Loading...
HomeMy WebLinkAboutDrainage Report 02-13-07 ~ T ~ FLAT'S & TOWNS AT' LEGACY ~ ~ '. , - <. ~ - DRAINAGE REPORT ' ,_ , ,- 1 ' PREPARED FOR: ~ J. C. Hart Contact Perron: TaddMay ' 805 City Center Drive Suite 120 ' Carmel, Indiana 46032 '~ ~. ~~ - ~' Contact Pbone Number. (317) 5734820 i I .` .r'., u _: Y' 1 ~ -_ _ i {... ' ` ~ ~ PREPARED BY.• a lY/hitney D. Neukam, E. L ~ ' Stoeppelwertb andA.crociater, Inc. ' (317) 57411704 ~, -. 1 . ~ ' ! DATE PREPARED. ~ ~ .~ ..g February 13, 2007. i \\\ \\ ~ -, ' RECENED ~ -~ r~ 15 "t~~:a i ~ ~. 0 ~,. '_ pOCS , , . _. ; ~ . 1 DRAINAGE REPORT FLATS & TOWNS AT LEGACY __ - TABLE OF CONTENTS ~ _ / RECEIVED - / 1~ ULIY __.._______-...__. _- DRAINAGE NARRATIVE { `~ ' - FEB 15 2008 ' IN'1ROllUCTION ((~~Sp \ DO MASTER SI'OItt~4WATGR DRAINAGE-EAST BASIN: WILLIAMS CREEI{CONSULTING `"' STORT`75EIX~ER llESIGN - W:A7'15:P. QUA].I'lY EMI-SRG ENCY I~LUOD ROUTING 7:?NG I Nl`Ji;RIN6 CJ iR1'IFICATK)N CICR7l I~1CA'fl3 OP LIABiLI1Y INbU7tANCE FLIIv111:fON COUNTY RAINI§11J~ UATA LOCA77UN )vIAP SOILti MAP APPENDIX A -STORM SEWER DESIGN CALCULATIONS RUNOI~f COL+I'FICICNT CALCULATIONS 'f7Ml': OF-CONCENTRATION CALCULATIONS STOILVICAll STRUCTURE INPUT REPORT 57T)R f`1CAU P1P7; INPUT REPORT 5'I Y )R NCAU PIP7S OUTPUT REPORT I ti fUR MGll~ Y-'E OUTPUT REPORT II PIPI`; PIi7,OCi"lY CHECK APPENDIX B -INLET CAPACITY & GUTTER SPREAD CALCULATIONS ' LOC: V. ]LV"170NA1. FLOW CALCULATIONS IM~E'f CAPACITY (:ALCULATIONS APPENDIX C -EMERGENCY FLOOD ROUTING CALCULATIONS ' APPENDIX D -BASIN MAPS S'PORAf SLWF,R DESIGN BASIN MAP 1 u DRAINAGE NARRATIVE FLATS & TOWNS AT LEGACY J. C. HART CREATED BY: WHITNEY D. NEUKAM, E. I. INTRODUCTION J. C. Hart is proposing the development of a multi-residential community in Hamilton County, Indiana to be known as Flats & Towns at Legacy. Location The project site is located south of 146a' Street just west of the intersection with River Road. More specifically, the site is located in the Northeast Quarter of Section 23, Township 1S North, Range 4 East in Clay Township, Hamilton County, Indiana. Project Den~riptian The scope of the proposed project is to construct a multi-family residential community wide all infrastructures associated with this t5*pe of development. The parcel is 24.7 acres and includes the constavction of multi-family snvctures, streets, amenity areas, storm sewer, parking facilities and associated utilities. The Plats & Towns at Legacy site is part of a much lager overall site called the Legacy. More specifically, die proposed site is part of the East Basin of the Legacy development. The East Basin incorporates the \Xnute River Elood plain into the detention design and conveys stonnwater east towards the \~~ltite River. Therefore, this drainage report will only contain a drainage design for the East Basin as it relates to the Flats & Towns at Legacy infrastructure. Mcuter Stornuvater Drainage -East Basin: LY/illiamt Creek Consulting As stated above, the Flats & Towns at Legacy is part of the master drainage plan for the East Basin portion of the Legacy development. Williams Creek Consulting performed the existing and proposed calculations for the East Basin that document the management of stormwater within the Floodplain of the ~\/est Fork White River. Williams Creek Consulting will provide a separate master drainage report for the East Basin of the Legacy development to the City of Carmel and the Hamilton Counn~ Surveyor's Office. Reference to the East Basin drainage report will be associated with The Flats & Towns at Legacy as well as all other developments within the East Basin from this point forward. STORM SEWER DESIGN The use of Manning's equation was used for determination of storm drain pipe sizes fox non- subtnexged conditions. The storm drain system is capable of passing the 10-year stone event with free water surface elevations below the crown of pipe. Mitvrnum stone drain flowing velocity for full pipe flow shall be 2.3 fps and Maximum storm drain flowing velocit}' for full pipe flow shall be 10 fps. The inlet grate castings are designed suds that the 10-year storm event shall be sufficiently conveyed into the stone sewer system at 50% efficiency. WATER QUALITY CALCULATIONS ' WIlliams Creek Consulting will provide a separate master water quality report for the East Basin of the Legacy development to the City of Carmel and die Hamilton County Surveyor's Office. Reference to the East Basin water quality report will be associated with The Flats & Towns at Legacy ' as well as all other developments within the East Basin from this point foxwud. EMERGENCY FLOOD ROUTING ' Hydraulic and h}~drologic computations were performed to determine the maximum inundated area resulting from the 100-year design storm assuming 100% clogged conditions. The lowest location of any proposed habitable structure must be located 2 foot above the 100-year Flood elevation. REFERENCES Design and data methods are based on the following references: 1. HERPICC Stormwater Drainage Manual 2. City of Carmel Stonnu>ater Technical Standards Manual 3. The Legacy Master Stoxmwatex Drainage Technical Report -East Basin B}': Williams Creek Consulting 4. The Legacy Master Water Quality Report -East Basin By: \X/illiams Creek Consulting ENGINEERING CERTIFICATION FLATS & TO~X~NS AT LEGACY DRAINAGE REPORT AND ANALYSIS David J. Sto ppela~erth, P. E. Indiana Registration No. 19358 ~.~`~~~~~1STOEPp "''~., 19358 ~•`•, STATE OF •:'~Q' '~ O ••. ~NDIANP:.: C1~G ~. ''',~'~SS(ONA orn~Gi `~``` I, David ]. Stoeppelwerth, certify drat dill drainage report and supporting calculations are ai compliance with the regturements ser forth Up the Hamilton County Drainage Board and/ox Hamilton Count} Surveyor and/or Hamilton County Engineer in the Hamilton County, Indiana Stormwatex Management Ordinance. ACORD CERTIFICATE OF LPABILITY INSURANCE oP ID BA DATE (MM/DWYYYY) 1STOE-1 11 02 07 PROpucER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Conner Insurance Agency, Iac. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE P.~ Box 80865 HOLDER. THIB CERTIFICATE DOES NOT AMEND EXTEND OR 844 JCeya tone Crossing Ste 200 , ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Indianapolis IN 46240 Phone: 317-808-7711 Fax:317_808-7700 INSURERS AFFORDING COVERAGE NAIC# INSURED InsuRER A: General Casualt 24414 T INSURER B: vic[or o. sNLmarac as co., in S~OEPPELWER H & ASSOC. INC. C O DAVID STOEPPELWERTH INSURERC: 7965 EAST 106TH STREET INSURER D: FISHERS IN 46038 INSURER E' THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANpING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAV PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DC-ECRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOW N MAY HAVE BEEN REDUCED BV PAID CLAIMS. ) LTR NSR TYPE OF INSURANCE POLICY NUMBER PATE MM/pD PATE MMI~p/YY LIMRE GENERAL LIABILITY EACH OCCURRENCE E 2, OOO, OOO A X COMMERCIAL GENERAL LIABILITY CCI0300158 11/03/07 11/03/08 pREMIBES(PCe E 100, OOD CLAIMS MADE ~ OCCUR MED EX-(Any one ptvson) S $, OOO __ PEREONALBADV IWURY E2, ODD, OOO GENERAL AGGREGATE S 2, OOO, OOO GEN'LAGGREGATE LIMIT APPLIES PER: PRODUCTS~COMP/OPAGG E2, OOO, OOO POLICY X JFCT LOC AU TOMOBILE LIABILITY COMBINED BINGES LIMIT A X ANV AUrD CBAD300158 11/03/07 11/03/08 fEa accmea0 3 L, ODD, DDD ALL O W NED AUTOS BODILY INJURY ~ E SCHEDULED AUTOS fPa Oersan) A X HIRED AUros CBR0300158 11/03/07 11/03/08 BODILY INJURY E A X NON-OWNED AUTOS CHA03001$B 11/03/07 11/03/08 (Per accidenq PROPERTY pAMAGE .-- F E Yr ecuEenl) ( GARAGE LIABILITY AUTO ONLY-EA ACCIDENT E ANY AUTO EA ACC OTHER TNAN E AUTO ONLY: qGG E E%CESSAIMBRELLA LIABILITY EACH OCCURRENCE El, DDD, DDD A X OCCUR CLAIMS IdADE CCDO3OOl$B 11/D3/O7 11/O3/DB AGGREGATE E1, DDD, OOO S DEDUCTIBLE E X RETENTION E10, 000 E WORKERS COMPENSATION AND EMPL YERS'LIABILIT X TORY LIMITS ER A O Y CWC03001$8 11/03/07 11/03/08 E L EACH ACCIpENi ESOO OOO ANY PROPRIETOR/PARTNER/E%E W TIVE . . , O FFICER/MEMBER EXCLUDED'! E.L. DIBEASE - FA EMPLOYEE E $ OO , OO O y SP CIA~PROVISbNE aelow EL DISEASE-POLICY LIMN' ESOO, DDD OTHER H PROFESSIONAL LIAB AEA008216301 01/28/07 01/26/08 Aggregate 2,000,000 KNOWLEDGE DATE 01/28/6$ Per Claim 2,000,000 DESCRIPTN)N OF OPERATIONS / LOCATIONS l VEHICLES / F%CLUElONE ADDED BY ENDORSEMENT !SPECIAL PROVISIONS HOLDER TO WHOM IT MAY CONCERN -----OZ SHOULD ANY DF THE ABOVE OEBCRIBED POLICIES eF CANCELLED BEFORE THE E%PIRATIO DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 3 O PAYE WRITTEN NOTICE i0 THE CERTIFlCATE HOLDER NAMED TO THE LEFT, 8UT FAILURE TO DD SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR )RD 25 (2001/08) ©ACORD CORPORATION Rainfall Intensities (or Various Return Periods and Storm Durations (inches/hour) D ti Return Period (years) ura on 2 10 100 5 min. 4.63 6.12 9.12 10 min. 3.95 5.22 7.78 15 min. 3.44 4.55 6.77 20 min. 3.04 4.02 5.99 30 min. 2.46 3.25 4.84 40 min. 2.05 2.71 4.05 50 min. 1.76 2.33 3.47 1 hr. 1.54 2.03 3.03 1.5 hr. 1.07 1.42 2.24 2 hr. 0.83 1.11 1.87 3 hr. 0.59 0.84 1.42 4 hr. 0.47 0.68 1.15 5 hr. 0.4 0.58 0.97 6 hr. 0.35 0.5 0.85 7 hr. 0.31 0.44 0.75 8 hr. 0.28 0.4 0.67 9 hr. 0.25 0.36 0.61 10 hr. 0.23 0.33 0.56 12 hr. 0.2 0.29 0.48 14 hr. 0.17 0.25 0.42 16 hr. 0.16 0.23 0.38 18 hr. 0.14 0.2 0.34 20 hr. 0.13 0.19 0.31 24 hr. 0.11 0.16 0.27 Rainfall Depths for Various Return Periods (inches) Duration Return Period (years) 2 10 100 24 hr. 2.66 3.83 6.46 NRCS Type 2 Rainfall Distribution Ordinates Cumulative Percent of Storm Time Cumulative Percent of Storm Depth Cumulative Percent of Slortn Time Cumulative Percen[ of Storm Depth 0 0 52 73 4 t 53 75 10 2.5 54 77 15 4 55 78 20 6 56 60 25 6 57 61 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 7D 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 BS 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 St 71 Table 1 -Hamilton County Rainfall Data 1 1 J ~ ° ~~~- ~ ~ ' ~~~ x { ti cn v e ,~ ~ y s E' l x ~ r (~; ~ /' f-N ~ > : ~ c ~ ~ Y 1 .t~~ C,.~a ~ S v l ~ ~ / r (~ ~ ~ ` ~ ~ k.: ~ r i 't .m+F t ~ ~' ~ (~~~ ~ ~ p N§ 4. \ E~ x , ~~p} J ' r ~ r zkc t.~ i t ~ : ~~ s ~ t ~~ ~ ~ E r ~~ 8 ~ ~ ~ ~ ~ . i , sC w ~ ° li~ i ~3 ? + d ~. F 1 a f 1" . di ~ J .i r '; ~ a i q7 r rv : ,~ "s 3d ' ~ ~ 4 4 /.F r J $ ~ jri ) i~ ~ ~ f s( % v l ~ ~ k~~ u I p C/ ki - r t k E p ' 5 ~ m ~ ~J y ~ I( ~ .r p 1 F 1 p i ~~ \, ~ ~f ` ~ , ,~ e' T ~ ( //. ~ Q ~ , ~ ~r _ d Jf` l l . ~ ti ,, ~ ~ v a. a TI. ~ ~r'. ~ 1~ v rxsr~ '4 a ~ ~ ~ i ,~wzl l l ,~~~ ~. a ~~ ~ 1 / ~ ~ ~~~ ~ ~ ~ ~ ~ ~~ 'Sd~~. l ~ 1 .. 4 _ ~,~ ~~4 n, i ' ~; ~~~ ~~ r ~' } ' I ^rR r' ~ ; ~ , c r ; ~ ,. a r J ; s I, . ~ / 1 i 'b~~r \~ ~ l ~~ ~ . r h e~A r ,' ~ 4 ~ J` , s , ~ ~~ i y ~ !. ~ ', ` r ; ~ \ ° ` i ` !'*` / {,' b ' ` • , J ~ x ,1 r i r ~ \ ~ C ~r %r4 ~ _ ~~ it -.. ~ a'+"« ._ (~ f° ~cs , 1 l ~ ~. r ~ ~ ; Ft'e' ~ - $ ^x--i~ " ~ ~ \ i 1 ~ Y1x > u 1J N' 1 I ' 4 ~FJj ~ F i ~ .4 I IJ w ~ ~ ~ ~ ~~ } 6 ~ ~~~ Y~ ~.Y Au ~ ~FFE1 j ~( ~ 1 / 1 ,~~~ 6 °-' ~ aa~'Y / ~ . - ~ 1.: ~ ~ ~ 5l L s` r ~ ~ ' ~ ~"'~ J i "` ar .. s J ~.. vt a f ! ^ '~.~ ~ ~ ~ ' 1, ~ r ~> a i ~r r ~ ~~ 1 -~ ~.-° E ~ ~ -„ F ~ j _ /¢ ~ w r' r c" ~ F ~ ~ + ~ f y4 b - ~ _ ~ S' # i ~ ""~ Yi it ~Q+ ~ Y III ~ . ~ ~ 1 ': ~ ~ ~ ~ i " ~ ~ _ ~.: "li/ f ~ ~~ ~ r Y ,~~ ~ ~/ Y E J ib~' ~ E ` .. ~ ~ ~ V ti ~ ~ / ' / 4 ,~ ~. d { ~ f y ( . ,.o._, _. .. LOCATION MAP r ~ T U T p1 `cam ~_ Ua C~ 03 ~~ _ °~ o~ mi= ~, Im~ III I~hl ImH° N M O ~ O O N ~ r d N N a 2 O ~ N O N~ Z ~~ on ~ o aV m c Z ` W Y O Y O ryN N O W ~ N W ~ C 10 O Z~ ZV ~~~ ~!r ~. ;~a { ,. ~,,~ .. ,~ v 1 - _ ,. _. ~~ ... =; .