5-Miller and Turpin Unit Improvements - Drawings and Maps.pdf

CIVIL DESIGN ENGINEER:

(801) 739-8218

WEST JORDAN, UTAH 84081

POST OFFICE BOX 612

EQUINOX ENGINEERING

Wetland Environmental Consulting and Civil Engineering

THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE

FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE

PLANS. ALL CHANGES MUST BE IN WRITING AND MUST BE APPROVED BY

THE PREPARER OF THESE PLANS.

FARMINGTON BAY WMA

MILLER & TURPIN UNITS IMPROVEMENTS

SHEET TITLE

www.equinoxengineering.us

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ORDER

SHEET TITLE:

SHEET IDENTIFIER:

PROJECT OWNER:

MARK DATE DESCRIPTION

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT IDENTIFICATION:

PROJECT SPONSOR:

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

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OWNER PROJECT:

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09/03/2026 www.equinoxengineering.us

COVER SHEET

CV 01

AERIAL IMAGE FROM

GOOGLE EARTH

May 21, 2025

OWNER: STATE OF UTAH

DEPARTMENT OF NATURAL RESOURCES

OGDEN, UTAH 84405

1" = 100,000'

VICINITY MAP

1" = ±162 Miles

UTAH MAP

1" = 40,000'

AREA MAP

PROJECT LOCATION

1" = 3,000'

SITE MAP

FARMINGTON BAY

WMA

MILLER AND

TURPIN UNITS

IMPROVEMENTS

UT-139-02

266113

S-102

COVER SHEET 1 CV01

GENERAL NOTES 01 - GENERAL CONCRETE NOTES 2 GN01

GENERAL NOTES 02 - GENERAL EARTHWORK / GRADING NOTES 3 GN02

GENERAL NOTES 03/04 - PROJECT SPECIFIC GENERAL NOTES 4 - 5 GN03 - GN04

CIVIL PLAN VIEW - SHEET LAYOUT - 5040 SCALE (1" = 420') 6 PV01

CIVIL PLAN VIEW - PROJECT SHEET LAYOUT - 240 SCALE (1" = 20') 7 PV02

CIVIL PLAN VIEW - PROJECT SHEET LAYOUT - 240 SCALE (1" = 20') 8 PV03

TYPICAL CONSTRUCTION DETAILS CUT SECTION VIEWS 9 DT01

WCS TYPE A 36 TYPICAL 10 - 16 DT WCS A36-1 - DT WCS A36-7

WCS TYPE A SAFETY GRATING / STOP LOG TYPICAL DETAILS 17 DT WCS A-8

SHEET IDENTIFIERBINDING ORDER

SHEET SET ASSEMBLY ORDER

AREA MAP INSET

SITE MAP INSET

SUBMITTAL #: S-102 / BID SET - UPDATED SEPTEMBER 03, 2026

STATE OF UTAH

DIVISION OF

WILDLIFE

RESOURCES

(DWR)

STATE OF UTAH

DIVISION OF

NATURAL

RESOURCES

(DNR)

515 EAST

5300 SOUTH

OGDEN, UTAH

84405

BINDING

ORDER

SHEET TITLE:

SHEET IDENTIFIER:

PROJECT OWNER:

MARK DATE DESCRIPTION

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT IDENTIFICATION:

PROJECT SPONSOR:

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

OWNER PROJECT:

SMC

WEC

09/03/2026 www.equinoxengineering.us

FARMINGTON BAY

WMA

MILLER AND

TURPIN UNITS

IMPROVEMENTS

STATE OF UTAH

DIVISION OF

WILDLIFE

RESOURCES

(DWR)

UT-139-02

266113

S-102

THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE AND/OR LIABLE

FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES MUST

BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.

ABBREVIATIONS / LEGEND

NOT ALL ABBREVIATIONS WILL APPLY TO THIS

PROJECT

AB ANCHOR BOLT

ADDL ADDITIONAL

AL ALUMINUM

APPROX APPROXIMATE

B BOTTOM

BTWN BETWEEN

CJ CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEAR

CMP CORRUGATED METAL PIPE

CNTR CENTER

CONC CONCRETE

CONT CONTINUED / CONTINUOUS

CP CONTROL POINT

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DWG DRAWING

DWLS DOWELS

EA EACH

EF EACH FACE

EL ELEVATION

EW EACH WAY

EQ SP EQUAL SPACE / EQUALLY SPACED

EXIST EXISTING

EXP JNT EXPANSION JOINT

FL FLOWLINE

GALV GALVANIZED

GR GRADE

HDPE HIGH DENSITY POLYETHYLENE PIPE

ID INSIDE DIAMETER

IE INVERT ELEVATION

JTS JOINTS

MAX MAXIMUM

MIN MINIMUM

NO. NUMBER

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

PL PLATE

PLCS PLACES

PROJ PROJECTION

PSTL PIPE STEEL

PSI POUNDS PER SQUARE INCH

RAD RADIUS

RCP REINFORCED CONCRETE PIPE

REINF REINFORCEMENT

REQD REQUIRED

SB STEEL BENT

SCH SCHEDULE

SECT SECTION

SIM SIMILAR

SQ SQUARE

SR SUPPORT RING

SS STAINLESS STEEL

STA STATION

STD STANDARD

STL STEEL

SYM SYMMETRICAL

T TOP

T&B TOP AND BOTTOM

TH THICKNESS

THRD THREADED

TYP TYPICAL

VERT VERTICAL

W/ WITH

WCS WATER CONTROL STRUCTURE

WS WATERSTOP

GENERAL NOTES

1. CONTRACTOR SHALL BE RESPONSIBLE TO CONTACT BLUE STAKES

PRIOR TO ANY EXCAVATION WITH SUFFICIENT LEAD TIME AS REQUIRED

BY BLUE STAKES. BLUE STAKES UTAH 800.662.4111

2. UNLESS SPECIFICALLY STATED OTHERWISE IN THE PLANS,

SPECIFICATIONS AND/OR CONTRACT DOCUMENTS, THE CONTRACTOR

SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY PERMITS FROM

ANY REGULATORY AGENCY THAT HAS JURISDICTION OVER THE

PROJECT SITE AS NEEDED TO COMMENCE CONSTRUCTION ACTIVITY.

ALL PERMITS SHALL BE APPROVED, ISSUED AND IN HAND A MINIMUM

OF 48 HOURS PRIOR TO THE START OF ANY CONSTRUCTION WORK.

3. THE CONTRACTOR SHALL NOT SCALE DRAWINGS FOR CONSTRUCTION

PURPOSES. ANY MISSING DIMENSIONS OR DISCREPANCIES IN THE

DRAWINGS OR PHYSICAL FEATURES SHALL BE BROUGHT TO THE

ATTENTION OF THE ENGINEER FOR RESOLUTION. IF THE CONTRACTOR

PROCEEDS PRIOR TO OBTAINING THE ENGINEERS RESOLUTION THE

CONTRACTOR DOES SO AT THEIR OWN RISK

4. OBSERVATIONS OF THE WORK IN PROGRESS AND ON-SITE VISITS BY

THE ENGINEER OR OWNER ARE NOT TO BE CONSTRUED AS

ACCEPTANCE OR WARRANTIES OF THE CONTRACTOR'S CONTRACTUAL

OBLIGATION.

5. CONSTRUCTION SAFETY IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR. THE ENGINEER IS NOT RESPONSIBLE FOR SAFETY IN

OR ABOUT THE PROJECT SITE, NOR FOR THE COMPLIANCE BY THE

APPROPRIATE PARTY WITH ANY REGULATIONS RELATING THERETO.

6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION

DRAWINGS AND SPECIFICATIONS ON SITE AT ALL TIMES. ONE SET OF

THE CONSTRUCTION DRAWINGS SHALL BE MAINTAINED SOLELY TO

DOCUMENT ANY CHANGES IN THE WORK AS A RESULT OF CHANGE

ORDERS OR FIELD CONDITIONS THAT MAY REQUIRE ALTERNATIVE

CONSTRUCTION DETAILS. ALL SUCH CHANGES SHALL BE MARKED ON

THE RECORD SET OF DRAWINGS IN PERMANENT INK.

7. THE ENGINEER MAY PROVIDE QUANTITIES AND/OR SURVEY DATA FOR

USE BY THE CONTRACTOR. INFORMATION PROVIDED BY THE

ENGINEER IN GOOD FAITH IS ASSUMED TO BE ACCURATE, HOWEVER

THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF QUANTITIES

AS REPORTED ON THE UNIT PRICE BID TABULATION AND SHALL BE

RESPONSIBLE TO LAYOUT AND CONSTRUCT THE WORK TO MEET THE

INTENT OF THE DESIGN.

8. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE MOST

CURRENT INTERNATIONAL BUILDING CODE (I.B.C.) AS AMENDED BY

THE STATE IN WHICH THE PROJECT IS LOCATED AND LOCAL AGENCIES

AS NEEDED AND AS APPROPRIATE FOR THE PROJECT WORKS.

9. THE STRUCTURES SHOWN ON THE DRAWINGS HAVE BEEN DESIGNED

FOR STABILITY UNDER FINAL CONDITIONS ONLY. THESE PLANS DO

NOT INCLUDE THE NECESSARY COMPONENTS FOR EQUIPMENT OR

EQUIPMENT FOR THE STRUCTURES DURING CONSTRUCTION. THE

CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO

CONSTRUCTION ERECTION METHODS. BRACING, SHORING, RIGGING,

GUYS, SCAFFOLDING, FORM WORK, AND OTHER WORK AIDS REQUIRED

TO SAFELY PERFORM THE WORK SHOWN.

10. EXCAVATIONS SHALL BE SHORED AS REQUIRED TO PREVENT

SUBSIDENCE OR DAMAGE TO ADJACENT EXISTING STRUCTURES,

UTILITIES OR OTHER EXISTING INFRASTRUCTURE.

GENERAL CONCRETE NOTES CONTINUED

1. ALL CONCRETE IS DESIGNED IN ACCORDANCE WITH AMERICAN

CONCRETE INSTITUTE ACI 350 AND SHALL BE CONSTRUCTED IN

ACCORDANCE WITH THESE PLANS.

2. CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 4000

PSI UNLESS OTHERWISE NOTED.

3. CONCRETE WORK SHALL CONFORM TO ACI 301

4. REINFORCEMENT STEEL SHALL BE DEFORMED BARS CONFORMING IN

QUALITY TO THE REQUIREMENTS OF ASTM A-615. "SPECIFICATIONS

FOR DEFORMED AND PLAIN CARBON-STEEL BARS FOR CONCRETE

REINFORCEMENT". GRADE 60.

