Attachment 2 - Example Project 2 - Prince of Wales 2050400.pdf

U.S. DEPARTMENT OF AGRICULTURE

FOREST SERVICE, REGION 10

TONGASS NATIONAL FOREST

THORNE BAY RANGER DISTRICT

CONSTRUCTION PLANS FOR:

AOP CULVERT REPLACEMENT

NFSR 2050400 MP 3.79

LOCATION MAP

FOREST ENGINEER

APPROVED BY:

DATE

TONGASS NATIONAL FOREST

DISTRICT RANGER

DATE

THORNE BAY DISTRICT

RECOMMENDED BY:

PREPARED BY:

INDEX TO SHEETS

NO. DESCRIPTION

1 TITLE SHEET

GENERAL NOTES & SCHEDULE OF

QUANTITIES

TYPICAL ROADWAY SECTION & POINT

TABLES

4 ROAD PLAN & PROFILE

5 CULVERT GENERAL LAYOUT

6 STRUCTURE EXCAVATION & BACKFILL

7 FOOTING DETAILS

8 PRECAST DETAILS

9 ROCK WEIR DETAILS

10 STREAM SIMULATION DETAILS

11 DEWATERING REQUIREMENTS

XS1-XS2 ROAD CROSS SECTIONS

PROJECT

LOCATION

JUNEAU

Craig

KEY MAP

140°142°

58°

138° 136°

Sitka

132°134°136°138°140°142°

60°

Yakutat

C A N

A D

A

A

LA

S K A

62°

Skagway

56°

54°

132°134°

Ketchikan

Wrangell

Petersburg

128°130°

60°

58°

HOONAH

VICINITY MAP

PROJECT

LOCATION MATERIAL

SOURCE

THORNE BAY

K

LA

W O

C K

MATERIAL SOURCES

GOVERNMENT FURNISHED

CHANNEL ROCK

RIPRAP

UNCLASSIFIED BORROW

WASTE SITE

CONTRACTOR FURNISHED

STREAMBED SIMULATION ROCK

ALL OTHER MATERIALS ARE

CONTRACTOR FURNISHED

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

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REGION 10

ALASKAN REGION

GENERAL NOTES &

ESTIMATED

QUANTITIES

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

GENERAL NOTES

DESIGN: This structure is designed for HL-93 live loading in accordance with AASHTO LRFD Bridge Design Specifications, 7th Edition.

HYDROLOGY AND HYDRAULICS: This structure has been designed to pass a Q100 flood event with a headwater depth to culvert rise ratio less than

0.8. Flow data is provided on Sheet 5.

SPECIFICATIONS: Construct the project in compliance with Federal Highway Administration Standard Specifications for Construction of Road and Bridges on Federal Highway Projects (FP-14) and applicable Forest Service Supplemental Specifications.

ROAD WORK: Depths of all materials are given as final compacted depths. Remove all berms, existing or created, unless designated to remain, to allow drainage of water from the traveled way.

DEWATERING & EROSION CONTROL PLAN: Submit a dewatering and soil erosion and sediment control plan to the contracting officer for approval at least fifteen (15) days prior to beginning work. See Section 157 of the Supplemental Specifications, the notes on Sheet 6, and the general requirements shown on Sheet 11. Construct temporary means to divert the flow of the live stream as necessary to perform work. Do not pump water from excavations directly into the live stream.

DISPOSAL: All materials designated for removal become the property of the contractor and are to be disposed of by removing from the forest in an environmentally safe manner in accordance with all local, state and federal requirements. Dispose of excess or unsuitable material at the location designated in FSSS Section 105. Hauling of excess or unsuitable material is incidental to associated work.

TEMPORARY TRAFFIC CONTROL: Submit a temporary traffic control plan to the Contracting Officer for approval at least 30 days prior to intended use.

IN-STREAM WORK: All in-stream work will be done between June 15th and September 1st. Allowance shall be given to the Forest Service to capture and remove fish and other aquatic organisms from within the construction work area prior to and during work activities.

EQUIPMENT STORAGE: Storage of all equipment on government lands will be at a location approved by the CO.

SEEDING: Seed and mulch all disturbed soil that is not within travel way or stream channel. Use Tongass Seed Mix. See FSSS Section 625

CONCRETE: Use Class A(AE) Concrete for Precast members. The required 28-day compressive strength (F'c) is 3,000 psi with an entrained air content of 5% ± 1%. Finish all precast elements with an ordinary surface finish.

Make all concrete in accordance with an approved mix design. Chamfer all exposed edges of concrete 3/4" and fillet all acute angles 3" unless otherwise noted.