~ ,~ - . F ~ - ._,~ i ., !,. ~ _ r ~` k. APPENDIX~A :~ STORM SEWER DESIGN CALCULATIONS . ` r. l' . ' y i ` a ~~ ~ ~ ~ ' ~ ~ J- i+, <. 1 ~ ' r f ~ I l 1 ,~ tir ~~ , \.. l' ,~ '1 ~ i ~~ . Composite Runoff Coefficients Job#57810 Site Characteristics Apartments APer =Total Drainage Area - A;mP Cw = O 9Aimo ~" 0.2Aoer Total Drainage Area Structure # Total Drainage Area ac Imperviou s Area, n ac Total Pervious Area, APer ac Weighted C-Factor C 301 0.02 0.02 0.01 0.73 302 0.56 0.48 0.08 0.80 303 0.34 0.13 0.21 0.47 304 1.14 1.06 0.08 0.85 305 1.52 1.42 0.10 0.85 306 2.25 2.08 0.17 0.85 307 0.12 0.05 0.07 0.49 308 0.1 0.05 0.05 0.55 309 0.19 0.06 0.13 0.42 310 0.13 0.09 0.04 0.68 311 0.62 0.52 0.10 0.79 312 0.25 0.18 0.07 0.70 313 0.08 0.04 0.04 0.55 314 0.14 0.10 0.04 0.70 315 0.56 0.37 0.19 0.66 317 0.34 0.12 0.22 0.45 318 0.61 0.48 0.13 0.75 319 0.61 0.45 0.16 0.72 321 0.05 0.04 0.01 0.76 322 0.18 0.12 0.06 0.67 324 0.25 0.23 0.02 0.84 325 0.27 0.24 0.03 0.82 327 0.25 0.15 0.10 0.62 328 0.43 0.36 0.07 0.79 329 0.55 0.37 0.18 0.67 331 0.24 0.18 0.06 0.73 332 0.46 0.41 0.05 0.82 333 0.54 0.44 0.10 0.77 334 0.47 0.38 0.09 0.77 335 0.56 0.49 0.07 0.81 337 0.11 0.07 0.04 0.65 338 0.37 0.26 0.11 0.69 339 0.53 0.47 0.06 0.82 340 0.49 0.44 0.05 0.83 341 0.13 0.12 0.01 0.85 342 0.22 0.16 0.06 0.71 343 0.19 0.17 0.02 0.83 344 0.19 0.17 0.02 0.83 345 0.68 0.58 0.10 0.80 348 0.22 0.18 0.04 0.77 Composite Runoff Coefficients Job#57810 ' Site Characteristics Apartments APe, =Total Drainage Area - A;mP C = 0.9Aimp + 0.2Aper w Total Drainage Area Total i imperviou i Weighted Structure D a nage Perv ous s Area, C-Factor # Area Area, APe, A;mP ac ac ac C 349 0.13 0.12 0.01 0.85 350 0.32 0.27 0.05 0.79 351 0.28 0.23 0.05 0.78 352 0.76 0.72 0.04 0.86 353 0.27 0.24 0.03 0.82 354 0.09 0.05 0.04 0.59 355 0.26 0.10 0.16 0.47 356 0.14 0.06 0.08 0.50 357 0.1 0.04 0.06 0.48 ~ ~ ~ Legacy Apartments Time of Concentrations Job #57810 StormCAD Post-Developed Site Sheet Flow GutterlSwale Flow T t t l T t t Basin Descri tion n = L= Pi= s= T, =.007(nL)OB/(Pz 's0°) Descri tion V= L= TI=LN ~ ( o a ) ~ ( o al) p (R) )InIhQ (Nft) (hrs) p ((VS) (fp (hrs) (hrs) Imin) 301 Grass 0.15 25 2.66 0.02 0.0591 Gutter/Swale 2 15 0.0021 0.0612 5.0 302 Grass 0.15 50 2.66 0.02 0.1029 Gufter/Swale 2 165 0.0229 0.1258 7.5 303 Grass 0.15 30 2.66 0.02 0.0684 Gutter/Swale 2 240 0.0333 0.1017 6.1 304 Grass 0.15 100 2.66 0.02 0.1791 Gufter/Swale 2 260 0.0361 0.2152 12.9 305 Grass 0.15 100 2.66 0.02 0.1791 Gutter/Swale 2 300 0.0417 0.2208 13.2 306 Grass 0.15 100 2.66 0.02 0.1791 Gutter/Swale 2 320 0.0444 0.2236 13.4 307 Grass 0.15 10 2.66 0.02 0.0284 Gutter/Swale 2 Z35 0.0326 0.0610 5.0 308 Grass 0.15 25 2.66 0.02 0.0591 Gufter/Swale 2 105 0.0146 0.0737 5.0 309 Grass 0.15 10 2.66 0.02 0.0284 Gutfer/Swale 2 260 0.0361 0.0645 5.0 310 Grass 0.15 25 2.66 0.02 0.0591 Gutter/Swale 2 205 0.0285 0.0876 5.3 311 Grass 0.15 70 2.66 0.02 0.1346 Gutter/Swale 2 120 0.0167 0.1513 9.1 312 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 95 0.0132 0.1161 7,0 313 Grass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 45 0.0063 0.1173 7.0 314 Grass 0.15 45 2.66 0.02 0.0946 Gutfer/Swale 2 20 0.0028 0.0973 5.8 315 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 175 0.0243 0.1272 7.6 317 Grass 0.15 30 2.66 0.02 0.0684 Gutter/Swale 2 215 0.0299 0.0982 5.9 318 Grass 0.15 45 2.66 0.02 0.0946 Gutfer/Swale 2 125 0.0174 0.1119 6.7 319 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 255 0.0354 0.1383 8.3 321 Grass 0.15 5 2.66 0.02 0.0163 Gutter/Swale 2 80 0.0111 0.0274 5.0 322 Grass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 60 0.0083 0.1194 7.2 324 Grass 0.15 25 2.66 0.02 0.0591 Gutfer/Swale 2 15 0.0021 0.0612 5.0 325 Grass 0.15 15 2.66 0.02 0.0393 Guffer/Swale 2 60 0.0083 0.0476 5.0 327 Grass 0.15 45 2.66 0.02 0.0948 Gutter/Swale 2 235 0.0326 0.1272 7.6 328 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 145 0.0201 0.1230 7.4 329 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 225 0.0373 0.1341 8.0 331 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 90 0.0125 0.1154 6.9 332 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 250 0.0347 0.1208 7.2 333 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 250 0.0347 0.1376 8.3 334 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 230 0.0319 0.1265 7.6 335 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 200 0.0278 0.1223 7.3 337 Grass 0.15 10 2.66 0.02 0.0284 Gutter/Swale 2 125 0.0174 0.0457 5.0 338 brass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 110 0.0153 0.1263 7.6 339 Grass 0.15 35 2.66 0.02 0.0773 Gutter/Swale 2 115 0.0160 0.0933 5.6 340 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 50 0.0069 0.1015 6.1 341 Grass 0.15 30 2.66 0.02 0.0684 Gufter/Swale 2 55 0.0076 0.0760 5.0 342 Grass 0.15 20 2.66 0.02 0.0494 Gutter/Swale 2 145 0.0201 0.0696 5.0 343 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 105 0.0146 0.1006 6.0 344 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 105 0.0146 0.1006 6.0 345 Grass 0.15 45 2.66 0.02 0.0946 Gufter/Swale 2 165 0.0229 0.1175 7.0 348 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 130 0.0181 0.1041 6.2 Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (Tc) calculations is 100 feet. Legacy Apartments Time of Concentrations Job #57810 StormCAD Post-Developed Site Sheet Flow Gutterl5wale Flow T (total) T (total) Baele L= Px= s= T, =.00](nL)0 BI(Pi°s°0~) pescri lion ~- L= TI=LN ~ ~ Description n= (R) (nlhr) Qtlft) (hrs) p (flls) (it) (M1rs) (hrs) (min) 349 Grass 0.15 15 2.66 0.02 0.0393 Gufter/Swale 2 20 0.0028 0.0420 5.0 350 brass 0.15 40 2.66 0.02 0.0861 Gufter/Swale 2 140 0.0194 0.1055 6.3 351 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 140 0.0194 0.1055 6.3 352 Grass 0.15 60 2.66 0.02 0.1190 Gutter/Swale 2 170 0.0236 0.1426 