BEAVER LAKE DAM SPILLWAY SAFETY...

PREPARED FOR:

BEAVER LAKE DAM SPILLWAYSAFETY IMPROVEMENTS

BABCOCK TAVERN ROAD, WARE, MASSACHUSETTS

SITE

BEAVER LAKE TRUST, INC.9 PERENNIAL LANE

HAMPDEN, MA 01036

B:\Working\BEAVER LAKE TRUST\1607310 - Beaver Lake Dam Phase I Design\00_CAD\Design\Working\1607310 - Beaver Lake Dam Spillway - Safety Improvement Design 10/10/2017

APPDES DR CHDESCRIPTIONNO. DATE

DWG. NO.

1 of 10

SHEET NO.

G-1

RWPSSGAS

400 UNICORN PARK DRIVEWOBURN, MA 01801

(781)721-4000

Consultants

SITE LOCATIONNOT TO SCALE

SHEET INDEXSHEET NO. TITLE

G-1 COVER SHEET

G-2 LEGEND, GENERAL NOTES, AND SYMBOLS

C-1 EXISTING CONDITIONS AND DEMOLITION PLAN

C-2 EXISTING CONDITIONS & DEMO SECTIONS & ELEVATIONS

C-3 CONTROL OF WATER AND EROSION AND SEDIMENTATION CONTROL

C-4 MODIFICATION PLAN

S-1 ELEVATIONS - NEW CONSTRUCTION

S-2 SECTIONS - NEW CONSTRUCTION

S-3 CONCRETE DETAILS

S-4 MISC. STEEL DETAILS AND SECTIONS

PROJECT NUMBER: 1607310FOR BID0 10/10/2017

---- B:\Working\BEAVER LAKE TRUST\1607310 - Beaver Lake Dam Phase I Design\00_CAD\Design\Working\1607310 - Beaver Lake Dam Spillway - Safety Improvement Design.dwg - 10/10/2017

Beaver Lake Trust, Inc.9 Perennial Lane

Hampden, MA 01036

GEI Project 160731-0

G-2DWG. NO.

APPISSUE/REVISIONNO. DATE

Designed:

Checked:

Drawn:

If this scale bardoes not measure1" then drawing isnot original scale.

Attention:

10/10/2017

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 10/10/2017REV

0P.E. Number: 31830

Beaver Lake Dam SpillwaySafety Improvements

Babcock Tavern Road, Ware, MA

LEGEND, GENERAL NOTES,AND SYMBOLS

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

GENERAL NOTES:

1. EXISTING CONDITIONS AND TOPOGRAPHIC SURVEY WAS PERFORMED BY SHERMAN & FRYDRYK LAND SURVEYING AND ENGINEERING OFPALMER, MA. THE GROUND SURVEY WAS PRESENTED ON THE DRAWING TITLED "EXISTING CONDITIONS" AND DATED JANUARY 28, 2014.

2. SUPPLEMENTAL MEASUREMENTS WERE PERFORMED BY GEI CONSULTANTS, INC. OF WOBURN, MA ON JULY 15, 2016.

3. HORIZONTAL DATUM IS THE NORTH AMERICAN DATUM OF 1983 (NAVD 83).

4. VERTICAL DATUM IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88).

5. IN THE EVENT OF CONFLICTS BETWEEN PLANS, NOTES, DIMENSIONS, AND DETAILS, NOTIFY ENGINEER IMMEDIATELY FOR CLARIFICATION.

6. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS TO BE VERIFIED IN THE FIELD BY THE CONTRACTOR. ANY DISCREPANCIESSHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IMMEDIATELY AND PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OFTHE WORK.

7. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, RULES, AND REGULATIONS.

8. CONTRACTOR IS RESPONSIBLE FOR THE HEALTH AND SAFETY OF ITS PERSONNEL. PERFORM WORK IN ACCORDANCE WITH OSHA SAFETYSTANDARDS, REGULATIONS, AND REQUIREMENTS.

9. CONTRACTOR IS RESPONSIBLE FOR SITE SECURITY AND PROTECTION OF THE WORK AND WORK AREA.

10. CONTRACTOR SHALL NOTIFY DIGSAFE AND OBTAIN BURIED UTILITY CLEARANCE PRIOR TO STARTING WORK.

11. CONTRACTOR SHALL OBSERVE AND PROTECT ANY EXISTING OVERHEAD UTILITIES.

12. CONTRACTOR IS RESPONSIBLE FOR TRAFFIC SAFETY AND CONTROL. COORDINATE ALL TRAFFIC CONTROL WITH LOCAL AND STATEAUTHORITIES.

GENERAL CONSTRUCTION SEQUENCE:

1. MOBILIZE, ESTABLISH SITE SAFETY (SITE SAFETY RESPONSIBILITY OF CONTRACTOR).

2. INSTALL UPSTREAM AND DOWNSTREAM COFFERDAMS AND ESTABLISH WATER CONTROL, SEE DRAWING C-3.

3. REMOVE VEGETATION OVERGROWTH FROM UPSTREAM BANKS. REMOVE WOOD RAILS, SPILLWAY TRUSS, AND STOP LOG ASSEMBLY.

4. REMOVE DEBRIS AND LOOSE CONCRETE FRAGMENTS FROM SPILLWAY.

5. SAWCUT OVERLAYS AND SPILLWAY SILL.

6. THOROUGHLY ABRASIVE BLAST THE EXISTING SPILLWAY, OVERLAYS, AND SPILLWAY APRON TO REMOVE SURFACE CONTAMINANTS,LOOSE AND DELAMINATED CONCRETE, AND PREPARE SURFACE FOR CONCRETE OVERLAY PLACEMENT.

7. INSTALL TEMPORARY BULKHEAD (FORMWORK) OVER EXISTING VOID ON EAST WALL AND BACKFILL VOID WITH CONTROLLED DENSITY FILL.

8. INSTALL VERTICAL DRAINAGE SYSTEM ON WALLS AND HORIZONTAL DRAINAGE COLLECTION SYSTEM AT SLAB LEVEL.

9. INSTALL DOWELS, REINFORCEMENT, AND WATERSTOPS.

10. CONCRETE PLACEMENT SEQUENCE:10.1. SPILLWAY SLAB OVERLAY10.2. OGEE SPILLWAY SLAB OVERLAY10.3. WALL OVERLAYS10.4. CURB

11. INSTALL MISCELLANEOUS METALS INCLUDING:11.1. HANDRAILS11.2. STOP LOG LIFT STRUCTURE

12. INSTALL NEW STOP LOG, HOIST STRUCTURE, AND STOP LOGS.

13. REMOVE COFFERDAMS.

14. RESTORE SITE AND DEMOBILIZE.

DEMOLITION:

1. DEMOLITION PLAN: SUBMIT A COMPREHENSIVE DEMOLITION PLAN, DESCRIBING THE PROPOSED SEQUENCE, METHODS AND EQUIPMENTTO BE USED FOR DEMOLITION, REMOVAL, AND DISPOSAL OF STRUCTURES OR PARTS OF STRUCTURES. DO NOT PROCEED WITHDEMOLITION WORK UNTIL THE DEMOLITION PLAN HAS BEEN APPROVED.

2. MATERIAL DISPOSAL PLAN: SUBMIT A COMPREHENSIVE DISPOSAL PLAN INDICATING THE APPROVED DISPOSAL FACILITY FOR EACHMATERIAL. UNLESS OTHERWISE INDICATED, DEMOLITION WASTE BECOMES PROPERTY OF THE CONTRACTOR.

3. REMOVE ITEMS INDICATED FOR DEMOLITION WITHIN THE LIMITS OF THE WORK, AS SHOWN ON THE DRAWINGS. DO NOT REMOVEANYTHING BEYOND THE LIMITS OF WORK INDICATED WITHOUT PRIOR WRITTEN APPROVAL.

4. AFTER THE UPSTREAM COFFERDAM IS INSTALLED, THE CONCRETE SPILLWAY SHALL BE SOUNDED WITH THE USE OF A HAMMER TO

IDENTIFY LIMITS OF LOOSE OR DELAMINATED CONCRETE IN THE PRESENTS OF THE ENGINEER.