REINFORCING STEEL: Use reinforcing steel of the deformed type conforming to AASHTO M31 (ASTM A615) Grade 60. Concrete cover is as shown; where not shown it must conform to AASHTO. Cut and bend reinforcing steel in conformance with ACI 315. Lap splice bars 2' min.

HARDWARE AND STRUCTURAL STEEL: Use shapes, plates and bars meeting the requirements of ASTM A36, unless otherwise specified in these plans.

Use hardware meeting the requirements of ASTM A325, except as noted in the drawings.

WELDING: Weld in accordance with the Structural Welding Code, AWS D1.1.

ITEM

NO. ITEM DESCRIPTION UNIT QUANTITY REMARKS

15101 MOBILIZATION LUMP SUM ALL

TRAFFIC CONTROL, FIRE PROTECTION, EQUIPMENT

CLEANING, AND ANY MAINTENANCE OF EXISTING NFS

ROADS FOR CONTRACTOR ACCESS IS INDIRECT TO THIS

PAY ITEM

15221 CONSTRUCTION SURVEY AND STAKING LUMP SUM ALL

15713 SOIL EROSION & POLLUTION CONTROL LUMP SUM ALL INCLUDES DEWATERING. SEE GENERAL NOTES

20301

REMOVAL OF EXISTING CORRUGATED STEEL PIPE,

METHOD A

EACH 1

20411

UNCLASSIFIED BORROW EXCAVATION, PLACEMENT

METHOD 2

CUBIC YARD 110 CQ

GOVERNMENT SOURCE. ASSUMES 20% OF EXCAVATED

MATERIAL IS UNSUITABLE. QUANTITY IS IN-PLACE

AND NOT ADJUSTED FOR SHRINK/SWELL.

25101 PLACED RIPRAP, CLASS 2 CUBIC YARD 26 CQ GOVERNMENT SOURCE.

55217 PRECAST CONCRETE MEMBER, CULVERT FOOTING LINEAR

FOOT

60303 12'-0" SPAN x 4'-1" RISE CORRUGATED

ALUMINIZED-STEEL STRUCTURAL PLATE ARCH, 0.111"

THICKNESS

LINEAR

FOOT

CORRUGATED ARCH MATERIAL SHALL BE ALUMINIZED

STEEL. GALVANIZED STEEL WILL NOT BE ALLOWED.

MANUFACTURER TO CERTIFY CULVERT MEETS HL-93

LOADING WITH THE MINIMUM COVER SHOWN ON THESE

PLANS.

62504 SEEDING, DRY METHOD LUMP SUM ALL

USE TONGASS SEED MIX. SEE FSSS SECTION 625.

APPROXIMATELY ~1900 SQ FT

64802

PLACED STREAMBED SIMULATION MATERIAL

BED CLASS 3.79, METHOD A CUBIC YARD 23 CQ

COMMERCIAL SOURCE. SEE SHEET 10 FOR GRADATION

REQUIREMENTS. MATERIAL FROM THE EXCAVATION

MEETING THE GRADATION FOR BED CLASS 3.79 MAY BE

SALVAGED AND INCORPORATED INTO THE SIMULATED

STREAMBED.

64804

PLACED STREAMBED CHANNEL ROCK FOR CULVERT

BANKS, CLASS CR-2, METHOD A CUBIC YARD 38 CQ

GOVERNMENT SOURCE. SOME SORTING WILL BE

REQUIRED. ROCK SALVAGED FROM THE EXCAVATION

MEETING THE GRADATION FOR CLASS CR-2 MAY BE

SALVAGED AND INCORPORATED INTO THE SIMULATED

STREAMBED.

64806

PLACED STREAMBED CHANNEL ROCK FOR ROCK

WEIRS, RIBS, & ISOLATED BOULDERS, CLASS CR-2,

METHOD A

CUBIC YARD 20 CQ

GOVERNMENT SOURCE. SOME SORTING WILL BE

REQUIRED. ROCK SALVAGED FROM THE EXCAVATION

MEETING THE GRADATION FOR CLASS CR-2 MAY BE

SALVAGED AND INCORPORATED INTO THE SIMULATED

STREAMBED.

SCHEDULE OF QUANTITIES

CQ= CONTRACT QUANTITY (SEE SECTION 109.02(B) OF THE STANDARD SPECIFICATIONS);

OPTIONAL ITEMS

20501 ROCK EXCAVATION CUBIC YARD 10

SUBSURFACE CONDITIONS HAVE NOT BEEN ASSESSED.