8.6 353 Grass 0.15 30 2.66 0.02 0.0684 Gufter/Swale 2 125 0.0174 0.0857 5.1 354 Grass 0.15 15 2.66 0.02 0.0393 Gutfer/Swale 2 150 0.0208 0.0601 5.0 355 Grass 0.15 30 2.66 0.02 0.0684 Guffer/Swale 2 155 0.0215 0.0899 5.4 356 Grass 0.15 30 2.66 0.02 0.0684 Gutfer/Swale 2 115 0.0160 0.0843 5.1 357 Grass 0.15 30 2.66 0.02 0.0684 butter/Swale 2 115 0.0160 0.0843 5.1 Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (TC) calculations is 100 feet. n Scenario: Base Structure Input Report Structur Label Area (acres) Inlet C Time of oncentratio (min) Local Rational Flow (cfs) Local Intensity (in/hQ dditiona Flow (cfs) Total System Flow (cfs) 300 29,73 301 0.02 0.73 5.00 0.09 6.12 0.00 29,92 302 0.56 0.80 7.50 2.56 5.67 0.00 29.13 303 0.34 0.47 6.10 0.95 5.92 O.OD 27.12 304 1.14 0.85 12.90 4.72 4.83 0.00 26.45 305 1.52 0.85 13.20 6.24 4.79 0.00 22.52 306 2.25 0.85 13.40 9.18 4.76 0.00 9.73 307 0.12 0.49 5.D0 0.36 6.12 0.00 0.70 308 0.10 0.55 5.00 0.34 6.12 0.00 0.34 309 0.19 0.42 5.00 0.49 6.12 0.00 7.05 310 0.13 0.68 5.30 0.54 6.07 0.00 6.66 311 0.62 0.79 9.10 2.66 5.38 0.00 6.26 312 0.25 0.70 7.00 1.02 5.76 0.00 3.77 313 0.08 0.55 7.00 0.26 5.76 0.00 2.83 314 0.14 0.70 5.80 0.59 5.98 0.00 2.64 315 0.56 0.66 7.60 2.11 5.65 0.00 2.11 316 5.74 317 0.34 0,45 5.90 0.92 5.96 0.00 5.78 318 0.61 0,75 6.70 2.68 5.81 0.00 4.97 319 0.61 0.72 8.30 2.45 5.53 0.00 2.45 320 3.38 321 0.05 0.76 5.00 0.23 6.12 0.00 3.39 322 0.18 0.67 7.20 0.70 5.72 0.00 3.18 323 2.60 324 0.25 0.84 5.00 1.30 6.12 0.00 2.63 325 0.27 0.82 5.00 1.37 6.12 0.00 1.37 326 4.78 327 0.25 0.62 7.60 0.88 5.65 0.00 4.80 328 0.43 0.79 7.40 1.95 5.69 0.00 3.96 329 0.55 0.67 8.00 2.07 5.58 0.00 2.07 1330 9.74 331 0.24 0.73 6.90 1.02 5.78 0.00 9.77 332 0.46 0.82 7.20 2.18 5.72 0.00 8.92 333 0.54 0.77 8.30 2.32 5.53 0.00 6.86 334 0.47 0.77 7.60 2.06 5.65 0.00 4.65 335 0.56 0.81 7.30 2.61 5.71 0.00 2.61 336 20.08 337 0.11 0.65 5.00 0.44 6.12 0.00 20.10 338 0.37 0.69 7.60 1.45 5.65 0.00 19.77 339 0.53 0.82 5.60 2.63 6.01 0.00 18.63 340 0 49 0.83 6.10 2.43 5.92 0.00 16.48 341 0.13 0.85 5.00 0.68 6.12 0.00 14.44 342 0.22 0.71 5.00 0.96 6.12 0.00 13.88 343 0.19 0.83 6.00 0.95 5.94 0.00 13.08 344 0.19 0.83 6.00 0.94 5.94 0.00 12.35 345 D.68 D.80 7.00 3.16 5.76 0.00 11.55 346 8.76 347 8.87 348 0.22 0.77 6.20 1.01 5.90 0.00 4.35 349 0.13 0.85 5.00 0.68 6.12 0.00 3.38 350 0.32 0.79 6.30 1.50 5.89 0.00 2.76 Title: Legacy Apartments Project Engineer: WDN s:\...\d rainage\stormcad\apartments 1-30-Oa.stm Stoeppelwerth 8 Associates, Inc. Storm CAD v5.6 [05.06.005.00] 02!12/08 09:48:21~^a84ntley Systems, Inc. Haestad Methods Solution Cenier Watertown, CT 06795 USA +1_2p3-755-1666 Page i of 2 Scenario: Base Structure Input Report Structur Label Area (acres) Inlet C Time of oncentratio (min) Local Rational Flow (cfs) Local Intensity (inlhr) dditiona Flow (cfs) Total System Flow (cfs) 351 0.28 0.78 6.30 1.30 5.89 0.00 1.30 352 0.76 0.86 8.60 3.61 5.47 0.00 4.83 353 0.27 0.82 5.10 1.36 6.10 0.00 1.36 354 0.09 0.59 5.00 0.33 6.12 0.00 1.06 355 0.26 0.47 5.40 0.74 6.05 0.00 0.74 356 0.14 0.50 5.10 0.43 6.10 0.00 10.05 357 0.10 0.48 5.10 0.30 6.10 0.00 10.26 358 10.25 Title: Legacy Apartments Project Engineer: WDN s:\...\tlrainage\stormcatl\apartmen[s 1-30-OBStm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/12/08 09:48:2>~Fffi@n[ley Systems, Inc. Haes[ad Methods Solution Center Watertown, CT 06795 USA +7-203-755-1666 Page 2 of 2 1 Scenario: Base Pipe Input Report Label Section Size Secion Shape Constructed Slope (ft/ft) Length (ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Number of Sections 301-300 36 inch Circular 0.003103 116.00 301 747.86 300 747.50 1 302-301 36 inch Circular 0.003125 48.00 302 748.01 301 747.86 1 303-302 36 inch Circular 0.003077 26.00 303 748.09 302 748.01 1 304-303 36 inch Circular 0.002400 25.00 304 748.15 303 748.09 i 305-304 30 inch Circular 0.003038 260.00 305 748.94 304 748.15 i 306-356 18 inch Circular 0.010000 30.00 306 753.14 356 752.84 1 .307-306 72 inch Circular 0.010000 13.00 307 753.27 306 753.14 1 308-307 12 inch Circular 0.010000 26.00 308 753.53 307 753.27 1 309-305 21 inch Circular 0.002800 25.00 308 749.01 305 748.94 1 310-309 21 inch Circular 0.003846 26.00 310 749.11 309 749.01 1 311-310 21 inch Circular 0.002917 48.00 311 749.25 310 749.11 1 312-311 18 inch Circular 0.002984 124.00 312 749.62 311 749.25 1 313-312 15 inch Circular 0.002857 28.00 313 749.70 312 749.62 i 314-313 15 inch Circular 0.003049 '82.00 314 749.95 313 749.70 1 315-314 15 inch Circular 0.002657 28.00 315 750.03 314 749.95 1 317-316 18 inch Circular 0.017727 88.00 377 748.76 316 747.20 1 318-317 18 inch Circular 0.004074 54.00 318 748.98 317 748.76 1 319-318 15 inch Circular 0.003929 28.00 379 749.09 318 748.98 1 321-320 15 inch Circular 0.043621 58.00 321 749.73 320 747.20 1 322-321 75 inch Circular 0.003929 28.00 322 749.84 321 749.73 1 323-322 75 inch Circular 0.008864 44.00 323 750.23 322 749.84 1 324-323 15 inch Circular 0.004079 76.00 324 750.54 323 750.23 1 325-324 12 inch Circular 0.003939 66.00 325 750.80 324 750.54 1 327-326 15 inch Circular 0.015882 51.00 327 748.51 326 747.70 1 328-327 15 inch Circular 0.004000 45.00 328 748.69 327 748.51 1 329-328 12 inch Circular 0.003871 31.00 329 748.81 328 748.69 1 331-330 21 inch Circular 0.024262 61.00 331 748.68 330 747.20 1 332-331 21 inch Circular 0.005000 118.00 332 749.27 331 748.68 1 333-332 16 inch Circular 0.010000 50.00 333 749.77 332 749.27 1 334-333 15 inch Circular 0.010490 102.00 334 750.84 333 749.77 1 335-334 15 inch Circular 0.004103 39.00 335 751.00 334 750.84 1 337-336 3D inch Circular 0.031154 26.00 337 747.11 336 746.30 1 338-337 30 inch Circular 0.004000 20.00 338 747.19 337 747.11 1 339-338 27 inch Circular 0.004016 122.00 339 747.68 338 747.19 1 