5. NEATLY SAW CUT CONCRETE PLUMB, SQUARE, AND TRUE TO DIMENSIONS REQUIRED. USE CUTTING METHODS LEAST LIKELY TO DAMAGEEXISTING STRUCTURES BEYOND THE LIMITS OF THE WORK.

6. REMOVE MATERIALS IN AN ORDERLY AND CAREFUL MANNER, TO THE EXTENT SHOWN ON THE DRAWINGS, PROVIDING FOR NEAT ANDORDERLY JUNCTIONS BETWEEN EXISTING AND NEW MATERIALS.

7. CONCRETE REMOVAL SHALL BE PERFORM BY MEANS THAT WILL NOT RESULT IN MICROCRACKING DAMAGE (BRUISING) OF THE SURFACEOF THE CONCRETE LEFT IN PLACE.

8. CONCRETE REMOVAL BY IMPACT METHODS SHALL BE LIMITED TO HANDHELD CHIPPING HAMMERS WITH A MAXIMUM WEIGHT OF 30POUNDS.

9. AFTER CONCRETE REMOVAL ALL EXISTING SURFACE SCHEDULED TO RECEIVE NEW CONCRETE SHALL BE CLEANED BY ABRASIVEBLASTING. ABRASIVE BLASTING SHALL REMOVE ALL SURFACE CONTAMINANTS AS A FINAL SURFACE PREPARATION. ABRASIVE BLASTINGMETHODS MAY INCLUDE SANDBLASTING, SHOTBLASTING, AND HIGH-PRESSURE WATER BLASTING.

10. PROTECT EXISTING STRUCTURES, FACILITIES, AND LANDSCAPING FROM DAMAGE. ITEMS DAMAGED AS A RESULT OF DEMOLITIONOPERATIONS SHALL BE REPAIRED OR REPLACED AT NO ADDITIONAL COST TO THE OWNER.

11. IMMEDIATELY CEASE OPERATIONS IF THE STRUCTURE APPEARS TO BE IN DANGER AND NOTIFY THE OWNER AND ENGINEER IMMEDIATELY.

12. REMOVE MATERIALS FROM THE SITE AS THE WORK PROGRESSES. MINIMIZE ON-SITE STOCKPILING OF DEMOLISHED MATERIALS.

STRUCTURAL CONCRETE NOTES:

1. STRUCTURAL CONCRETE WORK ON THIS PROJECT SHALL CONFORM TO ALL REQUIREMENTS OF THE ACI-301 STANDARD SPECIFICATIONFOR STRUCTURAL CONCRETE, EXCEPT AS MODIFIED BY THE CONTRACT DOCUMENTS AND SHALL ALSO MEET THE REQUIREMENTS OFSTATE AND LOCAL BUILDING CODE.

2. MATERIALS SHALL CONFORM WITH THE FOLLOWING STANDARDS. EACH MATERIAL SHALL BE FROM A SINGLE SOURCE:PORTLAND CEMENT AS PER ASTM C-150 TYPE IICONCRETE AGGREGATES AS PER ASTM C-33 AND C-330WATER SHALL BE CLEAN AND FREE FROM INJURIOUS OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS AND DELETERIOUSMATERIALSREBAR SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615, GRADE 60, UNCOATEDCONCRETE SHALL HAVE THE FOLLOWING SPECIFICATIONS

A. MINIMUM COMPRESSIVE STRENGTH: 4,000 PSI AT 28 DAYSB. AIR ENTRAINMENT SHALL BE MAINTAINED AT 5% TO 7%C. SLUMP SHALL BE 3 TO 5 INCHESD. MAXIMUM SIZE OF AGGREGATE SHALL BE 3/4 INCHE. CEMENT SHALL MEET ASTM C150, TYPE II

EXPOSED CONCRETE EDGES TO HAVE 1" CHAMFER.

3. ALL REINFORCING BARS SHALL USE CLASS "B" LAP SPLICES.

4. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL THE NECESSARY CHAIRS, REBARS, TIES, SPACERS, ETC., TO SECURE AND SUPPORTTHE REINFORCING WHILE PLACING THE CONCRETE.

5. THE CONTRACTOR IS RESPONSIBLE FOR QUALITY CONTROL. QUALITY CONTROL SHALL CONFORM TO MASSDOT STANDARDSPECIFICATIONS FOR HIGHWAYS AND BRIDGES M4.02.14H.

FRESH CONCRETE SHOULD BE TESTED FOR SLUMP, AIR CONTENT, DENSITY (UNIT WEIGHT), AND TEMPERATURE DURINGPLACEMENT.FIVE CONCRETE CYLINDERS SHOULD BE MADE FOR COMPRESSIVE TESTING AT (1) 7 DAYS, (1) 14 DAYS, (2) 28 DAYS, AND (1) HELDFOR 56 DAYS.TESTING SHOULD BE PERFORMED AT A MINIMUM FREQUENCY OF DURING FIRST TRUCK OF THE DAY AND AT LEAST ONCE EVERY 30CY PLACED.

6. SUBMIT RESULTS OF QUALITY CONTROL WITHIN 24 HOURS OF RECEIVING THE RESULTS.

DRAINAGE:

1. CHIMNEY AND COLLECTOR DRAINS SHALL CONSIST OF A 3 DIMENSIONAL, HIGH FLOW, DIMPLED DRAINAGE CORE WRAPPED AND BONDEDWITH A NON-WOVEN FILTER FABRIC.

A. DRAINAGE CORE SHALL BE MADE OF POLYPROPYLENE, HAVE A COMPRESSIVE STRENGTH OF 9,500 PSF PER ASTM D-1621, ANDHAVE AN IN-PLANE FLOW OF 30 GPM/FOOT WIDTH PER ASTM D-4716.

B. FILTER FABRIC SHALL BE NON-WOVEN WITH THE FOLLOWING PROPERTIES:B.1. FLOW (ASTM D-4491) - 140 GPM/FT²B.2. CBR PUNCTURE (ASTM D-6241) - 250 LBS.B.3. AOS (ASTM D-4751) - 70 U.S. SIEVEB.4. GRAB TENSILE STRENGTH (ASTM D-4632) - 100 LBS.B.5. PERMITIVITY (ASTM D-4491) - 2.0 SEC-¹B.6. U.V. RESISTANCE (ASTM D-4355) - 70% @ 500 HOURS

2. CHIMNEY DRAINS SHALL BE SWD-6, 6-INCHES WIDE AND 1 INCH THICK, MANUFACTURED BY J-DRAIN (JDR ENTERPRISES, INC.) OFALPHARETTA GA OR APPROVED EQUAL.

3. COLLECTOR DRAIN SHALL BE SWD-12, 12-INCHES WIDE AND 1 INCH THICK, MANUFACTURED BY J-DRAIN (JDR ENTERPRISES, INC.) OFALPHARETTA GA OR APPROVED EQUAL.

4. J-DRAIN SWD FITTINGS AND ACCESSORIES SHALL BE USED AT ALL WEEP HOLES, CONNECTIONS, AND END OUTLETS. NO CONNECTIONSHALL BE MADE WITH JUST FILTER FABRIC WRAPPED AROUND THE DRAIN.

5. JOINT FILLER SHALL BE SIKAFLEX 2C NS OR APPROVED EQUAL. MAXIMUM DEPTH OF SIKAFLEX SHALL BE 1/2". USE CLOSED CELL BACKERROD TO SUPPORT JOINT FILLER AT 1/2 INCH DEPTH.

WALL AND SLAB DOWELS:

1. DOWELS SHALL BE REINFORCING STEEL, ASTM A615, GRADE 60, DEFORMED BAR, UNCOATED. #5 BARS SHALL HAVE A MIN. EMBEDMENTLENGTH OF 3 1/8 INCHES IN WALL AND 5 5/8 INCHES IN SLAB.

