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Home My WebLink AboutSW5240102_Stormwater Report_20240813 Jeffery Way Commercial Jeffery Way Road Youngsville, NC Franklin County Stormwater Permit No. SW5240102 STORMWATER MANAGEMENT ANALYSIS December 15, 2023 April 17, 2024 August 5, 2024 .\`��N ttIIII//,,I. (e \\\\�c 9AR04 //,, ��,. SSIpti �� abi.9 03►.f' '%, • �••. ///GINSG•..Qj iti Prepared for: /1/'"""�t►t`/ `Cade General Contractors 120F Weathers Street Youngsville, NC 27596 Gettle Engineering and Design,PLLC, 3616 Waxwing Ct.,Wake Forest,NC 27587, (919)210-3934, NC License P-2538 Page 1 of 4 Jeffery Way Commercial Stormwater Management Analysis Project Name: Jeffery Way Commercial Project Address: Jeffery Way Road Youngsville, NC Pins: 1843918613 Latitude: 36.09027778 Longitude: -78.49310556 Zoning: Heavy Commercial (HC) River Basin: Neuse Watershed: Milburnie Lake HUC: 0302020107 Developer: Cade General Contractors 120 F Weathers Street Youngsville, NC 27596 Telephone: (919) 562-2115 Email: Bbland@cadeinc.com Site Description The project consists of a single parcel located on Jeffery Way Road in Youngsville NC. The lot is approximately 2.06 acres (90,074 sq feet). The parcel is vacant with a gravel area and wooded. There is approximately .43 acres of existing impervious (gravel) area on the site and is included in the built upon area (BUA). The project will consist of a commercial building and associated driveway and parking. The total impervious area post development will be 1.40 acres, or approximately 67.8% of the gross site. The site is in the Neuse River Basin, Milburnie Lake Watershed and subject to those rules regarding nutrient management and post stormwater runoff. Gettle Engineering and Design,PLLC, 3616 Waxwing Ct.,Wake Forest,NC 27587, (919)210-3934, NC License P-2538 Page 2 of 4 The parcel is not located within a flood zone as noted per FEMA map 3720185300K, Dated April 16, 2013. Based on the Franklin Wake County SCS soils map (attached) the onsite soils are primarily Cecil (CaB), soil group B, throughout the tract. The Cecil Series soil type is considered to have fair infiltration and surface runoff medium based on information in the Soil Survey. Seasonal High Water Table (SHWT) A soils investigation was done to determine the SHWT on two occasions (August 29, 2023 and July 25, 2024); the results attached in the report from Protocol Sampling Services, Inc. Based on the noted report the SHWT is approximately elevation < 416' and is below the 2-feet separation from the bottom of the BMP. Proposed Development The stormwater analysis considers a proposed development that will include a commercial building on the site. The proposed stormwater facility for the project will consist of one Bioretention device. Drainage from the majority of the property will be collected within the storm pipe system and surface drainage to be routed towards the BMP. The device is designed in accordance with NCDENR DWR's BMP Manual, and will manage the 2 and 10 year, 24-hour storm events as noted below. The post development runoff from the noted storm events is less than the pre- development rates for the site. The proposed BMP will capture the runoff from the majority of impervious area from the lot. However, a small portion of the site's impervious, at the driveway entrance, does not drain towards the device; however, the device has been designed to treat all the impervious area as a part of the WQV. The total impervious associated with the development has been accounted for treatment within the Bioretention device. Methodology (Peak Flow and Nutrient Management) The project is located within the Town of Youngsville / Franklin County and within the Neuse River watershed and the project is subjected to those rules. Peak flow— The methodology used to determine the runoff is the Rational Method. Time of Concentration used in the analysis is 5 minutes. The POI (point of interest) for the project is at the southwest corner of the site Gettle Engineering and Design,PLLC, 3616 Waxwing Ct.,Wake Forest,NC 27587, (919)210-3934, NC License P-2538 Page 3 of 4 Based on the proposed stormwater management for the project no adverse impact is anticipated on adjacent parcels. The BMP system and drainage point from the project does encroach on another property with new development and grading operations. The impacted property is owned by the same company involved with this project. Using the Rational Method, the modeling of the BMP provides the following results in peak flow management. Total site peak runoff in cfs (noted in the attached Hydraflow report) is as follows. Storm Event Pre Post Q2 4.169 .527 Q10 5.332 0.671 Nutrient Management - Neuse Nutrient Strategy 15A NCAC 02B .0711(5) The BMP provides treatment for drainage area within the project and also provides the TSS removal of 85%. Per Neuse Nutrient Strategy— Stormwater the following applies. DEVELOPMENT PROJECT REQUIREMENTS. A proposed development project not excluded under Item (4) of this Rule shall be approved by a subject local government for the purpose of this Rule when the applicable requirements of Item (3) of this Rule and the following criteria are met. (a) The project, as defined in State stormwater rule 15A NCAC 02H.1002, shall meet either a nitrogen loading rate target of 3.6 pounds/acre/year or"runoff volume match"as defined in that Rule. Proposed development projects that would replace or expand existing structures and result in a net increase in built-upon area shall meet one of these options for the project less any existing built-upon area. The attached SNAP Tool indicates the intent of the subject rule is meet by a nitrogen loading rate of 2.20 lb/ac/yr for the site; less than the 3.6 lb/ac/yr as noted above. O&M Manual A copy of the project's O&M manual is attached for the Bioretention device. Attachments. Gettle Engineering and Design,PLLC, 3616 Waxwing Ct.,Wake Forest,NC 27587, (919)210-3934, NC License P-2538 Page 4 of 4 -!I i , LE, ..