Heart_Butte_60__Dwgs_10_3_24_2.pdf

PDF 18 MB Posted Oct 3, 2024

Attached to: DK-AO Heart Butte Safety of Dams Modification
Solicitation number: DOIRFBO240024
Issued by: Department of the Interior Bureau of Reclamation

About this file

Written by GovTribe AI · Oct 3, 2024

This document appears to be a set of 60% design drawings for the Heart Butte Safety of Dams Modification project, which is a pre-solicitation notification from the Department of the Interior Bureau of Reclamation. The estimated magnitude of this effort is between $35,000,000 and $55,000,000. The attachments include the 60% conceptual option for jet grouting block, the 60% design drawings, and a list of questions for contractors at the upcoming Heart Butte Dam Industry Day event. Interested parties are instructed to contact the Contracting Officer, Mitchell Frost, at mfrost@usbr.gov for any questions or comments regarding this notification.

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File	Type	Posted
Questions_for_Contractors_at_Heart_Butte_Dam_Industry_Day_10_3_24_2.pdf	PDF	Oct 3, 2024
Heart_Butte_60__Conceptual_Option_for_Jet_Grouting_Block_10_3_2024_2.pdf	PDF	Oct 3, 2024

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00 21

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

LOCATION AND VICINITY

MAP

DENVER, CO

203-D-60002

2024-09-05

1Au to

R el

. 2 4.

_L O

O N&

.D W

R 5, 9:

M S

0 400'200'

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

Rivers and Creeks

State Highway

Interstate Highway

U.S. Highway

City

Capital City

Williston

Dickinson

Mandan Bismarck Jamestown Valley City

Minot

Devils Lake

Grafton

Grand Forks

Fargo West Fargo

Wahpeton

Elgin Carson

Mott

Glen Ullin

HebronRichardton

New Salem

Flasher

N or th D ak ot a

M in ne so taN or th D ak ot a

M on ta na

North Dakota South Dakota

Heart Butte Dam

Lake Tschida

Heart Butte Dam

Roads

P P

0+00

2+00

4+00

6+00

8+00

10+00

12+00

14+00

16+00

18+00

20+00

21+21.80

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

Managing

LAR M TA IOCE N

W in theWa estter

-S

O G

T D

F D

M O

EXISTING CONDITIONS

PLAN

DENVER, CO

203-D-60003

2024-09-05

1Au to

R el

. 2

G C

W G

, 2

M S

Heart River and Reservoir

Road - paved Road - gravel/dirt Fence - 7 ft.

Fence - 8 ft.

Fence - woven Fence - wire

Riprap area

Survey control point Benchmark

LEGEND

Power - overhead E Power - buried P Phone - buried

Spillway Inlet

Hoist House

ND Highway 49

Bullhead Lane

ND Highway 49

Reclamation Maintenance Shop

Overhead Transmission Lines

Utility pole Guy wire & anchor

Spillway crest El. 2,064.60

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

PLAN

0 300'150'

Sidewalk

Guardrail

Hydraulic Piezometer Vault

Culvert

Dam ℄

Spillway and Outlet Works ℄

NOTES

1. Survey control points and benchmarks are shown for reference. For additional information, see sheet 203-600-60003.

2. ND Highway 49 Easement is approximate and shown for reference.

3. Existing toe drain location is approximate and shown for reference.

4. Coordinates are local project and units are U.S. survey feet (USSF).

5. Horizontal Reference Frame is North Dakota State Plane, South Zone, NAD83 (2011), (Epoch 2010). Projection: North Dakota South Zone NAD83 (3302 ND S). Projection Type: Lambert Two.

6. Vertical Reference Frame is Heart Butte Dam Local based on Pt. No. 101, El. 2,121.542-USSF. Local Ellipsoid: GRS 1980. Geoid Model: GEOID12B.

NAVD88 Elevation: 2,123.109-USSF. Vertical reference frame shift:

NAVD88 equals Heart Butte Local Vertical Reference Frame plus 1.567-feet (GEOID12B).

7. Basis of Bearings is Grid North, North Dakota South Zone, State Plane Coordinate System (3302 ND S), NAD 83.

8. Project Coordinates used in this drawing are local and the units are U.S.

Survey Feet (one U.S. Survey Foot = 12/39.37 meters). To transform the Local Project Ground Plane Coordinates to North Dakota South Zone State Plane Coordinates (NDSSPC) in meters, add 300,000 feet to the Northings and add 1,000,000 feet to the Eastings; divide the resulting coordinates by the Ground Scale Factor of 1.000153 then multiply by 12/39.37 for NDSPCS in meters.

ND Highway 49 Easement Boundary (Note 2)

Easement Boundary

Weir 1

Weir 2 Weir 3

Weir 4

Toe Drain (Note 3)

Existing toe drain

N41393.37 E639520.53 El.2121.542

BM VERT1

N43173.14

E639310.81 El.2167.57

REF MARK

N AXIS OF DAM

N41054.19 E639420.84 El.2126.89

REF MARK

S AXIS 0+00

N43081.05

E639174.44 El.2169.85

BM VERT2

N41445.57 E639518.37 El.2119.78

BM REF1

N41049.05

E639320.95 El.2126.40

BM 100

N41383.40 E639833.64 El.2130.56

NO. 5 REBAR W/ YPC

N42892.47 E639576.33 El.2128.55

NO. 5 REBAR W/ YPC

N41381.47

E639143.98 El.2118.69

REF MARK

N41496.13

E639200.44 El.2095.37

REF MARK

N41633.17 E639659.53 El.2025.00

BM USBR

P P

2027.97

BM 380.5RT

902070

2140 2130

SURVEY CONTROL POINT TABLE - LOCAL PROJECT GROUND COORDINATES

REFERENCED TO NAD 83 (2011)(EPOCH:2010.0000) AND GEOID12B

POINT

NO.

POINT NAME

BM VERT1

CP N AXIS OF DAM

CP S AXIS 0+00

BM VERT2

BM REF1

BM 100

BM 380.5RT

BM HB-S3

CP NO5 REBAR YPC

CP NAIL IN CONCRETE POST

LOCAL PROJECT

NORTHING (USSF)

41,393.37

43,173.14

41,054.19

43,081.05

41,445.57

41,049.05

42,024.13

42,147.83

41,383.40

42,892.47

41,381.47

41,496.13

LOCAL PROJECT

EASTING (USSF)

639,520.53

639,310.81

639,420.84

639,174.44

639,518.37

639,320.95

639,751.43

640,549.40

639,833.64

639,576.33

639,143.98

639,200.44

LOCAL PROJECT

ELEVATION (USSF)

2,121.542

2,167.57

2,126.89

2,169.85

2,119.78

2,126.40

2,027.97

2,026.20

2,130.56

2,128.55

2,118.69

2,095.37

LATITUDE (NORTH)

N46°35'42.46518"

