CA 2020(1) Plans.pdf

CURTIS R SCOTT Digitally signed by CURTIS R SCOTT Date: 2021.02.04 07:39:03 -07'00'

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

A2

ABBREVIATIONS DRAINAGE SYMBOLS

GEOLOGIC SYMBOLS

DI

FENCE & CATTLEGUARD SYMBOLS

Cattleguard (Existing, Proposed)

Fence w/ Gate (Existing, Proposed)

Fence (Existing, Proposed)

Material Source

Boring Location (Existing, Proposed)

Riprap Apron (Proposed)

Underdrain (Existing, Proposed)

With Drop Inlet (Existing, Proposed)

With Headwalls (Existing, Proposed)

With End Sections (Existing, Proposed)

Pipe Culvert (Existing, Proposed)

Box Culvert (Existing, Proposed)

Bridge (Existing, Proposed)

Spring

River

Wetland

Large Creek

Lake, Pond or Reservoir

Drainage or Small Creek

Flow Arrow

Ditch (Existing, Proposed)

SPRING

D jt.J int.

incr.

incl.

IDI

hwy.

HW

horiz.

hex.

HES

hdwl.H gdr.

galv.

ga.G ftg.

fin.

FES

Fed.

f.f.F ext.

exp. jt.

exc.

EW

et ux et al

ER

EQ or eq.

EOP

engr(s).

emb.

elev.

El. 94.066 e

EE

dwg(s).

DLC

Dist.

dist.

diaph.

diag.

dia. or D

DI

DHV

decr.D culv.

CTSM

ctrs.

CS

cr.

corr.

cont.

constr. jt.

constr.

conc.

col.

Co.

CMP

clr.

c-c

CBCC

brg.

br.

BP

BM

BK

beg.

b.f.B asph.

appr.

alt.

AH

aggr.

ADT

abut.A west vertical point of intersection vehicles per hour vertical design speed typical point of tangent to spiral transverse temporary construction easement temporary bench mark tangent township tangent length symmetrical structural straight stiffener standard station point of spiral to tangent street specification spacing, Spaces or Spaced shoulder section point of spiral to curve seasonal average daily traffic south route right reference hub retaining wall

Reservation reservoir required reinforcement reconstruction roadway road right-of-way range radius quantities pavement point of tangent pounds per square inch project point on tangent point on spiral point on curve plate point of intersection perforate point of compound curve point of curve outside diameter other face on centers number negative normal crown north mountain(s) monument minimum maximum material maintenance magnetic low water left lump sum longitudinal latitude lamination length of curve

WW

VPI

vph vert.

VV

typ.

TS

transv.

TCE

TBM

tan.

T.

TT

sym.

struc.

str.

stiff.

std.

sta.

ST

st.

spec.

spa.

shldr.

sec.

SC

SADT

SS

rte.

Rt. or RT

RH

ret. wall

Res.

res.

reqd.

reinf.

reconst.

rdwy.

rd.

R/W

R.

RR

quant., QtyQ pvmt.

PT

psi proj.

POT

POS

POC

pl.

PI

perf.

PCC

PCP

OD

o.f.

o.c.O

no. or # neg.

NC

NN

mtn(s).

mon.

min.

max.

matl.

maint.

mag.M

LW

Lt. or LT

LPSM

long.

lat.

lam.

LL

EROSION & SEDIMENT CONTROL SYMBOLS

joint interior increment inclusive,including inside diameter highway high water horizontal hexagon homestead entry survey headwall girder galvanized gage (gauge) footing finish flared end section federal fill face exterior expansion joint excavation edge of water and wife and others edge of road equation edge of pavement

Engineer(s) embankment elevation elevation with number superelevation rate east drawing(s) donation land claim district distance diaphragm diagonal diameter drop inlet design hour volume decrement culvert contingent sum centers point of curve to spiral creek corrugated continuous construction joint construction concrete column county corrugated metal pipe clear center to center concrete box culvert bearing bridge balance point bench mark back beginning,begin both faces asphalt approach alternate ahead aggregate average daily traffic abutment diameter curve delta centerline

Ø

Riprap

Rolled Erosion Control Product

Diversion Berm

Check Dam

Bonded Fiber Matrix Mulching

Fiber Roll (Slope Protection)

Temporary Inlet Protection

Silt Fence

Fiber Roll (Ditch and/or Cut Slope)

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts A G e n s h t\

C A s y m .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

SAN VICENTE BRIDGES

CA BLM 2020(1)

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Sheet 2 of 2

A3

Root Wad

36 31

36 31

6 1

ˆ

Treeline

Tree

MAPPING SYMBOLS

LANDSCAPING & VEGETATION SYMBOLS PROJECT SPECIFIC SYMBOLS

RIGHT-OF-WAY SYMBOLS

ROADWAY SYMBOLS

SIGN SYMBOLS

UTILITY SYMBOLS

Retaining Wall (Existing, Proposed)

Median & Side Barrier (Existing, Proposed)

Guardwall (Existing, Proposed)

Guardrail (Existing, Proposed)

GUARDRAIL, BARRIER & WALL SYMBOLS

Post Mounted (Existing, Proposed)

Portable (Proposed)

Delineator (Existing, Proposed)

Commercial (Existing, Proposed)

Signs

Telephone

Power

Fiber Optic

CATV

Overhead Utility Line (Existing, Proposed)

Water

Telephone

Sanitary Sewer

Power

Oil

Gas

Fiber Optic

CATV

Underground Utility (Existing, Proposed)

Telephone Pedestal (Existing, Proposed)

Telephone Booth (Existing, Proposed)

Street Light (Existing, Proposed)

Support Pole Anchor (Existing, Proposed)

Support Pole (Existing, Proposed)

Surface (Existing, Proposed)

Underground (Existing, Proposed)

Irrigation Ditch

999.9

Roadway Obliteration

Roadway Centerline (With Station ticks)

Proposed

Existing

Edge of Roadway

Toe of Fill

Transition

Top of Cut

Slope Stake Limits

Clearing/Construction Limits

Survey Control Point

Trail

Spot Elevation

Double Track

Single Track

Railroad

North Arrow

Coordinate Grid Tick

Building (Existing, Proposed)

Section Corner (Found)

Section Corner (Found, Projected)

Section Corner (Found, Projected)

Right-of-Way Line (Proposed)

Right-of-Way Line (Existing)

Property Line

Parcel Number

Monument (As described)

Temporary (Proposed)

Permanent (Proposed)

Permanent (Existing)

Easements

National Wildlife Refuge

National Park

National Forest

Bureau of Land Management

Bureau of Indian Affairs

Section

Section

Section

Township or Range Line

City

County

State

National

Boundaries

STATE PROJECT

A

M N C

A R o a d w a y C

A D

D S h e e ts A G e n s h t\

C A s y m .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

REVISIONS (OR CHANGE NOTICES)

DESCRIPTION

NO.

