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Drainage Reports - 02/23/2000
Ir D ,.O a '1, 0 MILT 0 0 1 0 1° 0 r OF caved Report Date 00 0 o Final Drainage and Erosion 0 Control Study 0 0 . Warren Farms, 3rd Filing, fi 0 0 Single FamilyHomes g �10 0 0 D 0 Fort Collins, Colorado j 0 0 January 2000 1 D o Do 0 Lea 1 1 1 THE SEAR -BROWN GROUP . Standards in Excellence 1 11 1 1 [1 t THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 January 24, 2000 Mr. Basil Hamdan City of Fort Collins Water Utilities— Stormwater 700 Wood Street Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for Warren Farms, 3`d Filing, Single Family Homes Dear Mr. Hamdan: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Study for Warren Farms, 3`d Filing, Single Family Homes. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared by: J' Allen -Morley, PE roject Manager L:\JOBS\844-002a\data\Draina:ge\single.fdr.doc NEW YORK • PENNSYLVANIA COLORADO•UTAH•WYOMING STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION A. Location I B. Description of Project 1 II. DRAINAGE BASINS A. Major Drainage Basin Description 2 B. Sub -Basin Descriptions 2 III. DRAINAGE DESIGN CRITERIA A. Regulations 2 B. Development Criteria Reference and Constraints 2 C. Hydrological Criteria 2 D. Hydraulic Criteria 3 E. Variances from Criteria 3 IV. DRAINAGE FACILITY DESIGN A. General Concept 3 B. Specific Details 4 B.1 Offsite Basins 4 B.2 Proposed Basins 4 C. New Mercer Ditch Grate 5 V. DETENTION A. General Concept 6 B. Site Detention Pond 6 C. Interim Stage Regional Detention Pond 6 VI. STORM WATER QUALITY A. General Concept 9 VII. EROSION CONTROL A. General Concept 9 B. Specific Details 9 VIII. CONCLUSIONS A. Compliance with Standards 9 B. Drainage Concept 10 C. Water Quality Control 10 D. Erosion Control Concept 11 REFERENCES 12 Fl F J 11 I 11 [l APPENDIX VICINITY MAP 1 HYDROLOGY 3 INLET SIZING 15 STORM DRAIN SCHEMATICS AND PIPE SIZES 31 SWALE ANALYSIS & EROSION CONTROL FABRIC 39 CURBCUT CALCULATIONS 45 RIPRAP CALCULATIONS 48 EROSION CONTROL CALCULATIONS & SEDIMENT BASIN CALCULATIONS 56 SITE DETENTION POND DESIGN BY SWMM MODEL 64 INTERIM REGIONAL DETENTION POND DESIGN BY SWMM MODEL 114 PROPOSED OUTLET W/ ORIFICE PLATE & EXISTING OUTLET PIPE 121 PROPOSED OUTLET W/ ORIFICE PLATE & PROPOSED ORIFICE PLATE ON EXISTING OUTLET PIPE 170 FOOTHILLS BASIN SWMM MODEL - EXISTING CONDITIONS 217 TABLES AND FIGURES 254 EXCERPTS FROM WARREN FARMS ALTERNATIVE COMPONENTS TO THE FOOTHILLS BASIN MASTER PLAN 262 EXCERPTS FROM WARREN FARMS PRELIMINARY DRAINAGE AND EROSION CONTROL PLAN 278 1 -iv- FINAL DRAINAGE AND ' EROSION CONTROL STUDY FOR WARREN FARMS, 3`d FILING, SINGLE FAMILY HOMES ' FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location The Warren Farms Third Filing Development is located in the southern part of Fort Collins, north of Horsetooth Road between College Avenue and Shields Avenue. The south boundary of the site is Horsetooth Road, the west boundary is adjacent to Warren Farms First and Second Filing, a portion of the north boundary is adjacent to the New Mercer Ditch and the east boundary is adjacent to the west ' right-of-way of the Burlington Northern Railroad. The site is more particularly described as being located in the Southeast quarter of Section 26, Township 7 ' North, Range 69 West, of the Sixth Principle Meridian, City of Fort Collins, Larimer County, State of Colorado. Please see appendix for vicinity map. B. Description of Property The Warren Farms Third Filing PUD contains approximately 40 acres. About 28 ' acres of that are the focus of this submittal. The remaining 11 acres constitute the multi -family portion of Warren Farms and will be analyzed separately. The New Mercer Ditch borders the north side of the site and cuts diagonally across the property then flows under Horsetooth Road in a box culvert at the southeast comer of the site. Abandoned and eroded irrigation laterals can be seen on the existing topographic map. The western portion of the site presently drains to two retention areas bound on the east by the New Mercer Ditch. Graded swales cut eastward across the site to feed the two on -site temporary retention ponds utilized ' by the First and Second Filing of Warren Farms. The eastern portion of the site drains to the existing culverts under the Burlington Northern Railroad at the northeast corner of the site. These culverts discharge to the Larimer Canal #2. The site has previously been farmed; existing vegetation consists of mainly native grasses and weeds. The soils on the site are silty and clayey. The site has low wind and moderate to high rain erodability and slopes to the northwest at an average of 1.5% with slopes ranging from 0.5% to 2.0 % on the site excluding the side slopes of the New Mercer Ditch. DRAINAGE BASINS A. I:3 Major Basin Drainage Description The Warren Farms, 3`d Filing, Single Family Homes, lies entirely in the Foothill Basin. Sub -Basin Drainage Description Historically the site drains from west to east. At present there is a gradual ridge which divides the western portion of the site into north and south areas. This is where the two retention areas now exist. Neither retention pond discharges to the New Mercer Ditch. The New Mercer Ditch as it now operates will be overtopped during the 100-year storm. Historically, this flooding eventually discharges into Horsetooth Road at the southeast corner of the site. The proposed site grading will take all flows to a large central inlet which will discharge flows underneath the new Mercer Ditch through two 2' by 5' box culverts into a detention pond which serves all of the Warren Farms development. DRAINAGE DESIGN CRITERIA A. B. C. Regulations The City of Fort Collins Storm Drainage Design Criteria was used in the preparation of this report. Development Criteria Reference and Constraints This report utilized The City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual and The Warren Farms Alternative Components to the Foothills Basin Master Plan(Lower Portion of Reach 4 Basin G) for design criteria. Hydrological Criteria The rational method is being used to determine peak runoff flows from the site. The 2 year and 100 year rainfall criteria, obtained from the City of Fort Collins, were used in determining peak flows. The flows calculated using the rational method were used for the sizing the curb inlets, storm sewers and street capacities. The rainfall criteria are included in the appendix. A SWMM model is used to more accurately calculate the required detention 2 volumes. 1 D. Hydraulic Criteria All calculations within this study have been prepared in accordance with the City of Fort Collins Drainage Criteria. ' E. Variances from Criteria A variance is being requested for some 3:! slopes on the north side of the property by the New Mercer Ditch. IV. DRAINAGE FACILITY DESIGN A. General Concert ' The drainage design for this site addresses three development phases. The initial phase is considered the construction of Meadowlark Avenue, its storm drainage conveyance system and the completion of the utility plans for the single family homes. The second phase of Warren Farms, Yd Filing is the completion of utility plans for The Preserve at the Meadows. ' The third and final phase addresses the proposed regional detention pond. Onsite and offsite runoff from Warren Farms PUD Third Filing will be conveyed to the detention pond on the East Side of the New Mercer Ditch. These storm flows are conveyed via streets, swales and storms sewers to two 2 feet by 5 feet culverts which passes underneath the New Mercer ditch and discharges into the detention pond. Nuisance flows in the detention pond travel via a trickle pan to the outlet orifice. The detention pond then discharges flows at a historic two-year rate to a small proposed swale which discharges to a 30 inch diameter culvert underneath the Burlington Northern Railroad. These flows then discharge to the Larimer Canal #2, in accordance with historic drainage patterns. The drainage basins for this project are divided into 3 Types; Offsite Basins (OS), Proposed Basins (#) and The Preserve at the Meadows Basins (M). There are 6 Offsite Basins that contribute flows from the existing Warren Farms l' and 2od Filings. There are 33 Proposed Basins for the Warren Farms, 3'd Filing. There are 6 basins proposed for The Preserve at the Meadows Basins. 1 3 !J B. Specific Details BA Offsite Basins Offsite Basin OS1 (0.85 ac) discharges storm water flows north towards South Meadow -Lark Heights away from the proposed site. Please see the drainage and erosion control plan in the appendix for basin details. Offsite Basins OS2 (6.75 ac) and OS3 (0.33 ac) are located west of the northerly portion of the site and are residential. The runoff from these basins enters the proposed site via Meadowlark Avenue. The flow continues along Meadowlark Avenue and is considered in the runoff calculations for the downstream basins. Offsite Basin OS4 (2.65 ac) is located west of the central portion of the proposed site and is residential in nature. The runoff from this basin enters the proposed site at the western edge of the proposed site into future development. The flow will be taken by a temporary channel from the western edge of the property into the storm drain system via a flared end section. The downstream storm drain system has been sized to accept the 100 year flows. This will allow the future developer the flexibility to either provide the extra drainage easement required for surface flow or provide a piped connection along the back lot line. Offsite Basins OS6 (3.01 ac) and OS5 (3.51 ac) are located west of the southerly portion of the site and are residential in nature. The runoff from these basins discharge eventually to Meadowlark Avenue. Thus runoff flows north along Meadowlark Avenue and are considered in the downstream runoff calculations. B.2 Proposed Basins Runoff from Basins OS5, 10 and 11 travel along curb and gutter until a portion of it enters a 10' Type R Inlet at the northeast corner of Basin 10. The remainder of the runoff then joins the combined runoff from Basins OS6, 6, 7, 8, 9 and portion of Basin 3. A portion of this combined flow will enter a 25' Type R Inlet located t at Design Point 10/12. The remainder of flow will join the runoff from Basin 12 and the remainder of Basin 3 and will continue to travel north along Meadowlark Avenue. Basins OS2, 18 and a part of Basin 1 combine and a portion of the runoff enters a 10' Type R Inlet on Meadowlark Avenue. The remainder of runoff combined with the runoff from Basins 15, 16, 17 and the remainder of Basin 1 continues to travel south along Meadowlark Avenue. The remaining runoff joins with the storm flow traveling north on Meadowlark Avenue and enters a 30' Type R Inlet situated in a sump condition on Meadowlark Avenue. This flow will continue through a storm drain system until it reaches the detention pond located in the northeast corner of the Warren Farms Site. 4 r-- J LJ I 'J I r I C. I I Runoff from Basin 4 flows north along Meadowlark Avenue. Runoff from Basins OS3 and 2 was analyzed in two different ways, so that the stormwater management system could accommodate either case. The 151 way these basins were analyzed was to assume the flow would round the corner and flow down Tiller Court. It would combine with the flow from Tiller Court and flow through a curb cut and.sidewalk chase and enter a swale. This swale would then carry the flow, also taking flow from Basin 30, to Inlet I-lA. The other option would be to assume the flow from Basins OS3 and 2 would continue to flow along Meadowlark Avenue, where it would join with flow from Basin 31. This combined flow, along with the flow from Basin 4 would enter Inlet I-2A. By analyzing these flows in these two different scenarios, it ensures that the storm sewer system will work in either instance. It is a conservative approach but allows for either case to occur. Runoff from Basins 20, 21, 19, 22, 29, 23 and 24 combine and travel along curb and gutter until a portion of it enters a 10' Type R Inlet located just south of Basin 24. The remainder of the flow combined with flow from Basins 32 and 26 enters a 15' Type R Inlet in sump condition. The runoff from these basins enters the storm drain system slightly west of the New Mercer Ditch. Storm water runoff from Basin 13 flows toward a low point and enters a 10' Type R Inlet. Flows from Basin 14 travel toward a low point and enter a 10' Type R Inlet. These two inlets join the storm drain system that carries the runoff to the detention pond. Runoff from Basin 27 flows toward the New Mercer Ditch and is not detained. Runoff from Basin 28 flows away from the Warren Farms Site and is not detained. New Mercer Ditch Grate The 4' x 10' grate located just upstream of the double box culvert at the New , Mercer Ditch has been sized to accept a flow of 152.9 cfs while maintaining a headwater elevation of 5038.59'. This headwater elevation is below the controlling culvert headwater elevation of 5039.73'. The hydraulic calculations were based on bar spacing for an aluminum grate. The open ratio is 80.2%. The grate can be constructed of either aluminum or galvanized steel. The maximum load rating for the aluminum grate is 268 psf. The calculations for an aluminum grate represent the most conservative, or worst -case scenario. Please see Appendix for calculations and details. 5 I 1 V. ' A. General Concept Two conditions for the detention of the Warren Farms, 3`d Filing development are considered in this drainage report. The first situation involves strictly the site drainage for the Warren Farms, 3' Filing Development. The second situation takes into account the Interim Stage of the Regional Detention Pond 19. B. Site Detention Pond Detention Pond 501 is designed strictly for the Warren Farms, 3rd Filing development. It takes into account the 40 acres of the 3' Filing site and the 17.1 acres associated with Warren Farms, V and 2nd Filings. An agreement with the Larimer County No. 2 ditch company established that the ' release rate from detention pond 501, Basin P5, would be 5 cfs. A SWMM analysis was done for this development to more accurately determine the detention pond requirements. Please refer to the Site Detention Pond Design by SWMM Model section of the appendix for details. The required storage is 10.6 acre-feet with a release rate of 5 cfs. ' The outfall from the detention pond discharges to the Burlington Northern Railroad right-of-way where it has historically released. A field survey confirms that the outfall elevations, though different from The Warren Farms Alternative Components to the Foothills Basin Master Plan (Lower Portion of Reach 4 Basin Q are correct and will allow the detention pond to drain with the grading shown. C. Interim Stage Regional Detention Pond A regional detention pond is planned in the area between Warren Farms Third Filing, South Meadowlark Heights and Burlington Northern Railroad. Refer to excerpts from The Warren Farms Alternative Components to the Foothills Basin Master Plan (lower Portion of Reach 4. Basin G). The required detention for this pond is 24.5 acre-ft as shown on the bottom of page 8 of the above mentioned report. This includes the storage required for the Warren Farms Third Filing. As an interim measure the Detention Pond will be built out to its full extent but will not be connected to Pond 15 or have its outlet structures constructed.. The interim stage of Regional Detention Pond 19 includes runoff from all of the Warren Farms Developments, as well as the runoff from the development to the north of Warren Farms. At this time it does not include flows from Pond 15 to the west of Warren Farms. When this flow is added, a full analysis of Regional 6 I Detention Pond 19 will be completed. The shape of the pond will remain as it is. To analyze the interim stage of the Regional Detention Pond 19, the Urban Drainage Districts SWMM routing computer model was utilized. The City of Fort Collins provided the most recently updated SWMM Model for the Foothills ' Basin. For the analysis of interim stage of the Regional Detention Pond 19, this", model was modified to reflect the proposed conditions. The SWMM Model provided by the City of Fort Collins can be found in the Foothills Basin SWMM Model Existing Conditions the Appendix. section of Basin modifications are as follows. Currently, Basins 11, 12, 13 and 14 of the Foothills Basin contribute to the Regional Detention Pond 19. For this project, Basins 13 and 14 were modified to reflect the proposed changes in the site. Basin 14 was reduced to 3.44 acres, while a new Basin 260 was created with 1.75 acres (see page 68 of the appendix). Basin 13 was reduced to 2.47 acres and basin 301 was added to include the 5.64 acres of Detention Pond 501. Basins 11 and 12 ' remained the same at 50.5 acres and 64.9 acres, respectively. Please see appendix for SWMM schematic(page 66). ' The catchment area for the interim stage of the regional detention pond includes the Warren Farms, V, 2"d and 3rd Filings and the adjacent property, Meadowlark Heights. It does not include flow from Detention Pond 15. In general the Interim Detention Pond was modeled as two separate ponds. Refer to Page 122 of the Appendix. A smaller and lower north pond and a larger and upper south pond. The reasoning is that in the interim condition the north pond works at present and will still work within its limits. Then part of the South pond could use the area above the North pond. Using this approach we would adjust the orifice in the North pond to reflect the historic outfall. M In specific the interim stage of Regional Detention Pond 19 was modeled as the two separate ponds, a Northern portion from elevation 29.3 to elevation 34.34, and a Southern portion from elevation 30 to 36. The rating curve shows the pond to elevation 37. This allows an extra foot for freeboard. The results of the two separate ponds are then combined to reflect the pond as a whole. For simplicity, the smaller northern portion of the pond is hereafter referred to as pond 19 and the larger southern portion of the pond as pond 501. Please see the Interim Regional Detention Pond Design by SWMM Model section of the Appendix. IInitially, the pond was modeled with the proposed outlet with an orifice plate from Pond 501 and the existing 18" outlet pipe from Pond 19. This resulted in a 15.7 cfs release from Pond 19, taken as the historic release (calculations start on page 121 of the appendix). An orifice plate was then (appendix page 170) .1 designed for the existing outlet pipe to restrict flow from the existing pipe to not exceed 15.7 cfs. A 16" orifice plate was found to be sufficient. Please see the ". appendix for calculations. Pond 19 (northern and lower) was modeled to only accept flows from basin 12. This required 6.3 acre feet of storage which came to elevation 5034.34. Pond 501 was then modeled to accept the rest of the catchment. Pond 501 required an additional 10.8 acre feet of storage. This storage was distributed between pond 501 and over the top of Pond 19. The final water surface elevation was 5034.58. This will be the final water surface in both ponds 501 and 19. At this elevation the outfall from Pond 19 is 13.0 cfs and from Pond 501 is 4.9 cfs (refer to appendix page 192) for a total flow of 21cfs. The combined storage for the interim stage of Regional Detention Pond 19 is 17.1 ac-ft with a release rate of 16.7 cfs. Warren Farms Pond Summary Pond Number 100-yr WSEL Discharae Volume Required WF - Pond 501 (site only) 5035.6 5 cfs 10.7 ac-ft Interim Pond 501 5034.58 5.3 cfs 10.8 ac-ft Interim Pond 19 5034.21 15.7 cfs 5.9 ac-ft Pond 501 5034.59 4.9 cfs 10.8 ac-ft Pond 19 W/16" Orifice Plate 5034.34 13.0 cfs 6.3 ac-ft An agreement with the Larimer County No. 2 ditch company established that the release rate from detention pond 501, Basin P5, would be 5 cfs. The 5 cfs will be added to the amount of flow calculated to be released from the remaining historic area draining to Pond 19. The grading for the regional detention pond has been completed and provides 24.53 ac-ft of volume at the water surface elevation of 5036.0 which allows 1.0' of freeboard. The proposed design incorporates the general design of the Warren Farms Third Filing detention pond and leaves the majority of the existing trees along the north property line undistributed. There is no requirement for use of the railroad right -of --way for storage except for possibly some temporary construction grading. The proposed grading of the regional detention pond allows outfall to all of the r existing crossing pipes under the railroad. The Master Plan then shows grading from the outlet of these pipes to a 48" pipe under the Larimer No. 2 canal. The outfall invert elevation from the regional detention pond is different from that shown in the Master Plan. This will not significantly affect the Master Plan concept for discharging flows to a large inlet which will take flows underneath Larimer No. 2 Canal. The specific hydraulic implications can be addressed when the Master Plan is next updated. In order to prevent flooding of the homes next to the New Mercer Canal two overflow paths were created. One is located at the storm sewer crossing under the canal and the other overflow path lets flows spill to the detention pond from the canal. The spill elevation is set at 4940.00' which is a foot lower than the canal bank by the houses and allows a 0.39' freeboard for the maximum irrigation flow. This elevation was set based on the bank elevation and the water surface profiles calculated in the "Warren Farms Alternative Components to the Foothills Basin Master Plan" prepared by RBD, Inc. on April 24, 1999. This report states that the spill elevation of this structure should be set at 4939.61' which is the water surface elevation at station 1684 for the assumed maximum irrigation flow of 80 cfs. Accounting for stormwater flows in the ditch increased the flow rate to 187 cfs and the water surface elevation to 4940.2 at station 1684. In the event that excess flows occur this will take flows to the detention pond and away from the houses. There will not be a spillway associated with these detention ponds. The spillway will be handled during capital improvements to the regional detention pond. IVI. STORM WATER QUALITY A. General Conceit Beginning in October of 1992, the water quality of storm water runoff was ' required to be addressed on all final design utility plans. The Warren Farms PUD Third Filing is anticipating construction beginning in June of 1999. Accordingly, for this study, various Best Management Practices have been sought for the treatment of storm water quality runoff. A sediment trap is to be installed in the detention pond in order to provide an opportunity for pollutants to be removed. In addition, the detention pond releases at a very slow 2-yr historic rate; therefore, many of the pollutants will settle out. Riprap and erosion control fabric are also utilized. IVII. EROSION CONTROL fl A. General Conce-t The Warren Farms PUD Third Filing is in the low wind and moderate to high rain erodability Zones per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, and after construction until the disturbed ground is again vegetated. In accordance with the City of Fort Collins Erosion Control Reference Manual for Construction Sites, the erosion control performance standard is 77.5% during construction and 91.2% after construction. The erosion control specified on the Final Drainage and Erosion Control Plan will result in a performance standard during construction of 79.19% and 98.24% after construction. B. Specific Detail Upon the commencement of over -lot grading a silt fence must be constructed along the east side of Meadowlark Avenue, then east around the southern boundary of the park and continuing east to the New Mercer Ditch. Silt fence shall continue along the west side of the New Mercer Ditch. Please see the Drainage and Erosion Control Plan in the back pocket of this report for more detail. Following completion of the over lot grading, the roads shall be gravel mulched and all other areas shall be bare soil, freshly disked, as shown on the drainage and erosion control plan in a pocket at the back of this report. The estimate of the escrow amount for erosion control is $17,528. All construction activities must also comply with the State of Colorado permitting process for Storm water Discharges Associated with Construction Activity. A Colorado Department of Health NPDES Permit will be required before any construction grading can begin. VIII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. B. Drainage Concep—t The proposed drainage concepts presented in this study and shown on the infrastructure plans adequately provide for the conveyance of developed runoff from the Warren Farms PUD Third Filing site to the proposed detention pond. 10 J I I I fl The detention pond has sufficient area to meet regional drainage requirements. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Water Quality Control Because storm water quality has become a requirement, the site has addressed this storm water aspect. Swales and detention ponds have been used to improve the water quality. D. Erosion Control Concept The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from the Warren Farms site. These proposed concepts will allow the development to meet the City of Fort Collins performance standards. The proposed erosion control concepts are in compliance with the City of Fort Collins Erosion Control Criteria. 11 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites b, the City of Fort Collins. Colorado, January 1997. 3. The Warren Farms Alternative Components to the Foothills Basin Master Plan(Lower Portion of Reach 4. Basin G), RBD Inc. April 24, 1996 4. Warren Farms Preliminary Drainage and Erosion Control Report, Merrick and Company, October 5, 1995 12 APPENDIX C 1 C VICINITY MAP li I n 11 i I I I i i I 0 I 1 W. DRAKE ROAD W Z W W Q H F V1 C O 2 Ld W O W Z O 0 WARREN FARMS u vi 3RD FILING ? cc H o' W. SWALLOW ROAD m SEC 26 T7N R69W LARIMER No. 2 CANAL W. HORSETOOTH ROAD NEW MERCER DITCH VICINITY MAP SCALE: 1" = 1000' 9 E I H17DROLOGY The Sear -Brown Group ' Warren Farms - Infrastructure imposite Rational Method Runoff Coefficients (Fort Collins) Designer asg 844-002 Surface Impervious I Pervious C 0.951 0.25 ' Basin Area Percent Percent Runoff Total Impervious Impervious Pervious Coefficient ac ac ' Offsite Basins OS1 0.85 0.27 31.8% 68.2% OS2 6.75 2.76 40.9% 59.1 % OS3 0.33 0.33 100.0% 0.0% t OS4 2.65 1.39 52.5% 47.5% OS5 3.51 1.48 42.2% 57.8% OS6 3.01 1.38 45.8% 54.2% tProposed Basins 1 0.61 0.40 65.6% 34.4% 2 1.23 0.72 58.5% 41.5% 3 1.65 1.00 60.6% 39.4% ' 4 1.60 0.92 57.5% 42.5% 5 5.64 0.00 0.0% 100.0% 6 0.94 0.64 68.1 % 31.9% 7 0.92 0.70 76.1 % 23.9% 8 0.60 0.40 66.7% 33.3% 9 0.19 0.13 68.4% 31.6% 10 0.43 0.30 69.8% 30.2% 11 12 0.06 1.24 0.00 0.80 0.0% 64.5% 100.0% 35.5% 13 1.27 0.81 63.8% 136.2% 14 1.28 0.86 67.2% 32.8% 15 0.62 0.44 71.0% 29.0% 16 0.49 0.32 65.3% 34.7% ' 17 0.19 0.10 52.6% 47.4% 18 0.14 0.05 35.7% 64.3% 19 0.37 0.25 67.6% 32.4% 20 0.38 0.24 63.2% 36.8% ' 21 0.30 0.19 63.3% 36.7% 22 0.28 0.16 57.1% 42.9% 23 0.30 0.20 66.7% 33.3% 24 1.13 0.74 65.5% 34.5% ' 25 1.01, 0.62 61.4% 38.6% 26 2.51 1.52 60.6% 39.4% 27 0.43 0.13 30.2% 69.8% 28 0.13 0.08 61.5% 38.5% 29 0.48 0.33 68.8% 31.2% ' 30 1.23 0.25 20.3% 79.7% 31 0.19 0.11 57.9% 42.1% 32 0.26 0.17 63.5% 36.5% ' Future Basins (Multi -Family) M1 5.40 4.89 90.6% 9.4% M2 0.95 0.85 89.5% 10.5% M3 1.24 1.00 80.6% 19.4% M4 0.85 0.73 85.9% 14.1 % M5 0.51 0.12 23.5% 76.5% M6 0.06 0.03 50.0% 50.0% M7 0.07 0.01 14.3% 85.7% ' M8 0.94 0.85 90.4% 9.6% M9 0.10 0.05 50.0% 50.0% M10 0.16 0.04 25.0% 75.0% tM11 0.48 0.10 20.8% 79.2% L:VOBS�8"-002A\DATAtDRAINAGEWYDROLOG.W62 ' 0.47 0.54 0.95 0.62 0.55 0.57 0.71 0.66 0.67 0.65 0.25 Detention Pond 0.73 0.78 0.72 0.73 0.74 0.25 0.70 0.70 0.72 0.75 0.71 0.62 0.50 0.72 0.69 0.69 0.65 0.72 0.71 0.68 0.67 0.46 0.68 0.73 0.39 0.66 0.69 0.88 0.88 0.81 0.85 0.41 0.60 0.35 0.88 0.60 0.43 0.40 07-Jul-99 The Sear-Bm" Group ' Warren Farms - Infrastructure !me of Concentration (Fort Collins) Designer: asg Storm: 2 yr Cf = 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME Basin Area C C x Cf Length Slope ti Length (ac) (ft) M (min) (ft) r 2 3 3a 4 5 6 7 ' Offsite Basins OS1 0.85 0.47 0.47 100 2.00 9.3 220 OS2 6.75 0.54 0.54 110 2.00 8.8 920 OS3 0.33 0.95 0.95 0 2.00 0.0 470 OS4 2.65 0.62 0.62 100 2.00 7.2 750 OS5 3.51 0.55 0.55 100 2.50 7.6 410 OS6 3.01 0.57 0.57 100 2.50 7.3 700 Proposed Basins 1 0.61 0.71 0.71 37 2.00 3.5 274 2 1.23 0.66 0.66 46 2.00 4.4 667 3 1.65 0.67 0.67 56 2.00 4.7 1231 4 1.60 0.65 0.65 73 1.50 6.2 860 t 5 5.64 0.25 0.25 500 0.60 42.1 0 6 0.94 0.73 0.73 86 2.00 5.1 431 7 0.92 0.78 0.78 90 2.00 4.5 425 8 0.60 0.72 0.72 53 2.00 4.1 322 9 0.19 0.73 0.73 25 2.00 2.8 179 ' 10 0.43 0.74 0.74 74 2.00 4.6 210 11 0.06 0.25 0.25 13 2.00 4.5 101 12 1.24 0.70 0.70 123 2.00 6.6 403 13 1.27 0.70 0.70 48 2.00 4.1 436 14 1.28 0.72 0.72 79 2.00 5.0 483 15 0.62 0.75 0.75 41 2.00 3.4 342 16 0.49 0.71 0.71 69 2.00 4.8 362 17 0.19 0.62 0.62 134 2.00 8.3 21 18 0.14 0.50 0.50 13 2.00 3.2 207 19 0.37 0.72 0.72 92 2.00 5.4 144 20 0.38 0.69 0.69 115 2.00 6.5 135 21 0.30 0.69 0.69 79 2.00 5.4 169 22 23 0.28 0.30 0.65 0.72 0.65 0.72 90 49 2.00 2.00 6.3 4.0 125 193 24 1.13 0.71 0.71 66 2.00 4.7 364 25 1.01 0.68 0.68 176 2.00 8.3 211 26 2.51 0.67 0.67 79 2.00 5.6 1031 27 0.43 0.46 0.46 19 25.00 1.8 631 28 0.13 0.68 0.68 74 2.00 5.4 126 29 0.48 0.73 0.73 98 2.00 5.4 229 30 1.23 0.39 0.39 0 2.00 0.0 272 31 0,19 0,66 0,66 35 2,00 3.9 98 32 0.26 0.69 0.69 67 2.00 4.9 73 Future Basins (Multi -Family) Mt 5.40 0.88 0.88 24 2.00 1.6 698 ' M2 0.95 0.88 0.88 15 2.00 1.3 237 M3- 1.24 0.81 0.81 13 2.00 1.5 350 M4 0.85 0.85 0.85 43 2.00 2.4 270 M5 0.51 0.41 0.41 57 2.00 7.7 31 M6 0.06 0.60 0.60 21 2.00 3.4 0 ' M7 0.07 0.35 0.35 11 2.00 3.7 0 M8 0.94 0.88 0.88 95 2.00 3.1 275 M9 0.10 0.60 0.60 35 2.00 4.4 101 M10 0.16 0.43 0.43 33 2.00 5.8 0 M11 0.48 0.40 0.40 145 2.00 12.6 0 ote: Column 7a codes the channel type for velocity calculations. PA = Paved Area, PL = Pasture& Lawns, GW = Grassed Waterway ' L:UOBS\844-002A\DATAtDRAINAGEIHYDROLOG.WB2 5 844-002 ti = 1.e70.1- c x COD-0/2) S^first tc = ti + tL Slope Velocity tL tc N I (fUs) I (min) I (min) PA 0.60 1.47 2.5 11.8 PA 0.70 1.59 9.7 18.4 PA 0.70 1.59 4.9 5.0 PA 0.70 1.59 7.9 15.0 PA 0.60 1.47 4.7 12.3 PA 0.60 1.47 8.0 15.2 PA 0.60 1.47 3.1 6.7 PA 0.60 1.47 7.6 12.0 PA 0.55 1.40 14.6 19.4 PA 0.68 1.56 9.2 15.4 PL 1.00 0.66 0.0 42.1 PA 0.97 1.88 3.8 9.0 PA 0.42 1.22 5.8 10.3 PA 0.64 1.52 3.5 7.7 PA 1.80 2.58 1.2 5.0 PA 1.77 2.55 1.4 6.0 PL 2.00 0.97 1.7 6.3 PA 0.52 1.36 4.9 11.5 PA 1.09 1.99 3.6 7.8 PA 1.18 2.07 3.9 8.9 PA 1.75 2.54 2.2 5.6 PA 2.00 2.72 2.2 7.1 PA 0.40 1.19 0.3 8.6 PL 2.00 0.97 3.6 6.8 PA 1.00 1.91 1.3 6.6 PA 1.57 2.40 0.9 7.4 PA 0.92 1.83 1.5 6.9 PA 0.60 1.47 1.4 7.8 PA 1.03 1.94 1.7 5.6 PA 0.60 1.47 4.1 8.9 PA 0.40 1.19 3.0 11.2 PA 0.60 1.47 11.7 17.3 PA 1.27 2.15 4.9 6.7 PA 2.00 2.72 0.8 6.1 PA 1.06 1.91 2.0 7.4 PA 2.00 2.72 1.7 5.0 PA 0.40 1.19 1.4 5.3 PA 0.40 1.19 1.0 6.0 PA 1.00 1.91 6.1 7.7 PA 1.00 1.91 2.1 5.0 PL 2.00 0.97 6.0 7.6 PL 2.00 0.97 4.7 7.1 PL 2.00 0.97 0.5 8.2 PL 2.00 0.97 0.0 5.0 PL 2.00 0.97 0.0 5.0 PA 1.00 1.91 2.4 5.5 PA 1.00 1.91 0.9, 5.3 PL 2.00 0.97 0.0 5.8 PL 2.00 0.97 0.0 12.6 Remarks I Detention Pond 07Jul-99 The Sear -Brown Gmup ' Warren Farms - Infrastructure me of Concentration Designer: ' Storm: Cf = SUB -BASIN DP Basin Area ' (ac) 1 2 Offsite Basins ' OSt 0.85 OS2 6.75 OS3 0.33 OS4 2.65 OS5 3.51 OS6 3.01 Proposed Basins ' 1 0.61 2 1.23 3 1.65 4 1.6 5 5.64 6 0.94 7 0.92 ' 8 9 0,60 0.1919 10 0.43 11 0.06 12 1.24 13 1.2 t 14 1.28 15 0.62 16 0.49 17 0.1 18 0.14 19 0.37 20 0.38 21 0.30 22 0.28 ' 23 0.3030 24 1.13 25 1.01 26 2.51 27 0.43 ' 28 0.13 29 0.48 30 1.23 31 0.19 ' 32 0.2626 Future Basins (Multi -Family). M1 5.40 ' M2 .9595 M3 1.24 M4 0.85 ' M5 M6 0.51 0.06 M7 0.07 M8 0.94 M9 0.10 (Fort Collins) asg 100 yr 1.25 A INITIAL/OVERLAND TIME C C x Cf Length Slope ti Length (fi) ( f) (min) (ft) 3 3a 4 5 6 7 7a 0.47 0.59 100 2.00 7.6 220 PA 0.54 0.67 110 2.00 6.7 920 PA 0.95 1.00 0 2.00 0.0 470 PA 0.62 0.77 100 2.00 4.9 750 PA 0.55 0.68 100 2.50 5.8 410 PA 0.57 0.71 100 2.50 5.3 700 PA 0.71 0.66 0.67 0.65 0.25 0.73 0.78 0.72 0.73 0.74 0.25 0.70 0.70 0.72 0.75 0.71 0.62 0.50 0.72 0.69 0.69 0.65 0.72 0.71 0.68 0.67 0.46 0.68 0.73 0.39 0.66 0.69 0.89 0.82 0.84 0.82 0.31 0.91 0.98 0.90 0.91 0.92 0.31 0.88 0.87 0.90 0.93 0.88 0.77 0.63 0.90 0.87 0.87 0.81 0.90 0.89 0.85 0.84 0.58 0.85 0.91 0.49 0.82 0.87 37.16 46 56 73 500 86 90 53 25 74 13 123 48 79 41 69 134 13 92 115 79 90 49 66 176 79 19 74 98 0 35 67 2.00 2.00 2.00 1.50 0.60 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 25.00 2.00 2.00 2.00 2.00 2.00 1.9 2.8 2.9 4.0 39.0 2.6 1.7 2.2 1.4 2.3 4.2 3.7 2.4 2.6 1.6 2.7 5.6 2.5 2.8 3.7 3.1 4.0 2.1 2.6 4.9 3.4 1.5 3.2 2.7 0.0 2.5 2.8 274 667 1231 860 0 431 425 322 179 210 101 403 436 483 342 362 21 207 144 135 169 125 193 364 211 1031 631 126 229 272 98 73 698 237 350 270 31 0 0 275 101 ' M10 0.16 0.43 1 0.53 33 1 2.00 4.8 0 Mill0.48 0.40 0.49 145 2.00 10.8 0 ote: Column 7o codes the channel type for velocity calculations. PA = Paved Area, PL = Pasture& Lawns, GW = Grassed Waterway ' L:UOBS1844-002A%DATAIDRAINAGEtHYDROLOG.WB2 0.88 0.88 0.81 0.85 0.41 0.60 0.35 0.88 0.60 1.00 1.00 1.00 1.00 0.52 0.75 0.44 1.00 0.75 24 15 13 43 57 21 11 95 35 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.7 0.6 0.5 1.0 6.5 2.4 3.3 1.4 3.1 844-002 ti = 1.970.1 - C x CnDA(1/2) SA(1/3) tc = ti + tL TRAVEL TIME tc Remarks Slope Velocity tL M (fUs) (min) (min) a 9 10 11 12 0.60 1.47 2.5 10.1 0.70 1.59 9.7 16.3 0.70 1.59 4.9 5.0 0.70 1.59 7.9 12.8 0.60 1.47 4.7 10.4 0.60 1.47 8.0 13.3 0.60 0.60 0.55 0.68 1.00 0.97 0.42 0.64 1.80 1.77 2.00 0.52 1.09 1.18 1.75 2.00 0.40 2.00 1.00 1.57 0.92 0.60 1.03 0.60 0.40 0.60 1.27 2.00 1.00 2.00 0.40 0.40 1.47 1.47 1.40 1.56 0.66 1.88 1.22 1.52 2.58 2.55 0.97 1.36 1.99 2.07 2.54 2.72 1.19 0.97 1.91 2.40 1.83 1.47 1.94 1.47 1.19 1.47 2.15 2.72 1.91 2.72 1.19 1.19 3.1 7.6 14.6 9.2 0.0 3.8 5.8 3.5 1.2 1.4 1.7 4.9 3.6 3.9 2.2 2.2 0.3 3.6 1.3 0.9 1.5 1.4 1.7 4.1 3.0 11.7 4.9 0.8 2.0 1.7 1.4 1.0 5.0 10.3 17.5 13.1 39.0 6.5 7.5 5.7 5.0 5.0 6.0 8.6 6.0 6.5 5.0 5.0 5.9 6.1 5.0 5.0 5.0 5.5 5.0 6.7 7.9 15.1 6.3 5.0 5.0 5.0 5.0 5.0 PA 1.00 1.91 6.1 6.8 PA 1.00 1.91 2.1 5.0 PL 2.00 0.97 6.0 6.6 PL 2.00 0.97 4.7 5.6 PL 2.00 0.97 0.5 7.1 PL 2.00 0.97 0.0 5.0 PL 2.00 0.97 0.0 5.0 PA 1.00 1.91 2.4 5.0 PA 1.00 1.91 0.9 5.0 PL 2.00 0.97 0.0 5.0 PL 2.00 0.97 0.0 10.8 Detention Pond 07Jul-99 3g Dm m o„ 4D € gg a u` N 2' D�n m ON170 N bnl�ln n n D q m O P P P P JJ n b N N N N 1 4 U N ESC ov v o000 � n b N b Um O 0000 O O ❑ V d.q mmNnN. nNmNmC!': W 'A\OdN nW nA Wi m0 m 1Cm "m C1 YjW W mn WW\., , bmm NnNmN 'IG-ON �LL - - - - - - - - - - - - - - - - - - ry ram U UOU UmV JJpJ JpUpJ�J JpJ VppJ JJpJ JpJ JpJ yy pU pJpVJ pJ 6ONb POIp mnONOmn00001t)pNI f0010Ob o 4 O OOOVV 6666 O O O N O N O N 0 0 p 0 0 lV fV O O N m m m O m 4 b \ A W m b N N\ O^_ �b�l'IOA ��N(VJJJJO�O[V ry(yJ^0000OOOON�nOOO �JOO 'fV fV fV000N000 F O�- O W O N m Ip n W N fO m m N b O O b N 4 0 n N m n b N ...... 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NO. n_IryhOhulNM1nnel vl__ YI _NNN mn'N t- vd c tti. $ SS ai II �; ffi R s''l eaeeag"-"'q O.O 4m 8QoFi "_RRRiKRUnrvQ 7 A $ Ob4„m.N90-,oH m F{o.N� no ry 4 A I -fir �'rv� r�� � 10-��_�lS1ii� I � i Warren Farms - Multi -Family ' Cross Section for Irregular Channel Project Description Project File 1:\jobs\844-003a\data\drainage\streetca.fm2 Worksheet Street Capacity for Basin M1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd, Mannings Coefficient 0,013 Channel Slope 0.010000 ft/ft Water Surface Elevation 5,040.50 ft Discharge 13.40 cfs F—" 10 5040.71 5040.61 5040.51 c 0 m -2 5040.41 5040.31 5040.2 Cvecc -Eo r SfreeF-r IP1 MUf}j-�tam�(�y—P�asln MI 1 Y1lS GY�SS - SeC.'ETOI� -��lS WC�f1t� C►zwn 6uxtstttov-, jus} weSt of t�. ►nul-block crass poA,V,�. 0.- ------____1------------J-------------'-------------1 pnyo_Azh �- d. :1 L,>,iLk -Fjlts ; ; ; O�SIs ;Sevhe,n Slncc� Wo�tr�- I 1 1 1 1 1 1 � .�J• • ,�tVi� , - ----- --------- -;-------------;-- --GYmla-Zorl--- 1��__�►vtalYfcd W rFh i he -�(oc� 44p -{{ ► },,re bA`4AX k:hich dtxs; not- o-tl d�tow 1 1 1 , 1 +hYbU lti 'Phis a� ^ 1 1 � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 ---------1 1 1 = 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 _-----_----i--- 1 1 1 1 --- - - - - -! 1 I 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ------ - - - --- -------- - --- - - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5040.1 L 0.0 5.0 10.0 15.0 20.0 25.0 Station (ft) 1 1 1 1 ; 1 I 1 30.0 05/26/99 FlowMaster v5.15 ,02:22:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Warren Farms - Multi -Family Worksheet for Irregular Channel Project Description Project File I:\jobs\844-003a\data\drainage\streetca.fm2 Worksheet . Street Capacity for Basin M1 X, -- Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data ' Channel Slope 0.010000 ft/ft Elevation range: 5,040.12 ft to 5,040.78 ft. Station (ft) Elevation (ft) Start Station 0,00 5,040.78 0.00 0.50 5,040.78 0.50 5,040.28 1.50 5,040.36 ' 14.26 5,040.42 25.37 5,040.20 26.37 5,040.12 26.37 5,040.62 26.87 5,040.62 Discharge 13.40 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 5,040.50 ft Flow Area 4.08 ftz Wetted Perimeter 26.48 ft ' Top Width 25.87- ft Height 0.38 ft Critical Depth 5,040.55 ft ' Critical Slope 0.004344 ft/ft Velocity 3.28 ft/s Velocity Head 0.17 ft Specific Energy 5,040.67 ft Froude Number 1.46 ' Flow is supercritical. End Station Roughness 26.87 0.013 115/28/99 FlowMaster v5.15 ' 02:22:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ra Warren Farms - Multi Family ' Cross Section for -Irregular Channel Project Description Project File I:\jobs\844-003a\data\drainage\streetca.fm2 Worksheet Street Capacity for Basin M2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data ' Wtd. Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Water Surface Elevation 4.49 ft Discharge 2.70 cfs E--- Q2_ 4.9 1 4.8 4.7 C g 4.6 N U1 4.5 4.4 1 4.3 C VCCk_ +6,- shr capct r"rh to mul+t'-fCn,%tlly --� gcts;r� f ------------------- 1 --------- I ------- -------.---- ------ ----- 1 1 -- - --- -- ' ------------- 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 r 1 _____---____'-------------!---------------------------1-------------i-------------' 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 r 1 1 1 1 I 1 1 1 1 I I 1 ' ------1- -----------1 - - - -- C' 1 1 I I 1 1 I 1 1 I r 1 1 1 I I 1 1 1 1 I 1-------------- 1 1 1 1 ------------ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 r 1 I 1 1 1 1 1 1 1 1 1 1 ------------1---------- ----1------------- 1------------- ,------------- r------------- I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 r I 1 r � 1 r 1 ff 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 r 1 I - f --�--- J -- � -------- ; 1 1 1 1 1 1 1 1 1 \ 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 _ J J � 1 1 I 1 1 1 I I I 1 1 I I 1 1 1 1 1 I 1 1 1 1 1 1 I I 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 4.21 0.0 5.0 10.0 15.0 20.0 Station (ft) 25.0 30.0 05/28/99 12:15:44 12:15:a4 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 13 FlowMaster v5.15 Page 1 of 1 Warren Farms - Multi Family ' Worksheet for Irregular Channel Project Description Project File I:\jobs\844-003a\data\drainage\streetca.fm2 Worksheet Street Capacity for Basin M2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation ' Input Data Channel Slope 0.010000 ft/ft Elevation range: 4.26 ft to 5.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 5.00 0.00 27.00 0.50 5.00 0.50 4.50 1.50 4.58 25.50 4.34 26.50 4.26 26.50 4.76 27.00 4.76 Discharge 2.70 cfs ' Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 4.49 ft Flow Area 1.27 ft2 Wetted Perimeter 15.98 ft Top Width 15.75 ft ' Height 0.23 ft Critical Depth 4.51 ft Critical Slope 0.005607 ft/ft ' Velocity 2.12 ft/$ Velocity Head 0.07 ft Specific Energy 4.56 ft Froude Number 1.31 Flow is supercritical. I I I Roughness 0.013 05/211/99 FlowMaster v5.15 12:16:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 14 [1 ' :alculations for Curb Capacities and Velocities Major and Minor Storms per City of Fort Collins Storm Drainage Design Criteria RESIDENTIAL with drive over curb and gutter Prepared by: RED, Inc. 0 is for one side of the road only February 28, 1992 V is based on theoretical capacities Area = 2.63 sq.ft. Area = 20.11 sq.ft. ' Minor Storm Major Storm Slope Red. . Minor . 0 V . Major . 0 V (%) X (cfs) (fps) . X (cfs) (fps) :Factor : : : 0.40 • 0.50 86.71 2.74 2.09 : 696.73 22.03 2.19 0.50 : 0.65 : 86.71 : 3.99 2.33 : 696.73 : 32.02 2.45 0.60 : 0.80 : 66:71 : 5.37 : 2.55 : 696.73 : 43.17 : 2.68 : 0.70 : 0.80 : 86.71 : 5.80 2.76 : 696.73 : 46.63 2.90 : 0.80 : 0.80 : 86.71 :• 6.20 2.95 : 696.73 : 49.85 3.10 0.90 : 0.80 : 86.71 6.58 3.13 : 696.73 : 52.68 3.29 1.00 : 0.80 : 66.71 6.94 3.30 : 696.73 : 55.74 3.46 1.25 : 0.80 : 86.71 7.76 3.69 : 696.73 62.32 3.87 1.50 : 0.80 : 86.71 8.50 4.04 : 696.73 63.27 : 4:24 1.75 : 0.80 : &6.71 9.18 4.36 : 696.73 73.73 4.58 2.00 : 0.80 : 86.71 9.81 4.66 : 696.73 78.63 4.90 2.25 : 0.78 : 86.71 : 10.15 4.95 : 696.73 : 81.52 5.20 2.50 : 0.76 : 86.71 : 10.42 5.21 : 696.73 : E3.72 5.48 2.75 : 0.74 : 86.71 : 10.64 5.47 : 696.73 : 85.50 5.75 3.00 : 0.72 : 66.71 : 10.81 5.71 : 696.73 : 86.89 6.00 3.25 : 0.69 : 86.71 : 10.79 5.94 : 696.73 : 66.67 6.25 3.`0 : 0.66 : 86.71 : 10.71 6.17 : 696.73 : 86.03 6.48 3.75 : 0.63 : 86.71 : 10.58 : 6.38 : 696.73 : 85.00 : 6.71 4.00 : 0.60 : 66.71 : 10.41 : 6.59 : 696.73 : 83.61 : 6.93 4.25 : 0.58 : 66.71 : 10.37 : 6.80 : 696.73 : E3.31 : 7.14 4.50 : 0.54 : 86.71 : 9.93 : 6.99 : 696.73 : 79.81 : 7.35 4.75 : 0.52 : 66.71 : 9.83 : 7.19 : 696.73 : 78.96 : 7.55 ' 5.00 : 5.25 : 0.49 : 0.46 : 66.71 86.71 : 9.50 : : 9.14 : 7.37 : 7.55 : 696.73 : 696.73 : 76.34 : 73.43 : 7.75 7.94 : 5.50 : 0.44 : 86.71 : 8.95 : 7.73 : 696.73 : 71.89 : 8.13 : 5.75 : 0.42 : 66.71 : 8.73 : 7.91 : 696.73 : 70.17 : 8.31 : ' 6.00 : 0.40 : 66.71 : 8.50 : 8.08 : 696.73 : 68.27 : 8.49 : 1 1 I I I I I I I I I I I I I I Engineering Consultants 7---- -7 ----------- CLIENT (I.J-r-1 n,= )"Is JOB NO. PROJECT CALCULATIONS FORcn, 5," MADE SY_aDATE Z� CHECKED BY DATE -SHEET Z- OF ----------- ......... .. . 1. - ------- -- - -7 --- - ------- .... ... ...... . : _ _ -- --... _ _. _ -- z��: - -7 .......... r 1 ZEE U=,T 1.4 7 -.7 --- ----- -- li=6 -.I. 177ym 6. -3 72 7- 7 7 --7m',-------'--'," --------------- ---- - 7 0 cs- -7--- - -------- m- 7 -z-T 7 7-1 -7-1 4-S. 1-7 7 7 4 :i�ZZA�a 7 '777-77-7--F -.4 77 q Tm7 d 4- ILLLI-....---�-��� 1 �t--�-� , 7 'T I f i f q- 2— rAj,� L I r i I I CLIENT(--' 0_'q QE '=i'�-'— 0 CA Ll !Sm —JOB NO. Rm. PROJECT CALCULATIONSFORc--_,UYT--=?_ T--L Engineering Consultants W.ADEBY_aL1_DATE7'9Z CHECKED EY_ DATE —SHEET OF 77 Viletc 7 ---- -------- 2 Lj vJ.M ........ .. is _1=1. pt, G 2_. 2. ell - _� -_ - .. ......... -------- r= L - ----------- :zS ...... CA ? 2. - Uj_tD, e, I f=L. L%j -ro, -r&r. cu-) 7 (f. 1. 1.7- 7 -7 7 7 _7 7 7 _7 7 77-7 EN&A it it I 7! i _7� t fq- 3 .1. lcutations for Curb Capacities and Velocities .,ajor and Minor Storms per City of Fort Collins Storm Drainage Design Criteria COLLECTOR w/ 6" Vertical curb and gutter Prepared by: RSD, Inc. 0 is for one side of the road only February 28, 1992 V is based on theoretical capacities t Area = 3.55 Minor sq.ft. Storm Area = 28.96 sq.ft. Major Storm Slope Red. . Minor . 0 V . Major . 0 V (X) :Factor : X : (cfs) (fps) . X : (cfs) (fps) 0.40 : 0.50 : 135.32 : 4.28 2.41 : 1129.59 : 35.72 2.47 0.50 : 0.65 : 135.32 : 6.22 2.70 : 1129.59 : 51.92 2.76 0.60 : 0.60 : 135.32 : 8.39 2.95 : 1129.59 : 70.00 3.02 0.70 : 0.80 : 135.32 : 9.06 3.19 : 1129.59 : 75.61 3.26 0.80 : 0.80 : 135.32 :. 9.68 3.41 : 1129.59 : 80.E3 3.49 0.90 : 0.80 : 135.32 : 10.27 3.62 : 1129.59 : E5.73 3.70 1.00 : 0.80 : 135.32 : 10.83 3.61 : 1129.59 : 90.37 : 3.90 1.25 : 0.80 : 135.32 : 12.10 4.26 : 1129.59 : 101.03 : 4.36 1.50 : 0.80 : 135.32 : 13.26 4.67 : 1129.59 : 110.68 : 4.78 1.75 : 0.80 : 135.32 : 14.32 5.04 : 1129.59 : 119.54 : 5.16 2.00 : 0.80 : 135.32 : 15.31 5.39 : 1129.59 : 127.80 : 5.52 2.25 : 0.78 : 135.32 : 15.83 5.72 : 1129.59 : 132.16 : 5.85 2.50 : 0.76 : 135.32 : 16.26 6.03 : 1119.59 : 135.74 : 6.17 2.75 : 0.74 : 135.32 : 16.61 6.32 : 1129.59 : 138.62 : 6.47 3.00 : 0.72 : 135.32 : 16.88 6.60 : 1129.59 : 140.87 : 6.76 3.25 : 0.69 : 135.32 : 16.83 6.87 : 1129.59 : 140.51 : 7.03 3.50 : 0.66 : 135.32 : 16.71 7.13 : 1129.59 : 139.48 : 7.30 3.75 : 0.63 : 135.32 : 16.51 7.38 : 1129.59 : 137.81 : 7.55 4.00 : 0.60 : 135.32 : 16.24 : 7.62 : 1129.59 : 135.55 : 7.80 4.25 : 0.58 : 135.32 : 16.18 : 7.66 : 1129.59 : 135.07 : 8.04 4.50 : 0.54 : 135.32 : 15.50 : 8.09 : 1129.59 : 129.40 : 8.27 4.75 : 0.52 : 135.32 : 15.34 : 8.31 : 1129.59 : 128.02 : 8.50 5.00 : 0.49 : 135.32 : 14.E3 : 8.52 : 1129.59 : 123.77 : 8.72 5.25 : 0.46 : 135.32 : 14.26 : 8.73 : 1129.59 : 119.06 : 8.94 5.50 : 0.44 : 135.32 : 13.96 : 8.94 : 1129.59 : 116.56 : 9.15 5.75 : 0.42 : 135.32 : 13.63 : 9.14 : 1129.59 : 113.76 : 9.35 6.00 : 0.40 : 135.32 : 13.26 : 9.34 : 1129.59 : 110.68 : 9.55 I r I. T30. Engineering Consultants t I. I [1 I CLIENT c r% 6� �U �T nj_'77Y 11%1G JOB NO. PROJECT CALCULATIONSFOSe"-NI TT'5-_P MADEBYy'i,DATECHECKEDBY_DATE SHEET OF I , 1 i , I�f.s I I 11 l� I I I i . I i I - - - - - - - - - - - CLIENT ( 1-17-1-1 Q;-- I ) L, I C, JOB NO. tc PROJECT CALCULATIONS FOR (-,I Engineering Consultants MADE BY (_DATE -SZ CHECKED BY DATE -SHEET OF ---- ----- --- -- -- 4r IE�'- - ---------- NA A...... ............. ----- ----- - L N -j F_ OS 1 Ir c>1,4 IS'7- I C> I_— R ST � f - T t11 UY) 7 .. ... ........ 2 C>=> 7* -- --- ----- ---- - -- �__7 j- ........ .7- -7 117 7 ------------- 7 c _n 7 7'- 1 : - : ; -7 i 7 -E -77 77 TT -77 7- 7 7-7--' 7 -7..7 7 14-6( ' ilculations for Curb Capacities and Velocities .Ialor and Minor Storms per city of Fort Collins Storm Drainage Design Criteria ARTERIAL w/ 6" Vertical curb and cutter Prepared by: RBD, Inc. a is for one side of the road only February 28; 1992 V is based on theoretical capacities Area = 3.55 sq.ft. Area = 47.52 sq.ft. Minor Storm • Major Storm Slope Red. . Minor . a V Major a V (%) :Factor : X . (cfs) (fps) . X . (cfs) (fps) 2.70 . 2031.62 : 64.25 2.41 : : 4.28 135.32 0.50 . 0.40 . 0.50 : 0.65 : 135.32 : 6.22 2.70 : 2031.62 : 93.38 3.02 0.60 : 0.80 : 135.32 : 8.39 2.95 : 2031.62 : 125.89 3.31 0.70 : 0.80 : 135.32 : 9.06 3.19 : 2031.62 : 135.78 3.58 : 0.80 : O.BO : 135.32 :. 9.68 : 3.41 : 2031.62 : 145.37 : 3.82 : 0.90 : 0.80 : 135.32 : 10.27 : 3.62 : 2031.62 : 154.19 : 4.06 : 1.00 : 0.80 : 135.32 : 10.83 : 3.81 : 2031.62 : 162.53 : 4.28 : 1.25 0.80 : 135.32 : 12.10 : 4.26 : 2031.62 : 181.71 : 4.78 : 1.50 0.80 : 135.32 : 13.26 : 4.67 : 2031.62 : 199.06 : 5.24 : 0.80 : 135.32 : 14.32 : 5.04 : 2031.62 : 215.01 : 5.66 : �1.75 ! 2.00 0.80 : 135.32 : 15.31 : 5.39 : 2031.62 : 229.E5 : 6.05 : 2.25 0.78 : 135.32 : 15.83 : 5.72 : 2031.62 : 237.70 : 6.41 : 2.50 0.76 : 135.32 : 16.26 : 6.03 : 2031,62 : 244.13 : 6.76 : 2.75 0.74 : 135.32 : 16.61 : 6.32 : 2031.62 : 249.31 : 7.09 : 3.00 : 0.72 : 135.32 : 16.68 : 6.60 : 2031.62 : 253.36 : 7.41 : 3.25 : 0.69 : 135.32 : 16.83 : 6.E7 : 2031.62 : 252.72 : 7.71 : 3.50 : 0.66 : 135.32 : 16.71 : 7.13 : 2031.62 : 250.85 : 8.00 : 3.75 : 0.63 : 135.32 : 16.51 : 7.38 : 2031.62 : 247.86 : 8.28 : 4.00 : 0.60 : 135.32 : 16.24 : 7.62 : 2031.62 : 243.79 : 8.55 : 4.25 : 0.58 : 135.32 : 16.18 : 7.86 : 2031.62 : 242.92 : 8.81 : 4.50 : 0.54 : 135.32 : 15.50 : 8.09 : 2031.62 : 232.72 : 9.07 : 4.75 : 0.52 : 135.32 : 15.34 : 8.31 : 2031.62 : 230.25 : 9.32 : 5.00 : 0.49 : 135.32 : 14.E3 : 8.52 : 2031.62 : 222.60 : 9.56 : 5.25 0.46 : 135.32 : 14.26 : 8.73 : 2031.62 : 214.13 : 9.80 : 5.50 0.44 : 135.32 : 13.96 : 8.94 : 2031.62 : 209.64 : 10.03 : 5.75 0.42 : 135.32 : 13.63 : 9.14 : 2031.62 : 204.61 : 10.25 : 6.00 0.40 : 135.32 : 13.26 : 9.34 : 2031.62 : 199.06 : 10.47 : I /q- ,7 1, 1 OIL 1, i 11 I .:WWI Engineering Consultants CLIENT 4 ' (fnc ' I t`1G JOB NO. PROJECT CALCULATIONS FOR �'-%L I=LI u / MADE BY DATE z"�Dz CHECKED BY DATE SHEETOF _ La.•d61� __.SrP�cT.� Pd:G1Tl1=Sr.----'--.-- -�--...--------j ---- -----� F%_ouiu�� =-- - -- t v.� u = e5 - - : Q. - -,�. •+ �o e.Er � � � _ v �v � r��_ C��cc�T','_ c�=S. _ _.._ _ .� ____-�- -- � �-( •�s��.}�ol=-t=L.O -�.�,t=��== oF• c�i.�i-r—>=:e.� �rr.� --- --- n.=_.2oL>aF�t`Ess.....co_IuLir--- �'- c�s_.o.oib� - - - - _ :. --- •-_-. 'ZHGi P a �.� L_: Cam_.... :SS ::6<..D ram- E. _ _.,-..� /�T-- - - - - -- - - - - _ .. O.c 1 ET- 7I A ILIo� � Y = �t7 �Le�� �\ /Ll I �3-> - .� -_S. �.(! _-- W. - -- - I- --- ------=---{-- - - - ,. 7Li -_ , 14,$. �1 I 11 11 i I I INC Engineering Consultants CLIENT K,_, _y O= =1=5z:ir ^1 >J11G / JOB NO. PROJECT CALCULATIONS FOR N.ADEBY 2'� DATEZ-f:Z CHECKED BY DATE SHEET Z_ OF -Z t _ - t . iJIANUi�1L-__ , , • ? 9 s o.; o3S S� �S z D S D sx0 Olb� t _ X +` spa, cT6��z7 c �_ 7-71,77 „ r L l�E.T.ib�! 1 11 I I _� • �� E2.,t,1= 1 ! .� I _.3s-•". Os�_T��}:Z—=_���s'-._1�' I i I __ . 'necuu - I, • I a _anal usl I I I! I I ; I • �� SI- i i ; f a l l I!!! ' i;; I I! I . I Jj :j!illl11 11 1 1111 II:!!I,I, :iI ,ilil11It ( it li Il jli : 1 , ! ! �-T � ' ! ! , � ZITS• i { I i i 1z 1!-_ - I t I! 1 �! I l l , y ; � ! 1 I ' ! .;--_ - ! j I ! .; _�.� _7-7 I 149 CLIENT: I i :':.±y THE SEAR -BROWN GROUP Project No: Project: Checked By: By: J - Date: l0 ULC ; Sheet: 1 Of: 1 CHECK `Te-LET CAPIKI"N - AEA LAi-� A&Niue Dr 5/lo Mwo2- STak2M Pe7e- S&Ca-iU,j 4, Z, 2 , L OF Crr1,1 of FC �—+- v0 a 8r S i D E ; v, = o, 6pP 8 iz J y y 8�3 = yzo Er Az, = v,s4 �`,4 �,{1fi3 = �zo�y-0.1rl gl 4 = ��� Ys�3 + 13Cy-�.1`�)� 0,006pe• ©,8 = Z59 CFS L.W. F-4 C 90ACk+N►E&3r- 2 + (y - 0. r6e -4) x L —1 18 IrTf sl E��ro��f�(,�e ��p�e nl, sAr'?'opeN Ar�-� c*j rnE 2-6 wmE WE r *L.F of T# 90+D oa- q LII tr o45-4- l r —T�-.e-CW�ae1Z-,12'L*r"DT4, uTz*—m � � tiler s✓�� Xm�jcz S'IZ D, S - 1129L.55L 0.cOce8 'Iz Q = r# S CFs �— (%6etFj oil cSt-f-�,uSt iIE t I 11 S7-zivbs r f7 z LS (209-eccq 1q-10 rl INLET SIZING I I ' The Sear -Brown Group Warren Farms, 3rd Filing, Inlet MA Area Inlet in Sump ' Grate: (specify) ' Open length, L = 3.83 ft Open width, W = 8.44 ft Clogging, c = 20% ' Stage interval, dh = 0.3 ft Fell EA I1 iA DP -3,Ytii 3 ico 4V, . S-Ue .n Weir equation: Orifice equation: ' Qw=CLcHAl.5 Qo=CAc(2gH)"0.5 C = 3.0 C = 0.6 Lc = 13.5 ft Ac = 25.8 ft2 H Qw Qo (ft) (cfs) (cfs) --------------------------------------- 0.00 0.00 0.00 0.00 0.30 6.66 68.16 6.66 ' 0.60 18.83 96.40 18.83 0.90 34.59 118.06 34.59 ' 1.20 1.50 53.25 74.43 136.33 152.42 53.25 74.43 Q(100) = 21.22 cfs d 100 = 0.65 ft 1.80 97.83 166.97 97.83 2.10 123.29 180.35 123.29 ' 2.40 150.63 192.80 150.63 2.70 179.73 204.49 179.73 3.00 210.51 215.56 210.51 ' 3.30 242.86 226.08 226.08 1 250 -- . _ _... .. _. _ -. _.. - ..... .. _. _. ... _. .. 200 m9 1 50 #' ' 0 0.5 1 1.5 2 Head (1t) 2.5 3 3.5 -. Weir -+ - orifice Controlling ' L:\JOBS\844-002A\DATA\DRAINAGE\AREAINLT.WB2 IC-1 08-Jun-99 1� � k r �1 q X S N M 3 d � O ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO .............................. DATE 08-11-1999 AT TIME 14:50:46 �* PROJECT TITLE: Warren Farms *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 314 LjP 3i(¢ ef :" 2A INLET HYDRAULICS: IN A SUMP. I 1 P� ' ��� 100) GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 1 11 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.13 GUTTER FLOW DEPTH (ft) = 0.63 FLOW VELOCITY ON STREET (fps)= 3.37 FLOW CROSS SECTION AREA (sq ft)= 5.51 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 22.53 (cfs)= 18.47 (cfs)= 18.47 (cfs)= 0.00 (cfs)= 18.47 (cfs)= 18.47 (cfs) = 0.00 Icy ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO .............................. DATE 07-07-1999 AT TIME 15:17:07 �* PROJECT TITLE: Warren Farms *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 13 E>-p i(3 IoIf+ —► - 31 INLET HYDRAULICS: IN A SUMP. t OO GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 30.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (s) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 40.19 GUTTER FLOW DEPTH (ft) = 0.97 FLOW VELOCITY ON STREET (fps)= 3.88 FLOW CROSS SECTION AREA (sq ft)= 16.32 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 82.39 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 63.23 FLOW INTERCEPTED (cfs)= 63.23 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 63.23 ' FLOW INTERCEPTED (cfs)= 63.23 CARRY-OVER FLOW (cfs)= 0.00 11 ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD - ------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. DATE 05-04-1999 AT TIME 08:56:58 I* PROJECT TITLE: Warren Farms *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: ql() Dim R'fU INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = ' STREET GEOMETRIES': STREET LONGITUDINAL SLOPE STREET CROSS SLOPE ' STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ ' STREET FLOW HYDRAULICS: 25.00 26.00 1.00 0.97 0.68 2.00 0.016 2.00 2.00 car" tTfDrrvm WATER SPREAD ON STREET (ft) = 17.88 GUTTER FLOW DEPTH (ft) = 0.52 FLOW VELOCITY ON STREET (fps)= 3.10 FLOW CROSS SECTION AREA (sq ft)= 3.36 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(°%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 10.29 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 10.32 FLOW INTERCEPTED (cfs)= 10.04 CARRY-OVER FLOW (cfs)= 0.28 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 10.32 FLOW INTERCEPTED (cfs)= 9.26 ' CARRY-OVER FLOW (cfs)= 1.06 G 1 00 ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ............................. DATE 12-10-1999 AT TIME 13:10:24 * PROJECT TITLE: WARREN FARMS p (f�f LET S - *** CURB OPENING INLET HYDRAULICS AND SIZING: J INLET ID NUMBER: 10 `p'p'Q 2DTYPE � tN�" ' INLET HYDRAULICS: ON A GRADE, GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 20.00 REQUIRED CURB OPENING LENGTH (ft)= 20.98 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.95 STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 1.80 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.47 GUTTER FLOW DEPTH (ft) = 0.38 FLOW VELOCITY ON STREET (fps)= 3.95 FLOW CROSS SECTION AREA (sq ft)= 1.26 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(°%)= 15.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.97 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.99 FLOW INTERCEPTED (cfs)= 4.74 ' CARRY-OVER FLOW (cfs)= 0.25 BY DENVER UDFCD METHOD: DESIGN'FLOW (cfs)= 4.99 FLOW INTERCEPTED (cfs)= 4.22 ' CARRY-OVER FLOW (cfs)= 0.77 I V '---------------------=------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. DATE 07-07-1999 AT TIME 15:00:33 t* PROJECT TITLE: Warren Farms *** CURB OPENING INLET HYDRAULICS AND SIZING: Dp INLET ID NUMBER: 1A inlet .z - Z 13 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE STREET CROSS SLOPE STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR(%)= 2 4r. Storm 101 Ty PC f2 lvi I& 10.00 20.38 0.70 0.62 0.60 2.00 0.016 2.00 2.00 15.63 0.48 2.71 2.61 50.00 15.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED ' CARRY-OVER FLOW 5.01 (cfs)= 7.13 (cfs) = 4.43 (cfs)= 2.70 (cfs)= 7.13 (cfs)= 4.26 (cfs)= 2.87 ' The Sear -Brown Group ' Warren Farms, 3rd Filing, Inlet 1-513 Area Inlet in Sump ' Grate: (specify) Open length, L = 4.60 ft Open width, W = 1.60 ft Clogging, c = 50% Stage interval, dh = 0.1 ft Weir equation: ' Qw=CLcH^1.5 C = 3.0 Lc = 4.6 ft r 0 P u H Qw Qo (ft) (cfs) (cfs) 0.001 4 0.00t 0.00 0.101 0.441 5.60 0.201 1.231 7.92 0.30! 2.27; 9.71 0.401 3.49, 11.21 0.501 4.881 12.53 0.601 6.41 ", 13.73 0.701 8.08 14.82 0.80 i 9.87.E 15.85 0.90 ---j mm1681 1.00 -- `17 72' 1.10 T 18:58 20 0.00 0.44 1.23 2.27 844-002 Neenah R-3406-2 Orifice equation: Qo = C Ac (2gH)10.5 C = 0.6 Ac = 3.7 ft2 3.49 Q(100) = 13.34 cfs 4.88 d(100) = 0.85 ft 6.41 8.08 9.87 16.81 17.72 18.58 1 m P10r-___________ __________ Q'o t s i i i i 0 0 0.2 0.4 0.6 0.8 1 1.2 Head (ft) -t Weir -- Onfce Controlling 0C% cl r- 5ft'r0-1 L:\JOBS\844-002A\DATA\DRAINAGE\AREAOS4.WB2 18-May-99 J3 '----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. ts . DATE 05-04-1999 AT TIME 16:07:49 ** PROJECT TITLE: WARREN FARMS *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 3226 -Dr> 37-171 ICO J crfy-� INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: y� GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 29.13 GUTTER FLOW DEPTH (ft) = 0.75 FLOW VELOCITY ON STREET (fps)= 3.16 ' FLOW CROSS SECTION AREA (sq ft)= 8.65 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 36.57 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 27.13 FLOW INTERCEPTED (cfs)= 27.13 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 27.13 ' FLOW INTERCEPTED (cfs)= 27.13 CARRY-OVER FLOW (cfs)= 0.00 31-1 ,----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. Q DATE 05-04-1999 AT TIME 11:06:25 t* PROJECT TITLE: WARREN FARMS *** CURB OPENING INLET HYDRAULICS AND SIZING: fINLET ID NUMBER: 24 -[)T�> 2 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH . (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ' ACTURAL CURB OPENNING EFFICIENCY = 1. q U f- �- SC. 5 10.00 16.14 0.82 0.74 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 tSTREET FLOW HYDRAULICS: WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = (ft) = 13.19 0.43 FLOW VELOCITY ON STREET (fps)= 2.50 FLOW CROSS SECTION AREA (sq ft)= 1.91 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 3.93 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= ' CARRY-OVER FLOW (cfs)= 1 L ;-) y,, . StcU` y-\ 4.77 3.53 1.24 4.77 3.34 1.43 -� j t----------------- 7----------------------------------------- ----------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. DATE 05-04-1999 AT TIME 15:58:55 t* PROJECT TITLE: WARREN FARMS I n *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 13 �7 13 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: i w L� r. s-tv vrn GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET.LONGITUDINAL SLOPE (%) = 1.20 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.44 GUTTER FLOW DEPTH (ft) = 0.48 FLOW VELOCITY ON STREET (fps)= 3.81 FLOW CROSS SECTION AREA (sq ft)= 2.55 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(°%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 19.91 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.70 FLOW INTERCEPTED (cfs)= 9.70 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.70 ' FLOW INTERCEPTED (cfs)= 9.70 CARRY-OVER FLOW (cfs)= 0.00 26 ,----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------- ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO .............................. DATE 05-04-1999 AT TIME 16:00:12 * PROJECT TITLE: WARREN FARMS *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 14 -D-,�- INLET HYDRAULICS: IN A SUMP. co � ( ,- i0 GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.30 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.25 GUTTER FLOW DEPTH (ft) = 0.47 ' FLOW VELOCITY ON STREET (fps)= 3.95 FLOW CROSS SECTION AREA (sq ft)= 2.49 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 19.85 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.90 FLOW INTERCEPTED (cfs)= 9.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.90 FLOW INTERCEPTED (cfs)= 9.90 CARRY-OVER FLOW (cfs)= 0.00 �I I IThe Sear -Brown Group I I 11 I Warren Farms, 3rd Filing, Inlet I-E3 Area Inlet in Sump (Basin M4) Grate: (specify) Open length, L = 1.75 ft Open width, W = 1.63 ft Clogging, c = 20% Stage interval, dh = 0.1 ft Weir equation: Qw = C Lc H11.5 C= 3.0 Lc = 2.8 ft H QW Qo (ft) (cfs) (cfs) --------- ------------- ------------- o.00 0. 10 27' 3.46 0.20�.,%,-�;076 4.90 0.30 JIJ 8' 6.00 0.40S 6.93 0.50 0.60 �8.48 0.70 4.9 2 16 0.80 6.01 0.90 "'10 39 1.00 10.95 1.10 1149 12 10 8 4 2 0 0 01 0.4 0.6 0.8 1 Head (fl) 0.00 0.27 0.75 1.38 844-003 Neenah R-3403-F Orifice equation: Qo = C Ac (2gH)110.5 C = 0.6 Ac = 2.3 ft2 2.131 Q(1100) = 7.6 cfs 2.97 d(100) = 0.84 ft 3.90 4.92 6.01 10.39 10.95 11.49 -w -weir + - Orifice Controlling L:MOBS\844-003A\DATA\DRArNAGE\AREA-IE3.W]32 1 2 e-, 1.2 100 y r. Sto Y- (v-i 02-Jun-99 ------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. N DATE 06-02-1999 AT TIME 08:01:28 I** PROJECT TITLE: Warren Farms I 11 i I 1 I *** CURB OPENING INLET HYDRAULICS AND SIZING INLET ID NUMBER: 1 TJAStl1 MI INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: t>1U-t s - F i 100 y. 5tpv rr+ 25 yqc Ez lnllt 25.00 6.00 45.00 2.00 0.25 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 29.69 GUTTER FLOW DEPTH (ft) = 0.76 FLOW VELOCITY ON STREET (fps)= 5.06 FLOW CROSS SECTION AREA (sq ft)= 8.98 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR.(°%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 61.37 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 45.50 FLOW INTERCEPTED (cfs)= 45.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 45.50 FLOW INTERCEPTED (cfs)= 45.50 CARRY-OVER FLOW (cfs)= 0.00 7 G, ----------------- ---- --- ---------� -�"---k��1.��-�gvllL(t------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................... N DATE 06-02-1999 AT TIME 08:08:25 ** PROJECT TITLE: Warren Farms r *** CURB OPENING INLET HYDRAULICS AND SIZING: _ INLET ID NUMBER: 2 2- too ��OYw\ INLET HYDRAULICS: IN A SUMP. t5' 7 pc R lnU-t- GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= 45.00 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE M = 1.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = 2.00 2.00 I I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.69 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.89 FLOW CROSS SECTION AREA (sq ft)= 2.97 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 10.45 (cfs)= 8.60 (cfs)= 8.60 (cfs)= 0.00 (cfs)= 8.60 (cfs)= 8.36 (cfs)= 0.24 ' STORM DRAIN SCHEMATICS AND PIPE SIZES I 1 w I ii Il I Node Data Node 4 Drawing ID. Node Type Ground Elev. (it) D (cfs) 1 Pond Outlet 31.20 177.56 2 I-tA Inlet 37.50 177.56 3 I-2A Inlet 40.65 115.87 4 I-3A Inlet 40.64 102.16 41 145A Manhole 41.40 11.11 5 STMH 4A Manhole 41.97 11.11 6 STMH 5A Manhole 42.66 11.11 7 I-6A Inlet 43.59 11.11 8 I-7A Inlet 44.74 4.74 9 - Dummy 44.74 4.74 42 1-08 Manhole 41.39 32.07 10 STMH IB Manhole 41.99 32.07 11 I-2S Inlet 42.37 32.07 12 STMH 3B Manhole 43.49 27.64 13 STMH SD2 Manhole 43.25 27.64 14 STMH 4B Manhole 43.40 13.34 15 I-5B Inlet 44.75 13.34 16 -- Dummy 44.75 13.34 17 STMH SC1 Inlet 38.62 30.66 18 I-SC2 Inlet 39.11 30.66 23 I-SD1-1 Inlet 43.40 9.70 24 - Dummy 43.40 9.70 25 1-SD2-1 Inlet 43.43 9.90 26 - Dummy 43.43 9.90 27 STMH SC4 Manhole 39.44 3.53 28 I-SC5 Inlet 39.78 3.53 Soume of Flow 100 yr routing - Design Point 3O/M3 (see page 10) 100 yr routing - Design Point 301103 (see page 10) 100 yr routing - Design Point 3114 (see page 10) 100 yr routing - Design Point W (see page 10) 2 yr routing - Design Point 9/10 (see page 8) 2 yr muting - Design Point 9/10 (see page 8) 2 yr muting - Design Point 9/10 (see page 8) 2 yr muting - Design Point 9/10 (see page 6) From Inlet I-7A Calculation (see page 21) From Inlet I-7A Calculation (see page 21) Inlet I-2B (4.43 cts) added to flow in pipe at Design Point 13/14 (see page: Inlet 1-28 (4.43 Ms) added to flow in pipe at Design Point 13114 (see page; Inlet I-2B (4.43 cis) added to flow in pipe at Design Point 13114 (see page: 100 yr routing - Design Point 13114 (see page 10) 100 yr routing - Design Point 13114 (see page 10) From Inlet I-58 Calculation (see page 23) From Inlet 1-58 Calculation (see page 23) From Inlet I.SB Calculation (see page 23) 100 yr routing - Design Point 32/26 (see page 10) 100 yr routing - Design Point 32126 (see page 10) From Inlet I-SC5 calculation (see pads 251 From Inlet I-Sul-1 calculation (see page 2c) Fmm Inlet I-SD1-1 calculation (see page 26) Fmm Inlet I-SD2.1 calculation (see page 27) From Inlet 1-SD2-1 calculation (see page 27) From Inlet I-SC5 calculation (see page 25) From Inlet 1-SC5 calculation (see page 25) 29 - Dummy 39.78 3.53 From Inlet I-SC5 calculation (see page 25) '�-3'�DummY 38y<� ., Fmmriniat I. EB calculaton (see page 28} � -� 31 4;=$ STMH FI-�'Manhdel; JM4 3334003837 :80 -'°" Frbm''Inle`t FGi-cafctaedon' see` 30 °`ri `r^.: Multi Family Development Sewer Data Bend Lateral LIS D/S Reach Number Diameter Matt Length Slope U/S Crown Loss Loss Invert Invert Ofull a of Pipes (in) (it) (tuft) (0) Kb KI (it) (it) (cfs) 21" 2 24 RCP 147.00 0.21% 33.51 1.00 -- 31.51 31.20 20.8 32' 1 53 RCP 361.74 1.00% 39.54 0.05 0.25 35.12 31.51 186.9 43•' 2 24 RCP 54.97 1.00% 37.67 0.05 - 35.67 35.12 45.3 414 1 21 RCP 87.56 0.49% 37.86 1.32 - 36.10 35.67 11.1 541 - 1 21 RCP 86.83 0.51% 38.29 0.12 - 36.54 36A0 11.3 65 1 21 RCP 102.39 0.50% 38.80 0.12 - 37.05 36.54 11.2 76 1 21 RCP 172.41 0.50% 39.66 0.11 - 37.91 37.05 11.2 87 1 15 RCP 40.09 0.50% 39.36 0.21 - 38.11 37.91 4.6 98 1 15 RCP 0.10 0.00% 39.36 0.25 - 38.11 38.11 0.0 424 1 36 RCP 78.93 0.51% 39.07 1.32 - 36.07 35.67 47.6 1042 1 36 RCP 83.04 0.51% 39.50 0.12 -- 36.50 36.07 47.6 1110 1 33 RCP 81.47 0.50% 39.65 0.1 - 36.90 36.50 37.4 1211 1 33 RCP 119.34 0.50% 40.25 0.05 - 37.50 36.90 37.4 1312 1 33 RCP 202.04 0.50% 41.26 1.32 -- 38.51 37.50 37.4 1413 1 24 RCP 37.21 0.50% 40.70 0.05 0.25 38.70 38.51 16.0 1514 1 24 RCP 97.48 0.50% 41.18 1.07 - 39AS 38.70 16.0 1615 1 24 RCP 0.10 0.00% 41.18 0.25 - 39.18 39.18 0.0 172 1 33 RCP 34.18 0.50% 34.43 1.32 - 31.68 31.51 37.3 1817 1 33 RCP 75.55 0.5% 34.80 1.08 -- 32.05 31.68 37.0 1918 1 18 RCP 46.69 0.5% 37.29 1.08 - 35.79 35.56 7.4 2719 1 15 RCP 75.88 0.5% 37.42 0.36 - 36.17 35.79 4.6 2827 1 15 RCP 27.20 0.5% 37.56 1.32 - 36.31 38.17 4.6 2423 1 21 RCP 0.10 0.00% 40.28 0.25 - 38.53 38.53 0.0 2513 1 21 RCP 27.01 4.00% 41.32 1.32 - 39.57 38.49 31.7 2625 1 21 RCP 0.10 0.00% 41.32 0.25 - 39.57 39.57 0.0 - 53' x 83' HERCP - equivalent to 66' RCP. Elliptical pipe was used due to cover issue. - In both cases. 2 - 2' x 5' box culverts. Box culverts were used due to cover issues. 101 WSEL = 5036.00 L:UOBS1844-002a1data%Drainagalwf-sirglarev-9dec99-fif.xls]Odg December 13, 1999 I IL:VOBS\844-002a\data\Drainage\Wf-FINAL.doc 10:47 AM, 12/13/99 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ....................._ ON DATA 12-13-1999 AT TIME 10:40:13 VERSION=01-17-1997 *** PROJECT TITLE :Warren Farms - Infrastructure *** RETURN PERIOD OF FLOOD IS 100 YEARS (DESIGN FLOW HYDROLOGY NOT CALCULATED USING UDSEWER) *** 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---- ------------------ ---------- --------- ---------- -- -- 2.00 177.56 37.00 35.90 OK 3.00 115.87 40.65 38.11 OK 4.00 102.16 40.64 39.01 OK 5.00 11.11 41.97 40.02 OK 6.00 11.11 42.66 40.56 OK 7.00 11.11 43.59 41.44 OK 8.00 4.74 44.74 41.80 OK 9.00 4.74 44.74 41.86 OK 10.00 32.07 41.99 40.21 OK 11.00 32.07 42.37 40.42 OK 12.00 27.64 43.49 40.88 OK 13.00 27.64 43.25 41.87 OK 14.00 13.34 43.40 42.34 OK 15.00 13.34 45.60 42.97 OK 16.00 13.34 45.60 43.04 OK 17.00 30.66 38.62 37.37 OK 18.00 30.66 39.11 38.07 OK 19.00 3.53 39.06 38.54 OK 20.00 57.30 41.05 37.48 OK 21.00 7.60 42.97 38.13 OK 22.00 7.60 39.30 38.99 OK �23.00 9.70 43.40 42.32 OK 24.00 9.70 43.40 42.38 OK 25.00 9.90 43.43 42.40 OK 26,00 9.90 43.43 42.46 OK 27.00 3.53 39.44 38.75 OK 29.00 3.53 39.78 39.03 OK ��`_��/ tc 21.00 3.53 31.20 36.00 OK ULT"TE "V W J 1.00 177.56 31.20 36.00 NOo-.r 30.00 7.60 39.30 39.06 OK _ 02(e.00 Z1 31.00 52.20 39.50 38.20 OK cc77 32.00 52.20 41.51 39.04 OK 33.00 45.50 43.22 39.85 OK 34,00 45.50 40.00 39.74 OK 35.00 45.50 40.00 40.07 NO 36.00 8.60 41.10 39.61 OK 37.00 8.60 41.10 39.66 OK 41.00 11.11 41.40 39.69 OK 42.00 32.07 41.39 39.85 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS - -NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT)(IN)(FT) (IN) (FT) (FT) ---------------- ------------- --- ------------- yu 32.00 3.00 2.00 ARCH 44.29 48.00 53.00 83.001- 'j;j4 541.00 5.00 41.00 GROUND 20.86 24.00 21.00 10.00 ILI 2' Z�X 5' LAR COuk7�rS 65.00 6.00 5.00 ROUND 20.94 24.00 21.00 0.00 76.00 7.00 6.00 ROUND 20.94 24.00 21.00 0.00 87.00 8.00 7.00 ' ROUND 15.21 18.00 15.00 0.00 34 L:UOBS\844-002a\data\Dtainage\Wf-FINAL.doc 10:47 AM, 12/13/99 98.00 9.00 8.00 ROUND 15.21 18.00 15.00 0.00 1042.00 10.00 42.00 ROUND 31.04 33.00 36.00 0.00 1110.00 11.00 10.00 ROUND 31.16 33.00 33.00 0.00 1211.00 12.00 11.00 ROUND 29.47 30.00 33.00 0.00 1312.00 13.00 12.00 ROUND 29.47 30.00 33.00 0.00 1413,00 14,00 13,00 ROUND 22.42 24.00 24.00 0,00 1514.00 15.00 14.00 ROUND 22.42 24.00 24.00 0.00 1615.00 16.00 15.00 ROUND 22.42 24.00 24.00 0.00 172.00 17.00 2.00 ROUND 30.64 33.00 33.00 0.00 1817.00 18.00 17.00 ROUND 30.64 33.00 33.00 0.00 1918.00 19.00 18.00 ROUND 13.62 15.00 18.00 0.00 1 2719.00 27.00 19.00 ROUND 13.62 15.00 15.00 0.00 2827.00 28.00 27.00 ROUND 13.62 15.00 15.00 0.00 2928.00 29.00 28.00 ROUND 13.62 15.00 15.00 0.00 202.00 20,00 2,00 ROUND 38.73 42.00 42.00 0.00 2120.00 21.00 20.00 ROUND 18.16 21.00 18.00 0.00 2221.00 22.00 21.00 ROUND 18.16 21.00 18.00 0.00 2313.00 23.00 13.00 ROUND 19.90 21.00 21.00 0.00 2423.00 24.00 23.00 ROUND 19.90 21.00 21.00 0.00 2513.00 25.00 13.00 ROUND 20.05 21.00 21.00 0.00 2625.00 26.00 25.00 ROUND 20.05 21.00 21.00 0.00 21.00 2.00 1.00 BOX 2.43 3.00 2.00 10.00oc Z• 2XKS'50c tr'.l1Ld/E�1� 3022.00 30.00 22.00 ROUND 18.16 21.00 18.00 0.00 3120.00 31.00 20.00 ROUND 37.40 42.00 42.00 0.00 �,. 3231.00 32.00 31.00 ROUND 37.40 42.00 42.00 0.00 3332.00 33.00 32.00 ROUND 27.94 30.00 42.00 0.00 -- 3433.00 34.00 33.00 ROUND 35.52 36.00 30.00 0.00 3534.00 35.00 34.00 ROUND 35.52 36.00 30.00 0.00 3632.00 36.00 32.00 ROUND 19.02 21.00 21.00 0.00 �f 3736.00 37.00 36.00 ROUND 19.02 21.00 21.00 0.00 424.00 42.00 4.00 ROUND 31.04 33.00 33.00 0.00 414.00 41.00 4.00 ROUND 21.02 24.00 24.00 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. OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, �EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ---------------------------- ---------------------------------- 32.0 115.9 364.6 2,20 12.81 2.91 8.58 4.59 1.77 V-OK 43.0 102.2 203.0 1.00 10.22 1.48 6.90 5.11 1.80 V-OK 541.0 11.1 11.3 1.40 5.38 1.24 6.10 4.62 0.78 V-OK a 65.0 11.1 11.2 1.42- 5.32 1.24 6.10 4.62 0.76 V-OK 76.0 11.1 11.2 1.42 5.32 1.24 6.10 4.62 0.76 V-OK 87.0 4.7 4.6 1.25 3.86 0.89 5.10 3.86 0.00 V-OK 98.0 4.7 4.6 1.25 3.86 0.89 5.10 3.86 0.00 V-OK 1042.0 32.1 47.8 1.80 7.25 1.83 7.10 4.54 1.04 V-OK 1110.0 32.1 37.5 1.96 7.09 1.88 7.40 5.40 0.93 V-OK 1211.0 27.6 37.5 1.76 6.91 1.74 6.98 4.65 0.99 V-OK 1312.0 27.6 37.5 1.76 6.91 1.74 6.98 4.65 0.99 V-OK 1413.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 1514.