Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Drainage Reports - 09/09/2002
A628= NENORTHERN ENGINEERING SERVICES, INC. August 26, 2002 Mr. Basil Hamdan City of Fort Collins Stormwater Utility Department 700 Wood Street Fort Collins, Colorado 80522 RE: The Preserve at the Meadows . Final Drainage Report Addendum Project Number: PRE: 00-001.09 Dear Basil: Northern Engineering is proud to submit this addendum to the "Final Drainage Report for The Preserve at the Meadows," dated November 14, 2000 by Northern Engineering Services, Inc. This addendum has been requested due to the extent of drainage revisions necessitated by the revised site plan presented in the Minor Amendment to The Preserve at the Meadows submitted on July 31, 2002. The purpose of this addendum is to address the three major revisions to the stormwater utilities for the Preserve at the Meadows, dated August 26, 2002. The first revised area was the replacement of a flared end section with an area inlet directly east of Building C. The previous finished grades were exceeding a 4:1 slope beside the building. By replacing the flared end section with an area inlet, the drainage Swale slope was decreased to 0.5% from the concrete sidewalk culvert in Horsetooth Road; therefore, a concrete pan was added to the site to convey drainage flows to the area inlet. Please see the Swale A -A Flow Master output and the Area Inlet Performance Curve worksheet in attached appendix. The second area revised was the addition of a 15-inch storm sewer main east of Building D. Due to the realignment of the New Mercer Ditch, a larger drainage basin was required to drain away from the ditch and into the Site's storm sewer distribution system. Since the revised ditch grading did not permit us to sheet flow the drainage back to the parking lot areas, a new area inlet and storm sewer pipe has been proposed for the system. See Area Inlet Performance Curve worksheet in attached appendix. The final area of revisions to the stormwater utilities was to Storm Sewer Line P11. The parking lot was revised to maintain a 20-foot easement from the top of the existing ditch bank; therefore, requiring a small vertical retaining wall to be placed along the eastern edge of the parking lot. The storm sewer pipe was shortened approximately nine feet and an inlet was changed from a Type R inlet to an area inlet, allowing for maintenance access to the storm sewer. See Area Inlet Performance Curve worksheet in attached appendix. Due to the extent of the revised site plan and grading, the drainage basins were adjusted and new flows were calculated for the basins. The drainage swales were re-evaluated with Flow Master and the storm sewer network was re -modeled with StormCAD. The results from these calculations and modeling are located in the appendix of this report. It is noted here that in re -modeling the storm sewer network, we compared the site's time to peak flow with the regional detention pond's 100-year water surface elevation. We found that at the time the peak discharge from our site occurs (roughly 16 minutes), the regional pond is holding 0.14 420 SOUTH HOWES, SUITE 202 / FORT COLLINS, COLORADO 80521 1 970.221.4.158 / FAX 970.221.4159 acre-feet of stormwater. This volume corresponds to a water surface elevation in the pond of 5031 feet. Information pertaining to the regional pond has been taken from the report "Final Drainage and Erosion Control Study, Warren Farms, 3`d Filing, Single Family Homes" by the Sear Brown Group, January 2000. Please do not hesitate to call with any questions or comments concerning this addendum. Sincerely, N4an LNNGINEERING SERVICES, INC. M. Keefe Project Engineer MEADOWLARK DRIVE41 I ----- 1 TT i <l AJTTEas oN DRAIN NORTH I EAST TO 'AS :ki@444 9$p 'IPflxWG LOT � I •N I J _. _ BdtN 1 I 1 I GUTTERS ON BUT BRINGS REOUIRED i0 DRAIN NORTH LO PARKING LET 4V-PAN CONCRETE SIDEWALK CULVERT. SEE DETAIL SHEET 15. I CALL UTILITY OTIFICATK CENTER OF COLORADD 800 I22 1f OR303 23 1991 of CALL 2 BUSINESS PAYS IN AN BEFORE OU OIG f DE OR F FOR THE WARNING IIOF UNOESOF MEMBER IIUUES. I RUNOFF TABLE t I 1 k Tm[ c�"oLME MEw �""^,°°N :6j� !W 1 II 0 I I WLi>�°fiENJR URET[ A ■ nks III I � iLI I 11 -1 1 ; RMOS L�uE Ply' LiP1 (.` 062 9 'TOR SCAER PINE R ' 2 CU$ IN RCP �tt�®l01 e I INLET P3 nvE 'R' \ \STORM SEWER LEE P \ 19'.3O' ERCP AR[A INLET (TYPEE 13) 1J) ARU NIET f(TYPESTO SEWER LINF P CUTTERSUINE ON GARAG G 36. C J6' CUSS III flCP REOUIRKI r0 GRAIN TO PARKING LOT AREA INLET I TYPE 3. CL, GRATE AND ( COLLAR REEL $p 4� �0 n t A ^'SS NET PIT (6') ' $ PREectE001 00 3Ru SEWER LINE P I CLASS IY RCP OE/26/O2 w ^� O. C E �. � Y / x iT R w ; TYPE' ^ -CLOSE / /- R.LVR1155 ONMF$ C(0.jAffS AND L- r y 'FON[RE[EiCOLUR.: �y{j [ .. FEONRfO .L� ` GF `.lam `4 is �:F.i- i i.�P'- 1.-[-C GUTTERS ON-CARALE 2 - i �• / 1 S F S .� REIN RED l(F Ofl W .'REGONAL STORM WATER �" / E P I i0 P,LCK NC LDI / DETENTION POND. \ WI [0 ffi. .J`Yh 1. A / ^ 75:. TYPE POND 501 0 V EOUIREO i0 DMIN / _ 100 YR WSEL• ^ r 0 PARK NG LOr 65 MRR" 106AC y �.p 'STORAGE WWME 06 C Tr 1,:- • / / i OPENING _. I �\ \ - •� + - jS / -'- Om01(100)Pul•5.00 CfS E� Q J .,1 .._94 , OPEN SPACE- W LL �I, ♦ / 77 c 2 CURB OPENING \ \ \ \ P+a i > C $ t r\ W \ \ \ _1S is CPtAPi K SF \ \ NEW OEHION PONT BABWS AREA I4rta C2 C100 02 Ilrtl 0100 lOnl DE9TWATMJN CO AAXII : ML-1 1.37 0.]3 0.91 1.8 8.7 POND 501 ML-2• L51 0.]} 0.91 2.3 9.8 POND 501 ML1 ML-I, ML-2- 2.88 0.)3 D.91 3.9 119.8 POND SOL INCLUDES 101.26 CPS FROM 4MH 1-3A^• HRI Hft-t p.99 OJ3 0.91 Z 8.6 POND 501 1 P-1 0.)} 0,89 1.00 1.9 7.3 POND 501 2 P-2 1.22 0.88 1.00 2.9 11] POND 501 3 P-3 0.6) 0.)9 0.99 1.4 6.6 POND 501 a P-4 0,63 OJ8 0,98 1.2 6.1 POND 501 50 P 50 0.20 0.92 1.00 0.5 2.0 POND 501 P-5b 0.28 0-65 0.81 0.5 2.3 POND 501 5b P-50 F-5b pad 0.76 0.95 0.9 4.1 POND 501 6 P-6 0.89 0,85 1,00 2.0 8.6 POND 501 ] P-) 0.47 0.65 1.00 1.1 a.) POND 501 8 P-5 0.47 0.)) 0.96 1.0 4.5 POND 501 9 P-9 0.65 0.82 1.00 164 6.4 POND 501 10 F-10 0.51 0.]t 0.89 0.9 4.5 FOND 501 110 P 110 O)4 0.82 1.00 1.) ].a POND 501 P 11b 0.29 0.81 1.00 0.7 2.9 POND SOt tib P-nO P-tlb Lp3 092 tA0 2.3 10.t POND 50t 12 F 12 0.83 0.74 0.88 15 ).a PoND 501 PA - •' ; 1 SiI RM EWER LINE PS. E 'R' (/ IIG <4 5 III RCP SEWER LINE 13 = ; - -E- - - fIN5"�ESi • r 1 r P �. �: ..-i. 5'�F]./ /%\ e. q COLLAR W�RKKQQR�ETE " i 1 .mot " ' ,• � � P-B �wLEi ve 'TOR 5 WE 5- CU56 RCP `1 uya }j IJ i , l LDRB OPENINGwoo O4J I ) S T-r----�- -{.� 1 `V P ♦ O / \ v � Y �� �'.. EXISTING 10 NiPi F cVRe It < ' k g TEMPORARY • \ VEHICLE WASH PAD' Y1 as 81 \. %. PRIVATE PARK ' 101 \ 102 $TpSu SEWER LINE P I I / 15' CUSS In RCP l TIE INTO EXISTING 'NLEJ 6B 4 A 1 r HE FCP �STpOERCNM BEE [. 0 FELINETN1( 125) CRATE EN0 FRAME I2125I ' 1 EX, ...5032.5\ tOff\ E TOP OE PPE SOJ6 L Y )lv e `/_-- PROPoSEO FIu SOITR \ •'1 I- P-V P-II L I d W4� \1 1 ` 1oa INLET RID , 5 SINGL t' PE R I FAMILY ` RESIDENCES ~` I I EAST NG 6.1 .6; y 105 420RM SCWER.SCIN� �. � - 4+'SY'P •gym-.. �CIAS 11�`f' 'rfJ� / � / -._ 4. 0 0 AD 90 120 Feel M O Q CC LEGEND: NOTE: 1 IN FEET) W 0 (•� OONSTRUCTION SEQUENCE srtt 1m T I rw. IMA P F : L. n 1L [[. T. �.:� w.,.c EXISTING STORM SEWER Y� ALL DISTURBED AREAS, ADJACENT To HORSET03TH ROAD AND THE ^c^ 40 11. i � 0 Z �• � EXISTING STORM SEWER INLET GF �'� GRAVEL INLET FILTERS NEW MERCER DITCH SHALL HAVE NEW MERCER IRRIGATION W PROPOSED STORM SEWER u SILT FENCE INSTALLED r MIN. CANAL COMPANY EA O MONTHtt OrtM ' 'q PROPOSED FROM THE EDGE OF DISTUREANCE. SF -SF- Sllr FENCE F 'W^ > v, STORM SEWER INLET a w y j^'. ^'•j"�„9 $i20 ----" EXISTING CONTOUR W O SIpENr DATE . 