DATE INIT.

elevation is approximately 107.0’ above sea level.

vertically, move control point #4110 to 1835677.192N, 6069428.781E. The true

Coordinates, which will be accurate to within approximately 10’ horizontally and 15’ on State Plane Coordinates. In order to move the mapping to approximate State Plane notThis mapping was created from Survey data performed on assumed coordinates, A4

SURVEY CONTROL

STATE PROJECT

P

M C a a S a n V ic e n te A G e n s h t\

C A c o n tr o l_ s h e e t.

d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts A G e n s h t\

C A

S it e

M a p .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

SAN VICENTE BRIDGES

CA BLM 2020(1)

SITE MAP

A5

Bridge #1 to Bridge #2 - 0.82 mi.

Bridge #2 to Gate #3 - 0.21 mi.

Gate #1 to Gate #2 - 0.47 mi.

Davenport

C a b rillo H w y

B o n n y D o o n R o a d

10 miles

To Santa Cruz

65 miles

To San Francisco

0.50.250

Scale in Miles

W ar ne ll

Tt

V ic e n te S t

S a n

S a n V ic e n te S t

1. Coordinate with CO to gain access to the various gates.

NOTE:

U s e r M e li s s a .J u c h a

A6

3% pavement)

(top of

Profile grade

1:3 1:3

Existing ground

Foreslope Foreslope

NOTE:

NO SCALE

BRIDGE #1 (LOOKING WEST) BRIDGE #1 (LOOKING EAST)

1:

.5

(Both sides) drainage and appearance.

as necessary for

Shape and compact

1:3 1:3

Existing ground

Foreslope Foreslope

(Both sides) drainage and appearance.

as necessary for

Shape and compact

1:2

1:21:

pavement)

(top of

Profile grade

Embankment

Embankment

BRIDGE #1 APPROACH

TYPICAL SECTION

3%

3% 3%

Method 1

6" Roadway Aggregate, Method 1

6" Roadway Aggregate, .1.5' 1.5'

1.5' 1.5'

Traveled Way

Traveled Way

Clearing and construction limits

2'2'

2'

Clearing and construction limits

2'

Match cross slope at beginning and end of bridge.

adequate drainage and stability.

embankment slope ratios may be adjusted by the CO for

The gradient and width of roadway ditches and the excavation and

Dimensions shown are approximate and may be varied by the CO.

3.

2.

1.

8' to 14' (at bridge)

8' to 14' (at bridge)

3. 3.

3. 3.

FROM WEST (LOOKING EAST)

APPROACHING BRIDGE #1

8+40 to 10+03.18

(WESTERN APPROACH)

BRIDGE APPROACH TYPICAL SECTION

10+54.18 to 11+47

(EASTERN APPROACH)

BRIDGE APPROACH TYPICAL SECTION

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts A G e n s h t\

C A ty p a p .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

Sheet and Description

B2 S2

Tabulation of

Quantities

Bridge Sheets Allowance Bid

Schedule

A0050 15101-0000 MOBILIZATION LPSM All ALL

A0060 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM All ALL

A0070 15214-1000 SURVEY AND STAKING, BRIDGE LPSM All ALL

A0080 15301-0000 CONTRACTOR QUALITY CONTROL LPSM All ALL

A0090 15401-0000 CONTRACTOR TESTING LPSM All ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM All ALL

A0110 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 620 30 650

A0120 20103-0000 CLEARING AND GRUBBING SQYD 474 26 500

A0130 20304-2000 REMOVAL OF BRIDGE (BRIDGE #1) LPSM All ALL

A0140 20304-2000 REMOVAL OF BRIDGE (BRIDGE #2) LPSM All ALL

A0150 20401-0000 ROADWAY EXCAVATION (CHANNEL) CUYD 56 4 60

A0160 20420-0000 EMBANKMENT CONSTRUCTION CUYD 266 34 300

A0170 20801-0000 STRUCTURE EXCAVATION CUYD 160 160 Contract Quantity A0180 20803-0000 STRUCTURAL BACKFILL CUYD 70 70 Contract Quantity

A0190 30202-1000 ROADWAY AGGREGATE, METHOD 1 TON 87 20 13 120

A0200 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 53 53 Contract Quantity A0210 55401-2000 REINFORCING STEEL, EPOXY COATED LB 5,100 5,100 Contract Quantity A0220 55504-0000 PRE-FABRICATED STEEL BRIDGE (49'-0" x 14'-0" modular steel vehicular bridge) LPSM All ALL

A0230 60101-0000 CONCRETE CUYD 10 10

A0240 62201-3000 HYDRAULIC EXCAVATOR HOUR 20

A0250 62301-0000 GENERAL LABOR HOUR 20

A0260 62632-0000 PLANTINGS (ROOT WAD) LPSM All ALL

A0270 62901-0000 ROLLED EROSION CONTROL PRODUCT SQYD 500 500

A0280 63301-0000 SIGN SYSTEM EACH 4 4

A0290 63308-3000 OBJECT MARKER, TYPE 3 EACH 4 4

A0300 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 4 4

MileStone: 100% Date Completed: 02/03/21 Report Date: 02/03/21

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A 3-

Fe b-

:4

A M

Remarks and/or Determination of Estimated

Quantity Pay Item Description Unit

Estimated Quantities

N

C A\

(1

R oa dw ay

\C

AD

D _S he et s\ B -S um m

SO

Q _1

.x ls m ]S he et

STATE PROJECT

B1BLM 2020(1)

SAN VICENTE BRIDGESCA

SHEET

NUMBER

B2

TABULATION OF QUANTITIES

STATE PROJECT

A

M N C

A R o a d w a y C

A D

D S h e e ts B S u m m T a b u la ti o n o f

Q u a n ti ti e s .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

8+00

PC 8+32.47

PT 8

.7

PC

.2

P T

.0

P O

T

.5

P C

.6

P T

.4

P O

T

.0

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts C

M L P

P P

N P

M A I N

C .d g n

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

SAN VICENTE BRIDGES

CA BLM 2020(1)

8.

