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HomeMy WebLinkAboutDrainage Reports - 05/01/2003No Text ,da4ot" & Adoe. 49ac, P. d. &z 270952 �;a e &o, ed 80527 (970) 493-2808 ' 9,X (970) 495- 9735 May 14, 2003 ' Project No. 0029 Mr. Wes Lamarque City of Fort Collins ' Stormwater Utility Department 700 Wood Street ' Fort Collins, CO 80522 Dear Mr. Lamarque: On behalf of our client we are submitting the attached Final Drainage Study f6r ' 611 South Peterson Street. The purpose of this report is to evaluate and present the drainage impacts from the proposed construction of 611 South Peterson Street. The drainage report will present the changes to the developed flow conditions and proposed improvements to resolve the impacts of the drainage flow condition. The Final Drainage Study for 611 South Peterson Street was prepared in accordance with the provisions of the City of Fort Collins Storm Drainage Criteria — revised January 1997. Loonan and Assoco,EGI ' mes R. LoortP�'6 Registered Profe i Et Colorado P.E. 1911,5/;t,NA I r I 1 1 1 1 Table of Contents Introduction................................................................................page 1 Existing Condition...........................:.............................................page 1 Drainage Impact...........................................................................page 1 Proposed Site Conditions Major Drainage Basins Offsite Basins Onsite Basins OffsiteRunoff.............................................................................page 2 Onsite Runoff..............................................................................page 2 Conclusion.................................................................................page 3 Erosion and Sediment Control.......................................................... page 3 APPENDIX A Erosion and Sediment Control Calculations APPENDIX B Final Drainage Study Calculations FINAL DRAINAGE STUDY FOR 611 SOUTH PETERSON STREET ' Introduction 611 South Peterson Street is a proposed multi -family residential subdivision in the City of Fort Collins, Colorado. The site is generally located on the West side of South Peterson Street midway between East Myrtle Street and East Laural Street. The entire site ' is located within the Northwest '/a of Section 13, T7N, R69W, Sixth Principal Meridian, Larimer County, Colorado. The Site consists of approximately 0.28 acres. ' The purpose of this drainage study is to evaluate and present the drainage impacts from 611 South Peterson Street on the adjacent downstream properties. In the evaluation, a site ' description of the project and its relationship to the Master Drainage Basin will be presented. The drainage report will present the changes to the developed flow conditions and proposed improvements to resolve the impact of the drainage flow condition. ' Existing Condition Description Currently the ground is nearly flat and covered with a grass lawn as well as an existing ' house and out buildings. The site is bound by South Peterson Street on the East, existing apartment building and parking lot on the South, existing single family homes on the North and an alley on the West. In the present state, a majority of the site drains from the West to the East at slopes from 0% to 0.4%. The current runoff drains across the existing sidewalk and onto South ' Peterson Street. 