20 - PROPOSED CONTOUR QQ 6' vERPCnL CURB X GVItCR SEE DETAI SNT. ! Ijf LL City 3' ® 8' ONF/11 CURB h GUTTER. SEE DETAIL SHT. Z E.N• W - - PRDIECT BOUNDARY © 2' CONCRETE v PAN. SEE DETAIL SET OI Fort Collins, Colorado H µL LF.I. L UTILITY PLAN APPROVAL 3M - DESIGN DRAINAGE BOUNDARY NOTE: UPON COMPLETION, ALL SWAGES SHALL 6E IMMEDIATELY APPROVED: 1 y F,,U..E �e[e BASIN DESIGNATOR I T SEEDED WITH THE PERMANENT GRASS SEED MIX """" 1.10 AS SPECIFIED ON THE GRADING PLAN AND THEN MULCHED. CHECKED ET: -Y AREA IN ACRES ANY AREA OUTSIDE OF A STREET RIGHT OF WAY WHICH IS �- / _ DESIGN POINT STRIPPED OF ITS VEGETATION MUST BE TEMPORARILY SEEDED AND MULCHED WITHIN 30 DAYS, WHETHER CHECKED fire �CurTDEli� C x GRADING IS COMPLETED OR NOT, UNLE6 OTHERWISE I ue APPROVED BY THE CITY OF FORT COLLINS STORMWATER M�- CHECKED BY: 1Ls¢: _ O •' _ 12 12 SWALE SECTS), UTILITY DEPARTMENT, ALL SEED AND MULCH SHALL 6E INSTALLED IN ACCORDANCE WITH eI fir- V sheet I. e1).e/m THE -EROSION CONTROL REFERENCE MANUAL 7 FOR CONSTRUCTION SITES' Citt OF FORT CHECKED BY -mac-- TRIP MIND BY THE SEAR 6RGw GROUP :`1.1.1FPI1 5411IARW1OPK,XO.Lr. 2.w1 CIXW1 COLLINS. JANUARY, 1991. CHECKED BT: �� Sheets )STUN CONTROL STUDY Of Developed Runoff Coefficients for The Preserve at the Meadows Prepared by: Megan Keefe - Northern Engineering Date: 17-Jul-2002 File: PRECompC.wb2 Basin Area Imperv. Pervious Camper CPery Comp C No (ac) Area (ac) Area (ac) HR-1* 1.01 0.63 0.38 0.95 0.35 0.72 ML-1 1.37 0.86 0.51 0.95 0.35 0.73 P-1* 0.62 0.61 0.01 0.95 0.35 0.94 P-1a* 0.47 0.07 0.40 0.95 0.35 0.44 P-2 1.22 1.08 0.14 0.95 0.35 0.88 P-3 0.67 0.49 0.18 0.95 0.35 0.79 P-4 0.63 0.45 0.18 0.95 0.35 0.78 P-5a* 0.19 0.18 0.01 0.95 0.35 0.92 P-5b* 0.21 0.18 0.03 0.95 0.35 0.86 P-6 0.89 0.74 0.15 0.95 0.35 0.85 P-7 0.47 0.39 0.08 0.95 0.35 0.85 P-8 0.47 0.33 0.14 0.95 0.35 0.77 P-9 0.65 0.51 0.14 0.95 0.35 0.82 P-10 0.51 0.31 0.20 0.95 0.35 0.71 P-11 a* 0.62 0.52 0.10 0.95 0.35 0.85 P-11 b* 0.27 0.22 0.05 0.95 0.35 0.84 P-12* 0.67 0.5 0.17 0.95 0.35 0.80 NET SITE 10.94 8.07 2.87 0.95 0.35 0.79 * REVISED DRAINAGE BASINS 0 0 U ce) x U CO U H co CD 0 O b co U 11 C F «i Z O N Q 3 0 K o � F 0) Z N O U Q r Z Uw p 0 W U F- 3 0 m N tU t_ m w a)LL Z w N W rn Y N w aCL g O F' fL O Z 0 CD H N � g Z 0 U a J 0 U E E E E E E E E E E E E E >>> > E E E>>>> E E E E 7 7 7 U) E E E E 7 7 = E E E E 7 7 7 E E E E E c 'c 'c E E E •c 'c 'c 'c E E E ECl) c r E E E _E E E E E E E E E E E E E E E E E E W 7 7 7 7 7 7 7 7 C_ C_ _C C E E E E E E E E E E E E E E E E E E E E to U) to n U) In Ln to Ln to to n U) L to N to Into m m m m m m m m m m m m m m m m m m m m (D m a) 0 () a) d m m m o a) a) a) m m o d e m 0 (R W U) N 0 m w N w 0 m N m m N N N N tl) > > 7 > > 7 > > > > > > D > > 7 > > J Q U C N LO r- M O O O N O Q) O O O N O 0 0 0 0 O O M O 0 0 O O n N O 0 0 0 W O z E r C� to N ,,; tri ,rS ui Ui Ui w UitZUi tri N tri Ui Ui Ui Ui Ui Ui to Ui t-� ti vi tri w m N N U. -- (0 m E 7 ~ w r x z z B z = N (Dm a) 4) r 7 7 > > ro > > > > o 7 7 C7 7 c� > c7 7 c7 7 0 7 0 7 0 t7 c7 C7 C9 m06 cd ca 06 06 06 ad ad od 00 a6 06 .d 06 a6 m U ii (,i to U U U V V U i..) U U ci 0 U ii C p 0) O) M M O m (4 N co O O a0 r r r 11 U+ r th th r Ir In r n O) tT ao O 77 E r 0) 0) N N O O r r O O O C r N N r r O C r r F V y^ O to O U) M N M N M O M O O N ao N O O O O O O O O O O O O C, O M O M O M O O O O O O O O O O O O O CD Of O o ONN O M M V M M W O Oa N N N N N N N N r r N N F W i J W Q W d ~? O O CD N N O 0 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N 0 0 J O O r r r r tV tV r r r r r r r r r r r r r r G 0 - r N ~ r- O M O M O r O r O r O r O to O 00 U) N O O In M O N M to O CD U) CD M O O O O CD CD O O O CD O� CDO U) 1n M O M O co to N Z 00 OD Cl) Cl) r r r r N N N N N N 0 0 0 0 N N N N N N N N N N O co M r M W r J O (P CO o r M O r to r 0) 0) CO r v o 0 0 cn r to c v ao O to co r o C. to 0 ab M W ~ E O N 7 N N r 4 O K r V 6 N N r N 0 M N M r IT 0 r 6 M r r 0M N 7 N F G Z aLo O O o 0 0 0 p p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W �.�.. r N N r r N N (V tV r .- e- r N NO y JC4 JC4 Q F- _ ((3 U) U) o 0 0 0 0 0 0 0 0 0 'n N to N o 0 0 0 0 0 0 0 0 0 0 0 0 0 to N o 0 Z O (D N N 0 T to 0�� n r�� W to M M � � to co to U) 0) 0) O to M M O a 00 O w J VCO N O V O In co O Q) m 00 co N O to O to O to O� co N O CD O r o M « {+7 r 0) h O) ta) O Wn N O n 0) n 0) O) O t0 O 0o O co O 1` 0) 00 O r N O 0 O O P..C) U O O CD 00 r 0 0 0 r 0 0 0 0 o r C r t7 r O r 0 0 0 r tJ 0 e= o r G 0 N N r N N h t- M M O 0 r r M O n r I- f` U) In N O O O) M M N M M O O O t0 a a N N tD tD tD O r r N N a0 tD V' V V V W 0 to h r N N co co Q Q .m-. r r r r C C 0 C r r 0 0 0 0 O O O O O O 0 0 O O O O O O O 0 O 0 0 O Z N mW J J w r a r m r m r N « N M « c7 IT m N m N a N a N O (D h « n 00 00 O) « to o r o r r r r r rrr r N N 2 d d d d I d d d a d d a d O. d d a a d d d a d d did, d d d d O 0 N moo O R R O N 0) too n N O 40 N 0 - O-- 6 6 6 6- O O O O- O- O - U M- N I O i!1 if) m u_ r r N IA n' s F- Q) Ul r �D N n O m CO �• U N N N- N cv - N N N N Y m i\J - U O o U N M n 00 n v O O n 0 O N n M c0 O^ O M 0 0 IJ _ Vj b 0 - r s � O a+ y z z z z z z_-_ z z z z z U O Ln S N S S 88 z) O O O O O O O 0 0 0 0 0 �- O O N O 0 6 6 6 6 0 6 0 6 0 0 6 6 6 O j Q OO O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N � c J O a, 4v 00 U) O O O O O O O O O O O O 00 O U - u lL L lL � O 2 m m Q w n n n n v N q tD u 0 0) 0 O- z U ~ 6 N O z - - - O O - - - - - N - O N - c m p o' N O O O O O O O O 0 0 0 0 0 O V 2 O w U a-+ U N N O N N N N N N N N N N N N-- N L V Ln Oca —j N 0 0 0 0 0 0 0 0 0 0 0 0 IO 0) O LU o — — O — — — — — — — — — — — — O O — p IL U Fn Q J � O %n pp p cnu C\jcn�toOLn Op 10W c-nL C^ m N N N - N N N N N m Q UO N ` o " n e m 0 N 6+ •1 nl 7 0) � _ N V _ co Q1 01 0) l0 E V) Lr) •1 10 Q) (0 01 0 01 q 0 01 lD 6 G - - - •l_ ^ O O 0 0 0 0 0 0 0 0 v v O O O 9 N N U/ O U N N--- N N N- N N N m m IL OC iL g o z O U N po p 3 M Ln V E O V' 9 N 0) to n0 kn m %n Q� v ccnn 5 O L cu J L LL. r l N N U) to N o Ln N N Ln U) in U) Ln U) m in in N N N N N N N (M N N N N N N N N N N O O O O O O O O O O O O O O O O O O o ch N N _ N Ln O a`i V `a N qt qt 0 co N u 0) U) Ln 1h N - U) 1n z c N CV) V n 0 v� n n 0) 0 O W O n O n O� m V ° m - O O 01010 O O O O O O O O O O O O O c c � O fh N _ U m V c I Q Q c O U II - N n N n m—- N O n n 0— N P 0 n 0 V In > > V o O 0v N 0 0N N C O R '7 u 0 u N 0 u U O N E U- 3 II Q 0 O d ELL- Ji E~ a } _ �- V 0 •� L U 0 N n q uR a a a d a d vai d a d d a d d a a a O~ (D to o d lj ,`4 w 3 lD } O - L J ~ U U i U v N j II II II y (L _ y j U U" O 0 r- O > > o n M v M M ry v f N n lD N n K M -� IP N n V r 3 O - u � U '� u r 'Q — h N N cn Ln — M co N v— O Vl R O M — M 01 — Ql Ul Ol o in M U K r - — N — (r) — qt N ,L ` r U a) Ln l0 tn tP O r` ui t- iu r m Ol co rr lu s c L a+ as � N - c 2 C) ' V N c N Ol a r 0 0- kp n -t �O O r m cop r 'O U N �y h to cO O r 0 0 o 0 U_ m ui m 0 ie tL - V X � L j H � O a� y U °I c Q Q N Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q N NU, u E 3z>- 333333333333333 cm � o � z 3>" p 8 pp 8 N p 8 pp 8 p 8 pp 8 pp 8 p 8 pp 8 pp 8 pp 8 p p p 888 8 8 O 0 0 0 O U"l O O N O O O O O O O O O O O o o o o r Q N s u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 it Z O O N O o 6 0 o 6 o o o 0 6 6 0 0 0 O C _p N G a tctpp t U a We 00con000000000000000 - U Oc c en err rrnh<NvvtoomoCO - UE N O 3 _ _ _ p p _ _ _ _ _ N _ p K, _ c ° ^ M M S M M M M M M M M M M M M M M M W N O 0 o o o o o o 0 0 00 00 O fi V> N N O N N N N N N N N N N N N—— N N .Ui O L > � v R c W c N > di N O O O O O O O O 0 0 0 0 0 0 h M O O W u p - O - - - - - - - - - O 0- 0 N u ` o0u000 o Nonis00 }oC v888°o; L M- N N N - N N N N N M- N � O D U J O E — c O N M M M E1 Y— N Q— Q A m 0) u N F E co N ui N M tU O1 lD a 0 co In 01 N m %n Oi _ c O Ol Q U 0 0 0 0 0 0 0 0 O 7 7 O O O9 N N O F-- C N N C- - - N N N- N N- N N N M M N (t) U- v CLI O N N" Q O N M U) p 3 pp 8 OM v p U ED T$ Qoi n0 to Ot fn O 4M0 Q U � �r yiL 7 �O N N N U1 in Ln N %n N N N h N 1n N Kl In Ul N N N N N N N N N N N N N N N N N N N O O O 00 O O O O O O O O 66 O O o O - N r O y 8 m 0 go 8 8 8 8 8 28 'Il M in ., C N 0) V Q: d: V Qi V cc7 U O - O - O o - - - - - O - O - - - O O c c O U rn N _ U Q I� Q L O- U II +i - N n N r - N 61 h h M- N h O