5-2-CS26050-26228510-Approved Plans.pdf

NORTH

OGDEN

OGDEN

ROY

SYRACUSE

LAYTON

BRIGHAM

CITY

WILLARD

BAY

OGDEN

BAY

WMA

GREAT

SALT

LAKE

HILL AFB

WILLARD

BAY

WILLARD

CITY

SOUTH

WILLARD

NORTH

WILLARD

BAY

WILLARD

CITY

SOUTH

WILLARD

NORTH

WILLARD BAY

MARINA

WILLARD BAY

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.

CIVIL DESIGN ENGINEER:

801.739.8218

WEST JORDAN, UTAH 84081

POST OFFICE BOX 612

EQUINOX ENGINEERING

Wetland Environmental Consulting and Civil Engineering

WILLARD BAY MARINA LEVEE REPAIR

www.equinoxengineering.us

OWNER: STATE OF UTAH

DEPARTMENT OF NATURAL RESOURCES

OGDEN, UTAH 84405

1" = 70,000'

AREA MAP

1" = ±162 Miles

UTAH MAP

1" = 12,000'

VICINITY MAP

1" = 500'

SITE MAP

PROJECT LOCATION

VICINITY MAP INSET

SITE MAP INSET

SHEET SET ASSEMBLY ORDER

COVER SHEET 01 CV 01

GENERAL NOTES 01 - GENERAL CONCRETE NOTES 02 GN 01

GENERAL NOTES 02 - GENERAL EARTHWORK / GRADING NOTES 03 GN 02

GENERAL NOTES 03 - PROJECT SPECIFIC GENERAL NOTES 04 GN 03

CIVIL PLAN VIEW FULL SITE - SHEET LAYOUT MAP - 600 SCALE (1" = 500') 05 PV 01

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS A1-B23 06 PV 02

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS B21-D5 07 PV 03

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS C7-D28 08 PV 04

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS D26-D55 09 PV 05

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS D53-D81 10 PV 06

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS D79-D108 11 PV 07

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS D106-D134 12 PV 08

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS D133-D161 13 PV 09

CIVIL PLAN VIEW - SHEET LAYOUT - 72 SCALE (1" = 6") PANELS A159-E8 14 PV 10

FRONT ELEVATION VIEW - PANEL WALL COLUMNS - 120 SCALE (1" = 10") COLUMNS A1-D68 15 PW DT01 FRONT ELEVATION VIEW - PANEL WALL COLUMNS - 120 SCALE (1" = 10") COLUMNS D69-E8 16 PW DT02 SIDE ELEVATION VIEW - COMPOSITE ROCK & PANEL WALL SYSTEM - 36 SCALE (1" = 3') 17 CW DT03 SIDE ELEVATION VIEW - PANEL RETAINING WALL HIGHLIGHT - 36 SCALE (1" = 3') 18 PW DT04

PANEL WALL TYPICAL DETAILS 19 DT 05

PANEL WALL TYPICAL DETAILS 20 DT 06

PANEL WALL TECHNICAL SPECIFICATIONS 21 TS 01

SIDE ELEVATION VIEW - ROCK WALL HIGHLIGHT - 36 SCALE (1" = 3') 22 RW DT07

A REPRESENTATIVE LOCATION FOR PROJECT IS LOCATED AT

LATITUDE/LONGITUDE 41.406743° NORTH X 112.053818° WEST

SHEET DESIGNATOR SHEET TITLEBINDING ORDER

COVER PAGE

CV 01

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT OWNER:

www.equinoxengineering.us

MARK DATE DESCRIPTION

PROJECT IDENTIFICATION:

WILLARD BAY

MARINA

LEVEE REPAIR

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

DFCM PROJECT:

UT-138-01

S-100%

SMC

WEC

01/07/2026

AERIAL IMAGE FROM

GOOGLE EARTH

JUNE 29, 2023

STATE OF UTAH

DEPARTMENT OF

NATURAL

RESOURCES

WILLARD BAY

BRIGHAM CITY

UTAH

26228510

DFCM CONTRACT: 2670032

SHEET TITLE:

BINDING

ORDER

SHEET IDENTIFIER:

VICINITY MAP

INSET BOUNDARY

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

01/12/2026

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

GAVL 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

PS 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 OR ABOUT HE 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 ACE 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 PROVIDE 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.

