140R6024R0007_0005_0005.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1

1. CONTRACT ID CODE

I

PAGE OF PAGES

1 I 3

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO.

5. PROJECT NO. (If applicable)

6. ISSUED BY

08/05/2024 CODE R60 7. ADMINISTERED BY (If other than Item 6) CODE I

Bureau of Reclamation Missouri Basin Region

Regional Office

2021 4th Avenue North

Billings MT 59101

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

9A. AMENDMENT OF SOLICITATION NO .

140R6024R0007

X

9B. DATED (SEE ITEM 11)

05/09/2024

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

� The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers � is extended. Dis not extended.

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment. and is received prior to the opening hour and dale specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

ORDER NO. IN ITEM 10A.

E. IMPORTANT:

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

Contractor Dis not Dis required to sign this document and return ______ _ copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Angostura Dam Spillway Concrete Repair, Pick-Sloan Missouri Basin Program, South Dakota

Please see the following continuation pages to view this Amendment No. 0005 in its entirety.

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 1 0A, as heretofore changed, remains unchanged and in full force and effect .

15A. NAME AND TITLE OF SIGNER (Type or print) 16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

15B. CONTRACTOR/OFFEROR 15C. DATE SIGNED

(Signature of person authorized to sign)

Previous edition unusable

Darlene Dillon

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

16C. DATE SIGNED

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Solicitation No. 140R6024R0007

Amendment No. 0005

1) Description of amendment details:

a. In Part I – The Schedule, Remove Section 31 24 20 Earthwork For Roadways in its entirety and substitute therefor with the attached Revised Section 31 24 20.

b. In Part I – The Schedule, Remove Section 52 00 00 Drawings in its entirety and substitute therefor with the attached Revised Section 52 00 00. (Please note: Drawing No. 454-600-60006 has been revised. Drawing No. 296-D-1165 and Drawing No.

2976-D-1173 are hereby incorporated for informational purposes only).

c. For informational purposes only, this amendment hereby provides a listing of attendees to the second (2nd) site visit, which was held July 24, 2024, at 12:00/noon

(MDT) at the Angostura Dam.

d. For informational purposes only, this amendment hereby provides the Government’s responses to questions, (because of the second (2nd) site visit).

e. For informational purposes only, this amendment confirms, the date and time for submission of questions/RFIs closed July 31, 2024, at 1:00 PM (MDT), via Amendment No. 0004.

f. In accordance with Section L, WBR 1452.215-81, this amendment confirms proposals shall be emailed to Contracting Officer Darlene Dillon at the following email address: DDillon@usbr.gov. Due to file size of each volume, separate emails containing one of each of the four volumes is acceptable. Please enter the following in the Subject Line of each email: Solicitation No. 140R6024R0007 and Volume 1 of 4/

Volume 2 of 4, etc. Hard copy proposals sent/mailed to the Bureau of Reclamation will not be evaluated or considered for award, and will not be returned to the sender/offeror.

For convenience, essential changes on the revised solicitation pages are indicated by a vertical line within the margin, whereby the lines or paragraphs are changed from the previous version.

However, all portions of the revised solicitation pages shall apply, whether changes thereon have or have not been indicated.

2) Acknowledgement:

See Block 11 above regarding acknowledgement by offerors to this amendment. The

Government requires acknowledgement of this and all amendment(s). (Please See Block 19 of the Standard Form 1442, on the original solicitation, ACKNOWLEDGEMENT OF AMENDMENTS).

3) Submission/Receipt of Proposals:

The date for submission/receipt of proposals is hereby extended to August 23, 2024. The hour for receipt of proposals is 3:00 PM (Mountain Daylight Time-Denver).

mailto:DDillon@usbr.gov

4) Third Party:

If you have provided a copy of this solicitation to another company or person, please forward this amendment accordingly.

Angostura Dam Spillway Concrete Repair Amendment No. 0005

Earthwork for Roadways

Revised 31 24 20 - 1

SECTION 31 24 20

EARTHWORK FOR ROADWAYS

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Excavation:

1. Measurement: Volume to lines, grades, and dimensions shown on drawings for the following:

a. Rehabilitation of existing access road (Sta. 0+00 to Sta. 13+00).

b. Construction of temporary access road and turnaround (Sta. 13+00 to Sta.

19+50).

2. Payment: Unit price offered in Price Schedule A.

a. Includes excavation and transport of material from cut areas and from designated borrow area.

b. Excludes trenching for installation of culverts (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

c. Overexcavation performed beyond specified or directed paylines and embankment and compaction of embankment for such overexcavation shall be at the expense of the Contractor.

B. Backfill and Compaction – Native Material:

1. Measurement: Volume of compacted roadway embankment measured to lines, grades, and dimensions shown on drawings for the following:

a. Rehabilitation of existing access road (Sta. 0+00 to Sta. 13+00).

b. Construction of temporary access road and turnaround (Sta. 13+00 to Sta.

19+50).

2. Payment: Unit price offered in Price Schedule A.

a. Includes preparing roadway embankment foundation surfaces.

b. Includes backfill and compaction of native or borrowed materials only.

c. Excludes additional backfill and compaction for culvert trenches and ditch blocks (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

d. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

C. Backfill and Compaction – Imported Base Course Material:

1. Measurement: Volume of compacted base course material measured to lines, grades, and dimensions shown on drawings for the following:

Revised 31 24 20 - 2

a. Rehabilitation of existing access road (Sta. 0+00 to Sta. 13+00).

b. Construction of temporary access road and turnaround (Sta. 13+00 to Sta.

19+50).

2. Payment: Unit price offered in Price Schedule A.

a. Includes transport, backfill, and compaction of base course material imported from approved source.

b. Excludes costs of additional base course used for culvert bedding material (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

c. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

D. Backfill and Compaction – Imported Gravel Surfacing Material:

1. Measurement: Volume of imported gravel surfacing material measured to lines, grades, and dimensions shown on drawings for the following:

a. Rehabilitation of existing access road (Sta. 0+00 to Sta. 13+00).

b. Construction of temporary access road and turnaround (Sta. 13+00 to Sta.

19+50).

2. Payment: Unit price offered in Price Schedule A.

a. Includes transport, backfill, and compaction of gravel surfacing material imported from approved source.

b. Excludes costs of additional gravel used for culvert bedding material (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

c. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

d. Includes T-posts with delineators.

E. Temporary Access Road Removal:

1. Measurement: Volume of compacted material returned to borrow area for removal of temporary access road and turnaround (Sta. 13+00 to Sta. 19+50).

2. Payment: Unit price offered in Price Schedule A.

a. Includes excavation, transport, separation (as practical), and stockpiling of material for future use onsite,

b. Includes removal of temporary culverts for reuse as outlet downspouts for permanent culverts (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

c. Overexcavation performed beyond specified or directed paylines and embankment and compaction of embankment for such overexcavation shall be at the expense of the Contractor.

Revised 31 24 20 - 3

F. Temporary Access Road Repair – Native Material (OPTION):

1. Measurement: Volume of compacted roadway embankment measured to lines, grades, and dimensions shown on drawings for the following:

a. Repair of all damaged portions of temporary access road and turnaround

(Sta. 13+00 to Sta. 19+50) following an emergency release into the channel.