0%

50' VC

V P I

E L

.2

.7

V P I

E L

,0

.5

+1.000%

40' VC

70' VC

,0

.5

E L

,0

.9

V P I

1,000

1,005

10+00 11+00 12+00

C1

100'50'0

Scale in Feet

1,000

1,005

1,0101,010

9+008+00

Station 8+40

CA BLM 2020(1)

Begin Project

8'

Curve = MAIN-3

PI 11+04.55

D

R = 95.00'

T = 47.96'

L = 88.82'

Curve = MAIN-2

PI 9+69.37

D

R = 100.00'

T = 28.12'

L = 54.83'

Curve = MAIN-1

PI 8+65.20

D

R = 100.00'

T = 32.74'

L = 63.27'

NOTE:

BRIDGE #1 PLAN & PROFILE

Station 11+47

CA BLM 2020(1)

End Project

ONE LANE

BRIDGE

ONE LANE

BRIDGE

bridge width

8' width to 14'

Begin taper from

B e g in B r id g e

E n d B r id g e

.1

.1

Construction limits at approach

Tie in aggregate

End Bridge, W = 14'

Sta. 10+54.18 at approach

Tie in aggregate

Begin Bridge, W = 14'

Sta. 10+03.18

See Special 633-A

Object Marker (typ.)

Install Type 3, See Special 633-A

Object Marker (typ.)

Install Type 3, directed by CO

Location as

Install W5-3 directed by CO

Location as

Install W5-3

Existing ground

Proposed grade

+2.00 0%

.0

See Special 626-A to create root wad

Remove oak tree

See S3 for details

Remove concrete weir width to 8' width

14' bridge

End taper from

See Sheet C2 for channel side slope grading.

0.25 miles of Bridge #1. Confirm location with CO.

available for contractor use and is stockpiled within

Approximately 250 cubic yards of borrow material is at least 21 days prior to requested access.

facilitate contractor access. Provide notice to the CO

San Vicente Road between Bridges #1 and #2 to

The BLM will clear woody debris from the roadbed of

3.

2.

1.

1000 1000

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts C

M L P

P P

L A

N

M A I N

C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

SAN VICENTE BRIDGES

CA BLM 2020(1)

20'10'0

Scale in Feet of Water

Existing Edge

C2

GRADING PLANBRIDGE #1

grade contours

Approximate final

Limits

Construction

Limits

Construction grade contours

Approximate final

S a n V ic e n te C re e k

S a n V ic e n te C r e e k x

Offset= 34.216 L

Elev= 1002.97

Y= 10026.456

X= 9969.163

Offset= 36.008 L

Elev= 998.00

Y= 10034.843

X= 9988.708

Offset= 23.416 L

Elev= 993.09

Y= 10024.923

X= 9998.783

Offset= 20.586 L

Elev= 993.03

Y= 10028.429

X= 10018.296

Offset= 24.181 L

Elev= 993.98

Y= 10035.495

X= 10029.330 x x x x x x x x

Offset= 34.501 R

Elev= 994.85

Y= 9971.207

X= 10020.793

Offset= 48.991 R

Elev= 992.81

Y= 9953.050

X= 10012.109Offset= 37.127 R

Elev= 992.97

Y= 9957.712

X= 9988.528

Offset= 39.120 R

Elev= 995.31

Y= 9954.760

X= 9985.968

Offset= 22.796 R

Elev= 997.93

Y= 9967.964

X= 9974.222

1:1.75 1:1.75

:1 .7

:1 .7

:1 .7

1:2

1:2

Offset= 15.691 L

Elev= 997.52

Y= 10011.160

X= 9981.874

Offset= 26.504 R

Elev= 997.05

Y= 9984.223

X= 10034.595

Staging Area

Potential

Limits

Construction

Offset= 13.873 R

Elev= 997.67

Y= 9992.993

X= 10020.937

50'

SILT FENCE

6" min. trench

6" min.

18" min.

30" min.

24" min.

C157-50

NOTE:

4.

3.

2.

1.

6 ft. (max.)

fence support mesh = withoutPost spacing

10 ft. (max.)

fence support mesh =withPost spacing running around the ends.

fence up the slope to prevent water from

As the slope is constructed, curve the silt contours as closely as possible.

Install silt fence to follow the ground manufacturer's recommendations.

machine-sliced silt fence according to the slicing as approved by the CO. Install

Silt fence may be installed using machine

DETAIL APPROVED FOR USE

REVISED: 08/2014

P

M N C

A R o a d w a y C

A D

D S h e e ts E C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY DETAIL

U s e r M e li s s a .J u c h a

E1

ELEVATION

PLAN

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Flow Fi ll slo pe

Flow

T o e o f s lo p e

Flow

(undisturbed)

Existing ground

END POSTS DETAIL

PLAN

PLAN

END DETAIL

ELEVATION

Fi ll sl op e

Steel or wood post

Backfilled and compacted soil

Limits of clearing

Steel or wood post

Varies

Varies

See Note 3 for spacing

See Note 4

Fasten fabric to posts.

around each post one full turn.

Fold geotextile fabric

NO SCALE

PLAN

T o e o f s lo p e

Note 3See

Staple or tie

Top of posts tied together.

Posts driven tightly together.

