20150070 Ver 1_More Info Received_20150429

Strickland, Bev
From: Reddick, Rob <reddick @mcadamsco.com>
Sent: Wednesday, April 29, 2015 12:26 PM
To: Devane, Boyd
Cc: Meehan, Charles; Turner, Andrea; Strickland, Bev; Burdette, Jennifer a
Subject: RE: Willowcroft digital files
Mr. Devane
I am sorry and a little embarrassed that the stormwater sheets were not included in the full plan set sent to you. They should have
been. I have included them with this email. The link below will allow you to download the four sheets. They were too big to email!
I have copied Bev and Jennifer on this email as I imagine they are /were supposed to receive them first.
Once again I am sorry they were not in the set you received or the digital files you received. These sheets are definitely part of the
plans and are on the table of contents.
The stormwater calculation book was submitted and should be in your possession.
https:Hmcadamsco. sharefile .com /d- scbcce6faee746dla
if you have any issues pulling the files please let me know. Thanks for your patience.
Thanks
Rob
- - - -- Original Message---- -
From: Devane, Boyd [mailto:boyd.devane @ncdenr.gov]
Sent: Wednesday, April 29, 2015 11:42 AM
To: Reddick, Rob
Subject: RE: Willowcroft digital files
Rob, I don't see any drawings showing the specifications of the pond. My brief review did not show any specifics on outlet and inlet
design or various elevations. Has the pond already been approved?
- - - -- Original Message---- -
From: Reddick, Rob [mailto:reddick @ mcadamsco.com]
Sent: Wednesday, April 29, 2015 9:01 AM
To: Strickland, Bev
Cc: Devane, Boyd
Subject: RE: Willowcroft digital files
Thanks Bev
Good Morning Boyd - if you have any questions /concerns that come up during your review of the Willowcroft plans please don't
hesitate to give me a buzz. Thanks Rob
- - - -- Original Message---- -
From: Strickland, Bev [ mailto :bev.strickland @ncdenr.gov]
Sent: Wednesday, April 29, 2015 8:58 AM
To: Reddick, Rob
Cc: Devane, Boyd
1

Subject: RE: Willowcroft digital files
Mr. Rob,
Here is the contact information for Boyd Devane. I have cc'd him on this email and here is his phone information. His direct line is
919.807.6373.
Thanks,
Bev
Beverly Strickland, Laserfiche Administrator
NCDENR - Division of Water Resources
Physical: Suite 1219, 512 N Salisbury, NC
Mailing: Mail Service Center 1617, Raleigh, NC 27699 -1617 Phone# 919 - 707 -8789 Email Address: Bev.Strickland @ncdenr.gov
- - - -- Original Message---- -
From: Strickland, Bev
Sent: Wednesday, April 29, 2015 8:50 AM
To: Burdette, Jennifer a; reddick @mcadamsco.com
Subject: RE: Willowcroft digital files
Mr. Rob,
Here is a link to our public portal for your file. You can check here to see what is going on. It looks like it has been issued.
http://its.enr.state. nc. us /Webli nk8 /0 /fol /259418 /Rowl.aspx
Beverly Strickland, Laserfiche Administrator
NCDENR - Division of Water Resources
Physical: Suite 1219, 512 N Salisbury, NC
Mailing: Mail Service Center 1617, Raleigh, NC 27699 -1617 Phone# 919 - 707 -8789 Email Address: Bev.Strickland @ncdenr.gov
- - - -- Original Message---- -
From: Burdette, Jennifer a
Sent: Wednesday, April 29, 2015 8:46 AM
To: reddick @mcadamsco.com
Cc: Strickland, Bev
Subject: FW: Willowcroft digital files
•..
The Division has maximum 60 -day review period from the date your application was received unless additional information is
required for our review. Alan Johnson in our Mooresville Regional Office will be reviewing the application. You may contact Alan at
704 - 235 -2200 or alan.johnson @ncdenr.gov to check on the status of his review. I recommend giving Alan at least two weeks from
the date the application was submitted prior to contacting him to give him a chance to review the application.
Thanks,
Jennifer
Jennifer Burdette
401 /Buffer Coordinator

401 & Buffer Permitting Unit
NCDENR - Division of Water Resources
1617 Mail Service Center
Raleigh, NC 27699 -1617
(919) 807 -6364 phone
jennifer.burdette @ncdenr.gov
(Physical Address: 512 N. Salisbury St, Raleigh, NC 27604 - 9th Flr Archdale Bldg)
*Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties unless the content is exempt by statute or other regulation.*
From: Strickland, Bev
Sent: Tuesday, April 28, 2015 1:27 PM
To: Reddick, Rob
Cc: Burdette, Jennifer a
Subject: RE: Willowcroft digital files
Mr. Rob,
Ms. Jennifer might be able to give you a better idea on where this project is at the moment. I am cc'ing her on this email.
Thanks
Bev
Beverly Strickland, Laserfiche Administrator NCDENR - Division of Water Resources
Physical: Suite 1219, 512 N Salisbury, NC
Mailing: Mail Service Center 1617, Raleigh, NC 27699 -1617 Phone# 919 - 707 -8789 Email Address:
Bev. Strickland@ ncdenr. gov< mai Ito: Bev. Strickland @ncdenr.gov>
From: Reddick, Rob [mailto:reddick @mcadamsco.com]
Sent: Tuesday, April 28, 2015 1:26 PM
To: Strickland, Bev
Subject: RE: Willowcroft digital files
Bev
I was looking for a phone number to call you but could only find your email. Now that the plans have been processed what do you
anticipate the review time to be? Anything we can do to help facilitate approval please let me know.
