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HomeMy WebLinkAboutDrainage Reports - 04/26/2000� a� eyed Repott rxoraftTY OF W-e .? RT COLUNS vT--Ee �i MAR 2 7 2000 C� [ Q FEB!0- DRAINAGE AND EROSION CONTROL REPORT FOR CARE HOUSING AT WINDTRAIL PARK Prepared for CARE Housing Fort Collins, Colorado 80522 j"ms ASSOCIATES AIRES ASSOCIATES March 20, 2000 Mr. Basil Harridan ' City of Fort Collins Stormwater Utility 700 Wood Street ' Fort Collins, Colorado 80521 Re: Drainage and Erosion Control Report for CARE Housing at Windtrail park ' Dear Basil, Enclosed please find our "Drainage and Erosion Control Report for.CARE Housing at Windtrail ' Park." It addresses your and Donnie Dustin's comments dated December 10, 1998, January 25, 1999, and February 23, 2000. This report was prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria as revised in January 1997. The following are our written responses to your comments: 1. Please place manholes for pipe 80 out of the sidewalks for safety reasons. If necessary, please provide revised storm sewer calculations for this system. Due to the close proximity of the adjacent building envelopes, placing the manholes for pipe 80 outside of the sidewalks was not possible. We understand the general desire to keep manholes away from sidewalks; however, in this case there were no other options. As discussed with Donnie Dustin, we do not anticipate a safety concern due to their location. 2. The slopes near the southeast corner of the site are steeper than the 4:1 requirements per section 7.2 and 9.3 of the SDDC. Since the proposed slopes appear to match the existing slopes in this area, please request a variance for these steep slopes in the report being sure to give reasons for the request. Also, please provide some type of bank stabilization (e.g., erosion control fabric) for these areas. The slopes referred to are along the Larimer County Canal No. 2 and approximately match the existing slopes in the area. A variance is requested to have ground slopes as shown on the grading plan (sheet 3 of 12). Section 7.2 of the SDDC is in reference to unlined channels and swales and Section 9.3 is in reference to detention pond side slopes, neither of which apply to this location. The slopes generally match existing slopes in the area and are necessary for construction of the southeastern parking lot and buildings. After grading they will be revegetated according to the landscape plan. As requested, erosion control fabric will be used to protect the slopes and aid in establishment of seeding. 3. Please provide top -of -wall and bottom -of wall elevations for the retaining wall in the southeast corner of the site and provide details for the wall installation. Owen Ayres & Associates, Inc. Engineers/Scientists/Surveyors 3665 JFK Parkway, Building 2, Suite 300, P.O. Box 270460, Fort Collins, CO 80527 WIND-3LT.DOC (970) 223-5556, Denver Metro (303) 572-1806, FAX (970) 223-5578 34-0684.00 Printed on recycled paper Mr. Basil Hamdan Page Two March 20, 2000 The retaining wall has been specified to be a Versa-Lok block retaining wall (interlocking concrete blocks). Details have been included in the plans. Toe and top elevations have also been included for the ends; however, exact elevations and stepping will be set by the Contractor. 4. The general layout of the portion of the site north of Rolland Moore site is a concern. The plan allows sheet flows to go through the buildings, over numerous sidewalks, and eventually into the access road/parking lot. If this area is not built correctly or there is appreciable settling of the ground between the buildings, the site will have nuisance drainage problems (i.e., puddles). Please consider these concerns in the design of the site and provide any necessary grading adjustments or drainage facilities (e.g., regrade to allow less sheet flow, provide small sidewalk culverts, etc.). We acknowledge your concerns about nuisance drainage through the buildings and over the sidewalks in the main courtyard areas. This was discussed with Donnie Dustin. The grading plan as shown is the best possible considering the site constraints. We have ' recommended to CARE Housing that either a small concrete pan and sidewalk culverts or a landscaping drain pipe with prefabricated inlets be place along the walks. We are currently identifying construction costs and landscaping constraints associated with each method so t that a decision can be made. In either case, the work will be minor and the overall grading and drainage plan will not be effected. We request that the drainage plan and report be approved as currently shown. 5. Erosion/Sediment Control Comments. There were seven comments regarding erosion control notes and details, all of which have been addressed. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Owen Ayres & Associates,Inc. Chris Carlson, P.E. Project Manager CC:sp Enclosure WIND-3LT. DOC 34-0684.00 DRAINAGE AND EROSION CONTROL REPORT FOR CARE HOUSING AT WINDTRAIL PARK Prepared for CARE Housing Fort Collins, Colorado 80522 Jwmrb ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-0684.00 WINWCM DOC March 2000 b TABLE OF CONTENTS INTRODUCTION.................................................................................................................. 1 PREVIOUS STUDIES.......................................................................................................... 1 EXISTING DRAINAGE CONDITIONS.................................................................................. 1 PROPOSED DRAINAGE CONDITIONS.............................................................................. 3 STORM DRAINAGE FACILITIES......................................................................................... 8 EROSION CONTROL PLAN................................................................................................. 9 LIST OF FIGURES Figure1. Vicinity Map.......................................................................................................... 2 Figure 2. Proposed conditions SWMM schematic................................................................ 4 Figure 3. Basin boundaries.................................................................................................. 5 LIST OF TABLES Table 1. Subbasin Constants.............................................................................................. 6 Table2. Basin Parameters.................................................................................................. 6 Table 3. Conveyance Elements and Peak Discharges........................................................ 7 Table 4. Detention Pond 351 Outlet Rating Curve............................................................... 9 Table 5. Erosion Control Security Requirements............................................................... 10 i Ayres Associates INTRODUCTION This report summarizes the storm drainage investigations performed for the proposed CARE Housing at Windtrail Park in Fort Collins, Colorado. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, effects to an onsite existing detention pond, and to allow acceptance of offsite runoff that is detained by the pond. This study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. ' The CARE Housing at Windtrail Park is located just east of Shields Street and east of the multi -family dwellings of Windtrail Park, currently under construction. Part of the property ' lies both south and north of Rolland Moore Drive, which will be extended to the eastern property boundary. The development is surrounded by Shire Court and single family residences on the north, Larimer County Canal No. 2 on the south, and an undeveloped ' tract of the Centre for Advanced Technology on the east as shown in Figure 1. It consists of approximately 6 acres occupying a portion of the southwest quarter of Section 23, Township 7 North, Range 69 West, of the 6th Principal Meridian and lies within the Spring ' Creek drainage basin. PREVIOUS STUDIES 1 Previous drainage studies of the area include: • "Spring Creek Master Drainageway Plan, City of Fort Collins" by Engineering Professionals, Inc., March 1988. • "Final Drainage Report for the Windtrail Park PUD" by Lidstone & Anderson, Inc., ' November 1995. The studies were reviewed to assist in preparation of this report. EXISTING DRAINAGE CONDITIONS The existing topography is such that runoff generally flows northeast to the onsite detention pond, which was designed and constructed as part of the Windtrail Park PUD. A 27-inch diameter RCP pipe drains the pond to a channel running east off the property. There are 4 ' Type R inlets, RCP storm sewer, and CMP storm sewer constructed as part of Windtrail Park. These facilities will be removed and replaced to incorporate the CARE Housing site plan and are discussed later in this report. Since the multi -family portion of Windtrail Park is under construction, that construction is assumed to be complete for purposes of this report. The CARE Housing portion of Windtrail Park will accept and convey all proposed runoff intended for conveyance to the onsite detention pond as described in the "Final Drainage Report for Windtrail Park PUD" (L&A, November 1995). The detention pond was designed to release at a maximum rate of 28.8 cfs. Although the CARE Housing development has more impervious area than was originally assumed for Windtrail Park, the pond and outlet will be reconfigured so that its intended release rate will not be exceeded. 