h p o U > > U V o lD ? N u l0 N N Mt �0 Q 7 U! %n U N co N E > u - 6 6- 0 6 6 6 O O O O O 6 0 0 0 0 Oi �+ p up Q ~ E O %n C E 3 a _ O u U G . N Nl g 1y� • Q � U 3- = d 4 d aC d a a a g d '4 o ML U� ~ 1 0 u� a d 3 0 + •� — J ,'-' on c..i V u II i II II u _� _� y fL W > > ++ U V � tJ -) 0 H > OZ Area Inlet Performance Curve: Storm Sewer Inlet East of Building C Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: _ where P = 2(L + W) Q O H'-5 where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: = O. 67 A \ 2gH• where A equals the open area of the inlet grate • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: N U 7.0 6.0 Weir Flow 5.0 .i I-�-Orifice Flow 4 n - - ---- 0.0 0.00 0.05 0.10 Stage - Discharge Curves 0.15 0.20 0.25 0.30 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir. Input Parameters: Type of Grate: (1) Type 13 Length of Grate (ft): 2.646 Width of Grate (ft): 0.875 Open Area of Grate (ft2): 2.32 Flowline Elevation (ft): 5041.34 Allowable Capacity: 80% 0.35 0.40 0.45 Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 5041.34 0.0 0.0 0.0 0.05 5041.39 0.2 2.2 0.2 0.10 5041.44 0.5 3.2 0.5 0.15 5041.49 1.0 3.9 1.0 0.20 5041.54 1.5 4.5 1.5 0.23 5041.57 1.8 4.7 1.8 F Qz 0.25 5041.59 2.1 5.0 2.1 0.30 5041.64 2.8 5.5 2.8 0.40 5041.74 4.3 6.3 4.3 0.45 5041.79 5.1 6.7 5.1 0.50 5041.84 6.0 7.1 6.0 0.55 5041-89 6.9 7.4 6.9 0.60 5041.94 7.9 7.7 7.7 0.65 5041.99 8.9 8.0 8.0 0.70 5042.04 9.9 8.3 8.3 0.75 5042.09 11.0 8.6 8.6 Qtoo Inlet is designed to intercept the full 100-year flow of 8.6 cfs within 3.11 feet of the nearest finished floor Area Inlet Performance Curve: Storm Sewer Inlet East of Building D Governing Equations: At low flow depths. the inlet will act like a weir governed by the following equation: !1 = 3 . 0 P H 1 -5 where P=2(L+M Q where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: /7 = 0.67 A ( 2 gH) t l \ • where A equals the open area of the inlet grate l`J • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain Flow __ depth. The two curves can _ . be found below: 7.0 6.0 5.0 a 4.0 - m = 3.0 0 2.0 t Weir Flow ----Odfice Flow Stage - Discharge Curves 1,0 0.0 j' 0.00 0.05 0.10- 0.15 0.M 0.25 0.30 0.35 0.40 0.45 Stage (ft) . If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: (1) Type 13 Length of Grate (ft): 2.646 Width of Grate (ft): 0.875 Open Area of Grate (ft): 2.32 Flowline Elevation (ft): 5038.00 Allowable Capacity: 80% vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 5038.00 0.0 0.0 0.0 0.05 5038.05 0.2 2.2 0.2 0.10 5038.10 0.5 3.2 0.5 F- Q 2 0.15 5038.15 1.0 3.9 1.0 0.20 5038.20 1.5 4.5 1.5 0.25 5038.25 2.1 5.0 2.1 0.27 5038.27 2.4 5.2 2.4 E Q,00 0.30 5038.30 2.8 5.5 2.8 0.40 5038.40 4.3 6.3 4.3 Inlet is designed to intercept the full 100-year flow of 8.6 cfs within 6.53 feet of the nearest finished floor Area Inlet Performance Curve: Storm Sewer Inlet North of Building G Governing Equations: At low flow depths, the inlet will act like a weir governed by the following equation: /� = 3 .OP 111.5 where P=2(L+M Q where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: = 0 L^7 A (�1 �ZJ 1 O.5 • where A equals the open area of the inlet grate l7 / A `2 g L J • where H corresponds to the depth of water above the centroid of the cross -sectional area (A) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below Stage - Discharge Curves 12.0 10.0 -� Weir Flow Orifice Flow u. 6.0r A u � 4.0 Moo i] I 2.0 l - -- ��r 0.0 0.00 0.05 0.10 US 0.20 0.25 0,30 35 0.40 0.45 Stage (ft) If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir. Input Parameters: Type of Grate: (1) Type D Inlet, Neenah R-3415 Length of Grate (ft): 4.833 Width of Grate (ft): 1.917 Open Area of Grate (ft'): 4.10 Flowline Elevation (ft): 5040.60 Allowable Capacity: 80% Depth vs. Flow: Shallow Orifice Actual Elevation Weir Flow Flow Flow Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs) 0.00 5040,60 00 0.0 0.0 0.05 5040.65 0.4 3.9 0.4 0.10 5040.70 1.0 5.6 1.0 0.15 5040.75 1.8 6.7 1.8 F Q z 0.20 5040.80 2.9 7.9 2.9 0.23 5040.83 3.5 8.4 3.5 0.25 5040.85 4.1 8.8 4.1 0.30 5040.90 5.4 9.7 5.4 0.37 5040.97 7.2 10.7 7.2 < Q 100 0.40 5041.00 8.2 11.1 8.2 0.45 5041.05 9.8 11.8 9.8 0.50 5041.10 11.5 12.5 11.5 Inlet is designed to intercept the full 100-year flow of 7.2 cfs within 3.13 feet of the nearest finished floor 100-year Flow Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale A -A Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 38.87 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 40.00 0.00 4.00 0.060 4.00 39.00 4.00 8.00 0.016 6.00 38.87 8.00 12.00 0.060 8.00 39.00 12.00 40.00 Discharge 6.70 cfs Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 39.36 ft Flow Area 2.25 ft2 Wetted Perimeter 7.01 ft Top Width 6.91 ft Height 0.49 ft Critical Depth 39.34 ft Critical Slope 0.005888 ft/ft Velocity 2.98 ft/s Velocity Head 0.14 ft Specific Energy 39.50 ft Froude Number 0.92 Flow is subcritical. 07/22/02 FlowMaster v5.13 02:37:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-year Flow * 1.33 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale A -A Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 38.87 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station 0.00 40.00 0.00 4.00 39.00 4.00 6.00 38.87 8.00 8.00 39.00 12.00 40.00 Discharge 8.91 cfs Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 39.44 ft Flow Area 2.80 ft2 Wetted Perimeter 7.64 ft Top Width 7.53 ft Height 0.57 ft Critical Depth 39.42 ft Critical Slope 0.005900 ft/ft Velocity 3.18 ft/s Velocity Head 0.16 ft Specific Energy 39.60 ft Froude Number 0.92 Flow is subcritical. End Station 4.00 8.00 12.00 Roughness 0.060 0.016 0.060 07/22/02 02:37:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 100-Year Flow Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale B-B Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 2.08 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 2.08 0.00 4.00 0.060 4.00 0.08 4.00 6.00 0.016 5.00 0.00 6.00 10.00 0.060 6.00 0.08 10.00 2.08 Discharge 8.60 cfs Results Wtd. Mannings Coefficient 0.044 Water Surface Elevation 1.08 ft Flow Area 4.08 ft2 Wetted Perimeter 6.48 ft Top Width 6.00 ft Height 1.08 ft Critical Depth 0.72 ft Critical Slope 0.030100 ft/ft Velocity 2.11 ft/s Velocity Head 0.07 ft Specific Energy 1.15 ft Froude Number 0.45 Flow is subcritical. 05/09/02 FlowMaster v5.13 04:45:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-Year Flow * 1.33 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale B-B Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 2.08 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 2.08 0.00 4.00 4.00 0.08 4.00 6.00 5.00 0.00 6.00 10.00 6.00 0.08 10.00 2.08 Discharge 11.44 cfs Results Wtd. Mannings Coefficient 0.044 Water Surface Elevation 1.13 ft Flow Area 4.39 ft' Wetted Perimeter 6.70 ft Top Width 6.20 ft Height 1.13 ft Critical Depth 0.84 ft Critical Slope 0.042068 ft/ft Velocity 2.61 ft/s Velocity Head 0.11 ft Specific Energy 1.24 ft Froude Number 0.55 Flow is subcritical. Roughness 0.060 0.016 0.060 05/09/02 FlowMaster v5.13 04:45:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-year Flow Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale C-C Flow Element Irregular Channel Method Manning's Formula - Solve For Water Elevation Input Data Channel Slope 0.009000 ft/ft Elevation range: 42.43 ft to 43.59 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 43.51 0.00 4.00 0.060 4.00 42.51 4.00 10.00 0.016 5.00 42.43 10.00 14.00 0.060 6.00 42.51 10.00 42.59 14.00 43.59 Discharge 3.20 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 42.71 ft Flow Area 1.21 ft2 Wetted Perimeter 7.31 ft Top Width 7.26 ft Height 0.28 ft Critical Depth 42.72 ft Critical Slope 0.006779 ft/ft Velocity 2.64 ft/s Velocity Head 0.11 ft Specific Energy 42.82 ft Froude Number 1.14 Flow is supercritical. 