Plan-Set_100_.pdf

INDEX TO SHEETSINDEX TO SHEETS

F. STRUCTURES

E. EROSION CONTROL

D. PLAN AND PROFILE

C. TYPICAL SECTION

B. SUMMARIES

A. GENERAL INFORMATION

F.1-17

E.4-5

E.2-3

E.1

D.6

D.5

D.2-4

D.1

C.3

C.2

C.1

B.1-3

A.4

A.3

A.2

A.1

BRIDGE PLANS

STANDARD DRAWINGS AND DETAILS

EROSION CONTROL PLAN

TABULATION OF EROSION CONTROL QUANTITIES

SURVEY CONTROL

TURNOUT LAYOUT

PLAN-PROFILE

TABULATION OF PLAN QUANTITIES

SUBEXCAVATION DETAILS

TYPICAL SECTION

TABULATION OF TYPICAL SECTION QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

INDEX TO SHEETS

TITLE SHEET

J. PERMANENT TRAFFIC CONTROL

I. TEMPORARY TRAFFIC CONTROL

H. SAFETY FEATURES

G. DRAINAGE

J.6

J.5

J.4

J.2-3

J.1

I.5

I.3-4

I.2

I.1

H.3

H.1-2

G.3-4

G.2

G.1

SNOWPOLE HOLDER AND CAP DETAIL

POST DETAILS

PERMANENT SIGN INSTALLATION WOOD

STANDARD DETAILS

PERMANENT TRAFFIC CONTROL PLAN

QUANTITIES

TABULATION OF PERMANENT TRAFFIC CONTROL

BRIDGE WORK ZONE CONTROL DETAIL

STANDARD DRAWINGS

ADVANCE SIGNING PLAN

TABULATION OF TEMPORARY TRAFFIC CONTROL

STRUCTURE TRANSITION RAIL DETAILS

GUARDRAIL STANDARD DRAWINGS

FALL CREEK BRIDGE RIPRAP LAYOUT PLAN

PAVED WATERWAY DETAILS

TABULATION OF DRAINAGE QUANTITIES

A.2

STATE PROJECT

NUMBER

SHEET

B .B a s e .U

S c m y fi le s p w p r o d u c ti o n d

W o r k d d .c e l

OR PFH 46(13)

A

M

M a y

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

INDEX TO SHEETS

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

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

N o v e m b e r

U

S C c m y fi le s p w p r o d u c ti o n d o f0 a c .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.3 PFH 46(13) OR

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

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,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

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

SCALE IN MILES

N

OR PFH 46(13)

808+15.00

OR PFH 46(13)

796+10.00

BEGIN PROJECT

END PROJECT

YRADNUOB

VICINITY MAP

4 3 2

15 14 13 18

10.50.5 0.25

R

E

R

E

T17S

T18S

R

E

A.4

STATE PROJECT

NUMBER

SHEET

I n t_ ft

D m y fi le s p w p r o d u c ti o n d o f0 a d .d g n

OR PFH 46(13)

J u n e

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

W

ILD

ER

N E

S S

LAKE

DEVILS

K E

E

R C

A D

O S

K E

E R

L L

A F

K E

E R

O O

G

SPRINGS

SPRINGS

LAKE

BARE

Bend

25 miles

Y A

W H

GI

H

S E

K A

L E

D A

C S

A C

B O

U N

D A

R Y

W

IL

D E R

N E S S

FOREST

NATIONAL

DESCHUTES

HILL

DEVILS

BUTTE

TALAPUS

CAMPGROUND

SPRINGS

SPRINGS

Y A

W H

G I

H

AL

DACSAC

BIT

CINDER

BUTTE

KATSUK

LAKE

SPARKS

CAMPGROUND

FOREST

NATIONAL

DESCHUTES

Sheet and Description

Section C Section D Section E Section F Section G Section I Section J

Typical Section

Plan & Profile

Erosion Control Structures 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 15703-1500 SOIL EROSION CONTROL,

TEMPORARY SOIL TACKIFIER ACRE 0.7 0.1 0.8

A0140 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 1,270 30 1,300

A0160 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 1,960 100 2,060

A0180 15705-1800 SOIL EROSION CONTROL,

TEMPORARY DIVERSION BERM LNFT 295 15 310

A0200 15801-0000 WATERING FOR DUST CONTROL MGAL 4,000 4,000

A0220 20101-0000 CLEARING AND GRUBBING ACRE 0.9 0.1 1.0

A0240 20301-2400 REMOVAL OF SIGN EACH 4 1 5

A0260 20302-1200 REMOVAL OF GUARDRAIL LNFT 275.0 12.5 287.5

A0280 20304-2000 REMOVAL OF BRIDGE LPSM ALL ALL

A0300 20401-0000 ROADWAY EXCAVATION CUYD 923 47 970

A0320 20402-0000 SUBEXCAVATION CUYD 674 126 800

A0340 20404-0000 UNCLASSIFIED BORROW TON 2,113 317 2,430

A0360 20411-0000 SELECT BORROW TON 1,689 311 2,000

A0380 20701-0800 SEPARATION-STABILIZATION

GEOTEXTILE, CLASS 2, TYPE C SQYD 304 16 320

A0400 20701-0900 SEPARATION-STABILIZATION

GEOTEXTILE, CLASS 2, TYPE D,

NON-WOVEN SQYD 2,045 105 2,150

A0420 20801-0000 STRUCTURE EXCAVATION CUYD 200 200 Contract Quantity

A0440 20815-0000 COFFERDAMS LPSM ALL ALL

A0460 25101-0100 PLACED RIPRAP, METHOD A,

CLASS 1, DOWNDRAIN CUYD 4 1 5

A0480 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3, CHANNEL PROTECTION CUYD 225 20 245

A0500 25126-0000 REMOVE AND RESET BOULDER EACH 60 10 70

A0520 30202-1000 ROADWAY AGGREGATE, METHOD 1,

SUBEXCAVATION BACKFILL TON 1,543 297 1,840

A0540 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 2,199 431 2,630

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

-F eb -2

4:

P M c:

\m yf ile s\ pw

_p ro du ct io n\ d0 of

3b a.

xl sx

]S he et

STATE PROJECT

B.1PFH 46(13)OR

NUMBER

Typical Section

Plan & Profile

Erosion Control Structures Drainage

Temporary Traffic Control

Permanent Traffic Control

ALLOWANCE Bid Schedule

A0560 40301-0100 ASPHALT CONCRETE PAVEMENT,

TYPE 1 TON 819 35 106 960

A0580 41201-0000 TACK COAT TON 1.8 0.1 1.9

A0600 55101-0200 CONCRETE FILLED STEEL PIPE

PILE, IN PLACE (18-inch

Diameter x 0.5-inch Thickness) LNFT 646 34 680

A0620 55104-1000 DYNAMIC PILE LOAD TEST EACH 2 2

A0640 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 77 77

A0660 55201-0800 STRUCTURAL CONCRETE, CLASS D Contract Quantity

(AE) CUYD 53 53

A0680 55202-2000 STRUCTURAL CONCRETE, CLASS D Contract Quantity

(AE), FOR APPROACH SLABS,

TYPE 2 SQYD 95 95

A0700 55235-0000 EXPANSION JOINTS (Asphaltic Contract Quantity

Plug Joint) LNFT 73 73

A0720 55302-0500 PRECAST, PRESTRESSED CONCRETE Contract Quantity

SLABS, 48-INCH VOIDED LNFT 564 564

A0740 55401-1000 REINFORCING STEEL LB 12,700 12,700 Contract Quantity

A0760 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 4,800 4,800

A0780 55601-1200 BRIDGE RAILING, STEEL, THREE Contract Quantity

RAIL(Weathering Steel) LNFT 172 172

A0800 55901-0000 MEMBRANE WATERPROOFING SQYD 332 332 Contract Quantity

A0820 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 36 36 Contract Quantity