2. ANCHORING ADHESIVE SHALL BE HIT-RE 500V3, AN INJECTABLE, TWO COMPONENT, EXPOXY ADHESIVE MANUFACTURED BY HILTI.

3. DRILLING AND CLEANING OF HOLES SHALL BE PERFORMED USING HILTI'S SELF-CLEANING METHOD. THE SELF-CLEANING METHOD USESTHE TE-CD OR TE-YD HOLLOW DRILL BITS IN CONJUNCTION WITH A HILTI VACUUM TO REMOVE THE DUST AS YOU DRILL. FOLLOWMANUFACTURERS RECOMMENDATIONS.

4. WALL DOWELS SHALL BE DRILLED, INSTALLED, AND EPOXYED ONLY INTO THE EXISTING CONCRETE OVERLAY. DO NOT DRILL INTOEXISTING STONE/MASONRY WALLS.

FLOWABLE FILL/CONTROLLED DENSITY FILL:

1. CONTROLLED DENSITY FILL (CDF) SHALL MEET THE REQUIREMENTS OF SECTION M4.08.0 TYPE 2 FLOWABLE (NON-EXCAVATABLE) MASSDOTHIGHWAY DIVISION SUPPLEMENTAL SPECIFICATIONS TO THE 1988 ENGLISH STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES,JUNE 15, 2012.

2. VOID IN EXISTING TRAINING WALL SHALL BE FILLED WITH CDF. CONTRACTOR SHALL PROPOSE MEANS AND METHODS SO THAT AIR DOESNOT GET TRAPPED DURING POUR, AND VOID IS COMPLETELY FILLED. CONCEPTUAL SEQUENCE IS AS FOLLOWS.

A. EXCAVATE BEHIND EXISTING TRAINING WALL TO EXPOSE VOID.B. REMOVE LOOSE MATERIAL FROM VOID.C. FORM SPILLWAY SIDE OF EXISTING TRAINING WALL, LEAVING PORT FOR AIR TO ESCAPE.D. POUR CDF FROM BACK SIDE OF TRAINING WALL, COMPLETELY FILLING VOID, CDF SHOULD COME OUT PORT.

WATERSTOP:

1. WATERSTOP BETWEEN THE NEW 12" CONCRETE OVERLAY SLAB AND THE NEW 10" CONCRETE OVERLAY TRAINING WALL OR NEW 10"X10"CONCRETE CURB SHALL BE POLYVINYLCHORIDE (PVC) WATERSTOP RIBBED WITH CENTER BULB. PVC WATER STOP SHALL BEGREENSTREAK 705, 6-INCHES LONG, 3/16 INCH THICK, 1/4 INCH ID CENTER BULB AS MANUFACTURED BY SIKA GREENSTREAK OR APPROVEDEQUAL.

2. PVC WATERSTOP JOINTS AT CHANGES IN DIRECTION, INTERSECTION, SPLICE, OR ANOTHER JOINT SHALL BE HEAT WELDED PER THEMANUFACTURERS DIRECTIONS OR WHENEVER POSSIBLE FACTORY FABRICATED.

3. WATERSTOP BETWEEN THE EXISTING CONCRETE STRUCTURE AND NEW CONCRETE OVERLAYS SHALL BE A RETROFIT WATERSTOPSYSTEM AS MANUFACTURED BY SIKA GREENSTREAK OR APPROVED EQUAL. SIKA GREENSTREAK 609 SYSTEM STANDARD WEIGHT WITHHARDWARE, CONSISTS OF STAINLESS STEEL ANCHOR BOLTS, STAINLESS STEEL BATTEN BARS, EPOX 7300, AND PVC WATERSTOP WITHBULB.

STOP LOGS:

1. STOP LOGS SHALL BE ALUMINUM AND MANUFACTURED BY RODNEY HUNT OF ORANGE, MA OR EQUAL.

2. RODNEY HUNT OR EQUAL MANUFACTURER SHALL INCLUDE THE FOLLOWING:LIFTING DEVICE.EXTRUDED ALUMINUM GUIDES WITH FRAME MOUNTED SEALING SYSTEM.(4) - 10" HIGH ALUMINUM STOP LOGS WITH NEOPRENE BOTTOM SEAL. EACH STOP LOG SHALL HAVE TWO LIFTING HANDLES ON BOTHTHE UPSTREAM AND DOWNSTREAM SIDES. LIFTING HANDLES SHALL BE SPACED FAR APART FOR EASY ACCESS FROM TRAININGWALLS.ALUMINUM BOTTOM SILL.

3. ALUMINUM SHALL BE, B306 6061-T6.

4. BOTTOM (HY-Q) SEALS SHALL BE, NEOPRENE D2000, GRADE AA625.

5. SIDE J-SEALS SHALL BE, NEOPRENE D2000, GRADE 2BC515.

6. SUPPLY ONE WOODEN STOP LOG, WHITE OAK OR EQUIVALENT, WITH THICKNESS AND LIFTING HANDLES THAT MATCH ALUMINUM LOGSAND LIFTING DEVICE. HEIGHT TO BE DETERMINED IN FIELD, BUT TO TO EXCEED 8 INCHES.

7. SUBMIT STOP LOG SHOP DRAWINGS FOR APPROVAL.

HOIST STRUCTURE:

1. HOLLOW STRUCTURAL SECTIONS (HSS) AND WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A36.

2. STRUCTURAL PLATES SHALL CONFORM TO ASTM A36.

3. ALL STRUCTURAL STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123/A123 M-01A, UNLESS SPECIFIED OTHERWISE.

4. WELDING ELECTRODES FOR STRUCTURAL STEEL SHALL CONFORM TO AWS A5.5. USE ELECTRODES IN THE E-70 SERIES.

5. CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE BRACING OF FABRICATED STEEL PARTS TO PREVENT WARPING OR BENDINGDURING GALVANIZING.

6. PROVIDE (2) PUSH TROLLEYS WITH A WORKING LOAD OF 2 TON THAT FIT THE FLANGE OF A W10X30 BEAM. SUBMIT MANUFACTURERS CUTSHEETS FOR APPROVAL.

7. PROVIDE (2) HAND CHAIN HOISTS WITH A 2 TON WORKING LOAD AND 10-FOOT LIFT. SUBMIT MANUFACTURERS CUT SHEETS FOR APPROVAL

RAILING:

1. RAILING TO COMPLY WITH OSHA REQUIREMENTS (29 CFR 1910.23).1.1. FABRICATE FROM ASTM A53 GRADE B SCHEDULE 40 PIPE, 1-1/2 INCH NOMINAL DIAMETER.1.2. POSTS LOCATED AS SHOWN ON C-4. TOP RAIL HEIGHT 42 INCHES; MID RAIL HEIGHT 21 INCHES. TOE PLATE NOT REQUIRED.1.3. WELDING PER AWS D1.1. GRIND ALL WELDS SMOOTH.1.4. DRY FIT IN FIELD ON COMPLETED CONCRETE STRUCTURE. HOT-DIP GALVANIZE AFTER FABRICATION AND DRY FITTING. INSTALL

COMPLETED GALVANIZED RAILING SECTIONS PER DETAILS.1.5. THREADED ANCHOR ROD SHALL CONFORM TO ASTM F1554.1.6. ALL CARBON STEEL THREADED FASTENERS, ANCHOR RODS, WASHERS, AND NUTS SHALL BE GALVANIZED IN ACCORDANCE WITH

ASTM A153/A153M-01A.1.7. NUTS SHALL MATCH BOLT TYPE, CARBON HIGH-STRENGTH STEEL ASTM A563 GALVANIZED, WASHERS SHALL BE ASTM F436

GALVANIZED.1.8. ANCHORING ADHESIVE SHALL BE HIT-RE 500 V3, AN INJECTABLE, TWO COMPONENT, EPOXY ADHESIVE MANUFACTURED BY HILTI.

TOPSOIL:

1. EXCAVATED AND REUSED MATERIAL FROM ON-SITE SOURCE, OR FROM OFF-SITE SOURCE, CONFORMING TO MASSDOT STANDARD M1.07.0TOPSOIL OR M1.05.0 LOAM BORROW.

