Solicitation_140R6021R0023_File_2_of_3_52_00_00_Drawings.pdf
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- Attached to
- YELLOWTAIL SPILLWAY CONCRETE REPAIR
- Solicitation number
- 140R6021R0023
About this file
This document provides details on a federal solicitation for concrete repair work. Solicitation number 140R6021R0023, issued by the Department of the Interior Bureau of Reclamation, seeks offers to perform repairs to the concrete spillway at Yellowtail Dam. Bids are due by the date listed in the full solicitation document. The solicitation includes drawings as File 2 of 3 to specify the nature and location of required concrete repair work. Offerors should review all files for comprehensive requirements for this opportunity to rehabilitate infrastructure at the Yellowtail Dam spillway.
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Text version
Bighorn Lake
Bi gh or n Ri ve r
Bighorn Rive r
Sp ill w ay
I nl et S er vi ce R oa d
Grapevine Road
Grapevine Road
G ra pe vi ne R oa d
Highway MT-313
Visitors Center Access Road
Po werp lan t S erv ice
Roa d
Yellowtail Dam and Powerplant
Yellowtail Afterbay Dam
Project Area
Staging Area & Check-In
Security Barrier
Spillway Stilling Basin Service Road
Boundary of Government Right-of-Way
Spillway Tunnel
Fort Smith / Bighorn Canyon National
Recreation Area
Hardin (43 mi)
Yellowtail Afterbay
Security Barrier
Access Gates
Powerplant
Bulkhead Gate Deck 11"
Contractor Parking Area
9" Curb and 3'-6" Handrail
9" Curb, 4'-0" wall, and 3'-6" Handrail
Powerplant Service Road
(Paved)
9" Curb and 3'-6" Handrail
Spillway Stilling Basin Service Road (Unpaved)
12%
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CONCRETE REPAIR -
EROSION AND ROCKFALL
PROTECTION
SITE MAP
BILLINGS, MT
459-600-60015
2021-05-06
DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
NLowe
NLowe
MKimmet
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
0 400' 800'
REFERENCE DRAWINGS
Yellowtail Powerplant Bulkhead Gate Deck - Widening
Approach - Plan and Sections 459-600-204 Line 1 to Line 7 - Plan and Section 459-600-205 Line 8 to Line 11 - Plan and Sections 459-600-206 General Layout - Plan and Sections 459-600-207 Ramp & Parking Area - Plan, Elev. Sect., & Det. 459-600-208
Yellowtail Dam - Spillway Stilling Basin - Erosion and Rockfall Protection Survey Control and Rockfall Profiles 459-600-60016
Access Routes and Contractor Use Areas
LEGEND
0 40' 80'
Paved Road
Unpaved Road
ACCESS ALONG POWERPLANT1
HardinBILLINGS
I-90
I-94
M T-
MONTANA
NORTH
DAKOTA
SOUTH
DAKOTAWYOMINGIDAHO
CANADA
Project Area
Bighorn Lake
R el ea se d
CP-1 CP-2
CP-3
CP-6
GRID NORTH MONTANA
STATE PLANE (ZONE 2500)
Gate deck Stilling Basin Access Road
Bighorn River
Spillway Stilling Basin
Riprap area
Extents of 2018 Survey
Path A Path B Path C
Existing rockfall fencing
Spillway Apron
West Crest Access Road
WARNING NOTE: The shaded contour lines depicted outside of the limits of the 2018 survey were derived from a 2003 topographic survey by DJ&A P.C., and have not been independently field verified.
They are shown as visual reference only, and are not to be used for design or construction without field verification.
0+00
1+00
2+00
3+00
4+
0+00
1+00
2+00
3+00
0+00
1+00
2+00
3+00
4+00
33803390
335033603370
YELLOWTAIL DAM SPILLWAY STILLING BASIN - SURVEY CONTROL COORDINATE TABLE
POINT
POINT DESCRIPTION
1* 3199.87
2* 3198.92
3 3204.035
ELEVATION
CP-1 = SET 5/8" x 18" REBAR WITH YELLOW PLASTIC CAP
CP-2 = SET 5/8" x 18" REBAR WITH YELLOW PLASTIC CAP
BM = FOUND 3-3/4" BRASS CAP STAMPED USDOI BOR, ELEV.
