Loading...
HomeMy WebLinkAboutDrainage Reports - 09/25/2007North Star �aaft, design, inc. September 25, 2007 Basil Hamden City of Fort Collins Stonnwater Utility 700 Wood Street Fort Collins, CO 80022 CRY Of Ft • RE: Amended Drainage and Erosion Control Letter for Redtail — Major Amendment Dear Basil, This letter is intended to address the changes in the drainage for the Major Amendment #1 for the Redtail development caused by a revision to the proposed site improvements. The revised site improvements consist of replacing the approved 12 residential structures and underground parking with 4 commercial buildings and associated parking lots. The overall runoff patterns remains essentially the same as approved with the Final Drainage and Erosion Control Report for Redtail by North Star Design, Inc., dated May 10, 2006. All stormwater from this development is conveyed to the existing ponds through storm pipes and overland sheet flow as approved. All storm pipe material and sizes has remained the same with this Major Amendment. The overall storm system has been revised slightly by extending the outlet of Storm 1 closer to the fabric lined drainage swale (to reduce erosion potential) and the addition of Storm 10. Runoff from this site generally flows from the northwest to the southeast. Runoff from Conejos Road will flow south by curb and gutter to Storm Sewers 1 & 2. Stonnwater from this area is conveyed to Pond C and filtered through the wetland areas prior to being conveyed to Fossil Creek. With the revised layout the overall site imperviousness has increased from 57% to 64% and the runoff coefficient "C" has increased from 0.65 to 0.70. Storm sewer and street capacities have been recalculated and revised as need to maintain proper drainage. The following paragraphs describe the basin flow routing within each basin. These basins have been delineated to reflect the revised layout. Basins 1-14 are described below and basins 15 —24 have remained the same as approved. Basin 1 contains a commercial building located in the north portion of Lot 6. Runoff from the roof in this basin is conveyed to the west and tied to the drainage line located to the west side of the building. Runoff from this basin is conveyed to Pond C. Basin 2 contains a commercial building located in the central portion of Lot 6. Runoff from the roof in this basin is conveyed to the west and tied to the drainage line located to the west side of the building. Runoff from this basin is conveyed to Pond C. 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone . 970-686-1 188 Fax it Basin 3 contains a portion of the west half of Conejos Drive, landscaping, sidewalks and a parking lot located between buildings. This basin is located to the east of and encompasses portions of Lot 6. Runoff from this basin is conveyed by sheet flow and gutter flow to an on - grade combination inlet. Runoff enters Storm 2A and is conveyed to Pond C. Carryover flow is routed to Basin 6. Basin 4 contains a portion of the east half of Conejos Drive along with associated walk and landscape area. Runoff from this basin is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Runoff enters Storm 2A and is conveyed to Pond C. Carryover flow is routed to Basin 7. Basin 5 contains the parking lot north of Cameron Drive and east of Conejos Drive along with associated walks and landscape area. Runoff from this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point. Runoff enters Storm 10 and is conveyed to Pond C. Basin 6 contains a portion of the west half of Conejos Drive, landscaping, sidewalks and a parking lot located between buildings. This basin is located to the east of and encompasses a portion of Lot 6. Runoff from this basin is conveyed by sheet flow and gutter flow to an on - grade combination inlet. Runoff enters Storm 2 and is conveyed`Cb—Fond C. Carryover flow is routed to Basin 10. Basin 7 contains a portion of Cameron Drive, with some walkway and landscaping area. Runoff from this basin along with carryover flow from Basin 4 is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Runoff enters Storm 2 and is conveyed to Pond C. Carryover flow from this basin is routed to Basin 8. Basin 8 contains a portion of Cameron Drive, with some walkway and landscaping area. Runoff from this basin along with carryover flow from Basin 7 is conveyed by sheet flow and gutter flow to an on -grade combination inlet. Flow enters Storm 6 and is conveyed to Pond C. Carryover flow from this basin is conveyed to the existing south roadway curb and gutter on Cameron Drive. Runoff is routed to Fossil Creek through existing flow patterns. Basin 9 contains a commercial building located in the south portion of Lot 6. Runoff from the roof in this basin is conveyed to the west and tied to the drainage line located to the west side of the building. Runoff from this basin is conveyed to