„,_6 ,, ,...__,. ,11..ii. J7/ \ 7. _,____,-,-__ - -- ii , _= -- 11 'III ..) . 11- 1 -'II 1114411:ti I:C 1127111: J ul ,-. ._.• ( . . ..,-- .. ro: ,-...74er II II 0611 5. 1 --,#<---- . 1 II 0 .. _ ..., :•.-. • 0 --->-. - 01.6.'°:. • II >" CA .•••-_-4.-' --, a --. _.• / -.. • --1 1 •..- I li ll IL ........ . .allEhy'...•.' .... 911.-4( ..•..-. __----.1 IIII i i, iii. ...........,.... 4?. ., ilVI I 7:77..•-- I. Ili . didw. ( I r-- iri-VVY\ $IV I I •• •-- I . I / . \''':' --- " H li - - -A.,__ WVAf . • L JI _ 1 I ...Z......."::::::.... :•• . ,_ .. ... ... U 7 I 3 II ... , II _ ill .., ---_,... 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', ' .'i ,4;::::-,_) ii -11 _:#‘,,,,‘ i,....,..gt_.. „ _ 0.0 4 ' .-i.j.--, - ,..-;:-,p,,,,,I.,::-,,,-.,,;:, - i;:-. ,fil .4-7 - ,..-:,444P0-Ak. 1 .. - 4 Tor 3�89 ,- ' :-, mar 1 - T �_ ,t 1_ fir'y-'�r / kit jj ,^ Ste`_' I. r' hit- s, ''''./).t.,10 k vw 1:::',P-.2. . i , ,T ',, 1 ,,,,-.,,. f.‘ _ ' 1:;::: Ithir $� , u . \ � ?tab` � IA' It ... . ..i.- Y Qx +fib t }fig Si;it i_ �i'0, • ii- v .t, ' ,47A_ .t,,, . ..„ .', --4,,,i - -----\ i„,.,,tr, 4,hc f• , la 't"' ,, ,. ., . -Iir : 1 11,t14)1 . ,,I! ,,,. 44:70.,,, ._,,,,-i..... 14 fill,.k-.., ,, --k&i,,. . .. -,-, fa& io, A. .:,,. k . _ ,_ ._ ,., ... „b.,. ift , 3987000-N ( ' sni &.'4 R Ii‘t. ( 'may.. 36°00'00" •,,-� — — ! — r ,+f3.:e,. v_i' . ..... — — -- — — --- I I 726000.E 727 728 729 78°30'00" 78°27' This soil survey was compiled by the U.S.Department of Agriculture,Natural Resources Conservation Service. A Base maps are orthophotographs prepared by the U.S. Dept of Interior,hy. Geological Surand from 1994 aerial photography. Hydrography and culture information were acquired from the Natural Resources Conservation Service. 0 Z North American Datum of 1983(NAD83).GRS-80 Spheroid 1000-meter ticks:Universal Transverse Mercator,zone 17. QUADRANGLE LOCATION Coordinate grid ticks and land division data,if shown,are approximately positioned.Digital data are available for this quadrangle. �i / /ry(I //� A s. r_," J, n .. lam; :'� r A. ' �,, , r Nik. '',7,i API \ , 11,,,,,f ir-. . ..,_. .,./ 2•Ift ., , ...1 A Ilk iril ''..4.1./1"--11.. . °Ill* il I ft.: - , 16 iii ..E. ,... ., _11, te4. ...1, tr_kkiv t_ $ ri Ai 1 -..,•1 , 4, p 1%.1. 417 ,. . , . , \‘,.. ',.-k ':, ,., .. • 'I'li', \‘7 I.; Site A . .: f `' I • 4 Ir 1 \\ fi / ti `1 l., 7 •R • c A'iA - _�_ inzi• it: y•E �`...01.4t,_ t V, ,r ,:i,/ _ i 4k '4''' ^^ &i F:•,.._f .. ,, . , , . - • _, vo,,. • \ , , (,,t,-: . . . ,...., . 14 .- ,t, • 1 , i. - .. _ , .,- 1 r)4- 4111 ,,A4‘ .,. I' (ito'\.1'vf f(4,4.. ' . V) tJA - .. r / ' 1 oVA ri r - s'11 Yl�rJ . 1. E` " , I 1 •• f „...... Qt . , 0 421 4 ...., 4, B70o0o .• y i' 1 i ' (4 )`1 i� i.I��l U.1Y7 4! ,:E, , Vic, j , 1'''41 p_ L r, r,,, A x1 L �Nr.rmrr+,+ 3i 1 _ 2fl0 Inc°%'mow'" 7� "'� Jb"00g / )ISNOW REST +!T .' SCALE Ital the Geological SurveyO I.a ffta 5�� PP� edited,and puMilhbd by D8 * -�-- am_, ems . .� M00 0 I* AmR Itm NA 90) .ee 7tt0 fig Comm Try U505.N✓5'NDA,,and Ntrth Cl' AA G�eranbt Rom ON �� . con0 r I�, 1 ��`�� R 7 swam �;��, 'poeRD1+7 a pllole�TARtnca7t nRCad%Irons aria Y��ttlirap?. � te.t.1971 NNMteetIod 1976. Mpadded 197N DONTOUR tN7rRYAl 10 FEET r•IUiemDOn and 10 00(}rreI IN TirtiA.1,6th 1;0003 03,:miIA7e 181 JI NATMIMAL Qf00LTIC YCR VAL DATUM de 1404 1 C011meln Unl.rsd Turueu MeruotN rd,tplA l7 1927 91119 AnWII M'dem, ut.1LN. 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O , • ip O SUPPLEMENT-EZ COVER PAGE FORMS LOADED ' IPROJECT INFORMATION 1 Project Name Jeffery Way Commercial 2 !Project Area(ac) 2.06 3 Coastal Wetland Area(ac) 0 4 Surface Water Area(ac) 0 5 Is this project High or Low Density? High 6 Does this project use an off-site SCM? No COMPLIANCE WITH 02H.1003(4) 7 Width of vegetated setbacks provided(feet) 30 8 Will the vegetated setback remain vegetated? Yes 9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs: • 11 Infiltration System 12 Bioretention Cell 1 13 Wet Pond 14 Stormwater Wetland 15 Permeable Pavement 16 Sand Filter 17 _Rainwater Harvesting(RWH) 18 Green Roof 19 Level Spreader-Filter Strip(LS-FS) _ ..........._..... 20 Disconnected Impervious Surface(DIS) 21 Treatment Swale 22 Dry Pond 23 Storm Filter 24 Silva Cell 25 Bayfilter 26 ,Filterra FORMS LOADED DESIGNER CERTIFICATION 27 i Name and Title: Keith P Gettle,PE/Principle j 28 Organization: Gettle Engineering and Design,PLLC 1 29 Street address: 3616 Waxwing Ct _30 City,State,Zip: _ Wake Forest,NC 27587 31 Phone number(s): (919)210-3934 32 Email: Kpgettle@gmail.com Certification Statement: I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans, specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here. Designer \`wiiliffr,N �.:\ 0�OF ,SS/p�,el,0'. % SEAL = 9,-.A7Le. ...../b5:15) Signature of Designer 030913 /% '4NGINE .'/G \ � '//,,/69 p.GE•\".� /' / 2 Seal Date BIORETENTION CELL 1 Drainage area number1 1 I 4864 Ct 2 Minimum required treatment volume(cu ft) GENERAL MDC FROM 02H.1050 3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes 4 'Is the SCM located away from contaminated soils? Yes 5 What are the side slopes of the SCM(H:\? 