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HomeMy WebLinkAbout20100251 Ver 1_More Info Received_20100409MULKEY ENGINEERS & CONSULTANTS PO Box 331 27 RALEIGH, NC 27636 PHONE: 919-B51-1912 FAx: 919-B51-191B C) LETTER OF TRANSMITTAL To: Annette Lucas, PE Date: April 9, 2010 NCDENR-DWQ 401 Oversight/Express Unit Pi ii''???fJ?a? ??U 1:/ L? 2321 Crabtree Boulevard, Suite 250 APR 0 2010 Raleigh, NC 27604 y S=Aws oR? ?t1lWCWAND DELIVER Re: Harnett Health Hospital (with Brightwater Campus in Lillington) Job No.: 2009036.00 I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 2 Construction Documents 2 Stormwater and Erosion Control Calculations Package 2 Support Documents(Supplemental Forms, checklist, deed, O&M, soil report) These are transmitted as checked below: ? As requested ® For your use ? For approval ? For Signatures ? For review and comment ? Remarks: Please find the included items listed above. Please let me know if you have any question, comments or concerns. Copy to: File Signed: Warreo M. Sugg, PEA G 1 1 1 1 1 1 1 1 1 1 1 1 1 M LKEY ENGINEERS & CONSULTANTS STORMWATER & EROSION CONTROL CALCULATIONS Harnett Health Systems, Inc Central Campus Hospital for Harnett Health Systems, Inc March 2010 CAR •`',?\A 132 1 9 '%!, I 0 Mulkey Engineers & Consultants PO Box 33127 Raleigh, NC 27636 Telephone (919)851-1912 Fax (919)851-1918 C C 11 G 77 1 Narrative 1 General Site Information ' The Harnett Health Systems - Central Campus Hospital project plan to construct a new full- service, two-story hospital located on a 20.2 acres site within the newly developed Brightwater Campus in Lillington, North Carolina. The facility will include fifty private ' inpatient medical-surgical beds, emergency department, surgical services, imaging, dietary, cardiopulmonary, and all administration and support areas. All outpatient services, including Emergency Department and Surgery, will be on the ground floor. The second floor will ' contain 50 private inpatient rooms separated into two patient wings of 20 and 30 patient rooms. ' The new facility will contain approximately 107,200 square feet, and includes a 4.200 sf Central Energy Plant located on the east site of the site. The structural system will be designed to allow for future expansion vertically to allow for a total of 150 inpatient rooms. ' The ground floor will be oriented to allow for horizontal growth of the outpatient and support services. The site is largely wooded and agricultural in the existing conditions. The plans are to ' develop approximately 10 acres of the site during this phase of construction with 5 of impervious surface. The remaining 5 acres of disturbed area will be landscaped or utilized as ' stormwater collection and treatment. The pin number 0654-70-1090 depicts the parcel which is bound to the northwest by Crested Iris Drive (future), to the southwest AmberLeaf Trail (future), and along the south ' by Brightwater Drive. The parcel is also recorded within deed book 2567, deed page 862- 887 and plat book 2008, plat page 913. The parcel is zoned RA-30 and Commercial. The site is within the Cape Fear River Basin and is a WS-IV watershed basis and water supply ' watershed type. The USGS maps have been included along with soil maps and the FIRM map for delineation of the site. The majority of the site exist as farmland and wooded and ' the defined soil is Wagram Soil, a "A" soil. The storm impact analysis was completed for 1, 2 10 50 and 100 ear storm events Pi i i l l d , , y . pe s z ng was ca cu ate to carry the 10 year storm event within the pipe and box system while the grates were designed to pond less than one- half a travel lane during a 4 in/hr storm event. The ponds have been sized to capture all storm event up to the 100 year without overtopping the ponds. Ponds have been designed in accordance with Division of Water Quality standards to capture and treat the storm events for controlled release. Please refer to the calculations package for further detail on the stromwater routing, pre/post analysis, and proposed temporary and permanent site controls. n I'. I 1 1 1 Potable Water The proposed facility will be served by a waterline which is under design through the Brightwater development group by combinations of Marziano Engineering and Withers & Ravenal Engineering. The exact locations and sizes of the water mains are to be determined by those engineering companies. The hospital will tap the water main in close relation to both Brightwater Drive and Crested Iris Drive. The service to the hospital will be a 8 inch service with branch ties for a fire line and domestic going into the Central Energy Plant to be distributed to the Hospital proper. Backflow preventors/reduce pressure zone assemblies are proposed at each main tap location near the Right of Way and the domestic water meter will reside infront of the CEP at the domestic service. A fire department connection is proposed along the west edge of the loop drive between the CEP and Hospital and will serve the Hospital only. A main and secondary post indicator valve has been included near the CEP for fire truck access. Fire hydrants throughout the hospital loop road will ensure that all portions of the building are within coverage. Sanitary Sewer Outfall sewer like water is under design through the Brightwater development group by combinations of Marziano Engineering and Withers & Ravenal Engineering. The expectation is that an outfall sewer would exist for the Hospital to tie into along Crested Iris Drive. A gravity sewer system from the outfall tie to the building waste outlets is proposed and is expected to be an 8" PVC service line with manholes. A grease trap is proposed for all food service's outlet of waste which will be tied to the proposed gravity sewer system. Also a decontamination tank is proposed along the northwest edge of the building for special use only. Stormwater The existing hospital site is on a ridge with stormwater generally flowing away from the proposed building location to the south and west. Generally the stormwater will be collected in typical stormwater catch basins, yard inlets, trench drains and similar structures to be transpoted by underground RCP drainage pipe to either a south (Main) stormwater collection pond or a northwest (Secondary) stormwater collection pond. The ponds are wet detention basins with structure overflows to release design storm events through pipe systems prior to entering the surrounding stream areas. Roof leader are tied to this stormwater collection system for treatment and release. The largest roof leader system is tied to a underground storage tank near the front entrance to irrigate selected areas and is tied to the storm system for overflow conditions. To further treat and capture stormwater runoff grass swales and maintained open areas will allow for stormwater cleaning prior to piped condition to the stormwater ponds. All outlets will have rip rap protection. Where possible the stormwater design will capitalize on green solutions verse traditional pipe and release. Soil and Erosion Control ' A general permit will be required for all land disturbances greater than one acre. The erosion control measures for the any future projects will need to be designed, constructed, and maintained to ensure compliance with the North Carolina Sedimentation Pollution Control Act of 1973. Permitting requirements, regulations and design criteria can be found in 15A ' North Carolina Administrative Code (NCAC) 04B.0100. Examples of methods would include temporary diversions may be constructed at the toe of the proposed fill slope to divert sediment-laden water from the construction site to temporary sediment traps (for drainage areas less than five acres). The traps would be sized to control the ten-year storm event. Check dams would be placed in the temporary diversions to restrict the velocity of flow in these channels thereby minimizing erosion. Silt fence would be installed between the diversion berms and adjacent areas to further ensure that silt does not impact offsite properties. All inlets into the proposed storm drainage system will be protected to prevent ' sediment from entering the pipe system and being conveyed downstream. Construction entrances will be installed at any entry points into the site to provide a buffer area where construction traffic can drop their mud and sediment to avoid transporting this material onto private and public roads, to control erosion from surface runoff, and to help control dust. The proposed erosion control measures will be installed at the beginning of the construction, prior to any land disturbance. All disturbed areas brought to final grade will be ' stabilized with permanent vegetation within fifteen days. Once disturbed areas are stabilized and the site is approved by the Land Quality Section, then the erosion control measures will be removed. 11 1 u 1 t FEMA Map '?s" 0 89 S9o c 6 3 `R s8 s E ?R e. s o M $s t 08 3? °° s ff ES 55 p a s a g x 9 a F o q = s p c ¢g Wog€8=€>B 9 °Eu^xe? 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Jr • 42 `' •? `? p1 Ho'nett y" Memorial Ce S i Yr° J ? _ ? art ? ,,+ • '*. ?. __ • f 42' + , + + Yl Q _ 9. w 078° 49' 0.60" IW I I I I 1 0 8" 8' O.bO" W _7 1 17 078° 8' 0 60- W Name: LILLINGTON Location: 035° 25' 25.00" N 078° 48'26.79" W NAD27 Date: 3/15/2010 Scale: 1 inch equals 1000 feet Soil Map co CO 0 UJ z m CO m (9;aays ngof) 3 mz m z v z S z m o z °P \ z m z° z r' z m z o z fag .i 9 z o z bob O ANQ r-•-� ° r ,s }ialrl� o .�+ o.: 11/Z o''� m z 9 p i/ z z of ¢ a z (+ z z m a m z r 8eW A MO z m f Of z Az h 9e� o Ol m \� c' 3 (' z z G°P �^ 3 m CO mco / z m ED z o m o :x. bob a8 ° • o m o m ,. J a 'm I� '3 m �fr GOR c� m Vd z o boN LL o lb z �� �. r o JoN c�° Z4 e z -- - m ° z ' '¢ m z n d'. o ' i ¢ yin z NOA ; m a Lk o C 8ey� z + m 3 } J, Z .. O tSi. 0 9 p 'Q�, o � �� b= 80N NoC m ''r, a m. m , Q - m m o o t Z n8 z• DON CO rfi? y 90� 4• Z r . ` X z° _ ' LFA 1 y z ..Z z ' ya3 m o `f C9 _c o o r'y. 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U o a J O v �aJ m • Q � y� d J aT'•+Z Z m J I N m O Y m' v v w L o Ge m c cO / 5 v z 3 m / o• m C-) o J A f\ hh07 _ y � qU� United States Department of Agriculture Soil ' Conservation Service v 1 D 11 In cooperation with North Carolina Department of Environment, Health, and Natural Resources; North Carolina Agricultural Research Service; North Carolina Cooperative Extension Service; Harnett County Board of Commissioners; and Harnett County Soil and Water Conservation District Soil Survey of Harnett County, North Carolina 1 1 1 1 1 1 1 1 Harnett County, North Carolina percent slopes; about 8.0 miles southwest of Lillington on North Carolina Highway 27, about 3.6 miles south on Secondary Road 1117, about 50 feet east of the intersection of Secondary Roads 1117 and 1116: A-0 to 3 inches; dark brown (10YR 4/3) loamy sand; weak medium granular structure; very friable; very strongly acid; abrupt smooth boundary. BA-3 to 6 inches; strong brown (7.5YR 5/6) sandy loam; weak medium subangular blocky structure; friable; very strongly acid; clear wavy boundary. Btx1-6 to 16 inches; yellowish red (5YR 5/8) sandy clay loam; weak medium subangular blocky structure; very firm, brittle; few patchy clay films on faces of peds; strongly acid; gradual wavy boundary. Btx2-16 to 30 inches; yellowish red (5YR 5/8) sandy loam; weak medium subangular blocky structure; very firm, brittle; few flakes of mica; few fine white (10YR 8/1) bodies of kaolin; extremely acid; gradual wavy boundary. Btx3-30 to 44 inches; strong brown (7.5YR 5/8) sandy loam; common medium distinct yellow (10YR 7/6) mottles; weak medium subangular blocky structure; very firm, brittle; common bodies of gray clay; extremely acid; gradual wavy boundary. Cx-44 to 60 inches; brownish yellow (10YR 6/6) stratified sand and loamy sand; common coarse distinct strong brown (7.5YR 5/8) mottles; massive; very firm; extremely acid. The solum is 40 to more than 75 inches thick. Depth to the very firm, brittle horizon ranges from 15 to 35 inches. The content of coarse fragments, which are mostly quartz pebbles, ranges from 0 to 10 percent. Reaction is extremely acid to strongly acid, except where the surface layer has been limed. The A or Ap horizon has hue of 10YR or 2.5Y, value of 4 to 6, and chroma of 1 to 4. The E horizon, if it occurs, has hue of 10YR, value of 5 or 6, and chroma of 3 to 6. It is loamy sand or gravelly loamy sand. The BA horizon has hue of 7.5YR or 10YR, value of 4 or 5, and chroma of 4 to 8. It is loamy sand or sandy loam. The Btx horizon has hue of 2.5YR to 7.5YR, value of 4 to 7, and chroma of 6 to 8. In the lower part, it has mottles in shades of red, brown, yellow, or gray. It is sandy loam or sandy clay loam. The BCx horizon, if it occurs, has hue of 2.5YR to 7.5YR, value of 4 to 7, and chroma of 6 to 8. It is mottled in shades of red, brown, yellow, or gray. It is sandy loam, sandy clay loam, or loamy sand. The Cx horizon has hue of 2.5YR to 7.5YR, value of 4 to 7, and chroma of 6 to 8 or is multicolored. It is mottled in shades of red, brown, yellow, or gray. It is 97 sandy loam, sandy clay loam, or loamy sand and may be stratified with sandy, loamy, or clayey material. Wagram Series The Wagram series consists of well drained, moderately permeable soils that formed in loamy Coastal Plain sediments. These soils are on broad upland ridges and side slopes. Slopes range from 0 to 10 percent. Typical pedon of Wagram loamy sand, 0 to 6 percent slopes; about 1.5 miles north of Lillington on North Carolina Highway 210, about 0.3 mile north of the intersection of North Carolina Highway 210 and U.S. Highway 421, about 50 feet east of a power station: Ap-0 to 10 inches; brown (10YR 5/3) loamy sand; weak fine granular structure; very friable; many fine and medium roots; strongly acid; abrupt smooth boundary. E-10 to 29 inches; very pale brown (10YR 7/4) loamy sand; weak fine granular structure; very friable; common fine and medium roots; slightly acid; abrupt smooth boundary. BE-29 to 34 inches; brownish yellow (10YR 6/6) sandy loam; weak fine subangular blocky structure; very friable; common fine roots; moderately acid; clear smooth boundary. Bt1-34 to 44 inches; brownish yellow (10YR 6/6) sandy clay loam; common medium faint strong brown (7.5YR 5/8) mottles; weak medium subangular blocky structure; friable, slightly sticky and slightly plastic; common fine roots; few patchy clay films on faces of peds; strongly acid; gradual smooth boundary. Bt2-44 to 60 inches; strong brown (7.5YR 5/6) sandy clay loam; many coarse faint light yellowish brown (10YR 6/4) and common medium distinct yellowish red (5YR 5/8) mottles; weak medium subangular blocky structure; firm, slightly sticky and slightly plastic; few patchy clay films on faces of peds; strongly acid; gradual smooth boundary. Bt3-60 to 72 inches; mottled brown (7.5YR 5/6), light gray (10YR 7/1), and red (2.5YR 4/8) sandy clay loam; weak medium subangular blocky structure; firm, slightly sticky and slightly plastic; few patchy clay films on faces of peds; very strongly acid; gradual smooth boundary. BC-72 to 80 inches; brownish yellow (10YR 6/8) sandy loam; many coarse prominent light gray (10YR 7/1) mottles; massive; friable; very strongly acid. The solum is 60 inches or more thick. Reaction is very strongly acid to moderately acid, except where the surface layer has been limed. i The Ap or A horizon has hue of 10YR or 2.5Y, value 4 to 6, and chroma of 1 to 4. The E horizon has hue ,10YR or 2.5Y, value of 5 to 7, and chroma of 2 to 4. is loamy sand, loamy fine sand, sand, or fine sand. The BE horizon has hue of 10YR or 2.5Y, value of 5 7, and chroma of 4 to 6. It is sandy loam or fine ndy loam. The Bt horizon has hue of 10YR or 2.5Y, value of 5 and chroma of 6 to 8. It is mottled in shades of U"brown, or yellow. It is sandy clay loam or sandy )am. The BC horizon has hue of 7.5YR to 2.5Y, value of 5 ' 7, and chroma of 3 to 8 or is mottled in shades of hese colors. It is sandy clay loam or sandy loam. lahee Series The Wahee series consists of somewhat poorly " ained, slowly permeable soils that formed in clayey diments. These soils are on low terraces. Slopes ange from 0 to 2 percent. Typical pedon of Wahee fine sandy loam, casionally flooded; about 0.25 mile north of Bunnlevel :o the intersection of U.S. Highway 401 and Secondary ad 2022, west 2.0 miles on Secondary Road 2072, rth 0.2 mile on a farm road, about 100 feet west o toie road: ?p-0 to 8 inches; grayish brown (10YR 5/2) fine sandy loam; weak medium granular structure; very friable; common fine and medium roots; slightly acid; abrupt smooth boundary. -8 to 10 inches; pale brown (10YR 6/3) fine sandy loam; weak medium granular structure; very friable; few fine and medium roots; strongly acid; clear wavy boundary. t1-10 to 18 inches; yellowish brown (10YR 5/6) clay; few fine distinct light gray (10YR 7/1) mottles; moderate medium subangular blocky structure; firm; few patchy clay films on faces of peds; few medium flakes of mica; very strongly acid; clear wavy boundary- t2-18 to 26 inches; yellowish brown (10YR 5/6) clay; common fine distinct light gray (10YR 7/1) and common medium prominent yellowish red (5YR 5/8) ' mottles; moderate medium subangular blocky structure; firm; few patchy clay films on faces of peds; common medium flakes of mica; very strongly acid; clear wavy boundary. Btg-26 to 39 inches; light gray (10YR 7/1) clay; common medium distinct very pale brown (10YR 7/3) and common medium prominent yellowish red ' (5YR 5/8) mottles; moderate medium subangular blocky structure; firm; few patchy clay films on faces Soil Survey of peds; many fine and medium flakes of mica; very strongly acid; clear wavy boundary. BCg-39 to 45 inches; light gray (10YR 5/1) sandy clay loam; common medium distinct very pale brown (10YR 7/3) and few medium prominent yellowish brown (10YR 5/8) mottles; weak medium subangular blocky structure; firm; many fine and medium flakes of mica; very strongly acid; clear wavy boundary. Cg-45 to 62 inches; light gray (10YR 7/1) coarse loamy sand that has pockets of sandy clay loam; single grained; loose; many fine and medium flakes of mica; very strongly acid. The solum is 40 to more than 60 inches thick. Reaction ranges from very strongly acid to moderately acid in A and E horizons, except where limed, and from extremely acid to strongly acid in the B and C horizons. The Ap or A horizon has hue of 10YR or 2.5Y, value of 2 to 5, and chroma of 1 to 3 or is neutral in hue and has value of 3 to 5. The E horizon has hue of 10YR or 2.5Y, value of 5 to 7, and chroma of 2 to 4. It is loam, fine sandy loam, or sandy loam. The Bt horizon has hue of 10YR or 2.5Y, value of 5 or 6, and chroma of 3 to 8. It is mottled in shades of red, brown, yellow, or gray. It is clay, sandy clay, clay loam, or silty clay. The BCg horizon has hue of 10YR to 5Y, value of 5 to 7, and chroma of 1 or 2 or is neutral in hue and has value of 5 to 7. It is mottled in shades of red, brown, yellow, or gray. It is sandy clay, silty clay loam, clay loam, sandy clay loam, or fine sandy loam. The Cg horizon has hue of 10YR to 5Y, value of 5 to 7, and chroma of 1 or 2 or is neutral in hue and has value of 5 to 7. It is mottled in shades of red, brown, yellow, or gray. It is sand, loamy sand, coarse loamy sand, or sandy loam. Wakulla Series The Wakulla series consists of somewhat excessively drained, rapidly permeable soils on broad sandhill ridges in the uplands. Slopes range from 0 to 8 percent. Typical pedon of Wakulla sand, 0 to 8 percent slopes; about 0.75 mile west of Spout Springs on North Carolina Highway 24, about 0.3 mile west of Spout Springs United Presbyterian Church, about 200 feet north of the highway: A-0 to 4 inches; brown and dark brown (10YR 4/3) sand; single grained; very friable; common fine roots; strongly acid; clear smooth boundary. E-4 to 11 inches; brownish yellow (10YR 6/6) sand; single grained; loose; common fine roots; strongly acid; gradual smooth boundary. 1 1 Harnett County, North Carolina part. The underlying material to a depth of 60 inches is very firm, brittle, brownish yellow, stratified sand and loamy sand. Permeability is moderately slow or slow. Available water capacity is low. Reaction ranges from extremely acid to strongly acid, except where the surface layer has been limed. Included in mapping are small areas of Lillington, Blaney, and Gilead soils. These soils are intermingled with areas of the Vaucluse soil. Lillington soils have a higher content of coarse fragments than the Vaucluse soil, and Blaney soils have more sand in the surface layer. Gilead soils are clayey and are moderately well drained. Included soils make up about 25 percent of the map unit. Most of this map unit is used as woodland. Some areas are used as cropland or pasture. This map unit is moderately suited to the cultivated crops commonly grown in the area. It is seldom cultivated, however, because of the severe hazard of erosion and the relatively small size of the individual areas. The gravel in the surface layer may restrict some tillage implements. This map unit is well suited to hay and pasture. Proper stocking rates, pasture rotation, timely deferment of grazing, and restricted use during wet periods help to keep the pasture in good condition. This map unit is well suited to woodland. Longleaf pine, loblolly pine, and a variety of scrub oaks are the dominant tree species. The main understory species include blackjack oak, post oak, black oak, and blackgum. No major limitations affect timber production. Droughtiness is a limitation affecting seedling mortality. This map unit is moderately suited to most urban and recreational uses. The slope may be a limitation on sites for buildings and the restricted permeability may limit the use of septic tank absorption fields. Silt fences and sedimentation basins can help to control runoff and erosion on construction sites. The capability subclass is IVe. Based on loblolly pine as the indicator species, the woodland ordination symbol is 7A. VeE-Vaucluse gravelly loamy sand, 15 to 25 percent slopes. This map unit consists mainly of moderately steep, very deep, well drained Vaucluse and similar soils on side slopes. It is mainly in the western part of the county, south of the Upper Little River. Mapped areas are long and narrow or irregular in shape and range from about 5 to 15 acres in size. Typically, the surface layer is dark grayish brown and light yellowish brown gravelly loamy sand 14 inches thick. The subsoil is 30 inches thick and is very firm and brittle. It is strong brown sandy loam in the upper part, 47 yellowish red sandy clay loam in the next part, and yellowish red and strong brown sandy loam in the lower part. The underlying material to a depth of 60 inches is very firm, brittle, brownish yellow, stratified sand and loamy sand. Permeability is moderately slow or slow. Available water capacity is low. Reaction ranges from extremely acid to strongly acid, except where the surface layer has been limed. Included in mapping are small areas of Lillington, Blaney, and Gilead soils. These soils are intermingled with areas of the Vaucluse soil. Lillington soils have a higher content of coarse fragments than the Vaucluse soil, and Blaney soils have more sand in the surface layer. Gilead soils are clayey and are moderately well drained. Included soils make up about 25 percent of the map unit. Most of this map unit is used as woodland. Some areas are used for pasture. This map unit is poorly suited to the cultivated crops commonly grown in the area. The slope is