1 Ayres Associates No Text PROPOSED DRAINAGE CONDITIONS A detailed site, grading, and drainage plan (enclosed in pocket) shows the building layout and storm drainage facilities that will be used for the CARE Housing site. The map uses a 1-foot contour interval. Proposed 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 of the proposed conditions SWMM network is shown in Figure 2. The CARE Housing SWMM model was based upon the approved Windtrail Park SWMM model with modifications made as necessary to incorporate the site. The developed site and surrounding area (Windtrail Park) consists of 17 subbasins that contribute drainage to the detention pond in the property's northeast comer. The basin boundaries are shown in Figure 3. Design points were identified at all locations where drainage facilities were required and where runoff leaves the property. The majority of ' runoff will be concentrated at three locations before it enters the detention pond. These areas included: inlets at the intersection of Bridgefield Lane and Shire Court, the east end of Rolland Moore Drive at two inlets, and low point of the access road/parking lot. Runoff from the part of Windtrail Park (subbasin 15), that drains north and east without entering the Bridgefield Lane gutter, will be picked up where it leaves that property by a 24- inch diameter RCP culvert that connects to inlets on Bridgefield Lane. The storm sewer continues to the detention pond. Runoff from subbasin 5, which is also part of Windtrail Park, will be captured in the west gutter of Bridgefield Lane. The runoff flows northward to an 18-foot Type R inlet near the intersection with Shire Court. The inlet also collects runoff from Shire Court that historically continued eastward in the Shire Court gutter. Runoff from subbasin 9 along the east side of the street will flow north in the east gutter of Bridgefield Lane. An 8-foot Type R inlet constructed on -grade will collect the majority of runoff, but will allow a small amount to continue onto Shire Court. The runoff passing the inlet accounts for the historical runoff from Shire Court that was collected by the west side inlet. Subbasin 4 from Windtrail Park and subbasin 6 from CARE Housing drains into the south gutter of Rolland Moore Drive, then east to a 20-foot Type R inlet. Subbasin 7 drains into the north gutter of Rolland Moore Drive, then east to an 8-foot Type R inlet. During the 100- year storm, the crown of Rolland Moore Drive overtops and a small amount of runoff spills from the south side to the north. The SWMM model was prepared to depict the overtopping. The two inlets drain into a storm sewer running to the detention pond. A small detention pond will reduce runoff rates from subbasin 8. Its runoff will be conveyed via storm sewer to the detention pond. Subbasins 10, 11, 13, and 16 drain through the buildings, down sidewalks, and as overland ' flow to the detention pond. Subbasins 12 and 14 drain directly to the detention pond. Subbasin constants are shown in Table 1, basin parameters in Table 2, and conveyance elements and runoff in Table 3. 3 Ayres Associates III m suel uni PlepBPy9 f J U) U a m M 2� ce) F c 0 a N e ZOL c C f N C0 lw C m C N ° / O M / N ma_______ �______ _N 0 � FO� U) Z OU HQ Z2 zw O= UV W U)2 O a OU) w a ---mmwl-Z— Figure 2. Proposed conditions SWMM schematic. 4 Ayres Associates J i SNM RWaM `.0r e i, J Li - y 100 on w HE'MERCER DITCH Figure 3. Basin boundaries. 5 Ayres Associates Table 1. Subbasin 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 0.50 in/hr Decay rate 0.0018 Storm duration 2 hours Time step 5 minutes Table 2. Basin Parameters Subbasin Route To Width feet OFL feet Area acre Percent Impervious Slope ft/ft 1 101 1200 42 1.160 95.0 0.020 2 102 500 31 0.360 95.0 0.020 3 52 296 30 0.204 99.3 0.011 4 104 400 329 3.020 43.7 0.034 5 50 417 230 2.200 62.4 0.022 15 30 258 169 1.000 62.4 0.022 6 60 328 218 1.641 40.0 0.033 7 70 252 65 0.376 79.9 0.020 8 84 139 198 0.633 40.6 0.016 9 51 553 40 0.508 49.5 0.020 10 90 291 47 0.315 55.7 0.020 11 92 409 40 0.376 53.5 0.020 12 94 182 145 0.606 76.6 0.010 13 96 120 55 0.151 58.5 0.080 14 58 188 165 0.713 48.7 0.027 16 91 96 100 0.220 57.7 0.024 3511 3511 348 681 0.5441 10.2 0.006 6 Ayres Associates Tnhln'i Cnnvn�mnrn Flemnnfe nnrl Pun4 flierhernnc Element Connected To: Type Width or Dia. It Length ft Slope ft/ft Side Slope Mannings N Peak Discharges Left H: Right H: 2-Year cfs 100-Year cfs 101 301 Street w/ Overflow 0.0 40.0 750 750 0.020 0.020 50 10 0 10 0.016 0.035 2.91 9.59 301 311 Diversion to 312 2.91 9.59 311 104 Direct Flow 1.28 4.96 312 0 Direct Flow 1.63 4.64 102 302 Street w/ Overflow 0.0 40.0 340 340 0.009 0.009 50 10 0 10 0.016 0.035 1.00 3.15 302 313 Diversion to 314 - 1.00 3.15 313 0 Direct Flow 0.30 0.94 314 0 Direct Flow - 0.70 2.20 104 60 Street w/ Overflow 0.3 5.0 609 609 0.006 0.006 0 0 12 20 0.016 0.020 4.18 18.16 60 61 Street w/ Overflow 0.3 5.01 170 170 0.006 0.0061 0 0 12 20 0.016 0.020 5.90 27.11 61 62 Diversion to 71 - 5.90 27.11 62 63 Direct Flow - - 5.90 22.56 63 64 Pie 2.0 50 0.017 0 0 0.015 5.80 22.74 70 71 Street w/ Overflow 0.3 5.0 180 180 0.006 0.006 0 0 12 20 0.016 0.020 1.00 3.64 71 64 Direct Flow 1.00 8.08 64 82 Pie 2.0 108 0.029 0 0 0.015 6.58 29.71 84 350 Channel 6.5 83 0.028 9 12 0.040 0.85 3.84 350 80 Detention Pond - 0.75 1.65 80 82 Pie 1.3 230 0.009 0 0 0.015 0.67 1.68 82 351 Pie 2.0 118 0.029 0 0 0.015 7.06 30.75 50 53 Street w/ Overflow 0.3 5.0 340 340 0.021 0.021 0 0 12 20 0.016 0.020 4.22 16.14 51 55 Street w/ Overflow 0.3 5.0 200 200 0.021 0.021 0 0 12 20 0.016 0.020 0.96 4.70 52 53 Street w/ Overflow 0.3 5.01 158 158 0.011 0.011 0 0 12 20 0.016 0.020 0.71 2.02 53 54 Direct Flow 4.93 18.16 30 54 Channel 4.0 145 0.029 6 6 0.060 1.94 7.86 54 56 Pie 2.5 36 0.006 0 0 0.015 6.76 25.74 55 59 Diversion to 56 - - 0.96 4.70 56 581 Pie 2.8 104 0.007 0 0 0.015 6.96 27.11 58 99 Channel 9.0 170 0.015 4 4 0.035 7.50 30.62 90 93 Channel 8.0 94 0.035 12 12 0.060 0.61 2.86 91 93 Channel 18.0 95 0.029 12 12 0.060 0.38 1.77 92 93 Channel 8.0 131 0.010 12 12 0.060 0.59 3.09 93 99 Channel w/ Overflow 4.0 0.0 125 125 0.035 0.035 100 12 100 12 0.020 0.080 1.39 7.16 94 99 Channel w/ Overflow 4.0 0.0 192 192 0.035 0.035 100 12 100 12 0.020 0.080 1.32 4.95 961 99 Channel 0.0 51 0.023 100 100 0.020 0.36 1.49 991 351 lChannel 4.0 120 0.006 - 4 167 0.035 10.11 39.68 3511 200 Detention Pond I - 9.94 28.07 7 Ayres Associates STORM DRAINAGE FACILITIES Runoff flowing down the south gutter of Rolland Moore Drive will enter a 20-foot Type R inlet. The inlet connects to a 24-inch diameter RCP pipe that runs north under the street to an 8-foot Type R inlet. This inlet drains the north gutter of Rolland Moore Drive. A 24-inch ' diameter RCP pipe conveys the runoff through manhole 2 (MH-2) to manhole 1 (MH-1), where it combines with subbasin's 8 runoff that is carried by a 15-inch diameter RCP pipe. A 27-inch diameter RCP pipe continues north into the detention pond. Subbasin 8 drains through an area inlet (CDOT Type C) and into a 15-inch diameter ADS- N12 pipe. The entrance to the pipe has a 6-inch diameter orifice to reduce the outlet flow ' rates. During the 100-year storm, the pond will have a maximum