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102 AQUATIC DR - TOWNHOME DRAINAGE CALCULATIONSDRAINAGE C AQUATIC TOWNHOMES Jacksonville, Florida Prepared for: Tribridge Residential 1575 Northside Drive Bldg 100, Ste. 200 Atlanta, Georgia 30318 PHONE: (404) 367-6523 CONNELLY & WICKER INC. 10060 Skinner Lake Drive, Suite 500 Jacksonville, Florida 32246 C.A. Number: 3650 L.A. Number: LC26000311 Phone: (904) 265-3030 Fax: (904) 265-3031 www.cwien-.com CWI Project No.: 16-01-0006 Date: March 21, 2016 Revised Date: April 27, 2016 Connelly 8 Wicker, Inc. Index Sheet Table of Contents Pages 1 Cover Sheet 1 2 Index Sheet 2 3 General Site Description 3 - 5 4 Vicinity Map 6 5 FEMA Map 7 6 Quad Map 8 7 Soils Map 9 8 Overall Drainage Basin Map 10 9 Pre -Development Drainage Plan 11 10 Pre -Development - Weighted Curve Number Calculations 12 - 13 11 Post -Development Drainage Plan 14 12 Post -Development - Weighted Curve Number Calculations 15 - 16 13 Stormwater Management Facility Configuration 17 14 ICPR Nodal Diagram - Pre -Development Drainage 18 15 ICPR Node Maximum Conditions Report - Pre -Development Drainage 19 16 ICPR Complete Input Report - Pre -Development Drainage 20 - 25 17 ICPR Nodal Diagram - Post -Development Drainage 26 18 ICPR Node Maximum Conditions Report - Post -Development Drainage 27 19 ICPR Complete Input Report - Post -Development Drainage 28 - 34 20 Storm Sewer Tabulation Sheet 35 - 36 21 Residence Time Calculations - Existing Conditions 37 - 38 22 Catchment and BMP Calculations - Existing Conditions 39 23 Loading Calculations - Existing Conditions 40 24 Residence Time Calculations - Proposed Conditions 41 - 42 25 Catchment and BMP Calculations - Proposed Conditions 43 26 Loading Calculations - Proposed Conditions 44 Auaendix 45 A. Excerpt from Flood Insurance Study for Duval County, Florida Volume 3 of 6 Effective June 3, 2013 46 B. Excerpts from Sal's Marble and Tile Permit Documents (SJRWMD Permit No. 63036-1) 47 - 50 C. Excerpts from Cornell One Subdivision Permit Documents (SJRWMD Permit No. 86847-1) 51 - 55 D. Excerpts from Scheidel Court Permit Documents (SJRWMD Permit No. 94505-1) 56 - 59 E. Hopkins Creek Regional SMF Asbuilts 60 - 64 F. Stormwater BMP Treatment Trains [BMPTRAINS] Existing Conditions Modeling 65 - 73 F. Stormwater BMP Treatment Trains [BMPTRAINS] Proposed Conditions Modeling 74 - 82 Prepared under the direction of Justin Ellery Williams, P.E. PE # 69260 2 GENERAL SITE DESCRIPTION THE PROJECT The following report presents an analysis of the proposed stormwater management system for the construction of Aquatic Townhomes. The proposed development is located within Jacksonville, Florida in Atlantic Beach. The site is located on the northwest corner of Atlantic Blvd and Aquatic Drive. When completed, the project will include 23 multifamily townhome units in 6 buildings and a small amenity/park area. The proposed construction will consist of clearing, grubbing, removal and replacement of unsuitable material, grading, and expansion of an existing stormwater management facility on the adjacent property. PRE -DEVELOPMENT DRAINAGE INFORMATION The soil borings taken from the site indicate that it has previously been used for dumping of domestic waste. The geotechnical exploration included 10 borings ranging from 6-20 foot in depth. Of the 10 borings taken 7 encountered waste material. The waste material encountered included plastic, wood, glass, paper, and other trash material. The trash material was encountered between 6" and 10.5' depth. Refer to Report of Geotechnical Exploration by Ellis and Associates, Inc. dated 10/26/15: E&A Project No. 3719-0019. The site in pre -development is sparsely wooded and gently sloping generally to the east property edge. There are no drainage improvements on the site; thus, the runoff from the site including leachate from the waste material on site builds up until it eventually pops off into the roadway and is picked up in the existing stormwater system serving Aquatic Drive. The project site is bordered on the west by a commercial site served by two small stormwater systems. The two stormwater management facilities include popoffs which discharge to a small swale running just off the western property boundary. North of the commercial property is an existing dog park owned by the City of Atlantic Beach. The dog park includes a wet detention pond (Southpond) that is equalized with another wet detention pond that is on the church property to the north of it (Northpond). The two ponds are equalized via a 60" RCP pipe and combined receive the runoff from approximately 52 acres of commercial, residential and right- of-way. The two ponds were permitted by the SJRWMD (Permit No. 40-031-110207-1) in 2007 and construction was completed in 2008. The intent of the ponds is two fold. First, they first serve to alleviate local upstream residential and roadway flooding by providing detention volume. Secondly they provide a degree of stormwater treatment for the upstream runoff a large which is untreated water. The control structure (CS -S-19) is located on the north bank of the southernmost pond (Southpond) on the property owned by the City of Atlantic Beach. The control structure includes a 4" orifice allowing treated water to flow through a 12" RCP pipe east to a Type "H" structure (S -8 -Weir) located on the inside bank of the church pond to the north (Northpond). The "H" structure also serves as an overflow for the two ponds during larger rain events. Once the stage in the northpond reaches the top of the "H" structure water discharges into the structure, through the existing 3'x5' box culvert and into the Hopkins Creek (OUT -01). Generally, the project area in pre -development is undeveloped with mild slopes. There are 3 small isolated wetlands on the site with a combined area of less than 0.15 Ac as delineated by Environmental Resource Solutions. A 256 K' value has been used for the site area in pre -development. The developed areas upstream of the two equalized ponds have also been included in the stormwater modeling and a 484' K value has been used for those areas. The survey for the site references the North American Vertical Datum of 1988 (NAVD 88 Datum) and was prepared by Boatwright Land Surveyors, Inc. The survey is dated January 19, 2016 and was provided via cadd files and pdfs on February 2, 2016. POST -DEVELOPMENT DRAINAGE INFORMATION The project area is a small piece of a larger basin which is currently impaired for both nitrogen and phosphorus. Because of the large size of the basin, the existing equalized ponds (southpond and northpond) are not sufficiently large to provide traditional treatment of runoff from the basin that they serve, IE. 1" runoff from the total site area or 2.5" runoff from the impervious area. Preliminary design meetings were held with the SJRWMD on 01/25/16 and 02/23/16. The intent of the meetings was to discuss expanding the southpond to provide at a minimum additional treatment sufficient to serve this site while maintaining the current treatment provided for the large upstream drainage basin. In other words, use this project area combined with the City of Atlantic Beach property to provide additional treatment and detention for the basin as a whole rather than separating out this site and providing only treatment for it. A preliminary analysis was conducted comparing basin treatment efficiencies of a pond that would serve only this site and an equivalently sized expansion of the existing pond (southpond) that would serve the entire basin. It was determined that an expansion of the existing pond that would serve the entire basin would do more to address the current impairment. In addition, expanding the existing pond will provide additional stormwater detention volume. This project proposes to expand the existing stormwater pond (southpond) east into the Aquatic Townhome property and also south into the City of Atlantic Beach property to address both the issues mentioned above. The expansion will consist of a pedestrian area at an elevation just above the weir of the existing pond (3.0' above the normal water level). The intent is to serve as green space for the enhancement of the dog park and during flooding conditions provide additional stormwater detention volume. Retaining walls will be used to get back to grade. An accounting of existing and additional storage volume provided is included in these drainage calculations. The modelling and calculations provided in this calculation booklet will show that the project results in lower design high water elevations, lower post -development peak discharge rates, and lower nitrogen and phosphorus loading for the basin. However, these improvements are not proposed as a solution to the existing flooding problem. A 484 K' value is used for all areas in post -development. DESIGN ANALYSIS The hydrologic modeling for this system was accomplished using standard SCS runoff procedures and modeled using ICPR version 3.10 Service Pack 10. This project has been designed based on St. Johns County and SJRWMD criteria for post -development flow attenuations; therefore, there are no adverse hydrologic impacts anticipated based on the referenced outlined regulations. ailwater effects on the stormwater management facility are modeled via boundary stages at the outfall kation, OUT -01. The stages were conservatively chosen based on the FEMA FIRM maps and field c)nditions observed during various site visits. Ch FST S� 40 0 m SOT t; x POR 17 � -I Wxk . a SA13ALO DRIVE CORY D TRITON ROAD gm VECUNA ROAD G) 1 > 4 tr CAVALLA ROAD R NE gg R AKM k, 5k 0 PROACT BOUNDARY F5 Sid k CULVERT W z 33 55 000M N A& MAP SCALE I" = 500" 50 0 Soo 1000 FEET PANEL 0408H FIRM FLOOD INSURANCE RATE MAP DUVALCOUNTY, FLORIDA {ALL JURISDICTION,S) PANEL 408 OF 675 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ATLMTC 11IMN. 120075 0408 My OF JACKSONVILLE 120077 0400 Wry OF MFPTUNE BLACK I20079 D405 CITY OF Notice to User. The it Number shown below should be used when placing map orders. the COmmu"HY Number shown above should be used on Insurance applications for the subject community. MAP NUMBER 12031CO408H EFFECTIVE DATE Itur_ 12 encs NAVD 88 I nus is an orlicia; copy of a portion of the above referenced good map. It was extracted using F -MIT OnAjne. This map does not reflect changes Of amendments which MY have been made subsequent to the date on the title block For the latest product irdormation about National Flood Insurance Program good main check the FEMA Flood Map Store at Wwwrinc,fema. oc M CORY D TRITON ROAD VECUNA ROAD G) 1 > 4 tr CAVALLA ROAD M z PROACT BOUNDARY Hopkins Creek CULVERT 30025 30020 ZONE AE 3001 T z 0.2% ANNUAL CHANCE FLOOD DISCHARGE to CONTAINED IN CULVERT LEMON STREET OCEANWOOD DRIVE ZrJNE AE Hopkins Creek BUDDY 0 CROUT LANE lop W z 33 55 000M N A& MAP SCALE I" = 500" 50 0 Soo 1000 FEET PANEL 0408H FIRM FLOOD INSURANCE RATE MAP DUVALCOUNTY, FLORIDA {ALL JURISDICTION,S) PANEL 408 OF 675 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ATLMTC 11IMN. 120075 0408 My OF JACKSONVILLE 120077 0400 Wry OF MFPTUNE BLACK I20079 D405 CITY OF Notice to User. The it Number shown below should be used when placing map orders. the COmmu"HY Number shown above should be used on Insurance applications for the subject community. MAP NUMBER 12031CO408H EFFECTIVE DATE Itur_ 12 encs NAVD 88 I nus is an orlicia; copy of a portion of the above referenced good map. It was extracted using F -MIT OnAjne. This map does not reflect changes Of amendments which MY have been made subsequent to the date on the title block For the latest product irdormation about National Flood Insurance Program good main check the FEMA Flood Map Store at Wwwrinc,fema. oc •zE k •• er All , IL it OJECT is S ome B DARY •• foomm "me Air ter► �r � +r�r .w.r � . �r .....r�r arm � �f +!� �■ TLA CDo 4*1 -Ile 0 rl '� � �' Wit► � Connelly & WInc. QUAD MAP Planning Engineering Landscape Architecture 16-01-0006 March 21, 2016 LEGEND SOIL SOIL NAME HYDROLOGIC NUMBER GROUP 7 ARENTS A 22 EVERGREEN— A WESCONNETT 32 LEON A 35 LYNN A 71 LEON—BOULOGNE A SOILS INFORMATION TAKEN FROM CUSTOM SOIL RESOURCE REPORT FOR DUVAL COUNTY, FLORIDA PROVIDED BY THE UNITED STATES DEPARTMENT OF AGRICULTURE WEBSITE DATED MARCH 16, 2016. 22 7 71 PROJECT BOUNDARY 35 Connelly& Wicker Inc. SOILS MAP Planning Engineering Landscape Architecture 16-01-0006 March 21, 2016 *IP NIV fps" owl Ile - 3 0 o Ifi yq mia V, '77 0 A4 4C 1h z6ffl Ilk M-1, 44 , 14 r. 1p _77 PPR 00 Ak `33 01 _01 1441, 1 JE%A 'A N dd D AT 4f z. m. At p ps r. ff ke 1w io 47 I Z , r.1111�41 4w� *,Pam 611 Arg s" f Ty *IP NIV fps" owl Ile - 3 0 o Ifi yq mia V, '77 0 A4 4C 1h z6ffl Ilk M-1, 44 , 14 r. 1p _77 PPR 00 Ak `33 01 _01 1441, 1 JE%A 'A N dd D AT 4f z. m. At p ps r. ff ke 1w io 47 I Z , r.1111�41 4w� *,Pam 611 LEGEND SOL SOL NAME GROW GROW 7 AWNIS A 22 PEMCKEN– WESCOMMETT LM — 37LI L"m ' A 71 LLM=MM� i A SOU INFOWTION TAKEN FROM CUS70M SM RESOURCE REPORT FOR DUVAL COUOM, IFLONDA PROVIDED By IM UNIMP STAIES DEPARTMENT OF AGMUILTURE MEIMIE DAZED WWZN 16. 2016 - LEGEND J.E. SJRWIAD JURISDICTIONAL O.C.G. WETLANDS SOL DIVIDE LINE rarer rer DRAINAGE DIVIDE LINE 25 - --- E)OSMG CONTOUR ISOL NUMBER LEGEND SOL SOL NAME GROW GROW 7 AWNIS A 22 PEMCKEN– WESCOMMETT LM — 37LI L"m ' A 71 LLM=MM� i A SOU INFOWTION TAKEN FROM CUS70M SM RESOURCE REPORT FOR DUVAL COUOM, IFLONDA PROVIDED By IM UNIMP STAIES DEPARTMENT OF AGMUILTURE MEIMIE DAZED WWZN 16. 2016 - Designed: town: J.E. CUP O.C.G. 1 Ch eked: 0 D.C.: T.O.W. R.C.W. Date: NOYE&MR 12, NIS O W '0 0 Ld m 1. O 0 4 z Z� Ld Ld v LO m 0 M oZ W 0 Of 1" 0 0 41 z z 0 D D 'Z - - - - -< Er ------- - Z Z Designed: town: J.E. O.C.G. 1 Ch eked: 0 D.C.: T.O.W. R.C.W. Date: NOYE&MR 12, NIS Scale: 1. Sheet 4 CONNELLY &WICKER, INC. I IAquatic Townhomes I Pre -Development - Weighted Curve Number Calculations Pre -Development Area EXIST -01 -PRE - Calculate Weighted Curve Number Soil Types Land Type Acres +/- Cn Ac * Cn Type D Soils Non -cultivated: Woods (Fair) 4.1 79 325 Type D Soils Residential Area (50% Impervious) 30.7 91 2789 Type D Soils Commercial Area (75% Impervious) 3.5 94 327 Type D Soils Commercial Area (90% Impervious) 8.0 97 773 Type D Soils Roadway / Pavement 4.2 98 413 Varies Normal Water Level 0.2 100 21 Total Ac / Weighted Cn 50.6 Tc segment Tt = L / (60 * V) 92 Pre -Development Area EXIST -02 -PRE - Calculate Weighted Curve Number Soil Types Land Type Acres +/- Cn Ac * Cn Type D Soils Lawns (Good Condition, > 75% grass cover) 1.4 80 114 Type D Soils Commercial Area (90% Impervious) 5.1 97 494 Varies Normal Water Level 0.6 100 58 Total Ac / Weighted Cn 1 7.1 94 Una Area PRE -01 - Calculate Weighted Curve Number FPre-Development es Land Type Acres +/- Cn Ac * Cnoils Segment A - Sheet Flow. Overland Non -cultivated: Woods (Fair) 0.1 79 9 Total Ac / Weighted Cn 0.1 79 Calculate Time of Concentration Segment A - Sheet Flow. Overland Surface Description Woods: Light Underbrush Manning's roughness coefficient (n) (from Table 3-1 TR -55) 0.40 Flow length (L) (total <= 100') 20 LF Two -Yr 24 -Hr Rainfall, P2 (Interpolated SJRWMD Handbook) 4.6 Inches Land Slope, (s) 0.030 Ft / Ft Tc segment Tt = ( (0.007 x (n x L)10.8) / ((P2^ 0.5) x (s ^ 0.4))) * 60 4 Min. Segment B - Shallow Concentrated Flow Surface Description (Paved or Unpaved) Unpaved Flow Length, L 350 LF Watercourse Slope, s 0.001 Ft / Ft Average Velocity, V (from Figure 3-1 TR -55) 0.50 Ft / s Tc segment Tt = L / (60 * V) 12 Min. Segment C - Pipe Flow Surface Description Concrete Pipe Minimum Design Velocity (V) 2.50 Ft / Sec Flow length (L) 80 LF Tc segment Tt = L / (60 * V) 1 Min. Tc Total (Min. 10 minutes) = 17 Min. 3/21/2016 I CONNELLY &WICKER, INC. I Aquatic Townhomes Pre -Development - Weighted Curve Number Calculations Pre -Development Area PRE -02 - Calculate Weighted Curve Number Soil Types Land Type Acres +/- Cn Ac * Cn Type D Soils Non -cultivated: Woods (Fair) 1.5 79 115 Type D Soils Wetland: Pine flatwoods 0.1 93 13 Total Ac I Weighted Cn 1.6 80 Calculate Time of Concentration Segment A - Sheet Flow. Overland Surface Description Woods: Light Underbrush Manning's roughness coefficient (n) (from Table 3-1 TR -55) 0.40 Flow length (L) (total <= 100') 100 LF Two -Yr 24 -Hr Rainfall, P2 (Interpolated SJRWMD Handbook) 4.6 Inches Land Slope, (s) 0.020 Ft / Ft Tc segment Tt = ( (0.007 x (n x L)^0.8) / ((P2^ 0.5) x (s " 0.4))) * 60 18 Min. Segment B - Shallow Concentrated Flow Surface Description (Paved or Unpaved) Unpaved Flow Length, L 485 LF Watercourse Slope, s 0.002 Ft / Ft Average Velocity, V (from Figure 3-1 TR -55) 0.71 Ft / s Tc segment Tt = L / (60 * V) 11 Min. Tc Total (Min. 10 minutes) = 29 Min. 3/21/2016 LEGEND SOIL SOI. NAME "VOPOLDIMC NUMKR MMtQUP 7 ARENTS A 22 MESCONNETT 71 SOILS RiORMATKMV TAKEN FROM OATOM SDIL RESOURCE REPORT FOR MAL COUNTY. FLORA PROVIDED By THE UN sTATES DEPARTMENT OF AGMMTLXIE MM !SITE DAZED MANN 16. 2016. A - aa0 -92 - 2�1. MN. MMI :4! STORMMATER iMNAOFMENT NORTHPOND•PST ►Aqu1Y — NDRT,+PtiwD—PST S. + — MwL EL.