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HomeMy WebLinkAboutB07-0096 Final Drainage Reports i ir. FINAL DRAINAGE REPORT THE WILLOWS AT VAIL JUNE 2007 Prepared for: Triumph Development LLC 8120 Woodmont Ave, Suite 800 Bethesda, MD 20814 Prepared by: Alpine Engineering, Inc. P.O. Box 97 Edwards, Co 81632 (970) 926-3373 -~-,cis pC4 - CU 3 ~ ~ TABLE OF CONTENTS I I FM I~ I 1. Vicinity Map H. Project Description 2 III. Existing Conditions 2 IV. Developed Conditions 3 V. Peak Flow Determination 4 VI. Inlet Capacity 4 VII. Hydraulic Gradient 5 VIII. Water Quality 6 IX. Downstream Impact 7 X. Erosion and Sediment Control 7 XI. Exhibits: Exhibit A - Existing Conditions Plan Exhibit B - Proposed Development Plan XH. Appendices: Appendix A - Peak Flow Calculations Appendix B - Existing 25-Year Event Storm Sewer Model Appendix C - Developed 25-Year Event Storm Sewer Model Appendix D - Developed 100-Year Event Storm Sewer Model Appendix E - 50% Clogged Inlet Calculations XIII. Drainage Area Maps: Existing Drainage Area Map 1"=20' Developed Drainage Area Map 1"=20' June 2007 The Willows at Vail i THE WILLOWS AT VAIL VICINITY MAP I I t r _ - - ISHOI PARK r" I ~ r W WILLOW DI R Oq©' - 1" = 100' RIVA RIDGE SOU`TF i PROJECT SITE THE WILLOWS RIVA RIDGE NORTH I 14 I THE -LODGE AT VAIL •j I if EDWARDS BUSINESS CENTER P.O. BOX 97 - EDWARDS, COLORADO 81632 (97D) 926-3373 FAX (97D) 926-339D II. Project Description The Willows at Vail project is proposed to be constructed where an existing condominium building and parking structure currently exist on Willow Road in Vail Village. The existing I structures will be replaced by a new condominium building with one level of underground parking. The site is located directly west of the existing Riva Ridge South building and east of 44 Willow Place. The site is bordered to the north by Willow Road and is bordered to the south by Vail Road. 1 This report analyzes the proposed onsite storm system as it ties into the existing offsite storm system that runs down Vail Road and Willow Road and eventually outfalls at Gore Creek downstream of the site in order to evaluate if it has adequate capacity for the runoff from the proposed Willows Project. III. Existing Conditions A condominium building, a parking structure, and some grassed area currently exist on the site. An Existing Conditions Plan can be found in the Exhibit A. Gore Creek is located approximately 200 feet to the north/northwest of this parcel with the Bishop Park Condominiums and Willow Road located in between. Gore Creek should not be impacted by this development. There are no natural water features present on the site. A large portion of this site is presently occupied by a building and parking structure that will be demolished to construct the proposed improvements. The offsite surface drainage that flows to the Willows site is currently collected by a ditch and an inlet and then carried by storm sewer pipes to the existing outfall at Gore Creek. Onsite surface drainage is captured by that same onsite inlet, and by an offsite inlet located across Willow Road from which it is piped in Willow Road to the storm system in Vail Road. There is no structure at the junction of these two systems at the intersection of Willow Road and Vail Road, so June 2007 The Willows at Vail 2 assumptions were made regarding the existing storm sewer design based on field observations. Assumptions are noted on the Existing Conditions Map. IV. Developed Conditions Proposed for the site is a building consisting of 19 wholly owned and fractional use condominiums with one level of underground parking directly below, one employee housing unit, 1 a central courtyard with a spa, a driveway and porte-cochere. The existing inlet that captures offsite drainage and connects to the storm system in Vail Road will be replaced with a new inlet M and an overflow inlet. The underground parking structure floor drains, courtyard area drains, and a trench drain at the base of the drive will either be piped to proposed inlets that will connect to the existing storm sewer system, or to pumps that will discharge to proposed inlets depending upon whether drainage by gravity is achievable. These proposed inlets will connect to the offsite storm sewer system in Willow Road. Drainage Area L on the Proposed Drainage Area Map represents this area that will be collected by roof drains and area drains over the structure. The calculated flow for this area has been divided and added to the Developed Models as a known flow at Inlets A, B & C. Additionally, 1.34 cfs of pumped flow has been added at Inlet B in the Developed Models to account for discharge from the 600 GPM pump system for the building foundation drain and storm drainage that cannot be gravity drained to the inlets. Stormwater will then be piped through and off of the site into the existing storm sewer system in Willow Road. The hydrologic conditions are substantially unchanged as a result of the proposed building and underground parking because they will be constructed on areas of the site that are already largely impervious. Flow has been directed such that it maintains historic drainage patterns as much as t t possible. See Exhibit B, Proposed Development Plan. June 2007 The Willows at Vail 3 In addition to the proposed condominium development, the Developer has agreed to re-pave ' Willow Road, with one lane of vehicular traffic, one lane of pavers for pedestrian traffic, and a drainage pan on either side of the road. Additional inlets and pipes are necessary to capture the stormwater flows and convey them to the storm sewer system in Willow Road. V. Peak Flow Determination Onsite and offsite peak flows for the Willows were calculated using the Rational