100__Wells_Creek_Plan_Setr072518.pdf

CP GPS

JH

BH

TP

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

A

M p r il

U

S C c m y fi le s p w p r o d u c ti o n d w a e f1 a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 FS ERFO 2015(1)-20(1)WA

DI

T

NO SCALE

- no symbol -wall face

N

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

L low water left length of spiral lump sum longitudinal linear foot (feet) latitude lamination length of curve

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W

R.

R route right required reinforcement roadway right-of-way range radius typ.

Ts

TS

thd.

TBM

T.

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph

V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

CUYD

culv.

CUFT

cubic yard(s) culvert cubic foot (feet) mon.

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material

NOTE:

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center mile post main line

M.P.

M.L.

STEAM = steam, T = telephone, TV = CATV, W = water

P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain

EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use, EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

Fiber Roll or Wattle

Mount Baker

Wilderness

MOUNT BAKER SNOQUALMIE

NATIONAL FOREST

VICINITY MAP

FSR 33

A.3

STATE PROJECT

NUMBER

SHEET

S u r F t

D

U s e r s c li n to n .c h o y D e s k to p O

T H

E R

W e ll s C r k w a e f1 a c .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

RESEARCH NATURAL AREA

NORTH FORK NOOKSACK

FSR 33

Glacier

North

Fork Nooks ack

River

W e lls

C reek

W h ilie a lm o n

Creek

W e t rn e ll

C re e k

C o rn e ll

C re e k G la c ie r

C re e k

T h o m p s o n

C re e k

D e a d h o r s e

C re e k

Mountain

Goat

Table Mtn.

Tomyhai Lake

Peak

Tomyhai

Mountain Bald

Q u a r tz

C re ek

MT.

Baker Hwy.

SCALE IN MILES

0 1 21

S w a m p

Cr ee k

C a n y o n

Creek

To Bellingham , W

A

Approx. 36 m iles

Mine

Lone Jack

Flow Lakes kr o

F ts e W

Mtn.

Bearpaw

Mtn. Lake Bearpaw

Lake Church

N

R E

R E

R E

R E

R E

R E

ERFO SITE WORK

BEGIN ERFO SITE WORK

END ERFO SITE WORK

C re e k

B a r

W e lls

C reek

FSR 33 MP 5.1 STA. 207+00

FSR 33 MP 5.1 STA. 202+30

STA. 303+00 to 303+53

FSR 33 MP 6.1

STA. 392+10 to 393+10

FSR 39 MP 2.27

ERFO SITE WORK

ERFO SITE WORK

FSR 39 MP 5.01

F S

R

Miners Quarry - FSR 37

Service Center Glacier Public

Sheet and Description

Section C Section E Section F Section G Section H

Typical Section

Erosion Control

Permanent Streambank Stabilization

GRS-IBS

Temporary

Traffic Control

ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-1000 SOIL EROSION CONTROL,

TEMPORARY DIVERSION CHANNEL LPSM ALL ALL

A0140 15702-2000 SOIL EROSION CONTROL,

TURBIDITY MONITORING LPSM ALL ALL

A0160 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 180 20 200

A0180 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 500 50 550

A0200 15705-2000 SOIL EROSION CONTROL,

FLOATING TURBIDITY CURTAIN LNFT 40 10 50

A0220 20101-0000 CLEARING AND GRUBBING ACRE 0.7 0.3 1.0

A0240 20301-0700 REMOVAL OF DELINEATOR EACH 15 15

A0260 20304-9000 REMOVAL OF STREAM DEBRIS LPSM ALL ALL

A0280 20401-0000 ROADWAY EXCAVATION CUYD 1,087 113 1,200

A0300 20403-0000 UNCLASSIFIED BORROW CUYD 1,497 703 2,200

A0320 20410-0000 SELECT BORROW CUYD 192 18 210

A0340 20702-0100 GEOTEXTILE FILTER, CLASS 1,

TYPE A(WOVEN) SQYD 1,328 122 1,450

A0360 20702-0200 GEOTEXTILE FILTER, CLASS 1,

TYPE B(NON-WOVEN) SQYD 1,170 130 1,300

A0380 20820-0000 DEWATERING LPSM ALL ALL

A0400 25101-0400 PLACED RIPRAP, METHOD A,

CLASS 4 CUYD 16 4 20

A0420 25101-2500 PLACED RIPRAP, METHOD B,

CLASS 5 CUYD 237 23 260

A0440 25101-2700 PLACED RIPRAP, METHOD B,

CLASS 7 CUYD 2,106 214 2,320

A0460 25105-2500 KEYED RIPRAP, METHOD B, CLASS

5(GROUTED) CUYD 353 27 380

A0480 25201-1000 SPECIAL ROCK EMBANKMENT,

MECHANICALLY-PLACED CUYD 160 10 170

A0500 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 183 17 200

A0520 40301-0100 ASPHALT CONCRETE PAVEMENT,

TYPE 1 TON 27 13 40

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-J ul -2

3:

P M

C

U se rs \c lin to n.

ch oy \D es kt op \O

TH

ER

\W el ls C rk

\0

8\

[E ng in ee rs _E st im at e-

-F

S R

3_ W el ls

G la ci er _C re ek s_ R

.x ls x] Sh ee t

STATE PROJECT

B.1FS ERFO 2015(1)-20(1)WA

SHEET

NUMBER

Typical Section

Erosion Control

Permanent Streambank Stabilization

GRS-IBS

Temporary

Traffic Control

ALLOWANCE Bid Schedule

A0540 55102-2400 UNTREATED TIMBER PILE, IN

PLACE EACH 30 6 36

A0560 55506-0000 MISCELLANEOUS STEEL(10-FEET

LENGTH X 8-INCH X 8-INCH X

5/8-INCH STRUCTURAL ANGLE) EACH 1 1

A0580 57401-0000 GRS-IBS, GEOSYNTHETIC

REINFORCEMENT SQYD 1,328 122 1,450

A0600 57402-0000 GRS-IBS, OPEN-GRADED BACKFILL TON 471 49 520

A0620 57403-1000 GRS-IBS, SEGMENTAL RETAINING

WALL UNIT (SRWU) SQYD 104 16 120

A0640 60101-0000 CONCRETE(LEVELING PAD) CUYD 4 1 5

A0660 60102-0000 CONCRETE(APPROACH SLAB) SQYD 21 9 30

A0680 60706-0000 CLEANING DRAINAGE STRUCTURE EACH 2 2

A0700 60711-0000 REPAIRING DRAINAGE

STRUCTURE(36-INCH DIAMETER

CMP END) LPSM ALL ALL

A0720 61805-0000 RESET BARRIER LNFT 70 10 80

A0740 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 40 40

A0760 62201-0900 WHEEL LOADER, 2 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 40 40

