SW3200202_Plansheet C9.00-02 - SCM Detail_20220216

STORMWATER CONTROL M EASU RE 'A' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE
PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE
ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE
CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE
MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER. HOWEVER PRIOR TO IMPLEMENTATION THE DESIGN
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED
MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR
EROSION CONTROL PURPOSES. IF SO THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCTTHE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF
THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL
PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER OR SKIMMER SHALL BE CONNECTED TO THE PERMANENT 8--0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN -OUT THE
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN
AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE
INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION
PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER
THE APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED
WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND
PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE
PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3"4' ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS
DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE, INTERIOR
PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY
SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE
EXCAVATION / CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN
APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO
DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE RETAINING WALL AT THE
BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY
FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED FILL UNLESS
CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER
THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT
THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW FILL AREAS AND VERIFY THEIR SUITABILITY
FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE
PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED
DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE
GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN
OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND
KEY TRENCH: ML AND CL. ALL FILL MATERIALS SHALL BE APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER FOR THE INTENDED USE.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS
FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION ALL UNSUITABLE MATERIAL SHALL BE
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE
STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
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4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95/o OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL ENGINEER, THAT THE
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THIS CERTIFICATION MUST ADDRESS THE TESTING FOR
MATERIALS AND COMPACTION OF THE DAM EMBANKMENT AND SPILLWAY. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER CONTROL MEASURE. THEREFORE, IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED
DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT
OF FILL OR AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 36"0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT
OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT"
FROM THE VILLAGE OF WESLEY CHAPEL AND TOWN OF INDIAN TRAIL AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES
(E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE
CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS
REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST
BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE
COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO
A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL
SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR
KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A
MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5
FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME
SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS
OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION
FOR FUTURE AS -BUILT SUBMITTALS TO THE VILLAGE OF WESLEY CHAPEL.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS LISTED ITEM 4
OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS
LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON -SITE GEOTECHNICAL
ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE
UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY
THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION DUE TO EXPOSURE RAINFALL SEEPAGE AND RUNOFF BEFORE
THE CRADLE CAN BE POURED IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE
SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE
BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE
PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO
COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE
ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK
TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. THIS MAY BE
CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN THE STRUCTURAL
FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL
REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE
CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE
CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE THEN PRIOR TO
CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON
EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE RISER BOX
SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS
BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 36" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET C9.02.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS" AND
REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEETTHE
STANDARDS SET FORTH IN BERM AND SOIL COMPACTION SPECIFICATIONS INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF
NECESSARY TO ACHIEVE PROPER COMPACTION THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN
4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL
COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A
MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION
MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE VILLAGE OF WESLEY CHAPEL, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING
WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE VILLAGE OF WESLEY CHAPEL.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 36"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76-LATEST.
THE PIPES SHALL HAVE CONFINED 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4' X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO
ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR REVIEW, SHOP DRAWINGS AND
SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL
LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE INNER WALL OF
THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET C9.01 FOR LOCATION OF THE RISER
STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE
PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM
2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD.
HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER
FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION THE ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE
A SHIPPING WEIGHT OF 16,603 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION
BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUALTO THE MINIMUM LISTED ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-C990-LATEST. IF NECESSARY, THE
CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMITTRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR
SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE
ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 85°F OR BELOW
40°F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 36" 0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED EQUAL (NON -WOVEN
FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 6" 0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 X-CENTRIC VALVE
OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE
VIA A HAND WHEEL (SEE DETAIL SHEET C9.02). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL
ON TOP FOR OPERATION OF THE 6" 0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE
TRASH RACK.
