Loading...
HomeMy WebLinkAboutStudies APPLICANT 10/17/2013 Drainage Study For Proposed Development on Assessors Parcels 17-03-25-23-01800 and 1902 • R Street Springfield, Oregon August 2013 (Updated October 7, 2013) \S�c$t PRop15 1 . • italf •r-EGON N <6';14/ 30 190,e0� °NL. B€5' RENEWS: 01/01/14 Prepared for: Robert Freeman 3023 Skyview Lane Eugene, Oregon 97405 Prepared by: EGR&Associates, Inc. 2535B Prairie Road Date Received: Eugene, Oregon 97402 (541)688-8322 OCT 1 7 2013 Original Submittal • PUBLIC WORKS DEPARTMENT/Engineering Division Phone:(541) 726-3753 Fax:(541)736.1021 STORMWATER MANAGEMENT SYSTEM.SCOPE OF WORK ----. --(Area below this line filled out by Applicant)-----------^--------- (Please return to Matt Stouder Q City of Springfield Public Works Engineering;Fax#736-1021,Phone#736-1035), email..mstoudergci.springf eld or.us Project Name: R Street Duplexes Applicant:. Robert Freeman co Clint Beecroft Assessors Parcel 17-03-25-23-01000 and 01902 Date: July 29, 2013 LandUse(s): MD - currently vacant Phone#: I541-688-8322 ProjectSize(Acres): 10.84 acre I Fax#: 541-688-8087 Approx.Impervious Area: 0 .53 acre Email: clintbeecroft®egrassoc.con Project Description(Include a copy of Assessor's map): Development of 14 residential units (6 duplexes and 2 singles) with associated access and parking, including a half-street improvement of R Street adjacent to the site. Drainage Proposal(Public connection(s),discharge location(s),etc. Attach additional sheet(s)if necessary: Collect and route runoff from impervious surfaces through private on-site pretreatment and flow control facilities. Runoff from new street surface' and final destination of on-site runoff will be directed into nearby existing catch basins 402 and 403 in R Street. Proposed Stormwater Best Management Practices: • Combination of infiltration stormwater planters, vegetated/grassy swales; and impervious area reduction techniques as applicable. Roof runoff may bypass pretreatment facilities as applicable. ' (Area below this line filled out by the City and Returned to the Applicant) (At a minimum,all boxes checked by the City on the front and back of this sheet shall be submitted for an application to be complete for submittal,although other requirements may be necessary.) Drainage Study Type(EDSPM Section 4.03.2): (Note,UH may be substituted for Rational Method) ❑ Small Site Study-(use Rational Method for calculations) 6 Mid-Level Development Study—(use Unit Hydrograph Method for calculations) Full Drainage Development Study—(use Unit Hydrograph Method for calculations) Environmental Considerations: ® Wellhead Zone: uR yr ❑ Hillside Development: ❑ Wetland/Riparian: • n Floodway/Floodplain: ❑ Soil Type: 32., - Co bur) 0rh4n Loy?) El Other Jurisdictions Downstream Analysis: IN N/A ❑ Flow line for starting water surface elevation: ❑ Design HGL to use for starting water surface elevation: LI Manhole/Junction to take analysis to: Date Received: Return to Matt Stouder @ City of Springfield,email:mstouderla N.sprinofield.orus,FA?C,f541)T.36•ytp21 Original Submittal Infiltration Testing An infiltration test was performed at each test hole location following the procedures of Section 2.4 of Eugene's Stormwater Management Manual, 2008 (Eugene Manual) for falling head infiltration test. This test procedure is generally consistent with the EPA falling head percolation test procedure that is outlined in EPA Design Manual — Onsite Wastewater Treatment and Disposal Systems, EPA, 1980. Test Hole West was excavated to a depth of approximately four feet. The bottom of the test hole was in the silty clay loam soil. The bar run layer at this location was encountered approximately five inches below the bottom of the test hole, thus the bar run was not included in the infiltration test at this location. The measured infiltration rate of the silty clay loam averaged 0.4 inches per hour. Test Hole South was excavated to a depth of approximately four feet. The bottom of the test hole was in the bar run layer. The lowest measured infiltration rate of the bar run was 24 inches per hour. Test Hole East was excavated to a depth of approximately 4.4 feet. The bottom of the test hole was in the sandy loam soil. The lowest measured infiltration rate of the sandy loam soil was 37 inches per hour. The proposed infiltration planter facilities provide for pre-treatment and final destination of non- building roof and roof runoff. In accordance with the Eugene Manual design parameters for infiltration systems that incorporate pre-treatment (i.e. stormwater planters), the design infiltration rate of the planting medium shall be 2.5-inches per hour. In order for infiltration to be effective the infiltration rate of the underlying soil should be at least 2.5 inches per hour. This will require that within the areas of the proposed stormwater planters the on-site soil will be excavated down to the more permeable bar run or sandy loam soil and replaced with minimum 24-inches of select planting medium meeting the requirements of the Eugene Manual. Infiltration Stormwater Planter Sizing Stormwater planters are located at eight locations that provide for minimum setbacks to buildings and the site boundary while being adjacent to proposed drives and roofs. Locations are shown on the attached Drainage Map (Attachment 3) and utility plan (Attachment 4). Roof drains will discharge into the planter and surface runoff from adjacent drives will enter at curb openings. Drive and roof areas tributary to each planter was balanced to achieve the minimum design ratio, or sizing factor of 0.07 for infiltration stormwater planters, following the simplified approach for stormwater quality design. The following table summarizes the available treatment area of each planter and the associated impervious surface area under management. • Date Received: Page 4 OCT 1 7 2013 Updated October 7,2013 Original ;llf_f,al. BMP I.D. Treatment Area Management Area Ratio ISP-1 98 s.f. 1,281 s.f. 0.076 ISP-2 171 s.f. 2,250 s.f. 0.076 ISP-3 173 s.f. 2,292 s.f. 0.076 ISP-4 89 s.f. 904 s.f. 0.099 ISP-5 69 s.f 904 s.f 0.076 ISP-6 173 s.f. 2,200 s.f. 0.079 ISP-7 173 s.f 2,266 s.f. 0.076 ISP-8 47 s.f. 605 s.f. 0.078 A high-flow overflow pipe will interconnect the planters and discharge to existing catch basins in R Street. The capacity of the proposed overflow pipes have been checked for a peak 25-year recurrence interval discharge. Calculations are included in Attachment 5. Undetained Discharges There is insufficient infiltration stormwater planter surface area to accommodate all impervious surface runoff from the site. A portion of the roof runoff will discharge directly into the overflow pipe and then to R Street. Roof runoff does not require pre-treatment prior to