CA ERFO KLAMATH NF 18N31(1) Plan Set_Final.pdf

CURTIS R SCOTT Digitally signed by CURTIS R SCOTT Date: 2022.03.04 15:45:26 -07'00' jointjt.J westWWinteriorint.

vertical point of intersectionVPIincrementincr.

vehicles per hourvphinclusive, includingincl.

verticalvert.inside diameterIDI design speedVVhighwayhwy.

typicaltyp.high waterHW Material Source point of tangent to spiralTShorizontalhoriz.

transversetransv.hexagonhex.

Boring Location (Existing, Proposed) temporary construction easementTCEhomestead entry surveyHES temporary bench markTBMheadwallhdwl.H GEOLOGIC SYMBOLS tangenttan.girdergdr.

townshipT.galvanizedgalv.

tangent lengthTTgage (gauge)ga.G Cattleguard (Existing, Proposed) symmetricalsym.footingftg.

structuralstruc.finishfin.

Fence w/ Gate (Existing, Proposed) straightstr.flared end sectionFES stiffenerstiff.federalFed.

Fence (Existing, Proposed) standardstd.fill facef.f.F stationsta.exteriorext. FENCE & CATTLEGUARD SYMBOLS point of spiral to tangentSTexpansion jointexp. jt.

streetst.excavationexc.

specificationspec.edge of waterEW Fiber Roll (Slope Protection) spacing, Spaces or Spacedspa.and wifeet ux shouldershldr.and otherset al Temporary Inlet Protection sectionsec.edge of roadER point of spiral to curveSCequationEQ or eq.

Silt Fence seasonal average daily trafficSADTedge of pavementEOP southSSEngineer(s)engr(s).

Fiber Roll (Ditch and/or Cut Slope) routerte.embankmentemb.

rightRt. or RTelevationelev.

Riprap reference hubRHelevation with numberEl. 94.066 retaining wallret. wallsuperelevation ratee Rolled Erosion Control Product

ReservationRes.eastEE reservoirres.drawing(s)dwg(s).

Diversion Berm requiredreqd.donation land claimDLC reinforcementreinf.districtDist.

Check Dam reconstructionreconst.distancedist.

roadwayrdwy.diaphragmdiaph.

Bonded Fiber Matrix Mulching roadrd.diagonaldiag.

right-of-wayR/Wdiameterdia. or D EROSION & SEDIMENT CONTROL SYMBOLS rangeR.drop inletDI radiusRRdesign hour volumeDHV quantitiesquant., QtyQdecrementdecr.D Riprap Apron (Proposed) pavementpvmt.culvertculv.

point of tangentPTcontingent sumCTSM Underdrain (Existing, Proposed) pounds per square inchpsicentersctrs.

projectproj.point of curve to spiralCS With Drop Inlet (Existing, Proposed) point on tangentPOTcreekcr.

point on spiralPOScorrugatedcorr.

With Headwalls (Existing, Proposed) point on curvePOCcontinuouscont.

platepl.construction jointconstr. jt.

With End Sections (Existing, Proposed) point of intersectionPIconstructionconstr.

perforateperf.concreteconc.

Pipe Culvert (Existing, Proposed) point of compound curvePCCcolumncol.

point of curvePCPcountyCo.

Box Culvert (Existing, Proposed) outside diameterODcorrugated metal pipeCMP other faceo.f.clearclr.

Bridge (Existing, Proposed) on centerso.c.Ocenter to centerc-c numberno. or #concrete box culvertCBCC negativeneg.bearingbrg.

normal crownNCbridgebr.

Spring northNNbalance pointBP mountain(s)mtn(s).bench markBM River monumentmon.backBK minimummin.beginning, beginbeg.

Wetland maximummax.both facesb.f.B materialmatl.asphaltasph.

Large Creek maintenancemaint.approachappr.

magneticmag.Malternatealt.

Lake, Pond or Reservoir low waterLWaheadAH leftLt. or LTaggregateaggr.

Drainage or Small Creek lump sumLPSMaverage daily trafficADT longitudinallong.abutmentabut.A Flow Arrow latitudelat.diameter� laminationlam.curve delta� Ditch (Existing, Proposed) length of curveLLcenterline

DRAINAGE SYMBOLSABBREVIATIONS

SPRING

DI

:4

A

M

D e c e m b e r

S h e e t

N

C

A \e rf o n (1

R o a d w a y \C

A D

D S h e e ts

\A -G e n s h t\ s y m

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

STATE PROJECT

NUMBER

SHEET

CA

CA ERFO KLAMATH NF 18N31(1)

A2

UPPER WEST BRANCH BRIDGE

Telephone

Power

Fiber Optic

CATV

Overhead Utility Line (Existing, Proposed)

Water

Telephone Section Corner (Found)16

Sanitary Sewer Section Corner (Found, Projected)4

Power Section Corner (Found, Projected)

Oil Right-of-Way Line (Proposed)

Gas Right-of-Way Line (Existing)

Fiber Optic Property Line

CATV

Parcel Number

Underground Utility (Existing, Proposed) Monument (As described)

Telephone Pedestal (Existing, Proposed) Temporary (Proposed)

Telephone Booth (Existing, Proposed) Permanent (Proposed)

Street Light (Existing, Proposed) Permanent (Existing)

Support Pole Anchor (Existing, Proposed) Easements

Support Pole (Existing, Proposed) National Wildlife Refuge

Surface (Existing, Proposed) National Park

Underground (Existing, Proposed) National Forest

Irrigation Ditch Bureau of Land Management

Bureau of Indian Affairs UTILITY SYMBOLS

1/16 Section

Post Mounted (Existing, Proposed) 1/4 Section

Portable (Proposed) Section

Delineator (Existing, Proposed) Township or Range Line

Commercial (Existing, Proposed) City

Signs County

State SIGN SYMBOLS

National

Roadway Obliteration Boundaries

Roadway Centerline (With Station ticks)

Proposed

RIGHT-OF-WAY SYMBOLS

ExistingSurvey Control Point

Edge of Roadway Trail

Toe of FillSpot Elevation

Transition Double Track

Top of Cut Single Track

Slope Stake Limits Railroad

Clearing/Construction LimitsNorth Arrow

Coordinate Grid Tick

ROADWAY SYMBOLS

Building (Existing, Proposed)

Retaining Wall (Existing, Proposed)

Median & Side Barrier (Existing, Proposed)

MAPPING SYMBOLS

Guardwall (Existing, Proposed)Treeline

Guardrail (Existing, Proposed) Tree

PROJECT SPECIFIC SYMBOLSGUARDRAIL, BARRIER & WALL SYMBOLSLANDSCAPING & VEGETATION SYMBOLS

N

CP

36 31

36 31

0.00EL.

Telephone

Power

Fiber Optic

CATV

Overhead Utility Line (Existing, Proposed)

Water

Telephone Section Corner (Found)16

Sanitary Sewer Section Corner (Found, Projected)4

Power Section Corner (Found, Projected)

Oil Right-of-Way Line (Proposed)

Gas Right-of-Way Line (Existing)

Fiber Optic Property Line

CATV

Parcel Number

Underground Utility (Existing, Proposed) Monument (As described)

Telephone Pedestal (Existing, Proposed) Temporary (Proposed)

Telephone Booth (Existing, Proposed) Permanent (Proposed)

Street Light (Existing, Proposed) Permanent (Existing)

Support Pole Anchor (Existing, Proposed) Easements

Support Pole (Existing, Proposed) National Wildlife Refuge

Surface (Existing, Proposed) National Park

Underground (Existing, Proposed) National Forest

Irrigation Ditch Bureau of Land Management

Bureau of Indian Affairs UTILITY SYMBOLS 1/16 Section

Post Mounted (Existing, Proposed) 1/4 Section

Portable (Proposed) Section

Delineator (Existing, Proposed) Township or Range Line

Commercial (Existing, Proposed) City

Signs County

State SIGN SYMBOLS National

Roadway Obliteration Boundaries

Roadway Centerline (With Station ticks)

Proposed

RIGHT-OF-WAY SYMBOLS

ExistingSurvey Control Point

Edge of Roadway Trail

Toe of FillSpot Elevation

Transition Double Track

Top of Cut Single Track

Slope Stake Limits Railroad

Clearing/Construction LimitsNorth Arrow

Coordinate Grid Tick ROADWAY SYMBOLS

Building (Existing, Proposed)

Retaining Wall (Existing, Proposed)

Median & Side Barrier (Existing, Proposed)

MAPPING SYMBOLS

Guardwall (Existing, Proposed)Treeline

Guardrail (Existing, Proposed) Tree

PROJECT SPECIFIC SYMBOLSGUARDRAIL, BARRIER & WALL SYMBOLSLANDSCAPING & VEGETATION SYMBOLS

:4

J a n u a ry

S h e e

C

A \e rf o n (1

R o a d w a y \C

A D

D S h e e ts

\A -G e n s h t\ s y m

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

Sheet 2 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

STATE PROJECT

NUMBER

SHEET

CA

A3

REVISIONS (OR CHANGE NOTICES)

DESCRIPTION

NO.