3:1 6 Does the SCM have retaining walls,gabion walls or other engineered side slopes? No Are the inlets,outlets,and receiving stream protected from erosion 7 (10-year storm)? Yes Is there an overflow or bypass for inflow volume in excess of t e 8 design volume? Yes 9 What is the method for dewatering the SCM for maintenance? Drawdown Orifice 10 If applicable,will the SCM be cleaned out after construction? Yes 11 Does the maintenance access comply with General MDC(8)? Yes 12 Does the drainage easement comply with General MDC(9)? Yes 13 If the SCM is on a single family lot,does(will?)the plat comply with General MDC(10)? N/A 14 Is there an O&M Agreement that complies with General MDC(11)? Yes 15 Is there an O&M Plan that complies with General MDC(12)? Yes - 16 !Does the'SCM follow the device specific MDC? Yes Was the SCM designed by an NCTicensed processional? --`-- Yes '' BIORETENTION CELL MDC FROM 02H.1052 18 SHWT elevation(fmsl) 416.00 19 Bottom of the bioretention cell(fmsl) 419.50 20 Ponding depth of the design storm(inches) 10 in 21 Surface area of the bioretention cell(square feet) 5645 sf 22 Design volume of SCM(cu ft) 6177 cf G 23 Is the bioretention cell used for peak attenuation? Yes 24 Depth of peak attenuation over planting surface(in) 10 in 25 Height of peak attenuation outlet above the planting surface(in) 12 in 26 Infiltration rate of the in situ soil(inch/hour) 1 in/hr 27 Diameter of the underdrain pipes(if applicable) 4 in 28 Does the design include Internal Water Storage(IWS)? Yes 29 if so,elevation of the top of the IWS(fmsl) 421.5 • 30 Elevation of the planting surface(fmsl) 423 31 other)? Grass 32 Media depth(inches) —. 30 in 33 Percentage of medium to coarse washed sand by volume 85% 34 Percentage of fines(silt and clay)by volume 10% 35 Percentage of organic matter by volume 10% 36 Type of organic material Pine Bark 37 Phosphorus Index(P-Index)of media(unitless) — 29 3g Will compaction be avoided during construction? Yes 39 Will cell be maintained to a one inch/hour standard? Yes 40 i Depth of mulch,if applicable(inches) 2 in 41 Type of mulch,if applicable Pine Bark 42 How many clean out pipes are being installed? 7 43 type of pretreatment that will be used: - Grass/Rip rap ADDITIONAL INFORMATION .N 44 Please use this space to provide any additional information about the i bioretention cell(s): Grass pre-treatment for the surface runoff from the parking lot to the SCM. Inflow pipes discharge to rip rap aprons as noted on the plans. r Bioretention 1 10:44 AM 8/5/2024 DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so,number of drainage areas/SCMs 1 3 Does this project have low density areas? No 4 If so,number of low density drainage areas 0 Is all/part of this project subject to previous rule 5 versions? No I FORMS LOADED I DRAINAGE AREA INFORMATION h Entire Site 1 4 Type of SCM Bioretention Cell Bioretention Cell I 5 Total drainage area(sq ft) 69696 69696 6 ,Onsite drainage area(sq ft) 69146 69146 7 ,Offsite drainage area(sq ft) 550 550 8 Total BUA in project(sq ft) 61028 sf 61028 sf New BUA on subdivided lots(subject to permitting) 9 (sq ft) sf 42297 sf New BUA not on subdivided lots(subject to 10 permitting)(sf) sf sf 11 Offsite BUA(sq ft) sf sf 12 Breakdown of new BUA not on subdivided lots: -Parking(sq ft) 24974 sf 24974 sf -Sidewalk(sq ft) 1634 sf 1634 sf -Roof(sq ft) 20000 sf 20000 sf -Roadway(sq ft) 14420 sf 14420 sf -Future(sq ft) sf sf -Other,please specify in the comment box below(sq ft) sf sf 1 New infiltrating permeable pavement on subdivided 13 lots(sq ft) sf sf New infiltrating permeable pavement not on 14 subdivided lots(sq ft) sf sf Existing BUA that will remain(not subject to 15 permitting)(sq ft) sf _ sf 16 Existing BUA that is already permitted(sq ft) 18731 sf 18731 sf 17 Existing BUA that will be removed(sq ft) 18731 sf 18731 sf — 18 Percent BUA 68% 68% 19 Design storm(inches) 5.4 in 5.4 in 20 Design volume of SCM(cu ft) 6177 cf 6177 cf 21 ,Calculation method for design volume Rational Rational ADDITIONAL INFORMATION Please use this space to provide any additional information about the 22 drainage area(s): Other=Gravel Area,Parking to include paved area and drive aisle I rsi Z co ca 22 / UI » 0 „ j k U ƒ % / i $ ; 2To « » » U \ ° c ° A j / { z e - % ( y 0 k / - E \ \ ` \ o § a o $ > } 5 \ \ e \ , 2 / / 7 _ . a E + Cl.) k a) Cu § { { \ § CO ƒ \ \ — 0 � I ± E no \ $ \ \ § 2 Q _ & ¥ « u6 I. c } E w > ` n ) ) _ 2 8 m m j / § 0 w r C < p \ a Q ( - _ _ N- 0 7 \ o 0 • 0 j u � J 4 & % z 0 / § CU 8 § \ } o ° - N. ° - e t \ E & & rsi _ , , o o = e / { > \ ` a ` 0 \ , o e e ® ] w _§ 3 bb ( \ k ) fa CU _ _ co \ \ j \ \ 0 § > o Q / Ni 0 NI C NI tn UJ Q •Q LD 0 it ✓ ,-I CO CO ,-I rN C r Ci o N6 ti s tn C v 0 co n N Cr) V Ill CO n C co 2 a N O__ on 0- Ui w C O O lk u CO Ill LO N LC) N N ci Cl Co N n od N N Lfl Lfl LO n n Ln C co O co 0 v ,-I in -C «1 N vi N . co -0 0 N co a en N ut Ln C Cl O ,-I co O 7 ,-N V co O U o a u 2 Cow / cr ✓ .a YO cr as n N ,-N CV w 0- 0 0 to O i.l 0 ut y N 3 CI) N ° v C io -0E -c hp i +to-. S CO 7 N O u X N 0 s° .E cn Co r I E cC a a X v p en o ' w v X tn 0 s O • M QJ N ° M LA 4 3 V V ._ - E 0 N Ln NI ,--N Ill T O Ill ,--N M ,--N O N a0 O O i N O O Ln C CP.6Q a. ut CU i incr CO• CJ u 0 a n o +, CU N CO (E -O CO •--I ,--I 3 CJ -Cr / v CO- V C Co -0 c o ro U \ n O 0 o wC7v 0O Cl / O c v inTS ,w NO E L z 0 u0 0 L L -6 -C -0 Y v " L N S .O N iJ Q C D Ditch Calculations ivy 2 • 2 o` '• y• 10r O O O.In W c)N 4- N — N O w t 3 W V 6) O O O O O O LL E O O O D t y N N m a)o a 0 0 0 (n O c+') M N C 1 N O cO C O CO O O O O O - CO c c0 ty O O O t 0 0 0 O U y C w cO v LL U 0 0 C L N N N a cLri Lc) LO Q LO `O `O 0 0 0 d w c CZ• O• N (-0 t• Cl m "_ O s M mco 0)CO0, t C U J U O N .2 R N • 112 O O —y Q � c0 U m • N d t• 0 0 CO U a _IV Q) C) N '7 CZ L() Cfl CD I N N N N N N N N N V V 7 a V V 7 7 V > Ln _ _ a) a CD co N N N CO O V V N N C") V Ln Ln coLn CC) / > O � O It) O O O LO CO J W Q - N N co V Ln N C`7 01 C C V 7 7 a V 7 7 a V I a 0 0 CO O O CO 000 LO O0 DI 0 CD CD O O d 7 O O O O O r O N V O O f r r . . O 1- 1- �. a cn - U Ln N CM) O) N (OO j C) C`') C`') M 1- .7 N T.- ( CO n w C) in C") In Ln r co O a u- ), V V V Ln 4 O Ln a r '/ ` Tv n in co in O r V co co O p U Cfl r V Ln N V O O F u_ V 4 M N r O Ln N N -O p w O O 0 O 0 0 0 O O < I O O O O O O O O O !J i c) C w CD LO 7 V 't IQ N V O O O• V V CO N r O Lf) N N O L- Ln CD N O N N m N N C C C CD CD CO N N r CD N r` _�� I O Ln co a) N O 1- CD ^. C C r` r coLnLn in O in In /I 1 J6 O O O O O O O o 0 �J 1�.