2. Payment: Unit price offered in Optional Price Schedule B.

a. Includes preparing roadway embankment foundation surfaces.

b. Includes backfill and compaction of native or borrowed materials only.

c. Excludes additional backfill and compaction for culvert trenches and ditch blocks (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

d. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

G. Backfill and Compaction – Imported Base Course Material (OPTION):

1. Measurement: Volume of compacted base course material measured to lines, grades, and dimensions shown on drawings for the following:

a. Repair of all damaged portions of temporary access road and turnaround

(Sta. 13+00 to Sta. 19+50) following an emergency release into the channel.

2. Payment: Unit price offered in Optional Price Schedule B.

a. Includes transport, backfill, and compaction of base course material imported from approved source.

b. Excludes costs of additional base course used for culvert bedding material

(refer to Section 33 42 40 – Polyethylene Pipe Culverts).

c. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

H. Backfill and Compaction – Imported Gravel Surfacing Material (OPTION):

1. Measurement: Volume of imported gravel surfacing material measured to lines, grades, and dimensions shown on drawings for the following:

a. Repair of all temporary access road and turnaround (Sta. 13+00 to Sta.

19+50) following an emergency release into the channel.

2. Payment: Unit price offered in Optional Price Schedule B.

a. Includes transport, backfill, and compaction of gravel surfacing material imported from approved source.

b. Excludes costs of additional gravel used for culvert bedding material (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

Revised 31 24 20 - 4

c. No payment will be made for the removal and reconstruction of defective and nonconforming embankment compacted to an insufficient density.

1.02 DEFINITIONS

A. Additional Excavation: Excavation beyond specified lines as directed by the COR to remove unsuitable foundation material.

B. Overexcavation: Excavation performed for the convenience, fault, or operation of the Contractor beyond specified or directed additional excavation lines at Contractor’s expense.

1.03 REFERENCE STANDARDS

A. South Dakota Department of Transportation (SDDOT)

1. SDDOT Specifications Standard Specifications for Roads and

Bridges, 2015 Edition

1.04 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 – Submittals.

B. RSN 31 27 32-1, NHPA Certification of Gravel Surfacing Material Source.

C. RSN 31 27 32-2, Gravel Surfacing Material Gradation.

D. RSN 31 27 32-3, Gravel Surfacing Material Weigh Tickets.

E. RSN 31 27 32-4, NHPA Certification of Base Course Material Source.

F. RSN 31 27 32-5, Base Course Material Gradation.

G. RSN 31 27 32-6, Base Course Material Weigh Tickets.

1.05 PROJECT CONDITIONS

A. Excavation for permanent and temporary access roads can be accomplished by common methods. Blasting is not permitted.

B. Excavation lines shown on drawings are subject to changes determined necessary by the COR to adapt foundation excavation to conditions disclosed by the excavation.

C. No geologic or subsurface data has been collected in the vicinity of the roadway alignment or borrow area, although efforts have been made to maintain the alignment of the original construction road and to account for exposed bedrock.

Revised 31 24 20 - 5

1.06 DELIVERY, STORAGE, AND HANDLING

A. Handle, load, haul, stockpile, and place materials to minimize segregation, contamination, and breakdown.

B. Prevent contamination with soil or vegetative material.

C. When stockpiling material on site, whether temporary or permanent stockpile, clear stockpile areas prior to stockpiling.

PART 2 PRODUCTS

2.01 EXCAVATED MATERIALS

A. Operations shall be such that excavations will yield as much suitable material for use in permanent and temporary construction required under these specifications as practicable.

1. Remove and stockpile material from required excavations for reuse as compacted backfill elsewhere.

2. Leftover material shall be stockpiled in borrow area designated on drawings.

B. Place excavated materials which are too wet for immediate compaction temporarily in stockpiles until moisture content is reduced sufficiently to permit them to be placed in embankments.

2.02 MATERIAL FOR BACKFILL

A. Obtain from required excavation or from borrow area.

B. Maximum particle size: 6 inches in maximum dimension.

C. Unsuitable materials:

1. Material containing brush, roots, sod, or other organic materials.

2. Fat clay soils, dry clay, clay clods.

3. Brule Formation materials.

4. Other materials as determined by COR.

D. Conform to applicable requirements of Section 31 23 02 – Compacting Earth Materials.

2.03 IMPORTED BASE COURSE

A. Import base course material to be placed along surface of access road.

1. Provide from commercial source.

2. Gradation: SDDOT Section 882.2 Table 1, ”Aggregate Base Course”.

Revised 31 24 20 - 6

3. Material shall meet specified gradation requirements after placement and compaction.

4. The fraction passing the #200 sieve shall not be greater than 2/3 of the fraction passing the #40 sieve.

5. In no case shall the upper limit specified for the #200 sieve be exceeded.

2.04 IMPORTED GRAVEL SURFACING

A. Import gravel surfacing material to be placed along surface of access road.

1. Provide from commercial source.

2. Gradation: SDDOT Section 882.2 Table 1, “Gravel Surfacing”.

3. Material shall meet specified gradation requirements after placement and compaction.

2.05 T-POSTS WITH DELINEATORS

A. Place 6-ft. Studded T-Posts with anchor plate as indicated in Drawing 454-600-60006.

B. Install yellow vertical reflective MUTCD-Compliant Object Marker Type 2 on T-Posts.

PART 3 EXECUTION

3.01 GENERAL

A. Maintain a copy of SDDOT Specifications at jobsite during work.

3.02 ROADWAY EXCAVATION

A. Excavate road relocation to lines, grades and dimensions shown on drawings and for placing compacted roadway embankment materials.

B. Excavate drainage ditches as shown on drawings.

C. The Government does not represent that excavation performed under these specifications can be made to or maintained as shown on the drawings or described in these specifications.

D. Perform excavation in the dry.

E. Where excavating in backfill placed under these specifications, excavate in accordance with applicable provisions for excavation.

F. Blasting: Not allowed.

G. Preserve material below and beyond established lines of excavation in the soundest possible condition.

Revised 31 24 20 - 7

1. Damage to work due to the Contractor's operations shall be repaired by and at the expense of the Contractor.

2. Material beyond required or prescribed excavation lines which is loosened by the Contractor's operations shall be removed at the expense of the Contractor.

3.03 ADDITIONAL EXCAVATION

A. Perform additional excavation beyond specified lines as determined by the COR.

3.04 OVEREXCAVATION

A. Replace excavation beyond established grades with additional material from borrow area and compact in accordance with Section 31 23 02 – Compacting Earth Materials.

3.05 PREPARATION OF ROADWAY FOUNDATIONS

A. Perform stripping in accordance with Section 31 14 10 – Stripping.

B. Scarify entire surfaces of soil roadway embankment foundations to a depth of at least 6 inches.

C. Prepare by methods which will provide firm foundations for roadways.

D. Compact the soil embankment foundation in accordance with Section 31 23 02 – Compacting Earth Materials.

3.06 CONSTRUCTING AND COMPACTING ROADWAY EMBANKMENTS

A. Construct roadway embankments to top widths and side slopes shown on drawings prior to placing base course material.

B. Place and compact imported base course material and gravel surfacing to thicknesses shown on drawings.

C. Do not place material in backfill when either the material or the surfaces on which it is to be placed are frozen or visibly wet with standing water.

