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12-0485 City of Tybee
4,Nl',,„ \„„,.0 CITY OF TYBEE ISLAND BUILDING PERMIT DATE ISSUED: 09-6-2012 PERMIT#: 120485 WORK DESCRIPTION BIKE PATH AND DRAINAGE SWALE WORK LOCATION 403 BUTLER AVENUE OWNER NAME CITY OF TYBEE ADDRESS PO BOX 2749 CITY,ST,ZIP TYBEE ISLAND GA 31328-2749 PHONE NUMBER CONTRACTOR NAME CITY OF TYBEE ADDRESS PO BOX 2749 CITY STATE ZIP TYBEE ISLAND GA 31328-2749 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $ 0.00 PROPERTY IDENTIFICATION# PROJECT VALUATION $25,000.00 TOTAL BALANCE DUE: $ 0.00 It is understood that if this permit is granted the builder will at all times comply with the zoning,subdivision,flood control,building,fire,soil and sedimentation,wetlands,marshlands protection and shore protection ordinances and codes whether local,state or federal,including all environmental laws and regulations when applicable,subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in the front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. 0 , / Signature of Building Inspector or Authorized Agent: `1 i P.0.Box 2749-403 Butler Avenue,Tybee Island,Georgia 31328 (912)786-4573-FAX(912)786-9539 www.cityoftybee.org /? - 08. �c-�FE is* City of Tybee Island, Georgia ��� '''\ 912-472-5033 or 912-472-5031 - Fax 912-786-9539 ( r APPLICATION FOR BUILDING PERMIT Property Address: qo 3 Ave_ 2 v ,o )" . c ( Park Name Mailing Address Telephone c,`L/ 0 c Home: Owner 7 b e-a-3 Ts(and. Ijot (,J, lSo, Cell: Architect or Engineer Home: Contractor r. rc;n 04)04 r2c_ - Cell: (Check all that apply) ❑ Single Family ❑ Discovery/Tearout ❑ Demolition of Structure ❑ Duplex n Footprint Changes — new ❑ Other ❑ Multi-Family units square feet heated/cooled ❑ Commercial units`' Details of Project: b• pa`-c-) - d r'a in Q 512, S(A1C`J d Estimated Cost of Construction: $ OO (materials + labor+ profit/overhead) If applicable, attach a copy of the certified elevation certificate and/or survey of the property. Depending upon the scope of the work, two sets of construction drawings and/or a site plan may be required. Year Built: / Listed on National Historic Register or located within a National Historic District? Y / N *Buildings older than 50 years may be eligible to be listed on the State/National Register. With this designation,you may be eligible to take advantage of various tax incentive programs while preserving the heritage of Tybee Island. *Also see the Tybee Island Land Development Code Article 14: Historic Preservation During construction: On-site restroom facilities will be provided through . Construction debris will be disposed by by means of_ . I understand that I must comply with zoning, flood damage control, building, fire, shore protection and wetland ordinances, FEMA regulations and all applicable codes and regulations. I realize that I must ensure the adequacy of drainage of this property so that surrounding property is in no way adversely affected as required by Article 16, Stormwater Management. I accept responsibility for any corrective action that may be necessary to restore drainage impaired by this permitted construction. �O'4 Z Signature of Applicant: J o 2 W . S n II FEES Date: Permit Printed Name i Inspections Note: A permit normally takes 7 to 10 days to process Cap Cost Rec Water Tap Approvals: n re Date Sewer Stub Planning &Zoning Manager 9-G -/2- Eng. Fees Building Official Aid to Const. Water/Sewer Storm/Drainage — — City Manager TOTAL Dianne Otto From: Downer Davis [dkdbus@gmail.com] Sent: Thursday, September 06, 2012 8:27 AM To: Joe Wilson Cc: Dianne Otto; Diane Schleicher Subject: Memorial Park Drainage Improvements. Attachments: 210051_MEMORIAL detention Model (1).pdf Attached is the final layout for the modifications to the existing detention basin in Memorial Park. I will drop off the drainage study to D.Otto later this morning. The drainage study demonstrates the existing 12"PVC pipe limits the outflow to less than 1/2 of the flow to it. Installing additional pipes or increasing the size of the existing 12" would require even more detention than shown. The drainage study shows that any storm event larger than a 25-year, SCS Type III storm will overflow across the drive in the park into the area of the covered picnic tables. To avoid that, there should be no additional dirt placed in the area of the park east of the bike trail and between the park drive & the YMCA. To eliminate ponding in that area, the slope should be slightly graded down towards the proposed deeper basin. The area of the park to the north of the area where deepening is proposed will still flood in severe storms. However, the amount of flooding should be lessened as: 1) The deepened part of the basin will help to lower the normal water table in the adjacent park lawn. 2) The deepened part of the basin will provide approximately 1/3rd of the required storage rather than it remaining in the usable park area. This basin is as DPW requested. Its rectangular in shape and requires relocation of only one tree. As the City Manager, Mayor and City Council requested, it is limited to an area that is outside of the normally used park area. While planting of Cypress Trees or other appropriate species is recommended, DPW does not need a planting plan. Similarly, as DPW routinely installs BMPs for erosion control, no erosion control plan is required. Due to the size of this project, it being a maintenance item and its distance from banks of state waters with wrested vegetation, no state erosion or land development permits are required. The major effort on this task was balancing the size and shape of the deepened area to demonstrate that runoff would not breech the drive and flow north into other areas of the park. Joe, I'd like to meet with you to discuss this later today. I'm available from 10am on. Downer 1 Drainage Report Date: 09-02-12 2012 210051 TYBEE MEMORIAL PARK BY: The 5.08 acre drainage basin in the center of the park drains to the 3xisting 12"PVC open pipe at the northeast corner of the gym. 0.11 acres of impervious path improvements are proposed in addition to the existing 0.91 acre of impervious areas. A detention basin is proposed north of the 12"PVC pipe to manage the increased runoff. The 0.11 acres if additional impervious area are 0.10 acres paved bike trail(over 0.05 acres existing gravel bike trail)and 0.01 acres impervious walk northeast of the Veterans Memorial. Hydroflow Hydrographs Extension for AutoCAD Civil 3D®2012 was used to compute the data input by the engineer. The printouts can be found at the rear of this report. The NRCS database shows this site