Attachment 3 - Yearns Dam Spillway Drawings and Specifications.pdf

PROJECT LOCATION

VICINITY MAP

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RECOMMENDED BY:

APPROVED:

FOREST ENGINEER

DISTRICT RANGER DATE

DATE

DIRECTOR OF ENGINEERING DATE

UTAH

(R04) INTERMOUNTAIN REGION

FOREST SUPERVISOR DATE

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WATER RIGHTS

ENGINEER'S CERTIFICATE:

SEAL

United States Department of Agriculture

Forest Service

SANPETE COUNTY

BE SUBMITTED FOR APPROVAL.

DRAWINGS CONSISTING OF 10 DESIGN SHEETS ARE THE INFORMATION TO

DAM SPILLWAY DESIGN IN SANPETE COUNTY, UTAH AND THAT THESE

EMPLOYED TO PREPARE THE DRAWINGS & SPECIFICATIONS FOR YEARNS

RB&G ENGINEERING, INC. CERTIFIES THAT THE CORPORATION WAS

77-719

SANPETE RANGER DISTRICT

MANTI-LA SAL NATIONAL FOREST

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PROJECT LOCATION

NID ID: UT10103

YEARNS DAM SPILLWAY DESIGN

MANTI

(FR 0045)

MANTI CANYON ROAD

SKYLINE DRIVE

MOUNTAIN

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INDEX OF SHEETS

SHEET NO.

GENERAL SHEETS

EMBANKMENT DRAWINGS

G100

G101

G103

G101

EMBANKMENT PLANE101

DESCRIPTION

TITLE SHEET

INDEX OF SHEETS & EMBANKMENT GRADATION REQUIREMENTS

PROJECT LEGEND AND GENERAL NOTES

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REQUIREMENTS

EMBANKMENT FILL

PASSING

PERCENT

SIZE

SIEVE

4"

REQUIREMENTS

ROADBASE

SIZE

SIEVE

#200

#16

#4

3/8

3/4

1 1/2"

PASSING

PERCENT

4 - 14

20 - 45

35 - 70

45 - 80

60 - 90

NON PLASTIC

SIZE

SIEVE

PASSING

PERCENT

EMBANKMENT GRADATION REQUIREMENTS

G102 CONSTRUCTION NOTES

REQUIREMENTS

RIPRAP

1"

6"

12"

18"

0 - 15

30 - 45

60-95

EMBANKMENT MATERIAL NOTES

IMPORT FROM COMMERCIAL SOURCES.ROADBASE:

IMPORT FROM COMMERCIAL SOURCES.RIPRAP:

USE SOIL OBTAINED FROM REQUIRED EXCAVATIONS.EMBANKMENT:

G104 EXISTING SITE PLAN AND SURVEY CONTROL

SPILLWAY DRAWINGS

SPILLWAY PLAN AND PROFILES101

S201 SPILLWAY SECTIONS

S301 SPILLWAY DETAILS

80 CU. YDS.ROADBASE:

595 SQ. YDS.NON-WOVEN GEOTEXTILE:

335 CU. YDS.RIPRAP:

126 CU. YDS.CONCRETE, GROUTED RIPRAP:

10 CU. YDS.REINFORCED CONCRETE:

235 CU. YDS.EMBANKMENT FILL:

796 CU. YDS.EXCAVATION:

APPROXIMATE QUANTITIES

G105 PROJECT SITE PLAN

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TOP OF DAM EL. 7476.5

ESTIMATED SPILLWAY DISCHARGE (CFS)

SPILLWAY DISCHARGE TABLE

SPILLWAY DISCHARGE RATING CURVE

7476.5

7475.5

7474.5

7473.5

(FEET)

ELEVATION

SURFACE

WATER

(CFS)

DISCHARGE

SPILLWAY

ESTIMATED

7473.5

7474.0

7474.5

7475.0

7475.5

7476.0

7476.5

7477.0

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CONSTRUCTION NOTES CONSTRUCTION NOTES, CONTINUED CONSTRUCTION NOTES, CONTINUED

PLACEMENT.

CONCRETE SHALL BE PROTECTED AGAINST FREEZING FOR A MINIMUM OF 7 DAYS AFTER 4.

CONCRETE SHALL BE CONSOLIDATED USING INTERNAL VIBRATION.3.

ADEQUATELY CONSOLIDATED DURING PLACEMENT.

SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL PROVIDED THAT THE CONCRETE IS

4 IN. ±1 IN. CONCRETE WITH A SLUMP LESS THAN 3 INCHES MAY BE USED ON SURFACES WITH

CONCRETE SHALL HAVE 4-7% ENTRAINED AIR CONTENT (ASTM C231 OR C173). SLUMP SHALL BE 2.