- MOO ./- 10T. 10— + NE +- .1 D w (26 re) n... 7.0 +/_PPMW Is EL- L19 I f > 1P 61w � LEGEND —' SJRWIAD "ISDICYIONAL L�. t �5 — - - — SOIL DIVIDE LME ti irr�► a1MMMr rMr DRAINAGE DIVVE LINE �r EXISTINN1Gtltl CONTOUR t ro. e t y. #� .. L Ni/1 SO S LEGEND SOIL SOI. NAME "VOPOLDIMC NUMKR MMtQUP 7 ARENTS A 22 MESCONNETT 71 SOILS RiORMATKMV TAKEN FROM OATOM SDIL RESOURCE REPORT FOR MAL COUNTY. FLORA PROVIDED By THE UN sTATES DEPARTMENT OF AGMMTLXIE MM !SITE DAZED MANN 16. 2016. A - aa0 -92 - 2�1. MN. MMI :4! STORMMATER iMNAOFMENT NORTHPOND•PST ►Aqu1Y — NDRT,+PtiwD—PST S. + — MwL EL.- MOO ./- 10T. 10— + NE +- .1 D w (26 re) n... 7.0 +/_PPMW Is EL- L19 I f > 1P 61w � LEGEND —' SJRWIAD "ISDICYIONAL L�. WETLANDS — - - — SOIL DIVIDE LME x t irr�► a1MMMr rMr DRAINAGE DIVVE LINE �r EXISTINN1Gtltl CONTOUR t ro. e t y. #� .. L Ni/1 SO S LEGEND SOIL SOI. NAME "VOPOLDIMC NUMKR MMtQUP 7 ARENTS A 22 MESCONNETT 71 SOILS RiORMATKMV TAKEN FROM OATOM SDIL RESOURCE REPORT FOR MAL COUNTY. FLORA PROVIDED By THE UN sTATES DEPARTMENT OF AGMMTLXIE MM !SITE DAZED MANN 16. 2016. A - aa0 -92 - 2�1. MN. MMI :4! STORMMATER iMNAOFMENT NORTHPOND•PST ►Aqu1Y — NDRT,+PtiwD—PST S. + — MwL EL.- MOO ./- 10T. 10— + NE +- .1 D w (26 re) n... 7.0 +/_PPMW Is EL- L19 I f > 1P 61w � 3:. ..;*IWO x t its �r t ro. e t y. #� .. r^ Mar i k f+ 3:. ..;*IWO its t t ro. e t y. #� .. 3/22/2016 CONNELLY &WICKER, INC. I IAquatic Townhomes I Post -Development - Weighted Curve Number Calculations Post -Development Area PST -02 - Calculate Weighted Curve Number Soil Types Land Type Acres +/- Cn Ac * Cn Type D Soils Row Houses / Townhouses (70% Impervious) 0.3 94 24 Total Ac /Weighted Cn 0.3 94 Calculate Time of Concentration Segment A - Sheet Flow: Overland Surface Description Dense grasses Manning's roughness coefficient (n) (from Table 3-1 TR -55) 0. 24 Flow length (L) (total <= 100') 35 35 LF Two -Yr 24 -Hr Rainfall, P2 (Interpolated SJRWMD Handbook) 4.6 Inches Land Slope, (s) 0.020 Ft / Ft Tc segment Tt = ( (0.007 x (n x L)^0.8) / ((P2^ 0.5) x (s ^ 0.4))) * 60 5 Min. 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N 41 lflLnk�oLnWr-�r-1 1� r-: 1���ui O O N N N m OO O O ri M xOd' N M OO O H 00 ri lD O l-r- i7T S4 C' O In Ln N O N N N r -I O N -1 d' O C' 'T C rop,, F 4-J U) N M N N N N (4 N N N N H N N N N M N N N r -I ri r -I r -I ri r -I r -I .--I .--I r -I H H .-i r -I .--I r -i r -I .--I ri r -i U 9C ro O O O O O O ON N N N N O 0000 (.0 ry F4 W WW WW 0000000 c) c, r -i ric-i riri W W ro 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � C)QCC��a�arxrx QQQCaclCaQOQclIaCaQa •ri co xxxxxxxxxxxxxxxa����� xxxxx O O b Q c� wwwwwwwwwwwwwwwwwwww O o 0 $i aaaawaa,aaaaaa,aaaa,aaa, b U Cd U � wwwwwwwwwwwwwwwwwwww 'd r asa12 04 aaaaaaaaaa ro z CUOWa,aaa.wwa,aaa,a,aJaaaaa,a.aawwaa I I I I I I I I I I I I I I I I I I I I V Q r -I O1 W C) C] ri 61 00 Ca Cl ri l) OD Ca Cl ri 01 OO Ca '7.0 ri I zzo ri 1 zzxH I zzo r -i I z I w00 1 1 U100 I I U)00 U)0 Roll a, F CO aJ a F W 12L CL F CO a+ L1+ F Ul as oil x�:) xxx xxx xxx x O a°te° °tea°� aIma O 00 OO 00 0 z U) z U) z U) z co Q ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE Name: NORTHPOND-PRE Group: PRE Type: Stage/Area Pond + 1550 L.F. - Ditch with 5' bottom at elevation = 1.5+/ - and 3:1 side slopes E1 0.9 - 0.21 + 0 E1 1.5 - 0.23 + 0.18 El 3.9 - 0.33 + 0.69 El 6.4 - 0.43 + 1.22 El 6.9 - 0.55 + 1.33 Stage(ft) Area(ac) --------------- --------------- 0.900 0.2100 1.500 0.4100 3.900 1.0200 6.400 1.6500 6.900 1.8800 Base Flow(cfs): 0.000 Init Stage(ft): 0.900 Warn Stage(ft): 0.000 _ _ ---------- ______ _________ ---------- ------- Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Name: OUT -01 -PRE Warn Stage(ft): 0.000 Group: PRE Type: Time/Stage Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 7 =====Basins_______________________________________________________________________________ Node: NORTHPOND-PRE Status: Onsite Name: EXIST -0I -PRE Type: SCS Unit Hydrograph CN Group: PRE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Duration(hrs): 0.00 Rainfall File: Storm Time of Conc(min): 25.00Time Rainfall Amount(in): 0.000 Shift(hrs): 0.00 Area(ac): 50.600 Max Allowable Q(cfs): 999999.000 Curve Number: 92.00 DCIA(%): 0.00 Name: EXIST -02 -PRE Node: SOUTHPOND-PRE Status: Onsite Unit Hydrograph CN Group: PRE Type: SCS Unit Hydrograph: Uh484 Peaking Factor: 484.0 Duration(hrs): 0.00 Rainfall File: Storm Time of Conc(min): 10.00 T Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac) 7.100 Max Allowable Q(cfs): 999999.000 Curve Number: 94.00 DCIA(%): 0.00 ---------------------- --------------- -------------------- Node: SOUTHPOND-PRE Status: Onsite Name: PRE -01 Type: SCS Unit Hydrograph CN Group: PRE Unit Hydrograph: Uh256 Peaking Factor: 256.0 Duration(hrs): 0.00 Rainfall File: Storm Time of Conc(min): 17.00 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac) 0.100 Max Allowable Q(cfs): 999999.000 Curve Number: 79.00 DCIA(%): 0.00 ----------------------- --------------- -------------------- Node: OUT -01 -PRE Status: Onsite Name: PRE -02 Type: SCS Unit Hydrograph CN Group: PRE Unit Hydrograph: Uh256 Peaking Factor: 256.0 Duration(hrs): 0.00 Rainfall File: Storm Time of Conc(min): 29.00 Rainfall Amount(in): 0.00 Time Shift(hrs): 0.00 Area(ac): 1.6600 Max Allowable Q(cfs): 999999.000 Curve Number: 80.00 DCIA(%): 0.00 =====Nodes________________________________________________________________________________ Name: NORTHPOND-PRE Group: PRE Type: Stage/Area Pond + 1550 L.F. - Ditch with 5' bottom at elevation = 1.5+/ - and 3:1 side slopes E1 0.9 - 0.21 + 0 E1 1.5 - 0.23 + 0.18 El 3.9 - 0.33 + 0.69 El 6.4 - 0.43 + 1.22 El 6.9 - 0.55 + 1.33 Stage(ft) Area(ac) --------------- --------------- 0.900 0.2100 1.500 0.4100 3.900 1.0200 6.400 1.6500 6.900 1.8800 Base Flow(cfs): 0.000 Init Stage(ft): 0.900 Warn Stage(ft): 0.000 _ _ ---------- ______ _________ ---------- ------- Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Name: OUT -01 -PRE Warn Stage(ft): 0.000 Group: PRE Type: Time/Stage Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 7 ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 48.00 0.000 ___________ ---------------Init Stage(ft): 0.900 ----------- -------------------------------- ___________--------- Base Flow(cfs): 0.000 Name: S -19 -PRE Warn Stage(ft): 0.000 Group: PRE Type: Stage/Area Stage(ft) Area(ac) ------------------------------ ------- ------------------------------------ ----------------- Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Name: S -8 -PRE plunge Factor: 1.00 Warn Stage(ft): 0.000 Group: PRE Type: Manhole, Flat Floor Stage(ft) Area(ac) ------------------------------ --- --------------------------------- Name: SOUTHPOND-PRE ------------------ Base Flow(cfs): ------- ---------Init Stage(ft): 0.000 Warn Stage(ft): 0.900 0.000 Group: PRE Group: PRE To Node: OUT -01 -PRE Friction Equation: Type: Stage/Area Solution Algorithm: Stage(ft) Area(ac) UPSTREAM DOWNSTREAM --------------- 0.900 --------------- 0.5800 Rectangular Rectangular 3.900 0.00 0.8000 60.00 60.00 6.400 1.00 0.9800 36.00 36.00 6.900 0.00 1.0300 -1.520 -2.240 8.000 Use do or tw 1.3000 0.012000 0.012000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 =====Pipes________________________________________________________________________________ None From Node: SOUTHPOND-PRE Length(ft): 0.000 Name: PIPE -0I -PRE To Node: NORTHPOND-PRE 114.00 Automatic Group: PRE Friction Equation: Solution Algorithm: Most Restrictive UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Coef: 0.70 Span(in): 60.00 60.00 Exit Loss Coef: 1.00 Rise(in): 60.00 60.00 Bend Loss Coef: 0.00 Invert(ft): -6.100 -6.100 Outlet Ctrl Spec: Use do or tw Manning's N: 0.012000 0.012000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Downstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope -------------- Name: _________ PIPE -02 -PRE ----- From Node: -------------------- ---------- S -8 -PRE Length(ft): Count: 150.00 1 Group: PRE To Node: OUT -01 -PRE Friction Equation: Automatic Solution Algorithm: Most Restrictive UPSTREAM DOWNSTREAM Flow: Flow: Both Geometry: Rectangular Rectangular Entrance Loss 0.00 Span(in): 60.00 60.00 Exit Loss Coef: 1.00 Rise(in): 36.00 36.00 Bend Loss Coef: 0.00 Int): -1.520 -2.240 Outlet Ctrl Spec: Use do or tw Mannningss N: ing' 0.012000 0.012000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Rectangular Box: 900 headwall w/ 3/4" chamfers Downstream FHWA Inlet Edge Description: Rectangular Box: 900 headwall w/ 3/4" chamfers InChannel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 7 ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE ------------------------ Name: ---------------- PIPE -03 -PRE From Node: ----------------------- SOUTHPOND-PRE Length(ft): 37.00 1 Group: PRE To Node: 5 -19 -PRE Count: Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Entrance Loss Flow: Both 0.70 Span(in): 15.00 15.00 Exit Loss Coef: 0.00 Rise(in): 15.00 15.00 Bend Loss Coef: 0.00 Invert(ft): -0.730 -0.730 0.013000 Outlet Ctrl Spec: Use do or tw Manning's N: 0.013000 0.000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall =====Drop -Structures ______________________________________________________________________ Name: CS -S -19 -PRE Group: PRE UPSTREAM Geometry: Circular Span(in): 15.00 Rise(in): 15.00 Invert(ft): 0.760 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: 5 -19 -PRE To Node: S -8 -PRE DOWNSTREAM Circular 15.00 15.00 -2.210 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure CS -S -19 -PRE *** .Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 4.00 Rise(in): 4.00 Length(ft): 533.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 1.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 0.800 Control Elev(ft): 0.800 *** Weir 2 of 2 for Drop Structure CS -S -19 -PRE *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 48.00 Rise(in): 15.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 3.900 Control Elev(ft): 3.900 TABLE TABLE =====weirs________________________________________________________________________________ Name: ROAD -WEIR -PRE From Node: NORTHPOND-PRE Group: PRE To Node: OUT -01 -PRE Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 160.00 Left Side Slope(h/v): 50.00 Right Side Slope(h/v): 50.00 Invert(ft): 6.900 Control Elevation(ft): 6.900 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 7 ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE Orifice Discharge Coef: 0.600 ------------------------------------------------ Name: ROAD -WEIR -PST From Node: --------------------------------------------------- NORTHPOND-PST Group: PRE To Node: OUT -01 -PST Flow: Type: Both Vertical: Fread Count: Geometry: 1 Trapezoidal Bottom Width(ft): 160.00 Left Side Slope(h/v): 50.00 Right Side Slope(h/v): 50.00 Invert(ft): 6.900 Control Elevation(ft): 6.900 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ------------------------------ Name: S -B -WEIR -PRE From Node: NORTHPOND-PRE Group: PRE To Node: S -8 -PRE Flow: Both Count: 1 Type: Horizontal Geometry: Rectangular Span(in): 36.00 Rise(in): 105.00 Invert(ft): 3.700 Control Elevation(ft): 3.700 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 =====Hydrology -Simulations ________________________________________________________________ Name: HYDRO -005 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-005.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Fimod Rainfall Amount(in): 5.50 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 ----------------------------------- ---------------------------------------------------------------- Name: HYDRO -025 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-025.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.80 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 ---------------------------------- ----------------------------------------------------------------- Name: HYDRO -100 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-100.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 13.10 Time(hrs) Print Inc(min) ------------------------------ Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 7 ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 -------------------------------------------------------------------------------------------------- Name: HYDRO -MEAN Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-MEAN.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 5.10 Time(hrs) Print Inc(min) --------------- --------------- 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 Routing Simulations Name: HYDRA -005 Hydrology Sim: HYDRO -005 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-005.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: BOUND -005 Boundary Flows: Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run --------------- ----- PRE Yes PST Yes ------------------------------------------------------------------------------------------------- Name: HYDRA -025 Hydrology Sim: HYDRO -025 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-025.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: BOUND -025 Boundary Flows: Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run --------------- ----- PRE Yes PST Yes ---------------------------------------------------------------------------------------------------- Name: HYDRA -100 Hydrology Sim: HYDRO -100 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-100.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 7 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: BOUND -100 Time(hrs) Print Inc(min) ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE End Time(hrs): 48.00 Max Calc Time(sec): 60.0000 Boundary Flows: 10.000 5.000 16.000 10.000 16.000 10.000 30.000 15.000 30.000 15.000 48.000 60.000 Group Run --------------- ----- PRE Yes Group Run PST Yes PRE Yes ---------------------------------------------------------------------------------------------------- Name: HYDRA -MEAN Hydrology Sim: HYDRO -MEAN Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-MEAN.I32 Execute: Yes Restart: No Patch: No Alternative: No --------------------------------- Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Time(hrs) Stage(ft) --------------- --------------- Start Time(hrs): 0.000 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: BOUND -MEAN Boundary Flows: Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run PRE Yes PST Yes ___= Boundary Conditions --------------------------------- Name: BOUND -005 Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 5.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -100 Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 15.000 6.600 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -100 Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 15.000 6.600 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -025 Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 7 ICPR COMPLETE INPUT REPORT PRE -DEVELOPMENT DRAINAGE Name: BOUND -025 Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 6.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -005 Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 5.000 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -MEAN Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 4.300 48.000 0.000 ---------------------------------------------------------------------------------------------------- Name: BOUND -MEAN Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 4.300 48.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 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I z0 1 I z z0H I z z0 ri I z z O ri I z oil I m00 Roll v�00 Roll a�00 Roll m0 a4 PM aaHa] aaEM aaEM a m xx�D xxo xxx x EO HEO E-+pO E+HO E O 00 00 00 O z m z to z co z cn ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE Basins Name: EXIST -01 -PST Node: NORTHPOND-PST Status: Onsite Group: PST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Area(ac): 50.600 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EXIST -02 -PST Node: SOUTHPOND-PST Status: Onsite Group: PST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.300 Curve Number: 94.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ------------------------------------------------------------------------------------------------- Name: PST -01 Node: SOUTHPOND-PST Status: Onsite Group: PST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.200 Curve Number: 94.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: PST -02 Node: OUT -01 -PST Status: Onsite Group: PST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.300 Curve Number: 94.