A0840 60901-1000 CURB, CONCRETE, 12-INCH DEPTH LNFT 19 1 20

A0860 61701-1250 GUARDRAIL SYSTEM G4, TYPE 2,

CLASS A WOOD POSTS,

WEATHERING STEEL LNFT 50 50

A0880 61702-0600 TERMINAL SECTION, TYPE

FLARED, ENERGY ABSORBING,

WEATHERING STEEL EACH 4 4

A0900 61707-1000 STRUCTURE TRANSITION RAILING,

G4 SYSTEM, WEATHERING STEEL LNFT 83 83

A0920 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 20 20

A0940 62201-0600 BACKHOE LOADER, 8 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 30-INCH WIDTH HOUR 10 10

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-F eb -2

4:

P M c:

\m yf ile s\ pw

_p ro du ct io n\ d0 of

3b a.

xl sx

]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.2PFH 46(13)OR

Typical Section

Plan & Profile

Erosion Control Structures Drainage

Temporary Traffic Control

Permanent Traffic Control

ALLOWANCE Bid Schedule

A0960 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 10 10

A0980 62201-3750 CHAIN SAW, WITHOUT OPERATOR HOUR 10 10

A1000 62301-0000 GENERAL LABOR HOUR 20 20

A1020 62406-0300 PLACING CONSERVED TOPSOIL,

4-INCH DEPTH ACRE 0.7 0.1 0.8

A1040 63302-0000 SIGN SYSTEM SQFT 11.25 9.75 21.00

A1060 63318-1000 SNOW POLE HOLDER AND CAP EACH 36 2 38

A1080 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID DOUBLE YELLOW CENTERLINE LNFT 4,820 240 5,060

A1100 63401-0300 PAVEMENT MARKINGS, TYPE B,

SOLID WHITE EDGE LINE LNFT 4,820 240 5,060

A1120 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 12 12

A1140 63502-1300 TEMPORARY TRAFFIC CONTROL,

DRUM EACH 50 50

A1160 63502-1600 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE B EACH 4 4

A1180 63502-2000 TEMPORARY TRAFFIC CONTROL,

PORTABLE CHANGEABLE MESSAGE

SIGN EACH 2 2

A1200 63502-3100 TEMPORARY TRAFFIC CONTROL,

TRAFFIC SIGNAL SYSTEM EACH 1 1

A1220 63503-0700 TEMPORARY TRAFFIC CONTROL,

PAVEMENT MARKINGS, 12-INCH

STOP LINE LNFT 66 4 70

A1240 63503-0700 TEMPORARY TRAFFIC CONTROL,

PAVEMENT MARKINGS LNFT 2,474 126 2,600

A1260 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 132.00 9.50 141.50

A1280 63507-0700 TEMPORARY TRAFFIC CONTROL,

TRAFFIC CONTROL SUPERVISOR DAY 150 150

A1300 63509-1000 TEMPORARY TRAFFIC CONTROL,

FLAGGER FXHR 600 600

A1320 65001-1000 CONSTRUCT AND MAINTAIN

DIVERSION LPSM ALL

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-F eb -2

4:

P M c:

\m yf ile s\ pw

_p ro du ct io n\ d0 of

3b a.

xl sx

]S he et

3) SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.3PFH 46(13)OR

TYPICAL SECTION

TABULATION OF

C.1

STATE PROJECT

NUMBER

SHEET

OR PFH 46(13)

D A

T E

P

A T

H

B

V in c e n t

C h e c k e d b y

P a r k s ig n e d b y

NO SCALE

FOOTNOTE:

NOTE:

ROUNDING DETAIL

CUT SLOPE

.2

D

C le a r in g l im it ti mil g ni r a el C

2.

1.

SAFETY EDGE DETAIL

Profile grade

2% Crown 2% Crown 1:4

1:4

1:4

LC

1 1

Travel lane Travel lane

MAINLINE TYPICAL SECTION

30°

5'

B=5'

11' 11'

Shldr.

3'

Shldr.

3'

8" compacted depth

Roadway aggregate, method 2

Red top hinge point

D

C le a r in g l im it

C le a r in g l im it directed by the CO.

Reduce slope rounding width to avoid removal of trees, as

See Sheet C.3 for subexcavation detail.

two equal lifts)

4" compacted depth (placed in

Asphalt concrete pavement, type 1

S lo p e s ta k e l im it

Va rie s

.2

DD

1:

3 t o 1 :4

P r o p o s e d e d g e o f s h o u ld e r

S e e T y p ic a l S e c ti o n

WIDENING DETAIL

TURNOUT AND GUARDRAIL

1:1.5

1:1.5

See Sheets H.1-3

Guardrail and post.

ROUNDING DETAIL

FILL SLOPE

796+10.00 to 800+85.51

801+71.51 to 808+15.00

S lo p e s ta k e l im it

Embankment construction

P r o p o s e d e d g e o f s h o u ld e r

See Sheets H.1-3

Guardrail and post.

0'-10' 2'

12"

7"

1:1.5

CURB DETAIL

GUARDRAIL AND CURB DETAIL

TURNOUT WIDENING WITH

Tack coat (between lifts)

See Sheet D.5 for layout

Turnout varies

See Sheet D.5 for layout

Turnout varies

Concrete curb

See curb detail

Second lift of asphalt

First lift of asphalt

Aggregate base

(aggregate base)

Shoulder dressing

Red top edge of shoulder

(between lifts)

Tack coat

0' to 10' Varies

1.5' varies apron

Paved

4" depth

Place conserved topsoil

4" depth

Place conserved topsoil

S e e T y p ic a l S e c ti o n

See Fill Slope Rounding Detail.

See Cut Slope Rounding Detail.

See Safety Edge Detail.

Additional widening required for turnouts and guardrail.

proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than 5-feet, reduce "B" to the cut height

Construct slopes as shown in the Staking Report.

curve data of the plan and profile sheets.

Superelevate curves at maximum rate "e" as indicated in the

TYPICAL SECTIONS

C.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 o f0 c b .d g n

OR PFH 46(13)

P

J u ly

B

V in c e

P a r k

C h e c k e d b y

D e s ig n e d b

Varies

W

Existing roadway grade

Typical section, see Sheet C.2

Existing toe of slope

Limit of subexcavation class 2, type D, non-woven

Separation-stabilization geotextile, SUBEXCAVATION LOCATIONS

Varies

W

Existing roadway grade

Typical section, see Sheet C.2

Existing toe of slope

Limit of subexcavation class 2, type D, non-woven

Separation-stabilization geotextile, SUBEXCAVATION LOCATIONS

802+31 to 803+50, RT by the CO Reset boulder as directed

DETAILS

SUBEXCAVATION

1'-0" min. overlap m in m in conserve existing boulder Remove and subexcavation, backfill

Roadway aggregate, method 1, subexcavation backfill

Roadway aggregate, method 1, C.3

STATE PROJECT

NUMBER

SHEET

OR PFH 46(13)

J u n e

U

S S u r ft m y fi le s p w p r o d u c ti o n d o f0 c c .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

Embankment construction

Embankment construction

1'-0" min. overlap

802+40 to 803+40, RT

802+09 to 805+50, LT

801+72 to 801+75, LT

799+00 to 800+16, LT

PLAN QUANTITIES

TABULATION OF

D.1

STATE PROJECT

NUMBER

SHEET

OR PFH 46(13)

J u ly

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 fa .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b

GPS

BEGIN PROJECT

El= 5433.98

E= 3180776.0818

N= 375668.1636

Line to be constructed

Proposed edge of pavement

NOTE:

been adjusted for shrink/swell.

do not include topsoil or subexcavation, and have not

1. Excavation and embankment volumes shown below

Profile grade

Existing ground

796+10.00

OR PFH 46(13)

existing pavement

Top of

CONNECTION DETAIL

.0

Existing edge of pavement

Existing edge of pavement

DESCHUTES NATIONAL FOREST

Tack coat

CUYD

EXC.

CUYD

EMB.