BEDROCK MAY BE ENCOUNTERED AND ROCK

EXCAVATION MAY BE REQUIRED

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CONTROL POINT TABLE

POINT #

CP-1

CP-2

CP-3

NORTHING

1437135.57

1436796.79

1436477.71

EASTING

2799326.23

2799310.20

2799203.82

ELEVATION

213.75

202.77

188.50

DESCRIPTION

SET-RPC

SET-RPC

SET-RPC

CP-1

CP-2

CP-3

S °4

'3

"W

.1

S

°2 6'

"W

6.

CENTERLINE POINTS

POINT #

NORTHING

1436848.3160

1436832.6689

1436808.3810

1436788.4959

1436768.7074

1436748.3004

1436729.5369

1436712.0304

1436690.9696

1436671.7271

1436652.4847

EASTING

2799302.1193

2799301.4831

2799299.9258

2799297.7967

2799294.9045

2799291.0999

2799286.8492

2799282.2166

2799276.2489

2799270.7965

2799265.3441

ELEVATION

202.68

203.13

203.81

203.95

203.50

202.42

200.88

199.41

197.82

196.55

195.47

DESCRIPTION

STA 12+40 CL ROAD/BEGIN CONSTRUCTION

STA 12+55.66 CL ROAD/PC CURVE

STA 12+80 CL ROAD

STA 13+00 CL ROAD

STA 13+20 CL ROAD

STA 13+40.76 CL ROAD/CL CULVERT

STA 13+60 CL ROAD

STA 13+78.11 CL ROAD/PT CURVE

STA 14+00 CL ROAD

STA 14+20 CL ROAD

STA 14+40 CL ROAD/END CONSTRUCTION

LAYOUT POINTS

POINT #

NORTHING

1436766.2998

1436755.3024

1436739.7935

1436728.7961

EASTING

2799275.2407

2799268.1534

2799316.3705

2799309.2832

ELEVATION

193.32

193.32

190.85

190.85

DESCRIPTION

BOTTOM OF FOOTING

BOTTOM OF FOOTING

BOTTOM OF FOOTING

BOTTOM OF FOOTING

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

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REGION 10

ALASKAN REGION

TYPICAL ROADWAY

SECTION & POINT

TABLES

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

TYPICAL ROAD SECTION

NOT TO SCALE

Centerline Road

8'-0" 8'-0"

16'-0"

1.5 1

1.5

Clearing Limits

Clear to: Toe of Fill, Cut Daylight, or 5' min. shown.

5'-0" min.

Native surface

5'-0" min.

2%

Profile grade

ROAD CENTERLINE POINTS

SURVEY CONTROL POINTS

SET-RPC = Red Plastic Cap Control Point set by DJ&A.

See PROJECT CONTROL MAP for location of CONTROL POINTS.

CULVERT LAYOUT POINTS

See Sheet 5 for location of CULVERT INVERT POINTS

FLOW

PROJECT CONTROL MAP

Scale: 1" = 100'

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11+20 12+00 13+00 14+00 15+00 15+20

2.87%

-5.19%

S T A

.0

E L

.6

STA = 14+40.00

EL = 195.47

80.00' VC

B V C S

.0

B V C E

.3

E V C S

.0

E V C E

.7

PVI STA:13+95.00

PVI ELEV:197.80

K: 22.18

80.00' VC

B V C S

.0

B V C E

.6

E V C S

.0

E V C E

.3

PVI STA:13+15.00

PVI ELEV:204.84

K: 6.86

CP-2

2+00

3+

4+00

4+47

0 20

12+00

13+00 14+00

15+00

PC

: 1

.6

PT

.1

CURVE DATA:

R=520.00 L=122.45' Δ=13°29'31"

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

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REGION 10

ALASKAN REGION

ROAD PLAN &

PROFILE

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

LEGEND

Existing Edge of Shoulder

Existing Culvert

Existing Edge of Water Major Contour (5') Minor Contour (1')

EXISTING FEATURES

Existing Edge of Road

> > Existing Ditch

PLAN

PROFILE

Existing Ground at Centerline Road

Centerline Road Finished Grade

Remove & dispose existing culvert

New culvert

20'

FL

O

W

New Edge of Road

Centerline Road

New Culvert

Remove & Dispose Existing Corrugated Steel Pipe

STA 14+40

END ROAD WORK

MATCH EXISTING

STA 12+40

BEGIN ROAD WORK

MATCH EXISTING

New Toe of Fill, typ.

Stream Thalweg

Construct Rock Weir, typ. See sheet 9

ROAD CONSTRUCTION NOTES:

1. All road work, including hauling and disposing of excess and unsuitable material, is incidental to Item 20411.

2. Embankment quantities shown are in-place quantities and not adjusted for shrink/swell. Quantity shown assumes 20% of excavated material will not be suitable for reuse.

