Solicitation_No_140R6021R0027_File_4_(52_00_00_Drawings).pdf

PDF 26 MB Posted Jul 14, 2021

Attached to: Glen Elder Dam Spillway Chute Replacement Federal contract opportunity
Solicitation number: 140R6021R0027
Issued by: Department of the Interior Bureau of Reclamation

About this file

Written by GovTribe AI · Dec 27, 2023

This document provides details for a federal solicitation to replace the spillway chute at Glen Elder Dam. The solicitation number is 140R6021R0027 issued by the Department of the Interior Bureau of Reclamation for replacement of the spillway chute at the Glen Elder Unit of the Solomon Division within the Pick-Sloan Missouri Basin Program in Kansas. Interested parties are sought to provide construction services for replacement of the existing spillway chute infrastructure to ensure continued safe operation of the dam. The solicitation documents include drawings related to the project. The response deadline, award date, and other standard federal contracting terms are not specified in this particular file.

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Other files for this federal contract opportunity

Other files attached to Glen Elder Dam Spillway Chute Replacement, newest first.
File	Type	Posted
140R6021R0027_-_Amendment_No__0003_0003.pdf	PDF	Aug 14, 2021
Sol_140R6021R0027_Amd_0003.pdf	PDF	Aug 14, 2021
Sol_140R6021R0027_Amd_0002.pdf	PDF	Aug 4, 2021
Amendment_0002_0002.pdf	PDF	Aug 4, 2021
Amendment_001_0001.pdf	PDF	Aug 2, 2021
Sol_140R6021R0027_Amd_0001.pdf	PDF	Aug 2, 2021
Solicitation_No_140R6021R0027_File_3_(51_00_50_Concrete_Core_Report).pdf	PDF	Jul 14, 2021
Solicitation_No_140R6021R0027_File_1.pdf	PDF	Jul 14, 2021
Sol_140R6021R0027.pdf	PDF	Jul 14, 2021
Solicitation_No_140R6021R0027_File_5_(53_20_00_Geologic_Logs).pdf	PDF	Jul 14, 2021
Solicitation_No_140R6021R0027_File_2_(51_00_40_Construction_Photos).pdf	PDF	Jul 14, 2021

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Stockton

NEBRASKA

KANSAS

Hays

WACONDA LAKE, and

GLEN ELDER DAM

Salina

Glen Elder

Beloit

Osborne

GLEN

ELDER

DAM

Waconda Lake

Cawker City

Waconda Lake

Glen Elder Dam Road

G le n La ne

H Road Gene Trail

Glen Elder Dam Road

Spillway

SolomonMill St

Glen Elder

River

Glen Elder Dam Road

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER - Waterways and Concrete Dams Group 3

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

LAR M TA IOCE N

C A D

A ut oC A D

S T

C A D

A M

E G

A P

A N

D L

U T.

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-09

0 2000'1000'

0 4 mi 8 mi

0 20 mi 40 mi

Stephen Latham, P.E.

Adam Toothman, P.E.

Stephen Latham, P.E.

N113061.37 E223776.39 El.1483.88

BRASS CAP BOR 115 US

N113065.60 E223871.31 El.1487.18

BRASS CAP MAST 20 US

N113067.39 E223911.31 El.1487.72

BRASS CAP MAST 20.0 DS

N112858.71 E224730.64 El.1486.432

BRASS CAP SOUTHMASTER 1486.432

N112845.75 E224846.02 El.1483.52

BRASS CAP S TAN 20

N112929.09 E224779.59 El.1482.82

BM BOR

N112534.90 E224333.66 El.1498.36

BM USDOI

N113881.58 E224469.58 El.1481.67

BRASS CAP MAST S. TAN

N113861.09 E224434.66 El.1482.25

BRASS CAP MAST S TAN

N113815.71 E225014.53 El.1408.24

BRASS CAP LT WALL 321.5

45 14

1410 14151420 14251430 14351440 14451450 14551460

14701475

1415 1420

1425 1430 1435 1440

1445 1450 1455 1460

H Road

Glen Elder Dam Road

Gene Trail Road

Glen Elder Dam Road

Bridge Deck

Mill Street Harold Trail

Waconda Lake

SURVEY CONTROL POINT TABLE

POINT

CODE

BC BOR 115 US

BC MAST 20 US

BC MAST 20.0 DS

BC SOUTHMASTER 1486.432

BC S TAN 20 DS

BM BOR

BC MAST 105 DS

BM 20 DS

BC MAIN TAN 20 US

BM USDOI

BC RT WALL 321.5

BC 105 DS

BC MAST S TAN 20 DS

BC MAST S TAN 20 US

BC LT WALL 321.5

BC USDOI RES BDRY RM 32.5

BM NORTH MASTER 1502.134

GRID NORTHING

(METER)

