Attachment_2_-_2024_Phillips_Reservoirs_Repair_Drawings.pdf
PDF 15 MB Posted
- Attached to
- 2025 PHILLIPS RESERVOIRS REPAIR - AMENDED
- Solicitation number
- 140L3625B0001
About this file
This file contains detailed engineering drawings and specifications for repairs to four reservoirs (Taint, Paleface, Whiteface, and Wapati) in Phillips County, Montana under Bureau of Land Management (BLM) contract 140L3625B0001. The drawings include location maps, plan views, cross sections, and technical details for spillway repairs, dam embankment reconstruction, erosion control measures, and riprap installation at each reservoir.
The drawings provide specific construction requirements including: riprap dimensions and placement, permanent erosion control specifications, culvert installation details, spillway configurations, headwall construction, stilling basin designs, and embankment cross sections. Key technical specifications include geotextile fabric installation, rock headwall construction methods, culvert bedding requirements, and precise measurements for slopes, trenches and material depths. The drawings are organized into 15 sheets with detailed views of each reservoir's repair requirements, including state reference maps, vicinity maps, plan views, cross sections, and construction details for permanent erosion control features.
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TITLE SHEET & DRAWING INDEX
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
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MALTA FIELD OFFICE
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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%%UVICINITY MAP
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%%USTATE REFERENCE MAP
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LOCATION MAP #1
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%%UDRAWING INDEX
AutoCAD SHX Text Taint Reservoir Cross Sections
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DESCRIPTION
AutoCAD SHX Text Taint Reservoir Plan View
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SHEET
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ALT
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MONTANA
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BENTON
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FORT
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MISSOULA
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IDAHO
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BRITISH COLUMBIA
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KALISPELL
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CHINOOK
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LEWISTOWN
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BUTTE
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BILLINGS
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GREAT FALLS
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HELENA
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CHOTEAU
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ALBERTA
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UNITED STATES
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CANADA
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HAVRE
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WYOMING
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SOUTH DAKOTA
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GLASGOW
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MILES CITY
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MALTA
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NORTH DAKOTA
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SASKATCHEWAN
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UNITED STATES
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UNITED STATES
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VICINITY MAP
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Nichols Coulee Road
M an ni ng
C or ra l R oa d
Dry Fork Road
Highway 191 S
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0 1 MILE 2 MILE 3 MILE 4 MILE
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RESERVOIR
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LATITUDE, LONGITUDE
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PALEFACE RESERVOIR
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WHITEFACE RESERVOIR
TAINT RESERVOIR
Indian Lake Road
Dry Fork Road
M idale R oad
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WAPATI RESERVOIR
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1) New primary spillway centerline shall generally follow centerline of existing head cut.
2) Knock down and fill in head cut as necessary to shape new primary spillway. Slopes not to exceed 2:1.
3) Build up dam embankment as shown in Dam Embankment Cross Section Detail with borrow soil taken from spillway head cut and new secondary spillway.
4) Borrow locations to be staked in the field.
5) Extend right end of dam embankment to new spillway dike. Crest elevation shall match that of lifted dam embankment crest.
6) New diversion dike shall be located and oriented to divert upstream runoff away from spillway and toward reservoir.
7) Actual locations will be staked in the field by the government.
TAINT RESERVOIR
Dam Embankment Cross Section Detail
Existing DS embankment
New US embankment to be placed
Existing Dam Embankment See Detail this page for Cross Section
Existing wave erosion on US embankment
Taint Reservoir
Riprap
Permanent Erosion Control
LEGEND:New 36"Ø HDPE Culvert
Spillway Head Cut
New Secondary Spillway ℄
New Dike ℄
New Diversion Dike ℄
Access Road
New Primary Spillway ℄
Class II Riprap at base of new Spillways
Not To Scale
Stilling Basin
Dam Embankment Extension
Rock Headwall
Rock Headwall
Permanent Erosion Control
Existing Crest
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Spillway and Dike Cross Section Station 1+30 to 1+50
Spillway and Dike Cross Section Station 1+00 to 1+30
End of Spillway Cross Section Station 1+45 to 1+65 at Secondary Spillway
Primary Spillway Outlet Culvert Cross Section Not to Scale
Diversion Dike Cross Section Station 0+00 to 0+60
Spillway and Dike Cross Section Station 0+00 to 1+00
Station 1+50 to 1+70 at Primary Spillway
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1) Replace existing 18" Ø culvert with new 36" Ø HDPE culvert as shown. Elevation of new culvert invert at its inlet shall match that of the existing culvert.
2) Place geotextile fabric under riprap on compacted soil. Key in geotextile fabric and rip-rap minimum of 1 foot on all sides.
3) Install permanent erosion control as per manufacturer specifications. Provide minimum 1 inch of compost underneath prior to spreading grass seed.