Method for the 25- and 100-year storm events. Runoff coefficients were calculated using the method provided in the Denver Urban Drainage and Flood Control District's (UDFCD) Storm Drainage Criteria Manual. For the UDFCD method, they have derived a formula for the relationship between the runoff coefficient and the percentage imperviousness for different storm return periods. The results of this formula were provided in Table 3-1 in the Runoff Chapter of the UDFCD Manual. The Runoff Coefficient was determined using three types of cover found at the Willows: pavement, multi-unit (attached), and lawns. Runoff Coefficient calculations are included in Appendix A. UDFCD Table 3-1 is also included in Appendix A Time of Concentration was assumed to be a 5 minute minimum because of the relatively small drainage areas. The rainfall ■ intensities for the Willows were obtained from Intensity-Duration-Frequency curves developed for the Town of Vail. A copy of the Intensity-Duration-Frequency curves has also been included in Appendix A. VI. Inlet Capacity Inlets have been designed using the "Rational Method" for the 100-year frequency storm as described in the Peak Flow Determination section of this report. The hydraulic capacity of an inlet is dependent on the type of inlet and its location (i.e., on a continuous grade or in a sump). ' See Exhibit B for proposed inlet locations. Onsite area inlets and offsite inlets that are located in ■ June 2007 The Willows at Vail 4 sumps or sags have been evaluated using weir and orifice equations to calculate the head required and the sump headwater depth. The capacity of gutter inlets on a continuous grade is dependent on the grate and the velocity of gutter flow. Hydraflow 2003 storm sewer modeling software was used to calculate inlet capacities for inlets on grade based on surface flows to the inlets. The capacity of all inlets should account for the potential of clogging. As a common practice for street drainage, a 50% clogging factor has been applied to the inlets. Inlet Capacity calculations may be found in Appendix E. Based on this analysis; all inlets are able to capture the expected flows. A 4' wide concrete cross pan with a 1" invert will convey drainage across the driveway entrance on Willow Road. Based on calculations for trapezoidal channel flow for a channel with 4' width and 1" depth, the full flow capacity of the crosspan was found to be 0.4026 cfs. See Appendix E for Trapezoidal Channel Flow calculations. In the 100-year storm event, the flow in the crosspan at the most conservative point, Study Point C, is expected to be 0.21 cfs; therefore, the crosspan is expected to have adequate capacity to contain flows. VII. Hydraulic Gradient The onsite storm sewer piping connects to the offsite storm sewer system in Vail Road and Willow Road. This storm sewer system was analyzed to determine pipe and structure hydraulic capacity. Hydraflow 2003 storm sewer modeling software was used to compute the hydraulic gradient for the 25-year storm event in the existing storm sewer system, and the 25- and 100-year storm events in the proposed storm sewer system, using the Rational Method flow rates for each inlet as described in the Peak Flow Determination section of this report. The hydraulic grade line (HGL) is a plot of pressure versus distance, which gives a graphic presentation of the conversion of pressure energy to friction. HGL calculations have been prepared to ensure that inlets and manholes do not surcharge to a significant degree (i.e., produce street flooding). Street flooding June 2007 The Willows at Vail 5 6. ■ 61 would occur where the HGL is above the rims of either the inlet or the manhole. The hydraulic gradient calculations start at the outfall and are carried through, so that the entire system is evaluated. Known flows, from upstream of the Willows in Vail Road, of 25 cfs for the 25-year event, and 45 cfs for the 100-year event were added at Manhole #2. These known flows were taken from the developed storm sewer model used in the "Final Drainage Report for Vail's Front Door, March 2006, Updated April, 2007" which was prepared by Alpine Engineering, Inc. and submitted to the Town of Vail. Based on the observations and assumptions regarding the existing storm sewer, the 25-year model shows that surcharging above the rim occurs at existing Inlet G. The existing 12" CMP pipe in Willow Road that ultimately tees into the 36" CMP pipe at the intersection of Willow Road and Vail Road does not appear to have adequate capacity for the existing conditions. Refer to Appendix B for the Existing 25-Year Event Storm Sewer Model. Developed models were performed for the 25-year and 100-year events with the existing 12" CMP pipe in Willow Road replaced by an 18" RCP pipe, and a manhole structure added at the tee. Refer to Appendix C and Appendix D for the Developed 25- and 100-Year Storm Sewer Models. Based on this analysis, the models show that the proposed system would have adequate capacity for developed flows for both the 25-year frequency and 100-year frequency storms. . VIII. Water Quality The proposed parking structure below the proposed building will have a sand/oil interceptor to capture and remove pollutants from areas intercepted by floor drains to provide water quality treatment. June 2007 The Willows at Vail 6 C, IX. Downstream Impact There is an existing storm drain system in place between the proposed development and the Gore Creek that presently collects stormwater flows from the site. The site has a building and parking 19 structure on it, of relatively equal area to the proposed development; therefore, increases to the peak flow rate of the storm sewer system are expected to be negligible. The existing 