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes Name: NORTHPOND-PST Group: PST Type: Stage/Area Pond + 1550 L.F. - Ditch with 5' bottom at elevation = 1.5+/ - and 3:1 side slopes E1 0.9 - 0.21 + 0 E1 1.5 - 0.23 + 0.18 E1 3.9 - 0.33 + 0.69 El 6.4 - 0.43 + 1.22 E1 6.9 - 0.55 + 1.33 Stage(ft) Area(ac) 0.900 0.2100 1.500 0.4100 3.900 1.0200 6.400 1.6500 6.900 1.8800 Base Flow(cfs): 0.000 Init Stage(ft): 0.900 Warn Stage(ft): 0.000 ------------------------------------------------------------------------------------------ Name: OUT -01 -PST Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: PST Warn Stage(ft): 0.000 Type: Time/Stage Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 6 ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 48.00 0.000 --------------------------------------------------------------------------------------- Name: 5 -19 -PST Base Flow(cfs): 0.000 Init Stage(ft): 0.900 Group: PST Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ ------------------------------------------------------------------------------------------ Name: S -8 -PST Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: PST Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) ------------------------------ ------------------------------------------------------------------------------------------ Name: SOUTHPOND-PST Base Flow(cfs): 0.000 Init Stage(ft): 0.900 Group: PST Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) 0.900 0.8700 From Node: S -8 -PST Length(ft): 3.900 1.0600 PST To Node: 4.200 1.2300 5.000 1.4500 Automatic 6.400 1.5700 Solution Algorithm: Most Restrictive 6.900 1.6300 Rectangular Flow: 8.000 1.7400 60.00 60.00 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Pipes ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ 0.00 Rise(in): 36.00 Name: PIPE -01 -PST From Node: SOUTHPOND-PST Length(ft): 214.00 Group: PST To Node: NORTHPOND-PST Count: 1 Manning's N: 0.012000 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.70 Rise(in): 60.00 60.00 Exit Loss Coef: 1.00 Invert(ft): -6.100 -6.100 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Downstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope --------------------------------------------------------------------------------------------- Name: PIPE -02 -PST From Node: S -8 -PST Length(ft): 150.00 Group: PST To Node: OUT -0I -PST Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): -1.520 -2.240 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 90° headwall w/ 3/4" chamfers Downstream FHWA Inlet Edge Description: Rectangular Box: 90° headwall w/ 3/4" chamfers Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 6 ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE __ Name: ------------- PIPE -03 -PST From Node: --------------------- SOUTHPOND-PST Length(ft): 37.00 1 Group' PST To Node: 5 -19 -PST Count: Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Entrance Loss Coef: Both 0.70 Span(in): 15.00 15.00 Exit Loss Coef: 0.00 Rise(in): 15.00 15.00 Bend Loss Coef: 0.00 Invert(ft): -0.730 -0.730 0.013000 Outlet Ctrl Spec: Use do or tw Manning's N: 0.013000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall =====Drop -Structures ______________________________________________________________________ Name: CS -S -19 -PST Group: PST UPSTREAM Geometry: Circular Span(in): 15.00 Rise(in): 15.00 Invert(ft): 0.760 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 From Node: 5 -19 -PST To Node: S -8 -PST DOWNSTREAM Circular 15.00 15.00 -2.210 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure CS -S -19 -PST *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 4.00 Rise(in): 4.00 Length(ft): 533.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 1.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 0.800 Control Elev(ft): 0.800 *** Weir 2 of 2 for Drop Structure CS -S -19 -PST *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 48.00 Rise(in): 15.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 3.900 Control Elev(ft): 3.900 TABLE TABLE =====Weirs________________________________________________________________________________ Name: S -B -WEIR -PST From Node: NORTHPOND-PST Group: PST To Node: S -8 -PST Flow: Both Count: 1 Type: Horizontal Geometry: Rectangular Span(in): 36.00 Rise(in): 105.00 Invert(ft): 3.700 Control Elevation(ft): 3.700 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Interconnected Channel and Pond Routing Model QCPR) 02002 Streamline Technologies, Inc. Page 3 of 6 ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE Orifice Discharge Coef: 0.600 =====Hydrology -Simulations ________________________________________________________________ Name: HYDRO -005 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-005.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 5.50 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 ------------------------------------ --------------------------------------------------------------- Name: HYDRO -025 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-025.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.80 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 ----------------------------------------- Name: HYDRO -100 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-100.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 13.10 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 ----------------------------------- ---------------------------------------------------------------- Name: HYDRO -MEAN Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRO-MEAN.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 5.10 Time(hrs) Print Inc(min) 10.000 5.00 16.000 10.00 30.000 15.00 48.000 60.00 =====Routing -Simulations __________________________________________________________________ Name: HYDRA -005 Hydrology Sim: HYDRO -005 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-005.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 End Time(hrs): 48.00 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: BOUND -005 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 6 ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run ----- --------------- PRE Yes PST Yes ------------------------------------------- Name: HYDRA -025 Hydrology Sim: HYDRO -MEAN ---------------------------------------------------- Hydrology Sim: HYDRO -025 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-025.I32 Execute: Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 End Time(hrs): 48.00 Start Time(hrs): 0.000 Max Calc Time(sec): 60.0000 Min Calc Time(sec): 0.5000 Boundary Flows • Boundary Stages: BOUND -025 Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run --------------- ----- PRE Yes PST Yes Name: HYDRA -100 Hydrology Sim: HYDRO -100 Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-100.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 End Time(hrs): 48.00 Start Time(hrs): 0.000 Max Calc Time(sec): 60.0000 Min Calc Time(sec): 0.5000 Boundary Flows: Boundary Stages: BOUND -100 Time(hrs) Print Inc(min) 10.000 5.000 16.000 10.000 30.000 15.000 48.000 60.000 Group Run ----- --------------- PRE Yes PST Yes Name: ----------------- HYDRA -MEAN Hydrology Sim: HYDRO -MEAN Filename: J:\16\16-01-0006 Aquatic\Design\Calcs\ICPR\HYDRA-MEAN.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 End Time(hrs): 48.00 Start Time(hrs): 0.000 Max Calc Time(sec): 60.0000 Min Calc Time(sec): 0.5000 Boundary Flows: Boundary Stages: BOUND -MEAN Time(hrs) Print Inc(min) --------------- --------------- 10.000 5.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 6 ICPR COMPLETE INPUT REPORT POST -DEVELOPMENT DRAINAGE 16.000 10.000 30.000 15.000 48.000 60.000 Group Run --------------- ----- PRE Yes PST Yes =====Boundary -Conditions __________________________________________________________________ Name: BOUND -005 Node: OUT -0I -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 5.000 48.000 0.000 ---------------------- Name: BOUND -100 OUT-OI-PRE Node: Type: Stage YP Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 15.000 6.600 48.000 0.000 ------------------------------------ Name: BOUND -100 ----------- Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 15.000 6.600 48.000 0.000 _________ --------------------------------------- ----------------------------------- Name: BOUND -025 --------------- Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 6.000 48.000 0.000 ----------------------------------- Name: BOUND -025 ---------------------------------------------------------------- Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 6.000 48.000 0.000 --------------------------------------- Name: BOUND -005 Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 5.000 48.000 0.000 --------------------------------------- Name: BOUND -MEAN Node: OUT -01 -PRE Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 4.300 48.000 0.000 ------------ Name: BOUND -MEAN Node: OUT -01 -PST Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 0.000 13.000 4.300 48.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6 a Z rn N a = E n 0 LO W ci L _ o CoO Cl 00 00 00 O O N N N O O O O O O O O O O L J O Y_ (O O O CR C) LO O L p O ci U CD O O c) O O W T J a MM f) C)N M MN 08 L U ICTN pLO O O 10) N M rj p N O N O N ONU 2 _ M — d 00 r- � O - h O co oo (O f� N O N m Cr) .- 00 N coM O O N 1-: (V O N O N O N O N O (V O � L U'cl) oo 0 o0 00 00 0o 0a 00 o000a 0 0 0 o 0 m CL p LO 0 LO M O NO O L.Q 04 N O M O N M O M O �c=i � 0 O O O O O O O C=j O O O O =N N N N N N N C%4N N C r O O p � O p p O O O p O O O O O O O _o - a � N c co CN = a Qco �_ N N �- p r (-q O N O M O 0 O U) •- N O 0 O 7 O U) C) O Z O J � � O O O I lul O O O O O O O O O O O O O O O o O L O C O O tf) O coM O cow co O 00 O N (O CO O O M N -q co O J'd' u 0 to 0 "t 0 N 0 (O N q CO ►O (O co � O Lo O tf) QVi L Ur W to N co 0 N 0 co 0, O O CO O CO M N (O M (O �t M (O st CO J 2 CO OOM N cc O` C N M M p LO Lo ti OO cM O 0 O 0 co d � M 0 � �-q flUN) Lo 0 N 0(O N q M CO M � O LO� O �t (O M 6Q W m n > U sZ t� M CO M co (O O Q (O r- O (O O (O(o d co (O d M co co (o d d L (o i O (o 1p O (q p p p N Li O N p p (p (6 (O (O W Z W p p N � M � 00 p M rn O o O 0 .-. a ry No 0 0 0 0 0 O v � C G j ^ a N O) to O O C*4 T7 00 p M p c' O O O d O F- U co O O O p p O O O `' = M LO T7 CR ce) Cl)vI _ M 4 �LO (D L(j to (O —'IT ^ co `S N O M O J C M LO � N nj (V M F- � nj N ^ N N N p p O p O > N 00 N ►n C5 N ti O T- F- E 07 � N 1` N N N Q ^ Q N I� r M �- O N M O O S M r 0 00 0 O to 0 co 0 00 0 r 0 0 CO 0 0 O 0 r 0 N O N O O 0) 'T O O O 11 O t a0 O co 00 d Lo O O O O O O O 0 0 0 0 0 0 O O O o 0 c) 0 0 0 O Q U O O O O O O O U N W p 0 0 0 O O O O O O 0 h 0 � 0 I-- O 1` O � O 1- O 1, O I� O 1� O ti O I� O O ti O O O ti O O ti Q U t` ti ti O O I-- O i- O O O 1- O O O O 0 0 0 O O O O O O O O O O O O N p> C Q � O O M O O 1` Lo CO O 0 O 0� O N OO N� 11, 00 N p N d r O 0 0 0 0 0 0 0 0 CO � II U Q p O � CN 0 Lo 0 ao oo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66 0 0 (O O O O O o p � � L co co a0 (f) W) 00 N 9 r- CD 0 N U J O N T- N LU Z O Z Z Z t E F- W a} CQ W Z W F- CL W �" U p Z Z Z c Z N a}}- W J Z~ U J Z _� Z V Z Z LO } in Z p in Z fn Z H v a ~ v .CD (n Z 7 d N 0 N r M 0 N O M ►!7 p Ce) f- O l? F' I�- O (D a0 U) F- cn coF- O 1;91 U) O U) O Q CL F- J cn ui E" F- 6 (n �- cn cn cn cA ? CL O N M _N W O c6 C)rn 0') � � V O O : O O o a U ciO _ = 000 v c L 0 000 ~ r N U C O O I- N O � + Q O r O O O r O Q v o o 0 0 0 0 CU w o 0 0 0 0 0 0 0 0 0 0 0 0 N N d N O N Q Q U o 0 0 0 0 0 s La a N L.L J LO N o z Q a w¢ U F' b n } -jQ F- Z in > Q o 3 .- �- 0 N N �- o Aquatic Townhomes - Existing Residence Time Calculations Wet Detention SMF Data Summ Total Permanent Pool Provided Connelly & Wicker Inc. '.onditions Northpond 3.09 Southpond Feet Calculate R coef. . for Permanent Pool Volume Calculation 20 In / Hr = Permeability: for soil located near backslope of SMF FK RO = Runoff (inches) _ (( P - 0.2S) ^ 2) / (P + 0.8S) = Assume Hydraulic Gradient (Slope of Groundwater) 1.0% 71 P = Rainfall (inches) = Mean Annual 24 Hour Maximum Storm Event SF 5.1 Inches S = Potential maximum retention after runoff begins (inches) _ (1000 / CN) - 10 Backslope Length Assume Groundwater EI (Based on County Soils survey) 1.9 Area Height of Groundwater = Groundwater EI. - Normal Water EI. 1.0 RO coef. Q (groundwater inflow) = KIA Description (DA) (Ac +/-) CN S RO = RO/P (Area) * (RO coef.) Normal Water Level 0.8 100 0.00 5.100 1.000 0.7799 Residential Area 30.7 91 0.99 4.079 U. 24.52 Commercial Area 3.5 94 0.64 4.407 0.864 3.01 Commercial Area 13.1 97 0.31 4.747 0.931 12.16 Collector Roadway 4.2 98 0.20 4.863 0.954 4.01 Wooded Area 5.7 80 2.50 2.980 0.584 3.30 47.78 Totals 57.8 Calculate Volume of Surface Runoff during Wet Season Rainfall = Normal rainfall depth from June 1 st to October 31 (inches V = (Area * RO coef.) * (rainfall) / (12 in/ft) 31 Inches 123.44 Acre -Feet culate Groundwater Infiltration into SMF 20 In / Hr = Permeability: for soil located near backslope of SMF FK = Assume Hydraulic Gradient (Slope of Groundwater) 1.0% A = Area of Inflow (Backslope Length x Height of Groundwater) 500 SF 500 Feet Backslope Length Assume Groundwater EI (Based on County Soils survey) 1.9 MSL Height of Groundwater = Groundwater EI. - Normal Water EI. 1.0 Feet Q (groundwater inflow) = KIA 0.002 CFS Calculate Volume of Groundwater Inflow during Wet Season: Estimate of Groundwater Infiltration into SMF (See calcs from previous page) 0.002 CFS V = QT = Total CFS * 153 Days * (3600 * 24) / 43560 0.70 Acre -Feet 7=Evarporation e Volume of Evaporation during Wet Season during wet season = ( 5.17"(June)+3.90"(July)+4.66"(Aug.)+3.46"(Sept.)+3.96"(Oct.))urce Walsh & Alblryn, 1985) 1.391 Inches V = EA = (Evaporation * NWL area) 1.391 Acre -Feet Average Net Daily Discharge from System Average Net Daily Discharge = V( Runoff + Groundwater - Evap.) / 153 days 0.80 Acre -Feet / Day Calculate the Residence Time Provided Total Residence Time Provided 3/23/2016 86 Connelly & Wicker Inc. Top of Bank (Min. EI.) Proposed Weir Aquatic Townhomes - Existing Conditions Residence Time Calculations 57.8 Ac +/- Northpond 0.79 Southpond Normal Water Level Elevation 0.90 MSL Area (Ac.) 0.41 0.32 0.21 DetentionSMFDataSummary Volume (Ac -Ft) 1.70 0.79 0 0.82 FWe—t 7.50 3.90 0.90 -6.10 Southpond Area (Ac.) 1.12 0.83 0.58 0.07 Volume (Ac -Ft) 5.61 2.11 0 2.28 3/23/2016 Storm Water Management Facility Data Top of Bank (Min. EI.) Proposed Weir otal Drainage Area to SMF 57.8 Ac +/- Area at Normal Water Level 0.79 Ac +/- Normal Water Level Elevation 0.90 MSL Storm Water Management Facility Data Top of Bank (Min. EI.) Proposed Weir Normal Water Level Min. Bottom EL. 6.40 3.90 0.90 -6.10 Northpond Area (Ac.) 0.41 0.32 0.21 0.03 Volume (Ac -Ft) 1.70 0.79 0 0.82 EL. 7.50 3.90 0.90 -6.10 Southpond Area (Ac.) 1.12 0.83 0.58 0.07 Volume (Ac -Ft) 5.61 2.11 0 2.28 Aquatic Townhomes Date: March 21, 2016 Catchment and BMP Calculations - Existing Conditions Catchment 1 Calculation Basin Description Sal's Marble & Tile Advance Auto Parts Cornell One Scheidel Court 1 I -: a_-1 r&-&- n..,+ (biro VIII�GW JL4 tea...+ � Total: Catchment 2 Calculation Basin Description Mayport Road Forrestal Circle Saratoga Circle / Cornell Lane Pier 1 Imports / Kindercare Atlantic Self Storage Sunrise Community Church Wooded Area / Grassed Area PRE -01 Total: Catchment 3 Calculation Basin Description PRE -02 Tota 1: Total Post - Development Catchment or BMP Analysis Area (Ac.) 0.57 0.74 0.71 1.86 A Sf 10.44 Total Post - Development Catchment or BMP Analysis Area (Ac.) 4.21 12.00 18.65 2.38 1.40 3.48 5.17 0.11 47.40 Total Post - Development Catchment or BMP Analysis Area (Ac.) 1.VV 1.60 81.9 5b.y70 U.00 L.JJ Provided Post- Retention Depth Retention Depth (Inches Treatment Weiahted Post- Development Weighted Post- 4.5 Volume Development Non DCIA Development Estimated BMP Provided DCIA CN Percentage DCIA Percentaae Area Ac. Ac. -Ft. 4.4 95% 5.2% 0.053 0.212 5.7 95% 6.7% 0.04 0.15 5.9 27/0 1.8% 0.121 0.15 15.7 26% 4.6% 0.194 0.182 nA 81.9 5b.y70 U.00 L.JJ Provided Weighted Provided Retention Depth Retention Depth (Inches (Inches over the over the Watershed Watershed Area Area 4.5 0.24 2.4 0.17 2.5 0.17 1.2 0.21 9 C n 47 Comments: How data obtained. Stormwater Calculations dated 2/3/00 taken from SJRWMD Site (Permit No. 63036-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Photography Stormwater Calculations dated 1/31/03 taken from SJRWMD Site (Permit No. 86847-1) Stormwater Calculations dated 6/30/04 taken from SJRWMD Site (Permit No. 94505-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 84.9 27.1% 1.13 3.86 Refer to Drainage Calculations in this BOOKiet Post- Post- Average est- Weighted Post- Average Weighted Post- ost- Weighted Post- Development Weighted Post- Estimated BMP Residence Annual Percentage opment Development Non DCIA Development Percentage Estimated BMP Area Ac. Residence Time (Days) Comments: How data obtained. )CIA CN DCIA CN Percentage DCIA Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 80 7.1 95% 8.4% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 87 22.0 15% 3.8% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 87 34.2 15% 5.9% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography / Drainage Calculations in this Booklet 80 4.0 49% 2.4% 0.80 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 80 2.4 95% 2.8% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 87 6.4 50% 3.7% 0.33 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 79 8.6 0% 0.0% 0 Refer to Drainage Calculations in this Booklet -70 n ) 0% 0.0% 0 84.9 27.1% 1.13 3.86 Refer to Drainage Calculations in this BOOKiet 80.0 0.0% 0 0.0 Post- Average est- Weighted Post- Development Weighted Post- Annual opment Development Non DCIA Development Estimated BMP Residence )CIA CN DCIA CN Percentage DCIA Percentage Area Ac. Time (Days) Comments: How data obtained. on szn n 0% 0.0% 0 0.0 Refer to Drainage Calculations in this Booklet 80.0 0.0% 0 0.0 y y j 2 s �+ o E m Rt Ln w r-:+ `o E O m a) r, o m Ln L L rI N M Ln .