HomeMy WebLinkAbout2023 Duthie Storage Siteplan_10_18_23_SG GENERAL NOTES
NYS STANDARDS AND SPECIFICATIONS FOR EROSION STABILIZED SYMBOL SYMBOL
AND SEDMIMENT CONTROL, NOVEMBER 201 G CONSTRUCTION DIVERSION SWALE
1 . PHYSICALLY MARK LIMITS OF LAND DISTURBANCE ON THE SITE WITH ENTRANCE GRASSED/VEGETATED y G y _��\ _ SYMBOL
TAPE, SIGNS, OR ORANGE CONSTRUCTION FENCE, SO THAT WORKERS CAN SCE SWALE
SEE THE AREAS TO BE PROTECTED. 50' MIN.
NEED NOT BE COMPACTED F�Ow -�_
2. DIVERT OFF-SITE RUNOFF FROM HIGHLY ERODIBLE SOILS AND STEEP MOUNTABLE BERM 2 MIN. �� ���- = O V
(OPTIONABLE) s' I } to
SLOPES TO STABLE AREAS. s: = I� -
i EXISTING PAVEMENT
0 0°0°0°0°o°. °0000000000`0.: / / Z Z U
WIDTH
3. CLEAR ONLY WHAT IS REQUIRED FOR IMMEDIATE CONSTRUCTION TRAPEZOIDAL CROSS-SECTION
ACTIVITY. LARGE PROJECTS SHOULD BE CLEARED AND GRADED AS G" MIN: FILTER CLOTH 18 MIN. i 18 MIN.
CONSTRUCTION PROGRESSES. AREAS EXCEEDING TWO ACRES IN SIZE i �j _ w
SHOULD NOT BE DISTURBED WITHOUT A SEQUENCING PLAN THAT REQUIRES
PRACTICES TO BE INSTALLED AND THE SOIL STABILIZED, AS DISTURBANCE 50' MIN.
BEYOND THE TWO ACRES CONTINUES. MASS CLEARINGS AND GRADING OF EXISTING
ENTIRE SITE SHOULD BE AVOIDED. EXISTING GROUND 2'MIN.
GROUND CROSS SECTION }
4. RESTABILIZE DISTURBED AREAS AS SOON AS POSSIBLE AFTER z NOT TO SCALE I } I I WIDTH
CONSTRUCTION IS COMPLETED. ON SITES GREATER THAN TWO ACRES IN
SIZE, WAITING UNTIL ALL DISTURBED AREAS ARE READY FOR SEEDING IS PARABOLIC CRO55-SECTION
UNACCEPTABLE. FOURTEEN DAYS SHALL BE THE MAXIMUM EXPOSURE CONSTRUCTION SPECIFICATIONS
PERIOD. MAINTENANCE MUST BE PERFORMED AS NECESSARY TO ENSURE 00000 00000 o
CONTINUED STABILIZATION. EXCEPT AS NOTED BELOW, ALL SITES SHALL BE 00000000ORG 1 . ALL TREES, BRUSH, STUMPS, OBSTRUCTIONS, AND OTHER OBJECTIONABLE MATERIAL z
SEEDED AND STABILIZED WITH EROSION CONTROL MATERIALS, SUCH AS °0000 000000 12' MIN. SHALL BE REMOVED AND DISPOSED OF SO AS NOT TO INTERFERE WITH THE
STRAW MULCH, JUTE MESH, OR EXCELSIOR, INCLUDING AREAS WHERE 00000000000000000" POSITIVE DRAINAGE SUFFICIENT GRADE TO DRAIN PROPER FUNCTIONING OF THE DIVERSION.
000000000000 z EX I ST I N G
CONSTRUCTION HAS BEEN SUSPENDED OR SECTIONS COMPLETED: 00000000000000000000 .000°o PAVEMENT 2.THE DIVERSION SHALL BE EXCAVATED OR SHAPED TO LINE, GRADE, AND GROSS
0000 0000000o°o`. °o°o° SECTION AS REQUIRED TO MEET THE CRITERIA SPECIFIED HEREIN, AND BE FREE OF Z
000000000000000
°o°o0 00°0°0°0°o N o°0°0°
o°o°o°00000000000 - )000000 BANK PROJECTIONS OR OTHER IRREGULARITIES WHICH WILL IMPEDE NORMAL FLOW.
A. FOR ACTIVE CONSTRUCTION AREAS SUCH AS BORROW OR ° ° ° ° ° ° 0 ° ` 3000000
W H
0 0 0 0 0 0 0 0 0 0 0
00000000000000°o°c �000000
STOCKPILE AREAS, ROADWAY IMPROVEMENTS AND AREAS WITHIN 50 FT. 00000000000000000 °00000° 3. FILLS SHALL BE COMPACTED AS NEEDED TO PREVENT UNEQUAL SETTLEMENT THAT LU
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0000000000000000000000000000000 ,0000000 Q z
000000000000000000
0000000°00 00000000
0000o WOULD GAUSS DAMAGE IN THE COMPLETE DIVERSION.
OF A BUILDING UNDER CONSTRUCTION, A PERIMETER SEDIMENT CONTROL ° ° ° ° ° ° ° ° TEMPORARY CHECK DAMS Q co
0000000000000000°000� )°00000°
0 0 0 0 0 0 0 0 0 0 0 0 0 4. ALL EARTH REMOVED AND NOT NEEDED IN CONSTRUCTION SHALL BE SPREAD OR
SYSTEM CONSISTING, FOR EXAMPLE, SILT FENCING, SHALL BE INSTALLED 000000 EM,OVE AFTER 80°Io GERMI ION DISPOSED OF SO THAT IT WILL NOT INTERFERE WITH THE FUNCTIONING OF THE H (D J
AND MAINTAINED TO CONTAIN SOIL. EXPOSED DISTURBED AREAS z SEE SITE PLAN DIVERSION. ® W z 0 >-
00
ADJACENT TO A CONVEYANCE THAT PROVIDES RAPID OFF-SITE DISCHARGE CONSTRUCTION SPECIFICATIONS _
5. STABILIZATION SHALL BE DONE ACCORDING TO THE APPROPRIATE STANDARD N z
OF SEDIMENT, SUCH AS A CUT SLOPE AT AN ENTRANCE, SHALL BE PLAN VIEW AND SPECIFICATIONS FOR VEGETATIVE PRACTICES. W � �
COVERED WITH PLASTIC OR, GEOTEXTILE FABRIC TO PREVENT SOIL LOSS NOT TO SCALE A. FOR DESIGN VELOCITIES OF LESS THAN 3.5 FT. PER. SEC., SEEDING AND /n � L z
UNTIL IT CAN BE STABILIZED. STABILIZED CONSTRUCTION ENTRANCES WILL MULCHING MAY BE USED FOR THE ESTABLISHMENT Of THE VEGETATION. v) 7 '-'
1 . STONE SIZE- USE 2" STONE OR RECLAIMED OR RECYCLED CONCRETE IT IS RECOMMENDED THAT, WHEN CONDITIONS PERMIT, TEMPORARY ` �j 0
BE MAINTAINED TO CONTROL VEHICLE TRACKING MATERIAL OFF-SITE. EQUIVALENT. CON5TRUCTION 5 PEC I FI CATION 5 DIVERSIONS OR OTHER MEANS SHOULD BE USED TO PREVENT WATER FROM ® Q w -- z
ENTERING THE DIVERSION DURING THE ESTABLISHMENT OF THE VEGETATION. I z 00 Q
B. ON THE CUT SIDE OF ROADS, DITCHES SHALL BE STABILIZED 2. LENGTH - NOT LESS THAN 50 FEET(EXCEPT ON A SINGLE RESIDENCE B. FOR DESIGN VELOCITIES OF MORE THAN 3.5 FT. PER. SEC.,THE DIVERSION J
IMMEDIATELY WITH ROCK RIP-RAP OR OTHER NON-ERODIBLE LINERS (EG. LOT WHERE A 30 FOOT MIN. LENGTH WOULD APPLY). SHALL BE STABILIZED WITH SOD, WITH SEEDING PROTECTED BY JUTE OR 2! ^ }
ROLLED EROSION PRODUCTS), OR WHERE APPROPRIATE, VEGETATIVE GRA55EDNEGETATED SWALE EXCELSIOR MATTING OR WITH SEEDING AND MULCHING INCLUDING TEMPORARY LL z
MEASURES SUCH AS SOD. 3. THICKNESS - NOT LESS THAN SIX (G) INCHES. DIVERSION OF THE WATER UNTIL THE VEGETATION IS ESTABLISHED.
