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Drainage Reports - 08/19/1994
No Text I 1 1 1 0 11 1 RCE A Division of Ayres Associates June 28, 1994 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, Colorado 80521 Re: Huntington Hills Filing 4 PUD Dear Basil: Enclosed please find the "Revised Final Drainage and Erosion Control Report for Huntington Hills PUD Filing 4". This report incorporates your comments dated June 1.5, 1994 and those items discussed at a meeting with yourself, Scott Queen of RCE, and Mark Palkowitsh on June 17, 1994. Storm drainage easements for the drainage areas west of the Filing 4 limits have been prepared and are being executed by Mr. Palkowitsh. Since these easements are temporary, they will not be shown on the plat. This report was prepared under my direction in accordance with the City of Fort Collins Storm Drainage Criteria as revised in May 1991. If you have any questions, please call. Sincerely, Resource Consultants & Engineers AJD,Msion of Owen res ssociates, Inc. Paul R. Barker, P.E. Manager, Civil Engineering ' PRB:sp Enclosure 1 Resource Consultants & Engineers Engineers/Scientists/Surveyors 3665 JFK Parkway, Building 2, Suite 300, P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, FAX (303) 223-5578 HAMDAN6.LTR 93-0103.04 Printed on recycled paper FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HUNTINGTON HILLS PUD: FILING 4 Prepared for Huntington Hills 650 S. Cherry St., Suite 435 Denver, Colorado 80222 To Meet The Final PUD Submittal Requirements For The City of Fort Collins 256 West Mountain Avenue Fort Collins, Colorado 80521 Prepared by Resource Consultants & Engineers A Division of Ayres Associates 3665 John F. Kennedy Parkway Building 2, Suite 300 Fort Collins, Colorado 80525 RCE Ref. No. 93-103 HUNT4.TXT Revised April 1994 Revised May 1994 Revised June 1994 I 11 11 I 1 1 TABLE OF CONTENTS 1. INTRODUCTION.................................................... 1.1 2. DRAINAGE PATTERNS ............................................... 2.1 3. HYDROLOGIC AND HYDRAULIC ANALYSIS ............................... 3.1 4. ANALYSIS OF STONE CREEK ......................................... 4.1 4.1. Hydrology .................................................. 4.1 4.2. Existing Condition Hydraulics .................................... 4.2 4.3. Proposed Condition Hydraulics ................................... 4.4 4.4. Conclusions ................................................ 4.4 5. EROSION CONTROL PLAN ............................................ 5.1 5.1. Overview ::................................................. 5.1 5.2. Wind Erosion ................................................ 5.1 5.3. Rainfall Erosion ............................................... 5.1 APPENDIX A Hydrologic, Hydraulic, and Erosion Control Calculations ................... -- APPENDIX B Existing and Developed Conditions .................................. -- APPENDIX 131 Existing Conditions HEC-2........................................ — APPENDIX B2 Proposed Conditions HEC-2....................................... -- APPENDIX C Surveyed. Cross Sections ......................................... — LIST OF FIGURES Figure 1.1. Vicinity map .................................................. 1.2 Figure 2.1. Drainage basin map ........................................... 2.2 Figure 4.1. HEC-2 cross section locations .................................... 4.3 Figure 5.1. Schedule of erosion control measures for Hunting Hills Filing 4 ........... 5.2 LIST OF TABLES Table 3.1. Basin Parameters .............................................. 3.2 Table 3.2. Calculated Peak Flows ......................................... 3.3 Table 3.3. Gutter Capabilities, Minor Storm .................................. 3.3 Table 4.1. Comparison of Hydraulic Parameters for Existing and Proposed Conditions.................................................. 4.5 I Resource Consultants & Engineers, Inc. ' 1. INTRODUCTION ' This report summarizes the storm drainage investigations performed for the proposed Huntington Hills PUD, Filing 4, in Fort Collins, Colorado. The location of the site is shown in Figure 1.1 ' which uses the Citys street zoning map as a base. Filing 4 is located in the southeast portion of the site near the intersection of Lemay Avenue and Pheasant Drive. A site master drainage plan for the ' overall development was prepared to meet the Citys submittal requirements for Overall Development Plans and is contained in a February 1994 report entitled "Huntington'Hilis Conceptual Drainage Plan" by Resource Consultants & Engineers, Inc. (RCE). The analysis was completed in accordance with the specifications and guidelines contained in ' the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" dated May 1984 and updated March 1991. Previous drainage studies of the area that were reviewed to assist with the preparation of this report include (1) "Drainage Report for Huntington Mews, Phase 1 Final Plat" by Resource Consultants, Inc. (RCI), March 5, 1981; (2) "Fossil Creek Drainage Basin Master Drainageway Planning Study" by ' Simons, Li & Associates, Inc., August 1982; (3) "Preliminary Engineering Report for the Rehabilitation of Portner Reservoir" by RCI, January 1987; (4) "Final Drainage and Erosion Control Report for Huntington Hills Filing 2" by TST, Inc., June 1992; and (5) the previously mentioned "Huntington Hills ' Conceptual Drainage Plan" by RCE, October 1993. 1 1 1 1.1 Resource Consultants & Engineers, Inc. No Text I 7 I n II t 2. DRAINAGE PATTERNS Figure 2.1, which is from the Huntington Hills Conceptual Drainage Plan Report (RCE, 1993), shows the general drainage patterns in the vicinity of Huntington Hills. The base map for the figure is an enlargement of the USGS maps of the area (contour interval = 10 feet). As can be seen, there is an east -west, topographic divide that extends through the Filing 4 area. This divide results in storm runoff flowing in two different directions. Runoff to the north of the divide will flow into Portner Reservoir and runoff south of the divide will flow into Stone Creek that extends along the south side of the property. Regrading of the area and the construction of streets, which will occur when the site is developed, will result in some changes, but the two primary flow directions will remain generally the same. Also shown in the Figure 2.1 are the 100-year floodplains for the area. The 100-year water surface elevation in Portner Reservoir is 4915.2 feet as calculated in the Rehabilitation Study for Portner Reservoir (RCI, 1987). This rehabilitation study used a developed condition for the drainage area tributary to the lake. Currently, these plans are being revised and the 100-year flood elevation will be approximately 4913. The floodplain along Stone Creek was taken from the Grading and Drainage Plan for the Brittany Knolls PUD Filing 2. A further analysis of the floodplan is included in Section 4. Both of the outlets for the stormwater discharge from Filing 4 (Portner Reservoir and the Stone Creek) are capable of receiving the water without causing any downstream problems. The Drainage Plan is included in the pocket at the back of the report and shows the lot layout, streets, and various storm drainage facilities that will be constructed for Filing 4. The map uses a contour interval of 2 feet. Drainage areas tributary to the streets are shown, and as can be seen, streets and gutters will be used to carry much of the storm runoff. There are two streets in the area: (1) Fossil Creek Parkway which will be a collector -status street, and (2) a local -status street near the lake front with three cul-de-sacs branching off the street. During a 2-year storm, the water depths in the gutters cannot extend above the height of the curbs. The flow may spread to the height of the street crown for a local -status street, but for a collector -status street, one lane width must remain free of water. During a 100-year storm, the depth of water over the street crown can not exceed 6 inches. As shown in the attached Drainage Plan, the extension of Fossil Creek Parkway, as it continues westward from Lemay Avenue, will slope upwards at a grade of 1.29 percent in the first 400 feet and then will slope downwards at a grade of 0.43 percent. The minimum gutter grade allowed by the City is 0.4 percent. Huntington Hills Drive street will slope downward at a uniform grade of 0.42 percent from its intersection with Fossil Creek Parkway. Aston Court and Normandy Court will be at grades of 0.87 and 0.92 percent, respectively, and the third, Melrose Court, which is in the middle, will have grades of 2 and 4.53 percent. 