12" CMP storm sewer in Willow Road does not have adequate capacity for current conditions, and is proposed to be upgraded to an 18" pipe as part of the proposed development, which will provide adequate capacity for the proposed runoff, as demonstrated by the calculations in Appendix D. ' The existing 36" CMP storm sewer system in Vail Road has capacity for the proposed runoff from the Willows project and Willow Road Streetscape Improvements, which is also demonstrated by the calculations in Appendix D. X. Erosion and Sediment Control Sediment control measures have been included in the civil plans for the project to limit the transportation of sediments to Gore Creek and its tributaries during construction. Devices that may be used during construction to prevent sediment laden runoff from leaving the site include stabilized construction entrances, dandy bag inlet protection, and the Dirtbags (pumped sediment removal system). z I June 2007 The Willows at Vail 7 1 1 1 Exhibit A Existing Conditions Plan 1 e Exhibit B Proposed Development Plan im pm 6 r Appendix A Peak Flow Calculations PM L 0" 60 WIIIIIIIIIIIIIz ~ C7 J VIII IIZ ~ O ~ V N N LA O V C d ~ C H1010 M M M N co U 00 CO LO M M O r Ln r O O i o 0 0 0 0 o i i ri ri T v Lr Lc Ln L L O O co M N v N d O N N N r c) r 0 0 - y' C 0 N 0 N 0 N 0 N 0 N 4 d d d I LO Ln 0 0 LO " C U) LO Un CD O M O O "t • ~ 0 0 0 0 0 0 ? 7 'O L r CO N1 0 r r V Un cD rn . } V • 0 0 0 0 0 ~ C4 CL la rn O M N n O LO O o LO N d U O LO Ln 'It CD 0 r 0 - Q r r o o o o o d r N cY O It Q N M r O O O O O O O C r Ln Ln N 0 co O 0 In 0 M L Q U ~ N ~ 0 O O 0 0 0 0 d R w C w d T W 0 M F- N --,t W o M r •m Q` c o r 0 0 0 D ~ LO LM co N co O co O Q O N Ul co N L n 3 p ~ C'3 _ ~ Y N a A U c N 7 0 - CD 4 c O cu LO 7 3 l0 c ~ C V E Im O C •L. 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U C N 7 Q O) LL C 0 ° m ~ c !0 N ~ C U N L p~ O O C ~ C co (D 0 ~ (Utl a) 'O CD ,;i d D O c ca 7 > U ~ LO O co w r E Or ~ 3 A d ° ~ rn cm C) 0 00 0) -0 c co a o 0 o 0 6 0 ~ c L F u u n n u u E T ' O U O N N ~ N O m ^ N ( D O C (n > d (n L> w N 00 tl 7 .0 N d N ~ c ° c aci m¢ u, d m¢ w O c W ca 4 c~- v N c O c 0 E2 , O U LL (D ° 00 C m CL CL V} J E o g 0 C ro > of 3 LL - m Cs o 0 `p N r • 0 U C ° c U Q U 7 C (y < cd ~ q 3 6 ns ° 2 :p U QCC CD 11 00 11Q HO > FHU DRAINAGE CRITERIA MANUAL RUNOFF i TABLE 3-1 (42) RECOMMENDED-RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FR EQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: C i l A a ommerc a reas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 i Residential: Single-Family * .40 .45 .50 .60 Multi-Unit (detached) 50 .45 .50 .60 .70 Multi-Unit (attached) 70 .60 .65 .70 .80 112 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: t Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 ' Parks., Cemetaries:. 7 .10 .18 .25 .45 = Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) ' Streets: Paved 100 .87 .88. .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 ' Lawns, Clayey Soil 0 .05 .15 .25 .5G NOTE: These Rational Formula coefficients ma y not be valid for large basins. *See Figure 2-1 for percent impervious. 11-1-90 Ilnn n ~t nn. - 6 5 4 3 2 INTENSITY -DURATION - FREQUENCY CURVES LL. 0 (a LL I~n AV,/ W V L V♦ E L O -W L o L 1 N °O °O CO L L 1 ~ °O % °O M N °O O° N T c C C O ~ O E H LO LO O LO LO O LO C0 O co LO N O N LO T 0 T LO i -C _ C: O O O O O O O O O O O O O O O O C ~ to LO f'7 N r O 3 m Cl) E 0 3 0 i~ a a 2 Hydraflow OF Report Return P i d Equation Coefficients (FHA) er o (Yrs) B D E (WA) 1 0.0000 0.0000 0.0000 2 8.7475 4.2000 0.6438 3 0.0000 0.0000 0.0000 5 10.8821 3.6000 0.6002 10 20.1457 6.6000 0.7036 25 25.9564 7.4000 0.7148 50 29.9304 7.4000 0.7109 100 97.8405 15.5000 0.9413 10 Ire CAProgram Files\Hydraflow\Storm Sewers 2003\Vail.IDF Intensity = B / (Tc + D)^E Page 1 of 1 Return P i d Intensity Values (in/hr) er o (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.10 1.58 1.31 1.12 1.00 0.90 0.82 0.76 0.71 0.67 0.63 0.60 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.99 2.27 1.88 1.63 1.45 1.32 1.21 1.13 1.06 1.00 0.95 0.90 10 3.59 2.79 2.32 2.00 1.77 1.60 1.46 1.35 1.26 1.18 1.11 1.05 25 4.29 3.37 2.81 2.44 2.16 1.95 1.78 1.65 1.53 1.44 1.35 1.28 50 5.00 3.93 3.28 2.84 2.52 2.28 2.09 1.93 1.79 1.68 1.58 1.50 100 5.70 4.64 3.92 3.40 3.00 2.69 2.44 2.23 2.06 1.91 1.78 1.67 fc = time in minutes. Min Tc = 5 L i 1 Appendix B Existing 25-Year Event Storm Sewer Model I a 0 r. L- L` T^ i O O N Lb O (6 O 0 r OD J O ~m z N ~ m N C 47 ~ 'W cn w LL to LO N a rn }c ' x a) 3 0 ui U N O a 0 0 N {ND 3 m ~F C O 3 0 m v x it Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 LINE 1 30.89 36 c 89.7 8143.30 8145.10 2.006 8145.62 8146.87 0.67 End 2 LINE 2 4.40 12 c 54.8 8146.50 8147.00 0.912 8147.54* 8149.52* 0.24 1 3 LINE 3 3.49 12 c 168.7 8147.00 8150.20 1.897 8149.76* 8153.59* 0.31 2 4 LINE 4 26.58 36 c 37.6 8145.10 8147.70 6.915 8147.54 8149.34 0.77 1 5 LINE 5 26.37 36 c 32.2 8147.70 8148.49 2.450 8150.11 8150.13 0.87 4 6 LINE 6 26.18 36 c 151.9 8148.49 8151.40 1.915 8151.00 8153.03 0.59 5 7 LINE 7 25.00 36 c 20.2 8151.40 8154.70 16.371 8153.62 8156.29 0.67 6 8 LINE 8 1.20 12 c 36.1 8152.80 8153.10 0.833 8153.62 8153.73 0.08 6 Project File: willows exsting 25 yr REVISED.stm Number of lines: 8 Run Date: 06.05-2007 NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition. 