125 888.563

125 889.853

125 890.399

125 826.797

125 822.848

125 848.248

125 449.752

125 412.238

125 411.710

125 410.099

125 522.536

125 728.111

125 922.545

125 922.567

129 954.915

126 138.538

126 132.293

126 118.462

129 802.240

129 930.616

GRID EASTING

(METER)

372 969.882

372 998.814

373 011.002

373 260.711

373 295.875

373 275.629

373 056.210

373 031.881

373 019.708

373 151.910

373 139.691

373 139.723

373 520.653

373 682.013

372 859.451

373 181.147

373 170.505

373 347.231

373 051.468

373 020.586

LONGITUDE (NORTH)

W98°18'50.82387"

W98°18'49.61369"

W98°18'49.10385"

W98°18'38.64807"

W98°18'37.17639"

W98°18'38.02706"

W98°18'47.14883"

W98°18'48.16117"

W98°18'48.67032"

W98°18'43.13971"

W98°18'43.66707"

W98°18'43.69537"

W98°18'27.78699"

W98°18'21.03640"

W98°18'56.03659"

W98°18'42.02150"

W98°18'42.46586"

W98°18'35.07025"

W98°18'47.97719"

W98°18'49.28844"

LATITUDE (WEST)

N39°28'00.88662"

N39°28'00.93170"

N39°28'00.95077"

N39°27'58.91633"

N39°27'58.79217"

N39°27'59.61354"

N39°27'46.66730"

N39°27'45.44815"

N39°27'45.42966"

N39°27'45.39221"

N39°27'49.03675"

N39°27'55.70280"

N39°28'02.04985"

N39°28'02.06830"

N39°30'12.73026"

N39°28'09.01604"

N39°28'08.81235"

N39°28'08.38353"

N39°30'07.80124"

N39°30'11.96048"

LOCAL NORTHING

(USFt.)

113,061.37

113,065.60

113,067.39

112,858.71

112,845.75

112,929.09

111,621.56

111,498.47

111,496.74

111,491.45

111,860.37

112,534.90

113,172.87

113,172.94

126,403.75

113,881.58

113,861.09

113,815.71

125,902.80

126,324.02

LOCAL EASTING

(USFt.)

223,776.39

223,871.31

223,911.31

224,730.64

224,846.02

224,779.59

224,059.64

223,979.81

223,939.87

224,373.65

224,333.56

224,333.66

225,583.56

226,113.01

223,414.04

224,469.58

224,434.66

225,014.53

224,044.08

223,942.75

ELEVATION

(USFt.)

1,483.88

1,487.18

1,487.72

1,486.432

1,483.52

1,482.82

1,499.41

1,499.54

1,499.22

1,497.76

1,500.61

1,498.36

1,450.99

1,431.78

1,493.74

1,481.67

1,482.25

1,408.24

1,504.80

1,502.11

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

RROBERTSON

CWALSH

RROBERTSON

Bickerstaff, William W P.E.

Freetly, John F Supervisory Civil 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

M O

N D

2020 SURVEY CONTROL

BILLINGS, MT

495-600-60031

2020-10-01

1Au to

R el

. 2 3.

_L O

D W

1, 8:

0 150' 300'

* Points 7, 8, 9, 10, 11, 13, 14, 15, 19 and 20 are not shown on drawing.

