E

S

M

O

N

D

M

I

L

L

D

R

I

V

E

W

OO

NA

SQ

UA

TU

CK

ET

R

IV

ER

CA

MP

ST

RE

ET

W

O

O

N

A

S

Q

U

A

T

U

C

K

E

T

R

I

V

E

R

W

A

T

E

R

M

A

N

A

V

E

N

U

E

E

S

M

O

N

D

M

I

L

L

T

E

M

P

O

R

A

R

Y

A

C

C

E

S

S

R

O

A

D

T

R

E

A

T

M

E

N

T

P

L

A

N

T

A

C

C

E

S

S

R

O

A

D

NGVD 29

BASE OF LEVELS

INDEX

CONTRACT PLANS

PAVEMENT STRUCTURE

2" CLASS 12.0 HMA OVER

4" CLASS 19.0 HMA OVER

12" GRAVEL BORROW

SCALES OF DRAWINGS

ESMOND MILL DRIVE BRIDGE OVER WOONASQUATUCKET RIVER

ESMOND MILL DRIVE TO WATERMAN AVENUE

SHEET NO. DESCRIPTION

1 COVER SHEET

1

LAYOUT PLAN

1"=100'

2 JOB SPECIFIC PLAN SYMBOLS & LEGEND

3-4 GENERAL NOTES 1-2

5 GENERAL BRIDGE PLAN

GAS MAIN INSTALLATION PLAN6

LOCATION MAP

NOT TO SCALE

SPECIFICATIONS TO GOVERN THIS PROJECT ARE THE R.I. STANDARD

SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, 2004 EDITION (AMENDED

MARCH 2018 WITH ALL REVISIONS), AND THE STATE AND FEDERAL SPECIAL

PROVISIONS INCLUDED IN THE CONTRACT DOCUMENTS. STANDARD DETAILS FOR

THIS PROJECT ARE R.I. STANDARD DETAILS, 1998 EDITION, WITH ALL REVISIONS.

R.I. STANDARD SPECIFICATIONS AND STANDARD DETAILS

JUNE 2020

LONGITUDINAL AND BRIDGE SECTIONS

DEMOLITION PLAN

FOUNDATION PLAN AND PILE DETAILS

WEST ABUTMENT

EAST ABUTMENT

7

8

9

10

12

13

14

11

15

MISCELLANEOUS DETAILS

FRAMING PLAN

PRESTRESSED DECK BEAM DETAILS

LATERAL TIE AND BEARING DETAILS

16

17

18

19

21

DECK AND CURB DETAILS

TWO BAR STEEL BRIDGE RAIL DETAILS

TWO BAR STEEL BRIDGE RAIL SPLICE DETAILS

END POST DETAILS

BORING LOGS

33

24-25 CONSTRUCTION PROFILES 1-2

26 DETOUR PLAN

27 BRIDGE CLOSURE PLAN

28-33 CROSS SECTION 1-6

20 NE CUSTOM END POST DETAILS

TRAFFIC DATA

AADT (2018)

AADT (2018)

T

500 V.P.D

50 V.P.D

10.0%

22-23 GENERAL PLANS 1-2

2020 33

EXISTING FEATURES LEGEND

PROPOSED FEATURES LEGEND

JOB SPECIFIC PLAN SYMBOLS

LEGEND AND NOTES

SMITHFIELD RHODE ISLAND

SMITHFIELD

TOWN OF

GENERAL NOTES:

EXISTING NEW

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

GENERAL NOTES

1. ALL CONSTRUCTION INDICATED ON THESE PLANS SHALL BE IN ACCORDANCE WITH:

· THE R.I. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, 2004

EDITION (AMENDED MARCH 2018 WITH ALL REVISIONS), AND THE STATE AND FEDERAL

SPECIAL PROVISIONS INCLUDED IN THE CONTRACT DOCUMENTS. STANDARD DETAILS

FOR THIS PROJECT ARE R.I. STANDARD DETAILS, 1998 EDITION, WITH ALL REVISIONS.

· THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO) LRFD BRIDGE CONSTRUCTION SPECIFICATIONS, 8th EDITION, INCLUDING THE

LATEST INTERIM REVISIONS.

· THE SPECIFICATIONS ACCOMPANYING THESE PLANS.

2. DIMENSIONS, STATIONS, AND ELEVATIONS ARE SHOWN TO THE NEAREST ONE-HUNDREDTH

OF A FOOT OR ONE-EIGHTH OF AN INCH, EXCEPT STRUCTURAL STEEL DIMENSIONS WHICH

ARE TO THE NEAREST ONE-SIXTEENTH OF AN INCH.

3. ALL ELEVATIONS ARE REFERENCED TO THE NATIONAL GEODETIC VERTICAL DATUM OF

NAVD 88.

4. COORDINATES USED ON THESE PLANS ARE BASED ON THE STATEWIDE COORDINATE

SYSTEM, THE NORTH AMERICAN DATUM OF 1983 (NAD 83).

5. TOPOGRAPHIC CONDITIONS WERE OBTAINED FROM GROUND SURVEY. ACCURACY OF

VERTICAL TOPOGRAPHY IS 90% WITHIN 1/2 CONTOUR INTERVAL.

6. FOR BENCH MARKS AND TIES SEE HIGHWAY LOCATION PLANS.

7. ANGLES ARE SHOWN TO THE NEAREST SECOND.

8. ALL PILE CAPS SHALL BE APPROVED BY THE ENGINEER AS TO DIMENSIONS, ELEVATIONS,

AND SUITABILITY OF FOUNDATION MATERIAL BEFORE THE PLACING OF CONCRETE.

9. ALL WORKING POINTS ARE SHOWN AT THE CENTERLINES OF BEARINGS OF ABUTMENTS

UNLESS OTHERWISE NOTED.

10. ALL ABUTMENTS AND WALLS ARE DRAWN LOOKING AT THE EXPOSED FACES.

11. THE EXISTING UTILITIES SHOWN ON THE PLANS ARE APPROXIMATE AND WERE LOCATED

USING THE BEST AVAILABLE INFORMATION. NO BUILDING SERVICE CONNECTIONS

(ELECTRIC, TELEPHONE, GAS, WATER, SANITARY AND OTHERS) ARE SHOWN. THE

CONTRACTOR IS TO ASSUME THAT SERVICES TO ALL BUILDINGS ARE PRESENT.