41. REINFORCING STEEL BARS SHALL MEET THE REQUIREMENTS OF

ASTM A615. ALL REINFORCEMENT SHALL BE FREE FROM RUST, OIL,

GREASE, PAINT OR OTHER DELETERIOUS MATTER

42. ITEMS TO BE EMBEDDED IN THE CONCRETE SHALL BE POSITIONED

ACCURATELY AND FIRMLY ANCHORED TO PREVENT DISPLACEMENT

DURING PLACEMENT OF CONCRETE.

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

DIAMETERS OR AS NOTED ON PLANS.

44. 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.

45. 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.

46. 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, SPACING, OR HAND TAMPING

47. CONCRETE SHALL BE PREVENTED FROM DRYING FOR A CURING

PERIOD OF AT LEAST ONE (1) DAYS AFTER IT IS PLACED. 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.

48. CONCRETE SHALL BE PREVENTED FROM DRYING FOR A CURING

PERIOD OF AT LEAST ONE (1) DAYS AFTER IT IS PLACED. 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.

49. 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.

GENERAL CONCRETE NOTES CONTINUED

50. 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.

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

REVIEWED BY THE ENGINEER OR AUTHORIZED REPRESENTATIVE.

52. 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 (

" X

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. REINFORCEMENT AT SMALL OPENINGS (MAX 18" OPENING) IN WALLS

AND SLABS MAYBE SPREAD APART NOT MORE THAN 1.5 TIMES THE

BAR SPACING. ALL OPENINGS 12" OR LARGER 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

" 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 A 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 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.

32. EXCAVATIONS SHALL BE SHORED AS REQUIRED TO PREVENT

SUBSIDENCE OR DAMAGE TO ADJACENT EXISTING

STRUCTURES, UTILITIES ORE OTHER EXISTING

INFRASTRUCTURE.

33. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR

CONCRETE REINFORCEMENT, GATE STEEL AND/OR

MISCELLANEOUS STEEL PRIOR TO FABRICATION.

34. 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.

35. 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.

36. 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.

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

CEMENT CLASS C OR F.

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

INCH PER DESIGNATIONS OF ASTM C33

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

ENTRAINMENT SHALL BE FIVE (5) TO SEVEN (7) PERCENT.

40. 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.

GENERAL CONCRETE NOTES CONTINUED

GN01

GENERAL NOTES

GENERAL CONCRETE

NOTES

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT OWNER:

www.equinoxengineering.us

MARK DATE DESCRIPTION

PROJECT IDENTIFICATION:

WILLARD BAY

MARINA

LEVEE REPAIR

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

DFCM PROJECT:

UT-138-01

S-100%

SMC

WEC

01/07/2026

AERIAL IMAGE FROM

GOOGLE EARTH

JUNE 29, 2023

STATE OF UTAH

DEPARTMENT OF

NATURAL

RESOURCES

WILLARD BAY

BRIGHAM CITY

UTAH

26228510

DFCM CONTRACT: 2670032

SHEET TITLE:

BINDING

ORDER

SHEET IDENTIFIER:

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

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

GAVL 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

PS 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 OR ABOUT HE 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. 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.

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

WITHIN AN APPROVED BORROW AREA. COMPACTED FILL SHALL BE

FREE OF ORGANIC MATERIAL (> 95% 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.

14. 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.

15. 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.

16. 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 EIGHT (8) 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.

17. 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.

18. 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 EIGHT (8) 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

18. - CONTINUED - CONDITION AND HAULING EQUIPMENT SHALL BE

DIRECTED OVER THE FULL WIDTH OF EACH LAYER TO FACILITATE

UNIFORM COMPACTION.

19. 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 EIGHT (8) INCHES IN

THICKNESS.

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

CONTINUOUS AS POSSIBLE AND THE FILL MAINTAINED SUCH THAT

DRAINAGE IS ASSURED AT ALL TIMES.