to be Chipley soil(C). Based on knowledge on adjacent projects and soils on this site,B will be used, although they are probably A. Runoff value input were 61 for lawn/parks in good condition, 85 for gravel&98 for impervious areas. Due to the size of this project the composite runoff curve number did not change. A drainage area map is included. Hydrograph 1 is for both existing conditions. Hydrograph 2 is for proposed conditions. Hydrograph 3 shows 2 routed through the pond. The minor percentage increases in impervious area were small enough that the composite runoff coeefficients did not change. Thus,the computed runoff did not change. However,with the proposed detention basin: A) The basin should be able to contain stormwater up to and including the 25 year storm. B) The depth of the basin will provide lateral drainage of the upstream soils. C) Ponding in the recreational areas should be eliminated and after major rainfall events, accumulated stormwater will be confined to the proposed detention area. The minor areas of the trail to the east and west of this basin will not produce runoff in an amount to warrant stormwater management in those areas. — No. 14912A •tarsi 6 3 • "fi►`r K.Dt'' LIMITS OF 5.08 ACRE DRAINAGE AREA DRAINING TO 12" STORM LINE NORTHWEST OF GYM. WITHIN THIS DRAINAGE AREA ARE 0,91ACRES IMPERVIOUS CITY IMPROVEMENTS. THERE ARE 0.10 ACRES OF PROPOSED PAVED BIKE TRAIL AVER 0.05 ACRES r GRAVEL BIKE TRAIL. NOT SHOWN ARE 0.01ACRES OF NEW J 0 N E S A V E N U E 60 R/W WALKWAY FOR THE VETERANS MEMORIAL(OUTSIDE OF THE SUBSURFACE IMPERMEABLE CLAY LAYER. THE PURPOSE OF THIS PROJECT IS TO ELIMINATE SHALLOW PONDING ON THE LAWN AND PROVIDE STORMWATER MANAGEMENT FOR THE 0.11 \ ACRE OF NEW IMPROVEMENTS. / -V-0 ..";11' - _ h� 0:9 0 A e3 1 i� �� W / ems . a - .PTC: . • P C A� • PTC PTC • PTC f PTC ' '';i'6. :f • a6 a 22'00'20" E my A. - �� -- -- A. i 9- PS v �° 70(• 5 'S. Dry ° ` tt1�It ' x 5/ F N ` .. :: ::, ;.:•m CMF I p ACME J m y pia °v ;: I. 0 .:.;; ' '� I I z OLD •BCMF a ,'' �1 tj'SIREN 9.-- :: 1 HOSE RACK I BENCHMARK �e �- a ' Ii J' :: _; r 090 '.9r..:,: s .,�. Alk 3 ( I TOP OF 88ANT 389 LFI / \1I 14" '. :.: w .9 :0:; I o J z I m EXISTING ONE STORY w 1 '� J O FRAME,A�liiligii••• .' 0 7,825SF I . F ,1 I (FIRE ATION) , �';.n;. : I "-ii'' , 1 2,025SP- .. I F.F. 9.53 BOOS"' n EXISTING ONE STORY 0 PO Ni-i ›.. ;, .r....• '• BLOCK BUILDING I I o �o ry /', •r' 9 o 96: (ENGINE HOUSE) g m�> 40• - e 0. -.5' p� :. I6• •o SAN. M.H. F.F. EL. 9.73 I g I Q -8-- -- w ��• 6 6 • ° TOP 8.01 ''s, :.'�&•°,' I wa it �° 10° P �91.E. -1.61 �,, 03 I ry ----- - �• .: .: :; - +- 5 oqi`. o '` -• �Q \w i Ap ANTENNA POLE w� A' \ „. - t■ ". Ir 0� it p /ORNAMENTAL IRON FENCE--�_ I 4" \I 1 �, 10" �� e 0 '` �^4 \ •"h A. :ate .2 • .,•I 0� �' S - \ ,�? 4:. K:.•::`.i; ` 0• / :.i �• / EXISTING CEMf7 Y _ ���+.I�i!!■� �� I o • I \ \ ��. ^ @ ' Al 12" ��/i , - - - h TWIN 12" & 15° 9,112SF I '\ ss I 6 s" 'l► ' :,j�� SAN. M.H. /0'p 6^ 1`% _-r "S� - c TOP 7.00 1O 66 i �- - TOP/B' �3 --�. EXISTING WAL NG PATH MO ,-w Lekv.:......m.. �� m 337 LF ' 4" • s" / 5 I .a m SS TOP OF SLOPE__ • ?� 0a 0 a 0 I SS ��ll� I.E. ABANDONED LINE IS 3.32 +/- 6" • �I / m N �" . . 3.88 I`� SS----- SS r SS 1_O" PVC_SS / "r 1- O w k '� DRO• -0.8 SAN. M.H. O s • k �i n T 7.12 6" , SAN. M.H. • I in P o i <c ry • LE. -1.41 h `� 0• • �� ., z J 4 `� A?k 4"(` �^ �' 0 TOP 8.86 ,l i • • o o `v to I.E. -2.46 ,1 • 1 /- tt V I 'gip/ • s>Z Ox . ,:�11� 1" 0 .„ / 0/..." -.. I• 's. ! e / w 4168SF o , w •, Ii( • .• IN o TOP OF SLOPE • • /� '.�ti6g,;' A6 EXISTING ONE STORY Ve„,l•=1 CO � • e%, STUCCO BUILDING o �i(1 9 PRIOR TO CONSTRUCTION • v ¢ S % (Y.M.CA.) p ..THE APPARENT CLEANOUT 4" e� I Cir F.F. EL. 8.09 I (CO) WILL BE LOCATED ,1i to p AND LOWERED IF �'� 1 15" ,y O I I r 1:11,!....: 6" NECESSARY. I p • I 0 - IP /// 0• - -•- , • 4 GRATE INLET / 9 22LF(INCLUDING /// ¢A k _,,,,. -""" "%i __ 1y �i 0 TOP 6.97 �'. FLARED END / EW GRATE INLET a -_ : +- . >• * ^ I.E. 5.17 1.141 SF ..a.7.-- OF SLOP.• .-"I: SECTION) -12"PVC ER DETAIL D09 ai ,L. , .""•• ':.., :>.:1;:¢sti`' < ii 0HiiiiC ' ...• ; i.iia s :004614 'gip .... s' `�1F`II s OR HDPE 40.7% ��/OR NYLOPLAST EXISTING FRAME PAVILION 3�•'�s I i�+A1l . it a'.: '.:.;F `�/ I, INLET.TOP 7.0 19" c � q INVERT 5.55 OR 3,150SF _., �1. GREASE PIT ' . �A �h)O..:'. .J !!y I.E. 5,55 /// LOWER IF SUMP IS I1 y W ,?` W 11 W r 1.�, _... I _3M1',SD.,' nnnrnnrn I .. 0' ri Hydraflow Table of vontents C:\Users\Downer\Documents\210051 bike and memorial paths.gpw Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 1 Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Existing 4 TR-55 Tc Worksheet 5 Hydrograph No. 2, SCS Runoff, Proposed 6 TR-55 Tc Worksheet 7 Hydrograph No. 3, Reservoir, <no description> 8 Pond Report- <New Pond> 11 2 - Year Summary Report 12 Hydrograph Reports 13 Hydrograph No. 1, SCS Runoff, Existing 13 Hydrograph No. 2, SCS Runoff, Proposed 14 Hydrograph No. 3, Reservoir, <no description> 15 5 - Year Summary Report 18 Hydrograph Reports 19 Hydrograph No. 1, SCS Runoff, Existing 19 Hydrograph No. 2, SCS Runoff, Proposed 20 Hydrograph No. 3, Reservoir, <no description> 21 10 - Year Summary Report 24 Hydrograph Reports 25 Hydrograph No. 1, SCS Runoff, Existing 25 Hydrograph No. 2, SCS Runoff, Proposed 26 Hydrograph No. 3, Reservoir, <no description> 27 25 - Year Summary Report 30 Hydrograph Reports 31 Hydrograph No. 1, SCS Runoff, Existing 31 Hydrograph No. 2, SCS Runoff, Proposed 32 Hydrograph No. 3, Reservoir, <no description> 33 IDF Report 36 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 2 1 V 3 Project: C:\Users\Downer\Documents\210051 bike and memorial paths.gpw Wednesday, 00 5, 2012 2 Hydrograph Return Period Recap yyarafldw Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 1.423 2.484 4.033 5.306 6.644 Existing 2 SCS Runoff ----- 1.423 2.484 4.033 5.306 6.644 Proposed 3 Reservoir 2 1.353 1.766 2.127 2.706 3.145 <no description> Proj. file: C:\Users\Downer\Documents\210051 bike and memorial paths.gpw Wednesday, 00 5, 2012 3 Hydrograph Summary Report ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.423 15 780 18,820 Existing 2 SCS Runoff 1.423 15 780 18,820 Proposed 3 Reservoir 1.353 15 810 18,792 2 16.35 1,484 <no description> C:\Users\Downer\Documents\210051 bike artidetuemiteabplathYgpmr Wednesday, 00 5, 2012 Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 1 Existing Hydrograph type = SCS Runoff Peak discharge = 1.423 cfs Storm frequency = 1 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 18,820 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 3.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 323 *Composite(Area/CN)=[(4.120 x 61)+(0.910 x 98)+(0.050 x 85)]15.