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Home My WebLink About20100251 Ver 2_Stormwater Info_20120514TIMMONS GROUP .006000 YOUR VISION ACHIEVED THROUGH OURS * is • 5410 Trinity Road, Suite 112, Raleigh, NC 27607 To NCDENR - DWQ Wetlands and Stormwater Branch Attn Ms Annette Lucas 512 N Salisbury St (9th Floor) Raleigh, NC 27604 From David Arnold, PE Project Harnett Health Sciences Building Enclosed Please Find RO n MAY 1 4 2012 DENR WATE OlIAL�TY MlanA. e Comments Ms Lucas Please find the attached documents for a modification for existing permit 10 0251v2 We have included the additional information needed per your comments issued on April 19th 2012 Please let us know if you need additional information or have any questions Thanks SIGNED () S LJ D vid Arnold PE DATE 2 5 14 12 Modified Stormwater Construction Drawing C 401 1 Response to Comments letter 1 BMP Supplement w Checklist 1 Calculation Package w /Narrative Quad Map, Soils Information, SHWT 1 Signed O &M Agreement Comments Ms Lucas Please find the attached documents for a modification for existing permit 10 0251v2 We have included the additional information needed per your comments issued on April 19th 2012 Please let us know if you need additional information or have any questions Thanks SIGNED () S LJ D vid Arnold PE TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS May 14 2012 NCDENR Division of Water Quality Stormwater Permittmg Unit 1617 Mail Service Center Raleigh NC 27699 Attn Ms Annette Lucas PE Re Stormwater Review Revisions— Bnghtwater Medical Complex (DWQ Project # 10 0251v2) Dear Ms Lucas Thank you for your review of the referenced project Comments to the items in question are as follows 1 Please provide the Required Items Checklist portion of the Wet Detention Basin Supplement Form as well as any items from the form that were omitted, including the planting plan for the vegetated shelf a signed and notarized Operation and Maintenance Agreement the soils test documenting the level of the seasonal high water table a construction sequence explaining how the wet detention pond will be protected from sediment during the construction process etc Timmons Response The required items checklist along with all applicable forms reports and plan items have been included as part of this submittal 2 The sum of the volumes of the two forebays should comprise approximately 20 percent of the overall volume In the currently proposed design the forebays together comprise approximately 40 percent of the overall volume Timmons Response Per phone conversation held with Brian O kane with Timmons Group and yourself this comment has been omitted Due to the shape of the proposed wet detention pond it was determined that a larger forebay is permissible This will help to the prevention of erosion of the berm between the forebay and deep pool 3 The elevations provided in the Supplement Form do not match the elevations shown on Sheet C401 Please correct this error and re calculate the average depth It appears that the average depth may be less than the nummum requirement of 3 0 feet Timmons Response Per phone conversation held with Brian O kane with Timmons Group and yourself this comment has been onutted The original supplement form was correct and an average depth of 3 5 feet has been provided We hope this will satisfy any of your concerns for this and will lead to the issuance of a stormwater permit If I can be of further assistance or if you have additional concerns please don t hesitate to give me a call Best Regards P.R David Arnold PE Timmons Group ►CC��Q�� p 1 MAY 1 4 2012 DENR WATC=H QUALITY Permit Number (to be provided by DWQ) Drainage Area Number Net Detention Basin Operation and Maintenance Agreement I will keep a maintenance record on this BMP This maintenance record will be kept in a log in a known set location Any deficient BMP elements noted in the inspection will be corrected repaired or replaced immediately These deficiencies can affect the integrity of structures safety of the public and the removal efficiency of the BMP The wet detention basin system is defined as the wet detention basin pretreatment including forebays and the vegetated filter if one is provided This system (check one) ❑ does ®does not incorporate a vegetated filter at the outlet This system (check one) ❑ does ® does not incorporate pretreatment other than a forebay Important maintenance procedures — Immediately after the wet detention basin is established the plants on the vegetated shelf and perimeter of the basin should be watered twice weekly if needed until the plants become established (commonly six weeks) — No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to establish the plants on the vegetated shelf — Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention basin — If the basin must be drained for an emergency or to perform maintenance the flushing of sediment through the emergency drain should be m,rnm,zed to the maximum extent practical — Once a year a dam safety expert should inspect the embankment After the wet detention pond is established it should be inspected once a month and within 24 hours after every storm event greater than 10 inches (or 15 ranches if in a Coastal County) Records of operation and maintenance should be kept in a known set location and must be available upon request Inspection activities shall be performed as follows Any problems that are found shall be repaired immediately BMP element- Potential problem How I will remediate the problem The entire BMP Trash debris is present Remove the trash /debris The perimeter of the wet detention basin Areas of bare soil and /or erosive gullies have formed Regrade the soil if necessary to remove the gully and then plant a ground cover and water until it is established Provide lime and a one time fertilizer application Vegetation is too short or too Maintain vegetation at a height of long approximately six inches Form