A0780 62201-2750 MOTOR GRADER HOUR 40 40

A0800 62201-3150 HYDRAULIC EXCAVATOR, CRAWLER

MOUNTED, 1.0 CUBIC YARD

MINIMUM CAPACITY WITH THUMB

ATTACHMENT HOUR 40 40

A0820 62201-3750 CHAIN SAW HOUR 40 40

A0840 62301-0000 GENERAL LABOR HOUR 40 40

A0860 62402-0500 FURNISHING AND PLACING

TOPSOIL, 8-INCH DEPTH ACRE 0.6 0.1 0.7

A0880 62501-0000 TURF ESTABLISHMENT ACRE 0.7 0.1 0.8

A0900 62630-0100 PLANTINGS, SEEDLINGS, BARE

ROOT(WESTERN RED CEDAR) EACH 26 4 30

A0920 62630-0100 PLANTINGS, SEEDLINGS, BARE

ROOT(RED ALDER) EACH 142 18 160

A0940 62630-0100 PLANTINGS, SEEDLINGS, BARE

ROOT(SALMONBERRY) EACH 437 43 480

A0960 62630-0100 PLANTINGS, SEEDLINGS, BARE

ROOT(SITKA WILLOW) EACH 59 6 65

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-J ul -2

3:

P M

C

U se rs \c lin to n.

ch oy \D es kt op \O

TH

ER

\W el ls C rk

\0

8\

[E ng in ee rs _E st im at e-

-F

S R

3_ W el ls

G la ci er _C re ek s_ R

.x ls x] Sh ee t

(2

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2FS ERFO 2015(1)-20(1)WA

Typical Section

Erosion Control

Permanent Streambank Stabilization

GRS-IBS

Temporary

Traffic Control

ALLOWANCE Bid Schedule

A0980 62901-0000 ROLLED EROSION CONTROL

PRODUCT(TYPE 3B) SQYD 2,157 243 2,400

A1000 63308-3000 OBJECT MARKER, TYPE 3 EACH 4 4

A1020 63309-0900 DELINEATOR, TYPE FLEXIBLE EACH 53 7 60

A1040 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL ALL

A1060 63701-0000 FIELD OFFICE EACH 1 1

A1080 63704-0000 VEHICLE EACH 2 2

A1100 64703-2000 MITIGATION, LOG DEFLECTOR EACH 30 10 40

A1120 64703-5000 MITIGATION, ROOT WAD EACH 69 11 80

A1140 64704-1000 MITIGATION, STREAMBED

MATERIAL(CONSERVED) CUYD 576 49 625

A1160 65001-1000 CONSTRUCT AND MAINTAIN

DIVERSION LPSM ALL ALL

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-J ul -2

3:

P M

C

U se rs \c lin to n.

ch oy \D es kt op \O

TH

ER

\W el ls C rk

\0

8\

[E ng in ee rs _E st im at e-

-F

S R

3_ W el ls

G la ci er _C re ek s_ R

.x ls x] Sh ee t

(3

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.3FS ERFO 2015(1)-20(1)WA

QUANTITIES

TYPICAL SECTION

TABULATION OF

C.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

U s e r s c li n to n .c h o y D e s k to p O

T H

E R

W e ll s C r k w a e f1 c a

R .d g n

WA FS ERFO 2015(1)-20(1)

P

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y be used as unclassified borrow.

Roadway excavation and structural excavation may

Use structrual excavation as embankment.[1]

[2]

FOOTNOTE:

1V:10H

1V:2H

V :1

H V :1

H

[2

Va ria bl e

TYPICAL SECTIONS

FSR 33 MP 5.1

C.2

STATE PROJECT

NUMBER

SHEET

U

S I n t2

D c m y fi le s p w p r o d u c ti o n d w a e f1 c b .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

[4

1V :1 .5

H m ax

Sl op e Va rie s

[4

Va rie s 1V:

3H to

V:

1.

5H

[3]3% [3]3%

1V:

2H

Conserve minimum of 2" of topsoil where available.

See Sheet C.8 for Typical Section Details.

See Sheet F.3 for Permanent Streambank Stabilization Details.

3.

2.

1.

Embankment

FOOTNOTE:

205+25 to 207+00

203+74 to 205+25

202+30 to 203+32

FSR 33 - MP. 5.1

[1]1' (min.)

FSR 33 - MP. 5.1

NOTE:

LC

LC

C le a r in g l im it s

C le a r in g l im it

Distance varies

Turf establishment limits

Plant Zone A

Plant Zone B le a r in g l im it s

Existing ground

Profile grade

Existing ground

Existing ground

Existing ground class 1, type B (non-woven)

Geotextile filter, class 1, type B (non-woven)

Geotextile filter, material (conserved)

Mitigation, streambed

(conserved) material streambed

Mitigation, Placed topsoil 8"

Rootwads and timber piles

Rootwads and timber piles

Log deflectors and chain topsoil 8"

Placed excavation line varies Structural

1:V

1.5:H

Turf

C le a r in g l im it s

6" compacted depth method 2

Roadway aggregate, (See sheet C.8 for dimensions)

Placed riprap method B, class 7

(See sheet C.8 for dimensions)

Placed riprap method B, class 7

[4]

Turf establishment limits

Plant Zone B Plant Zone A 4' Roadway width

12' typical establishment limits

[1] Match adjacent ditch geometry.

[2] Adjust to match adjacent slopes.

[3] Adjust to meet field conditions. Match existing superelevation on curves.

[4] See cross sections.

Embankment

Log deflectors and chain

303+35.00 TO 303+40

303+00 TO 303+35

1V:

1.

5H

1V:

1.

5H

1V:1.5H

1V:

2.5

H

4%

FSR 33-MP 6.1

FSR 33-MP 6.1

Slope varies

4%

NOTE:

Slope varies

C.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c c .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

Slope varies Slope varies

See Sheet C.8 for Typical Section Details.

See Sheet F.3 for Permanent Streambank Stabilization Details.

See Sheet D.2 for proposed flood plain contours.

Cover top of riprap, with 8" topsoil. Riprap is in plant, Zone A.

4.

3.

2.

1.

SHEET 1 of 2

TYPICAL SECTIONS

FSR 33 MP 6.1

LC

LC

Turf establishment

Turf establishment

Profile grade

Profile grade

Existing ground

Existing ground

Existing ground method 2, 6" compacted depth

Roadway aggregate, method 2, 6" compacted depth

Roadway aggregate, Placed riprap, method B, class 5

Placed riprap, method B, class 5

Existing ground

(See Sheet D.2 for Grading Plan)

Flood plain area

Place topsoil, 8"

Place topsoil, 8"

Place topsoil, 8"

Place topsoil, 8" sti mil g ni r a el C sti mil g ni r a el C

C le a r in g l im it s

C le a r in g l im it s

Embankment

Embankment

Varies 10' - 12'

Turf establishment

Varies 6' to 12"

Turf establishment Varies 15'-17'

Varies 17'-17'-6"

Varies 22'-28'

Varies 28'-24'

Varies 8' to 44'

Varies 44' to 62'

NOTE:

FSR 33-MP 6.1

FSR 33-MP 6.1

FOOTNOTE:

V :1

H

1V:

1.