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O M O O O N N p~ O C II X N a) 7 0 j ~ c 3 Z N~ 2 C3 Y ii U Cl) W C O ~ Z r N M v LO m r- co d Z 0 m 0 m 2 w r d a m IU) O ii E .J L L 2 C 0) (~O N M r W ~ cq q _ E O O O O O O O O ~ o Y W M O O N M O O v . o o T T o T T ~ o T O W M n M 0 N C p N rn OND f0 fC (n W r O Y V W- C T 6 C C C C O CO O L V N o W O N n It N ~ M di Q C O O M N O O O O O O m n O 00 o n O v O co It C A 0 C O N o ~N T CM CV T T T (j J (COO O rn O CNO n rn ao (j' d 1~ O co O O co to co W N `c' 2 v (c' iA `n co co OD CD OD CD OD co > N L r- M I- r- COO co O O O O O O O O O CO > r COO do: I~ COO C^O M M C R W t~ tf) It (O CG co CO N - w O t Q It Cl) m rl N W M O N D M v o o M M r) r) o E L • « x Z ^ ° v 4 m r ~ o ( q q I R (q Lq O T T T T T 0 J CR M M M r q N Cl) 2 W ~ (0 0) CMC) CY) C) co co co OD 00 00 CD CD co co 00 O 00 N O m O n O 0 4) v C ~ ~ ! v 03 ( v n (Mn V S CD CD 00 co Co o co 00 t` CO O CO N N N J CMD ~ co C J CN9 r N CO r- O M O m CO (3)CO N u (n (O N Cl) Cl) M 't N O Ch N O Cj O O O J> O Cl O N V N CMi CCR (3y co 00 M r- M M Cl M W d co co OD Go co OD 00 W 75 W VM' 't M N N N M O L O O O O O O O O E 9 o! , f-- N O O It v: N M CO M M co v It T O LO Cn v v It a) E d C _ Q co °F' CY) r- co O M co O ((D N n j j O co 6 O O C C C ( to L .c O L CL d D M N O O N V LO V N N CND 5 y a co T T C C C J (NO (vo rl% It r o m cNO W Cl) :C U S d v v v (On (n (MO LO w CD CD Co 00 Co aD co OD ..o O O ° ° ~ ~ a O LO E c O ( n o, m N _ Cl) co N U) I- co C\J (1) C ~ T T T - ca CD co CD 00 M DO OD M X L O M ° 0 0 N d (U M C D o CA LO T 0 3 M v cM N N N N T O N C N Z r _ _ CO r r Cco O CO to M M r U U LU W c ~ O J r N M v M O M a Z m 0 0 N m 0 m` 0 m T 2 ■ E W co w cc A LLB N O U)C X N co 0 ai .a O L IL L A~ 'A E L O r~ V♦ LO N co O 0 co LO ti 'L rO N 0 N N N O O N L T V d O LO T N N C J N r T O O T LO 0 L')) LO N O v O O O O O O E am O 7 C O U" ) LO I t d ' C Y ) w y T T T T T T W 0 0 a 0 0 0 0 0 a o 0 0 (h 0 0 N 3 0 U) E o 3 0 iC T 2 0 W W a N C Y x N W O N O i 4) O L- a 4) `0 V E L OL 4--0 I O Ln C'7 LO N CO O O C'7 L N O LO N In N N O O N L t1 ~ T q W / IO O LO cc ; T LO N T Cf . O O T LO O LO Lo i N i i L A CD v O O O O O O P- ~ N w co > C O LO d' CD w W T T T T T T l - 00 GO OD 00 CO u co 0 N 3 d Cl) E 0 3 0 m v 2 E V5 N 6 W U) W N C m N Q ai 'o . a O L a L as Cl) E L O f+ N O LL) co C C N r Ln N M O O co Ln n N O LO c : Q N LO N N O N L V LO y T O La c ( 0 4 r - Ln N r O O T , ^n 1 _ O L LO LO N Cl ° 0 0 0 0 O 0 O M P~ : r Ln 6 > ( D C O L1 ) U M " T T T T r Ei 0 0 0 0 0 0 M M 0 0 M O O N i 3 m Cl) 0 CD 3 0 v T Appendix C Developed 25-Year Event Storm Sewer Model m m a 0 i 2 O O N O c6 O I Cf) T % N / C J /m Z N EL o m N D ~n W W a LO N m ~ N d Q O 0 U N O 0 0 N N d O 3 0 m D T d d IL r. wCL W L O a L ~ W(^ E L- 0 *-I N D d C J O r r h N M -t LO CO n co O) _ O W W W W W W W W W W W W W O N Z Z Z Z Z Z Z Z Z Z Z Z Z J J J J J J J J J J J J J O CD O W O Cl) M r- O CO O I'll O N O O O LO O LO O 't O dt O N M r M r C o N M M L6 M L6 Lf) LO N LO v LO n LO N O LLj M LO LO I1`~ _M LO r LO _ _ _ r _ Q Y LO ao O O to O O o O o O W 04 Lo ao O 0 O 0 O 0 o 0 T T r r r 0 7 N M M Cl) M Cl) Cl) N N N N Cl) M Z C O O O O O O O O O O O C'4 O > ` O o 0 0 0 0 0 0 0 0 6 0 0 M C d d G J~ U U U U U U U U U U U U U C O V ~ cNC E IL J W is M co OD co M CD co m to co M N N Z t 0. O O O O LO M O O N <Y N O t` M rt O O r O O O O d! tn ~ n R O ~ O Lo Ln Ln v r: d' o v to to M Ln cM ~ C W CD co CD OD co co CD CC) co co co CD CO d d' r, -It CO M 14, N LO N CD 00 LO V' c o o o n v, rn rn m CA rn a rn 4 r~ J m N o r o 0 0 o CO N r r r r t C M co O °r- N N O r- ~T r~ OOD M > " M m d' r-~ I of o LO LLD Ih 't LO r-~ c0 V LO N LO N LO W E ao m OD ao m ao oD oo m ao 0o ao 00 dl d C C E'~ O O O O O O O O O O O O O Y v tO LO to LO Lo LO LO LO LO LO LO LO LO V O co n LO LO CA O O It LM O O V O O O O O O O O o O O O O Q C !0 ^ O CA Lo O T M CO O O LL E d R O N N O T r O O O O M O d O O r o O O o 0 6 o O o 6 C 3 F o O o LO O O O O 0 0 O O 0 O V O O O N LO N O O O O LA O O Y - 0 0 0 o r o 0 0 6 o N o o E y C d = N m d N d % d % d io d N io d m = = d m d io W cn 2 C7 0 C7 0 0 C3 0 0 2 2 C7 C7 w Y d E c d CO It W OD A LO r ~t M O Cp O r r 't M Ch O co r Lo N c o m V T C6 O> ^ d' CA o co 9 Ln 9 r` 'p Of CD a Q o d 6 O cl Lo v CO N O : N Ln Vr > J d OOD N C07 OD N N Cn7 M LO r 0 N r r d O w ~c C C 6 O=Z c W r N M It O N r M A o O O 3 LL U d d 6 r r J z r N co M CD n M O r IL m 0 0 N 3 U) 0 65 0 'm v` 2 ! ■ Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 LINE 1 31.07 36 c 89.7 8143.30 8145.10 2.006 8145.63 8146.88 0.67 End 2 LINE 2 5.84 18 c 54.1 8146.60 8147.00 0.739 8147.55 8147.92 0.61 1 3 LINE 3 5.01 18 c 169.9 8147.00 8149.50 1.472 8148.54 8150.35 0.54 2 4 LINE 4 2.57 18 c 35.0 8149.70 8150.03 0.941 8150.90 8150.88 0.12 3 5 LINE 5 2.23 18 c 81.3 8150.23 8151.01 0.959 8151.00 8151.58 0.22 4 6 LINE 6 0.38 18 c 23.5 8151.21 8151.42 0.895 8151.80 8151.80 0.02 5 7 LINE 7 0.36 18 c 22.4 8147.00 8147.21 0.937 8148.54 8148.54 0.00 2 8 LINE 8 25.92 36 c 37.6 8145.10 8147.70 6.915 8147.55 8149.32 0.75 1 9 LINE 9 25.76 36 c 32.2 8147.70 8148.49 2.450 8150.08 8150.11 0.85 8 10 LINE 10 25.59 36 c 151.9 8148.49 8151.40 1.915 8150.96 8153.01 0.58 9 11 LINE 11 25.00 36 c 20.2 8151.70 8154.70 14.881 8153.59 8156.29 0.67 10 12 LINE 12 0.02 12 c 11.5 8152.80 8153.00 1.748 8153.59 8153.59 0.00 10 13 LINE 13 0.76 12 c 17.5 . 