1 A small portion of the existing parking lot as well as a portion of the building for the apartment development to the south drains onto this site. Drainage Impact Proposed Site Conditions ' 611 South Peterson Street consists of 1 new building with 3 dwelling units. In addition to the 1 additional residential building, there are 4 proposed parking spaces. The proposed ' development is accessed by an alley adjacent to the western boundary. Mator Drainage Basins ' 611 South Peterson Street lies within the Old Town Master Drainage Basin. More particularly, it is within Reach 3 of the Old Town Basin. The Old Town Master Drainage ' Basin has delineated the 100 year flood plain for this area. The site is entirely within the City's designated 100 year flood plain. The proposed finish floor elevation will be at I I least 1.5 feet above the revised 100 year flood elevation. Please refer to the flood plain report for the site. Offsite Basins Due to the construction of the adjacent streets, the only offsite drainage basin that enters this site is from the existing apartment building and parking lot located immediately south of this project. Onsite Basins Sub -basin A- This sub -basin consists of the western 0.05 acre basin that drains to a proposed curb -cut in the proposed parking lot. Sub -basin A is the onsite area that drains to the proposed detention pond. The basin proposed land use consists of a small portion of the roof from the proposed building with the remainder being either parking lot or landscaped. Sub -basin B 1 - This sub -basin consists of the eastern 0.10 acre basin that drains undetained to South Peterson Street. The basin proposed land use consists of % of the proposed building and'`/z of the existing building with the _ remainder being either concrete walks or landscaping. ' Sub -basin 132- This sub -basin consists of the eastern 0.07 acre basin that drains to a detention pond in the center of the lot. The basin proposed land use consists of/x of the proposed building and with the remainder being ' landscaping. Sub -basin C- This sub -basin consists of the northeastern 0.05 acre basin that drains un- detained to South Peterson Street. The basin proposed land use consists of '/2 of the existing building with the remainder of the area being landscaping. ' Sub -basin D- This sub -basin consists of the western 0.004 acre basin that drains un- detained to the existing Alley. The basin proposed land use consists of concrete driveway and landscaping. ' Sub -basin OS 1- This offsite sub -basin consists of the southern 0.18 acre basin that drains from the existing parking lot and the rooftop of the existing apartment ' building to the proposed conveyance channel. The basin proposed land use consists of asphalt paving, roof tops, and landscaping. OFFSITE RUNOFF A small amount of runoff enters this site from the south and drains onto the site along the southern property line (Sub -basin OS1). Z 11 I ONSITE RUNOFF The runoff produced from Sub -basin A drains into Proposed Detention Pond 1. Detention Pond 1 - The release rate for the detention pond has been set to equal the current 100 year peak runoff rate from Sub -basins A, B1, B2, C, and D (0.75 cfs) less the amount of un-detained runoff from Sub -basin B1, B2, C, and D (0.72 cfs) for a maximum release rate of 0.03 cfs. The required volume of detention for a 0.03 cfs release rate is 410 cubic feet. However, only 385 cubic feet of detention volume