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HomeMy WebLinkAboutDrainage Reports - 10/08/19961 I P' O. Box 270460 Fort.Collihs,.Colomdo' 80527 ;. (970) 22325556; FAX (970) 223-5578 s "'. t ASSOCIATES: 1 1 1 1 1 AVMS ASSOCIATES August 2, 1996 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, Colorado 80524 Re: Jefferson Commons PUD Dear Basil, Enclosed please find our "Final Grading and Drainage. Report For Jefferson Commons PUD," which addresses your comments dated July 25, 1996. This report was prepared in accordance with the City of Fort Collins Storm Drainage Criteria as revised in May 1991. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Owen Ayres & Associates, Inc. Chri Carlson, I.T.��0'�®p Civil Engineer s;,OQiT (dAW- OR z* Ica �J'c3lu 6. Scott Queen E. 28092 �;�"� Civil Engineer yp`E�"�� y����uru�mennt►u"� CC/SQ/bbv Enclosure Owen Ayres & Associates, Inc. Engineers/Scientists/Surveyors 3665 JFK Parkway, Building 2, Suite 300, P.O. Box 270460, Fort Collins, CO 80527 (970) 223-5556, Denver Metro (303) 572-1806, FAX (970) 223-5578 Printed on recycled paper c:\data\wp51 \harnd-8.Itr 34-0276.00 1 1 1 FINAL GRADING AND DRAINAGE REPORT FOR JEFFERSON COMMONS PUD Prepared for JPI Texas Development P.O. Box 619208 Dallas, Texas 75261-9208 AVMmS ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-0276.00 JPI-8.TXT August1996 TABLE OF CONTENTS 1 Paa INTRODUCTION..................................................................................................................1 ' PREVIOUS STUDIES...........................................................................................................1 EXISTING DRAINAGE CONDITIONS..................................................................................1 PROPOSED DRAINAGE CONDITIONS...............................................................................5 ' STORM DRAINAGE FACILITIES.......................................................................................10 Plum Creek Hydraulic Analysis........................................................................................12 ' Existing Conditions Hydraulics.....................................................................................12 Proposed Conditions Hydraulics .................. ................................................................ 14 ' Offsite Impacts.............................................................................................................14 EROSION CONTROL PLAN...............................................................................................15 ' Overview.........................................................................................................................15 WindErosion...................................................................................................................15 Rainfall Erosion.......................................................:.......................................................15 ' LIST OF FIGURES ' Paoe FIGURE 1. VICINITY MAP...................................................................................................2 FIGURE 2. OVERALL BASIN EXISTING CONDITIONS SWMM SCHEMATIC...................3 FIGURE 3. WEST PLUM STREET BASIN...........................................................................4 FIGURE 4. OVERALL BASIN PROPOSED CONDITIONS SWMM SCHEMATIC................6 FIGURE 5. JEFFERSON COMMONS SITE SWMM SCHEMATIC......................................7 FIGURE 6. CONSTRUCTION SCHEDULE........................................................................16 ' LIST OF TABLES ' Page TABLE 1. SUBCATCHMENT CONSTANTS........................................................................8 TABLE 2. BASIN PARAMETERS........................................................................................8 TABLE 3. CONVEYANCE ELEMENTS AND PEAK DISCHARGES.....................................9 TABLE 4. SWMM RESULTS COMPARISON....................................................................10 TABLE 5. DETENTION POND #144 OUTLET RATING CURVE.......................................11 ' TABLE 6. DETENTION POND #172 OUTLET RATING CURVE.......................................13 TABLE 7. DETENTION POND #170 OUTLET RATING CURVE.......................................13 TABLE 8. OFFSITE HYDRAULIC IMPACTS.....................................................................15 ' TABLE 9. SECURITY REQUIREMENTS...........................................................................17 1 -- ' i Ayres Associates I INTRODUCTION This report summarizes the storm drainage investigations performed for the proposed Jefferson Commons in Fort Collins, Colorado. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, allowable release rates into an existing drainageway, develop detention ponds, and determine downstream effects of the proposed development. This study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The Jefferson Commons is located along the north side of West Elizabeth Street ' approximately 1,000 feet west of Taft Hill Road as shown in Figure 1. It consists of approximately 16.7 acres occupying the northeast quarter of Section 16, Township 7 North, Range 69 West, of the 6th Principal Meridian and lies within the West Plum Street basin. ' PREVIOUS STUDIES ' Previous drainage studies of the area include (1) West Plum Street Basin Master Drainage Plan (RCI 1990), and (2) Update of Hydrologic Analysis for West Plum Street Basin (Ayres Associates 1995). These were reviewed to assist with the preparation of this report. EXISTING DRAINAGE CONDITIONS H The Jefferson Commons site lies along the north side of West Elizabeth Street, approximately 1,000 feet west of Taft Hill Road. Skyline Mobile Home Park lies to the north, Sunray Place Apartments and West Elizabeth Plaza to the east, and Miller-Layland subdivision to the west. A major drainageway runs eastward across the property from Miller-Layland to the Sunray Place Apartments. The drainageway is constricted and improved both up- and downstream, but remains unimproved on the site. The majority of runoff flows to this drainageway. Along West Elizabeth Street, there are two small houses, several sheds, and a horse corral. An irrigation/drainage ditch lies between these houses and Elizabeth Street. The ditch is overgrown with vegetation, filled with debris, and appears to be unused with the exception of storm drainage that it collects off of Elizabeth Street. The ditch dead ends at the West Elizabeth Plaza boundary where curb and gutter begin. After the ditch is removed on Jefferson Commons, the Elizabeth Street gutter will convey storm drainage. Any irrigation flows will be routed through a 15-inch RCP to the drainageway. Curb and gutter have not been installed along Elizabeth Street adjacent to the property. Except for the two houses and a horse corral, the site is currently at historic conditions covered with native grasses. Existing runoff calculations were performed to determine the 2- and 100-year runoffs for the site using the Storm Water Management Model (SWMM, UDFCD 1985). A schematic showing the linkages of the subcatchments and conveyance elements for the existing conditions is shown in Figure 2. The overall basin is shown in Figure 3. Both figures contain information from the West Plum Street Master Drainage Plan SWMM model. The hydrologic analysis used the Master Plan SWMM model with those subcatchments representing the Jefferson Commons site altered to reflect existing conditions. 1 Ayres Associates N PROJECT11 LOCATION F MULBERRY q`F ST. TO 1-25 0 LAUREL COLORADO v ST. STATE W. ELIZABETH ST. UNIVERSITY w PROSPECT CAMPUS a RD TO1-25 0 Z a J O I LLJ { y W > a Uj > a O > O DRAKE RD. } a w w J HORESETOOTH RD. J W = y p C w W ( Z , li w J Q a r = y O U W m y HARMONY y RD. r T01-25 —~ FRONT RANGE C.C. ? r r > > r a 2�o w Z VICINITY MAP N.T.S. Figure 1. Vicinity map. 2 Ayres Associates 1 1 1 1 -CIA 01 60 N m a � M a DI OO ® 0 ® 01 ® N M f 0 m M a a 0)0 M ti a O N m �f n a z w r z w O �\ CO a J w w p z a IL z o_ z _o `" O6 a U a zo H W h- w 4-r, > rw z zm —� 96 iZ�u a O w z 0 m U Q 0 O U J w m �f Z w (.D wbM J M M O �o in d70 0911 Frill0©® 9a)CO N �f N N � N N N T~ (J N © O ��- © F/ 91 9 N FO-91 N _ M N 3 Ayres Associates 1 1 1 1 PLEASANT VALLEY AND LAKE CANAL LEGEND STREET SUBCATCHMENT BASIN BOUNDARY — — — — CHANNEL OR GUTTER 11 BASIN LABEL ® CONVEYANCE ELEMENT Qz05 DETENTION POND • CONCENTRATION POINT CSU EQUESTRIAN CENTER 12 IU 17j Ib 18 O I 1 201 u I j PROPOSED ORCHARD ~ DETENTIO*` � `�.`: '�—® --- 10 a POND KIMBALL DETENTION C ~ I O POND z \ LU \\ i W. / ,6 \ PROPOSED \\ SCENIC VIEWS SUBDIVISION PEAR DETENTION 1 FPOND 30 — OI -TH ST. 'F PROPOSED — JEFFERSON COMMONS DEVELOPMENT 0 z z 600 300 0 600 SCALE: I"=600' al I I NEW MERCER CANAL 34 44 �1. 41 ORCHA I 33 35 1 39 42 MOORE ,RCHgRD -- I = ELEMENTARY — SCHOOL � _ SUN RAY APARTMEN3 1 - LL 43 361 F 44 I - I -- -IN PLUM frog 45 oI _ __— 46 REGIONAL - DETENTION POND Figure 3. West Plum Street basin. 1 Results indicate a 29 cfs runoff from south of the drainageway (Subbasin 32) and 12 cfs from north of the drainageway (subbasin 33) during the 100-year storm. The total flow in the drainageway leaving the site is 371 cfs (element 88). During the 2-year storm event, the peak runoff from subbasin 32 is 4 cfs and 1 cfs from ' subbasin 33. The total flow in the drainageway leaving the site is 73 cfs (element 88). SWMM output is shown in the Appendix. ' PROPOSED DRAINAGE CONDITIONS A detailed grading, drainage, and erosion control plan (enclosed in pocket) shows the building layout and storm drainage facilities that will be used for Jefferson Commons. The ' map uses a 1-foot contour interval. Schematics of the proposed conditions SWMM network and the Jefferson Commons site SWMM network are shown in Figures 4 and 5, ' respectively. The Jefferson Commons property consists of 19 subbasins that contribute drainage to separate outlets from the property. Design points were identified at all locations where ' storm runoff will leave the property. SWMM, which was used to determine the existing condition runoff and the Master Plan hydrologic analysis, was used to determine the proposed condition 2- and 100-year peak discharges, detention pond volumes, and ' downstream effects. Subcatchment constants are shown in Table 1, basin parameters in Table 2, and conveyance elements and runoff in Table 3. A comparison of SWMM results between the Master Plan fully developed model and the Jefferson Commons fully 1 developed model is shown in Table 4. Subbasins 60 and 61 represent area along West Elizabeth Street that flows north away ' from the street. Runoff flows down a concrete bike path which acts as a swale (element 132) and into the central detention pond. ' Runoff from subbasins 64 and 65 flows across parking lots to sidewalk culverts. Swales convey the runoff from each sidewalk culvert to the central detention pond. Runoff from subbasins 62 and 63 flows across grass and down the bike path, respectively. The central ' detention pond, element 144, detains runoff from subbasins 60, 61, 62, 63, 64, 65, and 67. It releases the stored water into the major drainageway at a reduced rate. ' Subbasins 66 and 70 contribute runoff to a second detention pond, element 172, which lies along the western property boundary. Stored water is released into the major drainageway at a reduced rate. 1 1 1 5 Ayres Associates 1 1 1 1 1 1 1 1 1 t i� p Z w O N Z Cr O d W D OW — 0�IiOW d LLI V W soi 0) re) z Z F W z 2 W O J p a W z z z O O O W U d H H z Z Q U Q O K W >- H F K Z j W W 0) z U 3 OJ m L) o O _ U W 6 Ayres Associates 1 i i 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 0 D J d J z z Q w F-Q J, U) CL 0 LIJ w 0 wU) Q'F-Q?i i LL(n �0 at 6£I Esi JZZ d— F V) Q w U Q J wmu O a13LjW� �WF_�w IrF-Q� LL(o2Y) N ti T-1 7 z� zZ w o �a o w z J Z Z O w O O a w F Z U Q U O Z Cf w Q F-- d z F- >- Z o W w z > u 3 cn Z Z O LLJ w Q O O J 0 In U U LL J N O N ��dfi Ayres Associates r IM 1 1 Table 1. Subcatchment Constants Parameter Value Mannin 's n for impervious surfaces 0.016 Mannin 's n for pervious surfaces 0.25 Surface retention storage for impervious surfaces 0.1 in. Surface retention storage for pervious surfaces 0.3 in. Maximum infiltration rate 0.51 in/hr Minimum infiltration rate 0.5 in/hr Decay Rate 0.0018 Storm Duration 3 hours Time Step 1 minute Table 2. Basin Parameters Subcatchment Connected To: Width ft Area acre Percent Impervious Slope ft/ft 60 130 332 1.501 41.2 0.0170 61 131 421 0.687 73.8 0.0200 62 133 202 0.362 27.7 0.0111 63 132 247 1.015 30.4 0.0070 64 136 648 1.339 76.4 0.0100 65 134 771 1.327 69.2 0.0100 66 147 238 0.437 66.8 0.0075 67 144 605 2.709 34.0 0.0400 68 140 219 0.477 80.3 0.0075 69 156 246 0.509 81.3 0.0100 70 172 284 0.521 35.5 0.0135 71 142 249 0.314 0.0 0.0450 72 143 264 0.879 24.3 0.0435 73 149 151 0.503 52.8 0.0215 74 148 473 1.412 50.8 0.0200 75 170 140 0.580 64.8 0.0077 761 150 135 0.496 45.6 0.0363 771 146 4621 0.6471 4.3 0.1000 781 154 531 0.0611 82.01 0.0850 8 Ayres Associates I Table 3. Conveyance Elements and Peak Discharges Gutter Connected To: Type Width or Dia. (ft) Length (ft) Slope (ft/ft) Side Slopes Mannings N Peak Discharge Left (H:V) Right (H:V) 2-Year (cfs) 100-Year (cfs) 130 132 Channel w/ Overflow 0.5 172 0.005 0 12 0.016 2 9 5.0 172 0.005 