SEED MIXTURE:

1. SEED MIXTURE SHALL MEET THE REQUIREMENTS FOR LAWNS - SHADE AS PUBLISHED IN “LANDSCAPE TURF BMPS, A HANDBOOK FOR THELAWN AND LANDSCAPE INDUSTRY IN MASSACHUSETTS” AVAILABLE FROM THE UNIVERSITY OF MASSACHUSETTS AT AMHERST TURFPROGRAM WEBSITE (HTTP://EXTENSION.UMASS.EDU/TURF AND AS SHOWN BELOW:

2. EACH SPECIES COMPONENT OF THE SEED MIXTURE SHOULD CONTAIN CULTIVARS WHICH HAVE BEEN SHOWN TO PERFORM WELL INMASSACHUSETTS. THE CULTIVARS RECOMMENDED FOR THE MASSACHUSETTS AREA ARE LISTED IN UMASS EXTENSION'S CURRENTPROFESSIONAL GUIDE FOR IPM IN TURF FOR MASSACHUSETTS. AT LEAST 2 TO 3 CULTIVARS FROM EACH SPECIES OF SHOULD BE“BLENDED” TOGETHER IN FORMULATING A MIXTURE.

3. THE SUPPLIER SHALL PROVIDE THE SEED MIXTURE APPROVED BY THE LOCAL NATURAL RESOURCES CONSERVATION SERVICE SUCH THATVIGOROUS GROWTH CAN BE SUSTAINED UNDER AVERAGE CLIMATIC CONDITIONS BY NORMAL MAINTENANCE WITHOUT IRRIGATION.

SUBMITTALS:

1. THE DEPARTMENT OF RECREATION (DCR) OFFICE OF DAM SAFETY M.G.L. CHAPTER 253 DAM SAFETY PERMIT (NO. 233-2017-233) REQUIRESTHE FOLLOWING SUBMITTALS (SEE PERMIT FOR ADDITIONAL INFORMATION):

A. DAM SAFETY IMPROVEMENTS - NOTICE OF CONSTRUCTION FORM. (21 DAYS PRIOR TO CONSTRUCTION).B. THE CONTRACTORS FLOOD WARNING/EMERGENCY RESPONSE PROCEDURES PLAN. (SEE C-3 FOR ADDITIONAL NOTES).C. THE CONTRACTORS CONTROL AND DIVERSION OF WATER PLAN. (SEE C-3 FOR ADDITIONAL NOTES).D. ALL MATERIALS. SUBMIT CUT SHEETS AND/OR SHOP DRAWINGS FOR ALL MATERIALS USED DURING CONSTRUCTION.E. PROVIDE RED LINE "AS-BUILT" DRAWINGS. FINAL "AS-BUILT" DRAWINGS WILL BE STAMPED BY THE ENGINEER AND SIGNED BY THE

CONTRACTOR ATTESTING THAT THE WORK WAS PERFORMED ACCORDING TO THE PLANS AND SPECIFICATIONS.F. DAM SAFETY CERTIFICATE OF COMPLETION FORM.

SUBMIT A, B, AND C TO ENGINEER 40 DAYS PRIOR TO START OF CONSTRUCTION. START CONSTRUCTION ONLY AFTER A, B, AND C HAVEBEEN APPROVED. SUBMIT D 30 DAYS PRIOR TO USE OF EACH MATERIAL. USE MATERIALS ONLY AFTER ENGINEER APPROVAL. SUBMIT EAND F WITHIN 10 DAYS OF CONSTRUCTION COMPLETION.

ABBREVIATIONSAPPROX. APPROXIMATE

CL CENTER LINEDWG. DRAWING

EL. ELEVATIONEX. EXISTINGNO. NUMBERPSI POUNDS PER SQUARE INCHT.O. TOP OF

T.O.W. TOP OF WALLTYP TYPICAL

SPECIES % OF MIXTURE POUNDS PER 1000 SQ. FT.

FINE FESCUE 80-90%4 TO 6

PERENNIAL RYEGRASS 10 TO 20%

384.33BM1956

PROPERTY LINE (TYP)

PROPERTY LINE (TYP)

EXISTING DECK

EXISTING WELL

HOUSE#128

TO STAGING AREA

APPROXIMATEEDGE OF WATER1/28/2014

APPROXIMATEEDGE OF WATER1/28/2014

CONCRETEBRIDGE DECK

BRIDGE RAIL

GRANITE BLOCKRETAINING WALL

BRIDGE RAIL

EDGE OF PAVEMENT

CONCRETE PARAPETWALL (T.O.W. EL. 386.6)

384.33BM1956

EDGE OF WATER(VARIES)

EDGE OF WATER (VARIES)

3' HIGH WOOD FENCE

CONCRETE PARAPETWALL (T.O.W. EL. 386.6)

EDGE OF PAVEMENT


CONCRETE SPILLWAY WALLS (TYP)

BABCOCK TAVERN ROAD(PUBLIC)

SPILLWAY CREST; SEE SECTIONSFOR EXTENT OF CREST DEMO

APPROX. PROPERTY LINE (TYP)

CC-2

DC-2

APPROXIMATE LOCATIONOF EXISTING SPILLWAY

OVERLAYS

REMOVE SPILLWAY TRUSS (TYP)

XX

XX

XX

XX

X

XX

XX

XX

XX

REMOVE EX. WOOD RAIL

REMOVE EX. WOOD RAIL

X

X

X

X

X

X

X

X

XXXXXXXXXXXX

X X X X X X X X X X

XXXXXXXXXXX

EC-2

SPILLWAY APRON EDGE

EX. OVERLAYS

VOID BEHIND WALL(APPROXIMATE)

1" MIN. SAWCUT(COORDINATE WITH ENGINEERFOR SAWCUT LOCATION ANDLIMITS OF DEMO)

REMOVE CONCRETE

1" MIN. SAWCUT(COORDINATE WITH ENGINEER

FOR SAWCUT LOCATION ANDLIMITS OF DEMO)

REMOVE CONCRETE

X

X X X X X X

XX

XXXXXX

X

X

XXXXXX

XX

X

X X X XX

X

EDGE OFPAVEMENT

AC-2

BC-2

EDGE OF WATER

\\geiconsulta B:\Working\BEAVER LAKE TRUST\1607310 - Beaver Lake Dam Phase I Design\00_CAD\Design\Working\1607310 - Beaver Lake Dam Spillway - Safety Improvement Design.dwg - 10/10/2017


Hampden, MA 01036


C-1DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



EXISTING CONDITIONS ANDDEMOLITION PLAN

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

OVERALL SITE PLAN0

SCALE:

40 80

1" = 40'

EXISTING CONDITONS AND DEMOLITION PLAN0 2' 4' 8'

SCALE: 1" = 4'

NOTES:1. SEE DRAWING G-2 FOR NOTES.2. FIELD VERIFY EXTENT OF CONCRETE FOUNDATION.

LEGEND:

EXTENT OF DEMOLITION

0

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

XXX

X

X X X

X

10/10/2017

10/10/2017

370

375

380

T.O.W. EL. 384.1 ±

BABCOCK TAVERN ROADPARAPET WALL

T.O.W. EL. 386.6±

T.O. STOP LOGS EL. 383.3 ±(REMOVE ALL)

T.O. CONCRETE OVERLAYEL. VARIES

EXISTING WALLOVERLAY

385

390

0 5 10 15 20 25 30 35 40

REMOVE 3X3 ANGLES, (TYP)

CREST 380.1±

APPROX. OUTLINEOF VOID

RUBBLE MASONRYABUTMENT

HORIZONTAL DISTANCE (FEET)

X

X X X

X

XX

1'

52°'

EL 385.8±

EXISTING CONCRETE THICKNESS UNKNOWN

-5

CONCRETEWINGWALL

BEYOND

EXISTINGCONCRETETHICKNESSUNKNOWN

ELE

VA

TIO

N N

AV

D88

APPROX. SURFACE OFSPILLWAY APRON; EL.VARIES; THICKNESSUNKNOWN

APPROX.CONCRETE/MASONRYINTERFACE

370

375

380

BABCOCK TAVERN ROAD

T.O. STOP LOGS EL. 383.3 ±(REMOVE ALL)