D. Control sloughing of any materials from excavated surfaces onto imported materials to minimize contamination.

E. Compact roadway embankments in accordance with Section 31 23 02 – Compacting Earth Materials.

3.07 REMOVAL OF TEMPORARY ACCESS ROAD

A. When finished with concrete repairs, remove materials used for temporary access road (Sta. 13+00 to Sta. 19+50) and restore riverbed to original grade.

B. Stockpile removed earth materials in designated borrow area.

Revised 31 24 20 - 8

1. As practical, separate used base course and gravel surfacing material from remaining used backfill, in two separate stockpiles.

C. Reuse temporary culverts as outlet downspouts for permanent culverts (refer to Section 33 42 40 – Polyethylene Pipe Culverts).

3.08 DISPOSAL OF EXCAVATED MATERIALS

A. Stockpile unsuitable or excess excavated materials in designated borrow area.

END OF SECTION

Drawings

Revised 52 00 00 - 1

SECTION 52 00 00

DRAWINGS

PART 1 GENERAL

1.01 DISCREPANCIES, ERRORS, OR OMISSIONS

A. Inform the CO of discrepancies discovered on drawings in accordance with clause at FAR 52.236-21, Specifications and Drawings for Construction.

1.02 PROJECT CONDITIONS

A. Where there are differences as determined by the CO between details and dimensions shown on drawings and details and dimensions of existing features at jobsite, use details and dimensions of existing features at jobsite.

1.03 SPECIFICATION DRAWINGS

A. Some drawings show details of fabrication or other details and specifications which are not a part of work under this contract. Disregard specifications and details shown on these drawings which are not applicable to work under this contract.

1.04 INFORMATION DRAWINGS

A. Drawings marked "For Information Only" in the drawing list are included to show existing features about which knowledge is required to perform work under this contract.

These drawings do not show work to be performed under this contract.

B. If there are differences as determined by the CO between details and dimensions shown on these drawings and those of existing features at jobsite, use details and dimensions of existing features at jobsite.

1.05 STANDARD DRAWINGS

A. Standard drawings may show details which are not a part of work under this contract.

Disregard details shown on these drawings which are not applicable to work under this contract.

1.06 LIST OF DRAWINGS

A. Drawings listed in Table 52 00 00A - List of Drawings are made a part of Section C - Description/Specifications.

PART 2 PRODUCTS

Not Used

Revised 52 00 00 - 2

PART 3 EXECUTION

Not Used

Table 52 00 00A – List of Drawings

Sheet No. Drawing No. Title

General:

1 454-600-60005 Angostura Dam Spillway Concrete Repair Site Plan and Access Road Profile

2 454-600-60006 Angostura Dam Spillway Concrete Repairs Access Road Sections and Details

3 454-600-60007 Angostura Dam Spillway Concrete Repairs Access Road Culvert Details

4 454-600-60008 Angostura Dam Spillway Concrete Repairs Layout – Lifts 1 to 7

5 454-600-60009 Angostura Dam Spillway Concrete Repairs Layout – Lifts 8 to 18

6 454-600-60010 Angostura Dam Spillway Concrete Repairs Sections and Details

7 454-603-60000 Angostura Dam Spillway Topography and Survey Control

Information Drawings:

8 454-D-96 Angostura Dam Plan – Elevation – Sections

Revised 52 00 00 - 3

Table 52 00 00A – List of Drawings

Sheet No. Drawing No. Title

9 454-D-97 Angostura Dam Spillway and Nonoverflow Sections

10 454-D-101 Angostura Dam Spillway Plan and Sections

11 454-D-104 Angostura Dam Spillway Crest and Piers Reinforcement

12 454-D-161 Angostura Dam Spillway Channel Excavation

13 454-D-162 Angostura Dam Contraction Joints Keyways and Grouting System

14 454-D-164 Angostura Dam Contraction Joint Grouting Blocks 12-13 to 16-17 Headers and Vents

15 454-D-174 Angostura Dam El. 3115.00 Gallery Pump Discharge Outlet

16 454-D-306 Angostura Dam Spillway Bridge Plan, Elevation and Sections

17 454-D-307 Angostura Dam Spillway Bridge Sections and Details

18 454-D-347 Angostura Dam Spillway Training Walls – El. 3093.75 to El. 3163.79 Elevation, Sections and Reinforcement

19 454-D-389 Angostura Dam Roadway and Parapet – Blocks 17 to 21 Plan, Elevation and Sections

20 454-D-397 Angostura Dam Roadway and Parapet Double Swing Gates

Revised 52 00 00 - 4

Table 52 00 00A – List of Drawings

Sheet No. Drawing No. Title

21 454-622-579 Angostura Dam Thermometer and Strainmeter Locations

Standard Drawings:

22 40-D-6271 Stock Fencing Woven or Barbed Wire Wood Posts

23 40-D-60003 Concrete Outline and Reinforcement General Notes for Concrete Outline and Reinforcement

24 40-D-60004 Concrete Outline and Reinforcement Minimum Requirements for Detailing Reinforcement

25 296-D-1165 Canyon Ferry Dam – Angostura & Canyon Ferry Spillway Stoplogs – Installation – List of Parts

26 296-D-1173 Canyon Ferry Dam – Angostura & Canyon Ferry Stoplog Lifting Beam – Installation – Assembly – List of Parts

END OF SECTION

Stilling basin

Spillway

274'

57'

2:1

CHEYENNE RIVER

Rehabilitate existingaccess road

Construct temporaryaccess road

Access to dam crest

Abandoned powerplant

To US-18

North Dam Rd

Chainlink access gate

40'x60' Turnaround

No vehicle access beyond this point

Metal grate bridge deck (Max. LL = 150 psf)

50'-radius turns

Borrow/Contractor Use Area

Abandoned switchyard (no access)

Basin contours from drawings

Dam tender residence area

(no access)

Ø115' turnaround

Existing access road

9' Parapet road

Approx. location of spring

Existing USGS gauge and barbed wire fence

Ø18" HDPE (typ.)