--1 Ln L L N W N rl .--I r1 Ln < _ O O O O N M _ O O rl C) C) C) C)< GJ y 0 0 0 0 0 0 'N y 0 0 6 6 0 0 0 0 3� 3s cc y y pE Ln Ln O r, Ln p E o r, r, Ln Ln Cn -i . L It R* N N Ci' L N N N R* Rt N O C M M Ln M m N M M M fM rt Ln L O o 6 6 0 ' O O O O O O O C a a C •a C tu wQJ E r -I O Nm C)0 O ;; d E t,o ,4 -r -I r -I r\ r, c L M N LA "D O m L Z5 N r1 N N OC) M C r -I r1 rl m m m 22rl Ln W e -I O O O C r4 r-4 3Z 0o0o0o0C tm C C IE oomoC)IE 0000000ocr\ r\ O O Cao 00 c C) C) N O 0 C CO O O CN � r1 N C N N N N N QJ ri N N N N ri O C O O Z Z •3 _ •3 _ 0 1 2 LuM T _ o •, y L L •L y •L •L w cu CL) M L L f{3 1 0 0 E E 0 >' E E O O p N U U f° LU U W to sc U U U x E to W S 0 Cl) a) v s 0 m C C N 0N O f d t t d oA bo M aA 40> p CU t 4 y y c s CL a° _ - c m Q c m a o E o a`°r v o E o a`°J o Ln d c Q Ln r- r, 0o Ln d d c Q N o m rNi ate+ d y O O O ri to QJ y� rNi CO N r1 M Ln C E •y •y C V Q 'a C V +° 0 C ~ cu ro c � m aJ c Q • J L U W C v — u :3 _0 yV) •p a+ U N O v Yc 4N C U it 1-1 O C N V CZ O L `^ V v `� t% E m 3 fL.i V .L O N .L O i i tf' Eo a) F- m V = vvi -0 Q U ate-+ h CC U U C- cn O Q a, d � O N a, eu U ro t -0 C s C:r 0 r1 c Q C V m Ln Q U ci D V m L cn a Q cn o ,I -'T cn ) N tCD v, N k 0 y L c .= c L 3 0 L M a c A y .c £ c u C C c L i IL J s tm 4) a=, E o L O a L r 3 =sc Z tu IEa ra,0 co O Z 3 c V 'C in _ 2 Z J a W .� e E ,� z O -oL 0 G a� D a y s: o - a - a c m Q o E o L c CL cQ C ar' E y V Q )100 �o It.0 Connelly & Wicker Inc. Top of Bank (Min. EI.) Proposed Weir Aquatic Townhomes - Proposed Conditions Residence Time Calculations 59.2 Ac Northpond 1.08 Southpond Normal Water Level Elevation 0.90 MSL Area (Ac.) 0.41 0.32 0.21 0.03 Volume (Ac -Ft) 1.70 0.79 0 0.82 EL. 7.50 3.90 0.90 -9.10 Southpond Area (Ac.) 1.12 0.98 0.87 0.10 Volume (Ac -Ft) 6.57 2.78 0 4.85 Wet Detention SMF Data Summary Top of Bank (Min. EI.) Proposed Weir Total Drainage Area to SMF 59.2 Ac Area at Normal Water Level 1.08 Ac Normal Water Level Elevation 0.90 MSL Storm Water Management Facility Data 3/23/2016 Top of Bank (Min. EI.) Proposed Weir Normal Water Level Min. Bottom EL. 6.40 3.90 0.90 -6.10 Northpond Area (Ac.) 0.41 0.32 0.21 0.03 Volume (Ac -Ft) 1.70 0.79 0 0.82 EL. 7.50 3.90 0.90 -9.10 Southpond Area (Ac.) 1.12 0.98 0.87 0.10 Volume (Ac -Ft) 6.57 2.78 0 4.85 Aquatic Townhomes Date: March 21, 2016 Catchment and BMP Calculations - Proposed Conditions Catchment 1 Calculation Basin Description Sal's Marble & Tile Advance Auto Parts Cornell One Scheidel Court United States Post Office Catchment 2 Calculation Total Post- Develoament Catchment or BMP Analysis Area (Ac.) 0.57 0.74 0.71 1.86 6.56 Total: 10.44 Basin Description Mayport Road Forrestal Circle Saratoga Circle / Cornell Lane Pier 1 / Jiffylube / Kindercare Atlantic Self Storage Sunrise Community Church Wooded Area / Grassed Area PST -01 Total Post= Development Catchment or BMP Analvsis Area (Ac.) 4.21 12.00 18.65 2.38 1.40 3.48 5.41 1.24 80 87 87 7 81.9 Weiahted Post - Development Non DCIA CN 6.9 21.4 33.3 3.9 2.3 6.2 8.8 2.0 56.9% 0.88 1.53 12.0 1.76 Comments: How data obtained. Stormwater Calculations dated 2/3/00 taken from SJRWMD Site (Permit No. 63036-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Photography Stormwater Calculations dated 1/31/03 taken from SJRWMD Site (Permit No. 86847-1) Stormwater Calculations dated 6/30/04 taken from SJRWMD Site (Permit No. 94505-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Phntnarnnhv Post- Post- Average Treatment Provided Weighted Provided ost- Weiahted Post- Development Weighted Post- Estimated BMP Volume Retention Depth Retention Depth (Inches opment Development Non DCIA Develoament Estimated BMP Provided (Inches over the over the Watershed )CIA CN DCIA CN Percentage DCIA Percentage Area Ac. Ac. -Ft. Watershed Area) Area 80 4.4 95% 5.2% 0.053 0.212 4.5 0.24 80 5.7 95% 6.7% 0.04 0.15 2.4 0.17 87 5.9 27% 1.8% 0.121 0.15 2.5 0.17 88 15.7 26% 4.6% 0.194 0.182 1.2 0.21 80 50.3 61% 38.6% 0.47 0.84 1.5 0.97 80 87 87 7 81.9 Weiahted Post - Development Non DCIA CN 6.9 21.4 33.3 3.9 2.3 6.2 8.8 2.0 56.9% 0.88 1.53 12.0 1.76 Comments: How data obtained. Stormwater Calculations dated 2/3/00 taken from SJRWMD Site (Permit No. 63036-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Photography Stormwater Calculations dated 1/31/03 taken from SJRWMD Site (Permit No. 86847-1) Stormwater Calculations dated 6/30/04 taken from SJRWMD Site (Permit No. 94505-1) Site Visit 3/14/16 & Approximate areas taken from Aerial Phntnarnnhv Post- Average Development Weighted Post- Annual DCIA Development Estimated BMP Residence Percentage DCIA Percentage Area Ac. Time (Days) Comments: How data obtained. 95% 8.2% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 15% 3.7% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 15% 5.7% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 49% 2.4% 1.06 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography / Drainage Calculations in this Booklet 95% 2.7% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 50% 3.6% 0.33 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 0% 0.0% 0 Site Visit 3/14/16 & Approximate areas taken from Aerial Photography 67% 1.7% 0 Refer to Drainage Calculations in this Booklet i otar 48.17 84.8 28.0% 1.39 6.91 Refer to Drainage Calculations in this Booklet N N V ` 7 :r o Ix E rn *t Ln w r -°r o E m c, Ln r, O M cD c L L— -i N M Ln ci Ln L L � W N c I ri c -I Ln r O O O O N M N W O O .-I O O O O C 3 0 0 0 0 0 0 0 3 s ;E o 0 0 0 0 0 o c CL m a N N `p E Ln Ln O r- Ln `p E o r, r, Ln Ln orn i c L M M Ln M r-4 r14 M L N M M M Mr -i Ln L 0 0 0 0 Cl 06 O O O O O O C aM cc 0 7 c °J d E 7 d N O1 N C71 CN t C r-+ O N m m 0 °� L M� Ln LD O m L .4 O m r -I t.0 00 M L c -I r -I r -I M Ln M r -I Ln r" r -I O O O C 3Z;i0000rAr-4 3Z=0000000c 0 0 C c M M 0) O O M O O IE 00 000 0 00 Cr-,r� O O W 00 c Rt A N O ICTc lD OO�� ri NC N N N N N d09 r -I N N N N r -I O C O O Z Z 0 O N •L •L •L N •L •L •L 'O N E E E ' E E E 2 3 2 O O E E O> E E oO o 0 a, W U U f0 U W m m U U U X f LL E C C C1A E _ to h c ,n � 0 N N 4, O C � t t >s s 3 dD WtW C 40 4A O > IA 00 d D C m Q c an Q CO Q v O E O ' r -I O d � `Co � O Ln 00 O 00 i Ir CL 00Ln acLo LrN. m�vtI p d N O O O r -I lDCp d N C14 00 N r 4 M Ln c IA o > E '� o E '� o ~ p u m u a v a c 41 O V O ~ CU rtis C. Q CL ` 0 u 0 J -� c U NO N CU N 0 N 1 4- O V Y CW c — c V N V \ fO 0 rj p CO O f- n- a0 ea O v 0 \ co O N V u u 5 Ln E c>3 O c Tq �L CU � CV +�-+ N 'L, m ' L > E 0 eou c y�Q �U� c Hocuu�ln OQ a� d O N d d U -O 3 V C N a C Q 0 _C'Mpd V CO Ln Q u L% D u m U- N C1 Q Ln a I+ m > M ;o r -I CD > 00 > r -i N M ` t t E n Lr 3 0 s � a N L LE c n Lf C C c L i a 'i = IX E ty O r\ tm Z � J _c M — Cr r\ d E nC O air Z N C u .> W m c N LL E 75 p d CV O H 0 a IO M N N ILn N O APPENDIX i 25 20 15 10 co co 0 Q z W W LL Z Z O p Q W .i W 5 0 1611 -10 -15 -20 25 20 15 10 A 0 -5 -10 0 1000 2000 II 3000 4000 5000 6000 1000 8000 9000 11000 12000 13000 STREAM DISTANCE IN FEET CONFLUENCE WITH PABLO CREEKIINTRACOASTAL WATERWAY w W .J U. 0 0 0 J U. Y W uj tj co _Z Y 0 s C.3 Z W CD a Z J CD co E- c Q = LD cmo v Z ED J � CD j ccW m W J Q cc W Im W LL. Ir DRAINAGE ANALYSIS AND STORMWATER MANAGEMENT PLAN for SAL'S MARBLE & TILE OFFICE/WAREHOUSE COMPLEX AT ATLANTIC BEACH, FLORIDA prepared for: DBA SAL'S MARBLE &TILE INSTALLATION SJRWMD Submittal February 3, 2000 CWI Project No.: 9901-38 prepared by: 4A k � RECEIVED CONNELLY & WICKER INC. FEB 1 `l 2000 1711 5th Street South S J R Jacksonville Beach, FL 3225 AX (904) 249-7995 9 Fax (904) 241-1126 J ea . rockmeier, P.E. Florida P.. Number: 54561 1&f11100 t Iti, i i 1 1 1► 11; 1 .lel l I t�j'ti •4 .v \` •�',+; 1 t t1 tl 1, 1 4 1 ijl we 10, @mow ire y VACANT vi IN. r �-� tt 2"A 7A20. '► i 1� 1 `mr 11 W—NO 4 it till w It i itillt � � ... tt r � fur 4ppm ur..a ' i► ' Qw'Xi A0. 7. `.. �i ` + - l oft .` SSS •�� } { •�v �.iw NONE morn ago"X11 /� .y 1 1 t 1 1 I . t 1 POST -DEVELOPMENT MAP SCALE: 1of=40' � CON N ELLY & WICKER INC.SAL'S MARBLE & TILE 1711 SOUTH FIFTH STREET JA-eKS'Ot� MLLE -BEACH; f�-ORtDA 322WFNo: 9901---3& f�f4a 1 r- Connelly & Wicker Inc. Comp. By. NEB L4 Job No.: 9901-38 Checked By: SAL'S MARBLE & TILE Atlantic Beach, Florida Drainage Areas: D.A. 1 24,830 s.f. 0.57 Ac. D.A. 2 11,640 s.f. 0.27 Ac. Total and PeNiou 36,470 s.f. reas: 0.84 Ac. ' 2 Prnnosed Imnervio�s Impervious: Tot. Area Tot. Area Description: (sf.) (ac. New PavemenUSidewalk 11,900 0.27 New Building 7,870 018 0.00 Total Impervious area: 19,770 s.f. 0.45 Ac. Pervious Total 16,700 s.f. 0.38 ac. eLunoff coefficient: DA -1 Area Tot. Area "C" Md "C" Impervious 19,770 24,830 0.95 0.76 Pervious 5,060 24,830 0.20 0.04 0.80 Runoff Coefficient DA -2 UNDEVELOPED 0.20 Curve Number Estimate: DA -1 Area Tot. Area Cn Wtd "Crn" Impervious 19,770 24,830 98 78 Pervious 5,060 24,830 79 16 94 Curve Number DA -2 UNDEVELOPED 79 Time of Concentration (Tc)1 Peak Rating Factor (K): Drainage Areas• Peak Rating Factor N Tc (min) D.A.- 1 484 10 D.A.- 2 323 53 ►� r r Connelly & Wicker Inc. Comp. By: NEB Job No.: 9901-38 Checked By: SAWS MARBLE & TILE Atlantic Beach, Florida Detention Pond w/ Underdrain Elevation Area Area Storage Percolation (ft.1 (s_f_1 (An-) (An - -ft-) (c_f_s_1 3.0 2,310 0.053 0.000 0.000 4.0 2,310 0.053 0.053 0.000 5.0 2,310 0.053 0.106 0.000 5.5 2,310 0.053 0.133 0.000 6.0 2,310 0.053 0.159 0.000 6.5 2,310 0.053 0.186 0.000 7.0 2,310 0.053 0.212 0.000 7.5 2,310 0.053 0.239 0.000 8.01 2,310 0.053 0.265 0.000 Required Treatment Volume: 0.071 Ac -ft. Design Treatment Volume: 0.212 Ac -ft. 7. Post Development Discharge: St. Johns River Water Management District Storm Routing Summary: Post -Development Discharge Rates 25 yr Mean Annual 24 hr 2.17 cfs 0.26 cfs B.T.M. Treat. Vol. T.O.B. 9 6 847='.A iy DRAINAGE ANALYSIS AND STORMWATER MANAGEMENT PLAN for CORNELL ONE SUBDIVISION St. Johns River Water Management District / City of Atlantic Beach • Submittals ATLANTIC BEACH, FLO Prepared for: C.��/' Beaches Habitat for uman $ 04 10 D3 service January 31, 2 J$x 5JRACenter CW1 Project No.: 0301-09 Prepared by: ISSUED ►. 'FEB 0 3 2403 CONNELLY &WICKER IMC.. C4NNE.LLY 8. WICKER INC. 1711 5th Street South Jacksonville Beach, FL 32250 249-7995 • Fax (904) 241-112 r Q Y Q L - Ricfi•ka t. *elih 1�1 E L It".• • . • L s: STORM SEWER STRUCURE TABLE S70RM I M.K6 HDPE PIPE O 0.401 �5 BDY-POA (UNOBSTRUCTED) r 9 L.F. 6' PERF. 1/2. WON w u3B�s 00' ( S 9" ' 00' ELD hG' S68�4t' 6' 75.00' FIELD) 1 HOPE PIPE O 0.451 C G N , a 23 " S, - _ 44' _ _ 7 ALM .6• P a ,•P f., N.W 4.29 (4- _ stORll Y.KI $T $, 1' ;'�iFR OA, 'SJSI rJAK 1, 5 ^ ':RONCAP EB3672 •P� • _ 12* wAl!i R //�� Q 4.34 y1p� tt 2 SANV 32 P'N: %NE II i 46 L.F. 6" PERF4 )46 L.F. -61 O,o• PINE HPE PIPE O 0.451 aoAN HDPE PIO 0.451 . o' PINE III 15' DRAINAGE EASEMENT: QAK g PV+F 5' DRAIN GE I I o25' UVE 0" 6• PPIE' /r i(r 21' ` iiia- SCRUB OAK {}e tltp�j sc EASEME T 4F. - 6" PERF. PC -AZ PINE to' sc, :AK' x1o' SCaue 0"0, s E PIPE CN = 89 s e oAK a ttnu p (NOBSTRUTE I11'11HDA SWARF 2 o CN Af34 SWMF #1 - - C• i� B °" NOTE 1 . " � scRea wK - �I 0.38 A 0.33 AC. 41 'I j j %,Y PAu; �4: t fie g 0 FFE=12.50 -;` 12Y OAK FFE 12.3 2 AIV CAA {}+r OAK 11' ii: E A 11' sONue r t INA . s 2m rA � : a� .I I 1 � n• � T , ' FFE=12.5Y1B 1 3 C.7 ' WATER OA" �' L• 0 8• fq'E .Q. {} v 22, ,M! .".SAVB DRu �?'' A'AsF e� v21 I i 1 ,9 :INF FFE=12.50 INV. - 5.25e U e' A E z�' A Zx P'Nf 22' I I t0'x 'RIP -RAP A Sa1W " }6 r"Ros OAK 2 "II -1 OAK 07 Ski:l! U•:\ 64 L.F. 6" PERF. Pi ,� I I I R RUBBLE I r.x SC oe OAK i79 S HDPE PIPE O 0.401 _J 1+2 PNF C� X c- SCMM OAK YyB OAK TOTALL ROUTEORUNOF x ( f3'' "TIE C. C.O. f} R / �' SC A INV. - 5.25 P'" AtF� .i A1A NEW CON ETE- FLUME- /X 5-- a f, 1IPP sLx 9' wA+ER OAJ I,. PINE '�•nr-1�. 11 r Sl71UH OA" +r AlM 5 (SEE` DE L, SHT. 5) a sae wx {}r san a oAK • scEn a o {}B' san B OAK ,� � v` o _ INV. = 6.80 I � '` ..- 5 �' ••`. P7PE rN/GPS i - PA14 iYtO' PIN 16• CI 1 i i 'S r 5txlud OAK 9 OAK V W 9' SCPUB cAK,1 .t # 'f 1 - R 7:R 11.5 Iry %, Y"n^1tW-•i.'Af �,f -, X +'•/f 6 Sf7uB O •, - � .rkU(1'ORK 1~•• ��° ry �- �68'49 57 W 75.00 �Fl LD 7 00 FIELD _ N68'4!'15"W 83' FIELD N6 '4 sy��W 4 _ x _ _ _ _ - "��i "� _ ( 8 5 0 68'45'QO W 07.86 FtElp r a �F ET 1/2, t om EX w.M. ._ _ o o' uT1uTx_. _ _ ,�C� b ( j /CAPx rroN roP_wcK :,RB _ 1 EASEMF�NT 25.17' o f} -- __-- ��_ p ^ - EDFE�i'A\''�4CNT <.. -_ 4.49 9 CN=(FIELD) _P0-A3 \'h� �j� 6• IIIN, - B• POW 7PINE . _ -PRK 10' PNEO70` NA TER f.AK Q7 ___.c,t••. __.-__._ - _,-w,_�_ __ .... . __..,y__..___ --.__ - ._�,. __-..._. _ _.. G .� \ �'�' '�,' �'�� 11 A0 4 - 9' P-NF0 O `. C Q R ELL LANE - ----- --- - - --- - _ �� ` -+ - - + y' r P"I U ' jJ t- PMC BDY-PUBJ h a*- vfj A, 50' RIGHT OF WAYPC- o• DROP INIi,.t p t -7 11' P0-13 EX 12' _. _ WTOP- 10.23 0 p EX. SANITARY M.H. EK 1 �� f•S - " - H.WV. \ "3�� . CHI y 2 sAN c� a.r.K a LURe - s Wv.a e ° ^ n9A " 17.60 ) ..�. .. _ ..». -1.1 O' *YAN Y UVL OAK 'RIFLE 12' Oz 0.24 Ac. 7- PINE e- LlVt: OA. {} wV. 12- SE . 0.6s a y _ EX 1 f}e P" ro .7- {} WV. 0• S .4.32 , :: y �N - _ �'' -- ed i # 9• PINE 6' Rji•►•E {}^ } 7RfiP�U i,• n / NV, Ir SW • 3 - - h -- 1S' PA " LIVE OAK. I(. 0.68 07 1-•�- _- �i� EX t2 i i - L \ O• ° wv. 12' NN . 0.66 + ., _ l - _..._. _� h� - g tie• i,:E k J� 6• P,a �/ \^ -$� i mt sANI,ARr Y.H. +` 0 ,INN 10. SCIH;9.4..K P:.,E 0 7' PINE •�} 8- PM1E V 1 Y 4owMB' -6►- iiYE/- giw6N CoNr•RET[ A/.LK w BENCHMARK ONTRACTOR TO SET NAIL & DISK, L.B. 3672 I I \ \ / TRANSITION. NEW die• IN SIDEWALK w^c I 1 �� , r n CURB TO MATCH ELEV. 11.11 (NGVD) o \} - '� •' • O' U' .. -- _•- ary �? •' PML � EXISTING CURB or k _ I EXISTING CURB AND GUTTER k ° Jr Pw:a" TO BE REMOVED AND NEW \ _ Y VALLEY GUTTER MATCHING EXISTING GUTTER SLOPE \' A�' TO BE CONSTRUCTED h .r LEGEND 0� '�v •Y -x - - >< ,e• ` ------ - _ - = EXISTING STORM SEWER 7 r, -EX ;~:- - EXISTING SANITARY SEWER t - - -Ex. W.U.- EXISTING WATER MAIN - EXISTING CONTOUR EXISTING SPOT ELEVATION 0 e' ,NE EXISTING TREE 1 NEW SPOT ELEVATION is NEW CONTOUR x r PINE EXISTING TREE TO BE REMO% a UD NEW NEW UNDERDRAIN ST.S. NEW STORM SEWER SILT FENCE tiro 6•le� �� DRAINAGE DIVIDE PC -A2 BASIN NAME CN = 79 CURVE NUMBER 0.44 AC. DRAINAGE AREA BDY-PO BOUNDARY NAME signed Released For Construction r , T onnell &Wicker Inc. •"""" Project No.: Drawing c�c Y CORNELL ONEc. Drawn BTP By onsulting Engineers ' ;4 .";F, •�,��}F�., 0301-09 ChockedCEIc Thle'ervaify >, mo property of Comany « �* � 1711 South 5t Street PREPARED FOR GRADING AND DRAINAGE PLANode : ata Is net to e6 rBp o&,o d or oviw to "0 err TTI Jacksonville B Ch, Florida 32250 1 �o .-7s r %; D.C. part It w not to e• M -a m my other pro}et p+a'. (904) 2 s r A'r F 4F 1' as 20r49-79 5 Fox: (904) 241-1126 BEACHES HABITAT It�IARD`'Cn:�ll� . �'+, Dgt6 : BEK M to a rohw*d on rtp,t-t. C.A. No.: 365 o. Date Revision B P.�: ' ' 'r JAN. 2003 Sheet 3 of 8 STIR. TYPE ELEV. INVOTS REM S ATLANTIC BEACH VILLA UNIT No. 2 NOTE #t:: CORE HOLE IN EXIST. 50' DRAINAGE*EASEMENT I IDRAINAGE* .30 12" HDPE INV. 5.30 TkVC4D) I LOT s (l CORE HOLE INIEXIST. STR. (UNOBS I I LOT 12" HDPE INV. - 4.60 LOT 8 I i3 L.F. 12" HDPE LOT 9 1 12 NriOPLAST DRAIN BASIN 10.90 N 12 S) 6' :� .6.50 2 12" IN BASIN DRAIN BASIN 9.80 12.,= .00 S 6" ¢ 500 - I to �_F. ,, gIPE 0 0.779 I i t F -2v DRAINAGEx-122 L.F. 12" HDPE F�iWO 0.25X i LOT 10 11 x HDPE PIPE O 0.401 �5 BDY-POA (UNOBSTRUCTED) r 9 L.F. 6' PERF. 1/2. WON w u3B�s 00' ( S 9" ' 00' ELD hG' S68�4t' 6' 75.00' FIELD) 1 HOPE PIPE O 0.451 C G N , a 23 " S, - _ 44' _ _ 7 ALM .6• P a ,•P f., N.W 4.29 (4- _ stORll Y.KI $T $, 1' ;'�iFR OA, 'SJSI rJAK 1, 5 ^ ':RONCAP EB3672 •P� • _ 12* wAl!i R //�� Q 4.34 y1p� tt 2 SANV 32 P'N: %NE II i 46 L.F. 6" PERF4 )46 L.F. -61 O,o• PINE HPE PIPE O 0.451 aoAN HDPE PIO 0.451 . o' PINE III 15' DRAINAGE EASEMENT: QAK g PV+F 5' DRAIN GE I I o25' UVE 0" 6• PPIE' /r i(r 21' ` iiia- SCRUB OAK {}e tltp�j sc EASEME T 4F. - 6" PERF. PC -AZ PINE to' sc, :AK' x1o' SCaue 0"0, s E PIPE CN = 89 s e oAK a ttnu p (NOBSTRUTE I11'11HDA SWARF 2 o CN Af34 SWMF #1 - - C• i� B °" NOTE 1 . " � scRea wK - �I 0.38 A 0.33 AC. 41 'I j j %,Y PAu; �4: t fie g 0 FFE=12.50 -;` 12Y OAK FFE 12.3 2 AIV CAA {}+r OAK 11' ii: E A 11' sONue r t INA . s 2m rA � : a� .I I 1 � n• � T , ' FFE=12.5Y1B 1 3 C.7 ' WATER OA" �' L• 0 8• fq'E .Q. {} v 22, ,M! .".SAVB DRu �?'' A'AsF e� v21 I i 1 ,9 :INF FFE=12.50 INV. - 5.25e U e' A E z�' A Zx P'Nf 22' I I t0'x 'RIP -RAP A Sa1W " }6 r"Ros OAK 2 "II -1 OAK 07 Ski:l! U•:\ 64 L.F. 6" PERF. Pi ,� I I I R RUBBLE I r.x SC oe OAK i79 S HDPE PIPE O 0.401 _J 1+2 PNF C� X c- SCMM OAK YyB OAK TOTALL ROUTEORUNOF x ( f3'' "TIE C. C.O. f} R / �' SC A INV. - 5.25 P'" AtF� .i A1A NEW CON ETE- FLUME- /X 5-- a f, 1IPP sLx 9' wA+ER OAJ I,. PINE '�•nr-1�. 11 r Sl71UH OA" +r AlM 5 (SEE` DE L, SHT. 5) a sae wx {}r san a oAK • scEn a o {}B' san B OAK ,� � v` o _ INV. = 6.80 I � '` ..