21. HAND COMPACTORS SHALL BE USED WHEN COMPACTING ANY FILL

MATERIAL WITHIN TWO (2) FEET OF ANY WATER CONTROL

STRUCTURE OR PIPE.

22. THE INTERSECTION BETWEEN EMBANKMENTS SHALL BE

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

23. 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.

24. 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 (90) 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.

25. 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.

26. 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 D2922/D3017, 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.

27. COMPACTION TESTING SHALL BE ASCERTAINED AND CERTIFIED,

UNLESS SPECIFICALLY NOTED AS DIFFERENT ON RESPECTIVE DETAIL,

TO A MINIMUM LEVEL OF NINETY (90) PERCENT MAXIMUM DENSITY AS

DETERMINED BY THE STANDARD PROCTOR METHOD ASTM D698.

28. 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.

29. 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.

30. NO COMPACTION TESTING SHALL TAKE PLACE WITHOUT APPROVAL

OR THE PRESENCE OF THE ENGINEER OR HIS REPRESENTATIVE. THE

ENGINEER OR HIS REPRESENTATIVE RESERVES THE RIGHT TO

CHOOSE THE LOCATIONS OR SITE OF INDIVIDUAL TESTS.

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 ALONGSIDE 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 SIT 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

GENERAL NOTES

GENERAL

EARTHWORK/GRADING

NOTES

GN 02

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT OWNER:

www.equinoxengineering.us

MARK DATE DESCRIPTION

PROJECT IDENTIFICATION:

WILLARD BAY

MARINA

LEVEE REPAIR

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

DFCM PROJECT:

UT-138-01

S-100%

SMC

WEC

01/07/2026

AERIAL IMAGE FROM

GOOGLE EARTH

JUNE 29, 2023

STATE OF UTAH

DEPARTMENT OF

NATURAL

RESOURCES

WILLARD BAY

BRIGHAM CITY

UTAH

26228510

DFCM CONTRACT: 2670032

SHEET TITLE:

BINDING

ORDER

SHEET IDENTIFIER:

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

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

NOTES / SHEET CALLOUTS

GENERAL NOTES

PROJECT SPECIFIC

NOTES

PREPARER:

PROFESSIONAL SEAL:

ENGINEERING

EQUINOX

PROJECT OWNER:

www.equinoxengineering.us

MARK DATE DESCRIPTION

PROJECT IDENTIFICATION:

WILLARD BAY

MARINA

LEVEE REPAIR

DRAWING BY:

SUBMITTAL #:

CHECKED BY:

DATE:

EQUINOX PROJECT:

DFCM PROJECT:

UT-138-01

S-100%

SMC

WEC

01/07/2026

AERIAL IMAGE FROM

GOOGLE EARTH

JUNE 29, 2023

STATE OF UTAH

DEPARTMENT OF

NATURAL

RESOURCES

WILLARD BAY

BRIGHAM CITY

UTAH

26228510

DFCM CONTRACT: 2670032

SHEET TITLE:

BINDING

ORDER

SHEET IDENTIFIER:

GN03

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

698. CONTRACTOR SHALL PROVIDE WATER AS

NEEDED TO ALLOW MATERIAL TO BE WITHIN 2% OF

OPTIMUM MOISTURE CONTENT TO ALLOW FOR

EFFECTIVE COMPACTIVE EFFORT.

DIAMETER OF PIPE

DISTANCE VARIES WITH SIZE OF PIPE.

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

D-1682. 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.

FF

CF

Dp

CONTROL POINT

SITE SPECIFIC SPATIAL AND ELEVATION CONTROL POINT

PROJECT VERTICAL AND HORIZONTAL CONTROL.

TOP CENTER OF TIE DOWN BOLLARD IS REFERENCE

ELEVATION. PRESERVE AND PROTECT - CONTRACTOR

SHALL BE RESPONSIBLE TO REPLACE AT THEIR EXPENSE

ANY DISTURBED OR DESTROYED CONTROL POINTS.

CP

FFX FILTER FABRIC SHALL BE INSTALLED AROUND ALL

SIDES OF SELECT FILL AND STRUCTURAL FILL TO

TOTALLY ENCASE IMPORT MATERIALS.