4) At Stilling Basin: W = 16 FT at Sta. 1+00 to 1+20;
W tapers from 16 FT to 20 FT at Sta. 1+20 to 1+24 W = 20 FT at Sta. 1+24 to 1+30
5) Slope of new secondary spillway shall not exceed 2%.
6) Actual locations will be staked in the field by the government.
2:1 of flatter
3:1 2:1 of flatter
TAINT RESERVOIR
CROSS SECTIONS
Head Cut
3:1
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Permanent Erosion Control (each side of Riprap)
Riprap Stilling Basin
New Primary Spillway
Head Cut
Riprap 18" depth x 120' length x 15' width on Geotextile Fabric
New 36"Ø HDPE Culvert See DETAILS, Sheet 12 for Bedding
Rock Headwall See DETAILS Sheet 12
Hand-Laid Rock Headwall See DETAILS, Sheet 12
Permanent Erosion Control
Class II Riprap 18" depth on Geotextile Fabric
Permanent Erosion Control
Riprap Stilling Basin See Profile on DETAILS, Sheet 12
New Dike
2:1
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Smooth and Contoured Grade as necessary
Head Cut
New Secondary Spillway
Head Cut
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New 36" Ø HDPE Culvert
New Grade Elevation Varies 2:1 or fla tter
2:1 or fla tter
Existing Grade
Existing Grade
Existing Grade
(See NOTE 4)
Invert Elev. of new culvert to match Invert Elev. of existing culvert
18" anchor trench
18" anchor typical each side of riprap
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Dam Embankment Cross Section Detail
Not To Scale
Station 0+00 to 2+90
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1) Remove Riprap from existing spillway head cut and relocate to base of new spillway.
2) Riprap at base of new spillway shall be installed on geotextile fabric along centerline of existing drainage and leveled to existing grade.
3) Key in geotextile fabric and rip-rap a minimum of 12" on all sides.
4) Fill in head cut at existing spillway to match existing downstream slope of dam embankment as shown in cross section.
5) Actual locations will be staked in the field by the government.
PALEFACE RESERVOIR
LEGEND
Riprap in existing spillway headcut to be relocated to base of new spillway.
(Approx. Volume 8 cu. yds.)
Paleface Reservoir
Riprap
Existing Riprap
Permanent Erosion Control
Spillway Head Cut
New Dike ℄
Remove existing spillway culvert
New Spillway ℄
Class II Riprap at base of New Spillway
Existing Dam Embankment See Detail this page for Cross Section
New US embankment to be placed
Existing DS embankment
Existing wave erosion on US embankment
℄ of Existing Drainage
Permanent Erosion Control
BM1 Elev. = 100.0' * at base of BLM Sign
Elev. = 98.0' *
Elev. = 100.0' *
Elev. = 98.0' *
Elev. = 84.0' *
Avg. Crest Elev. = 95.0' * New Crest Elev. = 98.0' *
3:1
Existing Crest
Elev. = 92.0' * @ Spillway Crest Station 0+04 to 0+50
* Elevations are relative to BM1 Elev. of 100.0' at base of BLM sign (located near right side of New Dike).
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NEW DIKE CROSS SECTION
Station 0+00 through Headcut
3:13:1
NEW SPILLWAY CROSS SECTION
0+50 to 1+95
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PALEFACE RESERVOIR
CROSS SECTIONS
NEW DIKE CROSS SECTION
Station -0+50 to -2+03
BASE OF NEW SPILLWAY CROSS SECTION
Station1+95 to 2+05
Class II Riprap 18" depth x 50' length x 10' width on Geotextile Fabric
Existing Drainage
3:1
3:1 Slope to match existing
DS dam embankment
Head Cut
Existing Grade
Existing Grade
T.O. Dike Elev. = 98.0' * @ Station 0+00 (match lift on dam embankment)
T.O. Dike Elev. = 98.5' * @ Station -0+50 T.O. Dike Elev. = 100.0' * @ Station -2+03
NEW SPILLWAY PROFILE
New Dike
New Dike
New Spillway
Existing Channel Grade
Existing Grade
New Spillway
Class II Riprap (See "Base of New Spillway Cross Section" above)
New Spillway Crest
Permanent Erosion Control
Permanent Erosion Control
Natural Slope of
Elev. = 92.0' *
Elev. = 84.0' * (Match Elev. @ existing drainage ℄)
* Elevations are relative to BM1 Elev. of 100.0' at base of BLM sign (located near right side of New Dike).
Existing Drainage
18" anchor trench
18" anchor trench
12" anchor trench 12" anchor trench
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NOTES:
1) Excavate and contour area upstream of Existing Culvert Inlet to direct water flow toward inlet.
2) Raise Crest elevation across upstream edge of the existing Secondary Spillway inlet to regulate flow into the spillway. See Section 3 on Sheet 12.