discharge. Runoff from pervious open (grassed) areas will sheet flow southerly toward R Street. Patios located on the back-side of the units will surface flow onto adjacent grass areas. Runoff hydrographs were developed for the various sub-basins to calculate peak runoff for standard recurrence intervals of 2-year, 5-year, 10-year, and 25-year returns to insure that post-development peak discharges from these undetained portions of the site mimic to the extent practicable (not necessarily be equal or less than) pre-development peak runoff from the site. Hydrographs were developed using the Hydraflow Hydrographs Extension for AutoCAD following the TR55 SCS hydrograph methodology. Printouts of the various hydrographs are included in Attachment 5. The following table summarizes the calculated pre-and post-development peak runoff. Recurrence Interval Pre-Development Peak Post-Development Peak Runoff Runoff 2-year 0.16 cfs 0.23 cfs 5-year 0.24 cfs 0.28 cfs 10-year 0.31 cfs 0.37 cfs 25-year 0.40 cfs 0.39 cfs Date Received: OCT 17 2013 Page 5 Orl . Updated October 7,2013 9nal Submittal�� Attachment 1 Reduced Site Plan Date Received: OCT 1 7 2013 Original Submittal 1 -13 > --en a ^` 1_ VC_ Vnd a� C rt If 1-- N F O < tg ® � IN.t LL w y a 6 0 fa wa 00 O i u���[ V ® C 29 N U 0-0-.z Cl vg . 0 0 W d r. d-U' Y UQ_ K g a m 2'W ``� n O Nm.”(o QN LLLL O W O P5 M a U d F d N m Q r O m F~J w W O m w QQ s ,, ,n CD W FNu'NdLL NQ J1-Npdo N OZ(:'j �\ \0 N05,3ozo_'e�la 2 wO0r30 �� '' Vz rc� H F e vI F-12 IL.RowLL rquimdvn= �z� LL� wog; _ ul a_ z •N LL a 60 <Q ced 6a '^ N` p0 in W {WWY `�i U a� otam$LLaeam CL LL Z2 1- ¢[ei arc`+ Lc �1- N ,d N '° < tnW— ,6 = Hdf wy. zwF 1- M N_ U U_Ow€'1N -O �-QNIe zwoO N 0:� O N4S-Jio'3 m'3nlw U' rrcpwgap Zy - .. Qiwomwte `I, gazNzDu)tcz mW n $0. °a ai3wpmaiayMz-6 Z-'°<< C 4 h - m ckl WI K O O U 8�mw0<DWNdFWm09. 2 LL' W � O - p 2 W_�f.H2Uw0 W Zj W (y m W 81-5 5Et OU<O)-wm00_ 1" '�I :� C F z< mwmoai-<LLO'? �d i C.5 o. O Iui7Wm wNZm Nr�_ m LL m z .N, P N m r W m N en N • .I II 1 I �II al a RWa 49 II qk a II II Ctr ' 11 N Sp 9 e z. 1 Ze II ° y o 0 b. w3 `,il 1 J L - aq ., r N " `.� II J r 15 I I. -. �iµ� v 1 ,010z .0'OZ .Oct . 7 3nd.L'191X3 —I • :6 '1 — 1e' fi �z -- _ I �I 20 1 i ud. .' m II' 11 11-4°0B 0 > TYPICAL �'aY.{p " e ',el- 4 . .. 4`, Le F LI?z a G e M 10' ed. v.en 08 _ _ - - 1 I w3o - - T— 1 I � ba "u h ? f j I II w u4 3 k-- 20' > a • .S ii C o I e II II II ebc if i r iHJ r - � r - w it 1 . h y h 10 m . Vg . k d _ u s :.,� u N b.. cx a a = 5' W k i�9 II`' elf _ or X a - -. II Q ';Z0 1 o d 10' TYPICAL n :;L.O 3ndd--I �:jom i: 1 % /4. .961 .0'OZ .0'UL Y 2 I; I j` I � V S P . H_ s t—I I :- 1 : It . L IQ • N b . d � . - II t .1 �'� a Ike, z � � II C Wi g° �" I I II . . II 1 0 ` ,� gs i I . II 3 111 aI wa.us=il10AV1 AC'wns nw asz-J.I s a erooclwewwa 6993pe0µh:s ea wM 1. X HI I we¢at-at IL PO =OM Attachment 2 Stormwater Planter Details From Eugene's Stormwater Management Manual Stormwater Planters Infiltration Stormwater Planter (Formerly Named Infiltration Planter) Overflow set 3"below 9" minimum, top of planter wall 72"maximum splash pad Plantings Gravel ponding depth Downspout or other conveyance /,'f I system ♦1"• �1l 1 1 1 M1•M1 M1•\ yy r 1 #$ 1 1 If , ' ! ¢ 4-::::;,.:.-:.-- 7 awl sommoffialell • 3/4"open graded , . 1. .y.1.1. Y 1.M1J. •M1.••. ' 7 y t f; Structural drain rock,or o ~M14 ;t ` ;r.. : planter walls approved material,.Y _ ,_ -er e a - - ;r �Y�J;J d' '4 -..-Q yJy JJa J J J JJ :•Jy{.?min.12"thickness 1 Z2 aa a J JJ J1Ja4I,LrJJrJ a4Ja JJ1J I rJ-Y{J •r � '1'rt'Ja444-: 4: r�44eg Ji l p 1ttiC 2111 f i d i J i� ItrI I4 {f• �t J'JJ+!ii 4 il Va�a 1 J Y i•4V A i 0 r JarJ'a i {Pl1•�.l{. 1 r Growing medium dium ry•1r• •'•` .v'-• a a a a. . a a 0 a M1Y4 y r ...PPP r•r•A ..7,......,4% i•}•i }i 91. 1•r• -� r1' '::::PP ::::40.* Y}}?i P .•-.7.•-.7,. rYr}r { M1.M1.M1.4 M1. .YM1.M1.1.M1 l..%•. •!Y•M1J lJY1 J1 1r 1 Y•J1 J-Yf Ir•tlJ�rllair•Y 1wJM1irYi J•11 }rI4!•~YYJ • r� Y J Y � }JY .;4}r}iJ1;VI }Y1}Yr}1f}J ii144; }Y J•i7r1ri}; Filter fabric or line Overflows to }•n4'r {{ .JY�SiciM• Exist mgSol {ZY:G:i•lr.{`{} .„t•r$•,rtir aggregate interlayer r to approved `}'•r 1F131\}1r M1r•. .• .'• 4M1j4�*M1, 12!.Qt.}3 prevent soil migration destination point 77'4%4;4; i }Yii tiiY 1710'RM1ii T {:A iti{s! (per Section 1.4), Jti Yr ti+J Yti-1j:M1fY1{ti Yl�\1Y1{Mtr1{1`1yti{M1'ti{V1:P tiY{•4.1\ti{1 M1fY . •f-r•r•r.r unless"infiltration ` destination"sizing is used 30"minimum width Planter width x length=square footage from Form SIM Not to Scale Filtration Stormwater Planter (Formerly Named Flow-Through Planter) 9"minimum, 12"maximum Overflow set 3" ponding depth Downspout or below top of other conveyance planter wall system Plantings ` Gravel splash pad lmediug mpg i11 Filter fabric or fine aggregate �r�f�T11 i I 1 ' interlayer to prevent soil ._.M1, migration 314"open t:tf f, �., ' F of rM1`} ' drain rock. Structural walls w/ M1•Y M1• or other •r•r-r �� I waterproof membrane approved z;{{; material, r•r•J _ - _ - _ . .--•.. . Perforated under drain C• • rrr-Sr"l-a'AP.eVolvK.'v5�vr J"4 a system wrapped in min.l2" �r•J• ��� Y PPS r• • ' riavvgaRnnnraormty tfnn geotextile Yy •s ;••__!��, RN.__ e, eotextilesock f -- !•!.r•J••Y• Jr••• -`::::::::.•::::::::::::::::•1•:... Waterproof ••... r\•1•M1H•5ri•1•HL• rir' EadstingSoil rti:..rti:ti{:{ti;;J building as .:r'J. .r-rwJ•r•r1}1r.r-rvr•r-r•e•.•.•r..17f:ais-�� needed }J }f}!. r•r -•.,-•r•r,••. n 1• Yti:':r.... r•Jn{Y.:i.:: M1 h 1K M1•r�le.YYM1•1 Y\ ! Pipe to approved 18"minimum planter width destination point(see Planter width x length-square footage from Form SIM Section 1.4), Not to Scale bottom or side-out options Date Received: Stormwater Management Manual Page 2-55 Eugene 2008 OCT 1 7 2013 Original Submittal Storrnwater Planters Stormwater Management Goals Achieved Acceptable Sizing Methodologies 4 Pollution Reduction SIM1, PRES 4 Flow Control SIM 4 Destination PRES2 This facility is not classified as an Underground Injection Control structure(UIC). SIM=Simplified Approach, PRES= Presumptive Approach, PERF= Performance Approach Notes: Stormwater planters may be designed to manage runoff from rooftops, and,if submerged into the ground,parking lots and streets in many cases. 1) Projects greater than 15,000 square-feet of impervious surface area to manage must use the Presumptive Approach to size the Stormwater Planter for pollution reduction. 2) Residential applications with NRCS soil types A or B may size infiltration facilities for destination using the SIM sizing factor for Pollution Reduction with Flow Control. 