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Home My WebLink About20050720.tiff DECEMBER 2004 PRELIMINARY DRAINAGE REPORT FAITH ESTATES SUBDIVISION CHANGE OF ZONE SUBMITTAL Prepared for: GARY HARKLESS 33439 WCR 37 Eaton, Colorado 80615 (303) 833-4040 Prepared by: PICICETT ENGINEERING, INC. 808 8th Street Greeley, Colorado 80631 (970) 356-6362 2005-0720 ENGINEER' S CERTIFICATION This Preliminary Drainage Report for the Faith Estates Minor Subdivision Change of Zone Application to Weld County, Colorado, has been prepared under my direct supervision upon request of the property owners, expressly for their use. d 4 R. Sean Phipss, PE Date Colorado Registered Professional Engineer#37698 Pickett Engineering, Inc. PRELIMINARY DRAINAGE REPORT Faith Estates Minor Subdivision Weld County, Colorado 1. General Legal Description Faith Estates Minor Subdivision will be located in the Southeast Quarter of Section 13, Township 6 North, Range 66 West of the 6th Principal Meridian, Weld County, Colorado. 2. General Location with Respect to Public/Private Roads —' The proAosed subdivision is bordered on the east by Weld County Road 37; bordered on the south by the #2 Ditch and by Lot A of Recorded Exemption No. 0805-13-4-RE 2641. South of Lot A is State Highway 392. 3. Names and Descriptions of the Surrounding Developments (One-half Mile) There are no surrounding developments; the surrounding land use is agricultural. 4. General Description of Proposed Subdivision Property a. Area The property is approximately 33.515 acres in size. 27.004 acres will be used for residential lots, 6.511 acres for road and outlot areas. There are nine residential lots averaging 3.000 acres in area; the largest lot is 3.610 acres and the smallest is 2.506 acres. b. Ground Cover Currently, a large portion of the ground is used agriculturally, with small areas used for the extraction of natural resources. The remaining ground is covered in native grasses, weeds, and a few trees. c. General Topography The eastern portion of the property slopes to the west at approximately a 3.5% slope. The remainder of the property slopes from the northeast in a southwesterly direction at approximately a 1.5% slope. Earthen berms have been constructed in areas along the western boundary in an attempt to help control overflow from the Graham/Childs Seepage Ditch that spills onto the property during major storm events. Because of the berm construction, some low areas are located in the westernmost portion of the property. Additional details for the impacts of runoff from larger storm events that contribute to the Graham/Childs Seepage Ditch are presented in the subsequent sections of this drainage report. d. General Soil Conditions Colby loam, having a deep well-drained soil characteristic, makes up the majority of the property. The NRCS soil classification for this site is B. e. Irrigation Ditches or Laterals The New Cache Canal, otherwise known as the Greeley #2 Irrigation Ditch, borders the entire southern side of the property. The Graham/Childs Seepage Ditch borders the western side of the property. The Graham/Childs Seepage Ditch crosses (via a cast-in-place siphon) underneath the New Cache Canal at the southwestern corner of the property. For the purposes of this report, this crossing will hereafter be referred to as the "G/C" crossing. The G/C crossing is inadequate to convey the flows from major storm events as is discussed in subsequent sections of this drainage report. A small irrigation lateral runs south along WCR 37 on the east side of the property, providing irrigation flows to the site, and ends at the New Cache Canal. The agricultural field on the adjacent property to the north of the — Faith Estates property contains an irrigation return ditch at its southern border. That catches the irrigation runoff and diverts it back into the Graham/Childs Seepage Ditch. 1. Drainageways Currently, a roadside ditch conveys storm runoff from WCR 37 south to the New Cache Canal. Along the New Cache Canal, four 18" CMP culverts and one 12" RCP culvert convey runoff from the majority of the site under the ditch rider road into the ditch. Northeast of the G/C crossing, an earthen overflow channel has been cut and established to help convey overflow from the Graham Childs Seepage Ditch to the New Cache Canal. 5. Description of the Drainage Basin and Sub-Basins a. Major Drainageway Planning Studies N/A b. Major Drainage Characteristics 1. Existing Major Basin The major basin studied was the basin contributing to the Graham/Childs Seepage Ditch, north of the G/C crossing. Said basin encompasses Pickett Engineering, Inc. December 6,2004 Faith Estates Minor Subdivision Page 2 of 7 Preliminary Drainage Study approximately 4,325 acres and extends approximately 5 miles north of the site. Research was conducted by interviewing both of the ditch superintendents, Don Magnuson (New Cache Canal), and Mick Todd (Graham/Childs), and the consulting engineer for the Graham/Childs Seepage ditch. This research revealed that the Graham/Childs Seepage ditch has a history of problem areas. The basin was not studied in depth, due to the complexity and the relatively small sub-basin that is affected by this project. The problems described in the research interviews were further substantiated by evaluating potential flows from the basin contributing to the Graham/Childs Seepage Ditch and comparing those flows to the capacity of the ditch along the western edge of the property. Historically, runoff from a major storm event will breach the banks of the ditch. Once overtopping occurs, the runoff either accumulates in low areas or continues traveling in a southerly direction by sheet-flowing across the properties adjacent to the ditch. Because of the limited capacity of the Graham/Childs Seepage Ditch and the previously mentioned inadequacy of the G/C crossing, this type of overtopping condition occurs at the western boundary of the property. Additional details of this condition are provided in the subsequent sections of this drainage report. 2. Existing Sub-Basins The Faith Estates property is a sub-basin of the aforementioned existing major drainage basin. The contributing area is less than 1% of the major drainage basin. This sub-basin has been described in Section 4, above. c. Nearby Irrigation Ditches/Laterals that will be Affected The New Cache Canal has historically received the stormwater from this site. However, the owners of the New Cache Canal have requested that the runoff from the site no longer be allowed to discharge into their ditch. The owners of the Graham/Childs Seepage Ditch have expressed that they would be willing accept the controlled release of the 5-year historic runoff to their ditch. Both ditch companies have provided correspondence confirming that we are working to address their concerns. Copies of this correspondence have been included with the Change of Zone application submittal package. d. The Historic Drainage Flow Pattern of Property The historic drainage flow pattern for the majority of the property travels in a southwesterly direction sheet-flowing to the northern boundary of the New Cache Canal. There, the water ponds, and is collected and conveyed to the New Cache Canal via culverts that extend through the canal's bank. Historically, the Graham/Childs Seepage Ditch begins to back-up at the G/C crossing once the capacity of this crossing is exceeded. A small overflow channel has been established across the southwest corner of the property in attempt to help convey Pickett Engineering. Inc. December 6,2004 Faith Estates Minor Subdivision Page 3 of 7 Preliminary Drainage Study this overflow to the New Cache Canal. During major storm events, the Graham/Childs Seepage Ditch begins to breach its banks and sheet-flow across the property and adjacent properties. 6. Drainage Facility Design and Details for the Proposed Subdivision a. Off-Site Runoff Considerations and Design The basin contributing to Graham/Childs Seepage Ditch and the resulting overtopping condition during major storm events has already been discussed. Because of this condition, off-site flows are able to enter the property at two locations. First, off-site runoff enters the property at the very southwestern corner of the property as the Graham/Childs Seepage Ditch begins to back-up at the G/C crossing. This overflow is then conveyed in an earthen overflow channel to the New Cache Canal. Secondly, during larger storm events, the back-up will begin to spill over the earthen berm along the western boundary of the property. Simultaneously,the back-up extends further north toward the northern boundary of the property. East of the northwest property corner for a distance of approximately 250 feet, the irrigation return ditch backs up along the northern boundary and begins to spill onto the property. The spills from the western and northern boundaries then sheet-flow to the New Cache Canal with some runoff being captured in the existing low areas. Due to this condition, a berm will be built up along the northern boundary line to a minimum elevation of 4758 feet. This berm will match the elevation of an existing berm that starts at the northwest property corner and continues to the south, _ adjacent the Graham/Childs Seepage ditch. The southern portion of said berm will be extended to the existing, earthen, overflow channel that captures overflow from the Graham/Childs Seepage Ditch and conveys it to the New Cache Canal. The existing armored spillway will remain in place to help provide erosion control protection for the New Cache Canal. During a major storm event, it expected that the runoff volume being conveyed to the Graham/Childs Seepage Ditch from the contributing basin would exceed the ditch's capacity and begin to sheet-flow across the properties adjacent to the ditch. This flow will approach the property from the north and spill over the improved berms as it continues to sheet flow to the south. Based on our research, it appears that the south side of the New Cache Canal acts as the control for the water surface elevation when the area is inundated. The water surface elevation for this condition has been conservatively estimated to reach 4754 feet as