release rate of 1.65 cfs and will detain 0.023 acre-foot (ac-ft) of water. The 100-year water surface elevation (WSEL) will be 5016.33, corresponding to a maximum depth at the outlet of 0.83 foot and ' 1.07 foot of freeboard. An overflow spillway will be placed at the pond's northeast corner. The spillway crest elevation will be 5017.0 with a length of 20 feet. Downstream facilities are sufficient to convey spillway releases in the event the pond's outlet clogs or a greater ' than 100-year event occurs. Runoff in subbasin 15 enters a 24-inch diameter RCP near the intersection of Bridgefield ' Lane and Shire Court. A headwall and wingwalls will be constructed at the inlet. The pipe connects to an 18-foot Type R inlet in the west gutter of Bridgefield Lane. The inlet is under sump conditions and collects runoff from subbasins 3 and 5. ' Due to utility crossings and grade requirements, the storm sewer running under Bridgefield Lane will consist of dual 19 x 30-inch elliptical RCP (ERCP) pipes. They connect to an 8- foot Type R inlet in the east gutter of Bridgefield Lane. The inlet will be placed on a 0.40 ' percent slope and will not collect 100 percent of the 100-year storm runoff. The west inlet collects 2.02 cfs during the 100-year storm (subbasin 3) that historically continued down Shire Court. Since that runoff is now routed through the detention pond (pond 351), 1.25 cfs will be allowed to pass the east inlet and continue onto Shire Court. This still reduces the 100-year runoff on Shire Court by 0.77 cfs. The inlet will collect all of the 2-year runoff. Dual 21-inch RCP pipes will run to the detention pond. ' Detention pond 351 was originally designed to have a maximum release rate of 28.8 cfs. Under the proposed conditions it will release at 28.07 cfs (100-year storm). Due to the ' pond's configuration, an orifice plate is required to meet the allowable release rate. Without the plate, the release rate would be approximately 32 cfs. The orifice will consist of a rectangular, 1/4 inch thick steel plate bolted to the concrete headwall. The plate's bottom edge will be 0.48 below the inside crown of the outlet pipe. During the 100-year storm the ' pond will detain 1.026 ac-ft of water at a WSEL of 5009.49. The maximum depth at the outlet is 4.00 foot. With the pond's berm elevation set at 5010.5, the pond will have 1.01 foot of freeboard. During the 2-year storm, the pond will have a peak release rate of 9.94 cfs and detain 0.172 ac-ft of water. Its WSEL will be 5006.82, corresponding to a maximum depth at the outlet of ' 1.33 foot and 3.68 foot of freeboard. The detention pond was originally designed to release at 8.9 cfs as stated in the "Final Drainage Report for the Windtrail Park PUD." (L&A, November 1995). The increase in 2-year release of 1 cfs (from L&A Design) will not have a negative impact downstream since the downstream capacity is 30 cfs (L&A 1995). The detention pond's outlet rating curve is shown in Table 4. 8 Ayres Associates Table 4. Detention Pond 351 Outlet Rating Curve. WSEL Volume ac-ft Release Rate cfs 5005.49 0.000 0.00 5006.39 0.092 5.64 5006.80 0.166 9.71 5007.43 0.318 14.83 5007.98 0.497 18.47 5008.60 0.672 20.98 5008.96 0.792 23.41 5009.40 0.985 27.30 5009.70 1.119 29.67 The pond's emergency spillway will be set at an elevation of 5009.5. It will have a crest ' length of 20 foot and a maximum spill rate of 43 cfs. The spillway will be placed over the outlet pipe so as to direct any spills into the downstream channel. The 2-year gutter capacity is 3.67 and 4.88 in the east and west Bridgefield Lane gutters, respectively. The maximum 2-year runoff is 0.96 and 4.22 cis in the east and west gutters, respectively. The 100-year capacity is 47.89 cis. The 2-year gutter capacity in each Rolland Moore Drive gutter is 8.54 cfs. The maximum 2-year runoff is 5.90 and 1.00 cfs in the south and north gutters, respectively. The 100-year capacity is 152.04 cfs. Gutter and street capacities will not be exceeded due to this development. EROSION CONTROL PLAN ' Erosion from the site can be classified into erosion caused by wind and rainfall. Since construction may occur during the winter months, an effective wind erosion plan must be established. On moderate erodibility soil, significant erosion could occur without steps ' taken to protect the soil. Those portions of the site not covered with pavement, concrete, or buildings will have 2 tons/acre of straw mulch applied for water erosion control, which will also prevent wind erosion. All mulches will be properly anchored. The effects of rainfall erosion will be significantly reduced by the use of several erosion control techniques to prevent sediment from leaving the site. A silt fence will be placed along the east property line to prevent sediment from washing off of the site. Gravel inlet filters will be placed at each inlet on Rolland Moore Drive and Bridgefield Lane. A straw bale dike will be placed in the pond downstream of pipe 56 until vegetation is established. A straw bale inlet filter will be placed around the area inlet in pond 350 and gravel filter will be placed around pond 351's existing outlet pipe. During final grading before asphalt or concrete is installed, the soil will be roughened and furrowed perpendicular to the prevailing winds (northwest to southeast). All areas not covered by asphalt, concrete, or foundations and not seeded within two weeks of final grading will have 2 tons/acre of straw mulch either crimped 4 or more inches into the soil or sprayed with a tackifier. The silt fence will remain in place until construction is complete. The straw bale dike will remain in place until vegetation is established. They should be checked by the contractor and/or owner after each storm event to determine whether repairs or alterations are needed. 9 Ayres Associates ' Security requirements for erosion control are shown in Table 5. The largest amount, the cost for erosion control will be submitted. Table 5. Erosion Control Security Requirements. Construction Cost Estimate for Erosion Control Item Description Units Quantity Unit Cost Total 1 Silt Fence LF 583 1.50 874.50 2 Gravel filter at inlets EA 4 350.00 1,400.00 3 Straw mulch at 2 tons/ac AC 3.51 450.00 1,579.50 4 Straw bales I EA 1 161 5.00 80.00 TOTAL 1.5 x TOTAL 3,934.00 5,901.00 Construction Cost Estimate for Gross Area Reve etation Item Description Units Quantity Unit Cost. Total 1 Reseeding AC 5.72 615.00 3,517.80 TOTAL 1.5 x TOTAL 3,517.80 5,276.70 10 Ayres Associates v � .y. pr. c !_.,. u�a ... f �. .. r j;, ' t . � ... w�'• 4 - .. x. - A " � � C � A I � 1 a e. {' � tv i n � � f F�. 1 . ' _. - }. � �� .. . Y� x ,, A � � .. _ .. o. . i . r - _ ' ih� .4 �. ��i .. _ J ' � e r. a � .. } ram.. :.� �.. ., ' � t ,�M � i `- '�, o. .. � � ., � ' _ � j f .�. J i �o ' V d ]. r F 4}, ../ 4 5. .�... 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GI L 1 1 1 i _ I + . . n L i 1' r 0 co v c 0 a. c .y 7 O W 0 O� J C J 3 Q U o W a c v Qi cu 0 - _—_ co 111111111111111ll Orifice Calculations: Windtrail Pond 350 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 ftA2 Cv Cd 15 6 0.4000 0.00 0.64 4.80 0.20 1.23 0.99 0.63 Depth of Effective Water Flow Flow Kinematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft hl ft ft Re/K K O cfs K h2 ft v ftA2/s 2.50 2.50 15.67 475473 0.620 1.41 0.64 0.41 0.0000122 3.00 3.00 16.17 527254 0.620 1.57 0.43 3.50 3.50 16.67 574385 0.620 1.71 0.45 4.13 4.13 17.30 628347 0.620 1.87 0.48 NOTE: hl - h2 yields the head difference through the orifice Q= KxA. x 2gx(hl-h2) Dept Wate .Outlet Pipe ` 6' Dia. Orifice and Plate ��cGi 1 is 1 cv� GLt a �.��Q COOT `8�¢ 0.'� Q.le.J0.7t:Or'1 O Its, c� v c 0 ( C N 0 ui cr p Z � O d 'co J c J Q (� 0 w a J U o � p > C v cc co w O (O O O r 0 0 0 0 0 0 0 0 0 0 0 0 � N O Orifice Calculations: Windtrail Pond 351 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 ft^2 Cv Cd 27 25 0.93 0.00 0.72 21.21 3.41 3.97 0.99 0.71 Depth of Effective Water Flow Flow Kinemafic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft h1 (ft) (ft Re/K K O cfs K h2 ft v ft^2/s 0.90 0.90 5006.39 362569 0.779 5.64 0.91 0.83 0.0000122 1.31 1.31 5006.80 627988 0.775 9.71 1.10 1.94 1.94 5007.43 959268 0.775 14.83 1.45 2.49 2.49 5007.98 1194672 0.775 18.47 1.73 3.11 3.11, 5008.60 1356610 0.775 20.98 2.13 3.47 3.47 5008.96 1513637 0.775 23.41 2.25 3.91 3.91 5009.40 1765615 0.775 27.30 2.25 4.21 4.21 5009.70 1918536 0.775 29.67 2.25 4.51 4.51 5010.00 2060137 0.775 31.86 2.25 NOTE: h1 - h2 yields the head difference through the orifice Q=KxAox 2gx(hl-h2) Dept Wate .Outlet Pipe co �,a. wii,ice and Plate 0. 