12. BOTH FEDERAL AND STATE LAW (RI. GENERAL LAW 39-1.2) REQUIRE NOTIFICATION OF

APPROPRIATE UTILITY COMPANIES BEFORE DIGGING, TRENCHING, BLASTING, DEMOLISHING,

BORING, BACK FILLING, GRADING, LANDSCAPING, OR OTHER EARTH MOVING OPERATIONS. IT

IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY ALL UTILITY COMPANIES (INCLUDING

THROUGH THE “DIG SAFE” PROGRAM) TO ENSURE THAT ALL UTILITIES, BOTH UNDERGROUND

AND OVERHEAD, HAVE BEEN MARKED BEFORE COMMENCEMENT OF SUCH WORK. THE

CONTRACTOR SHOULD UNDERSTAND THAT NOT ALL UTILITIES SUBSCRIBE TO THE “DIG

SAFE” PROGRAM. ANY DAMAGE TO EXISTING UTILITIES MARKED IN THE FIELD, OR AS A

RESULT OF FAILING TO CONTACT THE APPROPRIATE UTILITY COMPANIES, SHALL BE

REPAIRED OR REPLACED (AS DEEMED APPROPRIATE BY THE STATE AND/OR THE IMPACTED

UTILITY COMPANY) AT NO ADDITIONAL COST TO THE STATE.

· THE DESIGN PEDESTRIAN LIVE LOAD SHALL BE 90 PSF.

150 82 139 186

STRENGTH

LIMIT STATES

EXTREME

LIMIT STATES

STRENGTH

LIMIT STATES

EXTREME

LIMIT STATES

FACTORED AXIAL RESISTANCE (KIPS)

GEOTECHNICAL STRUCTURAL

41 75

STRENGTH

LIMIT STATES

EXTREME

LIMIT STATES

FACTORED UPLIFT RESISTANCE (KIPS)

5. FOUNDATION DESIGN DATA

DEEP FOUNDATIONS:

THE FACTORED AXIAL AND UPLIFT RESISTANCES FOR THE VARIOUS DEEP FOUNDATION

TYPES ARE AS FOLLOWS:

6. WIND LOADING DESIGN DATA

THE WIND LOADING DESIGN SHALL BE IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE

DESIGN SPECIFICATIONS, THE RHODE ISLAND LRFD BRIDGE DESIGN MANUAL, AND AS

MODIFIED HEREIN.

· EXCEPT DURING CONSTRUCTION, THE DESIGN WIND PRESSURE IS BASED ON A DESIGN

WIND SPEED OF 110 MPH.

· THE DESIGN WIND PRESSURES DURING CONSTRUCTION SHALL BE AS SPECIFIED UNDER

THE NOTES TITLED “GENERAL NOTES REGARDING TEMPORARY CONSTRUCTION

CONDITIONS”.

7. TRAFFIC DATA

AADT (2018) 500 V.P.D.

AADTT (2018) 50 V.P.D.

PERCENT TRUCK TRAFFIC 10.0%

8. HYDRAULIC AND SCOUR DATA

DRAINAGE AREA = 34.7 SQUARE MILES

HYDRAULIC OPENING = 188.4 SQUARE FEET

WATERWAY HORIZONTAL CLEARANCE = N/A

WATERWAY VERTICAL CLEARANCE = N/A

DESIGN FREQUENCY = 100 YEARS

DESIGN DISCHARGE = 1,940 CUBIC FEET PER SECOND

DESIGN VELOCITY = 10.3 FEET PER SECOND

DESIGN HIGH WATER ELEVATION = 117.27 (NAVD 88)

ANTICIPATED SCOUR = X.X FEET

DESIGN FREQUENCY = 500 YEARS

DESIGN DISCHARGE = 2,660 CUBIC FEET PER SECOND

DESIGN VELOCITY = 8.6 FEET PER SECOND

DESIGN HIGH WATER ELEVATION =117.36 (NAVD 88)

ANTICIPATED SCOUR = X.X FEET

9. THERMAL DESIGN FORCE DATA

UNIFORM TEMPERATURE EFFECTS HAVE BEEN TAKEN INTO CONSIDERATION IN

ACCORDANCE WITH THE PROCEDURE B OF THE AASHTO LRFD BRIDGE DESIGN

SPECIFICATIONS. THE MINIMUM DESIGN TEMPERATURE SHALL BE 0 DEGREES F, AND THE

MAXIMUM TEMPERATURE SHALL BE 100 DEGREES F.

10. SEISMIC DESIGN DATA

· THE SEISMIC ANALYSIS AND DESIGN SHALL BE IN ACCORDANCE WITH THE RHODE ISLAND

LRFD BRIDGE DESIGN MANUAL.

· THE COMBINATION OF SEISMIC FORCE EFFECTS IS IN ACCORDANCE WITH THE RHODE

ISLAND LRFD BRIDGE DESIGN MANUAL.

· THIS BRIDGE HAS BEEN CLASSIFIED AS CRITICAL DUE TO THE ACCESS TO THE SMITHFIELD

WASTE WATER TREATMENT PLANT.

· THE SITE HAS BEEN CLASSIFIED AS SITE CLASS D.

· SCOUR AND LIQUEFACTION EFFECTS HAVE BEEN CONSIDERED IN THE SEISMIC ANALYSIS

OF THIS BRIDGE, WITH AN ACCELERATION COEFFICIENT OF 0.16g.

· SINGLE SPAN FACTOR = 0.17

DESIGN DATA

1. DESIGN SPECIFICATIONS

· THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 8TH EDITION, INCLUDING ALL INTERIM

REVISIONS TO DATE.

· THE RHODE ISLAND LRFD BRIDGE DESIGN MANUAL 2007 EDITION INCLUDING ALL

REVISIONS TO DATE.

· ALL OTHER APPLICABLE DESIGN SPECIFICATIONS ARE REFERENCED IN SECTION 1 OF THE

RHODE ISLAND LRFD BRIDGE DESIGN MANUAL DATED 2007.

· THE 2018 REVISION OF AND 2019 SUPPLEMENTS TO THE RHODE ISLAND DEPARTMENT OF

TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (RI

STANDARD SPECIFICATIONS).

· IN CASE OF CONFLICT, THE RHODE ISLAND LRFD BRIDGE DESIGN MANUAL SHALL GOVERN.

2. LOAD MODIFIERS

THE LOAD MODIFIERS FOR THIS PROJECT ARE AS FOLLOWS:

· THE LOAD MODIFIER FOR DUCTILITY SHALL BE TAKEN AS 1.0 FOR ALL LIMIT STATES.

· THE LOAD MODIFIER FOR REDUNDANCY SHALL BE TAKEN AS 1.0.

· THE LOAD MODIFIER FOR OPERATIONAL IMPORTANCE SHALL BE TAKEN AS 1.0.