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PRECAST RISER OUTLET STRUCTURE (JOINTS WRAPPED IN
m GEOTEXTILE FABRIC)SHAPE = SQUARE
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80TOP OF RISER = 601.20 INV. OUT (36"0 RCP) - 596.000 (4) RECTANGULAR WEIRS (3'W x 1H) = 600.20
TOR
(4) 3.00"0 ORIFICE = 598.30 VELOCITY DISSI4.5"0 ORIFICE INVERTED SIPHON = 597.00 NCDOT CLASS T RIPRAP°' I INVERT OUT (36"0 0-RING RCP) = 596.50II(SEE DETAIL ON SHEET C9.01) 241 X 9'W X 22" THICK
w D50 = 13
(SEE DETAIL SHEET C9.02)Z 0 / J593
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\ + 592.50 \ / / MINIMUM WIDTH = 5 FT
\ \\ \ SEDIMENT 592.50 + / / / / TO BE COMPACTED
\\ \ \ / 603 FOREBAY PER "BERM AND SOIL
\ \\ / COMPACTION SPECIFICATIONS" \ \ \ BOTTOM AT 592.0' 6o4
(1' SEDIMENT 0
\ \. 'IQ \ \� STORAGE) l °' 11l0 3 604 9 /
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DRAINING TO THE SCM.
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> STORMWATER CONTROL MEASURE W PLAN VIEW finch =30ft.
1" = 30'
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MCADAMS
The John R. McAdams Company, Inc.
3430 Torin don Way
Y
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
KOLTER
LAND PARTNERS
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PRECAST RISER OUTLET STRUCTURE (JOINTS WRAPPED IN
m GEOTEXTILE FABRIC)SHAPE = SQUARE
INTERNAL DIMENSIONS = 4 FT. x 4 FT. ENDWALL PER NCDOT STD. 838.
80TOP OF RISER = 601.20 INV. OUT (36"0 RCP) - 596.000 (4) RECTANGULAR WEIRS (3'W x 1H) = 600.20
TOR
(4) 3.00"0 ORIFICE = 598.30 VELOCITY DISSI4.5"0 ORIFICE INVERTED SIPHON = 597.00 NCDOT CLASS T RIPRAP°' I INVERT OUT (36"0 0-RING RCP) = 596.50II(SEE DETAIL ON SHEET C9.01) 241 X 9'W X 22" THICK
w D50 = 13
(SEE DETAIL SHEET C9.02)Z 0 / J593
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MAINTENANCE/ACCESSMEASURE
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L 596
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co
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\ + 592.50 \ / / MINIMUM WIDTH = 5 FT
\ \\ \ SEDIMENT 592.50 + / / / / TO BE COMPACTED
\\ \ \ / 603 FOREBAY PER "BERM AND SOIL
\ \\ / COMPACTION SPECIFICATIONS" \ \ \ BOTTOM AT 592.0' 6o4
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1" = 30'
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MCADAMS
The John R. McAdams Company, Inc.
3430 Torin don Way
Y
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
KOLTER
LAND PARTNERS
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REVISIONS
NO. DATE
1 06. 15. 2020 REVS PER 1ST REVIEW BY ALL AGENCIES
2 04. 20. 2021 REVS PER 3RD REVIEW BY ALL AGENCIES
PLAN INFORMATION
PROJECT NO.