5H

1V:2H

1V:5H

4%

SHEET 2 of 2

TYPICAL SECTIONS

FSR 33 MP 6.1

C.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c d .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

1V:

2H

1V:

2H

Varies 10' to 8'

Varies

8' to 6'

LC

LC

4%

303+45 TO 303+52

303+40 TO 303+45

NO SCALE

[1]Concrete approach slab

Drainage swale class 1, type B, (non-woven)

Geotextile filter, method B, class 5

Placed riprap, El 2617

El 2617

Existing ground

Existing ground reinforcement geosynthetic

GRS-IBS

wall unit (SRWU)

GRS-IBS segmented retaining method B, class 5, grouted, (typ.)

Keyed riprap, method B, class 5, grouted, (typ.)

Keyed riprap, method B, class 5, grouted, (typ.)

Keyed riprap, method B, class 5, grouted, (typ.)

Keyed riprap, retaining wall unit (SRWU)

GRS-IBS segmented

GRS-IBS open-graded backfill

6" compacted depth method 2, Roadway aggregate, class 1, type B, (non-woven)

Geotextile filter, Drainage swale method B, class 5

Placed riprap, method B, class 5

Placed riprap, method B, class 5

Placed riprap, grade Profile open-graded backfill

GRS-IBS

grade Profile

Existing ground

Plant Zone A Plant Zone B Plant Zone A

Plant Zone A Plant Zone A

Varies

(17'-6" - 19'-0")

Zone B

Plant

See Sheet F.4 for Plant Zone information.[2]

[2] [2] [2]

[2] [2] [2] retaining wall unit (SRWU)

GRS-IBS segmented type B, (non-woven) class 1, Geotextile filter, ground

Existing

Establishment

Turf9'-6"9'-6"

Turf establishment Turf

Placed topsoil, 8"

Placed topsoil, 8"

Placed topsoil, 8"

Flood plain area

Placed topsoil, 8"

Placed topsoil, 8"

Flood plain area

5.

4.

3.

2.

1.

material (conserved)

Mitigation streambed material (conserved)

Mitigation, streambed establishment reinforcement geosynthetic

GRS-IBS

Varies 9' to 6'

6' to 5'

Varies

See Sheet F.4 for Streambank material details.

See Sheet D.2 for flood plain contours.

geometry. See Sheets G.2 & G.3.

Placed riprap, method A, class 5. Slopes vary based on

Cover top, riprap with 8" topsoil. Riprap is in Plant Zone A.

approach slab details.

See Sheets G.2 & G.3 for GRS IBS abutment and concrete

C le a r in g l im it s

C le a r in g l im it s

C le a r in g l im it s

Turf

Establishment

12' to 14'

Varies

C le a r in g l im it s

24' to 14'

Varies

15' 15' to 18' 15' to 20'

Varies 20' to 35'

5' to 15'

Varies 12' to 15'

See Sheet D.2 for details.[1]

Construct slopes and ditches as shown in the Staking Report.[1]

2%

2%

392+10 to 393+10

FSR 39 MP 2.27

C.5

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c e .d g n

WA FS ERFO 2015(1)-20(1)

J u n e

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

TYPICAL SECTION

FSR 39 MP 2.27

[1

Va ria bl e

[1

Sl op e va rie s, 1V:

1H

(m ax

1V:

2H

1V:2H

NOTE:

NO SCALE

8" compacted depth method 2

Roadway aggregate, type 1, 3" compacted depth

Asphalt concrete pavement, Existing ground

Profile grade

Roadway width 14' (typ.)

limits

Turf establishment m in except on special rock embankment

Turf establishment limits

C le a r in g l im it s C le a r in g l im it s

Special rock embankment

392+21 to 392+36

Conserve minimum 2" topsoil.

See Sheet C.8 for Typical Section Details.

See Sheet D.4 for Special Rock Embankment Detail.

3.

2.

1.

Riprap

N

AND PLAN

TYPICAL SECTION

FSR 39 MP 5.01

C.6

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c f.

d g n

WA FS ERFO 2015(1)-20(1)

J u n e

K

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

APPROXIMATE SCALE IN FEET

250 50

Turbidity Barrier

NO SCALE

NOTE:

Existing vented concrete ford along ford edges

Placed riprap, method A, class 4

Existing concrete fordExisting natural material

LEGEND:

Place riprap along ford edges (See Section A-A)

Falls Cre ek

Fa lls

Cre ek

OHW

Existing ditch

Existing ditch

Existing top of bank

Existing top of bank

Existing top of bank

Existing top of bank

Thalweg

Thalweg

Flow direction

Existing road shoulder

Removal of stream debris

(See Section A-A) along ford edges

Place riprap

SECTION A-A

PLAN

OHW

OHW

Cleaning drainage structure with delineator, type flexible

Remove existing delineators and replace

Turbidity barrier

See Sheet E.6 for Turbidity Barrier Detail.

See Sheet C.7 for Washington Delineator Details.

Geometry of ford is approximate: site conditions may vary.

3.

2.

Delineator

NO SCALE

(t yp

(t yp

DETAILS

WASHINGTON DELINEATOR

Get CO approval before ordering and installing

C.7

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c g .d g n

WA FS ERFO 2015(1)-20(1)

M a y

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

GROUND MOUNTED

E d g e o f s h o u ld e r

Top edge of reflective sheeting

FACING TRAFFIC BACK SIDE

PLACEMENT ON HORIZONTAL CURVES

P T

P C

PLACEMENT AT BRIDGE APPROACHES

sheeting retroreflective

White

25'

25' outside of curve at spacing 25'

Install delineators on

25' 25'

25'25'

Line to be constructed

Line to be constructed

3.5" to 4"

Steel grating Road edge

Traffic direction

CONCRETE & GROUND MOUNTED

FLEXIBLE DELINEATOR

FSR 39 MP 5.01

REFLECTIVE SHEETING DETAIL

FSR 33 MP 6.1 & FSR 39 MP 2.27

White color

(turn towards oncoming traffic) surface mount delineators

12" White reflective sheeting on ground mounted delineators, 12" Yellow reflective sheeting on

3" 3"

8' max.

2' min.

A b o v e n e a r t r a v e l la n e e d g e m in t o m a x

Manufacturer's bury depth

FLEXIBLE DELINEATOR

FSR 33 MP 6.1

Ground mount (4 each) on road edge Surface mount (4 each) on conc. ford

Depth per manufacturers recommendation max.

10' 10' max.

DETAILS

C.8

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c h .d g n

WA FS ERFO 2015(1)-20(1)

J u n e

C h e c k e d b y

D e s ig n e d b y

1V:

1.