a severe limitation affecting the use of equipment. This map unit is moderately suited to hay and pasture. The slope is a limitation affecting the use of some equipment. Proper stocking rates, pasture rotation, timely deferment of grazing, and restricted use during wet periods help to keep the pasture in good condition. This map unit is moderately suited to woodland. Longleaf pine, loblolly pine, and a variety of scrub oaks are the dominant tree species. The main understory species include blackjack oak, post oak, black oak, and blackgum. The use of equipment may be limited because of the slope. Droughtiness is a limitation affecting seedling mortality. This map unit is poorly suited to most urban and recreational uses. The slope is the main limitation on sites for buildings, and the restricted permeability may limit the use of septic tank absorption fields. Silt fences and sedimentation basins can help to control runoff and erosion on construction sites. The capability subclass is Vle. Based on loblolly pine as the indicator species, the woodland ordination symbol is 7A. WaB - Wagram loamy sand, 0 to 6 percent slopes. This map unit consists mainly of nearly level and gently sloping, very deep, well drained Wagram and similar soils on broad ridges in the uplands. It is in the eastern part of the county, north of the Cape Fear River. Mapped areas are irregular in shape and range from about 7 to 50 acres in size. Typically, the surface layer is brown loamy sand 10 1 1 1 1 1 1 1 1 1 1 1 48 inches thick. The subsurface layer is very pale brown loamy sand 19 inches thick. The upper part of the subsoil is brownish yellow sandy loam and sandy clay loam. The next part is strong brown sandy clay loam. The next part is mottled brown, light gray, and red sandy clay loam. The lower part to a depth of 80 inches is brownish yellow and light gray sandy loam. Permeability is moderate. Available water capacity is low or moderate. Reaction is very strongly acid to moderately acid, except where the surface layer has been limed. Included in mapping are small areas of Norfolk, Orangeburg, Candor, and Fuquay soils. Norfolk and Orangeburg soils have less sand in the surface layer than the Wagram soil -and are in the more sloping areas. Candor and Fuquay soils are intermingled with areas of the Wagram soil. Candor soils are excessively drained. Fuquay soils have plinthite in the subsoil. Included soils make up about 25 percent of the map unit. Most of this map unit is used as cropland. A few areas are used as woodland or pasture. This map unit is well suited to the cultivated crops commonly grown in the area. Corn, soybeans, tobacco, small grain, and sweet potatoes are the main crops. Droughtiness is the main limitation. Conservation tillage and crop residue management conserve water and help to control soil blowing. This map unit is well suited to hay and pasture. Proper stocking rates, pasture rotation, and timely deferment of grazing help to keep the pasture in good condition. This map unit is moderately suited to woodland. Loblolly pine, longleaf pine, a variety of oaks, and hickory are the dominant canopy trees. The understory species include dogwood, American holly, black cherry, and scrub oaks. The sandy surface layer can increase the seedling mortality rate and limit the use of some equipment. This map unit is well suited to most urban and recreational uses. Seepage is a severe limitation on sites for sewage lagoons and landfills. The sandy surface layer is a moderate limitation affecting most recreational uses. The capability subclass is Ils. Based on loblolly pine as the indicator species, the woodland ordination symbol is 8S. WaC-Wagram loamy sand, 6 to 10 percent 'slopes. This map unit consists mainly of gently sloping to strongly sloping, very deep, well drained Wagram and similar soils on broad ridges in the uplands. It is in the eastern part of the county, north of the Cape Fear Soil Survey River. Mapped areas are long and narrow and range from about 5 to 20 acres in size. Typically, the surface layer is brown loamy sand 10 inches thick. The subsurface layer is very pale brown loamy sand 19 inches thick. The upper part of the subsoil is brownish yellow sandy loam and sandy clay loam. The next part is strong brown sandy clay loam. The next part is mottled brown, light gray, and red sandy clay loam. The lower part to a depth of 80 inches is brownish yellow and light gray sandy loam. Permeability is moderate. Available water capacity is low or moderate. Reaction is very strongly acid to moderately acid, except where the surface layer has been limed. Included in mapping are small areas of Norfolk, Orangeburg, Candor, Blaney, and Fuquay soils. Norfolk and Orangeburg soils have less sand in the surface layer than the Wagram soil and are in the more sloping areas. Candor, Blaney, and Fuquay soils are intermingled with areas of the Wagram soil. Candor soils are excessively drained, Blaney soils have a plastic subsoil, and Fuquay soils have plinthite in the subsoil. Included soils make up about 25 percent of the map unit. Most of this map unit is used as cropland. Many areas are used as woodland. A few areas are used for pasture. This map unit is moderately suited to the cultivated crops commonly grown in the area. Corn, soybeans, tobacco, small grain, and sweet potatoes are the main crops. Droughtiness is the main limitation. Conservation tillage and crop residue management conserve water and help to control soil blowing. This map unit is well suited to hay and pasture. Proper stocking rates, pasture rotation, and timely deferment of grazing help to keep the pasture in good condition. This map unit is moderately suited to woodland. Loblolly pine, longleaf pine, a variety of oaks, and hickory are the dominant canopy trees. The understory species include dogwood, American holly, black cherry, and oak. The sandy surface layer can increase the seedling mortality rate and limit the use of some equipment. This map unit is moderately suited to most urban and recreational uses: Seepage is a severe limitation on sites for sewage lagoons and landfills. The sandy surface layer is a moderate limitation affecting most recreational uses. The slope is a limitation affecting some uses. The capability subclass is Ills. Based on loblolly pine as the indicator species, the woodland ordination symbol is 8S. Harnett County, North Carolina 167 1 ' TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS--Continued I I I I I I I I Erosionlwind I Soil name and IDepthiClay I Moist IP ermeabilitylAvailablel Soil IShrink-swell I factorslerodi-(Organic 1 map symbol I I I bulk I I I density I I I water Ireactionl potential I I Icapacity I I I K I T Ibilityl matter Igroup I - I In I Pet I g/cc I I I I In/hr I In/in I PH I I I I I Pct I WaB, WaC--------- 1 0-291 2-1511.60-1.751 Wagram 129-80110-3511.35-1.601 1 1 1 1 6.0-20 0.6 I I 10.05-0.0814.5-6.0 10.12-0.1614.5-6.0 1 I I I ILow---------- 10.151 5 ILow---------- 10.201 I I 1 2 1 .5-2 1 1 We---------------1 0-101 5-2011.30-1.601 0.6-2.0 1 10.10-0.1514.5-6.0 1 1 1 ILow---------- 10.241 5 1 1 1 3 1 .5-5 Wahee 110-39135-6011.40-1.601 0.06-0.2 10.12-0.2013.6-5.5 IModerate----- 10.281 1 I 139-621 --- I --- I I I I I --- I --- I --- I------------- I ---- I I I WfB-------------- 1 0-111 5-1011.45-1.601 6.0-20 I I 1 <0.05 14.5-6.0 I I I ILow---------- 10.101 5 I I 1 1 1 .5-1 Wakulla 111-361 2-8 11.45-1.601 6.0-20 10.05-0.1014.5-6.0 ILow---------- 10.101 1 1 136-961 2-8 11.45-1.601 I I I I 6.0-20 1 <0.05 14.5-6.0 ILow---------- 10.101 1 1 Wh--------------- I 0-6 110-2711.35-1.601 2.0-6.0 I I 10.10-0.1514.5-6.5 I I I ILOw---------- 10.241 5 I I 1 3 1 2-5 Wehadkee 1 6-40118-3511.30-1.501 0.6-2.0 10.16-0.2014.5-6.5 ILow---------- 10.321 I 1 140-801 --- I --- I I I --- I --- 1--- 1-------------I----I I I ' I I WkB, WkD--------- 1 0-4 110-2011.45-1.651 2.0-6.0 I I 10.11-0.1614.5-6.0 I I I 1Low---------- 10.241 5 I i I 3 I .5-2 Wickham 1 4-19118-3511.30-1.501 0.6-2.0 10.12-0.1714.5-6.0 1Low---------- 10.241 1 1 119-721 --- I --- I I I I I --- I --- 1--- I I 1-------------I----I I I I I I I I 1 * See description of the map unit for composition and behavior characteristics of the map unit. Harnett County, North Carolina 163 TABLE 13.--ENGINEERING INDEX PROPERTIES--Continued I Classification IFrag- I Percentage passing 1 Soil name and 1Depthl USDA texture I I map symbol I I I Unified I AASBTO Invents 1 sieve number-- 1Liquid I Plas- 1 1 3-10 I I I In I I linchesl 4 1 10 1 40 I 1 limit 1 ticity 1 I I Pct 1200 1 I index I I I I I Pct I va8, VaD--------- 1 0-6 1Loamy sand ------_I I 1 I I I -- ISM, SP-SM IA-2, A-3 1 0-5 190-100190-100151-75 1 8-30 1 I Vaucluse 1 6-44ISandy clay loam, ISC, SC-SM IA-2, A-4,1 0-5 1 NP Y I ?I 190-100190-100151-75 125-50 120-90 I 5-18 144-60ILoamy sand, sand ISM, SP-SM IA-2, 6 A-3 1 0 I I I I I 1 1 I I 190-100190-100151-75 1 8-30 1--- ? NP VeB, veD, VeE----1 0-141Gravell loamy I I I I I I 1 Vaucluse I I sand. Y Y ISM, SP-SM IA-1, A-2 12-5 170-90 155-80 130-50 I 8-30 I I I I 1 1 l I --- I NP 114-41ISandy clay loam, ISC, SC-SM IA-2, A-4,1 0-5 190-100190-100151-75 125-49 1 20-40 1 5-15 1 1 sandy loam. I I A-6 I I 141-641Sandy loam, sand SM SC, I I I [ 1 I I clay loam, sandyl SC-SM IA-2, A-4,1 0-5 I95-100195-100151-90 115-49 I <30 I NP-12 I I clay. I I A-6 I I I I I 1 I I 1 I I I W&B WaC--------- I 0-291Loamy sand-------I I I I I I I I I Wagram 129-801Sandy clay loam, 1SC, SP-SM [A-2, A-3 i 0 l 100 198-100150-85 1 8-35 1 --- I NP I l sandy loam. I I A-6, A-71 0 1100 I98-100160-95 I31-49 121-41 1 8-25 We--------------- I 0-101Fine sand loam I I I I I I I I I Y ISM, SC-SM IA-2, A-4 0 I I I Wahee 110-391Clay, clay loam, ICL, CB I 1 100 195-100150-98 130-49 1 -8<28 1 -7 ' 1 1 silty clay. l IA-6, A-7 1 0 1 100 1 100 185-100151-92 1 388-81 1 16-54 139-62IVariable--------- I --- I I I I I I I I I I--- I--- 1 Wfs-------------- 1 0-111Sand---------- I I 1 I I I Wakulla ---ISP, SP-SM IA-3 1 0 1 100 1 100 155-90 l 4 =_- i11-361Loamy sand, loamYISM, SP-SM IA-2 1 0 1 100 -10 i - I NP I I fine sand, loamy[ 1 1100 I55-85 110-25 I I NP I I coarse sand. [ I I I I I 1 I i 1 I 1 I 136-96ISand, fine sand, ISM, SP-SM,IA-2, A-3 p I i I ' I I coarse sand. I Sp I I 1100 1100 150-70 1 4-15 I--- I NP Wh--------------- I 0-6 1Loam-------------I I I I I I I I I I I Wehadkee I I ISSC-SM, IA-2, A-4 10 1100 195-100160-90 130-49 I <30 I NP-10 1 6-401Silt loam, silty ICL-ML, ML,IA-6, A-7,1 0 1 100 1 I I 1 I ' 1 1 clay loam, very I SC I A-4 199-100185-100145-98 1 20-58 1 6-25 I I fine sandy loam.1 [ I I I I 1 1 I 140-80IVariable--------_ I --- I ( I i I 1 I 1 I --- I--- 1 1 I --- --- ' WkB, WkD--------- 1 0-4 IFine sandy loam ISM, SC-SM,IA-4 I I I I I I 1 Wickham I i 10 195-100190-100170-100145-80 I <25 I NP-7 I ML, CL-ML1 I I 1 I 14-19ISandy clay loam, ICL-ML, CL,IA-2, A-4,1 0 195-100190-100175-100130-70 1 20-41 1 3-15 I I clay loam, loam.[ SC, SM I A-6, I I19-72lVariable------___I I A-7-6 I I I I I I I I I 1 I --- I--- I--- I --- I --- I I I I I 1 i I--- I--- 1 1 I I 1 I --- * See description of the map unit for composition and behavior characteristics of the map unit. ' 170 Soil Survey TABLE 15.--SOIL AND WATER FEATURES--Continued I I Flooding I High water table 1 Bedrock I Risk of corrosion Soil name and (Hydro -1 I I I I I I map symbol I logic) Frequency I Duration (Months I Depth I Kind IMonths 1 I DepthlHard- I I 1Uncoated (Concrete ' [group I I I I I I I I ness I steel I I I I I I I Ft I I I I In I I I I I I I I I I I I I I I I I I I I Urban land. I I I I I I I I I I I I I I I Ro---------------- I R D I I I I I I I 10ccasional (Brief----- INov-Jun1 0-1.OIAPParent Nov-Ma I YI I >60 I--- I I IHigh----- (High oanoke I I I 1 I I I I I . I I I StA--------------- I B I I i (Rare--------I --- I --- 14.0-6.01ApparentIDec-Jun1 I >60 1 --- I I I (Moderate (High State I I I I I I I I I . I I I To---------------- I D I I I I I I I INone-------- I --- I --- I+.5-1.0IAPParentiDec- APrI I >60 1 --- I 1 IHigh----- (High ' Toisnot I I I I I I I I I . I I I VaH, VaD, VeB, I I I I I I I I I I 1 I I I 1 VeD, VeE--------- I V C 1 1None-------- I --- I--- 1 >6.0 I --- I --- I I >60 1 --- I I iLow------ IHigh aucluse I I I I I I I I f . I I I WaB, WaC---------- I A I I (None--------I --- I --- 1 >6.0 1--- I--- 1 1 I I I >60 - I I Wagram I I I I I I I I -- 1 I 1Low------ IHigh. I I I ' We---------------- I W h D I I I I I I I 10ccasional 1Very briefIDec-AprIO.5-1.51APParentIDec-MarI I >60 I --- I I IHigh----- IHigh a ee i I 1 to brief.) I I I I I . I I I WfB---------------I A I I I (None--------I --- 1 --- 1 1 1 I I >6.0 I --- I --- I I >60 I 1 Wakulla I I I I I I I I I --- I 1Low------ IHigh. I I I ----- -I D I I I I I I I (Frequent----(Brief to INov-Juni 0-1.01Apparent[Nov-MaY1 i >60 1 --- I I IHigh----- 1Moderat Weh I I I I long. I I I I I I I e. I I WkB, WkD---------- I B I I I I I I IRare-------- 1 --- I --- 1 >6.0 1 --- I --' I I >60 I I Wickham I I I I I I I I I I I I I I 1 --- I 1Moderate IHigh. I I I I I I I ' * See description of the map unit for composition and behavior characteristics of the map unit. Sediment Basins SB-1 Skimmer Basin Sizin g (Reference: Erosion and Sediment Control Planning and Design Manual) Project and Project Number = HHS Skimmer Basin ID = #1 Location of Skimmer Basin = Main pond Drainage Area description to sediment tray Disturbed earth (this project) = 5.63 AC @ c= 0.50 Undisturbed, residential areas = 0.00 AC @ c= 0.60 Undisturbed, wooded areas = 2.90 AC @ c= 0.25 Other areas (impervious surface) = 0.00 AC @ c= 0.95 Total = 8.53 AC @ c= 0.42 Reauired desian aspects of sediment "D Required sediment volume of trap =_> The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is approximately one year of sediment storage. Reduction Factor permitted by erosion control authority = 1 per NCDENR Associated cleanout period for reduction factor = One year Sediment storage required = 15354 CF Key aspects of sediment trap as designed Design dimensions for sediment trap based on required sediment storage amount =_> Sediment storage depth needed = 3.0 ft Surface area required = 8307 SF (325 SF/cfs of 010) Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_> Sediment trap length = 130.00 ft (measured at bottom of trap) Sediment trap width = 65.00 ft (measured at bottom of trap) Surface area provided = 8450.00 SF OK Sediment storage volume provided = 25350.00 CF OK Sediment trap required dimensioning for flood passage =_> '• Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir) Pass 010 over weir with max. depth of flow over weir = 0.5 ft. Length of spillway required (max. depth of flow = 0.5 ft.) __> Regional ten year storm intensity, 110, 7.22 in/hr Using Kirpich Eq. To find Tc 010 = 25.56 cfs Weir length = 30.0 ft Depth of flow for this weir length = 0.43 ft Resultant depth to top of berm = 5.43 ft Final minimum dimensions for sediment trap Depth to top of berm = 5.4 feet Depth to crest of spillway = 4.0 feet Sediment Storage Depth = 3.0 feet Length = 130 feet Width = 65 feet Length of Weir = 30.0 feet (minimum) Not; Sediment trap dimensions given (length and width) are dimensions for the bottom of the sediment trap. SB-2 Skimmer Basin Sizing (Reference: Erosion and Sediment Control Planning and Design Manual) ' Project and Project Number = HHS Skimmer Basin ID = #2 Location of Skimmer Basin = Secondary pond ' Drainage Area description to sediment trap Disturbed earth (this project) = 3.21 AC @ c= 0.50 Undisturbed, residential areas = 0.00 AC @ c= 0.60 Undisturbed, wooded areas = 0.36 AC @ c= 0.25 Other areas (impervious surface) = 0.00 AC @ c= 0.95 Total = 3.57 AC @ c= 0.47 ' Required design aspects of sediment trap Required sediment volume of trap =_> The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is approximately one year of sediment storage. Reduction Factor permitted by erosion control authority = 1 per NCDENR ' Associated cleanout period for reduction factor = One year Sediment storage required = 6426 CF Key aspects of sediment trap as desfaned Design dimensions for sediment trap based on required sediment storage amount =_> - - ' Sediment storage depth needed = 3.0 ft Surface area required = 3977 SF (325 SF/cfs of Q10) ' Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_> Sediment trap length = 90.00 ft (measured at bottom of trap) Sediment trap width = 45.00 ft (measured at bottom of trap) ' Surface area provided = 4050.00 SF OK Sediment storage volume provided = 12150.00 CF OK Sediment trap required dimensioning for flood passage =_> Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir) " Pass Q10 over weir with max. depth of flow over weir = 0.5 ft. ' Length of spillway required (max. depth of flow = 0.5 ft.) __> Regional ten year storm intensity, 170, 7.22 in/hr Using Kirpich Eq. To find To Q10 = 12.24 cfs Weir length = 12.0 ft Depth of flow for this weir length = 0.49 ft Resultant depth to top of berm = 5.49 ft ' Final minimum dimensions for sediment trap Depth to top of berm = 5.5 feet Depth to crest of spillway = 4.0 feet Sediment Storage Depth = 3.0 feet ' Length = 90 feet Width = 45 feet Length of Weir = 12.0 feet (minimum) ' Note., Sediment trap dimensions given (length and width) are dimensions for the bottom of the sediment trap. SB-3 Skimmer Basin Sizing (Reference: Erosion and Sediment Control Planning and Design Manual) Project and Project Number = HHS Skimmer Basin ID = #3 Location of Skimmer Basin = North Circle Road Drainage Area description to sediment trap Disturbed earth (this project) = 2.31 AC @ c= 0.50 Undisturbed, residential areas = 0.00 AC @ c= 0.60 Undisturbed, wooded areas = 2.89 AC @ c= 0.25 Other areas (impervious surface) = 0.00 AC @ c= 0.95 Total = 5.20 AC @ c= 0.36 Reauired design aspects of sediment trap Required sediment volume of trap =_> The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is approximately one year of sediment storage. Reduction Factor permitted by erosion control authority = 1 per NCDENR Associated cleanout period for reduction factor = One year Sediment storage required = 9360 CF Key aspects of sediment trap as designed Design dimensions for sediment trap based on required sediment storage amount==> - -- Sediment storage depth needed = 3.0 ft Surface area required = 4406 SF (325 SF/cfs of Q10) Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_> Sediment trap length = 94.00 ft (measured at bottom of trap) Sediment trap width = 47.00 ft (measured at bottom of trap) Surface area provided = 4418.00 SF OK Sediment storage volume provided = 13254.00 CF OK Sediment trap required dimensioning for flood passage =_> * Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir) Pass Q10 over weir with max. depth of flow over weir = 0.5 ft. Length of spillway required (max. depth of flow = 0.5 ft.) __> Regional ten year storm intensity, Ila. Qio = Weir length = Depth of flow for this weir length = Resultant depth to top of berm = Ina/ minimum dimensions for sediment trai Depth to top of berm = Depth to crest of spillway = Sediment Storage Depth = Length = Width = Length of Weir = Note: Sediment trap dimensions given the bottom of the sediment trap. 7.22 in/hr Using Kirpich Eq. To find To 13.56 cfs 14.0 ft 0.47 ft 5.47 ft 2 5.5 feet 4.0 feet 3.0 feet 94 feet 47 feet 14.0 feet minimum length and width) are dimensions for in J i l a Oq! . og? }: ass°s F # a? $! ~ Fy- s a o Z O AV I Z J s E LL !i s ss d ? gss O? OO 3 $ 3 ? g 0 O 81-m Td i z o v z to _ s V V 7 LL 0 Y ? _" mill = n O • Z =1- Z .l ZA 0 W'ml?u?(A4?oMltl-000'U10LYF?uLL\? wv ?wca mavua M" M M M w r r m m r m = m ? ? ? ? 1 1 1 1 1 Ditch Design Method for Slzlna Trapezoidal Channels ' Project Name: HHS Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 ' Channel: Ease Temp. Channel to sediment basin #1 Description: 10-yr Design ' Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" Peak Flow, Q = 14.76 CFS Channel Lining = EARTH ' Max. Permissible Velocity, Vmax = 4.0 FPS (Table 8.05a) VR = 1.91 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.020 FT/FT ' Bottom Width, B = 3 FT Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, d, = 0.75 FT ' Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF ' Wetted Perimeter, P = 7.74 FT Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 1.401 Zav = 2.508 OK ' Change values of B, M, and d until Zreq - Zav Calculate Velocity =_> Calculated Velocity, V = 3.75 FPS Check to make sure V is less than Vmax OK Check Freeboard =_> Need at least 6" of freeboard Freeboard, df = 9.00 in OK ' Check Shear Stress =_> Permissible shear stress, Td= ' Unit weight of water, y= Flow depth in ft, d= Channel gradient in ft/ft, s= ' T=yds =_> Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.058) 62.4 Ibs/ft^3 0.8 0.020 0.936 Ibs/ft^2 OK ' Method for Sizing Trapezoidal Channels Project Name: HHS ' Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 Channel: South Temp. Channel to sediment basin #1 ' Description: 10-yr Design Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" ' Peak Flow, Q = 6.73 CFS Channel Lining = EARTH Max. Permissible Velocity, Vn,,, = 4.0 FPS (Table 8.05a) ' VR = 0.87 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.018 FT/FT Bottom Width, B = 3 FT ' Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, d„ = 0.75 FT ' Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF Wetted Perimeter, P = 7.74 FT ' Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 0.673 Zav = 2.508 OK Change values of B, M, and d until Zreq <= Zav ' Calculate Velocity =_> Calculated Velocity, V = 1.71 FPS Check to make sure V is less than Vmax OK Check Freeboard =_> Need at least 6" of freeboard ' Freeboard, df = 9.00 in OK Check Shear Stress =_> Permissible shear stress, Td= Unit weight of water, y= ' Flow depth in ft, d= Channel gradient in ft/ft, s= T=yds =_> ' Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.05g) 62.4 Ibs/ft"3 0.8 0.018 0.8424 Ibs/ft^2 OK Method for Sizing Trapezoidal Channels ' Project Name: HHS Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 ' Channel: East Temp. Channel to sediment basin #2 Description: 10-yr Design Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" i Peak Flow, Q = 3.80 CFS Channel Lining = EARTH Max. Permissible Velocity, Vrn. = 4.0 FPS (Table 8.05a) ' VR = 0.49 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.020 FT/FT Bottom Width, B = 3 FT Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, d„ = 0.75 FT Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF Wetted Perimeter, P = 7.74 FT ' Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 0.361 Zav = 2.508 OK Change values of B, M, and d until Zreq - Zav Calculate Velocity =_> Calculated Velocity, V = 0.97 FPS ' Check to make sure V is less than Vm,, OK Check Freeboard =_> Need at least 6" of freeboard ' Freeboard, df = 9.00 in OK ' Check Shear Stress =_> Permissible shear stress, Td= ' Unit weight of water, y= Flow depth in ft, d= Channel gradient in ft/ft, s= ' T=yds =_> Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.05g) 62.4 Ibs/ft^3 0.8 0.020 0.936 Ibs/ft^2 OK 1 Method for Sizing Traoezoldal Channels Project Name: HHS ' Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 Channel: North Temp. Channel to sediment basin #2 ' Description: 10-yr Design Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" Peak Flow, Q = 4.76 CFS Channel Lining = EARTH Max. Permissible Velocity, Vmax = 4.0 FPS (Table 8.05a) ' VR = 0.61 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.020 FT/FT Bottom Width, B = 3 FT Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, d„ = 0.75 FT Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF Wetted Perimeter, P = 7.74 FT Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 0.452 Zav = 2.508 OK Change values of B, M, and d until Zreq <= Zav ' Calculate Velocity =_> Calculated Velocity, V = 1.21 FPS ' Check to make sure V is less than Vmax OK Check Freeboard =_> Need at least 6" of freeboard ' Freeboard, d, = 9.00 in OK ' Check Shear Stress =_> Permissible shear stress, Td= Unit weight of water, y= ' Flow depth in ft, d= Channel gradient in ft/ft, s= T=yds =_> ' Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.058) 62.4 Ibs/ft^3 0.8 0.020 0.936 Ibs/ft^2 OK ' Method for Sizing Trapezoidal Channels Project Name: HHS Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 Channel: West Temp. Channel to sediment basin #3 ' Description: 10-yr Design Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" ' Peak Flow, Q = 2.70 CFS Channel Lining = EARTH Max. Permissible Velocity, Vm,x = 4.0 FPS (Table 8.05a) ' VR = 0.35 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.020 FT/FT Bottom Width, B = 3 FT ' Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, dn = 0.75 FT Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF Wetted Perimeter, P = 7.74 FT ' Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 0.256 Zav = 2.508 OK Change values of B, M, and d until Zreq - Zav ' Calculate Velocity =_> Calculated Velocity, V = 0.69 FPS ' Check to make sure V is less than Vmax OK Check Freeboard =_> Need at least 6" of freeboard ' Freeboard, df = 9.00 in OK Check Shear Stress =_> Permissible shear stress, Td= Unit weight of water, y= Flow depth in ft, d= Channel gradient in ft/ft, s= T=yds =_> ' Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.05g) 62.4 Ibs/ft^3 0.8 0.020 0.936 Ibs/ft^2 OK I Method for Sizing Trapezoidal Channels Project Name: HHS ' Operator: WMS Job Number: 2009036.00 Date: 3/18/2010 Channel: East Temp. Channel to sediment basin #3 ' Description: 10-yr Design Design Parameters =_> Cited tables and figures are from "NC Erosion & Sediment Control Planning and Design Manual" 1 Peak Flow, Q = 14.73 CFS Channel Lining = EARTH Max. Permissible Velocity, V,. = 4.0 FPS (Table 8.05a) VR = 1.90 for use in Figure 8.05c Manning's Roughness Coefficient, n = 0.02 from Figure 8.05c, using Retardance Classification "C" Longitudinal Slope of Channel, s = 0.020 FT/FT Bottom Width, B = 3 FT ' Horizontal Side Slopes, M = 3 FT design channel depth, d = 1.5 FT normal water depth, d, = 0.75 FT Channel Physical Calculations =_> Cross-Sectional Area, A = 3.94 SF Wetted Perimeter, P = 7.74 FT ' Hydraulic Radius, R = 0.51 FT Find Normal Depth =_> ' Zreq = 1.398 Zav = 2.508 OK Change values of B, M, and d until Zreq - Zav Calculate Velocity =_> Calculated Velocity, V 3.74 FPS Check to make sure V is less than Vm. OK Check Freeboard =_> Need at least 6" of freeboard ' Freeboard, df = 9.00 in OK ' Check Shear Stress =_> Permissible shear stress, Td= Unit weight of water, y= ' Flow depth in ft, d= Channel gradient in ft/ft, s= T=yds =_> 1 Use Staw with Net temp. liner 1.5 Ib/ft^2 (from table 8.05g) 62.4 Ibs/ft^3 0.8 0.020 0.936 Ibs/ft^2 OK Dissipator Design Appendices 390 w m _N U7 Q i tr O O j5% -? ' au iuu 200 500 1000 Discharge (ft3/sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter). FS S* ` . J 50 ^ 4 of a= 30" 3MAY, = I 2't GF5 = 15.8 -MIe-cP655= IS?t LFAALA 44 = I y ? nC , Rev. 12/93 W 1 ?1 1 S P/ PE Q 1 8.06.3 Wt t?