20 20 0.020 131 132 Channel w/ Overflow 0.5 196 0.005 0 12 0.016 2 6 5.0 196 0.005 20 20 0.020 132 138 Channel 6.0 318 0.015 5 5 0.040 4 18 133 138 Channel 1.0 182 0.011 10 10 0.060 0 2 134 135 Channel w/ Overflow 0.5 194 0.005 0 12 0.016 3 11 5.0 194 0.005 20 20 0.020 135 138 Channel 2.0 139 0.020 5 5 0.060 3 11 136 137 Channel w/ Overflow 0.5 229 0.008 0 12 0.016 3 11 5.0 229 0.008 20 20 0.020 137 138 Channel 2.0 149 0.020 5 5 0.060 3 11 138 144 Channel 35.0 277 0.003 4 4 0.060 7 35 139 151 Pipe 1.5 226 0.009 - - 0.016 0 1 8 140 152 Channel w/ Overflow 0.5 118 0.010 0 12 0.016 1 4 5.0 118 0.010 20 20 0.020 141 143 Pipe 1.25 149 0.006 - - 0.016 0 1 142 143 Channel w/ Overflow 20.0 130 0.009 5 5 0.040 73 351 25.0 130 0.009 9 12 0.080 143 152 Channel w/ Overflow 20.0 166 0.009 4 4 0.050 74 354 25.0 1 166 0.009 9 1 12 0.080 144 139 Pond - - - - 0 8 145 146 Channel w/ Overflow 12.0 134 0.012 4 4 0.050 74 356 20.0 134 0.012 100 100 0.080 146 151 Channel w/ Overflow 10.0 140 0.009 4 4 0.040 75 361 20.0 140 0.009 100 100 0.080 147 172 Channel w/ Overflow 0.5 165 0.005 0 12 0.016 1 4 5.0 165 0.005 20 20 0.020 148 146 Channel w/ Overflow 0.5 310 0.008 0 12 0.016 2 10 5.0 310 0.008 20 20 0.020 149 143 Channel w/ Overflow 0.5 118 0.005 0 12 0.016 1 4 5.0 118 0.005 20 20 0.020 150 90 Channel w/ Overflow 0.5 43 0.010 0 12 0.016 1 4 5.0 43 0.010 20 20 0.020 151 89 Channel w/ Overflow 8.0 51 0.009 4 4 0.040 76 368 20.0 51 0.009 100 100 0.080 152 145 Channel 32.0 35 0.009 0 0 0.020 74 355 153 146 Pipe 1.75 125 0.006 - 0.016 1 1 1 154 93 Channel - Dummy Node 1.0 1 0.010 - - 0.001 0 1 156 145 Channel w/ Overflow 0.5 149 0.005 0 12 0.016 1 4 5.0 149 0.005 20 20 0.020 170 153 Pond - - - - - - 1 1 172 141 Pond - - - - - 0 1 1 ' 9 Ayres Associates 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 4. SWMM Results Comparison. Master Plan Master Plan with Element Description Master Plan (Fully Developed) (Existing Conditions on Site) Jefferson Commons (Fully Developed) 2-Year 100-Year 2-Year 100-Year 2-Year 100-Year 85 Flow entering site in (cfs) WS) WS) WS) WS) ( ) drainageway 73 351 73 351 73 351 88/151 Flow leaving site in 79 376 73 371 76 drainagewa 368 90 Flow on Orchard Place at 6 31 6 31 Taft Hill 7 34 89 Flow in drainageway at Taft 80 386 75 382 77 Hill g79 99 Flow in drainageway below 93 437 88 434 92 Taft Hill 433 101 Flow in drainageway at Glenmoor Drive 103 501 98 501 102 503 107 Flow in drainageway west Of Skyline Drive 115 573 110 575 113 575 112 Flow into regional detention 120 599 115 603 119 603 Pond 208 Regional detention pond (cfs, ao-ft) 64, 2.9 204, 27.4 62,27 200, 27.2 63, 2.8 197, 26.9 Runoff from subbasins 71, 72, and 77 flow directly into the drainageway. These areas are primarily grassed and landscaped. Runoff from subbasins 68, 69, 73, and 74 flow off the parking lots, through curb culverts, and into the drainageway. Detention pond 170 detains runoff from the tennis courts, subbasin 75, and releases it at a controlled rate into the drainageway. A portion of area, subbasin 76, contributes a small amount of runoff onto Orchard Place that flows eastward off the property. Due to existing Orchard Place street grades and City of Fort Collins street grading limitations, subbasin 80 could not be graded to prevent runoff from continuing down Orchard Place. The additional undetained flow does not negatively effect Orchard Place through Sunray Place Apartments. A small portion of land along the eastern retaining wall cannot be graded to drain toward the drainageway. This area, which lies in the southeast corner, flows eastward across the Property boundary. Its runoff has no effect on West Elizabeth Plaza, subbasin 37. Improvements to Elizabeth Street will only be made along the Jefferson Commons frontage and not to the east or west of the property. Elizabeth Street runoff immediately to the west of the site will flow into an existing irrigation ditch and through a pipe to the central detention pond. Runoff on the improved section of Elizabeth Street will flow easterly down the street gutter to the eastern edge of the improvements. Runoff flows will then transition back to the existing, unimproved flowline via a concrete pan. The 2- and 100-year discharges leaving the improved section are 1.05 and 3.94 cfs, respectively. These values are less than the existing condition 2- and 100-year discharges of 2.35 and 8.82 cfs at that location. Supporting computations can be found in the Appendix. 11 10 Ayres Associates ' STORM DRAINAGE FACILITIES A major portion of drainage flows off of parking lots through sidewalk or curb culverts. All culverts are 4-foot long. ' All drainage swales in the development will have 5 to 1 side slopes. They will contain the 100-year runoff with a minimum of 33 percent additional capacity. Cross sections are shown in the Appendix. ' The central detention pond, element 144, was sized to contain the 100-year storm runoff from subbasins 60, 61, 62, 63, 64, 65, and 67. Runoff will enter the pond through 3 swales and overland flow. For a 3-hour, 100-year storm, the detention pond must detain 1.127 acre-foot (ac-ft) of water. The 100-year water surface elevation is 77.47, corresponding to a maximum depth at the outlet of 3.47 feet. For a 3-hour, 2-year storm, the detention pond ' must detain 0.363 ac-ft of water. The 2-year water surface elevation is 75.90, corresponding to a maximum depth of 1.90 feet. The pond's outlet structure will consist of an 18-inch diameter RCP pipe and 11.8-inch diameter orifice. The outlet pipe daylights at the drainageway. To reduce the rate of low flows leaving the pond, a 2.25-foot high weir structure will be built around the outlet pipe. A 3-inch diameter PVC pipe allows nuisance flows through the weir and the detention pond to completely drain. As water ponds over 2.25 feet high, it will flow over the weir and into the outlet pipe. During large storm events, ' such as the 100-year storm, water will flow over the weir at an increasing rate until the orifice becomes the controlling structure. The maximum rate at which water will be released from the pond is 0.41 and 8.08 cfs during the 2- and 100-year storms, respectively. The ' central detention pond's outlet rating curve is shown in Table 5. I Table 5. Detention Pond #144 Outlet Rating Curve. WSEL Volume (ac-ft) Discharge (cfs) 74.00 0.000 0.00 74.50 0.043 0.23 75.00 0.086 0.31 75.50 0.240 0.38 75.80 0.332 0.38 76.00 0.394 0.44 76.50 0.614 2.84 77.00 0.834 7.59 77.50 1.145 8.11 78.00 1.456 8.59 100-year WSEL = 5077.47 100-year Volume = 1.127 ac-ft 100-year Peak Discharge = 8.08 cfs 2-year WSEL = 5075.90 2-year Volume = 0.363 ac-ft 2-year Peak Discharge = 0.41 cfs 11 Ayres Associates 1 A 20-foot wide by 0.30-foot deep overflow spillway will be located above the pond's outlet structure. The spillway, set at elevation 78.00, would release water into the drainageway if ' the outlet structure clogged during the 100-year storm. ' Due to the pond's flat bottom slope, a 3-inch diameter perforated pipe will be buried through the middle of the to improve drainage. pond The western detention pond, element 172, was sized to contain the 100-year storm runoff ' from subbasins 66 and 70. Runoff will enter the pond through curb culverts and overland flow. For a 3-hour, 100-year storm, the detention pond must detain 0.130 ac-ft of water. The 100-year water surface elevation is 78.85, corresponding to a maximum depth at the outlet of 2.85 feet. For a 3-hour, 2-year storm, the detention pond must detain 0.018 ac-ft of water. The 2-year water surface elevation is 76.96, corresponding to a maximum depth of 0.96 foot. The pond's outlet structure will consist of an 15-inch diameter RCP pipe and 4.75-inch diameter orifice. The outlet pipe daylights at the drainageway. The maximum rate at which water will be released from the pond is 0.49 and 0.95 cfs during the 2- and 100-year storms, respectively. Detention pond 172's outlet rating curve is shown in Table 6. The detention northern pond, element 170, was sized to contain the 100-year storm runoff from subbasin 75. Runoff will enter the pond through overland flow from the tennis courts. For a 3-hour, 100-year storm, the detention pond must detain 0.051 ac-ft of water. The ' 100-year water surface elevation is 75.89, corresponding to a maximum depth at the outlet of 2.39 feet. For a 3-hour, 2-year storm, the detention pond must detain 0.006 ac-ft of water. The 2-year water surface elevation is 74.21, corresponding to a maximum depth of 0.71 foot. The pond's outlet structure will consist of a 10-inch diameter ADS N-12 pipe and 5.5-inch diameter orifice. The outlet pipe daylights into the drainageway. The maximum rate at which water will be released from the pond is 0.55 and 1.13 cfs during the 2- and 100-year storms, respectively. Detention pond 170's outlet rating curve is shown in Table ' 7. Drainageway tailwater depths were determined from a HEC-2 analysis which is discussed in the following section. Using HY-8, the tailwater effects and capacities of each stormdrain and detention pond outlet pipe was determined. The pipes were sized to carry their peak flows under maximum tailwater conditions. HY-8 output is shown in the Appendix. ' Plum Creek Hydraulic Analysis The flooding characteristics of Plum Creek through the Jefferson Commons PUD site were determined for both existing conditions and future conditions. The HEC-2 Water Surface Profiles model was used to compute the flood elevations and velocities along the channel. The pertinent aspects of the hydraulic analysis are described in the paragraphs below. Existing Conditions Hydraulics ' The existing conditions model was created to develop a baseline flood condition through the project site. The proposed condition hydraulic parameters are compared to this baseline to determine the impacts of the project. The West Plum Street Basin Master Drainage Plan ' (Resource Consultants, Inc., 1990) HEC-2 deck that extends from just east of Taft Hill Road west to Ponderosa Drive was modified to reflect recent hydrologic analyses and field surveys. 1 -- 12 Ayres Associates I 11 Table 6. Detention Pond #172 Outlet Rating Curve. Volume Discharge WSEL (ac-ft) (cfs) 76.00 0.000 0.00 77.00 0.019 0.51 78.00 0.065 0.78 79.00 1 0.141 1 0.98 100-year WSEL = 5078.85 100-year Volume = 0.130 ac-ft 100-year Peak Discharge = 0.95 cfs 2-year WSEL = 5076.96 2-year Volume = 0.018 ac-ft 2-year Peak Discharge = 0.49 cfs Table 7. Detention Pond #170 Outlet Rating Curve. Volume Discharge WSEL (ac-ft) (cfs) 73.50 0.000 0.00 74.00 0.002 0.46 74.50 0.012 0.67 75.00 0.021 _ 0.87 75.50 0.038 1.02 76.00 0.054 1.16 100-year WSEL = 5075.89 100-year Volume = 0.051 ac-ft 100-year Peak Discharge = 1.13 cfs 2-year WSEL = 5074.21 2-year Volume = 0.006 ac-ft 2-year Peak Discharge = 0.55 cfs Beginning at the east boundary of the Jefferson Commons site, new cross sections were laid out at intervals varying from 50 to 100 feet. The cross sectional geometry was based ' on recent field surveys. The discharges in the HEC-2 deck were taken from the report entitled "Update of Hydrologic Analysis for West Plum Street Basin" (Ayres Associates, 1995). The HEC-2 deck starts 850 feet downstream of the project, providing adequate ' spacing to eliminate the backwater effects of the starting conditions. Manning's n values of 0.04 were used for existing conditions through the project site to reflect the vegetative conditions that occur along the channel. The analysis shows flooding conditions during the ' 100-year flood are relatively mild through the project site (the HEC-2 output file is included 13 Ayres Associates 1 [J 11 in the Appendix for reference). Flow depths range from 1 to 1.5 feet with velocities ranging from 2 feet per second (fps) to just over 5 fps. Topwidths range from 80 feet to 160 feet. - •.