3. Haul & dispose unsuitable material to the waste site designated in FSSS Section 105.

110 CY Unclassified Borrow

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SCALE IN FEET

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Culvert

2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+30

EL 193.32

Bottom of Footing EL 190.85

Bottom of Footing

EL 193.5

Channel Bottom

FG EL 202.42

at Centerline Road

EL 196.3

Channel Bottom

-5.0%

13+

2+01 3+00

3+

Layout Pt.

Layout Pt.

Layout Pt.

Layout Pt.

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

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REGION 10

ALASKAN REGION

CULVERT GENERAL

LAYOUT

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

SECTION THRU CENTERLINE CULVERT

Scale: 1" = 20'

10'

2'

Existing ground min.

cover

Centerline Road

Remove existing culvert

New Edge of Road

Stream Thalweg

FLOW

PLAN

7'-6" Bankfull Width

Channel Bottom EL

12'-0" Span

R is e

12'-0" Span x 4'-1" Rise Aluminized-Steel Structural Plate Arch

Precast Concrete Footing. See Sheet 8

TYPICAL SECTION

Not to Scale

Layout PT Layout PT

12'-0" Span x 4'-1" Rise Aluminized-Steel Structural Plate Arch

49'-0" Precast Footing

48'-0" Culvert

Construct Rock Weir, typ. See sheet 9

Centerline Culvert (STA 2+69.93) @ Centerline Road (STA 13+40.76)

See sheet 3 for Footing Layout Points Table.

HYDRAULIC DATA:

Drainage Area= 0.28 Sq. Mi.

Q2= 54.5 CFS

Bankfull Width= 7.5'

Depth= 1.4'

Q100= 125.4 CFS

Depth= 3.7'

HW/D= 0.78

12'-0" Span x 4'-1" Rise Aluminized-Steel Structural Plate Arch

Class 2 Riprap

2'-0"

Fill slope

New culvert

Top of bank

RIPRAP DETAIL

NOT TO SCALE

2'-0"

Top of bank in culvert/top of concrete footing

Concrete Footing

Furnish and place 13 CY Class 2 Riprap.

Typical of both ends. See DETAIL on this sheet

Bevel pipe on upstream end of culvert. See DETAIL on this sheet.

See Sheet 9 & 10 for channel and bank dimensions and construction details ty p

°5

4'

STEP BEVEL END DETAIL

BEVEL INLET END ONLY

Concrete Culvert Footing

1. The ends of culverts shall not be cut on a skew unless shown on the drawings, or called for in the schedule of items.

1'-2"

R is e

1'

1.5

Fill Slope

Q100= 3.7'

*Q2= 1.4'

Elevations at inlet of culvert

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SCALE IN FEET

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CONTOUR INTERVAL = 1'

200205

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

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REGION 10

ALASKAN REGION

STRUCTURE

EXCAVATION &

BACKFILL

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

PLAN

STRUCTURE EXCAVATION NOTES:

1. Complete structure excavation in accordance with FP-14 Section 209.

2. The contractor is solely responsible for excavation support and compliance with all applicable OSHA regulations.

3. Notify the CO immediately if bedrock or soft, unsuitable soils are encountered.

FLOW

Existing corrugated steel pipe

Approximate culvert excavation limits

6 New Concrete Footings

Edge of Existing Road

2' min.

Existing culvert

STRUCTURAL EXCAVATION & BACKFILL SECTION

NOT TO SCALE

Existing ground

Finished ground

Backfill (704.03a) See "STRUCTURE BACKFILL NOTES" on this sheet.

Culvert Backfill limit

DEWATERING AND SOIL EROSION CONTROL NOTES:

1. Protect against soil erosion and sedimentation during construction in accordance with

FP-14 Section 157, the project permits, Forest Service Handbook (FSH) 2509.22, Region 10 BMPs for Erosion Control, and the Guidance for the Invasive Plant Managment Program (Krosse 2017). Prepare and submit a soil erosion and sediment control plan to the CO for approval.

2. Dewater the excavation in accordance with FP-14 Sections 208 and 157 and the requirements on sheet 11.

3. Contractor should anticipate water infiltrating the excavations.

4. Culvert excavation, riprap and rock weir placement, and backfill are to be completed in accordance with the Contract Specifications. Standing or running water in the work area does not relieve the contractor from meeting the specifications.

5. Dewatering is the sole responsibility of the contractor. Develop and submit to the CO a project-specific dewatering and sediment control plan with the excavation plan for approval. Sheet 11 illustrates the general dewatering requirements and possible methods and equipment and is not considered adequate or complete for this project.