SW401 Wet Detention Basin O &M Rev 4 Page 1 of 4 Permit Number (to be provided by DWQ) Drainage Area Number BMP element Potential problem How I will remediate the problem The inlet device pipe or The pipe is clogged Unclog the pipe Dispose of the swale sediment off site The pipe is cracked or Replace the pipe otherwise damaged Erosion is occurring in the Regrade the swale if necessary to swale smooth it over and provide erosion control devices such as reinforced turf matting or riprap to avoid future problems with erosion The forebay Sediment has accumulated to Search for the source of the a depth greater than the sediment and remedy the problem if original design depth for possible Remove the sediment and sediment storage dispose of it in a location where it will not cause impacts to streams or the BMP Erosion has occurred Provide additional erosion protection such as reinforced turf matting or nprap if needed to prevent future erosion problems Weeds are present Remove the weeds preferably by hand If pesticide is used wipe it on the plants rather than spraying The vegetated shelf Best professional practices Prune according to best professional show that pruning is needed practices to maintain optimal plant health Plants are dead diseased or Determine the source of the dying problem soils hydrology disease etc Remedy the problem and replace plants Provide a one -tune fertilizer application to establish the ground cover if a soil test indicates it is necessary Weeds are present Remove the weeds preferably by hand If pesticide is used wipe it on the plants rather than spraying The main treatment area Sediment has accumulated to Search for the source of the a depth greater than the sediment and remedy the problem if original design sediment possible Remove the sediment and storage depth dispose of it in a location where it will not cause impacts to streams or the BMP Algal growth covers over Consult a professional to remove 50 / of the area and control the algal growth Cattails phragmites or other Remove the plants by wiping them invasive plants cover 50 /o of with pesticide (do not spray) the basin surface Form SW401 Wet Detention Basin O &M Rev 4 Page 2 of 4 Permit Number (to be provided by DWQ) I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party Project name Bnghtwater Health Sciences Building BMP drainage area number BMP 2 Print name Johnson Tilghman Title Harnett Forward Together Committee Inc Chairman Address 907 S Main Street, Lillington, NC 27546 Note The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president I K1 l 04 9 li -IArI- a Notary Public for the State of County of J4Q.,t,,C J k- , do hereby certify that IS" a.4N- personally appeared before me this aIL day of cC33I and acknowledge the due execution of the forgoing wet detention basin maintenance requirements Witness my hand and official seal ..► ►KIE'11r,,,�i NOTARr v pU eLIC SEAL My commission expires .. 2NI, Form SW401 Wet Detention Basin O &M Rev 4 Page 4 of 4 TA A NCDENR Permit No STORMWATER MANAGEMENT PERMIT APPLICATION FORM 401 CERTIFICATION APPLICATION FORM WET DETENTION BASIN SUPPLEMENT This form must be filled out printed and submitted The Required Items Checklist (Part Ill) must be printed filled out and submitted along with all of the required information I PROJECT INFORMATION Project name Harnett Health Sciences Bldg Contact person Mr Andrew Monarty Phone number 919 866 -4951 Date 3/23/2012 Drainage area number Wet Pond 2 II DESIGN INFORMATION Site Charactenstics Drainage area 276171 fe Impervious area post - development 184 694 fe / impervious 6688 / Design rainfall depth 10 in Storage Volume Non SA Waters Minimum volume required 15 003 ft3 OK (to be pro ded by DWQ) O��F W A TF9QG O r Volume provided 16 469 ff3 OK volume provided is equal to or in excess of volume required Storage Volume SA Waters 15 runoff volume ff3 Pre development 1 yr 24 hr runoff ft3 Post - development 1 yr 24 hr runoff ft3 Minimum volume required ft3 Volume provided ft, Peak Flow Calculations Is the pre /post control of the 1 yr 24hr storm peak flow required N (Y or N) 1 yr 24 hr rainfall depth in Rational C pre - development (unitless) Rational C post development (unitless) Rainfall intensity 1 yr 24 hr storm Whir Pre - development 1 yr 24 hr peak flow ft3 /sec Post - development 1 yr 24 hr peak flow ft3 /sec Pre /Post 1 yr 24 hr peak flow control ft3 /sec Elevations Temporary pool elevation 16150 fmsl Permanent pool elevation 16050 fmsl SHWT elevation (approx at the perm pool elevation) 16120 fmsl Top of 1 Oft vegetated shelf elevation 16100 fmsl Bottom of 1 Oft vegetated shelf elevation 16000 fmsl Sediment cleanout top elevation (bottom of pond) 155 00 fmsl Sediment cleanout bottom elevation 154 00 fmsl Sediment storage provided 1 00 ft Is there additional volume stored above the state required temp pool? N (Y or N) Elevation of the top of the additional volume fmsl Form SW401 Wet Date ton Bas Re 8-9/17/09 Parts I & 11 Des g S mmary Page 1 of 2 Permit No (to be pro ded by DWQ) II DESIGN INFORMATION Surface Areas Area temporary pool 17 882 It' Area REQUIRED permanent pool 10 633 ftz SAIDA ratio 385 (unitless) Area PROVIDED permanent pool Apem j=, 14 047 f' OK Area bottom of 1Oft vegetated shelf Ab t shelf 11 280 f� Area sediment cleanout top elevation (bottom of pond) At t I d 2 451 ft` Volumes Y (Y or N) Diameter of onfice (if circular) Volume temporary pool 16 469 ft3 OK Volume permanent pool Vmrrn-pool 33 833 113 Driving head (H ) Volume forebay (sum of forebays if more than one forebay) 13191 ft3 N (Y or N) Forebay / of permanent pool volume 390/ / Insufficient forebay volume SAIDA Table Data Length of weir (L) ft Design TSS removal 90 9' Pre development 1 yr 24 hr peak flow Coastal SAIDA Table Used? N (Y or N) ft3 /sec Mountain/Piedmont SAIDA Table Used? Y (Y or N) Storage volume drawdown time SAIDA ratio 385 (unitless) Insufficient Recorded drainage easement required