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.75 0.038 16.00 0.397 20.50 0.154 25.00 0.054 12.00 0.205 16.25 0.369 20.75 0.150 25.25 0.040 12.25 0.583 16.50 0.343 21.00 0.146 25.50 0.029 12.50 1.033 16.75 0.320 21.25 0.142 25.75 0.019 12.75 1.353 17.00 0.299 21.50 0.138 ...End 13.00 1.423 17.25 0.280 21.75 0.135 17.50 0.263 22.00 0.131 13.25 1.390 17.75 0.247 22.25 0.129 13.50 1.321 18.00 0.233 22.50 0.128 13.75 1.226 18.25 0.219 22.75 0.128 14.00 1.111 18.50 0.207 23.00 0.125 14.25 0.978 18.75 0.196 23.25 0.122 14.50 0.830 19.00 0.188 23.50 0.119 14.75 0.676 19.25 0.180 23.75 0.116 15.00 0.556 19.50 0.173 24.00 0.113 15.25 0.495 19.75 0.167 24.25 0.104 15.50 0.458 20.00 0.162 24.50 0.090 15.75 0.426 20.25 0.158 24.75 0.071 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Hyd. No. 1 Existing Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.70 4.70 4.70 Land slope (%) = 0.60 0.00 0.00 Travel Time (min) = 50.93 + 0.00 + 0.00 = 50.93 Shallow Concentrated Flow Flow length (ft) = 200.00 0.00 0.00 Watercourse slope (%) = 0.01 0.00 0.00 Surface description = Unpaved Unpaved Paved Average velocity (ft/s) =0.16 0.00 0.00 Travel Time (min) = 20.66 + 0.00 + 0.00 = 20.66 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 71.60 min Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 2 Proposed Hydrograph type = SCS Runoff Peak discharge = 1.423 cfs Storm frequency = 1 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 18,820 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 3.70 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)=[(4.090 x 61)+(0.990 x 98)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.75 0.038 16.00 0.397 20.50 0.154 25.00 0.054 12.00 0.205 16.25 0.369 20.75 0.150 25.25 0.040 12.25 0.583 16.50 0.343 21.00 0.146 25.50 0.029 12.50 1.033 16.75 0.320 21.25 0.142 25.75 0.019 12.75 1.353 17.00 0.299 21.50 0.138 ...End 13.00 1.423 17.25 0.280 21.75 0.135 17.50 0.263 22.00 0.131 13.25 1.390 17.75 0.247 22.25 0.129 13.50 1.321 18.00 0.233 22.50 0.128 13.75 1.226 18.25 0.219 22.75 0.128 14.00 1.111 18.50 0.207 23.00 0.125 14.25 0.978 18.75 0.196 23.25 0.122 14.50 0.830 19.00 0.188 23.50 0.119 14.75 0.676 19.25 0.180 23.75 0.116 15.00 0.556 19.50 0.173 24.00 0.113 15.25 0.495 19.75 0.167 24.25 0.104 15.50 0.458 20.00 0.162 24.50 0.090 1 5.75 0.426 20.25 0.158 24.75 0.071 TR55 Tc Worksheet 7 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Hyd. No. 2 Proposed Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.70 4.70 4.70 Land slope (%) = 0.60 0.00 0.00 Travel Time (min) = 50.93 + 0.00 + 0.00 = 50.93 Shallow Concentrated Flow Flow length (ft) = 200.00 0.00 0.00 Watercourse slope (%) = 0.01 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =0.16 0.00 0.00 Travel Time (min) = 20.66 + 0.00 + 0.00 = 20.66 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time,Tc 71.60 min 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 1.353 cfs Storm frequency = 1 yrs Time to peak = 13.50 hrs Time interval = 15 min Hyd. volume = 18,792 cuft Inflow hyd. No. = 2 - Proposed Reservoir name = <New Pond> Max. Elevation = 16.35 ft Max. Storage = 1,484 cuft Storage Indication method used, Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 0.205 15.76 0.017 ----- ----- 0.017 12.25 0.583 15.89 0.160 0.160 12.50 1.033 16.07 0.556 0.556 12.75 1.353 16.22 1.022 1.022 13.00 1.423 << 16.31 1.261 ---- 1.261 13.25 1.390 16.34 1.350 1.350 13.50 1.321 16.34 << 1.353 1.353 13.75 1.226 16.33 1.305 1.305 14.00 1.111 16.29 1.220 ' 1.220 14.25 0.978 16.25 1.107 ---- ---- 1.107 14.50 0.830 16.21 0.964 0.964 14.75 0.676 16.16 0.806 0.806 15.00 0.556 16.11 0.667 ----- 0.667 15.25 0.495 16.08 0.567 0.567 15.50 0.458 16.05 0.505 0.505 15.75 0.426 16.04 0.462 0.462 16.00 0.397 16.02 0.429 ----- 0.429 16.25 0.369 16.01 0.399 0.399 16.50 0.343 16.00 0.373 ----- 0.373 Continues on next page... 9 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.75 0.320 15.99 0.347 ---- 0.347 17.00 0.299 15.98 0.323 0.323 17.25 0.280 15.97 0.303 0.303 17.50 0.263 15.96 0.285 0.285 17.75 0.247 15.95 0.267 0.267 18.00 0.233 15.94 0.251 0.251 18.25 0.219 15.94 0.237 0.237 18.50 0.207 15.93 0.224 0.224 18.75 0.196 15.92 0.212 0.212 19.00 0.188 15.92 0.201 0.201 19.25 0.180 15.91 0.192 0.192 19.50 0.173 15.91 0.184 0.184 19.75 0.167 15.90 0.177 0.177 20.00 0.162 15.90 0.171 0.171 20.25 0.158 15.90 0.165 0.165 20.50 0.154 15.89 0.160 0.160 20.75 0.150 15.89 0.156 0.156 21.00 0.146 15.89 0.152 0.152 21.25 0.142 15.89 0.148 0.148 21.50 0.138 15.88 0.144 - - 0.144 21.75 0.135 15.88 0.140 0.140 22.00 0.131 15.88 0.137 0.137 22.25 0.129 15.88 0.134 ----- ---- 0.134 22.50 0.128 15.87 0.131 0.131 22.75 0.128 15.87 0.130 0.130 23.00 0.125 15.87 0.128 0.128 23.25 0.122 15.87 0.126 0.126 Continues on next page... 10 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.50 0.119 15.87 0.123 0.123 23.75 0.116 15.87 0.120 -- - 0.120 24.00 0.113 15.86 0.117 0.117 24.25 0.104 15.86 0.113 0.113 24.50 0.090 15.86 0.106 0.106 24.75 0.071 15.85 0.095 ---- 0.095 25.00 0.054 15.84 0.082 0.082 25.25 0.040 15.83 0.069 0.069 25.50 0.029 15.81 0.056 - --- 0.056 25.75 0.019 15.80 0.046 - 0.046 26.00 0.011 15.79 0.036 0.036 26.25 0.006 15.78 0.028 0.028 26.50 0.002 15.77 0.022 0.022 26.75 0.000 15.76 0.017 0.017 27.00 0.000 15.75 0.014 0.014 ...End Pond Report 11 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Wednesday,00 5,2012 Pond No. 1 - <New Pond> Pond Data Pond storage is based on user-defined values. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) incr.Storage(cuft) Total storage(cuft) 0.00 15.70 n/a 0 0 0.10 15.80 n/a 202 202 0.20 15.90 n/a 212 414 0.30 16.00 n/a 222 636 0.40 16.10 n/a 232 868 0.50 16.20 n/a 243 1,111 0.60 16.30 n/a 256 1,367 0.70 16.40 n/a 264 1,631 0.80 16.50 n/a 2,259 3,890 0.90 16.60 n/a 3,110 7,000 1.00 16.70 n/a 3,800 10,800 1.10 16.80 n/a 3,900 14,700 1.20 16.90 n/a 4,000 18,700 1.30 17.00 n/a 4,600 23,300 1.40 17.10 n/a 5,600 28,900 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 12.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 12.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 15.70 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 20.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 6.