R el ea se d

AutoCAD SHX Text 2020 SURVEYOR'S REPORT COORDINATES ARE LOCAL - UNITS: U.S. SURVEY FEET HORIZONTAL REFERENCE FRAME: KANSAS NORTH ZONE NAD83 (2011), (Epoch 2010) KANSAS NORTH ZONE NAD83 (2011), (Epoch 2010) Local Ellipsoid: GRS 1980 Projection: Kansas North Zone NAD83 (1501 KS N) Projection Type: Lambert Two Geoid Model: Geoid12B VERTICAL REFERENCE FRAME: Glen Elder Dam (Local) based on SOUTH MASTER Benchmark, Elev. 1,486.432 ft. Glen Elder Dam (Local) based on SOUTH MASTER Benchmark, Elev. 1,486.432 ft. Pt. No. 4 (SOUTH MASTER) Local Ellipsoid: GRS 1980 Geoid Model: Geoid12B BASIS OF BEARINGS: Grid North, Kansas North Zone State Plane Coordinate System (1501 KS N), NAD83. : Grid North, Kansas North Zone State Plane Coordinate System (1501 KS N), NAD83. PROJECT COORDINATES used in this drawing are local and the units are U.S. Survey Feet (one U.S. Survey Foot = 12/39.37 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 Kansas North Zone State Plane Coordinates (KSNSPC) in meters, add 300,000 feet to the Northings and add 1,000,000 feet to the Eastings; multiply the resulting coordinates by the Ground Scale Factor of 0.999898376739, then multiply by 12/39.37 for KSNSPC in meters. Bureau of Reclamation employees Mr. Ron Robertson from the Missouri Basin Regional Office and Mr. Wesley Burkert from the Nebraska-Kansas Area Office conducted a real-time kinematic (RTK) survey May 18-22, 2020. For this survey, Mr. Robertson and Mr. Burkert captured field survey data utilizing a combination of three Leica Viva GS15.R2 GNSS sensors. Mr. Robertson submitted a RINEX file with 24-hours of static data (5-second intervals) to National Geodetic Survey's Online Positioning User System (OPUS). Utilizing a precise ephemeris, OPUS returned a solution with the latitude, longitude, and orthometric height for Bureau of Reclamation control point "BC BOR 115 US" (Pt. No. 1). Mr. Robertson post processed the real-time kinematic (RTK) observations utilizing Leica Infinity ver. 3.3.2 (Build 33504) software. The 2020 project vertical control is referenced to a Bureau of Reclamation benchmark "BC SOUTHMASTER 1486.432" (a 3- 12inch diameter brass cap) using RTK GNSS control quality measurements. The brass cap (Pt. No. 4) is stamped "DEPARTMENT OF INTERIOR BUREAU OF RECLAMATION 1486.432 SOUTH MASTER". The brass cap is set in a concrete post 358-ft. downstream of Glen Elder Dam, 49-ft. north of Gene Trail Road and 315-ft. south of Glen Elder Dam spillway. To convert to NAVD 88 elevations (based on GEOID12B), add 0.5035 feet to the Glen Elder Dam Local Project elevations. Elevations for points 2 through 20 were established by averaging 1,000-RTK observations on each point.

Site use area

H Rd

Site use area

Borrow area R, see Note 4

Rural water line, see Note 7

Little Walnut Creek

Overhead power line, see Note 8

Sediment disposal area, see Note 10

Borrow area

Existing access road and ramp may be improved and utilized for access

Optional access ramp, see Note 4

Cofferdam, see Note 6

Stilling basin area, see Note 2

Downstre am channel

Upstream channel

Waconda Lake

G len Elder D am Rd

G len Ln

Harold Trail

Glen Trail

℄ Spillway

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

T H

S A

B U

U O

F R

O N

U .S

A R

O F

Managing

LAR M TA IOCE N

W in theWa estter

C A D

A ut oC A D

S T

C A D

A M

5- D

-6

-R

D -1

.D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

C S

N D

C K -S

A N

S O

U R I

B A S

P R O

G R A M

S O

O N

N E

D A M

A Y

C H

GENERAL PLAN AND

CONTRACTOR USE

AREAS

DENVER, CO

495-D-60003

2021-03-16

GENERAL PLAN

NOTES

1. The concrete batch plant may be located anywhere within the site use areas.

2. If working platform is utilized by Contractor, working platform can be constructed in stilling basin area. Stilling basin area must be restored in accordance with the specifications.

3. Haul routes and access roads may be constructed within the site use areas. The site use areas must be restored in accordance with the specifications.

4. Borrow area R may only be used to provide fill for the optional access ramp into the spillway. The optional access ramp shall exist of fill only and shall not be cut into the existing channel side slope.

5. All existing features, facilities, and instrumentation within the site use area shall be protected.

6. The cofferdam may be located anywhere within the downstream channel, outside the limits of the stilling basin, and within the site use area.

7. A buried rural water line is located near the discharge point of Little Walnut Creek into the spillway channel. Locate and protect water line in accordance with the specifications.

8. Overhead power line may be relocated in accordance with specifications.

9. Not all utilities are shown. Locate all utilities prior to excavation in accordance with the specifications.

10. Location of sediment disposal area and requirements for construction and restoration shall be verified and approved by COR.