799+00798+00797+00796+00

D.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 fb .d g n

OR PFH 46(13)

J u ly

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

DESCHUTES NATIONAL FOREST

S a w c u t

LEGEND:

Temporary Construction Easement

Slope stake limit of pavement

Proposed edge

Slope stake limit

See Sheet C.2 for Typical Section

798+37.62

50.86' LT

P O

T

.0

P O

T

.0

,4

.9

,4

.0

+0.0251%

+0.7387%

200' VC

K = 280

,4

.6

+0.7387%

200' VC

K = 191

SSD = 1129'

T S

.1

4 8

S C

.1

GPS

F A

L L

C R

E E

K

Remove existing guardrail (typ.)

NOTE:

Spiral= C5B f

Ls= 128.00'

Line to be constructed

Profile grade

Existing ground

Proposed edge of pavement

Slope stake limit

Slope stake limit

Proposed edge of pavement

Existing bridge

See Section F

Approach slab.

Reset boulders

FOOTNOTE:

Exact location to be determined by the CO.

Location of boulders are approximately 802+31 to 803+50.

Edge of paved shoulder

Edge of paved shoulder

Proposed edge of pavement

Edge of paved shoulder

Proposed edge of pavement

See Section F for details and piers to be removed.

Existing bridge, abutments

See Sheet C.3

Subexcavation, LT

See Sheet C.3

Subexcavation, RT

Subexcavation, LT

See Sheet C.3

See Section F

Bridge

DESCHUTES NATIONAL FOREST

DESCHUTES NATIONAL FOREST

clearing limit beyond easement.

2. Reduce slope rounding distance where such would put include topsoil, and have not been adjusted for shrink/swell.

1. Excavation and embankment volumes shown below do not

LT and RT See Sheet H.3

Structure Transition Rail, See Sheet C.3 Subexcavation, RT

LT and RT. See Sheet H.3

Structure Transition Rail, Absorbing LT and RT. See Sheet H.2

Terminal Section, Flared, Energy

See Section F for details

Proposed bridge.

See Sheet D.5 for details

Construct turnouts, See Sheet D.5 for details

Construct turnouts.

N

Approach slab. See Section F ditch, method A, class 1, downdrain

Constuct riprap

12" height. See Sheet C.2 for detail

Install concrete curb, Existing edge of pavement

Existing edge of pavement guardrail (typ.)

Remove existing

Conserve existing boulders

CUYD

EXC.

CUYD

EMB.

805+00804+00803+00802+00801+00800+00799+00

D.3

STATE PROJECT

OR

PFH 46(13)

J u ly

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 fc .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

GPS

Edge of paved shoulder type 2, class A, wood posts

Guardrail system G4, type 2, class A, wood posts

Guardrail system G4, Absorbing, LT and RT. See Sheet H.2

Terminal Section Flared, Energy

799+97.75

109.15' LT

R=180'

800+59.32

120.00' LT

802+03.10

120.00' LT R=180'

802+70.26

107.00' LT

804+13.42

49.60' LT

CUYD

EXC.

CUYD

EMB.

808+80808+00807+00806+00805+00

Curve= C5

D

D

R= 833.00'

Ts= 329.06'

L= 384.79' e= 0.060

CONNECTION DETAIL

.0

GPS

GPS

Spiral= C5A f

Ls= 128.00'

54305430

D.4

STATE PROJECT

NUMBER

SHEET

B .B a s e .U

S c m y fi le s p w p r o d u c ti o n d

W o r k d d .c e l

OR PFH 46(13)

M a y

V in c e

P a r k

C h e c k e d b y

D e s ig n e d b y

C S

.9

S T

.9

P O

C

.0

54405445

-0.3100%

,4

.6

+0.3013%

200' VC

K = 327

,4

.9

0.3053%

1.3867

Line to be constructed

Profile grade

Existing ground

Slope stake limit

Slope stake limit

Subexcavation LT

NOTE:

El=5437.96

E=3179825.629

N=376120.825

808+15.00

OR PFH 46(13)

END PROJECT

Saw cut

Top of existing pavement of pavement

Existing edge culvert to remain

Existing pipe of pavement

Proposed edge of pavement

Existing edge

5434.00

805+50

5435.04

806+25

5435.62

808+15

DESCHUTES NATIONAL FOREST

DESCHUTES NATIONAL FOREST

Proposed edge of pavement

2.

1.

beyond easement.

Reduce slope rounding distance where such would put clearing limit topsoil or subexcavation, and have not been adjusted for shrink/swell.

Excavation and embankment volumes shown below do not include

Special ditch profile RT for Typical Section

See Sheet C.2

TURNOUT LAYOUT

Bridge deck

Bridge deck

.5

.5

.0

.0

.0

.0

.0

.0

A p p r o a h s la b

A p p r o a h la b

Bridge rail

Bridge rail

Bridge rail

Bridge rail

.5

D.5

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 fe .d g n

OR PHF 46(13)

J u n e

V in c e

P a r k

C h e c k e d b y

D e s ig n e d b y

N

N

.2

.2

.7

.7

Edge of shoulder

Edge of shoulder

Edge of turnout

Edge of turnout

Edge of turnout

Edge of turnout

Edge of shoulder

Edge of shoulder

.7

.7

.0

.0

.7

.7

.5

' 2

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

1000 375860.011 3180255.846 5431.789 44°01'48.232841"N 121°44'18.753583"W N/A 0.99991686 GPS Point 1.

1001 375982.235 3179988.861 5433.120 44°01'49.425046"N 121°44'22.416534"W N/A 0.99991687 GPS Point

1002 375730.137 3180681.698 5432.310 44°01'46.973710"N 121°44'12.916004"W N/A 0.99991672 GPS Point

1004 376279.631 3179551.006 5429.400 44°01'52.337409"N 121°44'28.431233"W N/A 0.99991716 GPS Point

1005 376336.616 3179620.758 5436.360 44°01'52.903873"N 121°44'27.480986"W N/A 0.99991681 GPS Point

PROJECT :Fall Creek Bridge Replacement

DATE OF FIELD WORK :11/2013

DATE OF FINAL ADJUSTMENT : 11/2013

PROJECT UNITS : International Foot COORDINATE SYSTEM : Central Oregon Coordinate System

VERTICAL DATUM :NGVD29 determined through differential leveling holding elevation of CP 1000

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

Fa llC re ek _C on tr ol S he et .x ls x]

Sh ee t

-M ar

-2

2:

P

M D es ch ut es

C ou nt y

D es ch ut es C ou nt y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.6

SHEET

NUMBER

PFH 46(13)OR

SURVEY CONTROL

EROSION CONTROL

TABULATION OF

E.1

STATE PROJECT

J u ly

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 d a .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b

BEGIN PROJECT

LEGEND:

Slope stake limit

Slope stake limit

Slope stake limit

Slope stake limit

N

F A

L L

Wetland boundary

Wetland boundary

796+10.00 boundary

Wetland

C R

E E

K

796+10 to 806+00

PLAN

EROSION CONTROL

Edge of existing pavementEdge of proposed pavement

Edge of proposed pavement Edge of existing pavement

Limit of riprap

Temporary diversion berm

Fiber roll across ditch

Silt fence

Fiber roll along slope

E.2

STATE PROJECT

J u ly

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 d b .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b y

4 8

N

Slope stake limit

Slope stake limit

END PROJECT

808+15.00

806+00 to 808+15

PLAN

EROSION CONTROL

Edge of existing pavement Edge of proposed pavement

E.3

STATE PROJECT

J u n e

I n t_ ft m y fi le s p w p r o d u c ti o n d o f0 d c .d g n

B

V in c e n t

K

P a r k e r

C h e c k e d b y

D e s ig n e d b

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

157-1

SILT FENCE

6 ft. (max.) spacing without fence support.

10 ft. (max.) spacing with fence support.

m in m in m in min.

4"

6" min. trench o v e m b e r

U m y fi le s p w p r o d u c ti o n d o f0 d f.

d g n

STATE PROJECT

NUMBER

E.4

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

fo s p a c in g

S e e n o te

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

See Note 1

SILT FENCE INSTALLATION IN A DRAINAGE DITCH

4.