Have a good one.
3

• • •
From: Strickland, Bev [ mailto :bev.strickland @ncdenr.gov]
Sent: Thursday, April 23, 2015 10:28 AM
To: Reddick, Rob
Subject: FW: Willowcroft digital files
Mr. Reddick,
Thank you for the plans below.
Would you happened to have the pre and post site plans that were provided in the SW Impact Analysis and Final Design document?
My large scanner is broken or I would scan those myself.
Thanks,
Bev
From: Reddick, Rob [mailto:reddick @mcadamsco.com]
Sent: Wednesday, April 22, 2015 3:19 PM
To: Montalvo, Sheri A
Subject: Willowcroft digital files
Sheri
The link below will allow you to download the entire pdf set. If you have any issues with the link please let me know and we can try
something else.
Thanks
Rob
https:Hmcadamsco. sharefile .com /d- s9d05e9ccb5d4e4eb
Robert M. ReddickJr, P.E.
Director, Charlotte Region
Office: 704 - 527 -0800 ext. 321
Mobile: 704 - 361 -6889
McAdamsCo.com
[Image removed by sender. http: / /mcadamsco. com/ img/ JRMHorzLogo. gif] <http: / /www.mcadamsco.com />
Designing Tomorrow's Infrastructure & Communities
4

,TORMWATER GEMENT FACI)[.I'lY 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 CONSTRUCT THE 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. IF THE INFILTRATION RATE IS GREATER THAN 0.10 FT /DAY, IN ORDER TO HELP MAINTAIN A PERMANENT POOL,
THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR
1 -FOOT BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). THE CLAY LINER SHALL BE AT LEAST 12" THICK AND MEET THE FOLLOWING SPECIFICATIONS:
6.1. UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CH, ML
6.2. MINIMUM PLASTICITY INDEX OF 12
6.3. MINIMUM OF 2 TESTS OF EACH ABOVE PARAMETER SHALL BE COMPLETED BY THE CONTRACTOR ON THE
LINER MATERIAL AND PRESENTED TO THE ON -SITE GEOTECHNICAL ENGINEER FOR APPROVAL. SHOULD THESE
TESTS NOT MEET THE ABOVE REQUIREMENTS, THE ON -SITE GEOTECHNICAL ENGINEER MAY PROVIDE
PERMEABILITY TESTING DEMONSTRATING AN INFILTRATION RATE OF NO MORE THAN 0.01 IN /HR
6.4. COMPACTION TO A MINIMUM OF 95% PER ASTM D698 AND WITHIN 3% OF THE OPTIMUM MOISTURE CONTENT
(1 COMPACTION DENSITY TEST PER 2500 SQ.. FT.)
7. DUE TO THE RELATIVITY OF THE ESTIMATED SEASONAL HIGH GROUNDWATER AND THE PERMANENT POOL OF THIS
FACILITY, THERE IS A POSSIBILITY THAT SEEPAGE OF THE GROUNDWATER COULD IMPACT THE FUNCTIONALITY OF
THE STORMWATER FACILITY. THE GEOTECHNICAL ENGINEER SHALL PROVIDE TESTING AND CONFIRM THAT SEEPAGE
FROM THE GROUNDWATER IS LESS THAN 0.01 CFS. IF THE RATE OF SEEPAGE IS GREATER THAN 0.01 CFS, THE
CONTRACTOR WILL NEED TO INSTALL A CLAY LINER PER THE SPECIFICATIONS PROVIDED ABOVE.
8. THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE FACILITY (AS NECESSARY) AND UNDER THE SIDE
SLOPES UP TO THE PROPOSED NORMAL WATER SURFACE ELEVATION (NWSE). CARE SHALL BE TAKEN NOT TO
PUNCTURE OR DAMAGE THE CLAY LINER DURING CONSTRUCTION. A CLAY /SOIL MIXTURE MAY BE USED IF THE
ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER.
IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER THAT A LINER IS NOT NEEDED, THEN A LETTER
TO THE DESIGN ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE PROVIDED, WHICH WILL BE USED DURING
THE AS -BUILT CERTIFICATION PROCESS.
9. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY
BERM IN THE PROPOSED STORMWATER MANAGEMENT FACILITY AFTER CONSTRUCTION / COMPACTION IS NOT
DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE STORMWATER MANAGEMENT FACILITY PLANTINGS,
THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE STORMWATER MANAGEMENT FACILITY AS
DIRECTED BY A LANDSCAPE PROFESSIONAL.
10. 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.
11. 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).
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.
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.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE
. TH
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM 698) E 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. THESE
REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS
STORMWATER FACILITY. 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 48 "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.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL
TO CONSTRUCT" FROM THE TOWN OF STALLINGS 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 48 "0 RCP OUTLET BARREL 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 TOWN OF STALLINGS.
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 48" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -4.
