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HomeMy WebLinkAboutDrainage Reports - 04/14/2001�inaf Apploved Report c�3,D8te y i r FINAL DRAINAGE REPORT FOR THE LODGE AT MIRAMONT P.U.D. Submitted to: CITY OF FORT COLLINS March 16, 2001 FINAL DRAINAGE REPORT FOR THE LODGE AT MIRAMONT P.U.D. Submitted to: CITY OF FORT COLLINS March 16, 2001 L 0MMarch 13, 2001 Mr. Basil Hamdan City of Fort Collins — Utilities P.O. Box 580 Fort Collins, CO 80522-0580 Re: The Lodge at Miramont Project No. 0618-102 Dear Mr. Harridan: We are pleased to resubmit this Final Drainage Report for The Lodge at Miramont. The report was prepared based on current City of Fort Collins criteria. This report amends a portion of the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin" prepared by RBD, Inc. Engineering Consultants, dated May 4, 1992, the "Final Drainage and Erosion Control Study for the Upper Meadow at Miramont First Filing" prepared by RBD, Inc. Engineering Consultants, dated November 10, 1992, the "Final Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D." prepared by RBD, Inc. Engineering Consultants, dated March 29, 1996, the "Final Drainage and Erosion Control Study for Miramont Neighborhood Park" prepared by The Sear -Brown Group, dated November, 1997, and the "McClellands Creek Master Drainage Plan Hydrology Update, Final Report" prepared by Icon Engineering, dated July 1999. Comments from previous submittals have been addressed. Please note that we do not intend to improve any existing inlets on Boardwalk, the existing detention pond spillway to Lemay Avenue, or the existing detention pond outlet structure. Also, we are requesting a variance to allow 3:1 side slopes for the onsite stormwater detention facility. This is necessary to increase the volume of the pond, due to existing conditions as well as additional requirements of the proposed development. This variance will prevent an increase in downstream flows and prevent and overtopping of Lemay Avenue, while providing freeboard in the pond. It will also be necessary to grade portions of the channel on the south end of the site from the existing 5:1 to a steeper 3:1 due to space constraint. Restraining walls have been shown where slopes exceed 3:1. We look forward to your review and welcome any questions or comments you may have. ' For more information regarding specific comments or outstanding issues please refer to the comment response letter from TST to Ted Shephard included with this submittal. ' Respectfully, TSTA, INC. CONSULTING ENGINEERS ' Mark A. Anderson MAA/cros TST, INC. 748 Whalers Way - Building D Consulting Engineers Fort Collins, CO 80525 (970) 226-0557 Metro (303) 595-9103 Fax (970) 226-0204 Email info@tstinc.com www.tstinc.com IJ ni d u LJ 7 TABLE OF CONTENTS 1.0 Introduction Page 1.1 Scope and Purpose...................................................................................................1 1.2 Project Location and Description...............................................................................1 1.3 Previous...................................................................................................................1 2.0 Historic Conditions..........................................................................................................3 3.0 Developed Conditions Plan 3.1 Design Criteria...........................................................................................................4 3.2 Drainage Plan Development......................................................................................5 3.2.1 Street Capacity.............................................................................................. 9 3.2.2 Inlet Design....................................................................................................9 3.2.3 Storm Sewer Design....................................................................................12 3.2.4 Riprap Design..............................................................................................12 3.2.5 Swale Design..............................................................................................15 3.2.6 SWMM Model and Detention Pond Design.................................................15 3.3 Erosion Control........................................................................................................15 Figures Figure1 - Vicinity Map................................................................................................................2 Tables Table 1 - Hydrologic Calculations Worksheet..........................................................................6-7 Table 2 — Summary of Attenuated Runoff...................................................................................8 Table 3 — Summary of Street Capacity Analysis.......................................................................10 Table 4 — Summary of Inlet Analysis and Design ......................................................................11 Table 5 — Summary of Storm Sewer Design.............................................................................13 Table 6 — Summary of Riprap Design.......................................................................................14 Table 7 — Summary of Detention Pond Design.........................................................................17 Table 8 — Construction Sequence.............................................................................................18 Technical Appendices Appendix A — Rational Method Analysis Appendix B — Street Capacity Analysis Appendix C — Inlet Analysis and Design Appendix D — Storm Sewer Design Appendix E — Riprap and Swale Design Appendix F — SWMM Model and Detention Pond Design Appendix G — Erosion Control Appendix H — Easements Sheets Final Drainage and Erosion Control Plan...................................................................Sheet 1 of 1 I 1 i 1.0 1 Introduction 1.1 Scope and Purpose 1 This report presents the results of a final drainage evaluation for The Lodge at Miramont. A hydrologic analysis of the proposed development plan was completed to determine the location 1 and magnitude of the storm runoff. The hydrologic data was then used to compare designed conditions with previously designed and constructed conditions and to design conceptual runoff collection and conveyance facilities. 1 1.2 Project Location and Description The Lodge at Miramont is a proposed residential site on approximately 7.8 acres. This site is located in the Southeast % of Section 1, Township 6 North, Range 69 West of the 6th Principal Meridian, Larimer County, Colorado. The site is bounded on the north by Collinwood, Oakridge 1 West, First Filing; on the west by Miramont Park; on the east by Lemay Avenue; and on the south by Boardwalk. A vicinity map illustrating the project location is provided in Figure 1. 1 The Lodge at Miramont is within a Multi -Family Zoning District. The development will consist of 9 building envelopes, each containing 12 units, and associated landscaped common areas. All of the streets within. the development will be privately owned and maintained. ' 1.3 Previous Studies 1 The "Overall Drainage Study for Oak/Cottonwood Farm - McClellands Basin" (RBD, Inc. Engineering Consultants, May 4, 1992), the "Final Drainage and Erosion Control Study for the Upper Meadow at Miramont First Filing" (RBD, Inc. Engineering Consultants, November 10, 1 1992), the "Final Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D." (RBD, Inc. Engineering Consultants, March 29, 1996), the "Final Drainage and Erosion Control Study for Miramont Neighborhood Park" (The Sear -Brown Group, November, 1997) and the "McClellands Creek Master Drainage Plan Hydrology Update, Final Report" (Icon Engineering, 1 July 1999) were reviewed prior to the preparation of this report. Pertinent information from those reports is referenced in this report. 1 1 Ll 1 1 j vcimzi rMap- Scale:1 "--2000' Figure 1 2 1 2.0 Historic Conditions ' Currently, the site and a portion of the Miramont Neighborhood Park, located directly west of the site, flow into the detention pond located at the southeast corner of the site. In addition, a swale along the south portion of the site conveys flow from an existing 42" reinforced concrete pipe to the detention pond. This swale also conveys flows from a detention pond in the Miramont Neighborhood Park into the detention pond (SWMM model element 180) located on site. An inlet located on Boardwalk conveys the street flow to the detention pond. In a 100- year event, water overflows the 42" RCP, crossing Boardwalk and entering the site along the existing channel at the 'south border of the site. The existing channel discharges into a ' detention pond located on site. This detention pond was originally designed in the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin". The final design and construction of the pond was done for the development of the Hamlet at Miramont P.U.D. From the pond, flow is released via three 36" reinforced concrete pipes into an open channel located in Oakridge Village, directly east of the site. The actual release rate from pond 180 is 80.7 cfs. This flow is then conveyed to the McClelland Channel. 11 I [1 1] 7 I 1 10 1 Developed Conditions Plan 1 3.1 Design Criteria The drainage system presented in this report has been developed in accordance with the 1 criteria established by the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC) dated May 1984 and revised in January 1991. Where applicable, design guidelines and information were also obtained from the Denver Regional Council of 1 Government Urban Storm Drainage Criteria Manual (USDCM). Developed condition hydrology was evaluated based on the 2-year and 100-year storm 1 frequencies as dictated by the previous five reports sited. Detention of developed flows from this site will be necessary and is addressed in this report. 1 Due to the limited size of the basins on the site, the Rational Method was selected to calculate runoff for street capacity analysis and storm sewer design. The Rational Method utilizes the SDDC manual equation: 1 Q = CfCIA 1 where Q is the flow in cfs, Cf is the storm frequency coefficient, C is the runoff coefficient, I is the rainfall intensity in inches per hour, and A is the total area of the basin in acres. Cf was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm and 1.25 for the 100-year storm. The runoff coefficients, C, were selected from Table 3-3 of 1 the SDDC manual based on the zoning of the site. C was determined using the area weighted average method when required. The appropriate rainfall intensity was taken from the recently modified rainfall intensity duration curve in Figure 3-1 of the SDDC manual. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration:.. ' Tc = to„ + tt where Tc is the time of concentration in minutes, tov is the initial or overland flow time in minutes, 1 and t is the travel time in the gutter in minutes. The initial or overland flow time was calculated with the SDDC manual equation: to = [1.87(1.1 — CCf)Lo.)/(S)a.' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent, Cf is the storm frequency coefficient, and C is the runoff 1 coefficient. The formula limits the product of CCf to 1.0 and, when the product exceeds this ' value, 1.0 is used in its place. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, pipes, or ditches. After the peak runoff was calculated, existing and designed drainage facilities were analyzed both according to the prior four reports and the site conditions. ' 3.2 Drainage Plan Development Runoff will sheet flow across the building roofs, landscaped common areas, and the streets, ' then concentrate at the street, concrete pan, curb and gutter, and swales. Primarily, flow will remain on the surface, running through sidewalk and curb chases, to inlets and into the detention pond. Offsite drainage from Miramont Neighborhood Park will be conveyed onto the site by overland flow, concentrating into swales along the west property line, into inlets and storm sewer on the proposed site. This will discharge into the detention pond. The runoff collected in the detention pond will continue to be conveyed across Lemay Avenue via three 36" ' reinforced concrete pipes as indicated in the Historic Conditions section of this report. The outlet structure for the detention pond will not be modified in any way. Detention pond elevations have been matched in the 100-year event to prevent exceedence of historic flows. Basins were delineated based on proposed grading. The proposed grading is shown on the Final Drainage and Erosion Control Plan that can be found in the back of this report. This report delineates the site into four basins: A, B, C and OS. Basins have been further delineated into subbasins: All, A2, A3, A4, A5, A6, AT 131, B2, B3, B4, B5 and C1. OS1, OS2, OS3, OS4, OS5, and OS6 account for flows coming from Miramont Park. Runoff from the surrounding ' sites is discharged onto the site by a 42" reinforced concrete pipe (OS9) and a 15" ADS pipe (OS10). This discharge is accounted for in this report with Design Points 18 and 17. The offsite subbasin, OS7, flows onto Boardwalk where it is conveyed to an inlet that was previously designed in the report for The Upper Meadow at Miramont First Filing. This inlet will not be modified in any way. Values for OS7 were found by rational method calculation, however, flow at that location is not used for any design calculations. Flows from OS7 are included in the SWMM model for sizing of detention volume. Downstream of this inlet in the swale is Design Point 14 in this report. Offsite flows for the neighboring basin 212 to the south, enters the site via•OS8 at design point 14. Finally, the 42" RCP carving OS9 flows was undersized (RBD, 1996). According to the latest master plan (Icon, 1999) 178 cfs should be carried through the ' RCP. Actually, only 88 cfs physically flows through the pipe in a 100-year event. This flow was determined by HY8 analysis of the culvert (see Appendix D). For purposed of design, the remaining 90 cfs is assumed to enter the channel at the upstream end, over the outlet to the 42" RCP. In reality, this flow enters the channel in a distributed fashion along Boardwalk between the outlet of the pipe and the detention pond. ' The results of the hydrologic analysis can be found in Tables 1 and 2 with the methodology of calculations shown in Appendix A. 11 L 5 _ .- � .... � �� \3 2j \� o # § /C. �� ±\ \<7 < §§ \ >� ,f t u u » S§ u «' § . . y. . � \/a \ 10 @q \{ J o§ § &ez \§§ � y ) ®y � y ƒk�} 0;IF ; � = tm06, - „ 6 3�14§; \� 62°° - \�- & \)\� \\) Ifs { ® 2: X X ® ,coon ¥moo o ul//rM � mM@M \\\\®\ �\d/\ e 4muom »k \ �\ . m \\ 3.2.3 Storm Sewer Desian ' Storm sewer designs were analyzed using UD-SEWER. The pipes were sized to convey the 100-year event flows without surcharging manholes and without ponding above inlets to a degree that would inhibit inlet design. Since all storm sewer lines discharge into the detention pond, the downstream water surface elevation was taken from the SWMM analysis of the pond described in section 3.2.6. ' Storm line ST-1 conveys flow from Basin B to the detention pond. This line includes one Type 'R' and four grated manhole inlets. ' Line ST-2 conveys flow along the south side of the site. These flows are completely (with the exception of the very small basin C) offsite flows. They include flow conveyed under Boardwalk, overtopping flow on Boardwalk, flow from the Miramont Park detention pond and local flows. This line has a headwall at the upstream and downstream ends. Using HEC-RAS analysis, the historic water surface elevation upstream of the proposed ST-2 line was determined. A rise of 0.29 feet above historic levels was determined at the property line. This ' analysis used HEC-RAS downstream of ST-2 using detention pond elevation as a starting point, HY-8 through the box culvert, then HEC-RAS upstream of the box using calculated headwater elevation as a boundary condition. An HY8 analysis was also completed for the 42" RCP under Boardwalk. The historic tailwater elevation was found by entering downstream geometry and creating a tailwater curve. Two HY-8 analyses show that between the elevations of 4962.14 (invert elevation) and 4965.20 (detention pond spillway elevation) tailwater has no effect on flow through the existing culvert. These two elevations bracket the potential water ' surfaces that may occur under any circumstances in the channel. One possible explanation for this is the relatively small sensitivity of flow to the tailwater condition versus in -pipe losses. Model output can be found in Appendix D. The park detention pond outlet was not analyzed ' because the design overflow elevation is 0.02 feet from the design elevation, leaving no room for adjustment, and no orifice plate is used on the outlet pipe. Essentially, no further controls to flow are possible in the pond without major reconstruction, but any overflow has been ' accounted for in the downstream pond, since the SWMM model does not include the park detention at all. ' Line ST-3 conveys flow from a local area inlet in sub -basin A5 to the detention pond. Line ST-4 conveys flow from a local drainage swale on the north end of the site to the detention ' pond, while adding flows from sub -basin A6 via a Type 'R' inlet located at Design Point 6. Additional information and UD-SEWER output can be found in Appendix D-Storm Sewer Design ' 3.2.4 Riprap Design t Riprap was placed at pipe outlets. All riprap was specified as Class 9. Calculations show the Class 9 riprap is sufficient for all pipe run velocities. Riprap will be buried. Riprap around pans will be placed adjacently and buried. The results of the riprap design can be found in Table 6 ' with supporting documentation in Appendix E. 12 I TABLE 5. SUMMARY OF STORM SEWER DESIGN I I I 11 I I I I I I I I I I I I DEVELOPED CONDITIONS 0. ST-1 DETENTION POND INLET IA 16.7 2xI5 RCP INLET IA Ml IA 5.8 2xI5 RCP NM IA INLET I B 5.8 24 RCP INLET 113 INLET I C 4.8 18 RCP INLET IC INLET ID 2.4 14x23 ELLIPT. RCP ST-la INLET IB RILET IA -I 0.8 15 RCP ST-2 DETENTION POND HEADWALL 182.5 2-8'x3' RCB ST-3 DETENTION POND MH 3A 2.3 15 RCP ME 3A INLET 3A 2.3 is RCP ST4 DETENTION POND INLET 4A 8.6 21 RCP INLET 4A M-I 4A 0.7 15 RCP NM 4A NH 4B 0.7 15 RCP LA MH 4B IN LET 413 0.7 is RCP TST, INC. CONSULTING ENGINEERS 1126/01 final_hydmiogy.xIs 13 TABLE 6. SUMMARY OF RIPRAP DESIGN T elm TeN 14 u IN 8 LINE ST-) OUTLET 8.35 6.80 15 5.00 4.00 5.97 CLASS 4X4 c LINE ST-2 OUTLET 182.5 4.11 2-8'x3' 3.27 1.09 6.59 CLASS9 30XI0 A LINE ST-3 OUTLET 2.3 tv 15 2.39 1.91 1.65 CLASS 9 4X4 A LINE ST-4 OUTLET 8.6 3.58 21 3.67 2.10 3.71 CLASS 6X6 A BASIN A2 STREET OUTLET 6.9 7.26 n/a 0.50 CLASS 12 4x20 A BASIN A3 STREET OUTLET 6.2 7.06 n1a 0.50 CLASS 12 WO TST, INC. CONSULTING ENGINEERS ft 1126/01 rml_hydmiogy.xls 14 ' 3.2.5 Swale Design ' Normal depth calculations were used to. size swales and curb cuts for the proposed development. A value of 1.33x100-year flow was used to size these conveyances. ' Curb cuts are located at Design Points 2 and 3. Small swales are sized for flow from DP 6 to the detention pond and the small local flow swales along the west side of the proposed development, adjacent to the Park. The channel along the south side of the property was analyzed with a HEC-RAS model for the reach below the proposed box culvert ST-2. ' The results of the swale analysis can be found in Appendix E. 3.2.6 SWMM model and Detention Pond Design All on -site runoff is conveyed, by means previously indicated, to a detention pond at the ' southeast corner of the site. The detention pond was originally designed in the "Overall Drainage Study for Oak/Cottonwood Farm — McClellands Basin" report. The final design and construction was not completed until the development of the Hamlet at Miramont P.U.D. ' However, according to the 1999 Icon report, this pond is currently undersized. Without the proposed additional flow from the Lodge at Miramont site, the pond peaks at 5.0 ac-ft of storage and a water surface elevation of 4962.6 feet. This inundates a portion of the existing ' site. Using the SWMM model for the McClelland's Basin, the proposed development was analyzed for sizing detention requirements. The same basic model construct was used. The SWMM element that includes the proposed development is sub -catchment 213. The detention pond is element 180. The sub -catchment parameters were changed to reflect the development. The impervious percentage and basin width parameters particularly were altered. Also, a new stage -storage curve was used for element 180, reflecting proposed grading. The stage - discharge curve from the master plan was used as -is. With this approach, it was shown that the water surface elevation was decreased from historic levels by 0.07 feet to 4962.53 and the peak discharge decreased from 80.7 to 79.1 cfs. The total storage required for this configuration was 6.0 ac-ft. Since this model configuration does not account for the Miramont Neighborhood Park detention pond, which only allows a 2-year release rate from approximately ' half of basin 213, we believe that this analysis is a conservative one. The supporting calculations and computer print-outs appear in Appendix F. 3.3 Erosion Control Information obtained from the soils report indicates the soil on the site consists of 6" of topsoil and vegetation over soft to stiff sandy lean clay. Since the site drains to the detention pond, which has a retention area under the invert of the outlet, sediment transport offsite is not likely to be substantial. A required sediment trap volume of 0.6 ac-ft is necessary below the outlet. Temporary erosion control measures will also be used. These include gravel inlet filters around ' all Type 'R' inlets as well straw bale dikes grated manhole inlets. For locations where a concrete pan discharges into a grated manhole inlet, a gravel pack should be placed in the pan, 15 upstream of the straw bales. Roads will be paved and the entire disturbed area of the site will be reseeded and mulched to provide soil stabilization until build out. Elimination of bare soils by ' pavement, dprap, or established vegetation will help eliminate the potential of soil erosion caused by storm runoff. Since it will take at least one growing season for the vegetation to establish itself, it will be necessary to leave the structural measures used during construction in place for some time. The developer will be responsible for periodic maintenance of the erosion control facilities during construction and the warranty period. At the end of the warranty period, and with the approval of the City, the developer will be responsible for removing all the filters and silt fence. It may also be necessary to flush and remove any sediment that may have built up in the storm sewers. ' The Drainage and Erosion Control Plan sheet, located at the end of the report, shows the location of the proposed temporary erosion control measures. 16 TABLE 7. SUMMARY OF DETENTION POND DESIGN 4957.63 28260 0.65 0.00 0.0* 4958 38400 0.88 0.28 4.0 4959 44268 1.02 1.23 18.0 4960 52395 1.20 2.34 37.2 4961 60316 1.38 3.63 52.4 4962 67653 1.55 5.09 68.0 4962.5 71120 1.63 5.89 78.0 4963 76276 1.75 6.74 88.0 *Discharge values from McClellands Creek Master Drainage Plan, July 1999, updated 11/19/99 TST, INC. CONSULTING ENGINEERS 1/26/01 final_hydrology.xis 17 TABLE 8. CONSTRUCTION SEQUENCE FOR CONSTRUCTION PROJECT: The Lodge at Miramont STANDARD FORM C SEQUENCE FOR: Erosion Control COMPLETED BY: MAA DATE: January 26, 2001 Indicate by use of bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. MONTH 1 2 3 4 5 6 OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temp. Seed Planting Sod Installation N etti ngs/Mats/BI ankets Other STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY: CONTRACTOR VEGETATION/MULCHING CONTRACTOR: TO BE DECIDED BY BID DATE SUBMITTED: 1/29/01 APPROVED BY CITY OF FORT COLLINS ON C 1 Ll I 1 1 I 1 1 1 1 1 1 1 1 1 APPENDIX A Rational Method Analysis 1 3 Y m N N en to en en �n b e0 n en wt d n tip. d en � � P� •� yyd.tiinit �2 vi N N fV IV N N fV tV fV lV fV N b .N.. N f`1 W � P7 � �Y 4E7'e C D ccM W h h h V vNl r WN. m N tic, s� �88SS8 ° $r ee0 oo ammen eQn 0 0 G 00 0 - d P a a„O W adO N m h v„1 d h b < M N w01 N M 0�0 �. o000000 00000 0 0000000 N. N N. N N f�` N N f-` N 1V — — O RA o'` 8SS4F88 8SSSS S 8SS8So 8 e cat}3y�'y `�T f3�' "♦ e Y ]AphjTR��i] V T O� ao W m N m rt h d en 'O O M N e1 tV M Co �4�p -• o000000 000co 0 000000 0 � •a h�N4ff �•n. vv�� wi0000co oopp �c 000 p o occ000 -� °&. u 6«<G6< �ryy e� vv�� ��qq mmmmm N en d rt b gyp ^pe p �y� O a ,�Gfir' 2; j 0 za 6 9 a a I / / I I I I I / � I / / I % I / w I I k\ I � I I I I I I 11 I I I I I @ I I I I I I / j � )) 7 z zPW m O Z F U ta7 3.2.1 Street Capacity ' Street capacities were analyzed based on encroachment criteria set forth in Section 4 of the SDDC for local streets. For the initial storm (2-year event), this encroachment was limited by no curb -topping. For the major storm (100-year event) this was limited by no building ' inundation and no more than 6 inches of flow at the crown of any roadway. For this proposed development, street sections vary between inverted crown section with a center valley pan and vertical curb and gutter, draining across the full street section from outfall curb on the upstream ' side in most places. There are also a few areas with a crown section, although the crown does not fall on the center of the driving path. Since inverted crowns are almost always capable of greater capacity than vertical curb and gutter sections for either design storm, only curb and ' gutter sections were checked for adequate street capacity. These checks were at design points 3, 6, and 8. These corresponded with constricted street sections, flat slopes and high flows, and thus, were considered worst cases. ' It was found that all the checked points (and by extrapolation, then all locations in the proposed development) were capable of conveying the 2-year event without overtopping the curb. It was ' also found that in the 100-year event, all points were capable of conveying the flow. At design points 6 and 8 the constraining factor was actually spill over the sidewalk and into the detention pond. Although this doesn't violate encroachment criteria, it is undesirable for erosion control ' and emergency access purposes and was not considered appropriate discharge. For that reason, the section shown in Appendix B-Street Capacity shows a road section ending ten feet upslope of the curb, the distance from the curb before slope falls away from the street toward the detention pond at design points 6 and 8. ' 3.2.2 Inlet Desian ' Inlets were sized to accept the 100-year storm event flows. There are two Type 'R' inlets, located at design points 6 and 8 and six grated manhole -type inlets. Four of these (Design Points 10, 11, 12 and 13) are located along the west side of the proposed development to ' convey flows off the park and west side of the development to the detention pond. Design Point 5 is another grated manhole inlet located in a parking and street area. Design Point 7 is located on the north side of the proposed development and would collect flows trapped between ' a small berm to the north and the parking areas of The Lodge. Ponding depth was based on inundation to the edge of sidewalk for Type 'R' inlets and on a case -by -case basis for the area inlets. In the swale on the west side of the development, ponding depth was controlled by high ' point elevations between sub -basins. Design point 7 ponding depth was controlled by proximity to structures and overtopping of the back of the curb. Ponding depth was taken as the difference between the total depth above the inlet and any surcharge from the storm sewer design. For more information see either Table 4. Summary of Inlet Analysis and Design, or Appendix C, Inlet Analysis and Design. 1 L I 1 V dT ` �omnn hn �ao In to 00 orn N CI m N aai O � 0 0 -� G O �+ G a O 6 O d o ei N N N en ^ N N e ^y - O {+ a �Yri�< W3iS t�v it s. i4s ��p.a IAFN{"Ik}� Nof O P n P n P n C. f v n P no P 0O n P n P no99 P 00 P P N Oy d� Q� 0: P P P 00 P P P DO n r P P b �,�. �r oe P vt 00 vlgvtNn 00 00 Vl b NnNon YI b V1 M b n �d vt��nnvt 00 �+ 10 00 o0 P yr l a cV N N N N N N N N N N tN N N N tV N N + N N 10 Vt Vf Vl n V O V n v1 O 1�,� 1 P � „^,e eoo ann�o nlonP�u v vlro;, �`d a 1. b" u 1:. pp. P CC t_ 25 � A MRS a� e r e Po m Co ao In roroo ao In vi In Invie O .+ 0 O ' y SIT y0 v e �1 -�Nm ertbn as O InI n No.. 5 �I�f,� N In 000d�o 0 0 0 0 gvs 4 < w lul p F i I I 1 [1 1 ,3F3.T �%ar�i PlV 'O a mm m " 'r nP o vl sP iJ ,o y v+ o 0 y O o n O n M> y mp o yPj S"L�q 9TS V v * Gi Ci P r Oi Ci n vale j-.f k -1 T'6'1;�..' V Y b MI �O.n .nC 1nG P C: [J C1 f4 Ci N fV fJ IV 9 y ��L �t tiuF�!'� O. 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Consulting Engineers CUENT ' PROJECT I MADE BY N Q ^ DATE JOB NO FOR K`+ a J C CHECKED BY DATE SHEET Z OF _Z C cr,a���,l : cfl�aa, {E L6V TABLE 2. SUMMARY OF ATTENUATED RUNOFF CUEMr. PRoaEcr. The Lodge at Miramont mmrsy: MAA own: 12/01/00 COMPOSITE RUNOFF COEFFICIENT: (Based on values from Table 3.3 SDDC) % Impervious/Pervious based on proposed layout with areas determined by Autocad. C = [(%PERV)(COEF PERV)+(%IMP)(COEF IMP)y1 PERVIOUS IMPERVIOUS AREA AREA SUBBASIN % COEF. % COEF. comp. c SUBBAS', Al 67 0.25 33 0.95 0.48 B1 A2 7 0.25 93 0.95 0.90 B2 A3 7 0.25 93 0.95 0.90 B3 A4 14 0.25 86 0.95 0.85 B4 A5 10 0.25 90 0.95 0.88 85 A6 16 0.25 84 0.95 0.84 A7 94 0.25 6 0.95 0.29 PERVIOUS IMPERVIOUS AREA AREA SUBBASIN % COEF. % COEF. comP.c C7 43 0.25 57 0.95 0.65 TSP, INC. CONSULTING ENGINEERS SUBBASIN OF1 OF2 OF3 OF4 OFS OF6 OF7 joawo: D618-102 GLwLATww Foa: Runoff Coefficient sHEE7: 1 OF 1 PERVIOUS AREA % COEF. 13 0.25 56 0.25 57 0.25 66 0.25 53 0.25 PERVIOUS AREA % COEF. 77 0.25 80 0.25 99 0.25 93 0.25 100 0.25 91 0.25 10 0.25 IMPERVIOUS AREA 87 44 43 34 47 IMPERVIOUS AREA x 23 20 1 7 0 9 90 COEF. comp.c 0.95 0.86 0.95 0.56 0.95 0.55 0.95 0.49 0.95 0.58 COEF. comp.c 0.95 0.41 0.95 0.39 0.95 0.26 0.95 0.30 0.95 0.25 0.95 0.31 0.95 0.88 11 12/7/00 final_hydrology.xls e- 1 1 t 1 1 1 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a puration (minutes) 2-year Intensity (in/hr.) 