canada town of brandon, vt county of ......post-tension tendons to 47 kips for each 0.6"...

PROJECT LOCATION:

PROJECT DESCRIPTION:

LENGTH OF PROJECT:

LENGTH OF ROADWAY:

LENGTH OF STRUCTURE:

104+0

0

103+0

0

102+00

101+00

100+00

NES

HO

BE

RIV

ER

0 2020

STA.101+35

BEGIN PROJECT STA.103+00

END PROJECT

STA.102+43.86

END BRIDGESTA.102+02.84

BEGIN BRIDGE

COMPACT

URBAN

BRANDON

PARK

STATE

BRADBURY

73

21

53

OF ITS INTERSECTION WITH VT 73, AND EXTENDING NORTHERLY 0.031 MILES.

BEGINNING AT A POINT ON T.H. 22, APPROXIMATELY 0.1 MILES NORTHERLY

T.H. 22 (CHURCHILL ROAD) - BRIDGE NO. 22 OVER NESHOBE RIVER

INDEX OF SHEETS

NESHOB

E

RIV

ER

BRIDGE

BRANDON-CHURCHILL ROAD

165.00 FEET = 0.031 MILES

123.98 FEET = 0.023 MILES

41.02 FEET = 0.008 MILES

DAOR LLI

HCRUHC( 2

2 .H.

T

N

VT STATE PLANE GRID

APPROACH AND CHANNEL WORK.

SUPERSTRUCTURE AND CAST-IN-PLACE CONCRETE ABUTMENTS, WITH RELATED

REPLACEMENT OF BRIDGE NO. 22 WITH PRESTRESSED CONCRETE VOIDED SLAB

NAVD 88

NAD 83 (cors 96)

SERVICE

ROAD #4

0

NATIONAL

FOREST

TO GREEN

MOUNTAIN

JUNE 2016

ENGINEERING, INC.

VERMONT SURVEYING &DAVID J. ATHERTON, TOWN MANAGER

STRUCTURES DETAILS

SD-502.00 CONCRETE DETAILS & NOTES

SD-501.00 CONCRETE DETAILS & NOTES

BRANDON PLH ALPP(1)

ACCESS TRAIL

NORTH SIDE

R.O.W. PLAN

R.O.W. DETAIL SHEET

EPSC DETAIL SHEETS

EPSC FINAL CONDITIONS SITE PLAN

EPSC CONSTRUCTION SITE PLAN

EXISTING CONDITIONS SITE PLAN

EROSION CONTROL NARRATIVE

RESOURCE LAYOUT SHEET

CHANNEL CROSS SECTIONS

ROADWAY CROSS SECTIONS

ABUTMENT DETAILS

NORTH ABUTMENT

SOUTH ABUTMENT

SUPERSTRUCTURE DETAILS (2 OF 2)


ROADWAY PLAN AND PROFILE

TIE SHEET

QUANTITY SHEET

PROJECT NOTES

TYPICAL SECTIONS AND DETAILS

TITLE SHEET

23

22

21

18-20

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

PROPOSED IMPROVEMENT

NEW YORK

State of

MASSACHUSETTS

Commonwealth of

NEW HAMPSHIRE

State of

CANADA

ORLEANSESSEX

WASHI

NGTON

LAMOILLE

FRANKLIN

GR

AN

D IS

LE

ADDISON

CHIT

TENDEN

ORANGE

CA

LE

DO

NIA

WIN

DS

OR

RUTLAND

BE

NNIN

GT

ON

WINDHAM

N

VT

ST

AT

E P

LA

NE

GRID

APPROVED DATE

DATUM

VERTICAL

HORIZONTAL

COUNTY LINE

TOWN LINE

LIMITS OF ACCESS

POINT OF ACCESS

FENCE LINE

STONE WALL

TRAVELED WAY

GUARD RAIL

RAILROAD

SURVEY LINE

CULVERT

POWER POLE

TELEPHONE POLE

TREES

CONTROL OF ACCESS

PROPERTY LINE

R.O.W. TAKING LINE

SLOPE RIGHTS

TOP OF CUT

TOE OF SLOPE

SR

.

SR SR

COUNTY LINE

TOWN LINE

CONVENTIONAL SYMBOLS

BRIDGE PROJECT

SURVEYED DATE :

SURVEYED BY :

PROJECT NAME :

PROJECT NUMBER :

M cFarlandJohnsonSHEET 1 OF 23 SHEETS

COUNTY OF RUTLAND

TOWN OF BRANDON, VT

MUNICIPAL PROJECT MANAGER :

PLANS.

SPECIAL PROVISIONS AS ARE INCORPORATED IN THESE

REVISIONS AND SUCH REVISED SPECIFICATIONS AND

FOR CONSTRUCTION DATED 201 1, INCLUDING ALL SUBSEQUENT

WITH THESE PLANS AND VTRANS AOT STANDARD SPECIFICATIONS

CONSTRUCTION IS TO BE CARRIED ON IN ACCORDANCE

B16

X

X

X

NE

SH

OB

E

R.Pond

Spring

PondBurnell

U

U

LOCATION MAPNOT TO SCALE

(BRANDON)

TO VT 73

STANDARDS LIST

T-45

T-1

S-367B

S-367A

G-1D

G-1

*PLH ALPP(1)

BRANDON*

NOTES ON SHEET 3.

APPROACH SIGNING

- SEE CONSTRUCTION

ROAD

CHURCHILL

(1/2/13)

SQUARE TUBE SIGN POST AND ANCHOR

(4/25/16)

TRAFFIC CONTROL GENERAL NOTES

(2/2/17)

GUARDRAIL APPROACH SECTION, GALVANIZED HD STEEL BEAM

(2/2/17)

BRIDGE RAILING, GALVANIZED HDSB/FASCIA MOUNTED/STEEL TUBING

(3/10/17)

STEEL BEAM GUARDRAIL DETAILS (END TERMINAL, ANCHOR, MEDIAN)

(3/10/17)

STEEL BEAM GUARDRAIL DETAILS (POST, DELINEATOR, TYPICALS)

N

VT STATE PLANE GRID

TYPICAL SECTIONS AND DETAILS

z8013typ.dgn

~ ~~ ~

TYPICAL ABUTMENT SECTION

NOT TO SCALE

VARIES

3'-6"

SUPERSTRUCTURE

1

COFFERDAM LIMITS

PAY LIMITS

COFFERDAM EXCAVATION

THE PAY LIMITS OF "COFFERDAM EXCAVATION, EARTH" AND

"COFFERDAM EXCAVATION, ROCK" SHALL BE 2'-0" OUTSIDE THE

PERIMETER OF THE FOOTING, UP TO EXISTING GROUND OR

BOTTOM OF SUBBASE, WHICHEVER IS LOWER.

ONE FOOT UNDERCUT AS DETERMINED NECESSARY BY THE

RESIDENT ENGINEER.

IF A COFFERDAM IS CONSTRUCTED WHICH IS LARGER THAN

THE INDICATED COFFERDAM EXCAVATION PAY LIMITS, PAYMENT

FOR ALL UNCLASSIFIED CHANNEL EXCAVATION, INCLUDING THAT

PORTION WHICH IS INSIDE THE COFFERDAM BUT OUTSIDE

THE COFFERDAM EXCAVATION PAY LIMITS, WILL BE MADE AT

THE CONTRACT UNIT PRICE FOR UNCLASSIFIED CHANNEL

EXCAVATION.

1.

2.

3.

4.

TYPICAL CHANNEL SECTIONNOT TO SCALE

1

*

COFFERDAM NOTES

VARIES

SEE COFFERDAM NOTES

12"

BRIDGE

BEGIN OR END

1'-0"

VARIES

(TYP.)

8'-0"

(TYP.)

4'-0"

2

GRADE

FINISH

COURSE

SURFACE

6" AGGREGATE

CHANNEL EXCAVATION

UNCLASSIFIED

LIMITS OF

TYPE IV

STONE FILL,

STONE FILL

GEOTEXTILE UNDER

SEE NOTES

2'-0" (TYP.)

NOTE 3

SEE COFFERDAM

1'-0" (TYP.)

STRUCTURES

BACKFILL FOR

LIMITS OF GRANULAR

10'-0"

COARSE GRADED

SUBBASE OF CRUSHED GRAVEL,

MATERIAL ITEM TOLERANCE

SUBBASE

AGGREGATE SURFACE COURSE

1"

•"+-+-

GROUND

EXISTING

HIGH WATER

ORDINARY (TYP.)

MATERIAL

GRUBBING

STONE FILL (TYP.)

GEOTEXTILE UNDER

(TYP.)

CHANNEL EXCAVATION

UNCLASSIFIED(TYP.)

TYPE IV

STONE FILL,

** **

COFFERDAM LIMITS TO BE DETERMINED BY THE CONTRACTOR.

15' END

30' BEGIN

*

**

4'-0"(H).

STONE FILL, TYPE II KEY DIMENSIONS ARE 2'-0"(V) AND

BOTTOM OF SUBBASE.

SUBBASE, GRUBBING MATERIAL SHALL BEGIN AT THE

WHENEVER CHANNEL SLOPE INTERSECTS ROADWAY

GROUND

EXISTING

APPROXIMATE

VARIES

LC CONSTRUCTION

2% 2%

(TYP.)

2'-0"

SCALE: ‚" = 1'-0"

TYPICAL ROADWAY SECTION

MATERIAL

EXCAVATED

SUITABLE

(TYP.)

GUARDRAIL

FACE OF

GRADE

FINISH

1

(TYP.)

2" TOPSOIL

SURFACE COURSE

6" AGGREGATE

SEE TYPICAL ABUTMENT SECTION

(VARIES 12" TO 3'-6")

SUBBASE OF CRUSHED GRAVEL, COARSE GRADED

EXISTING GROUND

APPROXIMATE

VARIES* SECTIONS (TYP.)

-SEE CROSS*

STANDARDS G-1 AND G-1D.

POSTS (WOOD POSTS) (TYP.) FOR DETAILS,

STEEL BEAM GUARDRAIL, GALVANIZED W/ 8 FEET

+44.44

7.7

7'

9.3

6'

9.4

3' +46.01

STATIONING

(TYP.)

FACE OF RAIL

7 SPACES @ 6'-3" = 43'-9"

3.6

1'

5.6

0'

6.17'

7.8

7'

102

8.0

0'

'00.

61=R

'00.6

4=R

9.0

9'

12.5

0'

5=

R

7.9

1'

'00.05=R

+51.08

3.4

2'3.7

4'

103

+81.9

2

4.7

0'

APPROACH AND RAIL LAYOUT PLAN

WAY (TYP.)

EDGE OF TRAVEL

+53.37

+60.35

4.7

0'

R=75.00'

R=75.00'

+00.69

+02.26

+96.39

+94.42

+79.80

+85.07

+72.68

+69.66

NOT TO SCALE

8.0

0'

8.0

0'

+66.31

+64.92

+75.12

6.4

2'

"•1-'3

@ SECAPS 4

4 SPACES @ 1'-6ƒ"

6'-3"

4 SPACES @ 1'-6ƒ"

"•1-'3 @

SECAPS 4

ABUTMENT

L BRG. SOUTHC

ABUTMENT

L BRG. NORTHC

4 SPACES

@ 3'-1•"

****

**

@ 3'-1• "

4 SPACES

*

15.3

7'

*

*

**

*

10.7

1'

*

**

*

*

* FACE OF RAIL.