3) Knock down, excavate, and fill in head cuts as necessary to build new primary and secondary spillways. Slopes not to exceed 2:1. See Cross sections on Sheet 9.
4) Use excavated soil from spillway head cuts to build up dam embankment as shown in Dam Embankment Cross Section Detail. Taper grade gradually beyond Station 3+00 of dam embankment.
5) New primary spillway centerline shall terminate at the centerline of the existing head cut (at Station 2+50). Spillway shall follow a gradual turning radius.
6) Skew 20 FT wide end of Stilling Basin to match gradual turning radius of primary spillway.
7) New secondary spillway centerline shall generally follow centerline of existing head cuts.
8) Actual locations to be staked in the field by the government.
WHITEFACE RESERVOIR
LEGEND:
Whiteface Reservoir
Riprap
Permanent Erosion Control
Existing Spillway Dike
Head Cut
Head Cut
Existing Dam Embankment
Existing 30"Ø Plastic Culvert
New Secondary Spillway ℄
New Primary Spillway ℄
Class II Riprap at base of new spillway
Class II Riprap at base of new spillway
Dam Embankment Cross Section Detail Station 0+00 to 3+00
Existing DS embankment
New US embankment to be placed
Existing eroded US embankment
Stilling Basin
Permanent Erosion Control
Permanent Erosion Control
Rock Headwall
Not To Scale
Rock Headwall
New Spillway Crest
Area to Contour at Spillway Inlet
Area to Contour
Existing Crest
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MARK
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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WHITEFACE RESERVOIR PLAN VIEW
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text 10/18/22
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AutoCAD SHX Text 0+00
AutoCAD SHX Text 1+20
AutoCAD SHX Text 1+40
AutoCAD SHX Text 2+50
AutoCAD SHX Text 0+00
AutoCAD SHX Text 0+62
AutoCAD SHX Text 1+00
AutoCAD SHX Text 1+00
AutoCAD SHX Text 1+50
AutoCAD SHX Text 2+00
AutoCAD SHX Text 2+50
AutoCAD SHX Text 3+00
AutoCAD SHX Text 2+60
AutoCAD SHX Text 1+10
AutoCAD SHX Text 1+50
AutoCAD SHX Text 0+50
AutoCAD SHX Text 0+00
AutoCAD SHX Text Access Road
AutoCAD SHX Text Existing Secondary
AutoCAD SHX Text Spillway
AutoCAD SHX Text 0+93
0+31
Primary Spillway Cross Section Station 1+50 to 2+50
Primary Spillway Cross Section Station 1+20 to 1+50
Secondary Spillway Cross Section Station 0+50 to 1+00
Secondary Spillway Cross Section Station 0+00 to 0+50
Primary Spillway Profile
Secondary Spillway Profile
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NOTES:
1) Place Geotextile Fabric under rip-rap. Key in fabric and rip-rap minimum of 12" on all sides.
2) At Stilling Basin: W = 16 FT at Sta. 1+20 to 1+40; W tapers from 16 FT to 20 FT at Sta. 1+40 to 1+44; W = 20 FT at Sta. 1+44 to 1+50.
3) Secondary spillway slope will vary. Bowl out area with permanent erosion control.
Slopes shall not exceed 2:1.
4) At the secondary spillway inlet:
Transition from existing grade to bowled out spillway shall be smooth and taper gradually.
5) Actual locations will be staked in the field by the government.
6) Install permanent erosion control as per manufacturer specifications. Provide minimum 1 inch of compost underneath prior to spreading grass seed.
2:12:1
WHITEFACE RESERVOIR
CROSS SECTIONS
VariesVaries
2:12:1
VariesVaries
Permanent Erosion Control (each side of Riprap)
Permanent Erosion Control
Head Cut
Permanent Erosion Control
Permanent Erosion Control
Existing Grade
Existing 30"Ø Culvert to remain
Hand-laid Rock Headwall See DETAILS, Sheet 12
Rock Headwall See DETAILS, Sheet 12
Existing Grade
Existing Grade
Permanent Erosion Control
Permanent Erosion Control
Permanent Erosion Control
Riprap Stilling Basin See Profile on DETAILS, Sheet 12
Head Cut
Class II Riprap 18" depth x 45' length on Geotextile Fabric
Class II Riprap 18" depth x 35' length on Geotextile Fabric
Grade to match Existing Drainage Elevation
Class II Riprap Stilling Basin Spillway ℄
Spillway ℄
Head Cut
Head Cut
2:1 slope or flatter typical
Grade approximately to base of existing head cut
Existing Spillway Dike
(See Note 2)
18" anchor typical each side of riprap
18" anchor
Spillway ℄
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BUREAU OF LAND MANAGEMENT
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WHITEFACE RESERVOIR CROSS SECTIONS
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text 10/18/22
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AutoCAD SHX Text 6%%% Slope
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AutoCAD SHX Text 2+50
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AutoCAD SHX Text 0+50
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1+40
0 30 60 90 150
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WAPATI RESERVOIR
LEGEND
Wapati Reservoir
Approximate Slide Area
Existing Dam Embankment (See Cross Sections)
Slide Area (See Cross Sections)
Excavate existing dam embankment to beyond Slide area, then build back up.