DATE INIT.

Created 11/10/21 SJS

:1

P

N o v e m b e r

S u r v e y

C o n tr o l

C A

\e r f o n

\R o a d w a y

\C A

D D

S h e e ts

\A G e n s h t\ S u r v e y

C o n tr o l_ S h e e t.

d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

SURVEY CONTROL

STATE PROJECT

NUMBER

SHEET

CA

A4

Creek Bridge

Upper Doolittle

18N15

Mill Creek Bridge

Branch Bridge

Upper West

Camp

Happy

17N11

17N16

17N11

G r a y b a c k

R d

G ra y b a ck R d

G ra y b a ck R d

N

N

17N47

N

N

18N24 hazard trees may be in effect.

access both bridge ends at both locations. Road closures due to

1. Coordinate with CO and Forest Service for latest and clear routes to

Note:

N

R d

G ra y b a c k

G ra y b a c k R d

NATIONAL FOREST

KLAMATH

NATIONAL FOREST

KLAMATH

SITE MAP

:4

F e b r u a r y

S it e M a p

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\A G e n s h t\

S it e M a p .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STATE PROJECT

NUMBER

SHEET

CA

A5 approx. 6"

Existing aggregate base depth pavement)

(top of

Profile grade pavement

3" Asphalt concrete

6" Roadway Aggregate, Method 2

See Detail A

3. Rounded cut slope limit

Slope stake

1:4

DETAIL A

Asphalt concrete pavement sides of roadway)

(Detail applies to both right and left

Shoulder up with Roadway Aggregate, Method 2

Construct 30° pavement edge (safety edge) base

Aggregate for structural details

See Proposed Typical Section

8" block

Hinge point

Finished grade for guardrail details

See Standards 617

Existing ground limit

Slope stake

Method 2

9" Roadway Aggregate, 2.

Fil l s lop e

1:4

VariesVaries

Average 14 ft

Sta 0+65 to 4+15

EXISTING TYPICAL SECTION

Sta 3+28 to 4+15

Sta 0+65 to 2+38

PROPOSED TYPICAL SECTION

-2% Normal crown -2% Normal crown

2% min. superelevation 4% max. superelevation

METHOD OF SUPERELEVATION ON CURVES

See Cross Sections for cross slope grade changes the actual cut height.

cut heights less than B, reduce the B and F dimensions to

Round all earth slopes and all rippable rock slopes. For 3.

See the cross sections for cut and fill slope ratios. 2.

stability.

adjusted by the CO to assure adequate drainage and excavation and embankment slope ratios may be

The gradient and width of roadway ditches and the 1.

NOTE:

2.Cu t s lo peditch

GradedTraveled wayTraveled way

Subgrade Subgrade

8' Typ. 3' 3'8' Typ.

p a v e m e n t tr a v e le d w a y

E d g e o f

Variable fill slope

TYPICAL SECTION

MGS GUARDRAIL

Support

Lateral

See Guardrail Summary for locations

1:45' and clearing limits Seeding

11' Typ. 11' Typ. and clearing limits Seeding

6' Clear zone

Construction limits

F= 5'

B=5' 5'

6' Clear zone from 12 to 16 ft Existing width varies

3'

0.0170.049TOTALS (mi)

90260TOTALS (ft)

--873+28 to 4+15

90--2+38 to 3+28

--1730+65 to 2+38

(ft)

Bridge

(ft)

Roadway Station to Station

LENGTH OF PROJECT

30°

0.43'

2'

T y p

APPROACHES

UPPER WEST BRANCH BRIDGE

TYPICAL SECTIONS

:2

F e b r u a r y

W e s t

B ra n c h T y p

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\A G e n s h t\

R ty p ic a l.

d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STATE PROJECT

NUMBER

SHEET

CA

A6

Subgrade edge base edge

Aggregate pavement edge

Asphalt concrete M a in li n e

R

Subgrade edge base edge

Aggregate A

A

Approach Road

End Section A-A b y t h e C o n tr a c ti n g

O f f ic e r

M a tc h e x is ti n g o r a s s ta k e d x = 15' min. for type 2 approach x = 0' for type 1 approach

V a ria b le s Variable

Method 2

9" Roadway Aggregate, s = 1:4 for type 2 approach s = 1:3 for type 1 approach d = 3' for type 2 approach d = 2' for type 1 approach

Mainline stationing road centerline.

existing radii or widths. R1 is on the left side of the approach

Vary radii to fit unusual field conditions. Do not reduce 4.

be varied ±20°.

Under special conditions, the approach road angle shown may 3.

mainline roadway construction.

Construct cut and fill slopes for approach roads to match with 2.

be field verified.

Stations shown are approximate locations. Actual locations to 1.

NOTE:

road connection on plan and profile sheet

Example of symbol showing standard approach

NO SCALE

90°

TYPICAL SECTION

TYPES 1 & 2

APPROACH ROAD

SECTION A-A

TYPICAL SYMBOL

to fit field conditions

* Adjust total length 151512*151A1+50 Rt.

to fit field conditions

* Adjust total length 151512*151A1+50 Lt.

REMARKS

(ft)

R

(ft)

R

(ft)

W

LENGTH (ft)

TOTAL

LENGTH (ft)

AGG BASE

CLASS

TYPE

STATION

APPROACH ROAD SUMMARY

*Match Existing

Paved apronn/a*A3

200�ADT 5028E2

ADT < 199�100 4024D2

ADT < 100�25 4022C2

ADT < 252520B2

Minimum 2-way Use2518A2

Logging Truck Use4016D1

Farm Equipment2516C1

Minimum 1-way use2514B1

Field Access1512A1

SAMPLE APPLICATION

(ft) R

RADIUS

MIN.

(ft) W

WIDTH

MIN.

CLASSTYPE

APPROACH ROADS

TYPICAL SECTION

W

R

Aggregate Base Length

Total length

1.3'W1.3'd

16'x

W

:4

F e b ru a ry

D D e s ig n S u rv

F

C A

\e rf o n

(1

R o a d w a y \C

A D

D

S h e e ts \A

-G e n s h t\ ty p a p

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STATE PROJECT

NUMBER

SHEET

CA

A7

Sheet and Description

B2 B3 B4 B5 S2

Surfacing Summary

Grading Summary

Miscellaneous Summaries

Miscellaneous Summaries

Upper West Branch Bridge

Allowance Bid

Schedule

A0100 15101-0000 MOBILIZATION LPSM ALL

A0120 15206-0000 SLOPE, REFERENCE, AND CLEARING AND GRUBBING STAKE MILE 0.050 0.050

A0140 15214-1000 SURVEY AND STAKING, BRIDGE LPSM All ALL

A0160 15216-2000 SURVEY AND STAKING, GRADE FINISHING STAKES MILE 0.100 0.100

A0180 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0200 15401-0000 CONTRACTOR TESTING LPSM ALL

A0220 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0240 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 1,185 115 1,300

A0260 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 400 100 500

A0280 20101-0000 CLEARING AND GRUBBING ACRE 0.246 0.054 0.300

A0300 20304-2000 REMOVAL OF BRIDGE LPSM All ALL

A0320 20420-0000 EMBANKMENT CONSTRUCTION CUYD 346 14 360

A0340 20801-0000 STRUCTURE EXCAVATION CUYD 90 90 Contract Quantity

A0360 20803-0000 STRUCTURAL BACKFILL CUYD 30 30 Contract Quantity

A0380 25126-0000 REMOVE AND RESET BOULDER EACH 14 2 16

A0400 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 255 15 270

A0420 40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 TON 93 12 105

A0440 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 21 21 Contract Quantity

