beaver lake dam spillway safety...
TRANSCRIPT
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:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
GRANITE BLOCKRETAINING WALL
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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
C-1DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
EXISTING CONDITIONS ANDDEMOLITION PLAN
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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±
HORIZONTAL DISTANCE (FEET)
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±
EXISTING CONCRETE THICKNESS UNKNOWN
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
HORIZONTAL DISTANCE (FEET)
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±
EXISTING CONCRETE THICKNESS UNKNOWN
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)
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
C-2DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
EXISTING CONDITIONS & DEMOSECTIONS & ELEVATIONS
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
C-3DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
CONTROL OF WATER ANDEROSION AND SEDIMENTATION
CONTROL
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
GRANITE BLOCKRETAINING WALL
BRIDGE RAIL
EDGE OF PAVEMENT
CONCRETE PARAPETWALL (EL. 386.6)
EDGE OF WATER (VARIES)
EDGE OF WATER (VARIES)
3' HIGH WOOD FENCE
CONCRETE PARAPETWALL (EL. 386.6)
EDGE OF PAVEMENT
GRANITE BLOCKRETAINING WALL
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
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
C-4DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
MODIFICATION PLANSubmitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
HORIZONTAL DISTANCE (FEET)
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±
EXISTING CONCRETE THICKNESS UNKNOWN
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
HORIZONTAL DISTANCE (FEET)
EDGE OF NEW OVERLAY
SWD-12 JDRAIN COLLECTOREX. SLAB (NOTE: DOWELS
NOT SHOWN FOR CLARITY)
TOP OFNEW CURB
SWD-6 CHIMNEY JDRAIN (TYP)
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
RETROFIT WATERSTOP(SEE S-3 DETAIL 6)
EXISTING CONCRETE THICKNESS UNKNOWN
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
HORIZONTAL DISTANCE (FEET)
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±
EXISTING CONCRETE THICKNESS UNKNOWN
EXTEND 1' BEYONDWINGWALL CONCRETE
UNREINFORCED CONCRETE
EXCAVATE TO EL. 376IN PRESENCE OF ENGINEER(DO NOT UNDERMINESPILLWAY CONCRETE)
395
-5
RETROFIT WATERSTOP(SEE S-3 DETAIL 6)
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
HORIZONTAL DISTANCE (FEET)
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)
NO. 5 DOWEL @ 24" (TYP)
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±
EXISTING CONCRETE THICKNESS UNKNOWN
-5
EXTEND UNREINFORCEDCONCRETE 1' BEYONDWINGWALL CONCRETE
UNREINFORCED CONCRETE
EXCAVATE TO EL. 376IN PRESENCE OF ENGINEER
(DO NOT UNDERMINESPILLWAY CONCRETE)
395
EXISTING OVERLAYENCASED IN CONCRETE
RETROFIT WATERSTOP(SEE S-3 DETAIL 6)
EXTENTS OF EXISTINGCONCRETE UNKNOWN
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
S-1DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
ELEVATIONS - NEWCONSTRUCTION
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
SWD-6 CHIMNEY JDRAIN (TYP)
NEW CREST EL. 380.1
TROLLEY BEAM
CHAIN HOIST (TYP)I-BEAM TROLLEY (TYP)
3.5% (TYP)
HAND RAIL (TYP)
REINFORCEMENT(TYP)
NO. 5 DOWEL @ 24" (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
HORIZONTAL DISTANCE (FEET)
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)
NO. 5 DOWEL @ 24" (TYP)
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"
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
S-2DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
SECTIONS - NEWCONSTRUCTION
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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 DOWEL @ 12" (TYP)
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 DOWEL @ 24" (TYP)
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)
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
S-3DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
CONCRETE DETAILSSubmitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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
\\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
Beaver Lake Trust, Inc.9 Perennial Lane
Hampden, MA 01036
GEI Project 160731-0
S-4DWG. NO.
APPISSUE/REVISIONNO. DATE
Designed:
Checked:
Drawn:
If this scale bardoes not measure1" then drawing isnot original scale.
Attention:
REVP.E. Number:
Beaver Lake Dam SpillwaySafety Improvements
Babcock Tavern Road, Ware, MA
MISC.STEEL DETAILSAND SECTIONS
Submitted By:
Submittal Date:
400 UNICORN PARK DRIVEWOBURN, MA 01801
(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