(ASTM C39). CEMENT SHALL BE TYPE V. SIZE COARSE AGGREGATE SHALL BE 1-INCH.

CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF AT LEAST 4000 PSI 1.

CONCRETE

THE CORRECTIVE MEASURES.

PLANNED CORRECTIVE ACTION WITH THE CONTRACTING OFFICER AND OBTAIN APPROVAL OF

CORRECTING AN OVEREXCAVATION CONDITION, THE CONTRACTOR SHALL REVIEW THE

THE SPECIFICATIONS FOR THE RIPRAP, ROCKFILL, BEDDING, OR DRAINFILL. BEFORE

GRAVEL BEDDING, OR DRAINFILL, THE VOIDS MAY BE FILLED WITH MATERIAL CONFORMING TO

THIS IS THAT IF THE EARTH IS TO BECOME THE SUBGRADE FOR RIPRAP, ROCKFILL, SAND OR

FILLING THE RESULTING VOIDS WITH APPROVED, COMPACTED EARTHFILL. THE EXCEPTION TO

EXCAVATION IN EARTH BEYOND THE SPECIFIED LINES AND GRADES SHALL BE CORRECTED BY 4.

OF THE CONTRACTOR IN CONSTRUCTING AND MAINTAINING A SAFE AND STABLE EXCAVATION.

SPECIFIED HEREIN REQUIRED TO MEET SAFETY REQUIREMENTS SHALL BE THE RESPONSIBILITY

CONSTRUCTION. EXCAVATIONS OUTSIDE THE LINES AND LIMITS SHOWN ON THE DRAWINGS OR

COMPLETED AND MAINTAINED IN A SAFE AND STABLE CONDITION THROUGHOUT

1926) SUBPART P, EXCAVATIONS, TRENCHING, AND SHORING. ALL EXCAVATIONS SHALL BE

EXCAVATIONS SHALL COMPLY WITH OSHA CONSTRUCTION INDUSTRY STANDARDS (29CFR PART 3.

BE DISPOSED OF AT THE LOCATIONS ACCEPTABLE TO THE CONTRACTING OFFICER.

ALL SURPLUS OR UNSUITABLE EXCAVATED MATERIALS ARE DESIGNATED AS WASTE AND SHALL 2.

DISPOSE OF SUITABLE EXCAVATED MATERIAL.

REQUIRED PERMANENT EARTHFILL. THE CONTRACTOR SHALL NOT WASTE OR OTHERWISE

MATERIAL FROM THE SPECIFIED EXCAVATIONS SHALL BE USED IN THE CONSTRUCTION OF

NOT BE ALLOWED ON THIS PROJECT. TO THE EXTENT THEY ARE NEEDED, ALL SUITABLE

THE WORK SHALL CONSIST OF THE EXCAVATION SHOWN ON THE DRAWINGS. BLASTING WILL 1.

EXCAVATION:

WITH LAWS AND REGULATIONS APPLICABLE TO THE WORK.

OTHERWISE APPROVED BY THE CONTRACTING OFFICER. DISPOSAL SHALL BE IN ACCORDANCE

DISPOSE OF EXISTING GABION BASKETS AT A LOCATION OUTSIDE THE FOREST UNLESS 1.

DEMOLITION

CONTRACTING OFFICER.

WORK SHALL ALSO BE PERFORMED A MANNER CONSIDERED ACCEPTABLE TO THE

ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITS OBTAINED FOR THE PROJECT. THE

SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE LAWS AND REGULATIONS AND IN

ALL INSTALLATION, OPERATION AND ABANDONMENT OF DEWATERING AND BYPASS SYSTEMS 3.

SOILS AND PREVENT MIGRATION OF FINE SOIL PARTICLES.

DEWATERING ELEMENTS SHALL BE DESIGNED TO PROVIDE FILTRATION FOR SURROUNDING 2.

OR BELOW ELEV. 7470.5FT AT ALL TIMES DURING CONSTRUCTION.

WELLS, TRENCHES, AND/OR SUMPS. AT A MINIMUM, THE RESERVOIR SHALL BE MAINTAINED AT

BOTTOM OF ALL EXCAVATIONS AND SUBGRADE ELEVATIONS. DEWATERING MAY REQUIRE

IT IS REQUIRED THAT THE GROUND WATER LEVEL BE MAINTAINED AT LEAST 1 FOOT BELOW THE 1.

UNWATERING / DEWATERING

CONCLUSION OF THE PROJECT.

AS-BUILT SURVEY RECORDS WILL BE PROVIDED TO THE CONTRACTING OFFICER AT THE 3.