5. ALL DETAILING, FABRICATION AND PLACING OF REINFORCING BARS,

UNLESS OTHERWISE INDICATED SHALL BE IN ACCORDANCE ACI-315.

"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

CONCRETE STRUCTURES". MOST CURRENT EDITION.

6. CONSTRUCTION TOLERANCES SHALL BE IN ACCORDANCE WITH ACI

347.

7. METAL CLIPS OR SUPPORTS SHALL NOT BE PLACED IN CONTACT WITH

THE FORMS OR THE SUBGRADE. CONCRETE BLOCKS (ADOBE)

SUPPORTING BARS ON SUBGRADE SHALL BE IN SUFFICIENT NUMBERS

TO SUPPORT THE BARS WITHOUT SETTLEMENT, BUT IN NO CASE

SHALL SUPPORT BE CONTINUOUS.

8. REINFORCEMENT BARS AND ACCESSORIES SHALL NOT BE IN CONTACT

WITH PIPE, PIPE FLANGE, OR METAL PARTS EMBEDDED IN CONCRETE.

A MINIMUM OF 2 INCHES CLEARANCE SHALL BE PROVIDED AT ALL

TIMES UNLESS SPECIFICALLY OTHERWISE SPECIFIED.

9. COVER FOR REINFORCEMENT BARS, UNLESS OTHERWISE

SPECIFICALLY NOTED SHALL BE AS FOLLOWS:

A) CONCRETE PLACED AGAINST EARTH - 3 INCHES MINIMUM

B) CONCRETE FORMED BUT EXPOSED TO EARTH, WATER OR WEATHER -

2" MINIMUM

10. UNLESS OTHERWISE NOTED, WALLS AND SLABS SHOWN WITH SINGLE

LAYER OF REINFORCEMENT SHALL HAVE THAT REINFORCEMENT

CENTERED.

11. PLACING OF CONCRETE SHALL CONFORM TO ACI 304R. HOT WEATHER

CONCRETE SHALL BE PLACED PER ACI 305R. COLD WEATHER

CONCRETE SHALL BE PLACED PER ACI 306R.

12. ALL DIMENSIONS TO A JOINT ARE TO THE CENTERLINE OF THE JOINT.

13. DIMENSIONS NOT SHOWN ARE THE SAME AS DIMENSIONS FOR

IDENTICAL DETAILS SHOWN ELSEWHERE.

14. BEFORE PLACING CONCRETE ON GRADE, CARE SHALL BE TAKEN THAT

ALL BURIED MATERIALS BELOW GRADE ARE IN PLACE.

43. FORMS SHALL CONFORM TO THE SHAPES, LINES AND DIMENSIONS AS

SHOWN ON THE DRAWINGS. THEY SHALL BE BRACED AND/OR TIED

TOGETHER TO MAINTAIN POSITION AND SHAPE AND BE SUFFICIENTLY

TIGHT TO PREVENT LEAKAGE. FORMS SHALL BE THOROUGHLY OILED

OR WETTED AND CLEANED OF DEBRIS PRIOR TO PLACEMENT OF

CONCRETE.

44. CONCRETE SHALL BE PLACED OR DEPOSITED AS CLOSELY AS

POSSIBLE TO ITS FINAL POSITION AND WORKED INTO THE CORNERS

AND ANGLES OF THE FORMS AND AROUND ALL REINFORCEMENT AND

EMBEDDED ITEMS IN A MANNER TO PREVENT SEGREGATION OR

AGGREGATES OR EXCESSIVE LAITANCE. CONSOLIDATION OF

CONCRETE SHALL BE ACCOMPLISHED BY MEANS OF INTERNAL TYPE

MECHANICAL VIBRATORS, RODDING, SPADING, OR HAND TAMPING

45. CONCRETE SHALL BE PREVENTED FROM DRYING FOR A CURING

PERIOD OF AT LEAST 24 HOURS AFTER PLACEMENT BEFORE FORMS

MAY BE REMOVED. EXPOSED SURFACES SHALL BE KEPT

CONTINUOUSLY MOIST FOR THE ENTIRE PERIOD. FOR FORMED

SURFACES, THE CURING MAY BE LEAVING THE FORMS IN PLACE AND

KEEPING THEM WET FOR THE ENTIRE CURING PERIOD. MOISTURE

SHALL BE MAINTAINED BY SPRINKLING, FLOODING, OR FOG

SPRAYING OR BY COVERING WITH CONTINUOUSLY MOISTENED

CANVAS CLOTH MATS, STRAW, EARTH OR OTHER APPROVED

MATERIAL. IN LIEU OF WATER CURING THE CONCRETE SHALL BE

CURED BY SPRAYING WITH AN APPROVED SEALING COMPOUND. THE

SEALING COMPOUND SHALL BE APPLIED AS SOON AS PRACTICAL

AFTER THE CONCRETE HAS BEEN FINISHED. THE SEALING

COMPOUND SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM

C309. ALL SURFACES SHALL BE KEPT MOIST UNTIL THE COMPOUND

IS APPLIED.

46. IF THE ENGINEER DETERMINES OR HAS CAUSE TO BELIEVE THAT THE

CONCRETE DOES NOT MEET THE SPECIFICATION THE ENGINEER AT

HIS/HER SOLE DISCRETION MAY REQUIRE THE CONTRACTOR TO

PROVIDE TESTING UP TO AND INCLUDING THE FOLLOWING

SPECIFICATIONS. UTILIZING AN INDIVIDUAL OR COMPANY LICENSED

TO PERFORM CONCRETE TESTING IN THE STATE WHERE THE

PROJECT IS LOCATED, THE CONTRACTOR SHALL PROVIDE AT A

MINIMUM FOR EACH ONE-HUNDRED FIFTY (150) CUBIC YARDS OF

PLACED CONCRETE OR DAILY, WHICHEVER IS LESS, THE

FOLLOWING:

A) SLUMP OR CONSISTENCY TESTING AND MEASUREMENT

IN ACCORDANCE WITH ASTM C143

B) TEMPERATURE TESTING MEASUREMENT IN ACCORDANCE WITH

ASTM C1064

C) AIR CONTENT TESTING MEASUREMENT IN ACCORDANCE WITH EITHER

ASTM C231 (PRESSURE METHOD), ASTM C173 (VOLUMETRIC METHOD)

OR ASTM C138 (GRAVIMETRIC METHOD). THE METHOD CHOSEN BY

THE TESTING FIRM OR COMPANY SHALL BE JUSTIFIED AS

APPLICABLE TO THE RESPECTIVE CONCRETE MIXTURE.

D) STRENGTH SPECIMENS TESTING AND MEASUREMENT IN

ACCORDANCE WITH ASTM C31. A MINIMUM OF FOUR (4) CYLINDER

CONCRETE BREAK SAMPLES SHALL BE TAKEN AND THE AVERAGE OF

THE TWO SEVEN (7) DAY AND TWO TWENTY-EIGHT (28) DAY RESULTS

REPORTED.

E) ALL TESTS PERFORMED SHALL BE IN ACCORDANCE WITH ASTM C172

EXCEPT FOR ROUTINE SLUMP AND AIR-CONTENT TESTS

F) THE ENGINEER SHALL BE SPECIFICALLY NAMED ON THE

DISTRIBUTION LIST TO RECEIVE ORIGINAL CONCRETE TESTING

REPORTS FROM THE RESPECTIVE FIRM OR COMPANY PROVIDING

TESTING AND CERTIFIED RESULTS.

47. BEFORE ANY CONCRETE IS PLACED, ALL ICE, SNOW AND FROST

SHALL BE COMPLETELY REMOVED FROM ALL SURFACES TO BE IN

CONTACT WITH THE NEW CONCRETE AND THE TEMPERATURE OF

THESE SURFACES SHALL BE RAISED TO AS CLOSE AS MAY BE

PRACTICAL TO THE TEMPERATURE OF THE NEW CONCRETE THAT IS

TO BE PLACED THEREON. NO CONCRETE SHALL BE PLACED ON A

FROZEN SUB GRADE OR ON ONE THAT CONTAINS FROZEN

MATERIALS. CONCRETE SHALL NOT BE MIXED OR PLACED WHEN

DAILY MINIMUM ATMOSPHERIC TEMPERATURE IS LESS THAN FORTY

(40) DEGREES F., UNLESS FACILITIES ARE PROVIDED TO ENSURE THE

ADEQUATE PROTECTION OF THE CONCRETE.

TEMPERATURE OF THE CONCRETE AT THE TIME OF PLACEMENT

SHALL NOT BE LESS THAN FIFTY (50) DEGREES F. NOR MORE THAN

NINETY (90) DEGREES F. THE USE OF ACCELERATORS OR ANTIFREEZE

COMPOUNDS WILL NOT BE ALLOWED.

48. NO REPAIRS SHALL BE MADE UNTIL THE CONCRETE HAS BEEN

REVIEWED BY THE ENGINEER OR AUTHORIZED REPRESENTATIVE.

GENERAL CONCRETE NOTES CONTINUED

49. REPAIRS SHALL BE CATEGORIZED AND REPAIRED AS FOLLOWS:

A) SURFACE DEFECTS

REPAIR SURFACE DEFECTS THAT ARE SMALLER THAN ONE (1)

FOOT ACROSS IN ANY DIRECTION AND ARE LESS THAN ONE (1) INCH

IN DEPTH. REPAIR BY REMOVING THE HONEYCOMBED AND OTHER

DEFECTIVE CONCRETE DOWN TO SOUND CONCRETE, MAKE THE

EDGES PERPENDICULAR TO THE SURFACE AND AT LEAST

THREE-EIGHTHS (3/8) INCH DEEP, THOROUGHLY DAMPEN THE

SURFACE, WORK INTO THE SURFACE A BONDING GROUT (ONE PART

CEMENT TO ONE PART FINE SAND), FILL THE HOLE WITH

MORTAR, MATCH THE FINISH ON THE ADJACENT CONCRETE AND

CURE AS SPECIFIED.