0�5" (� o�: �:ca on a D 7,0 P;.PC. /l I'yll Si-�-1 ��ci{-t2 CI'¢��nr+gw�ot� P�ac2� ° �NdpLZr) �rore\ in3:A-L t✓rovzr-, o4:' P: Per, cLre-L -:. :! to 1 47. Detention Pond 351 Outlet Rating Curve WSEL Volume ac-ft Release Rate cfs 5005.49 0.000 0.00 5006.39 0.092 5.64 5006.80 0.166 9.71 5007.43 0.318 14.83 5007.98 0.497 18.47 5008.60 0.672 20.98 5008.96 0.792 23.41 5009.40 0.985 27.30 5009.70 1.119 29.67 5010.00 1.254 44.16 Detention Pond 350 Outlet Rating Curve WSEL Volume ac-ft Release Rate cfs 5015.50 0.000 0.00 5015.67 0.002 1.41 5016.17 0.615 1.57 5016.67 0.040 1.71 5017.30 0.086 1.87 SWMM Results Pond Available Volume ac-ft Spillway Elevation 100-Year Peak Release cfs Volume ac-ft WSEL 350 351 0.086 1.254 5017.00 5009.50 0.023 1.026 5016.33 5009.49 1.65 28.07 W' -`6 0; -� ' Z 4Q -E :e^ P6ra 3s1 o�'�+ as &^ emrm,-VA6 04\er reer,4:40n CURRENT DATE: 10-30-1191 FILE DATE: 10-30-1998 CURRENT TIME: 14:43:00 FILE NAME: CARE301 ........................... .................. ... FHWA CULVERT ANALYSIS ......... ... ..... ......... ... ..... ...... ..... ... ..... .... ..... ........... .... HY-8, VERSION 6.0 .. .. ... .. ... .. .. ... .............. ' 3 C 3 SITE DATA 3 CULVERT SHAPE, MATERIAL, INLET 3 3 U .............. .. .. .. .... ............. ... .. ..... .. ......... .... ................. .. ............... .. .. ......... .. . 3 L 3 INLET OUTLET CULVERT 3 BARRELS 3 3 V 3 ELEV. 1 ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3 3NO.3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3 3 1 35005.49 5005.35 34.05 3 1 RCP 2.25 2.25 .013 CONVENTIONAL3 3 2 3 3 3 3 3 3 3 3 3 4 3 1 3 3 3 5 3 3 3 3 6 3 3 3 SUMMARY OF CULVERT FLOWS (cfs) FILE: CARE301 DATE: 10-30-1998 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR ' 5005.49 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5006.39 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5006.80 7.0 7.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5007.14 10.5 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5007.43 14.0 14.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5007.71 17.5 17.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5007.98 21.0 21.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5001,29 24.5 24.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5008.60 28.0 28.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5008.96 31.5 31.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5009.40 35.0 35.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5009.70 37.2 37.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CARE301 DATE: 10-30-1998 HEAD HEAD TOTAL FLOW $ FLOW ' ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5005.49 0.000 0.00 0.00 0.00 5006.39 0.000 3.50 0.00 0.00 5006.80 0.000 7.00 0.00 0.00 5007.14 0.000 10.50 0.00 0.00 5007.43 0.000 14.00 0.00 0.00 5007171 0.000 17.50 0.00 0.00 . 5007.98 0.000 21.00 0.00 0.00 ' 5008.29 0.000 24.50 0.00 0.00 5008.60 0.000 28.00 0.00 0.00 5008.96 0.000 31.50 0.00 0.00 5009.40 0.000 35.00 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 AkkkkAw Ayres Associates ' Project: WindtrailPUD - CARE Housing 11/23/98 Filename: care301.1st (Detention pond 351 - existing pond outlet) Page 1 of 3 2 CURRENT DATE: 10-30-1998 FILE DATE: 10-30-1998 CURRENT TIME: 14:43:00 FILE NAME: CARE301 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.25 (ft) BY 2.25 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5005.49 0.00 -0.14 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 3.50 5006.39 0.83 0.90 2-M2c 0.63 0.63 0.63 0.59 3.85 1.01 7.00 5006.80 1.26 1.31 2-M2c 0.92 0.91 0.91 0.82 4.68 1.21 10.50 5007.14 1.59 1.65 2-m2c 1.16 1.12 1.12 0.98 5.32 1.35 14.00 5007.43 1.87 1.94 2-M2c 1.39 1.30 1.30 1.12 5.90 1.45 17.50 5007.71 2.14 2.22 2-M2c 1.64 1.46 1.46 1.24 6.44 1.54 21.00 5007.98 2.42. 2.49 2-M2c 2.00 1.60 1.60 1.34 6.93 1.61 24:50 5008.29 2.73 2.80 2-M2c. 2.25 1.72 1.72 1.44 7.51 1.67 28.00 5008.60 3.08 3.11 2-m2c 2.25 1.83 1.83 1.52 8.06 1.73 31.50 5008.96 3.47 3.44 2-m2c 2.25 1.92 1.92 1.60 8.75 1.79 35.00 5009.40 3.91 3.87 2-m2c 2.25 2.01 2.01 1.68 9.36 1.83 El. inlet face invert 5005.49 ft El. outlet invert 5005.35 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft SITE DATA ***** CULVERT INVERT INLET STATION 0.00 ft INLET ELEVATION 5005.49 ft OUTLET STATION 34.05 ft OUTLET ELEVATION 5005.35 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0041 CULVERT LENGTH ALONG SLOPE 34.05 ft CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 2.25 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END IN HEADWALL INLET DEPRESSION NONE I Ayres Associates Project: Windtrail PUD - CARE Housing 11/23/98 Filename: care301.1st (Detention pond 351 - existing pond outlet) Page 2 of 3 3 CURRENT DATE: 10-30-1998 FILE DATE: 10-30-1998 CURRENT TIME: 14:43:00 FILE NAME: CARE301 TAILWATER REGULAR CHANNEL CROSS SECTION BOTTOM WIDTH 3.00 ft SIDE SLOPE H/V MI) 5.0 CHANNEL SLOPE V/H (ft/ft) 0.002 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5005.35 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5005.35 ft UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (Cfs) (ft) NUMBER (ft) (f/S) (Psf) 0.00 5005.35 0.000 0.00 0.00 0.00 3.50 5005.94 0.232 0.59 1.01 0.07 7.00 5006.17 0.236 0.82 1.21 0.10 10.50 5006.33 0.239 0.98 1.35 0.12 14.00 5006.47 0.242 1.12 1.45 0.14 17.50 5006.59 0.243 1.24 1.54 0.16 21.00 5006.69 0.245 1.34 1.61 0.17 24.50 5006.79 0.246 1.44 1.67 0.18 28.00 5006.87 0.247 1.52 1.73 0.19 31.50 5006.95 0.249 1.60 1.79 0.20 35.00 5007.03 0.250 1.68 1.83 0.21 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 3.00 ft CREST LENGTH 25.00 ft OVERTOPPING CREST ELEVATION 5009.70 ft Ayres Associates Project: Wincltrail PUD - CARE Housing 11/23/98 Filename: care301.1st (Detention pond 351 - existing pond outlet) Page 3 of 3 1 AfRES ASSOCIATES DESIGN COMPUTATIONS _ Qa S90g ' / \ 1 Y' - -•—�- __ ' } t{ I l o M�a.1�sC1_ - - l �o�a C,'.i��.0 ! b- - v ? ��� - � _ _ .. .- �_ . S. �3 1 - ioo-fir- S�z:R.•. ..._ . CfE� /4-? C�)r po. -, A 1�@ Cro�n AKI-.n( OW �Yr S�l9r�l�L a.rci Oo�er1��IP1F;,. h;-�o;.f 1 l.oy' Cl,llot.). Pc�,nJ:r = O 5 ' Q4 = (`FC)X/.�Y,/ = I.©/ c�S�Cf '> Project No. 3y-,,,q Remarks Computation by (?� Date /- /7 00 ' Project Name L 1 l� V nal tea, Checked by Date TWO/ ���f s ., Sheet of /SIRES ASSOCIATES IE� �Qsi�4n — Conk. 3. ltiies+ Br-:C�ern; Id L,aw� Elern. 53) Ir 1WL pon�,n9 � ©•ti-I r - l'�-o CrOvJn 0� s+rQQ�' ' qq ' bo,..)c-U-L cap. _ �• 90'�L�� = 1.08 c Its ' 4e/d Le nL 0.9(0 cfs Qroo ' `i.`70 cCs. co ' Rca,�-�n� C.e.r�Q Cam- Q pe�Ss�nq 4 in'�PrCN.P'I-Q�) '] F Q = 3.000 L4 ; T ID. 38' , drJ= 0. =-G� ©.`79 CL G.co cF5 T= 13--7 dam= 0.30', Q"XQ = 0.7/ 71x G.0� y. QC-, Jos --r 6.�5', ice= 0 /a, Q;/Q = %O Clps II G.Do u.a6 1•r7y Project No. Remarks Prepared by Date Project Name j Checked by Date Title/item Sheet of 1.0 12 5 II 10 4 .9 8 10 3 .8 6ILL H 9 00 4 2 w w 7 X 3 8 a �z 1.5 � 2t 6 7 Pikb,_�U omP�ey _ E� z I.0 5-- _ _ _e, Part a I.0 z .9 z 5.5 0 — 0 8 w 5 = z U. 7 1 U. .4 o z .4 z w x ? 4.5 za6 . o ,3 w ILL x 0 4 _ .2 0 5 z z �- c� o ' w .3 3.5 w w T .4 o a. J .I Cc' o w U. ' wo o 0 .08 � 0 .25 3 0' .06 3 x x c� c� U- z 1 ac .04 .25 2.5 w w 2 a- .03 a y' 3 0 .02 w 2 a o a _ 2 a ~ v a .15 OI o .15 L n. o 0 Yo ' 1.5 --- -- -- -- -- ax a=2'h 10 I 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA No Text Gutter and Street Capacities Input Road Type Curb FL -FL Roadway Min. Dry Gutter Manning's Reduction Gutter Gutter Height Width Side Slope Lane Width Slope N Factor Width Side Slope ft ft Ott) ft fUft ft fUft Rolland - South FL Collector 0.5 50 0.020 12 0.0060 0.016 0.80 2.00 0.083 Rolland - North FL Collector 0.5 50 0.020 12 0.0060 0.016 0.80 2.00 0.083 Bridgefield- East FL Local 0.5 36 0.026 0 0.0040 0.016 0.50 2.00 0.083 Bridgefield- West FL Local 0.5 36 0.020 0 0.0046 0.016 0.58 2.00 0.083 2-Year Storm Gutter Capacities Output Road Type Za Zb Zt'Y Y Y' Q - Theoretical Q - Allowable ft ft ft) (cfs) (cfs Rolland - South FL Collector 12.0 50.0 19.0 0.50 0.33 10.67 8.54 Rolland - North FL Collector 12.0 50.0 19.0 0.50 0.33 10.67 8.54 Bridgefield- East FL Local 12.0 38.5 18.0 0.50 0.33 7.34 3.67 Bridgefield- West FL Local 12.0 50.0 18.0 0.49 0.32 8.49 4.88 Lit -0kf \}2 Ja 12.2 k ) d �0V `3 / kd§ ! el7C) ° &#m ; k� )!