Steel or wood posts

POSTS AT JOINTS

See End Posts Detail

End posts

Geotextile fabric

Staple or tie

SILT FENCE AS PERIMETER CONTROL

Fill

Existing ground

Sheet flow Silt fence

PLAN

SECTION A-A

A

A

Roadway

Edge of shoulder

Edge of shoulder

Toe of slope

Toe of slope

Posts Detail

See End

End posts

Silt fence

Fence support mesh (optional)

Section A fabric

Geotextile

Section B

Geotextile fabric

Geotextile

See Typical Section Sheet

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts E C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

Drawing No. Description

BRIDGE DRAWING INDEX

GENERAL NOTES

FOUNDATION PLAN

PLAN AND ELEVATION RG3170-A

RG3170-B

REBAR LIST

PLAN & ELEVATION

1 A1" = 10’-0"

ELEVATION

PLAN

L

Wingwall A

Wingwall B

Wingwall C

Wingwall D

(typ.)

15° (typ.)

HYDRAULIC DATA

Elev.

WS

ft/sec.

V ft /sec

Q

Q2

50Q

Q

Q

5.51

9.85

997.39

Rdwy. Plans for details.

all 4 corners). See

Object Marker (typ. @

ABUTMENTS

WINGWALLS

RG3170-C

RG3170-G

RG3170-D

RG3170-E

RG3170-F

RG3170-H

RG3170-I

C r e e k

S a n V ic e n te

ABUTMENT 1

ABUTMENT 2

FIX

EXP

S1

N

Grade +1.000%

PROFILE GRADE DIAGRAM

No Scale

Elevations are at profile grade @ C Rdwy.L

+1.000%

B. ROBINSON

El. 1,002.80

Sta. 10+03.18

Begin Bridge

Profile Grade

L

El. 1,002.80

El. 1,002.80

El. 1,003.31

El. 1,003.31

El. 1000.3

Low chord

1 (typ.) El. 994.0

El. 989.0

@ C Rdwy.

Approx. existing ground vertical datum.

face of bridge, referenced to local project

Water surface elevations are at upstream

Note:

Q

Q

Q5

7.41

8.17

9.29

999.29

1000.44

1001.13

10.33

10.69

1001.60

1002.03

1002.38 Q W/S El. 999.29

C Rdwy.

Horizontal Curve Data:

Horizontal Curve Data:

P T

.0

P C

.6

10+00 10+50

PI 9+69.37

T = 28.12’

L = 54.83’

D

PI 11+04.55

D

T = 47.96’

L = 88.82’

BRIDGE #2 REMOVAL

E l.

,0

.9

V P I

+8.000

E l.

,0

.5

V P I

40’ VC

R = 100.00’

R = 95.00’ Length of Bridge = 51’-0"

Thrie Beam Bridge Railing

" 4 32’-0 " 4

32’-0 with aggregate base fill.

structural steel decking with steel girders and

Modular steel bridge splice (optional).

Bolted field

70’ VC

50’ VC

E l.

.2

V P I

E l.

,0

.8

S ta

.1

B e g in B r id g e pedestrian handrailing.

Tubular steel

TYPICAL SECTION

EXCAVATION/BACKFILL DETAILS

El. 1,003.31

Sta. 10+54.18

End Bridge to El. 993.0 or bedrock (typ.).

Remove existing embankment

Finished grade.

End Section (typ.)

Flared Thrie Beam

10’-0" wingwall

R. OWEN N. MARSHALL

E l.

,0

.3

S ta

.1

E n d B r id g e

" 2 13’-1 spa. (typ. both sides)

Bridge Railing Post spa. (typ. both sides)

Bridge Railing Post

3 spa. @ 6’-3" = 18’-9" 4 spa. @ 6’-3" = 25’-0"

NO.

PROJECTSTATE

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALECHECKED BYDRAWN BYDESIGNED BYREVISIONS

BY

DATENO.

REVISIONS

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KARL EIKERMANN

U.S. DEPARTMENT OF TRANSPORTATION

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

SANTA CRUZ COUNTY, CALIFORNIA

of 9 MARCH 2020

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

Structure Excavation CUYD

CUYD

LB

15214-1000

20304-2000

20801-0000

55201-0200

55401-2000

(1) (2)

2 B eq eq

Reinforcing steel, epoxy coated

NONE

20803-0000 Structural Backfill 70 CUYD

K. EIKERMANN K. EIKERMANN

S2

20304-2000

Removal of Bridge (Bridge #1)

Removal of Bridge (Bridge #2) All req’d LPSM

R

(1)

30202-1000 20Roadway Aggregate, Method 1 TON

All req’d LPSM55504-0000 Prefabricated Steel Bridge (49’-0"x 14’-0" modular steel vehicular bridge) (3)

B. ROBINSON

(1) (5)

(4)

CUYD1060101-0000 Concrete (6)

R. OWEN

Structural Concrete, class A(AE)

N. MARSHALL

(7)

(7)

(6)

(5)

(4)

(3)

(2)

(1)

Existing bridge plans are not available. See inspection report for information on existing bridge.

EXISTING BRIDGE:

Perforated pipe and non-perforated pipe shall conform to AASHTO M252.

DRAINAGE:

Design pads per AASHTO LRFD Design Method A.

shall be galvanized. Steel reinforced bearing pads shall conform to AASHTO M251, 60 Durometer hardness, elastomer grade 3 or higher.

Anchor bolts shall conform to ASTM F1554, Grade 55 or 105. Hex nuts shall conform to ASTM A563, Grade A. All anchor bolt hardware

Guardrail shall provide a minimum TL-1 crash test level rating.

Thrie-beam guardrail elements shall be galvanized steel conforming to AASHTO M180, Type II, Class B (10 gauge).

for connection of decking to girder shall conform to ASTM F3125, Grade A325, Type 1. All clips and connection hardware shall be galvanized.