B) SEVERE DEFECTS

REPAIR SEVERE DEFECTS THAT ARE LARGER THAN SURFACE

DEFECTS BUT DO NOT APPEAR TO AFFECT THE STRUCTURAL

INTEGRITY. REPAIR BY REMOVING THE HONEYCOMBED AND OTHER

DEFECTIVE CONCRETE DOWN TO SOUND CONCRETE, MAKE THE

EDGES OF THE HOLE PERPENDICULAR TO THE SURFACE, SANDBLAST

THE SURFACE, COAT THE SANDBLASTED SURFACE WITH EPOXY

BONDING COMPOUND, PLACE NON-SHRINK GROUT, MATCH THE FINISH

ON ADJACENT CONCRETE, AND CURE AS SPECIFIED.

C) MAJOR DEFECTS

IF THE DEFECTS ARE SERIOUS OR AFFECT THE STRUCTURAL

INTEGRITY OR IF PATCHING DOES NOT SATISFACTORILY RESTORE

THE QUALITY AND APPEARANCE TO THE SURFACE, THE ENGINEER

MAY REQUIRE THE CONCRETE TO BE REMOVED AND REPLACED,

COMPLETE, IN ACCORDANCE WITH THE PROVISIONS OF THIS

SECTION.

D) CRACKS

REPAIR CRACKS IN CONCRETE STRUCTURES THAT ARE WIDER THAN

ONE TENTH (1/10) OF AN INCH IN WIDTH BY CUTTING OUT A SQUARE

EDGED AND UNIFORMLY ALIGNED JOINT THREE EIGHTHS (3/8) INCH

WIDE BY THREE QUARTERS (¾) INCH DEEP, PREPARING EXPOSED

SURFACES OF THE JOINT, PRIMING THE JOINT, AND APPLYING

POLYURETHANE JOINT SEALANT. IF THE CRACKS ARE SERIOUS OR

AFFECT THE STRUCTURAL INTEGRITY OR FUNCTION OF THE ELEMENT,

THE ENGINEER MAY REQUIRE THE CONCRETE TO BE REMOVED AND

REPLACED, COMPLETE, IN ACCORDANCE WITH THE PROVISIONS OF

THIS SECTION.

GENERAL CONCRETE NOTES

15. CHAMFER EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES

WITH A 45° BEVEL (3

4" X 34")

16. DRAWINGS ARE NOT TO BE SCALED FOR ESTIMATING OR ANY OTHER

PURPOSE.

17. ALL REINFORCEMENT BENDS AND LAPS, UNLESS OTHERWISE NOTED

SHALL PROVIDE A MINIMUM SPLICE OR LAP LENGTH OF 30 BAR

DIAMETERS. WHEN TWO DIFFERENT SIZED BARS ARE LAPPED THE

LARGER BAR DIAMETER SHALL GOVERN THE SPLICE OR LAP LENGTH.

18. SPLICES SHALL BE INSTALLED AS NEEDED TO ALLOW FOR MINIMUM

COVER REQUIREMENTS BETWEEN BARS AND ANY ADJACENT

CONCRETE FACE.

19. DIMENSIONS ARE TO THE CENTERLINE OF THE BAR UNLESS

OTHERWISE NOTED.

20. REINFORCEMENT PARALLELING ANY CONSTRUCTION JOINT SHALL

PROVIDE A MINIMUM OF 2" CLEAR COVER.

21. ALL WALL PENETRATIONS OF 12" OR LARGER (SHORTEST DISTANCE

AND/OR PENETRATION DIAMETER) SHALL INCORPORATE AN ANNULAR

RING OF REINFORCEMENT AROUND THE OPENING WITH A MINIMUM OF

2" CLEARANCE FROM THE PENETRATION OPENING.

22. THE FIRST AND LAST BARS IN WALLS AND SLABS, STIRRUPS IN

BEAMS, AND TIES IN COLUMNS ARE TO START AND END AT A MINIMUM

OF ONE HALF OF THE ADJACENT BAR SPACING.

23. UNLESS OTHERWISE NOTED DOWELS INDICATED ON THE DRAWINGS

SUCH AS #5 (DWL) SHALL HAVE AN EMBEDMENT EQUAL TO THE

DEVELOPMENT LENGTH FOR TENSION REQUIRED BY ACI 318 AND A

PROJECTION EQUAL TO THAT REQUIRED FOR LAP SPLICING A BAR OF

THE SAME DIAMETER.

24. TWO PART EPOXY DOWELS SHALL BE HILTI HIT-RE 500 V3 OR

APPROVED EQUAL.

25. AT LOCATIONS WHERE NEW CONCRETE IS PLACED AGAINST EXISTING

CONCRETE, EXISTING SURFACES SHALL BE CLEAN, FREE OF LOOSE

CONCRETE AND ROUGHENED TO A 1

4" AMPLITUDE UNLESS OTHERWISE

NOTED.

26. DOWELS SHALL BE WIRED OR OTHERWISE HELD IN POSITION.

DOWELS SHALL NOT BE SHOVED INTO FRESH CONCRETE.

27. THE CONTRACTOR SHALL PROVIDE NOTICE TO THE ENGINEER A

MINIMUM OF 48 HOURS IN ADVANCE OF ANY CONCRETE PLACEMENT.

28. CONCRETE TESTING FOR ANY CONCRETE DELIVERED TO THE SITE

SHALL BE PROVIDED TO THE ENGINEER BY THE CONTRACTOR.

29. ALL FOUNDATION SURFACES SHALL BE INSPECTED BY THE DESIGN

ENGINEER OR AN INDEPENDENT SOILS ENGINEER PRIOR TO

PLACEMENT OF ANY REINFORCEMENT STEEL OR FORM WORKS.

CONTRACTOR SHALL PROVIDE A MINIMUM OF 48 HOURS NOTICE TO

THE ENGINEER.

30. CONSTRUCTION SHORING AND BRACING OF FORM WORK SHALL BE IN

ACCORDANCE WITH ACI 301 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" AND ACI 347R "GUIDE TO FORM WORK FOR CONCRETE".

31. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR

CONCRETE REINFORCEMENT, GATE STEEL AND/OR

MISCELLANEOUS STEEL PRIOR TO FABRICATION.

32. CONCRETE SHALL BE AT LEAST FOUR-THOUSAND (4000) PSI

COMPRESSIVE STRENGTH AT TWENTY-EIGHT (28) DAYS, WHEN

TESTED IN ACCORDANCE WITH ASTM C39 AND MIX DESIGN

SHALL BE IN ACCORDANCE WITH ASTM C94 AND/OR THIS

SPECIFICATION WHICHEVER IS MORE STRINGENT.

33. READY-MIX CONCRETE SUPPLIERS CAN PRE-CERTIFY THEIR

CONCRETE MIX. WHEN A PRE-CERTIFIED MIX IS USED THE MIX

NUMBER WILL BE SHOWN ON THE CONCRETE DELIVERY

TICKET. NON-CERTIFIED READY-MIX SUPPLIERS SHALL

FURNISH DESIGN AND CONCRETE CYLINDER TEST BREAK DATA

FOR APPROVAL BY THE ENGINEER PRIOR TO PLACEMENT.

34. CONCRETE MIX DESIGN SHALL INCLUDE NOT LESS THAN SIX (6)

SACKS CEMENT PER CUBIC YARD OF CONCRETE, EXCEPT FLY

ASH MAY BE USED AS SUBSTITUTION FOR UP TO TWENTY (20)

PERCENT OF THE PORTLAND CEMENT. FLY ASH SHALL

CONFORM TO REQUIREMENTS OF ASTM C618 AS APPLICABLE.

35. CEMENT SHALL BE TYPE II OR IIA LOW ALKALI PORTLAND

CEMENT CLASS C OR F.

36. COARSE AGGREGATE SHALL BE MAXIMUM SIZE OF ONE (1.0)

INCH PER DESIGNATIONS OF ASTM C33

37. AIR ENTRAINMENT SHALL CONFORM TO ASTM C260. THE AIR

ENTRAINMENT TARGET SHALL BE SIX (6) PERCENT WITH

ACCEPTABLE VALUES OF FIVE (5) TO SEVEN (7) PERCENT.

38. SLUMP SHALL BE IN THE RANGE OF THREE (3) INCHES PLUS OR

MINUS ONE (1) INCH; UNLESS CYLINDER TEST BREAK DATA IS

SUBMITTED SHOWING THAT COMPRESSIVE STRENGTH IS

ACHIEVED WITH THE HIGHER SLUMP.

39. REINFORCING STEEL BARS SHALL MEET THE REQUIREMENTS

OF ASTM A615. ALL REINFORCEMENT SHALL BE FREE FROM

RUST, OIL, GREASE, PAINT OR OTHER DELETERIOUS MATTER

40. ITEMS TO BE EMBEDDED IN THE CONCRETE SHALL BE

POSITIONED ACCURATELY AND FIRMLY ANCHORED TO

PREVENT DISPLACEMENT DURING PLACEMENT OF CONCRETE

41. THE MINIMUM SPLICE LENGTH FOR DEFORMED BARS IS 30 BAR

DIAMETERS OR AS NOTED ON PLANS.

42. UNLESS OTHERWISE SPECIFIED THE MINIMUM REINFORCEMENT

FOR SHRINKAGE AND TEMPERATURE IN MEMBERS SHALL BE

ONE HALF (½) INCH DIAMETER STEEL REINFORCING BARS

LOCATED ON TWELVE (12) INCH CENTERS EACH WAY.

GENERAL CONCRETE NOTES CONTINUED

GN01

GENERAL NOTES

GENERAL CONCRETE

NOTES

STATE OF UTAH

DIVISION OF

NATURAL

RESOURCES

(DNR)

515 EAST

5300 SOUTH

SHEET TITLE:

SHEET IDENTIFIER:

PROJECT OWNER:

MARK DATE DESCRIPTION

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT IDENTIFICATION:

PROJECT SPONSOR:

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

OWNER PROJECT:

SMC

WEC

09/03/2026 www.equinoxengineering.us

FARMINGTON BAY

WMA

MILLER AND

TURPIN UNITS

IMPROVEMENTS

UT-139-02

266113

S-102

THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE AND/OR LIABLE

FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES MUST

BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.