\« !k§ \)/m 000 \)!» 000 7!2 a100 «!® °®f km` 3§§ !0 . 0a |24 w!4 ®|!100 30 :§§ �}ƒ ))\ AIRES ASSOCIATES no ; tl O O QQ sT o so.00 a7.�l�1 Project No. Remarks Prepared by� Date Project Name , Checked by Date Title/item Sheet of AIRES ASSOCIATES IOa�rst loch vi . ys 56010-10 a.qo {� %0 (-;.x s 5017.7 % So(1.00 �1 v 11141-3 Qao = I . LJ�Mln c►6r. - Q4 "¢ Roo 5. 9),C>7 Sit)16jr=soto•✓��� 9 t, 0 e 10lew L =Cp-z.8 9 Zi.070", Tiov;,= sorJ.30 1-034,)J° 5011.00 Project No. �)q_O6g Remarks Prepared by L/}// C J Dat�_/ _oO Project Name ` Wi • Checked by Date Title/Item Sheet of ' Storm Sewer Out -fall Design - Pipe 63, 64, 80, and 82; 100-Year Discharge ' Project: Windtrail PUD - CARE Housing Client: _ CARE Housing Starting TaiWater Elevation: 5009.49 Upstream Structure Pipe ID Diameter ft) Discharge (cfs) Length ft INV-out downst.) INV-in u st. Slope tVft Mannings n Full Flow? Check Velocity fps Depth ft) Critical Depth ft Velocity Head ft Friction Sloe Pipe Losses (ft) EGLo (ft HGLo it K K(VA2/2g) EGLI ft HGLi ft Upstream TOC ft Ground Elevation Pond 5013.05 Outfall 1 82 2.25 30.72 129.45 5007.00 5010.80 0.0294 0.013 No 13.84 1.23 1.92 2.97 0.0099 0.00 5015.00 5015.88 5012.03 5013.64 0.18 ' - 0.55 5015.55 5012.58 5014.50 5017.40 2 64-A 2 29.73 62.89 5011.00 5012.30 0.0207 0.013 No 12.00 1.34 1.89 2.241 0.0174 0.00 0.521 1.16 5017.04 5014.80 5016.18 5019.10 3 64-B 2 29.73 71.32 5012.50 5013.98 0.0207 0.013 Full 9.46 2 WA 1.391 0.0174 1.50 5017.69 5016.30 0.721 1.01 5018.70 5017.31 5016.18 5018.72 4 63 2 22.74 50.00 5014.18 5015.03 0.0170 0.013 Full 7.24 2 WA 0.81 0.0102 0.51 5018.63 5017.82 0.12 1 0.10 5018.73 5017.92 0.00 5018.82 Storm Sewer to Pond 350 Upstream Pipe Diameter Discharge Length INV-out INV-in Slope Mannings Full Flow? Velocity Depth Critical Velocity Friction Pipe EGLo HGLo K K(VA2/2g) EGLI HGLi Upstream Ground Structure ID ft) (cfs) (ft (downst.) (u st.) ft/ft) n Check (fps) ft Depth (ft) Head ft Sloe Losses (ft) (ft) (ft) (ft) (it) TOC (ft) Elevation 3 5015.55 5012.58 4 80-1 1.25 1.68 99.97 5011.00 5011.72 0.0072 0.013 No 2.39 0.94 N/A 0.09 0.0007 0.00 5012.76 5012.67 0.03 0.00 5012.76 5012.67 5013.17 5017.80 5 80-2 1.25 1.68 45.89 5011.92 5012.33 0.0089 0.012 No 4.24 0.45 0.51 0.28 0.0006 0.00 5013.06 5012.78 0.02 .0.01 5013.07 5012.79 5013.78 5017.70 6 80-3 1.25 1.68 72.35 5012.53 5013.17 0.0088 0.012 No 4.22 0.45 0.51 0.28 0.0006 0.00 5013.90 5013.62 0.09 0.02 5013.92 5013.64 0.00 5015.50 3round> ­IGL? (ES (ES (ES (ES 3round> iGL? fES fES MS 3117/00 7O OOOO O OO Y Tr,t g g g g � � g m C O U c _ m 8 8 8 8 O p p O p O n� O t2 _ ggg N Q 06 N O J N t07 Ui (p QNN O O O O O O O 2U g88g ggg p U R 0 N t � In Q O O 000 Y.o 0 ul q � q . . pp . o o O-- G t m N m n W V V O 000 m V oo pp a N G 000 O f 0000 000 2 0000 000 000 m x = 0000 coo 0 N p 02 J m a NgN8 868 addod ddd L N� N N O O Q O o 000 x 0000 000 4 x C .-Nc7 Q QN 7 O to 0 O J O O M N N N Q O O 0 0 0 Y o= c �o i 7NNg SOS J 0 0 0 0 000 C t m m z,= W NCOJc p1 O NN R N N O 00 0 > m g 7 ^ g m 0 N co 0 0 00) o 0 O O O mNn��o Nro�o rnZ Q� U C N W Q Q 0 <0 O J 8 m AIRES ASSOCIATES �or'� cJ"2.JQr ►J@s'.�n — P'.�¢„ Sri q- S!o N 0100 = a % /a Ors . F. S=0-(w qo u Ss 0.6990 . .... solo, a9 0+6. ay T�JJe = 5001.7a s►� o+sr. a�( Tj�)Jo j = 5op.04 0+fo.7d rec% �- 5o r D. 83 Sk. 0+LC.'7q @. -C,4, oH o -71-1 Q100 -Ig.16 U"S zwo.i= G*7.01 SEa I+ya.37 Lkse. 44 qrQ -4er 0111- ; I, t64r%sr�ream 4-v:Ua�e a+ 44L ,porl : soOR. y6 a?. do��s�rea.•. PIpe. ��l/ + "z'`—}� = soo4.0R+ 1, � �.�5= Jr0/0.65 ----3;p L�-5e �d;-�; an 4:6 a Z1V+3v o-rtz Se.-1 4-o . eAeAr San;}ar� SvJAer-. S-,A�e p;pes do not �ro✓ ide. co -CCU: � a.Ad/e,- COJe.r so av-Al p; Pet, wol be &t&d, Project No. Remarks Prepared by L Date Project Name Checked by Date Title/Item Sheet of Storm Sewer Outfall Design -Pipe 54 and 56; 100-Year Discharge ' Project: Windtrail PUD - CARE Housing Client: CARE Housing Starting Tailwater Elevation: 5010.65 Upstream Structure Pipe ID Diameter Discharge Length INV-out INV-in Slope Mannings Full Flow? Velocity Depth Critical Velocity Friction Pipe EGLo HGLo K K(VA2/2g) EGU HGLi Upstream Ground 1 Usingsin ft cfs le pipes for the system ft downst. u st.) ft/ft n Check s it Depth (it) Head (ft) Sloe losses ft ft) (ft) (ft ft TOC (ft Elevation 2 3 56 2.25 27.12 91.13 5009.09 5009.72 0.0069 0.012 Full 6.82 2.25 N/A 0.72 0.0066 0.60 5012.70 5011.97 0.11 :• 0.08 5012.78 5012.0 5011.97 5011.87 Outfall 5012.83 4 54 10 2 25.78 2 36.00 5009.87 5010.09 0.0061 0.013 Full 8.21 2 WA 1.05 0.0131 0.47 5014.29 5013.25 0.26 0.27 5014.56 1 5012.29 5012.90 7.86 6.24 5010.29 5011.90 0.2580 0.013 Full 2.50 2 WA 0.10 0.0012 0.01 5014.67 5014.57 0.24 0.02 5014.69 5014.60 0.00 5014.00 Use dual i es for PI a 56 ' 2 56 1.75 13.56 91.131 5009.09 5009.72 0.0069 0.012 1 1 21 561 1.75 1 13.56 1 91. 31 5009.09 5009.72 0.0069 0.012 I ' Use dual elli tical i es for Pipe 64 19'x30', 24' a uivalent 3 54 2 12.89 36.00 5009.87 i010.091 0.00611 0.013 I 31 54 2 12.89 36.00 5009.87 5010.09 0.0061 0.013 I ' End Pipe 41 101 2 7.86 1 6.241 5010.291 5011.90 0.2580 0.013 Ground> HGL? YES NO NO ' Ayres Associates 1 /18/99 � � - N O OMN O 00 0 0 O Y 888 88 88 8 m GJ m c m m 888 88 88 8 06 U yU N O J m pp N t�pp N N t0 s'? cc oo c 20 y g 8 8 g g $ g g U N N N N N N N N 4 0 0 0 co 00 O Y 0 pp pppp Q Q �O N OQ O N G . O V p p pp n N� i^O OO ch M L fV t7N NfV NN O m � p t0 'nQ O N Lq .2 O m C 0 0 00 O O O 0 000 00 00 O 2 O 00 O O O O O = 0 0 0 00 00 O m " Y ox J m a 808 88 88 8 600 6Ci Cio 0 L p — O O O 00 00 O S 000 00 00 O 4 2 C NC1 Q NN M t7 Q O � U J c c a C N N N N N N N N O 000 00 00 0 Y m N N Q Q Q N to Q Q G Q Q Q Q L 10 m � C] y 888 88 88 8 �a000 00 00 0 cL m CO Z G n 0 R V N N - -b�o�o 00 00 0 m m >_ p O p O p O p 0 p 0 p O 8 p mOCCC 00 CIO O C 2000 0 0 0 0 0 o g m � c Z U C N O Q N N t7 t7 Q O O O J AIRES ASSOCIATES -7 oo p,pc rai- ---- = - _ - -soot. ck 5006I a ZWo,4- c�s %/? p.lq" : 50 R.a� -7 1 7 Ddso jeo,. = aq Project No. 06g �/ Remarks Prepared by �/� c Date Project Name Checked by Date Tide/Item , Sheet of DRAINAGE CRITERIA MANUAL 6410 I TYPE. L .2 .4 Y /D .6 .8 t RIPRAP Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 1.0 11-15-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL 6 = Expansion Angle IN m �mm iomm fic i z 4 5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock * d50 Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with.native top soil and revegetate to protect. from vandalism.. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 DRAINAGE CRITERIA MANUAL MANOR DRAINAGE grouted riprap or wire encased riprap applications. The second utilizes a design procedure developed by Terzaahi, which is referred to as the T-V (Terzaghi-Vicksburg) design (7)(19). The T-V filter criteria establishes an optimum bedding gradation fora specific channel soil. The latter requires channel soil information, including a gradation curve, while the Type I and Type II bedding specifications given in Table 5-3 (and Figure 5-2) are applicable whether or not soil information is available. Table 5-3 GRADATION FOR GRANULAR BEDDING U. S. Standard Percent Weight Square Mesh Sieves Sieve Size By Passing Type I Type II 3" - 90 - 100 1-1/211 3/4" - 20 - 90 3/8" 100 - #4 95 - 100 0.- 20 #16 45 - 80 - #,50 10 - 30 _ #100 2 - 10 - #200 0-2 0-3 11-15-P2 AIRE5 ASSOCIATES //�� Ccoss Sec#;o., a — iq 133% Qtoo IF >1y.o a'7 A+ l 33 7o r-45 'n = D , 33' i%- 3 cxl fps ICI ,O — 13-.5 = 0.y7� D!C 1q.0 = SS. y0 c4s 0/L Project No. Remarks Prepared by CC Date /S 9 068 Project Name l Checked by Date Title/Item Sheet of AIRES ASSOCIATES U-oss So.c��on �'g S = 3.89 90 A+ 13390 oleo = 3.`� cA? ©. (fo'. Vi= D.-I;) cPs A;n. .5 - 15.99 - ©. S/ 6.5 cJ5 EL : /S. 99 Project No. Remarks Prepared by e Date -/S-� Project Name Checked by Date Title/Item Sheet of AIRES ' ASSOCIATES I$f 5 = G . 67 90 44- Q00 Q+ 133% ©,00= y• I�c�s = p• jgr a M:n �p�:+� ��asr✓� I�.s - 55,6� C 3.09 ©IL its=✓ m�^2n0 �%ritni�an p� � SO Qonc� OJel oFg� Rrci IM07a o/� 4L pe k r-%x^Mr ADO 4& Ponck Co n��n.h,110 �.(O „'^b-��QAm t Wor�a [�:Q anp ✓2�� ConS¢.r ✓c.%Je ©� — k,l( a�ejt.