3.

2.

1.

Fi ll slo pe around the end of the silt fence prevent water from flowing

Provide sufficient length to

Flow

Flow

T o e o f s lo p e

Flow

Limits of clearing

Flow

Support mesh

Backfilled and compacted soil

Steel or wood post

PLAN

ELEVATION

See Note 4 for spacing the ends.

silt fence upgrade to prevent water from running around

Install silt fence along ground contours. Curve ends of 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 when specified on Erosion Control Plan.

Use drainage ditch installation for low flow conditions only

(undisturbed)

Existing ground

Geotextile

Drive stakes at each end and at 4' spacing

(ft)

(ft)

Excavate trench 2"

REVISED:

DETAIL APPROVED FOR USE 10/2014

W157-21

119.5'

3' min.

3' min. or m in

M in t o

1" x 1" Wood stake

3" to 5"

FIBER ROLL DETAILS

J a n u a r y

U m y fi le s p w p r o d u c ti o n d o f0 d h .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

E.5 PFH 46(13) OR

Fl ow

T o e o f fi ll s lo p e

ELEVATION

PLAN

ELEVATION

Direction of runoff Fi ll slo pe

Flow

PLAN

Spacing Slope

STAKES REQUIRED

disturbed areas

Runoff from

1:1

1:2

1:3

1:4 or flatter as specified in plans

2.

1.

DRAINAGE DITCH INSTALLATION

INSTALLATION BEYOND TOE OF SLOPE

INSTALLATION ALONG SLOPES

Fiber roll length for each roll

Stakes required

FIBER ROLL SPACINGStep 2: Backfill soil against fiber rolls and install fiber rolls

Step 1: Excavate trench

FIBER ROLL STAKING DETAIL

conditions.

Use drainage ditch installation only in low flow permanent installations.

roll while staking. Live stakes may be used for until fiber roll is secure to slope. Do not crush

PROPERLY STAKED AND ENTRENCHED FIBER ROLL

NOTE:

NO SCALE

Fiber roll larger than fiber roll

Existing ground (typ.)

Stagger joints (typ.)

Existing ground

Fiber roll along contours.

Install fiber rolls

Flow direction to end, without overlapping the ends

Abut adjacent fiber rolls tightly, end

Install fiber rolls snugly into trench.

soil to ground level

Backfilled and compacted

Slope

Stake and entrench fiber roll water from flowing around the fiber roll

Provide sufficient length to prevent sp ac in g ch ar t

S ee f ib er r ol l

Direction of runof f from distur bed area

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

PLAN AND ELEVATION

D e fa u lt m y fi le s p w p r o d u c ti o n d F P F

H P

E .D

G N

N

1" = 8'

Elev. 5436.71

Sta. 800+96.01

Begin bridge

Elev. 5437.19

Sta. 801+61.01

End bridge

Existing ground

Elev. 5434.04

Low chord

Top of curb

Sta. 801+71.51

Approach slab

Sta. 800+85.51

Approach slab

Sta. 800+96.01

Begin bridge Sta. 801+61.01

End bridge

(Typ.)

steel pipe piles

Concrete-filled voided slabs

AASHTO Type SIV-48

PLAN

ELEVATION

F a ll C r e e k

(Typ.)

Wingwall

200' VC

K = 280

,4

.0

+0.7387%

Bridge

,4

.6

PROFILE GRADE

Not to scale

+0.0251%

-0.3100%

Roadway

StructureCL

CL

F.1

CL

RG3009-A

A C

T U

A L F I L E F

P

F H

P

E .D

G N

Fix Exp.

Roadway

Proposed grade @ bottom

Proposed channel

R e m o v e e x is ti n g b r id g e

200' VC

K = 191

SSD = 1129'

14'-0"

0.7387%

65'-0"

Bridge length = 65'-0"

Notes:

(Typ.)

Structure transition railing transition rail details.

See Sheet H.3 for structure 2.

See Sheet G.3 for riprap details.1.

(Typ.)

Class 2, Type C

Separation-stabilization geotextile,(Typ.)

method A, class 3

Placed riprap, J u n e

Elev. 5431.3

50-year

Weathering Steel Railing

Oregon 3-Tube

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DRAWING NO.

AF B. Oltmann

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

OR PFH 46(13)

17 June 2016AR

GENERAL NOTES:

SPECIFICATIONS:

Construction:

Design:

DESIGN LOADING:

Dead Loads:

Live Loads:

AASHTO HL-93, maximum dynamic load allowance, IM=33%

MATERIALS:

Design stresses:

Concrete:

Reinforcing steel:

DRAWING TITLE

2 RG3009-B

F.2

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

G N .D

G N

No Scale

GENERAL NOTES

Future asphalt wearing surface: 25 psf Asphalt wearing surface: 25 psf Concrete: 150 pcf with 2015 Interim Revisions.

AASHTO LRFD Bridge Design Specifications, 2014, 7th Edition

DRAWING INDEX

DRAWING NO.

on Federal Highway Projects, FP-14.

Standard Specifications for Construction of Roads and Bridges A

C T

U A

L F I L E F

P

F H

G

N .D

G N

RG3009-Q

RG3009-P

RG3009-O

RG3009-N

RG3009-M

RG3009-L

RG3009-K

RG3009-J

RG3009-I

RG3009-H

RG3009-G

RG3009-F

RG3009-E

RG3009-D

RG3009-C

RG3009-B

RG3009-A

Approach Slab Details

Epoxy Coated Reinforcing Steel Bar List

Reinforcing Steel Bar List

Bearing Details

Railing Details - 2

Railing Details - 1

Exterior Voided Slab Details

Interior Voided Slab Details

Typical Section and Deck Reinforcement

Framing Plan

Abutment 2 Wingwall Reinforcement

Abutment 1 Wingwall Reinforcement

Abutment Reinforcement

Abutment Layout

Foundation Layout

General Notes

Plan and Elevation

(1) Contract quantity

Structural steel:

Prestressing steel:

Bearings:

estimated losses of 28.28 ksi.

The final estimated effective prestress force per strand is 26,700 lb based on

Pre-tension each strand to a total load of 31,000 lb (f'si = 0.75*f's = 202,500 psi).

steel conforming to AASHTO M 203.

" diameter, seven-wire, low-relaxation, prestressing2 1Furnish grade 270, GEOTECHNICAL REPORT:

No. 18-15, dated 12-2015.

For boring logs and other geotechnical information, see Geotechnical Memorandum method A.

durometer hardness. Bearings are designed according to AASHTO LRFD design

Section 18.2 of the AASHTO LFRD Bridge Construction Specifications, with 60

Provide laminated elastomeric bearing pads conforming to the requirements of

Prestressing Steel:

Reinforcing Steel:

Structural Steel:

Class P (Prestressed) Concrete:

Class D(AE) Concrete:

Class A Concrete:

Class A(AE) Concrete:

fs = 270,000 psi fy = 60,000 psi fy = 45,000 psi f'ci = 5,500 psi at time of release f'c = 7,000 psi at 28 days f'c = 5,000 psi at 28 days f'c = 4,500 psi at 28 days f'c = 4,500 psi at 28 days

Furnish steel pipe piles conforming to ASTM A252, Grade 3.

J u n e

" unless otherwise noted.4 3Chamfer exposed edges of all concrete

Furnish Class A(AE) concrete for all other concrete.

Furnish Class A concrete for steel pipe piles.

Furnish Class D(AE) concrete for deck, approach slabs, curbs, and backwalls.

Furnish Class P (Prestressed) concrete for precast voided slab units, AASHTO Type SIV-48.

Provide 2" cover for reinforcing steel unless otherwise noted.

Provide standard hooks as defined by ACI SP-66 for bends unless otherwise noted.

or anchored in Class D(AE) concrete unless otherwise noted.