ABBREVIATIONS / LEGEND

NOT ALL ABBREVIATIONS WILL APPLY TO THIS

PROJECT

AB ANCHOR BOLT

ADDL ADDITIONAL

AL ALUMINUM

APPROX APPROXIMATE

B BOTTOM

BTWN BETWEEN

CL CENTERLINE

CJ CONSTRUCTION JOINT

CLR CLEAR

CONC CONCRETE

CONT CONTINUED / CONTINUOUS

CMP CORRUGATED METAL PIPE

CNTR CENTER

CP CONTROL POINT

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DWG DRAWING

DWLS DOWELS

EA EACH

EF EACH FACE

EW EACH WAY

EL ELEVATION

EQ SP EQUAL SPACE / EQUALLY SPACED

EXIST EXISTING

EXP JNT EXPANSION JOINT

FL FLOWLINE

GALV GALVANIZED

GR GRADE

HDPE HIGH DENSITY POLYETHYLENE PIPE

ID INSIDE DIAMETER

IE INVERT ELEVATION

JTS JOINTS

MAX MAXIMUM

MIN MINIMUM

NO. NUMBER

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

PL PLATE

PROJ PROJECTION

PLCS PLACES

PSTL PIPE STEEL

PSI POUNDS PER SQUARE INCH

RAD RADIUS

RCP REINFORCED CONCRETE PIPE

REINF REINFORCEMENT

REQD REQUIRED

SB STEEL BENT

SCH SCHEDULE

SECT SECTION

SIM SIMILAR

SQ SQUARE

SR SUPPORT RING

SS STAINLESS STEEL

STA STATION

STD STANDARD

STL STEEL

SYM SYMMETRICAL

T TOP

T&B TOP AND BOTTOM

TH THICKNESS

THRD THREADED

TYP TYPICAL

VERT VERTICAL

WS WATERSTOP

WCS WATER CONTROL STRUCTURE

W/ WITH

GENERAL NOTES

1. CONTRACTOR SHALL BE RESPONSIBLE TO CONTACT BLUE STAKES

PRIOR TO ANY EXCAVATION WITH SUFFICIENT LEAD TIME AS REQUIRED

BY BLUE STAKES. BLUE STAKES UTAH 800.662.4111

2. UNLESS SPECIFICALLY STATED OTHERWISE IN THE PLANS,

SPECIFICATIONS AND/OR CONTRACT DOCUMENTS, THE CONTRACTOR

SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY PERMITS FROM

ANY REGULATORY AGENCY THAT HAS JURISDICTION OVER THE

PROJECT SITE AS NEEDED TO COMMENCE CONSTRUCTION ACTIVITY.

ALL PERMITS SHALL BE APPROVED, ISSUED AND IN HAND A MINIMUM

OF 48 HOURS PRIOR TO THE START OF ANY CONSTRUCTION WORK.

3. THE CONTRACTOR SHALL NOT SCALE DRAWINGS FOR CONSTRUCTION

PURPOSES. ANY MISSING DIMENSIONS OR DISCREPANCIES IN THE

DRAWINGS OR PHYSICAL FEATURES SHALL BE BROUGHT TO THE

ATTENTION OF THE ENGINEER FOR RESOLUTION. IF THE CONTRACTOR

PROCEEDS PRIOR TO OBTAINING THE ENGINEERS RESOLUTION THE

CONTRACTOR DOES SO AT THEIR OWN RISK

4. OBSERVATIONS OF THE WORK IN PROGRESS AND ON-SITE VISITS BY

THE ENGINEER OR OWNER ARE NOT TO BE CONSTRUED AS

ACCEPTANCE OR WARRANTIES OF THE CONTRACTOR'S CONTRACTUAL

OBLIGATION.

5. CONSTRUCTION SAFETY IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR. THE ENGINEER IS NOT RESPONSIBLE FOR SAFETY IN

OR ABOUT THE PROJECT SITE, NOR FOR THE COMPLIANCE BY THE

APPROPRIATE PARTY WITH ANY REGULATIONS RELATING THERETO.

6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION

DRAWINGS AND SPECIFICATIONS ON SITE AT ALL TIMES. ONE SET OF

THE CONSTRUCTION DRAWINGS SHALL BE MAINTAINED SOLELY TO

DOCUMENT ANY CHANGES IN THE WORK AS A RESULT OF CHANGE

ORDERS OR FIELD CONDITIONS THAT MAY REQUIRE ALTERNATIVE

CONSTRUCTION DETAILS. ALL SUCH CHANGES SHALL BE MARKED ON

THE RECORD SET OF DRAWINGS IN PERMANENT INK.

7. THE ENGINEER MAY PROVIDE QUANTITIES AND/OR SURVEY DATA FOR

USE BY THE CONTRACTOR. INFORMATION PROVIDED BY THE

ENGINEER IN GOOD FAITH IS ASSUMED TO BE ACCURATE, HOWEVER

THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF QUANTITIES

AS REPORTED ON THE UNIT PRICE BID TABULATION AND SHALL BE

RESPONSIBLE TO LAYOUT AND CONSTRUCT THE WORK TO MEET THE

INTENT OF THE DESIGN.

8. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE MOST

CURRENT INTERNATIONAL BUILDING CODE (I.B.C.) AS AMENDED BY

THE STATE IN WHICH THE PROJECT IS LOCATED AND LOCAL AGENCIES

AS NEEDED AND AS APPROPRIATE FOR THE PROJECT WORKS.

9. THE STRUCTURES SHOWN ON THE DRAWINGS HAVE BEEN DESIGNED

FOR STABILITY UNDER FINAL CONDITIONS ONLY. THESE PLANS DO

NOT INCLUDE THE NECESSARY COMPONENTS FOR EQUIPMENT OR

EQUIPMENT FOR THE STRUCTURES DURING CONSTRUCTION. THE

CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO

CONSTRUCTION ERECTION METHODS. BRACING, SHORING, RIGGING,

GUYS, SCAFFOLDING, FORM WORK, AND OTHER WORK AIDS REQUIRED

TO SAFELY PERFORM THE WORK SHOWN.

10. EXCAVATIONS SHALL BE SHORED AS REQUIRED TO PREVENT

SUBSIDENCE OR DAMAGE TO ADJACENT EXISTING STRUCTURES,

UTILITIES OR OTHER EXISTING INFRASTRUCTURE.

GENERAL EARTHWORK/GRADING NOTES CONTINUED

10. CONTINUED - EQUIPMENT SHALL BE CUT OR REDUCED IN SIZE SUCH

THAT THEY MAY BE CHIPPED ON SITE. INVASIVE TREES AND INVASIVE

WOODY MATERIAL THAT CONTAINS SEEDS SHALL BE REMOVED FROM

THE SITE UNLESS SPECIFICALLY DIRECTED BY THE OWNER,

ENGINEER, OR THE OWNERS DESIGNATED REPRESENTATIVE.

11. AS AN ALTERNATIVE TO CHIPPING AND ONLY AS DIRECTED BY THE

OWNER, THE ENGINEER OR THE OWNERS REPRESENTATIVE, NATIVE

TREE SPECIES AND NATIVE WOODY SPECIES MATERIAL MAY ALSO BE

PLACED INTO SMALL PILES NOT TO EXCEED 15 FEET IN DIAMETER AT

THE BASE AND 6 FEET IN HEIGHT TO SERVE AS HABITAT STRUCTURES

AT SELECT LOCATIONS TO BE DETERMINED ON SITE AS

APPROPRIATE. THIS ALTERNATIVE DOES NOT APPLY TO INVASIVE

SPECIES.

12. COMPACTED FILL SHALL BE MINED FROM BORROW AREAS ON SITE

WITHIN AN APPROVED BORROW AREA. COMPACTED FILL SHALL

BE FREE OF ORGANIC MATERIAL (5% OR LESS ORGANICS) AND

LARGE ROCKS OVER FOUR (4) INCH IN DIAMETER AND

SHALL CONSIST OF NATIVE SOILS. BORROW MATERIAL TO

BE USED AS COMPACTED FILL SHALL BE SUITABLE FOR USE AS

COMPACTED FILL AND SHALL NOT BE SAND, FLOUR LIKE

MATERIAL, OVERLY SATURATED OR MATERIAL THAT EXHIBITS A

SOUPY LIKE CONSISTENCY. ANY BORROW MATERIAL

MINED ON SITE IS SUBJECT TO REJECTION BY THE

ENGINEER UPON INSPECTION WHEN MATERIAL IS EXPOSED AND/OR

UNCOVERED IF THE MATERIAL DOES NOT MEET THE MINIMUM

CRITERIA TO BE SUITABLE FOR USE AS COMPACTED FILL.

13. NON COMPACTED FILL SHALL BE MINED FROM BORROW AREAS ON

SITE WITHIN AN APPROVED BORROW AREA. NON COMPACTED FILL

SHALL BE ANY MATERIAL THAT IS NOT SUITABLE FOR USE AS

COMPACTED FILL (SAND, FLOUR LIKE MATERIAL, OVERLY SATURATED

OR MATERIAL THAT EXHIBITS A SOUPY LIKE CONSISTENCY). NON

COMPACTED FILL MATERIAL MAY CONTAIN A HIGH OR SIGNIFICANT

AMOUNT OF ORGANICS WITH THE INTENT TO PROVIDE A ROBUST

SEED BANK TO PROMOTE VEGETATION GROWTH. GRUBBINGS

REMOVED BORROW AREAS OR ANY AREA REQUIRED TO BE CLEARED,

GRUBBED OR STRIPPED MAY BE USED AS NON-COMPACTED FILL

MATERIAL.

14. BORROW AREAS SHALL BE MAINTAINED DURING CONSTRUCTION IN A

GRADED CONDITION SUCH THAT DRAINAGE IS ASSURED AND THAT

OPERATIONS CAN RESUME QUICKLY AFTER PRECIPITATION PERIODS.

FOLLOWING COMPLETION OF THE WORK, BORROW AREAS ARE TO BE

LEFT IN A GRADED CONDITION ACCEPTABLE TO THE ENGINEER AND

ALL HAUL ROADS, ACCESS ROADS, AND TEMPORARY CROSSINGS

ARE TO BE REMOVED. MATERIAL MAY DIFFER FROM LOCATION TO

LOCATION WITH RESPECT TO SUITABILITY OF USE. THE

CONTRACTOR SHOULD BE READY TO BORROW AND TRANSPORT

MATERIAL FROM ANY LOCATION WITHIN THE PROJECT SITE THAT

WILL BE USED AS A BORROW AREA.

UNLESS APPROVED BY THE ENGINEER OR OTHERWISE SPECIFIED,

BORROW OF LEVEE, DIKE OR BERM MATERIAL MUST BE MORE THAN

ONE HUNDRED (100) LINEAR FEET FROM THE FILL LOCATION IN ANY

DIRECTION. THE INTENT OF THIS DIRECTION IS TO ALLEVIATE THE

“MOAT” CONFIGURATION NEXT TO A LEVEE, DIKE OR BERM.