N46°35'59.9945"

N46°35'39.1016"

N46°35'59.06324"

N46°35'42.9800"

N46°35'39.0344"

N46°35'48.7280"

N46°35'50.0797"

N46°35'42.4183"

N46°35'57.2684"

N46°35'42.2858"

N46°35'43.4266"

LONGITUDE (WEST)

W101°48'34.88783"

W101°48'38.3153"

W101°48'36.2339"

W101°48'40.24570"

W101°48'34.9312"

W101°48'37.6627"

W101°48'31.7326"

W101°48'20.3379"

W101°48'30.4028"

W101°48'34.4467"

W101°48'40.2757"

W101°48'39.4947"

NDSPCS NORTHING

(METERS)

104,040.988

104,583.380

103,937.623

104,555.315

104,056.897

103,936.056

104,233.217

104,270.914

104,037.950

104,497.846

104,037.363

104,072.305

NDSPCS EASTING

(METERS)

499,650.409

499,586.496

499,620.030

499,544.939

499,649.752

499,589.589

499,720.779

499,963.963

499,745.833

499,667.416

499,535.655

499,552.863

53 BM USBR HEADWALL 2021 41,633.17 639,659.53 2,025.00 N46°35'44.8546" W101°48'32.9551" 104,114.068 499,692.770

PRIMARY SURVEY CONTROL

SECONDARY SURVEY CONTROL DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Robertson, Ronald A

Walsh, Christie S

Hardes, Charles

Robertson, Ronald A

Skinner, Norris D (Dave) Technical Services Supervisor

T H

S A

SHEET

B Y

D T

N U.

T O

O R

Managing

LAR M TA IOCE N

W in theWa estter

-S

O G

T D

TOPOGRAPHY AND

SURVEY CONTROL

BILLINGS, MT

203-600-60003

2021-07-26

1Au to

R el

. 2 3.

-1 .D

W G

2, 5:

0 300'150'

-1

R ob er ts on

R on al d

O R

A L

S U

C E

R el ea se d

N41393.37 E639520.53 El.2121.542

BM VERT1

N43173.14

E639310.81 El.2167.57

REF MARK

N AXIS OF DAM

N41054.19

E639420.84 El.2126.89

REF MARK

S AXIS 0+00

N43081.05

E639174.44 El.2169.85

BM VERT2

N41445.57

E639518.37 El.2119.78

BM REF1

N41049.05

E639320.95 El.2126.40

BM 100

N42147.83 E640549.40 El.2026.20

BM HB-S3

N41383.40 E639833.64 El.2130.56

NO. 5 REBAR W/ YPC

N42892.47

E639576.33 El.2128.55

NO. 5 REBAR W/ YPC

N41381.47

E639143.98 El.2118.69

REF MARK

N41496.13

E639200.44 El.2095.37

REF MARK

N. 44,000

Haul route from Borrow area

N41633.17

E639659.53 El.2025.00

BM USBR

N. 44,000

N. 41,500

Borrow area, stockpile and waste area

Stockpile, staging, and Contractor use area, see note 4

Main access road

TP-18-03

TP-18-02TP-18-01

TP-23-11

TP-23-12

TP-23-13

TP-23-14

TP-23-15

Stockpile, staging, and Contractor use areas, see note 4

Existing trees to be protected (typ)

Stockpile, staging, and Contractor use area, see note 4

N42024.13

E639751.43 El.2027.97

BM 380.5RT

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

CONTRACTOR USE AND

BORROW AREAS

PLAN

DENVER, CO

203-D-60004

2024-09-05

1Au to

R el

. 2

_C O

R-

W .D

W G

R 5, 9:

M S

0 500'250'

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

State Highway

Heart Butte Dam

PLAN

NOTES

1. Contour interval at 10 feet.

2. Property and easement boundaries are approximate and shown for reference.

3. Survey control points and benchmarks are shown for reference. For additional information, see sheet 203-600-60003.

4. Approximate location of contractor use area and stockpile area, as approved by COR.

Borrow, stockpile, or waste area

Stockpile, staging, or Contractor use area

Survey control point

Benchmark

Property and Easement Boundaries

U.S. Government

N D

H w y

U .S

. G ov er nm en t

N D

H w y

U .S

G ov er nm en t

U.S. Government Swift, Virgil & Margaret Skjoldal, David & Tina

Skjoldal, David & Tina

U.S. Government

Road - paved

Road - gravel/dirt

Borrow area test pit

5+00 6+00

7+00 8+00

9+00

1.5:1

4.0:1

4.0:1 H or iz on ta l

8.0'

1.5:1

Tr an si tio n sl op e

4.0:1

12.

Tr an si tio n sl op e

10+00

11+00

12+00

13+00

14+00

14+49.50

1.5:1

Tr an si tio n sl op e

60.0'

45°

5.0'

10.0'

12.

Tr an si tio n sl op e

12+00

13+00

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

EXCAVATION

PLAN

DENVER, CO

203-D-60008

2024-09-05

1Au to

R el

. 2

D W

, 2

M S

ND Highway 49

0 60'30'

PLAN

A 60009

Vertical filter trench excavation limits

(note 6)

B 60010

C 60010

El. 2002

D 60011

E 60011

El. 2004

Exposed existing conduit (see sheet 203-D-60019)

0 20' 40'10'

PLAN

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

Exposed existing conduit

El. 2002

Exposed jet grout cutoff wall

Exposed jet grout cutoff wall (see sheet 203-D-60019)

NOTES

1. Buried utilities not shown, see drawing 203-D-60003.

2. All dimensions and elevations to be verified in the field.

3. Existing toe drain location is approximate and shown for reference.

4. Existing toe drain daylights into excavation at approximately El. 2012 near the location shown.

Remove toe drain segment within excavation area and connect existing pipe to drainage system as shown on sheet 203-D-60017.

5. Remove fishing platform and ramp and reconstruct as shown on sheet 203-D-600##.

6. Filter trench shoring to be Contractor designed.

7. The Contractor shall maintain all excavations in the dry. See specifications.

8. The final excavation surface to be determined in the field by the COR.

El. 2010

Hydraulic piezometer vault

LEGEND

Existing Conduit

Jet Grout Cutoff Wall

Heart River

Roadway

Existing Toe Drain

Spillway and Outlet Works Conduit

El. 1995

1.5:1

El. 2025

El. 2010

El. 2025

Toe drain (note 3)

Approximate location where existing toe drain daylights to excavation (note 4)

Spillway stilling basin excavation shown on sheet 203-D-60012

Fishing platform (note 5)

Spillway and Outlet Works ℄

El. 1977

El. 2002.6

O N

STATION

ALIGNMENT - HBD SPILLWAY AND OUTLET WORKS PROFILE

9+50 10+00 11+00 12+00 13+00

Top of headwall Sta. 12+49.50 El. 2024.74

Invert Sta. 12+49.50 El. 2002.74

Existing ground

Excavation surface 1.5:1Existing conduit, cut off collars not shown

Sta. 12+47.50 El. 2020.00

Sta. 11+95.80 El. 2020.00

Spillway chute

Zone 1

Zone 2

Tb (sandstone)

Tb (shale)

El. 2062.9

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

EXCAVATION

PROFILE

DENVER, CO

203-D-60009

2024-09-05

1Au to

R el

. 2

D W

, 2

M S

0 20' 40'10'

PROFILE

60008

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. The Contractor shall maintain all excavations in the dry. See specifications.

