ESMOND MILL DRIVE WOONASQUATUCKET RIVER CAMP STREET WOONASQUATUCKET RIVER WATERMAN AVENUE ESMOND MILL TEMPORARY ACCESS ROAD TREATMENT PLANT ACCESS ROAD 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 PLAN 6 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
Transcript of TEMPORARY ACCESS ROAD - Aetna Bridge
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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
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8
9
10
12
13
14
11
15
MISCELLANEOUS DETAILS
FRAMING PLAN
PRESTRESSED DECK BEAM DETAILS
LATERAL TIE AND BEARING DETAILS
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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
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WATERMAN AVE. (RTE 104)
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SUMMERFIELD DR.
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ESMOND ST.
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ESMOND MILL DR.
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END PROJECT
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THORTON AVE.
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PENBRYN AVE.
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OLD COUNTRY RD.
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HILL AVE.
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DEAN AVE
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FARNUM PIKE (RTE 104)
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SEBILLE RD.
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OLD COUNTRY RD.
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PINEWOOD DR.
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BEGIN PROJECT
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Contract Number
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Number of Sheet
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Total Sheets
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Plans
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Profiles
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Profiles
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Cross Sections
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Cross Sections
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1 inch = 20 feet
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1 inch = 20 feet Horizontal
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1 inch = 4 feet Vertical
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1 inch = 4 feet Horizontal
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1 inch = 4 feet Vertical
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DEPARTMENT OF PUBLIC WORKS
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PLAN, PROFILE AND SECTIONS OF PROPOSED
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TOWN OF
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SMITHFIELD
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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XXXXX_V1_001_COVER
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1
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32
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2019
tcard
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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
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CB
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SMH
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CATCH BASIN
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SANITARY MANHOLE
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OHW
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OVERHEAD WIRES
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CATCH BASIN WITH CURB INLET
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TMH
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TELEPHONE MANHOLE
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(REC)
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TAKEN FROM INFORMATION OF RECORD
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NOT OBSERVED IN THE FIELD
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SH
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XX-XX
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SPRINKLER HEAD NUMBER XX-XX
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CBCI
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FISCAL
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YEAR
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NO.
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SHEETS
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BY
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REVISIONS
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DATE
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CHECKED BY
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DATE
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SCALE
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NO.
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1"=20'
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2
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33
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0076R_V1_006_JSNOTES
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2020
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A
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CLEARING AND GRUBBING
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CG
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TP-X
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UTILITY TEST PIT
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TH-X
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SOIL/GROUNDWATER TEST HOLE
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C-X
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PAVEMENT CORE
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2" CLASS 12.5 HMA 4" CLASS 19.0 HMA 12" GRAVEL BORROW
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REMOVE AND DISPOSE FENCE
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DF
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1. ANY DAMAGE TO EXISTING PAVEMENT, BRIDGES, CONDUIT, SIDEWALK, FENCES, ETC., ANY DAMAGE TO EXISTING PAVEMENT, BRIDGES, CONDUIT, SIDEWALK, FENCES, ETC., CAUSED BY THE CONTRACTOR SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE TOWN. 2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE EXISTING CONDITIONS IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE EXISTING CONDITIONS ARE NOT OBLITERATED BEFORE CONTROL POINTS ARE LOCATED AND CONSTRUCTION LAYOUT IS ESTABLISHED. THE CONSTRUCTION LAYOUT SHALL BE PROVIDED IN SUFFICIENT DETAIL, THEREBY ENABLING HIM TO CONSTRUCT THE PROJECT IN CONFORMITY WITH THE PLANS AND SPECIFICATIONS. SURVEY WILL BE PROVIDED BY THE CONTRACTOR. THE RESIDENT ENGINEER WILL NOT AUTHORIZE CONSTRUCTION ACTIVITIES TO BEGIN UNTIL HE IS SATISFIED THAT ALL GROUND CONTROL HAS BEEN ESTABLISHED, TIED DOWN, AND DULY RECORDED IN STANDARD FIELD BOOKS. 3. ALL R.I. STD. 9.9.0 CONSTRUCTION ACCESS ROADS SHALL BE CONSTRUCTED PRIOR ALL R.I. STD. 9.9.0 CONSTRUCTION ACCESS ROADS SHALL BE CONSTRUCTED PRIOR TO ANY ROADWAY ACCEPTING CONSTRUCTION TRAFFIC. 4. THE FREQUENCY AND APPLICATION RATES FOR THE DUST CONTROL ITEMS WILL BE THE FREQUENCY AND APPLICATION RATES FOR THE DUST CONTROL ITEMS WILL BE AS DIRECTED BY THE ENGINEER. 5. ASPHALT EMULSION TACK COAT SHALL BE PLACED PRIOR TO PAVEMENT PLACEMENT ASPHALT EMULSION TACK COAT SHALL BE PLACED PRIOR TO PAVEMENT PLACEMENT ON THE CONCRETE BASE OR COLD PLANED PAVEMENT, AND ON ANY NEW COURSE WHICH HAS BEEN OPEN TO TRAFFIC, OR ANY NEW COURSE WHICH HAS BEEN EXPOSED FOR MORE THAN 3 DAYS, AND/OR AS DIRECTED BY THE ENGINEER. IT SHALL ALSO BE APPLIED TO VERTICAL PAVEMENT FACES BETWEEN ADJOINING PAVEMENT SECTIONS. ALL APPLICATIONS ON BOTH HORIZONTAL AND VERTICAL SURFACES SHALL BE INCIDENTAL AND COVERED BY THE CONTRACT LUMP SUM PRICE. 6. THE LIMITS OF CLEARING AND SURFACE DISTURBANCE MUST BE STRICTLY ADHERED THE LIMITS OF CLEARING AND SURFACE DISTURBANCE MUST BE STRICTLY ADHERED TO IN ALL AREAS. IN ADDITION TO THOSE AREAS SPECIFICALLY DESIGNATED ON THE PLANS, THE CONTRACTOR WILL BE RESPONSIBLE FOR PROVIDING AND PLACING, AT HIS OWN EXPENSE, PLANTABLE SOIL AND SEED IN AREAS WHICH ARE OUTSIDE OF THE PROJECT'S AREAS OF DISTURBANCE AND WHICH ARE IMPACTED BY CONSTRUCTION OPERATIONS INCLUDING THOSE AREAS WHERE VEHICLES, EQUIPMENT AND MATERIALS ARE STORED WITH THE PERMISSION OF THE TOWN. 7. UNDER NO CIRCUMSTANCE WILL THE CONTRACTOR BE ALLOWED TO STOCKPILE UNDER NO CIRCUMSTANCE WILL THE CONTRACTOR BE ALLOWED TO STOCKPILE REMOVED PAVEMENT MATERIALS WITHIN THE PROJECT LIMITS. 8. CLEANING AND SWEEPING OF PAVEMENT WILL INCLUDE REMOVAL OF ALL PAVEMENT CLEANING AND SWEEPING OF PAVEMENT WILL INCLUDE REMOVAL OF ALL PAVEMENT DEBRIS PRIOR TO THE PLACEMENT OF EACH BITUMINOUS PAVEMENT LIFT. ALL CLEANING AND SWEEPING SHALL BE DONE TO THE SATISFACTION OF THE TOWN. 9. PRIOR TO INSTALLATION, ALL SIGNS, MOUNTINGS AND LOCATIONS SHALL BE PRIOR TO INSTALLATION, ALL SIGNS, MOUNTINGS AND LOCATIONS SHALL BE APPROVED OR MODIFIED BY THE TOWN. 10. THE COORDINATE SYSTEM, IF SHOWN, IS THE RHODE ISLAND STATE PLANE THE COORDINATE SYSTEM, IF SHOWN, IS THE RHODE ISLAND STATE PLANE COORDINATE SYSTEM. 11. PAVEMENT OPERATIONS FOR CURBED SECTIONS: IN AREAS WHERE CURBING IS SET PAVEMENT OPERATIONS FOR CURBED SECTIONS: IN AREAS WHERE CURBING IS SET TO FINISH LINE AND GRADE, THE CONTRACTOR WILL NOT BE REQUIRED TO UTILIZE THE SENSOR AND SKY-TYPE DEVICE FOR AUTOMATIC GRADE CONTROL, BUT WILL BE ALLOWED TO MANUALLY ADJUST THE BITUMINOUS PAVER FOR CONTROLLING GRADE. 12. NO FUEL STORAGE, VEHICLE REFUELING, OR EQUIPMENT STORAGE SHALL TAKE PLACE NO FUEL STORAGE, VEHICLE REFUELING, OR EQUIPMENT STORAGE SHALL TAKE PLACE IN DESIGNATED WETLANDS, NOR WITHIN 100' OF ANY WATER BODY. THIS REQUIREMENT SHALL NOT SUPERSEDE ANY FEDERAL, STATE OR LOCAL LAW, ORDINANCE, RULE OR REGULATION THAT APPLIES TO THE SAME, UNLESS THIS REQUIREMENT IS MORE STRINGENT THAN SAID LAW, ORDINANCE, RULE OR REGULATION. 13. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT AT THE END OF FINAL THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT AT THE END OF FINAL PAVING OPERATIONS, FLOW TO EXISTING DRAINAGE STRUCTURES HAS BEEN REESTABLISHED AND THAT NO ISOLATED DEPRESSIONS REMAIN. THERE SHALL BE NO SEPARATE PAYMENT FOR THIS PROVISION; IT SHALL BE CONSIDERED INCIDENTAL TO PAVING AND COLD PLANING OPERATIONS. 14. ALL EMBANKMENTS SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 12" ALL EMBANKMENTS SHALL BE PLACED IN HORIZONTAL LAYERS NOT EXCEEDING 12" (AFTER COMPACTION) AND SHALL BE COMPACTED AS SPECIFIED BEFORE THE NEXT LAYER IS PLACED. ALSO, EMBANKMENT CONSTRUCTION SHALL CONFORM TO SECTION 202.03.2 OF THE R.I.D.O.T. STANDARD SPECIFICATIONS, LATEST EDITION. 15. THE CONTRACTOR SHALL READ, BECOME FAMILIAR WITH, AND ADHERE TO ALL OF THE THE CONTRACTOR SHALL READ, BECOME FAMILIAR WITH, AND ADHERE TO ALL OF THE PROVISIONS, CONDITIONS, AND STIPULATIONS STATED IN THE ENVIRONMENTAL APPROVALS ISSUED FOR THE PROJECT FROM THE DEPARTMENT OF ENVIRONMENTAL MANAGEMENT (RIDEM). AND/OR THE ARMY CORPS OF ENGINEERS (ACOE). AND/OR THE COASTAL RESOURCES MANAGEMENT COUNCIL (CRMC). COPIES OF EACH OF THESE PERMITS ARE INCLUDED IN THE CS PAGES OF THE CONTRACT DOCUMENTS. ALL COSTS ASSOCIATED WITH THESE CONDITIONS SHALL BE CONSIDERED INCIDENTAL TO THE CONSTRUCTION AND INCLUDED WITH THE COST FOR THE ASSOCIATED BID ITEM(S). 16. FOR ALL PROJECTS INVOLVING KNOWN SITE REMEDIATION ISSUES, THE CONTRACTOR FOR ALL PROJECTS INVOLVING KNOWN SITE REMEDIATION ISSUES, THE CONTRACTOR SHALL READ, BECOME FAMILIAR WITH, AND ADHERE TO ALL OF THE CONSTRUCTION RELATED PROVISIONS, CONDITIONS, AND STIPULATIONS OF ANY REMEDIAL PLANS DEVELOPED FOR THE PROJECT. COPIES OF THESE DOCUMENTS ARE INCLUDED IN THE CS PAGES OF THE CONTRACT DOCUMENTS. ALL COSTS ASSOCIATED WITH COMPLIANCE WITH THESE DOCUMENTS SHALL BE CONSIDERED INCIDENTAL TO THE CONSTRUCTION AND INCLUDED WITH THE COST FOR THE ASSOCIATED BID ITEM(S). 17. NO UNPROTECTED CONSTRUCTED FEATURE MAY PROJECT MORE THAN 4 INCHES NO UNPROTECTED CONSTRUCTED FEATURE MAY PROJECT MORE THAN 4 INCHES ABOVE THE FINISHED GRADE OF A TRAVERSABLE SLOPE IN A CLEAR ZONE, e.g. HEADWALL, DRAINAGE INLET, ETC. 18. THE REMAINING SECTION OR STUB OF A BREAKAWAY BASE MAY NOT PROJECT MORE THE REMAINING SECTION OR STUB OF A BREAKAWAY BASE MAY NOT PROJECT MORE THAN 4 INCHES ABOVE THE FINISHED GRADE OF A TRAVERSABLE SLOPE IN A CLEAR ZONE, e.g. SIGN POSTS, LIGHT POLES, FIRE HYDRANTS, ETC. 19. CONTRACTOR TO RESTORE THE TEMPORARY ACCESS ROAD AFTER THE CONSTRUCTION CONTRACTOR TO RESTORE THE TEMPORARY ACCESS ROAD AFTER THE CONSTRUCTION IS COMPLETED TO THE ORIGINAL CONDITION BEFORE CONSTRUCTION.