UNLESS SPECIFICALLY DESIGNATED ON THE PLANS OR APPROVED

BY THE ENGINEER, NO BORROW MATERIAL MAY BE TAKEN FROM ANY

AREA THAT WILL BE HIGHER IN ELEVATION THAN ONE (1) FOOT

BELOW THAT OF THE TOP OF THE LEVEE, DIKE OR BERM OR SOIL LIFT.

THE INTENT OF THIS DIRECTION IS TO ALLEVIATE ANY DISTURBED OR

SCARED AREAS THAT ARE ABOVE THE FULL POOL FLOOD ELEVATION.

15. ALL LEVEE, DIKE AND EMBANKMENT FILLS SHALL BE FREE OF

ORGANIC MATERIAL AND LARGE ROCKS OVER FOUR (4) INCH IN

DIAMETER AND SHALL CONSIST OF NATIVE SOILS. UNLESS

OTHERWISE SPECIFIED, ALL MATERIAL SHALL BE PLACED IN LOOSE

LIFTS NOT TO EXCEED TWELVE (12) INCHES IN THICKNESS AND SHALL

BE COMPACTED BY SUITABLE COMPACTION EQUIPMENT TO COMPLY

WITH THE SPECIFIED COMPACTION REQUIREMENTS AS OUTLINED

FOR THE RESPECTIVE AREAS OR LOCATION OF FILL. MAXIMUM

DENSITY SHALL BE AS DETERMINED BY THE STANDARD PROCTOR

METHOD ASTM D698.

16. THE CONTRACTOR SHALL PROVIDE LABOR AND EQUIPMENT TO

ENSURE THAT SOIL MOISTURE IS WITHIN TWO (2) PERCENT OPTIMUM

MOISTURE. SHAPING OF THE LEVEE, DIKE OR EMBANKMENT SHALL

BREAK UP LUMPS AND CLODS AND YIELD A SMOOTH SURFACE AND

OBTAIN A FINISH TO THE LINES AND GRADES SHOWN ON THE

DRAWING. LEVEE TOPS SHALL BE DRIVABLE BY MAINTENANCE

VEHICLES.

17. LEVEE, DIKE, BERM OR EMBANKMENT MATERIAL EXCAVATED FROM

DITCHES/BORROWS WITH TRACTOR-SCRAPER UNITS SHALL BE

PLACED IN SUCCESSIVE LAYERS ACROSS THE ENTIRE WIDTH OF THE

LEVEE, DIKE OR EMBANKMENT. EACH LAYER MUST BE SPREAD AS

DEPOSITED LONGITUDINALLY ALONG THE LEVEE, DIKE OR

EMBANKMENT WITH EACH LAYER NOT EXCEEDING TWELVE (12)

INCHES IN THICKNESS. THE INITIAL LIFT SHALL BE PLACED ON

UNDISTURBED SOIL AFTER STRIPPING IS COMPLETED. WITH THE

ENGINEERS APPROVAL THE INITIAL LAYER MAY BE INCREASED IN

THICKNESS IN WET AREAS TO PROVIDE A WORKING PAD CAPABLE OF

SUPPORTING THE HAULING EQUIPMENT. THE LEVEE, DIKE OR

EMBANKMENT AT ALL TIMES MUST BE MAINTAINED IN A REASONABLE

LEVEL CONDITION AND HAULING EQUIPMENT SHALL BE DIRECTED

OVER THE FULL WIDTH OF EACH LAYER TO FACILITATE UNIFORM

COMPACTION.

18. LEVEE, DIKE OR EMBANKMENT MATERIAL EXCAVATED WITH BUCKET

EQUIPMENT SHALL BE DEPOSITED INTO THE LEVEE, DIKE OR

EMBANKMENT WITHIN REACH OF THE EQUIPMENT OR HAULED

DIRECTLY TO THE LEVEE, DIKE OR EMBANKMENT SITE. TO PREVENT

LEVEE, DIKE OR EMBANKMENT FAILURE, STOCK PILING ON LEVEES,

DIKES, EMBANKMENT OR BERMS WILL NOT BE PERMITTED.

MATERIALS SHALL BE PLACED AND SPREAD IN LAYERS WITH EACH

LAYER AFTER SPREADING NOT TO EXCEED TWELVE (12) INCHES IN

THICKNESS.

19. ALL LEVEE, DIKE OR EMBANKMENT CONSTRUCTION MUST BE AS

CONTINUOUS AS POSSIBLE AND THE FILL MAINTAINED SUCH THAT

DRAINAGE IS ASSURED AT ALL TIMES.

20. HAND COMPACTORS SHALL BE USED WHEN COMPACTING ANY FILL

MATERIAL WITHIN TWO (2) FEET OF ANY WATER CONTROL

STRUCTURE OR PIPE.

21. THE INTERSECTION BETWEEN EMBANKMENTS SHALL BE

CONSTRUCTED WITH A MINIMUM RADIUS OF SIXTEEN (16) FEET.

22. WHEN TRENCHING THE CONTRACTOR WILL BE REQUIRED TO

EXCAVATE TO THE LINES AND GRADES SHOWN ON THE PLANS. ALL

PIPE SHALL BE INSTALLED WITH A MINIMUM COVER AS SHOWN ON

THE PLANS. THE LENGTH OF TRENCH EXCAVATION IN ADVANCE OF

THE PIPE LAYING SHALL BE KEPT TO A MINIMUM AND SHALL NOT

EXCEED ONE-HUNDRED FIFTY (150) FEET, UNLESS AUTHORIZED BY

THE ENGINEER. TRENCHES SHALL BE OF SUFFICIENT WIDTH IN THE

PIPE ZONE TO PERMIT THE PROPER INSTALLATION AND BEDDING,

AND TO PROVIDE PROPER COMPACTION OF BACKFILL OF MATERIALS.

THE CONTRACTOR SHALL NOT OVER EXCAVATE BY DIGGING BELOW

SPECIFIED LINES AND GRADES. IF, IN THE OPINION OF THE ENGINEER,

THE CONTRACTOR OVER EXCAVATES MATERIAL IN AN AREA, HE

SHALL REPLACE AT HIS EXPENSE THE OVER EXCAVATED MATERIAL

WITH SUITABLE SITE MATERIAL AND COMPACT THAT MATERIAL TO A

DENSITY EQUAL TO THE SURROUNDING IN-SITU MATERIAL.

23. PLACEMENT OF BEDDING SHALL PRECEDE THE INSTALLATION OF

PIPE. BEDDING SHALL PROVIDE UNIFORM SUPPORT ALONG THE

ENTIRE LENGTH OF THE PIPE BARREL, WITHOUT LOAD

CONCENTRATION AT JOINTS, FITTINGS, ETC. ALL ADJUSTMENTS TO

THE LINE AND GRADE SHALL BE MADE BY SCRAPING OR FILLING WITH

BEDDING MATERIAL UNDER THE PIPE, AND NOT BY BLOCKING OR

WEDGING. BEDDING SHALL BE PLACED IN UNIFORM LOOSE LAYERS

OF NOT MORE THAN EIGHT (8) INCHES IN DEPTH, AND COMPACTED TO

NINETY-FIVE (95) PERCENT MAXIMUM DENSITY AS DETERMINED BY

THE STANDARD PROCTOR METHOD ASTM D698. MATERIAL SHALL BE

COMPACTED ALONG THE SIDES OF PIPE TO THE DEPTH SHOWN ON

THE PLAN, AND WORKED CAREFULLY UNDER THE PIPE HAUNCHES.

24. THE CONTRACTOR SHALL FURNISH, INSTALL AND OPERATE ALL

NECESSARY EQUIPMENT TO KEEP THE EXCAVATIONS ABOVE THE

FOUNDATION (SUB GRADE) LEVEL FREE FROM WATER DURING

CONSTRUCTION, AND SHALL DEWATER AND DISPOSE OF THE WATER

SO AS NOT TO CAUSE INJURY TO PUBLIC OR PRIVATE PROPERTY OR

NUISANCE TO PUBLIC. DEWATERING EQUIPMENT SHALL BE IN GOOD

WORKING CONDITION AND SHALL BE AVAILABLE THROUGHOUT THE

CONSTRUCTION. THE CONTRACTOR SHALL ALSO PROVIDE

COMPETENT WORKERS FOR THE OPERATION AND MAINTENANCE OF

THE PUMPING EQUIPMENT.

25. COMPACTION WILL BE EVALUATED USING VISUAL INSPECTION AND

TESTING WILL BE PERFORMED BY THE ENGINEER OR AN AUTHORIZED

REPRESENTATIVE, ON THE WORK AT THE ENGINEERS DISCRETION.

SOIL AND FILL COMPACTION TESTING WILL BE CONDUCTED IN

ACCORDANCE WITH ASTM D6938, AND MAXIMUM DENSITY WILL BE

DETERMINED BY THE STANDARD PROCTOR METHOD ASTM D698, FOR

ALL COMPACTED FILL MATERIAL IN ANY NON-LINEAR VOLUMETRIC

PLACEMENT, DIKES OR LEVEES, SELECT FILL MATERIAL UNDER ANY

STRUCTURE, SELECT FILL MATERIAL BEDDING FOR ANY PIPE OR ANY

OTHER AREA REQUIRING COMPACTION.

26. COMPACTION TESTING SHALL BE ASCERTAINED AND CERTIFIED,

UNLESS SPECIFICALLY NOTED AS DIFFERENT ON RESPECTIVE DETAIL,

TO A MINIMUM LEVEL OF NINETY-FIVE (95) PERCENT MAXIMUM

DENSITY AS DETERMINED BY THE STANDARD PROCTOR METHOD

ASTM D698.

27. THE CONTRACTOR SHALL DEMONSTRATE TO THE ENGINEERS

SATISFACTION THAT THE COMPACTION DENSITY HAS BEEN

ACHIEVED. IF THE COMPACTION IS NOT ACHIEVED OR THE

CONTRACTOR CANNOT DEMONSTRATE THAT THE MEANS AND

METHODS BEING UTILIZED ARE SUFFICIENT TO MEET THE

SPECIFICATION THEN THE ENGINEER MAY REQUIRE ADDITIONAL

TESTING AT AN INTERVAL TO BE DETERMINED AS SITE CONDITIONS

WARRANT OR AS REQUIRED BY THE ENGINEER, AT THE

CONTRACTORS' EXPENSE. THE ENGINEER MAY EMPLOY OR REQUIRE

THE CONTRACTOR TO UTILIZE THE SERVICES OF AN INDEPENDENT

THIRD-PARTY FIRM OR INDIVIDUAL TO PROVIDE CERTIFIED

VERIFICATION OF SOIL COMPACTION. THE INDIVIDUAL OR FIRM

SHALL BE LICENSED AND APPROPRIATELY REGISTERED WITH THE

STATE IN WHICH THE PROJECT IS LOCATED.