Pond C. Basin 10 contains a portion of Conejose Road, the associated walks, street and landscaped areas east of Lot 6. Runoff from this basin along with carryover from Basin 6 is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point in the west portion of the cul-de- sac. Flow enters Storm 1 and is conveyed to a drainage swale, which leads to Pond C. In the event the inlet clogs runoff will overtop the crown of the road and flow to Basin 12. Basin 11 contains the driveway into the south entry into Lot 6 parking lot. Runoff from this basin is conveyed by sheet flow to a concrete pan and is conveyed to Storm IA. Runoff is routed 2 through Storm 1 to Pond C. Basin 12 contains a portion of the east half of Conejos Drive along with associated walks, street, and landscaped areas. Runoff from this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point in the east portion of the cul-de-sac. Runoff enters Storm 1 and is conveyed to a drainage swale, which leads to Pond C. In the event inlet clogs runoff will overtop the curb and gutter and flow to Basin 13. Basin 13 contains the parking lots located to the south of Cameron Drive and to the east of Conejos Drive along with associated walks, streets and landscape areas. Runoff from this basin is conveyed by sheet flow and gutter flow to a Type-R inlet located at the low point. Runoff enters Storm 1 and is conveyed to a drainage swale which leads to Pond C. Basin 14 contains the building located in Lot 5 along with landscape areas. Runoff from this basin is conveyed by sheet flow to the drainage swale where it is concentrated and conveyed to Pond C. The storm conveyance system for this project is a surface and sub -surface system and has been designed for minimal maintenance. The proposed storm sewer system will be owned and maintained by the HOA and the City of Fort Collins. The HOA shall maintain the storm system outside of the right-of-way and the City of Fort Collins shall maintain the storm system located within the right-of-way. See the attached drainage plan and supporting drainage calculations and the previously approved drainage report for more detailed drainage information. Please let me know if you have any questions or need any further information to approve this drainage addendum for Redtail development. Prepa Troy Proje 3 Reviewed by: Patricia Kroetch, P.E. Project Manager APPENDIX A SUPPORTING CALCULATIONS W m r 1�-.y aNMR 1 9 HARMONY ROAD 0 K w Q 0 N f Zof e � r Z > / O 0 U Z J w m y` ` V O SM m o. PARTNER T T7 RES aw<r 0. t L::L6 VICINITY MAP APPROXIMATE SCALE: I" - 1000' SHEET 1 OF 1 DATE: 3/4/04 REDTAIL PDP North Star -��. SCALE: 1" = 1000' VICINITY MAP design, inc. Unit I DRAWN BY: TDS Windsor, 80 50 sor,CAutomColorado Windsor, Colorado 80550 Fax: 970-6 611839 8 JOB NO.: 173-03 Y ■ _ a ■ 0.35 .62 ( 1 r+, ■ o.1e .6s i ■ ■ _ ■, s ♦r ■ 6 ■ 0.0■ .71 y I as oV. A ls; `1; , ■ A�'w�f'��!■!wO'lYR7! T N ALL PROTECRD NEMANOS 91A NOT BE DISTURBED. [' PROTECODII 0, ME METuUc 5 llv D BUT NOT UNITED TO T11E USE V MT PENCE AROUND THE BOUNOMY OF 1NE PROTECTED NBA NO TRARIC OF ALL M■e TMOUa1 i THE PROTECTED AREA MO NO ST%XPBINO MATETBK WT1M, Um' O SAD BCUNJO m .T Oi PROrz m MEA go- 1. ME METING aDINNIHAS PLAN FOR POND BUFFER AREA R DRAINAGE SUMMARY TABLE IIESw1 POSIT ArrA M ATDN AREA (Aa , MO am 1, Oc) 01,90 Tc (Um) INN, 0 Oo) 0 (1w) 1 I a1J am LM DID >D D.n Lw x E ale am l.m DID DID an in 0 O o.a5 a." an a0 DID I.m xw 4 4 an aw I.m sa DID an 1." 5 5 D.37 an am DID SD 1.20 155 6 6 am 0.73 0.12 DID 10 am D.eN 7 7 a15 Mgl l.m 50 a0 am LIAR e e a14 aw moo ao ao am 1.42 B R an o.w 1.m DID 5A an 1.73 tc 10 QM ota am so M am 1.65 tt 11 aN aw 0.79 a0 ILO DIY 1.4> 1] 1J 0.24 an an ao DID oeN xn 1\ 1 11 "1 0.65 I.m 50 .5n 2m 5.n 14 1 14 a61 D.54 0..40 ao u tDl xw , 40 30 0 40 Bo SCN.E: 1' - 40 ❑ {jmg C1 6�� vo(yffiffiffiv C 0 12 O Q o _ i .I LEGM DESIGN POINT N BA9N CRITERIA 0.60 0.45 RUNOFF COEFFICIENT (CIO) AREA IN ACRES FLOW DIRECTION EXISTING PIPES ® PROPOSED STORM PIPE ■ PROPOSED INLET LOCATION m FLARED END SECTION ■■■■■■■■�■■ BASIN BOUNDARY -- -- EXISTING S' CONTOUR -- - - - -- EXISTING 1' CONTOUR ` PROPOSED 5' CONTOUR +Nos PROPOSED E' CONTOUR PROPERTY BOUNDARY - - - - LOT LINES EASEMENT LINES - - RIGHT-OF-WAYS ........ BUFFER BOUNDARY EXISTING POND SUMMARY TABLE Nano rzt 9•aAE F1EVAl1ON POND A ('EST) 498BlD 49117.Bt PANG A (EAST) 4ee.= 4107.0L POD B 47e.04 onB Pao c 4a4 4MU CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800.922-1987 C" 2-BUmIE4 DAYS N MNMCE RXI THE M .wDIaaG OFEIOODRUNDERGROUNDYDBFP UTLLTEa.rz 6 H Z Lu J zQ Z IL W 0 LLJ W p z Q N0� Q If r 0 i cQ C City o! Fort Collin., Uo!olodc 'JTtL1iY PLAN APPPOVA! , 4^PRO, I_ '.11lccwG Fly ..... ..._.._���----- --'= - SHEET O]ir• < x�.T�,.e1:, U:ny A 1. now 14 75 1-7 PoN. a Nw: C rD<EL BY..___. _ EY1r -''-"". 14 OF 48 ..._�`-':'.. N0. 