385

390

ELE

VA

TIO

N N

AV

D88

0 5 10 15 20 25 30 35 40

CREST EL. 380.1±


VOID AT BASEOF OGEE

APPROX. SURFACE OFSPILLWAY APRON; EL. VARIES;THICKNESS UNKNOWN

REMOVE 3X3 ANGLE

NOTE: ABUTMENT, WALLS, AND OVERLAYS BEYOND NOT SHOWN FOR CLARITY

X

X X X

X

XX

1'

52°'

EL 385.8±


370

375

380

T.O.W. EL. 384.0±BABCOCK TAVERN ROAD

CONCRETE/MASONRYINTERFACE

T.O. STOP LOGS EL. 383.3±(REMOVE ALL)T.O. CONCRETE

OVERLAY EL. VARIES

EXISTING OVERLAY; LATERALLYDISPLACED FROM WALL

385

390

ELE

VA

TIO

N N

AV

D88

0510152025303540

CREST EL. 380.1±

RUBBLE MASONRYABUTMENT


APPROX. SURFACE OFSPILLWAY APRON; EL.VARIES; THICKNESSUNKNOWN

X

XXX

X

XX

1'

SAWCUT EX. OVERLAY ATCONCRETE MASONRY

INTERFFACE

XX

XX

XX

XX

XX

X

X

XX

EL 385.8±


52°'

CONCRETE WINGWALL BEYOND

EXISTING CONCRETETHICKNESS UNKNOWN

-5

PARAPET WALLT.O.W. EL. 386.6±

REMOVE 3X3 ANGLES, TYP

370

375

380

T.O. STOP LOGS EL. 383.3±(REMOVE ALL)

CREST EL. 380.1±

385

390

ELE

VA

TIO

N N

AV

D88

REMOVE 3X3 ANGLESC

T.O. SPILLWAY APRONSLAB (EL. VARIES)

VOID AT BASE OF OGEE

DOWNSTREAM FACEOGEE SPILLWAY

L

ABUTMENT WALL (TYP)

FACE OF CONCRETEOVERLAY

FACE OFCONCRETE

OVERLAY

X X X X X X X X X X X X XX X X X X X X X X X X X

XX

X

XXXXXXXXXXXX

XX

X

X

X X X X X X X X X X X X

X1'

370

375

380

385

390

ELE

VA

TIO

N N

AV

D88

BABCOCK TAVERN ROAD

BRIDGE GIRDER & ROAD DECK(GUARD RAILS NOT SHOWN) EX. MASONRY

ABUTMENT WALL

APPROX. APRON PROFILE;EL. VARIES; SLABTHICKNESS UNKNOWN

EX. CONCRETE OVERLAY(TYP)

SPILLWAY BEYOND(NOT SHOWN)



Hampden, MA 01036


C-2DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



EXISTING CONDITIONS & DEMOSECTIONS & ELEVATIONS

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

SCALE:

0 4 8

1" = 4'

AC-1 EAST WALL

ELEVATION

SCALE:

0 4 8

1" = 4'

CC-1 SPILLWAY CENTERLINE

SECTION

SCALE:

0 4 8

1" = 4'

BC-1 WEST WALL

ELEVATION

SCALE:

0 4 8

1" = 4'

DC-1 AT OGEE LOOKING UPSTREAM

SECTION / ELEVATION

LEGEND:

APPROX. AREA OF DEMOLITION

SCALE:

0 4 8

1" = 4'

EC-1 STILLWAY CHUTE

LOOKING UPSTREAM

SECTION

0

NOTES:1. SEE DRAWING G-2 FOR NOTES. A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

10/10/2017

10/10/2017



Hampden, MA 01036


C-3DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



CONTROL OF WATER ANDEROSION AND SEDIMENTATION

CONTROL

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

0

CONCEPTUAL CONTROL OF WATER PROCEDURE:

1. REMOVE EXISTING STOP LOGS AND LOWER THE WATER SURFACE ELEVATION (WSEL) OF THE LAKE TO THESPILLWAY CREST ELEVATION, APPROX. 380.1 FT.

2. INSTALL UPSTREAM AND DOWNSTREAM TEMPORARY COFFERDAMS, AND WATER BYPASS SYSTEM(CONTRACTOR DESIGN).

3. PERFORM WORK ON SPILLWAY.

4. REMOVE COFFERDAMS AND WATER BYPASS SYSTEM.

H&H INFORMATION:

1. THE CONTRACTOR SHALL BASE THE COFFERDAM AND WATER BYPASS SYSTEM DESIGNS ON THE FOLLOWINGBEAVER LAKE H&H INFORMATION.

ASSUMPTIONS:A. WSEL AT START OF STORM IS 380.1.B. NO BASE FLOW.C. OUTFLOW STARTS 12 HOURS AFTER RAIN BEGINS.D. COFFERDAM CREST IS HIGHER THAN THE PEAK POND ELEVATION.E. GEI ASSUMED BYPASS SYSTEM OUTLFOW OF 2,500 GPM. CONTRACTOR TO DESIGN OUTFLOW TO MEET

THEIR REQUIREMENTS.

GENERAL CONTROL OF WATER REQUIREMENTS:

1. CONTRACTOR SHALL DESIGN THE TEMPORARY COFFERDAMS AND WATER BYPASS (PUMP AND/OR GRAVITY)SYSTEM TO COMPLETE ALL WORK IN THE DRY. THIS DESIGN SHALL BE SUBMITTED FOR APPROVAL.

2. CONTRACTOR SHALL VERIFY ALL BATHYMETRY AND PERFORM ANY EXPLORATIONS NEEDED PRIOR TOCOFFERDAM DESIGN.

3. CONTRACTOR SHALL VERIFY BASE FLOW BEING PASSED BY THE SPILLWAY.

4. THE TOP OF UPSTREAM COFFERDAM SHALL NOT BE ABOVE EL. 384.0 FEET.

5. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH DAMAGE AND REWORK CAUSED BY A10 YEAR STORM EVENT OR SMALLER (SEE H&H INFORMATION).

6. USE OF THE EXISTING SPILLWAY OR PART OF THE EXISTING SPILLWAY FOR WATER BYPASS IS ACCEPTABLEAS LONG AS ALL THE WORK IS PERFORMED IN THE DRY AND ALL CONSTRUCTION MEETS THE DESIGNREQUIREMENTS.

7. PIPES, HOSES, EQUIPMENT OR OTHER MATERIALS SHALL NOT BE HUNG OR SUPPORTED FROM THE BRIDGEOR BRIDGE BEAMS.

SEDIMENTATION AND EROSION CONTROLS:

1. PROVIDE SEDIMENT AND EROSION CONTROL AS NECESSARY TO ENCLOSE THE CONSTRUCTION AREA.COMPLY WITH REQUIREMENTS OF MASSACHUSETTS EROSION CONTROL GUIDELINES, LATEST EDITION.

2. TEMPORARY COFFERDAMS ARE PART OF THE SEDIMENT AND EROSION CONTROL SYSTEM.

3. HAY BALES AND WATTLES USED FOR EROSION CONTROL SHALL BE PLACED AS NEEDED AND AS REQUIREDBY PERMIT TO PREVENT SEDIMENT FROM ENTERING WATERWAYS. HAY BALES AND WATTLES SHALL BESTRAW AND FREE OF INVASIVE PLANTS. ENHANCE HAY BALES AND WATTLES WITH GEOTEXTILE FILTERWRAPS AS NEEDED TO CAPTURE SEDIMENT.

4. INSPECT ALL SEDIMENTATION AND EROSION CONTROL DEVICES DURING THE WORK ON A WEEKLY BASISAND FOLLOWING ALL PRECIPITATION EVENTS EXCEEDING 0.5 INCHES. MAKE REPAIRS AND REMOVEACCUMULATED SEDIMENT AS NEEDED TO MAINTAIN FUNCTIONALITY.