water spills across the south side of the New Cache Canal during the major storm event. Therefore, the road centerline has been set 1 foot above said elevation (at 4755 feet) and the minimum allowable opening to a residential dwelling is to be not less than 4756 feet. In addition, the final detention pond has been oversized to accommodate some of the additional flow coming from the Graham/Childs Pickett Engineering, inc. December 6,2004 Faith Estates Minor Subdivision Page 4 of 7 Preliminary Drainage Study Seepage Ditch. This flow will be stored and returned to the ditch at a controlled rate as the overflow conditions subside. b. Proposed Drainage Design It is the intent of the design to prevent adverse effects to the surrounding properties and irrigation ditches. It has been determined that—with the proposed improvements to the site—the percent of impervious surface area will increase from 7 percent to 9 percent. It is our understanding that if a site has a percent impervious less than 10, on-site stormwater detention might not be required by the Weld County Public Works Department. Therefore, it is recognized that detention might not be necessary for a development of this type. Nonetheless, it is the intent of this design to provide detention of the 100-year developed storm event while releasing the 5-year historic flow. There are several reasons for this additional consideration of detention; the need for water quality control of the stormwater runoff before it enters an irrigation ditch is the most critical. This design incorporates low-impact-development techniques by using roadside ditches and drainage swales for the initial conveyance of stormwater to four detention areas. This design helps to keep the stormwater closer to where it falls-and provide greater water quality by slowly passing the stormwater over vegetated swales and ponds. .- Basin D-2 captures and conveys stormwater in roadside ditches and drainage swales located between Lots 8 and 9 and in the back of Lots 7, 8, and 9 to a detention pond located in the northwest corner of Lot 7. This pond retains runoff volumes up to the minor storm event. It begins to release into the south roadside ditch for storm events greater than the minor at design point 3. These flows are routed through the south roadside detention area. Basin D-1 provides drainage swales between Lots 1, 2, 3, 4, and 5. Building pads are shown for conceptual drainage practices for these lots. The drainage swales convey stormwater to the north roadside detention area. The stormwater is released into Basin D-3 at Design Point 2 and routed through the south roadside detention area. Basin D-3 does not have much area contributing but is instrumental in providing necessary detention and conveyance for the flows routed from Basins D-1 and D-2. These flows are routed through the south roadside detention pond to Design Point 4, and released to the final detention pond located in Basin D-4. See the Appendix for the water quality control volumes provided by these detention areas. Basin D-4 provides a final detention pond that has a controlled release of less than the 5-year historic runoff rate, 5.2 cfs, to the Graham/Childs Seepage Ditch. If the outlet control box were to become plugged, the water surface level would have to reach an elevation of approximately 4753.5 in order to spill into the New Cache Canal. The total inflow volume during a 100-year storm event is not sufficient to Pickett Engineering, Inc. December 6,2004 Faith Estates Minor Subdivision Page 5 of 7 Preliminary Drainage Study cause the pond to reach a water surface elevation of 4753.5. Therefore, under plugged conditions, the pond would perform as a retention pond until the water infiltrated or the plugged condition was corrected. If the area adjacent to the pond is inundated with waters received from the Graham/Childs Seepage ditch during a major storm event, it is the intention of this design to be able to store approximately 12,600 cf of this water, and return it to the Graham/Childs Seepage ditch when the overflow conditions subside. The top-of-pond has been set at existing grade to allow water sheet flowing across the property to be captured by the pond. In conclusion, the improvements to the property resulting from the proposed subdivision will actually benefit the adjacent ditch companies. The proposed drainage design will no longer permit the direct discharge of runoff into the New Cache Canal. The design also benefits the owners of the Graham/Childs Seepage Ditch by supplementing their ditch with additional flow. This flow will be '— released into their ditch at a controlled rate only after passing through water quality control devices that far exceed the minimum design requirements for a development of this type. Additional flow may be available to the Graham/Childs Seepage Ditch by capturing sheet flows that result from major storm events. There is no feasible method of eliminating the off-site flows that sheet-flow across the property during a major storm event. Therefore, the design anticipates this possibility when establishing the road surface elevation and minimum opening elevations for the proposed residential structures. — c. Contents of Tables, Charts, Figures, or Drawings in this Report 1. Appendix A • Weighted"C" Coefficient Calculations (page A-1) • Basin Characteristics (page A-2) • Time of Concentration (page A-3) • Storm Drainage Runoff Calculations (page A-4) • Water Quality Control Volume Provided (page A-5 2. Appendix B • Pond Stage and Storage Information (pages B-1 through B-5) • Pond Routing Information (pages B-6 through B-22) • Pond Routing Information—Plugged Condition (pages B-23 through B-30) 3. Appendix C • Existing Basin Map C-5.1 • Developed Basin Map C-5.2 • Graham/Childs Seepage Ditch Drainage Basin Map C-5.3 Pickett Engineering, Inc. December 6,2004 Faith Estates Minor Subdivision Page 6 of 7 Preliminary Drainage Study d. Presentation of Proposed and Existing Hydrologic Conditions Please see appendices. e. Approach to Accommodate Drainage Facilities This question has been addressed above in number 6b. 7. Technical Information All technical information used in the support of the drainage design concept is referenced and is included in the Appendix. The Rational Method was used to obtain the values for the flows of each basin. S. Map Showing General Drainage Patterns See maps in Appendix C. 9. Drainage Plan Map See maps in Appendix C. Pickett Engineering. Inc. December 6, 2004 Faith Estates Minor Subdivision Page 7 of 7 Preliminary Drainage Study APPENDIX A Faith Estates Minor Subdivision 12/1/2004 Weld County, CO PEI#03-066 - TABLE 1 : WEIGHTED "C" COEFFICIENT CALCULATIONS NRCS % Impervious Runoff Coefficients — Land Use I Soil Group 2-Year 5-Year 10-Year 100-Year Field B 2 0.03 0.09 0.17 0.36 — PROPOSED CONDITIONS - The percent impervious calculation is based on the smallest sized lot and half of the roadway frontage. — Lot Area+ Half Road ROW 3.2 ac NRCS Runoff Coefficients Soil Group % Impervious 2-Year 5-Year 10-Year 100-Year Avg. House Size 2500 sf 0.057 ac B 90 0.71 0.73 0.75 0.81 — Roadway Frontage 5487 sf 0.126 ac B 40 0.23 0.30 0.36 0.50 Gravel Driveway 3253 sf 0.075 ac B 40 0.23 0.30 0.36 0.50 Out Buildings 2000 sf 0.046 ac B 90 0.71 0.73 0.75 0.81 Agricultural 126152 sf 2.896 ac B 2 0.03 0.09 0.17 0.36 — Weighted%Imperviousness 7 NRCS % Impervious Runoff Coefficients Land Use Soil Group 2-Year 5-Year 10-Year 100-Year ^ Residential I B 7 0.05 0.12 0.34 0.39 Preliminary Drainage Calculations UnPaved Pickett Engineering, Inc. A-1 I I I I I I I I I I I I I I I I I I I 12004 Faith Estates Misr Balaton PEI> 080 Weld County,CO • TABLE 2: BASIN CHARACTERISTICS Basin Runoff Coefficient Overland Flow Gutter Flow 1 2 3 4 4 4 WBI9Med Tots Nunter Area Description C2 05 C10 0100 LI 51 L2 52 02 V2 L2 92 02 V2 L2 92 C2 V2 U 52 02 V2 L2 9 C2 V2 Slope Length (acres) (N (14) (A) (%1 (fla) (MI (%1 (Os) (try (94) Ms) (r (5a) (VW (N {%) (nth) Existing Cor dtlon E-1 35.321 Start Pasture 0.03 0.09 0.17 0.38 300 4.3 170 1.5 7.0 0.9 503 0.7 7.0 0.8 0 0.0 0.0 0.0 0 00 0.0 0.0 0 0.0 0.0 0.0 t5 973 Proposed Condliors 0-1 15293 Start Pasture 0.05 0.12 0.34 0.39 300 4.3 233 1.0 TO 07 426 O6 7.0 0.5 540 0.0 7.0 0.1 0 0.0 0.0 0.0 0 0.0 0.0 0.0 1.4 959 0.; 9.501 Stort P05ture 0.05 0.12 0.34 0.39 20 2.0 475 1.1 7.0 0.7 34 13.2 70 2.6 122 2.1 ZO 1.0 130 4.4 7.0 1.5 512 0.5 7.0 0.5 0.9 1041 0-3 2.271 Start Pasture 0.05 0.12 0.34 0.39 300 0.1 583 0.4 7.0 0.3 8 25.0 7.0 9.5 517 00 7.0 0.1 0 0.0 0.0 0.0 0 CO 0.0 0.0 03 891 D-4 3.057 Shoff Pasture 0.05 0.12 0.34 0.39 300 1.0 181 0.7 7.0 0.8 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0 00 0.0 0.0 0 0.0 00 0.0 0.9 481 I I Ni Prohdnery Drainage Calculations llr4+awd VO1XL5 Pickett Engineering,Inc. I I I I I I I I I I I I I I I I I I I ) ) Faith Estates 1.. )004 Minor Subdivision PEI#03-066 Weld County,CO TABLE 3 : TIME OF CONCENTRATION CALCULATION INIT. INIT. INIT TM1 TRVL2 TRVL3 TRVL4 Tc= Total Tc= TOTAL BASIN L1 S1 C5 Ti L 2 V T2 L 2 V T2 L 2 V T2 Sum Ti L 10+(L/180) Tc (ft) (%) (min) (ft) (f/si (min) (ft) (f/s) (min) (ft) (f/s) (min) (min) (feet) (min) (min) Existing Condition E-1 300 4.3 0.09 19.4 170 0.9 3.3 503 0.6 14.3 0 0.0 0.0 37 973 15 37 Proposed Conditions D-1 300 4.3 0.12 18.7 233 0.7 5.5 426 0.5 13.0 0 0.0 0.0 37 959 4 15 37 D-2 20 2.0 0.12 6.2 475 0.7 10.8 34 2.5 0.2 512 0.5 17.2 34 1041 16 34 D-3 300 0.1 0.12 65.5 583 0.3 28.9 8 3.5 0.0 0 0.0 0.0 94 891 15 94 D-4 300 1.0 0.12 30.4 181 0.6 5.2 0 0.0 0.0 0 0.0 0.0 36 481 13 36 9 I �`' Preliminary Drainage Calculations Unpaved V01.XLS Pickett Engineering,Inc. I I I I I I I I I I I I I I I I I I I Faith Estates 1. 