BE DETERMINED AND RECORDED TO THE NEAREST 0.1 FOOT.

ELEVATIONS FOR CONCRETE WORK, PIPES, MECHANICAL EQUIPMENT, AND EARTHWORK SHALL 2.

MEASUREMENTS, AND COMPUTATIONS FOR PROGRESS PAYMENTS.

REQUIRED TO COMPLETE THE WORK AS WELL AS PERFORMING QUANTITY SURVEYS,

THE CONTRACTOR SHALL PERFORM ALL SURVEYS, MEASUREMENTS, AND COMPUTATIONS 1.

CONSTRUCTION SURVEY

DANGEROUS TO HIS HEALTH OR SAFETY.

SURROUNDINGS OR UNDER CONDITIONS WHICH ARE UNSANITARY, HAZARDOUS OR

STANDARDS. THE CONTRACTOR SHALL NOT REQUIRE ANY WORKER TO WORK IN

LAWS, RULES, AND REGULATIONS CONCERNING CONSTRUCTION SAFETY AND HEALTH

HAVING JURISDICTION THEREWITH. ATTENTION IS DIRECTED TO FEDERAL, STATE, AND LOCAL

THE REQUIREMENTS OF THE STATE AND LOCAL BOARDS OF HEALTH, OR OF OTHER BODIES

ACCOMMODATIONS FOR THE USE OF HIS EMPLOYEES AS MAY BE NECESSARY TO COMPLY WITH

THE CONTRACTOR SHALL PROVIDE AND MAINTAIN, IN A NEAT SANITARY CONDITION, SUCH 3.

EXISTING DISTURBED AREA AWAY FROM STREAMS AND VEGETATION.

CONCRETE TRUCKS, PUMPERS AND EQUIPMENT CLEAN-UP SHALL BE COMPLETED IN AN 2.

ACCORDANCE WITH THE REQUIREMENTS OF THE PERMITS OBTAINED FOR THE PROJECT.

PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS AND IN

ENVIRONMENTAL QUALITY. WORK PERFORMED FOR CONTROL OF POLLUTANTS SHALL BE

PROCURE AN UPDES CONSTRUCTION STORM WATER PERMIT FROM THE UTAH DEPARTMENT OF

1. THE CONTRACTOR SHALL PREPARE A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) AND

ENVIRONMENTAL CONTROLS

THE AREAS TO BE DISTURBED.

MUST BE SHOWN ON THE ACCESS PLAN. THE PLAN SHALL INCLUDE DETAILS FOR RESTORING

PRIOR TO MOBILIZING TO THE SITE. ALL AREAS TO BE DISTURBED DURING CONSTRUCTION

CONTRACTOR SHALL SUBMIT AN ACCESS PLAN FOR APPROVAL TO THE CONTRACTING OFFICER 1.

ACCESS AND CONSTRUCTION LIMITS

SPECIFIED THICKNESS BEFORE BEING COMPACTED.

DUMPING IN PILES OR WINDROWS SHALL BE SPREAD UNIFORMLY TO NOT MORE THAN THE

FOR MATERIALS DESCRIBED BELOW OR SHOWN ON THE DRAWINGS. MATERIALS PLACED BY

EACH LAYER BEFORE COMPACTION SHALL NOT EXCEED THE MAXIMUM THICKNESS SPECIFIED

EARTHFILL SHALL BE PLACED IN APPROXIMATELY HORIZONTAL LAYERS. THE THICKNESS OF 7.

FOUNDATION PREPARATION, APPROVAL, PLACEMENT, MOISTURE CONTROL, AND COMPACTION.

WHICH IT IS PLACED SHALL CONFORM TO ALL REQUIREMENTS OF THIS SPECIFICATION FOR

REPLACEMENT EARTHFILL AND THE FOUNDATION, ABUTMENT, AND EARTHFILL SURFACES UPON

THE SPECIFIED LOOSE LIFT THICKNESS FOR THE EARTHFILL MATERIAL. THE SCARIFIED OR

ACCEPTABLE EARTHFILL. REMOVAL IS REQUIRED IF THE FROST PENETRATION DEPTH EXCEEDS

DEPTH EQUAL TO THE FROST PENETRATION AND REWORKED OR REMOVED AND REPLACED BY

EARTHFILL MATERIALS THAT FREEZE DURING OR AFTER PLACEMENT SHALL BE SCARIFIED TO A 6.

FOUNDATION PREPARATION, APPROVAL, PLACEMENT, MOISTURE CONTROL, AND COMPACTION.