11. Culverts, silt fencing, and control of surface drainage is the responsibility of the Contractor and shall be placed in accordance with the specifications.

0 400'200'

LEGEND

Borrow area

Sediment disposal area

Site use area

Power line

Reclamation local survey topography

USGS topography, feet msl

R el ea se d

LAR M TA IOCE NLAR M TA IOCE N

T H

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SHEET

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A R

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A ut oC A D

0s C A D

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5- D

-6

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S T

S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 30 60'30'

Stephen Latham, P.E.

LAR M TA IOCE N

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

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D A

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S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 10' 20'

2' 4'1'0

Stephen Latham, P.E.

T H

S A

SHEET

B U

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F R

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A ut oC A D

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5- D

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D A

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S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 10' 20'

2' 4'1'0 2' 4'1'0

Stephen Latham, P.E.

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

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S A V

D A

-0 3-

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S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

H J 2' 4' 8'04' 8' 16'0

K 2' 4' 8'0

2' 4' 8'0

2' 4'1'0

Stephen Latham, P.E.

2' 4'1'0

T H

S A

SHEET

B U

U O

F R

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U .S

A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

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S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 10' 20'

2' 4' 8'0 2' 4' 8'0

2' 4'1'0

Stephen Latham, P.E.

T H

S A

SHEET

B U

U O

F R

O N

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C A D

A ut oC A D

0s C A D

A M

5- D

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D A

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S A V

B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

2' 4' 8'0

L 2' 4'1'02' 4'1'0

N P

2' 4'1'0

Stephen Latham, P.E.

Adam Toothman, P.E.

2' 4'1'0 2' 4'1'0

T H

S A

SHEET

B U

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F R

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B Y

M S A L

2021-03-09

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

2' 4'1'0

Stephen Latham, P.E.

Adam Toothman, P.E.

2' 4' 8'0

T H

S A

SHEET

B U

U O

F R

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A R

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C A D

A ut oC A D

0s C A D

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B Y

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2021-03-09

8' 16' 32'0

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Jason Schneider, P.E.

Adam Toothman, P.E.

Spillway Crest, Concrete Repair Areas

Jason Schneider, P.E.

T H

S A

SHEET

B U

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A ut oC A D

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2021-03-09

(NOT TO SCALE)

1 (NOT TO SCALE)(NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Jason Schneider, P.E.

Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

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C A D

A ut oC A D

0s C A D

A M

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D A

-0 3-

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B Y

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2021-03-09

F G

0 10' 20' D

0 10' 20'

Left wall shown. Right wall similar but opposite hand

Left wall vertical repairs. Right wall similar, but opposite hand.

0 5' 10'

0 5' 10' 0 5' 10'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

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C A D

A ut oC A D

0s C A D

A M

5- D

-6

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2021-03-09

0 10' 20'

L 0 5' 10'

M,N 0 5' 10'

0 10' 20'

(Sections similar)

Left wall shown. Right wall similar, but opposite hand.

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Jason Schneider, P.E.

Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

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U .S

A R

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A ut oC A D

0s C A D

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2021-03-09

(NOT TO SCALE)

AA (NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Jason Schneider, P.E.

Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

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5- D

-6

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S A V

D A

-0 3-

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S A V

B Y

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2021-03-09

Left wall shown. Right wall similar, but opposite hand

0 10' 20'

U Left wall shown, right wall similar, but opposite hand.

P (NOT TO SCALE)

R (NOT TO SCALE)

S (NOT TO SCALE)

T (NOT TO SCALE)

0 10' 20'

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Waterways and Concrete Dams Group 3

Jason Schneider, P.E.

Adam Toothman, P.E.

X (NOT TO SCALE)

V (NOT TO SCALE)

W (NOT TO SCALE)

0 20' 40'10'

Y (NOT TO SCALE)

Z (NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Sam Waers

Jason Schneider

Adam Toothman, P.E.

LAR M TA IOCE N

T H

S A

SHEET

B U

U O

F R

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U .S

A R

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A ut oC A D

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S W

2021-03-09

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

O N

C R

W G

S T

S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2019-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 20' 40'10'

Stephen Latham, P.E.

NOT TO SCALE

T H

S A

SHEET

B U

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F R

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A ut oC A D

0s C A D

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-6

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S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 10' 20'

2' 4'1'0

2' 4' 8'0

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

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5- D

-6

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S T

S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

0 10' 20'

NOT TO SCALE

Stephen Latham, P.E.