104 Minor Subdivision PEI#03-066 Weld County, CO TABLE 4 : STORM DRAINAGE RUNOFF CALCULATIONS Basin Characteristics Intensities Sub-basin DESIGN Type AREA C2 C5 C10 C100 Tc 12 15 110 1100 O Q Q Q POINTS BASIN 2-yr 5-yr 10-yr 100-yr (acres) (min) Ort/hr) (inlhr) (inlhr) (infhr) (cfs) (cfs) (cfs) (cfs) Existing Condition r 1 E-1 Short Pasture 35.321 0.03 0.09 0.17 0.36 37 1.46 2.09 2.47 3.91 1.5 • 6.7 14.9 49.7 Proposed Conditions II D-1 Short Pasture 15.293 0.05 0.12 0.34 0.39 37 1.43 2.05 2.42 3.83 1.1 3.9 12.6 22.8 ID D-2 Short Pasture 9.581 0.05 0.12 0.34 0.39 34 1.52 2.18 2.58 4.07 0.7 2.6 8.4 15.2 IV D-3 Short Pasture 2.271 0.05 0.12 0.34 0.39 94 0.71 1.00 1.28 1.90 0.1 0.3 1.0 1.7 V D-4 Short Pasture 3.057 0.05 0.12 0.34 0.39 36 1.49 2.14 2.53 3.99 0.2 0.8 2.6 4.8 a Preliminary Drainage Calculations UnPaved V01.XLS Pickett Engineering, Inc. I I I 1 I I I I I I I I I I I I I I I ) ) ) 0000 c Awn» vO OO BASIN DESCRIPTION < P � D mC TRIBUTARY AREA'S w a v -4 IMPERVIOUS RATIO v o (%) o z mem w ro co CONTRIBUTING cn ° M a' iv WATERSHED AREA z co "4 '' co (ACRES) m xi o0 0 0 0 0 WATER QUALITY cn g > b 0 o b CAPTURE VOLUME N r a A a a to (WATERSHED INCHES) w m 0a � 0 0 oo 0 o 6 DESIGN VOLUME W CO co v c on (ACRE-Fl) CO CO A Co j o -> A rn DESIGN VOLUME m Co co' •o (CUBIC FT) W co N CO N en a WATER QUALITY w o WW 83a) CAPTURE VOLUME 1 co CO 0 m m N) PROVIDED (CUBIC FT) a Ui APPENDIX B Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 970-356-6362 ,."'hursday, December 02, 2004 4:34:49 PM PROJECT: P: \03-066\CADD\Master 2004-11-3.pro HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: Detention Basin 2 1=TRAPEZOIDAL CHANNEL INVERT 4752.00 W 2.70 SS 3.000 N 0.026 LS 0.001 Q = 1.49 / n * A * (RAD ** 0.667) * SQRT(LS) ELEV STORAGE OUTFLOW 2S/T+0 (CU.FT. ) (CFS) (CFS) K 4748.50 0.0 0.0 0.0 - 4748.63 424.3 0.0 0.8 4748.75 848.5 0.0 1.7 4748.88 1302.7 0.0 2.6 4749.00 1756.9 0.0 3.4 4749.13 2242.1 0.0 4.4 4749.25 2727.3 0.0 5.3 4749.38 3244.5 0.0 6.4 - 4749.50 3761.6 0.0 7.4 4749.63 4311.7 0.0 8.5 4749.75 4861.8 0.0 9.5 4749.88 5445.9 0.0 10.7 - 4750.00 6030.0 0.0 11.8 4750.13 6649.1 0.0 13.0 4750.25 7268.2 0.0 14.3 4750.38 7923.6 0.0 15.5 .0-, 4750.50 8578.9 0.0 16.8 4750.63 9277.4 0.0 18.2 4750.75 9975.8 0.0 19.6 4750.88 10723.1 0.0 21.0 - 4751.00 11470.4 0.0 22.5 4751.13 12265.9 0.0 24.1 4751.25 13061.4 0.0 25.6 - 4751.38 13904.4 0.0 27.3 4751.50 14747.4_ 0.0 28.9 4751.63 15637.3 0.0 30.7 4751.75 16527.2 0.0 32.4 4751.88 17463.3 0.0 34.2 4752.00 18399.4 0.0 36.1 4752.13 19389.4 0.2 38.2 4752.25 20379.3 0.5 40.5 - 4752.38 21447.3 1.1 43.2 4752.50 22515.3 1.9 46.1 4752.63 23694.0 3.0 49.4 4752.75 24872.6 4 .2 53.0 - 4752.88 26194.4 5.8 57.1 4753.00 27516.1 7.6 61.6 4753.13 29013.5 9.7 66.6 4753.25 30510.9 12.2 72.0 4753.38 32216.5 14 .9 78.1 4753.50 33922.0 18.1 84.6 B-1 Pickett Engineering, Inc. 808 8th Street .- Greeley, Colorado 80631 970-356-6362 " dnesday, December 01, 2004 10:51:39 AM - PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: North Roadside Detention 1=CIRCULAR ORIFICE INVERT 4752.50 C 0.65 D 0.75 if (H < D) Q = 3.0 * D * (H ** 1.5) ... if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD) 2=BROAD CRESTED WEIR INVERT 5753.00 C 3.00 W 50.00 - Q = C * W * (H ** 1.5) ELEV STORAGE- OUTFLOW 2S/T+0 (CU.FT. ) (CFS) (CFS) 4750.70 0.0 0.0 0.0 4750.75 821.0 0.0 1.5 4750.80 1641.9 0.0 3.0 4750.85 2512.8 0.0 4.7 - 4750.90 3383.7 0.0 6.3 4750.95 4305.3 0.0 8.0 4751.00 5226.8 0.0 9.7 4751.05 6199.7 0.0 11.5 4751.10 7172.6 0.0 13.3 4751.15 8197.5 0.0 15.2 4751.20 9222.5 0.0 17.1 _ ., 4751.25 10300.3 0.0 19.1 4751.30 11378.1 0.0 21.1 4751.35 12509.8 0.0 23.2 4751.40 13641.5 0.0 25.3 - 4751.45 14828.2 0.0 27.5 4751.50 16014.8 0.0 29.7 4751.55 17257.3 0.0 32.0 4751.60 18499.9 0.0 34.3 - 4751.65 19799.2 0.0 36.7 4751.70 21098.5 0.0 39.1 4751.75 22455.5 0.0 41.6 4751.80 23812.5- 0.0 44.1 4751.85 25228.1 0.0 46.7 4751.90 26643. 6 0.0 49.3 4751.95 28118.6 0.0 52.1 _ 4752.00 29593.6 0.0 54.8 4752.05 31128.9 0.0 57.6 4752.10 32664.3 0.0 60.5 4752.15 34260.9 0.0 63.4 4752.20 35857.5 0.0 66.4 4752.25 37516.3 0.0 69.5 4752.30 39175.1 0.0 72.5 4752.35 40897.1 0.0 75.7 - 4752.40 42619.1 0.0 78.9 4752.45 44405.4 0.0 82.2 4752.50 46191.7 0.0 85.5 4752.55 48043.3 0.0 89.0 - 4752.60 49895.0 0.1 92.5 4752.65 51813.1 0.1 96.1 ,^ 4752.70 53731.3 0.2 99.7 4752.75 55717.6 0.3 103.5 4752.80 57704 .0 0.4 107.2 4752.85 59760.7 0.5 111.1 4752.90 61817.3 0.6 115.0 B-2 Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 970-356-6362 ^ dnesday, December 01, 2004 10:51:39 AM PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: North Roadside Detention 4752.95 63945.8 0.7 119.1 4753.00 66074.4 0.8 123.2 5253.00 66074.4 51.5 173.9 5753.00 66074.4 72.9 195.2 B-3 Pickett Engineering, Inc. 808 8th Street — Greeley, Colorado 80631 A:20-356-6362 +dnesday, December 01, 2004 10:52:05 AM — PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: South Roadside Detention 1=CIRCULAR ORIFICE INVERT 4751.00 C 0.65 D 1.50 _ if (H < D) Q = 3.0 * D * (H ** 1.5) if (H >= D) Q = C * A * SQRT(64 .4 * (H - RAD) 2=BROAD CRESTED WEIR INVERT 4753.00 C 3.00 W 50.00 - Q = C * W * (H ** 1.5) ELEV STORAGE OUTFLOW 2S/T+0 (CU.FT. ) (CFS) (CFS) - 4750.70 0.0 0.0 0.0 4750.75 105.0 0.0 0.2 4750.80 209.9 0.0 0.4 4750.85 340.9 0.0 0.7 4750.90 471.8 0.0 0.9 4750.95 628.8 0.0 1.2 4751.00 785.8 0.0 1.5 4751.05 968.9 0.1 2.0 _ 4751.10 1152.0 0.1 2.4 4751.15 1361.2 0.3 2.9 4751.20 1570.5 0.4 3.5 - �. 4751.25 1805.9 0.6 4 .1 4751.30 2041.3 0.7 4.7 4751.35 2303.0 0.9 5.4 4751.40 2564.6 1.1 6.2 - 4751.45 2852.5 1.4 7.0 4751.50 3140.5 1.6 7.7 4751.55 3454.8 1.8 8.6 4751.60 3769.1 2.1 9.5 - 4751.65 4109.7 2.4 10.4 4751.70 4450.4 2.6 11.4 4751.75 4817.5 2.9 12.4 4751.80 5184.6 3.2 13.4 - 4751.85 5578.2 3.5 14.5 4751.90 5971.7 3.8 15.6 4751.95 6391.8 4.2 16.7 4752.00 6811.9" 4.5 17. 9 - 4752.05 7258.5 4.8 19.1 4752.10 7705.2 5.2 20.3 4752.15 8178.4 5.5 21.6 - 4752.20 8651.7 5.9 22. 9 4752.25 9151.7 6.3 24.2 4752.30 9651.6 6.7 25.6 4752.35 10178.3 7.1 27.0 - 4752.40 10704 .9 7.5 28.4 4752.45 11258.3 7.9 29.9 4752.50 11811.7 8.3 31.4 4752.55 12391.9 8.2 32.5 - 4752.60 12972.1 8.5 33.9 4752.65 13579.5 8.7 35.4 , ' 4752.70 14187.0 9.0 36.8 4752.85 14187.0 9.7 37.5 - 4753.00 14187.0 10.3 38.1 - B-4 • Pickett Engineering, Inc. 808 8th Street — Greeley, Colorado 80631 '70-356-6362 ednesday, December 01, 2004 10:52:36 AM - PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: Final Detention — 1=CIRCULAR ORIFICE INVERT 4750.00 C 0.65 D 1.07 if (H < D) Q = 3.0 * D * (H ** 1.5) _ if (H >= D) Q = C * A * SQRT(64 .4 * (H - RAD) 2=BROAD CRESTED WEIR INVERT 4753.00 C 3.00 W 170.00 - Q = C * W * (H ** 1.5) ELEV STORAGE OUTFLOW 2S/T+O (CU.FT. ) (CFS) (CFS) - 4750.00 0.0 0.0 0.0 4750.08 495.6 0.1 1.0 4750.17 991.1- 0.2 2.2 4750.25 1486.7 0.4 3.3 - 4750.33 2017.6 0.6 4.6 4750.42 2548.6 0.9 5.9 4750.50 3079.5 1.1 7.2 4750.58 3646.4 1.4 8.6 _ 4750.67 4213.4 1.7 10.0 4750.75 4780.3 2.1 11.5 4750.83 5383. 9 2.4 13.0 - ..-, 4750.92 5987. 6 2.8 14.6 4751.00 6591.2 3.2 16.1 4751.08 7232.2 3.5 17.7 4751.17 7873.1 3.7 19.2 - 4751.25 8514.1 4.0 20.7 4751.33 9193.1 4 .2 22.2 4751.42 9872.1 4.4 23.8 4751.50 10551.1 4.6 25.3 - 4751.58 11268.8 4.8 26.9 4751.67 11986.4 5.0 28.5 4751.75 12704.1 5.2 30.1 4751.83 13461.1 5.3 31.7 4751.92 14218.1 5.5 33.4 4752.00 14975.1 5.7 35.0 4752.08 15772.1 5.8 36.8 4752.17 16569.0 6.0 38.5 _ 4752.25 17366.4 6.1 40.2 4752.33 18203.6 6.3 42.0 4752.42 19041.3 6.4 43.8 - 4752.50 19878.9 6.6 45.6 4752.58 20757.9 6.7 47.4 4752.67 21636.8 6.8 49.3 4752.75 22515.8 7.0 51.1 - 4752.83 23436.7 7.1 53.1 4752.92 24357.7 7.2 55.0 4753.00 25278.6 7.4 56.9 4753.33 26211.9 106.0 157.4 - 4753.67 27145.3 285.9 339.1 4754.00 28078.6 518.7 573.8 B-5 Pickett Engineering, Inc. 808 8th Street — Greeley, Colorado 80631 970-356-6362 ' dnesday, December 01, 2004 10:30:28 AM - PROJECT: P: \03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: Detention Basin 2 — T I1 I2 251/T O1 2S2/T+O2 O2 252/T 2 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS - MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 18213 CU FT MAXIMUM ELEVATION = 4751.98 FT INFLOW VOLUME = 18213 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY 136.00 5.0 1.9 31.6 0.0 38.5 0.2 38.3 - 153.00 1.9 1.2 38.3 0.2 41.1 0.7 40.5 170.00 1.2 0.4 40.5 0.7 41.4 0.7 40.7 187.00 0.4 0.4 40.7 0.7 40.7 0.6 40.1 204.00 0.4 0.3 40.1 0.6 40.2 0.5 39.7 221.00 0.3 0. 39.7 0.5 39.8 0.4 39.4 238.00 0.3 0.3 39.4 0.4 39.5 0.4 39.2 255.00 0.3 0.2 39.2 0.4 39.3 0.3 39.0 272.00 0.2 0.2 39.0 0.3 39.0 0.3 38.7 - 289.00 0.2 0.1 38.7 0.3 38.7 0.2 38.5 306.00 0.1 0.1 38.5 0.2 38.5 0.2 38.3 323.00 0.1 0.1 38.3 0.2 38.2 0.2 38.1 _ ^340.00 0.1 0.0 38.1 0.2 38.0 0.1 37.8 57.00 0.0 0.0 37.8 0.1 37.7 0.1 37.5 374.00 0.0 0.0 37.5 0.1 37.4 0.1 37.3 391.00 0.0 0.0 37.3 0.1 37.2 0.1 37.1 _ 408.00 0.0 0.0 37.1 0.1 37.0 0.1 37.0 425.00 0.0 0.0 37.0 0.1 36.9 0.1 36.8 442.00 0.0 0.0 36.8 0.1 36.8 0.1 36.7 459.00 0.0 0.0 36.7 0.1 36.7 0.0 36.6 - 476.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 493.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 510.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 527.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 544 .00 0.0 0.0 36.4 0.0 36.3 0.0 36.3 561.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 595.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 _ 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.1 0.0 36.1 TIME TO PEAK = 2.83 HOURS MAXIMUM OUTFLOW = 0.73 CFS MAXIMUM STORAGE = 20732 CU FT MAXIMUM ELEVATION = 4752.29 FT INFLOW VOLUME = 24212 CU FT OUTFLOW VOLUME = 5782 CU FT - 10 YEAR STORM FREQUENCY 119.00 9.5 5. 9 22.3 0.0 37.7 0.1 37. 6 -^136.00 5. 9 2.3 37.6 0.1 45.7 1.8 43.9 .53.00 2.3 1.4 43.9 1.8 45.8 1.8 43. 9 - 170.00 1.4 0. 6 43.9 1.8 44 .2 1.4 42.8 187.00 0. 6 0.5 42.8 1.4 42.5 1.0 41.5 204.00 0.5 0.4 41.5 1.0 41.5 0.7 40.7 B-6 221.00 0.4 0.4 40.7 0.7 40.7 0.6 40.1 238.00 0.4 0.3 40.1 0.6 40.2 0.5 39.7 - 255.00 0.3 0.3 39.7 0.5 39.9 0.4 39.4 272.00 0.3 0.3 39.4 0.4 39.6 0.4 39.2 "..... 9.00 0.3 0.2 39.2 0.4 39.3 0.3 38. 9 306.00 0.2 0.1 38.9 0.3 38.9 0.3 38.6 - 323.00 0.1 0.1 38.6 0.3 38.6 0.2 38.3 340.00 0.1 0.0 38.3 0.2 38.2 0.2 38.0 357.00 0.0 0.0 38.0 0.2 37.9 0.1 37.7 374 .00 0.0 0.0 37.7 0.1 37.6 0.1 37.5 - 391.00 0.0 0.0 37.5 0.1 37.4 0.1 37.3 408.00 0.0 0.0 37.3 0.1 37.2 0.1 37.1 425.00 0.0 0.0 37.1 0.1 37.0 0.1 36. 9 442.00 0.0 0.0 36.9 0.1 36.9 0.1 36.8 459.00 0.0 0.0 36.8 0.1 36.7 0.1 36.7 476.00 0.0 0.0 36.7 0.1 36.6 0.0 36.6 493.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 510.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 527.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.4 0.0 36.3 561.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 - 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 595.