Slide Area Dam Crest
Toe
Approximate Excavation Area Groin
Approximate Borrow Area
Approximate Excavation Area permanent erosion control permanent erosion control
Dam Embankment Crest Elev. = 104.0' *
Existing Spillway Crest Elev. = 100.0' *
* Elevations are relative to high point of Existing Spillway Crest Elev. = 100.0'
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BUREAU OF LAND MANAGEMENT
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WAPATI RESERVOIR PLAN VIEW
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text 10/18/22
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AutoCAD SHX Text 0+00
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AutoCAD SHX Text 1+60
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DAM EMBANKMENT ELEVATION VIEW - DOWNSTREAM FACE PROFILE
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AutoCAD SHX Text Approximate borrow area
AutoCAD SHX Text to be staked in the field
AutoCAD SHX Text 3+20
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AutoCAD SHX Text 0+85
AutoCAD SHX Text 0+00
AutoCAD SHX Text 0+65
AutoCAD SHX Text 1+95
AutoCAD SHX Text 0+65
AutoCAD SHX Text 0+30
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2+70
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1) Borrow areas shall be located along the immediate perimeter edges of the Reservoir and are to be staked in the field.
2) Excavate slide in downstream face of dam embankment to below and beyond the slide plane on all sides of the slide.
3) Dewater Wapati Reservoir to below level of slide excavation.
2:1
3:1
DAM EMBANKMENT CROSS SECTION
Slide Area from 0+85 to 1+60
DAM EMBANKMENT CROSS SECTION
0+00 to 0+85 1+60 to 3+20
3:1
WAPATI RESERVOIR
CROSS SECTIONS
2:1
Slide area on downstream side of dam embankment
Slide Plane
New downstream dam embankment slope to match existing beyond
Existing wave erosion on upstream dam embankment
New upstream dam embankment slope lined with permanent erosion control See Plan View for lengths and widths of mats
Existing wave erosion on upstream dam embankment
Excavate existing dam embankment to below Slide Plane, then build back up to new embankment profile.
LEGEND
Aprroximate area to be excavated
Slide Area
New Upstream Embankment Fill
Existing downstream side of dam embankment
Excavate horizontal plane down to Groin elevation at minimum
Natural Grade below base of dam embankment
Crest Elev. = 104.0' *
Crest Elev. = 104.0' *
21' at lowest point of slide 18" anchor trench at bottom edge of permanent erosion control mat
18" anchor trench at bottom edge of permanent erosion control mats
Dewater to a level below maximum slide excavation depth
New upstream dam embankment slope lined with permanent erosion control See Plan View for lengths and widths of mats
Elev. = 100.0' * Existing Spillway Crest
Elev. = 103.0' *
12" anchor trench
Elev. = 100.0' * Existing Spillway Crest
Elev. = 103.0' *
12" anchor trench
* Elevations are relative to high point of Existing Spillway Crest Elev. = 100.0'
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BUREAU OF LAND MANAGEMENT
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WAPATI RESERVOIR CROSS SECTIONS
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text 10/18/22
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2:1 2:1
Riprap over Geotextile fabric
Culvert
Rock Headwall See Rock Headwalls Front View
NOTE:
Class II Riprap thickness = 24" at Headwall and Landing Class III Riprap thickness = 30" at Basin Floor, and Front and Back Slopes
2:12:1
2:1Class II Riprap
Class II Riprap
New Crest Elevation = mid-height of Existing Culvert
Existing Secondary Spillway
New Spillway Crest
Access Road
3:1 3:1
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%%UROCK HEADWALLS
AutoCAD SHX Text 1' min.
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SLOPE AS STAKED
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%%USIDE VIEW AT INLET ONLY
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%%UFRONT VIEW
AutoCAD SHX Text D
AutoCAD SHX Text 3'
AutoCAD SHX Text 3'
AutoCAD SHX Text 6' at INLET
AutoCAD SHX Text 6' at INLET
AutoCAD SHX Text 2' min. (Vertical)
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D = PIPE DIAMETER
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NATURAL GROUND
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BEDDING OF CULVERT
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%%UON STABLE NATURAL GROUND FOUNDATION OR COMPACTED EMBANKMENT
AutoCAD SHX Text 0.5D
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APPROVED BEDDING MATERIAL
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FIRMLY COMPACTED
AutoCAD SHX Text 3" min.