7'-6 " INTEGRAL 12" INTEGRAL WINGWALL TO SUPPORT END POST (TYP.)
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FACE OF EXISTING ABUTMENT (TYP.)
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PROP. RELOCATED 2" GAS LINE (SEE SHEET 6 6 FOR INSTALLATION PLAN)
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RAIL POST (TYP.)
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WOONASQUATUCKET RIVER
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(WATER BODY ID
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RI0002007R-10B)
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ESMOND MILL DRIVE
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PAVEMENT SAWCUT (TYP.) (HIGHWAY ITEM)
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ENTRANCE TO ESMOND MILLS
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PROP. INTEGRAL ABUTMENT (TYP.)
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EXIST. 6" GAS LINE
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ESMOND MILL DRIVE CONSTR.
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N22°-44'-39.60"W
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N22°-44'-39.60"W
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S67°-15'-20.40"W
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8" MICROPILE (TYP.)
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3'-4 " MODIFIED END 34" MODIFIED END POST & WINGWALL
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EXISTING UTILITY POLE
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EXISTING OVERHEAD UTILITY LINES
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PROBES A,B,C
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B-1
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B-2
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UTILITY SUPPORT (TYP.)
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6"CI S
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PROP. UTILITY SUPPORT SPA.
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EDGE OF RIVERBANK
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EDGE OF RIVERBANK
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EDGE OF RIVERBANK
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%%UGENERAL PLAN
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SCALE: 3/16"=1'-0"
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_GENERAL-BRIDGE-PLAN.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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5
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CONSTRUCTION WORKING POINTS
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WORKING PT.
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NORTHING
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EASTING
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1
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287959.1863
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328847.3732
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2
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287975.9300
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328887.3390
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NOTE: PROPOSED 6" D.I. INSULATED SEWER TO BE INSTALLED FOR THE LIMITS OF THE PROPOSED UTILITY SUPPORTS ON THE BRIDGE, AND WILL BE CAPPED FOR FUTURE CONNECTION. SEE UTILITY SUPPORT DETAIL ON SHEET 16.16..
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
GAS MAIN INSTALLATION PLAN
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BIT. PAVEMENT
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EOP
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EOP
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115
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114
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116
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117
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118
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115
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BOULDER
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OHW
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BIT. PAVEMENT
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EOP
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EOP
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115
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BOULDER
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OHW
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43'-4"
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43'-4"
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EAST ABUTMENT
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WEST ABUTMENT
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30'-0"
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30'-0"
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FACE OF EXISTING ABUTMENT (TYP.)
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PROP. RELOCATED 2" GAS LINE
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RAIL POST (TYP.)
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WOONASQUATUCKET RIVER
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(WATER BODY ID
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RI0002007R-10B)
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ESMOND MILL DRIVE
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PAVEMENT SAWCUT (TYP.) (HIGHWAY ITEM)
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ENTRANCE TO ESMOND MILLS
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PROP. INTEGRAL ABUTMENT (TYP.)
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EXIST. 6" GAS LINE
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ESMOND MILL DRIVE CONSTR.
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N22°-44'-39.60"W
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N22°-44'-39.60"W
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S67°-15'-20.40"W
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8" MICROPILE (TYP.)
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3'-4 " MODIFIED END 34" MODIFIED END POST & WINGWALL
BUTT UP AGAINST 2" PLASTIC MAIN INSTALLED BY NATIONAL GRID (TYP.)
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2" PLASTIC END CAP (TYP.)
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%%UBLOW-OFF DETAIL
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NOT TO SCALE
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%%UVIEW A-A
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GAS INSTALLATION NOTES: 1. REQUIRED PIPES: REQUIRED PIPES: - 78'-0" X 2" STEEL PRITEC 15/50 COATED 78'-0" X 2" STEEL PRITEC 15/50 COATED- 84'-0" X 2" PLASTIC 84'-0" X 2" PLASTIC2. GAS INSTALLATION SHOWN HERE SHALL BE DONE BY THE GAS INSTALLATION SHOWN HERE SHALL BE DONE BY THE BRIDGE CONTRACTOR'S NATIONAL GRID APPROVED SUBCONTRACTOR. 3. TIE-INS AND ACTIVATION WORK SHALL BE PERFORMED BY TIE-INS AND ACTIVATION WORK SHALL BE PERFORMED BY NATIONAL GRID CREW.
LONGITUDINAL AND BRIDGE
SECTIONS
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
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2-BAR STEEL BRIDGE RAIL (TL-4) (TYP.)
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(2) 1-1/2" LAYERS MODIFIED CLASS 9.5 HMA FOR BRIDGE DECKS OVER WATERPROOFING MEMBRANE (TYP.)
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2.00%
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2.00%
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S18x36 PRESTRESSED CONCRETE SLAB (TYP.)
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6" GRANITE CURB (TYP.)
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ESMOND MILL ESMOND MILL DRIVE CONST.
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UTILITY SUPPORT SEE DETAIL ON SHEET 1616
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5" REINF. CONC. COMPOSITE DECK
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UTILITIES
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TWO BAR STEEL BRIDGE RAIL
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8" DIA. MICROPILE SEE DETAIL SHEET 9 9 (TYP.)
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S18X36 PRESTRESSED BOX BEAM
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WATER LEVEL EL. 112.5± (05/19)
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7'-6 " WINGWALL 12" WINGWALL BEYOND
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EXIST ABUT. TO BE CUT DOWN AND REMAIN (TYP.)
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12" CRUSHED STONE (TYP.)
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BEARING BEARING WEST ABUT. STA.15+70.34
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BEARING BEARING EAST ABUT. STA.15+27.01
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8'-0" CONCRETE END POST
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WOONASQUATUCKET RIVER
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STEEL BEAM GUARDRAIL (HWY. ITEM)
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1
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1
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3'-4 " MODIFIED END POST34" MODIFIED END POST
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CURB PAST END POST LIMIT (HWY. ITEM)
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2'-11 " WINGWALL 14" WINGWALL BEYOND
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(TYP.)
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PILE CAP (TYP.)
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100.0
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110.0
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120.0
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100.0
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110.0
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120.0
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12" CONCRETE CAP (TYP.)
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GEOTEXTILE FABRIC
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EXISTING BOTTOM ELEVATION OF RIVERBED
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STRUCTURAL EXCAVATION
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6'-6"
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PERVIOUS FILL
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2
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1
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4" (MIN.) PERFORATEDPVC DRAIN
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FILTER FABRIC (TYP.) (WRAP ENDS UP 1'-0" MIN.)
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PEASTONE FILL UNDER STRUCTURES
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1'-0" DIA. PRE-BORED HOLE FILLED WITH PEASTONE (COST OF PEASTONE WITHIN PRE-BORED HOLE TO BE INCLUDED IN COST OF MICROPILE)
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12" CRUSHED STONE
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UNCLASSIFIED EXCAVATION
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8'-0" ±
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8'-0" ±
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8'-0" ±
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8'-0" ±
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PROP. TOP OF PAVENENT
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NOTE:LIMITS OF EXCAVATION LIMITS OF EXCAVATION SHOWN ARE ABOVE AND BELOW WATER LEVEL
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EXIST ABUT. TO BE CUT DOWN AND REMAIN (TYP.)
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12" CONCRETE CAP
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%%UTYPICAL BRIDGE SECTION
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SCALE: 3/8"=1'-0"
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%%ULONGITUDINAL SECTION
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SCALE: 3/8"=1'-0"
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%%UPAY LIMIT DETAIL
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SCALE: 3/8"=1'-0"
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7
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_LONG-AND-BRG-X.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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29
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
DEMOLITION PLAN
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TEMP GAS
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BIT. PAVEMENT
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EOP
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EOP
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117
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118
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119
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115
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116
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BOULDER
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OHW
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SUPPORTS FOR TEMPORARY GAS LINE TO BE DESIGNED BY CONTRACTOR (TYP.)
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ESMOND MILL DRIVE CONSTR.
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WOONASQUATUCKET RIVER
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-
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A
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EXIST. GAS LINE
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FLOATING SILT FENCE, SEE NOTES (TYP)
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TEMPORARY SANDBAGS (SEE NOTES)
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EDGE OF RIVERBANK (TYP.)
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FLOW
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(SEE NOTES)
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FLOW
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SANDBAGS TO HOLD FILTER FABRIC (TYP.)
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-
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B
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HAYBALE WITH 1"X1"X3'-0" STAKE
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100.0
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110.0
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120.0
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WATER LEVEL EL. 112.5± (05/19)
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WOONASQUATUCKET RIVER
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NOTE: ELEVATIONS AND DIMENSIONS ARE APPROXIMATE. ELEVATIONS AND DIMENSIONS ARE APPROXIMATE.
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REINFORCED CONCRETE CAP
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18" #5 DOWELS @ 18" O.C.
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#4 STIRRUPS @ 12" SPA. (TYP.)
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2" CLR. (TYP.)
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DEWATERING HOSE
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PRECAST MEDIAN BARRIER STD. 40.4.0
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GEOTEXTILE FILTER FABRIC
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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19034_V1_00X_DEMOLITION PLAN.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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DEMOLITION NOTES: 1. PRIOR TO ANY DEMOLITION ACTIVITIES THE CONTRACTOR SHALL HAVE PERFORMED PRIOR TO ANY DEMOLITION ACTIVITIES THE CONTRACTOR SHALL HAVE PERFORMED THE FOLLOWING TASKS IN ACCORDANCE WITH SPECIAL PROVISIONS AND RECEIVED APPROVAL FROM THE ENGINEER: - INSTALLATION OF THE TEMPORARY SHIELDING OVER THE WATERWAY INSTALLATION OF THE TEMPORARY SHIELDING OVER THE WATERWAY - INSTALLATION AND TIE IN OF THE TEMPORARY GAS LINE AND SUPPORT SYSTEM INSTALLATION AND TIE IN OF THE TEMPORARY GAS LINE AND SUPPORT SYSTEM - CLOSURE OF ESMOND MILL DRIVE BETWEEN WATERMAN AVE AND THE CLOSURE OF ESMOND MILL DRIVE BETWEEN WATERMAN AVE AND THE SMITHFIELD WWTP - COMPLETION OF THE TEMPORARY ACCESS ROAD FROM MAPLE AVENUE AND COMPLETION OF THE TEMPORARY ACCESS ROAD FROM MAPLE AVENUE AND OPENING THE ROAD TO VEHICLES 2. REMOVAL AND DISPOSAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN REMOVAL AND DISPOSAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIAL PROVISIONS. 3. THE EXISTING MASONRY ABUTMENTS SHALL BE CUT DOWN TO THE ELEVATIONS THE EXISTING MASONRY ABUTMENTS SHALL BE CUT DOWN TO THE ELEVATIONS SHOWN ON THE PLANS AND LEFT IN PLACE AS A SCOUR COUNTERMEASURE.