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0..0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.2 0.0 36.1 TIME TO PEAK = 2.55 HOURS MAXIMUM OUTFLOW = 1.84 CFS MAXIMUM STORAGE = 22407 CU FT MAXIMUM ELEVATION = 4752.49 FT - ,.-.. INFLOW VOLUME = 29294 CU FT OUTFLOW VOLUME = 10861 CU FT 50 YEAR STORM FREQUENCY 119.00 13.6 8.3 30.8 0.0 52.7 4.1 48.6 - 136.00 8.3 3.1 48.6 4.1 55.9 5.3 50.6 153.00 3.1 1.8 50.6 5.3 50.2 3.2 47.0 170.00 1.8 0.6 47.0 3.2 46.2 1. 9 44.2 187.00 0. 6 0.5 44.2 1.9 43.4 1.2 42.2 - 204.00 0.5 0.5 42.2 1.2 42.0 0.9 41.1 221.00 0.5 0.4 41.1 0.9 41.1 0.7 40.5 238.00 0.4 0.3 40.5 0.7 40.5 0.5 40.0 255.00 0.3 0.3 40.0 0.5 40.1 0.5 39.7 - 272.00 0.3 0.3 39.7 0.5 39. 9 0.4 39.4 289.00 0.3 0.2 39.4 0.4 39.5 0.4 39.1 306.00 0.2 0.0 39.1 0.4 38.9 0.3 38.6 323.00 0.0 0.0 38.6 0.3 38.4 0.2 38.2 340.00 0.0 0.0 38.2 0.2 38.0 0.1 37.8 357.00 0.0 0.0 37.8 0.1 37.7 0.1 37.6 374.00 0.0 0.0 37.6 0.1 37.4 0.1 37.3 391.00 0.0 0..0 37.3 0.1 37.2 0.1 37.2 408.00 0.0 0.0 37.2 0.1 37.1 0.1 37.0 425.00 0.0 0.0 37.0 0.1 36.9 0.1 36.8 442.00 0.0 0.0 36.8 0.1 36.8 0.1 36.7 - 459.00 0.0 0.0 36.7 0.1 36.7 0.0 36.6 476.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 493.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 510.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 - 527.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.3 0.0 36.3 •'561.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 J78.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 - 595.00 0.0 0.0 36.3 0.0 36.2 0.0 36.2 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 B-7 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 680.00 0.0 0.,0 36.2 0.0 36.1 0.0 36.1 TIME TO PEAK = 2.27 HOURS MAXIMUM OUTFLOW = 5.30 CFS MAXIMUM STORAGE = 25791 CU FT - MAXIMUM ELEVATION = 4752.84 FT INFLOW VOLUME = 39391 CU FT OUTFLOW VOLUME = 20962 CU FT 100 YEAR STORM FREQUENCY - 119.00 15.0 9.3 34.5 0.0 58.8 6.5 52.3 136.00 9.3 3.6 52.3 6.5 58.7 6.4 52.3 153.00 3.6 2.2 52.3 6.4 51. 6 3.7 47.9 170.00 2.2 0.8 47.9 3.7 47.2 2.3 44 .9 - 187.00 0.8 0.7 44.9 2.3 44.2 1.4 42.8 204 .00 0.7 0.5 42.8 1.4 42.6 1.0 41.6 221.00 0.5 0.5 41.6 1.0 41.7 0.8 40.9 238.00 0.5 0.4 40.9 0.8 40.9 0.6 40.3 255.00 0.4 0.4 40.3 0.6 40.4 0.5 39. 9 272.00 0.4 0.3 39.9 0.5 40.1 0.5 39.6 289.00 0.3 0.3 39.6 0.5 39.7 0.4 39.3 306.00 0.3 0.3 39.3 0.4 39.5 0.4 39.1 323.00 0.3 0.1 39.1 0.4 39.1 0.3 38.8 340.00 0.1 0.0 38.8 0.3 38.6 0.2 38.4 357.00 0.0 0.0 38.4 0.2 38.2 0.2 38.0 ▪ 374.00 0.0 0.0 38.0 0.2 37.8 0.1 37.7 391.00 0.0 0.0 37.7 0.1 37.6 0.1 37.5 408.00 0.0 0,,0 37.5 0.1 37.3 0.1 37.2 425.00 0.0 0.0 37.2 0.1 37.2 0.1 37.1 442.00 0.0 0.0 37.1 0.1 37.0 0.1 36.9 459.00 0.0 0.0 36.9 0.1 36.8 0.1 36.8 476.00 0.0 0.0 36.8 0.1 36.7 0.0 36.7 x...493.00 0.0 0.0 36.7 0.0 36. 6 0.0 36.6 )10.00 0.0 0.0 36.6 0.0 36.5 0.0 36.5 527.00 0.0 0.0 36.5 0.0 36.5 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 - 561.00 0.0 0.0 36.4 0.0 36.4 0.0 36.3 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 595.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 612.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 - 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 .- TIME TO PEAK = 1. 98 HOURS MAXIMUM OUTFLOW = 6.47 CFS MAXIMUM STORAGE = 26693 CU FT MAXIMUM ELEVATION = 4752.92 FT - INFLOW VOLUME = 45010 CU FT OUTFLOW VOLUME = 26571 CU FT B-8 Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 970-356-6362 '`dnesday, December 01', 2004 9:18:39 AM PROJECT: P: \03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: North Roadside Detention - T I1 I2 251/T O1 252/T+O2 O2 252/T 2 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS _ MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 29257 CU FT MAXIMUM ELEVATION = 4751.99 FT INFLOW VOLUME = 29257 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS - MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 38649 CU FT MAXIMUM ELEVATION = 4752.28 FT INFLOW VOLUME = 38649 CU FT OUTFLOW VOLUME = 0 CU FT 10 YEAR STORM FREQUENCY 306.00 0.4 0.4 85.4 0.0 86.1 0.0 86.1 324.00 0.4 0.3 66.1 0.0 86.9 0.0 86.8 - 342.00 0.3 0.1 86.8 0.0 87.4 0.0 87.3 360.00 0.2 0.0 87.3 0.0 87.5 0.0 87.5 378.00 0.0 0.0 87.5 0.0 87.5 0.0 87.5 _ 0.396.00 0.0 0.0 87.5 0.0 87.4 0.0 87.4 L4.00 0.0 0.0 87.4 0.0 87.4 0.0 87.4 432.00 0.0 0.0 67.4 0.0 87.4 0.0 87.4 450.00 0.0 0.0 87.4 0.0 87.4 0.0 87.3 - 468.00 0.0 0.0 87.3 0.0 87.3 0.0 87.3 486.00 0.0 0.0 87.3 0.0 87.3 0.0 87.3 504.00 0.0 0.0 87.3 0.0 87.3 0.0 87.3 522.00 0.0 0.0 87.3 0.0 87.3 0.0 87.2 - 540.00 0.0 0.0 87.2 0.0 87.2 0.0 87.2 558.00 0.0 0.0 87.2 0.0 87.2 0.0 87.2 576.00 0.0 0.0 87.2 0.0 87.2 0.0 87.2 594.00 0.0 0.0 87.2 0.0 87.2 0.0 87.1 - 612.00 0.0 0.0 87.1 0.0 87.1 0.0 87.1 630.00 0.0 0.0 87.1 0.0 87.1 0.0 87.1 648.00 0.0 0.0 87.1 0.0 87.1 0.0 87.1 666.00 0.0 0.0 87.1 0.0 87.1 0.0 87.1 _ 684.00 0.0 0.0 87.1 0.0 87.0 0.0 87.0 702.00 0.0 0.0 87.0 0.0 87.0 0.0 87.0 720.00 0.0 0.0 87.0 0.0 87.0 0.0 87.0 - TIME TO PEAK = 6.00 HOURS MAXIMUM OUTFLOW = 0.01 CFS MAXIMUM STORAGE = 47242 CU FT MAXIMUM ELEVATION = 4752.53 FT -• INFLOW VOLUME = 47279 CU FT OUTFLOW VOLUME = 310 CU FT 50 YEAR STORM FREQUENCY 144.00 12.6 4.4 80.4 0.0 97.4 0.2 97.2 - 162.00 4.4 2.6 97.2 0.2 104.1 0.3 103.8 180.00 2.6 0.9 103.8 0.3 107.1 0.4 106.7 ^' 98.00 0.9 0.8 106.7 0.4 108.0 0.4 107.6 216.00 0.8 0.8 107.6 0.4 108.8 0.4 108.4 - 234.00 0.8 0.6 108.4 0.4 109.4 0.4 109.0 252.00 0.6 0.5 109.0 0.4 109.7 0.4 109.3 270.00 0.5 0.4 109.3 0.4 109.8 0.4 109.4 - B-9 288.00 0.4 0.4 109.4 0.4 109.8 0.4 109.3 306.00 0.4 0.3 109.3 0.4 109.6 0.4 109.2 - 324.00 0.3 0.3 109.2 0.4 109.4 0.4 109.0 342.00 0.3 0.2 109.0 0.4 109. 1 0.4 108.7 00.00 0.2 0.0 108.7 0.4 108.4 0.4 108.0 -78.00 0.0 0.0. 108.0 0.4 107.6 0.4 107.2 - 396.00 0.0 0.0 107.2 0.4 106.8 0.4 106.5 414.00 0.0 0.0 106.5 0.4 106.1 0.3 105.8 432.00 0.0 0.0 105.8 0.3 105.4 0.3 105.1 450.00 0.0 0.0 105.1 0.3 104.8 0.3 104 .5 ▪ 468.00 0.0 0.0 104.5 0.3 104 .2 0.3 103.9 486.00 0.0 0.0 103.9 0.3 103.6 0.3 103.3 504.00 0.0 0.0 103.3 0.3 103.0 0.3 102.7 _ 522.00 0.0 0.0 102.7 0.3 102.5 0.3 102.2 540.00 0.0 0.0 102.2 0.3 101.9 0.2 101.7 558.00 0.0 0.0 101.7 0.2 101.4 0.2 101.2 576.00 0.0 0.0 101.2 0.2 101.0 0.2 100.7 -. 594.00 0.0 0.0 100.7 0.2 100.5 0.2 100.3 612.00 0.0 0.0 100.3 0.2 100.1 0.2 99.9 630.00 0.0 0.0 99.9 0.2 99.6 0.2 99.4 648.00 0.0 0.0 99.4 0.2 99.2 0.2 99.1 - 666.00 0.0 0.0 99.1 0.2 98.9 0.2 98.7 684 .00 0.0 0.0 98.7 0.2 98.5 0.2 98.3 702.00 0.0 0.0 98.3 0.2 98.1 0.2 98.0 720.00 0.0 0.0 98.0 0.2 97.8 0.2 97.6 TIME TO PEAK = 4.50 HOURS MAXIMUM OUTFLOW = 0.43 CFS MAXIMUM STORAGE = 59062 CU FT MAXIMUM ELEVATION = 4752.83 FT .... INFLOW VOLUME = 63509 CU FT OUTFLOW VOLUME = 10876 CU FT 100 YEAR STORM FREQUENCY - i-126.00 23.0 14.1 52.9 0.0 90.0 0.0 90.0 44.00 14 .1 5.1 90.0 0.0 109.2 0.4 108.8 162.00 5.1 3.2 108.8 0.4 116.7 0.6 116.1 180.00 3.2 1.3 116.1 0.6 120.0 0.7 119.3 - 198.00 1.3 1.1 119.3 0.7 120.9 0.7 120.2 216.00 1.1 0.8 120.2 0.7 121.4 0.7 120.6 234 .00 0.8 0.7 120.6 0.7 121.4 0.7 120.7 252.00 0.7 0.6 120.7 0.7 121.3 0.7 120.5 - 270.00 0. 6 0.6 120.5 0.7 121.0 0.7 120.2 288.00 0.6 0.6 120.2 0.7 120.6 0.7 119.9 306.00 0.6 0.5 119.9 0.7 120.3 0.7 119. 6 324.00 0.5 0.5 119.6 0.7 119.8 0.7 119.1 - 342.00 0.5 0.2 119.1 0.7 119.1 0.7 118.4 360.00 0.2 0.0 118.4 0.7 118.0 0. 6 117.3 378.00 0.0 0.0 117.3 0.6 116.7 0.6 116.1 _ 396.00 0.0 0.0 116.1 0.6 115.5 0.6 114.9 414 .00 0.0 0.0 114.9 0.6 114.3 0.5 113.7 432.00 0.0 0.0 113.7 0.5 113.2 0.5 112.7 450.00 0.0 0.0 112.7 0.5 112.2 0.5 111.7 - 468.00 0.0 0.0 111.7 0.5 111.2 0.5 110.7 486.00 0.0 0.0 110.7 0.5 110.2 0.4 109.8 504.00 0.0 0.0 109.8 0.4 109.4 0.4 108.9 522.00 0.0 0.0 108.9 0.4 108.5 0.4 108.1 - 540.00 0.0 0.0 108.1 0.4 107.7 0.4 107.3 558.00 0.0 0.0 107.3 0.4 106.9 0.4 106.6 576.00 0.0 0.0 106.6 0.4 106.2 0.3 105.9 594.00 0.0 0.0 105.9 0.3 105.5 0.3 105.2 - 612.00 0.0 0.0 105.2 0.3 104.9 0.3 104.5 630.00 0.0 0.0 104.5 0.3 104.2 0.3 103.9 ^648.00 0.0 0.0 103.9 0.3 103.6 0.3 103.4 666.00 0.0 0.0 103.4 0.3 103.1 0.3 102.8 • 684.00 0.0 0.0 102.8 0.3 102.5 0.3 102.3 702.00 0.0 0.0 102.3 0.3 102.0 0.3 101.7 720.00 0.0 0.0 101.7 0.3 101.5 0.2 101.3 B--10 TIME TO PEAK = 3. 90 HOURS MAXIMUM OUTFLOW = 0.75 CFS MAXIMUM STORAGE = 65161 CU FT MAXIMUM ELEVATION = 4752.98 FT INFLOW VOLUME = 72662 CU FT OUTFLOW VOLUME = 18112 CU FT B-11 Pickett Engineering, Inc. 808 8th Street — Greeley, Colorado 80631 970-356-6362 ' 'Tednesday, December 01, 2004 10:26:58 AM — PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: South Roadside Detention — T Il I2 251/T 01 252/T+02 02 252/T 2 YEAR STORM FREQUENCY -. 102.00 0.5 1r0 0.9 0.0 2.3 0.1 2.2 119.00 1.0 1.0 2.2 0.1 4.0 0.5 3.5 136.00 1.0 0.6 3.5 0.5 4.5 0.7 3.8 153.00 0.6 0.3 3.8 0.7 4.1 0.6 3.5 - 170.00 0.3 0.2 3.5 0.6 3.4 0.4 3.1 187.00 0.2 0.1 3.1 0.4 3.0 0.3 2.7 204.00 0.1 0.1 2.7 0.3 2.6 0.2 2.4 221.00 0.1 0.1 2.4 0.2 2.4 0.1 2.3 - 238.00 0.1 0.1 2.3 0.1 2.3 0.1 2.1 255.00 0.1 0.0 2.1 0.1 2.1 0.1 2.0 272.00 0.0 0.0 2.0 0.1 2.0 0.1 2.0 289.00 0.0 0.0 2.0 0.1 2.0 0.1 1. 9 - 306.00 0.0 0.0 1.9 0.1 1.9 0.0 1.9 323.00 0.0 0.0 1.9 0.0 1.9 0.0 1.8 340.00 0.0 0.0 1.8 0.0 1.8 0.0 1.6 357.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 - 374.00 0.0 0.0 1.8 0.0 1.7 0.0 1.7 391.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 408.00 0.0 0.0 1.7 0.0 1.7 0.0 1.6 - ,1-.425.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 E42.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 459.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 476.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - 493.00 0.0 0.0 1. 6 0.0 1.6 0.0 1. 6 510.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 527.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 544.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - 561.00 0.0 0.0 1.6 0.0 1. 6 0.0 1.5 578.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 595.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 612.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 629.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 646.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 663.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 680.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 697.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 714.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 731.