340-339 27 inch Circular 0.004024 82.00 340 748.01 339 747.68 1 347-340 24 inch Circular 0.010000 99.00 341 749.00 340 748.01 7 342-347 24 inch Circular 0.010000 28.00 342 749.28 341 749.00 1 343-342 24 inch Circular 0.010000 26.00 343 749.54 342 749.28 1 344-343 24 inch Circular 0.010000 100.00 344 750.54 343 749.54 7 345-344 24 inch Circular 0.003871 31.00 345 750.66 344 750.54 1 346-345 24 inch Circular 0.004021 97.00 346 751.05 345 750.66 1 347-346 24 inch Circular 0.002981 104.00 347 751.36 346 751.05 1 348-347 18 inch Circular 0.003000 40.00 348 751.48 347 751.36 1 349-348 15 inch Circular 0.002857 28.00 349 751.56 348 751.48 1 350-349 15 inch Circular 0.002903 31.00 350 751.65 349 751.56 1 351-350 12 inch Circular 0.003067 75.00 351 757.88 350 751.65 1 352-347 18 inch Circular 0.005000 86.00 352 751.79 347 751.36 1 353-352 12 inch Circular 0.015227 44.00 353 753.80 352 753.13 1 354-301 12 inch Circular 0.029032 31.00 354 750.73 301 749.83 1 355-354 12 inch Circular 0.004231 26.00 355 750.84 354 750.73 1 356-357 18 inch Circular 0.010000 26.00 356 752.84 357 752.58 1 Title: Legacy Apartments Project Engineer: WDN s:\.. \tlrainage\stormcad\apartments t-30-Oestm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/06 09:48:3$7ffi@ntley Systems, lnc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 Scenario: Base Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Number Size Shape Slope (ft) Node Invert Node Invert of (ft/ft) Elevation Elevation Sections (ft) (ft) 357-358 18 inch Circular 0.010000 18.00 357 752.58 358 752.40 1 358-305 18 inch Circular 0.011495 214.00 358 752.40 305 749.94 1 Tille: Legacy Apartments Projec[ Engineer: WDN s:\..\drainage\stormcad\apartments 1-30-OBStm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/08 09:48:3ntley Systems, Inc. Haestatl Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 ~~ u ~~ Scenario: Base Pipe Output Report Label Section Size Length (ft) Mannings n Constructed Slope (ft/ft) Upstream Node Upstream Invert Elevation (ft) Downstream Node Downstream Invert Elevation (ft) Full Capacity (cfs) Excess Full Capacity (cfs) 301-300 36 inch 116.00 0.013 0.003103 301 747.86 300 747.50 37.15 7.24 302-301 36 inch 48,00 0.013 0.003125 302 748.01 301 747.86 37.28 8.16 303-302 36 inch 26.00 0.013 0.003077 303 748.09 302 748.01 37.00 9.88 304-303 36 inch 25.00 0.013 0.002400 304 748.15 303 748.09 32.67 6.23 305-304 30 inch 260.00 0.013 0.003038 305 748.94 304 748.15 22.67 0.08 306-356 18 inch 30.00 0.013 0.010000 306 753.14 356 752.84 10.50 0.77 307-306 12 inch 13.00 0.013 0.070000 307 753.27 306 753.74 3.56 2.86 308-307 12 inch 26.00 0.013 0.010000 308 753.53 307 753.27 3.56 3.22 309-305 21 inch 25.00 0.013 O.OD2800 309 749.01 305 748.94 8.38 1.33 310-309 21 inch 26.00 0.013 0.003846 310 749.11 309 749.01 9.83 3.17 311-310 21 inch 48.00 0.013 0.002917 311 749.25 310 749.11 8.56 2.30 372-311 18 inch 124.00 0.013 0.002984 312 749.62 311 749.25 5.74 1.96 313-312 15 inch 28.00 0.013 0.002857 313 749.70 312 749.62 3.45 0.62 314-313 15 inch 82.00 0.013 0.003049 314 749.95 313 749.70 3.57 0.93 315-314 15 inch 28.00 0.013 0.002857 315 750.03 314 749.95 3.45 1.35 317-316 18 inch 88.00 0.013 0.017727 317 748.76 316 747.20 13.99 8.21 318-317 18 inch 54.00 0.013 0.004074 318 748.98 317 748.76 6.70 1.73 319-318 15 inch 28.00 0.013 0.003929 319 749.09 318 748.98 4.05 1.60 321-320 15 inch 58.00 0.013 0.043621 321 749.73 320 747.20 13.49 10.10 322-321 15 inch 28.00 0.013 0.003929 322 749.84 321 749.73 4.05 0.86 323-322 15 inch 44.00 0.013 0.008664 323 750.23 322 749.84 6.08 3.48 324-323 15 inch 76.00 0.013 0.004079 324 750.54 323 750.23 4.13 1.49 325-324 12 inch 66.00 0.013 0.003939 325 750.80 324 750.54 2.24 0.87 327-326 15 inch 51.00 0.013 0.015882 327 748.51 326 747.70 8.14 3.34 328-327 15 inch 45.00 0.013 0.004000 328 748.69 327 748.51 4.09 0.12 329-328 12 inch 31.00 0.013 0.003871 329 748.81 328 748.69 2.22 0.14 331-330 21 inch 61.00 0.013 0.024262 331 748.68 330 747.20 24.68 14.91 332-331 21 inch 118.00 0.013 0.005000 332 749.27 331 748.68 11.20 2.28 333-332 18 inch 50.00 0.013 0.010000 333 749.77 332 749.27 10.50 3.65 334-333 15 inch 102.00 0.013 0.010490 334 750.84 333 749.77 6.62 1.97 335-334 15 inch 39.00 0.013 0.004103 335 751.00 334 750.84 4.14 1.53 337-336 30 inch 26.00 0.013 0.031154 337 747.11 336 746.30 72.39 52.29 338-337 30 inch 20.00 0.013 0.004000 338 747.19 337 747.11 25.94 6.17 339-338 27 inch 122.00 0.013 0.004016 339 747.68 338 747.19 19.63 1.00 340-339 27 inch 82.00 0.013 0.004024 340 748.01 339 747.68 19.65 3.16 347-340 24 inch 99.00 0.013 0.010000 341 749.00 340 748.01 22.62 8.16 342-341 24 inch 28.00 0.013 0.010000 342 749.28 341 749.00 22.62 8.74 343-342 24 inch 26.00 0.013 0.010000 343 749.54 342 749.28 22.62 9.54 344-343 24 inch 100.00 0.013 0.010000 344 750.54 343 749.54 22.62 10.27 345-344 24 inch 31.00 0.013 0.003671 345 750.66 344 750.54 14.07 2.52 346-345 24 inch 97.00 0.013 0.004021 346 751.05 345 750.66 14.34 5.59 347-346 24 inch 104.00 0.013 0.002981 347 751.36 346 751.05 12.35 3.48 348-347 18 inch 40.00 0.013 0.003000 348 751.48 347 751.36 5,75 1.40 349-346 15 inch 28.00 0.013 0.002857 349 751.56 348 751.48 3,45 0.07 350-349 15 inch 31.00 0.013 O.OD2903 350 751.65 349 751.56 3.48 0.72 351-350 12 inch 75.00 0.013 0.003067 351 751.88 350 751.65 1,97 0.68 352-347 18 inch 86.00 0.013 O.D05000 352 751.79 347 757.36 7,43 2.60 353-352 12 inch 44.00 0.013 0.015227 353 753.80 352 753.13 4.40 3.03 354-301 12 inch 31.00 O.D13 0.029032 354 750.73 301 749.83 6.07 5.01 355-354 12 inch 26.00 0.013 0.004231 355 750.84 354 750.73 2.32 1.57 356-357 18 inch 26.00 0.013 0.010000 356 752.84 357 752.58 10.50 0.46 Title: Legacy Apartments Project Engineer: WDN s:\...