173-03 LEGEND DESIGN POINT N BASIN CRITERIA 0.60 0.45 RUNOFF COEFFICIENT (CID) AREA IN ACRES FLOW DIRECTION _-_--__-= EXISTING PIPES ® PROPOSED STORM PIPE PROPOSED INLET LOCATION ' FLARED END SECTION .......... BASIN BOUNDARY -- -' - EXISTING 5' CONTOUR EXISTING Y CONTOUR PROPOSED 5' CONTOUR wm PROPOSED I' CONTOUR PROPERTY BOUNDARY - - - - LOT LINES EASEMENT UNES RIGHT-OF-WAYS BUFFER BOUNDARY DRAINAGE SUMMARY TABLE 0®w PONT AAFA p ATXN AREA (ACRES) a2 naO 1c ( I (YIN) Tp (1D0) (MRI) 0 (2) (CFS) 0 I'M) (m) 15 12 am 0.91 IAO S0 5.0 O.EO yap 1E 13 ale a93 1.00 50 SO 0.4.T 1S9 1] 14 am am I'm 5.0 5.0 1.9E yn 1E 15 am a]e am 5.0 a0 O.Te 3.41 19 1e MAI am ae] 12 50 0.e1 Igo 20 1] 0.41 0.92 I.00 &0 5.0 1.07 4.0E T 1E 0.10 0.92 I.00 SO 5.0 22 19 O.n 0.]6 115 3.0 10 1. >.y] 2J 20 CAB aw 0.M a0 50 0.1E am N 21 0.01 0.95 I.W 5.0 5.0 0.12 0M w osl - _ _ _ _ _ me 052 W S2E 0.15 QS] 9.0 0.] J.N 15.1E O53 053 2.3] O.eJ O.A 9, 9.3 I 3.33 I4.E1 WATER QUAUTY POND SUMMARY WATER OIIAURY - 9nNNE am Acn. w RDEAm RAZE am Cry SPILLWAY DEVATOM 4M.10 SPILLWAY LENGTH ly0 1mvFt SALtMY HDY 2L5 CE5 loom �uY DEPTH 1.0' CALL Un LITY NOTIFICATION CENTER. OF COLORADO 1.800-922-1987 E 86OR 2-0.9m5 MK N A VA 5 YDJ 01a ORM3E d EXL99AlE ipl ME YAAAWM. 6 UpEAVMUp YESNEA 111011aS ALL MTE= KI ANOs SHALL NOT BE OSTURma PII IXIN OE TO: 9111AND5 91CMA[ RR NOT UNITED TO TIE USE 0E XT FENQ MIOUND THE BOUNDARY OF TIE PROTECTED AREA NO TRYTIC 6 ALL IUN, TNDIOH TE PROTECTED AREA Np w STx'WeNG WTDeK WT 1w OF SAID muwa R5 OF P101EC1ED ARG 1. SFE ERSTNO OONpTpCi 0.AN FLR POND BUEiER mu POND SUMMARY TABLE NORYK YYl 5NLL EESVATON PpB A (W= 49Ee.w 19S)d! P A (FIST) 49M.32 IRE>.O3 POED B KTSW 19]e.2A POND C NSE.N N'.e.SA 40 20 0 40 SCALE 1' 40' BO 7 pp mm j C @ � _3) IEYMAP a o_ J t T,. I . I 1 i i y 11 / 23 0.18 .JS IIi �I.I fill 1 \ W h ,1 J 0 0 1 d � 1 � 1� I 1 I ' � ' WttCT RLNOFT TO �'! �,'FV. EtOSTNG NEB ! A -A 1M6 /. af.., SHEET iTR CR0.S5 .. ,33 6 N 5 C s F- Z 2 J Qz Z a W O LJ cr a p z Q O Q fr H o O a ,- Ciiy of For: 001iimt, folarodc UTI.ITY PLAN APPROVAL CHECA(:C DY: /1i - « vex - 'o,l. SHEET OETAL AM .1 .1�1/It W Ut.4 �-•'1 �Qy �CH:i.:[D Pi:}L- SWALE CROSS SECTION i _ `+ U q' cal. ��i 15 ---f�•ur��Y�. diii Xeo IYn Wlr Job No. - . % a`T�iG• 73- 03 11 --- - - 1 // cc t SF U. W t-I^� i '.Y• , ',..nor m orsnlem \ ./ �--- \ I W xo D 40 BD < ! I. ! �..I �S O :Q -.-. ,Ai/' SCALE t• Mo' lj SFUJI / '\ r r t 1 .mil V L C 16�oc� IJ L 0 o OtMAal a�E I ` .�.. , ' ��\,• \ — _ _ _ _ _ _ — _ EXISTING PIPES I I I . r — _.' _ ,- *5- ' - - - , , ''� \ _ _ _ _ _ _ ® PROPOSED STORY PIPE 1^ . Is PROPOSED INLET LOCATION /• I + i I / InI I I Y Ny*� `\ �\ �' , \ Do FLARED END SECTION I ' EXISTING 5' CONTOUR EXISTING t' CONTOUR F A+� I'I a I I 'KJ \-\\ ` �`\ PROPOSED 5' CONTOUR t �; �,��'" I.. 1'` 'P I T' 1i\1 S -�0 \�•\ IPm PROPOSED ,' CONTOUR � \ r PROPERTY BOUNDARY I I LOT LINES 1 1 / :' . \ L ' ' \ \',`\ — — — EASEMENT LINES t RIGHT-OF-WAYS . _ i I, 1 �.� BUFFER BOUNDARY L i RIPRAP I -�. v�• i/� 1 I� a ILLS`' .MONK SFj+ ./. �:" \\ ' I - `1�' •i ;,,, `�t ��\ �. /' r jBf—iBF-1BE' SILT FENCE IL, IP O INLET PROTECTION E . �l .,OOMt 11a0 C r I ' \ OLYATAWLL, CONSTRUCTION ENTRANCE ju " [1"/ l *. J. ♦ �� i ST SEDIMENT TRAP .00� WATTLE Yt iFF I ` ALL AOTE A Mai fE oanfm. VMPIERIOI OF NE WRLNIO$ ,MalA:C Nn MOT Uum m ➢ E OZ Or Wi RMOE ARoaMo R fNAIWAY o- w o Xctm N MO WMTIC a ALL KINDS ,MNIa. W Nq== ACA AND No 5VXKI LING MARR,K M,MN IW OF SAV NXft I OF "107D ,m NRA 1, fQ oo G C UN$ RAM FIX POND NITER NEA 2 POIa A 9,2LL INOL9A,DIm'AM I CO,fW TKK or „[ L PpOXOSRML ArO usm As A mIEMr nu, salon ro Y 1OIOMD PfIM To PLAIa 1 OAANIIF N [IISINr Pao$ N4LL Z fCVIFim NINY. PNA4 1. b S m CALL UTILITY NOTIFICATION CENTER OF COLORADO (n 1.800.922-1987 W BF �E�OI ZXa O�MPA�MR R)A R[ MARN,f or umNXIuO Mom, VI.EIFS City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED eT'r ff ow SHEET CHECKED BY: aMv f M-Mef,N Im v Dfr CHECKED Br CHECKED BY. ' PO4 f N,sM-bn DARN CHECKED BY: 15A OF 4B ' inllk [naM- OMN CHECKED Br. 'J0M M� 173-03 ' MN/P M-OMa WN I LETS CALL UTILITY NOTIFICATION CENTER OF COLORADO 1.800-922.1987 _ I DESIGN PANT 0 EXISTING 3' CONTOUR EXISTING 1' CONTOUR ' SILT FENCE GILL ib1191t3f un x ADYANQ �� � awCQ � �R ❑ O $ 2$ 8 * *_T N1 BASIN CPoIEPoA PROPOSED 5' CONTOUR IP O INLET PROTECTION .9 9 y �' 0.60 O.AS RUNOFF COERICENT PROPOSED 1' CONTOUR C O4 W AREA N ACRES OCE CONSTRUCTION ENTRANCE - All F[OTEORD lTNOF 944 NOT W 0=ro . V FLOW DIRECTION - - PROPERTY BOUNDARY FRorzcllm o TK cn.was xrunG an NOl WTm ro M ug ar aT FOIa ARQNp TT[ BOUNDARY OF T[ g TV=l AI NO TNFTC OF Nl Iaos Twaua ~' _D O Cn Oe Q LOT UNES 5T SEDIMENT TRAP a Aro "D sT000ANc IYTDRA. WTIN1 lw DF sND IX NCAR[s EXISTING PIPES - - - - - - EASEMENT LINES ® PROPOSED STORM PIPE - - RIGHT-OF-WAYS O Woo-� WATTLE fmin` O �y O0 LJ PROPOSED INLET LOCATION .