can be provided. For 385 cubic feet of storage, the release rate is 0.04 cfs. Therefore, there will be a net increase in runoff from this site of 0.01 cfs during the 100 year storm event. The discharge from the detention pond will drain into a proposed concrete pan/curb and gutter, and through a proposed culvert to South Peterson Street. We are requesting a variance from the City of Fort Collins stormwater policy to allow an increase 100 year runoff of 0.01 cfs from this site as well as the one foot freeboard for the detention pond. Due to the flatness of the site, it is not feasible to provide 1.0 foot of freeboard. The feasibility of a second detention pond being located within Sub -basin B1 was evaluated. The construction of a second detention pond will only reduce the 100 year runoff by 0.01 cfs while creating a low point that will collect debris.and water. The second detention pond could become a nuisance. We decided that the negative aspect of the pond out -weighs the positive values and therefore, we are not proposing to construct a second pond. Storm water Quality — Due to the flatness of the site and other restraints such as the size ' of the project, the existing building location, and the limited grade difference to the outfall point (flowline of Peterson Street), we propose using a grass lined swale to ' provide filtration of the stormwater. The swale will be located between the proposed parking lot and the east -west conveyance gutter. The grass swale will be at a 0.81 percent slope and will have a distance of 16 feet. The reason that a 0.81 percent slope was chosen over the City's 2 percent policy was because of the potential impact to the flood plain. Using a 2 percent slope would raise the parking lot 0.16 feet. Therefore, we are requesting a variance to the City's 2 percent minimum grade for grass -lined channels. ' The flatter slope will provide better stormwater quality treatment. ,. CONCLUSION The runoff -that will be produced by 611 Peterson Street has been accounted for. The ' allowable release rate from the detention ponds was set, such that the total runoff to South Peterson Street will exceed the current 100 year peak runoff by only 0.01 cfs. C 1 EROSION AND SEDIMENT CONTROL This report describes methods that are recommended to control wind erosion, water erosion and sediment during and after the construction of drainage structures and site grading. DISCUSSION The clearing and stripping of land for site grading, overlot grading, or for the construction of drainage structures, may cause localized erosion rates with subsequent deposition and damage to offsite properties. Uncontrolled, such erosion could destroy the aesthetic and practical values of individual sites, and cause damage to downstream property. In general, erosion and sediment control measures will consist of minimizing soil exposure, controlling runoff across exposed areas, and sediment control at drainage structures. Each of these measures is described below and should be utilized by the developer and/or the contractor during any construction activity that occurs at this site. GENERAL EROSION AND SEDIMENT CONTROL MEASURES ' Minimizing Soil Exposure: Where practical, the construction area and duration of soil exposure should be kept to a minimum. All other areas should have a good cover of vegetation or mulch. Grading should be completed as soon as possible after commencement. A