• -• •16 STI, The existing condition HEC-2 deck described above was modified through the Jefferson Commons site to reflect the proposed condition topography shown on the Grading Plan. Additionally, the 100-year discharges were modified to reflect flows resulting from the Jefferson Commons improvements. The future condition discharge is slightly lower than existing condition discharges leaving the project (368 cfs vs. 371 cfs). The reduction in discharge is a result of on -site detention. The computation of the future condition discharges were discussed in the hydrologic analysis portion of this report. Future condition cross sections were located at points of significance in the channel, such as constrictions and the ends of the box culvert. The HEC-2 cross section locations are shown on the Grading Plan. The future channel will have a wetland bottom and grassed sideslopes, so Manning's n values of 0.05 for the channel and 0.04 for the banks were used. In general the channel consists of 4H:1V sideslopes (which will be maintained by the Homeowners Association) and a varying bottom width. The box culvert consists of three cells, each three feet tall by eight feet in width. The starting rating curve for the HEC-2 deck was modified to include the discharges encountered in this analysis by running the next downstream HEC-2 deck with the appropriate discharges. The proposed conditions HEC-2 output file is included in the Appendix for reference. The proposed condition drainageway for Plum Creek is significantly narrower than the existing conditions. Topwidths vary from 25 feet to 50 feet. Flow depths average approximately 3 feet. Velocities range from just under 4 fps to almost 8 fps. In the high velocity areas (velocities exceeding 5 fps) channel protection measures will be incorporated to prevent excessive erosion. The erosion protection will consist primarily of riprap. The box culvert has adequate capacity to pass the 100-year flood; the freeboard at the upstream elevation is approximately 0.18 feet (flow depth = 2.82 feet and culvert height is 3 feet). mimzm The offsite impacts along the boundaries of the project are shown in Table 8. At the downstream end of the project reach, the proposed condition water surface elevations are slightly lower than existing condition elevations. The proposed condition velocities are slightly higher than the existing condition velocities but are well below 5 fps. The developer intends to line the left side of the channel adjacent to the apartment building near Plum Creek with a form of stone protection. The protection will probably consist of river cobbles grouted in place to match the downstream conditions, though they are examining other options. At the upstream end of the project, there is no increase in water surface elevation or velocity as a result of improvements on Jefferson Commons PUD. This is because the Plum Creek channel is so confined upstream of the project site that flow is critical there. The existing and proposed condition water surface profiles are shown in the Final Utility Plans as well as on one of the sheets in the pocket at the back of this report. 1 14 Ayres Associates I Table 8. Offsite Hydraulic Impacts. Cross Section Water Surface Elevation (ft) Velocity (fps) Existing Proposed Existing Proposed 2723 72.09 72.06 2.06 3.78 2775 72.31 * 72.30 -2* 3.53 3370 78.20 78.13 6.43 6.33 3445 79.93 79.94 8.98 8.94 *Estimated by interpolation since existing condition and proposed condition cross sections differ slightly. EROSION CONTROL PLAN Overview Jefferson Commons PUD will be a 16.7 net acre development on moderate erodibility soil. Overlot grading will begin in July 1996, with building construction to begin in November 1996 (Figure 6). Both proposed wind and water erosion control measures will be addressed in this plan; however, calculations will be completed only for the final submittal. Wind Erosion Since construction will occur during the winter and spring months, effective wind erosion ' plans must be established. On moderate erodibility soil, significant erosion could occur without steps taken to protect the soil. Those portions of all basins not covered with pavement, concrete, or buildings will have 2 tons/acre of straw mulch applied for water ' erosion control, which also meets the requirements for minimum wind erosion protection. All mulches will be properly anchored. ' Rainfall Erosion Runoff leaves the site in three areas: (1) overland flow into the drainageway, (2) sheetflow across the southeast property line, and (3) onto West Elizabeth Street. Measures will be taken to prevent sediment from leaving the site at these areas. ' A silt fence, which will prevent sediment from flowing off the property will be placed along the eastern property line from Elizabeth to Plum Streets. The swales that run to the main detention pond (element 144) will contain straw bale dikes, as will the drainageway itself. ' These dikes will be placed no more than 100 feet apart in accordance with City of Fort Collins Storm Drainage Design Criteria procedures. During overlot and final grading, the soil will be roughened and furrowed perpendicular to the prevailing winds (northwest to ' southeast). All areas not covered by asphalt, concrete, or foundations will have 2 tons/acre of straw mulch either crimped 4 or more inches into the soil or sprayed with a tackifier. After the detention outlet pipes are completed, gravel filters will be installed at the pipes' inlets. 15 Ayres Associates PROJECT: Jefferson Commons SEQUENCE FOR 1996-97 ONLY COMPLETED BY: Chris Carlson DATE: 5/1/96 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. Aug. Sept. Oct. Nov. Dec. Jan. Feb. Mar. to June OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Vegetative Methods Mulching / Sealant RAINFALL EROSION CONTROL STRUCTURAL: Detention Pond Pond Outlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Asphalt / Concrete Paving VEGETATIVE: Permanent Seed Planting Mulching / Sealant Temporary Seed Planting Sod Installation Nettings / Mats / Blankets BUILDING CONSTRUCTION: STRUCTURES: INSTALLED BY: Contractor VEGETATION / MULCHING CONTRACTOR: Contractor DATE SUBMITTED: 5/1/96 MAINTAINED BY: Contractor APPROVED BY CITY OF FORT COLLINS Figure 6. Construction schedule. ill Ayres Associates ' All filters will remain in place until construction is complete. Two additional silt fences will be placed along both sides of the drainageway. ' With proper precautions, damage to off -site areas from a greater than historic sediment load can be eliminated and the loss of sediment from the site minimized. Calculations for ' performance standards and effectiveness are shown in the Appendix. Security requirements for erosion control are shown in Table 9. The largest amount, the ' cost for revegetation, will be submitted. 1 1 1 Table 9. Security Requirements. Construction Cost Estimate for Erosion Control Item Description Units Quantity Unit Cost Total ($) Comments Erosion Control Measures 1 Silt fence FT 1 1905 1 1.00 1,905.00 2 Gravel filter at pond outlets and curb inlets EA 5 300.00 1,500.00 3 Straw mulch at 2 tons/ac AC 7.166 450.00 3,224.70 4 Straw bales EA 24 4.00 96.00 Total 6,725.70 1.5' Total 10,088.55 Total security required Construction Cost Estimate for Gross Area Revegetation Gross Area Revegetation 1 1 Revegetation of disturbed area AC 15.422 650.00 10,024.30 Total 10,024.30 1.5' Total 15,036.45 1 Total security required 1 17 Ayres Associates I 7 U APPENDIX 1 1 1 0 1 1 11 Design Calculations t 1 1 I LI I I AVRES ASSOCIATES DESIGN COMPUTATIONS CLC- ac- ac- q, q 70 c, c— C :17Z /30 r LQ �n 4�: /cc) 7 . C) 70 lrpaA A). 5 3k) /�Q Project No. —1 Remarks Computation by 1 Date Project Name 1 Checked by Date r SCr, Title/hem - 1 Sheet of 1 1 1 1 1 1 1 1 1 1 1 0 ONO l( Q o UO) I IV AvNi I �i — — _ Fe I mzz 0 1 �W� C�n I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AlIRES ASSOCIATES DESIGN COMPUTATIONS S2��er�-�omrnons: ��;za�Ge� {r�24 c�Ca;na�� Gc- Cf0.`7� rol Ot L_ L10" S= a.O-1, V= Fps Project No. -� ?, '7� - 7r Remarks Computation byes C Date Project Name y Checked by Date Tide/ftem Sheet of 1 1 1 Detention Pond #144 Outlet Rating Curve WSEL Volume Discharge (ac-ft) (cfs) 74.00 0.000 0.00 74.50 0.043 0.23 75.00 0.086 0.31 75.50 0.240 0.38 75.80 0.332 0.38 76.00 0.394 0.44 76.50 0.614 2.84 77.00 0.834 7.59 77.50 1.145 8.11 78.00 1.456 8.59 100-year WSEL = 5077.47 2-year WSEL = 5075.90 100-year Volume =1.127 ac-ft 2-year Volume = 0.363 ac-ft 1 00-ear Peak Discharge = 8.08 cis 2- ear Peak Discharge = 0.41 cfs I Detention Pond #172 Outlet Rating Curve WSEL Volume Discharge (ac-ft) (cfs) 76.00 0.000 0.00 77.00 0.019 0.51 78.00 0.065 0.78 79.00 0.141 0.98 100-year WSEL = 5078.85 2-year WSEL = 5076.96 100-year Volume = 0.130 ac-ft 2-year Volume = 0.018 ac-ft 12-year 100 ear Peak Discharge = 0.95 cfs Peak Discharge = 0.49 cis Detention Pond #170 Outlet Rating Curve WSEL Volume Discharge (ac-ft) (cfs) 73.50 0.000 0.000 74.00 0.002 0.46 74.50 0.012 0.67 75.00 0.021 0.87 75.50 0.038 1.02 76.00 0.054 1.16 100-year WSEL = 5075.89 2-year WSEL = 5074.21 100-year Volume = 0.051 ac-ft 2-year Volume = 0.006 ac-ft 1 00ear Peak Discharge = 1.13 cfs 2-year Peak Discharge = 0.55 cfs [1 1 1 1 1 1 v v c 0 a C O c a� Q y C O E E Z o ULo O m V� J a� c> o w :_ �n J y O Q > ci C t m co N W O�� T T 0 0 0 0 0 0 0 0 0 0 0 0 � U 1� M r T M � U O M� W g� �oma�rco Q i �J 000O MIn NOOMGO� VO�0000r > Q W � c000rnt� �jJ N`OM�tO Q O 0 0 0 0 Q W QW�ornovcc � W� U O O � N c0 M N to N I� �QQ00000 � a Weir Eq. Q = 2.51-hA3/2 Weir Length= Weir Height= Detention Pond 144 Outlet Rating Curve 7.5 2.25 Pond Depth H1 ft WSEL Pond Volume ac-ft) Low Flow Pipe - Q (cs) Depth over Weir (ft Weir Q cs Max Head At Orifice H2 ft) Orifice Q (cs) Controls? Total Q Released (Cfs 0.00 74.00 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.50 74.50 0.043 0.23 0.00 0.00 1.19 3.29 Weir 0.23 1.00 75.00 0.086 0.31 0.00 0.00 1.19 3.29 Weir 0.31 1.50 75.50 0.240 0.38 -0.75 0.00 1.19 3.29 Weir 0.38 1.80 75.80 0.332 0.38 -0.45 0.00 2.19 5.08 Weir 0.38 2.00 76.00 0.394 0.44 -0.25 0.00 3.19 6.47 Weir 0.44 2.50 76.50 0.614 0.49 0.25 2.34 3.69 7.03 Weir 2.84 3.00 77.00 0.834 0.54 0.75 12.18 4.19 7.59 Orifice 7.59 3.50 77.50 1.145 0.58 1.25 26.20 4.69 8.11 Orifice 8.11 4.00 78.00 1.456 0.62 1.75 43.41 5.19 .8.59 Orifice 8.59 NOTE: The head at the outlet orifice is the maximum head which will allow flow through the low flow pipe or over the weir until the entire structure is submerged. Assume tailwater in box must be at least 6 inches below the weir wall to allow free flow over the weir. 1 1 1 1 1 1 M r n m m v o OD U.) r N w F to U N w W N J J Q E=3 wOO O �'WJ m J 2 Q Q �F-IrX W 0 W Q 0 O J W d U d' Q O O III M = N (O r LO O = N r w �? 2 in N N L4 1 1 W F- a J a W U 0 Orifice Rating Curve - Low Flow Pipe, Pond 144 Pipe Orifice Orifice Contraction Jet OrificeEArea Coefficient Discharge Diameter Diameter Height Above Coefficient Diameter Areaof Velocity Coefficient D in din d/D Pond ft Cc D in Ao ftA2 Cv Cd 3 3 1.00 0 0.72 2.55 0.049 0.99 0.71 Depth of Effective Water Flow Flow Knematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft h1 ft ft Re/K K Q cfs K h2 ft v ftA21s 0.60 0.50 74.50 58140 0.82 0.23 1.03 0.00 0.0000122 1.00 1.00 75.00 82223 0.80 0.31 0.80 0.00 0.0000122 1.50 1.50 75.50 100702 0.79 0.38 0.79 0.00 0.0000122 2.00 2.00 76.00 116281 0.79 0.44 0.79 0.00 0.0000122 2.50 2.50 76.50 130006 0.79 0.49 0.79 0.00 0.0000122 3.00 3.00 77.00 142414 0.79 0.54 0.79 0.00 0.0000122 3.50 3.50 77.50 153825 0.79 0.68 0.79 0.00 0.0000122 4.00 4.00 78.00 164446 0.79 0.62 0.79 0.00 0.0000122 NOTE: hi - 112 yields the head difference through the orifice. Q=KXA.x 2g x(h1-h2) Depth of Water, h1 - = j h218' l0ia.0utlet Pipe 3' PVC Low Flow Pipe 11.8' Dia. Orifice and Plate 1 1 1 1 1 1 Orifice Rating Curve - Detention Pond 144 Pipe Orifice Orifice Contraction Jet Critics Pipe Coefficient Discharge Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient D in din d/D Pond ft Cc D' in Ao ftA2 At ftA2 Cv Cd 18 11.8 0.66 0 0.68 9.731 0.759 1.766 0.99 0.6732 Depth of Effective Water Flow Flow ICnematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft h1 ft ft Re/K K Q cfs K h2 it v ftA2ts 1.19 1.19 74.00 246302 0.710 3.29 0.70 0.61 0.0000122 2.19 2.19 75.00 382664 0.705 5.08 0.70 0.79 0.0000122 3.19 3.19 76.00 488339 0.703 6.47 0.70 0.91 0.0000122 3.69 3.69 76.50 533382 0.700 7.03 0.70 0.97 0.0000122 4.19 4.19 77.00 676816 0.700 7.69 0.70 1.02 0.0000122 4.69 4.69 77.50 615330 0.700 8.11 0.70 1.07 0.0000122 5.19 5.19 78.00 651664 0.700 8.59 0.70 1.13 0.0000122 NOTE: h1 - 112 yields the head difference through the orifice. Q=KxA.x 2gx(hl-h2) 1 Depth of Water, h2 18' Dia.Outiet Pipe - -Y-3- - 11.8' Dia. Orifice and Plate 0 �o c 0 a c 0 .c a� a� 0 c 0 E o Z O c J N Uo J � Q C U 0 W .n JU) O a' c c a) U N m 1 1 1 1 Orifice Rating Curve - Detention Pond 170 Pipe Orifice Orifice Contraction Jet Orifice Pipe Coefficient Discharge Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient D in din d/D Pond ft Cc D' in Ao ftA2 Al ffA2 Cv Cd 10 5.5 0.55 0.00 0.66 4.47 0.16 0.55 0.99 0.65 Depth of Effective Water Flow Flow Kinematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft ht ft it Re/K K Q cis K h2 ft v ffA2/s 0.50 0.50 74.00 78328 0.662 0.46 0.67 0.23 0.0000122 1.00 1.00 74.50 127909 0.600 0.67 0.60 0.28 0.0000122 1.50 1.50 75.00 164440 0.600 0.87 0.60 0.31 0.0000122 2.00 2.00 75.50 194218 0.600 1.02 0.60 0.34 0.0000122 2.60 2.50 76.00 220517 0.600 1.16 0.60 0.36 0.0000122 NOTE: h1 - h2 yields the head difference through the orifice. Q=KxA.x 2gx(hl-h2) Depth of Water, hi 10' Dia.Outlet Pipe Xi -'-2- - � 5.5' Dia. Orifice and Plate 0 0 a c 0 �c N N N C O E E Z U o 0 0) UCD J Q c U o W = •c JO o N c c a> za cn AAII■I �I Orifice Rating Curve - Detention Pond 172 Pipe Orifice Orifice Contraction Jet Orifice Pipe Coefficient Discharge Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient D in din d/D Pond ft cc D' in Ao ft^2 Al fM2 Cv Cd 15 4.75 0.32 0.00 0.62 3.74 0.12 1.23 0.99 0.61 Depth of Effective Water Flow Fbw Kinematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft h1 (ft) (ft Ra/K K O cfs K h2 ft v f A2/s 1.00 1.00 77.00 111231 0.610 0.51 0.61 0.27 0.0000122 2.00 2.00 78.00 168238 0.610 0.78 0.61 0.33 0.0000122 3.00 3.00 79.00 211127 0.610 0.98 0.61 0.37 0.0000122 NOTE: hl - h2 yields the head difference through the orifice. Q=KxA,x 7 x(hl—h2) Depth of Water, In 15' Dia.Outlet Pipe _Y-2 — — 4.75' Dia. Orifice and Plate IL\7a7Ep ASSOCIATES DESIGN COMPUTATIONS AAA't+,or al 4e-cAt, on OrcV a,,a Place (ele.•^er�+ 90) Qo= 6 cf5 Qa = rl Ifs Qioa = 31 cf5 QIDp = 2)y C4,6 100- uJ¢.a-r S-For�n ; _ Slo pe = 0.90 % l Lh I '. 1 a 1 , r.,op .. l Ct"S_ - - .� o-n1l n ror—r• rn :Yn- _. Qtoo' dep�4, gk+}e4j[ .