A0460 55302-1200 PRECAST, PRESTRESSED CONCRETE BOX BEAM, TYPE B3-48 LNFT 360 360 Contract Quantity

A0480 55401-2000 REINFORCING STEEL, EPOXY COATED LB 2,500 2,500 Contract Quantity

A0500 55601-0900 BRIDGE RAILING, STEEL LNFT 175 175 Contract Quantity

A0520 55901-0000 MEMBRANE WATERPROOFING SQYD 160 160 Contract Quantity

A0540 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 16 16 Contract Quantity

A0560 56501-0200 DRILLED SHAFT, 24-INCH DIAMETER LNFT 240 240

A0580 61702-1500 TERMINAL SECTION, TYPE MGS TANGENT EACH 4 4

A0600 61707-0000 STRUCTURE TRANSITION RAILING LNFT 79 79 Contract Quantity

A0620 62201-0200 DUMP TRUCK, 8 CUBIC YARD MINIMUM CAPACITY HOUR 20

A0640 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 20

A0660 62201-0950 WHEEL LOADER, 3 CUBIC YARD MINIMUM RATED CAPACITY HOUR 20

A0680 62201-2750 MOTOR GRADER HOUR 20

A0700 62301-0000 GENERAL LABOR HOUR 20

A0720 62302-1000 SPECIAL LABOR, HIRED TECHNICAL SERVICES HOUR 20

A0740 62302-1100 SPECIAL LABOR, HIRED SURVEY SERVICES HOUR 20

A0760 62511-2000 SEEDING, HYDRAULIC METHOD SQYD 1,191 109 1,300

A0780 62516-2000 MULCHING, HYDRAULIC METHOD SQYD 1,191 109 1,300

A0800 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 4 4

A0820 63502-1600 TEMPORARY TRAFFIC CONTROL, WARNING LIGHT TYPE B EACH 2 2

A0840 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 45 45

MileStone: 100% Date Completed: 02/24/22 Report Date: 02/24/22

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A -F eb -2

:2

P

M

Remarks and/or Determination of Estimated Quantity

Pay Item Description Unit

Estimated Quantities

N

C A \e rf o n (1

R o a d w a y\

C A D

D S h ee ts \B

-S u m m su m m a ry

.x ls m ]S h ee t

STATE PROJECT

B1

CA ERFO KLAMATH NF

18N31(1)

CA

SHEET

NUMBER

:2

F e b r u a r y

S u r f a c in g S u m m a r

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\B S u m m \B

S h e e ts

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

SURFACING SUMMARY

Asphalt concrete pavement......145.2 lb/ft3

Aggregate base......................139 lb/ft3

Values used for estimating purposes:

STATE PROJECT

NUMBER

SHEET

CA

B2

:2

F e b r u a r y

G r a d in g S u m m a r

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\B S u m m \B

S h e e ts

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

GRADING SUMMARY

STATE PROJECT

NUMBER

SHEET

CA

B3

:5

F e b r u a r y

M is c e ll a n e o u s S u m m a r ie s

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\B S u m m \B

S h e e ts

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

Sheet 1 of 2

MISCELLANEOUS SUMMARIES

STATE PROJECT

NUMBER

SHEET

CA

B4

:5

F e b r u a r y

M is c e ll a n e o u s S u m m a r ie s

C A

\e r f o n \R o a d w a y \C

A D

D S h e e ts

\B S u m m \B

S h e e ts

.d g n

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

Sheet 2 of 2

MISCELLANEOUS SUMMARIES

STATE PROJECT

NUMBER

SHEET

CA

B5

18IN DIA

18IN DIA

BTM FRONT ABUT

J H

43IN DIA

40IN DIA

18IN DIA18IN DIA

24IN DIA

14IN DIA

C P

2004FHWA-AC

4FT DIA

BEAM SEAT

4FT DIA

21IN DIA

2FT DIA

BEAM SEAT

2FT DIA

4FT DIA

I N C

M P

3.5FT DIA

2.5FT DIA

3.5FT DIA

20IN DIA

50IN DIA

TOP N. ABUT

5X4

D I R O

N L Y

45IN DIA

4006NAIL

C P

2003FHWA-AC

R = 60.00'

T = 59.46'

L = 93.70'

0+00

5+00

S '1

W

S26°13'51"W

S11°26'24"W

S '2

E

0+00

0 4+00

5+00

STA. 0+65 TO 4+15

ROADWAY PLAN AND PROFILE

UPPER WEST BRANCH BRIDGE

F lo w

C3

& 25' Type Tangent End Terminal

Install 19'-7" Transition Railing

Begin 8' RT EOP

Sta. 3+28

& 25' Type Tangent End Terminal

Install 19'-7" Transition Railing

Begin 8' LT EOP

Sta. 3+28

Easting (X): 6159430.583'

Northing (Y): 2589885.173'

Station 4+15

End Project/Reconstruction

Sta. 3+28.00

End Bridge

Forest Route 18N31� & 25' Type Tangent End Terminal Install 19'-7" Transition Railing End 8' LT/RT EOP Sta. 2+38 LT/RT

C2

Begin 7' to 8' LT EOP Transition Sta. 0+65

Begin 5' to 8' RT EOP Transition Sta. 0+65

Easting (X): 6159500.773' Northing (Y): 2590186.687' Station 0+65 Begin Project/Reconstruction

C1

Begin 8' RT EOP End 5' to 8' RT EOP Transition Sta. 1+25.5

Sta. 2+38.00 Begin Bridge

West Branch / Indian Creek�

100'50'0

Scale in Feet

Profile Grade

Elev. = 2,175.20' Begin 90' Bridge Sta. 2+38

Elev. = 2,177.00' End 90' Bridge Sta. 3+28

Station 0+65 Begin Project/Reconstruction

Existing ground

Station 4+15 End Project/Reconstruction

Begin 8' LT EOP End 7' to 8' LT EOP Transition Sta. 1+25.5

Begin 8' to 10.5' LT EOP Transition End 8' LT EOP Sta. 3+70

Begin 8' to 6' RT EOP Transition End 8' RT EOP Sta. 3+70

End 8' to 6' RT EOP Transition End 8' to 10.5' LT EOP Transition Sta. 4+15

0+00 1+00 2+00 3+00 4+00 5+00

2,150 2,150

2,160 2,160

2,170 2,170

2,180 2,180

2,190 2,190

-10.832%

+6.08 5%

.8

.8

.4

' VC38

6.91K =

'215.25SSD =

' VC125

7K =

' VC40

10K =

,1

.7

,1

.3

+2.000%

(See Sheets S1 - S13) 90' Bridge Length

:2

F e b ru a ry

A

L

IG

N N

P la n

S h e e t]

C

A \e rf o n (1

R o a d w a y \C

A D

D D e s ig n \R o a d w a y S h e e ts

U p p e r_

W e s t_

B ra n c h .d g n

STATE PROJECT

NUMBER

SHEET

CA

C1

Steel or wood post

Fence support mesh (optional)

See note 5

Geotextile

Backfilled and compacted soil

See end posts detail

End posts posts detail

See end

End posts

Toe of slope Edge of shoulder

Edge of shoulder

Toe of slope

Silt fence

Existing ground

Silt fence See note 5

Geotextile

Staple or tie

Steel or wood post

Top of posts tied together

Posts driven tightly together

Steel or wood posts

Fasten fabric to posts each post one full turn

Fold geotextile around

Staple or tie

See note 5

Section B

Geotextile

See note 5

Section A

Geotextile

Limits of clearing

(undisturbed)

Existing ground

END DETAIL

NOTE:

1.Silt fence may be installed using machine slicing as approved by the CO. Install machine-sliced silt fence according to the manufacturer's recommendations.

2.Install silt fence to follow the ground contours as closely as possible.

3.As the slope is constructed, curve the silt fence up the slope to prevent water from running around the ends.

4.Post spacing with fence support mesh = 10 ft. (max.)

Post spacing without fence support mesh = 6 ft. (max.)

5.Furnish geotextile conforming to subsection 713.16(a).

