LAP LENGTHS

MAXIMUM BAR SPACING AT NON-CONTACT LAPS:

BAR SIZE

#10

#11

DETAIL A

TYPNTS

STANDARD REINFORCEMENT DETAILS

GENERAL CONDITIONS

1. ALL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE MECHANICAL, CIVIL, ELECTRICAL, HVAC, AND SHOP DRAWINGS AND SPECIFICATIONS.

2. THE CONTRACTOR SHALL REVIEW AND VERIFY DIMENSIONS SHOWN IN ALL PLANS AND REVIEW

ALL FIELD CONDITIONS THAT MAY AFFECT THE WORK DEPICTED ON THE DRAWINGS. SHOULD

DISCREPANCIES APPEAR, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING TO OBTAIN

ENGINEER'S CLARIFICATION BEFORE COMMENCING WITH THE WORK.

3. FOR ALL ITEMS EMBEDDED IN OR PASSING THROUGH CONCRETE, THE CONTRACTOR SHALL

INITIALLY REFER TO MECHANICAL, HVAC, AND PLUMBING DRAWINGS FOR TYPE, SIZE, LOCATION, AND SPECIAL INSTALLATION REQUIREMENTS FOR THESE ITEMS.

4. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PROTECT EXISTING STRUCTURES

FROM DAMAGE WHEN WORKING IN AND AROUND EXISTING STRUCTURES PERFORMING WORK

SUCH AS DEMOLITION, FOUNDATION EXCAVATIONS, AND OTHERS.

5. SIZE AND LOCATION OF EQUIPMENT PADS AND ANCHOR BOLTS SHALL BE PER EQUIPMENT

MANUFACTURER'S REQUIREMENTS.

6. ANY CONSTRUCTION EQUIPMENT THAT MAY INDUCE VIBRATION TO THE STRUCTURE SHALL BE

ADEQUATELY ISOLATED FROM THE STRUCTURE.

7. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL

BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT

WHERE A DIFFERENT DETAIL IS SHOWN.

DESIGN CRITERIA

BUILDING CODES AND REFERENCES:

1. 2023 FLORIDA BUILDING CODE (FBC) EIGHT EDITION

2. REINFORCED CONCRETE: ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE"

3. STRUCTURAL STEEL: AISC MANUAL OF STEEL CONSTRUCTION 15TH EDITION

4. LIVE LOADS:

WETWELL TOP SLAB 300 PSF & AASHTO H-20

(NON-CONCURRENT)

5. WIND DESIGN CRITERIA:

RISK CATEGORY III

ULTIMATE DESIGN WIND SPEED, VULT 146 MPH

NOMINAL DESIGN WIND SPEED, VASD 113 MPH

EXPOSURE CATEGORY D

FOUNDATIONS

GEOTECHNICAL REPORT:

1. SUBSURFACE EXPLORATION "GEOTECHNICAL INVESTIGATION, PROPOSED NEW LIFT STATION

LS-33, AVENUE D & PINE DRIVE, DAYTONA BEACH, VOLUSA COUNTY, FLORIDA" PREPARED BY

ANDREYEV ENGINEERING, INC. PROJECT NO. GPGT-22-121, DATED NOVEMBER 7, 2022. ANY

INTERPRETATION OF THE CONTENTS OF THE GEOTECHNICAL REPORT IS THE RESPONSIBILITY OF

THE CONTRACTOR.

FOUNDATION DESIGN:

1. ALLOWABLE NET BEARING PRESSURE FOR FOUNDATIONS: 1,500 PSF

CONCRETE (CAST-IN-PLACE)

1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 318

REQUIREMENTS.

2. ALL CONCRETE SHALL BE AIR-ENTRAINED WITH A MINIMUM OF 4,000 PSI COMPRESSIVE STRENGTH

AT 28 DAYS UNLESS OTHERWISE NOTED.

3. WATER REDUCING AGENT SHALL BE IN ACCORDANCE WITH ASTM C494.

4. ALL CONCRETE SURFACES EXPOSED TO AIR, UNLESS OTHERWISE NOTED IN THE SPECIFICATIONS, SHALL BE TREATED WITH AN APPROPRIATE CURING METHOD AS SOON AS FINISHING IS

COMPLETED OR FORMS ARE REMOVED.

5. ALL EXPOSED CORNERS SHALL HAVE A MINIMUM CHAMFER OF 3/4" UNLESS OTHERWISE NOTED.

6. THE CONTRACTOR SHALL OBTAIN…

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