DIMENSIONS GIVEN TO

**

*

8.0

0' *

8.0

0'

@ 6'-3"

3 SPACES

4 SPACES @ 1'-6ƒ" 4 SPACES @ 1'-6ƒ"

6'-3"

SECAPS 3"3-'6 @

9.6

4

14.7

8'*

8.0

5' *

8.15' *

+51.75

+85.78

+81.7

7

5.8

0'

R=10.00'

10.9

0

*

+59.61

+64.70

8.2

8' *

+93.75

GALVANIZED W/8 FEET POSTS

STEEL BEAM GUARDRAIL,

(TYP.)(STD S367A)

HDSB/FASCIA MOUNTED/STEEL TUBING

PAY LIMIT BRIDGE RAILING, GALVANIZED

7 SPACES @ 6'-3" = 43'-9"

(TYP.) (SUBSIDIARY)

END SECTION (STD G-ID)

ROUNDED W BEAM

GALV HD STEEL BEAM W/ 8 FT POSTS

PAY LIMITS-GUARDRAIL APPROACH SECTION,

GALVANIZED W/8 FEET POSTS

STEEL BEAM GUARDRAIL,

+35.00

* *

+62.60

+00.2

6

4/20/2018

DESIGNED BY:

PROJECT LEADER: DRAWN BY:

PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OFM cFarlandJohnson

SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)

BRANDON-CHURCHILL ROAD BRIDGE

J. Lund

D. Martel

D. DePaolo

23

PROJECT NOTES

z8013gen_notes.dgn

3

ASHLAR STONE FORM LINER NOTES:

* FIT FILLER MATERIAL AT THE BOTTOM OF THE SHEAR KEY AS SHOWN ON THE PLANS.

4. INSTALL OAKUM OR EQUIVALENT JOINT FILLER (BACKER ROD)

* GROUT ANCHOR BOLTS INTO THE SUBSTRUCTURE.

* PLACE ANCHOR BOLTS.

EACH LATERAL TIE.

MAINTAIN PROPER JOINT OPENING WITH A MINIMUM OF ONE WEDGE AT

* AS WORK PROGRESSES, INSTALL HARDWOOD WEDGES BETWEEN ADJACENT BEAMS TO

* PLACE BEAMS TO FIT WITHIN THE WORKING LINES.

DUST AND OTHER DEBRIS.

* PRIOR TO ERECTING THE BEAMS, POWER-WASH THE FASCIA WITH WATER TO REMOVE

* VERIFY THAT THE PRECASTER ROUGHENED THE SHEAR KEY FASCIAS OF THE BEAMS

3. ERECT BEAMS

* INSTALL BEARINGS.

ANCHOR BOLT LOCATION.

* LOCATE AND DRILL ONE 3 INCH DIAMETER HOLE AT EACH

* IF SEATS ARE LOW, ADD SHIMS.

* IF SEATS ARE HIGH, GRIND TO CORRECT ELEVATIONS.

* TAKE ELEVATIONS AT BEAM SEATS.

2. VERIFY BEAM SEAT ELEVATIONS

* BASE THE WORKING LINES ON THE NOMINAL BEAM WIDTHS.

COMMON WORKING POINT.

THE BEAM SEAT. MEASURE ALL WORKING LINES FROM A

* LAY OUT WORKING LINES FOR THE BRIDGE'S ENTIRE WIDTH ON

1. LAYOUT WORKING LINES

SUGGESTED SEQUENCE OF CONSTRUCTION FOR PRESTRESSED VOIDED SLABS:

* IF REQUIRED, PLACE AN OVERLAY.

TRANSVERSE TIES.

* REMOVE WEDGES, AND PATCH DECK AND FASCIA BEAMS AT

9. FINISH WORK

POURED JOINT SEALER.

ENDS. FILL THE ANCHOR BOLT BLOCK OUTS ON THE EXPANSION ENDS WITH COLD

* GROUT OVER THE NUT AND BOLT IN THE ANCHOR BOLT BLOCK OUT ON THE FIXED

ON TOP. HAND-TIGHTEN AND THEN LOOSEN 1/2 TURN.

UNITS AT THE EXPANSION ENDS. PLACE THE WASHER PLATE AND INSTALL THE NUT

* PLACE THE COLD POURED JOINT SEALER IN THE SLEEVES IN THE PRESTRESSED

THE NUT ON TOP AND TIGHTEN.

FIXED ENDS. BEFORE THE GROUT CURES, PLACE THE WASHER PLATE, AND INSTALL

* GROUT ANCHOR BOLTS INTO THE SLEEVES IN THE PRESTRESSED UNITS AT THE

8. END DETAILS

COMPRESSIVE FORCE BETWEEN DECK BEAMS.

TOWARDS THE MIDSPAN FROM EACH END. THIS WILL PROVIDE THE MAXIMUM

* BEGIN WITH THE TENDONS AT EACH END AND THEN WORK SYMMETRICALLY

POST-TENSION TENDONS TO 47 KIPS FOR EACH 0.6" DIAMETER STRAND.

* USING A CALIBRATED JACK OPERATED BY QUALIFIED PERSONNEL,

MANUFACTURER'S RECOMMENDATIONS, PRIOR TO STRESSING.

MINIMUM COMPRESSIVE STRENGTH OF 1,500 PSI, BASED ON THE

* GROUT SHALL ATTAIN A

7. POST-TENSION TRANSVERSE TENDONS

* CAREFULLY ROD JOINTS TO ELIMINATE ANY POSSIBILITY OF VOIDS.

PER MANUFACTURER'S RECOMMENDATIONS, AND SPEC SECTION 510.13.

* ADDITIONAL JOINT PREPARATION AND GROUT PLACEMENT SHALL BE

IN PLACE.

GROUT PLACEMENT. THEN VERIFY THAT THE BACKER ROD IS STILL

* CLEAN JOINT WITH AN OIL FREE AIR-BLAST IMMEDIATELY BEFORE

6. GROUT SHEAR KEYS

5,000 LBS. TO REMOVE SAG IN THE TIE AND TO SEAT THE CHUCK.

* USING CALIBRATED JACK, POST-TENSION TENDON TO APPROXIMATELY

PREVENT SLIPPAGE OF BEAMS.

* VERIFY THAT HARDWOOD WEDGES ARE IN PLACE AS REQUIRED TO

* SLIDE THE TRANSVERSE POST-TENSIONING TENDONS THROUGH DUCTS.

SHEATH AND STRAND).

TENSIONING TENDONS (WITH CORROSION INHIBITOR GREASE BETWEEN

* A SEAMLESS POLYPROPYLENE SHEATH SHALL COMPLETELY ENCASE THE POST-

5. INSTALL TRANSVERSE POST-TENSIONING TENDONS

CONSTRUCTION APPROACH SIGNING NOTES:

PROJECT NOTES:

RESISTANCE THAN USED FOR DESIGN.

IF THE BEDROCK IS COMPETENT TO OBTAIN A HIGHER NOMINAL BEARINGTO DETERMINE

IF BEDROCK IS ENCOUNTERED, THE ENGINEER WILL NOTIFY THE VTRANS STATE GEOLOGIST

THE CONTRACTOR SHALL SUBMIT AN RFI FOR RESOLUTION. PRIOR TO ANY ROCK EXCAVATION.SUIT.

CONTRACTOR, THE ROCK MAY BE EXCAVATED OR THE FOOTING DESIGN MAY BE MODIFIED TO

BASED ON THE ACTUAL ROCK SURFACE ELEVATIONS ENCOUNTERED, AS SURVEYED BY THE

ENGINEER AND EXPOSE ROCK SURFACE WITHIN THE FOOTPRINT OF THE FOOTINGS.

ELEVATIONS PROVIDED IN THE PLANS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY RESIDENT

IF BEDROCK IS ENCOUNTERED PRIOR TO ACHIEVING THE BOTTOM OF FOOTING SUB-BASE23.

IT TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCING FABRICATION.

THE CONTRACTOR SHALL DEVELOP THE REINFORCING STEEL SCHEDULE AND SUBMIT22.

GRANULAR BACKFILL FOR STRUCTURES: 140 pcf

REINFORCING STEEL: Ft = 24,000 psi Fy = 60,000 psi GRADE 60

f'c = 4000 psi HPC AA

CAST IN PLACE CONCRETE: f'c = 3500 psi HPC B

DESIGN PURPOSES.

THE FOLLOWING ALLOWABLE STRESSES AND WEIGHTS APPLY TO THESE PLANS FOR21.

AT 68 DEGREES F, EXCEPT AS NOTED.

ALL DIMENSIONS ARE EITHER HORIZONTAL OR VERTICAL AND ARE GIVEN20.

PRIOR TO THE PLACEMENT OF THE OVERLAY.

NO WATER REPELLENT SHALL BE APPLIED TO THE PRESTRESSED UNITS

EXCEPT THE UNDERSIDE OF THE PRESTRESSED UNITS BETWEEN THE DRIP NOTCHES.

WATER REPELLENT SHALL BE APPLIED TO ALL EXPOSED CONCRETE SURFACES19.

CLEARANCE +/- 1/4"

SPACING +/- 1"

REINFORCING PLACEMENT TOLERANCES SHALL BE:18.

TIONS OF THE "CONCRETE REINFORCING STEEL INSTITUTE".

PROCEDURES AND TOLERANCES IN ACCORDANCE WITH APPLICABLE PUBLICA-

ALL REINFORCING STEEL SHALL BE DETAILED AND FABRICATED USING 17.

CONTINUOUS FOR THE FULL LENGTH OF THE JOINT.

THE KEY IN CONCRETE CONSTRUCTION JOINTS SHALL BE MONOLITHIC AND16.

INDICATED ON THE PLANS OR AS DIRECTED BY THE ENGINEER.

JOINTS AND SCORE MARKS IN CONCRETE SHALL BE CONSTRUCTED AS 15.

WHERE NOTED.

ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 1" BY 1" EXCEPT14.

TROWEL FINISH AND SHALL BE LEVEL FROM FRONT TO BACK.

SHOWN IN THE SUBSTRUCTURE DETAILS. THE SURFACE SHALL BE A SMOOTH

THE ENTIRE BRIDGE SEAT SURFACE SHALL BE LEVEL AS13.

FROM THE SURFACE.

ACCEPTABLE METHOD THAT WILL MINIMIZE TEARING AND ROLLING OF COARSE AGGREGATE

PEAK AMPLITUDE OF 0.005 INCH TO 0.8 INCH. SELECT A TURF DRAG MATERIAL OR OTHER

RANGING FROM 0.02 INCH TO LESS THAN OR EQUAL TO 0.25 INCH AND HAVING A PEAK TO

CAPABLE OF PRODUCING A SURFACE TEXTURE WITH A HORIZONTAL PEAK TO PEAK DISTANCE

PROVIDE AN ACCEPTABLE FINISH. THE SELECTION OF TURF DRAG OR OTHER METHOD SHALL BE

TURF DRAG MADE OF MOLDED POLYETHYLENE OR OTHER MATERIAL OR OTHER METHOD THAT WILL

AFTER FINISHING, THE SURFACE SHALL BE GIVEN A SUITABLE TEXTURE WITH AN ARTIFICIAL12.

ASSEMBLY, STEEL REINFORCED ELASTOMERIC PAD".

AASHTO M251, WILL BE PAID FOR UNDER ITEM 531.17, "BEARING DEVICE

THE STEEL REINFORCED ELASTOMERIC BEARING PADS, CONFORMING TO SECTION 731.03 AND 11.

BE CLEANED UPON REMOVAL FROM THE FORMS. COST SHALL BE INCIDENTAL TO ITEM 510.22.

VOIDS. THE VOID DRAINS SHALL BE 1" DIAMETER AND NON-FERROUS. THE DRAINS SHALL

VOID DRAINS SHALL BE PLACED TO CLEAR STRAND AND INSTALLED AT EACH END OF ALL10.

FOR APPROVAL PRIOR TO FABRICATION.

FABRICATION DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER9.

OF 75 PSF (OVERLAY LOAD) IN ADDITION TO THE PRECAST BEAM WEIGHT.

BE DESIGNED FOR HL-93 LIVE LOAD, PLUS A DEAD LOAD G.

RELAXATION STRANDS PULLED TO 75% OF THEIR YIELD.

USE PRESTRESSING STRANDS WHICH SHALL BE 0.60", LO- F.

USE CONCRETE WITH F'c = 6500 PSI AND F'ci = 4000 PSI. E.

PCI GUIDELINES.

HAVE THE ENDS OF THE STRANDS RECESSED AND GROUTED AS PER D.

BE 18" X 48" SKEWED VOIDED SLAB UNITS. C.

CONFORM TO SECTION 531 "BRIDGE BEARING DEVICES". B.