2. The final excavation surface to be determined in the field by the COR.

O N

STATION

0+00 1+00 2+00 2+70

El. 2057.1

El. 2002.0

El. 1977.0

El. 2002.0

El. 2010.0

Existing ground

Excavation surface

1.5:1

Vertical filter trench excavation surface, excavation shoring not shown (note 2)

2.5:1

14.0'

Zone 2

Qal Qal

Fill

Tb (sandstone)

Tb (shale)

Tb (sandstone)

El. 2010.0

15.0' 1.5:1

O N

STATION

0+00 1+00 1+50

Existing spillway chute wall El. 2017.0

El. 1977.0

El. 2002.0

El. 2030.1

Existing ground

Excavation surface 1.5:1

Vertical filter trench excavation surface, excavation shoring not shown

10.0'

Zone 2

Qal

Tb (shale)

Tb (sandstone)

El. 2001.0 9.0'

3.0' thick existing concrete footing

1.5:1

15.0'

El. 2010.0

2.5:1

Qal

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

EXCAVATION

SECTIONS (1 OF 2)

DENVER, CO

203-D-60010

2024-09-05

1Au to

R el

. 2

D W

, 2

M S

0 10' 20'

SECTION

60008

0 10' 20'

SECTION

60008

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. Spillway chute wall and footing dimensions and elevations approximate.

2. Filter trench shoring to be Contractor designed.

3. The Contractor shall maintain all excavations in the dry. See specifications.

4. The final excavation surface to be determined in the

O N

STATION

SECTION F PROFILE

0+00 1+00 2+00 2+75

El. 2022.1

El. 2004.0 El. 2002.0

Excavation surface 4:1

1.2%

Tb (sandstone)

Qal

8.0' El. 1995.0

1.5 :11.5:1

4:1

El. 2010.0

15.0' El. 2002.6

O N

STATION

0+00 1+00 2+00 2+70

Excavation surface 4:1

El. 2022.0

El. 2003.5 El. 2003.5

El. 2010.0

4:1

Existing spillway chute wall El. 2017.0

Tb (sandstone)

Qal Fill

El. 1988.1

3.0' thick existing concrete footing

4.5'

4:1 El. 2010.0

15.0'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

EXCAVATION

SECTIONS (2 OF 2)

DENVER, CO

203-D-60011

2024-09-05

1Au to

R el

. 2

D W

, 2

M S

0 10' 20'

SECTION

60008

0 10' 20'

SECTION

60008

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. Spillway chute wall and footing dimensions and elevations approximate.

2. The Contractor shall maintain all excavations in the dry. See specifications.

3. The final excavation surface to be determined in the

10.0'

1.5:1

1.5:11.5:1

1.5 :1

6.0'1.

14+49.50

14+00

1.5:1

E. 639,750

E. 639,850

2005 20

1995 2000 20

10 2015

Existing ground surface

El. 1990.01.5:1

El. 2009.9

Jet grout cutoff wall, El. 2020.0

El. 1977.0

Excavation surface

1.5:1

Excavation surface

44.6'

Soil reinforcement (contractor designed)

6.0'

O N

STATION

0+00 1+00 1+85.01

El. 1983.5 El. 1983.5

Tb (sandstone)

Tb (shale)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

SPILLWAY STILLING BASIN

EXCAVATION

PLAN AND SECTION

DENVER, CO

203-D-60012

2024-09-05

1Au to

R el

. 2

G -B

-E

D W

, 2

M S

0 20' 40'10'

PLAN

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

Jet grout cutoff wall (see sheet 203-D-60019)

F 60012

LEGEND

Jet Grout Cutoff Wall

Soil Reinforcement Zone

Wire Fence

NOTES

1. Remove fishing platform and ramp and reconstruct as shown on 203-D-600##.

2. The Contractor shall maintain all excavations in the dry. See specifications.

3. The final excavation surface to be determined in the field by the COR.

Soil reinforcement zone (contractor designed)

0 10' 20'

SECTION

60012

El. 1983.5

Excavation left of spillway shown on 203-D-60008

Fishing platform (note 1)

Spillway and Outlet Works ℄

AutoCAD SHX Text Heart River

E. 639,500

E. 639,900

20.0'

10+00

11+00

12+00

13+00

14+00

14+49.50

2.25:1

2.5:1

2.2:1 5.

4.0:1

23.0'

104°

13+00

135°

5.0' 20.0'

10.0'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED SEEPAGE BERM

GENERAL

PLAN

DENVER, CO

203-D-60013

2024-09-09

1Au to

R el

. 2

D .D

W G

, 2

M S

0 60'30'

PLAN

A 60014

B 60014

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

D 60015

C 60015

El. 2010.0

℄ Access road, El. 2010.0

E 60016

El. 2035.0

El. 2033.5

LEGEND

MSE Wall

Wire Fence

Gate

Heart River

Roadway

Spillway and Outlet Works Conduit

Hydraulic piezometer vault

F 60016

NOTES

1. Drainage feature (i.e., riprap channel, filter drain) will be included in design to direct overland flows from left groin around seepage berm and into Heart River.

2. Gate installed to restrict public vehicle access.

3. Inspection wells and drain pipes not shown (see

203-D-60017 and 203-D-60018).

El. 2035.0

MSE wall, El. 2036.0

0 20' 40'10'

PLAN

MSE wall, begin slope down to El. 2010.0

(5.0:1)

El. 2033.5

El. 2017.0

El. 2024.0

Left groin drainage (note 1)

Parking area

Gate (note 2)

Spillway and Outlet Works ℄

MSE wall, begin slope down to El. 2010.0

(5.0:1)

El. 2015.0

El. 2010.0

O N

STATION

0+00 1+00 2+00 3+00 4+00 4+30

3.0' 20.0'

2.0' El. 2035.0 El. 2033.5El. 2031.0

Access road, El. 2010.0

Limit of excavation

Filter sand

Compacted backfill

12-inch dia. perforated HDPE drain pipe, see drawing 203-D-60017

8.0' El. 1995.0

1.0%

5.0:1

15.0' El. 2010.0

Filter sand

1.5 :11.5:1

Tb (sandstone)

Qal Qal

0.5' thick gravel surfacing

Riprap

Riprap bedding

Rockfill

6.5'