- 5 �' ••`. P7PE rN/GPS i - PA14 iYtO' PIN 16• CI 1 i i 'S r 5txlud OAK 9 OAK V W 9' SCPUB cAK,1 .t # 'f 1 - R 7:R 11.5 Iry %, Y"n^1tW-•i.'Af �,f -, X +'•/f 6 Sf7uB O •, - � .rkU(1'ORK 1~•• ��° ry �- �68'49 57 W 75.00 �Fl LD 7 00 FIELD _ N68'4!'15"W 83' FIELD N6 '4 sy��W 4 _ x _ _ _ _ - "��i "� _ ( 8 5 0 68'45'QO W 07.86 FtElp r a �F ET 1/2, t om EX w.M. ._ _ o o' uT1uTx_. _ _ ,�C� b ( j /CAPx rroN roP_wcK :,RB _ 1 EASEMF�NT 25.17' o f} -- __-- ��_ p ^ - EDFE�i'A\''�4CNT <.. -_ 4.49 9 CN=(FIELD) _P0-A3 \'h� �j� 6• IIIN, - B• POW 7PINE . _ -PRK 10' PNEO70` NA TER f.AK Q7 ___.c,t••. __.-__._ - _,-w,_�_ __ .... . __..,y__..___ --.__ - ._�,. __-..._. _ _.. G .� \ �'�' '�,' �'�� 11 A0 4 - 9' P-NF0 O `. C Q R ELL LANE - ----- --- - - --- - _ �� ` -+ - - + y' r P"I U ' jJ t- PMC BDY-PUBJ h a*- vfj A, 50' RIGHT OF WAYPC- o• DROP INIi,.t p t -7 11' P0-13 EX 12' _. _ WTOP- 10.23 0 p EX. SANITARY M.H. EK 1 �� f•S - " - H.WV. \ "3�� . CHI y 2 sAN c� a.r.K a LURe - s Wv.a e ° ^ n9A " 17.60 ) ..�. .. _ ..». -1.1 O' *YAN Y UVL OAK 'RIFLE 12' Oz 0.24 Ac. 7- PINE e- LlVt: OA. {} wV. 12- SE . 0.6s a y _ EX 1 f}e P" ro .7- {} WV. 0• S .4.32 , :: y �N - _ �'' -- ed i # 9• PINE 6' Rji•►•E {}^ } 7RfiP�U i,• n / NV, Ir SW • 3 - - h -- 1S' PA " LIVE OAK. I(. 0.68 07 1-•�- _- �i� EX t2 i i - L \ O• ° wv. 12' NN . 0.66 + ., _ l - _..._. _� h� - g tie• i,:E k J� 6• P,a �/ \^ -$� i mt sANI,ARr Y.H. +` 0 ,INN 10. SCIH;9.4..K P:.,E 0 7' PINE •�} 8- PM1E V 1 Y 4owMB' -6►- iiYE/- giw6N CoNr•RET[ A/.LK w BENCHMARK ONTRACTOR TO SET NAIL & DISK, L.B. 3672 I I \ \ / TRANSITION. NEW die• IN SIDEWALK w^c I 1 �� , r n CURB TO MATCH ELEV. 11.11 (NGVD) o \} - '� •' • O' U' .. -- _•- ary �? •' PML � EXISTING CURB or k _ I EXISTING CURB AND GUTTER k ° Jr Pw:a" TO BE REMOVED AND NEW \ _ Y VALLEY GUTTER MATCHING EXISTING GUTTER SLOPE \' A�' TO BE CONSTRUCTED h .r LEGEND 0� '�v •Y -x - - >< ,e• ` ------ - _ - = EXISTING STORM SEWER 7 r, -EX ;~:- - EXISTING SANITARY SEWER t - - -Ex. W.U.- EXISTING WATER MAIN - EXISTING CONTOUR EXISTING SPOT ELEVATION 0 e' ,NE EXISTING TREE 1 NEW SPOT ELEVATION is NEW CONTOUR x r PINE EXISTING TREE TO BE REMO% a UD NEW NEW UNDERDRAIN ST.S. NEW STORM SEWER SILT FENCE tiro 6•le� �� DRAINAGE DIVIDE PC -A2 BASIN NAME CN = 79 CURVE NUMBER 0.44 AC. DRAINAGE AREA BDY-PO BOUNDARY NAME signed Released For Construction r , T onnell &Wicker Inc. •"""" Project No.: Drawing c�c Y CORNELL ONEc. Drawn BTP By onsulting Engineers ' ;4 .";F, •�,��}F�., 0301-09 ChockedCEIc Thle'ervaify >, mo property of Comany « �* � 1711 South 5t Street PREPARED FOR GRADING AND DRAINAGE PLANode : ata Is net to e6 rBp o&,o d or oviw to "0 err TTI Jacksonville B Ch, Florida 32250 1 �o .-7s r %; D.C. part It w not to e• M -a m my other pro}et p+a'. (904) 2 s r A'r F 4F 1' as 20r49-79 5 Fox: (904) 241-1126 BEACHES HABITAT It�IARD`'Cn:�ll� . �'+, Dgt6 : BEK M to a rohw*d on rtp,t-t. C.A. No.: 365 o. Date Revision B P.�: ' ' 'r JAN. 2003 Sheet 3 of 8 Connelly & Wicker, Inc. Comp. By: CEK Job No. 0301-09 Checked By: RCW ' Date: 1.!31!2003 Cornell One Atlantic Beach, FL Stormwater Drainage Calculations Postdevelopment Drainage Areas: BASIN NAME BASIN AREA PO -A 1 - Drains to Retention Area 1 0.33 acres P0 -A2 - Drains to Retention Area 2 0.38 acres PO -A3 - Drains to Storm Sewer 0.16 acres PO -B - Drains offsite 0.24 acres Total Area: + 1.11 acres Onsite Area: 0.70 acres Offsite Area: 0.41 acres Total Area: 1.:11 acres . Postdevelo mens Tm ervious and Pervious Areas: Impervious: , PO -A1 PO -A2 PO -A3 PO -B Basin: Area Area Area Area Description: (Ac.) (Ac.) (Ac.) Ac.. New Pavement, Buildings, & Concrete 0.07 0.18 0.01 0.00 Existin Pavement 0.00 0.00 0.09 0.00 Sub -total Impervious Areas: 0.07 0.1$ 0.10 0.00 0% Percent Impervious 21°!° 48°r° 62°�° Notes: Postdevelopment impervious areas include an additional 450 -square feet per house for driveways and miscellaneous impervious area Pe '' _ PO -Al PO -A2 PO -A3 PO -B Basin Area Area Area Area (Ac.) (Ac.)Ac.)- Description. 0.26 0.20 0.06 0.24 Pervious 0.26 0.20 0.06 0.24 Sub -total Pervious Areas: 79% 52% 38% 1.00% Percent Pervious 0301-09 - Storm -As Postdevelopment 1/31/2003 Connelly & Wicker, Inc. Comp. By: CEK Job No. 0301-09 Checked By: RCW Date: 1/31/22003 Cornell One Atlantic Beach, FL Stormwater Drainage Calculations Required Treatment Volume: Stormwater Management Facility #1 Criteria I : retention of the first 0.50 -inch of runoff over the entire drainage area Criteria 2: retention of the first 1.25 -inches of runoff over the impervious area acre inch feet ac -ft ft3 Criteria 1: " 0.33 0.50 0.04 0.014 591 Criteria 2: 0.07 1.25 0.10 0.007 31 -0 - Criteria 1 > Criteria 2 Therefore, Off-lineTreatment Vol. Required = 591 ft3 Provided Storage: I Stormwater Management Facility #1 Elevation Area Area Storage _ (ft) s (ft2) (ac) (ft 3) 9.5 1196Q 0.045 0 BOTTOM 10.0 29330 0.053 11073 10.9 3,113 0.07.1 39522 TV Elevation 11.0 39200 0.073 39838 TOB Required Treatment Volume: 591 ac. -ft. Supplied Treatment .Volume: 3,522 ac. -ft. SV MF #1 0301-09 - Storm -As 1/31/2003 Connelly & Wicker, Inc. ,A,T r Comp. By: CEK Job No. 0301-09 Checked By: RCW Date: 1/31/2003 Cornell One Atlantic Beach, FL Stormwater Drainage Calculations Required Treatment Volume: Stormwater Management Facility #2 Criteria 1:_ retention of the first 0.50 -inch of runoff over the entire drainage area Criteria 2: retention of the first 1.25 -inches of runoff over the impervious area ' inch feet ac -ft �3 acre Criteria 1: 0.38 . - 0.50 0.04 0.016 694 831 Criteria 2: 0.18 1.25 0.10 0.019 0.024 0 BOTTOM Criteria 1 < Criteria 2 0.031 602 Therefore, Off-lineTreatment Vqi. Required = 831 ft3 Provided StoraM . Stormwater Management Facility #2 Elevation Area Area Storage ft (ft 2} 8.0 19060- 0.024 0 BOTTOM 8.5 1,346 0.031 602 9.0 12650 0.038 0.050 11351 21888 TV Elevation 9.8 21194 10.0 2,330 O.Q53 3,341 TOB Required Treatment Volume; 831 ac . -ft. Supplied Treatment Volume: 2,888 ac. ft. SWMF #2 0301-09 - StOrm-xis 1/31/2003 DRAINAGE ANALYSIS AND ' - STORMWATER MANAGEMENT PLAN for SCHEIDEL COURT. SJRWMD and City of Atlantic Beach Submittals DUVAL COUNTY, FLORIDA Prepared for: Beaches Habitat June 30, 2004 CWI Project No.: 0401-40 Prepared by: CONNELLY & WICKER INC. 1711 5th Street South Jacksonville Beach, FL 32250 (904) 249-7995 • Fax (904) 241-1126 RECEIVED Jul. 0 6 7004 .fax SjRWMD rater William J. B FL P.E. No D"Igned Relsosed For Construction 8L Drown B 8L, TAV Y Checked lbw araelrw b the property of oonne0y & Mohr bm. WE and w net to be repradaoed or Copied In rdrob er In D.C. part. it to not to be used an any other project and BEK b to be ro nred an rarlreet. 3650 ! i J D"Igned Relsosed For Construction 8L Drown B 8L, TAV Y Checked lbw araelrw b the property of oonne0y & Mohr bm. WE and w net to be repradaoed or Copied In rdrob er In D.C. part. it to not to be used an any other project and BEK b to be ro nred an rarlreet. 3650 ' i 1 Connelly & Wicker, Inc. r T Comp. By: BL Job No. 0401-40 Checked By: RCW Date: 6/29/2004 SCHEIDEL COURT Atlantic Beach, FL Stormwater Drain= Calculations Postdeveloument Time of Concentration & Peak Rating Factor (cont): PO -A - Drains Offsite _Tim of Concentration: * Assumed minimum T, of 20 minutes Peak RatinLy Factor: GKI = 323 PO -B - Drains to Pond Tims of oncen anon: * Assumed minimum T, of 20 minutes Peak Rating Factor: �Kl-494 — Postdevelo ment Basin Characteristics Sum 040140 - HYDRO CALCS.xls Postdeveloppent 6/29/2004 I .f Area Imp. Area TC Basin (ac) (ac) C CN (min) K' PO -A - Drains Offsite 0.13 0.00 0.20 79 20 323 PO -B - Drains to Pond 1.86 0.91 0.57 88 20 494 Totals 1.99 0.91 040140 - HYDRO CALCS.xls Postdeveloppent 6/29/2004 I .f Connelly & Wicker, Inc. r T T Comp. By: BL Job No. 040140 Checked By: RCW Date: 6/29/2004 SCBEIDEL COURT Atlantic Beach, FL Re uired Treatment Volume: Stormwater Management Facility 1: Criteria 1: retention of the first 0.50 -inch of runoff over the entire drainage area Crite�2. retention of the first 1.25 -inches of runoff over the impervious area Area acre inch feet ac -ft Criteria 1: 0.04 0.081 1.94 0.50 0.10 0.495 Criteria 2: 0.91 1.25 Criteria 1 < Criteria 2 Therefore, Off-lineTreatment Vol. Required = 0.095 ac -ft 0.170 Additional Treatment for On-line System* 0.081 ac -ft 9.0 0(0.50 -inch over drainage area) Total Treatment Volume Required for project = 0.18 ac -ft 7650 f? Provided Storage: Stonnwater Management Facility 1: Elevation Area Area Storage (ft)acres ac -ft — 8 5 7,388 0.170 0.000 9.0 7,925 0.182 0.088 9.5 8,469 0.194 0.182 10.0 9,019 0.207 0.282 10.5 9,575 0.220 0.3 89 11.0 10,137 0.233 0.502 Required Treatment Volume: 0.176 Supplied Treatment Volume: 0.182 BOTTOM TV ELEVATION TOB ac. -ft. ac. -ft. J.\0410401-20\engineeriJ►g\swrm•calcs•x1s { 3 ± 1 { I ": • 4 V i i I i f 5 4' HIGH K ALUM M FENCE 1-j s j { 3.5' SPACING BETWEEN PICKETS. I i I I W/ FLAT F OSTCAPS r t J { I { I� TO N.W..•0 FT. TYP. 1 i I ; IJ S00 TON N.W.L. 2.0 FT NGVD 101 CEL 1 ' _ _ _ 8.00 _... _-.. T 20:1 � EL -0.50 � � - � i , "� — , — — ,.— --- --- ^---- ----- L=7.50 2 1 'J — — — -- — 5 xi i i i # -- �`~ MAT EXISTING 5- --- {EL 00 .. , N 3.1 is 0 f i � t• 1 4 4 � POND No.1 x i , 3 BOTITIM EL --5.00 3 SECTI N 1 j VERT 1' - TO' e ji 1 FFF { { { ! 4• HIGH BLkCK ALUMINLM FENCE 3 { 3 f { 3.5' SP BETWEEN P K. } W FLAT CAPS s I ' i 5 3 � s � E 3 !;+ } 4' HIGH K ALUMM FENCE j ajl 3.5' SP BETIMEE PICKETS.i j W/ FLAT CAPS t 1 1 I To N.W.L.s.o FT. ) (tYP.) { Soo To I W.L. (2.o r r. NGw) P. I� 1 F101till 10, i I I l BERM BERM 10 f E 10 Tr -EL 20:1 7.501,0V 7.30 _ t ! 3 t• MATCH EKISTING 5 5 EL=B. a_ € 9 _ ?N W.L EL -2. r►:� EL— .00 00 _ --- -------- Y $1 OND No.1 TTOM EL —.00 3 { , SECTION 2 s ? HM .1' - 20' 7 17j 1 r I I I MICHAEL F. SCHMIOT P.E. No. 42072 sss,we srl r. sm ,laa59eRotl.SW1e200 .eks".nVillevMs.FL 3M Tel: (91M)"'-"� CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER MANAGEMENT POND No. 1 CROSS SECTIONS PRINIECT No. torn-saisz FU NMIE: q*m0005-00i d" J• IF St�ET N0• C-5 "•'• STORMWATER FACILITY REV. N0. DATE DRWN CHKD REMARKS fEPTG�FR 2007 consulting • enyYroerinq • conwuc5on•apswiaK _� 11"993 PS 217890 5ABI . , . , , 1 j v zj 525587 0;0 AB j 1 j i • I FF i E 6 IM AAW WG LOT —N.W.L , 0 _ POND No. 2 s' �t ""HT OONCX s 54 R.C.P. 3 -5 OOAS FL --5.00 i? j i — 5 r z eaTTrne JELc- 1 SE ON ! 15 f "%;Z.1" 20' C-2 5 ` F. O.T.• NO. 8R j : s SOD ALL STRLGM . EL N 21790 5.77 AB f 0' ( E52551 74 AB I t o' ? 8ERM1 t I I 10 S 10 I V) ') _ EL=7. I _ _ _ _ - - TYPE "B" INLET Wx ,_ ---_. J� _.-_.-- - x- __ 1- Ed7;S1IAMG f�TADE ------------ yi ._3AB ------ — _- - - _ - _ _ - PM P b -RCP - - - CRATE-,-� 5 '=aoo TO EXIST < " RCP _ ✓ ° ! EL -7.50 MATCH IN�yN -6,; B WATCH # _ = — • — - ; — - EL=6.00 ; INV. EL= *60 B .60 AB 0 pttyG — _ _! t EN�,790, 0 , t _ 1 PW4D N 2TOM —5 e :- __ _, _ ____. PER TE D-40 " Rdrl 7.94AB El ' CTION ' ? T DRIVEINA r w. -5.36AB INV. Ei -SAA=(6) -5.36AB 9 I + .� I - 1" 2631tIZ0-2 N 2 1 1 6ERT _..,.. } _ _ i , AN WOOM15, , �t -2 CD 3 PER TE D-205 GRATE 7 7' t� 1 W. EL-5.97AB WY. EL .5.97AB AB 10 541 M.E.S. PER D.O. E011v t N 2178 89.89 10 No. 272 < EL -7 _� 11"993 PS 217890 5ABI { 3 1 1 j v zj 525587 0;0 AB I FF i E 6 IM AAW WG LOT —N.W.L 0 _ POND No. 2 s' s 54 R.C.P. 3 -5 OOAS FL --5.00 i? j — 5 r z eaTTrne JELc- 1 SE ON ! j . P- "%;Z.1" 20' C-2 ` F. O.T.• NO. 8R VW.ry1" 101 1 s SOD ALL STRLGM 10 5 0 —5 RELY. I DATE I DRMIN i CPMfO t ! WAS (TYP.) ! __ POPE 3 ow.. -3.57 ! 6" IRON PI IE ►� 1 TO PLIiGfA I ?' t�IC M. AND EO IN y t # { PROPO50 GRADE s IYXAE v lI71 z I 1k t J 42" RCF ro SrRWn RF 1 0 y�/�• / " PLA CED SIN WALL --_ _ _ - 1 ry� EJ�fS1lMG GRADE 0 _ - - - - - - - - - - - - - �• 0.3 "/o - - r - - -- IYIE�At--pbw 1 R L i 8 ICK, WITH M AR - 3:7 ; 44- LAP 54 �t.C,P. O 3 FL 240' I 4.s2As 35 3.43% ) 16 L.F. CONCI#TE 0.04At FL= 54" R C.. O PrVEMENT PETix FAA T. FL=0.04 i ? I►�E1f No. 2 11 AB 1 'r LLtI SEC ON } 4.7 N SEE CROSS SECTK IN FOL# L 5.00 C-1 ADDrtrowl J INF T101 Ha:+z.,- = zo' C-2 VERT. 1w 10' 3WAgw 11.64% AB -5.97 FL= -5. CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY - O.-._ DR INA E PLAN — 5 AS-6UST oA�: /-14-i00i ..,._._...,._ _ _ _ .N _.,_ MFORYATION PROVED YV: A NAMIE rA m" CWTRACTING. w AOORESS 2306 m" am mZWj Nnuc, nAWA 32210 CD -4 PMIOME p (104) 3ee-1121 I IiJ y as IFY TI4AT THE A3-HIiLT REi1tC,S 1RlE COWItT10Mis AAD THAT TIC MA$1MALS AMD OUAAITTIE,S tiSED NI TIE OCNS71kMC>bM1 OF: cuARDwa � A ""' suARo �T 0OT1E11 — sANTARY au►vlTr D- 1 5 -Y- 8TaRYMA R ! aARNAGE _ 143m um mum UFT STATIM w _]L_ POND ARE iN ACCUpWMICE MTM AME Al"C' iD RAW AAD CTY LMI m ***XMIE Apmwl EO rr TIE CTY 1 10 AU"WRIM >;N'.NAAW `- STATE OF nAVICA ut2<1ISE 1461 Gli:O 4701! W Ray Thompsm 4613 Phlip% MlighwaY SuAP 210 _ j,*%onvibe, Finmda 32207 VICE Al— (P"ne) 904,44a5925 COMER 1 ASIUILT (Fax; !2)4448-5f78 mM%Uj 0 1 1 CERTIFY THAT AME: GATE 6-14-2006 PA%VdVdT — WAI M MAN CURE AND GUTIER _ SOMTARY 0RAIATY KID S AER t 0RAMM _ tFMM LIFT fT 54 AB 0.66%A .X. POND LF 54` R C. O 981F ARE AT THE NOVONTAL NO VFRTICL LOCATIONS AS !NOMI ON TIEfE 'AS — -OMr MAW" %W THE MtMI6 & TfC1N & STMOAIDS SET MJ Ml -_ 8Y TAME FLORIDA 90AW OF PINWO tM& 9JRVEY0R'S AND MAPPEJRS 0I MI4nOV 1610 17-4STAMA ADMNS1RAIM OWL PtlMANT 10 SECTION S. 5,36A8 FL= -6 A9 9"AILM NAME: RA TM1011PSOMM OVAL SURVEYOR AND _MAPPER 040. 41 -- MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 03M -UM STORMWATER MANAGEMENT FU NAW: COK.0005-•00'A9 POND No. 2 SMS W. CROSS SECTIONS C-6 � ft �L v wAN W1111 on J. wilrAl I OW "M ph J. V -21—W t669 6xrohw Roma sae 200 aR1r4 wtlo tNl a wu•o Jmawmmw. rt 30258 TN: (904)7317109 APS VA II i. SCIMNIff N SEP fLYeLR 2407 . e ryy . conmincbn •apeimiwr REIIA111M 3WAgw 11.64% AB -5.97 FL= -5. CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY - O.-._ DR INA E PLAN — 5 AS-6UST oA�: /-14-i00i ..,._._...,._ _ _ _ .N _.,_ MFORYATION PROVED YV: A NAMIE rA m" CWTRACTING. w AOORESS 2306 m" am mZWj Nnuc, nAWA 32210 CD -4 PMIOME p (104) 3ee-1121 I IiJ y as IFY TI4AT THE A3-HIiLT REi1tC,S 1RlE COWItT10Mis AAD THAT TIC MA$1MALS AMD OUAAITTIE,S tiSED NI TIE OCNS71kMC>bM1 OF: cuARDwa � A ""' suARo �T 0OT1E11 — sANTARY au►vlTr D- 1 5 -Y- 8TaRYMA R ! aARNAGE _ 143m um mum UFT STATIM w _]L_ POND ARE iN ACCUpWMICE MTM AME Al"C' iD RAW AAD CTY LMI m ***XMIE Apmwl EO rr TIE CTY 1 10 AU"WRIM >;N'.NAAW `- STATE OF nAVICA ut2<1ISE 1461 Gli:O 4701! W Ray Thompsm 4613 Phlip% MlighwaY SuAP 210 _ j,*%onvibe, Finmda 32207 VICE Al— (P"ne) 904,44a5925 COMER 1 ASIUILT (Fax; !2)4448-5f78 mM%Uj 0 1 1 CERTIFY THAT AME: GATE 6-14-2006 PA%VdVdT — WAI M MAN CURE AND GUTIER _ SOMTARY 0RAIATY KID S AER t 0RAMM _ tFMM LIFT fT 54 AB 0.66%A .X. POND LF 54` R C. O 981F ARE AT THE NOVONTAL NO VFRTICL LOCATIONS AS !NOMI ON TIEfE 'AS — -OMr MAW" %W THE MtMI6 & TfC1N & STMOAIDS SET MJ Ml -_ 8Y TAME FLORIDA 90AW OF PINWO tM& 9JRVEY0R'S AND MAPPEJRS 0I MI4nOV 1610 17-4STAMA ADMNS1RAIM OWL PtlMANT 10 SECTION S. 5,36A8 FL= -6 A9 9"AILM NAME: RA TM1011PSOMM OVAL SURVEYOR AND _MAPPER 040. 41 -- MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 03M -UM STORMWATER MANAGEMENT FU NAW: COK.0005-•00'A9 POND No. 2 SMS W. CROSS SECTIONS C-6 SECTION f 3 54- CO.W 20'II [Z.I VEIT. I 10'1 I 10 M, EL-2.83NFORMAIM IN 117a979.89 '7 PT_ O.T. F.; 1 1 1 mm on J, Mmo—A $4169 Saypim Road, Sub 2W Cos "M Wk 11- NUMAr# Jacksonville. FIL 32256 -5-.w 00AB OW EL 0"48 T EL -7.50 AT w "ammai'm mo vmw.*L LwArom As sam am mm 'As bX'r DRAW" AND MEET 7W MMML IMOWAL STANDARDS SET FO" T THE rLomA soAmc, OF PmrcssmAL vxr4YO1ft AND mAWM 1w M017-4. n-CROA AOmvdS7ftATrwf COOL FaMANT TO SECTM 71027 nOROA STATIPM co—" - ongi—" * mminjdam HOR4.1- - 20' C- I n-JEL- N 178834.. N 178 AB AVORM Z" urem ROAD _E 55to 5L E 12W70.20 , vm, 1. -10 E 525549.7 � AB A%owwai& nmw =o or Pvc SAPOTARY ;EWER N.W-L jL-2 00 413T. 0 F.D.O.T. 15 1 "mm cum -Y THAT mAs-PAt Tucls m mx COM"Mms No THAT lbw ""0" ow aummxs Um M M OONSIOX" QP PAVEW"T — CUM AM GUTIER — SANITARY ORAWY SEM TER a ORMAM — FORCE WA POND No. Z 60" MES PER SO) DISTIRt em EL08.50, EL 300 6 6 0 .1 EL-7.50 INDEX No. � *N­4Lw-4N N 247-5630AWI; E SMOG40 FAB LF 60" 41 ?6 AFs .1P, EQUAUJER PPE 04 frm — U" STAam SIS 10 _X_ PM ARE IMM1H� LOW= 0 APPHOW13) dY 1W CIrY exem. —5 .,TT,W i -5.00AB DZnW OVA X i a----- - - - REV. I MI M I TE DCmw NO. CTI bN 3 M, EL-2.83NFORMAIM IN 117a979.89 '7 PER PLATE 0-205 j -.MW GRATE EL7.87 A8 1 1W. EL- 609 (NE) -5.4 AB 1w. EL ­6I 06' {5W)-5.4 AB mm on J, Mmo—A $4169 Saypim Road, Sub 2W Cos "M Wk 11- NUMAr# Jacksonville. FIL 32256 Tel: (904) 731-7109 OAIL 8-14-2008 PROVIDED W. WtAMA CONTRACING, #C SSG AT w "ammai'm mo vmw.*L LwArom As sam am mm 'As bX'r DRAW" AND MEET 7W MMML IMOWAL STANDARDS SET FO" T THE rLomA soAmc, OF PmrcssmAL vxr4YO1ft AND mAWM 1w M017-4. n-CROA AOmvdS7ftATrwf COOL FaMANT TO SECTM 71027 nOROA STATIPM co—" - ongi—" * mminjdam HOR4.1- - 20' C- I N2178750.35AB1 AVORM Z" urem ROAD E 12W70.20 , vm, 1. -10 E 525549.7 � AB A%owwai& nmw =o MOkATLft 10' BERM BERM 6D- F.D.O.T. 15 1 "mm cum -Y THAT mAs-PAt Tucls m mx COM"Mms No THAT lbw ""0" ow aummxs Um M M OONSIOX" QP PAVEW"T — CUM AM GUTIER — SANITARY ORAWY SEM TER a ORMAM — FORCE WA MWEPWICE 60" MES PER SO) DISTIRt em EL08.50, EL 300 6 6 0 .1 EL-7.50 INDEX No. � *N­4Lw-4N N 247-5630AWI; E SMOG40 72 PQU,&?A& N21786R9.