5H

ASPHALT TRANSITION DETAIL

pavement

Asphalt

Aggregate

Aggregatesurface

Existing p r o fi le

M a tc h

S lo p e s ta k e

C le a r in g l im it

C le a r in g l im it

0.25 D

0.25 D

Existing ground

Slope stake

Existing ground

[2]

Va ria ble

10'

5'5'

5'5'

ROUNDING DETAIL

FILL SLOPE

ROUNDING DETAIL

CUT SLOPE

C o n s tr u c ti o n l im it

C o n s tr u c ti o n l im it

5'

5'

V :1

H5

DETAIL

RIPRAP DIMENSIONS

9'12'10'

Saw cut

Tack coat

AGGREGATE TRANSITION DETAIL

p r o fi le

M a tc h

GPS

33502

24952495

,5

.9

-7.8800%

,4

.5

5.

340' VC

,5

.4

+3.4

6%

,5

.4

.3

K = 17

230' VC

2485 2485

2515 2520 2525

Curve= C5

D

R= 1,600.00'

T= 69.72' Curve= C4

R= 560.00'

T= 21.69'

D

Curve= C3

D

R= 360.00'

T= 112.64'

N

P C

.0

P T

.3

P C

.1

P T

.4

P C

.8

P T

.6 e = 0.03

L= 43.36' e = 0.03

L= 139.35' e = 0.03

L= 218.34'

PLAN AND PROFILE

FSR 33 MP 5.1

T= 37.36' R= 500.00' D

Curve= C2 e= existing L= 74.58'

CUYD

EXC.

CUYD

EMB.

210+00205+00200+00

2480 2480

2485 2485

2490 2490

2495 2495

2500 2500

2505 2505

2510 2510

2515 2515

2520 2520

D.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 fa .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

201+0 202+00 203+00 204+00 206+00 207+00 208+00 209+00

Profile grade

Existing ground

202+32.00

WA FS ERFO 2015(1)-20(1)

207+00.00

WA FS ERFO 2015(1)-20(1)

Limits of construction

Line to be constructed

Limits of construction

El=2496.838

E=1415743.260

N=652500.315

El=2505.727

E=1415880.983

N=682932.283

END FSR 33 MP 5.1

Proposed aggregate edge

205+25.00

AGGREGATE

ROADWAY

BEGIN

streambank stabilization

See sheet F.2 for permanent

STREAMBANK STABILIZATION

BEGIN PERMANENT

BEGIN FSR 33 MP 5.1 NOTE:

Contour interval is 1 foot.

Stabilization Details.

See Sheet F.2 for Permanent Streambank

2.

1.

3313 (for information only)

591 (Includes 493 cuyds of conserved streambed material)

GPS

33601

CP

DEA2

P

CP

33604

P

B ar C reek

263026

GPS

33602

33603

GPS

P T

.3

P C

.5

P T

.3

PC

.9

CUYD

EXC.

CUYD

EMB.

306+00303+00

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y e= 0.04

L= 102.41'

302+00301+00 304+00 305+00

2630 2630

PLAN AND PROFILE

FSR 33 MP 6.1

Curve= 335

D

R= 200.00'

T= 47.25'

L= 92.79'

D

Curve= 334

R= 130.00'

T= 54.03'

N

Drainage swale

+2.9

K = 19

160' VC

,6

.5

D.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

U s e r s c li n to n .c h o y D e s k to p O

T H

E R

W e ll s C r k w a e f1 fb .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

C h e c k e d b y

D e s ig n e d b y

T= 47.25'

R= 200.00'

DD

Curve= 335Curve= 335

303+00.00

WA FS ERFO 2015(1)-20(1)

Existing ground e 0.04

L= 92.79'

FSR 33 MP 6.1

BEGIN

Existing bridge pier

Existing bridge

NO SCALE

-0.690 LT

303+52.66

-0.459 LT

304+30.66

Abutment

Bridge

EL= 2631.27

E=1413406.16

N=679185.82 EL= 2629.50

E=1413417.95

N=679168.84

Edge of existing road

303+53.00

WA FS ERFO 2015(1)-20(1)

FSR 33 MP 6.1

END

Line to be constructed

Profile grade constructed

Line to be bridge

Existing construction

Limits of construction

Limits of construction

Limits of method B, class 5

Placed riprap, NOTE:

bridge

Existing for details

See Sheets G.2-3 grading plan flood plain

Proposed

Placed riprap method B, class 5

Swale

GRS-IBS Abutment approach slab

Concrete

GRS-IBS abutment

Swale

Keyed riprap method B, class 5 (grouted)

CL bridge abutment aggregate

Edge of

43.185 RT

302+73.23

Abutment

Bridge

LC

LC

method B, class 5

Placed riprap type flexible

Delineator, GRS-IBS wall

Contour interval is 5 feet.

wall Details.

See Sheets G.2 and G.3 for GRS-IBS

Delineator Details.

See Sheet C.7 for Washingtion riprap (see Sheet G.3).

Placed riprap extends on top of keyed

4.

3.

2.

1.

14 (For information only)

375 (Includes 83 conserved streambed)

39232

CP

39231

CP

1680 1685

1700 1705

1745 1745

P R

C

.0

P T

.4

,7

.3

60' VC

K = 45

Curve= GLACR-2

R= 280.00'

T= 126.98' e= N/A

L= 238.43'

El=1700.52

E=34972.563

N=14940.275

EL=1700.716

E=34944.830

N=14844.729

CUYD

EXC.

CUYD

EMB.

394+00393+00392+00391+00

1690 1690

1692 1692

1694 1694

1696 1696

1698 1698

1700 1700

1702 1702

1704 1704

1706 1706

D.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 fc .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

PLAN AND PROFILE

FSR 39 MP 2.27

Replacing drainage structure (36-Inch Diameter CMP End)

Cleaning dranage structure

392+50

Profile grade

Line to be constructed

392+10.00 393+10.00

LEGEND:

Silt fence

Special rock embankment area

END WORKBEGIN WORK

Slope stake limits edge of pavement

Existing edge of pavement

Proposed

Reset barrier

Existing ground

Existing 36" Ø culvert delineator, type flexible and replace with

Remove delineator

NOTE:

1. Contour interval is 1 foot.

0 (Information only)

Provide 10-inch setback from finished face.

flatter than 1V:1.25H.

Welded wire reinforcment not required for finished slope faces

See Staking Notes and Cross Sections.