SURFACES UPON WHICH IT IS PLACED SHALL CONFORM TO ALL REQUIREMENTS FOR

EARTHFILL. THE REPLACEMENT EARTHFILL AND THE FOUNDATION, ABUTMENT, AND EARTHFILL

REWORKED TO MEET THE REQUIREMENTS OR REMOVED AND REPLACED BY ACCEPTABLE

OR OTHERWISE NOT CONFORMING TO THE REQUIREMENTS OF THE SPECIFICATIONS SHALL BE

MOISTURE CONTENTS OUTSIDE THE SPECIFIED ACCEPTABLE RANGE OF MOISTURE CONTENT

EARTHFILL PLACED AT DENSITIES LOWER THAN THE SPECIFIED MINIMUM DENSITY OR AT 5.

STRUCTURE.

STRUCTURE SHALL BE INCREASED AT APPROXIMATELY THE SAME RATE ON ALL SIDES OF THE

BACKFILL GRADUALLY AND UNIFORMLY. THE HEIGHT OF THE EARTH BACKFILL ADJACENT TO A

STRUCTURES AND ALLOWS THE STRUCTURES TO ASSUME THE LOADS FROM THE EARTH

EARTH BACKFILL SHALL BE PLACED IN A MANNER THAT PREVENTS DAMAGE TO THE 4.

AGGREGATE SIZE OF 2 INCHES.

BACKFILL PLACED WITHIN 12 INCHES OF CONCRETE STRUCTURE SHALL HAVE A MAXIMUM 3.

WEIGHTS OPERATING FROM A CRANE OR HOIST IS NOT PERMITTED.

NOT BE OPERATED WITHIN 5 FEET OF ANY STRUCTURE. COMPACTION BY MEANS OF DROP

WITHIN 3 FEET OF ANY STRUCTURE. TOWED OR SELF-PROPELLED VIBRATING ROLLERS SHALL

BACKHOE MOUNTED POWER TAMPERS OR VIBRATING COMPACTORS SHALL NOT BE OPERATED

OR SELF-PROPELLED ROLLERS. UNLESS OTHERWISE SPECIFIED HEAVY EQUIPMENT INCLUDING

HAND TAMPING OR MANUALLY DIRECTED POWER TAMPERS, PLATE VIBRATORS, WALK-BEHIND,

TO THAT OF THE ADJACENT REQUIRED EARTHFILL. COMPACTION SHALL BE ACCOMPLISHED BY

EARTH BACKFILL ADJACENT TO STRUCTURES SHALL BE COMPACTED TO A DENSITY EQUIVALENT 2.

MATRIX.

SURFACE NOR SHALL SNOW, ICE, OR FROZEN MATERIAL BE INCORPORATED IN THE EARTHFILL

APPROVED BY THE CONTRACTING OFFICER. EARTHFILL SHALL NOT BE PLACED UPON A FROZEN

PREPARATION HAVE BEEN COMPLETED AND THE FOUNDATION HAS BEEN INSPECTED AND

EARTHFILL SHALL NOT BE PLACED UNTIL THE REQUIRED EXCAVATION AND FOUNDATION 1.

EARTHFILL

REINFORCEMENT SHALL BE CONTINUOUS AROUND ALL CORNERS IN ALL STRUCTURES.5.

PROJECT SITE.

CONTRACTING OFFICER AT LEAST FIFTEEN (15) DAYS BEFORE DELIVERY OF THE STEEL TO THE

SCHEDULES, LISTS AND DIAGRAMS FOR THE STRUCTURES SHALL BE SUBMITTED TO THE

THE WORK SHALL INCLUDE PREPARATION OF THE BAR SCHEDULES, LISTS, AND DIAGRAMS. BAR 4.

REINFORCEMENT BARS SHALL BE IN ACCORDANCE WITH ACI 350.

UNLESS OTHERWISE SHOWN ON THE CONSTRUCTION DRAWINGS THE CONCRETE COVER OVER 3.

WHEN CONCRETE IS PLACED.

STEEL SHALL BE FREE OF MUD, OIL, GREASE, FLAKY RUST, OR DELETERIOUS SUBSTANCES 2.

OF ASTM A615.

REINFORCING STEEL SHALL BE GRADE 60 DEFORMED BAR. BARS MEETING THE REQUIREMENTS 1.

REINFORCING STEEL

WHEEL/BRUSH.

CONSTRUCTION JOINTS SHALL BE CLEANED BY HIGH PRESSURE WATERJET OR WIRE 6.

IMPERMEABLE COATING (CURING COMPOUND) OR COVERING (PLASTIC, PAPER).