• .. BUFFER BOUNDARY T. SQ OOSTNG FDIxPOTS Ihµ iM PPD BIFFfA ARFA ' FLARED ENO SECTION L FVO A !WL K R ATD[D x.RxG D[ mQl-FDOrT OF TI[ PONO QOSyF ND USED AL A RyxpT TRAM. SFDMDR A S ROgkD PRgI ro FLLAIG ESL �j u 'o. RIPRAP a aeAORIc x DRSRNo Nmot sxAu K ovacTm wFmc rHASE T. KEYMAP N 0 W IL 0 Z LU U LL LL W 0 U LL LL 0 Z O O N N C 7 @ @ C 7 'C @ C @ w = U) N d r C U N @ C O) O @ U r @ O 0 LL E O O T fn U m O m c+) M L d0 .O Q. v E a 0 co .2 E C O O •I) N EF 7 N _O U Z 0 O. c E 7 �o a a C C EE d N L Q 01 D @ 0 E y U y o @ 0 a L N C N O Q y N U C 1] a N N U ._ E @ O a a `tLs CD U co U N y 2 U 7 C � L co U N U C (ccoiE3 N y O U @t > U 7 o � U 0 0 d 0 U O O @ L 0 c7i 2 2E co7 .27 W CaII II C II w U UUQ IcQ N 7 O O 0) 0 CD o_ E 0 C 7 U U In O IA O O) O) O N O O O O OO U Y LL O O R m m o w w w w N N 0 ao in ao N o M N rn r N N r v rn E Iwi zZ U m m On N co o M n r M n CD rn o N ro N v N M �n r N o N r w m w w W Ol A N N W N O V O sOs�� th M N lA V N CO o- O N th M O M a00 N Q Z O M M M N g QQ M M R M M O O O N ' O > Q N N W O' 0 0 t0 tOD O MN O O N M O O c00 N I� a Q V (V iI1 M O C6 N N M O 0 O O O N O 0 O O 'O 0 Q N N N O O O O O O O 0 0 0 ' r O O N tD 1n N A F O' N O A N N O M 471 M 0 Q v ^ ri N r V 6 D A m aO O N N N W J H U M M O N N O N N N O Q :° 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 M CJ IN z z O N m N M? N N A N N O N M V (0 Uz 00 O 7 N N w 0 7 c voi _rn O o O E O O O N y 0 Q 0 c o c Z ro 3: r � 0 c O E M Lo Cl) II N � O O) E LL O E 'C N _ O E c a 0 N Q O7 � U U W C � O N N O y Z N L Q O ca L C LL j O K 1— a Z N m Q Z ::] N r w a () Z o -I + N y~j U m O U c C O U E co W Z c O O v E > OR II + ,_ _ J _T U d II II II N N W V w w M r` N O A O '- N II U } z F O F F F W U O F U a Ca N 0 N Y J LL Y Q o W 0 W W N J LL O 4 Z m C M Cl d r r N m O r d O N« N V. m Ev -o� - o - moo.--o ni vi N i� CI G Y W U N J X -W �-N N n O O N O m O N N t00 N N N 00 u 7 + U + � m N Un N M r r m O m 0?M m � O m « ` v m A O m N r o E o o ao � �doo��o��o m a 0 o f0 a reo LL J 2 _ d" m N d m m O m 0 0 0 m d m N d N ] M tC N N m N O d N N w N N N Q 2 U m c t m m m m m m m m m m m m m o 0 0 0 C C m �O O M M M W W O O O O O O O O O O C O 0 0 C O 03°m voi o n 000� Um o 0 t9 N .... N O« CV d d O N (V LU F J 1� O m p O N m m N m O O O m O r O O v N N d N N N N N J ll � z _ C m O r r O O M N m m M Il, d a� N E N N< of NN N N 6 0 O O O O N 0 0 0 0 0 0 0 0 0 ' O O N ._. CV O N (V m N ri Q (V N W N N O M M Z C< N N N N m O O O O O O O N N N N N ... N N m N m d N N N N N N J W 0— m N N O r M O m d M N N d N r (� M m m m m r r m m m m m r m M d N W O G o 0 0 0 0 0 0 0 o G 0 0 0 0 F z F N N ' m N M r M. m 0' N N. an d N N 1p m m v O N N O O O O O O O G G O 0 0 0 M N Z m0 O O 7 N 2 N Z F mi Q N Z y N N 7 Q W d 0 0 0 N O O c O LI W 0)N C C c ca N U O 0 O r I I U 0 Y LL Y Q f o W � w w rn 0 0 0 0 0 0 o 00 m O 4 r r N (0 V O M �- � — -- fn m ti O « Y w U Z J v � 0 N M N M n n 07 0 A M M t0 0 0) C O M O N r N a{ N M O f0 ^ O O E� o MM Nmar000<o 0 mac; 0o 0 ot LL J zN m N O f0 f0 O N 0 0 0 N t0 N V N ._. M t0 fV (V C) (V C O N fV t0 fV fV Q S U � p O C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y Q o o o o 6 6 6 0 6 6 6 6 Q 6 0 0 w C O N Q N r N n 0 N n O 0 O 0 O 0 N r 0 N r W N 0 O O 0 a p} N fV � W f ~ J L O O N (0 N 0 0 0 O O V1 4 TILL J 101 c M o r n O V o M N m M Q! N Es � N � N V I M (V N N � Nr fV N 0 0 o 0 O e N "" N O N (V 0(4 C) O N fV N fV w W N N N O ' 0 0 N M M O Z V N N N N 0 0 0 O O N N N N N ... M N � N N W f0 N N N V N N N N J r J— CJ N N O M n M r n W O M t0 N V t0 M 10 N n N m V N n W O o a 0 0 0 0 0 o O C 0 0 0 0 0 O G F z F N N M N r n M N` r A a M M d Q 0 0 M 0 0 M O 0 O 7 O 7 O 7 O N O 7 C N O N 0 E 0 N m N C1 Z N M Q N M Q N N r m W O N M O y N N mU pOO V) 2 N Z H m Q N Z N M V N (O r G> 0) O N M V Q w a O 000 N O z ° a C7 W 0 0 } CD O r Z Q r Z W U Z O U LL O lccLI L F Lo N I U 0 Y LL K � i W o o W W y J Z•• E� nvi vih vin ui vi uih vi vihh ' of of O M V T O N 7 1 T W '- 7"R7 7,12 «o c2 of f/1 _ O « Y W U Z J S QS C N M O O N O O N 0 u � II "" cp i0 t0 V O M N fp (p m M M 101 ' h i0 O O M N N N .- .- N N N N N w Ol C o O' M o 1 0 V o IA M (O 0 O 0 .E 0 0R a0 « N <o o rn 0 op o J v O - 0 0 o LL J zN m N < <O �D O �D O O O (0 V tD i0 O i0 z i m 0 N N m N O V Ni N 0 N lV h Q S U o+ a, ct mm�o �c co �c co so �o co co �o goo 0 0 C O C = O O O O O O O O O O O O M O O ' M O M O W m 2 O O O O O O O O O O O O O O O O O^^ O N N t0 N o O O N 0 N I p O O e M 1n n n O O O n N N � O o N o«« N V O O W � f L � � A N O N — IOi O O« « N O « N n « N M N O 0 1 J F 5 « �D O) N � E 0 OF 0 0 N O �- O« �- O N e o o N o 0 0 0 0 0 0 0 0 O O O N O Ni N m N m 0 N N c0 N N O O M o M N t o O O O O O O N 0 N 0 J O % U O O o h O 0 O N m O O 0 O O O M N M T O M O V i 0 r Q U � 6 O — o 0 0 0 �- 0 •- G O O •- O O O J W J� M IA N O 1� M O t0 M N In y Ifl h � Z — F m d N 0! M M 0O m � �.