O N

STATION

SECTION G PROFILE

0+00 1+00 2+00 2+79.66

3.0'

2.0' El. 2027.5

El. 2012.6 (varies)

El. 2027.5

MSE wall, El. 2028.5 (varies)

Existing spillway chute wall El. 2017.0

El. 2010.0

Limit of excavation

Filter sand

Compacted backfill

12-inch dia. perforated HDPE drain pipe, see drawing 203-D-60017

3.0' thick existing concrete footing

4.5' El. 1988.1

6.0'

15.0'El. 2010.0

Tb (sandstone)

Qal Qal

Tb (shale)

Fill

Rockfill

0.5' thick gravel surfacing

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED SEEPAGE BERM

GENERAL

SECTIONS (1 OF 3)

DENVER, CO

203-D-60014

2024-09-09

1Au to

R el

. 2

D .D

W G

, 2

M S

0 20' 40'10'

SECTION

60013

0 20' 40'10'

SECTION

60013

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

LEGEND

Filter Sand

Compacted Backfill

Rockfill

Riprap

Riprap Bedding

Reinforced Backfill Zone

NOTES

1. Spillway chute wall and footing dimensions and elevations approximate.

O N

STATION

0+00 1+00 2+00 2+70

4.0'5.0'

El. 2057.1

El. 2034.5

MSE wall, El. 2036.0

El. 2012.5

El. 1977.0

El. 2010.0

1.0%

Limit of excavation Compacted backfill

1.5:1

3.0'

15.0'

El. 2040.0

El. 2035.0

2.0' min

2.5:1

Tb (sandstone)

Tb (shale)

Fill

Zone 2

Qal

Tb (sandstone)

Tb (shale)

4.0%

2.5:1

Drain gravel Filter sand

3.0'El. 2010.0

1.5'

Limit of spillway stilling basin excavation (see sheet 203-D-60012)

Filter sand

Riprap

Riprap bedding

2.5:1 El. 2017.0 El. 2015.0

10.0%

Limit of excavation

0.5' thick gravel surfacing

O N

STATION

0+00 1+00 1+55

4.0'

5.0'

1.5'

3.0'

El. 2035.0 El. 2034.2 MSE wall, El. 2034.5

Existing spillway chute wall, El. 2017.0

El. 2031.0

El. 1977.0

El. 2010.0

Limit of excavation

Filter sand

Compacted backfill

Drain gravel

12-inch dia. perforated HDPE drain pipe

1.5:1

Horizontal

El. 2001.0

9.0'

1.5:1

15.0'

3.0'

Tb (sandstone)

Tb (shale)

Qal

Zone 2

2.5:1

El. 2012.5

3.0' thick existing concrete footing

Compacted backfill

0.5' thick gravel surfacing

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED SEEPAGE BERM

GENERAL

SECTIONS (2 OF 3)

DENVER, CO

203-D-60015

2024-09-09

1Au to

R el

. 2

D .D

W G

, 2

M S

0 10' 20'

SECTION

60013

0 10' 20'

SECTION

60013

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

LEGEND

Filter Sand

Drain Gravel

Riprap

Riprap Bedding

Compacted Backfill

Reinforced Backfill Zone

NOTES

1. Spillway chute wall and footing dimensions and elevations approximate.

O N

STATION

0+00 0+50

Existing spillway chute wall, El. 2017.0

MSE wall, El. 2034.5

12-inch dia. perforated HDPE drain pipe (El. 2007.5)

El. 2034.0

El. 2012.5

4.0' 5.0' 3.0'

Limit of excavation 3.0' thick existing concrete footing

9.0'

El. 2001.0

Tb (sandstone)

1.5'

Drain gravel Compacted backfill

0.5' thick gravel surfacing

Filter sand

O N

STATION

0+00 1+00 1+60

MSE wall, El. 2036.0El. 2034.51.0%

Limit of excavation

Jet grout cutoff wall (see sheet 203-D-60019)

El. 1977.0

Compacted backfill

El. 2035.0

El. 2032.0

1.5:1

El. 2067.8

2.25:1

Tb (shale)

Existing conduit (beyond)

Tb (sandstone)

Zone 2

1.9:1

El. 2022.0

El. 2024.0

12-inch dia. perforated HDPE drain pipe

Sand filter and gravel drain envelope (see sheet 203-D-60023)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED SEEPAGE BERM

GENERAL

SECTIONS (3 OF 3)

DENVER, CO

203-D-60016

2024-09-09

1Au to

R el

. 2

D .D

W G

, 2

M S

0 5' 10'

SECTION

60013

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

LEGEND

Filter Sand

Drain Gravel

Compacted Backfill

Jet Grout Cutoff Wall

Reinforced Backfill Zone

NOTES

1. Spillway chute wall and footing dimensions and elevations approximate.

SECTION

60013

F 0 10' 20'

E. 639,500

E. 639,900

4.0:1

4.0:1 4.

1.5:1

38.0'

41.2'

38.0'

41.2'

38.0'

35.0'

12-inch dia. perforated HDPE drain pipe (pipe invert El. 2012.0), see Note 1.

Add pipe clean out to end of pipe (detail 5 sheet 203-D-60018).

12-inch dia. perforated HDPE drain pipe (pipe invert El. 2007.5).

Add pipe clean out to end of pipe (detail 5 sheet 203-D-60018).

12-inch dia. perforated HDPE drain pipe (pipe invert El. 2010.0), see Note 1.

Add pipe clean out to end of pipe (detail 5 sheet 203-D-60018).

Pipe invert El. 2007.0

4.0:1

2020 20 30 2040

H or iz on ta l

Connect 12-inch dia. solid HDPE pipe to existing 12-inch concrete toe drain outfall pipe (El. 2012.0)

Existing 12-inch concrete open joint toe drain (below excavation)

Tr an si tio n sl op e

Pipe invert El. 2005.0

12-inch dia. perforated HDPE drain pipe (pipe invert El. 2010.0), see Note 1.

Add pipe clean out to end of pipe (detail 5 sheet 203-D-60018).

Pipe invert El. 2003.0

Pipe invert El. 2007.0

10+00

11+00

12+00

13+00

14+00

14+49.50

12-inch dia. perforated HDPE drain pipe (see sheet 203-D-60020)

22.5° pipe bend

10.0'

Fl ow

Flow

45°

Pipe tee

12-inch dia. perforated HDPE drain pipe

Compacted backfill

Filter sand

1:1

1:1 1:

El. varies, see drawing 203-D-60008

Excavation surface

2.0'

5.5'

3.0'3.0'

1.5'

12-inch dia. perforated HDPE drain pipe

1.5' 1.5'

1.0'

Drain gravel

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

DRAIN PIPE SYSTEM

PLAN AND DETAILS

DENVER, CO

203-D-60017

2024-09-10

1Au to

R el

. 2

M .D

W G

, 2

M S

0 60'30'

PLAN

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. Drain pipe invert elevation to follow excavation surface plus 1.5-feet, see drawing 203-D-60008. For typical drain pipe section, see Detail 1.