Structural steel corrugated decking shall conform to ASTM A653, Grade 50, Class 1 or ASTM A1011-SS and shall be galvanized. Fasteners

ANSI/AASHTO/AWS D1.5, and shall be by a certified welder.

shall be galvanized after fabrication according to AASHTO M111 or AASHTO M232, as applicable. All welding shall conform to the

ASTM F3125, Grade A325, Type 1. All structural steel components of bridge including girder, diaphragms, splices and connection bolts of construction. All field connections shall be designed as slip critical, friction type, and shall be made with fasteners conforming to unless otherwise shown on the plans. The contractor shall be responsible for the stability of the structure during all phases and bridge rail posts shall be high-strength low alloy steel conforming to AASHTO M270, Grade 50 (ASTM A709, Grade 50)

The steel fabricating company shall be certified under the AISC Quality Certification Program. All structural steel for girders, diaphragms, Special Contract Requirements for additional requirements.

Provide modular steel girder bridge with structural steel decking, and steel vehicular railing as shown on the plans. See Section 555 of the

PREFABRICATED STEEL BRIDGE:

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

lengths for all bar sizes shall be as noted on the plans. Bar splices other than those shown on the concrete cover to the face of any bar shall be 2", unless noted otherwise on the plans. Minimum splice

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed. The minimum

REINFORCING STEEL:

meet the requirement of AASHTO M213.

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

", unless noted otherwise on the plans. Flexible cellular 4 3Chamfer exposed edges of all concrete compressive strength f’c = 4500 psi. All cast-in-place concrete shall be made with Type ll cement.

All cast-in-place concrete shall be Structural Concrete, Class A(AE), with a minimum 28-day

CONCRETE:

The factored bearing resistance, q = 15.2 kips per square foot. Resistance factor = 0.45 (Strength Limit State).

For sliding the friction factor between rock and concrete is taken as 0.70. Resistance factor = 0.80 (Strength Limit State).

of footing width for footings on rock.10 9Abutment external stability designed by LRFD. The resultant of all loads is at or within the middle

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

DESIGN CRITERIA:

Site Class = B. Seismic Zone = 4.

Long period acceleration at 1.0 seconds (S = 0.621 g) modified by the Site Coefficient (F = 1.000) to give the long period spectrum acceleration, S = 0.621 g.

Short period acceleration at 0.2 seconds (S = 1.408 g) modified by the Site Coefficient (F = 1.000) to give the short period spectrum acceleration, S = 1.408 g.

Peak Ground Acceleration (PGA = 0.605 g), modified by the Site Coefficient (F = 1.000) to give a spectrum acceleration, A = 0.605 g.

SEISMIC:

LIVE LOAD SURCHARGE: Equivalent to a height of soil. For Abutments h = 3 feet, for Wingwalls h = 2 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:

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

WIND LOAD:

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

LIVE LOAD:

Aggregate base: 140 lbs. per cubic foot.

Soil: 120 lbs. per cubic foot.

Future Wearing Surface: No allowance.

Structural 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, Seventh Edition, 2014 with interim revisions through 2016.

SPECIFICATIONS:

Includes cost of regrading embankments.

Includes cost of minor concrete as required to meet footing embedment requirements.

Includes cost of backfill material.

Includes cost of removing and disposing of existing concrete wall and concrete weir.

and all associated hardware.

sections, structural steel decking, splice plates, elastomeric bearing pads, bearing plates, anchor bolts, diaphragms, steel railing posts, tubular steel handrailing, thrie beam railing, flared thrie beam end

Includes cost of furnishing and erecting modular steel bridge including structural steel girders and joint fillers. Estimated quantity of geocomposite sheet drain = 50 square yards.

Includes cost of furnishing and installing geocomposite sheet drain, weepholes, drainage pipe, and all

Contract Quantity.

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

ELEVATION

L

Wingwall A

Wingwall B

Wingwall C

Wingwall D

15° (typ.)

C r e e k

S a n V ic e n te

ABUTMENT 1

ABUTMENT 2

N

Grade +1.000%

Profile Grade

L to be removed.

Existing bridge coordinates.

Note: Survey information based on assumed

El. 994.0

El. 989.0 of bedrock

Estimated location

@ C Rdwy.

Approx. existing ground of bedrock

Estimated location

Q W/S El. 999.29 to El. 993.0 or bedrock (typ.).

Remove existing embankment slope (typ.).

embankment

Toe of

C Rdwy.

Horizontal Curve Data:

Horizontal Curve Data:

P T

.0

P C

.6

10+00

10+50

PI 9+69.37

T = 28.12’

L = 54.83’

D

PI 11+04.55

D

T = 47.96’

L = 88.82’

R = 100.00’

R = 95.00’

COTONI-COAST DAIRIES NATIONAL MONUMENT

1" = 10’-0"B. ROBINSON

FOUNDATION PLAN

FOUNDATION PLAN

48’-0"

C3

FOUNDATION NOTES:

Location

Abut. 1

Abut. 2

Location

Abut. 1

Abut. 2

Max. Bearing PressureMax. Bearing Pressure

S ta

.6

C B r g

A b u t.

S ta

.6

C B r g

A b u t.

L

L

FOUNDATION TABLE

6.5 ksf (Strength I)

2’-6" ty p

5’-0"(typ.)

S3

R. OWEN N. MARSHALL

12.8 ksf (Strength I)

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

Dept. of Transportation, Federal Highway Administration, Central Federal

Report # CA-LX-2020-19-01, dated December 2019, prepared by U.S.

See Final Geotechnical Report: San Vicente Bridges, TP19-02 TP19-01

LEGEND

Location of any

TYPICAL TEST PIT SYMBOL

test pit

Sta. 10+03.18

Begin Bridge

Sta. 10+54.18

End Bridge for Removal of Bridge #1.

below finished grade. Include in payment

Existing concrete weir to be removed to 2’ sheet C2 for details.

to existing ground. See Rdwy. Plans regrade to provide smooth transition

Remove embankment to El. 993 and to 2’ below finished grade.

removed. Remove foundations

Existing bridge #1 to be

Include in payment for Removal of Bridge #1.

to be removed to 2’ below finished grade.

Existing concrete wall (1’ wide x 12’ long)

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

SANTA CRUZ COUNTY, CALIFORNIA

of 9 MARCH 2020

Approx. existing ground r o a d w a y s e c ti o n

1’-6"

Pay Limits for

Structural Backfill

Begin or End Bridge

1’-6"

Pay Limits for

Structure Excavation

1’-6" location.