CONFORM TO SECTION 510 "PRESTRESSED CONCRETE". A.

8. PRESTRESSED, PRECAST MEMBERS AND ELASTOMERIC BEARINGS SHALL:

ENGINEER PRIOR TO FABRICATION.

PROFESSIONAL ENGINEER. THE FABRICATOR SHALL OBTAIN WRITTEN APPROVAL FROM THE

DESIGN CALCULATIONS AND PLANS PREPARED AND REVIEWED BY A REGISTERED VERMONT

THE STEEL REINFORCED ELASTOMERIC BEARINGS. THE FABRICATOR SHALL PROVIDE STAMPED

THE FABRICATOR SHALL DESIGN AND DETAIL THE PRESTRESSED CONCRETE MEMBERS AND 7.

PROVIDED THE CONTRACTOR FINDS IT SUITABLE FOR THEIR USE.

MAY BE USED BY THE CONTRACTOR AS AN ALTERNATIVE TO A TEMPORARY ACCESS BRIDGE

A TRAIL TO ACCESS THE NORTH SIDE IS SHOWN ON THE LOCATION MAP (SHT. 1), AND

ROAD IS CURRENTLY CLOSED AND SHALL REMAIN CLOSED THROUGHOUT CONSTRUCTION.6.

JERSEY BARRIERS SHALL REMAIN THE PROPERTY OF THE TOWN OF BRANDON.

SOUTH SHALL BE RELOCATED BY THE CONTRACTOR AS REQUIRED TO ACCESS THE SITE.

EXISTING JERSEY BARRIERS BLOCKING VEHICULAR ACCESS TO THE BRIDGE FROM THE5.

-EXISTING STEEL PIPE CULVERT

FACE OF WALL.

BRIDGE. REMOVAL LIMITS ARE 1 FT. BELOW GRADE ON LOW SIDE OF WALL AND 4 FT. BEHIND

-EXISTING CONCRETE FACED STONE ABUTMENTS AND WING WALLS AT EACH END OF THE EXISTING

-ORIGINAL STEEL BEAM AND WOOD PLANK BRIDGE UNDER SNOWMOBILE BRIDGE

REMOVAL OF STRUCTURE, ITEM 529.15, SHALL INCLUDE THE FOLLOWING:4.

FOUNDATIONS WILL BE REMOVED BY VAST PRIOR TO START OF CONSTRUCTION.

EXISTING STEEL PONY TRUSS SNOWMOBILE BRIDGE AND CONCRETE WASTE BLOCK3.

ENTERING THE NESHOBE RIVER.

TO PREVENT SILTATION OR POLLUTION, ESPECIALLY RAW CONCRETE, FROM

THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY2.

LRFD BRIDGE DESIGN SPECIFICATIONS AND ITS LATEST INTERIMS.

AND BRIDGE CONSTRUCTION, AND ITS LATEST REVISIONS, AND THE LATEST AASHTO

AGENCY OF TRANSPORTATION, 2011 STANDARD SPECIFICATIONS FOR HIGHWAY

ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO STATE OF VERMONT, 1.

TEL: 1-800-733-7654

DES PLAINES, IL 60018

200 E. TOUHY AVENUE

SYMONS CORPORATION

SYMONS DURA-TEX

ASHLAR STONE P/C 30664

TEL: 1-800-547-7760

SANTA ANNA, CA 92705

1341 EAST POMONA STREET

FITZGERALD FORM LINERS

ASHLAR STONE #16986

TEL: 1-800-325-9504

ST. LOUIS, MO 63122

3400 TREE COURT INDUSTRIAL BOULEVARD

THE GREENSTREAK GROUP

ASHLAR STONE NO. 330 MULTI-CAST

CONCRETE, HIGH PERFORMANCE CLASS B.

COSTS SHALL BE INCIDENTAL TO ITEM 501.34,

OF THOSE LISTED BELOW, OR APPROVED EQUAL. ALL

ASHLAR STONE FORM LINER FINISH SHALL BE EITHER

7.

6.

5.

4.

3.

2.

1.

COST FOR ITEM 635.11, MOBILIZATION/DEMOBILIZATION.

THE COST OF ALL PROJECT TRAFFIC CONTROL ZONE DEVICES (EXCEPT TEMPORARY TRAFFIC BARRIERS) WILL BE INCLUDED IN THE

THE CONTRACTOR SHALL PROVIDE ACCESS THROUGH THE TRAFFIC PACKAGE FOR EMERGENCY VEHICLES AT ALL TIMES.

THE SIGN INSTALLED ON SAID POSTS.

SIGNS SHALL BE MOUNTED ON TWO 3 LBS/FT FLANGED CHANNEL POSTS. NO SIGN POSTS SHALL EXTEND OVER THE TOP EDGE OF

BE COMPLETELY COVERED OR REMOVED.

DISTANCE FROM DRIVES AND TOWN HIGHWAYS. EXISTING SIGNS WHICH WOULD CONFLICT WITH TEMPORARY TRAFFIC CONTROL SHALL

INTERFERE OR OBSTRUCT THE VIEW OF EXISTING TRAFFIC CONTROL DEVICES, STOPPING SIGHT DISTANCE AND CORNER SIGHT

PROJECT APPROACH SIGNING SHALL BE IN PLACE BEFORE ANY WORK BEGINS. NO CONSTRUCTION SIGNS SHALL BE INSTALLED AS TO

ALL SIGNS SHALL HAVE ASTM D4956-01 TYPE VII, TYPE VIII, OR TYPE IX FLUORESCENT ORANGE RETRO-REFLECTIVE SHEETING.

CONSTRUCTION SIGNS SHALL BE NEW OR IN LIKE NEW CONDITION.

(FOREST DALE ROAD). SIGNS SHALL BE PLACED 250 FEET IN EACH DIRECTION FROM THE CHURCHILL ROAD/VT 73 INTERSECTION.

TWO (2) 48" x 48" DIAMOND SHAPED "TRUCKS ENTERING" CONSTRUCTION APPROACH SIGNS (W42-7) SHALL BE ADDED ALONG VT73

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

ITEM

NUMBERITEM DESCRIPTION UNIT

SUPER

STRUCTURE

SOUTH

ABUT.

NORTH

ABUT.

EROSION

CONTROLROADWAY CHANNEL

FULL

E&CTOTAL

ITEM

NUMBERITEM DESCRIPTION UNIT

SUPER

STRUCTURE

SOUTH

ABUT.

NORTH

ABUT.

EROSION

CONTROLROADWAY CHANNEL

FULL

E&CTOTAL

201.10 CLEARING AND GRUBBING, INCLUDING INDIVIDUAL TREES AND STUMPS LS 1 1 651.18 FERTILIZER LB 100 100

203.15 COMMON EXCAVATION CY 230 230 651.20 AGRICULTURAL LIMESTONE TON 1 1

203.27 UNCLASSIFIED CHANNEL EXCAVATION CY 310 310 651.25 HAY MULCH TON 1 1

204.30 GRANULAR BACKFILL FOR STRUCTURES CY 200 235 435 651.35 TOPSOIL CY 10 10

208.30 COFFERDAM EXCAVATION, EARTH CY 315 380 695 651.40 GRUBBING MATERIAL SY 100 100

208.35 COFFERDAM EXCAVATION, ROCK CY 30 40 70 652.10 EPSC PLAN LS 1 1

208.40 COFFERDAM (SOUTH ABUTMENT) LS 1 1 652.20 MONITORING EPSC PLAN HR 50 50

208.40 COFFERDAM (NORTH ABUTMENT) LS 1 1 652.30 MAINTENANCE OF EPSC PLAN (N.A.B.I.) LU 1 1

301.25 SUBBASE OF CRUSHED GRAVEL, COARSE GRADED CY 220 220 653.20 TEMPORARY EROSION MATTING SY 60 60

401.10 AGGREGATE SURFACE COURSE CY 35 35 653.25 TEMPORARY STONE CHECK DAM, TYPE I CY 20 20

501.32 CONCRETE, HIGH PERFORMANCE CLASS AA CY 13 13 653.35 VEHICLE TRACKING PAD CY 30 30

501.34 CONCRETE, HIGH PERFORMANCE CLASS B CY 80 95 175 653.45 FILTER BAG EA 1 1

506.75 STRUCTURAL STEEL LS 1 1 653.50 BARRIER FENCE LF 30 30

507.11 REINFORCING STEEL, LEVEL I LB 8725 11325 20050 653.55 PROJECT DEMARCATION FENCE LF 330 330

507.12 REINFORCING STEEL, LEVEL II LB 1400 1400 675.20 TRAFFIC SIGNS, TYPE A SF 12 12

507.16 DRILLING AND GROUTING DOWELS LF 8 8 16 675.341 SQUARE TUBE SIGN POST AND ANCHOR LF 52 52

510.22 PRESTRESSED CONCRETE VOIDED SLABS (18" X 48") LF 164 164

510.24 GROUTING SHEAR KEYS LF 125 125

514.10 WATER REPELLENT, SILANE GAL 10 5 5 20

525.44 BRIDGE RAILING, GALVANIZED HDSB / FASCIA MOUNTED / STEEL TUBING LF 87.5 87.5

529.15 REMOVAL OF STRUCTURE EA 1 1

531.17 BEARING DEVICE ASSEMBLY, STEEL REINFORCED ELASTOMERIC PAD EA 16 16

613.11 STONE FILL, TYPE II CY 40 40

613.13 STONE FILL, TYPE IV CY 380 380

621.205 STEEL BEAM GUARDRAIL, GALVANIZED W/ 8 FEET POSTS LF 25 25

621.60 ANCHOR FOR STEEL BEAM RAIL EA 4 4

621.738 GUARDRAIL APPROACH SECTION, GALV HD STEEL BEAM W/ 8FT POSTS EA 4 4

621.90 TEMPORARY TRAFFIC BARRIER LF 40 40

631.16 TESTING EQUIPMENT, CONCRETE LS 1 1

635.11 MOBILIZATION / DEMOBILIZATION LS 1 1

649.31 GEOTEXTILE UNDER STONE FILL SY 350 350

649.51 GEOTEXTILE FOR SILT FENCE SY 50 50

649.61 GEOTEXTILE FOR FILTER CURTAIN SY 100 100

651.15 SEED LB 10 10

651.17 SEED, WINTER RYE LB 10 10

PROJECT NAME: BRANDON - CHURCHILL ROAD BRIDGEPROJECT NUMBER: BRANDON PLH ALPP(1)

FILE NAME: z8013qsh FINAL.xls PLOT DATE: 11/8/2017

PROJECT LEADER: J. Lund DRAWN BY: D. DePaolo

DESIGNED BY: D. Martel CHECKED BY:R. Joy

SHEET 4 OF 23

QUANTITY SHEETSUMMARY OF ESTIMATED QUANTITIES

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OFSURVEY TIE SHEET

$FILEABBREV$

DATUM

VERTICAL

HORIZONTAL

TR

AV

ER

SE

TI

ES

ADJUSTMENT LSQ

NAD 83(CORS) sFT

GP

S/

NG

S

CO

NT

RO

L

POI

NT

S

VERMONT

SUR

VEY

AND ENGINEERING,

IN

C.VSE

AND ENGINEERING

VERMONT SURVEY

N

VT

ST

AT

E

PL

AN

E

GRID

HVCTRL #20

NAVD 88(GEOID03) FT

NORTH = 488253.99

EAST = 1497783.88

ELEV. = 774.64

HVCTRL #2 YELLOW VSE CONTROL CAP

5/8"REBAR SET FLUSH

NORTH = 488910.31

EAST = 1497333.89

ELEV. = 768.00

20

HVCTRL

2

HVCTRL

21

HVCTRL

22

HVCTRL

MAGHUB

72"CMP

TINKER4640.3'AG

5/8"REBAR

TINKER4640.1'AG

5/8"REBAR

HVCTRL #21NORTH = 488320.88

EAST = 1497842.29

ELEV. = 768.09

HVCTRL #22NORTH = 488334.52

EAST = 1497750.85

ELEV. = 766.94

48.22'

NESHOBE RI

VER

RO

AD

CH

UR

CHI

LL

26.72'

22.9

5'

88.8

1'

20.8

7'

7.91'

PID DL2744

N = 546895.26

E = 1468689.89

ELLIP HEIGHT = 315.07

THE MIDDLE PLATE IS SECURED WITH 2 THROUGH BOLTS AND 2 ANCHORS. THE BOTTOM PLATE IS SECURED WITH 2 THROUGH BOLTS AND 2 ANCHORS.