temporary cover crop, a permanent vegetative cover crop, or other landscaping should be established in the disturbed areas. Re -vegetation may consist of native grasses, lawn grasses, or various winter wheat. Decorative rock, flower gardens, or ' shrubs may also be utilized in the final landscaping to cover the soil. Re -seeded areas should be mulched with straw or hay to protect exposed soil until vegetation is established. ' EROSION CONTROL PLAN The proposed erosion control measures are presented on the Grading and Erosion Control ' Plan located in the Appendix of this report. In summary, the erosion control measures consist of: ' 1. Sod on all of the land to be developed 2. In the event construction is halted, temporary seeding and mulch must be placed ' on any distributed areas after 30 days of no construction activity. 3. Silt fences installed on the Northern side of the development 4. Vehicle tracking control 4 LI APPENDIX A Erosion & Sediment Control Calculations I 1 1 I 11 1 1 1 11 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: J�23"eitl'o,.i jl>G.r.�:/{�o�Lf STANDARD FORM B COMPLETED BY: DATE: 2 Erosion Control C-Factor Method Value --------------------------y---- f i1w e4Vu �, J STiQcotrw�a/?rA9S/l-�AGKl �, d / �OccCyENLp %it /. !I . MAJORI .PS I SUB I AREA P-Factor Value Comment I ---------------------------- ---------------------------------� BASINI (%) BASINI (Ac) I CALCULATIONS Q Pre I , L7R/�sf /EGA = O, 0 i I I I �,�,pol<� �u�<Q.�� r �, � 3 3 � � � / /s /•k �^ 093Ac (.v7d - dry,�21 I17 7y 0,.:3 urX , v 6 v I o y� � wTs, P, o- S r �,5 � - � I I I I Bp51 -- ---------------------------------------------------- DI/SF-B:1989 tVvS 1 G ✓n COVI+W- j CO 5t �S �� ✓YtG'��C, {Nl LAC-" O-O C/ 3 F T" 1650/c(c v2 Si I+ FQnc.e 150 FT-lSv/FT-- `lc,,) ►3 c IC's O %anti'-T-rc- ,[n;v,9 pad Bot-Lcc @ 15-0ec% .z a a o 0 10100 /F/+ -15 (OCR -rA �$ AOO $ coo CONSTRUCTION SEQUENCE PROJECT: PETERSON PLACE ------------------------------------------------------- STANDARD FORM C SEQUENCE FOR 2001 ONLY. COMPLETED BY: JRL --------------------------DATE: 5 /13 /0 3 Indicate by use of a bar line or symbol when erosion control measures will be installed. Major modification to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 2003/2004 Month A S 0 N D J F M A M J l OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching / Sealant Temporary Seed Planting Sod Installation Netting / Mats / Blankets Other I 1 1 1 11 1 7 1 1 APPENDIX B Final Drainage Study Calculations 1 w w D J Q V w H co O a U C/)o w 2 O Z O z O CO w w w J d � ,�1 Z 0 O w > D m J U U I 11 1 ' Z O O o N 00 LL CD 00 U ' z IX W OLL Z Q ' 00 of 0 p pO w co Q 1 Z O U) 1 w J w d m ' zW 0 �g u ' o Q D w U 1 L a F i LL F C 2 a u c < F L a u Y Q W N N N N m LD Ln cn N N M N J Q Z LL 00 CD h e- N N �t 1� q N O N CD m CD t` M 0 co N co CD N + N O loo 0 � N N .~- N � O N of O N CM O 00 N O O O m O coN O CD CD O V' V* O 1� O O O N O h O O O V) c moo 00 66C6 O CD m 0 0 0 1l- O CD 0) 0 0 0 I, -co �-- LL LL J w o O CD m 0 0 0 CD CD CD a)O CDO CD r W O O O CD O O a O J o o 00 o 0 o m o o 00 o 0 o m � 1- .- H U Z J C CO (O I-- � O 0) It CV)O M CA 00 CM m 0 h CM Ln 00 M OD N A M U') f— CV O CDC; O O CA LD O CDCA 00 ' N N .-- N N c N Cl N N N N N M N N N N �F V N d' O O W LL O J U) H In n � w Ln co LD n 1� CO LO CD O O LL N ih N O N LC) � N O N r� h H � J N ' U) O ' U) } N p i--, 00 N i..) 