4. WIDTH -TWELVE (1 2) FOOT MIN. BUT NOT LESS THAN THE FULL WIDTH 1 . DRAINAGE AREA SHALL BE LE55 THAN 5 ACRES. 7 O
C. PERMANENT SEEDING SHOULD OPTIMALLY BE UNDERTAKEN IN THE AT POINTS WHERE INGRESS OR EGRESS OCCURS. TWENTY-FOUR(24) FOOT L o U)
SPRING FROM MARCH THROUGH MAY, AND IN LATE SUMMER AND EARLY IF SINGLE ENTRANCE TO SITE. 2. HEIGHT SHALL BE NO LESS THAN 18-INCHE5 FROM BOTTOM OF SWALE
FALL FROM SEPTEMBER TO OCTOBER 15. DURING THE PEAK SUMMER TO TOP OF DIKE EVENLY DIVIDED BETWEEN DIKE HEIGHT AND SWALE CHECK DAM SPACING VARIES SYMBOL ® 00-
I.L Y
MONTHS AND IN THE FALL AFTER OCTOBER 15, WHEN SEEDING IS FOUND 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIORTO PLACING DEPTH. DEPENDING ON I--I O z
OF STONE. CHANNEL SLOPE I
TO BE IMPRACTICABLE, AN APPROPRIATE TEMPORARY MULCH SHALL BE - - (n/
3. BOTTOM WIDTH OF DIKE SHALL BE NO LESS THAN 2-FEET. 0 0 2: w oC ~
APPLIED. PERMANENT SEEDING MAY BE UNDERTAKEN DURING THE SUMMER G. SURFACE WATER-ALL SURFACE WATER FLOWING OR DIVERTED TOWARD X = w
IF PLANS PROVIDE FOR SAME ELEVATION ADEQUATE WATERING. TEMPORARY SEEDING WITH CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF 4. WIDTH OF SWALE SHALL BE NO LESS THAN 2-FEET. A ® ® 0
CUTOFF TRENCH ZD 0 (�
RYE CAN BE UTILIZED THROUGH NOVEMBER. PIPING 15 IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE CREST 0
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PERMITTED. 5. SWALE SHALL HAVE POSITIVE DRAINAGE TO AN ADEQUATELY STABILIZED 68' E DE TOE ����/SLOPE 24" MAX J
D. ALL SLOPES STEEPER THAN 3: 1 (H:V), OR 33.3%, AS WELL AS OUTLET TO AN UNDISTURBED AREA. MAXIMUM ALLOWABLE GRADE NOT I I @ CENTER J t00
z
PERIMETER DIKES, SEDIMENT BASINS AND TRAPS, AND EMBANKMENTS 7. MAINTENANCE -THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION TO EXCEED 8%. / coQ
WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC PROFILE A
SHALL, UPON COMPLETION, BE IMMEDIATELY STABILIZED WITH SOD, SEED RIGHTS-OF-WAY. ALL SEDIMENT SPILLED, DROPPED, WASHED OR,TKACTED NOT TO SCALE
AND ANCHORED STRAW MULCH, OR OTHER APPROVED STABILIZATION ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. G. THE DISTURBED AREA OF THE DIKE AND SWALE SHALL BE STABILIZED
WITHIN 7 DAYS OF INSTALLATION, IN ACCORDANCE WITH THE STANDARD B '833N/�
MEASURES. AREAS OUTSIDE OF THE PERIMETER SEDIMENT CONTROL SPECIFICATIONS FOR TEMPORARY SWALES. H (Ft)
SYSTEM SHALL NOT BE DISTURBED. MAINTENANCE SHALL BE PERFORMED 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED X =
SLOPE (FT/FT)
AS NECESSARY TO ENSURE CONTINUED STABILIZATION. WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPINGS 7. DIVERTED RUNOFF FROM A DISTURBED OR EXPOSED UPLAND AREA I-J �y
DEVICE. SHALL BE CONVEYED TO A SEDIMENT TRAPPING DEVICE SUCH AS A MIN. Z
E. TEMPORARY SEDIMENT TRAPPING DEVICES SHALL NOT BE 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER TRAP, BASIN, OR TO AN AREA PROTECTED BY ANY OF THESE PRACTICES FILTER_/ o= o
REMOVED UNTIL PERMANENT STABILIZATION IS ESTABLISHED IN ALL EACH RAIN. FABRIC CUTOFF TRENCH d`t, Quo
CONTIRBUTORY DRAINAGE AREAS. SIMILARLY, STABILIZATION SHALL BE
8. PERIODIC INSPECTION AND REQUIRED MAINTENANCE MUST BE PROVIDED DESIGN BOTTOM 2 2
B
ESTABLISHED PRIOR TO CONVERTING SEDIMENT TRAPS/BASINS10. TEMPORARY CONSTRUCTION ENTRANCES, EXITS AND TEMPORARY ACCESS SHALL
INTO AFTER EACH RAIN EVENT. 1 1 24" MAX L I CEN
PERMANENT (POST-CONSTRUCTION) STORMWATER MANAGEMENT BE SUBJECT TO THE APPROVAL OF THE APPROPRIATE AUTHORITIES. SECTION A-A @ CENTER NOT TO SCALE
PRACTICES. OQ
5. IF TEMPORARY WORK ROADS OR HAUL ROADS CROSS STREAM TOP 501 LI NG FILTER FABRIC
CHANNELS, ADEQUATE WATERWAY OPENINGS SHALL BE CONSTRUCTED L-J
USING SPANS, CULVERTS, WASHED ROCK BACKFILL, OR OTHER 5PEC1 FICATIONS 0 ~ Q SILT FENCE WOVEN WIRE FENCE SYMBOL SECTION B-B
ACCEPTABLE, CLEAN METHODS THAT WILL ENSURE THAT ROAD �� \� (MIN. 14 1/2 GAUGE NOT TO SCALE
CONSTRUCTION AND THEIR USE DO NOT RESULT IN TURBIDITY AND IV ® W/ MAX. G" MESH ■f�
SEDIMENT DOWNSTREAM. ALL CROSSING ACTIVITIES AND APPURTENANCES a viA� O SPACING)
�� CON5TRUCTION 5PEC1 FICATIONS
ON STREAMS REGULATED BY ARTICLE 15 OF THE ENVIRONMENTAL 1 . PRESERVE EXISTING TOPSOIL IN PLACE WHERE POSSIBLE, THEREBY / /O�Jff =vim
CONSERVATION LAW SHALL BE IN COMPLIANCE WITH A PERMIT ISSUED REDUCING THE NEED FOR ADDED TOPSOIL. SRO O�,`v � 2 1. STONE WILL BE PLACED ON A FILTER FABRIC FOUNDATION TO THE LINES,
PURSUANT TO ARTICLE 15 OF THE ECL. PE v 4 0� i� 3G" MIN. LENGTH FENCE GRADES AND LOCATIONS SHOWN IN THE PLAN.