Estimated bedrock

B. ROBINSONK. EIKERMANN

1’-6" 1’-6"

Grade

Profile Begin or End Bridge

Approx. existing ground

Pay Limits for Structural Backfill

Fill face

Finished grade

Finished grade

WINGWALL STRUCTURAL BACKFILL PAY LIMITS

ABUTMENT STRUCTURAL BACKFILL PAY LIMITS

DETAILS

EXCAVATION/BACKFILL

4 D

S4

ABUTMENT STRUCTURE EXCAVATION PAY LIMITS

WINGWALL STRUCTURE EXCAVATION PAY LIMITS

1’-6"

(29 CFR, Part 1926, Subpart P, Excavation)

Per OSHA Safety Regulation.

Short term excavation slope ratios (V:H):

Finished grade

Grade

Profile

Approx. existing ground

Begin or End Bridge

1’-6"

Pay Limits for

Structure Excavation

1’-6"

Grade

Profile

ALTERNATE FOOTING EMBEDMENT DETAIL

location.

Actual bedrock

Pay Limits for

Structure Excavation

FOUNDATION NOTES:

R. OWEN

Fill face b e d r o c k u n d is tu r b d in to s o u n d m in e m b e d b e d r o c k u n d is tu r b d to s o u n d m in e m b e d surface under footing.

Level, roughened

NONE

may be used.

Recycled excavation material conforming to 704.03.

Backfill material may be used.

Recycled excavation material conforming to 704.03.

Backfill material

601 Concrete prior to construction.

depth of 601 concrete is found to exceed 3’ notify CO shall be included in pay item for "Concrete". If depth footing depths required for placement of 601 concrete

2. Excavation and removal of material below specified

Footing Embedment Detail.

is encountered below specified depths). See Alternate into bedrock requirements can not be met (i.e. bedrock

1. Provide Item 601 concrete where footing embedment

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

B. ROBINSON

UNLESS NOTED

"= 1’-0"4

"= 1’-0" 8 3Scale:

SECTION A-A

ABUTMENTS

PT 9+96.07

WINGWALL B

WINGWALL A

C Brg.L

1’-0

(typ

LC Bridge & C Rdwy.L

ABUTMENT PLAN

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

Sta. 10+54.18

End Bridge

Sta. 10+03.18

Begin Bridge

3’-0"5’-1"5’-1"3’-0"

A

A

El. 994.0 (Abut. 2)

El. 989.0 (Abut. 1)

El. 1003.31 (Abut. 2)

El. 1002.80 (Abut. 1)

El. 1000.56 (Abut. 2)

El. 1000.05 (Abut. 1) constructing abutments.

the bridge manufacturer prior to ordering and

Note: Final dimensions & elevations to be coordinated with

Fill face

Other face

C Brg.L

Begin or End Bridge

7’-6"

1’-6"2’-6"3’-6"

1’-0"1’-6"

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

ABBREVIATIONS:

-2%

L

Geocomposite sheet drain with

Class 2, Type C geotextile. Attach to wall per manufacturer’s instructions.

outlet pipe (typ.)

E5

S5

R. OWEN

ty p bridge manufacturer (typ.).

anchor bolts per prefabricated

Elastomeric bearing pad &

(typ.)

1’-0" 1’-0"

7’-1"7’-1"

18’-2"

1’-0"1’-0" 1’-0"1’-0"

Fill face

Other face

6" 3"

6" 3"

Abut. 1)

#6FE1 f.f. (typ.

C lr

"= 15’-8", #6FE1 f.f. (Abut. 1)8 732 spa. @ 5 3"3"

#5AE4 (typ.)

(top)

4-#5AE4

Provide drain grate as recommended by sheet drain manufacturer.

N. MARSHALL

#6FE4 (typ.)

#4AE1

pipe. Extend to daylight

#5FE2

#6FE1

#6FE4

sheet drain.

Geocomposite

(6 tot.)

#4AE3

#5FE3 (10 tot.)

A E b .f A b u t.

s p a

(typ.)

#5FE2 o.f.

#6FE1 f.f. &

#6AE2 (Abut. 1) or #6AE5 (Abut. 2)

#5FE2 o.f. (Abut. 1 & 2) & #6FE4 (Abut. 1 & 2) &

" = 15’-8", #6FE1 f.f. (Abut. 2),4 316 spa. @ 11

3-#5FE3

4-#5AE4

15 eq. spa. = 14’-8", #4AE1

#4AE3 b.f.

#4AE1 (typ.)

#5AE4 (typ.)

#6AE5 (Abut. 2)(typ.)

#6AE2 (Abut. 1) or or #6AE5 (Abut. 2)

#6AE2 (Abut. 1)

A E b .f A b u t.

s p a

3’-4" min. lap splice (typ.)

A E b .f s p a

C Bridge & C Rdwy.L L

ABUTMENT ELEVATION

pipe wrapped with geotextile.

Provide T-connection @ outlet pipe. Cap ends of pipe.

7-#5FE3 collector pipe. Cap ends of pipe. (typ.)

1’-0"

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

El. 989.0

El. 994.0 b.f. = Both faces o.f. = Other face f.f. = Fill face

ABBREVIATIONS:

A

WINGWALLS

SECTION A-A

Fill face Other face

1’-0"

-2%

L

Provide drain grate recommended by sheet drain manufacturer.

Geocomposite sheet drain with

Class 2, Type C geotextile. Attach to wall per manufacturers recommendations.

B. ROBINSON

UNLESS NOTED

"= 1’-0"4

A

10’-0"

6’-0"

El. 1002.80

El. 1003.31

10’-0"

6’-0"

WINGWALL ELEVATION

WINGWALL ELEVATION

(WINGWALL B SHOWN, WINGWALL A SIMILAR)

(WINGWALL D SHOWN, WINGWALL C SIMILAR)

6 F

S6

SECTION B-B

Fill face

Other face

1’-0"

-2%

L

Provide drain grate recommended by sheet drain manufacturer.