28. WHEN THE CONTRACTOR HAS REACHED A POINT IN CONSTRUCTION

WHERE INSPECTION IS REQUIRED TO PROCEED (BASED ON THESE

SPECIFICATIONS OR VERBAL INSTRUCTIONS FROM THE ENGINEER),

CONTRACTOR SHALL PROVIDE A MINIMUM OF FORTY-EIGHT (48)

HOURS NOTICE TO THE ENGINEER BEFORE DEMOBILIZING EQUIPMENT

THAT MAY BE NECESSARY TO ADJUST OR MODIFY THE WORK IN

QUESTION. THE ENGINEER WILL MAKE EVERY EFFORT TO PROVIDE

INSPECTION ON SHORTER NOTICES.

29. NO COMPACTION TESTING SHALL TAKE PLACE WITHOUT APPROVAL

OF THE ENGINEER OR HIS REPRESENTATIVE. THE ENGINEER

RESERVES THE RIGHT TO CHOOSE THE LOCATIONS FOR TESTING.

4. CONTINUED - MATERIALS FROM ANY BORROW SITE OR EXCAVATION

REGARDLESS OF THE DEPTH OF MATERIAL ENCOUNTERED TO THE

SATISFACTION OF THE ENGINEER BEFORE USING THAT MATERIAL FOR

COMPACTED FILL. ADDITIONALLY, STRIPPING SHALL BE DONE TO

REMOVE SOIL UNSUITABLE FOR LEVEE, DIKE OR EMBANKMENT

CONSTRUCTION. UNSUITABLE MATERIAL MAY CONSIST OF

FLOUR-LIKE SAND OR OTHER HIGHLY ERODIBLE SOILS. STRIPPING

SHALL BE DONE BELOW EACH LEVEE, DIKE OR EMBANKMENT

FOOTPRINT AS NECESSARY, AND AS REQUIRED IN ALL BORROW

AREAS THAT WILL SUBSEQUENTLY BE USED FOR MATERIAL

EXCAVATION. THE INTENT OF STRIPPING IS TO ELIMINATE ORGANIC

MATERIALS AND UNSUITABLE SOILS FROM BORROW MATERIALS FOR

SUBSEQUENT LEVEE, DIKE OR EMBANKMENT FILL.

ALL STRIPPED OR GRUBBED MATERIALS SUITABLE AS TOPSOIL OR

USE AS NON-COMPACTED FILL SHALL BE FIRST STOCKPILED AND

RESERVED FOR PLACEMENT OVER DISTURBED AREAS WITH THE

INTENT TO PROMOTE NATIVE PLANT REGENERATION FROM THE SEED

BANK. STRIPPED AND STOCKPILED MATERIAL SHALL BE USED FOR

SLOPE TOE PROTECTION MATERIAL, FETCH INTERCEPT BERMS OR

GRUBBING ISLANDS IN THAT ORDER. IF EXCESS STRIPPED OR

GRUBBED MATERIAL REMAINS UNUSED AFTER ALL NON-COMPACTED

FILL COMPONENTS OF THE PROJECT HAVE BEEN COMPLETED THEN

THE REMAINING STRIPPED MATERIAL MAY BE RE-SPREAD IN FOUR TO

SIX (4-6) INCH LIFTS AS DIRECTED BY THE ENGINEER.

STRIPPING MATERIALS FROM LEVEE, DIKE OR EMBANKMENT

FOOTPRINTS MAY BE STOCKPILED ALONG SIDE THE LEVEE, DIKE OR

EMBANKMENT PROVIDED THAT SUFFICIENT SPACE IS AVAILABLE TO

PREVENT ACCIDENTAL INCORPORATION OF THE MATERIALS INTO

COMPACTED FILL DURING TRIM WORK ON THE LEVEE, DIKE OR

EMBANKMENT SIDE SLOPES. PLACEMENT OF STRIPPED MATERIAL

SHALL BE AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHALL

COORDINATE STOCKPILES AND RE-SPREADING ACTIVITIES ON THE

PROJECT SITE AS DIRECTED BY THE ENGINEER.

5. STRIPPING TO A DEPTH OF SIX (6) INCHES IS ASSUMED FOR

ESTIMATES AND AS THE PAY QUANTITY REGARDLESS OF THE DEPTH

OF MATERIAL ACTUALLY STRIPPED

6. THE CONTRACTOR SHALL COMPLY WITH ALL REGULATORY

REQUIREMENTS FOR DUST CONTROL ON THE PROJECT SITE.

7. THE CONTRACTOR SHALL STOP WORK AND CALL FOR INSPECTION AT

THE FOLLOWING POINTS OF CONSTRUCTION:

A) UPON DISCOVERY OF MAJOR CHANGES IN SOIL COMPOSITION DURING

BORROW AND EXCAVATION OPERATIONS

B) AFTER REACHING FINAL GRADE ON ALL EXCAVATION LOCATIONS

INCLUDING BUT NOT LIMITED TO SOIL LIFTS, DIKES, LEVEES AND

EMBANKMENT GRADING.

C) BEFORE FILL IS PLACED OVER NEWLY INSTALLED PIPE OR

ANTI-SEEPAGE COLLARS (IF REQUIRED).

D) AS NEEDED TO PROVIDE DOCUMENTATION FOR COMPACTION.

8. DEMOLITION CONSISTS OF REMOVAL OR NON-NATIVE MATERIALS

SUCH AS EXISTING CULVERTS AND ANY OTHER STRUCTURES FOUND

ON THE JOBSITE AS SHOWN ON THE PLANS OR AS DIRECTED IN THE

FIELD. DEMOLITION MAY INCLUDE THE REMOVAL OF CULVERT PIPE,

STEEL PIPE, CONCRETE ITEMS, WATER CONTROL GATES, OLD

AUTOMOBILES, DISCARDED APPLIANCES, TRASH OR OTHER MAN

MADE MATERIALS FOUND DURING CONSTRUCTION AND NOT

NECESSARILY SHOWN ON THE PLANS. THE CONTRACTOR MAY BE

ELIGIBLE FOR ADDITIONAL COMPENSATION FOR DEMOLITION ONLY IF

THE MATERIALS DISCOVERED ARE LARGER THAN FORTY-EIGHT (48)

INCHES IN DIAMETER AND/OR ARE LARGER THAN SIXTY (60) FEET IN

LENGTH AND CANNOT BE BROKEN INTO SMALLER PIECES WITH

EQUIPMENT EQUIVALENT TO A BACKHOE. ALL MATERIALS REMOVED

SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND BE

REMOVED FROM THE SITE UNLESS OTHERWISE SPECIFIED BY THE

ENGINEER. CONCRETE AND BRICK STRUCTURES MAY BE BROKEN UP

AND USED FOR RIP RAP, UPON APPROVAL BY THE ENGINEER.

9. DEMOLITION OF NATIVE SPECIES WOODY MATERIALS INCLUDING

REMOVAL OF TREES AND STUMPS AND ANY WOODY VEGETATION

ASSOCIATED WITH CLEARING THE SITE TO RECEIVE SOIL LIFTS. THE

TREES AND WOODY MATERIAL SHALL BE MECHANICALLY CHIPPED OR

GROUND ON SITE AND THE REMAINS SPREAD EVENLY OVER THE

AREA. IF THE WORK REQUIRES SEEDING, THEN THE CHIPPINGS SHALL

BE SPREAD LOOSELY OVER THE SEEDED AREA AS MULCH TO A DEPTH

OF NO MORE THAN 1 INCH, OR SPREAD EVENLY IN OPEN AREAS TO

FACILITATE THE RETENTION OF CARBON IN THE PROJECT SITE.

TREES AND WOODY MATERIAL THAT ARE TOO LARGE TO BE CHIPPED

BY MECHANICAL EQUIPMENT SHALL BE CUT OR REDUCED IN SIZE

SUCH THAT THEY MAY BE CHIPPED ON SITE. NATIVE TREE SPECIES

AND NATIVE SPECIES WOODY MATERIAL ARE NOT TO BE

REMOVED FROM THE SITE UNLESS SPECIFICALLY DIRECTED BY THE

OWNER, ENGINEER, OR THE OWNERS DESIGNATED REPRESENTATIVE.

THE INTENT OF THIS SPECIFICATION IS TO ALLOW FOR ORGANIC

MATERIAL TO REMAIN ON SITE.

10. DEMOLITION OF TREES IDENTIFIED BY THE OWNER, ENGINEER OR THE

OWNERS REPRESENTATIVE AS INVASIVE SPECIES, INCLUDING BUT

NOT LIMITED TO RUSSIAN OLIVE OR SIBERIAN ELM SHALL BE

REMOVED IN WHOLE OR IN PART AS PART OF THE DEMOLITION

PROCESS. TREES WILL BE COMPLETELY REMOVED FROM THE

GROUND INCLUDING THE STUMP. WOODY MATERIAL NOT CONTAINING

SEEDS MAY BE REQUIRED TO BE MECHANICALLY CHIPPED ON SITE,

AND THE REMAINS SPREAD EVENLY OVER THE AREA TO RECEIVE

SEEDING AS MULCH TO A DEPTH OF NO MORE THAN 1 INCH, OR

SPREAD EVENLY IN OPEN AREAS TO FACILITATE THE RETENTION OF

CARBON IN THE PROJECT SITE. INVASIVE TREES AND WOODY

MATERIAL THAT ARE TOO LARGE TO BE CHIPPED BY MECHANICAL

GENERAL EARTHWORK/GRADING NOTES CONTINUED

1. THE CONTRACTOR SHALL MINIMIZE DISTURBANCE OUTSIDE THE

CONSTRUCTION LIMITS, AND NOT UNNECESSARILY DISTURB LANDS ON

OR ADJACENT TO THE SITE. DAMAGE TO ANY EXISTING EQUIPMENT OR

STRUCTURES DUE TO THE CONTRACTORS WORK OR ACTIVITIES SHALL

BE REPAIRED OR REPLACED AT THE EXPENSE OF THE CONTRACTOR

TO THE OWNERS SATISFACTION. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR IDENTIFICATION AND PROTECTION OF ALL UTILITIES

THAT MAY BE AFFECTED BY THE WORK. THE CONTRACTOR SHALL NOT

BE ENTITLED TO ADDITIONAL COMPENSATION FOR PROTECTION OR

AVOIDANCE OF UTILITIES DISCOVERED IN THE COURSE OF THE WORK

UNLESS THE UTILITIES REQUIRE A SUBSTANTIAL REDESIGN OF

IMPROVEMENTS.

