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HomeMy WebLinkAboutDrainage Reports - 09/10/1997,�, , i 1 i • Si�l[� J�'i�e-,�„� FINAL DRAINAGE REPORT FOR TIMBERLINE ROAD IMPROVEMENTS FOR THE WILLOW SPRINGS P.U.D. FINAL DRAINAGE REPORT FOR TBIBERLINE ROAD IMPROVEMENTS FOR THE WILLOW SPRINGS P.U.D. SUBMITTED TO: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 PREPARED BY: Lidstone & Anderson, Inc. 736 Whalers Way, F-200 Fort Collins, CO 80525 (LA Project No. COTST20.8) October 7, 1996 LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 736 Whalers Way, Suite F-200 Fort Collins, Colorado 80525 ' (970) 226-0120 October 7, 1996 1 Mr. Basil Hamdan City of Fort Collins ' Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 ' Re: Final Drainage Report for Timberline Road Improvements for the Willow Springs P.U.D. ' (LA Project No. COTST20.8) Dear Basil, ' Lidstone & Anderson, Inc. (LA) is pleased to submit this revised Final Drainage Report for Improvements to Timberline Road for the Willow Springs P.U.D. The design of the drainage ' facilities conforms to the Preliminary Drainage Report for the Willow Springs P.U.D. [LA, 1994] which serves as an overall drainage plan for the development. In addition, this drainage plan has been prepared in accordance with the design of the drainage facilities built in conjunction with ' Phase One of the Willow Springs P.U.D. [LA, 1995]. The hydraulic and hydrologic evaluation of the site, documented herein, was performed according to the specifications set forth in the City of Fort Collins SDDC Manual. The swale located on the west side of Timberline Road, south of ' Willow Springs Way, has been modified and relocated to remove it from the City right-of-way. All associated calculations have been revised for the current submittal. ' If you have any questions regarding the procedures and results given in this report, please feel free to call us. ' Sincerely, LIDSTONE & AND/ERSSO,NN,, INC. ' Christ her L. Doherty, E.I.T. Grp . Koch, P.E. Project Engineer S o Engineer ' CLD/GJK/tlt Attachment Branch Office: Box 27, Savery, Wyoming 82332 TABLE OF CONTENTS I. INTRODUCTION ....................................... 1 1.1 Background ....................................... 1 1.2 Purpose and Scope of Study ............................. 1 II. EXISTING DRAINAGE CONDITIONS .......................... 3 III. FINAL DRAINAGE PLAN FOR TIMBERLINE ROAD ................ 4 3.1 General .......................................... 4 3.2 Proposed Drainage Plan ................................ 5 3.3 Design of Drainage Improvements ......................... 7 3.3.1 General ..................................... 7 3.3.2 Rational Method Hydrologic Analysis ................... 7 3.3.3 Allowable Street Capacities ......................... 8 3.3.4 Curb Inlet Design .............................. 10 3.3.5 Storm Sewer Design ............................ 10 3.3.6 Drainaie Swale Design .......................... 10 3.4 Detention Pond Design ............................... 11 3.4.1 )Hydrologic Analysis for Detention Pond Design ............ 11 3.4.2 Final Design of Proposed On -Site Detention Ponds .......... 11 3.5 Statement of Maintenance Responsibility ..................... 15 IV. EROSION CONTROL PLAN ............................... 16 V. REFERENCES ........................................ 18 i TABLE OF CONTENTS (CONTINUED) FIGURES/TABLES/APPENDICES/SHEETS FIGURES Figure1.1. Vicinity Map for Willow Springs P.U.D. ..................... 2 TABLES Table 3.1. Summary of Design Flows at All Design Points for Fully Developed Conditions . .......................... 9 Table 3.2 Summary of SWMM Subbasin Parameters .................... 12 Table 3.3. Summary of Detention Pond Facilities Design .................. 14 Table 3.4. Summary of Detention Pond Operation Parameters . ............. 14 Table 4.1. Erosion Control Cost Estimate . .......................... 17 APPENDICES Appendix A: Rational Method Calculations Appendix B: Street Capacity Analysis Appendix C: Inlet Design Appendix D: Storm Sewer Design Appendix E: Swale Design Appendix F: On -Site SWMM Analysis Appendix G: Erosion Control Calculations SHEETS Sheet 1: Grading, Drainage and Erosion Control Plan ii t 1 1 I 11 I. INTRODUCTION 1.1 Background The Willow Springs P.U.D. is a proposed residential development located in the SE quarter of Section 6 and the NE quarter of Section 7, Township 6 North, Range 68 West, in the City of Fort Collins, Colorado. The total drainage area associated with the site, including all tributary off -site fringe areas, is 131 acres. This area is part of the McClellands Basin and, consequently, is subject to the conditions specified in the McClellands Basin Master Drainage Plan [Greenhorne & O'Mara, 1986]. The McClellands Regional Channel flows generally west to east through the northern portion of the overall development site. Figure 1.1 is a vicinity map of the project site. Timberline Road serves as the eastern frontage for the Willow Springs development. The road improvement project is bounded on the south by the Mail Creek Ditch and on the north by Battle Creek Drive for the western half of the road; the northern project limit on the east side of the roadway extends to the southern boundary of the Stetson Creek development. Based on information contained in the Master Plan, on -site detention would be required to reduce the peak discharge from the overall site to 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year event. A total of five detention ponds are located within the Willow Springs P.U.D. to meet the Master Plan discharge. The two eastern -most ponds are utilized to detain a portion of the flows from Timberline Road; the remaining portion of the roadway drains undetained directly to the McClellands Channel. 1.2 Purpose and Scope of Study This study defines the proposed drainage plan for Timberline Road in the context of Master Plan conditions and requirements as well as the design of drainage facilities already designed in conjunction with Phase One. The plan includes hydrologic and hydraulic analyses which provide consideration for all on -site and tributary off -site runoff. Included in this plan is the re -analysis of the overall hydrologic model for Willow Springs to ensure the adequate operation of all major drainage conveyance and detention facilities designed in conjunction with Phase One. Storm sewer inlets and pipes as well as roadside swales are designed to convey runoff without violating street capacity criteria. The hydraulic and hydrologic evaluation of the site, documented herein, was performed in accordance with the specifications set forth in the City of Fort Collins Storm Drainage Design Criteria (SDDC) Manual. 1 1 BAST i_— \ MORSfTOOTN_ 9 <ROA I191'. -• '.a s ° warren I n 2 I �� \ Park O r O NCOIlinOale \ Q'•� GoM Course 1 Q, Warren`s L ke 1 % Reservoir �� SCALE: 1 2,06tOf . -- r t\ — — -- — — _—H •- ��� i yy� �- 14 /,(�RMONY OAD l ILL O SA1//ILGS 3- �Cyl� • :ANC • if _ _ _ • _ OSHANNIiiiiijiilllllll 1' wale 410 -1p �; `` 4�', �� �'��' \ �� ''�--•-- '1�_; ejSJl '� Figure 1.1. Vicinity Map for the Willow Springs Development. 2 U. EXISTING DRAINAGE CONDITIONS Since the McClellands Basin Master Drainage Plan has set the required release rates for this basin, all hydrologic calculations for areas tributary to the Willow Springs site were conducted for developed conditions. The eastern side of the roadway does not flow onto the Willow Springs site. For that side of the road, existing condition calculations have been provided to verify that the with -project condition discharge does not exceed the existing condition discharge. This chapter is provided as an overview of the existing drainage patterns along Timberline Road. Existing condition contours, which are reflective of overall grading conducted in conjunction with the construction of Phase One, are provided on Sheet 1. The Final Drainage Report for the Willow Springs P.U.D., Phase One [LA, 1995] and the associated utility plans included the design of two detention ponds (324 and 326) which serve to collect a portion of the developed condition runoff from the western side of Timberline Road. Minor revisions to the design of Ponds 324 and 326 as well as storm sewer ST-7 are proposed as part of the Timberline Road drainage plan to better accommodate the final roadway design and to meet the overall site discharge requirements. Timberline Road is currently a two lane road with roadside swales on both sides to convey stormwater runoff. On the west side of the street, runoff south of Willow Springs Way is collected by an 18-inch ADS pipe and conveyed through the Phase One storm sewer system to Pond 324. North of Willow Springs Way, the discharge on the western side of the road is conveyed directly to the regional channel. On the eastern side of the road, runoff from the southern -most 1,500 feet is not collected by roadside swales, but is conveyed as overland flow to the roadside swales associated with County Road 36 east of Timberline Road. Discharge from the remaining portion of the eastern side of the roadway is collected in a 1,000 foot roadside swale which is also utilized to convey irrigation flows. The flow in the irrigation/roadside swale will be captured by and conveyed in a perimeter swale on the southern border of the Stetson Creek P.U.D. which has been proposed and designed in conjunction with the Second Filing of that development. 3 III. FINAL DRAINAGE PLAN FOR TMUERLINE ROAD 3.1 General The final drainage plan for Timberline Road has been developed to provide a drainage ' system that meets the requirements set forth in the McClellands Basin Master Drainage Plan and which conforms to the drainage system implemented in conjunction with Phase One. This has been accomplished by designing and/or refining the design of a series of inlets, storm sewers, roadside swales and detention ponds which would serve to collect, convey and detain runoff to ' allowable release levels given in the Master Plan. Sheet 1 shows the grading and drainage plan for Timberline Road adjacent to the Willow Springs development. Included on the sheet are the ' proposed locations of the two detention ponds which collect runoff from Timberline Road; also shown on the sheet are the locations of the minor storm drainage facilities which include curb ' inlets, storm sewer pipes and minor drainage swales. Reference is made to Section 3.2 which presents a specific description of the proposed drainage plan for Timberline Road. The evaluation of street capacities and the design of all inlets, storm sewers and swales was performed based on the methodologies given in the SDDC Manual. Hydrologic calculations for the design of the local drainage facilities were performed using the Rational Method. A ' detailed description of the design of the local drainage facilities is provided in Section 3.3. For the purposes of detention pond design, the recently revised version of the Urban ' Storm Drainage and Flood Control District's Stormwater Management Model (MODSWMM) was used to determine both 10- and 100-year flows for the subbasins indicated on Sheet 1. A MODSWMM model was completed in conjunction with the design of the Phase One final ' drainage plan and modified in conjunction with the Phase Two analysis. The Phase Two model was modified to reflect minor changes to the overall drainage system planned with the ' Timberline Road improvements. The resulting runoff hydrographs were routed through conveyance elements and detention ponds to obtain the total peak discharge to the regional channel at Timberline Road. The detention ponds were designed to meet allowable release rate ' requirements. It is noted that since the McClellands Basin Master Plan has set the detention requirements for this development site, the hydrologic analysis was conducted for developed ' conditions only. Design details associated with the detention pond outlet structures, as well as other drainage improvements are provided in Section 3.4. 4 3.2 Proposed Drainage Plan ' A qualitative summary of flow conditions within each basin and at each design point is provided in the following paragraphs. Discussion of the detailed design of drainage facilities, ' which are introduced in this section, is included in Sections 3.3 and 3.4. It is noted that several subbasins include areas which were developed in conjunction with Phase One. The discussion for ' these subbasins will be limited to their impact on drainage facilities utilized for Timberline Road. For additional discussion of subbasins which are adjacent to the Timberline Road study area but which are not directly tributary to Timberline Road, refer to the Phase One drainage report [LA, ' 1995]. Reference is made to Sheet i which depicts the flow conditions and facilities described below. ' Runoff generated within Subbasin 22A will be collected within Phase One and conveyed ' to Design Point 22C. An additional overflow of 5 cfs will be contributed from Phase One Design Points 20 and 21A, located west of Subbasin 22A, for the 100-year event. Runoff ' from Subbasin 22B will be conveyed along Timberline Road to Design Point 22C. A minor swale will be placed between the sidewalk and the back -of -lot line to collect runoff from the back -of -lots and open space west of Timberline Road, south of Willow Springs ' Way. The swale has capacity to convey the minor storm (10-year) discharge to an 18-inch ADS pipe which flows to the inlet at Design Point 22C. The remaining portion of the ' discharge in Subbasin 22B will be conveyed as gutter flow to Design Point 22C. Local runoff generated within Subbasin 22C will be conveyed overland to Design Point 22C. ' The total 100-year flow will be collected by a 15-foot curb inlet and conveyed under Willow Springs Drive to Design Point 22D in a 24-inch RCP. Runoff from the 100-year ' event collected along the northern portion of Willow Springs Drive, east of White Willow Way, within Subbasin 22D will be intercepted by a 10-foot curb inlet at Design Point 22D. The flow collected by the inlets at Design Points 22C and 22D will be conveyed to ' Detention Pond 324 by a 30-inch RCP. ' The 100-year runoff generated along the western portion of Timberline Road within Subbasin 24A will be collected by a 5-foot curb inlet at Design Point 24A and be ' conveyed to Detention Pond 324 by a 18-inch ADS pipe. Subbasin 24B will remain undeveloped; in the future, it is planned that the site will serve as a neighborhood ' recreation area. For the interim condition, flow will be conveyed to Pond 324 as overland flow. Runoff from Subbasin 24C will be conveyed directly into the pond as overland flow. As described in the Phase One drainage report, the total tributary area to Detention 5 Pond 324 consists of Subbasins 20 through 24. Outflow from the detention pond will discharge to Detention Pond 326 in a 24-inch ADS pipe. The pond outlet will be modified in conjunction with Timberline Road improvements to be a 13.5-inch diameter orifice plate opening at the entrance to the outlet pipe. C- Runoff from Subbasins 26A and 26B will be conveyed to Detention Pond 326 by a swale flowing north, parallel to Timberline Road. The southern portion (Subbasin 26A) will remain undeveloped; it is anticipated that the site will be used as a neighborhood recreation area. Subbasin 26C encompasses Detention Pond 326; all portions of the subbasin not included in the pond will overland flow into the'pond. As documented in the Phase One report, Pond 326 will collect all runoff from Subbasins 20 through 26. Outflow from the pond will discharge to the regional channel by way of an 18-inch RCP. The pond outlet will be modified to be a 12.5-inch diameter orifice plate opening at the entrance to the ' outlet pipe. ' Subbasin 41 includes runoff generated within the regional channel and along portions of Battle Creek Drive and Timberline Road which could not be directed toward any of the detention facilities. The 100-year runoff of 15.7 cfs along Timberline Road (from Subbasins 41A and 41C) will be collected by two 5-foot curb inlets at Design Point 41 (designed in conjunction with the Timberline Road expansion). Flows intercepted by this inlet will be directed into the regional channel upstream of Timberline Road. Subbasin 41B consists of the area which contributes runoff directly to the regional channel upstream of Timberline Road as overland flow. Subbasin 50 consists of the area tributary to the roadside irrigation/drainage swale along the east side of Timberline Road, north of County Road 36. Minor storm (10-year) flows will be conveyed through five driveway culverts and in an open channel to the southern boundary of the Stetson Creek P.U.D. Flows in excess of the minor storm event in the roadside swale will be conveyed to the east along existing overland flow paths. A perimeter swale has been designed in conjunction with Phase Two of the Stetson Creek development to convey the 100-year existing condition flow directly to the regional channel. It is noted that the proposed condition discharge is lower than the existing condition discharge for both the minor and major storm events. The remaining portion of the eastern side of Timberline Road runoff will flow overland to the east using existing flow paths. In general, flow is eventually directed to roadside l 701 r ' paved area would be increased by approximately 0.1 acres. However, because of the reduced overall tributary area, the effect on the peak discharge contributed from the east side of Timberline Road would be negligible. Consequently, discharge calculations were not performed for the east side of the roadway in the area tributary to County Road 36. 