= 0.q-7 clep�� obey cro�n� _ �.1a5 dep+h o 3v,4er = 0.y9 Acir)i cro 0. rnno�� ,ncre0.5e5 dep4, n 0rr-kLrd �laee a OD, kas oc3l,3i6le- e;--e.c+ � o,)ci-+er does nod SQrerzd ncl onto aclJacvtL, a -�L�Ar S�o r m •. c �� / �wt+� depth ���+`r = 0. 35 r Ui k h Qa = 1 c� � . S c+5/g tier �e f lti ;n 3,4tr = 0 • ?6 r o np0,cN, r ace (IQ.Mt,4 90) -}'hPIC ',s e46,- fl0 e�r� Or (e.clvct� �v.n1o�� pApu�e +o Se.�i'erson Co.n„^or,s. G...p2 �,�rilr/1 C•��. p�Cl -ior P2}0.,�5. Project No. J H _ O Remarks Computation by L'.0 Data y_ - 96 Project Name -�Qr n �fYl Orr1M Ord S Checked by Date Title/hem 2 /�, Sheet of P"T 1 1 1 1 ASSOCIATES - DESIGN COMPUTATIONS / 4- F7• c�5 Qi� = y0. � 5 j-"i(�ia5�er ��an w�-Fh ���Er:on CoMMonS @ e�X��-Itn� co�-f�O�S Qa — 7 cts i - ` opConc�,fio ' _i 7- Project No. Jt-' © 76 Remarks Computation by Project Name Checked by Date Title/Hem G/ Sheet of AVRES ASSOCIATES DESIGN COMPUTATIONS D, -FIH4111 -i 11 , t .H :-1 17Oi 4 --V 3, 6 -'7p L I Q. If D3 91, 7 7. _4 5,' 17_0.016 Project No.3�) 7r:;, I Computation mputation by /I L— Date Project Name rO -�, Chocked by Date I4rL / fCv? 17? 117 0 Title/Rem Sheet of 1 1 1 1 1 1 WLL.=P�lj ASSOCIATES DESIGN COMPUTATIONS T CCU XS S JYYIm of E c� 6 z oLi, r-S-, cznct C, ice+ Area = 8.°"ID CC. ac� L j 7 1 =nClw�c/s `�I.�tYIYYI p>;n� I`ll `�J`a.+�d'. %& �Io„JCLenc�-fG, _ �plQo� - PS b/b - �0♦i0 �o Project No..7 L - Remarks Computation by n n Date _ p� / Project Name - --/- �1 Checked by Date Titie(ftem fro Sheet of �. n on 11 PROJECT: Jefferson Commons STANDARD FORM A COMPLETED BY: Chris Carlson DATE: May 1, 1996 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS BASIN ZONE (ac) (ft % ft I Moderate 8.940 810 1.2 79.8 II Moderate 4.348 670 3.0 82.1 III Moderate 2.488 510 1.9 80.6 1 1 E u 1 1 1 1 1 1 i 1 i 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: Jefferson Commons STANDARD FORM B COMPLETED BY: Chris Carlson DATE: May 1, 1996 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Pavement/ashaft/houses 0.01 1.00 Gravel filter for inlets and pond outlet pipes 1.00 0.80 Gravel Straw Mulch 0.06 1.00 2 tons / acre Sift Fence 1.00 0.50 Straw Bale Dike 1.00 0.80 MAJOR PS SUB AREA CALCULATIONS BASIN %> BASIN ac 1 79.8 8.940 Total Area = 8.940 ac Disturbed Area = 8.441 ac Straw mulch = 3.870 ac Pavement/asphaltthouses = 4.571 ac Silt fence along south and east property lines Gravel filter at detention pond #144 outlet pipe Straw bale dikes in swales #135 and #137 Net C-Factor =((.06)(3.870)+(.01)(4.571))/8.441 = 0.033 Net P-Factor=((1.00)(8.441)+(.50)(.80)(.80))/8.441= 0.320 EFF = (1-(.033)(.320))(100)= 98.9% (>79.8%) I I 82.1 4.348 Total Area = 4.348 ac Disturbed Area = 4.348 ac - Straw mulch = 2.476 ac Pavement/asphalt/houses = 1.872 ac Gravel filter at detention pond #172 outlet pipe Sift fence along both sides of the drainageway near low flow channel Net C-Factor =((.06)(2.476)+(.01)(1.872))/4.348 = 0.038 Net P-Factor =((1.00)(4.348)+(.50)(.80))/4.348= 0.400 EFF = (1-(.038)(.400))(100)= 98.5%, (>82.1%) III 80.6 2.488 Total Area = 2.488 ac Disturbed Area = 2.488 ac Straw mulch = 1.121 ac Pavement/asphaft = 1.367 ac Gravel filter at detention pond #170 outlet pipe and curb culvert Net C-Factor =((.06)(1.121)+(.01)(1.367))/2.488 = 0.033 Net P-Factor = ((1.00)(2.488)+(.80))/2.488= 0.800 EFF = (1 -(.033)(.80))(1 00)= 97.4% (>80.6%) LI 1 1 1 1 1 1 1 1 1 1 1 1 HY-8 Culvert Analysis Output ' CURRENT DATE: 07-30-1996 CURRENT TIME: 10:47:32 1 1 H 1 H t t 1 FHWA CULVERT ANALYSIS HY-8, VERSION 4.3 C SITE DATA U--------------------------- L INLET OUTLET CULVERT V I ELEV. ELEV. LENGTH # (FT) ---------------------------- (FT) (FT) 1 72.81 71.00 226.01 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (CFS) ELEV (FT) TOTAL 1 72.81 0 0 73.29 1 1 73.53 2 2 73.73 3 3 73.90 4 4 74.04 5 5 74.18 6 6 74-1 7 7 74.48 8 8 74.67 9 9 74.89 10 10 100.00 32 32 1 FILE DATE: 03-14-1996 FILE NAME: PIPE139 CULVERT SHAPE, MATERIAL, INLET ----------------------------------------------- BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (FT) (FT) n ------ -- TYPE ---------------------------- 1 RCP 1.50 1.50 .013 CONVENTIONAL FILE: PIPE139 DATE: 03-14-1996 2 3 4 5 6 ROADWAY ITR 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV(FT) ERROR(FT) 0.00 73.29 0.00 73.53 0.00 73.73 0.00 73.90 0.00 74.04 0.00 74.18 0.00 74.33 0.00 74.48 0.00 74.67 0.00 74.89 0.00 <1> TOLERANCE (FT) = 0.010 G FILE: PIPE139 DATE: 03-14-1996 TOTAL FLOW $ FLOW FLOW(CFS) ERROR(CFS) ERROR 72.81 0 0.00 1 0 0.00 2 0 0.00 3 0 0.00 4 0 0.00 5 0 0.00 6 0 0.00 7 0 0.00 8 0 0.00 9 0 0.00 10 0 0.00 <2> TOLERANCE ($) = 1.000 I CURRENT DATE: 07-30-1996 CURRENT TIME: 10:47:32 FILE DATE: 03-14-1996 FILE NAME: PIPE139 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.5 BY 1.5 ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) 0 72.81 0.00 0.00 0-NF 0.00 0.00 0.00 1 73.29 0.48 0.48 1-S2n 0.33 0.37 3.58 2 73.53 0.72 0.72 1-S2n 0.47 0.53 4.27 3 73.73 0.92 0.92 1-S2n 0.58 0.65 4.75 4 73.90 1.09 1.09 1-S2n 0.68 0.76 5.13 5 74.04 1.23 1.23 1-S2n 0.78 0.86 5.41 6 74.18 1.37 1.37 1-S2n 0.87 0.94 5.65 7 74.33 1.52 1.52 5-S2n 0.96 1.02 5.84 8 74.48 1.67 1.67 5-S2n 1.06 1.09 5.97 9 74.67 1.84 1.86 3-Mlt 1.18 1.16 5.15 10 74.89 2.02 2.08 3-Mlt 1.34 1.22 5.72 TAILWATER VEL. DEPTH (fps) (ft) 0.00 0.00 0.33 0.00 0.47 0.00 0.58 0.00 0.68 0.00 0.78 0.00 0.87 0.00 0.96 0.00 1.06 0.00 1.47 0.00 1.47 0.00 El. inlet face invert 72.81 ft El. outlet invert 71.00 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 72.81 OUTLET STATION (FT) 226.00 OUTLET ELEVATION (FT) 71.00 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0.0080 CULVERT LENGTH ALONG SLOPE (FT) 226.01 ***** 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 GROOVED END IN HEADWALL INLET DEPRESSION NONE CURRENT DATE: 07-30-1996 CURRENT TIME: 10:47:32 TAILWATER CONSTANT WATER SURFACE ELEVATION 72.47 I 11 1 FILE DATE: 03-14-1996 31 FILE NAME: PIPE139 1 1 1 1 1 1 1 1 1 1 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH (FT) 25.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 100.00 PIPE141.LST CURRENT DATE: 03-15-1996 CURRENT TIME: 14:21:13 pre FHWA CULVERT ANALYSIS HY-8, VERSION 4.3 C SITE DATA U__ ___________ L INLET OUTLET CULVERT V ELEV. ELEV. LENGTH # (FT) (FT) (FT) 1 __________________________ 76.00 75.24 149.00 2 3 4 5 6 1 FILE DATE: 03-14-1996 FILE NAME: PIPE141 CULVERT SHAPE, MATERIAL, INLET ----------------------------------------------- BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (FT) (FT) n TYPE ----------------------------------------------- 1 RCP 1.50 1.50 .013 CONVENTIONAL SUMMARY OF CULVERT FLOWS (CPS) FILE: PIPE141 DATE: 03-14-1996 ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 77.00 0 0 0 0 0 0 0 0 1 77.10 0 0 0 0 0 0 0 0 1 77.10 0 0 0 0 0 0 0 0 1 77.01 1 1 0 0 0 0 0 0 1 77.01 1 1 0 0 0 0 0 0 1 77.02 1 1 0 0 0 0 0 0 1 77.03 1 1 0 0 0 0 0 0 1 7. 1 0 0 0 0 0 0 1 77.05 2 2 0 0 0 0 0 0 1 77.06 2 2 0 0 0 0 0 0 1 77.08 2 2 0 0 0 0 0 0 1 100.00 34 34 0 0 0 0 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PIPE141 DATE: 03-14-1996 HEAD - HEAD TOTAL FLOW % FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 77.00 0.00 0 0 0.00 77.10 0.00 0 0 0.00 77.10 0.00 0 0 0.00 77.01 0.00 1 0 0.00 77.01 0.00 1 0 0.00 77.02 0.00 1 0 0.00 77.03 0.00 1 0 0.00 77.04 0.00 1 0 0.00 77.05 0.00 2 0 0.00 77.06 0.00 2 0 0.00 77.08 0.00 2 0 0.00 <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 Page 1 ' PIPE141.LST ' 2 CURRENT DATE: 03-15-1996 FILE DATE: 03-14-1996 �URRENT TIME: 14:21:13 FILE NAME: PIPE141 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.5 BY 1.5 ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) ' 0 77.00 0.00 1.00 0-NF 0.00 0.00 0.00 0.00 0.00 1.76 0 77.10 0.24 1.10 3-Mlf 0.16 0.16 0.11 1.50 0.00 1.76 0 77.10 0.30 1.10 3-Mlf 0.22 0.22 0.23 1.50 0.00 1.76 1 77.01 0.37 1.01 1-Sif 0.28 0.28 0.34 1.50 0.00 1.76 ' 1 77.01 0.42 1.01 1-Sif 0.33 0.33 0.45 1.50 0.00 1.76 1 77.02 0.48 1.02 1-Slf 0.36 0.37 0.57 1.50 0.00 1.76 1 77.03 0.53 1.03 1-Slf 0.40 0.40 0.68 1.50 0.00 1.76 1 77.04 0.59 1.04 1-Slf 0.44 0.44 0.79 1.50 0.00 1.76 ' 2 77.05 0.63 1.05 1-Slf 0.47 0.47 0.91 1.50 0.00 1.76 2 77.06 0.68 1.06 1-Slf 0.50 0.50 1.02 1.50 0.00 1.76 2 77.08 0.73 1.08 1-Slf 0.52 0.53 1.13 1.50 0.00 1.76 ' El. inlet face invert 76.00 ft El. outlet invert 75.24 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft �x*** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 76.00 OUTLET STATION (FT) 149.00 ' OUTLET ELEVATION (FT) 75.24 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0.0051 CULVERT LENGTH ALONG SLOPE (FT) 149.00 **** 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 GROOVED END IN HEADWALL ' INLET DEPRESSION NONE r CURRENT DATE: 03-15-1996 1URRENT TIME: 14:21:13 TAILWATER 1 CONSTANT WATER SURFACE ELEVATION ' 77.00 3 FILE DATE: 03-14-1996 FILE NAME: PIPE141 ' Page 2 PIPE141.LST ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH (FT) 25.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 100.00 Page 3 I CURRENT DATE: 03-15-1996 1URRENT TIME: 14:21:36 PIPE151.LST 151 ) FHWA CULVERT ANALYSIS 1 FILE DATE: 03-14-1996 FILE NAME: PIPE151 1 HY-8, VERSION 4.3 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U__ ---------------- ----------------------------------------------- L INLET OUTLET CULVERT BARRELS 1 V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET # (FT) (FT) (FT) MATERIAL (FT) (FT) n TYPE 1 -------------------------- 73.37 73.13 43.00 ----------------------------------------------- 1 RCP 1.50 1.50 .013 CONVENTIONAL 1 2 3 4 16 FUMMARY OF CULVERT FLOWS (CFS) FILE: PIPE151 DATE: 03-14-1996 ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 74.74 0 0 0 0 0 0 0 0 1 1 74.75 1 1 0 0 0 0 0 0 1 74.78 2 2 0 0 0 0 0 0 1 74.83 3 3 0 0 0 0 0 0 1 74.90 4 4 0 0 0 0 0 0 1 1 74.95 5 0 0 0 0 0 0 1 75.0 6 0 0 0 0 0 0 1 7 0 0 0 0 0 0 1 75.25 8 8 0 0 0 0 0 0 1 1 75.54 9 9 0 0 0 0 0 0 1 75.72 10 10 0 0 0 0 0 0 1 100.00 37 37 0 0 0 0 0 OVERTOPPING 1 SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PIPE151 DATE: 03-14-1996 1 HEAD - HEAD TOTAL FLOW $ FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 74.74 0.00 0 0 0.00 1 74,75 74.78 0.00 0.00 1 2 0 0 0.00 0.00 74.83 0.00 3 0 0.00 74.90 0.00 4 0 0.00 1 74,95 75.03 0.00 0.00 5 6 0 0 0.00 0.00 75.14 0.00 7 0 0.00 75.25 0.00 8 0 0.00 1 75.54 75.72 0.00 0.00 9 10 0 0 0.00 0.00 <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE ($) = 1.000 1 1 Page 1 PIPE151.L5T 2 CURRENT DATE: 03-15-1996 FILE DATE: 03-14-1996 CURRENT TIME: 14:21:36 FILE NAME: PIPE151 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.5 BY 1.5 ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (£t) <F4> (ft) (ft) (fps) (ft) (fps) (ft) 0 74.74 0.00 1.37 0-NF 0.00 0.00 0.00 0.00 0.00 1.61 1 74.75 0.48 1.38 1-Slf 0.35 0.37 0.57 1.50 0.00 1.61 2 74.78 0.73 1.41 1-Slf 0.51 0.53 1.13 1.50 0.00 1.61 3 74.83 0.92 1.46 1-Slf 0.64 0.65 1.70 1.50 0.00 1.61 4 74.90 1.09 1.53 4-FFt 0.76 0.76 2.26 1.50 0.00 1.61 5 74.95 1.23 1.58 3-Mlf 0.87 0.86 2.83 1.50 0.00 1.61 6 75.03 1.38 1.66 3-Mlf 0.98 0.94 3.40 1.50 0.00 1.61 7 75.14 1.52 1.77 3-Mlf 1.11 1.02 3.96 1.50 0.00 1.61 8 75.25 1.67 1.88 3-Mlf 1.27 1.09 4.53 1.50 0.00 1.61 9 75.54 1.84 2.17 4-FFt 1.50 1.16 5.09 1.50 0.00 1.61 10 75.72 2.02 2.35 4-FFt 1.50 1.22 5.66 1.50 0.00 1.61 El. inlet face invert 73.37 ft El. outlet invert 73.13 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 73.37 OUTLET STATION (FT) 43.00 OUTLET ELEVATION (FT) 73.13 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0.0056 CULVERT LENGTH ALONG SLOPE (FT) 43.00 ***** 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 GROOVED END IN HEADWALL INLET DEPRESSION NONE CURRENT DATE: 03-15-1996 CURRENT TIME: 14:21:36 TAILWATER CONSTANT WATER SURFACE ELEVATION 74.74 3 FILE DATE: 03-14-1996 FILE NAME: PIPE151 Page 2 PIPE151.LST 1 1 1 1 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WIDTH (FT) CREST LENGTH (FT) OVERTOPPING CREST ELEVATION (FT) 3.00 25.00 25.00 100.00 Page 3 PIPE153.LST CURRENT DATE: 03-15-1996 CURRENT TIME: 14:21:58 FHWA CULVERT ANALYSIS HY-8, VERSION 4.3 C SITE DATA U---- --------_- L INLET OUTLET CULVERT V ELEV. ELEV. LENGTH # (FT) ----------------- (FT) (FT) 1 72.90 72.22 128.00 2 3 4 5 6 1 FILE DATE: 03-14-1996 FILE NAME: PIPE153 CULVERT SHAPE, MATERIAL, INLET ----------------------------------------------- BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (FT) (FT) n TYPE -------------------------------------- 1 RCP 1.75 1.75 .013 CONVENTIONAL SUMMARY OF CULVERT FLOWS (CFS) FILE: PIPE153 DATE: 03-14-1996 ELEV (FT) TOTAL 1 2 3 4 5 6 ROADWAY ITR 74.10 0 0 0 0 0 0 0 0 1 74.11 1 1 0 0 0 0 0 0 1 74.15 2 2 0 0 0 0 0 0 1 74.21 4 4 0 0 0 0 0 0 1 74.29 5 5 0 0 0 0 0 0 1 74.40 6 6 0 0 0 0 0 0 1 74.56 7 7 0 0 0 0 0 0 1 74.63 8 8 0 0 0 0 0 0 1 4 .7 9 9 0 0 0 0 0 0 1 74.95 11 11 0 0 0 0 0 0 1 75.11 12 12 0 0 0 0 0 0 1 100.00 53 53 0 0 0 0 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: PIPE153 DATE: 03714-1996 HEAD - HEAD TOTAL FLOW % FLOW ELEV(FT) ERROR(FT) FLOW(CFS) ERROR(CFS) ERROR 74.10 0.00 0 0 0.00 74.11 0.00 1 0 0.00 74.15 0.00 2 0 0.00 74.21 0.00 4 0 0.00 74.29 0.00 5 0 0.00 74.40 0.00 6 0 0.00 74.56 0.00 7 0 0.00 74.63 0.00 8 0 0.00 74.74 0.00- 9 0 0.00 74.95 0.00 11 0 0.00 75.11 0.00 12 0 0.00 <1> TOLERANCE (FT) = 0.010 <2> TOLERANCE (%) = 1.000 Page 1 I PIPE153.LST 1 2 CURRENT DATE: 03-15-1996 FILE DATE: 03-14-1996 IICURRENT TIME: 14:21:58 FILE NAME: PIPE153 PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 1.75 BY 1.75 ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft) ' 0 74.10 0.00 1.20 0-NF 0.00 0.00 0.00 0.00 0.00 1.88 1 74.11 0.50 1.21 1-Slf 0.38 0.39 0.50 1.75 0.00 1.88 2 74.15 0.75 1.25 1-Slf 0.54 0.56 1.00 1.75 0.00 1.88 4 74.21 0.96 1.31 1-Slf 0.67 0.69 1.50 1.75 0.00 1.88 5 74.29 1.13 1.39 1-Slf 0.78 0.80 2.00 1.75 0.00 1.88 6 74.40 1.28 1.50 1-Sif 0.89 0.90 2.49 1.75 0.00 1.88 7 74.56 1.42 1.66 3-Mlf 1.00 0.99 2.99 1.75 0.00 1.88 8 74.63 1.56 1.73 3-Mlf 1.11 1.07 3.49 1.75 0.00 1.88 ' 9 74.74 1.66 1.84 3-Mlf 1.19 1.13 3.87 1.75 0.00 1.88 11 74.95 1.83 2.05 3-Mlf 1.34 1.22 4.49 1.75 0.00 1.88 12 75.11 1.98 2.21 3-M1£ 1.52 1.29 4.99 1.75 0.00 1.88 ' El. inlet face invert 72.90 ft El. outlet invert 72.22 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION (FT) 0.00 INLET ELEVATION (FT) 72.90 OUTLET STATION (FT) 128.00 OUTLET ELEVATION (FT) 72.22 NUMBER OF BARRELS 1 SLOPE (V-FT/H-FT) 0.0053 CULVERT LENGTH ALONG SLOPE (FT) 128.00 CULVERT DATA SUMMARY ************************ - BARREL SHAPE CIRCULAR BARREL DIAMETER 1.75 FT ' BARREL MATERIAL CONCRETE BARREL MANNING'S N 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END IN HEADWALL ' INLET DEPRESSION NONE '• CURRENT DATE: 03-15-1996 1URRENT TIME: 14:21:58 TAILWATER CONSTANT WATER SURFACE ELEVATION ' 74.10 1 3 FILE DATE: 03-14-1996 FILE NAME: PIPE153 ' Page 2 PIPE153.LST ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH (FT) 25.00 CREST LENGTH (FT) 100.00 OVERTOPPING CREST ELEVATION (FT) 100.00 Page 3 I 1 1 1 H 1 i 1 1 1 0 1 1 1 1 1 1 HEC-2 Output I 1 1 1 1 t 1 1......,...ATER.... .......... ................ HEC-2 WATER SURFACE PROFILES ' Version 4.6.2; May 1991 • RUN DATE 15MAR96 TIME 09: 03 :08 1 15MAR96 09:03:08 'n•U.S. ARMY• CORPS+ OF• ENGINEERS`••••••• ' HYDROLOGIC ENGINEERING CENTER ' 609 SECOND STREET, SUITE D ' DAVIS, CALIFORNIA 95616-46137 (916) 756-110:.. .. ...... .... Jefferson Commons PUD Plum Creek - Existing Condition Geometry 100-year Masterplan Discharge x X XXXXXXX xxxxx XXXXX X X X X x x x X X X x x XXXXXXX XXXX x %XXXX XXXXX X X X x x X X x x x x X X xsxxxxx x=x XXXXXxx PAGE 1 THIS RUN EXECUTED 15MAR96 09:03:08 ..................... ::,:..:..,..,,.. HEC-2 WATER SURFACE PROFILES Version n•««4.6.2;«•May 1991*•.a...«.. T1 Plum Creek - hydraulic analysis for Jefferson Commons PUD T2 Base HEC-2 deck taken from the Plum Creek Masterplan deck T3 Jefferson Commons - 100-year event J1 ICHECX INQ NINV IDIR STRT METRIC WINS Q WSEL FQ 0 2 0 0 7 63.73 JR ...•"•••RATING CURVE DATA^•••••••-•`•• 0. 62. 85.00 62.66 130.00 62.98 160.00 63.14 205.00 63.33 310.00 63.33 331. 63.37 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE -1 0 -1 0 0 0 0 0 0 0 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 3 26 8 4 25 42 43 39 NC .035 .035 .035 .1 .3 QT 1 328 100 feet east of Taft Hill Road X1 1850 14 245 261 0 0 0 GR 68 0 66 120 64 180 62 245 61 250 GR 61 256 62 261 64 265 66 280 70 281 GR 70 350 66 351 66 455 68 500 X1 1910 12 130 235 60 60 60 GR 68 0 66 130 63.77 185 63.4 197 62.2 200 GR 61.06 208 61.06 212 61.71 221 65.4 235 66 260 GR 66 315 68 420 X1 1924 0 0 0 14 14 14 0 0.2 X3 10 0 0 0 0 0 0 66 66 Downstream face of Taft Hill Road 1 exs_hec2.0at Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan Discharge 3/15/96 9:05 AM pg.1 15MAR96 0 9 : 0 3 : 08 PAGE 2 ' NC .015 .015 .015 X1 1925 18 203.25 .3 216.75 .5 1 1 1 X3 10 68.44 68.44 ' GR 6B 0 66 0 63.77 185 64.0 197 64.0 203.25 GR 61.8 204 60.17 206 61.8 208 64.0 208.75 64.0 211.25 GR 61.8 212 60.17 214 61.8 216 64.0 216.75 65.4 235 OR 66 260 66 315 68 420 SB 1.25 2.04 2.6 12.5 2.5 33.2 0 60.71 60.17 ' Upstream face of Taft Rill Road xi 2003 26 244.25 257.75 78 78 78 X2 0 0 1 63.77 68.44 X3 10 0 0 0 0 0 0 68.44 68.44 ' BT -11 0 72 0 50 70.24 0 150 69.95 0 BT 0 205 69 0 249.75 68.23 0 350 68.44 0 BT 0 450 68.87 0 550 69.66 0 590 70 0 BT 0 650 70.46 0 770 72 0 GR 72 0 70.24 50 69.95 150 69 205 68.1 225 ' GR 67.1 236 64.7 243 64.8 244.25 61.9 245 60.27 247 OR 61.9 249 64.0 249.75 64 252.25 60.71 257 64.0 257.75 GR 64.00 258 64.0 260 66.9 265 67.7 266 68 275 GR 68.44 350 68.87 450 69.66 550 70 590 70.46 650 OR 72 770 ' X1 2006 21 236 266 3 3 3 X3 10 68.05 68.44 GR 72 764.7 50 664.8 ISO6.5 69 247 68.1 225 GA 67.1 236 64.7 6 243 64.8 246.5 60.71 247 0.71 60.71 250 ' OR 60.17 250.7 60.17 255 66.9 265 67.7 266 68 275 GR 68.44 350 68.87 450 69.66 550 70 590 70.46 650 OR 72 770 NC .035 .035 .035 .1 .3 t X1 2055 9 208 240 49 49 49 OR 70 0 68.3 190 68.2 208 66 212 65.6 215 GR 66 218 67.9 221 68.2 240 70 325 FLOW REDUCTION FOR LOW FLOW PIPE ' EAST EDGE SUNRAY APIS TOTAL discharge = 331 cfs LOW FLOW CAPACITY IS APPROX 5 CFS X1 2400 8 36 129 345 345 345 OR 71.43 0 70.1 9 69.72 36 65.9 46 65.9 52 GR 67.6 53 69.8 129 72.8 229 SUNRAY APIS FOOT BRIDGE 1 1514AR96 09:03:08 PAGE 3 X1 2510 8 75 109 110 110 110 GR 71.6 0 - 71.1 68 69.6 75 66.5 82 66.3 87 ' GR 68.6 97 69.9 109 71.1 168 section along east boundary of JPI property NC .035 .035 .035 .1 .3 X1 2700 11 16 32 190 190 190 , OR 74 0 73 10 72 13 71 14 70 16 GR 68.9 24 70 32 71 55 72 68 73 B2 GR 74 96 NC .040 .040 .040 .1 .3 X1 2723 6 9 51 15 40 23 GR 74 0 71 9 70 23 71 51 72 86 GR 73 121 ' xi 2775 5 45 112 70 65 60 GR 72 0 71 45 70.5 63 71 112 72 145 X1 2854 6 84 124 62 55 59 ' GR 73. 0 72 40 71 84 71.1 124 72 160 GR 73 198 ' exs_hec2.dat: Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan discharge 3/15/96 9:05 AM P9 2 1 ' X1 2965 8 95 135 110 110 110 GR 75 0 74 32 73 64 72 95 71.7 111 GR 72 135 73 164 74 193 ' Xi 3023 8 74 82 50 50 50 GR 75 0 74 23 73 49 72 74 71.9 77 GR 72 82 73 115 74 154 X1 3079 8 79 103 62 42 54 0.3 GR 76 0 75 21 74 45 73 79 72.6 92 GR 73 103 74 156 75 217 ' QT 1 305 X1 3137 7 55 120 58 58 58 GR 76 0 75 27 74 55 73.3 95 74 120 OR 75 152 76 195 1 1 15MAR96 09:03:OB PAGE 4 X1 3246 7 61 15B 110 110 110 GR 77 0 76 29 75 61 74.7 94 75 158 GR ]b 192 77 228 X1 3322 6 68 196 79 79 79 ' GR 78 0 77 36 76 68 75.05 84 76 196 GR 77 241 X1 3370 8 31 44 48 48 48 ' GR 78 0 77.61 26 77.16 31 75.46 35 75.13 40 OR 76.98 44 76.91 48 77.49 62 Downstream face of Ponderosa Drive ' 2 BUILDINGS EACH SIDE OF CHANNEL BELOW PONDEROSA NC .035 .035 .035 X1 3445 17 78 92 86 86 86 GR 92 0 82 1 82 15 92 16 92 74 GR 81 75 80 78 78 80 75.8 85 76 90 ' GR 80 92 82 105 92 106 93 160 83 161 GR 83 170 93 171 _ 1 1 15MAR96 09:03:08 PAGE 5 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH ARDS VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB ML XNCH MR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 •SECNO 1850.000 3720 CRITICAL DEPTH ASSUMED 1850.000 2.37 63.37 63.37 63.73 63.90 .54 .00 .00 62.00 328.0 99.6 222.7 5.7 30.4 32.9 1.9 .0 .0 62. 00 ' .00 3.28 6.77 3.04 .035 .035 .035 .000 61.00 200.55 .009896 0. 0. 0. 0 15 0 .00 63.19 263.74 •SECNO 1910.000 ' 1910.000 3.05 64.11 .00 .00 64.37 .27 .44 .03 66.00 328.0 .0 328.0 .0 .0 79.2 .0 .1 .1 65.40 .00 .00 4.14 .00 .000 .035 .000 .000 61.06 176.57 .005729 60. 60. 60. 2 0 0 .00 53.54 230.11 ' •SECNO 1924.000 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 66.00 ELREA= 66.00 ' exs_hec2.dat: Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan discharge 3115/96 9:05 AM P9.3 ' 1924.000 2.89 64.15 .00 .00 64.48 .33 .09 .02 66.20 328.0 .0 328.0 .0 .0 71.2 .0 .1 .1 65.60 .00 .00 4.61 .00 .000 .035 .000 .000 61.26 180.44 .007294 14. 14. 14. 2 0 0 .00 49.08 229.52 CCHV= .300 CEHV= .500 -SECNO 1925.000 3301 HV CHANGED MORE THAN WINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 68.44 ELREA= 68.44 1925.000 4.41 64.58 64.58 .00 65.92 1.35 .01 .51 64.00 328.0 .0 328.0 .0 .0 35.2 .0 .1 .1 64.00 .00 .00 9.32 .00 .000 .015 .000 .000 60.17 203.25 .004760 1. 1. 1. 20 21 0 .00 13.50 216.75 1 15MAR96 09:03:08 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TGPWID ENDST SPECIAL BRIDGE SB XK XKOR COFQ RDLEN BWC BWP BAREA SS ELCHU ELCHD 1.25 2.04 2.60 .00 12.50 2.50 33.20 .00 60.71 60.17 -SECNO 2003.000 PRESS FLOW BECAUSE EGLWC OF 67.74 EXCEEDS 1.5 DEPTH 3301 HV CHANGED MORE THAN WINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.89 PRESSURE FLOW EGPRS EGLWC H3 QWEIR QPR BAREA TRAPEZOID ELLC ELTRD WEIRLN AREA 67.67 67.74 2.80 0. 328. 33. 31. 63.77 68.44 0. 3495 OVERBANX AREA ASSUMED NON -EFFECTIVE, ELLEA= 68.44 ELLEA= 68.44 2003.000 7.02 67.29 .00 .00 67.67 .38 1.74 .00 64.80 328.0 .0 328.0 .0 _ .0 66.4 .0 .2 .1 64.00 .01 .00 4.94 .00 .000 .015 .000 .000 60.27 244.25 .000570 78. 78. 78. 2 0 0 .00 13.50 257.75 'SECNO 2006.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.03 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 68.44 ELLEA= 68.44 2006.000 7.47 67.64 .00 .00 67.75 .11 .00 .08 67.10 328.0 .0 328.0 .0 .0 124.2 .0 .2 .1 67.70 .01 .00 2.64 .00 .000 .015 .000 .000 60.17 236. 00 .000139 3. 3. 3. 2 0 0 .00 29.93 265.93 1 15MAR96 09:03:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VICE VCH. VROB XNL XNCH X'.:L WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST exs_hec2.dat: Plum Creek through Jefferson Commons PUD, existing condition geometry, t 00.yr Masterplan discharge 3115/96 9:05 AM pg. 4 PAGE 6 PAGE 7 1 1 1 1 CCHV= .100 CEHV= .300 'SECNO 2055.000 3685 20 TRIALS ATTEMPTED WSEL, CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 2055.000 3.23 68.83 68. 83 .00 69.20 .36 .02 .08 68.20 328.0 61.2 247.5 19.4 26.5 45.7 9.5 .3 .2 68.20 .01 2.31 5.41 2.03 .035 .035 .035 .000 65.60 130.23 .010600 49. 49. 49. 20 15 0 .00 139.75 269.98 -SECNO 2400.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.96 2400.000 4.19 70.09 .00 .00 70.16 .07 .93 .03 69.72 328.0 2.4 325.1 .6 4.9 157.0 1.4 1.3 1.3 69.80 .06 .48 2.07 .41 .035 .035 .035 .000 65.90 9.63 .001211 345. 345. 345. 5 0 0 .00 129.08 138.71 *SECNO 2510.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52 2510.000 3.85 70.15 .00 .00 70.47 .32 .23 .08 69.60 328.0 .8 326.1 1.0 .7 71.1 1.5 1.6 1.5 69.90 .07 1.18 4.59 .71 .035 .035 .035 .000 66.30 72.45 .004535 110. 110. 110. 3 0 0 .00 48.62 121.07 CCHV= .100 CEHV= .300 SECNO 2700.000 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 2700.000 2.56 71.46 71.46 .00 72.06 .60 1.27 .08 70.00 328.0 7.7 223.9 96.3 2.0 32.1 23.3 1.9 1.7 70.00 .07 3.84 6.98 4.13 .035 .035 .035 .000 68.90 13.54 .010812 190. 190. 190. 3 23 0 .00 47.38 60.92 CCHV= .100 CEHV= .300 1 15MAR96 09:03:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH MOB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IOC ICONT CORAR TOPWID ENDST 'SECNO 2723.000 2723.000 2.07 72.07 .00 .00 72.32 .25 .23 .03 71.00 328.0 3.4 281.4 43.2 1.7 65.9 20.0 1.9 1.8 71.00 .013 2.01 4.27 2.16 .040 .040 .040 .000 70.00 5.80 .007274 15. 23. 40. 4 0 0 .00 82.5B 8B.38 'SECNO 2775.000 3280 CROSS SECTION 2775.00 EXTENDED .46 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATTO 2.27 2775.000 1.96 72.46 .00 .00 72.51 .05 .17 .02 71.00 328.0 57.9 227.8 42.3 43.0 114.3 31.6 2.1 1.9 71.00 .09 1.35 1.99 1.34 .040 .040 .040 .000 70.50 .00 . 001411 70. 60. 65. 2 0 0 .00 145.00 145.00 -SECNO 2854.000 2854.000 1.55 .72.55 .00 .00 72.63 .08 .11 .01 71.00 328.0 98.7 153.8 75.5 52.6 60.2 42.0 2.4 2.1 71.10 .09 1.88 2.55 1.80 .040 .040 .040 .000 71.00 17.79 .002742 62. 59. 55. 2 0 0 .00 163.31 181.10 'SECNO 2965.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .39 2965.000 1.27 72.97 72.96 .00 73.34 .37 .63 .09 72.00 328.0 44.8 241.2 41.9 14.5 44.7 13.6 2.7 2.5 72.00 .10 3.09 5.39 3.09 .040 .040 .040 .000 71.70 64.99 exs_hec2.dat: Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan discharge 3/15/96 9:05 AM pg. 5 PAGE 8 .018179 110. 110, 110. 5 12 0 .00 98.08 163.07 'SECNO 3023.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.64 3023.000 1.81 73.71 .00 .00 73.88 .18 .52 .02 72.00 328.0 113.8 62.3 152.0 36.6 14.0 49.5 2.8 2.6 72.00 .10 3.11 4.43 3.07 .040 .040 .040 .000 71.90 30.67 .006735 50. 50. 50. 2 0 0 .00 111.82 142.49 1 15MAR96 09:03:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L-BANK ELEV Q QLOS QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB ML XNCH MR WIN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 'SECNO 3079.000 3685 20 TRIALS ATTEMPTED WSEL, CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3079.000 1.47 74.37 74.37 .00 74.69 .32 .51 .04 73.30 328.0 62.5 167.9 97.6 19.4 30.5 30.3 2.9 2.7 73.30 .11 3.22 5.51 3.22 .040 .040 .040 .000 72.90 43.34 .016030 62. 54. 42. 20 15 0 .00 116.89 160.23 -SECNO 3137.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, MATIO = 1.86 3137.000 1.72 75.02 .00 .00 75.13 .12 .42 .02 74.00 305.0 22.0 257.8 25.2 14.5 08.9 16.6 3.0 2.9 74.00 .11 1.52 2.90 1.52 .040 .040 .040 .000 73.30 26.51 .004013 58. 58. 58. 3 0 0 .00 126.26 152.77 'SECNO 3246.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .59 3246.000 .97 75.67 .00 .00 75.85 .18 .69 .02 75.00 305.0 13.8 276.6 14.6 7.2 79.7 7.7 3.3 3.2 75.00 .12 1.91 3.47 1.91 .040 .040 .040 .000 74.70 39.52 .011361 110. 110. 110. 3 0 0 .00 141.30 180.82 'SECNO 3322.000 3322.000 1.34 76.39 .00 .00 76.50 .11 .65 .01 76.00 305.0 2.5 296.9 3.5 2.5 111.6 3.5 3.5 3.5 76.00 .13 1.00 2.68 1.00 .040 .040 .040 .Doo 75.05 55.30 .006243 79. 79. 79. 2 0 0 .00 158.56 213.86 'SECNO 3370.000 3280 CROSS SECTION 3370.00 EXTENDED .71 FEET 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1 15MAR96 09:03:08 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB ML XNCH MR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR T19PWID ENDST 3370.000 3.07 78.20 78.20 .00 78.68 .48 .38 .11 77.16 305.0 34.2 197.6 73.2 14.4 30.7 19.0 3.6 3.6 76.98 .13 2.38 6.44 3.85 .040 .040 .040 .000 75.13 .00 .010325 48. 