-OAB E52550?.&AB frm — U" STAam SIS 10 _X_ PM ARE IMM1H� LOW= 0 APPHOW13) dY 1W CIrY exem. DZnW OVA X i a----- - - - — - - - - - — mmoam SMAWK IVAN or nAm" uaw No COCO 57M GLEED DOWN N.W.L EL -100 I L I I I Ray ThoMpeon PC POND -4. .TOM EL -1 0 SURVEYING. kw - 013 Philips Highwav, Suite 210 j"sonvise, FiDoda 32207 (phone) 904448-5125 OAa— 5 iziliiis_ CREEK I AWWT {fail 904,4465176 I Y CERIWY THAT 7M- DAM 6-14-2006 PAVEMENT NATER MAN CUR11 AM QtfM* SAWARY MAIATY SEMER .OLFAB .22- LF 60* *.C.P. EOUAU ZER PIK 0 11% VIE 0 ii hYSIM I TYPE 114XT 15,X 711, SIORW"70 4 ORAWAE — FORM MAIN SYS — LIFT STATION POW CTI bN 3 cm PER PLATE 0-205 j -.MW GRATE EL7.87 A8 1 1W. EL- 609 (NE) -5.4 AB 1w. EL ­6I 06' {5W)-5.4 AB mm on J, Mmo—A $4169 Saypim Road, Sub 2W Cos "M Wk 11- NUMAr# Jacksonville. FIL 32256 Tel: (904) 731-7109 A� " Y.F. SCHMIDT AT w "ammai'm mo vmw.*L LwArom As sam am mm 'As bX'r DRAW" AND MEET 7W MMML IMOWAL STANDARDS SET FO" T THE rLomA soAmc, OF PmrcssmAL vxr4YO1ft AND mAWM 1w M017-4. n-CROA AOmvdS7ftATrwf COOL FaMANT TO SECTM 71027 nOROA STATIPM co—" - ongi—" * mminjdam HOR4.1- - 20' C- I N2178750.35AB1 , vm, 1. -10 E 525549.7 � AB MOkATLft scats JL Pip" cm wRp J. RUMILL mm on J, Mmo—A $4169 Saypim Road, Sub 2W Cos "M Wk 11- NUMAr# Jacksonville. FIL 32256 Tel: (904) 731-7109 A� " Y.F. SCHMIDT Ml MOM nr co—" - ongi—" * mminjdam I RAYM60 DOMPSON NAME, PROFESSIONAL SUMV01 _A&MMajM= NO. 81" MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 20376-"M CITY OF ATLANTIC BEACH FU NMK: Cpk9COO5-OO*.d" FLORIDA HOPKINS CREEK REGIONAL CROSS SECTIONS SHEET NO. STORMWATER FACILITY I C-7 IS' MOS PER F.D.01T. SW C-�0� INDE)( . 272 W. EQ --e.50' 0.0 �8I H8R1Z.1 " N 24 76W 6B N 2171596.09 AB ;` VERT. 1' 15 Q 2" t —5 TYPE CR�' r PER FDOT INEIEX 232 r GRATE EL.7-%' 7.64 AB N 2178779.66 AB SECTION +wry / y#' C �3 E 525528.83 AB C 1' O V J HORQ-1" - 20' C-2 VERT. 1" - 10' DATE I DR" I CHKD I REMARKS TYP -J-2 MM L ILE (4'K 4') PER PLATE 0-T 2 RIM EL -w" 8 4 AB WTEL0,71M N 178546.26 AB � E 425390.20 AB Vii' � ' � i • MES PER D.O.T K No. 272 EL= -4,®8' X1.00 AB i�3r W 2178822.83 A$ sols Bk _ ,is 0 —5 OWN cm MIrMI RIR J. wilutL •!9 mm M! L G=am 8659 Saypine ROa4 Sub 200 alas omm ■Is IM WuAva Jacksonville. FL 32256 Tel: (904) 751-7109 SUnDANX IM consuftg • o ghwerhp • constuUbn • aperatlar � ,is 0 —5 CURB AND GUTTER —. SANITARY CRAVIIY SEWM Y POND .Y. STTtitATER t ORANiAO` FORCE MAIN ARE AT TIF HORIZONTAL ASD VERTICAL LOCATIONS AS SHOMN ON 7NESE "AS - _ -Y POND F1 DRAYSM � NMI SSTANDARDS 1`011" BY WPRWZS04L � MAPPERS IN ARE N ACOORDANCE 'MTV THE APPROVED PLANS AND CITY CHAPIER 41017-4. FLORIDA ADMNIS7RMWE C00L PUR911ANT TO $EC110N GlGSP T10N5 UNLESS OTMERME APPW*U BY 1W CITY 472.027 FLORIDA STATUTES.AS BUILT / Jt l DRAINAGE PLAN CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY AUTMOR12ED SIGNATURE SIONATURL STATE OF FLORIDA UCENSE No. CUOO 57089 NAME � RAY low 7HOMP90H PROFISSIORAL SURVEYOR ANO MAPPER N0. 8146 MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 20376-53762 FILE NAME: Cpaa000ls-oo l.*" CROSS SECTIONS SHEET NO. C-8 � GRATE NVED TO 54' RCP KOPEM OGO CONCRETE DITCH PAM VENT g. PER F.D. T. INDEX Mi. 281 —5 SECTIO 7 HORIZ. ' . 20' C- 2 VERT. ' • 10' RSy Thomnpson SURVEYING, Una. Y�ORNATION PROVIDED aW: DATE 1-14-3000 Mgli!-1 f l C0; NAME: W RANVA CONTRACT•K:, PC 4611 Philips Highway_ S:slw 210 ADDRESS. 2305 URBAN ROAD Jw*-sonV1 e. Fonda 32207 JAdCSONVILL . FLORIDA 3=0 ^nnei%. 4-448-5125 PHONE (904) 300-1121 CREEK I ASMLKT (Fax; 404,AA8-5178 I NERMY CERTIFY IHAT M AS -OMT REFLECTS THE MIE 1 Y corwY TNAT TFC DATE- 8-14-2000 Comall gNS AND THAT INE MAIERIALS AND OUANTIIES USED — PAVDANT WRIER MAN IN THE CONS7RUCTM OF: CURB AND CUTTER_ SANITARY ORAWTY SE%V - PAVDEN7 _Y._ STORWA7FX & DRAINAGE SYS1Dt - FORCE WAIN _ _ LFT STATION CURB AND GUTTER —. SANITARY CRAVIIY SEWM Y POND .Y. STTtitATER t ORANiAO` FORCE MAIN ARE AT TIF HORIZONTAL ASD VERTICAL LOCATIONS AS SHOMN ON 7NESE "AS - _ -Y POND F1 DRAYSM � NMI SSTANDARDS 1`011" BY WPRWZS04L � MAPPERS IN ARE N ACOORDANCE 'MTV THE APPROVED PLANS AND CITY CHAPIER 41017-4. FLORIDA ADMNIS7RMWE C00L PUR911ANT TO $EC110N GlGSP T10N5 UNLESS OTMERME APPW*U BY 1W CITY 472.027 FLORIDA STATUTES.AS BUILT / Jt l DRAINAGE PLAN CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY AUTMOR12ED SIGNATURE SIONATURL STATE OF FLORIDA UCENSE No. CUOO 57089 NAME � RAY low 7HOMP90H PROFISSIORAL SURVEYOR ANO MAPPER N0. 8146 MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 20376-53762 FILE NAME: Cpaa000ls-oo l.*" CROSS SECTIONS SHEET NO. C-8 i 5 I , WPI L 5 ( MATCH ! 1010 i ro * t .GRADE I ' E 1TNG T.Q 25' ALUMINUM HANDRAIL u 1 q�s I s F.D.O.T. X No. 87 -- _-.......-� _ •-- -- _ "'_ •--Ili 5 --v_� —--- --- _ — �`, I 5 �- i 4.65 AB - -- -- TOP OF ALL EL -442 --------------------- O 3'x5' CON TE _ _ ! - - - - *OX CUL T I' O --------- ---------------- _ EXISTING AM MAT TE 004 CULVERT TLET - GR PER F.D.O.T. INDEX 290 ! _5 I i F 43 RLOOLE 1}IP-RAP a 14 AB ] D50.9' AMETER. 2Cr THICK j + FL --0 iF 1 PER O.T. IFEX jNo. 281 I TYPE D-2 4EOTEX71LE F)1BRIC I grtm AT -r ► AB PER F.D.O.T. INDEX No. , � w J. j 1 (#MMI tRk J. RUSKIIII NN L =2.00' ' 6659 5a7PMu RwA SNte 200 { i � 1 Jacksonville. FL 32258 Tel: (904) 731-7109 2LF 0.42%AB i i PbN D N j —5 - 5.00 son"EL--5.00 REV. NO. QATE DRWN CHOCD REMARKS WATER A�MN FL. EL= 4.42 0 (T Rl LOti4TE�) F1 I 7E W 34 I ; ' Mp 4EITEM4DR 2007 consulting • snyinaarinp • consr+iction•K $ 8 i iBLE£ 6.R A N (ro a f { FL. EL C 1' PER A W- 34 s 3 - 4- -} � � I I o. 232 ME 'H' INLET .. T (4- GRATE GRATE INII} ELS C� 60 AB 1 ° r INV. EL•-11'gS) ) 0419AB ! INV. EL --A #8'a.seAB E2.19 AB i _----- -- -J 1515 -- , ; � 81 AP MATCH H:OAMI Ta+v UNE F L. £L � r i I . , �- 1TaW L - 4 1.1 A EL�-�e.-� t EL re 0.3 7' 1 —5 %1 Y j SOD AU Of D £X CWfAIU (TYIP I . (T27 (W 07 1r£ RELOCAIEO YERS) AS NEC 3' N GUARD _ En)- TYPE J-2 MANHOLE (4'x7-) -9' DIAMETER� " THICK (2 R F.D.O T. •L x 15' W) LI TY sT s J PER PLATE 1 �n ALE RE ey OT _ OCA7ED 65LF INDEX O.OD1G No.281 I i 000, 1 -fib LI 7 3'x5 COWRETE SOX - ----F- -- - -- - - - ._ - -_-4--.-- -_ (S)1.14 AB -10 TYPE " GEOTEXTU FABRIC CUL RT 4 0.1 E 52579' i 5 I , WPI L 5 ( MATCH ! 1010 i ro * t .GRADE I ' E 1TNG T.Q 25' ALUMINUM HANDRAIL u 1 q�s I s F.D.O.T. X No. 87 -- _-.......-� _ •-- -- _ "'_ •--Ili 5 --v_� —--- --- _ — �`, I 5 �- i 4.65 AB - -- -- TOP OF ALL EL -442 --------------------- O 3'x5' CON TE _ _ ! - - - - *OX CUL T I' O --------- ---------------- _ EXISTING AM MAT TE 004 CULVERT TLET - GR PER F.D.O.T. INDEX 290 ! _5 I i F 43 RLOOLE 1}IP-RAP a 14 AB ] D50.9' AMETER. 2Cr THICK j + FL --0 iF 1 PER O.T. IFEX jNo. 281 I TYPE D-2 4EOTEX71LE F)1BRIC I grtm AT -r ► AB PER F.D.O.T. INDEX No. , � w J. (#MMI tRk J. RUSKIIII NN L =2.00' ' 6659 5a7PMu RwA SNte 200 i � 1 Jacksonville. FL 32258 Tel: (904) 731-7109 2LF 0.42%AB i i PbN D N j —5 - 5.00 son"EL--5.00 REV. NO. QATE DRWN CHOCD REMARKS WATER A�MN FL. EL= 4.42 0 (T Rl LOti4TE�) F1 I 7E W 34 I ; ' Mp 4EITEM4DR 2007 consulting • snyinaarinp • consr+iction•K $ 8 i iBLE£ 6.R A N (ro a f { FL. EL C 1' PER A W- 34 s 3 - 4- -} � � I I o. 232 ME 'H' INLET .. T (4- GRATE GRATE INII} ELS C� 60 AB 1 ° r INV. EL•-11'gS) ) 0419AB ! INV. EL --A #8'a.seAB E2.19 AB i i 5 I , WPI L 5 ( MATCH ! 1010 i ro * t .GRADE I ' E 1TNG T.Q 25' ALUMINUM HANDRAIL u 1 q�s I s F.D.O.T. X No. 87 -- _-.......-� _ •-- -- _ "'_ •--Ili 5 --v_� —--- --- _ — �`, I 5 �- i 4.65 AB - -- -- TOP OF ALL EL -442 --------------------- O 3'x5' CON TE _ _ ! - - - - *OX CUL T I' O --------- ---------------- _ EXISTING AM MAT TE 004 CULVERT TLET - GR PER F.D.O.T. INDEX 290 ! _5 I i F 43 RLOOLE 1}IP-RAP a 14 AB ] D50.9' AMETER. 2Cr THICK j + FL --0 iF 1 PER O.T. IFEX jNo. 281 I TYPE D-2 4EOTEX71LE F)1BRIC I grtm AT -r ► AB PER F.D.O.T. INDEX No. , � w J. (#MMI tRk J. RUSKIIII A GERMAN 6659 5a7PMu RwA SNte 200 05!10 M1 0 1InLLIMMa Jacksonville. FL 32258 Tel: (904) 731-7109 A1l�0/ W& Y.F. fCFY50T REV. NO. QATE DRWN CHOCD REMARKS Mp 4EITEM4DR 2007 consulting • snyinaarinp • consr+iction•K _----- -- -J --- -- � 81 AP MATCH EXISTING GPj IDE F L. £L � r i I F1., - 4 1.1 A EL�-�e.-� t EL re 0.3 7' —5 %1 Y _. _ En)- TYPE J-2 MANHOLE (4'x7-) -9' DIAMETER� " THICK (2 R F.D.O T. •L x 15' W) J PER PLATE D-102 INDEX O.OD1G No.281 RIM EL 6.36 AB IN 4 HNV. EL= (S)1.14 AB -10 TYPE " GEOTEXTU FABRIC E 52579' N2178769. E 525725.2 8AB Ae PER F.D O.T. INDEX No. 199 1 • 2 C— 2 1 1 CON CT CONC ETE END ALC _PER. FL= $36' -0.09 A B j E 5�5 766.07AB i 5 I , WPI L 5 ( MATCH ! 1010 i ro * t .GRADE I ' E 1TNG T.Q 25' ALUMINUM HANDRAIL u 1 q�s I s F.D.O.T. X No. 87 -- _-.......-� _ •-- -- _ "'_ •--Ili 5 --v_� —--- --- _ — �`, I 5 �- i 4.65 AB - -- -- TOP OF ALL EL -442 --------------------- O 3'x5' CON TE _ _ ! - - - - *OX CUL T I' O --------- ---------------- _ EXISTING AM MAT TE 004 CULVERT TLET - GR PER F.D.O.T. INDEX 290 ! _5 I i F 43 RLOOLE 1}IP-RAP a 14 AB ] D50.9' AMETER. 2Cr THICK j + FL --0 iF 1 PER O.T. IFEX jNo. 281 I TYPE D-2 4EOTEX71LE F)1BRIC I grtm AT -r ► AB PER F.D.O.T. INDEX No. , CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY ASa♦ BUILT DRAINAGE PLAN Ray y Thompson SURVEYING, kmx AS-euLT MouNATWN PROVIDED BY: DALE d -14-t005 � 11 OD. NAME MSA CONTRACTNG INC IJ 4613 Philips Highway, Suite 210 ADDRESS: 2305 OMAN ROAD Jacksonville. %nda 32207 JACKSONV711i, FLORIDA 32210 (Phone) 904.448-5125 PHONE R (1004) 356-1121 HOPKINS CRW 1 ASBtMLT (Fax) 904-448-5178 1 HEREE1Y CERTWY THAT THE AS -OMT REFLECTS THE TRUE 1 HERMY CER11F1' THAT T!E DATE: 6-14- CCNO111TIOMS AND THAT THE MATMALS AND OUANIITIES USED _ PAVEMENT - WATER MAN N THE CONSTRUCTION OF. CURB AND GLITTER _ _ SANITARY GRAVITY SEWER STORMWATER At DRANACE — Rpm YAN — CRIB AND CUTTER — SANITARY GRAVITY SEWER .1L_ POND •-- LiT STATION! �L STpR WAi DRANAtOg — FORCE MAN ARE AT THE HOWONTAL AND VERTICAL LOCATIONS AS SHOW# ON POND T1ESE 'AS YSTUOND —UFT STATION ARE DRMGS A# AND MEET THE PINNAL TECHNICAL STANDARDS SET FOURTH Y P 81' THIE fit>rHIDA 60AR0 OF PWOFF.SSiDNAL 9tRtVEYOR'5 AND YAPPERS N ARE N ACCORDANCE III THE APPROVED PLANS AND CITY CHAPTER 61017-4. FLORIDA ADMNHSTRATIIE CODE, PURSUANT TO SECTION UNLESS OTNOtW5E APPRO%W BY THE CITY 472027 FLORIDA STATUTES. AUTHCMZM SHONA7UHIE SIGNATURE STATE OF FLORIDA UCENSE Na. CUOO 57056 NAME RAYMOND THOMPSON PRONE990NAL SURVEYOR AND MAPPER NO. 5146 MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 20376-63767 FILE NAME, C ks0005-OW Harp CROSS SECTIONS SNEET N0. C-9 � w J. (#MMI tRk J. RUSKIIII A GERMAN 6659 5a7PMu RwA SNte 200 05!10 M1 0 1InLLIMMa Jacksonville. FL 32258 Tel: (904) 731-7109 A1l�0/ W& Y.F. fCFY50T REV. NO. QATE DRWN CHOCD REMARKS Mp 4EITEM4DR 2007 consulting • snyinaarinp • consr+iction•K CITY OF ATLANTIC BEACH FLORIDA HOPKINS CREEK REGIONAL STORMWATER FACILITY ASa♦ BUILT DRAINAGE PLAN Ray y Thompson SURVEYING, kmx AS-euLT MouNATWN PROVIDED BY: DALE d -14-t005 � 11 OD. NAME MSA CONTRACTNG INC IJ 4613 Philips Highway, Suite 210 ADDRESS: 2305 OMAN ROAD Jacksonville. %nda 32207 JACKSONV711i, FLORIDA 32210 (Phone) 904.448-5125 PHONE R (1004) 356-1121 HOPKINS CRW 1 ASBtMLT (Fax) 904-448-5178 1 HEREE1Y CERTWY THAT THE AS -OMT REFLECTS THE TRUE 1 HERMY CER11F1' THAT T!E DATE: 6-14- CCNO111TIOMS AND THAT THE MATMALS AND OUANIITIES USED _ PAVEMENT - WATER MAN N THE CONSTRUCTION OF. CURB AND GLITTER _ _ SANITARY GRAVITY SEWER STORMWATER At DRANACE — Rpm YAN — CRIB AND CUTTER — SANITARY GRAVITY SEWER .1L_ POND •-- LiT STATION! �L STpR WAi DRANAtOg — FORCE MAN ARE AT THE HOWONTAL AND VERTICAL LOCATIONS AS SHOW# ON POND T1ESE 'AS YSTUOND —UFT STATION ARE DRMGS A# AND MEET THE PINNAL TECHNICAL STANDARDS SET FOURTH Y P 81' THIE fit>rHIDA 60AR0 OF PWOFF.SSiDNAL 9tRtVEYOR'5 AND YAPPERS N ARE N ACCORDANCE III THE APPROVED PLANS AND CITY CHAPTER 61017-4. FLORIDA ADMNHSTRATIIE CODE, PURSUANT TO SECTION UNLESS OTNOtW5E APPRO%W BY THE CITY 472027 FLORIDA STATUTES. AUTHCMZM SHONA7UHIE SIGNATURE STATE OF FLORIDA UCENSE Na. CUOO 57056 NAME RAYMOND THOMPSON PRONE990NAL SURVEYOR AND MAPPER NO. 5146 MICHAEL F. SCHMIDT P.E. No. 42072 PROJECT NO. 20376-63767 FILE NAME, C ks0005-OW Harp CROSS SECTIONS SNEET N0. C-9 Stormwater BMP Treatment Trains [BMPTRAINS©] CLICK HERE TO START w INTRODUCTION PAGE 40universilyof ,.M,TCentral Florida Model requires the use of Excel 2007 or newer This program is compiled from stormwater management publications and deliberations during a two year review of the stormwater rule in the State of Florida. Input from the members of the Florida De artment of Environmental Proted ion Stormwater Review Technical Ad, and the staff and State Water M4 is aai The State Department guidance a iry Committee nsultants from the gement Districts Transportation provided resources to compile this program. The Stormwater Manageme t Academy is responsible for the contend of this program. 1) There is a users manual to help navigate this program and it is available at www.stormwater.ucf.edu 2) This spreadsheet is best viewed at 1280 BY 1080 PIXELS screen resolution. If the maximum resolution of your computer screen is lower than 1280 BY 1080 PIXELS you can adjust the view in the Excel VIEW menu by zooming out to value smaller than 100 PERCENT. 3) This spreadsheet has incorporated ERROR MESSAGE WINDOWS. Your analysis is not valid unless ALL ERROR MESSAGE WINDOWS are clear. 4) PRINTING INSTRUCTIONS: Many options. One is to print the page to MICROSOFT OFFICE DOCUMENT IMAGE WRITER (typically the default) or ADOBE PDF, save the page as an image document, then print the document you saved. 5) Click on the button located on the top of this window titled CLICK HERE TO START to begin the analysis. Disclaimer: These Workbooks were created to assist in the analysis of Best Management Practice calculations. All users are responsible for validating the accuracy of the internal calculations. If improvements are noted within this model, please e-mail Marty Wanielista, Ph.D., P.E. at martin.wanielista@ucf.edu with specific information so that revisions can be made. The authors of this program were Christopher Kuzlo, Marty Wanielista, Mike Hardin, and Ikiensinma Gogo-Abite. This is version 7.7 of the program, updated on November 18, 2015. Comments are appreciated. GENERAL SITE IN ORMATION: V 7.7 GO TO INTRODUCTION PAGE Select the appropriate Meteorological Zone, input the NAME OF PROJECT appropriate Mean Ar nual Rainfall amount and select the type of analysis Meteorological Zone (Please use zone map): Mean Annual Rainfall (Please use rainfall map): Inches Typed of analysis: Treatment efficiency (N, P) kIeave empty if net improvement or BMP analysis is used): % Red Numbers = I Calculated or VIEW ZONE MAP VIEW MEAN ANNUAL RAINFALL GO TO WATERSHED Select the STORMWAT R TREATMENT ANALYSIS Button below to begin analyzing the Model documentation and example problems. eff ctiveness of Best Management Practices. STORMWATER TREATMENT ANALYSIS Systems available for analysis: Retention Basin with option for calculating effluent concentration Wet Detention Exfiltration Trenc Pervious Pavement Stormwater Harvesting Biofiltration Greenroof Rainwater Harvesting Managed Aquatic Plants Detention Vegetated Naturz I Buffer Vegetated Filter trip Swale Rain Garden Tree Well Lined reuse pond User Defined BMP RESET INPUT STORMWATER TREATMENT There is a user's manual for the BMPTRAINS model. It can be downloaded from www.stormwater.ucf.edu. The results from the example problems shown in the manual however may not reflect current model results due to ongoing updates of the model. METHODOLOGY FOR CALCULATING REQUIRED TREATMENT METHODOLOGY FOR METHODOLOGY FOR METHODOLOGY FOR WET METHODOLOGY FOR ZONE MAP DESIGNATED METEOROLOGICAL REGIONS (ZONES) IN FLORIDA €RAGEet LE 0 Mi Clusters "Im 2 4 5 Em STEAD EXP STN `t+UMVITAE KEY 491YWEST GO TO GENERAL SITE GO TO STORMWATER GO TO RAINWATER ■ Source: Evaluation of Current Stormwater Design Criteria within the State of Florida dated June 2007 by Harvey H. Harper, P.E., PhD., available at: http://www.dep.state.fl.us/water/nonp oint/docs/nonpoint/SW_TreatmentRe portFinal_71907.pdf MEAN ANNUAL RAINFALL MAP Isopleths of Mean Annual Precipitation in Florida from 1971-2000. F ' '+ ��� ' a ~ }'~• _t _ 50 Source: Source: Evaluation of Current ' - - Stormwater Design Criteria within '= 42 the State of Florida dated June i44 2007 by Harvey H. Harper, P.E., PhD.,available at: _ ,f •. ' IN, . http://www.dep.state.fl.us/water/non y -S point/docs/nonpoint/SW_Treatment - ' 50 ReportFinal_71907. pdf ` 52 ''- 64 GO TO GENERAL SITE � 5S } 68 EXPANDED VIEW - 4 . ,�.. 