3. LOAD FACTORS

ALL LOAD FACTORS SHALL BE IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN

SPECIFICATIONS, EXCEPT AS MODIFIED IN THE RHODE ISLAND LRFD BRIDGE DESIGN MANUAL

(SPECIFIED BELOW).

· THE LOAD FACTOR FOR LIVE LOAD FOR THE EXTREME EVENT I SHALL BE TAKEN AS ZERO.

· THE LOAD FACTOR FOR DEAD LOAD FOR THE EXTREME EVENT I AND EXTREME EVENT II

SHALL BE TAKEN AS 1.0

· THE LOAD FACTOR FOR SETTLEMENT FOR ALL LIMIT STATES SHALL BE TAKEN AS 1.0

4. LIVE LOADS

· THE DESIGN VEHICULAR LIVE LOAD SHALL BE THE HL-93 DESIGNATION ADJUSTED FOR

DYNAMIC LOAD ALLOWANCE AND MULTIPLE PRESENCE FACTOR.

· THE DESIGN PEDESTRIAN LIVE LOAD SHALL BE 90 PSF.

6. IF A GAS MAIN OR GAS MAIN COATING IS DAMAGED CALL NATIONAL DISPATCH OFFICE AT

877-304-1203 FOR AN INSPECTOR TO BE DISPATCHED TO THE SITE TO INSPECT THE LINE

BEFORE BACKFILL.

7. FOR ANY EXPOSED GAS FACILITY, PROVIDE BACKFILL MATERIALS AND COMPACT BACKFILL

MATERIALS IN ACCORDANCE WITH NATIONAL GRID'S "GUIDELINES FOR BACKFILL AND

COMPACTION AROUND GAS PIPES", WHICH IS PROVIDED IN THE CONTRACT DOCUMENTS.

8. ALL GAS VALVE BOXES SHALL BE ADJUSTED TO THE NEW ROAD/SIDEWALK SURFACE, IF

REQUIRED FOR REPLACEMENT, CAN BE OBTAINED AT NATIONAL GRID'S PROVIDENCE

LOCATION, 477 DEXTER STREET, PROVIDENCE, RI OR LINCOLN LOCATION, 642 GEORGE

WASHINGTON HIGHWAY (QUANTITIES OF 5 OR LESS). GAS VALVE BOXES NEED TO BE

ACCESSIBLE AT ALL TIMES TO BE OPERATED BY NATIONAL GRID IN THE EVENT OF AN

EMERGENCY.

9. DUE TO SYSTEM RELIABILITY AND PUBLIC SAFETY CONCERNS, IT IS NATIONAL GRID'S

PRACTICE TO RESTRICT ALL CONSTRUCTION WORK ON OR NEAR GAS FACILITIES BETWEEN

NOVEMBER 15TH AND APRIL 1ST. ALL SCHEDULED WORK SHOULD BE COMPLETED

BETWEEN NOVEMBER 15TH AND APRIL 1ST. AS GAS USAGE PEAK DURING THE MONTHS OF

DECEMBER TO MARCH DRIVEN BY HEATING NEEDS, NATIONAL GRID'S PRIORITY IS TO

PROVIDE OUR CUSTOMERS WITH SAFE AND RELIABLE GAS SERVICE. ANY WORK ON OR

NEAR A GAS FACILITY WILL EXPOSE OUR CUSTOMERS TO UNNECESSARY RISK.

EXCEPTIONS WILL BE CONSIDERED ON A CASE BY CASE BASIS. APPROVALS FROM GAS

CONTROL, OPERATIONAL ENGINEERING, AND PROJECT ENGINEERING WILL BE REQUIRED

FOR THESE CASES.

10. FOR GAS LEAK CALL 800-640-1595.

11. FOR A DAMAGED GAS FACILITY CALL 800-870-1664.

12. FOR ABANDONED GAS MAINS, NATIONAL GRID WILL PURGE OUR OLD GAS MAIN OF GAS,

WIPE TEST SAMPLE THE INSIDE OF THE PIPE, CAP THE ENDS AND ABANDON IN PLACE. PIPE

FOUR INCHES AND LESS IN DIAMETER CAN'T BE SAMPLED; THIS PIPE WILL BE ASSUMED TO

BE CONTAMINATED. IF THE WIPE TEST RESULTS SHOW PCB CONTAMINATION AND A

SECTION OR SECTIONS NEED TO BE REMOVED BY THE CONTRACTOR THEN THERE ARE

TWO POSSIBILITIES:

· IF THE QUANTITY TO BE REMOVED IS SMALL THE CONTRACTOR COULD TRANSPORT

THE REMOVED SECTIONS WITH SEALED ENDS TO EITHER OUR ALLENS AVE FACILITY

AT 642 ALLENS AVE IN PROVIDENCE OR OUR DEXTER FACILITY AT 477 DEXTER

STREET IN PROVIDENCE AND PLACE THEM IN OUR RED OPEN TOP "PIPE TO BE

CLEANED" CONTAINER ON SITE. NATIONAL GRID WOULD THEN HANDLE THE

CLEANING AND PROPER DISPOSAL.

· THE CONTRACTOR COULD HIRE CLEAN HARBORS TO DELIVER AN OPEN TOP

CONTAINER TO THE SITE,PLACE THE REMOVED SECTION INTO THE DUMPSTER AND

THEN ARRANGE TO HAVE CLEAN HARBORS PICK UP THE CONTAINER. THE CHARGES

ASSOCIATED WITH DELIVERY, ONSITE RENTAL AND PICK UP OF THE DUMPSTER

WOULD BE THE CONTRACTORS RESPONSIBILITY AND NATIONAL GRIDS

RESPONSIBILITY WILL BE FOR THE CLEANING AND PROPER DISPOSAL.

NATIONAL GRID ALSO REQUIRES THAT THE OPEN PIPE ENDS OF THE ABANDONED PIPE

REMAINING IN THE GROUND BE CAPPED OR SEALED WITH EXPANDING FOAM.

NATIONAL GRID ELECTRIC (OVERHEAD):

1. IT IS ANTICIPATED THAT POWERING DOWN OF THE OVERHEAD ELECTRICAL LINES RUNNING

PARALLEL TO THE BRIDGE WILL BE NECESSARY TO INSTALL THE PROPOSED PRESTRESSED

CONCRETE DECK BEAMS. THE LINES MAY BE SHUT DOWN FOR A MAXIMUM OF 4-HOURS

DURING INSTALLATION OF THE DECK BEAMS AND MUST OCCUR DURING WORKING HOURS.

ANY OUTAGES MUST BE COORDINATED WITH NATIONAL GRID AND SMITHFIELD WASTE

WATER TREATMENT PLANT.