NO SCALE

WELDED WIRE REINFORCEMENT

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

12"

EMBANKMENT DETAIL

SPECIAL ROCK

FSR 39 MP 2.27

V aries

D.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

U s e r s c li n to n .c h o y D e s k to p O

T H

E R

W e ll s C r k w a e f1 fd .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

C h e c k e d b y

D e s ig n e d b y

[1]

[2]

[3]

[1]

[1

PLAN VIEW

LC

F a c e o f

S lo p e

Longitudinal direction

Existing ground

4'

Bench Width

2V

LC

xxxxxxxx xxxxxxxx xxxx

Finished face

1H

W9.4 wires on 12" C-C type A (non-woven)

Geotextile filter, class 1, pavement structure

See Sheet C.5 for class 1, type A (non-woven)

Geotextile filter, B e n c h h e ig h ts m a x y i te m l im it s

H for special rock embankment Mechanically placed rock

2V

1H

W9.4 wires on 12" C-C

[2] [3]at 3' vertical spacing

Welded wire reinforcement

[1

V :1

H m a x

GPK FILE DATED 10/5/2016

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

33501 683150.553 1415857.923 2514.903 48°52'08.376763"N 121°45'58.663853"W 2455.602 0.99991107 5/8" IR W/FHWA ALUM CAP 1.

33502 682542.424 1415767.326 2492.659 48°52'02.366118"N 121°45'59.908442"W 2433.3513 0.99991175 5/8" IR W/FHWA ALUM CAP

33601 679139.517 1413650.707 2634.526 48°51'28.538531"N 121°46'30.939048"W 2575.1528 0.99990284 5/8" IR W/FHWA ALUM CAP

33602 679089.132 1413495.179 2629.145 48°51'28.022642"N 121°46'33.255272"W 2569.7685 0.99990306 5/8" IR W/FHWA ALUM CAP

33603 679168.024 1413392.338 2628.711 48°51'28.788563"N 121°46'34.807399"W 2569.3279 0.99990313 5/8" IR W/FHWA ALUM CAP 2. Point numbers 39231 & 39232 coordinate system is

33604 679363.729 1413401.501 2640.693 48°51'30.720502"N 121°46'34.706251"W 2581.3099 0.99990268 5/8" IR W/FHWA ALUM CAP assumed.

DEA1 679165.592 1413803.848 2634.440 48°51'28.814275"N 121°46'28.654056"W 2575.0733 0.99990286 1/2" IR W/YPC

DEA2 679101.360 1413573.083 2631.941 48°51'28.152697"N 121°46'32.092695"W 2572.5678 0.99990294 1/2" IR W/YPC

39231 15000.000 35000.000 1700.000 See note 2 See note 2 5/8" IR W/FHWA ALUM CAP

39232 14789.201 34931.507 1701.084 See note 2 See note 2 5/8" IR W/FHWA ALUM CAP

PROJECT : Mt Baker-Snoqualmie 2016 ERFO 33rd mp5.1 and 6.1 DATE OF FIELD WORK :September 2016 DATE OF FINAL ADJUSTMENT :September 2016

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM :Washington North SPCS NAD83 (2011)

EPOCH DATE : 2010.0000

VERTICAL DATUM :Orthometric Elevations based on the NAVD88 GEOID 12b

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

c:

\m yf ile s\ pw

_p ro du ct io n\ d0

W el ls

C re ek R ep ai rs _c on tr ol sh ee t.

xl sx

]S he et

-M ay

-2

9:

ur ve y

D av ie s

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.5

SHEET

NUMBER

FS ERFO 2015(1)-20(1)WA

SURVEY CONTROL

QUANTITIES

EROSION CONTROL

TABULATION OF

E.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d a .d g n

WA FR ERFO 2015(1)-20(1)

J u n e

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

SWPPP ALUMINUM SIGN PANEL

specific project information)

(adjust text as needed for

White Background

Black Foreground

(adjust text as needed for specific project information)

White Background

Black Foreground

3"

4"C

3"

2"C

2"

2"C

14"

"2

"B2

3'-6"

"8

3IN =

"8

5TH =

"8 1R = 1

BORDER

3.

24952495

N

EROSION CONTROL PLAN

DIVERSION &

MP 5.1

E.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d b .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

Silt fence

Water Flow Direction

Riprap seedling planting area

Erosion control mat &

LEGEND:

Fiber roll

NOTE:

streambed material

Conserved deflectors

Root wads and log

BAR CREEK

W

ELL

S C

R

EEK

WELLS CREEK

embankment channel and

Proposed diversion

Limits of construction

Limits of construction

Existing contours

Line to be constructed

Construction access road

Existing channel

NO SCALE

Edge of water

Diversion channel and embankment

See sheets E.4-5 for details sheet E.5 for details)

Diversion Dam (see

Contour interval is 1 foot.

to planting scheme shown in Sheet F.3.

Obliterate areas used for construction access and replant according streambank stabilization.

accordance with Subsection 201.03 for use with permanent part of the access road as root wads and deflector logs in channel after use. Salvage and conserve trees cut down as material is used, remove after use. Remove embankment and leave material acquired from construction diversion channel. If other

Construct diversion embankment with conserved streambed

1. Contour interval is 1 foot.

N

EROSION CONTROL PLAN

DIVERSION AND

MP 6.1

E.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d c .d g n

WA FS ERFO 2015(1)-20(1)

J u n e

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

Water flow direction

Erosion mat

LEGEND:

bridge pier

Existing Existing bridge

Riprap

Bar Creek Flow

Construction limits edge of shoulder

Existing road edge of shoulder

Existing road

Existing road

Construction limits

Fiber roll streambed material

Conserved

Line to be constructed

Root wads

NO SCALE

See sheet E.5 for details Diversion Dam for details) dam (See sheet E.5

Temporary diversion

E.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d d .d g n

WA FS ERFO 2015(1)-20(1)

J u n e

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

SEQUENCE

DIVERSION CONSTRUCTION

MP 5.1

Silt fence

Diversion Dam

LEGEND:

Fiber roll

BAR CREEK

W

ELL

S C

R

EEK

WELLS CREEK

NO SCALE

A

A

1.

NOTE:

embankmentchannel and

Areas, Proposed diversion

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

DIVERSION CONSTRUCTION:

SEQUENCE OF ACCESS ROAD/

Line to be constructed

Limits of construction

Construction access road

Existing channel Limits of construction silt fences, etc. and access road.

Obliterate creek embankments/remove diversion dams, Construct Area 4 .

and South end at Bar Creek).

Construct Diversion Dams (Southeast side of Wells Creek

Construct diversion channel and embankment in Area 3 .

(equipment crossings are limited - see SCR Subsection 107.10 (d)(2).)

Cross Bar Creek from the road, beyond station 203+00

Construct Area 2 Riprap, embankment, and road.

culvert & downstream of access road).

Construct Diversion Dams (Northwest side Wells Creek by the

Construct Area 1 diversion channel and embankment.

are limited - see SCR Subsection 107.10 (d)(2).)

Cross Wells Creek with construction equipment (equipment crossings

Construct access road.

See Sheet E.5 for details.