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FT S/9 Y % FT L Peterson apartments 100 Yr Storm TRIBUTARY AREA: 0.05 COMPOSITE C x Cf: 1 ' CxCfxA= 0.05 STREAM POND = Qin: 0.00 DESIGN Qout: 0.03 Qtrib-in TOTAL VOLUME in VOLUME out VOLUME OF TIME i (CCFiA) Qpond-in Qin (Qin x T x 60) (gout x T x 60) PONDING MIN. in/hr cfs cfs cfs CU FT CU FT CU FT 5 9.95 0.50 0 0.50 149 9 140 '10 7.72 0.39 0 0.39 232 18 214 15 6.52 0.33 0 0.33 293 27 266 20 5.60 0.28 0 0.28 336 36 300 '25 4.98 0.25 0 0.25 374 45 329 30 4.52 0.23 0 0.23 407 54 353 35 4.08 0.20 0 0.20 428 63 365 40 3.74 0.19 0 0.19 449 72 377 45 3.46 0.17 0 0.17 467 81 386 50 3.23 0.16 0 0.16 485 90 395 3.03 0.15 0 0.15 500 99 401 '55 60 2.86 0.14 0 0.14 515 108 407 65 2.70 0.14 0 0.14 527 117 410 -4-/"%;05� 70 2.50 0.13 0 0.13 525 126 399 75 2.30 0.12 0 0.12 518 135 383 80 1.8 0.09 0 0.09 432 144 288 ' 85 1.7 0.09 0 0.09 434 153 281 1 1 leterson apartments 00 Yr Storm TRIBUTARY AREA: 0.05 COMPOSITE C x Cf. 1 CxCfxA= 0.05 ,PSTREAM POND = Qin: 0.00 DESIGN Qout: 0.04 Qtdb-in 'TIME i (CCFiA) Qpond-in MIN. in/hr cfs cfs 5 9.95 0.50 0 '10 7.72 0.39 0 15 6.52 0.33 0 20 5.60 0.28 0 4.98 0.25 0 '25 30 4.52 0.23 0 35 4.08 0.20 0 40 3.74 0.19 0 45 3.46 0.17 0 50 3.23 0.16 0 3.03 0.15 0 '55 60 2.86 0.14 0 65 2.70 0.14 0 70 75 2.50 2.30 0.13 0.12 0 0 80 1.8 0.09 0 85 1.7 0.09 0 TOTAL Qin cfs 0.50 0.39 0.33 0.28 0.25 0.23 0.20 0.19 0.17 0.16 0.15 0.14 0.14 0.13 0.12 0.09 0.09 VOLUME in (Qin x T x 60) CU FT 149 232 293 336 374 407 428 449 467 485 500 515 527 525 518 432 434 VOLUME out (gout x T x 60) CU FT 12 24 36 48 60 72 84 96 108 120 132 144 156 168 180 192 204 VOLUME OF PONDING CU FT 137 208 257 288 314 335 344 353 359 365 368 371 > A >c 371 357 338 240 230 I I N V Ifcc 11 lal ap�•,ee .6,t17. Wh; 1. a3.44m~ �jm:21 -7 /�7J5Nic/i�ti�j % EQ !•d.S/7 .l�EiaTi� v,� ,��� � .b,_,,2i. Fa : n• o,ac _6 a. , Q/OD � L �% f�, G� �,j7�N..SGOt�.E = O. J � ;.... /'�=0•i�OY.�=. po,-CTw. ©,— raw = 0.3'7 GT v,Fcpoi7w = Z. /6 615 T. ff !-5v xe . `Low GRoM . T/ �S �E✓ !"�ErvT wiLG BE ."GO•v) ,c/Ei� C7iv6T�.- ''o4a T wo-. c /l/oT BE <c�.zi7� in/ a ,o7-b 'A-1 7-,O ` Zyje l�F.vrss� = U. Z Z ,cT '> Fco w wi« ae QZ = O• �f-O o� - �o '� S = I. Z �✓ % �'PL9-ST/C I�VG �/•Vi� GG�O/`� PIPE �ctGvE.f'i /4iv�LYs�S w = o. S tr pf� IV07Te = Ty' SST is Loc, TEo •rr���r Tn� /4w-,?!rle Izcovn �L�i� �' Tfte .E)4,psT 1u./4'Q•-ir T/fin / T•�`•E <vo r� ,C`Guo® i/G Z yie /=Law xFo e 7-- �fL. ' PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE February 18, 2001 PROGRAM INPUT DATA DESCRIPTION VALUE Culvert Diameter(ft)....................................... 0.5 FHWA Chart Number ........................................... 1 FHWA Scale Number (Type of Culvert Entrance)................ 1 Manning's Roughness Coefficient (n-value)................... 0.013 ' Entrance Loss Coefficient of Culvert Opening ................ 0.5 Culvert Length(ft)......................................... 16.0 Invert Elevation at Downstream end of Culvert (ft).......... 82.5 Invert Elevation at Upstream end of Culvert (ft)............ 82.7 ' Culvert Slope (ft/ft)................ 0.0125 Starting Flow Rate(cfs).................................... 0.4 Incremental Flow Rate(cfs)................................. 0.0 Ending Flow Rate(cfs)...................................... 0.4 Starting Tailwater Depth(ft) ............................... 0.0 ' Incremental Tailwater Depth(ft)............................ 