07/22/02 FlowMaster v5.13 02:29:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-year Flow * 1.33 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale C-C Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.009000 ft/ft Elevation range: 42.43 ft to 43.59 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 43.51 0.00 4.00 0.060 4.00 42.51 4.00 10.00 0.016 5.00 42.43 10.00 14.00 0.060 6.00 42.51 10.00 42.59 14.00 43.59 Discharge 4.26 cfs Results Wtd. Mannings Coefficient 0.016 Water Surface Elevation 42.74 ft Flow Area 1.46 ft' Wetted Perimeter 7.59 ft Top Width 7.53 ft Height 0.31 ft Critical Depth 42.76 ft Critical Slope 0.006495 ft/ft Velocity 2.91 ft/s Velocity Head 0.13 ft Specific Energy 42.87 ft Froude Number 1.16 Flow is supercritical. 07/22/02 FlowMaster v5.13 02:28:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-year Flow Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale D-D Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 40.65 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 42.00 0.00 7.36 0.060 7.36 40.73 7.36 9.36 0.016 8.36 40.65 9.36 30.36 0.060 9.36 40.73 10.36 40.98 30.36 42.00 Discharge 7.20 cfs Results Wtd. Mannings Coefficient 0.022 Water Surface Elevation 41.30 ft Flow Area 3.55 ft2 Wetted Perimeter 12.55 ft Top Width 12.45 ft Height 0.65 ft Critical Depth 41.21 ft Critical Slope 0.009501 ft/ft Velocity 2.03 fus Velocity Head 0.06 ft Specific Energy 41.36 ft Froude Number 0.67 Flow is subcritical. 07/25/02 FlowMaster v5.13 04:44:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 100-year Flow' 1.33 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\pre-strm.fm2 Worksheet Swale D-D Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 40.65 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station 0.00 42.00 0.00 7.36 40.73 7.36 8.36 40.65 9.36 9.36 40.73 10.36 40.98 30.36 42.00 Discharge 9.58 cfs Results Wtd. Mannings Coefficient 0.024 Water Surface Elevation 41.38 ft Flow Area 4.75 ft2 Wetted Perimeter 14.81 ft Top Width 14.71 ft Height 0.73 ft Critical Depth 41.27 ft Critical Slope 0.010639 ft/ft Velocity 2.01 ft/s Velocity Head 0.06 ft Specific Energy 41.45 ft Froude Number 0.62 Flow is subcritical. End Station 7.36 9.36 30.36 Roughness 0.060 0.016 0.060 07/25/02 04:43:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 NORTHERN PROJECT JOB NO. N.- ENGINEERING CLIENT CALCULATIONS FOR SERVICES, INC. MADEBY DATE CHECKED BY FORT COLLINS, COLORADO 80521 IIGTF CHFFT (1F NORTHERN PROJECT JOB NO. ENGINEERING CLIENT CALCULATIONS FOR SERVICES, INC. MADE BY DATE CHECKED BY FORT COLLINS. COLORADO 80521 DATE SHEET OF NORTHERN PROJECT JOB NO. ENGINEERING CLIENT CALCULATIONS FOR SERVICES, INC. MADE BY DATE CHECKED BY FORT COLLINS, COLORADO 80521 DATE SHEET OF ----------------- ....... ., _____ 7t -- -- - - ... .... tv� _ — - -- ..... __ .... _ ..... ... . IE ... _ _. ._ - _ . _4 e --. - - . - - — ........ _ __ - �a Ci1 .._ .... ..... _.. ._ ... ..... �' .. _ W.. .. .... ..... ... .. ....:.. _.C'7 1... ...... __ ................. . .................... . O- NORTHERN PROJECT JOB NO. ENGINEERING CLIENT CALCULATIONS FOR SERVICES, INC. MADEBY -DATE CHECKED BY FORT COLLINS, COLORADO 80521 DATE -SHEET OF - - ----- -- - .... . .... . ...... ... .... ... THE PRESERVE AT THE MEADOWS STORMCAD ANALYSIS ll -------- --------------------------------- Scenario: Base »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. ---------------------------------------------- Gravity subnetwork discharging at: POND OUTLET »» Info: Loading and hydraulic computations completed successfully. »» Warning: I-9 Flooding is occurring. Calculations continue with hydraulic grade reset. »» Warning: P-33 Pipe discharge is above full flow capacity. »» Info: P-22 Hydraulic jump formed. »» Info: P-22 Critical depth assumed upstream. »» Info: P-45 Hydraulic jump formed. »» Info: P-45 Critical depth assumed upstream. CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: POND OUTLET I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I I I - ----I---------- I I I ----------- I I -------------------I------- I I (cfs) I ------- I (ft) I (ft) I I P-33 I 2 1 5'X2' I Box 1 135.50 I I 1 165.66 1 ---------- 8.28 I---------I 1 5,034.31 1 -----------I <�, 033.20>1 1 P-34 I 1 1 42 inch I Circular 1 101.00 1 63.40 1 6.70 1 5,035.23 1 5,034.89 1 1 P-2 1 1 1 42 inch I Circular 1 154.50 1 51.50 1 5.36 1 5,035.99 1 5,035.59 1 1 P-12 1 1 1 21 inch I Circular 1 131.75 1 7.50 1 5.35 1 5,037.61 1 5,036.72 1 1 P-3 I 1 134x53 inch I Horizontal Ellipse 1 204.75 1 44.00 1 4.31 1 5,036.52 1 5,036.21 1 1 P-40 1 1 1 29x45 inch I Horizontal Ellipse 1 229.75 1 31.90 1 4.31 1 5,037.09 1 5,036.66 1 1 P-45 I 1 1 15 inch I Circular 1 73.50 1 3.20 1 3.81 1 5,038.72 1 5,037.25 1 1 P-38 1 1 1 36 inch I Circular 1 30.25 1 28.70 1 4.35 1 5,037.28 1 5,037.25 1 1 P-6 1 1 1 36 inch I. Circular 1 62.00 1 20.70 1 3.09 1 5,037.93 1 5,037.90 1 1 P-22 I 1 1 21 inch I Circular 1 116.50 1 8.00 1 4.32 1 5,039.35 1 5,037.90 1 1 P-29 1 1 1 36 inch I Circular 1 47.75 1 18.30 1 2.64 1 5,038.82 1 5,038.80 1 1 P-30 1 1 1 18 inch I Circular 1 40.00 1 2.40 1 1.36 1 5,038.82 1 5,038.80 1 1 P-37 I 1 1 15 inch I Circular 1 30.00 1 3.70 1 4.39 1 5,040.12 1 5,039.90 1 1 P-28 I 1 1 36 inch I Circular 1 71.75 1 18.30 1 2.68 1 5,039.30 1 5,039.26 1 1 P-9 I 1 1 24 inch I Circular 1. 67.00 1 6.70 1 2.13 1 5,039.89 1 5,039.83 1 1 P-26 1 1 1 19x30 inch I Horizontal Ellipse 1 53.00 1 6.70 1 2.03 1 5,040.93 1 5,040.89 1 1 P-27 1 ------------------------------------------------------------------------------------------------------------ 1 1 19x30 inch I Horizontal Ellipse 1 47.00 1 6.70 1 2.03 1 5,042.06 1 5,042.03 1 I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation 'I Grade I Grade I I I Flow I (ft) I Line In I Line Out I I I------------- I (cfs) I -------- ----------- I (ft) I ----------- (ft) I I POND OUTLET I I 1 165.66 1 5,033.20 I I 1 5,031.00 1 -----------I 5,031.00 1 1 I-1A 1 165.66 1 5,037.00 1 5,034.89 1 5,034.31 1 1 P12 1 63.40 1 5,039.90 1 5,035.59 1 5,035.23 1 1 MH Pll 1 51.50 1 5,041.50 1 5,036.21 1 5,035.99 1 1 P10 1 7.50 1 5,040.10 1 5,038.11 1 5,037.61 1 1 P8 1 44.00 1 5,041.70 1 5,036.66 1 5,036.52 1 1 MH P5 1 31.90 1 5,043.30 1 5,037.25 1 5,037.09 1 1 INLET P5 1 3.20 1 5,041.60 1 5,039.22 1 5,038.72 1 1 MH P3 1 28.70 1 5,043.50 1 5,037.90 1 5,037.28 1 1 MH PI-B 1 20.70 1 5,043.80 1 5,038.80 1 5,037.93 1 1 P3 1 8.00 1 5,042.79 1 5,039.85 1 5,039.35 1 1 MH P1-A 1 18.30 1 5,043.80 1 5,039.26 1 5,038.82 1 1 1-9 1 2.40 1 5,038.00 1 5,038.00 1 5,038.00 1 1 P4 1 3.70 1 5,042.79 1 5,040.62 1 5,040.12 1 1 P2 1 18.30 1 5,042.90 1 5,039.83 1 5,039.30 1 1 MH P1 1 6.70 1 5,044.20 1 5,040.89 1 5,039.89 1 1 MH P 1 6.70 1 5,044.20 1 5,042.03 1 5,040.93 1 1 AREA INLET 1 ---------------------------------------------------------- 6.70 1 5,043.60 1 5,042.56 1 5,042.06 1 ------------- ----------------------------------------------------------------- Completed: 07/22/2002 03:12:07 PM sw S v THE PRESERVE AT THE MEADOWS STORMCAD ANALYSIS (II) Scenario: Base »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. ----------------------------------------------------------------- Gravity subnetwork discharging at: 0-1 ----------------------------- »» Info: Loading and hydraulic computations completed successfully. »» Info: P-22 Hydraulic jump formed. »» Info: P-22 Critical depth assumed upstream. »» Info: P-25 Hydraulic jump formed. »» Info: P-25 Critical depth assumed upstream. »» Info: P-29 Hydraulic jump formed. »» Info: P-29 Critical depth assumed upstream. »» Info: P-28 Hydraulic jump formed. »» Info: P-28 Critical depth assumed upstream. CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade 1 I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I I - -----I---------- I I I------------I------------------I-------- I I I (cfs) I ------- I (ft) I (ft) I I P-1 I 1 1 42 inch I Circular I 1 101.00 1 I 63.20 1 ---------I 7.64 1 ----------I 