0 4'2'

DETAIL - TYPICAL DRAIN PIPE SECTION

0 10'5'

DETAIL - TYPICAL PIPE CONNECTION

El. 2002

El. 2004

Exposed existing conduit

Exposed jet grout cutoff wall

El. 2010

Vertical filter trench excavation limits

LEGEND

Existing Conduit

Jet Grout

Filter Sand

Drain Gravel

Compacted Backfill

Heart River

Roadway

Wire Fence

Drain Pipe

Drain Pipe (Existing)

Drain pipe not shown, (see 203-D-60020)

El. 2010

1.5:1

El. 1995

El. 2025

Hydraulic piezometer vault

60018

5' -0 se e no te

12-inch V-notch weir plate (see Detail 6)

12-inch non-perforated HDPE pipe

Fl ow

℄ Weir Box (location varies, see sheet 203-D-60017)

℄ Pipe

Sediment collection weir box

Cover and lock not shown

12-inch flap gate

Sealant not shown (see notes 3 and 4)

6-in stilling well (typ) built into fiberglass

H-Flume

1.0-foot fiberglass H-flume with built in 3.0 foot approach and 12-inch stub connection to inlet (note 2)

8-foot I.D. reinforced precast concrete

Fiberglass staff gage (typ) (note 1)

Sediment catch basin for sediment transport monitoring

Edge of concrete slab

12-foot by 12-foot reinforced cast-in-place base slab (see sheet 203-D-600##)

12-inch non-perforated

HDPE pipe

2'-6"x3'-0" Floor access hatch (above) (see specifications)

℄ Inspection Well N 41,774.98 E 639,890.36

Fl ow

℄ Pipe and slab

Fl ow

5'-0" see note 1

18-inch non-perforated

HDPE pipe

1.0'

2.0'

0.5' 18-inch standard galvanized steel pipe.

Block with wood shims to center around pipe.

Backfill annulus with filter sand.

Cover for 18-inch standard galvanized steel pipe

(see sheet 203-D-600##)

12-inch non-perforated HDPE pipe

Pipe elbows as needed (note 6)

Finished ground

El. Varies

Cleanout daylight (see sheet 203-D-600##)

End HDPE pipe

Compacted backfill

Filter sand

Drain gravel

Perforated pipe (note 7)

End filter sand and drain gravel one foot above perforated pipe

1' -0

1' -6

Flow

El. 2003.5

El. 2003.0

El. 2011.0

8-foot I.D. reinforced precast concrete

Ladder and landing platform not shown (see sheet 203-D-600##)

Hatch cover not shown

Reinforced precast concrete cover, joints not shown

12-foot by 12-foot reinforced cast-in-place base slab (see sheet 203-D-600##)

Sealant not shown (see notes 3 and 4)

Flow

El. 2000.5

5'-0" see note 5

Start 12-inch perforated HDPE pipe

Sealant not shown (see notes 3 and 4)

Extend filter sand and drain gravel 2 feet beyond perforated pipe

Controlled Low Strength Material

(CLSM)

CLSM

El. 2010.0

1' -6

Stub connection to inlet

1.0-foot fiberglass H-flume (note 2)

1'-6"

4' -0

Riser section (typ)

Filter sand

Drain gravel

Install 18-inch flap gate on end of 18-inch non-perforated HDPE pipe

6" 2'-0" 6"

1' -0

2' -6

3" 3" 10"10"

3'-0"

45°

90°

8" Ø hole for 8" Ø adhesive anchor with 3 12" min.

embedment (typ., 12 REQD.)

4" stainless steel plate

℄ of weir box

INSPECTION WELL

60017

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

INSPECTION WELL AND

OUTFALL

DETAILS AND SECTION

DENVER, CO

203-D-60018

2024-09-10

1Au to

R el

. 2

M .D

W G

, 2

M S

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. Fiberglass staff gage built flush into inside of flume from manufacturer.

2. Flumes to be set in concrete or set on concrete slab and anchored in place.

3. Sealants, joints, and waterstops not shown, see sheet 203-D-60###.

4. Connection of inspection well to inlet and outlet pipes shall be completed in accordance with ASTM C923.

5. Extend non-perforated pipe 5.0 feet beyond limits of weir box.

6. Maximum toe drain pipe bend shall not exceed 22.5 degrees and a minimum of 5 feet long straight section will be placed between each bend when multiple bends are required.

7. Refer to sheet 203-D-600## for location and elevation of cleanouts.

0 4'2'0 4'2'

A 60018

0 4'2'

LEGEND

Filter Sand

Drain Gravel

Compacted Backfill

V-NOTCH WEIR PLATE DETAIL

0 4'2'

TYPICAL WEIR BOX

60017

4 TYPICAL CLEANOUT DETAIL

60017

NOT TO SCALE

SECTION

20.0'

E. 639,500 N

E. 639,900

14+49.50

10+00

11+00

12+00

13+00

14+00

30.0'

5.0'

47.2'

5.0'

42.0'

5.0'

4.5'

12+00

13+00

7.0'

38.2'

20.0'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

CUTOFF WALL AND

CONDUIT REPAIR

PLAN

DENVER, CO

203-D-60019

2024-09-10

1Au to

R el

. 2

-W

T-

W G

, 2

M S

0 60'30'

PLAN

Jet grout block beneath existing concrete conduit

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io nJet grout cutoff wall

Jet grout cutoff wall Vertical filter trench excavation limits

Hydraulic piezometer vault

LEGEND

Jet Grout Cutoff Wall

Jet Grout Block

Conduit Repair Zone

Filter Sand

Soil Reinforcement Zone

Roadway

Wire Fence

0 10' 20'

PLAN

Jet grout block beneath existing concrete conduit

Jet grout cutoff wall

NOTES

1. Refer to sheet 203-D-60036 for concrete conduit demolition and repair information.

Conduit joint segment

Limits of conduit repair (note 1)

Soil reinforcement zone (contractor designed)

Spillway stilling basin excavation shown on sheet 203-D-60012

Excavation left of spillway shown on 203-D-60008

20.0'

E. 639,500 N

E. 639,900

5.0'

14+49.50

10+00

11+00

12+00

13+00

14+00

210020

20302030

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED CUTOFF WALL

PLAN

DENVER, CO

203-D-60020

2024-09-11

1Au to

R el

. 2

.D W

, 2

M S

0 60'30'

PLAN

Jet grout block beneath existing concrete conduit

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

E 60023

F 60023

Jet grout cutoff wall

12-inch dia. perforated HDPE drain pipe (see sheet 203-D-60023)

F 60023

G 60023

Vertical filter trench excavation limits

Hydraulic piezometer vault

LEGEND

Jet Grout Cutoff Wall

Jet Grout Block

Filter Sand

MSE Wall

Soil Reinforcement Zone

Roadway

Wire Fence

Jet grout cutoff wall

12-inch dia. solid HDPE drain pipe (see sheet 203-D-60018)

Soil reinforcement zone (contractor designed)

A 60021

B 60021

C 60022

Finished seepage berm shown on sheet 203-D-60013

D 60022

Mechanically stabilized earth wall shown on sheet 203-D-60013

12-inch dia. perforated HDPE drain pipe.