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STILLING BASIN PROFILE
AutoCAD SHX Text 8' at OUTLET
AutoCAD SHX Text 8' at OUTLET
AutoCAD SHX Text D
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HAND-LAID ROCK
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HEADWALL OVER
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GEOTEXTILE FABRIC
AutoCAD SHX Text (See Stilling Basin Profile for Outlet Side View)
AutoCAD SHX Text 12" RIPRAP at INLET
AutoCAD SHX Text CLASS II RIPRAP at OUTLET
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%%UCULVERT HAUNCHES:
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RIPRAP CROSS SECTION 2
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RIPRAP CROSS SECTION 1
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NEW SPILLWAY CREST @ WHITEFACE RES.
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NOT TO SCALE
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NOT TO SCALE
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NOT TO SCALE
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NOT TO SCALE
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NOT TO SCALE
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NOT TO SCALE
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NATURAL GRADE OR COMPACTED EMBANKMENT
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BEDDING COURSE MATERIAL
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CULVERT
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MIN.
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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DETAILS
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text Roger Solberg
AutoCAD SHX Text 11/28/22
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REV - 2
METHOD FOR TREATING EDGES EXPOSED TO SURFACE SHEET FLOW
ABUTMENT METHOD FOR WIDER THAN 16'
EDGES EXPOSED TO SURFACE
FLOW SHALL HAVE THE
OUTSIDE 2 BLOCKS RECESSED
12" INTO THE SUBGRADE AT 45
DEGREE ANGLE
EDGES NOT EXPOSED TO
SURFACE FLOW DO NOT NEED
TO BE RECESSED
SEED AND FERTILIZE
SUBGRADE WITH SITE
SPECIFIC SEED MIX LEADING EDGE ANCHOR TRENCH AND OVERLAP SEAMS PERPENDICULAR TO FLOW
DOWN CHANNEL
INFILL OVERLAPPED MAT WITH
SOIL AND SEED
18"
ANCHOR
TRENCH
FLEXAMAT PLUS UNDERLAYMENT
CURLEX II ECB
RECYCLEX TRM
5-PICK LENO
WEAVE
18" U-ANCHORS INSTALLED
IN 2' INCREMENTS BEHIND
FIRST EXPOSED BLOCK
18" U-ANCHORS
INSTALLED IN 2'
INCREMENTS
ACROSS OVERLAP
FLEXAMAT PLUS CHANNEL - LAYOUT PARALLEL TO FLOW
CONSTRUCTION NOTES:
1.
2.
3.
4.
4.1.
4.2.
5.
5.1.
6.
AN ENGINEER OR MANUFACTURES REPRESENTATIVE SHALL BE ONSITE FOR THE START OF THE INSTALLATION.
GRADE CHANNEL SO THAT WATER WILL FLOW DOWN CENTER OF THE CHANNEL AND BE CONTAINED TO THE CHANNEL. ALL SUBGRADE SURFACES PREPARED FOR PLACEMENT OF MATS SHALL BE SMOOTH
AND FREE OF ALL ROCKS, STICKS, ROOTS, OTHER PROTRUSIONS, OR DEBRIS OF ANY KIND.
PRIOR TO FLEXAMAT PLUS INSTALLATION SEED AND FERTILIZE THE PREPARED SUBGRADE WITH SITE SPECIFIC SEED MIX AND IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.
INSTALL FLEXAMAT PLUS ROLLS, USING THE WIDEST ROLLS POSSIBLE TO AVOID SEAMS.
FOR CHANNELS THAT ARE WIDER THAN 16', INSTALL 15.5' WIDE FLEXAMAT PLUS ROLLS THAT INCLUDE 12" GEOGRID EXTENSIONS WITH A 6" PLUS UNDERLAYMENT EXTENSIONS. THESE SEAMS ARE PARALLEL WITH FLOW, THE ADJACENT MAT INSTALLED OVER THE EXTENSIONS. ENSURE GEOGRID AND TRM EXTENSIONS ARE LAYING FLAT ON SUBGRADE PRIOR TO INSTALLING ADJACENT MAT.
SECURE THE ABUTMENT PARALLEL WITH FLOW BY INSTALLING 18" U-ANCHORS IN 2' INCREMENTS OR 20" STAINLESS STEEL ZIP TIES IN 1' INCREMENTS THROUGH THE EXTENSION OVERLAP.
U ANCHORS OR ZIP TIES TO BE INSTALLED PERPENDICULAR TO FLOW. ZIP TIES SHALL ENCOMPASS 3 CORDS OF GEOGRID FROM EACH MAT.
FOR ADDITIONAL SECTIONS OF MAT, SECURE SEAM PERPENDICULAR WITH FLOW BY OVERLAPPING THE DOWNSTREAM SECTION 18" WITH UPSTREAM SECTION OF MAT. PRIOR TO INSTALLING OVERLAP, FLIP UPSTREAM MAT BACK 24". EXCAVATE 2.25'" OF SOIL 18" FROM END OF UPSTREAM MAT. DOWNSTREAM SECTION IS LAID IN THE SHALLOW TRENCH. RETURN AND TAMP SOIL OVER INITIAL EDGE AND SEED.