Provide epoxy coated reinforcing steel for voided slabs and all reinforcing steel located

Furnish reinforcing steel conforming to AASHTO M 31 or M 322, grade 60 deformed.

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

e fa m y fi le s p w p r o d u c ti o n d F P F

H F L .D

G N

ABUTMENT 1

FOUNDATION PLAN

" = 1'-0"4

SECTION A-A SECTION B-B

A A B B

61'-0"

CL

CL

CL

N

T y p

Elev. 5427.32 Elev. 5427.77

CL

CL

Min. Tip Elev. 5365.00Min. Tip Elev. 5365.00

Abutment 2Abutment 1 m in

3 RG3009-C

F.3

A C

T U

A L F I L E F

P

F H

F

L .D

G N

FOUNDATION LAYOUT

Begin bridge

2'-0" 2'-0"

End bridge

Steel pilesSteel piles

Provide 60° conical driving point (inside flange).3.

Indicates Dynamic Load Test location.2.

Indicates pile location.1.

(Typ.)

(See Note 3) filled with concrete

18" Ø x 0.5" Steel pipe pile

FACTOR

RESISTANCE

Abut. 1

Abut. 2

PILES

LENGTH OF

TOTAL

ESTIMATED

0.65

0.65

322 ft

324 ft

LOCATION

PILE DRIVING INFORMATION

ABUTMENT 2

J u n e

Roadway

(kips/pile)*

RESISTANCE

BEARING

NOMINAL

COMPRESSIVE

REQUIRED

bearing resistance

* Drive piles to the required compressive nominal

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

e fa m y fi le s p w p r o d u c ti o n d F P F

H

L A

Y O

U T .D

G N

PLAN

" = 1'-0" 8 3Scale:

" = 1'-0" 8 3Scale:

ELEVATION

" = 1'-0" 2 1Scale:

SECTION A-A

bridge

Begin/End

B2 B3 B4 B5 B6 B7 B9B8

2'-0"

1'-0" "2 118'-4 "2

118'-4 1'-0"

38'-9"

Piles

BearingsCL

CL

"2 14'-44 Spa. @ 7'-6" = 30'-0""2

14'-4

Bearings LC

PilesCL

ABUTMENT LAYOUT

ELEVATIONS

ELEV. ABUT. 1 ABUT. 2

A

B

C

D

E

5427.32

5436.19

5436.93

5433.78

5434.52

5427.77

5437.38

5436.64

5434.97

5434.23

Elev. A

Elev. C

Elev. E

Elev. D

Elev. B

Elev. F

F 5434.15 5434.60

8" bridge

Begin/End

1'-2" 10"

1'-6"1'-6"2'-0"

Elev. A

Precast slab

5" Concrete deck

(Typ.)

#8 Dowel

(Typ.)

Bearing pad

Constr. joint

(Typ.)

Constr. joint

A

A

(Typ.)

Edge of slab

"2 11 "2

1'-0" 1'-8"

Elev. F

N

A C

T U

A L F I L E F

P

F H

L

A Y

O U

T .D

G N

4 RG3009-D

F.4

2" Asphalt wearing surface

End of slab drain (See Note 4)

Geocomposite sheet drain pipe

3" Ø Perforated drain pipe

3" Ø Perforated joint filler

2" Flexible cellular drain (See Note 4)

Geocomposite sheet weep holes at face of abutment.

perforated abutment pipe and daylight through

Cap ends of pipe. Tie perforated wingwall pipes to perforated drain pipe behind wingwalls and abutment.

Install continuous geocomposite sheet drain and 3" Ø4.

Cast top of abutment cap with 2% slope for drainage.3.

Abutment 2 shown. Abutment 1 similar but mirrored.2.

for wingwall details and elevations.

"ABUTMENT 2 WINGWALL REINFORCEMENT" sheets

See "ABUTMENT 1 WINGWALL REINFORCEMENT" and 1.

As shown

(Looking ahead towards Abutment 2)

(Typ.)

3" Ø Weep hole

3" Ø Weep hole 2%

B1

2 Spa. @ 8'-0" = 16'-0" "2 13'-4"2

13'-4 2 Spa. @ 8'-0" = 16'-0"

J u n e

RoadwayLC

RoadwayLC

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

e fa m y fi le s p w p r o d u c ti o n d F P F

H

A B

R E

B A

R .D

G N

ELEVATION

PLAN

SECTION A-A

#5AD1

V a r ie s

#5A7

2" Clr.

(Typ.)

#8A1

#8A1

#8A1

#8A1

Structure LC

S p a

#7A4

A

#5A8 (match w/ #7A4)

(Typ.)

T y p

A

C lr

S p a

"2 14 "2

14 3 C lr

S p a

T y p

S p a

Structure LC

S p a

#5AD2

1'-6" from slabs (See Note 2)

Extended P/S strands from slabs (See Note 2)

Extended top rebar

ABUTMENT REINFORCEMENT

3"

3"

36 Spa. @ 1'-0" = 36'-0"

Abutment LC

T y p

T y p

S p a

(T y p

A

'-8

(Semi-integral backwall not shown for clarity) w/ #5AD2)

#5ADE2 (match w/ #5AD2)

#6ADE1 (match

S p a

#5A6

(Typ.)

#5A5

(Typ.)

#8A3

"2 12"2

F.5

5 RG3009-E

A C

T U

A L F I L E F

P

F H

A

B R

E B

A R .D

G N

Key:

n.f. = near face f.f. = far face e.f. = each face length of extended reinforcement and P/S strands.

See "INTERIOR VOIDED SLAB DETAILS" sheet for 2.

Abutment 2 shown. Abutment 1 similar but mirrored.1.

(Deck reinforcement not shown for clarity) bridge

Begin/End

3 Spa. @7 Spa. @ 9" = 5'-3" piles)

(Between

#8A3

(2) #5AD2, #6ADE1, #5ADE2

(Typ.)

(2) #5A2

(Typ.)

(2) #5A2

9" = 2'-3"

(Typ.)

#5A10

(Typ.)

#5A9

(Typ.)

(2) #5A9

"2

M in la p

(Typ.)

3'-0" into pile)

(4'-0" x 10", embed

#5A10

As shown

" = 1'-0"2 1Scale:

" = 1'-0"2 1Scale:

" = 1'-0"4 3Scale:

e .f

A e .f

A

CL Abutment

A e .f

A e .f

(Looking ahead towards Abutment 2)

A e .f

A e .f

#5A9

#5A2 or

#8A1

#8A1

S p a

A e .f

(Typ.)

(2) #5A2

(Typ.)

(2) #5A2

(Typ.)

#8A1

#7A11 (e.f.)

#7A11 (e.f.)

J u n e

(Typ.)

Constr. joint

(Typ.)

Constr. joint

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

" = 1'-0"4

W e .f s p li c e w

A

6"3"

#7W1 #7W1

S p a

W e .f s p li c e w

A

S p a

3"6"

WINGWALL REINFORCEMENT

ABUTMENT 1

Elev. 5436.09 Elev. 5436.19

5434.52

Elev.

5433.78

Elev.

Elev. 5436.92 Elev. 5436.82

5427.32

Elev.

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

W W

R E

B A

R .D

G N

PLAN VIEW (UPSTREAM WINGWALL) PLAN VIEW (DOWNSTREAM WINGWALL)

5427.32

Elev.

11 Spa. @ 9" = 8'-3" 11 Spa. @ 9" = 8'-3"

ELEVATION (UPSTREAM WINGWALL) ELEVATION (DOWNSTREAM WINGWALL)

6 RG3009-F

F.6

A C

T U

A L F I L E F

P

F H

W

W R

E B

A R .D

G N

Key:

n.f. = near face f.f. = far face e.f. = each face

#5W2 (e.f.)

#5W3 (e.f.)

#5W3 (e.f.) #5W2 (e.f.)