3.3 Design of Drainage Improvements t 3.3.1 General 1 ,' 1 1 1 [1 The proposed drainage plan for Timberline Road consists of a combination of street flow, curb inlets, storm sewers, swales, cross pans and detention ponds. Final grading details will ensure positive drainage around and away from any building foundations. Drainage easements have been provided where necessary to ensure that overland flow can be collected and conveyed through well-defined drainage swales or storm sewers. 3.3.2 Rational Method Hydrologic Analysis The Rational Method was selected as the method for estimating the runoff from the site for the design of local drainage facilities. The Rational Method utilizes the SDDC Manual equation: Q = C,CIA (1) where Q is the flow in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The runoff coefficient was calculated for each subbasin using the following values: (a) 0.95 for all streets and impervious areas; (b) 0.45 for all single-family lots; (c) 0.20 for all open spaces and greenbelts; and (d) 0.70 for the future neighborhood recreation area. The frequency adjustment factor, Cf, is 1.0 for the initial (2-, or 10-year) storm and 1.25 for the major (100- year) storm. The appropriate rainfall intensity information was developed based on the rainfall intensity duration curves in the SDDC Manual (SDDC Figure 3-1 which is included in Appendix A of this report). To obtain the rainfall intensity, the time of concentration must be determined. The following equation was utilized to determine the time of concentration: tC = tOf + tt (2) 1 7 A of this report). To obtain the rainfall intensity, the time of concentration must be determined. The following equation was utilized to determine the time of concentration: t c= t of + t t (2) where t. is the time of concentration in minutes, tof is the initial or overland flow time in minutes, and tt is the travel time in the ditch, channel, or gutter in minutes. The initial, or overland, flow time was calculated with the SDDC Manual equation: ' tof = [1.87(l.1 - CCdO-']/(S)0.33 (3) ' 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, and C and Cf are as previously defined. 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. ' A summary of the results of the hydrologic analysis are provided in Table 3.1; this table is also included on Sheet 1. All Rational Method calculations and associated information are contained in Appendix A. ' 3.3.3 Allowable Street Capacities ' Timberline Road is considered an arterial street and will be constructed with a 6-inch vertical curb on the western half. The street width will vary on the western side from 33 to 35 ' feet from centerline to flowline. Runoff generated on the eastern side of the street will be captured by either a roadside swale or will flow overland using existing flow paths. For the western side of the road, allowable gutter flows and maximum street ' encroachments for both the initial and major storms were estimated and evaluated based on the specifications set forth in the SDDC Manual. During the initial storm, runoff is not allowed to ' overtop the curb and must leave half of the roadway width open. Per the SDDC Manual, the maximum street runoff criteria during the major storm event limits the depth of water over the ' crown to less than or equal to 6 inches. A normal depth analysis of the allowable street capacities was performed using HEC-2 ' (U.S. Army Corps of Engineers, 1991]. The normal depth option with a single cross section was used to find the flow rate associated with the allowable depth. The calculations associated with the street capacity analysis are included in Appendix B. Street capacities would be exceeded at only V I one location along Timberline Road. In order to meet the minor storm allowable discharge south of Willow Springs Way, a minor swale was designed to capture runoff from the back -of -lots and open space west of Timberline Road; for the minor storm the only runoff collected in the gutter section is contributed directly from the street right-of-way. Even with a limited tributary area, the minor storm discharge is greater than the allowable street capacity when a reduction factor of 0.5 is included. However, since Timberline Road is a major arterial with parking not being allowed, a variance is requested allowing the street capacity south of Willow Springs Way to be calculated using a reduction factor of 0.7. Table 3.1. Summary of Design Flows at All Design Points for Fully Developed Conditions. Tributary Runoff RamfalIIntensity PeAD' ischarge Design Contrbuung (mches/hour) (e€s) Area : Coefficient Point Subbasm(s} (acres) "C" 2- ear Y .._ liT ear Y I00- ear Y .......: 2 year 1() year 100 yeas: 22C 22B 3.59 0.51 2.0 3.5 5.9 3.7 6.4 13.5 22C 22A,B,C 6.74 0.52 2.0 3.5 5.9 7.0 12.3 25.8 22D 22D 0.53 0.59 2.7 4.7 7.0 0.8 1.5 2.7 22D 22 7.27 0.52 2.0 3.5 5.9 7.6 13.2 27.9 24A 24A 0.63 0.62 2.9 5.1 7.0 1.1 2.0 3.4 24B 24B 0.45 0.70 3.2 5.6 7.0 1.0 1.8 2.8 24C 24C 2.06 0.28 2.6 4.5 7.0 1.5 2.6 5.0 24C 24 3.14 0.41 2.6 4.5 7.0 3.3 5.8 11.3 26A 26A 0.67 0.70 2.9 5.0 7.0 1.4 2.3 4.1 26B 26B 1.27 0.34 2.0 3.5 5.8 0.9 1.5 3.1 26C 26 2.72 0.40 2.0 3.5 5.8 2.2 3.8 7.9 41 41C 2.05 0.56 2.2 3.9 6.6 2.5 4.5 9.5 41A,C 3.11 0.61 2.2 3.9 6.6 4.2 7.4 15.7 L41 41 41 4.25 0.50 2.2 3.9 6.6 4.7 8.3 17.5 50 50 0.76 0.54 2.4 4.2 7.0 1.0 1.7 3.6 9 ' 3.3.4 Curb Inlet Design ' As indicated in the previous section, it was determined that street capacities would not be exceeded at any location along Timberline Road. As a result, all curb inlets are located in a sump ' condition. Curb inlets will be placed (as described in the Section 3.2) at all low points within the development site. Per SDDC Manual guidelines, the theoretical capacities of the curb inlets were ' reduced by 10 to 20 percent depending on the length of each inlet. The calculations associated with the curb inlet design are provided in Appendix C. �ru � 1�7ai ' The storm sewer which conveys flow from the inlet at Design Point 24A was designed to ' convey the 100-year flow to Detention Pond 324. All other pipes designed in conjunction with the Timberline Road improvements were designed to convey, at a minimum, the minor storm (10- ' year) discharge. The minimum invert slope for all pipes designed with Timberline Road is 0.4 percent. A detailed hydraulic analysis and hydraulic grade line determination of the final pipe design for the line from Design Point 24A was performed using the UDSewer pipe hydraulic ' analysis model, developed by the Urban Drainage and Flood Control District. The design of all other pipes, which serve to convey flow from the roadside swales along the east side of Timberline ' Road, was accomplished using Manning's equation and assuming full pipe flow conditions. All storm sewer and pipe design calculations are included in Appendix D. 3.3.6 Two swales have been designed in conjunction with the Timberline Road improvements. ' Swale Section A -A collects runoff from the back -of -lots and open space portions of Subbasin 22B west of the Timberline Road right-of-way, south of Willow Springs Way. The swale was ' designed to convey, at a minimum, the minor storm (10-year event) discharge of 2.5 cfs. This flow will then be conveyed north to an 18-inch ADS pipe which connects to the inlet at Design ' Point 22C. The roadside ditch on the eastern side of Timberline Road, north of County Road 36, (swale Section B-B) was designed to convey the allocated irrigation flow of 3 cfs (which is greater ' than the 10-year discharge of 1.7 cfs for Subbasin 50). A typical cross section for both swales can be found on Sheet 1. The swales were designed assuming normal flow conditions using Manning's equation. The hydraulic analysis indicated that swale Section A -A will have a full- 10 of 1.1 fps. The irrigation/roadside swale (Section B-B) has been designed at the identical grade as the existing system and will remain as a grass -lined swale; the velocity will range from 1.1 to 2.2 fps along the swale for the irrigation flow of 3 cfs. Results of the normal depth analysis for the swales may be found in Appendix E. 3.4 Detention Pond Design 3.4.1 The hydrologic analysis for the overall Willow Springs development was modified to ' reflect slight changes to flow patterns due to the Timberline Road improvements. MODSWMM was used to model the basin response to both the 10- and 100-year rainfall events. The rainfall hyetographs, surface runoff resistance factors, surface storage values and infiltration parameters ' were taken from the McClellands Basin Master Drainage Plan. For the revised subbasins, the subcatchment parameters (area, width, slope and percentage of imperviousness) and conveyance ' parameters (diameter, length and slope) were taken from the proposed grading and drainage plan for the Timberline Road improvements. The percentage of imperviousness was calculated for ' each subbasin using the following values: (a) 100 percent impervious for all streets; (b) 60 percent impervious for all multi -family lots; (c) 45 percent impervious for all single-family lots; (d) 5 percent impervious for all open spaces and greenbelts; and (e) 70 percent impervious for the ' future neighborhood recreation center. It is noted that the overall percentage of imperviousness would be 44.3 percent. A summary of the SWMM subbasin parameters is provided in Table 3.2. ' Specifically, modifications to the basin parameters were made for Subbasins 22, 24, 26, and 41. Results of the hydrologic analyses are presented in conjunction with the final design of the ' detention ponds in Section 3.4.2. Documentation of the SWMM model parameters is provided in Appendix F. The output files for the SWMM analysis are also provided in Appendix F. 3.4.2 As described in Section 3.2, two detention ponds receive runoff from the west half of Timberline Road. Both of these ponds were previously designed with Phase One to meet the allowable release requirements set in McClellands Basin Master Drainage Plan. The allowable release rates for the site are 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year event. The total tributary drainage area for the Willow Springs development is 131 acres; this corresponds to an allowable peak discharge of 65.5 cfs for the 100-year event and 26.2 cfs for the 10-year event. Table 3.2 Summary of SWMM Subbasin Parameters. Subbasin 'Width fty Area ac Percent Slope. Resistance R istan Factors rface Refenuoa Storage. Infiltration R ateBasin . perv;i: in) Perv. (in) M pery erv. max..,.,:,:., Mi.. Decay:, (sec"I:): 1 1,200 8.5 40 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 2 2,000 4.1 68 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 3 800 5.7 44 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 4 750 1.6 74 0.020 0.020 0.25 0.1 1 0.3 0.51 0.50 0.0018 5 1,600 2.7 68 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 6 3,800 7.6 66 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 7 750 3.3 57 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 8 450 2.3 67 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 9 3,000 1 20.2 30 0.020 1 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 10 1,400 9.1 26 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 14 1,000 4.8 54 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 15 1,300 4.4 9 0.015 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 16 200 1.8 12 0.020 0.020 0.25 0..1 0.3_ 0.51 0.50 0.0018 20 600 4.1 46 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 21 1,400 9.0 46 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 22 1,800 7.3 52 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 23 1,000 2.2 61 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 24 600 3.1 34 0.020 0.020 0.25 0.1 0.3 0.51 0.50 -0.0018 25 900 4.0 65 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 26 1,000 2.7 32 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 30 1,700 11.8 60 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 40 j 1,300 6.4 1 30 0.020 0.020 0.25 1 1 0.3 0.51 0.50 0.0018 L 800 4.3 43 0.020 0.020 0.25 0- 1 0.3 0.51 0.50 0.0018 12 I 1 I With the modifications to the Timberline Road portion of the development site, the tributary area to the regional channel upstream of Timberline Road would be increased by 0.5 acres. The area tributary to the detention ponds would be decreased by approximately 0.3 acres. This incremental 0.8 acres would be released to the McClellands Channel undetained. Because of the increased undetained area, the outlet structures for Detention Ponds 324 and 326 were re - sized to decrease the outlet discharge and to more effectively utilize the available detention storage volume. The stage -storage rating curve for the ponds were not modified from the Phase One analysis. The stage -discharge rating curve for this pond was revised according to the methodology used in the Phase One analysis. An orifice plate is required to limit the discharge from the pond; the stage -discharge curve for these ponds were calculated using the orifice equation: Q = CA (2gH)"2 (4) where Q is the discharge through the orifice in cfs; C is the orifice coefficient (0.62); A is the open area of the orifice opening; g is the acceleration due to gravity (32.2 f /sec2); and H is the difference in elevation between the ponded water surface and the hydraulic grade line in the outlet pipe immediately downstream of the orifice opening (or the centroid of the orifice opening, whichever is greater). For both ponds the hydraulic grade line in the downstream outlet pipe was calculated using the UDSewer program for several different discharges. The stage -storage and stage -discharge rating curves for each pond were combined to form the storage -discharge curve required for the SWMM simulation. Documentation of the development of the stage -storage -discharge rating curves is presented in Appendix F. Results of the SWMM analysis indicate that the overall 100-year discharge from the site is 63.8 cfs which corresponds to a unit release of 0.49 cfs/acre; thereby meeting the Master Plan release requirement for the 100-year event. The 10-year discharge is 31.1 cfs which exceeds the mandated release rate of 26 cfs. This 10-year discharge represents a reduction from the 32.8 cfs which was documented in the Phase One drainage report. It is noted that direct rainfall on the regional channel and the west half of Timberline Road (which cannot be directed to any of the proposed detention ponds) results in a 10-year runoff rate of 23.5 cfs. Therefore, a variance is requested to allow a 10-year discharge of 31.1 cfs in the regional channel at 77mberline Road; this corresponds to a unit runoff of 0.24 cfs/acre, as compared to the prescribed 0.2 cfs/acre. Table 3.3 presents a summary of the design of the detention pond outlet facilities. A summary of the discharge, active storage volume, maximum ponded water surface elevation and minimum freeboard for each of the detention ponds is provided in Table 3.4. It is noted that each of the ponds would maintain at least 1.0 feet of freeboard during the 100-year event. Complete results of the SWMM analyses are given in Appendix F. 13 1 ' Table 3.3 Summary of Detention Pond Facilities Design. ' ° Pond volume below elevation 4937.6 is assumed to be ineffective due to tailwater conditions in the regional channel. ' Table 3.4 Summary of Detention Pond Operation Parameters. The volume between elevations 4939.0 and 4940.0 has been reserved for future residential development north of Battle Creek Drive. 14 3.5 Statement of Maintenance Responsibility ' The City of Fort Collins will be responsible for maintenance of all storm sewers located in the City street rights -of -way. The Willow Springs Homeowners Association will be ' responsible for maintaining all other drainage facilities which will be built in conjunction with this project. 