mora01201_Planset-100.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

M a y

U

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

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 NPS MORA 12(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

VICINITY MAP

0 2 1 1 2

N

A.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

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

WA NPS MORA 12(1)

P

A u g u s t

C o n r a d

C h e c k e d b y

D e s ig n e d b y

SCALE IN MILES

Lakes

Owynigh

Lakes

Deadwook

Crystal Lake

Lower

Lake

Sheep

Lake

Ghost

Lake

Tipsoo

Ranger Station

White River

D e a d w o o d

C re e k

C re e k

K lic k ita t

S h a w C re e k

Peak

Barrier

Chinook Pass

Footbridge

Peak

Naches Gap

Sheepskull

Pass

Cayuse

P

IE

R C E C

O

Y A K

IM

A C

O reviR naciremA kroF reiniaR

NATIONAL PARK

MT. RAINIER

W I L D E R N E S S

W I L L I A M O. D O U G L A S

N A T I O N A L F O R E S T

M T. B A K E R S N O Q U A L M I E

Long. 121° 32' 31.53966" W

Lat. 46° 53' 18.25529" N

522+00

END PROJECT

Long. 121° 32' 26.54014" W

Lat. 46° 53' 01.76942" N

504+75

BEGIN PROJECT

m ile s P a c k w o o d W

A m ile s

E n u m c la w W

A m ile s

Ya kim a W A.

Sheet and Description

Section C Section D Section E Section F Section G Section H Section I

Typical Section Plan & Profile Erosion Control Walls & Rockeries Drainage Temporary

Traffic Control Permanent

Traffic Control ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND

ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 2,000 200 2,200

A0140 15706-0200 SOIL EROSION CONTROL, CHECK DAM EACH 30 3 33

A0160 15706-1000 SOIL EROSION CONTROL, INLET

PROTECTION EACH 4 4

A0180 15801-0000 WATERING FOR DUST CONTROL MGAL 147 88 235

A0200 20101-0000 CLEARING AND GRUBBING ACRE 1.2 0.2 1.4

A0220 20301-0700 REMOVAL OF DELINEATOR EACH 7 7

A0240 20301-2400 REMOVAL OF SIGN EACH 8 8

A0260 20302-1200 REMOVAL OF GUARDRAIL LNFT 201 201

A0280 20303-1600 REMOVAL OF PAVEMENT, ASPHALT SQYD 4,305 215 4,520

A0300 20401-0000 ROADWAY EXCAVATION CUYD 980 120 1,100

A0320 20403-0000 UNCLASSIFIED BORROW CUYD 2,832 2,832

A0340 20702-0100 GEOTEXTILE FILTER, CLASS 1, TYPE A SQYD 80 12 92

A0360 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 411 32 443

A0380 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 CUYD 52 12 64

A0400 25501-0000 MECHANICALLY STABILIZED EARTH WALL SQFT 3,592 3,592

A0420 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 2,597 203 2,800

A0440 30302-1000 DITCH RECONDITIONING LNFT 1,370 130 1,500

A0460 40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 TON 934 96 1,030

A0480 41202-0000 TACK COAT GAL 434 46 480

A0500 60201-0800 24-INCH PIPE CULVERT LNFT 214 16 230

A0520 60403-1900 INLET, FLH TYPE 6B EACH 2 2

A0540 60704-0000 CLEANING CULVERT IN PLACE EACH 1 1

A0560 60706-0000 CLEANING DRAINAGE STRUCTURE(INLET) EACH 1 1

A0580 62501-0000 TURF ESTABLISHMENT ACRE 1.0 1.0

A0600 63302-0000 SIGN SYSTEM SQFT 20 20

A0620 63313-0000 RUMBLE STRIP (EDGE LINE RUMBLE

STRIP) LNFT 1,725 1,725

A0640 63401-0300 PAVEMENT MARKINGS, TYPE B, SOLID

(YELLOW) LNFT 6,900 6,900

A0660 63401-0300 PAVEMENT MARKINGS, TYPE B, SOLID

(WHITE) LNFT 6,900 6,900

A0680 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 10 10

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 an -2

2:

P M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Es tim at e-

.x ls x] S he et

STATE PROJECT

B.1NPS MORA 12(1)WA

SHEET

NUMBER

NPS PMIS No. 241933 NPS Drwg No. XXX/XXXXXXX

Sheet and Description

Section C Section D Section E Section F Section G Section H Section I

Typical Section Plan & Profile Erosion Control Walls & Rockeries Drainage Temporary

Traffic Control Permanent

Traffic Control ALLOWANCE Bid Schedule

A0700 63502-1000 TEMPORARY TRAFFIC CONTROL, CONE,

TYPE 36-INCH EACH 6 6

A0720 63502-1300 TEMPORARY TRAFFIC CONTROL, DRUM EACH 6 6

A0740 63502-1600 TEMPORARY TRAFFIC CONTROL, WARNING

LIGHT TYPE B EACH 10 10

A0760 63502-3100 TEMPORARY TRAFFIC CONTROL, TRAFFIC

SIGNAL SYSTEM EACH 1 1

A0780 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 434 434

A0800 63506-0600 TEMPORARY TRAFFIC CONTROL, PILOT

CAR HOUR 150 150

A0820 63507-0700 TEMPORARY TRAFFIC CONTROL, TRAFFIC

CONTROL SUPERVISOR DAY 59 59

A0840 63509-1000 TEMPORARY TRAFFIC CONTROL, FLAGGER FXHR 300 300

Estimated Quantities

Remarks and/or Determination of Estimated Quantity

-J an -2

2:

P M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Es tim at e-

.x ls x] S he et

2)

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2NPS MORA 12(1)WA

SHEET

NUMBER

NPS PMIS No. 241933 NPS Drwg No. XXX/XXXXXXX

TYPICAL SECTION

Se ed in g, m ul ch in g, a nd tu rf e st ab lis hm en t lim its

[2]

Va ria ble

1:3 1:3 tur f e sta blis hment lim its

See din g, mulc hin g, and

[2

Va ria bl e

C.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 m o r a c a .d g n

WA NPS MORA 12(1)

D e c e m b e r

C o n r a d

C h e c k e d b y

D e s ig n e d b y

C le a r in g l im it

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

FOOTNOTE:

5'-0'5'-0"

0.25 D

0.25 D

Existing ground

Slope stake

Existing ground

Profile grade

10'-0'

[1] 2% Crown

ROUNDING DETAIL

[3]FILL SLOPE

ROUNDING DETAIL

[3]CUT SLOPE

[2]

Va ria ble

CL

D

Shoulder

1'-0"

Traveled lane

11'-0"

C le a r in g l im it

4-inch compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1

Shoulder

2'-0"

Traveled lane

11'-0"

Tack coat, between lifts

9"

504+75 TO 522+00

MATHER MEMORIAL HIGHWAY MAINLINE

SAFETY EDGE DETAIL

Red top

Point available in survey notes

Second lift of asphalt

First lift of asphalt

Pull aggregate base to cover safety edge

Remove pavement, asphalt [4]

Roadway aggregate, method 2, 8-inch compacted depth

B=5'-0"5'-0"

Roadway aggregate, method 2

Backfill as required to reestablish existing line and grade.

of all existing pavement. Do not remove underlying base or subgrade.

Existing pavement thickness is unknown. Remove the full depth[4] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height[3]

Construct slopes as shown in the Staking Report.[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1]

TABULATION OF QUANTITIES

PLAN AND PROFILE

FOOTNOTE:

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 m o r a fa .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

Delineator location and quantity are approximate.[2]

For information only.[1]

DI

P C

.9

P T

.6

P C

.8

P T

.9

P C

.5

,3

.3

-5.7309%

,3

.8

-3.6975%

-5.9898%

D

R= 770.00'

T= 95.82'

L= 190.66' e= 0.048 e= 0.052

D

R= 600.00'

T= 66.27'

L= 132.00' e= 0.020

D

R= 6,000.00'

T= 141.06'

L= 282.07'

N

DI

DI

CONNECTION DETAIL

for paverment structure

See Sheet C.1

See Section G for details

Install 24" pipe culvert with riprap outlet protection

Clean drop inlet

Remove existing 12" CMP and end section

514+24 d e ta il s

S e e S e c ti o n G f o r r ip r a p o u tl e t p r o te c ti o n w it h d r o p i n le t a n d

I n s ta ll p ip e c u lv e r t

S e e S e c ti o n G f o r d e ta il s r ip r a p o u tl e t p r o te c ti o n

I n s ta ll p ip e c u lv e r t w it h n d e n d s e c ti o n s

R e m o v e e x is ti n g

C

M P

S e e S e c ti o n G f o r d e ta il s a n d r ip r a p o u tl e t p r o te c ti o n

I n s ta ll p ip e c u lv e r t w d r o p i n le t a n d e n d s e c ti o n s

R e m o v e e x is ti n g

C

M P

SSD = 621'

K = 131

300' VC

218' VC

K = 107

CUYD

EXC.

CUYD

EMB.

515+00512+50510+00507+50505+00

4300 4300

4310 4310

4320 4320

4330 4330

4340 4340

4350 4350

4360 4350

4370 4360

4380 4370

D.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 m o r a fb .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r a d

C h e c k e d b y

D e s ig n e d b y

BEGIN PROJECT

El.= 4,365.12

E= 1,380,196.360

N= 567131.788

504+75

MATHER MEMORIAL PARKWAY

WA NPS MORA 12(1)

Existing ground

Ditch reconditioning

504+75 to 505+75 RT

Ditch reconditioning

506+00 to 510+50 RT

Ditch reconditioning

511+85 to 512+40 RT

Proposed MSE wall, see Section F

506+89.90 to 508+47.15

Proposed MSE wall, see Section F

511+54.30 to 514+37.85 LT

Ditch reconditioning

514+35 to 522+00 RT

Slope stake limits

Remove sign

509+58 LT

Remove delineator

511+68 LT

Remove delineator

512+22 LT

Remove sign

506+80 RT

Proposed edge of pavement

Proposed edge of pavement

Existing edge of pavement

Existing edge of pavement

Slope stake limits

Remove delineator

512+79 LT

Remove delineator

513+31 LT

Line to be constructed

Saw cut existing pavement

Remove sign

514+67 LT

333 377

1 1 107 2

84°20'

89°55' 50°27'

114°31'

LEGEND

Proposed 24" pipe culvert at centerline

Roadway obliteration

506+38 to 506+82 LT

Roadway obliteration

509+27 to 509+67 LT

Roadway obliteration

510+05 to 511+12 LT

Roadway obliteration

514+39 to 514+53 LT

Roadway obliteration

514+86 to 515+04 LT

WARNING BURIED UTILITY

P T

.6

P C

.9

P T

.4

P C

.5

N

K = 642

,3

.9

300' VC

e= 0.060

D

R= 350.00'

T= 88.03'

L= 172.48'

D

R= 6,000.00'

T= 141.06'

L= 282.07' e= 0.020

-5.5226%

Clean existing 24" CMP

519+83

CUYD

EXC.