3204.035 FT., 10/25/62
118947.641 720874.016
119002.569 720871.189
118952.123 720819.164
MONTANA STATE PLANE (GRID)
(METERS)
NORTHING EASTING
90373.30 65830.57
90553.56 65821.29
90388.00 65650.55
NORTHING EASTING
LOCAL PROJECT (GROUND PLANE)
(U.S. SURVEY FEET)
LOCAL PROJECT
(U.S. SURVEY FEET)
4** 3230.96 CP-4 = SET 5/8" x 18" REBAR WITH YELLOW PLASTIC CAP119000.885 720939.34790548.04 66044.97
5** 3203.29 BM = FOUND 3-3/4" BRASS CAP STAMPED USDOI BOR, ELEV.
FT., 12/1/62118711.022 720923.33189596.74 65992.41
6 3203.34 BM = FOUND 3-3/4" BRASS CAP STAMPED USDOI BOR118704.257 720865.43789574.53 65802.41
* CP-1 was destroyed and CP-2 is inaccessible or destroyed.
** Not shown.
NOTES:
1) Survey topographic data was compiled by Bureau of Reclamation employees Mr. Ron Robertson (GP) and Mr. Nathan Lowe (GP) on December 20, 2018. The 2018 field survey topographic data was collected using a Leica MS60 MultiStation terrestrial positioning system (TPS). Mr. Robertson post processed TPS observations and High-Definition Scans with Leica Infinity software Ver. 3.0.1.
2) The horizontal and vertical survey control was compiled by Bureau of Reclamation employee Mr. Charles Hardes, PLS (MTAO) during December 2018, using Trimble R8 Model 2 GNSS Receivers. Post processing of the GNSS observations was performed by Mr. Hardes using Trimble Business Center office software
3) Local Project Ground Plane Coordinates are also referenced to the Montana State Plane Coordinate System NAD 83 (2011) (EPOCH:2010.0000), using Static GNSS observations tied to existing Yellowtail Primary Survey Control.
4) To transform the Local Project Ground Plane Coordinates to Montana State Plane Coordinates (MTSPC), add 300,000 feet to the Northings and add 2,300,000 feet to the Eastings; divide the resulting coordinates by the Ground Scale Factor of 1.00032264; then multiply by 12/39.37 for MTSPC in meters.
5) Project elevations are referenced to the Local Yellowtail Dam Vertical Datum, based on the found U.S.B.R. benchmark (3-3/4" Brass Cap) located on the head wall of the spillway stilling basin. It has a stamped elevation of 3204.035 feet. A closed and adjusted digital level circuit was completed from the project benchmark through CP-1 and CP-2. Static GNSS observations, tied to 2010 differential leveling through eight found Yellowtail Dam benchmarks, substantiate this benchmark elevation. (These eight benchmarks are located from the spillway inlet, across the dam, to the Visitor Center parking area). Utilizing a Leica MS60 MultiStation on December 20, 2018, Mr. Robertson established elevations on points 4, 5 and 6 using terrestrial positioning system methodologies.
6) To convert to NAVD 88 elevations (based on GEOID12A), add 2.99 feet +/- to the Yellowtail Dam Local Project elevations.
7) Further reference is made to drawing 459-600-60000. Please note that CP-1 was destroyed and CP-2 is inaccessible or destroyed.
Benchmark
Survey Control Point
LEGEND
Fence
EL
EV
A
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STATION
1+00 2+00
3+00 4+00 5+00
0+00
Spillway Stilling Basin Parapet Wall
Spillway Inlet Service Road Path A
Path B
Path C
ROCKFALL PROFILES
SHEET
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B
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IN
EROSION AND ROCKFALL
PROTECTION
SURVEY CONTROL AND
ROCKFALL PROFILES
BILLINGS, MT
459-600-60016
2021-05-06
DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
RRobertson
CWalsh
NLowe
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
R el ea se d
AutoCAD SHX Text
3203.277 FT., 12/1/62
AutoCAD SHX Text
AutoCAD SHX Text 100'
AutoCAD SHX Text 50'
AutoCAD SHX Text
AutoCAD SHX Text 100'
AutoCAD SHX Text 50'
AutoCAD SHX Text
ALWAYS THINK
AutoCAD SHX Text
SAFETY
EL
EV
A
TI
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STATION
22+20 22+30 22+40 22+50 22+60 22+80 22+90 23+00 23+10 23+20 23+30 23+40 23+50 23+60 23+70 23+80 23+90 24+00 24+10 24+20 24+30 24+40 24+50 24+60 24+70 24+80 24+90
Existing ground
Buried power cable
Spillway parapet wall (shown for reference only)
Spillway stoplog hoist deck (shown for reference only)
-0.5%
Sta. 22+32.56 El. 3199.28 Sta. 24+12.00
El. 3198.38 Sta. 24+62.00 El. 3198.13
1.5:1
22+70
32203220
60019
60019
60019
60019
Limits of excavation
3183.50
3192.00
3185.50
3198.00
3183.50
3184.50
3185.50
3185.50
CJ
3198.33
3198.13
3198.50 TOC
3198.00
3198.00
6"-dia. double-wall perforated HDPE pipe
3198.83 TOC
3198.33
6" dia. double-wall non-perforated HDPE pipe, sloped to outfall at surface45° elbows (typ.)