K L2' 4'1'0 2' 4'1'0

T H

S A

SHEET

B U

U O

F R

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A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

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C R

W G

S T

S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

2' 4'1'0

Stephen Latham, P.E.

Adam Toothman, P.E.

0 10' 20'

T H

S A

SHEET

B U

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F R

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C A D

A ut oC A D

0s C A D

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5- D

-6

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W G

S T

S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

Stephen Latham, P.E.

Adam Toothman, P.E.

0 10' 20'

T H

S A

SHEET

B U

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F R

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A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

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S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

Stephen Latham, P.E.

Adam Toothman, P.E.

2' 4' 8'0 2' 4' 8'0

T H

S A

SHEET

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S A V

D A

-0 3-

S T

S A V

B Y

M S A L

2021-03-23

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

Ajanma Lamsal

Stephen Latham

Waterways and Concrete Dams Group 3

R S

Stephen Latham, P.E.

Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

O N

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A R

O F

C A D

A ut oC A D

0s C A D

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5- D

-6

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D W

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D A

-0 3-

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B Y

S W

2021-03-26

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

Jonathan East

Jason Schneider, P.E.Jason Schneider, P.E.

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

Jonathan East

Waterways and Concrete Dams Group 3 Adam Toothman, P.E.Adam Toothman, P.E.

T H

S A

SHEET

B U

U O

F R

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A R

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C A D

A ut oC A D

0s C A D

A M

5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

Jonathan East

Waterways and Concrete Dams Group 3

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

(NOT TO SCALE)

1 (NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

(NOT TO SCALE)

Adam Toothman, P.E.

Jason Schneider, P.E.

G (NOT TO SCALE)

Jason Schneider, P.

T H

S A

SHEET

B U

U O

F R

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A R

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C A D

A ut oC A D

0s C A D

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5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

(NOT TO SCALE)

H (NOT TO SCALE)

2 (NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

(NOT TO SCALE)

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

0s C A D

A M

5- D

-6

R C

D W

S T

S A V

D A

-0 3-

S T

S A V

B Y

S W

2021-03-26

(NOT TO SCALE)

L (NOT TO SCALE)K (NOT TO SCALE) M (NOT TO SCALE)

LAR M TA IOCE N

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

Sam Waers

Jason Schneider, P.E.

J (NOT TO SCALE)

N (NOT TO SCALE)

60045

A 60045

Managing

LAR M TA IOCE N

W in theWa estterManaging

LAR M TA IOCE N

W in theWa estter

T H

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C K -S

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G R A M

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C H

ROCK ANCHORS

GENERAL PLAN

SPILLWAY SLAB PANEL

LAYOUT

DENVER, CO

495-D-60044

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

GENERAL PLAN - SPILLWAY SLAB PANEL LAYOUT

0 60'30'

NOTES

1. Spillway panels are symmetric about centerline, unless noted otherwise.

2. Rock anchors for slab panels A, B1-B4, C, D, E, F1-F4, and G shall be installed in accordance with Drawings 495-D-60046 and 495-D-60047.

3. After each existing slab panel is demolished and completely removed, exposed rock surface shall be protected with shotcrete in accordance with the specifications and the detail provided on Drawing 495-D-60048.

R el ea se d

AutoCAD SHX Text Sta. 33+76

AutoCAD SHX Text Sta. 30+90

AutoCAD SHX Text Sta. 31+19.5

AutoCAD SHX Text Sta. 31+49

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 32+97

AutoCAD SHX Text Sta. 33+36.5

AutoCAD SHX Text Existing spillway slab joints. New spillway slab joints shall match existing.

AutoCAD SHX Text Existing drainage gallery to remain in place

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 32+60

AutoCAD SHX Text Sta. 34+30.5

AutoCAD SHX Text Spillway, see Note 1

AutoCAD SHX Text Panel A

AutoCAD SHX Text Panel B1

AutoCAD SHX Text Panel B2

AutoCAD SHX Text Panel B3

AutoCAD SHX Text Panel B4

AutoCAD SHX Text Panel C

AutoCAD SHX Text Panel D

AutoCAD SHX Text Panel E

AutoCAD SHX Text Panel F1

AutoCAD SHX Text Panel F2

AutoCAD SHX Text Panel F3

AutoCAD SHX Text Panel F4

AutoCAD SHX Text Panel G

AutoCAD SHX Text Panel B1

AutoCAD SHX Text Panel B2

AutoCAD SHX Text Panel B3

AutoCAD SHX Text Panel B4

AutoCAD SHX Text See Note 3

AutoCAD SHX Text For panel anchor layout, see Drawing 495-D-60046

AutoCAD SHX Text For panel anchor layout, see Drawing 495-D-60047

Direction of Flow

Managing

W in theWa estterManaging

LAR M TA IOCE N

W in theWa estter

T H

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C K -S

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P R O

G R A M

S O

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N E

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ROCK ANCHORS

SPILLWAY SECTION

DENVER, CO

495-D-60045

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

SPILLWAY SECTION

60044

A 0 10' 20'