J u n e

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

" = 1'-0"4

W e .f s p li c e w

A

6"3"

#7W1 #7W1

S p a

W e .f s p li c e w

A

S p a

3"6"

PLAN VIEW (DOWNSTREAM WINGWALL) PLAN VIEW (UPSTREAM WINGWALL)

ELEVATION (DOWNSTREAM WINGWALL) ELEVATION (UPSTREAM WINGWALL)

WINGWALL REINFORCEMENT

ABUTMENT 2

Elev. 5437.48 Elev. 5437.38

5434.97

Elev.

5434.23

Elev.

Elev. 5436.64 Elev. 5436.74

5427.77

Elev.

5427.77

Elev.

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

W W

R E

B A

R .D

G N

11 Spa. @ 9" = 8'-3" 11 Spa. @ 9" = 8'-3"

7 RG3009-G

F.7

A C

T U

A L F I L E F

P

F H

W

W R

E B

A R .D

G N

Key:

n.f. = near face f.f. = far face e.f. = each face

#5W4 (e.f.)

#5W5 (e.f.)

#5W4 (e.f.) #5W5 (e.f.)

J u n e

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

FRAMING PLAN

" Plate2 1" x 62

1" x 62

7" m in tensioning of the transverse ties.

has been completed and prior to the final Grout shear key after all erection work

(Typ.)

Voided slab

1" Ø Backer rod

" Plate 2 1" x 62

1" x 62 post-tensioning rod 3" Ø hole for transverse

3'-3" 19'-2" 17'-8" 3'-3"

5"5" 5" 5"

10" 19'-8" 20'-0" 19'-8" 10"

1'-0"

17'-8"

Bearings CLCL

BearingsCL

CL CL

s p a c e s bridge

Begin bridge

End

10"1'-2"

(Typ.)

CIP Backwall

1'-2"10"

PLAN

AA

Scale: 1" = 1'-0"

Scale: 1" = 1'-0"

SHEAR KEY DETAIL

AT DIAPHRAGM

POST-TENSIONING DETAIL

Scale: 2" = 1'-0"

SECTION A-A

As shown

Notes:

B1

B2

B3

B4

B5

B6

B7

B8

B9

D e fa m y fi le s p w p r o d u c ti o n d F P F

H F P .D

G N

Lifting eye (Typ.)

A

C T

U A

L F I L E F

P

F H

F

P .D

G N

"2 1 "2

" = 1'-0"4 1Scale:

LIFTING EYE DETAIL

Top of girder

3 Cable clamps

Not to Scale

" dia. strand

Double loop

8"

F.8

8 RG3009-H

See Note 1

"4

8"

VERTICAL WATERSTOP DETAILS

Not to scale

CIP Backwall

Wingwall material

Preformed expansion wedge anchors at 12" o.c.

"Ø x 3" galv.8 3Attach with

" Galv. steel plate4 13"x

(See Note 5) butyl rubber sheet

" Thick x 18" 8

(Typical at all corners)

3" 4"

(Typ.)

Wingwall

WATERSTOP DETAIL"

See "VERTICAL

Post-tension each rod to 65 kips.

and nuts at each end of rods.

ends. Provide galvanized washers structural rods with threaded Provide 1" Ø galvanized 150 ksi

1" Ø Post-tensioning rod 1" Ø Post-tensioning rod 1" Ø Post-tensioning rod and immediately anchor plates as shown.

adhesive. Apply a 4" wide strip of adhesive to each side of the rubber

Bond butyl rubber sheets to concrete and plate with an approved 5.

Blockouts for lateral tie anchorages are for the exterior beams only.4.

CO approval.

If desired, equivalent high-strength tendons may be substituted with3.

AASHTO M 232 (ASTM A153).

(ASTM A123). Galvanize hex nuts and washers in accordance with

Galvanize tie rods and plates in accordance with AASHTO M 111

Provide plates conforming to AASHTO M 270 (ASTM A36).

Provide tie rods conforming to AASHTO M 275 (ASTM A722). 2.

transverse rods.

Fill recess with non-shrink grout after final tensioning of 150 ksi1.

J u n e

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

DECK REINFORCEMENT

TYPICAL SECTION AND

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

X S .D

G N

TYPICAL SECTION

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

Scale: 1/2" = 1'-0"

S p a

D E

D

E

A lt e r n a te

"4 39"4

12 "4 12"4

3963 Spa. @ 1'-0" = 63'-0"

#4DE3

3" 43 Spa. @ 18" = 64'-6" 3"

#4DE4 (Typ.)

2'-0"

(Typ.)

2'-0" 2'-0"" = 32'-6"4 38 Spa. @ 4'-0

(Typ.)

voided, prestressed slab

AASHTO Type SIV-48

PLAN

(Typ.)

#4DE4

D E

D E

A

B D bearings

Straight line between

CL

L/2 L/2

CL MidspanBearingCL

CAMBER TABLE (IN.)

Midspan A B C

CAMBER DIAGRAM

Not to Scale

Ext. Beam

Int. Beam

2.78 1.06 1.04

2.78 1.07 1.04

(Typ.)

#4DE1 or #4DE2

36'-6"

11'-0"

Shoulder Lane Lane wearing surface

2" Asphalt

Shoulder

(Looking ahead)

F.9

9 RG3009-I

End bridgeBegin bridge

CL

As Shown

D

0.68

0.67

D = Net final camber railing and wearing surface.

C = Estimated dead load deflection due to concrete deck.

B = Estimated dead load deflection due to self weight of unit only

A = Estimated camber due to prestress and

C deck

5" Concrete

#4DE3

waterproofing

Membrane

A C

T U

A L F I L E F

P

F H

X

S .D

G N

Not to Scale

DETAIL A

2% dimensions.

See "RAILING DETAILS - 1" sheet for #4DE4 3.

Extend membrane waterproofing 3" up face of curb.2.

from approach slab curb into bridge curb.

reinforcement. Place curb reinforcement continuously adjacent splices similar to longitudinal deck

Alternate longitudinal curb reinforcement to avoid1.

20'-0"

CLRoadway

(Longitudinal curb bars not shown for clarity)

(Typ.)

(See Note 1)

#4CE2 (30'-0" long)

#4CE1 spliced 2'-0" w/

Roadway

J u ly

"2 15'-7 "2

11'-711'-0""2 11'-7 " 2

15'-7

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

OR PFH 46(13)

17 June 2016AR

Concrete deck surface

Asphalt wearing

(See Note 2) waterproofing

Membrane

See DETAIL A

Constr. jt.

e fa m y fi le s p w p r o d u c ti o n d F P F

H

G I R

D I

N T .D

G N

4'-0"

(Typ.)

both ends of each void

" Non-ferrous drain at 4

Ø

Ø

Ø

1'-2"10" 1'-2" 10"

Slab unitCL

20 Spa. @ 2" = 3'-4"

19 (0.5" Ø) straight strands, bottom row

3 (0.5" Ø) straight strands, top row

14 (0.5" Ø) straight strands, middle row

4" 4"

7" 7" 7"7"

C lr

Slab unitCL

Slab unitCL

5"2" 4"8" 6"3 Spa.1'-0"5"5"

"2 15 "2

1'-6"

@ 6" =

25 Spa. @ 1'-0" = 25'-0" CL Slab unit (Symm.)

slab unit

InteriorCL

10"

1'-0"10"

CL

CL

tensioning duct

3" Ø post-CL

(See Note 3)

Lifting eyes

18'-8" 10'-0"

CL

tensioning duct

3" Ø post-

(Typ.)

#5SE3

(1) #4SE2

(4) #4SE1

C lr

#4SE1

#4SE2

#4SE2

#4SE2

(Typ.)

#5SE3

1'-0"

S

E

T o p

(Typ.)