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LEGEND: DEMOLITION AREA TEMPORARY UTILITY SUPPORT
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%%UDEMOLITION PLAN
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SCALE: 3/16"=1'-0"
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8
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%%UABUTMENT CAP DETAIL
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SCALE: 1/2"=1'-0"
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SCALE: 1/4"=1'-0"
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SECTION
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-
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A
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EROSION CONTROL NOTES: 1. ALL WORK WITHIN THE CHANNEL FOR PLACEMENT OF RIPRAP SHALL BE PERFORMED ALL WORK WITHIN THE CHANNEL FOR PLACEMENT OF RIPRAP SHALL BE PERFORMED IN COMPLIANCE WITH THE DEWATERING SPECIFICATIONS AND RIDOT STANDARD SPECIFICATIONS. 2. A FLOATING SILT FENCE MUST BE INSTALLED FOR THE LIMITS OF THE DEWATERING A FLOATING SILT FENCE MUST BE INSTALLED FOR THE LIMITS OF THE DEWATERING AREA IN ACCORDANCE WITH THE SPECIFICATIONS. 3. A MAXIMUM OF 50% OF THE EXISTING WATERWAY OPENING MAY BE DEWATERED TO A MAXIMUM OF 50% OF THE EXISTING WATERWAY OPENING MAY BE DEWATERED TO PERFORM THE RIPRAP PLACEMENT ACTIVITIES, SO THE EROSION CONTROL MEASURES WILL BE INSTALLED IN AT LEAST TWO STAGES.
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NOT TO SCALE
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SECTION
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-
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B
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DEWATERING NOTES: 1. INSTALL DEWATERING SYSTEMS IN ACCORDANCE WITH SECTION 208 OF THE RI INSTALL DEWATERING SYSTEMS IN ACCORDANCE WITH SECTION 208 OF THE RI STANDARD SPECIFICATION. 2. PROVIDE ADDITIONAL SAND BAGS AS REQUIRED TO FILL SPACE BETWEEN ADJACENT PROVIDE ADDITIONAL SAND BAGS AS REQUIRED TO FILL SPACE BETWEEN ADJACENT BARRIERS. 3. BEFORE EXCAVATING BELLOW GROUND WATER LEVEL, PLACE SYSTEM INTO BEFORE EXCAVATING BELLOW GROUND WATER LEVEL, PLACE SYSTEM INTO OPERATION TO LOWER WATER TO SPECIFIED LEVELS. OPERATE SYSTEM CONTINUOUSLY UNTIL STRUCTURES HAVE BEEN CONSTRUCTED, SOIL FROM THE RIVERBED HAS BEEN REMOVED AND FILL MATERIALS HAVE BEEN PLACED OR UNTIL DEWATERING IS NO LONGER REQUIRED. 4. MONITOR DEWATERING SYSTEM CONTINUOUSLY. MONITOR DEWATERING SYSTEM CONTINUOUSLY. 5. PROTECT AND MAINTAIN TEMPORARY EROSION AND SEDIMENTATION CONTROL DURING PROTECT AND MAINTAIN TEMPORARY EROSION AND SEDIMENTATION CONTROL DURING DEWATERING OPERATIONS. 6. PROVIDE STANDBY EQUIPMENT ON SITE, INSTALLED AND AVAILABLE FOR IMMEDIATE PROVIDE STANDBY EQUIPMENT ON SITE, INSTALLED AND AVAILABLE FOR IMMEDIATE OPERATION, TO MAINTAIN DEWATERING ON A CONTINUOUS BASIS OF ANY PART OF THE SYSTEM BECOMES INADEQUATE OR FAILS.
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
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#11 REINFORCING BAR (TYP.)
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TEMPORARY 1'-0" DIA. STEEL SURFACE CASING (TYP.)
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1'-0" DIA. PRE-BORED HOLE FILLED WITH PEASTONE
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8" DIA. MICROPILE
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B
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-
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A
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-
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PERMANENT STEEL MICROPILE CASING (TYP.)
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1
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-
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DETAIL
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BOTTOM OF PILE CAP
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20'-0" MIN.
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20'-0" MIN.
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PLUNGE LENGTH
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DRILLED & GROUTED MICROPILE SHAFT
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CENTRALIZER SPACED @ 10' MAX.
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REINFORCING BAR #11
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(BONDED ZONE)
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8" DIA. MICROPILE
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%%UPLAN
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%%UELEVATION
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1 " MIN. PLATE12" MIN. PLATE
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CENTER HOLE FOR REINFORCING BAR
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12" GROUT HOLE
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GALV. NUT & WASHER
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STIFFENER PLATE (TYP.)
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REINFORCING BAR
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6"
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6"
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NOTE: PILE TOP ATTACHMENT DETAIL SHOWN IS SCHEMATIC. CONTRACTOR IS RESPONSIBLE FOR THE FINAL DESIGN/DETAIL.
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8" NOMINAL DIAMETER OR LARGER STEEL MICROPILE CASING WITH A MINIMUM WALL THICKNESS OF "12"
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CENTRALIZER SPACED @ 10' MAX.
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REINFORCING BAR #11
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4000 PSI CEMENT GROUT
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(UNBONDED ZONE)
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PEASTONE
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TEMPORARY 1'-0" SURFACE CASING (TOP 10' OF MICROPILE)
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PROP. INTEGRAL ABUTMENT (TYP.)
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ESMOND MILL DRIVE CONSTR.
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(UPSTATION) S67°-15'-20.40"W
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8" MICROPILE (TYP.)
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15+50
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WINGWALL (TYP.)
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EXISTING STONE MASONRY ABUTMENT TO BE CUT DOWN AND CAPPED (TYP.)
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_FOUNDATION PLAN AND PILE DETAILS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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9
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SCALE:1"=1'-0"
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SECTION
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A
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-
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SCALE:1"=1'-0"
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SECTION
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B
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-
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SCALE:1"=1'-0"
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DETAIL
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1
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-
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%%UTYPICAL SECTION AT ABUTMENT
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SCALE: 3/8"=1'-0"
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MICROPILE NOTES: 1. FOR THE INSTALLATION PERTAINING TO THE FURNISHING AND INSTALLATION OF THE FOR THE INSTALLATION PERTAINING TO THE FURNISHING AND INSTALLATION OF THE MICROPILES, REFER TO THE SPECIAL PROVISIONS. 2. CEMENT GROUT SHALL BE A NEAT MIX OF PORTLAND CEMENT (TYPE I OR II) CONFORMING CEMENT GROUT SHALL BE A NEAT MIX OF PORTLAND CEMENT (TYPE I OR II) CONFORMING TO THE REQUIREMENTS OF AASHTO DESIGNATION M85 (ASTM DESIGNATION C150) WITH A WATER CEMENT RATIO OF 0.45 AND A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. 3. THE QUALITY OF GROUT SHALL BE MONITORED BY COLLECTING GROUT CUBES FOR LATER THE QUALITY OF GROUT SHALL BE MONITORED BY COLLECTING GROUT CUBES FOR LATER COMPRESSION TESTING AND BY MEASURING THE GROUT SPECIFIC GRAVITY FROM ONE BATCH PER DAY. COMPRESSION TESTING SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO DESIGNATION T106 (ASTM DESIGNATION C109). 4. REINFORCING BAR SHALL BE EPOXY COATED AND CONFORM TO THE REQUIREMENTS OF REINFORCING BAR SHALL BE EPOXY COATED AND CONFORM TO THE REQUIREMENTS OF AASHTO DESIGNATION M31 (ASTM DESIGNATION A615), GRADE 60 OR GRADE 75, OR AASHTO DESIGNATION M275 (ASTM DESIGNATION A722), GRADE 150. 5. PILE TOP PLATE STEEL SHALL CONFORM TO THE REQUIREMENTS OF AASHTO DESIGNATION PILE TOP PLATE STEEL SHALL CONFORM TO THE REQUIREMENTS OF AASHTO DESIGNATION M270 (ASTM DESIGNATION A709) GRADE 50. 6. STEEL MICROPILE CASING SHALL CONFORM TO THE REQUIREMENTS OF ASTM DESIGNATION STEEL MICROPILE CASING SHALL CONFORM TO THE REQUIREMENTS OF ASTM DESIGNATION A252 GRADE 3 EXCEPT THE YIELD STRENGTH SHALL BE A MINIMUM OF 80 KSI. 7. ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST ANSI/AASHTO/AWS D1.5 BRIDGE ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST ANSI/AASHTO/AWS D1.5 BRIDGE WELDING CODE. 8. PAYMENT FOR GROUT, PILE TOP PLATE STEEL, THREADED REINFORCING BAR, STEEL CASING, PAYMENT FOR GROUT, PILE TOP PLATE STEEL, THREADED REINFORCING BAR, STEEL CASING, CASING CUTOFF AND ALL REQUIRED TESTING AND WELDING WILL BE INCLUDED IN THE PROJECT'S LUMP SUM COST.