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 2.00 17.70 1.80 17.50 1.60 17.30 1.40 17.10 1.20 16.90 1.00 16.70 0.80 16.50 0.60 16.30 0.40 16.10 0.20 • 15.90 0.00 15.70 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Total Q Discharge(cfs) 12 Hydrograph Summary Report ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.484 15 780 30,811 Existing 2 SCS Runoff 2.484 15 780 30,811 Proposed 3 Reservoir 1.766 15 840 30,783 2 16.52 4,611 <no description> C:\Users\Downer\Documents\210051 bike arlaeinemlieabplata gpw Wednesday, 00 5, 2012 13 Hydrograph Report Hydraflow Hydrographs Extension forAutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 1 Existing Hydrograph type = SCS Runoff Peak discharge = 2.484 cfs Storm frequency = 2 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 30,811 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)_[(4.120 x 61)+(0.910 x 98)+(0.050 x 85)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.25 0.043 15.50 0.691 20.00 0.239 24.50 0.131 11.50 0.082 15.75 0.641 20.25 0.232 24.75 0.104 11.75 0.176 16.00 0.596 20.50 0.226 25.00 0.079 12.00 0.513 16.25 0.553 20.75 0.220 25.25 0.059 12.25 1.183 16.50 0.513 21.00 0.214 25.50 0.042 12.50 1.932 16.75 0.478 21.25 0.209 25.75 0.027 12.75 2.416 17.00 0.446 21.50 0.203 ...End 13.00 2.484 17.25 0.417 21.75 0.197 17.50 0.391 22.00 0.191 13.25 2.387 17.75 0.367 22.25 0.189 13.50 2.233 18.00 0.345 22.50 0.187 13.75 2.040 18.25 0.324 22.75 0.187 14.00 1.818 18.50 0.306 23.00 0.182 14.25 1.572 18.75 0.290 23.25 0.178 14.50 1.308 19.00 0.277 23.50 0.173 14.75 1.044 19.25 0.265 23.75 0.169 15.00 0.846 19.50 0.255 24.00 0.164 15.25 0.750 19.75 0.246 24.25 0.152 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Wednesday,00 5,2012 Hyd. No. 2 Proposed Hydrograph type = SCS Runoff Peak discharge = 2.484 cfs Storm frequency = 2 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 30,811 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 4.70 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)=j(4.090 x 61)+(0.990 x 98)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time --Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.25 0.043 15.50 0.691 20.00 0.239 24.50 0.131 11.50 0.082 15.75 0.641 20.25 0.232 24.75 0.104 11.75 0.176 16.00 0.596 20.50 0.226 25.00 0.079 12.00 0.513 16.25 0.553 20.75 0.220 25.25 0.059 12.25 1.183 16.50 0.513 21.00 0.214 25.50 0.042 12.50 1.932 16.75 0.478 21.25 0.209 25.75 0.027 12.75 2.416 17.00 0.446 21.50 0.203 ...End 13.00 2.484 17.25 0.417 21.75 0.197 17.50 0.391 22.00 0.191 1 3.25 2.387 17.75 0.367 22.25 0.189 13.50 2.233 18.00 0.345 22.50 0.187 13.75 2.040 18.25 0.324 22.75 0.187 14.00 1.818 18.50 0.306 23.00 0.182 14.25 1.572 18.75 0.290 23.25 0.178 14.50 1.308 19.00 0.277 23.50 0.173 14.75 1.044 19.25 0.265 23.75 0.169 15.00 0.846 19.50 0.255 24.00 0.164 15.25 0.750 19.75 0.246 24.25 0.152 15 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 1.766 cfs Storm frequency = 2 yrs Time to peak = 14.00 hrs Time interval = 15 min Hyd. volume = 30,783 cuft Inflow hyd. No. = 2 - Proposed Reservoir name = <New Pond> Max. Elevation = 16.52 ft Max. Storage = 4,611 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.75 0.176 15.79 0.038 ---- ---- 0.038 12.00 0.513 15.90 0.165 ----- 0.165 12.25 1.183 16.08 0.587 ---- 0.587 12.50 1.932 16.31 1.269 1.269 12.75 2.416 16.42 1.543 1.543 13.00 2.484 « 16.45 1.623 ---- 1.623 13.25 2.387 16.49 1.690 1.690 13.50 2.233 16.51 1.734 1.734 13.75 2.040 16.52 1.757 1.757 14.00 1.818 16.52 « 1.766 ---- 1.766 14.25 1.572 16.52 1.762 1.762 14.50 1.308 16.51 1.744 ---- 1.744 14.75 1.044 16.49 1.709 1.709 15.00 0.846 16.47 1.647 1.647 15.25 0.750 16.43 1.573 1.573 15.50 0.691 16.40 1.494 ---- 1.494 15.75 0.641 16.21 0.979 0.979 16.00 0.596 16.13 0.711 ---- 0.711 16.25 0.553 16.09 0.613 0.613 Continues on next page... 16 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.50 0.513 16.07 0.557 0.557 16.75 0.478 16.06 0.515 ----- 0.515 17.00 0.446 16.04 0.479 0.479 17.25 0.417 16.03 0.447 0.44.7 17.50 0.391 16.02 0.419 0.419 17.75 0.367 16.01 0.393 0.393 18.00 0.345 16.00 0.370 0.370 18.25 0.324 15.99 0.347 -- ----- ---- 0.347 18.50 0.306 15.98 0.327 0.327 18.75 0.290 15.97 0.309 0.309 19.00 0.277 15.97 0.294 0.294 19.25 0.265 15.96 0.280 0.280 19.50 0.255 15.95 0.268 0.268 19.75 0.246 15.95 0.258 0.258 20.00 0.239 15.94 0.249 Q.249 20.25 0.232 15.94 0.241 0.241 20.50 0.226 15.94 0.234 0.234 20.75 0.220 15.93 0.228 0.228 21.00 0.214 15.93 0.222 0.222 21.25 0.209 15.93 0.216 0.216 21.50 0.203 15.92 0.211 ---- 0.211 21.75 0.197 15.92 0.205 0.205 22.00 0.191 15.92 0.199 ---- ---- -- --- 0.199 22.25 0.189 15.91 0.195 0.195 22.50 0.187 15.91 0.191 0.191 22.75 0.187 15.91 0.189 0.189 23.00 0.182 15.91 0.187 0.187 Continues on next page... 17 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.25 0.178 15.91 0.183 0.183 23.50 0.173 15.91 0.179 0.179 23.75 0.169 15.90 0.175 0.175 24.00 0.164 15.90 0.171 0.171 24.25 0.152 15.90 0.164 0.164 24.50 0.131 15.89 0.153 0.153 24.75 0.104 15.88 0.135 0.135 25.00 0.079 15.86 0.115 0.115 25.25 0.059 15.85 0.095 0.095 25.50 0.042 15.83 0.077 ---- 0.077 25.75 0.027 15.82 0.061 0.061 26.00 0.016 15.80 0.048 ---- 0.048 26.25 0.008 15.79 0.037 0.037 26.50 0.003 15.78 0.028 0.028 26.75 0.000 15.77 0.021 ---- 0.021 ...End 18 Hydrograph Summary Report ,ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 4.033 15 780 48,379 Existing 2 SCS Runoff 4.033 15 780 48,379 Proposed 3 Reservoir 2.127 15 870 48,350 2 16.74 12,413 <no description> C:\Users\Downer\Documents1210051 bike argetaemBeaibplatn gpw Wednesday, 00 5, 2012 Hydrograph Report 19 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 1 Existing Hydrograph type = SCS Runoff Peak discharge = 4.033 cfs Storm frequency = 5 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 48,379 tuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 6.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 *Composite(Area/CN)=[(4.120 x 61)+(0.910 x 98)+(0.050 x 85)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.50 0.053 14.75 1.548 19.25 0.380 23.75 0.240 10.75 0.087 15.00 1.243 19.50 0.365 24.00 0.233 11.00 0.132 15.25 1.097 19.75 0.352 24.25 0.215 11.25 0.193 15.50 1.008 20.00 0.341 24.50 0.187 11.50 0.279 15.75 0.933 20.25 0.332 24.75 0.147 11.75 0.463 16.00 0.865 20.50 0.323 25.00 0.112 12.00 1.045 16.25 0.801 20.75 0.314 25.25 0.084 12.25 2.128 16.50 0.743 21.00 0.306 25.50 0.059 12.50 3.291 16.75 0.690 21.25 0.298 ...End 12.75 3.989 17.00 0.644 21.50 0.289 13.00 4.033 17.25 0.601 21.75 0.281 17.50 0.563 22.00 0.273 13.25 3.828 17.75 0.528 22.25 0.269 13.50 3.542 18.00 0.495 22.50 0.267 13.75 3.200 18.25 0.466 22.75 0.266 14.00 2.820 18.50 0.439 23.00 0.259 14.25 2.407 18.75 0.416 23.25 0.253 14.50 1.973 19.00 0.397 23.50 0.247 20 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 2 Proposed Hydrograph type = SCS Runoff Peak discharge = 4.033 cfs Storm frequency = 5 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 48,379 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 6.