5. ALL EROSION CONTROLS SHALL REMAIN IN PLACE AND BE MAINTAINED UNTIL ALL DISTURBED AREAS ARESTABILIZED AND VEGETATION HAS BEEN ESTABLISHED.

6. DISCHARGE OF BYPASS WATER SHALL NOT CAUSE EROSION. DISCHARGE OF WATER SHALL BE AT AVELOCITY AND LOCATION THAT WILL NOT ERODE DOWNSTREAM SEDIMENT. PROVIDE ENERGY DISSIPATIONDEVICES AS NEEDED.

EMERGENCY ACTION PLAN:

1. CONTRACTOR SHALL DEVELOP AN EMERGENCY ACTION PLAN (EAP) FOR MONITORING THE DAM,EMERGENCY PROTECTION MEASURES, AND WARNING THE TWO DOWNSTREAM RESIDENCES DURING HIGHWATER CONDITIONS. THE EAP SHALL BE SUBMITTED FOR APPROVAL.

2. THE PRIMARY PURPOSE OF THE EAP IS TO REDUCE THE RISK OF HUMAN LIFE LOSS AND INJURY DURING ANUNUSUAL OR EMERGENCY EVENT AT BEAVER LAKE DAM.

3. CLOSE LIAISON WITH THE WARE POLICE AND FIRE DEPARTMENTS WILL BE NECESSARY TO PROVIDEWARNING AND EVACUATION ASSISTANCE, TRAFFIC CONTROL, AND OTHER EMERGENCY DUTIES AS NEEDED.

4. THE EAP SHOULD INCLUDE A NOTIFICATION FLOWCHART AND EAP RESPONSE PROCESS. A SUGGESTEDSEQUENCE FOR ISSUING NOTIFICATIONS AND RESPONSE PROCESS OF IMPENDING AND EXISTINGEMERGENCIES AFFECTING THE OPERATION AND SAFETY FOR THE DAM ARE PROVIDED IN THE CHAPTER 253PERMIT APPLICATION AND FINAL DESIGN REPORT FOR BEAVER LAKE DAM, DATED MAY 2017.

STORM24 HOUR

PRECIPITATION(INCHES)

STARTING WSELEL. (FEET)

PEAK INFLOW(CFS)

BYPASS SYSTEMOUTFLOW (GPM)

PEAK WSEL EL.(FEET)

1-YEAR 2.41 380.1 66 2,500 380.72-YEAR 3.03 380.1 222 2,500 380.95-YEAR 4.03 380.1 659 2,500 381.2

10-YEAR 4.86 380.1 1,154 2,500 381.4

WATTLE DETAILNOT TO SCALE

WOOD STAKE (SPACED 3 FEET MAX)

STRAW WATTLE

INBED WATTLE ±3 INCHES INTOEXISTING GROUND SURFACE TOPROVIDE CUTOFF

EXISTING GRADE

STAKED HAY BALES DETAILNOT TO SCALE

4" VERTICAL FACE

FLOW

DRAINAGE AREA NO MORE THAN 1/4 ACRES PER 100FEET OF STRAW BALE DIKE FOR SLOPES LESS THAN 25%

ANGLE FIRST STAKE TOWARDSPREVIOUSLY LAID BALE

FLOW

BOUND BALES PLACEDON CONTOUR

2 - #4 REBARS, STEEL PICKETS OR2"x2" STAKES PLACED 1 1/2' TO 2' INGROUND. DRIVE STAKES FLUSHWITH TOP OF BALE

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

10/10/2017

10/10/2017

CONCRETEBRIDGE DECK

BRIDGE RAIL


BRIDGE RAIL

EDGE OF PAVEMENT

CONCRETE PARAPETWALL (EL. 386.6)



3' HIGH WOOD FENCE

CONCRETE PARAPETWALL (EL. 386.6)

EDGE OF PAVEMENT


CONCRETE SPILLWAYWALLS (TYP)

SPILLWAY CREST (EXTENTS OF CONCRETE UNKNOWN)

PROPERTY LINE (TYP)

NEW 10" OVERLAY

EX. OVERLAY

EX. OVERLAY

STOP LOG HOIST STRUCTURE (SEE DETAIL ON S-4)

EDGE OF SLAB CURB (TYP)

TEMPORARY UPSTREAM COFFERDAM (TYP);DESIGN BY CONTRACTOR

NEW RAILING (TYP)

KS-2

LS-2

FILL VOID WITH CONTROLLED DENSITY FILL

NEW OVERLAY ON DOWNSTREAM FACEOF SPILLWAY AND SPILLWAY SLAB

TEMPORARY DOWNSTREAMCOFFERDAM (TYP); DESIGN BYCONTRACTOR

REMOVE VEGETATION ASNEEDED TO PERFORM WORK

REMOVE VEGETATION ASNEEDED TO PERFORM WORKRESTORE WITH SEEDED TOPSOIL

RAILING POST (TYP)

MS-2

9'-0"

4'-0

"

2'-0

" 9'-0"

4'-0

"

2'-0

"

6'-0"2'-0"

2'-0

"

6'-0" 2'-0"

2'-0

"

F,GS-1

H,IS-1NEW 10" OVERLAY

JS-2

SEE DETAIL N/ S-2



Hampden, MA 01036


C-4DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



MODIFICATION PLANSubmitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

MODIFICATION PLAN0 2' 4' 8'

SCALE: 1" = 4'

0

NOTES:1. SEE DRAWING G-2 FOR NOTES.2. SEE DRAWING C-3 FOR CONTROL OF WATER AND SEDIMENT AND

EROSION CONTROL.

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

10/10/2017

10/10/2017

370

375

380

BABCOCK TAVERN ROAD

385

390

ELE

VA

TIO

N N

AV

D88

0 5 10 15 20 25 30 35 40

FILL EX. VOID WITHCONTROLLED DENSITY FILL

PROTECTSTONE/MASONRYABUTMENT


EDGE OF NEW OVERLAY

SWD-6 CHIMNEY JDRAIN (TYP)

SWD-12 JDRAIN COLLECTOR

NO. 5 DOWEL ON 12"X12"GRID (TYP)

SWD 12" JDRAINEND OUTLET

TOP OF NEW CURB

EX. SLAB (NOTE 1)

NOTES:1. NEW SLAB NOT SHOWN FOR CLARITY.2. DOWELS BETWEEN NEW AND EXISTING SLABS NOT SHOWN FOR CLARITY.3. STOP LOGS NOT SHOWN FOR CLARITY.4. WALL DOWEL SHALL BE DRILLED AND EPOXYED ONLY INTO THE EXISTING CONCRETE

OVERLAY. DO NOT INSTALL DOWELS INTO EXISTING STONE/ MASONRY WALLS

4" DIA. WEEP HOLE (TYP)

STOP LOG GUIDES

STOP LOG HOIST

HANDRAIL

PROTECT EXISTINGCONCRETE OVERLAY

RETROFIT WATERSTOP(SEE S-3 DETAIL 6)

EL 385.8±


395

-5

DOWEL WINGWALL INTOEXISTING CONCRETE

WITH NO. 5 DOWELS @ 12"

EXISTING OVERLAYENCASED IN CONCRETE

370

375

380

BABCOCK TAVERN ROAD

385

390

ELE

VA

TIO

N N

AV

D88

0510152025303540

PROTECTSTONE/MASONRY

ABUTMENT


EDGE OF NEW OVERLAY

SWD-12 JDRAIN COLLECTOREX. SLAB (NOTE: DOWELS

NOT SHOWN FOR CLARITY)

TOP OFNEW CURB


4" DIA. WEEP HOLE (TYP)

SWD 12" DRAINEND OUTLET

STOP LOG GUIDES

NOTES:1. NEW SLAB NOT SHOWN FOR CLARITY.2. DOWELS BETWEEN NEW AND EXISTING SLABS NOT SHOWN FOR CLARITY.3. STOP LOGS NOT SHOWN FOR CLARITY.4. FOLLOWING SAWCUT AND REMOVAL OF EXISTING WALL, CONTRACTOR TO VERIFY NO VOIDS ARE

PRESENT IN THE BACKFILL. IF VOIDS ARE PRESENT BACKFILL WITH FLOWABLE FILL SIMILARLY TO THEEAST WALL.