Develop and submit a project-specific dewatering plan including drawings and a written outline illustrating and describing proposed layout, methods, and equipment. See sheet 11 for dewatering flows during construction. Approval of the contractor's dewatering plan does not relieve the contractor from completing the work as required. If the contractor's methods are not producing adequate results, the contractor must re-evaluate and submit another dewatering plan. Re-submittal of the dewatering plan, if required, is incidental to the work.

Limits of excavation per OSHA. See "STRUCTURE EXCAVATION NOTES" on this sheet

Material meeting FP-14 Specification

704.06 outside of the Culvert Backfill limits shown.

STRUCTURE BACKFILL NOTES:

1. Backfill limits shown here are the minimum requirements. Place backfill in accordance with FP-14 Section 209, and as shown on these Plans, with material meeting the requirements of Subsection 704.03a. Compact backfill material in accordance with FP-14 Subsection 209.10, Compaction Method 2.

Any material outside the Backfill limits shown is considered Road Embankment and the material must meet the requirements of FP-14 Subsection 704.06.

2. It is assumed that material conserved from the structure excavation at this site will meet the requirement for Backfill (704.03a) or Road Embankment (704.06). Some mixing and sorting may be required to meet the material specification. Haul and dispose unsuitable and excess material to the designated waste site. Haul and disposal of unsuitable and excess material is paid with Item 20411.

6" Foundation Fill leveling course

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SCALE IN FEET

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CONTOUR INTERVAL = 1'

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

3/2 6/1

9 1 3:

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REGION 10

ALASKAN REGION

FOOTING DETAILS

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

DETAIL A

Note to Scale

Fill key with non-shrink grout

4" 5" 3"

2"

12'-0" Culvert Span

11'-1"

Foundation stem wall

INSTALLATION DETAIL

Not to Scale

DETAIL A

1'-3" 1'-0" 1'-3"

(3 x c on t.

E ac h F ac e m ax on c en te r

STREAM SIDEFILL SIDE

10"

9"

#4 U-bar @ 24" o.c.

#4 vert. @ 12" o.c.

NOTES:

1. Provide 2" clear cover for all reinforcement unless otherwise shown.

2. o.c. = on center.

3. Use 24" min. lap splice for all reinf. bars.

FOOTING DETAIL

Scale: 3/4" = 1'-0"

ITEM DESCRIPTION

STRUCTURAL CONCRETE, CLASS A(AE)

REINFORCING STEEL

Cubic Yard

Pounds

25.4

UNIT QUANTITY

Informational Quantities shown above are for the precast culvert footing and considered incidental to Item 55217.

INFORMATIONAL QUANTITIES

1. A limited foundation investigation was conducted at this site and no soft soils or bedrock were encountered. Notify the CO immediately if bedrock or very soft clay soils are encountered within the limits of the foundations shown in these PLANS. In no case should the footing be placed directly on large boulders, random outcroppings of bedrock, or soft soils without prior approval.

2. Prepare foundation in accordance with Section 208 of the Specifications.

Foundation must be approved in writing by the CO prior to placing the leveling course.

FOUNDATION NOTES

Elevation shown on Sheet 5

Bottom of Ftg.

6" typ.

cl r.

Undisturbed native ground

3'-6"

(4) #4 x cont. Top & Bottom

@ 12" on center

#4 x 3'-2" @ 12" o.c. Place footings on 6" min.

compacted leveling course material meeting the requirements of Foundation Fill (704.01) (Incidental to other Items)

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PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

3/2 6/1

9 1 3:

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REGION 10

ALASKAN REGION

PRECAST DETAILS

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

6" 6"

48'-0" Culvert

49'-0" Footing

End of Culvert, typ.

Mechanical Splice, typical both sides of wall and footing. See DETAIL on this sheet.

(4) Interior Sections @ 8'-2" = 32'-8"8'-2" Exterior Section, typ.

1 Contractor may adjust precast segment lengths shown depending upon setting equipments capabilities. Footing weight is approximately 975 lb/ft.

Mechanical Splice, typ. both sides of footing and wall.

See Detail on this sheet.

Typical Foundation Segments

Splice location at 1/2 height of stem wall

Alternate locations (on each side of stem wall) for Post-Installed Anchors/Plate Alternative. See Details this sheet

Prior to fabricating precast footings submit for approval shop drawings detailing segment lengths, splice connections, proposed concrete mix design, pick locations, and selected connection for culvert.

Other precast/prefabricated footing options that meet size, strength and functionality of concrete footings shown may be submitted for review and approval.

PRECAST FOUNDATION ELEVATION

Not to Scale

TYPICAL PRECAST SEGMENT

Not to Scale

Undisturbed Soil

1 2

PLAN SECTION

ELEVATION

BOLTED ALTERNATE

Footing Segment

Undisturbed Soil

Footing Segment

3/4"Ø A325 Bolts.

