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Home My WebLink About19970694 Ver 1_Complete File_20000420WAKEFIELD COMMONS SUMRESULTS.Xls TRACT 21 DA SUM UDR 99000 DRAINAGE AREA SUMMARY Soil Types Present: Site is predominantly Appling Sandy Loam -Use HSG 'B' HSG 'B' Rational C: Open/Grassed/Landscaped Areas: C = 0.25 Impervious Surfaces: C = 0.95 Drainage Area Description Total DA to Pond = 113.24 acres Impervious Area = 81.53 acres @ C = 0.95 Open/Grassed/Landscaped = 31.71 acres @ C = 0.25 Composite Rational = . - "See Small Watershed Method Hydrograph Generation for Computation of Peak Flow Rates and Time to Peak for Design Storm Hydrographs J. E. SCHRUM, E.I. 4/11/2000 % Impervious = 72% WAKEFIELD COMMONS LVITY RDIr,.. WAKEFIELD COMMERCIAL DEVELOPMENT TRA CT 21 RALEIGH, NC WATER QUALITY POND CALCULATIONS UDR-99000 APRIL 20, 2000 4EAL 23495 -., O GIN Wakefield Commons Storm Water Quality Pond at Tract 21 Calculation Report Wakefield Commercial Development Raleigh, North Carolina General Description of the Site and Design Criteria This report contains the water quality pond calculations for the proposed Wakefield Commons portion of the Wakefield Commercial development in Raleigh, North Carolina. The Wakefield Commercial project totals approximately 495 acres of proposed retail, commercial, industrial and high-density residential land use, located along US Hwy 1, (Capital Blvd.) at the intersection of US Hwy IA. The Wakefield Commercial project is further divided, into three distinct areas, Wakefield Park, Wakefield Crossing and Wakefield Commons. This calculation report, and corresponding construction drawings, is for a proposed water quality pond to treat the runoff at the Wakefield Commons area, the first phase of development of the Wakefield Commercial project. The Wakefield Commons site is approximately 100 acres of proposed development similar to what was previously described. The site is located west of US Hwy 1, south of New Falls of Neuse Road and east of Richland Creek. This pond is designed to capture the runoff from the first inch of rainfall for a drainage basin encompassing the entire Wakefield Commons area. The runoff is to be released to Richland Creek over a period of two to five days. The pond is designed to provide adequate permanent pool surface area to facilitate the removal of 85% of the storm water total suspended solids, in the one-inch rainfall event. The Division of Water Quality has previously approved a pond for this area. In response to site planning efforts, the pond has been reconfigured. The pond is located at the center of several residential buildings. The southern area of the pond contains the pond outlet structure and water quality design storm discharge control device. The drainage area description for this pond has been further modified to reflect the hydrologic soil types found in the drainage area to the pond, and actual planned impervious surface draining to this pond. This pond meets all requirements set forth in the Division of Water Quality Stormwater Best Management Practices Handbook, April 1999. 1 Calculation Methodoloe • On-site topography is from recent aerial topography provided to The John R. McAdams Company. • Rainfall Data for the RDU region is from USWB Technical Paper No. 40 and NOAA HYDRO-35. • Using Wake County Soil Survey, the site soils were determined to be primarily from Hydrologic Soil Group `B'. Therefore, the SCS Curve Numbers used in further hydrologic calculations are selected appropriately. • The runoff amount for the first 1.0-inch of rainfall was calculated using the SCS Curve Number method and the application of Directly Connected Impervious Areas (DCIAs). The use of DCIAs alleviates the shortcomings of the SCS CN method when applied to impervious sites and low rainfall depths. A volume of greater than that calculated is provided in the proposed pond. • Water quality calculations were performed in accordance with the NC Stormwater Best Management Practices (NC DENR, April 1999). The normal pool surface area of the pond was sized with water quality in mind, using the required SA/DA ratio charts. • The pond is designed to capture the runoff from the first inch of rainfall. The pond's outlet system is designed to discharge this volume over a period of two to five days. • The pond was routed using the Chainsaw Routing method, developed at N.C. State University, by Dr. H. R. Malcom, PE. • Peak flowrates were calculated using the Rational Method. Soil types were considered in the development of both Rational C coefficients and SCS Curve Numbers. Hydrographs for design storms were generated using the Small Watershed Method, also developed by Dr. Malcom at N.C. State University. • The pond was routed for the 10, 25, 50, and 100-years events with the principal spillway operating properly. • Anti-flotation calculations were performed on the outlet structure in order to ensure enough concrete was provided to guard against floatation with a minimum 15% factor of safety. • A velocity dissipator is provided at the principal spillway outlet to prevent erosion and scour in this area. The dissipator is constructed using rip rap and a woven geotextile filter fabric. The filter fabric is used to minimize the loss of soil 2 particles beneath the rip rap apron. The dissipator is sized for the 10-year storm using the NYDOT method. It is a permanent feature of the outlet structure. 3 WAKEFIELD COMMONS SUMRESULTS.xIs TRACT 21 UDR 99000 SUMMARY OF RESULTS WATER QUALITY PERFORMANCE: Aspect Value SA Required 89276 ft2 SA Provided 94252 ft2 1" Storm R/O Vol Req'd 234072 ft3 1" Storm R/O Vol Prov'd 285254 ft3 Drawdown Time 3.30 days Forebay % Total Vol 31% Normal Pool Elevation 207 ft Temp 1" Pool Elevation 209.80 ft Pond Avg Depth @ NP 6.17 ft TSS Removal Efficiency 85% STORM ROUTING PERFORMANCE: Aspect Value In Value Out Q10 416.23 cfs 324.43 cfs Q25 531.44 cfs 470.51 cfs Q50 636.70 cfs 542.39 cfs Q100 719.78 cfs 563.14 cfs WSEL10 211.39 ft WSEL25 211.84 ft WSEL50 212.18 ft J. E. SCHRUM, E.I. 4/17/2000 WSEL100 212.59 ft Top of Berm 213.00 ft WAKEFIELD COMMONS SOILS.xls TRACT 21 UDR 99000 J.E. SCHRUM, E.I. 4/20/2000 SYMBOL NAME HYDRULUUK; 501L GO A B2 Ap lin Gravel Sand Loam, 2 to 6 % slopes B ApC2 Applin Gravel Sand Loam, 6 to 10 % slopes B WkE Wake Soils, 10 to 25% slopes D Wo Wehadkee and Bibb Soils D SITE IS PREDOMINANTLY B SOILS, THEREFORE, WILL USE HYDROLOGIC SOIL GROUP B • w? O nl Y • Q . w J Q • X • w . z O w !sl ? tx 3 ;N :N NiN:rl 1 7L?M :V :O M; ":O ^ - N;N:N 5 . 1 T jC N 'nN.?,nO C Viz: R M M i M ;O ? L.r ...?+..` z ziz: 3 E'" ide-f -i • o:c ??"Cx?xt'n.0 7_ W ?O 2Oj^:M:00 • L l 3 Z 2? x3^•O;1 O L ; ? .. !_. ?? ?jO:N r7 Vx ^f:0 ;2ivi Of7;I-;oO O p •9 O :fV;ri; '7?7i'n ::O ?oo ?•• - -_ ----------- _. L j d 0g In o0'. :O; Oita:- :p (71: CD ' S i y Y x l-;-i?0:7?M CC ? I ! L q to tO OiOi:OI[?i?1 L r4 "t 00 rri (14 In c In C, ?,n: c?ixit? v,fKi:cvE 5 I L i : 2it I ! f y Oi^; 7 Otl?;^i'ni:G, NiO ...... .... {.. i.. €........ d L "i•-. ir) N17iN'-'jI?E.DY;N h MEoOi?O;N;I?l N oo:t?: 0€cv:- :iCEclo r4 d Y O L ?IJ Nj^;'n:•-•t •7• O;M;xi7?t? 1?:0:-t O?U;?O 00 Q Ci ?" N:M;'n r?1: (. N^iN ^!•••.:(\:Ni'nE•.n:N I?l7iMjO:?D r,!: IN S O ;O ^iNlN M;M:Y n. • U i In 'o- -,r: 00;N 00 'n a '. 4 xi7:Y 0 oo r-4: \'s Y C v1 VS ..? -^i7 : ?O;MjO ?O W ` d 'niIn:t- ? N ^1 N;o07'n ir+, ?•-• O ^ifV;N NtM:7 ?;'n:-r ?' x " i v M;N:^iO:OEOtC ? -- CT. z • i j a: 7 00 In M O a+i ea L ?p ::Di7 OlO Y!:D Y; LO.: 5 O N ? O.^ ^€ N:NiM M r N t € ....:.......... ..... ;..........E . .. . ....:....... ........ ..... . ....: .....;...: .. ...:.. Y y; y y : h' N; y: n y of of o : H: y: ` V1 y.y adi: ?'. L Oi 7 y1 N: H VI' y >; of ? ?i :0 L O • ?E o O O: ??: i o: o F i" W • E pi o Oi O, t^: 1.. r l O • 7 C C?l. C; C;' l.; x N ; 7 O i .; : C!: ENiY ? OlV1?OiO;N tn:b i..y N C O?V7 .r:N N L:. - • • • • • • • • • • • • • • • • • • • • • • • • • • • • s • • • • • • • • • • • • • • L ? N Y J Q w J Q Q' Q s z v -1 0 w o o L'.7 a 3 ? 0 Z N Pond 1 Small Watershed Method Hydroaranh Generation (Rf.• "Elements of Urban Stormwater Design, H. R. Malcom, PE) Drainage Area Description ==> Total Drainage Area = Impervious area = 81.53 AC @ c= 0.95 and CN = 98.0 Open / Grassy / Landscaped Area = 31.71 AC @ c= 0.25 and CN = 61.0 Wooded Area = 0.00 AC @ c= 0.00 and CN = 0.0 Other undescribed area = 0.00 AC @ c= 0.00 and CN = 0.0 Total DA = 113.24 AC c= 0.75 and CN = 87.6 Design Storm Description / Watershed Sensitivity ==> Time of Concentration = 18.0 minutes Enter known IDF factors to compute the intensity, or enter a known intensity in the area marked "known intensity". If known, clear all IDF factors from the chart. IDF Factors: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm g 132 169 195 232 261 290 h 18 21 22 23 24 25 Calculated Intensities (do not enter known values here). 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 3.67 4.33 4.88 5.66 6.21 6.74 (in/hr) Known Intensities (enter known values here if not calculating above, else enter zero): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 0.00 0.00 0.00 0.00 0.00 0.00 (in/hr) Pond 1 Design storm flowrates ==> Flowrates are calculated using the rational method, and incorporating frequency coefficients for the 25, 50, and 100 year storms. These frequency coefficients are 1.1, 1.2, and 1.25 respectively. Calculated design flowrates: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Flowrates 313.06 369.98 416.23 531.44 636.70 719.78 (CFS) Formulate hydrograph using step-function estimated SCS dimensionless UH ==> Ultimate Soil Storage: S = 1.41 inches Precipitation Depths for 6 hr design storm. 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm P-depth 2.65 3.38 3.90 4.62 5.19 5.75 (inches) SCS runoff depth using default initial loss characteristics (0.2S and 0.8S): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Q" 1.48 2.13 2.60 3.27 3.81 4.35 (inches) Time to peak for design hydrograph (for step-function hydrograph): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Tp 23.35 28.34 30.81 30.34 29.49 29.75 (minutes) Resultant SWM design hydrographs ==> 2 year = 313.06 CFS @ 23.35 minutes 5 year = 369.98 CFS @ 28.34 minutes 10 year = 416.23 CFS @ 30.81 minutes 25 year = 531.44 CFS @ 30.34 minutes 50 year = 636.70 CFS @ 29.49 minutes 100 year = 719.78 CFS @ 29.75 minutes WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Below NWSE UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 4/13/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn IfP,-tI (fPPt) (SF) ISFI (CF) (CF) (feet) 200.0 0.0 55977 202.0 2.0 62984 59481 118961 118961 2.02 204.0 4.0 70538 66761 133522 252483 3.92 206.0 6.0 83995 77267 154533 407016 5.97 207.0 7.0 94252 89124 89124 496140 7.11 Storage vs. Stage 600000 500000 LL 400000 U 300000 0 U) 200000 100000 0 0.0 y = 53591 x11346 RZ = 0.9992 2.0 4.0 6.0 8.0 Stage (feet) Ks= 53591 b = 1.1346 I OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 1 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 4/17/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn - (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 4676 202.0 2.0 6144 5410 10820 10820 2.02 204.0 4.0 7753 6949 13897 24717 3.90 206.0 6.0 10643 9198 18396 43113 6.09 Storage vs. Stage 50000 45000 40000 35000 v 30000 of 25000 R 0 20000 N 15000 10000 5000 0 y = 4495.4x' 2512 R2 = 0.9986 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 4495.4 b = 1.2512 I OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 2 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 4/ 17/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 14964 202.0 2.0 16918 15941 31882 31882 2.01 204.0 4.0 18989 17954 35907 67789 3.95 206.0 6.0 22540 20765 41529 109318 6.05 Storage vs. Stage 120000 100000 LL 80000 U m 60000 `o Cn 40000 20000 0 y = 14607x' 1e R2 = 0.9996 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) KS = 14607 b = 1.118 I OF 1 1 W'AKI{F11:1,1) COMMONS WQ POND.XI,S TRACT 21, Volume Check UDR 99000 Auburn Dr. Pond 4: WATER QUALITY POND .............................................................................................................. Per NCDENR "Stotwiwater Best,k fanagentent Practices the forebay volume should equal about 201/0 of the total basin volume. A. Water Quality Pond - Below Normal Pool NWSE = 207 Stage - Storage Function Ks= 53591 b= 1.1346 Zo = 200 Volume = 487461 tt3 B. Forebav Volume Forebav 1: Volume Stage - Storage Function Ks = 4495.4 b= 1.2512 Z.o = 200 Volume = 42 105 t13 % Forebav= 31% OK FillEw C'it < <;;; «» z< >>. hnpervious Area = 81.53 acres Drainage Area = 113.24 acres % hnpervious = 72% Average Depth =Z / b Z = 7 feet b= 1.1346 Average Depth = 6.17 fl. From the DWQ BMP Handbook (4/99), the required SA/DA ratio =_> 6.0 Lower Boundary => 70.0 1.79 Site % impervious => 72.0 1.85 Upper Boundary => 80.0 2.10 Area Required = 89276 sq. t3. Area Provided = 94252 sq. ft. OK Forebay 2: Volume Stage - Storage Function Ks = 14607 b= 1.118 Zo = 200 Volume = 108276 ft3 6.17 7.0 1.54 1.81 1.60 1.86 J. E. Schrum. fa 4/18/2000 • • WAKEFIELD COMMONS SIPHON EL.XLS TRACT 21 UDR 99000 Water Quality Pond Design Sheet Contour (feet) Stage (feet) Contour Area (SF) Average Contour Area (SF) Incremental Contour Volume (CF) Accumulated Contour Volume (CF) 207.0 0.0 94252 0 0 0 208.0 1.0 98581 96417 96417 96417 210.0 3.0 108080 103331 206661 303078 212.0 5.0 119880 113980 227960 531038 Storage vs. Stage 600000 500000 LL 400000 U rn 300000 M 0 U) 200000 100000 y = 96040x' 1,0573 R2 = 0.9998 0 L- 0.0 1.0 2.0 3.0 4.0 5.0 6.0 Stage (feet) Ks= 96040 b = 1.0573 Page 1 J.E. SCHRUM, E.I. 4/17/2000 0 1.0037 2.9652 5.0399 WAKEFIELD COMMONS SIPHON EL.XLS TRACT 21 J.E. SCHRUM, E.I. UDR 99000 4/17/2000 Calculation of Runoff Volume required for storage The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected will be accounted for in a composite curve number. From SCS Soils Survey map, predominant hydrologic soil type = D Using basic SCS runoff methodology, with no adjustments made to initial abstractions (0.2*S and 0.8*S). Impervious Area, directly connected (DCIA) = 81.53 acres @CN= 98 Other areas draining to pond (not DCIA) = 31.71 acres @CN= 61 Runoff from DCIAs =_> Precipitation amount = 1.0 inches S = 0.204 inches (calculated) Q* = 0.791 inches (calculated) Runoff volume = 234072 CF Runoff from non-connected areas =_> Precipitation amount = 1.0 inches S = 6.393 inches (calculated) Q* = 0.000 inches (calculated) Runoff volume = 0 CF Therefore, total runoff from precipitation in question = 234072 CF This amount of runoff must be stored in the pond above normal pool elevation, and be released in a period of two (2) to five (5) days, by an inverted PVC siphon, the invert end of which is set at permanent pool elevation. Page 2 WAKEFIELD COMMONS SIPHON EL.XLS TRACT 21 J.E. SCHRUM, E.I. UDR 99000 4/17/2000 Calculation of depth required for runoff storage pool (above normal pool) Normal pool depth (above invert) = 0.00 feet Storage provided at permanent pool depth = 0 CF (calculated) Total storage required for normal + storage pool = 234072 CF Stage (above invert) associated with this storage = 2.32 feet Therefore, depth required above normal pool for storm storage = 2.32 feet 27.87 inches Therefore set crest of principal spillway at stage = 2.80 feet and EL = 209.80 feet At principal spillway crest, storm pool storage provided = 285254 CF Page 3 WAKEFIELD COMMONS SIPHON.XLS TRACT 21 UDR 99000 Inverted Siphon Design Sheet D siphon = No. siphons = Ks = b= Cd siphon = Siphon Invert = Volume @ Normal Pool = Basin Invert = 6 inches 1 96040 1.0573 0.60 207.00 feet 0 CF 207.00 feet WSEL (feet) Vol. Stored (cf) Siphon Flow (cfs) Avg. Flow (cfs) Incr. Vol. (cf) Incr. Time (sec) 209.800 285254 1.507 209.552 258579 1.432 1.470 26675 18150 209.303 232052 1.353 1.392 26527 19052 209.055 205689 1.268 1.310 26363 20118 208.807 179508 1.178 1.223 26181 21408 208.559 153533 1.080 1.129 25975 23012 208.310 127795 0.972 1.026 25738 25090 208.062 102336 0.851 0.911 25458 27939 207.814 77220 0.709 0.780 25116 32218 207.565 52546 0.530 0.619 24674 39840 207.317 28505 0.239 0.385 24041 62521 Drawdown Time = 3.35 days By comparison, if calculated by the average head over the orifice (assuming average head is half the total depth), the result would be: Average driving head on orifice = 1.150 feet Orifice composite loss coefficient = 0.600 X-Sectional area of 1 - 6" inverted siphon = 0.196 ft2 Q = 1.0139 cfs Drawdown Time = Volume / Flowrate / 86400 (sec/day) Drawdown Time = 3.26 da s J. E. SCHRUM, E.I. 4/18/2000 Conclusion : Use 1 - 6" Diameter PVC Inverted Siphon to drawdown the accumulated volume from the 1.0 " storm runoff, with a required time of about 3.3 days. - O w0 N r W' V U U W Q) T O C N ? O. N O z } E m 0 I Q(D _d CJ N ? N 0 N F- tY ? t- U c X U L O ~ 0 m 0 d d O N L-a x .Ln x z F- D O v w _ U) 0 C O U o ?W A F j O CD c ao z ? U 3 o o L ?o I d N O CL N d C 03 O J E N 0 0 O 0 0 c o E 0 `D E 1- a d d d d O O 00 ON O O O ? O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o S o 0 0 0 ?n o in o ? u? o Q V M (") N (S)0) mou N II II .? II V 3 J N U N d N d d d d U N U N d w w d o 2 d c w w O O O O O O N O O M O O 0000 000 O O O O N O O 0 0 N O O O O O 0 0 0 o - Q N N ? M O 0 0 0 0 O O O .0 O ( O o N N N d A m II II II II II II II 2 J > r x N m d O d m w aci c N 11 J _ I I c C: a CL 3:zOODUmUmm d v II o` N t' II W d II Id j II II ? j d II U 3 c Y U z C2 U s 3 J N U LL LL d lei M n n w w U O V M O O V M O ? N ,r (n U) V N N N M N a) U) > > LL C C Z U E E NOS Or,O O O O O L n t-? 