^- N me N �O t0 M N M N ON Z N M 0 O O j rn Z Z m Q N Z l N C l y N y W a O 0 0 0 onac LL LL O Z D Y Q W a � O W } W J Q z Q F- 9 (D U LL O N E C N N N t N U -2:, (6 t N c U U wm N C N m (0 N p Q w C Q) c p a L w II II II ` II Q C% U U II Q U U 11 0 O 0 J LL N }o Y o Q w � w w N z N M N W O O M M N N N O) M W O r a w W O >- E m5 w o a Q U a a m M O O M M It N N N W M T O N N O M M� U� N LL) O c0 N N O N w 4� u) O M N 00 W cq of w m N W m W c0 w W N ro m N M N N (V N fV N .. N N N N N N N N N N N N U aa0o�Nro�nrnw m�cMo�mM auni U o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � nco �n�nrn����rnv mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M N LL LL O C Z N N M N M V N f0 n a0 W O N M O Np C 00 r r U N W K c N a p 00 O N a LL LL O Z Y Q a w O W _ } F- o W J Q Z O NQ 1.1. 7 0 J LL N }o Y K o a w w W N K n M n N o r f0 m M M {p M fD W N tp N QN .G M co N W H 0 � d LU W O E E c U d 0 0- 0 0 0 0 0 O 6 6 wwM. ao co m w M. Co mao N co � rn m c5 vvevvv6oevvvvo ni ni o E o 0 0 0 0 0 0 0 0 0 0 0 0 0 o rn E LLY N N N N N N t(j to N N 00 V W O N N N O I� M M O 00 tD O f0 M (D N In LL'1 yy N t� U O O O O O O O O N O O O O C0 O M O V O N O U M 7 M O N 7 7 N N N Q � N N fp 0 0 0 0 0 0 0 0 0 0 0 0 0 0 th fV LL LL o O d d h F o U co W s a LC-I)a' N N p 0 0 0 d LL LL O z Y Q a O } 0 W J Q z _O F- 9 N 2 U LL 0 E 0 w w C U N CO m N m m u C `� U N N N U C m O _ Co Y C y Ca. C 9 7 U U C! h N n U) Y Q f W o , O O N r N A N R N M <D V N O N p N N N 00 O N O o o .- LU 0 O} E o c 0:o w'o M v r — w o a a U O O N N (p O1 N N N M N M a0 r A V O o r <D A N c0 N O A N V. N. N O N N N N cr N N N N N N N N N N N N N N a - N O m O) m O) OJ m m m O) O) m m O � O) `c, 5 of ai of of of of ai of of ai of of of ai of n E to LLi N N tN N 0 V O O A O N N O m 0 0 0) M O M A o oroo�rnornomrrnov NIA U A M M O N p N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M N LL 0 z Z N O N M N y ¢ O O O F cl W K (n O 00 O z_ x w w z cD z W w 0 0 r w a " o C) o Cl N mvm c M m m a. mo c ¢ rnU Wc E 0 O m (D Q a` N co 0 n 0 0 u Z c n c d Ol >� W > .) N N O L � C m 'r Z; U c o_ m 0a c 0 v tD N 00 � n � m o N m N H C 0 Q E n (n (n rn w m W w N w O o J_ NC7� n w w w m 0> O rn rn 32 v v v v v 0 0 o n r w O E o Ci c n v m J N O (O V n w w w w rn rn rn rn v v v v v E o N o m N c NN n 0 ao co C0 v O O) O) Q) d) 3 0 M n o o n N c 3 O O w O N M N (O 0 n co w co w y (3) 0) O) O O) v v v o a D E o (n n o (n o n o nw � w w> r rn rn rn 0) 0) 3— V7 v v v v 0 0 c')n 0 n O E o n M n o w >� rn rn rn rn m N C V V V 7 m T n o v v n O w n n N 0 N O O v V) O > N Q � L n O w W 0 p j W w V M a, Q 0 0 n o n o nc� rn w o v w M Lo (0 m (D U iy aN N w w 6M Cl)N m U w N O w E N W N V a) 03 w u7 O n CO u� > lL� U1 O In M V n N O O w O w O o N M O n U) v co L ^O cq O O m� c w M V V N LL7 V w N in � J C O N U U U U 0 y U1 C C c c C N a w w 0 n N N c Eo`0 U > Z � N in m J N (h v to drLaaa w`9 ;O' « / ) co } \ } } } } }o v §% co- \ \ 0LO \#\I{t\}\;§\ AQ §))$\}/ \) \ \$ � � /$l2f2r2 . \ �)f e © \\\ k)\ CL \ Ss )±`Lim) §\) 2\7 /2 \ L \ \ § k ) O Q N N E L O C co L, N on oq N d c) d N N 49 0 ro W Lh to n 0 0 N U c f / k k k k k \ k I . . too Go CID I . f . ƒ$§§)f ; )k/ \ j n Tv u ,��-/I-R a) bQ( jk� §.0 \) 2 tu. ]EU) Nn ^ �j bmk ; �§$ E \ ) Mƒg � i \\ = co\§ : ]� ub(;jIN . §\{ \ k9 1 � \ } , i \ [ i9}Z ) `§§� , °° ---®7; � u;c=)c !! ;Ema UM ` ;I= ��)� i (31 2co MU) w2\ \)\ 7 § k ON,N 1j CY) CL N CN 14 44 REVI E (n rn n v n (n n @ (0 m m N N v O m J N n n m m n m m m 3x" vvvvvvov 0 O O )O m m V N N E O n V M M m M O @ J m W N M n R M n n CO m n CO CO m 0) N 2 0) 0) 0) 0) 0) 0) O) f0 c v o 0 of of v o o n n m m rn m m m ar m o m m o m m 0rn v v a v v v 30 v v 0 E N n M N N 0 dc 3 M CO IT o ri IT co vi CO of o m c.0) m to-) m m m N w rnn rn rn m rn rn U v a Ni v v v v c E O o N m 0 O m N m n W 7 O m m N N r N (D 0) N m N R 0) n n m m m m n (n > C 0) 0 0) 0) M O) W O) C C v 3- R V V7 V 0 n N m N 0 (O N O E m rn co 0 0 o eo m @C N m, M r� V V N 0 > n n m m n m m m 0) 0) 0) 0) rn 0) 0) 0) n— v v v v ry T n O m N M O). O M M W M O M @ 00 0 0) n M (O n (O m N a>> rn rn U m m m rn u) a�� n n (n Cl m r )n o N O 0 0 0 O L Q) n v m m O N a c n U M M (n )0 v a)-... ri000ccoo 0 O (3) M y O) O Cl) O .0 .-. (0 V m M m V >@ w () N N M 0 m V LL n 0 U M o (n o M (0 (n E (n o (n rn (n 9 4) 30 i. LL U) N at tf O O n n n m n n rn o 0 o ao rn O o O M M N M N a o 0 0 0 0 0 0 0 L N O O O O (O O O (O O n O m 0 0 @ � N n v N Cl) n J c O@ U U U U U U U U 0 U) C C C C C C C C U �n )n (0 (0 m U m 0 a o E o'� Z N a @ J N tl) q N (O r a0 cCctaaaaaa vp� (ll N N V N c - O L N � C Q wc E 16 0 d U 0 a` Q ro 0 N 0 0 F U U j � a C U) 0) � N N O a N o t� Y y 0 a Z N 0 O O Qi n M O_ �a c rn 24 co (N N F 0 t0 n O is N �0 c 0 E k § I $ $ $ $ $ $ $ $ Cd Cd \ / k N 00 k 0) � \ ¥ ¥ ¥ 00 ¥ ¥ ¥ ¥ \ 0 \ o t 4 %$/ � §\$ E \}/ L. 0 \csj L- a. § 0 § $ t \tg &§co kk\ # •• kE2 jE§ k +\ § wee«c4 1�/\ LO _ �\ k �\w j=R7ma / 00 0) �cƒa �k��\§ 0 LO x j� unm «t $$ 06-6- ƒ 71 5 Nt: —t -- / �222�w C �t &w $ k0) �- © L-0 R0) �E 32a ? q } \ * 00 00 0 o 7 �» o /; E 0 �j 94 9 95 T - o $ o \ o E, 7 ## E \ o \ \ 0 77 5 wee#ca { Eem0U) ƒ lc��\ « -2 �§N0 f! n/ no _!N «E® \ \\ ego J � ZOO' E v/ Tl- v ct:� co Lo O M ou 80) J ZOIt E VJ n O W ID 0) It 8 8 2 0) 0) 0) 0) 0) It It d d q OO ONQ N 00 TO -V J f NNOLOO \° C op 05 , It C%4 MO MW TW TM VI VJ_ N NO LoO �u)- � J co M W N p CIP 60 5N" L cy) q � « c 2 [ CL k \ \ co � E .g / 2 t / o 0 0 0 LLJ 0 0 0 T 0 0 0 0 2 o& / o (d c / m 14 = / o o 00 / c / w 2 ¥ 0 � � V7 V7 % � V v It It 0 * � 2� clli �/ co ± @ @ �Z)22mm o 0Lo % N'f ^ < co o ( n + ® b o �a % - §2 ƒ /§ § Lm !