CUYD

EMB.

522+50520+00517+50515+00

4260 4260

4270 4270

4280 4280

4290 4290

4300 4300

4310 4310

4320 4320

4330 4330

4340 4340

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 m o r a fc .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r a d

C h e c k e d b y

D e s ig n e d b y

Remove sign

516+42 LT

Remove delineator

515+70 LT

END PROJECT

El.= 4,275.90

E= 1,379,871.197

N= 568,806.335

522+00

MATHER MEMORIAL PARKWAY

WA NPS MORA 12(1)

Proposed MSE wall, see Section F

519+50.38 to 521+85.33 LT

Proposed MSE wall, see Section F

517+60.75 to 518+08.15 LT

Proposed MSE wall, see Section F

515+14 to 516+02.45 LT

Profile grade

Existing ground

Remove guardrail

520+27 to 522+28 LT

Remove sign

514+67 LT

Remove delineator

516+19 LT

Remove delineator

517+22 LT

Remove sign

518+83 LT

Remove sign

520+96 LT

Remove sign

520+96 RT

constructed Line to be

Slope stake limits

Slope stake limits

Ditch reconditioning

514+35 to 522+00 RT

1 75 126

Remove sign

522+12 LT

Proposed edge of pavement

Proposed edge of pavement

Existing edge of pavement

Existing edge of pavement

Roadway obiteration

518+50 to 519+62 LT

1:2

L

1:3

ROADWAY OBLITERATION

OBLITERATION

ROADWAY

D.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 m o r a fe .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

Outslope 6%-8%

Finished pavement surface

Existing hinge point of embankment

Existing ground pavement removal). Prorate height and width for narrower obliteration areas

(as measured from existing pavement or ground surface prior to asphalt project. Mound shall be rounded, 10-Ft. width x 1-Ft. height at center shaping and excess roadway excavation from other locations on the

Construct mound using suitable material from roadside ditch replace with excess material from roadway excavation

Remove any existing asphalt pavement, and to a depth 2-Ft. below existing surface

Scarify the soil and roadway aggregate Asphalt concrete pavement

Roadway aggregate, method 2

Pay limits

Roadside ditch

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

301 587451.186 1382641.438 3187.205 46°56'22.643391"N 121°31'55.168371"W 3124.4033 0.9997845 Spike 1.

302 585493.387 1382852.579 3301.134 46°56'03.346865"N 121°31'51.756848"W 3238.3881 0.99977848 Spike

303 585831.292 1382857.286 3280.033 46°56'06.682650"N 121°31'51.752672"W 3217.2772 0.99977959 Spike

304 584531.716 1382831.635 3357.845 46°55'53.852309"N 121°31'51.877487"W 3295.122 0.9997755 Spike

305 583942.927 1382763.999 3390.889 46°55'48.032131"N 121°31'52.741101"W 3328.1792 0.99977375 Spike

306 582172.079 1382338.827 3490.400 46°55'30.498625"N 121°31'58.532928"W 3427.7197 0.99976849 Spike

307 581274.730 1382112.855 3537.187 46°55'21.612399"N 121°32'01.619040"W 3474.5198 0.999766 Spike

308 580544.323 1381923.609 3580.138 46°55'14.378649"N 121°32'04.207354"W 3517.4806 0.99976374 Spike

309 579929.430 1381762.814 3618.963 46°55'08.288711"N 121°32'06.407471"W 3556.3155 0.99976171 Spike

310 589909.659 1382555.506 3048.061 46°56'46.897759"N 121°31'56.870490"W 2985.1904 0.99979188 Spike

311 563330.466 1380488.868 4572.162 46°52'24.287302"N 121°32'21.608105"W 4509.8098 0.99971188 Spike

312 574263.565 1380079.550 3961.512 46°54'12.146680"N 121°32'29.577512"W 3898.9662 0.99974381 Spike

313 574945.308 1380511.053 3919.266 46°54'18.931838"N 121°32'23.492831"W 3856.7169 0.99974601 Spike

314 575954.088 1381041.449 3849.163 46°54'28.957677"N 121°32'16.045430"W 3786.6041 0.99974963 Spike

315 579248.616 1381649.836 3657.900 46°55'01.554302"N 121°32'07.906188"W 3595.2656 0.99975966 Spike

401 561479.206 1380136.138 4673.210 46°52'05.968866"N 121°32'26.333431"W 4610.861 0.99970661 Spike