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V M M M M M N N M M M M M M M M M M Z fn f-- O Mr?Nmmmm?vm M M M m (O V N 3 V M M M M N N N N N Z 22 C ? 0 - O U o(no(no(nOIn O0 m o N M (n (D N m N ( J Oo 0 c m 0 0 0 0 0 0 0 LL m E E Y m F r Q 0 O 3: ED N X (3 Z_ H O ft? V) Z O O U D W LU Y Q Pond 1 Weir Outlet Box Anti-Flotation Calculations Project Name: Wakefield Commons Project Number: UDR-99000 Designer: D.A. Clark Pond Number / Description: Pond Outlet Structure Date: 4/20/00 Input Data for Outlet Box Box Front Internal Dimension = Box Side Internal Dimension = Box Wall Thickness = Box Bottom Thickness = Box Top Thickness = Height of Box, internal dimension = Outside Diameter of barrel(s) exiting box = Number of barrels exiting box = Diameter of DIP drain pipe entering box = Diameter of manhole opening in top of box = Total Flow Opening Area in sides of box = Temporary CMP Pipe Diameter (if present) = Amount of Concrete present in Standard Box defined above Concrete present in box no adjustments for openings ==> Total Volume present in top = Total Volume present in front = Total Volume present in rear = Total Volume present in RH side = Total Volume present in LH side = Total Volume present in bottom = Total Concrete Present, no adj 137.517 CF 130.335 CF 130.335 CF 59.094 CF 59.094 CF 137.517 CF .istments = 653.892 CF Adjust total concrete present for openings ==> Subtract for perm. barrel opening = 39.483 CF Subtract for manhole opening in top = 2.190 CF Subtract for drain pipe opening in front = 0.234 CF Subtract for flow openings, front and side = 72.360 CF Subtract for temp. CMP pipe opening, if present = 0.000 CF Total Adjustment Volume = 114.267 CF Therefore, total concrete present in box = 539.625 CF 18.5 feet 9.0 feet 0.7 feet 0.7 feet 0.7 feet 9.80 feet 73.5 inches 2 8.0 inches 2.04 feet 108.00 SF 0 inches Page 1 Pond 1 Total Water Displaced by Outlet Structure Water displaced by concrete in box = 539.625 CF Water displaced by air inside box = 1632.582 CF Total Water displaced = 2172.207 CF Weight of total water displaced (@ 62.4 PCF) = 135546 lbs. For a safety factor of 15%, the weight of concrete that must be present = Total weight of concrete present (@ 150 PCF) = 80944 lbs. Therefore, must add a total of 74934 lbs. of concrete 155878 lbs. Buoyant weight of concrete, with 20% safety factor included = 76.17 PCF Therefore, need to add 983.72 CF of concrete to base of outlet structure Standard outlet structure base is =_> 0.67 feet thick 205.25 SF (plan dimension) Concrete present in standard outlet structure base = 137.52 CF Therefore, total concrete present in newly designed base must = 1121.24 CF Desian of new base for outlet structure Concrete required = 1121.24 CF New base dimensions =_> 22.67 feet long 14.20 feet wide 42.00 inches thick Total Concrete present in new base design = 1126.70 CF OK Check validity of new base desgin as -to flotation characteristics Total concrete present in final design = 1528.807 CF Total water displaced in final design = 3161.389 CF Total weight of concrete present in final design = 229321 Ibs Total weight of water present in final design = 197271 Ibs Actual safety factor present in final design = 1.16 OK =final Base Design =_> 22.67 Width 14.20 Length 42.00 Thickness Page 2 WAKEFIELD COMMONS ANTI-SEEP.xIs TRACT 21 UDR 99000 Anti-Seep Collar Design Sheet This sheet will, given the barrel length of interest and minimum seep collar projection from the barrel, determine the number of anti-seep collars to place along the barrel section, and the expected spacing of the collars. Design Requirements =_> Anti-seep collars shall increase the flow path along the barrel by 15%. Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection or 25 feet, whichever is less. Anti-Seep Collar Design =_> J. E. SCHRUM, E.I. 4/18/2000 Flow Length Min. Calc'd # Max. # of Use Pond along barrel Projection of collars Spacing collars to '.Spacing Spacing ID (feet) (feet) required (feet) use (feet) OK? Tract 21 148.0 2.25 4.93 25 5.00 24.6667 YES Note. If spacing to use is greater than the maximum spacing, add collars until the spacing to use is equal to or less than the maximum spacing allowable for the collar design. Anti-seep collars shall be used under the structural fill portions of all berms/dams unless an approved drainage diaphragm is present at the downstream end of the barrel. WAKEFIELD COMMONS VEL DIS.xis TRACT 21 UDR 99000 NRCD Land Quality Section Pipe Design Entering the following values will provide you with the expected outlet velocity and depth of flow in a pipe, assuming the Mannings roughness number is constant over the entire length of th, pipe. flow Q in cfs : 324.43 slopt:? in ""b . 116 pipe diameter D in in.: 75 Manning number n : 0.013 Flow depth (ft) = 4.36 Outlet velocity (fps) - '14,2U9 NRCD Land Quality Section NYDOT Dissipator Design Results Pipe diameter (ft) 6.25 Outlet velocity (fps) 14.21 Apron length (ft) 62.50 AVG DIAM STONE THICKNESS (inches) CLASS (inches) 3 6 13 » 23 ----- -------- A 9 B 22 B or 1 22 2 27 W=0.4LA+Do W=65.5+6.25 W=39 Say 39 ft J. E. SCf iRUM, E.I. Wakefield Commons Storm Water Quality Pond at Tract 21 Wakefield Commercial Development Raleigh, Alorth Carolina STORM WATER QUALITY POND CALCULATION REPORT ARC-96000 September 0 1, 1999 L THE JOHN R. McADAMS COMPANY INC. CIVIL ENGINEERING • LAND PLANNING • LANDSCAPE ARCHITECTURE • SURVEYING l 1 THE JOHN R. McADAMS COMPANY, INC. Wakefield Commons Storm Water Quality Pond at Tract 21 Wakefield Commercial Development Raleigh, North Carolina STORM WATER QUALITY POND CALCULATION REPORT 4yf 1I *n,? F" " ARC-96000 U .? a E ? •? September 0 1, 1999 G - ??? ' ??T V? CIVIL ENGINEERING LAND PLANNING • LANDSCAPE ARCHI TECTURE SURVEYING PO Box 14005 Research Triangle Park, INC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com Wakefield Commons Storm Water Quality Pond at Tract 21 Calculation Report Wakefield Commercial Development Raleigh, North Carolina General Description of the Site and Design Criteria ' This report contains the water quality pond calculations for the proposed Wakefield Commons portion of the Wakefield Commercial development in Raleigh, North Carolina. ' The Wakefield Commercial project totals approximately 495 acres of proposed retail, commercial, industrial and high-density residential land use, located along US Hwy 1 ' (Capital Blvd.) at the intersection of US Hwy IA. The Wakefield Commercial project is further divided, into three distinct areas, Wakefield Park. Wakefield Crossing and Wakefield Commons. This calculation report, and corresponding construction drawings, ' is for a proposed water quality pond to treat runoff at the Wakefield Commons area, the first phase of development of the Wakefield Commercial project. ' The Wakefield Commons site is approximately 100 acres of proposed development similar to what was previously described. The site is located west of US Hwy 1, south of ' New Falls of Neuse Road and east of Richland Creek. This pond is designed to capture the runoff from the first inch of rainfall for a drainage ' basin encompassing the entire Wakefield Commons area. The runoff is to be released to Richland Creek over a period of two to five days. The pond is designed to provide adequate permanent pool surface area to facilitate the removal of 85% of the storm water ' TSS, in the water quality design storm. ' Calculation MethodoloQy • The runoff amount for the first 1.0-inch of rainfall was calculated using the SCS ' Curve Number method and the application of Directly Connected Impervious Areas (DCIAa). The use of DCIAs alleviates the shortcomings of the SCS CN method ' when applied to impervious sites and low rainfall depths. A volume greater than that calculated is provided in the proposed pond. ' • The pond is designed to pass the 100-year storm event safely through the principal spillway system. Due to topographic restraints, and the inability to provide an ' emergency spillway within virgin soils, the pond's principal spillway piping system is designed to pass all flowrates. An emergency spillway has been provided at an elevation exceeding the 100-year WSEL. • The pond is designed to capture the runoff from the first inch of rainfall. The pond's outlet system is designed to discharge this volume over a period of two to five days. • The pond was routed using the Chainsaw Routing method, developed at N.C. State University, by Dr. H. R. Malcom, PE. • Peak flowrates were calculated using the rational method. Soils types were considered in the development of both rational "c" coefficients and SCS curve numbers. Without final site information for the development, a conservative estimate of 80% impervious area was applied to the entire drainage basin. Hydrographs for design storms were generated using the Small Watershed Method, also developed by Dr. Malcom at N.C. State University. i 1 1 Wake Comn 2 1 K. ICLUDES IIRE :F-WAY Wakefield 1 Park 1 ?`` 1111 1 1 111 11 1 1?i11 1'1 11' II,II11 FUTURE RIGHT-GF-NAY 1 1 I }t AC 1 , . . I I ?? I I 1,11 III, it II _" J RESIDENTIA i . --?• s.,s K I X05 ? / , SUNSTAR HOMES 7.90 l4p, WAKEFIELD CROSSI SHOPPING CENTE O D KT-,OF- 4.92 K. I/ I 3 r , q r 5 I r r r i r r POND CALCULATIONS i i i THE JOHN R. McADAMS COMPANY, INC. 'j0111- N F00-AP ?,C? P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax(919)361-2269 ?_?y-?? A \#^ PAGE OF J R McA JOB NO DATE BY CHECKED BY (Date) CLIENT ?' PROJECT SUBJECT \"`/0 ?J ?GN? ?r?xi1 (?' - 7z yJ V?;G Pit , Nk r.' i 1 t. `> -N7?' 5 ??l 5 C?eovi> P? rrv, Y-.7 o'c r? ?krv cc k _? `, - L1[-j1j`*¢VA-n vp-,l.`(, _ tn? -__... !-?`?_C,? _----D_ -- Ford: ?,lpt.?_v A'671ci j RUI?,IOYG __- WooDr?? 6COL5KrT MINIMA WPO l _ __ 01 j THE JOHN R. McADAMS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax (919) 361-2269 PAGE OF J R McA JOB NO ^q DATE BY CHECKED BY (Date) CLIENT PROJECT SUBJECT ?T 2-1 ?!'Q. t?ON? ?• Ti2ALT Z? -- - - - -DA Foe T4 ?- o?-3- 5liTT -- ?o?L -- i i L' J?LN j DIA 0 4) ?tG,?1 FLO?rvR.A-tl"rf? ?I-Y(lDevC??PS? Water Qualitv Pond Surface Area Requirements Project Name: Wakefield Tract 21 pond Job Number: ARC-96000 Designer: DAC/MJM Date: 07/06/99 Pond Drainage Area Description ==> Total DA = 113.24 acres Impervious Area = 85.39 acres DA % impervious = 75.41% SA / DA ratio calculations ==> Pond Stage Storage Function: KS = 78256.00 b = 1.1021 Ultimate Depth of pond = 6.00 feet Average depth of pond = 5.44 feet SA / DA ratios for drainage areas and depth for 85% pollutant removal effeceincy (NCDEHNR, 1995): 5.00 5.44 6.00 Lower Limit =_> 60.00% 1.71% 1.51% CakV value =_> 75.41% 2.26% 2.12% 1.94% Upper Limit =_> 70.00% 2.07% 1.79% Therefore, SA / DA required for this configuration = 2.12% Pond Surface Area Required ==> Pond SA Required = 104626 SF Pond SA Provided = 118386 SF Pond Water Qualitv Pond Desiqn Sheet Project Name: Wakefield Tract 21 pond Designer: DAC/MJM Job Number: ARC-96000 Date: 07/06/98 Contour feet Stage feet Contour Area (SF) Average Contour Area SF Incremental Contour Volume CF Accumulated Contour Volume CF 206.0 0.0 119238 208.0 2.0 130400 124819 249638 249638 210.0 4.0 141885 136143 272285 521923 212.0 6.0 153569 147727 295454 817377 Storage vs. Stage 900000 800000 700000 ai 600000 U 500000 rn c 400000 N 300000 200000 100000 0 y = 117947x' 0771 R2 = 0.9999 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks= 117947 b = 1.0779 Page 1 Pond Calculation of Runoff Volume required for storage The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected will be accounted for in a composite curve number. From SCS Soils Survey map, predominant hydrologic soil type = D Using basic SCS runoff methodology, with no ac to initial abstractions (0.2*S and 0.8*S). Impervious Area, directly connected (DCIA) _ @CN= Other areas draining to pond (not DCIA) _ @CN= Runoff from DCIAs =_> Ijustments made 85.39 acres 98 27.85 acres 80 Precipitation amount = 1.0 inches S = 0.204 inches (calculated) Q* = 0.791 inches (calculated) Runoff volume = 245154 CF Runoff from non-connected areas =_> Precipitation amount = 1.0 inches S = 2.500 inches (calculated) Q* = 0.083 inches (calculated) Runoff volume = 8425 CF Therefore, total runoff from precipitation in question = 253578 CF This amount of runoff must be stored in the pond above normal pool elevation, and be released in a period of two (2) to five (5) days, by an inverted PVC siphon, the invert end of which is set at permanent pool elevation. Page 2 i i i i Pond Calculation of depth required for runoff storage pool (above normal pool) Normal pool depth (above invert) = 0.00 feet Storage provided at permanent pool depth = 0 CF (calculated) Total storage required for normal + storage pool = 253578 CF Stage (above invert) associated with this storage = 2.03 feet Therefore, depth required above normal pool for storm storage = 2.03 feet 24.41 inches Therefore set crest of principal spillway at stage = 2.05 feet and EL = 208.05 feet At principal spillway crest, storm pool storage provided = 255697 CF Page 3 Pond Forebay Stage-Storage Function Proiect: Wakefield; ARC-96000 Contour feet Stage feet Contour Area SF Average Contour Area SF Incremental Contour Volume CF Accumulated Contour Volume CF 200.00 0.00 20612 202.00 2.00 24094 22353 44706 44706 204.00 4.00 27840 25967 51934 96640 205.00 5.00 33275 30558 30558 127198 Storage vs. Stage 140000 120000 100000 j U 80000 60000 c v! 40000 20000 i 0 y = 20306x11343 R2 = 0.9996 0.00 1.00 2.00 3.00 4.00 5.00 6.00 Stage (feet) Ks= 20306 b= 1.1343 Page 1 Pond Total Stage-Storage Function Project: Wakefield; ARC-96000 Contour (feet) Stage feet Contour Area SF Average Contour Area SF Incremental Contour Volume CF Accumulated Contour Volume CF 200.00 0.00 80636 202.00 2.00 88463 84550 169099 169099 204.00 4.00 96684 92574 185147 354246 206.00 6.00 119238 107961 215922 570168 Storage vs. Stage 600000 500000 Y = 78256x1'1021 R2 = 0.9993 v 400000 300000 0 ('5200000 100000 0 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Stage (feet) I ? KS= 78256 b = 1.1021 Page 1 Wakefield Commons W/Q Pond @ Tract 21 W/O Pond Drawdown - Inverted Siphon D siphon No. siphons Ks b Cd siphon Siphon Invert Volume @ Normal Pool Basin Invert 4 inches 117947 1.0779 0.60 206.00 feet 0 CF <= Note: S-S Fxn starts at NP EL. 206, Therefore Vol. = 0 206.00 feet WSEL feet) Vol. Stored cf) Siphon Flow (cfs) Avg. Flow (cfs) Incr. Vol. (cf) Incr. Time (sec) 208.050 255697 1.151 207.900 235589 1.105 1.128 20108 17826 207.750 215604 1.056 1.080 19985 18501 207.600 195753 1.005 1.030 19852 19271 207.450 176046 0.951 0.978 19707 20160 207.300 156497 0.893 0.922 19549 21205 207.150 137124 0.832 0.863 19373 22459 207.000 117947 0.766 0.799 19177 24002 206.850 98994 0.694 0.730 18953 25972 206.700 80300 0.613 0.653 18693 28619 206.550 61919 0.519 0.566 18381 32469 206.400 43929 0.405 0.462 17990 38907 206.250 26468 0.223 0.314 17460 55562 Drawdown Time = 3.76 da s By comparison, if calculated by the average head over the orifice (assuming average head is half the total depth), the result would be: Average driving head on orifice = 1.025 feet Orifice composite loss coefficient = 0.600 X-Sectional area of 2 - 4" inverted siphon = 0.175 ft' Q = 0.8511 cfs Drawdown Time = Volume / Flowrate / 86400 (sec/day) Drawdown Time = 3.48 days ARC-96000 9/ 1 /99 Conclusion : Use 2 - 4" Diameter PVC Inverted Siphon to drawdown the accumulated volume from the 1.0 " storm runoff, with a required time of about 3.62 days. Pond 1 Small Watershed Method Hydmaranh Generatio (Rf "Elements of Urban Stormwater Design, H. R. Malcom, PE) n Drainage Area Description =_> Total Drainage Area = Impervious area = 85.39 AC @ c= 0.95 and CN = 98.0 Open / Grassy / Landscaped Area = 27.85 AC @ c= 0.40 and CN = 80.0 Wooded Area = 0.00 AC @ c= 0.00 and CN = 0.0 Other undescribed area = 0.00 AC @ c= 0.00 and CN = 0.0 Total DA = 113.24 AC c= 0.81 and CN = 93.6 Design Storm Description / Watershed Sensitivity =_> Time of Concentration = 18.0 minutes Tc methodology = Assumption; highly impervious drainage area Enter known IDF factors to compute the intensity, or enter a known intensity in the area marked "known intensity". If known, clear all IDF factors from the chart. IDF Factors: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm g 132 169 195 232 261 290 h 18 21 22 23 24 25 Calculated Intensities (do not enter known values here): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 3.67 4.33 4.88 5.66 6.21 6.74 (in/hr) Known Intensities (enter known values here if not calculating above, else enter zero): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 0.00 0.00 0.00 0.00 0.00 0.00 (in/hr) Pond 1 Design storm flowrates =_> Flowrates are calculated using the rational method, and incorporating frequency coefficients for the 25, 50, and 100 year storms. These frequency coefficients are 1.1, 1.2, and 1.25 respectively. Calculated design flowrates: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Flowrates 338.29 399.80 449.77 574.27 688.00 777.78 (CFS) Formulate hydrograph using step-function estimated SCS dimensionless UH =_> Ultimate Soil Storage. S = 0.69 inches Precipitation Depths for 6 hr. design storm: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm P-depth 2.65 3.38 3.90 4.62 5.19 5.75 (inches) SCS runoff depth using default initial loss characteristics (0.2S and 0.8S): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Q* 1.97 2.68 3.18 3.89 4.45 5.00 (inches) Time to peak for design hydrograph (for step-function hydrograph): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Tp 28.73 32.97 34.85 33.34 31.85 31.67 (minutes) Resultant SWM design hydrographs ==> 2 year = 338.29 CFS @ 28.73 minutes 5 year = 399.80 CFS @ 32.97 minutes 10 year = 449.77 CFS @ 34.85 minutes 25 year = 574.27 CFS @ 33.34 minutes 50 year = 688.00 CFS @ 31.85 minutes 100 year = 777.78 CFS @ 31.67 minutes i i s O N U m O C n l9 n O. N U z N ? E m CL O y ? 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O v )n m D v m N N m m h v (n O M m m m m M V m h 0 )n O M m m (A m m O m O It' m v m V (oO w O o n ( 0 m m t 0 ( n 7 M m N N 0 m r- (00 m O m v v n v 0 ( n n 0 M M ") M MMM ) M f7 (n mm -NN m ( ( C mmNr.nrm mm( v v V MMM m y to r m M v m '7 m V M N m o co N co n O m v M N O m m m m n N N M m o m O M ^u') vm0m -T N M m m 0 N N LO O N V M IT to m m O N N M ON v mu7 ao m(Ci?mn(n V N?Ommt`mm((')m V V MMMNN t n n r m (n u7 V V M M M N N N N ? .- C V m O (n O N O m O u7 O (n O )n O m O N O N O (n O N O N O N O Y9 O (n O )l7 O N O . N o n O N m n O N h h O N u') ? O N NN O N ((7 S O N (n n O N N f` O N NN O y C M M M v v v v m o m o m m 0 0 N N N N m m m m m m m m 0 0 0 0 : N E, ??????? E N X m C C O J O Q' m f0 U 1 THE JOHN R. McADAMS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax(919)361-2269 ???? PAGE L ? OF 1 J R McA JOB NO.//??"r-`--p(W DATE BY CHECKED BY ?I J (Date) CLIENT PROJECT SUBJECT ?O?J7 (?iC?'f Z 1 _ i a, 33 Zoo 1 b? - - - T??? Zi.? x ?,? w wZ•ZS?T?t? ??(o.gj ?F ->-7??v Lam..--- ' ---------- U? A?c? w?rn? a ?k.E. Co??crr, _ _ _ _wL ???? ' 1?Ic?l ?tlP?n,XaTH i THE JOHN R. NICADAMS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax(919)361-2269 J R McA JOB NO. DATE BY CLIENT PROJECT SUBJECT PAGE OF CHECKED BY (Date) y a I N? ^^ P U 7 S ML\ 7 .. N - --- z ----- ----- ------ 1 ? f 14 V - t? 'r s tvZ S J ? s s L: gZ p _ _ o Q --.._..-_-- i i THE JOHN R. McADAtiIS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax (919) 361-2269 J R McA JOB NO DATE BY _ CLIENT SUBJECT (Date) 3 0 i ROJECT S - - -q l 71" A PAGE OF _ CHECKED BY i i THE JOHN R. MCADAiNIS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax(919)361-2269 J R McA JOB NO DATE BY CLIENT PROJECT SUBJECT PAGE OF CHECKED BY (Date) THE JOHN R. MCADAiNIS COMPANY, INC. P.O. Box 14005 Research Triangle Park, North Carolina 27709 (919) 361-5000 Fax(919)361-2269 J R McA JOB NO DATE BY _ CLIENT SUBJECT ,tN A? _ Q - 1 I A PAGE OF CHECKED BY (Date) I I THE JOHN R. McADAMS COMPANY, INC. WAKEFIELD CROSSING TRACT 7 POND WAKEFIELD COMMERCIAL DEVELOPMENT RALEIGH, NC STORMWATER QUALITY POND CALCULATIONS ARC-96000 AUGUST 29, 2000 ```,,,, 11,.:,.,,,,, % ?kA ??pl ?FESS/p? ?y EAL 9? - 2 495 •, N q? Ill ?%1 ? CIVIL ENGINEERING - LAND PLANNING - SURVEYING PO Box 14005 - Research Triangle Park, NC 27709 - (919) 361-5000 - fax(919)361-2269 www,johnrmcadams.com Wakefield Crossing Storm Water Quality Pond at Tract 7 Calculation Report Wakefield Commercial Development Raleigh, North Carolina General Description of the Site and Desizn Criteria This report contains the water quality pond calculations for the proposed Wakefield Crossing portion of the Wakefield Commercial development in Raleigh, North Carolina. The Wakefield Commercial project totals approximately 495 acres of proposed retail, commercial, industrial and high-density residential land use, located along US Hwy 1, (Capital Blvd.) at the intersection of US Hwy IA. The Wakefield Commercial project is further divided, into three distinct areas. They are as follows: Wakefield Park, Wakefield Crossing and Wakefield Commons. This calculation report, and corresponding construction drawings, is for a proposed water quality pond to treat the runoff at the Wakefield Crossing area, the second phase of development of the Wakefield Commercial project. The Wakefield Crossing site is approximately 70 acres of proposed development similar to what was previously described. The site is located southeast of New Falls of Neuse Road and west of Richland Creek. This pond is designed to capture the runoff from the first inch of rainfall for a drainage basin encompassing the majority of the Wakefield Crossing area. The balance of the Wakefield Crossing area will be treated using other stormwater BMP's. This volume of runoff is to be released to Richland Creek over a period of two to rive days. In addition, the pond is designed to provide adequate permanent pool surface area to facilitate the removal of 85% of the stormwater total suspended solids, in the one-inch rainfall event. The proposed pond is located within Tract 7, which lies on the eastern portion of Wakefield Crossing. The eastern area of the pond contains the pond outlet structure and water quality design storm discharge control device. The drainage area description for this pond reflects the hydrologic soil types found in the pond watershed along with actual planned impervious surfaces draining to this pond. This pond meets all design requirements set forth in the Division of Water Quality Stormwater Best Management Practices Handbook, April 1999. 1 Calculation Methodology • On-site topography is from recent aerial topography provided to The John R. McAdams Company. • Rainfall Data for the RDU region is from USWB Technical Paper No. 40 and NOAA HYDRO-35. • Using Wake County Soil Survey, the site soils were determined to be primarily from Hydrologic Soil Group `C'. Therefore, the SCS Curve Numbers used in further hydrologic calculations are selected appropriately. • The runoff amount for the first 1.0-inch of rainfall was calculated using the SCS Curve Number method and the application of Directly Connected Impervious Areas (DCIAs). The use of DCIAs alleviates the shortcomings of the SCS CN method when applied to impervious sites and low rainfall depths. A volume of greater than that calculated is provided in the proposed pond. • Water quality calculations were performed in accordance with the NC Stormwater Best Management Practices (NC DENR, April 1999). The normal pool surface area of the pond was sized with water quality in mind, using the required SA/DA ratio charts. • The pond is designed to capture the runoff from the first inch of rainfall. The pond's outlet system is designed to discharge this volume over a period of two to five days. • The pond was routed using the Chainsaw Routing method, developed at N.C. State University, by Dr. H. R. Malcom, PE. • Peak flowrates were calculated using the Rational Method. Soil types were considered in the development of both Rational C coefficients and SCS Curve Numbers. Hydrographs for design storms were generated using the Small Watershed Method, also developed by Dr. Malcom at N.C. State University. • The pond was routed for the 10, 25, 50, and 100-years events with the principal spillway operating properly. • Anti-flotation calculations were performed on the outlet structure in order to ensure enough concrete was provided to guard against floatation with a minimum 15% factor of safety. 2 • A velocity dissipator is provided at the principal spillway outlet to prevent erosion and scour in this area. The dissipator is constructed using rip rap and a woven geotextile filter fabric. The filter fabric is used to minimize the loss of soil particles beneath the riprap apron. The dissipator is sized for the 10-year storm using the NYDOT method. It is a permanent feature of the outlet structure. 3 SUMMARY OF RESULTS As to water quality aspects ==> Normal Pool EL = SA Required at Normal Pool = SA Provided at Normal Pool = 1" R/O Volume Storage Required = 1" R/O Volume Storage Provided = Temporary Storage Pool EL = 1" R/O Drawdown Time = Forebay, % of total volume @ Normal Pool = Target TSS Removal Efficiency = Average Depth at Normal Pool = Ultimate Depth of Pond at outlet = Controlling outlet for 1" R/O drawdown = Top of Berm EL = 220.00 feet above MSL 53673 SF 61300 SF 149083 CF 180960 CF 222.70 feet above MSL 4.5 days 27.7 % 85.0 % 6.6 feet 8.0 feet 1 - 4" diameter PVC inverted siphon 226.00 feet above MSL As to pond routing performance ==> Principal Spillway: 2 main outlets, 1 - 72" diameter pre-cast manhole riser with 1 - 48" RCP (80LF at 0.50%) barrel each. Riser Crest EL = 222.70 feet above MSL Barrel invert in EL = 212.90 feet above MSL Barrel invert out EL = 212.50 feet above MSL Emergency Spillway: Broadcrested weir feeding to trap( Weir Crest EL = Weir Length = Spillway Channel Slope = Spillway Channel Bottom Width = Spillway Channel Sideslopes = moidal spillway channel. 224.80 feet above MSL 35.0 feet 12.0 % 12.0 feet 3.0 :1 Routing Results: Storm Peak Peak Max. Principal Emergency Freeboard Return Inflow Outflow WSEL Spwy Spwy to top Period (CFS) (CFS) (feet) (CFS) (CFS) (feet) 2 268.0 201.0 224.08 201.0 0.0 1.92 10 346.0 316.2 224.56 316.2 0.0 1.44 25 399.0 377.5 224.80 377.5 0.0 1.20 100 470.0 427.3 225.30 390.2 37.0 0.70 WATER QUALITY DESIGN CALCULATIONS Pond Forebay Stage-Storage Function Project; Wakefield Tract 7 Pond Average Incremental Accumulated Contour Contour Contour Contour Contour Stage Area Area Volume Volume (feet) feet SF) (SF) (CF) (CF) 212.00 0.00 6080 214.00 2.00 8240 7160 14320 14320 216.00 4.00 10790 9515 19030 33350 218.00 6.00 13590 12190 24380 57730 220.00 8.00 19150 16370 32740 90470 Storage vs. Stage 100000 90000 80000 70000 U 60000 rn 50000 m 40000 30000 20000 10000 0 y = 5592.7x' R2 = 0.9973 0.00 2.00 4.00 6.00 8.00 10.00 Stage (feet) KS = 5592.7 b = 1.3181 ;.F.. ,7 9,7 Page 1 Pond Total Stage-Storage Function Project: Wakefield Tract 7 Pond Average Incremental Accumulated Contour Contour Contour Contour Contour Stage Area Area Volume Volume (feet) (feet) (SF) (SF) CF CF) 212.00 0.00 26740 214.00 2.00 32690 29715 59430 59430 216.00 4.00 39630 36160 72320 131750 218.00 6.00 46780 43205 86410 218160 220.00 8.00 61300 54040 108080 326240 Storage vs. Stage 350000 300000 250000 v 200000 m rn 0 150000 N 100000 50000 0 y =25030x 1 2111 R2 = 0.9984 0.00 2.00 4.00 6.00 8.00 Stage (feet) Ks= 25030 b = 1.2198 10.00 Page 1 Water Quality Pond Surface Area Requirements Project Name: Wakefield Tract 7 Pond Job Number: ARC-96000 Designer: DAC Date: 8/22/00 Pond Drainage Area Description ==> Total DA = 68.10 acres Impervious Area = 51.10 acres DA % impervious = 75.04% SA / DA ratio calculations ==> Pond Stage Storage Function: Ks = 25030.00 b = 1.2198 Ultimate Depth of pond = 8.00 feet Average depth of pond = 6.56 feet SA / DA ratios for drainage areas and depth (NCDEHNR, 1995): 6.00 6.56 7.00 Lower Limit =_> 70.00% 1.79% 1.54% Calc'd value =_> 75.04% 1.95% 1.81% 1.70% Upper Limit =_> 80.00% 2.10% 1.86% Therefore, SA / DA required for this configuration = 1.81% Pond Surface Area Required ==> Pond SA Required = 53673 SF Pond SA Provided = 61300 SF Tract 7 Pond Water Quality Pond Design Sheet Project Name: Wakefield Tract 7 Pond Designer: D.A. Clark Job Number: ARC-96000 Date: 8/22/00 Contour feet Stage feet Contour Area SF) Average Contour Area (SF) Incremental Contour Volume CF Accumulated Contour Volume (C F) 220.0 0.0 61300 222.0 2.0 69170 65235 130470 130470 224.0 4.0 76860 73015 146030 276500 226.0 6.0 84890 80875 161750 438250 Storage vs. Stage 500000 450000 400000 350000 U 300000 m 250000 M 0 200000 cn 150000 100000 50000 0 y = 60637x''008 R2 = 0.9998 0.0 1.0 2.0 3.0 4.0 5.0 Stage (feet) 6.0 7.0 KS= 60637 b = 1.1008 Page 1 Tract 7 Pond Calculation of Runoff Volume required for storage The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve number method. Impervious areas that directly enter the pond are counted as Directly Connected Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas not directly connected will be accounted for in a composite curve number. From SCS Soils Survey map, predominant hydrologic soil type = C Using basic SCS runoff methodology, with no adjustments made to initial abstractions (0.2`S and 0.8*S). Impervious Area, directly connected (DCIA) = 51.10 acres @ CN = 98 Other areas draining to pond (not DCIA) = 17.00 acres @CN= 76 Runoff from DCIAs =_> Precipitation amount = 1.0 inches S = 0.204 inches (calculated) Q• = 0.791 inches (calculated) Runoff volume = 146707 CF Runoff from non-connected areas =_> Precipitation amount = 1.0 inches S = 3.158 inches (calculated) Q. = 0.038 inches (calculated) Runoff volume = 2375 CF Therefore, total runoff from precipitation in question = 149083 CF This amount of runoff must be stored in the pond above normal pool elevation, and be released in a period of two (2) to five (5) days, by an inverted PVC siphon, the invert end of which is set at permanent pool elevation. Page 2 Tract 7 Pond Calculation of depth required for runoff storage pool (above normal pool) Normal pool depth (above invert) = 0.00 feet Storage provided at permanent pool depth = 0 CF (calculated) Total storage required for normal + storage pool = 149083 CF Stage (above invert) associated with this storage = 2.26 feet Therefore, depth required above normal pool for storm storage = 2.26 feet 27.17 inches Therefore set crest of principal spillway at stage = 2.70 feet and EL = 222.70 feet At principal spillway crest, storm pool storage provided = 180960 CF Page 3 John R. McAdams Company, Inc. Inverted Siphon Design Sheet D siphon = No, siphons = Ks = b= Cd siphon = Siphon Invert = Volume @ Normal Pool = Basin Invert = 4 inches 1 60637 1.1008 0.60 220.00 feet 0 CF 220.00 feet WSEL feet Vol. Stored c Siphon Flow cfs Avg. Flow cfs Incr. Vol. cf) Incr. Time sec 222.700 180960 0.668 222.463 163576 0.636 0.652 17384 26673 222.227 146360 0.602 0.619 17216 27816 221.990 129328 0.566 0.584 17032 29151 221.753 112499 0.528 0.547 16829 30741 221.517 95898 0.487 0.508 16601 32684 221.280 79557 0.443 0.465 16341 35140 221.043 63520 0.393 0.418 16037 38396 220.806 47849 0.336 0.364 15672 43036 220.570 32640 0.266 0.301 15208 50536 220.333 18096 0.171 0.219 14544 66469 Drawdown Time = 4.41 days By comparison, if calculated by the average head over the orifice (assuming average head is half the total depth), the result would be: Average driving head on orifice = 1.183 feet Orifice composite loss coefficient = 0.600 X-Sectional area of 1 - 4" inverted siphon = 0.087 ft2 Q = 0.4573 cfs Drawdown Time = Volume / Flowrate / 86400 (sec/day) Drawdown Time = 4.58 da s Page 1 Conclusion : Use 1 - 4" Diameter PVC Inverted Siphon to drawdown the accumulated volume from the 1.0 " storm runoff, with a required time of about 4.5 days. SIPHONS.XLS POND ROUTING AND DRAINAGE AREA CALCULATIONS w oC) 65 fV U rn uj a a O 0 W J Q fr a k J J L+, o ? O 0 H ? U U ad X00 i.