7/8"x 1-1/2" vert. slotted holes in flanges, typ.

Footing splice shown wall splice similar.

(2) 1/2"Ø x 8" Headed Concrete Anchors @ 6" o.c.

WT8x20x 0'-10" typical

Face of Footing

ELEVATION

POST-INSTALLED ANCHORS ALTERNATE

1'-3"

6"11 2" 6" 11

2"

11 2

11 2

P/L 5/16" x 8" x 1'-3" w/ 13/16"Ø holes

3/4"Ø x 6" Hilti HAS-E Rod or approved equal.

Embed 3-1/2" and secure w/ approved epoxy system

MECHANICAL SPLICE DETAIL

Not to Scale

Leveling Course

Place precast segments on leveling course

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Rock Weir

EL 193.3

STA 3+07

Rock Weir

EL 194.4

STA 2+83

Rock Weir

EL 195.7

STA 2+59

Rock Weir

EL 197.4

STA 2+35

Rock Rib

STA 2+75

3+00

DRAWING

TITLE

PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

3/2 6/1

9 1 3:

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REGION 10

ALASKAN REGION

ROCK WEIR DETAILS

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

ROCK WEIR PLAN - OUTSIDE CULVERT

Not to Scale

FL

O

W

W

W/3 W/3 W/3

Apex

60° m ax.60° max.

Backfill with native streambed material flush with top of surface rocks.

Layout PT.

location

Bank

FLOW

New streambed

Footer Rock.

Excavate and place below streambed as shown

Rock Weir Layout PT. Location (top of rock)

SECTION A-A

Not to Scale

Provide gaps in Surface Rocks in the middle 13 of the channel

Surface and Rocks to be 18"-24" dia.

(Channel Rock Class CR-2 )

4'-0"±

Key rocks into bank

Place Surface Rocks and Footer Rocks as close together as possible so that gaps between any of the rocks are minimized, except as noted.

A

A

Footer Rock, typ.

Surface Rock, typ.

Key in rock weir to stream bank for rock weirs outside of culvert, see DETAIL this sheet.

Place and embed Isolated Boulder, Class CR-2. See sheet 8 for layout locations

(4) Rock Weirs @ ±24' C-C Typical Spacing30° typ.

Construct Rock Weirs from Class CR-2 Channel Rock, typ.

See DETAIL on this sheet for rock weir details outside of culvert

ROCK WEIR PLAN

NOT TO SCALE

Streambed Simulation Rock, Bed Class 3.79 between rock weirs. See sheet 8

FLO

W

Slight contraction to bankfull width just upstream of rock weir.

Construct continuous hardened banks the entire length of the culvert with Class CR-2 Channel Rock

2+80

1 9

Stream Thalweg

Construct Rock Rib from Class CR-2 Channel Rock, typ. See notes on this sheet.

Edge of Bank, typ. Vary bankfull width along length of riffle. See TYPICAL RIFFLE SECTION on Sheet 8

Footing Stem Wall

30°

1 9

2+40 2+60

Existing ground along new stream thalweg

New culvert

Streambed Simulation Rock, Bed Class 3.79 between rock weirs.

See sheet 8

STREAM PROFILE

NOT TO SCALE

FLOW

Surface rock.

Surface and Footer Rocks to be 18"-24" dia.

(Channel Rock Class CR-2 )

FLOW

Riffle

Length Varies

Pool Length

Varies 4' to 6'

3.4%

Streambed grade between weirs

ROCK WEIR PROFILE

NOT TO SCALE

Step Height Varies: 5" to 7"

(4) Rock Weirs

Pool Depth Varies: 4" to 8"

Channel Rock Bank outside of structure. Cover with slash from clearing and grubbing and unsuitable material conserved from excavation.

Place seeding on channel banks.

Typical of both sides.

STA 3+14

Transition Channel Rock banks and Streambed Simulation Rock into existing steam.

STA 3+14

End Channel Rock banks and Streambed Simulation Rock.

Transition into existing steam.

STA 2+35

Begin Channel Rock banks and Streambed Simulation Rock. Tie into existing steambed and banks.

±24' Rock Weir spacing ±24' Rock Weir spacing ±24' Rock Weir spacing

Rib rock will be in contact with the adjacent piece and protrude ±3" from stream bed.

ROCK WEIR & RIB NOTES

Vary direction, shape, and orientation of the ribs. Ribs to be angled 30°± perpendicular to centerline of pipe. Ribs oriented straight across the channel are not desirable

3 Rock Weir & Rib placement is 1'± from designated station shown in profile. The spacing and configuration of rock weirs maybe adjusted in the field by the CO to fit actual streambed conditions.