8152.80 8153.00 1.142 8153.59 8153.58 0.04 10 Project File: willows developed 25 yr REVISED.stm Number of lines: 13 Run Date: 06-06-2007 NOTES: c = circular; e = elliptical; b = box; Return period = 25 Yrs.; ' Indicates surcharge condition. Hydraflow Storm Sewers 2003 r lU c IL IL im L O 4-4 cc L~ m `cc f wL ZW c n E L 0-1 N LlllV p c ° r _ N M t w (D r` M O W W W W W W W W W W W W W Z Z Z Z Z Z Z Z Z Z Z Z Z p J J J J J J J J J J J J J O N O O M O O O M O O T O O O CD > M M r- (o v N n M LO v v ~t O c (o L O N co Lo o n N d' r; n n CO O W p 'T O LO LO LO LO LO L LO LO LO LO LO E w oo w m ;o ao 0o ao w (b o 0 00 N O co O O O O O O Ln O Ln O O 't O N LO T O O Q M r O O N M N V) LO CV t V' N N Lo LO C c = M LO LO LO LO LO Ln LO LO LO co LO LO C7 co CD 00 00 co co co co co co 00 co OD Cl) i O L N co w 0) 0) O ( O L n LO m O O D L O N LO LO l O > c LO co O CO r` O O M CO M p d' 'T 't LO Ln Ln 't LO Ln LO LO LO W ao ao 0o ao co 00 M M M M W 00 OD 'J M N LO co 00 O d' N O CA CO C'3 co O) co co Lo co LC) M _ O N Ln LO _ CL (D r` O O 06 Oi O C7 CO 6 07 V* 1* LO LO LO LO It 'T LO LO LO LO LO OD M M M M M M M M M M M M Cl) O O O O M N O O O M 1 O r O O O M (O O f` N O n 4: ` 00 O C Cl) 0 Ih O O r Ln P, OD N N C c 4)) p v v v Ln et v v Ln LO u2 w co 00 co OD M co 00 M co W co co M o 4) O O O O M O N N O t` O) V O et O r O O O O N c O Ln f q o ` : v i i a LLi v o Ln Ln Ln r v v o Ln Ln r Ln r LO p Z OD co OD co co co co co co OD 00 OD co CL O d' r " It o M 00 It CA N CA LO 'I N m OD LO r d' p u f` t CA O t 4 ` O (n N O r O O O O CO N r r r r . 'a y N S co co co M M M M M co M M r r o lt M O N M N M M 't M o N N O M O O 00 N ~ V M CA O T (O In CO N CM O O LO Ln LO Ln O It r o N N Q- tll M r N CO W V r - - r co M v co W - Oi r Cp C CO 3 O h M M CO N ~ 0 O N O p 0 w CR O LO N M M 6 16 6 In O ~ .V. M 0 LO N N O O N N N N O O c ~ V C r OD M O N N r N N O N N 6 M C7 V V 4 4 Ch CM CM O 4 7 } LO • C N • N CT) Lo o O o 6 O n O 6 II v r cm (D L6 Ln Ln L6 L L L -0 V O CU C O O O O O O C. O O O O O O N Q- C _ E LO LO LO LO LO LO 6 6 6 6 6 6 6 E d V O r- r O O N N Or 0 O M O O X F- T r 0 0 0 0 0 0 0 0 0 0 o E `5 cx~ O (D N n O LO LO O O O 00 7 C) V o r (D O O O O O O O O O r W c O O O O O O O O O O O O O (_n p n N M CC) r It O O O O VM' LM > W O C V O ( O. LO L O ) CC V O O O O O O O O O O O O O j, LO N E _ t0 V N co r- OD Cl) O T V Ln O O d' 'O d W LO A Ln N N 7 7 LO d: M O M 0) a H . . N r r O O O O O O O O O O O C > \ V O 'ct rn LO T O T Cl) to O O O N 'O p c N N O O O O co o 0 0 0 0 0 0 0 0 0 0 0 3 o u c n r m O Cl) LO It m N N LO LO J Oi It CO Lri 6 N n N T O T Co LO M M N N M M N d O .0 LL C c O c H J C W r N M LO N r M M O O O d fA w ~ o m a p c o a T Z J r N M It* M M n W m r m O O N N n 3 0 m T r m rn 10 CL L O AL - O O O O O m z O O O m -t 0 d C o O o O O o O o O O O O O O O o O 0 O 0 O 0 O 0 O O p O O O O O O O O O O O O O C) O O N y d e O Co Cl) N Cn CD N Cn O Itt O O O co N O 00 O O O O M It O p C C ` O r r N u r O r O O O 4 O L O O N r N O O O O O O O r N N ~ r r 0 0 0 0 0 0 0 0 0 0 0 0 0 m v O co 0 N O O O N O O O Cl) ' d O O N r co r (D N CD L O r co O O r N r O O O O a O O 4 w O O 0 O 00 n rn C. O O C O N r N O O O O O O r O O O O O O O O O O O O O O O O C Cq O O O Cl) O O O O C O O O O ; . O O O O O O O O Cl) O O O O O O O O O O O O O r d O O O O O O O O O O O O O ii CD x O O N O N O N O N O t` O N O N O N O O O O O N O N O C = O O O O O O O O O O O O O p •O N O O M m O r N v N ~t• O I~ CO 0 Cl) 0 m 0 O O O O N t` N ca O O O O O O O O O O O O j (j O O O O O O O O O O O O O z C 3 0 o 0 0 0 0 0 0 o 0 T o 0 0 o 0 q o o O q 0 o 0 L 3 0 Y O N N d• a' r` N N N O O N U') O' cm co CT CC CT m N q N q CA o cm CO w m LO rn co CA ca CA c0 rn co (0 U a Ch Cn CD (n 0 o U) co U) O Cn CA CA co 3$ 0 0 O o 0 q o O O o O 0 0 o 0 q O o O 0 o 0 0 0 0 0 L O N N N N N N r N O O CV N } GI Ln C J O O O O O O C. O O O O O O O O O O O O O O O O O N II ~ ~ ~ O O O co co co m CV M N O O M M O O d O' o O o CO O Cl) o O 0 O 0 to o Co O Cn o O 0 O o O O co O CO a c0 O N N O O r N O O O O N N G N d J$ 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 C O O 'O O O O 0 O O O O O O Cl) O V O O O O O O O O O O O O O O O O O O O _ Z7- O O O O O O O p ai n c °1 N m N m d % N m N io d i N m N % m m m % i~ w 0 + = s _ = C3 U' C7 C7 C7 C7 C7 (7 C7 C'3 E N O O O O O O C. O O O O O C. O O O C. O O O O O O N v O O O 6 C O O O O O O O O O O N O O CL N O O O W CD O CD 0 Cq CD CO co M CD N N C) N O O O O N O CD n ; Cp v V q w O O N O r O O O O o o o O w II _ A W U v 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 C_n > w Z O O O O O O O O O O 6 O ; m V C a) II Q , W O O o O O CD to q CD CD CD q co Cq N N M N O o O M N O CD n N Cp d V v N O O O O O O N O O a O O O a O 0 d > 01 ' II CO d a 7 p 3 m o > d .3 Z C0 C\j 2 S 2 ai c 2 C7 U m Q - Y g w 0 LL iii N O w ~O _j z r N CV) It CD to r` 00 rn r r r d z m N E 3 0 m T O) CO IL //AA Y/ O 4-1 CL E V .J V T~ i C N r 7 r N N O N Lo M r O V to (p In N O O I,, co Lo co O O _ C ~ O O O O O O O O O O O O O J 4 In O O uD O O O O O O un N to aD O O O O O O Y V 00 O Lr) r Lo r N r r r r O r r n O O T f O O O O O O co Y C p (\0 (O ~ c~4 O (O C O O ~C (~0 f0 Z N C O O V W- C C C C C 00 d L ( ' 0 r, N O O N M O M M N CD O n ■ U) a aD m v M o o r r: n co o q N 0 0 0 0 0 0 0 0 0 0 0 0 o p to M O M M O O O O O O M (o (D O 00 O c V) ( O ( O r ~ O O O O O O r 0 O O O O O r r r r O O n Cl) N l M CO rl N C [t (o O O t` CA (D (D C) o (f) N O J > (D M r ~ C) R Q d r co O O M O O M CO CM C'M W a) v ! (o u2 t!D (o v u) N (O (o t2 (A 00 OD 00 OD 00 OD 00 co OD OD co OD 00 13 N ~ r M O N O O O OO (MO CD O O > O V O O O O O O C O C O O O O O Cl) N r ~2 N N M O N N 'st O M CO (O M Cn O O (n CD R ao O C ) r O V N M r O (O co (O CO O i O D d CD V' d' It N (n M O C) h N co 00 CD . M O O co M CO (D co co co It 14 L r O O M M M M O O j s p x 00 + N io (o + ~ co co x N x N + x x 0) 00 z . W r,~ m co 00 to co co CO CO CO In (o (n D r O O O O O r r r r O O CD N (o co 00 O It N r O) o M J> M W M CO U~ OD CC) M . N (o (o Ogg CD n O O M M ! O M CO M M 2 w ! v (n 2 (a 't V t2 ~2 t2 V co OD OD OD M co OD 00 OD OD co CO OD O O O O NN N On M 0 0 0 O O d r q ` d Co ' r- C) t O lO to t ao (n (n 0 t0 M (n > C V t DD M (b O co M OD M OD OD 00 CD co t` 0 r O O M Cn CD N N N LQ M J 0 0 V r M OD N N M M r N r r r n CD N N Cl) CD M (D N O O (D r r- Lf) * n M O O OD a CO) a U~ Cn N O O O M M M (O O O O O O O O O O O O O O O O CD co (D 't 0) (b (Uo OD M N O UO CO > J O M O O O It N - 00 to %o 0D r- 0 M (n Lo to (M W d t Iq Lo 00 00 co 00 00 00 00 cc) 00 co QD CD