48. 48. 20 14 0 .00 62.00 62.00 'SECNO 3445.000 3301 HV CHANGED MORE THAN HVINS exs_hec2.dat Plum Creek through JeHerson Commons PUD, existing condition 3/15/96 9:05 AM pg. 6 PAGE 9 PAGE 10 1 1 1 1 1 1 1 1 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3445.000 4.13 79.93 79.93 .00 81.18 1.25 1.12 .23 80.00 305.0 .0 305.0 .0 .0 34.0 .0 3.7 3.7 80.00 .14 .00 8.98 .00 .000 .035 .000 .000 75.80 79.07 .016886 86. 86. 86. 20 11 0 .00 13.85 91.93 1 15MAR96 09:03:08 PAGE 11 THIS RUN EXECUTED 15MAR96 09; 03:08 «HEC-2«WATER «SURFACE«PROFILES «'•'•`•' Version 4.6.2; May 1991 NOTE- ASTERISK (`) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST fferaon C..... - 100-ye SUMMARY PRINTOUT SECNO CWSEL EG VCH DEPTH TOPWID AREA ELMIN Q XLCH ` 1850.000 63.37 63.90 6.77 2.37 63.19 65.15 61.00 328.00 .00 1910.000 64.11 64.37 4.14 3.05 53.54 79.23 61.06 328.00 60.00 1924.000 64.15 64.48 4.61 2.89 49.08 71.20 61.26 328.00 14.00 ` 1925.000 64.58 65. 92 9.32 4.41 13.50 35.20 60.17 328.00 1.00 ` 2003.000 67.29 67.67 4.94 7.02 13.50 66.44 60.27 328.00 78.00 2006.000 67.64 67.75 2.64 7.47 29.93 124.19 60.17 328.00 3.00 ` 2055.000 68.83 69.20 5.41 3.23 139.75 81.74 65.60 328.00 49.00 ` 2400.000 70.09 70.16 2.07 4.19 129.08 163.34 65.90 328.00 345.00 ` 2510.000 70.15 70.47 4.59 3.85 48.62 73.27 66.30 328.00 110.00 ` 2700.000 71.46 72.06 6.90 2.56 47.38 57.44 68.90 328.00 190.00 2723.000 72.07 72.32 4.27 2.07 82.58 87. 52 70.00 328.00 23.00 ` 2775.000 72.46 72.51 1.99 1.96 145.00 188.89 70.50 328.00 60.00 2854.000 72.55 72.63 2.55 1.55 163.31 154.85 71.00 328.00 59.00 ` 2965.000 72.97 73.34 5.39 1.27 98.08 72.B3 71.70 328.00 110.00 ` 3023.000 73.71 73.88 4.43 1.61 111.82 100.08 71.90 328.00 50.00 « 3079.000 74.37 74.69 5.51 1.47 116.89 80.20 72.90 328.00 54.00 ` 3137.000 75.02 75.13 2.90 1.72 126.26 120.01 73.30 305.00 58.00 1 15MAR96 09:03: 08 PAGE 12 SECNO CWSEL EG VCH DEPTH TOPWID AREA ELMIN Q XLCH ` 3246.000 75.67 75.85 3.47 .97 141.30 94.52 74.70 305.00 110.00 3322.000 76.39 76.50 2.68 1.34 156.56 117.67 75.05 305.00 79.00 « 3370.000 78.20 78.68 6.44 3.07 62. 00 64.07 75.13 305.00 48.00 ` 3445.000 79.93 81.18 8.98 4.13 13.85 33.99 75.80 305.00 86.00 1 15MAR96 09:03:08 PAGE 13 exs_hec2.dat: Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan discharge 3/15/96 9:05 AM p9 7 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 1850.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1925.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1925.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNG= 1925.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 2003.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2006.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 2055.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 2055.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 2055.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 2400.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2510.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 2700.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 2700.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY WARNING SECNO= 2775.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2965.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 3023.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 3079.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 3079.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 3079.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 3137.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 3246.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 3370.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 3370.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 3370.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 3445.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 3445.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 3445.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL exs_hec2.dat Plum Creek through Jefferson Commons PUD, existing condition geometry, 100-yr Masterplan discharge 3/15/96 9:05 AM p9 8 1 lf,....+........... .......................... HEC-2 WATER SURFACE PROFILES • Version 4.6.2; May 1991 + + . ' RUN DATE 31JUL96 TIME 15:12:09 + 1 1 31JUL96 15:12:09 ' U.S. ARMY CORPS OF ENGINEERS ` ` HYDROLOGIC ENGINEERING CENTER ' 609 SECOND STREET, SUITE D ' ' DAVIS, CALIFORNIA 95616-4687 Jefferson Commons PUD Plum Creek - Proposed Condition Geometry 100-year Discharge x x XXXXXXx XX1IXX XXX%X x x x x x x x x x x x x xxxxxxx xXxx x xXXXX XXXXX x x x x x x x x x x x x x XXXXXXX =X xxxxxxx PAGE 1 THIS RUN EXECUTED 31JUL96 15:12:09 SURFACE PROFILES *HEC**'WATER. Version 4.6.2; May 1991 T1 Plum Creek - hydraulic analysis for Jefferson Commons PUD t. T2 Base HEC-2 deck taken from the Plum Creek Masterplan deck T3 Jefferson Commons - 100-year event J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL 0 2 0 O 7 63.73 JR **.*++`tt ****RATING CURVE DATA.**1**••"**`* 0. 62. 85.00 62.66 130.00 62.98 160.00 63.14 205.00 310.00 63.33 331. 63.37 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM -1 0 -1 0 0 0 0 0 0 ' J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 3 26 8 4 25 42 NO .035 .035 .035 .1 .3 QT 1 379 100 feet east of Taft Hill Road x1 1850 14 245 261 0 6 0 ' OR 68 0 66 120 64 160 62 OR 61 256 62 261 64 265 66 OR 70 350 66 351 66 455 68 X1 1910 12 130 235 60 60 60 ' OR 66 0 66 130 63.77 165 63.4 OR 61.06 208 61.06 212 61.71 221 65.4 OR 66 315 68 420 ' X1 1924 0 0 0 14 14 X3 10 0 0 0 0 _ 0 Downstream face of Taft Hill Road jpl_he :2.ouC Plum Creek thru Jefferson Commons; 100-year event 7131/96 3:25 PM P9.1 FQ 63.33 ITRACE 0 43 39 245 61 250 280 70 281 500 197 62.2 200 235 66 260 0 0.2 66 66 1 31GUL96 15:12:09 PAGE 2 NO .015 .015 .015 .3 .5 ' X1 1925 18 203.25 216.75 1 1 1 X3 10 68.44 66.44 GR 68 0 66 0 63.77 185 64.0 197 64.0 203.25 OR 61.8 204 60.17 206 61.8 208 64.0 208.75 64.0 211.25 GR 61.8 212 60.17 214 61.8 216 64.0 216.75 65.4 235 GR 66 260 66 315 68 420 ' SB 1.25 2.04 2.6 12.5 2.5 33.2 0 60.71 60.17 Upstream face of Taft Hill Road X1 2003 26 244.25 257.75 78 78 78 ' X2 0 0 1 63.77 68.44 X3 10 0 0 0 0 0 0 68.44 68.44 ST -11 0 72 0 50 70.24 0 150 69.95 0 ST 0 205 69 0 249.75 68.23 0 350 68.44 0 BT 0 450 68.87 0 550 69.66 0 590 70 0 BT 0 650 70.46 0 770 72 0 ' OR 72 0 70.24 50 69.95 150 69 205 68.1 225 OR 67.1 236 64.7 243 64.8 244.25 61.9 245 60.27 247 OR 61.9 249 64.0 249.75 64 252.25 60.71 257 64.0 257.75 GR 64.00 258 64.0 260 66.9 265 67.7 266 68 275 OR 68.44 350 68.87 450 69.66 550 70 590 70.46 650 ' GR 72 770 X1 2006 21 236 266 3 3 3 X3 10 68.44 68.44 ' OR 72 0 70.24 50 69.95 150 69 205 68.1 225 OR 67.1 236 64.7 243 64.8 246.5 60.71 247 60.71 250 OR 60.17 250.7 60.17 255 66.9 265 67.7 266 68 275 OR 68.44 350 68.87 450 69.66 550 70 590 70.46 650 OR 72 770 ' NC .035 .035 .035 .1 .3 X1 2055 9 208 240 49 49 49 GR 70 0 68.3 190 6B.2 208 66 212 65.6 215 OR 66 218 67.9 221 68.2 240 70 325 ' FLOW REDUCTION FOR LOW FLOW PIPE FAST EDGE SUNRAY ARTS TOTAL discharge = 331 cfs LOW FLOW CAPACITY IS APPROX 5 CPS QT 1 374 XI 2400 8 36 129 345 345 345 OR 71.43 0 70.1 9 69.72 36 65.9 46 65.9 52 OR 67.6 53 69.8 129 72.8 229 SUNRAY APTS FOOT BRIDGE ' 1 31GU696 15:12:09 PAGE 3 ' X1 2510 8 75 109 110 110 110 OR 71.6 0 71.1 68 69.6 75 66.5 82 66.3 87 OR 68.6 97 69.9 109 71.1 168 NO .035 .035 .035 .1 .3 QT 1 379 X1 2700 11 16 32 190 190 190 OR 74 0 73 10 72 13 71 14 70 16 GR 68.9 24 70 32 71 55 72 68 73 82 GR 74 96 ' the following n values reflect a wetland channel bottom and sideslopes covered with short, well maintained lawn grasses NO .040 .040 .050 .1 .3 ' QT 1 368 X1 2723 11 10 34 20 28 23 OR 73 0 72 3 71 7 70 10 59.1 23 OR 69.4 34 70.3 38.3 70.7 40.6 71.4 44.2 72 47.4 GR 79 47.5 ' X1 2775 8 22 32 52 52 52 GR 74 0 73 5 72 10 70 22 69.5 27 ' jp-hec2.out: Plum Creek thru Jefferson Commons; 1004year event 7/31196 3:25 PM P9 2 ' 1 ' OR 69.8 32 71 60 78 60 X1 2854 7 31 42 85 70 79 OR 78 0 72 25 71 31 70.3 38 71 42 ' OR 72 48 78 72 QT 1 356 X1 2111 OR 77 7 23 0 73 37 16 111 72 111 23 ill 71.6 32 72 37 OR 73 48 77 64 downstream face of driveway box culvert (triple cell 3' x 8' box) NC 0.013 0.013 0.013 0.3 0.5 ' X1 3023 4 0 25 68 53 58 OR 77.21 0 73.21 0 73.21 25 77.21 25 ' SC 3.013 upstream face 0.4 3.0 of driveway box culvert 0 3 (triple cell 3' x 8' 8 box) 56 12.3 73.5 73.2 X1 3079 56 56 56 0.3 X2 0 0 2 77.50 78.50 1 31.TUL96 15:12:09 PAGE 4 QT 1 351 NC 0.040 0.040040 0.050 0.1 0.3 X1 3137 8 23 46 58 58 58 OR 77 0 76 15 - 74 23 73.8 35 74 46 OR 75 50 76 54 77 69 ' X1 3246 7 17 47 109 109 109 OR 78 0 77 7 76 12 75 17 74.6 29 OR 75 47 78 63 X1 3322 7 9 41 76 76 76 OR 79 0 78 1.5 77 5 76 9 75.1 15 OR 76 41 80 57 X1 3370 8 31 44 48 48 48 ' OR 78 0 77.61 26 77.16 31 75.46 35 75.13 40 OR 76.98 44 76.91 48 77.49 62 Downstream face of Ponderosa Drive ' 2 BUILDINGS EACH SIDE OF CHANNEL BELOW PONDEROSA NC .035 .035 .035 X1 3445 17 78 92 86 86 86 OR 92 OR 81 0 82 75 80 1 78 82 78 15 80 92 75.8 16 85 92 78 74 90 ' OR 80 92 82 105 92 106 93 160 83 161 OR 83 170 93 171 1 1 31JUL96 15:12:09 PAGE 5 SECNO DEPTH CWSEL CRIWS WSELK SO HV HL CLOSE L-BANK ELEV ' Q QLOB QCH QROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH ME WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICOLT CORAR TOPWID ENDST ' PROF I CCHV= .100 CEHV= .300 'SECNO 1850.000 3720 CRITICAL DEPTH ASSUMED 1850.000 2.50 63.50 63. 50 63.73 64.06 .56 .00 .00 62.00. ' 379.0 126.3 245.5 7.2 36.5 35.0 2.2 .0 .0 62.00 .00 3.47 7.02 3.22 .035 .035 .035 .000 61.00 196.32 .009802 0. 0. 0. 0 15 0 .00 67.67 264.00 ' fpi_he02.out: Plum Creek thru Jefferson Commons; 100-year event 7/31/96 3:25 PM P9.3 1 'SECNO 1910.000 ' 1910.000 3.19 64. 25 .00 .00 64.54 .29 .46 .03 66.00 379.0 .0 379.0 .0 .0 87.2 .0 .1 .1 65.40 .00 .00 4.35 .00 .000 .035 .000 .000 61.06 173.04 .006128 60. 60. 60. 2 0 0 .00 57.61 230.65 ' 'SECNO 1924.000 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 66.00 ELRFA= 66.00 1924.000 3.04 64.30 .00 .00 64.66 .36 .10 .02 66.20 ' 379.0 .0 379.0 .0 .0 78.6 .0 .1 .1 65.60 .00 .00 4.82 .00 .000 .035 .000 .000 61.26 176.05 .007783 14. 14. 14. 2 0 0 .00 53.22 230.07 CCHV= .300 CEHV= .500 , -SECNO 1925.000 3301 HV CHANGED MORE THAN WINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL I ' 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED - - 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 68.44 ELREA= 68.44 1925.000 4.67 64.84 64.84 .00 66.32 1.48 .01 .56 64.00 , 379.0 .0 379.0 .0 .0 38.8 .0 .1 .1 64.00 .00 .00 9.77 .00 .000 .015 .000 .000 60.17 203.25 .004598 1. 1. 1. 20 14 0 .00 13.50 216.75 ' 1 31SUL96 15:12:09 PAGE 6 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-SANK ELEV t Q QLOB QCH QROB ALOE ACH AROE VOL TWA R-BANX ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 62.33 , NOT 64.84 HYDRAULIC SUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS) SB XK XKOR COFQ NOLEN BWC BWP BAR=A SS ELCHU ELCHD 1.25 2.04 2.60 .00 12.50 2.50 33.20 _ .00 60.71 60.17 -SECNO 2003.000 3301 HV CHANGED MORE THAN WINS t 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KPA-10 = 3.21 PRESSURE AND WEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape EGPRS EGLWC H3 QWEIR QPR BAREA TRAP=ZOID ELLC ELTRD WEIRLN =A 68.97 66.87 .00 24. 358. '3. 31. 63.77 68.44 j� 137. ' 3495 OVERBANK AREA ASSUMED NON -EFFECTIVE, ELLEA= 68.44 ELREA= 68.44 2003.000 7.89 68.16 .00 .00 68.52 .37 2.20 .00 64.80 379.0 .0 379.0 .0 .0 78.0 .0 .2 .1 64.00 , .01 .00 4.86 .00 .000 .015 .000 .000 60.27 244.25 .000445 78. 78. 78. 10 0 4 .00 13.50 257.75 -SECNO 2006.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KAA7I0 = 2.28 2006.000 8.36 68.53 .00 .00 68. 61 .08 .00 .09 67.10 379.0 9.6 355.2 14.2 12.3 150.8 1C.3 .3 .1 67.70 ' .01 .78 2.36 .47 .015 .015 .015 .000 60.17 215.45 .000085 3. 3. 3. 3 0 0 .00 155.46 370.91 , jpi_hec2.out: Plum Creek thru Jefferson Commons; 100-year event 7/31196 3:25 PM P9. 4 1 ' CCHV= .100 CEHV= .300 'SECNO 2055.000 36B5 20 TRIALS ATTEMPTED WSEL,CWSEL 1 ' 31.NL96 15:12:09 PAGE 7 SECNO DEPTH CWSEL CRIWS WSELX EG HV HL CLOSE L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WIN ELMIN SSTA ' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 3710 WSEL ASSUMED BASED ON MIN DIFF 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED ' 2055.000 3.36 68.96 68.96 .00 69.28 .32 .01 .07 68.20 379.0 88.3 261.7 29.0 37.5 49.8 13.8 .4 .3 68.20 .01 2.36 5.25 2.11 .035 .035 .035 .000 65.60 115.80 .00BB84 49. 49. 49. 20 17 0 .00 160.27 276.07 ' -SECNO 2400.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.57 2400.000 4.28 70.18 .00 .00 70.26 .08 .95 .02 69.72 ' 374.0 4.7 368.1 1.2 7.3 165.4 2.4 1.5 1.5 69.80 .06 .64 2.23 .51 .035 .035 .035 .000 65.90 8.45 .001307 345. 345. 345. 5 0 0 .00 133.24 141.69 ' 'SECNO 2510.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .50 2510.000 3.92 70.22 .00 .00 70.61 .39 .26 .09 69.60 374 .0 1.2 370.6 2.2 .9 73.5 2.5 1.8 1.7 69.90 ' .66 1.38 5.04 .90 .035 .035 .035 .000 66.30 72.12 .005236 110. 110. 110. 3 0 0 .00 52.46 124.58 CCHV= .100 CEHV= .300 'SECNO 2700.000 ' 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 2700.000 2.69 71.59 71. 59 .00 72.23 .64 1.39 .08 70.00 379.0 9.7 248.7 120.7 2.3 34.2 27.2 2.1 1.9 70.00 .07 4.13 7.28 4.44 .035 .035 .035 .000 68.90 13.41 ' . 