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 MEET THE 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 TOWN OF STALLINGS, 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 TOWN OF STALLINGS.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS - - - -
1. THE 48 "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 8' X 8' (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 SW -2 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 95,075 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 EQUAL TO 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 SUBMIT TRASH 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 857 OR BELOW 407. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM
OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 48 "0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED
EQUAL (NON -WOVEN FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8 "0 PLUG VALVE. THE VALVE SHALL BE A M &H STYLE
820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET SW -3). THE
CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP FOR OPERATION OF THE
8 "0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH
RACK.
\\v / X
ss
WALL DESIGNED
BY OTHERS, TYP.
-
\\v / X
ss
VELOCITY DISSIPATER
NCDOT CLASS 'I' RIPRAP
32'L X 12'W X 22" THICK
(SEE DETAIL SHEET SW -3)
r�
"" `ENDWALL PER NCDOT STD. 838.80
\ INV. OUT (48 "0 RCP) = 689.50
III l
\ ,
-
_\
VELOCITY DISSIPATER
NCDOT CLASS 'I' RIPRAP
32'L X 12'W X 22" THICK
(SEE DETAIL SHEET SW -3)
r�
"" `ENDWALL PER NCDOT STD. 838.80
\ INV. OUT (48 "0 RCP) = 689.50
III l
S'PORMWATER MANAGEMENT FACH= # 1 PLAN VIEW
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FILENAME: MRH13040 -SW
CHECKED BY: J C A
DRAWN BY: J C A
SCALE: 1 " = 40'
DATE: 07 -25 -2014
SHEET N0.
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PROJECT No. MRH -13040
FILENAME: MRH13040 -SW
CHECKED BY: J C A
DRAWN BY: J C A
SCALE: 1 " = 40'
DATE: 07 -25 -2014
SHEET N0.
SW -1
�JI MCADAMS

5.375 "0 ORIFICE
EL. = 695.10
(SEE DETAIL ON SHEET SW -3)
TOP OF DAM EL = 701.00
100 -YEAR STORM EL. = 700.30 (WORST CASE)
TOP OF HANDWHEEL TO
EXTEND 1 -FOOT ABOVE
TRASH RACK
TRASH RACK
(SEE DETAIL)
APPROXIMATE LOCATION
OF EXISTING GROUND
12' MIN
3
1 _ _ _ -_ _ _ _ _ _
- 1= 1= _ _ - _ - = III =III =III =III =III=
PROPOSED GRADE
25 -YEAR STORM EL. = 699.78 = i_ =1 T�`i_i�i f 1=1 i =1 I lei I i�1 I I- I I �i.I I -iii =1 i Ed i i -I 11 =1 I I -1 i I E = A DOUBLE LAYER OF
3
10 -YEAR STORM EL. - 699.41 _ CONCRETE COLLAR / - I- III - III -III -III -I I I- III -III - III - III - III -I I IJI'l� =III =III =III = III = III =III =- , -W LE FABRIC
TOP OF RISER EL. = 699.00 (TO BE CONSTRUCTED IN = _ _ _ _ _ _ _ _ _ _ - - - _ _ _ - - SHALL BE PLACEOD AROUND EACH
THE FIELD BY THE CONTRACTOR, = I- III - III - III - III - III - 111 -I I I- III -III- III - III- II1 =1I11 =1 I�IIsI.I I- III - III - III - III -III -I I I = = J NT OF 4 "� -RI
SEE DETAIL) I- I =III =III =III =III =III =111 I =111 I =11111= III =III = III = III =III =III = III =III =III - 1= III = III =III =III = III =III R P BARRE EIN 2' WIDE STRIPS
1 -YEAR 24 HR STORM EL. = 697.26 o a - =111 =1 11=i 11 =1 11 =1 11 =1 11 =1 11 =1 I I =1 11 =1 11 =1 11 =1 11 =1 11 =1 11 =1 I I =I I I =I 11 =1 11 =1 11 =1 I� I I I =I I I =I I I =I I I=I I I =I I I =I I CENTERED ON JOINT.
2 -YEAR STORM EL. = 697.04 6" COVER --_- I =1 11=I I Ed 11 =1 11 =1 I I=I II=I 11=1 II=I I I=I 11=1 11 =1 II=I I Ed II=I I I =1 I I=I I Ed I Ed I El II=I I I=I 11 =1 I I Ed I I =I I Ed II=I I I III =1 I I= _
(MIN.) ...- �'" I=III=III=111=1III=II1 =1III=II I=III=III=1III=1 I ElII= III= III =III=IIElIEl I II=1 I FE III =III =III= III= III =1I11 =1 I I I I =III =III III= III =III =1 11=
_ -_- I =I I Vd I I =I 11 =1 11 =1 11 =1 I I =1 I F9 I I =I I I =I I I =1 I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I I I =I 11=1 11 =1 I I= III =I I( =�N�I= I I I I =I 1 11 =III =11 I= III =I I I=_-
�- - - - - -_ =11 =1 I I =11 I =1 I I =111= III = III = III =III =111= III =1 I I =1 11= 111 =1 I I =1 I I =1 11= III = III =11 I =1 I I =III -III- III - III - III -III - III -I I= I I III -III -III- III -I I I -I I I=
5.375" ORIFICE FL. = 695.10 0 ° - - - - - - - - - _ I -I I I_I 111 -1 I 1- III -I I 1- III - III - III - III -1 I I I- III =�N� =1 I -I 11- III -1 I I- III -I
WOV WATER SURFACE EL. = 695.05 l- �� '� ° � e - - - _ - - -
= I =III =11 G
4
d 53 LF CLASS III 48 "0 O -RING RCP ® 2.83% HOW �- O
NORMAL WATER SURFACE EL. = 694.41 °
° ° d e
° d ° d d'� °4d ..e °. .a ° d ° e. da. d :.a a e'<° o
4f d e . e. 4 .