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

Flo w

Fi ll slo pe See typical section sheet

Flow

ELEVATION

Flow

T o e o f s lo p e

PLAN

SILT FENCE INSTALLATION AT TOE OF FILL

ELEVATION PLAN

Fi ll sl op e

T o e o f s lo p e

Roadway

PLAN

A

A

Fill

Sheet flow

SECTION A-A

SILT FENCE AS PERIMETER CONTROL

END POSTS DETAIL

PLAN

PLAN

POSTS AT JOINTS

SILT FENCE

C157-50 m in m in m in

6" min.

6" min. trench

Varies

Varies for spacing See note 4

See note 3 See note 3

:1

N o v e m b e r

C

S h e

C A

\e r f o n

\R o a d w a y

\C A

D D

S h e e ts

\E

\C

.d g n

DETAIL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CFLHD DETAIL

DETAIL APPROVED FOR USE

07/2020 08/2014REVISED:

STATE PROJECT

NUMBER

SHEET

CA

E1 side of fiber roll material on uphill

Place excavated Wood stakes

Fiber roll

Slope

Fill slope uphill side of fiber roll

Place excavated material on uphill side of fiber roll

Place excavated material on

Fill or cut slope

Stagger joints (typ.)

along contours

Install fiber rolls roll 2" min.

Trench fiber

Fiber roll table for length requirements

See Fiber Rolls at Culverts around culvert inlet

Install fiber rolls flared end section

Culvert inlet with end section with flared

Culvert outlet length requirements

Culverts table for

See Fiber Rolls at around culvert outlet

Install fiber rolls

Fiber Roll

See note 6 control runoff culvert as needed to

Install fiber rolls below

151V:2H and steeper

30Between 1V:3H and 1V:2H

45Between 1V:4H and 1V:3H

601V:4H or flatter spacing (ft)

Fiber Roll Maximum �9" Slope Gradient

FIBER ROLL SPACING TABLE*

NOTE:

1. Repair all rills or gullies and properly compact prior to installation.

2. Install fiber rolls along slope contours. For any 20' section of fiber roll, do not allow the fiber roll to vary more than 5% from level.

3.Stake fiber rolls in place with 1 "x 1" or 1" � wood stakes. Space stakes 4' o.c. max. on slopes and 2' o.c. max. culverts. Stake fiber rolls 6-inches from each end.

4. Drive stakes into undisturbed soil at least 12" deep. Expose stakes 2" above top of fiber roll.

5. For fiber rolls on bare soil, construct trenches parallel to the contour.

Place fiber rolls in continuous contact with trench bottom and sides.

Tamp soil backfill against upstream side of fiber roll to ensure storm water is forced to flow through fiber roll rather than under it.

6. Place fiber rolls all the way around the inlet when the disturbance is on both the road and around the culvert and all water entering the culvert is crossing the disturbance.

NO SCALE

FIBER ROLL JOINT DETAIL

D irection of ru n off

*Approximate spacing shown. Adjust spacing as needed dut to project-specific conditions.

FIBER ROLL LAPPING DETAIL

S lo p e

S ta k e

C le a ri n g

L im it

Flow

Trench 2" min.

FIBER ROLL AS PERIMETER CONTROL

INSTALLATION DETAIL

Flow

Trench 2" min.

STAKE DETAIL

FIBER ROLL SLOPE LAYOUT

Flow

Flow

Flow

SECTION A-A

FIBER ROLL

AT CULVERT INLET

FIBER ROLL

AT CULVERT OUTLET

A A

Flow

*Approximate length shown for rolls across the top of the culvert inlet only.

Adjust length as needed due to project-specific conditions.

3054" or larger

2030" to 48"

1024" or smaller

Fiber Roll length (ft)�9" Culvert Size

FIBER ROLL AT CULVERTS*

Pay lim its

Pay lim its ove rlap12" mi n.

m in m in spacing table See Fiber roll

Se e n ote

Se e n ote

FIBER ROLL

C157-55

:1

N o v e m b e r

C

-5

S h e

C

A \e rf o n

(1

R o a d w a y \C

A D

D

S h e e ts \E

-1

\C

-5

.d g n

DETAIL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CFLHD DETAIL

01/2011DETAIL APPROVED FOR USE

09/2020 12/2017REVISED:

STATE PROJECT

NUMBER

SHEET

CA

E2

Curve = C2

PI 2+00.35

D

R = 120.00’

T = 15.58’

L = 30.98’

Curve = C3

PI 3+92.84

D

R = 60.00’

T = 59.46’

L = 93.70’

P C

.3

N

B. ROBINSON

1" = 10’-0" A

BRIDGE PLAN & ELEVATION

Elevations are at profile grade @ C Rdwy.

No Scale

PROFILE GRADE DIAGRAM

L

Drawing No. Description

BRIDGE DRAWING INDEX

BRIDGE PLAN & ELEVATIONRG3235-A

RG3235-B

RG3235-C

RG3235-F

RG3235-I

RG3235-D

RG3235-G

RG3235-E

GENERAL NOTES & ESTIMATE

RG3235-H

LC Rdwy.

Q

Q100

HYDRAULIC DATA

Q

Q200

(cfs)

Q

(ft/s)

V

(ft)

El.WS

(ft)

Scour El.

PLAN

ELEVATION

Q WS El. = 2168.8

EXP

Grade = +2.00%

ABUT. 1

ABUT. 2

top of asphalt pavement.

Note: Deck elevations shown are at

K. EIKERMANN

EXP

L@ C Rdwy.

Approx. existing ground

13.7

13.9

11.5

14.4

2162.8

2167.6

2168.8

2169.5

8’ -0 w in g (t yp

WINGWALL A

WINGWALL B

WINGWALL C

WINGWALL D

Bridge Railing Post spa. (typ. both sides)

14 spa. @ 6’-3" = 87’-6"

(typ.)

(typ.)

El. 2175.20

Sta. 2+38.00

Begin Bridge

El. 2175.20

El. 2175.20

El. 2177.00

Sta. 3+28.00

End Bridge

El. 2177.00

El. 2177.00

(typ. @ all 4 corners) Structure Transition Railing railing (ODOT BR226)

Steel side mounted bridge

2153.0 (abut. 1)

2152.4 (abut. 1)

2146.3 (abut. 2)

S1

2146.8 (abut. 2)

ABUTMENTS

FOUNDATION PLAN

SUMMARY OF BORING LOGS

INTERIOR BOX GIRDER

EXTERIOR BOX GIRDER

BOX GIRDER DETAILS

TRANSITION RAILING

RG3235-J

RG3235-K

RG3235-L

RG3235-M

BRIDGE RAILING

1’-3" 1’-3"

Curve Data:

Curve Data:

REBAR LIST

+2.000

E L

,1

.4

V P I

S ta

.0

B e g in B r id g e

S ta

.0

E n d B r id g e

40’ VC

E L

,1

.8

V P I

38’ VC

Profile Grade I n d ia n C r e e k

W e s t

B r a n c h

Length of Bridge = 90’-0"

1 13 concrete box girder

Precast prestressed shafts (typ.).

WINGWALLS/DRILLED SHAFTS

K. EIKERMANN

S. BELCHER

remain in place (typ.).

concrete abutment to

Portion of existing

El. 2171.8

Low chord to remain in place.

MSE/gabion wingwalls

Portion of existing to remain in place.

MSE/gabion wingwalls

Portion of existing remain in place (typ.).

concrete abutment to

Portion of existing

.0

+7.420 min. of freeboard above 100 year water surface elevation.

Hydraulic capacity requirements: Bridge low chord provides 3 feet

= 2168.8 (measured at upstream face of bridge).

100 year water surface elevation used to determine freeboard

Note: Water surface elevations are at upstream face of bridge.

L. ORTIZ

TYPICAL SECTION & DECK PLAN

NO.

PROJECTSTATE

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONS

BY

DATENO.