℄ Drainage Channel
EJ
3185.00 TOC
3184.50
K 60019
Reinstall removed riprap w/ new geotextile fabric
1'-6" min.
0"
0"
6"
Sta. 24+84.00
Sta. 24+62.00
3198.50 TOC
3198.00
3185.50
Exist. Drainage Channel
CP-2
Stoplog Hoist Deck
4'-0"
32003200
32013200
32153220
32803285
Exist. Parapet Wall
Exist. Parapet Wall
Approximate alignment of buried power cable (Contractor to verify)
Exist. Power Receptacle (60A, 400V, 4-pole, 3-wire)
Exist. Walkway
Exist. Walkway
Sta. 22+33.00 Sta. 24+58.10
Sta. 24+86.60
Approximate extents of backfill
Existing riprap
Concrete curb
W4x13 galvanized beams4"x4"x1/4" FRP I-beam
2" deep FRP Grating edge ramp, truncated to provide 3" gaps on each side for drainage
4'x8' FRP grating panels
40° max.
CP-3
8" slab, #5@16" o.c.e.w. 12" slab, #5@12" o.c.e.w.
63'±
32503260
Approximate extents of excavation
60018
Sta. 24+62.00
3199.52 3199.39
6" Curb
00 32
TOC 3199.69
3199.19
G 60019
H 60019
J 60019
K 60019
D 60018
C 60018
E 60018
C 60019
B 60018
F 60018
C 60019
165'-0"
5'-0"
Sta. 24+12.00 Sta. 22+47.00
10'-0"
5'-0"
10'-0" 15'-0" (typ.) 12'-6"
5'-0"
EJ EJ EJ
TOC 3199.38
3198.68
3198.88
3198.38
3198.58
3198.13
3198.33
CJ (typ.) ℄ Drainage Channel
TOC 3199.08
3198.58
24'± 8'±
3198.88
Approximate location of Rockfall Attenuator
(designed by supplier as part of this contract)
TOC 3199.84
3199.34
Sta. 22+28.14 3199.90
TOC 3200.40
Sta. 22+37.00 3199.95
TOC 3199.95
3198.83 TOC
3198.33
50'-0"
A
Sta. 24+84.00
5'-0"
6'-0" Service Ramp
TOC 3200.07
TOC 3200.18
TOC 3200.29
3199.28
3199.36
3199.90
Sta. 22+28.14
TOC 3200.40
Sta. 22+37.00
TOC 3199.95
3199.95
3199.39
3199.90
5'-0" 3199.92 TOC
3199.92
10'-0"
5'-0"
6"
6" CJ (typ.)
℄ Drainage Channel
G 60019
3199.45
3199.35
3199.33
3199.91 TOC
3199.411:1
Grade break
Buried power cable
SHEET
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EROSION AND ROCKFALL
PROTECTION
PLAN AND PROFILE
BILLINGS, MT
459-600-60017
2021-05-06
0 15' 30'
NOTES
1. Existing contours east of the spillway stilling basin reflect conditions as of the 2018 topography survey (refer to Drawing 459-600-60016), and may have changed since the survey was performed.