2. IT IS ANTICIPATED THAT THERE WILL BE NO IMPACTS TO THE EXISTING VERIZON LINES

CARRIED BY THE OVERHEAD UTILITIES POLES.

UTILITY NOTES:

1. CONTRACTOR MUST COORDINATE WITH ALL UTILITY STAKEHOLDERS PRIOR TO

PERFORMING ANY CONSTRUCTION OR DEMOLITION ACTIVITIES FOLLOWING THE

REQUIREMENTS INCLUDED IN THE CONTRACT PLANS, SPECIFICATIONS, AND ANY OF

GUIDANCE PROVIDED IN THE CONTRACT DOCUMENTS OR AS DIRECTED BY THE TOWN.

NATIONAL GRID GAS:

1. CONTRACTOR SHALL FOLLOW THE GUIDELINES LISTED IN NATIONAL GRID'S "GUIDELINES

FOR WORKING AROUND GAS UTILITIES", WHICH IS PROVIDED IN THE CONTRACT

DOCUMENTS.

2. DEPTH OF GAS FACILITIES ARE UNKNOWN AND COULD BE SHALLOW, USE CAUTION WHEN

WORKING IN THE VICINITY OF ANY GAS FACILITY, HAND DIGGING ONLY.

3. NATIONAL GRID REQUIRES A MINIMUM OF ONE FOOT SEPARATION BETWEEN CROSSING

UTILITIES AND EXISTING GAS FACILITIES.

4. NATIONAL GRID REQUIRES A MINIMUM OF 3 FEET SEPARATION BETWEEN THE GAS MAIN

AND THE PARALLEL FACILITY FOR STEEL AND PLASTIC GAS MAINS. FOR CAST IRON GAS

MAINS SEE LINE ITEM FOR ENCROACHMENT GUIDELINES.

5. IF A GAS MAIN IS EXPOSED OR GOING TO BE EXPOSED CALL NATIONAL DISPATCH OFFICE

AT 877-304-1203 FOR AN INSPECTOR TO BE DISPATCHED TO THE SITE TO INSPECT THE LINE

BEFORE BACKFILL.

IF A GAS MAIN OR GAS MAIN COATING IS DAMAGED CALL NATIONAL DISPATCH OFFICE AT

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

GENERAL NOTES 1 OF 2

MATERIALS

STRUCTURAL STEEL:

· AASHTO DESIGNATION M 270, GRADE 50

· AASHTO DESIGNATION M 270, GRADE 36, GALVANIZED

· SEE SHEET 8 FOR STEEL MICROPILE CASING INFORMATION

REINFORCING STEEL:

· AASHTO DESIGNATION M 31, GRADE 60, GALVANIZED

PRESTRESSING STEEL:

· UNCOATED SEVEN WIRE LOW-RELAXATION STRAND, AASHTO DESIGNATION M 203, GRADE 270

· UNCOATED HIGH STRENGTH STEEL BAR, AASHTO DESIGNATION M 275

CONCRETE STRENGTHS:

· CLASS HP ¾” f'c=5,000 PSI

BRIDGE DECK, SAFETY CURB, ABUTMENT CAP, WINGWALLS, END POSTS, BACKWALL, APPROACH SLABS

· PRESTRESSED CONCRETE

BEAMS, SEE SHEET 13 FOR INFORMATION ON PRESTRESSED CONCRETE.

· NON-SHRINK GROUT, f'c=4,000 PSI

MICROPILE, SEE SHEET 8 FOR INFORMATION ON MICROPILE GROUT.

8. ALL ANCHOR BOLTS SHALL BE SET PRIOR TO PLACEMENT OF CONCRETE UNLESS OTHERWISE AUTHORIZED BY

THE TOWN.

9. HORIZONTAL CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON PLANS WILL NOT BE PERMITTED WITHOUT

A WRITTEN REQUEST BY THE CONTRACTOR AND PRIOR AUTHORIZATION BY THE TOWN.

10. UNLESS OTHERWISE NOTED ON THE PLANS, ALL EXPOSED CONCRETE SURFACES VISIBLE IN ELEVATION TO ONE

FOOT BELOW FINAL GROUND LINE (AND THE UNDERSIDE OF ALL CONCRETE DECK SLABS OUTSIDE OF THE

FASCIA BEAMS), SHALL RECEIVE A CONCRETE SURFACE RUBBED FINISH IN ACCORDANCE WITH THE RI

STANDARD SPECIFICATIONS.

11. THE ENTIRE TOPSIDE SURFACES OF ABUTMENT AND PIER CAP BEAM SEATS, AS WELL AS VERTICAL FACES OF

BACKWALLS, AND PARAPETS/BARRIERS SHALL BE PROVIDED WITH A FILM-FORMING SEALER (M12.03.1)

CONCRETE SURFACE TREATMENT-PROTECTIVE COATING IN ACCORDANCE WITH SECTION 820 OF THE RI

STANDARD SPECIFICATIONS.

13 ALL EXPOSED EDGES AND REENTRANT CORNERS NOT OTHERWISE DETAILED ON THE PLANS SHALL HAVE A

MINIMUM ¾” CHAMFER.

14. ALL JOINT SEALANT SHALL BE POLYURETHANE, POLYURETHANE ELASTOMERIC, OR SILICONE SEALANT AS

DESIGNATED ON THE PLANS. THE COLOR OF THE JOINT SEALANT, WHERE EXPOSED, SHALL BE NEUTRAL (LIGHT

GRAY OR TAN). THE COLOR OF THE SEALANT, WHERE NOT EXPOSED, WILL BE AT THE DISCRETION OF THE

CONTRACTOR.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING CONCRETE STAINS OR DISCOLORATIONS DURING

CONSTRUCTION UNTIL SUCH TIME WHEN THE SURFACES ARE APPROVED AND ACCEPTED. ANY CONCRETE

STAINS OR DISCOLORATIONS OCCURRING PRIOR TO ACCEPTANCE OF THE SURFACES SHALL BE REMOVED BY

THE CONTRACTOR AT NO ADDITIONAL COST TO THE TOWN.

16. UNLESS OTHERWISE NOTED ON THE PLANS, JOINT FILLER IS TO BE A PREFORMED, NON-EXPANSIVE,

NON-EXTRUDING TYPE IN ACCORDANCE WITH SECTION M.02.11.1 OF THE RI STANDARD SPECIFICATIONS.

17. PLACEMENT, FINISHING AND CURING OF BRIDGE DECK CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 814

OF THE RI STANDARD SPECIFICATIONS AND IN ACCORDANCE WITH THE SEQUENCE AND DIRECTION OF POURS

AS SHOWN ON THE PLANS.