1 Description:Stormwater planters are structural landscaped reservoirs used to collect,filter, and/or infiltrate stormwater runoff, allowing pollutants to settle and filter out as the water percolates through the planter soil before infiltrating into the ground below or piped to its downstream destination. In addition to providing pollution reduction, flow rates and volumes can also be managed with stormwater planters. Stormwater planters can be used to help fulfill a site's required landscaping area requirement and should be integrated into the overall site design. Numerous design variations of shape, wall treatment, and planting scheme can be used to fit the character of a site. Stormwater planters may provide either "infiltration treatment" or "filtration treatment". An overflow to an approved destination per Section 1.4 will be required, unless the facility is an Infiltration Stormwater Planter sized per Surface Infiltration Facility guidelines presented in this chapter. Infiltration Stormwater Planters: Design Considerations: The infiltration rate of the native soil is a key element in determining size and viability. Infiltration Storrnwater Planters shall not be used on sites with infiltration rates less than 05 in/hr. Date Received: Storrnwater Management Manual OCT 1 7 2013 Page 2-56 Eugene 2008 Original Submittal Stormwater Planters Construction Considerations: Location of Infiltration Stormwater Planters should be clearly marked before site work begins to avoid soil disturbance during construction. No vehicular traffic, except that specifically used to construct the facility, should•be allowed within 10 feet facility areas. Infiltration rates shall be verified prior to construction for soil type C. Soil Suitability: Infiltration Stormwater Planters are appropriate for soils with a minimum infiltration rate of 0.5 inches per hour (NRCS soil types A, B, & C). There shall be no less than three feet of undisturbed infiltration medium between the bottom of the facility and any impervious layer (i.e. hardpan, solid rock, high groundwater levels, etc.) Topsoil shall be used within the top 18 inches of the facility. Maximum design infiltration rate of the facility is controlled by the infiltration rate of the growing medium and shall not be greater than 2.5 in/hr. Dimensions and Slopes: Facility storage depth must be at least 9 inches,unless a larger- than-required planter square-footage is used. Minimum Infiltration Stormwater Planter width is 30 inches. Planters shall be constructed without slope. Setbacks: Required setback for Infiltration Stormwater Planters is 5 feet from property lines and 10 feet from structures. Easements for non-buildable areas on adjacent properties may be required if facilities are located next to property lines. Filtration Stormwater Planters: Design Considerations: These facilities are appropriate for all soil types as they collect stormwater that filters through the growing medium and convey it to a piped stormwater system. Filtration Stormwater Planters may be located within 10-feet of building foundations with an approved impermeable membrane. Construction Considerations: Special attention needs to be paid to the planter waterproofing if constructed adjacent to building structures. The walls of a Filtration Stormwater Planter can often times be incorporated with the building foundation plans. The bottom of Filtration Stormwater Planters must be lined with an impermeable membrane of 60 mil plastic film. Soil Suitability: Filtration Stormwater Planters are appropriate for all soils types. Topsoil shall be used within the top 18 inches of the facility. Maximum design infiltration rate of the facility is controlled by the infiltration rate of the growing medium and shall not be greater than 2.5 in/hr. Dimensions and Slopes: Facility storage depth must be at least 9 inches, unless a larger- than-required planter square-footage is used. Minimum Filtration Stormwater Planter width is 18 inches. Planters shall be constructed without slope. Setbacks: A setback for Filtration Stormwater Planters is not required. General Requirements for Infiltration and Filtration Stormwater Planters: Planter Walls: Planter walls shall be made of stone, concrete, brick, wood, or other durable material. Chemically treated wood that can leach out toxic chemicals and contaminate stormwater shall not be used. Sizing: Individual Stormwater Planters sized with the Simplified Approach shall be designed to receive less than 15,000 square-feet of impervious area runoff. For stormwater Stormwater Management Manual Date Received: _ Page 2-57 - Eugene 2008 . OCT 1 7 2013 Original Submittal__-- Stormwater Planters planters a Simplified Approach sizing factor of 0.07 for Infiltration Stormwater Planters and 0.03 for Filtration Stormwater Planters may be used to receive credit for pollution reduction. A high-flow overflow must be provided or the Presumptive Approach must be used in conjunction with a measured infiltration rate to receive credit for stormwater destination. In cases when pollution reduction is the only stormwater management goal, the Presumptive Approach may be used in conjunction with a measured infiltration rate to downsize the Simplified Approach sizing factor. Planters shall be designed to pond water for less than 18 hours after each storm event. Landscaping: Plantings shall be designed at the following quantities per 100 square feet of facility area. Facility area is equivalent to the area of the planter calculated from Form SIM. 2-Large shrubs/small trees 3-gallon containers or equivalent. 6-Shrubs/large grass-like plants 1-gallon containers or equivalent Ground cover plants: 1 per 18 inches on center, triangular spacing, for the ground cover planting area only, unless seed or sod is specified. Minimum container: 4-inch pot. At least 50 percent of the ground cover plantings shall be grasses or grass-like plants. Note: Tree planting is not required in planters, but tree planting is encouraged near planters. Checklist of minimal information to be shown on the permit drawings: 1) Facility dimensions and setbacks from property lines and structures 2) Profile view of facility,including typical cross-sections with dimensions 3) Planter wall material and waterproofing membrane specification 4) Growing medium specification 5) Drain rock specification • 6) Filter fabric specification 7) All stormwater piping associated with the facility, including pipe materials, sizes, slopes,and invert elevations at every bend or connection 8) Stormwater destination 9) Landscaping plan Inspection requirements and schedule: The following table shall be used to determine which stormwater facility components require City inspection, and when the inspection shall be requested. Please note that, while not all facility components may require an inspection call,inspectors will inspect for all required components in the field. Facility Component Inspection Requirement Planter grading/ excavation Structural components/ liner Piping Call for inspection Drain rock Filter fabric Growing medium Plantings Call for inspection Operations and Maintenance requirements: See Chapter 3.0. Received: Stormwater Management Manual Page 2-58 Eugene 2008 OCT Date 1 7 203 Original Submittal___ Attachment 3 Drainage Map Date Received: OCT 1 7 2013 Original Submittal < W W M N. aj a- < m tt (7) co W Z ce stc co cc • • 2 0 F_ 1- 1- 1- 1- H I— I— -0 _J I-= w , c‘i W W W W W W W wW 2 < 0 -I— CD re, W < cz w „ 0? I w w w w 0? r-- cs? u? w w w z .