\drainage\stormcad\apartments 1-30-08. stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/t 2/08 09:48:3~@ntley Systems, Inc. Haestad MethOtlS Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 Ot 2 Scenario: Base Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Full Excess Size (fp n Slope Node Invert NOde Invert Capacity Full (ft/ft) Elevation Elevation (cfs) Capacity (ft) (ft) (cfs) 357-358 18 inch 78.00 0.013 0.010000 357 752.56 358 752.40 10.50 0.25 358-305 18 inch 274.00 0.013 0.011495 358 752.40 305 749.94 11.26 1.02 Tile: Legacy Apartments Project Engineer: WDN s:\...\drainage\stormcad\apartments 1-30-08. stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/12/08 09;48:3~'rffi@ntley Systems, Inc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1.203-755-'1666 Page 2 of 2 1 Scenario: Base Pipe Output Report II Label Section Size Length (ft) Upstream Node Downstream Node Total System Flow (cfs) System Intensity (in/hr) Hydraulic Grade Line In (ft) Upstream Crown Elevation (ft) Hydraulic Grade Line Out (ft) Downstream~l, Crown '~, Elevation (ft) 301-300 36 inch 116.00 301 300 29.92 4.53 749.87 750.86 749.27 750.50 302-301 36 inch 48.00 302 301 29.13 4.54 750.01 751.01 749.87 750.86 303-302 36 inch 26.00 303 302 27.12 4.55 750.07 751.09 750.01 751.01 304-303 36 inch 25.00 304 303 26.45 4.56 750.14 751.15 750.07 751.09 305-304 30 inch 260.00 305 304 22.52 4.67 750.97 751.44 750.14 750.65 306-356 18 inch 30.00 306 356 9.73 4.76 754.34 754.64 754.06 754.34 307-306 12 inch 13.00 307 306 0.70 6.09 754.35 754.27 754.34 754.14 308-307 12 inch 26.00 308 307 0.34 6.12 754.35 754.53 754.35 754.27 309-305 21 inch 25.00 309 305 7.05 5.20 751.02 750.76 750.97 750.69 310-309 21 inch 26.00 310 309 6.66 5.22 751.06 750.86 751.02 750.76 311-310 21 inch 48.00 311 310 6.26 5.28 751.14 751.00 751.06 750.66 312-311 18 inch 124.00 312 311 3.77 5.45 751.30 751.12 751.14 750.75 313-312 15 inch 28.00 313 312 2.83 5.49 751.35 750.95 751.30 750.87 314-313 15 inch 82.00 314 313 2.64 5.60 751.49 751.20 751.35 750.95 315-314 15 inch 28.00 315 314 2.11 5.65 751.52 751.28 751.49 751.20 317-316 18 inch 88,00 317 316 5.78 5.46 749.69 750.26 747.87 748.70 318-317 18 inch 54.00 318 317 4.97 5.50 749.94 750.48 749.69 750.26 319-318 15 inch 28.00 319 318 2.45 5.53 749.97 750.34 749.94 750.23 321-320 15 inch 58.00 321 320 3.39 5.70 750.47 750.98 747.63 748.45 322-321 15 inch 28.00 322 321 3.18 5.72 750.65 751.09 750.47 750.98 323-322 15 inch 44.00 323 322 2.60 5.99 750.88 751.48 750.65 751.09 324-323 15 inch 76.00 324 323 2.63 6.05 751.27 751.79 750.88 751.48 325-324 12 inch 66.00 325 324 1.37 6.12 751.39 751.80 751.27 751.54 327-326 15 inch 51.00 327 326 4.80 5.52 749.40 749.76 748.39 748.95 328-327 15 inch 45.00 328 327 3.96 5.55 749.65 749.94 749.40 749.76 329-328 12 inch 31.00 329 328 2.07 5.58 749.73 749.81 749.65 749.69 331-330 21 inch 61.00 331 330 9.77 5.43 749.84 750.43 747.99 748.95 332-331 21 inch 118.00 332 331 8.92 5.50 750.45 751.02 749.84 750.43 333-332 18 inch 50.00 333 332 6.86 5.53 750.78 751.27 750.45 750.77 334-333 151nch 102.00 334 ~ 333 4.65 5.65 751.71 752.09 750.78 751.02 335-334 15 inch 39.00 335 334 2.61 5.71 751.79 752.25 751.71 752.09 337-336 30 inch 26.00 337 336 20.10 5.09 748.63 749.61 747.36 748.80 338-337 30 inch 20.00 338 337 19.77 5.09 748.79 749.69 748.63 749.61 339-338 27 inch 122.00 339 338 18.63 5.14 749.41 749.93 748.79 749.44 340-339 27 inch 82.00 340 339 16.46 5.18 749.64 750.26 749.41 749.93 341-340 24 inch 99.00 341 340 14.44 5.20 750.37 751.00 749.64 750.01 342-341 24 inch 28.00 342 341 13.88 5.21 750.62 751.28 750.37 751.00 343-342 24 inch 26.00 343 342 13.08 5.22 750.84 751.54 750.62 751.28 344-343 24 inch 100.00 344 343 12.35 5.26 751.80 752.54 750.84 751.54 345-344 24 inch 31.00 345 344 11.55 5.28 752.00 752.66 751,80 752.54 346-345 24 inch 97.00 346 345 8.76 5.34 752.20 753.05 752,00 752.66 347-346 24 inch 104.00 347 346 8.87 5.41 752.60 753.36 752,20 753.05 348-347 18 inch 40.00 348 347 4.35 5.75 752.66 752.98 752.60 752.86 349-348 15 inch 28.00 349 348 3.38 5.77 752.73 752.81 752.66 752.73 350-349 151nch 31.00 350 349 2.76 5.80 752.77 752.90 752.73 752.81 351-350 12 inch 75.00 351 350 1.30 5.89 752.87 752.88 752.77 752.65 352-347 18 inch 86.00 352 347 4.83 5.47 752.73 753.29 752.60 752.86 353-352 12 inch 44.00 353 352 1.36 6.10 754.29 754.80 753.51 754.13 354-301 12 inch 31.00 354 301 1.06 6.02 751.16 751.73 750.11 750.83 355-354 12 inch 26.00 355 354 0.74 6.05 751.23 751.84 751.16 751.73 356-357 18 inch 26.00 356 357 10.05 4.75 754.06 754.34 753.81 754.08 Title: Legacy Apartments Projec[ Engineer: WDN s:\...\tlrainageLstormcad\apartments 1-30-08. stm Stoeppelwerth 8 Associates, Inc. 8tormCAD v5.6 [05.06.005.00] 02/12/08 09:48:44~ntley Systems, Inc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Scenario: Base Pipe Output Report II Label Section Length Upstream Downstream Total System Hydraulic Upstream Hydraulic Downstream Size (ftj Node Notle System Intensity Grade Crown Grade Crown Flow (in/h r) Line In Elevation Line Out Elevation (cfs) (ft) (ft) (ft) (ft) 357-358 18 inch 18.00 357 358 10.26 4.75 753.81 754.08 753.60 753.90 358-305 18 inch 214.00 358 305 10.25 4.74 753.63 753.90 751.06 751.44 ' Title: Legacy Apartments Projec[ Engineer: WDN s:\...