SUPPORT RAILS FOR THE FINISHING MACHINE(S) SHALL BE LOCATED BEYOND THE CURB LINE SUCH THAT THE

ENTIRE BRIDGE DECK SHALL RECEIVE A MACHINE FINISH. THE CONTRACTOR SHALL INCLUDE THE LOADING OF

THE FINISHING MACHINE(S) AND THE SUPPORT RAIL SYSTEM IN THE DESIGN OF THE CANTILEVER DECK

SUPPORT SYSTEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST AND DESIGN OF THIS SUPPORT

SYSTEM WHICH MAY REQUIRE THE ADDITION OF TEMPORARY DIAPHRAGMS OR BRACES TO PREVENT FASCIA

STRINGER ROTATION.

18. UNLESS OTHERWISE INDICATED ON THE PLANS, ALL DECK FORMS SHALL BE OF THE REMOVABLE TYPE THAT

WILL PRODUCE THE DIMENSIONS SHOWN ON THE PLANS.

19. EMBEDMENT LENGTHS FOR DRILLED AND GROUTED DOWELS SHALL BE IN ACCORDANCE WITH SECTION 819 OF

THE RI STANDARD SPECIFICATIONS.

20. IN ACCORDANCE WITH THE RI STANDARD SPECIFICATIONS, ALL METAL TIES, NON-METALLIC TIES OR

ANCHORAGES WHICH ARE REQUIRED FOR CONCRETE FORMWORK SHALL BE SO CONSTRUCTED THAT THEY CAN

BE REMOVED TO AT LEAST ONE INCH BELOW THE EXPOSED SURFACE OF THE CONCRETE WITHOUT CAUSING

DAMAGE TO THE CONCRETE SURFACE. SNAP TIES MAY BE USED ONLY IF APPROVED BY THE ENGINEER. IF THE

CONTRACTOR PROPOSES TO USE THEM, A CATALOG CUT AND OTHER NECESSARY INFORMATION MUST BE

SUBMITTED TO THE ENGINEER TO DEMONSTRATE THAT THE TIES WILL SNAP-OFF FAR ENOUGH INTO THE

CONCRETE TO ALLOW FOR PROPER PATCHING. SNAP TIES MUST PROVIDE ADEQUATE STRENGTH TO SUPPORT

THE FORMS. ALL CAVITIES SHALL BE FILLED WITH AN APPROVED CEMENT MORTAR MEETING THE

REQUIREMENTS OF ASTM C 928.

21. WATER STOPS ARE REQUIRED FOR HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS IN ABUTMENTS AND

WALLS WHEN EXPOSED TO BACKFILL EARTH MATERIAL. WATER STOPS SHALL BE INSTALLED AT THE LOCATIONS

DETAILED ON THE PLANS, AT THE LOCATIONS AS SPECIFIED ABOVE AND AT ALL LOCATIONS AS DIRECTED BY

THE ENGINEER, ALL IN ACCORDANCE WITH SECTION 812 OF THE RI STANDARD SPECIFICATIONS.

FOUNDATIONS

1. THE FURNISHING AND INSTALLING OF THE DEEP FOUNDATIONS TYPES SPECIFIED IN THIS CONTRACT SHALL

BE IN ACCORDANCE WITH THE 2004 EDITION (AMENDED 2018) OF AND SUPPLEMENTS TO THE RHODE ISLAND

DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (RI

STANDARD SPECIFICATIONS).

2. FOR MORE DETAILED INFORMATION ON THE FOUNDATION DESIGN PLEASE REFER TO THE LATEST

GEOTECHNICAL REPORT DATED OCTOBER 2019 FROM PAUL B. ALDINGER & ASSOCIATES INC.

CONCRETE NOTES

1. CLASSES OF CONCRETE SHALL BE HIGH PERFORMANCE CLASS HP AS DESCRIBED IN THE RI STANDARD

SPECIFICATIONS AND THE SPECIAL PROVISIONS OF THE SPECIFICATIONS. REFER TO THE “MATERIAL” NOTES

FOR CLASSES OF CONCRETE SPECIFIED FOR VARIOUS COMPONENTS.

2. THE CONTRACTOR MAY, AT THE APPROVAL OF THE TOWN, PROPOSE THE USE OF SELF-CONSOLIDATING

CONCRETE FOR ANY CLASS OF CONCRETE ON THIS PROJECT. SECTION 606 “SELF CONSOLIDATING

CONCRETE (SCC)”, CONTAINS THE REQUIREMENTS FOR MODIFYING ALL CLASSES OF CONCRETE MIX DESIGN

FOR SELF-CONSOLIDATING APPLICATIONS.

3. ALL PORTLAND CEMENT CONCRETE SHALL BE AIR-ENTRAINED.

4. ALL REINFORCING STEEL SHALL BE GALVANIZED. ALL WIRE TIES AND MISCELLANEOUS HARDWARE USED FOR

PLACEMENT OF GALVANIZED REINFORCING SHALL ALSO BE GALVANIZED. GALVANIZED COATING FOR

REINFORCING STEEL SHALL CONFORM TO ASTM A767 CLASS 1.

5. ALL CRITICAL LAP SPLICES SHALL BE AS SHOWN ON THE PLANS. ALL SPLICES NOT SHOWN ON THE PLANS SHALL

BE LAPPED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR CLASS C LAP

SPLICES.

8. NON-PRESTRESSED REINFORCEMENT SHALL CONFORM TO AASHTO DESIGNATION M 31 GRADE 60 AND SHALL BE

GALVANIZED.

9. ALL EXPOSED CORNERS SHALL BE CHAMFERED ¾ UNLESS OTHERWISE NOTED.

10. ANY STRUCTURAL MEMBERS DAMAGED DURING FABRICATION, SHIPPING OR ERECTION, SUCH THAT THEIR

STRUCTURAL INTEGRITY IS COMPROMISED, SHALL BE REJECTED AND REPLACED AT THE CONTRACTOR'S OWN

EXPENSE. THE ENGINEER SHALL BE THE SOLE JUDGE IN DETERMINING THE STRUCTURAL INTEGRITY OF

DAMAGED PRESTRESSED MEMBERS. ANY DAMAGE THAT IS NOT STRUCTURAL IN NATURE SHALL BE REPAIRED TO

THE SATISFACTION OF THE ENGINEER AT NO COST TO THE TOWN.

11. DURING HANDLING, THE BEAMS MUST BE MAINTAINED IN AN UPRIGHT POSITION AT ALL TIMES AND MUST BE

PICKED UP ONLY BY MEANS OF APPROVED LIFTING DEVICES AT THEIR APPROVED SUPPORT POINTS.