.° d ° e d .. °'aa a e-. .: °4 a d
48 "0 0 -RING RCP INVERT EL. = 691.00 a e' d . $. 4 4 ° 4' d e a 4' e 4 A Y e° e 4 e O 4
6 e d a 4 O. G
n d 4�-v .:_- -- .° d. '. ' e. e ° ° e O a - - e e d a e 4 °.. :° a a
e. a e.. a •'° a e. e
.d ° e. eci- a a "n ,� a _ _e d 'n° °e d n.. '...e °
'4a
8 0 EMERGENCY DIP DRAIN e e �--- d 4 ° a b
WITH TRASH RACK 4. n e a d d e o c
° ' n e ° e e ° e 'e '° • . ee.. 4. ° °�. e•.. ° - z e ° ° 'n 'o - e ° n ° .. e . ° - .. d _ °--^° - . a°-�^'a e ' G
.a °ed a ae °:. a' d b d °° e 4 e' a. e. d' °.. .'.4. °e" °
(SEE DETAIL SHEET SW -3) ° .
°' - d e. d ae d .a ° e. .e. d e
° e d
a d 48 "0 CLASS III O -RING RCP _ -- - ° '. 4a. ° a ° , d
8" DIP DRAWDOWN "' . a a : ' . e a : d I- I I= III - INVERT = 691.00 =III =III =III =1 I = - _- -_ - - - - d d < ,d .. °. .
° y
a
4 -
DRAIN ®0 00 °
° 4
III - III III - III_ III -III- III III III_ III_ III - III -III- III -III- III - III -III- III - III_ III -III- III - III -IIII .
- ( ) ° d' • .• ' a a e . p _ = 1 THICK JOINT - - - - - - - - - - - - - - - - - - - _ _ _ - _ _ _ _ - � -
INV. - 691.00 - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
e .e °.. .° ° d IIIII FILLER MATERIAL _I -I I I_I I I_ 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 - III -I i I- =III - -111111_11 I I_I _I I I- III -I I I_I I I- III -_-_
e :° e' '• d I =1 i I- III III - III - III - III -III_ _ _ _ _ _
°. n -III i I I I I I -I I -I I I -III - I- I I- I I- III -I I I_I I I- III - III - III -III -I -i I I- I- I I-I I I -I I I III III III III III -(I I I 11 1 I -I I I I I I I I I -1 I I- III -(I I I I (-
CONCRETE d . e . e e 1 - - II - - - -
CONTRACTOR SHALL FORM INVERT OF = - - - - - - - - - - - - - - - - - -
ANTI- FLOTATION BLOCK - -___ -_ I- - 11 1 I I I I I =I I =I I F 1 I I =III III III =1111=11 I I =I 11: III =1111 =I I I =I I I= III =III =I I I =1 I I =1 I I =1 I I =1 I I =1 I =I I I 1 I I =III =I I I I I I =111 111 =I I -I I E I I =1111 =1111 =11111 =I I I =111
- -RISER STRUCTURE TO DRAIN - - - - - - - - - - - - - - - - -
_ - - - - - - - - - - - - - _ - - - - CONCRETE CRADLE -
8" PLUG VALVE. THE VALVE SHALL BE A - III - III - III - III - III - III - III -(III POSITIVELY TO INVERT OF OUTLET -I I- III - III III III III= III III- IIIIIIIIIIII,IIII 111 -III ;III ;III ; ,III ;III, ; ,III 1 11111 11111 1111111111111111111111 1 III I I I I I I I I I I II I _I (SEE DETAIL SHEET Sw -3) I I- III -I I I-
M&H STYLE 820 X- CENTRIC VALVE OR 1 I =III III III III III III III -III= BARREL USING NON- SHRINK GROUT III III , , , , -1111,, (III
APPROVED EQUAL. THIS VALVE SHALL � � �� � i- iii -III � � '
IN ACCORDANCE WITH ERAB C -504 SEC. PERMANENT DAM CROSS SECTION
5.5, AND SHALL BE OPERABLE FROM TOP
OF OUTLET STRUCTURE VIA A HANDWHEEL. N.T.S.
-■.-) 6" I ...
31 "L x 4 "0 GRADE 8
`d' STAINLESS STEEL
CONCRETE LAG
SCREW
0
�� 18" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
•° ^'rte 0
RISER JOINT CO ON DETAIL
N.T.S.
CONTRA(
PROVIE
ACCORDANCE'
STD. 840.66. S
BE PLACED
(1) 5.375"
EL.
8" 0 DIP DR
W/ TRASH RP
(SEE DETAIL SHE
SW'
CONCRETE
ANTI - FLOTATION
BLOCK
48" CLA��
0 -RING RCP
INVERT = 691.00
9.0'
ENDWALL PER
NCDOT STD. 838.80
NOTES:
1. REMOVED TOPSOIL SHALL BE STOCKPILED
FOR USE IN PLANTING (SEEDING) 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 TOP 2- TO 3- INCHES
OF THE BERMN SECTION TO PROMOTE
BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL
RANGE FROM 3- TO 4- INCHES ON THE DAM
EMBANKMENT.