W d M N 0 0) O 0 O N N N ~ O O > 'C ` O O O O O O O O O O O O O O W > g 00 N o O M W O T CC*+~~ V' co (o O N O N m N r r Cl) Cl Cl) O E CO Cn d' N N O O rt qT Lo O r Y N (0 d $ O aD ^ N (o n OD M O (D (D w C H OO r to CA O CO O n O O O N O CD v CO O O O N o (r) r ( C C L D s m a m M l U) o O r~ r- O (o O (O (n d' CO co N wt D) CO C) r` o r- Q 'C7 C ) CA O to N O O N N N O O W U p N r r r r CA co q Co (n It O rn O q O co It Lq Cn (n co o O rn CA (n o (n m (n W U > yy Co rl- M O OD n O O M M M cl: i co 00 co co co OD co 00 OD co OD OD OD N -p O) O O O O r M N N O O O O n m O O M O M 'a E d M O O , r Q 7 4)) M CO r- M O to to r- Cn ~ r d' M 'cY to N (o N t o p U) _ _ 2 tts 00 00 co O co OD co co OD OD O CD OD > L a w P- q Lo Cl) CO C N O co r- C) (o O O N ( D a N CD '0 Q V O O N N N O n . M (o Lo N N O O N o o 3 0 z N .C.. N O M co M co M co M co (D r r x M M U U C ) f W H o J r N M et to O r 00 C) O r r d z 0 N d 0 'm 2 E w U) W Q N a a 0 CD N a 0 3 0 N w d O L a L E L O f+ N 0 0 LO 0 LO v 0 0 0 c m 0 0 0 co L V N co v d C ao J r O O N O `2 c c 0 0 0 0 0 ~ o °o coo m N in ~ M OD w ao oo ao W Cl) O O N N 3 (D U) 0 Cl) 3 0 m a a 2 E N 0 w w Cc go > N N C. O N .O L r A' A O L CL as Cl) E m O Ty ^ c/ LO T O Lo T LO N c q Z : T 0 T L V t6 d LO I- O i N i i 0 O O O O O O v O O O O O O C D C \j OD c o L O L O qt T T T T a D O D 0 0 co O D c c o o Cl) O O N i d 3 Cj) E o U) 0 3.1 2 C r-+ W U) W CC A LO N N 0- 0 ) m .O Cl) O .3 ai .a d V~ O CL L A~ C/A E O *ya I O Ch LO N Ch O O Ch N O LO N N N O N v Lo T W IL O T Ln N T O O T LO O LO N O O v O O O O O 06 C; N ~ O M > C O V ' w w T T T T T T W O 00 00 b0 00 CID M O O N d 3 aD Cn E `o cn 0 m -`o a 2 E W r (n W LO N Q 0 F CD N Cl) 3 0 ~ .3 ai 0 CL V~ O L a. L cn E L O f+ N c m C U-) T N co 0 0 co r N O LO N LO N N O O N L U T m W M ~L O LO T LO N cc c T O O T AO 1 _ O LO N 0 C ) 0 ° ° 0 C ) C ) 0 o o 0 o f r i T L ci o f > c o ( D L O L m w w T T T T T T W c o c o 0 0 c o 0 0 O co 0 0 N 10 (D 3 d U) E 0 Cl) 0 m v a 2 I 0 W > W Q ■ LO N a) a- 0 1 a) N 3 o 3 a? 'o v I v L IL Lm W w3: W Cl) E O y N io O 0 ch N M O 0 M J r N O Lf) N N N O O N v V T ~ w` W ~ M/ LV O 1^ Y! c (1 ) T T~ T LO N T 0 0 T LO il- O N O O O O O O O Cf) LO CD 9 co co u U') co w w T T T T T T ED co oo oD co Q] Q] 0 0 N N d 3 m 0 C0 0 ro 31 2 Appendix D Developed 100-Year Event Storm Sewer Model P" cc a r O m L T^ i O O N CL O CO O 0 C7 / r N C J i O m Z N 0 m . N `w O C C w 4] CO w cc O O fD Q O CD m N O .3 ai U N O CL 0 ¢N1 3 0 ~F C O 3 0 m v x 01 R a ak m O W i O f+ L 'W^ Y E L O *0 V 0 d c J r r N M It to 0 h OD m r o W W W W W W W W W W W W W C Z Z Z Z Z Z Z Z Z Z Z Z Z fl J J J J J J J J J J J J J O O M O O O O O O rn O O LD to 0 W Cl) h co d N O LO : Lf) d h N r r d 2 99 o N M LO ui - N v I N 6 6 . - o[ 00 co ao 00 00 00 co 00 0D co 00 co 00 U)) 0 p v LO 00 o LO o Lf) LO N O o O 0 O 0 U') N LO 00 o O O O o O ~ V O r r r r r r r r O r r r d O M M M M M M O O O O M M Z C O O O O O O O O O O O O O > v o o O O o 0 o 0 0 0 0 0 0 co CO C G J U U U U U U U U U U U U U C O a V T C N c E OL . J U) m W Co 00 co 00 00 M M co M N N Z . C O O O O LO M O O N d' N O N O It O d' O I- O O O O d' d' 0 O 2 Lo n d• r-~ 4 00 d• 0 4 to M 0 M Lo c Ill ~ co co CO co co co M co co W co co co N C ^ c 2 o n d; rn CO rn Q) M rn N rn d N rn OMO 4 n d' J N v N o r o 0 0 o CD N r r r r c 07 c COO O rO N N O O~ d' 0 O^ 000 m > C co d' Co ~F 1- 0) d' o to to r- to n M to N t0 N to c - W " 00 co W co 00 co co CD co m M CO D d N C E O O O O O O O O O O O O O 'r LO ui to LO td m 0 m LO ui to LO LO ^ O V O O N n d' t0 Cn I,. Cl) CO M d• n t0 m d' Cl) 0) O O O O O LO D) N 0 ' V O O O O O O O O O O O O O O _ LL O) W d M O O d' N M N CO O Cl) O P- Cl) CD O O O O O O M m o o r o C. 0 0 0 0 0 0 0 0 c 3 Q O 0 o o O C. o Cl) v CO O M o O O O o O o O O O O o O C V 0 o L6 Y o 0 0 o r o 0 0 d o o w 0 V a; N 0) N N 0 0 N 0) (D co 2 0 0 c7 0 0 C9 C7 0 g ~ c7 c7 w 41 d rn rn LO r ~ r 0 r r v c° o 0 ° C It co u) m : o 9 M m c O D O C M D) r v m o m tn ~ h 'p d a Q a) CV cf ^ r 6 O M t0 d' CO N 0) N tt) CO a) > J d co LO Cl M CO N M M LO N r r a N O d O C Z cc W r N M It to N r M 0) o O o 3 iz t5 d c p O N r ~ O JZ r N M ~F 0 co N co 0) r m 0 N ) 0 En 0 a 2 I Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 LINE 1 53.82 36 c 89.7 8143.30 8145.10 2.006 8145.64 8147.44 1.10 End 2 LINE 2 8.22 18 c 54.1 8146.60 8147.00 0.739 8148.53" 6148.87* 0.50 1 3 LINE 3 6.91 18 c 169.9 8147.00 8149.50 1.472 8149.37 8150.50 0.71 2 4 LINE 4 3.16 18 c 35.0 8149.70 8150.03 0.941 8151.21 8151.22 0.09 3 5 LINE 5 2.67 18 c 81.3 8150.23 8151.01 0.959 8151.31 8151.63 0.25 4 6 LINE 6 0.57 18 c 23.5 8151.21 8151.42 0.895 8151.89 8151.88 0.02 5 7 LINE 7 0.55 18 c 22.4 8147.00 8147.21 0.937 8149.37* 8149.37* 0.00 2 8 LINE 8 46.47 36 c 37.6 8145.10 8147.70 6.915 8148.53 8149.87 1.23 1 9 LINE 9 46.19 36 c 32.2 8147.70 8148.49 2.450 8151.10 8151.45 0.83 8 10 LINE 10 45.94 36 c 151.9 8148.49 8151.40 1.915 8152.28 8153.79 0.76 9 11 LINE 11 45.00 36 c 20.2 8151.70 8154.70 14.881 8154.56 8156.84 1.08 10 12 LINE 12 0.03 12 c 11.5 8152.80 8153.00 1.748 8154.56* 8154.56* 0.00 10 13 LINE 13 1.14 12 c 17.5 8152.80 8153.00 1.142 8154.56* 8154.57* 0.03 10 Project File: willows developed 100 yr REVISED.stm Number of lines: 13 Run Date: 06-06-2007 NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; * Indicates surcharge condition. Hydraflow Storm Sewers 2003 d Ol CL CL G O \V cc ALA, AW W C l) E L -W c n 0 d C N M ~ 0 CO n co O) ° r r J W W W W W W W W W W W W W Z Z Z Z Z Z Z Z Z Z Z Z Z 0 J J J J J J J J J J J J J N Co M O M Cl) n O (o O lo: O N M n O M O N m tt O et O O lo: Co O W Qc F (0 O LO N (r7 M LL) 0 LL) O LO to N (o V LO r` LL) r LL) r` LL) CO O 00 W OD 00 DD W OD 00 OD OD OD 0o OD Qj O M Cl) n O O O v O N O O O Un