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 1615.0 13.3 16.0 1.39 5.71 1.31 6.11 4.25 0.89 V-OK 172.0 30.7 37.5 1.89 7.04 1.84 7.27 5.16 0.95 V-OK 1817.0 30.7 37.5 1.89 7.04 1.84 7.27 5.16 0.95 V-OK 1918.0 3.5 7.4 0.73 4.16 0.74 4.05 2.00 0.97 V-OK 2719.0 3.5 4.6 0.82 4.12 0.76 4.55 2.88 0.85 V-OK 2827.0 3.5 4.6 0,82 4.12 0.76 4.55 2.88 0.85 V-OK 2928.0 3.5 4.6 0.82 4.12 0.76 4.55 2.88 0.85 V-OK 202.0 57.3 71.3 2.37 8.25 2.37 8.27 5.96 1.00 V-OK 2120.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 2221.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 2313.0 9.7 11.2 1.25 5.26 1.16 5.75 4.03 0.86 V-OK 2423.0 9.7 11.2 1.25 5.26 1.16 5.75 4.03 0.86 V-OK 2513.0 9.9 11.2 1.28 5.27 1.17 5.80 4.12 0.85 V-OK 2625.0 9.9 11.2 1.28 5.27 1.17 5.80 4.12 0.85 V-OK 21.0 177.6 93.0 2.00 8.88 2.00 0.00 8.88 0.00 V-OK 3022.0 7.6 7.4 1.50 4.30 1.06 5.68 4.30 0.00 V-OK 3120.0 52.2 71.3 2.22 8.10 2.25 7.97 5.43 1.03 V-OK 3231.0 52.2 71.3 2.22 8.10 2.25 7.97 5.43 1.03 V-OK 35 ' L:UOBS\844-002a\lata\Drainage\Wf-FOVAL.doc 3332.0 45.5 135.3 1.40 12.68 2.10 7.56 4.73- 2.18 V-OK 3433.0 45.5 29.1 2.50 9.27 2.21 9.92 9.27 0.00 V-OK 3534.0 45.5 29.1 2.50 9.27 2.21 9.92 9.27 0.00 V-OK 3632.0 8.6 11.2 1.15 5.15 1.09 5.49 3.58 0.91 V-OK 3736.0 8.6 11.2 1.15 5.15 1.09 5.49 3.58 0.91 V-OK 424.0 32.1 37.9 1.94 7,11 1,11 7.40 5,40 0.94 V-OK 414.0 11.1 15.9 1.23 5.47 1.19 5.69 3.54 0.94 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) -------------------------------------------- 32.00 1.00 35.12 31.51 1.11 1.07 --------- NO 43.00 1.00 35.67 35.12 2.97 3.53 OK 541.00 0.51 36.54 36.10 3.68 3.55 OK 65.00 0.50 37.05 36.54 3.86 3.68 OK 76.00 0.50 37.91 37.05 3.93 3.86 OK ' 87.00 0.50 38.11 37.91 5.38 4.43 OK 98.00 0.50 38.11 38.11 5.38 5.38 OK 1042.00 0.51 36.50 36.08 2.49 2.31 OK 1110.00 1211.00 0.50 0.50 36.86 37.48 36.47 36.88 2.74 3.26 2.77 2.74 OK OK 1312.00 0.50 38.49 37.48 2.01 3.26 OK ` 1413.00 0.50 38.67 38.48 2.73 2.77 OK 1514.00 0.50 39.16 38.67 4.44 2.73 OK 1615.00 0.50 39.16 39.16 4.44 4.44 OK 172.00 0.50 31.68 31.51 4.19 2.74 OK 1817.00 0.50 32.06 31.68 4.30 4.19 OK 1918.00 0.50 32.29 32.66 5.27 5.55 OK � 2719.00 2827.00 0.50 0.50 32.67 32.81 32.29 32.67 5.52 5.72 5.52 5.52 OK OK 2928.00 0.50 32.81 32.81 5.72 5.72 OK ` 202.00 0.50 31.79 31.51 5.76 1.99 NO 2120.00 0.50 32.14 31.79 9.33 7.76 OK 2221.00 0.50 32.91 32.14 4.89 9.33 OK 2313.00 0.50 38.53 38.49 3.12 3.01 OK 2423.00 0.50 38.53 38.53 3.12 3.12 OK 2513.00 0.50 38.63 38.49 3.05 3.01 OK 2625.00 0.50 38.63 38.63 3.05 3.05 OK 21.00 0.21 31.51 31.20 3.49 -2.00 NO 3022.00 0.50 32.91 32.91 4.89 4.89 OK 3120.00 0.50 32.11 31.79 3.89 5.76 OK 3231.00 0.50 33.26 32.11 4.75 3.89 OK 3332.00 1.80 35.95 33.26 3.77 4.75 OK 3433.00 0.50 36.20 35.95 1.30 4.77 NO 3534.00 0.50 36.20 36.20 1.30 1.30 NO 3632.00 0.50 33.34 33.26 6.01 6.50 OK 3736.00 0.50 33.34 33.34 6.01 6.01 OK i 424.00 0.51 36.32 35.92 2.32 1.97 NO 414.00 0.49 35.85 35.42 3.55 3.22 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ------- _______________________________________________________ 32.00 361.04 0.00 39.54 35.93 38.11 35.90 -_______ JUMP 43.00 54.97 54.97 37.67 37.12 39.01 38.11 PRSS'ED 541.00 86.83 86.83 38.29 37.85 40.02 39.69 PRSS'ED 65.00 102.39 102.39 38.80 38.29 40.56 40.02 PRSS'ED 76.00 172.41 172.41 39.66 38.80 41.44 40.56 PRSS'ED 87.00 40.09 40.09 39.36 39.16 41.80 41.44 PRSS'ED 98.00 0.10 0.10 39.36 39.36 41.86 41.80 PRSS'ED 1042.00 83.04 83.04 39.50 39.08 40.21 39.85 PRSS'ED 1110.00 81.47 81.47 39.63 39.22 40.42 40.21 PRSS'ED ' 1211,00 1312.00 119.34 202.05 119.34 202.05 40.23 41.24 39.63 40.23 40.88 41.87 40.42 40.88 PRSS'ED PRSS'ED 1413.00 37.21 37.21 40.67 40.48 42.34 41.87 PRSS'ED 1514.00 97.49 97.49 41.16 40.67 42.97 42.34 PRSS'ED 36 10:47 AM, 12/13/99 L:VOBS\844-002a\data\Drainage\Wf-FBVAL.doc 1615.00 0.10 0.10 41.16 41.16 43.04 42.97 PRSS'ED t 172.00 34.18 34.18 34.43 34.26 37.37 35.90 PRSS'ED 1817.00 75.55 75.55 34.81 34.43 38.07 37.37 PRSS'ED 1918.00 46.69 46.69 33.79 33.56 38.54 38.07 PRSS'ED 2719.00 75.88 75.88 33.92 33.54 38.75 38.54 PRSS'ED 2827,01 27,20 27,20 34,06 33,92 39,00 38,75 PRSS'ED 2928.00 0.10 0.10 34.06 34.06 39.03 39.00 PRSS'ED 202.00 56.12 56.12 35.29 35.01 37.48 35.90 PRSS'ED 2120.00 69.09 69.09 33.64 33.29 38.13 37.48 PRSS'ED 2221.00 154.33 154.33 34.41 33.64 38.99 38.13 PRSS'ED ' 2313.00 7.00 7.00 40.28 40.24 42.32 41.87 PRSS'ED 2423.00 0.10 0.10 40.28 40.28 42.38 42.32 PRSS'ED 2513.00 27.01 27.01 40.38 40.24 42.40 41.87 PRSS'ED 2625.00 0.10 0.10 40.38 40.38 42.46 42.40 PRSS'ED 21.00 147,00 147,00 33.51 33,20 35,90 36.00 PRSS'ED 3022.00 0.10 0.10 34.41 34.41 39.06 38.99 PRSS'ED 3120.00 63.42 63.42 35.61 35.29 38.20 37.48 PRSS'ED 3231.00 230.41 230.41 36.76 35.61 39.04 38.20 PRSS'ED 3332.00 149.20 149.20 39.45 36.76 39.85 39.04 PRSS'ED ' 3433.00 50.17 50.17 38.70 38.45 39.74 39.85 PRSS'ED 3534.00 0.10 0.10 38.70 38.70 40.07 39.74 PRSS'ED 3632.00 15.89 15.89 35.09 35.01 39.61 39.04 PRSS'ED 3736.00 0.10 0.10 35.09 35.09 39.66 39.61 PRSS'ED ' 424.00 71,93 78,13 39.07 31,67 39.85 39.01 PRSS'ED 414.00 87.56 87.56 37.85 37.42 39.69 39.01 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' " * SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ---------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT _-_-_FT - COEF LOSS FT K COEF LOSS FT .ID FT ________--- _---- _---- _______---- _---- _______--- _________ 32.0 3.00 39.26 0.98 0.05 0.02 0.25 1.14 2.00 37.12 43.0 4.00 39.42 0.14 0.05 0.02 0.00 0.00 3.00 39.26 541.0 5.00 40.35 0.42 0.12 0.04 0.00 0.00 41.00 39.88 65.0 6.00 40.89 0.50 0.12 0.04 0.00 0.00 5.00 40.35 76.0 7.00 41.77 0.84 0.11 0.04 0.00 0.00 6.00 40.89 87.0 8.00 42.03 0.21 0.21 0.05 0.00 0.00 7.00 41.77 '98.0 9.00 42.09 0.00 0.25 0.06 0.00 0.00 8.00 42.03 1042.0 10.00 40.53 0.19 0.12 0.04 0.00 0.00 42.00 40.30 1110.0 11.00 40.88 0.30 0.10 .0.05 0.00 0.00 10.00 40.53 1211.0 12.00 41.22 0.32 0.05 0.02 0.00 0.00 11.00 40.88 '1312.0 13,00 42,21 0,55 1.32 0.44 0,00 0.00 12,00 41,22 1413.0 14.00 42.62 0.13 0.05 0.01 0.25 0.27 13.00 42.21 1514.0 15.00 43.25 0.34 1.07 0.30 0.00 0.00 14.00 42.62 1615.0 16.00 43.32 0.00 0.25 0.07 0.00 0.00 15.00 43.25 172.0 17.00 37.78 0.11 1.32 0.55 0.00 0.00 2.00 37.12 '1817.0 18.00 38.48 0.25 1.08 0.45 0.00 0.00 17.00 37.78 1918.0 19.00 38.60 0.05 1.08 0.07 0.00 0.00 18.00 38.48 2719.0 27.00 38.87 0.23 0.36 0.05 0.00 0.00 19.00 38.60 2827.0 28.00 39.12 0.08 1.32 0.17 0.00 0.00 27.00 38.87 ' 2928.0 29.00 39.16 0,00 0,25 0,03 0,00 0,00 28.00 39.12 202.0 20.00 38.03 0.18 1.32 0.73 0.00 0.00 2.00 37.12 2120.0 21.00 38.41 0.36 0.08 0.02 0.00 0.00 20.00 38.03 2221.0 22.00 39.27 0.80 0.20 0.06 0.00 0.00 21.00 38.41 2313.0 23.00 42.57 0.03 1.32 0.33 0.00 0.00 13.00 42.21 '2423.0 24.00 42.63 0.00 0.25 0.06 0.00 0.00 23.00 42.57 2513.0 25.00 42..66 0.10 1.32 0.35 0.00 0.00 13.00 42.21 2625.0 26.00 42.73 0.00 0.25 0.07 0.00 0.00 25.00 42.66 21.0 2.00 37.12 1.12 1.00 0.00 0.00 0.00 1.00 36.00 '3022.0 30,00 39,35 0.00 0,25 0.07 0,00 0,00 22.00 39.27 3120.0 31.00 38.66 0.17 0.05 0.02 0.25 0.44 20.00 38.03 3231.0 32.00 39.50 0.62 0.49 0.22 0.00 0.00 31.00 38.66 3332.0 33.00 40.19 0.30 0.05 0.02 0.25 0.37 32.00 39.50 3433.0 34.00 41.07 0.61 0.20 0.27 0.00 0.00 33.00 40.19 '3534.0 35.00 41.41 0.00 0.25 0.33 0.00 0.00 34.00 41.07 3632.0 36.00 39.81 0.05 1.32 0.26 0.00 0.00 32.00 39.50 3736.0 37.00 39.86 0.00 0.25 0.05 0.00 0.00 36.00 39.81 424.0 42.00 40.30 0.29 1.32 0.60 0.00 0.00 4.00 39.42 ' 414.0 41.00 39.88 0.21 1.32 0.26 0.00 0.00 4.00 39.42 BEND LOSS =BEND K' FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K'INFLOW FULL VHEAD ' 37 10:47 AM, 12/13/99 L:VOBS\844-002a\data\Drainage\Wf-FINAL.doc 10:47 AM, 12/13/99 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=0. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 7 LEI n H 1 u 1 38 I I SWALE ANALYSIS EROSION CONTROL FABRIC j Warren Farms - Swale Worksheet for, Irregular Channel Project Description Project File I:\jobs\844-002a\data\drainage\swale30.fm2 Worksheet Warren Farms - Swale through Basin 30 4- Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 1.0500 % Elevation range: 0.00 ft to 1.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 1.00 0.00 4.00 4.00 0.00 4.00 6.00 6.00 0.00 6.00 10.00 10.00 1.00 Discharge 23.28 cfs -- Q100 K (.55 tResults Wtd. Mannings Coefficient 0.021 Water Surface Elevation 0.88 ft 4Stx-�V Flow Area 4.84 ft2 Wetted Perimeter 9.24 ft Top Width 9.02 ft Height 0.88 ft Critical Depth 0.94 ft Critical Slope 0.008064 ft/ft ' Velocity 4.81 ft/s Velocity Head 0.36 ft Specific Energy 1.24 ft Froude Number 1.16 Flow is supercritical. Roughness 0.060 0.013 0.060 LL-)( V -freeboard 07/08/99 FlowMaster v5.15 ' 03:43:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 11 Warren Farms - Swale Cross Section for Irregular Channel Project Description Project File I:\jobs\844-002a\data\drainage\swale30.fm2 Worksheet Warren Farms - Swale through Basin 30 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.021 Channel Slope 1.0500 % Water Surface Elevation 0.88 ft 4--dCV> h hr SA-oU c,JJ I' 4CeCb0aed Discharge 23.28 cfs 4— ,� 33 0.9 ----- --- -- --------- - ---- --------- 1 I 1 I 1 1 -------------- ----------------------------------- 1 I 1 1 1 1 1 I 1 I 1 I --------------------------- ---- -----•--------- 1 1 1 1 1 I - - -- - ----- ------ 1 1 1 1 1 -- --' 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 0.7 _ -1 ♦ h J I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 0.6 j---------------- 1________________1___ ____________1 ____________ __1 ---------------- 1 1 1 1 1 1 1 I 1 I 1 1 1 1 I C 1 o0.5 -••1--I--------------- --------------- 1 >1 1 W 1 1 I , 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.3 ---------------' --------- L---------------- '---------- -----'----------------' 1------ 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 0.2 ------ --------'•-------- ------ '-------------------- - -- '--------------- ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 0.1 -- - ---------- ------------------- 1 1 1 I I 1 1 1 1 1 1 I 1 I 1 1 1 1 I I 1 I 1 1 1 1 I 1 I I 0.0 ' 0.0 2.0 4.0 Station (ft) MCI 8.0 10.0 '07/08/99 6" ` FlowMaster v5.15 03:43:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 orth American Green - Erosion Car OJECT NAME: Wamen Farms IFROM STATION/REACH: HYDRAULIC RESULTS I Qr�� I.33 LINER RESULTS Discharge ds Peak Fkw+ Period s Vek+city (fpsJ Area (sq lL) Hydra�c R t Nomoal Depth Il F3.3 20 2.60 8.96 0.47 0.05 �6o ttm Widthh-ZOO It ,0.0 Not to Scab Reach Material Phase Vag. T Sod Type Mamnp's'n Perni bIa Shea Stress (ps1J Cab, ted Shear Stress (psf] Safely Factor Remarks Staple PaOern Class V Densit ShaigFd C3,50 1 0.035 3.20 0.56 5.73 STABLE Staple E ' - Suoatc 4ViYoLgh tkuEskv1 30 - por Main ems- cw+ml un ' ale 4-Z LJ t Cross Section C Worksheet for Triangular Channel Project Description Project File I:\jobs\844-002a\data\drainage\swale30.fm2 Worksheet Overflow Swale from Inlet 1-513 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.040000 ft/ft Left Side Slope 10.000000 H : V Right Side Slope 10.000000 H : V ' Discharge 13.34 cfs Results Depth 0.73 ft ' Flow Area Wetted Perimeter 5,30 ft2 14.63 ft Top Width 14.56 ft Critical Depth 0.64 ft Critical Slope 0.077052 ft/ft Velocity 2.52 ft/s Velocity Head 0.10 ft ' Specific Energy 0.83 ft Froude Number 0.74 Flow is subcritical. L�] 07/08/99 43 FlowMaster v5.15 03:38:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross Section B ' Worksheet for Triangular Channel Project Description Project File I:\jobs\844-002a\data\drainage\swale30.fm2 Worksheet Overflow Swale from Inlet I-SC2 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 ' Channel Slope 0.020000 ft/ft Left Side Slope 10.000000 H : V Right Side Slope 10.000000 H : V ' Discharge 27.13 cfs Results Depth 1.08 ft Flow Area Wetted Perimeter 11.71 21.75 ft' ft Top Width 21.64 ft Critical Depth 0,86 ft Critical Slope 0.070096 ft/ft Velocity 2.32 ft/s Velocity Head 0.08 ft ' Specific Energy 1.17 ft Froude Number 0.56 Flow is subcritical. 1 07/08/99 A FlowMaster v5.15 03:40:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 i 1 t 1 1 1 1 1 1 1 1 1 1 1 i 1 (AEW /(/EU-k IZ Z)ITC-H O\.�-V-FLow �SwA-Le -Tzs F-?=s% vj Co r,J 8 L.- CAct U L- 4-ncv j M U:7_l�l Dwharge ds Peak Flow Period Ms Velacdy(Ips( Atea(safL( R N I R=: Nand D ft 100.0 1.0 7.94 IZ60 0138 0.40 �S.�litica� F-L.oL,,j LINER RESULTS C350 S - 0.2500 1� �1 Bohan wdtn-3arou 4.0 Not to Scale Reach 1 MaldlalT Phase V .T Sad Type ktatrmq's'n Pamissbie Shell Saess (psf) CabAted Sheat SBess (psQ Salety Facta Remarks St a Paltnn Class V . Densd Saaight C'350 3 0.049 8.00 6.22 1.29 STABLE Stapla E Def&A 44 A CURBCUT CALCULATIONS I fl j I i G`J 1 i 1 1 1 1 The Sear -Brown Group WEIR SECTION FLOW DATA 5 Ft. CurbCut @ Design Point 25 WEIR COEF. 3.000 STA ELEV 1.0 1.50 1.0 1.00 6.0 1.00 6.0 1.50 ELEVATION DISCHARGE (feet) (cfs) 1.00 0.0 1.10 0.5 1.20 1.3 1.30 2.5 1.40 3.8 1.50 5.3 Q2 = 3.97 cfs Q100 = 14.58 cfs 1 -- 5' curb cut is sufficient for the 2 year storm. L:V OB S\844-002a\data\Drainage\5C URB.doc aU 10/12/99 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 i 1 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Warren Farms D CtVE CV. f(-11 {x' F` c+o a"1Sure (-)Of be WEIR COEF. 3.000 STA ELEV 0.0 5.00 75.0 4.41 75.0 3.91 80.0 3.91 80.0 4.41 227.0 5.00 ELEVATION DISCHARGE (feet) (cfs) 3.91 0.0 4.01 0.5 4.11 1.3 4.21 2.5 4.31 3.8 4.41 5.3 4.51 8.2 u= I 4.61 15.9 100 �� = 4.5T 4.71 30.4 �t 4.81 53.2 4.91 85.6 EIPv C�-' (-L;eets = q l . I ( Fio% 1- Figi%' c� "Otl's,= 43.ccc) 4� OVERFLOW SWALE SECTION D-5 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\project2.fm2 Worksheet WARREN FARMS OVERFLOW SWALE SECTION D-5 Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 Channel Slope 0.014000 ft/ft Depth 1.00 ft Left Side Slope 10.000000 H : V Right Side Slope 10.000000 H : V ' Results Discharge 31.54 cfs Flow Area 10,00 ft2 M Wetted Perimeter 20.10 ft Top Width 20.00 ft Critical Depth 0.91 ft Critical Slope 0.023376 ft/ft Velocity 3.15 ft/s Velocity Head 0.15 ft Specific Energy 1.15 ft Froude Number 0.79 Flow is subcritical. I I I r ov1 si0o 1 03:56:51 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 . Page 1 of 1 OVERFLOW SWALE CROSS SECTION D-5 Cross Section for Triangular Channel Project Description Project File c:\haestad\fmw\project2.fm2 Worksheet WARREN FARMS OVERFLOW SWALE SECTION D-5 ' Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.035 Channel Slope 0.014000 ft/ft Depth 1.00 ft Left Side Slope Right Side Slope 10.000000 10.000000 H : V H : V Discharge 31.54 cfs r 01/18/00 03:57:44 PM 1.00 ft 1 VN H 1 NTS 4--�-�� FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I� '�1 a RIPRAP CALCULATIONS I 1 The Sear -Brown Group UDFCD Riprap Design Project: Warren Farms - Infrastructure Designer: asg Project #: 844-001 Date: 12-May-99 Location: Box Culvert into Pond 501 Box width: 10 ft Tailwater: 0.8 ft (variable/unknown) Box height: 2 ft Max Vel.: 5 ft/s (soil dependent) Discharge: 211.71 cfs 1. Required riprap type: Q/WH^1.5 = 7.49 < 8 --> use design charts H = 2.00 ft YUH = 0.40 Q/WH^0.5 = 14.97 d50 = 6.29 in --> 9 in --> Use Type L (Class 9) riprap ----> Type L riprap is required for this pipe. To be conservative, Type M (Class 12) Riprap is to be used. 2. Expansion factor: 1 / [2 tan(theta)] = 1.3 3. Riprap length: At = Q/V = L = 1/[2tan(theta)]'(At/Yt - W) _ 4. Governing limits: L>3H= 6ft L<10H= 20 ft 5. Maximum depth: Depth = 2d50 = 2 (9 in / 12) _ 6. Bedding 42.342 ft2 56 ft <= 56 ft --> OK decrease length to 20 ft 1.5 ft ----> Use 2 ft depth Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width (minimum): Width =2H=2(10ft) = 20 ft (Extend riprap to minimum or culvert height or normal channel depth.) Summary: Type L (Class 9) riprap Length = 20 ft Depth = 2 ft Width = 20 ft Cover with 6" topsoil ----> Use Class 12 Riprap L:UOBS\844-002A\DATA\DRAINAGE\RIPRAPI.WB2 12-May-99 1 1 1 The Sear -Brown Group UDFCD Riprap Design Project: Warren Farms - Infrastructure Designer: asg Project #. 844-001 Date: 18-Feb-99 Location: Outlet Pipe from Pond 501 Pipe dia.: 21 in Tailwater. 0.7 ft (variable/unknown) Discharge 5 cfs Max VeL: 5 ft/s (soil dependent) 1. Required riprap type: O/D A2.5 = 1.23 < 6 --> use design charts D = 1.75 ft Yt/D = 0.40 Q/DAl.5 = 2.16 d50 = 1.79 in --> in ----> Use Use geotextile or minimum riprap gradation. - Use Type VL (Class 6) riprap 2. Expansion factor: 1 / [2 tan(theta)] = 6.5 3. Riprap length: At = Q/V = L = 1/[2tan(theta)]'(At/Yt - D) _ 4. Governing limits: L>3D= 5 ft L<10D= 18 ft 5. Maximum depth: Depth = 2d50 = 2 (0 in / 12) _ 1.00 ft2 -2 ft increase length to 5 ft => -2 ft --> OK ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (21 in /12) = 5 ft Summary: Use geotextile or minimum riprap gradation. Length = 5 ft Depth = 1 ft Width = 5 ft Cover with 6" topsoil L:\JOBS\844001\SITE\DRAINAGE\NEWFOLDE\RIPRAPI.WB2 18-Feb-99 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 5.6.2 Required Rock Size The required rock size may be selected from Figure 5-7 for circu- lar conduits and from Figure 5-8 for rectangular conduits. Figure 5-7 is valid for Q/D2.5 of 6.0 or less and Figure 5-8 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: a. Q / D1.5 or Q/WH0.5 in which Q is the design discharge in cubic feet per second and D is a circular conduit diameter in feet W and and H are the width and height of a rectangular conduit in feet. b. Yt/D or Yt / H in which Yt is the tailwater depth in feet, D is the diameter of a circular conduit and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic jump is suspected downstream of the outlet, use Yt / D = Yt / H = 0.40 when using Figures 5-7 and 5-8. C. The riprap size requirements in Figures 5-7 and 5-8 are based on the non -dimensional parametric equations 5-5 and 5-6 (11)(25). Circular Culvert: (d50/D)(Yt/D)1.2 / (Q/D2.5) = 0.023 (Equation 5-5) Rectangular Culvert: I (d50/D)(Yt/H)`/ (Q/WH1.5) = 0.014 (Equation 5-6) The rock size requirements were determined assuming that the flow in the culvert barrel is not supercritical. It is possible to use Equations 5-5 and 5-6 when the flow in the culvert is less than pipe full and is supercritical if the value of D or H is modified for use in Figures 5-7 and 5-8. Whenever the flow is supercritical in the culvert, substitute Da for D and Ha for H, in which Da is defined as Da = J(D + Yn) (Equation 5-7) in which maximum Da shall not -exceed D, and Ha = J(H + Yn) (Equation 5-8) in which maximum Ha shall not exceed H, and Da = A parameter to be used in Figure 5-7 11-15-82 S DRAINAGE CRITERIA MANUAL RIPRAP (3 7 6 m — v N5 oc 0 c� 4 z 3 0 Fn z a x 2 w A = Expansion Angle owl, wArldraW mwffjwjwffArAmm� rm ippm EMMMEN'r 0 on, ffffJri .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 TAILWATER DEPTH/ CONDUIT HEIGHT-Yt/H FIGURE 5-10. EXPANSION FACTOR FOR RECTANGULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT S2 DRAINAGE CRITERIA MANUAL RIPRAP r 0 W'ANNEAN No MENAPE 00 Oo .2 .4 .6 .8 1.0 Yt/H Use Ha instead of H whenever culvert has supercritical flow in the barrel. *'*Use Type L for a distance of 3H downstream. FIGURE 5-8. RIPRAP EROSION PROTECTION AT RECTANGULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT 113 DRAINAGE CRITERIA MANUAL RIPRAP C 7 6 = Expansion Angle iEMEMEMME�is� ���iMEN age, I fAAWANIN .1 .2 .3 .4 .5 .6 .7 .5 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT. q�- DRAINAGE CRITERIA MANUAL RIPRAP K4 MENEM FAMII NONE FE MEN PAO Had �I PP Amp FIRM s::.4:,��m mmmmmmmfflmmmm� Ob .2 A Y t/D .6 .8 1.0 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11 _15_82 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT C;,; 1 j EROSION CONTROL CALCULATIONS SEDIMENT BASIN CALCULATIONS ' The Sear -Brown Group PRAINFALL PERFORMANCE STANDARD EVALUATION I u I I 1 844-002a Project: Warren Farms - 3rd Filing STANDARD FORM Calculated By: asg Date: 05/11 DEVELOPED JERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft % ft 1 Moderate 0.61 311 0.8 6.8 0.0 2 Moderate 1.23 713 0.7 31.6 0.0 3 Moderate 1.65 1287 0.6 76.4 0.0 4 Moderate 1.66 933 0.7 55.8 0.0 5 Moderate 5.64 500 0.6 101.5 0.1 6 Moderate 0.94 517 1.1 17.5 0.0 7 Moderate 0.92 515 0.7 17A 0.0 8 Moderate 0.60 375 0.8 8.1 0.0 9 Moderate 0.19 204 1.8 1.4 0.0 10 Moderate 0.43 284 1.8 4.4 0.0 11 Moderate 0.06 114 2.0 0.2 0.0 12 Moderate 1.24 526 0.9 23.5 0.0 13 Moderate 1.27 484 1.2 22.1 0.1 14 Moderate 1.28 562 1.3 25.9 0.1 15 Moderate 0.62 383 1.8 8.5 0.0 16 Moderate 0.49 431 2.0 7.6 0.0 17 Moderate 0.19 155 1.8 1.1 0.0 18 Moderate 0.14 220 2.0 1.1 0.0 19 Moderate 0.37 236 1.4 3.1 0.0 20 Moderate 0.38 250 1.8 3.4 0.0 21 Moderate 0.30 248 1.3 2.7 0.0 22 Moderate 0.28 215 1.2 2.2 0.0 23 Moderate 0.30 242 1.2 2.0" 0.0 24 Moderate 1.13 430 0.8 17.5 0.0 25 Moderate 1.01 387 1.1 14.1 0.0 26 Moderate 2.51 1110 0.7 100.3 0.1 27 Moderate 0.43 650 2.0 10.1 0.0 28 Moderate 0.13 200 2.0 0.9 0.0 29 Moderate 0.48 327 1.3 5.7 0.0 30 Moderate 0.85 272 2.0 8.3 0.1 31 Moderate 0.19 133 0.8 0.9 0.0 32 Moderate 0.26 140 1.2 1.3 0.0 Total 27.78 583.7 1.0 77.5 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) _ (0.61 x 311 + ... + 0.26 x 140)/ 27.78 = 583.7 ft Sb = sum(AiSi)/sum(Ai) _ (0.61 x 0.77 +... + 0.26 x 1.17)/ 27.78 = 1.0 % S (during construction) = 77.5 (from Table 8A) . •S (after construction) = 77.5/0.85 = 91.2 IL:VOBS\844-002A\DATA\DRAINAGE\EROSION.WB2 05/11/99 ' The Sear -Brown Group EFFECTIVENESSCA WIATO S ' 844-002a 1 -r 1 "rowt: Warren Famks - 3rd Filing STANDARD FORM B Calcu/atedB : WIQ Date: 12/10 Erosion Control C-Facto P-Facto Comment Number Method Value Value 2 Ben Sod.FreNyd 1 0.9 3 Ben Sod- Rough lnegubr Surfo 1 0.9 4 SeOm veu Trap 1 0.5 0 S0 Face &vner 1 0.5 9 AepheMCacrele P...1 0.01 1 12 Eetebkened Greta Ground Cover-30% 0.15 1 17 Ean06aned Gre»Ground Cwer'-80% 0.03 1 19 EsnbkNed Grua Ground Cove - 1m% 0.02 1 m Gravel Much 0.05 1 39 Heyor Strew Dry MMch(1-5%elope) 0.06 1 SUB PS AREA BASIN % aC Site 77.5 27.78 SUB SUB AREA Practice C' A P • A Remarks BASIN AREA a0 DURING CONSTRUCTION 1 Hard Area 0.40 30 am 0.40 Gravel Much Pervious Area 0.21 2 0.21 0.19 Ben Sod-FrMyd 2 Hard Area 0.72 39 ON On Grew Much Pervious Area 0.51 2 0.51 0." Ban Boil - Fmhty dwked 3 Hard Area 1.00 36 005 too Grow Much Pervious Area 0.65 2 0,65 0.59 Ban Soil - Fro"disked 4 Hard Area 0.92 W 0.05 0.92 Grovel Much Pervious Area 0.74 2 0.74 067 Ben Soi Feuhy dWtl 5 Hard Area 0.00 W Om non Gravel Much Pervious Area 5.64 m am 5.64 Hey or Straw Dry Muth (1-5% abpe) 6 Hard Area 0.64 W Om ON Gravel Much Pervious Area 0.30 2 am 0.27 Ben Sol -Finny d'akad 7 Hard Area 0.70 36 ON 070 Grovel Much Pervious Area 0.22 2 o.n 020 Ben Sol - Fro ydalad 8 Hard Area 0.40 m 0,02 0.4o Gravel Mutes Pervious Area 0.20 2 0.20 0.10 Ben Sod -Fruhty disked 9 Hard Area 0.13 W 0.01 0.13 Grow Mum Pervious Area 0.06 2 am 0.05 Ben Sol-Freshy dbked 10 Hard Area 0.30 W 0.02 OW Grew Much Pervious Area 0.13 2 0.13 0.12 Ben Sol- Fnenly dulod 11 Hard Area 0.00 3B am d.m Grew Mulch Pervious Area 0.06 39 am ON May or Slmw pry Mukh (LS%ebpe) 12 Hard Area 0.80 m ON OW Gmw Much Pervious Area 0.44 2 0." 0.44) Son Soil - Fraellly dulod 13 Hard Area 0.81 W ON 081 Grow Much Pervious Area 0.46 2 0.46 041 Ben Soil-Fwnyduked 14 Hard Area 0.86 W ON ON Gravel Much Pervious Area 0.42 2 O.a2 0.30 Ban Sal-Fnahy Naked 15 Hard Area 0.44 W 0,02 0 u Gm Much Pervious Area 0.18 2 0.18 0.16 Ban Sod. Fmhtytluked 16 Hard Area 0.32 36 O.m am Gravel Much Pemous Area 0.17 2 0.17 0.15 Ban Soil - Fruhly disked 17 Hard Area 0.10 m 001 olO Gravel Mulch Pervious Area 0.09 2 Om ON Ben Soi-Frmnry difkW 18 Hard Area 0.00 34 am Om G.MMWM Perviow Area 0.14 m 001 0.14 Hay or Strew Dry Much (1-5% Woe) 19 Hard Area 0.25 m oot Os Grow MuW Pervious Area 0.12 2 0.12 o.T1 Ben Scd.FnNlyduked 20 Hard Area 0.24 W Oot 024 Grmel Mulch Perviow Area 0.14 2 0.14 0.13 Ben Sod -Frphy diekeE 21 Hard Area 0.19 m 0.01 0.19 Gravel Much Pervious Area 0.11 2 0.11 010 Ban Sod - Fruhy Naked 22 Hard Area 0.16 W 0.01 0.16 Gravel Much Pervious Area 0.12 2 0.12 0.11 Ben Sod-Fru ydbked 23 Hard Area 0.20 30 001 am Gnw Much Pervious Area 0.10 2 0.10 009 Ben Sol - Frothy dlmked 24 Hard Area 0.74 W 0.04 0.74 Gravel Much Pervious Area 0.39 2 0.39 0.35 Ben Sol Fraahtyd'uked 25 Hard Area 0.62 W am 0.62 Grew Mulch Pervious Area 0.39 2 am o.35 Bare Soil. Fneny m.kad 26 Hard Area 1.52 34 am 1.52 Grew Much Pervious Area 0.99 W 0.06 0.W Hay or Strew Dry Mulch (1.5%slope) 27 Hard Area 0.13 3e 001 0.13 Grovel Much Pervious Area 0.30 W am am Heyor Svnw Dry Much(l-5%ebpe) 28 Hard Area 0.08 W Om ON Grow Much Pervious Area 0.05 2 Om O.m Bare SW-Fmhty disked 29 Hard Area 0.33 3e am am Grevtl Mul Pervious Area 0.15 2 0.15 0.14 Ben Soil -Fnhty tlieked 30 Hard Area 0.20 36 oat an Grmel Much Perviow Area 0.65 39 ON O.65 Hayor Straw Dry Mukll(t 5%elope) 31 Hard Area 0.11 m 0.01 0.11 GavelMWdi Perviow Area 0.08 2 ON 0.07 Ban Soil.Fnehydaked 32 Hard Area 0.17 W 0.01 O.O G.41Much Perviow Area 0.10 2 OAO 0.09 Ben Sw-Fn.ny faked Cnel = l0 4o.1.ao._.w.loxl.mkG.4o = 0.28 Pnel. 0.8a40'ChcO1 ft(ISO O.40 - 0.78 EFF = (1-C-P)l00 = (1-0.28-0.78)100 78.44 > 77.5 (PS) L:\JOBSX944-002A\DATAIDMNAGE\EROSION.WB2 Iss 12/10/99 ' 1'he Sear -Brous Group EFFECTIVENESS CALCULATIONS -oject: Warren Farms - 3rd Filing STANDARD FORM B Jculated8. aso Date: 05/11 Erosion Control C-Facto P-Facto Comment Number Method Value Value 9 AsphauConaete Pavemem 0.01 1 16 Established Grass Ground Cover-70% 0.04 1 18 Established Grass Ground Cover -90% OG25 1 19 Established Grass Ground Cover-100% 0.02 1 SUB PS AREA BASIN % ac :Site 91.2 27.78 SUB SUB AREA Practice CA P' A Remarks BASIN AREA ac AFTER CONSTRUCTION 1 Hard Area 0.40 9 0.00 0.40 AsphaNConpete Pav nberd Pervious Area 0.21 18 0.01 0.21 Established Grass Ground Cover -90% 2 Hard Area 0.72 9 0.01 0.72 Asplim Ccoome Pavement Pervious Area 0.51 18 0.01 0.51 Established Grass Ground Corer-90% 3 Hard Area 1.00 9 0.01 1.00 AsphaNCortaete Pavement Pervious Area 0.65 18 0.02 0.65 Established Grass Ground Cover -90% 4 Hard Area 0.92 9 0.01 0.92 AsphalOConaete Pavement Pervious Area 0.74 18 0.02 0.74 Established Grass Ground Cover-90% 5 Hard Area 0.00 9 0.00 000 AsphalVConaele Pavement Pervious Area 5.B4 18 0.14 5.64 Established Grass Ground Cover-90% 6 Hard Area 0.64 9 0.01 0,64 AsphaWConcrete Pavement Pervious Area 0.30 18 0.01 0.30 Established Grass Ground Cover -90% 7 Hard Area 0.70 9 0.01 0.70 ASphaNConaete Pavement Pervious Area 0.22 18 0.01 0.22 Established Grass Ground Cover -90% B Hard Area 0.40 9 0.00 040 AsphalVConaete Pavement Pervious Area 0.20 18 0.01 0.20 Established Grass Ground Cover-90% 9 Hard Area 0.13 9 0.00 0.13 AsphalVCowete Pavement Pervious Area 0.06 18 0.00 0.06 Established Grass Ground Cover -90% 10 Hard Area 0.30 9 0.00 0.30 AsphalVConaete Paverrent Pervious Area 0.13 18 0.00 0.13 EstadisMd Gram Ground Cover -90% 11 Hard Area 0.00 9 0.00 0.00 AntralVConaete Pavement Pervious Area 0.06 19 0.00 006 Established Grass Ground Cover-100% 12 Hard Area 0.80 9 0.01 0.81) AnhaluConcmte Pavement Pervious Area 0A4 18 0.01 0.44 Established Grass Ground Covet -90% 13 Hard Area 0.81 9 0.01 0.81 AsphalVConaele Pavement Pervious Area 0.46 IB 0.91 0.46 Established Grass Ground Cover -90% 14 Hard Area 0.86 9 001 0.86 AnhalvConaete Pavement ' Pervious Area 0.42 16 0.01 042 Established Grass Ground Coves -90% 15 Hard Area 0A4 9 0.00 044 AsphaltlConmte Pavement Pervious Area 0.18 I 18 0.00 0.18 Established Grass Ground Cover W% 16 Hard Area 0.32 9 0.00 032 AnhalVCorimte Pavement Pervious Area 0.17 18 0.00 0.17 Established Grass Ground Cover-90% 17 Hard Area 0.10 I 9 0.00 0.10 AsphalVConaete Pavement Pervious Area 0.09 ' 18 0.00 0.09 Established Grass Grouts Cover -90% 18 Hard Area 0.00 9 '0.00 0.00 AsphaNConaete Pavement Pervious Area 0.14 19 000 0.14 Established Grass Ground Cover-10O% 19 Hard Area 0.25 9 0.00 025 AnhalVConaele Pavement Pervious Area 0.12 18 0.00 0.12 Established Grass Ground Cover -90% 20 Hard Area 0.24 9 0.00 0.24 AsphaNConcmte Pavement Pervious Area 0.14 18 0.00 0.14 Established Grass Ground Cover- 21 Hard Area 0.19 9 0.00 0.19 A5Dha91Gonaete Pavement Pervious Area 0.11 IB 0.00 0.11 Established Grass Ground Cover -90% 22 Hard Area 0.16 9 0.00 0.16 AspltalVCdncrete Pavement Pervious Area 0.12 18 0.00 0.12 Established Gram Ground Cover-90% 23 Hard Area 0.20 9 0.00 0.20 AsphalVConaete Pavement Pervious Area OA0 18 0.00 0.10 Established Grass Groond Cover-9o% 24 Hard Area 0.74 9 0.01 0.74 Asphalt/Cowetet Pavethem Pervious Area 0.39 t8 0.01 0.39 Establshed Grass Ground Cover - sox 25 Hard Area 0.62 9 0.01 0,62 AsphalVCorimle Pavement Pervious Area 0.39 18 0.01 0.39 Established Grass Ground Cover-90% 26 Hard Area 1.52 9 002 1.52 Antral rConaete Pavement Pervious Area 0.99 18 0.02 0.99 Established Grass Ground Cover-0% 27 Hard Area 0.13 9 am 0.13 AsphalVCbnaete Pavement Pervious Area 0.30 19 0.01 030 Established Grass Grouts Cover-100% 28 Hard Area 0.03 9 0.W 008 Ant alVConaele Pavement Pervious Area 0.05 IB 0.00 005 Established Grass Ground Cover-90% 29 Hard Area 0.33 9 0.00 0.33 AsohalVConaete Pavement Pervious Area OAS 18 0.00 0.15 Established Grass Ground Cover -90% 30 Hard Area 0.20 9 0.00 0.20 AsphaNConaete Pavement Pervious Area 0.65 is 0.02 0.65 Established Grass Ground Cover-90% 31 Hard Area 0.11 I 9 0.00 0.11 AsphartGonimte Pavemern Pervious Area 0.03 i 18 0.00 O.W Established Grass Ground Cover-90% 32 Hard Area 0.17 9 0.00 0.17 AspnalVConcmle Pavement Pervious Area 0.13 I t8 0.00 0.10 Established Gran Ground Cover-90% i Cmi = [0.9.0.o1.._.0.10.0,ay0.40 0.02 I Frei = 10. 40s1.0M...+0A0s I.00V0 40 EFF = (1L'P)l00 = (1-0.02'1.00)100 = 98.24 > 91.2 (PS) ' L:UOBS\844-002A\DATA\DRAINAGMI.ROSION.WB2 CF1 05/11/99 1 The Sear -Brown Group EROSION CONTROL CONSTRUCTION SEQUENCE j44-002a Project: Warren Farms - 3rd Filing STANDARD FORM C Calculated By: asg Date: 05/17 SEQUENCE FOR 1998 ONLY 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. YEAR 1999 2000 MONTH J J A S O N D J F M A M OVERLOT GRADING-� WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers MEjg jT- Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Gravel Mulch Bare Soil/Freshly Disked IM Sod Installation Erasion Control Fabric, Other ' STRUCTURES: INSTALLED BY _ MAINTAINED BY VEGETATION/MULCHING CONTRACTOR _ DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS _ ' L:\IOBS\844-MA\DATA\DRAINAGE\EROSION.WB2 �9fl 05/17/99 The Sear -Brown Group 11 t 1 0 r I I I EROSION CONTROL COST ESTIMATE Project: Warren Farms - 3rd Filing 844-002a Prepared By: asq Date: 05/11 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 19.00 ac $615 $11,685 Subtotal $11,685 Contingency 50% $5,843 Total $17,528 Notes: 1. A<=5 ac=$636/ac; A>5 ac=$655/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 38 Gravel Mulch 5 ac $1,350 $6,750 39 Hay or Straw Dry Mulch (1-5%a slope) 5 ac $500 $2,500 59 Seeding (Native) 5 ac $305 $1,524 Subtotal $10,774 Contingency 50% $5,387 Total $16,162 Total Security $17,528 ' L:\JOBS\844-002A\DATA\DRAINAGE\EROSION.WB2 05/11/99 lad ' Warren Farms - 3rd Filing 844-002 ' May 12, 1999 Sediment Storage Pond 501 * Sed T = Total cubic yards of sediment anticipated during the 10 year event from bare ground. Sed T = (0.74)(Loading Ratio for bare ground conditions)(Drainage Area)' 12 ' Loading Ratio: 1. Moderate Rainfall I 2. Avg. Length = 2190ft. 4.0 -- Found using Table 8-A 3. Avg. Slope= 0.91 % Drainge Area: Basins 1-26,29-32,OS2-OS6,M1,M3-M6 ' Area = 54.29 Sed T = (0.74)(4.0)(54.29)1 72 ' Sed T = 259.52 yd3 7007.15 ft3 1 ' Amount to be overexcavated Approximately grade temporary sediment trap to the following dimensions: Length: 60 ft Width: 39 ft ' Depth: 3 ft Equation 8.1 from City of Fort Collins Storm Drainage Design Criteria and Construction Standards L:WOBS"814-002aldataNDrainagel sediirent.xis]Pond 501 1 1 C 1 I C cC:1G qtD I I I I I I I I I I I I I I I I 1 1 I C 1 1 I 1 1 MctD tC r� Jill1 I I 11 11 1 I 1 1 I 1 1 I 1 1 I 1 1 1 C 1 I C tD CT L7 L. 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I 1 OC C r` O N NN NNr-rOC CTq r� tD L'1 Cl")Mq COf\C.•r 1 1 1 I C 0=CD C) -I .r .•+.+.r r+,-r .-rOC O COOO O C1 MC1 CO CO CO 1 I 1 #1i C.-r N NN NNNN N NN N NN N NN NN N.r .-r.-+.r •.-I ..y j 13 ^ i t O C O O C CI o 0 0 C 0 0 0 0 0 0 O O C 0 C 0 C 0 0 0 0 1 I O C3 H I O C O O C O O O O O O O C O O O O O C 0 0 0 c 0 0 0 1 I J Z L_ I 1 W W .-I N m C to tD rip m 0 .--I N M C Ln r- = C'1, C L7 0 Ln c In 0 t �.-� 1 I J 1 r-I r/ r•I .-r .--I ,-r ...--I r•r ,.r N N M M c C In 1 1 11 Vb Fil �J ' SITE DETENTION POND DESIGN BY SWMM MODEL li 7 L� I j q�) _ ,\ CDC +� dl IA fR O I� MEAOOM I I. L I rr I'r 'r rurw n� sou ~McCLELLAND DRIVE Lon to co ~ \ . J N o yr. yi"- •�' a'�=-' ; r N WIDcn aid N I �3' O i'r Of Q 1 r c A CIMARRON ®II�PsWF�:� 0 LAME W No Text SEAR -BROWN SWMM BASINS - SITE POND 501 LEGENDas WIMEME as WOMEN WEI BASIN I ■ ■ 0 CONVEYANCE ELEMENT DETENTION POND I ■ I ■ ■ • • I ■ ■ ,� 11 • ■ 50.5AC ,I 00,00 I ■ • 203 I I ' I 260 261••"k- •�• 01 5.64AC 1.75AC ' 14 13 3.44AC � 21 2.47AC 416 ME a 0 WOMEN 0 0 MEMEM 0 0 WOMEN! a 0 � a a MEMEM m m WOMEN 0 a WOMEN M a WOMEN M MIGNMEM, a 0 WOMEN! a a MENEM 0 s MENEM, a a ENRON a 0 SEEMS a M SCALE 1'=200' 0 aw 40■ 6•. ow \JOBS\544-001 \SITE\SWUM-EXI.DWG e9' DETENTION POND 501 I. - M..s. - \\-5036 Lf/-- -- -� 5035 - -5g'-5- - J ---- - -- -- -- --- -_30-37 _- -- -- -- --- -- - i-( 035 - - - - - - - - - - - I I III I /1 III a -so '_NNN \ \\ \ \-SOX It 01 \1 c 1 I II S�II\IIII �\ \ �I, is�1I 1,\I\I' i 11 I III II I,IpI �1IIIiI IV III I IIII IIII �P/IIII I --- -_ -- - -- ___---- ---- ,31\\\\\\ 36 1 O LEGEND - - - F>oSTNO OON1O11R$ \ / '�Q•V•` \ 35 —36 PROPOSED OOItTOM � 32 1 \ 1 PROPOSED ST0101 DRAM PPE I It SCALE 1'=100' r 0 1 too / 200 390 400 \`i\� .\\ 311 III Y 1 to Warren Farms 844-001 Detention Pond Rating Curve Cumulat. Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 5030 0 0.00 0.00 0.00 5031 17850.29 0.41 0.14 0.14 5032 67916.38 1.56 0.91 1.05 5033 110471 2.54 2.01 3.06 5034 116892.6 2.68 2.58 5.64 5035 135811.7 3.12 2.87 8.51 5036 153604.8 3.53 3.29 11.80 5037 168105 3.86 3.65 15.45 4� Storage from detention pond design for site only. See previous page for layout of pond. Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 10.6 5035.56 Area -Capacity Curve 4.00 14 3.50 12 V 3.00 10 w M 2.50 8 2.00 1.50 6 a 4 1.00 U y 0.50 2 0.00 0 5030 5031 5032 5033 5034 5035 5036 Stage (ft el) t Area 4-Capacity L:\JOBST44001\site\Drainage\[PARKRATALS] Pond No.1 June 21. 1999 I i I I �i I I I I 1. I I 0 LO 5 E=Ovcnco 7�t ° U � �o�ooco�n?a c _o moo�ricriao�� v no �> 0 Iv Ip N C. O V 4 .- W O U N L w O t17 (p V � (D N CD m N M 7 V In to c co O C y O a O J O O O O O O O O _E}LL OOOOOOOO �> M M M M M M M M U? 0 t N LL y 0 (O V 00 OD N < y w O LD O V CO N 0 ♦- •..• CD ono.-Nr64466 U N �O O cc N O N �{ M O N LU m Lo � V o E <' a Iv lii O = II II II T f0 6 CD Q �¢WW�� Q ma�mmrnmmmCL O �a� } U o 0 0 0 0 0 0 0 z It OOQU lost O �OLO 1 C ov�nMMvl�rn °' O a co `66.-NciM V Lo' C co O 3 n w C O LL c d •" g Or,LOI,- .-(oves co O l0 1� O M C) N E 3 0 d o o - o_ O � w CH vOi = O E ai LL .O y .� — cco; c OOOOOo00 O o-00000000 �M a) m Q"' M ` O O> M M M M M M M M w N so N E o > - o tr R O o Sri � o m v LL V Oi t-00000000 = Q) j II y c 0 N fM 4 ui O n L E U ` •� M co co M M M M M M x w ( > �� 2 o �W a� L w ai E E N c Z� Op_ U O CJ (n C O O N w fD C N O O 0 O O Oo N O U " C o rn 3 m d � N Z w N� N >1 OC1 c E ,� (0 0 w rn N N f6 0 o w m a N d W n > c c o co o0 0 C c 3 w �N o m m o m to O cn = L N N �V1 L +- _ O oii 9� aUi n. w E 3 cn O O o c v c U) c o ?? 3 0 > v O CD o J N d N o c w (D m c c CD Yo ago O E O E 3 :3 E y d N > 5 H H N vi v 9 I i i I Table Rating Table for Circular Channel Project Description Project File untitled.fm2 Worksheet Warren Farms - Proposed Outlet Pipe Flow Element Circular Channel Method Manning's.Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.013 Channel Slope 0. 00 1900 ft/ft Diameter 21.00 in I Input Data Minimum Maximum Increment Discharge 0.00 6.91 0.01 cfs Rating Table ' Discharge Depth Velocity (cfs) (ft) (ft/s) 0.00 N/A 0.00 0.01 0.05 0.51 0.02 0.07 0.63 0.03 0.08 0.72 0.04 0.10 0.78 0.05 0.11 0.84 0.06 0.12 0.88 0.07 0.12 0.93 0.08 0.13 0.96 0.09 0.14 1.00 0.10 0.15 1.03 ' 0.11 0.15 1.06 0.12 0.16 1.09 0.13 0.17 1.12 0.14 0.17 1.14 0.15 0.18 1.17 0.16 0.18 1.19 0.17 0.19 1.21 0.18 0.19 1.23 0.19 0.20 0.20 0.20 1.25 1.27 0.21 0.21 1.29 0.22 0.21 1.31 0.23 0.22 1.33 0.24 0.22 1.34 t,)0xf2k'\ Farm-3- pmvia C50 i Zc' is u(l -t d.-�k`t : L4 'k U-U-YTt . v &1AV) -6 p� r-O' -('I Gut-ve i-x- rnvd&i t2/22/99 9:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 L FlowMaster v5.15 Page 1 of 16 [1 r I r I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 0.25 0.23 1.36 0.26 0.23 1.37 0.27 0.24 1.39 0.28 0.24 1.41 0.29 0.24 1.42 0.30 0.25 1.43 0.31 0.25 1.45 0.32 0.26 1.46 0.33 0.26 1.48 0.34 0.26 1.49 0.35 0.27 1.50 0.36 0.27 1.52 0.37 0.28 1.53 0.38 0.28 1.54 0.39 0.28 1.55 0.40 0.29 1.56 0.41 0.29 1.57 0.42 0.29 1.59 0.43 0.30 1.60 0.44 0.30 1.61' 0.45 0.30 1.62 0.46 0.31 1.63 0.47 0.31 1.64 0.48 0.31 1.65 0.49 0.32 1.66 0.50 0.32 1.67 0.51 0.32 1.68 0.52 0.32 1.69 0.53 0.33 1.70 0.54 0.33 1.71 0.55 0.33 1.72 0.56 0.34 1.73 0.57 0.34 1.74 0.58 0.34 1.74 0.59 0.35 1.75 0.60 0.35 1.76 0.61 0.35 1.77 0.62 0.35 1.78 0.63 0.36 1.79 0.64 0.36 1.80 0.65 0.36 1.80 0.66 0.37 1.81 0.67 0.37 1.82 0.68 0.37 1.83 0.69 0.37 1.84 E 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 16 J i Ratino Table I 1 t 11 i Il Table Rating Table for Circular Channel Discharge Depth Velocity (cfs) (ft) (ft/s) 0.70 0.38 1.84 0.71 0.38 1.85 0.72 0.38 1.86 0.73 0.38 1.87 0.74 0.39 1.87 0.75 0.39 1.88 0.76 0.39 1.89 0.77 0.39 1.90 0.78 0.40 1.90 0.79 0.40 1.91 0.80 0.40 1.92 0.81 0.40 1.92 0.82 0.41 1.93 0.83 0.41 1.94 0.84 0.41 1.94 0.85 0.41 1.95 0.86 0.42 1.96 0.87 0.42 1.96 0.88 0.42 1.97 0.89 0.42 1.98 0.90 0.43 1.98 0.91 0.43 1.99 0.92 0.43 2.00 0.93 0.43 2.00 0.94 0.44 2.01 0.95 0.44 2.01 0.96 0.44 2.02 0.97 0.44 2.03 0.98 0.45 2.03 0.99 0.45 2.04 1.00 0.45 2.04 1.01 0.45 2.05 1.02 0.45 2.06 1.03 0.46 2.06 1.04 0.46 2.07 1.05 0.46 2.07 1.06 0.46 2.08 1.07 0.47 2.08 1.08 0.47 2.09 1.09 0.47 2.10 1.10 0.47 2.10 1.11 0.47 2.11 1.12 0.48 2.11 1.13 0.48 2.12 1.14 0.48 2.12 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 3 of 16 --A4 I 1 r i r I I Table Rating Table for Circular Channel Ratinq Table Discharge Depth Velocity (cfs) (ft) (fvs) 1.15 0.48 2.13 1.16 0.49 2.13 1.17 0.49 2.14 1.18 0.49 2.14 1.19 0.49 2.15 1.20 0.49 2.15 1.21 0.50 2.16 1.22 0.50 2.16 1.23 0.50 2.17 1.24 0.50 2.17 1.25 0.50 2.18 1.26 0.51 2.18 1.27 0.51 2.19 1.28 0.51 2.19 1.29 0.51 2.20 1.30 0.51 2.20 1.31 0.52 2.21 1.32 0.52 2.21 1.33 0.52 2.22 1.34 0.52 2.22 1.35 0.52 2.23 1.36 0.53 2.23 1.37 0.53 2.24 1.38 0.53 2.24 1.39 0.53 2.25 1.40 0.53 2.25 1.41 0.54 2.25 1.42 0.54 2.26 1.43 0.54 2.26 1.44 0.54 2.27 1.45 0.54 2.27 1.46 0.55 2.28 1.47 0.55 2.28 1.48 0.55 2.29 1.49 0.55 2.29 1.50 0.55 2.29 1.51 0.56 2.30 1.52 0.56 2.30 1.53 0.56 2.31 1.54 0.56 2.31 1.55 0.56 2.32 1.56 0.57 2.32 1.57 0.57 2.32 1.58 0.57 2.33 1.59 0.57 2.33 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 4 of 16 11 i I I 11 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 1.60 0.57 2.34 1.61 0.57 2.34 1.62 0.58 2.34 1.63 0.58 2.35 1.64 0.58 2.35 1.65 0.58 2.36 1.66 0.58 2.36 1.67 0.59 2.36 1.68 0.59 2.37 1.69 0.59 2.37 1.70 0.59 2.38 1.71 0.59 2.38 1.72 0.60 2.38 1.73 0.60 2.39 1.74 0.60 2.39 1.75 0.60 2.40 1.76 0.60 2.40 1.77 0.60 2.40 1.78 0.61 2.41 1.79 0.61 2.41 1.80 0.61 2.41 1.81 0.61 2.42 1.82 0.61 2.42 1.83 0.62 2.43 1.84 0.62 2.43 1.85 0.62 2.43 1.86 0.62 2.44 1.87 0.62 2.44 1.88 0.62 2.44 1.89 0.63 2.45 1.90 0.63 2.45 1.91 0.63 2.45 1.92 0.63 2.46 1.93 0.63 2.46 1.94 0.63 2.47 1.95 0.64 2.47 1.96 0.64 2.47 1.97 0.64 2.48 1.98 0.64 2.48 1.99 0.64 2.48 2.00 0.64 2.49 2.01 0.65 2.49 2.02 0.65 2.49 2.03 0.65 2.50 2.04 0.65 2.50 02/22/99 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 -1(1) FlowMaster v5.15 Page 5 of 16 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 2.05 0.65 2.50 2.06 0.66 2.51 2.07 0.66 2.51 2.08 0.66 2.51 2.09 0.66 2.52 2.10 0.66 2.52 2.11 0.66 2.52 2.12 0.67 2.53 2.13 0.67 2.53 2.14 0.67 2.53 2.15 0.67 2.54 2.16 0.67 2.54 2.17 0.67 2.54 2.18 0.68 2.54 2.19 0.68 2.55 2.20 0.68 2.55 2.21 0.68 2.55 2.22 0.68 2.56 2.23 2.24 0.68 0.69 2.56 2.56 2.25 0.69 2.57 2.26 2.27 0.69 0.69 2.57 2.57 2.28 0.69 2.58 2.29 0.69 2.58 2.30 0.70 2.58 2.31 0.70 2.59 2.32 0.70 2.59 2.33 0.70 2.59 2.34 0.70 2.59 2.35 2.36 0.70 0.71 2.60 2.60 2.37 0.71 2.60 2.38 0.71 2.61 2.39 0.71 2.61 2.40 0.71 2.61 2.41 0.71 2.61 2.42 0.72 2.62 2.43 0.72 2.62 2.44 0.72 2.62 2.45 0.72 2.63 ' 2.46 0.72 2.63 2.47 0.72 2.63 2.48 0.72 2.63 2.49 0.73 2.64 02/22/99 FlowMaster v5.15 �; 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 6 of 16 I I [i 11 u t 1 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 2.50 0.73 2.64 2.51 0.73 2.64 2.52 0.73 2.65 2.53 0.73 2.65 2.54 0.73 2.65 2.55 0.74 2.65 2.56 0.74 2.66 2.57 0.74 2.66 2.58 0.74 2.66 2.59 0.74 2.67 2.60 0.74 2.67 2.61 0.75 2.67 2.62 0.75 2.67 2.63 0.75 2:68 2.64 0.75 2.68 2.65 0.75 2.68 2.66 0.75 2.68 2.67 0.76 2.69 2.68 0.76 2.69 2.69 0.76 2.69 2.70 0.76 2.70 2.71 0.76 2.70 2.72 0.76 2.70 2.73 0.76 2.70 2.74 0.77 2.71 2.75 0.77 2.71 2.76 0.77 2.71 2.77 0.77 2.71 2.78 0.77 2.72 2.79 0.77 2.72 2.80 0.78 2.72 2.81 0.78 2.72 2.82 0.78 2.73 2.83 0.78 2.73 2.84 0.78 2.73 2.85 0.78 2.73 2.86 0.78 2.74 2.87 0.79 2.74 2.88 0.79 2.74 2.89 0.79 2.74 2.90 0.79 2.75 2.91 0.79 2.75 2.92 0.79 2.75 2.93 0.80 2.75 2.94 0.80 2.76 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 7 of 16 t I I I I I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 2.95 0.80 2.76 2.96 0.80 2.76 2.97 0.80 2.76 2.98 0.80 2.77 2.99 0.80 2.77 3.00 0.81 2.77 3.01 0.81 2.77 3.02 0.81 2.78 3.03 0.81 2.78 3.04 0.81 2.78 3.05 0.81 2.78 3.06 0.82 2.78 3.07 0.82 2.79 3.08 0.82 2.79 3.09 0.82 2.79 3.10 0.82 2.79 3.11 0.82 2.80 3.12 0.82 2.80 3.13 0.83 2.80 3.14 0.83 2.80 3.15 0.83 2.81 3.16 0.83 2.81 3.17 0.83 2.81 3.18 0.83 2.81 3.19 0.84 2.81 3.20 0.84 2.82 3.21 0.84 2.82 3.22 0.84 2.82 3.23 0.84 2.82 3.24 0.84 2.83 3.25 0.84 2.83 3.26 0.85 2.83 3.27 0.85 2.83 3.28 0.85 2.83 3.29 0.85 2.84 3.30 0.85 2.84 3.31 0.85 2.84 3.32 0.86 2.84 3.33 0.86 2.85 3.34 0.86 2.85 3.35 0.86 2.85 3.36 0.86 2.85 3.37 0.86 2.85 3.38 0.86 2.86 3.39 0.87 2.86 02/22/99 FlowMasler v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,, CT 06708 (203) 755-1666 Page 8 of 16 7G Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 3.40 0.87 2.86 3.41 0.87 2.86 3.42 0.87 2.86 3.43 0.87 2.87 3.44 0.87 2.87 3.45 0.87 2.87 3.46 0.88 2.87 3.47 0.88 2.87 3.48 0.88 2.88 3.49 0.88 2.88 3.50 0.88 2.88 3.51 0.88 2.88 3.52 0.88 2.89 3.53 0.89 2.89 _ 3.54 0.89 2.89 3.55 0.89 2.89 3.56 0.89 2.89 3.57 0.89 2.90 3.58 0.89 2.90 3.59 0.90 2.90 3.60 0.90 2.90 3.61 0.90 2.90 3.62 0.90 2.91 3.63 0.90 2.91 3.64 0.90 2.91 3.65 0.90 2.91 3.66 0.91 2.91 N 3.67 3.68 0.91 0.91 2.91 2.92 3.69 0.91 2.92 3.70 0.91 2.92 3.71 0.91 2.92 3.72 0.91 2.92 3.73 0.92 2.93 3.74 0.92 2.93 3.75 0.92 2.93 3.76 0.92 2.93 3.77 0.92 2.93 3.78 0.92 2.94 3.79 0.92 2.94 3.80 0.93 2.94 3.81 0.93 2.94 3.82 0.93 2.94 3.83 0.93 2.95 3.84 0.93 2.95 �02/22/99 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 9 of 16 I 11 I I I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 3.85 0.93 2.95 3.86 0.94 2.95 3.87 0.94 2.95 3.88 0.94 2.95 3.89 0.94 2.96 3.90 0.94 2.96 3.91 0.94 2.96 3.92 0.94 2.96 3.93 0.95 2.96 3.94 0.95 2.97 3.95 0.95 2.97 3.96 0.95 2.97 3.97 0.95 2.97 3.98 0.95 2.97 3.99 0.95 2.97 4.00 0.96 2.98 4.01 0.96 2.98 4.02 0.96 2.98 4.03 0.96 2.98 4.04 0.96 2.98 4.05 0.96 2.99 4.06 0.96 2.99 4.07 0.97 2.99 4.08 0.97 2.99 4.09 0.97 2.99 4.10 0.97 2.99 4.11 0.97 3.00 4.12 0.97 3.00 4.13 0.97 3.00 4.14 0.98 3.00 4.15 0.98 3.00 4.16 0.98 3.00 4.17 0.98 3.01 4.18 0.98 3.01 4.19 0.98 3.01 4.20 0.99 3.01 4.21 0.99 3.01 4.22 0.99 3.01 4.23 0.99 3.02 4.24 0.99 3.02 4.25 0.99 3.02 4.26 0.99 3.02 4.27 1.00 3.02 4.28 1.00 3.02 4.29 1.00 3.03 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 10 of 16 �A I 0 I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 4.30 1.00 3.03 4.31 1.00 3.03 4.32 1.00 3.03 4.33 1.00 3.03 4.34 1.01 3.03 4.35 1.01 3.04 4.36 1.01 3.04 4.37 1.01 3.04 4.38 1.01 3.04 4.39 1.01 3.04 4.40 1.01 3.04 4.41 1.02 3.04 4.42 1.02 3.05 4.43 1.02 3.05 4.44 1.02 3.05 4.45 1.02 3.05 4.46 1.02 3.05 4.47 1.02 3.05 4.48 1.03 3.06 4.49 1.03 3.06 4.50 1.03 3.06 4.51 1.03 3.06 4.52 1.03 3.06 4.53 1.03 3.06 4.54 1.04 3.06 4.55 1.04 3.07 4.56 1.04 3.07 4.57 1.04 3.07 4.58 1.04 3.07 4.59 1.04 3.07 4.60 1.04 3.07 4.61 1.05 3.07 4.62 1.05 3.08 4.63 1.05 3.08 4.64 1.05 3.08 4.65 1.05 3.08 4.66 1.05 3.08 4.67 1.05 3.08 4.68 1.06 3.09 4.69 1.06 3.09 4.70 1.06 3.09 4.71 1.06 3.09 4.72 1.06 3.09 4.73 1.06 3.09 4,74 1.06 3.09 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 11 of 16 Table Rating Table for Circular Channel Rating Table rDischarge . Depth Velocity (cfs) (ft) (ft/s) 1 4.75 1.07 3.10 4.76 1.07 3.10 4.77 1.07 3.10 4.78 1.07 3.10 4.79 1.07 3.10 4.80 1.07 3.10 4.81 1.08 3.10 4.82 1.08 3.10 4.83 1.08 3.11 4.84 1.08 3.11 4.85 1.08 3.11 l- 4.86 1.08 3.11 4.87 1.08 3.11 4.88 1.09 3.11 4.89 1.09 3.11 4.90 1.09 3.12 4.91 1.09 3.12 4.92 1.09 3.12 4.93 1.09 3.12 4.94 1.09 3.12 4.95 1.10 3.12 4.96 4.97 1.10 1.10 3.12 3.12 4.98 1.10 3.13 4.99 5.00 1.10 1.10 3.13 3.13 5.01 1.11 3.13 5.02 1.11 3.13 5.03 1.11 3.13 5.04 1.11 3.13 5.05 1.11 3.14 5.06 1.11 3.14 5.07 1.11 3.14 5.08 1.12 3.14 5.09 1.12 3.14 5.10 1.12 3.14 5.11 1.12 3.14 5.12 1.12 3.14 5.13 1.12 3.15 5.14 1.12 3.15 5.15 1.13 3.15 ,1 5.16 1.13 3.15 5.17 1.13 3.15 5.18 1.13 3.15 5.19 1.13 3.15 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 12 of 16 Q;3 1 Table Rating Table for Circular Channel Rating Table ® Discharge Depth Velocity (cfs) (ft) (ft/s) �. 5.20 1.13 3.15 5.21 1.14 3.15 5.22 1.14 3.16 5.23 1.14 3.16 5.24 1.14 3.16 5.25 1.14 3.16 5.26 1.14 3.16 5.27 1.14 3.16 5.28 1.15 3.16 5.29 1.15 3.16 5.30 1.15 3.17 5.31 1.15 3.17 5.32 1.15 3.17 ' 5.33 1.15 3.17 5.34 1.16 3.17 5.35 1.16 3.17 5.36 1.16 3.17 5.37 1.16 3.17 5.38 1.16 3.17 5.39 1.16 3.18 5.40 1.16 3.18 �. 5.41 5.42 1.17 1.17 3.18 3.18 5.43 1.17 3.18 5.44 1.17 3.18 5.45 1.17 3.18 5.46 1.17 3.18 5.47 1.18 3.18 �• 5.48 1.18 3.19 5.49 1.18 3.19 5.50 1.18 3.19 •� 5.51 1.18 3.19 5.52 1.18 3.19 5.53 1.18 3.19 1 5.54 1.19 3.19 5.55 1.19 3.19 5.56 1.19 3.19 5.57 1.19 3.19 ' 5.58 1.19 3.20 5.59 1.19 3.20 5.60 1.20 3.20 5.61 1.20 3.20 5.62 1.20 3.20 5.63 1.20 3.20 ' 5.64 1.20 3.20 1o2/22199 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 765-1666 E)a FlowMaster v5.15 Page 13 of 16 Table tRating Table for Circular Channel Rating Table ' Discharge Depth Velocity (cfs) (ft) (ft/s) ' 5.65 1.20 3.20 5.66 1.21 3.20 5.67 1.21 3.20 5.68 1.21 3.21 5.69 1.21 3.21 5.70 1.21 3.21 ' 5.71 1.21 3.21 5.72 1.21 3.21 5.73 1.22 3.21 5.74 1.22 3.21 ' 5.75 1.22 3.21 5.76 1.22 3.21 5.77 1.22 3.21 5.78 1.22 3.22 5.79 1.23 3.22 5.80 1.23 3.22 5.81 1.23 3.22 5.82 1.23 3.22 5.83 5.84 1.23 1.23 3.22 3.22 5.85 1.24 3.22 5.86 5.87 1.24 1.24 3.22 3.22 5.88 1.24 3.22 5.89 1.24 3.22 ' 5.90 1.24 3.23 5.91 1.25 3.23 5.92 1.25 3.23 5.93 1.25 3.23 5.94 1.25 3.23 5.95 1.25 3.23 ' 5.96 1.25 3.23 5.97 1.26 3.23 5.98 1.26 3.23 5.99 1.26 3.23 ' 6.00 1.26 3.23 6.01 1.26 3.23 6.02 1.26 3.24 ' 6.03 1.27 3.24 6.04 1.27 3.24 6.05 1.27 3.24 ' 6.06 1.27 3.24 6.07 1.27 3.24 6.08 1.27 3.24 ' 6.09 1.28 3.24 '02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 14 of 16 ? C7 L 1 1 1 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 6.10 1.28 3.24 6.11 1.28 3.24 6.12 1.28 3.24 6.13 1.28 3.24 6.14 1.28 3.24 6.15 1.29 3.24 6.16 1.29 3.25 6.17 1.29 3.25 6.18 1.29 3.25 6.19 1.29 3.25 6.20 1.30 3.25 6.21 1.30 3.25 6.22 1.30 3.25 6.23 1.30 3.25 6.24 1.30 3.25 6.25 1.30 3.25 6.26 1.31 3.25 6.27 1.31 3.25 6.28 1.31 3.25 6.29 1.31 3.25 6.30 1.31 3.25 6.31 1.31 3.26 6.32 1.32 3.26 6.33 1.32 3.26 6.34 1.32 3.26 6.35 1.32 3.26 6.36 1.32 3.26 6.37 1.33 3.26 6.38 1.33 3.26 6.39 1.33 3.26 6.40 1.33 3.26 6.41 1.33 3.26 6.42 1.33 3.26 6.43 1.34 3.26 6.44 1.34 3.26 6.45 1.34 3.26 '6.46 1.34 3.26 6.47 1.34 3.26 6.48 1.35 3.26 6.49 1.35 3.26 6.50 1.35 3.26 6.51 1.35 3.27 6.52 1.35 3.27 6.53 1.36 3.27 6.54 1.36 3.27 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 15 of 16 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ' 6.55 1.36 3.27 6.56 1.36 3.27 6.57 1.36 3.27 ' 6.58 1.37 3.27 6.59 1.37 3.27 6.60 1.37 3.27 ' 6.61 1.37 3.27 6.62 1.37 3.27 6.63 1.38 3.27 6.64 1.38 3.27 ' 6.65 1.38 3.27 6.66 1.38 3.27 6.67 1.38 3.27 ' 6.68 1.39 3.27 6.69 1.39 3.27 6.70 1.39 3.27 ' 6.71 1.39 3.27 6.72 1.39 3.27 6.73 6.74 1.40 1.40 3.27 3.27 6.75 1.40 3.27 6.76 6.77 1.40 1.40 3.27 3.27 6.78 1.41 3.27 6.79 1.41 3.27 ' 6.80 1.41 3.27 6.81 1.41 3.27 6.82 1.41 3.27 6.83 1.42 3.27 6.84 1.42 3.27 6.85 1.42 3.27 ' 6.86 1.42 3.27 6.87 1.43 3.27 6.88 1.43 3.27 ' 6.89 1.43 3.27 6.90 1.43 3.27 6.91 1.44 3.27 1 '02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 16 of 16 '�;l m Z Q 0 LPL W a. Z LU W IL C Q W U. 0 � Q 7E Z M Q W E m U. doa V `v a � ado U Vi ci a 0 0 0 0 0 0 CO CO N (O Ch i T C) T O O ~ ~ O 11, CO V N LO 7 h tt tf') T Nm 2O IL z = Q U T N N mw J U) z0_ 0 0 o LO 0 0 0 0 Ixw LO CO In N N wa a� �U O Q T Q N M coLO W W N d Q U Q Q QLU 'O co co IT Ln Cn CV) N Q 0 2 N 2 W lq H T �z No g ,n w w (n zm 02 r, W LL. LL 0 O O 02 z QT N M T T CO O O N C f0 �j w C ) ^ U ca r O` p)� O LL o • O v O y T d o U y O N w O 0 y .0 Z w w v 0. N O — T p c y y j 7 o E E o (D y y 3 N U U E y d O C L O o N C Co 2 @ lL 0) ,� y CO O) O y M N C 0 N J O) y U (D L m Q) £ rn O C Q T Q Q CO L , O) O) CM L > C C T T J J r C (CD �0 Z.Nm y m com5m ' L:VOBS\84-002a\data\Drainage\newpond\Wfsite2.doe 10:15 AM, 12/09/99 [1 1 y •,• iy ••,• y • •cy ••� r• y. r• ,. as iy •.•:y r IRVE OPED BY MEITALF + =, INC. UUAM SPIV CF FL0P= YMFR RFSJL= IIQIID=, Dr. (SEP MERt 1970) UpDcm BY UNIVERSITY OF FL.CRI At (JU E 1973) HYERCLOGIC II SINEER= CFNNR, CORPS OF IISU = IPIISSURI RIVER DIVISION, CORPS OF EDG1NrERS (S'FPIII4EER 1974) BOYLE EN3111EE Il= CARTON (MMKH 1985, JULY 1985) TAPE CR DISK ASSIG11-= JIN(1) J7N(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JO[IP(1) JOUr(2) JOUP(3) JCTIr(4) =(5) JOUP(6) Jt7UP(7) =(8) JCUP(9) J"(10) 1 2 0 0 0 0 0 0 0 0 NSMAT(1) AL9(RAT(2) NS=(3) N9MU(4) N19=(5) 3 4 0 0 0 +•* FNIRY MAID RO IU\UF MOM :+. Foothills Basin - Warren Fanm - Infrastructure (site only) wfsite2.dat from Fbot4.dat (fzan City of Fort Collins), mxhfied by JJF, SDEC 9 NCMBER OF TIME STEPS 360 INIEJ =CN TIME INPFRVAL (MINUIFS) 1.00 1.0 PERC= CF IK3=CLIS AREA HAS 2FR0 IETFNPION IEPIH FUR 24 FA� STEPS, RITE TIME INIERI/AL IS 5.00 MUUMS FOR PAD\U�E M= 1 RAD EWL HISICRY IN =-MS PER TOUR .60 .96 1.44 1.68 3.00 5.04 9.00 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .12 .12 Foothills Basin - Wane i Fanm - Infrastructure (site only) wfsite2.dat faun Fbot4.dat (f= City of Fort Collins), modified by JJF, 9 SJBARFA NJEER (TO= WIDIH ON MUDLE (FT) AREA (AC) PER= DIPEW. -2 0 .0 .0 .0 70 400 4840.0 20.0 18.0 71 401 11566.0 47.8 i9.0 ' 72 161 4660.0 5.3 44.0 73 158 7867.0 9.0 44.0 74 155 8442.0 9.7 26.0 3 410 1340.0 12.3 40.0 75 413 2564.0 8.9 40.0 79 156 4356.0 5.0 44.0 4 414 1215.0 37.4 .12.0 3.72 2.16 1.56 .24 .24 .24 SCOPE RESISrP= FACTOR SIRFPCE SIUZAGE(IM (FP/FT) 4TERV. PERV. IIPFRV. PFRV. .0300 .016 .250 .100 .300 .03-10 .016 .250 .100 .300 .0120 .016 .250 .100 .300 .0080 .016 .250 .100 .300 .0100 .016 .250 .100 .300 .0080 .016 .250 .100 .300 .0130 .016 .250 .100 .300 .0120 .016 .250 .100 .300 .0100 .016 .250 .100 .300 .0090 .016 .250 .100 .300 ==CN RATE QN/HR) CAGE MA)MIIM =MM = RARE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 89 ' L:UOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM. 12/09/99 78 104 1710.0 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 76 105 1618.0 2.6 78.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 77 6 6349.0 5.8 50.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 5 103 2100.0 24.7 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 6 8 1800.0 40.5 39.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 7 8 202 11 300.0 2800.0 9.7 25.0 40.0 '40.0 .0110 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .001811 1 .00180 1 9 13 700.0 4.8 23.0 .0100 .016.250 .100 .300 .51 .50 .00180 1 10 14 3000.0 68.4 38.0 .010 .016 .250 .100 .300 .51 .50 .00180 1 11 204 14478.0 0 5 S"t.0 .0160_ - _..016 .250 .100 .300 .51 .50 .00180 1 260 261 465.0 1.8 67.0 .0060 .016 .250.100 .300 .51 .50 .00180 1 301 501 525.0 5.6 5.0 .0120 .016 .250 .100 .300 .51 .50 .00180 12 18 4000.0 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 13 416 545.0 2.5' 20.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 14 21 741.0 3A 25.0 .0060 .016 .251 .100 .300 .51 .50 .00180 1 ' 15 120 1000.0 2.2 .0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 16 98 850.0 7.2 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 17 24 800.0 3.1 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 18 25 1200.0 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 19 205 980.0 13.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 20 27 1200.0 23.0 90.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 120 206 2000.0 19.0 40.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 21 28 300.0 4.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 121 22 204 29 500.0 1400.0 10.1 25.7 90.0 76.0 .0100 .0090 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 1 .00180 1 23 31 4600.0 40.1 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 24 33 3600.0 47.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 25 34 4500.0 93.0 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 26 35 1700.0 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 28 37 700.0 4.8 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 29 43 4200.0 64.5 40.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 ' 30 31 40 38 2800.0 4600.0 64.6 57.7 21.0 40.0 ' .0100 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 1 .00180 1 32 42 1400.0 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 33 48 500.0 3.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 34 45 800.0 16.9 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 35 47 1200.0 18.0 10.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 ' 36 45 2000.0 18.0 90.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 37 50 7800.0 269.0 76.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 38 51 4400.0 34.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 39 40 53 55 1000.0 7300.0 32.1 202.3 3.0 40.0 .0100 .0070 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 1 .00180 1 41 172 700.0 5.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 42 172 1000.0 14.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 142 173 1200.0 35.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 43 74 600.0 26.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 4600.0 50.2 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180, 1 45 62 6600.0 151.8 53.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 60 2400.0 30.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 47 63 2000.0 91.4 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 ' 48 65 2000.0 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 49 67 3200.0 42.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 500.0 7.3 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 1 150 157 2400.0 30.1 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 51 70 2600.0 69.7 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 ' 52 79 600.0 16.9 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 53 75 600.0 12.3 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 54 81 1800.0 52.7 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 55 208 1300.0 56.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 ' 56 209 1300.0 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 57 85 6500.0 166.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 212 2650.0 80.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 59 211 300.6 12.7 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 60 78 850.0 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 500.0 15.1 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 62 213 2300.0 108.9 41.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 63 193 1310.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 64 214 ll00.0 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 65 88 2700.0 38.8 16.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 66 94 5800.0 84.6 19.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 67 86 1500.0 28.3 40.0 .0360 .016 .250 .100 .300 .51 .50 .00180 1 68 87 1800.0 60.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 69 95 1300.0 46.0 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 ' 'iUTAL I1MEER OF S713ATCHESRS, 83 'ICII'AI. 'IRnU RY AREA (ACRES), 3278.20 ' 90 L:U OB S\844-002a\data\Drainage\newpond\W fsite2. doe 10:15 AM. 12/09/99 Foothills Basin - Via= Farns - Infrastructure (site only) wfsite2.dat frm Foot4.dat (fran City of Fort Collins), modified by JJF, 9 ••• CCNPIIQTPPY Q-ffiC FM 3JECA'!C]-P0II' RCU= IN UI14^2?l-FC M3IEL +�+ WA'IFR.4FD AREA (ACRES) 3278.200 TUM RADF'ALL (ETCHES) 2.890 'I= EFTLTRATION (E4aIE5) .482 TMAL KUM;L%M O nF" (D\UM) 2.097 TOTAL SLDTACB SmPxs. AT 00 OF SIRM (Dr}F5) .311 EPIRCR IN CCNPIIWPIY, PEfRCUTTPGE OF RAUTALL .001 ' Foothills Basin - Warren Farns - Infrastrumire (site only) wfsite2.dat fran Foot4.dat (fmn City of Fort Collins), modified by JJF, 8MC99 ' WIDTH Ill= SIIE SLOPES OVERBAWI-SURCSiUKM CUTIIIZ CUTTER NDP NP OR DIM LE= SLOPE I%RIZ TO VERr bII4SILP),., TEAM JK ' NI I2 CCIS =CN (FT) (FF) 400 156 0 1 CHAIIEL 40.0 1100. (FF/FF) .0080 L 50.0 R 50.0 N .035 (FT) 10.00 0 156 411 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFUV 36.0 780. .0100 50.0 50.0 .016 10.00 411 102 0 5 PIPE 2.5 140. .0050 .0 .0 .013 2.50 0 OVERFLOW 10.0 140. .0050 4.0 4.0 .045 10.00 155 151 0 1 CHANEL 36.0 370. .0080 50.0 50.0 .016 10.00 0 151 102 0 5 PIPE 1.3 135. .0070 .0 .0 .013 1.25 0 OVERFLOW 10.0 135. .0070 4.0 4.0 .045 10.00 163 159 0 1 CHANEL 16.0 520. .0050 4.0 4.0 .035 10.00 0 161 159 0 1 CRAMEL., 36.0 580. .0080 50.0 50.0 .016 10.00 0 159 102 0 2 PIPE 5.5 70. .0050 .0 .0 .013 12.00 0 158 412 0 1 CHANEL 36.0 650. .0100 50.0 50.0 .016 10.00 0 412 102 0 5 PIPE 2.0 100. .0050 .0 .0 .013 2.00 0 OJERFLCW 10.0 100. .0050 50.0 50.0 .045 10.00 401 163 0 1 CFVQSEL, 8.0 720. .0090 4.0 4.0 .035 10.00 0 410 102 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RE:SERMIR SIUZAM IN ACRE-FEET VS SPI 1W OUIFLCW ' .0 .0 1.6 2.8 1.6 30.0 102 154 12 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESE9MIR SICRA E IN ACRE-FEET VS SP7txwav OUIFLOW .0 .0 .2 .0 1.0 1.3 2.5 1.6 4.7 1.8 7.6 2.1 11.2 2.3 15.4 2.5 16.3 2.5 19.8 11.2 20.8 21.1 20.8 100.0 154 153 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 413 153 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RE,DIR SICRAGE IN ACRE-FEET VS SP> kAY SOW .0 .0 " 1.4 1.5 1.4 20.0 153 152 0 5 PIPE 1.3 418. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 104 150 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 FESERWIR SICR GE IN ACRE-FEET VS SPILLWAY OUIEILW .0 .0 .8 1.2 .8 20.0 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 105 6 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESE 0IR SICV2AGE IN ACRE-FEET W SPIUkM OUrFL lW .0 .0 .5 1.3 .5 20.0 414 152 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RFSEIRMIR SIC RAGE IN AC7E-FEET VS SPILLNWY C =LOW .0 .0 2.2 10.3 2.2 30.0 152 6 0 2 PIPE 3.0 400. .0040 .0 .0 .013 8.00 0 103 201 0 1 CHWEL, 2.0 2400. .0090 30.0 30.0 .016 100.00 0 201 6 0 5 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 1 91 H I C� L r r L: V OBS\844-002a\data\Draina-,e\newpond\Wfsite2.doc aV RFLLW .0 100. 6 7 0 5 PIPE 2.5 600. CIVEU CW 2.0 600. 7 10 0 1 CHANEL 4.0 1400. 8 109 0 1 CHANNEL, 4.0 1000. 9 10 9 2 PIPE .1 1000. RESERVOIR SIORFGE IN ACRE -FEEL' VS -c=-kW CUIFLCW .0 .0 .1 1.0 .3 1.5 1.8 2.5 2.0 81.2 2.0 150.0 109 10 8 2 PIPE .1 1000. RESUMIR SIC RAGE IN ACRE-FEET VS SPILISW CUIFZLW .0 .0 .0 .9 .5 5.7 2.6 60.0 2.6 100.0 202 9 0 2 PIPE 2.5 100. 10 115 0 1 CHAIS]EC, 6.0 1500. 11 15 0 1 CF-ANEL, 2.0 1300. 116 12 0 1 CHANCEL, 4.5 1200. 13 203 0 1 CHANEII 2.0 500. 14 115 0 1 CHANEL, 2.0 1400. 115 15 0 3 .0 0. 15 116 9 2 PIPE .1 1000. RESQ2WIR SIC RAGE IN AGE -FEET VS SPILL 00W CUIFL(V .0 .0 .0 11.2 .4 39.6 10.6 106.3 13.9 113.3 13.9 200.0 18 12 0 1 CHAIS>tl 2.0 1500. 12 19 0 3 5.0 50. 19 29 12 2 PIPE .1 1000. RFSF7i4OIR SIWCE IN ACRE-FEET VS SPIUiW CU=CW .0 .0 .3 2.7 1.4 9.2 16.5 64.9 20.8 96.2 25.1 107.0 .0100 50.0 50.0 .016 .0030 .0 .0 .013 .0030 30.0 30.0 .016 .0080 3.0 3.0 .040 .0070 30.0 30.0 .016 .0100 .0 .0 .100 .6 1.8 1.0 2.1 .0100 .0 .0 .100 1.4 15.3 2.3 23.0 .0100 .0 .0 .013 .0080 3.0 3.0 .040 .0100 30.0 30.0 .016 .0060 .0 .0 .013 .0070 30.0 30.0 .016 .0070 30.0 30.0 .016 .0010 .0 .0 .001 .0250 .0 .0 .013 1.9 62.5 4.5 83.9 .0120 30.0 30.0 .016 .0100 .0 .0 .013 .0100 .0 .0 .100 3.1 13.5 5.7 17.9 30.4 112.0 35.9 117.0 10: 15 AM, 12/09/99 5.00 2.50 0 100.00 100.00 0 100.00 0 .10 0 1.4 2.3 .10 0 2.5 36.0 2.50 100.00 100.00 4.50 100.00 100.00 10.00 .10 7.4 102.4 100.00 5.00 1.50 10.1 50.0 38.1 253.0 0 0 0 0 0 0 0 0 0 0 0 501 416 8 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 0 RFSE MOM SIC P.NM IN PLRE-FEET VS ccr kRY WIFLJZW .0 .0 .1 1.6 1.1 2.6 3.1 3.4 5.6 4.1 8.5 4.7 11.8 5.2 15.4 5.7 98 34 0 1 CHANEL 1.0 600. .0150 30.0 30.0 .023 1.00 0 24 25 0 1 CHANEL 10.0 800. .0004 3.0 3.0 .030 100.00 0 25 26 0 1 OWNa, 10.0 1200. .0004 3.0 3.0 .030 100.00 0 26 27 0 1 CHAN E[. 10.0 400. .0004 3.0 3.0 .030 100.00 0 27 50 0 1 CHANEL, 10.0 3200. .0004 3.0 3.0 .030 100.00 0 205 26 0 2 PIPE 1.0 100. .0020 .0 .0 .013 1.00 0 206 50 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 204 34 0 5 PIPE 1.5 1200. .0040 .0 .0 .013 1.50 0 CIVEFT OR 1.0 1200. .0040 30.0 30.0 .016 100.00 28 30 0 1 CHANEL 2.0 800. .0020 30.0 30.0 .016 100.00 0 29 34 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 0 CRIFRFIOW 10.0 800. .0050 25.0 25.0 .016 100.00 30 32 0 2 PIPE 2.0 2200. .0120 .0 .0 .016 2.00 0 31 32 0 1 CIA141E[, 2.0 2400. .0090 30.0 30.0 .016 100.00 0 32 40 0 2 PIPE 4.5 1650. .0060 .0 .0 .013 4.50 0 33 40 0 1 CHANEL 2.0 2600. .0100 30.0 30.0 .016 100.00 0 34 35 0 5 PIPE 4.5 2300. .0100 .0 .0 .013 4.50 0 CIVERFLOW 5.0 2300. .0100 30.0 30.0 .016 100.00 35 40 0 4 CHANCEL 10.0 900. .0030 4.0 4.0 .040 6.00 0 OV RFLCW 58.0 900. .0030 30.0 30.0 .060 100.00 36 51 0 1 CHANdE[., 1.0 1100. .0060 30.0 4.0 .016 100.00 0 37 49 0 1 CHANEL 3.0 800. .0130 3.0 3.0 .040 100.00 0 38 39 0 1 CHANCE[, 2.0 2400. .0050 30.0 30.0 .016 100.00 0 39 42 7 2 PIPE .1 1000. .0050 .0 .0 .100 .10 0 RESERWIR SIB IN ACRE-FEET VS S Z WAY Q M09 .0 .0 .2 4.5 1.2 12.0 2.6 14.5 4.1 16.9 5.4 18.0 5.8 42.0 40 41 0 4 CHANEL 15.0 1000. .0020 4.0 4.0 .040 4.00 0 CIV RFW9 47.0 1000. .0020 100.0 100.0 .060 100.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR SICRAGE IN XRE-FEET VS SPIL WAY OUIFLCJW .0 .0 .0 101.5 .1 290.8 .3 498.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 55 12 2 PIPE .1 150. .0100 .0 .0 .013 .10 0 RESIInA R SIC RAGE IN PLRE-FEET VS SP)LEW WIFUN .0 .0 . .0 1.7 .1 12.5 .4 31.0 1.4 54.0 4.1 93.0 I 92 L:\JOBS\844-002a\data\Drainage\ncwpond\Wfsite2.doc 10:15 AM, 12/09/99 8.7 137.0 14.6 184.0 21.6 218.0 25.4 230.0 29.2 243.0 37.2 262.0 43 44 0 1 Q-1*NEL 2.0 2150. .0060 30.0 30.0 .016 100.00 44 58 6 2 PIPE .1 1700. .0020 .0 .0 .100 .10 RESRVOIR SICRPIE IN ACRE-FEET VS SPILLWAY CUIFLI.W .0 .0 .2 10.5 .9 21.3 1.9 24.4 2.2 102.0 4.5 308.0 45 49 0 5 PIPE 3.0 100, OVERFLOW 5.0 900. .0150 .0150 .11 100.0 .0 100.0 .013 .016 3,00 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 OVFRFLLW 2.0 500. .0200 30.0 30.0 .016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48 47 0 1 QPISSL 1.0 500. .0020 30.0 1.0 .016 100.00 49 50 0 1 CR*Ng, 10.0 500. .0160 5.0 5.0 .040 100.00 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 RESERVOIR SITRXE IN ACRE-FEET VS SPILLWAY OUIFLOW .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 51 52 0 5 PIPE 1.5 2400. .0100 .0 .0 .013 1.50 OVERbL.LW 2.0 2400. .0100 30.0 30.0 .016 100.00 52 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 OVERFLOW 3.0 1300. .0050 4.0 4.0 .040 100.00 53 54 0 5 PIPE 2.0 900. .0040 .0 .0 .013 2.00 OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 54 55 0 5 PIPE 2.0 1500. .0060 .0 .0 .013 2.00 ' 55 56 OVERFLOW 3.0 1500. 0 1 CHANNEL 10.0 3200. .0060 .0030 13.0 3.0 13.0 3.0 .040 .040 100.00 100.00 56 57 8 2 PIPE .1 100. .0050 .0 .0 .013 2.00 RESERVOIR SICRPGE IN ACRE-FEET VS SPILLWAY CUIFLOW .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 57 157 13 2 PIPE .1 130. .0059 .0 .0 .013 .10 RESERVOIR SICRAM IN AM FEET VS SPILaW OTIFILW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 ' 1.6 235.0 1.8 264.0 2.1 322.0 3.4 823.0 2.4 404.0 2.8 514.0 3.1 653.0 157 78 22 2 PIPE .1 157. .0046 .0 .0 .023 .10 RI5F MIR SILRIL£ IN ACRE-FEET VS SPILLWAY CUIFLOR .0 .0 .0 9.0 .0 48.0 .0 92.0 .1 136.0 .4 254.0 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 493.0 8.2 531.0 ' 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 58 59 0 1 CHUSE L 2.0 2400. .0060 30.0 30.0 .016 100.00 59 62 4 2 PIPE 1.8 100, RESERVOIR SLCRAGE IN AaE FEET VS SPILLkOY OUTFLOW .0020 .0 .0 .013 1,W .0 .0 .1 .0 1.5 .0 3.0 .0 60 61 0 1 CtQ*S7EL. 5.0 3000. .0020 3.0 3.0 .040 100.00 61 62 0 1 CH*lm 3.0 1100. .0040 4.0 4.0 .040 100.00 62 162 4 2 PIPE .1 800. .0100 .0 .0 .010 .10 RI=VDIR SILRAM IN PORE -FEET VS SPILLWAY OUTFLOW .0 .0 9.8 .0 16.5 187.5 36.5 1560.0 162 66 4 3 .0 1. .0010 .0 .0 .001 10.00 DIVERSION To GUTTER MZ EFR 78 - 'ID17tL 4 VS DIVERIM 4 IN CFS ' .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 63 64 0 1 CHUI EL. 2.0 1300. .0050 30.0 30.0 .016 100.00 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 65 66 0 1 CIAME1, 2.0 1300. .0030 30.0 30.0 .016 100.00 ' 66 69 7 2 PIPE .1 1000. .0012 .0 .0 .100 .10 RE=VDIR SR RAM IN ACRE-FEET VS SPIUkAY CUMJCW .0 .0 .0 3.8 .4 24.2 7.0 37.8 24.5 45.8 40.9 47.4 ' 67 66 47.7 48.0 0 1 C!-V¢41EL 2.0 1200. .0060 30.0 30.0 .016 100.00 69 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 71 0 1 CHVIIEL, 2.0 1600. .0040 30.0 30.0 .016 100.00 71 82 5 2 PIPE .1 1000. .0040 .0 .0 .100 .10 RESERVOIR SIORAM IN ARE -FEET VS SPILLMY OUI J3W .0 5.8 .2 9.9 2.8 13.2 8.5 16.4 11.2 17.2 172 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 RESERVOIR SIONME IN PORE -FAT VS SPILLWAY CUMJOW .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 6.5 34.0 173 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 2.5 100. .0100 .0 .0 .023 2.50 75 76 8 1 CE*rm .1 1000. .0010 1.0 1.0 .100 .01 R=VDIR SIURIY( E IN ACRE-FEET VS SP LLIIAY OIIFLQ9 .0 .0. .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 0 0 0 1 93 L:UOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 1.3 18.4 1.8 60.0 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 ' FESEROIR SLR IN A(RE-EPEE VS SPILIAY QIPFIOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 ' 77 78 0 5 OVERF'LCW PIPE 1.0 2.0 700. 1100. .0030 .0020 30.0 .0 30.0 .0 .016 .013 100.00 2.00 0 OVERFLOW 2.0 1100. .0020 - 30.0 30.0 .016 100.00 78 88 0 1 (HARdEI, 5.0 1400. .0084 4.0 4.0 .036 100.00 0 211 88 0 2 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 212 94 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 210 78 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 81 207 0 1 CHU41E, 2.5 1850. .0050 30.0 30.0 .016 100.00 0 207 82 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 ' RFSERWIR SIMAM IN .0 .0 ACRE -FEED VS SPILLKW M=CW 5.0 20.0 7.0 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVEPTLLW 4.0 1350. .0040 30.0 30.0 .013 100.00 208 83 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RFEDO SIB IN ACRE -PEEP VS SPILUTAY CUPFIJOW .0 .0 3.7 20.0 5.0 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 201 1114 3 2 RESERVOIR SICRAM IN PIPE .1 1000. ACRE-FEET VS SFILLIIPY CUrROW .0100 .0 .0 .100 .10 0 .0 .0 2.9 9.0 4.0 9.0 184 94 0 5 PIPE 4.5 1850. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 1850. .0056 30.0 30.0 .016 100.00 85 215 0 1 CHAISE L 2.0 6500. .0030 30.0 30.0 .016 100.00 0 215 87 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 86 216 0 1 CHANS E[. 2.0 1600. .0040 30.0 30.0 .040 100.00 0 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 87 88 95 94 0 0 1 4 CHAIEL CH*tul 25.0 3.0 2600. 1350. .0004 .0120 3.0 4.0 3.0 4.0 .030 .040 100.00 4.00 0 0 OVERFLOW 35.0 1350. .0120 30.0 30.0 .060 100.00 213 90 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 214 91 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 90 91 0 5 PIPE 3.0 2700. .0070 .0 ..0 .013 3.00 0 ' OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 193 94 96 95 0 0 2 1 PIPE CHU41E[, 2.5 1.0 100. 3000. .0055 .0100 .0 20.0 .0 20.0 .013 .040 2.50 100.00 0 0 95 96 0 1 CHWEL 25.0 1300. .0004 3.0 3.0 .030 100.00 0 96 500 0 1 CHANNEL, 25.0 100. .0004 3.0 3.0 .030 100.00 0 T= UEBER OF GM R.S/PIPES, 130 Foothills Basin - Nla= Fars - InfrastrLrture (site ally) wfsite2.dat from Foot4.dat (fran City of Fort Collins), modified by XF, BI 99 ARRAISISIINP OF S7B:'A1l'I24NM AM GUrIFR.S/PIPES ' GUITER TRI$IPARY GJITFR/PIPE TRD17ARY 91B,AMA D.A. (AC) 6 105 152 201 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 194.0 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.0 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 40.5 ' 9 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 244.2 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 25.0 12 116 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 402.5 13 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 4.8 ' 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 68.4 15 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 19 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 402.5 21 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 3.4 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 3.1 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 27.2 26 25 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.6 27 26 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 63.6 28 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 4.8 29 19 120 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 499.0 94 ' L:VOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 31 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 40.1 32 30 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.9 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 47.9 34 98 204 29 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 609.3 35 34 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 644.E 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 4.8 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 57.7 39 38 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57.7 40 32 33 35 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 802.0 ' 41 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 802.0 42 39 41 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 886.6 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 ' 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 34.9 46 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.7 47 48 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 21.7 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 3.