SAND; OR PREVENTION OF EXCESSIVE WATER LOSS FROM THE CONCRETE BY USE OF AN

OR USE OF A SATURATED COVER MATERIAL, SUCH AS CANVAS, CLOTH, BURLAP, EARTH, OR

SATISFACTORY MOISTURE CONDITION IS CONTINUOUS OR FREQUENT APPLICATION OF WATER

REESTABLISHED AND MAINTAINED UNTIL A FULL 7-DAY CURING PERIOD IS ACHIEVED. A

THE END OF THE 7-DAY CURING PERIOD, THE INTERRUPTED CURING PROCESS SHALL BE

CONTENT FOR AT LEAST 7 DAYS FOLLOWING PLACEMENT. IF FORMS ARE REMOVED BEFORE

CONCRETE AND CONCRETE IN FORMS, SHALL BE MAINTAINED AT A SATISFACTORY MOISTURE

SURFACE DAMAGE. CURING CONCRETE, INCLUDING EXPOSED SURFACES OF FORMED

SHALL BE STARTED AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT

FRESHLY PLACED CONCRETE SHALL BE CURED A MINIMUM OF 7 DAYS. THE CURING PROCESS 5.

TESTING NECESSARY TO PERFORM THE WORK SHOWN ON THE CONSTRUCTION DRAWINGS.

THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN QUALITY CONTROL INSPECTION AND 2.

CONTRACT DOCUMENTS.

QUALITY CONTROL MEASURES TO ASSURE THAT THE WORK STRICTLY COMPLIES WITH THE

THE SOLE BENEFIT OF THE OWNER AND SHALL NOT RELIEVE THE CONTRACTOR OF PROVIDING

INSPECTIONS AND TESTS PERFORMED BY THE FIRM IN THE EMPLOY OF THE OWNER ARE FOR

THAT THE WORK IS COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

AND WILL BE DIRECTED TOWARD PROVIDING THE OWNER CONFIDENCE CONTRACTING OFFICER

QUALITY ASSURANCE (QA) TESTING MAY BE PERFORMED BY A FIRM IN THE EMPLOY OF THE 1.

QUALITY CONTROL

DAMAGED AREA.

OVERLAP SHALL HAVE THE PATCH EXTEND A MINIMUM OF 2 FEET FROM THE EDGE OF ANY

AND RESTORED TO THE ORIGINAL APPROVED CONDITION. GEOTEXTILE PANELS JOINED BY

DISTORTION, THE BACKFILL AROUND THE DAMAGED OR DISPLACED AREA SHALL BE REMOVED

EVIDENCED BY VISIBLE GEOTEXTILE DAMAGE, SUBGRADE PUMPING, INTRUSION, OR GRADE

SHOULD THE GEOTEXTILE BE TORN OR PUNCTURED, OR THE OVERLAPS DISTURBED, AS 5.

UNCOVERED GEOTEXTILE FROM A HEIGHT OF MORE THAN 3 FEET.

THE SPECIFIED COVERING WITHIN 48 HOURS. IN NO CASE SHALL MATERIAL BE DROPPED ON

THE GEOTEXTILE SHALL NOT BE PLACED UNTIL IT CAN BE ANCHORED AND PROTECTED WITH 4.

ULTRAVIOLET STABILITY (% RETAINED STRENGTH), ASTM D4355, 50 MINIMUME.

PUNCTURE STRENGTH (LB), ASTM D6241, 495 MINIMUMD.

TRAPEZOIDAL TEAR STRENGTH (LB), ASTM D4533, 90 MINIMUM C.

GRAB TENSILE STRENGTH (LB), ASTM D4632, 247 MINIMUM B.

WEIGHT OF AT LEAST 8 OUNCES/SQUARE YARD A.

NON-WOVEN GEOTEXTILE SHALL HAVE THE FOLLOWING PROPERTIES:3.

THE GEOTEXTILE SHALL BE JOINED BY OVERLAPPING A MINIMUM OF 18 INCHES.2.

LOCATIONS AND IN ACCORDANCE WITH THE DETAILS SHOWN ON THE DRAWINGS.

THE GEOTEXTILE SHALL BE PLACED ON THE APPROVED PREPARED SURFACE AT THE

BEFORE THE GEOTEXTILE IS PLACED, THE SUBGRADE WILL BE INSPECTED BY THE ENGINEER. 1.

NON-WOVEN GEOTEXTILE

TESTED IN ACCORDANCE WITH ASTM C31.

ACCORDANCE WITH ASTM C143, AND 28-DAY COMPRESSIVE STRENGTH AT LEAST 2500 PSI WHEN

GREATER THAN ½ INCH. THE GROUT SHALL HAVE A SLUMP AT LEAST 6 INCHES WHEN TESTED IN

THE GROUT USED FOR THE GROUTED RIPRAP SHALL HAVE A MAXIMUM AGGREGATE SIZE NO 1.