2. AS NEEDED, INSTALL EROSION CONTROL PRACTICES SUCH AS �� POSTS DRIVEN MIN. I G
GROUND.INTO G
G. MAKE SURE THAT ALL CONTRACTORS AND SUB-CONTRACTORS DIVERSIONS, CHANNELS, SEDIMENT TRAPS, AND STABILIZING MEASURES, �` D OR MAINTAIN IF ALREADY INSTALLED. ro R 2, SET SPACING OF CHECK DAVIS CRESS TO ASSUME THAT THE ELEVATIONS of THE T
�l �� �� OF THE DOWNSTREAM DAM IS AT THE SAME ELEVATION OF THE TOE OF THE
UNDERSTAND THE ESC PLAN AND SIGN THE CERTIFICATION STATEMENT O= UPSTREAM DAM. C�2
REQUIRED BY NYSDEC GP. Uo HEIGHT OF FILTER
3. COMPLETE ROUGH GRADING AND FINAL GRADE, ALLOWING FOR DEPTH I G" MIN. 3. EXTEND THE STONE A MINIMUM OF 1 .5 FEET BEYOND THE DITCH BANKS TO
7. DESIGNATE RESPONSIBLITY FOR THE ESC PLAN TO ONE INDIVIDUAL. OF TOPSOIL TO BE ADDED. a��0 a� y .v .v .v .. PREVENT CUTTING AROUND THE DAM.
THIS PERSON SHALL BE NAMED IN THE NOTICE OF INTENT. C� 4. PROTECT THE CHANNEL DOWNSTREAM OF THE LOWEST CHECK DAM FROM SCOUR
4. SCARIFY ALL COMPACT, SLOWLY PERMEABLE, MEDIUM AND FINE �� �c` .� %k �, y y AND EROSION WITH STONE OR LINER AS APPROPRIATE.
I
TEXTURED SUBSOIL AREAS. SCARIFY AT APPROXIMATELY RIGHT ANGLES TO 1
8. AN ESC PLAN INSPECTION PROGRAM MEETING THE REQUIREMENTS OF PERSPECTIVE VIEW 5. ENSURE THAT CHANNEL APPURTENANCES SUCH AS CULVERT ENTRANCES BELOW
THE NYSDEC GP, IS NECESSARY TO DETERMINE WHEN ESC MEASURES NEED THE SLOPE DIRECTION IN SOIL AREAS THAT ARE STEEPER THAN 5%. AREAS CHECK DAMS ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONE.
MAINTENANCE OR REPAIR. PAY PARTICULAR ATTENTION TO INSPECTIONS THAT HAVE BEEN OVERLY COMPACTED SHALL BE DECOMPACTED TO A 30 MIN. FENCE POST---- \ MAXIMUM DRAINAGE AREA 2 ACRES. 'Z
REQUIRED AFTER RAINFALL. THE INSPECTION PROGRAM SHALL ALSO STATE MINIMUM DEPTH OF 1 2-INCHES WITH A DEEP RIPPER OR CHISEL PLOW WOVEN WIRE FENCE (MIN. 14 1/2
THE COMPLETION OF IDENTIFIED REPAIR AND MAINTENANCE ITEMS. PRIOR TO TOPSOILING. SEDIMENT EROSION CONTROL MEASURES GAUGE W/MAX. G" MESH SPACING
WITH FILTER CLOTH
9. IF CONSTRUCTION ACTIVITIES CONTINUE DURING WINTER, ACCESS 5. REMOVE REFUSE, WOODY PLANT PARTS, STONES OVER 3-INCHE5 IN TYPICAL FLOW
POINTS SHOULD BE ENLARGED AND STABILIZED TO PROVIDE FOR SNOW DIAMETER, AND OTHER LITTER. N .T.5. UNDISTURBED GROUND
STOCKPILING. IN ADDITION SNOW MANAGEMENT PLAN SHOULD BE COMPACTED SOIL CONCRETE WASHOUT
PREPARED WITH ADEQUATE STORAGE AND CONTROL OF MELTWATER. A G. TOPSOIL SHALL HAVE AT LEAST G% BY WEIGHT OF FINE TEXTURED
MINIMUM 25 FOOT BUFFER SHALL BE MAINTAINED FROM PERIMETER STABLE ORGANIC MATERIAL, AND NO GREATER THAN 20%. MUCK SOIL EMBED FILTER CLOTH
CONTROLS SUCH AS SILT FENCING. KEEP DRAINAGE STRUCTURES OPEN SHALL NOT BE CONSIDERED TOPSOIL. MATERIAL A MIN. OF GLI) -
" IN GROUND.
AND FREE OF SNOW AND ICE DAMS. INSPECTION AND MAINTENANCE ARE STOCKPILING CONSTRUCTION SPECIFICATIONS
NECESSARY TO ENSURE THE FUNCTION OF THESE PRACTICES DURING 7. TOPSOIL SHALL HAVE NOT LESS THAN 20% FINE TEXTURED MATERIAL SECTION VIEW w
>_
RUNOFF EVENTS. (PASSING THE NO. 200 SIEVE) AND NOT MORE THAN 15% CLAY. DESIGN CRITERIA
8. I . FOR RESIDENTIAL CONSTRUCTION, ONE SPECIFIC AREA ON EACH LOT CON5TRUCTION 5PEC1 FICATION5 1 . THE WASHOUT FACILITY SHOULD BE SIZED TO CONTAIN SOLIDS, WASHWATER AND RAINFALL ,�
ID ENTIFIED TO THE PURCHASER.TOPSOIL TREATED WITH SOIL STERILANTS OR HERBICIDES SHALL BE SO SHALL BE DESIGNATED FOR TEMPORARY STOCKPILING OF TOPSOIL AND AND SIZED TO ALLOW FOR THE EVAPORATION OF THE WASHWATER AND RAINFALL.
D ALL OTHER CONSTRUCTION MATERIALS CONTAINING FINES THAT CAN BE W
I . WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES 2. WASHWATER SHALL BE ESTIMATED AT 7 GALLONS PER CHUTE AND 50 GALLONS PER HOPPER
MOVED BY RUNOFF. THIS AREA SHALL BE AS SMALL AS PRACTICABLE
LAND GRADING OR STAPLES. POSTS SHALL BE STEEL EITHER"T" OR"U"TYPE OR HARDWOOD. OF CONCRETE PUMP TRUCK AND/OR DISCHARGING DRUM. Ri
9. TOPSOIL SHALL BE RELATIVELY FREE OF STONES OVER I 1/2-INCHE5 IN 2. FILTER CLOTH TO BE TO BE FASTENED SECURELY TO WOVEN WIRE 3. THE MINIMUM SIZE SHALL BE 8'X 8' AT THE BOTTOM AND 2' DEEP. IF EXCAVATED, THE SIDE ® ~
5PEC I FI CATI ON5 DIAMETER, TRASH, NOXIOUS WEEDS SUCH AS NUT SEDGE AND 2. STOCK PILES WILL HAVE DOWN HILL SIDE PERIMETER SILT FENCING FENCE WITH TIES SPACED EVERY 24"AT TOP AND MID SECTION. SLOPES SHALL DINE 2 HORIZONTAL : I VERTICAL.
QUACKGRASS, AND WILL HAVE LESS THAN 1 0% GRAVEL. PROTECTION. REFERENCE SILT FENCE DETAILS THESE PLANS.