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.4 50 27 206 49 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 413.0 51 36 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 45.8 52 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.8 53 54 50 53 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.9 490.9 55 42 54 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1579.8 56 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 1661.6 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1668.9 58 44 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 114.7 59 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 114.7 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 30.2 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 62 63 59 0 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 296.7 91.4 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 74.1 66 162 64 65 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.2 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 69.7 71 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 74 75 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.5 12.3 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 77 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 78 157 77 210 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1772.0 . 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 16.9 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 52.7 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 626.8 83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 683.3 ' 85 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 166.2 28.3 87 215 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 226.2 88 78 211 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1823.5 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.9 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 177.8 94 212 164 216 88 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 2736.7 95 87 94 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 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IL:VOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 I I I I r i 159 163 161 0 0 0 0 0 0 0 0 0 0 0 161 0 0 0 0 0 0 0 0 0 0 72 0 0 162 62 0 0 0 0 0 0 0 0 0 0 0 0 163 401 0 0 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 0 41 42 0 173 172 74 0 0 0 0 0 0 0 0 142 0 0 184 83 209 0 0 0 0 0 0 0 0 0 0 0 193 0 0 0 0 0 0 0 0 0 0 63 0 0 201 103 0 0 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 0 7 0 0 203 13 0 0 0 0 0 0 0 0 0 11 0 0 204 0 0 0 0 0 0 0 0 0 0 121 0 0 205 0 0 0 0 0 0 0 0 0 0 19 0 0 206 0 0 0 0 0 0 0 0 0 0 120 0 0 207 81 0 0 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 55 0 0 209 0 0 0 0 0 0 0 0 0 0 56 0 0 210 0 0 0 0 0 0 0 0 0 0 61 0 0 211 0 0 0 0 0 0 0 0 0 0 59 0 0 212 0 0 0 0 0 0 0 0 0 0 58 0 0 213 0 0 0 0 0 0 0 0 0 0 62 .0 0 214 0 0 0 0 0 0 0 0 0 0 64 0 0 215 85 0 0 0 0 0 0 0 0 0 0 0 0 216 86 0 0 0 0 0 0 0 0 0 0 0 0 261 0 0 0 0 0 0 0 0 0 0 260 0 0 400 0 0 0 0 0 0 0 0 0 0 70 0 0 401 0 0 0 0 0 0 0 0 0 0 71 0 0 410 0 0 0 0 0 0 0 0 0 0 3 0 0 411 156 0 0 0 0 0 0 0 0 0 0 0 0 412 158 0 0 0 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 0 75 0 0 414 0 0 0 0 0 0 0 0 0 0 4 0 0 416 21 501 0 0 0 0 0 0 0 0 13 0 0 501 203 261 0 0 0 0 0 0 0 0 301 0 0 OR= OF TREE SIRU U;E (IQ,TJf VAIIIE) EB3TASES 'fHROLIM DIVMMCN FROM CIII'IfER 94 TO QJPIIIt U,IIESS C41PIII2 CARDS ARE I•IDIFIFD TO REVERSE DIVERSIIN. MIDaVERMrE IN RJPIER U-FJM TIME SIER 100 AT OJ7JE.Y = ELR NP 210 _ M4Dah1IIFJ3SISE IN CiIPIISt LLPJM TIME SIEP 170 AT CSI.E7E'YAD]CE ELZaNP 216 *xIQIDb1E[3;EST.£ IN CTJPIFR LxIItII\'G TIME STEP 303 AT CIVEM,10E ELEMSNP 213 Foothills Basin - Warren Fams - Infrastructure (site only) wfsite2.dat from Foot4.dat (from City of Fort Collins), =dified 1N JJF, 8EEr.99 0 0 0 0 0 0 0 53.1 0 0 0 0 0 0 0 5.3 0 0 0 0 0 0 0 296.7 0 0 0 0 0 0 0 47.8 0 0 0 0 0 0 0 19.8 0 0 0 0 0 0 0 81.8 0 0 0 0 0 0 0 719.4 0 0 0 0 0 0 0 91.5 0 0 0 0 0 0 0 24.7 0 0 0 0 0 0 0 9.7 0 0 0 0 0 0 0 55.3 0 0 0 0 0 0 0 10.1 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 52.7 0 0 0 0 0 0 0 56.5 0 0 0 0 0 0 0 36.1 0 0 0 0 0 0 0 15.1 0 0 0 0 0 0 0 12.7 0 0 0 0 0 0 0 80.9 0 0 0 0 0 0 0 108.9 0 0 0 0 0 0 0 68.9 0 0 0 0 0 0 0 166.2 0 0 0 0 0 0 0 28.3 0 0 0 0 0 0 0 1.8 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 47.8 0 0 0 0 0 0 0 12.3 0 0 0 0 0 0 0 25.0 0 0 0 0 0 0 0 9.0 0 0 0* 0 0 0 0 8.9 0 0 0 0 0 0 0 37.4 0 0 0 0 0 0 0 68.6 0 0 0 0 0 0 0 62.7 78 CLMP T F30" DIVERSICN WILL LAG CNE TIME SPEP 'IEE UPPER FIl= IS DISC IN CFS THE LOAM Idl= IS QNE OF = FOLLOAMr (AGES_ ( ) DEdUIES IEPBi ABJJE IMIEW IN FEET (S) I E4= SILRFL£ IN AC -FT F77R EE7ENFICN DAM. DISCA4rE I14MIES SPILLk v CUMLCW. (I) EUCTES CLTPf'FR IIff1 IN CFS FRCM SPFI== Dkl HYMC 91APH (D) rEWIES DIS?-I= IN CFS DIVEFMM FRE =S GirIFR (0) rRDI£S SIU2A E IN AC -FT FCR SOOWM) QJ= TIME(I-R/MIM 13 16 21 29 120 203 261 416 501 0 1. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00( ) .00() .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 2. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .00( ) .00( ) 0 4. .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .00( ) .03( ) .01( ) .00( ) .00( ) 0 5. .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .00( ) .04( ) .01( ) .00( ) .00( ) 0 6. .00 .00 .00 .00 .00 .02 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .00( ) .05( ) .01( ) .00( ) .00( ) 0 7. .00 .00 .00 .00 .00 .03 .00 .00 .00 .00( ) .00( ) .00( ) .02( ) .00( ) .06( ) .01( ) .00( ) .00( ) 0 8. .00 .00 .00 .00 .00 .04 .00 .00 .00 .00( ) .00( ) .00( ) .02( ) .00( ) .08( ) .01( ) .00( ) .00( ) I 96 IL:UOBS\844-002a\data\Drains-e\newpond\Wfsite2.doc 10: 15 AM, 12/09/99 0 9. .00 .00 .00 .01 .00 .12 .00 .00 .00 .00( ) .00( ) .00( ) .03( ) .00( ) .12( ) .02( 1 .00( ) .00(S) 0 10. .01 .00 .00 .04 .00 .90 .01 .00 .01 .01( ) .00( ) .01( ) .06( ) .00( ) .31( ) .04( ) .00( ) .00(S) 0 11. .04 .00 .02 .16 .01 3.64 .04 .01 .05 .03( ) .00( ) .02( ) .12( ) .00( ) .61( ) .08( ) .01( ) .00(S) 0 12. .12 .00 .05 .51 .02 9.21 .11 .02 .15 ' .05( ) .00( ) .04( ) .21( ) .00( ) .98( ) .14( ) .03( ) .01(S) 0 13. .24 .00 .10 1.19 .05 16.20 .24 .05 .35 .06( ) .00( ) .06( ) .31( ) .00( ) 1.32( ) .19( ) .05( ) .03(S) 0 14. .39 .00 .17 2.22 .11 22.85 .42 .11 .66 ' .08( ) .00( ) .08( ) .42( ) .00( ) 1.59( 1 .25( ) .07( ) .06(S) 0 15. .56 .00 .25 3.59 .21 28.20 .62 .21 1.05 .10( ) .00( ) .10( ) .53( ) .00( ) 1.81( ) .30( ) .09( ) .09(S) 0 16, .73 .00 .34 5,21 .36 32,75 .83 .36 - 1.51 .11( ) .00( ) .11( ) .65( ) .00( ) 1.98( 1 .35( ) .11( ) .14(S) 0 17. .91 .00 .44 7.32 .55 36.83 1.05 .55 1.61 .12( ) .00( ) .12( ) .76( ) .00( ) 2.14( ) .39( ) .14( ) .18(S) 0 18. 1.08 .00 .54 9.56 .76 40.01 1.25 .76 1.68 .13( 1 .00( ) .13( ) .67( ) .00( ) 2.27( ) .43( ) .16( ) .24(S) 0 19. 1.22 .00 .64 11.90 .99 42.30 1.43 .99 1.74 .14( 1 .00( ) .15( ) .97( ) .00( ) 2.36( ) .46( ) .18( ) .29(S) 0 20. 1.35 .00 .73 14.27 1.22 43.88 1.57 1.22 1.81 .14( ) .00( ) .15( ) 1.06( ) .00( ) 2.43( ) .48( ) .19( ) .35(S) 0 21. 1.53 .00 .84 17.25 1.47 48.49 1.78 1.47 1.89 1 .15( ) .00( ) .16( ) 1.17( ) .00( ) 2.65( ) .51( ) .21( ) .42(S) 0 22. 1.79 .00 1.00 21.25 1.76 54.84 2.09 1.76 1.98 .16( ) .00( ) .18( ) 1.31( ) .00( ) 3.20( ) .56( ) .22() .49(S) 0 23. 2.07 .00 1.18 25.80 2.15 56.44 2.43 2.07 2.07 .17( ) .00( ) .19( ) 1.46( ) .00( ) 3.58( ) .60( ) .24( ) .57(S) 0 24. 2.35 .00 1.36 30.63 2.73 59.81 2.74 2.40 2.17 .18( ) .00( ) .20( ) 1.60( ) .00( ) 3.70( ) .64( ) .26( ) .65(S) 0 25. 2,61 .00 1,54 35,52 3,31 64,06 3,02 2,75 2.27 .19( ) .00( ) .21( ) 1.75( ) .00( ) 3.78( ) .67( ) .27( ) .74(S) 0 26. 3.02 .00 1.79 41.94 4.35 71.91 3.46 3.14 2.38 .20( ) .00( ) .23( ) 1.93( ) .00( ) 3.89( ) .72( ) .29( ) .83(S) 0 27. 3.65 .00 2.16 50.67 5.59 85.74 4.15 3.63 2.52 .22( ) .00( ) .25( ) 2.18( ) .00( ) 4.02( ) .80( ) .30( ) .95(S) 0 28. 4.34 .00 2.58 60.03 6.94 102.40 4.86 4.19 2.65 .24( ) .00( ) .26( ) 2.46( ) .00( ) 4.14( ) .87( ) .32( ) 1.08(S) 0 29. 5.04 .00 3.03 68.99 8.36 119.53 5.50 4.80 2.72 0 30. .25( ) 5.70 .00( ) .00 .28( 3.48 ) 2.78( ) 76.11 .00( ) 9.78 4.23( ) 135.83 .93( ) 6.03 .34( ) 5.45. 1.24(S) 2.79 .26( ) .00( ) .30( ) 3.18( ) .00( ) 4.31( ) .98( ) .36( ) 1.43(S) 0 31. 6.79 .00 4.16 78.36 12.46 162.24 6.99 6.25 2.88 .28( ) .00( ) .32( ) 3.61( ) .00( ) 4.41( ) 1.08( ) .38( ) 1.64(S) 0 32. 8.54 .00 5.18 86.62 15.46 203.85 8.58 7.31 2.98 .31( ) .00( ) .35( ) 3.77( ) .00( ) 4.55( ) 1.22( ) AN ) 1.91(S) 0 33. 10.41 .00 6.33 100.35 18.40 246.76 10.09 8.56 3.11 .34( ) .00( ) .38( ) 3.92( ) .00( ) 4.66( ) 1.37( ) .43( ) 2.24(S) 0 34, 12.20 .36( ) .00 .00( ) 7,52 .41( 117.72 ) 4.04( ) 21,43 .00( ) 215,29 4.76( ) 11,30 1.50( ) 9,98 .46( ) 3,27 2.62(S) 0 35. 13.88 .00 8.72 136.71 24.27 318.09 12.19 11.55 '3.44 .38( ) .00( ) .43( ) 4.15( ) .00( ) 4.83( ) 1.61( ) .49( ) 3.06(S) 0 36. 14.58 .00 9.49 151.35 24.77 323.65 12.11 13.00 3.56 .39( ) .00( ) .45( ) 4.21( ) .00( ) 4.84( ) 1.60( ) .51( ) 3.53(S) 0 37. 14.24 .00 9.73 157.99 25.06 303.18 11.02 14.16 3.68 .39( ) .00( ) .45( ) 4.24( ) .00( ) 4.79( ) 1.47( ) .53( ) 3.98(S) 0 38. 13.80 .00 9.80 159.74 25.44 280.76 9.83 15.13 3.79 0 39. .38( ) 13.45 .00( ) .00 .45( ) 9.82 4.25( ) 158.83 .00( ) 25.67 4.75( ) 261.75 1.34( ) 8.87 .54( ) 15.94 4.41(S) 3.89 .38( ) .00( ) .46( ) 4.24( ) .00( ) 4.70( ) 1.25( ) .55( ) 4.80(S) 0 40. 13.24 .00 9.83 156.67 26.00 246.76 8.17 16.64 3.99 .37( ) .00( ) .46( ) 4.24( ) .00( ) 4.66( ) 1.19( ) .56( ) 5.17(S) 0 41. 12.92 .00 9.75 152.96 25.57 230.45 7.48 17.19 4.08 ' .37( ) .00( ) .45( ) 4.22( ) .00( ) 4.62( ) 1.12( ) .57( ) 5.52(S) 0 42. 12.44 .00 9.54 147.65 25.28 211.63 6.72 17.56 4.15 .36( ) .00( ) .45( ) 4.20( ) .00( ) 4.57( ) 1.05( ) .57( ) 5.84(S) 0 43, 11,91 .00 9.30 141.86 24,84 194,56 1,07 17,79 4,21 .36( ) .00( ) .45( ) 4.17( ) .00( ) 4.52( ) .99( ) .58( ) 6.13(S) 0 44. 11.58 .00 9.06 136.18 24.55 180.18 5.56 17.93 4.26 .35( I .00( ) .44( ) 4.14( ) .00( 1 4.47( ) .94( ) .58( ) 6.40(S) 0 45. 11.26 .00 8.83 130.91 24.12 168.38 5.17 17.99 4.31 .35( ) .00( ) .44( ) 4.12( ) .00( ) 4.43( ) .90( ) .58( ) 6.66(S) ' 0 46. 10.92 .00 8.59 125.83 . 23.65 157.38 4.81 17.97 4.36 .35( ) .00( ) ..43( ) 4.09( ) .00( 1 4.39( ) .86( ) .58( ) 6.90(S) 1) 1 97 IL:UOBS\W-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 I I I I Ci r C I I I C 0 47. 10.55 .00 8.32 120.81 23.05 146.47 4.44 17.89 4.40 .34( ) .00( ) .43( ) 4.06( ) .00( 1 4.35( ) .83( ) .58( 1 7.12(S) 0 48. 10.20 .00 6.05 116.09 22.62 136.68 4.13 17.75 4.45 .34( ) .00( ) .42( ) 4.03( ) .00( ) 4.31( ) .79( ) .58( 1 7.32(S) 0 49. 9.87 .00 7.79 111.78 22.05 128.24 3.86 17.57 4.48 .33( ) .00( ) .41( ) 4.00( ) .00( ) 4.27( ) .77( ) .57(1 - 7.52(S) 0 50. 9.59 .00 7.55 107.91 21.66 121.08 3.65 17.38 4.52 .33( ) .00( ) .41( ) 3.98( ) .00( ) 4.24( ) .74( ) .57( 1 7.70(S) 0 51. 9.30 .00 7.31 104.30 21.04 114.37 3.45 17.15 4.55 .32( 1 .00( ) AN ) 3.95( ) .00( ) 4.20( ) .72( ) .57( 1 7.87(S) 0 52. 8.99 .00 7.06 100.86 20.59 107.73 3.24 16.91 4.59 .32( ) .00( ) .40( ) 3.92( ) .00( ) 4.17( ) .70( ) .56( ) 8.03(S) 0 53. 8.69 .00 6.82 97.71 20.01 101.66 3.04 16.64 4.62 .32( ) .00( ) .39( ) 3.90( ) .00( 1 4.13( 1 .68( ) .56( ) 8.19(S) 0 54. 8.41 .00 6.59 95.00 19.61 96.29 2.88 16.37 4.65 .31( ) .00( ) .39( ) 3.87( ) .00( ) 4.10( ) .66( ) .56( ) 8.33(S) 0 55. 8.16 .00 6.37 92.79 19.08 91.61 2.74 16.10 4.67 .31( ) .00( ) .38( ) 3.85( I .00( ) 4.07( 1 .64( ) .55( ) 8.47(S) 0 56. 7.89 .00 6.15 90.87 18.64 87.01 2.60 15.82 4.70 .30( ) .00( ) .38( ) 3.83( ) .00( ) 4.03( ) .62( ) .55( ) 8.60(S) 0 57. 7.60 .00 5.92 89.10 18.06 82.26 2.44 15.53 4.72 .30( ) .00( ) .37( ) 3.81( ) .00( ) 3.99( ) .60( ) .55( ) 8.72(S) 0 58. 7.31 .00 5.69 87.52 17.66 77.78 2.29 15.23 4.73 .29( ) .00( ) .37( ) 3.79( ) .00( ) 3.95( ) .58( ) .54( ) 8.84(S) 0 59. 7.04 .00 5.48 86.13 17.12 73.71 2.16 14.93 4.75 .29( ) .00( ) .36( ) 3.77( ) .00( ) 3.91( ) .56( ) .54( ) 8.95(S) 1 0. 6.79 .00 5.27 84.93 16.76 70.10 2.04 14.63 4.77 .28( ) .00( ) .35( ) 3.75( ) .00( ) 3.87( ) .55( ) .53( ) 9.06(S) 1 1. 6.54 .00 5.07 83.85 16.22 66.69 1.93 14.33 4.79 .28( ) .00( ) .35( ) 3.73( ) .00( ) 3.82( ) .53( ) .53( ) 9.16(S) 1 2. 6.28 .00 4.86 82.83 15.84 63.35 1.81 14.03 4.80 .28( ) .00( ) .34( ) 3.71( ) .00( ) 3.77( ) .52( ) .52( ) 9.25(S) 1 3. 6.02 .00 4.67 81.91 15.34 60.32 1.70 13.74 4.81 .27( ) .00( ) .34( ) 3.70( ) .00( ) 3.71( ) .50( ) .52( ) 9.34(S) 1 4. 5.78 .00 4.47 81.09 15.00 57.71 1.60 13.44 4.83 .27( ) .00( ) .33( ) 3.68( ) .00( ) 3.64( ) .48( ) .52( ) 9.43(S) 1 5. 5.56 .00 4.29 80.37 14.53 55.64 1.51 13.16 4.84 .26( ) .00( ) .33( ) 3.66( ) .00( ) 3.54( ) .47( ) .51( ) 9.51(S) 1 6. 5.34 .00 4.12 79.74 14.22 54.13 1.42 12.88 4.85 .26( ) .00( ) .32( ) 3.65( ) .00( ) 3.03( ) .46( ) .51( ) 9.59(S) 1 7. 5.13 .00 3.95 79.17 13.77 46.71 1.34 12.60 4.87 .25( ) .00( ) .31( ) 3.63( ) .00( ) 2.56( ) .44( ) .50( ) 9.66(S) 1 8. 4.93 .00 3.79 78.67 13.49 40.53 1.27 12.34 4.88 .25( ) .00( ) -.31( ) 3.62( ) .00( ) 2.29( ) .43( ) .50( ) 9.72(S) 1 9. 4.74 .00 3.63 78.24 13.07 36.32 1.20 12.08 4.89 .25( ) .00( ) .30( ) 3.61( ) .00( ) 2.12( ) .42( ) .49( ) 9.78(S) 1 10. 4.56 .00 3.49 77.88 12.82 33.42 1.14 11.83 4.89 .24( ) .00( ) .30( ) 3.59( ) .00( ) 2.01( ) .41( ) .49( ) 9.83(S) 1 11. 4.38 .00 3.35 77.57 12.44 31.10 1.09 11.59 4.90 .24( ) .00( ) .29( ) 3.58( ) .00( ) 1.92( ) AN ) .49( ) 9.87(S) 1 12. 4.21 .00 3.21 77.30 12.22 29.02 1.03 11.35 4.91 .23( ) .00( ) .29( ) 3.57( ) .00( ) 1.84( ) .39( ) .48( ) 9.92(S) 1 13. 4.05 .00 3.08 77.08 11.86 27.23 .97 11.12 4.91 .23( ) .00( ) .28( ) 3.56( ) .00( ) 1.77( ) .38( ) .48( ) 9.96(S) 1 14. 3.90 .00 2.96 76.90 11.67 25.71 .93 10.90 4.92 .23( ) .00( ) .28( ) 3.55( ) .00( ) 1.71( ) .37( ) .47( ) 9.99(S) 1 15. 3.76 .00 2.85 76.77 11.34 24.43 .88 10.69 4.93 .22( ) .00( ) .28( ) 3.54( ) .00( ) 1.66( ) .36( ) .47( ) 10.03(S) 1 16. 3.62 .00 2.74 76.67 11.17 23.33 .84 10.49 4.93 .22( ) .00( ) .27( ) 3.53( ) .00( ) 1.61( ) .35( ) .47( ) 10.06(S) 1 17. 3.50 .00 2.64 76.60 10.87 22.40 .81 10.30 4.94 .22( ) .00( ) .27( ) 3.52( ) .00( ) 1.58( ) .35( ) .46( ) 10.09(S) 1 18. 3.38 .00 2.54 76.56 10.73 21.58 .78 10.12 4.94 .21( ) .00( ) .26( ) 3.52( ) .00( ) 1.54( ) .34( ) .46( ) 10.12(S) 1 19. 3.27 .00 2.45 76.54 10.45 20.87 .75 9.94 4.95 .21( ) .00( ) .26( ) 3.51( ) .00( ) 1.51( ) .33( ) .46( ) 10.15(S) 1 20. 3.17 .00 2.36 76.52 10.32 20.24 .73 9.78 4.95 .21( ) .00( ) .25( ) 3.51( ) .00( ) 1.49( ) .33( ) .45( ) 10.18(S) 1 21. 3.07 .00 2.28 76.50 10.06 19.49 .70 9.62 4.95 .20( ) .00( ) .25( ) 3.51( ) .00( ) 1.46( ) .32( ) .45( ) 10.21(S) 1 22. 2.97 .00 2.20 76.49 9.96 18.57 .67 9.47 4.96 .20( ) .00( ) .25( ) 3.50( ) .00( ) 1.42( ) .32( ) .45( ) 10.23(S) 1 23. 2.87 .00 2.12 76.49 9.71 17.64 .64 9.32 4.96 .20( ) .00( ) .24( ) 3.45( ) .00( ) 1.38( ) 31( ) .45( ) 10.26(S) 1 24. 2.77 .00 2.05 76.49 9.62 16.79 .62 9.18 4.97 .20( ) .00( ) - .24( ) 3.41( ) .00( ) 1.34( ) .30( ) .44( ) 10.28(S) I 98 IL:UOBS\844-002a\data\Draina8e\newpond\Wfsite2.doc 10:15 AM. 12/09/99 [1 1 LJ I 7 r r. I i I I I I n 1 25. 2.68 .00 1.98 76.49 9.39 16.04 .59 9.04 4.97 .19( ) .00( ) .24( ) 3.38( ) .00( ) 1.31( ) .30( ) .44( ) 10.30(S) 1 26. 2.60 .00 1.91 76.49 9.32 15.38 .57 8.91 4.97 .19( ) .00( ) .23( ) 3.36( ) .00( ) 1.28( ) .29( ) .44( ) 10.32(S) 1 27. 2.51 .00 1.85 76.49 9.10 14.81 .54 8.78 4.98 .19( ) .00( ) .23( ) 3.35( ) .00( ) 1.25( ) .29( ) .44( ) 10.34(S) 1 28. 2.44 .00 1.78 76.49 9.04 14.31 .52 8.67 4.98 .18( ) .00( ) .23( ) 3.34( ) .00( ) 1.23( ) .28( ) .43( ) 10.36(S) 1 29. 2.37 .00 1.73 76.49 8.84 13.87 .51 8.55 4.98 .18( ) .00( ) .22( ) 3.34( ) .00( ) 1.21( ) .28( ) .43( ) 10.38(S) 1 30. 2.30 .00 1.67 76.49 8.79 13.47 .49 8.44 4.98 .18( ) .00( ) .22( ) 3.36( ) .00( ) 1.19( ) .27( ) .43( ) 10.40(S) 1 31. 2.23 .00 1.62 76.49 8.60 13.13 .48 8.34 4.99 .18( ) .00( ) .22( ) 3.38( ) .00( ) 1.18( ) .27( ) .43( ) 10.41(S) 1 32. 2.17 .00 1.57 76.49 8.56 12.81 .47 8.24 4.99 .18( ) .00( ) .21( ) 3.43( ) .00( ) 1.16( ) .26( ) .42( ) 10.43(S) 1 33. 2.12 .00 1.53 76.50 8.38 12.53 .45 8.15 4.99 .17( ) .00( ) .21( ) 3.50( ) .00( ) 1.15( ) .26( ) . .42( ) 10.44(S) 1 34. 2.06 .00 1.48 76.53 8.35 12.28 .44 8.06 4.99 .17( ) .00( ) .21( ) 3.51( ) .00( ) 1.14( ) .26( ) .42( ) 10.46(S) 1 35. 2.01 .00 1.44 76.59 8.18 12.04 .43 7.97 5.00 .17( ) .00( ) .21( ) 3.52( ) .00( ) 1.12( ) .26( ) .42( ) 10.47(S) 1 36. 1.96 .00 1.40 76.69 8.17 11.82 .43 7.89 5.00 .17( ) .00( ) .20( ) 3.53( ) .00( ) 1.11( ) .25( ) .42( ) 10.49(S) 1 37. 1.91 .00 1.36 76.83 8.00 11.62 .42 7.81 5.00 .17( ) .00( ) .20( ) 3.54( ) .00( ) 1.10( ) .25( ) .42( ) 10.50(S) 1 38. 1.86 .00 1.33 77.00 8.00 11.44 .41 7.74 5.00 .16( ) .00( ) .20( ) 3.55( ) .00( ) 1.09( ) .25( ) .41( ) 10.51(S) 1 39. 1.82 .00 1.29 77.21 7.84 11.26 .41 7.67 5.01 .16( ) .00( ) .20( ) 3.56( ) .00( ) 1.09( ) .25( ) .41( ) 10.53(S) 1 40. 1.78 .00 1.26 77.45 7.84 11.10 .40 7.60 5.01 .16( ) .00( ) .20( ) 3.58( ) .00( ) 1.08( ) .25( ) .41( ) 10.54(S) 1 41. 1.74 .00 1.23 77.72 7.69 10.95 .39 7.54 5.01 .16( ) .00( ) .19( ) 3.59( ) .00( ) 1.07( ) .24( ) .41( ) 10.55(S) 1 42. 1.70 .00 1.20 78.01 7.70 10.80 .39 7.47 5.01 .16( ) .00( ) .19( ) 3.60( ) .00( ) 1.06( ) .24( ) .41( ) 10.56(S) 1 43. 1.66 .00 1.17 78.31 7.56 10.66 .39 7.42 5.01 .16( ) .00( ) .19( ) 3.61( ) .00( ) 1.06( ) .24( ) .41( ) 10.57(S) 1 44. 1.63 .00 1.15 78.64 7.57 10.53 .38 7.36 5.02 .16( ) .00( ) .19( ) 3.62( ) .00( ) 1.05( ) .24( ) .41( ) 10.59(S) 1 45. 1.59 .00 1.12 78.98 7.44 10.41 .38 7.30 5.02 .15( ) .00( ) .19( ) 3.63( ) .00( ) 1.04( ) .24( ) AN ) 10.60(S) 1 46. 1.56 .00 1.09 79.33 7.45 10.29 .37 7.25 5.02 .15( ) .00( ) .18( ) 3.64( ) .00( ) 1.04( ) .24( ) .40( ) 10.61(S) 1 47. 1.53 .00 1.07 79.69 7.32 10.18 .37 7.20 5.02 .15( ) .00( ) .18( ) 3.65( ) .00( ) 1.03( ) .24( ) AN ) 10.62(S) 1 48. 1.50 .00 1.05 80.06 7.34 10.08 .37 7.15 5.02 .15( ) .00( ) .18( ) 3.66( ) .00( ) 1.02( ) .24( ) .40( ) 10.63(S) 1 49. 1.47 .00 1.02 80.43 7.22 9.97 .36 7.11 5.02 .15( ) .00( ) . .18( ) 3.67( ) .00( ) 1.02( ) .24( ) .40( ) 10.64(S) 1 50. 1.44 .00 1.00 80.81 7.24 9.88 .36 7.06 5.03 .15( ) .00( ) .18( ) 3.67( ) .00( ) 1.01( ) .23( ) AN ) 10.65(S) 1 51. 1.41 .00 .98 81.17 7.12 9.64 .36 7.02 5.03 .15( ) .00( ) .18( ) 3.68( ) .00( ) 1.00( ) .23( ) .40( ) 10.66(S) 1 52. 1.37 .00 .96 81.51 7.15 9.23 .35 6.98 5.03 .14( ) .00( ) .17( ) 3.69( ) .00( ) .98( ) .23( ) AN ) 10.67(S) 1 53. 1.34 .00 .93 81.83 7.02 8.76 .34 6.93 5.03 .14( ) .00( ) .17( ) 3.70( ) .00( ) .95( ) .23( ) AN ) 10.68(S) 1 54. 1.30 .00 .91 82.14 7.05 8.30 .32 6.89 5.03 .14( ) .00( ) .17( ) 3.70( ) .00( ) .93( ) .22( ) .39( ) 10.69(S) 1 55. 1.26 .00 .88 82.43 6.93 7.89 .31 6.85 5.03 .14( ) .00( ) .17( ) 3.71( ) .00( ) .90( ) .22( ) .39( ) 10.69(S) 1 56. 1.23 .00 .86 82.72 6.96 7.52 .30 6.80 5.03 .14( ) .00( ) .17( ) 3.71( ) .00( ) .88( ) .21( ) .39( ) 10.70(S) 1 57. 1.20 .00 .84 83.00 6.84 7.19 .29 6.76 5.03 .14( ) .00( ) .16( ) 3.72( ) .00( ) .86( ) .21( ) .39( ) 10.71(S) 1 58. 1.17 -.00 .82 83.27 6.87 6.91 .28 6.72 5.04 .13( ) .00( ) .16( ) 3.72( ) .00( ) .85( ) .21( ) .39( ) 10.71(S) 1 59. 1.14 .00 .79 83.54 6.75 6.67 .27 6.68 5.04 .13( ) .00( ) .16( ) 3.73( ) .00( 1 .83( ) .20( ) .39( ) 10.72(S) 2 0. 1.11 .00 .77 83.80 6.78 6.46 .26 6.64 5.04 .13( ) .00( ) .16( ) 3.73( ) .00( ) .82( ) .20( ) .39( ) 10.72(S) 2 1. 1.08 .00 .75 84.05 6.67 6.17 .25 6.60 5.04 .13( ) .00( ) .16( ) 3.73( ) .00( ) .80( ) .20( ) .39( ) 10.73(S) 2 2. 1.05 .00 .73 84.28 6.70 5.76 .24 6.57 5.04 .13( ) .00( ) .15( ) 3.74( ) .00( ) .77( ) .19( ) .39( ) 10.73(S) 99 IL:\1OBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10: 15 AM, 12/09/99 2 3. 1.02 .00 .71 84.49 6.58 5.32 .22 6.53 5.04 .13( ) .00( ) .15( ) 3.74( ) .00( ) .74( ) .19( ) .39( ) 10.73(S) 2 4. .98 .00 .69 84.68 6.61 4.90 .21 6.49 5.04 .12( ) .00( ) .15( ) 3.74( ) .00( ) .71( ) .18( ) .39( ) 10.74(S) 2 5. .95 .00 .67 84.87 6.50 4.50 .19 6.45 5.04 .12( ) .00( ) .15( ) 3.75( ) .00( 1 .68( ) .17( ) .38( ) 10.74(S) 2 6. .92 .00 .65 85.05 _ 6.53 4.15 .18 6.41 5.04 .12( ) .00( ) .15( ) 3.75( ) .00( ) .66( ) .17( ) .38( ) 10.74(S) 2 7. .89 .00 .63 85.22 6.41 3.83 .17 6.37 5.04 .12( ) .00( ) .14( ) 3.75( ) .00( ) .63( ) .16( ) .38( ) 10.74(S) 2 8. .87 .00 .61 85.40 6.45 3.55 .16 6.34 5.04 .12( ) .00( ) .14( ) 3.76( ) .00( ) .61( ) .16( ) .38( ) 10.74(S) 2 9. .84 .00 .59 85.58 6.33 3.30 .15 6.30 5.04 .12( ) .00( ) .14( ) 3.76( ) .00( ) .59( I .15( ) .38( ) 10.74(S) 2 10. .82 .00 .57 85,71 6,37 3,08 .14 6,27 5.04 .11( ) .00( ) .14( ) 3.76( ) .00( ) .57( ) .15( ) .38( ) 10.74(S) 2 11. .79 .00 .55 85.93 6.26 2.89 .13 6.23 5.04 ..11( ) .00( ) .14( ) 3.76( ) .00( ) .55( ) .14( ) .38( ) 10.74(S) 2 12. .77 .00 .54 86.11 6.30 2.71 .12 6.20 5.04 .11( ) .00( ) .13( ) 3.77( ) .00( ) .53( ) .14( ) .38( ) 10.74(S) 2 13. .75 .00 .52 86.29 6.19 2.55 .11 6.17 5.04 _ .11( ) .00( ) .13( ) 3.77( ) .00( ) .52( ) .14( ) .38( ) 10.74(S) 2 14. .73 .00 .51 86.48 6.23 2.41 .11 6.14 5.04 2 15. .11( ) .71 .00( ) .00 .13( ) .49 3.77( ) 66.66 .00( ) 6.13 .50( ) 2.28 .13( ) .10 .38( ) 6.11 10.73(S) 5.04 .11( ) .00( ) .13( ) 3.77( ) .00( ) .49( ) .13( ) .38( ) 10.73(S) 2 16. .69 .00 .48 86.85 6.17 2.16 .09 6.08 5.04 .11( ) .00( ) .13( ) 3.78( ) .00( ) .48( ) .12( ) .38( ) 10.73(S) 2 17. .67 .00 .46 87.04 6.06 2.06 .09 6.05 5.04 .10( ) .00( ) .13( ) 3.78( ) .00( ) .47( ) .12( ) .37( 1 10.73(S) 2 18. _ .66 .00 .45 87.23 6.11 1.96 .08 6.03 5.04 .10( ) .00( ) .12( ) 3.78( ) .00( ) .46( ) .12( ) .37( I 10.73(S) 2 19, .64 .10( ) .00 .00( ) .44 .12( ) 87,43 3.78( ) 6,01 .00( ) 1.87 .44( ) .OB .11( ) 6,00 .37( ) 1,04 10.72(S) 2 20. .63 .00 .43 87.62 6.06 1.78 .07 5.98 5.04 .10( ) .00( ) .12( ) 3.79( ) .00( ) .44( ) .11( ) .37( 1 10.72(S) 2 21. .61 .00 .42 87.82 5.96 1.71 .07 5.95 5.04 10( ) .00( ) .12( ) 3.79( ) .00( ) .43( ) .11( ) .37( ) 10.72(S) �. 2 22. .60 .00 .41 88.02 6.00 1.63 .07 5.93 5.04 .10( ) .00( ) .12( ) 3.79( ) .00( ) .42( ) .11( ) .37( ) 10.72(S) 2 23. .58 .00 .40 98.22 5.91 1.57 .06 5.91 5.04 2 24. .10( ) .57 .00( ) .00 .12( ) .39 3.79( ) 88.42 .00( ) 5.96 .41( ) 1.50 - .10( ) .06 .37( ) 5.89 10.71(S) 5.04 .10( ) .00( ) .12( ) 3.80( ) .00( ) AN ) .10( )• .37( ) 10.71(S) 2 25. .56 .00 .38 88.62 5.86 1.44 .06 5.86 5.03 AN ) .00( ) .11( ) 3.80( ) .00( ) .39( ) .10( ) .37( 1 10.71(S) 2 26. .55 .00 .37 88.82 5.91 1.39 .06 5.84 5.03 .09( ) .00( ) .11( ) 3.80( ) .00( ) .39( ) .10( ) .37( ) 10.70(S) 2 27. .53 .00 .36 89.02 5.82 1.33 .05 5.83 5.03 .09( ) .00( ) .11( ) 3.80( ) .00( ) .38( ) .09( ) .37( ) 10.70(S) 2 28, .52 .09( ) .00 .00( ) .35 .11( ) 89,22 3.81( ) 5.87 .00( ) 1.28 .37( ) .05 .09( ) 5.81 .37( ) 1,03 10.70(S) 2 29. .51 .00 .34 89.42 5.78 1.24 .05 5.79 5.03 .09( ) .00( ) .11( ) 3.81( ) .00( ) .37( ) .09( ) .37( ) 10.69(S) 2 30. .50 .00 .33 89.62 5.83 1.19 .05 5.77 5.03 .09( ) .00( ) .11( ) 3.81( ) .00( ) .36( ) .09( 1 .37( ) 10.69(S) 2 31. .49 .00 .33 89.82 5.74 1.15 .04 5.75 5.03 .09( ) .00( ) .11( ) 3.81( ) .00( ) .35( ) .09( ) .37( ) 10.68(S) 2 32. .48 .00 .32 90.02 5.80 1.11 .04 5.74 5.03 !. 2 33. .09( ) .47 .00( ) .00 .11( ) .31 3.82( ) 90.21 .00( ) 5.70 .35( ) 1.07 .09( ) .04 .37( ) 5.72 10.68(S) 5.03 .09( ) .00( ) .11( ) 3.82( ) .00( ). .34( ) .08( ) .37( ) 10.68(S) 2 34. .46 .00 .30 90.41 5.76 1.03 .04 5.70 5.03 .09( ) .00( ) .10( ) 3.82( ) .00( ) .34( ) .08( ) .37( ) 10.67(S) 2 35. .45 .00 .30 90.60 5.67 1.00 .04 5.69 5.03 .09( ) .00( ) .10( ) 3.82( ) .00( ) .33( ) .08( ) .37( ) 10.67(S) 2 36. .44 .00 .29 90.80 5.73 .96 .04 5.67 5.03 .09( ) .00( ) .10( ) 3.83( ) .00( ) .32( ) .08( ) .36( ) 10.66(S) 2 37, 93 90,99 5.64 .93 .03 5.66 5.03 .09( ) .00 .00( ) .28 AN ) 3.83( ) .00( ) .32( ) .08( ) .36( ) 10.66(S) 2 38. .42 .00 .28 91.18 5.70 .90 .03 5.65 5.03 .08( ) .00( ) AN ) 3.83( ) .00( ) .31( ) .08( ) .36( ) 10.65(S) 2 39. .42 .00 .27 91.35 5.61 .87 .03 5.63 5.03 .08( ) .00( ) AN ) 3.83( ) .00( ) .31( ) .07( ) .36( ) 10.65(S) 2 40. .41 .00 .27 91.50 5.67 .84 .03 5.62 5.03 .08( ) .00( ) .10( ) 3.83( ) .00( ) .30( ) .07( ) .36( ) 10.65(S) 1 100 IL:UOBS%44-002a\data\Drainage\newpond\Wfsite2.doc 10: 15 AM, 12/09/99 2 41. .40 .00 .26 91.62 5.58 .82 .03 5.61 5.02 .08( ) .00( ) .10( ) 3.83( ) .00( ) .30( ) .07( ) .36( ) 10.64(S) 2 42. .39 .00 .25 91.74 5.64 .79 .03 5.59 5.02 .08( ) .00( ) .10( ) 3.84( ) .00( ) .29( ) .07( ) .36( ) 10.64(S) 2 43. .38 .00 .25 91.84 5.56 .76 .03 5.58 5.02 ' 2 44. .08( ) .38 .00( ) .00 .09( ) .24 3.84( ) 91.94 .00( ) 5.62 .29( ) .74 .07( ) .03 .36( ) 5.57 10.63(S) 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .29( ) .07( ) .36( ) 10.63(S) 2 45. .37 .00 .24 92.02 5.53 .72 .03 5.56 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .28( ) .07( ) .36( ) 10.62(S) 2 46. .36 .00 .23 92.11 5.59 .69 .02 5.55 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .28( ) .07( ) .36( ) 10.62(S) 2 47. .36 .00 .23 92.19 5.51 .67 .02 5.54 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .27( ) .06( ) .36( ) 10.61(S) 2 48. .31 .08( ) .00 .00( ) .22 .09( ) 92.26 3.84( ) 5.57 .00( ) .65 .27( ) .02 .06( ) 5.53 .36( ) 5.02 10.61(S) 2 49. .34 .00 .22 92.34 5.48 .63 .02 5.51 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .27( ) .06( ) .36( ) 10.60(S) 2 50. .34 .00 .22 92.41 5.55 .61 .02 5.50 5.02 .08( ) .00( ) .09( ) 3.84( ) .00( ) .26( ) .06( ) .36( ) 10.60(S) ' 2 51. .33 .00 .21 92.48 5.46 .59 .02 5.49 5.02 _ .07( ) .00( ) .09( ) 3.84( ) .00( ) .26( ) .06( ) .36( ) 10.59(S) 2 52. .32 .00 .21 92.55 5.53 .57 .02 5.48 5.02 ' 2 53. .07( ) .32 .00( ) .00 .09( ) .20 3.84( ) 92.62 .00( ) 5.44 .25( ) .56 .06( ) .02 .36( ) 5.47 10.59(S) 5.01 .07( ) .00( ) .09( ) 3.85( ) .00( ) .25( ) .06( ) .36( ) 10.58(S) 2 54. .31 .00 .20 92.68 5.51 .54 .02 5.47 5.01 .07( ) .00( ) .09( ) 3.85( ) .00( ) .25( ) .06( ) .36( ) 10.58(S) 2 55. .31 .00 .19 92.75 5.42 .52 .02 5.46 5.01 I .07( ) .00( ) .08( ) 3.85( ) .00( ) .24( ) .06( ) .36( ) 10.57(S) 2 56. .30 .00 .19 92.82 5.49 .51 .02 5.45 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .24( ) .06( ) .36( ) 10.57(S) 2 57. .30 .07( ) .00 .00( ) .19 .08( ) 92.88 3.85( ) 5.40 .00( ) .49 .24( ) .02 .06( ) 5.44 .36( ) 5.01 10.56(S) 2 58. .29 .00 .18 92.94 5.47 .48 .02 5.43 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .23( ) .05( ) .36( ) 10.56(S) 2 59. .28 .00 .18 93.01 5.39 .46 .02 5.42 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .23( ) .05( ) .36( ) 10.55(S) 3 0. .28 .00 .18 93.07 5.45 .45 .02 5.41 5.01 _ .07( ) .00( ) .08( ) 3.85( ) .00( ) .23( ) .05( ) .36( ) 10.55(S) 3 1. .27 .00 .17 93.13 5.37 .43 .01 5.40 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .22( ) .05( ) .36( ) 10.54(S) 3 2. .27 .00 .17 93.19 5.43 .42 .01 5.40 5.01 .07( ) .00( ) .08( 1 3.85( ) .00( ) .22( ) .05( ) .36( ) 10.53(S) 3 3. .26 .00 .17 93.24 5.35 .41 .01 5.39 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .22( ) .05( ) .36( ) 10.53(S) 3 4. .26 .00 .16 93.30 5.42 .40 .01 5.38 5.01 .07( ) .00( ) .08( ) 3.85( ) .00( ) .21( ) .05( ) .36( ) 10.52(S) 3 S. .26 .00 .16 93.35 5.34 .38 .01 5.37 5.00 .07( ) .00( ) .08( ) 3.85( ) .00( ) .21( ) .05( ) .36( ) 10.52(S) �. 3 6. .25 .07( ) .00 .00( ) .16 .08( ) 93.40 3.85( ) 5.40 .00( ) .37 .21( ) .01 .05( ) 5.37 .36( ) 5.00 10.51(S) 3 7. .25 .00 .15 93.46 5.32 .36 .01 5.36 5.00 .06( ) .00( ) .08( ) 3.85( ) .00( ) .20( ) .05( ) .36( ) 10.51(S) 3 8. .24 .00 .15 93.50 5.39 .35 .01 5.35 5.00 .06( ) .00( ) .07( ) 3.85( ) .00( ) .20( ) .05( ) .36( ) 10.50(S) 3 9. .24 .00 .15 93.55 5.31 .34 .01 5.34 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .20( ) .05( ) .36( ) 10.50(S) 3 10. .23 .00 .15 93.60 5.38 .33 .01 5.34 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .20( ) .05( ). .36( ) 10.49(S) 3 11. .23 .00 .14 93.64 5.29 .32 .01 5.33 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .19( ) .04( ) .36( ) 10.48(S) 3 12. .23 .00 .14 93.68 5.36 .31 .01 5.32 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .19( ) .04( ) .36( ) 10.48(S) 3 13. .22 .00 .14 93.72 5.28 .31 .01 5.32 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .19( ) .04( ) .36( ) 10.47(S) 3 14. .22 .00 .13 93.76 5.35 .30 .01 5.31 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .19( ) .04( ) .36( ) 10.47(S) 3 15. .21 .00 .13 93.80 5.27 .29 .01 5.31 5.00 .06( ) .00( ) .07( ) 3.86( ) .00( ) .18( ) .04( ) .36( ) 10.46(S) 3 16. .21 .00 .13 93.84 5.34 .28 .01 5.30 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .18( ) .04( ) .35( ) 10.46(S) 3 17. .21 .00 .13 93.87 5.26 .27 .01 5.29 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .18( ) .04( ) .35( ) 10.45(S) 3 18. .20 .00 .13 93.90 5.32 .27 .01 5.29 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .18( ) .04( ) .35( ) 10.44(S) 101 ' L:VOBS\844-002a\data\Dminage\newpond\Wfsite2.doc 10: 15 AM, 12/09/99 3 19. .20 .00 .12 93.93 5.24 .26 .01 5.28 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .18( ) .04( ) .35( ) 10.44(S) 3 20. .20 .00 .12 93.96 5.31_ .25 .01 5.28 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .17( ) .04( ) .35( ) 10.43(S) 3 21. .19 .00 .12 93.99 5.23 .25 .01 5.27 4.99 ' 3 22. .06( ) .19 .00( ) .00 .07( ) .12 3.86( ) 94.01 .00( ) 5.30 .17( ) .24 .04( ) .01 .35( ) 5.26 10.43(S) 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .17( ) .04( ) .35( ) 10.42(S) 3 23. .19 .00 .11 94.04 5.22 .24 .01 5.26 4.99 .06( ) .00( ) .07( ) 3.86( ) .00( ) .17( ) .04( ) .35( ) 10.41(S) 3 24. .18 .00 .11 94.06 5.29 .23 .01 5.25 4.99 �. .06( ) .00( ) .06( ) 3.86( ) .00( ) .17( ) .04( ) .35( ) 10.41(S) 3 25. .18 .00 .11 94.08 5.21 .23 .01 5.25 4.99 .06( ) .00( ) .06( ) 3.86( ) .00( ) .16( ) .03( ) .35( ) 10.40(S) 3 26. .18 .06( ) .00 .00( ) .11 .06( ) 94.10 3.86( ) 5.28 .00( ) .22 .16( ) .01 .03( ) 5.24 .35( ) 4.99 10.40(S) 3 27. .17 .00 .11 94.12 5.20 .22 .01 5.24 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .16( ) .03( ) .35( ) 10.39(S) 3 28. .17 .00 .10 94.13 5.27 .22 .01 5.23 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .16( ) .03( ) .35( ) 10.38(S) ' 3 29. .17 .00 .10 94.15 5.19 .21 .01 5.23 4.98 _ .05( ) .00( ) .06( ) 3.86( ) .00( ) .16( ) .03( ) .35( ) 10.38(S) 3 30. .17 .00 .10 94.16 5.26 .21 .01 5.22 4.98 3 31. .05( ) .16 .00( ) .00 .06( ) .10 3.86( ) 94.17 .00( ) 5.18 .16( ) .20 .03( ) .01 .35( ) 5.22 10.37(S) 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .16( ) .03( ) .35( ) 10.37(S) 3 32. .16 .00 .10 94.18 5.25 .20 .00 5.21 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.36(S) 3 33. .16 .00 .09 94.19 5.17 .20 .00 5.21 4.98 ' .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.35(S) 3 34. .15 .00 .09 94.19 5.24 .19 .00 5.20 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.35(S) 3 35, .11 .05( ) .00 .00( ) .01 .06( ) 94,19 3.86( ) 5,16 .00( ) .19 .15( ) .00 .03( ) 5.20 .35( ) 4,911 10.34(S) 3 36. .15 .00 .09 94.20 5.23 .19 .00 5.19 4.98 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.34(S) 3 37. .15 .00 .09 94.20 5.15 .18 .00 5.19 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.33(S) 3 38. .14 .00 .09 94.20 5.22 .18 .00 5.18 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.32(S) 3 39. .14 .00 .08 94.19 5.14 .18 .00 5.18 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .15( ) .03( ) .35( ) 10.32(S) 3 40. .14 .00 .08 94.19 5.21 .17 .00 5.18 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.31(S) 3 41. .14 .00 .08 94.18 5.13 .17 .00 5.17 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.31(S) 3 42. .13 .00 .08 94.18 5.20 .17 .00 5.17 4.97 .05( ) .00( ) .06( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.30(S) 3 43. .13 .00 .08 94.17 5.13 .17 .00 5.16 4.97 .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.29(S) � 3 44. .13 .05( ) .00 .00( ) .01 .05( ) 94,11 3.86( ) 5.20 .00( ) .16 .14( ) .10 .03( ) 5.16 .35( ) 4,91 10.29(S) 3 45. .13 .00 .08 94.14 5.12 .16 .00 5.15 4.97 ' .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.28(S) 3 46. .13 .00 .07 94.12 5.19 .16 .00 5.15 4.97 .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.28(S) 3 47. .12 .00 .07 94.11 5.11 .15 .00 5.15 4.96 .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.27(S) 3 48. .12 .00 .07 94.09 5.18 .15 .00 5.14 4.96 .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .03( ) .35( ) 10.26(S) 3 49. .12 .00 .07 94.07 5.10 .15 .00 5.14 4.96 .05( ) .00( ) .05( ) 3.86( ) .00( ) .14( ) .02( ) .35( ) 10.26(S) 3 50. .12 .00 .07 94.04 5.17 .15 .00 5.14 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.25(S) 3 51. .12 .00 .07 94.02 5.09 .14 .00 5.13 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.24(S) 3 52. .11 .00 .07 93.99 5.16 .14 .00 5.13 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.24(S) 3 53. .11 .04( ) .00 .00( ) .07 .05( ) 93.96 3.86( ) 5.09 .00( ) .14 .13( ) .00 .02( ) 5.12 .35( ) 4.96 10.23(S) 3 54. .11 .00 .06 93.93 5.16 .14 .00 5.12 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.23(S) 3 55. .11 .00 .06 93.90 5.08 .14 .00 5.12 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.22(S) 3 56. .11 .00 .06 93.87 5.15 .13 .00 5.11 4.96 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.21(S) 102 IL\J OB S\844-002a\data\Drainage\newpond\Wfsite2. doc 10:15 AM. 12/09/99 3 57. .10 .00 .06 93.83 5.07 .13 .00 5.11 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.21(S) 3 58. .10 .00 .06 93.79 5.14 .13 .00 5.11 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .13( ) .02( ) .35( ) 10.20(S) 3 59. .10 .00 .06 93.75 5.07 .13 .00 5.10 4.95 ' 4 0. .04( ) .10 .00( ) .00 .05( .06 ) 3.86( ) 93.71 .00( ) 5.14 .13( ) .12 .02( ) .00 .35( ) 5.10 10.20(S) 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .12( ) .02( ) .35( ) 10.19(S) 4 1. .10 .00 .06 93.67 5.06 .12 .00 5.10 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .12( ) .02( ) .35( ) 10.18(S) 4 2. .10 .00 .06 93.63 5.13 .12 .00 5.09 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .12( ) .02( ) .35( ) 10.18(S) 4 3. .09 .00 .05 93.58 5.05 .12 .00 5.09 4.95 .04( ) .00( ) .05( ) 3.86( ) .00( ) .12( ) .02( ) .35( ) 10.17(S) 4 4. .09 .04( ) .00 .00( ) .05 .04( ) 93.53 3.85( ) 5.12 .00( ) .12 .12( ) .00 .02( ) 5.09 .35( ) 4.95 10.16(S) 4 5. .09 .00 .05 93.49 5.05 .12 .00 5.08 4.95 .04( ) .00( ) .04( ) 3.85( ) .00( ) .12( ) .02( ) .35( ) 10.16(S). 4 6. .09 .00 .05 93.44 5.12 .11 .00 5.08 4.95 .04 H .00( ) .04( ) 3.85( ) .00( ) .12( ) .02( ) .35( ) 10.15(S) 4 7. .09 .00 .05 93.38 5.04 .11 .00 5.08 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .12( ) .02( ) .35( ) 10.14(S) " 4 B. .09 .00 .05 93.33 5.11 .11 .00 5.07 4.94 4 9. .04( ) .08 .00( ) .00 .04( ) .05 3.85( ) 93.28 .00( ) 5.03 .12( ) .11 .02( ) .00 .35( ) 5.07 10.14(S) 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .12( ) .02( ) .35( ) 10.13(S) 4 10. .08 .00 .05 93.22 5.10 .11 .00 5.07 4.94 .04( ) .00( ) :04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.13(S) 4 11. .08 .00 .05 93.16 5.03 .10 .00 5.06 4.94 ' .04( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.12(S) 4 12. .08 .00 .05 93.10 5.10 .10 .00 5.06 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.11(S) 4 13, .08 .04( ) .00 .00( ) .04 .04( ) 93.04 3.85( ) 5,02 .00( ) .10 .11( ) .00 .02( ) 5.06 .35( ) 4.94 10.11(S) 4 14. .08 .00 .04 92.98 5.09 .10 .00 5.06 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.10(S) 4 15. .08 .00 .04 92.92 5.02 .10 .00 5.05 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.09(S) 4 16. .07 .00 .04 92.85 5.09 .10 .00 5.05 4.94 .04( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.09(S) 4 17. .07 .00 .04 92.78 5.01 .09 .00 5.05 4.93 4 18. .04( ) .07 .00( ) .00 .04( ) .04 3.85( ) 92.72 .00( ) 5.08 .U( ) .09 .02( ) .00 .35( ) 5.04 10.08(S) 4.93 .03( ) .00( ) .04( ) 3.85( ) .00( ) .11( ) .02( ) .35( ) 10.08(S) 4 19. .07 .00 .04 92.65 5.00 .09 .00 5.04 4.93 .03( ) .00( ) .04( ) 3.65( ) .00( ) .11( ) .02( ) .35( ) 10.07(S) 4 20. .07 .00 .04 92.58 5.08 .09 .00 5.04 4.93 .03( ) .00( ) .04( ) 3.84( ) .00( ) .11( ) .02( ) .35( ) 10.06(S) 4 21. .07 .00 .04 92.50 5.00 .09 .00 5.04 4.93 .03( ) .00( ) .04( ) 3.84( ) .00( ) .11( ) .02( ) .35( ) 10.06(S) 4 22, .07 .00 .04 92,43 5,07 .09 5,03 4,93 .03( ) .00( ) .04( ) 3.84( ) .00( ) .10( ) .00 .02( ) .35( ) 10.05(S) 4 23. .07 .00 .04 92.36 4.99 .08 .00 5.03 4.93 .03( ) .00( ) .04( ) 3.84( ) .00( ) .10( ) .02( ) .35( ) 10.04(S) 4 24. .06 .00 .04 92.28 5.07 .08 .00 5.03 4.93 .03( ) .00( ) .04( ) 3.84( ) .00( 1 .10( ) .02( ) .35( ) 10.04(S) 4 25. .06 .00 .04 92.20 4.99 .08 .00 5.03 4.93 .03( ) .00( ) .04( ) 3.84( ) .00( ) .10( ) .02( 1 .35( ) 10.03(S) 4 26. .06 .00 .03 92.12 5.06 .08 .00 5.02 4.93 4 27. .03( ) .06 .00( ) .00 .04( ) .03 3.84( ) 92.04 .00( ) 4.98 .10( ) .08 .02( ) .00 .35( ) 5.02 10.02(S) 4.92 .03( ) .00( ) .04( ) 3.84( ) .00( ) .10( ) .02( ) .35( ) 10.02(S) 4 28. .06 .00 .03 91.95 5.05 .08 .00 5.02 4.92 .03( ) .00( ) .04( ) 3.84( ) .00( ) .10( ) .02( ) .35( ) 10.01(S) 4 29. .06 .00 .03 91.87 4.98 .08 .00 5.01 4.92 .03( ) .00( ) .03( ) 3.84( ) .00( ) .10( ) .02( ) .35( ) 10.01(S) 4 30. .06 .00 .03 91.78 5.05 .07 .00 5.01 4.92 .03( ) .00( ) .03( ) 3.84( ) .00( ) .10( ) .02( ) .35( ) 10.00(S) ' 4 31. .06 .03( ) .00 .00( ) .03 .03( ) 91.69 3.84( ) 4.97 .00( ) .07 .10( ) .00 .02( ) 5.01 .35( ) 4.92 9.99(S) 4 32. .06 .00 .03 91.60 5.04 .07 .00 5.01 4.92 ` .03( ) .00( ) .03( ) 3.83( ) .00( ) .10( ) .02( ) .35( ) 9.99(S) 4 33. .05 .00 .03 91.50 4.97 .07 .00 5.00 4.92 .03( ) .00( ) .03( ) 3.83( ) .00( ) .10( ) .02( ) .35( ) 9.98(S) 4 34. .05 .00 .03 91.41 5.04 .07 .00 5.00 4.92 .03( ) .00( ) ..03( ) 3.83( ) .00( ) .09( ) .02( ) .35( ) 9.97(S) 103 IL:\10BS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 4 35. .05 .00 .03 91.31 4.96 .07 .00 5.00 4.92 .03( ) .00( ) .03( ) 3.83( ) .00( 1 .09( ) .02( ) .35( ) 9.97(S) t 4 36. .05 .00 .03 91.21 5.03 .07 .00 5.00 4.91 .03( ) .00( ) .03( ) 3.63( ) .00( ) .09( ) .02( ) .35( ) 9.96(S) 4 37. .05 .00 .03 91.11 4.96 .07 .00 5.00 4.91 4 38. .03( ) .05 .00( ) .00 .03( ) .03 3.83( ) 91.01 .001 ) 5.03 .09( ) .07 .02( ) .00 .35( ) 4.99 9.95(S) 4.91 .03( ) .00( ) .03( ) 3.83( ) .00( ) .09( ) .02( ) .35( ) 9.95(S) 4 39. .05 .00 .03 90.90 4.95 .06 .00 4.99 4.91 .03( ) .00( ) .03( ) 3.83( ) .00( ) .09( ) .02( ) .35( ) 9.94(S) 4 40. .05 .00 .03 90.80 5.03 .06 .00 4.99 4.91 .03( ) .00( ) .03( ) 3.83( ) .00( ) .09( ) .02( ) .35( ) 9.93(S) 4 41. .05 .00 .03 90.69 4.95 .06 .00 4.99 4.91 .03( ) .00( ) .03( ) 3.82( ) .00( ) .09( ) .02( ) .35( ) 9.93(S) 4 42. .05 .03( ) .00 .00( ) .02 .03( ) 90.58 3.82( ) 5.02 .00( ) .06 .09( ) .00 .02( ) 4.98 .35( ) 4.91 9.92(S) 4 43. .05 .00 .02 90.47 4.94 .06 .00 4.98 4.91 .03( ) .00( ) .03( ) 3.82( 1 .00( ) .09( ) .02( ) .35( ) 9.92(S) 4 44. .04 .00 .02 90.34 5.02 .06 .00 4.98 4.91 03( ) .00( ) .03( ) 3.82( ) .00( ) .09( ) .02( ) .35( ) 9.91(S) 4 45. .04 .00 .02 90.20 4.94 .06 .00 4.98 4.91 . .03( ) .00( ) .03( ) 3.82( ) .00( ) .09( ) .02( ) .35( ) 9.90(S) 4 46. .04 .00 .02 90.04 5.01 .06 .00 4.97 4.90 �1 4 47. .03( ) .04 .00( ) .00 .03( ) .02 3.82( ) 89.86 .00( ) 4.94 .09( ) .06 .02( ) .00 .35( ) 4.97 9.90(S) 4.90 .03( ) .00( ) .03( ) 3.81( ) .00( ) .09( ) .02( ) .35( ) 9.89(S) 4 48. .04 .00 .02 89.66 5.01 .05 .00 4.97 4.90 .03( ) .00( ) .03( ) 3.81( ) .00( ) .08( ) .02( ) .35( ) 9.88(S) 4 49. .04 .00 .02 89.46 4.93 .05 .00 4.97 4.90 .03( ) .00( ) .03( ) 3.81( ) .00( ) .08( ) .02( ) .35( ) 9.88(S) 4 50. .04 .00 .02 89.24 5.00 .05 .00 4.97 4.90 .03( ) .00( ) .03( ) 3.81( ) .00( ) .08( ) .02( ) .35( ) 9.87(S) 4 51. 04 .02( ) .00 .00( ) .02 .03( ) 89,02 3.80( ) 4.93 .00( ) .05 .08( ) .00 .02( ) 4,96 .35( ) 4,91 9.86(S) 4 52. .04 .00 .02 88.79 5.00 .05 .00 4.96 4.90 .02( ) .00( ) .03( ) 3.80( ) .00( ) .08( ) .02( ) .35( ) 9.86(S) 4 53. .04 .00 .02 -88.55 4.92 .05 .00 4.96 4.90 .02( ) .00( ) .03( ) 3.80( ) .00( ) .08( ) .02( ) .35( ) 9.85(S) 4 54. .04 .00 .02 88.31 4.99 .05 .00 4.96 4.90 ,.� .02( ) .00( ) .03( ) 3.80( ) .00( ) .08( ) .02( ) .35( ) 9.84(S) 4 55. .04 .00 .02 88.07 4.92 .05 .00 4.96 4.89 �- 4 56. .02( ) .03 .00( ) .00 .03( ) .02 3.79( ) 87.83 .00( ) 4.99 .08( ) .05 .02( ) .00 .35( ) 4.95 9.84(S) 4.89 .02( ) .00( ) .03( ) 3.79( ) .00( ) .08( ) .02( ) .35( ) 9.83(S) 4 57. .03 .00 .02 87.58 4.91 .05 .00 4.95 4.89 .02( ) .00( ) .02( ) 3.79( ) .00( ) .08( ) .02( ) .35( ) 9.82(S) 4 58. .03 .00 .02 87.33 4.99 .05 .00 4.95 4.89 .02( ) .00( ) .02( ) 3.78( ) .00( ) .08( ) .02( ) .35( ) 9.82(S) 4 59. .03 .00 .02 87.08 4.91 .05 .00 4.95 4.89 .02( ) .00( ) .02( ) 3.78( ) .00( ) .08( ) .02( ) .35( ) 9.81(S) 5 0. .03 .02( ) .00 .00( ) .02 .02( ) 86.82 3.78( ) 4.98 .00( ) .04 .08( ) .00 .02( ) 4.95 .35( ) 4.89 9.81(S) 5 1. .03 .00 .02 86.57 4.91 .04 .00 4.94 4.89 .02( ) .00( ) .02( ) 3.77( ) .00( ) .08( ) .02( ) .35( ) 9.80(S) 5 2. .03 .00 .02 86.31 4.98 .04 .00 4.94 4.89 .02( ) .00( ) .02( ) 3.77( ) .00( ) .08( ) .02( ) .35( ) 9.79(S) 5 3. .03 .00 .02 86.06 4.90 .04 .00 4.94 4.89 .02( ) .00( ) .02( ) 3.77( ) .00( ) .07( ) .02( ) .34( ) 9.79(S) 5 4. .03 .00 .01 85.80 4.97 .04 .00 4.94 4.89 .02( ) .00( ) .02( ) 3.76( ). .00( ) .07( ) .02( ) .34( ) 9.78(S) 5 5. .03 .00 .01 85.54 4.90 .04 .00 4.94 4.88 .02( ) .00( ) .02( ) 3.76( ) .00( ) .07( ) .02( ) .34( ) 9.77(S) 5 6. .03 .00 .01 85.28 4.97 .04 .00 4.93 4.88 .02( ) .00( ) .02( ) 3.75( ) .00( ) .07( ) .02( ) .34( ) 9.77(S) 5 7. .03 .00 .01 85.01 4.89 .04 .00 4.93 4.88 .02( ) .00( ) .02( ) 3.75( ) .00( ) .07( ) .02( ) .34( ) 9.76(S) 5 8. .03 .00 .01 84.74 4.97 .04 .00 4.93 4.88 .02( ) .00( ) .02( ) 3.75( ) .00( ) .07( ) .02( ) .34( ) 9.75(S) 5 9. .03 .00 .01 84.47 4.89 .04 .00 4.93 4.88 .02( ) .00( ) .02( ) 3.74( ) .00( ) .07( ) .02( ) .34( ) 9.75(S) 5 10. .03 .00 .01 84.20 4.96 .04 .00 4.93 4.88 .02( ) .00( ) .02( ) 3.74( ) .00( ) .07( ) .02( ) .34( ) 9.74(S) 5 11. .03 .00 .01 83.92 4.89 .04 .00 4.92 4.88 .02( ) .00( ) .02( ) 3.73( ) .00( ) .07( ) .02( ) .34( ) 9.73(S) 5 12. .02 .00 .01 83.64 4.96 .04 .00 4.92 4.88 .02( ) .00( ) . .02( ) 3.73( ) .00( ) .07( ) .02( ) .34( ) 9.73(S) 104 IL:UOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 1,10:15 AM, 12/09/99 5 13. .02 .00 .01 83.35 4.88 .03 .00 4.92 4.88 .02( ) .00( ) .02( ) 3.72( ) .00( ) .07( ) .02( ) .34( ) 9.72(S) 5 14. .02 .00 .01 83.06 4.96 .03 .00 4.92 4.88 .02( ) .00( ) .02( ) 3.72( ) .00( ) .07( ) .02( ) .34( ) 9.71(S) 5 15. .02 .00 .01 82.76 4.88 .03 .00 4.92 4.87 5 16. .02( ) .02 .00( ) .00 .02( ) .01 3.71( ) 82.46 .00( ) 4.95 .07( ) .03 .02( ) .00 .34( ) 4.92 9.71(S) 4.87 .02( ) .00( ) .02( ) 3.71( ) .00( ) .07( ) .02( ) .34( ) 9.70(S) S 17. .02 .00 .01 82.16 4.88 .03 .00 4.91 4.87 .02( ) .00( ) .02( ) 3.70( ) .00( ) .07( ) .02( ) .34( ) 9.69(S) 5 18. .02 .00 .01 81.85 4.95 .03 .00 4.91 4.87 .02( ) .00( ) .02( ) 3.70( ) .00( ) .07( ) .02( ) .34( ) 9.69(S) 5 19. .02 .00 .01 81.54 4.87 .03 .00 4.91 4.87 .02( ) .00( ) .02( ) 3.69( ) .00( ) .06( ) .02( ) .34( ) 9.68(S) 5 20. .02 .02( ) .00 .00( ) .01 .02( ) 81.24 3.68( ) 4.95 .00( ) .03 .06( ) .00 .02( ) 4.91 .34( ) 4.87 9.68(S) 5 21. .02 .00 .01 80.93 4.87 .03 .00 4.91 4.87 .02( ) .00( ) .02( ) 3.68( ) .00( ) .06( ) .02( ) .34( ) 9.67(S) 5 22. .02 .00 .01 80.61 4.94 .03 .00 4.90 4.87 .02( ) .00( ) .02( ) 3.67( ) .00( ) .06( ) .02( ) .34( ) 9.66(S) 5 23. .02 .00 .01 80.30 4.87 .03 .00 4.90 4.87 .02( ) .00( ) .02( ) 3.66( ) .00( ) .06( ) .02( ) .34( ) 9.66(S) 5 24. .02 .00 .01 79.99 4.94 .03 .00 4.90 4.86 r 5 25. .02( ) .02 .00( ) .00 .02( ) .01 3.66( ) 79.68 .00( 1 4.86 .06( ) .03 .02( ) .00 .34( ) 4.90 9.65(S) 4.86 .02( ) .00( ) .02( ) 3.65( ) .00( ) .06( ) .02( ) .34( ) 9.64(S) 5 26. .02 .00 .01 79.37 4.93 .03 .00 4.90 4.86 .02( ) .00( ) .02( ) 3.64( ) .00( ) .06( ) .02( ) .34( ) 9.64(S) S 27. .02 .00 .01 79.07 4.86 .03 .00 4.90 4.86 ' .02( ) .00( ) .02( ) 3.63( ) .00( ) .06( ) .02( ) .34( ) 9.63(S) 5 28. .02 .00 .01 78.77 4.93 .03 .00 4.89 4.86 .02( ) .00( ) .02( ) 3.62( ) .00( ) .06( ) .02( ) .34( ) 9.62(S) 5 29. .02 .02( ) .00 .00( ) .01 .02( ) 78.47 3.61( ) 4.86 .00( ) .03 .06( ) .00 .02( ) 4.89 .34( ) 4.86 9.62(S) 5 30. .02 .00 .01 78.17 4.93 .02 .00 4.89 4.86 .02( ) .00( ) .02( ) 3.60( ) .00( ) .06( ) .02( ) .34( ) 9.61(S) 5 31. .02 .00 .01 77.89 4.85 .02 .00 4.89 4.86 .01( ) .00( ) .01( ) 3.59( ) .00( ) .06( ) .02( ) .34( ) 9.60(S) 5 32. .01 .00 .01 77.61 4.93 .02 .00 4.89 4.86 . .01( ) .00( ) .01( ) 3.58( ) .00( ) .06( ) .02( ) .34( ) 9.60(S) 5 33. .01 .00 .01 77.34 4.85 .02 .00 4.89 4.86 .01( ) .00( ) .01( ) 3.57( ) .00( ) .06( ) .02( ) .34( ) 9.59(S) S 34. .01 .00 .01 77.09 4.92 .02 .00 4.88 4.85 .01( ) .00( ) .01( ) 3.56( ) .00( ) .06( ) .02( ) .34( ) 9.58(S) 5 35. .01 .00 .01 76.85 4.85 .02 .00 4.88 4.85 .01( ) .00( ) .01( ) 3.54( ) .00( ) .06( ) .02( ) .34( ) 9.58(S) 5 36. .01 .00 .01 76.66 4.92 .02 .00 4.88 4.85 .01( ) .00( ) .01( ) 3.53( ) .00( ) .06( ) .02( ) .34( ) 9.57(S) 5 37. .01 .00 .01 76.52 4.84 .02 .00 4.88 4.85 .01( ) .00( ) .01( ) 3.51( ) .00( ) .05( ) .02( ) .34( ) 9.56(S) 5 38. .O1 .01( ) .00 .00( ) .01 .01( ) 76.49 3.35( ) 1,12 .00( ) .02 .05( ) .00 .02( ) 4,88 .34( ) 4,15 9.56(S) 5 39. .01 .00 .01 76.31 4.84 .02 .00 4.88 4.85 .01( ) ..00( ) .01( ) 3.21( ) .00( ) .05( ) .02( ) .34( ) 9.55(S) 5 40. .01 .00 .01 75.33 4.91 .02 .00 4.87 4.85 .01( ) .00( ) .01( ) 3.11( ) .00( ) .05( ) .02( ) .34( ) 9.54(S) 5 41. .01 .00 .01 74.28 4.84 .02 .00 4.87 4.85 .01( ) .00( ) .01( ) 3.03( ) .00( ) .05( ) .02( ) .34( ) 9.54(S) 5 42. .01 .00 .00 73.41 4.91 .02 .00 4.87 4.85 .01( ) .00( ) .01( ) 2.98( ) .00( ) .05( ) .02( ) .34( ) 9.53(S) 5 43. .01 .00 .00 72.74 4.83 .02 .00 4.87 4.84 .01( ) .00( ) .01( ) 2.94( ) .00( ) .05( ) .02( ) .34( ) 9.52(S) 5 44. .01 .00 .00 72.19 4.91 .02 .00 4.87 4.84 .01( ) .00( ) .01( ) 2.92( ) .00( ) .05( ) .02( ) .34( ) 9.52(S) 5 45. .01 .00 .00 71.74 4.83 .02 .00 4.87 4.84 .01( 1 .00( ) .01( ) 2.90( ) .00( ) .05( ) .02( ) .34( ) 9.51(S) 5 46. .01 .00 .00 71.33 4.90 .02 .00 4.87 4.84 .01( ) .00( ) .01( ) 2.88( ) .00( ) .05( ) .02( ) .34( ) 9.51(S) � 5 47. .01 .01( ) .00 .00( ) .00 .01( ) 70.96 2.86( ) 4.83 .00( ) .02 .05( ) .00 .02( ) 4.86 .34( ) 4.84 9.50(S) 5 48. .01 .00 .00 70.61 4.90 .02 .00 4.86 4.84 .01( ) .00( ) .01( ) 2.84( ) .00( ) .05( ) .02( ) .34( ) 9.49(S) 5 49. .01 .00 .00 70.26 4.82 .02 .00 4.86 4.84 .01( ) .00( ) .01( ) 2.83( ) .00( ) .05( ) .02( ) .34( ) 9.49(S) 5 50. .01 .00 .00 69.92 4.90 .02 .00 4.86 4.84 .01( ) .00( ) .01( ) 2.82( ) .00( ) .05( ) .02( ) .34( ) 9.48(S) 105 IL:UOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 5 51. .01 .00 .00 69.59 4.82 .02 .00 4.86 4.84 .01( ) .00( ) .01( ) 2.80( ) .00( ) .05( ) .02( ) .34( ) 9.47(S) 5 52. .01 .00 .00 69.26 4.89 .02 .00 4.86 4.84 .01( ) .00( ) .01( ) 2.79( ) .00( ) .05( ) .02( ) .34( ) 9.47(S) 5 53. .01 .00 .00 68.94 4.82 .02 .00 4.86 4.83 .01( ) 5 54. .01 .00( ) .00 .01( ) .00 2.78( ) 68.61 .00( ) 4.89 .05( ) .01 .02( ) .00 .34( ) 4.85 9.46(S) 4.83 .01( ) .00( ) .01( ) 2.76( ) .00( ) .05( ) .02( ) .34( ) 9.45(S) -- 5 55. .01 .00 .00 68.29 4.82 .01 .00 4.85 4.83 .01( ) .00( ) .01( ) 2.75( ) .00( ) .05( ) .02( ) .34( ) 9.45(S) 5 56. .01 .00 .00 67.97 4.89 .01 .00 4.85 4.83 .01( ) .00( ) .01( ) 2.74( ) .00( ) .05( ) .02( ) .34( ) 9.44(S) 5 57. .01 .00 .00 67.65 4.81 .01 .00 4.85 4.83 .01( ) .00( ) .01( ) 2.73( ) .00( ) .04( ) .02( ) .34( ) 9.43(S) 5 58. .01 .00 .00 67.34 4.89 .01 .00 4.85 4.83 .01( ) .00( ) .01( ) 2.71( ) .00( ) .04( ) .02( ) .34( ) 9.43(S) ' S 59. .01 .00 .00 67.02 4.81 .01 .00 4.85 4.83 .01( ) .00( ) .01( ) 2.70( ) .00( ) .04( ) .02( ) .34( ) 9.42(S) 6 0. .01 .00 .00 66.71 4.88 .01 .00 4.85 4.83 ' .01( ) .00( ) .01( ) 2.69( ) .00( ) .04( ) .02( ) .34( ) 9.41(S) THE FCELCAHU CUATP= ECFNMM P� 3,AiCl-MFM) URIIU THE SE4 ATiC:Q. THIS M-ID LEAD 'L0 EFTCPS .. IN THE SIM)LATIQQ RERUS! ! 193 205 206 210 211 THE FUUJU/= OJgv7YANM 212 213 214 215 216 FLEMENIS HAVE MI-MCAL . STABILITY PRaKE 15 4fEaT IEAD 20 HYERAULIC xraTTQS Mullis THE CT uq. 9 15 19 30 32 39 41 42 44 46 L 50 52 54 56 57 59 62 64 66 69 71 74 75 76 77 79 82 102 104 105 109 151 153 154 157 159 172 193 201 202 � 206 207 208 201 210 216 410 411 412 413 211 212 414 501 213 214 215 FbotlAlls Basin - Wa= Fams - TnfrastrLcture (site only) wfsite2.dat fran Foot4.dat (fran City of Fort Collins), =dified by JJF, 8LgL.99 +++ PEAK FLO&, SrXES AM SICRA= CP GUrIERS AM LELFDSIIN D* S +++ OWV7EY%4�rE PEAK ECFMDN (CFS) S= (FT) S1uu�m (AC -FT) TIh]E (M/MIN) 6 . 3.3 0 4. 79 7 79.2 2.1 0 48. 8 117.4 .9 0 37. 9 2.2 .1 1.1 2 15. 10 1. 84 11 84.4 2. .7 1 0. 0 37. 12 199.1 (DD= FLOO 0 39. ' 13 14.6 .4 0 36. 14 195.8 1.1 0 37. 15 106.7 .1 10.8 1 39. 18 139.0 .9 0 37. 19 88.6 .1 18.0 3 39. 21 9.8 .5 0 40. 24 .. 0 4. 87 25 87.3 3.0 0 45. 26 85.7 2.9 0 49. 27 91.1 3.0 1 2. 28 23.8 .6 0 39. 29 159.7 4.2 0 38. 30 20.9 1.7 0 44. 31 114.4 .8 0 40. 32 130.0 3.2 0 43. 33 134.4 34 676.2 .9 5.9 0 40, 0 40. 35 746.5 5.4 0 42. 36 47.6 .8 0 37. 37 26.3 1.2 0 36. 38 144.0 1.0 0 41. 39 37.1 .1 5.7 1 29. 40 908.1 5.2 0 50. 1 106 IL:VOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 41 899.6 .1 3.2 0 52. 42 268.4 .1 39.9 1 40. 43 177.2 1.1 0 40. 44 131.2 .1 2.6 0 50. 45 225.3 3.5 0 36. 46 47 46.1 46.6 1.9 2.3 0 0 42, 41. 48 24.5 .8 0 36. 49 278.1 2.2 0 37. 50 33.5 .1 75.3 2 46. 51 144.9 2.4 0 41. 52 126.7 4.5 0 47. 53 157.4 3.1 0 53. 54 141.0 3.7 1 3. 55 557.0 5.1 1 4. 56 361.8 .1 36.1 2 44. 57 362.0 .1 2.3 2 46. 58 205.2 1.1 0 52. 59 8.2 1.8 16.8 4 12. 60 50.3 2.2 0 50. 61 47.9 1.9 0 58. 62 194.5 .1 16.6 1 6. 63 214.0 1.2 0 39. 64 65 193.3 167.9 3.9 1.2 0 0 44, 40. 66 47.1 .1 37.5 3 18. 67 141.7 1.0 0 37. 69 47.1 2.2 3 21. 70 171.2 1.1 0 40. � 71 15.8 .1 7.5 2 23. 74 23.7 2.1 0 35. 75 20.0 .0 1.3 0 57. 76 77 59.5 52.3 1.8 2.8 0 0 46. 56. 78 427.5 3.6 1 14. ' 79 106.5 .1 .6 0 36. 81 143.9 1.0 0 42. 82 82.8 3.0 2 41. 83 102.8 3.8 2 44. 85 256.4 1.4 0 51. 86 62.9 1.1 0 45. 87 139.4 2.6 1 3. 88 478.7 3.9 0 56. 90 44.1 2.0 2 43. 91 68.4 1.7 2 45. 94 .. 1 7, 95 690.7 890 7.0 1 12. 96 991.8 7.4 1 13. 98 53.6 .7 0 36. 102 2.6 .1 16.3 4 23. 103 104 6.2 9.2 .7 .1 .8 0 0 . 58 58. 105 1.2 .1 .5 1 9. 'f 109 51.2 .1 2.6 0 58. 115 229.1 (DIRELY F'LCW) 0 41. 116 106.7 2.4 1 40. 120 26.0 (DIl2FS.T FLOW) 0 40. 150 4.8 1.0 1 2. 151 59.3 2.6 0 36. 15 1.2 1.3 2 S. 153 4.8 1.4 1 26. 154 2.6 .7 4 27. 155 60.2 .3 0 35. 156 65.8 1.6 0 42, 157 363.0 .1 1.6 2 53. 158 61.3 .3 0 35. 159 191.7 3.7 0 38. 161 34.3 .2 0 36. 162 163 194.5 162.9 (DIRFLT FI1W) 1.9 1 0 6. 39. 172 27.3 .1 1.5 0 56. 173 115.4 3.3 0 42. 184 U1.8 2.9 2 47. 193 32.7 2.5 5.5 1 40. 201 61.2 2.0 0 41. 202 32.5 1.7 0 35. 107 L: VOBS\844-002a\data\Drainage\newpond\W fsitc2.doc 203 323.7 4.8 0 36. 204 47.1 2.2 0 40. 205 1.7 1.0 2.7 2 7. 206 24.3 2.0 1.2 0 58. 207 20.0 .1 6.1 1 58. 208 20.0 .1 4.7 1 47. 209 9.0 .1 3.6 2 9. 210 24.3 2.0 .7 0 56. 211 11.3 1.5 .5 1 4. 212 44.1 2.5 4.8 1 20. 213 44.1 2.5 7.9 1 37. 214 24.3 2.0 4.2 1 41. 215 84.6 4.0 10.6 1 59. 216 24.3 2.0 1.6 1 25. 261 12.2 1.6 0 35. 400 52.2 .5 0 44. 401 174.8 2.1 0 36. 410 9.3 .1 1.6 1 7. 411 65.7 3.6 0 43. 412 58.8 2.7 0 36. 413 4.9 .1 1.4 1 19. 414 11.8 .1 2.2 2 7. 416 18.0 .6 0 45. 500 991.8 (DII2DCP FLCM 1 13. 501 5.0 .1 10.7 2 8. FSDPRLX3M P1CU4+I CALLED VftKK1=N 1 AtKAAJ ^ Liar ( = 5.0 C -5 SO t (SITE c)\j 10:15 AM, 12/09/99 I 108 IL:UOBS\844-002a\data\Drainage\newpond\Wfsite2.doe 10:15 AM. 12/09/99 2 1 1 2 3 4 WATERSHED 1/0 Foothills Basin - Warren Farms - Infrastructure (site only) `.rom Foot4.dat (from City of Fort Collins), modified by JJF, 311 0 0 1.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 -2 .016 .25 .10 .30 .51 �l 70 400 4840 20.0 18..011 71 40111566 47.8 19..012 72 161 4660 5.3 44..008 73 74 158 155 7867 8442 9.0 9.7 44..010 26..008 3 410 1340 12.3 40..013 75 413 2584 8.9 40..012 79 156 4356 5.0 44..010 4 414 1215 37.4 12..009 78 104 1710 5.5 53..007 76 105 1618 2.6 78..012 77 6 6349 5.8 50..004 5 6 103 8 2100 1800 24.7 40.5 40..004 39..007 7 202 300 9.7 40..010 ' 8 11 2800 25.0 40..005 9 13 700 4.8 23..010 10 14 3000 68.4 38..011 �i REROUTED BASIN 11 FROM CE 16 TO CE 203 8 DEC 99 JJF 11 20314978 50.5 53..016 260 261 465 1.80 67..006 301 501 525 5,60 5..012 12 18 4000 64.9 28..003 13 416 545 2.50 20..003 -' 14 21 741 3.40 25..006 15 120 1000 2.2 0..040 16 98 850 7.2 90..020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 19 205 980 13.4 90..008 20 120 27 206 1200 2000 23.0 19.0 90, 035 40..035 21 28 300 4.8 90..010 121 204 500 10.1 90..010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 24 33 3600 47.9 40..010 25 34 4500 93.0 90..010 26 35 1700 35.3 50..010 27 28 36 37 1100 700 11.6 4.8 50..010 50..040 29 43 4200 64.5 40..009 30 40 2800 64.6 21..010 31 38 4600 57.7 40..005 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 35 47 1200 18.0 10..015 36 37 45 50 2000 7800269.0 18.0 90..030 76..030 38 51 4400 34.2 40..010 39 53 1000 32.1 3..010 40 55 7300202.3 40..007 41 172 700 5.8 90..010 42 172 1000 14.0 40..010 142 173 1200 35.5 40..010 43 74 600 26.5 7..010 44 58 4600 50.2 40..005 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006 49 67 3200 42.2 40..010 50 57 500 7.3 65..022 150 157 2400 30.1 65...008 �1 109 wfsite2.dat 8DEC99 1 .50 .0018 IL:VOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM. 12/09/99 51 70 2600 69.7 40..007 52 79 600 16.9 70..005 53 75 600 12.3 70..005 54 81 1800 52.7 60..003 55 208 1300 56.5 40..006 56 209 1300 36.1 40..003 57 85 6500166.2 40..020 58 212 2650 80.9 40..004 59 211 300 12.7 45..006 60 78 850 28.7 59..005 61 210 500 15.1 64..009 ' 62 213 2300108.9 41..009 63 193 1310 91.5 40..005 64 214 1100 68.9 40..004 65 88 2700 38.8 16..013 66 94 5800 84.6 19..020 67 86 1500 28.3 40..036 = 68 87 1800 60.0 40..010 69 95 1300 46.0 40..030 0 0 1 0 400 156 0 1 40.0 1100. .008 50. 50. .035 10.0 0 156 411 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 10.0 0 411 102 0 5 2.5 140. .005 0. 0. .013 2.5 10.0 140. .060 4. 4. .045 10.0 0 155 151 0 1 36.0 370. .008 50. 50. .016 10.0 0 151 102 0 5 1.25 135. .007 0. 0. .013 1.25 10.0 135. .060 4. 4. .045 10.0 0 163 159 0 1 16.0 520. .005 4. 4. .035 10.0 0 161 159 0 1 36.0 580. .008 50. 50. .016 10.0 0 0 159 158 102 412 0 2 0 1 5.5 36.0 70. 650. .005 .01 0. 50. 0. 50. .013 .016 12.0 10.0 0 412 102 0 5 2.0 100. .005 0. 0. .013 2.0 10.0 100. .09 50. 50. .045 10.0 0 401 163 0 1 8.0 720. .009 4. 4. .035 10.0 0 410 102 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.6 2.8 1.6 30.0 0 102 .154 12 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 0.17 0.00 0.96 1.25 2.46 1.57 4.66 1.83 7.6 2.1 11.2 2.3 15.4 2.45 16.25 2.49 19.82 11.17 20.75 21.05 20.75 100.0 0 154 153 0 5 1.25 1270. .004 0. 0. .013 1.25 0.0 1270. .004 50. 50. .016 5.00 0 413 153 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.4 1.5 1.4 20.0 0 153 152 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.0 0 104 150 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .83 1.21 0.83 20.0 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 105 6 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .51 1.30 0.51 20.0 0 414 152 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 2.2 10.3 2.2 30.0 0 152 6 0 2 3.0 400. .004 0. 0. .013 8.0 0 103 201 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 201 6 0 5 1.5 100. .010 .0 .0 0.013 1.50 0.0 100. .010 50.0 50.0 0.016 5.00 0 6 7 0 5 2.5 600. .003 .0 .0 0.013 2.50 2.0 600. .003 30.0 30.0 0.016 100.00 0 7 10 0 1 4.0 1400. .008 3.0 3.0 0.040 100.00 0 8 109 0 1 4.0 1000. .007 30.0 30.0 0.016 100.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.056 1.0 0.274 1.5 0.586 1.8 0.972 2.1 1.420 2.3 1.753 2.5 2.028 81.2 2.028 150.0 0 109 10 8 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.015 0.9 0.528 5.7 1.436 15.3 2.287 23.0 2.527 36.0 2.614 60.0 2.614 100.0 0 202 9 0 2 2.5 100. .010 .0 .0 0.013 2.50 0 10 115 0 1 6.0 1500. .008 3.0 3.0 0.040 100.00 0 11 15 0 1 2.0 1300. .010 30.0 30.0 0.016 100.00 0 116 12 0 1 4.5 1200. .006 0.0 0.0 0.013 4.5 * RE-ROUTED CE 13 FROM CE 16.TO CE 203 8DEC99 JJF 110 IL:UOBS\844-002a%data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 0 13 203 0 1 2.0 500. .007 30.0 30.0 0.016 100.00 0 14 115 0 1 2.0 1400. .007 30.0 30.0 0.016 100.00 + REVISED DETENTION POND 15 0 115 15 0 3 0 15 116 9 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.006 11,24 0,311 39,57 1,936 62,47 4.491 83.87 7.423 102.40 10.642 106.27 13.861 113.27 13.861 200.0 DELETED CE 16 8DEC99 JJF 0 18 12 0 1 2.0 1500. .012 30.0 30.0 0.016 100.00 0 12 19 0 3 5.0 50. .010 .0 .0 0.013 5.00 . PROPOSED ULTIMATE DETENTION POND 19 0 19 29 12 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.29 2.66 1.42 9.15 3.09 13.54 5,71 17,94 10.06 10,05 16,12 84,86 20,83 16,21 25.14 106.97 30.40 111.97 35.88 116.97 38.07 253.0 0 120 29 0 3 5.0 400. .010 .0 .0 0.013 5.00 0 21 416 0 1 2.0 450. .003 30.0 30.0 0.023 1.00 * MODIFIED CE 203 TO REFLECT COMBINATION WITH CE 16 8DEC99 JJF 0 203 501 0 5 3.4 750. .003 0.0 0.0 0.013 3.40 2.0 750. .003 30.0 30.0 0.016 100.00 0 261 501 0 2 2.0 486. .003 0.0 0.0 0.013 2.00 0 416 120 0 1 2.0 600. .003 30.0 30.0 0.023 1.00 ' Warren Farms Detention Pond 501 (for site only) 0 501 416 8 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.14 1.56 1.05 2.64 3.06 3.44 5.64 4.11 8.51 4.68 11.80 5.21 15.45 5.68 0 98 34 0 1 1.0 600. .015 30.0 30.0 0.023 1.00 0 24 25 0 1 10.0 800. .0004 3.0 3.0 0.030 100.00 0 25 26 0 1 10.0 1200. .0004 3.0 3.0 0.030 100.00 0 26 27 0 1 10.0 400. .0004 3.0 3.0 0.030 100.00 0 27 50 0 1 10.0 3200. .0004 3.0 3.0 0.030 100.00 ' 0 0 205 206 26 50 0 2 0 2 1.0 2.0 100, 100. .002 .010 .0 .0 .0 .0 0,013 0.013 1,00 2.00 0 204 34 0 5 1.5 1200. .004 .0 .0 0.013 1.50 1.0 1200. .004 30.0 30.0 0.016 100.00 0 28 30 0 1 2.0 800. .002 30.0 30.0 0.016 100.00 0 29 34 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 ' 0 30 32 0 2 2.0 2200. .012 .0 .0 0.016 2.00 0 31 32 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 32 40 0 2 4.5 1650, .0 0,013 4.50 0 33 40 0 1 2.0 2600. .006 .010 .0 30.0 30.0 0.016 100.00 0 34 35 0 5 4.5 2300. .010 .0 .0 0.013 4.50 5.0 2300. .010 30.0 30.0 0.016 100.00 0 35 40 0 4 10.0 900. .003 4.0 4.0 0.040 6.00 58.0 900. .003 30.0 30.0 0.060 100.00 0 36 51 0 1 1.0 1100. .006 30.0 4.0 0.016 100.00 0 37 49 0 1 3.0 800. .013 3.0 3.0 0.040 100.00 0 38 39 0 1 2.0 2400. .005 30.0 30.0 0.016 100.00 0 39 .0 42 7 2 0. 0.1 0.232 1000. 4.5 .005 .0 1.213 .0 12.0 0.100 2.561 0.10 14.5 4.085 16.9 5.352 18.0 5.775 42.0 0 40 41 0 4 15.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 100.00 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 0.001 0.0 0.016 101.5 0.099 290.8 0.300 498.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 0. 55 12 2 .0 .1 0.007 150, 1.7 .010 .0 0.077 .0 12.5 0,013 0.359 .01 31.0 1.37 54.0 4.07 93.0 8.68 137.0 14.64 184.0 21.63 218.0 25.4 230.0 29.2 243.0 37.2 262.0 0 43 44 0 1 2.0 2150. .006 30.0 30.0 0.016 100.00 0 44 58 6 2 0.1 1700. .002 .0 .0 0.100 0.10 .0 .0 0.185 10.5 0.866 21.3 1.884 24.4 2.242 102. 4.476 308. 0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00 5.0 900. .015 100.0 100.0 0.016 100.00 0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50 2.0 500. .020 30.0 30.0 0.016 100.00 0 47 46 0 5 2.0 1300. ..017 .0 .0 0,013 2.00 2.0 1300. .017 30.0 30.0 0.016 100.00 0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00 �\ 0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00 0 50 53 5 2 .1 1. .016 .0 .0 1.000 .01 111 IL:VOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 if 11 I I I I I I I I 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52 53 0 5 0 53 54 0 5 0 54 55 0 5 0 55 56 0 1 0 56 57 8 2 0.0 0.0 6.786 204.7 0 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 157 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 0 63 64 0 1 0 64 66 0 5 0 65 66 0 1 0 66 69 7 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 17.2 0 172 173 6 2 .0 0.0 3.384 30.5 0 173 56 0 5 0 74 173 0 2 0 75 76 8 1 .0 .0 0.738 3.0 0 79 76 3 2 .0 .0 0 76 77 0 5 0 77 78 0 5 0 78 88 0 1 0 211 88 0 2 0 212 94 0 2 0 210 78 0 2 0 81 207 0 1 0 207 82 3 2 .0 .0 0 82 83 0 5 0 208 83 3 2 .0 .0 0 83 184 0 5 90.0 40.0 250 1.5 2400. .010 .0 2.0 2400. .010 30.0 2.0 1300. .005 .0 3.0 1300. .005 4.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.42 222.0 1.60 2.44 404.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.27 10.35 740.0 10.71 11.80 1176.0 2.0 2400. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .1 800. .010 .0 9.834 .0 16.533 1. 24 0 54 2.0 1300. .005 30.0 3.0 1400. .008 .0 2.0 1400. .008 30.0 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 3.8 0.394 40.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5. 2.0 1600. .004 30.0 0.1 1000. .004 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.435 6.488 34.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 2.5 100. .010 .0 .1 1000. .001 1.0 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 0.580 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1400. .0084 4.0 1.5 100. .010 .0 2.5 100. .010 .0 2.0 100. .010 .0 2.5 1850. .005 30.0 0.1 1000. .010 .0 5.0 20. 7.0 4.0 1350. .004 .0 4.0 1350. .004 30.0 0.1 1 1000. .010 .0 3.7 20. 5.0 4.5 1300. .004 .0 220.0 460.0 560.0 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 13.0 0.040 100.00 3.0 0.040 100.00 .0 0.013 2.00 39.0 1.536 90.0 358.4 56.319 411.3 .0 0.013 0.1 23.0 0.37 81.0 235.0 1.78 264.0 514.0 3.10 653.0 .0 0.023 0.1 48.0 0.04 92.0 308.0 1.55 362.0 493.0 8.18 531.0 586.0 9.63 623.0 822.0 11.08 922.0 30.0 0.016 100.00 .0 0.013 1.8 0.0 3.0 0.0 3.0 0.040 100.00 4.0 0.040 100.00 .0 0.010 .01 187.5 36.487 1560 30 3000 30 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 24.2 6.983 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.481 16.4 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0.016 100.00 .0 0.023 2.50 1.0 0.100 .01 1.3 0.393 2.1 18.4 1.782 60.0 0.0 0.100 0.1 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.013 1.50 .0 0.013 2.50 .0 0.013 2.00 30.0 0.016 100.00 .0 0.100 0.10 20. .0 0.013 2.50 30.0 0.013 100.00 .0 0.100 0.10 20. .0 0.016 3.00 •�\ 112 IL \JOBS\844-002a\data\Drainage\newpond\Wfsite2.doc 10:15 AM, 12/09/99 1 1 4.5 1300. .004 30.0 30.0 0.016 100.00 0 209 184 3 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 2.9 9. 4.0 9. 0 184 94 0 5 4.5 1850. .0056 .0 .0 0.013 3.00 4.5 1850. .0056 30.0 30.0 0.016 100.00 0 85 215 0 1 2.0 6500. .003 30.0 30.0 0.016 100.00 0 215 87 0 2 4.0 800. .003 .0 .0 0.013 4.00 0 86 216 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00 0 216 94 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 87 95 0 1 25.0 2600. .0004 3.0 3.0 0.030 100.00 0 88 94 0 4 3.0 1350. .012 4.0 4.0 0.040 4.00 35.0 1350. .012 30.0 30.0 0.060 100.00 0 213 90 0 2 2.5 100. .010 .0 .0 0.013 2.00 0 214 91 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00 2.0 2700. .007 30.0 30.0 0.016 100.00 0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00 2.0 1300. .030 1.0 1.0 0.016 3.00 0 193 96 0 2 2.5 100. .0055 .0 .0 0.013 2.50 0 94 95 0 1 1.0 3000. .010 20.0 20.0 0.040 100.00 0 95 96 0 1 25.0 1300. .0004 3.0 3.0 0.030 100.00 0 96 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00 0 9 1 13 16 203 261 501 416 21 120 29 ENDPROGRAM ,1 113 I INTERIM REGIONAL DETENTION POND DESIGN BY SWMM MODEL 114 I t N 0 YJ N u 'CY / LO d Y O W i> s N N N J/ o I 1 �y »./ �kQl D U 1r F- k j��. Im�veetic_gn+ /� I•Ferr�� No• 3 C �) 1D h DTZ,csou�cesc� F}QYtIS, Inc l • Collins lNvl 03 8 S N O J m a O 0 , m I T N 4LL) QNO) ' I - suillo� • t3 : �u) lc;w H c�sv�aJ a�.�c�vS22L � c z N •. OO m � m 0 L A.Y E T J AVE \r 1 SEAR -BROWN INTERN REGIONAL DETENTION POND LEGEW EXISTM — x — moposm =mxm m PROPOSm 9TOM DRMI PIPE SCALE 1'=100' 0 t00 2w i 0) lA e- v T '7 ' Z a m a 0 w CL W r w n a ' v) ~ C w a M �Z ° z a a ) ra w 1 0 m LL V d C = C� c ' `9 U � co � o 0 0 o a o O (D CD Cl) CD M N 0) co 00 ItM N m to (D >� Z 2 O QO N N V co W J H � ZO U coo o Lo 0 a' W ce) Un rl- (D N to N N In wa co � U O_Q N r coo CLO CCV) Q W W N rco O O O d Q Q Q O (b 0� � 0 CD O W CD r Cep C-; N In H � Q 0 = N = H W Cl) C? U r H r W H FWW aQ 0 LL LL LL L' zm O O O O U� 02 z V r co N II 0Q `- N r `� M m 1`Zfl O O N C cu uj CD U m a> o o LL -o a N o cmc ca C N T N L U f0 � O N C N = N O y H a w= ���0m T L . E 'O-j Co D.CO X a) N 2] w co p O w c E o aciE�3>E O U U L > E �n aa) O C O Cn y O OCD CD N C- O U C C U (D L C C O N ' C mLL m� O D) N O O NM O c rn L) N U N = m m w rn CU n V y Mn > (A r Q Q O CO CU c rn C mmM= w J J C M C C CNp C C m Co m m m co co co co 1 1 INTERIM REGIONAL DETENTION POND (PROPOSED OUTLET WITH ORIFICE PLATE EXISTING OUTLET PIPE) 1 p 1 IL I G 11 r 1 LL- O L 0 0 O O a a 0 0 c a:�.,c 3 a) v o O V — L L O 7 V U O O a) CL V +L O0) N N 0 a)a 0 0� c O C L L O �+ .2 °ate ° c cao m U) aa) LO � � -Ca 0 C � L 0 0 a— c� a 0 O L L C O_ c (n O o00>o O O� CL L U a) L D o o+ m c c .O E> 0 V L O.O U u) O C ac c- v v O (nv m •� :�. 0 a) C, v oa >' L -0 or °�-0 o m oil = ° L -C � 0 c l a) (n aov-a)0 o n E N a L ti 3 Caro OLD 0 c O c l °to 3Ma C O O c °lcC: v ovo�'coo c a) mO O 6i0 =��+ O L E C O N C +� E°0a°Oa) s = > •L � zr- N •L a) .c 0 C. w E � O a O l E 0 0 Q1 L L -cE O O � O N I--- (nl a � 3 L a� (n s C: o -• a) N a)vCc: ry r � Q) 0-0 cn3UNa 0 O " rn 0 0 v C 3 s t`� Ca rn �c-0 0N O ° °% t 7 ° ° (n -0 -C coN C O U C -C L c(u v y a)aV) a t a +L+ ° O fn O � L v O o " .- ajg: 0'V U -0aL'Noa�v E ac ° L a O C o v c �sa:2 Eaa~ CO ° a) a) g y L ++ mOa)°ic� •� Nc C a) -C a) O Ol (n L a o Nv�-L(nl �r3�°• c a) O CO 3 E i� to •- 0 L v- O > (n ° > L 0 c c N U+L+ c a) ::+C v�Lp 0> v v .0 O N — c 0) o ++ C -C •- •c O H � H (n F• L r L 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 t 1 Warren Farms - 3rd Filing Rating Curve for Detention Pond 19 (smaller portion on sketch) Cumulat. Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 5029.3 0 0.00 0.00 0.00 5030 10035.98 0.23 0.05 0.05 5031 54250.94 1.25 0.70 0.70 5032 65042.67 1.49 1.35 2.05 5033 72924.77 1.67 1.57 3.62 5034 83103.84 1.91 1.77 5.39 5034.21 130680 3.00 0.51 5.9 Volume taken from the regional detention pond layout. The volume accounted for is only the smaller Interpolate the water surface elevation portion of the pond, below the for the 100-year storage in detention pond: elevation 5034.21'. Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 5.9 5034.21 Area -Capacity Curve 3.50 7 3.00 6 `= 2.50 5 w u Q 2.00 4 T 1.50 3 Z 1.00 2 v w 0.50 1 0.00 0 5029.3 5031 5033 5034.21 Stage (ft el) -N-Area -0-Capacity L:\JOBS\844-002a\data\Drainage\newpond\[PARKRAT1.xls]Pond No.1 October 12. 1999 l23 I OJ E E 7 0 5 O o O (n N m O 0 0 0 f� O CD M 0 M O O r (J 0 m 0 0 N 6 N a° (D3 y D @ w O m 00 M D) N� Z d O O wL) orcooN(ri(ri U O7 o m-0 a> is O (D o c O O O O O O r C w E M O O O O O N d O N c > _ 6 O r N M V V N M M M Cl) M M `� c 0 O d W N -0 0 ' 0) �O N L r 7 �N V O) AMC I 3 o f0 io t �° c d F-0) a Y c d w to a O O O > O O °D a o p o 0 0 o r o 0 0 M O O O O O O o 3@ N O 0 0 0) O r N (M 4 V Ln (D I� N Q. N cocococoM M M M M O W _ _0 (O co (0 CD °o o I O (0 CD-V OO W MO)N O�M�OpO O r .60 � NN v N r N _N � o � a)E O > a 0 c IL c co C O ++ = 3 i7L a) Q _a r d C O N N N 00 O h D) D) O O O C 3 N c M L O 7 0 O @ M N (D r 00 00 00 O O r r CD c; O r N M (n (D I` � r- N co co M M f0 O E o to O w O N > M co co M co co co E N ; _ tL W rn a�i Lco } N } N N N - c M E N 01 00000000 OZ M O In (n O W EO v O p O O w O o LL O. T co f0 p nj 4 r,: n r': C- n L .a MO7 y^ r r r r N N N N �0 N O CO W O U o Li `24 I t 1 CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 CURRENT TIME: 19:59:44 FILE NAME: ROP19 r+r+xx*x**x+r*++++++++r+r+++r+++++++r+r++r++++r++r+xr+r++*++r+r++r+r++++++r+++++ ++++x++xx*xxx*x*x*x*x*x*x* FHWA CULVERT ANALYSIS ************************** x*x*****+++xr+r+r*x+xwxrx+ HY-8, VERSION 6.0 *x++++++rrrr*xwxxxxxx*xwxx C SITE DATA CULVERT SHAPE, MATERIAL, INLET U-------------------------- ----------------------------------------------- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 29.30 29.01 83.18 1 RCP 1.50 1.50 .013 CONVENTIONAL 2 5 6 ................................................................................ xxrxxx******x***+*++++r+r+r++r+++++*+++x+xr+r++r++r+rx+xx+x*xrrx++r+ra+++x+r+r++ SUMMARY OF CULVERT FLOWS (cfs) FILE: RDP19 DATE: 01-25-1999 v � ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 29.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 30.22 2.5 2.5 0.0 0.0 0.0 0.0 0.0 0.00 1 30.62 4.7 4.7 0.0 0.0 0.0 0.0 0.0 0.00 1 31.12 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 31.88 10.0 10.0 0.0 0.0 0.0 0.0 0.0 0.00 1 32.80 12.5 12.5 0.0 0.0 0.0 0.0 0.0 0.00 1 33.87 15.0 15.0 0.0 0.0 0.0 0.0 0.0 0.00 1 35.09 17.5 17.5 0.0 0.0 0.0 0.0 0.0 0.00 1 36.49 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 37.10 22.5 21.0 0.0 0.0 0.0 0.0 0.0 1.38 10 37.19 25.0 21.1 0.0 0.0 0.0 0.0 0.0 3.73 5 37.0_ 0 2Q.8 20.8 0.0 0.0 0.0 0.0 0.0 OVERTOPPING r+r++xx-xx+x��+xxxxrxrxrxxxxxxx+xxxxxxwxxrxxxxxxxxxxxrxwxxrxxxx+xx+xxx+xxx+++ I N FO • F�� `pR�vtOUs Pp G < x*rx+r+xx+xwxwrxxxxxxxrxwxwxxwxwxxwxxxxwxxxxxwxwrxxxxwxx*ixwxxxxwxxxxxxxxxwxrxx+ SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: RDP19 DATE: 01-25-1999 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 29.30 0.000 0.00 0.00 0.00 30.22 0.000 2.50 0.00 0.00 30.62 0.000 4.70 0.00 0.00 31.12 0.000 7.50 0.00 0.00 31.88 0.000 10.00 0.00 0.00 32.80 0.000 12.50 0.00 0.00 33.87 0.000 15.00 0.00 0.00 35.09 0.000 17.50 0.00 0.00 36.49 0.000 20.00 0.00 0.00 37.10 -0.008 22.50 0.13 0.58 37.19 -0.006 25.00 0.13 0.52 *+**x**x*x*xxx*xxx*xxxxxx+r*x+xx+rr+x++x+r+r++*+++++*++*x+++*++*+**x*+*+*+++**** <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE M = 1.000 +*x***... **x*xxx*xxx+xxxr+++r+x++r++++*+*++++++x**x**x*+***+*x*wx********w+w***xx* 1 ',bp iq . 15t I CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 CURRENT TIME: 19:59:44 FILE NAME: RDP19 +tf+ft+#+f+f*+#*tttft4xf+4+4+++*#xt#ttxt#tfw+f#+f+4*x#*x*t*tttx##+++++++++*rt**** PERFORMANCE CURVE FOR CULVERT 1 1( 1.50 (ft) BY 1.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TN FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) «**k#*#*t#tf#f+f+4#++*rtx#*#*#+#t#++f#44#f#*k#****#**#*t#4#*#t++*«#«***#***«***#* 0.00 29.30 0.00 -0.29 0-NF 0.00 0.00 0.00 -0.01 0.00 0.00 2.50 30.22 0.85 0.92 2-M2c 0.66 0.60 0.60 0.50 3.80 2.42 4.70 30.62 1.25 1.32 2-M2c 0.98 0.83 0.83 0.63 4.69 2.84 7.50 31.12 1.73 1.82 2-M2c 1.50 1.06 1.06 0.76 5.62 3.19 10.00 31.88 2.27 2.58 2-M2c 1.50 1.22 1.22 0.84 6.51 3.43 12.50 32.80 2.98 3.50 2-M2c 1.50 1.33 1.33 0.92 7.56 3.62 15.00 33.87 3.86 4.57 2-M2c 1.50 1.44 1.44 0.99 8.66 3.79 17.50 35.09 4.90 5.79 6-FFc 1.50 1.50 1.50 1.04 9.90 3.94 20.00 36.49 6.09 7.19 6-FFc 1.50 1.50 1.50 1.10 11.32 4.07 20.99 37.10 6.60 7.80 6-FFc 1.50 1.50 1.50 1.15 11.88 4.20 21.14 37.19 6.68 7.89 6-FFc 1.50 1.50 1.50 1.19 11.96 4.31 t#tf+tf+4*x***x***#ttft+f4++*+*+*+x*rtx#x+*t#tf##4++++4*x«#x****x##ttt#tft#t#w««w El. inlet face invert 29.30 ft EL. outlet invert 29.01 ft El. inlet throat invert 0.00 ft EL. inlet crest 0.00 ft «+*+x***tt#tf+f+f+f+4x«#**x*t#x##ff+f++f+*rt**xx#xx#tftt#++++f++«+*rt+*x*#«*#**xrt* ***** SITE DATA ***** CULVERT INLET STATION INVERT ************** 0.00 ft INLET ELEVATION 29.30 ft OUTLET STATION 83.18 ft OUTLET ELEVATION 29.01 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0035 CULVERT LENGTH ALONG SLOPE 83.18 ft ***** CULVERT DATA SUMMARY BARREL SHAPE ************************ CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ++xftf#+fxf+*+*+f#+#*rt*rtxkx###rtitx#ttttf#f#44i+4#+*+4w+*rt****rt**rtirttfttt+#+fx#ft J r I Fl r L2u i 3 CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 CURRENT TIME: 19:59:44 FILE NAME: RDP19 xxr++rxxx+xxrrr+r+r+r+r+r+r+++r++r++x+xxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+x++ xxx+xxxxxxxxxxxrxr+xxxx+xr TAILWATER xxxxxx++x+xxxx++x+r+r++x+r ++r+xx++++x+xxx+xxxxxxxxx+xxxxxxxxxxxx+xrxr+rrxx+xrrr++r+r+xr++++r+xr+rrx+rrrxx+ . ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (K:1) '0.015 .0 0�S CHANNEL SLOPE V/H (ft/ft) .0 MANNING'S n (.01-0:1) 0.03030 CHANNEL INVERT ELEVATION 29.00 ft CULVERT NO.1 OUTLET INVERT ELEVATION 29.01 ft u Ccacwao ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL v `} ro-+TY1A FLOW W.S.E. FROUDE DEPTH VEL. SHEAR Curve cis d'�ahvw. (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 29.00 0.000 0.00 0.00 0.00 2.50 29.51 0.599 0.51 2.42 0.49 4.70 29.64 0.623 0.64 2.84 0.62 7.50 29.77 0.642 0.77 3.19 0.74 10.00 29.85 0.653 0.85 3.43 0.83 12.50 29.93 0.662 0.93 3.62 0.90 15.00 30.00 0.670 1.00 3.79 0.96 17.50 30.05 0.677 1.05 3.94 1.02 20.00 30.11 0.682 1.11 4.07 1.07 22.50 30.16 0.687 1.16 4.20 1.12 25.00 30.20 0.692 1.20 4.31 1.16 +rrxr+xrxr�x+r+xr+x+r r+rx++xx+rx+x+xxxxx+xxxxxxxxxxxxxxxxxxxxxxrx►xx+xxxxxxxxxx _`� U I �t ' x+x+x+xrrx+xxrr+x+r+xxxrxr ROADWAY OVERTOPPING DATA ************************** xxxxxx+xxxxxrxxxxxxtxxxxxxxx+xxxxxrxxxrxrrxrxrrx++rr+r+xxxxxxxxxx+x+xxxxxxrx+x+x ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80.00 ft CREST LENGTH 15.00 ft OVERTOPPING CREST ELEVATION 37.00 ft i 1 1 i 1 1 I 1 1 1 1 1 t 1 I i 1 1 1 i t 1 Warren Farms - 3rd Filing Rating Curve for Detention Pond 501 (larger portion on sketch) Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) 5030 0 0.00 0.00 5031 45888.14 1.05 0.35 5032 106027.59 2.43 1.68 5033 128847.17 2.96 2.66 5034 143613.66 3.30 3.09 5034.21 150362.91 3.45 0.70 5035 259551.57 5.96 4.52 5036 293946.27 6.75 6.29 5037 323156.02 7.42 7.01 Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 10.6 5034.58 Cumulat. Storage (ac-ft) 0.00 0.35 2.03 4.69 7.79 8.49 13.00 19.29 26.30 Volume taken from Regional Detention Pond layout. It takes into account the entire pond except for the small portion that is accounted for in Pond 19. Area -Capacity Curve 8.00 25 7.00 v 6.00 20 w 5.00 15 r° Q 4.00 w 3.00 10 0 M2.00 5 U 1.00 0.00 0 5030 5031 5032 5033 5034 5034.2 5035 5036 Stage (ft el) -.-Area -*---Capacity L:\JOBS\844-002a\data\Drainage\newpond\[PARKRAT2.xls]Pond No.1 October 12, 1999 T C) m N M U 7 Cj O CM O CO � V C) C O C,O N Vr-- 00 .-. N T a O r a� Z m @ y0011' q v0v°Co o U L 4 0 t0 CO 4 T N M CO m y Cj T N M� T CO L>J O C Co 10 C O O a Ni- J o 0 0 0 0 0 0 0 0 lL ^ 0 0 0 0 0 0 0 0 0 00 w4'- 6 CO CO O 6 O CO CO O M M M M M M M M M ^T N 3 O .O. T M LO bo 3 LO ^ i O _ LL04 w 0 COO CAD N COO N f0 N ++ U T T lU 0 T N M a 4 LO LO 4 Q d y U U N o TO Cy C O CO N O N O O C (N M LL O O. CU 0 O U w E <, d `m 0) L CNQ m a O1 111'j.O mom C)O)Ommm U R �Qw0 Co Co}` U r�nl�nr�l.l�l�n�,_ rnL O O o 0 0 0 0 0 0 o O • n O O Q Ua)t O L V d = 0 7 N Lo r O N m w� w N Co `O G T N M M M". LO U d _ . E L Z O n C O) LL C C d 0O Cu O o C� 00 q q 9L 3"o0000c w ooO — C1 0)N Q) O O i+ F- 0 U. C 4i m w y - m C o 0 0 0 0 0 o 0 o O o 000000000 0;9 ; m m m m O O m O m ` O M M M M M M M M M CD w N E j Co N } O (O L m U LL O T LO (0 O O O O O T O 0 0 C E II H p O T CV m 7'i to CO h L= E CD M M M M M M Co Co M (� w Cu Cu 0) Cu 2 o W v N_ CU rn C n 0 w U LO 4) .0. U N d 7 N m v C 0 a _0 0 n C N N CU � d c N O n N U O d rn O•d E c 'O �O y ECO) n CD O L w d o n (D m CD N N CO a� C j CO O CO T in O N � L EL o C LL O 0) N O N .r O N l0 '� O Cm J O LL Y O CT 7 cu E w > 5 T N I I I Table Rating Table for Circular Channel Project Description Project File untitled.fm2 Worksheet Warren Farms - Proposed Outlet Pipe Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data 1 Mannings Coefficient 0.013 Channel Slope 0. 00 1900 ft/ft Diameter 21.00 in I ut Data Minimum Maximum Increment Discharge 0.00 6.91 0.01 cfs Rating Table Discharge Depth Velocity 1 (cfs) (ft) (ft/s) 0.00 N/A 0.00 0.01 0.05 0.51 0.02 0.07 0.63 0.03 0.08 0.72 0.04 0.10 0.78 0.05 0.11 0.84 0.06 0.12 0.88 0.07 0.12 0.93 0.08 0.13 0.96 0.09 0.14 1.00 0.10 0.15 1.03 0.11 0.15 1.06 0.12 0.16 1.09 \ 0.13 0.17 1.12 0.14 0.17 1.14 0.15 0.18 1.17 0.16 0.18 1.19 ' 0.17 0.19 1.21 0.18 0.19 1.23 0.19 0.20 0.20 0.20 1.25 1.27 0.21 0.21 1.29 0.22 0.21 1.31 0.23 0.22 1.33 0.24 0.22 1.34 �rqwSe'd Gnu+ CL+ i-SV- IN' �i-tii 5u 1 lNnjr>v pDY'ft0►� AD�SkefG11� uc-,ej irj im. Lk el' C Ury e 5.i,1n(n r,-)Oriel 02/22/99 FlowMaster v5.15 09,59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 16 1 �/lam Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 0.25 0.23 1.36 0.26 0.23 1.37 0.27 0.24 1.39 0.28 0.24 1.41 0.29 0.24 1.42 0.30 0.25 1.43 0.31 0.25 1.45 0.32 0.26 1.46 0.33 0.26 1.48 0.34 0.26 1.49 0.35 0.27 1.50 0.36 0.27 1.52 0.37 0.28 1.53 0.38 0.28 1.54 0.39 0.28 1.55 0.40 0.29 1.56 0.41 0.29 1.57 0.42 0.29 1.59 0.43 0.30 1.60 0.44 0.30 1.61 ' 0.45 0.30 1.62 0.46 0.47 0.31 0.31 1.63 1.64 0.48 0.31 1.65 0.49 0.50 0.32 0.32 1.66 1.67 0.51 0.32 1.68 0.52 0.32 1.69 ' 0.53 0.33 1.70 0.54 0.33 1.71 0.55 0.33 1.72 ' 0.56 0.34 1.73 0.57 0.34 1.74 0.58 0.34 1.74 0.59 0.35 1.75 0.60 0.35 1.76 0.61 0.35 1.77 0.62 0.35 1.78 0.63 0.36 1.79 0.64 0.36 1.80 0.65 0.36 1.80 0.66 0.37 1.81 0.67 0.37 1.82 0.68 0.37 1.83 0.69 0.37 1.84 02/22/99 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CTII06708 (203) 755-1666 FlowMaster v5.15 Page 2 of 16 11 Table Rating Table for Circular Channel Table Discharge Depth Velocity (cfs) (ft) (fvs) 0.70 0.38 1.84 0.71 0.38 1.85 0.72 0.38 1.86 0.73 0.38 1.87 0.74 0.39 1.87 0.75 0.39 1.88 0.76 0.39 1.89 0.77 0.39 1.90 0.78 0.40 1.90 0.79 0.40 1.91 0.80 0.40 1.92 0.81 0.40 1.92 0.82 0.41 1.93 0.83 0.41 1.94 0.84 0.41 1.94 0.85 0.41 1.95 0.86 0.42 1.96 0.87 0.42 1.96 0.88 0.42 1.97 0.89 0.42 1.98 0.90 0.43 1.98 0.91 0.43 1.99 0.92 0.43 2.00 0.93 0.43 2.00 0.94 0.44 2.01 0.95 0.44 2.01 0.96 0.44 2.02 0.97 0.44 2.03 0.98 0.45 2.03 0.99 0.45 2.04 1.00 0.45 2.04 1.01 0.45 2.05 1.02 0.45 2.06 1.03 0.46 2.06 1.04 0.46 2.07 1.05 0.46 2.07 1.06 0.46 2.08 1.07 0.47 2.08 1.08 0.47 2.09 1.09 0.47 2.10 1.10 0.47 2.10. 1.11 0.47 2.11 1.12 0.48 2.11 1.13 0.48 2.12 1.14 0.48 2.12 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 3 of 16 132 0 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 1.15 0.48 2.13 1.16 0.49 2.13 1.17 0.49 2.14 1.18 0.49 2.14 1.19 0.49 2.15 1.20 0.49 2.15 1.21 0.50 2.16 1.22 0.50 2.16 1.23 0.50 2.17 1.24 0.50 2.17 1.25 0.50 2.18 1.26 0.51 2.18 1.27 0.51 2.19 118 0.51 2.19 1.29 0.51 2.20 1.30 0.51 2.20 1.31 0.52 2.21 1.32 0.52 2.21 1.33 0.52 2.22 1.34 0.52 2.22 1.35 0.52 2.23 1.36 0.53 2.23 1.37 0.53 2.24 1.38 0.53 2.24 1.39 0.53 2.25 1.40 0.53 2.25 1.41 0.54 2.25 1.42 0.54 2.26 1.43 0.54 2.26 1.44 0.54 2.27 1.45 0.54 2.27 1.46 0.55 2.28 1.47 0.55 2.28 1.48 0.55 2.29 1.49 0.55 2.29 1.50 0.55 2.29 1.51 0.56 2.30 1.52 0.56 2.30 1.53 0.56 2.31 1.54 0.56 .2.31 1.55 0.56 2.32 1.56 0.57 2.32 1.57 0.57 2.32 1.58 0.57 2.33 1.59 0.57 2.33 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 4 of 16 \33 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 1.60 0.57 2.34 1.61 0.57 2.34 1.62 0.58 2.34 1.63 0.58 2.35 1.64 0.58 2.35 1.65 0.58 2.36 1.66 0.58 2.36 1.67 0.59 2.36 1.68 0.59 2.37 1.69 0.59 2.37 1.70 0.59 2.38 1.71 0.59 2.38 1.72 0.60 2.38 1.73 0.60 2.39 1.74 0.60 2.39 1.75 0.60 2.40 1.76 0.60 2.40 1.77 0.60 2.40 1.78 0.61 2.41 1.79 0.61 2.41 1.80 0.61 2.41 1.81 0.61 2.42 1.82 0.61 2.42 1.83 0.62 2.43 1.84 1.85 0.62 0.62 2.43 2.43 1.86 0.62 2.44 1.87 0.62 2.44 1.88 0.62 2.44 1.89 0.63 2.45 1.90 0.63 2.45 1.91 0.63 2.45 1.92 0.63 2.46 1.93 b.63 2.46 1.94 0.63 2.47 1.95 0.64 2.47 1.96 0.64 2.47 1.97 0.64 2.48 1.98 0.64 2.48 1.99 0.64 2.48 2.00 0.64 2.49 2.01 0.65 2.49 2.02 0.65 2.49 2.03 0.65 2.50 2.04 0.65 2.50 02/22/99 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1-�)4- FlowMaster v5.15 Page 5 of 16 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity ` (cfs) (ft) (ft/s) 2.05 0.65 2.50 2.06 0.66 2.51 2.07 0.66 2.51 2.08 0.66 2.51 2.09 0.66 2.52 2.10 0.66 2.52 2.11 0.66 2.52 2.12 0.67 2.53 2.13 0.67 2.53 2.14 0.67 2.53 2.15 0.67 2.54 2.16 0.67 2.54 'PAF 2.17 0.67 2.54 2.18 0.68 2.54 2.19 0.68 2.55 2.20 0.68 2.55 2.21 0.68 2.55 2.22 0.68 2.56 2.23 0.68 2.56 2.24 0.69 2.56 2.25 0.69 2.57 2.26 2.27 0.69 0.69 2.57 2.57 2.28 0.69 2.58 2.29 2.30 0.69 0.70 2.58 2.58 2.31 0.70 2.59 2.32 0.70 2.59 2.33 0.70 2.59 2.34 0.70 2.59 2.35 0.70 2.60 2.36 0.71 2.60 2.37 0.71 2.60 2.38 0.71 2.61 2.39 0.71 2.61 2.40 0.71 2.61 2.41 0.71 2.61 2.42 0.72 2.62 2.43 0.72 2.62 2.44 0.72 2.62 2.45 0.72 2.63 2.46 0.72 2.63 2.47 0.72 2.63 2.48 0.72 2.63 2.49 0.73 2.64 02/22/99 f1FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 6 of 16 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 2.50 0.73 2.64 2.51 0.73 2.64 2.52 0.73 2.65 2.53 0.73 2.65 ,.. 2.54 0.73 2.65 2.55 0.74 2.65 2.56 0.74 2.66 2.57 0.74 2.66 2.58 0.74 2.66 2.59 0.74 2.67 2.60 0.74 2.67 2.61 0.75 2.67 2.62 0.75 2.67 2.63 0.75 2.68 2.64 0.75 2.68 2.65 0.75 2.68 2.66 0.75 2.68 2.67 0.76 2.69 2.68 0.76 2.69 2.69 0.76 2.69 2.70 0.76 2.70 2.71 2.72 0.76 0.76 2.70 2.70 2.73 0.76 2.70 2.74 2.75 0.77 0.77 2.71 2.71 2.76 0.77 2.71 2.77 2.78 0.77 0.77 2.71 2.72 2.79 0.77 2.72 2.80 0.78 2.72 2.81 0.78 2.72 2.82 0.78 2.73 2.83 0.78 2.73 2.84 0.78 2.73 2.85 0.78 2.73 2.86 0.78 2.74 2.87 0.79 2.74 2.88 0.79 2.74 2.89 0.79 2.74 2.90 0.79 2.75 2.91 0.79 2.75 2.92 0.79 2.75 2.93 0.80 2.75 2.94 0.80 2.76 02/22/99 FlowMaster v5.15 / 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 7 of 16 `?AO I 1 I i I 11 fl I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (fvs) 2.95 0.80 2.76 2.96 0.80 2.76 2.97 0.80 2.76 2.98 0.80 2.77 2.99 0.80 2.77 3.00 0.81 2.77 3.01 0.81 2.77 3.02 0.81 2.78 3.03 0.81 2.78 3.04 0.81 2.78 3.05 0.81 2.78 3.06 0.82 2.78 3.07 0.82 2.79 3.08 0.82 2.79 3.09 0.82 2.79 3.10 0.82 2.79 3.11 0.82 2.80 3.12 0.82 2.80 3.13 0.83 2.80 3.14 0.83 2.80 3.15 0.83 2.81 3.16 0.83 2.81 3.17 0.83 2.81 3.18 0.83 2.81 3.19 0.84 2.81 3.20 0.84 2.82 3.21 0.84 2.82 3.22 0.84 2.82 3.23 0.84 2.82 3.24 0.84 2.83 3.25 0.84 2.83 3.26 0.85 2.83 3.27 0.85 2.83 3.28 0.85 2.83 3.29 0.85 2.84 3.30 0.85 2.84 3.31 0.85 2.84 3.32 0.86 2.84 3.33 0.86 2.85 3.34 0.86 2.85 3.35 0.86 2.85 3.36 0.86 2.85 3.37 0.86 2.85 3.38 0.86 2.86 3.39 0.87 2.86 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 8 of 16 1 �� Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 3.40 0.87 2.86 3.41 0.87 2.86 3.42 0.87 2.86 3.43 0.87 2.87 3.44 0.87 2.87 3.45 0.87 2.87 �I 3.46 0.88 2.87 3.47 0.88 2.87 3.48 0.88 2.88 3.49 0.88 2.88 3.50 0.88 2.88 3.51 0.88 2.88 3.52 0.88 2.89 3.53 0.89 2.89 3.54 0.89 2.89 3.55 0.89 2.89 3.56 0.89 2.89 3.57 0.89 2.90 3.58 0.89 2.90 3.59 0.90 2.90 3.60 0.90 2.90 3.61 3.62 0.90 0.90 2.90 2.91 3.63 0.90 2.91 3.64 3.65 0.90 0.90 2.91 2.91 3.66 0.91 2.91 3.67 3.68 0.91 0.91 2.91 2.92 .r 3.69 0.91 2.92 3.70 0.91 2.92 3.71 0.91 2.92 3.72 0.91 2.92 3.73 0.92 2.93 3.74 0.92 2.93 3.75 0.92 2.93 3.76 0.92 2.93 �i 3.77 0.92 2.93 3.78 0.92 2.94 3.79 0.92 2.94 3.80 0.93 2.94 3.81 0.93 2.94 3.82 0.93 2.94. 3.83 0.93 2.95 3.84 0.93 2.95 02/22/99 FlowMaster v5.15 09,59,53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 9 of 16 1�T1 Table Rating Table for Circular Channel Rating Table �. Discharge Depth Velocity (cfs) (ft) (ft/s) 3.85 0.93 2.95 3.86 0.94 2.95 3.87 0.94 2.95 �I 3.88 0.94 2.95 3.89 0.94 2.96 3.90 0.94 2.96 3.91 0.94 2.96 r 3.92 0.94 2.96 3.93 0.95 2.96 3.94 0.95 2.97 3.95 0.95 2.97 3.96 0.95 2.97 3.97 0.95 2.97 3.98 0.95 2.97 3.99 0.95 2.97 4.00 0.96 2.98 4.01 0.96 2.98 4.02 0.96 2.98 4.03 0.96 2.98 4.04 0.96 2.98 4.05 0.96 2.99 4.06 4.07 0.96 0.97 2.99 2.99 4.08 0.97 2.99 4.09 4.10 0.97 0.97 2.99 2.99 4.11 0.97 3.00 4.12 4.13 0.97 0.97 3.00 3.00 4.14 0.98 3.00 4.15 0.98 3.00 4.16 0.98 3.00 4.17 0.98 3.01 4.18 0.98 3.01 4.19 0.98 3.01 4.20 0.99 3.01 4.21 0.99 3.01 4.22 0.99 3.01 4.23 0.99 3.02 Y 4.24 0.99 3.02 4.25 0.99 3.02 r) 4.26 0.99 3.02 4.27 1.00 3.02 4.28 1.00 3.02 't 4.29 1.00 3.03 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 10 of 16 ODc1 1, I I i i� ,I I Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 4.30 1.00 3.03 4.31 . 1.00 3.03 4.32 1.00 3.03 4.33 1.00 3.03 4.34 1.01 3.03 4.35 1.01 3.04 4.36 1.01 3.04 4.37 1.01 3.04 4.38 1.01 3.04 4.39 1.01 3.04 4.40 1.01 3.04 4.41 1.02 3.04 4.42 1.02 3.05 4.43 1.02 3.05 4.44 1.02 3.05 4.45 1.02 3.05 4.46 1.02 3.05 4.47 1.02 3.05 4.48 1.03 3.06 4.49 1.03 3.06 4.50 1.03 3.06 4.51 1.03 3.06 4.52 1.03 3.06 4.53 1.03 3.06 4.54 1.04 3.06 4.55 1.04 3.07 4.56 1.04 3.07 4.57 1.04 3.07 4.58 1.04 3.07 4.59 1.04 3.07 4.60 1.04 3.07 4.61 1.05 3.07 4.62 1.05 3.08 4.63 1.05 3.08 4.64 1.05 3.08 4.65 1.05 3.08 4.66 1.05 3.08 4.67 1.05 3.08 4.68 1.06 3.09 4.69 1.06 3.09 4.70 1.06 3.09 4.71 1.06 3.09 4.72 1.06 3.09 4.73 1.06 3.09 4.74 1.06 3.09 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 11 of 16 \ 4,0 I 1 1 L F 1 I 1 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 4.75 1.07 3.10 4.76 1.07 3.10 4.77 1.07 3.10 4.78 1.07 3.10 4.79 1.07 3.10 4.80 1.07 3.10 4.81 1.08 3.10 4.82 1.08 3.10 4.83 1.08 3.11 4.84 1.08 3.11 4.85 1.08 3.11 4.86 1.08 3.11 4.87 1.08 3.11 4.88 1.09 3.11 4.89 1.09 3.11 4.90 1.09 3.12 4.91 1.09 3.12 4.92 1.09 3.12 4.93 1.09 3.12 4.94 1.09 3.12 4.95 1.10 3.12 4.96 1.10 3.12 4.97 1.10 3.12 4.98 1.10 3.13 4.99 1.10 3.13 5.00 1.10 3.13 5.01 1.11 3.13 5.02 1.11 3.13 5.03 1.11 3.13 5.04 1.11 3.13 5.05 1.11 3.14 5.06 1.11 3.14 5.07 1.11 3.14 5.08 1.12 3.14 5.09 1.12 3.14 5.10 1.12 3.14 5.11 1.12 3.14 5.12 1.12 3.14 5.13 1.12 3.15 5.14 1.12 3.15 5.15 1.13 3.15 5.16 1.13 3.15 5.17 1.13 3.15 5.18 1.13 3.15 5.19 1.13 3.15 '02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 (203) 755-1666 Page 12 of 16 1 41 Table ' Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ' 5.20 1.13 3.15 5.21 1.14 3.15 5.22 1.14 3.16 ' 5.23 1.14 3.16 5.24 1.14 3.16 5.25 1.14 3.16 5.26 1.14 3.16 5.27 1.14 3.16 5.28 1.15 3.16 5.29 1.15 3.16 ' 5.30 1.15 3.17 5.31 1.15 3.17 5.32 1.15 3.17 ' 5.33 1.15 3.17 5.34 1.16 3.17 5.35 1.16 3.17 ' 5.36 1.16 3.17 5.37 1.16 3.17 5.38 1.16 3.17 ' 5.39 1.16 3.18 5.40 1.16 3.18 ' 5.41 5.42 1.17 1.17 3.18 3.18 5.43 1.17 3.18 5.44 1.17 3.18 ' 5.45 1.17 3.18 5.46 1.17 3.18 5.47 1.18 3.18 ' 5.48 1.18 3.19 5.49 1.18 3.19 5.50 1.18 3.19 ' 5.51 1.18 3.19 5.52 1.18 3.19 5.53 1.18 3.19 ' 5.54 1.19 3.19 5.55 1.19 3.19 5.56 1.19 3.19 5.57 1.19 3.19 ' 5.58 1.19 3.20 5.59 1.19 3.20 5.60 1.20 3.20 ' 5.61 1.20 3.20 5.62 1.20 3.20 5.63 1.20 3.20 ' 5.64 1.20 3.20 02/22/99 FlowMaster v5.15 09:59*53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 13 of 16 14Z Rating Table 1 02/22199 09:59:53 AM Table Rating Table for Circular Channel Discharge Depth Velocity (cfs) (ft) (ft/s) 5.65 1.20 3.20 5.66 1.21 3.20 5.67 1.21 3.20 5.68 1.21 3.21 5.69 1.21 3.21 5.70 1.21 3.21 5.71 1.21 3.21 5.72 1.21 3.21 5.73 1.22 3.21 5.74 1.22 3.21 5.75 1.22 3.21 5.76 1.22 3.21 5.77 1.22 3.21 5.78 1.22 3.22 5.79 1.23 3.22 5.80 1.23 3.22 5.81 1.23 3.22 5.82 1.23 3.22 5.83 1.23 3.22 5.84 1.23 3.22 5.85 1.24 3.22 5.86 1.24 3.22 5.87 1.24 3.22 5.88 1.24 3.22 5.89 1.24 3.22 5.90 1.24 3.23 5.91 1.25 3.23 5.92 1.25 3.23 5.93 1.25 3.23 5.94 1.25 3.23 5.95 1.25 3.23 5.96 1.25 3.23 5.97 1.26 3.23 5.98 1.26 3.23 5.99 1.26 3.23 6.00 1.26 3.23 6.01 1.26 3.23 6.02 1.26 3.24 6.03 1.27 3.24 6.04 1.27 3.24 6.05 1.27 3.24 6.06 1.27 3.24 6.07 1..27 3.24 6.08 1.27 3.24 6.09 1.28 3.24 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 14 of 16 \43 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ' 6.10 1.28 3.24 6.11 1.28 3.24 . 6.12 1.28 3.24 ' 6.13 1.28 3.24 6.14 1.28 3.24 6.15 1.29 3.24 6.16 1.29 3.25 6.17 1.29 3.25 6.18 1.29 3.25 6.19 1.29 3.25 6.20 1.30 3.25 6.21 1.30 3.25 6.22 1.30 3.25 ' 6.23 1.30 3.25 6.24 1.30 3.25 6.25 1.30 3.25 ' 6.26 1.31 3.25 6.27 1.31 3.25 6.28 1.31 3.25 ' 6.29 1.31 3.25 6.30 1.31 3.25 6.31 1.31 3.26 ' 6.32 1.32 3.26 6.33 1.32 3.26 ' 6.34 6.35 1.32 1.32 3.26 3.26 6.36 1.32 3.26 6.37 1.33 3.26 ' 6.38 1.33 3.26 6.39 1.33 3.26 6.40 1.33 3.26 ' 6.41 1.33 3.26 6.42 1.33 3.26 6.43 1.34 3.26 ' 6.44 1.34 3.26 6.45 1.34 3.26 6.46 1.34 3.26 ' 6.47 1.34 3.26 6.48 1.35 3.26 6.49 1.35 3.26 6.50 1.35 3.26 ' 6.51 1.35 3.27 6.52 1.35 3.27 6.53 1.36 3.27 ' 6.54 1.36 3.27 02/22/99 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 kT FlowMaster v5.15 Page 15 of 16 Table Rating Table for Circular Channel Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) 6.55 1.36 3.27 6.56 1.36 3.27 6.57 1.36 3.27 ' 6.58 1.37 3.27 6.59 1.37 3.27 6.60 1.37 3.27 6.61 1.37 3.27 6.62 1.37 3.27 6.63 1.38 3.27 6.64 1.38 3.27 6.65 1.38 3.27 6.66 1.38 3.27 6.67 1.38 3.27 6.68 1.39 3.27 6.69 1.39 3.27 6.70 1.39 3.27 ' 6.71 1.39 3.27 6.72 1.39 3.27 6.73 1.40 3.27 6.74 1.40 3.27 6.75 1.40 3.27 ' 6.76 6.77 1.40 1.40 3.27 3.27 6.78 1.41 3.27 ' 6.79 6.80 1.41 1.41 3.27 3.27 6.81 1.41 3.27 6.82 1.41 3.27 ' 6.83 1.42 3.27 6.84 1.42 3.27 6.85 1.42 3.27 ' 6.86 1.42 3.27 6.87 1.43 3.27 6.88 1.43 3.27 ' 6.89 1.43 3.27 6.90 1.43 3.27 6.91 1.44 3.27 02/22/99 FlowMaster v5.15 09:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 16 of 16 145 SWMM output file RDPI9B.OUT: January 18, 2000 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) IATERSHED 1/PROGRAM CALLED ** ENTRY MADE TO RUNOFF MODEL *** 1ARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT NTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, BDEC99 UMBER OF TIME STEPS 360 NTEGRATION TIME INTERVAL (MINUTES) 1.00 ' 0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 ARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT NTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, BDEC99 UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) UMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. INFILTRATION MAXIMUM RATE(IN/HR) MINIMUM DECAY RATE GAGE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 400 4840.0 20.0 18.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 '70 71 401 11566.0 47.8 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 72 161 4660.0 5.3 44.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 73 158 7867.0 9.0 44.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 74 3 155 410 8442.0 1340.0 9.7 12.3 26.0 40.0 .0080 .0130 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 75 413 2584.0 8.9 40.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 79 156 4356.0 5.0 44.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 4 414 1215.0 37.4 12.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 78 104 1710.0 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 76 105 1618.0 2.6 78.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 77 6 6349.0 5.8 50.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 5 103 2100.0 24.7 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 6 7 8 202 1800.0 300.0 40.5 9.7 39.0 40.0 .0070 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 8 11 2800.0 25.0 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 13 700.0 4.8 23.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 14 3000.0 68.4 38.0 .0110 .016 .250 .100 .300 .51 .50 1 11 203 14978.0 50.5 53.0 .0160 .016 .250 .100 .300 .51 .50 .00180 .00180 1 ?60 261 465.0 1.8 67.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 501 501 529.0 5.6 5.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 12 18 4000.0 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 ' 13 416 538.0 2.5 20.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 l ¢;5 14 21 749.0 3.4 25.0 .0060 .016 .250 .100 .300 .51 .50 .00180 '- 17 '� 24 ���•� 800.0 ••� 3.1 .�.v 80.0 vcvv .0150 UU .016 .cJU .250 IUV .100 .JUU .300 .J1 .51 .JU .50 .YUIOU .00180 '8 25 1200.0 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 205 980.0 13.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 c0 27 1200.0 23.0 90.0 .0350 .016 .250- .100 .300 .51 .50 .00180 120 206 2000.0 19.0 40.0 .0350 .016 .250 .100 .300 .51 .50 .00180 21 28 300.0 4.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 121 204 500.0 10.1 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 22 29 1400.0 25.7 76.0 .0090 .016 .250 .100 .300 .51 .50 .00180 '23 24 31 33 4600.0 3600.0 40.1 47.9 40.0 40.0 .0050 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 25 34 4500.0 93.0 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 26 35 1700.0 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 37 700.0 4.8 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 '28 29 43 4200.0 64.5 40.0 .0090 .016 .250 .100 .300 .51 .50 .00180 30 40 2800.0 64.6 21.0 .0100 .016 .250 .100 .300 .51 .50 .00180 31 38 4600.0 57.7 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 42 1400.0 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 '32 33 48 500.0 3.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 34 45 800.0 16.9 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 35 47 1200.0 18.0 10.0 .0150 .016 .250 .100 .300 .51 .50 .00180 45 2000.0 18.0 90.0 .0300 .016 .250 .100 '36 37 50 7800.0 269.0 76.0 .0300 .016 .250 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 38 51 4400.0 34.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 39 53 1000.0 32.1 3.0 .0100 .016 .250 .100 .300 .51 .50 .00180 40 55 7300.0 202.3 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 41 172 700.0 5.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 42 172 1000.0 14.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 142 173 1200.0 35.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 43 74 600.0 26.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 44 45 58 62 4600.0 6600.0 50.2 151.8 40.0 53.0 .0050 .0080 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 46 60 2400.0 30.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 47 63 2000.0 91.4 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 48 65 2000.0 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 67 3200.0 42.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 ' 57 500.0 7.3 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 150' 157 2400.0 30.1 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 51 70 2600.0 69.7 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 52 53 79 75 600.0 600.0 16.9 12.3 70.0 70.0 .0050 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 54 81 1800.0 52.7 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 55 208 1300.0 56.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 56 209 1300.0 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 85 6500.0 166.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 '57 58 212 2650.0 80.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 59 211 300.0 12.7 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 60 78 850.0 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 61 210 500.0 15.1 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 62 213 2300.0 108.9 41.0 .0090 .016 .250 .100 .300 .51 .50 .00180 63 193 1310.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 64 214 1100.0 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 65 88 2700.0 38.8 16.0 .0130 .016 .250 .100 .300 .51 94 5800.0 84.6 19.0 .0200 .016 .250 .100 .300 .51 .50 .50 .00180 .00180 '66 67 86 1500.0 28.3 40.0 .0360 .016 .250 .100 .300 .51 .50 .00180 68 87 1800.0 60.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 69 95 1300.0 46.0 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 NUMBER OF SUBCATCHMENTS, 83 'OTAL OTAL TRIBUTARY AREA (ACRES), 3278.20 ARREN FARMS - INFRASTRUCTURE, 100 YEAR SNMM MODEL RDPI9B.DAT NTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, 8DEC99 ** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSNM2-PC MODEL **' 'l.cRSHED AREA (ACRES) 3278.200 OTAL RAINFALL (INCHES) 2.890 OTAL INFILTRATION (INCHES) .482 l4q- TOTAL WATERSHED OUTFLOW (INCHES) 2.097 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .311 =nnOR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 ' aARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT INTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, BDEC99 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE 3UTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK CONNECTION (FT) (FT) (FT/FT) L R N (FT) 'VUMBER 400 156 0 1 CHANNEL 40.0 1100. .0080 50.0 50.0 .035 10.00 0 156 411 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFLOW 36.0 780. .0100 50.0 50.0 .016 10.00 411 102 0 5 PIPE 2.5 140. .0050 .0 .0 .013 2.50 0 OVERFLOW 10.0 140. .0050 4.0 4.0 .045 10.00 155 151 0 1 CHANNEL 36.0 370. .0080 50.0 50.0 .016 10.00 0 151 102 0 5 PIPE 1.3 135. .0070 .0 .0 .013 1.25 0 10.0 135. 4.0 4.0 .045 10.00 'OVERFLOW 163 159 0 1 CHANNEL 16.0 520. .0070 .0050 4.0 4.0 .035 10.00 0 161 159 0 1 CHANNEL 36.0 580. .0080 50.0 50.0 .016 10.00 0 159 102 0 2 PIPE 5.5 70. .0050 .0 .0 .013 12.00 0 158 412 0 1 CHANNEL 36.0 650. .0100 50.0 50.0 .016 10.00 0 412 102 0 5 PIPE 2.0 100. .0050 .0 .0 .013 2.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .045 10.00 401 163 0 1 CHANNEL 8.0 720. .0090 4.0 . 4.0 .035 10.00 0 410 102 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW 1.6 2.8 1.6 30.0 102 154 12 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .0 1.0 1.3 2.5 1.6 4.7 1.8 7.6 2.1 11.2 2.3 15.4 2.5 16.3 2.5 19.8 11.2 20.8 21.1 20.8 100.0 153 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 413 153 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 1.5 1.4 20.0 153 152 0 5 PIPE 1.3 418. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 104 150 3 2 PIPE .1 1000. 0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .8 1.2 .8 20.0 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 105 6 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 1.3 .5 20.0 414 152 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 10.3 2.2 30.0 152 6 0 2 PIPE 3.0 400. .0040 .0 .0 .013 8.00 0 103 201 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 201 6 0 5 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 OVERFLOW .0 100. .0100 50.0 50.0 .016 5.00 6 7 0 5 PIPE 2.5 600. .0030 .0 .0 .013 2.50 0 OVERFLOW 2.0 600. .0030 30.0 30.0 .016 100.00 7 10 0 1 CHANNEL 4.0 1400. .0080 3.0 3.0 .040 100.00 0 8 109 0 1 CHANNEL 4.0 1000. .0070 30.0 30.0 .016 100.00 0 ' 9 10 9 RESERVOIR 2 STORAGE IN PIPE .1 1000. ACRE-FEET VS SPILLWAY OUTFLOW .0100 .0 .0 .100 .10 0 .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 81.2 2.0 150.0 109 10 8 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .9 .5 5.7 1.4 15.3 2.3 23.0 2.5 36.0 2.6 60.0 2.6 100.0 9 0 2 PIPE 23 100. .0100 .0 .0 .013 2.50 0 115 0 .1 CHANNEL 6.0 1500. .0080 3.0 3.0 .040 100.00 0 11 15 0 1 CHANNEL 2.0 1300. .0100 30.0 30.0 .016 100.00 0 116 616 0 1 CHANNEL 4.5 1200. .0060 .0 .0 .013 4.50 0 13 203 0 1 CHANNEL 2.0 500. .0070 30.0 30.0 .016 100.00 0 14 115 0 1 CHANNEL 2.0 1400. .0070 30.0 30.0 .016 100.00 0 1¢5-'� I 1 .1 1 I r L7 115 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 15 116 9 2 PIPE 1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 11.2 .4 39.6 1.9 62.5 4.5 83.9 7.4 102.4 10.6 106.3 13.9 113.3 13.9 200.0 12 0 1 CHANNEL 2.0 1500. .0120 30.0 30.0 .016 100.00 0 .2 19 0 3 - 5.0 50. .0100 .0 .0 .013 5.00 0 19 29 7 2 PIPE .1 1000. .0100 0 0 .100 1.50 0 _RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.9 .7 6.8 2.0 10.3 3.6 13.0 5.4 15.3 5.9 15.7 120 29 0 3 5.0 400. .0100 .0 .0 .013 5.00 0 21 416 0 1-CHANNEL 2.0 450. -0030 30.0 30.0 .023 1-00 _ 0 203 501 0 5 PIPE 3.4 750 .0030 -0 .0 -013 3-40 0 OVERFLOW 2.0 750. .0030 30.0 30.0 .016 100.00 261 501 0 2 PIPE 2.0 486. .0030 .0 .0 .013 2.00 0 416 120 0 1 CHANNEL 2.0 600. .0030 30.0 30.0 .023 1.00 0 501 '' 416 9 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 1.6 2.0 2.6 4.7 3.4 7.8 4.1 8.5 4.2 13.0 6.3 19.3 8.6 26.3 10.8 98 34 0 1 CHANNEL 1.0 600. .0150 30.0 30.0 .023 1.00 0 24 25 0 1 CHANNEL 10.0 800. .0004 3.0 3.0 .030 100.00 0 25 26 0 1 CHANNEL 10.0 1200. .0004 3.0 3.0 .030 100.00 0 26 27 0 1 CHANNEL 10.0 400. .0004 3.0 3.0 .030 100.00 0 27 50 0 1 CHANNEL 10.0 3200. .0004 3.0 3.0 .030 100.00 0 205 26 0 2 PIPE 1.0 100. .0020 .0 .0 .013 1.00 0 206 50 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 204 34 0 5 PIPE 1.5 1200. .0040 .0 .0 .013 1.50 0 OVERFLOW 1.0 1200. .0040 30.0 30.0 .016 100.00 28 30 0 1 CHANNEL 2.0 800. .0020 30.0 30.0 .016 100.00 0 29 34 0 5 PIPE 3.5 800. .0050 .0 .0 .013 3.50 0 OVERFLOW 10.0 800. .0050 25.0 25.0 .016 100.00 30 32 0 2 PIPE 2.0 2200. .0120 .0 .0 .016 2.00 0 31 32 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 32 40 0 2 PIPE 4.5 1650. .0060 .0 .0 .013 4.50 0 33 40 0 1 CHANNEL 2.0 2600. .0100 30.0 30.0 .016 100.00 0 34 35 0 5 PIPE 4.5 2300. .0100 .0 .0 .013 4.50 0 OVERFLOW 5.0 2300. .0100 30.0 30.0 .016 100.00 40 0 4 CHANNEL 10.0 900. .0030 4.0 4.0 .040 6.00 0 OVERFLOW 58.0 900. .0030 30.0 30.0 .060 100.00 36 51 0 1 CHANNEL 1.0 1100. .0060 30.0 4.0 .016 100.00 0 37 49 0 1 CHANNEL 3.0 800. .0130 3.0 3.0 .040 100.00 0 38 39 0 1 CHANNEL 2.0 2400. .0050 30.0 30.0 .016 100.00 0 39 42 7 2 PIPE .1 1000. .0050 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.5 1.2 12.0 2.6 14.5 4.1 16.9 5.4 18.0 5.8 42.0 40 41 0 4 CHANNEL 15.0 1000. .0020 4.0 4.0 .040 4.00 0 OVERFLOW 47.0 1000. .0020 100.0 100.0 .060 100.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 .3 498.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 55 12 2 PIPE .1 150. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .1 12.5 .4 31.0 1.4 54.0 4.1 93.0 8.7 137.0 14.6 184.0 21.6 218.0 25.4 230.0 29.2 243.0 37.2 262.0 43 44 0 1 CHANNEL 2.0 2150. .0060 30.0 30.0 .016 100.00 0 44 58 6 2 PIPE .1 1700. .0020 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.5 .9 21.3 1.9 24.4 2.2 102.0 4.5 308.0 45 49 0 5 PIPE 3.0 900. .0150 .0 .0 .013 3.00 0 OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 0 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 100.00 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 OVERFLOW 2.0 1300. .0170 30.0 30.0 .016 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 0 49 50 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 52 0 5 PIPE 1.5 2400. .0100 .0 .0 .013 1.50 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 52 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 0 OVERFLOW 3.0 1300. .0050 4.0 4.0 .040 100.00 53 54 0 5 PIPE 2.0 900. .0040 .0 .0 .013 2.00 0 ) l46 ' OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 54 55 0 5 PIPE 2.0 1500. .0060 .0 .0 .013 2.00 0 55 56 0 1 OVERFLOW 3.0 1500. CHANNEL 10.0 3200. .0060 .0030 13.0 3.0 13.0 3.0 .040 .040 100.00 100.00 0 s6 57 8 2 PIPE .1 100. .0050 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 ' 57 157 13 2 PIPE .1 130. .0059 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 1.6 235.0 1.8 264.0 2J 322.0 2.4 404.0 2.8 514.0 3.1 653.0 3.4 823.0 157 78 22 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.0 .0 48.0 .0 92.0 .1 136.0 .4 254.0 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 493.0 8.2 531.0 ' 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 58 59 0 1 CHANNEL 2.0 2400. .0060 30.0 30.0 .016 100.00 0 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.5 .0 3.0 .0 60 61 0 1 CHANNEL 5.0 3000. .0020 3.0 3.0 .040 100.00 0 61 62 0 1 CHANNEL 3.0 1100. 0040 4.0 4.0 040 100.00 0 62 162 4 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 1 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.8 .0 16.5 187.5 36.5 1560.0 162 66 4 3 .0 1. .0010 .0 .0 .001 10.00 78 DIVERSION TO GUTTER NUMBER 78 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 65 66 0 1 OVERFLOW 2.0 1400. CHANNEL 2.0 1300. .0080 .0030 30.0 30.0 30.0 30.0 .016 .016 100.00 100.00 0 66 69 7 2 PIPE .1 1000. .0012 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.8 .4 24.2 7.0 37.8 24.5 45.8 40.9 47.4 47.7 48.0 66 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 09 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 71 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 0 71 82 5 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 5.8 .2 9.9 2.8 13.2 8.5 16.4 11.2 17.2 172 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 6.5 34.0 173 56 0. 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 2.5 100. .0100 .0 .0 .023 2.50 0 75 76 8 1 CHANNEL .1 1000. .0010 1.0 1.0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 60.0 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 ' 77 78 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 78 88 0 1 CHANNEL 5.0 1400. .0084 4.0 4.0 .036 100.00 0 211 212 88 94 0 0 2 2 PIPE 1.5 100. PIPE 2.5 100. .0100 .0100 .0 .0 .0 .0 .013 .013 1.50 2.50 0 0 210 78 0 2 PIPE 2.0 100. .0100 .0 `.0 .013 2.00 0 81 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 100.00 0 207 82 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 20.0 7.0 20.0 A2 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 100.00 83 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 20.0 5.0 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 � 1 ¢� 209 184 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 184 94 .0 0 .0 5 2.9 PIPE 9.0 4.0 4.5 9.0 1850. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 1850. .0056 30.0 30.0 .016 100.00 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 100.00 0 87 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 216 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 '86 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 87 95 0 1 CHANNEL 25.0 2600. .0004 3.0 3.0 .030 100.00 0 88 94 0 4 CHANNEL 3.0 1350. .0120 4.0 4.0 .040 4.00 0 213 90 0 2 OVERFLOW PIPE 35.0 2.5 1350. 100. .0120 .0100 30.0 .0 30.0 .0 .060 .013 100.00 2.50 0 214 91 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 193 96 0 2 PIPE 2.5 100. .0055 .0 .0 .013 2.50 0 94 95 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 100.00 0 95 96 0 1 CHANNEL 25.0 1300. .0004 3.0 3.0 .030 100.00 0 96 500 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 130 ' WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDP198.DAT INTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, 8DEC99 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 6 105 152 201 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 194.0 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.0 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 40.5 9 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 244.2 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 25.0 12 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 13 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 4.8 ' 14 15 0 11 0 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.4 337.6 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 19 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 21 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 3.4 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 3.1 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 27.2 26 25 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.6 27 26 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 63.6 28 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 4.8 ' 29 19 120 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 161.4 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 31 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 40.1 32 30 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.9 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 47.9 ' 34 98 204 29 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 271.7 35 34 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 307.0 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 4.8 ' 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 57.7 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57.7 40 32 33. 35 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 464.4 41 42 40 39 0 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 464.4 549.0 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 34.9 46 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.7 47 48 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 21.7 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 3.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.4 50 51 27 36 206 0 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37 0 38 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 413.0 45.8 52 51 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.8 53 50 52 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 490.9 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.9 l7 I 1 i 1 1 I I 1 1 I 1 1 1 1 1 1 1. 55 42 54 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1242.2 56 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1324.0 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1331.3 58 44 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 114.7 59 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 114.7 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 30.2 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 62 59 61 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 296.7 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 91.4 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 74.1 66 162 64 65 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.2 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 69.7 71 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 74 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 26.5 75 0 0 0" 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 12.3 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 77 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 78 157 77 210 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1434.4 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 16.9 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 52.7 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 626.8 83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 683.3 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 166.2 86 0 0 0 0 0 0 0 0 0 0 67. 0 0 0 0 0 0 0 0 0 28.3 87 215 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 226.2 88 78 211 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1485.9 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.9 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 177.8 94 212 184 216 88 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 2399.1 95 87 94 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 2671.3 96 91 193 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2940.6 98 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 7.2 102 411 151 159 412 410 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 103 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 24.7 104 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 5.5 105 0 0 0 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 2.6 109 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 120 416 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 70.8 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 151 155 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 152 153 150 414 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 160.9 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.0 154 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 155 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 9.7 156 400 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 25.0 157 57 0 .0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1361.4 158 0 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 9.0 159 163 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.1 161 0 0 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 5.3 162 62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 296.7 163 401 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 172 0 0 0 0 0 0 0 0 0 0 41 42 0 0 0 0 0 0 0 0 19.8 173 172 74 0 0 0 0 0 0 0 0 142 0 0 0 0 0 0 0 0 0 81.8 184 83 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 719.4 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 201 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 202 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 9.7 203 13 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 55.3 204 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 10.1 205 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 13.4 206 0 0 0_ 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 19.0 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52.7 208 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 56.5 209 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 36.1 210 0 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 15.1 211 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 12.7 212 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 80.9 213 0 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 108.9 214 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 68.9 215 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 166.2 216 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.3 261 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 1.8 400 0 0 0 0* 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 20.0 401 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 47.8 1 �� i410 0 0 0 0 0 0 0 0 0 0 411 156 0 0 0 0 0 0 0 0 0 i 412 158 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 0 414 0 0 0 0 0 0 0 0 0 0 416 21 501 0 0 0 0 0 0 0 0 501 203 261 0 0 0 0 0 0 0 0 ONCONVERGENCE IN GUTTER DURING TIME STEP 100 AT CONVEYANCE ELEMENT 210 ONCONVERGENCE IN GUTTER DURING TIME STEP 170 AT CONVEYANCE ELEMENT 216 ONCONVERGENCE IN GUTTER DURING TIME STEP 303 AT CONVEYANCE ELEMENT 213 iARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT NTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, 8DEC99 3. 0 0 0 0 0 0 0 0 0 12.3 0 0 0 0 0 0 0 0 0 0 25.0 0 0 0 0 0 0 0 0 0 0 9.0 75 0 0 0 0 0 0 0 0 0 8.9 4 0 0 0 0 0 0 0 0 0 37.4 13 0 0 0 0 0 0 0 0 0 68.6 301 0 0 0 0 0 0 0 0 0 62.7 YDROGRAPHS 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 (1) DENOTES GUTTER INFLOW IN FOR DETENTION CFS FROM DAM. SPECIFIED DISCHARGE INFLOW HYDROGRAPH INCLUDES SPILLWAY OUTFLOW. (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER 13 16 19 21 29 120 203 261 416 501 iIME(HR/MIN) 0 1. .00 .00 .00 .00 .00 .00 .00 .00. .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 2. .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .01( .00 ) .00( ) .00 .00( ) .00 .00( ) 0 3. .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .00( ) .00( ) 0 4. .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) 1.00( ) .01( ) .00( ) .03( ) .01( ) .00( ) .00( ) 5. 00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .04( ) .01( ) .00( ) .00( ) 0 6. .00 .00 .00 .00 .00 .00 .02 .00 .00 .00 0 i 7. .00( ) 00 .00( .00 ) .00( ) .00 .00( ) .00 .01( ) .00 .00( ) .00 .05( .03 ) .01( ) .00 .00( ) .00 .00( ) .00 .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .06( ) .01( ) .00( ) .00( ) 0 B. .00 .00 .00 .00 .00 .00 .04 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .08( ) .01( ) .00( ) .00( ) 0 9. 00 .00 .00 .00 .01. .00 .12 .00 .00 .00 ' .00( ) .00( ) .00( ) .00( ) .03( ) .00( ) .12( ) .02( ) .00( ) .00(S) 0 10. .01 .00 .00 .00 .04 .00 .90 .01 .00 .01 .01( ) .00( ) .00( ) .01( ) .06( ) .00( ) .31( ) .04( ) .00( ) .00(S) 0 11. .04 .03( ) .00 .00( ) .00 .00( ) .02 .02( ) .16 .12( ) .01 ) 3.64 .04 ) ) .01 ) .02 0 12. .12 .00 .01 .05 .51 .00( .02 .61( 9.21 .08( .11 .01( .02 .00(S) .06 .05( ) .00( ) .00(S) .04( ) .21( ) .00( ) .98( ) .14( ) .02( ) .01(S) 0 13. .24 .00 .03 .10 1.19 .04 16.20 .24 .04 .14 ) .00( ) .00(S) .06( ) .31( ) .00( ) 1.32( ) .19( ) .04( ) .03(S) I.06( 0 14. 39 .00 .07 .17 2.23 .09 22.85 .42 .09 .27 .08( ) .00( ) .00(S) .08( ) .42( ) .00( ) 1.59( ) .25( ) .06( ) .06(S) 0 15. .56 .00 .15 .25 3.61 .15 28.20 .62 .15 .43 .10( ) .00( ) .00(S) .10( ) .54( ) .00( ) 1.81( ) .30( ) .07( ) .10(S) 0 16. 73 .00 .27 .34 5.33 .24 32.75 .83 .24 .62 .11( ) .00( ) .01(S) .11( ) .65( ) .00( ) 1.98( ) .35( ) .09( ) .14(S) 0 17. .91 .00 .44 .44 7.37 .36 36.83 1.05 .36 .84 0 18. .12( ) 1.08 .00( .00 ) .01(S) .67 .12( ) .54 .76( ) 9.65 .00( ) .51 2.14( 40.01 ) .39( ) 1.25 .11( ) .51 .19(S) 1.08 .13( ) .00( ) .02(S) .13( ) .87( ) .00( ) 2.27( ) .43( ) AR ) .24(S) 0 19. 1.22 .00 .98 .64 12.07 .69 42.30 1.43 .69 1.33 .14( ) .00( ) .03(S) .15( ) .98( ) .00( ) 2.36( ) .46( ) .15( ) .30(S) 0 20. 1.35 .00 1.36 .73 14.55 .90 43.88 1.57 .90 1.57 ' .14( ) .00( ) .04(S) .15( ) 1.07( ) .00( ) 2.43( ) .48( ) .17( ) .36(S) ^ 21. 1.53 .00 1.82 .84 17.70 1.14 48.49 1.78 1.14 1.61 .15( ) .00( ) .05(S) .16( ) 1.19( ) .00( ) 2.65( ) .51( ) .19( ) .42(S) 22. 1.79 16( ) .00 .00( ) 2.00 .06(S) 1.00 .18( ) 21.83 1.33( ) 1.42 .00( ) 54.84 3.20( 2.09 ) .56( ) 1.42 .21( ) 1.65 .50(S) 0 23. 2.07 .00 2.14 1.18 26.36 1.80 56.44 2.43 1.71 1.71 .17( ) .00( ) - .08(S) .19( ) 1.48( ) .00( ) 3.58( ) .60( ) .22( ) .57(S) 0 24. 2.35 .00 2.32 1.36 31.07 2.36 59.81 2.74 2.03 1.76 i l s� .18( ) .00( ) .11(S) .20( ) 1.62( ) .00( ) 3.70( ) .64( ) .24( ) .66(S) 0 25. 2.61 .00 2.53 1.54 35.76 2.92 64.06 3.02 2.35 1.82 .19( ) .00( ) .13(S) .21( ) 1.76( ) .00( ) 3.78( ) .67( ) .25( ) .75(S) ' 0 26. 3.02 .00 2.79 1.79 41.95 3.93 71.91 3.46 2.73 1.88 .20( ) .00( ) .17(S) .23( ) 1.93( ) .00( ) 3.89( ) .72( ) .27( ) .84(S) 27. 3.65 .00 3.09 2.16 50.45 5.14 85.74 4.15 3.18 1.95 22( ) .00( ) .21(S) .25( ) 2.18( ) .00( ) 4.02( ) 80( ) .29( ) .96(S) 0 28. 4.34 .00 3.46 2.59 59.66 6.46 102.40 4.86 3.70 2.04 .24( ) .00( ) .26(S) .26( ) 2.45( ) .00( ) 4.14( ) .87( ) .31( ) 1.09(S) 0 29. 5.04 .00 3.89 3.04 68.51 7.84 119.53 5.50 4.28 2.14 .25( ) .00( ) .31(S) .28( ) 2.76( ) .00( ) 4.23( ) .93( ) .33( ) 1.25(S) 0 30. 5.70 .00 4.40 3.49 75.76 9.24 135.83 6.03 4.91 2.26 .26( ) .00( ) .38(S) .30( ) 3.14( ) .00( ) 4.31( ) .98( ) .34( ) 1.44(S) 0 31. 6.79 .00 4.98 4.17 78.11 11.91 162.24 6.99 5.70 2.40 .28( ) .00( ) .46(S) .32( ) 3.60( ) .00( ) 4.41( ) 1.08( ) .37( ) 1.65(S) 0 32. 8.54 .00 5.68 5.19 86.07 14.91 203.85 8.58 6.75 2.57 .31( ) .00( ) .55(S) .35( ) 3.77( ) .00( ) 4.55( ) 1.22( ) .39( ) 1.92(S) 0 33. 10.41 .00 6.52 6.35 99.51 17.84 246.76 10.09 8.01 2.71 .34( ) .00( ) .66(S) .38( ) 3.91( ) .00( ) 4.66( ) 1.37( ) .42( ) 2.25(S) 0 34. 12.20 .00 7.06 7.55 116.57 20.88 285.29 11.30 9.43 2.82 .36( ) .00( ) .79(S) .41( ) 4.04( ) .00( ) 4.76( ) 1.50( ) .45( ) 2.64(S) 0 35. 13.88 .00 7.46 8.75 135.17 23.71 318.09 12.19 10.99 2.96 .38( ) .00( ) .94(S) .43( ) 4.14( ) .00( ) 4.83( ) 1.61( ) .48( ) 3.08(S) 0 36. 14.58 .00 7.90 9.53 149.41 24.21 323.65 12.11 12.44 3.10 ' 0 37. .39( 14.24 ) .00( ) .00 1.11(S) 8.36 .45( ) 9.77 4.21( ) 155.76 .00( ) 24.51 4.84( ) 303.18 1.60( ) 11.02 .50( ) 13.61 3.54(S) 3.23 .39( ) .00( ) 1.29(S) .45( ) 4.23( ) .00( ) 4.79( ) 1.47( ) .52( ) 4.00(S) 0 38. 13.80 .00 8.82 9.84 157.28 24.91 280.76 9.83 14.59 3.36 .38( ) .00( ) 1.47(S) .46( ) 4.24( ) .00( ) 4.75( ) 1.34( ) .53( ) 4.42(S) 0 39. 13.45 .00 9.28 9.86 156.16 25.14 261.75 8.87 15.42 3.47 .38( ) .00( ) 1.64(S) .46( ) 4.23( ) .00( ) 4.70( ) 1.25( ) .54( ) 4.82(S) 0 40. 13.24 .00 9.72 9.87 153.80 25.49 246.76 8.17 16.13 3.55 .37( ) .00( ) 1.81(S) .46( ) 4.22( ) .00( ) 4.66( ) 1.19( ) .55( ) 5.19(S) ' 0 41. 12.92 .37( .00 ) .00( ) 10.15 1.98(S) 9.79 .45( ) 149.90 4.21( ) 25.06 .00( ) 230.45 4.62( ) 7.411 1.12( ) 16.69 .56( ) 3.62 5.53(S) 0 42. 12.44 .00 10.48 9.58 144.42 24.78 211.63 6.72 17.06 3.69 .36( ) .00( ) 2.14(S) .45( ) 4.18( ) .00( ) 4.57( ) 1.05( ) .57( ) 5.86(S) 0 43. 11.98 .00 10.73 9.34 138.48 24.35 194.56 6.07 17.31 3.76 .36( ) .00( ) 2.29(S) .45( ) 4.15( ) .00( ) 4.52( ) .99( ) .57( ) 6.15(S) 44. 11.58 .00 10.97 9.09 132.66 24.07 180.18 5.56 17.45 3.82 .35( ) .00( ) 2.43(S) .44( ) 4.13( ) .00( ) 4.47( ) .94( ) .57( ) 6.43(S) 0 45. 11.26 .00 11.19 8.86 127.25 23.65 168.38 5.17 17.52 3.87 .35( ) .00( ) 2.56(S) .44( ) 4.10( ) .00( ) 4.43( ) .90( ) .57( ) 6.68(S) ' 0 46. 10.92 .00 11.41 8.62 122.03 23.19 157.38 4.81 17.51 3.92 .35( ) .00( ) 2.69(S) .43( ) 4.07( ) .00( ) 4.39( ) .86( ) .57( ) 6.92(S) 0 47. 10.55 .00 11.61 8.35 116.88 22.60 146.47 4.44 17.43 3.97 .34( ) .00( ) 2.81(S) .43( ) 4.04( ) .00( ) 4.35( ) .83( ) .57( ) 7.14(S) 0 48. 10.20 .00 11.80 8.07 112.03 22.17 136.68 4.13 17.30 4.02 .34( ) .00( ) 2.93(S) .42( ) 4.01( ) .00( ) 4.31( ) .79( ) .57( ) 7.35(S) 0 49. 9.87 .00 11.99 7.81 107.59 21.61 128.24 3.86 17.13 4.06 .33( ) .00( ) 3.04(S) .42( ) 3.97( ) .00( ) 4.27( ) .77( ) .57( ) 7.54(S) 0 50. 9.59 .00 12.17 7.57 103.58 21.22 121.08 3.65 16.94 4.10 .33( ) .00( ) 3.14(S) .41( ) 3.94( ) .00( ) 4.24( ) .74( ) .57( ) 7.72(S) 0 51. 9.30 .00 12.33 7.33 99.85 20.61 114.37 3.45 16.72 4.13 .32( ) .00( ) 3.24(S) AN ) 3.91( ) .00( ) 4.20( ) .72( ) .56( ) 7.90(S) 0 52. 8.99 .00 12.50 7.08 96.28 20.16 107.73 3.24 16.48 4.16 1 .32( ) .00( ) 3.34(S) AN ) 3.88( ) .00( ) 4.17( ) .70( ) .56( ) 8.06(S) 0 53. 8.69 .00 12.65 6.83 92.97 19.59 101.66 3.04 16.21 4.19 .32( ) .00( ) 3.43(S) .39( ) 3.85( ) .00( ) 4.13( ) .68( ) .56( ) 8.21(S) 0 54. 8.41 .00 12.80 6.60 89.95 19.18 96.29 2.88 15.95 4.22 .31( ) .00( ) 3.52(S) .39( ) 3.82( ) .00( ) 4.10( ) .66( ) .55( ) 8.36(S) 0 55. 8.16 .00 12.95 6.38 87.21 18.66 91.61 2.74 15.67 4.24 .31( ) .00( ) 3.61(S) .38( ) 3.78( ) .00( ) 4.07( ) .64( ) .55( ) 8.50(S) 0 56. 7.89 .00 13.06 6.16 84.66 18.22 87.01 2.60 15.40 4.30 .30( ) .00( ) 3.69(S) .38( ) 3.74( ) .00( ) 4.03( ) .62( ) .54( ) 8.63(S) ' 0 57. 7.60 .00 13.16 5.93 82.22 17.65 82.26 2.44 15.12 4.36 .30( ) .00( ) 3.77(S) .37( ) 3.70( ) .00( ) 3.99( ) .60( ) .54( ) 8.75(S) 0 58. 7.31 .00 13.26 5.70 80.00 17.26 77.78 2.29 14.83 4.42 .29( ) .00( ) 3.85(S) .37( ) 3.66( ) .00( ) 3.95( ) .58( ) .54( ) 8.87(S) 0 59. 7.04 .00 13.36 5.48 78.10 16.75 73.71 2.16 14.55 4.47 ' .29( ) .00( ) 3.92(S) .36( ) 3.60( ) .00( ) 3.91( ) .56( ) .53( ) 8.98(S) 0. 6.79 00 13.45 5.28 76.71 16.40 70.10 2.04 14.27 4.51 .28( ) .00( ) 3.99(S) .35( ) 3.53( ) .00( ) 3.87( ) .55( ) .53( ) 9.09(S) 1. 6.54 .28( .00 ) .00( ) 13.54 4.06(S) 5.07 .35( ) 75.15 3.09( ) 15.88 .00( ) 66.69 3.82( ) 1.93 .53( ) 14.00 .52( ) 4.56 9.19(S) 1 2. 6.28 .00 13.63 4.87 68.71 15.53 63.35 1.81 13.72 4.60 .28( ) .00( ) ' 4.13(S) .34( ) 2.77( ) .00( ) 3.77( ) .52( ) .52( ) 9.28(S) 1 3. 6.02 .00 13.71 4.67 63.61 15.05 60.32 1.70 13.45 4.64 ' 1 S-/ .27( ) .00( ) 4.19(S) .34( ) 2.58( ) .00( ) 3.71( ) 50( ) .52( ) 9.37(S) t 4. 5.78 .00 13.80 4.47 60.11 14.74 57.71 1.60 13.18 4.68 1 5. .27( ) 5.56 .00( ) .00 4.25(S) 13.87 .33( 4.29 ) 2.47( ) 57.61 .00( ) 14.29 3.64( ) 55.64 .48( 1.51 ) .51( ) 12.92 9.46(S) 4.72 .26( ) .00( ) 4.31(S) .33( ) 2.39( ) .00( ) 3.54( ) .47( ) .51( ) 9.54(S) 6. 5.34 .00 13.95 4.12 55.60 14.00 54.13 1.42 12.66 4.76 .26( ) .00( ) 4.37(S) .32( ) 2.33( ) .00( ) 3.03( ) .46( ) .50( ) 9.62(S) 1 7. 5.13 .00 14.02 3.95 53.83 13.58 46.71 1.34 12.41 4.79 .25( ) .00( ) 4.43(S) .31( ) 2.28( ) .00( ) 2.56( ) .44( ) .50( ) 9.69(S) 1 8. 4.93 .00 14.09 3.79 52.26 13.32 40.53 1.27 12.17, 4.82 .25( ) .00( ) 4.48(S) .31( ) 2.23( ) .00( ) 2.29( ) .43( ) .50( ) 9.75(S) 1 9. 4.74 .00 14.16 3.63 50.84 12.92 36.32 1.20 11.93 4.84 .25( ) .00( ) 4.53(S) .30( ) 2.19( ) .00( ) 2.12( ) .42( ) .49( ) 9.81(S) 1 10. 4.56 .00 14.22 3.48 49.56 12.70 33.42 1.14 11.70 4.87 .24( ) .00( ) 4.58(S) .30( ) 2.15( ) .00( ) 2.01( ) .41( ) .49( ) 9.86(S) 1 11. 4,38 .00 14.28 3,34 48.34 12,33 31,10 1.09 11.48 4,89 .24( ) .00( ) 4.63(S) .29( ) 2.12( ) .00( ) 1.92( ) AN ) .48( ) 9.91(S) 1 12. 4.21 .00 14.34 3.21 47.14 12.13 29.02 1.03 11.26 4.91 .23( ) .00( ) 4.68(S) .29( ) 2.08( ) .00( ) 1.84( ) .39( ) .48( ) 9.95(S) 1 13. 4.05 .00 14.40 3.08 46.01 11.79 27.23 .97 11.05 4.93 .23( ) .00( ) 4.72(S) .28( ) 2.05( ) .00( ) 1.77( ) .38( ) .48( ) 9.99(S) 1 14. 3.90 .00 14.46 2.96 44.96 11.61 25.71 .93 10.85 4.94 .23( ) .00( ) 4.76(S) .28( ) 2.02( ) .00( ) 1.71( ) .37( ) AR ) 10.03(S) t 15. 3.76 .00 14.51 2.84 43.99 11.30 24.43 .88 10.65 4.96 1 16. .22( ) 3.62 .00( ) .00 4.81(S) 14.56 .27( 2.73 ) 1.99( ) 43.09 .00( ) 11.14 1.66( ) 23.33 .36( .84 ) AR ) 10.46 10.06(S) 4.97 .22( ) .00( ) 4.85(S) .27( ) 1.97( ) .00( ) 1.61( ) .35( ) AR ) 10.09(S) 1 17. 3.50 .00 14.61 2.63 42.27 10.85 22.40 .81 10.28 4.99 .22( ) .00( ) 4.89(S) .27( ) 1.94( ) .00( ) 1.58( ) .35( ) .46( ) 10.13(S) 1 18. 3.38 .00 14.66 2.53 41.52 10.72 21.58 .78 10.11 5.00 ' .21( ) .00( ) 4.92(S) .26( ) 1.92( ) .00( ) 1.54( ) .34( ) .46( ) 10.16(S) 1 19. 3.27 .00 14.71 2.44 40.82 10.45 20.87 .75 9.95 5.02 .21( ) .00( ) 4.96(S) .26( ) 1.90( ) .00( ) 1.51( ) .33( ) .46( ) 10.19(S) 1 20. 3.17 .21( ) .00 .00( ) 14,76 4.99(S) 2,36 .25( 40,18 ) 1.88( ) 10.34 .00( ) 20.24 1.49( ) .73 .33( 9.80 ) .45( ) 5.03 10.21(S) 1 21. 3.07 .00 14.80 2.28 39.53 10.09 19.49 .70 9.65 5.04 .20( ) .00( ) 5.03(S) .25( ) 1.86( ) .00( ) 1.46( ) .32( ) .45( ) 10.24(S) 1 22. 2.97 .00 14.84 2.19 38.85 10.00 18.57 .67 9.50 5.05 .20( ) .00( ) 5.06(S) .25( ) 1.84( ) .00( ) 1.42( ) .32( ) .45( ) 10.27(S) 23. 2.87 .00 14.89 2.12 38.20 9.76 17.64 .64 9.37 5.06 .20( ) .00( ) 5.09(S) .24( ) 1.83( ) .00( ) 1.38( ) .31( ) .45( ) 10.29(S) 1 24. 2.77 .00 14.93 2.04 37.57 9.68 16.79 .62 9.23 5.07 .20( ) .00( ) 5.12(S) .24( ) 1.81( ) .00( ) 1.34( ) .30( ) .44( ) 10.31(S) 1 25. 2.68 .00 14.96 1.97 36.99 9.46 16.04 .59 9.10 5.08 .19( ) .00( ) 5.15(S) .24( ) 1.79( ) .00( ) 1.31( ) .30( ) .44( ) 10.33(S) 1 26. 2.60 .00 15.00 1.90 36.45 9.39 15.38 .57 8.98 5.09 .19( ) .00( ) 5.18(S) .23( ) 1.78( ) .00( ) 1.28( ) .29( ) .44( ) 10.35(S) 1 27. 2.51 .00 15.04 1.84 35.94 9.18 14.81 .54 8.86 5.10 .19( ) .00( ) 5.21(S) .23( ) 1.76( ) .00( ) 1.25( ) .29( ) .44( ) 10.37(S) 1 28. 2.44 .00 15.07 1.78 35.47 9.13 14.31 .52 8.75 5.11 .18( ) .00( ) 5.24(S) .23( ) 1.75( ) .00( ) 1.23( ) .28( ) .43( ) 10.39(S) 1 29. 2.37 .00 15.11 1.72 35.03 8.93 13.87 .51 8.65 5.12 .18( ) .00( ) 5.26(S) .22( ) 1.73( ) .00( ) 1.21( ) .28( ) .43( ) 10.41(S) 1 30. 2.30 .00 15.14 1.67 34.62 8.89 13.47 .49 8.54 5.13 .18( ) .00( ) 5.29(S) .22( ) 1.72( ) .00( ) 1.19( ) .27( ) .43( ) 10.43(S) 1 31. 2.23 .18( ) .00 .00( ) 15.17 5.31(S) 1.61 .22( 34.24 ) 1.71( ) 8.70 .00( ) 13.13 1.18( ) .48 .27( 8.45 ) .43( ) 5.13 10.44(S) t 32. 2.17 .00 15.20 1.57 33.88 8.67 12.81 .47 8.35 5.14 .18( ) .00( ) 5.34(S) .21( ) 1.70( ) .00( ) 1.16( ) .26( ) .43( ) 10.46(S) 1 33. 2.12 .00 15.23 1.52 33.55 8.50 12.53 .45 8.27 5.15 .17( ) .00( ) 5.36(S) .21( ) 1.69( ) .00( ) 1.15( ) .26( ) .42( ) 10.47(S) 1 34. 2.06 .00 15.26 1.48 33.24 8.48 12.28 .44 8.18 5.15 .17( ) .00( ) 5.38(S) .21( ) 1.68( ) .00( ) 1,14( ) .26( ) .42( ) 10.49(S) 1 35. 2.01 .00 15.28 1.43 32.95 8.31 12.04 .43 8.10 5.16 .17( ) .00( ) 5.40(S) .21( ) 1.67( ) .00( ) 1.12( ) .26( ) .42( ) 10.50(S) 1 36. 1.96 .00 15.30 1.40 32.67 8.30 11.82 .43 8.03 5.17 .17( ) .00( ) 5.42(S) .20(') 1.67( ) .00( ) 1.11( ) .25( ) .42( ) 10.52(S) 1 37. 1.91 .00 15.32 1.36 32.40 8.14 11.62 .42 7.95 5.17 .17( ) .00( ) 5.44(S) .20( ) 1.66( ) .00( ) 1.10( ) .25( ) .42( ) 10.53(S) 1 38. 1.86 .00 15.33 1.32 32.15 8.14 11.44 .41 7.88 5.18 .16( ) .00( ) 5.46(S) .20( ) 1.65( ) .00( ) 1.09( ) .25( ) .42( ) 10.54(S) 39. 1.82 .00 15.35 1.29 31.92 7.99 11.26 .41 7.82 5.18 .16( ) .00( ) 5.48(S) .20( ) 1.64( ) .00( ) 1.09( ) .25( ) .42( ) 10.55(S) 40. 1.78 .00 15.36 1.26 31.70 7.99 11.10 .40 7.75 5.19 .16( ) .00( ) 5.50(S) .19( ) 1.64( ) .00( ) 1.08( ) .25( ) .41( ) 10.57(S) 1 41. 1.74 .00 15.38 1.22 31.49 7.85 10.95 .39 7.69 5.20 .16( ) .00( ) 5.52(S) .19( ) 1.63( ) .00( ) 1.07( ) .24( ) .41( ) 10.58(S) 1 42. 1.70 .00 15.39 1.19 31.29 7.86 10.80 .39 7.64 5.20 SZ r 1 43. 1 44. 45. 1 46. 1 47. 1 48. 1 49. 1 50. t 1 51. 1 52. 1 53. 1 54. 1 55. 1 56. 1 57. 1 58. 1 59. 2 0. 2 1. 2. 2 3. 2 4. 2 5. 2 6. 2 7. 2 8. 2 9. 2 10. 2 11. 2 12. 2 13. 2 14. 2 15. 2 16. 2 17. 18. . 20 2 20. 2 21. .16( ) .00( ) 5.54(S) 1.66 .00 15.41 .16( ) .00( ) 5.55(S) 1.63 .00 15.42 .16( ) .00( ) 5.57(S) 1.59 .00 15.44 .15( ) .00( ) 5.58(S) 1.56 .00 15.45 .15( ) .00( ) 5.60(S) 1.53 .00 15.46 .15( ) .00( ) 5.62(S) 1.50 .00 15.47 .15( ) .00( ) 5.63(S) 1.47 .00 15.49 .15( ) .00( ) 5.64(S) 1.44 .00 15.50 .15( ) .00( ) 5.66(S) 1.41 .00 15.51 .15( ) .00( ) 5.67(S) 1.37 .00 15.52 .14( ) .00( ) 5.68(S) 1.34 .00 15.53 .14( ) .00( ) 5.70(S) 1.30 .00 15.54 .14( ) .00( ) 5.71(S) 1.26 .00 15.55 .14( ) .00( ) 5.72(S) 1.23 .00 15.56 .14( ) .00( ) 5.73(S) 1.20 .00 15.57 .14( ) .00( ) 5.74(S) 1.17 .00 15.58 .13( ) .00( ) 5.75(S) 1.14 .00 15.58 .13( ) .00( ) 5.76(S) 1.11 .00 15.59 .13( ) .00( ) 5.77(S) 1.08 .00 15.60 .13( ) .00( ) 5.78(S) 1.05 .00 15.61 .13( ) .00( ) 5.79(S) 1.02 .00 15.61 .13( ) .00( ) 5.79(S) .98 .00 15.62 .12( ) .00( ) 5.80(S) .95 .00 15.62 .12( ) .00( ) 5.81(S) 92 .00 15.63 .12( ) .00( ) 5.81(S) .89 .00 15.63 .12( ) .00( ) 5.82(S) .87 .00 15.64 .12( ) .00( ) 5.83(S) .84 .00 15.64 .12( ) .00( ) 5.83(S) .82 .00 15.65 .11( ) .00( ) 5.83(S) .79 .00 15.65 .11( ) .00( ) 5.84(S) .77 .00 15.65 .11( ) .00( ) 5.84(S) 75 .00 15.65 .11( ) .00( ) 5.84(S) .73 .00 15.66 .11( ) .00( ) 5.85(S) 71 .00 15.66 .11( ) .00( ) 5.85(S) .69 .00 15.66 .11( ) .00( ) 5.85(S) 67 .00 15.66 .10( ) .00( ) 5.85(S) .66 .00 15.66 .10( ) .00( ) 5.85(S) .64 .00 15.66 AN ) .00( ) 5.85(S) .63 .00 15.66 AN ) .00( ) 5.85(S) .61 .00 15.66 .19( ) 1.62( ) 1.17 31.11 .19( ) 1.62( ) 1.14 30.93 .19( ) 1.61( ) 1.11 30.76 .19( ) 1.61( ) 1.09 30.60 .18( ) 1.60( ) 1.06 30.46 .18( ) 1.60( ) 1.04 30.31 .18( ) 1.60( ) 1.02 30.18 .18( ) 1.59( ) 1.00 30.05 .18( ) 1.59( ) .97 29.89 .17( ) 1.58( ) .95 29.68 .17( ) 1.58( ) .93 29.45 .17( ) 1.57( ) .90 29.23 .17( ) 1.56( ) .88 29.01 .17( ) 1.56( ) .86 28.80 .17( ) 1.55( ) .83 28.60 .16( ) 1.54( ) .81 28.41 .16( ) 1.54( ) .79 28.22 .16( ) 1.53( ) .77 28.05 .16( ) 1.53( ) .75 27.85 .16( ) 1.52( ) .73 27.61 .15( ) 1.51( ) .71 27.36 .15( ) 1.51( ) .68 27.11 .15( ) 1.50( ) .66 26.87 .15( ) 1.49( ) .64 26.64 .15( ) 1.48( ) .62 26.42 .14( ) 1.48( ) .60 26.22 .14( ) 1.47( ) .58 26.02 J 4( ) 1.46( ) .57 25.83 .14( ) 1.46( ) .55 25.66 .14( ) 1.45( ) .53 25.49 .13( ) 1.45( ) .52 25.33 .13( ) 1.44( ) .50 25.18 .13( ) 1.44( ) .49 25.03 .13( 1.43( ) .47 24.89 AR ) 1.43( ) .46 24.76 .13( ) 1.43( ) .45 24.64 .12( ) 1.42( ) .44 24.52 .12( ) 1.42( ) .42 24.40 .12( ) 1.41( ) .41 24.29 .00( ) 1.06( ) 7.72 10.66 .00( ) 1.06( ) 7.74 10.53 .00( ) 1.05( ) 7.61 10.41 .00( ) 1.04( ) 7.63 10.29 .00( ) 1.04( ) 7.50 10.18 .00( ) 1.03( ) 7.53 10.08 .00( ) 1.02( ) 7.41 9.97 .00( ) 1.02( ) 7.43 9.88 .00( ) 1.01( > 7.31 9.64 .00( ) 1.00( ) 7.34 9.23 .00( ) .98( ) 7.22 8.76 .00( ) .95( ) 7.25 8.30 .00( ) .93( ) 7.14 7.89 .00( ) .90( ) 7.17 7.52 .00( ) .88( ) 7.05 7.19 .00( ) .86( ) 7.08 6.91 .00( ) .85( ) 6.97 6.67 .00( ) .83( ) 7.00 6.46 .00( ) .82( ) 6.89 6.17 .00( ) .80( ) 6.92 5.76 .00( ) .77( ) 6.80 5.32 .00( ) .74( ) 6.84 4.90 .00( ) .71( ) 6.72 4.50 .00( ) .68( ) 6.76 4.15 .00( ) .66( ) 6.64 3.83 .00( ) .63( ) 6.68 3.55 .00( ) .61( ) 6.57 3.30 .00( ) .59( ) 6.60 3.08 .00( ) .57( ) 6.49 2.89 .00( ) .55( ) 6.53 2.71 .00( ) .53( ) 6.42 2.55 .00( ) .52( ) 6.47 2.41 .00( ) .50( ) 6.36 2.28 .00( ) .49( ) 6.40 2.16 .00( ) .48( ) 6.30 2.06 .00( ) AR ) 6.34 1.96 .00( ) .46( ) 6.24 1.87 .00( ) .44( ) 6.29 1.78 .00( ) .44( ) 6.19 1.71 .24( ) .41( ) 10.59(S) .39 7.58 5.21 .24( ) .41( ) 10.60(S) .38 7.53 5.21 .24( ) .41( ) 10.61(S) .38 7.48 5.22 .24( ) .41( ) 10.62(S) .37 7.43 5.22 .24( ) .41( ) 10.63(S) .37 7.38 5.23 .24( ) .41( ) 10.65(S) .37 7.34 5.23 .24( ) AN ) 10.66(S) .36 7.30 5.23 .24( ) .40( ) 10.67(S) .36 7.26 5.24 .23( ) AN ) 10.68(S) .36 7.21 5.24 .23( ) AN ) 10.68(S) .35 7.17 5.25 .23( ) AN ) 10.69(S) .34 7.13 5.25 .23( ) AN ) 10.70(S) .32 7.09 5.25 .22( ) AN ) 10.71(S) .31 7.05 5.26 .22( ) AN ) 10.72(S) .30 7.01 5.26 .21( ) AN ) 10.72(S) .29 6.97 5.26 .21( ) AN ) 10.73(S) .28 6.94 5.27 .21( ) AN ) 10.73(S) .27 6.90 5.27 .20( ) .39( ) 10.74(S) .26 6.86 5.27 .20( ) .39( ) 10.74(S) .25 6.83 5.27 .20( ) .39( ) 10.75(S) .24 6.79 5.27 .19( ) .39( ) 10.75(S) .22 6.75 5.28 .19( ) .39( ) 10.75(S) .21 6.71 5.28 .18( ) .39( ) 10.76(S) .19 6.68 5.28 .17( ) .39( ) 10.76(S) .18 6.64 5.28 .17( ) .39( ) 10.76(S) .17 6.60 5.28 .16( ) .39( ) 10.76(S) .16 6.57 5.28 .16( ) .39( ) 10.76(S) .15 6.53 5.28 .15( ) .39( ) 10.76(S) .14 6.50 5.28 .15( ) .39( ) 10.76(S) .13 6.47 5.28 .14( ) .38( ) 10.76(S) .12 6.43 5.28 .14( ) .38( ) 10.76(S) .11 6.40 5.28 .14( ) .38( ) 10.75(S) .11 6.37 5.27 .13( ) .38( ) 10.75(S) .10 6.34 5.27 .13( ) .38( ) 10.75(S) .09 6.31 5.27 .12( ) .38( ) 10.75(S) .09 6.29 5.27 .12( ) .38( ) 10.75(S) .08 6.26 5.27 .12( ) .38( ) 10.74(S) .08 6.23 5.27 .11( ) .38( ) 10.74(S) .07 6.21 5.27 .11( ) .38( ) 10.74(S) .07 6.18 5.27 /S-S 2 22 2 23 24 2 25. 2 26. 2 27. 2 28. ' 2 29. 2 30. 2 31. 2 32. 2 33. 2 34. 2 35. 2 36. 2 37. 2 38. ! 2 39. 2 40. 41. 2 42. 2 43. 2 44. 2 45. 2 46. 2 47. 2 48. 2 49. ' 2 50. 2 51. 2 52. 2 53. 2 54. 2 55. 2 56. 57. 58. 2 59. 3 0. AN ) .60 AN ) 58 AN ) .57 .10( ) .56 .10( ) .55 .09( ) .53 .09( ) .52 .09( ) .51 .09( ) .50 .09( ) .49 .09( ) 48 .09( ) .47 .09( ) .46 .09( ) .45 .09( ) .44 .09( ) .43 .09( ) .42 .08( ) .42 .08( ) .41 .08( ) 40 .08( ) .39 .08( ) 38 .08( ) .38 .08( ) .37 .08( ) .36 .08( ) .36 .08( ) .35 .08( ) .34 .08( ) .34 .08( ) .33 .07( ) .32 .07( ) .32 .07( ) .31 .07( ) .31 .07( ) .30 .07( ) .30 .07( ) .29 .07( ) .28 .07( ) .28 .00( ) 5.86(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.66 .00( ) 5.85(S) 00 15.65 .00( ) 5.84(S) 00 15.65 .00( ) 5.84(S) 00 15.65 .00( ) 5.84(S) 00 15.65 .00( ) 5.83(S) 00 15.64 .00( ) 5.83(S) 00 15.64 .00( ) 5.83(S) 00 15.64 .00( ) 5.82(S) 00 15.63 .00( ) 5.82(S) 00 15.63 .00( ) 5.82(S) 00 15.63 .00( ) 5.81(S) 00 15.62 .00( ) 5.81(S) 00 15.62 .00( ) 5.80(S) 00 15.61 .00( ) 5.80(S) 00 15.61 .00( ) 5.79(S) 00 15.61 .00( ) 5.79(S) 00 15.60 .00( ) 5.78(S) 00 15.60 .00( ) 5.78(S) 00 15.59 .00( ) 5.77(S) 00 15.59 .00( ) 5.76(S) 00 15.58 .00( ) 5.76(S) 00 15.58 .00( ) 5.75(S) 00 15.57 .00( ) 5.75(S) 00 15.56 .00( ) 5.74(S) 00 15.56 .00( ) 5.73(S) 00 15.55 .00( ) 5.72(S) 00 15.55 .00( ) 5.72(S) 00 15.54 .00( ) 5.71(S) 00 15.54 .00( ) 5.70(S) 00 15.53 .00( ) 5.70(S) 00 15.52 .00( ) 5.69(S) 00 15.52 .12( ) 1.41( ) .00( ) AR ) .11( ) .38( ) 10.73(S) .40 24.19 6.24 1.63 .07 6.16 5.26 .12( ) 1.41( ) .00( ) .42( ) .11( ) .38( ) 10.73(S) .39 24.09 6.14 1.57 .06 6.14 5.26 .12( ) 1.40( ) .00( ) .41( ) AN ) .38( ) 10.73(S) .38 . 23.99 6.19 1.50 .06 6.12 5.26 .12( ) 1.40( ) .00( ) AN ) AN ) .38( ) 10.72(S) .37 23.90 6.09 1.44 .06 6.09 5.26 .11( ) 1.40( ) .00( ) .39( ) AN ) .38( ) 10.72(S) .36 23.81 6.14 1.39 .06 6.07 5.26 .11( ) 1.39( ) .00( ) .39( ) AN ) .38( ) 10.72(S) .35 23.72 6.04 1.33 .05 6.05 5.26 .11( ) 1.39( ) .00( ) .38( ) .09( ) .37( ) 10.71(S) .35 23.64 6.10 1.28 .05 6.03 5.25 .11( ) 1.39( ) .00( ) .37( ) .09( ) .37( ) 10.71(S) .34 23.56 6.00 1.24 .05 6.01 5.25 .11( ) 1.39( ) .00( ) .37( ) .09( ) .37( ) 10.70(S) .33 23.48 6.06 1.19 .05 5.99 5.25 .11( ) 1.38( ) .00( ) .36( ) .09( ) .37( ) 10.70(S) .32 23.41 5.96 1.15 .04 5.98 5.25 .11( ) 1.38( ) .00( ) .35( ) .09( ) .37( ) 10.70(S) .31 23.34 6.02 1.11 .04 5.96 5.25 .11( ) 1.38( ) .00( ) .35( ) .09( ) .37( ) 10.69(S) .31 23.27 5.93 1.07 .04 5.94 5.24 AN ) 1.38( ) .00( ) .34( ) .08( ) .37( ) 10.69(S) .30 23.20 5.98 1.03 .04 5.92 5.24 .10( ) 1.38( ) .00( ) .34( ) .08( ) .37( ) 10.68(S) .29 23.14 5.89 1.00 .04 5.91 5.24 .10( ) 1.37( ) .00( ) .33( ) .08( ) .37( ) 10.68(S) .29 23.07 5.95 .96 .04 5.89 5.24 AN ) 1.37( ) .00( ) .32( ) .08( ) .37( ) 10.67(S) .28 23.01 5.86 .93 .03 5.88 5.24 AN ) 1.37( ) .00( ) .32( ) .08( ) .37( ) 10.67(S) .27 22.95 5.91 .90 .03 5.86 5.23 .16( ) 1.37( ) .00( ) .31( ) .08( ) .37( ) 10.66(S) .27 22.90 5.82 .87 .03 5.85 5.23 .10( ) 1.37( ) .00( ) .31( ) .07( ) .37( ) 10.66(S) .26 22.84 5.88 .84 .03 5.83 5.23 .10( ) 1.36( ) .00( ) '.30( ) .07( ) .37( ) 10.66(S) .26 22.78 5.79 .82 .03 5.82 5.23 .10( ) 1.36( ) .00( ) .30( ) .07( ) .37( ) 10.65(S) .25 22.73 5.85 .79 .03 5.80 5.23 .10( ) 1.36( ) .00( ) .29( ) .07( ) .37( ) 10.65(S) .25 22.68 5.76 .76 .03 5.79 5.22 .09( > 1.36( ) .00( ) .29( ) .07( ) .37( ) 10.64(S) .24 22.63 5.82 .74 .03 5.78 5.22 .09( ) 1.36( ) .00( ) .29( ) .07( ) .37( ) 10.64(S) .24 22.58 5.74 .72 .03 5.76 5.22 .09( ) 1.36( ) .00( ) .28( ) .07( ) .37( ) 10.63(S) .23 22.53 5.80 .69 .02 5.75 5.22 .09( ) 1.35( ) .00( ) .28( ) .07( ) .37( ) 10.63(S) .23 22.49 5.71 .67 .02 5.74 5.21 .09( ) 1.35( ) .00( ) .27( ) .06( ) .37( ) 10.62(S) .22 22.44 5.77 .65 .02 5.73 5.21 .09( ) 1.35( ) .00( ) .27( ) .06( ) .37( ) 10.61(S) .22 22.40 5.68 .63 .02 5.71 5.21 .09( ) 1.35( ) .00( ) .27( ) .06( ) .37( ) 10.61(S) .21 22.35 5.75 .61 .02 5.70 5.21 .09( ) 1.35( ) .00( ) .26( ) .06( ) .37( ) 10.60(S) .21 22.31 5.66 .59 .02 5.69 5.20 .09( ) 1.35( ) .00( ) .26( ) .06( ) .37( ) 10.60(S) .20 22.27 5.72 .57 .02 5.68 5.20 .09( ) 1.34( ) .00( ) .25( ) .06( ) .37( ) 10.59(S) .20 22.23 5.64 .56 .02 5.67 5.20 .09( ) 1.34( ) .00( ) .25( ) .06( ) .36( ) 10.59(S) .20 22.19 5.70 .54 .02 5.66 5.20 .08( ) 1.34( ) .00( ) .25( ) .06( ) .36( ) 10.58(S) .19 22.15 5.61 .52 .02 5.65 5.19 .08( ) 1.34( ) .00( ) .24( ) .06( ) .36( ) 10.58(S) .19 22.11 5.68 .51 .02 5.64 5.19 .08( ) 1.34( ) .00( ) .24( ) .06( ) .36( ) 10.57(S) .18 22.07 5.59 .49 .02 5.63 5.19 .08( ) 1.34( ) .00( ) .24( ) .06( ) .36( ) 10.57(S) .18 22.04 5.66 .48 .02 5.62 5.19 .08( ) 1.34( ) .00( ) .23( ) .05( ) .36( ) 10.56(S) .18 22.00 5.57 .46 .02 5.61 5.18 .08( ) 1.34( ) .00( ) .23( ) .05( ) .36( ) 10.56(S) .17 21.96 5.63 .45 .02 5.60 5.18 l s-4- 3 1. 3 2. 3. 3 4. 3 5. 3 b. 3 7. 3 8. 3 9. 3 10. 3 11. 3 12. 3 13. 3 14. 3 75. 3 16. 3 17, 3 18. 3 19. 20. 3 21. 3 22. 3 23. 3 24. 3 25. 3 26. 3 27. 3 28. ' 3 29. _ 3 30. 3 31. 3 32. 3 33. 3 34. 3 35. ' 36. 37. 3 38. 1 3 39. .07( > .27 .07( ) .27 .07( ) .26 .07( ) .26 .07( ) .26 .07( ) .25 .07( ) .25 .06( ) .24 .06( ) .24 .06( ) .23 .06( ) .23 .06( ) .23 .06( ) .22 .06( ) .22 .06( ) .21 .06( ) .21 .06( ) .21 .06( ) .20 .06( ) .20 .06( ) .20 .06( ) .19 .06( ) .19 .06( ) .19 .06( ) .18 .06( ) .18 .06( ) .18 .06( ) .17 .05( ) .17 .05( ) .17 .05( ) .17 .05( ) .16 .05( ) .16 .05( ) .16 .05( ) .15 .05( ) .15 .05( ) .15 .05( ) .15 .05( ) .14 .05( ) .14 .00( ) 5.68(S) .00 15.51 .00( ) 5.67(S) .00 15.50 .00( ) 5.66(S) .00 15.50 .00( ) 5.66(S) .00 15.49 .00( ) 5.65(S) .00 15.48 .00( ) 5.64(S) .00 15.47 .00( ) 5.63(S) .00 15.47 .00( ) 5.62(S) .00 15.46 .00( ) 5.61(S) .00 15.45 .00( ) 5.60(S) .00 15.44 .00( ) 5.60(S) .00 15.44 .00( ) 5.59(S) .00 15.43 .00( ) 5.58(S) .00 15.42 .00( ) 5.57(S) .00 15.41 .00( ) 5.56(S) .00 15.41 .00( ) 5.55(S) .00 15.40 .00( ) 5.54(S) .00 15.39 .00( ) 5.53(S) .00 15.38 .00( ) 5.52(S) .00 15.37 .00( ) 5.51(S) .00 15.36 .00( ) 5.50(S) .00 15.36 .00( ) 5.49(S) .00 15.35 .00( ) 5.48(S) .00 15.34 .00( ) 5.47(S) .00 15.33 .00( ) 5.46(S) .00 15.32 .00( ) 5.45(S) .00 15.31 .00( ) 5.44(S) .00 15.30 .00( ) 5.43(S) .00 15.29 .00( ) 5.42(S) .00 15.28 .00( ) 5.41(S) .00 15.27 .00( ) 5.39(S) .00 15.26 .00( ) 5.38(S) .00 15.25 .00( ) 5.37(S) .00 15.23 .00( ) 5.36(S) .00 15.22 .00( ) 5.35(S) .00 15.20 .00( ) 5.34(S) .00 15.19 .00( ) 5.33(S) .00 15.17 .00( ) 5.32(S) .00 15.16 .00( ) 5.30(S) .00 15.14 .08( ) 1.33( ) .00( ) .23( ) .05( ) .36( ) 10.55(S) .17 21.93 5.55 .43 .01 5.59 5.18 .08( ) 1.33( ) .00( ) .22( ) .05( ) .36( ) 10.54(S) .17 21.90 5.61 .42 .01 5.58 5.18 .08( ) 1.33( ) .00( ) .22( ) .05( ) .36( ) 10.54(S) .16 21.86 5.53 .41 .01 5.57 5.17 .08( ) 1.33( ) .00( ) .22( ) .05( ) .36( ) 10.53(S) .16 21.83 5.60 .40 .01 - 5.56 5.17 .08( ) 1.33( ) .00( ) .21( ) .05( ) .36( ) 10.53(S) .16 21.79 5.51 .38 .01 5.55 5.17 .08( ) 1.33( ) .00( ) .21( ) .05( ) .36( ) 10.52(S) .15 21.76 5.58 .37 .01 5.54 5.17 .08( ) 1.33( ) .00( ) .21( ) .05( ) .36( ) 10.52(S) .15 21.73 5.40 .36 .01 5.53 5.16 .08( ) 1.33( ) .00( ) .20( ) .05( ) .36( ) 10.51(S) .15 21.70 5.56 .35 .01 5.52 5.16 .07( ) 1.33( ) .00( ) .20( ) .05( ) .36( ) 10.50(S) .15 21.67 5.48 .34 .01 5.51 5.16 .07( ) 1.33( ) .00( ) .20( ) .05( ) .36( ) 10.50(S) .14 21.64 5.54 .33 .01 5.50 5.16 .07( ) 1.32( ) .00( ) .20( ) .05( ) .36( ) 10.49(S) .14 21.61 5.46 .32 .01 5.50 5.15 .07( ) 1.32( ) .00( ) .19( ) .04( ) .36( ) 10.49(S) .14 21.58 5.52 .31 .01 5.49 5.15 .07( ) 1.32( ) .00( ) .19( ) .04( ) .36( ) 10.48(S) .14 21.55 5.44 .31 .01 5.48 5.15 .07( ) 1.32( ) .00( ) .19( ) .04( ) .36( ) 10.47(S) .13 21.52 5.51 .30 .01 5.47 5.14 .07( ) 1.32( ) .00( ) .19( ) .04( ) .36( ) 10.47(S) .13 21.49 5.43 .29 .01 5.46 5.14 .07( ) 1.32( ) .00( ) .18( ) .04( ) .36( ) 10.46(S) .13 21.46 5.49 .28 .01 5.45 5.14 .07( ) 1.32( ) .00( ) .18( ) .04( ) .36( ) 10.46(S) .13 21.44 5.41 .27 .01 5.45 5.14 .07( ) 1.32( ) .00( ) .18( ) .04( ) .36( ) 10.45(S) .12 21.41 5.48 .27 .01 5.44 5.13 .07( ) 1.32( ) .00( ) .18( ) .04( ) .36( ) 10.44(S) .12 21.38 5.39 .26 .01 5.43 5.13 .07( ) 1.32( ) .00( ) .18( ) .04( ) .36( ) 10.44(S) .12 21.35 5.46 .25 .01 5.42 5.13 .07( ) 1.31( ) .00( ) .17( ) .04( ) .36( ) 10.43(S) .12 21.33 5.38 .25 .01 5.42 5.13 .07( ) 1.31( ) .00( ) .17( ) .04( ) .36( ) 10.43(S) .11 21.30 5.45 .24 .01 5.41 5.12 .07( ) 1.31( ) .00( ) .17( ) .04( ) .36( ) 10.42(S) .11 21.27 5.36 .24 .01 5.40 5.12 .06( ) 1.31( ) .00( ) .17( ) .04( ) .36( ) 10.41(S) .11 21.25 5.43 .23 .01 5.39 5.12 .06( ) 1.31( ) .00( ) .17( ) .04( ) .36( ) 10.41(S) .11 21.22 5.35 .23 .01 5.39 5.11 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.40(S) .11 21.20 5.42 .22 .01 5.38 5.11 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.40(S) .10 21.17 5.34 .22 .01 5.37 5.11 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.39(S) .10 21.15 5.40 .22 .01 5.37 5.11 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.38(S) .10 21.12 5.32 .21 .01 5.36 5.10 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.38(S) .10 21.10 5.39 .21 .01 5.35 5.10 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.37(S) .10 21.07 5.31 .20 .01 5.35 5.10 .06( ) 1.31( ) .00( ) .16( ) .03( ) .36( ) 10.37(S) .10 21.05 5.38 .20 .00 5.34 5.09 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.36(S) .09 21.02 5.30 .20 .00 5.33 5.09 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.35(S) .09 20.99 5.36 .19 .00 5.33 5.09 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.35(S) .09 20.96 5.28 .19 .00 5.32 5.09 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.34(S) .09 20.93 5.35 .19 .00 5.31 5.08 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.33(S) .09 20.90 5.27 .18 .00 5.31 5.08 .06( ) 1.30( ) .00( ) .15( ) .03( ) .36( ) 10.33(S) .09 20.88 5.34 .18 .00 5.30 5.08 .06( ) 1.30( ) .00( ) .15( ) .03( ) .35( ) 10.32(S) .08 20.85 5.26 .18 .00 5.29 5.07 .05( ) .00( ) 5.29(S) .06( ) 1.30( ) .00( ) .15( ) .03( ) .35( ) 10.32(S) 3 40. .14 .00 15.13 .08 20.82 5.33 .17 .00 5.29 5.07 .05( ) .00( ) 5.28(S) .06( ) 1.30( ) .00( ) .14( ) .03( ) .35( ) 10.31(S) 3 41. 14 .00 15.11 .08 20.79 5.24 .17 .00 5.28 5.07 .05( ) .00( ) 5.27(S) .06( ) 1.30( ) .00( ) .14( ) .03( ) .35( ) 10.30(S) 42. .13 . .00 15.1.0 .08 20.76 5.31 .17 .00 5.28 5.07 .05( ) .00( ) 5.26(S) .05( ) 1.30( ) .00( ) .14( ) .03( ) .35( ) 10.30(S) 3 43. .13 .00 15.08 .08 20.74 5.23 .17 .00 5.27 5.06 .05( ) .00( ) 5.25(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.29(S) 3 44. .13 .00 15.07 .08 20.71 5.30 .16 .00 5.26 5.06 .05( ) .00( ) 5.23(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.28(S) 3 45. .13 .00 15.05 .07 20.68 5.22 .16 .00 5.26 5.06 .05( ) .00( ) 5.22(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.28(S) 3 46. .13 .00 15.04 .07 20.65 5.29 .16 .00 5.25 5.05 .05( ) .00( ) 5.21(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.27(S) 3 47. .12 .00 15.02 .07. 