REVISIONS

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A il e s \D

G N

F il e s \r g p e .d g n

RG3235-

CA

KARL EIKERMANN

U.S. DEPARTMENT OF TRANSPORTATION

of

KLAMATH NATIONAL FOREST

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

FS DRAWING R-1700

JANUARY 2022

GENERAL NOTES:

s DS

D1

PGA s a v

GENERAL NOTES

Item

ESTIMATE NOTES:

Quantity: Unit:Item No. Notes:

ESTIMATE

(1)

All req’d

All req’d

LPSM

LPSM

Survey and Staking, Bridge

Removal of Bridge

Structure Excavation

Structural concrete, class A(AE)

CUYD

CUYD

LB

LNFT

EACH16

15214-1000

20304-2000

20801-0000

55201-0200

55302-1200

55401-2000

55601-0900

56401-1000

55901-0000

(1)

Precast, prestressed concrete box beam, Type B3-48 LNFT (1)(3)

Bearing Device, elastomeric

SQ YDS

K. EIKERMANN

B. ROBINSON NONE B

(1)(4) eq eq

(5)

CUYD55201-0200

Reinforcing steel, epoxy coated

(1)

20803-0000 Structural Backfill

61707-0000 LNFT (1)(4)Structure Transition Railing

30 CUYD

Membrane Waterproofing 160

(1)

Bridge Railing, steel

S2

(1)

(1)(2)

(6)

(5)

(4)

(3)

(2)

(1)

56501-0200 Drilled Shafts, 24 inch diameter LNFT (6)240

S. BELCHER

For existing bridge inspection report see Forest Service drawings No. R-865 "Bridge Across West Branch Indian Creek" dated May 1966.

EXISTING BRIDGE:

Design pads per AASHTO LRFD Design Method A.

Bearing pads shall conform to AASHTO M251, 60 durometer hardness, elastomeric grade 3 or higher.

ELASTOMERIC BEARINGS:

construction.

after fabrication. The contractor shall be responsible for the stability of the beams during all phases of conform to ASTM A36. Tie rods shall conform to ASTM A722. All structural metal shall be galvanized f’c = 7500 psi, and an initial strength f’ci = 5000 psi (min.). Structural metal for bearing plates shall concrete beams shall be Class P or Class P(AE), with a minimum 28-day design compressive strength, Prestressed concrete beam shall be as manufactured as detailed on the plans. Concrete for prestressed

PRESTRESSED CONCRETE BEAMS:

estimated effective prestress force is 38,200 lbs. per strand.

AASHTO M203. Each strand shall be pretensioned to a total load of 43,900 lbs. at which load f = 0.75(f ) = 202,500 psi. The final

PRESTRESSING STEEL:

plans will not be paid for. All reinforcing steel shall be epoxy coated, as noted on the plans.

unless noted otherwise on the plans. Minimum splice lengths for all bar sizes shall be as noted on the plans. Bar splices other than those shown on the

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed. The minimum concrete cover to the face of any bar shall be 2", REINFORCING STEEL:

of AASHTO M213.

Flexible cellular joint filler shall meet the requirements of AASHTO M153, closed cell rubber. Expansion joint filler shall meet the requirements

", unless noted otherwise on the plans.4 3cast-in-place concrete shall be made with Type ll cement. Chamfer exposed edges of all concrete

All other cast-in-place concrete shall be Structural Concrete, Class A(AE), with a minimum 28-day compressive strength f’c = 4500 psi. All

Cast-in-place concrete for the drilled shafts shall be structural concrete, Class C, with a minimum 28-day compressive strength, f’c = 4500 psi.

CONCRETE:

Maximum final tension in the prestressed beams is limited to 520 psi.

Serviceability stresses limited to current AASHTO Specification values for reinforced concrete elements.

DESIGN CRITERIA:

Site Class = C. Seismic Zone = 3.

Long period acceleration at 1.0 seconds (S = 0.267 g) modified by the Site Coefficient (F = 1.533) to give the long period spectrum acceleration, S = 0.409 g.

Short period acceleration at 0.2 seconds (S = 0.603 g) modified by the Site Coefficient (F = 1.159) to give the short period spectrum acceleration, S = 0.698 g.

Peak Ground Acceleration (PGA = 0.257 g), modified by the Site Coefficient (F = 1.143) to give a spectrum acceleration, A = 0.294 g.

SEISMIC:

Design wind Speed (Strength III Limit State), V = 110 mph, Wind Exposure Category = C.

WIND LOAD:

For Wingwalls h = 2 feet.

LIVE LOAD SURCHARGE: Equivalent to a height of soil. For Abutments h = 3 feet

AT REST PRESSURE: Equivalent to a fluid unit weight of soil = 50 lbs. per cubic foot.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 35 lbs. per cubic foot.

LATERAL EARTH PRESSURE:

HL-93 (1 lane). Maximum Dynamic Load Allowance (Impact), IM = 33%.

LIVE LOAD:

No allowance for future wearing surface.

ASPHALT PAVING: 140 lbs per cubic foot.

STRUCTUAL STEEL: 490 lbs. per cubic foot.

CONCRETE: 150 lbs. per cubic foot.

DEAD LOAD:

on Federal Highway Projects, FP-14 (dual units).

CONSTRUCTION: Federal Highway Administration Standard Specifications for Construction of Roads and Bridges

DESIGN: AASHTO LRFD Bridge Design Specifications, 8th Edition, 2017.

SPECIFICATIONS:

pbt pu

L. ORTIZ 2 13

Includes cost of excavation, structural concrete, epoxy coated reinforcing steel, temporary casing if required, and testing.

Includes removal of existing bridge superstructure and portions of concrete abutments and MSE/gabion wall as shown in plans.

hardware, and all materials required for construction of the railing.

Includes cost of steel side mounted bridge railing, guard angles, connection required for the manufacture and erection of the girders.

bearing plates, lifting eyes, grout, tie rods, dampproofing at ends of girders, and all other materials

Includes cost of structural concrete, epoxy coated reinforcing steel, prestressing steel, embedments, Estimated quantity of geocomposite sheet drain = 29 square yards.

Includes cost of furnishing and installing geocomposite sheet drain, weepholes, and all joint fillers.

Contract Quantity

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g g n .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

D

R = 120.00’

T = 15.58’

L = 30.98’

Curve Data:

N

W e s t

B r a n c h I n d ia n C r e e k

P C

.3

L

Q WS El. = 2168.8

Profile Grade

(typ.)

Grade = +2.00% remain in place (typ.).

concrete abutment to

Remainder of existing

(typ.).

concrete abutment portion of existing

Remove top 5’-9"

ABUT. 1

ELEVATION

ABUT. 2

1" = 10’-0"

B. ROBINSON

Curve = C3

PI 3+92.84

D

R = 60.00’

T = 59.46’

L = 93.70’

Curve Data:

@ C Rdwy.

Approx. existing ground

FOUNDATION PLAN

FOUNDATION PLAN

L

1’-6"1’-6"

(typ.)

3’-0"

(typ.)

ty p

LC Rdwy.

S ta

.5

C B r g

A b u t.

L S ta

.5

C B r g

A b u t.

FOUNDATION NOTES:

Location

Abut. 1

FOUNDATION TABLE

Abut. 2

Load (@ top of shaft)

Max. Factored Shaft Axial Est. Shaft Tip Elev.

250 kips/shaft (Strength I)

250 kips/shaft (Strength I)

K. EIKERMANN

(t yp .)8’

-0 " w in g s p a ty p

D r il le d s h a ft

Top of shaft

El. 2168.72 shafts (typ.).

Top of shaft

El. 2170.52

Sta. 3+28.00

End Bridge

Sta. 2+38.00

Begin Bridge

S3

C3 13

87’-0" shaft (typ.)

El. 2133.72

El. 2125.52 facilitate new bridge construction.

Remove top layer only to wingwalls to remain in place.

Existing MSE/gabion to remain in place.

MSE/gabion wingwalls

Remainder of existing

MSE/gabion wingwalls.

Remove top layer of existing information for drilled shafts.

See Section 565 of Special Contract Requirements for additional

Highway Division, Geotechnical Services Branch, Lakewood, Colorado.

Transportation, Federal Highway Administration, Central Federal Lands

Branch Bridge, dated November 2021, prepared by U.S. Dept. of

For additional information see Final Geotechnical Report, Upper West

S. BELCHER

Berm El. 2170.2

Berm El. 2172.1

WINGWALL B

WINGWALL A

WINGWALL D

WINGWALL C

necessary (typ.).

of drilled shaft as footing for installation

Drill through existing to be removed.

Existing bridge superstructure

See Rdwy. plans.

removed and reset (typ.).