Add pipe clean out to end of pipe.

NOTES

1. Clean out and inspection locations along drain pipes not shown.

60018

O N

STATION

SECTION J (2) PROFILE

0+00 0+85

Excavation surface

CLSM work platform, to be removed after jet grouting is completed

Jet grout block beneath existing conduit

Jet grout cutoff wall

Existing ground surface

Existing exterior concrete conduit

Compacted backfill

Finished grade

30.0'

Filter sand

Tb (sandstone)

Tb (shale)

5.0'5.0'

3.0'

El. 1977.0

El. 2000.0

El. 2018.0

El. 2022.0El. 2020.0 (note 1)

El. 2032.0

Dental concreteDrain gravel

12-inch dia.

perforated HDPE drain pipe

12-inch dia.

perforated HDPE drain pipe

O N

STATION

0+00 0+95

Tb (sandstone)

Tb (shale)

Excavation surface

Existing ground surface

Jet grout cutoff wall

30.0'

Dental concrete

20.0'

3.0'

Drain gravel

Jet grout cutoff wall

Existing exterior concrete conduit

Finished grade Compacted backfill

El. 1977.0 El. 1977.0

El. 2002.0 (note 1)

El. 2022.0El. 2024.0

El. 2018.0

Filter sand

Note 2

El. 2012.5

12-inch dia.

perforated HDPE drain pipe (El. 2007.5)

12-inch dia.

perforated HDPE drain pipe

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED CUTOFF WALL

SECTIONS (1 OF 3)

DENVER, CO

203-D-60021

2024-09-11

1Au to

R el

. 2

.D W

, 2

M S

0 10' 20'

SECTION

60020

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

LEGEND

Jet Grout Cutoff Wall

Jet Grout Block

Filter Sand

Drain Gravel

Dental Concrete

Compacted Backfill

NOTES

1. Top elevation of jet grout cutoff wall varies along left side of conduit. See section D on sheet 203-D-60022.

2. Prepare interface between jet grout cutoff wall and vertical filter trench according to specifications.

0 10' 20'

SECTION

60020

O N

STATION

ALIGNMENT - HBD SPILLWAY AND OUTLET WORKS PROFILE

10+50 11+00 12+00 12+80

Excavation surface

Existing conduit, cut off collars not shown

Spillway chute

Zone 1

Zone 2

Tb (sandstone)

Tb (shale)

1.5:1

2.25:1

Existing ground

Compacted backfill

Filter sand

Jet grout cutoff walls (projected and beyond) Jet grout block beneath existing conduit

El. 2035.0El. 2034.5 MSE wall, El. 2036.0

El. 2024.0

El. 2022.0

El. 2040.0

Compacted backfill

O N

STATION

SECTION J (1) PROFILE

0+00 1+00 1+40

1.5:1

2.5:1

4.0%

1.5:1

5.0'

4.0'

1.5'

Drain gravel

Left jet grout cutoff wall (projected)

12-inch dia. perforated HDPE drain pipe.

Add pipe clean out to end of pipe.

Limit of excavation

2.25:1

Tb (sandstone)

Tb (shale)

Zone 2

1.0%

El. 2058.6

El. 2040.0

El. 2012.5

El. 2034.5 MSE wall, El. 2036.0

El. 2002.0

El. 1977.0

El. 2020.0

El. 2035.0

El. 2024.0

Note 1

Compacted backfill

El. 2010.0

Install perforated end cap on drain pipe

Filter sand

Left jet grout cutoff wall

El. 2017.0

0.5' thick gravel surfacing

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED CUTOFF WALL

SECTIONS (2 OF 3)

DENVER, CO

203-D-60022

2024-09-11

1Au to

R el

. 2

.D W

, 2

M S

0 20' 40'10'

SECTION

60020

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

LEGEND

Jet Grout Cutoff Wall

Jet Grout Block

Filter Sand

Drain Gravel

Compacted Backfill

Reinforced Backfill Zone

0 10' 20'

SECTION

60020

NOTES

1. Top elevation of left jet grout cutoff wall is stepped to generally follow limit of excavation.

O N

STATION

0+00 1+00 1+20

El. 2017.5

10.0'

Excavation surface Riprap

Filter sand 1.5:1

1.5:1

3.0'

2.0'

1.5'

1.5:1

Riprap bedding

Existing ground surface

Tb (sandstone)

Tb (shale)

Fill

Compacted backfill

O N

STATION

0+00 0+65

Existing spillway chute wall, El. 2017.0

Jet grout cutoff wall, El. 2020.0

El. 1977.0

5.0'

Varies

13.0'

3.0' thick existing concrete footing

El. 1990.0

Soil reinforcement (contractor designed)

Tb (sandstone)

Tb (shale)

Fill

O N

STATION

0+00 1+00 1+70

El. 1983.5

El. 1990.0

El. 2010.0

Jet grout cutoff wall, El. 2020.0

El. 1983.5

El. 1977.0

Excavation surface

Riprap

Riprap bedding

Filter sand

Riprap

Filter sand

1.5:1

Riprap bedding

3.0' min.

1.5'

2.0'

3.0' min.

1.5:1

2.0'

1.5'

Existing ground surface

Soil reinforcement (contractor designed)

5.0'

Tb (sandstone)

Tb (shale)

Compacted backfill

0.5' thick gravel surfacing

Compacted backfill

Excavation surface

Filter sand Drain gravel

Compacted backfill

12-inch dia. perforated HDPE drain pipe

Jet grout cutoff wall, El. 2020

1.0' min.