1 LJ 15 ' IV. EROSION CONTROL PLAN ' The Erosion Control Plan for this site was designed in accordance with the criteria set forth in the SDDC manual. Transportation of sediment to Detention Ponds 324 and 326 and the regional channel will be controlled by the installation of gravel inlet filters, straw bale barriers as well as either reseeding or paving the entire project area. Inlet filters will be installed shortly- ' after construction on all proposed inlets to trap sediment which may be transported prior to seeding. Straw bale barriers will be placed at the outlets to swale sections A -A and B-B. Erosion control effectiveness calculations were performed for the Willow Springs Timberline Road Improvements for the development. The site was split into four sub -areas for the erosion control effectiveness calculations: (1) Subbasin 22C; (2) Subbasin 24A; (3) ' Subbasins 41A and 41C; and (4) Subbasin 50. The erosion control effectiveness was calculated for each of the sub -areas based on the methodologies given in the SDDC Manual. An overall ' basin effectiveness was then calculated based on a weighted average of the each of the sub -areas. The erosion control calculations show that the effectiveness is greater than the performance standard for the development. Calculations for the performance standard and the ' erosion control effectiveness are given in Appendix G. The erosion control cost estimate for the Timberline Road improvements is provided in Table 4.1. The cost estimate results indicate that ' a total security of $4,725 would be required for Timberline Road. 16 Table 4.1. Erosion Control Cost Estimate. Chent Paragon Pomt Partners EROSION CONTROL 1 Reseed/Mulch 4.9 L.F. $ 500.00 $ 2,450.00 2 Gravel Inlet Filter 2' EA. $ 300.00 $ 600.00 3 Straw Bale Barrier 2 EA. $ 50.00 $ 100.00 CONSTRUCTION COST $ 3,150.00 1.5 X (CONST. COST) $ 4,725.00 TOTAL SECURITY $ 4,725.00 CITY RESEEDING COST 1 Reseed/Mulch 4.9 AC. $ 500.00 $ 2,450.00 CONSTRUCTION COST $ 2,450.00 1.5 X (CONST. COST) $ 3,675.00 TOTAL SECURITY $ 3,675.00 ° Two gravel inlet filters on Willow Springs Way have been placed in conjunction with Willow Springs Phase One and have not been included in this cost estimate. 17 V. REFERENCES 1. City of Fort Collins, May, 1984. "Storm Drainage Design Criteria and Construction Standards". 2. Greenhorne & O'Mara, Inc., June 20, 1986. "McClellands Basin Master Drainage Plan". Prepared for the City of Fort Collins. 3. Lidstone & Anderson, Inc., June 2, 1994. "Preliminary Drainage Report for the Willow Springs P.U.D." Prepared for the City of Fort Collins. 4. Lidstone & Anderson, Inc., May 3, 1995. "Final Drainage Report for the Willow Springs P.U.D. Phase One" Prepared for the City of Fort Collins. 5. Lidstone & Anderson, Inc., April 30, 1996. "Final Drainage Report for the Willow Springs P.U.D. Phase Two" Submitted to the City of Fort Collins. 6. Roesner, L.A., Aldrich, J.A., and R.L. Dickinson, Storm Water Management Model User's Manual, Version 4: Addendum 1. EXTRAN, EPA/600/3-88/OO1b (NTIS PB88- 236658/AS), Environmental Protection Agency, Athens, GA, 1988. 18 I 1 ' APPENDIX A RATIONAL METHOD CALCULATIONS 1 [1 1 1 1 W.I.IA ~I. -PROJECT Y DATE PROJECT NO. rm erime ;OWNER FEATURE "a * CHECKED BY DATE SHEET OF 7 0d o4 , I ri �9 O i O a p l p 1 Sz V 1 I V i V I I � � I p h � '� �i1 ! � � s 'r zz- zy� IIr ACI cJ I I O a 1 I I I I N I I i � 3 S I I T I I M I T C3 ;-r d I V, V� m M M 2 'nA �- ) cad = V6 C6 a v ! S O O D o O o O O O O O O o O O T C O C V V1 U� V1 v� m --7� 9 rz, O O a o o O o 4S 0 0 c3 o a O ,q a Q pp LQ 3 A v 'A V v_ _— J v a 4 IE M '7- A v ccC�� B /L ��6 j - Mtlo....�.��W4•YsroplCo.Ml..l. reVeed gl96No Cl-D CHECKED 8Y DATE S�]HEET C( 7' &51(1 ZO - 5obAv tali 61r) OV-B- S T/(bo%ry fo t4e4 5Aei 5ecfivn 0(17(m�eilrylC mod. l�/CCU ctC(P5 (oere5 1, I4ae wpeoim e=0A5 /eC � G = �a21 c+c Pei✓,are c= 0•ab Goi = 5:50 SoF = o't °lo ToGtb) _ (• 5 m oq for No) �r = 10500 5r > (zVlo a� Tcko)- Id'oL ]rid ' 'o ' q' I I�lohPSlh v,i3� �,�il4,7cA T�a/alie l fo Timber I i o e Cad f�r2a= e?arr�5 a" I 7acre5 wen open : b� sa K o,av f ,motIre uto hoo5e lob = 1,(D7ac RD � ✓� 6mpo5 Je e- = 0.39 koP' SOR 5or-=ado T�F(100) 4 r = lddo Fl r = IJFrs TT = 151min Tc Uo): 0?3 Sm�� G,o - 3,0f.7 lhr Q(o- CCFcA =� , CIo)C3o,n�H��(ac�CS) =o� CiS TC(�ooi = cQa"�A1t� L,o = `t• Ir4r Tim. Licfalone 8 Anderson. Inc. OWNER -PROJECT BY DATE FEATURE el, ai %(lc, lo� 5�biv+ vl piGmele3 CHECKED BY DATE 5obba5in �U 3, 5�ac✓es 4o vtl 0, t ree45 x D, 4 5 I,Oo on rice x O.aa LT= 9000�O,;G%% 145 he 7ob X b, 51 5obba5w ovD 0,53aae5-{oi",l 0,l9 5ireeb x 0,95 Lor- =ld� 5w=;1% Q,blo. open 5puee IT 50bbl5ln 7,Poc(e5 C- 0,5a a((n fo�e( I J Sir<� )c 01y5 570(* cfen,�p2ce x0,o?o Z-r = 1'75Ff 5,)bb ,5t(l 013 a, 45aere!5 -W�t 1 loo"1lU IVCIy{�bo(�ooc� /BC(ta Loi =60Ff 5o� =a°� viol (5,4ume commeam(den9fir) o,?v 5ob{xGin 06 a, O&Qci-o 1�4a I 0166 hw5e 1oj5 o,45 LOF oq 150 o /,g 1.30 opm5jr*ce A,0,0 O,a� Sib �n a�i ((_OmFmff6) - 3,14 acres �o�al (vet o5�4e e- o,�ll (�pjroq,8 SHEET OF A3 7 " AL LL,cMsone.. VER-PROJECT BY DATE PROJECT NO. TURE CHECKED BY DATE SHEET OF ,qh"I NefW 5vbbx�iri �&h - 041 /tv7 ne#Wkoi� Y�1/Pcr{tOAa�IG LoF- 1404 *r A (a55uoe dgmt et-ctAl OC{15i �/i �l 0,70 5obb45ii J&3 - /J1 acres 4AI 0,0 house 1c+!5 Y. 0,45 p,59 open y ce xo,;D --:R, M4 Lr SLR(-� 5r- a% SObbaS�n �� <<cAlpos4e) a, la atre,54&O e,qa �<7%srn ail C - 07.05 acrr5-fo�c,l 6,13 5+reei5 x b,�5 Lor- Sop , a''l6 1,07 open5�ce 4,010 Lr = 1150 5r= I, 5'� 5obboitl Q J C {can pmife) 5, 11 acres C= 0, & 1 5obba5irl q ( (Co,�iPoS ���j i , a5 e,e✓e5 C = b,5� 50bbx�4 5a 0,1 & ac re5 6,34 5+re4t x0-G5 soff �F- a% b,4 ofen5p�cc x G,K d,54 Lr = qWO 5r= 1,5% S�bdit5l/1 59 (C,056f1 1,0 gCll3 0134 5-Klef5 X0,a5 4or-; aO No Text No Text DRAINAGE CRITERIA MANUAL 471-7 RU OFF 5C 30 1— 20 z W U cc W a 10 z W a O 5 W 3 O U 2 W I- 3 1 5 .1 _MMENII,'_,-NFA NFA„r._ MONS 11 ///I SI NIFAM ME FA // M • r � ��������,■■rim ��■����■■■■� �I��/I III ■■/�—/1 ■■��■■■■■� 2 .3 .5 1 4 Ih FAT 2' I 3 5 VELOCITY IN FEET PER SECOND 10 20 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *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 & FLOOD CONTROL DISTRICT APPENDIX B STREET CAPACITY ANALYSIS ..,_.......:W.........,.,........,. re�5ed 91ae19� CAD OWNER—PROJECT I(mC�(1InC I� ciG ��II�OJ /If1Gl`J BYp l LD DATE sl;alq& PROJECT NO. (V57_" ,8 FEATURE 5{�iie 1n CHECKED BY DATE SHEET OF 5l/1 0`1011� TrM�(lr✓Ie �aa�, b�e5l 1���� �y� W(l/ai 5ig r -) w,4 A(Teoal54(eet. , %atdA 35 F> , 51ope = 0,410 Q1o=/ �C�S (SU�dasin a�-8-� ,`Jfi�t� 5ee �a9c /}a) {�cre��fio� sec orDlo 1504 oloo= (3.5cf� (5ol�ja51� oU6, eyfi/e bisin� Qmp=6,je,(s•e+7=�,Scfs• r / rhereFye, regvl5fQv ,otir From JirecT(�GPacct�,kktlal/515� (pp 354nJ 311) n�j5Aci&4 �alload ajochal�crcro� of (all = (G,gcf5 (0'5) = M-r-F5 x Ulf for to-yyeaf- oFo,io5m "g Qicn(all)= (�,Sc�s� (06) = 18•9d; ✓ ok for (00-f 'n- &e3rn �qfi 11mbe�lrae Load , We4 go!Vd(7hg ��ljjo, Ip jho, o4j 5/opc 0/0 {{Q�;10 : �, 0 CPS u10o= 5Acr5 From '74e4 00� Arla � if.) (pp 13' and gg) �b � ✓ hG?10 call) - . 5) (b = 3, o a(3 r /D /eqi �31,ocQ lX1oo (all = i0,� = 65 c6 ✓ o%C -For 100-teat' &5o �l Tmbe�line PoaJ, kJe4 Adf , 5904 Of Alc-0daitck 01 /a ! AA((1a ( '51W4' , %a OIA = 35 Fi ,slake = I' I R % Q1D _ 4 545 aloe= ` , 55 ^^ccII " re-ay,St{CCt (l�iL(t^� u1�515 s Cpp (o �Fs Q10 (�II� Ia,aG�S) Ca,B) . 9, ✓ok r !o, too- ��� Oti51/I q(fi Tobe/Ilne 4/J ( ldel� q4l�, N,- Mr-W(aR''S �lar^ne( Av lerla l *eel I � ��e�f(^ = 35ff � Slops - D106 Oro_; 3, 3c F5 C(00; l�S�FS 1 F,-O(rl 5�feef (Ci ciiy (pp 95and Ell ✓ (�� (k�� =(3(Dh��) (os�_ (B ac ok a� (00-ye4r, Wo 29MAY96 16:55:44 HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (33-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 2-YR DEPTH (1/2 ROADWAY FREE) LIDSTONE 8 ANDERSON T3 ARTERIAL STREET W=66' S=0.4% FILE: TR-33H-2 J1 ICHECK INQ NINV IDIR STRT METRIC HVINS 0 ' 2 0 0.0040 ' J2 NPROF IPLOT PRFVS XSECV XSECH IN ALLDC I811 1 -1 ' 02 aT 2 6.0 13.2 NC 0.016 0.016 0.016 0.1 0.3 X1 1 6 100 133.01 10 10 10 GR 2 100 0.5 100.01 0 100.02 0.16 ' GR 2 133.01 2914AY96 16:55:44 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL ' C GLOB OCH GROB ALOB ACH ARDS VOL TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR *PROF 1 CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .47 .47 .00 .50 .53 .05 .00 ' 6.0 .0 6.0 .0 .0 3.2 .0 .0 .00 .00 1.86 .00 .000 .016 .000 .000 .003979 10. 10. 10. 0 0 5 .00 PAGE 1 THIS RUN EXECUTED 29MAY96 16:55:44 WSEL FO 50 CHNIM ITRACE 102 0.79 133 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 17.47 117.48 PAGE 2 29MAY96 16:55:44 ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (33-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 2-YR DEPTH (1/2 ROADWAY FREE) LIDSTONE 8 ANDERSON ' T3 ARTERIAL STREET W=66' S=1.93% FILE: TR-33H-2 J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q ' 3 1 0.0193 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 15 -1 29MAY96 16:55:44 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL ' Q QLOB QC" QROB ALOB ACH AROB VOL TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR ' *PROF 2 'CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .47 .47 .56 .50 .74 .26 .00 13.2 .0 13.2 .0 .0 3.2 .0 .0 ' 00 .00 4.09 .00 .000 .016 .000 .000 .0191-98 0. 0. 0. 0 8 5 .00 1 1 WSEL FQ .50 CHNIM ITRACE OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 17.48 117.49 03113 PAGE 3 PAGE 4 ' +8410 29MAY96 16:55:44 PAGE 5 THIS RUN EXECUTED 29MAY96 16:55:44 xxxt#tft#t#xitxxffxft#t#t#t#t#**###fx HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 xftft#t##xxxxxxxxtfttt####xxxx#xxfxxt ' INDICATES MESSAGE IN SUMMARY OF ERRORS LIST NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER ARTERIAL STREET W=66' ' SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10*KS VCH AREA .01K ' 1.000 .00 .00 .00 .00 6.00 .47 .00 .53 39.79 1.86 3.22 .95 1.000 .00 .00 .00 .00 13.20 .47 .56 .74 191.98 4.09 3.22 .95 1 29MAY96 16:55:44 PAGE 6 ' ARTERIAL STREET W=66' SUMMARY PRINTOUT TABLE 150 tSECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.000 6.00 .47 .00 .00 -.03 17.47 .00 1.000 13.20 .47 .00 .00 -.03 17.48 .00 ' 29MAY96 16:55:44 PAGE 7 ' SUMMARY OF ERRORS AND SPECIAL NOTES 1 1 1 1 24MAY96 14:21:08 1 1###*##4xt#ftf#ff#f#f#xx*ffff#f#t#f*f* HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (35-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 2-YR DEPTH (1/2 ROADWAY FREE) LIDSTONE & ANDERSON T3 ARTERIAL STREET W=701 S=0.4% FILE: TR-35H-2 J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 ' 2 0 0.0040 12 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 -1 ' O2 OT 2 6.9 12.0 NC 0.016 0.016 0.016 0.1 0.3 ' X1 1 6 100 135.01 10 10 10 GR 2 100 0.5 100.01 0 100.02 0.16 ' GR 2 135.01 24MAY96 14:21:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL ' 0 GLOB OCH OROB ALOB ACH AROB VOL TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR ' *PROF 1 'CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .49 .49 .00 .50 .55 .06 .00 1 6.9 .0 6.9 .0 .0 3.6 .0 .0 .00 .00 1.93 .00 .000 .016 .000 .000 .003999 10. 10. 10. 0 0 5 .00 1 1 PAGE 1 THIS RUN EXECUTED 24MAY96 14:21:08 WSEL FO .50 CHNIM ITRACE 102 0.83 135 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 18.45 118.46 PAGE 2 24MAY96 14:21:08 ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (35-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 2-YR DEPTH (1/2 ROADWAY FREE) LIDSTONE & ANDERSON ' T3 ARTERIAL STREET W=70' S=1.19% FILE: TR-35H-2 J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 ' 3 1 0.0119 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 15 -1 24MAY96 14:21:08 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL 0 OLOB OCH OROB ALOB ACH AROB VOL t TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR ' *PROF 2 ' CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .50 .50 .54 .50 .67 .17 .00 12.0 .0 12.0 .0 .0 3.6 .0 .0 00 .00 3.34 .00 .000 .016 .000 .000 .011898 0. 0. 0. 0 8 5 .00 WSEL FO .50 CHNIM ITRACE OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 18.51 118.52 &P�/3 PAGE 3 PAGE 4 B,'13 24MAY96 14:21:08 PAGE 5 'THIS RUN EXECUTED 24MAY96 14:21:09 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' ARTERIAL STREET W=701 ' SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN G CWSEL CRIWS EG 10*KS VC" AREA .01K 1.000 .00 .00 .00 .00 6.90 .49 .00 .55 39.99 1.93 3.57 1.09 1.000 .00 .00 .00 .00 12.00 .50 .54 .67 118.98 3.34 3.59 1.10 24MAY96 14:21:08 PAGE 6 ARTERIAL STREET W=701 ' SUMMARY PRINTOUT TABLE 150 ' SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.000 6.90 .49 .00 .00 -.01 18.45 .00 ' 1.000 12.00 .50 .00 .00 .00 18.51 .00 24MAY96 14:21:08 1 PAGE 7 SUMMARY OF ERRORS AND SPECIAL NOTES 1 ' 24MAY96 14:21:34 '**x**xxr+#i!#ft##ltfi!#f*r**xxxlxxxxx HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 *xxx*x++t+ir+:rrrrrlftf*r*x*x+xxxxrxx T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (33-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 100-YR DEPTH (TOP OF CROWN) LIDSTONE & ANDERSON ' T3 ARTERIAL STREET W=661 S=0.4% FILE: TR-33H-C J1 ICHECK IN9 NINV IDIR STRT METRIC HVINS 0 2 0 0.0040 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 -1 ' a100 aT 2 31.0 68.0 NC 0.016 0.016 0.016 0.1 0.3 'X1 1 6 100 133.01 10 10 10 GR 2 100 0.5 100.01 0 100.02 0.16 GR 2 133.01 1 24MAY96 14:21:34 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL O OLOB OCH OROB ALOE ACH AROB VOL ' TIME VLOS VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR *PROF 1 ' CCHV= 100 CEHV= 300 *SECNO 1.000 1.000 .79 .79 .00 .50 .91 .12 .00 31.0 .0 31.0 .0 .0 11.1 .0 .0 00 .00 2.80 .00 .000 .016 .000 .000 .003997 10. 10. 10. 0 0 8 .00 1 PAGE 1 THIS RUN EXECUTED 2414AY96 14:21:34 WSEL FO 50 CHNIM ITRACE 102 0.79 133 PAGE 2 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 32.83 132.84 2414AY96 14:21:34 ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (33-FOOT HALF WIDTH) 5/24/1996 FLOW FOR THE ALLOWABLE 100-YR DEPTH (TOP OF CROWN) LIDSTONE & ANDERSON 'T2 T3 ARTERIAL STREET W=66' S=1.93% FILE: TR-33H-C J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q ' 3 1 0.0193 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 15 -1 2414AY96 14:21:34 1 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL Q GLOB QCH QROB ALOB ACH AROB VOL ' TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR ' *PROF 2 .100 CEHV= .300 'CCHV= *SECNO 1.000 1.000 .79 .79 .96 .50 1.37 .59 .00 68.0 .0 68.0 .0 .0 11.1 .0 .0 ' .00 .00 6.15 .00 .000 .016 .000 .000 .019288 0. 0. 0. 0 17 8 .00 WSEL FQ .50 CHNIM ITRACE OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 32.82 132.83 603 PAGE 3 PAGE 4 24MAY96 14:21:34 PAGE 5 RUN EXECUTED 24MAY96 14:21:34 'THIS rrrrrrrrrxxrxrrxwwxrxxwxwwrwwwwwxrrwr HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 rrrrrrrrrwrrrwxrxwrrxxrxrxwwwwrxwxxww NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST tARTERIAL STREET W=661 SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10*KS VCH AREA .01K 1.000 .00 .00 .00 .00 31.00 .79 .00 .91 39.97 2.80 11.07 4.90 1.000 .00 .00 .00 .00 68.00 .79 .96 1.37 192.88 6.15 11.06 4.90 24MAY96 14:21:34 PAGE 6 ARTERIAL STREET W=66' ' SUMMARY PRINTOUT TABLE 150 SECNO 9 CWSEL DIFWWP DIFWWX DIFKWS TOPWID XLCH 1.000 31.00 .79 .00 .00 .29 32.83 .00 ' 1.000 68.00 .79 .00 .00 .29 32.82 .00 24MAY96 14:21:34 PAGE 7 SUMMARY OF ERRORS AND SPECIAL NOTES 1 24MAY96 14:24:18 HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 fffrf*i*ff*ffxr*xxR*xf**f**xrx*f*fx** ' T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (35-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 100-YR DEPTH (TOP OF CROWN) LIDSTONE & ANDERSON ' T3 ARTERIAL STREET W=70' S=0.4% FILE: TR-35H-2 J1 ICHECK IND NINV IDIR STRT METRIC HVINS C ' 2 0 0.0040 ' 12 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 -1 C100 CT 2 36.5 63.0 'NC 0.016 0.016 0.016 0.1 0.3 X1 1 6 100 135.01 10 10 10 GR 2 100 0.5 100.01 0 100.02 0.16 ' GR 2 135.01 24MAY96 14:24:18 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL ' C CLOG CCH CROB ALOB ACH AROB VOL TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR *PROF 1 'CCHV= .100 CEHV= .300 *SECNO 1.000 1.000 .83 .83 .00 .50 .96 .13 .00 ' 36.5 .0 36.5 .0 .0 12.5 .0 .0 .00 .00 2.92 .00 .000 .016 .000 .000 .003996 10. 10. 10. 0 0 8 .00 B►�3 PAGE 1 THIS RUN EXECUTED 24MAY96 14:24:18 WSEL FC .50 CHNIM ITRACE 102 0.83 135 PAGE 2 OLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 34.96 134.96 1 24MAY96 14:24:18 T1 TIMBERLINE ROAD STREET CAPACITY ANALYSIS (35-FOOT HALF WIDTH) 5/24/1996 T2 FLOW FOR THE ALLOWABLE 100-YR DEPTH (TOP OF CROWN) LIDSTONE & ANDERSON ' T3 ARTERIAL STREET W=70' S=1.19% FILE: TR-35H-2 J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q 3 1 0.0119 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 15 .1 24MAY96 14:24:18 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL Q QLOB QC" QROB ALOB ACH AROB VOL TIME VLOB VCH VROB XNL XNCH XNR WTN SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR ' 'PROF 2 .100 CEHV= .300 'CCHV= 'SECNO 1.000 1.000 .83 .83 .93 .50 1.22 .39 .00 63.0 .0 63.0 .0 .0 12.5 .0 .0 00 .00 5.03 .00 .000 .016 .000 .000 1 1 1 .011888 0. 0. 0. 0 17 8 .00 WSEL FQ .50 CHNIM ITRACE GLOSS L-BANK ELEV TWA R-BANK ELEV ELMIN SSTA TOPWID ENDST .00 2.00 .0 2.00 .00 100.01 34.97 134.97 61415 PAGE 3 PAGE 4 813113 24MAY96 14:24:18 PAGE 5 'THIS RUN EXECUTED 24MAY96 14:24:18 wwwtxwwwwww#xw#rt*t**w##wwwrt*tr*#*fw HEC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 #www#xwfwfww*tf*t*t**t*f*tt*#tftttft* ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' ARTERIAL STREET W=70' ' SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN O CWSEL CRIWS EG 10*KS VC" AREA 01K ' 1.000 .00 .00 .00 .00 36.50 .83 .00 .96 39.96 2.92 12.52 5.77 1.000 .00 .00 .OD .00 63.00 .83 .93 1.22 118.88 5.03 12.53 5.78 2414AY96 14:24:18 PAGE 6 ARTERIAL STREET W=70' ' SUMMARY PRINTOUT TABLE 150 ' SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.000 36.50 .83 .00 .00 .33 34.96 .00 1.000 63.00 .83 00 .00 .33 34.97 .00 ' 24MAY96 14:24:18 PAGE 7 1 SUMMARY OF ERRORS AND SPECIAL NOTES ' APPENDIX C ' INLET DESIGN [1 l.idstone & Anderson. Inc. Yw •�ww��W �wY�YM,Y CwM�Y OWNER—PROJECT BY DATE PROJECT NO. T rtlwtl, lie m 5 aD s 19q 116o e07WO, FEATURE //�1 IjI�� CHECKED BY DATE SHEET OF T,�I,.