2.1 Resource Consultants & Engineers, Inc. 0 1 Runoff from offsite areas flows onto Huntington Hills property Runoff drains directly into Fossil Creek ODrainage divide for area directly contributing to Portner Reservoir Runoff from Huntington Hills drains Into Portner Reservoir DDrainage divide for area tributary to unnamed draw along south side of Huntington Hills property (�)Runoff from Huntington Hills drains into 100-year floodpiain for unnamed draw ORunoff from Huntington Hills to offsite areas OLouden Ditch transition from open ditch to closed conduit O9 Drainage area tributary to existing detention pond 10 Runoff intercepted by inlet ditch and subject to spilling into Huntington Hills project LEGEND: Subdrainage Divide Approximate 100-year Flood Plain Huntington Hills Phase 3 Property Line a.� Direction of...Runoff TSCALE 1'=1000' N I o' I Figure 2.1. Drainage basin map. I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In addition to streets, a number of drainage swales will be required to control storm runoff. The cross slope for drainage swales must be 4 to 1 or flatter to meet City standards and to allow for mechanized mowing of the vegetation growing within the swales. The City's design criteria applicable for unlined open channels will be utilized as shown on the construction plans. Two swales are located at the westward end of Filing 4. These are needed to direct storm runoff from the end of the two streets either into Portner Reservoir or into Stone Creek Regrading of the site will be conducted so that runoff from various lots will be directed onto the streets without flowing across adjacent lots. As apparent from the Drainage Plan, however, not all of the storm runoff will flow into the streets. Runoff from many backlots will flow into Portner Reservoir or into Stone Creek. The temporary gravel road, which will connect to Saturn Drive west of the Filing 4 area, will require a roadside ditch to collect storm runoff along the upslope side of the road and a temporary culvert to carry water under the road. The location for the culvert is shown in the attached Drainage Plan. 1 2.3 Resource Consultants & Engineers, Inc. I 3. HYDROLOGIC AND HYDRAULIC ANALYSIS ' Filing 4 was divided into 11 separate basins for analysis of the storm drainage system. The basin divisions are shown in the attached Drainage Plan. Design points generally were located at the ' points where drainage left the Filing 4 area. In addition, a point was added at the intersection of Melrose Court and Huntington Hills Drive where the drainage area was sufficient that the curb capacity was ' exceeded, and another was added at the existing inlet on the west side of Lemay Avenue at Stone Creek The latter point was added to examine the street capacity of Lemay Avenue with Filing 4 runoff contributions. The drainage calculations are included in Appendix A ' The rational method was utilized for calculating the peak flows for the 2- and 100-year flows. ' The calculation of basin travel times (time of concentration) are summarized in Table 3.1. This table shows the overland flow lengths, slopes and gutter velocity and slopes that were utilized to determine the basin travel times. The peak flows were then calculated and these calculations are shown in Table 3.2. This table shows the time of concentrations, the C-factors, rainfall intensities and the peak flows. ' The next step in the analysis was to determine the allowable street capacity for proposed roadways. These capacities, along with the capacity of Lemay Avenue, are summarized in Table 3.3. ' The street capacities generally exceed the peak flows for the 2-year storm with one exception, the capacity of Huntington Hills Drive is exceeded at Melrose Court. In this location, a curb inlet is required. The street capacity computations along Lemay Avenue were necessary because runoff onto Lemay ' Avenue under proposed conditions exceeds that for historic conditions south of Fossil Creek Parkway (at Concentration Point 10, 2-year event: 0.96 cis developed, 0.16 cfs historic; 100-year event: 3.67 cfs developed, 0.73 cis historic). The 2-year and 100-year discharges were computed at the Lemay Avenue inlet at Stone Creek for fully developed conditions. Since there is no developable area between ' Huntington Hills Filing 4 and Brittany Knolls, the computations reflect maximum development along the section of Lemay Avenue in question. The computed discharges at the inlet are 2.83 cis for the 2-year event and 14.0 cfs for the 100-year event. Allowable street capacity at this location is 3.37 cis for the ' 2-year event and 34.5 cis for the 100-year event (capacity calculations are included in the appendix). Gearly, the increased runoff from Huntington Hills Filing 4 does not adversely impact the existing storm ' drainage conveyance system. North of Fossil Creek Parkway, runoff from Filing 4 enters a natural drainageway along the west iside of Lemay which enters Portner Reservoir. Since the western lanes of Lemay are completed, this drainage area will not be removed, providing future conveyance for storm drainage from Filing 4. ' The cumulative areas contributing to the swales flowing north into Portner Reservoir, and South ' into Stone Creek produce peak 100-year flows of 29.66 cfs and 12.28 cis, respectively. These 100-year flows were utilized to size the swales in accordance with City requirements. 3.1 Resource Consultants & Engineers, Inc. w N Table 3.1. Basin Parameters. A 7.05 7.05 0.30 1.00 1.25 267 8.0 2.0 - -- NA B 0.96 0.96 0.95 1.00 1.25 --- -- NA 1154 0.5 1.3 C 3.39 3.39 0.45 1.00 1.25 190 2.9 1.3 1049 0.5 1.3 D 3.42 3.42 0.45 1.00 1.25 144 4.0 1.4 700 0.4 1.2 E 1.91 1.91 0.60 1.00 1.25 57 2.0 1.0 786 0.4 1.2 F 2.89 2.89 0.30 1.00 1.25 152 7.0 1.9 - --- NA G 0.79 2.70 0.45 1.00 1.25 --- -- NA 510 0.4 1.2 H1 2.55 2.55 0.45 1.00 1.25 290 3.3 1.3 274 0.4 1.2 H2 1.52 1.52 0.35 1.00 1.25 334 3.7 1.3 - -- NA H1+H2 --- 4.07 0.45 1.00 1.25 -- --- -- -- -- -- 1 1.88 1.88 0.30 1.00 1.25 500 4.6 1.5 103 4.6 1.5 J 0.51 0.51 0.60 1.00 1.25 --- I -- NA 401 0.4 1.2 K 0.68 1.19 0.60 1.00 1.25 127 1 0.4 0.6 220 3.3 3.6 Table 3.2. Calculated Peak Flows. Ov dam, Fla nt ar Table 3.3. Gutter Capabilities, Minor Storm. 3.3 Resource Consultants & Engineers, Inc. I 0 1 1 0 LI 1 4. ANALYSIS OF STONE CREEK Huntington Hills Filing 4 is located just north of the Brittany Knolls Subdivision in southeast Fort Collins. It is bordered by Lemay Avenue to the east, Portner Reservoir on the north, and vacant land to the west, as shown in Figure 1.1. Drainage from Huntington Hills drains primarily to the north, into Portner Reservoir, and to the south into Stone Creek located between Brittany Knolls and Huntington Hills Filing 4. Stone Creek drains a small watershed, including portions of Brittany Knolls, Huntington Hills Filing 4, and vacant land to the west. The Southside Service Center, proposed by the City of Fort Collins, will be constructed on land in this watershed. The creek bottom has significant wetland areas along most of its length. Within the Brittany Knolls Subdivision, Stone Creek has been modified to provide for more efficient passage of storm flows. Construction drawings for the modifications were used in the hydraulic analysis which will be described later in this report. It is the desire of the developer of Huntington Hills to raise elevations in the north overbank of Stone Creek such that proposed building lots are not subject to flooding during the 100-year flood event. Only a small portion (0.02 acre) of wetlands will be altered by the development of this parcel. These wetlands will be replaced in future filings of Huntington Hills. This report describes the methods used to analyze the impact of development on the hydraulic characteristics of Stone Creek and the results of those analyses. 4.1. Hydrology The discharge used in this study were developed by others for development within the Stone Creek drainage basin. The Brittany Knolls drainage report (Kellogg, 1986) was examined to ascertain the discharges used to analyze flooding conditions for that development. The report stated that since no onslte detention was required for the Brittany Knolls development, existing condition (prior to Brittany Knolls) hydrology was not developed. The engineers did, however, use an existing condition 100-year flow of 680 cis to design the channel modifications for Stone Creek. They reference an earlier study, the Southside Service Center Drainage Study, performed by Simons, Lt & Associates; Inc. in October 1982, as the source of this flow. The report was checked to validate the 100-year flow of 680 cis and found to be accurate. Since the location of the floodplain, flow velocity, and water surface elevation of the 100-year flow are of primary concern, no other events were analyzed for this report. This coincides with the procedures used to analyze flooding for the Brittany Knolls development. 