5,034.73 1 ----------I 5,034.31 I 1 P-2 I 1 1 42 inch I Circular 1 154.50 1 58.50 1 6.56 1 5,035.50 1 5,035.09 I 1 P-18 1 1 1 18 inch I Circular 1 87.75 1 7.20 1 6.04 1 5,037.98 1 5,036.89 I 1 P-12 I 1 1 21 inch I Circular 1 131.75 1 7.30 1 5.31 1 5,037.60 1 5,036.70 I 1 P-3 I 1 134x53 inch I Horizontal Ellipse 1 204.75 1 44.00 1 4.31 1 5,036.03 1 5,035.72 I 1 P-31 I 1 1 15 inch I Circular 1 30.00 1 4.00 1 3.89 1 5,038.21 1 5,038.10 1 1 P-24 I 1 129x45 inch I Horizontal Ellipse 1 229.75 1 31.90 1 4.63 1 5,036.50 1 5,036.17 1 1 P-25 1 1 1 36 inch I Circular 1 30.25 1 28.70 1 6.11 1 5,036.51 1 5,036.66 1 1 P-6 1 1 1 36 inch I Circular 1 62.00 1 20.70 1 4.68 1 5,036.90 1 5,037.13 1 1 P-22 I 1 1 21 inch I Circular 1 116.50 1 8.00 1 4.92 1 5,039.35 1 5,037.13 1 1 P-29 1 1 1 36 inch I Circular 1 47.75 1 20.70 1 4.92 1 5,037.54 1 5,037.77 1 1 P-28 1 1 1 36 inch I Circular 1 71.75 1 20.70 1 5.36 1 5,038.10 1 5,037.98 1 1 P-9 1 1 1 24 inch I Circular 1 67.00 1 6.70 1 4.40 1 5,038.87 1 5,038.63 1 1 P-41 I 1 1 18 inch I Circular 1 107.00 1 7.30 1 6.62 1 5,040.90 1 5,038.93 1 I P-26 I 1 119x30 inch I Horizontal Ellipse 1 53.00 1 6.70 1 2.23 1 5,039.88 1 5,039.87 1 1 P-27 1 ------------------------------------------------------------------------------------------------------------ 1 1 19x30 inch I Horizontal Ellipse 1 47.00 1 6.70 1 2.03 1 5,041.01 1 5,040.98 1 I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade 1 I I Flow I (ft) I Line In I Line Out 1 I I------------ I (cfs) I -------- I I ----------- (ft) 1 (ft) 1 1 0-1 I 1 63.20 1 I 5,042.00 1 -----------I-----------I 5,034.31 1 5,034.31 I 1 P12 1 63.20 1 5,039.90 1 5,035.09 1 5,034.73 I 1 MH Pll 1 58.50 1 5,041.50 1 5,035.72 1 5,035.50 I 1 Pil 1 7.20 1 5,040.56 1 5,038.48 1 5,037.98 I 1 P10 1 7.30 1 5,040.10 1 5,038.10 1 5,037.60 I 1 P8 1 44.00 1 5,041.70 1 5,036.17 1 5,036.03 1 1 P9 1 4.00 1 5,040.10 1 5,038.71 1 5,038.21 -1 1 MH P5 1 31.90 1 5,043.30 1 5,036.66 1 5,036.50 1 I MH P3 1 28.70 1 5,043.50 1 5,037.13 1 5,036.51 1 MH PI-B 1 20.70 1 5,043.20 1 5,037.77 1 5,036.90 I 1 P3 1 8.00 1 5,041.80 1 5,039.85 1 5,039.35 I 1 MH P1-A 1 20.70 1 5,043.80 1 5,037.98 1 5,037.54 1 1 P2 1 20.70 1 5,042.10 1 5,038.63 1 5,038.10 1 1 MH P1 1 6.70 1 5,043.90 1 5,039.87 1 5,038.87 1 1 I-P2 1 7.30 1 5,042.60 1 5,041.40 1 5,040.90 1 1 MH P 1 6.70 1 5,042.85 1 5,040.98 1 5,039.88 1 1 AREA INLET 1 ----------------------------------------------------------- 6.70 1 5,043.60 1 5,041.51 1 5,041.01 1 ----------------------------------------------------------------- Completed: 07/22/2002 03:50:32 PM � N 2 "O N m A P_27 x 29 a x D -0 D x r � m P-25 P-24 1 �— OD i 1 P-3 P-31 o P-2 U N P� o Rf� STORM SEWER (LINE P8) STORMCAD ANALYSIS III Scenario: Base »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0-1 »» Info: Loading and hydraulic computations completed successfully. »» Warning: P-20 Pipe discharge is above full flow capacity. »» Info: P-22 Hydraulic jump formed. CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I Sections I I I I Flow I (ft/5) I upstream I Downstream I I I ---------- I ------------ I -------------------- I I -------- I I (cfs) I -------- I (ft) I (ft) I 1-------I I P-1 1 1 I 1 42 inch I I Circular 1 101.00 1 I---------- 63.40 1 7.66 I----------- I---------- 1 5,034.74 1 I 5,034.31 1 1 P-2 1 1 1 42 inch I Circular 1 154.50 1 58.70 1 6.57 1 5,035.50 1 5,035.10 1 1 P-18 1 1 1 18 inch I Circular 1 87.75 1 7.20 1 6.04 1 5,037.98 1 5,036.89 1 1 P-12 1 1 1 21 inch I Circular 1 131.75 1 7.50 1 5.35 1 5,037.61 1 5,036.72 1 1 P-3 1 1 1 34x53 inch I Horizontal Ellipse 1 204.75 1 44.00 1 4.31 1 5,036.04 1 5,035.72 1 1 P-20 I 1 118 inch I circular I 39.7S I 8.60 1 5.52 I 5,038.80 1 5,038.39 I** I P-31 1 1 1 29x45 inch I Horizontal Ellipse 1 229.75 1 31.90 1 4.62 1 5,036.51 1 5,036.18 1 1 P-17 1 1 1 18 inch I circular 1 109.50 1 5.10 1 2.89 1 5,039.55 1 5,039.30 1** I P-32 1 1 1 36 inch I Circular 1 30.25 1 28.70 1 5.51 1 5,036.72 1 5,036.67 1 1 P-33 I 1 1 15 inch I Circular 1 73.50 1 3.20 1 5.75 1 5,038.72 1 5,036.80 1 1 P-6_ 1 1 1 36 inch I Circular 1 62.00 1 20.70 1 3.86 1 5,037.26 1 5,037.34 1 1 P-22 1 1 1 21 inch I Circular 1 116.50 1 8.00 1 4.59 1 5,039.35 1 5,037.34 1 1 P-29 I 1 1 36 inch I Circular 1 47.75 1 20.70 1 3.68 1 5,038.09 1 5,038.13 1 1 P-28 I 1 1 36 inch I Circular 1 71.75 1 20.70 1 3.98 1 5,038.51 1 5,038.53 1 1 P-9 1 1 1 24 inch I Circular 1 67.00 1 6.70 1 3.18 1 5,039.08 1 5,039.04 1 1 P-26 1 1 1 19x30 inch I Horizontal Ellipse 1 53.00 1 6.70 1 2.07 1 5,040.12 1 5,040.08 1 I P-27 I 1 119x30 inch I Horizontal Ellipse 1 47.00 1 6.70 1 2.03 1 5,040.65 1 5,040.62 1 I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I I Flow 1 (ft) I Line In I Line Out I I (cfs) I -------- ----------- I (ft) I ----------- (ft) I -----------I I------------ 1 0-1 I 1 63.40 1 I 5,042.00 I I 1 5,034.31 1 5,034.31 1 1 P12 1 63.40 1 5,039.90 1 5,035.10 1 5,034.74 1 1 MH P11 1- 58.70 1 5,041.50 1 5,035.72 1 5,035.50 1 1 P11 1 7.20 1 5,040.56 1 5,038.48 1 5,037.98 1 1 P10 1 7.50 1 5,040.10 1 5,038.11 1 5,037.61 1 1 PB 1 44.00 1 5,041.70 1 5,036.28 1 5,036.04 1 1 P7 1 8.60 1 5,041.50 1 5,039.30 1 5,038.80 1 1 MH P5 1 31.90 1 5,043.30 1 5,036.67 1 5,036.51 1 I P6 1 5.10 1 5,041.70 1 5,040.05 1 5,039.55 1 1 MH P3 1 28.70 1 5,043.50 1 5,037.34 1 5,036.72 1 1 P5 1 3.20 1 5,041.60 1 5,039.22 1 5,038.72 1 1 MH PI-B 1 20.70 1 5,043.20 1 5,038.13 1 5,037.26 1 1 P3 1 8.00 1-5,041.80 1 5,039.85 1 5,039.35 1 1 MH Pl-A 1 20.70 1 5,043.80 1 5,038.53 1 5,038.09 1 1 P2 1 20.70 1 5,042.10 1 5,039.04 1 5,038.51 1 1 MH P1 1 6.70 1 5,043.90 1 5,040.08 1 5,039.08 1 1 MH P 1 6.70 -1 5,042.85 1 5,040.62 1 5,040.12 1 1 AREA INLET 1 6.70 1 5,043.60 1 5,041.15 1 5,040.65 1 ---------------------------------------------------------_-_- Completed: 07/22/2002 04:41:14 PM i !, M o� ` o w { v 1 v = N N ( N P-31 ro £-d ; w 2 ' m I N � f I { i I i i 1 Date °o ion Filing, Imes, orado THE SEAR -BROWN GROUP Standards in Excellence ' Vv . A. B. C. Y General Concept Two conditions for the detention of the Warren Farms, 3`d Filing development are considered in this drainage report. The first situation involves strictly the site drainage for the Warren Farms, 3'd Filing Development. The second situation takes into account the Interim Stage of the Regional Detention Pond 19. Site Detention Pond Detention Pond 501 is designed strictly for the Warren Farms, 3'd Filing development. It takes into account the 40 acres of the 3'd Filing site and the 17.1 acres associated with Warren Farms, V and 2"d Filings. An agreement with the Larimer County No. 2 ditch company established that the release rate from detention pond 501, Basin P5, would be 5 cfs. A SWMM analysis was done for this development to more accurately determine the detention pond requirements. Please refer to the Site Detention Pond Design by SWMM Model section of the appendix for details. The required storage is 10.6 acre-feet with.a release rate of 5 cfs. The outfall from the detention pond discharges to the Burlington Northern Railroad right-of-way where it has historically released. A field survey confirms that the outfall elevations, though different from The Warren Farms Alternative Components to the Foothills Basin Master Plan (Lower Portion of Reach 4. Basin Q are correct and will allow the detention pond to drain with the grading shown. Interim Stage Regional Detention Pond A regional detention pond is planned in the area between Warren Farms Third Filing, South Meadowlark Heights and Burlington Northern Railroad. Refer to excerpts from The Warren Farms Alternative Components to the Foothills Basin Master Plan (lower Portion of Reach 4. Basin" The required detention for this pond is 24.5 acre-ft as shown on the bottom of page 8 of the above mentioned report. This includes the storage required for the Warren Farms Third Filing. As an interim measure the Detention Pond will be built out to