Average depth (used in SAIDA table) Y (Y or N) OK Calculation option 1 used? (See Figure 10 2b) N (Y or N) Volume permanent pool Vperm -pcd 33 833 ft Area provided permanent pool Apermyooi 14 047 ft` Average depth calculated ft Need 3 ft min Average depth used in SAIDA d (Round to nearest 0 5ft) ft Calculation option 2 used? (See Figure 10 2b) Y (Y or N) Area provided permanent pool Ape. Pod 14 047 e Area bottom of 1 Oft vegetated shelf Ab t shelf 11 280 ft` Area sediment cleanout top elevation (bottom of pond) Ab t-, d 2 451 ft2 Depth (distance b/w bottom of 10ft shelf and top of sediment) 500 ft Average depth calculated 350 ft OK Average depth used in SAIDA da„ (Round to nearest 0 5ft) 35 ft OK Drawdown Calculations Drawdown through onfice) Y (Y or N) Diameter of onfice (if circular) 250 in Area of onfice (if non - circular) in Coefficient of discharge (CD) 060 (unitless) Driving head (H ) 100 ft Drawdown through weir? N (Y or N) Weir type (unifless) Coefficient of discharge (C) (unitless) Length of weir (L) ft Driving head (H) ft Pre development 1 yr 24 hr peak flow ft3 /sec Post - development 1 yr 24 hr peak flow ft3 /sec Storage volume discharge rate (through discharge onfice or weir) ft3 /sec Storage volume drawdown time 268 days OK draws down in 2 5 days Additional Information Vegetated side slopes 3 1 OK Vegetated shelf slope 10 1 OK Vegetated shelf width 100 ft OK Length of flowpath to width ratio 3 1 OK Length to width ratio 25 1 OK Trash rack for overflow & onfice? Y (Y or N) OK Freeboard provided 15 ft OK Vegetated filter provided? N (Y or N) OK Recorded drainage easement provided? N (Y or N) Insufficient Recorded drainage easement required Capures all runoff at ultimate build -out? Y (Y or N) OK Drain mechanism for maintenance or emergencies is Emergency drain and pump Form SW401 Wet Detent on Bas n Re &9/17/09 Parts I & 11 Des g Summary Page 2 of 2 Permit No III REQUIRED ITEMS CHECKLIST (to be provided by OWQ) Please Indicate the page or plan sheet numbers where the supporting documentation can be found An incomplete submittal package will result In a request for additional Information This will delay final review and approval of the project Initial in the space provided to Indicate the following design requirements have been met If the applicant has designated an agent the agent may Initial below If a requirement has not been met attach justification DA Calcs 10 A soils report that is based upon an actual field Investigation soil bonngs and Infiltration tests County (A.VW c 6s) soil maps are not an acceptable source of sods information Form SW401 Wet Detention Basin Rev 8 9/17/09 Part III Required Items Checklist Page 1 of 1 Pagel Plan Initials Sheet No DA C401/C402 1 Plans (1 50 or larger) of the entire site showing Design at ultimate build out Off site drainage (if applicable) Delineated drainage basins (include Rational C coefficient per basin) Basin dimensions Pretreatment system High flow bypass system Maintenance access Proposed drainage easement and public nght of way (ROW) Overflow device and Boundaries of drainage easement DA C401 2 Partial plan (1 = 30 or larger) and details for the wet detention basin showing Outlet structure with trash rack or similar Maintenance access Permanent pool dimensions Forebay and main pond with hardened emergency spillway Basin cross section Vegetation specification for planting shelf and Filter strip DA C401 3 Section view of the wet detention basin (1 = 20 or larger) showing Side slopes 31 or lower Pretreatment and treatment areas and Inlet and outlet structures DA C401 4 If the basin is used for sediment and erosion control dunng construction clean out of the basin is specified on the plans pnor to use as a wet detention basin DA Calcs 5 A table of elevations areas incremental volumes & accumulated volumes for overall pond and for forebay to verify volume provided DA C401 6 A construction sequence that shows how the wet detention basin will be protected from sediment until the entire drainage area is stabilized DA Calcs 7 The supporting calculations DA INCLUDED 8 A copy of the signed and notarized operation and maintenance (0 &M) agreement DA N/A 9 A copy of the deed restrictions (if required) DA Calcs 10 A soils report that is based upon an actual field Investigation soil bonngs and Infiltration tests County (A.VW c 6s) soil maps are not an acceptable source of sods information Form SW401 Wet Detention Basin Rev 8 9/17/09 Part III Required Items Checklist Page 1 of 1 1 1 IStorm Water Calculations 1 I I Brightwater Health Sciences Building Lillington, NC 1 1 1 w 1 1 1 1 I Prepared for Harnett Forward Together Committee May 2012 OTimmons Group 2012 ARO 9 AL 7r 036865 S DAV'O`ti`�� CM @SOW Do EI-1-1 012 DENR WATER QUALITY Wiands & Stormwatee Branch 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BRIGHTWATER HEALTH SCIENCES BUILDING LILLINGTON, NC STORM WATER CALCULATIONS Prepared for HARNETT FORWARD TOGETHER COMMITTEE Prepared by TIMMONS GROUP 5410 TRINITY ROAD, SUITE 112 RALEIGH, NORTH CAROLINA 27607 Revised May 2012 March 2012 Timmons Project No 31596 1 1 1 1 1 1 I 1 1 1 This document, together with the concepts and designs presented herein, as an instrument of ' service, is intended only for the specific purpose and client for which it was prepared Reuse of and improper reliance on this document without written authorization and adaptation by Timmons Group shall be without Lability to Timmons Group 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS STORMWATER NARRATIVE FIGURES USGS QUADRANGLE MAP SOILS SURVEY HARNETT HEALTH SCIENCES BUILDING WET POND CALCULATIONS WATER QUALITY CALCULATIONS WATER QUANTITY CALCULATIONS RIP RAP CALCULATIONS APPENDICIES EROSION CONTROL MATTING SOILS TEST W /SEASONABLE HIGH WATER TABLE 1 I 1 1 1 Storm Water Narrative Background This report contains the approach and results of a stormwater analysis conducted for the proposed Harnett Health Science