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MICROPILE INSTALLATION PROCEDURE: 1. PRE-DRILL 1'-0" DIA. HOLE TO EL. 35.00 MIN AND ADVANCE TEMPORARY STEEL SURFACE PRE-DRILL 1'-0" DIA. HOLE TO EL. 35.00 MIN AND ADVANCE TEMPORARY STEEL SURFACE CASING UTILIZING ROTARY DRILLING TECHNIQUES. PRE-DRILLED HOLES SHALL BE PLUMB. 2. DRILL 8” DIA. HOLE TO FULL PILE DEPTH REQUIRED WITHIN 1'-0” DIA. HOLE AND DRILL 8” DIA. HOLE TO FULL PILE DEPTH REQUIRED WITHIN 1'-0” DIA. HOLE AND DIA. HOLE TO FULL PILE DEPTH REQUIRED WITHIN 1'-0” DIA. HOLE AND DIA. HOLE AND ADVANCE 8” NOMINAL DIA. PERMANENT STEEL CASING TO MINIMUM OF 15' BELOW BOTTOM NOMINAL DIA. PERMANENT STEEL CASING TO MINIMUM OF 15' BELOW BOTTOM OF PILE CAP. 3. PLACE REINFORCING BAR WITH CENTRALIZERS IN CASING. PLACE REINFORCING BAR WITH CENTRALIZERS IN CASING. 4. TREMIE MICROPILE FULL DEPTH WITH NEAT CEMENT GROUT. TREMIE MICROPILE FULL DEPTH WITH NEAT CEMENT GROUT. 5. IF TEMPORARY MICROPILE CASING IS USED, WITHDRAW THE CASING TO THE TOP OF THE IF TEMPORARY MICROPILE CASING IS USED, WITHDRAW THE CASING TO THE TOP OF THE BURIED ZONE, MAINTAINING THE GROUT ABOVE THE GROUND SURFACE AT ALL TIMES. 6. UPON COMPLETION OF GROUTING, REINSERT CASING TWO FEET INTO THE BOND LENGTH. UPON COMPLETION OF GROUTING, REINSERT CASING TWO FEET INTO THE BOND LENGTH. 7. FILL THE GAP BETWEEN THE TEMPORARY AND PERMANENT STEEL CASING WITH PEASTONE FILL THE GAP BETWEEN THE TEMPORARY AND PERMANENT STEEL CASING WITH PEASTONE WHILE EXTRACTING TEMPORARY SURFACE CASING. 8. TRIM TOP OF CASING TO ITS PROPER ELEVATION AND WELD THE TOP BEARING PLATE WITH TRIM TOP OF CASING TO ITS PROPER ELEVATION AND WELD THE TOP BEARING PLATE WITH STIFFENER PLATES. 9. CONSISTENCY OF MICROPILE INSTALLATION SHALL BE MONITORED AND RECORDED AS CONSISTENCY OF MICROPILE INSTALLATION SHALL BE MONITORED AND RECORDED AS DESCRIBED IN THE SPECIAL PROVISION. MONITORED AND RECORDED DATA SHALL INCLUDE TOTAL PILE DEPTH, GROUT PRESSURES AND QUANTITIES, SOIL/ROCK ENCOUNTERED DURING INSTALLATION AND ANY OBSTRUCTIONS OR IRREGULARITIES. 10. MICROPILES SHALL BE DRILLED TO A SUFFICIENT DEPTH AND RESISTANCE TO ADEQUATELY MICROPILES SHALL BE DRILLED TO A SUFFICIENT DEPTH AND RESISTANCE TO ADEQUATELY DEVELOP THEIR SPECIFIED LOAD SUPPORTING CAPACITY. THE ENGINEER SHALL BE THE SOLE JUDGE, BASED ON SOIL DATA AND THE RESULTS OF THE PILE LOAD TEST, OF THE REQUIRED DEPTH TO DEVELOP THE LOAD CAPACITY. 11. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER, INFORMATION ON THE TYPE OF THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER, INFORMATION ON THE TYPE OF EQUIPMENT PROPOSED TO BE USED, PROPOSED METHODS OF OPERATION, PROPOSED SEQUENCE OF MICROPILE INSTALLATION, AND DETAILS OF ALL EQUIPMENT AND ACCESSORIES, ALL IN ACCORDANCE WITH MICROPILE SECTION OF THE SPECIAL PROVISIONS. 12. CONFORMANCE TO THE FOLLOWING TOLERANCES IS OF EXTREME IMPORTANCE TO CONFORMANCE TO THE FOLLOWING TOLERANCES IS OF EXTREME IMPORTANCE TO FOUNDATIONS OF THIS TYPE. 13. PRIOR TO DRILLING, EACH ABUTMENT MICROPILE SHALL BE HELD BY TEMPLATE TO PRIOR TO DRILLING, EACH ABUTMENT MICROPILE SHALL BE HELD BY TEMPLATE TO WITHIN 1” OF PLAN LOCATION. OF PLAN LOCATION. 14. AFTER EACH ABUTMENT MICROPILE IS INSTALLED, THE PILE'S TOP SHALL BE WITHIN 3” OF AFTER EACH ABUTMENT MICROPILE IS INSTALLED, THE PILE'S TOP SHALL BE WITHIN 3” OF OF PLAN LOCATION.
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NOTES: 1. THE CONTRACTOR'S MICROPILE STRUCTURAL DESIGN THE CONTRACTOR'S MICROPILE STRUCTURAL DESIGN SHALL BE BASED UPON THE LOADS PROVIDED ABOVE; AXIAL LOAD RESISTANCE SHALL BE VERIFIED BY LOAD TESTING AS DESCRIBED IN THE ITEM CODE 804.9914. 2. LOADS GIVEN ARE FACTORED LOADS PER PILE AT LOADS GIVEN ARE FACTORED LOADS PER PILE AT THE BOTTOM OF FOOTING ELEVATION.
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%%UFOUNDATION PLAN
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SCALE: 1/4"=1'-0"
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
WEST ABUTMENT
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%%UWEST ABUTMENT PLAN
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SCALE: 1/4"=1'-0"
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BEAM NO. 6
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BEAM NO. 7
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BEAM NO. 8
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BEAM NO. 9
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BEAM NO. 10
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BEAM NO. 1
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BEAM NO. 2
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BEAM NO. 3
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BEAM NO. 4
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BEAM NO. 5
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A
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BEARING
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N22%%D-44'-39.60"W
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CONSTRUCTION
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S67%%D-15'-20.40"W
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-
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12" CLOSED CELL FOAM
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14'-0" APPROACH
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14'-0" APPROACH
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14'-0" APPROACH
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14'-0" APPROACH
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7'-6 "12"
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7'-6 "12"
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2" DIA. ANCHOR ROAD, A36 (TYP.)
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11'-0"
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11'-0"
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11'-0"
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11'-0"
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FACE OF CURB (TYP.)
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8" MICROPILE (TYP.)
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8'-0"
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8'-0"
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B
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-
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MICROPILESMICROPILES
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%%UWEST ABUTMENT ELEVATION
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SCALE: 1/4"=1'-0"
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CONSTRUCTION
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EL. 109.00
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EXIST. ABUT. CUT OFF ELEV.
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EL. 112.00
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BEAM NO. 10
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BEAM NO. 9
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BEAM NO. 8
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BEAM NO. 7
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BEAM NO. 6
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BEAM NO. 5
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BEAM NO. 4
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BEAM NO. 3
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BEAM NO. 2
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BEAM NO. 1
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TOP OF APP. SLAB SHELF
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TOP OF BRIDGE SEAT
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TOP OF BACKWALL
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BOT. OF PILE CAP
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EL. 115.91 EL. 115.88 (END)
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EL. 115.99
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APPROX. PILE TIP
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EL. 74.00
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EL. 111.00
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TOP OF PILE
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EL. 115.91 EL. 115.79 (END)
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EL. 113.92
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TOP OF 1'-0" CONC. CAP
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BRIDGE SEAT
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ELEVATION
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BEAM NO.
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1
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113.92
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113.98
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114.04
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114.10
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114.16
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114.16
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114.10
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114.04
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113.98
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113.92
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ELEVATIONS
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2
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3
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4
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5
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6
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7
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8
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9
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10
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NOTE: ELEVATIONS OF BRIDGE SEAT GIVEN AT CENTERLINE OF BEARINGS.
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(2" MIN.)
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NOT TO SCALE
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DETAIL
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-
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2
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VARIES
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TOP OF BEAM SEAT
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34" CHAMFER
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1 "58"
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BOT. OF PILE CAP VARIES
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NOTE: BARS SHALL BE SPACED TO AVOID CONFLICT WITH ANCHOR ROD.
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PILEPILE
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#4 @12" (T&B)
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TOP OF PILE EL. 111.00
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BRG.BRG.
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1" CLOSED CELL PREFORMED POLYETHYLENE FOAM
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-
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2
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DETAIL
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12" CLOSED CELL PREFORMED POLYETHYLENE FOAM
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12" x " POLYURETHANE 12" POLYURETHANE ELASTOMERIC JOINT SEALANT
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3" HOT MIX ASPHALT
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4-#6
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4-#6
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#5 @12"
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#5 @12"
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#6 @12"
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#5 @6"
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TYPICAL SECTION
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SCALE: 1/2"=1'-0"
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-
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B
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12" CONCRETE CAP
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EL. VARIES
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TYPICAL WINGWALL SECTION WITH RAILING
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SCALE: 1/2"=1'-0"
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A
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C
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11
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BRG.
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STEEL BEAM GUARDRAIL (HWY ITEM, TYP.)
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POST
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PILE CAP
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12" CLOSED CELL FOAM
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TOP OF CURB
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1
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12
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DETAIL
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NOTES:
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1. SEE SHEET 16 FOR END POST REBAR. SEE SHEET 16 FOR END POST REBAR. 2. RIP-RAP/APPROACH SLAB NOT SHOWN FOR CLARITY.RIP-RAP/APPROACH SLAB NOT SHOWN FOR CLARITY.
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-
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PILE
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EL. VARIES
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12" CONC. CAP
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_ABUTMENTS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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10
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
EAST ABUTMENT
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%%UEAST ABUTMENT PLAN
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SCALE: 1/4"=1'-0"
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BEAM NO. 6
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BEAM NO. 7
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BEAM NO. 8
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BEAM NO. 9
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BEAM NO. 10
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BEAM NO. 1
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BEAM NO. 2
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BEAM NO. 3
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BEAM NO. 4
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BEAM NO. 5
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BEARING
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N22%%D-44'-39.60"W
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CONSTRUCTION
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S67%%D-15'-20.40"W
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12" CLOSED CELL FOAM
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14'-0" APPROACH
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14'-0" APPROACH
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14'-0" APPROACH
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14'-0" APPROACH
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7'-6 "12"
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7'-6 "12"
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2" DIA. ANCHOR ROAD, A36 (TYP.)
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11'-0"
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11'-0"
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11'-0"
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11'-0"
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FACE OF CURB (TYP.)
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8" MICROPILE (TYP.)
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8'-0"
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8'-0"
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7'-6 "12"
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7'-6 "12"
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8'-0"
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8'-0"
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MICROPILESMICROPILES
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%%UEAST ABUTMENT ELEVATION
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SCALE: 1/4"=1'-0"
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CONSTRUCTION
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EL. 109.75
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EXIST. ABUT. CUT OFF ELEV.
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EL. 113.00
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BOT. OF PILE CAP
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EL. 116.94 EL. 117.16 (END)
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APPROX. PILE TIP
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EL. 74.75
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EL. 111.75
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TOP OF PILE
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BEAM NO. 1
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BEAM NO. 2
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BEAM NO. 3
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BEAM NO. 4
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BEAM NO. 5
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BEAM NO. 6
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BEAM NO. 7
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BEAM NO. 8
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BEAM NO. 9
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BEAM NO. 10
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TOP OF APP. SLAB SHELF
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TOP OF BRIDGE SEAT
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TOP OF BACKWALL
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EL. 116.90
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EL. 114.83
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TOP OF 1'-0" CONC. CAP
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BRIDGE SEAT
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ELEVATION
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BEAM NO.
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1
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114.83
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114.89
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114.95
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115.01
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115.07
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115.07
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115.01
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114.95
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114.89
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114.83
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ELEVATIONS
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2
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3
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4
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5
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6
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7
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8
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9
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10
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NOTE: ELEVATIONS OF BRIDGE SEAT GIVEN AT CENTERLINE OF BEARINGS.
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NOTES: CONTRACTOR TO ALIGN REBAR TO CLEAR CONTRACTOR TO ALIGN REBAR TO CLEAR CONTRACTOR TO ALIGN REBAR TO CLEAR CONFLICT WITH BEARING ANCHOR ROD
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SECTION
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SCALE: 1/2"=1'-0"
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C
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10
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#6 @9"(E.F)
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#5 @12"
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#5 @12"
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#5 @6"
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3" CL. (TYP.)
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MICROPILE (TYP.)
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_ABUTMENTS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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11
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
MISCELLANEOUS DETAILS
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DETAIL
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15
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1
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SLOPE 1%
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S18x36
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CLOSED CELL PREFORMED POLYETHYLENE FOAM
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BEARINGBEARING
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SAWCUT
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3" PAVEMENT
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#7@6"
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1" (MIN.) CLOSED CELL PERFORMED POLY. FOAM FILLER (TYP.)