--- z z Zo- iici_ n_ CCZCC Z 0_ al_ a_ a_ it ce ce 5 () ccr— ° . w c-i o 0.< LE R iiii `L) u) cu u) 1(7) 1(7) 1(7) 1— w co co co (/) — — — — CO CO CD 0- W c.0_,.. Z z co 0 r— w cc CC CC CC CC CC CL CC 1:( > `4- erc 0 41) o WI-- WI- I- 1- 0 z w a CC "-- E Z .0 4C w 7) 0 w 1-■-- 3 --- 0- < Z cc (1) L_.1 w g 2 M M D 5 RI-6.-• 07) co cc w ' ct co w c co O DO C .— W ccal cot, cycy) coin too° Nco trco 2; .71. zi; coo ,_co Lot- Loin Nce, ..i.cc) c7j cocv (7) 0,c‘s wi- z . ! W 5 cl .2) c 0 r. 000co. cac, -cr. r0000000 <-. co 0 w M -"- W Cc 000000000 dddddaddo d w Z -' 0I 0003w0 w o < co a —I —.J cc 0 Z —I 1— Z 0- = _I D < —I CI- < .4- I— E < < M U) kN < < < 0 z W UJ 0 co 1 1 N m 2 I 03 z 0 0 W li < WOO D co 1- - CN1 cg) -4- to co r, co 1- I- 11 a- I 0 z w .: c•titl :;C: left) 21 r:i < < m op co m m m co o3 m 7) (0 co cC < - ST *s I LI 1 IA: ---ii 1: 1 ...- ,.. I -. •. — 1— —1— —1— ••:: I J I l•- I 1 . u_ u_ cn ii I: u_ .0 iZ_ CD C cr 0 CNV J .-o w M co co co- f.1: 44Th cg, 1 I N I EL z I II: a_ 0 ill c? i r-7 u_ 0 'cc z u) . co i9 .... o D ..•a. 0 , .- • 14, H I 3, Z ce — CNI .. NJ i. .4%-t L. CO — CO — *P1)—cliu •:,°:' •• •• --‘1-1-- .4 '.tt. ..: a) a_ me4 4,., I I 141 :II co WI r, u) 1.0 co a — :. ,,, i I I 11 I -; - -I—, 11.1 .v. ■-, I .. 41, . co co v.) co co < i.1 < ct — ww F F-, r- CO ,.-ct co N. Ni 0 < g sti:: 41 1: cv 0) ". ‘ I I F- , I ii I: .,. ... 1■1'.. 1■ 41■I■ 41 I I liL . 1 .. I ,,,, 1 , Attachment 4 Proposed Grading, Paving and Utilities Plan ' a.) > CO • a o r3 m cc — E I—. n a) CU o c smNNm X60 • - z _ ... ;01 _40.00000g z 4 w a 'o c o a 8 a rz •„_ LfCe0 U 9 ¢ u W4 I" J * VA c Ju) 5 -I z a s a_ w 0 w w - /Y a, 6w - a ry n FE,Z� u:u:ILL u:u:ILLLLL W W $ W d V Q Z _J 1. p� ' ,- J LD 0260000 0060 10 H $ .1:v.' 3 3 ✓y y 1P 2 0 0' (n W VaadnFIn$mrrN 56 w .� ° o• m i 8 9- 0 9 rc /3 J_• 4, ? '.NW 01 _- _ Q .-N a II-C4 I, 2 x Y LL a r w r z o •��.). G�-� "' .N e Y, U -f w z 0 o m K w N r w 1/1 w 1- K ?. u4 �o O 8 a LL . u N =- u a. o a w 0 1¢ W n u m , W r/)- % Z o 3 a o a $ 'j I g $ .� 0 _, d z w a o U N o o w F a - -C z w w w w w w w w w 1 - U N Z Q W.00 O F 0 >a> V1 U' N W H K Np Np ((p0 N pNp pNp pNp pNp pNp QQ c m g IiyL4lili,LLy11 8g Z W F F O_ f 6 U 9 9 K g 8 8 e 9. 1 2 2 1 2 1- C N 4 0 g•w coi¢`¢�N^^Ne,,a °M z `_ V x , . x w o e . z o 0 0 0 0 0 0 0 o z J .0 0 1d��.� m a N y w 71 W n 0 CO I- 0 0 a a a a a. a a a a N O, 1— J$ mn n 01J W 1 N 1 I b N 4' Q 0 U' -. G° o a du Wa a u as , - I'. I 3 c7 LL —Z,-- •4 L] Q z e q co hF I =I i I I 1 0 N rA W 0040 2 �V 1 W ii ti I I 1,0■1I U � I�o 1 II r.1. • l' MOH as .1 b II I I • I : ' II I I.= I—ov.x" I I 1 _g , 1 ,4$, 1 j z�', ,"Y , Ir o N ter: th e 1 ' r 11 X ol1r to te Y vii "s LL g y• LL LL : , , 0. 1 II _ n \A] as..0 ' . 1 1 OS.9 , I —4 .. I 1L � - - - LAM.9 — _ 1 51 .• • __to_ ;r �/ I 1.___ I I i l —16' -Ii • 4 4 h 1 N Q ; I l• g nd.cisixa r. I , -- 18'-1- g v r e i i v' 7 1 • ti w d p 1• <N I I 8 8 § ; \ I v P I . gyp_ �� i°.� ° t9.. nW. $ N to -\ I I5--° -IH 10! blq� cP `8f m z� JU • LL — 11 . h a " 90I a-. ■ a G ' a \ �1. ter as 0 %6z R\ - as>Z� _:�.. - i a. II L ry1� \ NI /'. vmf I �I• a1 3, n 1 II II a I A3llYn 01 • 4+0 4' — gal �- �I / VA III �I /-r II -.!xi" 1. ,:(:. fi ' y .,. Ze Y �" — r v N / g II I1 I / g / $ g a a — 3 I fi ; l "2' — // s V Y i 1 r I b. 1 \ LL L 11°1111 I III. m \ ° y TYPICAL m I II II I I 1 L., \\ _ / S co 1 W 3nd.0 9 II • 1I \ �� � L JI � —.91 1 _ I I I L_. - V , II = t cv ( ALA 1. I I MM9 I / + i1 a - 1 - _. OS��O_I r- __._--/____'^'-OS 9 O Is •q _1r Ia. -—J g - 4)! g P 1 I'°�1= II 1 '.1 I tr `4. -. N "r III- II _ , ` - — LL 3t 1 JIp C I I . `>,r lil II 0o g I `I I II , I1 1..4.1 i uq{Ic1Af1 V 0010 Nova c1 n=L10AY1 Lanus wand 05 L 001111005 n 899o-04W11111JJ OLV90100 (s MU 001-:i-,1 - 80400.80 1.09001010Z'11 PO 811011d.-11" • Attachment 5 Calculations Date Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,0915/2013 Hyd. No. 1 Pre-Development Entire Site Hydrograph type = SCS Runoff Peak discharge = 0.164 cfs Storm frequency = 2 yrs Time to peak = 8.20 hrs Time interval = 1 min Hyd. volume = 3,540 cult Drainage area = 0.890 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Pre-Development Entire Site Q( ) Hyd. No. 1 --2 Year Q (cfs) 0.50 - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) Date Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Thursday,09/5 I 2013 Hyd. No. 1 Pre-Development Entire Site Hydrograph type = SCS Runoff Peak discharge = 0.236 cfs Storm frequency = 5 yrs Time to peak = 8.18 hrs Time interval = 1 min Hyd. volume = 4,654 cult Drainage area = 0.890 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Pre-Development Entire Site Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs) 0.50 - 0.50 0.45 _--; .--- 0.45 0.40 - 0.40 0.35 - 0.35 0.30 0.30 0.25 - 0.25 0.20 --- - 0.20 0.15 _ _ 0.15 0.10 0.10 0.05 --- -- ---`_ . -.... ---- -- '- 0.05 -- 0.00 - 0.00 0 2 4 6 -8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) Date Received: OCT 172013 Original } br ►tt @L-�..----- Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD)Civil 3D®2013 by Autodesk.Inc.v10 Thursday,09/5/2013 Hyd. No. 1 Pre-Development Entire Site Hydrograph type = SCS Runoff Peak discharge = 0.314 cfs Storm frequency = 10 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 5,836 cuft Drainage area = 0.890 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Pre-Development Entire Site Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 0.50 - . - 0.50 0.45 -- I. - - 0.45 0.40 - - - - — 0.40 0.35 ' 0.35 - 0.30 - - - - - 0.30 0.25 0.25 0.20 - 0.20 0.15 - - -- 0.15 - r - 0.10 �� 0.10 : ::. 0.05 0.00 0 2 4 8 8 10 12 14 1�.