\drainage\siormcatl\apartments b30-OSStm Stoeppelwerth & Associates, Ina StormCAD v5.6 [05.06.005.00] 02/12/08 09:48:44ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Minimum Slope to Maintain 2 fps Manning's Equation V:= 11_49 R\3/.S~2i (0.013 ) RCP Circular Pipe Pipe Size (in.) 12 15 18 21 24 27 30 33 36 42 48 Slope 0.30% 0.22% 0.18% 0.14% 0.12% 0.10% 0.09% 0.08% 0.07% 0.06% 0.05% Maximum Allowable Slope to Avoid Exceeding 10 fps Manning's Equation V:=+ 009 1~R\3/.S\2/ RCP Circular Pipe Pipe Size (in.) 12 15 18 21 24 27 30 33 36 42 48 Slope 4.83% 3.59% 2.81% 2.29% 1.92% 1.64% 1.42% 1.25% 1.12% 0.91% 0.76% Scenario: Base Local Rational Flow -10-Year Storm Label Inlet C Local Intensity (in/hr) Inlet Area (acres) Local Rational Flow ' (cfs) 301 0.73 6.12 0.02 0.09 302 0.80 5.67 0.56 2.56 303 0.47 5.92 0.34 0.95 304 0.85 4.83 1.74 4.72 305 0.85 4.79 1.52 6.24 306 0.85 4.76 2.25 9.78 307 0.49 6.12 0.12 0.36 308 0.55 6.12 0.10 0.34 309 0.42 6.12 0.19 0.49 3i0 0.68 6.D7 0.73 0.54 311 0.79 5.38 0.62 2.66 312 0.70 5.76 0.25 1.02 313 0.55 5.76 0.08 D.26 314 0.70 5.98 0.14 0.59 315 0.66 5.65 0.56 2.11 317 0.45 5.96 0.34 0.92 318 0.75 5.81 0.61 2.68 379 0.72 5.53 0.61 2.45 321 0.76 6.12 0.05 0.23 322 0.67 5.72 0.1 B 0.70 324 0.84 6.12 0.25 7.30 325 0.82 6.12 0.27 1.37 327 0.62 5.65 0.25 0.88 328 0.79 5.69 0.43 1.95 329 0.67 5.58 0,55 2.07 331 0.73 5.78 0.24 1.02 332 0.82 5.72 0.46 2.18 333 0.77 5.53 0.54 2.32 334 0.77 5.65 0,47 2.06 335 0.81 5.71 0.56 2.61 337 0.65 6.12 0.17 0.44 338 0.69 5.65 0.37 1.45 339 0.82 6.01 0.53 2.63 340 0.83 5.92 0.49 2.43 341 0.85 6.12 0.13 0.68 342 0.71 6.12 0.22 0.96 343 0.83 5.94 0.19 0.95 344 0.63 5.94 0.19 0.94 345 0.80 5.76 0.68 3.16 348 0.77 5.90 0.22 1.01 349 0.85 6.12 0.13 0.68 350 0.79 5.89 0.32 1.50 351 0.78 5.89 0.28 1.30 352 0.86 5.47 0.76 3.61 353 0.82 6.10 0.27 1.36 354 0.59 6.12 0.09 0.33 355 0.47 6.05 0.26 0.74 356 0.50 6.10 0.14 D.43 357 0.48 6.10 0.10 0.30 ' Title: Legacy Apartments Project Engineer: WDN s:\._\drainage\stormcad\apartments t-30-08stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [OS.O6.OO5.OD] 02/12/06 09:SOa ~P~kntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1 Inlet Capacity Calculations Job #57810 Performed By: WDN Neenah Inlet Type: R-3501-TL or TR R-3501-H4 Perimeter Area Perimeter Area 50% Clogged 3.45 0.7 4.35 1.5 Double Inlet 4.6 1.4 5.8 3 Weir Equation: O = 3.OP(dw)15 Orifice Equation: O = 4.89A(d°)o.s Inlet Rational Flow Grate Perimeter Grate Area Depth at Casling (Weir) Depth al Casting (Orifice) Cross-Sectional Slope Gutter Spread (Weir) Gutter Spread (Orifice) Clear Lane Width Inlet Type (#) (cfs) (ft) ft' (ft) ft) (%) (ft ft) (ft) 301 0.09 3.45 0.7 0.04 0.00 2.08% 0.00 0.00 26.00 Sin le 302 2.56 5.8 3 0.28 0.03 2.08% 8.51 0.00 Double 303 0.95 4.35 1.5 0.17 0.02 2.08% 3.50 0.00 11'99 Sin le 307 0.36 3.45 0.7 0.11 0.01 2.08% 0.26 0.00 Sin le 308 0.34 3.45 0.7 0.10 0.01 2.08% 0.07 0.00 23'67 Sin le 309 0.49 3.45 0.7 0.13 0.02 2.08% 1.42 0.00 Single 310 0.54 3.45 0.7 0.14 0.02 2.08% 1.84 0.00 20.74 Sin le 312 1.02 3.45 0.7 0.21 0.09 2.08% 5.37 0.00 Sin le 313 0.26 3.45 0.7 0.08 0.01 2.08% 0.00 0.00 20.63 Sin le 314 0.59 3.45 0.7 0.15 0.03 2.08% 2.25 0.00 Sin le 315 2.11 3.45 0.7 0.34 0.38 2.08% 11.76 13.46 12.00 Sin le 317 0.92 3.45 0.7 0.20 0.07 2.08% 4.69 0.00 21.31 Sin le 318 2.68 5.8 3 0.29 0.03 2.08% 8.92 0.00 Double 319 2.45 5.8 3 0.27 0.03 2.08% 8.12 0.00 10.96 Double 321 0.23 3.45 0.7 0.08 0.00 2.08% 0.00 0.00 Single 322 0.7 3.45 0.7 0.16 0.04 2.08% 3.10 0.00 20'90 Sin le 327 0.88 3.45 0.7 0.19 0.07 2.08% 4.41 0.00 21.59 Sin le 328 1.95 4.35 1.5 0.28 0.07 2.08% 8.64 0.00 Sin le 329 2.07 5.8 3 0.24 0.02 2.08% 6.74 0.00 10.62 Double 332 2.18 5.8 3 0.25 0.02 2.08% 7.15 0.00 10.85 Double 333 2.32 5.8 3 0.26 0.03 2.08% 7.66 0.00 10.34 Double 337 0.44 3.45 0.7 0.12 0.02 2.08% 0.99 0.00 Sin le 338 1.45 4.6 1.4 0.22 0.04 2.08% 5.82 0.00 11.20 Double 341 0.68 3.45 0.7 0.16 0.04 2.08% 2.95 0.00 Sin le 342 0.96 3.45 0.7 0.20 0.08 2.08% 4.97 0.00 18.08 Sin le 348 1.01 3.45 0.7 0.21 0.09 2.08% 5.30 0.00 Sin le 349 0.68 3.45 0.7 0.16 0.04 2.08% 2.95 0.00 17'75 Sin le 350 1.5 4.6 1.4 0.23 0.05 2.08% 6.06 0.00 11.94 Double ° 10.83 Ing e Inlet Capacity Calculations Job #57810 Performed By: WDN Neenah Inlet Type: R-3501-TL or TR R-3501-H4 Perimeter Area Perimeter Area 50% Clogged 3.45 0.7 4.35 1.5 Double Inlet 4.6 1.4 5.8 3 Weir Equation: Q = 3.OP(dw)t s Orifice Equation: O = 4.89A(d°)o.s Inlef Rational Flow Grate Grate Area Depth at Casting Depth at Casting Cross-Sectional Gutter Spread Guiter Spread Clear Lane Perimeter (Weir) (Orifice) Slope (Weir (Orifice) Width Inlet Type (#) (cfs) (R) ft~ (ft) (ft) (%) h ft) (ft) 354 0.33 3.45 0.7 0.10 0.01 2.08% 0.00 0.00 Single 355 0.74 3.45 0.7 0.17 0.05 2.08% 3.40 0.00 20.60 Single 356 0.43 3.45 0.7 0.12 0.02 2.08% 0.90 0.00 Sin le 23.10 ° Ing e Inlet Capacity Calculations Job #57810 Performed By: WDN Neenah Inlet Type: R-3405 Perimeter Area 50% Clo ed 5.93 0.75 Double Inlet 7.9 1.5 Neenah Inlet Type: R-3382 Perimeter Area 50% Clog ed 7.8 1.15 Double Inlet 10.4 2.3 Weir Equation: O = 3.OP(dw)''S Orifice Equation: O = 4.89A(d°)o.e For concave inlets located in parking lots and access streets Ponding depth at casting can be no greater than 7 inches or 0.58 feet Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) Inlet Type (#) (cfs) (ft) ft' (ft) (ft) 311 2.66 7.8 1.15 0.23 0.22 Sin le 324 1.3 5.93 0.75 0.17 0.13 Sin le 325 1.37 7.8 1.15 0.15 0.06 Sin le 331 1.02 5.93 0.75 0.15 0.08 Single 334 2.06 7.8 1.15 0.20 0.13 Sin le 335 2.61 7.8 1.15 0.23 0.22 Sin le 339 2.63 7.8 1.15 0.23 0.22 Sin le 340 2.43 5.93 0.75 0.26 0.44 Sin le 343 0.95 5.93 0.75 0.14 0.07 Sin le 344 0.94 5.93 0.75 0.14 0.07 Single 345 3.16 7.8 1.15 0.26 0.32 Sin le 352 3.61 5.93 0.75 0.34 0.97 Sin le 353 1.36 5.93 0.75 0.18 0.14 Single 1 ~ .. 1 N- 1 ~ ., 1 1. 