FENCE SHALL BE WOVEN WIRE, 12 I/2 GAUGE, G" MAXIMUM MESH OPENING. 4. LOCATE THE FACILITY A MINIMUM OF 100' FROM DRAINAGE SWALES, STORM DRAIN INLETS, �
10. TOPSOIL CONTAINING SOLUBLE SALTS GREATER THAN 500 PARTS PER 3. STOCK PILES WILL BE SEEDED AND MULCHED IF ANTICPATED TO BE LEFT 3• WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER- WETALAND5, STREAMS AND OTHER SURFACE WATERS. PREVENT SURFACE WATER FROM ENTERING THE Co
1 . ALL FILLS SHALL BE COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, MILLION SHALL NOT BE USED. IN PLACE 14-DAYS OR MORE. REFERENCE DETAIL SHEET NOTES AND LAPPED BY SIX INCHES AND FOLDED. FILTER CLOTH SHALL BE EITHER FILTERX, STRUCTURE EXCEPT FOR THE ACCESS ROAD.
SETTLEMENT, SUBSIDENCE OR OTHER RELATED PROBLEMS. FILL INTENDED TO SPECIFICATIONS THIS PLANT SET AND STORMWATER POLLUTION MIRAFI I OOX, STABILINKA T 140N, OR APPROVED EQUIVALENT. 5. PROVIDE APPROPRIATE ACCESS WITH A GRAVEL ACCESS ROAD SLOPED DOWN TO STRUCTURE.
SUPPORT BUILDINGS, STRUCTURES AND CONDUITS, ETC. SHALL BE COMPACTED PREVENTION PLAN (SWPPP) ACCOMPANYING THI5 PLAN SET.
I 1 . TOPSOIL SHALL BE DISTRIBUTED TO A UNIFORM DEPTH OVER THE 4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT. G. SIGNS SHALL BE PLACED TO DIRECT DRIVERS TO THE FACILITY AFTER THEIR LOAD IS DISCHARGED.
IN ACCORDANCE WITH LOCAL REQUIREMENTS OR CODES. AREA. IT SHALL NOT BE PLACED WHEN IT IS PARTIALLY FROZEN, MUDDY, OR 4. SILT FENCE AND OTHER TEMPORARY CONTROL MEASURES SHALL BE IN
2. ALL FILL TO BE PLACED AND COMPACTED IN LAYERS NOT TO EXCEED 9 INCHES ON FROZEN SLOPES OR OVER ICE, SNOW, OR STANDING WATER PUDDLES. PLACE BEFORE STOCKPILING OF MATERIALS. 5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN THE LINER SHALL BE PLASTIC SHEETING WITH A MIN. THICKNESS OF 10 MILS WITH NO HOLES OR TEARS.
IN THICKNESS. "BULGES" DEVELOP IN THE SILT FENCE. ANCHOR THE LINER TO THE TOP OF THE PIT WITH AN EARTHEN BERM, SAND BAGS, STONE, ETC.
12. TOPSOIL PLACED AND GRADED ON SLOPES STEEPER THAN 5% SHALL MAINTENANCE
3. FILL MATERIAL SHALL BE FREE OF FROZEN PARTICLES, BRUSH, ROOTS, BE PROMPTLY FERTILIZED, SEEDED, MULCHED, AND STABILIZED BY 1 . INSPECT ALL FACILITIES DAILY. REPAIR ALL DAMAGED OR LEAKING WASHOUT STATIONS IMMEDIATELY.
SOD, OR OTHER FOREIGN OR OTHER OBJECTIONABLE MATERIALS "TRACKING" WITH SUITABLE EQUIPMENT. 2. PUMP OUT ANY ACCUMULATED RAINWATER OVER HARDENED CONCRETE.
THAT WOULD INTERFERE WITH OR PREVENT CONSTRUCTION OF 3. ACCUMULATED HARDENED MATERIAL SHALL BE REMOVED WHEN 75%OF THE STORAGE CAPACITY OF
SATISFACTORY FILLS. THE STRUCTURE IS FILLED.
4. SEEPS OR SPRINGS ENCOUNTERED DURING CONSTRUCTION SHALL BE HANDLED IN 4. DISPOSE OF HARDENED MATERIAL OFF-SITE IN A C/D LANDFILL. ON-SITE DISPOSAL IS ACCEPTABLE ACCORDANCE WITH THE STANDARD AND SPECIFICATION FOR SUBSURFACE DRAIN IF IT HAS BEEN APPORVED AND ACCEPTED AS PART OF THE SW DATE:
PPP. OCt 41 2023
OR OTHER APPROVED METHOD. 5. REPLACE THE PLASTIC LINER WITH EACH CLEANING OF WASHOUT FACILITY. SCALE:
EXCERPTS FROM NYS STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL G. INSPECT INNON-THE E51GNATEDAEAREQUENTLYTOENSURETHATNOCONCRETEDISCHARGESARETAKING N.T.S.
5. STOCKPILES, BORROW AREAS AND SPOIL AREAS SHALL BE SHOWN ON THE PLANS AND PLACE IN NON-DESIGNATED AREAS.
SHALL BE SUBJECT TO THE PROVISIONS OF THIS STANDARD AND SPECIFICATION. NOVEMBER 2016 DRAWN: SDG
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1 STORY \�\ \
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\ SMALL DRA \ \ W \ RI UT CHE�K DAMS I Floor of asin 4,771-SF, 145�L x 33'W
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1 CONDUIT \ \ a � I 0� �� — — f � �
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,DATE: OCt 4� 2023
SCALE: 1" = 20'
DRAWN: SDG
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1 STORY
BUILDING H &� TEES \
2' MIN.
ESTABLISH TURF AND STRAW MULCH Top of Berm EL. 5.00' 12" Storm Grate
EXISTING GROUND EL. 4,50' 12" Horizontal Inlet (977.50')
3 MIN.
EL. 4.00' PLANTING * TEMP. PONDING AREA
LIMITS OF z =
1'-2.0' EXCAVATION o � 1
SWALE 4 0 0 o Z 1
4" TOPSOIL DEPTH
AND S EDING , EL. 3.50' , , , , , , , , , , , 2" - 4" MULCT-1 LAYER o Ln
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/ 4.0' V' BOTTOM°ries WIDTHS& LENGTH (avg. 4 0' w o \/\�\\ \\/ \\��i\ \\//\ \ \\/ W
/ SA = Sgft Q o \\�\�
/ 12" HDPE Outlet Culvert r N 12" HDPE Outlet From Catch Basin
/ Daylight El. 971.60' ) z o \j\ \\� \\ to Dry Pond
Level Spreader 197LF @ S = 0.46% 100 yr Spillway Outlet 4" Perforated PVC
0-10 cfs for 100 r Storm y p y ' r - I n BI r n I n Area �� �\\/\�\� \\\\�\ Invert 973.50' }
Y Direct to Level Spreader 10 X 4 Broadcrested Weir Underdrain with/ Clea�out C OSS Sect O O ete t O \\/\/\ /��\�\\�\/�\\
10' E.W., 0.5D, 10'L Inv. EI. 971.00' Inv. EI. 972.50' \
Inv. El. 974.00 DIMENSIONS VARY AS PER PLAN \�\\ \\\�\�\\/\\�/\\� / / 41
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See Detail Sheet C-110 Max Rate and Velocity, 3.44 CFS, 70 LF @ S = 0.0% ro
1.27 fps @ 100 yr Cleanout shall be locadd within a
EL. I .00' M I RAFT 1 40N
cast iron box and cove( labeled as "Cleanout"
and set flush with finished grade. Q o 0 GEOTEXTILE z
/Dense Grass /�- 974'
\ i BASIN VOLUME AND A5-BUILT L # I WASHED STONE
Area 97s \ CERTIFICATION: W
975 no U
974' Basin Footprint Upon completion of construction, a ba51n EL. (973.50') 0.00' iL"i w
W Y �o - 973 3 33xSF 1 W volume certification and 35-bullt must be 4" Perf Wee Drain w/Cleanouts r z 00
v Spillway "LIGHT" Pik
Rap Stone / certified b a licensed rofe551onal �
El. 973.00 y p Inv. 973.5� U (Dz T,
INV=971.60 , / i Bioretention Area Drain en sneer or land curve or to ensure that z >
vW 9 y Bioretention Underdrain Layers BIB Q o
Stone Splash Protection p N z
9j1 DRY / each structure meets the conditions and � ce
ILU IS
00, C P requirement5 with the details of this sheet. a (n m2-7
9�5 9�3 Provide location and elevation of all plpe5, w � Q
J 9�� structures, and impoundments with respect z °O J
`�0 6' W Berm / 10 yr Overflow Manhole \ W Q
l n to property lines. Certification shall be
_ox `-` Crest El. 976.00' FO� 8 Vertical Penetration \ \ I—
�� Oulet Inv. El. 973.50' Submitted to the local reviewing juri5diction W o
\I 1 for approval.