0+

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N. 384514.49 E. 1143423.84

PI 7+69.96

N. 384952.85 E. 1143433.59

PI 8+42.11

N. 384695.19

E. 1143271.73

PI 13+00.00

N. 384277.15 E. 1143086.48

PI 14+00.00

N. 384183.41

E. 1143051.65

PI 15+00.00

N. 384090.54 E. 1143014.57

PI 16+24.13

N. 383971.92

E. 1142977.97

PI 17+55.90

N. 383843.20

E. 1142949.81

PI 18+10.85

N. 383798.60 E. 1142914.45

PI 11+33.26

N. 384433.61

E. 1143144.12

PI 10+00.00

N. 384554.99 E. 1143199.12

Overhead powerline

25' Dam crest road

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-2.47% -4.04% -1.69% -3.57% -2.31%

-7.92% -5.72%

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Ø18" HDPE culverts (see Detail 1/60007)

Ø18" HDPE culverts (see Detail 2/60007)

Rehabilitate existing access road Construct temporary access road

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Project Area

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Angostura Dam

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PROFILE ALONG ROADWAY CENTERLINE

0 80' 160'40'XXXX

XXXX

Existing contours (from survey data)

Existing contours (approximate)

Existing barbed-wire fencing

Silt fencing

Ditch flow line

REFERENCE DRAWINGS

Angostura Dam

Access Road Sections 454-600-60006 Access Road Culvert Details 454-600-60007 Topography and Survey Control 454-603-60000

0 80' 160'40'

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BILLINGS, MT

454-600-60005

YYYY-MM-DD

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

£TT£

£AT£

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Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David)

Contour Interval = 5'

LEGEND

Ø18" HDPE culvert (permanent)

Ø18" HDPE culvert (temporary)

Contractor use area

No Contractor access

NOTE

Shaded areas indicate assumed contours based on simplified USGS LiDAR data, which has not been independently field verified. They are shown only to provide visual reference, and to assist in estimating approximate quantities for bidding purposes; they are NOT to be used for further design or construction without prior field verification. Contractor shall obtain new topographic data and recreate plan(s) and profile(s) based on obtained data, adhering as closely as possible to the locations, alignments, grades, and stationing shown on this drawing.

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R ev is ed n ot e at t op o f dr aw in g an d m ov ed it t o to p ri gh t co rn er

AutoCAD SHX Text

ALWAYS THINK

AutoCAD SHX Text

SAFETY

NLowe Snapshot

7.5' 7.5'

2% 2%

6" ty p.

6" ty p.

)1.5:1

1.5:1

2.5'

1.5:1

1.5 :1

2.5' Existing grade (typ.)

7.5' 7.5'

2% 2%

2.5' Install T-post with decals every 50'.

1.5 :1

1.5:1 1.5:1 57.5'

2% min. (varies)

1.5:1

3'

EL

EV

A

TI

O N

1+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

2+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

3+00

0 10 20 300-10-20-30

EL

EV

A

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4+00

0 10 20 300-10-20-30

EL

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A

TI

O N

8+00

0 10 20 300-10-20-30

EL

EV

A

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7+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

6+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

5+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

11+00

0 10 20 300-10-20-30

EL

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A

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O N

10+00

0 10 20 300-10-20-30

EL

EV

A

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9+50

0 10 20 300-10-20-30

60007

EL

EV

A

TI

O N

9+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

14+50

0 10 20 300-10-20-30

(TEMPORARY)

60007

EL

EV

A

TI

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14+00

0 10 20 300-10-20-30

(TEMPORARY)

EL

EV

A

TI

O N

13+00

0 10 20 300-10-20-30

EL

EV

A

TI

O N

12+00

0 10 20 300-10-20-30

60007

EL

EV

A

TI

O N

15+00

0 10 20 300-10-20-30

(TEMPORARY)

EL

EV

A

TI

O N

16+00

0 10 20 300-10-20-30

(TEMPORARY)

EL

EV

A

TI

O N

17+00

0 10 20 300-10-20-30

(TEMPORARY)

60007

EL

EV

A

TI

O N

18+10.76

0 10 20 30 40 50 60 70 800-10-20-30-40-50-60-70-80

TURNAROUND

(TEMPORARY)

SECTIONS ALONG ROADWAY CENTERLINE

0 20' 40'10'

TYPICAL ROAD SECTION

Not to Scale - Approx. Sta. 0+00 TO 7+00

TYPICAL ROAD SECTION

Not to Scale - Approx. Sta. 7+00 TO 17+00

TURNAROUND SECTION

Not to Scale - Approx. Sta. 17+00 TO 18+75

REFERENCE DRAWINGS

Angostura Dam

Site Plan and Access Road Profile 454-600-60005 Access Road Culvert Details 454-600-60007

LEGEND

Gravel

Base course

Compacted backfill

Existing soil

SHEET

D

C

B

A

D

C

B

A

B U

R

EA

U O

F R

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LA

M

A

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D

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4-

0- T1

-M X -0

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LA

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ED

D A

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-0 7-

LA

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B Y

A A D

A M

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PI

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M

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S O

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B A S

IN

P R O

G R A M

C H

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EN

N E

D

IV

IS

IO

N

A N

G O

S

TU

R A D

A M

S

PI

LL

W

A Y

CONCRETE REPAIRS

ACCESS ROAD SECTIONS

AND DETAILS

BILLINGS, MT

454-600-60006

YYYY-MM-DD

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David)

NOTE

Station cross sections provided in this drawing are partially derived from assumed topography based on simplified USGS LiDAR data, which has not been independently field verified. They are shown here only to provide visual reference, and to assist in estimating approximate quantities for bidding purposes; they are NOT to be used for further design or construction without prior field verification. Contractor shall obtain new topographic data and recreate cross sections based on obtained data, adhering as closely as possible to the locations, alignments, grades, and stationing shown on Drawing 454-600-60005.

R

EV

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M od ifi ed

N ot e on

T yp ic al

R oa d S ec tio n

S ta

7+

-1

7+ r ig ht s ho ul de r.

/1

5/

Lo w e, N at ha n

PE

A dd ed n ot e be lo w S ec tio ns A lo ng

R oa dw ay

C en te rl in e

Ø18" I.D. HDPE pipe

(m in

Compacted backfill ditch block

See Note 1

1.0' cover (min.)

Miter inlet to match grade

2.0%

2' (min.)1.5:1

45° bend 22.5° bend El. 3070A

B

25° to 35°

1.5:1 (typ.)

6' (m in

Roadway ℄

See Note 1

2'

Roadway ℄

Ø18" I.D. HDPE pipe

1.0' cover (min.)

2' (min.)

1.5:1

2.0% (min.)A

4" m in

1.5:1

2.0' 1/2 Min.

trench width

4" m in

Ø18" I.D. HDPE pipe

Gravel surfacing

Base course bedding

Min. trench width

4" m in

Ø18" I.D. HDPE pipe

Initial backfill and manual compaction

Base course bedding

Final backfill and compaction

Backfill and compact embankment to top of pipe before trench excavation

REFERENCE DRAWINGS

Angostura Dam

Site Plan and Access Road Profile 454-600-60005 Access Road Sections and Details 454-600-60006

PERMANENT CULVERT CROSSING

60006

Not to Scale - Approx. Sta. 9+50 and 12+00

TEMPORARY CULVERT CROSSING

60006

Not to Scale - Approx. Sta. 14+50, and 17+00

BURIED CULVERT TRENCHA Not to Scale

EXPOSED CULVERT TRENCH AND SUPPORTB Not to Scale

NOTES

1. Reuse temporary HDPE culvert pipe materials as outlet downspouts for permanent culverts.

SHEET

D

C

B

A

D

C

B

A

B U

R

EA

U O

F R

EC

LA

M

A

TI

O N

U .S

D

EP

A R

TM

EN

T

O F

TH

E

IN

TE

R

IO

R

C A D

S

YS

TE

M

A ut oC A D

4.