4.1 Resource Consultants & Engineers, Inc. I 1 1 r 1 1 1 1 4.2. Existing Condition Hydraulics The U.S. Army Corps of Engineers HEC-2 backwater computer program (COE, 1990) was used to analyze the hydraulic conditions of Stone Creek along the proposed Huntington Hills Filing 4 development. Existing condition cross sections were developed using 1" = 100' (2-foot contour interval) topographic mapping obtained from the City of Fort Collins, the Grading and Drainage Plan for Brittany Knolls Filing 2, which has a scale of 1" - 50' and a 1-foot contour interval, and field survey. Cross section locations are shown in Figure 4.1. Cross sections downstream of 9.25 were developed from the Brittany Knolls Grading and Drainage Plan; cross sections 9.25 through 13 were developed by field survey; those upstream of 13 were developed using the City of Fort Collins mapping. The field surveyed cross sections are shown in Appendix C. A reach extending from Lemay Avenue upstream approximately 4,300 feet was analyzed using 18 cross sections. The downstream 1,900 feet of the channel (13 cross sections) is located in the reach comprising the border between Brittany Knolls Filing 2 and Huntington Hills Filing 4. There was a discrepancy between the elevations on the Brittany Knolls mapping and the city mapping/surveyed elevations, however, since Huntington Hills Filing 4 design is based on the City mapping and field surveys, the elevations shown on the Brittany Knolls grading plan were adjusted to agree with the City mapping. The adjustment was spatially consistent and was simply the subtraction of 2 feet from the Brittany Knolls elevations. The starting conditions for the hydraulic model were taken from the Brittany Knolls Grading and Drainage Plan, which included the water surface elevation for the 100-year event at numerous locations along the channel. In the portion of Stone Creek located in Brittany Knolls, the Manning's n value was assumed to range from 0.028 to 0.050. In the undisturbed reach of the drainageway, upstream of Brittany Knolls, the Manning's n value was assumed to range from 0.045 to 0.075. Generally, the channel velocities ranged from 2.5 to 4.5 feet per second (fps), with depths ranging from approximately 0.5 feet to slightly greater than 4 feet just upstream of the culvert at Lemay Avenue. Along most of the study reach, the depth varied from 1 to 2 feet. Detailed'HEC-2 outputs are included in Appendix B for reference. 4.2 Resource Consultants & Engineers, Inc. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I Hibs Northam a m I � so 1} ._ / SE,AE r-W C 4T, MFl1V 2 F/ T Legend: 20 10 Cross Section Floodplain 17 A $ .13 unrc• The ♦.........e.. h.. nn this man does not \z go I F I ._. South Lemay Ave. \.9J0 Elect the regrading completed on the Brittany Knolls project nor the proposed grading of Hunting Hills. Figure 4.1. HEC-2 Cross section locations. 4.3 Resource Consultants & Engineers, Inc. I ' 4.3. Proposed Condition Hydraulics ' The effects of developed conditions were analyzed by modifying cross sections used in the existing condition analysis. The modifications reflect the proposed grading of the north bank of Stone Creek along Huntington Hills Filing 4. The impacts of the proposed bank modifications are minimal. Table 4.1 summarizes the hydraulic parameters for the affected reach for existing and developed conditions. As shown in this table, velocities at individual cross sections increase with the proposed encroachment; however, they are still well within the allowable channel velocity of 7.5 fps specified in ' the City of Fort Collins Storm Drainage Design Criteria Manual. The flow depths changed very little, increasing in some cases and decreasing in others. In all cases, however, the flood elevations with the ' proposed encroachments do not increase to a degree necessary to inundate lots in the Brittany Knolls Subdivision; the proposed floodplain is contained within the Brittany Knolls drainage easement. The lowest final floor elevation in the Brittany Knolls Subdivision adjacent to Filing 4 Is 4,924 feet The lowest ' proposed final floor elevation in Huntington Hills Filing 4 will be 4,924 feet at lot 14. All lots along Stone Creek are sufficiently above the 100-year floodplain. Detailed HEC-2 outputs are included in Appendix B for reference. ' 4.4. Conclusions Hydraulic analyses were performed on Stone Creek along a reach extending from Lemay Avenue upstream approximately 4,300 feet. Topographic mapping obtained from the City of Fort Collins, the Drainage Grading Plan for Brittany Knolls Filing 2, and field surveys were used to develop ' the cross -sectional profiles used in the hydraulic analysis. A 100-year discharge of 680 cfs, developed by Simons, Li & Associates, Inc. for the Southside Service Center and also used in the Brittany Knolls drainage study, was used as the design discharge for this study (Simons, Li, 1982). Existing and proposed conditions were analyzed to determine the impact of fill on the north overbank of Stone Creek. ' Proposed conditions reflect the design grades desired by the developer of Huntington Hills Filing 4. Only a small portion (0.02 acre) will be altered by the proposed grading plan. These wetlands will be ' replaced in future filings of Huntington Hills. The proposed fill causes slight increases in channel velocities in the immediate area of encroachment; however, the velocities are well below those allowed by the City of Fort Collins for storm drainage channels. In some locations, small increases in water surface elevation result from the ' proposed encroachment, but the increases have no adverse impacts. 4.4 Resource Consultants & Engineers, Inc. I C 1 1 F 1 4.5 Resource Consultants & Engineers, Inc. 1 I F 1 5. EROSION CONTROL PLAN 5.1. Overview Filing 4 of Huntington Hills will be a 25-acre development consisting of 53 lots on moderate erodibility soil. Ovedot grading will begin the first week of May 1994 and the entire subdivision will be complete by the first week of August 1994 (Figure 5.1). Home construction will begin by the second week of July. Although during the month of May wind erosion is dominant, water erosion will still be addressed in this plan. Land not covered by houses, pavement, or the drainage swale will be planted with bluegrass by the property owners, or native grass in swales, thereby negating the need for long- term erosion control specified in this plan. The property is divided into seven major basins, with each basin draining at a different location. Most of the basins will be disturbed with the exception of the existing paved portion of Lemay Avenue adjacent to the site. 5.2. Wind Erosion Construction is anticipated to begin in June, which does not lie in the normal wind erosion season; however, steps will still be taken to protect the soil. All basins will have straw mulch applied at 2 tons/acre for water erosion control, which also meets the requirements for minimum wind erosion protection. 5.3. Rainfall Erosion Silt fences will be installed along the north and south boundaries of the site. As site grading is completed, straw bales will be utilized in the swales. Hay mulch will be applied at a rate of 2 tons/acre on disturbed areas that will not be paved. The curb inlet will have a filter installed after its construction. As the development is completed, the site will be landscaped with bluegrass and mulched planting areas along Fossil Creek Parkway. The swale areas on the west side of the property are to be landscaped with native grasses and shrubs. All remaining areas will be landscaped by property owners. The calculations for performance standards and effectiveness are shown in Appendix A as well as the supporting calculations. 5.1 Resource Consultants & Engineers, Inc. 1 1 1 1 1 1 1 1 PROJECT: Huntington Hills - Filing 4 STANDARD FORM C SEQUENCE FOR 1994 ONLY COMPLETED BY: Chris Carlson -DATE: 5/11/94 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. July August September October OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap / Basin Inlet Filters - Straw Barriers - Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt / Concrete Paving VEGETATIVE: Permanent Seed Planting Mulching / Sealant Temporary Seed Planting Sod Installation Nettings / Mats / Blankets HOME CONSTRUCTION: - - STRUCTURES: INSTALLED BY: Contractor MAINTAINED BY: Contractor VEGETATION / MULCHING CONTRACTOR: Contractor DATE SUBMITTED: 5/11/94 APPROVED BY CITY OF FORT COLLINS ON: Figure 5.1. Schedule of erosion control measures for Huntington Hills Filing 4. 5.2 Resource Consultants & Engineers, Inc. I 1 1 1 p 1 1 1 1 u LJ 1 1 APPENDIX A Hydrologic, Hydraulic, and Erosion Control Calculations I ' Client /'IJ� Job No. a3 Page .I-. of RC E Project /NnT, it rioiJ H - �/i 4 l $� )a // Deb Deb chkd. 