12. DIMENSIONAL TOLERANCES SHALL NOT EXCEED THOSE RECOMMENDED IN THE LATEST EDITION OF THE

PCI “MANUAL FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF PRECAST AND PRESTRESSED

CONCRETE PRODUCTS”.

13. THE EXTERIOR FACE OF FASCIA BEAMS SHALL RECEIVE A SELECTED FORMLINER OR RUBBED FINISH (IN FIELD OR

IN THE PLANT) IN ACCORDANCE WITH THE RI STANDARD SPECIFICATIONS. THE COST SHALL BE INCLUDED IN THE

UNIT PRICE BID FOR THE PRESTRESSED CONCRETE MEMBERS.

14. THE TOP SURFACES OF THE PRESTRESSED SLABS, BOX BEAMS, & GIRDERS SHALL HAVE EITHER A SMOOTH OR A

RAKED FINISHED (1/4” AMPLITUDE) AS INDICATED ON THE PLANS.

15. ALL SHOP DRAWINGS SHALL BE SUBMITTED TO THE TOWN IN SUFFICIENT TIME TO PERMIT CAREFUL CHECKING.

16. ALL GALVANIZED PRESTRESSING STEEL AND GALVANIZED REINFORCING BARS SHALL BE SECURELY TIED TO

PREVENT DISLOCATION. TIES USED FOR THE GALVANIZED REINFORCING STEEL SHALL ALSO BE GALVANIZED.

17. THE DETAILS OF ALL INSERTS, ANCHORS, AND ANY OTHER ITEMS REQUIRED TO BE CAST INTO THE PRECAST

PRESTRESSED UNITS (WHETHER DETAILED ON THE CONTRACT DRAWINGS OR PROVIDED FOR THE

CONTRACTOR'S CONVENIENCE) SHALL BE SHOWN ON THE SHOP DRAWINGS. PRECAST UNITS SHALL NOT BE

FIRED OR DRILLED INTO FOR ATTACHMENT PURPOSES. ALL HARDWARE SHALL BE GALVANIZED IN ACCORDANCE

WITH AASHTO M 232.

18. THE NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 10,000 PSI AFTER 28 DAYS AS

DETERMINED BY TESTING UNDER ASTM DESIGNATION C-109 AND SHALL NOT EXHIBIT ANY MEASURABLE

DECREASE IN VOLUME AFTER CURING. THE CONTRACTOR SHALL STRICTLY FOLLOW THE MANUFACTURER'S

RECOMMENDATIONS. GROUTING SHALL BE PERFORMED IN ACCORDANCE WITH THE DETAILS SHOWN. THE

GROUT SHALL BE ON THE RIDOT APPROVED MATERIAL LIST.

19. THE ENDS OF BEAMS SHALL BE VERTICAL AFTER ALL DEAD LOADS HAVE BEEN PLACED.

20. HANDHELD VIBRATORS SHALL BE EQUIPPED WITH RUBBER TIPPED HEADS.

21. FOR SIZE AND LOCATION OF ANCHOR BOLTS, SEE PIER, ABUTMENT, AND BEARING DRAWINGS.

22. NO TRAFFIC OR HEAVY EQUIPMENT SHALL BE PERMITTED ON THE BRIDGE UNTIL THE POST TENSIONING

OPERATION HAS BEEN COMPLETED AND THE GROUT HAS ATTAINED THE 28 DAY COMPRESSIVE STRENGTH.

6. UNLESS OTHERWISE INDICATED ON THE PLANS, ALL MAIN REINFORCING BARS SHALL HAVE THE FOLLOWING

MINIMUM COVER:

CONCRETE CAST AGAINST OR PERMANENTLY 3”

EXPOSED TO EARTH (FOOTINGS, ABUTMENT

AND WALL FACES, BACKWALLS)

CONCRETE DIRECTLY EXPOSED TO SALT WATER 4”

DECK SLABS (WITH WEARING SURFACE) TOP 2” (+1/4”, -0”)

BOTTOM 1” (+1/8”, -0”)

DECK SLABS (EXPOSED DECKS) TOP 3” (+1/4”,-0”)

BOTTOM 1” (+1/8”, -0”)

DECK OVERLAYS FOR PRESTRESSED TOP 2.5” (+1/4”, -0”)

BUTTED BOX BEAMS & VOIDED SLABS

BOTTOM OF DECK SLAB OVER SALT OR

BRACKISH WATER BOTTOM 1.5“ (+1/8”, -0”)

ALL OTHER BARS 2”

COVER TO TIES AND STIRRUPS MAY BE 0.5 INCH LESS THAN THE ABOVE VALUES SPECIFIED FOR MAIN

REINFORCING, BUT IN NO CASE LESS THAN 1.5 INCHES.

7. ALL ANCHOR BOLTS SHALL BE ASTM DESIGNATION A 307 AND SHALL BE GALVANIZED IN ACCORDANCE WITH

AASHTO DESIGNATION M 232 OR METALIZED IN ACCORDANCE WITH SECTION M.05. SWEDGED RODS SHALL BE

AASHTO DESIGNATION M 270 GRADE 36 AND SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO

DESIGNATION M 232.

ALL ANCHOR BOLTS SHALL BE SET PRIOR TO PLACEMENT OF CONCRETE UNLESS OTHERWISE AUTHORIZED BY

PRESTRESSED CONCRETE NOTES

1. THE FABRICATION OF ALL PRESTRESSED ELEMENTS SHALL BE IN ACCORDANCE WITH

SECTION 809 “PRECAST/PRESTRESSED CONCRETE MASONRY” OF THE RI STANDARD SPECIFICATIONS.

2. ANY PRECAST MANUFACTURING PLANT FURNISHING PRECAST PRESTRESSED BRIDGE MEMBERS MUST BE

CERTIFIED BY THE PRECAST PRESTRESSED CONCRETE INSTITUTE PLANT CERTIFICATION PROGRAM. THE

CERTIFICATION SHALL BE AS A MINIMUM IN THE B3 CATEGORY, EXCEPT FOR DRAPED STRAND BRIDGE MEMBERS

IN WHICH CASE A B4 CATEGORY WILL BE REQUIRED. THE MANUFACTURER SHALL SUBMIT PROOF OF

CERTIFICATION PRIOR TO THE START OF PRODUCTION.

3. BOX BEAMS AND SLABS ARE DETAILED WITH NOMINAL DIMENSIONS (SUCH AS 47½ “) AND NOMINAL ½“ JOINTS

BETWEEN UNITS TO ACCOUNT FOR CONSTRUCTION TOLERANCES AND TO PROVIDE FOR AN EXACT OVERALL

STRUCTURE WIDTH.