Existing boulders to be

K. EIKERMANN

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g f o u n d a ti o n .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

FS DRAWING R-1700

JANUARY 2022

BEAM SEAT

18IN DIA

18IN DIA

18IN DIA

20IN DIA

BEAM SEAT

BTM FRONT ABUT

TOP N. ABUT

D

R = 120.00’

T = 15.58’

L = 30.98’

Curve = C3

PI 3+92.84

D

R = 60.00’

T = 59.46’

L = 93.70’

P C

.3

N

LC Rdwy.

PLAN

El. 2175.20

Sta. 2+38.00

Begin Bridge

El. 2177.00

Sta. 3+28.00

End Bridge

Curve Data:

Curve Data:

I n d ia n C r e e k

W e s t

B r a n c h

TYPICAL TEST HOLE LOG

Boring No.

Location

Unified Soil Classification

Practical refusal SPT

Core Run

% Core Recovery Shaded

Ground Water

Depth at time of drilling (ATD)

Graphic material description

Depth Terminated

RQD

x x x

Elev.

with AASHTO T206 test (SPT) in accordance standard penetration

Blow count per foot with

LEGEND

TYPICAL TEST

HOLE SYMBOL

Plan View

Approximate location of any sampled hole decomposed rock (SM) boulders, and

Silty sand with gravel, Gravelly silt with sand (ML) and boulders (SC-SM)

Clayey sand with gravel

(GW-GM)

with silt and sand

Well graded gravel

ELEVATION

1" = 10’-0"

B. ROBINSON

K. EIKERMANN

BH21-03

BH21-03

El. 2174.0 ft

El. 2137.5 ft

STA 2+30, 2 ft. RT

SUMMARY OF BORING LOGS

BH21-04

BH21-04

STA 3+34, 10 ft. RT

El. 2175.0 ft

El. 2143.5 ft

D4 13

S4

0.5

36.5

31.5

10.5

0.5

* Highway Division, Geotechnical Services Branch, Lakewood, Colorado.

Transportation, Federal Highway Administration, Central Federal Lands

Branch Bridge, dated November 2021, published by U.S. Dept. of

For additional information see Final Geotechnical Report, Upper West

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g b o r in g s .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

FS DRAWING R-1700

JANUARY 2022

BEAM SEAT

18IN DIA

18IN DIA

18IN DIA

20IN DIA

BEAM SEAT

BTM FRONT ABUT

TOP N. ABUT

" = 1’-0"4

’-0

" w in g w a ll (ty p

ABUTMENT PLAN

sheet drain.

Geocomposite

ABUTMENTS

2’-0"

LC Gdr. AC Gdr. B L

B. ROBINSON

K. EIKERMANN

C Rdwy.L

8’-1" 8’-1"

C Brg. & C Abut.L L

" 3

2’-0"

Elastomeric bearing pad.

See detail. (typ.)

4’-0"4’-0"

1’ -0 ty p.

C Gdr. D L C Gdr. CL

3’-5"Gdr. spa.

30° (typ.)

2’-0"

(typ.)

9’-5"

ABUTMENT ELEVATION

b.f. = Both faces o.f. = Other face f.f. = Fill face

ABBREVIATIONS:

A

Weephole spa. 10’-0" 4’-5"

2 spa. @ 7’-6" = 15’-0"Drilled shaft spa.

jt. filler

" flexible cellular4

1’-11"

A membrane.

on waterproofing

Hot asphalt pavement

SECTION A-A

all girders @ both ends) sleeve with capped top. (typ.

p/s box girder.

Bridge & end

Begin or End

1’-6"1’-6"

3’-0"

Scale: 38" = 1’-0"

LL

(typ.)

(typ. betwn. shafts) ends of p/s girders.

Apply dampproofing to

9’-5"

3’-5"

Sta. 3+28.00

End Bridge

Sta. 2+38.00

Begin Bridge

4’-5"

1’-11"

El. 2177.00 (Abut. 2)

El. 2175.20 (Abut. 1)

ELASTOMERIC BEARING PAD DETAIL

(16 Req’d)

L

6" 6"

No Scale

LC Gdr.

higher.

Elastomeric Grade 3 or

60 Durometer Hardness, C Brg.

BEARING NOTES:

2.

1.

pad design.

AASHTO LRFD design "Method A" used for elastomeric

Grade 3 or higher.

to AASHTO M251 with 60 Durometer hardness, elastomer

Plain (unreinforced) elastomeric bearing pad shall conform details.

reinforcement for wingwall

See RG3235-F

El. 2170.52 (Abut. 2)

El. 2168.72 (Abut. 1)

"2 12"2

5" =10" 2 spa. @

1’-3" 1’-3"10 spa. @ 6" = 5’-0" 1’-3" 3"

5"

1’-0"

A b u t.

A b u t.

Geocomposite sheet drain with

Class 2, Type C geotextile.

Attach to wall per manufacturer’s instructions.

L

-2% wingwall pour (hatched area).

expansion joint filler, then complete and tie rods are tightened, place 1" at exposed face. After gdrs. are in place

" chamfer line4 3roughened surface with

Construction joint (typ.). Provide level

5 13 E

S5

1’-0"1’-0"(typ.)

#4AE1

#4AE5

(6 tot.)

#7AE3

c lr joint filler.

flexible cellular bearing pad w/

" elastomeric4

#7AE4 (6 tot.)

C Brg. & C Drilled shafts

#4AE5 b.f.

Other Face

WINGWALL B

WINGWALL A

Fill face (typ.)

(Abut. 1 Shown, Abut. 2 Similar)

(Abut. 1 Shown, Abut. 2 Similar)

6-#7AE34

6-#7AE3

Drilled shafts)

#4AE2 (typ. @

(typ.)

#4AE1 spa.

#4AE10 spa. (typ.)

#4AE10 (typ.)

2’-0" into abut. seat.

#10AE11 dowel. Embed

(typ.)

#10AE11 dowel

S. BELCHER

See RG3235-F for details.

(typ.)

#4AE1

dowel (typ.)

#10AE11

1’-4"

(typ.)

1’-3" drain grate weephole w/ C 3" Ø

jt. filler

1" exp.

UNLESS NOTED

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g a b u t.

d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

" = 1’-0"

UNLESS NOTED

ABBREVIATIONS:

b.f. = both faces o.f. = other face f.f. = fill face

Other face

Fill face

1’-0"

SECTION A-A

WINGWALL ELEVATION

(typ. @ all four wingwalls)

#4WE bars

#5WE4

#4WE3 (typ.)

#5WE2 (typ.)

Geocomposite sheet drain with

Class 2, Type C geotextile.

Attach to wall per manufacturer’s instructions.2%

C 3" Ø weephole w/ drain grate

L

WINGWALL PLAN

(typ. @ all four wingwalls)

8’-0" wingwall (typ.)

"8 58’-4

El. 2170.52 (Abut. 2)

El. 2168.72 (Abut. 1)

El. 2177.00 (Abut. 2)

El. 2175.20 (Abut. 1)

El. 2176.25 (Abut. 2)

El. 2174.45 (Abut. 1)

A

L

48 bar diameter lap

(typ.)

or approved equal.

"OS Splice Clip", "ERICO Quick Wedge", #4 spiral

1" (typ.)

lap length

1’-0" min.

No Scale

No Scale or approved equal.

Standard coupler

"BAR-LOCK MBT"

No Scale

MECHANICAL COUPLER SPLICE

SPIRAL LAP SPLICE

MECHANICAL LAP SPLICE FOR SPIRALS

B B

DRILLED SHAFT ELEVATION

c l.

shaft (typ.)

SPLICE DETAILS (OPTIONAL)

Est. Tip El. 2133.72 (Abut. 1)

Est. Tip El. 2125.52 (Abut. 2)

K. EIKERMANN

El. 2168.72 (Abut. 1)

El. 2170.52 (Abut. 2) m in e m b e d

F6 13

S6

NOTES:

Construction joint m in e m b e d

10" c lr

Drilled shaft integrity test prior to cap pour.

longitudinal bar. Perform shaft tied to rebar cage at nearest

SECTION B-B

S. BELCHER

#4WE1a b.f.

#4WE1g b.f.

8’-0"

A #5WE4 b.f.

s p a

W

E o .f

#4WE3 o.f. (typ.)

#5WE2 f.f. &

3" Ø weephole

Fill face

Geocomposite sheet drain.