OVERLAP CLOSURE SEAM SHALL BE 24" MINIMUM

WITH SEAM OVERLAP INSTALLED TO PROVIDE

SHEDDING FLOW DOWN CHANNEL. 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 D-1682. 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.

CHIMNEY DRAIN SHALL BE INSTALLED

AT THE REAR TERMINATION EDGE OF STRUCTURAL

FILL 1 AND THE TOP 8 INCHES BEHIND THE TOP OF

THE HIGHEST PANEL. THE CHIMNEY DRAIN SHALL

BE INSTALLED TO PROVIDE FOR THE DRAIN MEDIUM

TO BE PHYSICALLY CONNECTED FROM THE TOP OF

THE DRAIN TO THE BOTTOM OF THE DRAIN TO

ALLOW FOR A DRAINAGE PATH FROM THE SURFACE

TO THE DRAIN PIPE WITH INDIVIDUAL WRAPS FOR

EACH PANEL HEIGHT OF THE COLUMN INSTALLED

BETWEEN SUCCESSIVE LAYERS OF GEO-GRID AT THE

SPECIFIED INTERVAL. GEO-GRID FABRIC SHALL BE

INSTALLED TO BE SANDWICHED BETWEEN THE

INDIVIDUAL WRAPS (SEE DETAIL PW/CD1) AND

SHALL NOT BE CUT OR INTERRUPTED. GEO-GRID

SHALL BE INSTALLED TO PROVIDE FOR THE FULL

LENGTH SPECIFIED. IF SPLICES ARE NEEDED THEN

A 24" OVERLAP SHALL BE PROVIDED. CHIMNEY

DRAIN SHALL BE COMPLETELY WRAPPED IN FILTER

FABRIC SUFFICIENTLY TO PROHIBIT FINES FROM

ENTERING THE CHIMNEY DRAIN. THE CHIMNEY

DRAIN CROSS SECTION SHALL BE A MINIMUM OF 8

INCHES WIDE IN THE HORIZONTAL - TYPICAL.

CHIMNEY DRAIN

CAP ROCKS SHALL BE 24" TO 30" DIAMETER AS

MEASURED ALONG THE SHORTEST HORIZONTAL AXIS

(LENGTH OR WIDTH) VERTICAL DIMENSION (HEIGHT)

SHALL BE ± 50% OF THE VERTICAL DIMENSION OF

THE ROCK OR A MINIMUM OF 12". ROCKS SHALL BE

ORIENTATED AND STACKED TO PROVIDE A SOLID

CONNECTION BETWEEN INDIVIDUAL ROCKS. ROCKS

SHALL EXTEND VERTICALLY ABOVE THE ADJACENT

TOP OF WALL SLOPE 1/4 OF THE HEIGHT OF THE

ROCK OR A MINIMUM OF 6" WHICH EVER IS

GREATER.

CR

DM2 DRAIN MATERIAL 2 OR CHIMNEY DRAIN MATERIAL

SHALL CONSIST OF 2" CRUSHED ROCK AGGREGATE

COMPOSED OF INERT, CLEAN, TOUGH DURABLE

PARTICLES OF CRUSHED ANGULAR ROCK CAPABLE

OF WITHSTANDING THE DELETERIOUS EFFECTS OF

EXPOSURE, WATER, FREEZE THAW, HANDLING,

SPREADING AND COMPACTING. THE AGGREGATE

PARTICLES SHALL BE UNIFORM IN QUALITY AND

FREE FROM ANY SIGNIFICANT AMOUNT OF FLAT OR

ELONGATED PIECES. CHIMNEY DRAIN ROCK IS

INTENDED TO BE USED AS A DRAIN MEDIUM AND

SHALL NOT BE COMPACTED AND/OR CONTAIN AN

EXCESSIVE AMOUNT OF FINES.

DRAIN MATERIAL 2 FILL MATERIAL SHALL BE 2"

CRUSHED ROCK AGGREGATE AND MEET THE

FOLLOWING GRADATION PER ASTM D-422

SIEVE SIZE % PASSING

2" 100 1 1/2" 0 - 5 #40 0 - 5

DP1 NEW 4" DIAMETER SLOTTED HDPE PIPE. PIPE MAY

BE FLEXIBLE OR RIGID - IF RIGID PIPE IS USED THE

PIPE MUST BE SCHEDULE 80 MINIMUM THICKNESS.