4. LIFTING DEVICES ARE THE RESPONSIBILITY OF THE PRECASTER.

5. THE CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 6,000 PSI. THE MINIMUM REQUIRED

COMPRESSIVE STRENGTH AT STRESS TRANSFER SHALL NOT BE LESS THAN 4,000 PSI.

6. PRESTRESSING STRANDS SHALL CONSIST OF UNCOATED HIGH STRENGTH SEVEN WIRE LOW-RELAXATION

STRANDS HAVING A NOMINAL DIAMETER OF 0.6” CONFORMING TO THE REQUIREMENTS OF AASHTO DESIGNATION

M 203 GRADE 270.

7. LATERAL TIES SHALL CONSIST OF UNCOATED HIGH STRENGTH SEVEN WIRE LOW-RELAXATION STRANDS HAVING

A NOMINAL DIAMETER OF 0.6” CONFORMING TO THE REQUIREMENTS OF AASHTO DESIGNATION

M 203 GRADE 270. CORROSION PROTECTION OF THE LATERAL TIES SHALL BE AS DETAILED ON THE DRAWINGS.

COST OF THE LATERAL TIES SHALL BE INCLUDED N THE UNIT PRICE FOR THE PRESTRESSED CONCRETE DECK OR

BOX BEAM UNITS.

NON-PRESTRESSED REINFORCEMENT SHALL CONFORM TO AASHTO DESIGNATION M 31 GRADE 60 AND SHALL BE

SHOP DRAWING SUBMITTALS:

1. DEMOLITION OF BRIDGE

2. BEAM ERECTION PROCEDURES

3. DEBRIS PROTECTION SYSTEM FOR DEMOLITION

4. DEWATERING PLAN

5. CONCRETE MIX DESIGN

6. REINFORCING STEEL, SPLICERS AND INSERTS

7. PRECAST/PRESTRESSED CONCRETE BEAMS

8. DRILL AND GROUT REINFORCING

9. BRIDGE BEARING ASSEMBLY

10. BRIDGE NAME/SEAL TABLETS

11. GRANITE CURBS FOR BRIDGES

12. CONCRETE SUBCONTRACTOR'S QUALIFICATIONS AND EXPERIENCE

13. TEMPORARY EARTH SUPPORTS

14. WELDING PROCEDURES

15. MATERIAL CUT SHEETS

16. FABRICATION AND ERECTION OF MICROPILES

17. MICROPILE LOAD TEST

18. STEEL BRIDGE RAIL

19. UTILITY SUBMITTALS

20. GAS SUBCONTRACTORS NATIONAL GRID QUALIFICATIONS

NECESSARY SUBMITTALS MAY NOT BE LIMITED TO THE ABOVE LIST AND MAY REQUIRE OTHER SUBMITTALS AT THE

RESIDENT ENGINEERS REQUEST FOR: SHOP DRAWINGS, CERTIFICATE OF COMPLIANCE, PRODUCT INFORMATION,

CATALOG CUTS, TEST DATA OR OTHER.

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

GENERAL NOTES 2 OF 2

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

GENERAL BRIDGE PLAN

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

GAS MAIN INSTALLATION PLAN

LONGITUDINAL AND BRIDGE

SECTIONS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

DEMOLITION PLAN

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

FOUNDATION PLAN AND PILE

DETAILS

” ””

””

MICROPILE STRUCTURAL DESIGN LOAD

LIMIT STATE

AXIAL LOAD

(KIPS)

LATERAL LOAD

(KIPS)

SERVICE 55 15

STRENGTH

(MAX. AXIAL)

78 20

EXTREME 41 15

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

WEST ABUTMENT

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

EAST ABUTMENT

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

MISCELLANEOUS DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

FRAMING PLAN

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

PRESTRESSED DECK BEAM

DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

LATERAL TIE AND BEARING

DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

DECK AND CURB DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

TWO BAR STEEL BRIDGE RAIL

DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

TWO BAR STEEL BRIDGE RAIL

SPLICE DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

END POST DETAILS

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

NE CUSTOM END POST

DETAILS

(603) 437-1610 New England Boring Contractors

P.O. Box 165

Derry, NH 03038

Boring # BB-1 Project: Paul B. Aldinger & Associates, Inc.

Esmond Mill Drive Bridge

Project Address: Esmond Mill Drive Bridge

Date Start: 07/30/19

Casing: 4”

Fall: 24”

Hammer: 300lbs

Date:

07/31/19

DP

-

-

-

-

-

5’0”

-

-

-

-

10’0”

-

-

-

-

15’0”

-

-

-

-

20’0”

-

-

-

-

25’0”

-

-

-

-

30’0”

Drillers. Jerry Voight

Remarks:

S/#: Sample

Helper:

PEN: Penetration

S-6 23’ – 25’ 24” 5” 15-8-5-7

S-4 13’ – 15’ 24” 17” 5-4-4-3

12’

Wet, loose, gray fine SAND, some silt

S-1

S-2

Depth:

6.0’

0.5”-2.5”

3’ – 5’

City: Smithfield

Date End: 07/31/19

Sampler:

S/S

G R O U N D W A T E R

Casing:

24”

24”

12”

8”

11-8-10-10

4-3-3-4

140lbs

Fall:30”

O B S E R V A T I O N

Stabilization Period

S./# DEPTH PEN REC BLOWS/6” S/C

4”

SAMPLE DESCRIPTION

ASPHALT

Dry, medium dense, brown fine to coarse SAND, little

gravel, trace silt. (Fill.)

Dry. Loose, brown fine to coarse SAND, little gravel, trace

silt, possible organics (Fill.)

Project # 19021

State: RI

Location:

Sampler:

1-3/8 in. I.D.

30 in.

Zip:

Fax: (603) 437-0034

S-3 8’ – 10’ 24” 7” 10-3-3-14 Moist, loose, brown/gray fine to coarse SAND, little gravel,

trace silt, trace wood and roots (Fill.) 6” wood fill 8’6”-9’

S-5 18’ – 20’ 24” 0” 5-3-1-1 Wet, very loose brown fine SAND, some silt

* 3” spoon used for sample

cobble 20’6”-21’

Wet, medium dense, brown fine to coarse SAND, some

gravel, trace Silt

S-7 28’ – 28’9” 9” 5” 17-100/3” Wet, brown fine to coarse SAND, little gravel, little silt,

coarse gravel in spoon tip

Boulder 29’9”-30’6”

Inspector: T. Leidner

REC: Recovery S/C: Strata Change

-

-

-

-

-

35’0”

-

-

-

-

40’0”

S-8 30’6”-30’6” 0 0 40/0”

32’

Boulder 32’-35’

35’

Bottom of Boring 35 ft.