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Frt H i -7 --1 --t-7 Resource Consultants & Englneers, Inc,, 3665 JFK Pkvvy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806. Fax (303) 223-5578 1 1 alent - /ylSO Job No. 93i Page -C- o1! 1 RCEProject U n �/��9 'i Date •3 // % Date chkd. Subject �����,9e By cc. Chkd.By Cli 1 1 1 1 1 1 1 1 II 1 1 1 1 I 1 E��fnC—rEao.�o,i—c7z.S� V= I.C> ps c O • sir i _ _ a�f = 10 -9 4 LO ii.15 M ., I00�f ?i I©r9 L f I,O 1-6 - - -10 - -- onlCe4 co -7 0 i rG,i"0;) 1 0:171 i�6� (!ectn�� QeS.,/ I _ dope I = r rl 1-1 — �-- / i. t�tQ-j!�':- ; n r•. HIET I I 1 Ii I i _ 1 - r ' Resource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270480, Fort Collins, CO 80527 1 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 RCEClient /r�/J5 Job No. Page `c. of 't Y ' Project r/u/ii/14�oi7 H i,�M 7 Date// Date chkd. ' Subject �r4i naE' By C-C— Chkd. By = /353 iT_�,fL �(' I �7 ST;n `J�fo a..c- CrO,.ys C ISo +LO I - e afr'oq � �t �'fErr•a�-�anc�� rbon l �01 -- GVJ� �I''I, L-4 I c 1 +�I1,4 M n baSinE' gym_ _n _ 100 j-� _ ,1 %• y:s 5,m-, F_ !1 ,�o) Z = c7 ObT9 toI /j� r , �`I toot_ _.I,�s`;C•y 6,30' �,�o, - 9. S'7 O.1 III ee Ic -.3 3.� �o M_, IDO�� (' 30 '— I !c- a.$-�— I I i i _ —id nesource c;onswtants s tnglneers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. BOX 270460, Fort C011lns, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 1 ' Client - Job No. 9,,3 Page or q1 RCE Project /ihn%�o�an N'5 r 9 7 Dam 3 // Date chkd. Subject By Chkd. By 1 I I I I I I 1 !I t ` a3 7.1 Id-, 2 I 1 ,O. 5 , I TI _ — _ ?/ I - — I goo \ = I . a5�(-• 3�5 -i -- �' I IT 6� - I -T kr_V= = a-• 9S1 , � �h- I � � o�y= ,���� �Ve.+/ Gw{ Tay' � 9.60 � I QI i `r)( ,Ss I I�gg !— = I E_,77 -- -- — -- - I —ILL ►o+ Qa� it°""1 tee i t ' 3 ✓�.-b�l ,'_ _ 71 6 cif G.L - - I T Hesource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572.1806, Fax (303) 223.5578 RCEplant /�/ SP Job No. Page y o1 ' S_ Project �� { �� r Date 3 g 7 Date ehkd ' Subject �-4.n 4a E By �� Chkd. By o+1� o,' to L f i r i V o .6 GPI If Slo.pc IWO 1. , 0s. + 3.51 -� c ,;J., r- I I O —T- - 146- i I oo)lN�o7),=- Ta-- Q1oo- I I � - -- I �— -I— !--- -- - - - -- - Resource Consultants & Engineers, Inc., 3665 JFK Pf Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806. Fax (303) 223-5578 1 Basin AREA (ac) CUMLATIVE AREA (ac RUNOFF COEFF C CF COEFF 2-YR CF COEFF 100-YR OVERLAND FLOW LENGTH ft AVERAGE OVERLAND SLOPE % OVERLAND FLOW VELOCITY (fps) GUTTER FLOW LENGTH (ft AVERAGE GUTTER SLOPE GUTTER FLOW VELOCITY A 7.05 7.05 0.30 1.00 1.25 267 8.0 2.0 #N/A B 1 0.96 0.961 0.95 1.001 1.25 - I #N/A 11641 0.5 1.3 C 3.39 3.39 0.45 1.00 1.25 190 2.9 1.3 1049 0.5 1.3 D 3.42 3.42 0.45 1.00 1.25 144 4.0 1.4 700 0.4 12 E 1.91 1.91 0.60 1.00 1.25 57 2.0 1.0 786 0.4 1.2 F 1 2.89 2.89 0.30 1 1.00 1.251 152 7.0 1.9 #N/A G 0.79 2.70 0.45 1.00 1.25 #N/A 510 0.4 1.2 H1 2.55 2.55 0.45 1.00 1.25 290 3.3 1.3 274 0.4 1.2 H2 1.52 1.52 0.35 1.00 1.25 334 3.7 1.3 #N/A H1 + H2 4.07 0.45 1.00 1.25 1 1.88 1.88 0.30 1.00 1.25 500 4.6 1.5 103 4.6 1.5 J 0.51 '0.51 0.60 1.00 1.25 *N/A 401 0.4 12 K 0.681 1.19 0.60 1.001 1.25 1271 0.4 0.61 2201 3.3 3.6 Basin OVERLAND TRAVEL TIME min GUTTER TRAVEL TIME min TOTAL AREA Tc min RAINFALL INTENSITY PEAK DISCHARGE I 2-YR in/h I 100-YR in/hr) Q 2-YR (cfs) Q 100-YR (cfs A 2.2 0.0 2.2 3.30 9.60 6.98 25.38 B 0.0 14.8 14.8 2.11 5.90 1.92 6.73 C 2.4 13.4 15.9 2.08 6.25 3.17 11.92 D 1.7 9.7 11.4 2.35 6.90 3.62 13.27 E 1.0 10.9 11.9 2.35 6.90 2.69 9.88 F 1.3 0.01 1.3 3.30 9.601 2.86 10.40 G 0.0 7.1 17.5 2.00 6.30 2.43 9.57 H1 3.7 3.8 7.5 2.80 8.00 3.21 11.48 H2 4.3 0.0 4.3 3.30 9.60 1.76 6.38 H1 + H2 1 7.5 2.80 8.001 5.13 18.32 1 5.6 1.1 6.7 2.95 9.60 1.68 6.77 J 0.0 5.6 5.6 3.15 9.60 0.96 3.67 K 3.5 1.0 4.5 3.30 5.72 2.36 5.11 ' //7S1 g3io 3 Y RCEClient Job Pb. Page � of ' 1_ Project n yyOn //// r//'/�4 ���// Date `� �� Datechk/c� Subject e�•�cls G/J LEMCu NyE By CG Chkd.,8y 1 1 1 I I 1 1 1 1 1 I I _ r SO TAT' Area z�'- IUor��•:/l���e�oc-e 1 = ash I I �:.s slQ�h ear I a�{ ; j/a r' o_Gcl _w, dl+� �r_ee 0- _ =- � -►� IeI � --!! _ I � l-fi-; - aJIaS _ -I- am.- a IioW� G)o�)e r b n 7hI n! i_IIc`Epi^� = oiJ� I _ \ 71 i l�- _Q1 3,.6_�� 5, C` l i ! I �— I �_ I i I ! i l•.%U(I La1h17.--�— I fro• Resource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O.Box 270460, Fort Collins, Ca80527 t (303) 223.5556, Denver Metro (303) 572.1806, Fax (303) 223-5578 %3/0 Client JobNo. Page DoM. R C E - Project Date L Date chkd. Subject 'Lelee-ys of) ze 144�dc LIel Di Chkd. By - M No 0 ■ MEN ONE ON 0 MEN Elm mom M NO M MEN ■ 0 M mom 0 ■ I I I I I I I I I I I I I I I Hasource Consultants & Englneers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Colliris, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 1 L I I I I I I I I I I I I I I Client X56� Job No. Page Az of Ld R C E Project Date g Date chkd. — Diu -A. , /J CO�Z6 6 / /-" � :S�'/ Subject L 1 BY Chkd. By — J- 4reet -44- Ic �c " L_aA ct b SOL 1 2 SO I in P, C..L LA - e L 4 _oC C T L—L It Lt zli_e-V 0. a o, J + C . . . . . . Hesource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 1 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 RCEClient �////5 Job No. /3/a33// Page 1! of Project nG nG�/17�'/'7// /-� na 7 Dam 97 Date chkd. , Subject l�c�TXE/ C G'(7aC. C. By C Chkd. By cp N 55 i� m�� �,, i� c✓yn V = -_ — T. - '�7'�,5,% i - �7 . -�5 i //YJrtiX��(u � I cw�/ ll)o`kh- Flo- _r_on _ �. CI 19 IM cis Ctb _ I ( i I i - I _ I _ OcH 0 c�c�- _. 0 Cal 3-0 - - I_ I Resource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 1 I I 1 L I I H H RCEClient /// /o Project /1n�9 Subject C L. ler Job No. Y'3�03'/ Date $ // `7 gy CCi Page L of L� Date chkd. Chkd. By {one •�' ` / r' z, � C c�4[', YES I i i I I Fmk —; I t -}— CJ c I f - —, f �-- , i i i , t- i Resource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 J P.O. Box 270460, Fort Collins, CO 80527 ' (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 Job No. Peen Ib of RCEalent Project Date Date chkd. Subject By Chkd. By Eill I�i I , IT r-- l r— i I I I Resource Consultants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5558. Denver Metro (303) 572-1806, Fax (303) 223-5578 I LI I 1 H n p 1 L 1 Ghent J' �� Job No, �OJ Page � of 44 - R Project 4/77 i na7an y, �� i 9 7 Date // Date chkd. Subject/orm ✓2WE� (/E��/1 By cif Chkd. By of CloneHn�r��cii fo,i)fl �yl sa�n�t-r�%E.Z,_ }S_O 0 El Csn " - I Tnlef cc�acia / I o = (6'1)iG.'�8� i �— - — -t �_,OIL 1 4 _I I a I i �•� Z.Q 'J0....yCL o_� = on_ 6. Oin nn i JQG.r '� KJ 0.ss�r;e .t� sie l_aJ �'06 � a�_ JTC aJ oiy •'73-d � � -- � I I i_ ��s_ cJi( 5e i./74 /-;. r—irt '%� fiaTAs_ aid �er�cl —P42e I Q�u].I — ,�,+h M�9 --I- a%.,_ry '— —�( �- -T i hesource Uonsullants & Engineers, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 ' (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 2235578 1 ===aaaa==_____=====a======aaaaaa=aaa====aa=a====aaaaasaaaaaaaaaaaaaaaaa==aaaa REPORT OF STORM SEWER SYSTEM DESIGN _ 1 USING UDSEWER-MODEL 4-30-93 DEVELOPED 1 BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLO00 CONTROL DISTRICT 1 DENVER, COLORADO 1 *** EXECUTED BY RCE-FT COLLLINS......................................................... ON DATA 03-11-1994 AT TIME 14:34:26 *" PROJECT TITLE : - 1 HUNTINGTON HILLS FILING 4 - 100 YEAR STORM WITH PORTNER RESERVOIR WSEL AT 4912.00 1 RAINFALL INTENSITY FORMULA IS GIVEN 1 *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ...................................................................... 1 TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) If (MIN) Tc (MIN) INCH/HR CFS 1 ... ______.... ______---- ______---- _____..... ______---- __________ 1.00 1.54 0.00 0.00 21.49 2.65 4.08 2.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 1 THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES 1 AT THE 1ST DESIGN POINT, TC <=(1D+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS 1 SUMMARY OF HYDRAULICS AT MANHOLES ............................................................................... - -. MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION. ELEVATION MINUTES INCH/HR CFS FEET FEET 1 -- - ....... ___....... ______--- ______---- ______.... __________ 1.00 1.54 21.49 2.65 4.08 23.68 21.33 OK 2.00 1.54 21.80 2.63 4.05 13.80 12.22 OK 3.00 0.00 0.00 0.00 0.00 6.89 12.00 NO 1 OK MEANS HATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS 1 1 I m �qq 1 1 1 1 1 1 1 1 1 1 1 1 1 NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 _______________________________________________________________________________ SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH _____________________________________ ID NO. ID NO. (FT) (IN) (FT) (IN) (FT) (FT) 101.00 1.00 2.00 ----(IN) ROUND ..-.--._____.__-_...______..._.