010824 190. 190. 190. 4 19 0 .00 49.19 62.61 CCHV= .100 CEHV= .300 *SECNO 2723.000 1 31JM96 15:12:09 PAGE 8 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH _ QROB ALOE ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCR VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.46 2723.000 3.10 72.20 .00 .00 72.44 .24 .17 .04 70.00 368.0 23.5 271.4 73.1 7.9 66.8 19.7 2.2 2.0 69.40 ' .07 2.96 4.06 . 004777 20. 23. 3.71 28. .040 3 .050 0 .040 0 .000 .00 69.10 44.99 2.41 47.40 'SECNO 2775.000 - 2775.000 2.97 72.47 .00 .00 72.67 .20 .23 .00 70.00 368.0 53.3 102.0 212.7 18.2 27.7 57.9 2.3 2.0 69.80 ' .08 2.93 3.68 3.67 .040 .050 .040 .000 69.50 7.65 .003969 52. 52. 52. 2 0 0 .00 52.35 60.00 •SECNO 2854.000 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY ' - Ipi_hec2.out: Plum Creek thru Jefferson Commons; 100-year event 7/31/96 3:25 PM P9.5 3720 CRITICAL DEPTH ASSUMED ' 2854.000 2.81 73.11 73.11 .00 73.92 .81 .59 .18 71.00 368.0 79.4 209.7 79.0 12.2 27.1 12.1 2.4 2.1 71.00 .00 6.49 7.75 6.52 .040 .050 .040 .000 70.30 20.38 .020726 85. 79. 70. 20 11 0 .00 32.06 52.44 ' -SECNO 2965.000 3301 HV CHANGED MORE THAN WINS 1 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.07 2965.000 3.09 74.69 .00 .00 74.93 .24 .95 .06 72.00 356.0 77.1 164.6 114.3 21.1 40.5 29.9 2.6 2.2 72.00 .09 3.65 4.06 3.83 .040 .D50 .040 .000 71.60 9.23 ' .004544 111. 111. 111. 3 0 0 .00 45.55 54.77 1 15:12:09 PAGE 9 '31TUL96 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' CCHV= .300 CRHV= .500 -SECNO 3023.000 3301 HV CHANGED MORE THAN WINS , 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3023.000 1.84 75.05 75.05 .00 75.98 .93 .19 .35 77.21 ' 356.0 .0 356.0 .0 .0 46.0 .0 2.7 2.2 77.21 .09 .00 7.74 .00 .000 .013 .000 .000 73.21 .00 .002441 68. 58. 53. 20 14 0 .00 25.00 25.00 ' SPECIAL CULVERT Sc CUNO CUNV ENTLC COFQ MIEN RISE SPAN CULVLN CHRT SCL ELCHU ELCHD 3 .013 .40 3.00 .00 3.00 8.00 56.00 12 3 73.50 73.20 CHART 12 - BOX CULVERT; NON -OFFSET FLARED WINGWALLS; 3/4-INCH CHAMFER AT TOP OF INLET SCALE 3 - WINGWALLS FLARED 18.4 DEGREES (3: 1); INLET SKEWED 30 DEG3=S -SECNO 3079.000 SPECIAL CULVERT OUTLET CONTROL EGIC = 76.489 EGOC = 76.726 PCWSE= 75.050 ELTRD= 78.500 3301 HV CHANGED MORE THAN WINS ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.96 SPECIAL CULVERT EGIC EGOC H4 QWEIR QCULV VCH ACULV ELTRD WE IRLN ' 76.49 76.73 .75 0. 356. 5.025 72.0 78.53 0. 3079.000 2.82 76.33 .GO .00 76.73 .39 .-5 .00 77.51 356.0 .0 356.0 .0 .0 70.B .0 2.8 2.3 77.51 ' .09 .00 5.03 .00 .000 .013 .000 .OG7 73.51 .00 .000633 56. 56. 56. 2 0 0 25.00 25.00 CCHV= .100 CEHV= .300 ' 1 31.7UL96 15:12:09 PAGE 10 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL CLOSE L-BANK ELEV , Q QLOB QCH QROB ALOB ACH AROS VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICON- CORAR. TOPWID EXIST ' jp1hOC2.out: Plum Creek thru Jefferson Commons; 100-year event 7/31/96 3:25 PM P9 6 , 1 1 1 1 1 1 1 'SECNO 3137.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .35 3137.000 2.79 76.59 .00 .00 76.82 .23 .08 .02 74.00 351.0 48.0 252.5 50.5 15.4 62.0 15.4 2.9 2.3 74.00 .10 3.11 4.07 3.27 .040 .050 .040 .000 73.80 6.05 .005000 58. 58. 58. 2 0 0 .00 56.89 62.95 'SECNO 3246.000 3246.000 2.57 77.17 .00 .00 77.39 .22 .57 .00 75.00 351.0 38.6 276.5 35.8 11.8 71.0 12.5 3.1 2.5 75.00 .10 3.28 3.89 2.86 .040 .050 .040 .000 74.60 5.82 . 005436 109. 109. 109. 2 0 0 .00 52.74 58.56 'SECNO 3322.000 3322.000 2.53 77.63 .00 .00 77.96 .33 .54 .03 76.00 351.0 18.7 315.7 16.6 5.2 66.6 5.3 3.3 2.5 76.00 .11 3.58 4.74 3.11 .040 .050 .040 .000 75.10 2.79 .009596 76. 76. 76. 2 0 0 .00 44.74 47.53 -SECNO 3370.000 3280 CROSS SECTION 3370.00 EXTENDED .73 FEET 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3370.000 3.09 78.22 78.22 .00 78.76 .53 .60 .06 77.16 351.0 47.4 206.2 97.4 15.1 31.0 19.5 3.4 2.6 76.98 .11 3.14 6.66 5.01 .040 .050 .040 .000 75.13 .00 .017010 48. 48. 48. 0 11 0 .00 62.00 62.00 -SECNO 3445.000 3301 HV CHANGED MORE THAN HVINS 36B5 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 3445.000 4.41 80.21 80.21 .00 81.54 1.33 1.41 .24 80.00 351.0 .0 350.8 .2 .1 37.9 .1 3.5 2.7 80.00 .11 .05 9.25 1.18 .035 .035 .035 .000 75.80 77.37 .015722 86. 86. 86. 20 14 0 .00 16.00 93.37 1 31. 96 15:12:09 _ HEC-2 WATER SURFACE PROFILES *. e...�..,. 4.6.2;..May * 1991 *......,, PAGE 11 THIS RUN EXECUTED 31JUL96 15:12:10 NOTE- ASTERISK (') AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST fferson Commons - 100-ye SUMMARY PRINTOUT SECNO CWSEL EG VCH DEPTH TOPWID AREA ELMIN Q XLCH * 1850.000 63.50 64.06 7.02 2.50 67.67 73.66 61.00 379.00 .00 1910.000 64.25 64.54 4.35 3.19 57.61 87.19 61.06 379.00 60.00 1924.000 64.30 64.66 4.82 3.04 53.22 78.64 61.26 379.00 14.00 * 1925.000 64.84 66.32 9.77 4.67 13.50 38.79 60.17 379.00 1.00 * 2003.000 68.16 68.52 4.86 7.89 13.50 7B.05 60.27 379.00 78.00 ' 2006.000 66.53 68.61 2.36 8.36 155.46 193.36 60.17 379.00 3.00 * 2055.000 68.96 69.28 5.25 3.36 160.27 101.10 65.60 379.00 49.00 jPI_hec2.out Plum Creek thru Jefferson Commons; 100-year event 7/31196 3:25 PN. pg.7 * 2400.000 70.18 70.26 2.23 4.28 133.24 175.12 65.90 374.00 345.00 * 2510.000 70.22 70.61 5.04 3.92 52.46 76.88 66.30 374.00 110.00 * 2700.000 71.59 72.23 7.2B 2.69 49. 19 63.69 68.90 379.00 190.00 ' * 2723.000 72.20 72.44 4.06 3.10 44.99 94.47 69.10 368.00 23.00 2775.000 * 2854.000 72.47 73.11 72.67 73.92 3.68 7.75 2.97 52. 35 2.61 32.06 103.81 69.50 51.39 70.30 368.00 368.00 52.00 79.00 t * 2965.000 74.69 74.93 4.06 3.09 45.55 91.46 71.60 356.00 111.00 * 3023.000 75.05 75.98 7.74 1.84 25.00 46.00 73.21 356.00 58.00 * 3079.000 76.33 76.73 5.03 2.62 25.00 70.84 73.51 356.00 56.00 ' * 3137.000 76.59 76.82 4.07 2.79 56. 89 92.89 73.80 351.00 58.00 1 31JDL96 15:12:09 PAGE 12 SECNO CWSEL EG VCH DEPTH TOPWID AREA ELMIN Q XLCH 3246.000 77.17 77.39 3.B9 2.57 52.74 95.37 74.60 351.00 109.00 ' 3322.000 77.63 77.96 4.74 2.53 44.74 77.18 75.10 351.00 76.00 * 3370.000 78.22 78.76 6.66 3.09 62.00 65.52 75.13 351.00 48.00 * 3445.000 80.21 81.54 9.25 4.41 16.00 38.16 75.90 351.00 86.00 t 1 31JUL96 15:12:09 PAGE 13 ' SUMMARY OF ERRORS AN➢ SPECIAL NOTES CAUTION 1850.000 ' SECNO= PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1925.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1925.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1925.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 2003.000 PROFILE= 1 HYDRAULIC TUmP B.S. WARNING SECNO= 2003.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2006.000 PROFILE= 1 CONVEYANCE CHANGE OUTSI➢E ACCEPTABLE RANGE CAUTION SECNO= 2055.000 PROFILE= 1 CRITICAL DEPTH ASSUMED ' CAUTION SECNO= 2055.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 2055.000 PROFILE= 1 WSEL ASSUMED BASED ON MIN DIFF CAUTION SECNO= WARNING SECNO= 2055.000 2400.000 PROFILE= PROFILE= 1 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE , WARNING SECNO= 2510.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SBCNO= 2700.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 2700.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY , WARNING SECNO= 2723.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 2854.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 2854.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 2854.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 2965.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 3023.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 3023.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY ' CAUTION SECNO= 3023.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 3079.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 3137.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE , CAUTION SECNO= 3370.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 3370.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY ' jpi_heo2.out: Plum Creek thru Jefferson Commons; 100-year event 7/31/96 3:25 PM P9 8 , CAUTION SECNO= 3445.000 PROFILE= 1 CRITICAL DEPTH ASSUMED ' CAUTION SECNO= 3445.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC E:, RGY CAUTION SECNO= 3445.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 1 1 1 1 1 n 1 1 jpi_hec2.out: Plum Creek thru Jefferson Commons; 100-year event 7/31196 3:25 PM ' P9.9 I 1 1 1 I 1 1 1 1 1 SWMM Output I p 1 1 I 1 1 Table 4. SWMM Results Gom arson MASTER PLAN MASTER PLAN MASTER PLAN WITH ELEMENT DESCRIPTION (FULLY DEVELOPED) (EXISTING CONDITIONS JEFFERSON COMMONS ON SITE) (FULLY DEVELOPED 2-YEAR 100-YEAR 2-YEAR 10D-YEAR 2-YEAR 100-YEAR cfs) (cfs) (cfs) (cfs) (cfs) (cfs 85 Flow entering site in drainageway 73 321 73 351 73 351 88/151 Flow leaving site in drainageway 79 376 73 371 76 368 90 Flow on Orchard Place at Taft Hill 6 31 6 31 7 34 89 Flow in drainageway at Taft Hill 80 386 75 382 77 379 99 Flow in drainageway below Taft Hill 93 437 88 434 92 433 101 Flow in drainageway at Glenmoor Drive 103 501 98 501 102 503 107 Flow in drainageway west of Skyline Drive 115 573 110 575 113 575 112 Flow into regional detention pond 120 599 115 603 119 603 208 Regional detention pond (cfs, ac-ft) 64. 2.9 204, 27.4 62, 2.7 200, 27.2 63, 2.8 197, 26.9 1 W O N N N N N N N N N N l`1 W aF O o o O O o O O o O o O O o O O O O O O O O O o O O O O O o O o O o O O O O O O O O o O O o o O O o O O O �mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm S.• N N N N N N N N N N N N N N N N N N N N N N �-1 N N N N N N N N N N N N N N r-1 N N N N N N N N N N N N N N N \ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. v O W W E ❑ O Z£ O O O O O O o O o O O O O O O O O O O O O O O o o O O O O o O O o O O O o O O O O O O O O o O O O O O O o O z .✓. vlm ul Jl .�n .�I. . .vl u.m vl u. 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O O N O 0 F F E O m N N F a a z ' HO OHO NOO OO 0 0 0 0 0 00 000 t o . o 0 0 10 o 0 0 0 0 o r 0 ' 0 0 0000 0 ... n H • o 0 Im a z w w w w w m m m , z ' m a o N N m N .1 IN N M, N m 1m I N 11 O 01 N m1`lm m mOim N ON (`l 1"1 ('1 Cl 1'1 f`l (`t (') P ✓1 P N (1 N P J1 r P N m P P 01 P Ol m 01 m 01 O m ' O '4 N f'1 P �l1 �O r m O N ti N C1 m� 10 r m Ol O O .i N ('1 P b- 01 (•') �O r r m 'i � rr mriry ryn Nn P � mP r �n �n In In �n �n=- m mmmo mm N N N N N N N N rl N N ri ri N N N W a W 1 000 00 00 0 00000000 000000 o m o0 m m 0 m 00000000000000000000000000000 � o 00 00000000000000000000000000000 0 00 O omoo.aoomom0000000Om000000Qoo m o 00 O O O O O O O O O O O O O O O O O O O O O O O N N r-1 N O O O O O 1O O O O O O O O O O O O O O O O O O O O O Q 10 O o o cO O 9 O 9 O O O O O o o o O O O O O O O O --- 999 (79 .99 OO ri N O N N 01 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m O m O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N O O ONOO pONON00�(1 �() OOOON 0000�(1 mI O Q mm �11m mm ✓1 Nm mmmm rimmm �l1 O N. N 0 0 0 0 O O O O O O O O O O O O O C N .i 0 0 .y 0 0 0 O 0 . O NOO OONON OONNO NO 00� O O O m 01 MI ✓1 N m m N MI Vt m O r O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 01mOOP000OOOOhNmm r'i 0101P Pm1O r-I 1000O0 f�l N 0.4 .1 O O rl N N N N N• i rl N C m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O .--I O W m 00 N Z N d . . .1m000J1 J1 .4mmN N0INNN000OOIAOOOmN NO o .'1 moll m r 1O lD J1 m m V l N N Q Q N m 1O 1p N m 10 O O N N N m N Q P O W (� N N 11 1O J1 V1 Vl N •i m m 10 n J1 m N m O m m O r Il m N N 3, F O aN .] W fu > F O ❑ O N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m 0 0 •N �n >N NNm VI N NN Nm�fl N�IINNNNNN.4Nr rIN N.-1 NQO a O ti � •� N N 3 (Y N a a a d F 0 0 0 0 0 o m� o0 Lai > N W W W W a W C W W C W K W W W W W W W W C W W W W W K F ZaZ. gZ'ryZ'>fzZ[ W>ZZ>,rZZ[.> ZZ/ZZ[, ,'?ZG, yKZ 'Z?Z,, Z Z>Z ZZ ZZ W> W w m U a1' Sa.' U a1' T 5 S S M O O� U U U U d U U U U U U U U U U U U U U U U m m w . W. m m m U £ � a ❑ H Z Z a N N Q 'i J1 HI P N N N 'i .-i .-I N Q .Y .4 .4 rl .4 VI N ~ m W m, W F 000 F o m 0m O m F N O m F m10 Z m 0 0 0 0 0 .0 O o .... 000 O o 0 0 0 0 10. r 00 0 o a > m w N 6 W W W \ fn > VI W K K O W F F `J N N 01 11 r r ✓1 ✓1 r r N moo m o o m m o 0 0 00000.1 N N N n o m m W N ,y O a W m O Z a O N O1 Vl O Q N N m Q Q 011 O m - m N 0 01 F[ m m O\ N o 01 m o O O O O l .Y O o oo a o O� O1 m F N.4 .iH o N111 N,y .i N N.-1 N m mm O E 0 JEFFERSON COMMONS - 2 YEAR FULLY DEVELOPED CONDITIONS 7/29/96 USING WEST PLUM STREET BASIN MASTER PLAN SWMM MODEL k 0 H H 0 0 '*' PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS .'* CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (FT) (AC -FT) (HR/MIN) 201 9. .1 .4 0 49. 59 26. .5 0 36. 60 9. .7 0 51. 202 5. .1 1.8 2 9. 61 13. .7 0 37. 63 7. .3 0 36. 67 12. .7 0 39. 68 16. .4 0 36. 69 5. .3 0 37. 203 27. 2.1 0 37. 64 3. .2 0 36. 62 B. .3 0 38. 71 5. .2 0 35. 72 30. 1.4 0 39. 65 5. .2 0 36. 66 11. .3 0 39. 73 34. 1.4 0 39. 70 17. .4 0 40. 74 9. .3 0 36. 204 31. 2.5 .0 0 43. 117 16. .5 0 45. 76 4. .2 0 36. 78 3. .4 0 35. 75 39. 1.3 0 39. 87 4. .4 0 36. BO 5. .4 0 37. 118 16. .4 0 48. 79 6. .3 0 37. 83 2. .4 0 36. 77 45. 1.4 0 41. 84 23. .5 0 47. 86 9. .3 0 37. 82 3. .5 0 36. 81 43. 2.9 0 49. 147 1. .3 0 35. 85 73. 1.8 0 47. 172 0. .1 .0 0 46. 149 1. .3 0 35. 142 73. 1.0 0 48. 141 0. .3 0 47. 136 3. .4 0 35. 134 3. .4 0 35. 131 2. .3 0 35. 130 2. .4 0 35. 143 74. 1.1 0 48. 140 1. .2 0 35. 137 3. .5 0 36. 135 3. .4 0 36. 133 0. .2 0 36. 132 4. .3 0 36. 170 1. .1 .0 0 40. 156 1. .3 0 35. 152 74. .5 0 48. 138 7. .3 0 40. 153 1. .3 0 41. 