20.63 5.21 .15 .00 5.25 5.05 .05( ) .00( ) 5.20(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.27(S) t 3 48. 12 .00 15.01 .07 20.60 5.28 .15 .00 5.24 5.05 .05( ) .00( ) 5.19(S) .05( ) 1.29( ) .00( ) .14( ) .03( ) .35( ) 10.26(S) 3 49. .12 .00 14.99 .07 20.57 5.20 .15 .00 5.23 5.05 .05( ) .00( ) 5.17(S) .05( ) 1.29( ) .00( ) .14( ) .02( ) .35( ) 10.25(S) 3 50. 12 .00 14.97 .07 20.54 5.27 .15 .00 5.23 5.04 .04( ) .00( ) 5.16(S) .05( ) 1.29( ) .00( ) .13( ) .02( ) .35( ) 10.25(S) 3 51. .12 .00 14.96 .07 20.52 5.19 .14 .00 5.22 5.04 3 52. .04( ) .11 .00( ) .00 5.15(S) 14.94 .05( ) .07 1.29( ) 20.49 .00( ) 5.26 .13( ) .14 .02( ) .00 .35( ) 5.22 10.24(S) 5.04 .04( ) .00( ) 5.14(S) .05( ) 1.29( ) .00( ) .13( ) .02( ) .35( ) 10.23(S) 3 53. .11 .00 14.93 .06 20.46 5.17 .14 .00 5.21 5.03 .04( ) .00( ) 5.12(S) .05( ) 1.29( ) .00( ) .13( ) .02( ) .35( ) 10.23(S) 3 54. .11 .00 14.91 .06 20.44 5.24 .14 .00 5.21 5.03 .04( ) .00( ) 5.11(S) .05( ) 1.28( ) .00( ) .13( ) .02( ) .35( ) 10.22(S) 3 55. .11 .00 14.89 .06 20.41 5.16 .14 .00 5.20 5.03 .04( ) .00( ) 5.10(S) .05( ) 1.28( ) .00( ) .13( ) .02( ) .35( ) 10.21(S) 3 56. 11 .04( ) .00 .00( ) 14.88 5.09(S) .06 .05( ) 20.38 1.28( ) 5.23 .00( ) .13 .13( ) .00 .02( ) 5.20 .35( ) 5.03 10.21(S) 3 57. .10 .00 14.86 .06 20.36 5.15 .13 .00 5.19 5.02 .04( ) .00( ) 5.07(S) .05( ) 1.28( ) .00( ) .13( ) .02( ) .35( ) 10.20(S) 3 58. .10 .00 14.84 .06 20.33 5.22 .13 .00 5.19 5.02 .04( ) .00( ) 5.06(S) .05( ) 1.28( ) .00( ) .13( ) .02( ) .35( ) 10.20(S) 59. 10 .00 14.83 .06 20.30 5.14 .13 .00 5.18 5.02 .04( ) .00( ) 5.05(S) .05( ) 1.28( ) .00( ) .13( ) .02( ) .35( ) 10.19(S) 4 0. .10 .00 14.81 .06 20.28 5.21 .12 .00 5.17 5.01 .04( ) .00( ) 5.04(S) .05( ) 1.28( ) .00( ) .12( ) .02(') .35( ) 10.18(S) 4 1. 10 .00 14.80 .06 20.25 5.13 .12 .00 5.17 5.01' .04( ) .00( ) 5.02(S) .05( ) 1.28( ) .00( ) .12( ) .02( ) .35( ) 10.18(S) 4 2. .10 .00 14.78 .05 20.23 5.20 .12 .00 5.16 5.01 4 3. .04( ) 09 .00( ) .00 5.01(S) 14.76 .05( ) .05 1.28( ) 20.20 .00( ) 5.12 .12( ) .12 .02( ) .00 .35( ) 5.16 10.17(S) 5.01 .04( ) .00( ) 5.00(S) .04( ) 1.28( ) .00( ) .12( ) .02( ) .35( ) 10.16(S) 4 4. .09 .00 14.75 .05 20.17 5.19 .12 .00 5.15 5.00 .04( ) .00( ) 4.99(S) .04( ) 1.28( ) .00( ) .12( ) .02( ) .35( ) 10.16(S) 4 5. .09 .00 14.73 .05 20.15 5.11 .12 .00 5.15 5.00 .04( ) .00( ) 4.97(S) .04( ) 1.27( ) .00( ) .12( ) .02( ) .35( ) 10.15(S) 4 6. .09 .00 14.71 .05 20.12 5.18 .11 .00 5.14 5.00 .04( ) .00( ) 4.96(S) .04( ) 1.27( ) .00( ) .12( ) .02( ) .35( ) 10.15(S) 4 7. .09 .00 14.69 .05 20.10 5.10 .11 .00 5.14 4.99 .04( ) .00( ) 4.95(S) .04( ) 1.27( ) .00( ) .12( ) .02( ) .35( ) 10.14(S) 4 8. .09 .00 14.68 .05 20.07 5.17 .11 .00 5.13 4.99 .04( ) .00( ) 4.93(S) .04( ) 1.27( ) .00( ) .12( ) .02( ) .35( ) 10.13(S) 4 9. .08 .00 14.66 .05 20.04 5.09 .11 .00 5.13 4.99 .04( ) .00( ) 4.92(S) .04( ) 1.27( ) .00( ) .12( ) .02( ) .35( ) 10.13(S) 4 10. 08 .00 14.64 .05 20.02 5.16 .11 .00 5.12 4.99 .04( ) .00( ) 4.91(S) .04( ) 1.27( ) .00( ) .11( ) .02( ) .35( ) 10.12(S) 4 11. .08 .00 14.63 .05 19.99 5.08 .10 .00 5.12 4.98 4 12. .04( ) .08 .00( ) .00 4.89(S) 14.61 .04( ) .04 1.27( ) 19.97 .00( ) 5.15 .11( ) .10 .02( ) .00 .35( ) 5.11 10.11(S) 4.98 .04( ) .00( ) 4.88(S) .04( ) 1.27( ) .00( ) .11( ) .02( ) .35( ) 10.11(S) 4 13. .08 .00 14.59 .04 19.94 5.07 .10 .00 5.11 4.98 .04( ) .00( ) 4.87(S) .04( ) 1.27( ) .00( ) .11( ) .02( ) .35( ) 10.10(S) 4 14. .08 .00 14.58 .04 19.92 5.14 .10 .00 5.10 4.97 .04( ) .00( ) 4.85(S) .04( ) 1.27( ) .00( ) .11( ) .02( ) .35( ) 10.09(S) �• 15. .08 .00 14.56 .04 19.89 5.06 .10 .00 5.10 4.97 .04( ) .00( ) 4.84(S) .04( ) 1.27( ) .00( ) .11( ) .02( ) .35( ) 10.09(S) 16. .07 .04( ) .00 .00( ) 14.54 4.83(S) .04 .04( ) 19.86 1.26( ) 5.13 .00( ) .10 .11( ) .00 .02( ) 5.09 .35( ) 4.97 10.08(S) 4 17. .07 .00 14.52 .04 19.84 5.05 .09 .00 5.09 4.96 .04( ) .00( ) � 4.81(S) ..04( ) 1.26( ) .00( ) .11( ) .02( ) .35( ) 10.07(S) 4 18. .07 .00 14.51 .04 19.81 5.12 .09 .00 5.09 4.96 1, z .03( ) .00( ) 4.80(S) .04( ) 1.26( ) .00( ) .11( ) .02( ) .35( ) 10.07(S) 4 19. .07 .00 14.49 .04 19.79 5.04 .09 .00 5.08 4.96 .03( ) .00( ) 4.79(S) .04( ) 1.26( ) .00( ) .11( ) .02( ) .35( ) 10.06(S) 4 20. 07 .00 14.47 .04 19.76 5.11 .09 .00 5.08 4.96 .03( ) .00( ) 4.77(S) .04( ) 1.26( ) .00( ) .11( ) .02( ) .35( ) 10.06(S) 21. .07 .00 14.45 .04 19.74 5.03 .09 .00 5.07 4.95 .03( ) .00( ) 4.76(S) .04( ) 1.26( ) .00( ) .11( ) .02( ) .35( ) 10.05(S) 4 22. 07 .00 14.44 .04 19.71 5.10 .09 .00 5.07 4.95 .03( ) .00( ) 4.75(S) .04( ) 1.26( ) .00( ) AN ) .02( ) .35( ) 10.04(S) 4 23. .07 .00 14.42 .04 19.69 5.02 .08 .00 5.06 4.95 .03( ) .00( ) 4.73(S) .04( ) 1.26( ) .00( ) .10( ) .02( ) .35( ) 10.04(S) 4 24. .06 .00 14.40 .04 19.66 5.09 .08 .00 5.06 4.94 .03( ) .00( ) 4.72(S) .04( ) 1.26( ) .00( ) AN ) .02( ) .35( ) 10.03(S) 4 25. .06 .00 14.38 .03 19.64 5.02 .08 .00 5.05 4.94 .03( ) .00( ) 4.71(S) .04( ) 1.26( ) .00( ) .10( ) .02( ) .35( ) 10.02(S) 4 26. .06 .03( .00 ) .00( ) 14.37 4.69(S) .03 .04( ) 19.61 1.26( 5.09 ) .00( ) .08 AN .00 ) .02( ) 5.05 .35( 4.94 ) 10.02(S) 4 27. 06 .00 14.35 .03 19.59 5.01 .08 .00 5.04 4.94 .03( ) .00( ) 4.68(S) .04( ) 1.26( ) .00( ) AN ) .02( ) .35( ) 10.01(S) 4 28. .06 .00 14.33 .03 19.56 5.08 .08 .00 5.04 4.93 .03( ) .00( ) 4.67(S) .03( ) 1.25( ) .00( ) .10( ) .02( ) .35( ) 10.00(S) 4 29. 06 .00 14.31 .03 19.54 5.00 .08 .00 5.04 4.93 .03( ) .00( ) 4.65(S) .03( ) 1.25( ) .00( ) .10( ) .02( ) .35( ) 10.00(S) 4 30. .06 .00 14.29 .03 19.51 5.07 .07 .00 5.03 4.93 .03( ) .00( ) 4.64(S) .03( ) 1.25( ) .00( ) .10( ) .02( ) .35( ) 9.99(S) 4 31. 06 .00 14.28 .03 19.49 4.99 .07 .00 5.03 4.92 .03( ) .00( ) 4.62(S) .03( ) 1.25( ) .00( ) .10( ) .02( ) .35( ) 9.99(S) 4 32. .06 .00 14.26 .03 19.46 5.06 .07 .00 5.02 4.92 .03( ) .00( ) 4.61(S) .03( ) 1.25( ) .00( ) AN ) .02( ) .35( ) 9.98(S) 4 33. .05 .00 14.24 .03 19.44 4.98 .07 .00 5.02 4.92 .03( ) .00( ) 4.60(S) .03( ) 1.25( ) .00( ) AN ) .02( ) .35( ) 9.97(S) 4 34. .05 .00 14.22 .03 19.41 5.05 .07 .00 5.01 4.92 .03( ) .00( ) 4.58(S) .03( ) 1.25( ) .00( ) .09( ) .02( ) .35( ) 9.97(S) 4 35. .05 .03( .00 ) .00( ) 14.20 4.57(S) .03 .03( ) 19.39 1.25( 4.97 ) .00( ) .07 .09( .00 ) .02( ) 5,01 .35( 4.91 ) 9.96(S) 4 36. .05 .00 14.19 .03 19.36 5.04 .07 .00 5.00 4.91 .03( ) .00( ) 4.56(S) .03( ) 1.25( ) .00( ) .09( ) .02( ) .35( ) 9.95(S) 4 37. .05 .00 14.17 .03 19.34 4.96 .07 .00 5.00 4.91 .03( ) .00( ) 4.54(S) .03( ) 1.25( ) .00( ) .09( ) .02( ) .35( ) 9.95(S) 38. 05 .00 14.15 .03 19.32 5.03 .07 .00 5.00 4.90 .03( ) .00( ) 4.53(S) .03( ) 1.25( ) .00( ) .09( ) .02( ) .35( ) 9.94(S) 4 39. .05 .00 14.13 .03 19.29 4.95 .06 .00 4.99 4.90 .03( ) .00( ) 4.51(S) .03( ) 1.25( ) .00( ) .09( ) .02( ) .35( ) 9.93(S) 4 40. 05 .00 14.11 .03 19.27 5.03 .06 .00 4.99 4.90 .03( ) .00( ) 4.50(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.93(S) 4 41. .05 .00 14.10 .02 19.24 4.95 .06 .00 4.98 4.89 4 42. .03( 05 ) .00( ) .00 4.49(S) 14.08 .03( ) .02 1.24( 19.22 ) .00( ) 5.02 .09( .06 ) .02( ) .00 .35( 4.98 ) 9.92(S) 4.89 .03( ) .00( ) 4.47(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.91(S) 4 43. .05 .00 14.06 .02 19.19 4.94 .06 .00 4.98 4.89 .03( ) .00( ) 4.46(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.91(S) 4 44. 04 .00 14.04 .02 19.17 5.01 .06 .00 4.97 4.89 .03( ) .00( ) 4.44(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.90(S) 4 45. .04 .00 14.02 .02 19.14 4.93 .06 .00 4.97 4.88 .03( ) .00( ) 4.43(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.90(S) 4 46, 04 .03( .00 ) .00( ) 14.01 4.42(S) .02 .03( ) 19,12 1.24( 5.00 ) .00( ) .06 .09( .00 ) .02( ) 4.96 .35( 4,88 ) 9.89(S) 4 47. .04 .00 13.99 .02 19.09 4.92 .06 .00 4.96 4.88 .03( ) .00( ) 4.40(S) .03( ) 1.24( ) .00( ) .09( ) .02( ) .35( ) 9.88(S) 4 48. .04 .00 13.97 .02 19.07 4.99 .05 .00 4.95 4.87 .03( ) .00( ) 4.39(S) .03( ) 1.24( ) .00( ) .08( ) .02( ) .35( ) 9.88(S) 4 49. 04 .00 13.95 .02 19.05 4.91 .05 .00 4.95 4.87 .03( ) .00( ) 4.37(S) .03( ) 1.24( ) .00( ) .08( ) .02( ) .35( ) 9.87(S) 4 50. .04 .00 13.93 .02 19.02 4.98 .05 .00 4.95 4.87 .03( ) .00( ) 4.36(S) .03( ) 1.24( ) .00( ) .08( ) .02( ) .35( ) 9.86(S) 4 51. 04 .00 13.91 .02 19.00 4.91 .05 .00 4.94 4.87 .02( ) .00( ) 4.35(S) .03( ) 1.24( ) .00( ) .08( ) .02( ) .35( ) 9.86(S) 4 52. .04 .00 13.90 .02 18.97 4.98 .05 .00 4.94 4.86 .02( ) .00( ) 4.33(S) .03( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.85(S) 4 53. .04 .00 13.88 .02 18.95 4.90 .05 .00 4.93 4.86 .02( ) .00( ) 4.32(S) .03( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.84(S) 54. .04 .00 13.86 .02 18.93 4.97 .05 .00 4.93 4.86 .02( ) .00( ) 4.30(S) .03( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.84(S) 55. .04 .00 13.84 .02 18.90 4.89 .05 .00 4.93 4.85 .02( ) .00( ) 4.29(S) .03( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.83(S) 4 56. .03 .00 13.82 .02 18.88 4.96 .05 .00 4.92 4.85 .02( ) .00( ) 4.27(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.82(S) 4 57. .03 .00 13.80 .02 18.85 . 4.88 .05 .00 4.92 4.85 ls7- _ .02( ) .00( ) 4.26(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.82(S) 4 58. .03 .00 13.78 .02 18.83 4.95 .05 .00 4.91 4.84 4 59. .02( ) 03 .00( .00 ) 4.25(S) 13.77 .02( ) .02 1.23( 18.80 ) .00( ) 4.87 .08( .05 ) .02( ) .00 .34( 4.91 ) 9.81(S) 4.84 .02( ) .00( ) 4.23(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.81(S) 0. .03 .00 13.75 .02 18.78 4.94 .04 .00 4.91 4.84 .02( ) .00( ) 4.22(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.80(S) 5 1. 03 .00 13.73 .02 18.76 4.87 .04 .00 4.90 4.84 .02( ) .00( ) 4.20(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.79(S) 5 2. .03 .00 13.71 .02 18.73 4.94 .04 .00 4.90 4.83 .02( ) .00( ) 4.19(S) .02( ) 1.23( ) .00( ) .08( ) .02( ) .34( ) 9.79(S) 5 3. .03 .00 13.69 .01 18.71 4.86 .04 .00 4.90 4.83 .02( ) .00( ) 4.17(S) .02( ) 1.23( ) .00( ) .07( ) .02( ) .34( ) 9.78(S) 5 4. .03 .00 13.67 .01 18.68 4.93 .04 .00 4.89 4.83 .02( ) .00( ) 4.16(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.77(S) 5 5. 03 .02( ) .00 .00( 13.65 ) 4.15(S) .01 .02( ) 18.66 1.22( 4.85 ) .00( ) .04 .07( .00 ) .02( ) 4.89 .34( 4.82 ) 9.77(S) 5 6. .03 .00 13.64 .01 18.64 4.92 .04 .00 4.88 4.82 .02( ) .00( ) 4.13(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.76(S) 5 7. .03 .00 13.62 .01 18.61 4.84 .04 .00 4.88 4.82 .02( ) .00( ) 4.12(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.75(S) 5 8. 03 .00 13.60 .01 18.59 4.91 .04 .00 4.88 4.82 .02( ) .00( ) 4.10(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.75(S) 5 9. .03 .00 13.58 .01 18.57 4.84 .04 .00 4.87 4.81 5 10. .02( ) 03 .00( .00 ) 4.09(S) 13.56 .02( ) .01 1.22( 18.54 ) .00( ) 4.91 .07( .04 ) .02( ) .00 .34( 4.87 ) 9.74(S) 4.81 .02( ) .00( ) 4.07(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.73(S) 5 11. .03 .00 13.54 .01 18.52 4.83 .04 .00 4.87 4.81 .02( ) .00( ) 4.06(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.73(S) 5 12. .02 .00 13.52 .01 18.49 4.90 .04 .00 4.86 4.80 .02( ) .00( ) 4.05(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.72(S) 5 13. .02 .00 13.51 .01 18.47 4.82 .03 .00 4.86 4.80 .02( ) .00( ) 4.03(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.72(S) 5 14. .02 .02( ) .00 .00( 13.49 ) 4.02(S) .01 .02( ) 18.45 1.22( 4.89 ) .00( ) .03 .07( .00 ) .02( ) 4.85 .34( 4.80 ) 9.71(S) 5 15. .02 .00 13.47 .01 18.42 4.81 .03 .00 4.85 4.79 .02( ) .00( ) 4.00(S) .02( ) 1.22( ) .00( ) .07( ) .02( ) .34( ) 9.70(S) 5 16. .02 .00 13.45 .01 18.40 4.88 .03 .00 4.85 4.79 .02( ) .00( ) 3.99(S) .02( ) 1.21( ) .00( ) .07( ) .02( ) .34( ) 9.70(S) 17. 02 .00 13.43 .01 18.38 4.81 .03 .00 4.84 4.79 .02( ) .00( ) 3.97(S) .02( ) 1.21( ) .00( ) .07( ) .02( ) .34( ) 9.69(S) 5 18. .02 .00 13.41 .01 18.35 4.88 .03 .00 4.84 4.79 .02( ) .00( j 3.96(S) .02( ) 1.21( ) .00( ) .07( ) .02( ) .34( ) 9.68(S) 5 19. 02 .00 13.39 .01 18.33 4.80 .03 .00 4.84 4.78 .02( ) .00( ) 3.95(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.68(S) 5 20. .02 .00 13.37 .01 18.31 4.87 .03 .00 4.83 4.78 .02( ) .00( ) 3.93(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.67(S) 5 21. .02 .00 13.36 .01 18.28 4.79 .03 .00 4.83 4.78 .02( ) .00( ) 3.92(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.66(S) 5 22. .02 .00 13.34 .01 18.26 4.86 .03 .00 4.82 4.77 .02( ) .00( ) 3.90(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.66(S) 5 23. .02 .00 13.32 .01 18.24 4.78 .03 .00 4.82 4.77 .02( ) .00( ) 3.89(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.65(S) 5 24. .02 .00 13.30 .01 18.21 4.85 .03 .00 4.82 4.77 .02( ) .00( ) 3.87(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.64(S) 5 25. .02 .00 13.28 .01 18.19 4.78 .03 .00 4.81 4.77 .02( ) .00( ) 3.86(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.64(S) 5 26. .02 .00 13.26 .01 18.17 4.85 .03 .00 4.81 4.76 .02( ) .00( ) 3.84(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.63(S) 5 27. .02 .00 13.24 .01 18.14 4.77 .03 .00 4.81 4.76 .02( ) .00( ) 3.83(S) .02( ) 1.21( ) .00( ) .06( ) .02( ) .34( ) 9.63(S) 5 28. 02 .00 13.22 .01 18.12 4.84 .03 .00 4.80 4.76 .02( ) .00( ) 3.82(S) .02( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.62(S) 5 29. .02 .00 13.21 .01 18.10 4.76 .03 .00 4.80 4.75 .02( ) .00( ) 3.80(S) .02( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.61(S) 5 30. 02 .00 13.19 .01 18.07 4.83 .02 .00 4.80 4.75 .02( ) .00( ) 3.79(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.61(S) 5 31. .02 .00 13.17 .01 18.05 4.76 .02 .00 4.79 4.75 .01( ) .00( ) 3.77(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.60(S) 5 32. .01 .00 13.15 .01 18.03 4.83 .02 .00 4.79 4.75 .01( ) .00( ) 3.76(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.59(S) S 33. .01 .00 13.13 .01 18.00 4.75 .02 .00 4.79 4.74 .01( ) .00( ) 3.74(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.59(S) 34. .01 .00 13.11 .01 17.98 4.82 .02 .00 4.78 4.74 .01( ) .00( ) 3.73(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.58(S) 5 35. .01 .00 13.09 .01 17.96 4.74 .02 .00 4.78 4.74 .01( ) .00( ) 3.71(S) .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.57(S) 5 36. 01 .00 13.07 .01 17.93 4.81 .02 .00 4.78 4.73 / ty-v .01( ) .00( ) 3.70(S) 5 37. .01 .00 13.06 5 38. .01(. ) 01 .00( ) .00 3.68(S) 13.04 .01( ) .00( ) 3.67(S) 39. .01 .00 13.02 .01( ) .00( ) 3.66(S) 5 40. .01 .00 13.00 .01( ) .00( ) 3.64(S) 5 41. .01 .00 12.98 .01( ) .00( ) 3.63(S) 5 42. .01 .00 12.96 .01( ) .00( ) 3.61(S) 5 43. .01 .00 12.93 .01( ) .00( ) 3.60(S) 5 44. .01 .00 12.91 .01( ) .00( ) 3.58(S) 5 45. 01 .00 12.89 .01( ) .00( ) 3.57(S) 5 46. .01 .00 12.86 .01( ) .00( ) 3.55(S) 5 47. 01 .00 12.84 .01( ) .00( ) 3.54(S) 5 48. .01 .00 12.81 5 49. ) .01 .00( ) .00 3.53(S) 12.79 .01( ) .00( ) 3.51(S) 5 50. .01 .00 12.76 .01( ) .00( ) 3.50(S) 5 51. .01 .00 12.74 .01( ) .00( ) 3.48(S) 5 52. .01 .00 12.72 .01( ) .00( ) 3.47(S) 5 53. .01 .01( ) .00 .00( ) 12.69 3.45(S) 5 54. .01 .00 12.67 .01( ) .00( ) 3.44(S) 5 55. .01 .00 12.64 .01( ) .00( ) 3.43(S) 56. 01 .00 12.62 .01( ) .00( ) 3.41(S) 5 57. .01 .00 . 12.60 5 58. 01( ) .01 .00( ) .00 3.40(S) 12.57 .01( ) .00( ) 3.38(S) 5 59. .01 .00 12.55 .01( ) .00( ) 3.37(S) 6 0. 01 .00 12.52 .01( ) .00( ) 3.35(S) HE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED URING THE SIMULATION. THIS COULD LEAD TO ERRORS N THE SIMULATION RESULTS!! 193 205 206 210 211 212 213 214 215 216 HE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL TABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 9 15 19 30 32 39 41 42 44 46 50 52 54 56 57 59 62 64 66 69 71 74 75 76 77 79 82 102 104 105 109 151 153 154 157 159 172 193 201 202 206 207 208 209 210 211 212 213 214 215 216 410 411 412 413 414 501 .01( ) 1.20( ) .00( ) .06( ) .02( ) .34( ) 9.57(S) .01 17.91 4.73 .02 .00 4.77 4.73 .01( ) 1.20( ) .00( ) .05( ) .02( ) .34( ) 9.56(S) .01 17.89 4.81 .02 .00 4.77 4.73 .01( ) 1.20( ) .00( ) .05( ) .02( ) .34( ) 9.56(S) .01 17.86 4.73 .02 .00 4.77 4.72 .01( ) 1.20( ) .00( ) .05( ) .02( ) .34( ) 9.55(S) .00 17.84 4.80 .02 .00 4.76 4.72 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.54(S) .00 17.82 4.72 .02 .00 4.76 4.72 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.54(S) .00 17.80 4.79 .02 .00 4.75 4.72 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.53(S) .00 17.77 4.71 .02 .00 4.75 4.71 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.52(S) .00 17.74 4.79 .02 .00 4.75 4.71 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.52(S) .00 17.72 4.71 .02 .00 4.74 4.71 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.51(S) .00 17.69 4.78 .02 .00 4.74 4.70 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.50(S) .00 17.66 4.70 .02 .00 4.74 4.70 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.50(S) .00 17.63 4.77 .02 .00 4.73 4.70 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.49(S) .00 17.60 4.69 .02 .00 4.73 4.70 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.49(S) .00 17.58 4.77 .02 .00 4.73 4.69 .01( ) 1.19( ) .00( ) .05( ) .02( ) .34( ) 9.48(S) .00 17.55 4.69 .02 .00 4.72 4.69 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.47(S) .00 17.52 4.76 .02 .00 4.72 4.69 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.47(S) .00 17.49 4.68 .02 .00 4.72 4.68 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.46(S) .00 17.46 4.75 .01 .00 4.71 4.68 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.45(S) .00 17.44 4.67 .01 .00 4.71 4.68 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.45(S) .00 17.41 4.75 .01 .00 4.71 4.68 .01( ) 1.18( ) .00( ) .05( ) .02( ) .34( ) 9.44(S) .00 17.38 4.67 .01 .00 4.71 4.67 .01( ) 1.18( ) .00( ) .04( ) .02( ) .34( ) 9.43(S) .00 17.35 4.74 .01 .00 4.70 4.67 .01( ) 1.18( ) .00( ) .04( ) .02( ) .34( ) 9.43(S) .00 17.33 4.66 .01 .00 4.70 4.67 .01( ) 1.18( ) .00( ) .04( ) .02( ) .34( ) 9.42(S) .00 17.30 4.73 .01 .00 4.70 4.66 .01( ) 1.18( ) .00( ) .04( ) .02( ) .34( ) 9.42(S) ARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT NTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, 8DEC99 I** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** _ .,VEYANCE ELEMENT PEAK (CFS) STAGE (FT) STORAGE TIME (AC -FT) (HR/MIN) 6 86.9 3.3 0 41. 7 79.2 2.1 0 48. C � / I 8 9 10 11 12 13 14 15 18 19 117.4 2.2 117.0 84.4 139.0 14.6 195.8 106.7 139.0 15.7 .9 .1 1.1 2.2 .7 (DIRECT FLOW) .4 1.1 .1 10.8 .9 .1 5.9 0 2 1 0 0 0 0 1 0 2 37. 15. 0. 37. 37. 36. 37. 39. 37. 21. V . S. L 21 24 9.9 12.8 1.1 0 40. 25 87.3 3.0 0 45. 26 4 �O 27 91.. 91.1 33.00 1 1 2. 2. s • iZ 28 23.8 .6 0 39. 29 157.3 4.2 0 38. 30 20.9 1.7 0 44. 31 114.4 .8 0 40. 32 130.0 3.2 0 43. 33 134.4 .9 0 40. 34 674.2 5.9 0 40. 35 744.7 5.4 0 42. 36 47.6 .8 0 37. 37 26.3 1.2 0 36. 38 144.0 1.0 0 41. 39 37.1 .1 5.7 1 29. 40 906.2 5.2 0 50. 41 897.7 .1 3.2 0 52. 42 265.7 .1 38.7 1 33. 43 177.2 1.1 0 40. 44 131.2 .1 2.6 0 50. 45 225.3 3.5 0 36. 46 46.1 1.9 0 42. 47 46.6 2.3 0 41. 48 24.5 .8 0 36. 49 278.1 2.2 0 37. 50 33.5 .1 75.3 2 46. 51 144.9 2.4 0 41. 52 126.7 4.5 0 47. 53 157.4 3.1 0 53. 54 141.0 3.7 1 3. 55 556.9 5.1 1 4. 56 360.7 .1 35.6 2 38. 57 360.9 .1 2.3 2 40. 58 205.2 1.1 0 52. 59 8.2 1.8 16.8 4 12. 60 50.3 2.2 0 50. 61 47.9 1.9 0 58. 62 194.5 .1 16.6 1 6. 63 214.0 1.2 0 39. 64 193.3 3.9 0 44. 65 167.9 1.2 0 40. 66 47.1 .1 37.5 3 18. 67 141.7 1.0 0 37. 69 47.1 2.2 3 21. 70 171.2 1.1 0 40. 71 15.8 .1 7.5 2 23. 74 23.7 2.1 0 35. 75 20.0 .0 17.3 0 57. 76 59.5 1.8 0 46. 77 52.3 2.8 0 56. 78 427.5 3.6 1 14. 79 106.5 .1 .6 0 36. 81 143.9 1.0 0 42. 82 82.8 3.0 2 41. 83 102.8 3.8 2 44. 85 256.4 1.4 0 51. 86 62.9 1.1 0 45. 87 139.4 2.6 1 3. 88 478.7 3.9 0 56. 90 44.1 2.0 2 43. 91 68.4 1.7 2 45. 94 722.5 2.8 1 7. 95 890.7 7.0 1 12. 96 991.8 7.4 1 13. 98 53.6 .7 0 36. 102 2.6 .1 16.3 4 23. 1 16a 103 61.2 .7 0 41. 104 9.2 .1 .8 0 58. 105 109 1.2 51.2 .1 .5 .1 2.6 1 0 9, 58. 115 229.1 (DIRECT FLOW) 0 41. 116 106.7 2.4 1 40. 120 25.5 (DIRECT FLOW) 0 40. 150 4.8 1.0 1 2. \� 151 59.3 2.6 0 36. 152 16.2 1.3 2 8. 153 4.8 1.4 1 26. 154 155 2.6 60.2 .7 .3 4 0 27. 35. 156 65.8 1.8 0 42. 157 362.1 .1 1.6 2 45. 158 61.3 .3 0 35. 159 191.7 3.7 0 38. 161 34.3 .2 0 36. 162 194.5 (DIRECT FLOW) 1 6. 163 162.9 1.9 0 39. 172 27.3 .1 1.5 0 56. 173 115.4 3.3 0 42. 184 111.8 2.9 2 47. 193 32.7 2.5 5.5 1 40. 201 61.2 2.0 0 41. 202 32.5 1.7 0 35. 203 323.7 4.8 0 36. 204 47.1 2.2 0 40. 205 1.7 1.0 2.7 2 7. 206 24.3 2.0 1.2 0 58. ' 207 20.0 .1 6.1 1 58. 208 20.0 .1 4.7 1 47. 209 9.0 .1 3.6 2 9. 210 24.3 2.0 0 56, 211 11.3 .7 1.5 .5 1 4. 212 44.1 2.5 4.8 1 20. 213 44.1 2.5 7.9 1 37. 214 24.3 2.0 4.2 1 41. 215 84.6 4.0 10.6 1 59. 216 24.3 2.0 1.6 1 25. 261 12.2 1.6 0 35. 400 52.2 .5 0 44. ' 401 410 174.8 9.3 2.1 .1 1.6 0 1 36. 7. 411 65.7 3.6 0 43. 412 58.8 2.7 0 36. 413 4.9 .1 1.4 1 19. �. 414 11.8 .1 2.2 2 7. 416 17.5 .6 0 45. 500 991.8 (DIRECT FLOW) 1 13. 501 5.3 .1 10.8 2 B. 616 106.7 (DIRECT FLOW) 1 40. NDPROGRAM PROGRAM CALLED I n o l �O. sC � I L' u r 1 1 I 2 1 1 2 3 4 WATERSHED 1/0 WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL RDPI9B.DAT INTERIM REGIONAL DETENTION POND, MODIFIED BY JJF, 8DEC99 360 0 0 1.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 -2 .016 .25 .10 .30 .51 70 400 4840 20.0 18..011 71 40111566 47.8 19..012 72 161 4660 5.3 44..008 73 158 7867 9.0 44..010 74 155 8442 9.7 26..008 3 410 1340 12.3 40..013 75 413 2584 8.9 40..012 79 156 4356 5.0 44..010 4 414 1215 37.4 12..009 78 104 1710 5.5 53..007 76 105 1618 2.6 78..012 77 6 6349 5.8 50..004 5 103 2100 24.7 40..004 6 8 1800 40.5 39..007 7 202 300 9.7 40..010 8 11 2800 25.0 40..005 \ 9 13 700 4.8 23..010 \ 0 14 3000 68.4 38..011 BASIN 11 REROUTED FROM CE 16 TO CE 203 BDEC99 JJF 11 20314978 50.5 53..016 260 261 465 1.80 67..006 301 501 529 5.60 5..012 12 18 4000 64.9 28..003 13 416 538 2.50 20..003 14 21 749 3.40 25..006 15 120 1000 2.2 0..040 16 98 850 7.2 90..020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 19 205 980 13.4 90..008 20 27 1200 23.0 90..035 120 206 2000 19.0 40..035 21 28 300 4.8 90..010 121 204 500 10.1 90..010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 24 33 3600 47.9 40..010 25 34 4500 93.0 90..010 26 35 1700 35.3 50..010 27 36 1100 11.6 50..010 28 37 700 4.8 50..040 29 43 4200 64.5 40..009 30 40 2800 64.6 21..010 31 38 4600 57.7 40..005 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 35 47 1200 18.0 10..015 36 45 2000 18.0 90..030 37 50 7800269.0 76..030 38 51 4400 34.2 40..010 39 53 1000 32.1 3..010 40 55 7300202.3 40..007 41 172 700 5.8 90..010 42 172 1000 14.0 40..010 142 173 1200 35.5 40..010 43 74 600 26.5 7..010 44 58 4600 50.2 40..005 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 .50 .0018 0 I 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006 49 67 3200 42.2 40..010 50 57 500 7.3 65..022 150 157 2400 30.1 65..008 51 70 2600 69.7 40..007 52 79 600 16.9 70..005 53 75 600 12.3 70..005 54 81 1800 52.7 60..003 55 208 1300 56.5 40..006 56 209 1300 36.1 40..003 57 85 6500166.2 40..020 58 212 2650 80.9 40..004 59 211 300 12.7 45..006 60 78 850 28.7 59..005 61 210 500 15.1 64..009 62 213 2300108.9 41..009 63 193 1310 91.5 40..005 64 214 1100 68.9 40..004 65 88 2700 38.8 16..013 66 94 5800 84.6 19..020 67 86 1500 28.3 40..036 68 87 1800 60.0 40..010 69 95 1300 46.0 40..030 0 0 0 400 156 0 1 40.0 1100. .008 50. 50. .035 10.0 0 156 411 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 10.0 0 411 102 0 5 2.5 140. .005 0. 0. .013 2.5 10.0 140. .060 4. 4. .045 10.0 0 155 151 0 1 36.0 370. .008 50. 50. .016 10.0 0 151 102 0 5 1.25 135. .007 0. 0. .013 1.25 10.0 135. .060 4. 4. .045 10.0 0 163 159 0 1 16.0 520. .005 4. 4. .035 10.0 0 161 159 0 1 36.0 580. .008 50. 50. .016 10.0 0 159 102 0 2 5.5 70. .005 0. 0. .013 12.0 0 158 412 0 1 36.0 650. .01 50. 50. .016 10.0 0 412 102 0 5 2.0 100. .005 0. 0. .013 2.0 10.0 100. .09 50. 50. .045 10.0 0 4011 163 0 1 8.0 720. .009 4. 4. .035 10.0 0 410 102 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.6 2.8 1.6 30.0 0 102 154 12 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 0.17 0.00 0.96 1.25 2.46 1.57 4.66 1.83 7.6 2.1 11.2 2.3 15.4 2.45 16.25 2.49 19.82 11.17 20.75 21.05 20.75 100.0 0 154 153 0 5 1.25 1270. .004 0. 0. .013 1.25 I 0.0 1270. .004 50. 50. .016 5.00 0 413 153 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.4 1.5 1.4 20.0 0 153' 152 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.0 0 1041 150 3 2 0.1 1000. .025 0. 0. .013 .1 0.6 0.0 .83 1.21 0.83 20.0 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 .105 6 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .51 1.30 0.51 20.0 0 414 152 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 2.2 10.3 2.2 30.0 0 152 6 0 2 3.0 400. .004 0. 0. .013 8.0 0 103 201 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 201 6 0 5 1.5 100. .010 .0 .0 0.013 1.50 0.0 100. .010 50.0 50.0 0.016 5.00 0 6 7 0 5 2.5 600. .003 .0 .0 0.013 2.50 2.0 600. .003 30.0 30.0 0.016 100.00 0 7 10 0 1 4.0 1400. .008 3.0 3.0 0.040 100.00 0 8 109 0 1 4.0 1000. .007 30.0 30.0 0.016 100.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.056 1.0 0.274 1.5 0.586 1.8 l63 IJ I1 17 irl IJ 11 1711 LJ I, 0.972 2.1 1.420 2.3 1.753 2.5 2.028 81.2 2.028 150.0 0 109 10 8 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.015 0.9 0.528 5.7 1.436 15.3 2.287 23.0 2.527 36.0 2.614 60.0 2.614 100.( 0 202 9 0 2 2.5 100. .010 .0 .0 0.013 2.50 0 10 115 0 1 6.0 1500. .008 3.0 3.0 0.040 100.00 10 11 15, 0 1 2.0 1300. .010 30.0 30.0 0.016 100.00 �0 116 616 0 1 4.5 1200. .006 0.0 0.0 0.013 4.5 ' CE 13 REROUTED FROM CE 16 TO CE 203 8DEC99 JJF 0 13 203 0 1 2.0 500. .007 30.0 30.0 0.016 100.00 �0 14 115 0 1 2.0 1400. .007 30.0 30.0 0.016 100.00 ' FEVISED DETENTION POND 15 �0 115 15 0 3 �0 15 116 9 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.006 11.24 0.398 39.57 1.936 62.47 4.491 83.87 7.423 102.40 10.642 106.27 13.861 113.27 13.861 200.0 * DELETED CE 16 8DEC99 JJF 0 18 12 0 1 2.0 1500. .012 30.0 30.0 0.016 100.00 0 12 19 0 3 5.0 50. .010 .0 .0 0.013 5.00 * SMALL PORTION OF REGIONAL DETENTION POND 19 0 19 29 7 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.05 1.90 0.70 6.83 2.05 10.33 3.62 12.97 5.39 15.27 5.90 15.70 0 126 29 0 3 5.0 400. .010 .0 .0 0.013 5.00 0 21 416 0 1 2.0 450. .003 30.0 30.0 0.023 1.00 * MODIFIED CE 203 TO REFLECT COMBINATION WITH CE 16 8DEC99 JJF 0 203 501 0 5 3.4 750. .003 0.0 0.0 0.013 3.40 2.0 750. .003 30.0 30.0 0.016 100.00 0 261 501 0 2 2.0 486. .003 0.0 0.0 0.013 2.00 0 416 120 0 1 2.0 600. .003 30.0 30.0 0.023 1.00 ' LARGE PORTION OF REGIONAL DETENTION POND 19 (INCLUDING SITE POND 501) 0 501 416 9 2 . 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.35 1.56 2.03 2.64 4.69 3.44 7.79 4.11 8.49 4.24 13.00 6.30 19.29 8.64 26.30 10.78 0 98 34 0 1 1.0 600. .015 30.0 30.0 0.023 1.00 0 24 25 0 1 10.0 800. .0004 3.0 3.0 0.030 100.00 0 25 26 0 1 10.0 1200. .0004 3.0 3.0 0.030 100.00 0 26 27 0 1 10.0 400. .0004 3.0 3.0 0.030 100.00 0 27 50 0 1 10.0 3200. .0004 3.0 3.0 0.030 100.00 0 205 26 0 2 1.0 100. .002 .0 .0 0.013 1.00 0 206 50 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 204 34 0 5 1.5 1200. .004 .0 .0 0.013 1.50 1.0 1200. .004 30.0 30.0 0.016 100.00 0 28 30 0 1 2.0 800. .002 30.0 30.0 0.016 100.00 0 29 34 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 0 30 32 0 2 2.0 2200. .012 .0 .0 0.016 2.00 0 31 32 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 32 40 0 2 4.5 1650. .006 .0 .0 0.013 4.50 0 33 40 0 1 2.0 2600. .010 30.0 30.0 0.016 100.00 0 34 35 0 5 4.5 2300. .010 .0 .0 0.013 4.50 5.0 2300. .010 30.0 30.0 0.016 100.00 0 35 40 0 4 10.0 900. .003 4.0 4.0 0.040 6.00 58.0 900. .003 30.0 30.0 0.060 100.00 0 36 51 0 1 1.0 1100. .006 30.0 4.0 0.016 100.00 0 37 49 0 1 3.0 800. .013 3.0 3.0 0.040 100.00 0 38 39 0 1 2.0 2400. .005 30.0 30.0 0.016 100.00 0 39 42 7 2 0.1 1000. .005 .0 .0 0.100 0.10 .0 0. 0.232 4.5 1.213 12.0 2.561 14.5 4.085 16.9 5.352 18.0 5.775 42.0 0 40 41 0 4 15.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 100.00 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 0.001 0.0 0.016 101.5 0.099 290.8 0.300 498.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 55 12 2 .1 150. .010 .0 .0 0.013 .01 0. .0 0.007 1.7 0.077 12.5 0.359 31.0 l G4- I 11 u 1.37 54.0 21.63 218.0 0 43 44 0 1 0 44 58 6 2 .0 .0 2.242 102. 0 45 49 0 5 0 46 49 0 5 0 47 46 0 5 0 48 47 0 1 0 49 50 0 1 0 50 53 5 2 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52. 53 0 5 0 53 54 0 5 0 54 55 0 5 0 55 56 0 1 0 56 57 8 2 0.0 0.0 6.786 204.7 0 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 157 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 0 63 64 0 1 0 64 66 0 5 0 65 66 0 1 0 66 69 7 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 17.2 0 172. 173 6 2 0 0.0 3.384 I 30.5 0 173 56 0 5 0 74 .173 0 2 0 75 76 8 1 4.07 93.0 8.68 25.4 230.0 29.2 2.0 2150. .006 30.0 0.1 1700. .002 .0 0.185 10.5 0.866 4.476 308. 3.0 900. .015 .0 5.0 900. .015 100.0 1.5 500. .020 .0 2.0 500. .020 30.0 2.0 1300. .017 .0 2.0 1300. .017 30.0 1.0 500. .002 30.0 10.0 500. .016 5.0 .1 1. .016 .0 90.0 40.0 250. 1.5 2400. .010 .0 2.0 2400. .010 30.0 2.0 1300. .005 .0 3.0 1300. .005 4.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.42 222.0 1.60 2.44 404.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.27 10.35 740.0 10.71 11.80 1176.0 2.0 2400. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .1 800. .010 .0 9.834 .0 16.533 1. 24 0 54 2.0 1300. .005 30.0 3.0 1400. .008 .0 2.0 1400. .008 30.0 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 3.8 0.394 40.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5 2.0 1600. ' .004 30.0 0.1 1000. .004 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.435 6.488 34.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 2.5 100. .010 .0 .1 1000. .001 1.0 137.0 14.64 184.0 243.0 37.2 262.0 30.0 0.016 100.00 .0 0.100 0.10 21.3 1.884 24.4 .0 0.013 3.00 100.0 0.016 100.00 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 1.0 0.016 100.00 5.0 0.040 100.00 .0 1.000 .01 220.0 460.0 560.0 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 13.0 0.040 100.00 3.0 0.040 100.00 .0 0.013 2.00 39.0 1.536 90.0 358.4 56.319 411.3 .0 0.013 0.1 23.0 0.37 81.0 235.0 1.78 264.0 514.0 3.10 653.0 .0 0.023 0.1 48.0 0.04 92.0 308.0 1.55 362.0 493.0 8.18 531.0 586.0 9.63 623.0 822.0 11.08 922.0 30.0 0.016 100.00 .0 0.013 1.8 0.0 3.0 0.0 3.0 0.040 100.00 4.0 0.040 100.00 .0 0.010 .01 187.5 36.487 1560 30 3000 30 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 24.2 6.983 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.481 16.4 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0.016 100.00 .0 0.023 2.50 1.0 0.100 .01 /4.�- r 1 o .0 0.738 3.0 0 79 76 3.2 .0 .0 0 76 77 0 5 0 77 78 0 5 0 78 88 0 1 0 211 88 0 2 0 212 94 0 2 0 210 78 0 2 0 81 207 0 1 0 207 82 3 2 .0 .0 0 82 83 0 5 0 208 83 3 2 .0 .0 0 83 184 0 5 0 209 184 3 2 .0 .0 0 184 94 0 5 0 85 215 0 1 0 215 87 0 2 0 86 216 0 1 0 216 94 0 2 0 87 95 0 1 2 0 88 94 0 4 3 0 213 90 0 2 0 214 91 0 2 0 90 91 0 5 0 91 96 0 5 0 193 96 0 2 0 94 95 0 1 0 95 96 0 1 2 0 96 500 0 1 2 0 10 1 16 13 203 501 261 ENDPROGRAM 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 0.580 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1400. .0084 4.0 1.5 100. .010 .0 2.5 100. .010 .0 2.0 100. .010 .0 2.5 1850. .005 30.0 0.1 1000. .010 .0 5.0 20. 7.0 4.0 1350. .004 .0 4.0 1350. .004 30.0 0.1 1000. .010 .0 3.7 20. 5.0 4.5 1300. .004 .0 4.5 1300. .004 30.0 0.1 1000. .010 .0 2.9 9. 4.0 4.5 1850. .0056 .0 4.5 1850. .0056 30.0 2.0 6500. .003 30.0 4.0 800. .003 .0 2.0 1600. .004 30.0 2.0 100. .010 .0 5.0 2600. .0004 3.0 3.0 1350. .012 4.0 5.0 1350. .012 30.0 2.5 100. .010 .0 2.0 100. .010 .0 3.0 2700. .007 .0 2.0 2700. .007 30.0 3.0 1300. .030 .0 2.0 1300. .030 1.0 2.5 100. .0055 .0 1.0 3000. .010 20.0 5.0 1300. .0004 3.0 5.0 100. .0004 3.0 21 416 120 .29 19 1.3 0.393 2.1 18.4 1.782 60.0 0.0 0.100 0.1 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.013 1.50 .0 0.013 2.50 .0 0.013 2.00 30.0 0.016 100.00 .0 0.100 0.10 20. .0 0.013 2.50 30.0 0.013 100.00 .0 0.100 0.10 20. .0 0.016 3.00 30.0 0.016 100.00 .0 0.100 0.10 9. .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.013 4.00 30.0 0.040 100.00 .0 0.013 2.00 3.0 0.030 100.00 4.0 0.040 4.00 30.0 0.060 100.00 .0 0.013 2.00 .0 0.013 2.00 .0 0.013 3.00 30.0 0.016 100.00 .0 0.013 3.00 1.0 0.016 3.00 .0 0.013 2.50 20.0 0.040 100.00 3.0 0.030 100.00 3.0 0.030 100.00 INTERIM REGIONAL DETENTION POND (PROPOSED OUTLET WITH ORIFICE PLATE PROPOSED ORIFICE PLATE ON EXISTING OUTLET PIPE) ** A 16" orifice plate has been designed for the existing outlet pipe. This orifice plate was required in order to restrict flow from that pipe. It was designed to release no more than 15.7 cfs at the elevation 5036'. 15.7 cfs is the allowable amount of discharge from the smaller pond 19 calculated from the previous SWMM Model. I I [I n 710 n Z O F— Z LLJ Q Z O CD LLJ ry ry w O W 0ry CL u� c v 0 rn c N x Q) C O v a O rn � v u cl w Z Z o O O a a 60 a) 0 V 0 a 0 a L } t n W C M C)p CA c -0 C) ° ° v � o.v:2 O 0 a) N c a L. U� -�? V C .. L ���' �O ° _0 O ° f- CO C O L L O .L+ O _� r. N � •C V o � d C a) C N ° 0O cn ° 'DZ, 'C O Wv a)r cn L•- M C p- Ul C L. (n a U ° O O C a) �c ��a ..� O a C C° c� a vrn 0-0 O v U a) � a) � aC) L 3 O CO °> O c� m �o C 0 c C: v p~ u °a N 0 L. Occ 7 - , C > O OL O (n U v U Q) a;UOa,c 3o0) me c v p, C Qi OZ N N y C O O y � "' UL > CL ° ° " ` �. a ++ 0 p a, > c °03 O 4) QJ c a� H o a� -00 `v 'J v C v c c �v``� `" -a° M rn c a) G a) V D O s LL D C ° C O C C►'i O Cnp C O r' C _Ln O o C-0 �L a0 a) O, O N to V v> o O a0 } M C�� t a C v a O O ° C QUO+ 0 N.; 0 y C ° ` C 7° C O C a) : N+� C ar 0 N— 0 N— C L= a ° Q) L� p O Q� 4 (u.` aU a) v a) ` 'a CO O 0 o a) v In r. C a� O O aai C L C N L F- to . a v- 3 F- .. 3 F- (n 1 1 1 1 1 1 1 1 1 1 1 1 a) M 'a m w rn c H �X W c O d m IL d O 'O a1 N O M O aL c N .N la c Q L of d y (a p a U Ly_ W �1 C M O J d N W oa E a C1 N r LL c Op_ rn EL a M C3 a) cr O O N N E c a � O U co LL C co a: c• L a) c O R Mn ca W C3 3 d N O c 'S C N 0 c 0 c - @ o a 0 o o CD P- rn o > 0 0' 3 m a) CD NN04C'ioo N N N N M M y ` cu- N O m a) N o000r o c` o at 4 ~ CDco c= o�004LOC) U CD N w N N E c 7 O Co w c O, T r- M M O to , W O O 0 Ln W I- M M 0 0 � N •� of of of ai of rn o 0 0 0 0 N N N N N N M M M M M a) W = 0 0 0 0 0 0 0 0 0 0 0 y OOIZU-)gUngUnoino 07 O N I� 0 N 0 � N N N (a L U N N_ 0 v 1 --1-2- of m ao a } (0 2 a O) E .0 0 w o ca O co 4-1 � m N CD o oi N N o C U i O Li r CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 CURRENT TIME: 19:59:44 FILE NAME: RDP19 *+xxx*t**x+xx#x+*#*#*#***********t****x**********+****#*t**+#x+++#x+x++x+x+x++++ +*#+xx++x+*+*+x+*+x+x+x+x+ FHWA CULVERT ANALYSIS ************************** x++x+x++x+x+x+xxxx*#x#*#*x HY-8, VERSION 6.0 ***t***+***##*t*+++*+*+**# ***#**t#***t*t+t*t***+x#+t*#x#*+***#x++r*x+*+#x++x+xx+x++++x+xx++x+x+x+t+x+x++x+ C SITE DATA CULVERT SHAPE, MATERIAL, INLET U""-----'----- - ---------------'-'-"'-'--"'----- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET N0. (ft) (ft) (ft) I MATERIAL (ft) (ft) n TYPE 1 29.30 29.01 83.18 1 RCP 1.50 1.50 .013 CONVENTIONAL 2 ' 3 4 s 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: RDP19 DATE: 01-25-1999 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY 1TR 29.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 30.22 2.5 2.5 0.0 0.0 0.0 0.0 0.0 0.00 1 30.62 4.7 4.7 0.0 0.0 0.0 0.0 0.0 0.00 1 31.12 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 31.88 10.0 10.0 0.0 0.0 0.0 0.0 0.0 0.00 1 32.80 12.5 12.5 0.0 0.0 0.0 0.0 0.0 0.00 1 33.87 15.0 15.0 0.0 0.0 0.0 0.0 0.0 0.00 1 35.09 17.5 17.5 0.0 0.0 0.0 0.0 0.0 0.00 1 36.49 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 37.10 22.5 21.0 0.0 0.0 0.0 0.0 0.0 1.38 10 37.19 25.0 21.1 0.0 0.0 0.0 0.0 0.0 3.73 5 37.00 20.8 20.8 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: RDP19 DATE: 01-25-1999 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 29.30 0.000 0.00 0.00 0.00 30.22 0.000 2.50 0.00 0.00 30.62 0.000 4.70 0.00 0.00 ' 31.12 0.000 7.50 0.00 0.00 31.88 0.000 10.00 0.00 0.00 32.80 0.000 12.50 0.00 0.00 33.87 0.000 15.00 0.00 0.00 35.09 0.000 17.50 0.00 0.00 ' 36.49 0.000 20.00 0.00 0.00 37.10 -0.008 22.50 0.13 0.58 37.19 -0.006 25.00 0.13 0.52 **##**#*#x++xxx++x+x+++++x+++++#*+*#+*#x#**#*##*##*#**#+***t#*tr##*txtx*#*tx***# <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 #***#**x+xxx#+++++++x+x*+#####x+*t**t+#****t**t******#*#*****x*#****#*:#*#*#*#*# s Hy 8 C1►'tGt i�gi s is -tie Sarne as SeG�tpirl. (� (S ' 2 CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 ' CURRENT TIME: 19:59:44 FILE NAME: RDP19 +x««««««x««x«x«x«x«««x«x+x+xxxxxxxx++wxxxxx+xx+xxxx+xx+«++++x+x++++«++++++++x++x PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.50 (ft) BY 1.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 29.30 0.00 -0.29 0-NF 0.00 0.00 0.00 -0.01 0.00 0.00 2.50 30.22 0.85 0.92 2-M2c 0.66 0.60 0.60 0.50 3.80 2.42 4.70 30.62 1.25 1.32 2-M2c 0.98 0.83 0.83 0.63 4.69 2.84 I 7.50 10.00 31.12 31.88 1.73 2.27 1.82 2.58 2-M2c 2-M2c 1.50 1.50 1.06 1.22 1.06 1.22 0.76 0.84 5.62 6.51 3.19 3.43 12.50 32.80 2.98 3.50 2-M2c 1.50 1.33 1.33 0.92 7.56 3.62 15.00 33.87 3.86 4.57 2-M2c 1.50 1.44 1.44 0.99 8.66 3.79 17.50 35.09 4.90 5.79 6-FFc 1.50 1.50 1.50 1.04 9.90 3.94 20.00 36.49 6.09 7.19 6-FFc 1.50 1.50 1.50 1.10 11.32 4.07 20.99 37.10 6.60 7.80 6-FFc 1.50 1.50 1.50 1.15 11.88 4.20 21.14 37.19 6.68 7.89 6-FFc 1.50 1.50 1.50 1.19 11.96 4.31 El. inlet face invert 29.30 ft El. outlet invert 29.01 ft ■ El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft *'**' SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 29.30 ft OUTLET STATION 83.18 ft OUTLET ELEVATION 29.01 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0035 CULVERT LENGTH ALONG SLOPE 83.18 ft ***** CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL 14ANNINGIS n 0.013 INLET TYPE CONVENTIONAL ' INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE x+++++++«++++++++++x+x+x+++r++++x+xxxxx+x+x«++xx«++x««++«««««««««+«««+«««««««««« I 1 �-16V 1 3 CURRENT DATE: 01-25-1999 FILE DATE: 01-25-1999 ' CURRENT TIME: 19:59:44 FILE NAME: RDP19 rrxrxxxxxxxxx+r+++++w+wr+r+rw+w+wrrrxxw+xxxxwxx+xwww+wwrw+w+ww+w+wwrrr++++rw++rr xrxxxxxx++w+x+wrrrrrwrrrrr TAILWATER ++w++w+wrrrrrr++rrr+rrrrtr xrxxrxw+w+w+x+w+w+r+rrrxrrrrrrr+r+trxrxxxxxwww+w++w+w+rrrw+wrrw+++rxrxxxxrtrtxxx ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 ' CHANNEL SLOPE V/H (ft/ft) MANNING'S n (.01-0.1) 0.015 0.030 � ^` CHANNEL INVERT ELEVATION 29.00 ft CULVERT NO.1 OUTLET INVERT ELEVATION 29.01 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL Ceti ve fps d (S FLOW W.S.E. FROUDE DEPTH VEL. SHEAR ClrlGltln (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 29.00 0.000 0.00 0.00 0.00 2.50 29.51 0.599 0.51 2.42 0.49 4.70 29.64 0.623 0.64 2.84 0.62 7.50 29.77 0.642 0.77 3.19 0.74 10.00 29.85 0.653 0.85 3.43 0.83 12.50 29.93 0.662 15.00 30.00 0.670 0.93 1.00 3.62 3.79 0.90 0.96 r a I rj 17.50 30.05 0.677 1.05 3.94 1.02 20.00 30.11 0.682 1.11 4.07 1.07 So C 2 22.50 30.16 0.687 1.16 4.20 1.12 25.00 30.20 0.692 1.20 4.31 1.16 trxxxxxxxxxxxxx+x+w++++wrr+w+rrrxrxxxxxxxxxxx+xxx+w++r++++w++++rr++rwrxrrtrrrrrx rrrxxxxx+xxrxxxxwww++w+wrr ROADWAY OVERTOPPING DATA ************************** +++rxxxxrxrxxxxxxwxx+www++w+w+w+ww+++rrxrxxxxxxwx+xx+rw+xwwxwwwwwwrw+ww++wrwrw++ ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80.00 ft CREST LENGTH 15.00 ft OVERTOPPING CREST ELEVATION 37.00 ft rrrrr+r+rr+rrxxxxxxxxxxx+x+xwxx+r++w+w++++rrrrrxtrrxrxtrtrxxxxxxxxxxxxxx+xwxxxxw acZC6 cn ne No Text The Sear -Brown Group Losses Across an Orifice Plate: Project: 844-001 Warren Farms - Infrastructure Ref: U.S. Bureau of Reclamation. 1987. Design of Small Dams. P. 458. (d) Entrance Losses. —The loss of head at the entrance of a conduit is comparable with the loss in a short tube or in a sluice. If H is the head pro- ducing the discharge, C is the discharge coefficient, and a is the area, the discharge, Q, is equal to Ca 2gH , and the velocity, u, is equal to CV 1g,or H = C2 g � (12) Since H = h„ + h, (the velocity head plus the head lost at the entrance), equation (12) may be written: / \\ / + h� = C2 � J , or h, = j C2 2gz then: K, =: (-L — 1) (13) Orifice Coefficient of Discharge: CD= 0.67 4i�--- _4f0e Pr2"110U6 fOG�C KE= 1/CD2 - 1 Orifice Plate Entrance Loss: KE= 1.23 T lir`_-_S -t Ur e i cl (� Ski per' 2/23/99 d m a0 m d z n T E w m N o LL _E n o O O N O O 0 O n n n a b a � c m N C C m a 9 Z d m L d � d H I * I-be-}O(LOW jet weve CL'k' . Us.rl'� -tLe f��peGfi(Je c1-ls �o�N �leN0.�iov>� �m deternnlrlc iI�z u�exla� eA0jg''h8r\ Ct(- *41 ' Fesc ewa+tovls we 'Hvn ------------------------------------------------------ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:Kelvin Gingery.......................................................... ON DATA 10-12-1999 AT TIME 10:09:16 VERSION=12-29-1995 *** PROJECT TITLE :Warren Farms - Orifice, Plate for Existing Pond Outlet Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** 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 ------------------------------------------------------------------------------- 1.00 4.00 31.65 29.60 OK 2.00 4.00 31.80 30.17 OK 3.00 4.00 31.80 30.46 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION r *** SUMMARY OF SEWER HYDRAULICS PCL�e ; Z7 I -to 5pecl=G -Row SWPH doja 5pvtno S kee+s 4�D (Ind. wl Q=4cfs e teU = 30.58 NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 21.00 2.00 1.00 ROUND 15.26 18.00 18.00 0.00 32.00 3.00 2.00 ROUND 15.26 18.00 16.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET (�U /I QYl"R c* e REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED -------------------------------------------------------- - ----------'---------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 4.0 6.2 0.87 3.74 0.78 4.32 2.26 0.78 V-OK 32.0 4.0 4.6 0.97 3.68 0.79 4.63 2.86 0.68 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ---------------------------------------------------------------------- % (FT) (FT). (FT) (FT) 21.00 0.35 29.30 29.01 1.00 1.14 NO 32.00 0.35 29.30 29.30 1.17 1.17 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ------------------------------------------------------------------------------- 21.00 83.18 0.00 30.80 30.51 30.17 29.60 SUSCR p a+e, 41 q 1 32.00 0.10 0.00 30.63 30.63 30.46 30.17 SUBCR PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ' ------------------------------------------------------------------------------- . UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION BEND JUNCTURE LOSSES DOWNST BEND LATERAL LATERAL MANHOLE MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF ------------------------------------------------------------------------------- LOSS FT K COEF LOSS FT ID FT 21.0 2.00 30.39 0.79 1.00 0.00 0.00 0.00 1.00 29.60 ' 32.0 3.00 30.58 0.03 1.23 0.16 0.00 0.00 2.00 30.39 BEND LOSS =BEND K` FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 I IJ I. ,1 11 I 1 I ��D I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver 1 Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:Kelvin Gingery.......................................................... ON DATA 10-12-1999 AT TIME 10:10:28 VERSION=12-29-1995 1 *** PROJECT TITLE :Warren Farms - Orifice Plate for Existing Pond Outlet Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) ' *** SUMMARY OF HYDRAULICS AT MANHOLES ----------------------------------------- -------------------------------------- 1 MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET 1.00 8.00 31.65 29.79 OK 2.00 8.00 31.80 30.99 OK 3.00 8.00 31.80 31.43 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS Q = 8 c Ps etev = 3(_93 L' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. ------------------------------------------------------------------------------ (IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 ROUND 19.79 21.00 18.00 0.00 32.00 3.00 2.00 ROUND 19.79 21.00 16.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET t�DH 1 REQUIRED DIAMETER WAS DETERMINED SUGGESTED DIAMETER WAS DETERMINED BY SEWER BY COMMERCIALLY HYDRAULIC CAPACITY. AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS - FEET FPS FPS 1 ---- ----- --------------------------------------------------------- 21.0 8.0 6.2 1.50 4.53 1.06 5.98 4.53 0.00 V-OK 32.0 8.0 4.6 1.33 5.73 1.11 6.43 5.73 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 1 ----------------------- ---- - --------- ---- ----- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) -----------------------------------------------N--- (FT) (FT) (FT) 21.00 0.35 29.30 29.01 1.00 1.14 NO 32.00 0.35 29.30 29.30 1.17 1.17 NO _ OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ------------------------------------------------------------------------------- 21.00 83.18 83.18 30.80 30.51 30.99 29.79 PRSS'ED p txu I 1 32.00 0.10 0.10 30.63 30.63 31.43 30.99 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS - ----------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE 1 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 ------------------------------------------------------------------------------- 21.0 2.00 31.31 1.52 1.00 0.00 0.00 0.00 1.00 29.79 1 32.0 3.00 31.93 0.00 1.23 0.63 0.00 0.00 2.00 31.31 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD 1 FRICTION LOSS=O MEANS FRICTION LOSS INCLUDES IT 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 1 1 1 .1 1 1 1 1 1 1 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver ' Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:Kelvin Gingery.......................................................... ON DATA 10-12-1999 AT TIME 10:11:32 VERSION=12-29-1995 *** PROJECT TITLE :Warren Farms - Orifice Plate for Existing Pond Outlet Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) ' *** 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 ------------------------------------------------------------------------------- 1.00 12.00 31.65 29.91 OK ' 2.00 12.00 31.80 31.59 OK 3.00 12.00 31.80 32.57 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 1 1 *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 21.00 2.00 1.00 ROUND 23.04 24.00 18.00 0.00 32.00 3.00 2.00 ROUND 23.04 24.00 16.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES 0 = l Z cfs e leu = 3 3 . -1Z' DIMENSION UNITS FOR BOX SEWER ARE IN FEET t(o uy l-{=(L.e � a ti REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. 1 SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 21.0 ---------------------------------------------------------------------- 12.0 6.2 1.50 6.79 1.30 7.37 6.79 0.00 V-OK 32.0 12.0 4.6 1.33 8.59 1.25 8.84 8.59 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS u 7 ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION . BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM -------------------------- % (FT) (FT) "'------_____________"'------ (FT) (FT) ------ 21.00 0.35 29.30 29.01 1.00 1,.14 NO 32.00 0.35 29.30 29.30 1.17 1.17 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ------------------------------------------------------------------------------- 21.00 83.18 83.18 30.80 30.51 31.59 29.91 PRSS'ED 32.00 0.10 0.10 30.63 30.63 32.57 31.59 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUSCRITICAL,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 ------------------------------------------------------------------------------ 21.0 2.00 32.30 2.39 1.00 0.00 0.00 0.00 1.00 29.91 32.0 3.00 3372 0.00 1.23 1.41 0.00 0.00 2.00 32.30 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. 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:KeLvin Gingery.......................................................... ON DATA 10-12-1999 AT TIME 10:02:55 VERSION=12-29-1995 *** PROJECT TITLE :Warren Farms - Orifice Plate for Existing Pond Outlet Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design fLou hydroLogy not calculated using UDSEWER) R�-0 pc)�'Cl Cv- I ' *** SUMMARY OF HYDRAULICS AT MANHOLES 7 (Q� U n �X L ji lYicj -------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 15.70 31.65 30.01 OK 2.00 15.70 31.80 32.36 NO 3.00 15.70 31.80 34.04 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION -7 0 ' *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ssLi - ((5• C C-ITV - 3(p ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 21.00 2.00 1.00 ROUND 25.48 27.00 18.00 0.00 ' 32.00 3.00 2.00 ROUND 25.48 27.00 16.00 0.00 � DIMENSION UNITS FOR ROUND HSEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER AREINFEET ( n ' REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS \� ------------------------------------------------------------------------- 21.0 15.7 6.2 1.50 8.88 1.39 9.17 8.88 0.00 V-OK 32.0 15.7 4.6 1.33 11.24 1.29 11.35 11.24 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM -------------- (FT) (FT) (FT) (FT) ------------------------------------------------- 21.00 0.35 29.30 29.01 1.00 1.14 NO 32.00 0.35 29.30 29.30 1.17 1.17 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ' ------------------------------------------------------------------------------- 21.00 83.18 83.18 30.80 30.51 32.36 30.01 PRSS'ED 32.00 0.10 0.10 30.63 30.63 34.04 32.36 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 21.0 2.00 33.58 3.57 1.00 0.00 0.00 0.00 1.00 30.01 32.0 3.00 36.00 0.00 1.23 2.41 0.00 0.00 2.00 33.58 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS 1T IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 F)�p ------------ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver ' Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:Kelvin Gingery.......................................................... ON DATA 10-12-1999 AT TIME 10:12:34 VERSION=12-29-1995 *** PROJECT TITLE :Warren Farms - Orifice Plate for Existing Pond Outlet Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design fLou hydrology not calcuLated using UDSEWER) ' *** 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 ------------------------------------------------------------------------------- 1.00 20.00 31.65 30.11 OK ' 2.00 20.00 31.80 33.51 NO 3.00 20.00 31.80 36.23 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: ------------------------------------------------------------------------------- THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ------------------------------------------------------------------------------- ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 ROUND 27.91 30.00 18.00 0.00 32.00 3.00 2.00 ROUND 27.91 30.00 16.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES t elev = -sq' qz' DIMENSION UNITS FOR BOX SEWER ARE IN FEET 1611 OkIFICE PLATE REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 1 21.0 ---- 20.0 --- 6.2 ---- 1.50 ----- 11.32 ---- 1.44 ----- 11.45 ----- 11.32 ---- ---- 0.00 V-OK 32.0 20.0 4.6 1.33 14.32 1.31 14.37 14.32 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 11 J 1 SEWER SLOPE _ INVERT ELEVATION _____________________________ BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM - -------------------------------------------------------------- % (FT) (FT) (FT) (FT) 21.00 0.35 29.30 29.01 1.00 1.14 NO 32.00 0.35 29.30 29.30 1.17 1.17 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 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 ------------------------------------------------------------------------------- 21.00 83.18 83.18 30.80 30.51 33.51 30.11 PRSS'ED 1 V� ' 32.00 0.10 0.10 30.63 30.63 36.23 33.51 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC. JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS - ------------------------------------------------------------------------------- UPST MANHOLE SEWER MANHOLE ENERGY SEWER JUNCTURE LOSSES DOWNST MANHOLE FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT ------------------------------------------------------------------------------- FT K COEF LOSS FT K COEF LOSS FT ID FT 21.0 2.00 35.50 5.39 1.00 0.00 0.00 0.00 1.00 30.11 ' 32.0 3.00 39.42 0.01 1.23 3.92 0.00 0.00 2.00 35.50 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS FRICTION LOSS INCLUDES IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. 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. t Warren Farms - 3rd Filing Rating Curve for Detention Pond 19 (smaller portion on sketch) Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) 5029.3 0 0.00 0.00 5030 10035.98 0.23 0.05 5031 54250.94 1.25 0.70 5032 65039.99 1.49 1.35 5033 72913.68 1.67 1.57 5034 83097.72 1.91 1.77 5034.34 155680.24 3.57 0.91 Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 6.3 5034.34 4.00 3.50 m 3.00 m 2.50 a 2.00 m R 1.50 1.00 U 0.50 0.00 5029.3 5030 5031 5032 5033 5034 5034.3 Stage (ft el) -*-Area Capacity Cumulat. Storage (ac-ft) 0.00 0.05 0.70 2.05 3.62 5.39 6.3 Volume taken from the regional detention pond layout. The volume accounted for is only the smaller portion of the pond, below the elevation 5034.34'. Area -Capacity Curve L:\JOBS\844-002a\data\Drainage\newpond\(ratingpond4.xls)Rating curve October 12, 1999 C c E m Cc: > a a) m 3 L ' fn O o- T� a) C_ >O c 3 m E E O LO O LO N Q1 O r .0 O O O 7 V CD O h 0 O M C7 O = 0_ .- M _0 Co O ~ U; O O O N M L17 CO Q C) a) a) 0 Ea)o (0 y 0U)cn y 4) rO > C a) _0o V LO O C t .N O LMO N M V O! (Yp 7 y L 0 U V O N In W Ml U N d d y O N O j o a) N O N m L O d a) L a) C _0 C a) O OM U 00000m � CD Nv cM a.0 c"t Ncco M(M t N co co co m 3 p W 0 -O � N d O F a) L_ O .0 C1 � ' Y y ql O C m O >(D 75 O '��i a) o OOOOOovoo0 L m O O O O O fM 0 0 0 _ O N L`p 3 > 6 O � N cn 4 V Ln LD � N co Cl) fM M CM M C) LM M C- @ N ^ 'O ' 0 owl �co (D m� � `O 2 a) O ` C�C m �' OMv co 0) to O co Oco Cei O O h O, CL G - O m O LO N, V y v N Q U O N LO COq- LO CO C U O y O w C 0 O d C C o- � " 3 C d _n o C)CO ' cM G L- a) j >^ Lnnrnnov ai o Cl) co rn N M M cM M M L N O w O y _ W L N y y 00) d ca LL coE 07 OOOOhO E O Lc cm° co Ovao�L6N ° a w+ y U N ' M X W N 0 y y w _ o ma) 0 0)10 y 1 19c) Warren Farms - 3rd Filing Rating Curve for Detention Pond 501 (larger portion on sketch) Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) 5030 0 0.00 0.00 5031 46029.84 1.06 0.35 5032 106027.59 2.43 1.68 5033 132642.49 3.05 2.71 5034 146146.73 3.36 3.17 5034.34 149439.31 3.43 1.14 5035 262947.82 6.04 4.58 5036 297181.29 6.82 6.36 5037 323156.02 7.42 7.05 Interpolate the water surface elevation for the 100-year storage in detention pond: Enter Required Storage W.S. Elev. (ac-ft) (ft) Linear: 10.8 5034.59 Cumulat. Storage (ac-ft) 0.00 0.35 2.03 4.74 7.90 9.05 13.63 19.99 27.04 Volume taken from Regional Detention Pond layout. It takes into account the entire pond except for the small portion that is accounted for in Pond 19. Area -Capacity Curve 8.00 7.00 25 20 v 6.00 ww 5.00 15 Q 4.00 m 3.00 10 0. m 2.00 C� 5 1.00 0.00 0 5030 5031 5032 5033 5034 5034.3 5035 5036 Stage (ft el) -� - Area --*.-Capacity a) U E o 0 t0 M H O (O M CA v O V O M O f` C)O (O 0)0 0; m 0 O N V 1, Oi m 0) N m CT V I M CO O h w y 0 N M Cfi O 0 N U CD y a= C CO N O N r � Y C N O W O C 0 (a Lo U o rna C N Q u n LL Q it O m m 00 UQU tTL = O O Q U lo)r L d L m Ln C a° V 0 3 _o w L � 0 - Q ? U C L. O 0 rn E v- 2 m o }o a L O e mO U- �% N i = E It O cc m a0 d. m J O O O O O O O O O E} W 0 0 0 0 0 0 0 0 0 5 O V M M M M M M m M M 0 O co CD1.- LL V CO O Q y �o C � U O o M a .O c d 0 CO "O O m 0 4? > 0 O m c a) U y O C 0L y a) 0 ~ y �— N -0 a O M M L E O y w L m E 3 Lo y>d 1 0 y d L T LL ^ O O�'Rt , � a0 , O 4 L C 7 N w EO O a) O LO CO V , CO co N (O ♦_ N f0 > 0 0 O N co 17 V 7 (Ci CO C y 0� Q 0 L O ii T v a) w m N Q m C N Y cu w m (a a C F,A I, FZ A � FZ FZ� w0)0 o w o 0 0 0 0 0 0 0 0 O i0 ci m ^ CD O a N 0 M m W� 0) m E ci o a) L LL y Cp O CO CO P O (O a 0 tLo I --CD CD CDO � N E a) y � O f y a) a) C y E 4) 0 0 O O O C)O CD C) Cl .0 ca 0 0 0 0 0 0 0 0 0 L Q cu a) > O O O O O O O O O C _O M M M M M M M M M w U m c ItO O O O O O v O O O =3 ^ O O O O O M O 0 0 > O N M q Rr CO CO 1�- N a) M M M M M M M M M CC LU ir cn m ;;= C 0.0 � O C � m a°L C a) 0 x x o °) d o Z co 7 a) U O cu O d C C O Z H L I— U T � O @ o O as O 0 C d x C N O c c m O O, C '00 O 0 C a) m O.y y (D m a) I! w ` 0 O O O O w O O. Y 0 E e y y m a) E 7 O 4) F- z U SWMM output file RDP19A2.OUT: January 18, 2000 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) WATERSHED 1/PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat NUMBER OF TIME STEPS 360 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1 .60 .96 1.44 1.68 3,00 5.04 9,00 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .12 .12 WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat 3.72 2.16 1.56 .24 .24 .24 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 -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 70 400 4840.0 20.0 18.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 71 401 11566.0 47.8 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 72 161 4660.0 5.3 44.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 73 158 7867.0 9.0 44.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 74 155 8442.0 9.7 26.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 3 410 1340.0 12.3 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 75 413 2584.0 8.9 40.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 79 156 4356.0 5.0 44.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 4 414 1215.0 37.4 12.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 78 104 1710.0 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 76 105 1618.0 2.6 78.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 77 6 6349.0 5.8 50.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 5 103 2100.0 24.7 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 6 8 1800.0 40.5 39.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 7 202 300.0 9.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 8 11 2800.0 25.0 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 13 700.0 4.8 23.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 14 3000.0 68.4 38.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 11 203 14978.0 50.5 53.0 .0160 .016 .250 1109 .300 .51 .50 .00180 1 IL IV YVVV.V VY.7 1..V 13 416 538.0 2.5 20.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 /G5 14 21 749.0 3.4 25.0 .0060 .016 .250 .100 .300 .51 .50 .00180 ' 17 •� 24 vrv.v 800.0 r.� 3.1 iv.v 80.0 vLvv .0150 .V .V .016 .LJV .250 IVV .100 .JVV .300 .JI .51 .JV .50 .YU IOU .00180 18 25 1200.0 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 19 205 980.0 13.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 20 27 1200.0 23.0 90.0 .0350 .016 .250 .100 .300 .51 .50 .00180 120 206 2000.0 19.0 40.0 .0350 .016 .250 .100 .300 .51 .50 .00180 21 28 300.0 4.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 121 204 500.0 10.1 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 22 29 1400.0 25.7 76.0 .0090 .016 .250 .100 .300 .51 .50 .00180 23 24 31 33 4600.0 3600.0 40.1 47.9 40.0 40.0 .0050 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 25 34 4500.0 93.0 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 26 35 1700.0 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 28 37 700.0 4.8 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 29 43 4200.0 64.5 40.0 .0090 .016 .250 .100 .300 .51 .50 .00180 30 40 2800.0 64.6 21.0 .0100 .016 .250 .100 .300 .51 .50 .00180 31 38 4600.0 57.7 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 42 1400.0 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 M32 33 48 500.0 3.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 34 45 800.0 16.9 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 35 47 1200.0 18.0 10.0 .0150 .016 .250 .100 .300 .51 .50 .00180 36 45 2000.0 18.0 90.0 .0300 .016 .250 .100 37 50 7800.0 269.0 76.0 .0300 .016 .250 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 38 51 4400.0 34.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 39 53 1000.0 32.1 3.0 .0100 .016 .250 .100 .300 .51 .50 .00180 40 55 7300.0 202.3 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 41 172 700.0 5.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 42 172 1000.0 14.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 142 173 1200.0 35.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 43 74 600.0 26.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 '44 45 58 62 4600.0 6600.0 50.2 151.8 40.0 53.0 .0050 .0080 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 46 60 2400.0 30.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 47 63 2000.0 91.4 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 48 65 2000.0 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 49 67 3200.0 42.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 57 500.0 7.3 65.0 .0220 .016 .250 .100 .300 .51 .50 .00180 JO 157 2400.0 30.1 65.0 .0080 .016 .250 .100 .300 .51 .50 .00180 51 70 2600.0 69.7 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 52 53 79 75 600.0 600.0 16.9 12.3 70.0 70.0 .0050 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 54 81 1800.0 52.7 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 55 208 1300.0 56.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 56 209 1300.0 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 85 6500.0 166.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 '57 58 212 2650.0 80.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 59 211 300.0 12.7 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 60 78 850.0 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 61 210 500.0 15.1 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 62 213 2300.0 108.9 41.0 .0090 .016 .250 .100 .300 .51 .50 .00180 63 193 1310.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 64 214 1100.0 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 65 88 2700.0 38.8 16.0 .0130 .016 .250 .100 .300 66 94 5800.0 84.6 19.0 .0200 .016 .250 .100 .300 .51 .51 .50 .50 .00180 .00180 67 86 1500.0 28.3 40.0 .0360 .016 .250 .100 .300 .51 .50 .00180 68 87 1800.0 60.0 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 69 95 1300.0 46.0 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 NUMBER OF SUBCATCHMENTS, 83 ')TAL )TAL TRIBUTARY AREA (ACRES), 3278.20 1RREN FARMS - INFRASTRUCTURE, 100 YEAR SNMM MODEL (proposed orifice plate) JTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat •; CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSNM2-PC MODEL *** ISHED AREA (ACRES) 3278.200 )TAL RAINFALL (INCHES) 2.890 )TAL INFILTRATION (INCHES) .482 TOTAL WATERSHED OUTFLOW (INCHES) 2.097 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .311 ERPOR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 JARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE UTTER GUTTER NDP NP OR D1AM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK CONNECTION (FT) (FT) (FT/FT) L R N (FT) 'NUMBER 400 156 0 1 CHANNEL 40.0 1100. .0080 50.0 50.0 .035 10.00 0 156 411 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFLOW 36.0 780. .0100 50.0 50.0 .016 10.00 411 102 0 5 PIPE 2.5 140. .0050 .0 .0 .013 2.50 0 OVERFLOW 10.0 140. .0050 4.0 4.0 .045 10.00 155 151 0 1 CHANNEL 36.0 370. .0080 50.0 50.0 .016 10.00 0 151 102 0 5 PIPE 1.3 135. .0070 .0 .0 .013 1.25 0 163 159 0 1 OVERFLOW 10.0 135. CHANNEL 16.0 520. .0070 .0050 4.0 4.0 4.0 4.0 .045 .035 10.00 10.00 0 161 159 0 1 CHANNEL 36.0 580. .0080 50.0 50.0 .016 10.00 0 159 102 0 2 PIPE 5.5 70. .0050 .0 .0 .013 12.00 0 158 412 0 1 CHANNEL 36.0 650. .0100 50.0 50.0 .016 10.00 0 412 102 0 5 PIPE 2.0 100. .0050 .0 .0 .013 2.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .045 10.00 401 163 0 1 CHANNEL 8.0 720. .0090 4.0 4.0 .035 10.00 0 410 102 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.6 2.8 1.6 30.0 102 154 12 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .0 1.0 1.3 2.5 1.6 4.7 1.8 7.6 2.1 11.2 2.3 15.4 2.5 16.3 2.5 19.8 11.2 20.8 21.1 20.8 100.0 153 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 413 153 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 1.5 1.4 20.0 153 152 0 5 PIPE 1.3 418. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 104 150 3 2 PIPE .1 1000, .0250 .0 .0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .013 .10 .0 .0 .8 1.2 .8 20.0 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 105 6 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 1.3 .5 20.0 414 152 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 152 6 .0 0 .0 2 2.2 10.3 2.2 30.0 PIPE 3.0 400. .0040 .0 .0 .013 8.00 0 103 201 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 201 6 0 5 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 OVERFLOW .0 100. .0100 50.0 50.0 .016 5.00 6 7 0 5 PIPE 2.5 600. .0030 .0 .0 .013 2.50 0 OVERFLOW 2.0 600. .0030 30.0 30.0 .016 100.00 7 10 0 1 CHANNEL 4.0 1400. .0080 3.0 3.0 .040 100.00 0 8 109 0 1 CHANNEL 4.0 1000. .0070 30.0 30.0 .016 100.00 0 9 10 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 81.2 2.0 150.0 109 10 8 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .9 .5 5.7 1.4 15.3 2.3 23.0 2.5 36.0 2.6 60.0 2.6 100.0 9 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 115 0 1 CHANNEL 6.0 1500. .0080 3.0 3.0 .040 100.00 0 ' 11 15 0 1 CHANNEL 2.0 1300. .0100 30.0 30.0 .016 100.00 0 116 616 0 1 CHANNEL 4.5 1200. .0060 .0 .0 .013 4.50 0 13 16 0 1 CHANNEL 2.0 500. .0070 30.0 30.0 .016 100.00 0 14 115 0 1 CHANNEL 1400, 0070 30.0 30.0 .016 100,00 0 ' �y2.0 ( I [1 r I u 1 i I I 115 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 15 116 9 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 11.2 .4 39.6 1.9 62.5 4.5 83.9 7.4 102.4 10.6 106.3 13.9 113.3 13.9 200.0 '6 203 0 1 CHANNEL 12.0 1400. .0100 2.0 2.0 .016 1.00 0 18 -12 0 1 CHANNEL 2.0 1500. T.OT20 30.0 30.0 .016 100.00 0 12 19 0 3 5.0 50. .0100 .0 .0 .013 5.00 0 19 29 ` 7 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.5 .7 5.2 2.0 8.2 3.6 10.4 5.4 12.4 6.3 13.0, 120 29 0 3 5.0 400. .0100 .0 .0 .013 5.00 0 21 416 0 1 CHANNEL 2.0 450. .0030 30.0 0. 203 501 0 2 PIPE 3.4 147. .0020 .0 .0 .013 3.40 0 .0 .0 .3 1.6 2.0 2.6 13.6 5.8 20.0 8.0 27.0 9.8 98 34 0 1 CHANNEL 1.0 600. 24 25 0 1 CHANNEL 10.0 800. 25 26 0 1 CHANNEL 10.0 1200. 26 27 0 1 CHANNEL 10.0 400. 27 50 0 1 CHANNEL 10.0 3200. 205 26 0 2 PIPE 1.0 100. 206 50 0 2 PIPE 2.0 100. 204 34 0 5 PIPE 1.5 1200. OVERFLOW 1.0 1200. 28 30 0 1 CHANNEL 2.0 800. 29 34 0 5 PIPE 3.5 800. OVERFLOW 10.0 800. 30 32 0 2 PIPE 2.0 2200. 31 32 0 1 CHANNEL 2.0 2400. 32 40 0 2 PIPE 4.5 1650. 33 40 0 1 CHANNEL 2.0 2600. 34 35 0 5 PIPE 4.5 2300. OVERFLOW 5.0 2300. 5 40 0 4 CHANNEL 10.0 900. OVERFLOW 58.0 900. 36 51 0 1 CHANNEL 1.0 1100. 37 49 0 1 CHANNEL 3.0 800. 38 39 0 1 CHANNEL 2.0 2400. 39 42 7 2 PIPE .1 1000. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.5 1.2 12.0 5.8 42.0 40 41 0 4 CHANNEL 15.0 1000. OVERFLOW 47.0 1000. 41 42 9 2 PIPE .1 1000. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 2.0 458.9 4.0 1213.6 7.1 2731.4 42 55 12 2 PIPE .1 150. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .1 12.5 8.7 137.0 14.6 184.0 21.6 218.0 43 44 0 1 CHANNEL 2.0 2150. 44 58 6 2 PIPE .1 1700. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.5 .9 21.3 45 49 0 5 PIPE 3.0 900. OVERFLOW 5.0 900. 46 49 0 5 PIPE 1.5 500. OVERFLOW 2.0 500. 47 46 0 5 PIPE 2.0 1300. OVERFLOW 2.0 1300. 48 47 0 1 CHANNEL 1.0 500. 49 50 0 1 CHANNEL 10.0 500. 50 53 5 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 90.0 40.0 250.0 220.0 52 0 5 PIPE 1.5 2400. OVERFLOW 2.0 2400. 52 53 0 5 PIPE 2.0 1300. OVERFLOW 3.0 1300. 53 54 0 5 PIPE 2.0 900. 1�(fn 4.7 3.4 7.9 4.1- .0150 30.0 30.0 .023 .0004 3.0 3.0 .030 .0004 3.0 3.0 .030 .0004 3.0 3.0 .030 .0004 3.0 3.0 .030 .0020 .0 .0 .013 .0100 .0 .0 .013 .0040 .0 .0 .013 .0040 30.0 30.0 .016 .0020 30.0 30.0 .016 .0050 .0 .0 .013 .0050 25.0 25.0 .016 .0120 .0 .0 .016 .0090 30.0 30.0 .016 .0060 .0 .0 .013 .0100 30.0 30.0 .016 .0100 .0 .0 .013 .0100 30.0 30.0 .016 .0030 4.0 4.0 .040 .0030 30.0 30.0 .060 .0060 30.0 4.0 .016 .0130 3.0 3.0 .040 .0050 30.0 30.0 .016 .0050 .0 '.0 .100 2.6 14.5 4.1 16.9 .0020 4.0 4.0 .040 .0020 100.0 100.0 .060 .0100 .0 .0 .100 .3 498.3 .9 378.3 .0100 .0 .0 .013 .4 31.0 1.4 54.0 25.4 230.0 29.2 243.0 .0060 30.0, 30.0 .016 .0020 .0 .0 .100 1.9 24.4 2.2 102.0 .0150 .0 .0 .013 .0150 100.0 100.0 .016 .0200 .0 .0 .013 .0200 30.0 30.0 .016 .0170 .0 .0 .013 .0170 30.0 30.0 .016 .0020 30.0 1.0 .016 .0160 5.0 5.0 .040 .0160 .0 .0 1.000 460.0 560.0 630.0 880.0 .0100 .0 .0 .013 .0100 30.0 30.0 .016 .0050 .0 .0 .013 .0050 4.0 4.0 .040 .0040 .0 .0 .013 9.1 4.3 1.00 100.00 100.00 100.00 100.00 1.00 2.00 1.50 100.00 100.00 3.50 100.00 2.00 100.00 4.50 100.00 4.50 100.00, 6.00 100.00 100.00 100.00 100.00 .10 5.4 18.0 4.00 100.00 .10 1.4 378.3 .10 4.1 93.0 37.2 262.0 100.00 .10 4.5 308.0 3.00 100.00 1.50 100.00 2.00 100.00 100.00 100.00 .10 1.50 100.00 2.00 100.00 2.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 54 55 0 5 PIPE 2.0 1500. .0060 .0 .0 .013 2.00 0 OVERFLOW 3.0 1500. .0060 13.0 13.0 .040 100.00 55 56 0 1 CHANNEL 10.0 3200. .0030 3.0 3.0 .040 100.00 0 56 57 8 2 PIPE .1 100. .0050 .0 .0 .013 2.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 57 157 13 2 PIPE .1 130. .0059 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 1.6 235.0 1.8 264.0 2.1 322.0 2.4 404.0 2.8 514.0 3.1 653.0 3.4 823.0 157 78 22 2 PIPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.0 .0 48.0 .0 92.0 136.0 254.0 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 .1 5.8 493.0 .4 8.2 531.0 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 58 59 0 1 CHANNEL 2.0 2400. .0060 30.0 30.0 .016 100.00 0 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.5 .0 3.0 .0 60 61 0 1 CHANNEL 5.0 3000. .0020 3.0 3.0 .040 100.00 0 61 62 62 162 0 4 1 2 CHANNEL 3.0 1100. PIPE .1 800. .0040 .0100 4.0 .0 4.0 .0 .040 .010 100.00 .10 0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.8 .0 16.5 187.5 36.5 1560.0 162 66 4 3 .0 1. .0010 .0 .0 .001 10.00 78 DIVERSION TO GUTTER NUMBER 78 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 65 66 0 1 OVERFLOW 2.0 1400. CHANNEL 2.0 1300. .0080 .0030 30.0 30.0 30.0 30.0 .016 .016 100.00 100.00 0 66 69 7 2 PIPE .1 1000. .0012 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.8 .4 24.2 7.0 37.8 24.5 45.8 40.9 47.4 47.7 48.0 66 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 71 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 0 ' 71 82 5 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 5.8 .2 9.9 2.8 13.2 8.5 16.4 11.2 17.2 172 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 6.5 34.0 173 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 2.5 100. .0100 .0 .0 .023 2.50 0 75 76 8 .1 CHANNEL .1 1000. .0010 1.0 1.0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 79 76 1.3 3 18.4 2 1.8 60.0 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 77 78 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 78 88 0 1 CHANNEL 5.0 1400. .0084 4.0 4.0 .036 100.00 0 211 212 88 94 0 0 2 2 PIPE 1.5 100. PIPE 2.5 100. .0100 .0100 .0 .0 .0 .0 .013 .013 1.50 2.50 0 0 210 78 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 81 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 100.00 0 207 82 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 20.0 7.0 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 100.00 r 83 3 RESERVOIR 2 STORAGE IN PIPE .1 1000. ACRE-FEET VS SPILLWAY OUTFLOW .0100 .0 .0 .100 .10 0 .0 .0 3.7 20.0 5.0 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 209 184 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 184 94 .0 0 .0 5 2.9 PIPE 9.0 4.0 4.5 9.0 1850. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 1850. .0056 30.0 30.0 .016 100.00 15 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 100.00 0 -15 87 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 86 216 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 87 95 0 1 CHANNEL 25.0 2600. .0004 3.0 3.0 .030 100.00 0 88 94 0 4 CHANNEL 3.0 1350. .0120 4.0 4.0 .040 4.00 0 OVERFLOW 35.0 1350. .0120 30.0 30.0 .060 100.00 213 90 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 214 91 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 193 96 0 2 PIPE 2.5 100. .0055 .0 .0 .013 2.50 0 94 95 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 100.00 0 95 96 0 1 CHANNEL 25.0 1300. .0004 3.0 3.0 .030 100.00 0 96 500 0 1 CHANNEL 25.0 100. .0004 3.0. 3.0 .030 100.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 131 ' WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat i' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER 6 TRIBUTARY 105 152 GUTTER/PIPE 201 0 0 0 0 0 0 0 TRIBUTARY 77 0 SUBAREA 0 0 0 0 0 0 0 D.A.(AC) 0 194.0 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.0 8 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 40.5 9 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 244.2 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 25.0 12 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 13 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 4.8 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 68.4 15 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 16 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 18 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 64.9 19 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 21 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 3.4 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 3.1 25 24 0 0 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 0 0 27.2 26 25 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.6 27 26 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 63.6 28 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 4.8 29 19 120 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 161.4 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 31 32 0 30 0 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.1 44.9 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 47.9 34 98 204 29 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 271.7 35 34 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 307.0 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 4.8 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 57.7 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57.7 40 41 32 40 33 0 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 464.4 464.4 42 39 41 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 549.0 43 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 64.5 44 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 34.9 46 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.7 47 48 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 21.7 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 3.7 49 50 37 27 45 206 46 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.4 413.0 51 36 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 45.8 52 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.8 53 50 52 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 490.9 i r �� 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.9 55 42 54 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1242.2 56 57 55 56 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 1324.0 1331.3 58 44 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 114.7 59 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 114.7 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 30.2 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 62 59 61 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 296.7 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 91.4 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0. 0 0 0 0 74.1 66 162 64 65 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0. 0 0 42.2 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 69.7 71 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 74 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 26.5 75 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 12.3 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 77 76 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 29.2 78 157 77 210 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1434.4 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 16.9 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 52.7 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 626.8 83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 683.3 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 166.2 86 0 0 0 0 0 0 0 .0 0 0 67 0 0 0 0 0 0 0 0 0 28.3 87 215 0 0 0 0 0 0 0 0 0 68 0 0 0 0 0 0 0 0 0 226.2 88 78 211 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1485.9 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.9 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 177.8 94 212 184 216 88 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 2399.1 ' 95 96 87 91 94 193 0 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2671.3 2940.6 98 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 7.2 102 411 151 159 412 410 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 103 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 24.7 104 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 5.5 105 0 0 0 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 2.6 109 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 120 416 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 70.8 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 151 155 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 152 153 150 414 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 160.9 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.0 154 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 155 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 9.7 156 400 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 25.0 157 57 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1361.4 158 0 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 9.0 159 163 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.1 161 0 0 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 5.3 162 62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 296.7 163 172 401 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 0 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 19.8 173 172 74 0 0 0 0 0 0 0 0 142 0 0 0 0 0 0 0 0 0 81.8 184 83 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 719.4 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 201 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 202 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 9.7 203 16 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 55.3 204 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 10.1 205 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 13.4 206 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 19.0 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52.7 208 0 0 0 0 0 0 0 0 0 0 55 0 0 0 0 0 0 0 0 0 56.5 209 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 36.1 210 0 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 15.1 211 0 0 0 0 0 0 0, 0 0 0 59 0 0 0 0 0 0 0 0 0 12.7 212 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 80.9 213 0 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 108.9 214 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 68.9 215 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 166.2 216 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.3 261 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 1.8 400 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 20.0 _ I 401 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 47.8 410 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 12.3 411 156 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.0 412 158 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 9.0 413 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 8.9 414 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 37.4 416 21 501 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 68.6 501 203 261 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 62.7 NONCONVERGENCE IN GUTTER DURING TIME STEP 100 AT CONVEYANCE ELEMENT 210 NONCONVERGENCE IN GUTTER DURING TIME STEP 170 AT CONVEYANCE ELEMENT 216 NONCONVERGENCE IN GUTTER DURING TIME STEP 303 AT CONVEYANCE ELEMENT 213 WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat 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 (S) DENOTES DEPTH STORAGE ABOVE INVERT IN AC -FT IN FEET 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) 13 16 19 21 29 120 203 261 416 501 0 1. .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 2. .00( ) .00 .00( .00 ) .00( ) .00 .00( ) .00 .00( ) .00 .00( .00 ) .01( .00 ) .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .05( ) .00( ) .00( ) .00( ) 4. .00 .00 .00 .00 .00 .00 .03 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .07( ) .01( ) .00( ) .00( ) u- 5. .00 .00 .00 .00 .00 .00 .05 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .09( ) .01( ) .00( ) .00( ) 0 6. .00 .00 .00 .00 .00 .00 .08 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .11( ) .01( ) .DO( ) .00(S) 0 7. .00 .00 .00 .00 .00 .00 .12 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .13( ) .01( ) .00( ) .00(S) 0 8. 00 .00 .00 .00 .00 .00 .16 .00 .00( ) .00( ) .00( ) .00( ) .02( ) .00( ) .15( ) .01( ) .00 .00( ) .00 .00(S) 0 9. .00 .00 .00 .00 .01 .00 .49 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .03( ) .00( ) .26( ) .02( ) .00( ) .00(S) 0 10. .01 .00 .00 .00 .04 .00 3.62 .01 .00 .02 .01( ) .00( ) .00( ) .01( ) .06( ) .00( ) .68( ) .04( ) .01( ) .00(S) 0 11. .04 .00 .00 .02 .16 .01 10.86 .04 .01 .06 .03( ) .00( ) .00( ) .02( ) .12( ) .00( ) 1.18( ) .08( ) .01( ) .01(S) 0 12. .12 .00 .01 .05 .51 .02 20.05 .11 .02 .16 0 13. .05( ) .24 .00( .00 ) .00(S) .04 .04( ) .10 .21( ) 1.19 .00( .05 ) 1.66( 26.83 ) .14( ) .24 .03( ) .05 .04(S) .31 .06( ) .00( ) .00(S) .06( ) .32( ) .00( ) 1.99( ) .19( ) .05( ) .07(S) 0 14. .39 .00 .10 .17 2.24 .11 31.38 .42 .11 .49 .08( ) .00( ) .00(S) .08( ) .43( ) .00( ) 2.20( ) .25( ) .06( ) .11(S) 0 15. .56 .01 .19 .25 3.64 .19 34.31 .62 .19 .69 .10( ) .00( ) .00(S) .10( ) .54( ) .00( ) 2.35( ) .30( ) .08( ) .15(S) 0 16. .73 .02 .35 .34 5.39 .30 37.58 .83 .30 .91 .11( ) .01( ) .01(S) .11( ) .65( ) .00( ) 2.53( ) .35( ) .10( ) .20(S) 0 17. .91 .12( ) .04 .01( ) .57 .01(S) .44 .12( ) 7.49 .77( ) .45 .00( ) 40.85 2.73( ) 1.05 .39( ) .45 .12( ) 1.16 .26(S) 0 18. 1.08 .07 .87 .54 9.84 .63 42.68 1.25 .63 1.42 .13( ) .01( ) .02(S) .13( ) .88( ) .00( ) 2.87( ) .43( ) .14( ) .32(S) 0 19. 1.22 .11 1.26 .64 12.35 .83 43.78 1.43 83 1.58 .14( ) .02( ) .02(S) .15( ) .99( ) .00( ) 2.98( ) .46( ) .16( ) .38(S) 0 20. 1.35 .17 1.74 .73 14.94 1.05 44.43 1.57 1.05 1.62 .14( ) .02( ) .03(S) .15( ) 1.09( ) .00( ) 3.07( ) .48( ) .18( ) .44(S) 21. 1.53 .23 2.33 .84 18.20 1.29 44.78 1.78 1.29 1.66 .15( ) .02( ) .05(S) .16( ) 1.21( ) .00( ) .01(0) .51( ) .20( ) .50(S) 0 22. 1.79 .31 2.57 1.00 22.44 1.56 44.78 2.09 1.56 1.70 .16( ) .03( ) .06(S) .18( ) 1.35( ) .00( ) .04(0) .56( ) .21( ) .56(S) 0 23. 2.07 .42 2.65 1.18 27.03 1.94 44.78 2.43 1.85 1.74 .17( ) .03( ) .08(S) .19( ) 1.50( ) .00( ) .08(0) .60( ) .23( ) .63(S) Z'0c) 0 24. 2.35 .54 2.75 1.36 31.72 2.49 44.78 2.74 2.16 1.78 .18( ) .04( ) .10(S) .20( ) 1.64( ) .00( ) .13(0) .64( ) .25( ) .69(S) 0 25. 2.61 .70 2.86 1.54 36.34 3.04 44.78 3.02 2.48 1.82 .19( ) .05( ) .13(S) .21( ) 1.77( ) .00( ) .18(0) .67( ) .26( ) .76(S) 0 26. 3.02 .88 3.00 1.79 42.43 4.04 44.78 3.46 2.84 1.86 .20( ) .05( ) .16(S) .23( ) 1.95( ) .00( ) .27(0) .72( ) .27( ) .82(S) J 27. 3.65 1.11 3.16 2.16 50.81 5.24 44.78 4.15 3.28 1.91 .22( ) .06( ) .20(S) .25( ) 2.19( ) .00( ) .39(0) .80( ) .29( ) .89(S) 0 28. 4.34 1.41 3.37 2.59 59.86 6.54 44.78 4.86 3.78 1.95 .24( ) .07( ) .25(S) .26( ) 2.46( ) .00( ) .54(0) .87( ) .31( ) .96(S) 0 29. 5.04 1.77 3.61 3.04 68.53 7.90 44.78 5.50 4.34 2.00 .25( ) .08( ) .31(S) .28( ) 2.76( ) .00( ) .70(0) .93( ) .33( ) 1.03(S) 0 30. 5.70 2.21 3.89 3.49 75.65 9.26 44.78 6.03 4.93 2.04 .26( ) .09( ) .37(S) .30( ) 3.13( ) .00( ) .88(0) .98( ) .34( ) 1.10(S) 0 31. 6.79 2.74 4.21 4.17 78.00 11.89 44.78 6.99 5.68 2.09 .28( ) .11( ) .45(S) .32( ) 3.60( ) .00( ) 1.13(0) 1.08( ) .37( ) 1.17(S) 0 32. 8.54 3.44 4.60 5.19 85.71 14.83 44.78 8.58 6.67 2.14 .31( ) .12( ) .55(S) .35( ) 3.76( ) .00( ) 1.47(0) 1.22( ) .39( ) 1.25(S) 0 33. 10.41 4.37 5.07 6.35 98.83 17.70 44.78 10.09 7.86 2.19 .34( ) .14( ) .66(S) .38( ) 3.91( ) .00( ) 1.86(0) 1.37( ) .42( ) 1.33(S) 0 34. 12.20 5.53 5.44 7.55 115.51 20.66 44.78 11.30 9.21 2.24 .36( ) .16( ) .79(S) .41( ) 4.03( ) .00( ) 2.28(0) 1.50( ) .44( ) 1.41(S) 0 35. 13.88 6.88 5.77 8.75 133.76 23.42 44.78 12.19 10.70 2.30 .38( ) .19( ) .95(S) .43( ) 4.13( ) .00( ) 2.73(0) 1.61( ) .47( ) 1.50(S) 0 36. 14.58 8.30 6.14 9.53 147.73 23.84 44.78 12.11 12.07 2.36 .39( ) .21( ) 1.12(S) .45( ) 4.20( ) .00( ) 3.12(0) 1.60( ) .49( ) 1.59(S) 0 37. 14.24 9.55 6.54 9.77 153.89 24.06 44.78 11.02 13.16 2.41 .39( ) .23( ) 1.30(S) .45( ) 4.22( ) .00( ) 3.42(0) 1.47( ) .51( ) 1.67(S) 0 38. 13.80 10.50 6.93 9.84 155.24 24.37 44.78 9.83 14.05 2.47 .38( ) .24( ) 1.48(S) .46( ) 4.23( ) .00( ) 3.68(0) 1.34( ) .53( ) 1.76(S) 0 39. 13.45 11.18 7.31 9.86 153.98 24.53 44.78 8.87 14.81 2.52 .38( ) .25( ) 1.66(S) .46( ) 4.22( ) .00( ) 3.93(0) 1.25( ) .54( ) 1.84(S) 0 40.. 13.24 11.66 7.69 9.87 151.48 24.80 44.78 8.17 15.45 2.57 .37( ) .26( ) 1.83(S) .46( ) 4.21( ) .00( ) 4.16(0) 1.19( ) .55( ) 1.92(S) 0 41. 12.92 11.98 8.05 9.79 147.46 24.32 44.78 7.48 15.94 2.62 .37( ) .26( ) 2.00(S) .45( ) 4.20( ) .00( ) 4.37(0) 1.12( ) .55( ) 2.00(S) 0 42. 12.44 12.14 8.32 9.58 141.88 23.98 44.78 6.72 16.26 2.66 .36( ) .26( ) 2.16(S) .45( ) 4.17( ) .00( ) 4.55(0) 1.05( ) .56( ) 2.08(S) 1 43. 11.98 12.15 8.53 9.34 135.84 23.50 44.78 6.07 16.45 2.68 .36( ) .26( ) 2.31(S) .45( ) 4.14( ) .00( ) 4.70(0) .99( ) .56( ) 2.16(S) 0 44. 11.58 12.07 8.74 9.09 129.94 23.17 44.78 5.56 16.55 2.70 .35( ) .26( ) 2.46(S) .44( ) 4.11( ) .00( ) 4.85(0) .94( ) .56( ) 2.24(S) 0 45. 11.26 11.92 8.93 8.86 124.46 22.71 44.78 5.17 16.57 2.73 .35( ) .26( ) 2.59(S) .44( ) 4.08( ) .00( ) 4.98(0) .90( ) .56( ) 2.32(S) 0 46. 10.92 11.74 9.12 8.62 119.18 22.21 44.78 4.81 16.53 2.75 .35( ) .26( ) 2.72(S) .43( ) 4.05( ) .00( ) 5.10(0) .86( ) .56( ) 2.40(S) 0 47. 10.55 11.51 9.30 8.35 113.98 21.57 44.78 4.44 16.41 2.77 .34( ) .25( ) 2.85(S) .43( ) 4.02( ) .00( ) 5.21(0) .83( ) .56( ) 2.47(S) 0 48. 10.20 11.26 9.46 8.07 109.09 21.11 44.78 4.13 16.24 2.79 .34( ) .25( ) 2.97(S) .42( ) 3.99( ) .00( ) 5.30(0) .79( ) .56( ) 2.55(S) 0 49. 9.87 10.99 9.62 7.81 104.61 20.52 44.78 3.86 16.04 2.82 .33( ) .25( ) 3.08(S) .42( ) 3.95( ) .00( ) 5.39(0) .77( ) .55( ) 2.62(S) 0 50. 9.59 10.72 9.78 7.57 100.57 20.11 44.78 3.65 15.82 2.84 .33( ) .24( ) 3.19(S) .41( ) 3.92( ) .00( ) 5.47(0) .74( ) .55( ) 2.70(S) 0 51. 9.30 10.44 9.93 7.33 96.81 19.47 44.78 3.45 15.58 2.86 .32( ) .24( ) 3.29(S) AN ) 3.89( ) .00( ) 5.54(0) .72( ) .55( ) 2.77(S) 0 52. 8.99 10.17 10.07 7.08 93.24 19.00 44.78 3.24 15.31 2.88 .32( ) .24( ) 3.39(S) .40( ) 3.85( ) . .00( ) 5.60(0) .70( ) .54( ) 2.85(S) 0 53. 8.69 9.89 10.20 6.83 89.94 18.41 44.78 3.04 15.04 2.90 .32( ) .23( ) 3.49(S) .39( ) 3.82( ) .00( ) 5.66(0) .68( ) .54( ) 2.92(S) 0 54. 8.41 9.61 10.34 6.60 86.93 17.99 44.78 2.88 14.75 2.93 .31( ) .23( ) 3.58(S) .39( ) 3.78( ) .00( ) 5.71(0) .66( ) .54( ) 2.99(S) 0 55. 8.16 9.33 10.45 6.38 84.24 17.45 44.78 2.74 14.47 2.95 .31( ) .22( ) 3.67(S) .38( ) 3.74( ) .00( ) 5.75(0) .64( ) .53( ) 3.07(S) 0 56. 7.89 9.06 10.55 6.16 81.76 16.99 44.78 2.60 14.18 2.97 .30( ) .22( ) 3.76(S) .38( ) 3.69( ) .00( ) 5.79(0) .62( ) .53( ) 3.14(S) 0 57. 7.60 8.79 10.65 5.93 79.47 16.41 44.78 2.44 13.87 2.99 .30( ) .22( ) 3.84(S) .37( ) 3.64( ) .00( ) 5.82(0) .60( ) .52( ) 3.21(S) 0 58. 7.31 8.52 10.74 5.70 77.55 16.00 44.78 2.29 13.57 3.01 .29( ) .21( ) 3.92(S) .37( ) 3.58( ) .00( ) 5.85(0) .58( ) .52( ) 3.28(S) 0 59. 7.04 8.25 10.83 5.48 76.49 15.46 44.78 2.16 13.26 3.03 .29( ) .21( ) 4.00(S) .36( ) 3.40( ) .00( ) 5.87(0) .56( ) .51( ) 3.35(S) 0. 6.79 7.99 10.92 5.28 72.16 15.09 44.78 2.04 12.96 3.05 .28( ) .20( ) 4.07(S) .35( ) 2.92( ) .00( ) 5.88(0) .55( ) .51( ) 3.42(S) 1 1. 6.54 7.73 11.00 5.07 65.71 14.55 44.78 1.93 12.67 3.07 .28( ) .20( ) 4.15(S) .35( ) 2.65( ) .00( ) 5.90(0) .53( ) .50( ) 3.49(S) 1 2. 6.28 7.48 11.09 4.87 61.04 14.17 44.78 1.81 12.37 3.09 .28( ) .20( ) 4.22(S) .34( ) 2.50( ) .00( ) 5.90(0) .52( ) .50( ) 3.56(S) Zd 1 1 3. 6.02 7.22 11.16 4.67 57.72 13.67 44.78 1.70 12.07 3.11 .27( ) .19( ) 4.28(S) .34( ) 2.39( ) .00( ) 5.90(0) .50( ) .49( ) 3.63(S) 1 4. 5.78 6.97 11.24 4.47 55.21 13.34 44.78 1.60 11.78 3.13 .27( ) .19( ) 4.35(S) .33( ) 2.32( ) .00( ) 5.90(0) .48( ) .49( ) 3.69(S) 1 5. 5.56 6.73 11.31 4.29 53.19 12.87 44.78 1.51 11.50 3.15 .26( ) .18( ) 4.41(S) .33( ) 2.26( ) .00( ) 5.90(0) .47( ) .48( ) 3.76(S) 6. 5.34 6.49 11.39 4.12 51.40 12.56 44.78 1.42 11.22 3.17 .26( ) .18( ) 4.47(S) .32( ) 2.20( ) .00( ) 5.89(0) .46( ) .48( ) 3.83(S) 1 7. 5.13 6.27 11.45 3.95 49.73 12.12 44.78 1.34 10.95 3.19 .25( ) .18( ) 4.53(S) .31( ) 2.16( ) .00( ) 5.88(0) .44( ) .48( ) 3.90(S) 1 8. 4.93 6.04 11.52 3.79 48.19 11.84 44.78 1.27 10.69 3.21 .25( ) .17( ) 4.59(S) .31( ) 2.11( ) .00( ) 5.86(0) .43( ) .47( ) 3.96(S) 1 9. 4.74 5.83 11.59 3.63 46.78 11.43 44.78 1.20 10.44 3.23 .25( ) .17( ) 4.65(S) .30( ) 2.07( ) .00( ) 5.85(0) .42( ) .47( ) 4.03(S) 1 10. 4.56 5.62 11.65 3.48 45.50 11.19 44.78 1.14 10.19 3.25 .24( ) .17( ) 4.70(S) .30( ) 2.03( ) .00( ) 5.83(0) .41( ) .46( ) 4.10(S) 1 11. 4.38 5.42 11.71 3.34 44.27 10.81 44.78 1.09 9.96 3.27 .24( ) .16( ) 4.75(S) .29( ) 2.00( ) .00( ) 5.81(0) AN ) .46( ) 4.16(S) 1 12. 4.21 5.23 11.77 3.21 43.06 10.60 44.78 1.03 9.73 3.29 .23( ) .16( ) 4.80(S) .29( ) 1.96( ) .00( ) 5.78(0) .39( ) .45( ) 4.23(S) 1 13. 4.05 5.04 11.82 3.08 41.91 10.25 44.78 .97 9.51 3.31 .23( ) .16( ) 4.85(S) .28( ) 1.93( ) .00( ) 5.76(0) .38( ) .45( ) 4.29(S) 1 14. 3.90 4.86 11.88 2.96 40.85 10.07 44.78 .93 9.30 3.33 .23( ) .15( ) 4.90(S) .28( ) 1.90( ) .00C ) 5.73(0) .37( ) .45( ) 4.36(S) 1 15. 3,76 .22( ) 4.69 .15( 11,93 ) 4.94(S) 2.84 .27( 39.88 ) 1.87( ) 9.75 .00( ) 44.78 5.70(0) .88 .36( ) 9.10 .44( ) 3,35 4.42(S) 1 16. 3.62 4.53 11.98 2.73 38.98 9.59 44.78 .84 8.91 3.37 .22( ) .15( ) 4.98(S) .27( ) 1.85( ) .00( ) 5.67(0) .35( ) .44( ) 4.49(S) 1 17. 3.50 4.37 12.03 2.63 38.15 9.30 44.78 .81 8.73 3.38 .22( ) .14( ) 5.03(S) .27( ) 1.82( ) .00( ) 5.64(0) .35( ) .43( ) 4.55(S) 1 18. 3.38 4.23 12.08 2.53 37.39 9.17 44.78 .78 8.56 3.40 .21( ) .14( ) 5.07(S) .26( ) 1.80( ) .00( ) 5.61(0) .34( ) .43( ) 4.61(S) 1 19. 3.27 4.08 12.12 2.44 36.69 8.90 44.78 .75 8.39 3.42 .21( ) .14( ) 5.11(S) .26( ) 1.78( ) .00( ) 5.58(0) .33( ) .43( ) 4.68(S) 1 20. 3.17 3.95 12.17 2.36 36.05 8.79 44.78 .73 8.24 3.44 .21( ) .13( ) 5.15(S) .25( ) 1.76( ) .00( ) 5.54(0) .33( ) .42( ) 4.74(S) 1 21. 3.07 3.82 12.21 2.28 35.40 8.54 44.78 .70 8.09 3.45 .20( ) .13( ) 5.18(S) .25( ) 1.75( ) .00( ) 5.51(0) .32( ) .42( ) 4.80(S) 22. 2.97 3.70 12.25 2.19 34.73 8.44 44.78 .67 7.95 3.47 .20( ) .13( ) 5.22(S) .25( ) 1.73( ) .00( ) 5.47(0) .32( ) .42( ) 4.87(S) 1 23. 2.87 3.58 12.30 2.12 34.07 8.21 44.78 .64 7.81 3.48 .20( ) .13( ) 5.26(S) .24( ) 1.71( ) .00( ) 5.43(0) .31( ) .42( ) 4.93(S) 1 24. 2.77 3.47 12.34 2.04 33.45 8.13 44.78 .62 7.68 3.49 .20( ) .12( ) 5.29(S) .24( ) 1.69( ) .00( ) 5.39(0) .30( ) .41( ) 4.99(S) 1 25. 2.68 3.36 12.37 1.97 32.86 7.91 44.78 .59 7.55 3.51 .19( ) .12( ) 5.32(S) .24( ) 1.67( ) .00( ) 5.35(0) .30( ) .41( ) 5.05(S) 1 26. 2.60 3.26 12,41 1,90 32,32 7,84 44.78 .57 7.43 3,52 .19( ) .12( ) 5.36(S) .23( ) 1.66( ) .00( ) 5.31(0) .29( ) .41( ) 5.12(S) �i 1 27. 2.51 3.15 12.45 1.84 31.82 7.63 44.78 .54 7.32 3.53 .19( ) .12( ) 5.39(S) .23( ) 1.64( ) .00( ) 5.27(0) .29( ) AN ) 5.18(S) 1 28. 2.44 3.06 12.47 1.78 31.34 7.58 44.78 .52 7.21 3.55 .18( ) .12( ) 5.42(S) .23( ) 1.63( ) .00( ) 5.23(0) .28( ) .40( ) 5.24(S) 1 29. 2.37 2.97 12.49 1.72 30.89 7.39 44.78 .51 7.10 3.56 .18( ) .11( ) 5.45(S) .22( ) 1.61( ) .00( ) 5.19(0) .28( ) AN ) 5.30(S) 1 30. 2.30 2.88 12.50 1.67 30.47 7.35 44.78 .49 7.00 3.57 31. .18( ) 2.23 .11( 2.79 ) 5.48(S) 12.52 .22( 1.61 ) 1.60( ) 30.08 .00( ) 7.17 5.14(0) 44.78 .27( ) .48 AN ) 6.91 5.37(S) 3.59 .18( ) .11( ) 5.50(S) .22( ) 1.59( ) .00( ) 5.10(0) .27( ) AN ) 5.43(S) 1 32. 2.17 2.71 12.54 1.57 29.71 7.14 44.78 .47 6.82 3.60 .18( ) .11( ) 5.53(S) .21( ) 1.58( ) .00( ) 5.06(0) .26( ) .39( ) 5.49(S) 1 33. 2.12 2.64 12.55 1.52 29.37 6.97 44.78 .45 6.74 3.61 AR ) .11( ) 5.56(S) .21( ) 1.57( ) .00( ) 5.01(0) .26( ) .39( ) 5.55(S) 1 34. 2.06 2.56 12.57 1.48 29.05 6.95 44.78 .44 6.66 3.63 AR ) .10( ) 5.58(S) .21( ) 1.56( ) .00( ) '4.97(0) .26( ) .39( ) 5.61(S) 1 35. 2.01 2.49 12.58 1.43 28.74 6.79 44.78 .43 6.58 3.64 .17( ) AN ) 5.61(S) .21( ) 1.55( ) .00( ) 4.92(0) .26( ) .39( ) 5.67(S) 36. 1.96 2.43 12.60 1.40 28.46 6.78 44.78 .43 6.51 3.65 AR ) .10( ) 5.63(S) .20( ) 1.54( ) .00( ) 4.88(0) .25( ) .39( ) 5.73(S) 1 37. 1.91 2.36 12.61 1.36 28.20 6.63 44.78 .42 6.44 3.66 AR ) AN ) 5.66(S) .20( ) 1.53( ) .00( ) 4.83(0) .25( ) .38( ) 5.79(S) 1 38. 1.86 2.30 12.63 1.32 27.95 6.63 44.78 .41 6.37 3.68 .16( ) AN ) 5.68(S) .20( ) 1.52( ) .00( ) 4.79(0) .25( ) .38( ) 5.86(S) 39. 1.82 2.24 12.64 1.29 27.71 6.49 44.78 .41 6.31 3.69 .16( ) AN ) 5.70(S) .20( ) 1.52( ) .00( ) 4.74(0) .25( ) .38( ) 5.92(S) 40. 1.78 2.19 12.65 1.26 27.49 6.50 44.78 .40 6.26 3.70 .16( ) .09( ) 5.73(S) .19( ) 1.51( ) .00( ) 4.69(0) .25( ) .38( ) 5.98(S) 1 41. 1.74 2.13 12.67 1.22 27.29 6.36 44.78 .39 6.20 3.72 .16( ) .09( ) 5.75(S) .19( ) 1.50( ) .00( ) 4.65(0) .24( ) .38( ) 6.04(S) 1.70 2.08 12.68 1.19 27.09 6.37 44.78 .39 6.15 3.73 .16( ) .09( ) 5.77(S) .19( ) 1.50( ) .00( ) 4.60(0) .24( ) ..38( ) 6.10(S) 1.66 2.03 12.69 1.17 26.91 6.24 44.78 .39 6.10 3.74 .16( ) .09( ) 5.79(S) .19( ) 1.49( ) .00( ) 4.55(0) .24( ) .38( ) 6.16(S) 1.63 1.99 12.70 1.14 26.74 6.26 44.78 .38 6.05 3.75 .16( ) .09( ) 5.81(S) .19( ) 1.49( ) .00( ) 4.51(0) .24( ) .37( ) 6.22(S) 1.59 1.94 12.72 1.11 26.57 6.14 44.78 .38 6.01 3.77 .15( ) .09( ) 5.83(S) .19( ) 1.48( ) .00( ) 4.46(0) .24( ) .37( ) 6.28(S) 1.56 1.90 12.73 1.09 26.42 6.17 44.78 .37 5.97 3.78 .15( ) .09( ) 5.85(S) .18( ) 1.48( ) .00( ) 4.41(0) .24( ) .37( ) 6.34(S) 1.53 1.85 12.74 1.06 26.28 6.05 44.78 .37 5.93 3.79 .15( ) .09( ) 5.87(S) .18( ) 1.47( ) .00( ) 4.36(0) .24( ) .37( ) 6.40(S) 1.50 1.81 12.75 1.04 26.14 6.08 44.78 .37 5.89 3.81 .15( ) .08( ) 5.89(S) .18( ) 1.47( ) .00( ) 4.32(0) .24( ) .37( ) 6.46(S) 1.47 1.78 12.76 1.02 26.01 5.96 44.78 .36 5.85 3.82 .15( ) .08( ) 5.90(S) .18( ) 1.46( ) .00( ) 4.27(0) .24( ) .37( ) 6.52(S) 1.44 1.74 12.77 1.00 25.89 6.00 44.78 .36 5.82 3.83 .15( ) .08( ) 5.92(S) .18( ) 1.46( ) .00( ) 4.22(0) .23( ) .37( ) 6.58(S) 1.41 1.70 12.78 .97 25.73 5.88 44.78 .36 5.78 3.84 .15( ) .08( ) 5.94(S) .17( ) 1.46( ) .00( ) 4.17(0) .23( ) .37( ) 6.64(S) 1.37 1.67 12.79 .95 25.53 5.92 44.78 .35 5.75 3.86 .14( ) .08( ) 5.95(S) .17( ) 1.45( ) .00( ) 4.12(0) .23( ) .37( ) 6.70(S) 1.34 1.63 12.80 .93 25.31 5.81 44.78 .34 5.72 3.87 .14( ) .08( ) 5.97(S) .17( ) 1.44( ) .00( ) 4.07(0) .23( ) .37( ) 6.76(S) 1.30 1.60 12.81 .90 25.09 5.85 44.78 .32 5.68 3.88 .14( ) .08( ) 5.99(S) .17( ) 1.44( ) .00( ) 4.02(0) .22( ) .37( ) 6.82(S) 1.26 1.56 12.82 .88 24.88 5.73 44.78 .31 5.65 3.89 .14( ) .08( ) 6.00(S) .17( ) 1.43( ) .00( ) 3.97(0) .22( ) .36( ) 6.88(S) 1.23 1.53 12.83 .86 24.67 5.77 44.78 .30 5.62 3.91 .14( ) .08( ) 6.02(S) .17( ) 1.42( ) .00( ) 3.92(0) .21( ) .36( ) 6.94(S) 1.20 1.49 12.84 .83 24.48 5.67 44.78 .29 5.59 3.92 .14( ) .08( ) 6.03(S) .16( ) 1.42( ) .00( ) 3.87(0) .21( ) .36( ) 6.99(S) 1.17 1.46 12.85 .81 24.30 5.71 44.78 .28 5.56 3.93 .13( ) .07( ) 6.04(S) .16( ) 1.41( ) .00( ) 3.81(0) .21( ) .36( ) 7.05(S) 1.14 1.42 12.85 .79 24.13 5.60 44.78 .27 5.53 3.94 .13( ) .07( ) 6.06(S) .16( ) 1.40( ) .00( ) 3.76(0) .20( ) .36( ) 7.11(S) 1.11 1.39 12.86 .77 23.96 5.64 44.78 .26 5.50 3.96 .13( ) .07( ) 6.07(S) .16( ) 1.40( ) .00( ) 3.71(0) .20( ) .36( ) 7.17(S) 1.08 1.36 12.87 .75 23.77 5.54 44.78 .25 5.48 3.97 .13( ) .07( ) 6.08(S) .16( ) 1.39( ) .00( ) 3.66(0) .20( ) .36( ) 7.23(S) 1.05 1.33 12.88 .73 23.54 5.58 44.78 .24 5.45 3.98 .13( ) .07( ) 6.09(S) .15( ) 1.39( ) .00( ) 3.60(0) .19( ) .36( ) 7.29(S) 1.02 1.30 12.88 .71 23.30 5.47 44.78 .22 5.42 3.99 .13( ) .07( ) 6.11(S) .15( ) 1.38( ) .00( ) 3.55(0) .19( ) .36( ) 7.35(S) .98 1.27 12.89 .68 23.06 5.52 44.78 .21 5.39 4.01 .12( ) .07( ) 6.12(S) .15( ) 1.37( ) .00( ) 3.49(0) .18( ) .36( ) 7.41(S) .95 1.24 12.90 .66 22.83 5.41 44.78 .19 5.37 4.02 .12( ) .07( ) 6.13(S) .15( ) 1.36( ) .00( ) 3.43(0) .17( ) .36( ) 7.47(S) .92 1.21 12.90 .64 22.61 5.46 44.78 .18 5.34 4.03 .12( ) .07( ) 6.14(S) .15( ) 1.36( ) .00( ) 3.38(0) .17( ) .36( ) 7.52(S) .89 1.18 12.91 .62 22.40 5.35 44.78 .17 5.31 4.04 .12( ) .07( ) 6.15(S) .14( ) 1.35( ) .00( ) 3.32(0) .16( ) .36( ) 7.58(S) .87 1.15 12.91 .60 22.21 5.40 44.78 .16 5.29 4.06 .12( ) .06( ) 6.16(S) .14( ) 1.34( ) .00( ) 3.26(0) .16( ) .35( ) 7.64(S) .84 1.12 12.92 .58 22.02 5.30 44.78 .15 5.27 4.07 .12( ) .06( ) 6.16(S) .14( ) 1.34( ) .00( ) 3.21(0) .15( ) .35( ) 7.70(S) .82 1.09 12.92 .57 21.85 5.35 44.78 .14 5.24 4.08 .11( ) .06( ) 6.17(S) .14( ) 1.33( ) .00( ) 3.15(0) .15( ) .35( ) 7.76(S) .79 1.06 12.93 .55 21.68 5.25 44.78 .13 5.22 4.09 .11( ) .06( ) 6.18(S) .14( ) 1.33( ) .00( ) 3.09(0) .14( ) .35( ) 7.82(S) .77 1.04 12.93 .53 21.53 5.30 44.78 .12 5.20 4.11 .11( ) .06( )- 6.19(S) .13( ) 1.32( ) .00( ) 3.03(0) .14( ) .35( ) 7.87(S) .75 1.01 12.94 .52 21.38 5.20 44.78 .11 5.18 4.12 .11( ) .06( ) 6.19(S) .13( ) 1.32( ) .00( ) 2.97(0) .14( ) .35( ) 7.93(S) .73 .98 12.94 .50 21.24 5.25 44.78 .11 5.16 4.13 .11( ) .06( ) 6.20(S) .13( ) 1.31( ) .00( ) 2.92(0) .13( ) .35( ) 7.99(S) .71 .96 12.94 .49 21.11 5.16 44.78 .10 5.14 4.14 .11( ) .06( ) 6.21(S) .13( ) 1.31( ) .00( ) 2.86(0) .13( ) .35( ) 8.05(S) .69 .94 12.95 .47 20.98 5.21 44.78 .09 5.13 4.15 .11( ) .06( ) 6.21(S) .13( ) 1.30( ) .00( ) 2.80(0) .12( ) .35( ) 8.11(S) .67 .91 12.95 .46 20.86 5.12 44.78 .09 5.11 4.16 .10( ) .06( ) 6.22(S) .13( ) 1.30( ) .00( ) 2.74(0) .12( ) .35( ) 8.16(S) .66 .89 12.95 .45 20.75 5.18 44.78 .08 5.09 4.17 .10( ) .06( ) 6.22(S) .12( ) 1.29( ) .00( ) 2.68(0) .12( ) .35( ) 8.22(S) .64 .87 12.96 .44 20.64 5.09 44.78 .08 5.08 4.18 AN ) .05( ) 6.23(S) .12( ) 1.29( ) .00( ) 2.62(0) .11( ) .35( ) 8.28(S) .63 .85 12.96 .42 20.54 5.14 44.78 .07 5.06 4.19 AN ) .05( ) 6.23(S) .12( ) 1.29( ) .00( ) 2.56(0) .11( ) .35( ) 8.34(S) 2 2 d2 .61 .83 12.96 .41 20.45 5.05 44.78 .07 5.05 4.20 .10( ) .05( ) 6.23(S) .12( ) 1.28( ) .00( ) 2.50(0) .11( ) .35( ) 8.39(S) .60 .81 12.96 .40 20.35 5.11 44.78 .07 5.04 4.21 .10( ) .05( ) 6.24(S) .12( ) 1.28( ) .00( ) 2.44(0) .11( ) .35( ) 8.45(S) .58 .79 12.97 .39 20.27 5.03 44.78 .06 5.03 4.22 .10( ) .05( ) 6.24(S) .12( ) 1.28( ) .00( ) 2.38(0) AN ) .35( ) 8.51(S) .57 .77 12.97 .38 20.18 5.09 44.78 .06 5.02 4.23 .10( ) .05( ) 6.24(S) .12( ) 1.28( ) .00( ) 2.32(0) .10( ) .35( ) 8.57(S) .56 .75 12.97 .37 20.10 5.00 44.78 .06 5.01 4.24 AN ) .05( ) 6.25(S) .11( ) 1.27( ) .00( ) 2.26(0) .10( ) .35( ) 8.62(S) .55 .74 12.97 .36 20.03 5.06 44.78 .06 5.00 4.25 .09( ) .05( ) 6.25(S) .11( ) 1.27( ) .00( ) 2.20(0) AN ) .35( ) 8.68(S) .53 .72 12.97 .35 19.95 4.98 44.78 .05 4.99 4.26 .09( ) .05( ) 6.25(S) .11( ) 1.27( ) .00( ) 2.14(0) .09( ) .35( ) 8.74(S) .52 .70 12.97 .35 19.88 5.04 44.78 .05 4.98 4.27 .09( ) .05( ) 6.25(S) .11( ) 1.27( ) .00( ) 2.08(0) .09( ) .35( ) 8.80(S) .51 .69 12.97 .34 19.82 4.96 44.78 .05 4.97 4.28 .09( ) .05( ) 6.25(S) .11( ) .1.26( ) .00( ) 2.02(0) .09( ) .35( ) 8.85(S) .50 .67 12.97 .33 19.76 5.02 44.78 .05 4.96 4.29 .09( ) .05( ) 6.26(S) .11( ) 1.26( ) .00( ) 1.96(0) .09( ) .35( ) 8.91(S) .49 .66 12.98 .32 19.69 4.94 44.78 .04 4.96 4.30 .09( ) .05( ) 6.26(S) .11( ) 1.26( ) .00( ) 1.90(0) .09( ) .35( ) 8.97(S) .48 .65 12.98 .31 19.64 5.01 44.78 .04 4.95 4.31 .09( ) .05( ) 6.26(S) .11( ) 1.26( ) .00( ) 1.84(0) .09( ) .35( ) 9.02(S) .47 .63 12.98 .31 19.58 4.93 44.78 .04 4.94 4.32 .09( ) .04( ) 6.26(S) AN ) 1.26( ) .00( ) 1.78(0) .08( ) .35( ) 9.08(S) .46 .62 12.98 .30 19.53 5.00 44.78 .04 4.94 4.34 .09( ) .04( ) 6.26(S) .10( ) 1.25( ) .00( ) 1.72(0) .08( ) .34( ) 9.14(S) .45 .61 12.98 .29 19.48 4.92 44.78 .04 4.94 4.36 .09( ) .04( ) 6.26(S) AN ) 1.25( ) .00( ) 1.66(0) .08( ) .34( ) 9.20(S) .44 .59 12.98 .29 19.43 4.99 44.78 .04 4.94 4.38 .09( ) .04( ) 6.26(S) AN ) 1.25( ) .00( ) 1.60(0) .08( ) .34( ) 9.25(S) .43 .58 12.98 .28 19.39 4.92 44.78 .03 4.94 4.40 .09( ) .04( ) 6.26(S) .10( ) 1.25( ) .00( ) 1.54(0) .08( ) .34( ) 9.31(S) .42 .57 12.98 .27 19.35 4.99 44.78 .03 4.94 4.42 .08( ) .04( ) 6.26(S) AN ) 1.25( ) .00( ) 1.48(0) .08( ) .34( ) 9.37(S) .42 .56 12.98 .27 19.31 4.92 44.78 .03 4.94 4.44 .08( ) .04( ) 6.26(S) .10( ) 1.25( ) .00( ) 1.42(0) .07( ) .34( ) 9.42(S) .41 .55 12.97 .26 19.27 5.00 44.78 .03 4.94 4.45 .08( ) .04( ) 6.26(S) .10( ) 1.24( ) .00( ) 1.36(0) .07( ) .35( ) 9.48(S) .40 .54 12.97 .26 19.24 4.92 44.78 .03 4.95 4.47 .08( ) .04( ) 6.26(S) .10( ) 1.24( ) .00( ) 1.30(0) .07( ) .35( ) 9.54(S) .39 .53 12.97 .25 19.21 5.00 44.78 .03 4.95 4.49 .08( ) .04( ) 6.25(S) AN ) 1.24( ) .00( ) 1.24(0) .07( ) .35( ) 9.59(S) .38 .52 12.97 .25 19.18 4.93 44.78 .03 4.96 4.51 .08( ) .04( ) 6.25(S) .09( ) 1.24( ) .00( ) 1.18(0) .07( ) .35( ) 9.65(S) .38 .51 12.97 .24 19.15 5.01 44.78 .03 4.96 4.53 .08( ) .04( ) 6.25(S) .09( ) 1.24( ) .00( ) 1.12(0) .07( ) .35( ) 9.71(S) .37 .50 12.97 .24 19.12 4.94 44.78 .03 4.97 4.55 .08( ) .04( ) 6.25(S) .09( ) 1.24( ) .00( ) 1.06(0) .07( ) .35( ) 9.76(S) .36 .49 12.97 .23 19.10 5.02 44.78 .02 4.98 4.57 .08( ) .04( ) 6.25(S) .09( ) 1.24( ) .00( ) 1.00(0) .07( ) .35( ) 9.82(S) .36 .48 12.97 .23 19.08 4.96 44.78 .02 4.99 4.59 .08( ) .04( ) 6.24(S) .09( ) 1.24( ) .00( ) .94(0) .06( ) .35( ) 9.88(S) .35 .47 12.97 .22 19.05 5.04 44.78 .02 4.99 4.61 .08( ) .04( ) 6.24(S) .09( ) 1.24( ) .00( ) .88(0) .06( ) .35( ) 9.93(S) .34 .46 12.96 .22 19.03 4.97 44.78 .02 5.00 4.62 .08( ) .04( ) 6.24(S) .09( ) 1.24( ) .00( ) .82(0) .06( ) .35( ) 9.99(S) .34 .45 12.96 .21 19.01 5.05 44.78 .02 5.01 4.64 .08( ) .04( ) 6.24(S) .09( ) 1.24( ) .00( ) .76(0) .06( ) .35( ) 10.05(S) .33 .44 12.96 .21 18.99 4.99 44.78 .02 5.02 4.66 .07( ) .04( ) 6.23(S) .09( ) 1.23( ) .00( ) .69(0) .06( ) .35( ) 10.10(S) .32 .44 12.96 .20 18.98 5.07 44.78 .02 5.03 4.68 .07( ) .04( ) 6.23(S) .09( ) 1.23( ) .00( ) .63(0) .06( ) .35( ) 10.16(S) .32 .43 12.96 .20 18.96 5.01 44.78 .02 5.04 4.70 .07( ) .04( ) 6.23(S) .09( ) 1.23( ) .00( ) .57(0) .06( ) .35( ) 10.21(S) .31 .42 12.96 .20 18.94 5.09 44.78 .02 5.05 4.72 .07( ) .04( ) 6.22(S) .08( ) 1.23( ) .00( ) .51(0) .06( ) .35( ) 10.27(S) .31 .41 12.95 .19 18.93 5.02 44.78 .02 5.06 4.74 .07( ) .03( ) 6.22(S) .08( ) 1.23( ) .00( ) .45(0) .06( ) .35( ) 10.33(S) .30 .40 12.95 .19 18.92 5.11 44.78 .02 5.07 4.76 .07( ) .03( ) 6.22(S) .08( ) 1.23( ) .00( ) .39(0) .06( ) .35( ) 10.38(S) .30 .40 12.95 .18 18.90 5.04 44.78 .02 5.08 4.77 .07( ) .03( ) 6.21(S) .08( ) 1.23( ) .00( ) .33(0) .06( ) .35( ) 10.44(S) .29 .39 12.95 .18 18.89 5.13 44.78 .02 5.09 4.79 .07( ) .03( ) 6.21(S) .08( ) 1.23( ) .00( ) .27(0) .05( ) .35( ) 10.49(S) .28. .38 12.94 .18 18.88 5.06 44.78 .02 5.10 4.81 .07( ) .03( ) 6.21(S) .08( ) 1.23( ) .00( ) .21(0) .05( ) .35( ) 10.55(S) 11 1 1 1 1 r 3 0. .28 .38 12.94 .07( ) .03( ) 6.20(S) 3 1. .27 .37 12.94 .07( ) .03( ) 6.20(S) z 2. .27 .36 12.94 .07( ) .03( ) 6.19(S) 3. .26 .36 12.93 .07( ) .03( ) 6.19(S) 3 4. .26 .35 12.93 .07( ) .03( ) 6.18(S) 3 5. .26 .35 12.93 .07( ) .03( ) 6.18(S) 3 6. .25 .34 12.92 .07( ) .03( ) 6.17(S) 3 7. .25 .33 12.92 .06( ) .03( ) 6.17(S) 3 8. .24 .33 12.92 .06( ) .03( ) 6.16(S) 3 9. .24 .32 12.91 .06( ) .03( ) 6.16(S) 3 10. .23 .32 12.91 .06( ) .03( ) 6.15(S) 3 11. .23 .31 12.91 .06( ) .03( ) 6.15(S) 3 12. .23 .31 12.90 .06( ) .03( ) 6.14(S) 3 13. .22 .30 12.90 .06( ) .03( ) 6.13(S) 3 14. .22 .m 12.90 .06( ) .03( ) 6.13(S) 3 15. .21 .29 12.89 .06( ) .03( ) 6.12(S) 3 16. .21 .29 12.89 .06( ) .03( ) 6.12(S) 3 17. .21 .28 12.89 .06( ) .03( ) 6.11(S) 3 18. .20 .28 12.88 .06( ) .03( ) 6.10(S) 19. .20 .27 12.88 .06( ) .03( ) 6.10(S) s 20. .20 .27 12.87 .06( ) .03( ) 6.09(S) 3 21. .19 .27 12.87 .06( ) .03( ) 6.08(S) 3 22. .19 .26 12.87 .06( ) .03( ) 6.08(S) 3 23. .19 .26 12.86 .06( ) .03( ) 6.07(S) 3 24. .18 .25 12.86 .06( ) .03( ) 6.06(S) 3 25. .18 .25 12.85 .06( ) .03( ) 6.06(S) 3 26. .18 .25 12.85 .06( ) .03( ) 6.05(S) 3 27. .17 .24 12.84 .05( ) .03( ) 6.04(S) 3 28. .17 .24 12.84 .05( ) .02( ) 6.03(S) 3 29. .17 .23 12.84 .05( ) .02( ) 6.03(S) 3 30. .17 .23 12.83 .05( ) .02( ) 6.02(S) 3 31. .16 .23 12.83 .05( ) .02( ) 6.01(S) 3 32. .16 .22 12.82 .05( ) .02( ) 6.00(S) 3 33. .16 .22 12.82 .05( ) .02( ) 6.00(S) 3 34. .15 .22 12.81 .05( ) .02( ) 5.99(S) 3 35. .15 .21 12.81 .05( ) .02( ) 5.98(S) 36. .15 .21 12.80 .05( ) .02( ) 5.97(S) 3 37. .15 .21 12.80 .05( ) .02( ) 5.96(S) 3 38. .14 .20 12.79 .05( ) .02( ) 5.96(S) .17 18.87 5.15 44.78 .08( ) 1.23( ) .00( ) .15(0) .17 18.86 5.09 44.78 .08( ) 1.23( ) .00( ) .09(0) .17 18.85 5.17 44.78 .08( ) 1.23( ) .00( ) .02(0) .16 18.84 5.11 21.86 .08( ) 1.23( ) .00( ) 1.75( ) .16 18.83 5.19 .50 .08( ) 1.23( ) .00( ) .26( ) .16 18.82 5.13 .45 .08( ) 1.23( ) .00( ) .25( ) .15 18.81 5.21 .43 .08( ) 1.23( ) .00( ) .24( ) .15 18.80 5.14 .41 .08( ) 1.23( ) .00( ) .24( ) .15 18.79 5.21 .40 .07( ) 1.23( ) .00( ) .23( ) .15 18.77 5.14 .39 .07( ) 1.23( ) .00( ) .23( ) .14 18.76 5.21 .38 .07( ) 1.23( ) .00( ) .23( ) .14 18.74 5.14 .37 .07( ) 1.23( ) .00( ) .23( ) .14 18.72 5.21 .36 .07( ) 1.23( ) .00( ) .22( ) .14 18.70 5.13 .35 .07( ) 1.22( ) .00( ) .22( ) .13 18.68 5.20 .34 .07( ) 1.22( ) .00( ) .22( ) .13 18.67 5.12 .33 07( ) 1.22( ) .00( ) .22( ) .13 18.65 5.19 .33 .07( ) 1.22( ) .00( ) .21( ) .13 18.63 5.12 .32 .07( ) 1.22( ) .00( ) .21( ) .12 18.61 5.18 .31 .07( ) 1.22( ) .00( ) .21( ) .12 18.59 5.11 .31 .07( ) 1.22( ) .00( ) .21( ) .12 18.57 5.17 .30 .07( ) 1.22( ) .00( ) .21( ) .12 18.55 5.09 .30 .07( ) 1.22( ) .00( ) .20( ) .11 18.53 5.16 .29 .07( ) 1.22( ) .00( ) .20( ) .11 18.51 5.08 .29 .06( ) 1.22( ) .00( ) .20( ) .11 18.49 5.15 .28 .06( ) 1.22( ) .00( ) .20( ) .11 18.47 5.07 .28 .06( ) 1.22( ) .00( ) .20( ) .11 18.45 5.14 .27 .06( ) 1.22( ) .00( ) .20( ) .10 18.43 5.06 .27 .06( ) 1.22( ) .00( ) .19( ) .10 18.41 5.13 .26 .06( ) 1.21( ) .00( ) .19( ) .10 18.39 5.05 .26 .06( ) 1.21( ) .00( ) .19( ) .10 18.38 5.12 .25 .06( ) 1.21( ) .00( ) .19( ) .10 18.36 5.04 .25 .06( ) 1.21( ) .00( ) .19( ) .10 18.34 5.11 .25 .06( ) 1.21( ) .00( ) .19( ) .09 18.32 5.03 .24 .06( ) 1.21( ) .00( ) .19( ) .09 18.30 5.10 .24 .06( ) 1.21( ) .00( ) .18( ) .09 18.28 5.02 .23 .06( ) 1.21( ) .00( ) .18( ) .09 18.27 5.09 .23 .06( ) 1.21( ) .00( ) .18( ) .09 18.25 5.01 .23 .06( ) 1.21( ) .00( ) .18( ) .09 18.23 5.08 .22 .06( ) 1.21( ) .00( ) .18( ) -0-a5- .02 5.11 4.83 .05( ) .35( ) 10.61(S) .01 5.12 4.85 .05( ) .35( ) 10.66(S) .01 5.13 4.87 .05( ) .35( ) 10.72(S) .01 5.15 4.88 .05( ) .35( ) 10.76(S) .01 5.16 4.88 .05( ) .35( ) 10.77(S) .01 5.16 4.88 .05( ) .35( ) 10.76(S) .01 5.17 4.88 .05( ) .35( ) 10.76(S) .01 5.17 4.88 .05( ) .35( ) 10.75(S) .01 5.17 4.88 .05( ) .35( ) 10.75(S) .01 5.18 4.88 .05( ) .35( ) 10.74(S) .01 5.17 4.87 .05( ) .35( ) 10.74(S) .01 5.17 4.87 .04( ) .35( ) 10.73(S) .01 5.17 4.87 .04( ) .35( ) 10.72(S) .01 5.17 4.87 .04( ) .35( ) 10.72(S) .01 5.16 4.87 .04( ) .35( ) 10.71(S) .01 5.16 4.86 .04( ) .35( ) 10.71(S) .01 5.16 4.86 .04( ) .35( ) 10.70(S) .01 5.15 4.86 .04( ) .35( ) 10.70(S) .01 5.15 4.86 .04( ) .35( ) 10.69(S) .01 5.14 4.86 .04( ) .35( ) 10.69(S) .01 5.14 4.86 .04( ) .35( ) 10.68(S) .01 5.13 4.85 .04( ) .35( ) 10.67(S) .01 5.13 4.85 .04( ) .35( ) 10.67(S) .01 5.12 4.85 .04( ) .35( ) 10.66(S) .01 5.12 4.85 .04( ) .35( ) 10.66(S) .01 5.11 4.85 .03( ) .35( ) 10.65(S) .01 5.10 4.84 .03( ) .35( ) 10.65(S) .01 5.10 4.84 .03( ) .35( ) 10.64(S) .01 5.09 4.84 .03( ) .35( ) 10.63(S) .01 5.09 4.84 .03( ) .35( ) 10.63(S) .01 5.08 4.84 .03( ) .35( ) 10.62(S) .01 5.08 4.83 .03( ) .35( ) 10.62(S) .00 5.07 4.83 .03( ) .35( ) 10.61(S) .00 5.07 4.83 .03( ) .35( ) 10.61(S) .00 5.06 4.83 .03( ) .35( ) 10.60(S) .00 5.05 4.83 .03( ) .35( ) 10.59(S) .00 5.05 4.83 .03( ) .35( ) 10.59(S) .00 5.04 4.82 .03( ) .35( ) 10.58(S) .00 5.04 4.82 .03( ) .35( ) 10.58(S) I n 3 39. .14 .20 12.79 .05( ) .02( ) 5.95(S) 3 40. .14 .20 12.78 .05( ) .02( ) 5.94(S) z 41. .14 .19 12.78 .05( ) .02( ) 5.93(S) 42. .13 .19 12.77 .05( ) .02( ) 5.92(S) 3 43. .13 .19 12.77 .05( ) .02( ) 5.91(S) 3 44. .13 .19 12.76 .05( ) .02( ) 5.90(S) 3 45. .13 .18 12.76 .05( ) .02( ) 5.90(S) 3 46. .13 .18 12.75 .05( ) .02( ) 5.89(S) 3 47. .12 .18 12.75 .05( ) .02( ) 5.88(S) 3 48. .12 .17 12.74 .05( ) .02( ) 5.87(S) 3 49. .12 .17 12.74 .05( ) .02( ) 5.86(S) 3 50. .12 .17 12.73 .04( ) .02( ) 5.85(S) 3 51. .12 .17 12.72 .04( ) .02( ) 5.84(S) 3 52. .11 .16 12.72 .04( ) .02( ) 5.83(S) 3 53. .11 .16 12.71 .04( ) .02( ) 5.82(S) 3 54. .11 .16 12.71 .04( ) .02( ) 5.81(S) 3 55. .11 .16 12.70 .04( ) .02( ) 5.80(S) 3 56. .11 .15 12.70 .04( ) .02( ) 5.79(S) 3 57. .10 .15 12.69 .04( ) .02( ) 5.79(S) 58. .10 .15 12.68 .04( ) .02( ) 5.78(S) 59. .10 .15 12.68 .04( ) .02( ) 5.77(S) 4 0. .10 .15 12.67 .04( ) .02( ) 5.76(S) 4 1. .10 .14 12.67 .04( ) u( ) 5.75(S) 4 2. .10 .14 12.66 .04( ) .02( ) 5.74(S) 4 3. .09 .14 12.65 .04( ) .02( ) 5.73(S) 4 4. .09 .14 12.65 .04( ) .02( ) 5.72(S) 4 5. .09 .14 12.64 .04( ) .02( ) 5.71(S) 4 6. .09 .13 12.64 .04( ) .02( ) 5.70(S) 4 7. .09 .13 12.63 .04( ) .02( ) 5.69(S) 4 8. .09 .13 12.62 .04( ) .02( ) 5.68(S) 4 9. .08 .13 12.62 .04( ) .02( ) 5.67(S) 4 10. .08 .13 12.61 .04( ) .02( ) 5.66(S) 4 11. .08 .12 12.61 .04( ) .02( ) 5.65(S) 4 12. .08 .12 12.60 .04( ) .02( ) 5.63(S) 4 13. .08 .12 12.59 .04( ). .02( ) 5.62(S) 4 14. .08 .12 12.59 .04( ) .02( ) 5.61(S) 15. .08 .12 12.58 .04( ) .02( ) 5.60(S) 4 16. .07 .11 12.57 .04( ) .02( ) 5.59(S) 4 17. .07 .11 12.57 .04( ) .02( ) 5.58(S) .08 18.21 5.00 .06( ) 1.21( ) .00( ) .08 18.20 5.06 .06( ) 1.21( ) .00( ) .08 18.18 4.99 .06( ) 1.21( ) .00( ) .08 18.16 5.05 .05( ) 1.21( ) .00( ) .08 18.15 4.97 .05( ) 1.21( ) .00( ) .08 18.13 5.04 .05( ) 1.20( ) .00( ) .07 18.11 4.96 .05( ) 1.20( ) .00( > .07 18.10 5.03 .05( ) 1.20( ) .00( ) .07 18.08 4.96 .05( ) 1.20( ) .00( ) .07 18.06 5.02 .05( ) 1.20( ) .00( ) .07 18.05 4.95 .05( ) 1.20( ) .00( ) .07 18.03 5.02 .05( ) 1.20( ) .00( ) .07 18.02 4.94 .05( ) 1.20( ) .00( ) .07 18.00 5.01 .05( ) 1.20( ) .00( ) .06 17.99 4.93 .05( ) 1.20( ) .00( ) .06 17.97 5.00 .05( ) 1.20( ) .00( ) .06 17.96 4.92 .05( ) 1.20( ) .00( ) .06 17.94 4.99 .05( ) 1.20( ) .00( ) .06 17.92 4.91 .05( ) 1.20( ) .00( ) .06 17.91 4.98 .05( ) 1.20( ) .00( ) .06 17.89 4.90 .05( ) 1.20( ) .00( ) .06 17.88 4.97 .05( > 1.20( ) .00( ) .06 17.87 4.89 .05( ) 1.20( ) .00( ) .05 17.85 4.96 .05( ) 1.20( ) .00( ) .05 17.84 4.88 .04( ) 1.19( ) .00( ) .05 17.82 4.95 .04( ) 1.19( ) .00( ) .05 17.81 4.87 .04( ) 1.19( ) .00( ) .05 17.79 4.94 .04( ) 1.19( ) .00( ) .05 17.78 4.87 .04( ) 1.19( ) .00( ) .05 17.76 4.94 .04( ) 1.19( ) .00( ) .05 17.75 4.86 .04( ) 1.19( ) .00( ) .05 17.74 4.93 .04( ) 1.19( ) .00( ) .05 17.72 4.85 .04( ) 1.19( ) .00( ) .04 17.71 4.92 .04( ) 1.19( ) .00( ) .04 17.69 4.84 .04( ) 1.19( ) .00( ) .04 17.68 4.91 .04( ) 1.19( ) .00( ) .04 17.67 4.83 .04( ) 1.19( ) .00( ) .04 17.65 4.90 .04( ) 1.19( ) .00( ) .04 17.64 4.83 .04( ) 1.19( ))ram .00( ) 17 61- ' .22 .00 5.03 4.82 .18( ) .03( ) .35( ) 10.57(S) .22 .00 5.03 4.82 .18( ) .03( ) .35( ) 10.57(S) .21 .00 5.02 4.82 .18( ) .03( ) .35( ) 10.56(S) .21 .00 5.02 4.81 .17( ) .03( ) .35( ) 10.55(S) .21 .00 5.01 4.81 .17( ) .03( ) .35( ) 10.55(S) .20 .00 5.01 4.81 .17( ) .03( ) .35( ) 10.54(S) .20 .00 5.00 4.81 .17( ) .03( ) .35( ) 10.54(S) .20 .00 5.00 4.81 .17( ) .03( ) .35( ) 10.53(S) .19 .00 4.99 4.80 .17( ) .03( ) .35( ) 10.52(S) .19 .00 4.99 4.80 .17( ) .03( ) .35( ) 10.52(S) .19 .00 4.98 4.80 .17( ) .02( ) .35( ) 10.51(S) .19 .00 4.98 4.80 .16( ) .02( ) .35( ) 10.51(S) .18 .00 4.97 4.80 .16( ) .02( ) .35( ) 10.50(S) .18 .00 4.97 4.79 .16( ) .02( ) .35( ) 10.50(S) .18 .00 4.96 4.79 .16( ) .02( ) .35( ) 10.49(S) .17 .00 4.96 4.79 .16( ) .02( ) .35( ) 10.48(S) .17 .00 4.95 4.79 .16( ) .02( ) .35( ) 10.48(S) .17 .00 4.95 4.79 .16( ) .02( ) .35( ) 10.47(S) .17 .00 4.95 4.78 .16( ) .02( ) .35( ) 10.47(S) .16 .00 4.94 4.78 .16( ) .02( ) .35( ) 10.46(S) .16 .00 4.94 4.78 .15( ) .02( ) .34( ) 10.45(S) .16 .00 4.93 4.78 .15( ) .02( ) .34( ) 10.45(S) .16 .00 4.93 4.78 .15( ) .02( ) .34( ) 10.44(S) .16 .00 4.92 4.77 .15( ) .02( ) .34( ) 10.44(S) .15 .00 4.92 4.77 .15( ) .02( ) .34( ) 10.43(S) .15 .00 4.92 4.77 .15( ) .02( ) .34( ) 10.42(S) .15 .00 4.91 4.77 .15( ) .02( ) .34( ) 10.42(S) .15 .00 4.91 4.77 .15( ) .02( ) .34( ) 10.41(S) .14 .00 4.90 4.76 15( ) .02( ) .34( ) 10.41(S) .14 .00 4.90 4.76 .14( ) .02( ) .34( ) 10.40(S) .14 .00 4.89 4.76 .14( ) .02( ) .34( ) 10.39(S) .14 .00 4.89 4.76 .14( ) .02( ) .34( ) 10.39(S) .14 .00 4.89 4.76 .14( ) .02( ) .34( ) 10.38(S) .13 .00 4.88 4.75 .14( ) .02( ) .34( ) 10.38(S) .13 .00 4.88 4.75 .14( ) .02( ) .34( ) 10.37(S) .13 .00 4.87 4.75 .14( ) .02( ) .34( ) 10.36(S) .13 .00 4.87 4.75 .14( ) .02( ) .34( ) 10.36(S) .13 .00 4.87 4.75 .14( ) .02( ) .34( ) 10.35(S) .12 .00 4.86 4.74 .14( ) .02( ) .34( ) 10.35(S) 0 I 1 1 4 18. .07 .11 12.56 .04 17.63 4.90 .12 .00 4.86 4.74 .03( ) .02( ) 5.57(S) .04( ) 1.19( ) .00( ) .14( ) .02( ) .34( ) 10.34(S) 4 19. .07 .11 12.55 .04 17.61 4.82 .12 .00 4.86 4.74 .03( ) .02( ) 5.56(S) .04( ) 1.19( ) .00( ) .13( ) .02( ) .34( ) 10.33(S) 4 20. .07 .11 12.55 .04 17.60 4.89 .12 .00 4.85 4.74 .03( ) .02( ) 5.55(S) .04( ) 1.19( ) .00( ) .13( ) .02( ) .34( ) 10.33(S) 21. .07 .11 12.54 .04 17.59 4.81 .12 .00 4.85 4.74 .03( ) .02( ) 5.54(S) .04( ) 1.19( ) .00( ) .13( ) .02( ) .34( ) 10.32(S) 4 22. .07 .11 12.53 .04 17.57 4.88 .12 .00 4.84 4.73 .03( ) .02( ) 5.53(S) .04( ) 1.19( ) .00( ) .13( ) .02( ) .34( ) 10.31(S) 4 23. .07 .10 12.53 .04 17.56 4.80 .11 .00 4.84 4.73 .03( ) .02( ) 5.52(S) .04( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.31(S) 4 24. .06 .10 12.52 .04 17.55 4.87 .11 .00 4.84 4.73 .03( ) .02( ) 5.51(S) .04( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.30(S) 4 25. .06 .10 12.51 .03 17.53 4.80 .11 .00 4.83 4.73 .03( ) .01( ) 5.50(S) .04( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.30(S) 4 26. .06 .10 12.51 .03 17.52 4.87 .11 .00 4.83 4.73 .03( ) .01( ) 5.48(S) .04( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.29(S) 4 27. .06 .10 12.50 .03 17.51 4.79 .11 .00 4.83 4.72 .03( ) .01( ) 5.47(S) .04( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.28(S) 4 28. .06 .10 12.49 .03 17.49 4.86 .11 .00 4.82 4.72 .03( ) .01( ) 5.46(S) .03( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.28(S) 4 29. .06 .09 12.49 .03 17.48 4.78 .10 .00 4.82 4.72 .03( ) .01( ) 5.45(S) .03( ) 1.18( ) .00( ) .13( ) .02( ) .34( ) 10.27(S) 4 30. .06 .09 12.48 .03 17.47 4.85 .10 .00 4.82 4.72 .03( ) .01( ) 5.44(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.27(S) 4 31. .06 .09 12.47 .03 17.45 4.77 .10 .00 4.81 4.72 .03( ) .01( ) 5.43(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.26(S) 4 32. .06 .09 12.47 .03 17.44 4.85 .10 .00 4.81 4.71 .03( ) .01( ) 5.42(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.25(S) 4 33. .05 .09 12.46 .03 17.43 4.77 .10 .00 4.81 4.71 .03( ) .01( ) 5.41(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.25(S) 4 34. .05 .09 12.45 .03 17.42 4.84 .10 .00 4.80 4.71 .03( ) .01( ) 5.39(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.24(S) 4 35. .05 .09 12.44 .03 17.40 4.76 .09 .00 4.80 4.71 .03( ) .01( ) 5.38(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.24(S) 4 36. .05 .09 12.43 .03 17.39 4.83 .09 .00 4.80 4.71 .03( ) .01( ) 5.37(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.23(S) 4 37. .05 .08 12.42 .03 17.37 4.75 .09 .00 4.79 4.70 .03( ) .01( ) 5.36(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.22(S) 4 38. .05 .08 12.40 .03 17.35 4.83 .09 .00 4.79 4.70 .03( ) .01( ) 5.35(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.22(S) 4 39. .05 .08 12.39 .03 17.33 4.75 .09 .00 4.78 4.70 .03( ) .01( ) 5.34(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.21(S) 4 40. .05 .08 12.38 .03 17.31 4.82 .09 .00 4.78 4.70 .03( ) .01( ) 5.33(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.21(S) 4 41. .05 .08 12.36 .02 17.29 4.74 .09 .00 4.78 4.69 .03( ) .01( ) 5.31(S) .03( ) 1.18( ) .00( ) .12( ) .02( ) .34( ) 10.20(S) 4 42. .05 .08 12.35 .02 17.28 4.81 .09 .00 4.78 4.69 .03( ) .01( ) 5.30(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.19(S) 4 43. .05 .08 12.34 .02 17.26 4.73 .08 .00 4.77 4.69 .03( ) .01( ) 5.29(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.19(S) 4 44. .04 .08 12.32 .02 17.24 4.81 .08 .00 4.77 4.69 .03( ) .01( ) 5.28(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.18(S) 4 45. .04 .07 12.31 .02 17.22 4.73 .08 .00 4.77 4.69 .03( ) .01( ) 5.27(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.17(S) 4 46. .04 .07 12.29 .02 17.20 4.80 .08 .00 4.76 4.68 .03( ) .01( ) 5.26(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.17(S) 4 47. .04 .07 12.28 .02 17.18 4.72 .08 .00 4.76 4.68 .03( ) .01( ) 5.24(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.16(S) 4 48. .04 .07 12.27 .02 17.16 4.79 .08 .00 4.76 4.68 .03( ) .01( ) 5.23(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.16(S) 4 49. .04 .07 12.25 .02 17.14 4.72 .08 .00 4.75 4.68 .03( ) .01( ) 5.22(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.15(S) 4 50. .04 .07 12.24 .02 17.13 4.79 .08 .00 4.75 4.68 .03( ) .01( ) 5.21(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.14(S) 4 51. .04 .07 12.23 .02 17.11 4.71 .08 .00 4.75 4.67 .02( ) .01( ) 5.20(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.14(S) 4 52. .04 .07 12.21 .02 17.09 4.78 .07 .00 4.74 4.67 .02( ) .01( ) 5.19(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.13(S) 4 53. .04 .07 12.20 .02 17.07 4.70 .07 .00 4.74 4.67 .02( ) .01( ) 5.17(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.13(S) 54. .04 .07 12.19 .02 17.05 4.77 .07 .00 4.74 4.67 .02( ) .01( ) 5.16(S) .03( ) 1.17( ) .00( ) .11( ) .02( ) .34( ) 10.12(S) 4 55. .04 .06 12.17 .02 17.03 4.70 .07 .00 4.73 4.67 .02( ) .01( ) 5.15(S) .03( ) 1.17( ) .00( ) AN ) .02( ) .34( ) 10.11(S) 4 56. .03 .06 12.16 .02 17.01 4.77 .07 .00 4.73 4.66 .02( ) .01( ) 5.14(S) .02( ) 1.17( ) .00( ) AN ) .02( ) .34( ) 10.11(S) �d 4 57. .03 .06 12.14 .02( ) .01( ) 5.13(S) 4 58. .03 .06 12.13 .02( ) .01( ) 5.11(S) 4 59. .03 .06 12.12 .02( ) .01( ) 5.10(S) 0. .03 .06 12.10 .02( > .01( ) 5.09(S) 5 1. .03 .06 12.09 .02( ) .01( ) 5.08(S) 5 2. .03 .06 12.07 .02( ) .01( ) 5.07(S) 5 3. .03 .06 12.06 .02( ) .01( ) 5.05(S) 5 4. .03 .06 12.05 .02( ) .01( ) 5.04(S) 5 5. .03 .06 12.03 .02( ) .01( ) 5.03(S) 5 6. .03 .05 12.02 .02( > .01( ) 5.02(S) 5 7. .03 .05 12.00 .02( ) .01( ) 5.01(S) 5 B. .03 .05 11.99 .02( ) .01( ) 4.99(S) 5 9. .03 .05 11.98 .02( ) .01( ) 4.98(S) 5 10. .03 .05 11.96 .02( ) .01( ) 4.97(S) 5 11. .03 .05 11.95 .02( ) .01( ) 4.96(S) 5 12. .02 .05 11.93 .02( ) .01( ) 4.94(S) 5 13. .02 .05 11.92 .02( ) .01( ) 4.93(S) 5 14. .02 .05 11.90 .02( ) .01( ) 4.92(S) 5 15. .02 .05 11.89 .02( ) .01( ) 4.91(S) " 16. .02 .05 11.88 .02( ) .01( ) 4.90(S) 17. .02 .05 11.86 .02( ) .01( ) 4.88(S) 5 18. .02 .05 11.85 .02( ) .01( ) 4.87(S) 5 19. .02 .04 11.83 .02( ) .01( ) 4.86(S) 5 20. .02 .04 11.82 .02( ) .01( ) 4.85(S) 5 21. .02 .04 11.80 .02( ) .01( ) 4.83(S) 5 22. .02 .04 11.79 .02( ) .01( ) 4.82(S) 5 23. .02 .04 11.78 .02( ) .01( ) 4.81(S) 5 24. .02 .04 11.76 .02( ) .01( ) 4.80(S) 5 25. .02 .04 11.75 .02( ) .01( ) 4.79(S) 5 26. .02 .04 11.73 .02( ) .01( ) 4.77(S) 5 27. .02 .04 11.72 .02( ) .01( ) 4.76(S) 5 28. .02 .04 11.70 .02( ) .01( ) 4.75(S) 5 29. .02 .04 11.69 .02( ) .01( ) 4.74(S) 5 30. .02 .04 11.68 .02( ) .01( ), 4.72(S) 5 31. .02 .04 11.66 .01( ) .01( ) 4.71(S) 5 32. .01 .04 11.65 .01( ) .01( ) 4.70(S) 33. .01 .04 11.63 .01( ) .01( ) 4.69(S) 5 34. .01 .04 11.62 .01( ) .01( 1 4.67(S) 5 35. .01 .03 11.60 .01( ) .01( ) 4.66(S) I .02 16.99 4.69 .02( ) 1.16( ) .00( ) .02 16.98 4.76 .02( ) 1.16( ) .00( ) .02 16.96 4.68 .02( ) 1.16( ) .00( ) .02 16.94 4.76 .02( ) 1.16( ) .00( ) .02 16.92 4.68 .02( ) 1.16( ) .00( ) .02 16.90 4.75 .02( ) 1.16( ) .00( ) .01 16.88 4.67 .02( ) 1.16( ) .00( ) .01 16.86 4.74 .02( ) 1.16( ) .00( ) .01 16.85 4.67 .02( ) 1.16( ) .00( ) .01 16.83 4.74 .02( ) 1.16( ) .00( ) .01 16.81 4.66 .02( ) 1.16( ) .00( ) .01 16.79 4.73 .02( ) 1.16( ) .00( ) .01 16.77 4.65 .02( ) 1.16( ) .00( ) .01 16.75 4.73 .02( ) 1.16( ) .00( ) .01 16.74 4.65 .02( ) 1.16( ) .00( ) .01 16.72 4.72 .02( ) 1.15( ) .00( ) .01 16.70 4.64 .02( ) 1.15( ) .00( ) .01 16.68 4.72 .02( ) 1.15( ) .00( ) .01 16.66 4.64 .02( ) 1.15( ) .00( ) .01 16.64 4.71 .02( ) 1.15( ) .00( ) .01 16.63 4.63 .02( ) 1.15( ) .00( ) .01 16.61 4.70 .02( ) 1.15( ) .00( ) .01 16.59 4.63 .02( ) 1.15( ) .00( ) .01 16.57 4.70 .02( ) 1.15( ) .00( ) .01 16.55 4.62 .02( ) 1.15( ) .00( ) .01 16.54 4.69 .02( ) 1.15( ) .00( ) .01 16.52 4.62 .02( ) 1.15( ) .00( ) .01 16.50 4.69 .02( ) 1.15( ) .00( ) .01 16.48 4.61 .02( ) 1.15( ) .00( ) .01 16.46 4.68 .02( ) 1.15( ) .00( ) .01 16.45 4.60 .02( ) 1.14( ) .00( ) .01 16.43 4.68 .02( ) 1.14( ) .00( ) .01 16.41 4.60 .02( ) 1.14( ) .00( ) .01 16.39 4.67 .01( ) 1.14( ) .00( ) .01 16.37 4.59 .01( ) 1.14( ) .00( ) .01 16.36 4.67 .01( ) 1.14( ) .00( ) .01 16.34 4.59 .01( ) 1.14( ) .00( ) .01 16.32 4.66 .01( ) 1.14( ) .00( ) .01 16.30 4.58 .01( ) 1.14( ) .00( ) .07 .00 4.73 4.66 .10( ) .02( ) .34( ) 10.10(S) .07 .00 4.72 4.66 .10( ) .02( ) .34( ) 10.09(S) .07 .00 4.72 4.66 .10( ) .02( ) .34( ) 10.09(S) .07 .00 4.72 4.66 .10( ) .02( ) .34( ) 10.08(S) .06 .00 4.72 4.65 .10( ) .02( ) .34( ) 10.08(S) .06 .00 4.71 4.65 .10( ) .02( ) .34( ) 10.07(S) .06 .00 4.71 4.65 .10( ) .02( ) .34( ) 10.06(S) .06 .00 4.71 4.65 .10( ) .02( ) .34( ) 10.06(S) .06 .00 4.70 4.65 .10( ) .02( ) .34( ) 10.05(S) .06 .00 4.70 4.64 .10( ) .02( ) .34( ) 10.05(S) .06 .00 4.70 4.64 .10( ) .02( ) .34( ) 10.04(S) .06 .00 4.70 4.64 .10( ) .02( ) .34( ) 10.03(S) .06 .00 4.69 4.64 .10( ) .02( ) .34( ) 10.03(S) .06 .00 4.69 4.64 .09( ) .02( ) .34( ) 10.02(S) .06 .00 4.69 4.63 .09( ) .02( ) .34( ) 10.02(S) .05 .00 4.68 4.63 .09( ) .02( ) .34( ) 10.01(S) .05 .00 4.68 4.63 .09( ) .02( ) .34( ) 10.00(S) .05 .00 4.68 4.63 .09( ) .02( ) .34( ) 10.00(S) .05 .00 4.68 4.63 .09( ) .02( ) .34( ) 9.99(S) .05 .00 4.67 4.62 .09( ) .02( ) .34( ) 9.98(S) .05 .00 4.67 4.62 .09( ) .02( ) .34( ) 9.98(S) .05 .00 4.67 4.62 .09( ) .02( ) .34( ) 9.97(S) .05 .00 4.66 4.62 .09( ) .02( ) .34( ) 9.97(S) .05 .00 4.66 4.61 .09( ) .02( ) .34( ) 9.96(S) .05 .00 4.66 4.61 .09( ) .02( ) .34( ) 9.95(S) .05 .00 4.66 4.61 .09( ) .02( ) .34( ) 9.95(S) .05 .00 4.65 4.61 .09( ) .02( ) .34( ) 9.94(S) .05 .00 4.65 4.61 .09( ) .02( ) .34( ) 9.94(S) .05 .00 4.65 4.60 .08( ) .02( ) .34( ) 9.93(S) .04 .00 4.64 4.60 .08( ) .02( ) .34( ) 9.92(S) .04 .00 4.64 4.60 .08( ) .02( ) .34( ) 9.92(S) .04 .00 4.64 4.60 .08( ) .02( ) .34( ) 9.91(S) .04 .00 4.64 4.60 .08( ) .02( ) .34( ) 9.90(S) .04 .00 4.63 4.59 .08( ) .02( ) .34( ) 9.90(S) .04 .00 4.63 4.59 .08( ) .02( ) .34( ) 9.89(S) .04 .00 4.63 4.59 .08( ) .02( ) .34( ) 9.89(S) .04 .00 4.63 4.59 .08( ) .02( ) .34( ) 9.88(S) .04 .00 4.62 4.59 .08( ) .02( ) .34( ) 9.87(S) .04 .00 4.62 4.58 .08( ) .02( ) .34( ) 9.87(S) 5 36. .01 .03 11.59 .01( ) .01( ) 4.65(S) 5 37. .01 .03 11.57 .01( ) .01( ) 4.64(S) 5 38. .01 .03 11.56 .01( ) .01( ) 4.62(S) 39. .01 .03 11.55 .01( ) .01( ) 4.61(S) 5 40. .01 .03 11.53 .01( ) .01( ) 4.60(S) 5 41. .01 .03 11.52 .01( ) .01( ) 4.59(S) 5 42. .01 .03 11.50 .01( ) .01( ) 4.57(S) 5 43. .01 .03 11.49 .01( ) .01( ) 4.56(S) 5 44. .01 .03 11.47 .01( ) .01( ) 4.55(S) 5 45. .01 .03 11.46 .01( ) .01( ) 4.54(S) 5 46. .01 .03 11.44 .01( ) .01( ) 4.52(S) 5 47. .01 .03 11.43 .01( ) .01( ) 4.51(S) 5 48. .01 .03 11.42 .01( ) .01( ) 4.50(S) 5 49. .01 .03 11.40 .01( ) .01( ) 4.49(S) 5 50. .01 .03 11.39 .01( ) .01( ) 4.47(S) 5 51. .01 .03 11.37 .01( ) .01( ) 4.46(S) 5 52. .01 .03 11.36 .01( ) .01( ) 4.45(S) 5 53. .01 .03 11.34 .01( ) .01( ) 4.44(S) 5 54. .01 .03 11.33 .01( ) .01( ) 4.42(S) 55. .01 .03 11.31 .01( ) .01( ) 4.41(S) 5 56. .01 .02 11.30 .01( ) .01( ) 4.40(S) 5 57. .01 .02 11.28 .01( ) .01( ) 4.39(S) 5 58. .01 .02 11.27 .01( ) .01( ) 4.37(S) 5 59. .01 .02 11.26 .01( ) .01( ) 4.36(S) 6 0. .01 .02 11.24 .01( ) .01( ) 4.35(S) THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 193 203 205 206 210 211 212 213 214 215 216 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 9 15 19 30 32 39 41 42 44 46 50 52 54 56 57 59 62 64 66 69 71 74 75 76 77 79 82 102 104 105 109 151 153 154 157 159 172 193 201 202 206 207 208 209 210 211 212 213 214 215 216 410 411 412 413 414 501 .01 16.28 4.66 .04 .00 4.62 4.58 .01( ) 1.14( ) .00( ) .08( ) .02( ) .34( ) 9.86(S) .01 16.27 4.58 .04 .00 4.62 4.58 .01( ) 1.14( ) .00( ) .08( ) .02( ) .34( ) 9.86(S) .01 16.25 4.65 .04 .00 4.61 4.58 .01( ) 1.14( ) .00( ) .08( ) .02( ) .34( ) 9.85(S) .01 16.23 4.57 .04 .00 4.61 4.58 .01( ) 1.14( ). .00( ) .08( ) .02( ) .34( ) 9.84(S) .00 16.21 4.65 .04 .00 4.61 4.57 .01( ) 1.14( ) .00( ) .08( ) .02( ) .34( ) 9.84(S) .00 16.20 4.57 .04 .00 4.61 4.57 .01( ) 1.14( ) .00( ) .08( ) .02( ) .34( ) 9.83(S) .00 16.18 4.64 .03 .00 4.60 4.57 .01( ) . 1.13( ) .00( ) .08( ) .02( ) .34( ) 9.82(S) .00 16.16 4.56 .03 .00 4.60 4.57 .01( ) 1.13( ) .00( ) .07( ) .02( ) .34( ) 9.82(S) .00 16.14 4.64 .03 .00 4.60 4.57 .01( ) 1.13( ) .00( ) .07( ) .02( ) .34( ) 9.81(S) .00 16.12 4.56 .03 .00 4.60 4.56 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.81(S) .00 16.11 4.63 .03 .00 4.59 4.56 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.80(S) .00 16.09 4.55 .03 .00 4.59 4.56 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.79(S) .00 16.07 4.63 .03 .00 4.59 4.56 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.79(S) .00 16.05 4.55 .03 .00 4.59 4.56 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.78(S) .00 16.04 4.62 .03 .00 4.58 4.55 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.78(S) .00 16.02 4.54 .03 .00 4.58 4.55 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.77(S) .00 16.00 4.62 .03 .00 4.58 4.55 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.76(S) .00 15.98 4.54 .03 .00 4.58 4.55 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.76(S) .00 15.97 4.61 .03 .00 4.57 4.55 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.75(S) .00 15.95 4.53 .03 .00 4.57 4.54 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.74(S) .00 15.93 4.61 .03 .00 4.57 4.54 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.74(S) .00 15.91 4.53 .03 .00 4.57 4.54 .01( ) 1.13( ) .00( ) .07( ) .02( ) .33( ) 9.73(S) .00 15.90 4.60 .03 .00 4.56 4.54 .01( ) 1.12( ) .00( ) .07( ) .02( ) .33( ) 9.73(S) .00 15.88 4.52 .03 .00 4.56 4.53 .01( ) 1.12( ) .00( ) .07( ) .02( ) .33( ) 9.72(S) .00 15.86 4.60 .03 .00 4.56 4.53 .01( ) 1.12( ) .00( ) .07( ) .02( ) .33( ) 9.71(S) WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Oct. 1999, FILE: RDP19a2.dat ' PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 6 7 8 9 10 11 12 13 14 15 16 18 19 86.9 79.2 117.4 2.2 117.0 84.4 139.0 14.6 195.8 106.7 12.2 139.0 13.0 12.8 87.3 85.7 91.1 23.8 155.2 20.9 114.4 130.0 134.4 672.6 743.2 47.6 26.3 144.0 37.1 904.8 896.3 265.1 177.2 131.2 225.3 46.1 46.6 24.5 278.1 33.5 144.9 126.7 157.4 141.0 556.8 360.5 360.8 205.2 8.2 50.3 47.9 194.5 214.0 193.3 167.9 47.1 141.7 47.1 171.2 15.8 23.7 20.0 59.5 52.3 427.5 106.5 143.9 82.8 102.8 256.4 62.9 139.4 478.7 44.1 68.4 722.5 890.7 3.3 2.1 .9 .1 1.1 2.2 .7 (DIRECT FLOW) .4 1.1 .1 10.8 .3 .9 .1 6.3 1.1 3.0 2.9 3.0 .6 4.2 1.7 .8 3.2 .9 5.9 5.4 .8 1.2 1.0 .1 5.2 .1 .1 1.1 .1 3.5 1.9 2.3 .8 2.2 .1 2.4 4.5 3.1 3.7 5.1 .1 .1 1.1 1.8 2.2 1.9 .1 1.2 3.9 1.2 .1 1.0 2.2 1.1 .1 2.1 .0 1.8 2.8 3.6 .1 1.0 3.0 3.8 1.4 1.1 2.6 3.9 2.0 1.7 2.8 7.0 5.7 3.1 38.5 2.6 75.3 35.6 2.3 16.8 16.6 3AW'W, 7.5 1.3 .6 0 41. 0 48. 0 37. 2 15. 1 0. 0 37. 0 37. 0 36. 0 37. 1 39. 0 43. 0 37. 2 35. 0 40. 0 45. 0 49. 1 2. 0 39. 0 38. 0 44. 0 40. 0 43. 0 40. 0 40. 0 42. 0 37. 0 36. 0 41. 1 29. 0 50. 0 52. 1 33. 0 40. 0 50. 0 36. 0 42. 0 41. 0 36. 0 37. 2 46. 0 41. 0 47. 0 53. 1 3. 1 4. 2 38. 2 40. 0 52. 4 12. 0 50. 0 58. 1 6. 0 39. 0 44. 0 40. 3 18. 0 37. 3 21. 0 40. 2 23. 0 35. 0 57. 0 46. 0 56. 1 14. 0 36. 0 42. 2 41. 2 44. 0 51. 0 45. 1 3. 0 56. 2 43. 2 45. 1 7. 1 12. C�c. - SY�L --�. SD 3�- •3'T ZlO 96 991.8 7.4 1 13. 98 53.6 .7 0 36. 102 2.6 .1 16.3 4 23. 103 61.2 .7 0 41. 104 9.2 .1 .8 0 58. 105 1.2 .1 .5 1 9. 109 51.2 .1 2.6 0 58. 115 229.1 (DIRECT FLOW) 0 41. 116 106.7 2.4 1 40. 120 24.8 (DIRECT FLOW) 0 40. 150 4.8 1.0 1 2. 151 59.3 2.6 0 36. 152 16.2 1.3 2 8. 153 4.8 1.4 1 26. 154 2.6 .7 4 27. 155 60.2 .3 0 35. 156 65.8 1.8 0 42. 157 362.0 .1 1.6 2 44. 158 61.3 .3 0 35. 159 191.7 3.7 0 38. 161 34.3 .2 0 36. 162 194.5 (DIRECT FLOW) 1 6. 163 162.9 1.9 0 39. 172 27.3 .1 1.5 0 56. 173 115.4 3.3 0 42. 184 111.8 2.9 2 47. 193 32.7 2.5 5.5 1 40. 201 61.2 2.0 0 41. 202 32.5 1.7 0 35. 203 44.8 3.4 5.9 1 3. 204 47.1 2.2 0 40. 205 1.7 1.0 2.7 2 7. 206 24.3 2.0 1.2 0 58. 207 20.0 .1 6.1 1 58. 208 20.0 .1 4.7 1 47. 209 9.0 .1 3.6 2 9. 210 24.3 2.0 .7 0 56. 211 11.3 1.5 .5 1 4. 212 44.1 2.5 4.8 1 20. 213 44.1 2.5 7.9 1 37. 214 24.3 2.0 4.2 1 41. 215 84.6 4.0 10.6 1 59. 216 24.3 2.0 1.6 1 25. 261 12.2 1.6 0 35. 400 52.2 .5 0 44. 401 174.8 2.1 0 36. 410 9.3 .1 1.6 1 7. 411 65.7 3.6 0 43. 412 58.8 2.7 0 36. 413 4.9 .1 1.4 1 19. 414 11.8 .1 2.2 2 7. 416 16.6 .6 0 45. 500 991.8 (DIRECT FLOW) 1 13. ' ENDPROGRAM PROGRAM CALLED I� I� 50< 1o.g� -1, 4- .q cr s n S O 2 1 1 2 3 4 WATERSHED 1/0 WARREN FARMS - INFRASTRUCTURE, 100 YEAR SWMM MODEL (proposed orifice plate) INTERIM REGIONAL DETENTION POND, Jan 2000, FILE: RDP19a2.dat 360 0 0 1.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 -2 .016 .25 .10 .30 .51 .50 .0018 70 400 4840 20.0 18..011 71 40111566 47.8 19..012 72 161 4660 5.3 44..008 73 158 7867 9.0 44..010 74 155 8442 9.7 26..008 3 410 1340 12.3 40..013 75 413 2584 8.9 40..012 79 156 4356 5.0 44..010 4 414 1215 37.4 12..009 78 104 1710 5.5 53..007 76 105 1618 2.6 78..012 77 6 6349 5.8 50..004 5 103 2100 24.7 40:.004 6 8 1800 40.5 39..007 7 202 300 9.7 40..010 8 11 2800 25.0 40..005 9 13 700 4.8 23..010 10 14 3000 68.4 38..011 • Basin 11 rerouted from CE 16 to 11 20314978 50.5 53..016 260 261 465 1.80 67..006 301 501 529 5.60 5..012 12 18 4000 64.9 28..003 13 416 538 2.50 20..003 14 21 749 3.40 25..006 15 120 1000 2.2 0..040 16 98 850 7.2 90..020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 19 205 980 13.4 90..008 20 27 1200 23.0 90..035 120 206 2000 19.0 40..035 21 28 300 4.8 90..010 121 204 500 10.1 90..010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 24 33 3600 47.9 40..010 25 34 4500 93.0 90..010 26 35 1700 35.3 50..010 27 36 1100 11.6 50..010 28 37 700 4.8 50..040 29 43 4200 64.5 40..009 30 40 2800 64.6 21..010 31 38 4600 57.7 40..005 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 35 47 1200 18.0 10..015 36 45 2000 18.0 90..030 37 50 7800269.0 76..030 38 51 4400 34.2 40..010 39 53 1000 32.1 3..010 40 55 7300202.3 40..007 41 172 700 5.8 90..010 42 172 1000 14.0 40..010 142 173 1200 35.5 40..010 43 74 600 26.5 7..010 44 58 4600 50.2 40..005 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 CE 203 1 17 2000 JAM 2 � 2- 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006 49 67 3200 42.2 40..010 50 57 500 7.3 65..022 150 157 2400 30.1 65..008 51 70 2600 69.7 40..007 52 79 600 16.9 70..005 53 75 600 12.3 70..005 54 81 1800 52.7 60..003 55 208 1300 56.5 40..006 56 209 1300 36.1 40..003 57 85 6500166.2 40..020 58 212 2650 80.9 40..004 59 211 300 12.7 45..006 60 78 850 28.7 59..005 61 210 500 15.1 64..009 62 213 2300108.9 41..009 63 193 1310 91.5 40..005 64 214 1100 68.9 40..004 65 88 2700 38.8 16..013 66 94 5800 84.6 19..020 67 86 1500 28.3 40..036 68 87 1800 60.0 40..010 69 95 1300 46.0 40..030 0 0 0 400 156 0 1 40.0 1100. .008 50. 50. .035 10.0 0 156 411 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 10.0 0 411 102 0 5 2.5 140. .005 0. 0. .013 2.5 10.0 140. .060 4. 4. .045 10.0 0 155 151 0 1 36.0 370. .008 50. 50. .016 10.0 0 151 102 0 5 1.25 135. .007 0. 0. .013 1.25 10.0 135. .060 4. 4. .045 10.0 0 163 159 0 1 16.0 520. .005 4. 4. .035 10.0 0 161 159 0 1 36.0 580. .008 50. 50. .016 10.0 0 159 102 0 2 5.5 70. .005 0. 0. .013 12.0 0 158 412 0 1 36.0 650. .01 50. 50. .016 10.0 0 412 102 0 5 2.0 100. .005 0. 0. .013 2.0 10.0 100. .09 50. 50. .045 10.0 0 401 163 0 1 8.0 720. .009 4. 4. .035 10.0 0 410 102 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.6 2.8 1.6 30.0 0 102 154 12 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 0.17 0.00 0.96 1.25 2.46 1.57 4.66 1.83 7.6 2.1 11.2 2.3 15.4 2.45 16.25 2.49 19.82 11.17 20.75 21.05 20.75 100.0 0 154 153 0 5 1.25 1270. .004 0. 0. .013 1.25 0.0 1270. .004 50. 50. .016 5.00 0 413 153 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.4 1.5 1.4 20.0 0 153 152 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.0 0 104 150 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .83 1.21 0.83 20.0 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 105 6 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .51 1.30 0.51 20.0 0 414 152 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 2.2 10.3 2.2 30.0 0 152 6 0 2 3.0 400. .004 0. 0. .013 8.0 0 103 201 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 201 6 0 5 1.5 100. .010 .0 .0 0.013 1.50 0.0 100. .010 50.0 50.0 0.016 5.00 0 6 7 0 5 2.5 600. .003 .0 .0 0.013 2.50 2.0 600. .003 30.0 30.0 0.016 100.00 0 7 10 0 1 4.0 1400. .008 3.0 3.0 0.040 100.00 0 8 109 0 1 4.0 1000. .007 30.0 30.0 0.016 100.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.056 1.0 0.274 1.5 0.586 1.8 `"; ' 0.972 2.1 1.420 2.3 1.753 2.5 2.028 81.2 2.028 150.0 0 109 10 8 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.015 0.9 0.528 5.7 1.436 15.3 2.287 23.0 2.527 36.0 2.614 60.0 2.614 100.0 0 202 9 0 2 2.5 100. .010 .0 .0 0.013 2.50 0 10 115 0 1 6.0 1500. .008 3.0 3.0 0.040 100.00 0 11 15 0 1 2.0 1300. .010 30.0 30.0 0.016 100.00 ' 0 116 616 0 1 4.5 1200. .006 0.0 0.0 0.013 4.5 0 13 16 0 1 2.0 500. .007 30.0 30.0 0.016 100.00 0 14 115 0 1 2.0 1400. .007 30.0 30.0 0.016 100.00 • * REVISED DETENTION POND 15 0 115 15 0 3 0 15 116 9 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.006 11.24 0.398 39.57 1.936 62.47 4.491 83.87 7.423 162.40 10.642 106.27 13.861 113.27 13.861 200.0 ' 0 16 203 0 1 12.0 1400. .010 2.0 2.0 0.016 1.00 0 18 12 0 1 2.0 1500. .012 30.0 30.0 0.016 100.00 0 12 19 0 3 5.0 50. .010 .0 .0 0.013 5.00 * SMALL PORTION OF REGIONAL DETENTION 0 19 29 7 2 0.1 1000. POND .010 19 .0 .0 0.100 1.50 .0 .0 0.05 2.53 0.70 5.24 2.05 8.16 3.62 10.39 5.39 12.45 6.30 13.00 6.3 0.0 0 120 29 0 3. 5.0 400. .010 .0 .0 0.013 5.00 0 21 416 0 1 2.0 450. , .003 30.0 30.0 0.023 1.00 0 203 501' 0 2 3.4 147. .002 0.0 0.0 0.013 3.40 0 261 501 0 2 2.0 486. .003 0.0 0.0 0.013 2.00 0 416 120 0 1 2.0 600. .003 30.0 30.0 0.023 1.00 * LARGE PORTION OF REGIONAL DETENTION 0 501 416 9 2 0.1 1000. POND .010 19 (INCLUDING SITE .0 .0 POND 501) 0.100 1.50 .0 .0 0.35 1.56 2.03 2.64 4.74 3.44 7.90 4.11 9.05 4.31 13.63 5.84 19.99 8.01 27.04 9.75 0 98 34 0 1 1.0 600. .015 30.0 30.0 0.023 1.00 0 24 25 0 1 10.0 800. .0004 3.0 3.0 0.030 100.00 0 25 26 0 1 10.0 1200. .0004 3.0 3.0 0.030 100.00 0 26 27 0 1 10.0 400. .0004 3.0 3.0 0.030 100.00 0 27 50 0 1 10.0 3200. .0004 3.0 3.0 0.030 100.00 0 205 26 0 2 1.0 100. .002 .0 .0 0.013 1.00 0 206 50 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 204 34 0 5 1.5 1200. .004 .0 .0 0.013 1.50 1.0 1200. .004 30.0 30.0 0.016 100.00 0 28 30 0 1 2.0 800. .002 30.0 30.0 0.016 100.00 ' 0 29 34 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 0 30 32 0 2 2.0 2200. .012 .0 .0 0.016 2.00 0 31 32 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 ' 0 32 40 0 2 4.5 1650. .006 .0 .0 0.013 4.50 0 33 40 0 1 2.0 2600. .010 30.0 30.0 0.016 100.00 0 34 35 0 5 4.5 2300. .010 .0 .0 0.013 4.50 0 35 40 0 4 5.0 10.0• 2300. 900. .010 .003 30.0 4.0 30.0 4.0 0.016 0.040 100.00 6.00 58.0 900. .003 30.0 30.0 0.060 100.00 0 36 51 0 1 1.0 1100. .006 30.0 4.0 0.016 100.00 0 37 49 0 1 3.0 800. .013 3.0 3.0 0.040 100.00 0 38 39 0 1 2.0 2400. .005 30.0 30.0 0.016 100.00 ' 0 39 42 7 2 0.1 1000. .005 .0 .0 0.100 0.10 .0 0. 0.232 4.5•' 1.213 12.0 2.561 14.5 4.085 16.9 5.352 18.0 5.775 42.0 0 40 41 0 4 15.0 47.0 1000. 1000. .002 .002 4.0 100.0 4.0 100.0 0.040 0.060 4.00 100.00 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 0.001 0.0 0.016 101.5 0.099 290.8 0.300 498.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 55 12 2 .1 150. .010 .0 .0 0.013 .01 0. .0 0.007 1.7 0.077 12.5 0.359 31.0 1.37 54.0 4.07 93.0 8.68 137.0 14.64 184.0 21.63 0 43 218.0 44 0 1 25.4 2.0 230.0 2150. .006 29.2 30.0 243.0 30.0 37.2 0.016 262.0 100.00 ! Z\4 I I I F I I I I C 0 44 58 6 2 .0 .0 2.242 102. 0 45 49 0 5 0 46 49 0 5 0 47 46 0 5 0 48 47 0 1 0 49 50 0 1 0 50 53 5 2 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52 53 0 5 0 53 54 0 5 0 54 55 0 5 0 55 56 0 1 0 56 57 8 2 0.0 0.0 6.786 204.7 0 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 157 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 0 63 64 0 1 0 64 66 0 5 0 65 66 0 1 0 66 69 7 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 17.2 0 172 173 6 2 .0 0.0 3.384 30.5 0 173 56 0 5 0 74 173 0 2 0 75 76 8 1 .0 .0 0.738 3.0 0 79 76 3 2 0.1 1700. .002 .0 0.185 10.5 0.866 4.476 308. 3.0 900. .015 .0 5.0 900. .015 100.0 1.5 500. .020 .0 2.0 500. .020 30.0 2.0 1300. .017 .0 2.0 1300. .017 30.0 1.0 500. .002 30.0 10.0 500. .016 5.0 .1 1. .016 .0 90.0 40.0 250. 1.5 2400. .010 .0 2.0 2400. .010 30.0 2.0 1300. .005 .0 3.0 1300. .005 4.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.42 222.0 1.60 2.44 404.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.27 10.35 740.0 10.71 11.80 1176.0 2.0 2400. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .1 800. .010 .0 9.834 .0 16.533 1. 24 0 54 2.0 1300. .005 30.0 3.0 1400. .008 .0 2.0 1400. .008 30.0 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 • 3.8 0.394 40.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5 2.0 1600. .004 30.0 0.1 1000. .004 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.435 6.488 34.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 2.5 100. .010 .0 .1 1000. .001 1.0 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 .0 0.100 0.10 21.3 1.884 24.4 .0 0.013 3.00 100.0 0.016 100.00 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 1.0 0.016 100.00 5.0 0.040 100.00 .0 1.000 .01 220.0 460.0 560.0 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 13.0 0.040 100.00 3.0 0.040 100.00 .0 0.013 2.00 39.0 1.536 90.0 358.4 56.319 411.3 .0 0.013 0.1 23.0 0.37 81.0 235.0 1.78 264.0 514.0 3.10 653.0 .0 0.023 0.1 48.0 0.04 92.0 308.0 1.55 362.0 493.0 8.18 531.0 586.0 9.63 623.0 822.0 11.08 922.0 30.0 0.016 100.00 .0 0.013 1.8 0.0 3.0 0.0 3.0 0.040 100.00 4.0 0.040 100.00 .0 0.010 .01 187.5 36.487 1560 30 3000 30 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 24.2 6.983 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.481 16.4 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0.016 100.00 .0 0.023 2.50 1.0 0.100 .01 1.3 0.393 2.1 18.4 1.782 60.0 0.0 0.100 0.1 i G I I L .0 .0 0 76 77 0 5 0 77 78 0 5 0 78 88 0 1 0 211 88 0 2 0 212 94 0 2 0 210 78 0 2 0 81 207 0 1 0 207 82 3 2 .0 .0 0 82 83 0 5 0 208 83 3 2 .0 .0 0 83 184 0 5 0 209 184 3 2 .0 .0 0 184 94 0 5 0 85 215 0 1 0 215 87 0 2 0 86 216 0 1 0 216 94 0 2 0 87 95 0 1 0 88 94 0 4 0 213 90 0 2 0 214 91 0 2 0 90 91 0 5 0 91 96 0 5 0 193 96 0 2 0 94 95 0 1 0 95 96 0 1 0 96 500 0 1 0 10 1 13 16 203 261 501 ENDPROGRAM 0.580 25.0 35.0 25.0 25.0 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1400. .0084 4.0 1.5 100. .010 .0 2.5 100. .010 .0 2.0 100. .010 .0 2.5 1850. .005 30.0 0.1 1000. .010 .0 5.0 20. 7.0 4.0 1350. .004 .0 4.0 1350. .004 30.0 0.1 1000. .010 .0 3.7 20. 5.0 4.5 1300. .004 .0 4.5 1300. .004 30.0 0.1 1000. .010 .0 2.9 9. 4.0 4.5 1850. .0056 .0 4.5 1850. .0056 30.0 2.0 6500. .003 30.0 4.0 800. .003 .0 2.0 1600. .004 30.0 2.0 100. .010 .0 2600. .0004 3.0 3.0 1350. .012 4.0 1350. .012 30.0 2.5 100. .010 .0 2.0 100. .010 .0 3.0 2700. .007 .0 2.0 2700. .007 30.0 3.0 1300. .030 .0 2.0 1300. .030 1.0 2.5 100. .0055 .0 1.0 3000. .010 20.0 1300. .0004 3.0 100. .0004 3.0 21 416 120 29 19 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.013 1.50 .0 0.013 2.50 .0 0.013 2.00 30.0 0.016 100.00 .0 0.100 0.10 20. .0 0.013 2.50 30.0 0.013 100.00 .0 0.100 0.10 20. .0 0.016 3.00 30.0 0.016 100.00 .0 0.100 0.10 9. .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.013 4.00 30.0 0.040 100.00 .0 0.013 2.00 3.0 0.030 100.00 4.0 0.040 4.00 30.0 0.060 100.00 .0 0.013 2.00 .0 0.013 2.00 .0 0.013 3.00 30.0 0.016 100.00 .0 0.013 3.00 1.0 0.016 3.00 .0 0.013 2.50 20.0 0.040 100.00 3.0 0.030 100.00 3.0 0.030 100.00 1 L] I [1 FOOTHILLS BASIN SWMM MODEL EXISTING CONDITIONS 2 l�) OU m � 0 G o Eyg N y � E LL xw cW d A 3 d� d= ©o t V L N O C j C (� .LV lV SM3H 1 ¢� I Q a:0W 0 - _ O N NQ1Gh1 a N ._ I ,1 fn \'CD C\jO �/ � MM / � Cl) N (V N U 3��ibG OhtT3,>>n brv�� .N r05 FN m o - Ll- J III � •I I I 3nv �c•�w -- ,ll rn i - --- W/xOG o, Z 41 POO+ilis $asln i g Im v + A I\D �� h � � TLe�,ou�ce C'.oYiSc� hi -orris, Inc : F� • c!ollins � I COQbMwQ 0 SWMM input file FOOT4.REP: January 26, 1999 r 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 1974) (SEPTEMBER 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 j, 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 I WATERSHED 1/PROGRAM CALLED I *** ENTRY MADE TO RUNOFF MODEL *** BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 NUMBER OF TIME STEPS 360 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 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 5,04 9,00 3.72 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 'BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 SUBAREA GUTTER WIDTH N' -R OR MANHOLE (FT) 0 .0 'iu 400 4840.0 71 401 11566.0 72 161 4660.0 73 158 7867.0 74 155 8442.0 i 2.16 1.56 .24 .24 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 20.0 18.0 .0110 .016 .250 .100 .300 .51 .50 .00180 1 47.8 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 5.3 44.