1.0'

1.0' 1.0'

Finished ground, see Note 1

0 2' 4'

DETAIL

0 10' 20'

SECTION

60020

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

FINISHED CUTOFF WALL

SECTIONS AND DETAIL (3

OF 3)

DENVER, CO

203-D-60023

2024-09-11

1Au to

R el

. 2

.D W

, 2

M S

0 10' 20'

SECTION

60020

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

0 10' 20'

SECTION

60020

NOTES

1. Backfill to match existing ground surface.

2. Spillway chute wall and footing dimensions and elevations approximate.

LEGEND

Filter Sand

Compacted Backfill

Drain Gravel

Riprap Bedding

Riprap

Jet Grout Cutoff Wall

Soil Reinforcement Zone

1.5:1

4.0:1

1.5:1

E. 639,500

E. 639,900

OW-6

OW-5

OW-3

OW-7

OW-4

OW-8

OW-2

OW-1

OW-9

1.5:1

12+00

13+00

OW-5

OW-3

OW-4

OW-1

OW-9

Vari es

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Nicole Bogenschuetz

Kevin Cashman

Ted Howard

Justin Hall

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

DEWATERING

PLAN

DENVER, CO

203-D-60030

2024-09-25

1 OF 4Au to

R el

. 2

.D W

, 2

ND Highway 49

0 60'30'

PLAN

Vertical filter trench excavation limits

B 60031

A 60031

Dewatering platform, El. 2002

0 20' 40'10'

PLAN Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

El. 2002

Jet grout block

Dewatering bench, El. 2010

NOTES

1. All slopes are Horizontal:Vertical.

2. All dimensions are in feet, unless otherwise shown.

3. For survey information see (60003).

4. Dewatering and observation wells are approximate and shall be relocated as approved by COR.

5. Refer to specifications for installation requirements of dewatering and observation wells.

6. Approved, Contractor-designed unwatering system not shown.

7. Access to existing observation wells and piezometers shall be made available, as approved by COR.

8. Phase 1 includes dewatering to support the installation of the jet grout block below the conduit. Phase 2 includes dewatering to support the installation of the toe and blanket drains. Five wells within Phase 1 will be operated as part of Phase 2.

9. The installation of the cofferdam and unwatering of the stilling basin must occur prior to operating the Phase 1 dewatering system.

10. This plan is for clarity of the dewatering system and should not be used to construct any other aspect of the project.

LEGEND

Jet Grout Cutoff Wall

Jet Grout Block

Vertical Filter Trench

Heart River

Roadway

Observation Well

Dewatering Well - Phase 2

Dewatering Well - Phase 1

Spillway stilling basin excavation not shown, see (60012)

Limit of excavation, see (60008)

Dewatering bench, El. 2010

Limit of excavation, see (60008)

Cofferdam not shown and will be contractor designed

Existing conduit

Jet grout cutoff wall

Existing stilling basin

Filter blanket key not shown, see (60008)

Hydraulic piezometer vault

Va ri es

14.4%

Heart River

O N

STATION

0+00 1+00 2+00 2+30

El. 2002

Existing ground

Excavation surface

Vertical filter trench excavation surface, excavation shoring not shown

2.5:1

14.0'

Zone 2

Qal Qal

Fill

Tb (sandstone)

Tb (shale)

Tb (sandstone)

Dewatering bench, El. 2010

Deep well, see Detail 1 (60032)

Deep well, projected 4 feet

Deep well, projected 2 feet

El. 2002

El. 2010

El. 1977

1.5:1

Observation well

Observation well, see Detail 2 (60032), projected 5 feet

O N

STATION

0+00 1+00 1+10

Existing ground

1.5:1

Vertical filter trench excavation surface, excavation shoring not shown

10.0'

Zone 2

Qal

Tb (shale)

Tb (sandstone)

Qal Tb (sandstone)

Dewatering bench, El. 2010

Deep well, projected 9 feet

Deep well, projected 5 feet

Deep well, projected 7 feet

Excavation surface

Existing spillway chute wall El. 2017

El. 2002

El. 1977

1.5:1

El. 20019.0'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Nicole Bogenschuetz

Kevin Cashman

Ted Howard

Justin Hall

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

DEWATERING

SECTIONS

DENVER, CO

203-D-60031

2024-09-25

2 OF 4Au to

R el

. 2

.D W

, 2

0 10' 20'

SECTION

60030

0 10' 20'

SECTION

60030

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

NOTES

1. For survey information, see (60003).

2. Cross section is for illustrative purposes only. Do not use for construction of any other feature beyond the dewatering system.

3. All wells shown are projected. Some wells were not projected for clarity.

4. Depths estimated, conditions may vary in the field. Changes acceptable as approved by COR.

5. Drill depths target ten feet into shale bedrock.

' m in

Backfill with filter pack

Min. 2" annular space

6" Diameter

1.0' min.

10" min

Pipe cap

3.0' min

Bentonite pellets Depth to vary

Ground surface

V ar ie s

2.0' min.

V ar ie s

0' m in

Ground surface

Depth to vary

Bentonite pellets

Backfill with filter pack

Min. 2" annular space

2" diameter

Pipe cap

' m in

1.5' min

1.0' min.

6" min

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Nicole Bogenschuetz

Kevin Cashman

Ted Howard

Justin Hall

GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

F D

M O

DEWATERING

DETAILS AND TABLES

DENVER, CO

203-D-60032

2024-09-25

3 OF 4Au to

R el

. 2

.D W

, 2

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

DETAIL - DEEP WELL

1 NOT TO SCALE

DETAIL - OBSERVATION WELL

2 NOT TO SCALE

NOTES

1. For survey information, see (60003).

2. Depths estimated, conditions may vary in the field. Changes acceptable as approved by COR.

3. Deep well drill depths target ten feet into shale bedrock.

4. Phase 1 includes dewatering to support the installation of the jet grout block below the conduit. Phase 2 includes dewatering to support the installation of the toe and blanket drains. Five wells within Phase 1 will be operated as part of Phase 2.

Downstream face of headwall

Upstream face of headwall

Concrete conduit transition section

Existing concrete conduit

Jet grout cutoff walls

Jet grout cutoff walls, see Note 3

STA. 12+49.50

STA. 11+95.30

STA. 12+20.00STA. 12+15.50

CL. Heart Butte Outlet Works Conduit

Limits of repair area

STA. 12+12.30

2.00'

Existing concrete to be removed and replaced

STA. 12+49.50

Extents of hydrodemolition and concrete repair

Jet grout columns

CL. Jet grout drilled holes, STA.

12+03.80

Concrete conduit transition section

Extents of hydrodemolition and concrete repair

2" Sawcut

STA. 11+95.30

STA. 12+12.30

Conduit floor El. 2002.74

Existing concrete to remain

Longitudinal saw cut

Existing concrete to be removed and replaced

El. 2016.74

5'-0" Vertical min. above outside drill edge

Extents of hydrodemolition and concrete repair

Existing concrete to remain CL. Conduit

Jet grout columns

Existing concrete to be removed and replaced

R7.00'

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

MACGUIRE MALLORY

X X

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

CONCRETE CONDUIT

DEMOLITION AND REPAIR

PLAN, DETAIL, AND

PROFILE

DENVER, CO

203-D-60036 1 OF 2Au to

D R el . 2

G D

W G

, 2

M M

SECTION

SECTION ALONG CENTERLINE OF CONCRETE CONDUIT

PLAN

0 5' 10'

GENERAL NOTES

1. All dimensions to be verified in field.

2. Hydro demolition to leave in place existing reinforcement for evaluation by field staff.

3. For jet grouting repair, see drawing XX-D-XXXX

4. Drilling platform to be placed and removed by contractor.

5. Temporary bracing to be designed, placed, and removed by contractor.

6. All concrete demolished should be replaced in kind after reinforcement repairs complete using 4,500psi.

STA. 12+12.30

Extents of hydrodemolition and concrete repair

Conduit transition section

Extents of hydrodemolition and concrete repair

Existing splice location for outer hoop

18 of R8G8 @ 12"

STA. 11+95.30

Extents of hydrodemolition and concrete repair

Conduit floor

17'-0" R6N3, see Section B 203-D-60038

1'-0" (Typ.)