-.;N M{'7'n FF ;N :N N?N:N i k(V {O, i'n Nf ?O^{O b0 M 1 ?O : Q? M ! : O? .....k..... }.....}.... .....?....5...., O.i Ee v?o'$ ? C N'WI:.r , a 41 L A d n L A C d !' c N2 n. H 0. W F- V 'l. W a W a F A a W Q 0 -r ID CD a, 00 0 {i' m oo -r!x:?pv,;o 00 0 {p CSC :N;M1Y Y;'n:?G x 7 h : 1 00 r-: .. ........ :.....?......... ......... ; ..... ....:... { ....... 00 CA b: -r y: f .. ! . L V1 ! : : .0 GN: x;Y: N? O x: x;N??n `J a 40 • ? C ? O ; -: - : N ? N N : : Y Y t z ...:.....:..... a a ' • 41: dSx3G1'^,njO^ 'S'E d Li- :M I : ? it? N,nM C ^i?01 ^• ?O i J ; ? ., t ^ K 1 , ? :N 1 i- a i ! x. 7: : S; ?1 Lt C: E: C = L: L; ,^,j ,, ? W F ; f b : = o : o: c Q ??nl N ,? {M:?{ E d N{O:'T 00 E0:0{Oi?D r Ox tom; 0:' .D Ni0 o ;,ix ipt xit?i .:IY K,:^c ^?Cf CD:0 - : in r,4 .......L...... f .....:... .... ... ... :....: ... ?....' ... Chi Qx!r : r,,;YiN t N { . .. ................;.......... tI.... ;................. ........F..............!....< ............. { N u. O W C) 0 00 :w) N CL ? x U u.i Q S D 9 U W J Q :L t OiN?7 a\:O,;O IMF 77•?n iO ;d C, O;O:O O;^:^ M, L ; C O:O:O O:O:O OE^:^;M n;N M1O;ocn d N;7 jl? M:? r- 6:6: O ;6:6 ON: M :N L ; 001-.•f O c 0 0 O i 0: 0 O!^ .y ON : IG n;7 N:'7 :..........}....:..... ? ............ ..... .... ... .... ?n ioo'^? O it?iM N`t?tO ??D S i CA C, N;(-4i: 7:Ic -T cn N , F•-' O, V L 1 ' O ? M;?0: 1 00 '4 O: ; 'f ?.-i ,,. M:h i. •. 1 N rl WAKEFIELD CROSSING SOILS.xIs TRACT 7 ARC-96000 ::. N' AYMOL,OGIC SUIL.,: GAOrUP . CeC2 Cecil Sand Loam B VaC2 Vance Sand Loam C CeB2 Cecil Sand Loam B C1B3 Cecil Clay Loam B CIC3 Cecil Clay Loam B Me Mantachie Soils C A B2 A lin Sand Loam B J.E. SCHRUM, E.I. 8/7/2000 SITE IS MIXTURE OF HYDROLOGIC SOIL GROUP'B' AND'C' SOILS, THEREFORE, WILL USE HYDROLOGIC SOIL GROUP C TO BE CONSERVATIVE REFERENCES: SOIL SURVEY WAKE COUNTY, NORTH CAROLINA, UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT SECTION), SHEET NUMBER 14 SCS TR55, UNITED STATES DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE, 1986 0 .., \ -.•-q?P!•' ? •• 7 ?. '? • S t ? F"`1 -??{++,Y,Y'?? ?? -i?{"tr r? ^•*'•y'v?i•(1 iM1\.`?'It.? ? ?. Yf?? .?? ?? gam- ? f ?T+ ..? N t Z? t+?l'N `t?r Lt. I X12 ? ?a \ Y U ??1 ?n ??_,.. '? •-.,?!'0? ?? ? 1 ..R,P • ? i ? r aA• ?l?A•{-3y. .1t ?+. J` P ??7,Y i? _ ` ` r a'. ? 7 e ? • ? •.! .y," C? ?- l?Cl ;? `? '^'=??"L ` '?, t r %i ? ? :1 1 . ?. C •?. d ?,'iy •+' y., • `t'l er82 ?,'?. .U 4 '`Y M;} 1C( 41 C2vi?"h' ??t >??o •'c' d ?- ,• ti, IC;B ?. ` +' ?. i? - + ?a. t'?v Y? .r RADA tt rpU a C?CV C!33 ?- CeC2 k\ CeC2' AP 71 i.._..a / r :. 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F 8 vCe82 ,. ? a o-' -•?..., , R C? ..1, I i • `A .7 - ----- ------------ TRAVEL TIME CALCULATIONS - SCS SegnentaI Approach, TR-55 (1986) " ** SLMMARY for Tc PATH TRACT 7 POND "x Segment 1: OVERLAND FLOW L = 50 ft, S = .02 ft/ft, n = .24, P(2yr/24hr) = 3.6 in Travel Time = 7.7 minutes Segment 2: CHANNEL FLOW A = 7.23 ft-2, P = 3.93 ft, L = 740 ft, S = .005 ft/ft, n = .013 Travel Time = .6 minutes Segment 3: CHANNEL FLOW A = 3.14 ft-2, P = 6.28 ft, L = 390 ft, S = .036 ft/ft, n = .013 Travel Time = .5 minutes Segment 4: CHANNEL FLOW A = 7.07 ft "2, P = 9.42 ft, L = 505 ft, S = .04 ft/ft, n = .013 Travel Time = .4 minutes Segment 5. CHANNEL FLOW A = 12.57 ft "2, P = 12.57 ft, L = 470 ft, S = .06 ft/ft, n = .073 Travel Time = .2 minutes Segment 6: CHANNEL FLOW A = 79.64 ft -2, p = 15. 71 ft, L = 260 ft, S = .07 ft/ft, n = .073 Travel Time = .1 minutes Segment 7. CHANNEL FLOW A = 25.5 ft "2, P = 14.82 ft, L = 250 ft, S = .048 ft/ft, n = .045 Travel Time = .4 minutes TOTAL TRAVEL TIME for path Tc PATH TRACT 7 POND = 70 minutes <- Tract 7 Pond Small Watershed Method Hydroaragh Generation (Rf.- "Elements of Urban Stormwater Design, H. R. Malcom, PE) Drainage Area Description =_> Total Drainage Area = Impervious area = 51.10 AC @ c= 0.95 and CN = 98.0 Open / Grassy / Landscaped Area = 15.40 AC @ c= 0.43 and CN = 74.0 Wooded Area = 0.00 AC @ c= 0.00 and CN = 0.0 Pond Surface Area = 1.60 AC @ c= 1.00 and CN = 100.0 Total DA = 68.10 AC c= 0.83 and CN = 92.6 Design Storm Description / Watershed Sensitivity =_> Time of Concentration = 10.0 minutes Tc methodology = SCS TR-55 segmental approach (1986) Enter known IDF factors to compute the intensity, or enter a known intensity in the area marked "known intensity". If known, clear all IDF factors from the chart. IDF Factors: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm g 132 169 195 232 261 290 h 18 21 22 23 24 25 Calculated Intensities (do not enter known values here): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 4.71 5.45 6.09 7.03 7.68 8.29 (in/hr) Known Intensities (enter known values here if not calculating above, else enter zero). 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Intensity 0.00 0.00 0.00 0.00 0.00 0.00 (in/hr) Tract 7 Pond Design storm flowrates ==> Flowrates are calculated using the rational method, Q = CIA. Calculated design flowrates: 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Flowrates 267.62 309.47 345.92 399.09 435.77 470.36 (CFS) Formulate hydrograph using step-function estimated SCS dimensionless UH ==> Ultimate Soil Storage: S = 0.80 inches Precipitation Depths for 6 hr design storm. 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm P-depth 3.30 4.20 4.82 5.71 6.40 7.09 (inches) SCS runoff depth using default initial loss characteristics (0.2S and 0.8S): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Q. 2.51 3.38 3.98 4.85 5.53 6.22 (inches) Time to peak for design hydrograph (for step-function hydrograph): 2 year 5 year 10 year 25 year 50 year 100 year storm storm storm storm storm storm Tp 27.73 32.31 34.08 36.03 37.62 39.15 (minutes) Resultant SWM design hydrographs ==> 2 year = 267.62 CFS @ 27.73 minutes 5 year = 309.47 CFS @ 32.31 minutes 10 year = 345.92 CFS @ 34.08 minutes 25 year = 399.09 CFS @ 36.03 minutes 50 year = 435.77 CFS @ 37.62 minutes 100 year = 470.36 CFS @ 39.15 minutes • N N I` m f- O ? 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W W n V m o N Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L ?l N N M M M N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .C o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V? o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c o 0 0 0 0 0 0 u 0 0 0 0 0 o O o O o O 0 o O 0 O o 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 t o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 x O V W Cl) m V M G N N W M O) M N o) co W ? o W M V ? V ?- M O N co O m 0 W P- M V N M W o W W V O CO M O) n W O M n .- n M O n W Cl) N 0 n W o V n o N M e? M N O n V n V •- 0 n W Q N m m n W Q M N O C O w Of 0 N N N M M M l") M M M N N N ?" 0 0 0 0 0 0 Of O) W O) W O) O) W Q) M V V V V V V V V V V V V Q Q V Q V V V V V V Q V M M M M M M M M M U u n W O) W n W W V N M W N W O Q1 n W W D7 W O) M W W n n N o N n W W O m W ? ? m N M W O) N m m N M Q) M W M V m M O n W Q M N N M V W W m 0 C N O W O N W n W 0) O Of W n W N O n W M 0 0) n W W V M N 0 W W n n O m M rmi M M M M M M rmi M M M rmi M Wi rW r i M n M u u 3 S n (D O) n W W Q N M W N W 0 M n W W M W W M W W n n N O N n W W W m W m N M W 01 N W m N M 0) M W M Q W M O n W V M N N M Q W W m 0 d N o W O N W N W M o M W N W N O P- W M 0 O) n W W V M N O W W n n ` ?) W n n m m m m m m O) m m m m m m n n n n n W W W W W O W W W W W W W O V M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M m W W n W O W W M W W Q W M 0 0 0 W M O) M M o o T W n Q W Ol W W O) • N M -o W W W 0) N W V M V n n V n 0 O) V N M W O n W W W W N n M . 8 Q W W M m m ? N W W W N co n n W O M W a) N (o O) M n, p O V m n, - l ` Z) o W M W W n fh W W ) M M M M N O M n W W V V M N r Q1 V N O) O N C N M M M V V V V V V V Q V Q Q M M M M M M M M M M M N N N N N N N N V d _N ) M a0 O n CO W (O c) N .- N W O N W O) O n W O) W N M n W O W m W O V W M M N m W n W N W n O M V O co N N 0 O) W n Q W V W m V n M co N O W , W W O m Q W O W f- W m V V O M V W N N V W V O W W W W W n O) Q n W V N O V n 0 W n V v n M O W W Q N O m n W W Q M N N O N M M V V V W 0 N W W W V V V V M M M N N N N N N ?- ? U N x W W W N W M W Q n m W O) W N M n D) O W m W O V M M W O n co V P7 M n M n W N co W N V N W n O M V O W N n 0 o W n V W V W Q W W V Q M W N n W a F O O D t N 0 W m n m O W W Q N 0 V O W O) O N N c V N c " N M M M M V Q V V V V V M M M M M N N N N N N ? 7 U 0 W M W W 0 O ? N M M M N ? 0 0 W W W Q M M N o O M 0 W m n n W W ? M V V V V W W W W W W W W W V V V V Q V Q V V V V V M M M M M M M M ?? N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N V V W V V W ? O W M n V W W W N O O W V W M W O) 0 0) O M O W N m M .- N m W W W( V O) N n n 0) n W M N n W m N W M M m n W N m V M W W W O7 M w 'T N W N m m M M m M O O 'n n n V n T n 01 D7 W 0 O V n O) N N N (D V W ' A O ?. ) W N (") n M M n M O W 00 W N O O N N w m W V O n m W N n W O M 0 n C m W W W V W O m v n O) O O) co O1 ? W 01V 0) V O W N V W V W M W m W n n OD W W W M N O m W Q O N M V W W W W n n W W N o W N N ? M M N N N N N N N N M MM M M N N N N N N M M M M M M M M M M M M M M N o O W M O) W W O W W W M V O W O "0 M N M M r W n W m m N W M W 3 M N m N m 0 V L) W M co m O m W W Q co M o n W V M M V W n O M W O V W n W W V M N '- O W 0) W W 7 N O O M V W W W W M W W V 0 ' N n ( N N N V v V N M M M N N N M 4 V Ci C O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N V W W O N V W W O N V W W O N V W W O N Q W W O N V W m O N V W d C M M M M M V V V V V W W W W W W W W W W n n n n n W m W W m D) O) O) Q7 E E N X m j 0 U N M a N Wv1111 , 111 c?.JS ROM STATION/REACH: ITO STATI HYDRAULIC RESULTS Discharge cfs Peak Flow Period [his Velocity (fps) Area (sq ft I Hydraulic Radius Ft Normal Depth ft 07.0 20 7.45 4.97 0 35 0 38 LINER RESULTS AREA Bottom 3 Width - 12.00 ft Not to Scale Reach Material Type Phase Ve . T e Soil Type Mannng's'n' Permissible Calculated Safety Remarks Staple Pattern Class Veg. Densd Shear Stress (psf) Shear Stress (psf Factor Straight P300 1 0.034 3.00 2.83 1.06 STABLE Staple E /1I W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SNORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1 .NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS .W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W *PROJECT NAME: Wakefield Tract 7 PROJECT NO,: ARC96000 *COMPUTED BY: DAC DATE: 8/23/00 FROM STATION/REACH: TO STATION/REACH: kRAINAGE AREA: DESIGN FREQUENCY: 100 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W INPUT PARAMETERS . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W Channel Discharge 37.0 cfs (1.05 m^3/s) Peak Flow Period : 2 hours Channel Slope : 0.12 ft/ft (0.12 m/m) Channel Bottom Width 12.0 ft (3.66 m) Left Side Slope 3:1 .Right Side Slope 3:1 *Channel Lining : P300 Staple E Permi. Shear(Tp):3.00 psf (143.6 Pa) . Phase = 1 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W CALCULATIONS .W W W W W W W W W W W W W W W W W W W W W 'k W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W IlIntial Depth Estimate = 0.16W(37.0 /(0.120"'0.5))"0.375 = 0.92 ft (.28 m) Final Channel Depth (after 8 iterations) _ .38 ft (0.12 m) ,Flow Area = (12.0 W 0.4)+(0.5 W0.38^2 W (3.0+3.0)) = 5.0 sf (0.5 m^2) Wet Per. =12.0 +(0.4W(((3.0^2)+1)^.5 +((3,02)+1)"'.5)) = 14.4 ft (4.4 m) Hydraulic Radius = (5.0 / 14.4) = 0.3 ft (0.1 m) ,Channel Velocity =(1.486/0.034)1(0.3-0,667)*(0.120^.5) = 7,4 fps (2.3 m/s) Channel Effective Manning's Roughness = 0.034 ,Calculated Shear (Td) = 62.4 W 0.38 W 0.120 = 2.83 psf (135.6 Pa) Safety Factor = (Tp/Td) _ (3.00 /2.83) = 1.06 .II C"Maw *4L- v 6706 - 110 C" I nos UAL HYDRAULIC RESULTS Discharge cls Peak Flow Period his Velocity (fps) Area (sq.ft.) Hydraulic Radius ft Normal De Ih ft 370 2.0 6.29 5.88 0.40 0 44 P300 S = 0.1200 1L Bottom ?J 1 30 Width - 12.00 ft 3.0 Not to Scale Reach Material T e Phase Ve . T e Soil Type Manning's'n' Permissible Calculated Safety Remarks SWe Pattern Class V . DensA Shear Stress (psil Shear Stress (pst) Factor Straight P300 2 Mix 0.044 3.33 3.30 1.01 STABLE Staple E D 50.757 Sandy Loam 2.000 0.781 2,56 STABLE ., • II W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W *NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.1 .NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W k W W W W W W W W W W W W W W W W W W W W W W PROJECT NAME: Wakefield Tract 7 PROJECT NO.: ARC96000 COMPUTED BY: DAC DATE: 8/23/00 FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY: 100 • W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W X W W K W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W INPUT PARAMETERS . W W W W W W W W W W W W W >k' W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W X W W W W *Channel Discharge : 37.0 cfs (1.05 m^3/s) speak Flow Period 2 hours Channel Slope 0.12 ft/ft (0.12 m/m) Channel Bottom Width 12.0 ft (3.66 m) .Left Side Slope 3:1 .Right Side Slope : 3:1 .Channel Lining : P300 Staple E Mix 50-75% Permi. Shear(Tp):3.33 psf (159.4 Pa) Phase = 2 . Class = D Vegetation Soil = Sandy Loam Allowable Soil Shear(Ta):2psf (95.76 Pa) • W W W W W W W W W W W W W W W'M W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W CALCULATIONS W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 'k W W W W W W W W W W W W W W W W DIntial Depth Estimate = 0.16W(37.0 /(0.120"'0.5))"0.375 = 0.92 ft (.28 m) .Final Channel Depth (after 8 iterations) _ .44 ft (0.13 m) Flow Area = (12.0 W 0.4)+(0.5 W0,44^2 W (3.0+3.0)) = 5.9 sf (0.5 m^2) DWet Per. =12.0 +(0.4W(((3.0^2)+1)^.5 +((3.0^2)+1)^,5)) = 14.8 ft (4.5 m) .Hydraulic Radius = (5.9 / 14.8) = 0.4 ft (0.1 m) ,Channel Velocity =(1.486/0.044)W(0,4^0.667)W(0,120".5) = 6,3 fps (1.9 m/s) .Channel Effective Manning's Roughness = 0.044 Calculated Shear (Td) = 62.4 W 0.44 W 0.120 = 3.30 psf (158.2 Pa) Safety Factor = (Tp/Td) _ (3.33 /3.30) = 1.01 ,Effective Stress on Blanket(Te) =3.3W(1-0.60)W(/0,044)"2= 0.78 psf (37.4 Pa) Safety Factor = (Ta/Te) _ (2.00 /0.781) 2.56 0II e'446? T?AH Vt-%S? North American Green - Erosion Control Materials Desion Software Ver4.1 - Channel 18/23/00 105:34 PM (COMPUTED BY: DAC HYDRAULIC RESULTS Discharge cfs I Peak Flow Period his Velocity (fps) Area (sq ft.) Hydraulic Radius ft Namal De th ft 37.0 2.0 5.31 6.97 0 46 0.51 Bottom 0 Widths 12.00 It Not to Scale 100 Reach Material T e Phase Veg. Type Soil Type Manning's W Permissible Calculated Satety Remarks Staple Pattern Class Ve . Density Shear Stress (pst) Shear Stress (psf) Factor Straight P300 3 Mix 0.058 4.20 3.85 1.09 STABLE StapleE C 75.95% Sandy Loam 2.000 0,334 5.99 STABLE • II W W W W. W W W W W W W W W W W W W W 'K W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W *NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4,1 .NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W *PROJECT NAME: Wakefield Tract 7 PROJECT NO.: ARC96000 .COMPUTED BY: DAC DATE: 8/23/00 FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY: 100 • W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W INPUT PARAMETERS . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W *Channel Discharge 37.0 cfs (1.05 m"3/s) speak Flow Period 2 hours Channel Slope 0.12 ft/ft (0.12 m/m) Channel Bottom Width 12.0 ft (3.66 m) .Left Side Slope 3:1 .Right Side Slope 3:1 .Channel Lining : P300 Staple E Mix 75-95% Permi. Shear(Tp):4.20 psf (201.1 Pa) Phase = 3 . Class = C Vegetation . Soil = Sandy Loam Allowable Soil Shear(Ta):2psf (95.76 Pa) W W W W W W W 'K W W W W W W W W W W W W W W W W W W W W W W W W W W W '.K W W W W W W W W W 'K W W W W W W W W 'K W W 'K W W W W W W W W W W W W W W W W W W W CALCULATIONS . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W DIntial Depth Estimate = 0.16*(37.0 /(0.120"'0.5))0,375 = 0.92 ft (.28 m) Final Channel Depth (after 8 iterations) _ .51 ft (0.16 m) Flow Area = (12.0 * 0.5)+(0.5 *0.51^2 * (3.0+3.0)) = 7.0 sf (0.6 m"2) ket Per. =12,0 +(0.5*(((3.0^2)+1)^.5 +((3.0"2)+1)^.5)) = 15.3 ft (4,6 m) ,Hydraulic Radius = (7.0 / 15,3) = 0.5 ft (0.1 m) .Channel Velocity =(1.486/0.058)*(0.5^0.667)*(0.120^.5) = 5.3 fps (1.6 m/s) Channel Effective Manning's Roughness = 0.058 Calculated Shear (Td) = 62.4 * 0.51 * 0.120 = 3.85 psf (184.5 Pa) 0Safety Factor = (Tp/Td) _ (4,20 /3,85) = 1.09 Effective Stress on Blanket(Te) =3.9*(1-0,75)*(/0.058)^2= 0.33 psf (16,0 Pa) Safety Factor = (Ta/Te) _ (2.00 /0.334) = 5.99 0TH'" -7 F=?z t?'21(Z'; • NRCD Land 0ja 7 i ty Section • Pipe Design . Entering the following values will provide you with . the expected outlet velocity and depth of flow in a pipe, assuming the Mannings roughness number is . constant over the entire length of the pipe. . 