its full extent but will not be connected to Pond 15 or have its outlet structures constructed.. The interim stage of Regional Detention Pond 19 includes runoff from all of the Warren Farms Developments, as well as the runoff from the development to the north of Warren Farms. At this time it does not include flows from Pond 15 to the west of Warren Farms. When this flow is added, a full analysis of Regional A Detention Pond 19 will be completed. The shape of the pond will remain as it is. To analyze the interim stage of the Regional Detention Pond 19, the Urban Drainage Districts SWMM routing computer model was utilized. The City of. Fort Collins provided the most recently updated SWMM Model for the Foothills Basin. For the analysis of interim stage of the Regional Detention Pond 19, this s - model was modified to reflect the proposed conditions. The SWMM Model provided by the City of Fort Collins can be found in the Foothills Basin SWMM Model Existing Conditions section of the Appendix. Basin modifications are as follows. Currently, Basins 11, 12, 13 and 14 of the Foothills Basin contribute to the Regional Detention Pond 19. For this project, Basins 13 and 14 were modified to reflect the proposed changes in the site. Basin 14 was reduced to 3.44 acres, while a new Basin 260 was created with 1.75 acres (see page 68 of the appendix). Basin 13 was reduced to 2.47 acres and basin 301 was added to include the 5.64 acres of Detention Pond 501. Basins 11 and 12 remained the same at 50.5 acres and 64.9 acres, respectively. Please see appendix for SWMM schematic(page 66). The catchment area for the interim stage of the regional detention pond includes the Warren Farms, 1", 2nd and Yd Filings and the adjacent property, Meadowlark Heights. It does not include flow from Detention Pond 15.,. In general the Interim Detention Pond was modeled as two separate ponds. Refer to Page 122 of the Appendix. A smaller and lower north pond and a larger and upper south pond. The reasoning is that in the interim condition the north pond works at present and will still work within its limits. Then part of the South pond could use the area above the North pond. Using this approach we would adjust the orifice in the North pond to reflect the historic outfall. In specific the interim stage of Regional Detention Pond 19 was modeled as the two separate ponds, a Northern portion from elevation 29.3 to elevation 34.34, and a Southern portion from elevation 30 to 36. The rating curve shows the pond to elevation 37. This allows an extra foot for freeboard. The results of the two separate ponds are then combined to reflect the pond as a whole. For simplicity, the smaller northern portion of the pond is hereafter referred to as pond 19 and the larger southern portion of the pond as pond 501. Please see the Interim Regional Detention Pond Design by SWMM Model section of the Appendix. Initially, the pond was modeled with the proposed outlet with an orifice plate from Pond 501 and the existing 18" outlet pipe from Pond 19. This resulted in a 15.7 cfs release from Pond 19, taken as the historic release (calculations start on page 121 of the appendix). An orifice plate was then (appendix page 170) 7 designed for the existing outlet pipe to restrict flow from the existing pipe to not exceed 15.7 cfs. A 16" orifice plate was found to be sufficient. Please see the appendix for calculations. Pond 19 (northern and lower) was modeled to only accept flows from basin 12. This required 6.3 acre feet of storage which came to elevation 5034.34. Pond 501 was then modeled to accept the rest of the catchment. Pond 501 required an additional 10.8 acre feet of storage. This storage was distributed between pond 501 and over the top of Pond 19. The final water surface elevation was 5034.58. This will be the final water surface in both ponds 501 and 19. At this elevation .r the outfall from Pond 19 is 13.0 cfs and from Pond 501 is 4.9 cfs (refer to appendix page 192) for a total flow of 21 cfs. The combined storage for the interim stage of Regional Detention Pond 19 is 17.1 ac-ft with a release rate of 16.7 cfs. Warren Farms Pond Summary Pond Number 100-yr WSEL Discharge Volume Required WF - Pond 501 (site only) 5035.6 5 cfs 10.7 ac-ft Interim Pond 501 Interim Pond 19 5034.58 5034.21 5.3 cfs ` 15.7 cfs 10.8 ac-ft 5.9 ac-ft Pond 501 5034.59 4.9 cfs 10.8 ac-ft Pond 19 W/16" Orifice Plate 5034.34 13.0 cfs 6.3 ac-ft An agreement with the Larimer County No. 2 ditch company established that the release rate from detention pond 501, Basin P5, would be 5 cfs. The 5 cfs will be added to the amount of flow calculated to be released from the remaining historic area draining to Pond 19. The grading for the regional detention pond has been completed and provides 24.53 ac-ft of volume at the water surface elevation of 5036.0 which allows 1.0' of freeboard. The proposed design incorporates the general design of the Warren Farms Third Filing detention pond and leaves the majority of the existing trees along the north property line undistributed._ There is no requirement for use of the railroad right-of-way for storage except for possibly some temporary construction grading. The proposed grading of the regional detention pond allows outfall to all of the existing crossing pipes under the railroad. The Master Plan then shows grading from the outlet of these pipes to a 48" pipe under the Larimer No. 2 canal. The outfall invert elevation from the regional detention pond is different from that shown in the Master Plan. This will not significantly affect the Master Plan concept for discharging flows to a large inlet which will take flows underneath Larimer No. 2 Canal. The specific hydraulic implications can be addressed when the Master Plan is next updated. In order to prevent flooding of the homes next to the New Mercer Canal two overflow paths were created. One is located at the storm sewer crossing under the canal and the other overflow path lets flows spill to the detention pond from the canal. The spill elevation is set at 4940.00' which is a foot lower than the canal bank by the houses and allows a 0.39' freeboard for the maximum irrigation flow. This elevation was set based on the bank elevation and the water surface profiles calculated in the "Warren Farms Alternative Components to the Foothills Basin Master Plan" prepared by RBD, Inc. on April 24, 1999. This report states that the spill elevation of this structure should be set at 4939.61' which is the water surface elevation at station 1684 for the assumed maximum irrigation flow of 80 cfs. Accounting for stormwater flows in the ditch increased the flow rate to 187 cfs and the water surface elevation to 4940.2 at station 1684. In the event that excess flows occur this will take flows to the detention pond and away from the houses. There will not be a spillway associated with these detention ponds. The spillway will be handled during capital improvements to the regional detention pond. VI. STORM WATER QUALITY A. General Concept ! Beginning in October of 1992, the water quality of storm water runoff was . required to be addressed on all final design utility plans. The Warren Farms PUD Third Filing is anticipating construction beginning in June of 1999. Accordingly, for this study, various Best Management Practices have been sought for the treatment of storm water quality runoff. A sediment trap is to be installed in the detention pond in order to provide an opportunity for pollutants to be removed. In addition, the detention pond releases at a very slow 2-yr historic rate; therefore, many of the pollutants will settle out. Riprap and erosion control fabric are also utilized. N 0 LL C O N 3 Js U� =' N N1� a >, u- � N3 ' E B�. do g gg 6 d� C O b • " U F 0 ,Q�h anP^ b a ^NNN N OO V O L pu U r P�m W O !1p^N bbNbO �bbYOn bn(Obn^nn n0 Ob ^^NN •- �O� NNN��O OOC OOCON^•') OOr GO Y� O O bPh 00..b (`dry N Nbn 0nnd60 b0 NW nn 00bb bNOWW Ol��yrI�WPV E000YInbb'Yf � - _5.. �j �'�.