Geocomposite sheet drain with

Class 2, Type C geotextile. Attach to wall per manufacturers recommendations.

B

B

Measured along f.f.

Measured along f.f.

R. OWEN

6’-0"

6’-0"

El. 1002.80

N. MARSHALL

El. 1003.31

El. 993.0 or bedrock.

Finished grade.

1’-3"= 5’-0" 4 spa. @

1’-0"= 3’-0" 3 spa. @

1’-3"

3"

1’-3"= 5’-0" 4 spa. @

1’-0"= 3’-0" 3 spa. @

1’-3"

3"

W E o .f s p a s p a

W

E o .f s p a

W

E f .f

W E f .f s p a s p a

W

E a c o .f s p a

W

E a e f .f f.

f.

W E a s p a o .f

W E a c s p a

#4WE9 b.f. (typ.)

#4WE9 b.f. (typ.)

#4WE9

#4WE9

#4WE bars

#4WE bars

#4WE bars o.f. (typ.)

#5WE bars f.f. (typ.)

#4WE bars o.f. (typ.)

#4WE2 (typ.)

#5WE7 b.f.

(typ.)

#4WE6 o.f.

#5WE5 f.f. &

#4WE4c o.f.

#5WE3e f.f. &

#4WE9 b.f.

#4WE2 b.f. & #4WE1(a-e) b.f.

#4WE1a b.f.

#4WE1e b.f.

#4WE9 b.f.

#4WE2 b.f. &#4WE1(a-e) b.f.

#5WE8 b.f.

#5WE8 b.f.

#4WE1a b.f.

#4WE1e b.f.

#4WE2 (typ.)

(typ.)

#4WE6 o.f.

#5WE5 f.f. &

#4WE4a o.f.

#5WE3a f.f. &

#4WE4c o.f.

#5WE3e f.f. &

1’-10" min. lap splice

1’-10" min. lap splice

WINGWALL PLAN

(WINGWALL B SHOWN, WINGWALL A, C & D SIMILAR)

#4WE bars o.f.

#5WE bars f.f.

10’-0"

9’-101 2"

#4WE bars

(typ.)

Fill face drain.

Geocomposite sheet

#5WE7 b.f.

#5WE bars f.f. (typ.)

#4WE4a o.f.

#5WE3a f.f. &

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

K. EIKERMANN B. ROBINSON

UNLESS NOTED

" = 1’-0"

L

Steel railing post (typ.)

0%

C Bridge

Side dam (typ.)

decking (galvanized)

Structural steel

TYPICAL SECTION

7’-0"7’-0"

Structural Steel Diaphragm (typ.)

splice at diaph.

Optional field bolted

TL-1 rating min.

(10 ga. galvanized) (typ.)

Thrie-Beam Bridge Railing

L e m b e d

Bridge Railing

Thrie Beam

End guard angle m in

1’-0"1’-6"

Gdr./Prefab Bridge Length = 49’-0"

C Brg.

"4

"2

L

"4

L

2"

"4

" slots (typ.)8 1" x 132

29C post bolt slots

" x 2 4 3C

"8 12’-3

"16 11’-0

THRIE-BEAM END SECTION (FLARED)

Begin or

End Bridge

See Detail.

End Section.

Flared Thrie Beam

12 Gage (galvanized)

No Scale

(4 Req’d.)

gdr. clearance 1" min.

girder (typ.)

Rolled steel decking crest.

" depth above steel 8 corrugations to provide

Aggregate base. Fill

Aggregate base pads per bridge manufacturer.

and elastomeric bearing Anchor bolts, bearing plates, prior to ordering materials and constructing abutments.

* Final dimensions & elevations to be coordinated with bridge manufacturer

S7

"4 ty p ty p

K. EIKERMANN

m a x

TYPICAL SECTION

7 G

(typ.).

pedestrian handrailing

C Tubular steel L

10" endwall

2" gap

TYPICAL SECTION @ ABUT.

handrailing.

pedestrian

Cap ends of

R. OWEN

galvanized steel decking

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RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

NOTES

All "E" bars are epoxy coated.

Dimensions in bending diagrams are out-to-out of bars

2.

1.

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

Abbreviations:

B. ROBINSON NONE 8 H

REBAR LIST

S8

B. ROBINSON R. OWEN

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

ABUTMENT 1 & 2

V or N

3617 3�" 4’-0" 6" 4’-0"8’-6"#4AE1 2044 Stirrups

1717 4�" 8’-11�" 2’-2" 8’-11�"20’-1"#6AE2 5136 Stirrups (Abut. 1)

12STR 15’-10"15’-10"#4AE3 1274 Horiz. b.f.

34STR 15’-10"15’-10"#5AE4 5615 Horiz.

1717 4�" 4’-5�" 2’-2" 4’-5�"11’-1�"#6AE5 2846 Stirrups (Abut. 2)

5017 4�" 5’-0" 3’-8"8’-8"#6FE1 6516 Vert. f.f.

342 3�" 10" 5’-0"5’-10"#5FE2 2075 Vert. o.f.

20STR 17’-10"17’-10"#5FE3 3725 Long. top & bot.

42STR 7’-2"7’-2"#6FE4 4526 Trans. top

3372 LBSSUBTOTAL

WINGWALL A & B

V or N sets of

STR 8’-7"

to

11’-6" at 8�"

Incr.

8’-7" to

11’-6" at 8�"

Incr.

#4WE1 1344 Vert. b.f.

16STR 12’-1�"12’-1�"#4WE2 1304

sets of

52 3�" 4’-9�" to

8’-2�" at 10�"

Incr.

1’-0" 3" 11�"5’-9�" to

9’-3" at 10�"

Incr.

#5WE3 785 Horiz. f.f.

sets of

52 3�" 5’-1�" to

8’-6�" at 1’-8�"

Incr.

1’-0" 3" 11�"6’-1�" to

9’-7" at 1’-8�"

Incr.

#4WE4 314 Horiz. o.f.

3452 3�" 10’-�" 1’-0" 3" 11�"11’-�"#5WE5 3925 Horiz. f.f.