-04ca c0.FaC,�4�. Project No. Remarks Prepared by Date Project Name Checked by Date Title/Item Sheet of No Text Percent Impervious Calculations Subbasin Total Area s Total Area ac Asphalt/Concrete Area (so Roof Sidewalk Area (sQ IGrass Areas Net %Imp. 1 - 1.160 - - - - 95.0 2 - 0.360 - - - - 95.0 3 8891 0.204 7446 0 1445 .0 99.3 4 - 3.020 - - - 43.7 5 - 2.200 - - - 62.4 6 71488 1.641 17269 8134 4167 41918 40.0 7 16357 0.376 11119 121 1910 3207 79.9 8 27578 0.633 3541 6007 2340 15690 40.6 9 22137 0.508 8279 670 2161 11027 49.5 10 13700 0.315 0 5669 2635 5396 55.7 11 16375 0.376 0 5883 3614 6878 53.5 12 26394 0.606 15270 3143 2208 5773 76.6 13 6587 0.151 1016 1370 1672 2529 58.5 14 31040 0.713 11258 3067 1138 15577 48.7 15 43601 1.000 - - 62.4 161 9581 0.220 0 3028 2916 3637 57.7 3511 236861 0.5441 01 20611 592 210331 10.2 Note: Asphalt/concrete area is 100% impervious, roof area is 90% impervious, sidewalk area is 96% impervious, and grass area is 0% impervious. Subbasins 1-2, 4-5, and 15 were taken from the "Final Drainage Report for the Windtrail Park PUD" (Lidstone & Anderson, Nov. 27, 1995). Subbasins 5 and 15 are split from subbasin 7 in the L.A. model. J ■ C .. ® c a c o nc mrm � mv�i00 m m v c m m euel T 5 u'oi PI8Ila6P�9 91, o m co m N � = o � SS F c 0 a N M RO M m y" co N cC r rJ ma— — — — — — — —------1 ew mW p> U) Z OU HQ z� Z W O= U 0L) W U) O a O fA w d � Z— No Text SHORT COURSE ON COLORADO URBAN HYDROGRAPH PROCEDURES Guidelines for Manning's n estimation for hydrologic routing. f` h,r:ic�o 1A57� d :, `r,,C� _:. va�up, .�or- n_, a. For hydrologic routing through conveyance elements such as pipes, gutters and channels, -the resistance (Manning's n) coefficients should not necessarily be the same as those used in Performing hydraulic calculations. b. As a general rule, it was found that increasing the •typical• values of Manning Ia n by approximately 25 percent is appropriate when using UDSWM2-PC. Thus, if a gutter or a pipe are estimated to have n - 0.013 for hydraulic calculations, it is appropriate to use n - 0.016 for UDSWM2- Pch c. For grass and riprap lined channels 0.-0.16 n W 0.393 S38 R In which, n •=Manning roughness coefficient S n Friction slope (ft/ft). R a Hydraulic radius (ft) as determined using the estimated hydrograph peak flows SOURCE: Jarrett, R.D., 'Hydraulics of High Gradient Streams•, Journal of Hydraulic Engineering, Vol. 110, No. 11, ASCE, November, 1984). DRAINAGE CRITERIA MANUAL RUNOFF TABLE 3-1 (42) RECOMMENDED•RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR SURFACE CHARACTERISTICS PERCENT FREQUENCY IMPERVIOUS 2 5 10 100 Business• Commercial Areas 95 Neighborhood Areas 70 Residential• Single -Family Multi -Unit (detached) 50 Multi -Unit (attached) 70 1/2 Acre Lot or Larger Apartments 70 Industrial: Light Areas 80 Heavy Acres 90 Parks, Cemetaries: 7 Playgrounds: 13 Schools: 50 Railroad Yard Areas 20 Undeveloped Areas: Historic Flow Analysis 2 Greenbelts, Agricul ural Offsite F-low Analysis 45 (when land use not'de 'ned) Streets: Paved 100 Gravel (Packed) 40 Drive and Walks: 96 Roofs: 90 Lawns, Sandy Soil 0 Lawns, Clayey Soil 0 NOTE: These Rational Formula co .87 .87 .88 .89 .60 .65 .70 .80 .40 45 :50 .60 .45 .50 .60 .70 .60 .65 .70 .80 .30 .35 .40 .60 .65 .70 .70 .80 .71 .72 .76 .82 .80 .80 .85 .90 .10 .18 .25 .45 .15 .20 .30 .50 .45 .50 .60 .70 .20 .25 .35 .45 (See "Lawns") .43 .47 .55 .65 .87 .88 .90 .93 .40 .45 ,50 .60 .87 .87 .88 .89 .80 .85 .90 .90 .00 .01 .05 .20 .05 .15 .25 .50 ents may not be valid for large basins. *See Figure 2-1 for percent impervious. 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT F:\WINDTR-1\SWMM\WIND100.SWM 1/14/99 2 1 1 2 3 4 WATERSHED 0 Windtrail Park PUD - CARE Housing Ayres Associates 100-YR FULLY DEVELOPED CONDITION (Wind100.swm, 1-14-99) 36 00 5. 1 1. 1 25 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 120 0.84 0.60 0.48 0.36 0.36 0.24 024 0.24 0.24 024 024 0.12 0.12 0.0 1 1 101 1200 1.16 95.0.020.016 25 .1 .30 .51 .50 .0018 1 2 102 500 0.36 95.0 .020.016 .25 .1 .30 .51 .50 .0018 1 3 52 296.204 99.3.011 .016 25 .1 .30 .51 .50 .0018 1 4 104 400 3.02 43.7.034.016 .25 .1 .30 .51 .50 .0018 1 5 50 4172203 62.4.022.016 .25 .1 .30 .51 .50 .0018 1 15 30 258 1.00 62.4 .022.016 .25 .1 .30 .51 .50 .0018 1 6 60 3011.505 42.4.033.016 .25 .1 .30 .51 .50 .0018 1 7 70 231 .345 83.3.020.016 25 .1 .30 .51 .50 .0018 1 8 84 139.633 40.6.016 .016 25 .1 .30 .51 .50 .0018 1 9 51 553.508 49.5.020 .016 .25 .1 .30 .51 .50 .0018 1 10 90 291 .315 55.7 .020.016 .25 .1 .30 .51 .50 .0018 1 11, 92 409 .376 53.5 .020.016 .25 .1 .30 .51 .50 .0018 1 12 94 182 .606 76.6 .010.016 .25 .1 .30 .51 .50 .0018 1 13 96 120.15158.5.080.016 .25 .1 .30 .51 .50 .0018 1 14 58 188.713 48.7 .027.016 .25 .1 .30 .51 .50 .0018 1 16 91 96.220 57.7 .024.016 .25 .1 .30 .51 .50 .0018 1 351 351 348.544 10.2 .006.016 .25 .1 .30 .51 .50 .0018 0 0 101 301 0 4 0.0 750. .020 50.0 0.0 0.016 0.50 40.0 750. .020 10.0 10.0 0.035 10.00 312 301 311 5 3 .1 1. 0.0 0.0 5.0 2.8 10.0 4.8 15.0 6.1 20.0 6.8 30.0 8.7 0 311 104 03 .1 1. 312 03 .1 1. 0 102 302 04 0.0 340. .009 50.0 0.0 0.016 0.50 40.0 340. .009 10.0 10.0 0.035 10.00 314 302 313 5 3 .1 1. 0.0 0.0 5.0 3.5 10.0 6.3 15.0 8.8 20.0 10.3 30.0 13.5 313 03 .1 1. 314 03 .1 1. 0 104 60 04 0.25 609. .006 00.0 12.0 0.016 0.5 _ 5.0 609. .006 00.0 20.0 0.020 10.0 0 60 61 04 0.25 170.00 0.006 0.00 12.00 0.016 0.5 5.00 170.00 0.006 0.00 20.00 0.020 10.0 71 61 62 33 .1 1. 0.0 0.0 22.56 0.0 50.0 27.44 0 62 63 03 0 63 64 02 2.50 50.00 0.011 0.00 0.00 0.015 2.5 0 70 71 04 0.25 180.00 0.006 0.00 12.00 0.016 0.5 5.00 180.00 0.006 0.00 20.00 0.020 10.0 0 71 64 03 0 64 82 02 2.00 108.00 0.035 0.00 0.00 0.015 2.0 0 84 350 01 6.5 83.0 .0.028 9.0 12.0 0.040 10.0 0 350 80 62 0.1 1. 0. 0. 0.002 1.41 0.015 1.57 0.040 1.71 0.086 1.87 10.00 100. 0 80 82 0 2 1.25 230.0 0.015 0.00 0.00 0.015 125 0 82 351 02 2.00 118.0 0.035 0.00 0.00 0.015 2.0 0 50 53 04 0.25 340.0 0.021 0.00 12.00 0.016 0.5 5.00 340.0 0.021 0.00 20.00 0.020 10.0 0 51 55 04 0.25 200.0 0.021 0.00 12.00 0.016 0.5 5.00 200.0 0.021 0.00 20.00 0.020 10.0 0 52 53 04 025 158.0 0.011 0.00 12.00 0.016 0.5 5.00 158.0 0.011 0.00 20.00 0.020 10.0 0 53 54 03 Page 1 F:\WINDTR-1\SWMM\WIND100.SWM 1/14/99 0 30 54 01 4.0 145.0 0.029 6.0 6.0 0.060 10.0 0 54 56 02 2.00 36.0 0.006 0.00 0.00 0.015 2.00 56 55 59 43 0.0 0.0 1.20 120 3.08 2.43 6.00 426 0 56 58 02 2.0 104.0 0.006 0.0 0.0 0.015 2.00 0 58 99 01 9.0 170.0 0.015 4.0 4.0 0.035 10.0 ' 0 90 93 01 8.0 94.0 0.035 12.0 12.0 0.060 10.0 0 91 93 01 18.0 95.0 0.029 12.0 12.0 0.060 10.0 0 92 93 01 8.0 131.0 0.010 12.0 12.0 0.060 10.0 0 93 99 04 4.0 125.0 0.035 100.0 100.0 0.020 0.46 ' 0.0 125.0 0.035 12.0 12.0 0.080 10.0 0 94 99 04 4.0 192.0 0.035 100.0 100.0 0.020 0.46 0.0 192.0 0.035 12.0 12.0 0.080 10.0 0 96 99 01 0.0 51.0 0.023 100.0 100.0 0.020 10.0 ' 0 99 351 01 4.0 120.0 0.006 4.0 167.0 0.035 10.0 0 351 200 10 2 0.1 1. 0. 0. 0.092 5.64 0.166 9.71 0.318 14.83 0.467 18.47 0.672 20.98 0.792 23.41 0.985 27.30 ' 1.119 29.67 1.254 44.16 0 0 ENDPROGRAM 1 Page 2 7 0 .. .. � t YY_ � ' r _� f .. i J... ' Wind2 2 1 1 2 3 4 WATERSHED 0 Windtrail Park PUD - CARE Housing Ayres Associates 2-YR FULLY DEVELOPED CONDITION (Wind2.swm, 1-17-00) 36 0 0 5. 1 1. 1 24 5.0 0.12 0.36 0.48 0.60 0.84 1.80 3.24 1.08 0.84 0.48 0.36 0.36 0.36 0.24 0.24 0.24 0.24 0.12 0.12 0.12 0.12 0.12 0.12 0.12 1 1 101 1200 1.16 95.0 .020 .016 .25 .1 .30 .51 .50 .0018 1 2 102 500 0.36 95.0 .020 .016 .25 .1 .30 .51 .50 .0018 1 3 52 296 .204 99.3 .011 .016 .25 .1 .30 .51 .50 .0018 1 4 104 400 3.02 43.7 .034 .016 .25 .1 .30 .51 .50 .0018 1 5 50 4172.203 62.4 .022 .016 .25 .1 .30 .51 .50 _0018 1 15 30 258 1.00 62.4 .022 .016 .25 .1 .30 .51 .50 .0018 1 6 60 3281.641 40.0 .033 .016 .25 .1 .30 .51 .50 .0018 ' 1 7 70 252 .376 79.9 .020 .016 .25 .1 .30 .51 .50 .0018 1 8 84 139 .633 40.6 .016 .016 .25 .1 .30 .51 .50 .0018 1 9 51 553 .508 49.5 .020 .016 .25 .1 .30 .51 .50 .0018 1 10 90 291 .315 55.7 .020 .016 .25 .1 .30 .51 .50 .0018 1 11 92 409 .376 53.5 .020 .016 .25 .1 :30 .51 .50 .0018 1 12 94 182 .606 76.6 .010 .016 .25 .1 .30 .51 .50 .0018 1 13 96 120 .151 58.5 .080 .016 .25 .1 .30 .51 .50 .0018 1 14 58 188 .713 48.7 .027 .016 .25 .1 .30 .51 .50 .0018 1 16 91 96 .220 57.7 .024 .016 .25 .1 .30 .51 .50 .0018 1 351 351 348 .544 10.2 .006 .016 .25 .1 .30 .51 .50 .0018 0 0 0 101 301 0 4 0.0 750. .020 50.0 0.0 0.016 0.50 40.0 750. .020 10.0 10.0 0.035 10.00 ' 312 301 311 5 3 .1 1. 0.0 0.0 5.0 2.8 10.0 4.8 15.0 6.1 20.0 6.8 30.0 8.7 0 311 104 0 3 .1 1. 312 0 3 .1 1. 0 102 302 0 4 0.0 340. .009 50.0 0.0 0.016 0.50 40.0 340. .009 10.0 10.0 0.035 10.00 314 302 313 5 3 .1 1. 