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2,52 4.31 8.80 • 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 •1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 ' 2.90 5.92 19.00 1.155 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1,30 2.21 4.52 DRAINAGE CRITERIA MANUAL 50 30 F- 20 z LU ILI Z. 10 r� C 1 RUNOFF I I I I I I I( I II I I �0 !a t �T b tr a I" aJ t aTl •ram I 1 I I l I Ja° 1 I 1 I I C.4T Q� ��1 O'• I i I I I 4 I. 4 41 QT 1 1 1 1 1 I I 1 1 I 1 I I I I 1 I ! I I I 1 I 1 I I 1 1 1 1 1 1 1 I 1 I I t l I I•. I I I I A, :I yl11 I I I I I I Figure 3-3 .2 .3 .5 1 1 1:5 2 3 S VELOCITY IN FEET PER SECOND ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA 10 20 ' MOST FREQUENTLY OCCURRING 'UNDEVELOPED' LAND SURFACES IN THE DENVER REGION. REFERENcE: 'Urban Hydrology For Small Watersheds' Technical Release No. 55, USDA, SCS Jan.1975. 5-1-84 URBAN DRAINAGE He FLOOD CONTROL DISTRICT 1 1 j 1 Il 1 1 H 1 1 1 1 1 APPENDIX B Street Capacity Analysis 7 L 'rl Iy 1 s In r. � lei Y li`1 �' Vi ri N M� K T �qj�y•, R•'.:':N V o'. C]-'w U;-W= 2' r 'O; ku -� m in/ryi� U L) ad F, � ;,� w f✓ v.'. > > W ..i a;p o ¢ m i U . ' TST, INC. Consulting Engineers O CLIENT � SOt�2v�bM`d c�¢.J� 1V�VA.�wI.�B�1o,�v�n a.v.x../4 COd'.�tlrG` %dvl 1 JOB NO. �� D � I 02 PROJECT ��¢- �OdgQ- ctC. 1�Y-Auv,ONL CALCULATIONS FOR Sk e-g-A d � MADE BY � M 1 A A DATE Io I 00 CHECKED BY DATE SHEET OF Sk�rW1 No Garb i0[1P�v.p .I �'OW G050713-84 TST, INC. Consulting Engineers CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY OATS SHEET OF Yy, SA-orw+ ` ++ 11 rio a. ��oh a� b`^.\p...ng5 , d¢e�h OVAL.r.c �' ° z Ai AZ 1 0,17 ..: 0 -5 017.+ o;S3(2,+ Z 10 O, S t L /Q J 39 � �ne.ovtY, c-A GQac%4y. 1 reZ +1 s 1 _ 1 _ 1 _ _ G0507/3-84 0 H 1 1 11 I 1 I _I 1 1 1 II 1 1 APPENDIX C Inlet Analysis and Design 1 I 11 I r I I ='CL':p:'IY�Y'` H1 O H1 O rl n1 Af r1 Ire± zc' cs7tir:; H C e Y.•:U!vlJy.n O O O Q 0 0 0 0 [+ 0. p N vi m O Co N 09 0 00 0 00 0 00 0 00 CL � .a k.A i 4L G�.Y s.. rpy+cv�; ao .� M roam o � zZpW�o do o=oc-% a • 'a4, ✓ J N w N N t. if mac �...w�w ❑ awwww ❑❑❑❑ '":xd�d �dddd i .. .,Z,na K —— — Pa ?I "OR 1 1 i 1 1 1 r 1 1 1 1 1 MAY 1984 0.6 0.7 w 0.6 f- w z 0.5 cr > 0.4 0 x a 0.3 w 0 c� 30.2 0 z 0 a 0.1 m EXAMP 1 0 1 2 3 4 FLOW INTO INLET PER S0. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers,1969) 5-11 5 DESIGN CRITERIA 1 1 1 1 1 1 1 1 1 1 1 1 C 1 1 1. 1 Storm Drainage Design Criteria 1.0 - 12 11 10 .9 8 10 6 9 0 4 U-. 7 U- ��� 8 w 3. �� z 0- - 6 7 \e P� t� 2' �0 imp y z � 5 g __ Ezample-`Far t a -, 1.0-z ---.8- w 5.5 a _ o-- -- 0 w 5 =• z 6 0 U .4 z z .4 = ? 4.5 z Q. .3 w r .L _ z Z � c� W ' 3 3.5 W w 0 0 I w 4' u_ U. .08 F- .25 3 1- M z = O .06 co c� 01-5 z = 2.5 = w .04 CC 2 } .03 a a .02 U. a 2 U H a o I 0 0 o 1.5 --- -- - - - -- yo a o: a=2" h FIGURE 5-2 Page 5-9 4 3 2 1.5 1.0 .9 .8 .7 .6 •5 .4 .3 .25 .2 .15 Wo I -'- 1.2 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph engairing rYnrocc k iru- i 1 1 1 1 1 1 n 1 1 1 1 i j 1 Mil AIKUI Storm Sewer Design 1 TABLE 5. SUMMARY OF STORM SEWER DESIGN nvl?vl ADP" II""e%l%rr%rrinwc SIT DETENTIONPOND Es p "I III I IF "I I I 1w g ak ST-1 INLET IA 16.7 245 RCP INLET IA MH IA 5.8 2XI5 RCP MH IA INLET IB 5.8 24 RCP INLET IB INLET I C 4.8 18 RCP INLET I C INLET ID 2.4 14x23 —ELLIPT. RCP ST-la INLET IB INLET IA-1 0.9 15 RCP ST-2 DETENTION POND HEADWALL 182.5 2-8'x3' RCB ST-3 DETENTION POND MH3A 2.3 Is RCP MH 3A INLET3A 2.3 15 RCP ST4 DETENTION POND INLET 4A 8.6 21 RCP INLET 4A MH 4A 0.7 Is RCP MH 4A MH4B 0.7 15 RCP MH 4B INLET 413 0.7 is RCP TST, INC. CONSULTING ENGINEERS V26101 rtnal_hydrology.xls 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 h oa r O Z O oo�o h ^ 2 CO14, N/ N W NV ZAo J � e N N 4i N 7 a NO � b a b� �h N h � O ^ p — h ^ _ ^ N '� u Q q lJ 4,57 124.44 1.05X 15 U e i1 Q m Q O N � o O ^ —� 140.00' 0, 4X 14-; 2J It �aN ko y� o m >: �-03 Om ST-1.OUT STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James GUO, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------ USER:TST Inc Consulting Engineers. . ON DATA 03-13-2001 AT TIME 16:19:18. VERSI6N=07-17-1995... ' *** PROJECT *** RETURN TITLE :THE LODGE AT MIRAMONT PERIOD OF FLOOD IS 100 YEARS ST-1 *** SUMMARY ------------------------------------------------------------------------------- OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY MINUTES INCH/HR------CFS------FEET PEAK FLOW ELEVATION ELEVATION FEET ------------------------------ 1.00 0.00 0.00 0.00 8.35 ---------------------- 4962.53 4962.53 OK 2.00 3.00 151.47 13.77 4336.95 0.06 247.45 0.51 8.35 7.00 4963.50 4963.50 4962.21 4962.74 OK OK 4.00 123.93 12921.32 0.02 2.90 4965.75 4963.00 OK 5.00 110.16 4598.65 0.05 5.80 4964.00 4963.08 OK 6.00 13.77 2701.59 0.08 1.10 4964.00 4963.14 OK 7.00 27.54 9811.35 0.03 0.80 4964.00 4963.16 OK ' 8.00 13.77 3490.27 0.07 0.90 4964.00 4963.16 OK 9.00 55.08 2417.43 0.09 4.80 4964.00 4963.28 OK 10.00 13.77 944.12 0.18 2.50 4964.00 4963.39 OK ' 11.00 12.00 27.54 13.77 .2417.43 0.09 944.12 0,.18 2..40 2.50 4963.60 4963.60 4963.44 4963.45 OK OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION ' *** SUMMARY NOTE: OF SEWER HYDRAULICS THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .95 ' ------------------------------------------------------------------------------- SEWER ID NUMBER MAMHOLE UPSTREAM NUMBER SEWER DNSTREAM SHAPE REQUIRED DIA(RISE) SUGGESTED DIA(RISE) EXISTING DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ---------------------------------------------------- 12.00 23.00 2.00 3.00 1.00 ROUND 2.00 ROUND 19.61 18.36 -------------------------- 21.00 21.00 15.00 15.00 0.00 0.00 24.00 4.00 2.00 ROUND 13.19 15.00 15.00 0.00 45.00 5.00 4.00 ROUND 16.41 18.00 24.00 0.00 t 56.00 57.00 6.00 7.00 5.00 ROUND 5.00 ROUND 9.17 6.79 15.00 15.00 24.00 15.00 0.00 0.00 78.00 8.00 7.00 ROUND 8.51 15.00 15.00 0.00 59.00 9.00 5.00 ROUND 13.25 15.00 18.00 0.00 910.00 10.00 9.00 ROUND 12.48 15.00 18.00 0.00 911.00 11.00 9.00 ARCH 12.29 15.00 14.00 23.00 ' 1112.00 12.00 11.00 ARCH 12.48 15.00 14.00 23.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ' EXISTTNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ' Page 1 I 1 ID FLOW Q FULL Q NUMBER CFS CFS -- ----- 12.0 ---------- 8.4 4.1 23.0 7.0 4.1 24.0 2.9 4.1 45.0 5.8 16.0 56.0 1.1 14.3 57.0 0.8 6.6 78.0 0.9 4.1 59.0 4.8 10.9 910.0 2.5 6.7 911.0 2.4 7.2 1112.0 2.5 7.2 ST-L OUT DEPTH VLCITY DEPTH VLCITY VLCITY NO. FEET FPS FEET FPS FPS - -------------------------------------------------- 1.25 6.80 1.12 7.22 6.80 0.00 V-OK 1.25 5.70 1.05 6.34 5.70 0.00 V-OK 0.78 3.62 0.69 4.20 2.36 0.79 V-OK 0.83 4.69 0.86 4.47 1.85 1.04 V-OK 0.37 2.70 0.40 2.46 0.35 0.93 V-OK 0.29 3.65 0.37 2.65 0.65 1.41 V-OK 0.40 2.67 0.38 2.81 0.73 0.88 V-OK 0.70 5.97 0.84 4.69 2.72 1.43 V-OK 0.64 3.50 0.62 3.66 1.41 0.89 V-OK 0.61 3.46 0.61 3.50 1.29 0.90 V-OK 0.63 3.49 0.62 3.58 1.34 0.90 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------- SEWER SLOPE ID NUMBER --------------------- 12.00 0.40 23.00 0.40 24.00 0.40 45.00 0.50 56.00 0.40 57.00 1.05 78.00 0.40 59.00 1.07 910.00 0.40 911.00 0.40 1112.00 0.40 OK MEANS BURIED DEPTH ----------------------------------------- INVERT ELEVATION BURIED DEPTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM (FT) (FT) (FT) (FT) ----------------------------------------- 4958.09 4957.99 4.16 3.29 4958.09 4958.09 4.16 4.16 4958.38 4958.09 6.12 4.16 4958.75 4958.38 3.25 5.37 4958.75 4958.75 3.25 3.25 4960.06 4958.75 2.69 4.00 4960.06 4960.06 2.69 2.69 4960.04 4958.76 2.46 3.74 4960.04 4960.04 2.46 2.46 4960.60 4960.04 1.83 2:79 4960.60 4960.60 1.83 1.83 IS GREATER THAN REQUIRED SOIL COVER OF 11 *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS COMMENTS OK ---- OK OK OK OK OK OK OK. OK OK OK 1 FEET 1 ------ -------- --ID- SEWER ------ SEWER SURCHARGED -------------------- CROWN ELEVATION ----------------- ------- WATER ELEVATION FLOW NUMBER- LENGTH LENGTH-------- UPST---REAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.00 24.18 24.18 4959.34 4959.24 4962.21 4962.53 PRSS'ED 23.00 1.00 1.00 4959.34 4959.34 4962.74 4962.21 PRSS'ED 24.00 71.64 71.64 4959.63 4959.34 4963.00 4962.21 PRSS'ED 45.00 73.35 73.35 4960.75 4960.38 4963.08 4963.00 PRSS'ED 56.00 1.00 1.00 4960.75 4960.75 4963.14 4963.08 PRSS'ED 57.00 124.44 124.44 4961.31 4960.00 4963.16 4963.08 PRSS'ED 78.00 1.00 1.00 4961.31 4961.31 4963.16 4963.16 PRSS'ED 59.00 120.02 120.02 4961.54 4960.26 4963.28 4963.08 PRSS'ED 910.00 1.00 1.00 4961.54 4961.54 4963.39 4963.28 PRSS'ED ' 911.00 140.00 140.00 4961.77 4961.21 4963.44 4963.28 PRSS'ED 1112.00 1.00 1.00 4961.77 4961.77 4963.45 4963.44 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT Page 2 ' ST-1.OUT ------------------------------------------------------------------------------- 12.0 2.00 4962.93 0.40 1.00 0.00 0.00 0.00 1.00 4962.53 ' 23.0 3.00 4963.25 0.01 0.60 0.30 0.00 0.00 2.00 4962.93 24.0 4.00 4963.08 0.14 0.10 0.01 0.00 0.00 2.00 4962.93 45.0 5.00 4963.14 0.05 0.10 0.01 0.00 0.00 4.00 4963.08 56.0 6.00 4963.14 0.00 0.60 .0.00 0.00 0.00 5.00 4963.14 57.0 7.00 4963.16 0.02 1.30 0.01 0.00 0.00 5.00 4963.14 78.0 8.00 4963.17 0.00 0.60 0.01 0.00 0.00 7.00 4963.16 59.0 9.00 4963.40 0.2S 0.10 0.01 0.00 0.00 5.00 4963.14 910.0 10.00 4963.42 0.00 0.60 0.02 0.00 0.00 9.00 4963.40 911.0 11.00 4963.46 0.06 0.10 0.00 0.00 0.00 9.00 4963.40 1112.0 12.00 4963.48 0.00 0.60 0.02 0.00 0.00 11.00 4963.46 BEND LOSS LATERAL =BEND K* FLOWING FULL LOSS= OUTFLOW FULL VHEAD-JCT VHEAD IN SEWER. LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE ' NOTICE: VHEAD A MINIMUM DENOTES THE VELOCITY HEAD JUCTION LOSS OF 0.05 OF FULL FT WOULD FLOW CONDITION. BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. t LI Page 3 11 I I I 11 I I 7' 1 11 LINE ST-2 HY-8 ANALYSIS OUTLET 7O 0OWNSMEAM SWALE WS= 4962.53 179 CFSND /NV=60.64 /NV=60.38 PROJECT.- The Lodge of Miromont JOB NO.- 0618-102 OA7F' 1124101 BY- MAA Bridge.1st ' CURRENT DATE: 01-25-2001 CURRENT TIME: 10:01:47 1 FILE DATE: 01-25-2001 FILE NAME: BRIDGE -------------------------------------------------------------------------------- -------------------------- FHWA CULVERT ANALYSIS -------------------------- -------------------------- HY-8, VERSION 6.1 -------------------------- -------------------------------------------------------------------------------- I C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET IU I--------------------------I-----------------------------------------------I I L I INLET OUTLET CULVERT I BARRELS I I V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET I INO.1 (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE I 1 1 14960.64 4960.38 87.07 12 RCB 8.00 3.00 .012 CONVENTIONALI 1 2 1 I I 1 3 1 I I 1 4 I I I 1 5 1 I I ' 16 I ----------------------------- --I-----------------------------------------------I -------------------------------------------------------------------------------- SUMMARY OF CULVERT FLOWS (cfs) FILE: BRIDGE DATE: 01-25-2001 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4960.64 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4961.85 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 4962.31 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4962.65 60.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4962.94 80.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4963.18 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' 4963.41 120.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4963.62 140.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4963.83 160.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4964.04 179.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 200.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 ' --4964.28 0.00 ---------------------------------------------------------------------------- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BRIDGE DATE: 01-25-2001 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4960.64 0.000 0.00 0.00 0.00 ' 4961.85 0.000 20.00 0.00 0.00 4962.31 0.000 40.00 0.00 0.00 4962.65 0.000 60.00 0.00 0.00 4962.94 0.000 80.00 0.00 0.00 ' 4963.18 0.000 100.00 0.00 0.00 4963.41 0.000 120.00 0.00 0.00 4963.62 0.000 140.00 0.00 0.00 ' 4963.83 4964.04 0.000 0.000 160.00 179.00 0.00 0.00 0.00 0.00 4964.28 0.000 200.00 0.00 0.00 -------------------------------------------------------------------------------- <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 -------------------------------------------------------------------------------- CURRENT DATE: 01-25-2001 FILE DATE: 01-25-2001 ' CURRENT TIME: 10:01:47 BRIDGE ------- ------ --------- ------------------ PERFORMANCE CURVE FOR CULVERT ----------------FILE-NAME: 1 - 2( 8.00 ---------------- (ft) BY 3.00 (ft)) RCB --------------------------------------------------- Page 1 [1 1 1 i 1 11 1 i 1 Bridge. lst DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) -------------------------------------------------------------------------------- 0.00 4960.64 0.00 0.00 0-NF 0.00 0.00 0.00 -0.03 0.00 0.00 20.00 4961.85 0.63 1.21 3-Mlt 0.36 0.37 1.42 1.42 0.88 2.37 40.00 4962.31 0.99 1.67 3-Mlt 0.58 0.58 1.85 1.85 1.35 2.83 60.00 4962.65 1.30 2.01 3-Mlt 0.74 0.76 2.16 2.16 1.74 3.13 80.00 4962.93 1.57 2.29 3-Mlt 0.90 0.92 2.41 2.41 2.07 3.36 100.00 4963.18 1.81 2.54 3-Mlt 1.04 1.07 2.62 2.62 2.38 3.55 120.00 4963.41 2.04 2.77 3-Mlt 1.17 1.21 2.81 2.81 2.67 3.72 140.00 4963.62 2.26 2.98 3-Mlt 1.30 1.34 2.98 2.98 2.94 3.86 160.00 4963.03 2.46 3.19 4-FFt 1.42 1.46 3.00 3.13 3.33 3.99 179.00 4964.04 2.66 3.40 4-FFt 1.53 1.58 3.00 3.27 3.73 4.11 --200_00 4964.28 2.86 3.64 4-FFt 1.65 1.70 3.00 3.41 4.17 4.22 ------------------------------------------------------------------------ E1. inlet face invert 4960.64 ft El. outlet invert 4960.38 ft E1. inlet throat invert 0.00 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 87.07 ft INLET ELEVATION 4960.64 ft OUTLET STATION 0.00 ft OUTLET ELEVATION 4960.38 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0030 CULVERT LENGTH ALONG SLOPE 87.07 ft ***** CULVERT DATA SUMMARY *********+++++++++++++++ BARREL SHAPE BOX BARREL SPAN 8.00 ft BARREL RISE 3.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL 1 INLET EDGE AND WALL SQUARE EDGE (90-45 DEG.) INLET DEPRESSION NONE i----------------------------------------------------------------------------3--- CURRENT DATE: 01-25-2001 FILE DATE: 01-25-2001 1 CURRENT TIME: 10:01:47 FILE NAME: BRIDGE -------------------------------------------------------------------------------- ------------------------- TAILWATER ------------------ 1 -------------------------------------------------------------------------------- ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 1 CHANNEL SLOPE V/H (ft/ft) MANNING'S n (.01-0.1) 0.005 0.035 CHANNEL INVERT ELEVATION 4960.35 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4960.38 ft 1 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 4960.35 0.000 0.00 0.00 0.00 20.00 4961.80 0.347 1.45 2.37 0.45 40.00 4962.23 0.363 1.88 2.83 0.59 60.00 4962.54 0.372 2.19 3.13 0.68 80.00 4962.79 0.379 2.44 3.36 0.76 1 Page 2 1 ' Bridge.lst 100.00 4963.00 0.384 2.65 3.55 0.83 120.00 4963.19 0.389 2.84 3.72 0.89 ' 140.00 4963.36 0.392 3.01 3.86 0.94 160.00 4963.51 0.396 3.16 3.99 0.99 179.00 4963.65 0.399 3.30 4.11 1.03 ' -------200.00 ----------------------------------------------------------------------- 4963.79 0.401 3.44 4.22 1.07 -------------------------- ROADWAY OVERTOPPING DATA -------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 30.00 ft CREST LENGTH 30.00 ft t OVERTOPPING CREST ------ ---------------------- ELEVATION4966.00 ------------- ft -------------------------------- I 1 LJ Page 3 H —r_ C - R A S m a cJ od of C-b . . . ... ..... ... ..... .. . ...... . . . ....... . ...... . . . ....... . . . ...... . .... ... ....... ........ ... . C.1 . . ........ ........ . . .. ....... . . . ... ........ ..... ....... I I I I I I I I I I I I 11 1 1 if T4 61 I No Text HEGRA5 Haler. Dralnage 5w le Reacm sw le ;, ... i,.: Mwtawlr Channel - CI Right . ,0 , . 4965.45 4965.05 0.40 0.52 0.03 182.50 25.33 4965,40 4964.96 0.44 0.16 0.04 179.00 24.73 4964.90 4964.61 0.28 0.61 0.00 182.50 28.56. 4965.20 4964.90 0.30 0.05 - 0.03 29.28 81.89 88.02 38.03 4965.13 4964,53 0.60 0.06 0.05 32.81 102.36 43.83 19.20 __. 4965.01 4963.69 1.12 0.06 0.29 29.37 114.26 35.37 16.43 4964.29'.. 4964.01 0.28 0.62 0.00 182.50 28.54 4964.21 4964.04 0.17 87.48 50.07 41.45 19.30 4963.67 4963.39 0.28 0.52 0.03 182.50 31.09 4963.66 4963.38 0.28 0.53 0.02 182.50 31.02 4963.12 4962.93 0.19 0.25 0.01 182.50 37.79 4963.10 4952.91 _ 0.19 0,27 0.01 182.50 37.45 S€ 4962.86 4962.60 0.26 182.50 31.49 a - r` 4962.82 4962.53 029 182.50 30.70 AI, m .... ........................... ................ ..... .... .... ........... .... . .... ..... I.. ..... ..... I ..... 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V 7 (y) UCIIBA813 t0 0 3 m e E c in V, m m LL a 3 • r. T� � f : : : fo0 {IO tv0 fl0 fN0 f0 j E w N c 0 v � c a o U LL d N � O O y � (L `o N C E O y fC�O G ccE CD 8 CY) co O �r J O a` (7 q n O C OIy L 1 7- �li 0) o C Q c N CD C .-• • I _ LL 2 c m LL CL (L to V) o N r r r r r p ? E y •— U CD i i o CN N pp G 2 N O l� r (L ` y c E ' O E r o z : r ; ............. cc E C o n Q N a E 0 r r r • r r r r ' t 0 0 O to to fD N to V R Q ? a) (4) uopanal3 I 11 I I I I I I I d I I I I 7— L I ---------- .. ........... ............ . .... . .... .......................... .......... ..... ............... .— ..... ...... I ........... ..... .... I ...... I .... ........... . ........ .— ........... ..... ... .......... .......... ...................... .... . ..... .......... ..... .... .......... ..... . ..... ..... I ........... ...... .... .............. ..... .... . ........ ..... .... .......... ............. . ...... I .... .... .......... .... ........... ..... .......... I ..... .... ...... I .... ... ... I ...... I .... ...... I ..... .... I ..... I��`I I ......i ..... r .... T ------- i ..... I .....................-------- .......... i. I/ ............. ..... .... I ...... I .... ...... I... ... ................ L . . Vic......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N 0 C-4 U) IN c 0 9 U) I UOI OAal=l ' Bordwalk.lst CURRENT DATE: 01-29-2001 CURRENT TIME: 16*11:30 Hit AWAL-I'SJS or` L-t Z 1 FILE DATE: 01-29-2001 FILE NAME: BORDWALK -------------------------- FHWA CULVERT ANALYSIS -------------------------- -------------------------- HY-8, VERSION 6.1 -------------------------- -------------------------------------------------------------------------------- I C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET I I U I--------------------------I-----------------------------------------------I ' I L I INLET OUTLET CULVERT I BARRELS I I V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET I INO.1 (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE I 1 1 14963.51 4962.14 227.20 1 1 RCP 3.50 3.50 .012 IMPR SDT RECI ' 1 2 1 I I 131 I I 1 4 1 I I ' 1 5 1 6 I------------------------------------------------------------------------I I I ' -------------------------------------------------------------------------------- SUMMARY OF CULVERT FLOWS (cfs) FILE: BORDWALK DATE:.01-29-2001 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4963.51 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 4965.45 4966.61 30.0 60.0 30.0 60.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 1 1 4968.15 90.0 82.8 0.0 0.0 0.0 0.0 0.0 6.65 29 4968.25 120.0 84.8 0.0 0.0 0.0 0.0 0.0 35.93 7 4968.32 150.0 86.3 0.0 0.0 .0.0 0.0 0.0 62.80 5 4968.38 178.0 87.7 0.0 0.0 0.0 0.0 0.0 88.81 4 49681.43 210.0 89.1 0.0 0.0 0.0 0.0 0.0 119.48 4 4968.49 240.0 90.1 0.0 0.0 0.0 0.0 0.0 148.86 4 4968.54 270.0 90.7 0.0 0.0 0.0 0.0 0.0 178.23 4 300.0 91.2 0.0 0.0 0.0 0.0 0.0 206.15 3 --4968.58 4968.10 ----------------------------------------------------------------------------- 82.6 82.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BORDWALK DATE: 01-29-2001 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4963.51 0.000 0.00 0.00 0.00 4965.45 0.000 30.00 0.00 0.00 4966.61 0.000 60.00 0.00 0.00 4968.15 -0.002 90.00 0.57 0.63 4968.25 -0.002 120.00 -0.73 -0.61' ' 4968.32 -0.003 150.00 0.88 0.59 4968.38 -0.006 178.00 1.53 0.86 4968.43 -0.005 210.00 1.40 0.67 4968.49 -0.004 240.00 1.01 0.42 ' 4968.54 -0.003 270.00 1.10 0.41 4968.58 -0.003 300.00 2.69 0.90 -------------------------------------------------------------------------------- <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE 1.000 ----------------------------------------------------------------------------2--- 0 CURRENT DATE: 01-29-2001 FILE DATE: 01-29-2001 ' CURRENT TIME: 16:11:30 BORDWALK ------- ------ --------- ------------------------------ PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.50 ----FILE-NAME: ------------------ (ft) BY 3.50 (ft)) RCP ' -------------------------------------------------------------------------------- Page 1 Bordwalk.lst DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) -------------------------------------------------------------------------------- 0.00 4963.51 0.00 .0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 30.00 4965.45 1.94 1.94 1-S2n 1.44 1.69 1.39 0.00 8.45 0.00 60.00 4966.61 3.10 3.10 1-S2n 2.19 2.42 2.12 0.00 9.81 0.00 82.78 4968.17 3.86 4.66 2-M2c 2.84 2.83 2.83 0.00 9.92 0.00 84.80 4968.26 3.93 4.75 2-M2c 2.93 2.86 2.86 0.00 10.11 0.00 86.32 4968.33 3.98 4.82 2-M2c 3.00 2.88 2.88 0.00 10.23 0.00 87.66 4968.38 4.02 4.87 2-M2c 3.07 2.89 2.B9 0.00 10.34 0.00 89.12 4968.44 4.06 4.93 2-M2c 3.14 2.91 2.91 0.00 10.45 0.00 90.13 4968.48 4.10 4.97 2-M2c 3.50 2.92 2.92 0.00 10.53 0.00 90.67 4968.54 4.11 5.03 2-M2c 3.50 2.93 2.93 0.00 10.57 0.00 ---91_16 4968.58 4.13 5.07 2-M2c 3.50 2.94 2.94 0.00 10.61 0.00 -------------------------------------------------------------------------- E1. inlet face invert 4963.51 ft El. outlet invert 4962.14 ft El. inlet throat invert 4963.49 ft El. inlet crest 0.00 ft -------------------------------------------------------------------------------- +++++ SITE DATA ***** CULVERT INVERT ++«}********** INLET STATION 230.95 ft INLET ELEVATION 4963.51 ft OUTLET STATION 0.00 ft OUTLET ELEVATION 4962.14 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 CULVERT LENGTH ALONG SLOPE 227.20 ft ***+* CULVERT DATA SUMMARY *+*«****}***«***}*«***** BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE IMPR SDT RECT INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED RECTANGULAR IMPROVED INLET *** FACE WIDTH 5.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 5.00 -------------------------------------------------------------------------------- 3 CURRENT DATE: 01-29-2001 FILE DATE: 01-29-2001 CURRENT TIME: 16:11:30 FILE NAME: BORDWALK -------------------------------------------------------------------------------- -------------------------- TAILWATER -------------------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- CONSTANT WATER SURFACE ELEVATION 4962.14 -------------------------------------------------------------------------------- -------------------------- ROADWAY OVERTOPPING DATA -------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE - PAVED ' EMBANKMENT TOP WIDTH 1.00 ft CREST LENGTH 2O0.00 ft OVERTOPPING CREST ELEVATION 4968.10 ft ' Page 2 HY? Ruh�Y sj s 77 L Bordwalk.lst r�r yZ" �.C-P W h1 A V.T M u MA 1 '( AIL W &I F- CURRENT DATE: 01-29-2001 FILE DATE: 01-29-2001 CURRENT TIME: 16:10:35 FILE NAME: BORDWALK --------------------- FHWA CULVERT ANALYSIS ..HY-8, VERSION 6.1 I C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET I IU I--------------------------I-----------------------------------------------I I L I INLET OUTLET CULVERT I BARRELS I I V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET I INO.I (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE I 1 1 14963.51 4962.14 227.20 1 1 RCP 3.50 3.50 .012 IMPR SDT RECI 12 I I I 1 3 1 I I 1 4 1 I I 151 I i 6 --I-------------------------------------------------------------------------I -------------------------------------------------------------------------------- SUMMARY OF CULVERT FLOWS (cfs) FILE: BORDWALK DATE: 01-29-2001 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4965.20 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4965.45 30.0 30.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4966.61 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 4968.15 90.0 82.7 0.0 0.0 0.0 0.0 0.0 6.65 29 4968.25 120.0 84.7 0.0 0.0 0.0 0.0 0.0 35.93 7 4968.32 150.0 86.4 0.0 0.0 0.0 0.0 0.0 62.80 5 4968.38 178.0 87.7 0.0 0.0 0.0 0.0 0.0 88.81 4 4968.43 210.0 89.1 0.0 0.0 0.0 0.0 0.0 119.48 4 4968.49 240.0 90.1 0.0 0.0 0.0 0.0 0.0 148.86 4' 4968.54 270.0 91.0 0.0 0.0 0.0 0.0 0.0 178.23 4 4968.58 300.0 91.2 0.0 0.0 0.0 0.0 0.0 206.15 3 --4968_10- ---------------------------------------------------------------------- 82.6 82.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING -------------------------------------------------------------------------------- SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BORDWALK DATE: 01-29-2001 HEAD HEAD TOTAL FLOW 8 FLOW ' ELEV (ft) 4965.20 ERROR (ft) 0.000 FLOW (cfs) 0.00 ERROR (cfs) 0.00 ERROR 0.00 4965.45 0.000 30.00 0.00 0.00 4966.61 0.000 60.00 0.00 0.00 4968.15 -0.002 90.00 0.65 0.72 4968.25 -0.002 120.00 -0.59 -0.49 ' 4968.32 -0.003 150.00 0.84 0.56 4968.38 -0.006 178.00 1.53 0.86 4968.43 -0.005 210.00 1.41 0.67 ' 4968.49 -0.004 240.00 1.01 0.42 4968.54 -0.004 270.00 0.82 0.30 4968.58 -0.003 300.00 2.70 0.90 1 -------------------------------------------------------------------------------- <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 ---------------------------------------- 0 CURRENT DATE: 01-29-2001 - FILE DATE: 01-29-2001 CURRENT TIME: 16:10:35FILE-NAME: BORDWALK -------------------------------------------------------- ---------------- PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.50 (ft) BY 3.50 (ft)) RCP -------------------------------------------------------------------------------- Page 1 Bordwalk.lst DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ------------------------------------------------------------ .0.00 4965.20 0.00 30.00 4965.45 1.94 1.69 0-NF 1.94 1-S2n 0.00 0.00 0.00 1:44 1.69 1.39 ------------------- 3.06 3.06 0.00 8.45 0.00 0.00 60.00 4966.61 3.10 3.10 1-S2n 2.19 2.42 2.12 3.06 9.81 0.00 82.71 4968.18 3.86 4.67 3-Mlt 2.83 2.83 3.06 3.06 9.30 0.00 14.66 4961,21 3.92 4.75 3-Mlt 2.93 2.85 3.06 3.06 9.52 0.00 86.36 4968.33 3.98 4.82 3-Mlt 3.01 2.88 3.06 3.06 9.71 0.00 87.66 4968.38 4.02 4.87 3-M2t 3.07 2.89 3.06 3.06 9.85 0.00 89.12 4968.44 4.06 4.93 3-M2t 3.14 2.91 3.06 3.06 10.02 0.00 90.13 4968.48 4.10 4.97 3-M2t 3.50 2.92 3.06 3.06 10.13 0.00 4.12 5.00 3-M2t 3.50 2.93 3.06 3.06 10.22 0.00 ' 91.15 4968.57 4.13 5.06 3-M2t 3.50 2.94 3.06 3.06 10.24 0.00 ---90.96--4968.51 ------------- ------- ------ ------- ------- ------- ------- E1. inlet face invert 4963.51 ft El. outlet invert ------- 4962.14 ------- - ft inlet throat invert 4963,49 ft El, inlet crest 0.01 ft ' --------El. --------------------------------------------------------------- ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 230.95 ft INLET ELEVATION 4963.51 ft OUTLET STATION 0.00 ft OUTLET ELEVATION 4962.14 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0059 ' CULVERT LENGTH ALONG SLOPE 227.20 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft - BARREL MATERIAL CONCRETE. BARREL MANNING'S n 0.012 INLET TYPE IMPR SDT RECT INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) ' INLET DEPRESSION NONE ***** SIDE -TAPERED RECTANGULAR IMPROVED INLET *** FACE WIDTH 5.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 5.00 -------------------------------------------------------------------------------- I 3 CURRENT DATE: 01-29-2001 FILE DATE: 01-29-2001 CURRENT TIME: 16:10:35 FILE NAME: BORDWALK -------------------------- -------------------------------------------------------------------------------- TAILWATER -------------------------- -------------------------------------------------------------------------------- CONSTANT WATER SURFACE ELEVATION 4965.20 -------------------------- ROADWAY OVERTOPPING DATA -------------------------- -------------------------------------------------------------------------------- ROADWAY SURFACE PAVED- -- EMBANKMENT TOP WIDTH 1.00 ft CREST LENGTH 2O0.00 ft OVERTOPPING CREST ELEVATION 4968.10 ft ' Page 2 LINE ST-3 DP5 AREA 1NL£r fL=65.16 2.3 CFS- n OvrLEr To L�I DETENr/ON POND „i4 W5= 4962.53 23 �1 12 �,1 JO.11, 0.40� 15" ` 46.96'.0.40Z 15" � 1NV==61.00 R/M=66.05 /NV=60.61 INV-60.85 PROJECT The Lodge of Miiomont JOB NO.- 0618-102 DA M- 1124101 BY MAA I ' St-3.out STORM=SEWER SYSTEM DESIGN USING UDSEWER MODEL = _ Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 6 UDFCD Pool Fund Study USER:TST Inc Consulting Engineers ............................................ ON DATA 01-25-2001 AT TIME 08:03:22 VERSION=07-17-1995 **" PROJECT TITLE :THE LODGE AT MIRAMONT ST-3 ' *** RETURN PERIOD OF FLOOD IS 100 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES t ---MANHOLE---------CNTRBTING-----------R-----AINFALL---------RAINFALL-----------DESIGN ------G-ROUND----------WATER------- ----COMMENTS--- ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR -------------------------------------------- 1.00 0.00 0.00 0.00 --CFS-----_FEETFEET-- ------ -------- 2.30 4962.53 4962.53 OK 2.00 28.48 2664.88 0.08 2.30 4966.05 4962.53 OK 3.00 14.71 1144.38 0.16 2.30 4965.16 4962.61 OK 4.00 0.94 25.11 2.43 2.30 4965.16 4962.61 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .95 -------NOTE_ ------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' ID NUMBER UPSTREAM DNSTREAM SHAPE ID NO.. ID NO. ------------------------------------------------------------------------------- DIA(RISE) DIA(RISE) DIA(RISE) (IN) (FT) (IN) (FT) (IN) (FT) WIDTH (FT) 12.00 2.00 1.00 ROUND 12.09 15.00 15.00 0.00 23.00 3.00 2.00 ROUND 12.09 15.00 15.00 0.00 ' 34.00 4.00 3.00 ROUND 12.09 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET ' REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ---------------------------------------------------------------------- 12.0 2.3 4.1 0.67 3.44 0.62 3.76 1.87 0.83 V-OK 23.0 2.3 9.1 0.67 3.99 0.62 3.76 1.87 0.83 V-OK 34.0 2.3 4.1 0.67 3.44 0.62 3.76 1.87 0.83 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 1 ---------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 12.00 0.40 4960.85 4960.66 3.95 0.62 NO 23.00 0.40 4961.00 4960.88 2.91 3.92 OK 34.00 0.40 4961.00 4961.00 2.91 2.91 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET Page 1 I ' St-3.out *4* SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ---- -------------------------- ---- --------------------------------- --------- --- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION 12.00 FEET ----_-_--FEET-_----FEET 46.96 46.96 4962.10 --_--FEET------FEET 4961.91 -------- 4962.53 FEET 4962.53 PRSS'ED 23.00 30.11 30.11 4962.25 4962.13 4962.61 4962.53 PRSS'ED 34.00 1.00 1.00 4962.25 4962.25 4962.61 4962.61 PRSS'ED ' PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------ ----------------- --------------- --------------------- -------------- UTMANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID --ID-NO- ---------------------------------------------------------------- 12.0 2.00 4962.59 0.06 1.00 0.00 0.00 0.00 1.00 ----FT- 4962.53 23.0 3.00 4962.66 0.04 0.60 0.03 0.00 0.00 2.00 4962.59 34.0 4.00 4962.66 0.00 0.05 0.00 0.00 0.00 3.00 4962.66 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 1 Page 2 No Text St-4.out = STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 6 UDFCD Pool Fund Study USER TST Inc Consulting Engineers.. 3 ... ........ ....... .. ON DATA 01-25-2001 AT TIME 09:25:22 VERSION=07-17-1995 *** PROJECT TITLE :THE LODGE AT MIRAMONT ST-4 *** RETURN PERIOD OF FLOOD IS 100 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES -------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR--- ------------------------------------------------ 1.00 0.00 0.00 0.00 CFS ----FEET------FEET-------- 8.60 4962.53 4962.53 -- OK 2.00 31.32 553.65 0.27 8.60 4964.30 4962.43 OK 3.00 13.77 188.13 0.62 8.60 4964.30 4962.45 OK 4.00 3.78 920.38 0.19 0.70 4965.23 4962.63 OK 5.00 2.83 635.22 0.25 0.70 4965.11 4962.64 OK 6.00 1.89 375.19 0.37 0.70 4964.25 4962.65 OK 7.00 0.94 149.47 0.74 0.70 4964.25 4962.65 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW .DEPTH -TO -SEWER SIZE RATIO= .95 -------------------------------------------- SEWFR MANHOLE NUMBER SEWER ---------------------------- REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 12.00 2.00 1.00 ROUND 19.83 21.00 21.00 0.00 23.00 3.00 2.00 ROUND 19.83 21.00 21.00 0.00 24.00 4.00 2.00 ROUND 7.74 15.00 15.00 0.00 ' 45.00 5.00 4.00 ROUND 56.00 6.00 5.00 ROUND 7.74 15.00 7.74 15.00 15.00 15.00 0.00 0.00 67.00 7.00 6.00 ROUND 7.74 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET ' REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ' EXISITNG SIZE WAS USED --------------------=---------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY CFS FEET FPS DEPTH VLCITY VLCITY NO. FEET ----CFS- --NUMBER- -------- ------------------------ 12.0 8.6 10.0 1.25 4.69 ----FPS-----FPS- 1.09 5.49 -------------- 3.58 0.77 V-OK 23.0 8.6 10.0 1.25 4.69 1.09 5.49 3.58 0.77 V-OK 24.0 0.7 4.1 0.35 2.49 0.35 2.46 0.57 0.88 V-OK ' 45.0 0.7 4.1 0.35 2.49 0.35 2.46 0.57 0.88 V-OK 56.0 0.7 4.1 0.35 2.49 0.35 2.46 0.57 0.88 V-OK 67.0 0.7 4.1 0.35 2.49 0.35 2.46 0.57 0.88 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ' ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH Page 1 COMMENTS I I 1 1 1 1 1 1 1 1 1 1 1 �J 1 1 1 1 1 St-4.out ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ------------------------------------- 12.00 0.40 4959.76 4959.62 2.79 1.16 - --- OK 23.00 0.40 4959.76 4959.76 2.79 2.79 OK 24.00 0.40 4959.85 4959.75 4.13 3.30 OK 45.00 0.40 4960.20 4959.85 3.66 4.13 OK 56.00 0.40 4960.25 4960.20 2.75 3.66 OK 67.00 0.40 4960.25 4960.25 2.75 2.75 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -------- ------------------------------------------ SEWER SEWER SURCHARGED CROWN ELEVATION ---------------- ---------- WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.00 34.16 34.16 4961.51 '4961.37 4962.43 4962.53 PRSS'ED 23.00 1.00 1.00 4961.51 4961.51 4962.45 4962.43 PRSS'ED 24.00 24.00 24.00 4961.10 4961.00 4962.63 4962.43 PRSS'ED 45.00 86.72 86.72 4961.45 4961.10 4962.64 4962.63 PRSS'ED 56.00 11.65 11.65 4961.50 4961.45 4962.65 4962.64 PRSS'ED 67.00 1.00 1.00 4961.50 4961.50 4962.65 4962.65 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FACTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEVFTFTK COEF LOSS FT K COEF LOSS FT . ID FT - -------- 12.0 2.00 4962.63 0.10 1.00 0.00 0.00 0.00 1.00 4962.53 23.0 3.00 4962.65 0.00 0.10 0.02 0.00 0.00 2.00 4962.63 24.0 4.00 4962.64 0.00 0.60 0.00 0.00 0.00 2.00 4962.63 45.0 5.00 4962.65 0.01 0.60 0.00 0.00 0.00 4.00 4962.64 56.0 6.00 4962.65 0.00 0.05 0.00 0.60 0.00 5.00 4962.65 67.0 7.00 4962.65 0.00 0.05 0.00 0.60 0.00 6.00 4962.65 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. Page 2 1 I I I I 1 1 1 I �J 1 II I I I APPENDIX E Riprap and Swale Design 1 TABLE 6. SUMMARY OF RIPRAP DESIGN 5 iM1 IAN x '•v !� in TI,O f i n�ya I SI 4 w xw nNl :� k �" : eY DFPTNP M �[RB'RAP ..fY Ik 1{ 4.:x xk�' ,lu i uu rx) i e ) n. (I 'i r�l: (p)y, ax+d /13.. I� p Q�Xhr,✓ I L'., iL l...:.—w,. B LINE ST-1 OUTLET 8.35 6.80 15 6.00 4.00 5.97 CLASS 9 4x4 C LINE ST-2 OUTLET 182.5 4.11 2-8'x3' 3.27 1.09 6.59 CLASS9 30x10 A LINE ST-3 OUTLET 2.3 1.87 15 2.39 1.91 1.65 CLASS 4x4 A LINE STA OUTLET 8.6 3.58 21 3.67 2.10 3.71 CLASS 9 6x6 A BASIN A2 STREET OUTLET 6.9 7.26 No 0.50 CLASS 12 4x20 A BASIN A3 STREET OUTLET 6.2 7.06 n& 0.50 CLASS 12 4x20 TST, INC. CONSULTING U26101 ENGINEERS Fowl hydmlo8y.xh RIPRAP DESIGN CALCULATIONS 1 1 1 1 cuea:soo joeHo: 0618-102 Feaecr: The Lodge at Miramont cAwuLATw Foe: Riprap woe ay,. MAA ow- 12/8/00 sHEr: 1 of 1 EXTENTS OF RIPRAP PROTECTION: (Per Urban Drainage Criteria) L=(1/2Tan8)(At/Yt-w) (EQ 5-9, USDCM) where: L = Length of Riprap Protection (3135 L 5 10D) At = QN for V=5.5 fps for erosive soil Yt = Tailwater Depth (ft) w = Pipe Diam 1/2Tan9 = Expansion factor from Fig 5-9 USDCM 100-yr PIPE DESIGN 100-yr 'RIPRAP LINE DIAM FLOW VELOCITY Yt DESIGN CONTROLS L (Eq 5-9) Req. L (in) (cfs) (fps) (ft) YUD Q/D''' 1/2Tan8 tft) I (ft) ST-1 15 8.35 6.80 4.52 3.62 4.78 6.75 -6.60 3.75 ST-2 n/a 182.5 4.11 3.27 1.09 6.59 6.75 see calculations ST-3 15 2.3 1.87 1.91 1.53 1.32 6.75 4.09 3.75 ST-4 21 8.6 3.58 2.90 1.66 2.12 6.75 -6.22 5.25 EXTENTS OF CHANNEL LINING: (Per Urban Drainage Criteria) 4.5 = (V'S0'17)/D,,'(Ss-1)0'66 (EQ 5-4, USDCM) where: V=mean channel velocity in feet per second S=longitudinal channel slope in feet per foot Ss=Specific gravity of rock (assume equal to 2.5) d5o=rock size in feet for which 50 percent of the riprap by weight is smaller 100-YR EQUATION DESIGN 100-YR VALUE LOCATION FLOW VELOCITY SLOPE for Table 5-5 (cfs) (fps) (m) (ft'a/sec) BASIN A2 6.9 7.26 0.33 4.60 BASIN A3 6.2 7.06 0.33 4.47 TST, INC. CONSULTING ENGINEERS 1 /26/01 rind hydrology.xls ' TST, INC. Consulting Engineers,� 1 ` CLIENT 1 \ '"¢+ e �" �"� b 8.'�o1=`r JOB NO (0''9—lOZ PROJECT �' Sa Nn n n� CALCULATIONS FOR�- ' MADE BY 1 \�i A DATE ` &GLOl CHECKED BY DATE SHEET OF ye..�O`C•.. DI `SQa n'J: i� J, C..� .._....... ...... ._... ... DRAINAGE CRITERIA MANUAL RIPRAP MENMEMMIMEM MEMO ■ .. MEMO MEN a .ems _up -.do .No MENNEENCIME o z .4 . Yt /D .6 .8 1.0 �tSE Yr/n -p`� tr g-(VRq-VLtc Z%� _Wnp Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT 11 1 n iL- 11 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 14P5,4N PR.4i/JA-GE Tabl e 5-1 �PR,4P �1 RAM7 tom CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) Inches) Type VL 70-100 12 50-70 g 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 g g** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 g *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap.' Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fa.shi'oned into almost any shape that can be 11-15-82 I ' Table 8-1 lists several gradations of riprap. The minimum average size designation for loose riprap. shall be 12 inches. Smaller sizes of riprap shall be either buried on slopes which can be easily maintained (4 to 1 minimum side slopes) or grouted if slopes are steeper. Grouted riprap should. meet all the requirements for regular riprap except that the smallest rock fraction (smaller than the 10 per- cent size) should be eliminated from the gradation. A reduction of riprap size by one size designation (from 18 inches to 12 inches or from 24 inches to 18 inches) is permitted for grouted riprap. Table.8-1� CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP G Pha rya a xofroalweight Smdwdm the �p n C msize stone sae . (m pounds) (v+e�hes) 70.100 85 Class 6 tt 50.70 35 35.50 10 6 2.10 <1 ' 70-100 440 Class 12 50.70 275 35.50 as 12 2-10 3 ' 100 1275 Class 18 50.70 655 35.50 275 18 2-10 10 100 3500 Class 24 50.70 1700 35-50 655 24 ' 2.10 35 t dso - Mean ParWe Size. At least 5o percent of the mass shad be stones equal to cr largerthan ttds dffWW n. it Bury on 4 to 1 side sbpes or grout nods d slopes are steeper. ' Table relationship: summarizes riprap requirements for a stable channel lining based on the following VSo.n ' (dso) (Ss-17 = 5.8 in which, V= Mean channel velocity in feet per second ' S = Longitudinal channel slope in feet per foot S, —Specific gravity of rock (minimum S,=2.50) dso'= Rock size in feet for which 50 percent of the riprap by weight is smaller. The rock sizing requirements in Table 8.2 are based on the rock having a spedfic gravity of 2.5 or more. Also, the rock size does not need to be increased for steeper Channel side slopes, provided the side slopes are no steeper than 2h:1v. Rods fined side slopes steeper than 2h:1v are riot recommended. ' Table 8-2 RIPRAP REOUIRM EM FOR CHANNEL LININGS tt 1 VSo 17gSd 1)'0a'6t Ra*Type ft 0 to 1.4 1.5to4.0 NC' Required d ' 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap 72 to 82 Class 24 Riprap t Use S, = 2.5 unless the source of rock and ftdensities are lu w at the time of design. tt Table valid only for Froude rwmber of 0.8 or less and side slopes no steeper_fhan 2h:1v. MAY 1984 8-18 DESIGN CRITERIA Y 1 DRAINAGE CRITERIA MANUAL E IN G = Expansion Anale rn In y�%i ■ .1 .G .J .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT Lodge THE LODGE AT MIRAMONT CURB CUTS AND SWALES Calculation for curb cut opening at dp2 and dp3 INPUT DATA: ' DISCHARGE 6.900000 CFS BOTTOM WIDTH 4.500000 FT BED SLOPE 6.000000E-03 FT/FT SIDE SLOPE = 0.000000E+00 MANNINGS N = 1.600000E-02 RESULTS: v __ NORMAL DEPTH = 4.237884E-01 FT FLOW VELOCITY 3.617514 FPS HYDR. DEPTH 4.238639E-01 FT TOP WIDTH 4.500000 FT FROUDE NUMBER = 9.791946E-01 SPECIFIC ENERGY= 6.269935E-01 FT Calculation of velocity for riprap design at dp2 INPUT DATA: ' DISCHARGE 6.900000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 3.300000E-01 FT/FT SIDE SLOPE = 4.000000 ' MANNINGS N = 4.500000E-02 RESULTS: NORMAL DEPTH _ 4.876165E-01 FT FLOW VELOCITY 7.255926 FPS HYDR. DEPTH 2.437743E-01 FT TOP WIDTH = 3.900932 FT FROUDE NUMBER = 2.589828 ' SPECIFIC ENERGY= 1.305139 FT p Calculation of velocity for dp3 INPUT DATA: ' DISCHARGE _ 6.200000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 3.300000E-01 FT/FT ' SIDE SLOPE 4.000000 MANNINGS N 4.500000E-02 RESULTS: NORMAL DEPTH = 4.684200E-01 FT FLOW VELOCITY = 7.062366 FPS HYDR. DEPTH = 2.342696E-01 FT TOP WIDTH = 3.747360 FT FROUDE NUMBER = 2.571368 SPECIFIC ENERGY= 1.242908 FT Swale between dp 6 and detention pond (Q100x1.33) P ' INPUT DATA: 5 DISCHARGE = 11.440000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE 4.000000E-03 FT/FT ry SIDE SLOPE 4.000000 MANNINGS N 6.000000E-02 ' Page 1 (• S I Lodge RESULTS: NORMAL DEPTH = 1.501771 FT FLOW VELOCITY = 1.268216 FPS HYDR. DEPTH = 7.508255E-01 FT TOP WIDTH = 12.014160 FT FROUDE NUMBER = 2.579265E-01 SPECIFIC ENERGY= 1.526745 FT Swales adjacent to miramont park, worst case dpl3 (Q10OX1.33) INPUT DATA: DISCHARGE = 3.325000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 2.000000E-02 FT/FT SIDE SLOPE 4.000000 MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 6.987039E-01 FT FLOW VELOCITY = 1.702372 FPS HYDR. DEPTH = 3.999250E-01 FT TOP WIDTH = 5.589632 FT FROUDE NUMBER = 5.075158E-01 SPECIFIC ENERGY— 7 937050E-01 FT Y yl Page 2 D. 70 I FA --150 R— To AgAe..n�,�oh --100 — Aof0NL. loc-m� oh oc m 3 m rn m c m wale -1— START o f Z- I HEGRAS PlanPlan @ Rk , Drainage Swale Re swab ' 1.3� Q100 11 1 1 r I I I I I Lodge at Miramont Proposed Conditions Plan 02 3/13/2001 RS=1 4965 .035 Legend EG PF 1 WS PF 1 —.— Ground • 4964 Bank Sta --------------------- 4963 a � 0 d w 4962 3 4961 4960 0 10 20 30 40 Station (ft) Lodge at Miramont Proposed Conditions Plan 02 3/13/2001 RS = -100 4965 4 .035 Legend EGPF1 WSPF1 Ground • 4964 Bank Sta — — — — — — — — — — — — — — — — — — 4963 .j 4962 S'%c1,e-aa�� d w �t 3 4961 4960 4959 0 10 20 3o 4o 50 Station (ft) Lodge at Miramont Proposed Conditions Plan 02 3/13/2001 RS = -150 4965f .035 . Legend EG PF I WS PF I ............... Crtt PF 1 Ground • Bank Sta 4964- 4963- — — — — — — — — — — — — — — — — 0 4962- .................................................... w 4961- 4960- 4959 . . . . 0 10 20 30 40 50 Station (ft) Miramont Lodge at Miramont Swale section D-D Qs1.33 -7 io.'► c-�s> INPUT DATA: DISCHARGE = 9.300000E-01 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 5.500000E-03 FT/FT SIDE SLOPE = 4.000000 14ANNINGS N = 3.500000E-02 RESULTS: NORMAL DEPTH = 4.509569E-01 FT FLOW VELOCITY = 1.142803 FPS HYDR. DEPTH = 2.255728E-01 FT TOP WIDTH 3.607655 FT FROUDE NUMBER = 4.240333E-01 SPECIFIC ENERGY= 4.712363E-01 FT Page 1 nI u I APPENDIX F ' SWMM Model and Detention Pond Design 1 H 1 1 1 I 1 � � 1 1 1 1 1 r [1 r r, r r r TABLE 7. SUMMARY OF DETENTION POND DESIGN 4957.63 28260 0.65 0.00 0.0* 4958 38400 0.88 0.28 4.0 4959 44268 1.02 1.23 18.0 4960 52395 1.20 2.34 37.2 4961 60316 1.38 3.63 52.4 4962 67653 1.55 5.09 68.0 4962.5 71120 1.63 5.89 78.0 4963 76276 1.75 6.74 88.0 *Discharge values from McClellands Creek Master Drainage Plan, July 1999, updated 11/19/99 TST, INC. CONSULTING ENGINEERS 1/26/01 final hydrology.xls CST, INC. I.Mm. Consulting Engineers METST, INC. Consulting Engineers CLIENT S 1)JOB NO 6l9 - 102 I 1 ,,ReeriSed RoAncj Ct*w &f IDconp✓ %g4 inlet 44,E&ol /ib&ggoppA iiNjdmlerr ��, , 4, I 1 t F L 2 1 1 2 3 4 WATERSHED 0 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. 600 0 0 1.0 1 1.0 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.81 0.84 0.81 0.18 0.75 0.73 0.71 0.69 0.67 -2 .016 .250 0.1 0.3 .51 0.5 ` UPDATED BASIN WIDTHS 1 80 50 7109 86.2 40 .01 1 60 50 1150 8.95 40 .01 1 70 61023929.38 40 .01 1 130 51 716124.66 40 .01 1 100 51 267513.19 40 .01 1 150 4 1590 1.84 80 .02 ` BASIN 110 SPLIT INTO 110-118 BY ICON 1 110 11 1250 1.93 99 .02 1 111 11 700 1.05 99 .01 1 112 112 750 1.34 99 .01 1 113 12 1200 1.34 99 .01 1 114 12 950 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2.14 10 .01 1 120 22 381517.79 80 .02 1 90 2 511513.12 30 .01 1 190 51 250 1.38 80 .01 1 200 20 455031.34 80 .01 1 210 44 1090 7.51 BO .01 1 240 7 1742 5.00 BO .01 1 220 45 322822.23 10 .01 1 260 46 345423.79 50 .01 1 230 47 213414.70 10 .01 1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 BO .01 ` BASIN 280 SPLIT INTO 280-283 BY ICON 1 280 275 1000 2.04 99 .02 . 1 281 28 1650 3.16 99 .01 - 1 282 29 850 1.50 99 .01 1 283 30 1250 2.02 99 .01 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 121 16 850 1.43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 80 .01 ' OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1 272 272 817 1.50 31 .09 1 360 36 3223 2.37 87 .02 • -------------------------------------------------------------------- ALL FOLLOWING BASINS FRCM4 MIRAMONT MASTER PLAN, RBD, INC. 1 201 320 321314.75 25.0183 1 202 322 187321.50 50.0165 1 203 172 702432.25 80.0100 1 204 166 413619.00 60.0100 1 205 168 650 5.85 47.0105 1 206 171 958 7.70 70.0080 1 207 176 171813.80 57.0235 1 208 17B 293633.61 70.0170 1 209 321 679523.40 40.0085 1 165 324 299110.30 40.0100 1 211 325 316510.90 64.0200 1 212 328 1220 4.20 80.0380 1 213 180 147216.89 30.0055 1 214 179 465 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 -------------------------------------------------------------------_ • ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. " SUBBASINS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. " ADDED TO MODEL BY ICON 1 301 301 331528.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON • CE 365 CHANGED TO 396 BY It7ON 1 305 369 683978.50 3.9.0110 1 306 372 2535 8.73 31.2.0200 1 301 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 2000 .0018 C ovl cl; �io� SvjMM - KpKt 11 1 309 362 888 1.63 4.0.1262 ' 1 311 371 801 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 367 495 0.91 1.0.0500 1 314 402647091.15 34.0.0200 1 315 374 417914.39 40.0.0200 ' ` BASIN 316 CHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57.0.0140 0.3 1 318 593 169919.50 47.0.0150 0.3 • ALL FOLLOWING SUBBASI14S ARE FROM G6O 1986 Mci ZELLANDS BASIN MASTER PLAN ` EXISTING CONDITION SUSBASINS BTWN STETSON CREEK 6 CTY RD 9 " ----------------------------------------------------------------------- BASINS 218, 222 AND 223 REPLACED BY BASINS 600, 610, 620, 6.30, AND 640 IN SAGE CREEK MODEL. ' ORIGINAL BASIN 218 ` 1 218 366 1515 17.4 5.0 .030 " ORIGINAL BASIN 222 • 1 222 32 1681 19.3 5.0 .008 • ORIGINAL BASIN 223 ` 1 223 102 2004 23.0 5.0 .040 NEW SAGE CREEK BASINS BY THE SEAR -BROWN GROUP 1 600 368 4057 6.52 5.0 .020 1 610 611 475116.36 45.0 .006 1 620 621 293610.10 45.0 .012 ' 1 630 6311073324.64 55.0 .010 1 640 102 44 0.10 75.0 .020 " ----------------------------------------------------------------------- BASINS 217, 224, AND 225 REPLACED BY BASINS 650, 660, 670, 680 AND 640 " IN HARVEST PARK MODEL. ORIGINAL BASIN 217 • 1 217 368 1603 18.4 5.0 .010 " ORIGINAL BASIN 224 ` 1 224 102 1202 13.8 5.0 .010 • ORIGINAL 1 225 BASIN 225 35 5715 65.6 5.0 .006 NEW HARVEST PARK BASINS BY THE SEAR -BROWN GROUP 1 650 651 632920.30 45.0 .009 1 660 368 137 8.97 5.0 .009 -1 670 6711748412,29 57.0 .008 1 680 681 763531.55 52.0 .008 1 690 102 437 5.02 20.0 .008 • G6O SUBBASIN 215-RENUMBERED AS 225, REDUCED TO EXCLUDE WILOWC>t1D • ------------------------------------------------"'-------------------- SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM " WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSON, JUNE 1996 1 1 201 1200 8.5 40.0.0200 .016 .250 .1 .3 .51 .5 .00180 1 2 202 2000 4.1 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 4 209 750 1.6 74.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 5 209 1600 2.7 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 8 210 450 2.3 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 10 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 14 214 1000 4.8 54.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 15 215 1300 4.4 9.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 16 216 200 I.B 12.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 20 223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 22 223 1800 7.3 52.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 23 224 1000 2.2 61.0.0200 .Olt; .250 .1 .3 .51 .50. .001B0 1 24 224 600 3.1 34.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 25 226 900 4.0. 65.0.0200 .Olt; .250 .1 .3 .51 .50 .00180 1 1 26 30 226 1000 2.7 130 2750 5.9 32.0.0200 67.0.0200 .016 .016 .250 .250 .1 .1 .3 .3 .51 .51 .50 .50 .00180 .00180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 39 216 700 3.1 11.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 40 1411 1300 6.4 30.0.0200 .0113 .210 .1 .3 .51 .50 .00180 1 41 357 800 4.3 43.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 50 251 1800 8.1 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1612616502.180.0.0200.016.250.1. .3_-.51--.50----.00180 ' 1 --- 62 -- 262 1200 4.7 42.0.0200 .016 .250 .1 ..3 .51 .50 .00180 ` - SUBBASINS -- _- - 370 TO 397 UPSTREAM - OF - --- -__ LEMAY AVENUE (LIDSTONE 6 ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 373 73 2000 8.2 90. .015 .016 .25 .1 .1 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 I [1 1 1 k 11 1 375 15 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 571 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.9 67. .013 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52. .020 .016, .25 .1 .3 .51 .5. .0018 1 386 586 2000 12.2 60. .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 10. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 1548 16.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 1220 7.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 10. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .001B 1 396 496 2950 13.5 93. .013 .OlS .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 ----------------------------------------------------------------------- ` SUBBASINS 400 TO 407 WILD WOOD FARMS (ICON ENCINEERINC, INC. Cx;T, 1998) 1 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .00IB 1 401 406 1170 16.7 20. .015 .016 .25 .1 .3 .51 .5 .O018 1 402 406 1520 17.4 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 403 605 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0018 1 404 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .00IB 1 405 402 3080 3.5 90. .020 .016 .25 .1 .3 .51 .S .0018 1 406 383 2053 14.1 38. .015 .016 .25 .1 .3 .51 .5 .0018 1 407 384 1921 1.3.2 40. .015 .016 .25 .1 .3 .51 .5 .0018 1 408 404 3378 38.8 5. .015 .016 .25 .1 .3 .51 .5 .0010 ----------------------------------------------------------------------- ` SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING, (x:T, 1998) 1 500 517 3899 26.9 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 501 416 2750 18.9 S. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 503 415 3893 44.7 5. .015 .016 .25 .1 .3 .51 .5 .0018 1 504 415 2570 11.8 5. .020 .016 .25 .1 .3 .51 .5 .0018 ' SUBBASIN 504 SPLIT INTO 504 6 514 BY ICON 1 514 413 4080 28.1 5. .020 .016 .25 .1 .3 .51 .5 .0018 . 1 505 409 5867 67.3 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 506 412 2143 14.8 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 507 412 2277 15.1 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 508 281 3833 26.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 509 411 1936 13.3 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 510 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 "-----------------------------------------------------------. " SUBBASINS 511 T0.513 HOMESTEAD (ICON ENGINEERING, (:x:T, 1998) 1 511 283 5670 39.1 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 512 386 6B03 46.9 25. .010 .016 .25 .1 .3 .51 .5 .0018 1 513 38816060124.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 0 0 ' CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 4 0.0.35 5.0 ` CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 30 1750 0.010 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.00.32 4 4 0.0.35 5.0 • CE 13 REMOVED BY ICON " CE 35 REMOVED BY THE SEAR -BROWN GROUP FOR HARVEST PARK ` ORIGINAL CE 35 • 0 35 102 0 1 0 .1250 0.010 50 50 0.045 5.0 0 16 22 0 1 0 540 0.00c, 50 50 0.016 2.0 • CE 11 SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0.006 50 0 0.016 1.5 0 12 13 0 1 0 650 0.006 50 0 0.016 1.5 0 13 51 0 1 0 500 0.006 50 0 0.016 1.5 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 • CE 112 ADDED BY ICON 0 112 11 0 1 0 700 0.010 50 0 0.01E 1.$ • CE 9 REMOVED BY ICON ` CE 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 800 0.005 10 10 0.035 2.0 • CE 220 CHANGED TO BASIN BY ICON ` -1 220 43 3 3 0 1 • 0 0 0.32 11.87 4.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10. 11.87 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 11 0 CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 3 0.1 1 0.001 0.016 0.1 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 11 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 30 1000 0.005 15 15 0.040 5.0 0 51 9 0 1 10 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 CE 230 CHANGED TO BASIN BY ICON -1 230 18 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 47 12 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 7.21 10. 7.21 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE BUSINESS PARK 4TH 6 STH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.011 1.25 CE 260 CHANGED TO BASIN BY ICON -1 260 42 3 3 0 1 0. 0. 0.24 11.19 6.99 0 CE 290 CHANGED TO BASIN BY ICON -1 290 18 3 3 0 1 0. 0. 0.22 .3.06 6.90 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19 0 26 42 0 5 3.5 800 0.005 0.016 .3.5 10 800 0.O05 4 4 0.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.1.3 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 215 27 0 2 3.5 676 0.0084 0.013 .3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 .3.46 0.90 4.21 1.37 4.84 - 2.10 57. 63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10, 100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 0 50 0.016 1.5 0 30 29 0 1 0 850 0.005 0 50 0.01c 1.5 CE 340 CHANGED TO BASIN BY ICON -1 340 16 3 3 0 1 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0.0 0.0 0.1 1.91 10.0 1.91 COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE (L 6 A, 19971 92 89 0 2 2. 1000. .010 0. 0. .01.3 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.05 0.0 89 Be 0 1 0. 800. .007 4. 4, .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 POND 601 FOR SAGE CREEK POND A ADDED BY THE SEAR -BRAWN GROUP 601 368 8 2 .1 1. ,1 0.0 0.0 0.0 0.0 0.0 0.0 1.87 3.66 3.11 6.34 4.47. .8.19 5.96 9,66 7.58 10.98 POND 602 FOR SAGE CREEK POND B ADDED BY THE SEAR -BROWN GROUP 602 102 6 2 .01 1. ,1 0.0 0.0 0.0 0.0 0.71 0.0 1.98 12.80 3.69 15.61 5.64 18.34 EQUIVALENT POND 605 (FOR 3 EXTRAN MODELED PONDS) FOR HARVEST PARK ADDED BY TH SEAR -BROWN GROUP, POND RATING CURVE INCLUDES iOVERFU]W FROM PRESTON JUNIOR HIGH POND 380. 605 102 9 2 .1 1. ,1 0.0 0.0 3.08 6.32 5.34 16.91 9.36 33.00 11.55 37.45 16.66 44.46 19.36 48.12 19.56 49.21 23.95 189.00 POND 491 REVISED BY ICON 491 90 4 2 .1 1. ,1 0.00 0. 0.50 1.0 0.60 41.9 0.70 260. 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. .010 10. 10. .035 5. 496 88 6 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 11.8 2.06 13.2 3.53 31.6 Be 588 0 1 0. 700. .008 4. 4. .035 5. I [1 I 1 L] 497 588 7 2 .1 1. ,I 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 1.30 20.16 588 488 0 3 .1 1. ' HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE ' RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY ' INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN ' POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 9 2 .1 1. .1 0.00 0.0 0.07 0.37 0.25 5.62 1.11 9.88 7.37 10.16 8.70 11.97 9.94 13.8.3 10.24 16.14 10.61 21.24 683 562 682 3 3 .1 1. .1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1300. .014 50. 50. .016 .5 50. 1.300. .014 10. 10, .035 5. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 1. ' PIER DETENTION POND REVISED BY ICON 6/30/99 486 584 7 2 .1 1. .1 0.00 0.0 0.02 0.1 0.38 11.2.3 1.42 15.73 4.55 29.63 5.58 74.29 5.B7 85.26 673 5B4 684 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400, .005 4. 4. .035 S. ` POND 483 REVISED BY ICON 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.8 563 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .01.3 .3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300.. .006 10, 10. .035 ., 481 577 11 2 .1 1. `1 0.00 0. 0.12 1. - 0.15 2. 0.16 4: 0.17 6. 0.19 10. 0.20 12. 0.21 14. 0.22 16. 0.22 18. 0.2.3 20. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9, 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.06 12.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0.25 6. 0.27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 0.46 75. 0.50 90. 0.55 105. 76 576 0 1 0. 800. .007 4. 4. .035 S. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .0.35 S. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 1.3.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1 472 571 12 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9, 1.73 12. 2.52 15. .3.66 l8. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. .1 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40. 0.87 50. 0.89 ti0. 0.97 100. 570 470 0 3 .1 1. 470 31 7 2 .1 1. .1 0.00 0. 0.08 10. 0.12 20. 0.24 .30. 0.66 40. 1.00 44. 1.47 160. ' END OF LIDSTONE 6 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 30 108 0.0075 50. 50. .0.35 5. ` ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 ' OAKRIDGE POND WITH REVISED OUTLET HYDRAULIC: 0 2 216 15 2 0.1 77 0.007 0.013 0.1 0.0 0.0 0.00 2..30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38 .18.67 233.10 49.31 251.39 59.39 269.69 70.59 287. 