(603) 437-1610 New England Boring Contractors

P.O. Box 165

Derry, NH 03038

Boring # BB-2 Project: Paul B. Aldinger & Associates, Inc.

Esmond Mill Drive Bridge

Project Address: Esmond Mill Drive Bridge

Date Start: 07/31/19

Casing: 4” to 25’

Fall: 24”

Hammer: 300lbs

Date:

07/31/19

DP

-

-

-

-

-

5’0”

-

-

-

-

10’0”

-

-

-

-

15’0”

-

-

-

-

20’0”

-

-

-

-

25’0”

-

-

-

-

30’0”

Drillers. Jerry Voight

Remarks:

S/#: Sample

Helper:

PEN: Penetration

S-8 28’-30’ 24” 11”

7-10-22-29

S-7 26’-28’ 24” 10” 4-5-14-11

S-6 23’- 25’ 24” 6” 13-12-4-11

25’

26’

Wet, medium dense, brown fine to coarse SAND, little

gravel, trace Silt

Boulder 25’-26’

Wet, medium dense, brown fine to coarse SAND AND

GRAVEL, trace silt

Wet, dense, brown fine to coarse SAND AND GRAVEL,

trace Silt

Inspector: T. Leidner

REC: Recovery S/C: Strata Change

S-4 13’-15’ 24” 9” 15-9-16-12

S-3 8’ – 10’ 24” 10” 11-12-11-16

Depth:

6.5’

S-1

S-2

0.5’-2.5’

3’ – 5’

City: Smithfield

Date End: 07/31/19

Sampler:

S/S

G R O U N D W A T E R

Casing:

24”

24”

14”

0”

11-12-9-7

8-7-5-3

7’

9’ Wet, medium dense, brown GRAVEL with organics (Fill)

Wet, brown GRAVEL, some fine to coarse SAND, trace silt

(Fill)

Wet, medium dense, brown GRAVEL, some fine to coarse

SAND, trace silt

140lbs

Fall:30”

O B S E R V A T I O N

Stabilization Period

4”

SAMPLE DESCRIPTION

ASPHALT

Dry, medium dense, brown/black fine to coarse SAND,

some gravel, trace silt (Fill)

Dry medium dense, brown fine to coarse GRAVEL, little

fine to coarse sand, trace silt (Fill) 3” spoon used

Project # 19021

State: RI

Location:

Sampler:

1-3/8 in. I.D.

30 in.

Zip:

Fax: (603) 437-0034

11’

S-5 18’ – 20’ 24” 6” 9-5-6-5 Wet, medium dense, gray/brown, fine to coarse SAND

AND GRAVEL, trace silt

-

-

-

-

-

35’0”

-

-

-

-

40’0”

32’6”

Bottom of Boring 32’6”

Boulder 30’-32’6”

S./# DEPTH PEN REC BLOWS/6” S/C

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

TC 11/1/2019AS NOTED

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

BORING LOGS

` `

GATE

GA

TE

HAWKINS BROOK

HA

WK

IN

S B

RO

OK

ESMOND MILL

HA

WK

IN

S B

RO

OK

TEMPORARY ACCESS

ROAD

T

R

E

A

T

M

E

N

T

P

LA

N

T

A

C

C

E

S

S

R

O

A

D

TOWN OF

GREEN INTERNATIONAL AFFILIATES, INC.Civil and Structural Engineers

GENERAL PLAN - 1

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

NOTES:

1. TEMPORARY ACCESS ROAD CONSTRUCTION TO BE COMPLETED AND

APPROVED BY TOWN ENGINEER AT LEAST 7 DAYS PRIOR TO BRIDGE

CLOSURE

2. AFTER COMPLETION OF CONSTRUCTION GRAVEL WITHIN TEMPORARY

ACCESS ROAD LIMITS TO BE REMOVED AND AREA TO BE RESTORED TO

EXISTING CONDITIONS (LOAM AND SEED)

ESMOND MILL DRIVE

HAWKINS BROOK

H

A

W

K

I

N

S

B

R

O

O

K

C

A

M

P

S

T

R

E

E

T

HAWKINS BROOK

TR

EA

TM

EN

T P

LA

NT

AC

CE

SS

R

OA

D

W

O

O

N

A

S

Q

U

A

T

U

C

K

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T

R

IV

E

R

GREEN INTERNATIONAL AFFILIATES, INC.Civil and Structural Engineers

GENERAL PLAN - 2

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CONSTRUCTION PROFILE - 1

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

EXISTING 36" R.C.P SEWER

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

CONSTRUCTION PROFILE - 2

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

W

A

T

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R

M

A

N

A

V

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E

S

M

O

N

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S

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.

M

A

P

L

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A

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S

M

O

N

D

M

IL

L

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W

A

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R

M

A

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A

V

E

O

L

D

C

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R

Y

R

D

P

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N

B

R

Y

N

A

V

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T

H

O

R

T

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A

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H

I

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L

A

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A

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S

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B

I

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S

U

M

M

E

R

F

I

L

E

D

D

R

.

TOWN OF

DETOUR PLAN

AHEAD

DETOUR

ROAD

CLOSED

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

AHEAD

DETOUR

ESMOND MILL DRIVE

H

A

W

K

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S

B

R

O

O

K

C

A

M

P

S

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R

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E

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TR

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TM

EN

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LA

NT

AC

CE

SS

R

OA

D

W

O

O

N

A

S

Q

U

A

T

U

C

K

E

T

R

IV

E

R

BRIDGE

CLOSED

R11-2

BRIDGE

CLOSED

DETOUR

BRIDGE

CLOSED

R11-2

R11-2

M4-10L

GREEN INTERNATIONAL AFFILIATES, INC.Civil and Structural Engineers

BRIDGE CLOSURE PLAN

TOWN OF

LEGEND

WORK ZONE

SIGN

PROPOSED UNANCHORED BARRIER FOR TEMPORARY TRAFFIC CONTROL STD. 40.5.0

PROPOSED PLASTIC PIPE BARRICADE STANDARD 26.3.0

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

NOTES:

TEMPORARY ACCESS ROAD CONSTRUCTION TO BE COMPLETED AND APPROVED

BY TOWN ENGINEER AT LEAST 7 DAYS PRIOR TO BRIDGE CLOSURE

CROSS SECTION - 1

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CROSS SECTION - 2

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CROSS SECTION - 3

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CROSS SECTION - 4

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CROSS SECTION - 5

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE

CROSS SECTION - 6

TOWN OF

SMITHFIELD RHODE ISLAND

SMITHFIELD

REPLACEMENT OF

ESMOND MILL DRIVE BRIDGE