REFERENCE DRAWINGS
Yellowtail Dam Spillway Stilling Basin
Plan and Sections (1 of 3) 459-D-506 Plan and Sections (2 of 3) 459-D-507 Electrical Installation - Conduit & Grounding Systems 459-D-1390
Yellowtail Dam - Spillway Stilling Basin - Erosion and Rockfall Protection Survey Control and Rockfall Profiles 459-600-60016 Sections and Details (Sheet 1) 459-600-60018 Sections and Details (Sheet 2) 459-600-60019
New concrete
2" Fiberglass reinforced plastic (FRP) grating
Rockfall attenuator
LEGEND
3200 Elevation (ft)
Top of CurbTOC
Existing concrete
Riprap
DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
NLowe
NLowe
MKimmet
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
DRAINAGE CHANNEL1 Upstream End 0 10'5'
DRAINAGE CHANNEL2 Downstream End 0 10'5'
DRAINAGE CHANNELA Profile Along Centerline 0 15' 30'
R el ea se d
AutoCAD SHX Text
ALWAYS THINK
2'-6"2'-6"2'-0"
1:48 (typ.)
Parapet wall (beyond)
1'-0" Drainage channel
2" Deep FRP Grating edge ramp
Varies
6" 2'-6" max.
1:48 (typ.) See Note 24
4" or 6" (See Detail 1)
2" cover
El. 3200.00
Varies
5" Post-installed #5 epoxied anchor bar @24" o.c., mounted vertically
#5 bar
2" cover1" expansion gap
See Note 1 Seal edges with approved sealant
Posts
Steel wire mesh
Support cables
Rock face
Stilling basin parapet wall
5'±
FRP Grating
Rockfall Attenuator (designed by supplier as part of this contract)
12'-0" min.
El. 3200.00
El. Varies
2'-6"Varies
8" Drainage channel
4"
Varies4
El. 3200.00 (typ.)
Concrete curb (typ.)
2"-deep high-capacity FRP grating (typ.)
2'-6"
1'-0" Drainage channel
6"
Varies
2'-6"Varies
Parapet wall (typ.)
2'-6"
1'-0" Drainage channel
Varies
2'-6" 2'-6" max.
6" 2'-6"2'-6"
See Note 2
6 7 5
L
L ≤ 6'-0" 6'-0" < L ≤ 8'-0" L > 8'-0"
4" Curb
2'-6"
6" Curb
Varies
2'-6"
3" (typ.)
2'-2"
6" Curb
Grating panel edge (See Note 2)
1" x2
M es h
O ri en ta tio n
4'-0" (typ.)
4" EPDM strips (See Detail 3)
Cut panels to offset rock face by 1", and seal edges
4'x8' FRP grating panels
8" Drainage channel
1'-0" Drainage channel
See Note 2 6" max (typ.)
Support beams not shown for clarity
1"(2) 1 1/2" x 9/16" slotted holes for 1/2" anchor bolts
Non-shrink grout, sloped 1:1
4x4x1/4" FRP Beam
(2) Ø1/2"-13 x 8" stainless threaded anchor rods, nuts, and washers, epoxied in place, spaced 2'-6" o.c. along beam ℄
4" min.
1"
1:48
1" 1"
Holes to align with anchor rods (not shown for clarity), spaced 2'-6" o.c. along beam ℄
El. 3200.00
Extents of grout
4" m in
See Note 1
Truncate anchor rods after beam installation
W4x13, galvanized
3/16
1/2" plate, galvanized
(2) 8" x 1/2"-13 threaded L-Hook Anchors, nuts, & washers, galvanized
5"
Non-shrink grout, sloped 1:1
1:48
5" m in
3" 3"
(4) Post-installed #5 epoxied anchor bars, mounted vertically
Concrete pedestal
Section 7A
El. 3200.00
See Note 1
(4) #5 bars
6"
6"
3"
3"
1"1"
1 1/2" x 9/16" slotted holes for 1/2" L-hook anchors
1/2" plate, galvanized
8'-0" span
1/4" fitted stiffeners, each side, galvanized
3/16 typ.
2" clr.
Ø1'-2" Concrete pedestal, spaced 8'-0" o.c.
along beam ℄
#3 loop
1/2" L-hook anchors
2" cover min. (typ.)