O ~ CA O O N T T n7 a ` C. O u) N LL) Cl) In Ln LL) U) LO l1i N LO v LO N (o N O LO LL) LO LL) C 3 co 00 Oo OD OD Oo OD OD 0o OD Oo OD OD ((o Lq m N M 000 M U O N (0C) Lq iD 0 u7 to LL7 2 N -I 2 t LLB) 't 2 1u 00 00 Oo co OD co OD co 00 Oo 00 co OD V' It n OD O LO N N co 00 n Cl) n Co LL) It 0 n V 0D co LO r - LO x a v LLO) u) In In v v In LO LO 4 LO 4 LO 00 00 ao Oo oD OD m Oo o w ao o ao co O M O O O O O n M N N O O O O n rn v O n O 00 O m r d C m 0 a r; o) O ui 0 ~ LO r- 0 N LL1 N t2 C - W OD CD co OD M 00 co OD M M 00 OD 00 p m O O o O Lq M o o N "t N O r-: rn v O ll~ O n O o O o N c C. 0 v v o) v o LL2 2 v n v co (n v co t2 co LL) E Z co co co Oo co co OD co 00 OD 00 00 co C 0 c o n n 14: v rn (o rn 0) ao ~t rn N rn LL) v N rn OOD 4 LO r- t C N N o r o 0 0 0 to N r : r r CL N i n C . , o CO - 00 - w - - - (o M (o M m M co M N T N O LL) (P n V O) O 0 0 0 M M U7 d' U) LL) O N 1 ~ O (o 0) I~t It N O O r` 0 r` r\ O a_ y M 9 N M OCOO N N n U .V. to 0) r O O Cn T r 00 '~2 4 CM 3 W N (O n n LO V Off) O M It O 0 co N CA M 0 Lo (G CO LL) LL) O LL) M (0 M N O C. V 'T O r G = ` a. to q 14: U) (q n n U) LL) (o O n n R cc E It ui ui ui LO ui LO It It It 0 LO LO > 0 0 C OR OD N 0 V' O O T O O O O O II t/) m co LL7 6 6 6 In N LL) a F O d c ~ O O O O O O O O O O O O O C - 6 ui 6 6 u) 6 6 6 6 (ri L6 0 ui E V 0 M OD C r O CM9 N N O O N N K r r O O C O O O O O O O O E N ~ C O O T O n '41 O 00 O LL) O O (D O Co O O O O O O O N O W Cj) CA 0 < - O O O O O O O O O O O O O p W C C O O N n Il U) n M Co co - t n LO 0) * co 0 O O O O O O 0) LO r V LL) I ) i, + v O O O O O O O O O O O O O O v N LO OD 0) n u) co N co N o T 't to v uo co o O O Cl) a a) N Q H N r r O O O O O O O O O O C C C1 t) O -0 (3) LL) 0 O N M 0 O O O l > N C w O N N O O O O C ) a : - 6 0 0 0 0 0 0 0 0 0 0 0 3 r rn d n r 0) O m LO It co N Y N (n Ln o u J O OD N M 00 N N C'9 CN7 ) N r r C N ~ d 0 C a C LL C C 2 F J W r N co d' LO N r M M O O O . O W A N d c o r cT a O Z J r N M a' 0 O n OD O r 0 NN 3 N 3 0 m T 2 IL IL r. O Q W mcz 0 0 0 0 0 0 0 0 0 M v DO Q.. C 0 O 0 O 0 O O O 0 O 0 O 0 O O O O O O O o O 0 O 0 O y D O O O O O O O O O O O C O ^O 0 O N dl d O O co LO CD 't M rn LO co Cl) v CO a N M c+ O O O O n N M w C ` M • co O r N M r r r r O O O Cfl d O M M r O r O O N fp ^ x . - C 7 N O O O O O O O O O O O O 0 O 7 ~ a E 0 o co LO CD v 0 o CO o N co CO O 0 0 o n CO C9 C L O r pj cd t0 r r v r r O O O O co co CT O r O O r Q^ N O pl ~ a O O O O O O O O O O O O O O O O O O O M M O O O O O O M r O O O O O O O O C O O O O O O O O O O O O O CO O O O O O O O O O O O O O r x O O O N O N O N O N O I\ O N O N O N O O O O O N O N N C 3 Cn O O O O O O O O O O O O O - a O O O O O O O O O O O O O O p - O O O M co O N N O M w M m M w O O O O N N N ('J O O O O O O O O O O O O O E O O O O O O O O O O O O O Z O C 3~ O o o 0 o 0 O 0 o 0 IT O 0 o 0 0 0 0 0 0 0 o o O u> Y O Cl) N r` CV N N O O n to N V cog m CC co q O CO m CIS o ca co co co Cn U) Cl) O O Cn fA (n O CA Cn Cn U) « 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 } r C7 CV N N N N N N O O N N O d O C O O O O o O O O o o O o O r r -•1 ~ O O O O O O O O O O O O O II Cp O Cl) Cl) C'•) CO N Cl) r N O O M Cl) C Q s O O O Cl) o M o O O o O to o M 0 LO o O O O O o o co O co . E Cp O N N o o r N O O O O N N CD r d J 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 C O O O O O O O O O O O O O 0 C5 C1 0 0 0 0 0 0 0 0 0 0 0 0 o co < 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ai LQ c d .2 0 2 0 0 0 0 0 (D a) LL LL r + ~ ~ ~ C7 C7 C7 C7 C7 C7 C7 C7 ~ ~ C7 C7 ~ E CA Q~ O o O 0 O o O N 0 o 0 o 0 O O O o O o O O o O o N v 0 0 0 q 0 0 0 0 0 0 0 ui 0 0 v _ W Q C a p O m CA t` CA M M CA O n M tq N co M N M O O O O co O ~ E N ~ ri v V q O O M O N O O O O O O O r w Cn II ` w Q O O O O O O N O O O O O O O O O O O O O O O O O O O > ~ Z N ~ v C V O O O O O O O O O O O O O j, lll « o O O C 114 H O o co O t` 0A « Co « f P', CO LO CO O M N M O O O M o ~t r Cp O V V L6 D . . O o Cl) O N O O O 0 O It O r Q 0 O C5 N II CD a rn m N 3 j r a d r 3 z c ) CM 2 2 2 ai E 2 C7 U m ¢ - Y w O li U w N N •O ~ j Z r N M V CO CO h ao O r , - r d z 0 0 gN1 3 m 0 c 3 m T as m 07 10 cc IL 1 im c O Q E J, W L T~ i C U) O O r m to N O O O M M N (D n M O M O V LO O O O O N O O O N T O O O O O O - T T 0 Y Lf) O o o L Lr) N O O O o O o LO N LO M O O O O O O D U~ q O n V O T T T T r r r T r r O D U) Cl) O M co N E j 4q M M ~(0 O N O O O N v M ( O n CC O O O O M Y V W c O c O c O O c O T c O O co O W V a o O O N D M (D M m O m a' 4 M O co N M co (n O O O M O d? n ( M O N O O N O N O r c6 O O O O O O r r r r O O O N o 0) 0) 0 O O M co co O T c 7 N o n c (D o v O O U~ o v o T o 0 0 0 0 o T T T T o 0 J M n o N rl- m m N M N O CP rl- C7 m m T m M N m CD (n M O d^ W d $ co ~ m i O LO u~ ~n m v 0 (O N (n It U") N (O V (O m co aD r co ao O m O O ao aD aD O w (09 > d L m N v co ~ V ~ O M N O N O O O O N r M O O M O OD O O O O M O O r O O O O r r co E y O Cn CO O to m q 't cq LO N M M v (n to M (O M q O O v y C l6 N > of V LO N Cl) r O co co In co O , r - ~ O C d n O m m m v n n w v M o ~t O m m N m n `m y m O T T r 0 0 , : 0 M d 0 0 E L ui r- ( z CL v o o m N m o r~ m m O o d1 M UY O M "t Cn m q O O p N r r O O T N N N N T > It 14: r- CD O (n N N Cl) M co OD r- M r- OD (n d: m r` V OD (D Cn r- Cn d^ S m $ N M a O u) - m CA M (D Cn T M V t2 co co m OD co co OD 00 M OD OD co OD O O O O Lq M q O N V: N O n m O 7 O n O O O O N N ^ > LO <t r` v m v 0 (n (n N <t r` ~ 00 ; V (n M u2 CO (n c - Do D co co D DD o m aD aD m ao co r r O O M (p CD N N N N to J Omo C It r M (b N N co CN7 r N r r N co m M et Cl) O m M co r- M O O M CD T It N v M O O M O e O co et O O O O _ m O O O O O O O r r r O O O J> OOi OOq CD N M m M N ~ 0 N (Dn C Cmn ^ $ v 00 ~ to (n v v tl7 LO LO LO LO W d OD OD M co m m OD oD co m co m m 0 