2S

LM

S T

EC

H

C A D

F

IL

EN

A M

E

4-

0- T1

-M X -0

.D W

G

LA

S T

S A V

ED

D A

TE

-1 1-

LA

S T

S A V

ED

B Y

C W

A

LS

H

¦STATUS¦

PI

C K -S

LO

A N

M

IS

S O

U R I

B A S

IN

P R O

G R A M

C H

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EN

N E

D

IV

IS

IO

N

A N

G O

S

TU

R A D

A M

S

PI

LL

W

A Y

CONCRETE REPAIRS

ACCESS ROAD CULVERT

DETAILS

BILLINGS, MT

454-600-60007

YYYY-MM-DD

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

£TT£

£AT£

£AA£

£TA£

Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David) LEGEND Gravel

Base course

Compacted backfill

Existing soil

Ditch flow line

CULVERT GEOMETRY

NOTE: Culvert geometry listed below is partially derived from assumed topography based on simplified USGS LiDAR data, which has not been independently field verified. They are shown here only to assist in estimating approximate quantities for bidding purposes; they are NOT to be used for further design or construction without prior field verification.

Contractor shall obtain new topographic data and recreate culvert geometry based on obtained data, adhering as closely as possible to the locations, alignments, grades, and stationing shown on Drawing 454-600-60005.

# Feature Station Offset Invert Elevation

Inlet 9+50.00 -11.75 3094.33

Break 9+55.00

-3.19 3086.86 Temporary Outlet 25.73 3086.32 Downspout Outlet 65.87 3070.00

2*

Inlet 12+00.00 -12.30 3082.93 Break

12+01.75 -9.27 3080.28

Temporary Outlet 23.01 3079.75 Downspout Outlet 39.46 3070.00

3** Inlet

14+50.00 -16.61 3069.96

Outlet 23.01 3065.94

Inlet

17+00.00 -13.67 3067.70

Outlet 16.59 3066.01

* Relocate as necessary to intercept flow from adjacent spring.

** Relocate as necessary to intercept flow from ravine.

R

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¦R_DT¦ £RA£

/2 /2

N at ha n

Lo w e, P

E

A dd ed n ot e at t op o f cu lv er t ge om et ry t ab le

AutoCAD SHX Text

ALWAYS THINK

AutoCAD SHX Text

SAFETY

NLowe Snapshot

Pi er

Pi er

Pi er

Pi er

17-01 16-01 15-01 14-01 13-01 12-01

17-02 15-02 14-02 12-02

17-03 14-03 13-03 12-03

17-04 16-04 15-04 14-04 13-04 12-04

17-05 15-05 13-05 12-05

17-06 16-06 15-06 13-06 12-06

15-07 14-07 13-07 12-07

16-05

16-02

16-03

13-02

15-03

14-05

14-06

17-07 16-07

Match Line (60009)

Block 12Block 13Block 15Block 17 Block 16 Block 14

B

A

B

B

A

B D

B C

D

A

A

B

B

C

C D

E

F B

C

E

B

F B

A

B

BA

A B

B

A

C B

A

B

A

Right Wall Left Wall

A

A

CB

A

AB

A

A C

A B C

D

A B

A C

D

B

C

A C

B

E

A

A B

A

A

B

G

D

C

A B

C

D

A

C

A

B A C

B

A B C

Grind down old patch to match adjacent surface

Axis of Dam/Spillway Crest

B C

A

A

A

A

A

A

A

A

A

A

A

B

CrJ (typ.)

CJ (typ.)

A xi s of

D am

5'-0" Lifts (typ.)

108'±

El. 3064±

El. 3157.20

12'±

A

Fo r

In te rn al

U se

O nl y D ra ft

N ot F or D is tr ib ut io n

A

LW

A

YS

T H

IN

K

S A

FE

TY

SHEET

D

C

B

A

D

C

B

A

B U

R

EA

U O

F R

EC

LA

M

A

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U .S

D

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A R

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EN

T

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IN

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C A D

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A ut oC A D

4.

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F

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4-

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8-

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CONCRETE REPAIRS

LAYOUT - LIFTS 1 TO 7

BILLINGS, MT

454-600-60008

2022-07-08

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

£TT£

£AT£

£AA£

£TA£

Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David)

Technical Services Supervisor

0 10' 20'

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

12-01A 8.0 8.0000 0.15 12-01B 5.0 7.0000 0.09 12-01C 52.0 14.5000 0.96 12-02A 14.0 9.5000 0.26 12-02B 1.5 3.5000 0.03 12-03A 1.5 3.5000 0.03 12-03B 18.0 15.0000 0.33 12-04A 1.0 4.0000 0.02 12-04B 9.0 11.0000 0.17 12-04C 17.0 18.0000 0.31 12-05A 17.0 18.0000 0.31 12-05B 1.0 3.0000 0.02 12-06A 4.0 6.0000 0.07 12-06B 1.0 3.0000 0.02 12-07A 1.0 2.0000 0.02 13-01A 2.0 3.0000 0.04 13-01B 40.0 22.0000 0.74 13-01C 1.0 4.0000 0.02 13-01D 1.0 4.0000 0.02 13-01E 8.0 8.0000 0.15 13-01F 10.0 9.0000 0.19 13-01G 16.0 16.5000 0.30 13-02A 5.0 4.5000 0.09 13-02B 7.0 8.0000 0.13

13-02C 95.0 48.0000 1.76 13-02D 3.0 3.5000 0.06

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

13-02E 1.0 4.0000 0.02 13-02F 25.0 26.0000 0.46 13-03A 11.0 24.0000 0.20 13-03B 1.0 4.0000 0.02 13-03C 25.0 27.0000 0.46 13-04A 6.8 6.0000 0.13 13-04B 35.0 36.0000 0.65 13-05A 6.8 6.0000 0.13 13-05B 175.0 40.0000 3.24 13-06A 2.3 6.0000 0.04 13-06B 1.0 4.0000 0.02 13-06C 4.0 5.0000 0.07 13-07A 2.3 6.0000 0.04 13-07B 1.0 4.0000 0.02 13-07C 1.0 4.0000 0.02 13-07D 1.0 2.0000 0.02 14-01A 6.0 7.0000 0.11 14-01B 4.0 8.0000 0.07 14-01C 2.0 4.0000 0.04 14-01D 100.0 25.0000 1.85 14-02A 1.0 4.0000 0.02 14-02B 66.5 13.1917 1.23 14-03A 9.0 6.5000 0.17 14-04A 4.0 5.0000 0.07 14-04B 1.0 3.0000 0.02