U)
Forebay Sized to meet 100% WQv --TOP OF / z
(1,600 CF) 100yr Spillway Outlet I �
1 Spillway - "LIGHT" Rip-R4 Stone Floor Area and Sizing Catch Basin with 12" Grate Q
\ 800-SF Inv. El. 977.50' \ w 00
\ > 4:1 Slope Max Rate &Velocity, 2.03 CFS,1 \ O = w Forebay Weir 8' X 4' SPECIFICATIONS FOR BIORETENTION SYSTEMS 0.51 fps @ 100 yr \ ii— CD
Inv. 974.50' / Planting Soil z
\ I e"T sal be a uniform mix, free of stones, stumps, roots or other
I / 5imilar object5 larger than two inche5. No other materia15 or substances 980 — l ,-, 00
shall be mixed or dumped within the bioretention area that may be m d-
I / harmful to plant growth, or prove a hindrance to the planting or \\\
NOTES: / maintenance operations. The planting 5011 shall be free of noxiou5 / \ /) 111 LF 12" HDPE Outlet
POND EMBANKMENT CONSTRUCTION: I weeds. �, 9 // / @ S = 0.45% �� '8331V��iy�
Planting 5011 shall be of a sandy loam consistency containing o Daylight in Dry Pond at Inv. 973.00'
1: EMBANKMENT MATERIAL SPECIFICATIONS: EMBANKMENT CORE AND CUT DRY POND approximately 7597o concrete sand, 25% top 5011 and organlc5. / g� ��5� Provide "Fine" Stone Splash Protection 11
OFF TRENCH MATERIAL SHALL BE MATERIAL CONFORMING TO UNIFIED SOIL PLANCompaction ° 611
CLASSIFICATION GC, SC, CH, OR CL WITH AT LEAST 30% PASSING #200 SIEVE. CORE
AND CUT OFF TRENCH MATERIAL SHALL BE STOCKPILED SEPARATELY FROM OUTER inimize compaction of both the base of the bioretention area and the ro w o0
SHELL MATERIAL. MATERIAL SHALL BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, required backfill. Place 5011 In IIft5 12" or great. Do not use heavy ( I \ I \ \\1 — I y"
STONES GREATER THAN 6-INCHES, FROZEN OR OTHER OBJECTIONABLE MATERIALS. equipment within the bioretention area basin. \ 2'w X 2'D Pea Stone Gravel Lens �s SF�
STOCKPILED MATERIAL SHALL BE COVERED AND PROTECTED FROM WATER,TRAFFIC \ _ L I CEN
AND OTHER DELETERIOUS SUBSTANCES OR PROCESSES. — — — — — — I III I I 1 1 111I I I1 Trench Shall be Lined with
975.00' TOP OF BERM CREST=976.00' + - ` 1 l 11El Mirafi 700x Geotextile Fabric, or Equal
2: EMBANKMENT COMPACTION: EMBANKMENT FILL SHALL BE PLACED IN 12-INCH 6' MIN \ I I \ I llllI l Ill�ll /
LIFTS MAXIMUM AND COMPACTED. THE MINIMUM REQUIRED DENSITY SHALL NOT BE 4(H) TOP OF BERM
LESS THAN 95% OF MAXIMUM DRY DENSITY WITH A MOISTURE CONTENT WITHIN 2%
n 974.20 Of 100—YR 974.00' Qf 100—YR OVERFLOW 1(V) \ �— _
OF OPTIMUM. ALL COMPACTION TO BE DETERMINED BY AASHTO METHOD 99 STANDARD 10' X 4' BROADCRESTED WEIR —6+(H) i° I—I I— —I I 3" Mulch Layer
III—II III—II (Decorative Stones, Rootuc etc.)
PROCTOR. 4' MIN. WIDTH 1(V) 1-1�1 —1�1 (D ti Stn i mulch,TOP OF CORE
., 973.75' Qo 10-YR I— —I � M co I I I—1 I I I I—I1
3: EMBANKMENT CORE DIMENSIONS: THE CORE SHALL BE PARALLEL TO THE t _ _
CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE TOP WIDTH OF THE
r- - - -I � �� � i IIIIIIIII IIIIIII
CORE SHALL BE A MINIMUM OF FOUR FEET. THE HEIGHT SHALL EXTEND UP TO AT BOLT DO ANHOLE FRAME I _ _ —9>
7o Basin Footprint Cleanouts
I—III— III 4" Perforated Underdrain w
LEAST THE 10 YEAR WATER ELEVATION OR AS SHOWN ON THE PLANS. THE SIDE D COVER I a 90' L X 27' W III—I I I�I—I�I /
SLOPES SHALL BE 1 TO 1 OR FLATTER. THE CORE SHALL BE COMPACTED WITH I J, I—I I I I= \� Inv El. 973.50'
CONSTRUCTION COMPACTION EQUIPMENT, ROLLERS, OR TAMPS TO ASSURE MAXIMUM I I �p 2,430-SF I111 I —1 Cleanouts should be located withtin �
DENSITY AND MINIMUM PERMEABILITY. THE CORE SHALL BE CONSTRUCTED/PLACED i I El. 977.00' —1 1 a cast iron box and cover labeled as "Cleanout"
CONCURRENTLY WITH THE OUTER SHELL OF THE EMBANKMENT.
LO and set flush with finished grade.