60 62 i 'EXPANDED 64 VIEW - . NORTH-EAST REGION 6 '---' f EXPANDED VIEW - e 1e Jr Y -~,„- EXPANDED VIEW - ,, SOUTH REGION l #, w1 Pre -development land use: with default EMCs Post -development land us( with default EMCs Total pre -development cat( Total post -development ca, Pre -development Non DCI, Pre -development DCIA pei Post -development Non DC Post -development DCIA pE Estimated BMPArea (No to CATCHMENT NO.2 CHAF Pre -development land use: ICK ON CELL BELOW TO SELECT ment area: hment or BMP analysis area: CN: entage: � CN: ;entage: lina from this area) ►CTERISTICS: with default EMCs CLICK ON CELL BE Post -development land use with default EMCs Total pre -development catc ment area: Total post -development catchment or BMP analysis area: Pre -development Non DCI CN: Pre -development DCIA percentage: Post -development Non DCI CN: Post -development DCIA pe centage: CATCHMENT NO.3 C Pre -development land use: with default EMCs Post -development land use with default EMCs Total pre -development catc Total post -development cat Pre -development Non DCl/ Pre -development DCIA peri Post -development Non DCI Post -development DCIA pe Estimated BMPArea (no loc- TCHMENT NO.4 Pre -development land use: with default EMCs Post -development land us( with default EMCs Total pre -development cat( Total post -development ca - Pre -development Non DCI, Pre -development DCIA pei Post -development Non DC Post -development DCIA pf Estimated BMPArea (no to RISTICS: ment area: hment or BMP analysis area: CN: entage: CN: entage: ina from this area RISTICS: ment area: hment or BMP analysis area: CN: entage: CN: e: AC AC AC AC AC AC AC AC VIEW EMC & FLUCCS Red Numbers = I Calculated VIEW CATCHMENT CONFIGURATION OVERWRITE DEFAULT CONCENTRATIONS USING: PRE: POST: EMC(N):mg/L mg/L EMC(P): mg/L mg/L Average annual pre runoff volume: ac-ft/year Average annual post runoff volume (note no BMP area): 20.791 ac-ft/year Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year Post -development Annual Mass Loading - Nitrogen: 59.744 kg/year Post -development Annual Mass Loadin - Phosphorus: 9.077 k / ear OVERWRITE DEFAULT CONCENTRATIONS: PRE: POST: EMC(N): mg/L mg/L EMC(P): mg/L mg/L Average annual pre runoff volume: ac-ft/year Average annual post runoff volume (note no BMP area): 67.013 ac-ft/year Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year Post -development Annual Mass Loading - Nitrogen: 148.264 kg/year Post -development Annual Mass Loading - Phosphorus: 27.025 k / ear OVERWRITE DEFAULT CONCENTRATIONS: PRE: POST: EMC(N): mg/L EMC(P): mg/L mg/L mg/L Average annual pre runoff volume: ac-ft/year Average annual post runoff volume (note no BMP area): 0.849 ac-ft/year Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year Post -development Annual Mass Loading - Nitrogen: 0.302 kg/year Post -development Annual Mass Loadina - Phosphorus: 0.525 ka/vear OVERWRITE DEFAULT CONCENTRATIONS: PRE: POST: EMC(N): mg/L mg/L EMC(P): mg/L Mmg/L Average annual pre runott volume: ac-ttlyear Average annual post runoff volume (note no BMP area): ac-ft/year Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year Post -development Annual Mass Loading - Nitrogen: kg/year Pnct-rlavainnmant Anniml Maec I nnrlinn - Phnanhnriia- kn /van r RETENTION BASIN SERVING: Loadings Trom t3mF area are comalnea Dy ine tSMF', in Watershed area cotributing to basin: Required Treatment Eff (Nitrogen): Required Treatment Eff (Phosphorus): Required retention depth over the watershed to m Required water quality retention volume: RETENTION BASIN FOR MULTIPLE TRE Retention volume based on retention depth and Provided retention depth (0.1-3.99 inches over 1 Provided treatment efficiency (Nitrogen): Provided treatment efficiency (Phosphorus): Remaining treatment efficiency (Nitrogen): Remaining treatment efficiency (Phosphorus): Remaining retention depth needed: -Efficiency Curve: ■ System Efficiency (N $ P) CAT 2: 100 r- ,---- 80 - a� 60 40 c a� £ 20 M ~ 0 0.00 RETENTION BASIN: no tSMF' area required efficiency: Aquatic Townhomes - Existing Conditions mant 1 Catchmant 2 Catchment 3 Catchment 9.560 46.270 1.600 0.000 700.000 100.000 100.000 100.000 100.000 100.000 4.000 4.000 4.000 0.000 3.187 15.423 0.533 0.000 V 7.7 j Red Numbers = I Calculated or Carryover GO TO STORMWATER TREATMENT ANALYSIS ac D/Q in ac -ft kTMENT SYSTEMS (if there is a need for additional removal efficiencies in a series of BMPs): TOP OF BANK (TOB) al area 1.531 0.000 0.000 0.000 ac -ft FREEBOARD BETWEEN EOE AND TOB watershed) I in TOP OF FLOOD CONTROL ATTENUATION VOLUME -IF APPLICABLE 87.648 0.000 0.000 0.000% OVERFLOW WATER ELEVATION (WEIR CREST) 87.648 0.000 0.000 0.000% REQUIRED TREATMENT VOLUME (RTV) 100.000 100.000 100.000 % SAFEW GRATE tvc 0H (NOR 100.000 100.000 100.000 % WEIR CREST 2.240 4.000 4.0001 0.000in >r N r System Efficiency (N $ P) CAT 1: • System Efficiency (N $ P) CAT 3: NOTE FOR TREATMENT EFFICIENCY GRAPH: �'�� // . / ,�, /� ,icei ,��,/,� OUTFALL 0.50 1.00 1.50 4.00 2.50 3.00 3.50 4.00 Retention depth (inch): Use only donw flow media mix before water enters the ground, specify type Nitrogen mass reduction in groundwater dischargM Phosphorus mass reduction in groundwater disch me (%) The purpose of this graph is to help illustrate the treatment efficiency of the retention system as the function of retention depth for a single BMP and in a single catchment. The graph illustrates that there is a diminished return as the retention depth is increased. Thus evaluationE of other alternatives in "treatment trains" and compensatory treatment should be considered. NOTE: the retention volume can not exceed 3.99 inches to be within the range of data used to determine effectiveness. PIPE RTV RECOVERY BY I I ( I E I ! 1 I I SOIL (INFILTRATION SEASONAL HIGH GROUNDWATER TABLE (SHGWT) / -r ,r r, r. / r. r'r • 'r / 'r / ' r r "/ r r , r i CONFINING TYPICAL CROSS SECTION OF A "DRY" RETENTION SYSTEM View Media Mixes ISource of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March iment 2 Catchmen 3 Catchment 4 2010, by the Department of Environmental Protection, available at: http://www.dep.state.fl.us/water/wetlands/erp/rules/stormwater, March 2010. DETENTION: WET DETENTION POND SERVING Loadings from BMP area are contained by the BMP, thus no BM area load. Total pre -development catchment area: Total post -development catchment area: Average annual residence time (between 1 and 500 days): Littoral Zone or other improvements used? Littoral Zone or other improvement efficiency credit: Total Nitrogen removal required: Total Phosphorus removal required: Total Nitrogen removal efficiency provided: Total Phosphorous removal efficiency provided: Is the wet detention sufficient: Average annual runoff volume into the pond: Achieve the Treatrnent Efficiency Shown in the C W c W E ea a H 100 90 80 70 60 50 40 30 20 10 0 0 100 200 31 Average Annual Residence Aquatic Townhomes - Existing Conditions Catchment 1 Catchment 2 Catchment 3 Catchment 4 h Below, the Following Must Hold (days): LWIA ac ac days ac-ft/yr I calculated or carryover GO TO STORMWATER TREATMENT ANALYSIS REQUIRED REMAINING TREATMENT EFFICIENCIES OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. USE FOR SIZING OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. Catchment 1 Catchment 2 Catchment 3 Catchment 4 Remaining treatment efficiency needed (Nitrogen): 100.000 % Remaining treatment efficiency needed (Phosphorus): 100.000 % TOP OF BANK (TOB) FREEBOARD BETWEEN EOE AND TOB TOP OF FLOOD CONTROL ATTENUATION VOLUME - IF APPLICABLE -- OVERFLOW WATER ELEVATION (WEER CREST) REQUIRED BLEED DOWN VOLUME (BDV) i v 6APETY l�11ATE 0"Ay" fcxo" �'C I WEIR CREST T—SLmV tT _`/M -Efficiency Curve (P) NOTE FOR TREATMENT ♦ System Efficiency (P) EFFICIENCY GRAPH: PIPEf CAT 1 ■ System Efficiency (P) �J UM OPTIONAL LITTORAL ZONE CAT 2 • System Efficiency (P) The purpose of the treatment efficiency t: aRV.WTC" T) WITH A 6:1 (H TO V) OR �1 CAT 3 ♦ System Efficiency (P) is to hel graphs p illustrate the treatment NOR CAT 4 -Efficiency Curve (N) efficiency of the wet detention system as the function of average annual residence WATER LEVEL WERWISE, POND SIDE SLOPE time (and permanent pool volume). The ♦ System Efficiency (N) graph illustrates that there is a point of NWL ■ THE HIGHER OF: CAT 1 ■ System Efficiency (N) diminished return as the permanent pool CAT 2 • System Efficiency (N) volume is substantially increased. The lines are produced from the conditions SHGWT ■ CAT 3 ♦ System Efficiency (N) of catchment one, thus other catchments are shown with the data TAILWATER ELEVATION CAT 4 points. 400 500 GROUND WATER I calculated or carryover GO TO STORMWATER TREATMENT ANALYSIS REQUIRED REMAINING TREATMENT EFFICIENCIES OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. USE FOR SIZING OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. Catchment 1 Catchment 2 Catchment 3 Catchment 4 Remaining treatment efficiency needed (Nitrogen): 100.000 % Remaining treatment efficiency needed (Phosphorus): 100.000 % TOP OF BANK (TOB) FREEBOARD BETWEEN EOE AND TOB TOP OF FLOOD CONTROL ATTENUATION VOLUME - IF APPLICABLE -- OVERFLOW WATER ELEVATION (WEER CREST) REQUIRED BLEED DOWN VOLUME (BDV) i v 6APETY l�11ATE 0"Ay" fcxo" �'C I WEIR CREST T—SLmV tT _`/M TYPICAL X -SECTION OF A WET DETENTION SYSTEM Source of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March 2010, by the Department of Environmental Protection, available at: http://www.dep.state.fl.us/water/wetiands/erp/rules/stormwater, March 2010 NWL �t(N7oh PIPEf �J UM OPTIONAL LITTORAL ZONE t: aRV.WTC" T) WITH A 6:1 (H TO V) OR �1 PERMANENT NOR FLATTER SIDE SLOPE POOL \% WATER LEVEL WERWISE, POND SIDE SLOPE WITH A 4:1 (H TO V) OR r f NWL ■ THE HIGHER OF: FLATTER SIDE SLOPE. ANOXIC ZONE 1. THE NORMAL WET SEASON SHGWT ■ , TAILWATER ELEVATION SEASONAL MGH GROUND WATER 2. THE SHOWT MINUS SIX (6) TABLE INCHES TYPICAL X -SECTION OF A WET DETENTION SYSTEM Source of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March 2010, by the Department of Environmental Protection, available at: http://www.dep.state.fl.us/water/wetiands/erp/rules/stormwater, March 2010 STORMWATER TREAT ENT ANALYSIS: V 7.7 GO TO GENERAL SITE INFORMATION PAGE Red Numbers = Calculated If not done, specify pre- nd post -development watershed characteristics. GO TO WATERSHED CHARACTERISTICS Total Required Treatment Efficiency: Required Treatment Eff (Nitrogen): 100.000% Required Treatment ff (Phosphorus): 100.000% RETENTION BASIN PERVIOUS GREENROOF Select one of the BMPs below to analyze efficiency or review the summary data. WET DETENTION STORMWATER RAINWATER EXFILTRATION FILTRATION including MANAGED AQUATIC VEGETATED VEGETATED ■ TREE WELL RAIN GARDEN SWALE USER DEFINED LINED REUSE POND NOTE!H: All individual system must be sized prior to being analyzed in conjunction with other systems. Please read instructions in the CATCHMENT AND TREATMENT SUMMARY RESULTS tab for more information. CATCHMENT AND TREATMENT SUMMARY I CATCHMENTS AND TREATMENT SUMMARY RESULTS V 7.7 I CALCULATION METHODS: [3. The effectiveness of each BMP in a single catchment is converted to an equivalent capture volume. Certain BMP treatment train combinations have not been evaluated and in practice they are at this time not used, an example is a greenroof following a tree well. Wet detention is last when used in a single catchment with other BMPs, except when followed by filtration ROJECT TITLE Aquatic Townhomes - Existing ConditionOptional Identification Catchment 1: 1 Catchment 2: 1 Catchment 3: Catchment 4: BMP Name I Retention Basin I Wet Detention 1 1 BMP Name BMP Name Catchment G - Mixed -3 Catchment -2 Series -Parallel Configuration (B) 3/23/2016 Nitrogen Pre Load (kg/yr) 0.00 BMPTRAINS MODEL Phosphorus Pre Load (kg/yr) 0.00 Treatment Nitrogen Post Load (kg/yr) 208.31 Phosphorus Post Load (kg/yr) 36.63 Objectives Target Load Reduction (N) % 100.0 or Target Target Load Reduction (P) % 100.0 1 2 Target Discharge Load, N (kg/yr) 0.00 NOT MET Target Discharge Load, P (kg/yr) 0.00 Provided Overall Efficiency, N (%): 51.3 Provided Overall Efficiency, P (%): 62.0 Discharged Load, N (kg/yr & Ib/yr): 101.36 223.26 3 Discharged Load, P (kg/yr & Ib/yr): 13.91 30.65 Load Removed, N (kg/yr & Ib/yr): 106.95 235.56 Load Removed, P (kg/yr & Ib/yr): 22.71 50.03 Stormwater BMP T This program is compiled fro management publications and de two year review of the stoi in the State of Floi Input from the membe Florida Departmer Environmental Protection Stoi Technical Advisory Coi and the staff and consulta State Water Managemei is appreciated The State Department of Trans guidance and resou compile this progra Stormwater Management Acat for the content of this nent Trains [BMPTRAINS@] CLICK HERE TO START INTRODUCTION PAGE University of Flo r! i stormwater berations during a nwater rule MR. of the of iwater Review ,nittee s from the Districts tation provided s to The y is responsible )eram. Model requires the use of Excel 2007 or newer 1) There is a users manual to help navigate this program and it is available at www.stormwater.ucf.edu 2) This spreadsheet is best viewed at 1280 BY 1080 PIXELS screen resolution. If the maximum resolution of your computer screen is lower than 1280 BY 1080 PIXELS you can adjust the view in the Excel VIEW menu by zooming out to value smaller than 100 PERCENT. 3) This spreadsheet has incorporated ERROR MESSAGE WINDOWS. Your analysis is not valid unless ALL ERROR MESSAGE WINDOWS are clear. 4) PRINTING INSTRUCTIONS: Many options. One is to print the page to MICROSOFT OFFICE DOCUMENT IMAGE WRITER (typically the default) or ADOBE PDF, save the page as an image document, then print the document you saved. 5) Click on the button located on the top of this window titled CLICK HERE TO START to begin the analysis. Disclaimer: These workbooks were created to assist in the analysis of Best Management Practice calculations. All users are responsible for validating the accuracy of the internal calculations. If improvements are noted within this model, please e-mail Marty Wanielista, Ph.D., P.E. at martin.wanielista@ucf.edu with specific information so that revisions can be made. The authors of this program were Christopher Kuzlo, Marty Wanielista, Mike Hardin, and Ikiensinma Gogo-Abite. This is version 7.7 of the program, updated on November 18, 2015. Comments are appreciated. ,� . y -r ,.;:• +'F,^ :„ ,£, �.�. t »;-,.-.: wN+ELP HDRtfGR�APH 1AN1D Lio►1�: = Rt�GRAMS 4 s SMAD",MNLIL11NE GENERAL SITE INFORMATION: V 7.7 GO TO INTRODUCTION PAGE Select the app opriate Meteorological Zone, input the NAME OF PROJECT appropriate Mean A nual Rainfall amount and select the type of analysis CLICK ON CELL BELOW TO SELECT Meteorological Zone (Please use zone map): Select the STORMWATER TREATMENT ANALYSIS Button below to begin analyzing the effectiveness of Best Management Practices. STO Systems avail Retention Basin Wet Detention Exfiltration Trern Pervious Paverr Stormwater Har Biofiltration Greenroof Rainwater Harvi Managed Aquat Vegetated Natu Vegetated Filter Swale Rain Garden Tree Well Lined reuse por User Defined BMI ATER TREATMENT ANALYSIS ble for analysis: Lith option for calculating effluent concentration ing sting c Plants Detention 'al Buffer Strip RESET INPUT STORMWATER TREATMENT Red Numbers = I Calculated or VIEW ZONE MAP VIEW MEAN ANNUAL RAINFALL GO TO WATERSHED Model documentation and example problems. There is a user's manual for the BMPTRAINS model. It can be downloaded from www.stormwater.ucf.edu. The results from the example problems shown in the manual however may not reflect current model results due to ongoing updates of the model. METHODOLOGY FOR CALCULATING REQUIRED TREATMENT METHODOLOGY FOR METHODOLOGY FOR METHODOLOGY FOR WET METHODOLOGY FOR ZONE MAP 0 0 0 Dusters su. K 4 on 5 DESIGNATED METEOROLOGICAL REGIONS (ZONES) IN FLORIDA m STEAD EXP STIN NUMV#TAE KEY • ., Y WEST GO TO GENERAL SITE GO TO STORMWATER GO TO RAINWATER ■ Source: Evaluation of Current Stormwater Design Criteria within the State of Florida dated June 2007 by Harvey H. Harper, P.E., PhD., available at: hftp://www.dep.state.fl.us/water/nonp oint/docs/nonpoint/SW TreatmentRe portFinal_71907.pdf ZT7 R I F7 VS� MEAN ANNUAL RAINFALL MAP 4-. Isopleths of Mean Annual Precipitation in Florida from 1971-2000. Source: Evaluation of Current Stormwater Design Criteria within the State of Florida dated June 2007 by Harvey H. Harper, P.E., PhD., available at: hftp://www.dep.state.fl.us/water/non point/docs/nonpoint/SW_Treatment ReportFinal_71907. pdf GO TO GENERAL SITE EXPANDED VIEW - EXPANDED VIEW - NORTH-EAST REGION EXPANDED VIEW - EXPANDED VIEW - SOUTH REGION 40 42 44 46 48 50 62 64 5S 68 60 62 64 Isopleths of Mean Annual Precipitation in Florida from 1971-2000. Source: Evaluation of Current Stormwater Design Criteria within the State of Florida dated June 2007 by Harvey H. Harper, P.E., PhD., available at: hftp://www.dep.state.fl.us/water/non point/docs/nonpoint/SW_Treatment ReportFinal_71907. pdf GO TO GENERAL SITE EXPANDED VIEW - EXPANDED VIEW - NORTH-EAST REGION EXPANDED VIEW - EXPANDED VIEW - SOUTH REGION Pre -development land use: with default E Cs CLICK ON CELL BELOW T Post -development land use: with default EIACs Total pre -development catchment area: Total post-developme it catchment or BMP analysis area: Pre -development Non DCIA CN: Pre -development DCI At percentage: Post -development Non DCIA CN: Post -development D IA percentage: Estimated BMPArea o loading from this area CATCHMENT NO.2 Pre -development lanc with default E Post -development lar with default E Total pre-developmer Total post-developme Pre -development Nor Pre -development DCI Post -development Nc Post -development D( Estimated BMPArea i CATCHMENT NO.3 i ;HARACTERISTICS: VIEW EMC & FLUCCS Red Numbers = I Calculated VIEW CATCHMENT CONFIGURATION OVERWRITE DEFAULT CONCENTRATIONS USING: PRE: EMC(N):mg/L EMC(P): mg/L AC AC Average annual pre runoff volume: Average annual post runoff volume (note no BMP area): Pre -development Annual Mass Loading - Nitrogen: Pre -development Annual Mass Loading - Phosphorus: % Post -development Annual Mass Loading - Nitrogen: Ar. Post -development Annual Mass Loading-- Phosphorus CLICK ON CELL BELOW TO SELECT use: ►Acs CLICK ON CELL BELOW TO SELECT d use: IACs t catchment area: AC nt catchment or BMP analysis area: AC DCIA CN: A percentage: % n DCIA CN: ;IA percentage: No loading from this area AC Pre -development land use: with default EMCs catchment or BMP analysis area: Post -development land use with default E MCs TERISTICS: CLICK ON CELL BELOW TO SELECT CLICK ON CELL BELOW TO SELECT Total pre -development catchment area: Total post -development catchment or BMP analysis area: Pre -development Non DCIA CN: Pre -development DC A percentage: Post -development Non DCIA CN: Post -development D IA percentage: Estimated BMPArea no loading from this area) CATCHMENT NO.4 CHARACTERISTICS: Pre -development lai with default Post -development k with default Total pre-developme Total post-developn Pre -development Ni Pre -development Di Post -development N Post -development [ POST: mg/L mg/L ac-ft/year 20.791 ac-ft/year kg/year kg/year 59.744 kg/year OVERWRITE DEFAULT CONCENTRATIONS: PRE: POST: EMC(N): mg/L mg/L EMC(P): mg/l_ = mg/L Average annual pre runoff volume: ac-ft/year Average annual post runoff volume (note no BMP area): 69.593 ac-ft/year Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year Post -development Annual Mass Loading - Nitrogen: 154.573 kg/year Post -development Annual Mass Loading - Phosphorus: 28.580 k / ear OVERWRITE DEFAULT CONCENTRATIONS: PRE: POST: EMC(N): mg/!