- C ._ ., In Ln Ln n Ln LA L Ln L() LLj le) t� To X N �� VN CD Ls" O) N O N N ' _ 1- O O O O O O O O O O \.,,---. c, U Q CO N CO '7oO Ch N 0 O L\k� C X O O N N N - (, 0 0 0 0 0 0 o O La A__ o In Ln Ln Ln In Ln Ln IC) In .7C Q O rn rn C C rn rn co a, C '� O O O O O O O O O 7 CO L N C') O O 1- Q vn N .7 N C`')N. C co CD L ) N O CO C' C`')') 1y- 0 0 0 0 0 0 0 CD 0 ‘C.; U CO TT ' 8 M O O 7 \V C < O O O O O O O O O O O O C) 0 0 0 0 0 0 0 0 0 0 C C O O O O O O J 4) M V N O N O m J N N ('-' In N u) O (0 O 03 0 C ? 1- N C`') 7LC) j N N J 0 0 C) C r N CO V Ln CD N co m J I 0 (= cn LWL ((,� [N_[ll fM_) '7 W m raj J f N COLO ( W U U U U U 0 U U U E Q N C)) W OLS O O L O) (O o0 O) 00 V V V V V V V V V E OK; V C W O) O OU) Ln EO O (D r N O) CO W Q (NO O co0 co ON C r O (O M V V Ln Ln L i 4 (ONNNNNNNNN C) ,— N (,) V LOCO N 00 O 2 t= DESIGN OF RIPRAP OUTLET PROTECTION User Input Data Calculated Value Reference Data Designed By: Date: Checked By: Date: Company: Project Name: Project No.: Site Location (City/Town) Youngsville, NC Culvert Id. 1 Total Drainage Area (acres) 0.75 Step 1. Detelninie the taib..atei depth tlo;iu channel clialactei: :ic_ below the pipe outlet toI the de,..l^11 capa it-v Ot the pipe I: the depth than half the outlet pipe dia111etei. ed. minimum tally,.ate: If it 1,.• _ieatei than half the pipe di;111ete1 it 1: _Ia2 .e i maximum llilit:oll Pipes that outlet onto 'aide tsar alea,, ''.irhi no ileIl11 d :banned ale 3uined to have a 111unintun tail vatei condition tulle , iehal, e flood =.tact elevation 5110:`. othel't.i,e Outlet pipe diameter, Do (in.) 15 Tailwater depth (in.) 12 Minimum/Maximum tailwater? Max TW (Fig. 8.06b) Discharge (cfs) 4.65 Velocity (ft./s) 4.55 step 2. Ba,:ei1 on the tail-o,Her Lolid::1011 eatei F:3111e :c a oI F1?'..i e S 3i :1 i1c to ilnine _{:)1ci1 �) The t'l.. the median :,tol1C aize ... l iade�: 1:pi an api Jii step 3. Deteimine apt on . nl:h .a: :lie pipe outlet the apion >Iiape :and :he apron 'a dth at the out:et end _icm the Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 0.5 0 —7 Minimum apron length, La (ft.) 10 10 Apron width at pipe outlet (ft.) 3.75 3.75 Apron shape Apron width at outlet end (ft.) 11.25 5.25 Step 4. �et'i1luIie the maximum -,tone illalllclei Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0.75 Step 5. Deteini.ine the api on Chic ne, A;-irc;n = I Minimum TW Maximum TW Apron Thickness(ft.) 1.125 1.125 Step 6. Fir the Iipiap api an to the -ite b-b making it 1?'.cl fc,i the minimum length. L . fic'in F121ue : II6a F1211:t bbb Extend the apicii faiilei dov.-IlstieaIll and alcnc channel haiiks until 'tabilit'. i a<',uied Keep the apion -Airtight at and align it with the _io".% bf the iec_ei'.I:1" �ti e uil Make alit' necessary ali__iuneIlt bends neat the pipe outlet that t e cut'aIlcc into the ieCen 1I1'? �tieaill 1 tlal'�ht collie locations may requite li11111'? of the entn:- channel t:oil '.o a»ui :tahilitt-. It may be nece.,..,,,ary to incIease the ',ize of :ipiap ll"l:?ic piotectioil of the channel bide ;Lope-, 'Allele exist It pipe outlets of flow,' ale a plunge pool be ,_on ideied page S06S 4 DESIGN OF RIPRAP OUTLET PROTECTION User Input Data Calculated Value Reference Data Designed By: Date: Checked By: Date: Company: Project Name: Project No.: Site Location (City/Town) Youngsville, NC Culvert Id. 7 Total Drainage Area (acres) 0.83 Step 1. Determine the 7111`.'.atef depth tloni Ch:I11117'1 chain ic11,t1:> helo', th pipe outlet toI the de,12n capacity of the pipe I: the railv.ate: depth than half the outlet pip: diameter, it Cla,:fied Imnimum raih.atel Condit:�?:1 If it i LtIearret thall half the pipe diajue te: it 1 l;: :f:ed I11:o:1inuI:1 li 11T:o:1 Pipe,, that outlet onto '.v de Hatt aiea' i'.vith no defined a'tlaxuiel a:� a `tlIilea to have a minimum tally atel condition llIlle iei:ab c flood ta_" ("le',at1U11-> ,>lloit Othelll7Se Outlet pipe diameter, Do (in.) 15 Tailwater depth (in.) 12 Minimum/Maximum tailwater? Max TW (Fig. 8.06b) Discharge (cfs) 5.44 Velocity (ft./s) 4.93 Step 2. Ba>ed on the Jere „,,--ea In ',Tr.-12 1_ e::Ter F:2tue FI :ae S 01) and 6eit-mime ,:ze anll lllllil:a.at1 3:�1�11 :ell�t:: t) �r The d. size 15 the median ,tone size :it a f:p1a p Sip'on Step 3. Deter Dune apt on width the pipe outlet the apt ._ >li p: and the apron •,\:dill at the outlet end :ionl the ::line fix. TI.e J ... step ` Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 0.5 Minimum apron length, La (ft.) 10 10 Apron width at pipe outlet (ft.) 3.75 3.75 Apron shape Apron width at outlet end (ft.) 11.25 5.25 Step 4. Deternune the maximum stone dianietei ci I x - f 7 Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0.75 Step 5. Deteinnne the aplo:1 thickness thi(1- Minimum TW Maximum TW Apron Thickness(ft.) 1.125 1.125 Step 6. Fit the upiap api on to the site by inakinc it 1ei oi the numinuin len2th. L, nom Fl!Zit:e@1 F1•7111c- 001) Extend the apion tai-thei dov,-nstream and along channel bank-, until a-suied Keep the apron a Ali-tight as po,,..ible and align it \xitli the riov. ot the 1ecer.in2 ,stieani Make any neces,,,zu-v aliolunent bend, ilea' the pine. outlet so that Me ent:anoe into the leis:v..1112 stieani i tiaight some locations may requite lining of the emu:- channel c:oss section to assuie It may be necessars. mom ease rLt• size of :ipiap v.heie pm ote,:tion of tht- channel side shopes necest.al-y -• Wheie CC.elf:1:15 exist at pipe outlets 01 How's pluii:e pool shoul,i be con,:cleied see pace S 06 S (Df 25 1 i 1 -T - h . , . . 1 it . . - - -- { t 1i ` � ` t t � f � ' r r i 1 L- -i 1 i 1 i ; -1 � , .1I 1 ` fir . O . 4. �� _ . 