Building project located near the town of Lillington in Harnett County North Carolina The project consists of a new building and parking lot This report outlines the measures necessary for this development The Health Science building is located at the northeast corner of Matthews Road and Crested Ins Drive in the Brightwater Biotechnology and Medical Center complex The site currently is wooded and approximately 4 5 acres The proposed wet detention pond is to be located on the southwest side of Crested Ins drive by enlarging an existing wet detention pond The site area for the wet pond is approximately 1 acre bringing the total site area to approximately 6 5 acres Soils The Harnett County Soils Survey indicates that the primary near surface soils present on the site are Goldsboro loamy sand (GoA) and Norfolk loamy sand (NoB) and are both classified as hydrologic group B by the Soils Survey Curve Numbers for the site have been based on the good condition Site Stabilization After final grading is completed permanent vegetation shall be applied to stabilize the site until further work commences IDrainage Areas Tlus site consists of a single drainage area consisting of approximately 6 34 acres In the post development condition a curve number of 98 is given to impervious areas and a curve number of 61 is given to all landscaped areas ' Drainage Areas ' Sub Basin Drainage Area (ac) Impervious Area (ac) Pervious Area (ac) Post Dev 634 424 21 Wet Detention Pond Water Ouahty Tlus project is located within a WS IV watershed and therefore has been designed to treat the first flush (1 rainfall) of runoff of the site at a 90% TSS removal efficiency Tlus adheres to regulations I 1 1 1 1 1 and requirements set forth by NCDWQ Since this wet pond is designed for 90% TSS removal no level spreader or vegetative filter strip have been provided The wet detention pond has a permanent pool elevation of 160 50 and a temporary water quality elevation of 16150 A 2 5 onfice has been placed at elevation 16150 to allow the water quality volume to draw down over a period of 2 5 days as required Wet Detention Surface Area Surface Area Water Quality Water Quality Drawdown Basin Required Provided Volume Volume Time 100 (SO (SO Required (co Provided (co (Days) A 10 633 14 047 15 003 16 469 268 The remaining runoff will be stored and released in the wet detention pond by a concrete riser structure A ten foot (10 ) vegetated safety bench has been included per NCDWQ requirements from elevation 160 00 to elevation 16100 The seasonal high water table has been determined to be at an elevation of 1612 which is 8 4 inches from permanent pool Due to inconsistencies and fluctuations of SHWT tests we feel that 8 4 inches is within an allowable range to not require an additional pond liner An elevation difference of 8 4 inches will still help ensure the wet detention pond is able to retain water and preserve aquatic plant growth Please reference the water quality calculations of this report for further details and calculations Wet Detention Pond Water Quantity Per NCDWQ standards no reduction in peak runoff is required for this site Runoff rates are included in the table below for reference only Drainage Basin Storm Event (yr) Post development Rate (cfs) Maximum WSEL (ft) 1 963 161 83 2 1253 161 90 10 2366 16212 100 4008 16252 A 4 x 4 concrete riser structure has been designed to accommodate up to the 100 year storm event The top of this riser structure has been set at the top of the temporary storage volume (elevation 161 50) The 100 year storm even has been designed to stage to a maximum water surface elevation of 162 45 which provides 16 feet of freeboard to the top of the wet detention basin Please reference the corresponding section of this report for further details and calculations I Conclusion tBased on the analysis provided herein the proposed storm water measures and facilities address the storm water requirements of the NCDWQ 7 1 1 1 J G 1 FIGURES L 1 i� 1 Copyright (C) 1997, Maptech, Inc a t 85 ,` Me" 1 Cern , meow ^ � , •� •-~ -• f'' Imo/ ' _ "! . 7C 11af rye' j „ /.• Cave Fear' yK 9 S' . , � - .,. _. t't averts Y��.+°•• � � ,' Sewage O :sposal 91 W Copyright (C) 1997, Maptech, Inc a t 85 ,` Me" 1 Cern S' . , � - .,. _. t't averts Y��.+°•• � � ,' Sewage O :sposal 91 W Copyright (C) 1997, Maptech, Inc .,4E .94 o9L „49 ,94 o9L N in N N N M M m M N Y1 N N � N M f7 „4£ ,94 AL a� 0 m L m UJ N Q C O p a p _n 0 r� N M N m O O N � � N m 7 (0 a T N 7 U) � O CD W 7 > U) 0 O N U) O_ 0 _00 a) O � U m c 0 IOv °v 1O N O m Z r d yj _U N Z f p O N O O o CY � N yZj 7 N ., Z C ZU Z.< C O U r Z T C 7 O U CD c @ 2 In 0 V) Z O F- NGN L.1. O LL Z a 0 Z LLI LLI J a a7 a) N x LO U" a) Q 0 L C CL O LID N m @ U) CL 2 C 0) C N o Z; m N _N @ t@j N U OU ti U o � U N N C U @ . a) n @ @ n a) E @ m u Y p E O n N E m @n@ U @ ti E 3 m m u L o c >L.. O = � 3 a) N a 'm L C O N C a) L O a) T aLO. a) E cl n m @ O @ > CL E M E L O C L O O C @ ~ O U) a) r5 U c E a) C a) m c a ° E C @ O U N 3: W E nN n E p U O o m ca 0 U a7 @ C N T W w a) a) p m OOz E U N u3 o E) oa? @ 2 a) °) :1 3 c c N zz: o o a) pL N L F N � m m a Z E a) N n O > m O C @ Z U) TE �U a? N co N y U U @ @ j a p a E tn�U N N O C N a ° B � U r c v = N U) m _ N m y ° o O 0 65 oe N w a 8 LL U > o n L O 6) r E D J O LL a) �7 .2 LL C' }} } U # y { to A t R o � a a 0 a CL a) a) N j 10 d 'O c a) om o ° CL N 7 •- N U) w N U O O W = m O O O a LL ` 0 p O O d a p o O E Q ) > O o c m o m a Q O C a m o 0 0 o Uo a) c - o a ° m Q cn -o m m U U C7 C7 J J a x U) U) V) in U) U) U) N d a C � m wo X ® • t x Q O ? + , , I�I o =, III ti d c J w Q N C) O N N � N d T a) l) >' O N 7 j U) @ O N U) CL a O a) O �U m c O Z a7 v N O � y 3 C O O a) � A d 7 C C A O 2 U C` m (D L 3 s 3 c o p a) O. C 0 E C) _ U a) N U) _c O N N a o U o v E y i N O a N L L O N 3@ Z N n I T> @ °] O O Q n� Z o @ n > 3 or,.: o EL'@ o o U c n o Om E a (D >r y a) m o a) m m ° Y Un — p) O N O @ @ ] @ p T 7 o o -o @ L Q@ T @ L C n 03 7 .0 Q @ m L -O 7 I> c/) a) N O m@ a) 0 0 @ E c a@ E L.