148 2. .3 0 35. 145 74. 1.3 0 49. 144 0. .1 .3 2 16. 150 1. .2 0 35. 207 19. (DIRECT FLOW) 0 35. 146 75. 1.4 0 49. 139 0. .2 1 13. 115 7. .2 0 35. 98 10. .6 0 36. 90 7. .3 0 36. 91 12. .4 0 37. 154 0. (DIRECT FLOW) 0 35. 151 76. 1.5 0 49. 114 7. .3 0 46. 104 2. .4 0 36. 95 6. .2 0 35. 100 10. 1.5 0 41. PAGE 1 1 92 19. .6 0 37. 97 1. .2 0 36. 96 1. .2 0 36. 93 5. .3 0 36. 89 77. 2.0 0 51. 106 8. .4 0 46. 103 3. .4 0 36. 94 14. 1.2 0 39. 99 92. 3.0 0 50. 109 6. .3 0 36. ill 1. .2 0 36. 105 10. .5 0 42. 102 3. .2 0 36. 101 102. 2.3 0 50. 113 2. .2 0 36. 116 4. .8 0 39. 108 2. .2 0 36. 110 3. .2 0 36. 107 113. 3.0 0 52. 112 119. 4.3 0 52. 208 63. .0 2.8 1 20. 397 63. (DIRECT FLOW) 1 20. 399 0. (DIRECT FLOW) 0 U. 398 63. (DIRECT FLOW) 1 20. PAGE 2 I 1 1 1 LJ 1 JEFFERSON COMMONS - 100 YR FULLY DEVELOPED CONDITIONS 7/29/96 USING WEST PLUM STREET BASIN MASTER PLAN SWMM MODEL " PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS "' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FI) (HR/MIN) 201 19. .1 4.2 1 27. 59 123. .9 0 36. 60 19. 1.0 1 29. 202 89. .1 3.8 0 52. 61 106. 2.0 0 55. 63 32. .5 0 36. 67 105. 2.0 0 56. 68 76. .8 0 36. 69 26. .5 0 37. 203 132. 2.5 .8 0 56. 64 16. .4 0 36. 62 47. .7 0 39. 71 26. .5 0 35. 72 145. 2.6 0 41. 65 23. .4 0 36. 66 62. .6 0 38. 73 162. 2.8 0 41. 70 94. .9 0 40. 74 42. .6 0 36. 204 172. 2.5 1.1 0 43. 117 96. 1.0 0 42. 76 22. .4 0 36. 78 17. 1.0 0 35. 75 1B6. 2.8 0 44. 87 22. .7 0 36. 80 28. .8 0 37. 118 103. .8 0 44. 79 30. .6 0 37. B3 15. 1.0 0 36. 77 203. 2.9 0 45. 84 144. 1.0 0 43. 86 43. .6 0 37. 82 15. 1.0 0 36. 81 193. 3.6 0 58. 147 4. .5 0 35. 85 351. 3.5 0 49. 172 1. .1 .1 0 58. 149 4. .5 0 35. 142 351. 2.3 0 49. 141 1. .4 0 59. 136 11. .6 0 35. 134 11. .7 0 35. 131 6. .5 0 35. 130 9. .6 0 35. 143 354. 2.6 0 49. 140 4. .4 0 35. 137 11. .8 0 35. 135 11. .8 0 35. 133 2. .4 0 36. 132 18. .7 0 36. 170 1. .1 .0 0 49. 156 4. .5 0 35. 152 355. 1.4 0 49. 138 35. .8 0 38. 153 1. .4 0 49. 148 10. .6 0 35. 145 356. 3.0 0 50. 144 8. .1 1.1 1 6. 150 4. .4 0 35. 207 74. (DIRECT FLOW) 0 35. 146 361. 3.0 0 50. 139 8. 1.3 1 8. 115 40. .5 0 35. 98 90. 1.5 0 36. 90 34. .6 0 36. 91 12. .4 0 35. 154 1. (DIRECT FLOW) 0 34. 151 368. 3.2 0 50. 114 38. .5 0 41. 104 13. 1.0 0 36. 95 29. .5 0 35. 100 101. 2.3 0 39. PAGE 1 1 92 45. .9 0 37. 97 3. .3 0 35. 96 4. .3 0 35. 93 28. .6 0 38. 89 379. 4.0 0 51. 106 49. .8 0 41. 103 18. 1.0 0 36. 94 123. 3.3 0 40. 99 433. 4.3 0 53. 109 29. .5 0 36. 111 5. .3 0 35. 105 63. 1.0 0 40. 102 17. .4 0 35. 101 503. 4.1 0 51. 113 12. .5 0 36. 116 25. 1.6 0 38. 108 13. .4 0 36. 110 14. .4 0 36. 107 575. 5.0 0 51. 112 603. 5.1 0 50. 208 197. .0 26.9 1 36. 397 197. (DIRECT FLOW) 1 36. 399 22. (DIRECT FLOW) 1 36. 398 175. (DIRECT FLOW) 1 36. 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WAn, 4WMw10_r_TWA RATE CHEIXm SKI SxcrmPRLK - - RIDE CHECKED BY' vela R REe DALE CHECKED BIT — DATE CHECKED BY.. - DATE SOBS LEWIS, --I— Cityof Fort Collin HGKI� g, C�glEEEEE RADING AND EROSION CONTPOL Ag1AROVAL ONL APPROVED A '.. 51u WJnY DATE Er DD I I ERE;3 eHL iDcG4' PINK_ DICO _ Ti us DEPTHw -D90' EIIFUDARD-]' HWd8 11 613 mu1111 TBRGK SEC11011 _ I �, ,� SON _.—__ swam♦ I o^ - - Re ' -'+r- AA FT-sDB1 °° N 89 5'30K W 1 4.fi4'�z BEER / 23 DIED _ 11 Ef5 / REMIXED W'S DEPTH - D90' \ HDRUIVEARD-2 TYPICAL SECTW a P Tt-50CtCLUB BAD N.50Bi.5 _ NANA HE1,v 3 mm - BE as 1 DUTHn TYPICAL Ow SECTOR iAEEB0Al0-T.-82 CFI I• BOB, � !� — MA cENEFR /♦ ♦OPN[ � n H MATCH LINE SEE SHEET 7 OF 25 MEET 171 I� +� 1 A �zEixa .DI �/dhMel•II �. LLBf1�q �� 11 - _ N 89 36 300 W S5par WEST ELaAMTh 5R BEET 13 6w VR050ONn .N 'H'S AREA A 891F54118' W .BRA 100.09 CRACKER EWER NM1VERry UM E1 DECIDED mNTwR —63— PRDPDEED CONmw Tc TW a CURB F. R011LNE 0 CURER s >g SIFE 16 EC RNISNE➢ (JAC( d DETAII. 7375 IW5f0 P6REp1IE0 CONCRETE CRJ59MI% CURB " CEDER FEE _may` _PER CURBONLY -- PROPOIED RETANINC wNl � ° PRLyO5E0 DRINK PER LANDSCAPE PEAK A.IN -tea. CONSTRUCTION NOTES -GRADING PLAN MgIKICT 6' MLIIGL tl1A ONLY PER DETAIL ON EFFECT 20, 3 COIS1aUCT f MEDICAL CURB AND DOCTOR PER DECAL M SHEET TO. AD a CMTIN CT ♦' Add vu LCY CME11 PER DETAIL ON STREET x, I I CONSTRUCT S M MR 3 Ad PER SCHU RE PONT BY TURNYCON RATED 4/24/96 5 CDMTROL MADE ACCESS R.WP PER DETAIL ON SNEfl 20. 6 CWSTRUCT TROTH INCLOwRE A CONCRETE PAD PER IAMSVPE PW CONSTRUCT SARAW K TULART FOR WHEREIN. CUBE, CUTTER, AND INAl/ P P WAIL ON SHEET 20 TO UVEW AND NV -PAP PER CETALL OR SHUT xl CpKIRUCT CONCRETE DRM APPROACH 10 PROPERIY LME CCNSTRAICT RETENTION PCHO OU II ET KNIFE PER DRNL CH SHUT 21. CONSTRUCT CONCRETE ENO SIMON µD RIP -PAR PER DETAIL W SHEET x]. tEWAN CONSTRUCT f THICK CONCRETE SID 1 COMCROE Pb FOR qlS SEW PER TRANSPORT INpN1 FEE 'L PER BABY AND PROFILE SHUT 9. NSTN1 U4E 'C HER N ANT rypELE SHEET 9 1TN1 UNE'C PER P AND PR SUER 9 WSTI E NE DRAW NNWu n CDVTA. Y614L 2 A 2 AREA. NILET PER ORAIL ON SHEET 31 - -- — gNTh, T PAC TO WTIET STRUCTURE. CONSTRUCT BREAKING HALL RJR IMUSUPE DETNL5. c RIND DYERELOR (CURB AND SIDEWALK TO SERVE OS DKRRM STRUCTURE) wTAN[ ( LANDSCAPE PWS) 11 / / AN"I's OLC£. ILIMICNCWMITERN COLOR ED PREFERRED EO par SELECTED BY WN[Ff♦• INSTAL. 6 mrsixu:nw E Je.A1 ON51T x PC x \l E: H N_s •.y C$_6 R. e: 5 n�V�M EARTHWORK SUMMARY EXPORT 17.150 C.Y Q O IMPORT, 29.♦50 C.Y. D Q TOTAL IMPORT. 12,310 C.T. Q NOTE: T1iESE RAW QUARTERS ASSUME I' wBGRADE UNOI I. cr V BUILDINGS AND 6' SDBGRADE UNDER PAVEMENT. O I✓- Z NO 9iR1NK/SWELL OR STRIPPMG OF SITE WAS O ASSUMED. CONTRACTOR TO \IiRIFY OUANIITIES PRIOR Z J TO BID. O O F- J - �U Lu - O q- tl t5w♦.ED SE° AIxwH. .rs x1 WAX U Z DIED - eO5 J W ZE DEPTH - D35' PREDETERMINED -Du Z W O p U TYPICAL SECnpI RE w F 7 •-� wry_\ O� P , a W x®T - DRM - 025' ERRQMMD - RA.I ® IYRCK SECIIpR III � FIE Do �P PAgFNT i . CIAO NEI A BE -_ m V \ B.a Pw N S14 O 5Q 3 J a n Pm - $1 CII R . Q DERN -O.m - - fRIIHOARD - DxY E Q IF MAXtE g g P IYRCAL SECTOR 'P{ n o x SHEET RNOYMK: NµEo BET BOT E4 H T T AT 5V. COWNER WZAWI G 1BLLCAE T ELEV S8.14 V EXISTINGSURVEYOO AM FROMAYRES IFABDICATES n C . 0 GJ e v 0 I SEE SHT 16 FOR AD MOAN N y AMID RF➢uGEHxi a O A8 S/ VA.N M STREs —�J 0 O Po w _ — o 1a a At P o\q'�ro d fp O L ITS ii i I City of Fort Colhnrs, Colorado UTILITY PLAN APPROVAL IPPRORID'. P, w D'jRGR­— ww CHECKED ON IFAGA,-a WRAWNAA US(lily DATE CHECKED BY'. StO,,11tw UNITY DATE CHECKED DT. DATE F cl CHECKED By: DAPE CLUCKED Iff DATE SOBS _ GRAH NITS City of -Fort C01lN1zs -Colorado GRADING AND EROSION CONTROL AA,PROVAOL ONNIL DATE ppp Wm br IBy R"PP1D1.] 4 ON P �,eeiooi�o.aD C% U w - 11 CPS - — — - mEEeoexo-z 501% _ ---_- -.- iE-NDIR MI., NA* PF-aONDO Vl* 11012 WIT � aloO - n CIS DEPTH - OHN' FREEBOARDS PIC� Fl-SEMx FF-5Ca2.5 CUUe y:F O PAP PI z OEM - To US WATER - ON TvNCAL SECTION FREEBOARD-z a IN I I A IFI� LEGEND \ e PRWEPrY LINE }y N w 3 r j � r-1 � E L• MATCH LINE SEE SHEET 7 OF 25 CKSDN"PTDDR +''9�= GO )ele 4 —B]— PROPOSES CCMOUP I p -s4 OR 1 1 I,U1. PC i0P OF GVPB GETTER � 99 G GETTER z x su _ 1._ _ '� P g 8 S: Ec FINISIRO GRACE - L"� $OC6 Fic:ismisFCII PETRA n 14 RAISED PATTERNED CONCRETE cvPsswuK m 1)5 R CURB AMID GMER }g, CURB ONLY �IH n L" 1 ° •, rz 'P=" a zz , x ST95 LNo •`'",_ PRwosEn RWORKING w.• I u P N R) C g is J tG e111 / t - TRHV PROPOSED DRAW PER LANDSCAPE Plµ _ 1 nn n IWS II n v ] 6 De oD iB' f )ox 1 Ni. Y Y9� IEONSTRUCTION NOTES-GRADWG PLAN U 4 - _ __ __. _ - • n -__ __ 901tl p? F CNSRIr'T c VERTICAL CURB 4NLr PER SETAE 4N SHEET zD. )O'er•• �.11 Im \ c ie 6 gE 8k$ r 19 z C.IN ID 'c CURB D UTTER PER N SHEET ET SHEET xa. ] CB CUTTER <R OETPL ON yTUR z w z ] TER sods REPce. � rzxeACDH Dolts ./24/96 1 <y X / e = 1 / 4 S((( OC C65 P PER DMAL ON SHEET 20 A.a e L u RNA 1�.WZ ] P.. C CONCRETE PAD IrW LANDSCAPE PVN. g'n1 'r5 2A -'E E. VERT q^L CURB GUTTER A+ WALK P 8 - - 19 _ u g g x] DITAL ON SFCET xD O FL.N. AND P PER OCTALN SHEET 21 E g eon �d n '59 ) a _ i� Sx tt >9•d ��1m 'STI CONCREIE DRn_ APPROm+ r0 PROPERFf LINE A]00 Q e0i91 ®( R j F �m S e aD I Y e^ B az oG i 1 1v Yf 1u IOWN IN" as I2si g H M.eOD , )e I e 1 79 )a HE Bpi BIRDS 0• / < 4 _ t I F I" Li11 �j ^^ m IeroPIIATMIX � .% •6 4 IP' e1 e1R ` N�.NI 1 \lI x. O lid 4 9' IS I,, CA Biffi I'� �ezws ezlzc el c en eya>>c eD v>c -s w�� e1.nn 1 01 a190G _ 1. e. 11c 2 os _ e11'. Tc^ 00' e X U n ] e1 w]� ' la�°I 8P exu2 ewTceF 1 ew A ez.w TO ��.G al'. s9 c >>T ReDe1 xz ex.lo r ^Tc ej1 o azuh3- _ 11,641 I ezle is 1 _ e hN 89 5r30" W 1�4.64 paemW `Iw -mc I Y' ery ry S ,a, Fa --{I \ dz ear �11 j wnwNG umrs 19 V leis 82 m ) _. l aze 0 Fmx N p t l � 14f l9 S P e lC 31l o.e G• 8J 'p � ' z1c \eau ezr lc p r zn GI �ax� �1C 15 VES pME TO DI PONDQLJT,ET WER PER ORAL ON SHEET z I PER O . E - AND RP PaP OCTAL CN SHEET x ) r x f - CONSTRUCT smEwPK gCQI PAY FOREND STOITMrv5Po9r PT THG I ] TAT E PPROFILE SOREF 9. NiTKL LNE'IP PER PLEN AND SHED 9 L. _, ___-11 `LE 1! MTNL UNE 'C : E SHEET 9 1I, p WALL C PS CRAIN 4nNw c COVER NnuL xA x AREA INLET PER SURE ON CREST xl. IFRI le MSxNI S AC TO W1LR STRUCTURE. hO.IQ f.ONSTRUCT ROSINING NNL PER W1DYlPE DLTNIS. L CHANGING LIMITS 6x0 PEND OKRROW (CURB AND L EWALK TO SERE AS EVERgpW STRUCTURE) 10 VM, 89'S4r18" W 1 Ow 100.09' / J 1 wx.wrxG LlniST S \ A _ X �<NVARV Lm rw � i5o aW0W i I 84 xe g—_ Zd. 1I f N 89'36r30"W 306.08' -PAeBz WEST ELIZABETH_STREET , ¢w OLC JDo SEE WE 13 FOR NPPOKYENTs IN MS AREA Y xt XElW1Ds GMOMIG AREA R(SEEAN LWDSCAR PINTS) �\ TO ]/s PNYO HERO OCONCPRE CPGSSWNI( Nnx / \ IMm OWE 0 r PN PTO BE zE ECTED BY OIYxCvJA YYI 1 v Cy51PVCl ..: l EARTHWORK SUMMARY O EXPORT 11.150 CY. MPORT. 29,A60 C.Y. TOTAL..14,310 C.T. Q U NOTE. THESE RAW QUANTITIES ASSUME 1' SUBCRAOE UNDER ty Z BUILDINGS AND 6- SU90RADE ORDER PAVEMENT. N O O _ NO SHRINK/SWELL OR STRIPPING OF STE WAS -f J ASSUMED. CONTRACTOR TO WRIFT WANTRIES PRIM L O I- TO BID. Oc J "PANE LLJ Ry[ REf L < a 00 L"PAo5AA «i x" r I&i L O J pAOc MAK 3 •1x a1W - GUS J lyf '-- DVm-o.x5 _ PEMN D _ L.. -� J , J D fT l_ ___ O O Q `EwSTIG cRaurxD /VVV, icnL sEctwx ,w� cr F a 0- _ ® w � c P LE. p ® - � Li_ 0 40 1* -10 60 BO �- SIW _ - - • xz.k 91L-- 01m - 11 CFS -- OEPm . o.zs a1 NAv rNaaDNm - a.u' TYPICAL SECTION �a.�41 tit I N PRIOPEERTY x oIw-D as t1s _ E " FPEHOARO - I ]:1 NAK TYPICAL SECTION BENCHMARK'. X„EO BONNET NET EHIHIDRANT AT Sw. CONNER EL ABETH E:IsnNG WRKY INFORMATION FROM YPRES A ASSOCIATES GATED'. 02-20-9e ' 2 IT pQI 11 IS SHEET 6 OF 25 cph Ln `-y' M V 211 HCEI'E IONWAR lF[1 5I{K.S2 HOJg _1I I H,_DSE 1 W 1 — IT ]J H usE 5078 _ _ J BEmHIVI POND PI WYL-SOTERS 5080 NOISE — _ HC "_i SOB1 a TO TIE S' [REPORTING PLANE COUPON > MR BREAK MORRIS NONE EARN NOTE. CONTRACTOR IS TO PROTECT EXISTING DRAN SRYLIAE 4 PIPE FROM SKYLINE MOBIIf SOME PARR. 6 A UNE IS DAIACED, CONIEUCTOR IS To REPVM'.E POMP PA: AS REWIRED Bl OWNER AT RED ACTOre'S IXPENSE. le wnme r� [AST. R0.V c OGnGxCAR StrupNIP %aE INNER>An IJ R•t K'y. t♦RL Y Y Y Y Y Y Y Y 'CAN 1 aMma AN KRAa rnn. Pwa L I ' '. Z' F 11 L)1 I 'Er REMOVE POSTING ASPHALT 9 1 AND CONSTRUCT 10' �TRNI RiTN PATH P1JCONCRETE I WE G �N�� 'fC: 5(..! 17 XRL XII FIX -TIN ._ UP AL NNE Rik T. IRA MAMA ITS IT a :: MIT O It > T MERE 0 a SEE 1 0- Z_ ,�—,YACAL gcna IATCH LINE SEE SHEET 6 OF .� "" PROPERTY LINE SECTION AT MP. �J +12 REL 3 41 wI ,.. TOPICAL sECTIDM ME IF "1.N LEGEND ____ raoPERn ONE —BJ - P61wG CCMf0.x �B3— RROVOS(D CPrtd1R PROPOSED) RETURNING WILL 0 20 40 60 RO PC TOP Of CUN p' R RPRI,IE G fMrtR ED FINISHED GRANTED ® RIR[0 RETURNED CONCRETE CRo4MAN ^ _ CNm 4o G u RY 1 SWBIINCIRM ESYi CDT® ONLY ® ROPoYD RETURNING WALL QYHIXUCT Ttl NOE MKREIE iNI PRAM .. PROPOSED BRAIN PER VNDSV➢E PLAN lu INET oo CONSTRUCTION NOTES —GRADING PLAN CONSTRUCT ED VERTICAL CURB ONLY PER DEUL ON SHEET ]D. 5078 z CONSTRICTOR IT %ERECAL CURB ANO CUTTER PER DRUL ON SHEET xG. n CONSTRUCT ♦ E AI CREOLE PER DRAM1 ON SETTLE 21. CONSTRUCT r TIC W[R J AD PER SEATS KRONE BY TERRCON wRo 4/24/9e --" - 5016 s CONSTRUCT NNpwp ACCE•,: RUMP PER BEFORE W SHIFT 10. CONSTRUCT MICRON ENCLOSURE N CONCRETE HAD PER IONDSGPE MEN. c BAREFACED zDEVERN p"� CULVERT FOR f ICnL CURB. CUTER ARE W" PER DVML ON SHEET 90 FLUME AND PER OCTAL ON ERIC al. -tip= a CwSTLESTA f GTRCRErt GAME APPROACH TO Iwvrnn UNT M74 9 COMTgKT DETRACTOR PONO BETTER TWO PER ONTK ON SIEEI It_ 10 CONS11NCT CONCRETE END SECTION AND RP WP PER BELAU ON SHEET 1 Cp6TRIR ! DRIVE COMCWTE SEEY4R PAST Im an s+v m wTlsan L MI LINE D PROFILE SHEL 9 —"C .. ♦ INSVLL ln[ P PAR FM9 AND PROFILE SHEET 9. —{� ,S INITIAL ONE C [ER PLOW AND PNKI SHEET 9. 2FAL TAW OF EXISTING MSROI r M Dow AMMONIUM III COREP. 20S.NRNY YKR - �__, 1) MSTA1 : M }' NE/ RUDE PON MAL ON SHEET 21 EASEMENT i Tp INSTALL S WC i0 BETTER pIRICNX. It oJMTRucT RETAINING WUE PER L.wOscRK DRULS. 1 p q)RO ua NAND EfLANnTO o °L LS OVERFLOW SINJCNRE) nwtxST AREA (SEE LANDSCAPE PLANE) TM(rxNviVERa!GEEEE0 EVEREt4;ziH;yyEWE OWNER ZJ INSURE eCONSTNUCTW PENCE OCpRTRU1R MEDICARE EARN PAR DETAL ON BUT. xl SOOT II �M72 MINE R1E EASFYYJT Opb y smDurz MpLMart9R � 50]0 m --501] I W74 RVN1Y NINE / BASNEaAI ROME - a eEc,Iax City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPavm DM«4r el .P/.INy(' A CNECNED WO NA a PATE CNEGUED 9f Aw�1"19 n<xx.+A LAIR/ MAIL d[IXED RY. !'^ PAN, a IMEAN PATE CEROrID W. BAIL CI(➢m T`. RAW 0 ON City of Fort CoAins, Colorado o 4 GRADING AND EROSION COIRROL APPROVAL ONLY $ a a ArKNrm TERMN.w,. SHEET EXISTNG SUNRAY INFORMATION TERM MILES A ASSOCIATESE ArzD-. 01 KNCHMARN. I "PART TREN,9RNR AT &A CARNET 61=ABCTI�SER OF 25 XNG - - *3 1598 No Text