FLIP END OF UPSTREAM MAT OVER THE SOIL COVERED AND SEEDED INITIAL LEADING EDGE OF DOWNSTREAM MAT.
SECURE OVERLAPS PERPENDICULAR TO FLOW BY INSTALLING 18" U-ANCHORS IN 2' INCREMENTS OR 20" STAINLESS STEEL ZIP TIES IN 1' INCREMENTS THROUGH THE OVERLAP. ZIP TIES SHALL
ENCOMPASS 3 CORDS OF GEOGRID FROM EACH MAT.
AT THE INITIAL LEADING EDGE OF THE FLEXAMAT PLUS ARMORED CHANNEL, EMBED THE MAT 18" IN A VERTICAL ANCHOR TRENCH. FILL AND COMPACT ANCHOR TRENCH WITH SUITABLE FILL. AT ENDING EDGE OF PROTECTION, EMBED THE MAT 18” IN A TERMINATION TRENCH. THE TRENCH SHALL BE FILLED AND COMPACTED WITH SUITABLE FILL, AS DETERMINED BY THE ENGINEER OF RECORD.
REV - 2
FLOW
FLEXAMAT PLUS PANELS
ARE SHINGLED 18"
UNDER PREVIOUS PANEL
18" U-ANCHORS
IN 2'
INCREMENTS
ACROSS
ABUTMENT
SEAM OR
STAINLESS STEEL
ZIP TIES CAN BE
INSTALLED IN 1'
INCREMENTS
6" PLUS
UNDERLAYMENT
EXTENSION
12"
GEOGRID
EXTENSION
MAT SEAM PARALLEL
WITH FLOW
ADJACENT FLEXAMAT PLUS
PANEL HAS GEOGRID AND
UNDERLAYMENT EXTENSIONS
6" PLUS UNDERLAYMENT EXTENSION
12" GEOGRID EXTENSION
MOTZ
ENTERPRISES, INC.
Flexamat (513)772-6689
Info@Flexamat.com Flexamat.com
FL
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MARK
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DATE
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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PERMANENT EROSION CONTROL DETAILS SHEET 1
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Others
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AutoCAD SHX Text 1/28/22
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METHOD FOR TREATING EDGES EXPOSED TO SURFACE SHEET FLOW ABUTMENT METHOD FOR SEAMS PERPENDICULAR WITH FLOW
FLOW
15.5' WIDE FLEXAMAT PLUS MATS WITH 12" GEOGRID
EXTENSION AND 6" UNDERLAYMENT EXTENSION FOR
ABUTMENT SEAMS. MATS SHALL BE CONTINUOUS
SECTIONS FOR THE ENTIRE CHANNEL WIDTH,
INCLUDING AREAS PAST CREST OF SIDE SLOPES
EDGES NOT EXPOSED TO
SURFACE FLOW DO NOT NEED
TO BE RECESSED
SEED AND FERTILIZE
SUBGRADE WITH SITE
SPECIFIC SEED MIX
EDGES EXPOSED TO SURFACE
FLOW SHALL HAVE THE
OUTSIDE 2 BLOCKS RECESSED
12" INTO THE SUBGRADE AT
45 DEGREE ANGLE
6" PLUS
18" U-ANCHORS INSTALLED
IN 2' INCREMENTS BEHIND
FIRST EXPOSED BLOCK
LEADING AND ENDING ANCHOR TRENCH
FLOW
UNDERLAYMENT
EXTENSION
18" U-ANCHORS INSTALLED
IN 2' INCREMENTS ACROSS
ABUTMENT SEAMS OR
STAINLESS STEEL ZIP TIES
INSTALLED IN 1' INCREMENTS
FLOW
FLEXAMAT PLUS UNDERLAYMENT
CURLEX II ECB
RECYCLEX TRM
5-PICK LENO
WEAVE
6" PLUS UNDERLAYMENT EXTENSION
12" GEOGRID EXTENSION
FLEXAMAT PLUS - CHANNEL LAYOUT PERPENDICULAR TO FLOW
CONSTRUCTION NOTES:
1. AN AUTHORIZED MANUFACTURERS REPRESENTATIVE SHALL BE ONSITE FOR THE START OF THE INSTALLATION.
2.
3.
4.
4.1.
4.2.
4.3.
5.
6.
GRADE CHANNEL SO THAT WATER WILL FLOW DOWN CENTER OF THE CHANNEL AND BE CONTAINED TO THE CHANNEL. ALL SUBGRADE SURFACES PREPARED FOR PLACEMENT OF MATS SHALL BE SMOOTH AND FREE OF ALL ROCKS, STICKS, ROOTS, OTHER PROTRUSIONS, OR DEBRIS OF ANY KIND.