-. V) U) p F- U .g O N N O C N a ° B � U r c v = N U) m _ N m y ° o O 0 65 oe N w a 8 LL U > o n L O 6) r E D J O LL a) �7 .2 LL C' }} } U # y { to A t R o � a a 0 a CL a) a) N j 10 d 'O c a) om o ° CL N 7 •- N U) w N U O O W = m O O O a LL ` 0 p O O d a p o O E Q ) > O o c m o m a Q O C a m o 0 0 o Uo a) c - o a ° m Q cn -o m m U U C7 C7 J J a x U) U) V) in U) U) U) N d a C � m wo X ® • t x Q O ? + , , I�I o =, III ti d c J w Q N C) O N N � N d T a) l) >' O N 7 j U) @ O N U) CL a O a) O �U m c O Z a7 v N O � y 3 C O O a) � A d 7 C C A O 2 U C` 1 1 Sod Map— Hamett County North Carolina I Map Unit Legend 1 1 1 1 1 C 1 1 I 1 Harnett County North Carolina (NC085) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Co Coxvdle loam 21 21 7/ ExA Exum very fine sandy loam 0 to 2 percent slopes 08 81/ GoA Goldsboro loamy sand 0 to 2 percent slopes 24 245/6 NoB Norfolk loamy sand 2 to 6 percent slopes 45 457/6 Totals for Area of Interest 99 100 0°/ USDA Natural Resources Web Sod Survey 4/19/2012 Conservation Service National Cooperative Sod Survey Page 3 of 3 1 1 1 1 1 1 1 1 1 i 1 i 1 1 i 1 1 1 m y o � U L cc O Z ` C +y+ U N E f0 N N N d N N N N N N N N N N N N N N N N d N N N C C C C C C C G C C C C C C C C C C C C C C C C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z N N N d G7 N N N N N N N N N N N N N N N N N N N C C C C C C C C C C C C C C C C C C C C C C C C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z a- I I I I I I i i I i I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 a. 0 0 0 0 0 0 0 0 m w 0 0 0 m m 0 0 m 0 w m w m w A n n n n n n n n n n n n n n n n n n n n n n n 0 0 0 to 0 0 0 0 0 0 0 0 0 0 0 w O 0 0 0 0 0 0 0 N 0 LO N 10 LO — m m m 1 0 0 f7 LL 00 0 0 0 0 0 0 O O O O u) O O -LO O 0 0 0 0 0 0 0 O O o— V V— O 0 0 0 C. — V V O o N N N M V V N Z a m Z a s Z a s 2 = 2 2 1, N ° 8 _ i i� m Q m LL do Q 0 o aD Z 0 y m LL n a Q 0 Z M o LL o d Q Z 0 L 0) t O r r 3 Z' Z` J > > ri J U O E 0 U U W w m N E C m 0 a E E c_ t t C n w H r N n G c o y d t0 Y C O f0 ` 0 N m > � lO L � H 0 t0 7 d l6 H 0 u d t o � 0 0 � r hil � zv 811 Z) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f0 C H o U �p o Z L ` c d o � U N f0 N N N N N d d N d d N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z d 01 N N N N N N d G) N N Ol c c c c c c c c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z � I I I I I I I i l i i l i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C7 (h M 'T 0 ID cn (^D (^D (^O (^D f0 (^O ( L 0 0 0 0 00 0 M fM (M O O M N N N m It v N M (7 m v IT M Z a m o a >ca v m ':3 2 2— m E = T °� U- Q 0 Z D Ji ti 2 Q Z 0 3 0 J m 0 0 a a cc 0 7 CD 3 0 J C13 Y Z Z r N E 0 N d O « t0 CL E {T E r z r a r n O O cm N n ° C 0 d M c m 0 0 (D (c > � (a a �p � O (0 7 a m H 4) u M u y Z U I�� 1 1 1 1 I 1 1 f 1 1 1 1 1 WATER QUALITY CALCULATIONS 1 Wet Detention Basin Design Summary A 1 1 Is the Ant flotat o Dev ce Suffc e t (y s/no)? Y s 1760 A m 6 w II th k w th b 0 t w fght of oncr t (1 50 62 4) pd 1647 ft P oject Informal on Project Name He eft C my H alth Sc ences Timm n Project # 31596 ' Des gned by D Arnold Date 511412012 Re sed by D Arnold Date 5/14/2012 Checked by D Ar Id Date 5/14/2012 Desig Resou ce NCDENR St rrnw t Best M g m t P b es M I (J ly 2007) ' S to Informatio S b Area Locat on Ham tt H alth Sc ences B Id ng Dra nage Area (DA) 634 Acres Impery o s Area (IA) 4 240 Acres Percent lmpervo s(1) 669% Requ ed Sto age Vol me (Water Q al ty) Design 1 rich Value Determ ne Rv Value 005 009(l) 065 N n Storage Volume Req red 15,003 d (above Permanent Pool) Req red S rface A as A erage Depth 30 ft SA/DA 385 (90% TSS Remo al a Pond) M n Req d S rface Area 10,633 sf (at Permanent Pool) Requ ed Le gth to W dth Rat o 1 5 to 1 P at eament De ce Fo ebay Req i ed Forbay S g Req red Vol me 2000% of Permanent Pool Permanent Pool Volume 31 456 of ' Req red Forbay Vol me 6 291 d S mmary of P oposed Pond Bottom of Pond Ele at on 15500 ft Sed ment Storage Depth 100 ft Permanent Pool Ele at on 16050 ft Tempo ary Pool Ele ation 16150 ft Top of Pond Ele at on 16410 ft Permanent Pool S rface Area 14,047 sf 14047 sf 10633 sf Tempo airy Pool (water qual ty storage) 16,469 cf 16469 cf 15003 cf Area @ Top of Temporary Pool 17,882 sf S de Slopes of Pond 3 1 Volume of Fo obey 13,191 cf Forebay % Vol me 39/6 cf A erage Depth 35 ft A Flotat De t o ce R se W dth 4 ft R er Length 4 ft s Top R ser Ele 16150 B It m R se Ele 15600 ft He ght of R se 550 ft Ar of R e 160 sf (W t D p1 d) Volume of R ser 880 d (W t D pl ed) F d of S f 3 ght We ght 54912 lb We ght Req d from Ant Flotat on De ce 164736 -lb 'W ght of R er 2047 7 lb (V I m R W II B y t Wt ) Add t onal Vol me of Co crate Req d 1647 cf (B y MC C t (150.62 4) pcf) Extend R ser 3 ft ' Vol me of R ser Extens on 480 cf Vol me of Ant 11 tat 8 8x2 C cret SI b 1280 Vol me Pro ded 1760 A 1 1 Is the Ant flotat o Dev ce Suffc e t (y s/no)? Y s 1760 A m 6 w II th k w th b 0 t w fght of oncr t (1 50 62 4) pd 1647 ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 Wet Detention Basin INCREMENTAL DRAWDOWN METHOD Project Information Project Name Harnett Health Sciences Budding Timmons Project # 31596 Designed by D Arnold Date 5/14/2012 Checked by D Arnold Date 5/14/2012 Water Quality Orifice Incremental Determination of Water Quality Volume Drawdown Time Zone 2 Q3 = 0 0437 Cp D2 (Z D/24 Ei) (v2) Q2 = 0 372 Cp D (Z Ei)nc3�2) Q, =0 Orifice Diameter (D) = 25 in Contour Area Cd= 06 Zone Ei = 1605 Orifice Inv Zone 1 Range= 15500 to 1605 Zone 2 Range = 1605 to 1607083 Zone 3 Range = 160 7083333 to 1615 Incremental Drawdown Method Countour Contour Area Incremental Volume Stage Z Zone Q Drawdown Time sq ft cu ft ft cfs min 16050 14 047 0 000 2 0 000 16060 14 632 1 434 010 2 0 018 1 354 16070 15 217 1 492 020 1 2 0 050 498 16080 15 803 1 551 030 3 0 073 356 16090 16 388 1 610 040 3 0 089 301 161 00 16 973 1 668 050 3 0 103 270 161 10 17 154 1 