____ 9.22 15.00 15.00 0.00 102.00 2.00 3.00 ROUND 11.37 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL D DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ---------------------------------------------------------------------- 101.0 4.1 15.0 0.45 10.38 0.82 4.81 3.32 3.19 V-OK 102.0 4.0 8.5 0.61 6.84 0.81 4.80 3.30 1.75 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ______________________________________________________________________ SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM X (FT) (FT) (FT) .(FT) ...................................................................... 101.00 6.20 20.51 8.67 1.92 3.88 OK 102.00 2.00 8.59 6.89 3.96 -1.25 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET "' SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ............................................................................... SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 101.00 191.00 37.16 21.76 9.92 21.33 12.22 JUMP 102.00 85.00 85.00 9.84 8.14 12.22 12.00 PRSS'ED PRSS-ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- 1 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 _______________________________________________________________________________ 1 101.0 1.00 21.50 9.10 0.05 0.01 0.00 0.00 2.00 12.38 102.0 2.00 12.38 0.38 0.00 0.00 0.00 0.00 3.00 12.00 1 Client J� Job No. / x o3 Page 20 of I ' RICE .�������L�4 y ,g Project -7—��. pate � Date chkd. ' Subject ��, �,� Qf an /_<i Smarr.; CGe,-'X By L Chkd. By �C o• l�oL� LLeL3_. 0 Soo. - /o . s = _ 1__ �- f,fr5_ _� i I _ - p. i �t h c -NEf too T- _i I io.yiFl�Y l ,/ na f� - O f � � - l 7� in/lip I - l � _ J-I -,1- qL HC2a_ —DUl4nL��OuJrL-ER, V6�6_S iy— y�'"il_`r� / —4 -10 C�✓e�� o� �en�p �- �04��5 qq ;�� Oarn/�� i - r- - i � , , I T --- resource consultants a tngineere, Inc., 3665 JFK Pkwy, Bldg 2, Ste 300 / P.O. Box 270460, Fort Collins, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 1 � RCE I d I I 1 i 1 1 1 LJ I t Client .lob No. / l�6 Page �' L of �T! Project :1l�i%�i�uYai� f/.�� !"�'�i':i pam ,.' �$ Date chkd. 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By I ; HoN5!. p Diann.-°`d °- - = CI f n- �5 � -. 7<_he_,nio�.>,�..-� ', . e„- IG!_t?�: _55 iriC — pro�C'_c.4_fn _iJ =�/ b' —7 rase S�_• ADO ✓ 2nP Orvn ! _S.(J 8 Qi IOp V,A}./ jW--'1 O✓C�/a/0 11 - JET+ �.�1'SinC C �LrII�JO end �" �.�YIF.l, or n�s� ossl -� GA� C_reE �. �k5 en, o -- w .Deli 31� n 1 �A➢ 10f � -for - CO.n:�ro� Qa_/� 3 �s AS S ,�,,..�. c'nn���s �' � •o��!_, �S - � 90 � amc — - _ Qa l5r'Q� ck� �A,�'_c��� _ro.ac% I !_ ! too—I_;:ILo_J�Qr�o� l �emPora I , nusvurce wnsunams o, engineers, Inc., 3o05,im FKwy, blog Z, Ste 300 / F.U. 130x 270450, Fort O011lns, CO 80527 (303) 223-5556, Denver Metro (303) 572-1806, Fax (303) 223-5578 alent '/ /' r —50 -/ / Job No. 3/d Page �O a off RCE Project t7"r� �0/7 w//5 F.��g y Date Data chkd. / JJ \ Subject < � t 281UN94 08:18:34 1Wrt!!llfrtf rtllWWWrtrtff lRff if iiWfif *Rf!!!f ' U.S. ARMY CORPS OF ENGINEERS ' * HYDROLOGIC ENGINEERING CENTER ' * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 #k*!llffffllWWrtrtrtrt***flrtkrtrt**k*rtffffrtrtrt PAGE 1 THIS RUN EXECUTED 28JUN94 08:18:34 '*WW********!W!W#W****!**IWWWW*W*kk**k HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 *IWWWW*W*W*******WW*WWW*kk***W**iWWWi T1 HUNTINGTION HILLS T2 PROPOSED CONDITIONS T3 STONE CREEK, (STON_EXS.DAT) J1 ICHECK INO NINV IDIR STRT METRIC HVINS O NSEL 2 4902.5 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBN CHNIM 1 1 1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT ' 38 1 3 26 8 4 5 42 NC .050 .050 .028 .1 .3 OT 1 680 1 14 10 77 0 ,xi GR 4903 0 4902 10 4901 15 4899 GR 4898.3 45 4898.5 62 4899 65 4899 GR 4900 69 4901 74 4902 77 4903 1X1 2 9 5 76 35 80 65 GR 4903 0 4902 5 4899 18 4898.7 4900 65 4901 72 4902 76 4904 'GR X1 3 11 0 77 10 10 10 GR 4903 0 4902 4 4901 8 4900 4899.3 38 4899.5 62 4900 65 4901 IGR GR 4905 85 1X1 GR 3.5 10 0 4903.5 0 4903 113 6 82 4902 86 11 79 4901 GR 4901 105 4902 109 4903 113 4904 1 Page 1 FO ITRACE 43 39 25 4898.6 28 65 4900 68 87 41 4899 63 81 11 4899.5 14 70 4903 77 16 4900.5 65 117 4905 121 C:\HUNT\FILING4\HYDRAUL\STON-EXS.OUT 6.28.94 X1 4 8 0 143 71 71 71 GR 4903.5 0 4903 7 4902 13 4901.1 65 4902 138 GR 4903 143 4904 148 4904 152 i 28JUN94 08:18:34 PAGE 2 X1 5 7 9 219 122 120 120 GR 4904.3 0 4904 9 4903 15 4902.2 100 4903 215 GR 4904 219 4905 224 X1 6 10 1013.4 1282.7 123 100 124 GR 4905.2 991 4905 1000 4904 1013.4 4903.6 1024 4903.4 1120 GR 4903.6 1271.8 4904 1282.7 4905 1287.5 4906 1293.5 4907 1296.9 X1 7 13 1070 1446 136 98 125 GR 4910.4 1000 4910 1013 4909 1040 4908 1070 4907 1095 GR 4906 1122 4905 1148 4904.8 1163 4904.6 1210 4904.7 1318 GR 4905 1338 4906 1446 4909 1457 NC .050 .050 .033 X1 8 7 1105 1445 141 70 119 GR 4913 1000 4908 1105 4906 1145 4905.9 1196 4906 1365 GR 4907 1445 4910 1456 X1 8.5 10 1100 1436 49 38 44 GR 4913 1000 4908 1100 4907 1124 4906.4 1141 4906.2 1186 GR 4906.4 1359 4907 1387 4908 1428 4910 1436 4911 1440 X1 9 7 1100 1400 89 50 75 GR 4913 1000 4908 1100 4907 1132 4906.9 1180 4907 1273 GR 4908 1400 4911 1412 X1 9.25 14 80 309 42 43 40 GR 4913.9 0 4908.1 80 4908 115 4907.6 170 4906.7 176 GR 4907.5 178 4907.5 200 4907.7 253 4908.4 309 4909.4 370 GR 4910.9 374 4911.4 382 4912.7 387 4913.4 403 X1 10.0 17 68 336 120 95 105 GR 4914.2 0 4913.6 14 4910.4 48 4909.2 68 4908.9 105 GR 4908.1 130 4909 167 4909 187 4907.3 193 4908.7 196 GR 4909 217 4909.1 234 4908.5 238 4908.5 287 4908.7 336 GR 4912.3 344 4913.9 362 X1 11.0 10 88 225 217 227 194 GR 4917.4 0 4911.9 88 4911.2 127 4910.1 132 4910 145 GR 4910.5 162 4910.8 214 4912 225 4914.2 232 4916.4 258 1 28JUN94 08:18:34 PAGE 3 X1 12 10 30 139 375 360 360 GR 4917.8 0 4914.6 30 4913.7 78 4913.2 114 4912.4 117 GR 4912.8 131 4913.8 134 4914.2 139 4918.7 163 4919.4 174 X1 12.2 9 31 153 39 38 38 GR 4917.1 0 4915 31 4913.4 85 4913.8 106 4913 121 GR 4913 134 4915.6 153 4918.9 170 4920.2 188 Page 2 ' C:\HUNT\FI LI NG4\HYDRAUL\STON EXS.OUT 6.28.94 'X1 12.3 GR 4916.6 15 0 56 4915 145 43 39 4915.3 38 56 38 4914.7 81 4914 87 GR 4913.9 91 4914.2 93 4914.1 116 4913.2 122 4912.7 128 GR 4913 132 4914.1 135 4915.4 145 4919.1 165 4920.2 183 X1 12.5 15 69 141 92 90 90 GR 4917.5 0 4917 17 4916 34 4915.5- 59 4915.9 69 GR 4915.3 75 4915.1 86 4915.6 91 4914.3 126 4913 132 tGR 4913.2 137 4914.7 141 4916.9 159 4921.2 174 4921.7 186 X1 13 8 88 199 196 191 191 GR 4921.5 0 4918.4 88 4916 165 4914.4 168 4915.4 170 GR 4916.7 199 4918.6 205 4922.3 234 NC .050 .050 .040 'X1 17 15 30 415 180 180 180 GR 4926 0 4924 30 4922 65 4920 85 4918 105 GR 4916 180 4915.7 190 4915.7 230 4915.7 242 4916 250 GR 4918 320 4920 350 4922 390 4924 415 4926 445 ' X1 20 10 1000 1520 175 175 175 X3 0 10 0 0 0 0 0 0 0 GR 4924 1000 4922 1045 4920 1080 4918 1140 4917.3 1300 GR 4918 1380 4920 1455 4922 1480 4924 1520 4926 1580 X1 50 'X3 12 10110, 1955.1 1270 305 305 305 4900 GR 30.0 1000.0 28.0 1043.9 26.0 1080.5 24.0 1101.1 22.0 1159.5 GR 19.9 1224.2 19.9 1472.2 22.0 1628.5 24.0 1731.0 26.0 1851.2 GR 28.0 1899.2 30.0 1955.1 28JUN94 08:18:34 PAGE 4 1X1 100 10 1000 1577.8 410 500 440 4900 X3 1040 GR 32.0 1000.0 30.0 1031.1 28.0 1050.2 26.0 1064.4 24.0 1241.3 ,GR 24.0 1291.7 26.0 1500.9 28.0 1522.2 30.0 1543.6 32.0 1577.8 X1 125 9 30 620 230 230 230 - 'GR 4934 GR 4926 0 310 4932 4928 30 440 4930 4930 60 585 4928 4932 80 620 4926 100 1 ' 28JUN94 08:18:34 PAGE 5 SECNO DEPTH CWSEL CRIUS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA . R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA-- SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST PROF 1 RITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS 0 �CHV= .100 CEHV= .300 SECNO 1.000 1.000 4.20 4902.50 4900.51 4902.50 4902.65 .15 .00 .00 4902.00 ' 680.0 .00 .4 .32 679.2 3.15 .4 1.3 .32 .050 215.4 .028 1.3 .050 .0 .000 .0 4898.30 4912.00 5.00 .000756 0. 0. 0. 0 10 0 .00 77.00 82.00 ' Page 3 C:\HUNT\FIL ING4\HYDRAUL\STON EXS.OUT 6.28.94 *SECNO 2.000 2.000 3.85 4902.55 4900.72 .00 4902.70 .15 .05 .00 4902.00 680.0 .3 679.6 .1 .7 217.5 .4 .3 .1 4902.00 .01 .35 3.13 .33 .050 .028 .050 .000 4898.70 2.27 .000791 35. 65. 80. 0 11 0 .00 75.09 77.36 *SECNO 3.000 3.000 3.23 4902.53 4901.14 .00 4902.73 .19 .01 .01 4903.00 680.0 .0 680.0 .0 .0 192.1 .0 .4 .1 4903.00 .01 .00 3.54 .00 .000 .028 .000 .000 4899.30 1.87 .001252 10. 10. 10. 2 11 0 .00 73.49 75.36 *SECNO 3.500 3.500 2.15 4902.65 4901.96 .00 4902.87 .22 .13 .01 4903.50 680.0 .0 680.0 .0 .0 181.2 .0 .7 .3 4903.00 .01 .00 3.75 .00 .000 .028 .000 .000 4900.50 7.76 .002390 82. 79. 86. 2 14 0 .00 103.84 111.60 *SECNO 4.000 4.000 1.75 4902.85 4902.52 .00 4903.11 .26 .23 .01 4903.50 680.0 .0 680.0 .0 .0 166.2 .0 1.0 .5 4903.00 .02 .00 4.09 .00 .000 .028 .000 .000 4901.10 7.91 .004486 71. 71. 71. 2 14 0 .00 134.32 142.24 *SECNO 5.000 5.000 1.31 4903.51 4903.30 .00 4903.72 .22 .61 .00 4904.00 680.0 .0 680.0 .0 .0 181.4 .0 1.5 1.0 4904.00 .03 .00 3.75 .00 .000 .028 .000 .000 4902.20 11.99 .005874 122. 120. 120. 