4: EMBANKMENT SURFACE: A 4-INCH LAYER OF TOPSOIL SHALL BE PLACED ON 48" I M I O
PRE-CAST CONCRETE � \�
ENTIRE SURFACE AREA OF THE EMBANKMENT. GOOD GRASSED COVER SHALL BE 4-FOOT DIAMETER MH. I °' I 1(H) Oo� co
BY SEEDING, LIMING, FERTILIZING, MULCHING, ETC. IN ACCORDANCE OUTLET RISER STRUCTURE I w�r S
WITH NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR SOIL EROSION AND 4(H) I 0o I�1(V) Downspout Area Drain o r-I
SEDIMENT CONTROL. EMBANKMENT SHALL BE KEPT FREE OF WOODY PLANT GROWTH 1(V) Stone Splash Protection \ I
AND TREES. I =
973.50' Qf 10-YR OVERFLOW
is 8" DIA VERTICAL ORIFICE I Z cj I '�
Qw
I m =
973.30' 1 YR CPV DRAINAGE STONE I w g
I
BASIN BOTTOM = 973.00' I INV=971.60' 1--�
I 197LF 12" HDPE ® S = 0.46% M
00000000000000000000000000 I BIO RETE NTIO N AREA
00 000000000000000000000
00 000000000000000000000o INV.=972.50
,/v�✓1
CPv Orifice — 4" Cap with I I pUTL GRADE
1" hole drilled to outlet 1 yr I I ET P LA N
period �O o o
4" PERF. PVC UNDERDRAIN BEDDED IN storm over 24 hr p o I 12" HDPE SMOOTH
UNIFORMLY GRADED STONE, 972.50' '
INTERIOR
12" #1CRUSHED I WALL—HANCORE
STONE w I HIGH Q OR EQUAL CQ
= a I ALL JOINTS WATER
ANTI SEEP I w v a I TIGHT. W
COLLARS I ¢w o Z
WU � V)_ I
I w w x I ►-a
0- 0
I �� � I STONE LINING FOR STORMWATER CONVEYANCE SECTIONSMIN
W
I I THICKNESS STONE FILLING V MAX*2 SEE STONE SIZE? PERCENT OF TOTAL MANgING'S ROUGHNESS O
I I (THK) ITEM 2' DEPTH NOTES BY WEIGHT COEFF N
I I 9" FINE 11.0 FPS 2,3,4 SMALLER THAN 8" 90-100 0.0314
I — J LARGER THAN 3" 50-100
DRY POND I SMALLER THAN NO. 10 SIEVE 0-10 co
SECTION 15" LIGHT 13.0 FPS 2,3,4 LARGER THAN 6" LBS 50-100 LIGHTER THAN 90-100 0.0352
SMALLER THAN 1/2" 0-10
VARIES W VARIES 18" MEDIUM 15.5 FPS 2,3,4 HEAVIER THAN 100 LBS 50-100 0.0395
WEIR LENGTH - FOREBAYS = 8' MINIMUM 15" STONE FILLING SMALLER THAN 4" 0-10
6' = 10' 6' Z TOP OF MEETING NYSDOT LIGHT
WEIR LENGTH - POND
SLOPE
4" TOPSOIL Y - I 2 15"MIN(TYP) GRADATION REQUIREMENTS.
AND SEEDING STONE DUMPED IN PLACE.TOP OF BERM = 0 1 IN 30" HEAVY 17.0 FPS 2,3,4 HEAVIER THAN 100 LBS 50-100 0.0423
12" I__ N SMALLER THAN 6"
OVERFLOW
REFER TO TABLE FOR GRADATION 0-10
WEIR a
1 } 2'(TYP) *1 SOURCE: HYDRAULIC ENGINEERING CIRCULAR NO. 15 DESIGN OF STABLE CHANNELS WITH FLEXIBLE LININGS
TYP ~ H = OR > 4
�1(V) BOOTTTOM OF *2 SOURCE: SOILS DESIGN PROCEDURE SDP2, BANK AND CHANNEL PROTECTIVE LINING DESIGN PROCEDURES
DATE:
CONSTRUCTION FABRIC: TYP MIRAFI 700X GEOTEXTILE OR APPROVED EQUAL MINIMUM 15" STONE FILLING TYP NOTES: Oct 4, 2023
MIRAFI 700X OR EQUAL MINIMUM 9" STONE FILLING MEETING NYSDOT LIGHT SCALE: "- '
� 0 1. STONE SIZES, OTHER THAN WEIGHTS, REFER TO THE AVERAGE OF THE MAXIMUM AND MINIMUM DIMENSIONS 1 -SO
MEETING NYSDOT FINE 6" - GRAVEL CUSHION GRADATION REQUIREMENTS. 6" - GRAVEL CUSHION M OF A STONE PARTICLE AS ESTIMATED BY THE ENGINEER.
MINIMUM 6" GRAVEL CUSHION GRADATION REQUIREMENTS STONE DUMPED IN PLACE.
REFER TO TABLE FOR GRADATION 2. MATERIALS SHALL CONTAIN LESS THAN 20 PERCENT OF STONES WITH A RATIO OF MAXIMUM TO MINIMUM DRAWN: SDG
L= SEE PLAN FOR LINED CHANNEL LENGTH MIRAFI 700X GEOTEXTILE OR APPROVED EQUAL — — — DIMENSIONS GREATER THAN THREE.
FO R E B A Y, & POND OUTLET WEIRS STONE LINED CHANNELS 3. AIR-COOLED BLAST FURNACE SLAG, COBBLES OR GRAVEL HAVING AT LEAST ONE FRACTURED FACE PER JOB
SPILLWAY SLOPES F 0 R E B A Y & POND ACCEPTABLE SUBSTITUTES FOR STONE UNDER THESE ITEMS, PROVIDED THAT SOUNDNESS AND GRADATION SHEET:
REQUIREMENTS ARE MET.
4. MATERIALS SHALL CONTAIN A SUFFICIENT AMOUNT OF STONES SMALLER THAN THE AVERAGE STONE SIZE C- 108
TO FILL THE SPACES BETWEEN THE STONES.
Cn iz
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NOTES: — z 00
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POND EMBANKMENT CONSTRUCTION: / — / ~ Q
� / z z
O
1: EMBANKMENT MATERIAL SPECIFICATIONS: EMBANKMENT CORE AND CUT < Stone Splash Protection M� o � z
OFF TRENCH MATERIAL SHALL BE MATERIAL CONFORMING TO UNIFIED SOIL I W = w
CLASSIFICATION GC, SC, CH, OR CL WITH AT LEAST 30% PASSING #200 SIEVE. CORE / / / co >
AND CUT OFF TRENCH MATERIAL SHALL BE STOCKPILED SEPARATELY FROM OUTER / z w 00 Z
SHELL MATERIAL. MATERIAL SHALL BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, ( /STONES GREATER THAN 6-INCHES, FROZEN OR OTHER OBJECTIONABLE MATERIALS. / O z Q
STOCKPILED MATERIAL SHALL BE COVERED AND PROTECTED FROM WATER, TRAFFIC
AND OTHER DELETERIOUS SUBSTANCES OR PROCESSES.