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3/4"x3/8" POLYURETHANE SEALANT
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NEOPRENE SHEETING WATER STOP (ATTACH W/ CONSTRUCTION ADHESIVE AND APPROVED ANCHORS)
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NEOPRENE SHEETING WATER STOP (ATTACH W/ CONSTRUCTION ADHESIVE AND APPROVED ANCHORS)
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PROVIDE 2 LAYERS OF TAR PAPER BETWEEN APPROACH SLAB AND SLEEPER SLAB
1. ELEVATIONS OF BEAMS ARE GIVEN AT THE CENTERLINE OF ELEVATIONS OF BEAMS ARE GIVEN AT THE CENTERLINE OF BEARING OF EACH BEAM AND AT THE QUARTER POINTS OF EACH SPAN. 2. 000.00 ELEVATIONS GIVEN ARE THEORETICAL FINAL GRADES 000.00 ELEVATIONS GIVEN ARE THEORETICAL FINAL GRADES ON TOP OF CONCRETE DECK AT CENTERLINE OF BEAM. 3. (000.00) ELEVATIONS GIVEN IN PARENTHESIS ARE (000.00) ELEVATIONS GIVEN IN PARENTHESIS ARE THEORETICAL GRADES ON TOP OF BEAMS BEFORE PLACING CONCRETE. 4. .00 FIGURES IN RECTANGLES ARE DEAD LOAD DEFLECTIONS .00 FIGURES IN RECTANGLES ARE DEAD LOAD DEFLECTIONS IN INCHES CAUSED BY THE WEIGHT OF THE CONCRETE DECK. 5. .00 FIGURES ARE DEFLECTIONS IN INCHES CAUSED BY .00 FIGURES ARE DEFLECTIONS IN INCHES CAUSED BY SUPERIMPOSED DEAD LOADS (WEIGHT OF RAILINGS, RAIL BASE AND CURBS).
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%%UCAMBER DIAGRAM
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NOT TO SCALE
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BRG.
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BRG.
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C
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B
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A = ESTIMATED PRESTRESS CAMBER LESS DEFLECTION DUE TO BEAM AND DECK WEIGHT (INCLUDING WEIGHT OF DIAPHRAGMS) TIMES CREEP FACTOR (CHECK IN FIELD). B = DEFLECTION DUE TO SUPERIMPOSED DEAD LOAD (WEIGHT OF CURBS, SIDEWALKS, RAILINGS, ETC.) C = A - B = FINAL CAMBER (NET) A, B AND C ARE THEORETICAL VALUES AND MAY VARY WITH ACTUAL CONCRETE STRENGTH (AGE), VARIOUS PRESTRESSING CONDITIONS, CREEP FACTOR AND PRESTRESS LOSSES.
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%%UFRAMING PLAN
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SCALE: 1/4"=1'-0"
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%%UTYPICAL BEAM ELEVATION
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HORZ. SCALE: 1/4"=1'-0"
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CAMBER AND DEFLECTIONS
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BEAMS
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MIDSPAN
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A (IN)
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B (IN)
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C (IN)
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1 & 10
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0.364
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0.049
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0.317
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_FRAMING-PLAN.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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13
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VERT. SCALE: NTS
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2 - 9
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0.373
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0.040
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0.333
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
PRESTRESSED DECK BEAM
DETAILS
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JOINT
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JOINT
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1" DRAIN, PLACED AT BOTHENDS OF EACH VOID (TYP.)
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1'-2"
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1'-2"
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RAKED FINISH
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JOINT
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JOINT
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#4-HORIZONTAL SHEAR REINF. (TYP.)
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#4 STANDARD STIRRUPS (TYP.)
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STRAIGHT STRAND
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%%uLEGEND
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LATERAL TIE INSTALLATION.
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%%UNOTE:
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1. FABRICATOR SHALL FURNISH ACCESS HANDHOLES AS REQUIRED FOR
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%%UTYPICAL S18x36 PROPERTIES
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SCALE: 1"=1'-0"
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%%UPRESTRESSING STRAND DETAILS
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SCALE: 1"=1'-0"
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%%UMIDSPAN REINFORCING PATTERN
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SCALE: 1"=1'-0"
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%%UNOTE:
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STRAND PATTERN IS THE SAME FOR ALL BEAMS.
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TOOLED EDGE (TYP.)
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RAKE FINISH OF 14" AMPLITUDE ON TOP SURFACE
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SEE SHEAR KEY DETAILS ON SHEET 1515
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NOTES: 1. DETAILS OF THE ANCHORAGE ASSEMBLY ARE TO BE SUBMITTED FOR REVIEW AND DETAILS OF THE ANCHORAGE ASSEMBLY ARE TO BE SUBMITTED FOR REVIEW AND APPROVAL BY THE ENGINEER. 2. ALL PRESTRESSED CONCRETE SLABS SHALL BE ERECTED AS INDICATED ON THE ALL PRESTRESSED CONCRETE SLABS SHALL BE ERECTED AS INDICATED ON THE CONTRACT DRAWINGS. THEY SHALL BE SET TO THE SPECIFIED (NOMINAL) DIMENSIONS AND WITH THE SPECIFIED (NOMINAL) 1 INCH SPACING BETWEEN UNITS. THE LATERAL POST-TENSIONING STRANDS SHALL BE TENSIONED INITIALLY TO 5,000 POUNDS. SAID LATERAL POST-TENSIONING IS NOT EXPECTED TO DRAW THE UNITS TOGETHER. AFTER THE UNITS ARE IN PLACE, THE FOAM JOINT FILLER SHALL BE PLACED AT THE BOTTOM OF THE SHEAR KEYS. APPROVED NON-SHRINK GROUT SHALL THEN BE PLACED INTO THE SHEAR KEYS (PENCIL VIBRATE THE GROUT IN THE KEY TO CONSOLIDATE MATERIAL) AND ALLOWED TO CURE, FOR A MINIMUM OF 72 HOURS, AFTER WHICH THE STRANDS SHALL BE STRESSED TO THE FULL 44,000 POUNDS. 3. THE CONTRACTOR SHALL FURNISH THE TOWN WITH CALCULATIONS FOR THE THE CONTRACTOR SHALL FURNISH THE TOWN WITH CALCULATIONS FOR THE THEORETICAL ELONGATION OF THE LATERAL POST-TENSIONING STRANDS SO THAT THE STRAND TENSION INDICATED ON THE CALIBRATED METER CAN BE VERIFIED. THE CONTRACTOR SHALL FURNISH RECORDS TO THE STATE OF THE GAUGE READINGS VERSUS THE MEASURED ELONGATIONS. 4. NO TRAFFIC OR HEAVY EQUIPMENT SHALL BE PERMITTED ON THE STRUCTURE UNTIL NO TRAFFIC OR HEAVY EQUIPMENT SHALL BE PERMITTED ON THE STRUCTURE UNTIL ALL TRANSVERSE TIES HAVE BEEN PROPERLY TENSIONED AND THE GROUT HAS ATTAINED THE 28 DAY COMPRESSIVE STRENGTH. 5. THE CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 6,000 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. SEE GENERAL NOTES FOR MORE INFORMATION.SEE GENERAL NOTES FOR MORE INFORMATION.
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VOID (TYP.)
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#4 @ 6"
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#4 @ 6"
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#4 END STIRRUPS
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#4 END STIRRUPS
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12"
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12"
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7"
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7"
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3" SLEEVE
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BRG.
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#4 @ 4"± HORIZ. END STIRRUPS
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#4 HORIZ. SHEAR REINF. (TYP.)
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-
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C
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#4 END STIRRUPS (TYP.) (TOP AND BOTTOM)
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#4 HORIZONTAL SHEAR REINF. (TYP.)
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#4 HORIZ. END STIRRUPS @ 4"±
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#4 VERTICAL END STIRRUPS (TYP.)
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LONGITUDINAL SECTION
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-
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C
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#4 STANDARD STIRRUP (TYP.) (TOP & BOTTOM)
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3" SLEEVE(GALVANIZED STEEL OR PVC)
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#4 VERTICAL END STIRRUP (TYP.)
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#4 HORIZ. END STIRRUPS @ 4"±
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7"
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7"
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BRG.
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%%UEND REINFORCEMENT PLAN
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SCALE: 1"=1'-0"
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%%UEND OF BEAM SECTION
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SCALE: 1"=1'-0"
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SCALE: 1"=1'-0"
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_PRESTRESSED-SLAB-DETAILS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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14
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
LATERAL TIE AND BEARING
DETAILS
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%%UNOTE:
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12
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1
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-
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D
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TENSION STRAND TO 5,000 LBS PRIOR TO GROUTING JOINTS. AFTER GROUT IS CURED, TENSION STRAND TO 44,000 LBS.
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SEAL WITH CLOSED CELL NONABSORBENT FOAM JOINT FILLER
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PLASTIC CAP FILLED WITH GREASE
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DRY PACK RECESS TO MATCH COLOR OF SURROUNDING CONCRETE
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ANCHORAGE (SEE NOTE 1)
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PLASTIC TUBE WITH WATERTIGHT CONNECTION AT ANCHORAGE
1. ELASTOMER SHALL HAVE A HARDNESS OF 60 DUROMETER. ELASTOMER SHALL HAVE A HARDNESS OF 60 DUROMETER. 2. STEEL LAMINATES SHALL CONFORM TO ASTM A 570 GRADE 36.STEEL LAMINATES SHALL CONFORM TO ASTM A 570 GRADE 36.
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*
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RAKED SURFACE WHEN 5" (MIN.) REINFORCED CONCRETE DECK OVERLAY IS APPLIED TO THE TOP OF THE SLAB UNITS
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TOOLED EDGE (TOP)
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3" SLEEVE
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*SCREEDED TO A TRUE SMOOTH SURFACE WHEN 3" BITUMINOUS WEARING SURFACE IS APPLIED TO THE TOP OF THE SLAB UNITS
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3" SLEEVE
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0.60" TIE.
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%%USHEAR KEY DETAILS
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SCALE: 1"=1'-0"
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38" CHAMFER
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PROFILE AT EXTERIOR FACE OF FASCIA BEAM (DELETE SHEAR KEY)
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SHEAR KEY PROFILE (AT INTERIOR JOINTS ONLY)
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34" CHAMFER (BOTTOM)
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JOINT
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SCALE: 1" = 1'-0"
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SECTION
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-
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D
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E
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-
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ELASTOMERIC BEARING PAD
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END OF BEAM
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BRG.
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BEAM
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SCALE: 1" = 1'-0"
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DETAIL
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13
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2
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2'-6"
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GALVANIZED METAL CAP
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BRG.
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GALVANIZED METAL SLEEVE 2 " (MIN.) x 2 " x " THK.34" (MIN.) x 2 " x " THK.12" x " THK.316" THK.
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ELASTOMERIC BEARING PAD
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2" TAPERED ANCHOR ROD (A36)2'-6" LONG (SWEDGE) GALVANIZED
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NOT TO SCALE
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DETAIL
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12
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1
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DETAIL
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RECESS FOR LATERAL TIE ANCHORAGE
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3" SLEEVE(GALV. STEEL OR PVC)
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4" SQ. (MIN.)
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%%UANCHORAGE DETAILS
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SCALE: 1"=1'-0"
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BRG.
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SCALE: 3" = 1'-0"
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SECTION
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-
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E
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_LATERAL-TIE-AND-BRG.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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15
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
DECK AND CURB DETAILS
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%%UBRIDGE OVERHANG SECTION
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SCALE: 1/2"=1'-0"
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-
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1
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DETAIL
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S18x36 PRESTRESSED CONCRETE SLAB (TYP.)
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6" GRANITE CURB
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5" MIN. REINF. CONC. OVERLAY
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RAKED FINISH (TYP.)
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#5 @ 12" E.W.
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2 1/2" CL.
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#5 @12" (ADDITIONAL REINF. @POST, SEE RAILING DETALS SHEET 17)17))
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UTILITY LINES
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6" INSULATEDSEWER LINE
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2" GAS LINE
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1/2" FOR CONTRACTION
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JOINT IN CURB.