402 561904.195 1380294.560 4652.969 46°52'10.184271"N 121°32'24.134109"W 4590.62 0.99970768 Spike

403 562616.012 1380386.571 4611.846 46°52'17.222107"N 121°32'22.944924"W 4549.497 0.99970981 Spike

404 563233.723 1380477.781 4573.143 46°52'23.330976"N 121°32'21.749332"W 4510.7908 0.99971181 Spike

405 563714.084 1380168.487 4545.687 46°52'28.032035"N 121°32'26.292240"W 4483.3282 0.99971323 Spike

406 564116.475 1380138.733 4524.628 46°52'31.999883"N 121°32'26.796928"W 4462.2659 0.99971434 Spike

407 565184.099 1380544.825 4465.956 46°52'42.590508"N 121°32'21.154235"W 4403.5874 0.9997174 Spike

408 566000.096 1380489.270 4427.291 46°52'50.637416"N 121°32'22.108722"W 4364.9125 0.99971945 Spike

409 566698.089 1380214.440 4388.346 46°52'57.491040"N 121°32'26.197486"W 4325.9511 0.99972148 Spike

410 567209.994 1380175.359 4360.143 46°53'02.538599"N 121°32'26.857323"W 4297.7416 0.99972295 Spike

411 567748.082 1380040.231 4337.670 46°53'07.832074"N 121°32'28.904895"W 4275.2554 0.99972416 Spike

412 568569.002 1379978.856 4288.687 46°53'15.926782"N 121°32'29.944552"W 4226.2593 0.99972671 Spike

413 569057.741 1379731.825 4259.820 46°53'20.718550"N 121°32'33.594061"W 4197.3759 0.99972821 Spike

414 570047.965 1379469.531 4201.174 46°53'30.458079"N 121°32'37.559051"W 4138.7037 0.99973126 Spike

415 570859.593 1379335.294 4151.915 46°53'38.451516"N 121°32'39.646529"W 4089.425 0.99973382 Spike

416 571434.891 1379218.853 4124.471 46°53'44.114629"N 121°32'41.432850"W 4061.9678 0.99973528 Spike

417 572925.642 1379497.335 4034.476 46°53'58.865097"N 121°32'37.707057"W 3971.9466 0.99973997 Spike

418 573479.233 1379594.237 4003.495 46°54'04.341827"N 121°32'36.417121"W 3940.9558 0.99974159 Spike

419 574030.374 1379930.327 3972.745 46°54'09.825576"N 121°32'31.682116"W 3910.2025 0.99974321 Spike

420 574507.528 1380268.372 3946.800 46°54'14.579254"N 121°32'26.904629"W 3884.2542 0.99974457 Spike

421 575073.250 1380538.395 3909.937 46°54'20.198212"N 121°32'23.123352"W 3847.3846 0.99974649 Spike

422 575745.948 1380930.581 3862.481 46°54'26.888887"N 121°32'17.602731"W 3799.9254 0.99974893 Spike

423 576353.484 1381168.921 3825.801 46°54'32.916356"N 121°32'14.285185"W 3763.2355 0.99975085 Spike

424 577103.553 1381308.866 3781.759 46°54'40.337864"N 121°32'12.411611"W 3719.1738 0.99975316 Spike

425 577829.806 1381424.468 3739.802 46°54'47.521134"N 121°32'10.884018"W 3677.2004 0.99975536 Spike

PROJECT :Mather Memorial Parkway DATE OF FIELD WORK :August-October 2016 DATE OF FINAL ADJUSTMENT : November 2016

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : Washington South SPCS NAD83 (2011) VERTICAL DATUM : Orthometric elevations based on the NAVD88 Geoid12b

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

A N

PS

M

O R A

2( 1) co nt ro ls he et

.x ls x] S he et

-J an

-2

:5

PN

D

E ng in ee rs

PN

D E ng in ee rs

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.5

SHEET

NUMBER

NPS MORA 12(1)WA

SURVEY CONTROL

Sheet 1 of 2

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

426 579483.853 1381688.937 3645.547 46°55'03.881205"N 121°32'07.387429"W 3582.9093 0.99976032 Spike 1.

427 580283.203 1381846.764 3596.582 46°55'11.791394"N 121°32'05.265010"W 3533.9279 0.99976288 Spike

428 581075.167 1382103.771 3547.511 46°55'19.641498"N 121°32'01.712224"W 3484.8471 0.99976545 Spike

429 581974.764 1382255.897 3500.234 46°55'28.540368"N 121°31'59.690454"W 3437.5537 0.99976796 Spike

430 582632.823 1382573.304 3463.038 46°55'35.076549"N 121°31'55.241689"W 3400.3544 0.99976992 Spike

431 583547.765 1382696.968 3414.915 46°55'44.123160"N 121°31'53.632433"W 3352.2117 0.99977249 Spike

432 584362.617 1382853.603 3366.909 46°55'52.186107"N 121°31'51.529109"W 3304.1926 0.99977501 Spike

433 585278.429 1382878.662 3314.229 46°56'01.228559"N 121°31'51.340522"W 3251.4896 0.9997778 Spike

434 586176.338 1382888.806 3264.340 46°56'10.092376"N 121°31'51.363469"W 3201.5777 0.99978044 Spike