2. A PORTION OR ALL OF THE WORK DESCRIBED WITHIN OR OTHERWISE

ASSOCIATED WITH THIS PROJECT MAY BE CONSTRUCTED UNDER

SATURATED CONDITIONS AND THE CONTRACTOR WILL BE

RESPONSIBLE TO DEWATER AS NEEDED TO FACILITATE THE REQUIRED

CONSTRUCTION COMPONENTS. BY SUBMISSION OF A BID THE

CONTRACTOR ACKNOWLEDGES THAT THEY ARE AWARE THAT THE

SITE CONTAINS WETLANDS AND ARE PREPARED TO WORK UNDER

THESE CONDITIONS.

3. CLEARING SHALL CONSIST OF THE CUTTING, REMOVING, AND

DISPOSAL OF ALL NATIVE BRUSH, TREES, LOGS, STUMPS, ROOTS,

HEAVY SOD, VEGETATION, ROCKS, AND STONES LARGER THAN FOUR

(4) INCHES IN ANY DIMENSION, AND RUBBISH WITHIN DESIGNATED

WORK AREAS. ITEMS OR MATERIAL SMALLER THAN FOUR (4) INCHES

IN ANY DIRECTION CLEARED FROM THE SITE AND SUITABLE AS FILL

MATERIAL SHALL BE FIRST, UTILIZED IN ANY AREAS AS IDENTIFIED AS

REQUIRING FILL. MATERIAL SUITABLE FOR TOPSOIL SHALL BE

RESERVED FOR PLACEMENT WITHIN, OVER OR ON TOP OF THE NEWLY

CONSTRUCTED LEVEE TO PROMOTE RE-VEGETATION. EXCESS FILL

MATERIAL SHALL BE MOVED AND/OR TRANSPORTED TO A DESIGNATED

LOCATION ON SITE. EXCESS FILL MATERIAL SHALL BE DEPOSITED AS

SPREAD IN ACCORDANCE WITH TECHNICAL SPECIFICATIONS OR AS

DIRECTED IN THE FIELD BY THE OWNER OR ENGINEER WITH THE

INTENT TO CREATE AN ENVIRONMENT CONDUCIVE FOR PLANT

GROWTH OR RE-VEGETATION OF DISTURBED AREAS. PLACEMENT OF

CLEARED MATERIAL SHALL BE AS DIRECTED BY THE ENGINEER OR IN

ACCORDANCE WITH THE PROVIDED DETAILS LOCATED IN THE PLANS.

4. STRIPPING (OR GRUBBING) SHALL CONSIST OF THE COMPLETE

REMOVAL OF ALL EARTH MATERIALS CONTAMINATED BY ORGANICS

TO PREVENT THOSE ORGANICS FROM BEING INCORPORATED INTO

COMPACTED FILLS. THE CONTRACTOR SHALL STRIP ALL ORGANIC

GENERAL EARTHWORK/GRADING NOTES

GENERAL EARTHWORK/GRADING NOTES CONTINUED

GN02

GENERAL NOTES

GENERAL

EARTHWORK/GRADING

NOTES

STATE OF UTAH

DIVISION OF

WILDLIFE

RESOURCES

(DWR)

STATE OF UTAH

DIVISION OF

NATURAL

RESOURCES

(DNR)

515 EAST

5300 SOUTH

SHEET TITLE:

SHEET IDENTIFIER:

PROJECT OWNER:

MARK DATE DESCRIPTION

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT IDENTIFICATION:

PROJECT SPONSOR:

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

OWNER PROJECT:

SMC

WEC

09/03/2026 www.equinoxengineering.us

FARMINGTON BAY

WMA

MILLER AND

TURPIN UNITS

IMPROVEMENTS

UT-139-02

266113

S-102

THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE AND/OR LIABLE

FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES MUST

BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.

NOTES / SHEET CALLOUTS

ADJACENT CONCRETE WALL/FLOOR SUPERIMPOSED

FOR VISUAL CLARITY

AW

12CFC 12 INCHES COMPACTED FILL COVER MINIMUM - TYPICAL

NEWLY INSTALLED PIPE SHALL BE COVERED WITH A

MINIMUM OF 12" COMPACTED FILL IN ANY AREA WHERE

TRAFFIC IS EXPECTED (EXISTING DIRT ROAD AND ACCESS

LEVEE INCLUDING ANY SIDE SLOPES FROM THE BROW TO

THE DAYLIGHT TOE). CONTRACTOR MAY MOUND FILL

MATERIAL AS NEEDED TO ACHIEVE MINIMUM COVER. IF

THE COVER MATERIAL IS PLACED ON A ROADWAY, TOP OF

LEVEE OR WHERE VEHICLE TRAFFIC IS EXPECTED THEN

THE CONTRACTOR SHALL PROVIDE A 10H:1V OR

SHALLOWER APPROACH RAMP ON BOTH SIDES OF THE

PIPE TO ALLOW FOR A DRIVABLE SURFACE OVER THE PIPE.

NEW PIPE 60" DIAMETER OUTLET PIPE - LENGTH AND

DIAMETER OF PIPE VARIES BY LOCATION - SEE NOTES AND

WATER CONTROL STRUCTURE CALLOUT. PIPE SHALL BE

ADS N-12 DUAL WALL CORRUGATED HDPE PLASTIC PIPE

OR APPROVED EQUAL. PIPE SHALL BE CONNECTED TO

WCS PIPE STUB BY CONTRACTOR. ALL CONNECTIONS

SHALL BE INSTALLED PER THE MANUFACTURERS

SPECIFICATIONS AND SHALL BE WATER TIGHT. BELL AND

SPIGOT CONNECTIONS ARE SPECIFIED WHERE PIPE

GEOMETRY ALLOWS. FOR NON BELL AND SPIGOT

GEOMETRY, SNAP COUPLERS OR CLAMSHELL TYPE

FITTINGS ARE SPECIFIED - MAR MAC COUPLERS ARE NOT

APPROVED FOR USE. PIPE SHALL BE COVERED WITH A

MINIMUM OF 12 INCHES OF SOIL. IN LOCATIONS WHERE

TOP OF PIPE IS LESS THAN 6 INCHES BELOW THE EXISTING

OR FINISHED GRADE, EARTH MATERIAL SHALL BE

MOUNDED OVER THE PIPE. PROVIDE A MINIMUM OF 6

INCH DEPTH TO A DISTANCE OF 1 PIPE DIAMETER AWAY

FROM THE EDGE OF THE PIPE AND THEN TAPER THE

MOUNDED EARTHEN MATERIAL TO DAYLIGHT AT A 4H:1V

SLOPE OR SHALLOWER. TYPICAL. TRENCH SPOILS MAY BE

USED FOR COVER MATERIAL. IF INSUFFICIENT TRENCH

SPOILS MATERIAL IS GENERATED THEN GRUBBED

MATERIAL OR EARTHEN MATERIAL NOT SUITABLE FOR

COMPACTED FILL MAY BE USED AS COVER MATERIAL -

EXCAVATION OUTSIDE OF THE WORK AREAS IS NOT

PERMITTED. COVER MATERIAL DOES NOT NEED TO BE

COMPACTED. CONTRACTOR SHALL BE REQUIRED TO HAUL

COVER MATERIAL FROM ANY GRUBBED OR BORROW

LOCATION AS NEEDED TO SATISFY THE MINIMUM COVER

REQUIREMENT. TYPICAL.

36P

12 INCHES NON COMPACTED FILL COVER

NEW 12" PIPE SHALL BE COVERED WITH A MINIMUM OF

12" NON COMPACTED FILL. COVER SHALL EXTEND A

MINIMUM OF 1 PIPE DIAMETER TO EITHER SIDE OF THE

PIPE (±3DP TOTAL) AND TO DAYLIGHT. IF THE PIPE IS

INSTALLED WITHIN A LEVEE PRISM, THE LEVEE SECTION

PROFILE SHALL GOVERN COVER AND SIDE SLOPE

GEOMETRY.

12NCFC

36PS

60PS PIPE STUB - CONTRACTOR TO PROVIDE 2.5'

MINIMUM LENGTH HDPE PIPE STUB ON THE

EXTERIOR OF STRUCTURE TO ALLOW FOR PIPE

CONNECTION. BELL END IS PREFERRED TO ALLOW

FOR GASKETED CONNECTION.

60" HDPE HAS OUTSIDE DIAMETER OF 65.50"

60P

GN03

GENERAL NOTES

PROJECT SPECIFIC

NOTES

DAY DAYLIGHT LINE

DAYLIGHT LINE SHOW FOR REFERENCE PURPOSES

ONLY. APPROXIMATE DAYLIGHT LINE CALCULATED

AND DRAWN BY CIVIL 3D MODELING SOFTWARE AS

BASED ON PROJECT TOPOGRAPHICAL SURFACE

DATA. ACTUAL DAYLIGHT LINE LOCATION WILL BE

ESTABLISHED IN THE FIELD BY THE CONSTRUCTION

OF THE SIDE SLOPE OF THE LEVEE AS PER THE

SPECIFIED TOP WIDTH AND SLOPE. EXISTING

NATURAL GROUND ELEVATION WILL GOVERN AND

DICTATE THE ACTUAL DAYLIGHT LINE. TYPICAL

PROPOSED COMPACTED FILL

COMPACTED FILL SHALL BE PLACED IN LIFTS NOT TO

EXCEED 12 INCHES. MATERIAL SHALL BE

COMPACTED TO MEET OR EXCEED THE PROJECT

COMPACTION STANDARDS. SEE NOTE CS.

95% MAXIMUM STANDARD PROCTOR AS PER ASTM

D698. CONTRACTOR SHALL PROVIDE WATER AS

NEEDED TO ALLOW MATERIAL TO BE WITHIN 2% OF

OPTIMUM MOISTURE CONTENT TO ALLOW FOR

EFFECTIVE COMPACTIVE EFFORT.