@- ?=1 -7 1 1 Appendices 390 4 m N 05 CI M i _d O LO so Discharge (ft'/sec) Curves may not be extrapolated. Fig ure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter). F405 CI d = zy'' dMA?4= ?Z"1 CPS 7. Z • S T% ?W4 05S =10 Rev. 12/93 8.06.3 1 1 1 1 1 1 1 1 1 1 1 Appendices 3Qo -- iw zuu 500 1000 Discharge (ft3/sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter). F575# 3 Cl so = q d; 't dOY- = 1z" C'rS = 2 -041604ESSC lO„ G5t4lAr14 C io wt?TµO PIPE=S? Rev. 12/93 r 8.06.3 W?(?rN@- 544(A IZ m N (n Q ca S 0 LO Appendices 'Po I 2 1 Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter). 6? 36" ?S= ZZo?f `r-N?Ckr.t65s= I??? Rev. 12/93 Wt????p/?? ^' -1 t 8.06.3 F a> _N U) a - CU a 0 N a 35c> ivu zuu 500 1000 Discharge (ft3/sec) Drainage Areas TOTAL SF AREA AC IMPERVIOUS SF AREA AC PERVIOUS AC DA 1 37,334.00 0.86 11,951.00 0.27 0.58 DA 2 3,360.00 0.08 2,591.00 0.06 0.02 DA 3 16,094.00 0.37 2,355.00 0.05 072 DA 4 11, 800.00 0.27 2,511.00 0.06 0.21 DA 5 13,621.00 0.31 6,030.00 0.14 0.17 DA 6 4,840.00 0.11 752.00 0.02 0.09 DA 7 7,070.00 0.16 5,353.00 0.12 0.04 DA 8 29,479.00 0.68 25,113.00 0.58 0.10 DA 9 8,189.00 0.19 6,934.00 0.16 0.03 A 10 6,133.00 0.14 5,478.00 0.13 0.02 DA 11 15,935.00 0.37 15,935.00 0.37 0.00 A 12 6,142.00 0.14 2,258.00 0.05 0.09 DA 13 2,851.00 0.07 2,172.00 0.05 0.02 A 14 1,271.00 0.03 1,118.00 0.03 0.00 DA 15 1,399.00 0.03 1,075.00 0.02 0.01 A 16 6,880.00 0.16 2,230.00 0.05 0.11 DA 17 5,423.00 0.12 2,295.00 0.05 0.07 A 18 55,981.00 1.29 4,435.00 0.10 1.18. DA 19 23,203.00 0.53 20,283.00 0.47 0.07 DA 20 17,461.00 0.40 14,022.00 0.32 0.08 DA 21 27,381.00 0.63 16,271.00 0.37 0.26 DA 22 9,542.00 0.22 6,704.00 0.15 077 DA 23 6,463.00 0.15 3,602.00 0.08 0.07 DA 24 8,031.00 0.18 7,215.00 0.17 0.02 DA 25 726.00 0.02 158.00 0.00 0.01 DA 26 1,967.00 0.05 1,967.00 0.05 0.00 DA 27 2,078.00 0.05 1,906.00 0.04 0.00 DA 28 5,808.00 0.13 5,028.00 0.12 0.02 DA 29 2,321.00 0.05 1,724.00 0.04 0.01 DA 30 7,030.00 0.16 3,576.00 0.08 0.08 DA 31 1,307.00 0.03 963.00 0.02 0.01 DA 32 16,653.00 0.38 15,580.00 0.36 0.02 DA 33 85,715.00 1.97 3,103.00 0.07 1.90 DA 34 7,108.00 0.16 3,590.00 0.08 0.08 DA 35 14,695.00 0.34 10,669.00 0.24 0.09 DA 36 10,584.00 0.24 6,146.00 0.14 0.10 DA 37 6,905.00 0.16 5,054.00 0.12 0.04 DA 38 10,679.00 0.25 9,364.00 0.21 0.03 DA 39 8,627.00 0.20 7,351.00 0.17 0.03 DA 40 3,502.00 0.08 3,036.00 0.07 0.01 DA 41 4,752.00 0.11 3,742.00 0.09 0.02 DA 42 6,248.00 0.14 4,430.00 0.10 0.04 DA 43 13,558.00 0.31 4,611.00 0.11 0.21 DA 44 762.00 0.02 598.00 0.01 0.00 DA 45 1,937.00 0.04 1,308.00 0.03 0.01 DA 46 1,589.00 0.04 1,216.00 0.03 0.01 DA 47 14,603.00 0.34 12,180.00 0.28 0.06 DA 48 59,494.00 1.37 8,378.00 0.19 1.17 DA 49 72,781.00 1.67 1,982.00 0.05 1.63 DA 50 2,331.00 0.05 1,812.00 0.04 0.01 DA 51 11,266.00 0.26 3,651.00 0.08 0.17 7? 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U 0 N O m v T CD Co Co C) CD C3 CD C:) C) M C=O C) C-i CD v OD U as Ctf O CD 47 [o 0 co w LD i co D w 'n H v r Lr) C'7 J 0 cr) 47 N 0 N Lr) r O G} O r VD co C E 4} W 3- o ? > M Im o co co 0 co ° 0 o o - iC r lTJ CF) t- r OD t OD O ? t r ' 1 r , , r rt , , rr ll? r' - c ti J D C O .N C N W d 3 N O N 3 0 m v` 2 Pond Design 1 Watershed Model SchernaAgaflow Hydrographs Extension for AutoCADO Civil 3D(& 2009 by Autodesk, Inc. v6.066 1 1 1 31W Legend Hvd. Orison Description 1 SCS Runoff Pre-development 2 SCS Runoff Post Development 3 Reservoir Wet Pond Routing Project: wet pond 1.gpw Tuesday, Mar 23, 2010 ' Hydrograph Return Period 2 Hy'd?aTfoRyPographsExtension forAutoCAD®Civil 3DO2009byAutodesk,Inc. v6.066 1 1 1 1 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ------ 11.75 18.49 ------- ------ 35.79 46.35 54.65 62.89 Pre-development 2 SCS Runoff --- 19.32 27.27 ------- ------- 45.87 56.60 64.89 73.06 Post Development 3 Reservoir 2 1.102 1.629 ------- ------- 2.486 10.14 17.84 18.62 Wet Pond Routing Proj. file: wet pond 1.gpw Tuesday, Mar 23, 2010 1 3 H yd rog ra p h Summary Re pgdPafTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 11.75 2 718 23,529 ------ ------ ------ Pre-development 2 SCS Runoff 19.32 2 716 39,214 ------ ------ ------ Post Development 3 Reservoir 1.102 2 772 29,381 2 176.09 60,089 Wet Pond Routing wet pond 1.gpw Return Period: 1 Year Tuesday, Mar 23, 2010 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 Pre-development Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 2.83 in 1 Storm duration = 24 hrs ' Q (cfs) 12.00 ' 10.00 ' 8.00 6.00 - 4.00 2.00 - 0.00 4 Tuesday, Mar 23, 2010 Peak discharge = 11.75 cfs Time to peak = 718 min Hyd. volume = 23,529 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Pre-development Hyd. No. 1 -- 1 Year Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 - Hyd No. 1 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 2.83 in ' Storm duration = 24 hrs " Composite (Area/CN) = [(3.3 80 x 74) + (3.860 x 98)] / 7.240 Q (cfs) ' 21.00 18.00 ' 15.00 12.00 ' 9.00 6.00 3.00 0 00 Post Development Hyd. No. 2 -- 1 Year Tuesday, Mar 23, 2010 Peak discharge = 19.32 cfs Time to peak = 716 min Hyd. volume = 39,214 cuft Curve number = 87* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 2 Time (min) 5 Hydrograph Report 6 ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 ' Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 1 yrs Time interval = 2 min Inflow hyd. No. = 2 - Post Development Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 175.00 ft. Wet Pond Routing ' Q (cfs) Hyd. No. 3 -- 1 Year Tuesday, Mar 23, 2010 Peak discharge = 1.102 cfs Time to peak = 772 min Hyd. volume = 29,381 cuft Max. Elevation = 176.09 ft Max. Storage = 60,089 cuft L I.UU ' 18.00 ' 15.00 ' 12.00 9.00 6.00 3.00 0.00 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 n nn 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) Hyd No. 3 Hyd No. 2 11111FIM Total storage used = 60,089 cult ' Pond Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Mar 23, 2010 ' Pond No. 1 - Wet Pond Pond Data Contours - User-defined contour areas. Conic method used for volume calculation. Beg ining Elevation = 172.00 ft St / S T b age torage a le Stage (ft) Elevation (ft) Co ntour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 172.00 8,110 0 0 1.00 173.00 11,934 9,960 9,960 2.00 174.00 14,137 13,019 22,978 3.00 175.00 16,453 15,279 38,257 ' 4.00 176.00 22,936 19,603 57,860 5.00 177.00 26,411 24,651 82,511 6.00 178.00 28,512 27,452 109,963 7.00 179.00 30,651 29,572 139,535 ' 8.00 180.00 32,893 31,762 171,297 Culvert / Orifice Structures Weir Structures ' [A] IB] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 18.00 6.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00 Span (in) = 18.00 6.00 0.00 0.00 Crest El. (ft) = 177.50 0.00 0.00 0.00 No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 ' Invert El. (ft) = 172.00 175.50 0.00 0.00 Weir Type = Riser Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 1.00 0.00 0.00 n/a ' N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 172.00 0.00 0.00 0.00 0.000 0.10 996 172.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.20 1,992 172.20 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000 0.30 2,988 172.30 0.00 0.00 ___ 0.00 - -- _- ___ _- 0.000 ' 0.40 3,984 172.40 0.00 0.00 N 0.00 __ _ ? ? 0.000 0.50 4,980 172.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.60 5,976 172.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.70 6,972 172.70 0.00 0.00 --- -_- 0.00 ----- --- - 0.000 ' 0.80 7,968 172.80 0.00 0.00 0.00 = _ry 0.000 0.90 8,964 172.90 0.00 0.00 0.00 0.000 1.00 9,960 173.00 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000 1.10 11,262 173.10 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000 1.20 12,563 173.20 0.00 0.00 _-- --- 0.00 - -- - - -- 0.000 ' 1.30 13,865 173.30 0.00 0.00 0.00 _ _ __ _ = 0.000 1.40 15,167 173.40 0.00 0.00 --- --- 0.00 --- --- --- --- -- 0.000 1.50 16,469 173.50 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000 1.60 17,771 173.60 0.00 0.00 --- -- 0.00 - --_ - _ 0.000 1.70 19,073 173.70 0.00 0.00 0.00 - - ??? ? 0.000 1.80 20,375 173.80 0.00 0.00 0.00 0.000 1.90 21,676 173.90 0.00 0.00 --- --- 0.00 -- - --- --- --- 0.000 2.00 22,978 174.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 2.10 24,506 174.10 0.00 0.00 --- ___ 0.00 _-- ___ -__ __ 0.000 ' 2.20 26,034 174.20 0.00 0.00 0.00 ___ ? 0.000 2.30 27,562 174.30 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 2.40 29,090 174.40 0.00 0.00 --- --- 0.00 --- -- --- --- --- 0.000 2.50 30,618 174.50 0.00 0.00 --- 0.00 - 0.000 2.60 32,146 174.60 0.00 0.00 0.00 ? = 0.000 2.70 33,673 174.70 0.00 -- 0.00 0.00 -- .- --- --- 0.000 2.80 35,201 174.80 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0 000 2.90 36,729 174.90 0.00 0.00 --- --- 0.00 --- --- --- . --- --- 0.000 3.00 38,257 175.00 0.00 0.00 --- 0.00 - --- --- --- --- 0.000 3.10 40,217 175.10 0.00 0.00 --- 0.00 __ 0.000 3.20 42,178 175.20 0.00 0.00 --- --- 0.00 --- --- --- --- -- 0.000 Continues on next page... 8 Wet Pond Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft Cuft ft cfs 3.30 44,138 175.30 0.00 3.40 46,098 175.40 0.00 3.50 48,059 175.50 0.00 3.60 50,019 175.60 0.06 is 3.70 51,979 175.70 0.23 is 3.80 53,940 175.80 0.46 is 3.90 55,900 175.90 0.73 is 4.00 57,860 176.00 0.97 is 4.10 60,325 176.10 1.12 is 4.20 62,790 176.20 1.27 is 4.30 65,255 176.30 1.42 is 4.40 67,720 176.40 1.53 is 4.50 70,185 176.50 1.65 is 4.60 72,651 176.60 1.77 is 4.70 75,116 176.70 1.84 is 4.80 77,581 176.80 1.97 is 4.90 80,046 176.90 2.03 is 5.00 82,511 177.00 2.11 is 5.10 85,256 177.10 2.23 is 5.20 88,001 177.20 2.30 is 5.30 90,746 177.30 2.37 is 5.40 93,492 177.40 2.44 is 5.50 96,237 177.50 2.51 is 5.60 98,982 177.60 4.27 is 5.70 101,727 177.70 7.41 is 5.80 104,472 177.80 11.46 oc 5.90 107,218 177.90 15.68 oc 6.00 109,963 178.00 17.79 oc 6.10 112,920 178.10 18.17 oc 6.20 115,877 178.20 18.43 oc 6.30 118,835 178.30 18.65 oc 6.40 121,792 178.40 18.85 oc 6.50 124,749 178.50 19.03 oc 6.60 127,706 178.60 19.20 oc 6.70 130,663 178.70 19.37 oc 6.80 133,621 178.80 19.54 oc 6.90 136,578 178.90 19.70 oc 7.00 139,535 179.00 19.86 oc 7.10 142,711 179.10 20.01 oc 7.20 145,887 179.20 20.17 oc 7.30 149,064 179.30 20.32 oc 7.40 152,240 179.40 20.47 oc 7.50 155,416 179.50 20.62 oc 7.60 158,592 179.60 20.77 oc 7.70 161,768 179.70 20.91 oc 7.80 164,945 179.80 21.06 oc 7.90 168,121 179.90 21.21 oc 8.00 171,297 180.00 21.35 oc ..End Clv B Clv C cfs cfs 0.00 --- 0.00 --- 0.00 --- 0.06 is --- 0.23 is --- 0.46 is --- 0.73 is --- 0.95 is --- 1.12 is --- 1.27 is --- 1.40 is --- 1.52 is --- 1.64 is --- 1.74 is --- 1.84 is --- 1.94 is --- 2.03 is --- 2.11 is --- 2.20 is --- 2.28 is --- 2.35 is --- 2.43 is --- 2.50 is --- 2.57 is --- 2.64 is --- 2.71 is --- 2.20 is --- 1.03 is --- 0.79 is --- 0.64 is --- 0.53 is --- 0.46 is --- 0.40 is --- 0.35 is --- 0.31 is --- 0.28 is --- 0.26 is --- 0.23 is --- 0.22 is --- 0.20 is --- 0.19 is --- 0.17 is --- 0.16 is -- 0.15 is --- 0.14 is --- 0.14 is --- 0.13 is --- 0.12 is --- PrfRsr Wr A Wr B Wr C Wr D Exfil User cfs cfs cfs cfs cfs cfs cfs --- 0.00 --- -- --- 0.00 --- --- --- --- 0.00 --- -- --- --- 0.00 -- --- --- --- --- --- 0.00 --- - --- 0.00 --- --- 0.00 --- --- --- --- --- --- 0.00 --- --- 0.00 --- -- 0.00 --- --- --- -- --- --- 0.00 --- --- --- 0.00 -- -- 0.00 --- --- --- --- --- --- 0.00 --- --- 0.00 --- --- --- --- --- --- 0.00 -- --- --- --- --- --- 0.00 --- --- --- 0.00 -- --- --- --- --- --- 0.00 --- --- --- --- --- 0.00 --- --- 0.00 --- --- 0.00 --- --- 0.00 --- --- --- --- --- --- --- 1.69 --- --- --- --- --- --- 4.77 --- -- - - - - --- 8.75 --- -- 13.48 -- --- --- --- --- --- 16.76s --- --- --- --- --- --- 17.38s --- --- --- --- --- 17.79s s --- --- --- --- --- --- 18.12s --- --- --- --- --- --- 18.39s --- -- --- --- --- 18.63s s --- --- --- --- --- --- 18.85s --- --- --- --- --- --- 19.03s --- --- --- --- --- 19.23s s --- --- --- -- --- --- 19.43s --- --- --- --- --- --- 19.59s --- -- -- --- --- 19.78s s --- --- --- --- -- --- 19.92s --- --- -- --- --- --- 20.08s --- -- --- --- --- 20.25s --- --- --- --- --- --- 20.41 s --- --- --- --- --- 20.50s s --- -- --- --- --- 20.64s s --- -- --- --- -- --- 20.79s --- --- --- --- --- --- 20.94s --- --- --- -- --- -- 21.16s --- --- --- --- --- Total cfs 0.000 0.000 0.000 0.063 0.228 0.460 0.725 0.945 1.119 1.268 1.402 1.524 1.637 1.743 1.843 1.937 2.028 2.114 2.197 2.277 2.354 2.429 2.501 4.257 7.405 11.46 15.68 17.79 18.16 18.43 18.65 18.84 19.03 19.20 19.35 19.51 19.69 19.82 20.00 20.12 20.27 20.42 20.58 20.65 20.78 20.93 21.07 21.29 9 Hyd rog ra p h Summary Re p,dFaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 18.49 2 718 37,086 ------ ------ ------ Pre-development 2 SCS Runoff 27.27 2 716 55,991 ------ ------ ------ Post Development 3 Reservoir 1.629 2 764 46,159 2 176.49 70,003 Wet Pond Routing wet pond 1.gpw Return Period: 2 Year Tuesday, Mar 23, 2010 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 2 yrs ' Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total preclp. = 3.60 In Storm duration = 24 hrs ' Pre-development Q (cfs) Hyd. No. 1 -- 2 Year 21.00 ' 18.00 15.00 12.00 9.00 ' 6.00 3.00 0.00 10 Tuesday, Mar 23, 2010 Peak discharge = 18.49 cfs Time to peak = 718 min Hyd. volume = 37,086 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 Hyd No. 1 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 2 yrs ' Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 3.60 in Storm duration = 24 hrs * Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240 Q (cfs) no nn Post Development Hyd. No. 2 -- 2 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 11 Tuesday, Mar 23, 2010 Peak discharge = 27.27 cfs Time to peak = 716 min Hyd. volume = 55,991 cuft Curve number = 87* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 0 120 240 360 480 600 720 840 - Hyd No. 2 0.00 960 1080 1200 1320 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 ' Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 2 yrs ' Time interval = 2 min Inflow hyd. No. = 2 - Post Development Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 175.00 ft. Q (cfs) no nn Wet Pond Routing Hyd. No. 3 -- 2 Year Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 12 Tuesday, Mar 23, 2010 = 1.629 cfs = 764 min = 46,159 cult = 176.49 ft = 70,003 cuft Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 ' 0 240 Hyd No. 3 480 720 960 Hyd No. 2 0.00 1200 1440 1680 1920 2160 2400 2640 Time (min) 7HJI IIIL Total storage used = 70,003 cult 1 1 1 13 Hyd rog ra p h Summary Re R ydPai4ow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 35.79 2 716 72,535 ------ ------ ------ Pre-development 2 SCS Runoff 45.87 2 716 96,743 ----- ------ ------ Post Development 3 Reservoir 2.486 2 770 86,910 2 177.48 95,652 Wet Pond Routing wet pond 1.gpw Return Period: 10 Year Tuesday, Mar 23, 2010 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 Pre-development Hydrograph type = SCS Runoff Storm frequency = 10 yrs ' Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 5.38 in Storm duration = 24 hrs Pre-development Q (cfs) Hyd. No. 1 -- 10 Year 40.00 30.00 20.00 10.00 0.00 14 Tuesday, Mar 23, 2010 Peak discharge = 35.79 cfs Time to peak = 716 min Hyd. volume = 72,535 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 40.00 30.00 20.00 10.00 U l zu 24U - Hyd No. 1 360 480 600 720 840 0.00 960 1080 1200 1320 1440 Time (min) t Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% Tc method = USER Total preclp. = 5.38 In ' Storm duration = 24 hrs * Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240 Post Development Q (cfs) Hyd. No. 2 -- 10 Year 50.00 40.00 30.00 20.00 10.00 0.00 15 Tuesday, Mar 23, 2010 Peak discharge = 45.87 cfs Time to peak = 716 min Hyd. volume = 96,743 cuft Curve number = 87* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 50.00 40.00 30.00 20.00 10.00 ' 0 120 - Hyd No. 2 240 360 480 600 720 840 960 1080 - 0.00 1200 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 2 - Post Development Reservoir name = Wet Pond Storage indication method used. Wet pond routing start elevation = 175.00 ft. Q (cfs) Wet Pond Routing Hyd. No. 3 -- 10 Year Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 16 Tuesday, Mar 23, 2010 = 2.486 cfs = 770 min = 86,910 cult = 177.48 ft = 95,652 cuft Q (cfs) 50.00 40.00 30.00 20.00 10.00 0 240 Hyd No. 3 480 720 960 1200 1440 1680 1920 2160 Hyd No. 2 111 U11I P Total storage used = 95,652 cuft -1- 0.00 2400 Time (min) H yd rog ra p h Summary Re 17 Pq mow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by AutndPCk Inn vR naa 1 1 1 1 Hyd No. . Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 54.65 2 716 112,230 ------ ------ ------ Pre-development 2 SCS Runoff 64.89 2 716 140,010 ------ ------ ------ Post Development 3 Reservoir 17.84 2 724 130,177 2 178.02 110,393 Wet Pond Routing wet pond 1.gpw Return Period: 50 Year Tuesday, Mar 23, 2010 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 7.21 in ' Storm duration = 24 hrs - 18 Tuesday, Mar 23, 2010 Peak discharge = 54.65 cfs Time to peak = 716 min Hyd. volume = 112,230 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 ' Pre-development Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 360 480 600 720 840 960 - Hyd No. 1 0.00 1080 1200 1320 Time (min) Hydrograph Report 19 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 7.21 in ' Storm duration = 24 hrs * Composite (Area/CN) = [(3.380 x 74) + (3.860 x 98)] / 7.240 ' Post Development Q (cfs) Hyd. No. 2 -- 50 Year 70.00 ' 60.00 ' 50.00 ' 40.00 30.00 20.00 10.00 0.00 Tuesday, Mar 23, 2010 Peak discharge = 64.89 cfs Time to peak = 716 min Hyd. volume = 140,010 cuft Curve number = 87* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 0 120 240 360 480 600 720 - Hyd No. 2 840 960 1080 Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 - 0.00 1200 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 50 yrs ' Time interval = 2 min Inflow hyd. No. = 2 - Post Development ' Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 175.00 ft. t ' Q (cfs) -7n nn Wet Pond Routing Hyd. No. 3 -- 50 Year Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 20 Tuesday, Mar 23, 2010 Peak discharge = 17.84 cfs Time to peak = 724 min Hyd. volume = 130,177 cuft Max. Elevation = 178.02 ft Max. Storage = 110,393 cult ' 0 240 480 720 960 1200 1440 1680 Hyd No. 3 Hyd No. 2 (ILLUI I Total storage used = 110,393 cuft -+- 0.00 1920 Time (min) n 0 u 1 r F] F L 0 1 21 Hydrograph Summary Re ?" Fl`y'dfalow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 62.89 2 716 129,953 ----- ------ ------ Pre-development 2 SCS Runoff 73.06 2 716 158,912 ------ ------ ------ Post Development 3 Reservoir 18.62 2 724 149,079 2 178.29 118,517 Wet Pond Routing wet pond 1.gpw Return Period: 100 Year Tuesday, Mar 23, 2010 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCADT Civil 3D8 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 Pre-development Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% Tc method = USER Total precip. = 8.00 in ' Storm duration = 24 hrs 22 Tuesday, Mar 23, 2010 Peak discharge = 62.89 cfs Time to peak = 716 min Hyd. volume = 129,953 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 ' Pre-development Q (cfs) Hyd. No. 1 -- 100 Year 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 ' 20.00 10.00 0.00 Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 360 480 600 720 840 960 - Hyd No. 1 0.00 1080 1200 1320 Time (min) Hydrograph Report 23 ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 7.240 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 8.00 in Storm duration = 24 hrs " Composite (Area/CN) _ [(3.380 x 74) + (3.860 x 98)] / 7.240 ' Post Development Q (cfs) Hyd. No. 2 -- 100 Year Tuesday, Mar 23, 2010 Peak discharge = 73.06 cfs Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor 716 min 158,912 cuft 87* Oft 5.00 min Type II 484 ' tsu.uu ' 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 20.00 ' 10.00 0 00 Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0 0 00 0 120 240 360 480 600 720 - Hyd No. 2 840 960 1080 1200 Time (min) Hyd ' Hydraflow Hyd. Wet P Hydro ' Storm Time i Inflow Rese ' Q (cfs) ' 80.00 ' 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 20.00 ' 10.00 0.00 0 240 Hyd No. 3 rograph Report Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 No. 3 and Routing raph type = Reservoir frequency = 100 yrs terval = 2 min hyd. No. = 2 - Post Development oir name = g n Wet Pond rv Storage