435 587099.168 1382674.965 3208.004 46°56'19.173251"N 121°31'54.618856"W 3145.2121 0.9997834 Spike

436 587921.759 1382627.886 3161.190 46°56'27.286265"N 121°31'55.452402"W 3098.3752 0.99978588 Spike

703 584692.277 1382840.662 3349.318 46°55'55.438238"N 121°31'51.777663"W 3286.5917 0.99977595 Spike

705 588933.555 1382542.872 3099.816 46°56'37.261851"N 121°31'56.868422"W 3036.9716 0.99978912 Spike

16100 560686.595 1380775.885 4715.511 46°51'58.228744"N 121°32'16.976202"W 4653.1588 0.99970441 5/8" IR w/FHWA alum cap

16101 560971.902 1380162.383 4690.201 46°52'00.965028"N 121°32'25.859401"W 4627.852 0.99970568 5/8" IR w/FHWA alum cap

16102 566168.836 1380370.771 4415.318 46°52'52.287511"N 121°32'23.846552"W 4352.9362 0.99972006 5/8" IR w/FHWA alum cap

16104 572463.494 1379298.683 4064.425 46°53'54.277628"N 121°32'40.479530"W 4001.8989 0.99973841 5/8" IR w/FHWA alum cap

16105 573045.703 1379499.152 4026.515 46°54'00.050365"N 121°32'37.703773"W 3963.9823 0.99974038 5/8" IR w/FHWA alum cap

16106 578759.418 1381573.080 3687.557 46°54'56.715869"N 121°32'08.919297"W 3624.9357 0.99975811 5/8" IR w/FHWA alum cap

16107 576998.162 1381292.836 3788.514 46°54'39.295552"N 121°32'12.622540"W 3725.9321 0.99975281 5/8" IR w/FHWA alum cap

16108 589401.977 1382529.729 3072.336 46°56'41.883541"N 121°31'57.146214"W 3009.4785 0.99979057 5/8" IR w/FHWA alum cap

PROJECT :Mather Memorial Parkway DATE OF FIELD WORK :August-October 2016 DATE OF FINAL ADJUSTMENT : November 2016

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : Washington South SPCS NAD83 (2011) VERTICAL DATUM : Orthometric elevations based on the NAVD88 Geoid12b

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

A N

PS

M

O R A

2( 1) co nt ro ls he et

.x ls x] S he et

2)

-J an

-2

:5

PN

D

E ng in ee rs

PN

D E ng in ee rs

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.6

SHEET

NUMBER

NPS MORA 12(1)WA

SURVEY CONTROL

Sheet 2 of 2

QUANTITIES

EROSION/SEDIMENT 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 m o r a d a .d g n

WA NPS MORA 12(1)

D e c e m b e r

C o n r

C h e c k e d b y

D e s ig n e d b y

I

43104310

4310431

43454

4380 438 04385

43954

054305

0 4340

4355 4355

4360 4360

4370 4370

N

N

504+75 to 515+00

CONTROL PLAN

EROSION / SEDIMENT

El.= 4,365.12

E= 1,380,196.360

N= 567131.788

LEGEND

Silt Fence

Check Dam

Flow Arrow

Inlet Protection

Establishment

Turf

Construction limits

Install check dams. See detail Sheet E.4

504+75 to 522+00 RT

Construction limits

Install silt fence, See detail Sheet E.5

504+75 to 522+00 LT

Install check dams. See detail Sheet E.4

504+75 to 522+00 RT

Construction limits

Install silt fence, See detail Sheet E.5

504+75 to 522+00 LT

Construction limits

504+75

MATHER MEMORIAL PARKWAY

WA NPS MORA 12(1)

BEGIN PROJECT

inlet/outlet protection See detail Sheet E.4

Install fiber roll at culvert

505+72 Culvert inlet/outlet protection See detail Sheet E.4

Install fiber roll at culvert

509+01 Culvert

See detail Sheet E.4

Install inlet protection

511+74 Culvert at culvert outlet See detail Sheet E.4

Install fiber roll protection

See detail Sheet E.6-7.

protection at drop inlet

Install fiber roll drop inlet

514+24 Culvert

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 m o r a d b .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b

54235

42604260

426542

42804280

42854285

4305 430

4330 4330

45 4345

4290429

42504250

42554255

N

N 515+00 to 522+00

CONTROL PLAN

EROSION / SEDIMENT

El.= 4,275.895

E= 1,379,871.197

N= 568,806.335

522+00

MATHER MEMORIAL PARKWAY

WA NPS MORA 12(1)

END PROJECTInstall silt fence, See detail Sheet E.5

504+75 to 522+00 RT

Construction limits

Construction limits

Install silt fence, See detail Sheet E.5

504+75 to 522+00 LT

Construction limits

Construction limits inlet/outlet protection See detail Sheet E.4

519+83 Culvert Install fiber roll

Install check dams. See detail Sheet E.4

504+75 to 522+00 RT

Install check dams. See detail Sheet E.4

504+75 to 522+00 RT

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 m o r a d c .d g n

WA NPS MORA 12(1)

a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b

NO SCALE

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

Varies

Varies

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)

Silt fence reinforcement

REVISED: 7/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

A u g u s t

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

Se e N ote

6%

5%

4%

3%

2%

NO SCALE

6%

5%

4%

3%

2%

5%

4%

3%

2%

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

stakes. Drive stakes at each end of the fiber roll and at

Install check dams in ditches perpendicular to the flowline.

installation.