99 ----------------------------------------------------------------------- ' ALL FOLLOWING CONVEYANCE ELEMENTS FR(44 MIRAMONT MASTER PLAN, RBO, INC. ' POND 166 (301) RATING CURVE COMPOSITES .3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0.013 0.10 ' 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 ' POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK POND 168 EXTENDED BY ICON 0 168 169 5 2 0.1 30 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.911 0.43 1.36 0.72 93.26 1.01 261.36 ' CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.01.3 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 114 0 1 4.10 460 0.0021 2 2 0.0.35 4.011 FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.00.38 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 ' POND 172 (307) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 203 " POND 172 EXTENDED BY ICON ' 0 172 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266. ' CE 173 CHANGED TO CHANNEL W/OVERFLOW BY ICON 0 17.3 175 0 4 0 1200 0.0050 4 4 0.0.35 1.10 ' 30 1200 0.0050 150 150 0.035 1.00 CE 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 174 175 0 5 2.25 75 0.0211 U 0 0.013 .25 40 75 0.0211 50 50 0.016 4.00 ' CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON ' 0 175 177 0 5 2.50 853 0.0123 0 (J 0.013 2.50 50 85.3 0.012.3 50 50 0.016 4.00 POND 176 (311) RATING CURVE FROM OAKRIDOE WEST PU0 REPORT BY RBD ' POND 176 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 ' 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 2.44 94.46 .3.10 261.78 ' CE 177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 .3.00 10.0 480 0.0100 50 50 0.016 5.00 ' 0 171 177 9 2 0.30 1310 0.00.33 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 .3.4 G.5 4.2 8.8 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.0.35 4.00 ' POND 321 EXTENDED BY ICON 0 321 324 30 2 0.1 300 0.005.3 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 .3.85 7.3 5.40 9.0 6.30 99.9 7.20 260. ' FUTURE DETENTION POND .322 0 322 323 3 2 0.1 30 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 ' CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 .36 0.0222 0 0 0.01.3 3.00 ' 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 " CE 326 MODELED USING HGL AS SLOPE ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON 0 326. 327 0 5 3.50 214 0.0168 0 0 0.013 3.50 40 214. 0.0168 50 50 0.016 5.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.0.35 3.00 ' CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.011 1.75 0 101 0.0149 133 44 0.016 5.D 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 ' CE 179 (330) MODELED WITH STREET CROWN OVERFU:lW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 ' CE 3.31 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 .3.00 ' RATING CURVE FOR POND 180 WAS REVISED BY THE CITY (11/19/99) 0 180 341 8 2 0.10 20 0.0040 U 0 0.013 0.10 0.0 0.0 0.21 4.00 1.00 18.00 1.91 .37.20 2.95 52.40 4.16 68.00 4.82 78.00 5.67 88.00 0 341 4 0 5 5.20 120 0.0040 0 0 0.01.3 5.20 ________________________08000040 -_--__--_------SO-0J00 ------------------- ' ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. ' CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 " CE 303 REMOVED BY ICON ' POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE, ADDED BY ICON 0 301 91 9 2 0.1 1 0.0050. 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 1.88 5.32 2.41 5.76 3.27 13.3E 4.26 14.3E 4.56 36.21 5.73 57.76 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 11 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.65 219.5 0 94 241 0 1 0 500 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 10.3 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 ' 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 ' OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 4 16 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 " CE 365 CHANCED TO 396 BY ICON 0 369 366 0 4 0 1125 0.0045 4 4 0.0.35 2.30 50 1125 0.0045 50 50 0.035 5.00 ' " OVERFLOW ADDED TO CE 366 FOR DEV. COND. BY ICON 0 366 367 0 4 16 .377 0.0050 4 4 0.045 5.O0 40 377 0.0050 50 50 0.035 6.00 ' OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON ' 0 38 373 0 4 0 40 1090 0.0050 1O80 0.0050 4 50 4 50 0.035 0.016 3.50 4.50 0 39 38 0 4 0 860 0.0050 4 4 0.035 3.50 40 860 0.O050 50 50 0.016 4.50 " Conveyance Elements for Harvest Park and Sage Creek 0 651 605 0 4 2.0 .30 340 0.0090 340 0.0090 50 50 0.013 0.016 2.00 10.00 ' 0 671 605 0 4 2.0 420 0.0080 0.013 2.00 35 420 0.0080 50 50 0.016 10.00 0 681 605 0 4 2.0 440 0.0070 0.013 2.00 20 440 0.0070 50 50 0.011i 10.00 .0 691 671 0 1 35 200 0.0080 50 50 0.016 10.00' 0 611 601 0 4 1.5 500 0.0060 - 0.013. 1.50 40 500 0.0060 50 50 0, 016 4.50 0 621 601 0 4 1.5 500 0.0120 0.013 1.50 40 500 0.0120 50 50 O.O1G 4.50 0 631 602 0 4 1.5 600 0.0100 0. 013 1.50 ' 40 600 0.0100 50 50 0.011i 4.50 • -____-_--- THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE -_ ' CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594 BY IC[M POND 593 WITHIN BASIN 318 0 593 592 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 .3.04 1.40 3.57 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 ' POND 594 WITHIN BASIN 317 0 594 591 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.31 0.36 2.70 0.74 2.99 1.12 3.26 1.40 .3.39 1.69 5.44 2.26 8.42 ' 2.40 8.55 2.90 8.96 3.54 9.46 0 591 39 0 1 0 1300 0.005 4.0 4.0 0.035 .3.5 • CONVEYANCE ELEMENT 40 ADDED BY I('XJN ' 0 40 POND 370 313 0 1 REVISED BY 5 ICI)N 1400 11.0050 4 4 0.035 5.00 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.13 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0371 33.52 371 0 362 7 2 0.30 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 • POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 363 6 2 0.10 1 0.O020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 18 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 .3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 ' 10.298 49.4 10.687 72.6 I1.075 99.7 11.463 130.9 13.4 333.7 15.52 429.6 I L�J 1 ` POND 374 EXTENDED BY ICON 0 374 38 14 2 0.10 1 0.0040 0.01.3 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 2.341 59_9_ ' ALL FOLLOWING CONV. ELEMENTS ARE FROM G60 1986 MCCLELLANDS BASIN MASTER PLAN ' EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 6 <:TY RD 0 32 102 0 1 1.0 500 0.006 75 .1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 8.0 35.0 950 0.007 75.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 ' CROSSING UNDER CTY RD 9; PER RBD 1487 MCCLELLANDS BASIN C.A. IMP. PHASE ONE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 29_0 50 0.005 25 100 0.018 10.0 _____________________ ---------------------------------------------- ' SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FR':H ' WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSOM, .TUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.1.3 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7,74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 13.85 9.48 13.89 9.48 214 315 0 .3 .1 1. 215 315 0 3 .1 1. ' POND 315 REVISED BY ICON 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0.24 3.00 0.59 4.00 0.05 4.50 1.2.3 5.00 1.4.3 96.9 1.63 265.0 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .00.3 4.0 4.0 .035 5.0 223 224 0 3 .1 1. 224 334 0 3 .1 1. • POND 334 REVISED BY ICON 6/25/99 334. 124 11 2 .1 .1. 0.0 0.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 4.66 18.0 5.09 18.63 5.58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. ' POND 336 REVISED BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 0.98 8.00 1.85 10.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0 2 .3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .1 1. 0.0 0.0 0.07 1.00 0.23 2.00 0.57 3.00 1.05 4.0 1.85 5.00 2.96 6.00 251 350 0 3 .1 1. ' POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 4.10 1.30 96.0 1.45. 264.1 252 160 0 .3 .1 1. 160 261 0 5 1.5 275. .0100 0.0. 0.0 .01.3 1.5 .0.0 275. .0100 10. 10. .035 5.0 261 262 0 3 .1 1. 262 365 0 3 .1 1. .365 241 7 2 .1 1. 0.0 0.0 1.25 6.3 2.42 7.5 2.52 14.0 2.63 25.9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 141 357 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 ----------------------------------------------------------------------- ' WILDWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 .1 1. .1 0.0 0.0 0.48 2.2 0.96 5.51 2.03 G.3 2.14 46.9 382 401 16 2 .1 1. ,1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 1.2 0.76 8.4 0.83 9.6 0.84 10.0 0.9.3 12.0 1.10 20.0 1.24 30.0 1.35 40.0 1.47 50.0 1.51 55.0 401 402 0 1 2. 550. .01.3 50. 50. .016 1. 402 406 0 1 2. 950. .006 50. 50. .016 1. 1 400 406 0 1 10. 710. .006 5. 6. .040 ?. ' 406 380 0 3 .1 1. .1 ` POND 380 REVISED BY ICON 6/25/99 380 692 12 2 .1 1. .1 0.0 0.0 2.70 8.8 3.09 9.3 1.19 10.0 3.59 15.0 3.99 20.0 4.81 21.8 5.00 22.0 5.54 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 1. .1 0.0 0.0 1.01 3.7 1.89 9.3 1.94 11.5 1.98 15.5 383 407 7 2 .1 1. .1 0.0 0.0 0.0 .736 1.34 1.328 3.89 1.58 4.37 1.76 4.65 2.05 22.32 2.10 58.67 ` Diversion from Preston Jr. High Pond into Harvest Park: 691 692 403 7 3 .1 1. •1 20.0 0.0 21.8 0.0 22.0 0.0 22.9 0.0 52.4 28.4 75.1 50.6 101.7 76.7 403 407 0 1 S. 950. .004 4. 4. .045 5. 407 405 0 3 .1 1. .1 405 410 0 5 3.5 2000. .002 0. 0. .01.3 3.5 40. 2000. .002 50. 50. .016 S. 404 407 0 5 3.5 900. 0.015 0. 0. .016 .3.5 40. 900. 0.015 50. 50. .016 5. ' HOMESTEAD SUBDIVISION (ICON ENGINEERING, INC) 311 387 0 1 5. 1.300. .0117 150. 150. .011 5. 387 386 0 1 5. 750. .007 150. ISO. .045 S. 386 284 0 1 4. 800. .003 150. 150. .045 S. 284 263 0 1 4. 700. .0063 150. 150. .045 5. 283 282 0 1 7, 1000. .0057 70. 40. .045 5. 282 410 0 1 9. 800. .046 9. 1_ .045 5. ` FOSSIL CREEK VILLAGE (ICON ENGINEERING, IN(.) __ _5 281 414 0 1 2. 1500. .015 55. 76. .035 5. 409 413 0 1 1. 1500. .010 50. 50. .045 5.0 410 411 0 4 5. 600. .045 2.5 .3.0 .035 7. 45. 600. .045 25.0 50.0 .035 13. ' 411 412 0 4 5. 1060. .0038 3. 2 .0.35 6. 30. 1060. .0038 35.0 60.0 .035 11. 412 413 0 4 5. 870. .006 5.0 2.0 .035 6. 50. 870. .006 30.0 45.0 .035 12. 413 414 0 5 S. 40. .006 0. 0. .035 S. 50. 40. .006 100. 100. .016 10. 414 415 0 1 5. 1180. .006 - 30.0 25.0 .035 10. 415 416 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 5. 800. .006 40. 25. .035 6. 517 417 0 3 .1 1. .1 ` SWIFT RESERVIOR NOT MODEL AS A ROUTING ELEMENT 417 0 0 2 .1 1. .003 0. 0. .0.35 .1 0 0 ENDPROGRAM 1 1 I 11 I k°O- year ex, 5-i v, � C.evAAk�"0K SwMM 014CVuA ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1905, JULY 1985) 1 OTAPE OR DISK _ASSIGNMENTS Modified to run MODSWMM Input files with comment statements and up to 999 elements, 200 diversions up to 50 pairs of hydrographs, storage routing or diversion data September 2000 by Ayres Associates JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JI N(7) JIN(8) JI N(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 WATERSHED PROGRAM CALLED ' " • ENTRY MADE TO RUNOFF MODEL " ' MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 AIX.7PTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. ONUMBER OF TIME STEPS 600 OINTEGRATION. TIME INTERVAL (MINUTES) 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH '0FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 '0.73 0.71 0.69 0.67 0.00 1 McC'LELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ' ADOPTED 100-YEAR EVENT FILE: M4C2-100.DAT THE SEAR -BROWN GROUP. SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 0. 0.0 0.0 0.0300 0.016 0.250 0.100 0.300 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO 0.51 0.50 0.00180 I I I I I 1 80 50 7109. 86.2 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 60 50 1150. 8.9 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 70 6 10239. 29.4 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 130 51 7161. 24.7 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 100 51 2875. 13.2 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 150 4 1590. 1.8 80.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 110 11 1250. 1.9 99.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 111 11 700. 1.0 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 112 112 750. 1.3 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 113 12 1200. 1.3 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 114 12 950. 1.7 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 115 13 1050. 1.7 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 116 13 1400. 2.2 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 117 51 1000. 2.8 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 118 14 1250. 1.1 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 320 11 305. 2.1 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 120 22 3875. 17.8 80.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 90 2 5715. 13.1 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 190 51 250. 1.4 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 200 20 4550. 31.3 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 210 44 1090. 7.5 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 240 7 1742. 5.0 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.001B0 220 45 3228. 22.2 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 260 46 3454. 23.8 50.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 2.30 47 2134. 14.7 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 290 291 1278. 5.9 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 340 34 1260. 4.3 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 280 275 1000. 2.0 99.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 281 28 1650. 3.2 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 282 29 850. 1.5 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 283 30 1250. 2.0 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 .330 33 700. 5.6 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 160 16 3500. 4.0 64.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 121 16 850. 1.4 60.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 122 22 1200. 1.8 60.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 250 250 500. 1.6 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 270 270 625. 3.3 60.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 271 271 2017. 6.3 55.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 272 272 817. 1.5 31.0 0.0900 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 360 36 3223. 2.4 87.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 201 320 3213. 14.8 25.0 0.0183 0.016 0.250 - 0.100 0.300 0.51 0.50 0.00180 202 322 1873. 21.5 50.0 0.0165 - 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 203 172 7024. 32.3 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 204 166 4138. 19.0 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 205 168 650. 5.8 47.0 0.0105 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 206 171 958. 7.7 70.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 207 176 1718. 13.8 57.0 0.0235 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 206 178 2936. 33.6 70.0 0.0170 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 209 321 6795. 23.4 40.0 0.0085 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 165 324 2991. 10.3 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 211 325 3165. 10.9 64.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 212 328 1220. 4.2 80.0 0.0380 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 213 1B0 1472. 16.9 30.0 0.0055 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 214 119 465. 1.6 90.0 0.0110 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 215 331 500. 0.7 90.0 0.0270 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 216 327 1405. 1.0 90.0 0.0060 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 301 301 3315. 28.5 71.0 0.0050 0.016 0.4.30 0.100 0.600 0.51 0.50 0.00190 302 95 13736. 47.5 45.0 0.0100 0.016 0. 390 0.100 0.600 0.51 0.50 0.00180 305 369 6839. 78.5 3.9 0.0110 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 306 372 2535. 8.7 31.2 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 307 360 2951. 5.4 17.0 0.1262 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 308 370 2042. 7.0 40.0 0.0200 0.016 0.250 .0.100 0.300 0.51 0.50 0.00180 309 362 888. 1.6 4.0 0.1262 0.0Iti 0.250 0.100 0.300 0.51 0.50 0.00180 311 371 807. 2.8 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50, 0.00180 312 363 569. 2.1 2.3 0.1262 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 313 367 495. 0.9 1.0 0.0500 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 314 40 26470. 91.2 34.0 0.0200 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 315 374 4179. 14.4 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 316 39 1924. 67.0 5.0 0.0170 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 317 594 1507. 17.3 57.0 0.0140 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 318 593 1699. 19.5 47.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 600 368 4057. 6.5 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 610 fill 4751. 16.4 45.0 0.0060 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 620 621 2936. 10.1 45.0 0.0120 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 630 631 10733. 24.6 55.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00190 640 102 44. 0.1 75.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 650 651 6329. 20.3 45.0 0.0090 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 660 368 137. 9.0 5.0 0.0090 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 670 671 17484. 52.3 57.0 0.0080 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 680 681 7635. 31.5 52.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 690 102 437. 5.0 20.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00160 i 11 I 11 0 1 I 201 1200. 8.5 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 202 2000. 4.1 68.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 203 800. 5.7 44.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 209 750. 1.6 74.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 209 1600. 2.7 68.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00160 210 3800. 7.6 66.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 209 750. 3.3 57.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 210 450. 2.3 67.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 209 '3000. 20.2 30.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 210 1400. 9.1 26.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 214 1000. 4.8 54.0 0.0200 0.016 0.250 0.100 - 0.300 0.51 0.50 0.00180 215 1300. 4.4 9.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 216 200. 1.8 12.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 223 600. 4.1 46.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 223 1400. 9.0 46.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 223 1800. 7.3 52.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00190 224 1000. 2.2 61.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 224 600. 3.1 34.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 226 900. 4.0 65.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 226 1000. 2.7 32.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 130 2750. 5.9 67.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 131 1700. 3.6 67.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 330 400. 2.0 48.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 216 700. 3.1 11.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 140 1300. 6.4 30.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 357 800. 4.3 43.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 241 900. 1.5 75.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 251 1800. 8.1 42.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 252 2250. 8.9 61.0 0.0200 0.016 0.250 0.100 0:300 0.51 0.50 0.00180 261 650. 2.1 80.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 262 1200. 4.7 42.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 570 1050. 6.1 63.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 571 2000. 11.7 45.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 512 4900. 26.7 45.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 73 2000. 8.2 90.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00190 574 8000. 18.3 86.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 75 5400. 28.4 48.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 576 1000. 5.1 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 577 400. 1.9 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 .0.50 0.00180 577 450. 2.3 70.0. 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 479 450. 1.5 70.0 0.0100 0.016- 0.250 0.100 0.300 0.51 0.50 0.00190 480 350. 1.4 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 481 550. 2.6 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 582 700. 0.8 67.0 0.0130 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 483 1200. 5.6 69.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 84 2400. 6.9 84.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 85 2100. 6.3 52.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 586 2000. 12.2 60.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 586 800. 3.2 70.0 0.0250 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 588 1548. 16.0 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 88 1220. 1.0 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 490 550. 1.4 70.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 491 600. 2.8 70.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 588 1100. 6.6 90.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 88 4400. 11.8 95.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 92 900. 1.4 90.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 496 2950. 13.5 93.0 0.0130 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 497 810. 3.9 85.0 0.0210 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 400 860. 9.9 50.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 406 1170. 16.7 20.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 406 1520. 17.4 45.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 605 1920. 11.0 45.0 0.0170 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 382 1790. 10.4 55.0 0.0250 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 402 3080. 3.5 90.0 0.0200 - 0.016 0.250 0.100 0.300 0.51- 0.50 0.00180 383 2053. 14.1 38.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 384 1921. 13.2 40.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 404 3378. 38.8 5.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00190 517 3899. 26.9 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 416 2750. 16.9 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 517 3785. 17.4 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.001B0 415 3893. 44.7 5.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 415 2570. 11.8 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 413 4080. 28.1 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 409 5867. 67.3 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 412 2143. 14.8 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 412 2277. 15.7 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 281 3833. 26.4 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 411 1936. 13.3 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 411 2611. 18.0 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00160 283 5670. 39.1 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 386 6803. 46.9 25.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 C ' 513 368 16060. 124.4 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 163 OTOTAL TRIBUTARY AREA (ACRES), 2172.37 1 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ' ADOPTED 100-YEAR EVENT, FILE: MMC2-100.11AT THE SEAR -BROWN GROUP. ••• CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-P(,' MODEL •'• ' WATERSHED AREA (ACRES) 2172.310 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) 0.768 TOTAL WATERSHED OUTFLOW (INCHES) 2.718 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) 0.182 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 0.005 1 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. INVERT SIDE SLOPES OVERBANK/SURCHARGE iWIDTH GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 4 8 0 1 CHANNEL 0.0 800. 0.0044 4.0 4.0 0.035 5.00 0 8 7 2 6 0 0 1 1 CHANNEL CHANNEL 10.0 1750. 0.0 1400. 0.0100 0.0100 4.0 0.0 4.0 50.0 0.035 0.016 5.00 0 1.50 0 6 50 0 1 CHANNEL 0.01200. 0.0032 4.0 4.0 0.035 5.00 0 16 22 0 1 CHANNEL 0.0 540. 0.0060 50.0 50.0 0.016 2.00 0 11 12 0 1 CHANNEL 0.0 700. 0.0060 50.0 0.0 0.016 1.50 0 12 13 0 1 CHANNEL 0.0 850. 0.0060 50.0 0.0 0.016 1.50 0 13 51 0 1 CHANNEL 0.0 500. 0.0060 50.0 0.0 0.016 1.50 0 14 51 0 1 CHANNEL 0.0 900. 0.0060 50.0 0.0 0.016 1.50 0 112 11 0 1 CHANNEL 0.0 700. 0.0100 50.0 0.0 0.016 1.50 0 20 51 0 1 CHANNEL 0.0 1100. 0.0050 4.0 4.0 0.035 5.00 0 21 44 0 1 CHANNEL 0.0 1200. 0.0050 50.0 0.0 0.016 1.50 0 44 51 0 1 CHANNEL 3.0 800, 0.0050 10.0 10.0 0.035 2.00 0 ' 45 43 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY i)UTFU.)W 0.0 0.0 0.1 11.9 10.0 11.9 22 43 0 1 CHANNEL 0.0 1600. 0.0070 4.0 4.0 0.0.35 5.00 0 43 51 0 3 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 ' 50 2 0 1 CHANNEL 10.0 1000. 0.0050 15.0 15.0 0.040 5.00 0 51 9 0 1 CHANNEL 10.0 500. 0.0050 15.0 15.0 0.040 5.00 0 9 2 0 1 CHANNEL 5.0 1000. 0.0060 15.0 15.0 0.035 5.00 0 47 12 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 7.2 10.0 7.2 250 25 6 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.01.3 0.10 0 . RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY (NTFU:)W 0.0 0.0 0.0 0.2 0.0 0.2 0.1 0.3 0.3 0.3 0.3 5.0 25 22 0 2 PIPE 1.3 500. 0.0050 0.0 0.0 0.01.3 1.25 0 291 12 3 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFUOW 0.0 0.0 0.1 3.1 10.0 3.1 46 42 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 11.2 10.0 11.2 26 42 0 5 PIPE .3.5 600. 0.0050 0.0 0.0 0.016 3.50 0 OVERFLOW 10.0 800. 0.0050 4.0 4.0 0.035 5.50 42 22 0 2 PIPE 6.0 1. 0.0050 0.0 0.0 0.016 6.00 0 270 271 27 27 0 0 3 5 PIPE 0.0 1. 2.3 45. 0.0010 0.0040 0.0 0.0 0.0 0.0 0.001 0.013 10.00 0 2.25 0 OVERFLOW 0.0 45. 0.0040 198.0 117.0 0.020 5.00 272 275 6 2 PIPE 0.1 10. 0.0010 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:)W 275 27 0.0 0 0.0 2 0.0 0.4 PIPE 0.1 0.8 3.5 676. 0.3 0.0084 1.0 0.0 0.5 0.0 1.2 0.013 0.8 1.3 3.50 0 ' I 27 41 8 2 PIPE 0.1 10. 0.0010 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.8 0.2 2.5 0.5 .3.5 0.9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 ' 41 26 0 5 PIPE 4.0 100. 0.0050 0.0 0.0 0.016 4.00 0 36 OVERFLOW 10.0 100. 0.0050 50.0 50.0 0.016 5.00 26 0 5 PIPE 1.3 90. 0.0140 0.0 0.0 0.013 1.25 0 28 - 275 ", OVERFLOW 0.0 50. 0.0140 200.0 200.0 0.020 5.00 29 28 0 1 CHANNEL 0.0 1000. 0.0050 0.0 50.0 0.016 1.50 0 30 0 1 CHANNEL 0.0 1650. 0.0050 0.0 50.0 0.016 1.50 0 34 29 0. 1 CHANNEL 0.0 850. 0.0050 0.0 50.0 0.016 1.50 0 16 3 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.01G 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 1.9 10.0 1.9 92 395 89 89 0 2 PIPE 2.0 1000. 0.0100 0.0 0.0 0.013 2.00 0 4 3 0.1 1. TIME IN HRS VS INFLOW IN C•FS 0.0010 0.0 0.0 0.001 0.10 -1 0.0 0.0 0.5 3.6 9.6 3.6 9.9 0.0 B9 490 88 0 1 CHANNEL 0.0 800. 0.0070 4.0 4.0 0.035 5.00 0 90 4 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY (OUTFLOW 0.0 0.0 0.2 0.5 0.2 0.5 0.2 2.5 601 368 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 ' RESERVOIR 0.0 STORAGE IN 0.0 ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.0 1.9 3.7 3.1 6.3 4.5 8.2 6.0 9.7 7.6 11.0 602 102 6 2 PIPE 0.0 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 605 102 0.0 9 0.0 2 0.0 0.0 0.1 0.0 PIPE 0.1 1. 2.0 0.0010 12.8 0.0 .3.7 0.0 15.8 0.001 5.6 0.10 18.3 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 3.1 6.3 5.3 16.9 9.4 3.3.0 11.6 37.5 16.7 44.5 19.4 48.1 19.6 49.3 24.0 188.0 491 90 4 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0.0010 0.0 0.0 0.001 0.10 0 ' 0.0 0.0 0.5 1.0 0.6 91.9 0.7 260.0 90 88 0 4 CHANNEL 0.0 500. 0.0100 50.0 50.0 0.016 0.50 0 998 OVERFLOW 50.0 500. 0.0100 10.0 10.0 0.035 5.00 88 ,6 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 - 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 88 0.0 0.0 0.0 12.0 0.1 12.4 0.8 12.8 2.1 13.2 3.5 31.6 497 588 0 1- CHANNEL 0.0 700. 0.0080 4.0 4.0 0.035 5.00 0 588 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 1.6 0.1 1.6 0.4 1.7 1.3 20.2 0.7 1.7 0.8 1.8 588 488 468 586 0 9 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0.0010 0.0 0.0 0.001 0.10 0 0.0 0.0 0.1 0.4 0.3 5.6 1.1 9.9 7.4 10.2 8.7 12.0 ' 9.9 13.8 10.2 16.1 10.6 21.2 582 682 3 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL Q VS DIVERTED Yi IN CFS 0.0 0.0 4.6 1.3 8.0 1.8 682 683 82 0 0 0 3 .3 0.1 1. 0.1 1. 0.0010 0.0010 0.0 0.0 0.0 0.0 0.001 0.001 10.00 10.00 0 82 85 0 4 CHANNEL 0.0 0 1300. 0.0140 50.0 50.0 0.016 0.50 0 65 586 OVERFLOW 50.0 1300. 0.0140 10.0 10.0 0.035 5.00 0 4 CHANNEL 0.0 1000. 0.0110 50.0 50.0 0.016 0.50 0 84 OVERFLOW 50.0 1000. 0.0110 10.0 10.0 0.035 5.00 586 0 4 CHANNEL 0.0 700. 0.0100 50.0 50.0 0.016 0.50 0 OVERFLOW 50.0 .700. 0.0100 10.0 10.0 0.035 5.00 586 486 486 584 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 ' RESERVOIR 0.0 STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 0.4 11.2 1.4 15.7 4.6 29.6 5.6 74.3 5.9 85.3 584 684 7 3 0.1 1. DIVERSION TO GUTTER NUMBER 673 - TOTAL Q VS DIVERTED Q 0.0010 IN CFS 0.0 0.0 0.001 0.10 673 0.0 48.0 0.0 27.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 684 673 83 73 0 3 0.1 1. 0.0010 0.0 0.6 0.001 10.00 0 83 583 0 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 483 583 1 CHANNEL 5.0 400. 0.0050 4.0 4.0 0.0.35 5.00 0 4 2 PIPE 0.1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0010 0.0 0.0 0.001 0.10 0 ' 0.0 0.0 0.9 2.8 1.1 2.8 4.0 2.8 583 72 72 572 0 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 5 PIPE .3.0 700. 0.0040 0.0 0.0 0.01.3 .3.00 0 73 572 0 OVERFLOW 0.0 700. 0.0040 50.0 50.0 0.016 5.00 ' 4 CHANNEL 0.0 1300. 0.0060 50.0 50.0 0.016 0.50 0 I I ' OVERFLOW 50.0 1300. 0.0060 10.0 10.0 0.035 5.00 481 577 11 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN A(.*RE-FEET VS SPILLWAY OUTFLOW 0.0 0.2 0.0 12.0 0.1 1.0 0.2 2.0 0.2 14.0 0.2 16.0 0.2 0.2 4.0 18.0 0.2 0.2 6.0 0.2 10.0 480 577 6 2 PIPE 0.1 1. 0.0010 0.0 0.0 20.