Slope_Stake_Cut_L

Ditch_Back_L Ditch_Front_L

Slope_Stake_Fill_R

Exterior Boundary

Exterior Boundary

E.5

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d e .d g n

WA FS ERFO 2015(1)-20(1)

J u n e

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

OHW

OHW

SECTION A-A

NOTE:

1V:2H

1V:

2H

1V:2H

SECTION AND DETAILS

DIVERSION TYPICAL

MP 5.1

Report and are approved by the CO.

conform to the water flows in the Bank Stabilization channel and embankment dimensions may vary if they channel and embankment dimensions required. Diversion

Typical diversion section shows the estimated diversion

NO SCALE

DIVERSION DAM DETAILS

SANDBAG DETAIL

LARGE MACHINE PLACED

3' 0" ±

Lifting straps recommendation

Install per manufacturers

Streambed sandbags (as required)

Hand placed sandbags (as required)

Hand placed placed sandbags

Large machine

Existing ground

Diversion channel

Embankment 12'

22' (min.)

Plastic lining m in

Plastic lining and riprap

(if required to prevent seepage into work site) w a te r d e p th m a x m in

TYPICAL DIVERSION SECTION

TURBIDITY BARRIER

NOTE:

E.6

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 d f.

d g n

WA FS ERFO 2015(1)-20(1)

J u n e

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

Substitutions require the approval of the CO.

of the designer will be the sole responsiblity of the contractor.

proprietary designs. Any infringement on the proprietary rights

Components of this barrier may be similar or identical to

D e p th v a r ie s

100' Standard length

" Tie rope4

Min. 6.6 LB Nylon reinforced vinyl

Galvanized #24 safety hook

All seams heat sealed Stream bottom and load line

" Chain ballast 16

Flotation - 8" Ø equivalent

" galv. cable16

Top load line" Polypropylene rope8 safety hook and ring

Galvanized #24

Safety hook and ring Loop connection with 2 clamps

Water line Water line

).xam( 3:1

).x am(

3:1

Eye bolt with 2 clamps

Loop connection

Stream bottom

Turbidity barrier

" Cable4 anchor or equivalent

75 LB (min.) Concrete

(min.)

12"

(min.)

10'

Riprap

SEDIMENT BARRIER FLOATING

SIDE VIEW

ANCHOR ASSEMBLY

TURBIDITY BARRIER

REVISED: 10/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.7

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2015(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e f1 d e .d g n

J u n e

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Geotextile

Steel or wood post

Backfilled and compacted soil fo r s p a c in g

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

NOTE:

Staple or tie

Section B

Geotextile fabric, Tie top of posts together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow

Flow running around the ends.

Curve ends of silt fence upgrade to prevent water from as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed m in m in m in

6-foot (max.) spacing without silt fence reinforcement.

10-foot (max.) spacing with silt fence reinforcement.

4" min.

6" min. trench

Spacing Slope

STAKES REQUIRED

1:1

1:2

1:3

1:4 or flatter for each roll

Stakes required

FIBER ROLL SPACING

Fiber roll length

DRAFT: 7/2016

REVISED:

DETAIL APPROVED FOR USE 10/2014

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FIBER ROLL

(FT)

(FT)

W157-21

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2015(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e f1 d h .d g n

J u n e

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

disturbed areas

Runoff from

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

FIBER ROLL STAKING DETAIL

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

Existing ground (typ.)

Fiber roll

Flow direction

Slope

Direction of runof f from distur bed area s sp ac in g ch ar t

S ee F ib er R ol l

Fiber roll ff o n ur f o n oi t c er i

D along contours

Install fiber rolls

Fiber roll

Slope

Fi ll slo pe

Direction of runoff ground

Existing soil to match ground level

Backfilled and compacted

Flow larger than fiber roll wood stakes. See Note 2.

Pay lim its

Pay lim its

SLOPE PROTECTION INSTALLATION

ALTERNATE FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

on uphill side of fiber roll

Place excavated material Stagger joints (typ.)

2.

1.

permanent installations. Do not crush fiber roll while staking.

roll is secure to slope. Live stakes may be used for and install fiber rolls

Step 1: Excavate trench Step 2: Backfill soil against fiber rolls

2" (min.) Excavate trench 2"

1" x 1" or 1" Ø ove rlap

12" (m in.)

t o m in m in

1" x 1" Wood stake as specified in plans

3' min. or

3' (min.)

Drive stakes at each end and at 4-foot spacing until fiber fiber roll and space stakes at 4-foot max.

6-inches from fiber roll end angles towards the adjacent

Overlap fiber rolls 12-inch minimum. Drive stakes at

REVISED: 10/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

W629-1

PRODUCT ON SLOPES

ROLLED EROSION CONTROL

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.9

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2015(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e f1 d i.

d g n

J u n e

Erosion control blanket

Flow edge overlap see N ote 1

S tap le sp acin g

Staples @

Staples @

Se e

Not e

Pr ev ai lin g wi nd

6"

12" spacing

6" overlap

6" (m in.)

4" (min.)

' (m ax.) c-c

3'

12" (max.) c-c

12" (max.) c-c

12" (max.) c-c

Overlap in the direction of the prevailing wind.

recommendations.

Install staples according to the manufacturer's

2.

1.

Staple (typ.)

Shingle splice, see Detail C of slope, see Detail A

Anchor trench at top

Staple

Staple

Compacted native soil control blanket

Erosion

Compacted native soil

Toe of slope

PERSPECTIVE VIEW

SHINGLE SPLICE

DETAIL C

AT TOE OF SLOPE

ANCHOR TRENCH

DETAIL B

Blanket edge

Blanket ends

Slope stake

AT TOP OF SLOPE

ANCHOR TRENCH

DETAIL A

NOTE:

of slope, see Detail B

Anchor trench at toe

Erosion control blanket

6 x 6" Trench

6 x 6" Trench

12" spacing

STABILIZATION QUANTITIES

PERMANENT STREAMBANK

TABULATION OF

F.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 e a .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

2520 2535

52495

N

25202520

205+00 206+00 207+00204+00203+00

PLAN AND PROFILE

STREAMBANK STABILIZATION

MP 5.1 PERMANENT

F.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 e b .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

M e a d o

S o u r e k

C h e c k e d b y

D e s ig n e d b y

3. Contour interval is 1 foot.

and the trunk is oriented downstream root wads so the root ball is facing upstream existing structural plate culvert. Orient to deflect Wells Creek flow coming from the them at the upstream end of the repair length to act as flank logs on Wells Creek. Embed

Select two of the largest diameter root wads 2.

riprap toe, after riprap construction.

construction of riprap toe. Place over

1. Conserve streambed material excavated from proposed thalweg location

Existing ground at elev. 2473

Top of riprap elev. 2460

Bottom of riprap elev. 2480

Top of riprap elev. 2467

Bottom of riprap elev. 2482

Top of riprap proposed toe of embankment

Existing ground at

Scour elevation profile into existing riprap

Tie placed riprap slope (approx.)