GROUTED RIPRAP

MATRIX WITH A UNIFORM SURFACE FREE FROM GAPS OR DEPRESSIONS.

RIPRAP SHALL BE PLACED IN A MANNER WHICH RESULTS IN A TIGHT INTERLOCKED ROCK B.

OR UNSUITABLE MATERIAL.

FOUNDATION FOR RIPRAP SHALL BE FIRM, TIGHT, AND FROST-FREE, WITH NO SOFT SPOTS A.

RIPRAP11.

MANUALLY OPERATED TAMPING EQUIPMENT.

EQUIPMENT COMPACTED EARTHFILL, AND 6 INCHES IN THICKNESS BEFORE COMPACTION FOR

LIFT THICKNESS SHALL NOT EXCEED 12 INCHES BEFORE COMPACTION FOR LARGE C.

A MAXIMUM OF 2% MOISTURE CAN BE APPLIED AFTER FILL IS PLACED ON THE EMBANKMENT.

AND COMPACTED TO AT LEAST 96% OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM D 698.

ALL LIFTS SHALL BE MOISTURE CONDITIONED TO WITHIN 2% BELOW TO 2% ABOVE OPTIMUM B.

CONSTRUCTION DRAWINGS.

THE MATERIALS USED SHALL MEET THE CLASSIFICATION REQUIREMENTS SHOWN ON THE A.

EMBANKMENT FILL AND ROADBASE 10.

MOISTURE CONTENT AND DENSITY AT THE CONTACT OF THE INPLACE AND NEW EARTHFILLS.

THIS ENSURES A GOOD BOND WITH THE NEW EARTHFILL AND OBTAINS THE SPECIFIED

SCARIFIED, MOISTENED, AND RECOMPACTED WHEN THE NEW EARTHFILL IS PLACED AGAINST IT.

OF ALL MATERIAL NOT MEETING THE REQUIREMENTS OF THIS SPECIFICATION AND SHALL BE

FOOT VERTICAL. THE BONDING SURFACE OF THE EMBANKMENT IN PLACE SHALL BE STRIPPED

IN PLACE AND EMBANKMENT TO BE PLACED IS NOT STEEPER THAN 3 FEET HORIZONTAL TO 1

BE CONSTRUCTED SO THAT THE SLOPE OF THE BONDING SURFACES BETWEEN EMBANKMENT

EMBANKMENTS BUILT AT DIFFERENT LEVELS AS DESCRIBED UNDER (C) OR (D) ABOVE SHALL E.

CONTRACT.

PASSAGE OF STREAMFLOW DURING CONSTRUCTION ARE SPECIFICALLY AUTHORIZED IN THE

ABUTMENT EXCEPT WHERE OPENINGS TO FACILITATE CONSTRUCTION OR TO ALLOW THE

DAM EMBANKMENTS SHALL BE CONSTRUCTED IN CONTINUOUS LAYERS FROM ABUTMENT TO D.

DRAINFILL OR SECTIONAL ZONES.

SHALL BE MAINTAINED TO ENSURE EFFECTIVE DRAINAGE, OR AS OTHERWISE SPECIFIED FOR

CONSTRUCTION WITH TWO EXCEPTIONS: A CROWN OR CROSS-SLOPE OF ABOUT 2 PERCENT

THE TOP SURFACE OF EMBANKMENTS SHALL BE MAINTAINED APPROXIMATELY LEVEL DURING C.

DEPTH OF NOT LESS THAN 2 INCHES BEFORE THE NEXT LAYER IS PLACED.

THE SURFACE OF EACH LAYER SHALL BE SCARIFIED PARALLEL TO THE AXIS OF THE FILL TO A B.

CONCURRENTLY UNLESS OTHERWISE SPECIFIED.

FROM THE SURROUNDING MATERIAL. ZONE EARTHFILLS SHALL BE CONSTRUCTED

OF MATERIAL DIFFERING SUBSTANTIALLY IN TEXTURE, MOISTURE CONTENT, OR GRADATION

UNIFORM, AND THE EARTHFILL SHALL BE FREE FROM LENSES, POCKETS, STREAKS, OR LAYERS

THE DISTRIBUTION OF MATERIALS THROUGHOUT EACH ZONE SHALL BE ESSENTIALLY A.

REQUIREMENTS:

RESTRAIN THE MOVEMENT OF WATER SHALL BE PLACED TO MEET THE FOLLOWING ADDITIONAL

EARTHFILL AND EARTH BACKFILL IN DAMS, LEVEES, AND OTHER STRUCTURES DESIGNED TO 9.