DEMOLITION

CONTRACTOR TO DEMOLITION ALL ABANDONED MAN MADE

NON-NATIVE MATERIALS FOUND ON THE PROJECT SITE AS

SHOWN ON THE PLANS OR AS DIRECTED IN THE FIELD. IF

ANY MAN MADE ITEM IS DISCOVERED THAT IS NOT SHOWN

ON THE PLANS THE CONTRACTOR SHALL CONTACT THE

ENGINEER PRIOR TO DISTURBANCE FOR DIRECTIONS

REGARDING THE DEMOLITION OF SAID DISCOVERED ITEM.

DO NOT DEMOLITION ANY UN-MARKED ITEM WITHOUT

PRIOR PERMISSION. DEMOLITION MAY INCLUDE BUT NOT

BE LIMITED TO THE REMOVAL OF CULVERT PIPES, STEEL

PIPE, CONCRETE ITEMS, WATER CONTROL GATES, WOOD,

OLD AUTOMOBILES, DISCARDED APPLIANCES, TRASH OR

OTHER MAN MADE MATERIALS. DEMOLISHED MATERIALS

BECOME THE PROPERTY OF THE CONTRACTOR AND MAY BE

SOLD FOR SCRAP VALUE OR LEGALLY AND PROPERLY

DISPOSED OF AT THE CONTRACTORS DISCRETION.

CONCRETE TO BE DEMOLISHED MAY BE REPURPOSED AND

USED AS RIP RAP WITH THE WRITTEN APPROVAL OF THE

ENGINEER. CONCRETE SHALL BE BROKEN UP INTO

SMALLER PIECES THAT MEET THE GRADATION

REQUIREMENTS FOR RIP RAP. UNDER NO

CIRCUMSTANCES SHALL ASPHALT, REBAR AND/OR STEEL

REINFORCEMENT BE ALLOWED TO REMAIN AND BE

INCORPORATED INTO ANY RIP RAP.

DEMO

DIAMETER OF PIPE

DISTANCE VARIES WITH SIZE OF PIPE.

EROSION CONTROL ROCK - RIP RAP

TYPICAL RIP RAP FOR ALL LOCATIONS TO RECEIVE

EROSION CONTROL ROCK SHALL BE WELL GRADED AND

RANGE IN SIZE FROM 3" TO 12" DIAMETER WITH NOT MORE

THAN 15% GREATER THAN 9" DIAMETER AND NOT LESS

THAN 15% SMALLER THAN 4" DIAMETER. ALL ROCK SHALL

BE HARD DURABLE SOUND PIECES HAVING A SPECIFIC

GRAVITY OF NOT LESS THAN 2.5. ROCK SHALL HAVE

ANGULAR FACES - RIVER ROCK WITH SMOOTH OR

ROUNDED SURFACES IS NOT SPECIFIED. ANY MATERIAL

CONTAINING ASPHALT IS PROHIBITED. DEPTH OF ROCK

APRON SHALL BE 12" MINIMUM. FILTER FABRIC SHALL BE

INSTALLED UNDER ALL EROSION CONTROL ROCK.

FILTER FABRIC SHALL BE INSTALLED UNDER ALL SELECT

FILL, AND UNDER ANY INLET/OUTLET EROSION CONTROL

ROCK AND ALONG THE BACK VERTICAL WALL FACES OF

ANY ROCK WALLS THE ARE NOT SCOUR CURTAINS -TYPICAL

OVERLAP CLOSURE SEAM SHALL BE 24" MINIMUM LENGTH.

FABRIC SHALL BE A NON-WOVEN POLYESTER OR

POLYPROPYLENE GEOTEXTILE. THE GEOTEXTILE FABRIC

SHALL HAVE A MINIMUM GRAB TENSILE STRENGTH OF ONE

HUNDRED FIFTY (150) POUNDS AS DETERMINED BY ASTM

D4632. THE GEOTEXTILE FABRIC SHALL HAVE A MAXIMUM

EQUIVALENT OPENING SIZE (E.O.S.) OF A NUMBER SEVENTY

(70) U.S. STANDARD SIEVE. FABRIC SHALL BE TENCATE

MIRAFI N-SERIES 160N OR APPROVED EQUAL.

EXISTING FENCE - PRESERVE AND PROTECT UNLESS THE

FENCE IS SPECIFICALLY NOTED TO BE DEMOLISHED.

CONTRACTOR MAY TEMPORARILY REMOVE FENCE TO

FACILITATE CONSTRUCTION WITH APPROVAL FROM

ENGINEER OR OWNER. CONTRACTOR SHALL BE

RESPONSIBLE TO REPAIR ANY DAMAGE AND/OR REINSTALL

ANY REMOVED FENCE SECTIONS TO PRE-PROJECT

CONDITIONS.

COMPACTION STANDARD FOR PROJECT

ALL COMPACTED FILL FOR AREAS SPECIFIED TO BE

COMPACTED SHALL BE COMPACTED TO 95% STANDARD

PROCTOR AS DETERMINED BY ASTM D698.

CONTRACTOR SHALL PROVIDE WATER AS NEEDED TO

ALLOW MATERIAL TO BE WITHIN 2% OF OPTIMUM

MOISTURE CONTENT TO ALLOW FOR EFFECTIVE

COMPACTIVE EFFORT.

FLOOR ELEVATION - TOP OF CONCRETE

CF

Dp

ECR

CS

FLOWLINE OF PIPE OR WATER WAYFL

CONTROL POINT

SITE SPECIFIC SPATIAL AND ELEVATION CONTROL POINT

PROJECT VERTICAL AND HORIZONTAL CONTROL.

REBAR WITH CAP - TOP OF REBAR IS REFERENCE

ELEVATION. PRESERVE AND PROTECT - CONTRACTOR

SHALL BE RESPONSIBLE TO REPLACE AT THEIR EXPENSE

ANY DISTURBED OR DESTROYED CONTROL POINTS.

CP

EXISTING WATER CONTROL INFRASTRUCTURE

PRESERVE AND PROTECT.

EXISTING WATER CONTROL INFRASTRUCTURE MAY

INCLUDE BUT NOT BE LIMITED TO PIPE, CONTROL

STRUCTURE, GATES, GRADING, EROSION CONTROL AND/OR

ANY MANMADE OR NATURAL OBJECTS THAT PROVIDE

WATER CONTROL. CONTRACTOR SHALL AVOID DAMAGING

EXISTING WATER CONTROL INFRASTRUCTURE. ANY

DAMAGE CAUSED BY THE CONTRACTOR TO ANY EXISTING

WATER CONTROL INFRASTRUCTURE SHALL BE REPLACED

OR REPAIRED TO PRE-PROJECT CONDITIONS.

EXWCIP

EXISTING WATER CONTROL INFRASTRUCTURE

TO BE DEMOLISHED.

EXISTING WATER CONTROL INFRASTRUCTURE MAY

INCLUDE BUT NOT BE LIMITED TO PIPE, CONTROL

STRUCTURE, GATES, GRADING, EROSION CONTROL AND/OR

ANY MANMADE OR NATURAL OBJECTS THAT PROVIDE

WATER CONTROL. CONTRACTOR SHALL DEMO EXISTING

WATER CONTROL INFRASTRUCTURE AS PART OF THE

SCOPE OF WORK. SEE NOTE DEMO FOR ADDITIONAL

INSTRUCTIONS.

EXWCID

EXISTING IN-SITU SOIL

CONTRACTOR SHALL NOT OVERLY DISTURB EXISTING SOIL

WITH THE EXPECTATION THAT THE EXISTING SOIL WILL

NOT NEED TO BE COMPACTED. IF EXISTING SOIL UNDER

ANY LOCATION THAT REQUIRES COMPACTED FILL

MATERIAL IS DISTURBED AND/OR OVER-EXCAVATED THEN

THE CONTRACTOR SHALL REPLACE ANY OVER EXCAVATED

CAVITY AND/OR WITH COMPACTED FILL THAT MEETS THE

PROJECT COMPACTION STANDARD. IF THE

OVER-EXCAVATED MATERIAL IS DETERMINED TO NOT BE

SUITABLE TO BE USED AS COMPACTED FILL, THEN THE

CONTRACTOR SHALL PROVIDE AT THEIR EXPENSE

SUITABLE FILL MATERIAL FROM AN APPROVED BORROW

AREA AND/OR PROVIDE IMPORT MATERIAL SUITABLE FOR

USE AS COMPACTED FILL THAT MEETS THE PROJECT

COMPACTION STANDARD. IF AN APPROVED BORROW IS

NOT AVAILABLE THEN IMPORT FILL SHALL BE REQUIRED.

THE SUITABILITY OF ANY OVER-EXCAVATED FILL FOR USE

AS COMPACTED FILL SHALL BE DETERMINED IN THE FIELD

BY THE ENGINEER.

IT IS THE INTENT OF THE DESIGN TO UTILIZE ON-SITE

NATIVE IN-SITU SOIL FOR ALL EARTHWORK NECESSARY TO

COMPLETE THE PROJECT. SUITABLE, EXISTING IN-SITU

SOIL SHALL BE USED AS BACKFILL AND/OR COMPACTED

FILL FOR ANY PROJECT LOCATION REQUIRING BACKFILL OR

COMPACTED FILL. COMPACTED FILL SHALL BE

COMPACTED TO MEET OR EXCEED THE SPECIFIED

MINIMUM COMPACTION STANDARD - SEE NOTE CF.

EXISTING IN-SITU SOIL MAY BE USED AS NON-COMPACTED

FILL OR NON-COMPACTED BACKFILL AT ANY LOCATION ON

THE PROJECT WITHOUT RESTRICTIONS.

EXISS

CC 1. MINIMUM CONCRETE COMPRESSIVE STRENGTH

AT 28 DAYS IS 4000 PSI PER ASTM C39 WITH

MIX DESIGN IN ACCORDANCE WITH ASTM C94

2. MIX DESIGN SHALL INCLUDE NOT LESS THAN 6

SACKS OF CEMENT PER CUBIC YARD OF CONCRETE,

EXCEPT FLY ASH MAY BE USED AS A SUBSTITUTION FOR

UP TO 20% OF THE PORTLAND CEMENT.

3. CEMENT SHALL BE TYPE II OR IIA LOW ALKALI

PORTLAND CEMENT CLASS C OR F .

4. FLY ASH SHALL CONFORM TO ASTM C618 AS

APPLICABLE.

5.