PIPE TYPE MUST MATCH DP2 PIPE TYPE. JOINTS

DO NOT NEED TO BE WATERTIGHT BUT MUST BE

SECURE I.E. GLUED OR MECHANICALLY FASTENED.

PIPE MUST BE SLEEVED WITH FABRIC TO PROTECT

AGAINST SOIL/ROCK INTRUSION INTO PIPE. FABRIC

SLEEVE SHALL BE AS PROVIDED BY PIPE

MANUFACTURER OR DOUBLE WRAPPED PLUS 1/2

PIPE CIRCUMFERENCE (900° CONTINUOUS FABRIC

WRAP) WITH SECURED ENDS TO PREVENT

UNWRAPPING POST CONSTRUCTION. BANDING IS

ACCEPTABLE WITH STAINLESS STEEL BANDS. PIPE

SHALL BE INSTALLED TO PROVIDE FOR POSITIVE

DRAINAGE TO THE END OF WALL OUTLET

LOCATIONS.

DP2 NEW 4" DIAMETER SOLID WALL HDPE PIPE. PIPE

MAY BE FLEXIBLE OR RIGID - IF RIGID PIPE IS USED

THE PIPE MUST BE SCHEDULE 80 MINIMUM

THICKNESS. PIPE TYPE MUST MATCH DP1 PIPE

TYPE. JOINTS DO NOT NEED TO BE WATERTIGHT

BUT MUST BE SECURE I.E. GLUED OR

MECHANICALLY FASTENED. PIPE SHALL PENETRATE

THE PANEL WALL (PENETRATION OPENING SHALL BE

CREATED IN ACCORDANCE WITH MANUFACTURES

RECOMMENDATIONS FOR PIPE PENETRATION)

OUTLET PIPE SHALL EXTEND TO A DISTANCE 12"

BEYOND THE FACE OF THE ROCK WALL. PIPE SHALL

BE INSTALLED TO PROVIDE FOR POSITIVE

DRAINAGE.

DPO DRAIN PIPE OUTLET THROUGH PANEL WALL

SECTION. CONTRACTOR SHALL USE A CIRCULAR

SAW TO CUT A HOLE IN THE PANEL TO RECEIVE THE

DRAIN PIPE. DRAIN PIPE FROM THE CHIMNEY

DRAIN TO THE OUTLET SHALL BE SOLID WALL PIPE.

THE DRAIN PIPE OUTLET SHALL CONNECT TO THE

CHIMNEY DRAIN PIPE WITH A "TEE" FITTING. PIPE

MAY BE FLEXIBLE OR RIGID - IF RIGID PIPE IS USED

THE PIPE MUST BE SCHEDULE 80 MINIMUM

THICKNESS. JOINTS OR CONNECTION TO CHIMNEY

DRAIN PIPE DOES NOT NEED TO BE WATERTIGHT

BUT MUST BE SECURE I.E. GLUED OR

MECHANICALLY FASTENED. PIPE SHALL BE

INSTALLED TO PROVIDE FOR POSITIVE DRAINAGE TO

OUTLET LOCATION. CONTRACTOR SHALL PROVIDE A

SUFFICIENT STUB LENGTH AT EACH OUTLET

LOCATION TO FACILITATE A SECURE CONNECTION

TO ANY NEEDED EXTENSION DRAIN PIPE AND SHALL

PROVIDE A RODENT GUARD CAP AT ANY OUTLET

DRAIN PIPE LOCATION THAT DISCHARGES TO

GRADE.

EXISTING ASPHALT SURFACING MATERIAL

CONTRACTOR SHALL NOT OVERLY DISTURB EXISTING

ASPHALT SURFACE OF PARKING LOT. ANY DAMAGE TO

PARKING LOT NOT WITHIN THE DEMOLITION FOOTPRINT

SHALL BE REPAIRED TO PRE-PROJECT CONDITIONS.

EXISTING IN-SITU SOIL MAY BE USED AS…