1 T ( r 15 \ 1 , i � 1i , , 1 , 1 , , 1. 7 - , 1 , , ,t . 1\‘'\ I . i 1T O^ 9 f 1 f .., g .\ , IL 111 7 , ! , 1 L f � } 6 1 ( T } i + il:)1 � - ` ? ne 1 , '� IQ Qn Jt111 \ 7 i . U - I . 0 { , , t 10 15 20 25 Diameter of Pipe in Feet Figure 3: Zone Chart. APRON CLASS SIZE LENGTH MINIMUM ZONE MATERIAL OF OF OF THICKNESS STONE STONE APRON OF STONE 1 ) STONE FINE 3" 4 X D 9" —� STONE LIGHT 6" 6 X D 12" 3 STONE MEDIUM 13" 8 X D 18" 4 STONE HEAVY 23 " 8 X D 30" . 5 STONE HEAVY 23" 10 X D 30" 6 STONE HEAVY 23" 12 X -D 30" REQUIRES LARGER STONE OR ANOTHER TYPE OF DEVICE► 7 SUCH AS A STILLING BASIN, IMPACT STRUCTURE, ETC. DESIGN IS BEYOND THE SCOPE OF THIS PROCEDURE. Figure s: Apron Dimensions IX-A8-12 -2 r (1 ) MANNING'S EQUATION FOR PIPE FLOW Project: Location: By: Date: Chk. By: Date: mdo version 12.8.00 Clear Data 0 Entry Cells INPUT D= 18 inches d= 3.5 inches Mannings Formula n= 0.013 mannings coeff D 0= 104.7 degrees Q=(1.486/n)ARh"SS112 ' S= 0.013 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/'S1 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Manning's n-values wetted riyaraunc Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.01 0.24 1.37 0.18 4.10 0.99 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 O •4''tt. •4- a 7 ,gip_•s V' -- y=N Cot•N iti!.tL (V N EV L1t _ 0. My r. mou - • ::::::::-.:. ; n cn cp^n r; ur u3 d r; c�.esxe i. ko(NI , e �w ` e 1, CO N NM NN N Al (..\-V 1f +� .. .M M:amC+3 f7 r :77 4:—'''',--: cr 13 V 9 v-tl X CS It-' to coN"`,,^r co to ! () titi , { 1 y •0..e_c.V.. d Q GS ¢'_ +rile., 0 '" f ,r' e -47,-. ..,,. L e,•tr V' �Sff t0 ro L1Y''�t3.q} er '(?{p tV K3 .•, W ,gib O µ .N ;: 4. 1 0 2 lit' co Illt.*0.4-aN— eN-- .N N. . `sar ;` "" CD ' :err . _ • - c t b ,A,, 6 (3 0 :il- tt7 d ' r Wit rn cc, ; "u. k cn cfl r xrt- Lot vO. s LCI 1.,,,,; CJ'iV� "' _}z� ._ tea' II ". y f ._, 'L`.r`e '" 'e" `-N (may} a, ..„,,...,,..,. ,„,. _Z ir CD .,,,,,,,,, Ti 0 :1-.,.-.:'.74):-.7-,92 5,9-.•:cct:::;"-, -9- c°-;.`""'4:4'..... -- 0 O "_', •,�. �' h iR° sift = ' ' 74.0.7 r c>r`'`• as s N',.:pus; Q R v �+ a T C3 II!; ; i: co y CJ ice .en •II ! I : 'A iiii e r N t'S_cri N .V i1iI • i .v..-_,::-.....-.:45: 2 c � 3 1_ (27 \ \--D S.7--, .___ ).--\e" - e--- C=1 s----- K 1/4-- 25 —7, , , ; r _ 1 1 ,T- . 1 �_:,i . � . ! ti4 . ' ..,. l ' 1i . " i r j t 1 t j r�, } ! i 4_1 1 1 ' 1 r 1 l t t 7 1 1 I I 1 ' ' , ± 1 1 1 f , µ , 1 i, _,_ j 20 . T I 1 .; { el k , C T t i i; r1tf _ F t ; t , d 5 f . _r i , 1 r 1 I ,+ ' ' 11 . I ' Q t — � { 1 , # { i } 1 4 1i } 11 ", r i ' i nu 1 1 } i � 11 t � it 1 I -f , i ; i jr ii1 i f ; l a, . I i i i [ 4 1 i I 14t1 ' L1 � ' j1 ' 11 , c t O 9 'i 1 i I `1 , 1 i L , 4 . , It ; 6 t ti � ' � 1 ( ; i 11F / -- L I LiL : ! ; tkITh 1 i 1 ; e iIi , f i } ; A 1 I 1f 1 ; ; Fi1 I �, �VIni. ; I 1 - t ; I , I 1 I I I r H . I 1L OJT� \ 0 ,i,. 2;' 3 . 'e• 5 10 15 20 25 Diameter of Pipe in Feet Figure 3: Zone Chart. APRON CLASS SIZE LENGTH MINIMUM ZONE MATERIAL OF OF OF THICKNESS STONE STONE APRON OF STONE STONE FINE 3" 4 X D 9" - --2- STONE LIGHT 6" 6 X D 12" 3 STONE MEDIUM 13" 8 X D 18" 4 STONE HEAVY 23 " 8 X D 30" ' 5 STONE HEAVY 23" 10 X D 30" 6 STONE HEAVY 23" 12 X D 30" REQUIRES LARGER STONE OR ANOTHER TYPE OF DEVICE, 7 SUCH AS A STILLING BASIN, IMPACT STRUCTURE, ETC. DESIGN IS BEYOND THE SCOPE OF THIS PROCEDURE. Figure 4. Apron Dimensions c1 \-- IY,-AS-12 Project Information Project Name: Jeffery Way Commercial Submission Date: fds Project Area (ft2): 89,733 ft2 Disturbed Area (ft2): 84,277 ft2 Development Land Use Type: Commercial Development Activity Type: Development- New Designated Downtown Area? no Project Location/Address: 0 Jeffery Way County: Franklin Local Jurisdiction: Youngsville Project Latitude Coordinates: 36.09027778 N Project Longitude Coordinates: -78.49310556 W Precipitation Station: Raleigh Physiographic Region: Piedmont Nutrient Management Watershed: Neuse Subwatershed: Neuse-03020201 Phosphorus Delivery Zone: Neuse- Upper Nitrogen Delivery Zone: Neuse- Upper Project Designer and Contact Phone Keith Gettle, PE, kpgettle@gmail.com,919.210.3934 Number/Email: Part of Common Development Plan? no Project Owner Type: Private Project Description: Commercial warehouse TN TP Pre- I Post- PROJECT AREA LAND COVERS I EMC EMC Project Project (mg/L) i (mg/L) Area (ft2) Area (ft2) Roof 1.18 0.11 0 20,000 Roadway 1.64 0.34 0 39,394 Parking/Driveway/Sidewalk 1.42 0.18 18,731 1,634 Protected Forest 0.97 I 0.03 0 0 Other Pervious/Landscaping 2.48 1.07 71,002 21,978 CUSTOM LAND COVER 1 CUSTOM LAND COVER 2 CUSTOM LAND COVER 3 LAND TAKEN UP BY SCM 1.18 0.11 0 6,727 LAND COVER AREA CHECK Net Change of Land Covers(ft2): 66,121 Total Project Area Entered (ft2): 89,733 Total Pre-Project Calculated Area (ft2): 89,733 Total Post-Project Calculated Area (ft2): 89,733 Equations Used and Project Area Calculations SIMPLE METHOD Stormwater Runoff Volume Generated, V Runoff Coefficient,R v V= Pi*Rv*(P/12)*A R„= 0.05+(0.009*I) where A= drainage area(ft2) where I= percent impervious(%) Pi= fraction of rain events with runoff Average Annual Pollutant Load,L P= average annual rainfall depth(in) L= (Pj*R„*(P/12))*(C*A*2.72) where C= event mean concentration(mg/L) Pre-Project: Post-Project: A= 2.0600 ac A= 2.0600 ac P = 46.22 in. P = 46.22 in. V= 73991 ft3 V= 228104 ft3 1 = 21% 1 = 76% Rv= 0.24 Rv= 0.73 Pi = 0.9 Pi = 0.9 CTN = 1.60 mg/L CTN = 1.47 mg/L CTP= 0.33 mg/L CTP= 0.26 mg/L LTN = 7.38 lb/yr LTN = 20.92 lb/yr LTP= 1.52 lb/yr I LTP= 3.68 lb/yr u., 0 ..,, 1 ... tn eD c QJ a; C u y G m m 0 m L N 0 U . Cu 2 2 4/ co V E s fl1 Y 6 U O Y 4.0 .0 C_ 'ip N N 0 N a-I 0 ei c 4/ to E s u Y N U w 0 fl w Y V u Oa C a 'c s -a •3 N c o e•i o 3 up m tO0 O ^ co \ I zip, .N-i co .�-i 0 C N C C "'i d m Oo N l0 O O O e-I c I - L w m C w y O u Y Q U m l _ _ \J J O v C C c J J 04 00 C N w w w ou E E `-' 4 w i U w E E en Q C fa o s in ti a c a o a 3 u U U 2 0 •+_', W .y N 72 V _ w ` , W W 3 C 0 U -a CO Q• V 3 w 3 w w w W W a. z 0 CC 3 L C C w C w >. 