Dowel holes

" Ø2 1 2

Bearing

"16

"16

" = 1'-0"2 1Scale: 1

TYPICAL SECTION

" = 1'-0"2 1Scale: 1

VOIDED SLAB END ELEVATION

" = 1'-0"2 1Scale:

VOIDED SLAB PLAN

S e e N o te

S e e N o te

"8 57 "8

57 7" 7" "8 57 7"7""8

A

A B

B #5SE3

tensioning duct

3" Ø post-

(3) #4SE2

#4SE1, #4SE2

(3) #4SE2

31'-4"

4" 4" 20 Spa. @ 2" = 3'-4"

19 (0.5" Ø) straight strands, bottom row

3 (0.5" Ø) straight strands, top row

14 (0.5" Ø) straight strands, middle row

4" 4"

6" 6"

Dowel holes

" Ø2

1 2CL

3'-3" Void

B

C C

B C

MARK

DIMENSION

"2 11'-4

"2 11'-4

#4SE1

#4SE2 3'-8"

#5SE3 66'-8"

"2 12'-6

ESTIMATED QUANTITIES

Concrete reinforcing steel

Expoxy coated

0.5" Ø Strands

11.6 Cu. Yd.

1450 Lbs.

2301 Ln. Ft.

REINFORCING STEEL SCHEDULE

SECTION A-A

" = 1'-0"2 1Scale: 1

SECTION B-B

" = 1'-0"2 1Scale: 1

SLAB DETAILS

INTERIOR VOIDED

4"4"

10 RG3009-J

F.10

A C

T U

A L F I L E F

P

F H

G

I R

D I

N T .D

G N

As Shown

(Typ.)

and rebars

Extended P/S strands

1'-8" details.

See "FRAMING PLAN" sheet for lifting eye4.

".16 3prestressed units to an amplitude of

Transversely roughen top and end surfaces of 3.

strands to vertical.

Extend half of bottom row strands 2'-3". Bend2.

90° hook with a 1'-0" leg.

Extend all top reinforcement 2'-0". Provide1.

0.5" Ø P/S Strands

One slab only

J u n e

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

e fa m y fi le s p w p r o d u c ti o n d F P F

H

G I R

D E

X T .D

G N

4'-0"

(Typ.)

both ends of each void

" Non-ferrous drain at 4 notch

" Drip4

Ø

Ø

Ø

1'-2"10" 1'-2" 10"

Slab unitCL

20 Spa. @ 2" = 3'-4"

19 (0.5" Ø) straight strands, bottom row

3 (0.5" Ø) straight strands, top row

14 (0.5" Ø) straight strands, middle row

4" 4"

7" 7" 7"7"

SECTION A-A

" = 1'-0"2 1Scale: 1

SECTION B-B

" = 1'-0"2 1Scale: 1

C lr

Slab unitCL

Slab unitCL

SLAB DETAILS

EXTERIOR VOIDED

5"2" 4"8" 6"3 Spa.1'-0"5"5"

"2 15 "2

1'-6"

@ 6" =

25 Spa. @ 1'-0" = 25'-0" CL Slab unit (Symm.)

slab unit

ExteriorCL

10"

1'-0"10"

CL

CL

tensioning duct

3" Ø post-CL

(See Note 3)

Lifting eyes

18'-8" 10'-0"

CL

tensioning duct

3" Ø post-

(Typ.)

#5SE3

A C

T U

A L F I L E F

P

F H

G

I R

D E

X T .D

G N

(1) #4SE2

(4) #4SE1

C lr

#4SE1

#4SE2

#4SE2

#4SE2

(Typ.)

#5SE3

1'-0"

1'-8"

S

E

T o p

(Typ.)

Dowel holes

" Ø2 1 2

Bearing

"16

"16

" = 1'-0"2 1Scale: 1

TYPICAL SECTION

" = 1'-0"2 1Scale: 1

VOIDED SLAB END ELEVATION

" = 1'-0"2 1Scale:

VOIDED SLAB PLAN

S e e N o te

S e e N o te

"8 57 "8

57 7" 7" "8 57 7"7""8

A

A B

B #5SE3

tensioning duct

3" Ø post-recess

Post-tensioning

(3) #4SE2

#4SE1, #4SE2

B

C C

(3) #4SE2

B C

MARK

DIMENSION

"2 11'-4

"2 11'-4

#4SE1

#4SE2 3'-8"

#5SE3 66'-8"

"2 12'-6

ESTIMATED QUANTITIES

Concrete reinforcing steel

Expoxy coated

0.5" Ø Strands

11.8 Cu. Yd.

1450 Lbs.

2301 Ln. Ft.

REINFORCING STEEL SCHEDULE

31'-4"

4" 4" 20 Spa. @ 2" = 3'-4"

19 (0.5" Ø) straight strands, bottom row

3 (0.5" Ø) straight strands, top row

14 (0.5" Ø) straight strands, middle row

4" 4"

6" 6"

Dowel holes

" Ø2

1 2CL

3'-3" Void

3"

" 4"4"

F.11

11 RG3009-KAs Shown

(Typ.)

and rebars

Extended P/S strands details.

See "FRAMING PLAN" sheet for lifting eye4.

".16 3prestressed units to an amplitude of

Transversely roughen top and end surfaces of 3.

strands to vertical.

Extend half of bottom row strands 2'-3". Bend2.

90° hook with a 1'-0" leg.

Extend all top reinforcement 2'-0". Provide1.

M a r c h

One slab only

0.5" Ø P/S Strands

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

1'-0"

"2 14 "2

14"2

6" Ø Hole with 4 - 1" Ø holes

" x 12" x 13"8 3P L

1'-0"

"2 14 "2

6"

Post

" Ø anchor bolts8

" Ø Holes for8 14 - 1

ANCHOR PLATE DETAILS

Scale: 2" = 1'-0" Scale: 2" = 1'-0"

BASE PLATE DETAILS

Scale: 2" = 1'-0"

RAIL SPLICE DETAILS

"8

" Ø Hole8

L

Scale: 8" = 1'-0

PLATE WASHER "C"

Scale: 2" = 1'-0

PLATE "D"

"2 11'-5

"2 11 "4

35"4

(Typ.)

6" "2

"8 3P L

3" drain hole

4" Ø zinc bolts (Typ.)

" Ø8 7holes for

" Slotted2 11" x 1 "16

"16

8"

"16

"8 3P L

Scale: 4" = 1'-0"

ALTERNATE POST

Scale: 4" = 1'-0"

RAIL CAP DETAILS

2" 2"

T y p .) "8

(Typ.)

Rail tube member

" to provide zinc drains4 3corners

", cope4 3" x 34

3" x 616 3P L jam nuts.

self locking nuts or nuts and

Install angle with washers and guardrail connections.

studs on each rail cap at

" Ø Reduced base welded4 32 -

Leg of connection angle

F.12

12 RG3009-L

"2 15 4"

1"* has a deck expansion joint.

plans. Provide a rail splice in panel that

1" gap unless noted otherwise on detail

*Note:

"8

"4 1from P

Make splice tube

L

"16

(Typ.)

1'-0"6"

#4DE4, #4APE4

Not to Scale

4" 9"

"2

Clr.

G r o u t_+

(Typ.)

#4CE2

#4CE1 or alternate post

W8x24 Post or

"2 11'-7

1 nut

1-lockwasher, and

1-plate washer "C", stud x 2" long with reduced weld base

" Ø4 3Threaded

" 4

(Typ.)

Roadway width

CURB AND POST DETAILS

" = 1'-0"2 1Scale: 1

#4APE4

#4DE4 or constr. jt.

Roughen

1HSS7x4x

5Spacer blocks

"2 1 x 64

1HSS7x3x

(Typ.)

1HSS7x4x

"4

(Typ.)

#4APE4

#4DE4 or

(Typ.)

bolt head two places

Tack weld anchor plate to

@ 18"

#4DE4 or #4APE4

Rail splice

R

"4 11'-111'-0" 1'-1"

See Plate "D"

"16

Each side

Seal weld

" = 1'-0"4 3Scale:

" = 1'-0"4 3Scale:

PLAN

ELEVATION

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

R A I L

D G

N

10'-0" Max post spacings

Approach slab

As Shown

A C

T U

A L F I L E F

P

F H

R

A I L .D

G N wearing surface

2" Asphalt

1" nuts (galv.)