706 060 3 0 115 246 161 20 17 335 1 724 070 3 0 126 227 161 30 17 517 1 743 080 3 0 137 212 161 40 17 699 1 761 090 3 0 146 201 16150 17 882 1 779 100 3 0 155 191 Total 16 468 1 3 858 Drawdown Time = Incren Summary Total Volume = Total Time = Total Time = Max Q= rental Volume / Q / 60sec/min 16 468 cf 3 858 min 2 68 days 0 155 cfs Wet Detention Basin Basin Areas and Volumes ' Protect Information Project Name Harnett Health Sciences Budding Timmons Protect # 31596 ' Designed by D Arnold Date 5/14/2012 Checked by D Arnold Date 5/14/2012 L 1 1 1 Permanent Pool Temporary Pool Spillway Pond Storage Incremental Accumulated Countour Contour Area Volume Volume S Stage Z sq ft cu ft cu ft ft 16050 14 047 0 0 000 161 00 16 973 7 755 7 755 050 161 50 17 882 8 714 16 469 100 16200 18 804 9 172 25 640 1 50 16300 20 692 19 748 45 388 250 16400 22 636 21 664 67 052 350 Permanent Pool Temporary Pool Spillway Deep Pool Incremental Accumulated Countour Contour Area Volume Volume S Stage Z sq ft cult cult ft 15500 1 180 0 0 550 15600 2030 1 605 1 605 450 15700 2 935 2 483 4 088 350 15800 3 897 3 416 7 504 250 15900 4 916 4 407 11 910 1 50 16000 5 991 5 454 17 364 050 16050 7 124 3 279 20 642 000 Foreba Incremental Accumulated Countour Contour Area Volume Volume S Stage Z sq ft cu ft cu ft ft 15600 1 270 0 0 450 15700 1 890 1 580 1 580 350 15800 2 623 2 257 3 837 250 15900 3 486 3 055 6 891 1 50 16000 4 359 3 923 10 814 050 16050 5 152 2 378 13 191 000 Permanent Pool Temporary Pool Spillway 1 1 WATER QUANTITY CALCULATIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table of Contents Table of Contents * MASTER SUMMARY Watershed Master Network Summary * TC CALCULATIONS POST BASIN Tc Calcs * CN CALCULATIONS POST BASIN Runoff CN -Area * * POND VOLUMES WET POND Vol Elev -Area * OUTLET STRUCTURES Post A Outlet Outlet Input Data S/N Bentley PondPack (10 00 027 00) 9 30 AM i 1 01 2 01 * 3 01 4 01 * ** * 5 01 Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 Type Master Network Summary Page 1 01 Name Watershed File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R MASTER DESIGN STORM SUMMARY Network Storm Collection Washington NC MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ( Node = Outfall +Node = Diversion ) (Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt) Total Depth Rainfall Max Return Event in Type RNF ID 1 3 3000 Synthetic Curve TypeIII 24hr 2 3 8900 Synthetic Curve TypeIII 24hr 10 5 9900 Synthetic Curve TypeIII 24hr 100 9 9600 Synthetic Curve TypeIII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ( Node = Outfall +Node = Diversion ) (Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt) S/N Bentley Systems Inc Bentley PondPack (10 00 027 00) 9 30 AM 5/14/2012 Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac -ft Trun min cfs ft ac -ft ----------- POST - - BASIN - - -- - - -- AREA - - - - -- 1 ---- - 1 - - - -- -- 016 --- - - 726 - - -- 00 -- - - - 12 - -- -- - - - - -- ------ - - - - -- 61 POST BASIN AREA 2 1 293 726 00 15 91 POST BASIN AREA 10 2 325 726 00 27 78 POST BASIN AREA 100 4 354 726 00 50 01 POST OUTFALL JCT 1 1 389 729 00 9 63 POST OUTFALL JCT 2 1 666 729 00 12 53 POST OUTFALL JCT 10 2 698 729 00 23 66 POST OUTFALL JCT 100 4 727 729 00 40 08 WET POND IN POND 1 1 016 726 00 12 61 WET POND IN POND 2 1 293 726 00 15 91 WET POND IN POND 10 2 325 726 00 27 78 WET POND IN POND 100 4 354 726 00 50 01 S/N Bentley Systems Inc Bentley PondPack (10 00 027 00) 9 30 AM 5/14/2012 1 1 1 1 1 1 1 Type Master Network Summary Page 1 02 Name Watershed File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R MASTER NETWORK SUMMARY SCS Unit Hydrograph Method ( Node= Outfall +Node = Diversion ) (Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt) SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node- ID--- Type Event ac -ft Trun min cfs ft - WET POND - - - - -- OUT POND 1 --- 1 -- 389 L 729 00 -- - -- 9 63 161 83 -- -ac_ft 516 WET POND OUT POND 2 1 666 L 729 00 12 53 161 90 547 WET POND OUT POND 10 2 697 L 729 00 23 66 162 12 640 WET POND OUT POND 100 4 726 L 729 00 40 08 162 52 819 SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Tc Calcs Page 2 01 Name POST BASIN File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R TIME OF CONCENTRATION CALCULATOR Segment #1 Tc User Defined Segment #1 Time ------------------------------ - - - - -- - -- ------------------------ 5 00 min ------------------------- ------------------------- - Total - Tc------- 5- 00 - min - SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 Type Name File Tc Calcs POST BASIN Page 2 02 R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R ------------------------------------------------------------------------ Tc Equations used ------------------------------------------------------------------ - - - - -- User Defined Tc = Value entered by user Where Tc = Time of concentration SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 Type Name File Runoff CN -Area POST BASIN Page 3 01 R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R RUNOFF CURVE NUMBER DATA -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil /Surface Description CN acres %C aUC CN -------------------------- - - - - -- - - -- --- - - - - -- - - - -- - - - -- - - - - -- Impervious Areas - Paved parking to 98 4 240 98 00 Fully Developed Urban Areas (Veg Es 61 2 100 61 00 COMPOSITE AREA & WEIGHTED CN - - -> 6 340 SIN Bentley PondPack (10 00 027 00) 9 30 AM 85 74 (86) Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Vol Elev -Area Page 4 01 Name WET POND File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R Elevation Planimeter Area Al +A2 +sgr(A1 A2) Volume Volume Sum (ft) (sq in) (sq ft) (sq ft)----- (ac- ft)----- (ac -ft) 160 50 - - - -- 14047 0 000 000 161 00 - - - -- 16973 46461 178 178 162 00 - - - -- 18804 53642 410 588 163 00 - - - -- 20692 59221 453 1 041 164 00 - - - -- 22636 64970 497 1 539 POND VOLUME EQUATIONS Incremental volume computed by the Conic