� \ + 0 @ - 0 ) o _ ; 0 7 f §, o E 2 { o ) § \no �!@ Q)\0 rt0 \4-1 \ o= _ \_ y o n\ 0 , � 5 w�®§ -i # ate �°R - \z § G // S7E¥ 2 2--ame \ƒ\/@ N � G[ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a q \ § § ) ( § P� R R R @ @ R c R R R R § # « « « k � 8 \g\ IR / ~ �R# §f E \/\ 0 j § j + Cross Section Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Section Data Mannings Coeffic).010 Slope 1.00 % Depth 0.47 ft Diameter 10 in Discharge 1.75 cfs Cross Section for Circular Channel Piz\vim S �° ��'• - �n.OtI:IV to 10 in 0.47 ft VAN H:1 NTS Project Engineer: North Star Design, Inc n:\173-03 redtail\drainage\root drain system.fm2 North Star Design, Inc FlowMaster v6.1 [614n] 03/22/07 01:40:51 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 9 Cross Section Cross Section for Circular Channel Project Description Worksheet 12" PRIVATE STORP Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic ).010 Slope 1.00 % Depth 0.65 ft Diameter 12 in Discharge 3.50 cfs (Z��! awe STo�w� �iRcN,J `Z" S F'C 11otj 12 in 0.65 ft V:1 H:1 NTS Project Engineer. North Star Design, Inc n:\173-03 redtail\drainage\roof drain system.fm2 North Star Design, Inc FlowMaster v6.1 [614n] 03/22/07 01:42:15 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet 15" PRIVATE STOW Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic ).010 Slope 1.00 Depth 0.47 ft Diameter 10 in Discharge 1.75 cfs ?Q.IVzt�, QA vr�j STTa-w^ i s-it SEGi"1bt-J ft 10 in VA N H:1 NTS Project Engineer. North Star Design, Inc n:\173-03 redtail\drainage\roof drain system.fm2 North Star Design, Inc FlowMaster v6.1 [614n] 03/22/07 01:42:39 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 0 0 N LO N LO N N O co U G U r 0 LL rn ai 6 z N y O VJ fA N ` W W E .d E •. } } U 3 O ^ w o c y ( r Im U N w C7 d 0 T T U N O O m" V fh y O N N N N E r` } } u 3 0 C N 0 N 0) w m Om C! u .y O o N O _T U A r T M w cc N C v h 1� U d CL c 0 y A 9 x ce) Cl) d E a a Z y rn h N N W 0 0 K � 0 0 U .a) U U y C 0 Q c7 V a U Project = Inlet ID = Lu WP -3w<- - - � <- - - 1 Yd H � Gutter Ran wate r Flow Direction asign Information (input) !ngth of a Unit Inlet Lu =:::::::::::;:::::::5.00!ft )cal Depression, if any (not part of upstream Composite Gutter) alo., inches eight of Curb Opening in Inches H = 6 ' Winches de Width for Depression Pan WP logging Factor for a Single Unit (typical value = 0.1) Co ngle of Throat (see USDCM Figure ST-5) Theta = .:63.4Aegrees rifice Coefficient (see USDCM Table ST-7) Cd .67' fair Coefficient (see USDCM Table ST-7) 2.30 :)tal Number of Units in the Curb Opening Inlet No urb Opening Inlet Capacity in a Sump ,s a Weir lesign Discharge on the Street (from Street H# ... Q ........ ... .. 50 cfs /ater Depth for the Design Condition Yd inches otal Length of Curb Opening Inlet . . ........ . apacity as a Weir without Clogging QW logging Coefficient for Multiple Units Coef = 1.00 logging Factor for Multiple Units Clog = O.15 apacity as a Weir with Clogging . ... ........ 9.9'.cfs ,s an Orifice apacity as an Orifice without Clogging ... ...... Q01 . ...... .......... ... .8 :.::.:A:cfs . . .. �apacity as an Orifice with Clogging Q0a cfs for Design with Clogging Q. ..... . .... cfs ............ Percentage for this Inlet = Qa / Q. = C% = 100 OU % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet 1-1.xis, Curb-S 9/25/2007, 2:23 PM Project = Inlet ID = Lu WP WP 21. r%v Direction ign Information (input) Ith of a Unit Inlet Lu = 5'00 ft il Depression, if any (not part of upstream Composite Gutter) a,.., = 2 00,inches ht of Curb Opening in Inches H= 6 60:inches Width for Depression Pan WP =: .................... 3 OO It ging Factor for a Single Unit (typical value = 0.1) C0= ........ 0..15: e of Throat (see USDCM Figure ST-5) Theta ='634degrees oe Coefficient (see USDCM Table ST-7) Cd=;::;:::::::::::::6 ! ..... ..... . . . 67: Coefficient (see USDCM Table ST-7) CW= 2.30 1 Number of Units in the Curb Opening Inlet No a Weir sign Discharge on the Street (from Street Hk Q. . .......... cfs . ter Depth for the Design Condition Yd inches al Length of Curb Opening Inlet L = 5001 ft )acity as a Weir without Clogging QW = 9.2: cfs gging Coefficient for Multiple Units Coef gging Factor for Multiple Units Clog )acity as a Weir with Clogging Q .8.15 cfs an Orifice )acity as an Orifice without Clogging ......................... Q6 . F.I.XXX A ................ '�cfs . ............. )acity as an Orifice with Clogging QM cfs )acity for Design with Clogging Qa= cfs )ture Percentage for this Inlet = Qa Q° co % Note: Unless additional poncling depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet 1-2.xis, Curb-S 9/25/2007, 2:23 PM Project = Inlet ID = Lu WP --�W��---��----�� .Yd H FlmrDirection esigmInformation Vnpm4 angthofaUnit Inlet Lv .:M )cal Depression, ifany (not part o[upstream Composite Gutter) au.,= inches eight nfCurb Opening inInches H......GDQinoheo ideWidth for Depression Pan VVp=--�� ft logging Factor for aSingle Unit (typical walue=0.1) C"=-- �15. ng|eofThroat (see USDCYNFigure ST-5) Theta =; degrees rificeCoeffident (see USOC/NTable 3T'7) Co=......'���������O�T� ^eirCoefficient (see USDCMTable ST-7) C°=�—�2.30 Dial Number of Units in the Curb Opening Inlet No aWeir ;[gnDischarge omthe Street (from Street H# Q�= �s ter Depth for the Design Condition Yo=15 inches a|Length ofCurb Opening Inlet L= ft )acitynsaWeir without Clogging OVA cfs QQingCoefficient for Multiple Units Coef= ggingFactor for Multiple Units Clog = )acityasaWeir with Clogging O°°= cfs an Orifice )acitynsanOrifice �houtC|ogging v� Dm= ofs )ucityasonOrifice with Clogging OM= cfs 3acity for Design with Cloggin �= cfs 3turoPercentage for this Inlet =0. C%=����������� Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet 1'3.xls,Curb'S 9C25/2007'2:23PIN COMBINATION INLET ON A'GRADE Project: Recitail Inlet ID: Inlet 2-1 (100 yr Storm Event) Basin 6 Wp L WP Flow Direction Gutter �� of Grate Type = ^ Vane Grate h of a Single Unit Grate L. = 2.98 ft i of a Unit Grate (cannot be greater than W from Street Hy W. = 1.99,;ft ling Factor for a Single Unit Grate (typical value = 0.5) Co G = 0.50' ling Factor for a Single Unit Curb Opening (typical value = 0.1) Co C = 0.15. Depression, if any (not part of upstream Composite Gutter) abcai = 2.0 inches Number of Units in the Combination Inlet No = 1' gn Discharge on the Street (from Street H} Q. = 1.5 cfs r Depth for Design Condition Yd = 4.8 inches Length of Inlet Grate & Curb Opening L = 2.98 ft of Grate Flow to Design Flow E. = 0.98 Velocity Vs (from Street H)) Vs = 5.13' fps h-over Velocity \6: Check Against Flow Velocity Y V, is: less than Vs w No -Clogging Condition :eption Rate of Gutter Flow Rj = 1.00 ;eption Rate of Side Flow Rx (from Street Hk R. = 0.44 :eption Capacity O; = 1.4 cfs w Clogging Condition Sing Coefficient for Multiple -unit Grate Inlet Coef = 1.00 Sing Factor for Multiple -unit Grate Inlet Clog = 0.50 tive (unclogged) Length of Multiple -unit Grate Inlet Le = 1.49 ft ;eption Rate of Side Flow Rx (from Street Hk R. = 0.14 at Interception Capacity Q, =I'; 1.4,'cfs /-Over Flow = Q,-Q, (to be applied to curb opening) O.U. =F � _ _D.OI cfs ant Slope 4 (based on grate carry-over) S. = 0.1835 ft/ft :d Length LT to Have 100% Interception LT = 1.57 ft igCoeffcient Coat= 1.00 ig Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 ,e (Unclogged) Length L. = 1.57 ft No -Clogging Condition ,e Length of Curb Opening Inlet (must be iT) L = 1.57 ft ption Capacity Q = 0.0 cfs Clogging Condition Interception Capacity Q,= _ O.Ojcfs Dver Flow = 4, b-% = % = O.D; cfs e Percentage = Q/Qo = C%, =1 100.01 %, Inlet 2-1.xls, Combo-G 9/25/2007, 2:23 PM "COMBINATION INLETON A GRADE Project: Redtail Inlet ID: Inlet 2B-1 (100 yr Storm Event) Basin 4 Wp L WP t--------IC--^-- Flow Direction cuab I ^ g lttel,`` of Grate Type = , Vane Grate h of a Single Unit Grate L° _ , 2.98 ft of a Unit Grate (cannot be greater than W from Street Hy W. _ 1.99'ft ing Factor for a Single Unit Grate (typical value = 0.5) Co G = 0.50 ing Factor for a Single Unit Curb Opening (typical value = 0.1) Co C =' :0:15 Depression, if any (not part of upstream Composite Gutter) a,°°„ = 2.0 inches Number of Units in the Combination Inlet No = 1 1n Discharge on the Street (from Street H9 Qu = 1.7 cfs r Depth for Design Condition Yd = 3.9 inches Length of Inlet Grate & Curb Opening L =. 2.98 ft of Grate Flow to Design Flow E. = 0.54 Velocity Vs (from Street H}) Vs = 2.69 fps h-aver Velocity \6: Check Against Flow Velocity )d V° is: greater than Vs r No -Clogging Condition :eption Rate of Gutter Flow Rr = 1.00 :eption Rate of Side Flow Rx (from Street H1Y R = 0.47 :eption Capacity Q; = 1.3 cfs r Clogging Condition ling Coefficient for Multiple -unit Grate Inlet Coef = 1.00 ling Factor for Multiple -unit Grate Inlet Clog = 0.50 live (unclogged) Length of Multiple -unit Grate Inlet L. = 1.49 It :eption Rate of Side Flow Rx (from Street Hey Rx = 0.15 at Interception Capacity Ct.= ° ` 1.0cfs r-Over Flow = Q,-% (to be applied to curb opening) 4 d, _ F--" `.._ ° "v0.71 cfs lent Slope Sb (based on grate carry-over) S. = 0.0648 ft/ft ad Length li to Have 100% Interception LT = 9.21 ft ig Coefficient Coef = 1.00 ig Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 ,e (Unclogged) Length L° = 2.53 ft No -Clogging Condition ,e Length of Curb Opening Inlet (must be d.T) L = 2.98 ft ption Capacity Q, = 0.2 cfs Clogging Condition Interception Capacity Q,=F _ O.Vcfs Over Flow = Q,b-% = Qb = _._661 cfs e Percentage = Q/Q° = C%=} - - - --=64.5j% Inlet 2B-1.xls, Combo-G 9/25/2007. 