0.0 Ending Tailwater Depth(ft)................................. 0.0 COMPUTATION RESULTS Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth P Inlet Outlet Depth P Depth Outlet Velocity Y ' (cfs) ----- --------- (ft) ------------- Control Control 0.4 0.0 ---------- 0.5 ---(ft)------(ft)------(ft)------(fps)----- 0.0 0.29 M2 0.29 3.38 ' HYDROCALC Hydraulics for Windows, Version 1 0 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 ' Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. Design Procedure Form: Grass Swale (GS) Sedimentation Facility Designer: Company: Date: Project: Location: wbt Loonan & Associates May 14, 2001 Peterson Townhomes 611 S. Peterson 1. 2-Year Design Discharge (Total) Q2 = 0.05 cfs 2-Year Design Flow Velocity (V2, 1.5 fps Maximum) V2 = 0.43 fps 2. Swale Geometry A) Channel Side Slopes (Z, horizontal distance per unit vertical) Z = 4.00 (horizontal/vertical) B) 2-Year Design Flow Depth (132, 2 feet maximum) D2 = : t, ,0.1 .`; feet C) Bottom Width of Channel (B) B = :>rsz00 ' ;'feet 3. Longitudinal Slope A) Froude Number (F, 0.50 maximum, reduce V2 until F < 0.50) F = 40 30 A) Design Slope (S, Based on Manning's n = 0.05, 0.01 Maximum) S = ;a:0'008'1 . cfeeUfeet B) Number of grade control structures required (number) 4. Vegetation (Check the type used or describe "Other') Dryland Grass (Must use irrigated turf grass if S >0.005 in X Irrigated Turf Grass semi -arid areas of Colorado) Other: 5. Outlet (Check the type used or describe "Other") Infiltration Trench w/ Underdrain Grated Inlet X Other: Gutter Notes: swale Design Forms.xls, GS I,IX OLAL EROSION NJJL C IX CONSTRUCT(KI PLAN WKS. UIY O A ME OTT Of FORT COLLINS STORNWAKA UTILITY Di CelIX1 CONTROL AISL4CTOR MUST BE NOP ED AT LEAST x. NOBS PRKR 0 MY CONSTRUCMW ON THIS SIT B. ALL REWIRED PER AR AIL1 "DING SMALL BE INSTALLED PRICK TO ANY LAND OSNR911G ACTNTT (STOCKPHIN4. STRIPPING GRAPHIC, ETC) ALL OTHER REWIRED DAMON CONTROL MEASURES SHALL BE IRST4 D At TEE APPROPI THE IN RE Cg SRUCMMI SEMINCE AS INEXCATID IN ME APPROVED PROJECT SGBODDI CONSRUCMW PLANS. AND EROSION CwTKI REPORT C PRE-PBRABMICE WGETATM SHALL BE PROTECTED AM RETAINED MMEMLER POSZNE. REMOVAL M DISTURBANCE Cf EXISTINGRECETAWN * REGARD) FOR Ep 2KKI CONS RUCTSHALL ROERATINS� MIT FTHE M ME S4W h5TT GP CTCAL PEMOO OF THE D. ALL SODS EXPOSED DURM4 LAND PST.M NC ACINLY (SRIPTMG. OYI UNUTY NS7µ lT S STO:KPR1Mi DINING, ETC_) SMALL BE KEPT M A RgxXKx COlpna BY RIPPING W OISLTNF ALONG LAND COROU5 ANTE, WLOL L£4ETATON. OR OTHER NERMANEEMT EROSKNM COIIRCI IS INSTALLED. NO SOLS M WAS OMTWX PRO ECI SIRES+ SHORT R SAY SRAL REMAIN EXPOaW BY LURID PSNRI NO ACTMrY FOR YORE MAN .OL BEFORE DONLAuWG, xTNOMON CONTROL IT SEEC TEMPORARY ETC IIS srALEOLESS OMERYAPPROVED BY ME STaxxATER UPUTY. E. ME PRC W SNALL BE NATERM AND MAINTAINED AT ALL ORES WNNG CONSTRUCTION ACTIOMS 50 AS TO PREVENT AINI CAUSED E ox ALL D COSTUMING AG'AnES SHAL. BE MY LY (.YOMTMUE➢ NMEN FJGnFT MST NpACR ADLC(xT EN�TI 4 RRMTADIT, D BY ME CITY OF PONT CORNS F µL4TE1flQA ISTINCM.4) EAOSOM COAROL MEASURES 914E BEN CRD ME REPNPED W MCOISRUCMD AS NECESSWr KIT EACH RUrv6F EVENT IN ORDER TO ASSURE CONTINUED eAFORMACM AlTHEIR INTENDED FUNCTON. ALL RRVANED SE Hn PITY THOSE ON PATED ROAOMAY REARS. SMALL BE HANOI AND DIIDOSEO OF IN A MANNER AND LOCATOR 50 AS NOT TO CAUSE MEN NELEASE NTO MY DRAIw¢NAY. O O SOL STOCKPILE SHALL EXCEED RN (10) FEET N HEIGHT. AUL SOL STOCKPILES SMALL BE PROTECTED