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N '' 0 0 0 D W C. u u u u O m a a a ~ 3 c O O O ~ . u 0 Y o a, 17 17 H O 0 0 0 s In o°cs° aaOvvvg ~_ m v a) a) Q c N M < O M M co O "a o o N O O a1 N O 71 ,-, o O "l O� l!1 \ O d Lfl r.1 Ol N L!1 i.n M N O L O p O Z 0 .O-i . co O O p .-I nj O O p l0 a1 NO Q `-I "l N i I. N a1 a-I c-I %-I 0 > � O j a j •� -0 CD > O O ' .. .. .. .. .. .. •L Q) �\ W I\ /\ I\ N O '� L L 5. 7_ L 5. LS. L } 3 O L V 110 tocn (nO z Z u V C v v V d i i N N m 0Q .-i (.D Cr - cc ++ 'O r0+ Y 4-, ~ Q r.1 O M ty O O p >. a. N t 0 'p to J al 00 L O) f�0 N J aJ f�6 +' d N a: C a) M1• •O a) a) la 00 w t C O V t f0 L IC N O C 4, a+ ar v ra a) +, _ o U H L H N C C ~ N L V ca •a 0 o Q, il L Q L 0. I .a = Z CO m p Y Ln O N o 00 M o o al O o aJ = cA C •> 1-0 a+ a 'n In DO N 00 1f1 N a1 %-I O �h N N •7 O 3 ,+�+ = J as > OC al a) H N lD O N ('1 O `" O M 2 2 — o C Z a 5 J ° to E a s f0 f0 V o H V O c0 J i a) 'a O 0, Z C a) to -a o (.. = �1.. OO •N 0 J 0 p N o o O o N N o l0 00 a) o o rn C Z Z + H Z J a v = In o rl o • o H co N co r\ m� (Ni ,-I 1n O Z y t t l� N N `1• N .--I O M •ty r-I a) Z Z d - N 3 u Y C o CD N O o c .-I 0 CO Q o ° a) .. a1 rn rn o Lo co o m uNi ^ o a) • Z 0 "• ff• •r-• Z O N N t C O O M O rj ^ O 0 0 L _ a u° a) C (.) C Q C Y a) E N D U Oa 0 0 0 Z = e i 0., �, A A ,.• A a a) LLB.. 41 H 4 y VI 1.3 ra \ co ai 'Ian, +' a—) j a' .r oc Z 0 to 6 N N 0 t 0 0 I► LQ M 0 O C V 0 E . g C > > t 0 G V. r2 H 'a +' c0 to C Z r y v a) a n t• ` cc g _ 2 -Ia m m C C G T L 4J Q Q > IV , a C J as IX CD C E a a j, i 0. V +' � � H t � \ aa) a O ai CO t O G 43 d ali Ta o �) C d :la .0 a H C a1 i d y J a ~ v• �F Q L to v1 �' f�6 = i°.'. L £o. 0' f 6 H �, a c o o c L L 00 m Ull1R Of0O NtJ0 y \ C 1 (73 a 0 �. C a fa. i 0 C p aci a1 C v -0 t a) C c a O 7 X 0. Q = J 0 0 in d m �.�..� 7CO U f0 aUW J'L ar O O ul u1 to 3 �=171 4.1 O O. > o W J J N L0U. CD Z " C aJ +' 0 p N W 0=) N .0 .0 . .Ca •� 3 3 3 0 0 0 0 �' �' 4 �' L 02 L L L L 0 0 0 0 CC OC a-+ = ++ 4-+ 7 C C Z Z Z Z a a a. a Z to t _' c RI �a a RI RI RI a �a O. O. Q Q 0 0 I 0 0 0 I. 0 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 1 -Pre Development 2-Post Development to BMP 3-Post Bypass v 4-Route to BMP 11111 5-Post Development V Legend Hyd. Origin Description 1 Rational Pre Development 2 Rational Post Development to BMP 3 Rational Post Bypass 4 Reservoir Route to BMP 5 Combine Post Development Project: Jeffery Way Youngsville.gpw Thursday, 07/25/2024 2 Hydrograph Return Period Recap draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational 4.169 5.332 Pre Development 2 Rational 8.956 11.45 Post Development to BMP 3 Rational 0.489 0.626 Post Bypass 4 Reservoir 2 0.062 0.072 Route to BMP 5 Combine 3,4 0.527 0.671 Post Development Proj. file: Jeffery Way Youngsville.gpw Thursday, 07/25/2024 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 4.169 1 5 1,251 Pre Development 2 Rational 8.956 1 5 2,687 Post Development to BMP 3 Rational 0.489 1 5 147 Post Bypass 4 Reservoir 0.062 1 10 2,645 2 423.43 2,667 Route to BMP 5 Combine 0.527 1 5 2,792 3,4 Post Development Jeffery Way Youngsville.gpw Return Period: 2 Year Thursday, 07/25/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 1 Pre Development Hydrograph type = Rational Peak discharge = 4.169 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,251 cuft Drainage area = 2.060 ac Runoff coeff. = 0.36 Intensity = 5.622 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Pre Development Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 1 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 2 Post Development to BMP Hydrograph type = Rational Peak discharge = 8.956 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,687 cuft Drainage area = 1.770 ac Runoff coeff. = 0.9 Intensity = 5.622 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Post Development to BMP Q (cfs) Hyd. No. 2 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 2 Time (min) 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 3 Post Bypass Hydrograph type = Rational Peak discharge = 0.489 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 147 cuft Drainage area = 0.290 ac Runoff coeff. = 0.3 Intensity = 5.622 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Post Bypass Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 3 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 4 Route to BMP Hydrograph type = Reservoir Peak discharge = 0.062 cfs Storm frequency = 2 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 2,645 cuft Inflow hyd. No. = 2 - Post Development to BMP Max. Elevation = 423.43 ft Reservoir name = Jeffery Way Bio Max. Storage = 2,667 cuft Storage Indication method used. Route to BMP 0 (cfs) Hyd. No. 4 --2 Year 0 (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time (min) Hyd No. 4 Hyd No. 2 1111111 Total storage used = 2,667 cuft Pond Report 8 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Pond No. 1 - Jeffery Way Bio Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=423.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 423.00 5,645 0 0 1.00 424.00 6,727 6,177 6,177 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 18.00 1.50 2.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00 Span(in) = 18.00 12.00 2.00 0.00 Crest El.(ft) = 424.