VELOCITY DISSIPATOR
NCDOT CLASS I RIPRAP
32'L X 12'W X 22" THICK
(SEE DETAIL SHEET SW -3)
�� I I I I I i -1 i I I j��l i I � I i i =i i I � I 1 1iii1 11 1 =i i 11 1 1iiii 11 1 =1 I I I �, i
`N- I_ I_ I III III - III =1 I III =I 11 -III =1 11=
I � =1 I I =1 11 1 == I � 11 11 1 =1 11 1 =1 1 11 1 11 I I =11111 � II � I -I 11 1 =1 I �
-1 11 =1 11 -11111 48 0 CLASS III 0 -RING RCP -1 -III.
III - -I i lI I I
INVERT = 689.50
III-
- SPILLWAY FILTER
I
II
(SEE DETAIL SHEET SW -4)
NOTES:
1. ALL REBAR TO BE #6 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIP GALVANIZED AND BE PROVIDED NTH AN
EPDXY COATING.
3. THE HOT -DIP GALVANIZED 2 "x2 %1/4" 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.
12.0' PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE 16 LF #6 REBAR TRASH RACK (ABOVE)
4 a 24 "0 0 -RING RCP 11'31 2 "x2 "x1 /4"
°° d d ° ANGLE ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT - DIPPED
1.5' 1.5' 9 0, . - ° 1.5' I GALVANIZED STEEL CLAMPS. EACH CLAMP
° 8 ° 2 0' ..�- ATTACHED TO STRUCTURE BY 2 -4"x1 /4"
d °
° CONCRETE ANCHOR BOLTS EACH CLAMP TO
8" DIP DRAIN ° ° d
v © ° ° CONCRETE CRADLE 2.0' BE COATED W/ AN EPDXY COATING.
W/ TRASH RACK
(SEE DETAIL SHEET d ° (E �ETAIL� SHEET SW -3)
e
SW -3) ° !d o °
° ° v . d 2.17' (TYP.)
° ° THE BOLD LINETYPE DENOTES
48 "0 O -RING RCP THE ACCESS HATCH TO BE
12.0' 9.0' o ° d FLOW --■- 11 31' PROVIDED BY THE TRASH RACK
FABRICATOR (SEE SHEET C -2 FABRICATED HINGES FOR THE
° ° ' SECTION A -A ° ITEM 7 - "OUTLET STRUCTURE ACCESS HATCH
MATERIAL SPECIFICATIONS ")
°. d d
d °
' 4 d e
(1) 5.375 "0 ORIFICE ° ° Q
EL. = 695.10 ° d d e
° d
° d 4 . ° 2 0' 7 74'
1.5' ° d ° Q' v CONCRETE COLLAR
v ° ° d (TO BE CONSTRUCTED IN THE FIELD - ►I 2.0' (-�- 3.90' 3.31'
v' BY THE CONTRACTOR -SEE 16 2" 1 85' (TYP )
DETAIL) 2 "x2 "x1 /4"
2.17' (TYP.) �► ANGLE
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH 8 "0 PLUG VALVE. THE VALVE
NCDOT STD. 840.66. STEPS THE BOLD LINETYPE DENOTES FABRICATED HINGES FOR THE °
SHALL BE PLACED AT 16" O.C. SHALL BE A M V STYLE 820 THE ACCESS HATCH TO BE ACCESS HATCH
X- CENTRIC VALVE OR PROVIDED BY THE TRASH RACK
APPROVED EQUAL. THIS VALVE +t- 1.25' 16 LF
SHALL BE IN ACCORDANCE FABRICATOR (SEE SHEET C -2
WITH AWWA C -504 SEC. 5.5, ITEM 7 - "OUTLET STRUCTURE _� , ANGLEt /4"
TOP OF HANDWHEEL TO EXTEND AND SHALL BE OPERABLE MATERIAL SPECIFICATIONS ") 2 0 ANGLE
FROM TOP OF OUTLET 11.31'
1 -FOOT ABOVE TRASH RACK STRUCTURE VIA A HANDWHEEL.
PLAN VIEW SECTION A A
TOP OF RISER EL. = 699.00
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
d STEPS SHALL BE PLACED AT 16" O.C.
VALVE STEM GUIDE d CONCRETE COLLAR
(SEE NOTE #3) (TO BE CONSTRUCTED IN THE
FIELD BY THE CONTRACTOR
(1) 5.375 "0 ORIFICE (SEE DETAIL)
o v
EL. = 695.10
°°
8.00'
O
a
v�
13.83
- -
4
a
o
48 "0 0 -RING
.
v RCP
O
° FLOW - •-
v.
INVERT EL = 691.00
0.50'
°
� d
-
°
°.
4. v
° PRECASTER SHALL PROVIDE
d
° A BLOCK OUT FOR THE
v°
v
a
Q 24 "0 0 -RING RCP
°
d
5.33' 8" DIP DRAIN
°
d CONCRETE ANTI - FLOTATION BLOCK
W/ TRASH RACK . Q
°
v 4 12'(L) X 12'(W) X 64 "(D)
(SEE DETAIL °
d
CONTRACTOR TO POUR IN FIELD AND
° SHEET SW -3) °
d °
' a v
PROVIDE MINIMUM TEMPERATURE AND
°
d d
° SHRINKAGE STEEL.