� ^�_ ebb ONhE` y t' V� �:4� r3 �� ..[✓4J .J�.l�la i. t.5' •A`Ct. J.Q .�t�11�. C� .:tt I.�i�•hr.'a - -- -- - - -- ry -- T U ��aa�oo�.• Upp•���U ��pG��pC Vp�p y.I Um n pU SENO P000"S•AOmnSOSSNm10D O.OSN SOO<O 8 �^' O 0 0000 000^^ryO���NON�^ . . . OC IV . . W" OPOMI IO (O nW^NbbONN00^bbVOnNbnlObn^nnbn Ofp Vlp np•^b�-^bNNO G�^ �b�nOn ^CNN^�^^O�OO CI IV IV��OO000O OO IV •-o1CO��0O 00 'ry'N NOOOfVO0O 0O Do— . . ^ O^^ b N N QN_ ^b�Il �l7 ^^NN^^^�O�ONNN��OOOOOOGCIV�nOOO�^00 'NfV IVO0O 0O lVGOC O� mU y� •O On AIObO y p �p ryry bNmSmPP1DgOONNN�OO���nfOINn�O.O��VNmN y�O� ayy�� NOW�p OPNG�Ob= 4 ` O OO O Yi n II 0���•000OOOG O���OOOCO0000��[V OO OOG �'00 bO�00O 0000000 rN.� A W N OI bP A 0 mf0 N O N O O O m 0 P n P 0 0 W b Ip W W 0 0 N 0 b N m 0 A N N 0 •1 C€0 d2 C� IV�nIV NC1 NN-IV HIV fV N1)1'IfIfV IV IV NINNNfVNNNnNfV ^[V I•j {V n O1N ry•1 IV IV N'I OI I•j Olnry 0aye Y� 1t)OIN �p Y�bnWNnO�OOONb^NONPPy�N�m byp fp nO, mlG lVnnnnnNnnnnnWbn101O 10n n1p IpO NI�Mfp iO Wm p mp O pmp0d10170•G OO u K m ci ci O O O O O O O O O O O O O O O O O O O O O O O O O O O G O O O O O O O O D O O O O O O O O O O O O O C ^^YIh^' fp'm'OY OO I�YI 1010 �1`0 N1�01G VI�•G I�Y10�'p•>nhYlb I�N1��m•O YIb Y1N^ d� E-.. E F oT WH � 3 5 � ^Wb'^' m'W'^POn blOb�nbbnWbbnbnYfO�'mlGn blA fO 1�10 nf`0bbbb10' c 2• C y� 5 � mC 1O 0000 N N O O O O O O 0 O^NnONbnbPO•-Nn4Wbn0W0•�N C ^ N n V b b n b W^^ �- ^^^-^-- N N N N N N N N N N n n n y� Nn0N10 0P�^ E PC 9 d N ^ N N N N N N N N N N n n n W V p1- > 9.0 y WWU)W Wb Q - j Nn0.ObnbP2^ EO 000 O isssE fEfi naR u a�a Q n 9 C C 3(( � ZE ECE j9 PE[ LL 2 6 a '�E$E 9 Boa as ■g O > E NQO y' R oo$ _ _s Nw u- r \bmNCl\ �'i^yh 7 N\l7 YI YIN 'Zi Uh - N^l7 t2 !2 Ov GVm U \ ^ O W Y O W` O t N t2 N N�2 o b d_ p NNNNIOfIN OO O O ci O G N fCiJ' ^�rI rW��O:H0��O4N7,OmNnI�N W o'0 qoN 9 S�9!000 W£m ld 0$'0 IRgMN '' .' Mn e 2 oOmY o o 66- om OY 60 P� � O H 0�� 0 0 0 CmIN N I� N N 0 0 H O N N1pp p 241 = 0 mNN yN O�� y 7 W tz17 _ 0 nn m�rI N�\n N10\ONG �Omim C!\:N l7W N�-[b0[m�1N I�I�I�OWO CpIN^ ppi�pp n17 ADO W OSWCNj_p.0 NCI 1�(700CI0�NNO�nf10 S0NC1N� _ N�OO 1�mlV tVN�CIO���Nt+t7YNN �0O 171C 1�� Z` O N WIC 0 0 m tl m N m N N N O m W p r N p O r m O m? y Y C N N N N N fV N N N N N N � N N N 6 O bN{yNN�I �I q OpOO�-ANON IO `a"0W00i0 „N mWN NWO1� O O O O O Q O O O O O .0.00 O OQ O O O O O O O � � _ 9 I�OIW N\Ny\N NI�OINNm�-�OtY NYIy C1yN E C yEn m^^ONCi t7 CiY�IFnOOC^Ym^� l�^'WOi 1O !�' b m� ��Cfd N.::;;Y tVGGNG Mi fd Nn �OYOYC a x tl m a o p• «<«««66««<<<< uauua. e.nan nnnnuannu ann oiwa m S O m NNN\\�\.N m\OOm1�mNNb�00 17NN1�NN � ^ =E� ^^ICY Op-i Yi ti^NIh IM IhmGO'Ol'^ lV ^ICGI�W Y! c c el W a7 ° Y mom m-W 0(I?O SNpN - m V N Y S (/Ip 2. 6N y » Z_` N Swwyo 2 {{yyN{� NON 1pN�t pb(N�41N N NNNN{�N\Nry vWiOb T.'Oi N`N N to \ 0 O. Id N h q R A O' Xn NN fV tNy {y j N N O YO O N N f N j N p N^ N { my N N � C cl ci y �'� N �. m N O N Q O Y O N N PNON�: a O ry6q ' ^QY�`-�Y =. � S N OINO '.:' Cj Oi N 0- Oq i C _ O o m pq m ENV t� E m b � m W c _ma D p m Ey EE wa6 `3 aid m o� mly 3 m S 10 E m m u OR E E c p o c y 3 a m cm E W o p m c E 3"y t2 0 Iry Y C m N i O C c m , m. m E N Wrp ITY W C m � N S w m n m 0. c am E0. p� m N a N yWj P C Wp OI m sC j J o 0 c W m m E S `d o0'v Fc .eJ mu N � � Si 3 W= 0 4 m E- P 2 W m n0 .� -S 9 15 V g Z P m m 0 m Nc yI uI W C W O I p xR n u E- a f � Yy 3 Y Y 77 nw YNy : w S N Vl N N iIl gEry r m � n4 U sX= N o 00 0 0 0 9 e N r WNnn _�NPn N Nnrm nn�_n mP ^ nnrvrvry mOmN ^n _ Sy^ mm an � o �, P�mm ry P,ry rm 'm u2 ry�ry iqn an.,otyxU ` Nyi '.i O.� ., S yp ,. ''bl Y <FiL"S t �NYE�iyV yy�.' � �� .}jThi t� naS - U UJ JU JJGGJ JCCJ JJ YUUV JJJJJCC pU ppJCCUJ gqJJCC GGGJ .....O,.........f,smamss HX= N C CCCG COGJ��`I O'���nOOrv�_00.000 00 .... '��r nPryPnmOOn-�NPr_OO�VO mmmN�nNrmn m Foy ri„n ^ ^ Nnnm0nn�1_n0 COi0Y1ri�Cf11'l 1V lV IVCOHIV�riYi �1V =iGp[iOOOCOC� n w E O— �o��m onn�_nnmmmrv�rwryw _�Nwr_ow��o NI�1�0 V1�1���AObOYNn_OnnNNIVbNH�`1�nN�1V mmmrv�mm�m OI�IVOGCCG� Tj� ry =C p— Ls <o ou�v�o' ONnfi P �rmOmO Ci_^^N000000���000000000�_N OOO C�OOO NOO�OOOOO OOCOO ssas:m........sss:ssasssss a.mmmsssasa wow L nN nm Pr Nmnmmm......PP<m....Pmmmmw.PPw ........... � sms��z oo=ooc mmaa�amsms�mms.as�mxmmmsmma�..:sm 6oc6cm000000000ce00000c000000000 ssas000s000 ____ _ „;_� o nv�-oNnn000moNooP.000norP n00000 nmNNmmmmNnNmNNnNNm NNNNN momm�o mNmNrNNNN E O NHJ 7 9 " OOO YI IVCvI o moNoow_000Nonw_n00000 CIP IC IM1 YI YINmiObYINYlO V1 Yl Yl YI YI IO I�NOYIN Y1 Yl Y1 momm_Oo00om IChVY11M1NNNNVIC m 1 � mN NNNNVIN 000000 Nn� _ IOVnnInVNMImV nlm`I lwVnn� mnmm0^ �P p ^ryn�Nmr0w0 " ^.�.hiA^ m tOVNN N MN�m`IN n1VAnIN'1 m 9 �{ 8 4 O C N N N N N N Q S �O 000000 6 S i iNu €o R ^ m 8 r fee wgmry = me„ N h:mn<3m Win- ST NJJ o i..6 C• .m Q m s > CE; 3 �N N LL Vtu 1N y mul ` N _D >V A U -�Ra'o oa nn- sa_ Rnn&Roan ..ry E.E ! _ _ 0000.-�o oo0 '60_-0 6— s8a�msa :n-.�aRR o " RMR EE _ __________ _ _ CGV W9U naVm:vluml oRi�iNRReR_ W o%• _BOG C-;OC O__00 00 OC O �! N „ s8a a ^:cnc�aRB-Rp YH�V�Fi�ry sa rli 0_ VBA n-. rvlm`I�Rm�o•im __ Rn rv=^;vi O=N ass:-R�_:cnc�aRPRnp s�waa�mR m 8o€Y R"r�R "et�"d 3"d F7o�«Ro6a n:Ow O:N NnribHN Ra"a am "3FRRr&B "�.R: o xy Hh m0 lj�G N_ N�R� m _ r_ €• aasaaaaReeeaa�sRm� mas mm�e::�::mmmmeemm��m� mmm RSRn:a.ma -sm nmmmm... mnm a• -��s����aamsmmsssmsR gas. e cub o_Cocc000coo6c6o6 6__ mRmlpp 882 Oeoccc6o __o mmm mmTi, .....,mmnnn VWm momN.N_ NON .f� FEm m• ry^ N --on io6 o mN _ - nm o oe e6c i a.� <o a'n <nniniiu< <iK a Wm m ass �g' - .. _:n• ar'-F:R id rvSiBR A R x s J �`oW o^eS isi RR989 pR 88 m m:»-.mnorvm�m m.rvnm mmm NO •S W - E _22m e:�.n Nui6 ui ui uinwn nn6r o,ud _- '''n rvry mnn .� y 9 _ ' W << s d RRm w BRf _ 5iom m'ffiR R apti�`"«:Rn A o�o___�Fmn .Jf a R4;_. 09:r� 0 S4SRR-.q n �5 m.o ' m " o600W_RRRRn�1o0 0� po- �o^,;,,s� g: gva m.:Nm m =AoR n�, �Z n 7,6 ;... 3. s h m m o� o $ e<_-_nne�_irv=i�ry li of oa- - W 2mi r0='-den.i� i .•D W 3 m E c 5 � � m m m m E t OEo MRv i q' O S O m m b S m. 3 5 s m 8 2 m m= v m amp` a -¢mo w� mvm a N 8 c m E `m m 3 a m�pmmm h8 a m�E N CmCm N a � �C y�c m�nm m m o m 8 mrq�w a'm O L 9 C 0 9 9 a m oDutn 3�m Ea:B� E 9 n_m ayNm2�m vm N O g 5 o m AS a $ m m d N E a O qq p W C m m G� w m m ❑ A MEW m rr a '. yF u Ir ATM.: Warren Farms Detention Pond Rating Curve 844-001 Cumulat. Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 5030 0 0.00 0.00 0.00 5031 17850.29 0.41 0.14 0.14 5032 67916.38 1.56 0.91 1.05 5033 110471 2.54 2.01 3.06 5034 116892.6 2.68 2.58 5.64 5035 135811.7 3.12 2.87 8.51 5036 153604.8 3.53 3.29 11.80 5037 168105 3.86 3.65 15.45 -- 4-. Storage from detention pond design for site only. See previous page for layout of pond. Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 10.6 5035.56 4.00 3.50 m 3.00 m 2.50 L a 2.00 m 1.50 1.00 U) 0.50 0:00 • .1 Area -Capacity Curve 5030 5031 5032 5033 5034 5035 5036 Stage (ft el) Capacity L:\JOBS\844001\site\Drainag6[PARKRAT.XLS] Pond No-1 June 21.-1999 14 12 10 8 fU cc 6 m 4 R U 2 0 L:\JOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 159 163 161 0 0 0 0 0 0 0 0 0 0 0 161 0 0 0 0 0 0 0 0 0 0 72 0 0 162 62 0 0 0 0 0 0 0 0 0 0 0 0 163 401 0 0 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 0 41 42 0 173 172 74 0. 