8"
8"
8"
3"
1/ 2"
3"
Section 7B
#3 loop
7A
7B
Single Support Dual Support
4"-wide EPDM rubber strips, assorted thicknesses, stacked to reach 'Y' within 1/8"
3"±
2"
Ø5/16" holes @ 12" o.c.
through all strips for 1/4"-20 S.S. bolt assembly
1/2"
1/4"
Ø3/4"x1/4" counterbores in 1/2"-thick bottom strip, for bolt heads
S.S. saddle clips or other S.S.
attachment per manufacturer's recommendation
Terminate bolt below top face of grating
3" Edge of grating
El. 3200.00 Y
X
Y = X/48
Parapet wall See Note 1
EPDM rubber strips
Existing concrete
New concrete
2" Fiberglass reinforced plastic (FRP) grating
LEGEND
Rock
REFERENCE DRAWINGS
Yellowtail Dam Spillway Stilling Basin
Plan and Sections (1 of 3) 459-D-506 Plan and Sections (2 of 3) 459-D-507
Yellowtail Dam - Spillway Stilling Basin - Erosion and Rockfall Protection Plan and Profile 459-600-60017
General Notes for Concrete Outline and Reinforcement 40-D-60003 Minimum Requirements for Detailing Reinforcement 40-D-60004
NOTES
1. Leave all grating panels detached from concrete and support beams.
2. Connect grating panel edges together with stainless steel hardware
(2 per edge minimum) per manufacturer's recommendation. Hardware shall be easily removable to allow for individual panel replacement.
3. Verify all dimensions in the field prior to fabrication.
4. Hot-dip galvanize all non-stainless metalwork after fabrication.
5. Details shown are typical for all similar conditions.
New Reinforcement
STRUCTURAL DESIGN LOADS
1. Distributed Load (FRP grating) 21 psf (FS=2.5)
2. Point Load (rockfall, skidsteer) 4,700 lbf (FS=2)
ROCKFALL ATTENUATOR
60017
B Typical Section View
GRATING SUPPORT SYSTEM
60017 D
Approx. Sta. 22+28 to 22+36
GRATING SUPPORT SYSTEM
60017
E Approx. Sta. 22+76 to 22+96
GRATING SUPPORT SYSTEM
60017
C Typical Section View
GRATING SUPPORT SYSTEM
60017
F Approx. Sta. 23+54 to 24+17
GRATING AND SUPPORT SYSTEM
60017
Typical Plan Views
SUPPORT CURB4 Typical Section
SUPPORT STRIP5 Typical Profile and Plan FRP SUPPORT BEAM6 Typical Profile and Section STEEL SUPPORT BEAM7 Typical Profile and Sections
SHEET
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EROSION AND ROCKFALL
PROTECTION
SECTIONS AND DETAILS
BILLINGS, MT
459-600-60018
2021-05-06
DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
NLowe
NLowe
MKimmet
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
R el ea se d
AutoCAD SHX Text
ALWAYS THINK
1:1
EJ
Sta. 24+62.00 El. 3198.13 (varies)
Existing ground (top of riprap)
3" clr.
Sta 24+61.0
El. 3194.0
1.5:1
Max. WSE 3192.0
6" 6" 12"
6"
Sta 24+63.00 El. 3198.00
1.5:1
See Note 3
0.5%
2' -0
2" clr.
28" Aggregate base course
6"
#5@12" o.c.e.w.e.f.
1'-0" Outfall pipe along right edge (typ., slope to drain and daylight at new surface)
4'-0"
6"
Reinstall removed riprap
Max. WSE 3192.0
Assumed profile below approx. El. 3191.0
Sta 24+82.5 El. 3181.0
Drawdown limit = El. 3177.0
3'-0"
2'- 0" m in.
1:1 m ax.
Sta 24+84.00 El. 3185.50
Sta 24+83.25 El. 3184.50
12"
See Note 3
See Note 4 14"
EL
EV
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TI
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0+00 0+10 0+20 0+30 0+40 0+50
℄ Finished grade (typ.)
-12%
5'-0" ramp 5'-0"
5'-0" ramp5'-0"
Parapet wall (typ.)
Existing junction box
Approximate location of existing buried power cable (Contractor to verify and relocate as necessary)
6"
Existing ground (typ.)
1'-6"± -2.0%-2.0%
8" Slab
Varies
El. 3199.90
Limits of excavation (typ.)
CJEJ
2" Drain rock (typ.)
-3.0% 1:
3204 3204
6'-0" (typ.)
6'-0"
Varies
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EV
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STATION
0+00 0+10 0+20 0+30 0+40 0+50
℄El. 3199.90 (typ.)
5'-0" 6"10'-0"
-2.0%
8"
5'-0"
-2.0%
EJ CJ
3204 3204
6'-0"
0'-0" to 10'-0"
-3.0%
12"
-10.0% -3.0%
Sta. 24+12.00 to 24+26.00Sta. 22+47.00 to 24+12.00
Varies
EL
EV
A
TI
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STATION
0+00 0+10 0+20 0+30 0+40 0+50
10'-0" 5'-0" Varies (10'-0" max.)