Indication method used. Wet pond routing start elevation = 175.00 ft. Wet Pond Routing Hyd. No. 3 -- 100 Year Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 24 Tuesday, Mar 23, 2010 = 18.62 cfs = 724 min = 149,079 cuft = 178.29 ft = 118,517 cult Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 n nn 480 720 Hyd No. 2 960 1200 1440 1680 IIILI LL Total storage used = 118,517 cuft 1920 Time (min) Hydraflow Rainfall Report 25 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Mar 23, 2010 Return Period Intensity-Duration-Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 65.3330 13.2000 0.9053 -------- 2 74.0559 13.3000 0.8788 -------- 3 0.0000 0.0000 0.0000 -------- 5 83.5112 14.8000 0.8514 10 105.7041 16.8000 0.8710 -------- 25 118.9252 17.6000 0.8582 -------- 50 137.0265 18.6000 0.8630 -------- 100 157.1769 19.6000 0.8692 -------- File name: Raleigh.IDF Intensity = B / (Tc + D)"E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.72 3.79 3.18 2.74 2.41 2.16 1.96 1.79 1.65 1.53 1.43 1.34 2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12 10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41 25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84 50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17 100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.83 3.60 0.00 4.65 5.38 6.41 7.21 8.00 SCS 6-Hr 2.00 2.65 0.00 3.38 3.90 4.62 5.19 5.75 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Watershed Model Schema 9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 1 1 1 1 1 31W Project: wet pond 2.gpw I Tuesday, Mar 23, 2010 Legend Hyd. Origin Description 1 SCS Runoff Pre-development 2 SCS Runoff Post Development 3 Reservoir Wet Pond Routing Hydrograph Return Period Hy?raoS? y graphs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 i Hyd. N Hydrograph t Inflow H d Peak Outflow (cfs) Hydrograph o. ype y (s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ------ 13.91 21.89 ------- ------- 42.37 54.87 64.69 74.45 Pre-development 2 SCS Runoff ------ 18.09 26.91 ------- ------- 48.55 61.28 71.18 80.95 Post Development 3 Reservoir 2 1.891 2.437 ------- ------- 29.14 34.86 36.44 37.71 Wet Pond Routing Proj. file: wet pond 2.gpw Tuesday, Mar 23, 2010 Hyd rog ra p h Summary Re PqdPafrow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 C H 1 0 1 0 1 F Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 13.91 2 718 27,851 ----- ------ ------ Pre-development 2 SCS Runoff 18.09 2 718 36,355 ------ ------ ------ Post Development 3 Reservoir 1.891 2 744 35,349 2 171.75 37,297 Wet Pond Routing wet pond 2.gpw Return Period: 1 Year Tuesday, Mar 23, 2010 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 Pre-development Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% Tc method = USER Total precip. = 2.83 in Storm duration = 24 hrs Tuesday, Mar 23, 2010 Peak discharge = 13.91 cfs Time to peak = 718 min Hyd. volume = 27,851 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 i i i -7777-7--l 1 MA I 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) Pre-development Hyd. No. 1 -- 1 Year Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 1 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 2.83 In Storm duration = 24 hrs * Composite (Area/CN) = [(5.840 x 74) + (2.730 x 98)] / 8.570 t Q (cfs) n4 nn Post Development Hyd. No. 2 -- 1 Year Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 5 Tuesday, Mar 23, 2010 Peak discharge = 18.09 cfs Time to peak = 718 min Hyd. volume = 36,355 cuft Curve number = 82* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 - Hyd No. 2 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 ' Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 1 yrs ' Time interval = 2 min Inflow hyd. No. = 2 - Post Development t Reservoir name = Wet Pond Storage Indication method us ed. Wet pond routing start elevation = 170.40 ft. Wet Pond Routing ' Q (cfs) Hyd. No. 3 -- 1 Year 6 Tuesday, Mar 23, 2010 Peak discharge = 1.891 cfs Time to peak = 744 min Hyd. volume = 35,349 cuft Max. Elevation = 171.75 ft Max. Storage = 37,297 cuft ' 11.UU 18 00 ' . 15 00 ' . ' 12 00 . ' 9 00 . 6 00 . 3 00 . Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 00 ' 0 240 480 720 960 1200 1440 1680 Hyd No. 3 Hyd No. 2 1111 f If I L! Total storage used = 37,297 cuft 1920 Time (min) ' Pond Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 31310 2009 by Autodesk, Inc. v6.066 Tuesday, Mar 23, 2010 ' Pond No. 1 - Wet Pond Pond Data Contours - User-defined contour areas. Conic method used for volume calculation. Begi ning Elevation = 167.00 ft ' T bl a e Stage / Storage Stage (ft) Elevation (ft) Co ntour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 167.00 3,373 0 0 1.00 168.00 5,273 4,287 4,287 2.00 169.00 6,564 5,906 10,193 3.00 170.00 7,969 7,254 17,448 4.00 171.00 11,977 9,904 27,352 ' 5.00 172.00 14,543 13,238 40,590 6.00 173.00 15,965 15,247 55,837 7.00 174.00 17,443 16,697 72,534 8.00 175.00 18,978 18,203 90,737 ' Culvert / Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsrl [A] [B] [C] [D] Rise (in) = 24.00 6.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00 Span (in) = 24.00 6.00 0.00 0.00 Crest El. (ft) = 172.50 0.00 0.00 0.00 No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 167.00 170.50 0.00 0.00 Weir Type = Riser Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 1.00 0.00 0.00 n/a . N-Value = .013 .013 .013 n/a ' Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00 Note: Culvert/orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). ' Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs cfs ' 0.00 0 167.00 0.00 0.00 0.00 0.000 0.10 429 167.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.20 857 167.20 0.00 0.00 --- -- 0.00 --- --- --- --- --- 0.000 0.30 1,286 167.30 0.00 0.00 --- -- 0.00 --- --- -- - 0.000 ' 0.40 1,715 167.40 0.00 0.00 0.00 0.000 0.50 2,144 167.50 0.00 0.00 - 0.00 - --- 0.000 0.60 2,572 167.60 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.70 001 167.70 3 0.00 0.00 -- --- 0.00 - - --- --_ -_- 0.000 ' 0.80 , 3,430 167.80 0.00 0.00 0.00 :? ? 0.000 0.90 3,859 167.90 0.00 0.00 0.00 0.000 1.00 4,287 168.00 0.00 0.00 --- --- 0.00 --- --- -- --- --- 0.000 1.10 4,878 168.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 1.20 5,469 168.20 0.00 0.00 --- 0.00 -- --- --- --- 0.000 ' 1.30 6,059 168.30 0.00 0.00 0.00 0.000 1.40 6,650 168.40 0.00 0.00 --- 0.00 - --- 0.000 1.50 7,240 168.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 ' 1.60 1.70 7,831 168.60 8,422 168.70 0.00 0.00 0.00 --- 0.00 --- 0.00 0.00 -- -- -- --- --- 0.000 0.000 1.80 9,012 168.80 0.00 0.00 0.00 - . - --- 0.000 1.90 9,603 168.90 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 2.00 10,193 169.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 2.10 10,919 169.10 0.00 0.00 --- _-- 0.00 - - -- 0.000 ' 2.20 11,644 169.20 0.00 0.00 0.00 = 0.000 2.30 12,370 169.30 0.00 0.00 0.00 --- - --- 0.000 2.40 13,095 169.40 0.00 0.00 --- --- 0.00 --- -- --- -- --- 0.000 ' 2.50 2.60 13,821 169.50 14,546 169.60 0.00 0.00 0.00 0.00 0.00 0.00 -- 0.000 0.000 2.70 15,272 169.70 0.00 0.00 --- .y 0.00 --- --. - .-- --- 0.000 2.80 15,997 169.80 0.00 0.00 --- --- 0.00 --- --- --- -- 0.000 2.90 16,722 169.90 0.00 0.00 --- --- 0.00 --- --- --- --- 0.000 3.00 17,448 170.00 0.00 0.00 --- -_ 0.00 --- - - 0.000 ' 3.10 18,438 170.10 0.00 0.00 0.00 ` - . ___ _._ 0.000 3.20 19,429 170.20 0.00 0.00 0.00 - --- --- --- 0.000 Continues on next page... 8 Wet Pond Stage / Storage / Discharge Table ' Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfii User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ' 3.30 3.40 20,419 21,410 170.30 170.40 0.00 0.00 0.00 0.00 -- - 0.00 0.00 --_ --- --- -- -- 0.000 0.000 3.50 22,400 170.50 0.00 0.00 - 0.00 0.000 3.60 23,390 170.60 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.063 3.70 24,381 170.70 0.24 is 0.23 is --- --- 0.00 -- --- --- --- --- 0.228 3.80 25,371 170.80 0.48 is 0.46 is __- --- 0.00 -- _ --_ - 0.460 ' 3.90 26,362 170.90 0.73 is 0.73 is 0.00 _ ___ ?_ ?? 0.725 4.00 27,352 171.00 0.95 is 0.95 is --- --- 0.00 --- --- --- --- --- 0.945 4.10 28,676 171.10 1.13 is 1.12 is --- --- 0.00 --- --- --- --- --- 1.119 ' 4.20 4.30 30,000 31,324 171.20 171.30 1.27 is 1.41 is 1.27 is 1.40 is -- --- 0.00 0.00 -- -- --- _-- --_ 1.268 1.402 4.40 32,647 171.40 1.56 is 1.52 is 0.00 . - 1.524 4.50 33,971 171.50 1.64 is 1.64 is --- --- 0.00 --- --- --- --- --- 1.637 4.60 35,295 171.60 1.74 is 1.74 is --- -- 0.00 --- -- --- --- --- 1.743 4.70 36,619 171.70 1.90 is 1.84 is ----- 0.00 --- ___ -__ _. __ 1.843 4.80 37,942 171.80 1.99 is 1.94 is 0.00 ? _ 1.937 4.90 39,266 171.90 2.08 is 2.03 is -- 0.00 --- --- --- --- --- 2.028 5.00 40,590 172.00 2.18 is 2.11 is --- --- 0.00 --- --- --- --- --- 2.114 5.10 5.20 42,115 43,639 172.10 172.20 2.20 is 2.28 is 2.20 is 2.28 is --- --- 0.00 0.00 --- --- -- -_- 2,177 2,277 5.30 45,164 172.30 2.38 is 2.35 is 0.00 --- - 2.354 5.40 46,689 172.40 2.48 is 2.43 is --- --- 0.00 --- --- --- --- --- 2.429 5.50 48,214 172.50 2.50 is 2.50 is --- --- 0.00 --- --- --- --- --- 2.501 5.60 49,738 172.60 4.30 is 2.57 is --- --- 1.69 --- --- --- --- --- 4.257 5.70 51,263 172.70 7.48 is 2.64 is --- --- 4.77 --- --- --- --- -- 7.405 5.80 52,788 172.80 11.46 is 2.71 is --- --- 8.75 --- --- --- --- --- 11.46 5.90 54,312 172.90 16.26 is 2.77 is --- --- 13.48 --- --- --- --- --- 16.26 ' 6.00 6.10 55,837 57,507 173.00 173.10 21.67 is 27.32 is 2.84 is 2.56 is - --- 18.84 24.76 _?- -- _-_ --_ --- 21.67 32 27 7 32 6.20 59,176 173.20 32.33 is 1.50 is 30.83s - . . 32.33 6.30 60,846 173.30 33.47 is 1.20 is --- --- 32.28s --- --- --- --- --- 33.47 6.40 62,516 173.40 34.19 is 1.02 is --- --- 33.18s --- --- --- --- --- 34.19 6.50 64,185 173.50 34.76 is 0.88 is --- ___ 33.88s --- -- -- - - --- 34.76 ' 6.60 65,855 173.60 35.24 is 0.78 is 34.46s _ _ - 35.24 6.70 67,525 173.70 35.68 is 0.70 is -- --- 34.98s --- --- --- --- --- 35.67 6.80 69,195 173.80 36.08 is 0.63 is --- --- 35.45s --- --- --- --- --- 36.08 6.90 70,864 173.90 36.45 is 0.57 is - - --_ 35.88s --- --- ----- -_- 36.45 ' 7.00 72,534 174.00 36.81 is 0.52 is ? 36.27s - 36.79 7.10 74,354 174.10 37.15 is 0.48 is 36.65s - 37 14 7.20 76,175 174.20 37.49 is 0.45 is --- --- 37.02s --- --- --- --- --- . 37.47 7.30 77,995 174.30 37.82 is 0.42 is --- --- 37.39s --- --- -- --- --- 37.80 7.40 79,815 174.40 38.14 is 0.39 is -- ??? 37.73s - .__ -_- -- 38.12 ' 7.50 81,636 174.50 38.45 is 0.37 is 38.05s ? ? - 38.42 7.60 83,456 174.60 38.76 is 0.35 is --- --- 38.40s --- --- --- --- --- 38.74 7.70 85,276 174.70 39.06 is 0.33 is --- --- 38.70s --- -- --- --- --- 39.03 7.80 87,097 174.80 39.36 is 0.31 is --- -- 39.04s --- - --_ _-- 39.35 ' 7.90 88,917 174.90 39.66 is 0.29 is 39.36s - 39 65 8.00 90,737 175.00 39.95 is 0.28 is - 39.63s - --- - . 39.90 ... End 9 Hyd rog ra p h Summary Re KydPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 I 1 G L Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph description 1 SCS Runoff 21.89 2 718 43,899 ------ ------ ------ Pre-development 2 SCS Runoff 26.91 2 716 54,407 ----- ------ ------ Post Development 3 Reservoir 2.437 2 748 53,400 2 172.41 46,861 Wet Pond Routing wet pond 2.gpw Return Period: 2 Year Tuesday, Mar 23, 2010 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 2 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 3.60 in Storm duration = 24 hrs 10 Tuesday, Mar 23, 2010 Peak discharge = 21.89 cfs Time to peak = 718 min Hyd. volume = 43,899 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 ' Q (cfs) ' 24.00 ' 20.00 16.00 ' 12.00 ' 8.00 4.00 - ' 0.00 - Pre-development Hyd. No. 1 -- 2 Year Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 0.00 - Hyd No. 1 Time (min) Hydrograph Report 11 ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 2 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 3.60 in ' Storm duration = 24 hrs * Composite (Area/CN) _ [(5.840 x 74) + (2.730 x 98)] / 8.570 Post Development ' Q (cfs) Hyd. No. 2 -- 2 Year 28.00 ' 24.00 ' 20.00 ' 16.00 12.00 8.00 4.00 0.00 Tuesday, Mar 23, 2010 Peak discharge = 26.91 cfs Time to peak = 716 min Hyd. volume = 54,407 cuft Curve number = 82* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 - Hyd No. 2 Time (min) Hyd ' Hydraflow Hyd. ' Wet P Hydro ' Storm Time i Inflow ' Reserv ' Q (cfs) ' 28.00 ' 24.00 ' 20.00 ' 16.00 ' 12.00 8.00 4.00 ' 0.00 0 240 480 720 960 1200 1440 1680 Hyd No. 3 Hyd No. 2 IIfl-111 ] Total storage used = 46,861 cuft rograph Report Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 No. 3 and Routing graph type = Reservoir frequency = 2 yrs nterval = 2 min hyd. No. = 2 -Post Development oir name = Wet Pond Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 12 Tuesday, Mar 23, 2010 = 2.437 cfs = 748 min = 53,400 cult = 172.41 ft = 46,861 cult Storage Indication method used. Wet pond routing start elevation = 170.40 ft. Wet Pond Routing Hyd. No. 3 -- 2 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 1920 Time (min) ' H yd rog ra p h Summary Re 13 PqdPafTow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 42.37 2 716 85,859 ------ ------ ------ Pre-development 2 SCS Runoff 48.55 2 716 99,775 ----- ------ ----- Post Development 3 Reservoir 29.14 2 722 98,769 2 173.16 58,112 Wet Pond Routing wet pond 2.gpw Return Period: 10 Year Tuesday, Mar 23, 2010 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 10 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 5.38 in Storm duration = 24 hrs Q (cfs) ' 50.00 - ' 40.00 - ' 30.00 20.00 ' 10.00 0.00 14 Q (cfs) 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 Hyd No. 1 Pre-development Hyd. No. 1 -- 10 Year Tuesday, Mar 23, 2010 Peak discharge = 42.37 cfs Time to peak = 716 min Hyd. volume = 85,859 cuft Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 360 480 600 720 840 0.00 960 1080 1200 1320 1440 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total preclp. = 5.38 in ' Storm duration = 24 hrs Tuesday, Mar 23, 2010 Peak discharge = 48.55 cfs Time to peak = 716 min Hyd. volume = 99,775 cuft Curve number = 82* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 " Composite (Area/CN) _ [(5.840 x 74) + (2.730 x 98))18.570 Post Development Q (cfs) Hyd. No. 2 -- 10 Year 50.00 ' 40.00 30.00 20.00 ' 10.00 0.00 15 Q (cfs) 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 360 480 600 720 840 960 - Hyd No. 2 0.00 1080 1200 1320 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 10 yrs ' Time interval = 2 min Inflow hyd. No. = 2 - Post Development ' Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 170.40 ft. Wet Pond Routing Hyd. No. 3 -- 10 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Hyd No. 2 11111JULi Total storage used = 58,112 cult Time (min) 16 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Tuesday, Mar 23, 2010 = 29.14 cfs = 722 min = 98,769 cult = 173.16 ft = 58,112 cuft Hyd rog ra p h Summary Re 17 pgdPaflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 64.69 2 716 132,846 ------ ------ ------ Pre-development 2 SCS Runoff 71.18 2 716 149,128 ---- ------ ------ Post Development 3 Reservoir 36.44 2 722 148,121 2 173.91 70,820 Wet Pond Routing wet pond 2.gpw Return Period: 50 Year Tuesday, Mar 23, 2010 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 50 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 7.21 in Storm duration = 24 hrs ' Q (cfs Pre-development ) Hyd. No. 1 -- 50 Year 70.00 ' 60.00 ' 50.00 ' 40.00 30.00 20.00 10.00 0.00 18 Tuesday, Mar 23, 2010 Peak discharge = 64.69 cfs Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor 716 min 132,846 cult 77 Oft 5.00 min Type II 484 Q (cfs) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0 120 240 Hyd No. 1 360 480 600 720 840 960 0.00 1080 1200 1320 Time (min) Hydrograph Report Tuesday, Mar 23, 2010 ' Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 50 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 7.21 in ' Storm duration = 24 hrs ' Composite (Area/CN) = [(5.840 x 74) + (2,730 x 98)] / 8.570 ' Post Development Q (cfs) Hyd. No. 2 -- 50 Year ' 80.00 ' 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 ' 20.00 10.00 0.00 Peak discharge = 71.18 cfs Time to peak = 716 min Hyd. volume = 149,128 cuft Curve number = 82* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 19 Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 360 480 600 720 840 - Hyd No. 2 0.00 960 1080 1200 1320 Time (min) HYdro9raph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 ' Wet Pond Routing Hydrograph type = Reservoir Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 2 - Post Development Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 170.40 ft. Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 20 Tuesday, Mar 23, 2010 = 36.44 cfs = 722 min = 148,121 cuft = 173.91 ft = 70,820 cuft Wet Pond Routing Hyd. No. 3 -- 50 Year Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 3 Hyd No. 2 RITH1Tl Total storage used = 70,820 cuft Hyd rog ra p h Summary Re 21 Pqd 7atlow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph description 1 SCS Runoff 74.45 2 716 153,825 ------ --- ------ Pre-development 2 SCS Runoff 80.95 2 716 170,898 ------ ------ ----- Post Development 3 Reservoir 37.71 2 722 169,893 2 174.28 77,492 Wet Pond Routing wet pond 2.gpw Return Period: 100 Year Tuesday, Mar 23, 2010 HYd ro9raph Repoft ' Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 1 ' Pre-development Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 8.00 in ' Storm duration = 24 hrs Pre-development Q (cfs) Hyd. No. 1 -- 100 Year 80.00 ' 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 ' 20.00 ' 10.00 0.00 22 Tuesday, Mar 23, 2010 Peak discharge = 74.45 cfs Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor 716 min 153,825 cuft 77 Oft 5.00 min Type II 484 Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 ' 0 120 240 360 480 600 720 840 960 - Hyd No. 1 0.00 1080 1200 1320 Time (min) Hydrograph Report 23 ' Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 2 ' Post Development Hydrograph type = SCS Runoff Storm frequency = 100 yrs ' Time interval = 2 min Drainage area = 8.570 ac Basin Slope = 0.0% ' Tc method = USER Total precip. = 8.00 in ' Storm duration = 24 hrs Composite (Area/CN) _ [(5.840 x 74) + (2.730 x 98)] / 8.570 ' Post Development Q (cfs) P%^ „f% Hyd. No. 2 -- 100 Year Tuesday, Mar 23, 2010 Peak discharge = 80.95 cfs Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor 716 min 170,898 cuft 82* Oft 5.00 min Type II 484 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0 120 240 360 480 600 720 840 960 1080 - Hyd No. 2 -"' 0.00 1200 Time (min) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066 Hyd. No. 3 1 Wet Pond Routing HYdro9raph type = Reservoir Storm frequency = 100 yrs ' Time interval = 2 min Inflow hyd. No. = 2 - Post Development Reservoir name = Wet Pond Storage Indication method used. Wet pond routing start elevation = 170.40 ft. 1 ' Wet Pond Routing Q (cfs) Hyd. No. 3 -- 100 Year Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage 24 Tuesday, Mar 23, 2010 = 37.71 cfs = 722 min = 169,893 cult = 174.28 ft = 77,492 cuft ' au.uu 80.00 70.00 ' 60.00 ' 50.00 ' 40.00 ' 30.00 ' 20.00 ' 10.00 0.00 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 n nn ' 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Hyd No. 2 1111111111 Total storage used = 77,492 cult Time (min) i 1 1 1 1 1 1 1 Hydraflow Rainfall Report 25 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Return Period Intensity-Duration-Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 65.3330 13.2000 0.9053 -------- 2 74.0559 13.3000 0.8788 -------- 3 0.0000 0.0000 0.0000 -------- 5 83.5112 14.8000 0.8514 ------- 10 105.7041 16.8000 0.8710 -------- 25 118.9252 17.6000 0.8582 -------- 50 137.0265 18.6000 0.8630 -------- 100 157.1769 19.6000 0.8692 -------- File name: Raleigh.IDF Intensity = B / (Tc + D)"E Tuesday, Mar 23, 2010 Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.72 3.79 3.18 2.74 2.41 2.16 1.96 1.79 1.65 1.53 1.43 1.34 2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12 10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41 25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84 50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17 100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50 Tc = time in minutes. Values may exceed 60. D-in filn -- D. 1-;i k n Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.83 3.60 0.00 4.65 5.38 6.41 7.21 8.00 SCS 6-Hr 2.00 2.65 0.00 3.38 3.90 4.62 5.19 5.75 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Permit No. lb- o g?s ' (to be provided by DWQ) 1 ' A ?? o?oF W ATF9pG ? y o WDENR 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 111) must be printed, filed out and submitted along with all of the required information. I: PROJECT INFORMATION ¢.i - 4f>rf;?,u a Project name Harnett Health Hospitals Contact person Warren M. Sugg, PE Phone number 919-858-1811 Date 3/24/2010 Drainage area number 1 II.?DESIGN INFORMATION'.:. Site Characteristics Drainage area 315,374 ft2 Impervious area, post-development 172,714 fe % impervious 54,76 % Design rainfall depth 1.0 in Storage Volume: Non-SA Waters Minimum volume required Volume provided Storage Volume: SA Waters 1.5" runoff volume Pre-development 1-yr, 24-hr runoff Post-development 1-yr, 24-hr runoff Minimum volume required Volume provided Peak Flow Calculations Is the prelpost control of the 1 yr 24hr storm peak flow required? 1-yr, 24-hr rainfall depth Rational C, pre-development Rational C, post-development Rainfall intensity:/-yr, 24-hrstorm Pre-development 1-yr, 24-hr peak flow Post-development 1-yr, 24-hr peak flow Pre/Post 1-yr, 24-hr peak flow control Elevations Temporary pool elevation Permanent pool elevation SHWT elevation (approx. at the perm. pool elevation) Top of 10ft vegetated shelf elevation Bottom of 1 Oft vegetated shelf elevation Sediment cleanout, top elevation (bottom of pond) Sediment cleanout, bottom elevation Sediment storage provided Is there additional volume stored above the state-required temp, pool? Elevation of the top of the additional volume 14,455 ft3 17,146 ft3 ft3 ft3 ft3 ft3 to Y (Y or N) 2.8 in OK OK, volume provided is equal to or in excess of volume required. APR 0 9 2010 DM • WW:R QUALITtt ANDETORMWATERrmcm 0.32 (unitless) 0.68 (unitless) 4.82 in/hr OK 11.75 ft3/sec 19.32 ft3/sec 7.57 ft3/sec 177.50 hsl 175.50 fmsl fmsl 176.00 fmsl 175.00 hsl 173.00 hsl 172.00 hsl 1.00 ft Y (Y or N) 177.5 hsl Data not needed for calculation option #1, but OK if provided. Data not needed for calculation option #1, but OK if provided. OK Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & H. Design Summary, Page 1 of 2 Permit (to be provided by DWQ) II DESIM(INFORMATION Surface Areas Area, temporary pool 24,960 ft2 Area REQUIRED, permanent pool 9,461 ft SAIDA ratio 3.00 (unitless) Area PROVIDED, permanent pool, Ap.