+ Irn4rrfl/ i�ni�,lGtS I CI 4 ©ia s 2,o c(s Qtoo = M C4 ' Frl(co4e Rojaepl� = ' (oo-fr = 0, 7q (4op hei# g qplv� = 0,51q• mlfl C4lw(465: 4A - or q6 IP710 qb t a��= 05 -Fora 5410• Qcyw 6,o5cF-ilR) (5R) (o,ao) y 4JoA to, too-y&v- ' 1.0 12 5 10 4 .9 II 8 ' 3 10 6 � .8 F- F- 0 N, 2 1 9 w 4 �'~ .7 s 3 8 w _ 1.5 a . 2 L 6 7 por�i U 0 E�m z L 1.0 � .5 - — — - art o z .9 t - — �-.8- ------ a a. .8 o — 5.5 0 .6 w 0 .7 t w 5 s z w .4 _z w '4 s 6 ? 4.5 z o 3 w ' IL 4 r 0 2 0 .5 0 � s z z 0 " w •3 35 W w _ 4 a. a J Cr 0 O I w ' U. w 0 .08 I'_ .25 3 0_ ~0 06 0 3 0 w z w w z .04 s .25 s 2.5 = w w 2 a .03 a r Br f- a 02 0 2 ' a = 2 a 01 0 .15 .15 L o 0 ' --- -- - -- -- y0 Q 1.5if s 10 a=2 h I 1.2 ' Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS. DEPRESSION DEPTH 2" ` Adapted from Bureau of Public Roads Nomograph ' MAY 1984 5-10 DESIGN CRITERIA FEATURE Zdl(4 (o l Io - 745 QlcO= 157Cf5 L,dslone & Anderson. Inc. e l CHECKED BY MI +b1E F� a i�� U �rPe 10 y = a, 83-R (Top heqk-genta3 = 0, 5R �x�5fi Uver� &114 wll, 5 &,j Creek, -Rv 5e 1) .5-9 cwbigW , fly- ea/ e(4lcJ14 6 ) : yaP 0,qq o,5= Oslo o-'-)7W0,9 EET OF -i Oln rAlef nomo rah ,?aye Ca 4r4 �wb(e s 0,1A j A (gx5-p) (6, 8J= 5,8cis - ✓ok4;r (0-gear- 100-yew a I cul Am 5 yol A = �'rv(71 inle� (QI-= I��Scfs Ifs )uble 5 0,g5d5p4aop-) t gel y �cep n, lnee crow -Fall� , ge r2i �'1� �� a �a�� �0 2 Cr/oravl hell fq a,50, 7Hele are,.iole ,,ail s✓e �ci� clear - l�li(G.15orirJas I PLf�) 1 S- CHECKED BY I DATE (SHEET OF al(w%1615 The cgpcAcl W 4e Init5 �000.1C� s1✓► 47otnf3 opcCq►K� p7Ab (on b�!((✓� 5�rrvt 5wti�, Gfdec�{� ues fl{7rrt��erline �� wilt be vmn ,r 4o em5vcc 4e4 -flee Tmbel im�rv✓«n��r(� �vnvfGta✓e an acid{rye r�tpGc(• f� se � c(��nar9eg Goa bobb45rn5 cW , akc) o o o{s �eviseecl di�ar�s l r Gig= �,Oc{'S - Gee�fr.fl�r� Ae`x n��r hpr✓e�2�a�orf7o� �f�e�%�om S�bhtiS�ndaB 0 0 /+� rsca�fufr� �nfh� ra,dside swale� und�Iol�nvv++--be fnb�i(u.-y �iG�cr�(ef. Qltb' �5��� t5�0L� ' �� gG{5 ✓'e5�i4u+n Q�Slyn �c�. (De5lrn pant aa� Vhv"e 4 jr5(1 ar s 64 = O, &45 Q,co = a1,1 c� t s, 0d-5 = %,- 9J5 �evisec� ci�sc�ar9e5 Q9 z 0, 8 c{5 ✓�nc,G�q�ye� I 1 1 1 n APPENDIX D STORM SEWER DESIGN Lcf stone & Anderson. Inc. 1-b 1 -5 30-11 CHECKED BY I DATE ?roe 11e5Vri 5obb�Nn ja-6-a fin 19-in6A AD5 -pipe mll be AItzed l-o cdlecr 4,1, 1erve(/ r��o� Worn 4e 56-V,1e 1�jacC,tl 4v- e lje;4 Ro-)ItyieoE' It -en W111 tG ,;a� (5a/fA�O� 1�1ffc� �5pn�1�5 tV.ty). CO �-8 1�e pjp6 �145 a him1pivrii510 e of 0,410 - dAir one Dlpe Full egpa«fy r04I >rie� rnu`iarn� } 5XI ' n I^vd Fly . ,qb3a x 0,5)�'3a lD��►)r2 r o11 t a=aaePil,0(0"; yo/d=1��8'=O(v9 Fiom nan��raph ,lx(ge DSO Qoc'p lg-mdy� = (018)(11lc> 5) = boo cfs ✓-Aepipe hc,5 aelerfvaW eapa«�Y. eey&j Fha5e I tine 7, SHEET OF �l to le lzcai1on , ledio and Slope have beer arwd(6,d From fie triri7al gy!aj' 5 0100= 5,q Gf5 � = 70.50 5 = 0,5 0/0 Ul51tw - q95049 1151nv : ggqq-9q 19-incA 4D5-pipe 10()-fear Dl5 (W(nilonTbd 504) -(he 0D5e�e✓arjaly5� was rev5ed -fvThre{'e4 (opl,7A c� �. 5e h� Jffauk --tnrJyto lbrwed q.4 %lie ,L7� 7 k., fve ide, �(a�In c e�e,�,bc f� �G(�re k�er-�o 05etxr ovtpu4 -�p -D3 `D5 N-1-; k/5-Tp- I IOUT) w ' Willow Springs -- Timberline Rd -- Storm Sewer Anal. Line 7 COTST20.8 5-29-96 L&A Inc. CLD File: WS-TR-7.DAT '1 12 , 20 2 2 , 1 , .85 500 , 500 , .2 , N 1 100 1.4 , 28.5 10 .786 3 '65, 4949.94 0 1 ,6566, 0 0 , 0 L �PCM� 3a� 3.4, 0, 1.0, .60 , 0, 0, 0, 0, 0 i f 66, 4952.55 ,6566, 1 ,6667, 0 , 0 , 0 �^le+g�,�,a`I� 3.4, 0 , 1.0, .60 , 0 , 0 , 0 , 0 , 0 �I 67, 4952.55 ,6667, 0 , 0 , 0 , 0 , 0 I �nk (I 3.4, 0 1.0, .60,0, 0, 0, 0, Or I'�TL 2 ale: W5- k- 7, N / Qedit(on of Nase1 Mll tjlFri j 5 until *i rni Line 7 UD�t�,(/ rni ' 6566, 70.5, 0.5 , 4951.79 , .011 , 1 , 0 , 1 , 18 , 0 — IS"kD5 -Ptm L1Aa*DPAk }o W 394 6667, 1 , 0.5 , 4951.79 , .011 ,0.25 , 0 , 1 , 18 , 0 1 1 1 �Iv STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL ' Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:LIDSTONE AND ANDERSON- FT COLLINS COLORADO .............................. ON DATA 05-29-1996 AT TIME 17:53:46 VERSION=03-26-1994 PROJECT TITLE :Willow Springs -- Timberline Rd -- Storm Sewer Anal. Line 7 t*** RETURN PERIOD OF FLOOD IS 100 YEARS RAINFALL INTENSITY FORMULA IS GIVEN ' *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- OF CONCENTRATION 'TIME MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS ' ---------------------------------------------------------------------- 65.00 0.60 0.00 0.00 0.00 4.75 2.85 66.00 0.60 0.00 0.00 0.00 4.75 2.85 67.00 0.60 0.00 0.00 5.00 5.67 3.40 ' THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES DENVER CRITERIA WAS NOT USED TO CHECK THE COMPUTATED Tc. ' *** SUMMARY OF HYDRAULICS AT MANHOLES >clle: fxl5'TR-7,0L)T Line 7 U�Ixwe. 6j��k ------------------------------------------------------------------------------- 'MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION Q/�C rrCefig,( MINUTES INCH/HR CFS FEET FEET $f(/}1�.HJ f w TL( T/ el4 ✓al --- ------ ------ ------ ------ --- -------------- --- / 65.00 0.00 0.00 0.00 3.40 4949.94 4952.10 NO 66.00 1.20 18.93 2.83 3.40 4952.55 4952.10 OK / (( // 67.00 0.60 5.00 5.67 3.40 4952.55 4952.11 OK - �I��GJ�IC &ellKeli pel�o Otm dal✓!/1" ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85 ------------------------------------------------------------------------------- 'SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING 1D NUMBER UPSTREAM DNSTREAM SHAPE OIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- '6566.00 66.00 65.00 ROUND 12.61 15.00 18.00 0.00 6667.00 67.00 66.00 ROUND 12.61 15.00 18.00 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 1------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT 'ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 6566.0 3.4 8.8 0.65 4.66 0.73 3.97 1.92 1.17 V-OK 6667.0 3.4 8.8 0.65 4.66 0.73 3.97 1.92 1.17 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ' ID NUMBER UPSTREAM ONSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 6166.00 0.50 4950.29 4949.94 0.76 -1.50 NO 6667.00 0.50 4950.29 4950.29 0.76 0.76 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS D4/o -"---"------'---------------- SEWER SEWER SURCHARGED - ------------------------------------------- CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------- 6566.00 70.50 70.50 4951.79 4951.44 - 4952.10 - - 4952.10 PRSS'ED - J r 1 ?fix pp°FA 7 /aQp'e`.CxnzeJ 6667.00 1.00 1.00 4951.79 4951.79 4952.11 4952.10 PRSS'ED mu-%Jp✓e A pfe5501`0 '+001nf5 u�phca; ion• ' 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 ------------------------------------------------------------------------------- '6566.0 66.00 4952.15 0.05 1.00 0.00 0.00 0.00 65.00 4952.10 6667.0 67.00 4952.17 0.00 0.25 0.01 0.00 0.00 66.00 4952.15 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. ' *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE. ' THE TRENCH SIDE SLOPE = 1 MANHOLE GROUND INVERT MANHOLE ' ID NUMBER ELEVATION ELEVATION HEIGHT FT FT FT ------------------------------------------------------------------------------- 65.00 4949.94 4949,94 0.00 EC-1G <�1�f><�i••�n���igSo2.55� 66.00 4952.55 4950.29 2.26 D5 Ito 67.00 4952.55 4950.29 2.26 ------------------------------------------------------------------------------- ' SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL EARTH ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME FT FT FT FT FT INCHES CUBIC YD '6566.00 4.60 3.92 0.09 3.92 70.50 2.50 26.7 6667.00 4.60 3.92 4.61 3.92 1.00 2.50 0.5 'TOTAL EARTH VOLUME FOR SEWER TRENCHES = 27.2097 CUBIC YARDS EARTH VOLUME WAS ESTIMATED TO HAVE BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 * B B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES 'B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED. BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH/12 +1 IN INCHES ED. BACKFILL DEPTH UNDER SEWER WAS ASSU 1 r L,dotone & Anderson. Inc. uM Il��uIIN� W �MMM��u YwY��� FEATURE CHECKED BY DATE SHEET OF 7loe I I D6 to Each q� Wie ptpe5 n 6166/( 4e 02srfern Iaadside A(4c� be-f jeer lJi llcw 5prirp t�^/ orc(fi�e 5Ae(rI bcUfl Oey0(f4e 57e-�504 CV?�d P-U-D were I1Zrd fo cor,ae'y -the I(e,�4eroF4e or fie ct(jooufrd /r�r9a � �foo. Qw)- t I � A 06f-ia6) = 3°�'5. T/4 5k'lq(e� kAjf COaVe� - ()W slew the pipeSi l� 5/ZeU W)A a Jglh 0 1 vo For -prJipe -5ij,(� (U5e �o mane t5 e9U4 6)4r-P(Pe �11 l Tl e5 /w fG� batoeter Yeatlr TAcgt) o-lncc-h , CaIC��afC CCPAC4 a a epf �1 lJ� (�IvtC�1l5. � I 0�IjJVe41448 ,'PI5Inv =4vi,e(v , L=/05)4 -->5-a,5°� pe -6Il cgFc 6nAW version 4 Xatinivjl7 P union) 5k R l t5o, l a,gcti 9cp 5iA ga50 t QCp ��S�au= 4gl5,t8 , D15friv 17 ' 33Ff 5=1,a�90 L• Lidstone & Anderson. I OWNER —PROJECT ( BY DATE PROJECT NO. T(iY?OP�'1/�� Dad ���� `'X� qCo Cd i 57�?o- z FEATURE CHECKED BY DATE SHEET OF ?roe5iq/1 _ 'D -7 10 Idiitor/o//1 /loolol(4ph, pofe ✓�5rnl � IP501Iq , �ISinv- 4ggj,Tq L; a6 F= '5 0 �7dlo 0,8 ; FioM r�o�no,raph , �a9e DO : Quo = 0-qe Qcup (aW)(5 76A) = 5,6d; 5k, ` 1too t I5-111ch 412 oi5,nv, 4g5o,77 r�15 ���= 4g5o, &5 , �= a4F� o,s�a -ptoe,�l ec�Facr�l - d- ,�r= C� asJe�3 (,DoS�'�� = 41b CFg a�'/5 " = O/ f3 ; 1�-om Y1 mgjl-,�� , ple /�� : Q /Qo = 0/ 16 1 1 1 1 1 1 1 1 1 1 1 IMMEMEEMEME EMERIMMINIMMIN wommummomm MENOMINEE 0 No sommolm ■■ MIMEi i No liklmoll No 11111.010,100 No looki IMMINNIN Em 11MINNIMEN I IMIN MINIM limmill INIMMIMMINIMMINE moollmommoul �v L,dstone & Anderson_ Inc. r lwgD ( fle i XJ If 0 5/1(, qCD T5To70,8 FEATURE CHECKED BY DATE SHEET OF Fx�Sh;i� ndifvn Pipe (7iiiwtfll/ 1 1 �)1 �o 5161 gofco 0-Igcti �,cp U�lnv = ggLl;,q8 , t)i rnv = 4g39. a L = 050 s - a- 5 l pe�011 eqprtc(iy f4a4PuKjS e9vA,1 0A) Q- ,q& /3,SI/a = �lr�3a /3,,oas�t��: -5,(o C�5 0151nv- �i9�3lDs , D�5Inv 414,64 1 / - 3g Ippe F,(I cclptct#y; a= " oaqz '(I)5�3 5+c, 19+50 /a-InCA CAP oJ5jr, v-gg451s , a15 Inv`411407 , L = 53- * '4oa� " 0)8/,. (,ola��2 = a,1 CA, ,%6j qcl�co 15-mA 9Up L.=140Pi --;>5-687% ;q-rilcA * f Tpe U�5Inv _ #q•yq I L ,013 /z - --:� 5s0,77% `i, � cfs 1 ' OWNER -PROJECT BY DATE PROJECT NO. —Fwl�il,ne 'lebo Cz-D 51!(VIq/ Co�5Tao, ' FEATURE CHECKED BY DATE SHEET OF G� I un, r �o�ci� ot �rxL!�1 �1���(;5(S Flo i� sfg 97fo 0-mc� C M P ' U�lnv-4g50-77 , D/5 rn✓ - vl9�,195 `' a`{�� 5' b-S�v APPENDIX E SWALE DESIGN ru OF 8 Anderson_ Inc. �i ri i G FEATURE 1.a51n Ja-o- j ar v ' a�Gfs 5e2 ypr�lrl �fo� 4o �Q 5w(e 15 de,99hed a5 a V-5�q� 5wet(e 1..v1l� 5/de 51u�� 44,'JVj . -rAe i�ten oF4e Svja(e 1-5fo 6P'weapid (1�)4✓t KrmoFr -F-otln bicl ( aid opevl 5Pace ?(for 41) -Fla.)rr� onfo Totberlloe l6a A. �v� �le ;�nt11 be `le`11 pd 4o evn1 f vn4 G iyl/vl/r'tcm, - i e ��'yeale(151�a;'c/e. vie 0-Yea" Goore+hecu�uc, oF¢F swalZ w,l( 1,2eA foAe?r,;ibedme�dGoife,- �esvif5 cf >tiyd�G�l C o0ly,515: (fie 6t5e r3) la��secnal G. ZS t� - 5= b,& `o , 5iAo5 pea = 4k; IV � �,Sefl �; v 64 ,.i Vs. CI CoTTA), 6 CHECKED BY DATE SHEET OF i - Adjace, To Tirmbe�L�e ,Qa �esf 5�de , �f', 0� k�l(�o�5�imy5 �/• eC-45Je W6k , ez-�F 51de o-F revi be(-im e ecad (5}a n BWo 4 o ?8 t 5�) le 5v)4 65 been JesgneJ -� cmve� -ire joc4+ i of 4e Mtvido4orm (Meat') R,,)-) olr 4e ciIloc ed (((1IAfiell +'(ow aro - I,icf-5 5ob651, ScD all ,(,� = 3,00A, 7tie s i(e has beet, el e5i5ned 45 ej 5w4!e w!G Side 5(cpt--�' O� �14;1V. 7�e 5lorn vary be4m 0,&golo Und 3.70/0. 0,50115 d tl ydmvl rc w(f515 (lee F7p, Cal -7) I*t = 0W/o 51vre - 3.7% planpil7ool _ 0,q p = Ir� 5 1 1 1 1 1 1 1 1 1� 1 1 i 1 1 1 1 1� pumd l o/q6 Ccj Is 5' SIDEWALK 16' SIDEWALK TO BACK PROPERTY LINE . VTT@A#TE�URB 3' O: SECTION A -A 3' VARIES 2' 1 I IRRIGATION 3 DITCH 1' GRAVEL PAVED SHOULDER ROAD SECTION B-B ' TIMBERLINE ROAD -- SUBBASIN 22B BACK -OF -LOT SWALE CAPACITY CALCULATION INPUT DATA: tDISCHARGE = 4.800000 CFS T - Qcce: 4 9c(l Q U= bF�• BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE 6.000000E-03 FT/FT - 5 s0•bli0 ' SIDE SLOPE 4.000000 —Z: CIA 9V MANNINGS N = 6.000000E-02 ' RESULTS: NORMAL DEPTH = 1.004955 FT FLOW VELOCITY = 1.188388 FPS ' HYDR. DEPTH 5.023964E-01 FT TOP WIDTH = 8.039641 FT ' FROUDE NUMBER = SPECIFIC ENERGY= 2.954656E-01 1.026885 FT INPUT DATA: QCgP' lo7A 0,D11,01i. DISCHARGE = 6.700000 CFS ' BOTTOM WIDTH = 0.000000E+00 FT ` BED SLOPE = 5.000000E-03 FT/FT SIDE SLOPE = 6.000000 ' MANNINGS N 6.000000E-02 RESULTS: NORMAL DEPTH = 1.008007 FT FLOW VELOCITY = 1.099091 FPS HYDR. DEPTH 5.039600E-01 FT ' TOP WIDTH 12.096090 FT FROUDE NUMBER = 2.728399E-01 ' 1 SPECIFIC ENERGY= 1.026765 FT E 3/1 ,eemlP 9116 f 6 t TIMBERLINE ROAD - FINAL DRAINAGE PLAN EASTERN ROADSIDE DITCH DESIGN INPUT DATA: ' DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE 6.200000E-03 FT/FT ' SIDE SLOPE 3.000000 MANNINGS N = 6.000000E-02 ' RESULTS: NORMAL DEPTH = 9.379916E-01 FT FLOW VELOCITY 1.136491 FPS HYDR. DEPTH = 4.690347E-01 FT TOP WIDTH = 5.627949 FT FROUDE NUMBER = 2.924393E-01 ' SPECIFIC ENERGY= 9.580476E-01 FT INPUT DATA: DISCHARGE 3.000000 CFS BOTTOM WIDTH 0.000000E+00 FT BED SLOPE = 7.300000E-03 FT/FT SIDE SLOPE = 3.000000 ' MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 9.096973E-01 FT FLOW VELOCITY = 1.208234 FPS HYDR. DEPTH 4.549064E-01 FT TOP WIDTH 5.458184 FT FROUDE NUMBER = 3.156909E-01 SPECIFIC ENERGY= 9.323655E-01 FT E411 E 17 INPUT DATA: DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 8.400000E-03 FT/FT SIDE SLOPE = 3.000000 MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 8.860648E-01 FT FLOW VELOCITY = 1.273494 FPS HYDR. DEPTH = 4.431061E-01 FT TOP WIDTH = 5.316389 FT FROUDE NUMBER = 3.371436E-01 SPECIFIC ENERGY= 9.112478E-01 FT INPUT DATA: DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 1.290000E-02 FT/FT SIDE SLOPE = 3.000000 MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 8.175905E-01 FT FLOW VELOCITY = 1.495839 FPS HYDR. DEPTH = 4.088362E-01 FT TOP WIDTH = 4.905543 FT FROUDE NUMBER = 4.122704E-01 SPECIFIC ENERGY= 8.523348E-01 FT INPUT DATA: DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 1.400000E-02 FT/FT SIDE SLOPE = 3.000000 MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 8.051410E-01 FT FLOW VELOCITY = 1.542441 FPS HYDR. DEPTH = 4.026145E-01 FT TOP WIDTH = 4.830846 FT FROUDE NUMBER = 4.283867E-01 SPECIFIC ENERGY= 8.420839E-0t FT INPUT DATA: DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 3.630000E-02 FT/FT SIDE SLOPE = 3.000000 MANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 6.734128E-01 FT FLOW VELOCITY = 2.204618 FPS HYDR. DEPTH = 3.367870E-01 FT TOP WIDTH = 4.040477 FT FROUDE NUMBER = 6.694648E-01 SPECIFIC ENERGY= 7.488839E-01 FT INPUT DATA: DISCHARGE = 3.000000 CFS BOTTOM WIDTH = 0.000000E+00 FT BED SLOPE = 3.700000E-02 FT/FT SIDE SLOPE = 3.000000 14ANNINGS N = 6.000000E-02 RESULTS: NORMAL DEPTH = 6.710052E-01 FT FLOW VELOCITY = 2.220461 FPS HYDR. DEPTH = 3.355838E-01 FT TOP WIDTH = 4.026031 FT FROUDE NUMBER = 6.754833E-01 SPECIFIC ENERGY= 7.475650E-01 FT APPENDIX F ON -SITE SWMM ANALYSIS I r I 1 11 1 SwNm INPUT CALCULATIONS ' Peasal fOr TM%iliee 51361P r 1/IG RemeJ Fd Phozsd 3-8-16 ... .....................,......... kaVntilG ew,1: 7-A-74 OWNER—PROJECTBY DATE J NO. "llo.i5 rio45-AWl,s.4 P 5e a 7 berme CAL qllalqq C'or5M.) FEATURE ICHECKED BY DATE SHEET OF 5WI11M Btl5rn fattvnder5 (rq&J( ied C.Z-4- s/Z1`1- 1 Z,- 5obfx5in - 8,53 aces - Jo S open 5Fuce x 5)o - D,lab 10090 5,9q rlo�se 10f5 x g5'So > 31, 5 5o w p 400 ' (L 5Jh%5„1 a `I., 0 accPS - b open Sect F S So SIa45 - a,36 hoa?e/o6 Y, 10070 )L 145ya 4 67,8 fo,.,,p. W = 1350' CL- 131 Sub►xs,n 3-�5.734c(es -.1.3a oen 5prce x 5% - O.aL giiclt x roo�o :- 9.55 hoks q9,o yo,mp kl Sibiz5,n cl - b 6 ( acres 0.57 jllC: "S x 10070 o`i mui l &MIIt x %To 144 yo imp 3tv' 5ubh45,n 5 - o?,��I ac/r� - I,la `=fey{, x looFa - 1,&a 445`0 67,5 la ,mf7 5ubb45i„ 4cto - Abo 4re.!43 x vo o . 050 -4,70',00elv47 it dsio ->65,q So,n,p 0 cpe'nimce A 596 5ub145,fi 7 - 3 aSacle3 -1 • d_r ;=tee, Io+-3 A !00% 'I5`)o SG,ID -750' - o ,D3 iloo,e x 3a ,mp kl = 51bOG c.e5 - 0. =11j -r!e'3 k IC7o7a - I . hooe lo{s x 7 So -:P 67, 0 So lm p W - 145o' (L =11 J ) 5ubfxrs,n 9 -aD,aa K/h - - 5,19 man l pece -11,11 houle(of5 x 5 90 x 145?w >�,(s 90imp In/=,3000' �E=a9'i) -0,93 x a0'yo Subb4ila 10 - q,ld .4eh -4,44 oper)pgee -q,j1 house /ol7 x 57o x 455o a5, 5o,mp W = Moo, (L-)o4'i 5ubbcito IS - 4,49 .:cure, - N, Qa oplt7 gpwe houie soli c SSo x L10o -v 84 yo, m p k/ = 1500' , SUC+I(il.i 16 — ',li3QC/!7 I,tJ.3 6!