FIRM SEDIMENT TRANSPORT BY µ rACE ROUGHEWIG. WATERING. AND PERYETER SO FINDING,SOL STOCKPILE WINAMNG AFTER X DAYS SHALL BE SOCEO AND WROMFD. H. CITY ORINNAHOD Moamm ME RACNWO ORCIFNG. OL DEPOSITING OF SOL ON MY OTHER MATENAL ONTO OTY SREER BY M FROM WY VEHICLE ANY INADVERTENT DEPOSRO MARNAL SHALL BE CLEANUP IMMEIARLY BY RE CONTRACTOR. CMSIRUCTM SEQUENCE PROSC, PETERSON PLACE STANDMID FORM C SEODENCE FOR ECOI ONLY COMPLETED BY .NL DATE. /r VN. Imbo1, e:uv aI , MY Ib or .ynea MN .nn e amxo A be nNWRO. j,r I'M IN,onu 1, m opbbwal v MKI emnmc e a IM, sale Be WPrl 'aby IneNw CRy Engnwr. HEW 2003/200A OLERLOT mV K we REND PERM cm« LIRR Iw o.,IBRI A„iL'mM BorrNn SONSeats Y.MWR fty OMN wHFA1 EROSION CONTROL STRUCTURAL EMOmmt TrPR/Aa.F Met Slam aI SR Fell Bmin, sma Saga Ban S N PMAN aUe Vc,M,AN P'I CHINAa VEGETATIVE: P.meln\ SwE NmLLq wlnxO / S,Nmi Ta paray SAINT PmLNG SadN/ Yob / Blmbb MAY NOTE. FOR @OEKN CONTROL OETARS. SEE EAONION CONTROL (METAL SHEET. DRAINAGE BASIN DATA. (DEVELOPED CONDITION) SUBBASIN NAME AREA (ACRES) C2 02 (US) C100 0100 (CFS) A 0.05 0,89 0.13 1.0 O.SD 81 '10 0.57 0.08 0.71 0.37 82 .07 0.31 0.05 0.3B 0.21 C 0.05 0.41 OA4 0.51 0.17 D 0.004 0.76 0.01 0.95 0.04 051 0,18 0.85 0.44 1.0 1 1.79 •D .(. -_ Avg * BA'.. I '� '^' T p m IL 10y B 2 e \ I ___ e_-_ _ DP3 III IP4 a 0.08 C} �. ETA o F,a';FVENi �7 ____ I - - L 38.8 Moo unutt N -� E+EME T - (� I I ^ ♦ I r Ln . 1 Detenlp P tl 1 '`TO -v 10F R�LOLR6E FLDaM49e].00 I �L I _ / M 10o-YF- Sol - 3Bs cF� ,41 p• x 0 f� 'E-) c - r 1� eeeee D aM - o0i - 041,13411�ti 0 i5D ANo _.�p,> w ��-__ ® C IN FF� r u - r r- 1 / FF Elev, = 859 CONCF PAVNG -T B410 DP2A IA FI' I I oR'A 6/ ----- ____ 0.06 AND I .D 1e }.. "° e4 L__ J4 ti� r-gn qa. + 1 -- - -_- 6----- / _I`ANN,�� VERT. CURB (MIN TOO = 84.90) I I I I haQ 10« P I O� P 000 Y Sy IIo-O�K -k LEGEND BRA EXISTING CONTOURS VGA EXSTING INDEX CONTOURS 5117 PROPOSED CONTOURS 5110 PROPOSED INDEX CONTOURS w«n PROPOSED SPOT ELEVATIONS II ) +I I 1 fXl T!, I K 1 I I R' n _ r6v I _ I R2.0' \ Y-- '^-'----------- 0a� - ---- -- 2,0' GUTTER eh° XJ�IqS ^o jiJti IR�-F�� ANN,` VERT. CC �y� ` aaa,111111 84 0) OSl EMERGENCY - - - _ _ _ _ - 4,9�'j4 L ADDRESS0.184,5 WIDE CONIC. WALK OVERFLOWS _ _RCIj.'In GRASS SWA TAIL ' �98,5.R,T55 CURB ¢98`5'O� ��A UTTER 7SEECHED TO LIP F (See 0Gal GFUTTER7)T CURB-- DETAILS --- --, `' SEE DETAIL ��(=-- / I1 SHEET 7 RPIERCAN ______________________________________________� / PLACE EX16T. INSTALL 1/2' DIA PVC PIPE 16 LF 5" DIA PVC I JVEWAY nI,- AS OUTL STRUCTURE FOR CULVERT ® 1.25% SLOPE V=84 "> THE DET TION POND (IN.35) o� -NOTCH OF OF CURB ® _ I III ELEV. 84 30 FOR A k DISTANCE OF 7.0 FEET m��' (SEE DE IL. SHEET 7) I / 9 �j N------J '' �" Ji'' L- - - - - - - - - - - - - - - - - - - - - AN, - - ,A Mae,- I MP,o 9�L LEGEND } RY TE FI.T calm,. caOraeo UTIUTT PLAN APPROVAL .. AN . ....... . . . . . . . ._.. PROPOSED BASIN BOUNDARi-%-X--� X-X- SILT FENCE APPROVED. Al D NMLL aT MI. SUBBASIN NAME CHECKED BY PROPOSED BASIN LABEL VEHICLE TRACKING CONTROL t Wall, lA e UNILF 0.1A GRAPHIC SCALE NILr 0.1 O.SS SUBBASIN AREA CHECKED BT: KTwmAaLn utxtyULaLY Dal, m By (IN ACRES) M DP1 PROPOSED DESIGN POINT P OBTAINED INLET PRO CTON CHECKED BY nA e m MM (BY BUT) CHECKED BY: I IRE m TH a -y PROPOSED ROW DIRECTON CHECKED BY: ® STORM CULVERT 100 YEAR WATER SURFACE LIMITS DRAWN: SF CHECKED: JRL APPROVED: JRL. LI Z C) o Q NZ J XQ Wa_ Z cki _J QZ w zo LOf EI . a- p 'ECT L No