-P d 19,483 ft2 OK Area, bottom of 1 Oft vegetated shelf, Abd even 16,453 ff Area, sediment cieanout, top elevation (bottom of pond), Abot wd 11,934 ft2 Volumes Volume, temporary pool 17,146 ft3 OK Volume, permanent pool, Vper,-p,a 47,230 ft3 Volume, forebay (sum of forebays if more than one forebay) 11,207 ft3 Forebay % of permanent pool volume 23.7% % Insufficient forebay volume. SA/DA Table Data Design TSS removal 90 % Coastal SAIDA Table Used? N (Y or N) Mountain/Piedmont SAIDA Table Used? Y (Y or N) SAIDA ratio 3.00 (unitless) Average depth (used in SAIDA table): Calculation option 1 used? (See Figure 10-2b) Y (Y or N) Volume, permanent pool, Vpem,-yoa 47,230 ft3 Area provided, permanent pool, Apefe1-ped 19,483 ff Average depth calculated 3.50 ft OK Average depth used in SAIDA, de„ (Round to nearest 0.5ft) 3.5 ft OK Calculation option 2 used? (See Figure 10-2b) N (Y or N) Area provided, permanent pool, Apes-pod 19,483 ft2 Area, bottom of 1 Oft vegetated shelf, kt shell 16,453 ft2 Area, sediment cleanout, top elevation (bottom of pond), Abalo,d 11,934 ft2 'Depth' (distance b/w bottom of 1Oft shelf and top of sediment) 2.00 ft Average depth calculated ft Average depth used in SAIDA, de„ (Round to nearest 0,51t) ft Drawdown Calculations Drawdovn through orifice? Y (Y or N) Diameter of orifice (if circular) in Area of orifice (if-non-circular) 57.60 in2 Coefficient of discharge (Co) 0.60 (unitless) Driving head (Ho) 0.67 It Drawdown through weir? N (Y or N) Weir type (unitless) Coefficient of discharge (Q (unitless) Length of weir (L) ft Driving head (H) ft Pre-development 1-yr, 24-hr peak flow 11,75 ft3/sec Post-development 1-yr, 24-hr peak flow 19.32 ft3/sec Storage volume discharge rate (through discharge orifice or weir) 0.96 ft3/sec Storage volume drawdown time 2.30 days OK, draws down in 2-5 days. Additional Information Vegetated side slopes 3 :1 OK Vegetated shelf slope 1T:1 OK Vegetated shelf width 10.0 ft OK Length of flowpath to width ratio 3 :1 OK Length to width ratio 1.8 :1 OK Trash rack for overflow & orifice? Y (Y or N) OK Freeboard provided 1.0 it OK Vegetated filter provided? Y (Y or N) OK Recorded drainage easement provided? Y (Y or N) OK Capures all runoff at ultimate build-out? Y (Y or N) OK Drain mechanism for maintenance or emergencies is: Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2 ' Permit No. (to be provided by DWQ) ' III. REQUIRED ITEMS CHECKLIST 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 n y a d approval of the protect. Initial in the space provided to indicate the fol lowing 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. Page/ Plan Initials Sheet No. 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 right of way (ROW), - Overflow device, and ' - Boundaries of drainage easement. 2 P ti l l 1" = 30' l d d il f ' ar . a p an ( or arger) an eta s or 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 c-3?y --303 - Filter strip. 3 S ti i f th d i " ' e_ . ec on v ew o e wet etent on basin (1 = 20 or larger) showing: - Side slopes, 3:1 or lower, - Pretreatment and treatment areas, and - Inlet and outlet structures. r V?1? C (obi 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified on the plans prior to use as a wet detention basin. C 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay, to verify volume provided. C? 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the entire drainage area is stabilized. 7. The supporting calculations. _ E 8. A copy of the signed and notarized operation and maintenance (0&M) agreement. ' .?LV?S L. ??A .R'AGE 9. A copy of the deed restrictions (if required). l PAC 10 A il t th t i b . so s repor a s ased upon an actual field investigation, soil borings, and infiltration tests. County ' soil maps are not an acceptable source of soils information. Form SW401-Wet Detention Basi n-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1 u =& NC ENR L 1 G Permit No. (to be provided by DWQ) O?oF W ATF9QG o 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 III) must be printed, filled out and submitted along with all of the required information. i. °IPROJECT INFORMATION Project name Harnett Health Hospital Contact person Warren M. Sugg, PE Phone number 919-858-1811 Date 3/24/2010 Drainage area number - 2 41 0N'INFORMATION 117P Site Characteristics Drainage area 373,309 ftz Impervious area, post-development 118,918 ftz % impervious 31.86 % Design rainfall depth 1.0 in Storage Volume: Non-SA Waters Minimum volume required Volume provided Storage Volume: SA Waters 1.5" runoff volume Pre-development 1-yr, 24-hr runoff Post-development 1-yr, 24-hr runoff Minimum volume required Volume provided Peak Flow Calculations Is the prelpost control of the 1 yr 24hr storm peak flow required? 1-yr, 24-hr rainfall depth Rational C, pre-development Rational C, post-development Rainfall intensity: 1-yr, 24-hr storm Pre-development 1-yr, 24-hr peak flow Post-development 1-yr, 24-hr peak flow Pre/Post 1-yr, 24-hr peak flow control Elevations Temporary pool elevation Permanent pool elevation SHWT elevation (approx. at the perm. pool elevation) Top of 1 Oft vegetated shelf elevation Bottom of 1 Oft vegetated shelf elevation Sediment cleanout, top elevation (bottom of pond) Sediment cleanout, bottom elevation Sediment storage provided Is there additional volume stored above the state-required temp. pool? Elevation of the top of the additional volume Forth SW401-Wet Detention Basin-Rev.8-9/17/09 10,577 ft3 OK 11,895 ft3 OK, volume provided is equal to or in excess of volume required. ft3 ft3 ft3 ft3 ft3 Y (Y or N) 2.8 in 0.32 (unibess) 0.54 (unitless) 4.82 in/hr OK 13.91 ft3/sec 18.09 ft3/sec 4.18 ft3/sec 172.50 fmsl 170.50 hsl hsl 172.00 hsl 171.00 hsl 168.00 hsl 167.00 hsl 1.00 ft Y (Y or N) 172.5 hsl OK Parts I. S II. Design Summary, Page 1 of 2 Permit No. (to be provided by DWQ) II. DESIGN INFORMATION Surface Areas Area, temporary pool 13,847 ftz Area REQUIRED, permanent pool 7,093 ftz SAIDA ratio 1.90 (unitless) Area PROVIDED, permanent pool, Apertnyod 9,839 ft` OK Area, bottom of 10ft vegetated shelf, Abof ehaf 7,969 ftz Area, sediment cleanout, top elevation (bottom of pond), Abotyond 5,273 W Volumes Volume, temporary pool 11,895 ft3 OK Volume, permanent pool, Vi,,,,.yod 21,891 ft3 Volume, forebay (sum of forebays if more than one forebay) 5,996 ft3 Forebay % of permanent pool volume 27.4% % Insufficient forebay volume. SAIDA Table Data Design TSS removal 90 % Coastal SAIDA Table Used? (Y or N) Mountain/Piedmont SAIDA Table Used? Y (Y or N) SAIDA ratio 1.90 (unitless) Average depth (used in SAIDA table): Calculation option 1 used? (See Figure 10-2b) (Y or N) Volume, permanent pool, Vperm-pool 21,891 ft' Area provided, permanent pool, Apenjcd 9,839 ft` Average depth calculated 3.50 ft OK Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 3.5 ft OK Calculation option 2 used? (See Figure 10-2b) (Y or N) Area provided, permanent pool, Ape m,od 9,839 ft1 Area, bottom of 1 Oft vegetated shelf, Abot ,hell 7,969 ftz Area, sediment cleanout, top elevation (bottom of pond), Abdjd 5,273 ftz "Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.00 ft Average depth calculated ft Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft Drawdown Calculations Drawdown through orifice? Diameter of orifice (if circular) Area of orifice (if-non-circular) Coefficient of discharge (Co) Driving head (Ho) Drawdown through weir? Weir type Coefficient of discharge (CW) Length of weir (L) Driving head (H) Pre-development 1-yr, 24-hr peak flow Post-development 1-yr, 24-hr peak flow Storage volume discharge rate (through discharge orifice or weir) Storage volume drawdown time Additional Information Vegetated side slopes Vegetated shelf slope Vegetated shelf width Length of flowpath to width ratio Length to width ratio Trash rack for overflow & orifice? Freeboard provided Vegetated filter provided? Recorded drainage easement provided? Capures all runoff at ultimate build-out? Drain mechanism for maintenance or emergencies is: Y (Y or N) in 57.60 in' 0.60 (unitless) 0.67 It N (Y or N) (unitless) (unitless) ft It 13.91 ft3/sec 18.09 ft3/sec 1.10 ft3/sec 2.60 days 3 :1 10 :1 10.0 ft 3 :1 1.5 :1 Y (Y or N) 1.0 ft Y (Y or N) (Y or N) Y (Y or N) OK, draws down in 2-5 days. OK OK OK OK OK OK OK OK OK Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2 ' Permit No. (to be provided by DWQ) ' III. REQUIRED ITEMS CHECKLIST ' 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. Pagel Plan ' Initials ?V?I Sheet No. C? 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 right of way (ROW), ' - Overflow device, and C-36 I Boundaries of drainage easement. c-3° Z 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 ' ? L_ 3 D-5 3 - Filter strip. ?1 N 7 G- p 3. Section view of the wet detention basin (1" = 20' or larger) showing: - Side slopes, 3:1 or lower, ' - Pretreatment and treatment areas, and - Inlet and outlet structures. \ r n , L C- f,-oT 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified ' CA( /' on the plans prior to use as a wet detention basin. k ?_ W4 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay, 2 to verify volume provided. 6 A t ti . cons ruc on sequence that shows how the wet detention basin will be protected from sediment until the 1 entire drainage area is stabilized. ' 4G ? 7. The supporting calculations. ?F 8. A copy of the signed and notarized operation and maintenance (O&M) agreement. 9. A copy of the deed restrictions (if required). cPaE 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests, County ' soil maps are not an acceptable source of soils information. Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1 ' Permit Number: (to be provided by DWQ) ' Drainage Area Number: Wet 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 minimized to the ' maximum extent practical. - Once a year, a dam safety expert should inspect the embankment. 1 After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches 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 resent. Remove the trash/ debris. The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to detention basin erosive gullies have formed. 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. a roximatel six inches. Form SW401-Wet Detention Basin-O&M-Rev.4 Page 1 of 4 1 1 C u 1 F 11 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 riprap 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-time 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 % of with pesticide (do not spray). the basin surface. Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4 1 1 i 1 Permit Number: (to be provided by DWQ) Drainage Area Number: BMP element: Potential problem: How I will remediate the problem: The embankment Shrubs have started to grow Remove shrubs immediately. on the embankment. Evidence of muskrat or Use traps to remove muskrats and beaver activity is present. consult a professional to remove beavers. A tree has started to grow on Consult a dam safety specialist to the embankment. remove the tree. An annual inspection by an Make all needed repairs. appropriate professional shows that the embankment needs repair. if applicable) The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of Contact the local NC Division of damage have occurred at the Water Quality Regional Office, or outlet. the 401 Oversight Unit at 919-733- 1786. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 175.5 feet in the main pond, the sediment shall be removed. When the permanent pool depth reads 175.5 feet in the forebay, the sediment shall be removed. BASIN DIAGRAM (fill in the blanks) 0 Permanent Pool Elevation 175.5 Sediment Removal 174 Pe anen Pool - - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 173 Volume Bottom Elevatio 173 -ft Min. -------------------------------------------- ------ Sediment Bottom Elevation 172 1-ft Storage Sedimer Storage FOREBAY MAIN POND Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4 Fil rI J J i7 II _? I-J, 1 I 1 P 1 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:Harnett Health Hospital BMP drainage area number:#1 (Main Entrance Pond) Print name:Michael L. Jones Title:Director of Construction Address:800 Tilghman Drive, Dunn, NC Phony Signa Date: 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, L?)O ? • ?lJ , a Notary Public for the State of no ej-? C, UU116- , County of V? (e , do hereby certify that 1 1 6 ' ad L. ???? personally appeared before me this CO day of PkA-) ,SID, and acknowledge the due execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal, 1 P. wq r s °I ARY 1 NO,Q'?1, SEAL l My commission expires I 1 Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4 I Permit Number: (to be provided by DWQ) ' Drainage Area Number: Wet 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 H u 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 minimized 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 1.0 inches (or 1.5 inches 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 resent. Remove the trash/ debris. The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to detention basin erosive gullies have formed. 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 riprap 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-time 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% of with pesticide (do not spray). the basin surface. Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4 I 1 1 1 Permit Number: (to be provided by DWQ) Drainage Area Number: BMP element: Potential problem: How I will remediate the problem: The embankment Shrubs have started to grow Remove shrubs immediately. on the embankment. Evidence of muskrat or Use traps to remove muskrats and beaver activity is present. consult a professional to remove beavers. A tree has started to grow on Consult a dam safety specialist to the embankment. remove the tree. An annual inspection by an Make all needed repairs. appropriate professional shows that the embankment needs repair. if applicable) The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of Contact the local NC Division of damage have occurred at the Water Quality Regional Office, or outlet. the 401 Oversight Unit at 919-733- 1786. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the permanent pool depth reads 170.5 feet in the main pond, the sediment shall be removed. When the permanent pool depth-reads 170.5 feet in the forebay, the sediment shall be removed. BASIN DIAGRAM ill in the blanks) 0 Permanent Pool Elevation 170.5 Sediment Removal V16 9 Pe anen Pool - - - - - - - - - - - - - Volume Sediment Removal Elevation 168 Volume Bottom Elevati8 -ft Min. -------------------------------------------- ------ Sediment Bottom Elevation 167 1-ft Storage Sedimei FOREBAY MAIN POND Storage Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 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 parry. Project name:Harnett Health Hospital BMP drainage area number:#2 (Secondary Pond) Print name:Michael L. Jones Title:Director of Construction 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. 1, (N 1(M h .WCC\,Zto , a Notary Public for the State of ? ?r-ta_ , County of V?)O. ?X , do hereby certify that Micie1aeL L_ . VCYY $ personally appeared before me this c:;`f day of and acknowledge the due execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal, W, I," --'j,4• ` CA1• A,4?_ T 0 C1 coo SEAL YZI OJ2?1_ ' My commission expires 3 Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4 Address„800 Tilghman Drive, Dunn, NC 1 1 1 1 1 1 1 1 1 1 Report of Preliminary Geotechnical Exploration Harnett Health System Hospital Site Lillington, North Carolina Prepared For: Mr. Mike Jones Harnett Health System (HHS) 800 Tilghman Drive Dunn, North Carolina 28335 Prepared By: Trigon I Kleinfelder, Inc. 3500 Gateway Centre Blvd. Suite 200 Morrisville, NC 27560 Trigon I Kleinfelder Project No. 101535 March 30, 2009 Copyright 2008 Trigon I Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. 11 u L 1 L 11 v T_ N Cl) le to w ti co fA W W W W W W W W Z Z Z Z Z_ Z_ Z Z Z J J J J J J J J J ?? r :w ((wry ' - yr' ?) t `T } m m m: m. m m ',: ? m m a ry t M ? A ? aL c0 M C40 C-4 co Ica r o?yi C? C? m m mi m m m m m 07 ? 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MOI O G SOIL AND ROCK DESCRIPTION 178.0 178.0 0.00 Topsoil (6.0 inches) -aL 3 4 7 . 1.1 . . . . . . . . . . . . . . . . . SS-1 M f Coastal Plain Material: Firm, Moist, Tan, Silty, 175 0 174.5 3.5 . . . . . . . . . . . . . . . . . Medium to Fine SAND (SM) with Pebbles 3.0 5 7 10 17 . . . . SS-2 'Wr Residual: Very Stiff, Wet, Tan, Fine Sandy, 17 172.0 6.0 2.5 Clayey, SILT (ML) 5.5 41 50/.4 . . . . . . . . . . . . . . . . . . 50/:4 SS-3 Partially Weathered Rock: Tan, Phyllite 169 5 8 5 170.0 8.0 . . 30 38 19 . . . . . . . . . . . . 57. . . . SS 4 M Residual: Very Hard, Moist, Tan, Fine Sandy, SILT (ML) 166.0 12.0 164.5 13.5 . . . . . . . . . . . . . . . . . . . Partially Weathered Rock: Tan, Phyllite 37 50/.5 . . . . . . . . . . . . . . . . . . 50/ 540 SS-5 159.5 18.5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .................... 12 38 50/.4 . . . . . . . . . . . . . . . SS-6 158.1 19.9 Boring Terminated at 19.9 feet Notes: 1. See Figure 2 for Approximate Boring Locations 2. NGWE = No Groundwater Encountered 3. Set 1 inch PVC Piezometer to 19.0 feet u 1 1 t 1 u 1 TRIGON KLEINFELDER, INC. BORING LOG PAGE 1 OF 1 PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft) BORING NO. B-17 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE COLLAR ELEV. 180.0 ft NORTHING EASTING 24 HR. 7.0 TOTAL DEPTH 23.8 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual DATE STARTED 2/2/09 COMPLETED 2/2/09 SURFACE WATER DEPTH ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L 0 SOIL AND ROCK DESCRIPTION (ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. M01 G 180.0 180.0 0.00 Topsoil (6.0 inches) 3 7 8 . . 15 . . . . . . . . . . . . . . . . SS-1 23.5 Coastal Plain Material: Stiff, Moist, Tan-Red, 176.5 3.5 . . . . . . . . . . . . . . . . . . . . Fine Sandy, Silty, CLAY (CL) 6 7 8 . . . 1b . . . . . . . . . . . . . . . . . . SS-2 25.1 174 5 174.0 6.0 . . 5.5 6 13 18 . . . . ..... . ..... 31 . SS-3 15.8 • • Coastal Plain Material: Very Firm to Dense, Moist, Tan-Red, Silty, Clayey Coarse to Fine 171.5 8.5 . . . . . . . . . . . . . . . . . , SAND (SC) 7 9 12 .....21. ..................... SS-4 17.3 .. . . . . . . . . . . 167.5 12.5 166.5 13.5 41 500 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60/,31 0 SS-5 Partially Weathered Rock: Brown, Phyllite 161.5 18.5 .................... .................... . . . . . . . . . . . . . . . . . . . . 50/.4 . . . . . . . . . . . . . . . . . . 50c4 SS-6 56.5 3.5 .................... .................... .................... . . . . . . . . . . . . • . . . . . . 56.2 23 8 50/.2 . Boring Terminated at 23.8 feet Notes: 1. See Figure 2 for Approximate Boring Locations 2. NGWE = No Groundwater Encountered 3. Offset 8.0 feet Toward B-10 Because of Large Trees TRIGON I KLEINFELDEM INC. BORING LOG 1 I 1 1 PAGE 1 OF 1 PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft) BORING NO. B-54 BORING LOCATION OFFSET ALIGNMENT OHM NGWE COLLAR ELEV. 182.0 ft NORTHING FASTING 24 HR. 10.0 TOTAL DEPTH 18.9 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 Ib. Manual DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L O SOIL AND (ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 4,0 6,0 80 100 NO MOI G ROCK DESCRIPTION 182.0 182.0 0.00 Topsoil (6.0 inches) 4 4 5 9 . . . . . . . . . . . . . . . . . SS-1 M Coastal Plain Material: Loose, Moist, Tan, 17 178.5 3.5 . . . . . . . . . . . . . . . . . 9'2 Silty, Clayey, Medium to Fine SAND (SC) 3.0 3 6 7 . . . 13 . . . . . . . . . . . . . . . . SS-2 M Residual: Stiff to Very Stiff, Moist, Tan, 176.0 P6.0 Clayey, Fine Sandy, SILT (ML) 9 9 12 21 . SS-3 M 173.5 ... ............... 10 11 11 . . . . 22 ..................... SS -4 EMI 170.0 12.0 168.5 13.5 - - Residual: Very Dense, Moist, Tan, Silty, 26- 35 -44 . . . . . . . . . . . . . . . . . . 79 . . . SS-5 M Clayey, Coarse to Fine SAND (SC) with Abundant Quartz Fragments at 12 0-15 5 feet ................ ..... :. . . 165.0 17.0 163.5 18.5 . . . . . . . . . . . . . . . . . . 1631 Partially Weathered Rock: Tan, Phyllite . - -50/.47 4- SS-6 18.9 Boring Terminated at 18 9 feet . Notes: 1. See Figure 2 for Approximate Boring Locations 2. NGWE = No Groundwater Encountered 1 1 TRIGON I KLEINFELDER, INC. BORING LOG PAGE 1 OF 1 PROJECT NO. 101535 ID No. N/A COUNTY Harnett GEOLOGIST D. Goodnight SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft) BORING NO. B-55 BORING LOCATION OFFSET ALIGNMENT 0 HR. NGWE COLLAR ELEV. 179.0 ft NORTHING EASTING 24 HR. 9.5 TOTAL DEPTH 19.4 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual DATE STARTED 2/23/09 COMPLETED 2/23/09 SURFACE WATER DEPTH ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L (ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100 NO. MOI O G SOIL AND ROCK DESCRIPTION 179.0 179.0 0.00 178.0 -1.0 - Topsoil (6.0 inches) 3 4 6 10 . . . . . . . _ . . . . . . _ SS-1 M Coastal Plain Material: Stiff to Hard, Moist, 175.5 3.5 . . . . . . . . . . . . . . . . . . Tan and Gray, Silty, Medium to Fine Sandy, 8 11 14 - - 25 .... ......... ..... SS-2 M CLAY (CL) 173.0 6.0 7 15 18 33. SS 3 M 171 0 170.5 8.5 . . . . . . . . . . 8.0 9 9 10 . . . . 1 . . . . . . . . . . . . . . . . SS-4 7 Residual: Very Stiff to Hard, Moist, Tan and Gray Clayey Fine Sandy SILT (ML) 165.5 13.5 ..... ... • .. , , , 7 14 22 . . . . . . . ........ 36. . . . . . ............. SS-5 M 160.5 18.5 ........ . . . . . . ............. . . . . . . . . . . 6 50/ 4 SS 6 160.0 19.0 . - Partially Weathered Rock: Tan, Phyllite Boring Terminated at 19.4 feet Notes: 1. See Figure 2 for Approximate Boring Locations 2. NGWE = No Groundwater Encountered 1 1 1 1 1 TRIGON I KLEINFELDER, INC. BORING LOG PROJECT NO. 101535 ID No. N/A COUNTY Hamett GEOLOGIST D. Goodnight SITE DESCRIPTION Harnett Health System Hospital GROUND WATER (ft) BORING NO. B-56 BORING LOCATION OFFSET ALIGNMENT 0 HR. 15.5 COLLAR ELEV. 174.0 ft NORTHING EASTING 24 HR. 1.8 TOTAL DEPTH 18.7 ft DRILL MACHINE CME 55 ATV DRILL METHOD 2.25 in. ID HSA HAMMER TYPE 140 lb. Manual DATE STARTED 2/21/09 COMPLETED 2/21/09 SURFACE WATER DEPTH ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V/ L (ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 100 NO. 7 OI 0 G SOIL AND ROCK DESCRIPTION 174.0 174.0 0.00 173.0 -1.0 . Topsoil (6 0 inches) 2 3 3 . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . SS-1 19.8 Coastal Plain Material: Firm to Very Stiff, 170.5 3.5 . . . . . . . . . . . . . . . . . Moist Tan and Gray Silty Medium to Fine 7 9 9 . . . 18 .. ............... SS-2 15.7 , , , Sandy, CLAY (CL) 168.0 6.0 168.5 5.5 3 3 4 . . 7 ....... . . .... .. . . . SS-3 41.7 Residual: Firm to Very Stiff, Wet, Gray to Tan, Fine Sandy Clayey SILT (ML) 165.5 8.5 ................. , , 9 6 11 .... 17. ................. SS -4 37.1 162.0 12.0 160.5 13.5 . . . . . • . . . . . . . . . . . . . . Partially Weathered Rock: Brown, Phyllite 50/.5 . . . . . . . . . . . . . . . . . . 501.5 SS-5 155.5 18.5 .................... . . . . . . . . . . . . . . . . . . 155 3 50/.2 SS-6 . 18.7 Boring Terminated at 18.7 feet Notes: 1. See Figure 2 for Approximate Boring Locations 'r t L z?seis? FOR REGISTRATION REGISTER OF DEEDS KIM9ERlY 5. HARGROVE NC I?TT COUNTY ' . MAR 2008 MOV 1311:36:58 P1 BK267 P6:862-887 FEE406.00 1119 2Ni832 Prepared by and return to: Dwight W. Snow, Esq. PO Box 397, Dunn, NC 28335 STATE OF NORTH CAROLINA COUNTY OF HARNETT DECLARATION OF COVENANTS AND RESTRICTIONS FOR BRIGHTWATER SCIENCE AND TECHNOLOGY CAMPUS THIS DECLARATION, made and entered into this 29''H day of October, 2008, by HARNETT FORWARD TOGETHER COMMITTEE, a North Carolina non-profit corporation, hereinafter referred to as "Declarant". WHEREAS, the Declarant owns certain real property in Neill's Creek Township, Harnett County, North Carolina, referred to in Article 1; and WHEREAS, Declarant intends that the real property now or hereafter made subject to this Declaration be developed as a commercial industrial and business park to be known as Brightwater Science and Technology Campus; and WHEREAS, it is the purpose of this Declaration to insure the proper development of such real property; to protect and enhance the values and amenities of all properties within the park; to ensure the proper use, appropriate development and improvement of such properties; to protect against the construction of improvements and structures built of improper or unsuitable materials; to provide for a method for the maintenance and continued improvement of common areas thereof; and in general to encourage construction of high-quality, permanent improvements that will promote the general welfare of all existing and future owners and occupants. NOW, THEREFORE, the Declarant does hereby declare that the properties, now called Brightwater Science and Technology Campus, as hereinafter defined and such additions thereto as may be hereafter made pursuant to Article II hereof, is and shall be held, sold and transferred, conveyed and occupied subject to the covenants, conditions, restrictions, easements, uses, privileges, charges and liens hereafter set forth, all of which shall be binding on all parties having or acquiring any right, title and interest in said real property or any part thereof, their heirs, successors and assigns, and shall inure to the benefit of each Owner thereof. 