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:)W 0.0 0.0 0.0 1.0 0.0 2.0 0.1 4.0 0.1 6.O 0.1 9.0 479 577 6 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 . 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.5 0.0 1.0 0.1 2.5 0.1 8.0 0.1 12.7 577 q77 O 3 0.1 1. 0.0010 0.0 0.O 0.001 10.00 0 477 76 14 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.1 2.0 0.2 4.0 0.3 6.0 0.3 8.0 0.3 12.0 0.3 16.0 0.3 20.0 0.3 .30.0 0.4 45.0 0.4 60.0 0.5 75.0 0.5. 90.0 0.6 105.0 76 576 0 1 CHANNEL 0.0 800. 0.0070 4.0 4.0 0.035 5.00 0 576 574 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 ' 75 574 0 1 CHANNEL 5.0 600. 0.0070 4.0 4.0 0.035 5.00 0 574 474 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 474 74 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 2.2 0.5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 ' 16.7 12.5 IB.2 1.3.5 74 572 0 1 CHANNEL 10.0 100. 0.0080 10.0 10.0 0.0.35 5.00 0 572 472 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 472 571 12 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 ' RESERVOIR 0.0 STORAGE IN 0.0 ACRE-FEET VS SPILLWAY OUTFLOW 0.7 .3.0 0.9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 6.9 24.0 7.8 27.0 8.0 .30.0 9.5 81.0 571 471 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 471 570 9 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 ' RESERVOIR 0.0 STORAGE IN 0.0 ACRE-FEET VS SPILLWAY IIUTFL(:IW 0.2 10.0 0.4 20.0 0.7 30.0 0.8 32.0 0.8 40.0 0.9 50.0 0.9 60.0 1.0 100.0 570 470 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 470 31 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 1.5 0.0 160.0 0.1 10.0 0.1 20.0 0.2 .30.0 0.7 40.0 1.0 44.0 ' 31 275 0 5 PIPE .3.0 108. 0.0075 0.0 0.0 0.013 3.00 0 OVERFLOW 30.0 108. 0.0075 50.0 50.0 0.035 5.00 33 21 0 1 CHANNEL 0.0 700. 0.0000 50.0 0.0 0.016 1.50 0 2 216 15 2 PIPE 0.1 77. 0.0070 0.0 0.0 0.013 0.10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 2.3 0.0 16.1 0.1 51.3 0.6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 .33.6 224.4 38.7 233.1 49.3 251.4 59.4 269.7 10.6 288.0 166 167 3 2 PIPE 0.1 96. 0.0060 0.0 0.0 0.01.3 0.10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.6 24.0 3.4 26.4 167 169 0 1 CHANNEL 4.0 260. 0.0021 2.0 2.0 0.035 4.00 0 168 169 5 2 PIPE 0.1 10. 0.0010 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.1 0.9 0.4 1.4 0.7 93.3 1.0 261.4 169 170 0 5 PIPE 2.3 40. 0.0070 0.0 0.0 0.013 2.27 0 OVERFLOW 40.0 40. 0.0070 50.0 50.0 0.016 4.00 170 174 0 1 CHANNEL 4.0 46O. 0.0021 2.0 2.0 0.035 4.00 0 ' 171 174 3 RESERVOIR 2 STORAGE IN PIPE 0.1 10. ACRE-FEET VS SPILLWAY OUTFLOW 0.0038 0.0 0.0 0.013 0.10 0 0.0 0.0 1.0 4.0 2.0 4.3 . 172 173 5 2 PIPE 1 0.1 120. 0.003.3 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 173 175 0.0 0 0.0 4 6.5 5.5 B.0 6.0 CHANNEL 0.0 1200. 9.0 0.0050 97.9 4.0 10.0 4.0 266.0 0.035 1.10 0 OVERFLOW .30.0 1200. 0.0050 150.0 150.0 0.035 3.00 174 175 0 5 PIPE 2.3 75. 0.0211 0.0 0.0 0.013 2.25 0 OVERFLOW 40.0 75. 0.0211 50.0 50.0 0.016 4.00 ' 175 176 177 0 5 PIPE 2.5 853. OVERFLOW 50.0 853. 0.012.3 0.0123 0.0 50.0 0.0 50.0 0.013 0.016 2.50 4.00 0 177 7 2 PIPE 0.1 .315. 0.0020 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 1.1 0.2 1.7 0.8 2.2 1.8 2.6 2.4 94.5 3.1 261.8 177 341 0 5 PIPE .3.0 480. 0.0100 0.0 0.0 0.01.3 3.00 0 OVERFLOW 10.0 480. 0.0100 50.0 50.0 0.016 5.00 178 177 9 2 PIPE 0.1 1310. 0.00.3.3 0.0 0.0 0.01.3 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 2.0 5.0 2.7 5.8 .3.4 6.5 4.2 8.8 4.6 16.2 ' 4.9 29.5 5.2 44.0 5.5 tiO.0 t320 321 0 1 CHANNEL 5.0 1350. 0.0050 4.0 4.0 0.035 4.00 321 324 10 2 PIPE 0.1 300. 0.005.3 0.0 0.0 0.01.3 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 3.8 0.0 7.3 0.1 0.0 5.4 8.0 0.3 6.3 2.6 99.9 0.8 7.2 4.3 268.0 1.5 5.5 2.5 6.4 .322 323 3 2 PIPE 0.1 10. 0.0100 0.0 0.0 0.01.3 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.9 11.0 4.0 11.3 323 324 0 1 CHANNEL 0.0 1500. 0.0142 '50.0 0.0 0.016 1.50 324 331 0 2 PIPE .3.0 U. 0.0222 0.0 0.0 0.013 3.00 325 326 0 1 CHANNEL 4.0 420. 0.0050 4.0 4.0 0.035 3.00 326 327 0 5 PIPE 3.5 214. 0.0168 0.0 0.0 0.013 3.50 OVERFLOW 40.0 214. 0.0168 50.0 50.0 0.016 5.00 .327 329 0 1 CHANNEL 4.0 150. 0.0050 4.0 4.0 0.035 3.00 328 329 0 5 PIPE 1.8 101. 0.0149 0.0 0.0 0.013 1.75 OVERFLOW 0.0 101. 0.0149 133.0 44.0 0.016 5.00 329 180 0 1 CHANNEL 5.0 240. 0.0050 4.0 4.0 0.035 4.00 179 324 0 5 PIPE 1.5 80. 0.0110 0.0 0.0 0.013 1.50 OVERFLOW 0.0 80. 0.0110 167.0 167.0 0.016 5.00 ' 331 325 0 2 PIPE 3.0 .30. 0.0267 0.0 0.0 0.013 3.00 180 341 8 2 PIPE 0.1 20. 0.0040 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFUM 0.0 0.0 0.2 4.0 1.0 18.0 1.9 37.2 .3.0 52.4 4.2 68.0 4.8 78.0 5.7 88.0 ' 341 4 0 5 PIPE 5.2 120. 0.0040 0.0 0.0 0.013 5.20 OVERFLOW 0.0 80. 0.0060 50.0 50.0 0.016 7.00 301 91 9 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 2.2 0.4 4.2 1.9 5.3 2.5 5.8 3.3 1.3.4 ' 4.3 14.4 4.6 36.2 5.7 57.8 91 93 0 1 CHANNEL 0.0 1325. 0.0150 4.0 4.0 0.Oti0 5.00 93 94 11 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.01.3 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 3.3 0.0 7.7 0.1 0.0 4.3 14.0 0.5 5.4 0.0 20.7 1.0 6.5 0.0 9.3.9 1.6 7.7 1.9 219.5 2.4 5.4 94 241 0 1 CHANNEL 0.0 500. 0.0027 .3.0 .3.0 0.0.35 5.00 95 93 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 357 358 0 1 CHANNEL 16.0 10. 0.0050 4.0 4.0 0.045 4.00 ' 358 359 359 - 360 0 0 2 1 PIPE CHANNEL 9.4 16.0 103. 950. 0.0050 0.0050 0.0 4.0 0.0 4.0 0.013 0.045 9.44 4.00 360 361 0 - 2 PIPE 9.4 46. 0.0050 0.0 0.0 0.013 9.44 361 362 0 1 CHANNEL 16.0 619. 0.0050 4.0 4.0 0.045 4.00 362 363 0 1 CHANNEL 16.0 215. 0.0050 4.0 4.0 0.045 4.00 363 364 0 1 CHANNEL 16.0 415. 0.0050 4.0 4.0 0.045 4.00 364 366 0 4 CHANNEL 16.0 90. 0.0050 4.0 4.0 0.045 5.00 OVERFLOW 40.0 90. 0.0050 50.0 50.0 0.035 6.00 369 366 0 4 CHANNEL 0.0 1125. 0.0045 4.0 4.0 0.035 2.30 OVERFLOW 50.0 1125. 0.0045 50.0 50.0 0.0.35 5.00 366 367 0 4 CHANNEL 16.0 377. 0.0050 4.0 4.0 0.045 5.00 OVERFLOW 40.0 371. 0.0050 50.0 50.0 0.035 6.00 ' 38 373 0 4 CHANNEL 0.0 1080. 0.0050 4.0 4.0 0.0.35 3.50 OVERFLOW 40.0 1080. 0.0050 50.0 50.0 0.016 4.50 39 38 0 4 CHANNEL 0.0 860. 0.0050 4.0 4.0 0.035 3.50 OVERFLOW 40.0 860. 0.0050 50.0 50.0 0.016 4.50 651 605 0 4 CHANNEL 2.0 340. 0.0090 0.0 0.0 0.013 2.00 ' OVERFLOW? .30.0 340. 0.0090 50.0 50.0 0.016 10.00 671 605 0 4 CHANNEL 2.0 420. 0.0000 0.0 0.0 0.013 2.00 OVERFLOW 35.0 420. 0.0080 50.0 50.0 0.016 10.00 681 605 0 4 CHANNEL 2.0 440. 0.0070 0.0 0.0 0.013 2.00 20.0 440. 0.0070 50.0 50.0 0.016 10.00 'OVERFLOW 691 671 0 1 CHANNEL 35.0 200. 0.0080 50.0 50.0 0.016 10.00 611 601 0 4 CHANNEL 1.5 500. 0.0060 0.0 0.0 0.013 1.50 OVERFLOW 40.0 500. 0.0060 50.0 50.0 0.016 4.50 621 601 0 4 CHANNEL 1.5 500. 0.0120 0.0 0.0 0.013 1.50 OVERFLOW 40.0 500. 0.0120 50.0 50.0 0.016 4.50 ' 631 602 0 4 CHANNEL 1.5 600. 0.0100 0.0 0.0 0.013 1.50 OVERFLOW 40.0 (500. 0.0100 50.0 50.0 0.016 4.50 593 592 30 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU)W ' 0.0 2.6 0.0 9.7 0.6 0.5 3.2 11.1 1.1 4.0 3.0 12.7 1.4 5.0 3.6 14.1 1.8 6.4 2.5 9.3 592 39 0 1 CHANNEL 4.0 1000. O.0160 4.0 4.0 0.0.35 3.50 594 591 - 15 2 PIPE 0.1 1. 0.0050 - 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.2 0.0 0.9 0.0 1.5 0.1 2.0 0.2 2.4 0.4 2.7 0.7 3.0 1.1 3.3 1.4 3.4 1.7 5.4 2.3 8.4 ' 2.4 8.6 2.9. 9.0 3.5 9.5 591 39 0 1 CHANNEL 0.0 1300. 0.0050 4.0 4.0 0.035 3.50 40 373 0 1 CHANNEL 5.0 1400. 0.0050 4.0 4.0 0.035 5.00 370 361 9 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.013 0.10 tRESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 1.1 0.4 1.4 0.6 2.8 0.7 3.2 0.8 3.5 1.0 33.5 371 362 7 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0.0015 0.0 0.0 0.013 0.10 0.0 0.0 0.0 0.5 0.1 1.2 0.2 1.4 0.3 1.4 0.4 1.6 0.6 1.8 372 363 6 2 PIPE 0.1 1. 0.0020 0.0 0.0 0.01.3 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.2 10.0 0.4 22.4 0.7 33.3 0.9 38.0 .1.2 50.5 373 364 18 2 PIPE 0.1 1. 0.0042 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLfiW 0.0 0.0 0.1 0.0 0.5 0.0 1.6 0.0 3.6 6.4 6.3 16.8 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 1.3.4 .3.3.3.7 15.5 429.6 374 38 14 2 PIPE 0.1 1. 0.0040 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFIU:)W 0.0 0.0 0.0 0.0 0.1 0.0 0.2 0.0 0.4 1.1 0.5 2.1 0.5 2.8 0.7 3.9 0.8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 2.3 59.9 32 102 0 1 CHANNEL 1.0 500. O.0060 75.0 1.5 0.045 5.00 367 368 0 4 CHANNEL 5.0 950. 0.0070 2.0 2.5 0.045 8.00 OVERFLOW .35.0 950. 0.0070 75.0 45.0 0.045 14.00 368 102 0 4 CHANNEL 5.0 1960. 0.0100 3.0 .3.0 0.045 5.00 OVERFLOW 30.0 1960. 0.0100 60.0 30.0 0.045 11.00 ' 102 410 0 5 PIPE 4.5 50. 0.0050 0.0 0.0 0.024 5.60 OVERFLOW 29.0 50. 0.0050 25.0 100.0 0.018 10.00 201 202 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 202 209 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 ' 20.3 209 209 210 0 0 .3 .3 0.1 1. 0.1 1. 0.0010 0.0010 0.0 0.0 0.0 0.0 0.001 0.001 10.00 10.00 210 310 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 310 140 16 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 6.7 0.0 7.7 0.4 0.1 1.0 1.2 8.9 8.4 10.3 8.8 1.5 11.5 2.0 9.0 3.4 12.4 3.9 9.2 4.4 13.0 6.6 9.3 13.4 9.4 13.7 9.4 13.9 9.5 13.9 9.5 214 315 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 215 315 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 315 216 8 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLfh7 0.0010 . 0.0 0.0 0.001 0.10 t 0.0 0.0 0.1 2.0 0.2 3.0 0.6 4.0 0.9 4.5 1.2 5.0 1.4 96.9 1.6 265.0 216 116 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 116 140 0 1 CHANNEL 10.0 1650. 0.00.30 4.0 4.0 0.0.35 5.00 140 357 0 1 CHANNEL 10.0 700. 0.00.30 4.0 4.0 0.035 5.00 223 224 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 224 334 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 334 124 11 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 4.0 0.2 6.0 0.5 8.0 1.0 10.0 1.6 12.0 ' 2.5 14.0 3.4 16.0 4.7 18.0 5.1 18.6 5.6 19.3 124 226 0 2 PIPE 3.0 825. 0.0080 0.0 0.0 0.011 5.00 226 336 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 336 357 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.2 4.0 0.4 6.0 1.0 8.0 1.9 10.0 2.3 10.7 2.5 36.8 2.8 84.3 130 131 0 2 PIPE 3.0 450. 0.0070 0.0 0.0 0.01.3 3.00 131 330 0 2 PIPE 3.5 250. 0.0070 0.0 0.0 0.01.3 3.50 ' 330 241 7 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0.0010 0.0 0.0 0.001 0.10 0.0 0.0 0.1 1.0 0.2 2.0 0.6 .3.0 1.0 4.0 1.9 5.0 3.0 6.0 251 350 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 350 216 9 RESERVOIR 2 STORAGE IN PIPE 0.1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0.0010 0.0 0.0 0.001 0.10 0.0 0.0 0.1 1.0 0.3 2.0 0.6 3.0 0.8 3.5 1.1 4.0 1.1 4.1 1.3 96.0 1.5 264.1 252 160 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 'OVERFLOW 160 261 261 0 5 PIPE 1.5 275. O.0 275. 0.0100 O.0100 0.0 10.0 0.0 10.0 0.013 0.035 1.50 5.00 262 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 262 365 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 365 241 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.3 6.3 2.4 7.5 2.5 14.0 2.6 25.9 2.7 41.3 ' 2.8 59.5 241 141 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 141 357 0 1 CHANNEL 10.0 SOU. 0.0030 4.0 4.0 0.0.35 5.00 381 382 5 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0.0 0.0 0.5 2.2 1.0 5.5 2.0 6.3 2.1 48.9 3B2 401 16 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR 0.0 STORAGE 0.0 IN ACRE-FEET VS 0.1 1.2 SPILLWAY OUTFU:iW 0.2 2.4 0.5 3.6 0.6 4.0 0.6 6.0 0.7 7.2 0.8 8.4 0.8 9.6 0.8 10.0 0.9 12.0 1.1 20.0 1.2 30.0 1.4 40.0 1.5 50.0 1.5 55.0 401 402 0 1 CHANNEL 2.0 550. 0.0130 50.0 50.0 0.016 1.00 0 402 406 0 1 CHANNEL 2.0 950. 0.0060 50.0 50.0 0.016 1.00 0 400 406 0 1 CHANNEL 10.0 710. 0.0060 5.0 6.0 0.040 2.00 0 ' 406 380 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 380 692 12 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 2.7 8.8 3.1 9.3 3.2 10.0 3.6 15.0 4.0 20.0 4.9 21.8 5.0 22.0 5.5 22.9 6.2 52.4 6.6 75.1 6.9 107.7 384 404 5 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.0 .3.7 1.9 9.3 1.9 11.5 2.0 15.5 383 407 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.7 1.3 1.3 3.9 1.6 4.4 1.8 4.7 2.0 22.3 2.1 58.7 692 403 7 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 691 DIVERSION TO GUTTER NUMBER 691 - TOTAL Q VS DIVERTED Q IN CPS 20.0 0.0 21.8 0.0 22.0 0.0 22.9 0.0 52.4 28.4 75.1 50.6 101.7 76.7 40.3 407 0 1 CHANNEL 5.0 950. 0.0040 4.0 4.0 0.045 5.00 0 407 405 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 405 410 0 5 PIPE .3.5 2000. 0.0020 0.0 0.0 0.013 3.50 0 OVERFLOW 40.0 2000. 0.0020 50.0 50.0 0.016 5.00 404 407 0 5 PIPE 3.5 900. 0.0150 0.0 0.0 0.016 3.50 0 OVERFU.3W 40.0 900. 0.0150 50.0 50.0 0.016 5.00 388 387 0 1 CHANNEL 5.0 1300. 0.0070 150.0 150.0 0.045 5.00 0 367 386 0 1 CHANNEL 5.0 750. 0.0070 150.0 150.0 0.045 5.00 0 386 284 284 283 0 0 1 1 CHANNEL CHANNEL 4.0 4.0 800. 700. 0.0030 O.0063 150.0 150.0 150.0 150.0 0.045 0.045 5.00 5.00 0 0 283 282 0 1 CHANNEL 7.0 1000. 0.0057 70.0 40.0 0.045 5.00 0 282 410 0 1 CHANNEL 9.0 600. 0.0460 9.0 1.5 0.045 5.00 0 281 414 0 1 CHANNEL 2.0 1500. 0.0150 55.0 76.0 0.035 5.00 0 119 410 413 411 0 0 1 4 CHANNEL CHANNEL 1.0 5.0 1100, (500. 0.0100 0.0450 50.0 2.5 50.0 3.0 '0.041 0.035 -5.00 7.00 0 0 ' OVERFLOW" 45.0 600. 0.0450 25.0 50.0 0.0.35 13.00 411 412 0 4 CHANNEL 5.0 1060. 0.0038 3.0 2.0 0.035 6.00 0 OVERFIA)W .30.0 1060. 0.00.38 35.0 60.0 0.035 11.00 412 413 0 4 CHANNEL 5.0 BID. 0.0060 5.0 2.0 0.035 6.00 0 OVERFLOW 50.0 870. 0.0060 30.0 45.0 0.035 12.00 ' 413 414 0 5 PIPE 5.0 40. 0.0060 0.0 0.0 0.035 5.00 0 OVERFLOW 50.0 40. 0.0060 100.0 100.0 0.016 10.00 414 415 0 1 CHANNEL 5.0 1180. O.00FlO 30.0 25.0 0.035 10.00 0 415 416 0 1 CHANNEL 5.0 1050. O.0060 40.0 50.0 0.0.35 10.00 0 416 517 0 1 CHANNEL 5.0 800. 0.0060 40.0 25.0 0.635 6.00 0 ' 517 417 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 417 0 0 2 PIPE 0.1 1. 0.0030 0.0 0.0 0.0.35 0.10 0 OTCYIAL NUMBER OF GUTTERS/PIPES, 213 1 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. ' ARRANGEMENT OF SUBCATCHMENTS AND . GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE. TRIBUTARY SUBAREA - D.A.(AC) ' 2 8 50 9 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 796.3 4 341 0 0 0 0 0 0 0 O 0 150 0 0 0 0 0 0 0 0 0 219.3 6 7 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 0 0 0 240 0 0 0 0 CI 0 0 0 0 5.0 8 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.3 ' 9 51 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 434.3 11 112 0 0 0 0 0 0 0 0 0 110 111 320 0 O 0 0 0 0 0 6.5 12 11 47 291 0 0 0 0 0 0 0 113 114 0 0 0 0 0 0 0 0 30.0 13 12 0 0 0 0 0 0 0 0 0 115 116 0 0 0 0 0 0 0 0 33.9 14 0 0 0 0 0 0 0 0 0 0 118 0 0 0 0 0 0 0 0 0 1. 1 16 34 0 0 0 0 0 0 0 0 0 160 121 0 0 0 0 0 0 0 0 9.8 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 31.3 21 33 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 .0 0 5.6 22 16 25 42 0 0 0 0 0 0 0 120 122 0 .0 0 0 0 0 0 0 290.6 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 26 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.8 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 28 29 0 0 0 0 0 0 0 0 0 281 0 0 0 0 0 0 0 0 0 6.7 29 30 0 0 0 0 0 0 0 0 0 282 0 0 0 0 0 0 0 0 0 3.5 30 0 0 0 0 0 0 0 0 0 0 283 0 0 0 0 0 0 0 0 0 2.0 31 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 34 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 4.3 36 0 0 0 0 0 0 0 0 0 0 .360 0 0 0 0 0 0 0 0 0 2.4 36 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.2 39 592 591 0 0 0 0 0 0 0 0 .316 0 0 0 0 0 0 0 0 0 103.8 40 .0 0 0 0 0 0 0 0 0 0 .314 0 0 0 0 0 0 0 0 0 91.2 41 27 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 -0 - 0 233.4 42 46 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 259.6 43 45 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 312.8 44 21 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 45 0 0 0 0 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 22.2 46 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 23.8 47 0 0 0 0 0 0 0 0 0 0 230 0 0 0 0 0 0 0 0 0 14.7 50 6 0 0 0 0 0 0 0 0 0 80 60 0 0 0 0 0 0 0 0 129.5 51 13 14 20 44 43 0 0 0 0 0 1.30 100 117 190 0 0 0 0 0 0 4.34.3 72 583 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 73 673 0 0 0 0 0 0 0 0 0 .373 0 0 0 0 0 0 0 0 0 8.2 74 474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 75 0 0 0 0 0 0 0 0 0 0 375 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 82 682 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.8 83 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0 0 0 0 384 0 0 0 0 0 0 0 0 0 6.9 85 82 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 .389 39.3 0 0 0 0 0 0 0 0 37.9 89 92 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 90 490 491 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 91 301 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 0 93 91 95 0 0 0 0 0 0 0 0 94 93 0 0 0 0 0 0 0 0 0 95 0 0 0 0 0 0 0 0 0 0 102 602 605 32 368 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 0 116 216 0 0 0 0 0 0 0 0 0 124 334 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 0 131 230 0 0 0 0 0 0 0 0 0 140 310 116 0 0 0 0 0 0 0 0 141 241 0 0 0 0 0 0 0 0 0 160 252 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 167 166 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 169 167 168 0 0 0 0 0 0 0 0 170 169 0 0 0 0 0 0 0 0 0 171 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 0 173 172 0 0 0 0 0 0 0 0 0 174 170 171 0 0 0 0 0 0 0 0 175 173 174 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 0 177 175 176 178 0 0 0 0 0 0 0 178 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 0 180 329 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 0 202 201 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0- 0 0 0 209 202 203 0 0 0 0 0 0 0 0 210 209 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 0 216 2 315 350 0 0 0 0 0 0 0 223 0 0 0 0 0 0 0 0 0 0 224 223 0 0 0 0 0 0 0 0 0 226 124 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.5 394 0 0 0 0 0 0 0 0 0 1.4 0 0 0 0 0 0 0 0 0 0 76.0 0 0 0 0 0 0 0 0 0 0 76.0 302 0 0 0 0 0 0 0 0 0 47.5 640 690 0 0 0 0 0 0 0 0 1534.7 112 0 0 0 0 0 0 0 0 0 1.3 0 0 0 0 0 0 0 0 0 0 818.5 0 0 0 0 0 0 0 0 0 0 25.7 30 0 0 0 0 0 0 0 0 0 5.9 .31 0 0 0 0 0 0 0 0 0 9.5 40 0 0 0 0 0 0 0 0 0 890.0 0 0 0 0 0 0 0 0 0 0 104.7 0 0 0 0 0 0 0 0 0 0 8.9 204 0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 0 19.0 205 0 0 0 0 0 0 0 0 0 5.8 0 0 0 0 0 0 0 0 0 0 24.9 0 0 0 0 0 0 0 0 0 0 24.9 206 0 0 .0 0 0 0 0 0 0 7.7 20.3 0 0 0 0 -0 0 0 0 0 32.3 0 0 0 0 0 _ 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.5 0 0 0 0 0 0 0 0 0 0 64.8 201 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 0 0 112.2 208 0 0 0 0 0 0 0 0 0 33.6 214 0 0 0 0 0 0 0 0 0 1.6 213 0 0 0 0 0 0 0 0 0 105.2 1 0 0 0 0 0 0 0 0 0 8.5 2 0 0 0 0 0- 0 0 0 0 12.6 .3 0 0 0. 0 0 0 0 0 0 5.7 4 5 7 9 0 0 0 0 0 0 46.1 6 8 30 0 0 0 0 0 0 0 65.1 14 0 0 0 0 0 0 0 0 0 4.8 15 0 0 0 0 0 0 0 0 0 4.4 16 39 0 0 0 0 0 0 0 0 818.5 20 21 22 0 0 0 0 0 0 0 20.4 23 24 0 0 0 0 0 0 0 0 25.7 25 26 0 0 0 0 0 0 0 0 32.4 241 94 330 365 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 104.7 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 251 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 8.1 252 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 8.9 261 160 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 11.0 262 261 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 15.7 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 .3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 6.3 272 0 0 0 0 0 0 0 0 9 0 272 0 0 0 0 0 0 0 0 0 1.5 275 272 28 31 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 223.8 281 0 0 0 0 0 0 0 0 0 0 506 0 0 0 0 0 0 0 0 0 26.4 282 283 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 210.4 283 284 0 0 0 0 0 0 0 0 0 511 0 0 0 0 0 0 0 0 0 210.4 284 386 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 171.3 291 0 0 0 0 0 0 0 0 0 0 290 0 0 0 0 0 0 0 0 0 5.9 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 28.5 310 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 9.2 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 - 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.2 322 0 0 0 0 0 0 0. 0 0 0 - 202 - 0 0 0 0 0 0 0, .0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.5 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 131 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 11.5 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 334 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 25.7 336 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 341 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 350 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.1 357 140 336 141 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 1031.4 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10.31.4 359 358 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 360 359 0 0 0 0 0 0 0 0 0 .307 0 O 0 0 0 0 0 0 0 1036.8 .361 360 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1043.8 362 361 371 0 0 0 0 0 0 0 0 304 0 0 0 0 0 0 0 0 0 1048.3 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 1059.1 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1268.4 365 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.1 366 364 369 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1346.9 367 366 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 1341.8 366 601 367 0 0 0 0 0 0 0 0 600 660 0 0 0 0 0 0 0 0 1389.8 369 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 U 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 372 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.7 373 38 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 209.3 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 U 0 0 0 0 0 14.4 380 406 0 0 0 0 0 0 0 b 0 0 0 0 0 0 0 0 0 0 0 57.9 381 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 362 381 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 10.4 383 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 14.1 384 0 0 0 0 0 0 0 0 0 0 407 0 0 0 0 0 0 0 0 0 13.2 386 387 0 0 0 0 0 0 0 0 0 512 0 0 0 0 0 0 0 0 0 171.3 387 388 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 124.4 388 0 0 0 0 0 0 0 0 0 0 513 0 0 0 0 0 0 0 0 0 124.4 395 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0- 0 0 0.0 400 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 9.9 401 382 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 10.4 402 401 0 0 0 0 0 0 0 0 0 405 0 0 0 U U 0 0 0 0 1.3.9 403 692 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 57.9 404 384 0 0 0 0 0 0 0 0 U 408 0 0 0 0 0 0 0 0 0 52.0 405 407 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 124.0 406 402 400 0 0 0 0 0 p 0 0 401 402 0 U 0 0 0 0 0 0 57.9 407 383 403 404 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 124.0 409 0 0 0 0 0 0 0 0 0 0 505 0 U 0 0 0 0 0 0 0 67.3 410 102 405 282 0 0 0 0 0 0 fl 0 0 0 (I 0 0 0 0 0 0 1B69.1 411 410 0 0 0 0 0 0 0 0 0 509 510 0 0 U 0 0 0 0 0. 1900.4 412 411 0 0 0 0 0 0 0 U 0 506 507 0 0 0 0 0 0 0 0 1930.9 413 409 412 0 0 0 0 0 0 0 0 514 0 0 0 0 0 0 0 0 0 2026.3 414 281 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2052.7 415 414 0 0 0 0 0 0 0 0 0 503 504 0 0 0 0 0 0 0 0 2109.2 416 415 0 0 0 0 0 0 0 0 0 501 0 0 0 0 0 0 0 0 0 2128.1 417 517 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 2172.4 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 207.5 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 474 574 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 477 577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 0 1.5 480 0 0 0 0 0 0 0 0 0 0 .380 0 0 0 0 0 0 0 0 0 1.4 481 0 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0. 0 0 2.6 483 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 0 5.6 486 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 0 1.4 491 0 0 0 0 0 0 0 0 0 0 .391 0 0 0 0 0 0 0 0 0 2.8 496 0 0 0 0 0 0 0 0 0 0 .396 0 0 0 0 0 0 0 0 0 13.5 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 0 3.9 517 416 0 0 0 0 0 0 0 0 0 500 502 0 0 0 0 0 0 0 0 2172.4 570 471 0 0 0 0 0 0 0 0 0 .370 0 0 0 0 0 0 0 0 0 213.6 571 472 0 0 0 0 0 0 0 0 0 .371 0 0 0 0 0 0 0 0 0 207.5 572 72 73 74 0 0 0 0 0 0 0 .372 0 0 0 0 0 0 0 0 0 195.8 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 61.5 576 76 0 0 0 0 0 0 0 0 0 .37C 0 0 0 0 0 0 0 0 0 14.8 577 481 480 479 0 0 0 0 0 0 0 377 .378 0 0 0 0 0 0 0 0 9.7 582 0 0 0 0 0 0 0 0 0 0 - .382 0 0 0 0 0 0 0- 0 0 0.8 5B3 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 5B4 486 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.3.8 586 488 85 84 0 0 0 0 0 0 0 .386 .387 0 0 0 0 0 0 0 0 9.3.8 588 88 497 0 0 0 0 0 0 0 0 .388 .392 0 0 0 0 0 0 0 0 64.4 591 594 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17.3 592 593 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.5 593 0 0 0 0 0 0 0 0 0 0 318 0 0 0 0 0 0 0 0 0 19.5 594 0 0 0 0 0 0 0 0 0 0 317 0 0 0 0 0 0 0 0 0 17.3 601 fill 621 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.5 602 631 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.6 605 651 671 661 0 0 0 0 0 0 0 40.3 0 0 0 0 0 0 0 0 . 0. 115.1 611 0 0 0 0 0 0 0 0 0 0 - 610 0 0 0 0 0 0 0 0 0 16.4 621 0 0 0 0 0 0 0 0 0 0 620 0 0 0 0 0 0 0 0 0 10.1 6.31 0 0 0 0 0 0 0 0 0 0 630 0 0 0 0 0 0 0 0 0 24.6 651 0 0 0 0 0 0 0 0 0 0 650 0 0 0 0 0 0 0 0 0 20.3 671 691 0 0 0 0 0 0 0 0 0 670 0 0 0 0 0 0 0 0 0 52.3 673 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 681 0 0 0 0 0 0 0 0 0 0 680 0 0 0 0 0 0 0 0 0 31.5 682 582 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.8 683 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 684 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 691 0 0 0 0 0 0 0 0 0 0 692 380 0 0 0 0 0 0 0 0 0 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS .TUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR-BRitt4N GROUP. ... PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (A(,' -FT) (HR/MIN) 491 3.6 0.10 0.50 0 55. 490 2.1 0.10 0.24 0 50. 395 3.6 (DIRECT FLOW) 0 30. 92 13.3 1.10 0 35. 582 7.8 (DIRECT FLOW) 0 34. 496 13.2 0.10 2. of; 1 7. 90 .. 1 0. 89 13.6 1.1818 0 37, 682 6.0 (DIRECT FLOW) 0 .34. 497 1.8 0.10 0.82 2 1. Be 152.0 2.84 0 35. 82 3.1 0 0 35. 588 256.1 (DI (DIRECT FU)W) 0 35. 479 12.2 0.10 0.08 0 35. 480 10.1 0.10 0.07 0 .36. 481 15.2 0.10 0.22 0 37. ' 84 85 . 94.2 44 0. 0.4898 0 0 35. 36. 488 25.3 0.10 10.90 2 29. 577 71.6 (DIRECT FLOW) 0 35. 586 232.7 (DIRECT FU]W) 0 35. 477 486 61.9 40.0 0,10 0.40 0.10 4.79. 0 1 37. S. 76 51.3 1.94 0 41. 584 40.0 (DIRECT FLOW) 1 8. 75 188.8 2.61 0 35. 576 67.9 (DIRECT FLOW) 0 40, 684 21.0 (DIRECT FLOW) 0 41. ' 574 409.1 (DIRECT FLOW) 0 .35. 483 2.8 0.10 1.11 2 0. 83 21.0 1.00 1 4. 474 8.8 0.10 14.15 2 21. 673 19.0 (DIRECT FIA)W) 1 8. ' 583 23.8 (DIRECT FLOW) 1 5. 74 8.8 0.38 2 27. 73 51.5 0.56 0 37. 72 23.8 1.61 1 C. 572 256.6 (DIRECT FLOW) 0 35. 472 61.6 0.10 8.94 2 1. 571 97.5 (DIRECT FLOW) 0 35. 471 66.9 0.10 0.90 2 0. 570 92.0 (DIRECT FLOW) 0 40. 30 15.5 0.49 0 36. 322 11.2 0.10 3.5.3 2 O. 320 56.2 1.62 0 41. 470 70.0 0.10 1.11 2 0. 29 18.2 0.52 - 0 40. 179 15. 1. 0 33. 323 323 11.2 0.36 38 2 3. 321 38.4 0.10 5.70 1 12. 31 70.0 3.19 2 1. 28 35.0 0.67 0 37. ' 272 .324 0.9 96.2 0.10 0.2.3 2.38 1 0 15. 35. 166 25.6 0.10 2.81 0 55. 275 86.3 2.69 0 50. 271 51.2 2.61 0 35. 270 331 25.9 102.9 (DIRECT FLOW) 2.32 0 0 35. .35. 168 19.0 0.10 0.49 0 42. 167 25.6 1.69 0 56. 27 101.6 0.10 2.46 0 51. 144.1 2.43 0 .42. ' 169 389 99.1 2.43 0 92. 0 0 0 0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0 0 57.9 I r I I r r I I I 36 23.6 1.45 0 35. 41 101.6 4.27 0 52. 326 184.0 3.72 0 36. 171 4.1 0.10 1.46 2 1. 170 42.1 2.16 0 46. 172 10.8 0.10 8.05 2 3. 26 102.1 4.57 0 56. 46 11.2 0.10 3.88 2 1. 250 1.5 0.10 0.31 1 7. 34 1.9 0.10 0.91 2 1. 112 4 0.39 0 35. 28 41.0 --2 03 0 .3' 327 167.4 2.76 0 8. 3B. 174 46.2 1.90 0 46. 173 8.8 1.07 2 9. 42 113.3 2.88 0 56. 25 1.5 0.49 1 10. 16 51.4 0.57 0 35. 33 41.5 0.65 0 36. 291 3.1 0.10 1.15 2 1. 47 7.2 0.10 1.56 1 58. 11 40.0 0.68 0 36. 329 109.9 2.82 0 38. 178 46.9 0.10 5.25 0 5B. 176 25.8 0.10 1.95 0 51. 175 48.7 2.28 0 49. 22 214.1 3.31 0 .37. 45 11.9 0.10 2.21 1 52. 21 31.2 0.64 0 41. 12 68.0 0.83 0 .3ti. 180 00.7 0.10 5.05 1 29. 252 77.4 (DIRECT FU)W) 0 35. 43 226.0 (DIRECT FWW) 0 .37. 44 67.9 1.48 0 40. 20 218.8 3.56 0 36. 14 7.9 0.37 0 36. 13 95.3 0.94 0 36. 7 35.4 0.59 0 36. 341 194.4 4.65 0 56. 160 14.3 2.88 0 35. 301 28.3 0.10 4.45 1 14. 223 150.0 (DIRECT FUA) 0 35. 51 807.0 3.38 0 17. 6 173.7 3.55_ 0 37. 4 194.4 3.49 1 0. 201 53.5 (DIRECT F'U)W) 0 35. 261 94.6 (DIRECT FU)W) 0 35. 130 55.3 2.43 0 35. 95 289.3 (DIRECT FLOW) 0 35. 91 27.1 1.62 1 2.3. 224 189.9 (DIRECT FU)W) 0 35. 251 58.5 (DIRECT FUN) 0 35. 215 23.0 (DIRECT FDA) 0 35. 214 38.5 (DIRECT FIJ)W) 0 35. 9 744.1 3.13 0 41. 50 497.3 2.77 0 .39. 8 189.9 2.01 1 6. 203 37.8 (DIRECT FLOW) 0 35. 202 92.4 (DIRECT FLOW) 0 35. 262 129.6 (DIRECT FLOW) 0 35. 131 88.6 3.07 0 35. 93 72.1 0.10 6.19 1 2. 334 16.9 0.10 .3.98 1 31. 350 11.7 0.10 1.16 0 56. 315 11.3 0.10 1.24 1 0. 2 275.1 0.10 62.70 2 27. 209 310.1 (DIRECT FLOW) 0 .35. 365 18.3 0.10 2.56 1 0. 3.30 5.4 0.10 2.26 2 1. 94 71.8 2.95 1 C. 124 16.9 1.00 1 32. 216 284.7 (DIRECT FLOW) 2 23. 210 449.5 (DIRECT FLOW) 0 35. 241 96.0 (DIRECT FLOW) 1 3. 226 67.0 (DIRECT FLOW) 0 35. 116 284.5 3.28 2 29. 310 9.5 0.10 13.85 2 10. 141 95.3 1.93 1 6. 336 19.0 0.10 2.36 2 1. 140 294.5 3.33 2 29. DE -CC OTL<--s0 QC,%0Cp I 1 d I I 1 I I 351 381.2 3.29 1 20. 358 361.2 4.04 1 20. .381 0.0 0.00 0 0. 594 9.1 0.10 3.0.3 2 1. 593 11.0 0.10 3.17 1 56. .359 381.1 3.29 1 23. .382 26.8 0.10 1.20 0 46. 591 9.1 1.08 2 5. 592 11.0 0.58 2 0. 370 17.0 0.10 0.85 0 47. 360 383.7 4.05 1 21. 401 26.3 0.37 0 48. 374 24.8 0.10 1.92 0 51. 39 76.7 2.40 0 58. 311 1.6 0.10 0.43 1 31. 361 389.1 3.32 1 21. 400 48.7 1.17 0 31. 402 31.3 0.46 0 49. 40 490.7 4.24 0 36. 38 98.8 2.64 0 59. 372 27.1 0.10 0.56 0 45. 362 391.4 3.33 1 21. 388 223.9 0.93 0 53. 406 233.9 (DIRECT FLOW) 0 35. 313 251.1 0.10 12.61 0 58. 363 403.6 3.38 1 18. 387 211.2 0.91 1 1. 380 67.8 0.10 6.41 1 12. 369 125.4 2.63 0 52. 364 614.1 4.16 1 7. 