AND 3 ANCHORS.AND NUTS OR 1/2 INCH STAINLESS STEEL LAGS WITH LEAD ANCHORS. THE TOP PLATE IS SECURED WITH ONE THROUGH BOLT

OF 1/2 INCH DIA HOLES. ATTACHMENTS ARE EITHER MADE BY THROUGH BOLTING WITH WITH 1/2 INCH STAINLESS STEEL ROD, WASHERS,

MOUNTING PLATES ARE WELDED TO THE END OF EACH OUTRIGGER. EACH MOUNTING PLATE CONTAINS 4 ATTACHMENT POINTS CONSISTING

IS 120 INCHES LONG AND HAS A SMALL CIRLULAR LEVELING DEVICE WELDED TO THE TOP. THE MAST IS WELDED TO 3 OUTRIGGERS AND

3 STORY CONCRETE/BRICK BUILDING WITH A 10 FT CONCRETE FOUNDATION BUILT IN 1996. MAST IS A TWO INCH DIA GALV PIPE THAT

THE ANTENNA IS MOUNTED ON THE ROOF OF MIDDLEBURY UNION MIDDLE SCHOOL, MIDDLEBURY, VT. THE MONUMENT IS ATTACHED TO A

STATION IS A GPS CONTINOUSLY OPERATING REFERENCE STATION. STATION IS THE ANTENNA REFERENCE POINT OF THE GPS ANTENNA.MIDDLEBURY CORS ARP

MAGHUB MAGHUB MAGHUB

SEE HVCTRL #2 SKETCH SEE HVCTRL #2 SKETCH SEE HVCTRL #2 SKETCH

SURVEY COMPLETED: JUNE 23, 2016 BY VSE, R. GAUVIN-PC, T. YEFCHAK

PT 100+73.85 NORTH = 488177.8838

EAST = 1497736.9147

PC 101+56.68 NORTH = 488249.1980

EAST = 1497779.0393

PT 101+99.00 NORTH = 488289.6448

EAST = 1497789.4283

PC 102+47.11 NORTH = 488337.7304

EAST = 1497787.9513

NORTH = 488375.8194

EAST = 1497776.9534

PT 102+87.17NORTH = 488424.7272

EAST = 1497748.1999

PC 103+43.90

ALI

GN

ME

NT

TI

ES

(C

ON

T.)

ALI

GN

ME

NT

TI

ES

BRANDON PLH ALPP(1)

D. Martel

J. Lund D. DePaolo

R. Joy

5 23

770

772

768

2 Q ELEV 767.17

1 Q ELEV 765.85

STA.102+00

NEW

12"x36"

OM-3R

STA.101+99

NEW

STA.102+48

NEW

STA.102+46

NEW

12"x36"

OM-3R

12"x36"

OM-3L

25

100

12

NE

SH

OB

E

RI

VE

R

CHURCHILL ROAD

STA 101+35

BEGIN PROJECT

STA 103+00

END PROJECT

ROADWAY PROFILE

ROADWAY PLAN

101

+75

740

760

770

780

790

740

760

770

780

790

776.1

775.1

775.35

774.3

774.55

772.9

774.42

774.30

774.7

774.17

774.4

774.05

773.9

773.92

772.3

750 750

761.6

GRADE

FINISHED

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

CURVE #1 CURVE #2

E = 3.09'

L = 42.32'

T = 21.74'

R = 75.00'

D = 76°23'40"

= 32°19'45"

CURVE #1 DATACURVE #2 DATA

E = 2.58'

L = 40.06'

T = 20.46'

R = 80.00'

D = 71°37'11"

= 28°41'33"

APPROXIMATE EXISTING ROW

APPR

OXI

MATE E

XISTI

NG R

OW

C CONSTRUCTIONL

ROADWAY PLAN AND PROFILE

z8013pln.dgn

0 1010

N

VT STATE PLANE GRID

-3.2000% -.5040%

NOTES

EL

EV 775.83

PVI 101

+35.00

EL

EV 774.55

PVI 101

+75.00

EL

EV 773.92

PVI 103

+00.00

101

+00

101

+25

101

+50

102

+00

102

+25

102

+50

102

+75

103

+00

103

+25

103

+50

800800

BASELINE

CHANNEL

STA 102+02.84

BEGIN BRIDGE

STA 102+43.86

END BRIDGE

@ C CONSTRUCTION

EXISTING GROUND

L

W.W.#2

W.W.#4

W.W.#1

W.W.#3L STA. 102+42.86

C BRG.NORTH ABUT.L

ABUTMENT (TYP.)

REMOVE EXISTING

*

14'-8"

*

12'-1"

REMOVE EXISTING PIPE

STA. 102+03.84

C BRG.SOUTH ABUT.

C CONSTRUCTION

* DIMENSIONS AT

L

CHANNEL BASELINE STA. 11+01.47

CHURCHILL ROAD STA. 102+19.98 =

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

(SEE NOTE 4)

TYPE IV (TYP.)

STONE FILL,

NATIVE MATERIAL EXCAVATED FROM EXISTING STREAM BED).

4. STONE FILL, TYPE IV SHALL BE TYPE E4 STONE (TYPE IV MIXED WITH

3. RIGHT-OF-WAY SHOWN IS BASED ON PINS SET BY TINKER SURVEYS AND PICKED UP BY VSE.

2. SURVEY AND MAPPING PERFORMED BY VERMONT SURVEY & ENGINEERING (VSE), INC., APRIL 2008 AND JUNE 2016.

FINISH GRADES ALONG THE PROPOSED CENTERLINE.

THE PROPOSED CENTERLINE. THE GRADES SHOWN TO THE NEAREST HUNDREDTH ARE THE

1. THE GRADES SHOWN TO THE NEAREST TENTH ARE THE ORIGINAL GROUND ELEVATIONS ALONG

12"x36"

OM-3L

0 1010 SIGN POST AND ANCHOR

NEW 1 3/4" SQUARE TUBE

6

101+00

102+00

103+0

0

104+0

0

100+73.85

PT

101

+99.00

PT

101+56.68

PC

11

+00

103+43.90

PC

103

+83.82

PT

102

+47.11

PC

102+87.17

PT

11

+50

764

766

768

770

766

774

772

770

768

774

770

768

764

764772

766

762

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

772

774

766

z8013ssdtl_1of2.dgn


7

" = 1'-0"21

SCALE:

TYPICAL BRIDGE SECTION

0.020 FT/FT

FINISH GRADE

0.020 FT/FT

L

" DRIP NOTCH43

(TYP)

JOINTS BETWEEN UNITS SHALL BE FILLED

WITH MORTAR TYPE IV IN ACCORDANCE WITH

SECTION 510.13. "THIS WORK WILL BE PAID FOR

18" X 48" VOIDED SLAB

SEE STD. S-367A

UNDER ITEM 510.24, GROUTING SHEAR KEYS

UNIT #1 UNIT #2 UNIT #3 UNIT #4

BLOCKOUT DETAIL

SEE ANCHOR

C CONSTRUCTION

C

L ANCHOR (2-TYPE A)C

(TYP)

1'-

6"

(TYP)

4'-0"

(TYP) TO FASCIA

8'-0"

16'-0"

TO FACE OF RAIL

8'-0"

TO FACE OF RAIL

8'-0"

(TYP)

6"

(T

YP)

9"

(COMPOSITE WITH VOIDED SLABS, BROOM FINISH)

CLASS AA STRUCTURAL OVERLAY

5" MIN. HIGH PERFORMANCE CONCRETE

*

*REINFORCING STEEL

EPOXY COATED

L ANCHOR (TYPE B)

DESIGNED BY FABRICATOR

REINFORCING STEEL

C

RAKED FINISH

TURF DRAG

(TYP)

STEEL TUBING

FASCIA MOUNTED/

BRIDGE RAILING, GALVANIZED HDSB/

102+00

101

+99.0

0

PT

102

+4

7.1

1

PC

" = 1'-0"41

SCALE:

12'-0"

(T

YP)

(TYP)

STATIONING

BEGIN BRIDGE

STA 102+02.84

4'-

0"

FL

OW

1'-0"

(TYP)

END BRIDGE

STA 102+43.86

(TYP)

VT STATE PLANE GRID

85.0

0°

FRAMING PLAN

"85

4'-10 "85

4'-10

FINISH GRADE

ELEV. 774.39

FINISH GRADE

ELEV. 774.19

102+50

C CONSTRUCTIONL

LL

" C BRG. TO C BRG.41

39'-0 L L

UNIT#4

UNIT#3

UNIT#2

UNIT#1

C BRG.C BRG.

TRANSVERSE TENDON

POCKET (TYP)

12'-0"

C TENDONLC TENDONL

12'-0"

C TENDONL C TENDONL

(TYP)

TRANSVERSE TENDONS

EACH END (TYP)

BEARING PAD (2) EACH UNIT

STEEL REINFORCED ELASTOMERIC

2'-0" ABUTMENT

EACH UNIT, EACH END

AND ANCHOR BOLT (1)

VOIDED SLAB BLOCKOUT

"81

2'-6"81

2'-6

2'-

0"

@ 4'-

0"

WID

E=

16'-

0"

4

PR

EC

AS

T

VOID

ED

SL

AB

UNIT

S

TO TENDON SLEEVE

6" MIN. CLEAR FROM VOID

BRIDGE RAILING - 5 SPACES @ 6'-3" = 31'-3" (TYP)

(TYP)

BRIDGE RAILING

"81

41'-0

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

z8013ssdtl_2of2.dgn


8

C.

B.

A.

BE AASHTO M270 GRADE 50, UNLESS OTHERWISE NOTED.

ALL ANCHOR BOLTS, AND NUTS SHALL BE ANSI A449, AND ALL WASHERS SHALL

ON THE FIXED END, THE CONTRACTOR SHALL TIGHTEN THE NUT.

CONTRACTOR SHALL HAND TIGHTEN THE NUT AND THEN LOOSENED IT BY ½ TURN.

EACH ANCHOR BOLT SHALL HAVE A SINGLE NUT. ON THE EXPANSION END, THE

ANCHOR BOLTS SHALL BE SWEDGED AND GALVANIZED, THREADED FOR 12 INCHES.

FOLLOWING REQUIREMENTS:

ITEM 510.22, PRESTRESSED CONCRETE VOIDED SLABS AND SHALL MEET THE

ANCHOR BOLTS, STEEL PLATES, NUTS, AND WASHERS SHALL BE PAID FOR AS PART OF

ANCHOR BOLT NOTE

**FABRICATION.

ROUGHENED TO A 1/4-INCH AMPLITUDE DURING

THE TOP OF ALL BEAMS SHALL BE INTENTIONALLY

18

"

10

"4

"

" = 1'-0"21

SCALE: 1

TYPICAL INTERIOR VOIDED SLAB UNIT

(TYP)

48" (NOMINAL WIDTH)

"21

9 "21

14 "21

14 "21

9

3/8" RADIUS (TOOLED EDGE)

4"

"

OF EACH VOID (TYP)

9"

TENDON SLEEVE

C

RAKED FINISH (TYP) **

2'-0" ABUTMENT

END OF BRIDGE DETAIL

" = 1'-0"43

SCALE:

BEGIN / END BRIDGE

C BRG.L

2'-

0"

MORTAR TYPE IV

" DIA. SLEEVE21

2

END

MORTAR TYPE IV @ FIXED

SEALER @ EXPANSION END

COLD POURED JOINT

BOLT THREADED 12"

" DIA. GALVANIZED ANCHOR21

1

1'-0"

" DIA. SLEEVE21

2

COURSE

AGGREGATE SURFACE

6"

"43

4

4"

PLATE WASHER

GALVANIZED STEEL

"21

4"x4"x

" DIA. SLEEVE21

2

W/ APPROVED MASTIC.