20502.8-548352 v5 Article I - DEFINITIONS The following words when used in this Declaration or any Supplemental Declaration (unless the context shall prohibit) shall have the following meanings: Additional Property: Any real property, other than the initial properties, made subject to this Declaration pursuant to the provisions herein. Common Areas: Land to be maintained by the Owners, within or related to Brightwater Science and Technology Campus, identified as "Common Area", "Open Space" or other similar designation not individually owned or dedicated for public use, so designated by the Declarant and delineated on the recorded map(s) for the Property. Common Area may be (i) owned by the Declarant, an Owner or Owners or a third party or (ii) dedicated to a public or quasi-public entity. County: County of Hamett, North Carolina, or any successor public body in which the Property subject to this Declaration may be located. Declaration: This Declaration of Covenants and Restrictions for Brightwater Science and Technology Campus, as the same may be amended from time to time. Declarant: Harnett Forward Together Committee, a North Carolina non-profit corporation or Brightwater Properties, Inc., a North Carolina corporation at such time that property subject to this Declaration is conveyed to it by Declarant. Easement. A grant of one or more property rights by the property owner to and/or for use by the public, a corporation, or another person or entity. All easements burdening the various phases of Brightwater Science and Technology Campus are deemed by the Declarant and Owners of all parcels to be reasonably necessary to the enjoyment of the benefited land. Easement, Landscape: An area, provided in accordance with Section 3.21 and delineated on recorded maps for the property subject to this Declaration, upon which standard landscape requirements and maintenance shall be provided. Easement, Sign: An area described on recorded maps for the Property subject to this Declaration upon which identification signs for Brightwater Science and Technology Campus are located. These areas are subject to common landscape maintenance. Hospital: Harnett Health System, Inc., its successors and/or assigns. Hospital Parcel: Tract One as shown on the plat dated October 14, 2008 entitled "Map for Harnett Health Systems Tract" prepared by Joe E. Godwin, Sr., PLS, and recorded in Map Book 2008, Page 913, Harnett County Registry ("Plat"), and such other Parcel subject to the Hospital's Right of First Refusal. Provided, however, should the Hospital's Right of First Refusal to acquire such other Parcel terminate prior to acquisition by the Hospital of said Parcel, then the Hospital Parcel shall be defined to include only Tract One. 20502.8-548352 v5 2 11 I Hospital Parcel Owner: Owner of any of the Hospital Parcels. ' Hospital Right of First Refusal: Declarant hereby grants unto the Hospital a Right of First Refusal to purchase the Parcel or Common Area adjacent to Tract one, comprised of ' approximately of 4.39 acres described in detail in the attached Exhibit B (the "ROFR Property"). Declarant shall notify Hospital Parcel Owner in writing ("Notice") upon .Declarant's ' receipt of a bona fide offer to purchase the ROFR Property that Declarant desires to accept from an unrelated third party ("Offer") before entering into a binding agreement with such third party for the purchase and sale of the ROFR Property. Hospital Parcel Owner shall exercise its right of ' first refusal by written response to Declarant of its intention to exercise its right of first refusal not later than sixty (60) days from the date of the Notice ("Hospital Owner Notice Period"). Failure by Hospital Parcel Owner to respond in writing in a timely manner shall be deemed ' refusal by Hospital Parcel Owner to exercise its right of first refusal. If Hospital Parcel Owner does respond in writing in a timely manner that it is exercising its right of first refusal to purchase the ROFR Property, then Hospital Parcel Owner shall close on the purchase of the ROFR Property on the same terms and conditions set forth in the Offer. In the event Hospital Parcel Owner fails to notify Declarant of its exercise of its right of first refusal within the Hospital Owner Notice Period, such failure shall be deemed a waiver of such right of first refusal ' whereupon Declarant shall be free to sell the ROFR Property to said third party upon the terms set out in the Offer. If Declarant does not close on the purchase and sale to the third party upon the terms in the Notice within one hundred eighty (180) days after the expiration of Hospital Parcel Owner Notice period, then Hospital Parcel Owner's right of first refusal shall remain in effect. If the Declarant does close on the transaction then Hospital Right of First Refusal shall expire. The Hospital Right of First Refusal shall expire on the first anniversary of the date of recording of the deed from Declarant to the Hospital, if not sooner pursuant to the terms set forth above. Improvement(s): All structures or other improvement(s) to a Parcel of any kind whatsoever whether above or below grade, including, but not limited to, buildings, utility installations, storage, loading and parking facilities, pipelines, storm drainage system, walkways, driveways, i landscaping, signs, site lighting, site grading and earth movement and any exterior additions, changes or alterations thereto, whether original or future construction. Intent of Use: The intended explicit use of a Parcel by the Owner or Occupant, or anticipated uses by parties renting or leasing the facility. Occupant: Any Person legally entitled to occupy and use all or any part or portion of a Parcel. Operational Plans and Improvements: Complete plans, improvements, activities, and uses which an owner intends to implement on a specific parcel of land within Brightwater Science and Technology Campus. Operational Plans may be submitted in conjunction with Parcel Site Plans or may be submitted at a later date. 20502.8-548352 v5 3 Owner: the record owner other than the Declarant, whether one or more persons or entities, of any Parcel. Parcel: Each part of the Properties, the size and dimension of which shall be established by the legal description in the Parcel Deed conveying such Parcel. A Parcel may also be established by the Declarant by an instrument in writing executed, acknowledged and recorded by the Declarant which designates a part of the Properties as a Parcel for the purposes of this Declaration. Such instrument may, but need not, be a plat of subdivision. Parcel Deed. The deed of the Declarant conveying a Parcel to an Owner. Parcel Site Plan: The Parcel Site Plan and data provided for in Section 3.02 of Article III, the primary purpose of which is to determine compliance of the proposed improvements with this declaration. Permitted Operations & Use: Explicit uses as defined in Section 3.07 of Article III, but not limited to those explicit uses. Person: A natural person, firm, corporation, partnership or any legal entity, public or private. Prohibited Operations & Uses: Explicit uses prohibited as defined in Section 3.08 of Article III, but not limited to those explicit prohibitions. Property or Properties: The real property described in Article II of this Declaration and by this reference made a part hereof and any part of the Additional Property made subject to this Declaration as provided in Section 2.02 of Article H. Surface Drainage: Drainage ways, whether natural or manmade, which enable the flow of surface water in a desirable manner to drainage outlets (i.e. rivers, streams, channels, storm water retention lagoons, etc.). Yard. An open area which is unoccupied and unobstructed from the ground upward except as may be specifically provided in an ordinance. Yard, Front. An open, unoccupied space on the same parcel with a principle building, extending the full width of the parcel, and situated between the street and the front line of the building, projected to the side lines of the parcel. Yard Side. An open unoccupied space on the same parcel with a principle building, situated between the front line and rear line of the building, projected to the side lines of the parcel. Yard Side Street. An open, unoccupied space on the same parcel with a principle. building, extending the full width of the parcel, and situated between the street and the side line of the building, projected to the front and rear lines of the parcel. 20502.8-548352 v5 4 Yard, Rear. An open, unoccupied space on the same parcel with a principle building, extending ' the full width of the parcel, and situated between the rear property line and the rear line of the building, projected to the side lines of the parcel. ' Article II - Property Subject to this Declaration and Additions Thereto 2.01 Initial Properties: All of the initial real property constituting Brightwater Science and Technology Campus consisting of approximately one hundred twenty nine (129) acres, more or less, owned by Harnett Forward Together Committee and subject to this Declaration more particularly described on Exhibit A attached hereto and incorporated herein by reference. 2.02 Subjecting Additional Property to this Declaration: Declarant may subject Additional Property to the provisions of this Declaration at any time or from time to time as the Declarant in its discretion may determine by the filing of record with the Register of Deeds of County of Harnett, North Carolina, a "Supplemental Declaration of Protective Covenants and Restrictions for Brightwater Science and Technology Campus" for each such addition, provided that such Supplementary Declaration makes specific reference to this Declaration, describes the Additional Property and is recorded in the office of the Register of Deeds for County of Harnett. Each Supplemental Declaration may contain such additions and modifications of this Declaration to be applicable solely to the Additional Property as the Declarant may choose. The Declarant is not bound to add to this Declaration any Additional Property. The Additional Property which is added hereto by the Declarant may, but need not, be improved. Additional Property made subject to this Declaration need not be contiguous to the Properties described in Section 2.01 of this Article. 2.03 Unaffected Property: This Declaration shall have no force or effect as to any real property, whether owned by the Declarant or by others, except that real property specifically described as set forth in Section 2.01 or 2.02 hereof. Article III - Regulations Governing Uses and Improvements 3.01 Control of Uses and Improvements: All Owners shall submit to the Declarant in writing Operational Plans and Improvements for review in order to show their intent of use. No Improvement shall be constructed, placed, or maintained or permitted on any Parcel without the prior written approval of the Operational Plans and Improvements by the Declarant. Owners shall submit Operational Plans and Improvements' specifications for review to the Declarant in the manner hereinafter set forth. Approvals under this Article III shall not be unreasonably withheld, conditioned or delayed. Declarant shall provide all Owners with notice of receipt by Declarant of any Parcel Site Plan, Operational Plan or amendments thereto. At Owner's request, Declarant shall provide Owner with copies of all such submittals, correspondence and/or documentation which are a part of the record of review by Declarant. Approval of Parcel Site Plans or Operational Plans by Declarant in no way relieves the Owner from obtaining permits and other approvals as required to comply with local, state, or federal 20502.8-548352 v5 regulations. Provided, however, the Hospital shall be deemed to have satisfied the obligations of Sections 3.01 through 3.06 by submission to Declarant of a copy of the Site Plan Application submitted by the Hospital to the County or other governmental unit having jurisdiction of the proposed improvements on the Hospital Parcel. The intent of Declarant is to accept the submittals of the Hospital to the County or other governmental unit having jurisdiction in lieu of the Parcel Site Plans or Operational Plans and Improvements called for in Sections 3.01 through 3.06. 3.02 Submissions to Declarant: Prior to construction, the Owner shall deliver to the Declarant in form reasonably satisfactory to the Declarant two complete sets of Parcel Site Plans and the following data: (1) The Parcel Site Plan showing the location and dimensions of the following improvements: (a) perimeter of all proposed buildings on the Parcel with area calculations for commercial, industrial and manufacturing space, (b) vehicular parking areas, (c) on-site roads, (d) points of ingress and egress, (e) loading and service areas, (f) easements of record, (g) easements reserved by the Declarant or allotted by the Owner and shown on the recorded plat for that phase, (h) tie-in points with water and effluent collector lines, (i) landscape planting and watering plans, 0) signs, (k) outside lighting, and (1) fencing. (2) Description of exterior construction materials to be used. (3) Drawing of the proposed building elevations. (4) Grading and drainage plans. 24502.8-548352 v5 6 ' (5) Complete information regarding air emissions and effluent and waste water discharge. (6) Drawings and design specifications of all proposed signs shown on the Parcel Site Plan. Provided, however, no proprietary information shall be required of an Owner pursuant to any provision of this Declaration. 3.03 Review Time of Parcel Site Plan and Operational Plans: Within thirty (30) days after the Owner has served written notice upon the Declarant that it has submitted any required Parcel Site Plan or Operational Plan and Improvements to the Declarant, the Declarant shall notify the Owner in writing whether such plans are approved or disapproved. Any such disapproval shall set forth the reason or reasons for such disapproval. Should the Declarant fail to approve or disapprove the aforesaid Parcel Site Plan or Operational Plan and Improvements in writing within the said thirty (30) day period, then the Declarant's approval shall be conclusively presumed to have been granted. No construction of the Improvements provided for in the submitted Parcel Site Plan or Operational Plan and Improvements shall be commenced until the expiration of the aforementioned thirty (30) day period without disapproval or the receipt of the Declarant's written approval of Parcel Site Plans or Operational Plan and Improvements, whichever shall first occur. In the event Declarant fails to respond to a Parcel Site Plan or Operations Plan and Improvements in writing within said thirty (30) day period, then at Owner's written request, Declarant shall provide Owner with written confirmation of Declarant's approval. Declarant shall provide such written confirmation of Declarant's approval within ten (10) days of Owner's written request: 3.04 Time for Review of Revised Parcel Site Plans and Data: If the Declarant shall disapprove any part of the Parcel Site Plan or Operational Plan and Improvements submitted as aforesaid, the Owner may revise its Parcel Site Plan or Operational Plan and Improvements to incorporate such reasons for disapproval and shall deliver two (2) complete sets of revised Parcel Site Plan or Operational Plan and Improvements to the Declarant and the Declarant shall have fifteen (15) days after receipt within which to review such revised Parcel Site Plan or Operational Plan and Improvements to determine the Owner's compliance with the Declarant's requested changes. Should the Declarant fail to advise the Owner in writing of whether or not such revised Parcel Site Plan or Operational Plan and Improvements are in compliance with the suggested changes within the fifteen (15) day period, then the Declarant's approval shall be conclusively presumed to have been granted. In the event Declarant fails to respond to a Parcel Site Plan or Operations Plan and Improvements in writing within said thirty (30) day period, then at Owner's written request, Declarant shall provide Owner with written confirmation of Declarant's approval. Declarant shall provide such written confirmation of Declarant's approval within ten (10) days of ' Owner's written request. 3.05 Changes in Approved Parcel Site Plan or Operational Plan and Improvements:, The Owner ' shall submit to the Declarant for approval any material change or revision in approved Parcel Site Plan or Operational Plan and Improvements in the manner provided in this Article for the approval of Parcel Site Plan or Operational Plan and Improvements set forth in Section 3.04. Declarant shall endeavor to review such changes or revisions within a shorter period of time than fifteen (15) day period after receipt provided in Section 3.04, but shall not be required to do so. 20502.8-548352 v5 7 1 3.06 Intent of Use: The Owner shall submit to the Declarant in writing according to Section 3.01 the intended use or uses of the proposed facility at the time of submission of the Parcel Site Plans or Operational Plan and Improvements. Descriptions of the use or uses should be in detail, provided, however, no proprietary information shall be required of an Owner pursuant to any provision of this Declaration. Operation and uses which are neither specifically prohibited nor specifically authorized in this Declaration may be permitted in a specific case if operational plans and specific uses are submitted to and approved in writing by the Declarant. Time considerations for approval shall follow the procedures set forth in Section 3.03. Should the Declarant disapprove of the intended use in writing, the Owner may resubmit an alternate use or uses utilizing the same procedures as detailed in this Section provided time considerations for approval of a resubmittal shall follow the procedures set forth in Section 3.04. The Declarant shall be notified of changes in use substantially different than that specified on the approved Operational Plans and Improvements or Parcel Site Plan. 3.07 Permitted Operations and Uses: Unless otherwise specifically prohibited herein, any business operation and use allowed by applicable zoning and other land use regulations will be permitted if it is performed or carried out entirely within a building that is so designed and constructed that the enclosed operations and uses do not cause or produce nuisance to adjacent sites, such as, but not limited to, vibration, sound, electromechanical disturbance and radiation, electro-magnetic disturbance, air or water pollution, dust, emission of odorous, toxic or non-toxic matter, smoke, heat, unusual excavations, or other activities which may in the sole discretion of the Declarant be considered objectionable to the purposes for which the properties are being developed. Exceptions to the preceding use restrictions may be made during periods when equipment breakdown or malfunction occurs in such a manner as to make it evident that the effect was not reasonably preventable. 3.08 Prohibited Operations and Uses: The operation and use of drilling for and/or removal of oil, coal, gas, or other hydrocarbon substances on any property subject to these restrictions shall not be permitted. The following operations and uses shall not be permitted on any property subject to these restrictions: residential; trailer courts; labor camps; junk yards; commercial excavation of building or construction materials; distillations of bones; any activity which shall cause undue fire hazard; dumping, disposal and/or incineration of garbage, sewage, offal, dead animals or refuse; fat rendering; stock yard or slaughter of animals; refining of petroleum or its products; smelting of iron, tin, zinc, or other ores; hog, cattle, chicken or other animal raising; scrap yard storage; automotive garage repair or sales facility; retail or wholesale commercial stores open to the public at large; building material storage except as may be required during construction of improvements; lumberyard, coal or wood yard; stone or monument works; auto wrecking, salvage yards; used material yards; storage of baled or waste scrap paper, rags, scrap metals, bottles or other junk; bag cleaning, boiler and tank works; central mixing plant for asphalt, mortar, plaster or concrete; any quarry operations; nude or semi-nude dancing; bar, tavern or cocktail lounge, except as part of-a restaurant operation; adult or x-rated book or movie store (except that this provision shall not prohibit the sale or rental of adult or x-rated materials as part of a business of a video store offering a substantial selection of other types of video products as a majority of its selection; for the display of pornographic materials; adult movie theater, so-called headshop selling or displaying drug paraphernalia; massage parlor; renting, leasing or selling or displaying for the purposes of renting, leasing or selling any boat, motor 20502.8-548352 v5 ' vehicle or trailer; flea market; or on-site dry cleaning plant; or any use otherwise prohibited by law. Except for the Hospital, no owner may use, develop, operate, assign, lease or sublet for use by third parties in an area within 400 feet of the 20.20 acre Hospital Parcel boundary for ' operation or providing services of an urgent care center, imaging center or mobile medical equipment facility providing magnetic resonance imaging and/or CT scanner, without the Hospital's prior written consent, which consent may be granted or denied, for any or no reason, in its sole discretion. This exclusive use shall be for the benefit of the Hospital only and shall expire on the first (I") anniversary of the date the Hospital opens for business. 