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

14-04C 24.8 10.0000 0.46 14-05A 1.5 2.5000 0.03 14-05B 2.0 3.0000 0.04 14-05C 1.0 3.0000 0.02 14-05D 81.0 27.0000 1.50 14-05E 24.8 10.0000 0.46 14-06A 2.0 3.0000 0.04 14-06B 82.5 38.0000 1.53 14-06C 95.0 29.0000 1.76 14-07A 43.5 42.0000 0.81 14-07B 28.0 18.0000 0.52 15-01A 8.0 8.0000 0.15 15-01B 10.5 8.5000 0.19 15-02A 1.0 2.0000 0.02 15-02B 3.0 5.0000 0.06 15-02C 24.0 15.0000 0.44 15-03A 1.0 2.0000 0.02 15-03B 6.0 7.0000 0.11 15-03C 125.0 30.0000 2.31 15-03D 9.0 8.5000 0.17 15-04A 250.4 40.9608 4.64 15-04B 12.0 7.0000 0.22 15-05A 244.3 7.4040 4.52 15-05B 3.5 5.5000 0.06 15-05C 4.5 4.5000 0.08

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

15-05D 4.0 5.0000 0.07 15-06A 72.5 34.0000 1.34 15-06B 3.5 5.5000 0.06 15-06C 4.0 5.0000 0.07 16-01A 4.0 6.0000 0.07 16-01B 21.0 10.0000 0.39 16-02A 49.0 14.0000 0.91 16-02B 33.0 34.0000 0.61 16-02C 21.0 22.0000 0.39 16-03A 62.3 50.6063 1.15 16-03B 1.0 4.0000 0.02 16-03C 26.6 27.5955 0.49 16-04A 54.9 45.9216 1.02 16-05A 394.3 29.4404 7.30 16-06A 376.3 7.1000 6.97 16-07A 159.0 56.0000 2.94 16-07B 5.0 4.5000 0.09 17-02A 17.0 18.0000 0.31 17-03A 23.0 21.0000 0.43 17-04A 4.0 5.0000 0.07 17-05A 126.5 23.4404 2.34 17-06A 120.7 7.1000 2.24 17-07A 51.0 20.0000 0.94 17-07B 5.0 4.5000 0.09

TOTAL 3558 1333 66

REFERENCE DRAWINGS

Angostura Dam

Spillway - Plan and Sections 454-D-101 Spillway Crest and Piers - Reinforcement 454-D-104 Spillway Channel Excavation 454-D-161 Spillway Training Walls - El. 3093.75 to El. 3163.79 -

Elevation, Sections and Reinforcement 454-D-347 Angostura Dam Spillway

Concrete Repairs - Layout (Sheet 2 of 2) 454-600-60009 Concrete Repairs - Details 454-600-60010

LEGEND

NOTES

1. Layout is depicted as normal to spillway surface.

2. Dimensions of repair areas are based on photo and video documentation taken during a rope access examination conducted in 2019. Dimensions of repair areas will be field adjusted as needed by the Contracting Officer's Representative.

2. Existing surface reinforcement (where present) shall remain in place. Extents shown indicate limits of known surface reinforcement, based on Information Drawing 454-D-104, and consist of #6 longitudinal bars @ 24" o.c. and #6 transverse bars @ 12" or 24" o.c. Reinforcement shown on Information Drawing 454-D-347 is 2'-6" deep, and therefore is not shown. Other reinforcement may be present outside of limits shown, but none is documented.

3. All exposed concrete surfaces having slopes steeper than 1H:1V (between lift lines 5 and 18) shall be formed.

CONCRETE REPAIR LAYOUTA Lifts 1 through 7

SPILLWAY PROFILE

NOT TO SCALE

* Based on 6-inch depth

Existing Reinforcement (Not to Scale)

Existing Concrete

Concrete Replacement

R el ea se d

B BA

B

BA

AA C C

B

C

A B

17-10 16-10 15-10 14-10 13-10 12-10

17-11 16-11 15-11 14-11 13-11 12-11

17-12 16-12 15-12 14-12 13-12 12-12

17-13 16-13 15-13 13-13 12-13

17-14 16-14 15-14 13-14 12-14

17-15 16-15 15-15 14-15 13-15 12-15

17-16 16-16 14-16 13-16 12-16

17-17 16-17 15-17 14-17 13-17 12-17

17-08 16-08 15-08 14-08 13-08 12-08

Right Wall Left Wall

A

A

B

A

A

A B

D E

F B

DC

B

C

DB

B C

E A

A

B

C

A B

A

C D

A

C

C

B C

B

BA

A

B

C

B C D

E

C F

B

A

A

A

BA C

A B

C E D

A B

A B

B

A

C

B C

A

B C

A B

B

17-18 16-18 15-18 14-18 13-18 12-18

Approx. (10) 12"x12" repairs

A A

A A

A

A

A

A

A

A

A

A

A

B

A

A

AA

A

B

A

A

A

A B

DC

14-13

AApprox. (20) 12"x12" repairs

15-16

A

A

BCA

B D B

AA

B

CA

B

17-09 16-09 15-09 14-09 12-09

Block Joints (typ.)

Lift Lines (typ.)

Gallery Sump Pump Discharge Outlet

A

A

Match Line (60008)

14-14

13-09

A xi s of

D am

5'-0" Lifts (typ.)

108'±

El. 3064±

El. 3157.20

12'±

A

Fo r

In te rn al

U se

O nl y D

F or D is tr ib ut io n

A

LW

A

YS

T H

IN

K

S A

FE

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SHEET

D

C

B

A

D

C

B

A

B U

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CONCRETE REPAIRS

LAYOUT - LIFTS 8 TO 18

BILLINGS, MT

454-600-60009

2022-07-08

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

£TT£

£AT£

£AA£

£TA£

Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David)

Technical Services Supervisor

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

12-08A 1.0 2.0 0.02 12-09A 1.0 2.0 0.02 12-09B 2.3 6.0 0.04 12-10A 1.0 2.0 0.02 12-11A 3.0 5.0 0.06 12-12A 1.0 3.0 0.02 12-14A 4.0 5.0 0.07 12-14B 3.0 5.0 0.06 12-15A 15.0 6.0 0.28 13-08A 2.0 3.0 0.04 13-08B 1.0 3.0 0.02 13-08C 1.0 2.0 0.02 13-09A 2.0 3.0 0.04 13-09B 1.0 2.0 0.02 13-10A 28.0 15.0 0.52 13-10B 5.5 6.5 0.10 13-10C 1.0 2.0 0.02 13-11A 2.0 4.0 0.04 13-11B 9.0 11.0 0.17 13-11C 5.5 6.5 0.10 13-12A 9.0 11.0 0.17 13-13A 1.5 2.5 0.03 13-14A 1.5 2.5 0.03 13-14B 1.0 2.0 0.02 13-14C 2.5 3.5 0.05 13-15A 1.0 2.0 0.02 13-15B 125.2 26.6 2.32 13-16A 13.0 15.0 0.24 13-17A 1.0 4.0 0.02 13-17B 1.0 2.0 0.02 13-18A 7.5 6.5 0.14 14-08A 1.5 2.5 0.03 14-08B 1.5 3.5 0.03