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JOINT IN CURB.
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1/4" FOR NORMAL
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%%UELEVATION AT FACE OF CURB
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NOT TO SCALE
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F
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-
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%%U6"x 9" VERTICAL FACE GRANITE CURB
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SCALE: 1 1/2"=1'-0"
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SECTION
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-
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F
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SCALE: 1 1/2"=1'-0"
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1/2"
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1"x1" MASTIC SEALANT
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1/2"
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1" NON-SHRINK
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GROUT
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6"
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%%UON GRAVEL BASE
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SCALE: 1 1/2"=1'-0"
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%%U6"x18" GRANITE CURB
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%%UAT ABUTMENT BACKWALL
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SCALE: 1 1/2"=1'-0"
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%%U6"x9" GRANITE CURB
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DETAIL
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-
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2
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SCALE: 3"=1'-0"
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-
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2
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DETAIL
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6"
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5" MIN.
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7" MAX.
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#6 REINFORCING BAR
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ANCHOR - 3 PER STONE
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3" DRESSED
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6"
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TOP OF SIDEWALK
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45%%D
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7"
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1" MIN.
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1"x1" MASTIC SEALANT
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1" NON-SHRINK GROUT
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1"x1" MASTIC SEALANT
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1"
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GRAVEL
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6"
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6"
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6"
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5" MIN.
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7" MAX.
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7"
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3"
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TOP OF WEARING SURFACE
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FACE DRESSED FULL DEPTH
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BEAD OF CRACK SEALER
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NOTES: 1. AFTER DECK HAS CURED PROVIDE "x " SAWCUT, CENTERED ON CONSTRUCTION JOINT, AND AFTER DECK HAS CURED PROVIDE "x " SAWCUT, CENTERED ON CONSTRUCTION JOINT, AND 12"x " SAWCUT, CENTERED ON CONSTRUCTION JOINT, AND 12" SAWCUT, CENTERED ON CONSTRUCTION JOINT, AND FILL WITH RIDOT APPROVED POLYURETHANE ELASTOMERIC SEALANT. 2. THE SURFACE OF THE PREVIOUSLY CAST CONCRETE SHALL BE BLAST CLEANED, THE SURFACE OF THE PREVIOUSLY CAST CONCRETE SHALL BE BLAST CLEANED, ROUGHENED, WETTED WITH CLEAN WATER AND THEN FLUSHED WITH A MORTAR COMPOSED OF EQUAL PARTS OF THE CEMENT AND SAND SPECIFIED FOR THE NEW CONCRETE, BEFORE NEW CONCRETE IS PLACED ADJACENT THERETO. NEW CONCRETE SHALL BE PLACED BEFORE MORTAR HAS TAKEN INITIAL SET. 3. IN LIEU OF THE MORTAR, AN EPOXY ADHESIVE SUITABLE FOR BONDING FRESH CONCRETE IN LIEU OF THE MORTAR, AN EPOXY ADHESIVE SUITABLE FOR BONDING FRESH CONCRETE TO HARDENED CONCRETE FOR LOAD BEARING APPLICATIONS MAY BE USED AT NO ADDITIONAL CHARGE TO THE STATE WITH THE APPROVAL OF THE ENGINEER. THE EPOXY ADHESIVE SHALL CONFORM TO AASHTO DESIGNATION M235 TYPE V AND SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 4. FOR CUTTING TOLERANCES ON GRANITE CURB SEE RI STANDARD SPECIFICATION M-09.05. FOR CUTTING TOLERANCES ON GRANITE CURB SEE RI STANDARD SPECIFICATION M-09.05. 5. STRAIGHT CURB SHALL BE FURNISHED IN LENGTHS OF NOT LESS THAN 6 FEET OR STRAIGHT CURB SHALL BE FURNISHED IN LENGTHS OF NOT LESS THAN 6 FEET OR GREATER THAN 10 FEET. (5 FOOT LENGTHS MAY BE ALLOWED UNDER UNUSUAL CIRCUMSTANCES, BUT ONLY WITH THE APPROVAL OF THE BRIDGE ENGINEER).
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APPROACH SLAB
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SET CURB IN 1" OF NON SHRINK GROUT
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TOP APPROACH OF SIDEWALK
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14"x " POLYURETHANE 12" POLYURETHANE SEALANT
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TOP SAWED OR TOOL DRESSED TO "( ) VARIATION18"(±) VARIATION
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TOP OF CURB
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MASTIC SEALANT
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14" OR " POLYURETHANE 12" POLYURETHANE SEALANT FULL LENGTH
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14" OR " 12" OF MORTAR
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14"x " POLYURETHANE 12" POLYURETHANE SEALANT
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TOP OF SIDEWALK
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TOP SAWED OR TOOL DRESSED TO "( ) VARIATION18"(±) VARIATION
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1" NON-SHRINK GROUT
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3" BIT. WEARING SURFACE
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CRACK SEALER
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FACE DRESSED FULL DEPTH
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14"x " POLYURETHANE 12" POLYURETHANE SEALANT FULL LENGTH
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UTILITY SUPPORT NOTES: 1. ALL STRUCTURAL STEEL SHALL CONFORM TO AASHTO M 270 GRADE 36. ALL STRUCTURAL STEEL SHALL CONFORM TO AASHTO M 270 GRADE 36. 2. ALL STRUCTURAL STEEL AND FASTNERS SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO M 111 ALL STRUCTURAL STEEL AND FASTNERS SHALL BE GALVANIZED IN ACCORDANCE WITH AASHTO M 111 AND M233. 3. THE " THREADED INSERTS FOR " H.S. BOLTS SHALL BE CAST INTO THE PRECAST BEAMS THE " THREADED INSERTS FOR " H.S. BOLTS SHALL BE CAST INTO THE PRECAST BEAMS 34" THREADED INSERTS FOR 34" H.S. BOLTS SHALL BE CAST INTO THE PRECAST BEAMSDURING FABRICATION AND SHALL PROVIDE A MINIMUM NOMINAL TENSILE RESISTANCE OF 6.0 KIPS AND MINIMUM NOMINAL SHEAR RESISTANCE OF 6.0 KIPS IN 3000 PSI CONCRETE. 4. SEWER LINE SHALL BE 6" D.I. SEWER SAFE PIPE CLASS 52, AND THE INSULATION SHALL BE FIBER SEWER LINE SHALL BE 6" D.I. SEWER SAFE PIPE CLASS 52, AND THE INSULATION SHALL BE FIBER GLASS, CELLULAR GLASS, EXPANDED POLYSTYRENE, OR URETHANE. URETHANE SHALL NOT BE LESS THAN 2" THICK, AND ALL OTHER MATERIALS SHALL NOT BE LESS THAN 3" THICK. INSULATION SHALL BE CUT INTO SECTION LENGTHS AND INSTALLED BASED ON THE INSULATION MANUFACTURERS RECOMMENDATIONS. THE COST OF INSULATION SHALL BE INCIDENTAL TO THE COST OF THE SEWER D.I. PIPE. 5. REFERENCE GENERAL NOTES FOR ADDITIONAL INFORMATION.REFERENCE GENERAL NOTES FOR ADDITIONAL INFORMATION.
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MANUFACTURER RECOMMENDED SEALANT
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COLD APPLIED LIQUID MEMBRANE
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UTILITIES SUPPORT DETAIL
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-
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1
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SCALE: 3"=1'-0"
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2" GAS LINE
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12" ROD (TYP.)
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2" STEEL GAS PIPE W/ PRITEC 15/50
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6" CAPPED & INSULATED FUTURE SEWER LINE
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34" H.S. BOLT (TYP.)
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NON CONDUCTIVE PIPE ROLLER
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2" GLASS MESH TYPE 220/240 FRP CASING INSULATOR BETWEEN PIPE & ROLLERS
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3" LB&A ADJUSTABLE ROLL GUIDE (3B) (304SS) W/ NON-CONDUCTIVE ROLLERS
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PRESSURE TREATED WOOD
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12" U-BOLT
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DOUBLE NUT
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DOUBLE NUT
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_DECK AND CURB DETAILS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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16
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
TWO BAR STEEL BRIDGE RAIL
DETAILS
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7/16" HOLEFAR SIDE (FRONT)
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CENTERED ABOUT C RAIL POST
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%%uBACK ELEVATION VIEW
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RAIL POST
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%%uSECTION VIEW
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%%UPOST ASSEMBLY
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%%UPOST ANCHOR ASSEMBLY
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W6 x 25
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%%UPOST BASE PLATE
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%%UANCHOR PLATE
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1" POST BASE PLATE
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1/8" BEARING PAD
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1" %%C ANCHOR RODS
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#5 BARS (5' LONG MIN.) *
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RAIL BASE CONC.
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W6 x 25 RAIL POST
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FACE OF CURB
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C 1 1/8" x 1 3/8" SLOTTED HOLES IN POST (TYP.)
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L
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C
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L
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L
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STEEL HEX JAM NUTS
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ANCHOR PLATE
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1" - 8 THREAD BY 2 1/2"LONG (MIN.) (TYP. BOTH ENDS)
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STEEL HEX NUTS & 1" STANDARD WASHERS
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TOP OF CONCRETE
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STANDARD STEEL HEX NUTS
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1" ANCHOR RODS
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NOTE: FORM CONCRETE SHEAR KEY TO AVOID INTERFERENCE WITH ANCHOR ASSEMBLY
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1"x10"x1'-2" BASE PLATE
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1 1/4" HOLE (TYP.)
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1 1/16" HOLE(TYP.)
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6 1/4" HOLE
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5/16
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1 5/8"
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1 1/8"
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1/8"
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SCALE:1 1/2"=1'-0"
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3-#5 BARS * (5' LONG MIN.)
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1 3/8"
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1 3/4"
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1 3/4"
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* REINFORCING CAPACITY SHALL MEET OR EXCEED THAT SHOWN
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7/16
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7/16
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1 13/16"
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1 13/16"
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3 5/8"
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1 1/2"
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1 1/2"
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1 1/2"
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1 1/2"
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3/8"x9 3/8"x1'-1" BASE PLATE
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SCALE:1 1/2"=1'-0"
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SCALE:1 1/2"=1'-0"
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SCALE:1 1/2"=1'-0"
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(MIN.)