3.09 Approvals - Responsibilities: To the extent permitted by applicable law, neither the Declarant nor its agents, employees, members, successors and assigns shall be liable for damages to any Owner or to any other Person submitting for approval, Intent of Use, Parcel Site Plans or Operational Plans and Improvements, or to any one or more of them, by reason of good-faith mistake in judgment arising out of or in connection with the approval or disapproval or failure to approve any Intent of Use, Parcel Site Plans and data. Every Person who submits Intent of Use, Parcel Site Plans or Operational Plan and Improvements to the Declarant for approval as herein provided agrees by submission of such Intent of Use, Parcel Site Plans or Operational Plan and Improvements and every Owner or Person claiming by or through an Owner agrees by acquiring title to any part of the Properties or any interest in the Properties, that it will not bring any action or suit against the Declarant or any one or more of them, their respective agents, employees, members, successors or assigns to recover any such damages. ' 3.10 Assignment of Declarant's Powers and Rights: The Declarant may delegate and assign to any designated and appropriate assignee the powers and rights under Article III with respect to review of any specific Intent of Use, Parcel Site Plans or Operational Plan and Improvements submitted to the Declarant. Notice of such assignment shall be provided to the submitting party and such assignment shall be applicable to all developers improving parcels within the particular phase of Brightwater Science and Technology Campus. Provided, however, such assignment or ' delegation shall not relieve Declarant of its obligations and duties to implement and enforce the powers and rights set out in this Article III. In the event any Owner claims that Declarant or Declarant's assignee has failed to discharge its duties pursuant to this Declaration, the Owner ' may petition the Declarant for a hearing at a regularly scheduled meeting of Declarant to seek enforcement of the Declaration. 3. 11 Improvements Generally: No improvement shall be constructed, erected, placed, altered, maintained or permitted on any Parcel unless it complies with the approved Parcel Site Plan or Operational Plan and Improvements. 3.12 Government Regulations: All Improvements and construction must be in compliance with local, state, and federal regulations, including without limitation, standards for building and ' construction, land use, air emissions, sanitary systems, industrial effluent, noise levels and regulations of the Federal Aviation Administration. In the event such other regulations are less restrictive than the regulations set out herein, then the more restrictive provision of these ' regulations shall apply. 20502.8-548352 v5 9 3.13 Set Back Lines: No structure of any kind and no part thereof, except signs, shall be placed on any site closer to a property line than those setback limits of the County or other governmental unit having jurisdiction over the Parcel. 3.14 Height Limitations: Improvements erected on any Parcel shall not exceed those height limitations set forth by the ordinances, rules and regulations of the County or governmental unit having jurisdiction over the Parcel. 3.15 Exterior Wall Systems/Building Specifications: Exterior wall systems shall be constructed using concrete brick masonry walls, common brick, concrete, tile blocks, tile bricks, glass, stone, concrete tilt panels, or pre-cast concrete panels or other nonmetal wall system, its equivalent or better, approved by the Declarant. 3.16 Loading Areas and Parking: All loading and receiving shall be conducted entirely on the building site at loading/receiving areas which shall not be permitted in the front yard of any building site or in the side yard of any building site that fronts interior roads unless approved by the Declarant in writing. Loading and receiving areas shall be located and screened so as to minimize their visibility from any neighboring parcel or street. Exceptions will be permitted on such lots with frontage on at least three sides. Parking and storage of all motor vehicles by occupants, their guests, invitees and licensees shall be within Parcel boundaries. Sufficient parking spaces must be provided by the Owner in areas designated for such purposes. Parking areas and all driveways shall be constructed with asphalt or concrete and shall include adequate surface water drainage facilities. Landscaping in parking areas shall comply with the applicable County or other governmental unit having jurisdiction ordinances. 3.17 Outdoor Storage and Equipment: No articles, goods, materials, supplies, incinerators, storage tanks, refuse containers or like equipment shall be stored in any area on a Parcel except inside a closed building or behind a visual, natural vegetation barrier screening such areas from the view of adjoining properties and/or public streets unless explicit written approval is provided to an Owner by the Declarant. Water towers, storage tanks, transformers, pump houses, processing equipment, cooling towers, communication towers, vents, stacks, skylights, mechanical rooms and other structures or equipment (whether freestanding or roof mounted) shall be architecturally compatible and effectively shielded from public view by an architecturally approved method to provide a "roofscape" which shall be approved by the Declarant before construction or erection of said structures or equipment. Such regulation shall not be enforced during construction. 3.18 Utilities: All "on-site" electrical lines and telephone lines shall be placed underground in accordance with the requirements of the respective utilities. Transformer or terminal equipment shall be visually screened from view from streets and adjacent properties as provided by Section 3.21. The Declarant reserves the right to construct utility lines overhead, and utility lines, pipes and conduits underground through an area of not more than twenty (20) feet in width along each side of such boundary line for utilities and access roads, provided that the exercise of such rights shall not unreasonably interfere with the Owner's use and enjoyment of the property and shall be exercised in a manner most consistent with such use and enjoyment and without cost, expense or liability to the Owner, except as otherwise agreed. 20502.8-548352 v5 10 C 3.19 Easements: The Declarant reserves unto itself and its successors and assigns an easement or easements of sufficient width for laying sanitary sewers or for utility installation, utility right-of- ways and maintenance thereof, but Declarant covenants that it will not construct nor grant the ' right to construct any sewer or utility pipes or lines that will interfere with any existing or planned structure. 3.20 Storm Drainage and Grading: All Owners shall provide details of proposed storm drainage systems to the Declarant for approval and shall include detailed drawings, specifications, and locations concerning all applicable storm drainage improvements, including but not limited to impoundment facilities, underground piping, catch basins, headwalls, ditches and swales from ' each building site to any drainage easements shown on the recorded plat(s) for Brightwater Science and Technology Campus. All such drainage plans and facilities shall likewise comply with all rules, regulations and requirements of the County and/or other governmental ' authority(ies) having jurisdiction thereof. The Declarant may elect to require that the Owner provide any on-site drainage facilities on any Parcel or provide connections to off-site drainage facilities in the Common Area or otherwise. ' No grading, excavation work or alteration of natural surface drainage or manmade surface drainage is permitted without prior written approval of the Declarant. Proof shall be provided by ' the Owner to the Declarant that such grading, excavation work or.alteration of natural surface drainage or manmade surface drainage shall not create or cause adverse effects on adjoining Properties or Parcels. ' 3.21 Landscaping and Screening: A ten (10) foot landscape easement shall be provided along all roads bordering and contained within the Brightwater Science and Technology Campus. Side ' and rear yard areas, and parking areas shall contain landscape elements sufficient to provide opaque screening eight feet in height at maturity. The Owner of the Parcel shall be responsible for the maintenance of this required buffer. All areas of the Parcel not otherwise improved shall be landscaped and/or maintained in a manner consistent with sound erosion control practices. All such areas shall be planted in grass, shrubs and trees in conformance with the landscaping plan which shall be a part of the Parcel Site Plans set forth in Section 3.02. Landscape planning ' and installation shall follow standard regional landscape techniques using locally adapted plant materials. 3.22 Signage: The number, size, shape, design and location of all signs shall be shown on the Parcel Site Plans submitted to Declarant for approval. No advertising signs shall be permitted other than those identifying the name, business and products of the firm or person occupying the Improvements and those offering the Parcel for sale or lease when specifically approved by the ' Declarant. Signs and identifications on buildings or building sites shall only be of such size and design and color as is specifically approved by the Declarant in writing. All free-standing identification signs shall be monument signs constructed of materials which are similar to or ' which are harmonious in design and quality with the primary materials used in the construction of Improvements on a Parcel. The Owner shall erect necessary traffic, directional and warning signs of size and character appropriate for such purposes with prior written approval by the Declarant. Any sign erected without the prior written consent of the Declarant shall be removed within five (5) days of the receipt of written notice from the Declarant demanding such removal. 20502.8-548352 v5 11 If the Owner fails to remove such signs within five (5) days, the Declarant shall have the right but not the obligation to enter upon the Parcel and remove such signs. The cost of such removal shall be assessed against and paid by the Owner. Illuminated signs shall employ only devices emitting a light of constant intensity, and no signs shall be illuminated by a flashing, intermittent, rotating or moving light. Any illuminating sign or lighting device shall be so oriented as not to cast light on a public right-of-way so as to cause glare or reflection that may constitute a traffic hazard or nuisance, nor shall such devises cast light upon adjacent residential properties which may constitute a nuisance. Temporary signs shall be permitted during construction and when a Parcel is offered for sale or lease, provided that the Owner first secure the written approval of the Declarant and provided further that such approval shall not extend for a period in excess of one (1) year. Signage of an unsightly nature or that obstruct vision to vehicular traffic as determined by the Declarant are prohibited. All signs shall be permitted as required by the County or other governmental unit having jurisdiction. 3.23 Illumination of Buildings and Parking Areas: Any flood lighting of buildings and parking areas shall be arranged in such a way that no direct glare shall be cast toward any residentially zoned or developed property and luminary devices shall be hooded or arranged so that the source of the illumination is not visible from such residential property or highway. Any flood lighting shall be limited to the illumination of the building for security purposes and to the lighting of parking areas and access ways as necessary for the safe movement of pedestrian and vehicular traffic. Lighting intensity shall be limited to that which is necessary to afford minimum adequate illumination for the purposes set forth in the paragraph. The minimum lighting level shall be no less than an average maintained level of 0.5 foot-candles. No freestanding luminary devices shall in any case exceed thirty (30) feet in height. The height, location and intensity of luminary devices shall be indicated on the Parcel Site Plans and approved by the Declarant. All lighting shall be harmonious in design and quality with the improvements located on or planned for the parcel. Wooden poles are prohibited. The poles and lights shall be a dark color, with a flat or Iow-glare finish. 3.24 Refuse/Outside Storage: Waste must be disposed of by the Owner or the occupants in compliance with laws. The occupant's premises shall not be used or maintained as a dumping ground for rubbish or junk. Trash, garbage or other waste shall not be kept, except temporarily in sanitary containers. All equipment for the storage or disposal of such materials shall be kept in a clean and sanitary condition. All outdoor refuse collection areas shall be screened from public view. When it is necessary to store or keep such materials in the open, the lot or area shall be fenced with a screening fence at least high enough to screen the materials from sight at ground level; said storage shall be limited to the rear two-thirds of the property. Bulk storage above ground of all liquids, including gasoline and petroleum products on the outside of the buildings, shall be permitted only in locations as approved by the Declarant in 20502.8-548352 v5 12 writing, and subject to compliance with rules and regulations of any governmental agency or agencies having jurisdiction over such matters. 3.25 Access to Lots: Access to properties in subject to these covenants shall be directly from public roads constructed as part of Brightwater Science and Technology Campus. 3.26 Provisions for Flood Hazard Reduction: New construction or substantial improvement of any structure within the Properties of the Brightwater Science and Technology Campus falling in the areas of special flood hazard as defined by and on a Flood Insurance Rate Map (FIRM) and/or Flood Hazard Boundary Map (FHBM) shall have the lowest floor, including basement and interior parking area, elevated to one foot above the level of the base flood elevation. A registered professional engineer or registered architect shall certify that the standards of this Section are satisfied. Such certification shall be provided to the Declarant as part of the Parcel Site Plans and Data set forth in Section 3.02. 3.27 Subdivision: No Parcel may be subdivided without the prior written Consent of Declarant. 3.28 Repurchase Rights: The Declarant's motivation and authority for the development of Brightwater Science and Technology Campus was to facilitate industrial and technical development in order to increase the tax base and create new jobs for the citizens of Harnett County. To accomplish this, it is essential that an Owner improve and utilize its parcel as expeditiously as possible. Therefore, the Declarant, its successors and assigns, reserves the right to repurchase any parcel for the same purchase price paid for said parcel if within twenty-four (24) months from the date of the deed by which it is conveyed, no building has been commenced thereon, or if before a building has been commenced the Owner, its heirs, successors or assigns should offer the lot for sale. 3.29 Exclusion of Hospital Parcels from Article Ill: Except for Sections 3.08 and 3.27, notwithstanding provisions to the contrary set out herein, the Hospital Parcels and Hospital Parcel Owner are excluded from the obligations and use restrictions set out in this Article III. Declarant acknowledges and agrees that the Hospital intends to acquire and develop the Hospital Parcels for hospital uses. Furthermore, provided the Hospital Parcel Owner complies with all governmental ordinances, rules, regulations and/or statutes, and obtains all relevant governmental permits and approvals for such use, that such governmental permits and approvals shall satisfy and comply with the obligations and use restrictions described in this Article III and no further approvals or consents by Declarant shall be required. Article IV - Parcel Maintenance 4.01 Owner's Maintenance: It is the intention of the Declarant that the Property constitutes an attractive and quality development with a view toward preserving the functional aesthetics of the area to the greatest extent possible with the intended development. To facilitate such intention, each Owner shall at all times maintain all Improvements in a neat and attractive appearance and free from debris, consistent with the nature of the Improvements and the operations of the Parcel. All unimproved areas shall be kept by the Owner in a neat and attractive manner consistent with the natural surroundings. If any Improvement is damaged by fire, storm or other casualty, or if 20502.8-548352 v5 13 any Improvement is abandoned, that improvement shall be repaired or removed promptly by the Owner and not allowed to deteriorate or to become an eyesore. The obligations of an Owner under this paragraph are hereinafter known as "Owner's Maintenance." Article V - Common Area and Maintenance 5.01 Land to be Maintained: Common Areas, landscape easements and sign easements delineated on a recorded plat shall be maintained as herein provided. In addition, the Declarant may designate as Common Area for maintenance purposes, by instrument duly recorded, any part or all of the land (i) within the private easement areas or within dedicated rights-of-way within or used in connection with the Properties or (ii) on which there may be facilities or improvements on property now or formerly of the Declarant which are intended for the general use and benefit of the Owners and Occupants. These common maintenance areas shall include but not be limited to landscape and sign easements delineated on the recorded plats for Brightwater Science and Technology Campus. 5.02 Declarant's Maintenance and Operation Obligations: Declarant shall cause an Owner's Association to be formed to assume the rights and obligations of the Common Areas and such maintenance and operation obligations as may be described in the Association's Articles of Incorporation, Bylaws and this Declaration. Until the expiration of this Declaration set forth in Section 6.01, it shall maintain, repair, replace and renew or cause to be maintained, repaired, replaced or renewed such Common Area and other areas designated for its maintenance purposes in a clean, sightly, safe and attractive condition subject to Owner's participation as provided in 5.04 herein (hereinafter called "Maintenance"). Such Maintenance to the extent not performed by any other governmental authority or required to be performed by an Owner shall include: (i) the repair, replacement, renewal and cleaning of all lighting fixtures, signs, entrance monuments and markers, traffic control signals and signs; (ii) the mowing, watering, fertilizing, weeding, replanting and replacing of landscaping; (iii) the operation, maintenance, repair, replacement and renewal of the drainage system, water facilities, storm water management facilities, effluent collector lines and access roads. The Maintenance of dedicated streets which have been accepted for maintenance by appropriate governmental agencies shall conducted by the responsible governmental agency unless otherwise specified by law. 1. The cost and expenses of performing the aforesaid Maintenance shall include, but not be limited to, all costs of materials, electricity, labor, supplies, insurance, taxes and special assessments ("Cost of Maintenance"). 2. An annual budget for the Cost of Maintenance shall be provided by the Declarant or Owner's Association. 3. Payments for the aforesaid maintenance shall be made quarterly. 5.03 Easements for Common Area Maintenance: Perpetual non-exclusive easements for ingress and egress over, under, across, in and upon the Properties (but not so as to interfere with 20502.8-548352 v5 14 ' Improvements on the Properties located in accordance with an approved Parcel Site Plan) are hereby declared, created and reserved by the Declarant for the benefit and use of itself and/or any Owner's Association, as the case may be, their respective successors and assigns, agents and ' employees, to provide reasonable access to Common Areas and to enter upon the Properties for the purposes of performing the Maintenance required under Section 5.02. 5.04 Owner's Participation in Cost of Maintenance: Each Owner shall pay to Declarant its proportionate share of the Cost of Maintenance required by this Article. The share of the Cost of Maintenance incurred by the Declarant that each Owner shall pay shall be determined by ' multiplying the total Cost of Maintenance, excluding the Cost of Maintenance associated with the water facilities and effluent collector line, by a fraction, the numerator of which is the total number of acres within each Parcel which such Owner owns which are subject to assessment and the denominator of which shall be the total number of acres to be sold for development within the Brightwater Science and Technology Campus. Subject to the approval of the annual budget, such obligation shall commence with the date of the delivery of a Parcel Deed. The Declarant shall be considered the Owner for the purposes of this Section 5.04, to the extent that it owns any ' part of the Properties. Each Owner's share of the Cost of Maintenance shall be assessed to it by the Declarant no more frequently than quarterly and shall be accompanied by an itemized statement of such costs and the manner in which such Owner's share was determined. Each ' Owner shall pay the amount shown on the statement within thirty (30) days after receipt. 5.05 Common Area Dedication: Notwithstanding anything contained in this Declaration to the contrary, the Declarant and Owner's Association, upon its succeeding to Declarant's rights, shall have the right, power and authority to dedicate to the State, the County, or other public authority, in whole or in part, effluent collector lines, water facilities, roads and any other facilities serving the Property. Such dedication and acceptance thereof shall not, in and of itself, relieve the Declarant or an Association, as the case may be, from the obligation of Maintenance of the land and facilities located within dedicated areas, nor relieve the Owners of the obligation to participate in the payment of the Cost of Maintenance as herein provided. 5.06 Formation and Participation in an Owner's Association. The Association shall be ' organized and governed according to the Articles of Incorporation and Bylaws and according to rules, regulations and procedures established by a majority of the Owners, with each Owner having votes in an amount equal to the building site acreage owned by such Owner. In addition ' to the rights and obligations set out in the Articles of Incorporation, Bylaws and this Declaration, any rights, powers, privileges obligations or duties of the Declarant may be transferred to the Owners Association, at the discretion of the Declarant, at any time after fifty percent (50%) of ' the parcels plus one additional parcel, have been sold and/or developed. The Declarant shall have the absolute right to make such a transfer, without any obligation to seek or obtain consent or approval of such transfer from any Owner or Owners. Such transfer shall be in writing and ' recorded at the County of Harnett Register of Deeds. The transfer to the Owner's Association of the obligations, as determined by the Declarant, will release the Declarant from further obligation other than those unfulfilled at the time of transferred liability and will transfer those obligations and duties to the Owner's Association. Title to Common Area will be transferred along with the obligations and duties, as well as the right to enforcement of Brightwater Science and Technology Campus's rules and regulations. 20502.8-545352 v5 15 Article VI - Miscellaneous Sections 601 Term: These covenants and restrictions shall remain in full force and effect for thirty (30) years from the date of recordation, at which time they shall terminate; provided, however, that the term thereof may be extended for successive five (5) year periods by the affirmative written consent of not less than three-fourths (3/4) of the Owners of Brightwater Science and Technology Campus. 