KLP-19000
FILENAME
KLP19000-SWA
CHECKED BY
MVD
DRAWN BY
AJB
SCALE
1"=30'
DATE
01. 17. 2020
SHEET
STORMWATER CONTROL
MEASURE'A' PLAN VIEW
C9600

TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
TOP OF DAM EL. = 603.50
100-YEAR STORM EL. = 602.73
50-YEAR STORM EL. = 602.20
25-YEAR STORM EL. = 601.69
10-YEAR STORM EL. = 601.18
TOP OF RISER EL. = 601.20 (4) RECTANGULAR WEIRS
2-YEAR STORM EL. = 600.25 (ON EACH SIDE OF RISER)
3'W x 1. O' H
1-YEAR STORM EL. = 599.73 AT INV=600.20
(4) 3"0 ORIFICE
INV. = 598.30
WATER QUALITY VOLUME = 598.06 (2 PER SIDE)
NORMAL WATER SURFACE EL. = 597.00
36"0 0-RING RCP INVERT EL. = 596.50
DAM ELEV: 603.50
MAIN POOL
ELEV: 597.00
TRASH RACK 10 FT. WIDE MINIMUM TEMPORARY POOL
(SEE DETAIL) PROPOSED GRADE COMPACTED BERM SECTION ELEV: 598.08
(SEE BERM AND SOIL COMPACTION
CONCRETE COLLAR 3 = I I=III=III=III=III=III=III=III=III=III=III 3 SPECIFICATIONS ON SHEET C9.00) - - -
1.00 (TO BE CONSTRUCTED IN I IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII-III- 1 SPILLWAY FILTER SEDIMENT MAIN
SEE DETAIL) 0"'11 THE FIELD Y THE CONTRACTOR, 1 - I I=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=- (SEE DETAIL SHEET C9.02) FOREBAY POOL VEGETATIVE SHELF
_ II II II II II II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII-III_ _ TOP: 597.50
- - = I I I I=I 11=I 11=I 11=I 11=I 11=I I I=1 11=I 11=I I I=III=III=III=III=III=III=III=III=III=III=III=III 6" COVER FOREBAY SEDIMENT BOTTOM: 596.50
6" COVER STORAGE ELEV: 593.00
(MIN.) - I I=I I I=1 I I I=1 I I=1 11=III=III=III=III=III=III=III=III=III=III=III-III-III-III-III-III-III-III--III=III (MIN.) MAIN POOL SEDIMENT
14=1 I4J I I=I I I 1=III=III=III=III=1 I E 11=I I I=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I I I=III= STORAGE ELEV: 592.00
- =III=I 11=I 11=I I I-- --I I Icl I ICI I =III=III=I I I=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I 11=I I ElIElII=III=III II BOTTOM OF SEDIMENT BOTTOM OF SEDIMENT
591 00
=1 I I=I I =I I -III III IIEl I ; , III I I I I III I I I I I II-�l I [Ell I I � I I EIII=III=III=III=IIElIElIElIElIElIElIElII l I,-; I I I„` I�-1 I I �II I ENDWALL PER NCDOT STD. 838.80 STORAGE ELEV: 592.50 (1 STORAGE ELEV: DEPTH
__________ ___ � � I I I I I I I I III -III -III -I I I -I I I -I I I -I I I-� I �_ J_ _ J_ �_ (SEE DETAIL ON SHEET C9.02) (6 IN DEPTH AT EXIT)
WET POND FLOW ------------7::� - -
APPROXIMATE LOCATION OF
O -� 49 LF CLASS III 36"0 0-RING RCP _ -------- - -�-- � �_ __ BOTTOM OF SEDIMENT
EXISTING GROUND STORAGE ELEV: 592.00
(ASTM C76-LATEST) 0 1.02� - (1 FT DEPTH AT ENTRANCE) CROSS SECTION
�OC�
J / ° d ° d
--- - 4-----d zd
----- ---------d -----4------------' 4
----------- a
oC
-
d
d
--II
-°-1-I�I
_I
d°
4 4/
4
a °
°I
4.5"0 INVERTED SIPHON
RN
INV. = 597.00
III III IIII/II
II III
III IIIIII III IIIIII
II IIIIII
II IIIIIII III IIIIIII IIIII III IIIIIIIII IIIIIIIII IIII
IIIIII
2.0' (MIN) -
I- I
II_ I II-I
IIII IIIIII IIIIII IIIIII IIIIII IIIIII IIIIII IIII
III III
III IIIIII IIIIII IIIIII IIIIII IIIII IIIIII IIIII
III III IIIIII III I
(SEE DETAIL ON SHEET C9.02)
I
-III I -
���
1',, II
-I
THICK K JOINT OINICRETEICRADLE 11
FILLERMATERIAL II
IIII
I I
INV 36'0 0-
VI
ELOCITiY-DISSIPAt TOR
6"0 EMERGENCY DIP
SEE DETAIL ON SHEE9.