PRIOR TO FLEXAMAT PLUS INSTALLATION, SEED AND FERTILIZE SUBGRADE WITH SITE SPECIFIC SEED MIX IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.
INSTALL FLEXAMAT PLUS ROLLS THAT ARE 15.5' WIDE WITH A 12" GEOGRID EXTENSION AND 6" PLUS UNDERLAYMENT EXTENSION.
INSTALL MATS SO THAT THE MATTING EXTENDS PAST THE CREST OF EITHER SIDE SLOPE FOR SLOPES STEEPER THAN 2:1, EMBED EDGE IN A 12" VERTICAL ANCHOR TRENCH. MATS SHALL BE CONTINUOUS SECTIONS ACROSS THE CHANNEL, INCLUDING AREAS PAST CREST OF SIDE SLOPES.
FOR SLOPES LESS THAN 2:1, OUTSIDE LONGITUDINAL EDGES SHALL BE EMBEDDED IN A 12" 45 DEGREE ANCHOR TRENCH, ONLY IF EXPOSED TO SURFACE FLOW.
INSTALLATION STARTS AT THE DOWN CHANNEL END AND MOVES UP THE CHANNEL, TOWARDS THE START OF CHANNEL OR OUTLET STRUCTURE. INSTALL UP CHANNEL MATS OVER THE GEOGRID AND UNDERLAYMENT EXTENSIONS OF DOWNSTREAM MATS. ENSURE EXTENSIONS ARE LAYING FLAT ON SUBGRADE AND UNDER ADJACENT MAT.
INSTALL 18" U-ANCHORS IN 2' INCREMENTS BEHIND ANCHOR TRENCH AND ACROSS MAT ABUTMENT SEAMS. INSTALL U ANCHORS PERPENDICULAR TO FLOW DIRECTLY BEHIND FIRST BLOCK OF THE UP-CHANNEL MAT. AN ALTERNATIVE TO THE 18” U-ANCHORS IS TO INSTALL 20" STAINLESS STEEL ZIP TIES IN 1' INCREMENTS ACROSS MAT ABUTMENT SEAM. ZIP TIE SHALL BE INSTALLED PERPENDICULAR TO FLOW AND ENCOMPASS A MINIMUM OF THREE CORDS OF GRID OF EITHER MAT AT ABUTMENT SEAMS.
AT THE INITIAL LEADING EDGE OF THE ARMORED CHANNEL, EMBED MAT 18" IN A VERTICAL ANCHOR TRENCH. FILL AND COMPACT ANCHOR TRENCH WITH SUITABLL FILL. AT ENDING EDGE OF PROTECTION, EMBED THE MAT 18” IN A TERMINATION TRENCH. THE TRENCH SHALL BE FILLED AND COMPACTED WITH SUITABLE FILL OR OTHER, AS DETERMINED BY THE ENGINEER OF RECORD.
REV - 1
MOTZ
ENTERPRISES, INC.
Flexamat
(513) 772-6689
Info@Flexamat.com Flexamat.com
12" GEOGRID
EXTENSION
MAT SEAM
PERPENDICULAR
WITH FLOW
15.5' WIDE DOWN
CHANNEL
FLEXAMAT PLUS
PANEL
HAS GEOGRID
AND
UNDERLAYMENT
EXTENSIONS
WHEN
POSSIBLE,
CONTINUOUS
SECTION
FOR
ENTIRE
CHANNEL
WIDTH
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DESCRIPTION
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MARK
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DATE
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UNITED STATES DEPARTMENT OF THE INTERIOR
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BUREAU OF LAND MANAGEMENT
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PERMANENT EROSION CONTROL DETAILS 2
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Others
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AutoCAD SHX Text 11/28/22
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ABUTMENT METHOD FOR SHORELINE WIDTH LESS THAN 16' ABUTMENT METHOD FOR SHORELINE WIDTH GREATER THAN 16'
30" RECYCLEX TRM SPACED EVENLY
BETWEEN EACH MAT AT THE SEAM
SECURE ABUTMENT
SEAM WITH 20"
RECYCLEX TRM SPACED
EVENLY BETWEEN EACH
MAT AT THE SEAM
STAINLESS STEEL ZIP TIES
IN 1' INCREMENTS THE
LENGTH OF THE SEAM.