LEGS AND ATTACH TO MEMBER

PVC WATERSTOP. CLIP TOP

VOIDED SLAB

PRESTRESSED CONCRETE

FABRICATOR

PAD DESIGNED BY

ELASTOMARIC BEARING

3" STEEL REINFORCED

CLOSED CELL FOAM 3"x3"

SECTION ON SHEET 2.

SEE TYPICAL ABUTMENT

GRAVEL, COARSE GRADED.

SUBBASE OF CRUSHED

CONCRETE CLASS AA OVERLAY

5" MIN. HIGH PERFORMANCE

EACH BAR

DRILL & GROUT

ANCHOR BLOCKOUT DETAIL

RECESS

SQUARE

"41

4

HEAVY HEX NUT

BOLT W/GALVANIZED

GALVANIZED ANCHOR

" DIA.21

1

(EPOXY COATED)

BLOCKOUT DETAIL

SEE ANCHOR BOLT

ANCHOR BOLT BLOCKOUT.

(SEE DETAIL THIS SHEET)

OVERLAY CORNER GUARD AT EACH END

" = 1'-0"21

SCALE: 1

(TYP)

"21

9 "21

14RAKED FINISH (TYP)

3/8" RADIUS (TOOLED EDGE)

"

OF EACH VOID (TYP)

TYPICAL EXTERIOR VOIDED SLAB UNIT

9"

TENDON SLEEVE

C

18

"

10

"4

"4

"

L ANCHOR (2-TYPE A)C

CL ANCHOR (TYPE B)*

*

*- SEE S-367A

48" (NOMINAL WIDTH)

24" **

" = 1'-0"21

SCALE: 1

" = 1'-0"21

SCALE: 1

" = 1'-0"21

SCALE: 1

DRIP NOTCH DETAIL

UNIT AND OUTLET AT

5'-0" FROM ENDS OF

(STOP DRIP NOTCHES

" DRIP NOTCH43

UNITS

EXTERIOR PRESTRESSED

6 "

" PLATE21

21

0 "

21

4 "

PROJ21

0 "

410

"

7"

410

"

DOUBLE USE CHUCK

21

7 "

41

0 " 41

0 "

214

"

1"

1"

FACES OF BEAMS

SANDBLAST INTERIOR

TRANSVERSE TENDON

LONGITUDINAL JOINT AT

GROUT MATERIAL

0.6" TRANSVERSE TENDON

IN SEAMLESS

POLYPROPOLENE SHEETH

OR EQUAL

SEAL WITH OAKUM

21

0 "

TENDON

POCKET DETAIL

TRANSVERSE TENDON

TENDON SLEEVE

**

*

*

**

WITH EPOXY BONDING AGENT.

CLEAN AND ROUGHEN TENDON POCKET PRIOR TO PAINTING

AND VERTICAL REPAIR MATERIAL.

THAT MEETS THE REQUIREMENT OF 780.02, OVERHEAD

MORTAR OF THE SAME TEXTURE AND COLOR AS BEAM

POCKET RECESSES TO BE FILLED WITH NON-SHRINK

PRIOR TO PLACEMENT OF GROUT

AGENT MEETING REQUIREMENT OF ASTM C881 (TYPE II, GRADE 2)

PAINT TENDON POCKET SURFACE WITH EPOXY BONDING

" PLATE (MIN.)21

"x421

"x421

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

SHEAR KEY DETAIL FOR VOIDED SLAB

" = 1'-0"SCALE: 3

10"

4"

18"

4"

43"

43"

41"

TO NOMINAL WIDTH

83"

83"

85"

3/4" CHAMFER

135

GUARD DETAIL

OVERLAY CORNER

" = 1'-0"SCALE: 3

(TYP.)

"21

1

"41

3

GUARD PLATE

WELDED TO CORNER

#3 ANCHOR BAR

CORNER GUARD PLATE

OVERLAY

LIMITS OF CONCRETE

"41

3

"41

"21

R=1

OVERLAY CORNER GUARD NOTES:

ITEM 506.75, STRUCTURAL STEEL.

SECTION 506 (STRUCTURAL STEEL), WITH THE COST INCLUDED IN

THE CORNER GUARD ASSEMBLIES SHALL MEET THE REQUIREMENTS OF3.

CORNER GUARD ASSEMBLIES SHALL BE HOT DIP GALVANIZED.2.

AND SPACED AT 18 INCHES ON CENTER.

SHALL BE SET 6 INCHES FROM THE EXTENTS OF THE DECK OVERLAY

WIDTH OF THE CONCRETE OVERLAY (16 FEET). THE #3 BAR ANCHORS

LIMITS OF EACH CORNER GUARD ASSEMBLY SHALL EXTEND FULL1.

R=1 "83

4'-6"5'-0"

2'-

0"

4'-

0"

0"

9

SOUTH ABUTMENT

z8013abut south.dgn

2'-

0"

1'-0"

85.0

0°

WPWP WP

" = 1'-0"41

SCALE:

8'-1"

" = 1'-0"41

SCALE:

EL 756.00

EL 758.00

EL 774.19 EL 774.20

4'-

6"

L

13

A

15

B

15

B

15

D

VT

ST

AT

E

PL

AN

E

GRID

EL 764.00

1'-0"

HORIZONTAL

CONSTRUCTION JOINT

1'-

6"

7'-

0"

10'-

9"

5'-0"

2'-

3"

"81

3'-11

1'-

6"

"81

11'-

112

'-3"

10'-

9"

7'-

0"

"85

7'-10

15'-

2"

1'-0" 1'-0"

6'-10

"

"81

2'-6

8'-1"

45°

25°

5'-

0"

11'-

0"

1'-0"

1'-

0"

1'-

0"

10'-0" MAX (TYP)

STA 102+02.84

BEGIN BRIDGE

C CONSTRUCTION

WW #1

1'-

0"

C

WW #2

102

+00

"81

11'-

0

"83

4'-8

"83

8'-2 "83

8'-0

"83

8'-2"83

8'-0

"81

4'-2

"85

1'-0

"43

1'-6

2'-

4"

"41

17'-

5

"83

10'-2 "81

11'-2

EL 770.25

(LEVEL)

EL 772.04

CL CONSTRUCTION

FINISH (TYP.)

ASHLAR STONE

EL 768.00

PROPOSED GROUND

CONSTRUCTION JOINT

6"

(T

YP.)

(TYP.)

*

EL 764.00

*

(TYP.)

1'-0"

(TYP.)

SEE ASHLAR STONE FORM LINER NOTES ON SHEET 16.

(TYP.)

JOINT FILLER

1" PREFORMED

SOUTH ABUTMENT PLAN

SOUTH ABUTMENT ELEVATION

EL 762.00

(TYP)

STA. 102+03.84

L BRG. SOUTH ABUTMENT

ABUTMENT

L BRG. SOUTHC

(SHEET 9)

CONSTRUCTION JOINT DETAIL

SEE HORIZONTAL WINGWALL

2'-0"

" = 1'-0"21

SCALE:

TYPICAL ABUTMENT STEM SECTION A-A

FINISH GRADE

1'-0" 1'-0"

C BRGL

FOR STRUCTURES

GRANULAR BACKFILL

#8 @ 12"

#5 @ 12"

#5 @ 12"

WEEP HOLE (TYP)

#5 @ 12"

2'-

0"

#8 @ 6"

#6 @ 6"

3"

CLE

AR

11'-6"

#5 @ 12" #5 @ 12"

2"

CL

R

2"

CLR

0"

2'-0"

FOR STRUCTURES

GRANULAR BACKFILL

2'-0"

1'-

0"

COFFERDAM EXCAVATION PAY LIMITS

STONE FILL, TYPE IV

VA

RIE

S

2"

CLR

GRAVEL, COURSE GRADED

SUB-BASE OF CRUSHED

EL. 756.00

SURFACE COURSE

6" AGGREGATE

SEE ROADWAY PLAN

AND ELEV. VARIES.

STONE FILL SLOPE

(TYP.)

COFFERDAM

#6 @ 6"

FILL

UNDER STONE

GEOTEXTILE

SEE DETAIL SHEET 7

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

NORTH ABUTMENT

10

z8013abut_north.dgn

WP WP

" = 1'-0"41

SCALE:

1'-

0"

"81

1'-0

2'-

0"

8'-1"

8'-1"

" = 1'-0"41

SCALE:

NORTH ABUTMENT ELEVATION VIEW

C

EL 756.00

EL 758.00

EL 774.01 EL 774.00

EL 763.00

EL 761.00

5'-

0"

4'-

6"

13

A

15

B

15

B

15

C

VT

ST

AT

E

PL

AN

E

GRID

" = 1'-0"41

SCALE:

EL 756.00

EL 758.00

EL 763.00

EL 761.00

EL 774.00

4'-0"

1'-0"

FINISH

ASHLAR STONE

TYPICAL STEPPED FOOTING DETAIL

CONT. WALL REINF.

SAME AS BOT.

CONT. WALL

FOOTING

BOT. CONT.

WALL REINF.

" = 1'-0"41

SCALE:

2'-

6"

2'-

6"

5'-0"

2'-0" MINIMUM

LAP LENGTH (TYP)

PROPOSED GROUND

PROPOSED GROUND

2

1

HORIZONTAL

CONSTRUCTION JOINT

CONSTRUCTION JOINT

6"

90°

" = 1'-0"21

SCALE:

75°

WP

"41

4'-3 4'-2"

10'-9"

5'-0"

2'-0"

1'-6"

12'-

6"

12'-

2"

"83

7'-

2

"81

8'-

11

7'-

6"

1'-

6"

85°

45°

1'-0"

"85

12'-3"85

7'-10

10'-0" MAX (TYP)

10'-0" MAX (TYP)

2'-3"

10'-

9"

5'-

0"

"83

8'-1"83

8'-1

CONSTRUCTION JOINT

6'-0"

LC CONSTRUCTION

STA. 102+42.86

L NORTH ABUTMENTC

STA 102+43.86

END BRIDGE

WW #3

WW #4102

+50

"41

8'-0"83

8'-2

"83

10'-2

"87

3'-1

2'-

4"

"41

14'-

5

"43

28'-

8

"83

8'-

0

EL 764.00

EL 760.50

2'-

3"

7'-

0"

"21

1'-11

"83

11'-5

L CONSTRUCTION

EL 764.00

EL 770.25

SEE HORIZONTAL WINGWALL

(LEVEL)

EL. 771.86

1'-0"

(TYP.)1'-0"

(TYP.)

WINGWALL

TOP OF

EL 764.00

6"

(T

YP.)

FINISH (TYP.)

ASHLAR STONE

HORIZONTAL

(TYP.)

JOINT FILLER

1" PREFORMED

NORTH ABUTMENT PLAN

WINGWALL NO. 4 ELEVATION

EL 762.00

EL 762.00

1'-

0"

CONSTRUCTION JOINT DETAIL

THIS SHEET

HORIZONTAL WINGWALL CONSTRUCTION JOINT DETAIL " = 1'-0"21

SCALE: 1

SCORE MARK DETAIL

43

0 "

" = 1'-0"21

SCALE: 1

JOINT BETWEEN FASCIA AND ABUTMENT

OF CONCRETE, CLASS B.