3 3

Footer rock to control scour.

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PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

3/2 6/1

9 1 3:

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.79 -D

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M.

DW

G;

REGION 10

ALASKAN REGION

STREAM SIMULATION

DETAIL

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

Construct continuous hardened banks the entire length of the culvert with Channel Rock, Class CR-2. Typical both sides (See FSSS 705.08)

Streambed Simulation Rock, Bed Class 3.79

TYPICAL POOL SECTION

NOT TO SCALE

TYPICAL RIFFLE SECTION

NOT TO SCALE

7'-6"± Bankfull Width

1'-9"± 1'-9"±

Bankfull Width at Riffle Varies: 6'-6"± to 7'-6"±

TYPICAL ROCK WEIR SECTION

NOT TO SCALE

6'-6"± Weir Length

Surface Rocks, typ.

Footer Rocks, typ.

Bank. Slight width contraction just upstream.

See PLAN on sheet 9

New pipe-arch culvert

Top of rock weir beyond

Pool- See PROFILE on sheet 9

New pipe-arch culvert

New pipe-arch culvert

Streambed Simulation Rock, Bed Class 3.79

PROPORTIONS CLASS 3.79

1 UNITS 16" - 6"

2 UNITS 6" - 2"

2 UNITS 2" - 1"

1 UNITS 1" - No. 10 (FINES)

1/2 UNITS <No. 10 (FINES)

BED CLASS 3.79 STREAMBED SIMULATION ROCK

FIELD MIX GUIDE

Construct continuous hardened banks the entire length of the culvert with Channel Rock, Class CR-2. Typical both sides (See FSSS 705.08)

New pipe-arch culvert

TYPICAL ROCK RIB SECTION

NOT TO SCALE

Construct Rock Rib with Channel Rock CR-2 to span Bed Width. Rock Rib to protrude 3" above Stream Bed

Riffle Stream Bed Elevation

Channel dimensions same as above TYPICAL RIFFLE SECTION

Bed Width at Riffle Varies: 5'-6"± to 6'-6"±

2'-3"± 2'-3"±

Varies:

1'-9" to 2'-3"

Varies:

1'-9" to 2'-3"

Varies: 21"-27"

±2'-0"

Inter-mix streambed material as directed by CO during placement of Channel Rock Bank to seal voids throughout the section.

FOOTNOTES:

FOOTNOTES:

The final channel bottom should be a dense, well interlocked streambed with low permeability. Compact each layer and fill surface voids by washing in fine material. Use water pressure, tamping rods, and similar hand operated equipment to force fine material into all surface voids.

THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE STREAM FLOW

DOES NOT GO SUBSURFACE THROUGH THE CULVERT FOR A 48 HOUR

PERIOD AFTER RE-WATERING.

Native material meeting the gradation for the specified Bed Class, and Channel Rock may be salvaged and incorporated into the simulated streambed.

1'-6" min.

1'-6" min.

ISOLATED BOULDER LOCATIONS

STATION

OFFSET

DISTANCE

FROM CL

PIPE (FT)

OFFSET

DIRECTION

BOULDER

DIAMETER SIZE

(IN)

PROTRUSION

ABOVE

SURFACE

(IN)

2+42 2.0' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+45 1.9' RIGHT 18" - 24" (CLASS CR-2) 9" - 12"

2+50 1.2' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+53 2.5' RIGHT 18" - 24" (CLASS CR-2) 9" - 12"

2+55 1.7' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+67 1.2' RIGHT 18" - 24" (CLASS CR-2) 9" - 12"

2+69 1.3' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+74 2.0' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+79 2.6' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

2+93 1.6' RIGHT 18" - 24" (CLASS CR-2) 9" - 12"

2+96 2.8' RIGHT 18" - 24" (CLASS CR-2) 9" - 12"

3+05 1.2' LEFT 18" - 24" (CLASS CR-2) 9" - 12"

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PROJECT NAME

DRAWN

DESIGNER

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DWG SHEET NO.

OFSHEET

United States Department of Agriculture Forest Service

3/2 6/1

9 1 3:

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G;

REGION 10

ALASKAN REGION

DEWATERING

REQUIREMENTS

Mar-19

M. JENSEN

B. MCCRAY

M. JENSEN

AOP CULVERT

TONGASS

THORNE BAY

REPLACEMENTS

PRINCE OF WALES

RANGER DISTRICT

NATIONAL FOREST

NFSR 2050400-MP 3.79

BYPASS DAM PROFILE VIEW

Impervious membrane key trench, fill with clean gravel as needed to control seepage under impervious membrane

Anchor impervious membrane (sandbags, stones, etc.)