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 9.0 44.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 9.7 26.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 2Z2- C� 1 3 410 1340.0 12.3 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 75 413 2584.0 8.9 40.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 79 4 156 414 4356.0 1215.0 5.0 37.4 44.0 12.0 .0100 .0090 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 78 104 1710.0 5.5 53.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 105 1618.0 2.6 78.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 6 6349.0 5.8 50.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 5 103 2100.0 24.7 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 6 8 1800.0 40.5 39.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 7 202 300.0 9.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 8 11 2800.0 25.0 40.0 .0050 .016 .250 .100 .300 .51 50 .00180 1 9 10 13 14 700.0 3000.0 4.8 68.4 23.0 38.0 .0100 .0110 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 11 16 1800.0 50.5 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 12 18 4000.0 64.9 28.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 13 12 500.0 7.4 10.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 14 21 1100.0 5.9 40.0 .0130 .016 .250 .100 .300 .51 .50 .00180,.` 1 15 120 1000.0 2.2 .0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 16 98 850.0 7.2 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 17 24 800.0 3.1 80.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 25 1200.0 24.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 '18 19 205 980.0 13.4 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 20 27 1200.0 23.0 90.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 120 206 2000.0 19.0 40.0 .0350 .016 .250 .100 .300 .51 .50 .00180 1 21 28 300.0 4.8 90.0 .0100 .016 .250 .100 1 121 204 500.0 10.1 90.0 .0100 .016 .250 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 22 29 1400.0 25.7 76.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 23 31 4600.0 40.1 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 24 33 3600.0 47.9 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 25 34 4500.0 93.0 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 26 35 1700.0 35.3 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 36 1100.0 11.6 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 28 37 700.0 4.8 50.0 .0400 .016 .250 .100 .300 .51 .50 .00180 1 29 30 43 40 4200.0 2800.0 64.5 64.6 40.0 21.0 .0090 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 31 38 4600.0 57.7 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 32 42 1400.0 26.9 27.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 33 48 500.0 3.7 90.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 -" 45 800.0 16.9 80.0 .0200 .016 .250. .100 .300 .51 .50 .00180 1 47 1200.0 18.0 10.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 �u 45 2000.0 18.0 90.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 37 50 7800.0 269.0 76.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 38 39 51 53 4400.0 1000.0 34.2 32.1 40.0 3.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 40 55 7300.0 202.3 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 41 172 700.0 5.8 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 42 142 172 173 1000.0 1200.0 14.0 35.5 40.0 40.0 .0100 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 43 74 600.0 26.5 7.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 44 58 4600.0 50.2 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 45 62 6600.0 151.8 53.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 46 60 2400.0 30.2 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 47 63 2000.0 91.4 40.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 48 65 2000.0 74.1 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 49 67 3200.0 42.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 50 57 500.0 7.3 65.0 .0220 .016 .250 .100 .300 .51 1 157 2400.0 30.1 65.0 .0080 .016 .250 .100 .300 .51 .50 .50 .00180 .00180 1 r150 51 70 2600.0 69.7 40.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 52 79 600.0 16.9 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 53 75 600.0 12.3 70.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 54 81 1800.0 52.7 60.0 .0030 .016 .250 .100 .300 .51 .50 .00180 1 55 208 1300.0 56.5 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 56 209 1300.0 36.1 40.0 .0030 .016 .250 .100 .300 .51 .50 .00180 i 57 85 6500.0 166.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 58 59 212 211 2650"0 300.0 80.9 12.7 40.0 45.0 .0040 .0060 016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 60 78 850.0 28.7 59.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 61 210 500.0 15.1 64.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 62 213 2300.0 108.9 41.0 .0090 .016 .250 .100 .300 .51 .50 .00180 1 63 193 1310.0 91.5 40.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 64 214 1100.0 68.9 40.0 .0040 .016 .250 .100 .300 .51 .50 .00180 1 F5 88 2700.0 38.8 16.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 94 5800.0 84.6 19.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 68 86 87 1500.0 1800.0 28.3 60.0 40.0 40.0 .0360 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 1 1 69 95 1300.0 46.0 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 81 ' TOTAL TRIBUTARY AREA (ACRES), 3278.20 11 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 3 4 70 71 72 73 74 75 76 77 0 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 2. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 3. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 4. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 6. .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 0 7. .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 0 8. .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 0 9. .1 .1 .2 .4 .1 .2 .2 .1 .1 .1 0 10. .4 .3 1.0 2.6 .8 1.5 1.2 .7 .4 .8 0 11. 1.0 .8 2.4 5.9 1.7 3.1 2.4 1.6 1.0 1.9 0 12, 2.0 1.6 3.7 9.4 2.6 4.7 3.3 2.8 1.7 3.0 0 13. 2.9 2.3 4.5 11.4 3.1 5.3 3.6 3.7 2.2 3.6 0 14. 3.8 3.1 4.9 12.4 3.3 5.6 3.6 4.3 2.5 3.9 0 15. 4.6 3.8 5.1 12.8 3.3 5.7 3.7 4.6 2.7 4.1 0 16. 5.3 4.5 5.4 13.6 3.5 6.0 3.9 5.1 2:9 4.4 0 17. 6.1 5.2 5.8 14.6 3.8 6.5 4.2 5.5 3.2 4.7 0 18. 6.7 5.7 6.0 15.1 3.9 6.6 4.3 5.7 3.3 4.8 0 19. 7.1 6.2 6.0 15.3 3.9 6.7 4.3 5.9 3.4 4.9 0 20. 7.5 6.5 6.1 15.3 3.9 6.7 4.3 5.9 3.4 4.9 0 0 21. 22. 8.6 10.5 7.6 9.2 7.5 9.7 19.0 24.5 5.0 6.5 8.6 11.1 5.7 7.4 7.1 8.9 4.1 5.2 6.1 7.8 0 23. 12.0 10.5 10.6 26.8 7.0 12.0 7.8 10.0 5.7 8.5 0 24. 13.1 11.5 11.3 28.5 7.4 12.7 8.4 10.7 6.1 9.1 0 25. 13.9 12.3 12.0 30.3 8.0 13.7 9.3 11.2 6.4 9.6 26. 16.5 14.5 15.9 40.0 10.7 18.6 13.4 14.0 8.0_ 12.6 27. 20.5 18.0 21.5 54.0 14.4 25.2 18.6 18.3 10.2 16.8 U' 28. 23.5 20.6 24.8 62.2 16.3 28.3 21.5 20.8 11.4 18.9 0 29. 25.8 22.7 27.6 69.2 17.7 30.8 24.3 22.7 11.9 20.4 0 30. 27.5 24.3 30.5 76.4 19.0 33.0 27.1 24.3 12.3 21.6 0 31. 33.7 29.6 41.0 102.6 25.3 44.2 37.0 31.3 15.6 28.5 0 32. 43.2 37.7 55.2 138.1 33.4 58.1 49.1 41.3 20.3 37.5 0 33. 49.8 43.8 63.5 158.6 36.4 63.1 54.7 46.8 21.9 41.0 0 34, 54.6 48.5 71.1 177.2 38.8 67.1 60.3 50.7 22.6 43.4 0 35. 58.5 52.3 78.6 195.6 40.6 70.1 65.0 54.0 22.9 45.2 0 36. 54.3 49.6 74.2 184.0 34.3 58.8 57.7 48.5 18.5 38.1 0 37. 46.0 43.2 65.8 162.4 26.4 44.9 47.9 39.8 13.0 29.0 0 38. 41.9 40.1 64.5 158.5 24.1 40.9 45.0 36.6 11.2 26.1 0 39. 39.8 38.7 64.3 157.7 22.7 38.6 42.8 35.2 10.4 24.6 0 40. 38.8 38.3 64.4 157.6 21.8 36.9 40.9 34.3 10.0 23.7 0 41. 36.4 36.9 61.5 150.2 19.2 32.3 36.7 31.7 8.7 20.9 0 42. 33.3 34.8 57.3 139.3 16.1 27.0 31.9 28.2 7.1 17.5 0 43. 31.3 33.6 54.9 133.2 14.7 24.5 29.3 26.2 6.4 15.9 0 44. 30.0 33.0 53.2 128.8 13.7 23.0 27.4 24.8 6.0 14.9 0 45. 29.0 32.7 51.8 125.1 13.1 21.8 25.9 23.7 5.8 14.2 0 46. 27.7 32.1 49.4 119.3 11.9 19.8 23.6 22.2 5.3 12.9 0 47. 26.2 31.2 46.7 112.4 10.6 17.6 21.3 20.4 4.7 11.5 0 48. 25.0 30.7 44.7 107.4 9.8 16.3 19.8 19.2 4.4 10.7 0 49. 24.1 30.4 43.1 103.3 9.3 15.5 18.7 18.3 4.2 10.1 0 50. 23.4 30.2 41.6 99.7 8.9 14.8 17.7 17.5 4.1 9.7 0 51. 22.4 29.8 39.8 95.1 8.2 13.7 16.4 16.5 3.8 9.0 0 0 52, 53. 21.4 20.5 29.3 28.9 37.7 36.0 90.0 85.9 7.5 7.0 12.4 11.7 15.0 14.1 15.3 14.5 3.5 3.3 8.2 7.7 0 54. 19.8 28.6 34.6 82.5 6.7 11.1 13.3 13.8 3.1 7.4 0 55. 19.2 28.4 33.4 79.4 6.4 10.7 12.7 13.3 3.1 7.1 0 56. 18.4 28.0 31.7 75.4 5.9 9.8 11.7 12.4 2.8 6.5 0 57. 17.4 27.4 29.9 70.8 5.3 8.7 10.6 11.5 2.5 5.8 0 58. 16.6 27.0 28.4 67.1 4.9 8.1 9.8 10.7 2.3 5.4 n 59. 15.9 26.6 27.1 64.0 4.6 7.6 9.2 10.2 2.2 5.1 0. 15.3 26.3 25.9 61.3 4.4 7.3 8.8 9.7 2.1 4.9 1 1. 2. 14.6 13.8 25.8 25.3 24.6 23.1 58.0 54.5 4.1 3.6 6.7 6.0 8.1 7.3 9.1 8.4 2.0 1.8 4.5 4.0 1 3. 13.2 24.8 21.9 51.6 3.3 5.5 6.7 7.8 1.6 3.7 1 4. 12.6 24.4 20.9 49.0 3.1 5.2 6.3 7.4 1.6 3.5 1 5. 12.1 24.1 19.9 46.7 3.0 4.9 5.9 7.0 1.5 3.3 22�2� �. 1 6. 11.6 23.7 18.9 44.3 2.8 4.6 5.5 6.6 1.4 3.1 1 7. 11.0 23.2 17.9 41.9 2.5 4.2 5.0 6.2 1.3 2.8 1 1 8, 9. 10.5 10.1 22.9 22.5 17.0 16.2 39.8 37.9 2.4 2.2 3.9 3.7 4.7 4.4 5.8 5.5 1.2 1.2 2.7 2.5 1 10. 9.7 22.2 15.5 36.2 2.1 3.5 4.2 5.2 1.1 2.4 11. 9.3 21.8 14.7 34.4 2.0 3.2 3.9 4.9 1.1 2.3 12. 8.9 21.5 14.0 32.6 1.8 3.0 3.5 4.6 1.0 2.1 1 13. 8.5 21.1 13.3 31.0 1.7 2.8 3.3 4.4 .9 1.9 1 14. 8.2 20.8 12.8 29.6 1.6 2.6 3.1 4.2 .9 1.8 1 15. 7.9 20.5 12.2 28.4 1.5 2.5 3.0 4.0 .9 1.8 1 16. 7.6 20.3 11.7 27.2 1.5 2.4 2.8 3.8 .8 1.7 1 17. 7.4 20.0 11.3 26.2 1.4 2.4 2.7 3.7 .8 1.6 M 1 18. 7.1 19.8 10.9 25.2 1.4 2.3 2.6 3.5 .8 1.6 1 19. 6.9 19.5 10.5 24.2 1.4 2.2 2.5 3.4 .8 1.6 1 20. 6.7 19.3 10.1 23.4 1.3 2.2 2.4 3.3 .8 1.5 _ 1 21. 6.5 19.0 9.7 22.4 1.2 2.0 2.3 3.1 .7 1.4 1 22. 6.2 18.8 9.2 21.3 1.1 1.8 2.1 2.9 .7 1.3 1 23. 6.0 18.5 8.8 20.3 1.0 1.7 1.9 2.8 .6 1.2 1 24. 5.8 18.2 8.5 19.5 1.0 1.6 1.8 2.7 .6 1.2 1 25. 5.6 18.0 8.1 18.8 1.0 1.6 1.8 2.6 .6 1.1 1 26. 5.4 17.8 7.9 18.1 .9 1.5 1.7 2.5 .6 1.1 1 27. 5.2 17.6 7.6 17.5 .9 1.5 1.6 2.4 .6 1.0 1 28. 5.1 17.3 7.3 16.9 .9 1.4 1.6 2.3 .5 1.0 1 29. 4.9 17.1 7.1 16.4 .9 1.4 1.5 2.2 .5 1.0 1 30. 4.8 17.0 6.9 15.9 .8 1.4 1.5 2.2 .5 1.0 1 31. 4.7 16.8 6.7 15.4 .8 1.4 1.5 2.1 .5 1.0 1 32. 4.5 16.6 6.5 14.9 .8 1.3 1.4 2.1 .5 1.0 1 33. 4.4 16.4 6.3 14.5 .8 1.3 1.4 2.0 .5 .9 1 34. 4.3 16.2 6.1 14.1 .8 1.3 1.4 2.0 .5 .9 1 35. 4.2 16.1 5.9 13.7 .8 1.3 1.3 1.9 .5 .9 1 36. 4.1 15.9 5.8 13.3 .8 1.3 1.3 1.9 .5 .9 1 37. 4.1 15.7 5.6 12.9 .8 1.3 1.3 1.8 .5 .9 1 38. 4.0 15.6 5.5 12.6 .8 1.2 1.2 1.8 .5 .9 1 1 39, 40. 3.9 3.8 15.4 15.3 5.3 5.2 12.3 12.0 .7 .7 1.2 1.2 1.2 1.2 1.8 1.7 .5 .5 .9 .9 1 41. 3.7 15.1 5.1 11.7 .7 1.2 1.2 1.7 .5 .9 1 42. 3.7 15.0 4.9 11.4 .7 1.2 1.1 1.7 .5 .9 1 43. 3.6 14.9 4.8 11.1 .7 1.2 1.1 1.6 .5 .9 44. 3.5 14.7 4.7 10.8 .7 1.2 1.1 1.6 .5 .8 45. 3.5 14.6 4.6 10.6 .7 1.2 1.1 1.6 .5 .8 46. 3.4 14.4 4.5 10.3 .7 1.2 1.1 1.6 .5 .8 1 47. 3.4 14.3 4.4 10.1 .7 1.2 1.1 1.6 .5 .8 1 1 48. 49. 3.3 3.3 14.2 14.0 4.3 4.2 9.9 9.7 .7 .7 1.1 1.1 1.0 1.0 1.5 1.5 .5 .5 .8 .8 1 50. 3.2 13.9 4.1 9.5 .7 1.1 1.0 1.5 .5 .8 1 51. 3.1 13.8 4.0 9.1 .6 1.0 .9 1.4 .5 .8 1 52, 3.0 13.6 3.8 8.6 .5 .9 1.3 1 53. 2.9 13.4 3.6 8.3 .5 .8 .8 .7 1.2 .4 .4 .7 .6 1 54. 2.8 13.2 3.5 8.0 .5 .7 .7 1.2 .3 .6 1 55. 2.7 13.1 3.4 7.7 .4 .7 .7 1.1 .3 .5 1 56. 2.6 12.9 3.3 7.5 .4 .7 .6 1.1 .3 .5 1 57. 2.5 12.8 3.2 7.3 .4 .7 .6 1.0 .3 .5 1 58. 2.5 12.6 3.1 7.1 .4 .6 .6 1.0 .3 .5 1 59. 2.4 12.5 3.0 6.9 .4 .6 .6 1.0 .3 .5 2 0. 2.3 12.4 3.0 6.7 .4 .6 .6 .9 .3 .5 2 1. 2.3 12.2 2.8 6.4 .3 .5 .5 .9 .2 .4 2 2. 2.1 12.0 2.7 6.1 .3 .4 .4 .8 .2 .3 2 3. 2.0 11.9 2.5 5.7 .2 .3 .4 .7 .2 .3 2 4. 1.9 11.7 2.4 5.5 .2 .3 .3 .7 .1 .2 2 5. 1.8 11.5 2.3 5.2 .2 .2 .3 .6 .1 .2 2 6. 1.8 11.4 2.2 5.0 .1 .2 .3 .6 .1 .2 2 7. 1.7 11.2 2.2 4.9 .1 .2 .2 .5 .1 .1 2 8. 1.6 11.1 2.1 4.7 .1 .2 .2 .5 .1 .1 2 9. 1.6 11.0 2.0 4.5 .1 .1 .2 .5 .1 .1 2 10. 1.5 10.8 2.0 4.4 .1 .1 .2 .4 .1 .1 �I 2 11. 1.5 10.7 1.9 4.3 .1 .1 .2 .4 .1 .1 2 12. 1.4 10.6 1.8 4.1 .1 .1 .2 .4 .0 .1 2 13. 1.4 10.5 1.8 4.0 .1 .1 .2 .4 .0 .1 2 14. 1.3 10.4 1.7 3.9 .1 .1 .2 .4 .0 .1 2 15. 1.3 10.3 1.7 3.8 .1 .1 .1 .3 .0 .1 2 16. 1.3 10.2 1.6 3.7 .0 .1 .1 .3 .0 .1 2 17. 1.2 10.0 1.6 3.6 .0 .1 .1 .3 .0 .1 18. 1.2 9.9 1.6 3.5 .0 .1 .1 .3 .0 .0 r 2 19. 20. 1.2 1.1 9.8 9.7 1.5 1.5 3.4 3.3 .0 .0 .1 .0 .1 .1 .3 .3 .0 .0 .0 .0 2 21. 1.1 9.6 1.4 3.2 .0 .0 .1 .3 .0 .0 2 22. 1.1 9.5 1.4 3.1 .0 .0 .1 .3 .0 .0 2 23. 1.0 9.5 1.4 3.0 .0 .0 .1 .3 .0 .0 1 2� 2 2 ' 2 2 24. 25. 26, 27. 28. 1.0 1.0 1.0 .9 9.4 9.3 9.2 9.1 9.0 1.3 1.3 1.3 1.2 1.2 2.9 2.9 2.8 2.7 2.7 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 2 2 29. 30. 31. 32. .9 .9 .9 .9 .8 8.9 8.8 8.7 8.7 1.2 1.1 1.1 1.1 2.6 2.5 2.5 2.4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .1 .2 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2 2 2 2 33. 34. 35. 36. .8 .8 .8 .8 8.6 8.5 8.4 8.3 1.1 1.0 1.0 1.0 2.3 2.3 2.2 2.2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 2 2 2 2 2 37. 38. 39. 40. 41. .7 .7 .7 .7 .7 8.3 8.2 8.1 8.0 8.0 1.0 .9 .9 .9 .9 2.1 2.1 2.0 2.0 1.9 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .2 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2 2 2 2 2 42. 43. 44. 45. 46. .7 .7 .6 .6 7.9 7.8 7.8 7.7 7.6 .9 .8 .8 .8 1.9 1.8 1.8 1.7 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 2 2 2 47. 48. 49. .6 .6 .6 .6 7.6 7.5 7.4 .8 .8 .7 .7 1.7 1.7 1.6 1.6 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .0 .0 .0 .0 0 .0 .0 .0 2 2 2 2 2 50. 51. 52. 53. 54. .6 .6 .5 .5 .5 7.4 7.3 7.2 7.2 7.1 .7 .7 .7 .7 .6 1.5 1.5 1.5 1.4 1.4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2 2 2 2 2 55. 56. 57. 58. 59. .5 .5 .5 .5 .5 7.0 7.0 6.9 6.9 6.8 .6 .6 .6 .6 .6 1.4 1.3 1.3 1.3 1.2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 ' 0. 1. 2. 3. .5 .5 .4 .4 6.7 6.7 6.6 6.6 .6 .5 .5 .5 1.2 1.2 1.1 1.1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 '3 3 3 3 4. 5. 6. 7. 8. .4 .4 .4 .4 6.5 6.5 6.4 6.4 6.3 .5 .5 .5 .5 1.1 1.1 1.0 1.0 1.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 9. 10. 11. 12. .4 .4 .4 .4 .4 6.3 6.2 6.2 6.1 .5 .4 .4 .4 .4 1.0 .9 .9 .9 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 13. 14. 15. 16. .4 .4 .3 .3 6.1 6.0 6.0 5.9 .4 .4 .4 .4 .9 .8 .8 .8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 17. 18. 19. 20. .3 .3 3 .3 5.9 5.8 5.8 5.7 .4 .4 .4 .3 .8 .8 .7 .7 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 21. 22. 23. .3 .3 .3 5.7 5.6 5.6 .3 .3 .3 .7 .7 .7 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 24. 25. 26. 27. .3 .3 .3 .3 5.5 5.5 5.4 5.4 .3 .3 .3 .3 .7 .6 .6 .6 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 28. 29. 30. 31. .3 .3 .3 .3 5.4 5.3 5.3 5.2 .3 .3 .3 .3 .6 .6 .6 .5 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 _ 3 3 3 3 32. 33. 34. 35. .3 .2 .2 .2 5.2 5.2 5.1 5.1 .3 .2 .2 .2 .5 .5 .5 .5 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 36. 37. 38. 39. .2 .2 .2 .2 5.0 5.0 5.0 4.9 .2 .2 .2 .2 .5 .5 .4 .4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 40. 41. .2 .2 4.9 4.8 .2 .2 .4 .4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 2 � 2' 3 3 3 3 3 42. 43. 44. 45. 46.- .2 .2 2 .2 4.8 4.8 4.7 4.7 4.7 .2 .2 .2 .2 .4 .4 .4 .4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 47. 48. 49. .2 .2 .2 .2 4.6 4.6 4.6 .2 .2 .2 .2 .3 .3 .3 .3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 3 3 50. 51. 52. 53. 54. .2 .2 .2 .2 .2 4.5 4.5 4.4 4.4 4.4 .2 .1 .1 .1 .1 .3 .3 .3 .3 .3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 3 55. 56. 57. .2 .2 .2 4.3 4.3 4.3 .1 .1 .1 .3 .3 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 3 4 4 58. 59. 0. 1. .2 .2 .1 .1. 4.3 4.2 4.2 4.2 .1 .1 .1 .1 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 2. 3. 4. 5. .1 .1 .1 .1 4.1 4.1 4.1 4.0 .1 .1 .1 .1 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 6. 7. 8. 9. .1 .1 .1 .1 4.0 4.0 3.9 3.9 .1 .1 .1 .1 .2 .2 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 .0 4 4 4 4 10. 11. 12. 13. .1 .1 .1 .1 3.9 3.9 3.8 3.8 .1 .1 .1 .1 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 14. 15. 16. 17. .1 .1 .1 .1 3.8 3.8 3.7 3.7 .1 .1 .1 .1 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 18. 19. 20. 21. .1 .1 .1 .1 3.7 3.6 3.6 3.6 .1 .1 .1 .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 22. 23. 24. 25. 26. .1 .1 .1 .1 3.6 3.5 3.5 3.5 3.5 .0 .0 .0 .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 27. 28. 29. .1 .1 .1 .1 3.4 3.4 3.4 .0 .0 .0 .0 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 4 30. 31. 32. 33. 34. .1 .1 .1 .1 .1 3.4 3.3 3.3 3.3 3.3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 35. 36. 37. .1 .1 .1 3.3 3.2 3.2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 38. 39. 40. 41. .1 .1 .1 .1 3.2 3.2 3.1 3.1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 42. 43. 44. 45. .1 .1 .1 .1 3.1 3.1 3.1 3.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 M4 4 4 4 46. 47. 48. 49. .1 .1 .1 .1 3.0 3.0 3.0 2.9 .0 .0 .0 .0 .0 .0 .0 .0 .0 .01 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 4 4 50. 51. 52. 53. .0 .0 .0 .0 2.9 2.9 2.9 2.9 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 54. 55. 56. 57. .0 .0 .0 .0 2.8 2.8 2.8 2.8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 4 4 58. 59. .0 .0 2.8 2.8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 5 5 M5 5 5 11 11 I i 0. .0 2.7 1. .0 2.7 2. .0 2.7 3. .0 2.7 4. .0 2.7 5. .0 2.6 6. .0 2.6 7. .0 2.6 B. .0 2.6 9. .0 2.6 10. .0 2.6 11. .0 2.5 12. .0 2.5 13. .0 2.5 14. .0 2.5 15. .0 2.5 16. .0 2.5 17. .0 2.4 18. .0 2.4 19. .0 2.4 20. .0 2.4 21. .0 2.4 22. .0 2.4 23. .0 2.3 24. .0 2.3 25. .0 2.3 26. .0 2.3 27. .0 2.3 28. .0 2.3 29. .0 2.2 30. .0 2.2 31. .0 2.2 32. .0 2.2 33. .0 2.2 34. .0 2.2 35. .0 2.2 36. .0 2.1 37. .0 2.1 38. .0 2.1 39. .0 2.1 40. .0 2.1 41. .0 2.1 42. .0 2.1 43. .0 2.0 44. .0 2.0 45. .0 2.0 46. .0 2.0 47. .0 2.0 48. .0 2.0 49. .0 2.0 50. .0 2.0 51. .0 1.9 52. .0 1.9 53. .0 1.9 54. .0 1.9 55. .0 1.9 56. .0 1.9 57. .0 1.9 58. .0 1.9 59. .0 1.8 0. .0 1.8 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 78 79 1. .0 .0 0 2. .0 .0 0 3. .0 .0 0 4. .0 .0 0 5. .0 .0 - 0 6. .0 .0 0 7. .0 .0 0 8. .0 0 9. .1 1 .1 n 10. .4 .8 11. .9 1.7 12. 1.7 2.6 0 13. 2.3 3.0 0 14. 2.9 3.1 0 15. 3.3 3.2 0 16. 3.7 3.4 0 0 17, 18. 4,1 4.4 3.6 3.7 0 19. 4.6 3.7 0 20. 4.7 3.7 0 0 21. 2. 5.5 .8 4.8 6. 0 23. 7 .7 6.6 0 24. 8.3 7.1 0 25. 8.8 7.6 0 26. 10.6 10.3 0 27. 13.4 14.0 0 28. 15.3 15.7 0 29. 16.6 17.1 0 30. 17.7 18.3 0 31. 22.0 24.5 0 32. 28.6 32.3 0 33. 32.5 35.1 0 34. 35.1 37.2 35. 37.0 38.9 '0 0 36. 33.2 32.6 0 37. 26.8 24.9 0 38. 24.0 22.7 0 39. 22.6 21.4 0 40. 21.7 20.5 0 41. 19.9 17.9 0 42. 17.6 15.0 0 43. 16.1 13.6 44. 1.1 12. 45. 14.4 12.1 u 46. 13.5 11.0 0 47. 12.4 9.8 0 0 48, 49. 11.6 11.0 9,1 8.6 0 50. 10.5 8.2 0 51. 9.9 7.6 0 52. 9.2 6.9 0 53. 8.7 6.5 0 54. 8.3 6.2 0 55. 8.0 6.0 0 56. 7.5 5.5 0 57. 6.9 4.9 0 58. 6.4 4.5 0 59. 6.1 4.3 1 0. 5.8 4.1 1 1. 5.4 3.7 1 2. 5.0 3.3 1 3. 4.7 3.1 1 4. 4.4 2.9 1 5. 4.2 2.7 1 6. 4.0 2.5 1 7. 3.7 2.3 1 8. 3.5 2.2 1 9. 3.3 2.0 1 10. 3. 1. � 1 11. 3.0 1.8 1 12. 2.8 1.6 1 13. 2.7 1.5 1 14. 2.5 1.5 1 15. 2.4 1.4 1 16. 2.3 1.4 17. 2.2 1.3 18. 2.2 1.3 1 . 20. 20 2.1 2.0 1.2 1.2 1 21. 1.9 1.1 1 22. 1.8 1.0 1 23. 1.7 .9 F] 1 24. 1.6 1 25. 1.6 1 26, 1.5 1 2. 1. � 28. 1.4 29. 1.4 30. 1.3 1 31. 1.3 1 32. 1.3 i 1 33. 1.3 1 34. 1.2 1 35. 1.2 1 36. 1.2 1 37. 1.2 1 38. 1.1 1 39, 1.1 1 40. 1.1 1 41. 1.1 1 42. 1.1 1 43. 1.1 1 1 4. 1.1 1 45. 1.0 1 46. 1.0 1 47. 1.0 1 48. 1.0 1 49. 1.0 1 50. 1.0 1 51. 1.0 1 52. .9 1 53. .8 1 54. .8 1 55. .8 1 56. .7 1 5. .7 1 58. .7 1 59. .7 2 0. .6 2 1. .6 2. .5 3. .5 c 4. .4 2 5. .4 2 6. .4 2 7. .3 2 8. .3 2 9. .3 2 10. .3 2 11. .3 2 12. .2 2 13. .2 2 14. .2 2 15. .2 2 16. .2 2 17. .2 f 2 18. .2 2 . .2 20 2 20. .2 2 21. .2 2 22. 1 2 23. 1 2 2. 1 2 25. .1 2 26. 1 2 27. 1 2 28. 1 2 29. 1 2 30. 1 2 31. 1 2 32. 1 2 33. 1 2 34. 1 j 2 35. 1 36. 1 3. .1 2 38. .1 2 39. .1 2 40. .1 2 41. .1 2 42. 1 .0 2 43. 1 .0 2 4. 1 2 45. .1 .0 .0 2 46. 1 .0 47. 1 .0 48. 1 .0 2 . .1 .0 2 50 50. .0 .0 2 51. .0 .0 2 52. .0 .0 2 53. 2 54. .0 .0 .0 .0 2 55. .0 .0 2 56. .0 .0 2 57. .0 .0 2 58. .0 .0 2 59. .0 .0 3 0. .0 .0 3 1. .0 .0 3 2. .0 .0 3 3. .0 .0 3 4. .0 .0 3 5. .0 .0 3 6. .0 .0 3 7. .0 .0 3 8. .0 .0 3 9. .0 .0 3 10. .0 .0 3 11. .0 .0 L 3 12. .0 .0 3 13. .0 .0 3 14. .0 .0 3 15. 3 16. .0 .0 .0 .0 3 17. .0 .0 r 3 18. .0 .0 3 19. .0 .0 20. .0 .0 21. .0 .0 22. .0 .0 3 23. .0 .0 ` 3 2. .0 .0 3 25. .0 .0 3 26. .0 .0 3 27. .0 .0 3 28. .0 .0 3 . .0 .0 3 30 30. .0 .0 3 31. .0 .0 3 32. .0 .0 ' 3 33. .0 .0 3 34. .0 .0 3 35. .0 .0 3 36. .0 .0 3 37. 3 38. .0 .0 .0 .0 3 39. .0 .0 3 40. .0 .0 3 41. .0 .0 3 4. .0 .0 3 43. .0 .0 3 44. .0 .0 3 45. .0 .0 3 4. .0 .0 �1 3 47. .0 .0 3 48. .0 .0 3 49. .0 .0 3 50. .0 .0 3 51. .0 .0 3 52. .0 .0 3 53. .0 .0 54. .0 .0 5. .0 .0 3 56. .0 .0 3 57. .0 .0 3 58. .0 .0 3 59. .0 .0 2"Z�1 1 4 0. 4 1. 4 2. 4 3. 4 4. 5. 6. 4 7. 4 8. 4 9. 4 10. 4 11, 4 1. 4 13. 4 14. 4 15. 4 1. 4 17. 4 18. 4 19. 4 20. 4 21. 4 22. 4 23. 4 24. 4 2. 4 26. 4 27. 4 28. 4 29. 4 30. 4 31. ` 4 32. 4 33. 4 34. 4 35. 4 36. 4 37. 38. 39. J 40. 4 41. 4 4. � 4 43. 4 44. 4 45. 4 46. 4 4. 4 48. 4 49. 4 50. 4 51. 4 5. 4 53. 4 54. 4 5. 4 56. 4 57. 4 58. 4 59. 5 0. 5 1. 5 2. 5 3. 5 4. 5 5. 5 6. 5 7. 5 8. 5 9. 5 10. 5 11. 12. 13, 5 14. 5 15. 5 16. 5 17. q�3.0 4 I 5 5 5 5 i 5 6 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 0. BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 L *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 3278.200 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .484 TOTAL WATERSHED OUTFLOW (INCHES) 2.092 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .314 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 GUTTER GUTTER NDP NP WIDTH OR DIAM LENGTH INVERT SLOPE SIDE SLOPES HORIZ TO VERT OVERBANK/SURCHARGE MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 400 116 0 1 CHANNEL 40.0 1100. .0080 50.0 50.0 .031 10.00 0 156 411 0 5 PIPE 1.5 780. .0100 .0 .0 .013 1.50 0 OVERFLOW 36.0 780. .0100 50.0 50.0 .016 10.00 411 102 0 5 PIPE 2.5 140. .0050 .0 .0 ,.013 2.50 0 OVERFLOW 10.0 140. .0050 4.0 4.0 .045 10.00 tc5 151 0 1 CHANNEL 36.0 370. .0080 50.0 50.0 .016 10.00 0 102 0 5 PIPE 1.3 135. .0070 .0 .0 .013 1.25 0 OVERFLOW 10.0 135. .0070 4.0 4.0 .045 10.00 163 159 0 1 CHANNEL 16.0 520. .0050 4.0 4.0 .035 10.00 0 161 159 0 1 CHANNEL 36.0 580. .0080 50.0 50.0 .016 10.00 0 159 102 0 2 PIPE 5.5 70. .0050 .0 .0 .013 12.00 0 158 412 0 1 CHANNEL 36.0 650. .0100 50.0 50.0 .016 10.00 0 412 102 0 5 PIPE OVERFLOW 2.0 10.0 100. 100. .0050 .0050 .0 50.0 .0 50.0 .013 .045 2.00 10.00 0 401 163 0 1 CHANNEL 8.0 720. .0090 4.0 4.0 .035 10.00 0 410 102 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.6 2.8 1.6 30.0 102 154 12 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .0 1.0 1.3 2.5 1.6 4.7 1.8 7.6 2.1 11.2 2.3 15.4 2.5 16.3 2.5 19.8 11.2 20.8 21.1 20.8 100.0 154 153 0 5 PIPE 1.3 1270. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 1270. .0040 50.0 50.0 .016 5.00 413 153 3 2 PIPE .1 1000. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 1.5 1.4 20.0 �I 153 152 0 5 PIPE 13 418. .0040 .0 .0 .013 1.25 0 OVERFLOW .0 418. .0040 50.0 50.0 .016 5.00 104 150 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 1.2 .8 20.0 150 152 0 2 PIPE 1.5 738. .0040 .0 .0 .013 8.00 0 105 6 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY .5 1.3 OUTFLOW .5 20.0 414 152 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 10.3 2.2 30.0 6 0 2 PIPE 3.0 400. .0040 .0 .0 .013 8.00 0 201 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 0 tut 6 0 5 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 OVERFLOW .0 100. .0100 50.0 50.0 .016 5.00 6 7 0 5 PIPE OVERFLOW 2.5 2.0 600. 600. .0030 .0030 .0 30.0 .0 30.0 .013 .016 2.50 100.00 0 7 10 0 1 CHANNEL 4.0 1400. .0080 3.0 3.0 .040 100.00 0 8 109 0 1 CHANNEL 4.0 1000. .0070 30.0 30.0 .016 100.00 0 9 10 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 1.0 2.1 1.4 2.3 1.8 2.5 2.0 81.2 2.0 150.0 109 10 8 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .9 .5 5.7 1.4 15.3 2.3 23.0 2.5 36.0 2.6 60.0 2.6 100.0 202 9 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 10 115 0 1 CHANNEL 6.0 1500. .0080 3.0 3.0 .040 100.00 0 11 15 0 1 CHANNEL 2.0 1300. .0100 30.0 30.0 .016 100.00 0 �I 116 12 0 1 CHANNEL 4.5 1200. .0060 .0 .0 .013 4.50 0 13 16 0 1 CHANNEL 2.0 500. .0070 30.0 30.0 .016 100.00 0 14 115 0 1 CHANNEL 2.0 1400. .0070 30.0 30.0 .016 100.0 115 15 0 3 .0 0. .0010 .0 .0 .001 10.00 0 15 116 9 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW - .0 .0 .0 11.2 .4 39.6 1.9 62.5 4.5 83.9 7.4 102.4 16 203 10.6 0 106.3 1 13.9 113.3 CHANNEL 13.9 2.0 200.0 2000. .0040 30.0 30.0 .016 100.00 0 203 12 0 2 PIPE 5.0 100. .0100 .0 .0 18 12 0 1 CHANNEL 2.0 1500. _0120 30.0 30.0 _016 100.00 !0 19 29 12 2 PIPE .1 1000. .0100 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 2.7 1.4 9.2 3.1 13.5 5.7 17.9 10.1 50.0 16.5 84.9 20.8 96.2 25.1 107.0 30.4 112.0 35.9 117.0 38.1 253.0 1� 29 0 3 5.0 400. .0100 .0 .0.013 5.00 a CHANNEL 2.0 1100. .0030 30.0 30.0 .023 1.00 0 98 34 0 1 CHANNEL 1.0 600. .0150 30.0 30.0 .023 1.00 0 24 25 0 1 CHANNEL 10.0 800. .0004 3.0 3.0 .030 100.00 0 25 2A 0 1 CHANNEL 10.0 1200_ _0004 3.0 3.0 _030 100.00 0 26 27 0 1 CHANNEL 10.0 .400. .0604 3.0 3.0 .030 100.00 27 50 0 1 CHANNEL 10.0 3200. .0004 3.0 3.0 .030 100.00 205 26 0 2 PIPE 1.0 100. .0020 .0 .0 .013 1.00 206 50 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 204 34 0 5 PIPE 1.5 1200. .0040 .0 .0 .013 1.50 w OVERFLOW 1.0 1200. .0040 30.0 30.0 .016 100.00 30 0 1 CHANNEL 2.0 800. .0020 30.0 30.0 .016 100.00 29 34 0 5 PIPE 3.5 800. • .0050 .0 .0 .013 3.50 OVERFLOW 10.0 800. .0050 25.0 25.0 .016 100.00 30 32 0 2 PIPE 2.0 2200. .0120 .0 .0 .016 2.00 31 32 0 1 CHANNEL 2.0 2400. .0090 30.0 30.0 .016 100.00 32 33 40 40 0 0 2 1 PIPE CHANNEL 4.5 2.0 1650. 2600. 0060 .0100 .0 30.0 .0 30.0 .013 .016 4.50 100.00 34 35 0 5 PIPE 4.5 2300. .0100 .0 :0 .013 4.50 OVERFLOW 5.0 2300. .0100 30.0 30.0 .016 100.00 35 40 0 4 CHANNEL 10.0 900. .0030 4.0 4.0 .040 6.00 OVERFLOW 58.0 900. .0030 30.0 30.0 .060 100.00 36 51 0 1 CHANNEL 1.0 1100. .0060 30.0 4.0 .016 100.00 37 49 0 1 CHANNEL 3.0 800. .0130 3.0 3.0 .040 100.00 38 39 0 1 CHANNEL 2.0 2400. .0050 30.0 30.0 .016 100.00 39 42 7 2 PIPE .1 1000. .0050 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.5 1.2 12.0 2.6 14.5 4.1 16.9 5.4 18.0 5.8 42.0 40 41 0 4 CHANNEL 15.0 1000. .0020 4.0 4.0 .040 4.00 OVERFLOW 47.0 1000. .0020 100.0 100.0 .060 100.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 RESERVOIR STORAGE'1N ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 101.5 .1 290.8 .3 498.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2731.4 42 55 12 2 PIPE .1 150. .0100 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.7 .1 12.5 .4 31.0 1.4 54.0 4.1 93.0 8.7 137.0 14.6 184.0 21.6 218.0 25.4 230.0 29.2 243.0 37.2 262.0 43 44 0 1 CHANNEL 2.0 2150. .0060 30.0 30.0 .016 100.00 44 58 6 2 PIPE .1 1700. .0020 .0 .0 .100 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.5 .9 21.3 1.9 24.4 2.2 102.0 4.5 308.0 - 49 0 5 PIPE 3.0 900. .0150 .0 .0 .013 3.00 OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 Yo 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 100.00 47 46 0 5 PIPE OVERFLOW 2.0 2.0 1300. 1300. .0170 .0170 .0 30.0 .0 30.0 .013 .016 2.00 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 49 50 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 50 53 5 2 PIPE 1 1. 0160 .0 .0 1.000 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 51 52 0 5 PIPE 1.5 2400. .0100 .0 .0 .013 1.50 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 52 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 OVERFLOW 3.0 1300. .0050 4.0 4.0 .040 100.00 7 53 54 0 5 PIPE 2.0 900. .0040 .0 .0 .013 2.00 OVERFLOW 50.0 900. .0040 4.0 4.0 .040 100.00 54 55 0 5 PIPE 2.0 1500. .0060 .0 .0 .013 2.00 OVERFLOW 3.0 1500. .0060 13.0 13.0 .040 100.00 55 56 0 1 CHANNEL 10.0 3200. .0030 3.0 3.0 .040 100.00 56 57 8 2 PIPE .1 100. .0050 .0 .0 .013 2.00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 57 157 13 2 PIPE .1 130. .0059 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 1.6 235.0 1.8 264.0 2.1 322.0 2.4 404.0 2.8 514.0 3.1 653.0 3.4 823.0 157 78 22 2 PIPE .1 157. .0046 .0 .0 .023 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.0 .0 48.0 .0 92.0 .1 136.0 .4 254.0 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 493.0 8.2 531.0 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 59 0 1 CHANNEL 2.0 2400. .0060 30.0 30.0 .016 100.00 ' 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.5 .0 3.0 .0 60 61 0 1 CHANNEL 5.0 3000. .0020 3.0 3.0 .040 100.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 100.00 0 62 162 4 2 PIPE .1 800. .0100 .0 .0 .010 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS 9.8 .0 SPILLWAY OUTFLOW 16.5 187.5 36.5 1560.0 162 66 4 3 .0 1. .0010 .0 .0 .001 10.00 78 DIVERSION TO GUTTER NUMBER 78 - TOTAL Q VS DIVERTED 0 IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 63 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 65 66 0 1 CHANNEL 2.0 1300. .0030 30.0 30.0 .016 100.00 0 �! 66 69 7 RESERVOIR 2 STORAGE IN PIPE ACRE-FEET VS .1 1000. SPILLWAY OUTFLOW .0012 .0 .0 .100 .10 0 .0 .0 .0 3.8 .4 24.2 7.0 37.8 24.5 45.8 40.9 47.4 47.7 48.0 67 66 0 1 CHANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 69 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 71 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 0 71 82 5 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 5.8 .2 9.9 2.8 13.2 8.5 16.4 11.2 17.2 172 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 6.5 34.0 173 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 2.5 100. .0100 .0 .0 .023 2.50 0 75 76 8 1 CHANNEL .1 1000. .0010 1.0 1.0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 60.0 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 OVERFLOW 1.0 700. .0030 30.0 30.0 .016 100.00 77 78 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 88 0 1 CHANNEL 5.0 1400. .0084 4.0 4.0 .036 100.00 0 Cif 88 0 2 PIPE 1.5 100. .0100 .0 .0 .013 1.50 0 212 94 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 '210 81 78 207 0 0 2 1 PIPE CHANNEL 2.0 2.5 100. 1850. .0100 .0050 .0 30.0 .0 30.0 .013 .016 2.00 100.00 0 0 207 82 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.0 20.0 7.0 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350.. .0040 30.0 30.0 .013 100.00 208 83 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 20.0 5.0 20.0 �i 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERFLOW 4.5 1300. .0040 30.0 30.0 .016 100.00 209 184 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.9 9.0 4.0 9.0 184 94 0 5 PIPE 4.5 1850. .0056 .0 .0 .013 4.50 0 OVERFLOW 4.5 1850. .0056 30.0 30.0 .016 100.00 85 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 100.00 0 215 87 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 86 216 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .040 100.00 0 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 87 95 0 1 CHANNEL 25.0 2600. .0004 3.0 3.0 .030 100.00 0 94 0 4 CHANNEL 3.0 1350. .0120 4.0 4.0 .040 4.00 0 �88 . OVERFLOW 35.0 1350. .0120 30.0 30.0 .060 100.00 213 90 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 214 91 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 3.00 96 0 2 PIPE 2.5 100. .0055 .0 .0 .013 2.50 0 '95 95 96 0 0 1 1 CHANNEL CHANNEL 1.0 25.0 3000. 1300. .0100 .0004 20.0 3.0 20.0 3.0 .040 .030 100.00 100.00 0 0 96 500 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 128 2�4 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 A. ..4GEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 6 105 152 201 0 0 0 0 0 0 0 77 0 0 0 0 0 0 0 0 0 194.0 7 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 194.0 !1 8 9 0 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 9.7 10 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 244.2 11 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 25.0 12 116 203 18 21 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 471.1 13 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 4.8 14 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 68.4 15 11 115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 16 13 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 55.3 18 19 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.9 471.1 21 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 5.9 24 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 3.1 25 24 0 0 0 0 0 0. 0 0 0 18 0 0 0 0 0 0 0 0 0 27.2 26 25 205 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.6 27 26 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 63.6 28 0 0 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 4.8 29 19 120 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 499.0 30 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.8 !i 31 0 0 0 0 0 0 0 0 0 0 23 0 0 0 0 0 0 0 0 0 40.1 32 30 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.9 33 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 47.9 34 98 204 29 0 0 0 0 0 0 0 25 0 0 0 0 0 0 0 0 0 609.3 35 34 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 644.6 36 0 0 0 0 0 0 0 0 0 0 27 0 0 0 0 0 0 0 0 0 11.6 37 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 4.8 38 0 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 57.7 39 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57.7 ! 40 32 33 35 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 802.0 41 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 802.0 42 39 41 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 886.6 ! 43 44 0 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.5 64.5 45 0 0 0 0 0 0 0 0 0 0 34 36 0 0 0 0 0 0 0 0 34.9 46 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.7 47 48 0 0 0 0 0 0 0 0 0 35 0 0 0 0 0 0 0 0 0 21.7 48 0 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 3.7 49 37 45 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.4 50 27 206 49 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 413.0 51 36 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 45.8 52 53 51 50 0 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45.8 490.9 54 53 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.9 55 42 54 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 1579.8 56 55 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1661.6 57 56 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 1668.9 58 44 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 114.7 59 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 114.7 60 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 30.2 61 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 ! 62 59 61 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 296.7 63 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 91.4 64 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91.4 65 0 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 74.1 66 162 64 65 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 ' 67 0 0 0 0 0 0 0 0 0 0 49 0 0 0 0 0 0 0 0 0 42.2 69 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 504.4 70 0 0 0 0 0 0 0 0 0 0 51 0 0 0 0 0 0 0 0 0 69.7 71 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69.7 74 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 26.5 75 0 0 0 0 0 0 0 0 0 0 53 0 0 0 0 0 0 0 0 0 12.3 76 75 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 77 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29.2 .' 78 157 77 210 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 1772.0 79 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 16.9 81 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 52.7 82 69 71 207 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 626.8 .235 A83 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 683.3 85 0 0 0 0 0 0 0 0 0 0 57 0 0 0 0 0 0 0 0 0 166.2 ' 86 87 0 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.3 226.2 88 78 211 0 0 0 0 0 0 0 0 65 0 0 0 0 0 0 0 0 0 1823.5 90 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.9 91 214 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 177.8 94 212 184 216 88 0 0 0 0 0 0 66 0 0 0 0 0 0 0 0 0 2736.7 ' 95 87 94 0 0 0 0 0 0 0 0 69 0 0 0 0 0 0 0 0 0 3008.9 96 91 193 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3278.2 98 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 7.2 ' 102 103 411 0 151 0 159 0 412 0 410 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 24.7 104 0 0 0 0 0 0 0 0 0 0 78 0 0 0 0 0 0 0 0 0 5.5 105 0 0 0 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 0 2.6 109 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40.5 116 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 337.6 ' 120 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 2.2 150 104 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.5 151 155 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 152 153 150 414 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 160.9 ' 153 154 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.0 154 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109.1 155 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 9.7 156 400 0 0 0 0 0 0 0 0 0 79 0 0 0 0 0 0 0 0 0 25.0 157 57 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 1699.0 ' 158 0 0 0 0 0 0 0 0 0 0 73 0 0 0 0 0 0 0 0 0 9.0 159 163 161 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.1 161 0 0 0 .0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0 5.3 162 62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 296.7 ' 163 401 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47.8 172 0 0 0 0 0 0 0 0 0 0 41 42 0 0 0 0 0 0 0 0 19.8 173 172 74 0 0 0 0 0 0 0 0 142 0 0 0 0 0 0 0 0 0 81.8 184 83 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 719.4 ' 193 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 91.5 201 103 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.7 202 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 9.7 203 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55.3 204 0 0 0 0 0 0 0 0 0 0 121 0 0 0 0 0 0 0 0 0 10.1 ' 205 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 13.4 206 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 19.0 207 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 52.7 ' 208 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55 56 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56.5 36.1 210 0 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 15.1 211 0 0 0 0 0 0 0 0 0 0 59 0 0 0 0 0 0 0 0 0 12.7 212 0 0 0 0 0 0 0 0 0 0 58 0 0 0 0 0 0 0 0 0 80.9 213 0 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 108.9 214 0 0 0 0 0 0 0 0 0 0 64 0 0 0 0 0 0 0 0 0 68.9 215 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 166.2 216 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.3 400 0 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 20.0 ' 401 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 47.8 410 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 12.3 411 156 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.0 412 158 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.0 413 0 0 0 0 0 0 0 0 0 0 75 0 0 0 0 0 0 0 0 0 8.9 ' 414 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 37.4 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 92 TO GUTTER 78 COMP THROUGH DIVERSION WILL LAG ONE TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. IN GUTTER DURING TIME STEP 100 AT CONVEYANCE ELEMENT 210 'NONCONVERGENCE NONCONVERGENCE IN GUTTER DURING TIME STEP 170 AT CONVEYANCE ELEMENT 216 NONCONVERGENCE IN GUTTER DURING TIME STEP 303 AT CONVEYANCE ELEMENT 213 BASIN G--FOOTHILLS BASIN--100 yr fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 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 TIME(HR/MIN) (0) 102 DENOTES STORAGE IN AC -FT 156 163 FOR SURCHARGED GUTTER 400 410 413 414 1. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 2. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 3. .00 .00 .00 .00 .00 .00 .00 ' 0 4. .00( ) .00 .01( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .01( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .01( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 6. .00 .00 .00 .00 .00 .00 .00 ' .00( ) .02( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 7. .00 .00 .00 .00 .00 .00 .00 .00( ) .02( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 8. 00 .00( ) .00 .02( ) .00 .00( ) .00 .00( ) .00 .00( ) .00 .00( ) .01 .00( ) 0 9. .00 .02 .00 .00 .00 .00 .01 .00( ) .05( ) .00( ) .00( ) .00(S) .00(S) .00( ) 0 10. .00 .16 .00 .00 .00 .00 .01 .00( ) .13( ) .00( ) .00( ) .00(S) .00(S) .00(S) ' 0 11. .00 .57 .00 .02 .01 .01 .02 .00(S) .24( ) .00( ) .00( ) .00(S) .00(S) .00(S) 0 12. .00 1.24 .03 .07 .01 .01 .03 .00(S) .35( ) .01( ) .01( ) .00(S) .01(S) .00(S) ' 0 13. .00 1.93 .12 .15 .02 .02 .04 .01(S) .44( ) .03( ) .02( ) .01(S) .01(S) .01(S) 0 14. .00 2.49 .37 .26 .03 .02 .06 0 15. .01(S) .00 .50( ) 2.91 .05( ) .86 .02( ) .40 .01(S) .04 .02(S) .03 .01(S) .09 .02(S) .54( ) .09( ) .03( ) .02(S) .02(S) .02(S) 0 16. .00 3.31 1.62 .56 .05 .04 .12 .04(S) .58( ) .13( ) .03( ) .03(S) .03(S) .02(S) 17. .00 3.72 2.65 .74 .07 .04' .15 ' .05(S) .62( ) .17( ) .04( ) .04(S) .04(S) .03(S) v 18. .00 4.09 3.91 .95 .08 .05 .18 .08(S) .65( ) .22( ) .05( ) .05(S) .05(S) .04(S) ' 0 19. .00 .10(S) 4.40 .68( ) 5.30 .26( ) 1.16 .05( ) .10 .05(S) .06 .05(S) .22 .04(S) 0 20. .00 4.67 6.73 1.38 .12 .07 .26 .13(S) .70( ) .30( ) .06( ) .06(S) .06(S) .05(S) 0 21. .00 5.42 8.21 1.68 .14 .08 .31 .17(S) .76( ) .34( ) .07( ) .08(S) .07(S) .06(S) ' 0 22. .06 6.67 9.93 2.09 .16 .09 .37 .20(S) .87( ) .38( ) .07( ) .09(S) .08(S) .08(S) 0 23. .13 7.77 11.98 2.56 .19 .11 .43 .25(S) .96( ) .43( ) .08( ) .11(S) .10(S) .09(S) ' 0 24. .22 8.78 14.27 3.08 .22 .12 .50 .31(S) 1.05( ) .47( ) .09( ) .12(S) .11(S) .10(S) 0 25. .32 9.77 16.71 3.63 .25 .14 .58 .37(S) 1.14( ) .52( ) .10( ) .14(S) .13(S) .12(S) 0 26. .43 11.29 19.54 4.43 .29 .16 .67 ' .44(S) 1.43( ) .57( ) .12( ) .17(S) .15(S) .14(S) 0 27. .56 11.60 23.49 5.62 .34 .19 .78 .52(S) 1.52( ) .63( ) .13( ) .19(S) .17(S) .16(S) 0 28. .72 12.57 28.91 7.06 .40 .22 .91 .63(S) 1.53( ) .71( ) .15( ) .23(S) .20(S) .19(S) 0 29. .91 14.19 35.54 8.70 .46 .25 1.05 .75(S) 1.56( ) .80( ) .17( ) .26(S) .23(S) .22(S) 0 30. 1.14 16.43 43.03 10.54 .52 .29 1.20 .89(S) 1.58( ) .89( ) .19( ) .30(S) .26(S) .25(S) ' 0 31. 1.27 20.27 52.33 13.27 .60 .33 1.38 1.06(S) 1.61( ) .99( ) .22( ) .34(S) .31(S) .29(S) 0 32. 1.32 26.37 65.91 17.29 .71 .39 1.61 1.27(S) 1.65( ) 1.13( ) .25( ) .40(S) .36(S) .34(S) 0 33. 1.38 33.48 84.24 22.02 .82 .46 1.88 1.55(S) 1.68( ) 1.30( ) .29( ) .47(S) .43(S) .40(S) 34. 1.45 41.25 105.49 27.36 .95 .53 2.18 0 35. 1.88(S) 1.53 1.72( ) 49.40 1.47( ) 127.97 .32( ) 33.23 .54(S) 1.09 .50(S) .61 .46(S) 2.51 2.27(S) 1.75( ) 1.63( ) .36( ) .62(S) .57(S) .53(S) 0 36. 1.60 55.16 147.53 38.12 1.22 .68 2.81 2.73(S) 1.77( ) 1.76( ) .39( ) .70(S) .64(S) .60(S) 2j� ' 0 37. 1.66 58.15 158.87 41.52 1.33 .74 3.07 3.21(S) 1.78( ) 1.83( ) .40( ) .76(S) .69(S) .65(S) 0 38. 1.72 60.53 162.65 44.38 1.43 .79 3.31 3.70(S) 1.79( ) 1.86( ) .42( ) .81(S) .74(S) .70(S) 0 39. 1.78 62.62 162.86 46.91 1.52 .84 3.53 4.19(S) 1.79( ) 1.86( ) .43( ) .87(S) .79(S) .75(S) 40. 1.83 64.52 ' 161.86 49.15 1.61 .89 3.76 4.66(S) 1.80( ) 1.85( ) .44( ) .92(S) .83(S) .80(S) 0 41. 1.88 65.61 159.95 50.75 1.69 .94 3.97 5.12(S) 1.80( ) 1.84( ) .45( ) .97(S) .87(S) .85(S) 0 42. 1.92 65.80 156.32 51.60 1.77 .98 4.17 0 43. 5.57(S) 1.96 1.80( ) 65.69 1.82( ) 151.25 .45( ) 52.04 . 1.01(S) 1.84 .91(S) 1.02 .89(S) 4.36 6.00(S) 1.80( ) 1.79( ) .45( ) 1.05(S) .95(S) .93(S) 0 44. 1.99 65.43 145.75 52.19 1.91 1.05 4.54 6.42(S) 1.80( ) 1.75( ) .46( ) 1.09(S) .98(S) .97(S) 0 45. 2.03 65.06 140.43 52.13 1.97 1.09 4.72 ' 6.81(S) 1.80( ) 1.72( ) .45( ) 1.13(S) 1.01(S) 1.01(S) 0 46. 2.07 64.39 135.32 51.78 2.03 1.12 4.90 7.19(S) 1.80( ) 1.68( ) .45( ) 1.16(S) 1.04(S) 1.04(S) ' 0 47. 2.10 7.56(S) 63.37 1.80( ) 130.07 1.65( ) 51.12 .45( ) 2.09 1.19(S) 1.15 1.07(S) 5.07 1.08(S) 0 48. 2.12 62.22 124.70 50.28 2.15 1.17 5.23 7.91(S) 1.79( ) 1.61( ) .45( ) 1.23(S) 1.09(S) 1.11(S) 0 49. 2.14 61.01 119.48 49.35 2.20 1.20 5.39 1.79( ) 1.57( ) .44( ) 1.26(S) 1.11(S) 1.15(S) '8.24(S) 0 50. 2.16 59.77 114.59 48.35 2.25 1.22 5.55 8.56(S) 1.78( ) 1.54( ) .44( ) 1.29(S) 1.14(S) 1.18(S) 0 51. 2.17 58.40 109.97 47.25 2.30 1.24 5.71 8.87(S) 1.78( ) 1.50( ) .43( ) 1.31(S) 1.16(S) 1.22(S) ' 0 52. 2.19 56.88 105.44 46.03 2.35 1.26 5.86 9.16(S) 1.77( ) 1.47( ) .43( ) 1.34(S) 1.18(S) 1.25(S) 0 53. 2.21 55.33 100.95 44.77 2.39 1.28 6.01 9.45(S) 1.77( ) 1.43( ) .42( ) 1.36(S) 1.20(S) 1.28(S) ' 0 54. 2.22 53.78 96.64 43.49 2.43 1.30 6.16 9.72(S) 1.76( ) 1.40( ) .41( ) 1.39(S) 1.21(S) 1.31(S) 0 55. 2.23 52.26 92.59 42.23 2.47 1.32 6.30 9.97(S) 1.76( ) 1.37( ) .41( ) 1.41(S) 1.23(S) 1.34(S) 56. 2.25 50.68 88.75 40.93 2.51 1.34 6.44 10.22(S) 1.75( ) 1.34( ) .40( ) 1.43(S) 1.24(S) 1.37(S) 57. 2.26 49.01 84.92 39.57 2.55 1.35 6.57 10.45(S) 1.75( ) 1.30( ) .39( ) 1.45(S) 1.26(S) 1.40(S) ' 0 58. 2.27 10.68(S) 47.34 1.74( ) 81.10 1.27( ) 38.20 .39( ) 2.58 1.47(S) 1.37 1.27(S) 6.70 1.43(S) 0 59. 2.29 45.70 77.37 36.86 2.61 1.38 6.83 10.89(S) 1.74( ) 1.24( ) .38( ) 1.49(S) 1.28(S) 1.46(S) 1 0. 2.30 44.12 73.82 35.55 2.64 1.39 6.96 1.73( ) 1.21( ) .37( ) 1.51(S) 1.30(S) 1.48(S) '11.10(S) 1 1. 2.31 42.54 70.45 34.25 2.67 1.40 7.08 11.29(S) 1.72( ) 1.18( ) .36( ) 1.52(S) 1.31(S) 1.51(S) 1 2. 2.31 40.95 67.17 32.95 2.70 1.41 7.20 11.48(S) 1.72( ) 1.14( ) .36( ) 1.54(S) 1.32(S) 1.53(S) ' 1 3. 2.32 39.38 63.95 31.67 2.72 1.42 7.31 11.66(S) 1.71( ) 1.11( ) .35( ) 1.55(S) 1.32(S) 1.56(S) 1 4. 2.33 37.87 60.85 30.42 2.75 1.43 7.42 11.83(S) 1.70( ) 1.08( ) .34( ) 1.57(S) 1.33(S) 1.58(S) 1 5. 2.33 36.42 57.91 29.22 2.77 1.44 7.53 11.99(S) 1.70( ) 1.05( ) .33( ) 1.58(S) 1.34(S) 1.60(S) 1 6. 2.34 35.01 55.14 28.06 2.79 1.45 7.63 12.15(S) 1.69( ) 1.02( ) .33( ) 1.59(S) 1.35(S) 1.63(S) 1 7. 2.34 33.63 52.49 26.93 9.35 1.45 7.73 12.30(S) 1.69( ) 1.00( ) .32( ) 1.60(S) 1.35(S) 1.65(S) 1 B. 2.35 32.30 49.97 25.83 11.71 1.46 7.83 12.45(S) 1.68( ) .97( ) .31( ) 1.60(S) 1.36(S) 1.67(S) 1 9, 2.35 31.02 47.57 24.78 8.49 1.47 7.92 ' 12.60(S) 1.67( ) .94( ) .31( ) 1.60(S) 1.37(S) 1.69(S) 1 10. 2.36 29.81 45.32 23.77 10.94 1.47 8.01 12.73(S) 1.67( ) .92( ) .30( ) 1.60(S) 1.37(S) 1.71(S) 1 11. 2.36 28.63 43.19 22.81 7.68 1.48 8.10 12.87(S) 1.66( ) .89( ) .29( ) 1.60(S) 1.38(S) 1.73(S) ' 1 12. 2.37 27.50 41.18 21.87 10.10 1.48 8.19 12.99(S) 1.65( ) .87( )- .29( ) 1.60(S) 1.38(S) 1.75(S) 13. 2.37 26.41 39.26 20.98 6.94 1.49 8.27 ' 1 14. 13.11(S) 2.37 1.65( ) 25.37 .85( ) 37.45 .28( ) 20.12 1.60(S) 9.43 1.38(S) 1.49 1.76(S) 8.35 13.22(S) 1.64( ) .82( ) .27( ) 1.60(S) 1.39(S) 1.78(S) 1 15. 2.38 24.38 35.75 19.31 6.33 1.49 8.43 13.33(S) 1.64( ) .80( ) .27( ) 1.60(S) 1.39(S) 1.80(S) 1 16. 2.38 23.45 34.16 18.54 8.88 1.50 8.51 13.43(S) 1.63( ) .78( ) .26( ) 1.60(S) 1.39(S) 1.81(S) ' 1 17. 2.39 13.52(S) 22.57 1.63( ) 32.68 .76( ) 17.81 .26( ) 5.83 1.60(S) 1.50 1.40(S) 8.58 1.83(S) 1 18. 2.39 21.73 31.30 17.12 8.42 1.50 8.65 13.62(S) 1.62( ) .74( ) .25( ) 1.60(S) 1.40(S) 1.85(S) 19. 2.39 20.94 30.02 16.47 5.40 4.85 8.72 13.71(S) 1.61( ) .72( ) .24( ) 1.60(S) 1.40(S) 1.86(S) 1 20. 2.40 20.20 28.83 15.85 8.02 1.75 8.79 13.79(S) 1.61( ) .71( ) .24( ) 1.60(S) 1.40(S) 1.87(S) 1 21. 2.40 19.48 27.70 15.25 4.93 4.53 8.86 13.87(S) 1.60( ) .69( ) .23( ) 1.60(S) 1.40(S) 1.89(S) ' 1 22. 2.40 18.78 26.63 14.67 7.49 1.50 8.92 13.95(S) 1.60( ) .68( ) .23( ) 1.60(S) 1.40(S) 1.90(S) 1 23. 2.40 18.11 25.58 14.12 4.45 3.95 8.98 14.03(S) 1.59( ) .66( ) .22( ) 1.60(S) 1.40(S) 1.92(S) 1 24. 2.41 17.48 24.58 13.59 7.06 1.50 9.04 ' 14.10(S) 1.59( ) .65( ) .22( ) 1.60(S) 1.40(S) 1.93(S) 1 25. 2.41 16.88 23.62 13.09 4.06 3.48 9.10 14.17(S) 1.58( ) .63( ) .22( ) 1.60(S) 1.40(S) 1.94(S) 1 26. 2.41 16.31 22.71 12.61 6.70 1.50 9.15 ' 14.24(S) 1.58( ) .62( ) .21( ) 1.60(S) 1.40(S) 1.95(S) 1 27. 2.41 15.78 21.84 12.16 3.73 3.17 9.21 14.30(S) 1.57( ) .60( ) .21( ) 1.60(S) 1.40(S) 1.96(S) 1 28. 2.42 15.27 21.03 11.72 6.40 1.50 9.26 '14.36(S) 1.57( ) .59( ) .20( ) 1.60(S) 1.40(S) 1.98(S) 1 29. 2.42 14.80 20.27 11.31 3.45 2.86 9.31 14.42(S) 1.56( ) .58( ) .20( ) 1.60(S) 1.40(S) 1.99(S) 1 30. 2.42 14.35 19.56 10.93 6.13 1.50 9.36 14.48(S) 1.56( ) .57( ) .19( ) 1.60(S) 1.40(S) 2.00(S) 1 31. 2.42 13.93 18.89 10.56 3.20 2.66 9.41 14.54(S) 1.55( ) .55( ) .19( ) 1.60(S) 1.40(S) 2.01(S) 1 32. 2.42 13.54 18.26 10.20 5.90 1.50 9.45 ' 1 33. 14.59(S) 2.43 1.55( ) 13.17 .54( ) 17.66 .19( ) 9.87 1.60(S) 2.98 1.40(S) 2.44 2.02(S) 9.50 14.64(S) 1.54( ) .53( ) .18( ) 1.60(S) 1.40(S) 2.03(S) 1 34. 2.43 12.83 17.10 9.55 5.69 1.50 9.54 14.69(S) 1.54( ) .52( ) .18( ) 1.60(S) 1.40(S) 2.04(S) 35. 2.43 12.52 16.57 9.25 2.80 2.30 9.58 ' 14.74(S) 1.53( ) .51( ) .18( ) 1.60(S) 1.40(S) 2.04(S) 36. 2.43 12.23 16.08 8.96 5.46 1.50 9.62 14.79(S) 1.53( ) .51( ) .17( ) 1.60(S) 1.40(S) 2.05(S) ' 1 37. 2.43 14.84(S) 11.97 1.52( ) 15.60 .50( ) 8.69 ) 2.80 1.60(S) 2.12 1.40(S) 9.66 2.06(S) 1 38. 2.43 11.74 15.15 .17( 8.42 4.98 1.50 9.70 14.88(S) 1.52( ) .49( ) .17( ) 1.60(S) 1.40(S) 2.07(S) 1 39. 2.44 11.55 14.73 8.17 2.80 2.01 9.74 1.51( ) .48( ) .16( ) 1.60(S) 1.40(S) 2.08(S) '14.92(S) 1 40. 2.44 11.39 14.32 7.93 4.82 1.50 9.77 14.97(S) 1.51( ) .47( ) .16( ) 1.60(S) 1.40(S) 2.08(S) 1 41. 2.44 11.30 13.93 7.71 2.80 1.86 9.81 15.01(S) 1.50( ) .46( ) .16( ) 1.60(S) 1.40(S) 2.09(S) 1 42. 2.44 10.86 13.56 7.49 4.40 1.50 9.84 15.05(S) 1.28( ) .46( ) .16( ) 1.60(S) 1.40(S) 2.10(S) 1 43. 2.44 9.69 13.21 7.28 2.81 1.78 9.87 15.09(S) 1.14( ) .45( ) .15( ) 1.60(S) 1.40(S) 2.11(S) ' 1 44. 2.44 8.84 12.87 7.08 4.27 1.50 9.91 15.13(S) 1.05( ) .44( ) .15( ) 1.60(S) 1.40(S) 2.11(S) 1 45. 2.44 8.27 12.55 6.89 2.80 1.65 9.94 15.16(S) 1.00( ) .44( ) .15( ) 1.60(S) 1.40(S) 2.12(S) 1 46. 2.45 7.88 12.24 6.70 3.91 1.50 9.96 ' 15.20(S) .97( ) .43( ) .15( ) 1.60(S) 1.40(S) 2.13(S) 1 47. 2.45 7.58 11.95 6.53 2.81 1.59 9.99 15.23(S) .94( ) .42( ) .14( ) 1.60(S) 1.40(S) 2.13(S) 1 48. 2.45 7.34 11.66 6.36 3.80 1.50 10.02 ' 15.26(S) .92( ) .42( ) .14( ) 1.60(S) 1.40(S) 2.14(S) 1 49. 2.45 7.14 11.39 6.20 2.80 1.50 10.05 15.29(S) .91( ) .41( ) .14( ) 1.60(S) 1.40(S) 2.14(S) 1 50. 2.45 6.95 11.13 6.04 3.50 1.50 10.07 15.32(S) .89( ) .41( ) .14( ) 1.60(S) 1.40(S) 2.15(S) 1 51. 2.45 6.76 10.88 5.89 2.80 1.50 10.09 15.35(S) .88( ) .40( ) .14( ) 1.60(S) 1.40(S) 2.15(S) 52. 2.45 6.54 10.61 5.73 3.09 1.50 10.12 15.38(S) .86( ) .40( ) .13( ) 1.60(S) 1.40(S) 2.16(S) 1 53. 2.45 6.33 10.34 5.58 2.80 1.50 10.14 15.41(S) .84( ) .39( ) .13( ) 1.60(S) 1.40(S) 2.16(S) 1 54. 2.45 6.13 10.06 5.43 2.80 1.50 10.16 _ 15.44(S) .82( ) .38( ) .13( ) 1.60(S) 1.40(S) 2.17(S) 1 55. 2.46 5.95 9.78 5.28 2.80 1.50 10.18 15.46(S) .81( ) .38( ) .13( ) 1.60(S) 1.40(S) 2.17(S) 1 56. 2.46 5.78 9.49 5.14 2.80 1.50 10.19 15.49(S) .79( ) .37( ) .13( ) 1.60(S) 1.40(S) 2.17(S) 1 57. 2.46 5.61 9.21 5.00 2.80 1.50 10.21 15.51(S) '.78( ) .36( ) .12( ) 1.60(S) 1.40(S) 2.18(S) 58. 2.46 5.46 8.94 4.87 2.80 1.50 10.23 15.54(S) .77( ) .36( ) .12( ) 1.60(S) 1.40(S) 2.18(S) 1 59. 2.46 5.32 8.68 4.74 2.80 1.50 10.24 15.56(S) .76( ) .35( ) .12( ) 1.60(S) 1.40(S) 2.18(S) 2 0. 2.46 5.18 8.44 4.62 2.80 1.50 10.25 ' 2 1. 15.58(S) 2.46 .74( ) 5.03 .35( ) 8.20 .12( ) 4.49 1.60(S) 2.80 1.39(S) 1.50 2.19(S) 10.27 15.61(S) .73( ) .34( ) .12( ) 1.60(S) 1.39(S) 2.19(S) 2 2. 2.46 4.86 7.96 4.37 2.80 1.50 10.28 15.63(S) .72( ) .33( ) .12( ) 1.60(S) 1.39(S) 2.19(S) 2 3. 2.46 4.69 7.72 4.25 2.79 1.49 10.29 15.65(S) .70( ) .33( ) .11( ) 1.59(S) 1.39(S) 2.19(S) 2 4. 2.47 4.53 7.47 4.13 2.79 1.49 10.30 15.67(S) .69( ) .32( ) .11( ) 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3.01 2.76 1.48 10.31 15.84(S) .57( ) .26( ) .09( ) 1.57(S) 1.38(S) 2.20(S) ' 2 16. 2.47 15.86(S) 3.13 .56( ) 4.98 .25( ) 2.93 .09( ) 2.75 1.57(S) 1.47 1.37(S) 10.31 2.20(S) 2 17. 2.47 3.04 4.82 2.85 2.75 1.47 10.31 15.87(S) .55( ) .25( ) .09( ) 1.57(S) 1.37(S) 2.20(S) 2 18. 2.48 2.96 4.68 2.78 2.75 1.47 10.31 .54( ) .24( ) .09( ) 1.57(S) 1.37(S) 2.20(S) '15.88(S) 2 19. 2.48 2.88 4.54 2.71 2.74 1.47 10.30 15.89(S) .54( ) .24( ) .09( ) 1.57(S) 1.37(S) 2.20(S) 2 20. 2.48 2.80 4.41 2.64 2.74 1.47 10.30 15.90(S) .53( ) .24( ) .09( ) 1.56(S) 1.37(S) 2.20(S) 2 21. 2.48 2.73 4.28 2.57 2.74 1.47 10.30 15.91(S) .52( ) .23( ) .08( ) 1.56(S) 1.37(S) 2.20(S) 2 22. 2.48 2.66 4.16 2.50 2.73 1.46 10.29 15.93(S) .51( ) .23( ) .08( ) 1.56(S) 1.36(S) 2.20(S) 2 23. 2.48 2.59 4.05 2.44 2.73 1.46 10.29 15.94(S) .51( ) .22( ) .08( ) 1.56(S) 1.36(S) 2.19(S) 2 24. 2.48 2.52 3.94 2.38 2.72 1.46 10.28 15.95(S) .50( ) .22( ) .08( ) 1.55(S) 1.36(S) 2.19(S) 2 25. 2.48 2.45 3.83 2.32 2.72 1.46 10.27 15.96(S) .49( ) 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2.17(S) 36. 2.48 1.87 2.89 1.77 2.67 1.44 10.17 16.05(S) AR ) .18( ) .07( ) 1.52(S) 1.34(S) 2.17(S) 37. 2.48 1.83 2.82 1.73 2.67 1.44 10.16 16.06(S) .42( ) .18( ) .07( ) 1.52(S) 1.34(S) 2.17(S) 2 38. 2.48 1.78 2.76 1.69 2.66 1.43 10.14 16.06(S) .42( ) .18( ) .07( ) 1.52(S) 1.34(S) 2.16(S) 2 39. 2.48 1.74 2.69 1.66 2.66 1.43 10.13 ' 2 40. 16.07(S) 2.48 .41( ) 1.70 .18( ) 2.63 .07( ) 1.62 1.52(S) 2.65 1.33(S) 1.43 2.16(S) 10.12 16.08(S) . .41( ) .17( ) .06( ) 1.51(S) 1.33(S) 2.16(S) 2 41. 2.48 1.67 2.57 1.58 2.65 1.43 10.10 16.08(S) AN ) .17( ) .06( ) 1.51(S) 1.33(S) 2.16(S) 2 42. 2.49 1.63 2.51 1.55 2.64 1.43 10.09 ' 16.09(S) AN ) .17( ) .06( ) 1.51(S) 1.33(S) 2.15(S) 2 43. 2.49 1.59 2.45 1.51 2.64 1.42 10.08 16.09(S) .39( ) .17( ) .06( ) 1.51(S) 1.33(S) 2.15(S) ' 2 44. 2.49 16.10(S) 1.56 .39( ) 2.39 .16( ) 1.48 ) 2.63 1.50(S) 1.42 1.33(S) 10.06 2.15(S) 2 45. 2.49 1.52 2.34 .06( 1.45 2.63 1.42 10.05 16.11(S) .39( ) .16( ) .06( ) 1.50(S) 1.32(S) 2.14(S) 2 46. 2.49 1.49 2.29 1.42 2.62 1.42 10.03 .38( ) .16( ) .06( ) 1.50(S) 1.32(S) 2.14(S) '16.11(S) 2 47. 2.49 1.46 2.24 1.39 2.62 1.42 10.01 16.12(S) .38( ) .16( ) .06( ) 1.49(S) 1.32(S) 2.14(S) 2 48. 2.49 1.43 2.18 1.36 2.61 1.41 10.00 16.12(S) .37( ) .16( ) .06( ) 1.49(S) 1.32(S) 2.13(S) ' 2 49. 2.49 1.40 2.14 1.33 2.61 1.41 9.98 16.13(S) .37( ) .15( ) .06( ) 1.49(S) 1.32(S) 2.13(S) 2 50. 2.49 1.37 2.09 1.30 2.60 1.41 9.96 16.13(S) .37( ) .15( ) .06( ) 1.49(S) 1.31(S) 2.13(S) ' 2 51. 2.49 1.34 2.04 1.27 2.60 1.41 9.95 16.14(S) .36( ) .15( ) .06( ) 1.48(S) 1.31(S) 2.12(S) 2 52. 2.49 1.31 2.00 1.24 2.59 1.41 9.93 16.14(S) .36( ) .15( ) .06( ) 1.48(S) 1.31(S) 2.12(S) 53. 2.49 1.28 1.95 1.22 2.59 1.41 9.91 16.15(S) .35( ) .15( ) .05( ) 1.48(S) 1.31(S) 2.11(S) c 54. 2.49 1.25 1.91 1.19 2.58 1.40 9.89 . 16.15(S) .35( ) .14( ) .05( ) 1.48(S) 1.31(S) 2.11(S) ' 2 55. 2.49 16.16(S) 1.23 .35( ) 1.87 .14( ) 1.17 .05( ) 2.58 1.47(S) 1.40 1.31(S) 9.88 2.11(S) 2 56. 2.49 1.20 1.83 1.14 2.57 1.40 9.86 16.16(S) .34( ) .14( ) .05( ) 1.47(S) 1.30(S) 2.10(S) 2 57. 2.49 1.18 1.79 1.12 2.57 1.40 9.84 .34( ) .14( ) .05( ) 1.47(S) 1.30(S) 2.10(S) '16.17(S) 2 58. 2.49 1.15 1.75 1.10 2.56 1.40 9.82 16.17(S) .34( ) .14( ) .05( ) 1.46(S) 1.30(S) 2.09(S) 2 59. 2.49 1.13 1.71 1.07 2.56 1.39 9.80 16.18(S) .33( ) .13( ) .05( ) 1.46(S) 1.30(S) 2.09(S) ' 3 0. 2.49 1.11 1.67 1.05 2.55 1.39 9.78 16.18(S) .33( ) .13( ) .05( ) 1.46(S) 1.30(S) 2.09(S) 3 1. 2.49 1.08 1.63 1.03 2.55 1.39 9.76 16.18(S) .33( ) .13( ) .05( ) 1.46(S) 1.29(S) 2.08(S) 3 2. 2.49 1.06 1.60 1.01 2.54 1.39 9.74 16.19(S) .32( ) .13( ) .05( ) 1.45(S) 1.29(S) 2.08(S) 3 3.. 2.49 1.04 1.56 .99 2.54 1.39 9.72 16.19(S) .32( ) .13( ) .05( ) 1.45(S) 1.29(S) 2.07(S) 3 4. 2.49 1.02 1.53 .97 2.53 1.38 9.70 16.20(S) .32( ) .13( ) .05( ) 1.45(S) 1.29(S) 2.07(S) 3 5. 2.49 1.00 1.50 .95 2.53 1.38 9.68 16.20(S) .31( ) .12( ) .05( ) 1.44(S) 1.29(S) 2.06(S) 3 6. 2.49 .98 1.46 .93 2.52 1.38 9.66 ' 16.20(S) .31( ) .12( ) .05( ) 1.44(S) 1.29(S) 2.06(S) 3 7. 2.49 .96 1.43 .91 2.52 1.38 9.64 16.21(S) .31( ) .12( ) .05( ) 1.44(S) 1.28(S) 2.06(S) 3 8. 2.49 .94 1.40 .89 2.51 1.38 9.62 16.21(S) .30( ) .12( ) .05( ) 1.43(S) 1.28(S) 2.05(S) 3 9. 2.49 .92 1.37 .88 2.51 1.37 9.59 16.21(S) .30( ) .12( ) .04( ) 1.43(S) 1.28(S) 2.05(S) 10. 2.49 .91 1.34 .86 2.50 1.37 9.57 16.22(S) .30( ) .12( ) .04( ) 1.43(S) 1.28(S) 2.04(S) ' 3 11. 2.49 .89 1.31 .84 2.50 1.37 9.55 16.22(S) .29( ) .11( ) .04( ) 1.43(S) 1.28(S) 2.04(S) 3 12. 2.49 .87 1.29 .83 2.49 1.37 9.53 16.22(S) .29( ) .11( ) .04( ) 1.42(S) 1.27(S) 2.03(S) 1 . 2a\ 1 3 13. 2.49 .85 1.26 .81 2.49 1.37 9.51 16.23(S) .29( ) .11( ) .04( ) 1.42(S) 1.27(S) 2.03(S) 3 14. 2.49 .84 1.23 .79 2.48 1.36 9.48 1 16.23(S) .29( ) .11( ) .04( ) 1.42(S) 1.27(S) 2.02(S) 15. 2.49 .82 1.20 .78 2.48 1.36 9.46 16.23(S) .28( ) .11( ) .04( ) 1.41(S) 1.27(S) 2.02(S) 16. 2.49 .81 1.18 .76 2.47 1.36 9.44 16.23(S) .28( ) .11( ) .04( ) 1.41(S) 1.27(S) 2.01(S) 3 17. 2.49 .79 1.15 .75 2.47 1.36 9.41 16.24(S) .28( ) .11( ) .04( ) 1.41(S) 1.27(S) 2.01(S) 3 18. 2.49 .77 1.13 .73 2.46 1.36 9.39 ' 3 19. 16.24(S) 2.49 .28( ) .76 .10( ) 1.10 .04( ) .72 1.41(S) 2.46 1.26(S) 1.35 2.00(S) 9.37 16.24(S) .27( ) AN ) .04( ) 1.40(S) 1.26(S) 2.00(S) 3 20. 2.49 .75 1.08 .71 2.45 1.35 9.34 16.24(S) .27( ) .10( ) .04( ) 1.40(S) 1.26(S) 1.99(S) 3 21. 2.49 .73 1.06 .69 2.45 1.35 9.32 ' 16.25(S) .27( ) AN ) .04( ) 1.40(S) 1.26(S) 1.99(S) 3 22. 2.49 .72 1.03 .68 2.44 1.35 9.30 16.25(S) .27( ) .10( ) .04( ) 1.39(S) 1.26(S) 1.98(S) 3 23. 2.50 16.25(S) .70 .26( ) 1.01 AN ) .67 .04( ) 2.44 1.39(S) 1.35 1.25(S) 9.27 1.98(S) 3 24. 2.50 .69 .99 .65 2.43 1.34 9.25 16.25(S) .26( ) AN ) .04( ) 1.39(S) 1.25(S) 1.97(S) 3 25. 2.51 .68 .97 .64 2.43 1.34 9.22 16.26(S) .26( ) .10( ) .04( ) 1.38(S) 1.25(S) 1.97(S) 3 1 26. 2.51 .66 .95 .63 2.42 1.34 9.20 16.26(S) .26( ) .09( ) .04( ) 1.38(S) 1.25(S) 1.96(S) 3 27. 2.52 .65 .93 .62 2.42 1.34 9.18 16.26(S) .25( ) .09( ) .04( ) 1.38(S) 1.25(S) 1.96(S) 3 1 28. 2.52 .64 .91 .61 2.41 1.34 9.15 16.26(S) .25( ) .09( ) .04( ) 1.38(S) 1.25(S) 1.95(S) 3 29. 2.53 .63 .89 .59 2.41 1.33 9.13 16.27(S) .25( ) .09( ) .04( ) 1.37(S) 1.24(S) 1.95(S) 3 30. 2.53 .62 .87 .58 2.40 1.33 9.10 ' 16.27(S) .25( ) .09( ) .04( ) 1.37(S) 1.24(S) 1.94(S) 3 31. 2.54 .60 .85 .57 2.40 1.33 9.08 16.27(S) .24( ) .09( ) .03( ) 1.37(S) 1.24(S) 1.94(S) - 32. 2.54 .59 .83 .56 2.39 1.33 9.05 1 16.27(S) .24( ) .09( ) .03( ) 1.36(S) 1.24(S) 1.93(S) 33. 2.55 .58 .81 .55 2.38 1.33 9.03 16.27(S) .24( ) .09( ) .03( ) 1.36(S) 1.24(S) 1.93(S) 1 3 34, 2.55 16.27(S) .57 .24( ) .80 .09( ) .54 .03( ) 2.38 1.36(S) 1.33 1.23(S) 9.00 1.92(S) 3 35. 2.56 .56 .78 .53 2.37 1.32 8.98 16.28(S) .24( ) .08( ) .03( ) 1.36(S) 1.23(S) 1.91(S) 3 36. 2.56 .55 .76 .52 2.37 1.32 8.95 .23( ) .08( ) .03( ) 1.35(S) 1.23(S) 1.91(S) '16.28(S) 3 37. 2.56 .54 .75 .51 2.36 1.32 8.93 16.28(S) .23( ) .08( ) .03( ) 1.35(S) 1.23(S) 1.90(S) 3 38. 2.57 .53 .73 .50 2.36 1.32 8.90 16.28(S) .23( ) .08( ) .03( ) 1.35(S) 1.23(S) 1.90(S) 3 1 39. 2.57 .52 .71 .49 2.35 1.32 8.87 16.28(S) .23( ) .08( ) .03( ) 1.34(S) 1.23(S) 1.89(S) 3 40. 2.57 .51 .70 .48 2.35 1.31 8.85 16.28(S) .22( ) .08( ) .03( ) 1.34(S) 1.22(S) 1.89(S) 3 41. 2.58 .50 .68 .47 2.34 1.31 8.82 ' 16.29(S) .22( ) .08( ) .03( ) 1.34(S) 1.22(S) 1.88(S) 3 42. 2.58 .49 .67 .46 2.34 1.31 8.80 16.29(S) .22( ) .08( ) .03( ) 1.33(S) 1.22(S) 1.88(S) 3 43. 2.58 .48 .65 .46 2.33 1.31 8.77 ' 16.29(S) .22( ) .08( ) .03( ) 1.33(S) 1.22(S) 1.87(S) 3 44. 2.59 .47 .64 .45 2.33 1.31 8.75 16.29(S) .22( ) .07( ) .03( ) 1.33(S) 1.22(S) 1.87(S) 3 45, 2.59 .47 .62 .44 2.32 1.30 8.72 1 16.29(S) .22( ) .07( ) .03( ) 1.33(S) 1.21(S) 1.86(S) 3 46. 2.59 .46 .61 .43 2.32 1.30 8.69 16.29(S) .21( ) .07( ) .03( ) 1.32(S) 1.21(S) 1.85(S) 3 47. 2.60 .45 .60 .42 2.31 1.30 8.67 16.29(S) .21( ) .07( ) .03( ) 1.32(S) 1.21(S) 1.85(S) 3 48. 2.60 .44 .58 .41 2.31 1.30 8.64 16.29(S) .21( ) .07( ) .03( ) 1.32(S) 1.21(S) 1.84(S) 49. 2.60 .43 .57 .41 2.30 1.30 8.61 3 1 50. 16.29(S) 2.60 .21( ) .42 .07( ) .56 .03( ) .40 1.31(S) 2.30 1.21(S) 1.29 1.84(S) 8.59 16.30(S) .21( ) .07( ) .03( ) 1.31(S) 1.21(S) 1.83(S) 3 51. 2.61 .42 .54 .39 2.29 1.29 8.56 16.30(S) .20( ) .07( ) .03( ) 1.31(S) 1.20(S) 1.83(S) i �z 3 52. 2.61 .41 .53 .38 2.29 1.29 8.54 16.30(S) .20( ) .07( ) .03( ) 1.31(S) 1.20(S) 1.82(S) 3 53. 2.61 16.30(S) .40 .20( ) .52 .07( .38 ) .03( ) 2.28 1.30(S) 1.29 1.20(S) 8.51 1.81(S) 3 54. 2.61 .39 .51 .37 2.28 1.29 8.48 16.30(S) .20( ) .07( ) .03( ) 1.30(S) 1.20(S) 1.81(S) 55. 2.61 .39 .50 .36 2.27 1.28 8.46 16.30(S) .20( ) .06( ) .03( ) 1.30(S) 1.20(S) 1.80(S) 3 56. 2.62 .38 .49 .36 2.27 1.28 8.43 16.30(S) .19( ) .06( ) .03( ) 1.29(S) 1.19(S) 1.80(S) 3 57. 2.62 .37 .47 .35 2.26 1.28 8.40 16.30(S) .19( ) .06( ) .03( ) 1.29(S) 1.19(S) 1.79(S) ' 3 58. 2.62 .37 .46 .34 2.26 1.28 8.38 16.30(S) .19( ) .06( ) .03( ) 1.29(S) 1.19(S) 1.79(S) 3 59. 2.62 .36 .45 .34 2.25 1.28 8.35 16.30(S) .19( ) .06( ) .03( ) 1.29(S) 1.19(S) 1.78(S) 4 0. 2.62 .35 .44 .33 2.25 1.28 8.32 16.30(S) .19( ) .06( ) .03( ) 1.28(S) 1.19(S) 1.77(S) 4 1. 2.62 .35 .43 .32 2.24 1.27 8.30 16.30(S) .19( ) .06( ) .02( ) 1.28(S) 1.19(S) 1.77(S) 4 2. 2.63 .34 .42 .32 2.24 1.27 8.27 16.30(S) .18( ) .06( ) .02( ) 1.28(S) 1.18(S) 1.76(S) . 4 3. 2.63 .33 .41 .31 2.23 1.27 8.24 16.31(S) .18( ) .06( ) .02( ) 1.27(S) 1.18(S) 1.76(S) 4 4. 2.63 .33 .40 .31 2.23 1.27 8.22 16.31(S) .18( ) .06( ) .02( ) 1.27(S) 1.18(S) 1.75(S) 4 5. 2.63 .32 .39 .30 2.22 1.27 8.19 16.31(S) .18( ) .06( ) .02( ) 1.27(S) 1.18(S) 1.75(S) 4 6. 2.63 .32 .38 .30 2.22 1.26 8.16 16.31(S) .18( ) .05( ) .02( ) 1.27(S) 1.18(S) 1.74(S) ' 4 7. 2.63 .31 .37 .29 2.21 1.26 8.13 16.31(S) .18( ) .05( ) .02( ) 1.26(S) 1.18(S) 1.73(S) 4 8. 2.63 .30 .36 .28 2.21 1.26 8.11 ' 4 9. 16.31(S) 2.63 .18( ) .30 .05( .36 ) .02( ) .28 1.26(S) 2.20 1.17(S) 1.26 1.73(S) 8.08 16.31(S) .17( ) .05( ) :02( ) 1.26(S) 1.17(S) 1.72(S) 4 10. 2.63 .29 .35 .27 2.20 1.26 8.05 16.31(S) .17( ) .05( ) .02( ) 1.25(S) 1.17(S) 1.72(S) 11. 2.64 .29 .34 .27 2.19 1.25 8.03 ' 16.31(S) .17( ) .05( ) .02( ) 1.25(S) 1.17(S) 1.71(S) r 12. 2.64 .28 .33 .26 2.19 1.25 8.00 16.31(S) .17( ) .05( ) .02( ) 1.25(S) 1.17(S) 1.71(S) ' 4 13. 2.64 16.31(S) .28 .17( ) .32 .05( .26 ) .02( ) 2.18 1.25(S) 1.25 1.17(S) 7.97 1.70(S) 4 14. 2.64 .27 .31 .25 2.18 1.25 7.95 16.31(S) .17( ) .05( ) :02( ) 1.24(S) 1.16(S) 1.69(S) 4 15. 2.64 .27 .31 .25 2.17 1.25 7.92 16.31(S) .16( ) .05( ) .02( ) 1.24(S) 1.16(S) 1.69(S) 4 16. 2.64 .26 .30 .24 2.17 1.25 7.89 16.31(S) .16( ) .05( ) .02( ) 1.24(S) 1.16(S) 1.68(S) 4 17. 2.64 .26 .29 .24 2.16 1.24 7.87 16.31(S) .16( ) .05( ) .02( ) 1.23(S) 1.16(S) 1.68(S) 4 18. 2.64 .25 .28 .23 2.16 1.24 7.84 16.31(S) .16( ) .05( ) .02( ) 1.23(S) 1.16(S) 1.67(S) 4 19. 2.64 .25 .28 .23 2.15 1.24 7.81 16.31(S) .16( ) .05( ) .02( ) 1.23(S) 1.15(S) 1.67(S) 4 20. 2.64 .24 .27 .23 2.15 1.24 7.78 16.31(S) .16( ) .04( ) .02( ) 1.23(S) 1.15(S) 1.66(S) 4 21. 2.64 .24 .26 .22 2.14 1.24 7.76 16.31(S) .16( ) .04( ) .02( ) 1.22(S) 1.15(S) 1.65(S) 4 22. 2.64 .23 .26 .22 2.14 1.23 7.73 ' 16.31(S) .15( ) .04( ) .02( ) 1.22(S) 1.15(S) 1.65(S) 4 23. 2.64 .23 .25 .21 2.13 1.23 7.70 16.31(S) .15( ) .04( ) .02( ) 1.22(S) 1.15(S) 1.64(S) 4 24. 2.64 .23 .24 .21 2.13 1.23 7.68 ' 16.31(S) .15( ) .04( ) .02( ) 1.21(S) 1.15(S) 1.64(S) 4 25. 2.64 .22 .24 .21 2.12 1.23 7.65 16.31(S) .15( ) .04( ) .02( ). 1.21(S) 1.14(S) 1.63(S) 4 26. 2.64 .22 .23 .20 2.12 1.23 7.62 16.31(S) .15( ) .04( ) .02( ) 1.21(S) 1.14(S) 1.63(S) 4 27. 2.64 .21 .22 .20 2.11 1.23 7.60 16.31(S) .15( ) .04( ) .02( ) 1.21(S) 1.14(S) 1.62(S) 28. 2.64 .21 .22 .19 2.11 1.22 7.57 16.31(S) .15( ) .04( ) .02( ) 1.20(S) 1.14(S) 1.61(S) 4 29. 2.64 .21 .21 .19 2.10 1.22 7.54 16.31(S) .15( ) .04( ) .02( ) 1.20(S) 1.14(S) 1.61(S) 4 30. 2.64 .20 .21 .19 2.10 1.22 7.52 16.31(S) .14( ) .04( ) .02( ) 1.20(S) 1.14(S) 1.60(S) 4 31. 2.64 .20 .20 .18 2.09 1.22 7.49 16.31(S) .14( ) .04( ) .02( ) 1.19(S) 1.13(S) 1.60(S) 4 32. 2.64 16.31(S) .19 .14( ) .21 .04( ) .18 .02( ) 2.09 1.19(S) 1.22 1.13(S) 7.46 1.59(S) 4 33. 2.64 .19 .19 .18 2.08 1.21 7.44 16.31(S) .14( ) .04( ) .02( ) 1.19(S) 1.13(S) 1.59(S) 34. 2.64 .19 .19 .17 2.08 1.21 7.41 16.31(S) .14( ) .04( ) .02( ) 1.19(S) 1.13(S) 1.58(S) 4 35. 2.64 .18 .18 .17 2.07 1.21 7.38 16.31(S) .14( ) .04( ) .02( ) 1.18(S) 1.13(S) 1.57(S) 4 36. 2.63 .18 .18 .17 2.07 1.21 7.35 ' 4 37. 16.31(S) 2.63 .14( ) .18 .03( ) .17 .02( ) .16 1.18(S) 2.06 1.13(S) 1.21 1.57(S) 7.33 16.31(S) .14( ) .03( ) .02( ) 1.18(S) 1.12(S) 1.56(S) 4 38. 2.63 .17 .17 .16 2.06 1.21 7.30 16.31(S) .13( ) .03( ) .02( ) 1.18(S) 1.12(S) 1.56(S) 4 39. 2.63 .17 .16 .16 2.05 1.20 7.28 16.31(S) .13( ) .03( ) .02( ) 1.17(S) 1.12(S) 1.55(S) 4 40. 2.63 .17 .16 .15 2.05 1.20 7.25 16.31(S) .13( ) .03( ) .02( ) 1.17(S) 1.12(S) 1.55(S) 4 41. 2.63 16.31(S) .16 .13( ) .15 .03( ) .15 .02( ) 2.04 1.17(S) 1.20 1.12(S) 7.22 1.54(S) 4 42. 2.63 .16 .15 .15 2.04 1.20 7.20 16.31(S) .13( ) .03( ) .02( ) 1.16(S) 1.12(S) 1.53(S) 4 43. 2.63 .16 .14 .15 2.04 1.20 7.17 .13( ) .03( ) .02( ) 1.16(S) 1.11(S) 1.53(S) '16.31(S) 4 44. 2.63 .16 .14 .14 2.03 1.20 7.14 16.31(S) .13( ) .03( ) .02( ) 1.16(S) 1.11(S) 1.52(S) 4 45. 2.63 .15 .14 .14 2.03 1.19 7.12 16.31(S) .13( ) .03( ) .02( ) 1.16(S) 1.11(S) 1.52(S) ' 4 46. 2.63 .15 .13 .14 2.02 1.19 7.69 16.30(S) .13( ) .03( ) .01( ) 1.15(S) 1.11(S) 1.51(S) 4 47. 2.62 .15 .13 .13 2.02 1.19 7.06 4 48. 16.30(S) 2.62 .12( ) .14 .03( ) .13 .01( ) .13 1.15(S) 2.01 1.11(S) 1.19 1.51(S) 7.04 16.30(S) .12( ) .03( ) .01( ) 1.15(S) 1.11(S) 1.50(S) 4 49. 2.62 .14 .12 .13 2.01 1.19 7.01 16.30(S) .12( ) .03( ) .01( ) 1.15(S) 1.10(S) 1.49(S) 50. 2.62 .14 .12 .13 2.00 1.18 6.98 ' 16.30(S) .12( ) .03( ) .01( ) 1.14(S) 1.10(S) 1.49(S) 51. 2.62 .14 .11 .12 2.00 1.18 6.96 16.30(S) .12( ) .03( ) .01( ) 1.14(S) 1.10(S) 1.48(S) ' 4 52. 2.62 16.30(S) .13 .12( ) .11 .03( ) .12 .01( ) 1.99 1.14(S) 1.18 1.10(S) 6.93 1.48(S) 4 53. 2.62 .13 .11 .12 1.99 1.18 6.91 16.30(S) .12( ) .03( ) .01( ) 1.13(S) 1.10(S) 1.47(S) 4 54. 2.62 .13 .11 .12 1.98 1.18 6.88 16.30(S) .12( ) .03( ) .01( ) 1.13(S) 1.10(S) 1.47(S) 4 55. 2.62 .13 .10 .12 1.98 1.18 6.85 16.30(S) .12( ) .02( ) .01( ) 1.13(S) 1.10(S) 1.46(S) 4 56. 2.61 .12 .10 .11 1.97 1.17 6.83 16.30(S) .11( ) .02( ) .01( ) 1.13(S) 1.09(S) 1.46(S) 4 57. 2.61 .12 .10 .11 1.97 1.17 6.80 16.30(S) .11( ) .02( ) .01( ) 1.12(S) 1.09(S) 1.45(S) 4 58. 2.61 .12 .09 .11 1.96 1.17 6.78 16.30(S) .11( ) .02( ) .01( ) 1.12(S) 1.09(S) 1.44(S) 4 59. 2.61 .12 .09 .11 1.96 1.17 6.75 ' 16.30(S) .11( ) .02( ) .01( ) 1.12(S) 1.09(S) 1.44(S) 5 0. 2.61 .12 .09 .10 1.96 1.17 6.72 16.30(S) .11( ) .02( ) .01( ) 1.12(S) 1.09(S) 1.43(S) 5 1. 2.61 .11 .09 .10 1.95 1.17 6.70 16.30(S) .11( ) .02( ) .01( ) 1.11(S) 1.09(S) 1.43(S) 5 2. 2.61 .11 .08 .10 1.95 1.16 6.67 16.30(S) .11( ) .02( ) .01( ) 1.11(S) 1.08(S) 1.42(S) ' 5 3. 2.60 16.30(S) .11 .11( ) .08 .02( ) .10 .01( ) 1.94 1.11(S) 1.16 1.08(S) 6.65 1.42(S) 5 4. 2.60 .11 .08 .10 1.94 1.16 6.62 16.30(S) .11( ) .02( ) .01( ) 1.11(S) 1.08(S) 1.41(S) 5 5. 2.60 .11 .08 .10 1.93 1.16 6.60 16.29(S) .11( ) .02( ) .01( ) 1.10(S) 1.08(S) 1.41(S) 5 6. 2.60 .10 .08 .09 1.93 1.16 6.57 16.29(S) .11( ) .02( ) .01( ) 1.10(S) 1.08(S) 1.40(S) 7. 2.60 .10 .07 .09 1.92 1.16 6.54 16.29(S) AN ) .02( ) .01( ) 1.10(S) 1.08(S) 1.40(S) 5 B. 2.60 .10 .07 .09 1.92 1.15 6.52 16.29(S) AN ) .02( ) .01( ) 1.09(S) 1.07(S) 1.39(S) 5 9. 2.59 .10 .07 .09 1.91 1.15 6.49 16.29(S) .10( ) .02( ) .01( ) 1.09(S) 1.07(S) 1.38(S) 24� 5 10. 2.59 .10 .07 .09 1.91 1.15 6.47 16.29(S) .10( ) .02( ) .01( ) 1.09(S) 1.07(S) 1.38(S) S 11, 2.59 .10 .07 .09 1,90 1.15 6.44 ' 16.29(S) .10( ) .02( ) .01( ) 1.09(S) 1.07(S) 1.37(S) 5 12. 2.59 .09 .06 .09 1.90 1.15 6.42 16.29(S) .10( ) .02( ) .01( ) 1.08(S) 1.07(S) 1.37(S) 13. 2.59 .09 .06 .08 1.90 1.15 6.39 16.29(S) .10( ) .02( ) .0 % ) 1.08(S) 1.07(S) 1.36(S) 5 14. 2.59 .09 .06 .08 1.89 1.14 6.37 16.29(S) .10( ) .02( ) .01( ) 1.08(S) 1.06(S) 1.36(S) 5 15. 2.58 .09 .06 .08 1.89 1.14 6.34 ' 5 16. 16.29(S) 2.58 .10( ) .09 .02( ) .06 .01( ) .08 1.08(S) 1.88 1.06(S) 1.14 1.35(S) 6.32 16.29(S) .10( ) .02( ) .01( ) 1.07(S) 1.06(S) 1.35(S) 5 17. 2.58 .09 .06 .08 1.88 1.14 6.29 16.29(S) AN ) .02( ) .01( ) 1.07(S) 1.06(S) 1.34(S) 5 18. 2.58 .08 .06 .08 1.87 1.14 6.27 16.29(S) AN ) .02( ) .01( ) 1.07(S) 1.06(S) 1.34(S) 5 19. 2.58 .08 .05 .08 1.87 1.14 6.24 16.28(S) .09( ) .02( ) .01( ) 1.07(S) 1.06(S) 1.33(S) 5 20. 2.57 16.28(S) .08 .09( ) .05 .02( ) .07 .01( ) 1.86 1.06(S) 1.13 1.06(S) 6.22 1.33(S) 5 21. 2.57 .08 .05 .07 1.86 1.13 6.19 16.28(S) .09( ) .02( ) .01( ) 1.06(S) 1.05(S) 1.32(S) 5 22. 2.57 .08 .05 .07 1.86 1.13 6.17 16.28(S) .09( ) .02( ) .01( ) 1.06(S) 1.05(S) 1.31(S) 5 23. 2.57 .08 .05 .07 1.85 1.13 6.14 16.28(S) .09( ) .02( ) .01( ) 1.06(S) 1.05(S) 1.31(S) 5 24. 2.57 .08 .05 .07 1.85 1.13 6.12 16.28(S) .09( ) .02( ) .01( ) 1.05(S) 1.05(S) 1.30(S) 5 25. 2.57 .08 .05 .07 1.84 1.13 6.09 16.28(S) .09( ) .02( ) .01( ) 1.05(S) 1.05(S) 1.30(S) 5 26. 2.56 .07 .05 .07 1.84 1.12 6.07 5 27. 16.28(S) 2.56 .09( ) .07 .02( ) .05 .01( ) .07 1.05(S) 1.83 1.05(S) 1.12 1.29(S) 6.05 16.28(S) .09( ) .02( ) .01( ) 1.05(S) 1.04(S) 1.29(S) 5 28. 2.56 .07 .04 .07 1.83 1.12 6.02 16.28(S) .09( ) .02( ) .01( ) 1.04(S) 1.04(S) 1.28(S) ' 29. 2.56 .07 .04 .06 1.82 1.12 6.00 16.28(S) .09( ) .01( ) .01( ) 1.04(S) 1.04(S) 1.28(S) J 30. 2.56 .07 .04 .06 1.82 1.12 5.97 16.28(S) .09( ) .01( ) .01( ) 1.04(S) 1.04(S) 1.27(S) 5 31. 2.55 16.27(S) .07 .09( ) .04 .01( ) .06 .01( ) 1.82 1.04(S) 1.12 1.04(S) 5.95 1.27(S) 5 32. 2.55 .07 .04 .06 1.81 1.11 5.93 16.27(S) .09( ) .01( ) .01( ) 1.03(S) 1.04(S) 1.26(S) 5 33. 2.55 .07 .04 .06 1.81 1.11 5.90 .09( ) .01( ) .01( ) 1.03(S) 1.04(S) 1.26(S) '16.27(S) 5 34. 2.55 .07 .04 .06 1.86 1.11 5.88 16.27(S) .08( ) .01( ) .01( ) 1.03(S) 1.03(S) 1.25(S) 5 35. 2.54 .06 .04 .06 1.80 1.11 5.85 16.27(S) .08( ) .01( ) .01( ) 1.03(S) 1.03(S) 1.25(S) 5 36. 2.54 .06 .04 .06 1.79 1.11 5.83 16.27(S) .08( ) .01( ) .01( ) 1.02(S) 1.03(S) 1.24(S) 5 37. 2.54 .06 .04 .06 1.79 1.11 5.81 16.27(S) .08( ) .01( ) .01( ) 1.02(S) 1.03(S) 1.24(S) 5 38. 2.54 .06 .04 .06 1.79 1.10 5.78 16.27(S) .08( ) .01( ) .01( ) 1.02(S) 1.03(S) 1.23(S) 5 39. 2.54 .06 .03 .06 1.78 1.10 5.76 16.27(S) .08( ) .01( ) .01( ) 1.02(S) 1.03(S) 1.23(S) 5 40. 2.53 .06 .03 .06 1.78 1.10 5.73 ' 16.27(S) .08( ) .01( ) .01( ) 1.01(S) 1.02(S) 1.22(S) 5 41. 2.53 .06 .03 .05 1.77 1.10 5.71 16.27(S) .08( ) .01( ) .01( ) 1.01(S) 1.02(S) 1.22(S) 5 42. 2.53 .06 .03 .05 1,77 1,10 5,69 16.27(S) .08( ) .01( ) .01( ) 1.01(S) 1.02(S) 1.21(S) ' 5 43. 2.53 .06 .03 .05 1.76 1.10 5.66 16.26(S) .08( ) .01( ) .01( ) 1.01(S) 1.02(S) 1.21(S) 5 44. 2.52 .06 .03 .05 1.76 1.09 5.64 16.26(S) .08( ) .01( ) .01( ) 1.00(S) 1.02(S) 1.20(S) 5 45. 2.52 .06 .03 .05 1.76 1.09 5.62 16.26(S) .08( ) .01( ) .01( ) 1.00(S) 1.02(S) 1.20(S) 46. 2.52 .06 .03 .05 1.75 1.09 5.59 5 47. 16.26(S) 2.52 .08( ) .05 .01( ) .03 .01( ) .05 1.00(S) 1.75 1.02(S) 1.09 1.19(S) 5.57 16.26(S) .08( ) .01( ) .01( ) 1.00(S) 1.01(S) 1.19(S) 5 48. 2.52 .05 .03 .05 1.74 1.09 5.55 16.26(S) .08( ) .01( ) .01( ) .99(S) 1.01(S) 1.18(S) 5 49. 2.51 .05 .03 .05 1.74 1.09 5.53 16.26(S) .08( ) .01( ) .01( ) .99(S) 1.01(S) 1.18(S) 5 50. 2.51 .05 .03 .05 1.74 1.08 5.50 16.26(S) .08( ) .01( ) .01( ) .99(S) 1.01(S) 1.17(S) 5 51. 