Repair all rills or gullies and properly compact prior to functional requirements of the check dam device.

gravel bags as approved by the CO, to meet the

Construct check dams from fiber rolls, filter rock, or

WESTERN FEDERAL LANDS HIGHWAY DIVISION

W157-15

MODERATE GRADES

CHECK DAM

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

d g n

D e c e m b e r

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

CROSS SECTION

STAKING DETAIL

FIBER ROLL

PLAN

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

Flow line

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

Gravel bag the ends. See Note 6 to prevent flow around

Curve ends upstream

Filter rock

Filter rock

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

SPACING (max.)

CHECK DAM

See Note 5

NOTE:

GRADE

DITCH

SPACING (max.)

CHECK DAM

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

SPACING (max.)

CHECK DAM

FILTER ROCK CHECK DAM

uphill side of fiber roll trench material on

Place excavated

Flow

F lo w on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on on ditch grades steeper than 6%.

* Do not use gravel bag check dams

(FT)

(FT)

(FT)

Trench 2" (min.)

m in

Fiber roll 9" Ø (min.)

Trench 2" (min.)

-inch wood 8 1-inch x 18

1Stake fiber rolls in place with 1

Expose stakes 2-inches (min.) above top of fiber roll.

2-foot (max.) spacing.

m in

"6 m in m in .6

9" Ø minimum fiber roll.

WESTERN FEDERAL LANDS HIGHWAY DIVISION

EROSION CONTROL PRODUCT

CHECK DAM WITH ROLLED

W157-16 m in

"6 m in

"6

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.6

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

3.

2.

1.

PROFILE VIEW

V-DITCH

CROSS SECTION

FLAT-BOTTOM DITCH

CROSS SECTION

(G)

GRADE

DITCH

≥10%

8% and 9%

7%

Rolled erosion control product

:2 ty p

Rolled erosion control product Rolled erosion control product

NOTE:

Adjust check dam spacing based on site-specific conditions.

Install check dams in ditches perpendicular to the flowline.

to installation.

Repair all rills or gullies and properly compact prior

Filter rock

Filter rock

Ponded water

(See Note 3)

CHECK DAM SPACING

FILTER ROCK

Filter rock

SPACING (S)

MAX. CHECK DAM

ROLLED EROSION CONTROL PRODUCT

FILTER ROCK CHECK DAM WITH

(FT)

Check Dam spacing (S)

Ditch Gr ade (G)

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

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

DRAFT: 7/2016

REVISED:

DETAIL APPROVED FOR USE 10/2014

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FIBER ROLL

(FT)

(FT)

W157-21

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

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

D e c e m b e r

NOTE:

EARTH WALL QUANTITIES

MECHANICALLY STABILIZED

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 m o r a w a .d g n

WA NPS MORA 12(1)

O c to b e r

C o n r

C h e c k e d b y

D e s ig n e d b

FOOTNOTE:

[3]

[1]

[2]

[3]

[4]

[5]

[6]

[9]

[3]

[2]

[2]

1:31:3 V a ri a b leShoulder

[1][4]

Shoulder

WELDED WIRE FACE

MSE WALL

ty p

SHEET 1 OF 2

[6]

[5] li m it s

C o n s tr u c ti o n

NOTE:

1. Bevel ends of outlet pipe to match the surrounding finish slope as directed by the CO. Install approved rodent guards on outlet.

2. Provide solid outlet drain pipe spaced 48-feet center to center

(max.).

[7]

[8]

[9]

[10]

Place a thin layer (3" min.) of select granular backfill between geogrid reinforcement lap and overlaying geogrid layer to prevent contact between the two layers.

See details Sheet F.3

Geotextile filter, class 2, non-woven, type A or B.

Extend the top course lap to match top course reinforcement length.

Extend Select granular backfill a minimum 12-inch past back of reinforcement length.

Place a thin layer (3-inch min.) of select grangular backfill between geogrid reiforcement and geotextile filter except at the face.

Provide connections between the geocomposite drains and the 6-inch collector pipe that allow unobstructed flow to the outlet and prevent soil from entering the connection joints.

Provide 6-inch overlap (min.).

Middle layer of geogrid reinforcement not wrapped.

Extend reinforcement to 12" from back of excavation

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 m o r a g a .d g n

WA NPS MORA 12(1)

a n u a r y

R

K r ig

C h e c k e d b y

D e s ig n e d b y

: TYPICAL SECTION

MSE WALL FACING DETAIL

18" (max.)

12" (min.)

8" (max.)

5" (min.)

18" (min.)

48" min. Geogrid reinforcement lap

18" (min.)

filter wrap

Geotextile ty p

LC

ground

Existing geotextile filter, class 2, nonwoven, A or B

Line entire excavation with for pavement structure

See Sheet C.1

2'

12"

1' wire form

Welded

Finished slope

Select granular backfill (all courses) and Sheet F.3 see facing detail

Wall face, Geotextile filter wrap backfill

Select granular geogrid, type lll

Reinforcement rock face

Gabion struts

Support

2' (min.)

m in

6" Ø solid outlet drain pipe, 2% (min.) slope nonwoven, type A or B

Geotextile filter, class 2, Object marker post, white, plastic placed within 12" of outlet

Granular backfill

6"

15"

3"

3"

2% min.