#5WE2Other face

#4WE3

wingwall pour (hatched area).

expansion joint filler, then complete and tie rods are tightened, place 1" at exposed face. After gdrs. are in place

" chamfer line4 3roughened surface with

Construction joint (typ.). Provide level abut. cap.

Bottom of

"= 7’-6", #4WE1(a-g) b.f.4 18 spa. @ 113"

Cage alignment details shall be submitted to the CO for approval.3.

measured along the longitudinal axis of the shaft/column.

longitudinal reinforcing shall be staggered by a minimum of 2’-0" as of concrete to the outside face of the component. Mechanical splices of inches measured from the surface 2 1have a clear cover not less than 1

For mechanical splice requirements see FP-14. Splice components shall

Mechanical splices may be used in spiral and longitudinal reinforcing. 2.

Minimum #4 spiral lap splice = 2’-0".1.

s p a

W

E f .f

#5WE2 f.f. (8 tot. typ.)

#8AE8 (Abut. 2)

#8AE6 (Abut. 1) or

#4AE9 spiral (Abut. 2)

#4AE7 spiral (Abut. 1) or 4

A

E p it c h

A b u t.

A

E p it c h

A b u t.

(8 tot.)

#8AE8 (Abut. 2)

#8AE6 (Abut. 1) or

#4AE9 (Abut. 2) spiral

#4AE7 (Abut. 1) or

#5WE5 f.f. & #5WE6 o.f.

5’-0"

jt. filler

1" exp.

WINGWALLS/DRILLED SHAFTS

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g w in g .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

INTERIOR BOX GIRDER

B

B

21’-0"21’-0"

A

A

9"

(typ.)

L

L

3’-0"

3" 3"

(typ. both ends)

1" Ø pipe void drain 1" Ø pipe drain

#5GE1 (typ.)

20-0.6" Ø strands

3" Ø tie rod holes

C diaphragm &

3" Ø tie rod hole (typ.)

Symmetrical about

C spanL

C 3" Ø tie rod holes

SECTION A-A

5" 5"

3"x3" fillet (typ.)

c l.

c l.

c l.

L

VIEW B-B

4’-0" e q s p a

L c l.

c l.

L

BOX GIRDER ELEVATION

"= 1’-0" horiz.2

1 Scale:

"= 1’-0" vert.1

NOTES:

4"8 spa. @ 2"

2"

8 spa. @ 2"

= 1’-6"

4"

2" cl.

between voids.

placed to drain at each end of slab beam. (typ.)

6-#4GE6

#5GE3

#5GE1

2"

Length of Girder = 90’-0"

9"

4’-0" keyway detail (typ).

See RG3235-I for

3"

#5GE5

21 spa. 1’-6" = 31’-6", 2-#5GE1

G E

Cast girders 38" longer than shown to allow for shortening due to prestressing.

After forms are removed from girders clean keyways by water jetting to remove residual form oil and other foreign materials.

See RG3235-I for diaphragm & tie rod details.

" = 1’-0"2

#5GE4 (7 tot.)

#5GE3

#4GE6 (6 tot.)

6"

#5GE1

2" cl.

#5GE2

4’-0"

1’-6" LC brg.

: debond 6’ from beam end

: debond 4’ from beam end

= 4’-0", 2-#5GE1

4 spa. @ 1’-0" 1’-6"

6" 6"

2-#5GE1

"4 15 eq. spa. = 2’-116"

= 1’-6"

4"8 spa. @ 2"

2"

8 spa. @ 2"

= 1’-6"

4"

2"

= 1’-6"

7-#5GE4

#4GE6 (6 tot.)

#5GE4 (7 tot.)

4-0.6" Ø strands

89 spa. @ 6" = 44’-6",#5GE3 (top of slab)

".8 7Estimated camber at erection prior to placement of railing and wearing surface = 2

".8 3Estimated camber at erection after placement of railing and wearing surface = 2

G7 13S. BELCHER B. ROBINSON

S7

2-#5GE1

= 1’-0" 4 spa. @ 3"

10 spa. @ 6" = 5’-0"

C 20-0.6" Ø strandsL

C 4-0.6" Ø strands

C 20-0.6" Ø strands

C 4-0.6" Ø strands

L

C Diaphragm & 3" Ø tie rod holes. See RG3235-I for details.

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g g ir d e r .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

EXTERIOR BOX GIRDER

Concrete

PRESTRESSED BOX GIRDER ESTIMATE

UNIT

INTERIOR

QUANTITY

"8

"4

" fillet8

" fillet4

KEYWAY DETAIL

BOX GIRDER ELEVATION

"= 1’-0" horiz.2

1 Scale:

"= 1’-0" vert.1

LNFT

LBS

CUYD

EXTERIOR

NOTES:

Epoxy coated reinforcing steel

See RG3235-M for Prestressed Box Girder bar list.

Note: Quantities shown are for one box girder only.

" = 1’-0"2

20.8 21.3

2160 2160

3429 3429 to avoid rail post embedments.

Note: Adjust reinforcing steel as necessary

SECTION A-A

5" 5"

3"x3" fillet (typ.)

c l.

c l.

c l.

VIEW B-B

4’-0" e q s p a

L c l.

c l.

4"8 spa. @ 2"

2"

8 spa. @ 2"

= 1’-6"

4" between voids.

placed to drain at each end of slab beam. (typ.)

#5GE3

#5GE1

2"

4’-0"

G

E

#5GE4 (7 tot.)

#5GE3

#4GE6 (6 tot.)

6"

#5GE1

#5GE2

: debond 6’ from beam end

: debond 4’ from beam end

"4 15 eq. spa. = 2’-116"

= 1’-6"

4"8 spa. @ 2"

2"

8 spa. @ 2"

= 1’-6"

4"

2"

= 1’-6"

#4GE6 (6 tot.)

#5GE4 (7 tot.)

B

B

21’-0"21’-0"

A

A

9"

(typ.)

L

L

3’-0"

3" 3"

(typ. both ends)

1" Ø pipe void drain 1" Ø pipe drain #5GE1 (typ.)

20-0.6" Ø strands

3" Ø tie rod holes

C diaphragm &

3" Ø tie rod hole (typ.)

Symmetrical about

C spanL

C 3" Ø tie rod holesL

6-#4GE6

Length of Girder = 90’-0"

9"

#5GE5

21 spa. 1’-6" = 31’-6", 2-#5GE1

4’-0"

1’-6" LC brg.

= 4’-0", 2-#5GE1

4 spa. @ 1’-0" 1’-6"

6"

7-#5GE4

7 spa. @ 6’-3"=43’-9"1’-3"

LC Rail post embedments (typ.)

L

4-0.6" Ø strands for details.

See RG3235-K

C railing insert.L detail (typ).

for keyway

See RG3235-I

2" cl.

".8

3Estimated camber at erection after placement of railing and wearing surface = 2

".8 7Estimated camber at erection prior to placement of railing and wearing surface = 2

See RG3235-I for diaphragm & tie rod details.

remove residual form oil and other foreign materials.

After forms are removed from girders clean keyways by water jetting to prestressing.

" longer than shown to allow for shortening due to 8 3Cast girders

89 spa. @ 6" = 44’-6", #5GE3 (top of slab)

S. BELCHER B. ROBINSON H8 13

S8

3"

6"

2-#5GE1

2-#5GE1

= 1’-0" 4 spa. @ 3"

10 spa. @ 6" = 5’-0"

C 20-0.6" Ø strandsL

C 4-0.6" Ø strands

C 20-0.6" Ø strandsL

C 4-0.6" Ø strands

L. ORTIZ

UNLESS NOTED

embedment spa.

Rail post

C Diaphragm & 3" Ø tie rod holes. See RG3235-I for details.

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g g ir d e r .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

L tie rod hole

LL

"2

3"

To C Span

1" (typ.)

" diaphragm (typ.)2

C box girder

C tie rodL

C tie rodL

10"

4"6"

L

"2 14 " diaphragm (typ.)2

C box girder

C tie rodL

C tie rodL

L tie rod hole L

EXTERIOR BOX GIRDER

PLAN

ELEVATION

PLAN

INTERIOR BOX GIRDER

tie rod hole L L

1" (typ.)

tie rod hole L L

Interior face

No Scale and lubricated.

(to fit tie rod threads)

Nuts tapped oversize.