TO BE INCLUDED WITH COST

POLYURETHANE JOINT SEALER

" RADIUS43

1" PREFORMED JOINT FILLER (707.08)FASCIA

CIP ABUTMENT

PRECAST CONCRETE

" CENTER ON JOINT21

1"1

"21

0 "83

0

OVERLAY

CONCRETE CLASS AA

5" MIN. HIGH PERFORMANCE

" = 1'-0"21

SCALE:

ABUTMENT

WINGWALL

LONGEST LEG REQUIRED

MAKE ALL LEGS EQUAL TO

IDENTICAL #5 BARS @ 12"

2'-0" MINIMUM

LAP LENGTH (TYP)

#5 BAR @ 12"

#5 BARS @ 12"

#5 BARS @ 12"

" = 1'-0"21

SCALE:

ABUTMENT

WIN

GW

ALL

2'-0" MINIMUM

LAP LENGTH (TYP)

#5 BAR @ 12"

#5 BARS @ 12"

ELEVATION

BRIDGE SEAT

ABUTMENT FILLET TO

WINGWALL AND

2'-0" TYPICAL FOR

#5 BARS @ 12"

" = 1'-0"21

SCALE: 1

SCORE MARK

W = WALL THICKNESS "

"W31

"W31

"W31

21

0 " 21

0 "

W (6" MAX.)31

"

TYPICAL VERTICAL CONCRETE CONSTRUCTION JOINT

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

ABUTMENT DETAILS

z8013wingwall_dtls.dgn

11

6"

1'-6"

" = 1'-0"21

SCALE:

WINGWALL SECTION B-B

FILL SLOPE

FOR STRUCTURES

GRANULAR BACKFILL#6 @ 6"

#5 @ 12"

ROADWAY PLAN SHEET

ELEV. VARIES. SEE

STONE FILL SLOPE AND

#5 @ 12"

#5 @ 12"

4'-0"

5'-0"

4'-0"

2'-

0"

4'-

0"

2'-

0"

#8 @ 6"

#8 @ 9"

3"

CLE

AR

10'-6"

#5 @ 12"

6"

1'-6"

" = 1'-0"21

SCALE:

WINGWALL SECTION C-C

FILL SLOPE

FOR STRUCTURES

GRANULAR BACKFILL

#6 @ 12"

#5 @ 12"

#5 @ 12"

2'-3"

5'-0"

2'-0"

2'-

0"

3'-

0"

2'-

0"

#6 @ 6"

#6 @ 9"

3"

CLE

AR (T

YP)

8'-9"

#5 @ 12"

6"

1'-6"

" = 1'-0"21

SCALE:

WINGWALL SECTION D-D

FILL SLOPE

FOR STRUCTURES

GRANULAR BACKFILL

#5 @ 12"

#6 @ 12"

4'-0"

WEEP HOLE (TYP)

WEEP HOLE (TYP)

2" CLR

0"

0"

STONE FILL

GEOTEXTILE UNDER

2'-0"

FOR STRUCTURES

GRANULAR BACKFILL

2"

CL

R

1'-

0"

5" CLR

ELEV. VIEW

SEE ABUTMENT

STONE FINISH

ASHLAR

ASHLAR STONE)

PERIMETER OF

(TYP AROUND

" REVEAL83

" x 243

#5 @ 12"

1'-

0"

5" CLR

ELEV. VIEW

SEE ABUTMENT

STONE FINISH

ASHLAR

ASHLAR STONE)

PERIMETER OF

(TYP AROUND

" REVEAL83

" x 243

STONE FILL

GEOTEXTILE UNDER

2'-0"

FOR STRUCTURES

GRANULAR BACKFILL

3"

CL

R

2" CLR

2" CLR

#5 @ 12"

1'-

0"

5" CLR

ELEV. VIEW

SEE ABUTMENT

STONE FINISH

ASHLAR

ASHLAR STONE)

PERIMETER OF

(TYP AROUND

" REVEAL83

" x 243

ELE

VA

TIO

N

VIE

W

SE

E

SO

UT

H

AB

UT

ME

NT

ELE

VA

TIO

N

VA

RIE

S

STONE FILL

GEOTEXTILE UNDER

0"

0"

ROADWAY PLAN SHEET

ELEV. VARIES. SEE


ROADWAY PLAN SHEET

ELEV. VARIES. SEE


COFFERDAM EXCAVATION LIMITS COFFERDAM EXCAVATION LIMITS

4'-3"

COFFERDAM EXCAVATION LIMITS

#6 @ 6"

EL. 756.00

#6 @ 6"

TYPE IV

STONE FILL,

TYPE IV

STONE FILL,

TYPE IV

STONE FILL,

WITH FOOTING

EXTEND 36" INTO WALL

EL. 761.00

" = 1'-0"41

SCALE:

SO

UT

H

AB

UT.

STE

M

BENCH MARK

6"

BRIDGE PLAQUE

" = 1'-0"41

SCALE:

SOUTH ABUT.

OF CONCRETE

FLUSH WITH TOP

BENCH MARK

BRIDGE PLAQUE

WIN

GW

ALL #2

BENCHMARK AND BRIDGE PLAQUE NOTE

VIEW A-A

A

A

BENCHMARK LOCATION PLAN

#2

WINGWALL

FOR BRIDGE PLAQUE LOCATION.

AS SHOWN OR AS DIRECTED BY THE ENGINEER. SEE SD-502

THE CONTRACTOR ON WW #2 OF THE SOUTH ABUTMENT

THE AGENCY OF TRANSPORTATION AND SHALL BE INSTALLED BY

THE BENCH MARK AND BRIDGE PLAQUE WILL BE SUPPLIED BY

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

O.G. = 775.8

F.G. = 775.83

F.G. = 774.42

O.G. = 772.9

7.1 1'6.58'

760

770

780

790

800

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

760

770

780

790

800

760

770

780

790

800

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

101+50

760

770

780

790

800

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

101+75

760

770

780

790

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

102+50

750

760

770

780

790

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

102+75

750

760

770

780

790

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

750

760

770

780

790

2'-

0"

4'-0"

TYPE II

STONE FILL,

z8013xs.dgn

ROADWAY CROSS SECTIONS

F.G. = 775.35

F.G. = 774.55

F.G. = 774.17

F.G. = 774.05

F.G. = 773.92

O.G. = 775.1

O.G. = 774.3

O.G. = 774.7

O.G. = 774.4

O.G. = 773.9

101+35 BEGIN PROJECT

1

2

COFFERDAM EXCAVATION, ROCK

COFFERDAM EXCAVATION, EARTH AND

UNCLASSIFIED CHANNEL EXCAVATION

COARSE GRADED (TYP.)


COURSE (TYP.)

6" AGGREGATE SURFACE

APRON

DRIVEWAY

103+00 END PROJECT

8'-0"

4'-0"

1

2

STONE FILL (TYP.)

GEOTEXTILE UNDER

790 790

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

102+00

760

770

780

790

750

COURSE (TYP.)

6" AGGREGATE SURFACE

COARSE GRADED (TYP.)


W.W.#1 W.W.#2

1

_ sto

ne wall

1:-21:-1.5

RO

W

5.88'

4.50'

RO

WR

OW

RO

W

3.61'

5.60'

RO

W

RO

W

(TYP.)

SURFACE COURSE

6" AGGREGATE

(TYP.)

SURFACE COURSE

6" AGGREGATE

3.42'

3.74'

RO

W

RO

W

1:-2

1:-21:-

2

1:-2

RO

W

RO

W

RO

W

RO

W

TYPE IV

STONE FILL,

RO

W

RO

W

12

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

2

TYPE IV

STONE FILL,

2

STONE FILL (TYP.)

GEOTEXTILE UNDER

MATERIAL

GRUBBING

2

LEGEND

FINISH GRADE

ORIGINAL GROUND

F.G.

O.G.

11+00

CHANNEL CROSS SECTIONS

z8013cxs.dgn

1

2

COFFERDAM EXCAVATION, ROCK

COFFERDAM EXCAVATION, EARTH AND

UNCLASSIFIED CHANNEL EXCAVATION

750

760

770

780

790

800

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

750

760

770

780

790

800

TYPE IV

STONE FILL,

TYPE IV

STONE FILL,

O.G. = 763.4

STONE FILL (TYP.)

GEOTEXTILE UNDER

(SKEWED PARALLEL TO THE MAINLINE)

10+80

OHW

(TYP.)

MATERIAL

GRUBBING

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

11+20

750

760

770

780

790

TYPE II

STONE FILL,

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

TYPE IV

STONE FILL,

O.G. = 761.0

OHW

750

760

770

780

790

0 10 20 30 40 50 60 70-10-20-30-40-50-60-70

750

760

770

780

790

TYPE IV

STONE FILL,TYPE IV

STONE FILL,

O.G. = 761.7

1 2 2 1

OHW

EXISTING PIPEGRADE

FINISH

1 2

13

$$$$DATE$$$

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

FOREST

AND DECIDUOUS

MIXED EVERGREEN

WETLANDS (TYP.)

VT CLASS III

NOTES

NE

SH

OB

E

RI

VE

R

RESOURCE PLAN

STA 101+35

BEGIN PROJECT

STA 103+00

END PROJECT

N

VT STATE PLANE GRID

RESOURCE LAYOUT SHEET

z8013res.dgn

CHURCHILL ROAD

MILL SITE

WITH 19TH CENTURY

STONE WALL ASSOCIATED

(NORTH OF SITE)

NATIONAL FOREST

GREEN MOUNTAIN

RI

PA

RI

AN

BU

FF

ER

RI

PA

RI

AN

BU

FF

ER

DI

RT

RO

AD

DIRT ROAD

APPR

OXI

MATE R.

O.

W.

APPROXIMATE R.O.W.

APPROXIMATE R.O.W.

APPR

OXI

MATE R.

O.

W.

2-8% SLOPES.

4. SOILS IN VICINITY OF BRIDGE ARE WELL-DRAINED, COARSE-LOAMY, DUXBURY-COLTON COMPLEX,

3. SITE LIES WITHIN THE "CHURCHILL MILL ARCHAEOLOGICAL DISTRICT" (SITE VT-RU-585).



0 1010

14

101+00

102+00

103+0

0

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

LEGEND

ORDINARY HIGH WATER

DELINEATED WETLAND

OHW

760

770

770

770

770

770

770

770

780

780

780

780

780

790

790

790

800

z8013ero nar.dgn

EROSION CONTROL NARRATIVE

4/20/2018PLOT DATE:

SHEET OF

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

2315

NOTES

NE

SH

OB

E

RI

VE

R

z8013exc.dgn

EXISTING CONDITIONS SITE PLANEXISTING CONDITIONS SITE PLAN

N

VT STATE PLANE GRID

CHURCHILL ROAD

STA 101+35

BEGIN PROJECT

STA 103+00

END PROJECT

LOCATION

72" PIPE

DIRT ROAD

DI

RT

RO

AD

FOUNDATION WALL

OLD MILL HOUSE

LEGEND

DELINEATED WETLAND

ORDINARY HIGH WATEROHW

APPROXIMATE R.O.W.

APPROXIMATE R.O.W.

APPR

OXI

MATE R.

O.

W.

APPR

OXI

MATE R.

O.

W.



0 1010

16

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

101+00

102+00

103+0

0

760

770

770

770

770

770

770

770

770

780

780

780

780

780

790

790

790

800

NE

SH

OB

E

RI

VE

R

z8013er1.dgn

N

VT STATE PLANE GRID

EROSION CONTROL LAYOUT

STA 101+35

BEGIN PROJECT

STA 103+00

END PROJECT

TYPE II

STONE FILL,

EPSC CONSTRUCTION SITE PLAN

CHURCHILL ROAD

DI

RT

RO

AD

DIRT ROAD

20cM Farland Johnson

SHEET NAME:

R. Joy

BRANDON PLH ALPP(I)


OHW

J. Lund

D. Martel

D. DePaolo

ACCESS

CONSTRUCTION

STABLIZED

TYPE IV

STONE FILL,ACCESS

CONSTRUCTION

STABLIZED

TYPE II

STONE FILL,

FOUNDATION WALL

HISTORIC OLD MILL HOUSE

WALL PRIOR TO CONSTRUCTION

AROUND HISTORIC FOUNDATION

FENCING (BARRIER FENCE)

PLACE EXCLUSIONARY

0 1010

(ITEM 653.20)(TYP.)