5 FT. WIDE
EL. 596.0
III(SEE DETAIL SHEET C9.02)
DRAIN TRASH RACK I III III III III III II
I '
I-II-IdI
I-_
KEY TRENCH (SEE BERM I
IUIIQIII
1 I
DETAIL ON SHEET C9.02)
INVERT OUT
COMPACTION SPECIFICATION
-A DOUBLE LAYER OF NON -WOVEN
NOTES:(SEE
III III III III III III
.
III III III III III III III III III III III III III
III III III III III III
SHEET C9.00) KEY TRENCH TO BE =
III I III III
GEOTEXTILE FABRIC SHALL BE PLACED
III I III III III III„.III
II -
-III
CONCRETE
CONTRACTOR SHALL FORM INVERT IN
= PROVIDED PER THE DIRECTION OF
_
- AROUND EACH JOINT OF THE 36" 0 0-RING RCP - I 1
1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING)
ANTI -FLOTATION BLOCK
-BOTTOM OF RISER STRUCTURE TO DRAIN III III III
III III III III
THE SITE GEOTECHNICAL ENGINEER -
BARREL IN 2 WIDE STRIPS CENTERED ON JOINT. -III-
THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING
x J"O GRADE 8
NLESS STEEL
CRETE LAG
=W
18 " X 4" X
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
0
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE
AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY
THE CONTRACTOR. THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER
VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5-FT FROM
THE RISER.
5_0'
4.0'
3.0'
(4) RECTANGULAR WEIRS
°
(ON EACH SIDE OF RISER)
3'W x VH
d
c
AT INV=600.20
(4) 3"0 ORIFICE
d
INV. = 598.30----�
(2 PER SIDE)
INVERTED INTAKE-----,,i
(SEE DETAIL ON36"�
0-RING
SHEET C9.02)
i\ RCP
6"0 DIP DRAIN
i
W/ TRASH RACK
I �'
(SEE DETAIL ON
SHEET C9.02)
°
d
d 4
d
°
°
d °
°
° 4
d
CONCRETE
ANTI -FLOTATION
BLOCK
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.02)
- III III l l l l l l l III III 1 III PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL
- III III III BARREL INVERT
NON-SHRINK NKUGROUT III III III III III III III III III III III III 1
III - PERMANENT DAM CROSS SECTION ��IIIIIIIIIIi� INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2-T03-INCH ES OF THE
BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
N.T.S. FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4-INCHES ON THE DAM
EMBANKMENT.
d
1.5'
°d
8.0'
5.0'
d
°
d
d
d
°
°
°
d
d
°
d
°
4
Q
3.0'
INVERTED SIPHON d °
(SEE DETAIL ON SHEET C9.02) °
d °
d
°
Un °
d d °
d
4
°
6" PLUG VALVE. THE VALVE SHALL BE A
M&H STYLE 1820 X-CENTRIC VALVE OR (4) 3"0 ORIFICE
APPROVED EQUAL. THIS VALVE SHALL BE IN INV. = 598.30
ACCORDANCE WITH AWWA C-517, AND (2 PER SIDE)
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
TOP OF RISER EL. = 601.20
(4) RECTANGULAR WEIRS -
(ON EACH SIDE OF RISER)
3'W x VH
AT INV=600.20
VALVE STEM GUIDE -
(SEE NOTE #3)
(4) 3"0 ORIFICE -
4.20' INV. = 598.30
(2 PER SIDE)
5.95'
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.02)
INVERT EL. = 596.50
0.50' 6" DIP DRAIN
W/ TRASH RACK 77
° (SEE DETAIL ON
° SHEET C9.02)
1.25'
d ° d CONTRACTOR SHALL SEAL
THE PIPE PENETRATION
USING A RUBBER BOOT
AND STAINLESS STEEL
HARDWARE
CONTRACTOR SHALL FORM 60 DIP DRAIN PIPE_
INVERT OF RISER STRUCTURE CONTRACTOR SHALL CORE -DRILL THE
TO DRAIN POSITIVELY TO HOLE FOR THE 6"0 DIP PIPE IN THE
INVERT OF OUTLET BARREL FIELD. PRECASTER SHALL OMIT
USING NON -SHRINK GROUT REINFORCEMENT IN THIS AREA
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
1.5' (4) RECTANGULAR WEIRS
(ON EACH SIDE OF RISER)
3'W x VH
° AT INV=600.20
° 1 " THICK JOINT FILLER MATERIAL
110 ° L
d d
° ° ° CONCRETE CRADLE
'6 ° (SEE DETAIL ON
° SHEET C9.02)
d
°
° 36"0 0-RING
° RCP
FLOW
d
°
d
4 d
d
° d d CONCRETE COLLAR
° (TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR,
d ° d SEE DETAIL)
d 1" THICK JOINT FILLER MATERIAL
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
36"0 0-RING RCP
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
CONTRACTOR
SHALL PROVIDE STEPS IN
ACCORDANCE
WITH NCDOT STD. 840.66.