5. WALL DOWEL SHALL BE DRILLED AND EPOXYED ONLY INTO THE EXISTING CONCRETE OVERLAY. DO NOTINSTALL DOWELS INTO EXISTING STONE/ MASONRY WALLS

SEE NOTE 4

NO. 5 DOWEL ON12"X12" GRID (TYP)

HANDRAIL

PROTECTEXISTING

CONCRETEOVERLAY



EL 385.8±

-5

395STOP LOG HOIST

DOWEL WINGWALL INTOEXISTING CONCRETEWITH NO. 5 DOWELS @ 12"

EXISTING OVERLAYEMBEDDED IN CONCRETE

370

375

380

BABCOCK TAVERN ROAD

385

390

ELE

VA

TIO

N N

AV

D88

0510152025303540

PROTECTSTONE/MASONRY

ABUTMENT


1" OFFSET FROM BRIDGE DECK

MIN. 10" THICK OVERLAY

EXISTING OVERLAYEMBEDDED IN CONCRETE

HORIZONTAL EXTENT OF NEWTRAINING WALL OVERLAY

EX. SLAB

TOP OFNEW CURB

OVERLAY SLAB;THICKNESS VARIES

WALL REINFORCEMENT (SEE S-3 DETAIL1)

NOTES:1. STOP LOG GUIDES AND LOGS NOT SHOWN FOR CLARITY.

NO. 5 DOWEL @ 24" (TYP)

SLAB REINFORCEMENT(SEE S-3 DETAIL 3)

STOP LOG HOIST

HANDRAIL

PROTECTEXISTING

CONCRETEOVERLAY

EL 385.8±


EXTEND 1' BEYONDWINGWALL CONCRETE

UNREINFORCED CONCRETE

EXCAVATE TO EL. 376IN PRESENCE OF ENGINEER(DO NOT UNDERMINESPILLWAY CONCRETE)

395

-5


EXTENTS OF EXISTINGCONCRETE UNKNOWN370

375

380

BABCOCK TAVERN ROAD

385

390

ELE

VA

TIO

N N

AV

D88

0 5 10 15 20 25 30 35 40

PROTECTSTONE/MASONRYABUTMENT


MIN. 10" THICK OVERLAY

HORIZONTAL EXTENT OF NEWTRAINING WALL OVERLAY

1" OFFSET FROM BRIDGE DECK

TOP OF NEWCURB

EX. SLAB

OVERLAY SLAB;THICKNESS VARIES

WALL REINFORCEMENT (SEE S-3 DETAIL 1)


SLAB REINFORCEMENT(SEE S-3 DETAIL 3)

NOTES:1. STOP LOG, GUIDES, AND LOGS NOT SHOWN FOR CLARITY.

STOP LOG HOIST

HANDRAIL

PROTECT EXISTINGCONCRETE OVERLAY

EL 385.8±


-5

EXTEND UNREINFORCEDCONCRETE 1' BEYONDWINGWALL CONCRETE

UNREINFORCED CONCRETE

EXCAVATE TO EL. 376IN PRESENCE OF ENGINEER

(DO NOT UNDERMINESPILLWAY CONCRETE)

395

EXISTING OVERLAYENCASED IN CONCRETE


EXTENTS OF EXISTINGCONCRETE UNKNOWN



Hampden, MA 01036


S-1DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



ELEVATIONS - NEWCONSTRUCTION

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

SCALE:

0 4 8

1" = 4'

GC-4 DOWEL AND DRAIN LAYOUT - EAST WALL

ELEVATION

SCALE:

0 4 8

1" = 4'

IC-4 DOWEL AND DRAIN LAYOUT - WEST WALL

ELEVATION

SCALE:

0 4 8

1" = 4'

FC-4 OVERLAY EXTENTS AND

REINFORCEMENT - EAST WALL

ELEVATION

SCALE:

0 4 8

1" = 4'

HC-4 OVERLAY EXTENTS AND

REINFORCEMENT - WEST WALL

ELEVATION

0

NOTES:1. SEE DRAWING G-2 FOR NOTES. A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

10/10/2017

10/10/2017

370

375

380

T.O. STOP LOGS EL. 383.3

385

390

ELE

VA

TIO

N N

AV

D88

C

NEW 12" SLAB OVERLAY

12" OVERLAY ON OGEE SPILLWAY

L

EX. STONE/MASONRYWALL (TYP)

ENCAPSULATE EX. OVERLAYIN NEW OVERLAY (TYP)

VARIES (SEE PLAN)

VARIES (SEE PLAN)

NEW STOP LOGS

NEW 10" WALL OVERLAY

INFILL VOID AT BASE OF OGEE

SWD-12 JDRAINCOLLECTION SYSTEM (TYP)

5S-3


NEW CREST EL. 380.1

TROLLEY BEAM

CHAIN HOIST (TYP)I-BEAM TROLLEY (TYP)

3.5% (TYP)

HAND RAIL (TYP)

REINFORCEMENT(TYP)


NO. 5 DOWELS @ 12" (TYP.)

1S-3

3S-3

3956'-0"2'-0" 6'-0" 2'-0"

EX. SPILLWAYSURFACE

4S-4

370

375

380

BABCOCK TAVERN ROAD

385

390

ELE

VA

TIO

N N

AV

D88

0 5 10 15 20 25 30 35 40


NOTES:1. ABUTMENT, WALLS, AND OVERLAYS BEYOND NOT SHOWN FOR CLARITY.2. I-BEAM TROLLEY NOT SHOWN.

NO. 5 DOWELS @ 24" (TYP)

NEW 12" OVERLAY SLAB

12" SPILLWAY OVERLAY

NEW 12" CREST

EX. SLAB

EX. OGEE

CONST. JOINT

PVC WATERSTOP

RETROFITWATERSTOP

SEE DETAIL 6 S-3

NEW STOP LOGS

TRAINING WALL (BEYOND)

STOP LOG HOIST(BEYOND)

HANDRAIL (BEYOND)

6S-3

EL 385.8±

-5

395

370

375

380

385

390

ELE

VA

TIO

N N

AV

D88

BABCOCK TAVERN ROAD

BRIDGE GIRDER & ROAD DECK(GUARD RAILS NOT SHOWN)

EX. MASONRYABUTMENT WALL

EX. SLAB

EX. WALL OVERLAY (TYP)SPILLWAY BEYOND(NOT SHOWN)

10"X10" CURB (TYP)

3.5% (TYP)

1'-0"

OVERLAY SLAB

SWD-12 J DRAIN (DRAINAGECOLLECTOR)


CONST. JOINT (TYP)

PVC WATERSTOP (TYP)

NOTES:1. SLAB REINFORCEMENT NOT SHOWN FOR CLARITY.

7S-3

4-0"

1'-0" (TYP)1'-0" (TYP)

TOP OF CONC.EL. 380.1'±

BOT OF CONC.EL. 376.1'±

UNREINFORCED CONCRETELEVELING PAD

UNDISTURBED SUBGRADEEXCAVATE IN PRESENCE

OF ENGINEER

EXISTING CONCRETETHICKNESS UNKNOWN

5"

5 5/8" MINEMBEDMENT #5 @ 6" E.F.

MATCH EXISTING TOP OFCONCRETE SLAB EL 384.25±

#6 @ 9"

2" CLEAR (TYP)

#5 DOWEL WITH STANDARDHOOK ON 12"X12" GRID

POUR AGAINST EARTH

26"

6"

2" CLR.#5 @ 6"#6 @ 9"

18" (TYP)

#5 @ 6"

#5 @ 6"

EXISTING CONCRETE

EX. OVERLAY

10" PROP. OVERLAY

#6 @ 12"

#5 DOWEL W/STD. HOOK (TYP)

SAWCUT#5 @ 12"

STOP LOG GUIDESPER MANUFACTURERSRECOMMENDATIONSDETAIL 3/S-4

1'-0

"

MIN.CONCRETETHICKNESS/LIMIT OF DEMO 10"

FROM STOP LOG BLOCKOUT

1

1

6"

1'-0

"

26"



Hampden, MA 01036


S-2DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



SECTIONS - NEWCONSTRUCTION

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

SCALE:

0 4 8

1" = 4'

KC-4 BOAT SECTION

SECTION

SCALE:

0 4 8

1" = 4'

JC-4 SPILLWAY CENTERLINE

SECTION

SCALE:

0 4 8

1" = 4'

LC-4 DOWNSTREAM END LOOKING

UPSTREAM

SECTION

0

NOTES:1. SEE DRAWING G-2 FOR NOTES.