�atd'.iRe^ IvPd22 24 26 Time(hrs) Hyd No. 1 OCr 1 / ?013 Original Submittal___._,` Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday.09/5/2013 Hyd. No. 1 Pre-Development Entire Site Hydrograph type = SCS Runoff Peak discharge = 0.397 cfs Storm frequency = 25 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 7,074 cult Drainage area = 0.890 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Pre-Development Entire Site Q (cfs) Hyd. No. 1 --25 Year Q(cfs) 0.50 , - , - - - - - - - - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 - 0.10 0.05 0.05 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Date Received: Time(hrs) OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,10/4/2013 Hyd. No. 1 Sub-Basin Al Hydrograph type = SCS Runoff Peak discharge = 0.038 cfs Storm frequency = 2 yrs Time to peak = 8.18 hrs Time interval = 1 min Hyd. volume = 796 cult Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 •Composite(Area/CN)=1(0.177 x 74)+(0.010 x 98)]/0.190 Sub-Basin Al D (cfs) Hyd. No. 1 --2 Year Q (cfs) 0.10 - - 0.10 0.09 - 0.09 0.08 0.08 0.07 0.07 0.06 -- - 0.06 0.05 --- • 0.05 0.04 ~— — 0.04 0.03 0.03 0.02 - -- - ----- 0.02 0.01 0.01 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) -- - Hyd No. 1 Date Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 1 Sub-Basin Al Hydrograph type = SCS Runoff Peak discharge = 0.054 cfs Storm frequency = 5 yrs Time to peak = 8.18 hrs Time interval = 1 min Hyd. volume = 1,039 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.177 x 74)+(0.010 x 98)j 1 0.190 Sub-Basin Al Q(cfs) Hyd. No. 1 —5 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 . - 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 - 0.01 0.00 — - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 1 Date Received: OCT 172013 Origlnai 5ubrottal_ - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D9 2013 by Autodesk.Inc v10 Friday.1014/2013 Hyd. No. 1 Sub-Basin Al Hydrograph type = SCS Runoff Peak discharge = 0.071 cfs Storm frequency = 10 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 1,297 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 •Composite(Area/CN)=[(0.177 x 74)+(0.010 x 98)]10.190 Sub-Basin Al Q(cfs) Hyd. No. 1 -- 10 Year Q (cfs) 0.10 - - - 0.10 0.09 0.09 0.08 - -- ------ - 0.08 0-07 — — 0.07 0.06 — T — -- —, 0.06 0.05 0.05 — — 4____-- 0.04 . - - 0.04 0.03 { — 0.03 0.02 _ �-� 0.02 0.01 , 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No 1 Date Received. Time(hrs) OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday.10/4/2013 Hyd. No. 1 Sub-Basin Al Hydrograph type = SCS Runoff Peak discharge = 0.089 cfs Storm frequency = 25 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 1,566 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 °fo Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 •Composite(Area/CN)=](0.177 x 74)+(0.010 x 98)]!0.190 Sub-Basin Al Q (cfs) Hyd. No 1 -- 25 Year Q (cfs) 0.10 - t - 0.10 0.09 - -- 0.09 0.08 — — — - -- - 0.08 0.07 --- ------ --- - 0.07 - --•- --`-- -- --~ --- - - - - - ---- _ - - 0.06 0.06 0.05 0.05 0.04 ._ -- - - - ._ 0.04 0.03 0.03 0.02 — —-- �� 0.02 0.01 0.01 0.00 - • 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time(hrs) Date Received: , OCT 1 7 2013 L Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.1014/2013 Hyd. No. 2 Sub-Basins A6, A7, A8 Hydrograph type = SCS Runoff Peak discharge = 0.082 cfs Storm frequency = 2 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,169 cuft Drainage area = 0.105 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins A6, A7, AS Q (cfs) Hyd. No. 2-- 2 Year Q (cfs) 0.10 - - 0.10 0.09 _ 0.09 0.08 __— - ----',---- it- - ,- -----�- - ---- --- - 0.08 0.07 0.07 0.06 - 0.06 0.05 0.05 -1. - 0.04 0.04 0.03 0.03 0.02 - 0.02 0.01 - 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No.2 Date Received: Time(hrs) OCT 17 2013 Original Submittal— - - Hydrograph Report Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 2 Sub-Basins A6, A7, A8 Hydrograph type = SCS Runoff Peak discharge = 0.095 cfs Storm frequency = 5 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,359 cuft Drainage area = 0.105 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins A6, A7, A8 Q(cfs) Hyd. No. 2– 5 Year ( ) 0.10 0.10 0.09 - 0.09 0.08 : 0.08 0.07 0.07 0.06 0.06 0.05 0.05 J 0.04 0.04 0.03 0.03 0.02 — 0.02 0.01 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time(hrs) Pate Received: OCT 172013 OFigiw11 �111[ta�l Hydrograph Report Hydraflow Hydrograph Extension for AutoCAD®Civil 312402013 by Autodesk,Inc.v10 Friday,10/4!2013 Hyd. No. 2 Sub-Basins A6, A7, A8 Hydrograph type = SCS Runoff Peak discharge = 0.108 cfs Storm frequency = 10 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,549 cuft Drainage area = 0.105 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins A6, AT, A8 0(cfs) Hyd. No. 2-- 10 Year Q(cfs) 0.50 - 0.50 0.45 , - 0.45 0.40 0.40 0.35 - - 0.35 0.30 ` 0.30 0.25 0.25 0.20 T 0.20 0.15 0.15 0.10 0.10 0.05 - 0.05 0.00 f-- t 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No.2 Date Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/412013 Hyd. No. 2 Sub-Basins A6, A7, A8 Hydrograph type = SCS Runoff Peak discharge = 0.121 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,739 cuft Drainage area = 0.105 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins A6, A7, A8 Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 0.50 0.50 0.45 _ LI 0.45 _i_1 0 __ •_ 0.40 __ __ 0.40 . 1 ill =NEN ==mil 0.35 __ 0.35 0.30 0.30 0-25 1 mom_� 0.25 I ill ____ - __._ iTi 0.20 - - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 -- Hyd No. 2 Date Received. Time(hrs) OCT 1 7 2013 Original Submittal • , Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 3 Sub-Basin A5 Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs Storm frequency = 25 yrs Time to peak = 7.88 his Time interval = 1 min Hyd. volume = 381 cuff Drainage area = 0.023 ac Curve number = 98 Basin Slope = 0.0 • Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin A5 Q( S) Hyd. No. 3--25 Year Q 0.10 - - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0-06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 r , 0.02 0.01 0.01 0.00 - — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Date Received: lime(hrs) OCT 172013 Original Submittal __ • Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 4 Sub-Basin A4 Hydrograph type = SCS Runoff Peak discharge = 0.067 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 961 cuft Drainage area = 0.058 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin A4 Q (cfs) Hyd. No. 4—25 Year Q(cfs) 0.10 - - 0.10 0.09 0.09 0.08 - 0.08 0.07 0.07 l 0.06 0.06 0.05 1 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 — — 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No.4 Time(hrs) Date Receive OCT 17 2013 Original Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10/4/2013 Hyd. No. 5 Sub-Basin A3 Hydrograph type = SCS Runoff Peak discharge = 0.064 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 928 cuft Drainage area = 0.056 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin A3 Q(cfs) Hyd. No. 5--25 Year Q(cfs) 0.10 I 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 - - - 11 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 ) 0.02 0.01 – 0.01 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 5 Date Received: OCT 172013 Original Submittal_ Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD31 