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 748.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 765.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 782.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 799.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 816.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 833.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 850.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 867.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 884.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 901.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 '918.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 935.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 952.00 0.0 0..0 1.5 0.0 1.5 0.0 1.5 TIME TO PEAK = 2.27 HOURS MAXIMUM OUTFLOW = 0.68 CFS - B-12 MAXIMUM STORAGE = 1961 CU FT MAXIMUM ELEVATION = 4751.28 FT - INFLOW VOLUME = 4344 CU FT OUTFLOW VOLUME = 3556 CU FT 01"‘i YEAR STORM FREQUENCY 102.00 0.6 1.4 1.1 0.0 3.1 0.3 2.8 - 119.00 1.4 1.4 2.8 0.3 5.3 0.9 4 .4 136.00 1.4 0.9 4 .4 0.9 5.8 1.0 4.8 153.00 0.9 0.8 4.8 1.0 5.5 1.0 4.6 170.00 0.8 0.9 4.6 1.0 5.4 0.9 4.5 187.00 0.9 0.8 4.5 0.9 5.2 0.9 4 .4 204.00 0.8 0.6 4.4 0.9 4.9 0.8 4 .1 221.00 0.6 0.5 4 .1 0.8 4.5 0.7 3.8 _ 238.00 0.5 0.5 3.8 0.7 4.2 0.6 3.6 255.00 0.5 0.4 3.6 0.6 3.9 0.5 3.4 272.00 0.4 0.4 3.4 0.5 3.7 0.4 3.2 289.00 0.4 0.3 3.2 0.4 3.4 0.4 3.0 306.00 0.3 0.3 3.0 0.4 3.2 0.3 2.9 323.00 0.3 0.2 2.9 0.3 3.0 0.3 2.7 340.00 0.2 0.2 2.7 0.3 2.8 0.2 2.6 357.00 0.2 0.1 2.6 0.2 2.6 0.2 2.4 - 374 .00 0.1 0.1 2.4 0.2 2.5 0.2 2.3 391.00 0.1 0.1 2.3 0.2 2.4 0.1 2.2 408.00 0.1 0.1 2.2 0.1 2.3 0.1 2.2 425.00 0.1 0.1 2.2 0.1 2.2 0.1 2.1 - 442.00 0.1 0.1 2.1 0.1 2.1 0.1 2.0 459.00 0.1 0.0 2.0 0.1 2.1 0.1 2.0 476.00 0.0 0.0 2.0 0.1 2.0 0.1 1.9 493.00 0.0 0.0 1.9 0.1 2.0 0.1 1.9 510.00 0.0 0.0 1.9 0.1 1.9 0.0 1.9 527.00 0.0 0.0 1.9 0.0 1.9 0.0 1.8 544.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 _ . -561.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 )78.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 595.00 0.0 0.0 1.8 0.0 1.7 0.0 1.7 612.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 - 629.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 646.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 663.00 0.0 0.0 1.7 0.0 1.7 0.0 1.6 680.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 - 697.00 0.0 0.0 1. 6 0.0 1.6 0.0 1.6 714.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 731.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 748.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - 765.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 782.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 799.00 0.0 0.0 1. 6 0.0 1.6 0.0 1.6 _ 616.00 0.0 0.0 1. 6 0.0 1.6 0.0 1.6 833.00 0.0 0.0 1.6 0.0 1. 6 0.0 1.5 850.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 867.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 884.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 901.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 918.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 935.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - 952.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 TIME TO PEAK = 2.27 HOURS MAXIMUM OUTFLOW = 1.04 CFS MAXIMUM STORAGE = 2445 CU FT �' MAXIMUM ELEVATION = 4751.38 FT INFLOW VOLUME = 11504 CU FT `•-•1/4 OUTFLOW VOLUME = 10717 CU FT 10 YEAR STORM FREQUENCY - 102.00 0.7 1.6 1.3 0.0 3.7 0.5 3.2 119.00 1.6 1.7 3.2 0.5 6.1 1.1 5.0 136.00 1.7 1.-9 5.0 1.1 7.5 1.5 6.0 B-13 153.00 1.9 2.3 6.0 1.5 8.7 1.9 6.9 170.00 2.3 1.9 6.9 1.9 9.2 2.0 7.2 - 187.00 1.9 1.4 7.2 2.0 8.4 1.8 6.6 204.00 1.4 1.0 6.6 1.8 7.2 1.4 5.8 ''21.00 1.0 0.8 5.8 1.4 6.1 1.1 5.0 238.00 0.8 0.6 5.0 1.1 5.2 0. 9 4.4 - 255.00 0. 6 0.5 4.4 0.9 4.6 0.7 3.9 272.00 0.5 0.5 3.9 0.7 4.2 0.6 3.6 289.00 0.5 0.4 3.6 0.6 3.9 0.5 3.4 306.00 0.4 0.4 3.4 0.5 3.7 0.5 3.2 - 323.00 0.4 0.3 3.2 0.5 3.4 0.4 3.0 340.00 0.3 0.2 3.0 0.4 3.2 0.3 2.8 357.00 0.2 0.2 2.8 0.3 2.9 0.3 2.7 374 .00 0.2 0.1 2.7 0.3 2.7 0.2 2.5 - 391.00 0.1 0.1 2.5 0.2 2. 6 0.2 2.4 408.00 0.1 0.1 2.4 0.2 2.4 0.1 2.3 425.00 0.1 0.,1 2.3 0.1 2.3 0.1 2.2 - 442.00 0.1 0.1 2.2 0.1 2.2 0.1 2.1 459.00 0.1 0.1 2.1 0.1 2.2 0.1 2.1 476.00 0.1 0.1 2.1 0.1 2.1 0.1 2.0 493.00 0.1 0.1 2.0 0.1 2.1 0.1 2.0 - 510.00 0.1 0.0 2.0 0.1 2.0 0.1 1.9 527.00 0.0 0.0 1.9 0.1 2.0 0.1 1.9 544.00 0.0 0.0 1.9 0.1 1.9 0.0 1.9 561.00 0.0 0.0 1.9 0.0 1. 9 0.0 1.9 - 578.00 0.0 0.0 1.9 0.0 1.9 0.0 1.8 595.00 0.0 0.0 1.8 0.0 1.9 0.0 1.8 612.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 629.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 - 646.00 0.0 0.0 1.8 0.0 1.8 0.0 1.8 663.00 0.0 0.0 1.8 0.0 1.8 0.0 1.7 680.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 - i-$97.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 14.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 731.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 748.00 0.0 0.0 1.7 0.0 1.7 0.0 1. 6 - 765.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 782.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 799.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 816.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 - 833.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 850.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 867.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 884.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - 901.00 0.0 0.0 1.6 0.0 1.6 0.0 1.5 918.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 935.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 952.00 0.0 0.0 1.5 0.0 1.5 0.0 1.5 - TIME TO PEAK = 2.83 HOURS MAXIMUM OUTFLOW = 2.00 CFS MAXIMUM STORAGE = 3656 CU FT - MAXIMUM ELEVATION = 4751.58 FT INFLOW VOLUME = 18138 CU FT OUTFLOW VOLUME = 17350 CU FT 50 YEAR STORM FREQUENCY - 85.00 0.1 1.0 0.5 0.0 1.7 0.0 1.7 102.00 1.0 2.3 1.7 0.0 5.0 0.8 4.2 119.00 2.3 4.3 4.2 0.8 10.0 2.2 7.8 136.00 4.3 6.1 7.8 2.2 16.0 4.0 12.0 - 153.00 6.1 5.1 12.0 4.0 19.2 4.9 14.3 170.00 5.1 3.2 14.3 4.9 17.8 4.5 13.3 Ar1.87.00 3.2 2.1 13.3 4.5 14.2 3.4 10.7 204.00 2.1 1.5 10.7 3.4 10.9 2.5 8.4 - 221.00 1.5 1.3 8.4 2.5 8.7 1.9 6.9 238.00 1.3 1.1 6.9 1.9 7.4 1.5 5.9 255.00 1.1 1.0 5.9 1.5 6.6 1.3 5.3 - E-14 272.00 1.0 0.9 5.3 1.3 6.0 1.1 4 .9 289.00 0.9 0.9 4.9 1.1 5.7 1.0 4 .7 - 306.00 0.9 0.8 4.7 1.0 5.3 0.9 4 .4 323.00 0.8 0.7 4.4 0.9 5.0 0.8 4 .2 '^440.00 0.7 0. 6 4.2 0.8 4.6 0.7 3.9 .357.00 0.6 0.5 3.9 0.7 4.4 0.6 3.7 - 374.00 0.5 0.5 3.7 0.6 4.1 0.6 3.6 391.00 0.5 0.5 3.6 0.6 4.0 0.5 3.4 408.00 0.5 0.4 3.4 0.5 3.8 0.5 3.3 425.00 0.4 0.4 3.3 0.5 3.7 0.5 3.2 - 442.00 0.4 0.4 3.2 0.5 3. 6 0.4 3.2 459.00 0.4 0.4 3.2 0.4 3.5 0.4 3.1 476.00 0.4 0.3 3.1 0.4 3.4 0.4 3.0 493.00 0.3 0.3 3.0 0.4 3.3 0.4 2.9 - 510.00 0.3 0.3 2.9 0.4 3.2 0.3 2.9 527.00 0.3 0.3 2.9 0.3 3.1 0.3 2.8 544.00 0.3 0.3 2.8 0.3 3.1 0.3 2.8 - 561.00 0.3 0.3 2.8 0.3 3.0 0.3 2.7 578.00 0.3 0,2 2.7 0.3 3.0 0.3 2.7 595.00 0.2 0.2 2.7 0.3 2.9 0.3 2.6 612.00 0.2 0.2 2.6 0.3 2.9 0.2 2.6 .. 629.00 0.2 0.2 2.6 0.2 2.8 0.2 2.6 646.00 0.2 0.2 2.6 0.2 2.8 0.2 2.5 663.00 0.2 0.2 2.5 0.2 2.7 0.2 2.5 680.00 0.2 0.2 2.5 0.2 2.7 0.2 2.5 - 697.00 0.2 0.2 2.5 0.2 2.6 0.2 2.4 714.00 0.2 0.2 2.4 0.2 2.6 0.2 2.4 731.00 0.2 0.1 2.4 0.2 2.5 0.2 2.3 748.00 0.1 0.0 2.3 0.2 2.3 0.1 2.2 - 765.00 0.0 0.0 2.2 0.1 2.1 0.1 2.0 782.00 0.0 0.0 2.0 0.1 1.9 0.0 1.9 799.00 0.0 0.0 1.9 0.0 1.8 0.0 1.8 ^816.00 0.0 0.0 1.8 0.0 1.8 0.0 1.7 133.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 850.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 867.00 0.0 0.0 1.7 0.0 1.6 0.0 1.6 - 884.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 901.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 918.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 935.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - 952.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 TIME TO PEAK = 2.55 HOURS MAXIMUM OUTFLOW = 4.88 CFS MAXIMUM STORAGE = 7306 CU FT - MAXIMUM ELEVATION = 4752.06 FT INFLOW VOLUME = 41113 CU FT OUTFLOW VOLUME = 40318 CU FT 100 YEAR STORM FREQUENCY - 85.00 0.1 1.1 0.7 0.0 2.0 0.1 1. 9 102.00 1.1 2.6 1.9 0.1 5.6 1.0 4.6 119.00 2.6 5.8 4.6 1.0 12.0 2.8 9.2 - 136.00 5.8 8.1 9.2 2.8 20.2 5.2 15.0 153.00 8.1 6.3 15.0 5.2 24.2 6.3 17.9 170.00 6.3 4.0 17.9 6.3 21.9 5.7 16.3 187.00 4.0 2.8 16.3 5.7 17.5 4.4 13.1 • 204.00 2.8 2.1 13.1 4.4 13.6 3.3 10.3 221.00 2.1 1.8 10.3 3.3 10.9 2.5 8.4 238.00 1.8 1.6 8.4 2.5 9.2 2.0 7.2 255.00 1.6 1.4 7.2 2.0 8.2 1.7 6.5 - 272.00 1.4 1.3 6.5 1.7 7.5 1.5 6.0 289.00 1.3 1.2 6.0 1.5 7.0 1.4 5.6 ^306.00 1.2 1.2 5.6 1.4 6.7 1.3 5.4 323.00 1.2 1.1 5.4 1.3 6.4 1.2 5.2 - 340.00 1. 1 1.0 5.2 1.2 6.1 1.1 5.0 357.00 1.0 0.9 5.0 1.1 5.8 1.0 4.7 374 .00 0.9 0.8 4.7 1.0 5.4 0.9 4.5 - B-15 391.00 0.8 0.7 4.5 0. 9 5.1 0.8 4.2 408.00 0.7 0.7 4 .2 0.8 4.8 0.8 4.1 - 425.00 0.7 0.6 4 .1 0.8 4.6 0.7 3.9 442.00 0.6 0.6 3.9 0.7 4.4 0.7 3.8 59.00 0.6 0.6 3.8 0.7 4.3 0.6 3.7 376.00 0.6 0.5 3.7 0.6 4.1 0.6 3.6 - 493.00 0.5 0.5 3.6 0. 6 4.0 0.5 3.5 510.00 0.5 0.5 3.5 0.5 3.9 0.5 3.4 527.00 0.5 0.4 3.4 0.5 3.8 0.5 3.3 544.00 0.4 0.4 3.3 0.5 3.7 0.5 3.2 - 561.00 0.4 0.4 3.2 0.5 3.6 0.4 3.2 578.00 0.4 0.4 3.2 0.4 3.5 0.4 3.1 595.00 0.4 0.4 3.1 0.4 3.4 0.4 3.0 _ 612.00 0.4 0.3 3.0 0.4 3.3 0.4 3.0 629.00 0.3 0.3 3.0 0.4 3.3 0.3 2.9 646.00 0.3 0.3 2.9 0.3 3.2 0.3 2.9 663.00 0.3 0.3 2.9 0.3 3.1 0.3 2.8 - 680.00 0.3 0.3 2.8 0.3 3.1 0.3 2.8 697.00 0.3 0.3 2.8 0.3 3.0 0.3 2.7 714.00 0.3 0.2 2.7 0.3 3.0 0.3 2.7 731.00 0.2 0.2 2.7 0.3 2.8 0.2 2.6 - 748.00 0.2 0.1 2.6 0.2 2.6 0.2 2.4 765.00 0.1 0.0 2.4 0.2 2.3 0.1 2.2 782.00 0.0 0.0 2.2 0.1 2.0 0.1 2.0 799.00 0.0 0.0 2.0 0.1 1. 9 0.0 1.9 - 816.00 0.0 0.0 1.9 0.0 1.8 0.0 1.8 833.00 0.0 0.0 1.8 0.0 1.7 0.0 1.7 850.00 0.0 0.0 1.7 0.0 1.7 0.0 1.7 - 667.00 0.0 0.0 1.7 0.0 1.7 0.0 1.6 884 .00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 901.00 0.0 0.0 1.6 0.0 1.6 0.0 1. 6 918.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 - r-•935.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 52.00 0.0 0.0 1.6 0.0 1.6 0.0 1.6 TIME TO PEAK = 2.55 HOURS MAXIMUM OUTFLOW = 6.28 CFS - MAXIMUM STORAGE = 9139 CU FT MAXIMUM ELEVATION = 4752.25 FT INFLOW VOLUME = 55390 CU FT OUTFLOW VOLUME = 54593 CU FT - H-16 Pickett Engineering, Inc. 808 8th Street — Greeley, Colorado 80631 970-356-6362 '"ednesday, December 01, 2004 10:25:37 AM - PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: Final Detention - T Il I2 251/T 01 282/T+O2 O2 252/T 2 YEAR STORM FREQUENCY 17.