CONTRACTOR TO ANCHOR BLOCK TO
PRE -CAST OUTLET STRUCTURE.
•CONTRACTOR SHALL FORM CONTRACTOR SHALL SEAL
INVERT OF RISER STRUCTURE THE PIPE PENETRATION
8" PLUG VALVE. THE VALVE
TO DRAIN POSITIVELY TO USING A RUBBER BOOT
SHALL BE A M &H STYLE 820
INVERT OF OUTLET BARREL AND STAINLESS STEEL
X- CENTRIC VALVE OR
USING NON- SHRINK GROUT HARDWARE
APPROVED EQUAL. THIS VALVE
8 "0 DIP DRAIN
PIPE
SHALL BE IN ACCORDANCE
CONTRACTOR SHALL CORE -DRILL
WITH AWWA C -504 SEC. 5.5,
THE HOLE FOR
THE 8 "0 DIP PIPE
AND SHALL BE OPERABLE
IN THE FIELD.
PRECASTER SHALL
FROM TOP OF OUTLET
OMIT REINFORCEMENT IN THIS
STRUCTURE VIA A HANDWHEEL.
AREA
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
TRASH RACK DETAIL
N.T.S.
NOTE:
1. ALL REBAR TO BE #4 REBAR.
° ° ' 7.0' .
e _ e. e
a 9 ° 4 °' e
e d
3" CLEARANCE TO -or= '4 a 3" CLEARANCE TO
OUTSIDE OF #4 REBAR q 43" .CLEARANCE °TO e OUTSIDE OF #4 REBAR 1' DEPTH
01�tSIDE °OF4 F�,EBAR 3" ANCHOR DEPTH
e °. _° d e4
ad a e a
e e °. °4 a ed. °
4.: .e <. ,i - -�� #4 REBAR ANCHORS ----- - - - - --
e..4 , \ CONTRACTOR SHALL°
\ DRILL INTO PRECAST °
/ \ STRUCTURE WALL AND 48" 0 -RING RCP
1 d SET ANCHORS USING
5.9� I 48" 0 -RING RCP n EPDXY GROUT
1 6.65' n e .° ' e 5.5" CENTER TO
/ f" \` CENTER
e.
° \ n a. °' G n e4 1 .1
' 4 e n :d a '. ° e
°' a °, a .A' - d^ - -y - -? d
1.0' a a e ' ° ... d 1' ANCHOR
° ° : e . c 4 ° 44 a d ° .d 6 a . ° 4 ° ° 4 -a ° ° -DEPTH
° 4 as d' .° -
e e ° ° .. °.' ° d ° e n ° .Q°
4 °
d" a e. e' � d :.e . d.
d. . °' e d .. n .. .° 4. '
a d .. 4, e d
a. a ° a _ e.. .' n d a °' n e°
° CONCRETE ANTI - FLOTATION a #4 REBAR ANCHORS.
BLOCK CONTRACTOR SHALL DRILL
5.8" 5.5' 5.8" INTO PRECAST BASE AND SET
3" CLEAR CE TO ;'- -+- ANCHORS USING EPDXY GROUT
OUTSIDE OF REBAR
CONCRETE ANTI - FLOTATION
BLOCK
CONCRETE COLLAR DETAIL,
N.T.S.
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PROJECT NO. MRH -13040
FILENAME: MRH13040 -SW
CHECKED BY: JCA
DRAWN HY: J C A
SCALE: N TS
DATE: 07 -25 -2014
SHEET N0.
SW -2
AIM WADAMS

#6 REBAR
PERIMETER FRAME
4 x 4 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
18" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
v
6" MIN. WALL-
THICKNESS
v
av .
° °
2 LF
O
8 "0 DIP °
° 0
A . .4
v a
4 da
d
0.86'
(CENTER TO CENTER)
0.86' No
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
° "--8" PLUG VALVE. THE VALVE
a. SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
1� d ENGINEER APPROVED EQUAL.
° THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C -504 SEC. 5.5, AND SHALL
d° v BE OPERABLE FROM TOP OF
A.
OUTLET STRUCTURE VIA A
HANDWHEEL
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
NOTE:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
a
0
4
4
v
011m
#6 REBAR PERIMETER FRAME
0.
IME
imm
v
4 ..
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
�— THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
° SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m n STRUCTURE VIA A HANDWHEEL.
8"o EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
1" THICK JOINT
FILLER MATERIAL
v
d
4 d d
4 °
-- - - - - - - - - - - -
.4 °
°
v I .
44':.
d ° °
48 "0 0 -RING RCP
I FLOW °.
I
I v
4_. 1 4
-�- - - - - -- d
v ° Q
° d
v .
a<4 °
v
1" THICK JOINT
FILLER MATERIAL
2A
2 LF 8"0 DIP
CONTRACTOR SHALL SEAL THE PIPE
4 PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
CONCRETE COLLAR (SEE DETAIL
SHEET SW -D2)
48 "0 0 -RING RCP
FLOW —�-
v
I
a --- - - - --=
v a a
1" THICK JOINT
FILLER MATERIAL
ANTI—FLOTATION BLOCK E —/ CONCRETE ANTI—FLOTATION
BLOCK
RISER BARREL /CRADLE CONNECTION DETAIL
N.T.S.