2:24 PM COMBINATION INLET ONA GRADE" Project: Redtail Inlet ID: Inlet 2B-2 (100 yr Storm Event) Basin 3 — — Wp L Wp C-------->t-- �r— Flow Direction of Grate Type = Vane Grate h of a Single Unit Grate L. =, 22.98 ft of a Unit Grate (cannot be greater than W from Street Hy W. = 1.991ft ing Factor for a Single Unit Grate (typical value = 0.5) Ca G = 0.50 ing Factor for a Single Unit Curb Opening (typical value = 0.1) Co C = 0:15 Depression, if any (not part of upstream Composite Gutter) alomi = ` 2.0 inches Number of Units in the Combination Inlet No = 1 In Discharge on the Street (from Street Hj? Qo = 2.7 cfs r Depth for Design Condition Ya = 5.8. inches Length of Inlet Grate & Curb Opening L = 2.98 ft of Grate Flow to Design Flow E. = 0.74 Velocity Vs (from Street H}) Vs = 3.56 fps hover Velocity \6: Check Against Flow Velocity Y Vo is: greater than Vs r No -Clogging Condition :eption Rate of Gutter Flow Rr= 1.00 :eption Rate of Side Flow Rx (from Street HY R, = 0.55 :eption Capacity Q; = 2.4 cfs r Clogging Condition ling Coefficient for Multiple -unit Grate Inlet Coef = 1.00 ling Factor for Multiple -unit Grate Inlet Clog = 0.50 live (unclogged) Length of Multiple -unit Grate Inlet LQ = 1.49 ft :eption Rate of Side Flow Rx (from Street Hy R. = 0.20 a[ Interception Capacity Q,=� 2.1jcfs r-Over Flow = Q,-Q, (to be applied to curb opening) Q... F 7 o.6cfs lent Slope q (based on grate carry-over) Se = 0.1434 ft/ft ad Length li to Have 100% Interception LT = 5.33 ft ig Coefficient Coef = 1.00 ig Factor for Multiple -unit Curb Opening Inlet Clog = 0.15 ,e (Unclogged) Length La = 2.53 ft No -Clogging Condition ,e Length of Curb Opening Inlet (must be LT) L = 2.98 ft ption Capacity Q; = 0.2 cfs Clogging Condition Interception Capacity Q. = < " ` o.2 cfs DverFlow =Qum-Qa= %= _,_o.4[cfs e Percentage = Cy/Qo = C% =1 1 85.1 j % Inlet 2B-2.xls, Combo-G 9/2512007, 2:24 PM Projactz Inlet ID = Lu WP --���---p,-~-*,<---r1" .Yd H ' Gutter pan Flow Direction esign Information (input) )cal Depression, ifany (not part ufupstream Composite Gutter) awm,=' inches eight ofCurb Opening inInches H DO)nches ideWidth for Depression Pan WP= ft logging Factor for aSingle Unit (typical value =O]) Co= (I ng|euJThroat (see USDCMFigure ST-5) Theta ='`` degrees rificeCoefficient (see USOCYNTable ST'7) Cu!....!.....O/87! /airCoefficient (see USDCyNTable ST-7) Cw=���� :)tal Number of Units in the Curb Opening Inlet No maWeir mmigmDischarge pothe Street (from Street ak O0=3.6, cfs 'atmrDepth for the Design Condition Y«= inohoa :)ta|Length ofCurb Opening Inlet L= � opacityanaVVeirv�ihouiClogging Om= ds; logging Coefficient for Multiple Units Cuef= logging Factor for Multiple Units Clog= apucityauaWeir with Clogging O,,= cfs manOrifice apaci\yasonOrifice without Clogging Om= ds apaciiyasanOhwith OM= ds apacity for Design with Clonain�"= ��� apturuPercentage for this Inlet =C. C% % Note: Unless additional pondingdepth urspilling over the curb isacceptable, acapture percentage of less than 100% in a sump may indicate the need for additional inlet units. 9/25/2007.2:23PYN 9/25/2007 Riprap Calculations for Pipe Outlets LOCATION: REDTAIL PROJECT NO: 173-03 COMPUTATIONS BY: SB SUBMITTED BY: North Star Design DATE: 9/25/2007 From Urban Strom Drainage Criterial Manual, June 2001 (Referenced figures are attached at the end of this section) Q = discharge, cis D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft d = design depth at pipe outlet, ft D50 = median rock size, in V = design flow velocity at outlet, ft/s g = gravitational constant = 32.2 ft/sec2 Storm 1 (24" RCP Hydraulic Parameters Q = 10.25 cfs D = 24 in = d = 1.5 ft V = 5.93 ft/s Riprap Size Pd = 9.1 Type = L D50 = 9 inches Bed Thickness T = 1.75 " Deo = 15.8 inches Basin Length L = 4D= 8.0 feet L = D 5(V/2) = 4.2 feet Required Length = 8.0 feet Basin Width W = 4D = 8.0 feet Use: 8' Wide x 8' Long x 16" Thick Type L Riprap (Eq. HS-16) (Table HS-9) (Table HS-9) (Eq. HS-17) (Eq. HS-18) (Eq. HS-20) Riprapl.xls V City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes — 30 minutes) Figure 3-1a c DRAINAGE CRITERIA MANUAL (V. 2) 30 25 ft �Zf1 WE MMRAUUC STRU IRES -___-=_*Grouted 818 Boulders•: -sue - ;'y-:,f J;,;.;•;,r,:".',,?'.• '�ti ,•��'�1�;\.�:'�:::�J.;:���:'�•:'� �J;"• —==SCE ', _��__—�_ � : a• :. . \: • � r - --- -- - -;-----,-----,-----; r , r - -- r , r 1 2 3 4 5 6 7 8 Storm. Sewer Diameter, D, or Height, H, in ft. FIGURE HS-20 Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets—Riprap Selection Chart for Low Tailwater Basin at Pipe Outlet --' (Stevens and Urbonas 1996) 06=1 udw Drams a Flood Cormd Dbara HS-79