2.51 .05 .03 .05 1.73 1.08 5.48 16.26(S) .08( ) .01( ) .01( ) .99(S) 1.01(S) 1.17(S) 52. 2.51 .05 .03 .05 1.73 1.08 5.46 ' 16.26(S) .08( ) .01( ) .01( ) .99(S) 1.01(S) 1.16(S) 5 53. 2.50 .05 .03 .05 1.72 1.08 5.43 16.25(S) .07( ) .01( ) .01( ) .98(S) 1.01(S) 1.16(S) 5 54. 2.50 .05 .03 .05 1.72 1.08 5.41 ' 16.25(S) .07( ) .01( ) .01( ) .98(S) 1.00(S) 1.15(S) 5 55. 2.50 .05 .03 .04 1.71 1.08 5.39 16.25(S) .07( ) .01( ) .01( ) .98(S) 1.00(S) 1.15(S) 5 56. 2.50 .05 .02 .04 1.71 1.07 5.37 16.25(S) .07( ) .01( ) .01( ) .98(S) 1.00(S) 1.14(S) 5 57. 2.49 .05 .02 .04 1.71 1.07 5.34 16.25(S) .07( ) .01( ) .01( ) .97(S) 1.00(S) 1.14(S) 5 58. 2.49 .05 .02 .04 1.70 1.07 5.32 16.25(S) .07( ) .01( ) .01( ) .97(S) 1.00(S) 1.13(S) 5 59. 2.49 .05 .02 .04 1.70 1.07 5.30 16.25(S) .07( ) .01( ) .01( ) .97(S) 1.00(S) 1.13(S) 6 0. 2.49 .05 .02 .04 1.69 1.07 5.28 16.25(S) .07( ) .01( ) .01( ) .97(S) .99(S) 1.12(S) THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION. THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 193 205 206 210 211 212 213 214 215 216 'THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 9 15 19 30 32 39 41 42 44 46 '50 52 54 56 57 59 62 64 66 69 71 74 75 76 77 79 82 102 104 105 109 151 153 154 157 159 172 193 201 202 203 206 207 208 209 210 211 212 213 214 215 216 410 411 412 413 414 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 ... PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 6 86.9 3.3 0 41. 7 79.2 2.1 0 48. 8 117.4 .9 0 37. 9 2.2 .1 1.1 2 15. 10 117.0 2.2 1 0. 11 84.4 .7 0 37. 12 354.1 (DIRECT FLOW) 0 40. 13 14.6 .4 0 36. 14 195.8 1.1 0 37. ' 15 106.7 .1 10.8 1 39. 16 127.2 1.0 0 41. 18 139.0 .9 0 37. 19 103.2 .1 23.6 3 24. 21 18.3 .6 0 41. 24 12.8 1.1 0 40. 25 87.3 3.0 0 45. 26 85.7 2.9 0 49. 27 91.1 3.0 1 2. 28 23.8 .6 0 39. 29 150.0 4.2 0 38. 30 20.9 1.7 0 44. 31 114.4 .8 0 40. 32 130"0 3.2 0 43. 33 134.4 .9 0 40. 34 668.1 5.9 0 40. 35 738.9 5.4 0 42. 36 47.6 .8 0 37. 37 26.3 1.2 0 36. 38 144.0 1.0 0 41. 39 37.1 .1 5.7 1 29. 40 901.3 5.2 0 50. 41 893.0 .1 3.1 0 52. 42 270.1 .1 40.6 1 45. 43 177.2 1.1 0 40. 44 131.2 .1 2.6 0 50. 45 225.3 3.5 0 36. 46 46.1 1.9 0 42. 47 46.6 2.3 0 41. ' 48 49 24.5 278.1 .8 2.2 0 0 36. 37. 50 33.5 .1 75.3 2 46. 51 144.9 2.4 0 41. 52 126.7 4.5 0 47. 53 157.4 3.1 0 53. 54 141.0 3.7 1 3. 55 556.6 5.1 1 4. 56 362.4 .1 36.3 2 47. 57 58 362.5 205.2 .1 1.1 2.3 2 0 49. 52. 59 8.2 1.8 16.8 4 12. 60 50.3 2.2 0 50. 61 47.9 1.9 0 58. 62 194.5 .1 16.6 1 6. ' 63 214.0 1.2 0 39. 64 193.3 3.9 0 44. 65 167.9 1.2 0 40. 66 47.1 .1 37.5 3 18. 67 141.7 1.0 0 37. 69 47.1 2.2 3 21. 70 171.2 1.1 0 40. 71 15.8 .1 7.5 2 23. 74 23.7 2.1 0 35. ' 75 20.0 .0 1.3 0 57. 76 59.5 1.8 0 46. 77 52.3 2.8 0 56. 78 427.4 3.6 1 14. ' 79 106.5 .1 .6 0 36. 81 143.9 1.0 0 42. 82 82.8 3.0 2 41. 83 85 102.8 256.4 3.8 1.4 2 0 44. 51. 86 62.9 1.1 0 45. 87 139.4 2.6 1 3. 88 478.7 3.9 0 56. 90 44.1 2.0 2 43. 1 91 68.4 1.7 2 45. 94 722.5 2.8 1 7. 95 890.7 7.0 1 12. ' 96 98 991.8 53.6 7.4 .7 1 0 13. 36. 102 2.6 .1 16.3 4 23. 103 61.2 .7 0 41. 104 9.2 .1 .8 0 58. 105 1.2 .1 .5 1 9. 109 51.2 .1 2.6 0 58. 115 229.1 (DIRECT FLOW) 0 41. 116 106.7 2.4 1 40. 120 12.7 (DIRECT FLOW) 0 35. 150 4.8 1.0 1 2. 151 59.3 2.6 0 36. 152 16.2 1.3 2 B. 153 . 1. 1 2. 154 2 2.66 .77 4 27. 155 60.2 .3 0 35. 156 65.8 1.8 0 42. 157 363.4 .1 1.6 2 57. 158 61.3 .3 0 35. 159 191.7 3.7 0 38. 161 34.3 .2 0 36. 162 194.5 (DIRECT FLOW) 1 6. 163 162.9 1.9 0 39. 172 27.3 .1 1.5 0 56. 173 115.4 3.3 0 42. 184 111.8 2.9 2 47. 193 32.7 2.5 5.5 1 40. 201 61.2 2.0 0 41. 202 32.5 1.7 0 35. 203 127.1 2.5 0 41. 204 47.1 2.2 0 40. 205 1.7 1.0 2.7 2 7. 206 24.3 2.0 1.2 0 58. 207 20.0 .1 6.1 1 58. 208 20.0 .1 4.7 1 47. 209 9.0 .1 3.6 2 9. 210 24.3 2.0 .7 0 56. 211 11.3 1.5 .5 1 4. ' 212 213 44.1 44.1 2.5 2.5 4.8 7.9 1 1 20, 37. 214 24.3 2.0 4.2 1 41. 215 84.6 4.0 10.6 1 59. 216 24.3 2.0 1.6 1 25. 400 52.2 .5 0 44. ' 401 174.8 2.1 0 36. 410 9.3 .1 1.6 1 7.' 411 65.7 3.6 0 43. I 412 413 58.8 4.9 2.7 .1 1.4 0 1 36. 19. 414 11.8 .1 2.2 2 7. 500 991.8 (DIRECT FLOW) 1 13. IENDPROGRAM PROGRAM CALLED .1 7 I LJ u J I I I G I i II 1 1 2 1 1 2 3 4 WATERSHED 1/0 BASIN G--FOOTHILLS BASIN--100 yr Fully Developed EXISTING CONDITIONS FOR WARREN FARMS, JANUARY 1999 360 0 0 1.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 -2 .016 .25 70 400 4840 20.0 18..011 71 40111566 47.8 19..012 72 161 4660 5.3 44..008 73 158 7867 9.0 44..010 74 155 8442 9.7 26..008 3 410 1340 12.3 40..013 75 413 2584 8.9 40..012 79 156 4356 5.0 44..010 4 414 1215 37.4 12..009 78 104 1710 5.5 53..007 76 105 1618 2.6 78..012 77 6 6349 5.8 50..004 5 103 2100 24.7 40..004 6 8 1800 40.5 39..007 7 202 300 9.7 40..010 8 11 2800 25.0 40..005 �l 9 13 700 4 8 23,�17II. ' �10 14 3000 6& ;&-Otl - 12 18 4000.64.9 28.. 03 13 12 500 "7.4 10..012 14 21 1100 15 120 1000 2.2 0..040 16 98 850 7.2 90..020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 19 205 980 13.4 90..008 20 27 1200 23.0 90..035 120 206 2000 19.0 40..035 21 28 300 4.8 90..010 121 204 500 10.1 90..010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 24 33 3600 47.9 40..010 25 34 4500 93.0 90..010 26 35 1700 35.3 50..010 27 36 1100 11.6 50..010 28 37 700 4.8 50..040 29 43 4200 64.5 40..009 30 40 2800 64.6 21..010 31 38 4600 57.7 40..005 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 35 47 1200 18.0 10..015 36 45 2000 18.0 90..030 37 50 7800269.0 76..030 38 51 4400 34.2 40..010 39 53 1000 32.1 3..010 40 55 7300202.3 40..007 41 172 700 5.8 90..010 42 172 1000 14.0 40..010 142 173 1200 35.5 40..010 43 74 600 26.5 7..010 44 58 4600 50.2 40..005 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006 49 67 3200 42.2 40..010 10 .30 .51 .50 .0018 o r `� -141 CA lJ I 1 I I I 1 1 I 50 57 500 7.3 65..022 150 157 2400 30.1 65..008 51 70 2600 69.7 40..007 52 79 600 16.9 70..005 53 75 600 12.3 70..005 54 81 1800 52.7 60..003 55 208 1300 56.5 40..006 56 209 1300 36.1 40..003 57 85 6500166.2 40..020 58 212 2650 80.9 40..004 59 211 300 12.7 45..006 60 78 850 28.7 59..005 61 210 500 15.1 64..009 62 213 2300108.9 41..009 63 193 1310 91.5 40..005 64 214 1100 68.9 40..004 65 88 2700 38.8 16..013 66 94 5800 84.6 19..020 67 86 1500 28.3 40..036 68 87 1800 60.0 40..010 69 95 1300 46.0 40..030 0 12 1 75 76 4 3 71 70 72 73 74 77 78 79 0 400 156 0 1 40.0 1100. .008 50. 50. .035 10.0 0 156 411 0 5 1.5 780. .010 0. 0. .013 1.5 36.0 780. .010 50. 50. .016 10.0 0 411 102 0 5 2.5 140. .005 0. 0. .013 2.5 10.0 140. .060 4. 4. .045 10.0 0 155 151 0 1 36.0 370. .008 50. 50. .016 10.0 0 151 102 0 5 1.25 135. .007 0. 0. .013 1.25 10.0 135. .060 4. 4. .045 10.0 0 163 159 0 1 16.0 520. .005 4. 4. .035 10.0 0 161 159 0 1 36.0 580. .008 50. 50. .016 10.0 0 159 102 0 2 5.5 70. .005 0. 0. .013 12.0 0 158 412 0 1 36.0 650. .01 50. 50. .016 10.0 0 412 102 0 5 2.0 100. .005 0. 0. .013 2.0 10.0 100. .09 50. 50. .045 10.0 0 401 163 0 1 8.0 720. .009 4. 4. .035 10.0 0 410 102 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.6 2.8 1.6 30.0 0 102 154 12 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 0.17 0.00 0.96 1.25 2.46 1.57 4.66 1.83 7.6 2.1 11.2 2.3 15.4 2.45 16.25 2.49 19.82 11.17 20.75 21.05 20.75 100.0 0 154 153 0 5 1.25 1270. .004 0. 0. .013 1.25 0.0 1270. .004 50. 50. .016 5.00 0 413 153 3 2 0.1 1000. .001 0. 0. .013 0.1 0.0 0.0 1.4 1.5 1.4 20.0 0 153 152 0 5 1.25 418. .004 0. 0. .013 1.25 0.0 418. .004 50. 50. .016 5.0 0 104 150 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .83 1.21 0.83 20.0 0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0 0 105 6 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 .51 1.30 0.51 20.0 0 414 152 3 2 0.1 1000. .025 0. 0. .013 .1 0.0 0.0 2.2 10.3 2.2 30.0 0 152 6 0 2 3.0 400. .004 0. 0. .013 8.0 0 103 201 0 1 2.0 2400. .009 30.0 30.0 0.016 100.00 0 201 6 0 5 1.5 100. .010 .0 .0 0.013 1.50 0.0 100. .010 50.0 50.0 0.016 5.00 0 6 7 0 5 2.5 600. .003 .0 .0 0.013 2.50 2.0 600. .003 30.0 30.0 0.016 100.00 0 7 10 0 1 4.0 1400. .008 3.0 3.0 0.040 100.00 0 8 109 0 1 4.0 1000. .007 30.0 30.0 0.016 100.00 0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 0. 0.056 1.0 0.274 1.5 0.586 1.8 0.972 2.1 1.420 2.3 1.753 2.5 2.028 81.2 2.028 150.0 L ' 0 109 10 8 2 0.1 1000. .010 .0 .0 0.100 . 0.10 .0 0. 0.015 0.9 0.528 5.7 1.436 15.3 2.287 23.0 2.527 36.0 2.614 60.0 2.614 100.0 0 202 9 0 2 2.5 100. .010 .0 .0 0.013 2.50 0 10 115 0 1 6.0 1500. .008 3.0 3.0 0.040 100.00 0 11 15 0 1 2.0 1300. .010 30.0 30.0 0.016 100.00 0 116 12 0 1 4.5 1200. .006 0.0 0.0 0.013 4.5 0 13 16 0 1 2.0 500. .007 30.0 30.0 0.016 100.00 ' 0 14 115 0 1 2.0 1400. .007 30.0 30.0 0.016 100.00 * REVISED DETENTION POND 15 0 115 15 0 3 0 15 116 9 2 0.1 1000. .025 .0 .0 0.013 0.1 .0 0. 0.006 11.24 0.398 39.57 1.936 62.47 4.491 83.87 7.423 102.40 10.642 106.27 13.861 113.27 13.861 200.0 0 16 203 0 1 2.0 2000. .004 30.0 30.0 0.016 100.00 0 0 203 18 12 12 0 2 0 1 5.0 2.0 100. 1500. .010 .012 .0 30.0 .0 30.0 0.013 0.016 5.00 100.00 0 12 19 0 3 5.0 50. .010 .0 .0 0.013 5.00 * PROPOSED ULTIMATE DETENTION POND 19 0 19 29 12 2 0.1 1000. .010 .0 .0 0.100 1.50 .0 .0 0.29 2.66 1.42 9.15 3.09 13.54 5.71 17.94 10.06 50.05 16.52 84.86 20.83 96.21 25.14 106.97 30.40 111.97 35.88 116.97 38.07 253.0 0 120 29 0 3 5.0 400. .010 .0 .0 0.013 5.00 A 21 12 0 1 2.0 1100. .003 30.0 30.0 0.023 1.00 0 98 34 0 1 1.0 600. .015 30.0 30.0 0.023 1.00 0 24 25 0 1 10.0 800. .0004 3.0 3.0 0.030 100.00 0 25 26 0 1 10.0 1200. .0004 3.0 3.0 0.030 100.00 0 26 27 0 1 10.0 400. .0004 3.0 3.0 0.030 100.00 0 27 50 0 1 10.0 3200. .0004 3.0 3.0 0.030 100.00 ' 0 205 26 0 2 1.0 100. .002 .0 .0 0.013 1.00 0 206 50 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 204 34 0 5 1.5 1200. .004 .0 .0 0.013 1.50 1.0 1200. .004 30.0 30.0 0.016 100.00 ' 0 28 30 0 1 2.0 800. .002 30.0 30.0 0.016 100.00 0 29 34 0 5 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 0 0 30 31 32 32 0 2 0 1 2.0 2.0 2200. 2400. .012 .009 .0 30.0 .0 30.0 0.016 0.016 2.00 100.00 0 32 40 0 2 4.5 1650. .006 .0 .0 0.013 4.50 0 33 40 0 1 2.0 2600. .010 30.0 30.0 0.016 100.00 0 34 35 0 5 4.5 2300. .010 .0 .0 0.013 4.50 5.0 2300. .010 30.0 30.0 0.016 100.00 0 35 40 0 4 10.0 900. .003 4.0 4.0 0.040 6.00 58.0 900. .003 30.0 30.0 0.060 100.00 0 36 51 0 1 1.0 1100. .006 30.0 4.0 0.016 100.00 0 0 37 38 49 39 0 1 0 1 3.0 2.0 800. 2400. .013 .005 3.0 30.0 3.0 30.0 0.040 0.016 100.00 100.00 0 39 42 7 2 0.1 1000. .005 .0 .0 0.100 0.10 .0 0. 0.232 4.5 1.213 12.0 2.561 14.5 4.085 16.9 5.352 18.0 5.775 42.0 0 40 41 0 4 15.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 100.00 0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01 0.001 0.0 0.016 101.5 0.099 290.8 0.300 498.3 0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6 7.135 2731.4 0 42 55 12 2 .1 150. .010 .0 .0 0.013 .01 0. .0 0.007 1.7 0.077 12.5 0.359 31.0 1.37 54.0 4.07 93.0 8.68 137.0 14.64 184.0 21.63 218.0 25.4 230.0 29.2 243.0 37.2 262.0 0 43 44 0 1 2.0 2150. .006 30.0 30.0 0.016 100.00 0 44 58 6 2 0.1 1700. .002 .0 .0 0.100 0.10 .0 .0 0.185 10.5 0.866 21.3 1.884 24.4 2.242 102. 4.476 308. 0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00 _ 5.0 900. .015 100.0 100.0 0.016 100.00 0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50 0 47 46 0 5 2.0 2.0 500. 1300. .020 .017 30.0 .0 30.0 .0 0.016 0.013 ' 100.00 2.00 2�j � I r I I 1 I I I 0 48 47 0 1 0 49 50 0 1 0 50 53 5 2 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52 53 0 5 0 53 54 0 5 0 54 55 0 5 0 55 56 0 1 0 56 57 8 2 0.0 0.0 6.786 204.7 0 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 157 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 0 63 64 0 1 0 64 66 0 5 0 65 66 0 1 0 66 69 7 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 17.2 0 172 173 6 2 .0 0.0 3.384 30.5 0 173 56 0 5 0 74 173 0 2 0 75 76 8 1 .0 .0 0.738 3.0 0 79 76 3 2 .0 .0 0 76 77 0 5 0 77 78 0 5 0 78 88 0 1 0 211 88 0 2 0 212 94 0 2 2.0 1300. .017 30.0 1.0 500. .002 30.0 10.0 500. .016 5.0 .1 1. .016 .0 90.0 40.0 250. 1.5 2400. .010 .0 2.0 2400. .010 30.0 2.0 1300. .005 .0 3.0 1300. .005 4.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.42 222.0 1.60 2.44 404.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.27 10.35 740.0 10.71 11.80 1176.0 2.0 2400. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .1 800. .010 .0 9.834 .0 16.533 1. 24 0 54 2.0 1300. .005 30.0 3.0 1400. .008 .0 2.0 1400. .008 30.0 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 3.8 0.394 40.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5 2.0 1600. .004 30.0 0.1 1000. .004 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.435 6.488 34.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 2.5 100. .010 .0 .1 1000. .001 1.0 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 0.580 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1400. .0084 4.0 1.5 100. .010 .0 2.5 100. .010 .0 30.0 0.016 100.00 1.0 0.016 100.00 5.0 0.040 100.00 .0 1.000 .01 220.0 460.0 560.0 .0 0.013 1.50 30.0 0.016 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 13.0 0.040 100.00 3.0 0.040 100.00 .0 0.013 2.00 39.0 1.536 90.0 358.4 56.319 411.3 .0 0.013 0.1 23.0 0.37 81.0 235.0 1.78 264.0 514.0 3.10 653.0 .0 0.023 0.1 48.0 0.04 92.0 308.0 1.55 362.0 493.0 8.18 531.0 586.0 9.63 623.0 822.0 11.08 922.0 30.0 0.016 100.00 .0 0.013 1.8 0.0 3.0 0.0 3.0 0.040 100.00 4.0 0.040 100.00 .0 0.010 .01 187.5 36.487 1560 30 3000 30 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 24.2 6.983 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.481 16.4 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0.016 100.00 .0 0.023 2.50 1.0 0.100 .01 1.3 0.393 2.1 18.4 1.782 60.0 0.0 0.100 0.1 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.013 1.50 .0 0.013 2.50 r 61 11 0 210 78 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00 0 207 82 3 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 5.0 20: 7.0 20. 0 82 83 0 5 4.0 1350. .004 .0 .0 0.013 2.50 4.0 1350. .004 30.0 30.0 0.013 100.00 0 208 83 3 2 0.1 1000. .010 .0 .0 0.100 0.10 0 .0 83 184 .0 0 5 3.7 4.5 1300. 20. .004 5.0 .0 20. .0 0.016 3.00 4.5 1300. .004 30.0 30.0 0.016 100.00 0 209 184 3 2 0.1 1000. .010 .0 .0 0.100 0.10 .0 .0 2.9 9. 4.0 9. 0 184 94 0 5 4.5 1850. .0056 .0 .0 0.013 3.00 ' 4.5 1850. .0056 30.0 30.0 0.016 100.00 0 85 215 0 1 2.0 6500. .003 30.0 30.0 0.016 100.00 0 215 87 0 2 4.0 800. .003 .0 .0 0.013 4.00 0 86 216 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00 0 216 94 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 87 95 0 1 25.0 2600. .0004 3.0 3.0 0.030 100.00 0 88 94 0 4 3.0 1350. .012 4.0 4.0 0.040 4.00 35.0 1350. .012 30.0 30.0 0.060 100.00 0 213 90 0 2 2.5 100. .010 .0 .0 0.013 2.00 0 214 91 0 2 2.0 100. .010 .0 .0 0.013 2.00 0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00 2.0 2700. .007 30.0 30.0 0.016 100.00 0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00 2.0 1300. .030 1.0 1.0 0.016 3.00 0 193 96 0 2 2.5 100. .0055 .0 .0 0.013 2.50 0 94 95 0 1 1.0 3000. .010 20.0 20.0 0.040 100.00 0 0 95 96 96 500 0 1 0 1 25.0 25.0 1300. 100. .0004 .0004 3.0 3.0 3.0 3.0 0.030 0.030 100.00 100.00 0 7 1 102 410 413 163 400 156 414 ENDPROGRAM I 1 li I TABLES AND FIGURES I �Lr I I I I I I c 0 �14 c Sealant Joint or Rubber G(.,,;ket Joint ASTM C 76 ASTNA C 361 c -, ASTAA C 6J-) AASIATO M 170 AASHTO M 242 NOTE: Area of concrele 'on.crmcnce ,i:'.i ASTM cni/or AA SHTO sPecificct:0.1. NO stole. FF VIALL THICKNESS BELL DIA. DIA JOINT LENGTH CROSS SECTION ALL SUSjECT TO AltOWASLE SPECIFICATION TO!CES.-,,,D PAPA,.SETE.R. INSIDE DIA. (;n) (mm)• 12 ii::) 1200. BELL DIA. M) -z-80 TH. C.�, �ss I (in) 1 2. C.) 50 LEN� TTH (h) rm) E,0 2.44 FEB FOOT , r ) 73 15 373 1218 60,!.5 1 2.25 56 1 7.5 2.29 1 1 18 2 1 2.! 17 30 .!,50 525 600 675 750 1 21.6 I31.6 3 5. 6 1) '2.5 701.0 fffo E-0.6 2.75 90.1.2 j 3.0 C90.6 3.25 i,l9S l 3-50 63-1 69 I 75 I E 2 I c S l 7.5 /.5 7.5 8. U F. 0) 2.29 2.29 2.29 2.<e: 2.!.! 1 -_17 7.59 223 3-'0 1 0 -:1 .56? 2 'c' E25 25 11 7�. 8 3.75 4 8.0 2.44 INSIDE FELLHE; DIA DIA. LENGTHOT Ft e2 1060 I ,5 )tE6 I2.410 ;13 I 8.0 2Z 770 16 za 'nfYJ l 5.0--, i 2 5 8.0 2..: I 970 1 6.6.25 16E3 54 I 9�5 1765 1 6.13 156 S.0 l2iU 60 1 1500 22-,3 66 1650 61.5 2--')70 /.25 M! 1 8.0 2.4A IE109 26"iv 72 IKO 87.5 147 7.5 2.29 2126 3ic5 78 1550 2,'CO F 25 2i0 I 2.0 2.t3 22?.2t) -2 E.! - ----- 2 100 11015 - - - - - - - - 57- .7; 222 8.0 2. 2E60 - "'50 2250 5 c F. 2..!-! cl c L P C C-1 I I ASTM C507 ASTM C655 AASHTO M207 AASHTO M242 ELLIPTICAL REINFORCED CONCRETE PIPE Tongue and Groove Joint NOTE: Area of reinforcement steel, number of cages, and concrete compressive strengths shall be in conformance with ASTM and/or AASHTO specification. No scale. WALL THICKNESS RISE JOINT LENGTH ►{ ALL DIMENSIONS SUBJECT TO ALLOWABLE SPECIFICATION TOLERANCES AND PARAMETER. / t MINOR AXIS /AJOR AXIS EQUIVALENT CIRCULAR DIA. (in) (mm)" NOMINAL DIAMETER ACTUAL DIAMETER WATERWAY AREA (ft') (m') WALL THICKNESS (in) (mm)' JOINT LENGTH (ft) (m) WEIGHT PER FOOT (lb/ft) (kg/m) MINOR AXISI (RISE) (in) (mm)' MAJOR AXIS (SPAN) (in) (mm) MINOR AXIS (RISE) (in) (mm) MAJOR AXIS (SPAN) (in) (mm) 18 ASO 14 350 23 575 14.31 363.17 22.88 581.15 1.8 0.17 2.75 69 7.5 2,29 195 290 24 600 19 475 30 750 19.19 487.43 30.13 765.30 3.3 0.31 3.25 82 7.5 2.29 300 446 30 750 24 600 38 950 24.00 609.60 37.88 962,15 5.1 0.47 3.75 94 7.5 2.29 A30 640 36 900 29 725 45 1125 28.81 731.77 45.44 1154.18 7.4 0.69 4.50 113 7.5 2.29 625 930 42 1050 34 850 53 1325 34.06 865.12 53.31 1354.07 10.2 0.95 5.00 125 17.5 2.29 815 1213 48 1200 38 950 60 1500 38.13 968.50 59.94 1522.48 12.9 1.20 5.50 138 7.5 2.29 1000 1488 54 1350 43 1075 68 1700 43.44 1103.33 67,88 1724.15 16.6 1.54 6.00 150 7.5 2.29 1235 1838 60 1500 48 1200 76 1900 48.19 122-03 75.50 1917.70 20.5 1.91 6.50 163 7.5 2.29 1475 21 55 66 1650 53 1325 83 2075 53.00 134&20 83.06 2409.72 24.8 2.30 7.00 175 17.5 2.29 1745 2597 72 1800 58 1450 91 2275 1 57.88 1470.15 90.56 23C0.22 29.5 2.74 7.50 183 7.5 2.29 2040 3036 'Metric diameter and wolf thickness are nominal all other dimensions are crt conrversion -= - 8311 West Carder Court 725 Bryan Stock Trail --- .... -.----... Littleton. Colorado 80125 Casper. Wyoming 82609 Bus. (303) 791-1600 Bus. 130i) 265-3100 ---..---.- -' Fax (303) 791-1770 1-800-285-2902 (Ccicradc only) Fax IM7) 265-00 3 I � La ./ W EL-001S"C 7C5 i t t II I I PRECAST REINFORCED CONCRETE BOX SECTIONS AASHTO M 259 & SECTIONS AASHTO M 273 0 o ASTM C 789 ASTM C 850 TONGUE VIEW SIDE VIEW GROOVE VIEW . BOX SECTIONS SPAN S (feet) RISE R (feet) WALL T (inches) HAUNCH H Conches) LENGTH L (feetf I WEIGHT Cob/section) WATERWAY AREA (Ft] 4 2 5' 8 8 7900 7.11 4 3 5' 8 8 8900 11.11 4 4 5- 8 8 9900 15.11 5 2 6" 8 8 10700 9.11 5 3 6" 8 8 11900 14.11 5 4 6" 8 8 13100 19.11 5 5 6" -8 8 14300 24.11 6 2 7"' 8 8 13900 11.11 6 3 7"' 8 8 15300 17.11 6 4 7"' 8 B 1 16700 23.11 6 5 7"' 8 8 18100 29.17 6 6 7"' 8 8 19500 35.11 7 3 8 8 8 19200 20.11 7 4 8 8 8 20800 27.11 7 5 8 8 8 22400 34.11 7 6 8 8 8 24000 41.11 7 7 8 8 8 25600 48.11 8 3 8 8 8 20800 23.11 8 4 8 8 8 22400 31.11 8 5 8 8 8 24000 39.11 8 6 8 8 8 25600 47.11 8 7 8 8 8 27200 55.11 8 8 8 8 8 28800 63.11 'ASTM C799 - Walls for ASTM C850: Top slob 7.5', bottom slob 6", side wcll 5'. "ASTM C789 - Walls for ASTM CM: Top slob 8' bottom slob 7', side wolf 6". —'A5TM C789 - Walls for ASTM C850: Top slob 8', bottom slob 7", side w 117". po�=cA� 8311 West Carder Court — -= ----.----. Littleton, Colorado 80125 Bus. (303) 791-1600 ^_) Fax (303)791.1710 =� 1-800-285.2902(Colorado only) NOTES: - Other sixes o�oilcble upon request - 2' O lilt holes prodded for hondling and installation. 725 Bryan Stock Trail v� roytr,�rC Casper, Wyoming 82609 Bus. (307) 265.3100- Fax (307) 265-0013 RSS-00ISPC REV 797 I I STORM DRAINAGE DESIGN AND TECHNICAL CRITERIAI TABLE 802C STORM SEWER ENERGY LOSS COEFFICIENT (BENDS AT MANHOLES) 1.4 13 i•� I.i 1•Z 1. I.I LL' 1. �+a D •`i� U Y 0.8 0•i�s U � � = r)G4 0 0.6 c6G c:; 2 0,q3 0,01 0.4 v C J•i2 0.2g 01%q 0.2 (J•lL ��•I Z.e 03 0, 0 00 Y Y 2 Z a y 0 G t _ I I I I I I I Bend no at Manhole, Special Shaping Deflector Curved I Y Bend at Manhole, Curved or Deflector) I I I I I Manhole I I 1 I i I I I I I I 06 200 400 60° Boo go* ion* Deflection Angle Y , Degrees NOTE: Head loss applied at outlet of manhole. DATE: B A N. 1 9 8 8 REFERENCE: REV: Modern Sewer Design, AISI, Washington D.C., 1980. I I. STORM DRAINAGE DESIGN AND TECHNICAL CRITERIAI TABLE 803 MANHOLE AND JUNCTION LOSSES ---- PLAN NOTE Ia A.y Type •1 1.141. USE EQUATION 801 SECTION Y L Jn CASE I INLET ON MAIN LINE or k= 6t05 j111C /Nti:hLihZ c:1 0 USE EQUATION 805 NL: vz 1�= p,'Ie-)Se' PLAN °y PLAN USE EQUATION B05 °' c. • VI V� o•r opv! SECTION CASE II INLET ON MAIN LINE PLAN — k V,2 .20 K=v •:ZS USE EQUATION 001 0,� ^ "L— K ✓yL i o,., k=1•Z5 SECTION SECTION CASE III MANHOLE ON MAIN LINE ;CASE NO. WITH Go BRANCH LATERAL CA INLET OR MANHOLE AT BEGINNING OF LINE CASE III K. 9° K. Cr- 0.05 22-112 0.15 0.25 45 0.50 1.25 60 0.35 90 0.25 No Lateral See Case I Date: NOV 1984 REFERENCE Rev: APWA Special Report No. 49, 1981 I Table 3-6 I I I I INFILTRATION RATES (For Use With UDSWM2-PC) Maximum Infiltration Rate......... .51 inch/hr Minimum Infiltration Rate......... .50 inch/hr Decay Rate ........................ .0018 inch/hr 3.2.2.2 Pervious - Impervious Area In order to determine preliminary percentages of impervious land cover for a given land use or zoning, Table 3-7 shall be utilized. The final design shall be based on actual conditions of the development. Table 3-7 LAND USE VERSUS PERCENT OF IMPERVIOUSNESS (For Preliminary UDSWM2-PC Model Only) Land Use or Zoninat Percent Pervious Percent Impervious Business: BG,BL,BP,HB,C,IL,IG,IP 10 90 Residential: RH', RMP 40 60 RM,RP,MM 55 45 RM,RMP,RE,RLM,ML 60 40 Parks, Greenbelts, etc 90 10 tSee Table 3-2 for zoning definitions. 3.2.2.3 Resistance Factors Table 3-8 contains the resistance factors to be used for pervious and impervious areas. Table 3-6 RESISTANCE FACTORS (For Use With UDSWM2-PC) Surface Resistance Factor Pervious.......................................250 Impervious.....................................016 May 1984 Revised January 1997 Design Criteria 3-8 CLIENT ,•'.T /..'f_t_::;•- ._.. iJ. .. ,.r. .:`!t:: :_ JOB NO. 1 T:iDINC. Engineering Consultants PROJECT CALCULATIONS FOR MADE BY �OATE�� CHECKEDBY DATE SHEET OF A division of The Star -Brown Group �pn=Cie-\i 1� C�-�Lnn� l�o� :•. �;_ � C�� '= G 20 Y. z 1 \ r Z Q;v �L 12: ci a �S� .g:� Zi[7-��O-YdCl7 CZi� �71�0� 1v0X21e 1-(Q�(U:.'f � •��% %�C� r 7 r r.� a �;L00 osZ G.�-� (,�1�=Yo����(,3r)aiB�c���'�d•�3�smG�) ISz��; �•�-G:c. ..26,oa9C�1� %j`�'�o1.Cuf-SB�./+1.=. �eG�G¢S - �r 3`T/fG -5.5'r_... ..:...3-_Sr.3 6Sq'z(}+z4a(4l3� b5G 3 6-;L 2,400� oo �5o�zr fZmCa�i) (o 2- 0 6 ` I I JUk J EXCERPTS FROM ' WARREN FARMS ALTERNATIVE COMPONENTS TO THE ' FOOTHILLS BASIN MASTER PLAN LI I 1 10 1 2V2- 1 ' 1 WARREN FARMS ALTERNIATWE COMPONENTS TO THE FOOTHILLS BASIN MASTER PLAN ' (Lower Portion of Reach 4 Basin G), FORT COLLINS, COLORADO ' Revised: April 24, 1996 Prepared for: ' City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 1 Prepared by: ' RBD, Inc., Engineering Consultants 209 South Meldrum Fort Collins, Colorado 80521 ' (970) 482-5922 ' RBD Job No. 020-136 Ga ' WARREN FARMS ALTERNATIVE COMPONENTS TO THE FOOTHILLS BASIN MASTER PLAN (Lower Portion of Reach 4 Basin G), FORT COLLINS, COLORADO UgTRODUCTION This report examines the lower portion of Reach 4 of the Foothills Basin (Basin G) ' Drainage Master Plan, in the Fort Collins, Colorado, area. In the Drainage Master Plan, the improvements planned through the Warren Farms Subdivision included open channels, a 48-inch culvert from Detention Pond 15 into the New Mercer Ditch, and a ' 48-inch culvert under the Burlington Northern Railroad and Larimer Canal No. 2. Filing No. 1 of the Warren Farms Subdivision has been completed. Houses were ' constructed on lots 25 and 26 on Citation Court in the northwest corner of Filing No. 1. The house on lot 26 lies on a portion of the proposed easement required to complete the original Drainage Master Plan open channel. Due to the construction of Warren Farms ' Filing No. 1 and a house on lot 26, the original Drainage Master Plan improvements could only be built now by acquiring an easement across lot 25 and purchasing the house ton lot 26. See pages 2 through 4 of the Appendices for applicable vicinity maps. This report presents alternative storm drainage improvements for a portion of the Foothills Basin G Drainage Master Plan adjacent to and including the Warren Farms Subdivision. In order to complete the design of alternative detention ponds and drainage structures, it was necessary to modify the most recent SWMM computer model for the ' study area to account for recent development within the basin. This report presents alternative components to the Foothills Basin Drainage Master Plan which do not require purchasing the house on lot 26 or acquiring an easement across lot 25. (Since the previous approval of this report, the construction of a box culvert under Meadowlark Avenue at the New Mercer Ditch has been completed.) ' Included in this report are descriptions of study area characteristics, hydrologic analysis used in the study, backwater analysis used in the study, summary of computer model results, and proposed storm water management for the study area. As instructed by the ' City of Fort Collins staff, this report does not address sediment transport or water quality. ' II. FOOTHILLS BASIN DESCRIPTION The location of the study area and the limits of the area of contributing flows to the ' drainageway at Stanford Road are illustrated on the vicinity map on page 3 of the Appendices. This portion of the Foothills Basin extends from Taft Hill Road on the west to Stanford Road on the east, and generally between Horsetooth Road on the south to ' within one-half mile of Drake Road on the north. This reportfocuses on drainage improvements within and adjacent to the Warren Farms Subdivision, including a combination pond from Woodwest Subdivision Filing 7 and ' Foothills Park Subdivision (Pond 15) to an existing 48-inch diameter storm drain pipe located east of the Burlington Northern Railroad (Colorado and Southern) at the northeast corner of the Steele's Market parking lot (conveyance element 29). The majority of the ' focus area has been developed with the exception of approximately the eastern two-thirds of Warren Farms. There are two irrigation canals, the New Mercer Ditch and the Latimer No. 2 Canal, effected by drainage in the study area. Two major detention ponds, Ponds 9 and 15, presently drain into the New Mercer Ditch, from areas east of Shields Street. Flows from areas west of Shields are collected by the ditch via an open channel located approximately one -quarter mile north of Horsetooth Road. ' In the study area, the New Mercer Ditch runs south, parallel to Meadowlark Avenue, to )eagle Drive where it collects water from Pond 15 and turns east. The ditch then follows ' the north edge of Warren Farms for several hundred feet where it again turns and flows southeasterly toward the intersection of Horsetooth Road and the Burlington Northern Railroad. ' The Latimer No. 2 Canal presently collects water from several drainage elements including Pond 19 and runoff from undeveloped land. Pond 19 is located in the South Meadowlark Heights area just north of Warren Farms. Water from the pond is routed under the Burlington Northern Railroad through a 30-inch diameter pipe which daylights onto land that drains into Latimer No. 2 Canal near McClelland Drive. ' The undeveloped section of Warren Farms currently drains both to the northeast and southeast. The northeast flows drain into the New Mercer Ditch until it is overtopped and flows are collected by two 30-inch diameter pipes under the railroad. The southeast flows drain into the New Mercer Ditch until it is overtopped and flows drain to a low area which acts as a retention pond near the intersection of Horsetooth Road and the ' Burlington Northern Railroad. An existing storm drain system located in Horsetooth Road will collect stormwater from this area when fully developed. The developed section of Warren Farms Filing 1 presently drains into two temporary retention ponds intended to collect stormwater until permanent detention ponds are developed in the future. HYDROLOGIC ANALYSIS The SWMM model was used to determine surface runoff for this project. The 100-year ' storm hyetograph, obtained from the City of Fort Collins, was used in the model. The SWMM model, along with supporting calculations and criteria, is included in Appendix A of this report. 2 Of utmost interest to this study is the design information for the area from Pond 15 to the existing 48-inch diameter pipe --conveyance element 29--located east of the Burlington Northern Railroad (at the northeast comer of the Steele's Market parking lot). The City of Fort Collins' SWMM model (previously updated by Lidstone & Anderson in 1993) for a 100-year storm event within the Foothills Basin was updated to reflect field ' conditions and proposed storm drainage system modifications in the Warren Farms area. Besides correcting input deck errors, the changes to this model are described later in this section. The following design assumptions were made in modeling the study area for the SWMM hydrologic analysis: ' Since flow depths in the existing irrigation ditches continually vary, it was ' assumed that stormwater will drain directly over the ditches as if they were full. This is a conservative approach, and it is realized that during an actual storm event some storm water will enter the ditches. The New Mercer Ditch was assumed to be flowing at 80 cfs (irrigation base flow) until stormwater enters the ditch. This estimate by the Stormwater Utility includes decreed flow in the ditch at this point (about 55 cfs) plus approximately 25 cfs of stormwater flows. ' Some of the storm water from Warren Farms flows to the southeast and collects in a retention area near the intersection of Horsetooth Road and the Burlington Northern Railroad. The model used for the original Foothills Basin G Drainage '. Master Plan assumed that these flows drain to the northeast. To be consistent with the original model, the same assumption was made for the Warren Farms ' Alternative Components model. • It was assumed that the storm water system modeled in the Foothills Basin G ' Drainage Master Plan for areas upstream and downstream of this study's focus area (Pond 15 through Element 29) has remained unchanged since the most recent model update by Lidstone & Anderson. ' The maximum allowable discharge assumed for the area tributary to the Burlington Northern Railroad crossing was 130 cfs. This discharge rate was obtained from Table 5 of the original Foothills Basin G Drainage Master Plan. (The peak runoff determined in this report at the railroad crossing is 105.3 cfs.) '0 The boundary changes that have occurred since the Foothills Basin Drainage Master Plan was written are virtually minimal. This study assumed the same boundary areas as the most recent update of this computer model. ' • All drainage structures were sized to handle 100-year developed condition storm flows. 3 T ' Using the updated SWMM computer model, flows were computed for the conveyance elements at progressive time intervals (between zero and six hours) for the 100-year storm. Modifications were made to the drainage facilities until the SWMM model was optimized for the study area. The resulting peak flows computed for each element in each storm are presented in the SIN-MM output in Appendix A. As the capacities of Detention Pond 15 were exceeded due to recent upstream modifications to the SWMM model by Lidstone & Anderson, and were exceeded when ' outlet hydraulics were corrected to properly account for pipe inlet control and tailwater conditions, portions of the pond outlet must be enlarged. This proposed enlargement is now included in the revised SWMM model. Further discussion of the proposed enlargement follows later in this report. According to the schematic on page A-2, conveyance element 116 models the reach of ' the New Mercer Ditch between Detention Pond 15 and Detention Pond 19. However, this was previously entered in the model as a pipe rather than the open channel it actually is. To complete the modeling of the storm flows in the New Mercer Ditch, conveyance ' elements 2, 3, and 12 were also added. Conveyance element 2 is a constant inflow hydrograph of 80 cfs irrigation base flows. Conveyance element 3 models the stormwater diversion out of the New Mercer Ditch into Detention Pond 19 (via conveyance element 12). The rating table for conveyance element 3 was developed using the updated HEC-2 model (including check structure and upstream split flow spill) for this reach of the New Mercer Ditch. Conveyance element 12 models the total inflows to Detention Pond 19. ' Conveyance element 120 was previously modeled as a pipe which incorrectly rerouted several upstream basins around Detention Pond 19. Element 120 was modified as a direct flow node to route basin 15 under the Burlington Northern Railroad embankment. All upstream sub -basins and conveyance elements formerly routed to conveyance element 120, except for sub -basin 15, were rerouted through direct flow conveyance element 12 and then through the proposed expansion of Detention Pond 19. ' Note that sub -basins and conveyance elements below the area of interest (anything downstream of conveyance element 34) were not verified or corrected. Several surcharged conveyance elements exist below t1j. s reach. IV. HYDRAULIC ANALYSIS The alternative storm water management plan for the study area (from Detention Pond 15 to conveyance element 29) includes pond regrading, upsizing of pipes, diversion, improved irrigation flow control, and construction of new facilities to assure that the system can handle 100-year storm flows. 2 ' A. Detention Pond 15 ' Pond 15 is proposed to be an on-line detention facility. As such, it will be regraded to allow for additional storage capacity. The outlet of Detention Pond 15 must also be enlarged to adequately pass stormwater runoff and prevent ' overflow of the detention pond embankment except under emergency conditions. The enlarged pipes are required due to changes in upstream conditions as most - recently modeled in the Foothills Basin North Tributary Project by Lidstone & ' Anderson. These modifications to upstream conveyance element 109 resulted in an approximate 40 cfs increase in downstream discharge. The north outlet pipe of Pond 15 is proposed to be upsized from a 12-inch diameter pipe to a 36-inch diameter RCP to prevent surcharging of this pond. The 21-inch diameter south outlet pipe should remain in place. These two pond outlet pipes are proposed to be connected to a 42-inch diameter outlet pipe at a new manhole near the New ' Mercer Ditch. Stage -discharge calculations and storage volumes for Pond 15 are summarized in Appendix C. Detention pond freeboard before overflow is 0.20 ft, and total freeboard is 1.20 ft. The outlet pipe hydraulics for this proposed detention pond modification were ' analyzed using the EXTRAN block of EPA SWMM Version 4.3. This modeling method was required because of the hydraulic interdependence and connectivity of the multiple pond outlets, combined downstream pipe, inlet weirs, and downstream tailwater. Discussion of the EXTRAN modeling procedure is further detailed in Appendix C. B. New Mercer Ditch The New Mercer Ditch is proposed to be modified to handle additional storm water, thus acting as a combination irrigation ditch and storm water channel. Due to the existing homes on lots 25 and 26 on Citation Court, the New Mercer Ditch is proposed to be used to carry storm water between Pond 15 and Pond 19. This action will require consent from the ditch company. Refer to Appendix B for documentation of past meetings with the New Mercer ditch company regarding carriage of stormwater in this reach of the ditch and their related ' requirements. (It is realized that further public review meetings will be required in regard to this issue.) Documentation is also provided in Appendix B for the existing box culvert crossing under Meadowlark Avenue. The proposed Warren Farms alternative components include modifications to the New Mercer Ditch by regrading sections of the top of the bank to make it higher ' where it was previously too low. After regrading, the ditch's capacity will have been increased to handle the proposed flows plus 1 foot freeboard. 5, 11 1 C I I �I 1 The Warren Farms alternative storm drainage improvements proposed by this study include the construction of a diversion structure on the New Mercer Ditch. This spill structure will divert water from the New Mercer Ditch when flows introduced to the ditch by Pond 15 exceed irrigation limits. A backwater analysis along the New Mercer Ditch was completed for a portion of the study area north of Horsetooth Road to determine: • Spill elevation for the diversion structure. • Whether the spill structure is effected by backwater conditions from downstream flow limitations at Horsetooth Road. • Section of the New Mercer Ditch that would overflow during a 100-year storm and the appropriate remedial berming. As described in the following section, the overflow spill structure will be located near Detention Pond 19. The HEC-2 water surface profile computer program, developed by the U.S. Army Corps of Engineers, was used for the backwater calculations. The New Mercer Ditch and the diversion structure were examined in two different flow conditions: irrigation flow only and irrigation flow plus 100- year storm flow. The input and output for the HEC-2 computer runs are included in Appendix B (Appendix B-1 for irrigation base flows, Appendix B-2 for storm flows). The following design assumptions were made for the HEC-2 backwater analysis: • At the time of final design, additional cross -sections along the New Mercer Ditch upstream of Detention Pond 15 should be obtained. This will aid to evaluate backwater effects upstream of the Warren Farms site. • A maximum flow rate of 80 cfs was assumed for irrigation flows in the New Mercer Ditch per the City of Fort Collins Stormwater Utility (discussed previously in this report). The Warren Farms alternative SWMM model output in element 116 is 105.3 cfs stormwater flow into the New Mercer Ditch. The total flow in the New Mercer Ditch (conveyance element 3) is 187.0 cfs. • By calculating weir flow over the Burlinaton Northern Railroad in the adjacent Mail Creek Basin Hydrology Update report (calculations shown in Appendix B), a starting water surface elevation of 38.8 was derived within the McClellands and Mail Creek Basin. The existing box culvert on the New Mercer Ditch at Horsetooth Road has a top of box (low. chord) elevation of 40.53. The existing box culvert at Horsetooth Road has 3 C eL�Dc� ' additional capacity above and beyond the 80 cfs base flow as the low chord does not control the starting water surface elevation in the New Mercer Ditch. The starting water surface elevation (38.8) was used to determine which section of the ditch would require higher berming to contain 100- ' year stormwater flows within the Foothills Basin. Results of the HEC-2 analysis indicate that a spill elevation of 39.61 should be ' used for the proposed overflow spill structure. The spillway should be slightly higher than the radial gate low chord elevation so irrigation water will not be spilled due to normal wave action. A radial gate structure is proposed to be constructed where the New ?Mercer Ditch turns to the southeast (west of Pond 19) to act as a storm drainage check facility. ' The radial gate structure replaces the previously -proposed check structure based on previous meetings with New Mercer Ditch personnel (see memo in Appendix B). An overflow section upstream of the radial gate structure will divert excess stormwater from the New Mercer Ditch (introduced by Pond 15) and will allow the required 80 cfs to remain in the ditch for downstream irrigation. The elevation of the bottom of the gate (low chord) should be 38.10 for the radial gate setting. ' This gate setting should be set to limit downstream flow to 80 cfs irrigation flow only. The design for the radial gate structure would be similar to that proposed for construction on the New Mercer Ditch below the Spring Creek crossing, but is only schematically illustrated in this report. To identify sections of the New Mercer Ditch upstream of the proposed overflow spill structure that would be unable to handle flows from a 100-year storm in addition to normal irrigation flow, a second computer run was executed using 80 cfs irrigation flow plus. approximately 107 cfs storm flow. The HEC-2 output summarizing the results of this run is included in Appendix B-2. Comparing the elevations of the left and right banks of this ditch (XLBEL and XRBEL) with the computed water surface elevations (CWSEL) shows where overflow occurs and additional berming is needed. As previously shown on the Overall Drainage Plan drawing, the existing banks of the New Mercer Ditch must be raised in the vicinity of cross -sections 1859 and 1916. All HEC-2 cross-section extensions are discussed in the following table. Cross-section Extension Comment 573 0.16 ft Energy balance only; flow within canal banks 7 -e-Do �3 I 1 1 i Cross-section Extension Comment 1714 0.91 ft Energy balance only; flow within canal banks 1859 Raise right bank by 0.39 ft plus 1 ft freeboard 1.39 ft 1916 Raise left bank by 1.18 0.18 ft plus 1 ft freeboard ft 2602 0.22 ft Energy balance only; flow within canal banks 2672 0.14 ft Energy balance only; flow within canal banks For cross -sections which were extended to achieve an energy balance, further elevation of the banks at these locations does not appear to be warranted as flows remain within the defined banks of the New Mercer Ditch. ' C. Detention Pond 19 The Detention Pond 19 grading plan proposed by the 1991 Warren Farms Alternative Components report (with present year modifications) incorporates a portion of the Burlington Northern Railroad embankment as the pond embankment. This grading in the railroad right-of-way and the ponding against the railroad embankment will require design review and approval by the Burlington Northern Railroad. The storm water diverted from the New Mercer Ditch at the overflow spill structure will drain to the east into Pond 19. Pond 19 is proposed to be expanded to include the existing detention pond as well as a portion of the northeast comer of Warren Farms. The northeast corner of Warren Farms lies between the New Mercer Ditch and the Burlington Northern Railroad. The recent owner/developer of the Warren Farms Subdivision did not find it feasible to develop this land- locked area of ground. An enlarged detention pond is required due to changes in upstream conditions as most -recently modeled by Lidstone & Anderson. These modifications to upstream conveyance element 109 resulted in an approximate 40 cfs increase in downstream discharge. These extra flows require an additional 6.9 acre-feet of stormwater detention capacity in Pond 19. The total required volume of Pond 19 is 24.5 acre-feet. Freeboard between the computed pond water surface elevation 1 8 I 7 y. ' and minimum adjacent lot elevation is 1.07 feet. Minimum freeboard of 0.8 feet is available above the overflow spillway elevation. rStorm water is proposed to exit the pond through three existing 30-inch diameter pipes underneath the Burlington Northern Railroad. Refer to page C-34 for an outfall schematic. The pipes are proposed to daylight into a new drainage channel on the east side of the Burlington Northern Railroad embankment which in turn will direct the flows to a new area inlet between the railroad embankment and the Larimer No. 2 Canal. The final design, allowing for fully -developed 100-year flows, has been completed for the channel and inlet. A proposed 48- inch diameter pipe will then transport the storm water under the Larimer No. 2 Canal to an existing 48-inch diameter storm drain system under the northeast corner of the Steele's Market parking lot. The Larimer No. 2 Canal will no longer collect storm flows from these upstream areas. The outlet pipe hydraulics for this proposed detention pond modification were analyzed using a modified form of the Federal Highway Administration inlet- ! outlet control calculation method. The HY-8 computer program was not used in this case due to the hydraulic interdependence of the three outlet pipes and additional downstream flow. This downstream flow comes from direct flow conveyance element 120 via an area inlet in the case of Pipe A. The downstream flow which affects the performance of Pipe B is from Pipe C which also outfalls ' from Detention Pond 19. As will be shown later in this report, the Detention Pond 19 outfall system and the downstream 48-inch storm drain system (combined existing and proposed pipes; refer to schematic on page C-39) are not hydraulically -connected; thus performance of the downstream 48-inch storm drain system does not have an effect on the hydraulic characteristics of the pipes draining Detention Pond 19. According to the SNVMM modeling, the maximum discharge for the area tributary to the Burlington Northern Railroad crossing is 107 cfs (Detention Pond 19 plus conveyance element 120). This discharge is less than the 130 cfs maximum allowable discharge as tabulated in the Foothills Basin G Drainage Master Plan. D. Downstream Storm Drain Inlets and Roof Drains Based on the City of Fort Collins storm drain inventory between Stanford Drive and Larimer No. 2 Canal, a field inventory of inlets was conducted. The printed inventory shows a total of 29 inlets in that area; however, the field inventory resulted in 30 inlets contributing to the storm drain pipe system. The new inlet ' found is a 10-foot Type R curb inlet located immediately north of the new 1stBank building on the west College Avenue frontage road at Foothills Parkway. Dimensions of the grates and openings were measured, and a visual inspection to 1 9 J I I I I E. I 11 I determine maximum allowable ponding depth over the inlets was completed. The inlets found are summarized below: • 10 combination Type 13 inlets • 2 double combination Type 13 inlets • 6 area inlets of various composition • 12 Type R curb inlets, with 4-, 10-, and 15-foot openings Typical inlet capacities for each type of inlet were calculated. UDINLET was used to estimate capacities of the combination and curb inlets. Area inlet calculations accounted for the maximum allowable flooding based on a visual inspection of surrounding businesses. These calculations are included in Appendix D. Capacities were also calculated for the future inlet which must be constructed between the Burlington Northern Railroad embankment and the Larimer No. 2 Canal. The inlet proposed previously was under -sized for the expected outflows from Detention Pond 19. Therefore a preliminary design was completed for this report which indicates a triple Type D inlet will be required at that location. This inlet will intercept storm drainage from Detention Pond 19, which currently flows into the Larimer No. 2 Canal, and conduct it downstream within the Foothills Basin. This also serves to avoid downstream flooding caused by stormwater overflow of the Larimer No. 2 Canal. Downstream Storm Drain Analvsis A UDSEWER computer model was developed for the storm drain pipe system between Stanford Road and the Burlington Northern Railroad. Only the main line of this system was modeled. The pipe diameters, invert elevations, and lengths in the vicinity of Foothills Fashion Mall were determined from construction drawings prepared by Stewart & Associates in 1972. Stewart's design for the Foothills Fashion Mall extended westward to College Avenue. A separate Stewart design for the Mourning subdivision, which includes Steele's Market, was used to determine pipe information from the west College Avenue frontage road to the Steele's parking lot. The final pipe reach, as shown on previously - submitted Foothills Basin plans by RBD, Inc., has not been constructed, but the previous design was used to complete the modeled pipe system to its full western extent. The UDSEWER model and supporting documentation (see schematics on pages D-20 through D-22) are included in Appendix D. Discharges through the storm drain pipe system were obtained from several sources. As discussed above, a field inventory of storm inlets was conducted and typical capacities of these inlets were calculated. These inlet flows were inserted into the UDSEWER model at the nearest downstream manhole. Flows from the 10 .-),I.3 I roof drain system for Foothills Fashion_ Mall were calculated based on full -pipe flow of the roof drain pipes and limited by full -pipe flow of Line A and Line B which are tributary to the storm drain pipe system main line (refer to appendix page D-4 for roof drain schematic). Discharge from a future 18-inch storm drain from the intersection of College Avenue and Swallow Road was added at manhole 9 to be consistent with the SWMM model. This future discharge was based on full -pipe flow of that future line. (Note that the basin master plan also shows a 12-inch diameter storm drain draining into this main line from the south, but this was neglected as the SWMM model does not include this future pipe.) Lastly, outflow from Detention Pond 19 was added into the storm drain system. The ' peak flow time for the sub -basin which includes the Foothills Fashion Mall and this storm drain system was obtained from the SWMM model. The conveyance element hydrograph from Detention Pond 19 at the time of the downstream peak r-, J flow indicated that the detention pored would simultaneously be releasing 31.37 cfs. These discharges were summed up by manhole along the pipe system to determine peak flows for use in the UDSEWER .model. This is the most conservative flow condition to model the downstream storm drain. (The storm drain system was also' modeled at the time outflow from Detention Pond 19 peaks; flow in the system at this time did not cause any downstream manhole surcharge.) Only the main storm drain pipeline was modeled in UDSEWER. Laterals (and thus lateral losses) were not modeled, although energy losses due to lateral inflow were included. Energy loss coefficients are referenced on pages D-34 through D-36. The Foothills Basin drainageway channel downstream of Stanford Drive is the outfall location for this pipe system.. A cross-section of the channel was surveyed to provide a basis for a normal depth rating curve on the channel. The starting water surface elevation for the UDSEWER analysis was determined by entering this rating curve with the peak SWMM discharge for the channel (conveyance element 34). Peak discharge was 704.6 cfs at a water surface elevation of 4993.35. The UDSEWER analysis indicates that the manholes along the main storm drain line between Stanford Drive and Mathews Street will be surcharged during an 100-year storm event. The analysis also indicates the energy grade line in the upstream -most inlet --between the railroad embankment and the Larimer No. 2 Canal --is below the flowline of the crate. Therefore the 48-inch storm drain system and the detention pond outfall are not hydraulically connected; there are no tailwater effects on Detention Pond 19 caused by this 48-inch storm drain pipe system. 11 -- l4 I I V. I I CONCLUSIONS This report was completed to provide an alternative storm water management plan that is consistent with current and future development in the study area. Realistic simulation of the predicted study area was achieved through SWMM computer modeling. The HEC-2 program was used to determine the design elevation for the diversion structure and to analyze the capacity of the New Mercer Ditch. and the structures in a 100-year storm and for downstream conditions. The alternative storm water management plan includes grading improvements to Detention Ponds 15 and 19, additional berming along sections of the New Mercer Ditch, improved storm water transport between the Burlington Northern Railroad and the existing 48-inch diameter storm drainage system east of McClelland Drive, preservation of the existing house on lot 26 of Warren Farm Filing No. 1 _ and the existing Meadowlark Avenue Street, and improved downstream flood control from Larimer No. 2 Canal. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, revised May 1984. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, I . Colorado, January 1991. 3. Foothills Basin (Basin G) Drainage Master Plan, by Resource Consultants, Inc., February 25, 1981. 4. Mail Creek Basin Hydrology and Hydraulics Update, by Water Engineering and Technology, Project Number 48-1 00-87. 5. Warren Farms Alternative Components to the Foothills Basin Drainage Master Plan (Lower Portion of Reach 4 Basin G), by RBD, Inc., January 25, 1991. 6. Foothills Basin North Tributary Project, by Lidstone & Anderson, Inc., November 19, 1993. I 7. Foothills Park Subdivision for New Mercer Canal Drainage Report, by Drexel, Barrel, & Co., February 1976. 8. Urban Drainage and Flood Control District of the Denver, Colorado, Metro Area, Urban Drainage Storm Water Management Model - PC Version (UDSWM2-PC), by Boyle Engineering Corporation, November, 1986 (updated 1994). ' 12 2,5 75 7 10. 11 12. Urban Storm Drainage Criteria Manual, Volume 2, Urban Drainage and Flood Control District, by Wright McLaughlin Engineers, Denver, Colorado, March, 1969. HEC-2 Water Surface Profiles program, version 4.6.3, by U.S. Army Corps of Engineers, Hydrologic Engineering Center, revised February 1991. UDSEWER software for storm sewer system design, version 4, by James Guo, Ph.D., University of Colorado at Denver, December 1993. Storm Water Management Model User's Manual Version 4: EXTRAN Addendum, by Roesner, et al. for U.S. Environmental Protection Agency, October 1992. 13 21w co E R LL C R ()j-oe) /4!oedeo N m . N co CL O O " tC) O- y O E S > LL � C N > U O d N t ¢ O L C O � O " U o l9 O �*0 (D N ry (n C (oe) eeiy eoeyng . m O N C1 N f6 O � E a) 7 N _ (0 O d >—y C m i OONOr(D NON CD .2 N > y ON VOhOLD rr w C Co cm ^ o or ri(ri Ci(6 Ui 1r Lo vi N O O U i r r N N C7 7 N E r E$ cu ov o = C/) > U �0 T' i OC'7[i O O C71, OO W () U (0 .-. N M .-` i ci ci C7 U) n W O r O O N i N E V Q O OOO-TN'tt v O'ci O C N Lo d Q O N(D O o)coO W n N C C13 � ^ P,2 i 0coN V NO)(DO)co (D N N(DN CA r O cl m(D(D r- (d ' 'O O Q — i vm NNMr r N CV)IT IVLo O " fq Q N II N N O ` > �' 'O 0 0 C) 0 0 C) 0 C) 0 0 Q y d O Lo I- U) E 7 'O i N O I,- 1, m Q �N -� C I- r U)M CO j( N N V CO r r CO N ` ' y N rn ccM I a) CL+ O O O O R N' V' "T N-9t d V O N co tt 0) co V)QN �- Cl CD N Ih h(D CD N CD (D N N N Ni CO (D CD 'r OQ CS(D CD O-,;r cnNNCD N O O s N l0 w a¢¢ (O O O O O O O O N . i D) O r N Cl) T U)(D CD h ". ' i NC7 mM C7 co m m mm ^ ' 0 0 0 0 0 0 0 0 Cl 0 U7 U) U) U) M) U) U) U) U.) U) L—? 5 to LL 2D-� ri ■ EXCERPTS FROM WARREN FARMS PRELIMINARY � DRAINAGE AND EROSION CONTROL PLAN u �I u e I I WARREN FARMS PRELIMINARY. DRAINAGE AND -EROSION CONTROL REPORT October 5, 1995 Presented to The City of Fort Collins Prepared by Merrick & Company T) `A i Warren Farm P.U.D. Preliminary Drainage Report Historic Basin H5 Onsite Historic Basin H5 comprises the southeast comer of the site. The basin contains 1.7 acres of vacant ground sloping to the south and east. The basin presently drains to swales along under the Burlington Northern Railroad and into existing storm inlets at Horsetooth road. The basin is defined on the west by the New Mercer Ditch and on the south by a Horsetooth road and the east property along the east. Historic basin H5 is presently covered with native grasses and weeds. The 2 year runoff coefficient is estimated to be 0.20. Total flows generated by Historic Basin H5 are 0.5 cfs and 1.9 cfs for the 2 year and 100_year storms respectively. Historic offsite basins are as previously described. 4. Outfalls Downstream From Property The northern 30% of the existing site drains by overland flow and swale to the north into an existing temporary retention pond graded at the time Filing 1 was built. The southern 45% of the existing site drains to the other existing onsite retention pond area. Neither area is likely to release flows under normal circumstances. It is possible that the western embankment of the New Mercer Ditch could be overtopped by retained water following successive large storm events. This overtopping would require runoff flows in excess of 200% of the 100 1 year event. Under normal conditions, this retention drains only by evaporation and percolation to the groundwater table and no flows leave the Warren Farm P.U.D. site. The site can be considered a closed basin for the area presently west of the New Mercer Ditch. 31.6 acres of onsite property, and the 16.8 acres of Filings 1 and 2 presently drain to retention ponds just west of the New Mercer Ditch. The retention ponds have no historic outfall points. The only significant historic outfall downstream from the property is the eastern portion of the site (Basin 1-13) which drains to culverts under the Burlington Northern Railroad and to Larimer Canal #2. Historical releases by this existing basin are calculated to be 1.4 cfs for the 2 year storm, and 5.1 cfs for the 100 year event. z Merrick Company Page 8 1 z�� N 1 N LL Q Z N tn h z � � c z z v� O LL Q O ul y E" W < J C � co U Ito w Q3ui g r ^ J a a UNs U. � O m a oD C.Y.) W W 11 2 r) a' c q7 M N 'a N M W _ CL cn � ul Q� � d o CD p o m r' a- �4 � H cnLn p p O O O U.O LA � � W w N _ � fp CA Q J W W W ~P CCD «� d 0 4 Q V O tA N Z W 'It- J a 00 d? d? N r' r e" r— n Q m v -- CQ N v� ►(1 N N N tJ tJ N a0 m o �' N 1� <r � � G .. Q O O Z Z I- b U Z c9 Z FE W W Z CD Z W U e v - O ~ � o I I �. N U. 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R Q (V 0) — co IT: a a N O O M N D lJ (T N x F' NH/NI J o o r M tr d O Q I D I.9 M N v v LL N r- (jiW) co a cfJ .n N N dd300 .a J �9 •9 ^' lV N N N w JJONnm ju, o e o 0 (OV) cA w 4D �► m r Q T Ki 0 V3HV v NDIS30 V3aV } m tA 1NIOd O a NSIS30 } E.W., g �► 8 ti LLJ Q = Cl) — N M V to I W t� I co a E I l� o o r o o v v v v .ate ; .;;ir iZ�FIf�#''►its►+ ITi +�4'g; ..• ,>rr�y�''�r.xtl ..le_y,.r�.� r �id 'i'�I (t.r:. - ��}ill..l .: • Is��irP ����F� II Ilryl���.� �r'N ;1 a��F `40 ��f:"' Imo✓ IIII„ r ��,,ri.•,a�► �t►1� Rf� '��'� i f " h \\v\�i(�+'\ �� ��n�^ \ � iiI N - ' � A �R1ar�; Fi.(/� �j/`)y� 4 �`1 % ♦ \ O ` / b. 0 \ :.•I Ilf i tEtA71��� Nry�inl9 g G V e6` S . R F. on _ O Y �i IA ��• � I <3F��tii�iLlf� III �� ���� �� _1A°T I ��• �•`'-�i:•.� ricc��.af>•�.r�sar� VA / li FOAAd //� v sasi•�a��ickt, O° Tti7l Atl. al PIIQII /���_ �•:��ir Ems» ixv'��® y Ay�s17 /. x4 +�i_� ^f rw \�.A4% a\\n 'I ��• _ s �x.�aar�-sr� - • �^ ;/� ^: i �i.J f u>Ex-, .a / L! rm� y, sr� '�'r R. ���lr'Ai n\\il r4ii_ si tea`® ��qI��.T � � ib� � ��t✓ �tl �'�����`�, IIII, t'�i �Ila. r_STO ''I1Lc'f�rFi `s `�\ / �—lT1{ t iD t�� irs_ir: �x[aarx-•.��,Hz��x•,>_ ,��0\\� `\ i� "�' }w� �� rxr��xra�t•� LSYz[III' L � I �r lxil s a Ei>_ � �4���xci.�F��anf• �■�.t�� �` E;a� �rE+��s��•ai��aE� 11�/ ��� Yri��\�\e' r` Era �xr>,�.}>•�•xx�ix•:>_ �. 11 `"� iF1•i} <IF'1•t]Fata3�i3Ya IMF V I � � I �I� � • - fxF�tx:ltFi�iAT1• ..{�.�,,! �j��, �� < ii•il t1iF�tE'.1•tbi��i•1• � A / // • ���ti� � ® ,..H. �.:• •:z Era c�rr�.r•�'a�•g�sx•}� IR .perZIP 1 I `Jill WR4% q•R,aH �FFFF�[JLiSR sRF?'®i�EP' • r / II I I`XI �i[•1•�'."'+':ifZ,lflL'J:al �dTa�£a�Y.T•E.E[,� • I r' • .__�.. ��aa. _r''vLs,.•- _-.._ T - ,. - -.`e _ �� iIiFif� �YlB7• 1 KEYM�AP B g S g a LEGEND �mP liy�a i@4��e sago _ EXISTING CONTOURSy�YpaSb paa�R ppFA¢ PROPOSED CONTOUR ePE91s SE@i DIRECTION OF FLOW i B DESIGN POINT a g g M1•M•1O DRAINAGE BASIN BOUNDARY i BASIN NUMBER 1.1bc BASIN AREA p$p 11{ AVERAGE STREET SLOPE 5a$Agg55 —'—E SWALE/DITCH R/ FLOW ARROW S 5 _scw EMSTING STORM DRAIN PIPE y PROPOSED STORM DRAIN PIPK —X—A— SILT PENCE ® RIPRAP ■ EROSION CONTROL FABRIC NOTE, Z ADDITONAL EROSION / SEDIMENT CONTROL S INFORMATION CAN BE FOUND ON SHEET B. O E $ a � _ 8 mo WQIO Eli REa E-IVJC7 @ sgs CALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-87 nn on 4 I` ClAU 2 ftM670000 °aC .DR �.of 0D ,,;,E.IXrRM�AN N W < On = o 0 LLOo U W < z O0 N J Z o rn0 U W N Q �a i � W Z < City of Fort Collins, Colorado UTH= PLAN APPROVAL Z w < g APPROVED City &4OIrIN ^ ¢ ¢ ¢ < 6 ko _3��LL CHECKED BY ■rlu A 1°rlaR°b UtiDty M1041 CHECKED BY: alumxd< Duty UiM• RR"a No. 0 el 002 CHECKED B„ _ DIU PoIL R BrOCrl1® DRNWNG NIX CHECKED BY: rims: bover D011 C J CHECKED BY: SEEDING CHART Table 11Z Recommended species andApplicationRates of Seeds for Temporary Vegetation and/err Cave Crops. Species Season(1) Oriled Pounds Annual Ryagress �l 20 Carta ZO Cereal Rya Caul 40 Wheat - Winter Coal 40 Wheal - Spring Cool Barley Cool 60 Millet Hybrid Sudan Warm 15 Sorghum Warm 10 Cool wcs&n grasses make their major growth in the Spring. Warm season theirmajor growth in late Spring and summer. Table 11.4 identifies planlir perennial ono SITTOEOTY/cover crop gmsse Table II.& Planting Dated for Perennial and Temporary/Cove Crop Grosses. DAWE PERENNIAL TEMPO GRASSES CROP I Warm Coal Warm 01 "'IFfil Yee_ Yale No Ot - May 15 . '.:Yee eYekilys" -�-+sNo� IS - May 31 Yes Ili1 : .Yea 01 Jul 31 No No Yers 01 Aug 31 No Yea No 01 v Sep 30 No No No 01 - Dec 31 Yes Yea No make for Mulching :shall be used to consist In establishment of sOgetation. One or more f the following mulches shbll be used with a pvannid drNand grass seed mixture, or tempororx Vegetation or cower crop. Acceptable Application Fate Mulch polo of Was Straw or May Jan 01 - Dec 31 2 tons/morel Hydraulic lighted or paper) Mar 15 - May 15 2 tons/acrq Erosion control (ii or blankets) Jan 01 - Dec 31 Not appliedHa May or SVOw mulch Mall be free of noxloul weeds and at least 50% of tea Rae shall be 10 In ekes 99 mt In mulching Wtvl Marginal with a. noting grosses hay from a n9ties gross is .a ma a I If irrigal din Is used, hydraulic mulches may be applied from March 15 thrwgh SLptember 30. May or Slims Mulch 1 I. Hay or straw mulch will be anchored to the eat by me of the following methods: (a) A crimper which will crimp one fiber fear Inches Or more into the soil. At least 50% of We fiber shall be 10 aches or more in length. b.Lnup V�,O instolled rg w occardin9 o manufacturers ass t (c) TockiTers sprayed an the mulch to the manufacturers recv0mendalim. 2. All straw or hay must be free of residue weeds. NOTE I SUB -BASINS 5. 11, U. 27 IT: 30 SHALL BE MULCHED; UPON COMPLETION OF OVERLOT GRADING ACCORDING TO THfE CITY OF FORT COLLINS STANDARDS AT THE TIME OF CONSTRUCTION. MR 1 SITE BASISDESCRIPTIif ON:We Erf ly resldental k canmema bu ding 0 am SDaekn on Huntmono Including lot eon ma Sw Elio s H aNr �ma , panned M the site, STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES M GIY of fort CMDn stamwlr a laty wubn wHd FRe must we donned at lot 34 w lawn Pnv to any amelructM an ads ,M ANrewlrM Pmnelw got te,M9 HIM be Fe1tlIM p to my flund urxn9 ed iLy among. so),r (1 as FEkoW F Ns gpawa poµiFs<tlleJ mull WHpiIRPrRM1aa1HnelMn <onMrvclbnmmµer W,eadn con,tmtllm ome and w,lm sea ami - Pra-d4orm wplmlm snot be mate,ledand Muni ,naewr pom4e Rea+wl.Of a squen once al Hughes w9elallon iM be limited W We Mesa sated fw heirs ManeWcti,r rgMal and la We horl't Pi akal p w of tiros. At ,ono slimed WoMg land di,WNms a<4'utr (s1r"Cg. gal ut9By lnetilNo w et Plbl NIFB she) al be bat in a rau9nene° cv diben by ryp'n9 a aild's; Mann land emiwre was Ice, sigh m. M coal pammi Crashes cmtr i, xalea. No whole m areas wke ru,x pots of 1� CI rt In ewa..e by land anwrbinq i bar more am early before w pmnonml m,on "and leggy .Md/mulMr. IMge ,w aNueed r lID) par te) ettllH, ear atnerwae Wth awd by tlu Slam,ola Wall,, IT IrMi was be entered and maaea„ed at At m" dpNw'a tion MtlNla No a, m W,w,t lnd-cmi Andrew, aCtM k< Wm ydemWuea kWtly pAll cmmaassumi as ,om all do,( impacts W y of Fart CtlIM Fng ,log Deco marl AN imp y (s4umral) ....ISO contra m,,MM .hall be FReead and MOO an rwM'W am 0, n„mea'r aster Honda rawlf Want h hide to as mishun Be be MCC of ROLL WIDTH. BO' their In1eW1 functlm. AS retai ahl widmi p IWWY ma„ an paw] ro air wra WW b. rmalW old disposed 1 1, and IwnhM f to Isla met ree®e Fes mY*Wma .ay, _ ____-------s <Q' HEAD (Image I x -(la] fxl. M1epbL -All Mil la4pf NtlI,M Y feslei Coln-✓ H wl Hew fen TRENCH % X X tl m P bon. d pwkn _ M[�fineF9.' Y:.M .IoeNp e 1 ..sondes I I k-.rev. ' —_ � I�,r., FN9 axe ]II p eded a Mohamed at ,ass 4 :%-'..X'v Yx r. dry P Nam P Memin9 and WA" Of We a mYte mOka mid I I<� x p1Y sirsel, by ham Y oldest Mwxttl mofeltl s di ted tl W i X x Mnr dy by 1 % % % % It % sayto All al WarMarc ae aHisbe snow , beater Owned wan,t the 'M antes to w dNa MENCH CHANNEL INSTALLATION ONLY) % x x x X X X x X x% I I % % X % % t 1/Y BWMf , b' LcaG AT MM ;a o pOS15 U11W ATTAOI AT fp{E WRAF " %Me P0413 x/1 IM a: AT FEX¢ IIWf w NMS W 0�OETAL aL it IcaP°LIFO IAIXiLL F IL R 6' x e' FxeAYAM MRI01 fiMGi MM V V b V NAmc DONE xamE w_ T10N A ELEVATION I .��.- ua t. INSPECT AW rREPAIR�FF M Ae1EN EACS;wm E T: MNDFE'SE6 RT Xf1FX AOFATHE IINNL rW Cle WE PLL,ARG HAS BEEN FILLED PFYaICD 9F➢YENT SHALL h1.. SEDIMENT CONTROL FENCE N... mot' STAPLE CHECK SILCY xx XXXXXx XXXX ((CHANNEL NSTAULAION) X% X x% x X x x x X l (M' INTERVALS) x x x x X x x x X x x x X X If x x x X x x X x X X X X X X x x x x x xx x x x xx ROL ENDS OVERLAP— Ix x x X X x X x X xX 4' MM STAPLE CHECK SLOT S M x x x x /\ <-W W'af1ExGYAIE PWINIfNT PESO By ESIYAIFO BmYE11T B➢ 1rIP 4LLWAY law rNDtti 1. MMMY SHALL A RFLOND WEN ONE HALF BE THE BASIN DESIGN DEP114 �.( ) HAS WEN foul 1/Y WE M91 -.... yIILV4Y NOV VASS--0' RE OL VR AD SEDIMENT SHALL BE D0910 - 'REVENnpI: "`}O YW -STMW eUNfli INAN AREA HRIBLITARY TO A SE MEHT BASIN- Bewmm Table (this I--. b, We map' hearings are Planned m the felOwing a Material h n<.. via p . k vwnuam on o gro a. n(r lnstauhtTon. awmnl assure, eJd the une< n m m Jlvpcad . _ - - snot , 'nnoiblien, h ilass c rcam. mmerwa a . cm INelsonRncn and , The site ,nne,s 27 02 on s, of •aich 27.02 wee PS he mom to wsus these annual da at lava the w, 1 1/2 A GAM FLED ardi Hanna. .,,Om ten d, trading. .. tlA will Er (MN) xpsid mP a Px Ramona 'e' = O.25 before con, e9m. Rml1npl o auyn atles ..non Carl eahemg :'::a c,.:upm are °' CHAR slier banebuebm. The ,hemmed Hum the Moderate ghAglplt a psee. von ndm,l au br-a,aucla Nanm RaAran E.oamn Zcn. and Lau ° E,odmlltyw mat be game'•ass I'l od . ntu p Slam . m wale .y m, and SEDIMENT TRAP • ' all Zone par m, ci y of Fort call", gm mRa l 1,,51non setand, Ended. We .seat 10 s Both at •• a Opp MalayMe on idol - nm e t, to -are mrTb ei sooner non ' Iran eribintor be ° and ^m ahem, RpmPlm. meow dada b. am>m ; stely to remaa We HAW materials and pie. The gcgert Ie of dpw lone In We Center of an Y cmele alum .pub from awrninh el Missouri im. We .la cm..taH nt Berle CM A gNA1 sTa9uznnd AND Lplc-Tau smNM waTFR uuHAOEu[rvT: Nth ,I sf Harm loon „nn no0ve 9ra,a. dna wW,. of sec Erasion c ,al Notes Wig N«' a, ones smash l.avan Imam if . er Poland Pamnm ,mix, ore mpmM non We c ,.. to Pdlutmi, a arm.,wr HvM1,9e,. 5. OTHER CONTROLS 9, The He, Manor DIM Does veal M Meawms should he and ttO'mi nxag waste We subject His amounts from the site was a Of thew waste b The aarngNbm ,acing wal Is We NW, a East Aar. Motorola are n m approll mmnw m v of Lorimar Call Canal /2 m m,waly the Cecne to n. metal steads be .moat%,, m Rmet On -site aa111trucking Rumors Ww'. storm water runoff fr m the a we mbm'ltlY en, a kiigco p Made Mosq,W noes Minn „ a sole, Ne Fs..R Gxk Rewwn Inlet Men claim o the Fsml leesnvy M and users plpla 00t be tmckN shin Of Cast R.... air. OMIT.„ earn Me Fo Creek Re , Ong m uu annd I writer ne.<e aalit O ten um y omen WMeade, How. tarn IOW , Gene La m: m b„ el . wanm-yated<e eHOn p runoffman the If as sby .nI he nW We Caere Lo PION <p <rmNoned n,-developed deam formul nY cum R gutter 6. On ern- a d Meet AND D MAINTENANCE u. .I ow. piPex mnnn<m one oa.Iana mast nos. nnow. a. a.p•dinn one ,nmmnnnee ,none be Inspe m ,. TE MAP: regular basis OS outlines In Aclisn,a undertaken on i See Drainage A Erasion Control Hon. Cantles. Of the CDFS Genaal Perry- of the Terms and R 9T mt 4 a RA CONSTRUCTION SEQUENCE YEAR 1999 .2000 NUNN N I D JI F I M I A I M I J I J I A I .SDI 0 PLOT 'DRgpINC 1 D ER09STON CONTROL aA RVOghmMg CliffsBarHe Of ago, Bartler9 'egetOM.e Methods oN Seylant that NFALL EROSION CONTROL TRUCTURAL: SWV%ent Trap/B=W Inlet fFlllere SiEDW Barriers Sit mce Barriers Send Bogs Bare "SON Preparalim COnifli Furrows Tarraev@ Asphell/Cmvets'Paying Othes-Ora,N Mulch EGETAfi\E: s is "PIrIrL�OehteSaed-plq d)an 1 + N Gr VM Mulch Ba yell fairlydSon Mt II tiErosion curt fobffa Other STRUCTURES: INSTALLED BI MAINTAINED BY OEGEIRATION/MULCHING CON FACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON INSTALL NORTH AMERICAN BURDEN C350 EROSION CONTROL FABRIC USING S-INCH, 11 GA ARE U' STAPIES. "RICH STAPLES AND LONGER MAY BE USED FOR LOOSE (SOILS 9 GA STAPLES OR HEAMER MAY, BE NECESSARY IN HMO ON ROCKY SOII I ... • ADJACENT RWLS OVERLM- 2' a • .. •. —` - .)t"� STAPLE PATTERN 'E' 2 1/2' A 2 1/2' x 3/B• L 3.8 STAPLES/SO.YN. 2 - EACH WE W/ 3/40 GALVANIZED ANCHOR EROSION CONTROL FABRIC BWT EMBEDDED 8' GRADATION FOR FILTER MATERIAL x BYf T FASWN moue Merl AWs ono ai(mam" AM DOE 3CMW goi Ts W1 Y WIN 1/4' - BYes 3A' 00 04 ben o-m Re 4Ym _. flan f 00 2-10 _� .. o-2 03 3/4. RW OR SE ROD CO DN SQUARE O 3' �� TO Billy, ING Type. IS R S) 1 Sir C Till CLASSF TM AND GRADATION OF ORDINARY RMAP XWDON wT e50t qPM 9WIER WNIM ON DOE NBVIATIA mEx m< ON PNEIE) twofer) G ssi s" m-im AS Eo-m W S m IB B A10 0 CLASS 12 T 100 CAR »m 2a ]Sal Be 12 2-ID 3 OARS is 1m INS sires Bx 2Ym 2n IB 2-10 Ion W 5 a IN SM 5YN im Yy50 m SIT 2-10 M jdW"FMA DOE AT LEW mR]RIR OF NET YA4 SRIOFF SId6 EWA m M IyJNiR AM TIE 01E19BL }} Ras sex 4 m I DOE RaLS m sort mix F GSLs ue sewFR ililillllllllll ' . �I f �IIIIIIIIIIII it i R gee omig eppBg$BgR� IN as y 1 ALL STEEL USED FOR THE CONSTRUCTION OF THE TRASHRACK SHALL BE HOT DIP GALVANIZED ArTER WELDING MD FABRICATION. a) -+• CONTRACTOR SHALL FIELO-VERIEY.ALL- IkLJU_STRUCTIRE_ lip -LU MEASUREMENTS PRIOR TO CMSMCRM OF-TRASHRACK= Z TRASHRACK TO BE CONSTRUCTED IN ONE SEPARATE SECTION. i _J ALL STEEL'IN TRASHRACK TO BE A-M. 2 TRAS14RACK PLAN ua. CI 0 �at-0 o ec Z o QQty Bt Forl CoR)Da, Colorado do ZwUTHXrY PLAN APPROVAL -DO Li aAPPROVED: S aiS 3CRT xatleeer aCHECKED BY: `� o CALL UTILITY NOTIFICATION wg B xolesaler DIWty fix CENTER OF COLORADO CHECKED BY: —DIF- PRpECT No. 1-800-922=1987 s1a�we�'' y 844-002 ON Pa[b d RwtlMOp DtiA - 534-6700 " "gINBI"° WEMED By: -- MAwxc Ra CALL 2 euerWw DAYS x wvARIR VAn CHECKED BY: ads.AROR maYW MFD ha1B0 xapaeM D& W Q THEeaM ICAF.R arulae8 V CHECKED BY: F,y