/Ci7511G1( rGJSr.'05 R 5°'0 uT(� 1/4 %r,to hI: abo 3qlqp > �,iC c 5Aba51vi I'{ a 83acrr5 6,ga 5facf A 1007o 3•q8 hoa5e(of5 x 5% Se{ I 0/0i� o,o3 open.5pwe x e6mi { ror'rmberlme r-21i� Qevo&j rv,,4J -43��1r° 11Nw �w.wN. W .wY w C..Y.w. eCYIJ� 1� 1 IS -OWNER-PROJECT Willow swit155 hhQSea fmherlla Y CL-D DATE q-lq- 9L PROJECT NO. Cvr5rc�n0 , FEATURE 4CHECKED 5wmrl &/5frt BY DATE SHEET OF , �Jb%X15trt �D - ,10au15 0•Mf o,pen5pte z 590 0,56 a. &5 i'vvie %ri'-1 A Toole x 455o 5' 7o,mp W = 600' ' (L 5vbtr5ro 31 - q•004(✓<5 - 1. fl o ell ce ?f X 51 , l ai 1 646 5F'l ha^e loi5 x /Colo > g590 47,5 `,),mp W = 1, 00' `a bbo m 'Irm aer« 0-v Dana re x s�o g157 • 4.40� ho✓X%?g x 455e &nip k/= 113U0' 1 '76 Si,�J/c�5,r, a3 - a,a3 ae�es 0.66 51ree6 x /000 1, 5 q750 b 1• D `lo,,.p 3,14 1,&6 SubbaSiri sal ".3*b ac/es''�b��,;,;u. A stir 0,35 ri ��T/��r5 A foo90 p� �J3�ib /a 0,&8 - k;0A !A x g53o i�Imp 0,4!5 eawme/enl x 70110 1.51 s=/rrrn x 10090 9,A'4 ho✓ riol5 x y5/S SlJbbaSn ; b ' � acn5 Jllr,l50W A 5% —677 Io✓5eW-5 xq5% 3a„3 L1Nrmrclal x 70'& ��adi�J 90 r,Na 5ibba5,n 30 11.77 acre, 3 75 moA4", s N „Qy� � (0350 ra,p. 3 I Z Pt�wo.r7 Orb 5Ubh%511t 40 'ly,�� atr/!s �Gl o�=nS�ccG c 5/0 I SI {w✓5t (oft x 14550 1,59 ,lwl� i��„Iy G0 50 5vbba5l� �1( aue5 aE.gz oPe^SPau s50 q► , a%v ,m �.(e�f s+eezf5 0 IL00 -to �5o.I R cluI6 44,3 `10 ify W = /000, (L= pa) W ~/vim' (Lw kl = qoo' 4�- IDCO' Lz.2%') a31 r G 3�rD OMM .MAM W �M.YI-IM Cw.Mw. /`eV�St� Fi,i41: 7-z-i4 OWNER —PROJECT Y DATE PROJECT NO. Q111o.j 5 rma5 - Fi/5i- G,/!G I C L,) `i 18 q q C015Ta 0 FEATURE ICHECKED BY DATE SHEET OF 5wimm Bcts(n fanune4er5 (Orr wtl.Aratne-�,r5�) s17-1,t4 i ,fg; 5obtr5,n 1 - 8,�11 aces - d•qb oFr45F4ce x 5)o ' 0, (oq -) tee'5 it 1000 S arD none (ofs x 95' > 37,8 50 l,.p. k! = 1-�00 ' (L :305 5obb:*,,, ae(e5 - D.c71 open Sprite A S50 - I •(�'i S"'4?4s )k 10070 -a.Ql joule lob ;L 45 So G3. fo ,„.p. w = 1350, (L. 170 subb*5l'l 3 -ems,734cre5 -.►•3a v�?n 5pxce 5So - N5(e x , oo )0 (L SJbfzS,n �i - b G ( acres - 0,57 Slreer5 x loo7D -1, oq mwl{ Fa,n, x sa b ► ip 34 5ubba5,n 5 - 3.13acie: - 1.08 X, 10o90 - 9.05 hoa5elo{s x . 45`v _> s41050 ,,nP IAI - 800' (L = 170�) 5ubba5tn b - I J, &D acre3 - 3,55 5�, eA5 x l O i _ _ 7, & I G,ovSe IC4 x 45 5o 501 M p 1�/ _ 2500' 0,q4 cPe,'5Fc„c K 59b 5uh�f5s,l 7 - 345acre5 - i. Z —,ee .j -a A /co% 445`7o 56.lo -a,03 n0U5e!o+s a ?a imp k(= 750' 5Jboo5ill 63 - a-A'Squeg - 0,,e!'5 - l noose lo}s x lco5a 5o 0 So,m = '-15o 6 • 3� x 4 5 -�-P V, p IA1 5ubbx tto 7 - ($.3`i ;kre-) " = 7,46 open gpace - 9,g3 ho�5e fops x 5 % x y59a ui9.'� 5c�n,P I.�l =3vDO/ a73) 5ubbQ510 (0 - 8 cl9aci?�i 41131 open )pace ' y.18 hovic lo{S x 576 x .`1590 94, 7 %,m p W = /q00' (L - a &4') 5ubbc,5,q IS - 7 94i:re5 7.D'l op<n5pue x 5'5o { - a,06 hvu5e lots x q 0o -v 16. 7 yot M p (L= Q, 3C j+,,;5.•'s 5 < _!J 5'•'9 7 I. 7 % - a60 7 ,l IA NA fflnuffmmz�� F yIID W.I. M....IM. Y..wYMYMY C.......I. 7col,JMM:� �5 f I Ins OWNER —PROJECT 13Y DATE PROJECT NO. 14161 In 5 CLD q- I - 9L • COT5Ti"Q FEATURE CHECKED BY DATE SHEET OF St�IMr1 r�,71r�,,l 'el,5 (Iarl (rz S�blx►5tn �D - � 10 acl, 0-M open Spore x 5 io 0,5G a, 65 .54r 45 ;wvie ki'-) A 10050 x x15/o 7 015 %D/mp w = 400' (L = .76; 5UbIr5o q.00grrt5 III ofeap(e x 51 /-al (o 0'8 5f/!ef5 hunC laf3 x 1Qo'lo z N55o ---* 47,5 `k)Imp Q = l'l oo' 5,1676,11 Rol - 1,1 & oreie5 0.77 oona 1twe 1, 55 q,(04 5 -re; . 5 hoviefo9 ICto16 x 455e 51,4 &mp 1800' (L' II&/ SU1t 5io a5 - )43 aere5 c-o I, 57 51/4-::1 6.;�Stlo'*; x /0090 x '455o 0 %,,.,, hl = lavo' (1- /18 ") 5ubbnri a-1 ' 3.4D 1cie.5 1.14 0�f,l;�4Cf A 5% 'b• 75 x 10090 0. 10j"%S x g57'0 ­-;o 4 ; - 9 5a imp 1 l o,yj Co„mupal x 701/0 5�bba5,fl 15 - /i.e1V15 .0• 9 vt,en5jyee 'Y 51. _ 1.51 1•a'i 5-'retry hoodi;15 x 10090 x 4511 goo' 5ubba5,lt Jk'(o ' o�•q%urlS -) �f3 rlii5o9el x 5% hod5eI04.5 x'f5R'o =0,i� Cdaae/uaI x �0°b 51,3 /o �5i molh4wtr x 609 & o.3 5o 1mp. kl = /7 co' (�= 5 oa') 4,�8r 3 1.7 irn9erv,oJ5 peirlov 5 % 100IOT , 0'/o SUbbnS„t qo ' G,014tre5 ►,44 opaoyaee {wv52fofz x 5?o x y55e -�.a9;1 5o/nIa . W =1goo' (L=�53'� 1,51 ,,a1,raM,1y x God, 5Ubba51a 41 ' M& nW5 /,it open,5p4u A, 590 f,(eN 1co% -.30 -Sooyo,,,,p I�0,5 50imp • Ldslone 8 Anderson. Inc. F 5//0 CLD 1 3/ag115 CHECKED 8Y I DATE f Oro Jai 4,' 70,e- �J�rac.G - .l`,G�.G/ne a� is � JrV� f'DSD�SIr��•= =' ?-0.0 / 8(aOf� Iil Dtamerel- /I�-tce ��i`re COpicm i-eri - lrrU��ZJ do T5yG' it SHEET OF 9 IC7 Ire nlc�raUlIC, 6nde IrnC In � e za4fle•r prpe ,,�,, 5 41e ?r>m17ec tl5/�J rle 05owe/ Maiel -roe an array Ci�S!roi��5, '{'leL �3emar er �7rercmG %,/5D1-8•00r) 15Mclr.jecl In Ae 5rc,—tr sc non a/ +In on pGye �Fs7,- g5ary7em, 0-j -'e hydvwal,K 9(acc lrnz ca�c�l� Ons l5 7/o✓r1 pn DR9e. Theo/nCeey�u >or s U�%Il2ed fo de!e.mire 'he �O17 wq C�S�•rr«e e(eva�o� �rPc�cA cilxliet�yc The�rule� wclrr•s✓/rUce� el����e� I5 de-f?/r^n��Izc! �acd�� =�+e A�5 /��ra�(rc 6���f'�� Ord =ne hea2.)tif?,1-,4epfti due—o rile brlrrrce. (�Gharge f�•�>:lCL Dl5 f2es�l���I�E.1 Td,rded W.S. 1�or,Ll llol�•me (G�s) or; 0/I{ce DepfA (ff) 5lev. � — — �Iq�l�•oo 0 qq4, V 6 �Q4�• 9� I.y6 � ��B•ya o,39 .b�l 8 4,12 111%30 N11I to 4,13 �f �a qqq 7,37 ee,o Ifs alC�a=�ch il,a� alo _ X, 8,56� 1 1, sat-44 �.ISro=��. �i45a,ar I,Sf4 1 �ct�tone & Ailderson. Inc. WILLOW SPRINGS PHASE 1 -- DETENTION POND 324 OUTLET STORMSEWER 'HYDRAULIC GRADELINE CALCULATION SUMMARY ----------------------------------- MANHOLE DESIGN GROUND ------ WATER .._....----------------------------------- MANHOLE DESIGN GROUND WATER ' ID NUMBER PEAK FLOW ELEVATION ELEVATION ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET CFS FEET FEET ------------------------------------------ 70.00 4.00 4939.00 4942.20 ---------...-.---------------------------- 70.00 12.00 4939.00 4942.20 ' 71.00 4.00 4944.00 4942.18 71.00 12.00 49".00 4942.05 72.00 4.00 4949.11 4943.22 72.00 12.00 4949.11 4943.74 4.00 4953.50 4946.40 73.00 12.00 4953.50 4946.92 '73.00 ---74.00- _-_-4.00 - 4954.00 ----------------- 4946.72 --- -74.00_ 12.00 ----------------------------- 4954.00 •4947.37 MANHOLE DESIGN GROUND WATER MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION ID NUMBER PEAK FLOW ELEVATION ELEVATION �- FEET FEET -- -- CFS --------------------- FEET FEET --------- 70.00 - ---CFS --------------------- 6.00 4939.00 4942.20 --------- 70.00 14.00 4939.00 4942.20 71.00 6.00 4944.00 4942.16 71.00 14.00 4944.00 4942.00 72.00 6.00 4949.11 4943.38 72.00 14.00 4949.11 4943.85 73.00 6.00 4953.50 4946.56 73.00 14.00 4953.50 4947.03 74.00 '----------------------------------------- 6.00 4954.00 4946.94 74.00 ------------------------------------------ 14.00 4954.00 4947.46 - ----------------------------------- DESIGN GROUND WATER ------------------------------------------ MANHOLE DESIGN GROUND WATER 'MANHOLE ID NUMBER PEAK FLOW ELEVATION ELEVATION ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET CFS FEET FEET 70.00 8.00 4939.00 4942.20 ------------------------------------------ 70.00 16.00 4939.00 4942.20 71.00 8.00 4944.00 4942.13 71.00 16.00 49".00 4941.93 72.00 8.00 4949.11 4943.53 72.00 16.00 4949.11 4943.92 8.00 4953.50 4946.71 73.00 16.00 4953.50 4947.10 '73.00 74.00 ----------------------------------------- 8.00 4954.00 4947.12 74.00 ------------------------------------------ 16.00 4954.00 4947.52 ---------------------------------------- MANHOLE DESIGN GROUND WATER D NUMBER PEAK FLOW ELEVATION ELEVATION FEET FEET -----.."' 70.00 -__CFS ....._--------------- 10.00 4939.00 4942.20 10.00 49".00 4942.10 '71.00 72.00 10.00 4949.11 4943.63 73.00 10.00 4953.50 4946.81 74.00 ^------------------------------ 10.00 4954.00 4947.26 F7/10 �... .......•r....••.•+.'e...+.�• G{��7� 5�JI 4,e, bellin ri IC04/� OWNER -PROJECT BY OAT PROJECT N0. CHECKED BY DATE SHEET OF FEATURE Pond >;'ar`Inq (Lve. I IB-inr,A 05p, pG vls���e�f = �(s�`.�s ,�/<,nr<�f= 41-53.•085L = 9G Fr' S = 3•�i�ia u la.s 1 I /�++ rr� n ��I5 W1111 q , ;ln JwtneTei ol1 flee p�ife CG}�Gn rI/lA = .Yr'h(1-2 The hid/ovlic 5ra<(Clinc in'�z cv4lz� �ipe wX5 QZr�';nrnc� uSiK, LNG UDSepP� made( Foy ai aiictl� �Fdi5c 1011'5 , It �+5e M Rena e W5PI -lD• 04) 151aclodcd In., iYic `7f0/n7�'+✓elG(�lG�iy5�3 r IQjufnojar e�At h�lauh4 9radeljne ea/Cu14�70ti5 e5 ?(ovrc(ej on p6ul e, Crto(to l/ Ileq/i (!cG (!CVn�noj A5 UfilireJ �c c4e -!P✓mi 41 z TbndeJ �afti Su/ �aCP e(eva47ai -�vr 8-1zh cli5cho,-9C: Q= Cl�� a f{ : CQ�ca•)�9 ; C- 6,G.? � �+= l,��a � �= �•a �/,sr�� rtie�ed wc�(r$�✓�cc ele�aTlvr1 rsder��rn,r��d byad��n� ftiG �/5 h�dravl�c �radc(�He and tl,C hCct�� l/c{e�fti► clue 404e arAd aschD�e f ipG gciI- �esvI�at& 1P64eA W5. pond Vole j�/5 0f { �i@adaa e/ 'De Etev• ^'e br'i ice ff) (W -af o 4g3l,6 o o.09 y4M,-5o �,ts A0q--!5* ' (o 4957,&2 3,57 6.4e A c►9'f3.1 I•$5 to --------------------- SWMM ie50145 15• 6?100= q'4C6 V100 - 1, 7 he-4 W51w = q94a• e Ff i-rccbacd=1.ip am° 7.7c.9 bfo= 67,9Rc-p W5w = c;`WI.27 F: q/ro . . �I1II0J 5 rf I aD 1 s-1-/515 1 C,7-77070. ATURE CHECKED BY DATE SHEET OF rand sae fa' 1rt% (u/vd_ I 1 1 /3 l6 E1(v41hcm �ree�-) 5A)rFCe ltre4 Cff') 5ur�atd f4/la rtcrinrrn+a( V.)/vine 6AZ-P) rahI %role vokoe Grp-Cf) yg3G. s o a 0 z4g3-7 1570 - - - 0374 4;30 ,oql 0 o yq.7 &000 ,138 toy? .os 4g3q U000 / Z3 a5 4940 , aqq , ss 494t 1(,9340 , 315 - 341 150 450 1565D ,4013 , `01 06 14143 aloes ,�B3 ,�I55 1- �5 yg4q 4 WILLOW SPRINGS PHASE 1 -- DETENTION POND 326 OUTLET STORMSEWER HYDRAULIC GRADELINE CALCULATION SUMMARY _Pf7% ~loll ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 4.00 4933.00 4937.60 6.00 4.00 4936.25 4937.61 ----------------------------------------- ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 6.00 4933.00 4937.60 6.00 6.00 4936.25 4937.62 ------------------------------------ -------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 8.00 4933.00 4937.60 6.00 8.00 4936.25 4937.62 ---------------------- ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 10.00 4933.00 4937.60 6.00 10.00 4936.25 4937.60 ----------------------------------------- ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET .--.--._•-------------------------------- 5.00 12.00 4933.00 4937.60 6.00 12.00 4936.25 4937.55 ---------- ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 14.00 4933.00 4937.60 6.00 14.00 4936.25 4937.61 ----------------------------------------- ----------------------------------------- MANHOLE DESIGN GROUND WATER ID NUMBER PEAK FLOW ELEVATION ELEVATION CFS FEET FEET ----------------------------------------- 5.00 16.00 4933.00 4937.60 6.00 16.00 4936.25 4937.65 ------------- 9 10-YEAR ON -SITE SWMM INPUT AND OUTPUT vo 2 1 1 2 3 4 TATERSHED 0 IMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL file: W55►Jrl Id DA T 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 Tmbeillw QU-A 4 4c(af 42 0000 5. 1 1. 1 'fv(Ji(loj5prong5 zs 5. .48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 QediSed 5Wiifh . 72 .60 .60 .48 .48 .36 .24 .24 .12 .12 to - eui Ev to j '.12 .12 .12 .12 0.0 1 1 201 1200 8.5 40. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 2000 4.1 68. .020 .020 .25 .1 .3 .51 .5 .0018 '1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 750 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 1600 2.7 68. .020 .020 .25 .1 .3 .51 .5 .0018 1 6 210 3800 7.6 66. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 1 9 209 3000 20.2 30. .020 .020 .25 .1 .3 .51 .5 .0018 '1 10 210 1400 9.1 26. .020 .020 .25 .1 .3 .51 .5 .0018 1 14 214 1000 4.8 54. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 4.4 9. .015 .020 .25 .1 .3 .51 .5 .0018 1 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 220 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 220 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 220 1800 7.3 52. .020 .020 .25 .1 .3 .51 .5 .0018 '1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 600 3.1 34. .020 .020 .25 .1 .3 .51 .5 .0018 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 �2ew5cd 5�bba51� +�Irame�eis 1 26 226 1000 2.7 32. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.8 60. .020 .020 .25 .1 .3 .51 .5 .0018 1 40 140 1300 6.4 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 299 800 4.3 43. .020 .020 .25 .1 .3 .51 .5 .0018 ' 0 23 1 2 3 4 5 6 7 8 9 10 14 15 16 20 21 22 23 24 25 26 30 40 41 201 202 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 14 2 .1 1. 1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 t 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 214 315 0 3 .1 1. ' 215 315 0 3 .1 1. 315 216 6 2 .1 1. •1 0.0 0. 0.06 2. 0.24 3. 0.59 4. 0.85 4.5 1.23 5. 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 299 0 1 10. 700. .003 4. 4. .035 5. t 220 224 0 3 .1 1. 224 324 0 3 .1 1. LL 324 124 6 2 .1 1. i tIfIT10�1 0 3a� 0.0 0.0 0.17 4.0 0.59 6.0 1.45 8.0 2.71 10.0 4.43 12.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 326 0 3 .1 1. 326 299 5 2 .1 1. 1 ,.r L. 7� 17P�Cv1rla� ro�A U� 0.0 0.0 0.15 4.0 0.44 6.0 0.98 8.0 1.85 10.0 330 299 7 2 .1 1. .1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 II •'� 299 0 3 .1 1. TAI 5l+C ll gjG wl c 0 20 310 315 324 326 330 299 201 202 203 209 210 215 216 220 224 226 115 116 124 140 ENDPROGRAM 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 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS ' JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 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 ' WATERSHED PROGRAM CALLED ' •" 1 ENTRY MADE TO RUNOFF MODEL �•' 315 rile: W5 w1tlto ,Duf QB tvS wd(a.jjpein(;h 50Mol l0-fir earEvenf TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' NUMBER OF TIME STEPS 42 INTEGRATION TIME INTERVAL (MINUTES) 5.00 ' 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR ' .48 .60 .72 .96 2.16 3.12 5.64 2.28 1.12 .84 .72 .60 .60 .48 .48 .36 .24 .24 .12 .12 ' .12 .12 .12 .12 .00 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 1 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE 1 NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 1 201 1200.0 8.5 40.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 2 202 2000.0 4.1 68.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 1 3 203 800.0 5.7 ".0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 4 209 750.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 5 209 1600.0 2.7 68.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 6 210 3800.0 7.6 66.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 1 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 9 209 3000.0 20.2 30.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 10 210 1400.0 9.1 26.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 14 214 1000.0 4.8 54.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 15 215 1300.0 4.4 9.0 .0150 .020 .250 .100 .300 .51 .50 .00180 1 16 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 20 220 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 220 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 22 220 1800.0 7.3 52.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 , 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 24 224 600.0 3.1 34.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 1 26 226 1000.0 2.7 32.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 30 330 1700.0 11.8 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 40 140 1300.0 6.4 30.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 41 299 800.0 4.3 43.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 1 TOTAL NUMBER OF SUBCATCHMENTS, 23 TOTAL TRIBUTARY AREA (ACRES), 131.00 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ' TIME(HR/MIN) 1 2 3 4 5 6 7 8 9 10 ' 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 15. .2 .3 .2 .1 .2 .6 .1 1 .6 .2 '0 0 20. 1.9 2.2 1.3 .9 1.5 4.0 1.1 .8 4.0 1.7 0 25. 4.9 4.7 3.5 1.9 3.2 8.5 2.8 2.1 9.5 3.9 0 30. 9.2 8.1 6.7 3.4 5.4 14.7 5.2 4.0 17.1 6.8 '0 35. 18.2 16.4 13.1 6.7 11.2 30.0 10.2 7.8 35.1 14.3 0 40. 18.9 14.3 13.6 5.7 9.4 26.2 10.0 7.6 37.5 15.6 0 45. 11.1 5.6 7.8 2.2 3.5 10.4 5.1 3.8 23.5 10.2 50. 8.5 3.9 5.8 1.5 2.5 7.3 3.6 2.5 19.2 8.6 '0 0 55. 7.0 2.9 4.7 1.1 1.9 5.4 2.7 1.9 16.1 7.2 1 0. 5.8 2.3 3.9 .9 1.5 4.3 2.2 1.5 13.5 6.1 5. 5.0 2.0 3.4 .8 1.3 3.7 1.8 1.3 11.6 5.2 '1 1 10. .4.3 1.8 2.9 .7 1.1 3.2 1.6 1.1 10.0 4.5 1 15. 3.7 1.5 2.5 .6 1.0 2.8 1.3 1.0 8.5 3.8 1 20. 3.1 1.3 2.1 .5 .8 2.4 1.1 .8 7.3 3.2 25. 2.5 1.0 1.7 .4 .6 1.7 .9 .7 5.9 2.7 '1 1 30. 2.1 .8 1.4 .3 .5 1.4 .7 .5 5.0 2.2 1 35. 1.7 .6 1.2 .2 .4 1.1 .6 .4 4.2 1.9 1 40. 1.4 .4 .9 .2 .3 .8 .4 .3 3.5 1.6 1 45. 1.2 .4 .8 .2 .2 .7 .4 .3 3.1 1.4 1 50. 1.1 .4 .7 .2 .2 .7 .3 .3 2.8 1.3 1 55. 1.0 .4 .7 .2 .2 .7 .3 .2 2.5 1.2 2 0. 1.0 .4 .6 .1 .2 .6 .3 .2 2.3 1.1 2 5. .8 .2 .5 .1 .2 .4 .2 .2 2.0 .9 2 10. .6 .1 .4 .0 .1 .2 .1 .1 1.5 .7 15. .5 .1 .3 .0 .0 .1 .1 .1 1.3 .6 '2 2 20. .4 .0 .3 .0 .0 .1 .1 .1 1.1 .5 2 25. .3 .0 .2 .0 .0 .0 .1 .0 .9 .4 30. .3 .0 .2 .0 .0 .0 .0 .0 .8 .4 '2 2 35. .3 .0 .2 .0 .0 .0 .0 .0 .7 .3 2 40. .2 .0 .1 .0 .0 .0 .0 .0 .6 .3 2 45. .2 .0 .1 .0 .0 .0 .0 .0 .6 .3 '2 50. .2 .0 .1 .0 .0 .0 .0 .0 .5 .2 2 55. .1 .0 .1 .0 .0 .0 .0 .0 .4 .2 3 0. 1 .0 .1 .0 .0 .0 .0 .0 .4 .2 5. .1 .0 .1 .0 .0 .0 .0 .0 .4 .2 '3 3 10. .1 .0 .1 .0 .0 .0 .0 .0 .3 .2 3 15. 1 .0 .1 .0 .0 .0 .0 .0 .3 .1 20. 1 .0 .0 .0 .0 .0 .0 .0 .2 .1 '3 3 25. 1 .0 .0 .0 .0 .0 .0 .0 .2 .1 3 30. 1 .0 .0 .0 .0 .0 .0 .0 .2 .1 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL ' 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 14 15 16 20 21 22 23 24 25 26 ' 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ' 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 /13 15. .2 .1 .0 .1 .3 .3 .2 .1 .2 .1 ,0 0 20. 1.5 .4 .2 1.0 2.3 2.5 1.1 .7 1.4 .8 0 25. 3.8 .7 .4 2.7 5.9 5.9 2.3 1.7 3.7 1.5 0 30. 7.1 1.3 .6 5.0 11.1 10.6 3.9 3.0 7.0 ' 2.6 0 35. 14.0 4.2 1.5 9.8 21.9 21.4 8.1 6.3 13.6 6.1 0 40. 