STEPS SHALL
BE PLACED AT 16" O.C.
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
-
36"0 0-RING RCP
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
I
FIELD BY THE CONTRACTOR,
SEE DETAIL)
----------------------
36"2 0-RING
RCP
FLOW
O•
4
4
4 �
4 4 Q/
CONCRETE CRADLE
4
(SEE DETAIL ON
/4
SHEET C9.02)
16"
1" THICK JOINT FILLER MATERIAL
PLUG VALVE. THE VALVE SHALL
BE A M&H STYLE 1820 X-CENTRIC
CONCRETE ANTI -FLOTATION
VALVE OR APPROVED EQUAL. THIS
BLOCK
VALVE SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
7.0'
1.0' (TYP.)
I�
9.9 LF
2"x2"x1/4"
ANGLE
;ONCRETE
WCHOR
3OLT (TYP.,
>EE NOTE
14)
DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE
TO BE PROVIDED BY THE TRASH 21x3' ACCESS HATCH. ACCESS
RACK FABRICATOR PER OUTLET HATCH SHALL BE POSITIONED
STRUCTURE MATERIAL OVER STEPS.
NOTES: SPECIFICATIONS (SHEET C9.10)
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED,
THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR 4"x1/4" CONCRETE ANCHOR BOLTS
THROUGH ANGLES. 5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR CONCRETE COLLAR. RISER TRASH RACK DETAIL
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER. N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. WRAP OUTSIDE OF PIPE WITH VOLCLAY WATERSTOP-RX® 101 (OR PRE -APPROVED EQUIVALENT) AT THE FACE OF THE PRECAST STRUCTURE
WALL. PROVIDE 6" OVER LAP ON THE BOTTOM OF THE PIPE.
1 6.0' 1
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
0.5'
3.5'
1.0'
ANCHOR
DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
° °
°
°
36" 0-RING
I� RCP
i °
CONCRETE ANCHOR "^'T
(TYP., SEE NOTE #
9.9 LF
2"x2"x1/4"
ANGLE
.00 3" CLEARANCE
TO OUTSIDE
OF #4 REBAR)
3" ANCHOR DEPTH
WRAP OUTSIDE OF
PIPE WITH FLEXIBLE
PRECAST
WATERSTOP SEAL
STRUCTURE
(SEE NOTE 2)
WALL
#4 REBAR ANCHORS.
CONTRACTOR SHALL
-
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
4.5'
WRAP OUTSIDE OF
°
PIPE WITH FLEXIBLE
WATERSTOP SEAL
(SEE NOTE 2)
4
° ° °
d
d
°
° ° 4 5.2" °
d
°
4
°
(CENTER TO CENTER)
°
CONCRETE
ANTI -FLOTATION
BLOCK
_ 4.6' _
r (CENTER TO
CENTER)
FRONT VIEW
°
d4 °
d
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x1 /4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
-3000 PSI CONCRETE
COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
--------- #4 REBAR)
36" 0-RING
RCP
5.5" CENTER TO
CENTER
° 12" ANCHOR DEPTH
d
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
36" CONCRETE COLLAR DETAIL
N.T.S.
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND
SET ANCHORS USING
EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
KOLTER
LA ND PARTl EP
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R• VAN
REVISIONS
NO. DATE
1 06. 15. 2020 REVS PER 1ST REVIEW BY ALL AGENCIES
PLAN INFORMATION
PROJECT NO.