NOTES

1. Typical upstream to downstream anchor spacing within each panel shall be 15 feet with a tolerance of +/- 1 foot such that the minimum spacing is 14 feet and maximum spacing is 16 feet.

2. Minimum upstream to downstream anchor spacing between adjacent panels shall be 8 feet. Maximum upstream to downstream anchor spacing between adjacent panels shall be 16 feet.

R el ea se d

AutoCAD SHX Text El. 1500.75

AutoCAD SHX Text El. 1476.00

AutoCAD SHX Text El. 1473.00

AutoCAD SHX Text 2:1

AutoCAD SHX Text Sta. 31+49

AutoCAD SHX Text Sta. 30+99.50

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 32+60

AutoCAD SHX Text Sta. 32+97

AutoCAD SHX Text Sta. 33+36.50

AutoCAD SHX Text Sta. 30+90

AutoCAD SHX Text Limits of excavation

AutoCAD SHX Text Top of existing backfill

AutoCAD SHX Text Sta. 31+19.50

AutoCAD SHX Text Rock anchor (see Drawing 495-D-60048 for anchor details)

AutoCAD SHX Text Existing spillway chute not to be demolished

Limits of excavation to remove existing transverse drain and concrete cutoff (see Drawings 495-D-60009, 495-D-60011, and 495-D-60012 for details)

W in theWa estterManaging

LAR M TA IOCE N

W in theWa estter

T H

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C H

ROCK ANCHORS

ROCK ANCHOR DRILL

PATTERN PANELS A-C

DENVER, CO

495-D-60046

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

PANEL A - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL B1 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL B2 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL B3 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL B4 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL C - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

LEGEND

Rock anchor (see Drawing 495-D-60048 for anchor details).

NOTES

1. Slab dimensions in the upstream/downstream direction are based on stationing in the horizontal plane. Slab dimensions along the spillway/excavation surface may be different (see Drawing 495-D-60045).

2. Rock anchor locations shown above are projected from the spillway/excavation surface to the horizontal plane that coincides with the slab dimensions in the upstream/downstream direction. Rock anchor spacing along the spillway/excavation is indicated on Drawing 495-D-60045.

3. Typical lateral anchor spacing (typical spacing perpendicular to upstream/downstream direction) shall be 9 feet with a tolerance of +/- 1 foot such that the minimum spacing is 8 feet and maximum spacing is 10 feet.

4. Typical lateral anchor spacing (typical spacing perpendicular to upstream/downstream direction) from edge of panel to anchor shall be 4.5 feet with a tolerance of +/- 0.5 foot such that the minimum spacing is 4 feet and maximum spacing is 5 feet.

5. Total number of anchors installed per panel shall equal the total number of anchors shown on rock anchor plans above.

R el ea se d

AutoCAD SHX Text Sta. 30+90/Sta. 31+19.50

AutoCAD SHX Text Sta. 31+19.50/Sta. 31+49

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 31+49

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 32+60

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 33+36.50

AutoCAD SHX Text Sta. 32+97

Sta. 32+60

W in theWa estterManaging

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T H

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ROCK ANCHORS

ROCK ANCHOR DRILL

PATTERN PANELS D-G

DENVER, CO

495-D-60047

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

PANEL D - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL E - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL F1 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL F2 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL F3 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL F4 - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

PANEL G - ROCK ANCHOR PLAN (TYP.)

0 10' 20'

LEGEND

Rock anchor (see Drawing 495-D-60048 for anchor details).

NOTES

5. Lateral distance (distance perpendicular to upstream/downstream direction) from outside edge of spillway to anchor may vary between 1 foot (minimum) and 5.5 feet (maximum).