NOTES:
1. ATTACH TRASH RACK WITH (4) HOT DIPPED GALVANIZED STEEL
CLAMPS. EACH CLAMP ATTACHED TO WEIR BOX BY (2) 4 "x1/4"
CONCRETE ANCHOR BOLTS. EACH CLAMP SHALL BE COATED WITH AN
EPDXY COATING.
2. ALL REBAR TO BE GALVANIZED #4 REBAR WITH AN EPDXY COATING.
1.0'
1. 1-1-.-1.— 11.1.,.1
(SEE NOTES)
5.375" ORIFICE
INV EL. = 695.10
(SEE DETAIL FOR LOCATION OF ORIFICE)
ORIFICE TRASH RACK DETAIL
N.T.S.
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
EN D WI
NCDOT STD.
48 "0 O -RING RCP
AL
PLAN
NOTES:
1. ALL TIE BARS(U -BARS) ARE #3 (AS LABELED) REBAR (GRADE 60) SPACED
AT 10 FT. CENTER TO CENTER ALONG THE LENGTH OF THE CRADLE.
2. MAINTAIN A MIN. COVER OF 3" OF CONCRETE (TO THE OUTSIDE OF THE
REBAR) FOR ALL REINFORCEMENT.
3. 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 54 "0 RCP BEFORE DRIVING OVER WITH HEAVY
EQUIPMENT.
4. REINFORCED CONCRETE CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON -SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS
DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER
PRIOR TO IMPLEMENTATION.
NCDOT CLASS "I" RIPRAP
32'L x 12'W x 22" THI�'"
_�a
P
PER
TD. 838.80
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
d 48 "0 0 -RING RCP
f d °
17.75" a \ °
• / O e d, °
29.75"
d
5.375" ORIFICE 1 °°
/ e .
INV EL. = 695.10
(SEE DETAIL FOR LOCATION .
e de
OF ORIFICE) (MIN.) a : e .._ °° . Q ° a
A O O
12" IN. d d
° Al .
.d ° 4 d
(4) STEEL CLAMPS 10.79"
(SEE NOTES) C/C (TYP.)
..DER OUTLET STRUCTURE
SECTION A A
:L22" LAYER OF
CLASS "I" RIPRAP
4 FILTER BLANKET
BARREL PIPE CONCRETE CRADLE
CONSTRUCTION SEQUENCE
1. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO
SPRINGLINE OF PIPE ELEVATION. IF OPTION B IS CHOSEN FROM
NOTE 9 OF THE CONSTRUCTION SEQUENCE, THEN CONSTRUCT
FORMWORK FOR CONCRETE CRADLE ON EXISTING GRADE.
2. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION B IS CHOSEN FROM NOTE 9
OF THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER
DRAWINGS. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3"
OF CONCRETE COVER (INCLUDING TIES).
4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE.
CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE STRIPS OF
FABRIC AT THIS STEP.
5. POUR CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE
OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER
PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE
PIPE BEFORE POURING ON THE OPPOSITE SIDE OF THE TRENCH.
POUR ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF
THE BARREL PIPE.
BARREL PIPE CRADLE MATERIAL SPECIFICATIONS
CONCRETE
• COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
• APPROVED MIX DESIGN
• 4 -6% AIR ENTRAINED
• MAXIMUM MIX TO POUR TIME OF 90 MINUTES
• FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH
6" (TYP.) LIFT. ONE SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS,
AND THE FOURTH SHALL BE HELD FOR 54 DAYS.
• A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED
(INCLUDING TIES).
—#6 REBAR (GRADE 60) CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT
BE MOVED HORIZONTALLY WITH THE VIBRATOR.
—#3 REBAR TIES (U -BARS) STEEL
SPACED AT 10 FT. ON CENTER
• ALL STEEL TO BE GRADE 60.
• ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT
PREVENT BONDING TO THE CONCRETE.
• ALL STEEL SHALL BE BENT WITH A MINIMUM RADIUS OF 3DB (1.13"
FOR #3) AS SHOWN ON THE DRAWINGS.
_ THE #6 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH A
1 MINIMUM OVERLAP OF 32 ". THE SPLICES SHALL BE SPACED SUCH
THAT NO TWO SPLICES OCCUR WITHIN THE SAME LENGTH OF PIPE.
18" C/C 1
(TYP.) (MIN.)
6" FROM BOTTOM OF CRADLE
TO CENTER OF #6 REBAR
3" COVER (MIN.)
TO OUTSIDE OF #3
TIE BAR (TYP.)
48" CONCRETE CRADLE DETAIL
N.T.S.
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PROJECT NO. MRH -13040
FILENAME: MRH13040 -SW
CHECKED BY: JCA
DRAWN BY: J C A
SCALE: N TS
DATE: 07 -25 -2014
SHEET N0.
SW -3
29 MCADAMS

HAVILAND DRAINAGE PRODUCTS
4" ALUMINUM ANIMAL GUARD
ITEM NUMBER 40160420
(OR ENGINEER APPROVED EQUIVALENT)
N.T.S.
PROPOSED GRADE
1 -1 I I' MIN. . .
48 "0 RCP
FLOW
e'
A
e,
A 6 e Q.
A . Q
e'
a.
--�-:a
4 4
V e
1' MIN.