010 lac'{ &rlf RNAELI . flow Q in cfs : 158.7 Flow depth (ft) = 4.50 slope S in x : 0.5 Outlet velocity (fps) = 9.941 - pipe diameter D in in. : 54 . Manning number n : 0.073 . Pipe flow condition. V=Q/Apipe. Should double check by another method!! • - Dissipator , Pipe or Quit (D P or Q) - • NRCD Land fUality Section . NYDOT Dissipator Design Results . Pipe diameter (ft) 5.63 . Outlet velocity (fps) 9.94 V10 hojj:-? Apron length (ft) 45.04 • AVG DIAM STONE THICKNESS . (inches) CLASS (inches) • 3 A 9 . 6 8 22 0, 4 L-+ ?a . 73 8 or 1 22 .c ?? ? Cdr !. f r 3 23 2 27 Dissipator , Pipe or Quit (D P or Q) - • t 5t?x Z???J X GZ1tT1L Anti-Seep Collar Design Sheet This sheet will, given the barrel length of interest and minimum seep collar projection from the barrel, determine the number of anti-seep collars to place along the barrel section, and the expected spacing of the collars. Design Requirements =_> Anti-seep collars shall increase the flow path along the barrel by 15%. Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection or 25 feet, whichever is less. Anti-Seep Collar Design =_> Flow Length Min. Calc'd # Max. =,,,, ;' t*e ; Pond along barrel Projection of collars 1 Spacing ts K Spacing ID (feet) (feet) required (feet) 41 OK? Tract 7 80.0 2.00 3.00 25 3.00 20 YES Note : If spacing to use is greater than the maximum spacing, add collars until the spacing to use is equal to or less than the maximum spacing allowable for the collar design. Anti-seep collars shall be used under the structural fill portions of all berms/dams unless an approved drainage diaphragm is present at the downstream end of the barrel. Tract 7 Pond Manhole Riser/Barrel Anti-Flotation Calculation Sheet Input Data =_> Inside diameter of manhole = Wall thickness of manhole = Base thickness of manhole = Base diameter of manhole = Inside height of Manhole = Concrete unit weight = OD of barrel exiting manhole = Size of drain pipe (if present) _ Trash Rack water displacement = Concrete Present =_> Total amount of concrete: 6.0 feet 7.0 inches 8.0 inches 8.3 feet 9.8 feet 142.0 PCF 59.5 inches 8.0 inches 163.0 CF Base of Manhole = 35.638 CF Manhole Walls = 118.233 CF Adjust for openings: Note: NC Products lists unit wt. of manhole concrete at 142 PCF. Opening for barrel = 11.264 CF Opening for drain pipe = 0.204 CF Total Concrete present, adjusted for openings = 142.403 CF Weight of concrete present = 20221 Ibs Amount of water displaced =_> Displacement by concrete = 142.403 CF Displacement by open air in riser = 277.089 CF Displacement by trash rack = 163.030 CF Total water displaced by riser/barrel structure = 582.523 CF Weight of water displaced = 36349 /bs Page 1 Tract 7 Pond Calculate amount of concrete to be added to riser =_> Safety factor to use = 1.15 (recommend 1.15 or higher) Must add = 21581 Ibs concrete for buoyancy Concrete unit weight for use = 142 PCF (note above observation for NCP if precast base) Buoyant weight of this concrete = 79.60 PCF Buoyant, with safety factor applied = 69.22 PCF Therefore, must add = 311.779 CF of concrete Standard based described above = 35.638 CF of concrete Therefore, base design must have = 347.416 CF of concrete Calculate size of base for riser assembly =_> Diameter = 12.500 feet Thickness = 34.0 inches Concrete Present = 347.703 CF OK Check validity of base as designed =_> Total Water Displaced = 894.588 CF Total Concrete Present = 454.469 CF Total Water Displaced = 55822 Ibs Total Concrete Present = 64535 Ibs Actual safety factor = 1.16 OK Results of design =_> Base diameter = 12.50 feet Base Thickness = 34.00 inches CY of concrete total in base = 12.87 CY Concrete unit weight in added base >= 142 PCF Page 2 EROSION CONTROL CALCULATIONS Sediment Basin Riser Sediment Basin Design Worksheet Reference: NC Erosion and Sediment Control Manual Job Name: Wakefield Tract 7 Pond Job Number: ARC-96000 Date: 8/28/00 Designer: DAC Description: Tract 7 Pond during construction Calculate peak Inflow from 2, 10, & 25-year storms (1) Enter Time of Concentration Tc: 10.00 minutes (from pond design calculations) (2) Compute Intensity Note: Values listed below are for the Raleigh-Durham OF curves Return Period g h Intensity (in/hr) 2 132 18 4.71 10 195 22 6.09 25 232 23 7.03 (3) Calculate Rational C Description of Surface C Value Area (acres) Grassy Areas: 0.43 14.00 Wooded Areas: 0.00 0.00 Disturbed Areas: 0.75 3.00 Impervious Areas: 0.95 51.10 Total 68.10 acres Combined Rational C: 0.83 (4) Compute flows Return Period Flow (cfs) 2 268 10 346 25 399 Calculate the required sediment storage for the pond Disturbed Area = 3.00 acres Using 1800 CF/AC'YR (NC Erosion and Sediment Control Manual) __> Required Sediment Storage = 5400 CF 1 OF 4 8/28/00 Sediment Basin Calculate the stage-storage function for the pond Contour Stage Rectangular Basin Dimensions Contour Area Average Contour Area Incremental Contour Volume Accumulated Contour Volume Estimated Stage feet feet Length ft Width ft SF SF CF CF feet 212.9 0.0 n/a n/a 0 214.0 1.1 n/a n/a 32690 16345 17979 17979 1.08 216.0 3.1 n/a n/a 39630 36160 72320 90299 3.22 218.0 5.1 n/a n/a 46780 43205 86410 176710 5.07 220.0 7.1 n/a n/a 61300 54040 108080 284790 7.01 222.0 9.1 n/a n/a 69170 65235 130470 415260 9.04 224.0 11.1 n/a n/a 76860 73015 146030 561290 11.08 226.0 13.1 n/a n/a 84890 80875 161750 723040 13.15 KS = 15995 b = 1.4791 Enter Ks and b values from the graph of storage vs. stage shown on the next page Ks = Constant of power equation b = Exponent of power equation 800000 700000 600000 500000 400000 300000 200000 100000 0 00 2.0 40 60 Storage vs. y = 15995x1 4791 R2 = 0.9995 80 10.0 12.0 14.0 2 OF 4 8/28/00 Sediment Basin Design pond maximum sediment storage and design cleanout level Sediment cleanout level is 1/2 of the design volume of the basin, referenced to the top of the riser. Design sediment volume = 5400 CF (minimum; requirement) Top of riser set at stage = 0.48 feet (minimum) and EL = 213.38 feet (minimum) Set top of temporary riser at stage = 4.10 feet and EL = 217.00 feet Total sediment storage volume provided = 128930 CF Therefore, sediment cleanout mark set at volume = 64465 CF and stage = 2.57 feet EL = 215.47 feet Check length to effective width ratio Check effective flow length vs. effective flow width at principal spillway elevation. Length to width ratio = (Length) /( Effective width), should be greater than two (2). Effective Width (WE) = A / L A = Surface area at principal spillway crest A = 46512 SF L = Length of flow path from inflow to outflow L = 365 feet (Must be interpolated) Effective Width = 127.43 feet Length to Width ratio = 2.86 Length to width OK ? YES Determine sizes required of principal spillway The principal spillway has been designed and routed for performance in the pond design calculations. The principal spillway consists of 2 - 72 inch diameter pre-cast concrete manholes and 2 - 48 inch diameter pre-cast concrete outlet barrels. The spillway has been proven to operate satisfactorily without activating the emergency spillway in the 25-year design storm for full-build out watershed conditions. Determine sizes for emergency spillway The emergency spillway has been designed and routed for performance in the pond design calculations. The emergency spillway consists of a broadcrested weir spillway 35 feet in length with a trapezoidal spillway channel (3:1 sideslopes and bottom width 12 feet wide). The channel is lined to prevent erosion in the 100-year storm event. The spillway has been proven to operate satisfactorily in the 100-year storm event. Design riser dewatering holes Dewatering hole design per NC Sediment and Erosion Control Manual. Formula used in this calculation given on page 8.07.8 of manual. Required detention time in basin = Orifice discharge coefficient = Total hole area required = 12 hours 0.59 (for this computation only) 0.315 ft2 45.37 in2 3 OF 4 8/28/00 Sediment Basin To provide drawdown, perforate lower Number = 36 Size = 1.25 inch (diameter) Hole Area provided with above perforations = 44.18 in' Estimated actual drawdown time = 12.32 hours Cover perforated riser section with NCDOT #57 washed stone filter. Summary of important elevations mertt basin tnvstf * ; 212.90 fool Riser crest elevation 217.00 feet PAer dionetsr = 18 Indies (temporary) ,. Barrel diartteter - . 12 inches (temporary) EmerguflC)r spillway asst "vation 214.80 f"t (POMM drtt) Etlitfyrtc)r (weir) ?•' 3$ feet rq } Max. l ? 0 ?f . EL #t W 4 l;s(AM#ar o o fi t {?gtOrid) ? r ? ? ? y ? y .r /i • ? 0 0 *ei 'ITI WIIV7f1V ? 1Y s? ? ?• ?'?'.?'1 igQl 4OF4 8/28/00 Sheetl This sheet is for design of concrete anti-flotation for temporary l permanent CMP risers, such as those commonly found on temporary riser sediment basins. Do not use for concrete nser riser structures, such as manhole risers. Project Name = Wakefield Tract 7 Pond Project Number = ARC-96000 Designer= DAC Date = 8/28/00 Key Aspects of the CMP riser as installed in basin ==> Riser Diameter = Riser Height = Length of barrel exposed from berm section = Diameter of barrel = Diameter of trash rack on riser = Height of trash rack = 18 inches 4.10 feet 8 feet 12 inches 27 inches (if CMP trash rack used) 1.33 feet (if CMP trash rack used) Volume displaced by riser = 7.25 CF Volume displaced by barrel = 6.28 CF Volume displaced by trash rack 5.30 CF Total Volume Displaced by System = 18.83 CF Total Water Wt Displaced by System= 1174.91 LBS. Design of concrete anti-flotation block ==> Safety factor for use = 1.15 Unit weight for concrete = 150.00 PCF Unit Weight for water = 62.40 PCF Buoyant wt. concrete (w/ safety factor applied) = 76.17 PCF With Safety Factor, conc. must weigh (buoyant wt.) = 1351.14 LBS. Volume of Concrete Required = 17.74 CF Enter size wanted for concrete block ==> Width = 4.25 feet Length = 4.25 feet Thickness = 12.00 inches Volume of concrete provided = 18.06 CF Check validity of anti-flotation design ==> Total volume of water displaced = 36.89 CF Total volume of concrete present = 18.06 CF Total weight of water displaced = 2302 LBS. Total weight of concrete present = 2709 LBS. Safety Factor w/ design as above = 1.18 Therefore, for anti-flotation, use a concrete block: Width = 4.25 feet Length = 4.25 feet Thickness = 12.00 inches This block shall be integrally attached to the riser unit. The barrel shall attach to the riser with a watertight joint. Page 1 State of North Carolina Department of Environment and Natural Resources Division of Water Quality James B. Hunt, Jr., Governor Bill Holman, Secretary Kerr T. Stevens, Director A ?? NCDENR DIVISION OF WATER QUALITY September 14, 1999 Mr. Richard E. Rowe Wakefield Commercial, LLC 2840 Plaza Place, Suite 105 Raleigh, NC 27612 Subject: Stormwater Ponds Wakefield Commercial Trac 21 Wake County, NC DWQ# 970694 Dear Mr. Rowe: This Office is in receipt of the plans dated September 2, 1999 and revisions to the velocity dissipating structure plans at the pond outlet dated September 8, 1999 for the stormwater management pond at the subject facility prepared on your behalf by The John R. McAdams Company and submitted to the Division on September 8, 1999. Staff from the Wetlands Unit reviewed the plans and found them acceptable. If you have any questions regarding this matter, please contact Mr. Todd St. John at (919) 733-9584. J"tlandsUnit pe or cc: Mr.Todd St. John, Wetlands Unit Raleigh Regional Office File 4401 Reedy Creek Road, Raleigh, NC 27607 Telephone 919-733-1896 FAX 919-733-9959 An Equal Opportunity Affirmative Action Employer 5001O recycled/ 10% post-consumer paper NCDENR DIVISION OF WATER QUALITY September 14, 1999 Memorandum To: John Dorney From: Todd St. John Subject: Wakefield Commercial Wake County DWQ# 970694 I have reviewed stormwater management plans for tract 21 of the Wakefield Commercial project and found them to be adequate. The plans include hand-drawn revisions to the velocity dissipater at the outlet structure that were made in response to concerns that I expressed by phone to the engineers regarding potentially large flows that could damage existing wetlands. Project No. DWQ `?/7 Project Name: Wakefield Commons JJ vv SUBMITTED DESIGN: REQUIRED DESIGN: elevations Bottom of Basin (ft) 200 Permanent Pool (ft) 206 6 ft. depth Temporary Pool (ft) 208.5 2.5 ft. depth areas Permanent Pool SA (sq ft) 119238 96563 sq. ft. Drainage Area (ac) 113.24 Impervious Area (ac) 85.39 75.4 % volumes Permanent Pool (cu ft) 570168 Temporary Pool (cu ft) 817337 299522 cu. ft. Forebay (cu ft) 127198 22.3 % other parameters SAIDA 2.12 1.96 Orifice Diameter (in) 4 1.88 cfs drawdown Design Rainfall (in) 1 5.0 day drawdown Linear Interpolation of Correct SAIDA *** % Im ervious Next Lowest 70 Project Impervious 75.4 Next Highest 80 6 ft. Permanent Pool Depth SAIDA from Table 1.79 1.96 2.1 status ok ok ok ok check forebc check drawa X43 TIE JOHN R. McADAMS COMPANY, INCA 2 5 2MI LETTER OF TRANSMITTAL To: Mr. Todd St. John Division of Water Quality NC Dept. of Environment & Natural Resources 4401 Reedy Creek Road Raleigh, North Carolina 27607 Date: January 25, 2001 Re: Wakefield Crossing Water Quality Pond at Tract 7 Reference DWQ # 970694 I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 3 Construction Drawings rev. 01/25/01 1 Response Letter These are transmitted as checked below: ? As requested ® For approval ? For review and comment ? For your use 11 ? Remarks: Please feel free to call should you have any questions. Copy to: Tim Crowley (with prints) Signed: ** HAND DELIVER ** Job No.: ARC-96000 Michael J. Munri, P.E. Project Manager CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Palk, NC 27709 • (919) 361-5000 • tax(919)361-2269 www.johnrmcadams.com THE JOHN R. MADAMS COMPANY, INC. January 25, 2001 Mr. Todd St. John, P.E. Division of Water Quality Environmental Sciences Branch Non-Discharge Branch 4401 Reedy Creek Rd. Raleigh, NC 27607 RE: Wakefield Commercial Development, Tract 7 Water Quality Pond ARC-96000 DWQ # 970694 Dear Mr. St. John, With regard to your comments regarding the water quality pond at Tract 7 of Wakefield Crossing, the forebay size has been adjusted such that it is now closer to 20% (21%) of the volume of the pond. The calculation demonstrating this is attached. The inlets to the pond include the stream shown on the grading plan and any future inlets from the development of Tract 7. A note has been added to the plan stating that future development will require stormwater to drain to the forebay of the pond. The Water Quality Certification that this pond is intended to satisfy is a 401 Water Quality Certification and is DWQ Project # 970694. Please contact Mr. D. Amos Clark, P.E., Director - Stormwater Management Group, or me at telephone number (919) 361-5000 should you have any questions or need any additional information. Sincerely, THE JOHN McADAMS COMPANY, INC. ohn E. Schrum, E.I. Associate Project Engineer - Stormwater Management Group Enclosure CIVIL ENGINEERING . I AND PLANNING . SURVEYING PO Box 14005 . Research Triangle Park, NC 27709 . (919) 361-5000 . fax (919) 361-2269 www.johnrmcadanis.com State of North Carolina Department of Environment and Natural Resources Division of Water Quality Michael F. Easley, Governor William G. Ross Jr., Secretary Kerr T. Stevens, Director MR RICHARD E ROWE WAKEFIELD COMMERCIAL LLC 2840 PLAZA PLACE SUITE 105 RALEIGH NC 27612 Dear Mr. Rowe: NCDENR DIVISION OF WATER QUALITY February 23, 2001 Subject: Stormwater Pond Wakefield Commercial Trac 7 Wake County, NC DWQ# 970694 This Office is in receipt of the plans dated January 25, 2001 for the stormwater management pond at the subject facility prepared on your behalf by The John R. McAdams Company and submitted to the Division on January 25, 2001. Staff from the Wetlands Unit reviewed the plans and found them acceptable. If you have any questions regarding this matter, please contact Mr. Todd St. John at (919) 733-9584. h y etlands Unit pe isor cc: Mr. Todd St. John, Wetlands Umt Raleigh Regional Office File 4401 Reedy Creek Road, Raleigh, NC 27607 Telephone 919-733-1896 FAX 919-733-9959 An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper AM n HCDENR DIVISION OF WATER QUALITY February 23, 2001 Memorandum To: John Dorney From: Todd St. John Subject: Wakefield Commercial Wake County DWQ# 970694 I have reviewed stormwater management plans for tract 7 of the Wakefield Commercial project and found them to be adequate. Again, I am still unable to locate the original file. Project No. DWQ 003 Project Name: H y ge SUBMITTED DESIGN: REQUIRED DESIGN: elevations status Bottom of Basin (ft) 212 Permanent Pool (ft) 220 8 ft. depth check depth Temporary Pool (ft) 222.7 2.7 ft. depth ok areas Permanent Pool SA (sq ft) 61300 57731 sq. ft. ok Drainage Area (ac) 68.1 Impervious Area (ac) 51.1 75.0 % volumes Permanent Pool (cu ft) 326200 Temporary Pool (cu ft) 180960 179304 cu. ft. ok Forebay (cu ft) 90470 27.7 % check forebc other parameters SA/DA 0 1.95 Orifice Diameter (in) 4 0.49 cfs drawdown - Design Rainfall (in) 1 4.3 day drawdown ok Linear Interpolation of Correct SA/DA *** % Impervious Next Lowest 70 Project Impervious 75.0 Next Highest 80 8 ft. Permanent Pool Depth SA/DA from Table 1.79 1.95 2.1 p Ap a.., 1 THE JOHN R. McADAMS C0WANY, INC. LETTER OF TRANSMITTAL To: Mr. Todd St. John Division of Water Quality Environmental Sciences Branch 4401 Reedy Creek Road Raleigh, North Carolina 27607 Re: Wakefield - Tract 7 Water Quality Pond I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 1 Original Calculations Date: February 16, 2001 "" FEDERAL EXPRESS " Job No.: ARC-96000 These are transmitted as checked below: ? As requested ® For approval ? For review and comment Remarks: ? For your use Copy to: Signed: I/ It CP S1J ,John E. Schrum, El FOR INTERNAL USE ONLY ® Copy Letter of Transmittal Only to File ? Copy Entire Document to File CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NG 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com I -- THE JOHN R. McADAMS COMPANY, INC. LETTER OF TRANSMITTAL To: Mr. Todd St. John Division of Water Quality NC Dept. of Environment & Natural Resources 4401 Reedy Creek Road Raleigh, North Carolina 27607 Re: Wakefield Commons W/Q Pond at Tract 21 Wakefield Commercial Development Date: September 02, 1999 ** HAND DELIVER ** Job No.: ARC-96000 I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 3 Prints 3 Calculations Report 1 Wet Detention Basin Worksheet 1 Wet Detention Basin Maintenance & Inspection Agreement These are transmitted as checked below: ? As requested ® For approval ? For review and comment ? For your use Remarks: Reference DWQ Project #970694 Approval of 401 Water Quality Certification. Should you have any questions, please feel free to call. Copy to: Signed: Mich5el J. MunA, El Associate Project Engineer CIVIL ENGINEERING LAND PLANNING LANDSCAPE ARCHITECTURE • SURVEYING PO Box 14005 Research Triangle Park, NC 27709 • (919) 361-5000 • fax (919) 361-2269 www.johnrmcadams.com Project No. DWQ (lo be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Storm Water Quality Pond Contact Person: Rick Rowe Phone Number (919) 789-9707 For project's with multiple basins, specify which basin this worksheet applies to: N/A Basin Bottom Elevation 200.00 ft. (average elevation of the floor of the basin) Permanent Pool Elevation 206.00 ft. (elevation of the orifice invert out) Temporary Pool Elevation 208.05 ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 119,238 sq. ft. (water surface area at permanent pool elevation) Drainage Area 113.24 ac. (on-site and off-site drainage to the basin) Impervious Area 85.39 ac. (on-site and off site drainage to the basin) Permanent Pool Volume 570,168 cu. ft. (combined volume of main basin and forebay) Temporary Pool Volume 817,337 Cu. ft. (volume detained on top of the permanent pool) Forebay Volume 127,198 Cu. ft. SA/DA Used 2.12 (surface area to drainage area ratio) Diameter of Orifice 2 - 4" Dia. in. (draw down orifice diameter) Design TSS Removal 85 % II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Annlicants Initials JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM JSB/MJM The temporary pool controls runoff from the I -inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the O&M plan. FORM SWG100 09/97 PAGE 1 OF 1 MAINTENANCE AND INSPECTION PLAN Wakefield Commons Storm Water Quality Pond Project Name: Wakefield Commons Storm Water Quality Pond Wakefield Commercial Development Raleigh, North Carolina Responsible Party: Wakefield Commercial, LLC. Address: 2840 Plaza Place, Suite 105 Raleigh, North Carolina 27612 Phone Number: (919) 789-9707 I. Inspect monthly, or after every runoff-producing rainfall event (0.5 inches or greater in a 24 hour period), whichever comes first. A. Check the pond side-slopes; remove trash, repair eroded areas before the next rainfall event. B. If the pond is operated with a vegetated filter, check the filter for sediment accumulation, erosion, and proper operation of the flow spreader mechanism. Repair as necessary. II. Quarterly A. Inspect the collection system (i.e. grassed swales, concrete curb openings) for proper functioning. Clear accumulated trash from basin grates and basin bottoms, and check piping for obstructions. B. Check pond inlet pipes for undercutting, replace riprap and repair broken pipes. C. Re-seed grassed swales, including the vegetated filter if applicable, twice a year as necessary. Repair eroded areas immediately. D. Operate the 8" gate valve pond drawdown mechanism to ensure proper operation. III. Every 6 months A. Remove accumulated sediment from the bottom of the outlet structure. B. Check the pond depth at various points in the pond, especially in the forebay areas around inlets to the pond. If the depth is reduced to 75 % of original design depth, sediment will be removed to at least the original design depth. IV. General A. Mow the side-slopes, not including the normally submerged vegetated shelf (if so equipped), according to the season. Maximum grass height will be six inches. B. All components of the detention pond system must be kept in good working order. C. If pond is to be de-watered for any reason, maintenance or otherwise, it shall be done in a manner that does not drop normal pool elevation more than 1.0 vertical foot per day. A geotechnical engineer shall be present on- site during any pond de-watering activities. D. Inspect the rip-rap energy dissipator at the outlet end of the Double 54" RCP barrel. Repair as necessary to original plan specifications. I acknowledge and agree by my signature below that I am responsible for the performance of the above maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the project, responsible party, or address. Print Name: Richard E. Rowe Address: 2840 Plaza Place, Suite 105 Raleigh, NC 27612 Phone: (919) 789-9707 Title: ???? ?'J r 1.?T V( 6- Signature: Date:/ Z-?'? I,v a Notary Public for the State of 9? Q , County of' t do hereby certify that personally appeared before me this 2 day of , 19J? , and acknowled e the due execution of the forgoing infiltration system maintenance require nts. Witness m hand and official seal, SEAL MVission expires /o? o?O N A 0•,'y X040 y oG AU800 OO0N Project No. DWQ 970694 Project Name: wakefield tract 21 SUBAKI- ED DESIGN: REQUIRED DESIGN: elevations status Bottom of Basin (ft) 200 Permanent Pool (ft) 207 7 ft. depth check depth Temporary Pool (ft) 209.8 2.8 ft. depth ok areas Permanent Pool SA (sq ft) 94252 91350 sq. ft. ok Drainage Area (ac) 113.24 Impervious Area (ac) 81.53 72.0 % - volumes Permanent Pool (cu ft) 487461 Temporary Pool (cu ft) 285254 286912 cu. ft. check temp(, Forebay (cu ft) 150581 30.9 % check forebc other parameters SA/DA 0 1.85 - Orifice Diameter (in) 6 1.12 cfs drawdown - Design Rainfall (in) 1 3.0 day drawdown ok Linear Interpolation of Correct SAIDA * * * 0/0 Impervious Next Lowest 70 Project Impervious 72.0 Next Highest 80 7 ft. Permanent Pool Depth SA/DA from Table 1.79 1.85 2.1 TBE JOHN R. MGAD.A?MS COMPANY, INC. FACSIMILE TRANSMITTAL TO: Todd St. John Division of Water Quality FROM: Jon Butters, PE PROJECT: Wakefield JOB NO: ARC-96000 FAX NO. 733-9959 DATE: 5/25/00 TIME: 4:10 p.m. NO. OF PAGES: 5 ( UdIng cover) HARD COPY TO FOLLOW: YES: El NO: REMARKS: Wakefield Commons - Tract 21. Please call with questions. Thanks, Jon Butters NOTE: If the following information is not clear or if you do not receive all of the indicated sheets, please notify our office immediately at (919) 361-5000. Thank you. CIVIL ENGINEERING • LAND PLANNING - SURVEYING PO Boot 14oo5 • Reseatuh Triangle Park, NC 27709 - (919) 361.6000 • fax (919) 361-2269 www,johnrmcadams.oom 886-d 90/10'd V68-1 69ZZ196818+ ONI ,INYdYV00 SITYOYM N NHOr 3H1-Waad 01:91 00-9Z-ABN THE JOHN R. MADAMS COMPANY, INC. Wakefield Commons - Storm Water Quality Pond at Tract 21 Tract ID Tract Acreage Tract Drainage Percentage Tract 21 38.00 14.50 14.47% Tract 22 12.59 7.70 7.68% Tract 23 5.65 4.20 4.19% Tract 24 3.88 3.60 3.59% Tract 25 11.43 11.40 11.37% Tract 251 1.01 1.01 1,01% Tract 252 1.88 1.88 1.88% Tract 253 1.62 1.62 1.62% Tract 254 1.37 1.37 1.37% Tract 26 3.11 0.93 0.93% Tract 27 1 ,..-t 1.01 1,01% Tract 28 1.66 1.26 1.26% Tract 29 1.50 0.98 0,98% Tract 30 1.44 0.93 0.93% Tract 31 1.70 1.27 1.27% Tract 32 1.54 129 1.29% Tract 33 9.24 7.50 7.48% Tract 37 22.98 22.98 22.92% Tract 47 1.01 0.95 0.95% Tract 48 2.73 2.50 2.49% Public RNV 6.35 5.10 6.09% Private RNV 1.20 1.20 1.20% Pond Area 4-06 4.06 4.05% 137.29 100.24 Total On-site Drainage to Pond 100.24 Tract information is based on the latest recorded plats and most current Disposition Plan, as of December 10, 1999. CIVIL ENGINEERING • LAND PLANNING • LANDSCAPE ARCHITECTURE • SURVEYING PO Sox 14005 • Research Trlangle Park. NO 27709 • (919) 381-5000 • fax(919)361-2269 W W W,johnrr o calla ms, com 886- SOMA V88-1 69ZZ198616+ ONI AN N00 SNVOVM a NHOr 3Hl-WOJJ 01:91 00-5Z-AEN S NIAINTENANCE AND INSPECTION PLAN Wakefield Commons Storm Water Quality Pond Project Name: Wakefield Commons Storm Water Quality Pond Wakefield Commercial Development Raleigh, North Carolina Responsible Party: Wakefield Commercial, LLC. Address: 28Qn Pta7? Place, Suite 105 Raleigh, North Carolina 27612 Phone Number: (919) 789-9707 I. Inspect monthly, or after every runoff-producing rainfall event (0.5 inches or greater in a 24 hour period), whichever comes first. A. Check the pond side-slopes; remove trash, repair eroded areas before the next rainfall event. B_ If the pond is operated with a vegetated filter, check the filter for sediment accumulation, erosion, and proper operation of the flow spreader mechanism. Repair as necessary. II. Quarterly A. Inspect the collection system (i.e. grassed swales, concrete curb openings) for proper ~rMamulated trash from basin grates and basin bottoms, and check piping for obstructions. B. Check pond inlet pipes for undercutting, replace rip-rap and repair broken pipes. C. Re-seed grassed swales, including the vegetated filter if applicable, twice. a year as necessary. Repair eroded areas immediately. D. Operate the 8" gate valve pond drawdown mechanism to ensure proper operation. HI. Every 6 months A. Remove accumulated sediment from the bottom of the outlet structure. 888-J 90/80'd 888-1 89ZZ198616+ ONI ANVdYV03 SY'IV4VM a NHOf 3H1 woad 11:91 00-9Z-AeN B. Check the pond depth at various points in the pond, especially in the forebay areas around inlets to the pond. If the depth is reduced to 75 % of original design depth, sediment will be removed to at least the original design depth. IV. General A. Mow the side-slopes, not including the normally submerged vegetated grass height shelf (if so eq"'; ; " ^rding to the season. Maximum will be six inches. B. All components of the detention pond system must be kept in good working order. C. If pond is to be de-watered for any reason, maintenance or otherwise, it shall be done in a manner that does not drop normal pool elevation more than 1.0 vertical foot per day. A geotechnical engineer shall be present on-site during any pond de-watering activities. D. Inspect the rip-rap energy dissipater at the outlet end of the Double 54" RCP barrel. Repair as necessary to original plan specifications. I acknowledge and agree by my signature below that I am responsible for the performance of the above maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the project, responsible party, or address. Print Name: Richard E. Row Address: 2840, Plaza, Ice Suite 105 galeigh, NC 276-12 Phone: 1 789-9707 Title: Signature: ?- Date: a 88H 90/#O 'd "$-1 SM19£818+ ONI ANYMOO SiVYWV 6 NHOr 3Hl-WOJ? 11:91 00-R-ABN L _ t ,.,;.u.y L aulic for the State of K-) 1-? `(""L,?. . County of ?•. do hereby certify that It- i . r• ft C?r. , •Q personally appeared before me this 1j-- day of Gc.6r •? 19 rte, and acknowledge the due execution of the forgoing infiltration system maintenance require ents. Witness/ my hand and official seal, ?(? a• a,? .•`?'??''W N R f''''•. SEAL ti G? s NOT A.9 y My commission expires c 'OUB uc --,tip ••........? ?;,? 886-4 90/90'd V68-1 69ZZ198616+ ONI ANYMOO SAVOYOM N NHOr 3H1-WOJ? 11:91 00-9Z-Aem TTE JOHN R. McADAMS COMP LETTER OF TRANSMITTAL To: Division of Water Quality Environmental Sciences Branch Mr. Todd St. John Date: Me 4401 Reedy Creek Road Raleigh, NC 27607 ** FEDERAL EXPRESS ** Re: Wakefield- Tract 21 Job No.: UDR-99000 Water Quality Pond I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 3 Revised Calculations 3 Revised Plans These are transmitted as checked below: ? As requested ® For approval ® For review and comment Remarks: ? For your use 1-1 1-1 Copy to: Signed: ?- J?-' E. //Ihn E. Schrum, El CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com iFe'. 1 f1 THE JOHN R. McADAMS COMPANY, INC. May 30, 2000 Mr. Todd St. John Division of Water Quality , ,. Environmental Sciences Branch Non-Discharge Branch 4401 Reedy Creek Rd. Raleigh, NC 27607 RE: Wakefield Commercial Development, Tract 21 Water Quality Pond UDR-99000 Dear Mr. St. John, With regard to our discussion of the sizing of the forebays in the water quality pond at Tract 21, the forebays have been adjusted such that the volumes of forebay 1 and forebay 2 are proportional to the drainage areas coming to them. Aspects of the pond design that are reflected in these changes are included with this letter. The results of the new forebay configurations are reflected in the included summary of results. Please contact Mr. D. Amos Clark, P.E., Director - Stormwater Management Group, or me at telephone number (919) 361-5000 should you have any questions or need any additional information. Sincerely, THE JOHN R. McADAMS COMPANY, INC. John E. Schrum, E.I. Associate Project Engineer - Stormwater Management Group Enclosure CIVIL ENGINEERING - LAND PLANNING - SURVEYING PO Box 14005 - Research Triangle Park, INC 27709 - (919) 361-5000 - fax(919)361-2269 www,johnrmcadams.com - THE JOHN R. McADAMS COMPANY, INC. rCAAf WAKEFIELD COMMONS WAKEFIELD COMMERCIAL DEVELOPMENT TRACT 21 RALEIGH, NC WATER QUALITY POND FOREBAY ADJUSTMENT UDR-99000 May 30, 2000 SIAL 156 3 00 tootoot?j? XCA 00 CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax (919) 361-2269 www.johnrmcadams.com WAKEFIELD COMMONS SUMRESULTS.xls TRACT 21 UDR 99000 SUMMARY OF RESULTS WATER QUALITY PERFORMANCE: Aspect Value SA Required 83134 ft2 SA Provided 88074 ft2 1" Storm R/O Vol Req'd 234072 ft3 ?1" Storm R/O Vol Prov'd 286765 ft3 Drawdown Time 3.17 days Foreba % Total Vol 25% Normal Pool Elevation 207.00 ft Temp 1" Pool Elevation 210.00 ft _ Pond Avg Depth @ NP 6.67 ft _ _ TSS Removal Efficiency 85% STORM ROUTING PERFORMANCE: Aspect Value In Value Out Q10 416.23 cfs 331.96 cfs Q25 531.44 cfs 478.63 cfs Q50 636.70 cfs 554.09 cfs Q100 719.78 cfs WSELjo 211.61 ft WSEL25 212.06 ft WSEL50 212.41 ft WSELjoo 212.82 ft Top of Berm 213.75 ft FOREBAY COMPARISON: 574.68 cfs FOREBAY 1 2 PROPORTION VOLUME (ft3) = 64656 53181 1.22 DRAINAGE AREA (acres) = 59.07 51.65 1.14 J. E. SCHRUM, E.I. 5/30/2000 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Below NWSE UDR 99000 Stage-Storage Function J. E. Schrum, E.1. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) NF) (4F) (CF) (CF) (feet) 199.0 0.0 31314 200.0 1.0 49068 40191 40191 40191 1.01 202.0 3.0 56322 52695 105390 145581 2.96 204.0 5.0 64803 60563 121125 266706 4.90 206.0 7.0 78049 71426 142852 409558 7.01 207.0 8.0 88487 83268 83268 492826 8.18 Storage vs. Stage 600000 500000 y = 39658x1'1991 LL 400000 ? R 2 = 0.9996 rn 300000 m 0 U) 200000 100000 0 L- 0.0 2.0 4.0 6.0 Stage (feet) Ks = 39658 b = 1.1991 8.0 10.0 1 OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 1 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 7726 202.0 2.0 9573 8650 17299 17299 2.01 204.0 4.0 11805 10689 21378 38677 3.92 206.0 6.0 15153 13479 26958 65635 6.08 Storage vs. Stage 70000 60000 50000 LL v 40000 d rn c 30000 20000 10000 0 y = 7422x' 2081 R2 = 0.999 0.0 1.0 2.0 3.0 4.0 5.0 6.0 Stage (feet) Ks = 7422 b = 1.2081 7.0 1 OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 2 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 6498 202.0 2.0 7986 7242 14484 14484 2.02 204.0 4.0 9523 8755 17509 31993 3.92 206.0 6.0 12499 11011 22022 54015 6.08 60000 50000 LL 40000 U & 30000 1° 0 (n 20000 10000 0 0.0 Storage vs. Stage y = 6281.2x''922 R2 = 0.9989 1.0 2.0 10 4.0 5.0 6.0 Stage (feet) KS = 6281.2 b = 1.1922 J 7.0 1 OF 1 WAKEFfELD COMMONS WQ POND.XL.S TRACT 21, Volume Check UDR 99000 Auburn Dr. Pond 4: WATER QUALITY POND Per NCDENR ".Stommuter Best Adanagement Practices the forebay volume should equal about 20°/0 of the total basin volume. A. Water Quality Pond - Below Normal Pool NWSE = 207 Stage - Storage Function Ks= 39658 b= 1.1991 7,o = 199 Volume = 479983 tt' B. Forebay Volume Forebay 1: Volume Stage - Storage Function Ks = 7422 b= 1.2081 7o = 200 Volume = 64656 13 Forebay = 25% OK Impervious Area = 81.53 acres Drainage Area = 113.24 acres % Impervious = 72% Average Depth =/, / b z = 8 feet b= 1.1991 Average Depth = 6.67 ft. From the DWQ BMP I landbook (4/99 ), the required SA/DA ratio ==> 6.0 Lower Boundary = > 70.0 1.79 Site'%, impervious = > 72.0 1.85 Upper Boundary = > 80.0 2.10 Area Required = 83134 sq.11. Area Provided = 88074 s .ft. OK Forebay 2: Volume Stage - Storage Function Ks = 6281.2 b= 1.1922 /,o = 200 Volume = 53181 ft' 6.67 7.0 1.54 1.69 1.60 1.86 J. E. Schrum, L] 5/26/2000 Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Contact Person: Rick Rowe Phone Number For projects with multiple basins, specify which basin this worksheet applies to: Basin Bottom Elevation Permanent Pool Elevation Temporary Pool Elevation per-ianent Pool Surface Area Drainage Area Impervious Area Permanent Pool Volume Temporary Pool Volume Forebay Volume SA/DA Used Diameter of Orifice 200.00 ft. 207.00 ft. 209.80 ft. 94252 sq. ft. 113.24 ac. 81.53 ac. 487461 cu. ft. 285254 cu. ft. 117837 cu. ft. 1.81% 1-6" Diameter in. It. REQUIRED ITEMS CHECKLIST (919) 789-9707 N/A (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (combined volume of main basin and forebay) (volume detained on top of the permanent pool) (surface area to drainage area ratio) (draw down orifice diameter) The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation q f why. Annlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the O&M plan. FORM S WG 100 09/97 PAGE 1 OF 1 Since 1979 THE JOHN R. McADAMS COMPANY, INC. May 30, 2000 I; Mr. Todd St. John m WATT'. ?'rT ??QUP Division of Water Quality " Environmental Sciences Branch 9AlJ A l.lTY StClli,! Non-Discharge Branch 4401 Reedy Creek Rd. Raleigh, NC 27607 RE: Wakefield Commercial Development, Tract 21 Water Quality Pond UDR-99000 Dear Mr. St. John, With regard to our discussion of the sizing of the forebays in the water quality pond at Tract 21, the forebays have been adjusted such that the volumes of forebay 1 and forebay 2 are proportional to the drainage areas coming to them. Aspects of the pond design that are reflected in these changes are included with this letter. The results of the new forebay configurations are reflected in the included summary of results. Please contact Mr. D. Amos Clark, P.E., Director - Stormwater Management Group, or me at telephone number (919) 361-5000 should you have any questions or need any additional information. Sincerely, THE JOHN R. McADAMS COMPANY, INC. John E. Schrum, E.I. Associate Project Engineer - Stormwater Management Group Enclosure CIVIL ENGINEERING - LAND PLANNING - SURVEYING PO Box 14005 - Research Triangle Park, NC 27709 - (919) 361-5000 - fax(919)361-2269 www.johnrmcadams.com Since 1979 THE JOHN R. McADAMS COMPANY, INC. WAKEFIELD COMMONS WAKEFIELD COMMERCIAL DEVELOPMENT TRACT 21 RALEIGH, NC WATER QUALITY POND FOREBAY ADJUSTMENT UDR-99000 May 30, 2000 1? CA S AI. 157763 w h ,i?'?W? S• ? oo?° wits" 00 CIVIL ENGINEERING LAND PLANNING SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams. com WAKEFIELD COMMONS SUMRESULTS.xls TRACT 21 UDR 99000 SUMMARY OF RESULTS WATER QUALITY PERFORMANCE: Aspect Value SA Required 83134 ft2 SA Provided 88074 ft2 1" Storm R/O Vol Req'd 234072 ft3 1" Storm R/O Vol Prov'd 286765 ft3 Drawdown Time 3.17 days Foreba % Total Vol 25% Normal Pool Elevation 207.00 ft Temp 1" Pool Elevation 210.00 ft Pond Av Depth @ NP 6.67 ft TSS Removal Efficiency 85% STORM ROUTING PERFORMANCE: Aspect Value In Value Out Q10 416.23 cfs 331.96 cfs Q25 531.44 cfs 478.63 cfs Q50 .636.70 cfs 554.09 cfs Q100 719.78 cfs 574.68 cfs WSELjo 211.61 ft WSEL25 212.06 ft WSEL50 212.41 ft WSELjoo 212.82 ft Top of Berm 213.75 ft FOREBAY COMPARISON: FOREBAY 2 PROPORTION t64656 VOLUME (ft3) = 53181 1.22 DRAINAGE AREA (acres) = 51.65 1.14 J. E. SCHRUM, E.I. 5/30/2000 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Below NWSE UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn If-t\ (f-t? (CF) (CF) (C F) (CF) (feet) 199.0 0.0 31314 200.0 1.0 49068 40191 40191 40191 1.01 202.0 3.0 56322 52695 105390 145581 2.96 204.0 5.0 64803 60563 121125 266706 4.90 206.0 7.0 78049 71426 142852 409558 7.01 207.0 8.0 88487 83268 83268 492826 8.18 Storage vs. Stage 600000 500000 LL 400000 U o? 300000 m 0 N 200000 100000 0 y = 39658x11991 R2 = 0.9996 0.0 2.0 ' 4.0 6.0 8.0 10.0 Stage (feet) KS = 39658 b= 1.1991 1 OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 1 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 7726 202.0 2.0 9573 8650 17299 17299 2.01 204.0 4.0 11805 10689 21378 38677 3.92 206.0 6.0 15153 13479 26958 65635 6.08 Storage vs. Stage 70000 60000 50000 LL v 40000 d rn 30000 c 20000 10000 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) j Ks = 7422 b = 1.2081 I OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 2 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 6498 202.0 2.0 7986 7242 14484 14484 2.02 204.0 4.0 9523 8755 17509 31993 3.92 206.0 6.0 12499 11011 22022 54015 6.08 60000 50000 a 40000 U o? 30000 w 0 20000 10000 0 Storage vs. Stage 6.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 6281.2 b = 1.1922 1 OF l WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Volume Check UDR 99000 Auburn Dr. Pond 4: WATER OUALITY POND Per NCDENR "Stommater Best,Management Practices the forebay volume should equal about 20% of the total basin volume. A. Water Quality Pond - Below Normal Pool NWSE = 207 Stage - Storage Function Ks= 39658 b= 1.1991 Zo = 199 Volume = 479983 ft' B. Forebav Volume Forebav 1: Volume Forebay 2: Volume Stage - Storage Function Stage - Storage Function Ks = 7422 Ks = 6281.2 b= 1.2081 b= 1.1922 Zo = 200 Zo = 200 Volume = 64656 ft3 Volume = 53181 ft3 J. E. Schrum, El 5/26/2000 Average Depth = Z / b Z = 8 feet b= 1.1991 Average Depth = 6.67 ft. From the DWQ BMP Handbook (4/99), the required SA/DA ratio =_> 6.0 6.67 7.0 Lower Boundary => 70.0 1.79 1.54 Site % impervious => 72.0 1.85 L69 1.60 Upper Boundary => 80.0 2.10, 1.86 Area Required = 83134 sq. ft. OK Area Provided = 88074 sq. ft. Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Contact Person: Rick Rowe Phone Number (919) 789-9707 For projects with multiple basins, specify which basin this worksheet applies to: Basin Bottom Elevation Permanent Pool Elevation Temporary Pool Elevation Pe-nanent Pool Surface Area Drainage Area Impervious Area Permanent Pool Volume Temporary Pool Volume Forebay Volume SA/DA Used Diameter of Orifice 200.00 ft. 207.00 ft. 209.80 ft. 94252 sq. ft. 113.24 ac. 81.53 ac. 487461 cu. ft. 285254 cu. ft. 117837 cu. ft. 1.81% 1-6" Diameter in. II. REQUIRED ITEMS CHECKLIST N/A (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (combined volume of main basin and forebay) (volume detained on top of the permanent pool) (surface area to drainage area ratio) (draw down orifice diameter) The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Aonlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately. equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the O&M plan. FORM S WG 100 09/97 PAGE 1 OF 1 Since 1979 THE JOHN R. MCADAMS COMPANY, INC. May 30, 2000 Mr. Todd St. John Division of Water Quality Environmental Sciences Branch Non-Discharge Branch 4401 Reedy Creek Rd. Raleigh, NC 27607 RE: Wakefield Commercial Development, Tract 21 Water Quality Pond UDR-99000 Dear Mr. St. John, AA With regard to our discussion of the sizing of the forebays in the water quality pond at Tract 21, the forebays have been adjusted such that the volumes of forebay 1 and forebay 2 are proportional to the drainage areas coming to them. Aspects of the pond design that are reflected in these changes are included with this letter. The results of the new forebay configurations are reflected in the included summary of results. Please contact Mr. D. Amos Clark, P.E., Director - Stormwater Management Group, or me at telephone number (919) 361-5000 should you have any questions or need any additional information. Sincerely, THE JOHN R. McADAMS COMPANY, INC. John E. Schrum, E.I. Associate Project Engineer - Stormwater Management Group Enclosure CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax (919) 361-2269 www.johnrmcadams.com Since 1979 THE JOHN R. McADAMS COMPANY, INC. WAKEFIELD COMMONS WAKEFIELD COMMERCIAL DEVELOPMENT TRACT 21 RALEIGH, NC WATER QUALITY POND FOREBAY ADJUSTMENT UDR-99000 May 30, 2000f?o+?s??9??yd89 CAft SAL 15163 h d. S-30 °0 CIVIL ENGINEERING LAND PLANNING SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com WAKEFIELD COMMONS SUMRESULTS.xIs TRACT 21 J. E. SCHRUM, E.I. UDR 99000 5/30/2000 SUMMARY OF RESULTS WATER QUALITY PERFORMANCE: Aspect Value SA Required 83134 ft2 SA Provided 88074 ft2 1" Storm R/O Vol Req'd 234072 ft3 1" Storm R/O Vol Prov'd 286765 ft3 Drawdown Time 3.17 days Foreba % Total Vol 25% Normal Pool Elevation 207.00 ft Temp 1" Pool Elevation 210.00 ft Pond Avg Depth NP 6.67 ft TSS Removal Efficiency 85% STORM ROUTING PERFORMANCE: Aspect Value In Value Out Q10 416.23 cfs 331.96 cfs Q25 531.44 cfs 478.63 cfs Q50 636.70 cfs 554.09 cfs Q100 719.78 cfs 574.68 cfs WSEL10 211.61 ft WSEL25 212.06 ft WSEL50 212.41 ft WSEL100 212.82 ft Top of Berm 213.75 ft FOREBAY COMPARISON: FOREBAY 1 2 PROPORTION VOLUME (ft3) = 64656 53181 1.22 DRAINAGE AREA (acres) = 59.07 51.65 1.14 i WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Below NWSE UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (fPPtl IfPat) rcF) ('iF) (CF) (CF) (feet) 199.0 0.0 31314 200.0 1.0 49068 40191 40191 40191 1.01 202.0 3.0 56322 52695 105390 145581 2.96 204.0 5.0 64803 60563 121125 266706 4.90 206.0 7.0 78049 71426 142852 409558 7.01 207.0 8.0 88487 83268 83268 492826 8.18 Storage vs. Stage 600000 500000 LL 400000 U rn 300000 A 0 N 200000 100000 0 y = 39658x11991 R2 = 0.9996 0.0 2.0 4.0 6.0 8.0 10.0 Stage (feet) Ks= 39658 b = 1.1991 IOF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 1 UDR 99000 Stay-e-Storay-e Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 7726 202.0 2.0 9573 8650 17299 17299 2.01 204.0 4.0 11805 10689 21378 38677 3.92 206.0 6.0 15153 13479 26958 65635 6.08 Storage vs. Stage 70000 60000 50000 LL v 40000 w o? 30000 c co 20000 10000 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 7422 b = 1.2081 1 OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 2 J. E. Schrum, E.I. UDR 99000 5/26/2000 Stage-Storage Function Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 6498 202.0 2.0 7986 7242 14484 14484 2.02 204.0 4.0 9523 8755 17509 31993 3.92 206.0 6.0 12499 11011 22022 54015 6.08 Storage vs. Stage 60000 50000 LL 40000 U m 30000 w 0 N 20000 10000 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) KS = 6281.2 b = 1.1922 I OF I WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Volume Check UDR 99000 Auburn Dr. Pond 4: WATER QUALITY POND ...................... Per NCDENR "Stormwater Best Alanagement Practices the forebay volume should equal about 20% of the total basin volume. A. Water Quality Pond - Below Normal Pool NWSE = 207 Stage - Storage Function Ks= 39658 b= 1.1991 Zo = 199 Volume = 479983 ft' B. Forebay Volume Forebay 1: Volume Forebay 2: Volume Stage - Storage Function Stage - Storage Function Ks = 7422 Ks = 6281.2 b= 1.2081 b= 1.1922 Zo = 200 Zo = 200 Volume = 64656 ft3 Volume = 53181 ft' Average Depth = Z / b z = 8 feet b = 1.1991 Average Depth = 6.67 ft. i From the DWQ BMP Handbook (4/99), the required SA/DA ratio ==> 6.0 6.67 7.0 Lower Boundan => 70.0 1.79 1.54 Site'Yo impervious => 72.0 1.85 1.69 1.60 Upper Boundary => 80.0 2.10 1.86 Area Required = 83134 sq. ft. Area Provided = 88074 sq. ft. OK J. E. Schrum, EI 5/26/2000 Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Contact Person: Rick Rowe Phone Number For projects with multiple basins, specify which basin this worksheet applies to: Basin Bottom Elevation Permanent Pool Elevation Temporary Pool Elevation permanent Pool Surface Area Drainage Area Impervious Area Permanent Pool Volume Temporary Pool Volume Forebay Volume SA/DA Used Diameter of Orifice 200.00 ft. 207.00 ft. 209.80 ft. 94252 sq. ft. 113.24 ac. 81.53 ac. 487461 cu. ft. 285254 cu. ft. 117837 cu. ft. 1.81% 1-6" Diameter in. II. REQUIRED ITEMS CHECKLIST (919) 789-9707 N/A (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (combined volume of main basin and forebay) (volume detained on top of the permanent pool) (surface area to drainage area ratio) (draw down orifice diameter) The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Annlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1 The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the O&M plan. FORM S WG 100 09/97 PAGE 1 OF 1 Since 1979 THE JOHN R. McADAMS COMPANY, INC. May 30, 2000 Mr. Todd St. John Division of Water Quality Environmental Sciences Branch Non-Discharge Branch 4401 Reedy Creek Rd. Raleigh, NC 27607 RE: Wakefield Commercial Development, Tract 21 Water Quality Pond UDR-99000 Dear Mr. St. John, J -40 trr-T' pp1GS "' With regard to our discussion of the sizing of the forebays in the water quality pond at Tract 21, the forebays have been adjusted such that the volumes of forebay 1 and forebay 2 are proportional to the drainage areas coming to them. Aspects of the pond design that are reflected in these changes are included with this letter. The results of the new forebay configurations are reflected in the included summary of results. Please contact Mr. D. Amos Clark, P.E., Director - Stormwater Management Group, or me at telephone number (919) 361-5000 should you have any questions or need any additional information. Sincerely, THE JOHN R. /McADAMS COMPANY, INC. John E. Schrum, E.I. Associate Project Engineer - Stormwater Management Group Enclosure CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com Since 197 9 THE JOHN R. MCADAMS COMPANY, INC. rT.. arcs PATF', C) WAKEFIELD COMMONS WAKEFIELD COMMERCIAL DEVELOPMENT TRACT 21 RALEIGH, NC WATER QUALITY POND FOREBAY ADJUSTMENT UDR-99000 May 30, 2000 CA X4/1 SEAL 15763 A: It •ll '~hNt?aoN?? 00 CIVIL ENGINEERING LAND PLANNING SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnrmcadams.com WAKEFIELD COMMONS SUMRESULTS.xls TRACT 21 J. E. SCHRUM, E.I. UDR 99000 5/30/2000 SUMMARY OF RESULTS WATER QUALITY PERFORMANCE: Aspect Value SA Required 83134 ft2 SA Provided 88074 ft2 1" Storm R/O Vol Req'd 234072 ft3 1" Storm R/O Vol Prov'd 286765 ft3 Drawdown Time 3.17 days Foreba % Total Vol 25% Normal Pool Elevation 207.00 ft Temp 1" Pool Elevation 210.00 ft Pond Avg Depth @ NP 6.67 ft TSS Removal Efficiency 85% STORM ROUTING PERFORMANCE: Aspect Value In Value Out Q10 416.23 cfs 331.96 cfs Q25 531.44 cfs 478.63 cfs Q50 .636.70 cfs 554.09 cfs Q100 719.78 cfs 574.68 cfs WSEL10 211.61 ft WSEL25 212.06 ft WSEL50 212.41 It WSEL100 212.82 ft Top of Berm 213.75 ft FOREBAY COMPARISON: FOREBAY 1 2 PROPORTION VOLUME (ft3) = 64656 53181 1.22 DRAINAGE AREA (acres) = 59.07 51.65 1.14 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Below NWSE UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (f ot\ (fnatl (QFl (cF) (CFl (CF) (feet) 199.0 0.0 31314 200.0 1.0 49068 40191 40191 40191 1.01 202.0 3.0 56322 52695 105390 145581 2.96 204.0 5.0 64803 60563 121125 266706 4.90 