KLP-19000
FILENAME
KLP19000-SWA
CHECKED BY
MVD
DRAWN BY
AJB
SCALE
N / A
DATE
01. 17.2020
SHEET
STORMWATER CONTROL
MEASURE'A' DETAILS
C9601

°
#6 REBAR
PERIMETER FRAME
4" x 4" 6/6
WELDED WIRE
FABRIC (EACH SIDE
& TOP OF CAGE) °
18" (TYP.) d °
2.03'
2 LF
6"0 DIP
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
°
d d4
d
0.86'
(CENTER TO CENTER)
6" PVC CAF
SCREW TYPE
TOP EL. = 597.83
INVERT THROUGH RISER EL. = 597.00
BOTTOM EL. = 596.50
4" x 4" 6/6 WELDED WIF
FABRIC (EACH SIDE & TC
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
0 0
0 2.00'
0 0
0
1
° 6" PLUG VALVE. THE VALVE
° SHALL BE A M&H STYLE 1820
4 d ° X-CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
° ° THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-517, AND SHALL BE
° OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER rnrivi�
6"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 6" 0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
6"0 EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
❑.
6" PVC CAP WITH
4.5"0 DRILLED ORIFICE
PROPOSED GRADE
-III-III-11 MI
I 36" 0 0-RING RCP
FLOW
< - n 4 " d
d
d � .
d•a •d
• 'd • e
d
NO. 67 WASHED STONE
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A
MINIMUM 2' IN THE
DOWNSTREAM DIRECTION.
SIPHON OUTLET DETAIL
N.T.S.
CONTRACTOR SHALL PROVIDE STEEL CLAMP TO
INSURE A WATERTIGHT SEAL BETWEEN THE
SPILLWAY FILTER NON -WOVEN FILTER FABRIC
AND 36"0 0-RING RCP OUTLET BARREL
RISER OUTLET
STRUCTURE
PAI
° d
2'�
6.0"0 PVC SIPHON
INVERT EL. = 597.00 (NWSE)
ENDWALL PER
i 6" MIN. NCDOT STD. 838.80
1' MIN.
CONTRACTOR SHALL I
STEEL CLAMP TO IN
WATERTIGHT SEAL BETWE
SPILLWAY FILTER NON
FILTER FABRIC Al'
0-RING RCP OUTLET
ENDWALL PER NCDOT STD. 838.80
NOTE. 4" WEEPHOLES TO BE PROVIDED WITH
VARMIT GUARD ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH ON UPSTREAM
SIDE (Y4" MAXIMUM OPENINGS). VARMINT GUARD
SHALL BE HAVILAND BRAND STEEL FINGER TYPE
OR ENGINEER APPROVED EQUIVALENT.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE (ADS
N-12 OR APPROVED
EQUIVALENT)
ENDWALL PER
NCDOT STD. 838.80
SPILLWAY FILTER DETAIL
N.T.S.
o RR'
BARREL PIPE FLOWABLE FILL CRADLE
6" PLUG VALVE. THE VALVE CONSTRUCTION SEQUENCE
SHALL BE A M&H STYLE 1820
X-CENTRIC VALVE OR 1. CONSTRUCT FORMWORK FOR FLOWABLE FILL CRADLE ON EXISTING GRADE.
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE 2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
WITH AWWA C-517, AND
SHALL BE OPERABLE FROM 3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2-FT WIDE
TOP OF OUTLET STRUCTURE
VIA A HANDWHEEL. STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE
FILL TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT
(VERTICALLY) PER DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON -SITE GEOTECHNICAL
ENGINEER. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
6"0 DIP ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS ELIMINATED, THEN A LETTER FROM AN NC PE
CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM 22'
MATERIAL SPECIFICATIONS STATED ON SHEET C9.00 IS REQUIRED.
;TOR SHALL SEAL THE PIPE 6. ALLOW CRADLE TO CURE FORA MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS
TION USING A RUBBER BOOT USED IN THE VICINITY OF THE BARREL PIPE.