Varies -2.0% -10.0%
5'-0"
-2.0% -3.0%
EJ CJ
1'-0" Slab
2'-0" 3204 3204
6'-0"
3194 3194
Sta. 24+61.50 shown for convenience
2" min. cover 1'-6" min. beyond edge of cutoff wall
Perforated HDPE pipe
Slope to drain
Geotextile fabric
Non-perforated HDPE pipe
EL
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0+00 0+10 0+20 0+30 0+40 0+50
Reinstall removed riprap
Max. WSE 3192.0
3196 3196
1.5:1 10'-0"
Varies
EJ
10'-0"
12" Slab
6'-0" Varies (1.5:1 max)
Inner spillway wall
0.75:1
Sta. 24+83.25 shown for convenience
2" min. cover
Perforated HDPE pipe
Slope to drain
Geotextile fabric (typ.)
Match existing grade
1'-6" min. beyond edge of curb
Non-perforated HDPE pipe
6" 2" clr.
6"
V ar ie s
-3.0%
1:1
2" 2" clr.
#5@1'-4" o.c.e.w.
#5 bar
8"
-0.5%
CJ
2" clr.
3"
4" PVC Waterstop
EJ CJ
2" clr.2" Aggregate base course
8" (12")
#5@1'-4" (1'-0") o.c.e.w.
EJ
2'-0"
6"
6"
2" clr. #5 bar -3.0%
-2.0% -2.0% (-10%)
5'-0" (up to 15'-0")
2" clr. (typ.)
CJ
15'-0"
-2.0%
8" (12")
2"
#5@1'-4" (1'-0") o.c.e.w.
2"
1'-6" min.
cover
Existing 3/C No. 4 AWG cable (relocate as necessary)
3" min. sand around cable
8"
6"
6" 2" clr.
#5 bar
12"
EJ
#5@12" o.c.e.w.e.f.
2" clr.
Varies
1" chamfer
1.5:1
0.75:1
Reinstall removed riprap
Seal edges with approved sealant
1.5:1
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IN
EROSION AND ROCKFALL
PROTECTION
SECTIONS AND DETAILS
BILLINGS, MT
459-600-60019
2021-05-06
DRAINAGE CHANNEL SECTION
60017 G
Sta. 22+20.00 to 22+47.00
LEFT EDGE
Sta. 22+28.14 to 24+65.00
CONDUIT TRENCH
60017
Approx. Sta. 22+40
RIGHT EDGE
Sta. 22+37 to 24+26.00
DOWNSTREAM EDGE
60017
Sta. 24+60 to 24+92
UPSTREAM EDGE
60017
Sta. 22+20 to 22+37
TYPICAL SLAB SECTION
60017
Sta. 22+20.00 to 24+65.00
DRAINAGE CHANNEL SECTION
60017 H
Sta. 22+47.00 to 24+26.00
DRAINAGE CHANNEL SECTION
60017
J Sta. 24+26.00 to 24+65.00
DRAINAGE CHANNEL SECTION
60017
K Sta. 24+65.00 to 24+86.00
RIGHT EDGE
Sta. 24+65.00 to 24+86.00
LEFT EDGE
Sta. 24+65+00 to 24+86.00
See Note 1
See Note 1
See Note 1 DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
NLowe
NLowe
MKimmet
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
28"
New concrete
Existing concrete
Compacted backfill
REFERENCE DRAWINGS
Yellowtail Dam Spillway Stilling Basin
Plan and Sections (1 of 3) 459-D-506 Plan and Sections (2 of 3) 459-D-507 Electrical Installation - Conduit & Grounding Systems 459-D-1390
Yellowtail Dam - Spillway Stilling Basin - Erosion and Rockfall Protection Plan and Profile 459-600-60017
General Notes for Concrete Outline and Reinforcement 40-D-60003 Minimum Requirements for Detailing Reinforcement 40-D-60004
LEGEND
Existing ground
Aggregate base course
Riprap
Gravel drain material
NOTES
1. Values in parentheses (where noted) apply to 12" slab (Sta.
24+12.00 to 24+62.00).
2. Unless otherwise noted, lap splice and development lengths shall be per Standard Dwg. 40-D-60004.
3. Install 6"-dia. double-wall perforated and non-perforated HDPE pipe per specifications.
4. Drill, install, and epoxy grout 36"-long #5 epoxied anchor bars
@12" o.c. along lower retaining wall per manufacturer's recommendations.