Impervious membrane

Sandbags

Bypass pipe 18" diameter minimum

Streambed

Existing Culvert

PUMP

PUMP

Top of excavation (estimated)

Remove sediment from pumped water using filtration (e.g. "siltbags"), dispersion onto landscape (e.g. using perforated pipe), settling basin and/or addition of flocculates.

modify as needed to meet downstream turbidity requirements.

To downstream energy dissipater

Sandbag by-pass & "feeder" dams location to be staked by contractor and approved by the CO

By-pass pump use for installing and removing gravity by-pass dams and diversions

Construct backwater dam to prevent water from entering work area from downstream

D/S Flo w

(No turbidity)

Energy dissipater as needed to prevent turbidity (e.g.

plastic sheets, stones).

By-pass discharge location to be staked by contractor and approved by CO.

PUMP

Stream by-pass pipe. Diameter as specified, watertight joints, minimum grade 2% downstream.

PLAN

Upstream sump pump place in cutoff trench or sump at depth needed to dewater excavation

Sedimats- details & number of rows per manufacturer

Elbow joints as needed, typ.

Edge of exiting road, typ.

Edge of active channel, typ.

BYPASS DAM ELEVATION VIEW

4' Overflow

12" min. Varies

Sandbags

Streambed Pipe as needed

GEOTEXTILE-WRAPPED STRAW

BALE SEDIMENT CONTROL WEIR

SECTION VIEW PLAN VIEW

STREAM FLOW

Granular Backfill Section 703.03(a)

Straw bales

Granular Backfill Section 703.03(a)

Straw bales

Geotextile mirafi 140N or equal

Stream Flow

SANDBAG BYPASS DAM DETAILS

Anti-seep collar. place anti-seep collar over membrane & pipe, then cut membrane to allow water through pipe.

6 mil plastic sheeting minimum

Bypass pipe

Downstream sump pump place in cutoff trench or sump at depth needed to dewater excavation

NOTES:

1. Design dewatering flow for construction is 55 CFS.

2. The plan shown here is intended to represent the general dewatering requirements and not applicable to a specific site.

submit a plan specific to the site.

3. Contractor to determine the size of the bypass pipe based on the specified flow.

4. Ensure that the bypass pipe and dam are leak-proof. Do not proceed with construction until the implemented dewatering plan has been inspected and accepted by the CO in writing.

5. Ensure pumps are be clean and free of leaks and placed in a containment kit.

6. Excavate draw down pool for sumps a minimum of 2 feet below the bottom of the excavation and a minimum of 5 feet in diameter.

7. Maintain all elements of the operation in order to dewater the foundation, facilitate construction, prevent harm to aquatic organisms (not just fish) and prevent sediment and turbidity from entering the stream. Construct the dewatering system in a manner which enables USFS biologists to collect and transport organisms from the live channel, just before completion of the diversion dam.

8. Operate pumps (preferably electric) downstream of the bypass dam if the dam does not seal thoroughly. Maintain a pump running 24 hours a day in the downstream sediment retention dam to divert water containing sediment to the forest floor where it will be filtered before entering back into the stream.

Leave pumps in position on site even if water discharge drops considerably, to be prepared for storm flows.

Provide ditches and/or sumps along outside of foundation as necessary to dewater foundations

New Culvert Footings

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12+40.00

12+55.66

12+80.00

13+00.00

13+20.00

13+40.76

-20 0 20

-20 0 20

-20 0 20

-20 0 20

-20 0 20

-20 0 20

Existing ground, typ.

8'8'

Typ.Typ.

Match existing cross slopes

-2.0% Typ. -2.0% Typ.

1.25

Typical fill slope, both sides

NFSR 2050400 MP 3.79

ROAD CROSS SECTIONS

AOP CULVERT REPLACEMENT

CONSULTING ENGINEERS & LAND SURVEYORS

3203 Russell Street, Missoula, Montana 59801-8591 Phone 406/721-4320 Fax 406/549-6371

A& , P.C.DJ

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13+60.00

13+78.11

14+00.00

14+20.00

14+40.00

-20 0 20

-20 0 20

-20 0 20

-20 0 20

-20 0 20

Match existing cross slopes

Existing ground, typ.

8'8'

Typ.Typ.

-2.0% Typ. -2.0% Typ.

1.25

Typical fill slope, both sides

NFSR 2050400 MP 3.79

ROAD CROSS SECTIONS

AOP CULVERT REPLACEMENT

CONSULTING ENGINEERS & LAND SURVEYORS

3203 Russell Street, Missoula, Montana 59801-8591 Phone 406/721-4320 Fax 406/549-6371

A& , P.C.DJ

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PREPARED BY :

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