13.9 6.4 1.8 10.1 22.5 21.2 7.3 6.6 13.2 6.7 0 45. 7.3 5.4 1.4 5.8 12.7 11.0 3.1 4.0 6.5 3.9 ' 0 50. 5.2 4.6 1.3 4.3 9.4 7.8 2.2 3.2 4.3 3.0 0 55. 4.0 3.7 1.2 3.4 7.5 6.0 1.6 2.6 3.3 2.2 1 0. 3.2 3.0 1.1 2.8 6.2 4.8 1.3 2.1 2.6 1.7 1 5. 2.7 2.4 .9 .2.4 5.3 4.0 1.1 1.8 2.2 ' 1.4 1 10. 2.3 2.0 .8 2.1 4.5 3.4 .9 1.5 1.9 1.1 1 15. 1.9 1.6 .7 1.8 3.8 2.8 .8 1.2 1.6 .9 1 20. 1.7 1.4 .6 1.5 3.3 2.4 .7 1.1 1.4 .7 ' 1 25. 1.3 1.1 .6 1.2 2.6 1.9 .5 .8 1.1 .6 1 30. 1.0 .9 .5 1.0 2.2 1.5 .4 .7 .9 .5 1 35. .8 .8 .4 .8 1.8 1.2 .3 .6 .7 .4 ' 1 40. .6 .7 .4 .7 1.4 .9 .2 .5 .5 .3 1 45. .6 .6 .3 .6 1.2 .8 .2 .4 .5 .2 1 50. .5 .5 .3 .5 1.1 .7 .2 .4 .4 .2 1 55. .5 .5 .3 .5 1.0 .7 .2 .3 .4 ' .2 2 0. .4 .4 .3 .4 .9 .6 .2 .3 .4 .2 2 5. .3 .3 .2 .4 .8 .5 .1 .2 .3 .1 2 10. .2 .3 .2 .3 .6 .3 .1 .2 .2 .1 ' 2 15. .2 .2 .2 .2 .4 .2 .0 .1 .1 .1 2 20. .1 .2 .2 .2 .3 .2 .0 .1 .1 .0 2 25. .1 .2 .1 .1 .3 .1 .0 .1 .1 .0 2 30. .1 .2 .1 .1 .2 .1 .0 .1 .0 .0 ' 2 35. .1 .1 .1 .1 .2 .1 .0 .1 .0 .0 2 40. .0 .1 .1 .1 .2 .1 .0 .1 .0 .0 2 45. .0 .1 .1 .1 .1 .0 .0 .1 .0 .0 ' 2 50. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 2 55. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 3 0. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 ' 3 5. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 10. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 15. .0 .0 .1 .0 .1 .0 .0 .0 .0 .0 3 20. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 ' 3 25. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 3 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 TIMBERLINE ROAD (MCCLELLANOS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL , 10-YR EVENT FILE: WSSWM-10 LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS , TIME(HR/MIN) 30 40 41 ' 0 5. .0 .0 .0 0 10. .0 .0 .0 0 15. .4 .2 .2 ' 0 20. 3.2 1.5 1.2 0 25. 9.0 3.2 2.8 0 30. 17.8 5.6 5.1 ' 0 35. 34.7 12.0 10.3 0 40. 35.3 12.9 10.6 ' 0 45. 19.3 8.1 6.0 0 50. 13.2 6.6 4.5 '0 55. 10.2 5.3 3.6 1 0. 8.3 4.3 2.9 1 5. 7.0 3.6 2.5 '1 10. 6.0 3.0 2.1 1 15. 5.2 2.5 1.8 1 20. 4.5 2.1 1.5 1 25. 3.6 1.7 1.2 '1 30. 2.9 1.4 1.0 1 35. 2.4 1.2 .8 1 40. 1.9 .9 .6 '1 45. 1.6 .8 .5 1 50. 1.4 .7 .5 1 55. 1.3 .7 .5 '2 0. 1.2 .6 .4 2 5. 1.0 .5 .3 2 10. .7 .4 .2 2 15. .5 .3 .2 '2 20. .4 .3 .1 2 25. .3 .2 .1 2 30. .3 .2 .1 '2 35. .2 .2 .1 2 40. .2 .1 .1 2 45. .1 .1 .1 2 5. .1 .1 .1 2 555. .1 .1 .0 3 0. .1 .1 .0 3 5. .1 .1 .0 1 3 10. .1 .1 .0 3 15. .0 .0 .0 3 20. .0 .0 .0 '3 25. .0 .0 .0 3 30. .0 .0 .0 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 131.000 ' TOTAL RAINFALL (INCHES) 1.863 ' TOTAL INFILTRATION (INCHES) .437 TOTAL WATERSHED OUTFLOW (INCHES) 1.204 ' TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .222 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 15 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 WIDTH INVERT GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/FT) 201 202 0 3 .1 1. .0010 202 209 0 3 .1 1. .0010 203 209 0 3 .1 1. .0010 209 210 0 3 .1 1. .0010 210 310 0 3 .1 1. .0010 310 140 14 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 4.1 7.0 5.1 7.5 6.1 7.5 7.4 10.6 8.8 10.9 9.0 214 315 0 3 .1 1. .0010 215 315 0 3 .1 1. .0010 315 216 6 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 3.0 .6 216 116 0 3 .1 1. .0010 116 140 0 1 CHANNEL 10.0 1650. .0030 140 299 0 1 CHANNEL 10.0 700. .0030 220 224 0 3 .1 1. .0010 224 324 0 3 .1 1. .0010 324 124 6 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.0 .6 6.0 1.5 124 226 0 2 PIPE 3.0 825. .0080 226 326 0 3 .1 1. .0010 326 299 5 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .4 6.0 1.0 330 299 7 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 .7 2.8 6.0 299 0 0 3 .1 1. .0010 TOTAL NUMBER OF GUTTERS/PIPES, 20 g�3 ' SIDE SLOPES OVERBANK/SURCHARGE ' HORIZ TO VERT MANNING DEPTH JK L R N (FT) ' .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 , .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 .0 .0 .001 .10 0 ' 2.1 2.7 3.1 3.6 4.2 7.9 8.8 8.4 9.8 8.6 ' .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 .0 .0 .001 .10 0 ' 4.0 .8 4.5 1.2 5.0 .0 .0 .001 10.00 0 4.0 4.0 .035 5.00 0 ' 4.0 4.0 .035 5.00 0 .0 .0 .001 10.00 0 .0 .0 .001 10.00 0 ' .0 .0 .001 .10 0 8.0 2.7 10.0 4.4 12.0 .0 .0 .011 5.00 0 .0 .0 .001 10.00 0 .0 .0 .001 .10 0 ' 8.0 1.9 10.0 .0 .0 .001 .10 0 3.0 1.1 4.0 1.9 5.0 , .0 .0 .001 10.00 0 , ' 9�3 ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 'TIMBERLINE 10-YR EVENT FILE: WSSWM-10 LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) ' 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.0 124 324 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 82.5 ' 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.5 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 12.6 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 ' 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4.4 ' 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.0 220 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 224 220 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 299 140 326 330 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 131.0 310 210 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 9.2 324 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 326 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 ' 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.8 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ' ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ' (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ' TIME(HR/MIN) 310 315 324 326 330 299 201 202 203 209 0 5. .03 .01 .02 .01 .01 .02 .00 .01 .00 .03 .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 10. .03 .02 .04 .03 .03 .07 .02 .04 .01 .12 .00(S) .00( ) .00(S) .00( ) .00( ) .00(.) .00( ) .00( ) .00( ) .00( ) 0 15. .05 .09 .19 .09 .06 .47 .48 1.12 .32 3.55 .02(S) .00(S) .01(S) .00(S) .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. .16 .47 1.29 .50 .32 3.13 3.35 7.04 2.35 22.42 .15(S) .01(S) .05(S) .02(S) .02(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 25. .40 1.32 3.87 1.57 1.04 7.58 6.50 12.17 4.71 38.77 Ib/I j'. .46(S) .04(S) .16(S) .06(S) .08(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. 1.24 2.17 4.96 3.54 1.63 15.48 11.84 22.44 8.61 71.34 1.01(S) .08(S) .36(S) .13(S) .19(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 35. 2.58 2.77 6.50 4.90 2.42 31.08 24.54 46.84 17.62 150.54 ' 2.12(S) .19(S) .79(S) .28(S) .42(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. 3.75 3.24 7.47 5.90 3.02 30.64 13.26 19.49 9.48 68.11 3.19(S) .31(S) 1.21(S) .42(S) .64(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 45. 4.96 3.42 7.94 6.26 3.26 28.78 8.95 13.98 6.15 49.71 3.74(S) .38(S) 1.41(S) .50(S) .75(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 50. 7.03 3.55 8.17 6.49 3.41 28.88 8.03 10.80 5.51 40.31 4.13(S) .42(S) 1.54(S) .56(S) .82(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 0 55. 7.19 3.63 8.31 6.67 3.51 28.40 5.88 8.95 3.94 32.51 4.43(S) .45(S) 1.63(S) .61(S) .87(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 0. 7.32 3.68 8.41 6.82 3.58 28.28 5.72 7.34 3.89 27.89 ' 4.67(S) .47(S) 1.69(S) .65(S) .90(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 7.43 3.71 8.48 6.95 3.63 27.50 4.22 6.66 2.81 23.94 4.87(S) .48(S) 1.73(S) .69(S) .92(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 10. 7.51 3.72 8.52 7.06 3.67 27.37 4.32 5.40 2.95 20.62 5.03(S) .48(S) 1.75(S) .72(S) .94(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 15. 7.54 3.72 8.54 7.16 3.69 26.59 2.98 4.94 1.98 17.48 5.16(S) .48(S) 1.77(S) .75(S) .95(S) .00( ) .00( ) .00( ) .00( ) .00( ) , 1 20. 7.54 3.70 8.54 7.25 3.70 26.48 3.28 3.94 2.25 15.19 5.27(S) .47(S) 1.77(S) .77(S) .96(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 25. 7.54 3.68 8.53 7.33 3.70 25.48 1.80 3.07 1.17 10.91 ' 5.34(S) .47(S) 1.76(S) .79(S) .96(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 7.54 3.64 8.50 7.39 3.69 25.50 2.42 2.70 1.66 10.71 5.39(S) .45(S) 1.74(S) .81(S) .95(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 7.54 3.60 8.45 7.44 3.67 24.61 1.08 2.00 .67 7.08 ' 5.43(S) .44(S) 1.71(S) .82(S) .94(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 40. 7.54 3.56 8.40 7.49 3.64 24.68 1.78 1.72 1.22 7.27 5.44(S) .42(S) 1.68(S) .83(S) .93(S) .00( ) .00( ) .00( ) .00( ) .00( ) , 1 45. 7.54 3.51 8.35 7.53 3.61 24.00 .71 1.54 .42 5.33 5.45(S) .41(S) 1.65(S) 84(S) .92(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. 7.54 3.46 8.29 7.57 3.58 24.22 1.53 1.44 1.05 6.12 ' 5.45(S) .39(S) 1.61(S) .85(S) .90(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 55. 7.54 3.42 8.23 7.60 3.54 23.63 .53 1.34 .30 4.49 5.45(S) .37(S) 1.57(S) .86(S) .89(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. 7.54 3.37 8.16 7.63 3.51 23.89 1.39 1.29 .96 5.46 ' 5.45(S) .36(S) 1.53(S) .87(S) .87(S) .00( ) .00( ) .00( ) .00( ) 00( ) 2 5. 7.54 3.31 8.10 7.65 3.47 23.14 .19 .78 .08 2.53 5.43(S) .34(S) 1.49(S) .88(S) .85(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 2 10. 7.54 3.26 8.02 7.67 3.43 23.29 1.00 .63 .69 3.21 5.41(S) .32(S) 1.44(S) .88(S) .83(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 15. 7.54 3.20 7.91 7.68 3.39 22.62 .00 .45 .00 1.33 , 5.38(S) .30(S) 1.40(S) .89(S) .81(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. 7.54 3.15 7.79 7.69 3.34 22.85 .80 .43 .50 2.43 5.34(S) .28(S) 1.35(S) .89(S) .79(S) .00( ) .00( ) .00( ) 00( ) .00( ) 2 25. 7.54 3.09 7.68 7.70 3.30 22.24 .00 .30 .00 .76 ' 5.30(S) .26(S) 1.30(S) .89(S) 77(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 30. 7.54 3.04 7.57 7.70 3.25 22.50 .58 .32 .36 1.98 5.27(S) .24(S) 1.25(S) .89(S) .75(S) .00( ) .00( ) .00( ) .00( ) 00( ) ' 2 35. 7.54 2.93 7.45 7.69 3.21 21.90 .00 .21 .00 .40 5.22(S) .22(S) 1.20(S) .89(S) .73(S) 00( ) .00( ) .00( ) .00( ) .00( ) 2 40. 7.54 2.83 7.34 7.69 3.16 22.17 .44 .25 .27 1.68 5.18(S) .20(S) 1.15(S) .89(S) .71(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 2 45. 7.54 2.73 7.23 7.68 3.12 21.57 .00 .15 .00 .15 5.14(S) .18(S) 1.10(S) .88(S) .69(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50. 7.54 2.63 7.12 7.67 3.07 21.84 .34 .20 .20 1.46 ' 5.09(S) .17(S) 1.06(S) .88(S) .67(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. 7.52 2.53 7.01 7.66 3.03 21.22 .00 .11 .00 .00 S n '�IIJ 5.05(S) .15(S) 1.01(S) .88(S) .65(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 0. 7.50 2.44 6.90 7.64 2.98 21.45 - .26 .16 .15 1.25 5.00(S) .13(S) .96(S) .87(S) .63(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 5. 7.47 2.35 6.79 7.62 2.92 20.81 .00 .08 .00 .00 4.96(S) .12(S) .92(S) .87(S) .61(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 10. 7.45 2.27 6.69 7.60 2.87 21.04 .20 .13 .12 .97 ' 4.91(S) .10(S) .87(S) .86(S) .59(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 15. 7.42 2.18 6.58 7.58 2.82 20.40 .00 .05 .00 .00 4.86(S) .09(S) .83(S) .86(S) .57(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. 7.39 2.10 6.48 7.55 2.77 20.63 .15 .11 .09 .75 4.81(S) .07(S) .78(S) .85(S) .55(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 25. 7.37 1.99 6.38 7.52 2.72 20.00 .00 . .03 .00 .00 .06(S) .74(S) .84(S) .53(S) .00( ) .00( ) .00( ) .00( ) .00( ) '4.77(S) 3 30. 7.34 1.58 6.28 7.49 2.67 20.22 .11 .09 .06 .57 4.72(S) .05(S) .70(S) .83(S) .51(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 TIMBERLINE ROAD (McCLELLANDS BASIN) REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL ' 10-YR EVENT FILE: WSSWM-10 LIDSTONE & ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS ' THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. ' (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ' TIME(HR/MIN) 210 215 216 220 224 226 115 116 124 140 ' 0 5. .05 .00 .01 .01 .02 .01 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) 0 10. .18 .00 .02 .06 .07 .03 .00 .00 .01 .00 ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) .00( ) '.00( 0 15. 5.41 .19 .15 1.47 1.99 .68 .00 .00 .06 .02 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .07( ) 01( ) 0 20. 33.47 .67 .78 10.06 13.14 4.42 .00 .01 .58 .29 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .19( ) .07( ) 0 25. 56.59 .78 1.76 18.94 23.79 9.31 .00 .08 2.61 1.33 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) .39( ) .18( ) 0 30. 104.56 1.74 3.01 34.54 43.57 17.18 .00 .28 4.68 3.69 . ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .07( ) .52( ) .32( ) 0 35. 221.59 6.75 4.91 71.69 91.43 32.96 .00 .77 5.94 9.77 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .13( ) .59( ) .56( ) 0 40. 95.96 6.05 4.75 35.82 44.03 19.92 .00 1.47 7.23 14.58 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .19( ) .65( ) .71( ) 0 45, 70.83 4.78 4.78 23.20 29.31 15.95 .00 2.14 7.82 14.39 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .23( ) .67( ) .70( ) 0 50. 55.87 4.42 4.86 19.80 24.41 14.57 .00 2.73 8.11 14.81 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .27( ) .69( ) .71( ) 0 55. 45.94 2.91 4.70 14.14 17.88 12.74 .00 3.21 8.28 15.20 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .30( ) .69( ) .72( ) 1 0. 38.28 3.08 4.72 13.43 16.43 12.53 .00 3.57 8.38 15.05 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .32( ) .70( ) .72( ) 1 5. 34.01 1.81 4.55 9.88 12.57 11.47 .00 3.84 8.46 14.82 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .33( ) .70( ) .71( ) 1 10. 28.14 2.20 4.54 9.98 12.11 11.52 .00 4.02 8.51 14.57 .00( ) .00( ) .00( ) 1 .00( ) .00( ) .00( ) .00( ) .34( ) .70( ) .71( ) 1 15. 25.00 1.07 4.35 6.89 8.82 10.59 .00 4.13 8.53 14.28 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .70( ) .70( ) 1 20. 20.57 1.64 4.35 7.49 9.00 10.77 .00 4.18 8.54 13.99 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .71( ) .69( ) 1 25. 15.65 .57 4.14 3.90 5.05 9.60 .00 4.20 8.53 13.62 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .70( ) .68( ) 1 30. 14.31 1.30 4.16 5.40 6.42 10.10 .00 4.19 8.51 13.31 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .70( ) .67( ) 1 35. 10.27 .27 3.95 2.14 2.87 8.98 .00 4.15 8.47 13.03 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .70( ) .66( ) 1 40. 9.45 1.06 3.97 3.83 4.47 9.51 .00 4.10 8.42 12.76 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .70( ) .66( ) 1 45. 7.90 .11 3.78 1.34 1.90 8.67 .00 4.05 8.36 12.56 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .70( ) .65( ) 1 50. 7.93 .92 3.82 3.33 3.87 9.28 .00 3.98 8.30 12.40 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .70( ) .65( ) 1 55. 6.78 .00 3.64 .99 1.49 8.47 .00 3.92 8.24 12.26 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .33( ) .69( ) .64( ) 2 0. 7.04 .83 3.68 3.08 3.56 9.10 .00 3.85 8.18 12.13 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .33( ) .69( ) .64( ) 2 5. 3.94 .00 3.47 .16 .42 8.06 .00 3.78 8.12 11.96 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .33( ) .69( ) .63( ) 2 10. 3.81 .57 3.51 2.07 2.29 8.62 .00 3.71 8.04 11.77 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .32( ) .68( ) .63( ) 2 15. 2.28 .00 3.32 .00 .00 7.72 .00 3.64 7.94 11.61 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .32( ) .68( ) .62( ) 2 20. 2.74 .42 3.36 1.33 1.61 8.31 .00 3.56 7.83 11.47 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .32( ) .67( ) .62( ) 2 25. 1.51 .00 3.18 .00 .00 7.43 .00 3.49 7.71 11.35 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .31( ) .67( ) .62( ) 2 30. 2.15 .32 3.22 .90 1.09 8.04 .00 3.42 7.60 11.24 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .31( ) .67( ) .61( ) 2 35. 1.03 .00 2.99 .00 .00 7.17 .00 3.34 7.49 11.14 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .30( ) .66( ) .61( ) 2 40. 1.75 .24 2.99 .63 .77 7.79 .00 3.26 7.37 11.04 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .30( ) .66( ) .61( ) 2 45. .69 .00 2.77 .00 .00 6.92 .00 3.17 7.26 10.94 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .30( ) .65( ) .60( ) 2 50. 1.45 .18 2.78 .45 .55 7.55 .00 3.07 7.15 10.83 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .29( ) .65( ) .60( ) 2 55. .43 .00 2.56 .00 .00 6.69 .00 2.98 7.04 10.71 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .28( ) .64( ) .60( ) 3 0. 1.23 .14 2.57 .32 .40 7.32 .00 2.88 6.93 10.59 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .28( ) .64( ) .59( ) 3 5. .24 .00 2.37 .00 .00 6.46 .00 2.79 6.83 10.46 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .27( ) .63( ) .59( ) 3 10. 1.06 .10 2.39 .23 .28 7.10 .00 2.69 6.72 10.33 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .27( ) .63( ) .58( ) 3 15. .08 .00 2.19 .00 .00 6.25 .00 2.60 6.62 10.20 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .26( ) .62( ) .58( ) 3 20. .92 .07 2.21 .16 .20 6.89 .00 2.51 6.51 10.08 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .26( ) .62( ) .57( ) 3 25. .00 .00 1.98 .00 .00 6.04 .00 2.42 6.41 9.95 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .25( ) .61( ) .57( ) 3 30. .77 .05 1.69 .11 .14 6.69 .00 2.29 6.31 9.82 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .24( ) .61( ) .57( ) 1313 ■ THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC 'OSCILLLAT10N5 DURING THE SIMULATION, 124 310 315 324 326 330 ' TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 10-YR EVENT FILE: WSSWM-10 LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 '*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 116 4.2 .3 1 25. 