_ mg/L EMC(P): mg/l_ mg/L AC AC Average annual pre runoff volume: ac-ft/year Average annual post runoff volume (note no BMP area): 0.246 ac-ft/year % Pre -development Annual Mass Loading - Nitrogen: kg/year Pre -development Annual Mass Loading - Phosphorus: kg/year % Post -development Annual Mass Loading - Nitrogen: 0.703 kg/year AC -Post-development Annual Mass Loading - Phosphorus: I 0.15810/year OVERWRITE DEFAULT CONCENTRATIONS: POST: mg /L mg/L ac-ft/year kg/year kg/year kg/year RETENTION BASIN: RETENTION BASIN SERVING: Loadings from BMP area are contained by the BMP, thus no BMP area load. Watershed area cotributing to basin: Required Treatment Eff (Nitrogen): Required Treatment Eff (Phosphorus): Required retention depth over the watershed to eet required efficiency: Required water quality retention volume: RETENTION BASIN FOR MULTIPLE Retention volume based on retention depth and Provided retention depth (0.1-3.99 inches overt Provided treatment efficiency (Nitrogen): Provided treatment efficiency (Phosphorus): Remaining treatment efficiency (Nitrogen): Remaining treatment efficiency (Phosphorus): Remaining retention depth needed: -Efficiency Curve: ■ System Efficiency (N $ P) CAT 2: 100 80 47.380 0.250 0.000 V 100.000 100.000 60 100.000 00e< Z 4.000 4.000 0.000 3.187 15.793 0.083 0.000 W 40 NOTE FOR TREATMENT EFFICIENCY GRAPH: 4-0C W E 20 40M ~ 0 0.00 0.50 1.00 Aquatic Townhomes - Proposed Conditions ment 1 Catchment 2 Catchment 3 Catchment A 9.560 47.380 0.250 0.000 100.000 100.000 100.000 100.000 100.000 100.000 4.000 4.000 4.000 0.000 3.187 15.793 0.083 0.000 V 7.7 ac in ac -ft TMENT SYSTEMS (if there is a need for additional removal efficiencies in a series of BMPs): al area watershed) 1 1.5311 87.668 0.0001 0.000 0.0001 0.000 0.000 0.000% ac -ft in % % in 87.668 0.000 0.000 0.000% 100.000 100.000 100.000 100.000 100.000 100.0001 2.240 4.000 4.0001 0.000 A System Efficiency (N $ P) CAT 1: • System Efficiency (N $ P) CAT 3: NOTE FOR TREATMENT EFFICIENCY GRAPH: 1.50 2.00 2.50 3.00 3.50 4.00 Retentio depth (inch): Use only donw flow media mix before water enters the ground, specify type Nitrogen mass reduction in groundwater discharge (%) Phosphorus mass reduction in aroundwater discharae M The purpose of this graph is to help illustrate the treatment efficiency of the retention system as the function of retention depth for a single BMP and in a single catchment. The graph illustrates that there is a diminished return as the retention depth is increased. Thus evaluation; of other alternatives in "treatment trains" and compensatory treatment should be considered. NOTE: the retention volume can not exceed 3.99 inches to be within the range of data used to determine effectiveness. 1\ Red Numbers = I Calculated or Carryover GO TO STORMWATER TREATMENT ANALYSIS TOP OF BANK (TOB) FREEBOARD BETWEEN EOE AND TOB TOP OF FLOOD CONTROL ATTENUATION VOLUME - IF APPLICABLE OVERFLOW WATER ELEVATION (WEIR CREST) REQUIRED TREATMENT VOLUME (RTV) SAM�ETY GRAIL EiRG�ICY OVNi! ELEVATION (so@) WENt CREST how-------------- 1 l ' PIPE +j �► '� '� t t f SOIL RECOVERY - - - SEASONAL HIGH GROUND WATER TABLE (SHGWT) y- �•i, f •i.�.r r r•r .r -r �. r r•r r•r r• r•...r• ...r•r ,.r_ r r �f r..�-rr.�•r .� r` �•r .ir CONFINING UNT; ?; r TYPICAL CROSS SECTION OF A "DRY" RETENTION SYSTEM View Media Mixes ISource of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March iment 2 Catchment Cat ihmin 4 2010, by the Department of Environmental Protection, available at: http://www.dep.state.fl.us/water/wetlands/erp/rules/stormwater, March 2010. WET DETENTION POND S Loadings from BMP area are contained by the BMP, thus Total pre -development catchment area: Total post -development catchment area: Average annual residence time (between 1 and 500 Littoral Zone or other improvements used? Littoral Zone or other improvement efficiency credit: Total Nitrogen removal required: Total Phosphorus removal required: Total Nitrogen removal efficiency provided: Total Phosphorous removal efficiency provided: Is the wet detention sufficient: Average annual runoff volume into the pond: WET DETENTION: NG: BMP area load. ys): Aquatic Townhomes - Proposed Conditions Catchment 1 Catchment 2 Catchment 3 Catchment 4 To Achieve the Treatment Efficiency Shown in then Graph Below, the Following Must Hold V 7.7 ac ac days ac-ft/yr im Pond Permanent Pool Volume: 1 1.317 ac -ft 100 2:1 ("Toy) -Efficiency Curve (P) NOTE FOR TREATMENT 90 CONTROL. ELEVAMN � toaFI£ Olt Y440 + L+NVOM EFFICIENCY GRAPH: ♦ System Efficiency (P) 80 CAT 1 ■ System Efficiency (P) 70 WATER LEVEL T 2 Sy T 0 tem Efficiency (P) The purpose of the treatment efficiency 60 FLATTER SIDE SLOPE CAT 3 ♦ System Efficiency (P) graphs is to help illustrate the treatment " 1. THE NORMAL WET SEASON CAT 4 efficiency of the wet detention system as 50 —Efficiency Curve (N) the function of average annual residence SEASONAL HIGH C40 time (and permanent pool volume). The £ ♦ System Efficiency (N) graph illustrates that there is a point of 30 TABLE -- CAT 1 IIISystem Efficiency (N) diminished return as the permanent pool INCHES y CAT 2 volume is substantially increased. The 20 • System Efficiency (N) lines are produced from the conditions CAT 3 of catchment one, thus other 10 ♦ System Efficiency (N) catchments are shown with the data 0 CAT 4 points. 0 100 200 300 400 500 Average Annual Residence Time (days): rs = I Calculated or Carryover GO TO STORMWATER TREATMENT ANALYSIS REQUIRED REMAINING TREATMENT EFFICIENCIES OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. USE FOR SIZING OF TREATMENT SYSTEM IN SERIES WITH WET DETENTION. Catchment 1 Catchment 2 Catchment 3 Catchment 4 Remaining treatment efficiency needed (Nitrogen): 1 100.000 1 1% Remaining treatment efficiency needed (Phosphorus): 1 100.000 1 1% TOP OF BANK (TOB) FREEBOARD BETWEEN EOE AND TOB TOP OF FLOOD CONTROL ATTENUATION VOLUME - IF APPUCABLE — OVERFLOW WATER ELEVATION (YYM CREST) 4 REQUIRED BLEED DOWN VOLUME (BDV) "AmeEMCY ovawtlaw 0"ATLOM 1S? WEIR CREST ti -T _ — .. — _.. _. — — — — T—SHGWT TYPICAL X -SECTION OF A WET DETENTION SYSTEM Source of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March 2010, by the Department of Environmental Protection, available at: hftp://www.dep.state.fl.ustwater/wetlands/erp/rules/stormwater, March 2010 NWL 2:1 ("Toy) PIPE Olt RATM =9 SUM CONTROL. ELEVAMN � toaFI£ Olt Y440 + L+NVOM OPTIONAL I rrTORAt. ZONE WITH A 6:1(H TO V) OR'9,PERMANENT PM ENO FLATTER SIDE SLOPE WERWISE, POND SIDE SLOPE POOL`S WATER LEVEL WITH A 4:1(H TO V) OR — — — — �, NWL a THE HIGHER OF: FLATTER SIDE SLOPE ANOXIC ZONE�� 1. THE NORMAL WET SEASON SHGWT ■ / �,� TAILWATER ELEVATION SEASONAL HIGH GROUND WATER 2. THE SHOWT MINUS SIX (6) TABLE INCHES TYPICAL X -SECTION OF A WET DETENTION SYSTEM Source of Graphic: draft STORMWATER QUALITY APPLICANT'S HANDBOOK dated March 2010, by the Department of Environmental Protection, available at: hftp://www.dep.state.fl.ustwater/wetlands/erp/rules/stormwater, March 2010 STORMWATER TREATMENT ANALYSIS: V 7.7 GO TO GENERAL SITE INFORMATION PAGE Red Numbers = Calculated If not done, specify pre- and p st-development watershed characteristics. GO TO WATERSHED CHARACTERISTICS Total Required Treatment Efficiency: Required Treatment Eff (Nitrogen): 100.000% Required Treatment Eff (P osphorus): 100.0001% 3 Select one of the BMPs below to analyze efficiency or review the summary data. RETENTION BASIN WET DETENTION EXFILTRATION RAIN GARDEN SWALE USER DEFINED PERVIOUS ST RMWATER FILTRATION including LINED REUSE POND NOTE !!!: All individual system must be sized prior to being analyzed in conjunction with other systems. Please read instructions in the CATCHMENT AND TREATMENT GREENROOF RAINWATER MANAGED AQUATIC SUMMARY RESULTS tab for more information. CATCHMENT AND TREATMENT SUMMARY VEGETATED VEGETATED TREE WELL V4" , W CATCHMENTS AND TREATMENT SUMMARY RESULTS V 7.7 1 CALCULATION METHODS: 1. The effectiveness of each BMP in a single catchment is converted to an equivalent capture volume. 2. Certain BMP treatment train combinations have not been evaluated and in practice they are at this time not used, an example is a greenroof following a tree well. 3. Wet detention is last when used in a single catchment with other BMPs, except when followed by filtration PROJECT TITLE quatic Townhomes - Proposed Condition Optional Identification Catchment 1: 1 Catchment 2: 1 Catchment 3: Catchment 4: BMP Name I Retention Basin j Wet Detention I 1 BMP Name BMP Name Catchment G - Mixed -3 Catchment -2 Series -Parallel Configuration (B) Nitrogen Pre Load (kglyr) 0.00 Phosphorus Pre Load (kglyr) 0.00 Treatment Nitrogen Post Load (kg/yr) 215.02 Objectives Phosphorus Post Load (kg/yr) 37.81 Target Load Reduction (N) % 100.0 or Target Target Load Reduction (P) % 100.0 Target Discharge Load, N (kg/yr) 0.00 NOT MET Target Discharge Load, P (kg/yr) 0.00 Provided Overall Efficiency, N (%): 53.1 Provided Overall Efficiency, P (%): 64.5 Discharged Load, N (kg/yr & Ib/yr): 100.94 222.32 Discharged Load, P (kg/yr & lb/yr): 13.44 29.59 Load Removed, N (kg/yr & Ib/yr): 114.08 251.28 Load Removed, P (kg/yr & Ib/yr): 24.38 53.70 312312016 BMPTRAINS MODEL *t sls ar xn AKW 60- WF i I , a M c �y4 s: I I a 0 xs . + r w i x i u a (3) TO WNHOMES PLAYGROUND 2 BEDROOM LEGEND I Approximate Location of Standard Penetration Test (SPT) Boring Approximate Location of Auger Boring M Ellis a Associates. Geotechnical ■ Materials Testing ■ Environmental Integrated Engineering Services EB: 998 7064 Davis Creek Road Jacksonville, FL 32256 p: 904-880-0960 f: 904-880-0970 email: ellis@ellisassoc.com Serving the Southeast since 1970. Offices: Jacksonville, FL - Brunswick, GA Field Exploration Plan Atlantic Beach Property Atlantic Beach, Florida Date: 10/26/15 Project No.: 3719-0019 Figure 2 Boring No. 01 H a LU 0 i 10/22/2015 5 15 20 B1 1 10/22/2015 1 1 WOH/24 II I II I I Topsoil E] Fine SAND (SP) Fine SAND With Silt (SP -SM) 19 Silty Fine SAND Clayey Fine SAND (SC) FA CLAY (CH) B2 11=11 I __ opsoil With Concrete VERY LOOSE Dark Debris Brown Fine SAND (SP) 2 VERY LOOSE Dark VERY LOOSE Dark 1 Brown Fine SAND, Brown Fine SAND With 10/22/201 /12" Trace Small Roots (SP) Silt and Trash (Plastic) 2 4 (SP) 10/22/2015 DENSE VERY LOOSE to 3 ... LOOSE Dark Brown Fine SAND and Trash 3 SAND With Trash (Plastic & Wood) (SP) (Wood, Paper & Plastic) (Glass & Paper) (SP) 5 10 �: 8 :x MEDIUM DENSE Medium Gray Brown LOOSE to MEDIUM Medium Brown to Gray Fine SAND (SP) LOOSE to MEDIUM Fine SAND (SP) 11 DENSE Medium Brown 11 9 Fine SAND (SP) 16 BT @ 20.0' 1 10/22/2015 1 1 WOH/24 II I II I I Topsoil E] Fine SAND (SP) Fine SAND With Silt (SP -SM) 19 Silty Fine SAND Clayey Fine SAND (SC) FA CLAY (CH) B2 11=11 I Topsoil Topsoil VERY LOOSE Dark 1 Brown Fine SAND (SP) 2 VERY LOOSE Dark 1 Brown Fine SAND With 10/22/201 /12" ::::::::::: Silt and Trash (Plastic) ,... 4 (SP) VERY LOOSE Dark Brown Silty Fine SAND With Trash (Plastic) (SM) VERY LOOSE Gray Silty Fine SAND Wit Clay (SM) 11 MEDIUM DENSE Medium Gray Fine SAND (SP) BT @ 20.0' B3 WOH/24 LOOSE Gray Clayey Fine SAND (SC) VERY SOFT Gray— Sandy CLAY With Silt (CH) LOOSE to MEDIUM DENSE Gray Brown Fine SAND (SP) 10-1::::::::::: 0 .,. BT @ 20.0' LEGEND N Standard Penetration Resistance, Blows/Foot SP Unified Soil Classification System 1 Groundwater Level at Time of Drilling 1/12" One Blow to Drive Split Spoon Sample Twelve Inches B4 III=11 Topsoil 1 VERY LOOSE Brown 2 Fine SAND (SP) 1 SAND (SP) 10/22/201 /12" ::::::::::: (SP) ,... 4 LOOSE Brown Fine 10/22/2015 DENSE SAND With Trash 3 ... (Wood & Glass) (SP) LOOSE Brown Fine 3 SAND With Trash WOH/24 LOOSE Gray Clayey Fine SAND (SC) VERY SOFT Gray— Sandy CLAY With Silt (CH) LOOSE to MEDIUM DENSE Gray Brown Fine SAND (SP) 10-1::::::::::: 0 .,. BT @ 20.0' LEGEND N Standard Penetration Resistance, Blows/Foot SP Unified Soil Classification System 1 Groundwater Level at Time of Drilling 1/12" One Blow to Drive Split Spoon Sample Twelve Inches B4 WOH Distance Split -Spoon Soil Sampler Dropped Under Weight of Drilling Tools and Hammer BT Boring Terminated at Depth Below Grade B5 III=11 Topsoil 1 VERY LOOSE Dark 2 LOOSE Brown Fine 1 SAND (SP) 10/22/2015 tttttMEDIUM (SP) ,... 4 SAND, Trace Small 10/22/2015 DENSE LOOSE to MEDIUM 3 :'; DENSE Brown to Medium Brown Fine LOOSE Brown Fine 3 SAND With Trash SAND With Trash (Wood, Paper & Plastic) (Glass & Paper) (SP) 5 (SP) 6 8 12 Medium Gray Brown LOOSE to MEDIUM Fine SAND (SP) LOOSE to MEDIUM 4 DENSE Medium Brown 11 Fine SAND (SP) 16 BT @ 20.0' WOH Distance Split -Spoon Soil Sampler Dropped Under Weight of Drilling Tools and Hammer BT Boring Terminated at Depth Below Grade B5 B6 III=I1 Topsoil VERY LOOSE Dark 2 Brown Fine SAND, 10 Trace Organic Fines 3 tttttMEDIUM (SP) 1 :: SAND, Trace Small 10/22/2015 DENSE Roots (SP) 3 Medium Brown Fine— ineSAND LOOSE Brown Fine 3 ::::: SAND With Trash (SP -SM) (Glass & Paper) (SP) 5 8 Medium Gray Brown LOOSE to MEDIUM Fine SAND (SP) DENSE Medium Brown 4 to Medium Gray Brown Fine SAND (SP) 11 BT @ 20.0' B6 BT @ 20.0' Generalized Subsurface Profiles 0 5 v m 10 _0 15 20 Atlantic Beach Property Atlantic Beach, Florida Ellin Associates w. DATE: 10/26/15 1 PROS. NO.: 3719-0019 Fiqure 3 III=II Topsoil LOOSE Brown and Orange Fine SAND 10 With Trash (Glass) (SP) 3 tttttMEDIUM LOOSE Brown Fine 1 :: SAND, Trace Small 10/22/2015 DENSE Roots (SP) BT @ 20.0' Generalized Subsurface Profiles 0 5 v m 10 _0 15 20 Atlantic Beach Property Atlantic Beach, Florida Ellin Associates w. DATE: 10/26/15 1 PROS. NO.: 3719-0019 Fiqure 3 LOOSE to MEDIUM DENSE Medium Brown Fine SAND (SP) 10 tttttMEDIUM DENSE Medium Brown Fine— ineSAND SANDWith Silt ttt�t (SP -SM) MEDIUM DENSE Medium Gray Brown Fine SAND (SP) 12 BT @ 20.0' Generalized Subsurface Profiles 0 5 v m 10 _0 15 20 Atlantic Beach Property Atlantic Beach, Florida Ellin Associates w. DATE: 10/26/15 1 PROS. NO.: 3719-0019 Fiqure 3 Boring No. Al A2 A3 A4 III Topsoil III Topsoil I I Topsoil III Topsoil Dark Brown Fine SAND (SP) ;) Dark Brown Fine SAND, Trac Roots (SP) Small Dark Brown Fine SAND With Silt SP-S) ) U.( titit Brown Fine SAND With Trash (Plastic) (SP) Brown Fine SAND With Silt (SP -SM) 10/22/2015 :1]]]]: Brown Fine SAND With Silt (S -SM) 10/22/2015 s 1 10/22/2015 10/22/2015 Brown Fine SAND, Some Sm II Roots Dark Brown Silty Fine SAND (SM) ]tItt Brown Fine SAND With Silt, Trace SP Brown Fine SAND (SP) Small Roots(SP-SM)5 5 BT@6.0' BT@6.0' w v m w w z _ a. m m W m o Brown Fine SAND (SP) Medium Brown Fine SAND (SP) I '@ 10 BT @ 10.0' BT 10.0' 10 LEGE D I1=1 I III Topsoil Fine SAND (SP) SP Unified Soil Classification System Generalized Subsurface Profiles Fine SAND With Silt (SP -SM) Silty Fine SAND (5M) 1 Groundwater Level at Time of Drilling Atlantic Beach Property Clayey Fine SAND (SC) CLAY (CH) BT Boring Terminated at Depth Below Grade Atlantic Beach Florida Ellin Associates mL DATE: 10/26/15 1 PRai. No.: 3719-0019 1 Figure 4