6" Ø Solid outlet drain pipe

UNDERDRAIN SYSTEM

6" PERFORATED PIPE

[7]Perforated pipe

6" dia.

[8]non-woven, type A or B

Geotextile filter, class 2, to connect outlet and collector pipes

Provide applicable fittings

[9]type lll

Reinforcement geogrid, Conserved backfill

Top of wall elevation

SHEET 2 0F 2

WELDED WIRE FACE

MSE WALL

[1]

[2]

[3]

[1]

[1]

[2]

(PLAN VIEWS)

GEOGRID BUTT DETAIL

TANGENT WALL FACECURVE LEFT WALL FACE

CURVE RIGHT WALL FACE

wall face without overlap

Butt adjacent geogrids at wall face without overlap

Butt adjacent geogrids at wall face without overlap

Butt adjacent geogrids at direction)

(roll direction)

(roll

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 m o r a g b .d g n

WA NPS MORA 12(1)

O c to b e r

R

K r a ig

C h e c k e d b y

D e s ig n e d b y or the manufacturers recommended method).

with permanent fasteners (hog rings, wire ties, spiral binders, Connect adjacent welded wire reinforcement facing elements support strut length.

The contractor is responsible for determining the appropriate requirements.

Field cut transverse wires to meet welded wire form layout

WELDED WIRE FORM

WIRE FORM TYPICAL LAYOUT

PROFILE

spaced 16" C. to C.(min.)

No. 4 wire support struts ty p

8'-0" (typ.)

Longitudinal wires

Transverse wires Top of form min.

40"

96"

30"

4 x 4 - W4.0 x W4.0

Underlying forms

4' min.

MSE WALL FACING AND RETURN MAT DETAIL

Stagger welded wire form joints

Reinforcement geogrid

(see detail this sheet)

Welded wire form

Adjacent geogrids backside without overlap

Butt adjacent geogrids at

Wall face

Adjacent geogrids

Backside overlap acceptable

Wall face

Reinforcement length L

Adjacent geogrids

Backside separation acceptable

Reinforcement length L

Wall face

Reinforcement length (L)

Machine Machine

Return form

[3] [1]Bend or connect form facing

4350 4350

506+89.90 TO 508+47.15

MSE WALL

10+00 10+50 11+00 11+50

N

Elev 4349.31

E 1,380,104.022

N 567,488.874

10+00.00 (TOP WALL 1)

508+47.15, 15.968 LT (MAINLINE)

Elev 4,354.28

E 1,380,151.563

N 567,340.145

11+56.17 (TOP WALL 1)

506+89.90, 16.505 LT (MAINLINE)

0 1

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 m o r a w d .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

END MSE WALL 1

Top of wall Mainline shoulder

Slope stake limits

Mainline

BEGIN MSE WALL 1

Botom of wall

Backfill at face of wall

BW100

BW111

BW112

BW120

BW121 BW128

BW129

BW139

BW140 BW146

D I

MW

H-SSI-14

MW

H-6P-15

0 4

20+00 20+50 21+00 21+50 22+00

M A

T C

H L I

N E

N

(SHEET 1 of 2)

511+54.30 TO 514+37.85

MSE WALL

T O

P W

A L L

.9

.1

L

T

M A I N

L I N

E

Elev 4,317.51

E 1,380,006.941

N 568,072.801

20+00 (TOP WALL 2)

514+37.85, 16.192 LT (MAINLINE)

F.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 m o r a w e .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

Mainline shoulder

Top of wall

Bottom of wall

BEGIN MSE WALL 2

Mainline

Slope stake limits

See section G

24" Pipe culvert outlet

Backfill at face of wall

BW200

BW202

BW204 BW209

BW210

BW216

BW218

BW229

BW230

BW245

BW247

BW254

BW255

BW258

BW260

23+00

T O

P W

A L L

.9

.1

L

T

M A I N

L I N

E

(SHEET 2 of 2)

511+54.30 TO 514+37.85

MSE WALL

22+50

N

M A

T C

H L I

N E

Elev 4,334.83

E 1,380,036.344

N 567,790.722

22+83.61 (TOP WALL 2)

511+54.30, 15.988 LT (MAINLINE)

F.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 m o r a w f.

d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

END MSE WALL 2

Mainline shoulder

Top of wall

Slope stake limits

Mainline

See Section G

Outlet 24" pipe culvert

Bottom of wall

Backfill at face of wall

BW275

BW276

BW282

40+00 40+50

N

Elev 4,298.83

E 1,379,983.074

N 568,395.491

40+47.40 (TOP WALL 4)

517+60.75, 16.192 LT (MAINLINE)

Elev 4,296.21

E 1,379,980.408

N 568,442.816

40+00.00 (TOP WALL 4)

518+08.15, 16.192 LT (MAINLINE)

30+00 30+50 31+00

Elev 4,307.79

E 1,379,992.762

N 568,237.230

30+00 (TOP WALL 3)