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2"
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2"
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1/2"
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RETRO-REFLECTIVE BRIDGE
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RAIL DELINEATOR (RI STD. 34.2.5)
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HSS 4x4x1/4 (SEE NOTE 7)
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SEE DETAIL A OR B (CONTRACTOR'S OPTION) REFER TO DWG. 10.31
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HSS 8x4x5/16
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(SEE NOTE 7)
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DIRECTION OF
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TRAFFIC
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%%UMATERIAL NOTES:
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%%URAIL NOTES:
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1. TWO BAR (CRASH-TESTED) STEEL BRIDGE RAIL, SHALL INCLUDE POSTS, BASE PLATES, ANCHOR RODS, TWO BAR (CRASH-TESTED) STEEL BRIDGE RAIL, SHALL INCLUDE POSTS, BASE PLATES, ANCHOR RODS, PREFORMED PADS, RAIL ASSEMBLY BOLTS, NUTS, WASHERS, STUDS, STRUCTURAL TUBING, SPLICE BARS, PIPE SPACERS, RETRO REFLECTIVE DELINEATORS, ALL APPURTENANCES, METALIZING, AND PAINTING (IF SPECIFIED). 2. BRIDGE RAIL POSTS SHALL BE SET NORMAL (90 DEGREES) TO THE PROFILE GRADE, EXCEPT ON BRIDGE RAIL POSTS SHALL BE SET NORMAL (90 DEGREES) TO THE PROFILE GRADE, EXCEPT ON GRADES OVER 1.5% WHERE POSTS SHALL BE SET VERTICAL. 3. ENDS OF RAIL TUBE SECTIONS SHALL BE SAWED OR MILLED AND SHALL BE TRUE AND SMOOTH. ALL ENDS OF RAIL TUBE SECTIONS SHALL BE SAWED OR MILLED AND SHALL BE TRUE AND SMOOTH. ALL CUT EDGES OF ALL MATERIAL SHALL BE GROUND SMOOTH. 4. EACH PIECE OF RAIL TUBING SHALL BE ATTACHED TO A MINIMUM OF THREE (3) POSTS. EACH PIECE OF RAIL TUBING SHALL BE ATTACHED TO A MINIMUM OF THREE (3) POSTS. 5. BOLT HOLES SHALL BE DRILLED OR PUNCHED. FLAME CUTTING MAY BE USED TO FINISH SLOTTED BOLT HOLES SHALL BE DRILLED OR PUNCHED. FLAME CUTTING MAY BE USED TO FINISH SLOTTED HOLES IF MECHANICALLY GUIDED. 6. AT INTERIOR SPLICES, PIPE SPACERS SHALL BE USED ON ONLY ONE SIDE OF THE SPLICE TO ALLOW AT INTERIOR SPLICES, PIPE SPACERS SHALL BE USED ON ONLY ONE SIDE OF THE SPLICE TO ALLOW MOVEMENT ON THAT SIDE. BOTH RAILS AT A SPLICE SHALL RECEIVE THE SAME TREATMENT. AT INTERIOR EXPANSION JOINTS AND AT ALL END SPLICES, THE SLOTTED HOLES AND PIPE SPACERS SHALL BE USED ON BOTH SIDES OF THE SPLICE TO ALLOW MOVEMENT ON EACH SIDE. 7. MILL OR SHOP TRANSVERSE WELDS SHALL NOT BE PERMITTED ON ANY RAIL ELEMENT. RAIL ELEMENTS MILL OR SHOP TRANSVERSE WELDS SHALL NOT BE PERMITTED ON ANY RAIL ELEMENT. RAIL ELEMENTS USED ON CURVES SHALL USE 3/8" WALL TUBES AND SHALL BE SHOP FORMED TO THE REQUIRED CURVATURE. 8. NO PUNCHING, DRILLING, CUTTING OR WELDING SHALL BE PERMITTED AFTER METALIZING, (EXCEPT FOR NO PUNCHING, DRILLING, CUTTING OR WELDING SHALL BE PERMITTED AFTER METALIZING, (EXCEPT FOR DETAIL "A"). DAMAGED AREAS OF METALIZING SHALL BE REPAIRED IN STRICT CONFORMANCE WITH THE MATERIAL SUPPLIER'S RECOMMENDATIONS AND SHALL BE APPROVED BY THE ENGINEER. 9. NUTS FOR 1" THREADED ANCHOR RODS CONNECTING THE BASE PLATE TO THE CONCRETE SHALL BE NUTS FOR 1" THREADED ANCHOR RODS CONNECTING THE BASE PLATE TO THE CONCRETE SHALL BETIGHTENED TO A SNUG FIT AND GIVEN AN ADDITIONAL 1/8 TURN. 10. THREADS FOR ANCHOR RODS MAY BE ROLLED OR CUT. IF CUT THREADS ARE USED, BOLT DIAMETER THREADS FOR ANCHOR RODS MAY BE ROLLED OR CUT. IF CUT THREADS ARE USED, BOLT DIAMETER SHALL NOT BE LESS THAN NOMINAL DIAMETER. IF ROLLED THREADS ARE USED, ROD DIAMETER SHALL NOT BE LESS THAN ROOT DIAMETER OF THREADS. 11. THE RAIL POST, BASE PLATE AND ANCHOR CAGE MUST BE INSTALLED PRECISELY TO THE LOCATION THE RAIL POST, BASE PLATE AND ANCHOR CAGE MUST BE INSTALLED PRECISELY TO THE LOCATION DIMENSIONED ON THESE PLANS. THE POSITION OF THE (3)-#5 LONGITUDINAL REBARS MAY BE ADJUSTED TO ACCOMMODATE THE ANCHOR CAGE, BUT MUST NOT BE CUT.
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12. STRUCTURAL TUBING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A500, GRADE B, STRUCTURAL STRUCTURAL TUBING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A500, GRADE B, STRUCTURAL STEEL TUBING. RAIL TUBING SHALL MEET THE LONGITUDINAL CHARPY V-NOTCH REQUIREMENTS OF 15 LBS. AT 0°F FOR ASTM A500, GRADE B. THE TEST SAMPLES SHALL BE TAKEN AFTER FORMING THETUBES. CHARPY V-NOTCH IS NOT REQUIRED FOR SPLICE TUBES. 13. RAIL POSTS AND BASE PLATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM A572 GR. 50, RAIL POSTS AND BASE PLATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM A572 GR. 50, EXCEPT ANCHOR PLATES MAY BE ASTM A36. 14. THREADED STUDS AND MATCHING NUTS FOR RAIL-TO-POST ATTACHMENT (DETAIL A) SHALL CONFORM THREADED STUDS AND MATCHING NUTS FOR RAIL-TO-POST ATTACHMENT (DETAIL A) SHALL CONFORM TO ASTM A276 TYPE 304, STAINLESS STEEL, AND SHALL BE TORQUE TESTED PER AWS D1.5, 7.7.1. DETAIL B BOLTS SHALL BE ASTM A325 OR A449. ALL OTHER BOLTS AND NUTS SHALL CONFORM TO ASTM A307 AND ASTM 563 GRADE A RESPECTIVELY OR BETTER. ANCHOR RODS SHALL CONFORM TO ASTM A449 EXCEPT THAT ASTM A307 NUTS MAY BE USED ON THE BOTTOM OF ANCHOR ASSEMBLY. WASHERS SHALL BE HARDENED STEEL COMMERCIAL TYPE A PLAIN WIDE WASHERS AND SHALL MEET THE DIMENSIONAL REQUIREMENTS OF A.N.S.I. B18.22. 15. ALL STEEL COMPONENTS (EXCEPT STAINLESS) SHALL BE METALIZED AFTER FABRICATION IN ALL STEEL COMPONENTS (EXCEPT STAINLESS) SHALL BE METALIZED AFTER FABRICATION IN CONFORMANCE WITH SECTION 827 "THERMAL SPRAYED ZINC COATING FOR NEW STRUCTURAL STEEL" OF THE RHODE ISLAND STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE METALIZING SHALL HAVE A UNIFORM APPEARANCE, AND METALIZED MATERIAL SHALL BE PROPERLY STORED. 16. DETAIL "A" STUDS SHALL BE WELDED BEFORE TUBES ARE METALIZED. DETAIL "A" STUDS SHALL BE WELDED BEFORE TUBES ARE METALIZED. 17. PREFORMED BEARING PADS (1/8" THICK) SHALL CONFORM TO AASHTO M251.PREFORMED BEARING PADS (1/8" THICK) SHALL CONFORM TO AASHTO M251.
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6"x9" VERT. FACE GRANITE CURB
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#5 HOOP BAR *
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RAIL DELINEATOR (RI STD. 34.2.5)
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RETRO-REFLECTIVE BRIDGE
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(8'-0" MAX. POST SPACING)
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#5 HOOP BAR TO ENGAGE A MINIMUM OF (2) DECK REBARS
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9" MIN.
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9" MIN.
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POST POST
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_STEELBRGRAIL.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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17
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
TC 11/1/2019AS NOTED
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
TWO BAR STEEL BRIDGE RAIL
SPLICE DETAILS
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%%UROUND HEAD BOLT DETAIL
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%%uSTUD WELD DETAIL
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A
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A
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%%uSECTION B-B
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%%uSECTION A-A
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%%uDETAIL A
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C RAIL
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3/4" ROUND HEAD BOLTS& NUTS (SEE ROUND HEAD BOLT DETAIL)
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SLOT OR WRENCH HEAD
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1'-8"
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2
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1/2"
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2
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1/2"
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<
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1/2"
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1/2"
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3 1/4"
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3/4"
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* = END SPLICE BAR
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T = TOTAL MOVEMENT OF BRIDGE
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3 1/4" TO 5 1/4"
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*
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*
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2'-1"
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1'-8"
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3"
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2"
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2"
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2"
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5"
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5"
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4"
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4"
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4"
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4"
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3
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2
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INTERIOR
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L
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X
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D
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C
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B
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A
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T
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SPLICE BAR DIMENSION TABLE
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TACK WELD
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%%URAIL SPLICE DETAILS
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%%USECTION C-C
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C SPLICE BAR
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C
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C
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(BOTTOM VIEW)
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%%URAIL SPLICE
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C RAIL POST (TYP.)
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2'-0"(%%p3")
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2'-0"(%%p3")
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(SPLICE BAR)
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1'-8"
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PROVIDE 1/2" %%C DRAIN HOLES
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IN LOW END OF ALL RAILS
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%%URAIL ELEVATION
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L
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1 1/8"x"A" SLOTTED HOLES IN RAIL TUBE
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5/8" TAPPED HOLES IN SPLICE BAR
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ACCOUNT FOR WELD FLASH WHILE POSITIONING SPLICE BAR INSIDE OF RAIL
1. THE COST OF BRIDGE RAIL ANCHORAGE (PLATES, ANCHOR
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EDGE OF DECK
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SCALE:3/4"=1'-0"
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SECTION
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G
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-
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-
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J
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-
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G
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-
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J
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1'-0"
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8"
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1'-8"
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FACE OF CURB
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OPTIONAL JT.
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2"
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1 5/8"
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C POST
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L
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1'-6"
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1'-6"
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3/4" x11" LONGBOLTS (TYP.)
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TACK WELD
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PROJ.
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HSS8x4x5/16
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HSS4x4x1/4
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3"x6"x1/4" PLATE WASHER (TYP.)
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1/4
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3 1/2"
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2"
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1/4
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L
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END POST
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2 5/8"
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SEE RAILING ANCHOR DETAIL
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2. REFER TO DRAWING (9.10) FOR NAMEPLATE TABLET DETAILS.
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END POST CONCRETE.
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RECESS
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HSS3x3x5/16
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HSS7x3x3/8
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HSS7x3x3/8 SLEEVE
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HSS3x3x5/16 SLEEVE
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3"x3"x1/4" PLATE WASHER
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3"x3"x1/4" PLATE WASHER
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1
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1
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2'-11 1/4" WINGWALL BEYOND
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TOP OF HMA WEARING SURFACE
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_NE CUSTOM END POST DETAILS.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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20
(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
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-
-
-
-
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
` `
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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33
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CHECKED BY
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DATE
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SCALE
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19034_V1_00X_BORING LOGS 1.DWG
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BY
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REVISIONS
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DATE
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NO.
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2020
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21
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AT WEST ABUTMENT
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BOTTOM OF PILE CAP
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EL. 109.00
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AT EAST ABUTMENT
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BOTTOM OF PILE CAP
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EL. 109.75
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%%UNOTES:
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1. GROUND WATER LEVELS INDICATED ON THE BORING LOGS ARE THOSE GROUND WATER LEVELS INDICATED ON THE BORING LOGS ARE THOSE EXISTING AT THE TIME SUBSURFACE INVESTIGATIONS WERE MADE AND DO NOT NECESSARILY REPRESENT PERMANENT GROUND WATER LEVELS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ANNUAL AND SEASONAL VARIATIONS IN GROUND WATER LEVEL WHICH MAY AFFECT HIS WORK. VARIATIONS IN EXISTING GROUND WATER LEVELS FROM THOSE INDICATED ON THE DRAWINGS SHALL UNDER NO CONDITIONS CONSTITUTE GROUNDS FOR REVISION IN CONTRACT PRICE OR COMPLETION DATE. 2. BORINGS WERE TAKEN FOR THE PURPOSE OF DESIGN AND INDICATE BORINGS WERE TAKEN FOR THE PURPOSE OF DESIGN AND INDICATE SUBSURFACE CONDITIONS ONLY AT THE LOCATIONS SHOWN. THE CONTRACTOR SHALL BE AWARE THAT SUBSURFACE CONDITIONS ENCOUNTERED DURING CONSTRUCTION MAY VARY FROM THOSE SHOWN ON THE PLANS.