4 - Leveling

O n b r id g e

O n a p p r s la b

Pay limit for rail

RAILING DETAILS - 1

"16 1" = 82'-216

99 Spa. @ 9'-1

"16 11'-11

"4 11'-11 "4

11'-11

#4DE1 or #4DE2 #4CE1 or #4CE2 not shown for clarity)

(Asphalt wearing surface

Top of concrete overlay

" Post spacings 16 99'-1

1'-3"10'-6"

" Jt.2 11 Sleeper slab and flat washers (galv.)

bolts threaded 5" min with 2 nuts

" Ø High strength anchor8 7(4)

"16

"4 1P

"4

4"

(Typ.)

of curb)

(To end

"16 11'-11 of curb)

(To end

CL

(Typ.)

Railpost

CL

(Typ.)

Railpost

Slotted holes in post

"2 16 - 1" x 1

2'-3" ± 6"

(Typ.)

Rail splice details.

See "RAILING DETAILS - 2" for end railing connection3.

of the structure. Install posts normal to grade.

Fabricate railing to the horizontal and vertical alignment 2.

conforming to ASTM F436, Type 3.

conforming to ASTM A563, Grade C3. Provide washers conforming to ASTM A325, Type 3. Provide nuts sleeves conforming to ASTM A588. Provide bolts to ASTM A847. Provide steel posts, plates, and splice

Provide structural tubing for rail elements conforming 1.

J u n e

1'-3"

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

OR PFH 46(13)

17 June 2016AR reinforcement

Deck

13 RG3009-M

F.13

RAILING DETAILS - 2

A C

T U

A L F I L E F

P

F H

R

A I L .D

G N

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

R A I L .D

G N

End rail postCL

"16 11'-11

"4 11'-11

(See Note 1)

Plate D

END RAILING ELEVATION

" = 1'-0"2 1Scale: 1 " = 1'-0"2

1Scale: 1

" = 1'-0"2 1Scale: 1

" = 1'-0"2 1Scale: 1

END RAILING PLAN

SECTION B-B GUARDRAIL CONNECTION PLATE DETAILS

SECTION E-E

CONNECTION ANGLE "A"

" = 1'-0"2 1Scale: 1

SECTION D-D DETAIL "A"

End of rail element

(See detail this sheet)

Connection angle "A"

(See details this sheet)

Guardrail connection plate nut and jam nut self locking nut or

" Ø Bolt with8

(Typ.)

"2 1 x 94

1HSS7x3x

(See Note 1)

Plate D

L

"2

4" x 1'-7"8 3L4x4x

"16

1'-0"

"2 11 4"4"

"2 1P L

D

E

D

E " x 4" x 1'-7"8

3P

1'-7"

3" "2 11'-2 "2

"2 11 8" x 1'-7"8 3L4x4x

"2 1Connection P L leg of angle

1" Ø Holes in vertical

1'-7"

3" "2 11'-2 "2

"2 1Connection P L

" x 4" x 1'-7"8 3P L

"2

4"

3"

"4 x 1'-10"8 3L4x3x

Slotted holes

"2 1" x 14 back of plate

Bolt to be flush with

Connection plate

"2

0.135"

Not to scale

See Note 2

Top of curb

B

B

2'-1"

(See details this sheet)

Connection angle "A"

(See details this sheet)

Guardrail connection plate

(See Note 2) rail elements

Thrie beam terminal

"2 11'-2

(Typ.)

Slotted holes

"4 1" x 18

(Typ.)

1" Ø holes

(Typ.)

1" Ø holes

As shown

3'-9"

"4 31'-0

1'-3" sleeper slab

End of " Jt.2

(See detail this sheet)

(1) 0.135" thick element

Thrie beam terminal connector, " = 1'-0"2 1Scale: 1

CONNECTOR

THRIE BEAM TERMINAL

2'-6"

Snug tighten (See Detail "A" this sheet).

" Ø bolts (ASTM A325).8 7Drill and tap 2 holes for

Snug tighten bolts (ASTM A325).

" 8 7(6) 1" Ø Holes for

Snug tighten bolts (ASTM A325).

" 8 7(5) 1" Ø Holes for

"A" this sheet).

Snug tighten (See Detail

" Ø bolts (ASTM A325).8

Drill and tap 2 holes for connector terminal

Thrie beam

" Ø Bolts (ASTM A307)8

Scale: 1" = 1'-0"

Scale: 1" = 1'-0"

7"

See Sheet H.3 for structure transition rail details.2.

See "RAIL DETAILS - 1" sheet for Plate "D" detail.1.

(Typ.)

" Ø Bolts (ASTM A307)8

M a r c h slab and curb

End of approach

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

e fa m y fi le s p w p r o d u c ti o n d F P F

H

B E

A R .D

G N

BearingsLC

Voided slabCL

(Typ.)

Bearing pad

Scale: 2" = 1'-0"

SECTION AT ABUTMENT

BearingsLC

Dowel hole

" Ø2

See Note 3

5" Concrete deck

10"

BEARING PAD

9"

BEARING PAD LAYOUT

As Shown

Not to Scale

Not to Scale

" Clr. all sides4

(Typ.)

" Top & bottom layers4

" Interior layers2 1(3) molded securely to pad

" Steel shim 8 1(4)

(36 Required)

F.14

#8 dowel

A C

T U

A L F I L E F

P

F H

B

E A

R .D

G N

RG3009-N

joint filler

2" Flexible cellular drain pipe

3" Ø Perforated

"2 14 "2

1 and 2)

(See Notes

#8 Dowel grout.

dowels and then fill with high-strength, non-shrink

" above top of2 1with joint sealer material to 2 non-shrink grout. At expansion end, fill dowel holes

At fixed end, fill dowel holes in slabs with high-strength,3.

non-shrink epoxy grout.

Place dowels and fill holes in abutments with approved2.

lateral ties are tensioned.

the beam and shear keys have been grouted and the

Drill 2"Ø holes in the abutments for #8 dowels after1.

3" Ø Weep hole sheet drain

Geocomposite

BEARING DETAILS

M a r c h

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

AF

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

F.15

No Scale BK 17

REINFORCING STEEL BAR LIST

RG3009-O

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

R E

B A

R E

X T .D

G N

A C

T U

A L F I L E F

P

F H

R

E B

A R E

X T .D

G N

M a r c h

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

OR

DESCHUTES NATIONAL FOREST

FALL CREEK BRIDGE

OR PFH 46(13)

June 2016AR

REINFORCING STEEL SCHEDULE DIMENSION TABLE

BAR MK SIZE TYPE PIN SZ LOCATION QTY LENGTH WEIGHT A B C D E F G H J K O R V

Abutment

STR#8A1 8 Horiz.

17 0'-3ƒ"#5A2 5 Vert.

2 0'-6„"#8A3 8 Horiz.

STR#7A4 7 Horiz. e.f.

STR#5A5 5 Vert. e.f.

STR#5A6 5 Vert. e.f.

STR#5A7 5 Vert.

67 0'-3ƒ"#5A8 5 Horiz.

17 0'-3ƒ"#5A9 5 Vert.

2 0'-3ƒ"#5A10 5 Vert.

STR#7A11 7 Horiz.

LBSSUBTOTAL

Backwall

STR#5AD1 5 Horiz.

17 0'-3ƒ"#5AD2 5 Stirrups

Wingwall

STR#7W1 7 Horiz. e.f.

STR#5W2 5 Vert. e.f.

STR#5W3 5 Vert. e.f.

STR#5W4 5 Vert. e.f.

STR#5W5 5 Vert. e.f.

LBSSUBTOTAL

TYPE 2

A G

B

B

C

D

OPTIONAL LEG

TYPE 17

A

B C

D

TYPE 67

F.16

No Scale BK

REINFORCING STEEL BAR LIST

EPOXY COATED

RG3009-P17

D e fa m y fi le s p w p r o d u c ti o n d F P F

H

R E

B A

R E

P O

X Y E

X T .D

G N