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ 34.00 0.0 0.1 0.0 0.0 0.1 0.0 0.1 51.00 0.1 0.1 0.1 0.0 0.3 0.0 0.3 68.00 0.1 0.1 0.3 0.0 0.5 0.0 0.4 85.00 0.1 0.7 0.4 0.0 1.2 0.1 1.1 102.00 0.7 1.5 1.1 0.1 3.2 0.4 2.8 119.00 1.5 1.6 2.8 0.4 5.6 0.8 4.8 136.00 1.6 1.3 4.8 0.8 6.9 1.1 5.9 - 153.00 1.3 1.-0 5.9 1.1 7.0 1.1 5.9 170.00 1.0 0.7 5.9 1.1 6.5 1.0 5.5 187.00 0.7 0.5 5.5 1.0 5.6 0.8 4 .8 204.00 0.5 0.4 4.8 0.8 4.8 0.7 4.2 - 221.00 0.4 0.3 4.2 0.7 4.1 0.5 3.6 238.00 0.3 0.2 3.6 0.5 3.5 0.4 3.1 255.00 0.2 0.2 3.1 0.4 3.0 0.4 2.7 _ 272.00 0.2 0.1 2.7 0.4 2. 6 0.3 2.3 289.00 0.1 0.1 2.3 0.3 2.2 0.2 2.0 306.00 0.1 0.1 2.0 0.2 2.0 0.2 1.8 323.00 0.1 0.1 1.8 0.2 1.7 0.2 1.6 - ^340.00 0.1 0.1 1.6 0.2 1.6 0.1 1.4 57.00 0.1 0.0 1.4 0.1 1.4 0.1 1.2 374.00 0.0 0.0 1.2 0.1 1.2 0.1 1.1 391.00 0.0 0.0 1.1 0.1 1.1 0.1 1.0 - 408.00 0.0 0.0 1.0 0.1 0. 9 0.1 0.9 425.00 0.0 0.0 0.9 0.1 0.8 0.1 0.8 442.00 0.0 0.0 0.8 0.1 0.7 0.1 0.7 459.00 0.0 0.0 0.7 0.1 0. 6 0.0 0. 6 - 476.00 0.0 0.0 0.6 0.0 0.6 0.0 0.5 493.00 0.0 0.0 0.5 0.0 0.5 0.0 0.5 510.00 0.0 0.0 0.5 0.0 0.4 0.0 0.4 527.00 0.0 0.0 0.4 0.0 0.4 0.0 0.3 - 544.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 561.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 578.00 0.0 0.-O 0.3 0.0 0.2 0.0 0.2 - 595.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 612.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 629.00 0.0 0.0 0.2 0.0 0.2 0.0 0.1 646.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 ▪ 663.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 680.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 697.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 714 .00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 - 731.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 748.00 0.0 0.0 0.1 0.0 0.1 0.0 0.0 765.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 762.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 799.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 816.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 '''333.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 d50.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 867.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 884.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 901.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 B-17 918.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 935.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 952.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 969.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P.`96.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J03.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1020.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1037.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1054.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1071.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1088.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1105.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1122.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1139.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1156.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1173.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TIME TO PEAK = 2.55 HOURS - MAXIMUM OUTFLOW = 1.10 CFS MAXIMUM STORAGE = 3018 CU FT MAXIMUM ELEVATION = 4750.49 FT INFLOW VOLUME = 9390 CU FT + - OUTFLOW VOLUME = 9390 CU FT 5 YEAR STORM FREQUENCY 17.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 34.00 0.0 0.1 0.0 0.0 0.2 0.0 0.1 - 51.00 0.1 0.1 0.1 0.0 0.3 0.0 0.3 68.00 0.1 0.1 0.3 0.0 0.5 0.0 0.4 85.00 0.1 1.0 0.4 0.0 1.5 0.1 1.3 102.00 1.0 2.2 1.3 0.1 4.4 0.6 3.8 ▪ 119.00 2.2 2.5 3.8 0.6 7.9 1.3 6.6 136.00 2.5 1.9 6.6 1.3 9.7 1.7 8.0 153.00 1.9 1.4 8.0 1.7 9.7 1.7 8.0 - ,-470.00 1.4 1.2 8.0 1.7 9.0 1.5 7.5 87.00 1.2 1.0 7.5 1.5 8.1 1.3 6.8 204.00 1.0 0.9 6.8 1.3 7.4 1.2 6.2 221.00 0.9 0.8 6.2 1.2 6.8 1.1 5.7 - 238.00 0.8 0.7 5.7 1.1 6.2 0.9 5.3 255.00 0.7 0.6 5.3 0.9 5.7 0.8 4.8 272.00 0.6 0.5 4.8 0.8 5.2 0.7 4.4 289.00 0.5 0.5 4.4 0.7 4.7 0.6 4.1 - 306.00 0.5 0.4 4.1 0.6 4.3 0.6 3.7 323.00 0.4 0.3 3.7 0.6 3. 9 0.5 3.4 340.00 0.3 0.3 3.4 0.5 3.5 0.4 3.0 357.00 0.3 0.2 3.0 0.4 3.1 0.4 2.7 374.00 0.2 0.2 2.7 0.4 2.8 0.3 2.4 391.00 0.2 0.2 2.4 0.3 2.5 0.3 2.2 408.00 0.2 0.1 2.2 0.3 2.2 0.2 2.0 _ 425.00 0.1 0.1 2.0 0.2 2.0 0.2 1.8 442.00 0.1 0.1 1.8 0.2 1.8 0.2 1.6 459.00 0.1 0.1 1.6 0.2 1.6 0.2 1.5 476.00 0.1 0.1 1.5 0.2 1.5 0.1 1.3 - 493.00 0.1 0.1 1.3 0.1 1.3 0.1 1.2 510.00 0.1 0.1 1.2 0.1 1.2 0.1 1.1 527.00 0.1 0.0 1.1 0.1 1.1 0.1 1.0 544.00 0.0 0.0 1.0 0.1 1.0 0.1 1.0 - 561.00 0.0 0.0 1.0 0.1 1.0 0.1 0.9 578.00 0.0 0.0 0.9 0.1 0. 9 0.1 0.8 595.00 0.0 0.0 0.8 0.1 0.8 0.1 0.7 612.00 0.0 0.0 0.7 0.1 0.7 0.1 0.7 - 629.00 0.0 0.0 0.7 0.1 0.7 0.0 0.6 646.00 0.0 0.0 0.6 0.0 0.6 0.0 0.6 ' 63.00 0.0 0.0 0.6 0.0 0.6 0.0 0.5 _ 680.00 0.0 0.0 0.5 0.0 0.5 0.0 0.5 697.00 0.0 0.0 0.5 0.0 0.5 0.0 0.4 714.00 0.0 0.0 0.4 0.0 0.4 0.0 0.4 731.00 0.0 0.0 0.4 0.0 0.4 0.0 0.3 - B-18 748.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 765.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 ▪ 782.00 0.0 0.0 0.3 0.0 0.3 0.0 0.2 799.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 16.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 33.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 - 850.00 0.0 0.0 0.2 0.0 0.2 0.0 0.1 867.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 884.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 901.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 - 918.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 935.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 952.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 969.00 0.0 0.0 0.1 0.0 0.1 0.0 0.0 _ 986.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1003.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1020.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 1037.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1054.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1071.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1088.00 0.0 i 0.0 0.0 0.0 0.0 0.0A 0.0 - 1105.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1122.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1139.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1156.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ▪ 1173.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TIME TO PEAK = 2.55 HOURS MAXIMUM OUTFLOW = 1.68 CFS MAXIMUM STORAGE = 4097 CU FT _ MAXIMUM ELEVATION = 4750.65 FT INFLOW VOLUME = 18426 CU FT OUTFLOW VOLUME = 18423 CU FT - ,-A0 YEAR STORM FREQUENCY 17.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 34.00 0.0 0.1 0.0 0.0 0.2 0.0 0.2 51.00 0.1 0.1 0.2 0.0 0.4 0.0 0.3 - 68.00 0.1 0.1 0.3 0.0 0.6 0.0 0.5 85.00 0.1 1.1 0.5 0.0 1.7 0.2 1.6 102.00 1.1 2.7 1.6 0.2 5.2 0.7 4.5 119.00 2.7 3.0 4.5 0.7 9.4 1.6 7.8 - 136.00 3.0 2.5 7.8 1.6 11.7 2.1 9.5 153.00 2.5 2.2 9.5 2.1 12.1 2.2 9.9 170.00 2.2 2.2 9.9 2.2 12.1 2.2 9.9 187.00 2.2 2.1 9.9 2.2 11.9 2.2 9.8 - 204.00 2.1 1.8 9.8 2.2 11.4 2.1 9.3 221.00 1.8 1.4 9.3 2.1 10.4 1.8 8.6 238.00 1.4 1.1 8.6 1.8 9.2 1.6 7.7 ▪ 255.00 1.1 0.9 7.7 1.6 8.1 1.3 6.8 272.00 0.9 0.7 6.8 1.3 7.1 1.1 6.0 289.00 0.7 0.6 6.0 1.1 6.2 0.9 5.3 306.00 0.6 0.6 5.3 0.9 5.6 0.8 4.7 - 323.00 0.6 0.5 4.7 0.8 5.0 0.7 4.3 340.00 0.5 0.4 4.3 0.7 4.5 0.6 3.9 357.00 0.4 0.3 3.9 0.6 4.0 0.5 3.5 374.00 0.3 0.2 3.5 0.5 3.5 0.4 3.1 - 391.00 0.2 0.2 3.1 0.4 3.1 0.4 2.7 408.00 0.2 0.2 2.7 0.4 2.7 0.3 2.4 425.00 0.2 0.1 2.4 0.3 2.4 0.3 2.1 442.00 0.1 0.1 2.1 0.3 2.1 0.2 1.9 - 459.00 0.1 0.1 1.9 0.2 1.9 0.2 1.7 476.00 0.1 0.1 1.7 0.2 1.7 0.2 1.6 '193.00 0.1 0.1 1.6 0.2 1.6 0.1 1.4 .. 510.00 0.1 0.1 1.4 0.1 1.4 0.1 1.3 527.00 0.1 0.1 1.3 0.1 1.3 0.1 1.2 544.00 0.1 0.1 1.2 0.1 1.2 0.1 1.1 561.00 0.1 0.0 1.1 0.1 1.1 0.1 1.0 - B-19 578.00 0.0 0.0 1.0 0.1 1.0 0.1 1.0 595.00 0.0 0.0 1.0 0.1 1.0 0.1 0.9 - 612.00 0.0 0.0 0.9 0.1 0.9 0.1 0.8 629.00 0.0 0.0 0.8 0.1 0.8 0.1 0.8 ' '16.00 0.0 0.0 0.8 0.1 0.8 0.1 0.7 .,63.00 0.0 0.0 0.7 0.1 0.7 0.1 0.7 - 680.00 0.0 0.0 0.7 0.1 0.7 0.0 0.6 697.00 0.0 0.0 0.6 0.0 0.6 0.0 0.6 714.00 0.0 0.0 0.6 0.0 0.6 0.0 0.5 731.00 0.0 0.0 0.5 0.0 0.5 0.0 0.5 748.00 0.0 0.0 0.5 0.0 0.5 0.0 0.5 765.00 0.0 0.0 0.5 0.0 0.4 0.0 0.4 782.00 0.0 0.0 0.4 0.0 0.4 0.0 0.4 799.00 0.0 0.0 0.4 0.0 0.4 0.0 0.3 816.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 833.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 850.00 0.0 0.0 0.3 0.0 0.3 0.0 0.2 - 867.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 884.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 901.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 4 918.00 0.0 0.0 0.2 0.0 4 0.1 0.0 0.1 - 935.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 952.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 969.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 986.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 - 1003.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1020.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1037.00 0.0 0.0 0.1 0.0 0.1 0.0 0.0 1054.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ 1071.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1088.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1105.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - , -Y122.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 139.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1156.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1173.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - TIME TO PEAK = 2.83 HOURS MAXIMUM OUTFLOW = 2.24 CFS MAXIMUM STORAGE = 5035 CU FT MAXIMUM ELEVATION = 4750.79 FT - INFLOW VOLUME = 26782 CU FT OUTFLOW VOLUME = 26776 CU FT 50 YEAR STORM FREQUENCY 17.