0.0 0.0 5.0 3.5 10.0 6.3 15.0 8.8 20.0 10.3 30.0 13.5 ' 313 0 3 .1 1. 314 0 3 .1 1. 0 104 60 0 4 0.25 609. .006 00.0 12.0 0.016 0.5 5.0 609. .006 00.0 20.0 0.020 10.0 0 60 61 0 4 0.25 170.00 0.006 0.00 12.00 0.016 0.5 5.00 170.00 0.006 0.00 20.00 0.020 10.0 71 61 62 3 3 .1 1. 0.0 0.0 22.56 0.0 50.0 27.44 0 62 63 0 3 0 63 64 0 2 2.00 50.00 0.017 0.00 0.00 0.015 2.0 0 70 71 0 4 0.25 110.00 0.006 0.01 12,00 0.011 0.5 5.00 180.00 0.006 0.00 20.00 0.020 10.0 0 71 64 0 3 0 64 82 0 2 2.00 127.09 0.024 0.00 0.00 0.015 2.0 0 84 350 0 1 6.5 83.0 0.028 9:0 12.0 0.040 10.0 ' 0 350 80 6 2 0.1 .1. 0. 0. 0.002 1.41 0.015 1.57 0.040 1.71 0.086 1.87 10.00 100. 0 80 82 0 2 1.25 230.0 0.009 0.00 0.00 0.015 1.25 0 82 351 0 2 2.00 129.0 0.029 0.00 0.00 0.015 2.0 ' 0 50 53 0 4 0.21 340.0 0.021 0,00 12.00 0.016 0.5 5.00 340.0 0.021 0.00 20.00 0.020 10.0 0 51 55 0 4 0.25 200.0 0.021 0.00 12.00 0.016 0.5 5.00 200.0 0.021 0.00 20.00 0.020 10.0 0 52 53 0 4 0.25 158.0 0.011 0.00 12.00 0.016 0.5 ' 5.00 158.0 0.011 0.00 20.00 0.020 10.0 0 53 54 0 3 0 30 54 0 1 4.0 145.0 0.029 6.0 6.0 0.060 10.0 0 54 56 0 2 2.47 36.0 0.006 0.00 0.00 0.015 2.47 56 55 59 4 3 0.0 0.0 1,20 1,20 3,01 2.43 6,00 4,26 ' 0 56 58 0 2 2.83 104.0 0.007 0.0 0.0 0.015 3.00 0 58 99 0 1 9.0 170.0 0.015 4.0 4.0 0.035 10.0 0 90 93 0 1 8.0 94.0 0.035 12.0 12.0 0.060 10.0 0 91 93 0 1 18.0 95.0 0.029 12.0 12.0 0.060 10.0 0 92 93 0 1 8.0 131.0 0.010 12.0 12.0 0.060 10.0 0 93 99 0 4 4.0 125.0 0.035 100.0 100.0 0.020 0.46 Page 1 Wind2 0.0 125.0 0.035 12.0 12.0 0.080 10.0 0 94 99 0 4 4.0 192.0 0.035 100.0 100.0 0.020 0.46 0.0 192.0 0.035 12.0 12.0 0.080 10.0 0 96 99 0 1 0.0 51.0 0.023 100.0 100.0 0.020 10.0 0 99 351 0 1 4.0 120.0 0.006 4.0 167.0 0.035 10.0 0 351 200 10 2 0.1 1. 0. 0. 0.092 5.64 0.166 9.71 0.318 14.83 0.467 18.47 0.672 20.98 0.792 23.41 0.985 27.30 1.119 29.67 1.254 44.16 0 0 ENDPROGRAM Page 2 z Q 0 H F 0 a w a EQ W 0 H 2 w H T 00 O1 n m O r d O 0 0 Go zo Eo _ H D U a h z r rn rn rn H a z o E o W H 7 O � m h W m w F H o a a rn w N a m m_ Z 5 E H h Zo Fo ado z a ti o u m w w u h N s w m z w w z rn W V z S n V W w U a a Z o F o O Ow a H a n , u 0 z h o u h Z rn N H W Z w a o O H ri ZW ZElZ U W U Z o E o a o m E O h Oh Q Z a z N a N N 2 H a ❑ H q H N O z.a F E W U U0 z a z a W > 0 W o H O W O O q z ❑ z N m . 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N N N N O N N N N N N O N N N N N N O N N N O N N O N N N N , ❑ H � �d Ea x y o00000000000000000000000000000000000000 m m a o W o EF W , H F [7 E ' ..i O U N .-. N .-:.-..-. -.-..-. 3 w F t gg - 3 0 3 3 3 3 3 3 3 • -- O W-' 00 0 0 . 0O •00000oo a s a s a o a H a a a a a a a w w w w w w w w w w w w w w 0 E E F E F E E E E E E E E 4 U U U U U U U u U U U U U O W— az az a zaazaza E 0 E ca Q P. M q Q n M� m N Q Q m N Q N H N� . Q sF H H H n a l0 N N V� N .-1 Q Q g Q❑ q Q V.-l00000,-lo.i000 V Zul ovv00000v tioo�000•-�o N , W O _ Q NwU < . . . .o.. . . .tinmNNonm��ooncrn.i ... . . . . . . 3 0 W a u F w �dw * U , Y CD w 00 0o nm m m oa y 0 0 C � O O O V ( m O 0 O O. V 0 co $ ca q N a 0 o_ U W " cc E (Qj N O l o a t; v E my c U C 3 O ow Q .. E w co O CO q a)C W ¢ a ii Ci C� PROJECT: CARE Housing SEQUENCE FOR 2000 COMPLETED BY: Chris Carlson DATE: 1-17-2000 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. Mar. Aril May June July Oct. Nov. Dec. Jan. 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 MAINTAINED BY: Contractor VEGETATION / MULCHING CONTRACTOR: Contractor DATE SUBMITTED: 1-17-2000 APPROVED BY CITY OF FORT COLLINS PROJECT: CARE Housing at Windtrail Park STANDARD FORM A COMPLETED BY: Chris Carlson DATE: 1-17-2000 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS BASIN ZONE (ac) (ft % ft 6 & 7 Moderate 2.02 360 2.4 81.2 8 Moderate 0.63 225 1.0 77.0 10, 11, 12, Moderate 1.68 360 2.4 81.2 13,16 9, 14, 351 Moderate 1.76 750 1.3 79.7 TOTAL: 6.09 - - 459 1.94 80.5 PROJECT: CARE Housing at Windtrail Park STANDARD FORM B COMPLETED BY: Chris Carlson DATE: 1-17-2000 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Pavement 6.01 1.00 Gravel Filter 1.00 0.80 Straw Mulch 0.06 1.00 2 tns/ac, S=1-10% Silt Fence 1.00 0.50 Straw Bale Dike 1.00 0.80 MAJOR PS SUB AREA CALCULATIONS BASIN % BASIN ac 1 812 6 & 7 2.02 Total Area = 1.86 ac Disturbed Area = 1.76 ac Straw mulch = 1.00 ac Pavement = 0.76 ac Silt fence along east property line Gravel filter at each inlet on Rolland Moore Dr. Net C-Factor = ((.06)(1.00)+(.01)(0.76))/1.76 = 0.038 Net P-Factor = ((1.00)(1.76)+(.50)(.80))/1.76= 0.400 EFF = (1-(.038)(.400))(100)= 98.5 98.5 > 81.2 so OK II 77.0 8 0.63 Total Area = 0.63 ac Disturbed Area = 0.63 ac Straw mulch = 0.49 ac Pavement = 0.14 ac Gravel inlet filter at detention pond 350 outlet pipe Net C-Factor = ((.06)(0.49)+(.01)(0.14))/0.63 = 0.049 Net P-Factor = ((1.00)(.63)+(.80))/0.63= 0.800 EFF = (1-(.049)(.800))(100)= 96.1 96.1 > 77.0 so OK 111 81.2 10, 11, 1.68 Total Area = 1.68 ac 12, 13, Disturbed Area = 1.68 ac 16 Straw mulch = 1.01 ac Pavementtasphalt = 0.67 ac Net C-Factor=((.06)(1.01)+(.01)(0.67))/1.68= 0.040 Net P-Factor = 1.000 EFF = (1 -(.046)(1.00))(1 00)= 96.0 96.0 > 81.2 so OK IV 79.7 9, 14, 1.76 Total Area = 1.76 ac 351 Disturbed Area = 1.55 ac Straw mulch = 1.01 ac Pavement/asphalt = 0.54 ac Silt fence along east property line Gravel filter at pond 351 outlet Gravel inlet filter at inlets on Bridgefield Lane Net C-Factor = ((.06)(1.01)+(.01)(0.54))/1.55 = 0.043 Net P-Factor = ((1.00)(1.55)+(.50)(.80))/1.55= 0.400 EFF = (1-(0.043)(0.400))(100)= 98.3 98.3 > 79.7 so OK V 80.5 All 6.09 Total Effectiveness: 97.5 97.5 > 80.5 so OK PAGE 23 C Cl C C C J 0 U Z J J C U 0 1 D1rnccc , C�I 1 C c UJ Lr; LP L n I g C M M M I C 1 m m CT CT C C C O C C 1 C I c C C C Ln Ln L: Lf) L' Ln c I g q M q M M C q M w 1 C I qG'1 CT CT CT (T O�OI O�CT 01 C1COC 1 . . . . . . . . . . . . . . . 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PREPARED FOR: City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, CO 80524 PREPARED BY: Lidstone & Anderson, Inc. 736 Whalers Way, F-200 Fort Collins; CO 80525 (LA Project No. COTST18.7) November 27, 1995 I. INTRODUCTION 1.1 Background The Windtrail Park P.U.D. is a proposed residential development located in the SW quarter of Section 23, Township 7 North, Range 69 West of the 6th prime meridian, in the City of Fort Collins, County of Larimer, Colorado. The proposed development would consist of both single - and multi -family dwellings comprising a total area of 12.9 acres. The multi -family portion of the ' development would encompass approximately 6.0 acres while the single-family portion would develop the remaining 6.9 acres. ' The development site is bounded on the west by Shields Street, on the north by the Sundering Townhomes development and Shire Court, on the east by an undeveloped tract, and on the south by Larimer County No. 2 Canal. The site is part of the Spring Creek drainage basin, and consequently ' is subject to the conditions specified in the Spring Creek Master Drainageway Plan [EPI, 1988]. The Preliminary Drainage Report for the Windtrail P.U.D. [LA, 1993] serves as an overall drainage plan for the Windtrail Development including the Windtrail Park P.U.D. Figure 1.1 presents a vicinity map of the project site. Based on information contained in the Technical Addendum to the Spring Creek Master Drainageway Plan, the proposed development is located in Subbasin 130 of the Master Plan Stormwater Management Model (SWMM). The Subbasin was modeled in the Master Plan with an impervious area of 70 percent, and is indicated as being tributary to Hill Pond on Spring Creek upstream of Arthur's Ditch. For reference, both the Master Plan SWMM Subbasin map and SWMM ' input file are included in Appendix A. An imperviousness of less than 70 percent is proposed, with all runoff being directed to Hill Pond upstream of Arthur's Ditch. Due to the subbasin's proximity to Spring Creek, the Master Plan model does not specify detention for the subbasin. It is noted, however, that the Windtrail Park Site is located within the Centre for Advanced. Technology, Special Improvement District (SID). A drainage study was ' conducted for that SID by RBD, Inc. in 1987. In that report, it was specified that on -site detention would be provided to release the 100-year developed condition runoff at the 2-year historical rate. However, the major drainage swale which serves