1852 3�" 10’-3�" 1’-0" 3" 11�"11’-4"#4WE6 1364 Horiz. o.f.

4STR 9’-10"9’-10"#5WE7 415 Horiz. b.f.

452 3�" 6’-7�" 3’-9�" 3’-3�" 1’-11�"10’-5�"#5WE8 445 Diagonal, b.f.

162 3�" 8" 3’-4"4’-0"#4WE9 434 Vert. b.f., Dowels

1029 LBSSUBTOTAL

WINGWALL C & D

V or N sets of

STR 4’-1"

to

7’-0" at 8�"

Incr.

4’-1" to

7’-0" at 8�"

Incr.

#4WE1 744 Vert. b.f.

16STR 7’-7�"7’-7�"#4WE2 814 Vert. b.f.

sets of

52 3�" 5’-6�" to

9’-0" at 10�"

Incr.

1’-0" 3" 11�"6’-6�" to

10’-0" at 10�"

Incr.

#5WE3 865 Horiz. f.f.

sets of

52 3�" 5’-10�" to

9’-3�" at 1’-8�"

Incr.

1’-0" 3" 11�"6’-10�" to

10’-4" at 1’-8�"

Incr.

#4WE4 344 Horiz. o.f.

1452 3�" 10’-�" 1’-0" 3" 11�"11’-�"#5WE5 1615 Horiz. f.f.

852 3�" 10’-3�" 1’-0" 3" 11�"11’-3�"#4WE6 604 Horiz. o.f.

4STR 9’-10"9’-10"#5WE7 415 Horiz. b.f.

452 3�" 6’-7�" 3’-9�" 3’-3�" 1’-11�"10’-5�"#5WE8 445 Diagonal, b.f.

162 3�" 8" 3’-4"4’-0"#4WE9 434 Vert. b.f., Dowels

625 LBSSUBTOTAL

B

STR

TYPE 2

A G

B

B

C

D

OPTIONAL LEG

TYPE 17

D

C

B

A

TYPE 52

N

C A \2

(1

B r id g e \R

G

\C

A e s \D

G N

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

RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

B. ROBINSONK. EIKERMANN NONE I9

BRIDGE #2 REMOVAL

Remove bridge superstructure

SOUTH ABUTMENT

NORTH ABUTMENT

PROFILE

S9

R. OWEN

Concrete slab to remain in place or flatter as directed by CO.

and regrade embankment to 1:2 slopes

Remove abutment to top of footing to remove abutment and regrade.

Remove and reset riprap as necessary into existing topography.

area), as directed by the CO to blend existing abutments (including abutment a minimum of 15’ downstream of the

10’ upstream of existing abutments and to 1:2 slopes or flatter a minimum of whichever is highest. Regrade embankments below existing ground or top of footing

Remove existing abutment to 1’-0"

N

C A \2

(1

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g b r id g e

.d g n

RG3170-

CA

SAN VICENTE CREEK BRIDGE

COTONI-COAST DAIRIES NATIONAL MONUMENT

T1

626-A

NOTES:

OHW

Footer log

Optional header log

Cobble/gravel/soil fill

NO SCALE

at river bottom

Desired scour hole

Example 2Example 1

Rebar 3.

Top of bank existing oak tree 2.

Root wad from

See Sheet C2 for Grading Plan

Proposed graded channel slopes

4.

3.

2.

1.

Min. 8-12" embedment into slope

WAD REVETMENT

PLANTING, ROOT

Plantings (Root Wad).

All work to install root wad is included under Item 62632-0000, Embed at least 3' into existing ground.

Drill though root wad trunk and header and/or footer log to pin in place.

tree.

Cut 10' min. trunk section with intact root system from adjacent oak bank as directed by the CO.

Construct during periods of dry riverbed or isolate area on the southeast

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts T S

P A R e v e tm e n t

H a b it a t.

d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

SPECIAL

U.S. CUSTOMARY SPECIAL

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

REVISED: 08/2014

6" min. overlap

4" min. edge overlap

3' max. c-c

6" x 6" trench

12" max. c-c

12" max. c-c

12" max. c-c

3'

Slope stake

6"

6" x 6" trench

6''

See Note 1

Staple Spacing

ON SLOPES

CONTROL PRODUCT

ROLLED EROSION

DETAIL APPROVED FOR USE 01/2011

C629-50

12" spacing

Staple

12" spacing

Staples

P

M N C

A R o a d w a y C

A D

D S h e e ts T C .d g n

U s e r M e li s s a .J u c h a

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY DETAIL

T2

FLOW PERSPECTIVE VIEW

Staple

Erosion control blanket

Blanket edge

Staple (typ.)

Blanket ends

NOTE:

Staple

NO SCALE

native soil

Compacted

Toe of slope

Erosion control blanket

Compacted native soil blanket control

Erosion

AT TOP OF SLOPE

ANCHOR TRENCH

DETAIL A

AT TOE OF SLOPE

ANCHOR TRENCH

DETAIL B

SHINGLE SPLICE

DETAIL C

See Detail B at toe of slope

Anchor trench

See Detail C

Shingle splice

See Detail A at top of slope

Anchor trench

2.

1.

Overlap in the direction of the prevailing wind.

recommendations.

Install staples according to the manufacturer's

Se e

Not e

Pr ev ail in g wi nd

STATE PROJECT

P

M N C

A R o a d w a y C

A D

D S h e e ts T C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA

T3

Furnish posts conforming to Section 718.04.

enclosing all the signs.

- Multiple sign installations: X and Y are the dimensions of a rectangle of the signs.

- Single sign, or back to back signs: X and Y are the overall dimensions

For the purpose of post selection X and Y are as follows:

Z is the height from ground line to mid-height of sign at the longest post.

H indicates overall post lengths. Select post lengths to fit field conditions.

4.

3.

2.

1.

NOTES:

NO SCALE

MARKER INSTALLATION

SIGN AND OBJECT

633-A

STATE PROJECT

P

M C a a S a n V ic e n te S

P A .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

SPECIAL

U.S. CUSTOMARY SPECIAL

U s e r M e li s s a .J u c h a

NUMBER

SHEET

CA