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

14-08C 1.0 2.0 0.02 14-09A 87.3 19.0 1.62 14-09B 3.8 5.5 0.07 14-09C 3.0 5.0 0.06 14-09D 9.7 7.0 0.18 14-10A 11.0 13.0 0.20 14-10B 3.0 7.0 0.06 14-11A 1.0 4.0 0.02 14-12A 2.3 6.0 0.04 14-12B 4.0 8.0 0.07 14-12C 1.0 2.0 0.02 14-13A 15.0 8.5 0.28 14-13B 57.0 25.0 1.06 14-13C 1.5 2.5 0.03 14-14A 36.6 6.1 0.68 14-14B 3.0 5.0 0.06 14-14C 67.5 35.0 1.25 14-14D 3.5 4.5 0.06 14-14E 1.5 2.5 0.03 14-15A 36.6 6.1 0.68 14-15B 3.0 5.0 0.06 14-15C 10.5 6.5 0.19 14-16A 3.0 3.5 0.06 14-16B 1.0 4.0 0.02 14-16C 1.0 4.0 0.02 14-17A 1.0 4.0 0.02 14-17B 97.7 28.2 1.81 14-18A 2.0 4.0 0.04 14-18B 9.0 9.0 0.17 14-18C 16.0 12.0 0.30 14-18D 4.0 6.0 0.07 15-08A 1.5 2.5 0.03 15-08B 1.5 2.5 0.03

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

15-09A 1.5 2.5 0.03 15-09B 1.5 2.5 0.03 15-09C 2.5 3.5 0.05 15-10A 1.5 2.5 0.03 15-11A 1.0 2.0 0.02 15-11B 6.0 8.0 0.11 15-12A 3.0 4.0 0.06 15-12B 6.0 8.0 0.11 15-12C 1.0 3.0 0.02 15-13A 20.0 80.0 0.37 15-13B 73.2 17.1 1.36 15-14A 73.2 6.1 1.36 15-15A 73.2 6.1 1.36 15-16A 8.0 12.0 0.15 15-16B 97.7 10.1 1.81 15-17A 1.0 4.0 0.02 16-08A 5.0 4.5 0.09 16-08B 1.5 2.5 0.03 16-09A 1.5 2.5 0.03 16-09B 1.5 2.5 0.03 16-10A 10.0 40.0 0.19 16-10B 1.0 4.0 0.02 16-10C 1.5 2.5 0.03 16-11A 1.0 4.0 0.02 16-11B 1.5 2.5 0.03 16-11C 1.0 3.0 0.02 16-11D 1.0 3.0 0.02 16-11E 1.0 3.0 0.02 16-11F 1.0 2.0 0.02 16-12A 1.5 2.5 0.03 16-12B 1.0 4.0 0.02 16-12C 1.0 3.0 0.02 16-12D 1.0 3.0 0.02

Location Area

(SF)

Sawcut Length (LF)

Concrete Volume (CY)*

16-12E 1.0 3.0 0.02 16-12F 3.0 4.0 0.06 16-13A 1.0 3.0 0.02 16-13B 1.0 3.0 0.02 16-13C 4.0 6.0 0.07 16-13D 9.0 9.0 0.17 16-14A 1.0 3.0 0.02 16-14B 1.0 3.0 0.02 16-14C 4.0 6.0 0.07 16-14D 12.0 10.0 0.22 16-15A 1.0 2.0 0.02 16-15B 1.0 4.0 0.02 16-16A 4.0 5.0 0.07 16-16B 9.0 9.0 0.17 16-16C 1.0 4.0 0.02 16-16D 1.0 4.0 0.02 16-16E 2.3 3.0 0.04 16-17A 141.2 32.3 2.62 16-18A 27.5 16.7 0.51 16-18B 1.5 5.0 0.03 16-18C 3.0 7.0 0.06 17-08A 5.0 4.5 0.09 17-10A 6.5 8.5 0.12 17-11A 6.5 8.5 0.12 17-11B 1.8 2.8 0.03 17-12A 1.8 2.8 0.03 17-15A 3.0 3.5 0.06 17-16A 3.0 8.0 0.06 17-16B 1.0 4.0 0.02 17-16C 4.0 5.0 0.07 17-17A 1.0 4.0 0.02 17-18A 6.8 7.5 0.13

TOTAL 1430 903 26

REFERENCE DRAWINGS

Angostura Dam

Spillway - Plan and Sections 454-D-101 Spillway Crest and Piers - Reinforcement 454-D-104 Spillway Channel Excavation 454-D-161 Spillway Training Walls - El. 3093.75 to El. 3163.79 -

Elevation, Sections and Reinforcement 454-D-347 Angostura Dam Spillway

Concrete Repairs - Layout (Sheet 1 of 2) 454-600-60008 Concrete Repairs - Details 454-600-60010

* Based on 6-inch depth

0 10' 20'

CONCRETE REPAIR LAYOUTB Lifts 8 through 18

LEGEND

NOTES

1. Layout is depicted as normal to spillway surface.

2. Dimensions of repair areas are based on photo and video documentation taken during a rope access examination conducted in 2019. Dimensions of repair areas will be field adjusted as needed by the Contracting Officer's Representative.

2. Existing surface reinforcement (where present) shall remain in place. Extents shown indicate limits of known surface reinforcement, based on Information Drawing 454-D-104, and consist of #6 longitudinal bars @ 24" o.c. and #6 transverse bars @ 12" or 24" o.c. Reinforcement shown on Information Drawing 454-D-347 is 2'-6" deep, and therefore is not shown. Other reinforcement may be present outside of limits shown, but none is documented.

3. All exposed concrete surfaces having slopes steeper than 1H:1V (between lift lines 5 and 18) shall be formed.

SPILLWAY PROFILE

NOT TO SCALE

Existing Concrete

Concrete Replacement

R el ea se

C

C

DE F

Ct.JCt.J

See Note 5

See Note 5

Existing reinforcement (see Note 1)

#5 Rebar (see Notes 7-8)

#5 Epoxy grouted anchor bars (see Notes 6-7)

Limits of damaged concrete Saw cut (see Notes 2-3)

Core 2"Ø holes at corners (see Notes 2-3)

No kerfs allowed beyond tangents of corner cores2" min.

9" max.

90° to 270°

1'-0" o.c. e.w.

See Note 4

2" clr.

See Note 3

See Note 6

Existing concrete

Slope varies

Original/restored concrete surface

(see Notes 10-11)

#5 Rebar & epoxy-grouted anchor bars

(see Notes 6-8)

Existing reinforcement (see Note 1)

Existing surface See Note 9

26° to 55°

2" clr. 2Ct.J

Saw cut

Saw cut

See Note 5

See Notes 6-8

C C r.

J C r.

J

Existing reinforcement (see Note 1)

Core 2"Ø holes at corners (see Notes 2-3)

No kerfs allowed beyond tangents of corner cores

2" min. / 9" max.

90° to 270°

See Note 5

#5 Rebar (see Notes 7-8)G

#5 Epoxy grouted anchor bars (see Notes 6-7)

Limits of damaged concrete

Saw cut (see Notes 2-3)

1'-0" o.c. e.w.

2" clr.

26° to 55°

Ct.J

Saw cut

See Notes 6-8

See Note 5

Coat joint with bond breaker

26° to 55°

2" clr. (typ.)