Toe of embankment

Tie riprap into existing barb elev. 2485

Top of riprap

OHW

OHW

elev. 2472 of riprap

Bottom elev. 2469 of riprap

Bottom

22' x 13' (approx)

Existing structural plate culvert location approximate

Proposed channel thalweg to existing contours

Match proposed contours contours to existing contours

Match proposed stabilization. See Sheet F.3 permanent streambank

Place riprap and logs for

NOTE:

root balls angled upstream

Place flank logs with streambed material to OHW elevation

Backfill raised area with conserved

[5]See Sheet F.3 - footnote root balls angled upstream

Place flank logs with

Elev. 2480

Sta. 202+00

Elev. 2470

Sta. 204+89

Elev. 2465

Sta. 206+58

Elev. 2473.1

Sta. 203+74

Bar Creek Profile

BAR CREEK

WELLS CREEK

WELLS

CREEK

W

ELL

S

CREEK

Note 2 to nearest channel. See

Place log deflectors parallel

Proposed contours

Existing contours

Existing contours

Proposed contours

Limits of construction

OHW elev. 2480

OHW elev. 2477 OHW elev. 2475 OHW elev. 2468

Limits of construction

DETAILS

STREAMBANK STABILIZATION

MP 5.1 PERMANENT

1.5V:1H

V :1

H

F.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 e c .d g n

WA ERFO 2015(1)-20(1)

J u ly

M e a d o

S o u r

C h e c k e d b y

D e s ig n e d b y

Chain

Channel width variesReconstructed top of embankment

Reconstructed toe of embankment

Reconstructed top of embankment

Reconstructed toe of embankment

Wood buffer unit limits

3.

2.

1.

m in

Root wads [2]

Root wads [2]

Sitka Willow

Red Alder

Plant Zone B:

Salmonberry

Red Alder

Western Red Cedar

Plant Zone A :

Plant Zones - See Subsections 626 and 713.06 between deflector logs.

streambed material. Tightly pack woody debris into void space elements and orient rootballs upstream. Backfill with conserved with or without rootballs attached. Brace against bottom layer

Top Layer; Randomly place six root wads rootballs attached on log piles.

from embankment slope toe upstream and brace rootwad each set of two. Place six with rootwads orientated 45° length as shown. Place riprap per plan. Brace two against

Bottom Layer; Drive six untreated timber piles per 75-foot

Vertical pile

Angled pile with chain and root wad trunk

Wrap log deflectors

Log deflectors [1] m in

[3]Untreated timber piles

[1]Log deflectors

Timber piles (typ.)

Pile top a p p r o x rootballs attached. Place per plan.

Flank logs; 20-foot min. trunk, 40-inch minimum diameter with[5] vegetation, 1-inch to 8-inch diameter.

Coarse woody debris; even mixture of branches, limbs, trunks,[4]

6 per log jam unit. Cut conical pile shoe into log pile if required.

Untreated timber pile; 15-foot pile, 12-inch to 18-inch diameter,[3]

6 per unit.

attached rootwads, 6 per unit. With or without attached rootwads, Root wads; 20-foot min. trunk, 18 to 36-inch diameter. With[2] without attached rootwad, 6 per wood buffer, 2 per placement.

Log deflector; 20-foot min. trunk, 18 to 36-inch diameter[1]

10' Width varies with channel

Edge of water

NO SCALE

Flow

Flow

10' to 12' (typ.)

75'-0" to ty p

Scour Elev. per plan

Top of riprap per plan

50 yr WSE

OHW Elev. per plan

Root wad [2]

3' (min.)

m in

Placed riprap class 7, method B, 5' depth

Chain (typ.)

Existing channel bottom

A

Road grade to be constructed

PLAN

BOTTOM LAYER

PLAN

TOP LAYER

Reconstructed embankment

Existing bank

TYPICAL SECTION

NOTE:

class 1, type B, (non-woven)

Geotextile filter, FOOTNOTE:

DETAIL

TYPICAL BUNDLE

[3]Untreated timber pile

Cover with coarse woody debris over root wads to OHW elevation.

Place conserved streambed material

DETAIL

TYPICAL TIMBER PILE

Plant Zone A (see notes) Plant Zone B (see notes)

8" Placed topsoil layer and temporary turf establishment beneath rolled erosion control product

Q Vel. SLOPE PROTECTIONWS ELEV.

SLOPE: 1(v):5(h)

TYPE: Riprap

TOP EL.: 2617 ft

TOTAL SCOUR EL:

CLASS: 5 (FP-14)

BOTTOM EL.: 2606 ft

100Q

50Q

2Q

DEPTH: 5 ft (min)

REMARKS:

OHW

2630 2630

25902590

PLAN AND PROFILE

STREAMBANK STABILIZATION

MP 6.1 PERMANENT

OHW

F.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 e d .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

M e a d o

S o u r

C h e c k e d b y

D e s ig n e d b y

ELEVATION

Existing ground surface

LC

Existing road location approximate

Existing riprap (typ.)

bridge pier

Existing

Elev. 2609 FT (approx.)

Existing channel thalweg.

Elev. 2612 FT (approx.)

Existing pier footing.

SCALE IN FEET

20 0 20 40

Bar Creek

Placed riprap, method A, class 5

Line to be constructed bridge

Existing

Profile grade

A

A

Construction limits

NOTE:

SECTION A-A

(See notes)

Plant Zone A

(See notes)

Plant Zone B

Root wad

8" topsoil layer and temporary turf establishment beneath rolled erosion control product

See Sheet G.2 for detail foundation.

Grouted riprap

(See Sheet G.2 method A, class 5

Placed riprap, Elev. 2606 FT (approx.)

Existing top of pier footing.

riprap bank as part of existing north side

Remove and reuse existing riprap

Footnote 2

See Sheet F.3, Root wads.

Blend new riprap into exsiting riprap bank into existing riprap bank blend existing riprap

Remove and

(approx.) at Section A-A.

Elev. = 2609 ft

Existing channel thalweg.

Edge of road

Concrete approach slab coarse woody debris. Plant with native vegetation

Slope to OHW elevation at face. Cover with at a minimum 3' depth above floodplain.

of root wad trunk length, 3 2over back

Place conserved streambed material steambed material.

Backfill with conserved

Contour interval is 1 foot.

Sitka Willow

Plant Zone B: Red Alder

Salmonberry

Red Alder

Plant Zone A: Western Red Cedar rolled erosion control mat.

in Plant Zone A. Place 8" of topsoil without

Placed riprap, method A, class 5 is included

Plant Zones - See sections 626 and 713.06.

woody debris into void space between root wads.

with conserved streambed material. Tightly pack elements and orient rootwads upstream. Backfill without rootballs. Brace against Bottom Layer

Top Layer; Randomly place six root wads with or upstream at 10 to 45° from bank line.

Bottom Layer; Place root wads orientated limbs, trunks, vegetation, 1-inch to 8-inch diameter.

Coarse woody debris; even mixture of branches, diameter with attached rootballs.