Civil 3t)2013 by Autodesk,Inc.v10 Friday,101412013 Hyd. No. 6 Sub-Basin A2 Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 530 cuft Drainage area = 0.032 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin A2 Q (cfs) Hyd. No. 6–25 Year Q (cfs) 0.10 0.10 0.09 --- — 0.09 0.08 - 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 • - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Date Received' Time(hrs) OCT 17 2013 Original Submittal—__— Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10 14/2013 Hyd. No. 7 Sub-Basin B1 Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs Storm frequency = 2 yrs Time to peak = 8.18 hrs Time interval = 1 min Hyd. volume = 775 cuft Drainage area = 0.185 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 •Composite(AreaJCN)=[(0.173 x 74)+(0.010 x 98)1/0.185 Sub-Basin 131 Q (cfs) Hyd. No. 7-- 2 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 - 0.06 0.06 0.05 0.05 0.04 0.04 0-03 0.03 0.02 0.02 0.01 0.01 0.00 • 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 7 Date Received OCT 172013 Original Submittal. . 1 Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday, 10/4/2013 Hyd. No. 7 Sub-Basin B1 Hydrograph type = SCS Runoff Peak discharge = 0.053 cfs Storm frequency = 5 yrs Time to peak = 8.18 hrs Time interval = 1 min Hyd. volume = 1,012 cuft Drainage area = 0.185 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 3.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 •Composite(Area/CN)=[(0.173 x 74)+(0.010 x 98)1/0.185 Sub-Basin B1 Q (cfs) Hyd. No. 7--5 Year Q (cfs) 0.10 0.10 0.09 ---- - - - — --- - - -- 0.09 O.D8 -- - - — — — r 0.08 0.07 . - - — 0.07 0.06 0.06 0.05 - - 1 — - -- 0.05 0.04 0.04 0.03 - - -- - - - -- -- 0.03 0.02 - 0.02 0.01 - 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 7 Date Received: OCT 1 7 2013 O60ln* 511pmItual,__.- Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014 1 2013 Hyd. No. 7 Sub-Basin B1 Hydrograph type = SCS Runoff Peak discharge = 0.069 cfs Storm frequency = 10 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 1,263 cult Drainage area = 0.185 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 *Composite(AreaICN)=[(0.173 x 74)+(0.010 x 98)]/0.185 Sub-Basin B1 Q(cfs) Hyd. No 7— 10 Year Q(cfs) 0.10 - - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 -------......Th 0.01 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Date Received: Time(hrs) Hyd No. 7 OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday, 10/4/2013 Hyd. No. 7 Sub-Basin B1 Hydrograph type = SCS Runoff Peak discharge = 0.087 cfs Storm frequency = 25 yrs Time to peak = 8.17 hrs Time interval = 1 min Hyd. volume = 1,525 cuft Drainage area = 0.185 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 27.90 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 'Composite(Area/CN)=[(0.173 x 74)+(0.010 x 98)]/0.185 Sub-Basin B1 ( S) Hyd. No. 7--25 Year Q(cis) 0.10 - - - 0.10 0.09 - 0.09 0.08 0.08 0.07 0.07 0.06 - 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 Time(hrs) Date Received: OCT 1 7 2913 original submittal, I . Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday. 10 1 4/2013 Hyd. No. 8 Sub-Basins B6, B7, B8 Hydrograph type = SCS Runoff Peak discharge = 0.075 cfs Storm frequency = 2 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,069 cuft Drainage area = 0.096 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins B6, B7, B8 Q (cfs) Hyd. No. 8-- 2 Year Q (cfs) 0:10 - - 0.10 0.09 - 0.09 0.08 0.08 0.07 _ - 0.07 0.06 0.06 0.05 0.05 0.04 ---- - - - - - 0.04 0.03 0.03 0.02 0.02 ..""°..'->/1" _ _ 0.01 0.01 0.00 ---- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) -_ Hyd No. 8 Date Received: OCT 1 7 2013 original Submittal _ _. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10 1 4 1 2013 Hyd. No. 8 Sub-Basins B6, B7, B8 Hydrograph type = SCS Runoff Peak discharge = 0.087 cfs Storm frequency = 5 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,243 cuft Drainage area = 0.096 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins B6, B7, B8 Q (cfs) Hyd. No. 8--5 Year Q (cfs) 0,10 , 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 — 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time(hrs) p„, Date Received: OCT i72013 Originsi Submittal..__ 1 • • Hydrograph Report Hydraflow Hydropraphs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 8 Sub-Basins B6, B7, B8 Hydrograph type = SCS Runoff Peak discharge = 0.098 cfs Storm frequency = 10 yrs Time to peak = 7.90 hrs Time interval = 1 min Hyd. volume = 1,416 cult Drainage area = 0.096 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.30 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins B6, B7, B8 Q(cfs) COI.( ) Hyd_ No. 8— 10 Year 0.10 - - 10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 - 0.06 0.05 0.05 0.04 , . 0.04 0.03 0.03,.."..../1 0.02 0.02 0.01 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. $ Time(hrs) Date Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydrafow Hydrographs Extension for AuIoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 8 Sub-Basins B6, B7, B8 Hydrograph type = SCS Runoff Peak discharge = 0.110 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,590 cult Drainage area = 0.096 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basins B6, BT, B8 Q ( s) Hyd. No. 8—25 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 — 0.15 0.10 0.10 0.05 0.05 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Date Received: Time(hrs) Hyd No. 8 OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 300 2013 by Autodesk,Inc.v10 Friday,1014/2013 Hyd. No. 9 Sub-Basin B5 Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 381 cuft Drainage area = 0.023 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (To) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin B5 Q (cfs) Hyd. No. 9 --25 Year Q (cfs) 0.10 0.10 0.09 - - 0.09 0.08 . - - - — 0.08 0.07 __ - 0.07 - 0.06 Y — 0.06 0.05 -- - 0.05 0.04 - 0.04 0.03 - - 0.03 0.02 . -- 0.02 0.01 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 9 Date Received- OCT 1 7 2013 Original Submittal, -- Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 2013 Hyd. No. 10 Sub-Basin B2 Hydrograph type = SCS Runoff Peak discharge = 0.017 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 248 cuft Drainage area = 0.015 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin B2 Q(cfs) Hyd. No. 10--25 Year Q (cfs) 0.10 - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 _ 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - ` 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 10 Date Received: OCT 1 7 2013 3riginul Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10/412013 Hyd. No. 11 Sub-Basin B3 Hydrograph type = SCS Runoff Peak discharge = 0.065 