386 265.7 1.17 1 6. 384 10.9 0.10 1.93 1 21. 692 67.8 (DIRECT FLOW) 1 12. 366 723.8 4.50 1 5. 621 66.9 1.14 0 35. 611 99.0 1.91 0 .36. 691 43.4 0.29 1 13. 284 259.3 1.00 1 12. 404 84.0 2.45 0 45. 403 24.2 1.29 1 2.3. 383 16.0 0.10 1.95 1 7, 367 722.9 6.21 1 8. 601 8.9 0.10 5.14 2 .3. 681 217.5 2.70 0 35. 671 414.4 2.84 0 35. 651 141.7 2.45 0 35. 631 195.3 2.03 0 .35. 283 298.7 1.53 1 15. 407 104.1 (DIRECT FLOW) 0 56. 368 726.7 5.19 1 14. 32 0.0 0.00 0 0. 605 107.3 0.10 21.39 1 .34. 602 16.5 0.01 4.22 1 .32. 282 296.4 1.92 1 17. 405 94.0 3.90 1 1.3. 102 839.6 6.95 1 18. 410 1231.4 4.40 1 17. 411 1254.1 1.08 1 21. 412 1278.9 6.26 1 2.1. 409 122.1 1.05 0 52. 413 1379.9 6.26 1 21. 281 53.0 0.50 0 50. 414 1404.8 3.24 1 24, 415 1448.8 2.14 1 27. 416 1460.7 3.10 1 29. 511 1493.9 (DIRECT FLOW) 1 29. 411 0.0 0.10 420.73 10 0. 683 1.8 (DIRECT FLOW) 0 34. ENDPROGRAM PROGRAM CALLED I 1 1 I I G 11 I I 1 2 1 1 2 3 4 WATERSHED 0 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. 600 0 0 1.0 1 1.0 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.81 0.84 0.81 0.78 0.15 0.73 0.71 0.69 0.67 -2 .016 .250 0.1 0.3 .51 0.5 .0018 • UPDATED BASIN WIDTHS 1 80 50 7109 86.2 40 .01 1 60 50 1150 8.95 40 .01 1 70 61023929.38 40 .01 1 130 51 716124.66 40 .01 1 100 51 287513.19 40 .01 1 150 4 1590 1.04 60 .02 • BASIN 110 SPLIT INTO 110-118 BY ICON 1 110 11 1250 1.93 99 .02 1 Ill 11 700 1.05 99 .01 1 112 112 750 1.34 99 .01 1 113 12 1200 1.34 99 .01 1 114 12 950 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 1 118 14 1250 1.07 99 .01 1 320 11 305 2.14 10' .01 1 120 22 387517.79 80 .02 1 90 2 571513.12 30 .01 1 190 51 250 1.38 80 .01 1 200 20 455031.34 80 .01 . 1 210 44 1090 7.51 80 .01 1 240 1 1742 5.00 80 .01 1 220 45 322822.23 30 .01 1 260 46 345423.79 50 .01 1 230 47 213414.70 10 .01 1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 80 .01 • BASIN 280 SPLIT INTO 2BO-263 BY ICON 1 280 275 1000 2.04 99 .02 1 281 28 1650 3.16 99 .01 1 282 29 850 1.50 99 .01 1 283 30 1250 2.02 99 .01 1 330 33 700 5.63 80 .01 1 160 16 3500 4.02 84 .02 1 121 16 650 1.43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 80 .01 OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 211 2011 6.30 55 .01 1 272 272 817 1.50 .31 .09 1 360 36 3223 2.37 87 .02 _______________________________________________________________-_______ * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, R8D, IN(.. 1 201 320 321314.75 25.0183 1 202 322 187321.50 50.0165 1 203 172 702432.25 80.0100 1 204 166 413819.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 956 7.70 70.0080 1 207 116 171813.80 57.0235 1 208 118 293633.61 70.0170 1 209 321 679523.40 40.0085 1 165 324 299110.30 40.0100 1 211 325 316510.90 64.0200 ' 1 212 328 1220 4.20 80.0380 1 213 180 186616.89 52.0055 1 214 179 465 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 • ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD, INC. * SUBBASINS 301 6 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. • ADDED TO MODEL BY ICON 1 301 301 331528.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH, BY ICON • CE 365 CHANGED TO 396 BY ICON 1 305 369 683978.50 3.9.0110 1 306 372 2535 8.73 .31.2.0200 1 307 360 2951 5.42 11.0.1262 1 308 370 2042 7.0.3 40.0.0200 lac�`l�,A,4• �Io�;o�cd sw t4 �e� 1 • • 1 309 362 886 1.63 4.0.1262 1 311 311 807 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 367 495 0.91 1.0.0500 1 314 402047091.15 34.0,0200 1 315 374 417914.39 40.0.0200 BASIN 316 CHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57.0.0140 0.3 1 316 593 169919.50 47.0.0150 0.3 ----------------------------------------------------------------------- ALL FOLLOWING SUBBASINS ARE FRCM1 G50 1986 McCLELLANDS BASIN MASTER PLAN EXISTING CONDITION SUBBASINS STWN STETSON CREEK 6 CTY RD 9 -------------------------------------------------_---------_--_-------_ BASINS 218, 222 AND 22.3 REPLACED BY BASINS 600, 610, 620, 630, AND 640 IN SAGE CREEK MODEL. ORIGINAL BASIN 218 1 218 368 1515 17.4 5.0 .030 ORIGINAL BASIN 222 1 222 32 1681 19.3 5.0 .008 ORIGINAL BASIN 223 1 223 102 2004 23.0 5.0 .040 NEW SAGE CREEK BASINS BY THE SEAR -BROWN GROUP 1 600 368 4057 6.52 5.0 .020 1 610 611 475116.36 45.0 .006 1 620 621 293610.10 45.0 .012 1 630 6313073324.64 55.0 .010 1 640 102 44 0.10 75.0 .020 ----------------------------------------------------------------------- BASINS 217, 224, AND 225 REPLACED BY BASIN: 650, 660, 670, 680 AND 690 IN HARVEST PARK MODEL. ORIGINAL BASIN 211 1 217 368 1603 18.4 5.0 .010 ORIGINAL BASIN 224 1 224 102 1202 13.8 5.0 .010 ORIGINAL BASIN 225 1 225 35 5715 65.6 5.0 .006 NEW HARVEST PARK BASINS BY THE SEAR -BROWN GROUP 1 650 651 632920.30 45.0 .009 1 660 368 137 8.97 5.0 .009 1 670 6711748452.29 57.0 .008 1 680 681 763531.55 52.0 .008 1 690 102 437 5.02 20.0 .008 G60 SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWCxjD _______________________________________________________________________ SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS, FROM WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSON, JUNE 1996 1 1 201 1200 8.5 40.0.0200 .016 .250 .1 .3 .51 .5 .00180 1 2 202 2000 4.1 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3 .51 .50 .00160 1 4 209 750 1.6 74.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 5 209 1600 2.7 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 8 210 450 2.3 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 14 214 1000 4.8 54.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 15 215 1300 4.4 9.0.0200 .016 .250 .1 .3 .51 .50 .00IB0 1 16 216 200 1.8 12.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 20 223 600 4.1 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 22 223 1800 7.3 52.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 23 224 1000 2.2 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 24 224 600 .3.1 34.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 25 226 900 4.0 65.0.0200 .016 .250 .1 .3 .51. .50 .00180 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .001B0 1 30 130 2750 5.9 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 39 216 700 3.1 11.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 40 140 1300 6.4 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 41 357 800 4.3 43.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 50 251 1800 8.1 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 '.3 .51 .50 .00180 1 61 261 650 2.1 80.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 62 262 1200 4.7 42.0.0200 .016 .250 .1 .3 .51 .50 .00160 ----------------------------------------------------------------------- SUBBASINS 370 TO 397 UPSTREAM OF LEMAY AVENUE (LIDSTONE 6 ANDERSON, 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 ..3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 I 1 I 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .O018 1 378 577 450 2.3 70. .010 .016 .25 .l .3 .51 .5 .0018 1 379 479 450 1.5 70. .010 .016 .25 .l .3 .51 .5 .0018 1 380 480 350 1.4 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 382 582 700 0.8 67. .01.3 .016 .25 .1 .3 .51 .5 .0018 1 383 483 1200 5.6 69. .020 .016 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 365 85 2100 6.3 52. .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60, .010 .016 .25 .1 .3 .51 .5 .0018 1 387 586 800 3.2 70. .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 1548 16.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 389 88 1220 7.0 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 396 496 2950 13.5 93. .013 .016 .25 .1 .3 .51 .5 .(1018 1 397 497 810 3.9 B5. .021 .016 .25 .1 .3 .51 .5 .0018 ----------------------------------------------------------------------- SUSBASINS 400 TO 407 WILD WCx7D FARMS (ICON ENGINEERING, INC. (X'T, 1998) 1 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .0018 1 401 406 1270 16.7 20. .015 .016 .25 .1 .3 .51 .5 .0018 1 402 406 1520 17.4 45. .020 .016 .25 .1 .3 .51 .5 .00IB 1 403 605 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0018 1 4D4 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .0018 1 405 402 3080 .3.5 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 406 383 2053 14.1 38. .015 .016 .25 .1 .3 .51 .5 .0018 1 401 384 1921 13.2 40. .015 .016 .25 .1 .3 .51 .5 .O018 1 408 404 3378 38.8 5. .015 .016 .25 .1 .3 .51 .5 .0018 ----------------------------------------------------------------------- SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING, (:K:T, 1998) 1 500 517 3899 26.9 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 501 416 2750 18.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 503 415 3893 44.7 5. .015 .016 .25 .1 .3 .51 .5 .0018 1 504 415 2570 11.8 5. .020 .016 .25 .1 .3 .51 .5 .0018 SUBBASIN 504 SPLIT INTO .504 6 514 BY ICON 1 514 413 4080 28.1 5. .020 .016 .25 .1 :3 .51 .5 .0018 1 505 409 5867 67.3 5. .020 .016 .25 .1 .3 .51- .5 .0018 1 506 412 2143 14.8 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 507 412 2277 15.7 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 508 281 3833 26.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 509 411 1936 13.3 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 510 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 ----------------------------------------------------------------------- SUBBASINS 511 TO 513 HOMESTEAD (ICON ENGINEERING, Ce:T, 1998) 1 511 283 5670 39.1 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .51 .5 .0018 1 513 38816060124.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 0 0 ` CE 15 REMOVED BY ICON 0 4 8 0 1 0 BOO 0.0044 4 4 0.035 5.0 • CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 10 1750 0.010 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0.0032 4 4 0.035 5.0 ` CE 13 REMOVED BY ICON ` CE 35 REMOVED BY THE SEAR -BROWN GROUP FOR HARVEST PARK ` ORIGINAL CE 35 + 0 35 102 0 1 0 1250 0.010 50 50 0.045 5.0 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 + CE 11 SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0.00G 50 0 0.016 1.5 0 12 13 0 1 0 850 0.006 50 0 0.016 1.5 0 13 51 0 1 0 500 0. 006 50 0 0.016 1.5 0 14 51 0 1 0 900 0. 006 50 0 0.010 1.5 ` CE 112 ADDED BY ICON 0 112 11 0 1 0 700 0.010 50 0 0.016 1.5 ` CE 9 REMOVED BY ICON ` CE 18 REMOVED BY ICON 0 20 51 0 1 0 1100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 51 0 1 3 BOO 0.005 10 10 0. 01"35 2.0 ` CE 220 CHANGED TO BASIN BY U:CW -1 220 43 3 3 0 1 ` 0 0 0.32 11.81 4.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10. 11.87 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 t 1 1 1 L✓I h L 1 7 1 1 CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 3 0.1 1 0.001 0.016 0.1 CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 1000 0.005 15 15 0.040 5.0 0 51 9 0 1 30 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 CE 230 CHANGED TO BASIN BY ICCIN -1 230 18 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 . 47 12 ,3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 7.21 10. 7.21 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 OAKRIDGE OAKRIDGE BUSINESS PARK 4TH 6 BTH FILING CUTLET 0 250 25 6 2 0.1 1 0.005 0.01.1 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.3.3 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 CE 260 CHANGED TO BASIN BY ICCIN -1 260 42 3 3 0 1 0. 0. 0.24 11.19 6.99 0 CE 290 CHANGED TO BASIN BY ICON -1 290 18 3 3 0 1 0. 0. 0.22 3.06 6.98 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 .3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19 0 26 42 0 5 .3.5 800 0.005 0.016 .3.5 30 800 0.005 4 4 0.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6 2 0.1 30 0.001 0.01.1 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 .3.5 676 0.0084 0.013 .3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1..37 4.84 2.10 57.63 3.20 191.38 0 41. 26 0 5 4.0 100 .0.005 0.016 4.0 10 l00 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.014 0.013 1.25 0 90 0.014 200 200 0.020 5.0 CE 28 SPLIT INTO 28-30 BY ICCIN 0 28 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 2B 0 1 0 1650 0.005 0 50 0.016 1.5 0 30 29 0 1 0 850 0.005 0 50 0.016 1.5 CE 340 CHANGED TO BASIN BY ICON -1 340 16 3 3 0 1 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 0.0 0.0 0.1 1.91 10.0 1.91 COVEYANCE ELEMENTS BETWEEN 92 AND 410 UPSTREAM OF LEMAY AVENUE (L 6 A, 1997) 92 89 0 2 2. 1000. .010 0. 0. .01.3 -1 395 89 4 .3 .1 1. �1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 -90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 POND 601 FOR SAGE CREEK POND A ADDED BY THE SEAR -BROWN GRCNP 601 366 8 2- .1 1. . .1 0.0 0.0 0.0 0.0 0.0 0.0 1.87 3.6G 3.11. 6.34 4.47 8.19 5.9f 4.68 7. !.a 10.98 POND 602 FOR SAGE CREEK POND 8 ADDED BY THE SEAR -BROWN GROUP 602 102 6 2 .01 1. ,1 0.0 0.0 0.0 0.0 0.71 0.0 1.98 12.80 3.69 15.81 5.64 18.34 EQUIVALENT POND 605 (FOR 3 E%THAN MC)DELED PONDS) FiiR HARVEST PARK, ADDED BY TH SEAR -BROWN GROUP, POND RATING CURVE INCLUDES OVERFLOW FRC44 PRESTON JUNIOR HIGH POND 380. 605 102 9 2 .1 1. .l 0.0 0.0 .3.08 6.32 5.34 16.93 9.36 33.00 11.55 37.45 16.66 44.46 19.36 48.12 19.56 49.27 23.95 108.00 POND 491 REVISED BY ICCIN 491 90 4 2 .1 1. .1 0.00 0. 0.50 1.0 O.f0 91.9 0.70 "CO. 90 88 0 4 0. 500. .010 50. 50. ,016 .5 50. 500. .010 10. 10. .015 9. 496 88 6 2 .1 1. .1 0.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 .3.53 31.6 88 588 0 1 0. 700. .O08 4. 4. .U35 5. [1 t 1 1 497 568 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.04 1.76 1.30 20.16 588 488 0 3 .1 1. • HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE • RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NO'I APPLICABLE TO ANY • INFLOW CONDITION OTHER THAN THAT WHICH IS KIDELED HEREIN • POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/.30/99 408 586 9 2 .1 1. .l 0.00 0.0 0.07 0.37 0.25 5.62 1.11 ().88 7.37 10.16 8.70 11.97 9.94 13.83 10.24 IG.14 10.61 21.24 683 582 682 3 3 11 1. ,1 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1.300. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .015 S. 85 586 0 4 0. 1000. .011 50. 50. .016 .5 50. 1000. .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .l 1. • PIER DETENTION POND REVISED BY Ic;CiN 6/30/99 486 584 7 2 .1 1. .1 0.00 0.0 0.02 0.1 0.38 11.23 1,42 15.73 4.55 29.63 5.58 74.29 5.87 85.28 673 584 604 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 .30.0 9.0 48.0 27.0 684 83 0 3 .1 1. 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .0.35 5. " POND 483 REVISED BY ICfiN 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1.300. .006 50. 50. .Olt, .5 50. 1300. .006 10. 10. .035 5. 481 577 11 2 .1 1. .l 0.00 0. 0.12 1. 0.15, 2. 0.16 4. 0.17 6. 0.19 10. 0.20 12. 0.21 14. 0.22 16. 0.22 18. 0.23 20. 480 577 6 2 .1 1. .l 0.00 0. 0.02 1. 0.03 2. 0.05 4. 0.06 6. 0.07 9. 479 577 6 2 .1 1. .1 0.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 76 14 2 .1 1. .1 0.00 0. 0.05 2. 0.19 4. 0..'•.5 6. 0.27 B. 0.29 12, 0.30 16. 0.32 20. 0.34 30. 0.36 45. 0.39 60. 0.46 75. 0.50 90. 0.55 105. 76 576 0 1 0. 800. .007 4. 4. .035 5. 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .015 5. 574 474 0 3 .1 1. 474 74 8 2 .1 1. .l 0.00 0.0 2.23 0.5 5.44 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 . 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 12 2 .1 1. ,l 0.00 0. 0.71 .3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. ,l 0.00 0. 0.19 10, 0.39 20. O.68 30. 0.77 32. 0.84 40. 0.81 50. 0.B9 60. 0.97 100. 570 470 0 3 .1 1. 470 31 7 2 .1 1. ,l 0.00 0. 0.08 10. 0.12 20. 0.24 30. 0.66 40. 1.00 44. 1.47 160. • END OF LIDSTONE 6 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 .30 108 0.0075 50. 50. .0:35 5. • ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 • OAKRIDGE POND WITH REVI5EO OUTLET HYDRAULICS Ll 0 2 216 15 2 0.1 77 0.007 0.011 0.1 ' 0.0 0.0 0.00 2.30 0.02 16.06 0.11 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169. 80 19.65 193.70 28.60 214.81 33. 64 224. 38 .38.67 231.10 49.31 251.39 59. 39 269.69 70.59 287.99 • ----------------------------------------------------------------------- ` ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD, INC. • POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 .3 2 0.1 96 0.0060 0 0 0.013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 . 4.00 ' • POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK • POND 168 EXTENDED BY ICON 0 166 169 5 2 0.1 30 0.0010 0 0 0.013 0.10 0.0 0.0 0.07 0.90 0.43 1.36 0.72 93.26 1.01 ' • CE 169 CHANGEDGED TO TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.013 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 174 0 1 4.00 460 0.0021 .. , 2 0.035 4.00 * FUTURE DETENTION POND 0 171 174 3 2 171 (30(5) 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 • POND 172 (307) RATING CARVE COMPOSITES 5 DETENTlc,N PONDS IN BASIN 203 ` POND 172 EXTENDED BY ICON 0 172 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 ' 10.0 266. " CE 173 CHANGED TO CHANNEL W/iNERFLOW BY G:ON 0 173 175 0 4 0 1200 0.0050 4 4 0.035 1.10 30 1200 0.0050 150 150 0.035 3.00 • CE 174 CHANGED TO PIPE W/OVERFW LO BY ICON ' 0 174 175 0 5 2.25 75 0.0211 0 0 0.01.3 2.25 40 75 0.0211 50 50 0.01c, 4.00 ' CE 175 CHANGED TO PIPE W/OVERFLOW BY ICiiN 0 175 171 0 5 2.50 853 0.012.3 0 0 0.013 2.50 50 B53 0.012..1 50 50 0.016 4.00 ' ' POND 176 (311) RATING CURVE FROM OAPRIDGE WEST PUD REPORT BY RBD • POND 176 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 2.44 94.46 3.10 261.78 ' CE 177 CHANGED TO PIPE W/OVERFU:tW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 3.00 10.0 480 0.0100 50 50 0.01t, 5.00 0 178 177 9 2 0.10 1310 0.00.3.3 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 3.4 6.5 ' 4.2 8.8 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 ' POND 321 EXTENDED BY ICON O 321 324 30 2 0.1 300 0.005.3 0 0 0.013 0.10 ' 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.1 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 6.30 99.9 7.20 268. ' FUTURE DETENTION POND 322 0 322 0.0 323 3 2 0.0 0.1 1.9 10 0.0100 11.0 0 4.0 0 11.3 0.013 0.10 ' 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 • CE 324 MODELED USING HGL AS SLOPE 0 329 4 331 0 2 3.00 36 0.0222 0 0 0.013 .3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 CE 326 MODELED USING HGL AS SLOPE ' ' ADDED OVERFLOW TO CE .326 TO ELIMINATE SURCHARGE - IC'ON 0 326 327 0 5 1.50 214 0.0168 U 0 0.013 3.50 40 214 0.0166 .50 50 0.016 °.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS ."LOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 ' CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SIAPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.01t; 5.0 CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 .3.00 30 0.0261 0 0 0.013 3.00 ' RATING CURVE FOR POND 160 WAS REVISED BY TDT,INC. (11/21/00) 0 180 341 8 2 0.10 20 0.0040 0 0 0.013 0.10 ' 0.0 0.0 0.28 4.00 1.23 18.00 2.:34 37.20 3.63 52.40 5.09 68.00 5.89 78.00 6.74 88.00 0 341 4 0 5 5.20 120 0.0040 0 0 0.013 5.20 0 80 0.0040 50 50 0.01c 7.00 • _________________________________________________---------------------- 1 ` ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN, RBD, INC. • CONCEPTUAL DETENTION FOR SUBBASINS 301 AND 303 n CE 303 REMOVED BY ICON ' POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE, ADDED BY ICON 0 301 91 9 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.21 0.85 4.20 1.88 5.32 2.45 5.76 3.27 13. 38 4.26 14.36 4.56 .36.21 5.73 57.76 ' 0 91 93 O 11 U 1.325 0.0150 4 9 0.060 5.0 0 93 94 11 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.0 1.62 1.9 2.40 5.40 3.33 7.1 4.35 14. 5.41 20.7 ti.52 9.3.90 7.65 219.5 ' 0 94 241 0 1 0 500 0.0027 ) 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 Iti 30 0.0050 4 4 0.045 4.00 0 350 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 36.3 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 • OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 4 Iti 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 O.0.35 6.00 • CE 365 CHANGED TO 396 BY ICON 0 369 366 0 4 0 1125 0.0045 4 4 0.035 2.30 50 1125 0.0045 50 50 0.0.35 5.00 ' • OVERFLOW ADDED TO CE .366 FOR DEV. COND. BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 40 377 0.0050 50 50 0.035 C.00 • OVERFLOW ADDEO TO CE 38 AND .39 P)R DEV. COND, BY ICON 0 38 373 0 4 0 40 1080 0.O050 1080 0.0050 4 50 4 50 0. 0.35 O.Ole1 3.50 4.50 0 39 38 0 4 0 860 0.0050 4 4 0.035 3.50 40 860 0.0050 50 50 0.016 4.50 • Conveyance Elements for Harvest Park and Sage Creel: 0 651 605 0 4 2.0 340 0.0090 0.013 2.00 30 340 U.UU90 50 50 0.016 10.00 ' 0 671 605 0 4 2.0 420 0.0080 0.013 2.00 35 420 0.0060 50 50 0.016 10.O0 0 681 605 0 4 2.0 440 O.DO70 0.01.3 2.00 20 440 0.0070 50 50 0.016 10.00 . 0 691 671 0 1 35 200 0.0080 50 50 0.016 10.00 ' 0 fill 601 0 4 1.5 500 0.0060 0.01.3 1.50 40 500 0.0060 - 50 50 U.016 4.50 0 621 601 0 4 1.5 500 0.0120 0.013 1.50 40 500 0.0120 50 50 0.Ole1 4.50 0 631 602 0 4 1.5 600 0.0100 0.011 1.50 40_ 600 0.0100 50 50 0.016 4.50 • THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE • CONVEYANCE ELEMENTS CHANGED TO 591, 592, 593, 594 BY I(:ON • POND 593 WITHIN BASIN .318 0 593 592 10 2 0.10 1 0.005 0.013 0.10 0.00 0.0 .57 0.50 1.14 3.04 1.4(1 3.57 1.79 6.40 2.45 9.32 2.6D 9.71 .3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 .3.5 ' POND 594 WITHIN BASIN .317 0 594 591 15 2 0.10 1 0.005 0.01.3 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.55 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2.40 8.55 2.90 B.96 3.54 9.46 0 591 39 0 1 0 1.300 0.005 4.0 4.0 0.035 1.5 • CONVEYANCE ELEMENT 40 ADDED BY ICON A 0 40 POND 370 37.3 0 1 REVISED BY 5 ICON 1400 0.0050 4 4 0.035 5.00 ' 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.13 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0 33.52 371 0 371 362 7 2 0.10 1 0.0015 0.017 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.56 .550 1.75 • POND 372 RATING CURVE FROM STETSON 0REEK 2ND FILING, BY NORTHERN ENGINEERING 0 372 36.3 6 2 0.10 1 0.0020 0.01.3 0.10 0.00 0.00 0.17 10.00 0.42 22.31 0.74 33.27 0.94 37.98 1.11 50.54 0 373 364 18 2 0.30 1 0.0042 0.013 0.10 0.00 0.0 .O61 0.00 .465 0.0 1.578 0.0 3.566 6.4 6,256 16.8 G.909 18.0 7. 55_ 18.8 6.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 ' 10.298 49.4 10.687 72.6 11.075 99.7 11.4e:3 130.9 13.4 3.33.7 15.52 429.E 1 L I ' POND 374 EXTENDED BY ICON 0 374 38 14 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 O.C78 3.94 0.027 4.84 1.062 5.60 1.297 6.27 1.532 6.87 _-1_711--_-__7,29 2.-419 __---_59_ " ALL FOLLOWING CONV. ELEMENTS ARE FROM G6O 1986 McC:LELLANDS BASIN MASTER PLAN ' EXISTING CONDITION CONVEYANCE ELEMENTS SUBBASINS BTWN STETSON CREEK 4 CTY RE) 0 32 102 -0 1 1.0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0.045 0.0 35.0 950 0.007 75.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 30.0 0.045 11.0 • CROSSING UNDER CTY RD 9; PER RBD 1987 MCCLELLANDS BASIN CH. IMP. PHA:.E SINE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 ---------------------29_0 50 -------_-25-_-- 100 0---- I0.0 h _ ________________ • SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS, FRCN4 • WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE 6 ANDERSi N, JUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.1.3 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 1.3.85 9.48 11.89 9.48 214 315 0 3 .1 1. 215 315 0 3 .1 1. ' POND 315 REVISED BY ICCIN 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0.24 3.00 0.59 4.00 0.85 4.50 1.23 5.00 1.4.3 96.9 1.63 265.0 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .00.3 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 .1 1. 224 334 0 3 .1 1. ' POND 334 REVISED BY IC(:)N 6/25/99 334 124 11 2 .1 1. 0.0 0.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 10.0 1.64 12.0 2.4ti 14.0 3.44 16.0 4.66 18.0 5.09 18.63 5.58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .l 1. " POND 336 REVISED BY Lta?N 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 0.98 8.O0 1.85 10.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0 2 3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .l 1. 0.0 0.0 0.07 1.00 0.2.3 "_.00 0.57 3.00 1.05 4.0 1.85 5.00 2.96 6.00 251 350 0 3 .1 1. ' POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 4.10 1.30 96.0 1.45 264.1 252 160 0 .3.1 1. 160 261 0 5 1.5 275. .0100 0.0 0.0 .013 1.5 0.0 275. .0100 10. 10: .035 5.0 261 262 0 3 .1 1. 262 365 0 .3 .1 1. 365 241 7 2 .1 1. 0.0 0.0 1.25 6.3 2.42 7.5 2.52 14.0 2.63 25.9 2.73 41.1 2.8.3 59.5 241 141 0 3 .1 1. 141 357 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 _______________________________________________________________________ " WILDWOOD FARM SUBDIVISION (ICON ENGINEERING, INC) 381 382 5 2 .1 1. .1 0.0 0.0 0.48 2.2 0.96 5.51 2.03 6.3 2.14 48.9 382 401 16 2 .1 1. .1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 7.2 0. it; 8.4 0.8.3 9.6 0.84 10.0 0.93 12.0 1.10 20.0 1.24 30.0 1.35 40.0 1.47 50.0 1.51 55.0 401 402 0 1 2. 550. .013 50. 50. .016 I. 402 406 0 1 2. 950. .Ocic 50. 50. .016 1. 400 406 0 1 10. 110. .006 5. 6. .040 406 380 0 3 .1 1. 1 • POND 380 REVISED BY ICON 6/25/99 380 692 12 2 .1 1. .1 0.0 0.0 2.10 8.8 3.09 9.3 3.19 10.0 3.59 15.0 3.99 20.0 4.87 21.8 5.00 22.0 ' 5.54 22.9 6.24 52.4 6.50 15.1 6.93 107.7 384 404 5 2 .1 1. .1 0.0 0.0 1.01 3.7 1.89 9.3 1.94 11.5 1.98 15.5 383 407 7 2 .1 1. .I 0.0 0.0 .136 1.34 1.328 3.89 1.58 4.11 1.76 4.65 2.05 22.32 2.10 58.67 * Diversion from Preston Jr. High Pond Into Harvest Park 691 692 403 7 3 .1 1. .1 20.0 0.0 21.8 0.0 22.0 0.0 22.9 0.0 ' 52.4 28.4 75.1 50.6 101.1 76.7 403 407 0 1 5. 950. .004 4. 4. .045 5. 407 405 0 3 .1 1. .I 405 410 0 5 3.5 2000. .002 0. 0. .013 3.5 404 407 0 5 40. .3.5 2000. .002 900. 0.015 50. 0. 50. 0. .016 .016 5. 1.5 4-- 900. 0.015 50. 50. .016 5. • HOMESTEAD SUBDIVISION (ICON ENGINEERING, INC) 388 387 0 1 5. 1300. .001 150. 150. .045 5. .387 386 0 1 5. 750. .001 150. 150. .045 5. ' 386 284 0 1 4. 800. .003 150. 150. .045 5. 284 283 0 1 4. 700. .0063 150. 150. .045 5. 283 282 0 1 7. 1000. .0057 70. 40. .045 S. 282 410 0 1 9. 800. .046 9. 1.5 .045 5. •____________________________________________"'--""-"'-""-- "" -' ` FOSSIL CREEK VILLAGE (ICON ENGINEERING, INC) 281 414 0 1 2. 1500. .015 55. 76. .Oi4 .. 409 413 0 1 1. 1500. .010 50. 50. .045 5.0 410 411 0 4 5. 600. .045 2.5 3.0 .on 7. 45. 600. .045 25.0 50`0 .035 13. 411 412 0 4 5. 1060. .0038 3. .035 6. .30. 1060. .0038 35.0 60.0 .035 11. 412 413 0 4 5. 870. .006 5.0 2.0 .035 6. " 50. .870. .006 30.0 45.0 .015 12. 413 414 0 5 5. 40. .006 0. 0. .035 5. ' 50. 40. .006 100. 100. .016. 10. 414 415 0 1 5. 1180. .006 30.0 25.0 .035 10. 415 416 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 5. 800. .006 40. 25. .0.35 6. 517 417 0 3 .1 1. .1 ' SWIFT RESERVIOR NOT MODEL AS R A ROUTING ELEMENT 417 0 0 2 .1 1. .00.3 0. 0. .035 .1 0 0 ' ENDPROGRAM 11 ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1913) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MAR(.H 1985, JULY 1985) Modlf led to run MODSWMM input files with comment statements and up to 999 elements, 200 diversions up to 50 pairs of hydrographs, storage routing or diversion data [:eptember 2000 by Ayres Associates OTAPE OR DISK ASSIGNMENTS (d0 yews prePose4 coAcv,4'.OV. S vJ M t-A 6v.-+e'.t JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JI N(10) 2 1 0 0 0 0 0 0 0 0 . JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7). JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 D 0 NSCRAT(I) NSC'RAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 WATERSHED PROGRAM CALLED ... ENTRY MADE TO RUNOFF MODEL MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC'2-100.DAT THE SEAR -BROWN GROUP. ONUMBER OF TIME STEPS 600 OINTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ' '0FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1:14 1.33 2.2.3 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 0.00 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING 1.'0NDITIOW1 JUNE 26, 2000 ' ADOPTED 100-YEAR EVENT FILE: MN4:2-I00.DAT THE SEAR -BROWN GROLIP. SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE ' NUMBER OR MANHOLE (FT) (AC) IMQERV. (FT/FT) 1MPERV. DERV. 1MPERV. DERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. 0.0 0.0 0.0300 0.016 0.150 0.100 0.300 0.51 0.50 0.00180 I I 11 I 50 7109. 86.2 40.0 0.0100 0. Olt; 0.250 0.100 0.300 0.51 0.50 0.00180 1 50 1150. 8.9 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 6 10239. 29.4 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 51 7161. 24.7 40.0 0.0100 O. 01(; 0.250 0.100 0.300 0.51 0.50 0.00180 I 51 2875. 13.2 40.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 4 1590. 1.8 80.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 11 1250. 1.9 99.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 11 .700. 1.0 99.0 0.0100 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 1 112 750. 1.3 99.0 0.0100 0. 016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 12 1200. 1.3 99.0 0.0100 O. OI t; 0.250 0.100 0.300 0.51 0.50 0.00180 1 12 950. 1.7 99.0 0.0100 0. Ol6 0.250 0.100 0.300 0.51 0.50 0.00180 1 13 1050. 1.7 99.0 0.0100 0.01(5 0.250 0.100 0.300 0.51 0.50 0.00180 1 13 1400. 2.2 99.0 0.0100 O. OI t; 0.250 0.100 0.300 0.51 0.50 0.00180 1 51 1000. 2.8 99.0 0.0100 O. Olt; 0.250 0.100 0. 300 0.51 0.50 0.00180 1 14 1250. 1.1 99.0 0.0100 0. 015 0.250 0.100 0.300 0.51 0.50 0.00180 1 11 305. 2.1 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 22 3875. 17.8 80.0 0.0200 0.01( 0.250 0.100 0.300 0.51 0.50 D.00180 1 2 5715. 13.1 10.0 0.0100 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 1 51 250. 1.4 80.0 0.0100 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 1 20 4550. 31.3 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 44 1090. 7.5 80.0 0.0100 O. Ole, 0.250 0.100 0.300 0.51 0.50 0.00180 1 7 1742. 5.0 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 45 3228. 22.2 10.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 46 3454. 23.8 50.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 47 2134. 14.7 10.0 0.0100 0.016 0.250 0.300 0.300 0.51 0.50 0.00280 1 291 1278, 5.9 80.0 0.0100 0.016 0.250 0. Ion 0.300 0.51 0.50 0.00180 1 34 1260. 