STA. 12+12.30STA. 11+95.30

Extents of hydrodemolition and concrete repair

Conduit floor

Existing concrete to remain in place

R7.00' 0.25'

R8F28 (Possibly Square)

R10M7

R8G8 (Square)

Transition point from 10 to 8

Existing concrete to be removed

Existing concrete to remain in place

R7'-0"

1'-0" Typ.

#9 (632-9) @ 12" O.C.

Middle of Splice from 10 to 8

R6N3 @ 12"

Concrete to be removed

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

MACGUIRE MALLORY

X X

T H

S A

SHEET

B Y

D T

N U.

T O

O R

-S

O G

T D

REINFORCEMENT

PROFILE AND SECTIONS

DENVER, CO

203-D-60037 2 OF 2Au to

D R el . 2

G D

W G

, 2

M M

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

PROFILE - LONGITUDINAL REINFORCEMENT ONLY

PROFILE - TRANSVERSE (HOOP) REINFORCEMENT ONLY

0 3' 6'

NOTES

1. See 203-D-60036 for general notes.

2. Existing reinforcement to remain in place must be verified by field staff for quality.

3. Damaged reinforcement requiring replacement will be identified by the government. See DWG 40-D-60004 for splice length detailing.

REFERENCE DRAWINGS

203-D-43___________________EXISTING PLAN AND PROFILE

203-D-78___________________EXISTING REINFORCEMENT

SECTION - LONGITUDINAL REINFORCEMENT ONLY

D 0 3' 6'

SECTION - LONGITUDINAL REINFORCEMENT ONLY

C 0 3' 6'

10+

11+

12+

13+

14+

15+

16+

17+

6+00

7+00

8+00

9+00

10+00

11+00

12+00

13+00

14+00

14+49.50

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

Managing

LAR M TA IOCE N

W in theWa estter

-S

O G

T D

F D

M O

CONDUIT BACKFILL

GROUTING

PLAN

DENVER, CO

203-D-60045

2024-04-03

1Au to

R el

. 2

_V O

-F

W G

, 2

M S

Heart River and Reservoir

LEGEND

Spillway inlet

Dam crest, El. 2124

Spillway crest El. 2,064.60

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

PLAN - CONDUIT BACKFILL GROUTING

0 100'50'

Finish backfill grouting at about conduit Station 6+60

Outlet works conduit centerline

Existing hoist house

Void grouting row (57 rows)Existing outlet works conduit (projected)

Start backfill grouting at about conduit Station 12+20

Conduit portal

Stilling basin

Stilling basin/conduit transition

A 60046

B 60046

NOTES

1. All dimensions are in feet, unless otherwise shown.

2. Backfill grouting rows are spaced at 10 ft and extend from about conduit Station 12+20 to about conduit Station 6+60.

3. Backfill grouting will begin at the downstream row and move upstream.

4. Pre-packed well screen drainage ports are spaced at about 30 ft along the length of the conduit.

Pre-packed well screen drainage port (detail 2 sheet 60045)

Void Grouting Row

Pre-packed Well Screen Drainage Port

AutoCAD SHX Text Lake Tschida

AutoCAD SHX Text River

Heart

25°

5.1'

Zone 1

Tb (sandstone)

25°

5.1'

Zone 1

Tb (sandstone)

Qal

1.0' - 2.0'

Tb (sandstone)

1.5' max

1.0'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -GEOTECHNICAL ENGINEER

T H

S A

SHEET

B Y

D T

N U.

T O

O R

Managing

LAR M TA IOCE N

W in theWa estter

-S

O G

T D

F D

M O

CONDUIT BACKFILL

GROUTING

SECTIONS AND DETAILS

DENVER, CO

203-D-60046

2024-04-03

1Au to

R el

. 2

_V O

-F

W G

, 2

M S

Fo r

In te rn al

U se

O nl y D ra ft

No t F or D is tr ib ut io n

Outlet works conduit

Grout hole (typ.), see Note 4

Outlet works conduit

NOTES

1. All dimensions are in feet, unless otherwise shown.

2. Drilling below conduit into foundation material and/or voids will not begin until dewatering has drawn the water down to the bottom elevation of the conduit (about El. 2000 or lower).

3. Holes through conduit will be cored with electric core drill. Hole drilled into foundation material/voids will be drilled with a 7/8-inch diameter bit.

4. Each grout row contains three grout holes. In each row, vertical grout holes at invert shall be grouted first, followed by the outer two holes which are 25° from vertical.

5. Ensure mechanical squeeze packer is fully contained within the drill hole.

6. Attach grout manifold to 2-inch full diameter ball valve.

7. After grouting at port is completed, close ball valve until grout has set. When grout has set, move ball valve, grout pipe, and mechanical packer to an upstream grout hole. Temporarily plug grouted holes with a sewer plug, then dry pack all grout holes with Portland cement and sand when grouting is completed.

8. All backfill grouting operations will be directed in the field by the Government on-site representative.

9. Drill 2-inch hole and install mechanical squeeze packer and ball valve prior to drilling 7/8-inch hole through remaining width of conduit. Upon removing 7/8-inch drill bit, immediately close ball valve. The ball valve shall not be opened until well screen is installed. See specifications for additional requirements.

GEOLOGIC UNITS LEGEND

Zone 1 - Embankment Material

Qal - Quaternary Alluvium

Tb (sandstone) - Bullion Creek Formation Sandstone

0 3' 6'

SECTION - CONDUIT BACKFILL GROUTING ROW

60045

0 1' 2'0 3' 6'

SECTION - CONDUIT BACKFILL GROUTING ROW

60045

LEGEND

Steel grout pipe

Drill hole into foundation

Approximate geologic contact

2-inch ball valve (fittings not shown), see Note 6 and Note 7

4-inch diameter hole drilled through conduit, see Note 3

Mechanical squeeze packer, see Note 5

2-inch diameter grout pipe

7/8-inch diameter hole drilled below conduit, see Note 2 and Note 3

DETAIL - TYPICAL GROUT PORT

DETAIL - GROUT MANIFOLD

3 NOT TO SCALE0 1' 2'

DETAIL - PRE-PACKED WELL SCREEN DRAINAGE PORT

1-inch ball valve (fittings not shown)

2-inch diameter hole drilled through conduit, see Note 3 1-inch…

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

File details come from the government source that posted it. Updated Oct 3, 2024.