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 944 cuft Drainage area = 0.057 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin B3 Q( ) Hyd. No. 11 --25 Year Q( � 0.10 - - - t 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 – 0.01 0.00 — 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 11 Date Received: OCT 1T2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 12 Sub-Basin B4 Hydrograph type = SCS Runoff Peak discharge = 0.063 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 911 cuft Drainage area = 0.055 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.80 in Distribution = Type IA Storm duration = 24 hrs Shape factor = 484 Sub-Basin B4 Q(cfs) Hyd. No. 12--25 Year Q(cfs) 0.10 - - - 0.10 0.09 - 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 1 0.05 0.04 - 0.04 0.03 — 0.03 0.02 ) 0.02 0.01 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 12 Date Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013 Hyd. No. 13 Undetained Sub-Basins Al and A6 Hydrograph type = Combine Peak discharge = 0.112 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs Time interval = 1 min Hyd. volume = 1,965 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac Undetained Sub-Basins Al and A6 Q (cfs) Hyd. No. 13--2 Year Q (cfs) 0.50 - - 0.50 0.45 - 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 - - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 13 Hyd No. 1 Hyd No. 2 Time(hrs) Date Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10 f 412013 Hyd. No. 13 Undetained Sub-Basins Al and A6 Hydrograph type = Combine Peak discharge = 0.139 cfs Storm frequency = 5 yrs Time to peak = 8.00 hrs Time interval = 1 min Hyd. volume = 2,398 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac Undetained Sub-Basins Al and A6 Q(off) Hyd. No. 13--5 Year Q(cfs) 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 - 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 13 Hyd No. 1 Hyd No. 2 Date Received: OCT 1 7 2013 Original Submittal,._, Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 1 2013 Hyd. No. 13 Undetained Sub-Basins Al and A6 Hydrograph type = Combine Peak discharge = 0.168 cfs Storm frequency = 10 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 2,846 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac Undetained Sub-Basins Al and A6 Q ( ) Hyd. No. 13-- 10 Year Q(cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 - 0.10 0.05 j � 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 13 Hyd No. 1 Hyd No. 2 Date Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 13 Undetained Sub-Basins Al and A6 Hydrograph type = Combine Peak discharge = 0197 cfs Storm frequency = 25 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 3,306 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac Undetained Sub-Basins Al and A6 Q(cfs) Hyd. No. 13--25 Year Q(cfs) 0.50 - - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 - 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 13 Hyd No. 1 Hyd No. 2 Time(hrs) Date Received: OCT 1 7 2013 Original Submittal. 1, • • Hydrograph Report Hydraflow Fydrographs Extension for AutoCAD®CM 3D01,It 2013 by Autodesk,Inc.v10 Friday,10/4 f 2013 Hyd. No. 14 Undetained Sub-Basins B1 and B6 Hydrograph type = Combine Peak discharge = 0.104 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs Time interval = 1 min Hyd. volume = 1,844 cuft Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac Undetained Sub-Basins B1 and B6 Q(cfs) Hyd. No. 14--2 Year Q(cfs) 0.50 - 0.50 0.45 - 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 - 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 — - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 14 • Hyd No. 7 Hyd No. 8 Date Received: OCI 172013 Original Submittal_._._ Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday, 1014/2013 Hyd. No. 14 Undetained Sub-Basins B1 and B6 Hydrograph type = Combine Peak discharge = 0.130 cfs Storm frequency = 5 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 2,255 cuff Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac Undetained Sub-Basins BI and B6 Q (cfs) Hyd. No- 14—5 Year Q(cfs) 0.50 - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 , - 0.20 0.15 0.15 0.10 0,10 0.05 0.05 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 14 Hyd Na. 7 Hyd No. 8 Date Received: OCT 172013 Original Submittal • 11 r Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 14 Undetained Sub-Basins B1 and B6 Hydrograph type = Combine Peak discharge = 0.157 cfs Storm frequency = 10 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 2,680 cuft Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac Undetained Sub-Basins B1 and B6 Q (cfs) Hyd. No. 14-- 10 Year Q� � 0.50 - - 0.50 0.45 0.45 0.40 - 0.40 0.35 0.35 0.30 • 0.30 0.25 - 0.25 • 0.20 0.20 0.15 0.15 Q.10 0.10 0.05 iL 0.05 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 14 Hyd No. 7 Hyd No. 8 Time(hrs) Date Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday,10/4/2013 Hyd. No. 14 Undetained Sub-Basins B1 and B6 Hydrograph type = Combine Peak discharge = 0.185 cfs Storm frequency = 25 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 3,116 cuft Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac Undetained Sub-Basins B1 and B6 Q(cfs) Hyd. No. 14--25 Year Q (cfs) 0.50 - - - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 - 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 14 Hyd No. 7 t�o Time(hrs) deceived: OCT 1 7 2013 Original Submittal . . Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D5 2013 by Autodesk,Inc.v10 Friday,1014/2013 Hyd. No. 15 Undetained Sub-Basins Hydrograph type = Combine Peak discharge = 0.226 cfs Storm frequency = 2 yrs Time to peak = 8.00 hrs Time interval = 1 min Hyd. volume = 3,935 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac Undetained Sub-Basins (mss) Hyd. No. 15--2 Year Q (cfs) 0.50 0.50 0.45 - 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 - 0.25 0.20 , i 0.20 0.15 - 0.15 0.10 0.10 I 0.05 0.05 0.00 — - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 15 Hyd No. 13 Hyd No. 14 Time(hrs) Date Received: OCT 172013 Original Submittal • , „• Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday,1014 1 2013 Hyd. No. 15 Undetained Sub-Basins Hydrograph type = Combine Peak discharge = 0.280 cfs Storm frequency = 5 yrs Time to peak = 8.00 hrs Time interval = 1 min Hyd. volume = 4,796 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac Undetained Sub-Basins Q(cfs) Hyd. No. 15--5 Year Q( � 0.50 - - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0,25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 15 Hyd No. 13 Hy Nq� 1 Time(hrs) IN4Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 12013 Hyd. No. 15 Undetained Sub-Basins Hydrograph type = Combine Peak discharge = 0.336 cfs