Root wads; 20-foot min. trunk, 18 to 36-inch

6.

5.

4.

3.

2.

1.

See Sheet G.2 for detail

GRS-IBS Wall.

GRS-IBS QUANTITIES

TABULATION OF

G.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 r a .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

1. Structural excavation as unclassified borrow.

PLAN AND ELEVATION

GRS-IBS

G.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 r b .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

NO SCALE

LC

LC

225°

1H

1V

1H

1V

1V

1H

LC

foundation top of riprap

EL. 2613.5

2.

1.

3.

5.

4.

of riprap foundation

- bottom[5]EL. 2606

(see Sheet D.2) of abutment

1H

1V class 1, type A, (woven)

Geotextile filter, 1' (min.)

1' (min.)

EL. = 2628.96

Bridge edge

CL Station 303+52.66 0.69 LT

EL. Bridge = 2629.50 at

EL. = 2628.96

SRWU cap blocks

EL. = 2630.08

Bridge edge

Corner shield

Anchor boltsCorner shield

Existing bridge deck

Bridge end wing end wing

Bridge leveling pad

6" Concreteleveling pad

6" Concrete

(see Sheet D.2) of Abutment

El. 2617

'-0

2'-0"1'-0" end wing

Bridge

6'-0"

31'-6"

5°

'-0 class 5 (grouted) method B, Keyed riprap, Approach slab

Bridge end wing

[6]17'-0"

[6]3'-9"

[6]21'-6"

[6]2'-9"

[6]17'-0"

[7]

"2

[2]class 5 limit line method B, Placed riprap, [2]class 5 limit line method B, Placed riprap, [3]retaining wall unit (SRWU)

GRS-IBS, segmental

[3]EL. = 2630.08

SRWU cap blocks

[8]Match slope thick concrete leveling pad

Projected outline of 6"

14'-0" 14'-0"

[1]face geometry battered wall dependent upon

Exact location is

GRS-IBS abutment wall.

Bottom face of

[6]Varies [6]Varies

A

A

ELEVATION VIEW

Facing Block Schedule

GRS-IBS ABUTMENT

PLAN VIEW

FOOTNOTE:

Wingwall (folded out)

See Sheet G.3

LEGEND:

GRS-IBS ABUTMENT

DETAIL

BOTTOM OF RIPRAP FOUNDATION

Concrete

[2

W in g w a ll

W in g w ll

Riprap foundation

Wingwall (folded out)

Approach slab

[4]Geosynthetic reinforcement

Field verify bridge elevations and measurements before begining GRS-IBS abutment work.

Stagger segmental retaining wall units at 12 block width, including corners.

Corner shield - Provide 10-foot high, 8-inch x 8-inch x 5 -inch structural steel angle.

Furnish anchor bolts conforming to ASTM F3125 Grade A325, type 1, and galvanized according to ASTM 153 spaced vertically every 2-foot (max.) alternating each side.

Furnish epoxy adhesive for anchorages conforming to

ASTM C881, type 1.

abutment wall

Face of GRS-IBS

Match cross slope of existing bridge deck.[8] directed by CO.

Bottom of approach slab may be constructed level unless otherwise[7] geometry of battered wall face.

dimensions are shown. Top dimensions and wall angles vary by

Elevation and Plan Views do not show batter. Only bottom wall [6] verify elevations shown.

Do not excavate below top of existing bridge pier footing. Field[5] bridge edges.

Geosynthetic reinforcement continuous under approach slab and[4] dependent upon approved facing block.

Facing block schedule is representative. Final schedule[3]

See Sheet G.3 for Riprap Armor details.[2] the riprap foundation and is shown for dimension purposes.

Bottom of GRS-IBS abutment wall is projected to the bottom of[1]

EXPANSION JOINT

GRS-IBS DETAILS

G.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft

U s e r s c li n to n .c h o y D e s k to p O

T H

E R

W e ll s C r k w a e f1 r c .d g n

WA FS ERFO 2015(1)-20(1)

J u ly

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

V :1

H

LEGEND:

FOOTNOTE:

Roadway aggregate

Open-graded backfill

Select borrow

SECTION A-A

Grouted riprap

NOTE:

1.

El. 2617

El. 2613.5

Concrete

Select borrow

Native soil

Top longitudinal reinforcement tail [2]

#6 at 6" (bottom)

GRS-IBS open-graded backfill all courses

GRS-IBS geosynthetic reinforcement method B, class 5

Placed riprap, bridge deck at centerline

EL. 2629.50 - top of method B, class 5, (grouted)

Keyed riprap, class 1, type A, (woven)

Geotextile filter, and foundation footing

Existing bridge pier

[4]El. 2606

Placed riprap

#6 at 12" (top)

[3]GRS-IBS SRWU

6" compacted depth method 2, Roadway aggregate, [1]Structural excavation limits

Provide 6" (min.) cover above riprap approach slab concrete

12" Reinforced

7'-0"

6'-6" ground

Existing

8° (max.)

1' Max. Setback

10'-0"

Existing ground beyond wall (both sides) pad. Extend 1' (min.)

6" Thick concrete leveling bottom and face of SRWU block end of bridge

" spacing between4 3Allow

S lo p e v a ri e s

V :1

H m a x

S lo p e v a rie s 1

V :1

H (m a x

Bottom of bridge deck bridge deck and the SRWU cap block top clearance between the bottom of the

SRWU cap block Provide a 3" min.

" ±4

Concrete approach slab corner beads and silicone band

Field-applied silicone impact angle

Existing steel anchor @ 1'-0"

" Ø stud4 1" x 4 adhesive both sides

Epoxy

Existing bridge deck see Expansion Joint Detail below fill with flexible cellular joint filler, " Expansion joint

3Steel angle and

")4 1( 2"x 2"x

Steel angle iron 21' L

Select SRWU face control point based upon geometry of selected batter

Field verify elevations shown.

Do not excavate below top of existing bridge pier footing.[4] block height above the bottom. 2 1 Extend SRWU blocks at least [3] the length of the GRS-IBS geosynthetic reinforcement.

Extend top two layers wrapped tail longitudinally to match[2] cannot be obtained.

30 days or if the required short term back slope ratio specified required if the short term back slope will be open more than

(29CFR, Part 1926, Subpart P, excavation). Shoring may be

Short term back slope ratio per OSHA Safety Regulations [1] between top of SRWU blocks and bottom of approach slab wrapped full length, 2 layers evenly spaced

GRS-IBS geosynthetic reinforcement, reinforcement

GRS-IBS geosynthetic

Top 2 layers of abutment

Integrated appr.

A p p r o a c h s e a t z o n e

GRS-IBS block thickness per manufacturer's recomemdations.

Wall face batter 8° (max.).

ASTM A706, Grade 60. Provide 2" min. concrete cover.

Provide uncoated reinforcing steel according to bridge deck surface.

Match approach slab cross-slope with…