602 Amendment: This Declaration may be amended (a) by an instrument executed by the Owners of no less than three-fourths (3/4) of the Owners' Parcels subject to assessment under this Declaration or (b) by an instrument executed by Declarant within three (3) years from the recordation hereof if such amendment is necessary or desirable in the sole judgment of Declarant to clarify this Declaration or to correct typographical or similar errors or as may be required by a title insurance company, provided: (i) that Declarants written consent thereto shall be required to any amendment pursuant to (a) above for 15 years from the date of recordation of these covenants or so long as the Declarant owns any of the Properties or any Additional Properties which may be made subject to this Declaration under the provisions of Section 2.02; (ii) that no amendment shall in any manner affect any rights with respect to the water facilities and effluent collector line and related easements without the consent of all Owners, Persons and entities affected; (iii) that the manner of determining the percentage of assessments allocated to each Parcel under Section 5:04 shall not be affected without the consent of the Owners of each Parcel so affected. No amendment by the Declarant shall impose greater liability for areas beyond those set forth in the initial dedication as shown by the recorded plat for each phase. All amendments shall become effective when recorded in the office of the Harnett County Registry. 603 Enforcement: The covenants, conditions, restrictions, easements, uses, privileges, charges and liens of this Declaration shall run with the land and be binding upon and insure to the benefit of the Declarant, an Owners' Association and each Owner of the Properties or any part thereof, their respective heirs, successors and assigns; shall create mutual, equitable servitudes upon each Parcel in favor of every other Parcel; and shall create reciprocal rights and obligations among Declarant, the respective Owners and tenants of all Parcels, and privity of contract and estate between Declarant and all grantees of Parcels, their heirs, successors and assigns. The enforcement of the provisions of this Declaration may be prosecuted by Declarant, any Owner, or tenant with approval of the record Owner of the Parcel which the tenant occupies in whole or in part, and the violation of any condition, covenant, restriction or reservation herein contained shall give to Declarant and to each of the Owners the right to bring proceedings at law or in equity against the party(ies) violating or attempting to violate any of said conditions, covenants, restrictions or reservations, to enjoin them from so doing, to cause such violation to be remedied, or to recover damages from said violation. The Declarant's right and duty to enforce the conditions, covenants, restrictions and reservations shall remain in force so long as it owns any part of the Properties or any part of the Additional Property, which may be made subject to this Declaration pursuant to Section 2.02, except with respect to such provisions which relate to the powers and rights delegated or assigned to or vested in an Owners' Association and the Declarant is entitled to seek enforcement of this Declaration by an appropriate equitable remedy issued from a court of competent jurisdiction. A breach of any of the provisions of this Declaration shall give to the party entitled to enforce such provision the right to bring a proceeding in law or 20502.8-548352 v5 16 ' in equity against the party or parties breaching or attempting to breach the Declaration and to enjoin such party or parties from so doing or to cause such breach to be remedied or to recover damages resulting from such breach. Prior to bringing a proceeding in law or in equity against ' the party or parties breaching or attempting to breach the Declaration the Owner shall be notified of said breach. The notification shall be in writing and shall be delivered in person by a representative of the Declarant or other party responsible for enforcement of this Declaration or ' mailed to the Owner. Upon notification of the breach the Owner shall have thirty (30) days to correct the breach or provide a plan to remedy the breach. The proposed plan shall be in writing from the Owner. If the plan is found to be satisfactory to the party responsible for enforcing this Declaration, further action by the party charged with enforcement of this Declaration will be ' delayed for a reasonable time to allow the Owner to implement the proposed plan and cure the default. Decisions made in this regard shall be sent in writing to the Owner. A breach of this Declaration by an Owner relating to the use or maintenance of a Parcel or part thereof is hereby ' declared to be and constitute a nuisance and every public or private remedy allowed by law or equity for the abatement of a public or private nuisance shall be available to remedy such breach. In any legal or equitable proceedings for the enforcement of this Declaration or to restrain a ' breach thereof, the party or parties against whom judgment is entered shall pay the attorneys' fees and costs of the party or parties for whom judgment is entered in such amount as may be allowed by law and be fixed by the Court in such proceedings. All remedies provided under this Declaration including those at law or in equity shall be cumulative and not exclusive. The failure of a party having a right to enforce this Declaration to do so shall not be deemed a waiver of the right of any other party having such right nor shall a waiver of one breach constitute a ' waiver as to another breach whether of the same or different nature. Owners may petition the Declarant or Owners Association to initiate enforcement procedures for ' provisions of this Declaration. If no resolution to the alleged violations of the provisions of this Declaration, the Owners may seek appropriate equitable remedy from a court of competent jurisdiction. ' 6.04 Responsibility of Owner: Each Owner shall be responsible for any breach of this Declaration which is a result of its own acts or omissions or the acts or omissions of an Occupant of the Owner's Parcel(s). 605 Compliance with Law: Each Owner shall at all times comply with all applicable federal, state, county and municipal laws, ordinances, rules and regulations and with the applicable regulations of the local fire insurance rating organization having jurisdiction or any other organization or board exercising a similar function with respect to the construction, maintenance, ' operation and use of such Owner's Parcel or Improvements thereon. 6.06 Estoppel Certificate: Upon the written request of an Owner or any person interested, the ' Declarant and/or the Owner's Association, as the case may be, shall issue a certificate within ten (10) business days setting forth the amount of any delinquent assessment or charge with respect to said Parcel. A reasonable charge may be made for issuance of the certificate. ' 6 07 Severability: If any of the covenants, conditions or terms of this Declaration shall be found void or unenforceable for whatever reason by any court of law or of equity, then every other 20502.8-548352 v5 17 covenant, condition or term herein set forth shall remain valid and binding provided that in such event Declarant and all of the then Owners of the Properties shall to the fullest extent possible modify such covenant, condition or term to the extent required to carry out the general intention of this Declaration and to impart validity to such covenant, condition or term. 6.08 Owners' Liability, Subsequent Sale, Successor's Obligation: On sale of a Parcel, the Owner so selling shall have no further liability for the obligations with respect to such Parcel which accrues after the date of the recording of the deed of conveyance provided, however, that nothing herein contained shall be construed so as to relieve either the Parcel of any lien arising by reason of such liability or the Owner of such Parcel from any liabilities or obligations incurred or arising under this Declaration for the time prior to such recording. 6.09 Combination of Parcels: If two or more adjoining Parcels are acquired by the same Owner in fee, such common ownership may, at the option of such Owner, be combined and treated as a single Parcel for the purposes of this Declaration by an instrument duly recorded, notice of which shall be given to the Declarant, and if in existence, an Owners' Association. 6.10 Delay in Performance - Force Majeure: If the performance of any act or obligation under this Declaration is prevented or delayed by an act of God, fire, earthquake, flood, explosion, action of the elements, war, invasion, insurrection, mob violence, sabotage, malicious mischief, inability to procure or general shortage of labor, equipment or facilities, materials or supplies in the open market, failure of transportation, strike, Lock-out, action of labor union, condemnation, threatened condemnation, requisitions, laws, orders of government or civil or military or naval authorities or any other cause whether similar or dissimilar to the foregoing not within the reasonable control of the Person required to perform such act or obligation for so long as such Person is so prevented or delayed by reason thereof, provided the Person claiming the benefit of force majeure shall within five days of the occurrence of any of the aforesaid causes give to the Declarant, and/or others as the case may be, written notice thereof, together with a statement setting forth all the facts evidencing force majeure. At the conclusion of the duration of each such force majeure, written notice shall be given by such Person of the termination of such force majeure. This force majeure provision shall apply to the Declarant's and each Owner's obligations hereunder except those that require payment of money. 6.11 Protection of Lenders: No violation of this Declaration shall defeat or render invalid the lien, operation or effect of any mortgage or deed of trust {jointly, a "Deed of Trust") which has been made in good faith and for value and which encumbers any lot or parcel within Brightwater Science and Technology Campus. Any Lien created under or arising from the terms of this Declaration shall be junior and subordinate to any such Deed of Trust unless notice of such lien shall have been filed in the County of Harnett Public Registry prior to recordation of such Deed of Trust; provided, however, that any mortgagee in possession of any such Parcel or any purchaser at any trustee's or mortgagee's or foreclosure sale of any such Parcel, shall be bound by and be subject to this Declaration as fully as any other Owner of any other Parcel located within the Brightwater Science and Technology Campus, effective upon the date of such acquisition by such purchaser. 20502.8-548352 v5 18 t. ., ' 612 Effect of Non-Payment of Assessment: If any assessment or other monetary obligation under this Declaration is not paid on the date when due, then such assessment or other monetary obligation under this Declaration shall be delinquent and shall accrue interest thereon at the ' "prime rate" of interest announced from time to time by Bank of America lus five percent (5%) per annum (such rate to change from time to time as the prime rate changes) unless a lesser rate is required under applicable law, in which event the lesser rate shall become applicable. Any ' assessments or other monetary obligations under this Declaration not paid when due shall become a lien against the applicable Parcel with priority as of the date of the recording of such lien. The acceptance of a conveyance of any Parcel by any Owner shall create the express authority for the filing of such a lien. If the assessment or other monetary obligation is not paid within ten (14) days after the due date, then the Owner's Association may bring an action at law against the Owner personally and/or foreclose the lien against the Parcel, and there shall be added to the amount of such assessment or other monetary obligation all reasonable attorneys' fees and costs incurred by the Owner's Association in such action, and in the event a judgment is obtained, such judgment shall include interest on the assessment as indicated above. ' 613 Notice: Any notice required or desired to be given under the Declaration shall be in writing and shall be deemed to have been properly served when (i) delivered in person and receipted for or (ii) two (2) days after deposit in the United States Mail, certified, return receipt requested, ' postage prepaid, addressed, if to an Owner, at its last known address as shown on the records of the Declarant, as the case may be, at the time of such mailing or to the Declarant, addressed as follows: Harnett Forward Together Committee, ATTN: N. Johnson Tilghman, P.O. Box 1270, ' Lillington, North Carolina, 27546, or to such other address as Declarant shall from time to time designate by written notice to each Owner. ' 614 Captions - Singular, Plural, Gender: The Article and Section headings are intended for convenience only and shall not be construed with any substantive effect in this Declaration. Words used herein shall be deemed to include singular and plural, and any gender as the context requires. 6.15 Hospital Parcel Exclusion from Section 3.28, Repurchase Rights: Declarant acknowledges ' and agrees that the Hospital Parcel Owner may encumber the Hospital Parcels with a first lien security interest as collateral to secure the performance of any obligation of the Hospital ("Security Interest"). The repurchase rights set out in Section 3.28 ("Repurchase Rights") shall be subordinate to the lien of any such Security Interest. Furthermore, any purchaser out of ' foreclosure, under a deed in lieu of foreclosure, or pursuant to any proceeding in lieu thereof shall take title to the Hospital Parcels free and clear of the Repurchase Rights and such sale out of foreclosure, deed in lieu of foreclosure or other similar proceeding shall extinguish the ' Repurchase Rights; provided, however, that the Repurchase Rights shall remain in full force and effect if the Hospital is the purchaser. The Hospital Parcel Owner may grant deeds of trust, options to purchase, assignments, pledges, liens and security interests in the Hospital Parcels and ' the holder of the Security Interests shall not be bound by the Repurchase Rights. Declarant shall provide such documentation and other assurances as the Hospital Parcel Owner reasonably requests, including without limitation an executed subordination agreement which is in form and ' substance reasonably satisfactory to the Hospital's legal counsel, to confirm that the Repurchase 20502.8-548352 v5 19 Rights are subordinate to the Security Interests and that the holder of the Security Interests is not bound by the Repurchase Rights. [Remainder of this page is intentionally left blank. Next page is signature page.] 20502.8-548352 v5 20 r L ' IN WITNESS WHEREOF, the Harnett Forward Together Committee has caused its corporate name to be signed herein by its proper officers thereunto duly authorized, all as of the day, month and year first above written. HARNETT FORWARD TOGETHER COMMITTEE, a North Carolina non-profit corporation -211 By: N : N. 2Jobnson Tilghman Title: President ' STATE OF NORTH CAROLINA COUNTY OF *r t+ ¦ I, a, Notary Public, certify that N. Johnson Tilghman personally came before me this day and acknowledged that he is President of Harnett Forward Together Committee, a NC non-profit ' corporation, and that he, as President being authorized to do so, executed the foregoing on behalf of the corporation. ' Witness my hand and official seal, this the day of 00+060Y , 2008. ?"??? Official Signature of Notary Public g - he l 1'1(t i31; as 0tj Insert name of Notary, printed or typed pC161.?G?a?? (Official Seal) h?''• C ...- My Commission Expires: 20502.8-547352 v5 CONSENT OF THE FIDELITY BANK DECLARATION OF COVENANTS AND RESTRICTIONS OF BRIGHTWATER SCIENCE AND TECHNOLOGY CAMPUS The Fidelity Bank being the beneficiary under that certain Deed of Trust dated July 12, 2006, and recorded in Book 2252, Page 916, Harnett County Registry ("Deed of Trust") all conveying and encumbering that certain real property described as Exhibit A attached to this Declaration ("Property") hereby (1) consents to the recordation of this Declaration and the imposition of the provisions hereof on the Property; and (2) subordinates the lien of the Deed of Trust to this Declaration and the provisions contained herein. In the event of a foreclosure of the Deed of Trust, or a transfer of any portion of the Property in lieu of foreclosure, each Beneficiary and Trustee hereby agree that the purchaser at any such foreclosure or the transferee under any such deed in lieu of foreclosure shall take title to the Property together with and subject to all of the terms and conditions of this Declaration. Beneficiary executes this Consent solely for the purposes set forth above. The Trustee also joins in and executes this Consent in its capacity as Trustee for the purposes set forth above. BENEFICIARY: The Fidelity Bank Nam ; Steven P. Wicker Title:Senior ice Preside TRUSTEE: a-?O G_ David E. Royal, Trustee 20502.8-547352 v5 ' STATE OF NORTH CAROLINA COUNTY OF 1- ' I, a, Notary Public, certify that !j)gQZ W 't (,V r' personally came before me this day and acknowledged that he is _ °b(A ?w 5;? ,.Iaf The Fidelity Bank, a NC corporation, and that he, as being authorized to do so, executed the foregoing on behalf of the corporation. Date: 11-4 •b- , 2008 ':: ? - ?A ? ???•``??? N HE NOF'4i? ? ? ? s Notary Printed Name 0s A OARY = PUBLIC = U ? My Commission Expires: r ial Seal) ?` 00 lJ STATE OF NORTH CAROLINA COUNTY OF I, certify that the following person personally appeared before me this day, acknowledging to me that he voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated: David E. Royal, as trustee. Date: \`- o'% 22008 4P S ?o 'Qo Notary Printed Name NOTARY 2 PUBLIC My Commission Expires: _?-• 11, t?\1 9?ti o?c 20502.8-547352 v5 EXHIBIT A BRIGHTWATER SCIENCE AND TECHNOLOGY CAMPUS LEGAL DESCRIPTION Harnett Forward Property Beginning at an existing iron stake in the northern right of way margin of U.S. Highway 401 (Cornelius Harnett Boulevard) a 100 foot wide right of way which said existing iron stake is the southernmost point of the Harnett Forward Together Committee tract as shown on that survey recorded in Map Book 2008, Page 913, Harnett County Registry; thence from said Beginning Point and running with the northern right of way margin of U.S. Highway 401, North 51126'28" West 1,841.68 feet to an existing iron stake; thence a new line with the boundary of the Gerald Johnson property (Book 392, Page 198, Harnett County Registry) North 38037'37" East 417.40 feet to an existing iron pipe; thence North 51 '07'15 " West 314.09 feet to an existing axle in the eastern right of way margin of NCSR 1436 (Matthews Road) a 60 foot wide right of way; thence running with the eastern right of way margin of NCSR 1436, North 39°31'46" East 484.31 feet to a point; thence North 35°25'20" East 117.27 feet to a point; thence North 29°17'43" East 33.71 feet to an existing iron stake; thence a new line South 88°46'41" East 314.01 feet to an existing concrete monument; thence South 88°46' 12" East 885.32 feet to an iron stake set; thence South 88°45'52" East 476.66 feet to an existing iron stake; thence South 88°56'05" East 280.09 feet to an existing iron pipe; thence South 88°51'55" East 59.95 feet to an existing iron pipe; thence South 88°54'53" East 129.42 feet to an existing iron pipe; thence South 88°56'43" East 114.62 feet to an existing iron pipe; thence South 89°05'27" East 317.60 feet to an existing pipe; thence South 88°40'44" East 904.55 feet to an existing axle; thence a new line, South 00°56'02" West 292.02 feet to an existing iron stake; thence South 01°04'29" West 438.43 feet to an existing iron pipe; thence South 60°39'05" West 1,151.22 feet to an existing iron stake; thence South 60°39'32" West 447.43 feet to an existing iron stake; thence South 60048'32" West 872.37 feet to an existing iron stake; thence South 60°48'23" West 323.05 feet to the POINT OF BEGINNING. The above described tract is the same property which was conveyed to the Harnett Forward Together Committee in that deed dated July 10, 2006 and recorded in Book 2252, Page 911, Harnett County Registry. This tract is shown as the overall Harnett Forward Together Committee tract on that survey recorded in Map Book 2008, Page 913, Harnett County Registry which includes subdivided Tract One (20.20 acres) and Brightwater Drive as depicted thereon. 20502.8-548352 v5 A-1 Exhibit B Legal Description of Right of First Refusal Property Being a 4.39 acre tract (the "ROFR Property") and a portion of the property of Harnett Forward Together Committee (PIN # 0650-79-1646), recorded in Deed Book 2252, Page 911, and Map ' No.98-567, Harnett County Register of Deeds. Tract being further described as follows: BEGINNING at an iron stake, in the southwest corner of the ROFR Property and the southeast ' corner of Harnett Health Systems Tract ("Tract One") as shown on plat recorded in Map No.2008-913, Harnett County Registry (the "Plat") said iron stake being further located from a PK Nail located in the centerline intersection of US 401N / W. Cornelius Harnett Blvd. (100' ' R/W) and Brightwater Dr. (80' Public R/W) as shown on the Plat, the following courses and distances: N 380 25' 13" E 137.63' to a point; thence with a curve having an arc length L=407.20', radius R=400.00', chord direction and distance CD=N 67° 35' 02" E, C=389.84' to a point; thence continuing S 83°15'09" E 171.48' to a point; thence with a curve having an arc length L=97.52', radius R=250.00, chord direction and distance CD--N 85°34'22" E, C=96.90' to a point; thence N 74°23'53" E 158.14' to a point; thence with a curve having an arc length L=165.41', radius R=550.00', chord direction and distance CD=N 83°00'49"E 164,79' to a point; thence N 02032'58"E 30.00' to said point of BEGINNING. Thence with the eastern line of said Tract One N 14040'37" E 341.74' to an iron stake; thence S 90°00'00"E 479.13' to an iron stake; thence running a curve having an arc length L=290.60', radius R=780.00, chord direction and distance CD=S09°06' 10"W C=288.92' to an iron stake; thence S 01'34'14"E 124.04' to an iron stake; thence with a curve having an arc length L=40.90', radius R=25.00', chord direction and distance S 45°17'44"W 36.49' to an iron stake; thence continues with a curve having an arc length L=259.31', radius R=870.00', chord direction and distance N 79 °18'00" W 258.35' to an iron stake; thence N 70°45'41"W 73.59' to an iron stake; thence with a curve having an arc length L=177.78', radius R=580.00', chord direction and distance N 79032'32" W 177.08' to an iron stake, said POINT OF BEGINNING, containing 4.39 acres, more or less. 20502.8-548352 v5 B-1 I N ash KIMBERLY S. HARGROVE REGISTER OF DEEDS, HARNETT 305 W CORNELIUS HARNETT BLVD SUITE 200 LILLINGTON, NC 27546 wttkwtwttkw,i,twtttwwwkkttwwwwwtktkttwttttttttkwtttttttttwtttttttwtwwwwtttwvnrwwtttttwtttttttttttwttkkkkwwkkttkkwkwkkkwktkt Filed For Registration: 11 M31200811:36:58 AM Book: RE 2567 Page: 862-887 Document No.: 2008018202 COVENANTS 26 PGS $86.00 Recorder: MARY ANNE WOOD State of North Carolina, County of Harnett KIMBERLY S. HARGROVE, REGISTER OF DEEDS DO NOT DISCARD *2008018202* 20080,8202