2 14 0 .00 205.01 217.00 1 28JUN94 08:18:34 SECNO DEPTH CNSEL CRINS NSELK EG HV HL OLOSS L-BANK ELEV O OLOB OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 6.000 6.000 .87 4904.27 4904.11 .00 4904.45 .17 .72 .00 4904.00 680.0 .3 679.6 .1- .5 203.9 .2 2.0 1.6 4904.00 .04 .61 3.33 .60 .050 .028 .050 .000 4903.40 1009.63 .005712 123. 124. 100. 2 11 0 .00 274.42 1284.05 *SECNO 7.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 7.000 .84 4905.44 4905.44 .00 4905.75 .31 1.05 .04 4908.00 680.0 .0 680.0 .0 .0 152.6 .0 2.5 2.4 4906.00 .04 .00 4.46 .00 .000 .028 .000 .000 4904.60 1136.60 .013533 136. 125. 98. 0 8 0 .00 248.76, 1385.36 *SECNO 8.000 8.000 .89 4906.79 4906.59 .00 4906.94 .15 1.18 .02 4908.00 680.0 .0 680.0 .0 .0 215.7 .0 3.0 3.1 4907.00 .05 .00 3.15 .00 .000 .033 .000 .000 4905.90 1129.22 .007569 141. 119. 70. 3 15 0 .00 298.91 1428.13 *SECNO 8.500 8.500 .93 4907.13 4906.96 .00 4907.31 .18 .36 .01 4908.00 680.0 .0 680.0 .0 .0 198.0 .0 3.2 3.4 4910.00 .06 .00 3.43 .00 .000 .033 .000 .000 4906.20 1121.13 .008828 49. 44. 38. 2 11 0 .00 270.78 1391.90 PAGE 6 Page 4 ' C:\HUNT\FILING4\HYDRAUL\STON_EXS.OIJT 6.28.94 ' *SECNO 9.000 9.000 .95 4907.85 4907.74 .00 4908.06 .21 .74 .01 4908.00 680.0 .0 680.0 .0 .0 186.8 .0 3.6 3.9 4908.00 '.06 .011081 .00 89. 3.64 75. .00 50. .000 1 .033 11 .000 0 .000 .00 4906.90 277.56 1104.52 1382.08 *SECNO 9.250 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 9.250 1.75 4908.45 4908.45 .00 4908.77 .33 .57 .04 4908.10 680.0 1.0 679.0 .0 .8 147.7 .1 3.7 4.1 4908.40 '.07 .018710 1.26 42. 4.60 40. .04 43. .050 0 .033 20 .050 0 .000 .00 4906.70 236.60 75.22 311.83 1 ' 28JUN94 08:18:34 SECNO DEPTH CNSEL CRINS NSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH OROS ALOB ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 10.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.95 10.000 2.27 4909.57 4909.28 .00 4909.70 .13 .90 .02 4909.20 ' 680.0 .8 678.3 .9 1.1 235.0 .8 4.2 4.7 4908.70 .08 .67 2.89 1.12 .050 .033 .050 .000 4907.30 61.85 .004908 120. 105. 95. 4 8 0 .00 276.08 337.93 ' *SECNO 11.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 11.000 1.73 4911.73 4911.73 .00 4912.23 .49 1.59 .11 4911.90 ' 680.0 .0 680.0 .0 .0 120.8 .0 5.0 5.6 4912.00 .09 .00 5.63 .00 .000 .033 .000 .000 4910.00 97.28 .016446 217. 194. 227. 0 15 0 .00 125.28 222.56 ' *SECNO 12.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = 1.75 ' 12.000 2.71 4915.11 4914.71 .00 4915.39 .28 3.14 .02 4914.60 680.0 1.1 676.1 2.8 1.2 159.2 2.2 6.2 6.7 4914.20 .11 .88 4.25 1.28 .050 .033 .050 .000 4912.40 25.19 ' .005389 375. 360. 360. 3 11 0 .00 118.67 143.87 *SECNO 12.200 12.200 2.35 4915.35 4914.81 .00 4915.57 .22 .18 .01 4915.00 680.0 .5 679.5 .0 .9 178.8 .0 6.3 6.8 4915.60 ' .11 .60 3.80 .00 .050 .033 .000 .000 4913.60 25c84 - .004203 39. 38. 38. 2 14 0 .00 125.33 151.17 *SECNO 12.300 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 12,300 2,78 4915,48 4915,48 .00 4916.06 .58 .27 .11 4915,31 680.0 11.8 668.2 .0 7.5 108.4 .0 6.4 6.9 4915.40 .11 1.58 6.17 .04 .050 .033 .050 .000 4912.70 30.02 .014516 39. 38. 38. 0 11 0 .00 115.43 145.45 1 28JUN94 08:18:34 PAGE 7 PAGE 8 ' Page 5 C:\HUNT\FILING4\HYDRAUL\STON EXS.OUT 6.28.94 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 12.500 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.63 12.500 3.52 4916.52 4916.18 .00 4916.94 .32 .75 .03 4915.90 680.0 53.0 599.3 27.7 29.7 125.3 13.5 6.7 7.1 4914.70 .12 1.79 4.78 2.05 .050 .033 .050 .000 4913.00 25.18 .005433 92. 90. 90. 2 8 0 .00 130.69 155.88 *SECNO 13.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .70 13.000 3.45 4917.85 4917.75 .00 4918.33 .48 1.44 .05 4918.40 680.0 .0 675.7 4.3 .0 120.6 2.1 7.4 7.6 4916.70 .13 .00 5.60 2.09 .000 .033 .050 .000 4914.40 105.77 .011093 196. 191. 191. 3 10 0 .00 96.85 202.62 *SECNO 17.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.03 17.000 2.96 4918.66 4917.02 .00 4918.69 .04 .32 .04 4924.00 680.0 .0 680.0 .0 .0 450.0 .0 8.6 8.3 4924.00 .16 .00 1.51 .00 .000 .040 .000 .000 4915.70 98.43 .000682 180. 180. 180. 3 18 0 .00 231.43 329.86 *SECNO 20.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .46 20.000 1.55 4918.85 4918.28 .00 4918.93 .07 .22 .01 4924.00 680.0 .0 680.0 .0 .0 313.2 .0 10.1 9.4 4924.00 .18 .00 2.17 .00 .000 .040 .000 .000 4917.30 1114.42 .003191 175. 175. 175. 3 26 0 .00 297.55 1411.97 *SECNO 50.000 1 28JUN94 08:18:34 PAGE 9 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV O OLOB OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .42 -. 3470 ENCROACHMENT STATIONS= 1270.0 1955.1 TYPE= 1 TARGET=-1270.000 50.000 .77 4920.67 4920.58 .00 4920.90 .23 1.92 .05 100000.00 680.0 .0 680.0 .0 .0 177.0 .0 11.8 11.3 100000.00 .21 .00 3.84 .00 .000 .040 .000 .000 4919.90 1270.00 .017863 305. 305. 305. 4 14 0 .00 259.29 1529.29 *SECNO 100.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.62 3470 ENCROACHMENT STATIONS= 1040.0 1577.8 TYPE= 1 TARGET= -1040.000 Page 6 I C:\HUNT\FILING4\HYDRAUL\STON EXS.OUT 6.28.94 100.000 1.38 4925.38 4925.02 .00 4925.49 .11 4.58 .01 100000.00 ' 680.0 .0 680.0 .0 .0 256.4 .0 14.0 14.2 100000.00 .25 .00 2.65 .00 .000 .040 .000 .000 4924.00 1118.39 .006807 410. 440. 500. 2 11 0 .00 318.67 1437.06 ' *SECNO 125.000 125.000 .98 4926.98 4926.66 .00 4927.10 .12 1.61 .00 4932.00 680.0 .0 680.0 .0 .0 241.0 .0 15.3 15.8 4932.00 .28 .00 2.82 .00 .000 .040 .000 .000 4926.00 90.23 ' .007160 230. 230. 230. 4 11 0 .00 283.28 373.51 1 ' 28JUN94 08:18:34 PAGE 10 THIS RUN EXECUTED 28JUN94 08:18:35 HEC-2 WATER SURFACE PROFILES 'Version 4.6.2; May 1991 rt+xrtrtwwxxwww++++rt+xrtxwwxwwtter+r+++r+ ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST STONE CREEK, (STONENC2 ' SUMMARY PRINTOUT SECNO CWSEL EG VCH DEPTH TOPWID 10*KS ELMIN 0 XLCH ' 1.000 4902.50 4902.65 3.15 4.20 77.00 7.56 4898.30 680.00 .00 2.000 4902.55 4902.70 3.13 3.85 75.09 7.91 4898.70 680.00 65.00 ' 3.000 4902.53 4902.73 3.54 3.23 73.49 12.52 4899.30 680.00 10.00 3.500 4902.65 4902.87 3.75 2.15 103.84 23.90 4900.50 680.00 79.00 ' 4.000 4902.85 4903.11 4.09 1.75 134.32 44.86 4901.10 680.00 71.00 5.000 4903.51 4903.72 3.75 1.31 205.01 .. 58.74 4902.20 680.00 120.00 '6.000 4904.27 4904.45 3.33 .87 274.42 57.12 4903.40 680.00 124.00 * 7.000 4905.44 4905.75 4.46 .84 248.76 135.33 4904.60 680.00 125.00 8,100 4906.79 4906,94 3,11 .89 298,91 75.69 4905,90 680,00 119, 00 ' 8.500 4907.13 4907.31 3.43 270.78 88.28 4906.20 .93 680.00 44.00 9.000 4907.85 4908.06 3.64 .95 277.56 110.81 4906.90 680.00 75.00 ' * 9.250 4908.45 4908.77 4.60 1.75 236.60 187.10 4906.70 680.00 40.00=. . * 10.000 4909.57 4909.70 2.89 2.27 276.08 49.08 4907.30 680.00 105.00 ' * 11.000 4911.73 4912.23 5.63 1.73 125.28 164.46 4910.00 680.00 194.00 * 12.000 4915.11 4915.39 4.25 2.71 118.67 53.89 4912.40 680.00 360.00 '12.200 4915.35 4915.57 3.80 2.35 125.33 42.03 4913.00 680.00 38.00 * 12.300 4915.48 4916.06 6.17 2.78 115.43 145.16 4912.70 680.00 38.00 28JUN94 08:18:34 PAGE 11 ' Page 7 C:\HUNT\FILING4\HYDRAUL\STON-EXS.DUT 6.28.94 SECNO CWSEL EG VCH DEPTH TOPWID 10*KS ELMIN 0 XLCH * 12.500 4916.52 4916.84 4.78 3.52 130.69 54.33 4913.00 680.00 90.00 * 13.000 4917.85 4918.33 5.60 3.45 96.85 110.93 4914.40 680.00 191.00 * 17.000 4918.66 4918.69 1.51 2.96 231.43 6.82 4915.70 680.00 180.00 * 20.000 4918.85 4918.93 2.17 1.55 297.55 31.91 4917.30 680.00 175.00 * 50.000 4920.67 4920.90 3.84 .77 259.29 178.63 4919.90 680.00 305.00 * 100.000 4925.38 4925.49 2.65 1.38 318.67 68.07 4924.00 680.00 440.00 125.000 4926.98 4927.10 2.82 .98 283.28 71.60 4926.00 680.00 230.00 1 28JUN94 08:18:34 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 7.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 7.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY CAUTION SECNO= 9.250 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 9.250 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 10.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 11.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 11.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 12.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 12.300 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 12.300 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 12.500 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 13.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 17.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 20.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 50.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 100.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 12 Page 8 I 1 1 r 1 F 1 1 APPENDIX B2 Proposed Conditions HEC-2 ' C;\HUNT\FILING4\HYDRAUL\STON PRO.OUT 6.28.94 l+wwww+*+*w+*ww*w*www*ww!!wl wwawaaaa * * HE C-2 WATER SURFACE PROFILES + * + Version 4.6.2; May 1991 * RUN DATE 28JUN94 TIME ! 