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ 34.00 0.0 0.1 0.0 0.0 0.2 0.0 0.2 51.00 0.1 0.1 0.2 0.0 0.4 0.0 0.4 68.00 0.1 0.2 0.4 0.0 0.6 0.0 0.6 ▪ 85.00 0.2 1.6 0.6 0.0 2.3 0.2 2.1 102.00 1.6 3.9 2.1 0.2 7.3 1.2 6.2 119.00 3.9 4.7 6.2 1.2 13.5 2.6 11.0 136.00 4.7 4.7 11.0 2.6 17.7 3.5 14.2 - 153.00 4.7 5.1 14.2 3.5 20.5 3.9 16.6 170.00 5.1 5.0 16.6 3.9 22.7 4.3 18.5 187.00 5.0 4.2 18.5 4.3 23.4 4.4 19.1 204.00 4.2 3.2 19.1 4.4 22.0 4.2 17.9 - 221.00 3.2 2.4 17.9 4.2 19.2 3.7 15.5 238.00 2.4 1.8 15.5 3.7 15.9 3.2 12.8 255.00 1.8 1.5 12.8 3.2 12.9 2.4 10.5 272.00 1.5 1.3 10.5 2.4 10.8 1.9 8.9 - 289.00 1.3 1.1 8.9 1.9 9.3 1.6 7.7 306.00 1.1 1.0 7.7 1.6 8.3 1.4 6.9 "IM23.00 1.0 0.9 6.9 1.4 7.5 1.2 6.3 340.00 0.9 0.8 6.3 1.2 6.8 1.1 5.8 _ 357.00 0.8 0.7 5.8 1.1 6.2 0.9 5.2 374 .00 0.7 0.6 5.2 0.9 5.6 0.8 4.8 391.00 0.6 0.6 4.8 0.8 5.1 0.7 4.4 B-20 408.00 0.6 0.5 4.4 0.7 4 .7 0.7 4 .1 425.00 0.5 0.5 4.1 0.7 4.4 0.6 3.8 - 442.00 0.5 0.4 3.8 0.6 4.2 0.5 3.6 459.00 0.4 0.4 3.6 0.5 3.9 0.5 3.4 /x°6.00 0.4 0.4 3.4 0.5 3.7 0.5 3.2 33.00 0.4 0.4 3.2 0.5 3.5 0.4 3.1 - 510.00 0.4 0.3 3.1 0.4 3.4 0.4 3.0 527.00 0.3 0.3 3.0 0.4 3.2 0.4 2.8 544.00 0.3 0.3 2.8 0.4 3.1 0.4 2.7 561.00 0.3 0.3 2.7 0.4 2.9 0.3 2.6 - 578.00 0.3 0.3 2.6 0.3 2.8 0.3 2.5 595.00 0.3 0.3 2.5 0.3 2.7 0.3 2.4 612.00 0.3 0.3 2.4 0.3 2.6 0.3 2.3 629.00 0.3 0.2 2.3 0.3 2.5 0.3 2.2 - 646.00 0.2 0.2 2.2 0.3 2.4 0.3 2.2 663.00 0.2 0.2 2.2 0.3 2.4 0.2 2.1 680.00 0.2 0.2 2.1 0.2 2.3 0.2 2.0 - 697.00 0.2 0.2 2.0 0.2 2.2 0.2 2.0 714.00 0.2 0.2 2.0 0.2 2.2 0.2 1.9 731.00 0.2 0.2 1.9 0.2 2.1 0.2 1. 9 748.00 0.2 0.1 0 1.9 0.2 2.0 0.2 1.80 - 765.00 0.1 0.1 1.8 0.2 1.9 0.2 1.7 782.00 0.1 0.1 1.7 0.2 1.7 0.2 1.5 799.00 0.1 0.0 1.5 0.2 1.5 0.1 1.3 816.00 0.0 0.0 1.3 0.1 1.3 0.1 1.2 - 833.00 0.0 0.0 1.2 0.1 1.1 0.1 1.0 850.00 0.0 0.0 1.0 0.1 1.0 0.1 0.9 867.00 0.0 0.0 0.9 0.1 0.9 0.1 0.8 884.00 0.0 0.0 0.8 0.1 0.8 0.1 0.7 - 901.00 0.0 0.0 0.7 0.1 0.7 0.1 0.6 918.00 0.0 0.0 0.6 0.1 0.6 0.0 0. 6 935.00 0.0 0.0 0.6 0.0 0.5 0.0 0.5 x.$52.00 0.0 0.0 0.5 0.0 0.5 0.0 0.4 `09.00 0.0 0.0 0.4 0.0 0.4 0.0 0.4 986.00 0.0 0.0 0.4 0.0 0.3 0.0 0.3 1003.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 - 1020.00 0.0 0.0 0.3 0.0 0.2 0.0 0.2 1037.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 1054.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 1071.00 0.0 0.0 0.2 0.0 0.2 0.0 0.1 - 1088.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1105.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1122.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1139.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 - 1156.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1173.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 TIME TO PEAK = 3.12 HOURS MAXIMUM OUTFLOW = 4.36 CFS - MAXIMUM STORAGE = 9717 CU FT MAXIMUM ELEVATION = 4751.40 FT INFLOW VOLUME = 52987 CU FT - OUTFLOW VOLUME = 52962 CU FT 100 YEAR STORM FREQUENCY 17.00 0.0 0.1 0.0 0.0 0.1 0.0 0.1 34.00 0.1 0.1 0.1 0.0 0.3 0.0 0.2 - 51.00 0.1 0.2 0.2 0.0 0.5 0.0 0.5 68.00 0.2 0.2 0.5 0.0 0.8 0.1 0.7 85.00 0.2 1.8 0.7 0.1 2.7 0.3 2.4 102.00 1.8 4.4 2.4 0.3 8.3 1.4 6.9 - 119.00 4.4 5.4 6. 9 1.4 15.3 3.0 12.3 136.00 5.4 5.7 12.3 3.0 20.4 3. 9 16.5 e '53.00 5.7 6.5 16.5 3.9 24.8 4 .5 20.3 170.00 6.5 6.4 20.3 4.5 26.6 5.0 23.6 - 187.00 6.4 5.3 23.6 5.0 30.3 5.2 25.1 204.00 5.3 4.1 25.1 5.2 29.3 5.1 24.2 221.00 4.1 3.1 24.2 5.1 26.3 4 .7 21.5 B-21 238.00 3.1 2.4 21.5 4 .7 22.3 4.2 18.1 255.00 2.4 2.0 18.1 4.2 18.3 3.6 14 .7 - 272.00 2.0 1.7 14.7 3.6 14.9 2. 9 12.0 289.00 1.7 1.6 12.0 2.9 12.4 2.3 10.1 ')6.00 1.6 1.4 10.1 2.3 10.8 1.9 8.8 23.00 1.4 1.3 8.8 1.9 9.7 1.7 8.0 - 340.00 1.3 1.2 8.0 1.7 8.9 1.5 7.4 357.00 1.2 1.1 7 .4 1.5 8.2 1.3 6.8 374.00 1.1 1.0 6.8 1.3 7 .5 1.2 6.3 391.00 1.0 0.9 6.3 1.2 7.0 1.1 5.9 408.00 0.9 0.8 5.9 1.1 6.5 1.0 5.5 425.00 0.8 0.7 5.5 1.0 6.0 0.9 5.1 442.00 0.7 0.7 5.1 0. 9 5.6 0.8 4.8 _ 459.00 0.7 0.6 4.8 0.8 5.3 0.8 4 .6 476.00 0.6 0.6 4.6 0.8 5.0 0.7 4 .3 493.00 0.6 0.6 4.3 0.7 4 .8 0.7 4 .1 510.00 0.6 0.5 4.1 0.7 4.5 0.6 3.9 - 527.00 0.5 0.5 3.9 0.6 4.3 0.6 3.8 544.00 0.5 0.5 3.8 0.6 4 .1 0.5 3.6 561.00 0.5 0.4 3.6 0.5 4 .0 0.5 3.4 578.00 • 0.4 0.4 3.4 0.5 3.8 a 0.5 3.3 - 595.00 0.4 0.4 3.3 0.5 3.6 0.5 3.2 612.00 0.4 0.4 3.2 0.5 3.5 0.4 3.1 629.00 0.4 0.4 3.1 0.4 3.4 0.4 3.0 646.00 0.4 0.3 3.0 0.4 3.2 0.4 2.8 - 663.00 0.3 0.3 2.8 0.4 3.1 0.4 2.7 680.00 0.3 0.3 2.7 0.4 3.0 0.4 2.7 697.00 0.3 0.3 2.7 0.4 2.9 0.3 2.6 714 .00 0.3 0.3 2.6 0.3 2.8 0.3 2.5 _ 731.00 0.3 0.3 2.5 0.3 2.7 0.3 2.4 748.00 0.3 0.2 2.4 0.3 2.6 0.3 2.3 765.00 0.2 0.2 2.3 0.3 2.4 0.2 2.1 - ,...- 82.00 0.2 0.1 2.1 0.2 2.1 0.2 1.9 99.00 0.1 0.1 1.9 0.2 1.8 0.2 1.7 d16.00 0.1 0.0 1.7 0.2 1.6 0.1 1.4 833.00 0.0 0.0 1.4 0.1 1.4 0.1 1.2 - 850.00 0.0 0.0 1.2 0.1 1.2 0.1 1.1 867.00 0.0 0.0 1.1 0.1 1.0 0.1 1.0 884.00 0.0 0.0 1.0 0.1 0.9 0.1 0.8 901.00 0.0 0.0 0.8 0.1 0.8 0.1 0.7 - 918.00 0.0 0.0 0.7 0.1 0.7 0.1 0.6 935.00 0.0 0.0 0.6 0.1 0.6 0.0 0.6 952.00 0.0 0.0 0.6 0.0 0.5 0.0 0.5 _ 969.00 0.0 0.0 0.5 0.0 0.5 0.0 0.4 986.00 0.0 0.0 0.4 0.0 0.4 0.0 0.4 1003.00 0.0 0.0 0.4 0.0 0.3 0.0 0.3 1020.00 0.0 0.0 0.3 0.0 0.3 0.0 0.3 ▪ 1037.00 0.0 0.0 0.3 0.0 0.2 0.0 0.2 1054 .00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 1071.00 0.0 0.0 0.2 0.0 0.2 0.0 0.2 1088.00 0.0 0.0 0.2 0.0 0.1 0.0 0.1 - 1105.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1122.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1139.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 1156.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 - 1173.00 0.0 0.0 0.1 0.0 0.1 0.0 0.1 TIME TO PEAK = 3.12 HOURS MAXIMUM OUTFLOW = 5.20 CFS MAXIMUM STORAGE = 12824 CU FT - MAXIMUM ELEVATION = 4751.76 FT INFLOW VOLUME = 69075 CU FT fi". OUTFLOW VOLUME = 69046 CU FT - B-22 Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 970-356-6362 'dnesday, December 01, 2004 9:40:21 AM — PROJECT: P: \03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: Detention Basin 2 Plugged T I1 I2 2S1/T 01 2S2/T+02 02 2S2/T 2 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 18213 CU FT MAXIMUM ELEVATION = 4751.98 FT INFLOW VOLUME = 18213 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY 136.00 5.0 1.9 31.6 0 0.0 38.5 0.2 38.3 153.00 1.9 1.2 38.3 0.2 41.1 0.7 40.5 170.00 1.2 0.4 40.5 0.7 41.4 0.7- 40.7 187.00 0.4 0.4 40.7 0.7 40.7 0.6 40.1 204.00 0.4 0.3 40.1 0.6 40.2 0.5 39.7 - 221.00 0.3 0.3 39.7 0.5 39.8 0.4 39.4 238.00 0.3 0.3 39.4 0.4 39.5 0.4 39.2 255.00 0.3 0.2 39.2 0.4 39.3 0.3 39.0 272.00 0.2 0.2 39.0 0.3 39.0 0.3 38.7 - 289.00 0.2 0.1 38.7 0.3 38.7 0.2 38.5 306.00 0.1 0.1 38.5 0.2 38.5 0.2 38.3 323.00 0.1 0.1 38.3 0.2 38.2 0.2 38.1 X340.00 0.1 0.0 38.1 0.2 38.0 0.1 37.8 )7.00 0.0 0.0 37.8 0.1 37.7 0.1 37.5 374.00 0.0 0.0 37.5 0.1 37.4 0.1 37.3 391.00 0.0 0.0 37.3 0.1 37.2 0.1 37.1 - 408.00 0.0 0.0 37.1 0.1 37.0 0.1 37.0 425.00 0.0 0.0 37.0 0.1 36.9 0.1 36.8 442.00 0.0 0.0 36.8 0.1 36.8 0.1 36.7 459.00 0.0 0.0 36.7 0.1 36.7 0.0 36.6 476.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 493.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 510.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 527.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.3 0.0 36.3 561.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 595.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 _ 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.1 0.0 36.1 TIME TO PEAK = 2.83 HOURS MAXIMUM OUTFLOW = 0.73 CFS - MAXIMUM STORAGE = 20732 CU FT MAXIMUM ELEVATION = 4752.29 FT INFLOW VOLUME = 24212 CU FT OUTFLOW VOLUME = 5782 CU FT 10 YEAR STORM FREQUENCY 119.00 9.5 5.9 22.3 0.0 37.7 0.1 37.6 '^36.00 5.9 2.3 37.6 0.1 45.7 1.8 43.9 _53.00 2.3 1.4 43. 9 1.8 45.8 1.8 43. 9 - 170.00 1.4 0.6 43.9 1.8 44.2 1.4 42.8 187.00 0.6 0.5 42.8 1.4 42.5 1.0 41.5 204.00 0.5 0.4 41.5 1.0 41.5 0.7 40.7 '" B-23 221.00 0.4 0.4 40.7 0.7 40.7 0.6 40.1 238.00 0.4 0.3 40.1 0.6 40.2 0.5 39.7 255.00 0.3 0.3 39.7 0.5 39. 9 0.4 39.4 272.00 0.3 0.3 39.4 0.4 39. 6 0.4 39.2 "....."9.00 0.3 0.2 39.2 0.4 39.3 0.3 38.9 .,6.00 0.2 0.1 38.9 0.3 38.9 0.3 38.6 - 323.00 0.1 0.1 38.6 0.3 38.6 0.2 38.3 340.00 0.1 0.0 38.3 0.2 38.2 0.2 38.0 357.00 0.0 0.0 38.0 0.2 37.9 0.1 37.7 374.00 0.0 0.0 37.7 0.1 37.6 0.1 37.5 - 391.00 0.0 0.0 37.5 0.1 37.4 0.1 37.3 408.00 0.0 0.0 37.3 0.1 37.2 0.1 37.1 425.00 0.0 0.0 37.1 0.1 37.0 0.1 36.9 _ 442.00 0.0 0.0 36.9 0.1 36.9 0.1 36.8 459.00 0.0 0.0 36.8 0.1 36.7 0.1 36.7 476.00 0.0 0.0 36.7 0.1 36.6 0.0 36.6 493.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 - 510.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 527.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.4 0.0 36.3 561.00 0.0 « 0.0 36.3 0.0 36.3 0.0i 36.3 - 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 595.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.2 0.0 36.1 TIME TO PEAK = 2.55 HOURS - MAXIMUM OUTFLOW = 1.84 CFS MAXIMUM STORAGE = 22407 CU FT MAXIMUM ELEVATION = 4752.49 FT - �. INFLOW VOLUME = 29294 CU FT OUTFLOW VOLUME = 10861 CU FT 50 YEAR STORM FREQUENCY 119.00 13.6 8.3 30.8 0.0 52.7 4.1 48.6 - 136.00 8.3 3.1 48.6 4 .1 55.9 5.3 50.6 153.00 3.1 1.8 50.6 5.3 50.2 3.2 47.0 170.00 1.8 0.6 47.0 3.2 46.2 1.9 44.2 187.00 0.6 0.5 44.2 1.9 43.4 1.2 42.2 - 204.00 0.5 0.5 42.2 1.2 42.0 0.9 41.1 221.00 0.5 0.4 41.1 0.9 41.1 0.7 40.5 238.00 0.4 0.3 40.5 0.7 40.5 0.5 40.0 _ 255.00 0.3 0.3 40.0 0.5 40.1 0.5 39.7 272.00 0.3 0.3 39.7 0.5 39. 9 0.4 39.4 289.00 0.3 0.2 39.4 0.4 39.5 0.4 39.1 306.00 0.2 0.0 39.1 0.4 38.9 0.3 38.6 - 323.00 0.0 0.0 38.6 0.3 38.4 0.2 38.2 340.00 0.0 0.0 38.2 0.2 38.0 0.1 37.8 357.00 0.0 0.0 37.8 0.1 37.7 0.1 37.6 374 .00 0.0 0.0 37.6 0.1 37.4 0.1 37.3 - 391.00 0.0 0.0 37.3 0.1 37.2 0.1 37.2 408.00 0.0 0.0 37.2 0.1 37.1 0.1 37.0 425.00 0.0 0.0 37.0 0.1 36.9 0.1 36.8 442.00 0.0 0.0 36.8 0.1 36.8 0.1 36.7 - 459.00 0.0 0.0 36.7 0.1 36.7 0.0 36.6 476.00 0.0 0.0 36.6 0.0 36.6 0.0 36.5 493.00 0.0 0.0 36.5 0.0 36.5 0.0 36.5 510.00 0.0 0.0 36.5 0.0 36.4 0.0 36.4 - 527.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.3 0.0 36.3 ^`,61.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 _ 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 595.00 0.0 0.0 36.3 0.0 36.2 0.0 36.2 612.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - B-24 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 - 680.00 0.0 0.0 36.2 0.0 36.1 0.0 36.1 TIME TO PEAK = 2.27 HOURS ,^ MAXIMUM OUTFLOW = 5.30 CFS MAXIMUM STORAGE = 25791 CU FT MAXIMUM ELEVATION = 4752.84 FT INFLOW VOLUME = 39391 CU FT OUTFLOW VOLUME = 20962 CU FT 100 YEAR STORM FREQUENCY - 119.00 15.0 9.3 34.5 0.0 58.8 6.5 52.3 136.00 9.3 3.6 52.3 6.5 58.7 6.4 52.3 153.00 3.6 2.2 52.3 6.4 51.6 3.7 47.9 170.00 2.2 0.8 47.9 3.7 47.2 2.3 44.9 _ 187.00 0.8 0.7 44.9 2.3 44.2 1.4 42.8 204.00 0.7 0.5 42.8 1.4 42.6 1.0 41.6 221.00 0.5 0.5 41.6 1.0 41.7 0.8 40.9 238.00 0.5 0.4 40.9 0.8 40.9 0.6 40.3 255.00 0.4 0.4 40.3 0. 