Method for Reservoir Volumes Volume = (1/3) (EL2 -EL1) (Areal + Area2 + sq rt (Areal Area2)) where EL1 EL2 = Lower and upper elevations of the increment Areal Area2 = Areas computed for EL1 EL2 respectively Volume = Incremental volume between ELl and EL2 SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Name File Outlet Input Data Post A Outlet Page 5 01 R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R REQUESTED POND WS ELEVATIONS Min Elev = 160 50 ft Increment = 20 ft Max Elev = 164 00 ft SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 OUTLET CONNECTIVITY - - -> Forward Flow Only (UpStream to DnStream) < - -- Reverse Flow Only (DnStream to UpStream) < - - -> Forward and Reverse Both Allowed Structure ----------- - - No Outfall E1 ft E2 ft - - -- Inlet Box - - -- RO - - -> - - - - - -- CO --- - - 161 - - -- --- 500 - 164 - - - -- 000 Orifice - Circular 00 - - -> CO 160 500 164 000 Culvert - Circular CO - - -> TW 156 000 164 000 Weir- Rectangular WO - - -> TW 162 750 164 000 TW SETUP DS Channel SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 Type Name File Outlet Input Data Post A Outlet Page 5 02 R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R OUTLET STRUCTURE INPUT DATA Structure ID = RO Structure Type = Inlet Box # of Openings = 1 Invert Elev = 161 50 ft Orifice Area = 16 0000 sq ft Orifice Coeff = 600 Weir Length = 16 00 ft Weir Coeff = 3 000 K Reverse = 1 000 Mannings n = 0000 Kev Charged Riser = 000 Weir Submergence = No Structure ID = 00 Structure Type = Orifice - Circular ------------------------------------ # of Openings = 1 Invert Elev = 160 50 ft Diameter = 2 50 in Orifice Coeff = 600 SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Outlet Input Data Name Post A Outlet Page 5 03 File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R OUTLET STRUCTURE INPUT DATA Structure ID = CO Structure Type = Culvert - Circular No Barrels = 1 Barrel Diameter = 24 00 in Upstream Invert = 156 00 ft Dnstream Invert = 155 00 ft Horiz Length = 50 00 ft Barrel Length = 50 01 ft Barrel Slope = 02000 ft /ft OUTLET CONTROL DATA Mannings n = 0130 Ke = 2000 (forward entrance loss) Kb = 012411 (per ft of full flow) Kr = 2000 (reverse entrance loss) HW Convergence = 001 +/- ft INLET CONTROL DATA Equation form = 1 Inlet Control K = 0045 Inlet Control M = 2 0000 Inlet Control c = 03170 Inlet Control Y = 6900 T1 ratio (HW /D) = 000 T2 ratio (HW /D) = 1 187 Slope Factor = - 500 Use unsubmerged inlet control Form 1 equ below T1 elev Use submerged inlet control Form 1 equ above T2 elev In transition zone between unsubmerged and submerged inlet control interpolate between flows at T1 & T2 At T1 Elev = 156 00 ft - - -> Flow = 15 55 cfs At T2 Elev = 158 37 ft - - -> Flow = 17 77 cfs SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type Name File Outlet Input Data Post A Outlet Page 5 04 R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev Weir Length Weir Coeff WO Weir- Rectangular 1 162 75 ft 20 00 ft 3 000000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES Maximum Iterations= 40 Min TW tolerance = 01 ft Max TW tolerance = 01 ft Min HW tolerance = 01 ft Max HW tolerance = 01 ft Min Q tolerance = 00 cfs Max Q tolerance = 00 cfs SIN Bentley PondPack (10 00 027 00) 9 30 AM Bentley Systems Inc 5/14/2012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Appendix A Index of Starting Page Numbers for ID Names - - - -- P - - - -- Post A Outlet 5 01 POST BASIN 2 01 3 01 - - - -- W - - - -- Watershed 1 01 WET POND 4 01 S/N Bentley PondPack (10 00 027 00) 9 30 AM A -1 Bentley Systems Inc 5/14/2012 1 t 1 1 i 1 t RIP RAP CALCULATIONS P 1 1 1 1 1 1 I 1 1 I EROSION CONTROL CALCS (RIP RAP CALCULATIONS) Project Information 24 n Project Name Brlghtwater Health Sciences Building Timmons Project If 31596 Designed by D Arnold Date 513/2012 Revised by D Arnold Date 5/3/2012 Checked by ane Date 3 2012 Pond Outfall Pond Inflow Skimmer Basin P pe D ameter d 24 n Pipe Slope s 2 / Manning s number n 0 013 Flow a 23 66 cfs Velocity V 11 15 ft/s D ss pator Dimensions Zone 2 Veloc ty Stone Filling Class B D ss pato D mens o s Entry Width( 3 X D) 6 0 ft Length (6XD) 120ft Width (La D) 140 ft Min Thickness 24 riches Min Stone Diameter 13 inches 6 7 All t f et D p t p dd g df f lift w fppe 5/3/2012 Page 1 of 1 All t feet D pat p d g df f Ilfl w fpp Pipe Diameter d 30 n Pipe Slope s 35 / Manning s number n 0 013 Flow Q 76 73 cfs Veloc ty V 15 63 ft/s D ss pato D mens o s Zone 3 Stone F II ng Class 1 EntryWdth(3XD) 75ft Length ( 8 X D) 20 0 ft Width (La D) 22 5 ft M n Th ckness 24 riches Min Stone D ameter 13 riches 7 All t f et D p t p dd g df f lift w fppe 5/3/2012 Page 1 of 1 1 L 1 APPENDICIES ' North American Green 14649 Highway 41 North Material and Performance eci S p fication Sheet Evansville IN 47725 NORTH 800 772 2040 ' AM FAX 812 867 -0247 www nagreen com ' A tensar Company S150 Erosion Control Blanket The short term double net erosion control blanket shall be a machine- produced mat of 100% agricultural straw Nth a functional longevity of up to 12 months (NOTE functional longevity may vary depending upon climatic conditions soil geographical Iocabon and elevation) The blanket shall be of consistent thickness with the straw evenly distnbuted over the entire area of the mat The blanket shall be covered on the top and bottom sides with a lightweight photodegradable polypropylene netting having an approximate 0 50 x 0 50 (1 27 x 127 cm) mesh The blanket shall be sewn together on 150 inch (3 81 cm) centers Nth degradable thread The S150 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specdicatton and the US Department of Transportation Federal Highway Administration s (FHWA) Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects FP 03 Section 71317 as a type 2 D Short term Double Net Erosion Control Blanket The blanket shall be manufactured with a colored thread stitched along both outer edges (approximately 2 5 inches [5-12 5 