124 8.5 .7 1 20. 140 15.2 .7 0 55. 201 24.5 (DIRECT FLOW) 0 35. 202 46.8 (DIRECT FLOW) 0 35. 203 17.6 (DIRECT FLOW) 0 35. 209 150.5 (DIRECT FLOW) 0 35. 210 221.6 (DIRECT FLOW) 0 35. 214 18.9 (DIRECT FLOW) 0 35. 215 6.7 (DIRECT FLOW) 0 35. 216 4.9 (DIRECT FLOW) 0 35. 220 71.7 (DIRECT FLOW) 0 35. 224 91.4 (DIRECT FLOW) 0 35. 226 33.0 (DIRECT FLOW) 0 35. 'DIsclIarje 299 31.1 (DIRECT FLOW) 0 35.- TA15Jc 310 7.5 .1 5.5 1 50. 315 3.7 .1 .5 1 10. 324 8.5 .1 1.8 1 20.- (b2{tAfldl-POP� 524 326 7.7 .1 .9 2 30. efe jI oil POAd 3A6 330 3.7 .1 1.0 1 20. ENDPROGRAM PROGRAM CALLED 100-YEAR ON -SITE SWMM INPUT AND OUTPUT 2 1 1 2 '3 4 WATERSHED 0 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL '100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 42 0000 5. 1 1. 1 25 5. 60 .96 1.44 1.68 3.00 5,40 9,00 3,72 2,16 1,56 '1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 0.0 File Wnwn1- C,Dfti Tmbethtie Road nwJi{twn47A5 f0 !)dlo,j 5K.r9t. D SN Mtw rlW(f IOa-Ye4, C-rverl 1 1 201 1200 8.5 40. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 2000 4.1 68. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 750 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 5 209 1600 2.7 68. .020 .020 .25 .1 .3 .51 .5 .0018 '1 1 6 210 3800 7.6 66. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 '1 9 209 3000 20.2 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 9.1 26. .020 .020 .25 .1 .3 .51 .5 .0018 1 14 214 1000 4.8 54. .020 .020 .25 .1 .3 .51 .5 .0018 15 215 1300 4.4 9. .015 .020 .25 .1 .3 .51 .5 .0018 '1 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 220 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 21 220 1400 9.0 46, .020 .020 .25 .1 .3 .51 .5 .0018 '1 1 22 220 1800 7.3 52. .020 .020 .25 .1 .3 .51 .5 ..0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 600 3.1 34. .020 .020 .25 .1 .3 .51 .5 .0018 ' Rev�Sed 5�664srh P�amc�C/S 1 26 226 1000 2.7 32. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 330 1700 11.8 60. .020 .020 .25 .1 .3 .51 .5 .0018 40 140 1300 6.4 30. .020 .020 .25 .1 .3 .51 .5 .0018 '1 1 41 299 800 4.3 43. .020 .020 .25 .1 .3 .51 .5 .0018 0 ' 23 1 2 3 4 5 6 7 8 9 10 14 15 16 20 21 22 23 24 25 26 30 40 41 201 202 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 14 2 .1 1. 1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 ' 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 214 315 0 3 .1 1. 215 315 0 3 .1 1. 315 216 6 2 .1 1. .1 0.0 0. 0.06 2. 0.24 3. 0.59 4, ' 0.85 4.5 1.23 5. 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4. 4. .035 5. ' 140 299 0 1 10. 700. .003 4. 4. .035 5. 220 224 0 3 .1 1. 224 324 0 3 .1 1. 1 r r� �efr74Tldn�Oild 3a� ' 324 124 6 2 .1 1. • 0.0 0.0 0.17 4.0 0.59 6.0 1.45 8.0 2.71 10.0 4.43 12.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 326 0 3 .1 1. 326 299 5 2 .1 1. 1 q 0.0 0.0 0.15 4.0 0.44 6.0 0.98 8.0 1.85 10.0 330 299 7 2 .1 1. 1 0.0 0.0 0.08 1.0 0.27 2.0 0.65 3.0 1.11 4.0 1.86 5.0 2.82 6.0 II T r 70+A� 51fC VFSCµ4✓q( 299 0 3 .1 1. / 0 20 310 315 324 326 330 299 201 202 203 209 210 215 216 220 224 226 115 116 124 140 ENDPROGRAM 1 ' 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) ' TAPE OR DISK ASSIGNMENTS BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 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 tWATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** 1 1 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL ' 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 NUMBER OF TIME STEPS 42 INTEGRATION TIME INTERVAL (MINUTES) 5.00 t 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES ' FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 ' .24 .24 .12 .12 .00 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE ' NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 1 201 1200.0 8.5 40.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 2 202 2000.0 4.1 68.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 ' 3 203 800.0 5.7 ".0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 4 209 750.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 5 209 1600.0 2.7 68.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 6 210 3800.0 7.6 66.0 .0200 .020 .250 .100 .300 .51 .50 .00180 ' 1 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 9 209 3000.0 20.2 30.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 t 10 210 1400.0 9.1 26.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 14 214 1000.0 4.8 54.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 15 215 1300.0 4.4 9.0 .0150 .020 .250 .100 .300 .51 .50 .00180 1 ' 16 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 20 220 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 21 220 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 22 220 1800.0 7.3 52.0 .0200 .020 .250 .100 .300 .51 .50 .00180 ' 1 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 24 224 600.0 3.1 34.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 , 26 226 1000.0 2.7 32.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 30 330 1700.0 11.8 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 40 140 1300.0 6.4 30.0 .0200 .020 .250 .100 .300 .51 .50 .00180 1 41 299 800.0 4.3 43.0 .0200 .020 .250 .100 .300 .51 .50 .00180 ' 1 TOTAL NUMBER OF SUBCATCHMENTS, 23 TOTAL TRIBUTARY AREA (ACRES), 131.00 TIMBERLINE ROAD (MCCLELLANDS BASIN)-- REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ' TIME(HR/MIN) 1 2 3 4 5 6 7 8 9 10 ' 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 15, 2.1 2.5 1.5 1.0 1.8 4.6 1.3 .8 4.5 1.9 '0 0 20. 5.0 4.7 3.6 1.9 3.1 8.4 2.8 2.1 9.6 3.9 0 25. 8.1 -7.1 5.9 3.0 4.7 12.8 4.5 3.6 15.0 5.9 0 30. 17.5 16.0 12.6 6.6 10.9 29.3 9.8 7.5 34.1 14.0 '0 35. 37.4 31.0 26.5 12.4 20.9 57.1 20.2 14.9 75.9 31.9 0 40. 37.5 23.2 26.3 9.1 15.1 42.9 18.1 13.3 79.4 34.3 0 45. 23.8 9.7 16.2 3.7 6.1 18.0 9.5 6.7 54.8 24.5 50. 18.9 7.4 12.6 2.9 4.8 13.8 6.9 4.7 45.2 20.5 '0 0 55. 14.8 5.2 9.8 2.0 3.3 9.7 5.0 3.5 35.9 16.3 1 0. 11.5 3.8 7.6 1.5 2.4 7.1 3.7 2.6 28.3 12.9 5, 8.7 2.6 5.7 1.0 1.7 4.8 2.6 .1.8 21.7 10.0 '1 1 10. 6.6 1.9 4.3 .8 1.2 3.5 1.9 1.3 16.8 7.7 1 15. 5.2 1.4 3.4 .6 .9 2.6 1.5 1.0 13.2 6.1 1 20. 4.2 1.2 2.7 .5 .8 2.2 1.2 :8 10.7 4.9 1 25. 3.4 1.0 2.2 .4 .6 1.8 1.0 .7 8.8 4.1 1 30. 2.8 .8 1.8 .3 .5 1.4 .8 .6 7.3 3.4 1 35. 2.5 .7 1.6 .3 .5 1.4 .7 .5 6.3 2.9 40. 2.2 .7 1.4 .3 .5 1.3 .6 .5 5.6 2.5 '1 1 45. 2.0 .7 1.3 .3 .5 1.3 .6 .4 5.0 2.3 1 50. 1.8 .7 1.2 .3 .5 1.3 - .6 .4 4.5 2.0 1 55. 1.6 .6 1.0 .2 .4 1.0 .5 .4 3.9 1.8 2 0. 1.3 .4 .8 .2 .3 .7 .4 .3 3.2 1.5 2 5. 1.0 .3 .7 .1 .2 .5 .3 .2 2.6 1.2 2 10. .8 .1 .5 .1 .1 .2 .2 .1 2.1 1.0 15. .6 .1 .4 .0 .0 .1 .1 .1 1.7 .8 '2 2 20. .5 .0 .3 .0 .0 .1 .1 .1 1.5 .7 2 25. .4 .0 .3 .0 .0 .0 .1 .0 1.3 .6 30. .4 .0 .2 .0 .0 .0 .0 .0 1.1 .5 '2 2 35. .3 .0 .2 .0 .0 .0 .0 .0 1.0 .5 2 40. .3 .0 .2 .0 .0 .0 .0 .0 .9 .4 2 45. .3 .0 .2 .0 .0 .0 .0 .0 .8 .4 '2 50. .2 .0 .1 .0 .0 .0 .0 .0 .7 .3 2 55. .2 .0 .1 .0 .0 .0 .0 .0 .6 .3 3 0. .2 .0 .1 .0 .0 .0 .0 .0 .5 .3 5. .2 .0 .1 .0 .0 .0 .0 .0 .5 .2 '3 3 10. .1 .0 .1 .0 .0 .0 .0 .0 .4 .2 3 15. .1 .0 .1 .0 .0 .0 .0 .0 .4 .2 20. 1 0 .1 .0 .O 0 .0 .0 .3 .2 '3 3 25. .1 .0 .1 .0 .0 .0 .0 .0 .3 •.1 3 30. .1 .0 .0 .0 .0 .0 .0 .0 .3 .1 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL '100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 14 15 16 20 21 22 23 24 25 26 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5/13 0 15. 1.7 .6 .2 1.1 2.5 2.8 1.2 .8 1.6 .9 0 20. 3.9 .7 .4 2.7 6.0 6.0 2.2 1.7 3.8 1.5 0 25. 6.2 1.1 .6 4.4 9.8 9.3 3.4 2.6 6.2 2.3 0 30. 13.5 4.2 1.5 9.5 21.1 20.7 7.9 6.1 13.1 6.1 0 35. 27.9 12.8 3.7 19.8 44.3 43.2 15.8 13.6 26.2 14.1 0 40. 25.7 16.7 4.6 19.5 43.2 39.1 12.4 13.7 23.0 13.6 0 45. 14.0 13.5 4.0 11.8 26.0 21.0 5.5 8.9 11.4 8.1 0 50. 10.3 10.8 3.6 9.1 19.9 15.5 4.1 7.1 8.1 6.0 0 55. 7.6 8.3 3.1 7.0 15.3 11.2 2.9 5.4 5.9 4.2 1 0. 5.6 6.4 2.6 5.4 11.6 8.2 2.1 4.1 4.3 3.1 1 5. 4.0 4.8 2.2 4.0 8.6 5.9 1.4 3.0 3.1 2.1 1 10. 2.9 3.6 1.8 3.0 6.5 4.3 1.0 2.3 2.3 1.5 1 15. 2.2 2.7 1.5 2.3 5.0 3.2 .8 1.7 1.7 1.1 1 20. 1.8 2.2 1.2 1.9 4.0 2.6 .6 1.4 1.4 .9 1 25. 1.5 1.7 1.1 1.5 3.3 2.1 .5 1.1 1.1 .7 1 30. 1.2 1.4 .9 1.3 2.7 1.7 .4 .9 .9 .5 1 35. 1.0 1.2 .8 1.1 2.3 1.5 .4 .8 .8 .5 1 40. 1.0 1.0 .7 1.0 2.1 1.4 .4 .7 .8 .4 1 45. .9 .9 .6 .9 1.9 1.3 .4 .6 .7 .4 1 50. .9 .8 .6 .8 1.8 1.2 .4 .6 .7 .4 1 55. .7 .6 .5 .7 1.5 1.0 .3 .5 .6 .3 2 0. .6 .5 .4 .6 1.2 .8 .2 .4 .5 .2 2 5. .4 .5 .4 .5 1.0 .6 .1 .3 .3 .2 2 10. .3 .4 .3 .3 .7 .3 .1 .2 .2 .1 2 15. .2 .3 .3 .3 .5 .2 .0 .2 .1 .1 2 20. .1 .3 .3 .2 .4 .2 .0 .2 .1 .1 2 25. .1 .2 .2 .2 .4 .1 .0 .1 .1 .0 2 30. .1 .2 .2 .1 .3 .1 .0 .1 .1 .0 2 35. .1 .2 .2 .1 .3 .1 .0 .1 .0 .0 2 40. .1 .2 .2 .1 .2 .1 .0 .1 .0 .0 2 45. .0 .1 .2 .1 .2 .1 .0 .1 .0 .0 2 50. .0 .1 .1 .1 .2 .0 .0 .1 .0 .0 2 55. .0 .1 .1 .1 .1 .0 .0 .1 .0 .0 3 0. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 3 5. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 3 10. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 15. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 20. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 25. .0 .0 .1 .0 .1 .0 .0 .0 .0 .0 3 30. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 30 40 41 0 5. .0 .0 .0 0 10. .0 .0 .0 0 15. 3.4 1.7 1.3 0 20. 9.1 3.2 2.8 0 25. 15.8 4.9 4.5 0 30. 33.1 11.7 10.0 0 35. 67.2 26.7 21.3 0 40. 63.9 27.6 20.7 ' 0 45. 35.6 18.5 12.5 0 50. 25.6 14.8 9.6 55. 19.2 11.2 7.2 '0 1 0. 14.5 8.6 5.5 1 5. 10.6 6.4 4.0 10. 7.9 4.8 3.0 '1 1 15. 6.1 3.7 2.3 1 20. 4.9 2.9 1.8 1 25. 4.0 2.4 1.5 1 30. 3.3 1.9 1.2 1 35. 2.9 1.7 1.0 1 40. 2.6 1.5 .9 45. 2.5 1.3 .9 '1 1 50. 2.3 1.2 .8 1 55. 2.0 1.0 .7 0. 1.6 .8 .5 '2 2 5. 1.2 .6 .4 2 10. .8 .5 .3 2 15. .6 .4 .2 '2 20. .5 .3 .2 2 25. .4 .3 .1 2 30. .3 .2 .1 2 35. .3 .2 .1 2 40. .2 .2 .1 2 45. .2 .2 .1 50, 1 1 1 '2 2 55. 1 1 .1 3 0. 1 1 .0 3 5. 1 1 .0 10. 1 1 .0 '3 3 15. 1 1 .0 3 20. .1 .1 .0 25. .0 .0 .0 '3 3 30. .0 .0 .0 ' TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 1 ' •** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL •** WATERSHED AREA (ACRES) 131.000 TOTAL RAINFALL (INCHES) 2.920 ' TOTAL INFILTRATION (INCHES) .455 TOTAL WATERSHED OUTFLOW (INCHES) 2.240 ' TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .225 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE ' GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) , 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 0 202 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 209 210 0 3 .1 1. .0010 .0 .0 .001 10.00 0 210 310 0 3 .1 1. .0010 .0 .0 .001 10.00 0 310 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 ' 214 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 215 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 216 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .1 2.0 .2 3.0 .6 4.0 .8 4.5 1.2 5.0 216 116 0 3 .1 1. 0010 .0 .0 .001 10.00 0 , 116 140 0 1 CHANNEL 10.0 1650. .0030 4.0 4.0 .035 5.00 0 140 299 0 1 CHANNEL 10.0 700. .0030 4.0 4.0 .035 5.00 0 220 224 0 3 .1 1. .0010 .0 .0 .001 10.00 0 224 324 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 324 124 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.0 .6 6.0 1.5 8.0 2.7 10.0 4.4 12.0 124 226 0 2 PIPE 3.0 825. .0080 .0 .0 .011 5.00 0 226 326 0 3 .1 1. .0010 .0 .0 .001 10.00 0 326 299 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 , RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .4 6.0 1.0 8.0 1.9 10.0 330 299 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW , .0 .0 .1 1.0 .3 2.0 .7 3.0 1.1 4.0 1.9 5.0 2.8 6.0 299 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 . TOTAL NUMBER OF GUTTERS/PIPES, 20 'TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.0 124 324 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 25.7 ' 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 82.5 201 0 0 0. 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.5 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 12.6 ' 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4.4 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.0 220 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 ' 224 220 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 299 140 326 330 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 131.0 ' 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 9.2 324 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 326 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 ' 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.8 TIMBERLINE ROAD (MCCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE 8 ANDERSON, INC. CLD MAY 1996 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS ' THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH ' (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER . (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 310 315 324 326 330 299 201 202 203 209 0 5. .03 .01 .03 .01 .01 .03 .01 .02 .00 .05 ' .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 10. .03 .03 .04 .04 .03 .09 .03 .06 .02 .20 .00(S) .00( ) .00(S) .00(S) .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 15. .16 .49 1.30 .50 .31 3.65 4.18 9.16 2.90 29.12 .15(S) .01(S) .05(S) .02(S) .02(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. .40 1.32 3.89 1.56 1.04 7.05 5.77 10.10 4.23 32.25 .46(S) .04(S) .16(S) .06(S) .08(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 25. 1.12 2.13 4.83 3.33 1.57 14.07 10.42 20.28 7.55 64.40 .94(S) .08(S) .34(S) .12(S) .18(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. 2.47 2.72 6.40 4.82 2.36 30.50 24.65 46.88 17.68 150.77 2.02(S) .18(S) .75(S) .26(S) .40(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 35. 7.09 3.61 8.34 6.44 3.44 63.76 50.06 89.92 35.39 297.90 ' 4.25(S) .44(S) 1.64(S) .55(S) 84(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. 7.60 4.26 9.64 7.41 4.22 59.03 24.84 31.45 17.17 119.46 6.26(S) .71(S) 2.46(S) .81(S) 1.25(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 45. 7.94 4.55 10.25 7.96 4.51 55.86 22.77 35.51 15.29 128.06 7.40(S) .87(S) 2.90(S) .96(S) 1.47(S) .00( ) .00( ) .00( ) .00( ) .00( ) 0 50. 8.26 4.70 10.61 8.25 4.70 48.79 14.94 17.07 9.94 69.39 8.29(S) .98(S) 3.21(S) 1.07(S) 1.61(S) .00( ) .00( ) .00( ) .00( ) .00( ) , 0 55. 8.48 4.80 10.86 8.44 4.83 47.07 14.61 22.92 9.68 82.90 8.96(S) 1.05(S) 3.42(S) 1.16(S) 1.71(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 0. 8.59 4.87 11.02 8.60 4.92 41.27 8.31 7.63 5.44 34.60 ' 9.46(S) 1.10(S) 3.56(S) 1.23(S) 1.78(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 8.67 4.90 11.12 8.72 4.97 40.60 9.05 14.99 5.94 53.51 9.82(S) 1.13(S) 3.64(S) 1.28(S) 1.82(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 1 10. 8.73 4.92 11.17 8.82 5.00 36.06 4.23 2.11 2.72 13.60 10.08(S) 1.14(S) 3.68(S) 1.32(S) 1.84(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 15. 8.77 4.92 11.18 8.90 5.01 36.62 6.13 11.13 4.01 38.63 10.26(S) 1.14(S) 3.70(S) 1.36(S) 1.84(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 1 20. 8.81 4.91 11.18 8.97 5.01 33.16 2.26 .00 1.43 3.84 10.40(S) 1.14(S) 3.69(S) 1.39(S) 1.84(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 25. 8.83 4.89 11.16 9.03 5.00 34.39 4.63 8.85 3.03 31.07 ' 10.51(S) 1.12(S) 3.67(S) 1.41(S) 1.84(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 8.86 4.87 11.12 9.09 4.99 31.34 1.05 .00 .64 .00 10.58(S) 1.11(S) 3.65(S) 1.44(S) 1.82(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 8.89 4.85 11.08 9.14 4.97 33.07 3.87 6.41 2.54 25.15 ' 10.64(S) 1.09(S) 3.61(S) 1.46(S) 1.81(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 40. 8.91 4.82 11.04 9.19 4.95 30.37 .51 .00 .30 .00 10.69(S) 1.07(S) 3.57(S) 1.48(S) 1.79(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 1 45. 8.93 4.80 10.99 9.24 4.92 32.31 3.46 5.40 2.29 20.68 10.73(S) 1.05(S) 3.53(S) 1.50(S) 1.78(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. 8.95 4.77 10.94 9.28 4.90 29.76 .19 .00 .11 .00 10.76(S) 1.03(S) 3.49(S) 1.52(S) 1.76(S) .00( ) .00( ) .00( ) .00( ) .00( ) 1 55. 8.96 4.74 10.89 9.32 4.87 31.58 2.95 4.27 1.96 16.25 10.77(S) 1.00(S) 3."(S) 1.54(S) 1.74(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. 8.96 4.70 10.83 9.36 4.84 28.95 .00 .00 .00 .00 ' 10.77(S) .98(S) 3.39(S) 1.56(S) 1.72(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 5. 8.95 4.67 10.76 9.39 4.81 30.76 2.06 2.57 1.33 10.24 10.76(S) .95(S) 3.33(S) 1.57(S) 1.69(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 2 10. 8.93 4.63 10.69 9.41 4.77 28.14 .00 .00 .00 .00 10.73(S) .92(S) 3.27(S) 1.58(S) 1.67(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 15. 8.92 4.60 10.61 9.44 4.74 30.10 1.25 1.38 .78 5.97 ' 10.70(S) .90(S) 3.21(S) 1.59(S) 1.64(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. 8.90 4.56 10.53 9.46 4.70 27.61 .00 .00 .00 .00 10.66(S) .87(S) 3.14(S) 1.60(S) 1.61(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 25. 8.87 4.51 10.46 9.48 4.66 29.65 .89 .94 .54 4.22 , 10.62(S) 84(S) 3.07(S) 1.61(S) 1.58(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 30. 8.85 4.46 10.38 9.49 4.62 27.21 .00 .00 .00 .00 10.57(S) .81(S) 3.01(S) 1.61(S) 1.55(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 2 35. 