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HORROCKS

BRANDON D.

STATE OF UTA

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SHEET SYMBOLS SITE PLAN LINE TYPES SITE PLAN SYMBOLS HATCH SYMBOLS

N

SLOTTED PIPE

6" HDPE1

F200

A

E200

SECTION LETTER

SECTION IS DRAWN

SHEET WHERE

DIRECTION OF PLAN NORTH

ARROW INDICATES

E200

DETAIL

DETAIL NUMBER

F200

SECTION

SECTION LETTER

SECTION OCCURS

SHEET WHERE

DETAIL OCCURS

SHEET WHERE

DETAIL NUMBER

DETAIL IS DRAWN

SHEET WHERE

DETAIL IDENTIFIER

DETAIL IDENTIFICATION

SECTION IDENTIFICATION

CONTOUR - EXISTING, MINOR

CONTOUR - EXISTING, MAJOR

EMBANKMENT FILL

G103

G E

N E

R A

L N

O T

E S

P R

O

JE

C T

L E

G E

N D

A N

D

RIPRAP

GENERAL NOTES

CONCRETE, GROUTED RIPRAP

ROADBASE

CONTOUR - PROPOSED, MAJOR

CONTOUR - PROPOSED, MINOR

EXCAVATION FILL BOUNDARY

EXCAVATION CUT BOUNDARY

OFFICER.

TO THE SATISFACTION OF THE CONTRACTING

RESTORED TO PRE-CONSTRUCTION CONDITION

OTHER CONSTRUCTION ACTIVITIES SHALL BE

ALL AREAS USED FOR ACCESS, STAGING, OR

DESIGN CREST ELEVATION: 7476.5 FT

DESIGN SPILLWAY ELEVATION: 7473.5 FT

NATIONAL MAPS.

ELEVATION WAS ESTIMATED FROM ONLINE USGS

THE PLANS ARE ASSUMED VALUES.

NORTHING, EASTING, AND ELEVATION SHOWN ON

UTAH STATE DAM HAZARD CLASSIFICATION: LOW

© 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS

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SCALE IN FEET

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G104

N

ELEV 7476.90

E 1628377.12

N 10785069.28

REBAR

CP 03

ELEV 7475.82

E 1628259.87

N 10785143.25

REBAR

CP 02

ELEV 7460.42

E 1628053.39

N 10785230.18

REBAR

CP 01

Culvert

Existing

Ex ist ing F en ce

E x is ti n g

F e n c e

ELEV 7475.18

E 11627888.79

N 10785152.50

REBAR

CP 05

ELEV 7476.13

E 1627881.21

N 10785082.27

REBAR

CP 04

Ex ist ing P rin cip al Sp illw ay

Existing AuxillarySpillway

YEARNS RESERVOIR

(FR 0045)

Manti Canyon Road

(FR 0045)

Manti Canyon Road

Parking Area

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S u p p o rt

\T a s k

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YEARNS RESERVOIR

(FR 0045)

Manti Canyon Road

(FR 0045)

Manti Canyon Road

Parking Area

REHABILIT

ATE

DAM - S

EE SHEET E1

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1.60

E

86.9

N

5+8 2.30

PI

45.4

L

22.7

T

.00

R

RT

05° 08'4

7.4"

Δ

16281 34.912

E 10785

119.07

N 7+19.4

PI

44.92L 22.47T 506.00R

RT

05°05 '010.0

Δ

'-0

'-0

D A

M E

M B

A N

K M

E N

T P

LA

N

E101

DAM EMBANKMENT PLAN

CENTERLINE

SPILLWAY

DAM CENTERLINE

DAM EMBANKMENT TYPICAL SECTION

12'-0"

6'-0"

"-2%

ELEV. 7476.5

RIPRAP

ROADBASE

YEARNS RESERVOIR

.5

P

.0

.9

.8

N71 °17'

58"E

N76° 26'45

"E

N81°31 '55"E

.6

E

.5

.1

.4

12'-0"

EMBANKMENT FILL

ROADBASE.

EXCAVATED MATERIALS, THEN INSTALL

7475 FT. REPLACE AND COMPACT

MATERIALS BETWEEN ELEV 7474.3 AND

CONDITION, AND RECOMPACT EXISTING

7475 FT. SCARIFY, MOISTURE

EXCAVATE EXISTING CREST TO ELEV.

DAM CENTERLINE

Manti Canyon Rd.