0 0 0 0 0 0 0 142 0 0 184 83 209 0 0 0 0 0 0 0 0 0 0 0 193 0 0 0 0 0 0 0 0 0 0 63 0 0 201 103 0 0 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 0 7 0 0 203 13 0 0 0 0 0 0 0 0 0 11 0 0 204 0 0 0 0 0 0 0 0 0 0 121 0 0 205 0 0 0 0 0 0 0 0 0 0 19 0 0 206 0 0 0 0 0 0 0 0 0 0 120 0 0 207 81 0 0 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 55 0 0 209 0 0 0 0 0 0 0 0 0 0 56 0 0 210 0 0 0 0 0 0 0 0 0 0 61 0 0 211 0 0 0 0 0 0 0 0 0 0 59 0 0 212 0'`ir 0 0 0 0 0 0 0 0 0 58 0 0 213 0 0 0 0 0 0 0 0 0 0 62 .0 0 214 0 0 0 0 0 0 0 0 0 0 64 0 0 215 85 0 0 0 0 0 0 0 0 0 0 0 0 216 86 0 0 0 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 0 260 0 0 400 0 0 0 0 0 0 0 0 0 0 70 0 0 401 0 0 0 0 0 0 0 0 0 0 71 0 0 410 0 0 0 0 0 0 0 0 0 0 3 0 0 41-1 156 0 0 0 0 0 0 0 0 0 0 0 0 412 158 0 0 0 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 0 75 0 0 414 0 0 0 0 0 0 0 0 0 0 4 0 0 416 21 501 0 0 0 0 0 0 0 0 13 0 0 501 203 261 0 0 0 0 0 0 0• 0 301 0 0 a= CF TIC SIR EIIRE (IS,UP VAIDE) DECREASES T -RaW DIVER.SIIN FROM RIl•TFR 94 M GUTTER tMESS GUTTER CA[; S ARE MDIFIED M Id;Ut•R.S'E DIVF7tSICN. ISI•LITNIIMJ--E IN GTIPIfR IDR]2Z TTME STEP 100 AT Oal&S AISR ELFI¢NP 210 - ZU02WFIi';'FSIS IN GUrIER DURITN TTME STEP 170 AT Ca VEM\XE ELEM NP 216 wn\M? MCE IN CLII'IFR MRIM ME S1EP 303 AT CCSNE MTE EEMW 213 '.Foothills Ravin - NHrrm Fa= - lnf-dsrnmba:e (site only) wfsite2.dat 'fmn Fbot4.dst (frm City of Fort Collins), codified by JJF, 8DQ99 HYEFCGRARE ARE ISSIf'D FCR THE FDIIAWINP 9 C NVEYAI= EC MDUS TtE UPPER DX110miR IS • ••n•.e• IN CFS MVIES UTIH ABUIFE M= Di FEEr DENOTES SrORAGE IN•:• EE=CN DAM. • •• ••.r. DMEES••. MUMS GJFrER DZICW DT CPS FRCMSPECIFIED RIEUM HYDROGRAPH • •a • a. SIORAM FOR •u • •.ns• GUMER :TII+IE(HR/mm Og 1. �.:Oi.. 2. i' 0` 3. 0i 5 3.0 `. 5- 0 6, 0 7' 0 8., 10:15 AM, 12/09/99 0 0 0 0 0 0 0 53.1 0 0 0 0 0 0 0 5.3 0 0 0 0 0 0 0 296.7 0 0 0 0 0 0 0 47.8 0 0 0 0 0 0 0 19.8 0 0 0 0 0 0 0 81.8 0 0 0 0 0 0 0 719.4 0 0 0 0 0 0 0 91.5 0 0 0 0 0 0 0 24.7 0 0 0 0 0 0 0 9.7 0 0 0 0 0 0 0 55.3 0 0 0 0 0 0 0 10.1 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 52.7 0 0 0 0 0 0 0 56.5 0 0 0 0 0 0 0 36.1 0 0 0 0 0 0 0 15.1 0 0 0 0 0 0 0 12.7 0 0 0 0 0 0 0 80.9 0 0 0 0 0 0 0 108.9 0 0 0 0 0 0 0 68.9 0 0 0 0 0 0 0 166.2 0 0 0 0 0 0 0 28.3 0 0 0 0 0 0 0 1.8 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 47.8 0 0 0 0 0 0 0 12.3 0 0 0 0 0 0 0 25.0 0 0 0 0 0 0 0 9.0 0 0 0 0 0 0 0 8.9 0 0 0 0 0 0 0 37.4 0 0 0 0 0 0 0 68.6 0 0 0 0 0 0 0 62.7 78 CCV? TIII3aM DIVEZSICN WEII LAG QNE TIME S1EP 13 16 21 29 120 203 261 416 501 .00 .00 .00 .00 .00 .00 .00 .00 .00 _00( ) .00(.) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00 .00 .00 .00 .00 .00 .00 .00 .00 -00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .00( ) .00( ) .00 .00 _00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .00( ) .00( ) .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) -01( ) .00( ) .03( ) .01( ) .00( ) .00( ) .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) 00( ) .01( ) .00( ) .04( ) .01( ) .00( ) .00( ) .00 .00 .00 .00 .00 .02 .00 .00 .00 -00( ) .00( ) .00( ) -01( ) .00( ) .05( ) .01( ) .00( ) .00( ) .00 .00 .00 .00 .00 .03 .00 .00 .00• .00( ) .00( ) .00( ) .02( ) .00( ) .06( ) .01( ) .00( ) I( ) .00 .00 .00 .00 .00 .04 .00 .00 .00 .00( ) .00( ) .00( ) .02( ) .00( ) .08( ) .01( ) .00( ) .00( ) 96 L:\IOBS\844-002a\data\Drainage\newpond\W fsite2.doc 10:15 AM, 12/09/99 0 9. .00 .00 .00 .01 .00 .12 .00 .00 .00 .00( ) .00( ) .00( ) .03( ) .00( ) .12( ) .02( ) .00( ) .00(S) 0 10. .01 .00 .00 .04 .00 .90 .01 .00 .01 .01( ) .00( ) .01( ) .06( ) .00( ) .31( ) .04( ) .00( ) .00(S) 0 11. .04 .00 .02 .16 .01 3.64 .04 .01 .05 .03( ) .00( ) .02( ) .12( ) .00( ) .61( ) .08( ) .01( ) .00(S) 0 12. .12 .00 .05 .51 .02 9.21 .11 .02 .15 .05( ) .00( ) .04( ) .21( ) .00( ) .98( ) .14( ) .03( ) .01(S) 0 13. .24 .00 .10 1.19 .05 16.20 .24 .05 .35 .06( ) .00( ) .06( ) .31( ) .00( ) 1.32( ) .19( ) .05( ) .03(S) 0 14. .39 .00 .17 2.22 .11 22.85 .42 .11 .66 .08( ) .00( ) .08( ) .42( ) .00( ) 1.59( ) .25( ) .07( ) .06(S) 0 15. .56 .00 .25 3.59 .21 28.20 .62 .21 1.05 .10( ) .00( ) .10( ) .53( ) .00( ) 1.81( ) ..30( ) .09( ) .09(S) 0 16. .73 .00 .34 5.29 .36 32.75 .83 .36 1.51 .11( ) .00( ) .11( ) .65( ) .00( ) 1.98( ) .35( ) .11( ) .14(S) -@-- 0 17. .91 .00 .44 7.32 .55 36.83 1.05 .55 1.61 .12( ) .()0( ) .12( .76( ) .00( ) 2.14( ) .39( ) .14( ) .18(S) 0 18. 1.08 .00 .54 9.56 .76 40.01 1.25 .76 1.68 .13( ) 1.00( ) .13( ) .87( ) .00( ) 2.27( ) .43( ) .16( ) .24(S) , 0 19. 1.22 .00 .64 11.90 .99 42.30 1.43 .99 1.74 .14( ) .00( ) .15( ) .97( ) .00( ) 2.36( ) .46( ) .18( ) .29(S) 0 20. 1.35 .00 .73 14.27 1.22 43.88 1.57 1.22 1.81 .14( ) .00( ) .15( ) 1.06( ) .00( ) 2.43( ) .48( ) .19( ) .35(S) 0 21. 1.53 .00 .84 17.25 1.47 48.49 1.78 1.47 1.89 .15( ) .00( ) .16( ) 1.17( ) .00( ) 2.65( ) .51( ) .21( ) .42(S) 0 22. 1.79 .00 1.00 21.25 1.76 54.84 2.09 1.76 1.98 .16( ) .00( ) .18( ) 1.31( ) .00( ) 3.20( ) .56( ) .22( ) .49(S) 0 23. 2.07 .00 1.18 25.80 2.15 56.44 2.43 2.07 2.07 .17( ) .00( ) .19( ) 1.46( ) .00( ) 3.58( ) .60( ) .24( ) .57(S) 0 24. 2.35 .00 1.36 30.63 2.73 59.81 2.74 2.40 2.17 .18( ) .00( ) .20( ) 1.60( ) .00( ) 3.70( ) .64( ) .26( ) .65(S) 0 25. 2.61 .00 1.54 35.52 3.31 64.06_ 3.02 2.75 2.27 .19( ) .00( ) .21( ) 1.75( ) .00( ). 3.78( ) .67( ) .27( ) .74(S) 0 26. 3.02 .00 1.79 41.94 4.35 71.91 3.46 3.14 2.38 .20( ) .00( ) .23( ) 1.93( ) .00( 1 3.89( ) .72( ) .29( ) .83(S) 0 27. 3.65 .00 2.16 50.67 5.59 85.74 4.15 3.63 2.52 .22( ) .00( ) .25( ) 2.18( ) .00( ) .4.02( ) .80( ) .30( ) ,.95(S) • 0 28. 4.34 .00 2.58 60.03 6.94 102.40 4.866 4.19 2.65 .24( ) .00( ) .26( ) 2.46( ) .00( ) 4.14( ) .87( ) .32( ) 1.08(S) ''0 29. 5.04 .00 3.03 68.99 8.36 119.53 5.50 4.80 2.72 .25( ) .00( ) .28( ) 2.78( ) .00( ) 4.23( ) .93( ) .34( ) 1.24(S) =0 30. 5.70 .00 3.48 76.11 9.78 135.83 6.02 5.45. 2.79 .26( ) .00( ) .30( ) 3.18( 1 .00( ) 4.31( ) .98( ) .36( ) 1.43(S), ,..0 31. 6.79 .00 4.16 78.36 12.46 162.24 6.99 6.25 2.88 .28( ) .00( ) .32( ) 3.61( ) .00( ) 4.41( ) 1.08( ) .38( ) 1.64(S) 32. 8.54 .00 5.18 86.62 15.46 203.85 8.58 7.31 2.98 .31( ) .00( ) .35( ) 3.77( ) .00( ) 4.55( ) 1.22( ) .40( ) 1.91(S) 0 33. 10.41 .00 6.33 100.35 18.40 246.76 10.09 8.56 3.11 .34( ) .00( ) .38( ) 3.92( ) .00( ) 4.66( ) 1.37( ) .43( ) 2.24(S) `,'0. 34. 12.20 .00 7.52 117.72 21.43 285.29 11.30 9.98 . 3.27 r ; .36( ) .00( ) .41( ) 4.04( ) .00( ) 4.76( ) 1.50( ) .46( ) 2.62(S) 1•.0'` 35. 13.88 .00 8.72 136.71 24.27 318.09 12.19 11.55 3.44 ) .00( ) .43( ) 4.15( ) .00( ) 4.83( ) 1.61( ) .49( ) 3.06(S) 36. .38( 14.58 .00 9.49 151.35 29.77 323.65 12.11 13.00 3.56 ) .00( ) .45( ) 4.21( ) .00( ) 4.84( ) 1.60( ) .51( ) 3.53(S) "0;. 37. .39( 14.24 .00 9.73 157.99 25.06 303.18 11.02 14.16 3.68 .39( ) .00( ) .45( ) 4.24( ) .00( ) 4.79( ) 1.47( ) .53( ) 3.98(S) 38. 13.80 .00 9.80 159.74 25.44 280.76 9.83 15.13 3.79 .38( ) .00( ) .45( ) 4.25( ) .00( ) 4.75( ) 1.34( ) .54( ) 4.41(S) t1:`0;,,39. 13.45 .00 9.82 158.83 25.67 261.75 8.87 15.94 3.89 ) .00( ) .46( ) 4.24( ) .00( ) 4.70( ) 1.25( ) .55( ) 4.80(S) 40. .38( 13.24 .00 9.83 156.67 26.00 246.76 8.17 16.64 3.99 •,n�)'� 4ry0x��;41. .37( ) .00( ) .46( ) 4.24( ) .00( ) 4.66( 1 1.19( ) .56( ) 5.17(S) 12.92 .00 9.75 152.96 25.57 230.45 7.48 17.19 4.08 .37( ) .00( ) .45( ) 4.22( ) .00( ) 4.62( ) 1.12( ) .57( ) 5.52(S) .' :,-0.,.'.42. 12.44 .00 9.54 147.65 25.28 211.63 6.72 17.56 4.15 .36( ) .00( ) .45( ) 4.20( ) .00( ) 4.57( ) 1.05( ) .57( ) 5.84(S) ,'0,:: 43. U.98 .00 9.30 141.86 24.84 194.56 6.07 17.79 4.21 .36( ) .00( ) .45( ) 4.17( ) .00( ) 4.52( ) .99( ) .58( ) 6.13(S) '0 '44. 1-1.58 .00 9.06 136.18 24.55 180.18 5.56 17.93 4.26 ' .35( ) .00( ) .44( ) 4.14( ) .00( ) 4.47( 1 .94( ) .58( ) 6.40(S) 0; <45. 11.26 .00 8.83 130.91 24.12 168.38 5.17 17.99 4.31 .35( ) .00( ) .44( ) 4.12( ) .00( ) 4.43( ) .90( ) .58( ) 6.66(S) '0 46. 10.92 - .00 8.59 125.83 23.65 157.38 4.81 17.97 4.36 .35( ) .00( ) .43( ) 4.09( ) .00( ) 4.39( 1 .86( ) .58( ) 6.90(S) 97 `r i IL NORTHERN ENGINEERING SERVICES, INC. Transmittal Date: August 27, 2002 To: Mr. Basil Harridan City of Fort Collins 700 Wood Street Fort Collins, Colorado 80522 Project: The Preserve at the Meadows PRE: 00-001.09 (CLR) As requested, we are transmitting herewith: COPIES DESCRIPTION 1 The Preserve at the Meadows Final Drainage, Report Addendum Please do not hesitate to call either myself of Aaron Cvar with any questions or comments concerning this report. By: Megan L. Keefe Project Engineer 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970)221A158, FAX (970)221-4159