516+02.45, 16.192 LT (MAINLINE)

Elev 4,312.97

E 1,379,999.820

N 568,148.823

30+88.69 (TOP WALL 3)

515+14, 16.192 LT (MAINLINE)

N

517+60.75 to 518+08.15

515+14 to 516+02.45

MSE WALL

F.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 m o r a w g .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

Mainline

BEGIN MSE WALL 4 END MSE WALL 4

stake limits

Slope

Slope stake limits

Mainline

BEGIN MSE WALL 3 END MSE WALL 3

Mainline shoulder

Mainline shoulder Top of wall

Top of wall

Bottom of wall

Backfill at face of wall

Backfill at face of wall

BW300

BW309

BW310 BW315

BW316

BW324

BW400

BW407

BW408

Bottom of wall

BW413

4250 4250

50+00 50+50 51+00 51+50 52+00

N

519+50.38 TO 521+85.33

MSE WALL

END MSE WALL 5

Elev 4,287.68

E 1,379,967.792

N 568,581.636

52+29.46 (TOP WALL 5)

519+50.38, 16.659 LT (MAINLINE)

Elev 4,275.80

E 1,379,863.815

N 568,784.617

50+00 (TOP WALL 5)

521+85.33, 17.567 LT (MAINLINE)

F.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 m o r a w h .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

Mainline shoulder

Top of wall

Bottom of wall

Mainline

Slope stake limits

BEGIN MSE WALL 5

24" pipe culvert

Outlet of existing

Backfill at face of wall

BW500

BW506

BW507

BW509

BW510 BW527

BW528

BW530

BW531

BW544

BW545

BW550

BW551

BW560

BW561

BW567

BW566

BW569

10.4 x 16 20702 -0100

25101 -0200

60201 -0800

60403 -1900

60704 -0000

60706 -0000

Station

ES

TI

M A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

G

EO

TE

X

TI

LE

F

IL

TE

R

C

LA

S S

TY

PE

A

O

U

TL

ET

P

R O

TE

C

TI

O N

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

O

U

TL

ET

P

R O

TE

C

TI

O N

-I

N C H

P

IP

E C U

LV

ER

T

IN

LE

T, F

LH

T

YP

E

6B

C

LE

A N

IN

G

C U

LV

ER

T

IN

P

LA

C E

C

LE

A N

IN

G

D R A

IN

A G

E S

TR

U C

TU

R E

(I N

LE

T)

S K

EW

A N

G

LE

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD SQYD CUYD LNFT EACH EACH EACH Lt Rt 505+72 5 53 20 13 53 1 114° 31' - - 4 509+01 4 50 20 13 66 50° 27' - 1.3 4 511+74 7 50 20 13 46 1 89° 55' - - 4 514+24 8 50 20 13 49 1 84° 20 - - 4 519+83 1 - -

PROJECT TOTAL 203 80 52 214 2 1 1

Allowable Pipe Material

NOTE: A Aluminum

1. Steel pipe culvert minimum wall thickness is the larger of 0.79" or the thickness required AS Aluminized steel by the Std. 602-1 fill height table. C Concrete

2. Aluminized steel pipe culvert minimum wall thickness is the larger of 0.79" or the GS Galvanized steel thickness required by the Std. 602-1 fill height table (steel). P Plastic

3. Aluminum pipe culvert minimum wall thickness is the larger of 0.75" or the thickness (blank) Any appropriate material required by the Std. 602-1 fill height table. x/__ Any appropriate material

4. Outlet bevel should match the fill slope as approved by the CO. except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e.

xl sx

]S he et 3-

Ja n-

:0

PM

C C on ra d

5/

D

C he ck er

/2

D es ig ne d by

C he ck ed b y:

STATE PROJECT

G.1

SHEET

NUMBER

NPS MORA 12(1) WA

Note: The quantities shown hereon are approximate and are subject to field adjustments.

AT CULVERT OUTLETS

PLACED RIPRAP

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 m o r a e f1 .d g n

WA NPS MORA 12(1)

J a n u a r y

C o n r

C h e c k e d b y

D e s ig n e d b y

PLAN VIEW

PIPE OUTLET RIPRAP PROTECTION

ELEVATION

SECTION A-A

Pipe culvert

Existing ground

Pipe culvert

3' 3'

Placed riprap, method A, class 2

Placed riprap, method A, class 2 outlet protection

Placed riprap, method A, class 2 outlet protection

Geotextile filter, class1, type A

Geotextile filter, class1, type A

Flow line

4' min.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

STATE PROJECT

NUMBER

SHEET

G.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

O c to b e r

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

3.

4.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

[1] Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

602-2

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

COUPLING BAND

METAL PIPE CULVERT

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 corrugations on rerolled pipe ends.

STATE PROJECT

NUMBER

SHEET

G.4

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

O c to b e r

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

W

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

LEGEND:

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2014

REVISED: 4/1994 6/2005

> 54"

12" to 54"

6"

4"

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

STATE PROJECT

NUMBER

SHEET

G.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

NPS MORA 12(1) WA

U S

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

O c to b e r

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

Bedding material (uncompacted)

Impermeable backfill material.

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

HH

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth. Or lean concrete

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

NOTE:

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12'…