6. Total number of anchors installed per panel shall equal the total number of anchors shown on rock anchor plans above.

R el ea se d

AutoCAD SHX Text Sta. 30+90

AutoCAD SHX Text Sta. 31+19.50

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 31+19.50

AutoCAD SHX Text Sta. 31+49

AutoCAD SHX Text 8'-0" (min.), see Note 3

AutoCAD SHX Text Sta. 31+86

AutoCAD SHX Text Sta. 31+49

AutoCAD SHX Text Sta. 32+60

AutoCAD SHX Text Sta. 32+23

AutoCAD SHX Text Sta. 32+97

AutoCAD SHX Text Sta. 32+60

AutoCAD SHX Text Sta. 32+97

AutoCAD SHX Text Sta. 33+36.50

Varies, see Note 2

6" diameter drill hole

' d ril l h ol e le ng th m in

3" m in

6" m ax

Managing

LAR M TA IOCE N

W in theWa estterManaging

LAR M TA IOCE N

W in theWa estter

T H

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ROCK ANCHORS

DETAILS

DENVER, CO

495-D-60048

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

ROCK ANCHOR AND SHOTCRETE PROTECTION DETAIL (TYP.)

NOT TO SCALE

A 60048

ROCK ANCHOR SECTION

60048

NOTES

1. Grout tubes, if used, are not shown.

2. Proof testing of anchors shall be completed in accordance with requirements provided in the specifications.

R el ea se d

AutoCAD SHX Text #11 epoxy-coated or galvanized Grade 60 steel bar

AutoCAD SHX Text Centralizer at max. 8'-0" and within 1'-0" of the top and bottom of drill hole

AutoCAD SHX Text Fully cement grouted annulus

AutoCAD SHX Text Drill hole

AutoCAD SHX Text #11 epoxy-coated or galvanized Grade 60 steel bar

AutoCAD SHX Text Rock anchor shall be extended above the exposed foundation/rock surface and shotcrete protection, and consist of headed anchors at the top of the bar. Average stickup length of 3.25 feet above foundation level. See Drawing 495-D-60027 for details. Connection to proposed spillway slab and other details are provided on Drawing 495-D-60027.

AutoCAD SHX Text Exposed foundation/rock surface after spillway removal. Shotcrete protection shall be applied to exposed rock surface as shown and as described in specifications.

AutoCAD SHX Text Overlying spillway drainage system shall be constructed in accordance with details shown on Drawings 495-D-60024 through 495-D-60028.

Shotcrete protection to be placed prior to drilling for rock anchor installation.

W in theWa estterManaging

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ROCK ANCHORS

SUMMARY TABLE

DENVER, CO

495-D-60049

2021-03-16

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

JACK TOUSEULL, P.E.

KEVIN CASHMAN

JUSTIN CRUMMETT, P.E.

Crummett, Justin S P.E.

Hall, Justin W P.E.

Geotechnical Engineering Group 2

Number of Horizontal (or lateral) Rows

Anchors per Horizontal (or lateral)

Row

Total Number of Anchors Per

Panel

Number of Panels

Total Number of Anchors

Panel A 2 5 10 24 240

Panel B1 3 5 15 12 180

Panel B2 3 5 15 12 180

Panel B3 3 5 15 12 180

Panel B4 3 5 15 12 180

Panel C 3 5 15 12 180

Panel D 2 5 10 2 20

Panel E 2 6 12 2 24

Panel F1 3 6 18 2 36

Panel F2 3 6 18 2 36

Panel F3 3 6 18 2 36

Panel F4 3 6 18 2 36

Panel G 3 5/6/6 17 2 34

Total Number of Spillway Anchors: 1362

R el ea

FOR INFORMATION ONLY

CMagalong Line

Line

FOR INFORMTION ONLY

Line

CMagalong Line

Line

R el ea

001_495-D-60002

002_495-600-60031

Sheets and Views

22 x 34

003_495-D-60003

Sheets and Views

General Plan for Contractor

004_495-D-60008

005_495-D-60009

006_495-D-60010

007_495-D-60011

008_495-D-60012

009_495-D-60013

010_495-D-60014

011_495-D-60015

012_495-D-60016

013_495-D-60017

014_495-D-60018

015_495-D-60019

016_495-D-60020

017_495-D-60021

018_495-D-60022

019_495-D-60023

020_495-D-60024

021_495-D-60025

022_495-D-60026

023_495-D-60027

024_495-D-60028

025_495-D-60029

026_495-D-60030

027_495-D-60031

028_495-D-60032

029_495-D-60033

030_495-D-60034

031_495-D-60035

032_495-D-60036

033_495-D-60037

034_495-D-60038

035_495-D-60039

036_495-D-60043

037_495-D-60044

Sheets and Views

General Plan

22x34

22x34 (NCS)