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)_[(4.090 x 61)+(0.990 x 98)]/5.080 Hydrograph Discharge Table (Printed values s=1.00%of Qp.) Time -- Outflow Time --Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.50 0.053 14.75 1.548 19.25 0.380 23.75 0.240 10.75 0.087 15.00 1.243 19.50 0.365 24.00 0.233 11.00 0.132 15.25 1.097 19.75 0.352 24.25 0.215 11.25 0.193 15.50 1.008 20.00 0.341 24.50 0.187 11.50 0.279 15.75 0.933 20.25 0.332 24.75 0.147 11.75 0.463 16.00 0.865 20.50 0.323 25.00 0.112 12.00 1.045 16.25 0.801 20.75 0.314 25.25 0.084 12.25 2.128 16.50 0.743 21.00 0.306 25.50 0.059 12.50 3.291 16.75 0.690 21.25 0.298 ...End 12.75 3.989 17.00 0.644 21.50 0.289 13.00 4.033 17.25 0.601 21.75 0.281 17.50 0.563 22.00 0.273 13.25 3.828 17.75 0.528 22.25 0.269 13.50 3.542 18.00 0.495 22.50 0.267 13.75 3.200 18.25 0.466 22.75 0.266 14.00 2.820 18.50 0.439 23.00 0.259 14.25 2.407 18.75 0.416 23.25 0.253 14.50 1.973 19.00 0.397 23.50 0.247 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 2.127 cfs Storm frequency = 5 yrs Time to peak = 14.50 hrs Time interval = 15 min Hyd. volume = 48,350 cult Inflow hyd. No. = 2 - Proposed Reservoir name = <New Pond> Max. Elevation = 16.74 ft Max. Storage = 12,413 cult Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=t.00%ofQp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.00 0.132 15.79 0.039 --- 0.039 11.25 0.193 15.84 0.083 0.083 11.50 0.279 15.89 0.152 ---- ---- 0.152 11.75 0.463 15.95 0.270 0.270 12.00 1.045 16.08 0.583 0.583 12.25 2.128 16.32 1.286 ----- ---- 1.286 12.50 3.291 16.44 1.591 1.591 12.75 3.989 16.51 1.749 1.749 13.00 4.033 << 16.58 1.862 - 1.862 13.25 3.828 16.63 1.931 1.931 13.50 3.542 16.67 1.958 1.958 13.75 3.200 16.67 1.959 - 1.959 14.00 2.820 16.73 2.066 2.066 14.25 2.407 16.74 2.120 2.120 14.50 1.973 16.74 << 2.127 ---- 2.127 14.75 1.548 16.73 2.091 ---- ----- 2.091 15.00 1.243 16.72 2.021 2.021 15.25 1.097 16.64 1.937 1.937 15.50 1.008 16.68 1.959 1.959 Continues on next page... 22 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.75 0.933 16.65 1.951 1.951 16.00 0.865 16.63 1.931 ---- 1.931 16.25 0.801 16.60 1.900 - 1.900 16.50 0.743 16.57 1.855 - - ---- ----- ---- 1.855 16.75 0.690 16.54 1.801 ---- 1.801 17.00 0.644 16.51 1.739 - -- 1.739 17.25 0.601 16.47 1.657 1.657 17.50 0.563 16.43 1.564 - - ---- 1.564 17.75 0.528 16.34 1.343 ----- ----- 1.343 18.00 0.495 16.15 0.774 0.774 18.25 0.466 16.08 0.564 0.564 18.50 0.439 16.05 0.488 ---- 0.488 18.75 0.416 16.03 0.448 0.448 19.00 0.397 16.02 0.421 ---- 0.421 19.25 0.380 16.01 0.400 0.400 19.50 0.365 16.01 0.383 0.383 19.75 0.352 16.00 0.368 0.368 20.00 0.341 15.99 0.355 ---- 0.355 20.25 0.332 15.99 0.343 ---- 0.343 20.50 0.323 15.98 0.333 0.333 20.75 0.314 15.98 0.324 0.324 21.00 0.306 15.98 0.315 0.315 21.25 0.298 15.97 0.307 ---- ---- 0.307 21.50 0.289 15.97 0.299 0.299 21.75 0.281 15.96 0.291 0.291 22.00 0.273 15.96 0.283 ----- ----- 0.283 22.25 0.269 15.96 0.276 0.276 Continues on next page... 23 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.50 0.267 15.95 0.271 - - -- 0.271 22.75 0.266 15.95 0.268 0.268 23.00 0.259 15.95 0.265 0.265 23.25 0.253 15.95 0.260 --- 0.260 23.50 0.247 15.95 0.254 0.254 23.75 0.240 15.94 0.248 --- 0.248 24.00 0.233 15.94 0.241 0.241 24.25 0.215 15.93 0.232 0.232 24.50 0.187 15.93 0.215 0.215 24.75 0.147 15.91 0.190 ---- 0.190 25.00 0.112 15.89 0.159 0.159 25.25 0.084 15.87 0.129 ---- ---- ---- 0.129 25.50 0.059 15.85 0.103 0.103 25.75 0.039 15.84 0.081 0.081 26.00 0.023 15.82 0.062 0.062 26.25 0.011 15.80 0.047 0.047 26.50 0.004 15.79 0.035 0.035 26.75 0.000 15.78 0.026 0.026 ...End 24 Hydrograph Summary Report, Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 5.306 15 780 62,949 Existing 2 SCS Runoff 5.306 15 780 62,949 Proposed 3 Reservoir 2.706 15 870 62,921 2 16.89 18,331 <no description> C:\Users\Downer\Documents\210051 bike ar131etiemasabplatK$.�par Wednesday, 00 5, 2012 25 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 1 Existing Hydrograph type = SCS Runoff Peak discharge = 5.306 cfs Storm frequency = 10 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 62,949 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 7.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 *Composite(Area/CN)=[(4.120 x 61)+(0.910 x 98)+(0.050 x 85)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.00 0.062 14.25 3.077 18.75 0.515 23.25 0.311 10.25 0.096 14.50 2.503 19.00 0.490 23.50 0.303 10.50 0.140 14.75 1.948 19.25 0.469 23.75 0.295 10.75 0.196 15.00 1.555 19.50 0.451 24.00 0.287 11.00 0.266 15.25 1.370 19.75 0.435 24.25 0.265 11.25 0.355 15.50 1.257 20.00 0.421 24.50 0.229 11.50 0.478 15.75 1.162 20.25 0.409 24.75 0.181 11.75 0.733 16.00 1.076 20.50 0.398 25.00 0.138 12.00 1.515 16.25 0.996 20.75 0.388 25.25 0.103 12.25 2.933 16.50 0.923 21.00 0.377 25.50 0.073 12.50 4.428 16.75 0.857 21.25 0.367 ...End 12.75 5.290 17.00 0.798 21.50 0.357 13.00 5.306 17.25 0.745 21.75 0.346 17.50 0.697 22.00 0.336 13.25 5.008 17.75 0.654 22.25 0.331 1 3.50 4.608 18.00 0.613 22.50 0.328 13.75 4.142 18.25 0.576 22.75 0.327 14.00 3.628 18.50 0.543 23.00 0.319 26 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 2 Proposed Hydrograph type = SCS Runoff Peak discharge = 5.306 cfs Storm frequency = 10 yrs Time to peak = 13.00 hrs Time interval = 15 min Hyd. volume = 62,949 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 7.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)=[(4.090 x 61)+(0.990 x 98)]/5.080 Hydrograph Discharge Table (Printed values>=1,00%of Qp) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.00 0.062 14.25 3.077 18.75 0.515 23.25 0.311 10.25 0.096 14.50 2.503 19.00 0.490 23.50 0.303 10.50 0.140 14.75 1.948 19.25 0.469 23.75 0.295 10.75 0.196 15.00 1.555 19.50 0.451 24.00 0.287 11.00 0.266 15.25 1.370 19.75 0.435 24.25 0.265 11.25 0.355 15.50 1.257 20.00 0.421 24.50 0.229 11.50 0.478 15.75 1.162 20.25 0.409 24.75 0.181 11.75 0.733 16.00 1.076 20.50 0.398 25.00 0.138 12.00 1.515 16.25 0.996 20.75 0.388 25.25 0.103 12.25 2.933 16.50 0.923 21.00 0.377 25.50 0.073 12.50 4.428 16.75 0.857 21.25 0.367 ...End 12.75 5.290 17.00 0.798 21.50 0.357 13.00 5.306 17.25 0.745 21.75 0.346 17.50 0.697 22.00 0.336 13.25 5.008 17.75 0.654 22.25 0.331 13.50 4.608 18.00 0.613 22.50 0.328 13.75 4.142 18.25 0.576 22.75 0.327 14.00 3.628 18.50 0.543 23.00 0.319 27 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Wednesday,00 5,2012 Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 2.706 cfs Storm frequency = 10 yrs Time to peak = 14.50 hrs Time interval = 15 min Hyd. volume = 