08:18:15 ' X X XXXXXXX XXXXX XXXXX x x x x x x X X X x X X xxxxxxx xxxx x xxxxx xxxxx x x x x x ' x x x x x x 1 x x xxxxxxx xxxxx XXXXXXX ' 28JUN94 08:18:16 *i44**ikli!**ii!!!**!i!!ii!******k*k*!! * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 PAGE 1 THIS RUN EXECUTED 28JUN94 08:18:16 w*************W**W*i**i****** HEC-2 WATER SURFACE PROFILES 4.6.2; May 1991 'Version ***WWW*iiiiWi*****k****iiii*iiii**iii T1 HUNTINGTION HILLS PROPOSED CONDITIONS 'T2 T3 STONE CREEK, (STON PRO.DAT) J1 ICHECK INO NINV IDIR STRT METRIC HVINS O WSEL ' 2 4902.5 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ' 1 1 1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT ' 38 1 3 26 8 4 5 42 NC .050 .050 .028 .1 .3 OT 'X1 1 680 1 14 10 77 0 GR 4903 0 4902 10 4901 15 4899 GR 4898.3 45 4898.5 62 4899 65 4899 GR 4900 69 4901 74 4902 77 4903 ' X1 2 9 5 76 35 80 65 GR 4903 0 4902 5 4899 18 4898.7 ' GR 4900 65 4901 72 49D2 76 4904 X1 3 11 0 77 10 10 10 GR 4903 0 4902 4 4901 8 4900 4899.3 38 4899.5 62 4900 65 4901 'GR GR 4905 85 'X1 GR 3.5 10 0 4903.5 0 4903 113 6 82 4902 86 11 79 4901 GR 4901 105 4902 109 4903 113 4904 Page 1 FO ITRACE 43 39 25 4898.6 28 65 4900 68 87 41 4899 63 81 11 4899.5 14 70 4903 77 16 4900.5 65 117 4905 121 C:\HUNT\FILING4\HYDRAUL\STON-PRO.OUT 6.28.94 X1 4 8 0 143 71 71 71 GR 4903.5 0 4903 7 4902 13 4901.1 65 4902 138 GR 4903 143 4904 148 4904 152 1 28JUN94 08:18:16 PAGE 2 x1 5 7 9 219 122 120 120 GR 4904.3 0 4904 9 4903 15 4902.2 100 4903 215 GR 4904 219 4905 224 X1 6 10 1013.4 1282.7 123 100 124 GR 4905.2 991 4905 1000 4904 1013.4 4903.6 1024 4903.4 1120 GR 4903.6 1271.8 4904 1282.7 4905 1287.5 4906 1293.5 4907 1296.9 X1 7 13 1070 1446 136 98 125 GR 4910.4 1000 4910 1013 4909 1040 4908 1070 4907 1095 GR 4906 1122 4905 1148 4904.8 1163 4904.6 1210 4904.7 1318 GR 4905 1338 4906 1446 4909 1457 NC .050 .050 .033 X1 8 7 1105 1445 141 70 119 GR 4913 1000 4908 1105 4906 1145 4905.9 1196 4906 1365 GR 4907 1445 4910 1456 X1 8.5 10 1100 1436 49 38 44 GR 4913 1000 4908 1100 4907 1124 4906.4 1141 4906.2 1186 GR 4906.4 1359 4907 1387 4908 1428 4910 1436 4911 1440 X1 9 7 1100 1400 89 50 75 GR 4913 1000 4908 1100 4907 1132 4906.9 1180 4907 1273 GR 4908 1400 4911 1412 X1 9.25 14 80 309 42 43 40 GR 4913.9 0 4908.1 80 4908 115 4907.6 170 4906.7 176 GR 4907.5 178 4907.5 200 4907.7 253 4908.4 309 4909.4 370 GR 4910.9 374 4911.4 382 4912.7 387 4913.4 403 X1 10.0 17 68 336 120 95 105 GR 4914.2 0 4913.6 14 4910.4 48 4909.2 68 4908.9 105 GR 4908.1 130 4909 167 4909 187 4907.3 193 4908.7 196 GR 4909 217 4909.1 234 4908.5 238 4908.5 287 4908.7 336 GR 4912.3 344 4913.9 362 X1 11.0 13 127 214 217 227 194 GR 4917 0 4916 14 4914 23 4912 51 4911.9 88 GR 4911.2 127 4910.1 132 4910 145 4910.5 162 4910.8 214 GR 4912 225 4914.2 232 4916.4 258 1 28JUN94 08:18:16 PAGE 3 %1 12 12 95 134 375 360 360 GR 4919.8 0 4918 34 4916 86 4914 95 4913.4 98 GR 4913.2 114 4912.4 117 4912.8 131 4913.8 134 4914.2 139 GR 4918.7 163 4919.4 174 X1 12.2 10 92 153 39 38 38 GR 4920 0 4918 41 4916 92 4914 99 4913.8 106 GR 4913 121 4913 134 4915.6 153 4918.9 170 4920.2 188 Page 2 ' C:\NUNT\FILING4\HYDRAUL\STON-PRO.CUT 6.28.94 1X1 12.3 12 90 135 39 38 38 GR 4920 0 4918 42 4916 90 4914 96 4914.1 116 GR 4913.2 122 4912.7 128 4913 132 4914.1 135 4915.4 145 ,GR 4919.1 165 4920.2 183 X1 12.5 11 -1 141 92 90 90 GR 4920 GR 4913 0 132 4918 4913.2 80 137 4916 4914.7 104 141 4914 4916.9 112 159 4914 4921.2 127 174 GR 4921.7 186 13 8 165 199 196 191 191 'X1 GR 4921.5 0 4918.4 88 4916 165 4914.4 168 4915.4 170 GR 4916.7 199 4918.6 205 4922.3 234 INC .050 .050 .040 X1 17 15 30 415 180 180 180 GR 4926 0 4924 30 4922 65 4920 85 4918 105 4916 180 4915.7 190 4915.7 230 4915.7 242 4916 250 'GR GR 4918 320 4920 350 4922 390 4924 415 4926 445 20 10 1000 1520 175 175 175 '%1 X3 0 10 0 0 0 0 0 0 0 GR 4924 1000 4922 1045 4920 1080 4918 1140 4917.3 1300 GR 4918 1380 4920 1455 4922 1480 4924 1520 4926 1580 'X1 50 12 1000. 1955.1 305 305 305 4900 X3 1270 GR 30.0 1000.0 28.0 1043.9 26.0 1080.5 24.0 1101.1 22.0 1159.5 19.9 1224.2 19.9 1472.2 22.0 1628.5 24.0 1731.0 26.0 1851.2 'GR GR 28.0 1899.2 30.0 1955.1 1 ' 28JUN94 08:18:16 PAGE 4 X1 100 10 1000 1577.8 410 500 440 4900 1040 ,X3 GR 32.0 1000.0 30.0 1031.1.1 28.0 1050.2 26.0 1064.4 24.0 1241.3 GR 24.0 1291.7 26.0 1500.9 28.0 1522.2 30.0 1543.6 32.0 1577.8 1 125 9 30 620 230 230 230 GR 4934 0 4932 30 4930 60 4928 80 4926 100 GR 4926 310 4928 440 4930 585 4932 620 ' 28JUN94 08:18:16 PAGE 5 ' SECNO DEPTH CWSEL CRIWS USELK EG HV HL GLOSS L-BANK ELEV O OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST PROF 1 1RITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS CCHV= .100 CEHV= .300 SECNO 1.000 1.000 4.20 4902.50 4900.51 4902.50 4902.65 .15 .00 .00 4902.00 680.0 .4 679.2 .4 1.3 215.4 1.3 .0 .0 4902.00 .00 .32 3.15 .32 .050 .028 .050 .000 4898.30 5.00 ' Page 3 C:\HUNT\FI LING4\HYDRAUL\STON PRO.OUT 6.28.94 .000756 0. 0. 0. 0 10 0 .00 77.00 82.00 *SECNO 2.000 2.000 3.85 4902.55 4900.72 .00 4902.70 .15 .05 .00 4902.00 680.0 .3 679.6 .1 .7 217.5 .4 .3 .1 4902.00 .01 .35 3.13 .33 .050 .028 .050 .000 4898.70 2.27 .000791 35. 65. 80. 0 11 0 .00 75.09 77.36 "SECNO 3.000 3.000 3.23 4902.53 4901.14 .00 4902.73 .19 .01 .01 4903.00 680.0 .0 680.0 .0 .0 192.1 .0 .4 .1 4903.00 .01 .00 3.54 .00 .000 .028 .000 .000 4899.30 1.87 .001252 10. 10. 10. 2 11 0 .00 73.49 75.36 •SECNO 3.500 3.500 2.15 4902.65 4901.96 .00 4902.87 .22 .13 .01 4903.50 680.0 .0 680.0 .0 .0 181.2 .0 .7 .3 4903.00 .01 .00 3.75 .00 .000 .028 .000 .000 4900.50 7.76 .002390 82. 79. 86. 2 14 0 .00 103.84 111.60 -SECNO 4.000 4.000 1.75 4902.85 4902.52 .00 4903.11 .26 .23 .01 4903.50 680.0 .0 680.0 .0 .0 166.2 .0 1.0 .5 4903.00 .02 .00 4.09 .00 .000 .028 .000 .000 4901.10 7.91 .004486 71. 71. 71. 2 14 0 .00 134.32 142.24 •SECNO 5.000 5.000 1.31 4903.51 4903.30 .00 4903.72 .22 .61 .00 4904.00 680.0 .0 680.0 .0 .0 181.4 .0 1.5 1.0 4904.00 .03 .00 3.75 .00 .000 .028 .000 .000 4902.20 11.99 .005874 122. 120. 120. 2 14 0 .00 205.01 217.00 1 28JUN94 08:18:16 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENOST •SECNO 6.000 6.000 .87 4904.27 4904.11 .00 4904.45 .17 .72 .00 4904.00 680.0 .3 679.6 .1 .5 203.9 .2 2.0 1.6 4904.00 .04 .61 3.33 .60 .050 .028 .050 .000 4903.40 1009.63 .005712 123. 124. 100. 2 11 0 .00 274.42 1284.05 "SECNO 7.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 7.000 .84 4905.44 4905.44 .00 4905.75 .31 1.05 .04 4908.00 680.0 .0 680.0 .0 .0 152.6 .0 2.5 2.4 4906.00 .04 .00 4.46 .00 .000 .028 .000 .000 4904.60 1136.60 .013533 136. 125. 98. 0 8 0 .00 248.76 1385.36 *SECNO 8.000 8.000 .89 4906.79 4906.59 .00 4906.94 .15 1.18 .02 4908.00 680.0 .0 680.0 .0 .0 215.7 .0 3.0 3.1 4907.00 .05 .00 3.15 .00 .000 .033 .000 .000 4905.90 1129.22 .007569 141. 119. 70. 3 15 0 .00 298.91 1428.13 •SECNO 8.500 8.500 .93 4907.13 4906.96 .00 4907.31 .18 .36 .01 4908.00 680.0 .0 680.0 .0 .0 198.0 .0 3.2 3.4 4910.00 .06 .00 3.43 .00 .000 .033 .000 .000 4906.20 1121.13 Page 4 PAGE 6 C:\HUNT\FILING4\HYDRAUL\STON PRO.OUT 6.28.94 ' .008828 49. 44. 38. 2 11 0 .00 270.78 1391.90 *SECNO 9.000 9,000 .95 4907.85 49117,74 .00 4918,16 .21 .74 4908,00 ' 680.0 .0 680.0 .0 ,0 186.8 .0 3.6 .01 3.9 4908.00 .06 .00 3.64 .00 .000 .033 .000 .000 4906.90 1104.52 .011081 89. 75. 50. 1 11 0 .00 277.56 1382.08 *SECNO 9.250 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 9,250 1,75 4908*45 4908*45 .01 4908,77 .33 ,57 4908,10 680.0 1.0 679.0 .0 .8 147.7 .1 3.7 .04 4.1 4908.40 .07 1.26 4.60 .04 .050 .033 .050 .000 4906.70 75.22 .018710 42. 40. 43. 0 20 0 .00 236.60 311.83 28JUN94 08:18:16 PAGE 7 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME, VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR (TRIAL IDC ICONT CORAR TOPWID ENDST ' *SECNO 10.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.95 ' 10.000 2.27 4909.57 4909.28 .00 4909.70 .13 .90 .02 4909.20 680.0 .8 678.3 .9 1.1 235.0 .8 4.2 4.7 4908.70 .08 .67 2.89 1.12 .050 .033 .050 .000 4907.30 61.85 .004908 120. 105. 95. 4 8 0 .00 276.08 337.93 *SECNO 11.000 7185 MINIMUM SPECIFIC ENERGY ' 3720 CRITICAL DEPTH ASSUMED 11.000 1.73 4911.73 4911.73 .00 4912.29 .56 1.49 .13 4911.20 680.0 11.2 660.6 8.2 7.8 108.6 4.0 5.0 5.7 4910.80 .09 1.43 6.08 2.07 .050 .033 .050 .000 4910.00 97.44 . 013600 217. 194. 227. 0 15 0 .00 125.09 222.53 *SECNO 12.000 12.000 2.96 4915.36 4915.14 .00 4916.10 .75 3.76 .06 4914.00 680.0 8.5 642.6 29.0 4.1 90.3 10.3 5.9 6.4 4913.80 .10 2.05 7.12 2.80 .050 .033 .050 .000 4912.40 88.90 .008256 375. 360. 360. 4 14 0 .00 56.26 145.16 '*SECNO 12.200 12.200 2.95 4915.95 4915.34 .00 4916.38 .43 .24 .03 4916.00 680.0 .0 679.8 .2 .0 129.2 .3 6.0 6.5 4915.60 .10 .00 5.26 .66 .000 .033 .050 .000 4913.00 92.16 .005049 39. 38. 38. 2 15 0 .00 62.67 154.83 - *SECNO 12,300 12.300 3.35 4916.05 4915.71 .00 4916.66 .61 .23 .05 4916.00 680.0 .0 639.8 40.2 .0 99.8 14.2 6.1 6.5 4914.10 .10 .03 6.41 2.83 .050 .033 .050 .000 4912.70 88.71 .007145 39. 