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 419.50 423.80 423.00 0.00 Weir Type = 1 --- Length(ft) = 39.00 0.50 0.50 0.00 Multi-Stage = Yes No No No Slope(%) = 1.80 0.50 0.50 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/ Discharge Elev(ft) 1.00 424.00 0.90 423.90 0.80 423.80 0.70 423.70 0.60 423.60 0.50 423.50 0.40 423.40 0.30 423.30 0.20 423.20 0.10 423.10 0.00 423.00 0.00 0.04 0.08 0.12 0.16 0.20 0.24 0.28 0.32 0.36 0.40 Total Q Discharge(cfs) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 5 Post Development Hydrograph type = Combine Peak discharge = 0.527 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,792 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.290 ac Post Development Q (cfs) Hyd. No. 5 --2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 — 0.50 0.40 — 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 — 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 Time (min) Hyd No. 5 Hyd No. 3 Hyd No. 4 10 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 5.332 1 5 1,600 Pre Development 2 Rational 11.45 1 5 3,436 Post Development to BMP 3 Rational 0.626 1 5 188 Post Bypass 4 Reservoir 0.072 1 10 3,387 2 423.55 3,412 Route to BMP 5 Combine 0.671 1 5 3,574 3,4 Post Development Jeffery Way Youngsville.gpw Return Period: 10 Year Thursday, 07/25/2024 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 1 Pre Development Hydrograph type = Rational Peak discharge = 5.332 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,600 cuft Drainage area = 2.060 ac Runoff coeff. = 0.36 Intensity = 7.190 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Pre Development Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 — — 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 1 Time (min) 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 2 Post Development to BMP Hydrograph type = Rational Peak discharge = 11.45 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 3,436 cuft Drainage area = 1.770 ac Runoff coeff. = 0.9 Intensity = 7.190 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Post Development to BMP Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 2 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 3 Post Bypass Hydrograph type = Rational Peak discharge = 0.626 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 188 cuft Drainage area = 0.290 ac Runoff coeff. = 0.3 Intensity = 7.190 in/hr Tc by User = 5.00 min IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1 Post Bypass Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 1 2 3 4 5 6 7 8 9 10 Hyd No. 3 Time (min) 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 4 Route to BMP Hydrograph type = Reservoir Peak discharge = 0.072 cfs Storm frequency = 10 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 3,387 cuft Inflow hyd. No. = 2 - Post Development to BMP Max. Elevation = 423.55 ft Reservoir name = Jeffery Way Bio Max. Storage = 3,412 cuft Storage Indication method used. Route to BMP Q (cfs) Hyd. No. 4-- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 -/ 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time (min) Hyd No. 4 Hyd No. 2 1111111 Total storage used = 3,412 cuft 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Hyd. No. 5 Post Development Hydrograph type = Combine Peak discharge = 0.671 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 3,574 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.290 ac Post Development Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 - 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 Time (min) Hyd No. 5 Hyd No. 3 Hyd No. 4 16 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,07/25/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 70.6470 12.8000 0.8790 3 0.0000 0.0000 0.0000 5 84.1447 14.9000 0.8529 10 71.9967 12.5000 0.8049 25 118.9249 17.6000 0.8582 50 138.0240 18.7000 0.8644 100 158.3131 19.7000 0.8706 File name:Raleigh-2002.IDF Intensity= B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.62 4.52 3.80 3.29 2.90 2.60 2.36 2.16 2.00 1.86 1.74 1.63 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.42 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12 10 7.19 5.87 5.00 4.37 3.89 3.52 3.22 2.97 2.76 2.58 2.43 2.29 25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84 50 8.95 7.58 6.60 5.85 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17 100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50 Tc=time in minutes.Values may exceed 60. Precip.file name:raleigh.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.00 3.47 0.00 4.65 5.03 6.41 7.21 8.00 SCS 6-Hr 1.50 2.46 0.00 0.00 3.56 0.00 0.00 4.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I CO «) . NI CO I L cs) CV (MO W N N V WM N O CD W N .1 '- CDs- r C O r On 0) O I� al O M V O N O N 0 r 0) O N O M O (O O N O 00 O O LLB M Cfl O Cfl O C) r �, r Le) O CO N o ~ CS) 10 N V r o r CO O 0 r r M Wm O T- Wm Cr O N M N N- O N O M O O 10 O - O O (O M N CO co N r• I I DI 2I 61 oI 2I c I O O IM 0o � N . N ( V O rO 0tiM .4ni cni � r 00 co c) O LA0 , O hC L6 . 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SCM(s)on this project include (check all that apply&corresponding O&M sheets will be added automatically): Infiltration Basin Quantity: Location(s): Infiltration Trench Quantity: Location(s): Bioretention Cell Quantity: 1 Location(s): Jeffery Way Road Wet Pond Quantity: Location(s): Stormwater Wetland Quantity: Location(s): Permeable Pavement Quantity: Location(s): Sand Filter Quantity: Location(s): Rainwater Harvesting Quantity: Location(s): Green Roof Quantity: Location(s): Level Spreader-Filter Strip Quantity: Location(s): Proprietary System Quantity: Location(s): Treatment Swale Quantity: Location(s): Dry Pond Quantity: Location(s): Disconnected Impervious Surface Present: No Location(s): User Defined SCM Present: No Location(s): 1 Low Density Present: No Type: ;knowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for ;h SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to system or responsible party. Responsible Party: R, 0,22eine 6a;le ci Title& Organization: *Q/i'ager /pj p r r fps = Li-C Street address: C)Q� e/'ee /no,er /Qrxr City, state, zip: ,,/i91 Al, C. 276 Lc- ' Phone number(s): (c/Q) IL/i/_ 4/477 7 Email: p wczein a_b I. 6Jggrah 60. co Signature: �' � 4_.e lj/p - ax /- Date: i// 61 /23 d,S-9 \ /�/\i An. vn , a Notary Public for the State of j\,OrtY1 CAKO Vi nok _rnty of I u , do hereby certify that \/\\O i\Y L E)a.