62,921 cuft Inflow hyd. No. = 2 - Proposed Reservoir name = <New Pond> Max. Elevation = 16.89 ft Max. Storage = 18,331 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=1.00%ofQp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.50 0.140 15.80 0.049 ----- 0.049 10.75 0.196 15.85 0.093 0.093 11.00 0.266 15.89 0.157 ---- 0.157 11.25 0.355 15.94 0.237 0.237 11.50 0.478 15.99 0.344 0.344 11.75 0.733 16.06 0.514 ----- ---- 0.514 12.00 1.515 16.20 0.957 0.957 12.25 2.933 16.42 1.533 1.533 12.50 4.428 16.50 1.716 1.716 12.75 5.290 16.59 1.876 ---- 1.876 13.00 5.306 « 16.67 1.958 1.958 13.25 5.008 16.74 2.131 2.131 13.50 4.608 16.80 2.376 2.376 13.75 4.142 16.84 2.540 ---- 2.540 14.00 3.628 16.87 2.645 ----- 2.645 14.25 3.077 16.89 2.699 ---- 2.699 14.50 2.503 16.89 « 2.706 ----- 2.706 14.75 1.948 16.88 2.670 2.670 15.00 1.555 16.86 2.599 ----- 2.599 Continues on next page... 28 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.25 1.370 16.84 2.509 - -- - 2.509 15.50 1.257 16.81 2.411 2.411 15.75 1.162 16.78 2.306 ---- ----- 2.306 16.00 1.076 16.76 2.198 ---- ---- ---- 2.198 16.25 0.996 16.73 2.086 2.086 16.50 0.923 16.71 1.972 ---- 1.972 16.75 0.857 16.67 1.959 - -- 1.959 17.00 0.798 16.66 1.951 ---- 1.951 17.25 0.745 16.63 1.928 1.928 17.50 0.697 16.60 1.894 ----- ---- 1.894 17.75 0.654 16.57 1.841 --- 1.841 18.00 0.613 16.53 1.781 ---- -- ---- ---- 1.781 18.25 0.576 16.50 1.713 1.713 18.50 0.543 16.45 1.618 ---- 1.618 18.75 0.515 16.41 1.520 1.520 19.00 0.490 16.23 1.046 1.046 19.25 0.469 16.10 0.627 0.627 19.50 0.451 16.06 0.511 ---- ---- 0.511 19.75 0.435 16.04 0.465 0.465 20.00 0.421 16.03 0.441 0.441 20.25 0.409 16.02 0.424 ----- 0.424 20.50 0.398 16.02 0.411 --- 0.411 20.75 0.388 16.01 0.399 ---- -- --- 0.399 21.00 0.377 16.01 0.389 ---- 0.389 21.25 0.367 16.00 0.379 0.379 21.50 0.357 16.00 0,368 0.368 21.75 0.346 15.99 0.358 0.358 Continues on next page... 29 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.00 0.336 15.99 0.347 ---- 0.347 22.25 0.331 15.99 0.338 0.338 22.50 0.328 15.98 0.333 - ---- 0.333 22.75 0.327 15.98 0.330 ---- ---- 0.330 23.00 0.319 15.98 0.325 0.325 23.25 0.311 15.98 0.319 ---- ---- 0.319 23.50 0.303 15.97 0.312 ---- ----- 0.312 23.75 0.295 15.97 0.304 0.304 24.00 0.287 15.97 0.296 0.296 24.25 0.265 15.96 0.284 ----- 0.284 24.50 0.229 15.95 0.262 - - 0.262 24.75 0.181 15.93 0.230 0.230 25.00 0.138 15.91 0.193 0.193 25.25 0.103 15.89 0.156 ---- 0.156 25.50 0.073 15.87 0.123 0.123 25.75 0.048 15.85 0.095 0.095 26.00 0.028 15.83 0.072 0.072 26.25 0.014 15.81 0.054 ---- ---- 0.054 26.50 0.005 15.79 0.040 0.040 26.75 0.000 15.78 0.029 ---- 0.029 ...End 30 Hydrograph Summary Report,ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 6.644 15 765 78,179 Existing 2 SCS Runoff 6.644 15 765 78,179 ----- Proposed 3 Reservoir 3.145 15 870 78,150 2 17.03 24,862 <no description> C:\Users\Downer\Documents\210051 bike ariaetormBeabplal .Vpar Wednesday, 00 5, 2012 31 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Wednesday,00 5,2012 Hyd. No. 1 Existing Hydrograph type = SCS Runoff Peak discharge = 6.644 cfs Storm frequency = 25 yrs Time to peak = 12.75 hrs Time interval = 15 min Hyd. volume = 78,179 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 8.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)=[(4.120 x 61)+(0.910 x 98)+(0.050 x 85)]/5.080 Hydrograph Discharge Table (Printed values>=1.00%of Qp.) Time -- Outflow Time --Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 9.75 0.097 14.00 4.457 18.50 0.647 23.00 0.379 10.00 0.140 14.25 3.762 18.75 0.613 23.25 0.370 10.25 0.192 14.50 3.042 19.00 0.584 23.50 0.360 10.50 0.255 14.75 2.353 19.25 0.559 23.75 0.351 10.75 0.333 15.00 1.870 19.50 0.537 24.00 0.341 11.00 0.426 15.25 1.645 19.75 0.518 24.25 0.314 11.25 0.542 15.50 1.508 20.00 0.502 24.50 0.272 11.50 0.701 15.75 1.393 20.25 0.487 24.75 0.215 11.75 1.030 16.00 1.289 20.50 0.474 25.00 0.164 12.00 2.022 16.25 1.192 20.75 0.461 25.25 0.122 12.25 3.785 16.50 1.104 21.00 0.449 25.50 0.086 12.50 5.620 16.75 1.024 21.25 0.436 ...End 12.75 6.644 17.00 0.954 21.50 0.424 17.25 0.890 21.75 0.412 13.00 6.627 17.50 0.832 22.00 0.399 13.25 6.229 17.75 0.780 22.25 0.394 13.50 5.709 18.00 0.731 22.50 0.390 13.75 5.110 18.25 0.687 22.75 0.389 32 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 2 Proposed Hydrograph type = SCS Runoff Peak discharge = 6.644 cfs Storm frequency = 25 yrs Time to peak = 12.75 hrs Time interval = 15 min Hyd. volume = 78,179 cuft Drainage area = 5.080 ac Curve number = 68* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 71.6 min Total precip. = 8.00 in Distribution = Type Ill Storm duration = 24 hrs Shape factor = 323 Composite(Area/CN)=[(4.090 x 61)+(0.990 x 98)]/5.080 Hydrograph Discharge Table (Printed values>=1 00%of Op.) Time --Outflow Time -- Outflow Time --Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 9.75 0.097 14.00 4.457 18.50 0.647 23.00 0.379 10.00 0.140 14.25 3.762 18.75 0.613 23.25 0.370 10.25 0.192 14.50 3.042 19.00 0.584 23.50 0.360 10.50 0.255 14.75 2.353 19.25 0.559 23.75 0.351 10.75 0.333 15.00 1.870 19.50 0.537 24.00 0.341 11.00 0.426 15.25 1.645 19.75 0.518 24.25 0.314 11.25 0.542 15.50 1.508 20.00 0.502 24.50 0.272 11.50 0.701 15.75 1.393 20.25 0.487 24.75 0.215 11.75 1.030 16.00 1.289 20.50 0.474 25.00 0.164 12.00 2.022 16.25 1.192 20.75 0.461 25.25 0.122 12.25 3.785 16.50 1.104 21.00 0.449 25.50 0.086 12.50 5.620 16.75 1.024 21.25 0.436 ...End 12.75 6.644 17.00 0.954 21.50 0.424 17.25 0.890 21.75 0.412 13.00 6.627 17.50 0.832 22.00 0.399 13.25 6.229 17.75 0.780 22.25 0.394 13.50 5.709 18.00 0.731 22.50 0.390 13.75 5.110 18.25 0.687 22.75 0.389 33 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Hyd. No. 3 <no description> Hydrograph type = Reservoir Peak discharge = 3.145 cfs Storm frequency = 25 yrs Time to peak = 14.50 hrs Time interval = 15 min Hyd. volume = 78,150 cuft Inflow hyd. No. = 2 - Proposed Reservoir name = <New Pond> Max. Elevation = 17.03 ft Max. Storage = 24,862 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=1.00%ofQp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.00 0.140 15.81 0.050 ----- 0.050 10.25 0.192 15.85 0.093 0.093 10.50 0.255 15.89 0.153 0.153 10.75 0.333 15.93 0.226 ---- 0.226 11.00 0.426 15.98 0.315 0.315 11.25 0.542 16.02 0.422 0.422 11.50 0.701 16.07 0.556 ---- 0.556 11.75 1.030 16.15 0.777 0.777 12.00 2.022 16.32 1.295 ---- 1.295 12.25 3.785 16.45 1.608 1.608 12.50 5.620 16.55 1.814 1.814 12.75 6.644 « 16.66 1.953 ----- 1.953 13.00 6.627 16.77 2.228 2.228 13.25 6.229 16.86 2.584 ----- ---- 2.584 13.50 5.709 16.93 2.825 2.825 13.75 5.110 16.97 2.983 ----- 2.983 