Saw cut

See Notes 6-8

Saw cut

See Notes 6-8

Ct.J

Coat joint with bond breaker

C

C

90° to 270° 2" min. / 9" max.

Core 2"Ø holes at corners (see Notes 2-3)

Existing reinforcement (see Note 1)

Saw cut (see Notes 2-3)

Limits of damaged concrete

#5 Rebar (see Notes 7-8)

No kerfs allowed beyond tangents of corner cores

#5 Epoxy grouted anchor bars (see Notes 6-7)

1'-0" o.c. e.w.

2" clr.

See Note 12

Cr.J

See Notes 6-8

Saw cut

Coat joint with bond breaker

See Note 5

85° to 90° See Note 2

Saw cut

Existing concrete (reinforcement not shown)

Removed/replaced concrete

℄ Ø2" Core at corner Original/restored concrete surface

1/2" 3/4"

3/8"

Reinforcement not shown

New surface

Coat new joint with bond breaker

Slope replacement concrete/ grind existing concrete from the back of the repair to the sawcut/corner

Extend new slope to edge of concrete repair

Original Ct.J

Original surface

See Note 12

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CONCRETE REPAIRS

SECTIONS AND DETAILS

BILLINGS, MT

454-600-60010

2022-07-08

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

£TT£

£AT£

£AA£

£TA£

Lowe, Nathan J

Lowe, Nathan J

Albright, Dustin S

Lowe, Nathan J P.E.

Skinner, Norris (David)

Technical Services Supervisor

NOTES

1. Preserve or replace existing reinforcement (where present) per Specifications, and supplement as needed with new reinforcement to meet spacing requirements shown.

2. Depth of existing reinforcement (where present) is not well-documented but is assumed to be 2 inches. Saw cut and drill cores around repair perimeters to a maximum depth of 1-1/2 inches regardless of repair location.

3. Where existing reinforcement is exposed by concrete removal, adjust location of repair edge as necessary to provide a minimum clear distance of 1.5 times the new concrete's maximum aggregate size behind existing reinforcement.

4. Remove concrete to a depth of (a) 6 inches from the existing surface, OR (b) 1.5 times the maximum aggregate size of new concrete below existing reinforcement (where present), OR (c) to sound concrete as determined by COR, whichever is greater.

5. Where repair areas do not extend across existing construction joints (Ct.J) and contraction joints (Cr.J), remove concrete within 2 inches of joints by sawcutting and grinding only.

6. Epoxy grout anchor bars to a depth of 18 inches into existing concrete at an approximate angle of 10 degrees from joints and exposed surfaces.

7. Do not extend new reinforcement (including anchor bars) across existing joints.

8. Lap new reinforcement as needed to facilitate installation. Minimum lap splice length =

10 inches.

9. Clean and dry existing concrete prior to installing replacement concrete.

10. Form all new concrete surfaces having slopes steeper than 1H:1V (i.e. between lift lines 5 and 18, inclusive).

11. Finish new concrete to provide a smooth, even surface and a flush interface with the existing concrete. Unless otherwise noted, match original lines and grades.

12. Round edges of new concrete to a 1/2-inch radius.

REFERENCE DRAWINGS

Angostura Dam Spillway

Concrete Repair Layout (Sheet 1 of 2) 454-600-60008 Concrete Repair Layout (Sheet 2 of 2) 454-600-60009

General Notes for Concrete Outline and Reinforcement 40-D-60003 Minimum Requirements for Detailing Reinforcement 40-D-60004

TYPICAL REPAIR

Plan View - Not to Scale

TYPICAL REPAIRC Section/Profile View - Not to Scale

TYPICAL REPAIR EDGE1 Section/Profile View - Not to Scale

CONSTRUCTION JOINT EDGE2 Profile View - Not to Scale

CONSTRUCTION JOINT REPAIR

Plan View - Not to Scale

CONTRACTION JOINT REPAIR

Plan View - Not to Scale

CONSTRUCTION JOINT REPAIRE Profile View (Above Joint Only) - Not to Scale

CONSTRUCTION JOINT REPAIRF Profile View (Below Joint Only) - Not to Scale

CONSTRUCTION JOINT REPAIRD Profile View (Both Sides of Joint) - Not to Scale

CONTRACTION JOINT REPAIRG Section View - Not to Scale

LEGEND

Existing Concrete

Existing Reinforcement (where present)

Damaged Concrete

Removal by saw cutting/grinding only

New Concrete

New reinforcement

R el ea se

SURVEY CONTROL POINT TABLE - STATE PLANE COORDINATES

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

POINT

NO.

POINT NAME

BC AP1

BC BOR CAP D

BM BRASS PIN

BC BOR

BM J430 1985

BC USGS

STATE PLANE

NORTHING (USSF)

386,104.60

383,754.60

383,376.47

384,637.49

403,645.50

384,422.36

STATE PLANE

EASTING (USSF)

1,144,610.86

1,143,165.27

1,143,202.14

1,143,375.83

1,154,113.22

1,143,114.96

LOCAL PROJECT

ELEVATION (USSF)

3,150.61

3,142.63

3,207.65

3,146.26

3,201.71

3,079.97

LATITUDE (NORTH)

N43°21'01.87915"

N43°20'38.15052"

N43°20'34.43177"

N43°20'46.94278"

N43°23'58.49935"

N43°20'44.72305"

LONGITUDE (WEST)

W103°25'54.02632"

W103°26'12.39072"

W103°26'11.70084"

W103°26'09.98934"

W103°23'54.25809"

W103°26'13.40872"

SDSPCS NORTHING

(METERS)

117,684.917

116,968.636

116,853.381

117,237.742

123,031.395

117,172.169

SDSPCS EASTING

(METERS)

348,878.089

348,437.471

348,448.711

348,501.650

351,774.412

348,422.137

NOTE: Control points 1 and 1001 are not within the limits of this drawing.

LOCAL PROJECT

NORTHING (USSF)

LOCAL PROJECT

EASTING (USSF)

86,194.02

83,843.47

83,465.25

84,726.57

103,738.98

84,511.39 143,379.69

154,380.50

143,640.62

143,466.90

143,430.01

144,875.94

LOCAL PROJECT

COORDINATES

COORDINATES ARE STATE PLANE - UNITS: U.S. SURVEY FEET (USSF)

HORIZONTAL REFERENCE FRAME: SOUTH DAKOTA STATE PLANE COORDINATES, SOUTH ZONE, NAD83 (2011), (Epoch 2010) Projection: South Dakota South Zone NAD83 (4002 ND S) Projection Type: Lambert Two

VERTICAL REFERENCE FRAME: ANGOSTURA DAM LOCAL based on Pt. No. 3, Elev. 3207.65-USSF Pt. No. 3 (BM BRASS PIN) Local Ellipsoid: UNKNOWN Geoid Model: UNKNOWN NAVD88 Elevation: 3,209.398-USSF

BASIS OF BEARINGS: Grid North, South Dakota South Zone, State Plane Coordinate System (4002 SD S), NAD 83.

COORDINATES used in this drawing are state plane and the units are U.S. Survey Feet (one U.S.