6 40.4 0.5 39.9 272.00 0.4 0.3 39.9 0.5 40.1 0.5 39.6 w 289.00 0.3 0.3 39.6 0.5 / 39.7 0.4 39.3 306.00 0.3 0.3 39.3 0.4 39.5 0.4 39.1 323.00 0.3 0.1 39.1 0.4 39.1 0.3 38.8 340.00 0.1 0.0 38.8 0.3 38.6 0.2 38.4 357.00 0.0 0.0 38.4 0.2 38.2 0.2 38.0 374.00 0.0 0.0 38.0 0.2 37.8 0.1 37.7 391.00 0.0 0.0 37.7 0.1 37.6 0.1 37.5 408.00 0.0 0.0 37.5 0.1 37.3 0.1 37.2 425.00 0.0 0.0 37.2 0.1 37.2 0.1 37.1 ▪ 442.00 0.0 0.0 37.1 0.1 37.0 0.1 36.9 459.00 0.0 0.0 36.9 0.1 36.8 0.1 36.8 476.00 0.0 0.0 36.8 0.1 36.7 0.0 36.7 x493.00 0.0 0.0 36.7 0.0 36.6 0.0 36.6 L0.00 0.0 0.0 36.6 0.0 36.5 0.0 36.5 327.00 0.0 0.0 36.5 0.0 36.5 0.0 36.4 544.00 0.0 0.0 36.4 0.0 36.4 0.0 36.4 - 561.00 0.0 0.0 36.4 0.0 36.4 0.0 36.3 578.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 595.00 0.0 0.0 36.3 0.0 36.3 0.0 36.3 612.00 0.0 0.0 36.3 0.0 36.3 0.0 36.2 629.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 646.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 663.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 680.00 0.0 0.0 36.2 0.0 36.2 0.0 36.2 TIME TO PEAK = 1.98 HOURS MAXIMUM OUTFLOW = 6.47 CFS MAXIMUM STORAGE = 26693 CU FT MAXIMUM ELEVATION = 4752.92 FT _ INFLOW VOLUME = 45010 CU FT OUTFLOW VOLUME = 26571 CU FT i . B-25 Pickett Engineering, Inc. 808 8th Street ▪ Greeley, Colorado 80631 A70-356-6362 dnesday, December 01, 2004 9:34:38 AM — PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: North Roadside Detention Plugged. T Il I2 2S1/T 01 252/T+02 02 252/T 2 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS _ MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 29257 CU FT MAXIMUM ELEVATION = 4751.99 FT INFLOW VOLUME = 29257 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY TIME TO PEAK 0.00 HOURS o .- MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 38649 CU FT MAXIMUM ELEVATION = 4752.28 FT INFLOW VOLUME = 38649 CU FT - OUTFLOW VOLUME = 0 CU FT 10 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS _ MAXIMUM STORAGE = 47279 CU FT MAXIMUM ELEVATION = 4752.53 FT INFLOW VOLUME = 47279 CU FT ... n. OUTFLOW VOLUME = 0 CU FT J YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS - MAXIMUM STORAGE = 63509 CU FT MAXIMUM ELEVATION = 4752.94 FT INFLOW VOLUME = 63509 CU FT OUTFLOW VOLUME = 0 CU FT 100 YEAR STORM FREQUENCY 198.00 1.3 1.1 122.1 0.0 124.5 0.7 123.8 216.00 1.1 0.8 123.8 0.7 125.0 0.8 124.2 _ 234.00 0.8 0.7 124 .2 0.8 124.9 0.8 124 .1 252.00 0.7 0.6 124.1 0.8 124.6 0.7 123.9 270.00 0.6 0.6 123.9 0.7 124.4 0.6 123.7 288.00 0.6 0.6 123.7 0.6 124.2 0.6 123.6 306.00 0.6 0.5 123.6 0.6 124.1 0.6 123.6 324.00 0.5 0.5 123.6 0.6 124.0 0.5 123.5 342.00 0.5 0.2 123.5 0.5 123.6 0.4 123.2 360.00 0.2 0.0 123.2 0.4 123.1 0.2 122.8 - 378.00 0.0 0.0 122.8 0.2 122.6 0.1 122.5 396.00 0.0 0.0 122.5 0.1 122.5 0.0 122.4 414 .00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 432.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 450.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 468.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 486.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 504.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 ▪ 522.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 , 540.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 58.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 _ 576.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 594.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 612.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 630.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 3-26 648.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 666.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 684.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 702.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 ^°0.00 0.0 0.0 122.4 0.0 122.4 0.0 122.4 TIME TO PEAK = 3.60 HOURS MAXIMUM OUTFLOW = 0.85 CFS MAXIMUM STORAGE = 67056 CU FT MAXIMUM ELEVATION = 4753.01 FT INFLOW VOLUME = 72662 CU FT OUTFLOW VOLUME = 6588 CU FT Y p I . il .. B-27 Pickett Engineering, Inc. 808 8th Street -- Greeley, Colorado 80631 _70-356-6362 dnesday, December 01, 2004 9:51:45 AM PROJECT: P:\03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING _ POND: South Roadside Detention Plugged T I1 I2 2S1/T 01 2S2/T+02 02 252/T 2 YEAR STORM FREQUENCY - TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 4340 CU FT MAXIMUM ELEVATION = 4751.68 FT - INFLOW VOLUME = 4340 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS 4 MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 11492 CU FT MAXIMUM ELEVATION = 4752.47 FT _ INFLOW VOLUME = 11492 CU FT OUTFLOW VOLUME = 0 CU FT 10 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS - MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 17811 CU FT MAXIMUM ELEVATION = 4752.77 FT INFLOW VOLUME = 17811 CU FT OUTFLOW VOLUME = 0 CU FT 3 YEAR STORM FREQUENCY 527.00 0.0 0.0 58.9 0.0 59.0 0.0 59.0 544.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 561.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 578.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 595.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 612.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - 629.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 646.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 663.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 _ 680.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 697.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 714 .00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 731.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - 748.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 765.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 782.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 799.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - 816.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 833.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 850.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 867.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 -- 884.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 901.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 TIME TO PEAK = 9.07 HOURS MAXIMUM OUTFLOW = 0.02 CFS .... MAXIMUM STORAGE = 30102 CU FT MAXIMUM ELEVATION = 4753.00 FT .r INFLOW VOLUME = 30222 CU FT - OUTFLOW VOLUME = 135 CU FT 100 YEAR STORM FREQUENCY 204.00 2.1 1.4 56.4 0.0 59.9 0.4 59.5 221.00 1.4 1.0 59.5 0.4 61.5 1.1 60.5 B-28 238.00 1.0 0.8 60.5 1.1 61.2 0.9 60.3 255.00 0.8 0.7 60.3 0. 9 60.8 0.8 60.1 272.00 0.7 0.6 60.1 0.8 60.5 0.6 59. 9 289.00 0.6 0.5 59.9 0.6 60.3 0.6 59.8 /x`6.00 0.5 0.5 59.8 0.6 60.2 0.5 59.7 _3.00 0.5 0.4 59.7 0.5 60.0 0.4 59.6 - 340.00 0.4 0.3 59.6 0.4 59.9 0.4 59.5 357.00 0.3 0.2 59.5 0.4 59.7 0.3 59.4 374.00 0.2 0.1 59.4 0.3 59.5 0.2 59.3 391.00 0.1 0.1 59.3 0.2 59.3 0.1 59.2 - 408.00 0.1 0.1 59.2 0.1 59.3 0.1 59.2 425.00 0.1 0.1 59.2 0.1 59.2 0.1 59.1 442.00 0.1 0.1 59.1 0.1 59.2 0.1 59.1 _ 459.00 0.1 0.1 59.1 0.1 59.2 0.1 59.1 476.00 0.1 0.1 59.1 0.1 59.1 0.1 59.1 493.00 0.1 0.0 59.1 0.1 59.1 0.1 59.1 510.00 0.0 0.0 59.1 0.1 59.1 0.0 59.1 - 527.00 0.0 0.0 59.1 0.0 59.1 0.0 59.0 544.00 0.0 0.0 59.0 0.0 59.1 0.0 59.0 561.00 0.0 0.0 59.0 0.0 59.1 0.0 59.0 578.00 0.0 t 0.0 59.0 0.0 59.0 0.0 59.0 - 595.00 0.0 0.0 59.0 0.0 59.0 0.0 t 59.0 612.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 629.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 646.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - 663.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 680.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 697.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 714.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 _ 731.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 748.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 765.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - ,R82.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 )9.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 d16.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 833.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 850.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 867.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 884.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 901.00 0.0 0.0 59.0 0.0 59.0 0.0 59.0 - TIME TO PEAK = 3.68 HOURS MAXIMUM OUTFLOW = 1.06 CFS MAXIMUM STORAGE = 30839 CU FT MAXIMUM ELEVATION = 4753.01 FT INFLOW VOLUME = 37257 CU FT OUTFLOW VOLUME = 7170 CU FT B-29 Pickett Engineering, Inc. 808 8th Street Greeley, Colorado 80631 970-356-6362 �dnesday, December 01, 2004 10:07:14 AM PROJECT: P: \03-066\CADD\Master 2004-11-3.pro HYDROGRAPH RESERVOIR ROUTING POND: Final Detention Plugged T I1 I2 251/T 01 2S2/T+02 02 2S2/T 2 YEAR STORM FREQUENCY _ TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 5831 CU FT MAXIMUM ELEVATION = 4750.90 FT INFLOW VOLUME = 5831 CU FT OUTFLOW VOLUME = 0 CU FT 5 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOUR MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 7704 CU FT MAXIMUM ELEVATION = 4751.14 FT INFLOW VOLUME = 7704 CU FT OUTFLOW VOLUME = 0 CU FT 10 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS _ MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 9427 CU FT MAXIMUM ELEVATION = 4751.36 FT INFLOW VOLUME = 9427 CU FT OUTFLOW VOLUME = 0 CU FT J YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 12799 CU FT MAXIMUM ELEVATION = 4751.76 FT INFLOW VOLUME = 12799 CU FT OUTFLOW VOLUME = 0 CU FT 100 YEAR STORM FREQUENCY 340.00 1.1 0.9 48.0 0.0 50.0 0.4 49.6 357.00 0.9 0.7 49. 6 0.4 50.7 1.2 49.6 _ TIME TO PEAK = 5. 95 HOURS MAXIMUM OUTFLOW = 1.15 CFS MAXIMUM STORAGE = 25290 CU FT MAXIMUM ELEVATION = 4753.00 FT INFLOW VOLUME = 26662 CU FT OUTFLOW VOLUME = 1616 CU FT B-30 APPENDIX C Preliminary Drainage Report contains oversized maps C-5. 1 - Existing Basin Map C-5.2 - Developed Basin Map C-5.3 - Graham/Childs Seepage Ditch Drainage Basin Please see original file Hello