EROSION MATTING

TEMPORARY

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF17

101+00

102+00

103+0

0

11

+00

11

+50

LEGEND

TYPE IV

STONE FILL,

ORDINARY HIGH WATER

DELINEATED WETLAND

SILT FENCE (649.51)

ROCK CHECK DAM (653.25)

PROJECT DEMARCATION FENCE (653.55)

BARRIER FENCE (653.50)

FILTER CURTAIN (649.61)

(ITEM 653.45)

FILTER BAG

760

770

770

770

770

770

770

770

770

780

780

780

780

780

790

790

790

800

770

772

768

NE

SH

OB

E

RI

VE

R

0 1010

N

VT STATE PLANE GRID

STA 101+35

BEGIN PROJECT

STA 103+00

END PROJECT

FINAL CONDITIONS LAYOUTEPSC FINAL CONDITIONS SITE PLAN

NOTE

CHURCHILL ROAD

FOUNDATION WALL

OLD MILL HOUSE

DI

RT

RO

AD

DIRT ROAD

REFER TO CROSS SECTIONS FOR FINAL GRADING.

LEGEND

ORDINARY HIGH WATER

DELINEATED WETLAND

GRUBBING MATERIAL

z8013fnc.dgn

OHW

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

18

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

101+00

102+00

103+0

0

104+0

0

11

+00

11

+50

764

766

768

770

766

774

772

770

768

774

770

768

764

764772

766

762

772

TYPE II

STONE FILL,

TYPE IV

STONE FILL,

774

766

CLOTH

FILTER

GROUND

EXISTING

50'MIN

3'

GROUND

EXISTING

12'MIN

10' MIN

10' MIN

cM Farland Johnson19

SHEET NAME: EPSC DETAILS (1 OF 3)

D. Martel

J. Lund

z8013ero det.dgn

D. DePaolo

R. Joy

23


BRANDON PLH ALPP(1)

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF

SYMBOL

CONSTRUCTION SPECIFICATIONS

NOT TO SCALE

ANCHOR

GRADING LIMIT

CONSTRUCTION

ANCHORS

LENGTH B/T

100' MAX

10' MINBARRIER

FLOATING SILT

EXISTING HIGHWAY

FL

OW

BOTTOM

WATERWAY

SYSTEM

ANCHOR

WEIGHTED

ABUTMENT

BRIDGEBARRIER

FLOATING SILT

REVISIONS

AA

SECTION A-A

JANUARY 13, 2009 WHF

APRIL 1, 2008 WHF

ITEM 649.61).

SECTION 649 FOR GEOTEXTILE FOR FILTER CURTAIN (PAY

THIS WORK SHALL BE PERFORMED IN ACCORDANCE WITH

FILTER CURTAIN

A WATERWAY WITH STREAM VELOCITIES GREATER THAN 1.5 FEET/SECOND.

FILTER CURTAIN SHALL NOT BE PLACED ACROSS A FLOWING WATERWAY, OR IN

TO CONFORM TO THE BOTTOM OF THE WATERWAY.

THE WEIGHTED ANCHOR SYSTEM SHALL BE A TYPE WHICH ALLOWS THE CURTAIN

MINIMIZING THE ESCAPE OF SEDIMENTS INTO WATERWAY.

THE CURTAIN SHALL BE REMOVED BY SLOWLY PULLING TOWARD THE SHORE

MAXIMUM 100' LENGTH BETWEEN ANCHORS.

DISTURBANCE.

LAST SECTION SHALL TERMINATE A MINIMUM OF 10' BEYOND LIMIT OF

5.

4.

3.

2.

1.

SEPTEMBER 4, 2009 WHF

RIPRAP TYPICAL

TYPE OR USE OF COFFERDAM IF USED.

CURTAIN. IT IN NO WAY DEFINES THE

OF A TYPICAL INSTALLATION OF FILTER

NOTE: THIS DRAWING IS A DEPICTION

SYMBOL


GUIDANCE.

THE VT AGENCY OF NATURAL RESOURCES FOR ADDITIONAL

EROSION PREVENTION & SEDIMENT CONTROL -2006- " FROM

REFER TO "THE VERMONT STANDARDS & SPECIFICATIONS FOR

NOTES:

VERMONT DEPARTMENT OF ENVIRONMENTAL CONSERVATION

ORIGINALLY DEVELOPED BY USDA-NRCS

ADAPTED FROM DETAILS PROVIDED BY: NEW YORK STATE DEC

5:1

PAVEMENT

EXISTING

PAVEMENT

EXISTING

PLAN VIEW

12'MIN

ENTRANCE

CONSTRUCTION

STABILIZED

REVISIONS

MARCH 24, 2008 WHF

9.

8.

7.

6.

5.

4.

3.

2.

1.


OR AS SPECIFIED IN THE CONTRACT.

SECTION 653 FOR VEHICLE TRACKING PAD (PAY ITEM 653.35)


EQUIVALENT.

STONE SIZE- USE 1-4" STONE, RECLAIMED OR RECYCLED CONCRETE

30' MINIMUM LENGTH APPLIES).

LENGTH- NOT LESS THAN 50' (EXCEPT ON A SINGLE RESIDENCE LOT WHERE A

THICKNESS- NOT LESS THAN 8".

WHERE INGRESS OR EGRESS OCCURS. 24' IF SINGLE ENTRANCE TO SITE.

WIDTH- 12' MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS

STONE.

GEOTEXTILE MUST BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING

PERMITTED.

PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE

CONSTRUCTION ENTRANCES SHALL BE PIPED BENEATH THE ENTRANCE. IF

SURFACE WATER- ALL SURFACE WATER FLOWING OR DIVERTED TOWARD

PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY.

RIGHTS-OF-WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO

WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC

MAINTENANCE- THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH

DEVICE.

WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING

WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED

ACCORDING TO PERMIT REQUIREMENTS.

PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED

EPSC MEASURES

ENVIRONMENTAL RESOURCES

CONSTRUCTION FEATURES

UTILITY SYMBOLOGY

PROJECT BOUNDARY FENCE

EPSC LAYOUT PLAN SYMBOLOGY LEGEND

ARCHEOLOGICAL & HISTORIC

(OPTIONAL)

BERM

MOUNTABLE

8"MIN

PROFILE

SPECIES

THREATENED & ENDANGERED

FILTER CURTAIN

SILT FENCE

SILT FENCE WOVEN WIRE

PROJECT DEMARCATION FENCE

BARRIER FENCE

REQUIRING RE-VEGETATION

DISTURBED AREAS

EROSION MATTING

WETLAND BOUNDARY

RIPARIAN BUFFER ZONE

SOIL TYPE BOUNDARY

HISTORIC STRUCTURE

HISTORIC DISTRICT BOUNDARY

HISTORIC AREA

AGRICULTURAL LAND

HAZARDOUS WASTE AREA

FISH & WILDLIFE HABITAT

FLOOD PLAIN

STORM WATER

USDA FOREST SERVICE LANDS

WILDLIFE HABITAT SUIT/CONN

AREAL ELECTRIC & TELEPHONE

AREAL ELECTRIC

UNDERGROUND ELECTRIC

UNDERGROUND TELEPHONE

UNDER GROUND TV

GAS LINE

WATER LINE

CHECK DAM

TOE OF SLOPE CUT OR FILL

ARCHEOLOGICAL BOUNDARY

STONE FILL, TYPE III

STONE FILL, TYPE II

STONE FILL, TYPE I

NOT TO SCALE

THIS ITEM SHALL BE PAID FOR UNDER ITEM

SPECIAL PROVISION 900.675 (GEOTEXTILE FOR SILT FENCE, WOVEN WIRE REINFORCED)

STANDARD SPECIFICIATION 649.51 GEOTEXTILE FOR SILT FENCE OR

NOTES:

REFER TO "THE VERMONT STANDARDS & SPECIFICATIONS FOR EROSION

PREVENTION & SEDIMENT CONTROL -2006- " FROM THE VT AGENCY OF

NATURAL RESOURCES FOR ADDITIONAL GUIDANCE.




FLO

W

FLO

W

4"

EMBED FILTER

A MIN. OF 6" IN GROUND.

COMPACTED SOIL

FLOWUNDISTURBED GROUND

FABRIC UPSLOPE OF WIRE

HEIGHT OF FILTER

= 16" MIN.

SPACING)

W/ MAX. 6" MESH

(MIN. 14 GAUGE

WOVEN WIRE FENCE

WOVEN WIRE FENCE

HALF OF FABRIC HEIGHT.

7. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN SEDIMENT REACHES

6. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT.

INCHES AND FOLDED.

5. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX

TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION.

4. WOVEN WIRE FENCE IS TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES. FILTER CLOTH IS

ELONGATION IS <50%, POST SPACING SHALL NOT EXCEED 6'.

ELONGATION IS >50%, POST SPACING SHALL NOT EXCEED 4'. FOR FILTER-CLOTH FENCE, WHEN

3. POST SPACING FOR WIRE-BACKED FENCE SHALL BE 10' MAXIMUM. FOR FILTER-CLOTH FENCE, WHEN

FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABILINKA T140N OR APPROVED EQUIVALENT.

2. WHERE REQUIRED FENCE SHALL BE WOVEN WIRE, MIN. 14 GAUGE WITH A 6" MAXIMUM MESH OPENING.

1. WOVEN WIRE FENCE REINFORCEMENT IS ONLY REQUIRED WITHIN 100 FT UPSLOPE OF RECEIVING WATERS.

INTO GROUND.

POSTS DRIVEN MIN. 16"

36" MIN. LENGTH FENCE

6"MIN.

16" MIN.

SEE NOTE #3

POST SPACING

20" MIN.

PERSPECTIVE VIEW

SECTION VIEW


SYMBOL

SILT FENCE


EPSC DETAILS (2 OF 3)SHEET NAME:


BRANDON PLH ALPP(1)

z8013ero det.dgn

J. Lund

D. Martel R. Joy

D. DePaolo

23

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF

SYMBOL





NOT TO SCALESTAPLESTAPLE

JUTE MESH

EROSION CONTROL MATTING

EXCELSIOR BLANKET

FIRMLY

TAMP SOIL

4"MIN

DETAIL 1 TERMINAL FOLD

3"MIN

1"MIN

STAPLE DETAIL

SHALL BE PLACED LOOSELY OVER GROUND SURFACE. DO NOT STRETCH.

DISTURBED AREAS SHALL BE SMOOTHLY GRADED. EROSION CONTROL MATERIAL

APPROXIMATELY 12" INTERVALS.

ALL TERMINAL ENDS AND TRANSVERSE LAPS SHALL BE STAPLED AT

REQUIRED PER 4'X150' ROLL OF MATERIAL.

ARE REQUIRED PER 4'X225' ROLL OF MATERIAL AND 125 STAPLES ARE

APART AND IN ROWS APPROXIMATELY 3' APART. APPROXIMATELY 175 STAPLES

STAPLES ARE TO BE PLACED ALTERNATELY, IN COLUMNS APPROXIMATELY 2'

APPLY FERTILIZER, LIME SEED PRIOR TO PLACING MATTING.

5.

4.

3.

2.

1.

REVISIONS

APRIL 16, 2007 JMF

DETAIL 2 JUNCTION SLOT

6"12" 12"

EXCELSIOR BLANKET

EROSION CONROL MATTING

JUTE MESH

STAPLESSTAPLES

DETAIL 3 ANCHOR SLOT

EROSION CONTROL MATTING

EXCELSIOR BLANKET

JUTE MESH STAPLE

STAPLES

12"

FIRMLY

TAMP SOIL

4" MIN6"-12"

6"-12"6"-12"

DETAIL 4 LAP JOINT

3

2

1

H

V

4

TOGETHER

EXCELSIOR BLANKET SHALL BE BUTTED

JUTE MESH, EROSION CONTROL MATTING

(RECP) SIDE SLOPE

CONTROL PRODUCT

ROLLED EROSION

ESTABLISHING VEGETATION.

APPLY TO SLOPES GREATER THAN 3H:1V OR WHERE NECESSARY TO AID IN


SYMBOL


GUIDANCE.