T_
NO. 67 WASHED STONE -
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT)
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N -12 OR
APPROVED EQUIVALENT)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET SW -D4)
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL
SHEET SW -D4)
).67 WASHED STONE
CASED IN NON -WOVEN
_TER FABRIC (MIRAFI 18ON
Z EQUIVALENT)
­11- r1--
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL
SHEET SW -D4)
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N -12 OR
APPROVED EQUIVALENT)
1 \V. V/ \1/".JI ILV JI VI \L
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
48" OL TL r BARREL SPILLWAY MIER DETAIL
N.T.S.
95.5"
-�$
1-1 ORRUGATED HDPE PIPE
(ADS N -12 OR
APPROVED EQUIVALENT)
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SHEET 1 OF 1
838.80
W1 Fr.
ELEVATION
B" 0.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
W2 (Fr.
D
I
6�Q r
4
PLAN
NOTES:
INSTALLATION OF THE RISER STRUCTURE SHALL BE PERFORMED IN TWO STAGES:
1. EXCAVATE FOR THE ENTIRE ANTI - FLOTATION BLOCK, PLACE THE STEEL AS SHOWN IN
DETAIL BELOW, AND THEN PLACE THE FIRST CONCRETE SECTION OF THE
ANTI - FLOATATION BLOCK STRUCTURE.
2. AFTER SEVEN DAYS, THE RISER SHOULD BE SET IN IT'S FINAL HORIZONTAL AND
VERTICAL POSITION, THE REMAINING STEEL INSTALLED AND TIED TO THE STEEL
PLACED WITH (1) ABOVE, AND THE REMAINING CONCRETE IN THE STRUCTURE
PLACED. •_.
o s"
O I
NOTES:
• THIS PRECAST ENDWALL NAY BE USED FOR THE FOLLOWING
STANDARDS: 830.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 038.63 AND 838.69.
• INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838-
• USE 4000 PSI CONCRETE.
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
• PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
• PIPE TO HE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
• ALL ELEMENTS PRECAST TO MEET ASTM 0913.
• WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
• CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1 ".
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
ENDWALL DIMENSIONS
FT.
H2
H1
I
MIN.JMAX.
MIN. /MAX.
I
—
BAR SIZE
Hl (FT.)
H2 (FT.)
6-
W1
8" O.C.(TYP.)
110
#5 @ all
REFER rO CHART
2.00/3.75
1.25/1.75
FOR BAR SIZE
5.5016.00
L% T A r
#5 @ 8"
NOTES:
• THIS PRECAST ENDWALL NAY BE USED FOR THE FOLLOWING
STANDARDS: 830.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 038.63 AND 838.69.
• INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838-
• USE 4000 PSI CONCRETE.
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
• PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
• PIPE TO HE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
• ALL ELEMENTS PRECAST TO MEET ASTM 0913.
• WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
• CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1 ".
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN. /MAX.
MIN.IMAX.
MIN.JMAX.
MIN. /MAX.
MIN. /MAX.
PIPE DIA.
BAR SIZE
Hl (FT.)
H2 (FT.)
D (FT.)
W1
W2
110
#5 @ all
1.2512.00
2.00/3.75
1.25/1.75
3.00/3.75
5.5016.00
1.25
#5 @ 8"
1.25/2.00
3.0013.75
1.2512.00
3.5013.75
6.5016.75
1.50
45 @ all
1.2512.00
3.00/4.25
1.50/2.50
3.50/3.75
6.5016.75
2.0
#5 @ all
1.5012.50
4.00/4.75
1.75/2.50
4.0014.25
7.5018.25
2.5
#5 @ 8"
2.5013.50
4.0016.00
2.00/3.00
4.50/5.50
10.00111.50
3.0
45 @ 8"
3.0013.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50111. 75
315
#5 0 8"
3.2514.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00113.25
4.0
#5 0 8"
3. 5014.50
6.50/7.00
3.2513 -50
6.5016.75
13.00113 -25
4.5
45 @ 8"
4.00/5.00
6.5018.50
3.2514.00
7.0019.25
13.50115.75
5.0
#5 @ 8"
4.5015.00
7.0018.50
3.2514.00
7.25/9.25
13.75115.75
5.5
45 @ 8"
4.5015.00
7.50 /B.50
3.2514.00
7.2519.25
14.0011 5.75
6.0
95 0 8"
4.5015.00
7.5018.50
3.25/4,00
7.7519.25
14.75116.75
OUTLET ENDWALL DETAILS
N.T.S.
48 "4 0 -RING RCP
#8 STEEL REBAR
3000 PSI CONCRETE
(FIRST PLACEMENT)
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838.80
RISER STRUCTURE
3" 0 HOLES FOR
REBAR CONNECTION
(2 EACH SIDE)
18"
4 4 d
6" 44" 44" 44"
RISER/AkM- FLOTATION BLOCK CONNECTION
N.T.S.
6"
NMI
3000 PSI CONCRETE
(SECOND PLACEMENT)
pi
46"
64"
3000 PSI CONCRETE
ANTI- FLOATATION BLOCK
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PROJECT NO. MRH -13040
FILENAME: MR 040-SW
CHECKED BY: J C A
DRAWN BY: J C A
SCALE: N TS
DATE: 07 -25 -2014
SHEET N0.
SW -4
O MCADAMS