206.0 7.0 78049 71426 142852 409558 7.01 207.0 8.0 88487 83268 83268 492826 8.18 Storage vs. Stage 600000 I i 500000 y = 39658x''99' a 400000 2 ? R = 0.9996 300000 i 0 N 200000 i 100000 0 0.0 2.0 4.0 6.0 8.0 10.0 Stage (feet) Ks= 39658 b = 1.1991 1 OF 1 WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 1 UDR 99000 Stage-Storage Function J. E. Schrum, E.I. 5/26/2000 Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 7726 202.0 2.0 9573 8650 17299 17299 2.01 204.0 4.0 11805 10689 21378 38677 3.92 206.0 6.0 15153 13479 26958 65635 6.08 Storage vs. Stage 70000 60000 50000 LL v 40000 N m c 30000 20000 10000 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 7422 b = 1.2081 I OF I WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Forebay 2 J. E. Schrum, E.I. UDR 99000 5/26/2000 Stage-Storage Function Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet) (feet) (SF) (SF) (CF) (CF) (feet) 200.0 0.0 6498 202.0 2.0 7986 7242 14484 14484 2.02 204.0 4.0 9523 8755 17509 31993 3.92 206.0 6.0 12499 11011 22022 54015 6.08 Storage vs. Stage 60000 50000 y = 6281.2x'.1922 LL 40000 R2 = 0.9989 U rn 30000 R 0 a+ N 20000 10000 0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Stage (feet) Ks = 6281.2 b = 1.1922 I OF I WAKEFIELD COMMONS WQ POND.XLS TRACT 21, Volume Check UDR 99000 Auburn Dr. Pond 4: WATER QUALITY POND Per NCDENR ,Sto nrwate r Best,t1anagenrent Practices the forebay volume should equal about 20% of the total basin volume. A. Water Quality Pond - Below Normal Pool NWSE = 207 Stage - Storage Function Ks= 39658 b= 1.1991 Zo = 199 Volume = 479983 t13 B. Forebay Volume Forebay 1: Volume Stage - Storage Function Ks = 7422 b= 1.2081 Zo = 200 Volume = 64656 ft3 Forebav = 25% OK Impervious Area = 81.53 acres Drainage Area = 113.24 acres % Impervious = 72% Average Depth = Z / b Z = 8 feet b = 1.1991 Average Depth = 6.67 ft. i From the DWQ I3MP I landbook (4/99), the required SA/DA ratio =_> 6.0 6.67 Lower Boundary => 70.0 1.79 Site % impervious => 72.0 1.85 1.69 Upper Boundary => 80.0 2.10 Area Required = 83134 sq. ft. Area Provided = 88074 sq. ft. OK Forebay 2: Volume Stage - Storage Function Ks = 6281.2 b= 1.1922 Z,o = 200 Volume = 53181 ft3 7.0 1.54 1.60 1.86 T. E. Schrum, EI 5/26/2000 Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Contact Person: Rick Rowe Phone Number (919) 789-9707 For projects with multiple basins, specify which basin this worksheet applies to: N/A Basin Bottom Elevation 200.00 ft. (average elevation of the floor of the basin) Permanent Pool Elevation 207.00 ft. (elevation of the orifice invert out) Temporary Pool Elevation 209.80 ft. (elevation of the outlet structure invert in) Pe-nanent Pool Surface Area 94252 sq. ft. (water surface area at permanent pool elevation) Drainage Area 113.24 ac. (on-site and off-site drainage to the basin) Impervious Area 81.53 ac. (on-site and off-site drainage to the basin) Permanent Pool Volume 487461 cu. ft. (combined volume of main basin and forebay) Temporary Pool Volume 285254 cu. ft. (volume detained on top of the permanent pool) Forebay Volume 117837 cu. ft. SA/DA Used 1.81% (surface area to drainage area ratio) Diameter of Orifice; 1-6" Diameter in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Annlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency, drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the 0&M plan. FORM S WG 100 09/97 PAGE 1 OF 1 1 1 (C-1 F F SAIEED CONSTRUCTION SYSTEMS < < 2 6 C O R P O R A T I O N Post Office Box 13771 . J I = I ---- LRaleigh, North Carolina 27619 i CGS - 600 -Z? (919) 3764772 SW 1M M 7 J S FAX: (919) $72-16,41 ?. .... A . ....F?.Y_...Fr?Y ... FA?.... FA`Y ....FAX FACSLVU E CO YEA SH.E.ET FIR&f SENT TO: FAX NUNMEF, ! .- 224 9 AT E TION: IT C4, i $I?k2 DATE SENT: S • ?.G •2000 WySER OF PAGES FOLLOWING ?HIS COVER PAGE: -(- on ' Fo I Iau; --;kJcLipt e re 4;;r Wa r'eId q more 5efb r -+o bd+-h s i,d we f^e'eI t- 44v- 64 -k L retai e l I )u Iot o? i2e- ??arle? ?s l ors e tole -4?AZ e U)2? 6rt! w Dn - kp- r r h awe. to -t So 569e,=1 Arp use. -(-? ( v • ?s b ? l ? V?1 ? o? &A-nvk ?op?l w t ? i s ? ??n V.I/_fe Ow.. ,e -?KKtar' G W11pa/?j . ??? cz 11 717 dts Cvs S i'y1?3 ?i? 8/ate r Rewi o t7 4i X 7 y a cCtss ?a?' /dam/sue P,?c/DSVr? 7,0 s ?rovial?s tai Fv Arm is=o"3e ACX -a+. 8Z! u fi ?e't??c TnTAl P G17 eId Tract 21 Water Quality Pond, UDR-99000 Subject: Wakefield Tract 21 Water Quality Pond, UDR-99000 Date: Tue, 23 May 2000 16:36:02 -0400 From: Schrum John <Schrum@johnrmcadams.com> To: "'todd.st.john@ncmail.net"' <todd.st.john@ncmail.net> Todd, Per our conversation today, the drainage areas to the proposed water quality pond are as follows: Forebay 1: 59.07 acres (includes Forebay) Forebay 2: 51.65 acres (includes Forebay) Main Pond: 2.52 acres (includes Main Pond) Please let me know if I may be of any further assistance. Sincerely, John E. Schrum Assistant Project Engineer - Stormwater Group THE JOHN R. McADAMS COMPANY, INC. Phone: (919)-361-5000 Fax: (919)-361-2269 5/24/00 2:17 PM Project No. DWQ 970694 Project Name: Wakefield tract 21 SUBMITTED DESIGN elevations Bottom of Basin (ft) Permanent Pool (ft) Temporary Pool (ft) areas Permanent Pool SA (sq ft) Drainage Area (ac) Impervious Area (ac) volumes Permanent Pool (cu ft) Temporary Pool (cu ft) Forebay (cu ft) other parameters SAIDA Orifice Diameter (in) Design Rainfall (in) REQUIRED 1)ESIGN.- status 200 207 7 ft. depth check depth r? - 209.8 2.8 ft. depth ok 94252 79117 sq. ft. ell ok 113.24 - 81.53 72.0 % 6 487461 285254 286912 cu. ft. check temp(. 150581 30.9 % j check f/?rebc 0 1.60 6 1.12 cfs drawdown 1 3.0 day drawdown Linear Interpolation gfCorrect SAIDA*** Impervious Next Lowest 70 Project Impervious 72.0 Next Highest 80 G k < r J i d 1 fit, `? 'fie r =''?rr?c•? ?''??/?'1? 7 ft. Permanent Pool Depth SAIDA from Table 1.54 1.60 1.86 THE JOHN R. MCADAMS COMPANY, INC. LETTER OF TRANSMITTAL To: Mr. Todd St. John Division of Water Quality NC Dept. of Environment & Natural Resources 4401 Reedy Creek Road Raleigh, North Carolina 27607 Re: Wakefield Commons W/Q Pond at Tract 21 Reference DWQ # 970694 I am sending you the following item(s): Date: April 26, 2000 FEDERAL EXPRESS ** µIETLAC40 t; P,!?7Fi2(?liNITi 4 Job No.: ARC-96000 COPIES DATE NO. DESCRIPTION 3 Construction Drawings rev. 4/25/00 3 Calculations Report rev. 4/25/00 1 Wet Detention Basin Worksheet rev. 4/25/00 1 Wet Detention Basin Maintenance & Inspection Agreement 2 Proposed Apartment Development - Site Plan These are transmitted as checked below: ? As requested ® For approval ? For review and comment Remarks: Reference DWQ Project #970694 Approval of 401 Water Quality Certification. Todd please review and approve the enclosed revised Stormwater Pond at Tract 21 of the Wakefield Commercial Development. The previously approved pond has been revised to accommodate the proposed apartment development at this parcel. Please call if you have any questions. Thanks. _ It Copy to: ? For your use Signed: Y M hael J. M n Project Manager CIVIL ENGINEERING • LAND PLANNING • SURVEYING PO Box 14005 • Research Triangle Park, NC 27709 • (919) 361-5000 • fax(919)361-2269 www.johnnncadams.com State of North Carolina Department of Environment and Natural Resources Division of Water Quality James B. Hunt, Jr., Governor Bill Holman, Secretary Kerr T. Stevens, Director Mr. Richard E. Rowe Wakefield Commercial, LLC 2840 Plaza Place, Suite 105 Raleigh, NC 2"1612 Dear Mr. Rowe: r --+-+ J AC VAIIJ 4J O02 01!WA NCDENR DIVISION OF WATER QUALITY September 14, 1999 WETLA?di?? Subject: Stormwater Ponds Wakefield Commercial Trac 21 Wake County, NC DWQ# 970694 This office is in receipt of the plans dated September 2, 1999 and revisions for the storznwater velocity dissipating structure plans at the pond outlet dated September 8, 1999 management pond at the subject facility on September g 99. Staff from the W M? ??t Company and submitted to the Division P reviewed the plans and found them acceptable. If you bave any questions regarding this matter, please contact Mr. Todd St. John at (919) 733-9584. Si J n R. orney W [lands Unit Su7or cc: Mr. Todd St. John, Wetlands Unit Raleigh Regional Office File 4401 Reedy Creek Road, Raleigh, NC 27607 Telephone 919-733-1896 FAX 919-733-9959 .. - _..., A,Onn r-MDIOVer 50% recycled/ l o% post-consumer paper 1 Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWO Stormwater Management Plan Review: A complete stormwater management plan submittal includes a. wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project.' 1. PROJECT INFORMATION (please complete the following information): Project Name: Wakefield Commons Contact Person: Rick Rowe Phone Number For projects with multiple basins, specify which basin this worksheet applies to: Basin Bottom Elevation Permanent Pool Elevation Temporary Pool Elevation Permanent Pool Surface Area Drainage Area Impervious Area Permanent Pool Volume Temporary Pool Volume Forebay Volume SA/DA Used Diameter of Orifice 200.00 ft. 207.00 ft. 209.80 ft. 94252 sq. ft. 113.24 ac. 81.53 ac. 487461 cu. ft. 285254 cu. ft. 150581 cu. ft. 1.81% 1-6" Diameter in. II. REQUIRED ITEMS CHECKLIST 'WETLANDS GROL `,'f_R QUALITY' EFT' ,, 19) 789-9707 N/A (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (combined volume of main basin and forebay) (volume detained on top of the permanent pool) (surface area to drainage area ratio) (draw down orifice diameter) The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Aonlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the- basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A 'debris check is specified in the O&M plan to be performed "after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in 0&M plan. A responsible party is designated in the O&M plan. FORM SWG100 09/97 PAGE 1 OF 1 0. REQUIRED ITEMS CHECKLIST EXPLANATIONS • Vegetation to the permanent, pool is not specified. This area will be an open space between several apartment buildings (main pond), and in the vicinity of other residential areas (lower section of pond). These areas will be grassed and landscaped to minimize the impact of the ponds to the remainder of the site. • A vegetated filter is not proposed to be constructed at the outlet. The required velocity dissipator at the outlet of the pond principal spillway ends just at an existing area of wetlands. Rather than disturb these wetlands, a vegetated filter was not designed for the pond outlet. MAINTENANCE AND INSPECTION PLAN Wakefield Commons Storm Water Quality Pond Project Name: Wakefield Commons Storm Water Quality,, on Wakefield Commercial Development Raleigh, North Carolina Responsible Party: Wakefield Commercial, LLC. W?TL.?EVf!S GRUB Address: 2840 Plaza Place, Suite 105 Raleigh, North Carolina 27612 Phone Number: (919) 789-9707 Inspect monthly, or after every runoff-producing rainfall event (0.5 inches or greater in a 24 hour period), whichever comes first. A. Check the pond side-slopes; remove trash, repair eroded areas before the next rainfall event. B. If the pond is operated with a vegetated filter, check the filter for sediment accumulation, erosion, and proper operation of the flow spreader mechanism. Repair as necessary. II. Quarterly A. Inspect the collection system (i.e. grassed swales, concrete curb openings) for proper functioning. Clear accumulated trash from basin grates and basin bottoms, and check piping for obstructions. B. Check pond inlet pipes for undercutting, replace riprap and repair broken pipes. C. Re-seed grassed swales, including the vegetated filter if applicable, twice a year as necessary. Repair eroded areas immediately. D. Operate the 8" gate valve pond drawdown mechanism to ensure proper operation. III. Every 6 months A. Remove accumulated sediment from the bottom of the outlet structure. B. Check the pond depth at various points in the pond, especially in the forebay areas around inlets to the pond. If the depth is reduced to 75 % of original design depth, sediment will be removed to at least the original design depth. IV. General A. Mow the side-slopes, not including the normally submerged vegetated shelf (if so equipped), according to the season. Maximum grass height will be six inches. B. All components of the detention pond system must be kept in good working order. C. If pond is to be de-watered for any reason, maintenance or otherwise, it shall be done in a manner that does not drop normal pool elevation more than 1.0 vertical foot per day. A geotechnical engineer shall be present on- site during any pond de-watering activities. D. Inspect the rip-rap energy dissipator at the outlet end of the Double 60" RCP barrel. Repair as necessary to original plan specifications. I acknowledge and agree by my signature below that I am responsible for the performance of the above maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the project, responsible party, or address. Print Name: Richard E. Rowe Address: 2840 Plaza Place Suite 105 Raleigh, NC 27612 Phone: (919) 789-9707 Title: Signature: Date: 1, , a Notary Public for the State of , County of , do hereby certify that personally appeared before me this day of , 19, and acknowledge the due execution of the forgoing water quality pond system maintenance requirements. Witness my hand and official seal, SEAL My commission expires Project No. DWQ (to be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a frilly executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Proiect Name: Wakefield Commons Contact Person: Rick Bowe Phone Number (919) 789-9707 For projects with multiple basins, specify which basin this worksheet applies to: N/A Basin Bottom Elevation Permanent Pool Elevation Temporary Pool Elevation Permanent Pool Surface Area Drainage Area Impervious Area Permanent Pool Volume Temporary Pool Volume Forebay Volume SA/DA Used Diameter of Orifice 200.00 ft. 207.00 ft. 209.80 ft. 94252 sq. ft. 113.24 ac. 81.53 ac. 487461 cu. ft. 285254 cu. ft. 150581 cu. ft. 1.81% 1-6" Diameter in. H. REQUIRED ITEMS CHECKLIST (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) (water surface area at permanent pool elevation) (on-site and off-site drainage to the basin) (on-site and off-site drainage to the basin) (combined volume of main basin and forebay) (volume detained on top of the permanent pool) (surface area to drainage area ratio) (draw down orifice diameter) The following checklist outlines design requirements per the Stormwater Best Management Practices manual (N.C. Department of Environment, Health and Natural Resources, November, 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of *why. Aonlicants Initials JES JES JES JES JES JES JES JES JES JES JES JES JSE JES JES JES The temporary pool controls runoff from the 1-inch storm event. The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A submerged and vegetated perimeter shelf at less than 6:1 is provided Vegetation to the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). The temporary pool draws down in 2 to 5 days. The forebay volume is approximately equal to 20% of the total basin volume. Sediment storage is provided in the permanent pool. Access is provided for maintenance. A minimum 30-foot vegetative filter is provided at the outlet A site specific operation and maintenance (O&M) plan is provided. A vegetative management/mowing schedule is provided in the O&M plan Semi-annual inspections are specified in the O&M plan. A debris check is specified in the O&M plan to be performed after every storm event. A specific sediment clean-out benchmark is listed (elevations or depth) in O&M plan. A responsible party is designated in the O&M plan. FORM SWG100 09/97 PAGE 1 OF 1 REQUIRED ITEMS CHECKLIST EXPLANATIONS • Vegetation to the permanent pool is not specified. This area will be an open space between several apartment buildings (main pond), and in the vicinity of other residential areas (lower section of pond). These areas will be grassed and landscaped to minimize the impact of the ponds to the remainder of the site. • A vegetated filter is not proposed to be constructed at the outlet. The required velocity dissipator at the outlet of the pond principal spillway ends just at an existing area of wetlands. Rather than disturb these wetlands, a vegetated filter was not designed for the pond outlet. Z X 2 'Jig oo? ® m? ' }® 1J `?o N m? ;u x n::? C/) ?D ?D ?G r l- ®, f-f 'T \ N _ z ,-T` r- rn uFi -? 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