\l• . sonally appeared before me this day of �0 N\ Q-Q), "0QZ and P :nowledge the due execution of the Operati• s and Maintenance Agreement . ness myhand and official seal, , Ado-V . ,,,,,,,,,,,,,,,,,,,,,,, EYE ' I ( 00TARy w PUBOG ;: ;y „ ' '''.• i'••, . 'I• CCOO'll/illlll it ily 16 R M-EZ 11/29/: Bioretention Maintenance Requirements Important operation and maintenance procedures: Immediately after the bioretention cell is established, the plants will be watered twice weekly if - needed until the plants become established (commonly six weeks). - Snow, mulch or any other material will NEVER be piled on the surface of the bioretention cell. - Heavy equipment will NEVER be driven over the bioretention cell. - Special care will be taken to prevent sediment from entering the bioretention cell. - Once a year, a soil test of the soil media will be conducted. Remove top layer of fill media when the pool does not drain quickly. Based on the media specification, the pool should drain within 24 hours. After the bioretention cell is established, it will be inspected quarterly and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County) . Records of operation and maintenance shall be kept in a known set location and shall be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. SCM element: Potential problem: How to remediate the problem: The entire bioretention cell Trash/debris is present. Remove the trash/debris. Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground The perimeter of the erosive gullies have cover and water until it is established. Provide lime and a one- bioretention cell formed. time fertilizer application. The structure is clogged. Unclog the structure and dispose of any sediment off-site. The flow diversion applicable) Make any necessary repairs or replace if the damage is too structure (ifpp ) The structure is damaged. much for repair. The inlet pipe is clogged (i1 Unclog the pipe and dispose of any sediment in a location applicable). where it will not cause impacts to streams or the SCM. The inlet pipe is cracked or otherwise damaged (if Repair or replace the pipe. applicable). The inlet device Regrade the swale if necessary and provide erosion control Erosion is occurring in the devices such as reinforced turf matting or riprap to avoid swale (if applicable). future erosion problems. Stone verge is clogged or covered in sediment (if Remove sediment and clogged stone and replace with clean applicable). stone. Flow is bypassing Regrade if necessary to route all flow to the pretreatment pretreatment area and/or area. Restabilize the area after grading. gullies have formed. Sediment has Search for the source of the sediment and remedy the problem accumulated to a depth if possible. Remove the sediment and dispose of it in a locatio The pretreatment area greater than three inches. where it will not cause impacts to streams or the SCM. Provide additional erosion protection such as reinforced turf Erosion has occurred. matting or riprap if needed to prevent future erosion problems. Remove the weeds, preferably by hand. If pesticide is used, Weeds are present. wipe it on the plants rather than spraying. Bioretention Maintenance Requirements (continued) SCM element: Potential problem: How to remediate the problem: Best professional practices show that Prune according to best professional practices. Maintain lines pruning is needed to of sight between 2'-6'. maintain optimal plant health. Determine the source of the problem: soils, hydrology, disease, etc. Remedy the problem and replace plants. Provid( Bioretention cell Plants are dead, diseased a one-time fertilizer application to establish the ground cover if vegetation or dying. a soil test indicates it is necessary. If sod was used, check to see that it was not grown on clay or impermeable soils. Replace sod if necessary. Remove the weeds, preferably by hand. If pesticide is used, Weeds are present. wipe it on the plants rather than spraying. Tree stakes/wires are present six months after Remove tree stake/wires (which can kill the tree if not planting. removed). Spot mulch if there are only random void areas. Replace Mulch is breaking down or whole mulch layer if necessary. Remove the remaining mulch has floated away. and replace with triple shredded hard wood mulch at a maximum depth of four inches. Determine the extent of the clogging - remove and replace either just the top layers or the entire media as needed. Bioretention cell mulch Soils and/or mulch are Dispose of the spoil in an appropriate off-site location. Use and media clogged with sediment. triple shredded hard wood mulch at a maximum depth of four inches. Search for the source of the sediment and remedy the problem if possible. An annual soil test shows that pH has dropped or Dolomitic lime shall be applied as recommended per the soil to heavy metals have and toxic soils shall be removed, disposed of properly and accumulated in the soil replaced with new planting media. media. Clogging has occurred. Wash out the underdrain system. The underdrain, filter Clean out the drop inlet. Dispose of the sediment in a location fabric element, and Clogging has occurred. where it will not cause impacts to streams or the SCM.. outlet system The drop inlet is damaged Repair or replace the drop inlet. Erosion or other signs of damage have occurred at Repair the damage and improve the flow dissipation structure. the outlet. The receiving water Discharges from the bioretention cell are causing erosion or Contact the local NCDEQ Regional Office. sedimentation in the receiving water.