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AT WEST ABUTMENT
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BOTTOM OF PILE TIP
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EL. 74.00
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AT EAST ABUTMENT
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BOTTOM OF PILE TIP
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EL. 74.75
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)
AutoCAD SHX Text
120
AutoCAD SHX Text
119
AutoCAD SHX Text
119
AutoCAD SHX Text
121
AutoCAD SHX Text
121
AutoCAD SHX Text
122
AutoCAD SHX Text
122
AutoCAD SHX Text
120
AutoCAD SHX Text
119
AutoCAD SHX Text
121
AutoCAD SHX Text
121
AutoCAD SHX Text
122
AutoCAD SHX Text
122
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BIT. PAVEMENT
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GRASS
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ELECTRICAL EQUIPMENT
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WV
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D
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Y
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H
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CONC. BLOCKS
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OHW
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OHW
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ABANDONED TANK
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EXISTING DRIVEWAY
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L
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P
AutoCAD SHX Text
L
AutoCAD SHX Text
P
AutoCAD SHX Text
L
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P
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L
AutoCAD SHX Text
P
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26-035 40 MAPLE AVE ESMOND REALITY CORP.
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PERMANENT EASEMENT
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PERMANENT EASEMENT
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OHW
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OHW
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OHW
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36"RCP D
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36"RCP D
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36"RCP D
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6" CI GAS
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6" CI GAS
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NEW 2" PLASTIC GAS PS16 TO BE INSTALLED BY N.GRID (BETTERMENT)
TEMPORARY ACCESS ROAD RESTORATION TO ORIGINAL CONDITION AFTER CONSTRUCTION IS COMPLETED
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*NEW CHAIN LINK FENCE AND GATE TO BE INSTALLED AFTER RESTORATION OF TEMPORARY ACCESS ROAD TO ORIGINAL CONDITIONS IS COMPLETED
ESMOND MILL DRIVE
HAWKINS BROOK
H
A
W
K
I
N
S
B
R
O
O
K
C
A
M
P
S
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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
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A
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U
C
K
E
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
AutoCAD SHX Text
BIT. PAVEMENT
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EOP
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EOP
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PUMP STATION
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BIT. PAVEMENT
AutoCAD SHX Text
BIT. PAVEMENT
AutoCAD SHX Text
EOP
AutoCAD SHX Text
EOP
AutoCAD SHX Text
115
AutoCAD SHX Text
120
AutoCAD SHX Text
113
AutoCAD SHX Text
114
AutoCAD SHX Text
116
AutoCAD SHX Text
117
AutoCAD SHX Text
118
AutoCAD SHX Text
119
AutoCAD SHX Text
121
AutoCAD SHX Text
122
AutoCAD SHX Text
115
AutoCAD SHX Text
120
AutoCAD SHX Text
125
AutoCAD SHX Text
113
AutoCAD SHX Text
114
AutoCAD SHX Text
116
AutoCAD SHX Text
117
AutoCAD SHX Text
118
AutoCAD SHX Text
119
AutoCAD SHX Text
121
AutoCAD SHX Text
122
AutoCAD SHX Text
123
AutoCAD SHX Text
124
AutoCAD SHX Text
120
AutoCAD SHX Text
118
AutoCAD SHX Text
119
AutoCAD SHX Text
121
AutoCAD SHX Text
122
AutoCAD SHX Text
123
AutoCAD SHX Text
115
AutoCAD SHX Text
115
AutoCAD SHX Text
113
AutoCAD SHX Text
114
AutoCAD SHX Text
116
AutoCAD SHX Text
116
AutoCAD SHX Text
115
AutoCAD SHX Text
113
AutoCAD SHX Text
114
AutoCAD SHX Text
116
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GRASS
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GRASS
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BOULDER
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BIT. PAVEMENT
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GRASS
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WV
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D
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Y
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H
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CONC. BLOCKS
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OHW
AutoCAD SHX Text
OHW
AutoCAD SHX Text
OHW
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L
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P
AutoCAD SHX Text
L
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P
AutoCAD SHX Text
L
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P
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L
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P
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L
AutoCAD SHX Text
P
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L
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P
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L
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P
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L
AutoCAD SHX Text
P
AutoCAD SHX Text
L
AutoCAD SHX Text
P
AutoCAD SHX Text
L
AutoCAD SHX Text
P
AutoCAD SHX Text
L
AutoCAD SHX Text
P
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26-035 40 MAPLE AVE ESMOND REALITY CORP.
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26-139 20 ESMOND TOWN OF SMITHFIELD
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26-034 306 WATERMAN AVE ESMOND REALITY CORP.
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OHW
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OHW
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P-3
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26-031A 7 CAMP ST TOWN OF SMITHFIELD
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26-031 5 CAMP ST REGAN JOSEPH M JR ET UX/ROBIN N TE
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6"CI S
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6"CI S
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6" CI GAS
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PROP. GAS
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TEMP GAS
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NEW 2" PLASTIC GAS PS16 TO BE INSTALLED BY N.GRID (BETTERMENT)
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EXISTING TO BE ABANDONED GAS MAIN (IN PLACE)
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2" TEMPORARY GAS MAIN TO BE DESIGNED BY BRIDGE CONTRACTOR AND APPROVED BY NATIONAL GRID
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2' PERMANENT GAS MAIN TO BE INSTALLED BY BRIDGE CONTRACTOR'S N.GRID APPROVED SUB
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NEW 2" PLASTIC GAS TO BE INSTALLED BY N.GRID (BETTERMENT)
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EXISTING TO BE ABANDONED GAS MAN (IN PLACE)
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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100 FEET
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50
AutoCAD SHX Text
20
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0
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HORZ. 1"=20'
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SCALE IN FEET
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BY
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REVISIONS
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DATE
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CHECKED BY
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DATE
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SCALE
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NO.
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1"=20'
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23
AutoCAD SHX Text
33
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0076R_V1_00X_GENERAL
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2020
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MATCH TO PLAN 1
CONSTRUCTION PROFILE - 1
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
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WATER LEVEL EL. 112.5± (05/19)
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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BY
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REVISIONS
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DATE
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CHECKED BY
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DATE
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SCALE
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NO.
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1"=20'
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24
AutoCAD SHX Text
33
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0076R_V1_00X_XSECTION
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2020
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100 FEET
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50
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HORIZONTAL SCALE 1"=20'
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VERTICAL SCALE 1"=4'
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SCALE IN FEET
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20 FEET
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10
AutoCAD SHX Text
0
AutoCAD SHX Text
0
AutoCAD SHX Text
20
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4
EXISTING 36" R.C.P SEWER
TOWN OF
SMITHFIELD RHODE ISLAND
SMITHFIELD
CONSTRUCTION PROFILE - 2
REPLACEMENT OF
ESMOND MILL DRIVE BRIDGE
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FISCAL
AutoCAD SHX Text
YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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BY
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REVISIONS
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DATE
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CHECKED BY
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DATE
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SCALE
AutoCAD SHX Text
NO.
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1"=20'
AutoCAD SHX Text
25
AutoCAD SHX Text
33
AutoCAD SHX Text
0076R_V1_00X_XSECTION
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2020
AutoCAD SHX Text
100 FEET
AutoCAD SHX Text
50
AutoCAD SHX Text
HORIZONTAL SCALE 1"=20'
AutoCAD SHX Text
VERTICAL SCALE 1"=4'
AutoCAD SHX Text
SCALE IN FEET
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20 FEET
AutoCAD SHX Text
10
AutoCAD SHX Text
0
AutoCAD SHX Text
0
AutoCAD SHX Text
20
AutoCAD SHX Text
4
W
A
T
E
R
M
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N
A
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E
E
S
M
O
N
D
S
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.
M
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.
W
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P
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B
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Y
N
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.
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M
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F
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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
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FISCAL
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YEAR
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SHEET
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NO.
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TOTAL
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SHEETS
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BY
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REVISIONS
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DATE
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CHECKED BY
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DATE
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SCALE
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NO.
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NTS
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26
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33
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2020
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%%UDETOUR PLAN
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NOT TO SCALE
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%%UESMOND MILL DR. BRIDGE CLOSURE
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ESMOND MILL DR
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DETOUR
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R11-2 (48"X30")
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M4-9V (30"X24")
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DETOUR
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M4-9L (30"X24")
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DETOUR
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M4-9R (30"X24")
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W16-8P (22"X8")
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W20-2 (36"X36")
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ESMOND MILL DR
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W16-8P (22"X8")
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W16-8P (22"X8")
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W16-8P (22"X8")
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DETOUR
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M4-10L (48"X18")
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R11-2
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W16-8P
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M4-9V
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W16-8P
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M4-9V
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W16-8P
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M4-9L
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W16-8P
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M4-9L
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W16-8P
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M4-9V
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W16-8P
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W20-2
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R11-2
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ESMOND MILL DR
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ESMOND MILL DR
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W16-8P
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M4-9R
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DETOUR
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M4-9R (30"X24")
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W16-8P(2) (22"X8")
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SMITHFIELD W.W.P
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W16-8P(2)
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M4-9R
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W16-8P(2)
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W20-2
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W16-8P
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W20-2
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R11-2
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M4-10L
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W20-2 (36"X36")
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W16-8P(2) (22"X8")
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SMITHFIELD W.W.P
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%%UNOTES:
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TEMPORARY CONSTRUCTION SIGNS SHALL BE PLACED SO THEY DO NOT ENCROACH
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ON OPEN LANES OF TRAFFIC.
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CONSTRUCTION VEHICLES SHALL NOT ENCROACH UPON OPEN LANES OF TRAFFIC
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EXCEPT WHEN ENTERING AND EXITING THE WORK ZONE.
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1.
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3.
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4.
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ALL TEMPORARY TRAFFIC CONTROL DEVICES SHALL BE IN PLACE PRIOR TO THE
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START OF WORK.
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2.
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ALL TEMPORARY TRAFFIC CONTROL SET-UPS AND DEVICES AND THEIR INSTALLATION, MAINTENANCE, AND REMOVAL SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) LATEST EDITION WITH ALL REVISIONS, AND THE LATEST EDITION OF THE "RIDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION" WITH ALL REVISIONS.
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DISTANCES ARE A GUIDE AND MAY BE ADJUSTED IN THE FIELD BY THE ENGINEER.
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5.
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ALL TEMPORARY TRAFFIC CONTROL DEVICES SHALL BE REMOVED AS SOON AS PRACTICAL WHEN THEY ARE NO LONGER NEEDED. WHEN WORK IS SUSPENDED FOR SHORT PERIODS OF TIME, TEMPORARY TRAFFIC CONTROL DEVICES THAT ARE NO LONGER APPROPRIATE SHALL BE REMOVED OR COVERED.
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6.
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7.
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ACCESS TO DRIVEWAYS SHALL BE MAINTAINED AT ALL TIMES.
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19034_V1_025_DETOURPLAN
ESMOND MILL DRIVE
H
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B
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C
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LA
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AC
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IV
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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