cm] from the edge) as an overlap guide for adjacent mats 1 I r� 1 1 Material Content Matrix 100% Straw Fiber 0 5 I d2 0 27 kg/m2) Nettings Top and Bottom nets lightweight photodegrad able 15 lb/1000 ft2 ( 0 73 kg/100 m2) approx weight Thread Degradable 108 ft (32 92 m) S150 is available in the following standard roll sizes Thickness Width 4 0 It (12 m) 6 67 ft (2 03 m) 16 ft (4 87 m) Length 135 It (41 14 m) 108 ft (32 92 m) 108 ft (32 92 m) Weight t 100/6 30 Ibs (13 6 kg) 40 Ibs (18 14 kg) 96 Ibs (43 54 kg) Area 60 yd2 (50 16 m2) 80 0 yd2 (66 9 m2) 192 yd2 (165 5 m2) Index Value Properties Property Test Method Typical Thickness ASTM D6525 0 36 in 914 mm Resiliency ECTC Guidelines 805% Water Absorbency ASTM D1117 514% Mass /Unit Area ASTM 6475 10 52 oz/ d2 357 7 /m2 Swell ECTC Guidelines 15% Smolder Resistance ECTC Guidelines Yes Stiffness ASTM D1388 6 06 oz in Light Penetration ECTC Guidelines 98% Tensile Strength —MD ASTM D6818 169 2 Ibs/ft 2 51 kNlm Elongation — MD ASTM D6818 172% Tensile Strength — TD ASTM D6818 164 4 Ibs/ft 2 44 kN /m -Elongation — TD ASTM D6818 331% Bench Scale Testing (NTPEP) Test Method Parameters Results ECTC Method 2 Rainfall 50 mm 2 in /hr for 30 min SLR = 8 04 1 00m 4 in /hr for 30 min SLR =10 46 150 mm 6 in /hr for 30 min SLR*" =13 67 ECTC Method 3 Shear Resistance Shear at 0 50 inch soil loss 21 Ibs1ft2 ECTC Method 4 Germination I Top Soil Fescue 21 day incubation 484% improvement of biomass Bench Scale tests should not be used for desigin purposes "Sod Loss Ratio Sod loss with Bare SoiUSod Loss with RECP sod loss is based on regression ana sis Updated 3/09 Performance Design Values Maximum Permissible Shear Stress Unve etated Shear Stress 1 75 Ibs /ft2 84 Pa Unve etated Velocity 6 00 ftls 183 m/s Slo a Desi n Data C Factors Flow Depth Slope Gradients S Sloe Length L s 31 31-21 Z 21 s 20 It 6 m 0 004 0106 NA 20 50 it 0 062 0118 NA z50it 152m 012 0180 NA Roughness Coefficients Unveg Flow Depth Manning s n s05011 015m 0055 050 -20It 0055 -0021 Z20ft 060m 0021 Product Participant of U • Soil & Environmental Consultants, PA 11010 Raven Ridge Road Raleigh, North Cuolma 27614 Phone: (919) 846 -5900 Fax. (919) 846 -9467 www- andEC com November 29 2010 Job # 11561 S 1 Withers & Ravenel Attn Lo$ee Smith 111 Mackenan Drive Cary NC 27526 Re Detailed Soils Evaluation on the Bright Water Development site, located near the intersection of McKinney Parkway and US Highway 401 Harnett County, NC Dear Mr Smith Soil & Environmental Consultants, PA (S &EC) performed detailed soil borings within the vicinity of four potential storm water BMP sites on the site mentioned above Based on communication with the client, S&EC was informed that wet detention basins are being considered at each of the four BUT sites The purpose of this evaluation was to ' provide soil data for the proper design of the potential storm water BMPs including depth to seasonal lugh water table (SHWT) The following is a brief report of the methods utilized in this evaluation and the results obtained Sod/Site Evaluation Methodolosy The site evaluation was performed by advancing hand auger borings to a depth of 6-11 feet at each proposed storm water BMP location (see Attachment 1) S&EC navigated to each proposed location with a GPS receiver Soil morphological conditions were described at each location using standard techniques outlined in the "Field Book for Describing and Sampling Soils' published by the Natural Resources Conservation Service (NRCS, 2002) Boring depths were predetermined to correspond with the proposed BMP depths, based on the existing grade Detailed soil profile descriptions from each boring location are included in Attachment 2 Soll/Slte Conditions This site is located in the Upper Coastal Plain geological area consisting of alluvial and marine sediments Field investigation revealed that the soils at BMP 1 & 2 are most similar to the Nahunta soil series Nahunta series soils (Fine -silty siliceous, thermic ' Aenc Paleaquults) are classified as being somewhat poorly drained with non - expansive silty clay loam textured layers in the subsoil 'Me depth to a seasonal high water table for BMP 1 & 2 was observed at 16 and 22 inches from top of ground, respectively The soil at BMP 3 was most similar to the Grantham soil series (Fmt -. sdty, siliceous, ' Charlotte thermic Typic Paleaquults) These soils classified as being poorly drained with non oiacc Greensboro Office. Phone (704) 720.9405 Phone: (336) 5404234 ' Fax (704) 720 -9406 Fax. (336) 540 -8235 1 1 1 expansive silty clay loam textured layers in the subsoil At this boring the depth to a seasonal high water table was observed at 6 inches from top of ground The soil at BMP 4 was most similar to the Norfolk soil series (Fme -loamy siliceous, thermic Typic Paleudults) These soils classified as being well drained with non - expansive sandy clay loam textured layers in the subsoil At this boring the depth to a seasonal high water table was observed at 50 inches from top of ground Based on ground and proposed normal pool elevation information that you provided, listed below is a quick reference for each BMP site with respect to the seasonal lugh water table BMP Exist Grade Proposed Normal Pool Seasonal High Water Table 1 170 1685 1686 2 163 1615 1612 3 1685 1675 168 4 163 1585 159 Soil & Environmental Consultants, PA is pleased to be of service in this matter and we look forward to assisting in the successful completion of the project Please feel free to call with any questions or comments Sincerely, rDw WZ4- Don Wells NC Licensed Soil Scientist #1099 ui a C14 LO / 0-) cr 0 0 M x w N. r-(D(O LO n C\j C: 00 w w C) x o w uj 0 _S a? < z n,1 pig 7 : : :: CC CD < ZPAR11i R4. _j P., ui w W CL w z F_ • EZ .;i.� LLI z F- x C) C) (1) 0 0 co ID co J, z 0 • T 0 0 LO WO 04 Z) uj 0 U) Z aLl 0 LLJ L W 0 x < (L 0 C/) DI 0 0 W W Q '2 2. < L f_ Z 0 F- 4 11111 0 z CD Y. 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