038_495-D-60045

Sheets and Views

Section

22x34

22x34 (NCS)

039_495-D-60046

Sheets and Views

Anchor Plan A - C

22x34

22x34 (NCS)

040_495-D-60047

Sheets and Views

Anchor Plan D - G

22x34

22x34 (NCS)

041_495-D-60048

Sheets and Views

Details

22x34

22x34 (NCS)

042_495-D-60049

Sheets and Views

Anchor Table

22x34

22x34 (NCS)

043_495-D-23_FIO

044_495-D-44_FIO

045_495-D-47_FIO

046_495-D-50_FIO

047_495-D-51_FIO

048_495-D-53_FIO

049_495-D-54_FIO

050_495-D-55_FIO

051_495-D-56_FIO

052_495-D-57_FIO

053_495-D-58_FIO

054_495-D-59_FIO

055_495-D-60_FIO

056_495-D-88_FIO

057_495-D-160_FIO

058_495-D-185_FIO

059_495-D-191_FIO

060_495-D-192_FIO

061_495-D-193_FIO

062_495-D-194_FIO

63_495-D-195_FIO

064_495-D-196_FIO

065_495-D-197_FIO

066_495-D-198_FIO

067_495-D-199_FIO

068_40-D-6463

069_40-D-60003

070_40-D-60004

071_40-D-7102

495-D-60002 ShtNo: 1

405-600-60031 ShtNo: 2

495-D-60003 ShtNo: 3

495-D-60008 ShtNo: 4

495-D-60009 ShtNo: 5

495-D-60010 ShtNo: 6

495-D-60011 ShtNo: 7

495-D-60012 ShtNo: 8

495-D-60013 ShtNo: 9

495-D-60014 ShtNo: 10

495-D-60015 ShtNo: 11

495-D-60016 ShtNo: 12

495-D-60017 ShtNo: 13

495-D-60018 ShtNo: 14

495-D-60019 ShtNo: 15

495-D-60020 ShtNo: 16

495-D-60021 ShtNo: 17

495-D-60022 ShtNo: 18

495-D-60023 ShtNo: 19

495-D-60024 ShtNo: 20

495-D-60025 ShtNo: 21

495-D-60026 ShtNo: 22

495-D-60027 ShtNo: 23

495-D-60028 ShtNo: 24

495-D-60029 ShtNo: 25

495-D-60030 ShtNo: 26

495-D-60031 ShtNo: 27

495-D-60032 ShtNo: 28

495-D-60033 ShtNo: 29

495-D-60034 ShtNo: 30

495-D-60035 ShtNo: 31

495-D-60036 ShtNo: 32

495-D-60037 ShtNo: 33

495-D-60038 ShtNo: 34

495-D-60039 ShtNo: 35

495-D-60043 ShtNo: 36

495-D-60044 ShtNo: 37

495-D-60045 ShtNo: 38

495-D-60046 ShtNo: 39

495-D-60047 ShtNo: 40

495-D-60048 ShtNo: 41

495-D-60049 ShtNo: 42

495-D-23 ShtNo FIO: 43

495-D-44 ShtNo FIO: 44

495-D-47 ShtNo FIO: 45

495-D-50 ShtNo FIO: 46

495-D-51 ShtNo FIO: 47

495-D-53 ShtNo FIO: 48

495-D-54 ShtNo FIO: 49

495-D-55 ShtNo FIO: 50

495-D-56 ShtNo FIO: 51

495-D-57 ShtNo FIO: 52

495-D-58 ShtNo FIO: 53

495-D-59 ShtNo FIO: 54

495-D-60 ShtNo FIO: 55

495-D-88 ShtNo FIO: 56

495-D-160 ShtNo FIO: 57

495-D-185 ShtNo FIO: 58

495-D-191 ShtNo FIO: 59

495-D-192 ShtNo FIO: 60

495-D-193 ShtNo FIO: 61

495-D-194 ShtNo FIO: 62

495-D-196 ShtNo FIO: 64

495-D-197 ShtNo FIO: 65

495-D-198 ShtNo FIO: 66

495-D-199 ShtNo FIO: 67

40-D-6463 ShtNo: 68

40-D-60003 ShtNo: 69

40-D-60004 ShtNo: 70

40-D-7102 ShtNo Rev2: 71

File details come from the government source that posted it. Updated Jul 16, 2021.