4.3 80.0 0.0100 0. 016 0.250 0.300 0.300 0.51 0.50 0.001B0 1 275 1000. 2.0 99.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.001BO 1 28 1650. 3.2 99.0 0.0100 0. 01 t; 0.250 0.100 0.300 0.51 0.50 0.00180 1 29 850. 1.5 99.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 30 1250. 2.0 99.0 0.0100 0. 01 t; 0.250 0.100 0.300 0.51 0.50 0.00180 1 33 700. 5.6 80.0 0.0100 O. Olt; 0.250 0.100 0.300 0.51 0.50 0.00180 1 16 3500. 4.0 84.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 16 850. 1.4 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 22 1200. 1.8 60.0 0.0100 0. 016 0,250 0.100 0.300 0.51 0.50 0.00180 1 250 500. 1.6 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 270 625. 3.3 60.0 0.0100 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 271 2017. 6.3 55.0 0.0100 0.01C 0.250 0.100 0. 300 0.51 0.50 0.00180 1 272 817, 1.5 .31.0 0.0900 0. 016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 36 3223, 2.4 87.0 0.0200 0.01G, 0.250 - 0. 100 0.300 0.51 0.50 0.00180 1 320 3213. 14.6 25.0 0.018.3 0.01G. 0.250 0.100 0.300 0.51 0.50 0.00180 1 322 1873. 21.5 50.0 0.0165 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 172 7024. 32.3 80.0 0.0100 0. 016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 166 4138. 19.0 80.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 I 168 650. 5.8 47.0 0.0105 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 171 958. 7.7 10.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 176 1718. 13.8 57.0 0.02.35 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 178 2936. 33.6 70.0 0.0170 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 321 6795. 23.4 40.0 0.0085 0. 016 0.250 0. 100 0. 300 0.51 0.50 0.00180 1 324 2991. 10.3 40.0 0.0100 0.01 t; 0.250 0. 100 0.300 0.51 0.50 0.00180 1 325 3165. 10.9 64.0 0.0200 0.016 0.250 0.100 0. 100 0.51 0.50 0.00180 1 328 1220. 4.2 BO.0 0.0.360 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 180 1866. 16.9 52.0 0.0055 0.01C 0.250 0.100 0. 300 0.51 0.50 0.00180 1 179 465. 1.6 90.0 0.0110 0.016 0.250 0.1on 0.300 0.51 0.50 0.00190 1 331 500. 0.7 90.0 0.0210 0.01C O.25O 0.100 0.300 0.51 0.50 0.00180 1 327 1405. 1.0 90.0 0.0060 0.016 0.250 0.100 0.300 0.51 0.50 0.001BO 1 301 3315., 28.5 71.0 0.0050 0.016 0.430 0.100 0.600 0.51 0.50 0.00180 1 95 13736.' 47.5 45.0 0.0100 0.016 0. 390 0.100 0.600 0.51 0.50 0.00180 1 369 6839. 78.5 .3.9 0.0110 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 372 2535. B.7 31.2 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 360 2951. 5.4 17.0 0.1262 0.016 .0.250 0.100 0. 300 0.51 0.50 0.00180 1 370 2042. 7.0 40.0 0.0200 0.016. 0.250 0.100 0.300 0.51 0.50 0.00180 1 362 B88. 1.6 4.0 0.1262 .0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 371 807. 2.8 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 363 569. 2.1 2.3 0.1262 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 367 495. 0.9 1.0 0.0500 0.01 C. 0.250 0.100 0.300 0.51 0.50 0.00180 1 40 26470. 91.2 .34.0 0.0200 0.016 0.250 O.IOn 0.300 0.51 0.50 0.00180 1 374 4179. 14.4 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 39 1924. 67.0 5.0 0.0170 0.01(i 0.250 0.100 0.300 0.51 0.50 0.00180 1 594 1507. 17.3 57.0 0.0140 0.01 t; 0.250 0.100 0.300 0.51 0.50 0.00180 1 593 1699. 19.5 47.0 0.0150 0.016 0.250 0.1 CID 0.300 0.51 0.50 0.00180 1 368 4057. 6.5 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 611 4151. 16.4 45.0 0.00tio 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 621 2936. 10.1 45.0 0.0120 0.01G 0.250 0.100 0. 300 0.51 0.50 0.00180 1 631 10733. 24.6 55.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 102 44. 0.1 75.0 0.0200 0.016 0.25U 0. 100 0. 300 0.51 0.50 0.00180 1 651 6329. 20.3 45.0 0.0090 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 368 137. 9.0 5.0 0.0090 0.016 0.250 0.100 0. 300 0.51 0.50 0.00160 I 671 17484. 52.3 57.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 681 7635. 31.5 52.0 0.0080 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 102 437. 5.0 20.0 0.0080 0.01C 0, 250 o.1no 0.300 0.51 0.50 0.00180 1 1 I I 8 9 10 14 15 16 20 21 22 23 24 25 26 30 31 32 39 40 41 42 50 63 61 62 370 371 372 373 374 375 376 377 378 379 380 381 362 383 384 385 386 387 388 389 390 391 392 393 394 396 397 400 401 402 403 404 405 406 407 408 500 501 502 503 504 514 505 506 507 508 509 510 511 512 201 1200. 6.5 40.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 202 2000. 4.1 68.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 203 800. 5.7 44.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 209 750. 1.6 74.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 209 1600. 2.7 68.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 210 3800. 7.6 66.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 209 750. 3.3 57.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 210 450. 2.3 67.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 209 3000. 20.2 30.0 0.0200 0.016 0.250 0.100 0.300 .0.51 0.50 0.00180 1 210 1400. 9.1 26.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 214 1000. 4.8 54.0 0.0200. 0.016 0.250 0.100 0.100 0.51 0.50 0.00180 1 215 1300. 4.4 9.0 0.0200 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 216 200. 1.8 12.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 223 600. 4.1 46.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 223 1400. 9.0 46.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 223 1800. 7.3 52.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 224 1000. 2.2 61.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 224 600. 3.1 .34.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 226 900. 4.0 65.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 226 1000. 2.7 .32.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00100 1 130 2750. 5.9 67.0 0.0200 0.016 0.250 0. 1 CIO 0.300 0.51 0.50 0.00180 1 131 1700. 3.6 67.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0100180 1 330 400. 2.0 48.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 216 700. .3.1 11.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 140 1300. 6.4 30.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 357 800. 4.3 4.3.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 241 900. 1.5 75.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 251 1800. B.1 42.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.001B0 1 252 2250. 8.9 61.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 261 650. 2.1 80.0 0.0200 0.01u 0.250 0.100 0. 300 0.51 0.50 0.00180 1 262 1200. 4.7 42.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 570 1050. 6.1 63.0 0.0100 0. 016 0.250 0.100 0.300 0.51 0.50 0.001B0 1 571 2000. 11.7 45.0 0.0200 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 572 4900. 26.7 45.0 0.0200 O. O I 0.250 0. 100 0.300 0.51 0.50 0.00180 1 73 2000. 8.2 90.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 574 8000. 18.3 86.0 0.0200 0.016 0.250 0. 100 0.100 0.51 0.50 0.00180 1 75 5400. 28.4 48.0 0.0200 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 576 1000. 5.1 10.0 0.0100 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 577 .400. 1.9 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 577 450. 2.3 70.0 0.0100 0.016 0.250 0. 100 0.300 0.51 0.50, 0.00180 1 479 450. 1.5 70.0 0.0100 0. 01c 0.250 0.100 0.300 0.51 0.50 0.00180 4 480 350. 1.4 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 481 550. 2.6 70.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00160 1 582 700. CIA 67.0 0.01.30 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 483 1200. 5.6 69.0 0.0200 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 84 2400. 6.9 B4.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 ] 85 2100. 6.3 52.0 0.0200 0.01t; 0.250 0.100 0.300 0.51 0.50 0.001BO 1 586 2000. 12.2 60.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 ] 586 800. 3.2 70.0 0.0250 0. C111" 0.250 0.100 0.300 0.51 0.50 0.00180 1 588 1548. 16.0 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 88 1220. 7.0 5.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 490 550. 1.4 70.0 0.0200 0.016 (1.250 0.100 0. 300 0.51 0.50 0.00180 1 491 600. 2.8 70.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 588 1300. 6.6 90.0 0.0200 0.0Iti 0.250 0.100 0.300 0.51 0.50 0.00180 1 88 4400. 11.8 95.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 92 900. 1.4 90.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 t 496 2950. 1.3.5 93.0 0.0130 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 497 810. 3.9 85.0 0.0210 0.016 0.250 0. 100 0.300 0.51 0.50 0.00180 1 400 860. 9.9 50.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 406 1170. 16.7 20.0 0.0150 0. 016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 406 1520. 17.4 45.0 0.0200 O.OIu 0.250 0.100 0.300 0.51 0.50 0.00180 1 605 1920. 11.0 45.0 0.0170 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 382 1790. 10.4 55.0 0.0250 0.016 0.250 0.100 0. 300- 0.51 0.50 0.00180 1 402 3080. 3.5 90.0 0.0200 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 383 2053. 14.1 38.0 0.0150 0.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 384 1921. 13.2 40.0 0.0150 O. OIG 0.250 0.300 0.300 0.51 0.50 0.00180 1 404 3378. 38.8 5.0 0.0150 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 517 3899. 26.9 5.0 0.0100 0. 016 0.250 0.100 0.300 0.51 0.50 0.00180 1 416 2750. 18.9 5.0 0.0200 O. UIt 0.250 0.100 0.300 0.51 0.50 0.00180 1 517 3785. 17.4 5.0 0.0200 0.0161 0.250 0.100 0.300 0.51 0.50 0.00180 1 415 3893. 44.7 5.0 0.0150 (1.016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 415 2510. 11.8 5.0 0.0200 0.016 0.250 01100 0.300 0.51 0.50 0.00180 1 413 4080. 28.1 5.0 0.0200 O. OIti 0.250 0.100 0.300 0.51 0.50 0.00180 1 409 5867. 67.3 5.0 0.0200 0. 018 0.250 0.100 0.300 0.51 0.50 0.00160 1 412 2143. 14.8 5.0 0.0200 0. 016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 412 2277. 15.7 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 281 3833. 26.4 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 411 1936. 13.3 5.0 0.0100 0.01 F. 0.2150 0.100 0.300 0.51 0.50 0.00180 1 411 2611. 18.0 5.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 283 5670. 39.1 5.0 0.0100 0.016 0.250 0.100 0..300 0.51 0.50 0.00180 1 386 6803. 46.9 25.0 0.0100 0.016 0.250 0.100 0.300 0.51 0.50 0.00180 1 513 388 16060. 124.4 5.0 0.0100 0. 016 0.250 0.100 0. 300 0.51 0.50 0.00180 1 ODYTAL NUMBER OF SUBCATCHMENTS, 163 OTUTAL TRIBUTARY AREA (AC.'RES), 2172.37 1 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING COINDITI(:)NE: JUNE 26, 2000 ACXJPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. ' CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL WATERSHED AREA (ACRES) 2172.370 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) 0.766 TC.)TAL WATERSHED OUTFLOW (INCHES) 2.721 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) 0.181 'ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 0.005 1 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MM(,2-100.DAT THE SEAR -BROWN GROUP, INVERT SIDE SLOPES OVERBANK/SURCHARGE 'WIDTH GUTTER GUTTER NDP NP Ok DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK NUMBER CONNECTIf,N (FT) (FT) (FT/FT) L R N (FT) 4 8 0 1 CHANNEL 0.0 800. 0.0044 4.0 4.0 0.035 5.00 0 B 2 0 1 CHANNEL 10.0 1750. 0.0100 4.0 4.0 0.035 5.00 0 7 6 0 1 CHANNEL 0.0 1400. 0.0100 0.0 50.0 0.016 1.50 0 6 50 0 1 CHANNEL 0.0 .1200. 0.0032 4.0 4.0 0.0.35 5.00 0 16 22 0 1 CHANNEL 0.0 540. 0.0060 50.0 50.0 0.016 2.00 0 I1 12 0 1 CHANNEL 0.0 700. 0.0060 50.0 0.0 0.016 1.50 0 12 13 13 51 0 0 1 1 CHANNEL CHANNEL 0.0 850, 0.0 500. 0.0060 0.0060 50.0 50.0 0.0 0.0 0.016 0.016 1.50 0 1.50 0 14 51 0 1 CHANNEL 0.0 900. 0.0060 50.0 0.0 0.016 1.50 0 112 11 0 1 CHANNEL 0.0 700. 0.0100 50.0 0.0 0.016 1.50 0 20 51 0 1 CHANNEL 0.0 1100. 0.0050 4.0 4.0 0.035 5.00 0 21 44 0 1 CHANNEL 0.0 1200, 0.0051 10.0 (1.0 0.016 1,10 0 44 51 0 1 CHANNEL 3.0 800. 0.0050 10.0 10.0 0.0.35 2.00 0 ' 45 43 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 11.9 10.0 11.9 22 43 0 1 CHANNEL 0.0 1600. 0.0070 4.0 4.0 0.035 5.00 0 43 51 0 .3 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 ' 50 2 0 1 CHANNEL 10.0 1000. 0.0050 15.0 15.0 0.040 5.00 0 51 9 0 1 CHANNEL 10.0 500. 0.0050 15.0 15.0 0.040 5.00 0 9 2 0 1 CHANNEL 5.0 1000. 0.0060 15.0 15.0 0.035 5.00 0 47 12 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:)W 0.0 0.0 0.1 7.2 10.0 7.2 250 25 6 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - 0.0 0.0 - 0.0 0.2 - 0.0 0.2 0.1 0.3 0.3 0.3 0.3 5.0 25 22 0 2 PIPE 1.3 500. 0.0050 0.0 0.0 0.011 1.25 0 291 12 .3 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 3.1 10.0 3.1 46 42 3 1 CHANNEL 0.1 1. 0.0010 0.0 0.0 0.016, 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 11.2 10.0 11.2 26 42 0 5 PIPE 3.5 800. 0.0050 0.0 0.0 0.016 3.50 0 OVERFLOW 10.0 800. 0.0050 4.0 4.0 0.035 5.50 42 22 0 2 PIPE C60 1. 0.0050 0.0 0.0 0.0I6 6.00 0 270 27 0 3 0.0 1. 0.0010 0.0 0.0 0.001 10.00 0 271 27 0 5 PIPE 2.1 45. 0.0040 0.0 0.0 0.013 2.25 0 OVERFLOW O.0 45. 0.0040 198.0 117.0 0.020 5.00 272 275 6 2 PIPE 0.1 10. 0.0010 0.0 0.0 0.013 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY O1JTFLOW 275 27 0.0 0 0.0 2 0.0 0.4 PIPE 0.1 0.8 3.5 876. 0.3 0.0084 1.0 0.0 0.5 0.0 1.2 0.013 0.8 1.3 3.50 0 11 1 11 I I I I I 21 41 8 2 PIPE 0.1 10. 0.0010 0.0 0.0 0.01.3 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY (:IIJTFLC'IW 0.0 0.0 0.0 0.8 0.2 2.5 0.5 3.5 0.9 4.2 1.4 4.8 2.1 51.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. 0.0050 0.0 0.0 0.016 4.00 0 OVERFLOW 10.0 100. 0.0050 50.0 50.0 0.016 5.00 36 26 0 5 PIPE 1.3 40. 0.0140 0.0 0.0 0.013 1.25 0 0VERFU:IW 0.0 90. 0.0140 200.0 200.0 0.020 5.00 28 215 0 1 CHANNEL 0.0 1000. 0.0050 0.0 50.0 0.016 1.50 0 29 28 0 1 CHANNEL 0.0 1650. 0.0050 0.0 50.0 0.016 1.50 0 30 29 0 1 CHANNEL 0.0 050. 0.0050 0.0 $0.0 0.016 1.50 0 34 lti 3 2 PIPE 0.1 1. 0.0050 0.0 0.0 0.016 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:IW 0.0 0.0 0.1 1.9 10.0 1.9 92 89 0 2 PIPE 2.0 1000. 0.0100 0.0 0.0 0.013 2.00 0 395 89 4 3 U.l 1. 0.0010 0.0 0.0 0.001 0.10 -1 TIME IN HRS VS INFLOW IN CPS 0.0 0.0 0.5 .3.6 9.6 3.6 4.9 0.0 89 Be 0 1 CHANNEL 0.0 800. 0.0070 4.0 4.0 0.035 5.00 0 490 90 4 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.2 0.5 0.2 0.5 0.22.5 601 368 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY QUTFLOW 0.0 0.0 0.0 0.0 0.0 0.0 1.9 3.7 3.1 6.3 4.5 8.2 ti.0 9.7 7.6 11.0 602 102 6 2 PIPE 0.0 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.0 0.7 0.0 2.0 12.8 3.7 15.8 5.6 18.3 605 102 9 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 .3.1 6.3 5.3 16.9 9.4 .33.0 11.6 37.5 16.7 44.5 19.4 46.1 19.6 49.3 24.0 180.0 491 90 4 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.5 1.0 0.6 91.9 0.7 260.0 90 Be 0 4 CHANNEL 0.0 500. 0.0100 50.0 50.0 0.016 0.50 0 OVERFLOW 50.0 500. 0.0100 10.0 10.0 0.0.35 5.00 496 88 6 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 12.0 0.1 12.4 0.8 12.8 2.1 1.3.2 3.5 31.6 88 588 0 1 CHANNEL 0.0 700. 0.0080 4.0 4.0 .0.0.35 5.00 0. 497 588 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 1.6 0.1 1.6 0.4 1.7 0.7 1.7 0.8 1.8 1.3 20.2 588 488 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 488 586 9 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFtd?w 0.0 0.0 0.1 0.4 0.3 5.6 1.1 9.9 7.4 10.2 8.7 12.0 9.9 13.8 10.2 16.1 10.61 21.2 582 682 .3 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 683 DIVERSION TO GUTTER NUMBER 683 - TOTAL Q VS DIVERTED i! IN CFS 0.0 0.0 4.6 1.3 8.0 1.8 682 62 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 683 0 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 82 85 0 4 CHANNEL 0.0 1300. 0.0140 50.0 50.0 0.016 0.50 0 OVERFLOW 50.0 1.300. 0.0140 10.0 10.0 0.035 5.00 85 586 0 4 CHANNEL 0.0 1000. 0.0110 50.0 50.0 0.016 0.50 0 CIVERFLi IW 50.0 1000. 0.0110 10.0 10.0 0.035 5.00 84 586 0 4 CHANNEL 0.0 100. 0.0100 50.0 50.0 0.016 0.50 0 OVERFLOW 50.0 700. 0.0100 10.0 10.0 0.035 5.00 586 486 0 .3 0.1 1. 0.0010' 0.0 0.0 0.001 10.00 0 486 584 7 2 PIPE 0.1 1. 0.0010 - 0.0 0.0 0.001 0.10. 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.1 0.4 11.2 1.4 15.7 4.6 29.6 5.6 74.3 5.9 85..3 584 684 7 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 673 DIVERSION TO GUTTER NUMBER 673 - TOTAL Q VS DIVERTED Q IN CF:3 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 49.0 21.0 (i84 83 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 613 73 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 83 583 0 1 CHANNEL 5.0 400. 0.0050 4.0 4.0 0.0.35 5.00 0 483 583 4 2 PIPE O.I 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.9 2.B 1.1 2.8 4.0 2.8 583 72 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 12 572 0 5 PIPE 3.0 700. 0.0040 0.0 0.0 0.01.3 3.00 0 OVERFLOW 0.0 100. 0.0040 50.0 50.0 0.016 5.00 73 572 0 4 CHANNEL 0.0 1300. 0.0060 50.0 50.0 0.016 0.50 0 [1 1 '10.0 overceLDw 50.0 1300. 0.0060 10.0 0.035 5.00 481 517 11 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.1 1.0 0.2 2.0 0.2 4.0 0.2 6.0 0.2 10.0 0.2 12.0 0.2 14.0 0.2 16.0 0.2 18.0 0.2 20.0 480 577 6 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:iW 0.0 0.0 0.0 1.0 0.0 2.0 0.1 4.0 0.1 6.0 0.1 9.0 ' 479 577 6 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.5 0.0 1.0 0.1 2.5 0.1 8.0 0.1 12.7 577 477 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 477 76 14 2 PIPE 0.1 1, 0.0010 0.0 0.0 0.0111 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY pUTFUOw 1 0.0 0.0 0.1 2.0 0.2 4.0 0.3 G.0 0.3 0.0 0.3 12.0 0.3 16.0 0.3 20.0 0.3 30.0 0.4 45.0 0.4 60.0 0.5 75.0 0.5 90.0 0.6 105.0 76 576 0 1 CHANNEL 0,0 800 0.01,711 4.0 4.11 0.011 5.00 576 574 0 3 0.1 1. (). 0010 0.0 0.0 0.001 10.00 1 75 574 0 1 CHANNEL 5.0 600. 0.0070 4.0 4.0 0,035 5.00 574 474 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 474 74 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 2.2 0.5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 74 572 0 I CHANNEL 10.0 700. 0.0080 10.0 10.0 0.035 5.00 572 472 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 472 571 12 2 PIPE 0.1 1. 0.0010 O.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.1 .3.0 0.9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 6.9 24.0 7.8 21.0 8.0 30.0 9.5 81.0 571 471 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 471 570 9 2 PIPE 0.1 1. 0.0010 0.0 0.0 -0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.2 10.0 0.4 20.0 0.7 30.0 0.8 32.0 0.8 40.0 0.9 50.0 0.9 60.0 1.0 100.0 570 470 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 470 31 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 - RESERVOIR STORAGE IN. ACRE-FEET VS SPILLWAY OUTFLOW ' 0.0 0.0 0.1 10.0 0.1 20.0 0.2 30.0 0.7 40.0 1.0 44.0 1.5 160.0 31 275 0 5 PIPE 3.0 108. 0.0075 0.0 0.0 0.013 3.00 OVERFLOW 30.0 10B. 0.0075 50.0 50.0 0.0.35 5.00 33 2 21 216 0 15 1 2 CHANNEL 0.0 700, PIPE 0.1 77. 1.0010 (1.O070 50.0 0.0 0.0 0.0 0.016 0.013 1.511 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 2.3 0.0 16.1 0.1 51.3 0.6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.1 28.6 214.8 33.6 224.4 38.7 233.1 49.3 251.4 59.4 269.7 70.6 288.0 166 167 3 2 PIPE 0.1 96. 0.0060 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.6 24.0 .3.4 26.4 167 169 0 1 CHANNEL 4.0 260. 0.0021 2.0 2.0 0.0.35 4.00 168 169 5 PIPE 0.1 10. 0.0010 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 0.9 0.4 1.4 0.7 93.3 1.0 261.4 169 170 0 5 PIPE 2.3 40. 0.0070 0.0 0.0 0.01.3 2.27 OVERFLOW 40.0 40. 0.0()70 50.0 50.0 0.016 4.00 170 174 0 1 CHANNEL 4.0 460. 0.0021 2.0 2.0 0.035 4.00 171 114 3 2 PIPE 0.1 10. 0.OU38 0.0 0.0 0.01.3 0.10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 1.0 4.0 2.0 4.3 172 173 5 2 PIPE 0.1 120. 0.6033 0.0 0.0 0.01.3 0.10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - 0.0 0.0 6.5 5.5 8.0 (i.0 9.0 97.9 10.0 266.0 173 175 0 4 CHANNEL 0.0 1200. 0.0050 4.0 4.0 0.035 1.10 OVERFLOW 30.0 1200. 0.0050 150.0 150.0 0.035 3.00 174 175 0 5 PIPE 2.3 75. 0.0211 0.0 0.0 0.013 2.25 OVERFLOW 40.0 75. 0.0211 50.0 50.0 0.016 4.00 175 177 0 5 PIPE 2.5 853. 0.0123 0.0 0.0 0.01.3 2.50 OVERFLOW 50.0 05.3. 0.012.3 50.0 50.0 0.016 4.00 176 171 7 2 PIPE 0.1 315. 0.0020 0.0 0.0 0.01.3 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 1.1 0.2 1.7 0.8 - 1.8 2.6 2.4 94.5 3.1 281.8 177 341 0 5 PIPE 3.0 480. 0.0100 0.0 0.0 0.01.3 3.00 OVERFLOW 10.0 480. 0.0100 50.0 50.0 0.016 5.00 178 177 9 2 PIPE 0.1 1.310. 0.0033 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 4.9 0.0 29.5 2.0 5.0 2.7 5.8 5.2 44.0 5.5 60.0 3.4 ti.5 4.2 8.8 4.6 16.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ' 320 321 ' 322 ' 323 324 325 326 327 328 329 179 331 180 leo 341 301 91 93 94 95 351 35B 359 360 361 362 363 364 369 366 38 39 651 671 681 691 611 621 63l 593 321 324 323 324 331 326 327 329 329 ISO 324 325 341 4 91 93 94 241 93 358 359 360 361 362 363 364 366 366 361 373 38 605 605 605 671 601 601 602 592 592 39 594 591 591 39 40 37.3 370 361 0 1 CHANNEL 5.0 1350. 30 LPIPE 0.1 300. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 0.0 0.1 2.6 3.8 7.3 5.4 8.0 6.3 99.9 3 2 PIPE 0.1 10. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU:1W 0.0 0.0 1.9 11.0 4.0 11.3 0 1 CHANNEL 0.0 1500. 0 2 PIPE 3.0 16. 0 1 CHANNEL4.0 420. 0 5 PIPE 3.5 214. OVERFLOW 40.0 214. 0 1 CHANNEL 4.0 150. 0 5 PIPE 1.8 101. OVERFLOW 0.0 101. 0 1 CHANNEL 5.0 240. 0 5 PIPE 1.5 80. OVERFLOW 0.0 80. 0 2 PIPE 3.0 30. 8 2 PIPE 0.1 20. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.3 4.0 1.2 18.0 5.9 78.0 6.7 88.0 0 5 PIPE 5.2 120. OVERFLOW 0.0 80. 9 2 PIPE 0.1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 2.2 0.4 4.2 4.3 14.4 4.6 .36.2 5.7 51.6 0 1 CHANNEL 0.0 1325. 11 2 PIPE 0.1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 0.0 0.5 0.0 3.3 7.7 4.3 14.0 5.4 20.7 0 1 CHANNEL 0.0 500. 0 3 0.0 1. 0 1 CHANNEL 16.0 10. 0 - PIPE 9.4 10.3. 0 .1 CHANNEL 16.0 950. 0 2 PIPE 9,4 46. 0 1 CHANNEL 16.0 619. 0 1 CHANNEL 16.0 215. 0 1 CHANNEL 16.0 415. 0 4 CHANNEL 16.0 40. OVERFLOW 40.0 90. 0 4 CHANNEL 0.0 1125. OVERFLOW 50.0 1125. 0 4 CHANNEL 16.0 377. (jVERFU)W 40.0 377, 0 4 CHANNEL 0.0 1080. OVERFLOW 40.0 1080, 0 4 CHANNEL 0.0 860. OVERFLOW 40.0 860. 0 4 CHANNEL 2.0 340. OVERFLOW 30.0 340. 0 4 CHANNEL 2.0 4204 OVERFLOW 35.0 420. 0 4 CHANNEL 2.0 440. OVERFLOW 20.0 440. 0 1 CHANNEL 35.0 200. 0 4 CHANNEL 1.5 500. OVERFLOW 40.0 500. 0 4 CHANNEL 1.5 500. OVERFLOW 40.0 500. 0 4 CHANNEL 1.5 f100. OVERFLOW 40.0 600. 30 2 PIPE 0.1 1. RESERVOIR STORAGE IN A(,RE-FEET VS SPILLWAY :)IJTFLI)w 0.0 0.0 0.6 0.5 1.1 3.0 2.6 9.7 .3.2 11.1 4.0 12.7 0 1 CHANNEL 4.0 1000. 15 2 PIPE 0.1 I. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.2 0.0 (1.9 0.4 2.7 0.7 3.0 1.1 3.3 2.4 8.6 2.9 9.0 3.5 9.5 0 1 CHANNEL 0.0 1300, 0 1 CHANNEL 5.0 1400. 9 2 PIPE 0.1 1, RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0050 4.0 0.0053 0.0 0.8 4.3 7.2 268.0 0.0100 0.0 O.0142 0.0772 0.0050 0.0168 0.0168 0.0050 0.0149 0.0149 0.0050 0.0110 0.0110 0.0267 0.0040 2.3 0.0040 0.0060 0.0050 1.9 0.0150 0.0050 1.0 6.5 0.no21 0.0010 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0045 0.0045 0.0050 0.0050 0.0050 O.0050 0.0050 0,0050 0.0090 0.0090 0. OOB(1 n.noeo 0.0070 0.0070 0.0080 0.0060 0.0060 0.0120 O.0120 0.0100 0.0100 0.0050 1.4 5.0 0.0160 0.0050 0.0 1.4 0.0050 0.0050 0.0050 4.0 0.015 4.00 0 0.0 0.013 0.10 0 1.5 5.5 2.5 6.4 O.0 0.01.3 0.10 0 50.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 50.0 50.0 4.0 4.0 0.0 0.0 1.3.3.0 44.0 4.0 4.0 0.0 0.0 167.0 167.0 0.0 0.0 n.o o.o 37.2 3.6 0.0 0.0 50.0 50.0 0.0 0.0 5.3 2.5 4.0 4.0 0.0 0.0 0.0 1.6 93.9 7.7 3.0 3.0 0.0 0.0 4.0 4.0 0.0 0.0 4.0 4.0 0.0 0.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 50.0 50.0 4.0 4.0 50.0 50.0 4.0 4.0 50.0 50.0 4.0 4.0 50.0 50.0 4.0 4.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 50.0 50.0 50.0 50.0 0.O 0.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 3.6 1.B 14.1 4.0 4.0 0.0 0.0 1.5 0.1 3.4 1.7 4.0 4.0 4.0 4.0 0.0 0.0 0.016 0.013 0.035 0.013 0.016 0.0.35 0.013 0.016 0.0.35 0.01.3 0.016 0.013 0.013 52.4 0.013 0.016 0.013 5.8 O.O60 0.01.3 1.9 219.5 0.035 0.001 0.045 0.013 0.045 0.013 0.045 0.045 0.045 0.045 0.035 0.0.35 0.0.35 0.045 0.0.35 0.035 0.016 0.0.35 0.016 0.013 0.016 0.013 0.016 0.01.3 0.016 0.016 0.013 0.016 0.01.3 0.016 0.013 0.016 0.01.3 6.4 0.035 0.013 7.0 5.4 0.035 0.0.35 0.013 1.50 3.00 3.00 3.50 5.00 3.00 1.75 5.00 4.00 1.50 5.00 3.00 0.10 5.1 5.20 7.00 0.10 3.3 5.00 0.10 2.4 5.00 10.00 4.00 9.44 4.00 9.44 4.00 4.00 4.00 5.00 6.00 2.30 5.00 5.00 6.00 3.50 4.50 3.50 4.50 2.00 10.00 2.00 10.00 2.00 10.00 10.00 1.50 4.50 1.50 4.50 1.50 4.50 0.10 2.5 3.50 0.10 0.2 2.3 3.50 5.00 0.10 0 0 0 0 0 0 0 0 0 0 68.0 0 0 13.4 0 0 5.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.3 0 0 2.4 8.4 0 0 0 371 162 372 363 373 364 374 38 32 102 367 368 368 102 102 410 201 202 202 209 20.209 209 21010 210 310 310 140 214 315 215 315 315 216 2I6 116 116 140 140 351 223 224 224 334 334 124 124 226 226 336 336 357 130 131 131 330 330 241 251 350 350 216 252 160 160 261 261 262 262 365 365 241 241 141 141 351 381 382 0.0 0.0 0.0 0.0 0.0 0.8 0.2 1.1 0.4 1.4 0.6 2.8 0.7 3.2 0.8 3.5 1.0 33.5 7 2 PIPE 0.1 1. 0.0015 0.0 0.0 0,01.3 0.10 RESERVOIR STORAGE IN ACHE -FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.5 0.1 1.2 0.2 1.4 0.3 1.4 0.4 1.6 0.6 1.0 6 2 PIPE 0.1 1. 0.0020 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACHE -FEET VS SPILLWAY 4UTFU]W 0.0 0.0 0.2 10.0 0.4 22.4 0.7 33..3 0.9 38.0 1.2 50.5 18 2 PIPE 0.1 1. 0.0042 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 0.0 0.5 0.0 1.6 0.0 3.6 6.4 6.3 16.8 6.9 18.0 7,6 18.8 8.2 19.6 0.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 13.4 .333.7 15.5 429.6 14 2 PIPE 0.1 1. 0.0040 0.0 0.0 0.013 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.0 0.0 0.1 0.0 0.2 0.0 0.4 1.1 0.5 2.1 0.5 2.8 0.7 3.9 0.8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 2.3 59.9 0 1 CHANNEL 1.0 500. 0.0060 75.0 1.5 0. 045 5.00 0 4 CHANNEL 5.0 950. 0.0070 2.0 2.5 0.045 8.00 OVERFLOW 15.0 950. 0.0010 75.0 45.0 0.045 14.00 0 4 CHANNEL 5.0 1960. 0.0100 3.0 3.0 0.045 5.00 OVERFLOW 30.0 1960. 0.0100 60.0 30.0 0.045 11.00 0 5 PIPE 4.5 50. 0.0050 0.0 0.0 0.024 5.60 OVERFLOW 29.0 50. 0.0050 25.0 100.0 0.018 10.00 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 .3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0030 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 16 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.4 0.1 1.0 1.2 1.5 2.0 1.4 .3.9 4.4 6.6 6.7 7.7 8.9 8.4 10.3 8.0 11.5 9.0 12.4 9.2 13.0 9.3 13.4 9.4 13.7 9.4 13.9 9.5 13.9 9.5 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 8 2. PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - 0.0 0.0 0.1 2.0 _ 0.2 3.0 0.G '4.0 0.9 4.5 1.2 5.0 1.4 96.9 1.6 265.0 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 1 CHANNEL 10.0 1650. 0.0030 4,0 4.0 0.035 5.00 0 1 CHANNEL 10.0 700. 0.0030 4.0 4.0 0.035 5.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0010 0.0 0.0 0.O01 10.00 11 2 PIPE 0.3 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 4.0 0.2 6.0 0.5 8.0 1.0 10.0 1.6 12.0 2.5 14.0 3.4 16.0 4.7 I8.0 5.1 18.6 5.6 19.3 0 2 PIPE 3.0 825. 0.0080 0.0 0.0 0.011 5.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 8 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.2 4.0 0.4 6.0 1.0 8.0 1.9 10.0 2.3 10.7 2.5 36.8 2.8 84.3 0 2 PIPE .3.0 450. 0.0070 0.0 0.0 0.01.3 3.00 0 2 PIPE .3.5 250. 0.0070 0.0 0.0 0.013 3.50 7 2 PIPE 0.1 1, 0,0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 1.0. 0.2 2.0 U. 3.0 1.0 4.0 1.9 5.0 3.0 6.0 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 9 2 PIPE 0.1 1. 0. 0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACHE -FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.1 1.0 0.3 2.0 0.6 3.0 0.8 3.5 1.1 4.0 1.1 4.1 1.3 96.0 1.5 264.1 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 5 PIPE 1.5 275. 0.0100 0.0 0.0 0.01.3 1.50 OVERFLOW 0.0 275, 0.0100 10.0 10.0 0.035 5.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFU]W 0.0 0.0 1.3 6.3 2.4 7.5 8.5 14.0 _.ti 25.9 2.7 41.3 2.8 59.5 0 3 0.1 1. 0.0010 0.0 0.0 0.001 10.00 0 1 CHANNEL 10.0 500. 0.0030 4.0 4.0 0.035 5.00 5 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0.0 0.0 0.5 2.2 1.0 5.5 2.0 6..3 2.1 48.9 382 401 16 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR 0.0 STORAGE 0.0 IN ACHE -FEET VS SPILLWAY OUTFLOW 0.1 1.2 0.2 2.4 0.5 .3.6 0.6 4.0 0.6 6.0 0.7 1.2 0.0 8.4 0.8 9.ti 0.8 10.0 0.9 12.0 1.1 20.0 1.2 30.0 1.4 40.0 1.5 50.0 1.5 55.0 401 402 0 1 CHANNEL 2.0 550. 0.0110 50.0 50.0 0.016 1.100 0 102 406 0 1 CHANNEL 2.0 950. . I*11060 50.0 50.0 O.OIti 1,00 0 .400 406 0 1 CHANNEL 10.0 710. 0.0060 5.0 G.0 0.040 2.00 0 406 380 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 380 692 12 2 PIPE 0.1 1. 0.0010 O.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACHE -FEET VS SPILLWAY OUTFLOW 0.0 0.0 2.1 8.8 1.1 9.3 3.2 10.0 3.6 15.0 4.0 20.0 4.9 21.8 5.0 22.0 5.5 22.9 6.2 52.4 6.ti 75.1 6.9 107.7 ' .384 404 5 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . 0.0 0.0 1.0 3.7 1.9 9.3 1.9 11.5 2.0 15.5 383 407 7 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 RESERVOIR STORAGE IN ACHE -FEET VS SPILLWAY OUTFLOW 0.0 0.0 0.7 1.3 1.3 3.9 1.6 4.4 1.8 4.7 2.0 22.3 2.1 58.7 692 403 7 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 691 DIVERSION TO GUTTER NUMBER 691 - TOTAL Q VS DIVERTED Q IN CFS 20.0 0.0 21.8 0.0 22.0 0.0 22.9 0.0 52.4 28.4 75.1 50.6 101.7 76.7 403 407 0 1 CHANNEL 5.0 950. 0.0040 4.0 4.0 0.045 5.00 0 401 405 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 405 410 0 5 PIPE 3.5 2000. 0.0020 0.0 0.0 0.013 3.50 0 OVERFLOW 40.0 2000, 0.0020 50.0 50.0 0.016 5.00 404 407 0 5 PIPE 3.5 900. 0.0150 0.0 0.0 0.016 3.50 0 OVERFLOW 40.0 900. 0.0150 50.0 50.0 0.016 5.00 388 387 0 1 CHANNEL 5.0 1.300. 0.0070 150.0 150.0 0.045 5.00 0 387 386 0 1 CHANNEL 5.0 750. 0.0070 150.0 150.0 0.045 5.00 0 386 284 284 283 0 0 1 1 CHANNEL CHANNEL 4.0 4.0 1100. 700. 0.0030 0.006.3 150.0 150.0 150.0 150.0 0. 