12" GEOGRID EXTENSION FOR ABUTMENT
PROFILE VIEW OF SLOPE AND ANCHOR TRENCH
EMBED TOP EDGE OF MAT 12"
AT 45 DEGREES INTO THE SLOPE
FLEXAMAT PLUS UNDERLAYMENT
CURLEX II ECB
RECYCLEX TRM
5-PICK LENO
WEAVE SEED AND FERTILIZE SUBGRADE
PRIOR TO FLEXAMAT PLUS
INSTALLATION
FLEXAMAT PLUS - SHORELINE ARMORING at Wapati Reservoir
CONSTRUCTION NOTES:
1. AN ENGINEER OR MANUFACTURES REPRESENTATIVE SHALL BE ONSITE FOR THE START OF THE INSTALLATION.
2. ALL SUBGRADE SURFACES PREPARED FOR PLACEMENT OF MATS SHALL BE SMOOTH AND FREE OF ALL ROCKS, STICKS, ROOTS, OTHER PROTRUSIONS, OR
DEBRIS OF ANY KIND.
3. PRIOR TO FLEXAMAT PLUS INSTALLATION, SEED AND FERTILIZE SUBGRADE WITH SITE SPECIFIC SEED MIX IN ACCORDANCE WITH THE PROJECT PLANS AND
SPECIFICATIONS. .
4. INSTALL FLEXAMAT PLUS ROLLS, MATS SHALL BE CONTINUOUS FOR ENTIRE LENGTH OF SLOPE.
4.1. MATTING SHALL EXTEND 3' BELOW ORDINARY WATER LEVEL.
5. AT MAT ABUTMENT SEAMS, INSTALL RECYCLEX TRM SEAMS EVENLY UNDER EACH MAT.
6. SECURE ABUTMENT SEAMS IN 2' INCREMENTS USING STAINLESS STEEL ZIP TIES OR #3 REBAR - 18" U-ANCHORS. ZIP TIES SHALL ENCOMPASS 3 CORDS OF
GRID OF EACH ABUTTING MAT OR GEOGRID EXTENSION. U-ANCHORS SHALL ENCOMPASS 2 CORDS OF GEOGRID OF EACH ABUTTING MAT OR GEOGRID
EXTENSIONS.
7. AT THE BEGINNING AND END OF THE SHORELINE PROTECTION, EMBED THE MAT 18" PAST THE ANTICIPATED SCOUR POINT. FILL AND COMPACT
TERMINATION TRENCH WITH COHESIVE SOIL.
8. RECESS TOP TWO BLOCKS OF MAT INTO THE SLOPE.
REV - 2
MOTZ
ENTERPRISES, INC.
Flexamat (513)772-6689
Info@Flexamat.com Flexamat.com
FLEXAMAT PLUS TO
EXTEND 3' BELOW THE
NORMAL WATER LEVEL
6" PLUS UNDERLAYMENT FOR ABUTMENT
SECURE ABUTMENT
SEAM WITH 20"
STAINLESS STEEL ZIP
TIES IN 1' INCREMENTS
OR 18" U-ANCHORS IN
2' INCREMENTS THE
LENGTH OF THE SEAM.
6" PLUS UNDERLAYMENT FOR ABUTMENT
12" GEOGRID EXTENSION FOR ABUTMENT
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DESIGNED BY:
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DRAWN BY:
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SHEET
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APPROVED BY:
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OF
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DATE:
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DESCRIPTION
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MARK
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APPROVED
AutoCAD SHX Text
DATE
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UNITED STATES DEPARTMENT OF THE INTERIOR
AutoCAD SHX Text
BUREAU OF LAND MANAGEMENT
AutoCAD SHX Text
PERMANENT EROSION CONTROL DETAILS 3
AutoCAD SHX Text 2024 Phillips Reservoirs Repair
AutoCAD SHX Text North Central Montana District
AutoCAD SHX Text Montana
AutoCAD SHX Text Malta
AutoCAD SHX Text Others
AutoCAD SHX Text Others
AutoCAD SHX Text 11/28/22
AutoCAD SHX Text
| 1_Title Sheet_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| TITLE SHEET |
| 2_Location Map 1_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| LOC. MAP #1 |
| 3_Location Map 2_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| LOC. MAP #2 |
| 4_Taint Plan View_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| TAINT PLAN |
| 5_Taint X-Sections_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| TAINT X-SEC. |
| 6_Paleface Plan View_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| PALEFACE PLAN |
| 7_Paleface X-Sections_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| PALEFACE X-SEC. |
| 8_Whiteface Plan View_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| WHITEFACE PLAN |
| 9_Whiteface X-Sections_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| WHITEFACE X-SEC. |
| 10_Wapati Plan View_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| WAPATI PLAN |
| 11_Wapati X-Sections_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| WAPATI X-SEC. |
| 12_Details_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| DETAILS PAGE |
| 13_Flexamat Details 1_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| FLEXAMAT DETAIL 1 |
| 14_Flexamat Details 2_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| FLEXAMAT DETAIL 2 |
| 15_Flexamat Details 3_2024 Phillips Reservoirs Repair |
| Sheets and Views |
| FLEXAMAT DETAIL 3 |
File details come from the government source that posted it. Updated .