M O O ( M M (0 O C ! t v N N O O O O O O O C D O ( D O ( D O O O O O T O W N > O 0 to (O W m Pl.: w m v pl~ O M m Cn D It U7 D Co (n D OD 7 O 'ct O O CD T It co O ( ( ( C a) E C d N m h r- r- I,- r- n O Cl) r- n n r` r- O r- O N O d m m N m n Q n O t` r t` CD O O E G C r r r Z t p t 5 a d CL d v q o Lq 0 (n o U~ ao o oD CD o rn 0 q 0 O 0 O co aD o O o O w ui v co p CV T r T O M M CM N r V V ( M M r M N M m OD n M M Cn O co N m Cn CD Cn CD to w Cc :c C) J 0 m ~ P LO 00 m Cn rn Co v ~ to ~ S d 2 ~2 co m m OD co co co co 00 co co co co O 0 O O O o M O O O m o o O 'C N E t > q M O t` N N O - r1 ` d' r~ OD cq (D > 0 > co a CD v r- It M Rd, O LO r to r v m W N N N LO 2 ~ O y co 2 T w r C r o m r O > .c y N co N CD N 0 r. 0 (O U) h q: m V m O O M a y 3 a m V LO M M O O CD ~ Lo Lo O 0 (a . . w N T 3 E N C N o` Z " N v co M co co CC) co CD W M M (D M co M co M T T w •a ~ J r N Cl) ~ Cn co n m m r r r d z 0 3 d y n 0 m 2 E 0 LU m U) W O C)_ ~ a a~ a ' o CD N a N o O 3 N O W a p w, W O L a L 4) 0 cn E L O -W 00 J : 0 w LO 0 0 1- 4 - v 0 LO ~ c Cl) . 0 0 O a) LO V CO v N d C J co r O O N O C C O O O LO O o 0 0 0 0 0 CO O ~f iA LO 0 c o c o C W c o c o W M 0 0 N 3 m co E `o Cl) 3 0 ro E W U) cr T O O_ N Q. _O N O O LL W O L- a. as 0 CD E yO *0 I I T F T . T F T I , ,O,^ V! T N T O T L V d t!~ M UM A W H O I IV l~ l ~l I I V I I I LO N 0 0 ° 0 C) C) 0 O 0 C) > LO CD T W c o T co T co T co T co T co W co 0 N N N 3 (D cn 0 U) 3 0 -`o 2 E 0 LU U) W O O m a O N N V) 3 0 (1) O L~ i ' O L a AL W 'W V E yO T N O LO co N ~ f7 O 0 c~ LO n N O LO N N N O O N ~ n a) r d O LO T LO N T C yr. O O T LO n .E Vi O U) N O v O O O O O O co O N cD 00 n n cD Un m T T T T T T co 00 Co 00 co co W Cl) 0 N 3 m cn E o cn 3 0 a a 2 E w W ' O O Q O CU N _N O d 4) O LM a wL W w~ fW ^ V♦ E O -y I ib T LO N J J co O O co LC) N O lf) N N N O O N r+ w . . . ~ V T cc W M IL 0 LO Cl ) T LO N T O T ~ A 1 O LO LO N O O O O O O O ~ 0 ) Cf ) LO 0 ) > O T CO T a Cn 't C'7 W OD CC ) T OD T 00 T W T 00 Cl) 0 N N 3 0 U) 0 v T 2 E m U~ 0 LU U) LU a ' O _o a a~ CL O N a C V O IL wL W w~ 'A V E O y N iw 0 Lf) c'9 LO N co 0 O co N O lf) C : W N LO N N O O N U.) L ti C3 T w, 0 c U) T , ^ N T O 0 T U') A O U') LO N O O O O O O O Lfi o > CD co LO L c o w w T T T T T T co 00 OD o0 00 00 W Cl) 0 N d 3 d cn E `o U) 0 m a Appendix E 50% Clogged Inlet Calculations o• in OR in WIIIIIIIIIIIIIz z rL w 3 V U O = V O N N 3 t0 U L6 m ~ ~ O O C1 la o ~ a) T ~ O O N CD T 0 0 0 0 0 0 0 = 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 Lq q M c0 M M M CO T N N I,- N N N 0 O L V = ~ It m to m M LO 0 N T O m w m m 00- T O T 0 0 0 0 0 L A; _ Q T Q Q T T T O 0 0 0 0 0 0 0 J (D O C) 0 0 0 0 CA CA Q rn rn rn ai~ 6 T 6 T 0 N 0 T 0 T 0 T L L ~ O N ~ O L`O OMO rngo U') LO O O T O O O O O O Q T _(D L V c cd (7 C) C) V (D V mC C c cu C c (D C as C cd C cu e+-o J cu Ii co Ii Cb N cu Li cu Li Li a) M M co c C~7 co co C? M M M C7 t J J ~ J J J = c N 0 0 Z 3 3 m 3 3 3 3 m m ~ Cv c - c - 00 co c - c - c - ch ch N m co Z+) X X X X X X N N N N N N N Q C) W Ii C'3 = - ~ O (U L N Q O O v cu co CU O co O o 2 a~ a> ~ U E O E a C cu cu a) O > J U N N c5 L cn 3 O o CD .C i co 0 O a> Q E N A O Cu 'O 0.~ T a) O ca a) O O -o co - cu c X N CU O 0 B O m H ca U) i co cu C (D a) Q O c cu CU rn t r 0 U N O 0),o p 3 rn LO o c L L N o o x 0 Occu o° E Z cu cu 1111 a t R a m i A~ W W M d EZ O Cl) v O O m O O O O C.S y C O O O O O O O O O O O O O O O O O O O O O O O O p O O O O O O O O O 0 O O O O O O OD ~ r 0 0 COO O O O N n o N c p~ O N r r N r r C+j C? O O O O r O Cp O CL O N L9 o r r0 T r O O O O O N N '~O O O O O 0 O O O O O O O O D C R7 m Q s O d 7 O O 7 O : CV 6 CV CV M r CO M M O O O CA 't N r C r O O O Cg O N LO O r - r - r O O O O N O O O O O O O O O O O O O C O O O O O 0 M O M O O O 0 O O Cl) O O O O O O O O O O O O O O O O O O O O O O O M N N O OO O N O O N O O N O O N O O O O N O O N O O N O O O O O N O N y N O O O O O O O O O O O O O O O O O O C O 43 _ + N 0 co `r O O O M co co 0 0 0 N d Z , 0 0 0 0 0 o O o 0 0 0 E C 0 0 0 0 0 0 0 0 m c z 3 ° ° ° 0 0 0 0 c c o o o o o r 0 0 0 0 0 0 0 0 ,n 0 c O M N 4 v r` N N CV O O I` 6 a a _ O y " O) tr tT M N m O O rn 0 0 0 U) Cn CA O O to Cl) CO O U) U) CA U) C O O O O O O O 0 O O O O O .N. ~ O r r r O O O r r ~ C _ J O LOO COO CU) LO O COO LO O O O 0 0 C`0 O • r • r r r • r O r O O LO r LO r II ~ O R7 d cr O ~ 0 0 LO to O O LO N O O 0 LO LO - Q • • O O O O O O O O r E d J V O O O O 0 O O O O O O O O O N C O O O O O O O O O O O O 0 ll cy~ V = v O 0 O 0 O O O 0 0 O O O O o O 0 0 0 0 0 0 0 0 0 0 0 0 0 u = m io a) is 4 ro N % (D ro 0) ro % N 4) d m gi ~n T LL C7 C7 C7 C7 0 0 0 C7 C7 C7 + ~ c' E O~ o 0 O 0 O 0 0 0 O 0 C. O 0 0 0 0 0 0 0 0 Do 0 0 v~ H d O O O O O O C O O O v C. O 0 O W c L1 Q RI 0. V 0 O 00 6) P, 0) N v N LO M 0 O O O J Z M V O O C7 O O O O O O O O O r W rn O L N v 00 00 00 00 00 00 0 00 00 00 D O O ~ W II 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 ~ c 114 V N v O q co O t` O N ' N m CO co M N M O O O co It o 0 . O O C7 O O O O O O O v p O r Cp 0 a) O 0 ~ u p a N ~ O c M C\l O Z S N c ~ S C7 U m Q _ Y ~ ~ W p ai LL c O U CU Cn W J Z N M t LO W N 0 M Dr r r r 0 d Z m 00 N `m 3 m N 0 m x willows at vail Trapezoidal channel Flow calculator for 4' Pan with 1" Invert 06/05/07 Given Input Data : shape solvin for Trapezoidal g slope Flowrate ' 0.0310 ft/ft s n manning D h 0.0130 . ept Height 1.0000 in Bottom width 1.0000 in Left slo e 0.0000 in p Right slope 0.0417 ft/ft (V/H) 0.0417 ft/ft (V/H) computed Results: Flowrate l i 0.4026 cfs III ve oc ty Full Flowrate 2.4175 fps . . . 0.4026 cfs Flow area Flo i 0.1665 ft2 w per meter Hydraulic radi 48.0033 in us 0.4996 in Top width Area 47.9616 in Perimeter 0.1665 ft2 Percent full 48.0033 in 100.0000 % Page 1 1 1 1 1 1 1 1 1 1 Drainage Area Maps