R el ea se d
AutoCAD SHX Text
ALWAYS THINK
#8 straight bars @ 12"± o.c.
#9 hoops @ 12" o.c.
6" cover (typ.)
Stilling Basin Parapet Wall
32'Ø Spillway Tunnel Outlet Sta. 22+33.00 (459-D-371)
Assumed location of abandoned 12"Ø pipe
Proposed Sawcuts (see Detail 2)
3/4" Chamfer along edge
Assumed location of 12"Ø Air vent pipe
#6 straight bars @ 15"± o.c.
#9 hoops @ 12" o.c.
#6 straight bars @ 15"± o.c.
#7 hoops @ 12" o.c.
Proposed sawcut (see Detail 2)
Air vent opening
"A" Line (min. liner thickness)
R847'-0" (longitudinal) R16'-0" (radial) Reinf. continues along face
Concrete spall limit
Core 4"Ø holes at corners
Saw cut perimeter
90° min. (typ.)
No kerfs allowed beyond tangents of corner cores
4" sawcut/ core depth87° to 90°
2" min. (see Note 1)
Concrete spall limit (approx.)
Preserve existing reinforcement
6"
#9 @ 12" o.c.
#8 @ 12" o.c.
2" min. (See Note 1)
Original/restored concrete surface
70 60 50 40 30 20 10 0
Air vent opening
Proposed Sawcuts (see Detail 1)
1-1/2"Ø Exist. grout hole
Le ft
W al l R ig ht W al l
12"Ø pipe (abandoned)
A pp ro x.
D is ta nc e fr om C ro w n (f t)
Approx. Distance from Outlet (ft)
40 1030 20 0
Proposed Sawcut (see Detail 1)
Exposed rebar
Concrete spall limits
Breached pipe
A
PLAN VIEW
REFERENCE DRAWINGS
Yellowtail Dam Spillway
Plan and Sections 459-D-241 Tunnel - Excavation and Lining Details 459-D-371 Tunnel - Sta. 6+50.00 to Sta. 22+33.00 Reinforcement 459-D-377 Tunnel - 12" Dia. Air Pipe 459-D-545
NOTES
1. Concrete removal shall be performed to a depth of 2" past existing reinforcement, or to the depth of sound concrete, whichever is greater.
2. Concrete shall be removed using high-pressure (8,000 to 15,000 psi) hydroblasting or hydrodemolition.
3. Existing concrete surfaces shall be clean and saturated surface dry prior to installing replacement concrete.
4. Replacement concrete shall be finished to provide a smooth even surface with the existing concrete and to the original lines and grades.
5. Damaged areas shown are approximate only. Actual extents of repair will be determined by the Contracting Officer's Representative.
6. Existing reinforcement to remain in place.
Existing concrete
Concrete sawcut and removal
LEGEND
Rock
HORIZONTAL PROJECTION
Existing reinforcement
DESIGNED
DRAWN
CHECKED
TECH. APPR.
APPROVED
ADMIN APPROVAL -
NLowe
NLowe
MKimmet
Lowe, Nathan J P.E.
Civil Engineer
Skinner, Norris D (Dave) P.E.
Civil Engineer
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CONCRETE LINING
REPAIR
PLAN, PROFILE, AND
DETAILS
BILLINGS, MT
459-600-60020
2021-05-06
0 4' 8'
PROFILE VIEWA 0 4' 8'
TYPICAL CONCRETE REMOVAL PLAN1 Not to Scale TYPICAL CONCRETE REMOVAL PROFILE2 Not to Scale
R el ea se d
FOR INFORMATION ONLY
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| 07_459-D-241 |
| 09_459-D-374 |
| 11_459-D-506 |
| 12_459-D-507 |
| 13_459-D-545 |
| 14_459-D-806 |
| 15_459-D-1390 |
| 16_459-600-204 |
| 18_459-600-206 |
| 19_459-600-207 |
| 20_459-600-208 |
| 21_40-D-60003 |
| 22_40-D-60004 |
| 08_459-D-371 |
| 10_459-D-377 |
| 17_459-600-205 |
| 01_459-600-60015 |
| 02_459-600-60016 |
| 03_459-600-60017 |
| 04_459-600-60018 |
| 05_459-600-60019 |
| 06_459-600-60020 |
File details come from the government source that posted it. Updated .