Storm frequency = 10 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 5,685 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac Undetained Sub-Basins Q (cfs) Hyd. No. 15-- 10 Year Q (cfs) 0.50 - - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 _` 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 15 Date Received: Hyd No. 13 Hyd No. 14 Time(hrs) OCT 1 7 2013 Original Submittal_ _________ ._ • , .t . • Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013 Hyd. No. 15 Undetained Sub-Basins Hydrograph type = Combine Peak discharge = 0.394 cfs Storm frequency = 25 yrs Time to peak = 8.02 hrs Time interval = 1 min Hyd. volume = 6,596 cuft Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac Undetained Sub-Basins Q (cfs) Hyd. No. 15--25 Year Q(cfs) 0.50 - - r - 0.50 0.45 _ 0.45 0.40 - 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 - - 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 15 Hyd No. 13 Hyd No. 14 Date Received: OCT 172013 Original Submittal , Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 17 Overflow Basin A Hydrograph type = Combine Peak discharge = 0.314 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 4,539 cuft Inflow hyds. = 2, 3, 4, 5, 6 Contrib. drain. area = 0.274 ac Overflow Basin A Q(cfs) Hyd. No. 17—25 Year Q(cfs) 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 .sry 71.111111111111111111111111111.....= 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 17 Hyd No. 2 Hyd No. 3 Hyd No.4 Hyd No. 5 Hyd No.6 Date Received: OCT 1 7 2013 Original Submittal__ ` , 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 18 Overflow Basin B Hydrograph type = Combine Peak discharge = 0.282 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 4,075 cuft Inflow hyds. = 8, 9, 10, 11, 12 Contrib. drain. area = 0.246 ac Overflow Basin B Q (cfs) Hyd. No. 18--25 Year Q(cfs) 0.50 - - , , 0.50 0.45 0.45 0.40 0.40 0.35 _ 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 18 Hyd No. 8 Hyd No..,9 Hyd No. 10 u Hyd No. 11 'ate K1eceived OCT 172013 Original Submittal. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,10/4/2013 Hyd. No. 19 ISP1 + ISP2 OVERFLOW Hydrograph type = Combine Peak discharge = 0.101 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,458 cuft Inflow hyds. = 5, 6 Contrib. drain. area = 0.088 ac ISP1 + ISP2 OVERFLOW Q (cfs) Hyd. No. 19--25 Year Q (cfs) 0.50 - 0.50 0.45 0.45 0.40 0.40 0.35 0.30 - - - -- - _ 0.30 0.25 - --- 0.25 0.20 0.20 0.15 • 0.15 0.10 f 0.10 0.05 0.05 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 19 Hyd No. 5 - Hyd No. 6 Date Received OCT 1 7 2013 original Submittal, -- • Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013 Hyd. No. 20 ISP3 + ISP4 OVERFLOW Hydrograph type = Combine Peak discharge = 0.093 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,342 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 0.081 ac ISP3 + ISP4 OVERFLOW Q (cfs) Hyd. No. 20--25 Year Q(cfs) 0.10 - - - 0.10 0.09 0.09 0.08 -- 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 20 Hyd No. 3 Hyd F' to Received: OCT 1 7 2013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013 Hyd. No. 21 ISP5 + ISP6 Overflow Hydrograph type = Combine Peak discharge = 0.090 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,292 cuft Inflow hyds. = 9, 12 Contrib. drain. area = 0.078 ac ISP5 + ISP6 Overflow Q(cfs) Hyd. No. 21 --25 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 I 0.04 0.03 0.03 0.02 0.02 /AV 0.01 — 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 21 Hyd No. 9 Hyd No. 12 Time(hrs) y Date Received: OCT 172013 Original Submittal Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Chill 3D®2013 by Autodesk,Inc.v10 Friday,10 f 412013 Hyd. No. 22 ISP7 + ISP8 Overflow Hydrograph type = Combine Peak discharge = 0.083 cfs Storm frequency = 25 yrs Time to peak = 7.88 hrs Time interval = 1 min Hyd. volume = 1,193 cuft Inflow hyds. = 10, 11 Contrib. drain. area = 0.072 ac ISP7 + ISP8 Overflow Q (cfs) Hyd. No. 22—25 Year G2(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 - 0.07 0.06 — 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 - 0.02 0.01 ∎ l — O.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No.22 Hyd No. 10 Hyd No. 11 ate Received: OCT 1 7 2013 Original Submittal,_, t . . Worksheet for Main Lines Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00400 ft/ft Normal Depth 0.50 ft Diameter 0.50 ft Discharge 0.35 ft'/s Results Discharge 0.35 ft'/s Normal Depth 0.50 ft Flow Area 0.20 ft' Wetted Perimeter 1.57 ft Hydraulic Radius 0.13 ft Top Width 0.00 ft Critical Depth 0.30 ft Percent Full 100.0 % Critical Slope 0.00866 ft/ft Velocity 1.81 ft/s Velocity Head 0.05 ft Specific Energy 0.55 ft Froude Number 0.00 Maximum Discharge 0.38 fr/s Discharge Full 0.35 iris Slope Full 0.00400 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rlse 0.00 % Bentley Systems,Inc. Haestad Methods Sdealiti piSictoMaster VBI(SELECTseries 1) [08.11.01.03] 101412013 8:38:28 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1686 Page 1 of 2 Date Received: OCT 1 7 2013 Original Submrr., . t Worksheet for Main Lines GVF Output Data Normal Depth Over Rise 100.00 Downstream Velocity Infinity ft/s Upstream Velocity Infinity Ws Normal Depth 0.50 ft Critical Depth 0.30 ft Channel Slope 0.00400 ftft Critical Slope 0.00866 ft/ft Bentley Systems,Inc. Haestad Methods SdieYMMf>'hoirMaster V8i 1SELECTseries 1) [08.11.01.03] 101412013 8:38:28 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755.1668 Page 2 of 2 Date Received: OCT 172013 Original Submittal Worksheet for ISP Laterals Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 tuft Normal Depth 0.33 ft Diameter 0.33 ft Discharge 0.13 ft3/s Results Discharge 0.13 ft2/s Normal Depth 0.33 ft Flow Area 0.09 ft2 Wetted Perimeter 1.04 ft Hydraulic Radius 0.08 ft Top Width 0.00 ft Cntical Depth 0.20 ft Percent Full 100.0 % Critical Slope 0.01011 tuft Velocity 1.53 ft/s Velocity Head 0.04 ft Specific Energy 0.37 ft Froude Number 0.00 Maximum Discharge 0.14 1N/s Discharge Full 0.13 fP/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems,Inc. Haestad Methods SciilelidieA4MieMaster V8I(SELECTseries 1) [08.11.01.03] 10/412013 8:08:01 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-7.181846 Page 1 of 2 Litt Received: OCT 172013 Original Submttiai____��� • .4 . ■ • Worksheet for ISP Laterals GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity fl/s Upstream Velocity Infinity fl/s Normal Depth 0.33 ft Critical Depth 0.20 ft Channel Slope 0.00500 ft/ft Critical Slope 0.01011 ft/ft Bentley Systems.Inc. Haestad Methods SdiAY1Y rMaster VBI(SELECTseries 1) [08.11.01.03] 101412013 6:08:01 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 08795 USA +1-203-755-1886 Pig. 2 of 2 Date Received: OCT 1 7 2013 Original Submittal