NOTES:




TRENCH

CUTOFF

PROFILE

A

A

NOT TO SCALE

@ CENTERLINE

CREST HEIGHT (H)

1.5'MINB

B

FABRIC

FILTER

STONE

2"-9"

TRENCH

CUTOFF

1

11

1 6"

24" MAX

FABRIC

FILTER

18"

TOE

2 2

1

SECTION A-A

MIN

9"

SECTION B-B

1

SLOPE(ft/ft)X=

H(ft)

VARIES WITH SLOPE

SPACING (X)

CHECK DAM

BOTTOM

DITCH

SLOPE

AS NECESSARY

3/4" STONE

REVISIONS

MARCH 21, 2008 WHF

JANUARY 8, 2009 WHF

ITEM 653.25)

SECTION 653 FOR TEMPORARY STONE CHECK DAM, TYPE I (PAY


STONE WILL BE PLACED ON A FILTER FABRIC FOUNDATION.

DAM.

DOWNSTREAM DAM IS AT THE SAME ELEVATION AS THE TOE OF THE UPSTREAM

CHECK DAMS SHALL BE SPACED SO THAT THE ELEVATION OF THE CREST OFTHE

NECESSARY.

3/4" FILTERING STONE MAY BE ADDED TO THE FACE OF THE CHECK DAM AS

EROSION WITH STONE OR LINER AS APPROPRIATE.

PROTECT CHANNEL DOWNSTREAM OF THE LOWEST CHECK DAM FROM SCOUR AND

STONE.

CHECK DAMS ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED

ENSURE THAT CHANNEL APPURTENANCES SUCH AS CULVERT ENTRANCES BELOW

MAXIMUM DRAINAGE AREA 2 ACRES.7.

6.

5.

4.

3.

2.

1.

CUTTING AROUND THE DAM.

EXTEND THE STONE A MINIMUM OF 1.5' BEYOND THE DITCH BANKS TO PREVENT

GUIDANCE.




NOTES:

(PAY ITEM 653.21).

MATTING (PAY ITEM 653.20) OR PERMANENT EROSION MATTING

653 AND AS SHOWN IN THE PLANS FOR TEMPORARY EROSION

THIS WORK SHALL BE PERFORMED IN ACCORDANCE WITH SECTION

SYMBOL


GUIDANCE.




NOTES:

50' MIN LENGTH

HOSE

DISCHARGE

PUMP

WI

DT

H

REVISIONS

MARCH 24, 2008 WHF


SPECIFIED IN THE CONTRACT.

SECTION 653 FOR FILTER BAG (PAY ITEM 653.45) AND AS


DURING DEWATERING OPERATIONS.

THE PRIMARY PURPOSE OF FILTER BAG IS TO RETAIN SILT, SAND, AND FINES

INCOMING WATER TO FLOW THROUGH THE BAG.

FILTER BAGS SHALL BE INSTALLED ON A VEGETATED SLOPE GRADED TO ALLOW

HAYBALES TO INCREASE FILTRATION EFFICIENCY.

FILTER BAGS MAY ALSO BE PLACED ON COARSE AGGREGATE, STONE, OR

STATE UNLESS OTHERWISE APPROVED BY THE ENGINEER.

FILTER BAGS SHALL BE LOCATED A MINIMUM OF 50' FROM WATERS OF THE

DISCHARGE HOSE.

THE NECK OF THE FILTER BAG SHALL BE STRAPPED TIGHTLY TO THE

SEDIMENT OR ALLOW WATER TO PASS AT A REASONABLE RATE.

A FILTER BAG IS FULL WHEN IT NO LONGER CAN EFFICIENTLY FILTER

DIRECTED BY THE ENGINEER.

FILTER BAG SHALL BE DISPOSED OF AS APPROVED IN THE EPSC PLAN OR AS 7.

6.

5.

4.

3.

2.

1.

WA

TE

RS

OF

TH

E

ST

AT

E

FLOW

PROFILE

PLAN VIEW

SLOPE TO ALLOW DRAINAGE THROUGH BAG

FILTER BAG

FLOW

NOT TO SCALE

ROADWAYS AND TRANSPORTATION FACILITIES

ADAPTED FROM VTRANS TECHNICAL LANDSCAPE MANUAL FOR

SECTION 651 FOR SEED (PAY ITEM 651.15)


ROADWAYS AND TRANSPORTATION FACILITIES

ADAPTED FROM VTRANS TECHNICAL LANDSCAPE MANUAL FOR

SECTION 651 FOR SEED (PAY ITEM 651.15)



4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF

EPSC DETAILS (3 OF 3)SHEET NAME:


BRANDON PLH ALPP(1)

z8013ero det.dgn

J. Lund

D. Martel R. Joy

D. DePaolo

23

CONSTRUCTION GUIDANCE

REVISIONS

TURF ESTABLISHMENT

WHFJANUARY 12, 2015

7.

6.

5.

4.

3.

2.

1.

GROWTH OF GRASS.

TO SEPTEMBER 15 AND AFTER APRIL 15 CAN BETTER ENSURE A VIGOROUS

TURF ESTABLISHMENT: PLACING SEED, FERTILIZER, LIME AND MULCH PRIOR

THE AMOUNTS AND TYPES OF SOIL AMENDMENTS TO BE APPLIED.

AND THE TYPE OF HYDROSEED PROPOSED FOR USE WILL ULTIMATELY DICTATE

HYDROSEEDING: ALTHOUGH GUIDANCE IS GIVEN ABOVE THE SITE CONDITIONS

ACHIEVE 90% GROUND COVER OR AS DIRECTED BY THE ENGINEER.

HAY MULCH: TO BE PLACED ON EARTH SLOPES AT THE RATE OF 2 TONS/ACRE,

DIRECTED BY THE ENGINEER.

FERTILIZER AND LIMESTONE: SHALL FOLLOW RATES SHOWN ON PLAN OR AS

WEIGHT AND SHALL BE FREE OF ALL NOXIOUS SEED.

ALL SEED MIXTURES: SHALL NOT HAVE A WEED CONTENT EXCEEDING 0.40% BY

UPLAND (NON WETLAND) AREAS DISTURBED BY THE CONTRACTOR.

SEED MIX: USE AS INDICATED IN THE PLANS AND/OR FOR ALL ESTABLISHED

ON WHICH SEED MIX TO USE.

SEED MIX: THE CONTRACTOR SHALL COORDINATE WITH THE RESIDENT ENGINEER

CONSTRUCTION GUIDANCE

REVISIONS

TURF ESTABLISHMENT

7.

6.

5.

4.

3.

2.

1.

GROWTH OF GRASS.

TO SEPTEMBER 15 AND AFTER APRIL 15 CAN BETTER ENSURE A VIGOROUS

TURF ESTABLISHMENT: PLACING SEED, FERTILIZER, LIME AND MULCH PRIOR

TYPES OF SOIL AMENDMENTS TO BE APPLIED

AND THE TYPE OF HYDROSEED WILL ULTIMATELY DICTATE THE AMOUNTS AND

HYDROSEEDING: ALTHOUGH GUIDANCE IS GIVEN ABOVE THE SITE CONDITIONS

ACHIEVE 90% GROUND COVER OR AS DIRECTED BY THE ENGINEER.

HAY MULCH: TO BE PLACED ON EARTH SLOPES AT THE RATE OF 2 TONS/ACRE,

DIRECTED BY THE ENGINEER

FERTILIZER AND LIMESTONE: SHALL FOLLOW RATES SHOWN ON PLAN OR AS

WEIGHT AND SHALL BE FREE OF ALL NOXIOUS SEED.

SEED MIX: SHALL NOT HAVE A WEED CONTENT EXCEEDING 0.40% BY

SEED MIX: USE ONLY AS INDICATED IN THE PLANS.

WATERS OF THE STATE OF VERMONT.

SEED MIX: THE URBAN AREA MIX SHALL NOT BE USED IN WETLANDS OR ANY

WHFJANUARY 22, 2015

PARCEL NO. PROPERTY OWNER BEGINNING STATION ENDING STATION TAKE REMAINDER RIGHT RECORDING DATA REMARKS REVISION

NO. DESCRIPTION DATE

AREA± AREA± TYPE T / P AREA ± TITLE DATE TOWN / CITY BOOK PAGE1 TIMOTHY G. AND MELISSA H.W. GIBBUD 1 101+35.00 LT 102+11.59 LT CONSTRUCTION T 613 sf BRANDON PDF & EROSION CONTROL

1 TIMOTHY G. AND MELISSA H.W. GIBBUD 1 101+79.00 LT 102+09.81 LT CHANNEL T 227 sf BRANDON INCLUDING STONE FILL

2 TIMOTHY G. AND MELISSA H.W. GIBBUD 1 102+11.59 LT 103+03.89 LT CONSTRUCTION T 1106 sf BRANDON PDF & EROSION CONTROL

3 TIMOTHY G. AND MELISSA H.W. GIBBUD 1 101+71.58 RT 102+34.78 RT CONSTRUCTION T 931 sf BRANDON PDF & EROSION CONTROL

4 DONALD & CRESCENT REMANIAK 1 102+34.78 RT 102+82.05 RT CONSTRUCTION T 622 sf BRANDON PDF & EROSION CONTROL

RIGHT - OF - WAY DETAIL SHEETTABLE OF PROPERTY ACQUISITION TABLE OF REVISIONS

ROW LAYOUT

NO.

ROW SET SHEET #

3 4

MELISSA H.W. GIBBUDTIMOTHY G. &

2


1


PL

PL

PL

NE

SH

OB

E

RI

VE

R

CHURCHILL ROAD

0 1010

N

VT STATE PLANE GRID

STA 103+00

END PROJECT

STA. 102+03.84

C BRG.SOUTH ABUT.L

STA 101+35

BEGIN PROJECT

STA. 102+42.86

C BRG.NORTH ABUT.L

ROW LAYOUT PLAN

C CONSTRUCTIONL

6.00' LT

101+35.00

16.00' LT

101+35.00

16.10' LT

101+58.30

27.43' LT

101+64.55

23.58' LT

101+69.37

38.75' LT

102+00.72

38.88' LT

102+07.25

23.96' LT

102+1 1.59

39.66' LT

102+47.09

31.40' LT

102+82.06

27.24' LT

102+77.68

9.09' LT

103+03.89

28.84' RT

101+71.58

39.88' RT

101+93.07

40.71' RT

102+03.38

25.09' RT

102+34.78

39.97' RT

102+40.94

27.35' RT

102+82.05

R.O.W. PLAN

z8013row.dgn

USE ONLY

FOR R.O.W.AND RIGHTS FOR THIS PROJECT.

STATE OF VERMONT'S ACQUISITION OF LAND

UPON FOR PURPOSES UNRELATED TO THE

ACCURATE BUT SHOULD NOT BE RELIED

PROPERTY LINES P/L ARE BELIEVED TO BE

LINES SHOWN ON THIS PLAN AS EXISTING

ROW LAYOUT SHEET 1 OF 1

CONST (T)

CONST (T)CO

NST (T)

CONST (T)

CONST (T)

CONST (T)

LEGEND

N30 16' 22" E 128.25'

5.89' LT

101+62.92

27.79' LT

102+02.92

24.64' LT

102+45.90

N 02 53' 20" E 42.99'

39.28'

N8 25' 54" E

N37

36' 25

" W 63.76'

15.50' LT

103+52.70

42.26'N2

4 11'

01" W

7.35' LT

102+90.1 1

S24

1 1' 0

1" E 3

5.17'

S37

36' 25

" E

73.90'

17.67' RT

103+54.58

S1 1 1 1' 19'

E 46.2

7'

38.41' RT

102+59.38

39.84' RT

102+47.88

24.85' RT

102+46.88

25.70' RT

102+03.90

S03 18' 45" W 42.19'

42.99'

S02 53' 20" E

S30 16' 21" W 138.40'

37.28'

N17 23' 59

" W

16.28' LT

101+79.00

23.92' LT

102+09.81

25.00' LT

101+79.00

36.44' LT

102+02.58

CHANNEL (T)

REMANIAKDONALD & CRESCENT

23

101+00

102+00

103+0

0

4/20/2018

DESIGNED BY:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:


SHEET NAME:

R. Joy

BRANDON PLH ALPP(1)


J. Lund

D. Martel

D. DePaolo

23

PROJECT DEMARCATION FENCE (653.55)

BARRIER FENCE (653.50)

72"C

MP

canada town of brandon, vt county of ......post-tension tendons to 47 kips for each 0.6"...

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