8.84 4.40 10.30 9.51 4.58 29.29 .66 .69 .40 3.16 10.53(S) .78(S) 2.94(S) 1.62(S) 1.52(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 40. 8.82 4.35 10.22 9.52 4.54 26.87 .00 .00 .00 .00 10.48(S) .75(S) 2.87(S) 1.63(S) 1.49(S) .00( ) .00( ) .00( ) .00( ) .00( ' ) 2 45. 8.81 4.29 10.14 9.53 4.50 28.97 .51 .52 .30 2.43 10.43(S) ..72(S) 2.80(S) 1.63(S) 1.46(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50. 8.80 4.24 10.07 9.54 4.46 26.57 .00 .00 .00 .00 ' 10.38(S) .70(S) 2.74(S) 1.64(S) 1.43(S) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. 8.79 4.18 9.97 9.55 4.42 28.68 .39 .40 .23 1.89 111j5 10.33(S) .67(S) 2.67(S) 1.64(S) 1.40(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 0. 8.78 4.13 9.87 9.56 4.38 26.29 .00 .00 .00 .00 '10.27(S) .64(S) 2.60(S) 1.64(S) 1.37(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 5. 8.76 4.08 9.76 9.56 4.34 28.40 .30 .31 .18 1.47 10.22(S) .61(S) 2.54(S) 1.64(S) 1.34(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 3 10, 8.75 4.02 9.66 9.56 4.30 26.02 .00 .00 .00 .00 10.17(S) .59(S) 2.47(S) 1.65(S) 1.31(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 15. 8.74 3.94 9.55 9.56 4.26 28.14 .24 .24 .13 1.15 10.11(S) .56(S) 2.41(S) 1.65(S) 1.28(S) .00( ) .00( ) .00( ) .00( ) .00( ) ' 3 20. 8.72 3.87 9.45 9.56 4.22 25.75. .00 .00 .00 .00 10.06(S) .53(S) 2.34(S) 1.65(S) 1.25(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 25. 8.71 3.79 9.35 9.56 4.19 27.86 .18 .19 .10 .89 '10.00(S) .51(S) 2.28(S) 1.64(S) 1.22(S) .00( ) .00( ) .00( ) .00( ) .00( ) 3 30. 8.70 3.72 9.25 9.56 4.15 25.47 .00 .00 .00 .00 9.94(S) .48(S) 2.22(S) 1.64(S) 1.20(S) .00( ) .00( ) .00( ) .00( ) .00( ) TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER '(0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 210 215 216 220 224 226 115 116 124 140 ' 0 5. .07 .00 .01 .02 .03 .01 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) 0 10. .30 .01 .03 .09 .12 .05 .00 .00 .01 .00, '.00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) .00( ) 0 15. 43.85 1.13 .92 12.65 16.77 5.52 .00 .01 .48 .29 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .18( ) .07( ) 0 20. 46.32 18 1.63 16.59 20.38 8.11 .00 .07 2.61 1.32 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) .39( ) .18( ) 0 25. 94.97 2.09 2.95 30.55 38.89 16.03 .00 .27 4.62 3.29 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .07( ) .52( ) .30( ) 0 30. 221.71 6.33 4.84 71.98 91.70 32.73 .00 .74 5.82 9.26 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .13( ) .58( ) .55( ) 0 35. 434.90 19.27 8.98 142.66 181.78 61.45 .00 1.85 7.74 25.34 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .22( ) .67( ) .96( ) 0 40. 163.41 14.11 8.15 60.89 74.09 28.80 .00 3.35 9.32 34.59 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .30( ) .74( ) 1.14( ) 0 45. 182.63 12.99 8.65 56.70 72.37 29.63 .00 4.63 10.12 31.26 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .37( ) .77( ) 1.08( ) 0 50. 92.92 8.64 7.90 32.25 38.99 19.22 .00 5.62 10.52 28.80 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .41( ) .78( ) 1.03( ) ' 0 55. 118.28 7.86 7.86 34.79 44.56 22.32 .00 6.26 10.80 26.36 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .44( ) .79( ) .98( ) 1 0. 44.26 4.90 7.10 15.66 18.25 14.27 .00 6.61 16.98 24.27 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .45( ) .80( ) .94( ) lalr3, 1 5. 77.10 4.61 7.02 21.34 27.69 18.26 .00 6.74 11.10 22.37 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .46( ) .80( ) .90( ) 1 10. 15.14 2.56 6.37 6.25 6.52 11.57 .00 6.73 11.16 20.82 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .46( ) .81( ) ' .86( ) 1 15. 56.56 2.90 6.42 14.85 19.62 16.43 .00 6.63 11.18 19.59 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .45( ) .81( ) .83( ) 1 20. 1.79 1.41 5.90 2.11 1.40 10.45 .00 6.49 11.18 18.66 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .45( ) .81( ) .81( ) 1 25. 46.18 2.04 6.02 11.72 15.72 15.55 .00 6.34 11.16 17.92 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .44( ) .81(. ) .79( ) 1 30. .00 .77 5.56 .00 .00 9.69 .00 6.18 11.13 ' 17.30 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .43( ) .81( ) .78( ) 1 35. 34.66 1.60 5.75 9.87 12.23 15.15 .00 6.03 11.09 16.84 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .43( ) .80( ) .77( ) , 1 40. .00 .42 5.32 .00 .00 9.41 .00 5.89 11.05 16.48 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .42( ) .80( ) .76( ) 1 45. 28.71 1.32 5.54 8.25 10.24 14.93 .00 5.76 11.00 16.19 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .42( ) .80( ) .75( ) 1 50. .00 .20 5.13 .00 .00 9.21 .00 5.64 10.96 15.94 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .41( ) .80( ) .74( ) 1 55. 22.54 1.09 5.35 6.57 8.11 14.46 .00 5.53 10.90 ' 15.66 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .41( ) .80( ) .74( ) 2 0. .00 .01 4.95 .00 .00 8.69 .00 5.42 10.84 15.38 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .40( ) .80( ) .73( ) ' 2 5. 14.00 .91 5.17 3.97 4.85 13.92 .00 5.32 10.78 15.10 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) AN ) .79( ) .72( ) 2 10. .00 .00 4.78 .00 .00 8.16 .00 5.23 10.71 14.83 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .39( ) .79( ) .71( ) , 2 15. 8.00 .65 5.02 2.07 2.50 13.59 .00 5.14 10.63 14.61 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .39( ) .79( ) .71( ) 2 20. .00 .00 4.65 .00 .00 7.90 .00 5.06 10.56 ' 14.42 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .39( ) .78( ) .70( ) 2 25. 5.63 .48 4.89 1.34 1.63 13.36 .00 4.98 10.48 14.26 .00( ) .00( ) .00(.) .00( ) .00( ) .00( ) .00( ) .38( ) .78( ) .70( ) ' 2 30. .00 .00 4.50 .00 .00 7.69 .00 4.90.. _ 10.40 14.11 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .38( ) .78( ) .70( ) 2 35. 4.21 .37 4.74 .94 1.14 13.16 .00 4.83 10.32 13.98 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .38( ) .78( ) .69( ) , 2 40. .00 .00 4.36 .00 .00 7.51 .00 4.75 10.24 13.86 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .37( ) .77( ) .69( ) 2 45. 3.23 .28 4.60 .67 .82 12.98 .00 4.68 10.17 13.75 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .37( ) 77( ) .68( ) 2 50. .00 .00 4.22 .00 .00 7.33 .00 4.61 10.09 13.64 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .37( ) 77( ) .68( ) ' 2 55. 2.51 .21 4.46 .49 .60 12.80 .00 4.54 10.00 13.53 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .36( ) .76( ) .68( ) 3 0. .00 .00 4.09 .00 .00 7.13 .00 4.47 9.90 13.44 .00( ) .00( ) .00( ) .00( ) m ) .00( ) .00( ) .36( ) .76( ) .68( ) , 3 5. 1.97 .16 4.34 .36 .44 12.58 .00 4.40 9.79 13.34 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .36( ) .76( ) .67( ) 3 10. .00 .00 3.96 .00 .00 6.91 .00 4.34 9.69 13.25 ' .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .75( ) .67( ) 3 15. 1.54 .12 4.19 .26 .32 12.37 .00 4.27 9.58 13.16 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .75( ) .67( ) 3 20. .00 .00 3.79 .00 .00 6.70 .00 4.20 9.48 ' 13.06 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .35( ) .74( ) .67( ) 3 25. 1.20 .09 4.02 .18 .22 12.17 .00 4.12 9.38 12.97 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .74( ) ' .66( ) 3 30. .00 .00 3.63 .00 .00 6.50 .00 4.05 9.28 12.88 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .34( ) .73( ) .66( ) ' THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 124 310 315 324 326 330 ' TIMBERLINE ROAD (McCLELLANDS BASIN) - REVISED WILLOW SPRINGS PH. 2 ON -SITE MODEL 100-YR EVENT FILE: WSSWM-C LIDSTONE & ANDERSON, INC. CLD MAY 1996 '*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 116 6.7 .5 1 5. 124 11.2 .8 1 15. ' 140 34.6 1.1 0 40. 201 50.1 (DIRECT FLOW) 0 35. 202 89.9 (DIRECT FLOW) 0 35. 203 35.4 (DIRECT FLOW) 0 35. ' 209 297.9 (DIRECT FLOW) 0 35. 210 434.9 (DIRECT FLOW) 0 35. 214 36.9 (DIRECT FLOW) 0 35. ' 215 19.3 (DIRECT FLOW) 0 35. 216 9.0 (DIRECT FLOW) 0 35. 220 142.7 (DIRECT FLOW) 0 35. ' 224 181.8 (DIRECT FLOW) 0 35, 226 61.4 (DIRECT FLOW) 0 35. _I pr 299 63.8 (DIRECT FLOW) 0 35.- Toiz(51+C �(rd1O/jw (7,4gcf5/aae 310 9.0 .1 10.8 2 0. 315 4.9 .1 1.1 1 15. 324 11.2 .1 3.7 1 15. - �Jmh,,l RoJ 364 326 9.6 .1 1.6 3 15.- DAeolhoil ' 330 5.0 .1 1.8 1 15. ENDPROGRAM PROGRAM CALLED 1 1 APPENDIX G EROSION CONTROL CALCULATIONS 1 [I 1 1 6114 RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT: STANDARD FORM A :OMPLETED BY: DATE: --------------------------------------------------------------------- )EVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb PS SUBBASIN i---ZONE- I (ac) I (ft) I (p) l(feet) I (AI d) (,a) --------- aa3 --- I---; m�.Afc ---I-------I-------I------I-------I------- 3 laoo ; I 10,(o 14o0 , olq l I 41 Pr,C " (. 3,1 , 1150 it II 50 .11 1 0ra I -T50 E. 1, 19.3 ------------------------------------------------------------------- )I/SF-A:1989 PAGE 23 C G Q C C J O U V1 Z J J O U H C O LL C C U- V) C C C C Z G F- N W U Z Q C C L� C W C i I 1 c 1 c.c+occ I 1 I C7 1 c c In Ln Ln 1 Ln I =C=q= � c i o+a+rnrncccocc I 1 I G 1 TrI C 1 = m tit CL C� m CL CI CT m m(n t C I c C C C C c C c C c C c Ln Lr'f Lc: ACC== CI m m C) m C% C1 CT CT m ON CI CT m CLm . . . . . . . . . . . . . . . 1 C I C C C C C C C C C C C C C C C C C C C C 1 I I C 1 C M C Ln LC LO tG LO r� r� r� n n n f\ n f\ f\ r� r, q q cc co q q . . . . . . . . . . . . . . . . . . . . . 1 C I c c c c C c c C c C c C c c c c c c c c C c C c C C 1 i 1 O 1 g N M . C'. t 1. L^. t D 1 D D l O D O 1� 1� 1� I� 1� 1� 1� I� 1� (� q q q MCCcvercccct•cc•ccccccccecC. v c cr 1 I COCO CC q q = == = = = = qqq = _ _ ===CO == q W I I 1 . I LQCNMCCL7 Ln L.tt')LD lO LC LO LO LO LD LO t0 LD 1�t\nnt`f\ 1 1 . . . . . . . . L. . . . . . . . . . . . . . . . . . 1 q I M C C C C C c C C C C C C Q C C C C C C C C C C C C 1 I q co q q = = = = = = = = = = = = = = q q = = = _ _ _ 1 I 1 O 1 1 . 0. e•+ N M M -CO C C . Li. l.C. lff Ln LP t.C) Lf7 Ltd LC. . LO LO LO LO LD r . 1 . . . . . . . . . . . . . . . . . . . . 1 n I M M C C C C C C C C C C C C C C C C C C C C C C C C I I q = 0000 = = G = _c = q q q q q q q = _ _ _ _ _ _ _ _ 1 O I C L C= O.• -1 .- -1 N C N M M M M ' C C C C C C C L c. 1. n 1 f' f %0 t O i I 1 La I M M M C C C c C C c C C C c C C c c C C c C c c C C 1 1 =_____M"==q CO q =q =____=====q= 1 �C I Ln N Ln I�=CT C C."��r+LV NNNNMMMMMCCCCC 1 3E 1 1 vLn I N M M M M M C C C C C C C C C C C C C C C C C C C I I q CO q= q CO = q= CO W q= q == q= CO CO CC CO CO q CO q I W I 1 G.L. I .•. . . . . .L:. LD LO nI�i�==qqq=C�C7I C�CCOOO 1 Q 1 I J C I N N M M M M M M M M M M M M M M M M M M M C C C C C I N I = _ _ _ = q = = = = _ = q q q = _ _ _ _ _ _ _ _ _ _ I I I O I LC, Ln W 0�NM CCLn Ln Ln LD LO LO LC LC nnr\r\=q=CT C1 I I . . . . . . I C 1.- -. N N M M (n M M M M M M M M M M M M M C 7 M C 4 M M M M I I 1 I 1 Ln I .-.+Ln r�=C c. . .NM M M CCCCCP) Ln LL!'f LC LC LO r� r� . 1 1 . 1 M I .+ N N N N M M M M M M M M M M M MC_; M M M M M M M M I 1 CO CO = = q q = _ _ _ = = = _ _ _ _ _ _ _ _ _ _ _ = q 1 O I MNLD=CLC r+NN M m M CC C CCC Ln L.n Lo Ln LC 1.0LCw 1 1 1 M I N NNN N N N N N N N N NNN N N N N CV N 1 LC! 1 Ln LA Ci NC C Lr)LC r� r-0�C.7 CO C1 C1 C1 C� QL C1 C O O O OO 1 N 1 M C O ...N N N N N N 1 Ire _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 1 1 C I CLn4=MLn La==. CL'O OO r+�.�e--1 N..NNMMMMM 1 1 1 N I = C% O O O O G O O r+ .--1 .� .-+ .� .--1 .-" .'" r•1 r•1 .•-1 .+ .••1 r1 .--L r+ I I r`rn co co q = rw q = q co co co co q co cc q=====__ _ 1 I 1 L1l I = N = .--1 C U•1 n r\ = C1 01 O O N NNMMMM M 1 I 1 N I LC C� C� C1 CL T r, C; C7 C; C� =" O O O O O C C� O C O 0 0 0 I I r� r` r` r\ r\ rr� r� r� r\ r` _ = q =qqq=q q co co q=q 1 O I LO M O C I� CN (I- N M M C' C Ln Ln Ln Ln LO LC LO LC r�rl to %0 %0 1 I 1 r-1 I cLO r\r\r\r-�______=Cq=q=CO q = = = = q q q I 1I�r�1�r�r�r�r�r�rlr�r�r�r�r-Ir-,r-�r,r,r�r-,r-�r-�r�r�r�r� 1 Ln I cn O C LD r\ co co r\ r\ r\ 1.0 Lp LD Ln CCMMNN CT LD-41 C1 LO 1 I ' . . . . . . . . . . . . . . . . . . . 1 O I O N N N N N N N N N N N N N CV N CV CV NN 1: -I .-: C=;O 1 I n n r\ r\ n r` n n r\ n r\ n n n r` n n n r\ n n n r` n r\ r\ 1 31—^ I COCOOOCOOOCOOOOO CQC OOOCOOO I O C7 F— I G O C C O O C O O O C O C C C c O C O C O O C O C O t JZLL. 1 .-SIN MCL.'1 LD r� Cl .--IN MCL^^. LOr,gC:C u^O L7OLC)O I J I TABLE 5.1 ' CALCULATIONS ---------EFFECTIVENESS ----------------------- -------------------------------------- PROJECT: Tm�e��Me �� STANDARD FORM B ' 1COMPLETED BY: �Q DATE: 5 31 q(p ' I Erosion Control C-Factor P-Factor Method Value Value Comment --------------------------------------------------------- I �arGyelTnreTA1fe,- 1,0O a,So ' SFrov) bale &(ner I'00 6,50 Ili✓emenf 0,01 - 1,00 ' Qe'Seed�f+wlch v,10 I,00 tI---------------------------------------------------------------------- IMAJORI PS I SUB AREA IBASINI (%) IBASIN� (Ac) CALCULATIONS ' ----- 1---- ----- ------ ---------------- 8 3 aar3 3, G(4xe( Snlef F(Ie� o,Sae I54raj baI tamer a•Sac 1 F41meAf 6"Sae I I gee eed f9b) <7 4,B4c I I I I I I Cr4c -for TEO,sx0.O1)4-(aS)to•1o7/3,&4 = 0,05 ? raCb• a Y. o, 8) f Ca • S Y. 0, 3,104C I i� ,0 - 6 I r�tefru�e55, � - (0,6 x o s�� X roo- d�1� 0,(0 elravel Tolef F,(ev loo"/o I I �auemen� o•3aG I I I � ReSeed �iK�(Gl'1 0' 3ae i ' I I I I I � Fucfor = �,3xO•o�t %'�x.0•I�]IQ,(o = Q,O(o I : I Ir'f pAvcne55= (o,Sx0,0o63Atoo= I HI/}iG 3•1 6r4✓el104 i%4e,- rpo% f dvemeF4 ge!we /W1AA. 1•406 ' I � C �ac�Ar = �I,7x0•DI���r,'�x0��)/3� lac > O,[75 I I i? I I ffQoF-6S 8 I xb,o5�� x/oo = I I i I I L (b I I I i I _ HDI/SF-B:1989 ---------------------------------------------------------------------- 6414 --------------- PROJECT: COMPLETED BY: MAJOR BASIN EFFECTIVENESS CALCULATIONS -------------------------- Erosion Control C-Factor P-Factor Method Value Value ---------------------------------------- i- -PS-- IW 1 �,3 (SUB BASIN 50 ARE] 0, S ---------------- STANDARD FORM B DATE: Comment ------------------ ----------- ---------- ------ ' CALCULATIONS --------------%------ m--------------------- SFra� ale &ri e,- too' �u�2rren� 6,�iuc p��JlAdlc,� 014c 6rac�r=Pwy01o)i f(o,4xo.to3/0,B= P t-c4dd-= 0, e ��� dlu1P55= (bbSxGB�J X YUD = 45.6% (leml E��ec�t✓lu7e55 + (aGz 45,&o f (34 % I/SF-B:1989 LEGEND U5 uaae eenrw' sexzmlvr —I . I t 6 FiwS mla Kv crnexC]! I MAJOR Q �� sgrcnwc tin ..alv crs>..wrFsr 2 SUBBASw ID i o Z> STETSON CREEK P.M.D. � e SUBBASIN AREA ' �° ! g alms rY MINOR EXISTING 5' INLETS ��j fAif GY 51NNG SY_Wt p Y S 6 qry �'� r/ SURBPSIN ID 1 L_ IY RT RT IW 9I165 1 fX/SIWG CURB! G UY evv�yFpep BOUNDARYMAJOR BBASIN UEIER�__ MINOR SUBBASIN 11 r�� __ Moo BOUNDARY y .,,� ~ i e9 �._._ �- -w cu- \ FLOW DIRECTION ' w u e»m es•ro N ar,nl PROPOSEDSTORM SEWER _ DP 41_--_ _., �I y TIMBERLINE ROAD_ _ _ 1 - 4U - -� - - - STORM SEWER _ - _ -_ �_ _• _ EXISTING 42 -_ -- __. PROPOSED --. - n-- -�—_. - - _ _ __- _ -__ _ _ _ --- - CONTOUR J .. .m ll , CURB & CUTlER N e0S E%ISTING iy S• .. a...... ...._ CONTOUR •.� - _-___.__ STRAW BOLE •l i��ny pyp �2� — ^ BARRIER II EXISIJNL 5 h.t 5 ff.:LOltl Ir luA- -. �O ' II� � � r � I 28 ' GRAVEL INLET DETENTION POND J25 r Lv' LI FILTER m - 416 DP • /Ltl-]A LYSCI(M4i 96 LFS ® JPEN- AC B (% N U._ 49 C8 ET ® RIPRM 1fi' 2e 1 i' ewsa nnrnv rou 7ST, II rl rr«aaewr ca�a'rxirrnxv uuaph i ... mna]r ; .n 6mcm . nmu w.qL AM= r rtnlwArxr xar I rumlxn slncawr s we r�a.«r m er row.m rawm. rw.wlw rA`<MA* µ �m is AULUIROW aw(rb arn.nm. SxRa r.azvKo r.A x/uar s .arrovsrav hEaGI[ A Rm1e mmrr µ mflr nw es) s A n.x sr aermr. m.war ..0 nw,xi.'. ttxem']F smsRwr Sa (F , . p Al" a wAI lM ANIVIDURI i 5 1 awuN]r 5]wrrwt I aoN;ir]r .an 's' o sa`I mne, .lrF„ µv"ar ai e/r�� �I ' io=w�"�°. wn °M rn,ma e�sissro � an .vfnrs rs ra arr — — _ — mn rw o rw.eo mo rre suv /f$ r _ r ram <s rs mr .w an .mow pD j rs was aoaum c bP X ,N9 r sxr Mm j Jam IF rr .x'Y "m� °IF .mrnaM. c.%p A� a..w a.YWIN 7I )/ rY Aev rrs rs' aro rts s - en rr 4s Rs rc o E� //may/ a] cr cr Jr s]ea/ iro [erY n s r.Jn .1 4 ,4 „ rY MY' mV .NJ re AW AP1eM 1 wv .au )(' / / I GAO YI]MV aow 1 r , "5 !IS I� F �w. F(K+C MO n/ wM1Cn .WY Ie(I I + /1 _j _ SP [F. N'AYV MI➢JrXI rNY IPW l9 MMMi — m/(Ll MY /s/ Sr W111 A rcarvr we rF � rrv. xw � 4AI V 0 Z _ J _ PF.r' _ Z J _ _ 9 ♦ 9 09 M W 99rOJ IOI WB 1 .LO AI — — — — q _. w Y it . _ . .. _ - _ •.-.-_—'=:�:..'I� _ _ s — _ - a/.ae a Nr][» _ lYY IiFYJ9.�J9 8 • i / - �.siac �wr .gy,N6'• W Q z ;' �r-- - • • • I `• �� DP 24C KFr L' .. _ .. • a,U 1950 9 • Y QP I IA�j■ 8 rTT dEG110M AA Z M Z 28 •-_-�_. _ . _ I P2 OPEN SPACE B � 4 a ro-' . Q�DP 22C •�,, L r > v.�s r Q LOL O �- oP[N sncE r I �1> W - 1 2 D£TENToN POND J74 ounn r irk-.. xn J 7 Z Z _ 1 rzacr a. I 1AC7OyPWQ3s a ® wmllo"ml/ pr2o AIO CC v W fe,�, W YbP Arv.e.1v 4aP Fam b Fm> M,+I,Vm Cs®b.. I jI l rS" ](Vl"IaKY 4LX5ll%C]pV FA#XNr - _—�-rs awanvr uoa us N. ------_1�—_----awT wI � I — fE P� Pi1NAC Is 2tlKRwr ttw.smu[2w uJ[v[nr IQSrao ..r 10.. _. W los.ao107100los.m nwm . nz.ro uJ.o6 TIMBERLINES 4 - - - - - - - - - - - - - - SCALE t -50' 25 50 IOD Propect No. T2 IAIaw ____ _ _ _ _ _ _ _ _ _ - _ _..._.�_._ �__ _ _ .� . _...._ —�� Design, CLD I _ 996 2I c e - AM- — AB x VnER V D D new VV11 D-�_ )) Id bs /. 6 awK tO R7-1996 �f�� e-Aas �c m tAo cF •�- D 2 ` g/"]0"•a �1 22 — GPt� AMfile. iLR-GDP.DWG t 3I O DP 22C; 1 L� / � = . • • JI TZ \wwww SHEET ,a�Y *M Irb N't"A el a,n YYbO wo W LYbN N Ae� »• la,.. loses »� _IOR ImR Tw YJ 13 f! u