045 0.045 1,00 5.00 0 0 28.3 282 0 1 CHANNEL 7.0 1000. 0.0057 70.0 40.0 0,045 5.00 0 282 410 0 1 CHANNEL 9.0 BOO. 0.0460 9.0 1.5 0.045 5.00 0 281 414 0 1 CHANNEL 2.0 1500. 0.0150 55.0 76.0 0.035 5..00 0 409 413 0 1 CHANNEL 1.0 1500, 11,0100 50.0 50.0 0,041 1,00 0 410 411 0 4 CHANNEL 5.0 600, 040450 2.5 3.0 0.035 7.00 0 1 OVERFLOW .45.0 COO. 0.0450 25.0 50.0 0.035 13.00 - 411 412 0 4 CHANNEL 5.0 1060. 0.0038 1.0 2.0 0.0.35 6.00 0 OVERFLOW 30.0 1060. 0.00.38 35.0 60.0 0.035 11.00 412 413 0 4 CHANNEL 5.0 870. 0.0060 5.0 2.0 0.0.35 6.00 0 OVERFLOW 50.0 870. 0.0060 30.0 45.0 0.035 12.00 413 414 0 5 PIPE 5.0 40. 0.0060 0.0 0.0 0. 0.35 5.00 0 OVERFLOW 50.0 40. 0.0060 109.0 100.0 0.016 10.00 414 415 0 1 CHANNEL 5.0 1180. 0.0060 30.0 25.0 0.035 10.00 0 415 416 0 1 CHANNEL 5.0 1050. 0.0060 40.0 50.0 0.035 10.00 0 416 517 0 1 CHANNEL 5.0 800. 0. 0060 40.0 25.0 0. 035 6.00 0 517 417 0 3 0.1 1. 0.0010 0.0 0.0 0.001 0.10 0 417 0 0 2 PIPE 0.1 1. 0.0010 0.0 0.0 0.035 0.10 0 OTOTAL NUMBER OF GUTTERS/PIPES, 213 1 MOCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUNE 26, 2000 ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT THE SEAR -BROWN GROUP. ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 2 8 50 9 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 796.3 4 341 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 219.3 6 7 7 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 0 70 0 240 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 .34.4 5.0 8 4 0 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 219.3 ' 9 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 434.3 11 112 0 0 0 0 0 0 0 0 0 110 Ill 320 0 G 0 0 0 0 0 6.5 12 11 41 291 0 0 0 0 0 0. 0 Ill 114 0 0 0 0 O 0 0 0 30.0 I 13 12 0 0 0 0 0 0 0 0 0 115 116 0 0 0 0 0 0 0 0 .33.9 14 0 0 0 0 0 0 0 0 0 0 1IB 0 0 0 0 0 0 0 0 0 1.1 16 34 0 0 0 0 0 0 0 0 U 160 121 0 0 0 0 0 0 0 0 9.8 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 U 0 0 0 0 31.3 21 33 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 5. ti 22 16 25 42 0 0 0 0 0 0 0 120 122 0 0 0 0 0 0 0 0 290.6 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 26 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 235.8 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23.3.4 28 29 0 0 0 0 0 0 0 0 0 281 0 0 0 0 0 0 0 0 0 6.1 29 30 0 0 0 0 0 0 0 0 0 282 0 G 0 0 0 0 0 0 0 3.5 30 0 0 0 0 0 0 0 0 0 0 283 U 0 0 0 0 0 0 0 0 2.0 31 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.3.6 32 0 0 0 0 0 0 0 0 0 0 0 0 0 fr 0 0 0 0 0 0 0.0 33 0 0 0 0 0 0 0 0 0 0 3.10 0 0 0 0 0 0 0 0 0 5.6 34 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 4.3 36 0 0 0 0 0 0 0 0 0 0 160 0 0 U 0 0 0 0 0 0 2.4 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.2 39 592 $91 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 10.3.8 40 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 91.2 41 27 . 0 0 0 0 0 0 0 0 0 _ 0 0 0 0, 0 0 0 0 0 0 233.4 42 46 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 259.6 43 45 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 312.8 44 21 0 0 0 0 0 0 0 0 G 210 0 0 0 0 0 0 0 0 0 13.1 45 0 0 0 0 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 22.2 4ti 0 0 0 0 0 0 0 0 0 0 260 0 0 G 0 0 0 0 0 0 23.8 47 0 0 0 0 0 0 0 0 0 U 2.10 0 0 0 0 0 0 0 0 0 14.7 50 6 0 0 0 0 0 0 0 0 0 80 60 0 0 0 0 0 0 0 0 129.5 51. 13 14 20 44 43 0 0 0 0 0 130 IN 1.17 1q0 0 0 0 0 0 0 434.3 72 583 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 99.4 7.3 673 0 0 0 0 0 0 0 0 0 373 0 U 0 0 0 0 0 0 0 8.2 74 474 0 0 0 U 0 0 0 0 0 0 .0 0 0 0 0 U 0 0 0 61.5 75 0 0 0 0 0 0 0 0 G 0 375 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0 0 0 0 0 0 0 Cr (.r 0 0 0 0 0 0 0 0 9.7 82 682 0 0 0 0 0 0 0 (r 0 0 0 0 0 0 0 0 0 0 0 0.8 83 684 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0 0 0 0 184 0 0 0 0 0 0 0 0 0 6.9 85 82 0 0 0 0 0 0 0 0 0 365 0 0 0 0 0 0 0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 389 393 0 0 0 0 0 0 0 0 37.9 89 92 395 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 90 490 491 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 1 1 1 i 1 1 1 1 1 1 1 91 301 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 0 93 91 95 0 0 0 0 0 0 0 0 94 93 0. 0 0 0 0 0 0 0 0 95 0 0.0 0 0 0 0 0 0 0 102 602 605 32 368 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 0 116 216 0 0 0 0 0 0 0 0 0 124 334 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 0 131 130 0 0 0 0 0 0 0 0 0 140 310 116 0 0 0 0 0 0 0 0 141 241 0 0 0 0 0 0 0 0 0 160 252 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 167 166 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 169 167 168 0 0 0 0 0 0 0 0 170 169 0 0 0 0 0 0 0 0 0 171 0 0 0 0 U 0 0 0 0 U 172 0 0 0 0 U 0 0 0 0 0 173 172 0 0 0 0 0 0 0 0 0 174 170 171 0 0 0 0 0 0 0 0 175 173 174 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 0 177 175 176 178 0 0 0 0 0 0 0 178 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 U 180 329 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 0 202 201 0 0 .0 0 0 0 0 0 U 203 0 0 0 0 0 0 0 U 0 0. 209 202 203 0 0 0 0 0 0 0 0 210 209 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 U 0 0 0 215 0 0 0 U 0 0 0 0 0 U 216 2 315 350 0 0 0 0 0 0 0 223 0 0 0 0 0 0 0 U 0 0 224 223 0 0 0 0 0 0 0 0 0 226 124 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.5 344 0 0 0 0 0 0 0 0 0 1.4 0 0 0 0 0 0 0 0 0 0 76.0 0 n 0 0 0 0 0 0 0 0 76.0 302 0 0 U 0 0 0 0 0 0 47.5 640 690 0 0 0 0 0 0 0 0 1534.1 112 0 0 0 0 0 0 0 0 0 1. 3 0 0 0 U 0 0 0 0 0 0 818.5 U 0 0 0 0 0 0 0 0 0 25.7 .30 0 0 0 U 0 0 0 0 0 5.9 31 0 0 0 0 0 0 0 0 0 9.5 40 0 0 0 0 0 0 0 0 0 690.0 0 0 fJ n 0 0 0 0 0 0 104.7 0 0 0 0 U 0 0 0 0 0 8.9 204 0 0 0 G 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 0 19.0 205 0 0 0 0 0 0 0 0 0 5.8 0 U 0 0 0 0 U 0 U 0 24.9 0 0 0 0 0 0 0 0 0 0 24.9 20e 0 0 0 0 0 U 0 0 0 7..7 203 Cl 0 0 0 0 0 0 0 0 32.3 0 0 0 0 n 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.5 0 0 U 0 0 0 0 U 0 0 64.8 207 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 Cl 0 0 0 0 112.2 20H G 0 0 0 0 0 0 0 0 33.6 214 0 0 0 U 0 0 0 0 0 1.6 213 0 0 0 0 0 0 0 0 0 105.2 1 0 0 0 0 U 0 0 0 0 8.5 _ G G 0 0 0 U 0 0 0 12.6 3 G 0 0. 0 0 0 0 0 0 5.7 4 5 7 9 U U U 0 0 0 46.1 C. 8 10 0 U 0 0 0 0 0 65.1 14 0 0 0 0 0 0 0 0 0 4.B 15 U 0 U 0 U 0 0 0 0 4.4 16 .39 0 0 0 0 0 0 0 0 818.5 20 21 22 0 0 U 0 0 0 0 20.4 <^.3 24 0 0 0 0 0 0 0 0 25.7 _. 2ti 0 0 0 0 U 0 0 0 .32.4 1 1 1 1 1 1 t 1 1 1 1 1 1 1 241 94 330 365 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 251 0 0 0 0 0 0 0 0 0 0 252 0 0 0 0 0 0 0 0 0 0 261 160 0 0 0 0 0 0 0 0 0 262 261 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 0 275 272 28 31 0 0 0 0 0 0 0 281 0 0 0 0 0 0 0 0 0 0 282 283 0 0 0 0 0 0 0 0 0 283 284 0 0 0 0 0 0 0 0 0 284 386 0 0 0 0 0 U 0 0 0 291 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 0 310 210 0 0 0 0 0 0 0 0 0 315 214 215 0 0 0 0 0 0 0 0 320 0 0 0 0 0 0 0 0 0 0 321 320 0 0 0 0 0 0 0 0 0 322 0 0 0 0 0 0 0 0 0 0 323 322 0 0 0 0 0 0 0 0 0 324 321 323 179 0 0 0 0 0 0 0 325 331 0 0 0 0 0 0 0 0 0 326 325 0 0 0 0 0 0 0 0 0 327 326 0 0 0 0 0 0 0 0 0 328 0 0 0 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 0 0 0 330 131 0 0 0 0 0 0 0 0 0 331 324 0 0 0 0 0 0 0 0 0 334 224 0 0 0 0 0 0 0 0 0 336 226 0 0 0 0 - 0 0 0 0 0 341 177 180 0 0 0 0 0 0 0 0 350 251 0 0 0 0 0 0 0 0 0 357 140 336 141 0 0 0 0 0 0 0 358 357 0 0 0 0 0 0 0 0 0 359 358 0 0 0 0 0 0 0 0 0 360 359 0 0 0 0 0 0 0 0 0 361 360 .370 0 0 0 0 0 0 0 0 362 361 371 0 0 0 0 0 0 0 0 363 362 372 0 0 0 0 0 0 0 0 42 0 0 0 U 0 0 0 0 0 104.7 250 0 0 0 0 0 0 0 0 0 1.6 50 0 0 0 0 0 0 0 0 0 8.1 63 0 0 0 0 0 0 0 0 0 8.9 61 0 0 n a 0 0 0 0 0 11.0 62 0 U U 0 0 0 0 0 0 15.7, 210 0 0 0 U U 0 0 0 0 3. 3 271 U 0 0 0 0 0 0 0 0 6..3 272 0 0 0 0 0 0 0 0 0 1.5 280 0 0 0 0 0 0 0 0 0 223.8 508 0 0 0 0 0 0 0 0 0 26.4 0 U 0 0 0 0 0 0 0 0 210.4 511 0 0 0 0 0 0 0 0 0 210.4 0 0 U 0 0 0 0 0 0 0 171.3 290 0 0 0 0 0 0 0 0 0 5.9 301 0 0 0 0 U 0 0 0 0 28.5 0 0 0 0 0 0 0 0 0 0 65.1 0 0 U 0 U 0 0 0 0 0 9.2 2U1 0 0 0 0 0 0 0 0 0 14.8 209 0 0 U 0 0 0 0 0 0 38.2 202 0 n 0 0 0 0 0 0 0 21.5 0 0 0 0 0 0 0 0 0 0 21 .5 Iris 0 0 0 U 0 0 0 0 0 71.6 211 0 0 0 0 0 0 0 0 0. 83.2 0 0 0 0 0 0 0 0 0 0 83.2 21f 0 0 0 0 0 0 0 0 0 84.1 212 0 0 0 0 0 0 0 0 0 4 .2 U 0 0 0 0 0 0 0 0 0 88.3 32 0 0 0 0 0 0 0 0 0 11.5 215 0 0 0 U 0 0 0 0 0 12. 3 0 0 0 0 0 0 0 0 0 0 25.7 0 0 0- 0 0 0 0 0 0 0 32.4 0 0 0 0 0 0 0 0 0 0 217.4 0 0 0 0 0 0 0 0 0 0 8.1 41 U 0 0 U U 0 0 0 0 1031.4 0 0 0 0 0 0 0 0 0 0 1031.4 0 0 0 0 0 0 0 0 0 0 1031.4 307 0 0 0 U 0 0 0 0 0 10.36.8 0 0 0 0 0 0 0 0 0 0 1043.8 304 0 0 0 0 0 0 0 0 0 1048.3 312 0 0 0 0 0 0 0 0 0 1059.1 364 363 373 0 0 0 0 0 0 0 0 365 262 0 0 0 0 0 0 0 0 0 366 364 369 0 0 0 0 0 0 0 0 367 366 0 0 0 0 0 0 0 0 0 368 601 367 0 0 0 0 0 0 0 0 369 0 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 0 373 38 40 0 0 0 0 0 0 0 0 374 0 0 0 0 0 a 0 0 0 0 380 406 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 0 0 382 381 0 0 0 0 0 0 0 a 0 383 0 0 0 0 0 a 0 0 0 0 384 0 0 0 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 0 387 388 0 0 0 0 f1 0 0 0 0 388 0 0 0 0 0 0 0 0 0 a 395 0 0 0 a 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 0 401 382 0 0 0 0 0 0 0 0 0 402 401 0 0 0 0 0 0 0 0 0 403 692 0 0 0 0 0 0 0 0 0 404 384 0 0 0 0 0 0 0 0 0 405 407 0 0 0 0 0 0 0 0 0 406 402 400 0 0 0 0 0 0 0 a 407 383 403 404 0 0 a 0 0 0 0 409 0 0 0 0 0 0 0 0 0 0 410 102 405 282 0 0 0 0 0 0 0 411 410 0 0 0 0 6 0 0 0 0 412 411 0 0 0 0 0 0 0 0 0 413 409 412 0 0 0 0 0 0 0 0 414 281 413 0 0 0 0 0 0 0 0 415 414 0 0 0 0 0 0 0 0 0 416 415 0 0 0 a 0 0 0 a n 417 517 0 0 0 0 0 0 0 a 0 470 570 0 0 0 0 0 0 0 0 0 471 571 0 0 0 0 0 0 0 0 0 472 512 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1268.4 0 0 0 0 0 0 0 0 0 0 15.7 0 0 0 0 0 0 0 0 0 0 1.346.9 31'3 0 0 0 0 0 0 0 0 0 1.347.8 600 660 a 0 .0 0 0 0 0 0 1389.8 305 0 0 0 0 0 0 0 0 0 78.5 309 0 0 0 0 0 0 0 0 0 7.0 313 0 0 0 0 0 0 0 0 0 2.8 306 0 0 0 0 0 0 0 0 0 8.7 0 0 0 0 P 0 0 0 0 0 209.3 315 0 0 0 0 0 0 0 0 0 14.4 0 0 0 0 0 0 0 0 0 0 57.9 a a 0 0 0 0 0 0 0 0 0.0 404 0 0 0 0 0 0 0 0 0 10.4 406 0 0 0 0 0 0 0 0 0 14.1 407 0 0 0 0 0 0 0 0 0 13.2 51_' 0 a 0 0 0 0 0 0 0 171.3 0 0 0 0 0 0 0 0 0 0 124.4 513 0 0 0 0 0 0 0 0 0 124.4 0 0 0 0 0 0 0 0 0 0 0.0 400 0 0 0 0 0 0 0 0 0 9.9 0 0 0 0 0 0 0 0 0 0 10.4 405 0 0 0 a 0 0 0 0 0 13.9 0 0 0 0 0 0 0 0 0 0 57.9 408 0 0 0 0 0 0 0 0 0 52.0 0 0 0 0 0 0 0 0 0 0 124.0 401 402 0 0 0 0 0 0 0 0 57.9 0 0 0 0 0 0 0 0 0 0 124.0 505 0 0 0 0 0 0 0 0 0 67.3 0 a 0 0 0 0 0 0 0 0 1869.1 509 510 0 0 0 0 0 0 0 0 1900.4- 506 507 0 0 0 0 0 0 0 0 1930.9 514 0 0 0 0 0 0 0 0 0 2026.3 0 0 0 0 0 0 0 0 0 0 2052.7 503 504 0 0 0 0 0 0 0 0 2109.2 501 a 0 0 0 0 a 0 0 0 2128.1 0 0 0 0 0 0 0 0 0 0 2172.4 0 0 0 0 0 0 0 0 0 0 213.6 0 0 0 0 0 0 0 0 0 0 207.5 a a 0 0 a 0 0 0 0 0 195.8 1 1 1 1 1 f 1 1 1 1 1 i 1 1 1 1 1 474 574 0 0 0 0 0 0 0 0 0 477 577 0 0 0 0 0 0 0 0 0 479 0 0 0 0 0 0 0 0 0 0 480 0 0 0 0 0 0 0 0 0 0 481 0 0 0 0 0 0 0 0 0 0 483 0 0 0 0 0 0 0 0 0 0 4B6 586 0 0 0 0 0 0 0 0 0 488 588 0 0 0 0 0 0 0 0 0 490 0 0 0 0 0 0 0 0 0 0 491 0 0 0 0 0 0 0 0 0 0 496 0 0 0 0 0 0 0 0 0 0 497 0 0 0 0 0 0 0 0 0 0 517 416 0 0 0 0 0 0 0 0 0 570 471 0 0 0 0 0 0 0 0 0 571 472 0 0 0 0 0 0 0 0 0 572 72 73 74 0 0 0 0 0 0 0 574 576 75 0 0 0 0 0 0 0 0 576 76 0 0 0 0 0 0 0 0 0 571 481 480 479 0 0 0 0 0 0 (I 582 0 0 0 0 0 0 0 0 0 0 - 583 83 483 0 0 0 0 0 . 0 0 0 584 486 0 0 0 0 0 0 0 0 0 586 4B8 85 84 0 0 0 0 0 0 0 588 88 497 0 0 0 0 0 0 0 0 591 594 0 0 0 0 0 0 0 0 0 592 593 0 0 0 0 0 0 0 0 0 593 0 0 0 0 0 0 0 0 0 0 594 0 0 0 0 0 0 0 0 0 0 601 till 621 0 0 0 0 0 0 CI 0 602 631 0 0 0 0 0 0 0 0 0 605 651 671 681 0 0 0 0 0 0 0 611. 0 0 0 0 0 0 0 0 0 0 621 0 0 0 0 0 0 0 0 0 0 631 0 0 0 0 0 0 0 0 0 0 651 0 0 0 0 0 0 0 0 0 0 671 691 0 0 0 0 0 0 0 0 0 673 0 0 0 0 0 0 0 0 0 0 681 0 0 0 0 0 0 0 0 0 G 682 582 0 0 0 0 0 0 0 0 0 683 0 0 0 0 0 0 0 0 0 0 684 584 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 .5 0 n 0 0 0 0 0 0 0 0 9.1 379 0 0 0 0 0 0 0 0 0 1.5 380 0 0 0 0 0 0 0 0 0 1.4 381 0 0 0 0 0 0 0 0 0 2.6 383 0 .0 0 0 0 0 0 0 0 5.6 0 0 0 0 0 0 0 0 0 0 93.8 0 0 0 0 0 0 0 0 0 0 64.4 390 0 0 0 0 0 0 0 0 0 1.4 391 0 0 0 0 0 0 0 0 0 2.8 39t. 0 0 0 0 0 0 0 0 0 13.5 .397 0 0 0 0 0 0 0 0 0 .3.9 500 502 0 0 0 0 0 0 0 0 2172.4 .370 0 0 0 0 0 0 0 0 0 213.6 .371 0 0 0 0 0 0 0 0 0 207.5 .372 0 0 0 0 0 0 0 0 0 195.8 374 0 0 0 0 0 0 0 0 0 61.5 376 0 0 0 0 0 0 0 0 0 14.8 377 318 G 0 0 0 0 0 0 0 9.7 382. 0 0 0 0 0 0 - 0 0 0 0.8 0 0 0 0 0 0 0 0 0 0 99.4 0 0 0 0 0 0 0 0 0 0 93.8 386 387 0 0 0 0 0 0 0 0 93.6 180 392 0 0 0 0 0 0 0 0 64.4 0 0 0 0 0 0 0 0 0 0 17.3 0 0 0 0 0 0 0 0 0 0 19.5 31B 0 0 0 0 0 0 0 0 0 19.5 317 0 0 0 0 0 0 0 0 0 17.3 0 0 0 0 0 0 0 0 0 0 26.5 0 0 0 0 0 0 0 0 0 0 24.6 403 0 0 0 0 0 0 0 0 0 115.1 610 0 0 0 0 0 0 0 0 0 16.4 620 0 0 0 0 0 0 0 0 0 10.1 630 0 0 0 fJ CI 0 0 0 0 24.6 650 0 0 0 0 0 0 0 0 0 20.3 C70 0 0 0 0 0 0 0 0 0 52.3 0 0 0 0 0 0 0 0 0 0 0.0 680 0 0 0 0 0 0 0 0 0 .31.5 0 G 0 0 0 0 0 0 0 0 0.8 0 0 0 0 fi 0 0 0 0 0 0.0 0 G 0 0 G G 0 0 0 0 93.8 691 0 0 0 0 0 0 0 0 0 0 1 692 380 0 0 0 0 0 0 0 0 0 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS- JUNE 215, 21100 ADOPTED 100-YEAR EVENT FILE: MM:2-100.DAT THE SEAR -BROWN GROUP. '++ PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS 1 CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 491 3.6 0.10 0.50 0 55. 490 2.1 0.10 0.24 0 50. 395 3.6 (DIRECT FLOW) 0 30. 92 13.3 1.10 0 35. SB2 7.8 (DIRECT FLOW) 0 .34. 496 13.2 0.10 2.06 1 7, 90 .. 1 0. 89 13.6 1.1818 0 37, 682 6.0 (DIRECT FLOW) 0 34. 497 1.8 0.10 0.82 2 1. 88 152.0 2.84 0 35. 82 588 . 256.1 0 (DI (DIRECT Fle]WI 0 U 35. 35. 479 12.2 0.10 0.08 0 35. 480 10.1 0.10 0.07 0 36. 481 15.2 0.10 0.22 0 37. 84 57.3 0.53 0 35. 85 44.2 0.48 0 36. ' 488 25.3 0.10 10.90 2 29. 577 71.6 (DIRECT FLOW) 0 35. 586 232.7 (DIRECT FLOW) 0 35. 417 61.9 0.10 0.40 0 .31. 486 40.0 0.10 1 8. 76 51.3 .4.79 1.94 0 41. 584 40.0 (DIRECT FU)W) 1 8. 75 188.8 2.61 0 35. 516 67.4 (DIRECT FLOW) 0 40, 684 21.0 (DIRECT FLOW) 0 41. 574 409.1 (DIRECT FLOW) 0 35. i 483 2.8 0.10 1.11 2 0. 8.3 21.0 1.00 1 4. 474 8.6 0.10 14.15 2 21. 613 19.0 (DIRECT FLOW) 1 8. ' 583 23.8 (DIRECT FLOW) 1 5. 74 8.8 0.38 2 27. 73 51.5 0.56 0 37. 72 23.8 1.61 1 6. 572 472 256.6 61.6 (DIRECT FLOW) 0.10 8.94 0 2 15. 1. 571 97.5 (DIRECT FLOW) 0 35. 471 66.9 0.10 0.90 2 0. 570 92.0 (DIRE(',T FLOW) 0 40. 322 22 1. 11.2 0.10 .3 0.10 .53 0 2 3. 0. 320 56.2 1.62 0 41. 470 70.0 0.10 1.11 2 0. 29 18.2 0.52 U 40. 179 11*6 1,62 0 .35. 323 11.2 0.36 2 3. 321 38.4 0.10 5.70 1 12. 31 70.0 3.19 2 1. 28 35.0 0.67 0 37. 272 0.9 0.10 0.2.3 1 15. 324 96.2 2.38 0 35. 166 25.6 0.10 2.81 0 55. 275 86.3 2.69 0 50. 271 51.2 2.61 0 .35. 270 25.9 (DIRECT FLOW) 0 35. 331 102.9 2.32 0 .35. 168 19.0 0.10 0.49 0 42. I' 167 25.6 1.69 0 56. 27 101.6 0.10 2.46 0 51. 325 1BB.2 2.91 0 35. 169 44.1 2.43 0 42. 0 0 U 0 U 0 0 0 0 0 0.0 0 U 0 0 0 U 0 0 0 0 57.9 I 1 I u I 1 36 23.6 1.45 0 35. 41 101.6 4.27 0 52. 326 184.0 3.72 0 36. 171 4.1 0.10 1.46 2 1. 170 42.1 2.16 0 46. 172 10.8 0.10 B.05 2 3. 26 102.1 4.57 0 56. 46 11.2 0.10 3.88 2 1. 250 1.5 0.10 0.31 1 7. .34 1.9 0.10 0.91 2 1. 1 039 0 35. 328 41.0 2.03 0 351 327 1-67.4 2.7ti 0 114 46.2 1.90 0 46. 173 8.8 1.07 2 9. 42 113.3 2.88 0 56. 25 1.5 0.49 1 10. 16 51.4 0.57 0 35. 33 41.5 0.65 0 36. 291 3.1 0.10 1.15 2 1. 47 7.2 0.10 1.56 1 50. 11 40.0 0.6B 0 36. 329 189.9 2.82 0 38. 178 46.9 0.10 5.25 0 58. 176 25.8 0.10 1.95 0 51. 175 48.7 2.28 0 49. 22 214.1 3.31 0 37. 45 11.9 0.10 2.21 1 52. 21 31.2 O.ti4 0 41. 12 68.0 0.83 0 36. 100 79.1 0.10 5.98 1 30. 177 117.1 3.41 0 55• 252 77.4 (DIRECT FLOW) 0 35. 43 226.0 (DIRECT FLOW) 0 31. 44 67.9 1.48 0 40. 20 218.8 3.56 0 36. 14 7.9 0.37 0 36. 13 95.3 0.94 0 36. 7 35.4 0.59 0 36. 341 191.6 4.53 0 56. 160 74.3 2.88 0 35. .301 28.3 0.10 4.45 1 14. 223 150.0 (DIRECT FLOW) 0 35. 51 807.0 3.38 0 37. 6 173.7 3.55 0 37. 4 191.6 3.47 1 0. 201 53.5 (DIRECT FLOW) 0 35. 261 94.6 (DIRECT FLOW) 0 35. 130 55.3 2.43 0 35. 95 289.3 (DIRECT FLOW) 0 35. 91 27.1 1.62 1 2.3. 224 189.9 (DIRECT FU)W) 0 35. 251 58.5 (DIRECT FU)W) 0 .35. 215 23.0 (DIRECT FU)W) 0 35. 214 38.5 (DIRECT FLOW). 0 35. 9 744.1 3.13 0 41. 50 497.3 2.77 0 39. 8 187.3 2.00 1 6. 20.3 37.8 (DIRECT FLOW) 0 35. 202 92.4 (DIRECT FLOW) 0 .35. 262 129.6 (DIRECT FU)W) 0 .35. 131 88.6 3.07 0 35. 93 72.1 0.10 6.19 1 2. .3.34 16.9 0.10 3.98 1 31. 350 11.7 0.10 1.16 O 56. 315 11.3 0.10 1.24 1 0. 2 274.8 0.10 62.52 2 27. 209 310.1 (DIRECT FLOW) 0 15. 365 18.3 0.10 2.56 1 0. 330 5.4 0.10 2.26 2 1. 94 71.8 2.95 1 6. 124 16.9 1.00 1 .32. 216 284.4 (DIRECT FU)W) 2 23. 210 449.5 (DIRECT FLOW) 0 35. 241 96.0 (DIRECT FU:,W) 1 3. 226 67.0 (DIRECT FLOW) 0 ..15. 116 284.2 3.28 2 29. 310 9.5 0.10 13.85 2 10. 141 95.3 1.93 1 6. 336 19.0 0.10 2.36 2 1. 140 294.2 3.33 2 29. VETEOT160 �000J I I I 1 I. 157 381.1 3.29 1 19. 358 , 381.1 4.03 1 19. 381 0.0 0.00 0 0. 594 9.1 0.10 .3.03 2 1. 593 11.0 0.10 3.11 1 56. 359 380.9 3.29 1 22. 382 26.8 0.10 1.20 0 46. 591 9.1 1.08 2 5. 592 11.0 0.58 2 0. 370 17.0 .0.10 0.85 0 47. 360 383.5 4.05 1 20. 401 26.3 0.37 0 48. 374 24.6 0.10 1.92 0 51. 39 76.7 2.40 0 58. 371 1.6 0.10 0.43 1 31. 361 388.9 3.32 1 21. 400 48.7 1.11 0 .37. 402 31.3 0.46 0 49. 40 490.7 4.24 0 36. 38 98.8 2.64 0 59. 372 27.1 0.10 0.56 0 45. 362 391.3 3.33 1 21. 388 223.9 0.93 0 53. 406 233.9 (DIRECT FU.1W) 0 35. 373 251.1 0.10 12.61 0 58. 363 403.5 3.38 1 18. 387 211.2 0.91 1 1. 380 67.8 0.10 6.47 1 12. 369 125.4 2.63 0 52. .364 614.0 4.16 1 7, 386 265.7 1.17 1 6. 384 10.9 0.10 1.93 1 21. 692 67.8 (DIRECT FLOW) 1 12. .366 723.7 4.50 1 5. 621 66.9 1.74 0 15. till 99.0 1.91 0 36. 691 43.4 0.29 1 13. 284 259.3 1.00 1 12. 404 84.0 2.45 0 45. 403 24.2 1.29 1 23. 383 16.0 0.10. 1.-95 1 7. 367 722.9 6.21 1 8. 601 8.9 0.10 5.14 23. 681 217.5 2.70 0 35. 671 414.4 2.84 0 35. 651 141.7 2.45 0 35. 631 195.3 2.03 0 35. 28.3 298.7 1.53 1 15. 407 104.1 (DIRECT FLOW) 0 56. .368 726.6 5.19 1 14. 32 0.0 0.00 0 0. 605 107.3 0.10 21.39 1 34. 602 16.5 0.01 4.22 1 32. 2B2 298.4 1.92 1 17. 405 94.0 3.90 1 13. 102 839.5 6.95 1 18. 410 1231.3 4.40 1 17. 411 1254.1 7.08 1 21. 412 1278.8 6.26 1 23. 409 122.1 1.05 0 52. 413 1379.8 6.26 1 21. 281 53.0 0.58 0 50. 414 1404.8 3.24 1 24. 415 144B.7 2.74 1 27. 416 1460.7 3.10 1 29. 517 1493.8 (DIRECT FUN) 1 29. 417 0.0 0.10 420.96 10 0. 68.3 1.8 (DIRECT FLOW) 0 34. ENDPROGRAM PROGRAM CALLED I C 1 1 7 i 1 1 1 F 1 1 1 APPENDIX G Erosion Control 1 TABLE 8. CONSTRUCTION SEQUENCE FOR CONSTRUCTION PROJECT: The Lodge at Miramont STANDARD FORM C SEQUENCE FOR: Erosion Control COMPLETED BY: MAA DATE: January 26, 2001 Indicate by use of bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. MONTH 1 2 3 4 5 6 OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temp. Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY: CONTRACTOR VEGETATION/MULCHING CONTRACTOR: TO BE DECIDED BY BID DATE SUBMITTED: 1/29/01 APPROVED BY CITY OF FORT COLLINS ON COMPLETED BY: Phili Wakid DATE: 10/2 PROJECT: The Lodge at Miramont STANDARqPS7 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb (%) Lb (ft) Sb (%) Al moderate 3.25 441 0.40 A2 moderate 0.20 115 0.61 A3 moderate 0.28 160 0.55 A4 moderate 0.93 404 0.62 A5 moderate 0.23 81 2.00 A6 moderate 0.85 371 0.74 A7 moderate 0.20 235 0.51 5.94 3801 0.561 73.2 PS (after construction)= 86.1 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb N Lb (ft) Sb N PS N B1 moderate 1.41 446 0.87 B2 moderate 0.12 66 1.80 moderate 0.12 72 1.70 B4 moderate 0.27 185 0.88 LB3 B5 moderate 0.091 591 1.70 1 2.011 1 1 3491 1.01 77.2 PS (after construction)= 90.8 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ao) Lsb (ft) Ssb (%) Lb (ft) Sb N PS (%) Cl moderate 0.10 113 0.66 0.10 113 0.66 72.2 PS (after construction)= 84.9 Erosion Control Effectiveness I 11 PROJECT. The Lodge at Miramont STANDARD FORM B COMPLETED BY: MAA DATE: 12/11/2000 Erosion Control C-Factor P-Factor Method Value Value Comment Soil Treatment Methods bare soil 1.00 1.00 reseed 0.06 1.00 sod grass 0.01 1.00 pavement 0.01 1.00 Structural Treatment Methods no structure 1.00 1.00 gravel filter 1.00 0.80 straw bale 1.00 0.80 sill fence 1.00 0.50 sediment trap 1.00 0.50 Major Basin PS (X) Sub -Basin Area Calculations Soil Treatment Methods: 0 %bare soil 67 %reseed Al 3.25 0 %sod grass 33 %pavement Structural Methods: 50 %no structure 0 %gravel fitter A 86.1 0 %straw bale 50 %silt fence 0 %sediment trap C-FACTOR= 0.04 P-FACTOR= 0.75 EFF= 96.74 Soil Treatment Methods: 0 %bare soil 7 %reseed A2 0.20 0 %sod grass 93 %pavement Structural Methods: 0 %no structure 0 %gravel filter 0 %straw bale 100 %silt fence 0 %sediment trap C-FACTOR= 0.01 P-FACTOR= 0.50 EFF= 99.33 Soil Treatment Methods: 0 %bare soil 7 %reseed A3 0.28 0 %sod grass 93 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.01 P-FACTOR= 1.00 EFF= 98.65 Soil Treatment Methods: 0 %bare soil 14 %reseed A4 0.93 0 %sod grass 86 %pavement Structural Methods: 100 %no structure 0 %gravel finer 0 %straw bale 0 %sif fence 0 %sediment trap C-FACTOR= 0.02 P-FACTOR= 1.00 EFF= 98.30 Soil Treatment Methods: 0 %bare soil 10 %reseed AS 0.23 0 %sod grass 90 %pavement Structural Methods: 0 %no structure' 100 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.02 P-FACTOR= 0.80 EFF= 98.80 Soil Treatment Methods: 0 %bare soil 16 %reseed A6 0.85 0 %sod grass 84 %pavement Structural Methods: 0 %no structure 100 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.02 P-FACTOR= 0.80 EFF= 98.56 Soil Treatment Methods: 0 %bare soil 94 %reseed A7 0.20 0 %sod grass 6 %pavement Structural Methods: 0 %no structure 100 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.06 P-FACTOR= 0.80 EFF= 95.44 Total Area: 5.94 Basin EFF: 97.5 % TST, INC. CONSULTING ENGINEERS 12/12/00 Erosion Control Effectiveness I l� J 0 1 11 PROJECT: The Lodge at Miramont STANDARD FORM B COMPLETED BY: MAA DATE: 1/24/2001 Erosion Control C-Factor P-Factor Method Value Value Comment Soil Treatment Methods bare soil 1.00 1.00 reseed 0.06 1.00 sod grass 0.01 1.00 pavement 0.01 1.00 Structural Treatment Methods no structure 1.00 1.00 gravel fitter 1.00 0.80 straw bale 1.00 0.80 silt fence 1.00 0.50 sediment trap 1.00 0.50 Major Basin PS(%) Sub -Basin Area Calculations Soil Treatment Methods: 0 %bare soil 13 %reseed B1 1.41 0 %sod grass 87 %pavement Structural Methods: 0 %no structure 100 %gravel fitter B 90.8 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.02 P-FACTOR= 0.80 EFF= 98.68 Soil Treatment Methods: 0 %bare soil 56 %reseed B2 0.12 0 %sod grass 44 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.04 P-FACTOR= 1.00 EFF= 96.20 Soil Treatment Methods: 0 %bare soil 57 %reseed B3 0.12 0 %sod grass 43 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.04 P-FACTOR= 1.00 EFF= 96.15 Soil Treatment Methods: 0 %bare soil 63 %reseed B4 0.27 0 %sod grass 34 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.04 P-FACTOR= 1.00 EFF= 95.88 Soil Treatment Methods: 0 %bare soil 53 %reseed 85 0.09 0 %sod grass 47 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 0.04 P-FACTOR= 1.00 EFF= 96.35 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filler 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Total Area: 2.01 Basin EFF: 97.9 % TST, INC. CONSULTING ENGINEERS 1 /26/01 Erosion Control Effectiveness I 11 PROJECT: The Lodge at Miramont STANDARD FORM B COMPLETED BY: MAA DATE: 1/24/2001 Erosion Control C-Factor P-Factor Method Value Value Comment Soil Treatment Methods bare soil 1.00 1.00 reseed 0.06 1.00 sod grass 0.01 1.00 pavement 0.01 1.00 Structural Treatment Methods no structure 1.00 1.00 gravel filter 1.00 0.80 straw bale 1.00 0.80 silt fence 1.00 0.50 sediment trap 1.00 0.50 Major Basin PS (%) Sub -Basin Area Calculations Soil Treatment Methods: 0 %bare soil 43 %reseed C1 0.10 0 %sod grass 57 %pavement Structural Methods: 100 %no structure 0 %gravel filter C 84.9 0 %straw bale 0 %sift fence 0 %sediment trap C-FACTOR= 0.03 P-FACTOR= 1.00 EFF= 96.85 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %sift fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 10 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 °d silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %silt fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Soil Treatment Methods: 100 %bare soil 0 %reseed 0.00 0 %sod grass 0 %pavement Structural Methods: 100 %no structure 0 %gravel filter 0 %straw bale 0 %sift fence 0 %sediment trap C-FACTOR= 1.00 P-FACTOR= 1.00 EFF= 0.00 Total Area: 0.1 Basin EFF: 96.9 % TST, INC. CONSULTING ENGINEERS 1 /24/01 TST, INC. Consulting Engineers OPINION OF COST Client: Sollenberger Development Corporation Project: The Lodge at Miramont P.U.D. Rev. 1-26-01 Job No. 0618-0102 Date:12-11-00 By: S.M.S No. item Quantity Units Unit Cost Total Comments 1, EROSION CONTROL (Developer) Reseed/Mulch 3.00 AC. $655.00 1 $1,965,00 Gravel Wet Filters 2 EA $255.00 1 $510.00 Straw Bale Filters w/Flow Line Gravel Pack 6 EA $200.00 1 $1,200.00 Silt Fence 1,500 LF. $3.00 I $4,500.00 Erosion Control Subtotal 150% Subtotal $8,175.00 $12,262.50 1. EROSION CONTROL (City) q -7Tj Reseed/Mulch 7.77 1 AC. 1 $ .00 1 $5,089.35 Erosion Control Subtotal 150% Subtotal $5,089.35 -7►606/ $7,634.03 EROSION CONTROL ESCROW AMOUNT $12,262.50 This is an Opinion of Cost and supplied only as a guide. TST is not responsible for fluctuation in costs of material, labor or unforeseen contigencies. 000 X�� M L', Pnge I of 1 I 1 1 1 1 1 1 1 i i 1 1 i 1-1 1 1 1 APPENDIX H Easements 1 I THE LODGE AT MIRAMONT TEMPORARY CONSTRUCTION EASEMENT A strip of land 15 feet wide located in the Southeast Quarter of Section 1, Township 6 ' North, Range 69 West of the 6`s P.M; City of Fort Collins, County of Larimer, State of Colorado; being more particularly described as follows. Commencing at the East Quarter Corner of said Section 1 and considering the North line ' of the Southeast Quarter to bear S89°56'50"E with all other bearings contained herein relative thereto; Thence along said North line of the Southeast Quarter S89°56'50"E, 524.14' feet to a point, said point being marked by a No. 4 rebar with cap stamped LS 14823, and being 1 the Point of Beginning; Thence along the Westerly boundary of the property described in the deed recorded at ' Reception No. 98105071 the following three (3) courses: 1) S00001'00"E, 348.02 feet to a point, said point being a No. 4 rebar with no cap; 2) S23039'00"W, 124.45 feet to a point, said point being a No. 4 rebar with cap stamped LS 14823; 3) S05003' 18"W, 230.78 feet to a point on the Northerly right-of-way of Boardwalk Drive, said point being marked by a No. 4 rebar with cap stamped LS 31169; Thence 15.00 feet along said Northerly right-of-way and along the arc of a curve to the right having a radius of 766.00 feet, a central angle of 01°07'20", and a chord which 1 bears N84°21'25"W, 15.00 feet; Thence leaving said right -of way line N05003' 18"E, 233.08 feet; Thence N23039'00"E, 123.76 feet; Thence N00°O1'00"W, 344.90 feet to a point on the Southerly property line of Oakridge West, First Filing; ' Thence S89056'50"E, 15.00 feet along said property line to the Point of Beginning. Said tract of land contains 0.24 acres more or less and is subject to any easements and Rights -of -Way of record or that now exist on the ground. K:/618/102/survey/legaMemp consl_eosement I ------.Ww5II Is All 1 All 1 e ASIA 10, r _Av A4 y dAll ail t , PE, we !I — b CE? VA on ell 00 f s aD� J _�qAB r■ FF _ 967.00 ! r} All �I FF - 496 i L/ 9 9v RP RO (9 X4 �wsl -/ l 1116 I All I a i a 9 /eC I e( X/ � a r 0 f ! Pend AA4 100 rr 491 / f M Sfdo9e IT 60A /f 100M RMepse=la r peorneivibel K 4' _ Ro-eselme. liking %4P"N,�495X 0 IJ ' 1 / By e(4 A) v I ,m .6 Lm � NJ y B mm e ti IS/" r fi=4E L Ftj a965.25 Y41LLI! - IT L/ I Bur +-Ft -`Ir ti /-Rfq.(il 61 1 ei � -VAf1MALK— RVai9 , 098 1 I 1 I 1 I I f 11 11 J ;l Pon 9 6urreC op (6XIS) W Z) z W Q ¢ 2 w J R6p IF IS a 2 a airy 5770/6 SPILLWAY ^A Ell BF RFIA/MFD -V 495510 FAVSI 6avmx Al F. FM GV OF Fort col 5(w v Ul em, ttnrM .n+pc a, mu,r M HIt Wine 24 /roan pa' Dno TABLES CONSTRUCTION SEQUENCE FOR CONSTRUCTION 2.M gvWAWW prim Mr iy pd broor so PRO u� PROTECT 9texMn]rogbc �neop Pioneer/ xWRE wID ' fl NW For, -o fro BEIIIII. Orel Mu DATE I["W Es xw rwmwur e, ' M WNATI DW,EWI PNme ww rpn. ell mmm... i M..aee AM1e-Ow(Narrce np ebb We po(rrM One mMma' cTyEiNKNI N'awmxoirtNemM:WNu,ewdnMRamf[MYeMaIPwiWn yp}h .hmmd A, d ev riel •^p booing (e the apple wow M:mnMeme, fun Wr M M R,enMnn/ prM Of Now A Ae adb etPweg h' 1pbf ralpwopb ,vW Y r°e'M /Sir _ x�(WM AD �lwi�u �lr f m aI /h, NB rc new sr°nn.nr r ale, 6 ne, PKE•fr ~ be weed aM fh` A M b ✓ac"r poor PI EMure^M hM'rmn^ /' hfxnN:q Al M COE 6 AW Mmpmry (n°rrwd) w ONE, uam� Elly /uuegMMbe rvl_"N' ,on a ,wax e M xeee ~ p WPI wU etron4 or AT AT iml bow Moulb, so All A, cIrmir MWE + 9 aWarKeeP 7Wo MV o dNn FAR) All P FellW w be naerree green,.rr ee w+ be r' v v ell el a•HMl se Awl Ay W m-m °aM"°" , e n r eoilgcrrnOre,birr All Fry logiel neeaemell p r rvmMEu5r fee rommrNr. An, nobrob polovibIll 91, sell" wftcTVUL El DOE, SWI Triml AgggleClOrel I AT � Diego mail oper —4 10 SIX Angie SAO#M aL STRUEJUQl AStAILINT CONTRUCTOR 4INTANKSV cmi5cuL 17 stm, Owe, egolA a Nxg- edu rr '^9 FAA 91"1.ELE,.nM.MULm MG CONTRAIT.,o.rcUloEU coneved nee, For Aid ®� pia®����tff s����m--r• ��sits��F>•�rsa Su d.drveaep.-tlr I D NappeouTANl bap.di SEX�<arwypy WMJ U. 6 eIM ..m'Fell mr y E,.".: C.e.1 mq -w. N.N.m dP., F.'U... Ua..w elcowl low Sol A. Him y FLOW ORECTEN PROPOSED STORM SEWER EXISTING STORM SEWER j PROPOSED CONTOUR ExIETwG CONTOUR GMYEL INLET a FILTER SiMW O W/ C o PICK GNx oCONCRETE EL CO —ar— SILT FENCE eBASIN DELINEATOR ODESIGN POINT FF 4945.0 FINISHED FLOOR ELEVAION MA4 SFH z 0 L Q c� L W 0 0 O J Ill H N City of Ft. Collins, Colorado TST, IRO, UTILITY PLAN APPROVAL Consuileg Engineers ]N D APPROAD: Fell am-DM-0551 n. 061E-10I City 6nSle GtR CHECKED By. w a w eo a el aeelw.elee aul at. ttole 1'-w' CHECKED BT: rnf CHECKED By. stonnmly u1Wt1 Dow •- p• O,J/1J/O1 VpY IS Re tbn AY ,qy CHECKED By. aaEo 'heM, G.deRx DrUp DHEDKED B.: IMa 14 OP 14