978.50' TOP OF BERM CREST=979.00' I� z
2: EMBANKMENT COMPACTION: EMBANKMENT FILL SHALL BE PLACED IN 12-INCH 6' MIN I Q W OU
LIFTS MAXIMUM AND COMPACTED. THE MINIMUM REQUIRED DENSITY SHALL NOT BE 4(H) TOP OF BERM Q
LESS THAN 95% OF MAXIMUM DRY DENSITY WITH A MOISTURE CONTENT WITHIN 2% 1 V
978.00' Qf 100—YR OVERFLOW ( ) I z
OF OPTIMUM. ALL COMPACTION TO BE DETERMINED BY AASHTO METHOD 99 STANDARD 4' X 4' BROADCRESTED WEIR — _ _ _ _ _ _ _ _ _ _ —6+(H)
PROCTOR. 977.78 Qf 100—YR
4' MIN. WIDTH 1(V)
Q
TOP OF CORE Ujn �
977.00' Qp 10—YR I.LJ
3: EMBANKMENT CORE DIMENSIONS: THE CORE SHALL BE PARALLEL TO THE I-�
CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE TOP WIDTH OF THE = w
CORE SHALL BE A MINIMUM OF FOUR FEET. THE HEIGHT SHALL EXTEND UP TO AT BOLT DOWN MANHOLE FRAME
LEAST THE 10 YEAR WATER ELEVATION OR AS SHOWN ON THE PLANS. THE SIDE D COVER I ��� I =) C z
SLOPES SHALL BE 1 TO 1 OR FLATTER. THE CORE SHALL BE COMPACTED WITH I '—'
z CONSTRUCTION COMPACTION EQUIPMENT, ROLLERS, OR TAMPS TO ASSURE MAXIMUM I I I 00
DENSITY AND MINIMUM PERMEABILITY. THE CORE SHALL BE CONSTRUCTED/PLACED I I N I 4 Perforated PVC CO Q
CONCURRENTLY WITH THE OUTER SHELL OF THE EMBANKMENT. I I l Underdrain with/ Cleanout
I g I EO � \ Inv. El. 976.00' 2�33N/
4: EMBANKMENT SURFACE: A 4-INCH LAYER OF TOPSOIL SHALL BE PLACED ON PRE—CAST CONCRETE 48 I 1 180 LF @ S = 0.0% -`t-
ENTIRE SURFACE AREA OF THE EMBANKMENT. GOOD GRASSED COVER SHALL BE 4—FOOT DIAMETER MH. I I 1(H) I Cleanout shall be located within a �o J�� 1b
ESTABLISHED BY SEEDING, LIMING, FERTILIZING, MULCHING, ETC. IN ACCORDANCE OUTLET RISER STRUCTURE w } I ) 0 I
WITH NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR SOIL EROSION AND 4(H) I o o I�1(V) cast iron box and cover labeled as "Cleanout" z N
SEDIMENT CONTROL. EMBANKMENT SHALL BE KEPT FREE OF WOODY PLANT GROWTH 1(V)l I 11 I Floor of Basin 4 771-SF 145' L x 33'W and set flush with finished grade. o= w
AND TREES. I z o �`
Y I Broadcrested Weir Outlet, 4' x 4'
m = I Inv. El. 977.50' I �S L I CENS�O
n 976.54 1 YR CpV DRAINAGE STONE
BASIN BOTTOM = 976.50' I I
I I 263LF 8" HDPE ® S = 0.20% IN V=975.50'
0000000000000000000000000o INV.=976.00' I I I
00 000000000000000000000
00 0000000000000000000000
fvo�o 0,�10,�/-l�0 10 I OJ'
CPv Orifice — 4" Cap with O
I GRADE I
1" hole drilled to outlet 1 yr I I GRADE
I �� Manhole Outlet Structure
4" PERF. PVC UNDERDRAIN BEDDED IN storm over 24 hr period po 000 o o
I8" HDPE o
UNIFORMLY GRADED STONE, 976.00' �� °�� IINTERIOR SMOOTH Q� / Oulet Inv. El. 976.00
STONE
I I WALL—HANCORE I (p
I o HIGH Q OR EQUAL /
= a I ALL JOINTS WATER /
ANTI SEEP Z LOU- 0 I TIGHT. /
COLLARS I
I N8" HDPE Outlet Culvert
I �
X Daylight El. 975.50 O
I 0-o2w
I i \ 263LF @ S = 0.20% co
ATTENUATION BASIN OUTLET \
SECTION ATTENOATION BASIN \�
PLAN
/ U
� I �
6' WEIR LENGTH - POND = 4 6' \
4 TOPSOIL TOP OF BERM
AND SEEDING 12" \ \
OVERFLOW /
WEIR O
1 cA
JTYP
1 � I co
CONSTRUCTION FABRIC: TYP I ��
MIRAFI 70OX OR EQUAL MINIMUM 9" STONE FILLING
MEETING NYSDOT FINE
MINIMUM 6" GRAVEL CUSHION GRADATION REQUIREMENTS
OUTLET WEIRS
DATE: Oct 4, 2023
SCALE: 1"=50'
DRAWN: SDG
JOB:
SHEET:
C- 109
Existing Subcatchment 2 - ESC-2
Existing Site Conditions - Area = 21, 518 SF (0.49-AC) Proposed Culvert Analysis
Proposed Site Conditions - PSC-1 Area = 61, 729 SF (1.42-AC)
Existing Subcatchment 1 - ESC-1 Culvert Drainage Area = 33, 656 SF (0. 77-A C)
Surface Conditions & Soils: Existing Site Conditions - Area = 113, 643 SF (2. 61-AC) `�
100% Ovid, OaA - Hydrologic Soil Group (HSG) C z
Surface Conditions & Soils: ° Ln
Surface Conditions & Soils: o
Runoff Curve Number = 72, Woods and Brush, Good HSG C Soils 100/ Ovid, OaA - Hydrologic Soil Group (HSG) C
Runoff Curve Number = 98, Impervious/Gravel, Good HSG C Soils 20% Kendaia, KaB - Hydrologic Soil Group (HSG) B w
80% Ovid, OaA - Hydrologic Soil Group (HSG) C Runoff Curve Number = 58, Woods and Brush, Good HSG B Soils cl
Overland Stormwater Runoff - Longest Flowpath = 374 If +/- Runoff Curve Number = 58, Meadow, Good HSG B Soils }
Sheet Flow, Woods, Lt. Under - 100 if @ S = 2. 1 % avg. Overland Stormwater Runoff - Longest Flowpath = 1, 0431f +/- >,
Shallow Conc. Flow - Woodland - 137 If @ S = 1 . 5% avg. Runoff Curve Number _ 58, Woods and Brush, Good HSG B Sods Sheet Flow, Woods, Lt. Underbrush - 100 If @ S = 2. 0% avg.