0 2 4

SCALE: 1/2" = 1'-0"

MC-4 UPSTREAM CONCRETE WINGWALL

SECTION

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

0 1 2

SCALE: 1" = 1'-0"

NC-4 UPSTREAM CONCRETE WINGWALL

DETAIL

10/10/2017

10/10/2017

NOTE:REINFORCEMENTNOT SHOWN FORCLARITY

3 1/8" MIN. EMB

5"

EX. OVERLAY

EX. STONE/MASONRYWALL

EPOXY NO. 5 DOWELHILTI HIT RE500 V3

DRILL 3/4" DIAMETERHOLE

NO. 5 DOWEL @12"WITH STANDARDHOOK

NOTE:DO NOT PENETRATE EXISTING CONCRETEOVERLAY WHEN INSTALLING DOWELS.

2S-3


NO. 5 HORIZONTALS @ 12"

NO. 6 VERTICAL @ 6"

EX. OVERLAY

NEW OVERLAY

EX. STONE/MASONRY WALL

NO. 6 VERTICAL @ 12"

2" CLR. (TYP)

10" (MIN)

4S-3


NO. 5 @ 12"

NO. 6 @ 6"

EX. SLAB

NEW CONCRETE OVERLAY

EX. SUBGRADE

NO. 6 @ 12"

2" C

LR. (

TYP

)

NOTE:REINFORCEMENT NOTSHOWN FOR CLARITY

5"

EX. SLAB

EX. SUBGRADEEPOXY NO. 5 DOWELHILTI HIT RE500 V3

DRILL 3/4" DIAMETERHOLE

NO. 5 DOWEL @ 24"WITH STANDARDHOOK

5 5/

8" M

IN. E

MB

.

NOTE:DO NOT PENETRATE EXISTING CONCRETEOVERLAY WHEN INSTALLING DOWELS.

EXISTING OVERLAY

PVC WATERSTOP

NOTE:DOWELS NOT SHOWN FOR CLARITY

NO. 6 @ 6"

NO. 6 @ 12"

NO. 6 @ 12"

NO. 6 @ 6"

SWD-6 CHIMNEY J DRAIN

EXISTINGSTONE/MASONRY

WALL

SWD-12 J DRAIN COLLECTOR

EXISTING CONCRETE SLAB

S.S. BATTEN BAR

3 3/

16"

6" EPOXY 7300

3/8"

EX. CONCRETE

S.S. ANCHOR BOLT

NEW CONCRETE

NOTE:RETROFIT WATERSTOP SHALL BE SIKAGREENSTREAK 609 SYSTEM OR APPROVED EQUAL.

10"

10"

2" CLR (TYP)

2" C

LR (T

YP

)

4, #4, EQ. SPACED IN CURB,2, #4 FRAMING BARS IN SLABOVERLAY

#4 @12"

6" LEGS

SLAB OVERLAYSEE DETAIL 3/S-3 FORSLAB REINFORCMENT

EXISTING SLAB

2" CLR (TYP)

SWD-12 J DRAIN(DRAINAGE COLLECTOR)

JOINT FILLER & BACKER ROD

EX. WALL OVERLAY

EX. MASONRY ABUTMENT WALL

1" CHAMFER CORNER

DIAMETER OF BEND IS3" INSIDE BAR (TYP)



Hampden, MA 01036


S-3DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



CONCRETE DETAILSSubmitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

SCALE:

0 1 2

1" = 1'

1S-2 WALL REINFORCEMENT

DETAIL

SCALE:

0 1 2

1" = 1'

2S-3 WALL DOWEL

DETAIL

0

SCALE:

0 1 2

1" = 1'

3S-2 SLAB REINFORCEMENT

DETAIL

SCALE:

0 1 2

1" = 1'

4S-3 SLAB DOWEL

DETAIL

SCALE:

0 1 2

1" = 1'

5S-2 OVERLAY / CORNER

DETAIL

SCALE:

0 1 2

1" = 1'

6S-2 RETROFIT WATERSTOP

DETAIL

NOTES:1. SEE DRAWING G-2 FOR NOTES.

1

SCALE: 1 1/2" = 1'-0"

20

7S-2 CURB REINFORCEMENT

DETAIL

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

10/10/2017

10/10/2017

4 1/2"

4 1/

2"

A-

EDGE OF CONCRETE

112" PIPE

3" NOM. PVC SLEEVE

8"

CAP

SLAB

3" NOMINAL PVC SLEEVE

112" PIPENON-SHRINK GROUT

SLAB

1 1/2" NOM. SCH. 40ASTM A53 PIPE (TYP)

2 1/2" RADIUSELBOW (TYP)

1/8TYP. @

ELBOWS

1/8TYP. EXCEPT

@ ELBOWS

1'-9

"1'

-9"

3'-6

"

6'-0" MAX. SPACING BETWEEN POSTS

HSS4X4X1/4

W10X30

PL 9X9X1/2

1/2" BOLT W/ NUTAND WASHER (TYP)

8'-6

"

C-

B-

2'-0"W10X30

HSS4X4X1/4

W10X30

W10X30

5-

1/4"TYP.

24"

BOLTED CONNECTION

BASE PL (TYP)

1/4"TYP.

1" (TYP)

9"

9"

4.5"

4.5"

1.25

"

1.25"5/8"Ø HOLE FOR 1/2"ANCHOR BOLT

HSS4X4X1/41/2" Ø THREADED

ANCHOR RODWITH NUT & WASHER

(TYP)

HSS4X4X1/4

PL9X9X1/2

6E

MB

"

HILTI RE500 V3 EPOXY

"B" +

6"

"B"

6"1

4" CLEARANCE

NON-SHRINK GROUTCONCRETE BOXOUT

OVERLAYCONCRETE

A-421 STOP LOG GUIDE WITHFRAME MOUNTED LIP GUIDE

ALUMINUM STOP LOG



Hampden, MA 01036


S-4DWG. NO.


Designed:

Checked:

Drawn:


Attention:

REVP.E. Number:



MISC.STEEL DETAILSAND SECTIONS

Submitted By:

Submittal Date:


(781)721-4000

Consultants

0 1"

0

1

SCALE: 1 1/2" = 1'-0"

20

1- RAILING CONNECTION TO SLAB

DETAIL1

SCALE: 1 1/2" = 1'-0"

20

A- RAILING CONNECTION TO SLAB

SECTION

0 1 2

SCALE: 1" = 1'-0"

2- TYPICAL RAILING

DETAIL

0 2 4

SCALE: 1/2" = 1'-0"

4S-2 HOIST STRUCTURE

DETAIL0 2 4

SCALE: 1/2" = 1'-0"

B- HOIST STRUCTURE

ELEVATION1

SCALE: 1 1/2" = 1'-0"

20

C- HOIST STRUCTURE PLATE

SECTION1

SCALE: 1 1/2" = 1'-0"

20

5- HOIST STRUCTURE PLATE

DETAIL

1

SCALE: 1 1/2" = 1'-0"

20

3S-2 ALUMINUM STOP LOGS

DETAIL

NOTE:1. DRAWING BASED ON "ALUMINUM STOP LOGS" IN RODNEY HUNT STOP LOGS BROCHURE.

A. SANNA

P. SNYDER

S. GRIFFIN

R. LEE WOOTEN

RLWFOR BID0 31830

ANCHOR PER MANUFACTURERRECOMMENDATIONS (TYP)

10/10/2017

10/10/2017

BEAVER LAKE DAM SPILLWAY SAFETY...

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