38. 38. 2 8 0 .00 59.82 148.53 '*SECNO 12.500 12.500 3.70 4916.70 4916.26 .00 4917.29 .59 .63 .00 4920.00 680.0 .11 .0 .00 640.5 6.30 39.5 2.43 .0 .000 101.7 .033 16.2 .050 6.4 .000 6.6 4913.00 4914.70 95.69 .006781 92. 90. 90. 2 8 0 .00 61.62 157.31 ' Page 5 C:\HUNT\FI LING4\HYDRAUL\STON PRO.OUT 6.28.94 1 28JUN94 08:18:16 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L-HANK ELEV 0 GLOB OCH OROS ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN- ELMIN SSTA SLOPE XLOBL XLCH XLOSR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 13.000 13.000 3.74 4918.14 4917.87 .00 4918.62 .47 1.32 .01 4916.00 680.0 191.4 482.3 6.4 73.7 76.0 3.3 7.0 7.0 4916.70 .12 2.60 6.34 1.93 .050 .033 .050 .000 4914.40 96.24 .006969 196. 191. 191. 2 12 0 .00 107.32 203.56 *SECNO 17.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.72 17.000 3.16 4918.86 4917.01 .00 4918.89 .03 .23 .04 4924.00 680.0 .0 680.0 .0 .0 496.9 .0 8.3 7.7 4924.00 .15 .00 1.37 .00 .000 .040 .000 .000 4915.70 96.42 .000504 180. 180. 180. 3 22 0 .00 236.45 332.87 *SECNO 20.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48 20.000 1.70 4919.00 4918.27 .00 4919.06 .06 .16 .01 4924.00 680.0 .0 680.0 .0 .0 356.9 .0 10.0 8.8 4924.00 .18 .00 1.91 .00 .000 .040 .000 .000 4917.30 1110.09 .002155 175. 175. 175. 2 17 0 .00 307.30 1417.39 *SECNO 50.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3470 ENCROACHMENT STATIONS= 1270.0 1955.1 TYPE= 1 TARGET= -1270.000 50.000 .68 4920.58 4920.58 .00 4920.88 .30 1.61 .07 100000.00 680.0 .0 680.0 .0 .0 153.6 .0 11.8 10.8 100000.00 .20 .00 4.43 .00 .000 .040 .000 .000 4919.90 1270.00 .027628 305. 305. 305. 0 14 0 .00 252.50 1522.50 *SECNO 100.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.23 1 28JUN94 08:18:16 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLDS OCH OROS ALOE ACH ARCS VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL )INCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XL08R ITRIAL IDC ICONT CORAR TOPWID ENDST 3470 ENCROACHMENT STATIONS= 1040.0 1577.8 TYPE= 1 TARGET=-1040.000 100.000 1.45 4925.45 4925.02 .00 4925.55 .09 4.65 .02 100000.00 680.0 .0 680.0 .0 .0 277.1 .0 14.0 13.7 100000.00 .25 .00 2.45 .00 .000 .040 .000 .000 4924.00 1112.77 .005532 410. 440. 500. 8 14 0 .00 330.93 1443.70 *SECNO 125.000 125.000 .95 4926.95 4926.66 .00 4927.08 .13 1.52 .01 4932.00 680.0 .0 680.0 .0 .0 232.0 .0 15.3 15.3 4932.00 .27 .00 2.93 .00 .000 .040 .000 .000 4926.00 90.55 PAGE 8 PAGE 9 Page 6 1 ' .008032 230. 1 ' 28JUN94 08:18:16 C:\HUNT\FILING4\HYDRAUL\STON-PRO.OUT 6.28.94 230. 230. 5 14 0 .00 280.90 371.45 PAGE 10 THIS RUN EXECUTED 28JUN94 08:18:17 tt#trt*#t**t#ttt**k***t#*##tt#t#*t#rt*# HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ' tilitt#tt#trtt***!!!!f!#ft##trt#ttkrtkkrt NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' STONE CREEK, (STONENC2 SUMMARY PRINTOUT SECNO CWSEL EG VCH DEPTH TOPWID 10*KS ELMIN 0 XLCH ' 1.000 4902.50 4902.65 3.15 4.20 77.00 7.56 4898.30 680.00 .00 2.000 4902.55 4902.70 3.13 3.85 75.09 7.91 4898.70 680.00 65.00 3.000 4902.53 4902.73 3.54 3.23 73.49 12.52 4899.30 680.00 10.00 ' 3.500 4902.65 4902.87 3.75 2.15 103.84 23.90 4900.50 680.00 79.00 4.0011 4902. 85 4903. 11 4.09 1,75 134.32 44,86 4901,11 680.00 71.00 ' 5.000 4903.51 4903.72 3.75 1.31 205.01 58.74 4902.20 680.00 120.00 6.000 4904.27 4904.45 3.33 .87 274.42 57.12 4903.40 680.00 124.00 7.000 4905.44 4905.75 4.46 .84 248.76 135.33 4904.60 680.00 125.00 8.000 4906.79 4906.94 3.15 .89 298.91 75.69 4905.90 680.00 119.00 8.500 4907.13 4907.31 3.43 .93 270.78 88.28 4906.20 680.00 44.00 9.000 4907.85 4908.06 3.64 .95 277.56 110.81 4906.90 680.00 75.00 '* 9.250 4908.45 4908.77 4.60 1.75 236.60 187.10 4906.70 680.00 40.00 * 10.000 4909.57 4909.70 2.89 2.27 276.08 49.08 4907.30 680.00 105.00 * 11.000 12.000 4911,73 4915.36 4912,29 4916.10 6.08 7.12 1.73 2.96 125.09 56.26 136.00 4910.00 680.00 194.00 82.56 4912.40 680.00 360.00 12.200 4915.95 4916.38 5.26 2.95 62.67 50.49 4913.00 680.00 38.00 ' 12.300 4916.05 4916.66 6.41 3.35 59.82 71.45 4912.70 680.00 38.00 1 ' 28JUN94 08:18:16 SECNO CWSEL EG VCH DEPTH TOPWID 10*KS ELMIN O XLCH ' 12.500 4916.70 4917.29 6.30 3.70 61.62 67.81 4913.00 680.00 90.00 13.000 4918.14 4918.62 6.34 3.74 107.32 69.69 4914.40 680.00 191.00 17.000 4918.86 4918.89 1.37 3.16 236.45 5.04 4915.70 680.00 180.00 '* * 20.000 4919.00 4919.06 1.91 1.70 307.30 21.55 4917.30 680.00 175.00 PAGE 11 ' Page 7 C:\HUNT\FILING4\HYDRAUL\STON PRO.OUT 6.28.94 " 50.000 4920.58 4920.88 4.43 .68 252.50 276.28 4919.90 680.00 305.00 " 100.000 4925.45 4925.55 2.45 1.45 330.93 55.32 4924.00 680.00 440.00 125.000 4926.95 4927.08 2.93 .95 280.90 80.32 4926.00 680.00 230.00 1 28JUN94 08:18:16-- SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 7.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 7.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY CAUTION SECNO= 9.250 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 9.250 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 10.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 11.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 11.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 17.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 20.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 50.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 50.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 100.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 12 Page 8 I 1 1 Ll II 1 1 1 1 I 1 1 1 1 1 APPENDIX C Surveyed Cross Sections 1 1 1 1 1 1 1 4914 4913 4912 d v 4911 4910 _w w 4909 4908 4907 4906 gl Cross Section 9.25 orouna • Bank 61a 0 100 200 300 Station (Feet) Cross Section 10 Station (Feet) 400 500 IM a 4919 4917 4916 v v 4915 C O 4914 w w 4913 4912 4911 4910 4920 4919 4916 v a� 4917 c 0 4916 m w 4915 4914 4913 4912 Cross Section 11 0 mind • Bank 61a 0 50 100 150 200 250 300 Station (Feet) Cross Section 12 0 oand • Bank Bta 0 50 100 150 200 Station (Feet) 1 1 1 t 1 1 1 1 1 4921 4920 4919 w a, 4919 c 0 4917 ai w 4916 4915 4914 4913 4921 4920 4919 w LL 4916 0 4917 v 4916 w 4915 4914 4913 4912 Cross Section 12.2 O IOVntl • Bank Sfa 0 50 100 Station (Feet) Cross Section 12.3 150 200 o�o�m • Bank S1a 0 50 100 150 200 Station (Feet) 4922 Rawl, N al LL 4918 0 m v w 4916 4914 4912 0 4924 4922 m m LL 4920 O O w 4918 im. 4914 0 Cross Section 12.5 oroand • Bank Eta 50 100 Station (Feet) Cross Section 13 150 2W 0 round • Bank Eta 50 100 150 200 250 Station (Feet) saw 01� I' •r. I 0 160 200 300 400 500 Station (Feet) Cross Section 9.25 Proposed I 4$2D \ FIII 49I9 e-Ittaro rcnons Fl9 2 northern \ \ PrapolY Lin. 4918 \ Prapo.ee 4917 \ :face Water Su Water Surface Eler.•49S 915 4916 --- 4915 Existing nditio lag->. 4914 Water Gerald Web- El.u.•4915.35 915.3. 4913 4912 491? 0 too 200 300 400 Soo Station (Feet) . Cross Section 12.2 wcv Final Ground Surface 4923 Based on Brittany Knolls Filing 2 Final Grading Plan 3922 Britten) Knglb Efishng Credit 492 Fig 2 northern Property Surlace Line 4920 Propneea Conditions 100-yr Water Surface 4919 Eta-4918.14 4918 9917 dbtlnq conditions 100-yr Water surface 496 EIer-491].85 4915 4914 0 too 200 300 400 500 Station (Feet) Cross Section 13 mmmmm Lm_-.m— IRmmmffmm spit ■� , OEM .■- _,m_mm _ U too ZUU 300 400 500 Station (Feel) Cross Section 10 4921 Proposed Fill 4920 4919 \ Brittany Knolls — Fig 2 northern Pr psrty Line 4918 491T Proposed canelnan too-yr• _. - - water Surface 4916 Eb✓.-4916.05 4915 Condition Cate 100-Y- 4914 water sundae surface El•v.-4915.48 4913 4912 U IOU 200 300 400 500 Station (Feet) Cross Section 12.3 4928 4926 4924 4922 4917 4916 4915 494 Enetlnq 6 Propene Can on lao-yr 4913 weep Sadao• Ebr.-491113 4912 4911 4910 4909 4908 4920 4919 4918 4917 d 4916 e 4915 u 4914 4913 4912 4911 JIM Prop card tany I rcnell. 2 northernpertyosedman 100-yrr Surlace491E.36mqr wf� Su 1facer 9u-.114913.11 0 100 200 300 400 500 0 100 200 300 400 500 Station (Feet) Station (Feet) Cross Section II Cross Section 12 4921 Proposed III 4920 Brittanyy Knolls 4919 FIg n rthern Property Use 4918 •n Cc of Cc too-y- 4917 Wof.- Sumach Elev.-4916.70 4916 I Existing 4915 canal..... too Ir Water Surface Elvr.-4916.52 4914 4913 4412 0 I00 200 300 400 500 Station (Feet) Cross Section 12.5 u —280 LF ISs ADS Pipe -0.405 •le r le sW - - "--- Proposed Grade- coo 0- -�- 100-yr HGL _ �• Velocity out _ - - - - = 2_6_103 0 W OO p e m W 4928 4926 4924 4922 0.00 1.00 2.00 3.00 FOSSIL CREEK PARKWAY STORM DRAIN PROFILE 4922 4921 4920 `v 4919 4918 w 4917 4916 4915 4914 4913 BrI11enY Nnolb Flq 2 nerinvn Properly Lln• Proposed \\ Fill Proposed Condition 100-yr_ - Water Surface Elnv •491T.48 \ Condition caner onloo-y. Web- Sutlm. Ebr •491].29 0 100 200 300 400 500 Station (Feet) Cross Section 12.6 NIA dK 4A Z W 0 W F wU U LU W C0 Z 0 y y0 CC U u � J _J O SZ ZUr F� CD ZLL F Z m x b a