TIE ROD AND PLATE DETAIL

NOTES:

1" = 1’-0"

SHEAR KEYWAY DETAIL

" = 1’-0"2

1Scale:

Tie rod

Circular washer under nut.

3" Ø formed tie rod hole (typ.)

rods. See notes.

prior to placement of tie

Fill shear key with grout

BOX GIRDER DETAILS

holes.

to prevent grout from entering tie rod

Seal around pipe sleeves as necessary shear key with pvc pipe sleeve (typ.)

Seperate tie rod crossing through with non-shrink grout.

Tie rod recess. Fill

C box girder with non-shrink grout.

Tie rod recess. Fill

3"

To C Span

1" (typ.)

L

Interior face

C box girderLL

PLAN @ END

PLAN @ END

Box girder end

L seal joint

Backer rod to tie rod hole L tie rod hole

" minimum thread each end.2

Box girder end

" 1centered for

1plate (A36) with 1

5" x 5" x 1" thick bearing

K. EIKERMANN S. BELCHER 9 13 I

S9

1’-6" 1’-6" sleeve with capped top.sleeve with capped top.

K. EIKERMANN

shall not be constructed until tie rods have been fully tensioned.

until the tie rods have been properly tensioned. Bridge railing

No traffic or heavy equipment will be permitted on the box girder bridge shall submit for approval proposed method of tightening tie rods.

Tie rods shall be tightened to a minimum tension of 60 kips. The contractor tie rods.

After pouring grout keyway, water cure for 3 days minimum before placing debris until they are filled.

Contractor shall cover and protect the shear keys from weather and compressive strength of 5000 psi at 24 hours.

Keyway grout shall be prepackaged non-shrink type with minimum

Tie rods, plates, nuts and washers shall be galvanized.

heavy hex conforming to ASTM A563, Grade DH.

High strength rods shall conform to ASTM A722, Grade 150. Nuts shall be

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g g ir d e r .d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

No Scale

No Scale

No Scale

C Rdwy.L

0% ty p

Box Girder A

Box Girder B

Box Girder C

Box Girder D

L

Tie Rod Spa.

C Tie rod. See RG3235-I for details.

DECK PLAN

TYPICAL SECTION

TYPICAL SECTION & DECK PLAN

details.

See RG3235-I for shear key

Longitudinal shear key (typ.).

16’-0"

Sta. 3+28.00

End Bridge

Sta. 2+38.00

Begin Bridge

L

L

8’-0"8’-0" membrane.

surface on waterproofing

2" asphalt wearing membrane.

on waterproofing

Hot asphalt pavement

SECTION A-A

ends of p/s girders (typ.).

Apply dampproofing to all girders @ both ends) sleeve with capped top. (typ.

A

3’-0" 21’-0"

90’-0"

21’-0" 21’-0" 21’-0"

A

3’-0"

C Rdwy.

p/s box girder.

Bridge & end

Begin or End

K. EIKERMANN

C Brg. & dowel (typ.)L joint filler.

flexible cellular bearing pad w/

3/4" elastomeric side dam.

galvanized guard angle

" 4 1Gutterline & L2"x2"x side dam.

galvanized guard angle

" 4 1Gutterline & L2"x2"x

(typ.).

guard angle side dam

" galvanized 4 1L2"x2"x details.

(typ.). See RG3235-K for bridge railing (ODOT BR226)

Steel side mounted

J

4 prestressed box girders @ 4’-0" = 16’-0"

C Diaphragm & tie rod (typ.).

See RG3235-I for details.

" (typ. @ int. diaph.)2

1" expansion joint filler (typ. between endwall and box gdr.).

1’-6" 1’-6"

Begin or

End Bridge

Profile

Grade

STRUCTURAL BACKFILL PAY LIMITS

Pay Limits for

Structural

Backfill to 704.03 conforming

Backfill material

1’-6" 1’-6"

Excavation

Structure

Pay Limits for

Approx. existing ground @ C Rdwy.L

STRUCTURE EXCAVATION PAY LIMITS

Begin or

End Bridge r d w y s e c ti o n

Existing abutment to be removed.

Existing abutment to remain in place.

K. EIKERMANN

S10

10 13S. BELCHER

2’-0" into abut. seat.

#10AE11 dowel. Embed

Place end post prior to endwall construction to facilitate post bolt placement. (typ.)

" = 1’-0"8 1scale:

UNLESS NOTED

1/4" = 1’-0"

N

C A \e r f o n 1( 1) \B r id g e \R

G \C

A e s \D

G N

F il e s \r g ty p ic a l.

d g n

RG3235-

CA

SISKIYOU COUNTY, CALIFORNIA

WEST BRANCH INDIAN CREEK BRIDGE

BRANCH BRIDGE

18N31(1) UPPER WEST

CA ERFO KLAMATH NF

typ.

/4–6"L noted on project plans

1" unless otherwise typ.

typ.

1’-3"

6"

1"

4"

1’-3" min.

1" * bolts

Ctr. of posts

Ctr. of

7"

Top and btm.

"4

"2

"4

"2

"4

2 "2

"2

"2

"2

"4 12 "2

13 "4

" Upper4

" Bottom8

U p p e r

B o tt o m

"2 12’-3

"4 32’-4

"4 32’-4

1’-7" behind each nut *

Cast 1" dia. voids plate (two places, opposite side)

1" dia. H.S. nut tack welded to to completely cover hole).

post (position plate washer

"x1" slotted holes in8

" dia. holes4 32 -

" long2 1 x 34

1HSS6 x 3 x x 8 x 52

1PL

C End Rail PostL

PLAN

ELEVATION

" 4

" 4

" bolts.4 1" dia. x 34

3for

" dia. holes (ea. angle)8 72-x 6" long 4 32-L6 x 4 x

SECTION A-A

SECTION AT RAIL POST

flange for utility hanger

" dia. holes in outside8 72-

" dia. x 6" bolt.8 slotted holes for

" x 3" 16 132 -

Lower post bolts

1-0.135" thick element

Terminal connector

5HSS8 x 4 x

A

A

1HSS6 x 4 x

Tighten to firm contact.

and 1 nut (4 reqd., each post).

"). 1 lockwasher 16 5" x 2" x 4

3(1 stud x 2" long with 1 plate washer

" reduced weld base 4 3Threaded slotted hole in post.

" 2 1"x 516

13Center line of

BB

" bolts.4 1" dia. x 34

3for

" dia. holes (each angle)8 72-

" bolt.4 3for 1" dia. x 7

" dia. hole (ea. angle)8

Upper post bolts

" dia. x 6" bolt.8

"x3" slotted holes for16 132 -

Lower post bolts x 4" long4 1HSS6 x 4 x

See Anchor Device x 8 x 52

1PL

x 4" long4 1HSS6 x 4 x as required for post chamfer corners 4 1Grind L6 x 4 x x 6" long 4 32 - L6 x 4 x

Rail splice

Silicon (typ.)

Galvanize-Control

(Continuous rails over 2 or more posts) or jam nuts with std. washers and lock nuts

" dia. galv. bolts (A307) 8 52 -

" dia. holes *8 12-1

PLAN

SECTION B-B

ANCHOR DEVICE

SECTION C-C

C

C

RAIL SPLICE DETAILS

" 4 35" 2

17" 4

"4

3"4"

" 2

4"3""4

PL 1 x 6 x 1’-7"

" square bar8 x 6 2 1 x 12

1PL

C postL

1"

2" behind each nut *

Cast 1" dia. voids x 62 1 x 12

1PL

PL 1 x 6 x 1’-7"

" square bar8

" dia. H.S. bolt (*).8 nut ASTM A563, Grade DH for

3" long high strength coupling shear studs

" dia. x 12" welded 4 36-

1from PL

Make splice tube galv. to assure proper fit

Grind all edges prior to

B. ROBINSON

K. EIKERMANN

NONE

Pay Length for Bridge Railing shown on this end for clarity.

Guardrail Connection not

NOTE:

DETAIL D

See Detail D.

" long.2 1 x 34

1HSS6 x 3 x

K11 13

S11

W6x25 post.

longitudinal bars as required.

Adjust location of box girder

NOTE:

box gdr.

p/s concrete

End Bridge.

Begin or x 1’-7" PL 1 x 6

" bolt.4 31" dia. x 7

(ea. angle) for

" dia. hole 8

Upper…