1 ~ ,- ,: 1 ~ 3 - , APPENDIX C ~~ ~~ - _ EMERGENCY FLOOD ROUTING' ~ ``- ,~ , ~~ CALCULATIONS ` ~• _, _ ~ ~. ,) ~ ~~~ ,~- ~ . ~~, , . ~~ ` ;' ~ ~ . ~~~ ~ _ ,~-~ 1~ a; ,, Ove ow Flats & Towns at Legacy Job# 57810JCH - - 2/12/2008 --- _ -- Overflow Routing Calculations Overflow Location Contributing Basins Basin 100-yr Flow (cfs) Total 100-yr Flow (cfs) Weir Elevation (ft) Downstream Elevation (ft) Channel Length (ft) Channel Slope (ft/ft) Normal Depth (ft) Max. Overflow Ponding Elevation (ft) STR 301 - 302 301 0.13 10.64 754.50 0.056 0.27 754.8 302 3.82 _ 303 1.42 _ _ 307 0.54 _ 308 0.51 309 0.73 310 0.81 _ _ 354 0.49 355 1.11 356 0.64 357 0.44 STR 317 301 0.13 10.64 753.74 0.010 0.13 753.9 302 3.82 303 1.42 307 0.54 308 0.51 309 0.73 310 0.81 354 0.49 355 1.11 _ 356 0.64 357 0.44 Label Inlet C Local Intensity (in/hr) Inlet Area (acres) Local Rational Flow (cfs) 301 0.73 9.12 0.02 0.13 302 0.80 8.45 0.56 3.82 303 0.47 8.83 0.34 1.42 304 0.85 7.19 1.14 7.03 305 0.85 7.13 1.52 9.29 306 0.85 7.09 2.25 13.67 307 0.49 9.12 0.12 0.54 308 0.55 9.12 0.10 0.51 309 0.42 9.12 0.19 0.73 310 0.68 9.04 0.13 0.81 311 0.79 8.02 0.62 3.96 312 0.70 6.58 0.25 1.51 313 0.55 B.58 0.08 0.36 314 0.70 8.91 0.14 0.88 315 D.66 8.42 0.56 3.14 317 0.45 8.88 0.34 1.37 318 0.75 8.66 0.61 4.00 319 0.72 8.24 0.61 3.65 321 0.76 9.12 0.05 0.35 322 0.67 8.53 0.18 1.04 324 0.84 9.12 0.25 1.93 325 0.82 9.12 0.27 2.04 327 0.62 8.42 0.25 1.32 328 0.79 8.48 0.43 2.90 329 0.67 8.32 0.55 3.09 331 0.73 8.61 0.24 1.52 332 0.82 8.53 0.46 3.24 333 0.77 8.24 0.54 3.45 334 0.77 8.42 0.47 3.07 335 0.81 8.50 0.56 3.89 337 0.65 9.12 0.11 0.66 338 0.69 8.42 0.37 2.17 339 0.82 8.96 0.53 3.92 340 0.83 8.63 0.49 3.62 341 0.85 9.12 0.13 1.02 342 0.71 9.12 0.22 1.44 343 0.83 8.85 0.19 1.41 344 0.83 8.85 0.19 1.41 345 0.80 8.58 0.68 4.71 348 0.77 8.80 0.22 1.50 349 0.85 9.12 0.13 1.02 350 0.79 8.77 0.32 2.24 351 0.78 8.77 0.28 1.93 352 0.86 8.16 0.76 5.37 353 0.82 9.09 0.27 2.03 354 0.59 9.12 0.09 0.49 355 0.47 9.01 0.26 1.11 356 0.50 9.09 0.14 0.64 357 0.48 9.09 0.10 0.44 Scenario: Base Local Rational Flow 100-Year Storm ' Title: Legacy Apartments Project Engineer: WDN s:\...\tlrainage\stormcad\apartments 1-30-OB.stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/08 07:56:5ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-7666 Page 1 of 7 Rainfall Table Return Periods Durations 10 year 50 year 700 year 5 min 6.12 8.09 9.12 70 min 5.22 6.90 7.78 15 min 4.55 6.01 6.77 30 min 3.25 4.29 4.64 60 min 2.03 2.68 3.03 120 min 1.11 1.60 1.87 780 min 0.84 1.22 1.42 360 min 0.50 0.72 0.85 720 min 0.29 0.41 0.48 7440 min 0.16 0.23 0.27 Rainfall Intensities are in (in/hr) ' Title: Legacy Apartments Projec[ Engineer: WDN s:\...\tlrainage\stormcatl\apartments 1-30-08.stm Stoeppelwerth 8 Associates, Inc. SiormCAD v5.6 [05.06.005.00] 02/12/08 01:57:11EA8@ntley Systems, Inc. Haes[ad Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 ' STR 301 - 302 Irregular Project Descnptlon,. _ :,I u.~_.,.~~.::,~ 14fi....~~d~c~a„~.~_..,.n.~.r.'~'~.u.;§`.?,r ~k~~fsw ~„~yv~a...=.~~'i~_~ry~ i i~~ Friction Method Manning Formula Solve For Normal Depth ' Input Data ...> ~ r ; _`-•-;, -^~'."'~~"a`'~ ~` r`"`~~ ~'T~^~~~° Channel Slope 0.00560 ft/ft t Discharge 10.64 ft'/s Section Definitions ' Roughness Segment Definitions 0+00 755.09 0+02 754.59 0+32 754.80 0+54 754.50 0+56 755.00 (0+00, 755.09) (0+56, 755.00) 0.013 .. Results _ ~ ii_# Sl ~Cn {vuL~SR-~ f t ,~ F $y~ F ~ ~ '~ ~"-i?M'~n ° ~. ~F a ' ' " ' , . . .~... . _ . v. k ~~ta .x..W.vU -.-...!4^x+2..ki.~ m L.~. c 3%-...a.xf_. _ .,.~ 5` ..tti.~~a.~~.,vw -oa4i , w ' Normal Depth 0.27 ft Elevation Range 754.50 to 755.09 ft Flow Area 5.37 ft' Wetted Perimeter 48.18 ft Top Wdth 48.12 ft Normal Depth 0.27 ft Critical Depth 0.28 ft Critical Slope 0.00509 ft/ft ' Velocity 1.98 ft/s Velocity Head 0.06 ft Specific Energy 0.33 fl ' Froude Number 1.05 Flow Type Supercritical ' Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [06.01.056.00] 7!72/2008 1:53:33 PM 27 Siemons Company Ddve Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 ' STR 301 - 302 Irregular GVE Input Data i ' '' ,Y " t,~~ = , ~ "~ ,~rt'T.= cr , ~l ~.~ a"~'"' ' Downstream Depth ~ 0.00 ft Length 0.00 ft Number Of Steps 0 ' GVF Output Data` ~~ i+'~~ -~~ ,~ " 'xrr'i~ ~"'„ ~~ x°~~ ~ i t>~^~am Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft ' Downstream Velocity Infinity R/s Upstream Velocity Infnity ft/s Normal Depth 0.27 ft t Critical Depth 0.28 ft Channel Slope 0.00560 ft!ft Critical Slope 0.00509 ft/ft ' Bentley Systems, Inc. Haestatl Methotls Solutlon Center FlowMaster [08.D1.068.00] 2/12/2008 7:53:33 PM 27 Slemons Company Orive Sulte 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1 STR 317 Irregular Project Description }m ^4~ l i j3-ti i ~ $.. m.. ~ s. m .., ~.ti ~ ~ _ . ,. ~~ ~ . ... _~',.~ "ti Friction Method Manning Formula Solve For Normal Depth Input Data ~i ~. ~' ' Channel Slope 0.01000 ft/R Discharge 10.64 ft'/s Section Definitions 0+00 754.00 0+18 753.89 0+43 753.76 0+54 753.74 0+74 753.78 0+94 753.92 1+49 754.22 2+30 754.50 Roughness Segment Definitions Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Critical Slope velocity Velocity Head 2/12/2008 1:54:30 PM (0+00, 754.00) (2+30, 754.50) 753.74 to 754.50 ft 0.13 ft 5.06 ft' 63.98 ft 63.98 ft 0.13 ft 0.14 ff 0.00550 ftlft 2.10 ft/s 0.07 ft 0.013 Bentley Systems, Inc. Haes[ad Methotls Solution Center FlowMaster [08.01.058.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 ' STR 317 Irregular Results '~~ , r ~ ~ ~ . r," n~ Specific Energy 0.20 ft Froude Number 1.32 Flow Type Supercnhcal ' GUF In'put.D'ata "' ~ ~ a ~ a 4 93 , k . n. ,ck wv x ~ ~ , ; . Downstream Depth 0.00 ft ' Length 0.00 ft Number Of Steps 0 GUF Output Data- r t ,.` "~ ' fi. ~ ~ .. ..... _ _. ,.~. ~ .. ..~.~~,.vs a ,.. ~ a~~ _ ~. ~~ ... ., ~ Upstream Depth 0.00 ft ' Prof le Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upstream Velocity Infinity TUs Normal Depth 0.13 ft Critical Depth 0.14 ft Channel Slope 0.0100D ft/ft Critical Slope 0.00550 ft/ft ' Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.07.058.00] 2/72/2006 1:54:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 A ~ A ~ W ~ ~ '~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ^~ r ~ ~ ! ~ r ~