1 - g Runoff Curve Number = 72, Woods and Brush, Good HSG C Soils Shallow Conc. Flow - Woodland - 410 if @ S = 2. 4% avg. °
Shallow Conc. Flow Unpaved - 137 if @ S = 2. 2010 avg. Runoff Curve Number = 87, Compacted Dirt, Good HSG C Soils ►► _ = o z
6 Culvert 14 if @ S 1 .� I 5 /oavg. _ �
To Design Point 2 - (DPE 2) - _ Trap/Vee Channel Flow - 72 If @ S = 0. 8% avg. U w
Overland Stormwater Runoff Longest Flowpath - 1, 101 If +/- 12 " Culvert - 57 If @ S = 2. 3% av . () w
Sheet Flow Dense Grass - 100 If @ S = 1 . 8% avg. g 0 = Ln w
9
Shallow Conc. Flow - Short Grassed Pasture - 250 If @ S = 2. 8% avg. J z Q 00
06" 0 (D
II l Shallow Conc. Flow - Woodland - 583 If @ S = 2. 91 % avg. 100 Yr Storm � 0 o 0 z
J �
Shallow Conc. Flow - Unpaved - 168 If @ S = 2. 4% avg. 0. 93 cfs, Max Vel 3. 89 fps m w z
Avg. Depth at Peak, 0. 50 = z LU ;-I z
I � � _ H zooQ
l To Design Point 1 (DPE 1) p 0
> V) U
I QJ � z
I ► Qz o
Ln
/ w LLJ � oDesi n int Existing Q o �J a = r 0 LLJ
�, I , oc CO
107 / �� 'St
E
F S 1- f • J�
1 I I 1 U\ i zY Ln
2.6 C
°dam I I a
I J \O
I ) Od I ,I�. I b� 1 Q
II 1 I1 \ \ 0 _ C� c . / ) / _ � / S LICENS`O
�,�� � ) � � �
�s Flow Tr'
\ I I I \ \ \ I Longepath
I I dULV I 1 ode
I I n / 1 1 ► I 1 .,, 00 O \
„ \ 0.7� C
0
Ll
.� \
cam . O
1 De 1 i m xrtti n I n co
I I 1 c °ROPE"" p, \`- 06
II I EXISTING CONDITIONS U
l I
I I► I � / I W
w
co
REFERENCE HYDROCAD (HYDRAULIC & HYDROLOGIC) MODELING RESULTS PRESENTED WITH THESE PLANS
DATE: Oct 41 2023
SCALE: 1"=70'
DRAWN: SDG
JOB:
SHEET:
C- 110
Proposed Subcatchment 1 - PSC-1
Y Y ��� Proposed Site Conditions - Area = 79,048 SF (1.81-AC)
SPREADER LIP- CONSTRUCT THE LEVEL LIP ON UNDISTURBED SOIL �-� -v y � � � F���o��o`'
TO UNIFORM HEIGHT AND ZERO GRADE OVER THE LENGTH OF THE
SUCH PROTECT
O STONE TO PREVENTEROSION
O RESISTANT
SIS ANT MATERIAL -y - � -V Y��I� Proposed Culvert Analysis L
�
ESTABLISHED. � � � �� � Y �' Surface Conditions & Soils: Proposed Site Conditions - PSC-1 Area = 61, 729 SF (1.42-AC) z Q
OUTLET AREA- THE OUTLET DISPOSAL AREA MUST BE GENERALLY y,� O u
SMOOTH AND WELL VEGETATED WITH A MAXIMUM SLOPE OF 10%. �- - -y-- o v k l kaC 44% Kendaia, KaB - Hydrologic Soil Group (HSG) B Culvert Drainage Area - 33, 656 SF (0. 77-AC) '� Ln
Ln
VEGETATE ALL DISTURBED AREAS � -y- -y- -y- 56% Ovid, OaA - Hydrologic Soil Group ( )HSG C �-
CONSTRUCTION SPECIFICATIONS p[
1. THE MATTING SHOULD BE A MINIMUM OF 4 FEET WIDE y -y- y Surface Conditions & Soils. W
EXTENDING 6 INCHES OVER THE LIP AND BURIED 6 INCHES
DEEP IN A VERTICAL TRENCH ON THE LOWER EDGE. ELEV J J� Runoff Curve Number - 58 Meadow Good HSG B Soils W
ENTRA E 100% Ovid OaA - Hydrologic is Soil Group HSG C
THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT �-- Y- � PT. wror Ew) STABILIZED � � �
SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY y SLOPE U�& Y g. p
SPACED HEAVY DUTY WIRE STAPLES AT LEAST 12 INCHES LONG. Y �Y E Runoff Curve Number = 58, Woods and Brush, Good HSG B Soils �-
2. ENSURE THAT THE SPREADER IS LEVEL, FOR UNIFORM SPREADINGBILE
J Runoff Curve Number - 72 Woods and Brush Good HSG C Soils
OF STORM RUNOFF. UNDISTURBED c�5 k , Runoff Curve Number - 58 Woods and Brush Good HSG B Soils
3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL. � OUTLET AREA � GAP k� 7 7
(NOT ON FILL) Y
1 Length 0
I I ath - 1,043 If
4. CONSTRUCT A 20 FOOT TRANSITION SECTION FROM THE � � ft) N _
DIVERSION CHANNEL TO BLEND SMOOTHLY WITH THE WIDTH �' Overland Stormwater Runoff - Longest Flowpath - 1,043 If +/- Overland Stormwater Runoff - Lon Longest Flow +/- o
AND DEPTH OF THE LEVEL SPREADER. � �- � g p z
I I 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY Y EPTV �� Sheet Flow, Dense Grass 100 if @ S - 1 . 8% avg. Sheet Flow, woods, Lt. Underbrush - 100 if @ S - 2. 0% avg.
I STABILIZED SLOPE, NOT TO EXCEED 10%, MAKE SURE THAT �
I THE SLOPE IS SUFFICIENTLY SMOOTH TO KEEP THE FLOW FROM 3 ELEVATION POINTS ON Shallow Conc. Flow - Short Grassed Pasture - 250 If @ S - 2. 8% avg. Shallow Conc. Flow - Woodland 410 If @ S - 2 4% avg U W
CONCENTRATING. SPREADER ALL AT SAMEI--I
I I ELEVEVATION (TYPICAL) Shallow Conc. Flow - Woodland 379 If @ S = 3. 3% avg. 12 " Culvert 14 If @ S = 1 . 5 /o avg. _
6. IMMEDIATELY AFTER IT'S CONSTRUCTION, APPROPRIATELY SEED � y' o
AND MULCH THE ENTIRE DISTURBED AREA OF THE LEVEL
SPREADER. LU
�DTM PT. SYMBOL Trap/Vee Channel Flow - 171 If @ S = 1 . 75% avg. Trap/Vee Channel Flow - 72 If @ S - 0. 8% avg. O (pz z 00
Q(cfs) E.W.(ft) D(ft) LENGTH(ft) /�{- — o /I _ J d-
I MATTING SURGE STONE LIP 6 " Culvert(, - 14 If @ S = 1 . 5 /o avg. 12 Culvert - 57 If @ S - 2. 3% avg. 0 0
I �-10 10 0.S 10 STAPLE IN PLACE ........ z z
i—.5'-I-3.5'— (o) 11 Trap/Vee Channel Flow - 72 If @ S 0. 8% avg, fLiY. 0 LL o
I 10 20 16 0.6 20 I _
BURIED EDGE Q _j N Z
I 20-30 24 0.7 30 CROSS SECTION ~ ck�
I I NOT TO SCALE STANDARD LEVEL SPREADER 12 " Culvert - 57 If @ S = 2. 3% avg. 100 Yr Storm �- � � m > z
3. 79 cfs Max Vel 6. 13 fps
I � � z
Ln
LLI ,
To Design Point 1 - DPP 1 Avg. Depth at Peak 0. 73" Ul z Q
9 ( � 9 p � U
z
I I I ( Q JD z
i Design P i nt Proposed - - < LL a Q 2:II i g p < ) , QLo woo
w
CD
= ood
�
/ Q 3 p
I
U
I ILn
z �
1 - A -
I 1 IInges I Longes Flowpath Tc a
B
� I �1 III �. RT TO 12"HDPE UPGRA — dULV I I \
� I I 1 I III 1 \ � — � I
I � E CUL O.
II I I OO L SUflF FFE�YIAI'�HIDINC J� \ \ \
/ \ O I
e�lgn n ro `os I I �, \ \
co
7 —
_ o
n Proposed Subcatchment 3 - PSC - 3
Proposed Site Conditions - Area = 36,900 SF (0.85-AC) m c�
PROPOSED CONDITIONS Surface Conditions & Soils:
o U
III i , J I 100/ Ovid, OaA - Hydrologic Soil Group (HSG) C
i
Proposed Subcatchment 2 - PSC - 2 w
Proposed Site Conditions - Area = 19, 189 SF (0.44-AC) Runoff Curve Number = 98, Rooftop, Parking, Good HSG C Soils =
p g �
V Runoff Curve Number = 65, Brush, Good HSG C Soils �— w
Surface Conditions & Soils: 0
100% Ovid, OaA - Hydrologic Soil Group (HSG) C Overland Stormwater Runoff - Minimum 6 minutes
co
Runoff Curve Number = 98, Rooftop, Parking, Good HSG C Soils ~
To Design Point 1 - (DPP 1)
Runoff Curve Number = 747 >75% Grass, Good HSG C Soils
Overland Stormwater Runoff - Minimum 6 minutes
To Design Point 1 - (DPP 1)
DATE: OU 41 2023
SCALE: 1"-70'
DRAWN: SDG
REFERENCE HYDROCAD (HYDRAULIC & HYDROLOGIC) MODELING RESULTS PRESENTED WITH THESE PLANS
SHEET:
C- 111