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21+00 22+00

7435 7435

7440 7440

7445 7445

7450 7450

7455 7455

7460 7460

7465 7465

7470 7470

7475 7475

7480 7480

7485 7485

.0

E

L

V

.5

P

I

.0

E

L

.0

P

.0

E

L

.0

P

V I

.7

E

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.5

P

.6

E

L

.3

P

.0

.0

.5

.0

.5

.0

.5

.5

.6

23+00

-2.00%

-40.00%

5'-0"

GROUTED RIPRAP

N

CENTERLINE

SPILLWAY

SPILLWAY CENTERLINE PROFILE VIEW

SPILLWAY PLAN VIEW

SCALE IN FEET

0 10 20 30 40

DAM CENTERLINE

WEIR STRUCTURE

SPILLWAY INLET1

S301

WEIR STRUCTURE

SPILLWAY INLET 1

S301

GROUND

EXISTING

RIPRAP

TOP OF RIPRAP

TOP OF GROUTED RIPRAP

GEOTEXTILE FABRIC

GEOTEXTILE FABRIC

A

S201

B

S201 C

S201

D

S201

TOP OF GROUTED RIPRAP

TOP OF GROUTED RIPRAP

TOP OF RIPRAP

TOP OF RIPRAP

P L

A N

A N

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IL

E

S P

IL

L

W A

Y

S101

'-0

1'-6"

1'-6"

.0

.1

+4

0.4

POT

.8

O T

N °5 8' "W

N 48°04'42"E

N °4

'2 "W

N14° 05'

17" W

1627875.162E

10785118.371N

21+42.03PI

46.11L

29.00T

30.00R

RT88°03'20.4"Δ

6.

E 10

.5

.2

.3

S201

S201 F

'-0

ELEV. 7451

CULVERT

EXISTING 36" CMP

CMP CULVERT

EXISTING 36"

ROADWAY

EXISTING

M a n ti

C a n yo n R d .19'-0"

9'-6"

10'-0"

'-0

'-0

5'-0"

'-6 " 2

"ELEV 7476.5

STA. 20+51

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D e s ig n \C a d \S h e e t_

F il e s \2

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S

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ASPILLWAY SECTION

S101

19'-0"4'-0" 4'-0" 9'-10"

9'-6"

GROUND

EXISTING

-2%

ELEV 7476.5

ELEV 7473

18" THICK RIPRAP

GEOTEXTILE FABRIC

CENTERLINE

SPILLWAY

BSPILLWAY SECTION

S101

18" THICK RIPRAP

GEOTEXTILE FABRIC

CENTERLINE

SPILLWAY

4'-0"

10'-0"4'-0"

5'-0"

-2%

GROUND

EXISTING

18" THICK GROUTED RIPRAP

CENTERLINE

SPILLWAY

4'-0"

10'-0"4'-0"

5'-0"

GEOTEXTILE FABRIC

CSPILLWAY SECTION

S101

GROUND

EXISTING

18" THICK GROUTED RIPRAP

GEOTEXTILE FABRIC

CENTERLINE

SPILLWAY

GROUND

EXISTING

4'-0"

10'-0"4'-0"

5'-0"

DSPILLWAY SECTION

S101 S201

S P

IL

L

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E C

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IO

N S

EMBANKMENT FILL

EMBANKMENT FILL

EMBANKMENT FILL

5'-0"

ESPILLWAY SECTION

S101

GROUND

EXISTING

25'-0"

GROUND

EXISTING

ELEV. 7451.0

ELEV. 7447.62

18" THICK GROUTED RIPRAP

GEOTEXTILE FABRIC

CENTERLINE

SPILLWAY

FSPILLWAY SECTION

S101

18" THICK GROUTED RIPRAP

GEOTEXTILE FABRIC

ELEV. 7451.0

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S e rv ic e

E n g in e e ri n g S u p p o rt

\T a s k

Y e a rn s R e p a ir

D e s ig n \C a d \S h e e t_

F il e s \2

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S

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SPILLWAY

9'-0"

9"

13'-0"

9"

DAM CENTERLINE

TOP OF RIPRAP

TOP OF RIPRAP

S101

WEIR STRUCTURE PLAN

SPILLWAY INLET

ASECTION

S301

CENTERLINE

SPILLWAY

GRADE

FINISH

B

S301

BSECTION

S301

1'-0"

6"

ELEV 7472

ELEV 7473.5

ELEV 7476.5

ELEV. 7473

TOP OF RIPRAP

18" THICK RIPRAP

GEOTEXTILE FABRIC

12" EACHWAY

#5 BARS @

S P

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Y D

E T

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IL

S

S301

ELEV 7476.5

GROUND

EXISTING

GROUND

EXISTING

19'-0"

9'-6"

STA. 20+50

9'-0" 19'-0" 13'-0"

9"9"

9'-6"

ELEV 7473.5

ELEV 7472

3" CLR

TYP