JNLESS STEEL HARDWARE
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING
OVER WITH HEAVY EQUIPMENT. 12" MIN.
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
WASHED STONE
D IN NON -WOVEN
-ABRIC (MIRAFI
R EQUIVALENT)
W1 (FT.]
1_D"
H2
H1
�B" O.C. (TYP. )
REFER TO CHART
FOR BAR SIZE
ELEVATION
W2 iFT.
PLAN
NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE
RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
ENDWAL
80" NCDOT STD. t
36"0 0-RINC
A�
CORRUGATED
HDPE PIPE (ADS N-12 OR
APPROVED EQUIVALENT)
24'-
PIAN
36" CONCRETE CRADLE DETAIL
N.T.S.
H2
H1
\\-
6.,
8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
SIDE
"'�- 3000 PSI CONCRETE, OR
PER RECOMMENDATION FROM
-ON-SITE GEOTECHNICAL
ENGINEER
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NOTES:
<
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
CC
STANDARDS: 838.01, 838.11, 838,21, 838.27, 838.33,
11 -1 ra 2
838.39, 838.51, 83B.57, 838.63 AND 838.69.
C7 ¢ CO S
2-1
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
LL.I Q LL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 038.
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* USE 4000 PSI CONCRETE.
F 2 W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
U]I- U- 0 J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
cc o " Q
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TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
.�
00 F H
OSHA STANDARD 1926.704.
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PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
w B
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTE❑ FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
• CHAMFER ALL CORNERS 1" On HAVE A RADIUS OF 1".
LL
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J
AT 8" CTS_THE CONTRACTOR WILL HAVE THE OPTION
Q J
TO INCREASE THIS BAR SIZE AS NEEDED.
LL Q. c
0
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE ❑IA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.5016.00
1.25
#5 @ 8"
1.2512.00
3.00/3.75
1.25/2.00
3.5013.75
6.5016.75
1.50
#5 @ 8"
1.2512-00
3.0014.25
1.5012.50
3.5013.75
6.5016.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.7512.50
4.0014.25
7.5018.25
2.5
#5 @ B"
2,50/3.50
4.00/6.00
2.00/3.00
4.5015.50
10.00111.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.2515.75
11.50111.75
3.5
#5 @ B"
3.25/4.50
6.00/6.76
3.25/3.50
6.0016.75
12.00113.25
4.0
#5 @ 8"
3,50/4.50
6.50/7.00
3.25/3.50
6.50Y6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50115.75
5.0
#5 @ 8"
4.50/5.00
7.0018.50
3.25/4.00
7.2519.25
13.75115.75
5.5
#5 0 8"
4.5015.00
1 7150/8.50
3.2514.00
7.2519.25
14.00/15.75
8.0
#5 @ 8"
4.50/5.00
7.501B.50
3.2514.00
7.7519.25
14.75/16.75
OUTLET ENDWALL DETAILS
N.T.S.
NCDOT CLASS "I" RIPRAP
24'L x 9'W x 22" THICK
FILTER BLANKET
(SEE NOTE)
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
36"0 0-RING RCP
ENDWALL PER
NCDOT STD. 838.80
SECTION A A
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HEET 1 OF 1
838.80
22'LAYER OF
CLASS "B" RIPRAP
4 FILTER BLANKET
TT
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
MR. MIKE KISSEL
KOLTER LAND PARTNERS, LLC
701 SOUTH OLIVE AVENUE, SUITE 111
WEST PALM BEACH, FLORIDA 33401
KOLTER
LAND PARTNERS
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REVISIONS
NO. DATE
1 06. 15. 2020 REVS PER 1ST REVIEW BY ALL AGENCIES
PLAN INFORMATION
PROJECT NO.
KLP-19000
FILENAME
KLP19000-SWA
CHECKED BY
MVD
DRAWN BY
AJB
SCALE
N/A
DATE
01. 17. 2020
SHEET
STORMWATER CONTROL
MEASURE'A' DETAILS
C9602