14.00 4.457 17.01 3.084 ---- 3.084 14.25 3.762 17.02 3.132 3.132 14.50 3.042 17.03 « 3.145 3.145 Continues on next page... 34 <no description> Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.75 2.353 17.02 3.124 ----- ---- ---- 3.124 15.00 1.870 17.00 3.076 ---- ---- 3.076 15.25 1.645 16.98 3.002 ---- 3.002 15.50 1.508 16.95 2.916 ---- --- - ---- 2.916 15.75 1.393 16.93 2.826 2.826 16.00 1.289 16.90 2.730 2.730 16.25 1.192 16.87 2.617 2.617 16.50 1.104 16.83 2.501 ---- -- ---- 2.501 16.75 1.024 16.80 2.382 2.382 17.00 0.954 16.77 2.258 ---- - -- 2.258 17.25 0.890 16.74 2.133 2.133 17.50 0.832 16.71 2.006 ---- --- ---- 2.006 17.75 0.780 16.67 1.957 ---- 1.957 18.00 0.731 16.66 1.953 1.953 18.25 0.687 16.63 1.930 1.930 18.50 0.647 16.60 1.895 1.895 18.75 0.613 16.56 1.840 1.840 19.00 0.584 16.53 1.778 ---- --- 1.778 19.25 0.559 16.49 1.707 1.707 19.50 0.537 16.45 1.611 --- 1.611 19.75 0.518 16.41 1.513 ---- 1.513 20.00 0.502 16.22 1.001 ---- 1.001 20.25 0.487 16.10 0.627 ----- ---- ---- 0.627 20.50 0.474 16.06 0.524 0.524 20.75 0.461 16.05 0.486 0.486 21.00 0.449 16.04 0.465 -- - 0.465 21.25 0.436 16.03 0.450 0.450 Continues on next page... 36 Hydraflow Rainfall report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk,Inc.v9 Wednesday,00 5,2012 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 - 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 ------ 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 -- 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:Sample.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.70 4.70 0.00 6.00 7.00 8.00 9.00 10.20 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 J O N E S A V E N U E 60' R/WSO PEI st PD.0° op 00 0°' \ `i 0�") ODe d AAA• sr.t. -0 AIIIIII Ad111111r .4 Allir AMY ---Aillirr Ai////rAllgMIP , en' j, o -- =Air.♦ o W �► W ' 0k-- 0 - e A B.R. �_ ��� ,i l B 4 . 1 0 ! W • n • n ";� },,PTP FTC FTC ` k . '. • PT�, .es • FTC FTC FTC n` PS FTC , FTC s /7 p 6 S 8l �st0::; 0 DP 'L> ! ! ! A• • ■ ■ ■ ■ ■ ■ • • r \!( A� \L' � d4(04.(4 ? 1' 7�.� $ _ _ _ PS '�_ • �0` " ;x: �'"' _ o - - ryM - - - - �x Li I� � ; >�Lrj'Rt Y A i•� 5/8" R.B.F. 0. CMF �I ; CMF 0 0 BCMF `t �► ¢ `R' ' 1 ' 15" ----- a 0� .:::~., ,. o1 OLD BCMF 0 N 0 a ° ` , 1 i • 1 • , SIREN 'a:--T :; I HOSE RACK o ' . 12" 13" 1 U i 8 :. :.. ' z B_ CH ARK , R 1'4' �y �' 6h: �;�`i r 1 TOP OF FIRE I- p89LF ZQ7 '1` 0. :.•.-=: EL. 10.69 NAVD88 Al ~ \ 14" ` 0 COVERED PICNIC SHELTERS (TYP.) , tat I LEGEND EXISTING ONE STORY 82 FRAME BUILDING �s�X W �V- .. ^ 6 t - -LI o t 7,82SSF i > Q �Q yy ( �" BOUNDARY LINE i A. ti 6 (FIRE STATION) ��.L:; °,+:' F ( ' .\/� I - 1 WM ' F.F. EL. 9.53 : • l. :'Y?'.... N .: ,•...:I . s' \\/� q,- `� EXISTING ONE STORY ©PO �i`' ii! '• ; _ CENTER LINE A t us° i",>� 's •;:,..z; 4" 6`� 0 et. iii A s� 3g CENTER LINE OF DITCH BLOCK BUILDING I w O ry ' T P ` a+ � A '6 ENGINE HOUSE 11 0h > 0 X0, x Q`' °'` ` '_ `O' 0' 6 6 X0 ...5i w "�° OVERHEAD TELEPHONE t A� O SAN. M.H. `ss. X__. ..'g• .::'s F.F. EL. 9.73 # ' p/� . 6' X CHARSCOAL GRILL (TYP.) 94OSF 0' 44(° T c� 1 .Q 8 o i N ©o ••'� P- OVERHEAD POWER LINE `m O TOP $.01 /� 1 II a ij� A\ :z;;' ` X5e ya f01' d1 6 ; ! z m 480, r�', I I : .,::: ;:. . ?' :` \ I Q ' 1"-----. X A d P&T OVERHEAD POWER Sc TELE. COQ 10" P �,°J.E. -1.61 �,• o t o I A`•\' _- ---- ; : il X �' t1�1>�t�s �, • SS SANITARY SEWER LINE •�; �� ±'i '�`. -L= t1� i A• ANTENNA POLES W e,_ IL). \ I o 0 6 ~ WATER LINE B.R. !�3 J g" �,,� - 00 `0• RNAMENTAL IRON FENCE-�„' 4" �1I� o ry >s W �; /�� .�. � / a 0 ■ 4.' I �I\ ° 6�'�//�'�,GU`� i n' SD STORM PIPE ikitillini" 11" R'�j: � a� s 6 I �� 10" `° ti 0� ( ��,,❑ ylit i8 I ) GUY WIRE I A� ,dJ, Sii � ry '/ I -�-� 6, . .. .. . CONCRETE PAVEMENT try ji, A ;, y t %s:::g I y D ? / ' X0f ( � 4 ABANDONED LIFT STATION y'��• 1.: '1' = , e� � i , A � 6 / .s •�.____ � 8" I � - ASPHALT PAVEMENT r 0' 0 x, 1 12" .,n �„j� ),./.... A X CUR L{O A'6 �«� .--� TWIN 12 & 15 $" ' ,y 2Q4 LFIfoj A 11 h :y / °' 6 x 1 X �/�� X b' 1 ��:.. .!c� 6�� - e< :iI; SYCAMORE TREE SAN. M.N. _ �{� A 0 �`i; . TOP BR ¢ 0' • RCP .( I .ice TOP 7.00 LC �!r - 6' -- Y MO :4111111---• j o I 01 14\f„ C EX{ST{NG WAL<ING PATH I I 22" g: 23" OAK TREE 1 c9 W "'�'i�iill• tsi $ C I( x l LE. �.�i o, ' 8! > I SAN. M.H. .�f� & t► o� /I , �=X6 �� PALM TREE o Q TOP 6.71 / ! ('!%b4 T 6 t�(�y II 337 �� .�� 4" 6" / cl 1 I .4. i I.E. -1.52 „ �. (17 •' l J =`:y TOP OF SLOPE_, I 17" _ PINE TREE II r it '9, o,( m SS SS ■�'�! i.E. ABANDONED LINE IS 3.32 -b/ I I CP • SS 10 . ~.il'(S_.n • A. -O '�, __ai11►� _�S ¢ I EXISTING VOLLEYBALL COURTS ' \\ �° �. S- �"w / m o V SS PVC / I 1.E. 3.71 WILLOW TREE I W > to ..�" II 3.8: Ss S 10" PvC e� Div 4.36 �1�C 9 I r : o w Aa �� DRO' ;I -0.8t SAN. M.H. 6" O z SS 112 SS SS 1�1 �5« C ! SPRUCE TREE � a .-. TOP 7.12 AN, M.H. I o . A s IL '', 'r y'6 • to 0 6 6' 11 .1 MM A �� f �, 'L LE. -1.41 0 OP 6.86 ^ 6• X CP 6 0k y K3 '� �„+"" Ak 4"}`�?� Al �► to X6' �V' E. -2.46 \/� \fj " ix 1 X 0 x I i ❑ 6. �o y.i, CEDAR TREE 0 ryo i 0� „ 0 0 !� �� �, �.I� O. e I EXISTING �. : 1 .s>Z Z .� .����� > ��� \*/'" l� �I�: �j ;�� I -�C, &WET WILL .'17 \ I _ -� STREET SIGN C 4168SF n i A° id -v- SIGN i' cn TOP OF SLOPE A/ A° , / , FIRE HYDRANT '{ 8,13- POWER POLE ,�• A6, EXISTING ONE STORY • "ril CO / HP I' �� to 69 / 1 Q 1 / `� .• X STUCCO BUILDING �I10 \PRIOR • TO C>C NSIRUCTION 4" ,� �, �' 1 6o O T I * LIGHT POLE ii.00 A 7.,,,,-.. /064 S (YO BUILDING p THE APPARENT CLEANOUT 6. X X ` •A. 5 F.F. EL. 8.09 ( CO) VAL 8E LOCATED \!� X iii PT EXISTING A° ADO FLAG POLE A - O 1 LOWERED IF w Et) PTP REST 9 % A } : GER 1' 15" h Att. NECESSARY. ilA � ROOMS � i_ . ,, 6" ,,f - - , ��S33333 , WM ATER METER P A- AP ' 1 �`� •> s�sa- o o 6 �0 e. j/j .\!� • A' �.. n , `� , ..� \ _'= • 0.- O17 •+O° WATER SPIGOT•W i >R /. GRATE INLET A h O .6* // X•• ett9 ► iI�• A� ,EXi�TING, X �:\, o, o 'L • ;�\/ > rr BASKETBALL 1 i MO MONUMENT %,i�__ �.2, 1 's 0 TOP 5.137 `, Elt) /, ORATE ow r • Jo i #4- ' `,',: OF -, • QETAR. ow Q •'" S i 6' \�'' CP ELECTRIC CONTROL PANEL W r• ss- 1.. .. { cn 1j4 SF \ ° SECi�N 12"PVC � NnLOP1,AST ��\J� EXISTING FRAME PAVILION �s py . 5 43. A.•i. :'8 ..,• 'AI' . 1,;'n:`. r;' .' •.. ry l> '-:�': '- :X,::• ...<.-,,:. S, 1 , . 's OR F�PE s r{ 1 `' `t' �' PS PARKING SIGN C . :'i ' .. .. 1... .:: -.1A4t... 00 COVERED WALK .NlAY: ?� A �._ . . : . x KEMP 7.0 19" -,\' 1 0 `�{; n__ X _ \� --,L__•20.__ X.., � SibERT 5.55 OR 1)6 ' .. i I A. HP HANDi CAP PARKING SIGN A.• _ ..:,. : .^9( GREASE PIT :q' A h `� .- ,LE. U5 : LOiiYER F SUMP IS •h I��J- - •. t7f A W NP NO PARKING SIGN t I :f , , W �: W :. M. A. A. ` 3 .,6 // PROM ED. '.,%� > e�F W Q i°2 i W BR BIKE ROUTE SIGN i i 1� mums TJB // 8 Ate~_ _.■Ill lilli� ( I� , CPP CORRUGATED PLASTIC PIPE (� I >� u �,"'" �'�'•.,: ■ POST��Y4j{CATOR VALVE \// _____•/-/ 4/ „ ,,�III N.�- M.C.A. 0� w j /IS- `` + DNE DO NOT /(/j A° ?i0' •\ 0 g`9'•�'N ( I PVC POLYVINYL CHLORIDE PIPE '? >: : EXISTING ONE STORY o6 s Ill X X \f,• 0ee�0h /! 1 I- PTP PAY TO PARK SIGN • GRATE INLET >•� Q ` I 6" �i��- • ■ PTS PARKING TICKET STATION BRICK BUILDING O • -� - 5.47 (OLD SCHOOL CAFETERIA) ( > °' II `O (n RCP REINFORCED CONCRETE PIPE +-' ,. .• I.E. 4� F.F. EL. 8.16 e .9� �. • m 0 -_-.- % LO A�7 f ,• I ( 6. A. t.f_ ry ° i h . AA 3 a X X ry _ X t, X a TJB TELEPHONE JUNCTION BOX A... # - e `' CMF CONC. MONUMENT FOUND �'L I.E. • ' ry CANOPY Al). A !..1 °', U Ii - - %f\I SAN. M.H. 0'0 5 ■ x EXIS11 s TENNIS ►BURT e� RBF RE-BAR FOUND g ry > WOOD I` TOP 7.86 1 V X { A °; 7 A A A- 31 : 'it; EXISTING ONE STORY a > III .�i� O I.E. 1.60 ! '\°' IXF X IRON FOUNDE FOUND •--•8D -:. - x-.--. POLE o J A It o g...;•, BRICK BUILDING in - °-%Cs \� I.E. 5.1 el BCMF BROKEN CONCRETE MONUMENT FOUND �:......::, . . `o' (PUBLIC GYM) c�i GRATE INLET ' ?,� o ,<I ( ) 4 III t ► M� ti•, :• F.F. EL. 11.94 > - _ _ 1� 5.'W f,.' 00 LE. 4.* 77 WOOD BRIDGE X ' %: ...q„•. :• t. • I)) I _ \.S,g96. 'I ��f 46,� :1<mt,..A i LE. 5.a4 I X e Vas x ��x•' . . r III _- _ III _�tJ,� �,� PLAYGROUND AREA ' _�i! I t la \ f 6 X11 .4s•..: s_`, �/• w�' -• 11 III j,7 iI\ (EQUIPMENT NOT SHOWN) 'I AN. M.12" PVC I A o6 'X XO �_��,� _..w...�a� •� _ 5,7Q2SF I N• ; xo, s :v. TOP 8 i I 0 + • , �f I�'I���,I 12" PVC +0gA S ?,47� W \f� �?�p, 1�0� N 0. I E ' 14 A\I ?`�' /i 4L _ W II CMF IL t '? _ /I\ ; • ' X 1 W AA ss h� S i c1oP 6(2 0 rA'> , a A6 � �/- �ry y y7« ,a � �� . 6 I ��' X III III O .°j ad W ` 45 x.• �O A°'• �� A"O 6• of X11 .\i/ \I/1 �V` 1 X1k - - '�•.�., 0 _ '9- xO' •O i ►"� 1� X 4 `��.A III - - - _ - �`\' 4 {b 0 T x �,A -�i -. h1? �� ��� rv� ,a� c�rr/.or..-. / t y�� 0°ryj�� �ry X \ I\�`' XA _ - - IIt----- - -- -HI.- ----%::/ _- - X• \.,mss \` �wM • 0 W . W ) ���� 9 A 0 X00• X0 A' 4, II( III .� EXISTING ONE STORY �- I e - �''�� BRICK BUILDING ;�.g s ° s 4 - - -IL GEOTHERMAL FIELD II� �;j >8 x ? 0 \! /7 (PUBLIC LIBRARY) - \i,r s 6 '> -.� (SEE GENERAL NOTE No F) .�,� - ��'%!�.= 0. ii , " . A > \�.i;.M� NN lit / ill ti 0. 71\ ;,�' 11t`•s!�c�l' j' ii\ /I\ iII 0 / - -41 - i4" .o\, �" O :IN� / N.P.y 64 e 00 �40° ss 2" 0 Xt'-- ft ;i, ..) \ s, MEETING ROOM IL/. �\/� i'1 S 6 ><9 6, 0 6 �?; X �,( i - •, F.F. EL. 10.76 ' 0 . i N.P. x 0�6��^' A. \o ��` ?� ��/� III - _ �`' a� ay. ti ,''' q� UTILITY WARNING: I, /.: � ED j 2" . °,}� Q1 i o �1/�1 ', ryo Irk - - - - i J i f i 4 16 THE POWER POLES, WATER VALVES, WATER METERS, CLEAN OUTS, GRATE INLETS, STORM III 6 GRAVEL DRIVEWAY A0 �, `Jf A `r� III III m . . •,. / x gory AND SANITARY SEWER MANHOLES WERE LOCATED BY FIELD SURVEY, EXCEPT AS NOTED x .• 6. ^ �iri X X O a4 © MO, ;i•� � X ... A ,,',., .•:'.. , ::":1 6 4 X _ '' %!� J/ i /�\ x% I e. U) , '' 7.5Y i /./ !i : 0 Ij IN THE SPECIAL NOTES. THE SIZE AND MATERIALS OF STORM LINES WERE FIELD VERIFIED. __ ... il 0 �1� _ - I(I T ' 5.00 •��,{x'16 ' 0' T FOR INFORMATION REGARDING UNDERGROUND POWER, TELEPHONE AND FIBER OPTIC LINES, „ 4" - - - II EXISTING ONE STORY SEE THE UNDERGROUND UTILITY MAP PREPARED BY YAWN LAND SURVEYING, LLC. DATED S 22'C�00 W I s?, BRICK BUILDING JANUARY 7, 2010 FOR THE CiTY OF TYBEE ISLAND. THE SURVEYOR MAKES NO GUARANTEE VERY DISTURB `>: o * CMF O $��� •0 \C'f, 2" 0III ° I I 4 STOR 2" 0 0• (CITY HALL) �/VERY DISTURBED t 1 X 60.52 i A' X - X / >I ■ f o .(i•�: THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, 3 SECOND STORY X ry MO III - -" / z 17 �h' F.F. EL 11.83 %$� EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT o, 1t 0' PALM TREES NOT N • a69 8, WOOD DECK -t11 �;, •- t2" > A. • THE UNDERGROUND UTILITIES SHOWN ARE iN THE EXACT LOCATION INDICATED, ALTHOUGH Q ��fj VETERAN'S MEMORIAL SHOWN IN THIS-- ---,%1,..---•'r, 0 h `'' I 4 AREA FOR CL:' 8 I ''`` i� . 6 ��e / :" 0 = ��`�► • HE DOES CERTIFY THAT THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM THE ��pp ` O �.'i'�t I\ w 1 WOOD PICK E E �� 4" �\/ ■ INSERT I �' I I INFORMATION DESCRIBED ABOVE. THE SURVEYOR HAS MADE NO ATTEMPT TO OBTAIN ANY it\ � X s o o - e,� ' MO ?.: :.; ' .':r ' ° INFORMATION FROM THE VARIOUS UTILITY COMPANIES OR THE CITY OF TYBEE ISLANDt0 Xe A to" INFO INFO ° s,q' 0 O MO 0 q. INFO -a- \ � 0 9 S. , u'o:: ®, , , , r0 XA .ii, Y.M.C.A. x�CO X 4" �� oy1 °' , 29'os N 06 (I II .■,.,� a.••-- ----.1' 10> Z P WOOD DECK X Ary ry 10,!� (PENNY NAiL SET IN . i. 1 " FO 4i ,' .� � y �� $l1= •W000 FENCE POST !_�'t1h� 0 w XO' 12 �`F' �•1`�r O� 1,. tE0 11110111k. • ^ ' s Po �• FTC -�..r.ri�..r au-.�'`I'1f■ f -•. 1:41161 ...7. "7.�•- ` i'J.M�•'.. .. ,..":":-.*:;.7.a JI�.. ... �'1.� '.`^ �a •�.. . '•�ar_lvtit� �... ,e � • �._� �'- --'_� _jOf .YiiR7R.a .: - �� ���l0• 1, '•► ���rte.• TT ...�- ._ „ -_ac--�r---tt •7∎ . ,�-,� T r���,■etas , r��Mirk :_ ��i.►� . ...��/ a _•��r■i�■���: TT .��• ti .c.�.■..�:�w t. CATCH BASIN 41, - TOP � Q _ -9- _ . 5j,%11110AT A o c ' % I. � � ea., • TOP CATCH k S TO R NI VA TE R MANAGEMENT 8c STATE OF GEORGIA CHATHAM COUNTY T 43 B U T L E R A V E N U E 80' R/W TOPGRAPHICAL SURVEY OF MEMORIAL PARK, LOCATED IN WARDS 1 Be 2 Al iI TEN Ai�I CE PLAN 2, THE GENERAL SCOPE OF WORK IS TO CREATE A DETENTION BASIN TYBEE ISLAND, GEORGIA. OUTSIDE OF THE NORMAL RECREATIONAL AREAS OF THE PARK. THIS DETENTION BASIN WILL MANAGE THE INCREASED RUNOFF FROM FOR: CITY OF TYBEE ISLAND THE BIKE TRAIL IMPROVEMENTS. THE EXCAVATED SOIL FROM THE ' DETENTION POND AREA WILL BE USED TO FILL SHALLOW AREAS IN THE PARK THAT POND FOLLOWING HEAVY RAINFALL. SPECIAL NOTES DATE: FEBRUARY 20, 2012 A. THERE iS AN 18" RCP LOCATED UNDER THE SIDEWALK THAT RUNS BETWEEN THE TWO CATCH GENERAL NOTES THE ORIGINAL OF THIS DOCUMENT WAS SEALED AND SIGNED BASINS SHOWN, 1. THIS MAP REPRESENTS A TOPOGRAPHICAL SURVEY ONLY THE BOUNDARY iS SHOWN FOR BY BERT B. BARRL 1 T, JR. R.L.S. 2225 ON 2/20/2012 B. SHOWN ACCORDING TO AN AS-BUILT AND TOPOGRAPHICAL SURVEY BY CHATHAM SURVEYING INFORMATION PURPOSES ONLY. SEE PLAT BY BERT BARRE!I, JR LAND SURVEYING, P.C. SCALE: 1"= 40' AND THIS REPRODUCTION IS NOT A CERTIFIED DOCUMENT SERVICES, INC. DATED JULY 17, 2000. DATED SEPTEMBER 20, 2006 (LAST REVISED OCTOBER 7, 2009) AND AS-BUILT AND TOPOGRAPHICAL SURVEY BY CHATHAM SURVEYING SERVICES, INC, DATED JULY 17, 2000 0' 40' 80' FOR BOUNDARY INFORMATION REGARDING MEMORIAL PARK AS A WHOLE. 2. THE GEOTHERMAL FIELD IS SHOWN ACCORDING TO A RECORD DRAWING BY NORTHEAST ENGINEERING, INC. DATED NOVEMBER 11, 2011. BERT BARRETT, JR. LAND SURVEYING, P.C. 145 RUNNER ROAD SAVANNAH, GA. 31410 (912) 897-0661 (F.B. 014-29-4)