both the Windtrail and SID sites was designed to convey the 100-year developed flows from the Windtrail Townhomes and Single -Family Developments, as well as the 100-year historical runoff from the SID. Specifically, the swale has recently been redesigned (Addendum No. 2, Outfall Swale Design for the Windtrail P.U.D., LA, ' August, 1995) to allow a total discharge of 30 cfs from the Windtrail Park development. Consequently, detention will be provided to the extent necessary to release the 100-year developed condition runoff at a rate of no greater than 30 cfs. f� i 1 Figure 1.1. Vicinity Map for the Windt -ail Development. K 1.2 Purpose and Scope of Study This study defines the proposed final drainage plan for the Windtrail Park P.U.D. in the context of Master Plan conditions and requirements. The drainage plan provides consideration for all on -site and tributary off -site runoff. Included in this plan is the design of all drainage facilities required within the project site. The major drainage facilities include a detention pond at the northeast comer of the site and a major swale extending from the pond to convey flows from the site to a previously developed swale which directs flows to Spring Creek. It is noted that all drainage facilities designed herein meet the specifications and requirements set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Sizing Manual. The recently modified version of the Urban Storm Drainage District's Storm Water Management Model (MODSWMM) was used'to determine design discharges and hydrographs at various points within the system. This information was then used to prepare a stormwater management plan that addresses overall storm drainage issues and provides detailed solutions to specific drainage conditions within the site. The SWMM analysis was conducted to provide the information necessary to design specific drainage measures including curb inlets, storm sewer pipes, and the detention facility at the northeast corner of the site. 3 II. EXISTING DRAINAGE CONDITIONS Existing site drainage patterns are such that flows generally run in a northerly direction across the site, toward Spring Creek. The Larimer County Canal No. 2 serves as the southern drainage boundary. Site runoff is collected by a shallow swale running west to east along the site and into a developed swale which conveys flows to Spring Creek. Off -site flows are collected by the eastern half of Shields Street and conveyed to the site. A portion of these flows are intercepted by two on -grade inlets along Shields Street, one south of Rolland Moore Drive (10-foot inlet) and the other south of Shire Court (I5-footinlet). The magnitude of flow entering the site from Shields Street is impacted by the interception capability of two existing curb inlets. The flows diverted by the inlets are conveyed directly to Spring Creek by way of a 27-inch RCP.. Flows which are not intercepted by the inlets are currently diverted from Shields'Street down Shire Court onto the development site. The total flow which would be intercepted by the two inlets during the 100-year event was estimated to be 9.8 cfs; the pipe full capacity of the 27-inch storm sewer is 19.6 cfs. Inlet and pipe capacity calculations for the system in Shields Street are provided in Appendix B. Subbasin A, as defined in the "Preliminary Drainage Report for the Windtrail P.U.D." [LA,1994], encompasses the Windtrail Park development site as well as 10.5 acres of undeveloped land to the east. The historical peak discharge from the entire subbasin (22.5 acres) is 20.5 cfs [LA, 1994]. Documentation of the allowable discharge computation for the Windtrail Park development is provided in Appendix B. III. FINAL DRAINAGE PLAN 3.1 General The final drainage plan for the Windtrail Park P.U.D. has been developed to provide a drainage system that is compatible with existing conditions in the Windtrail Development. This has been accomplished by utilizing existing drainage patterns to the extent possible and providing the intended outfall for the contributing drainage area to Spring Creek. Due to the proposed increase in impervious area (over historical conditions), and the corresponding increase in runoff, on -site detention would be required to compensate for a portion the runoff volume generated in excess of the historical condition. It is proposed that runoff from the project site be routed by means of streets, swales and a storm sewer system to a detention facility at the northeastern corner of the project site. Subbasin delineation, grading and drainage plans for the Windtrail Park development and off -site areas tributary to the downstream detention pond are shown on Sheet 1. Included on the sheet is the proposed location of the detention facility, major outlet swale, and locations of the minor storm drainage facilities; i.e., drainage swales, curb inlets, and storm sewer pipes. All on -site runoff is collected by the streets and is diverted to the proposed on -site detention facility by inlets at the east end of the project along Rolland Moore Drive, at the north end of Bridgefield Lane, and at the north end of White Mountain Court. The flows are conveyed from the inlets to the detention pond through a storm sewer system, which is complemented by a number of overflow swales. Discharge from the on -site detention facility was limited to the allowable discharge of M cfs defined in the "Addendum No. 2. Outfall Swale Design for the Windtrail P.U.D." [LA, 1995]. The detention pond outlet would connect to the existing major outfall swale associated with the Windtrail Townhomes P.U.D., that drains into Spring Creek. Due to proposed changes to the west end of Shire Court, all existing off site flows from Shields Street will not be diverted into the site via Shire Court but conveyed north on Shields Street. The changes to Shire Court consist of abandoning and regrading the existing section of the street between Weathertop Lane and Shields Street. The abandoned section of road will be removed and the area relandscaped to blend into the surrounding ground. Hydraulic analysis of Shield Street (See Appendix D) indicates that the existing inlet at the southeast corner of Shire Court and Shields Street allows 0.9 cfs to pass during the 100-year event. Under existing conditions, the flows passing this inlet are diverted from Shields Street east down Shire Court to Hill Pond Road into the WindtrO Townhomes development area. For proposed conditions, the flows will be conveyed north along Shields Street and diverted east along Hill Pond Road. Calculations are provided in Appendix B to document that the street capacity will not be violated on Hill Pond Road as a result of the redirection of flow. An additional 2.6 cfs would be allowed to overflow from the local sump at Inlet 1 at the north end of Bridgefield Land onto Shire Court during the 100-year event. The total bypass 5 discharge of 3.5 cfs (0.9 cfs+2.6 cfs) is less than the existing condition discharge of 3.6 cfs documented in the "Preliminary Drainage Plan for the Windtrail P.U.D." [LA, 1994]. Both diversion paths transport the flows to the same point of concentration in the Windtrail Townhomes area. 3.2 Proposed Drainage Plan ' A qualitative summary of the flow conditions within each basin and at each designpoint i p s provided in the following paragraphs. Reference is made to Sheet 1 for the location and delineation of each subbasin. Discussion of the detailed design of drainage facilities, which are introduced in this section, are included in Section 3.4. The 2-year runoff from Subbasins 1 and 2 would be collected by the two existing curb inlets and transported to Spring Creek. Discharge not collected by the southern Shields Street inlet in Subbasin 1 would flow to Rolland Moore Drive and be conveyed through the drainage system described below. As discussed in Section 3.1, 100-year flows not collected by the northern inlet would be conveyed along Shields Street beyond the project site to Hill Pond Road and into the Windtrail Townhomes development area. The overflow to Hill Pond Road would be 0.9 cfs for the 100-year event. Runoff from Subbasin 3, consisting of flows from the proposed abandoned section and an existing section of Shire Court would be collected by Inlet #1 (a 15-foot sump inlet) and conveyed via the storm sewer under Bridgefield Lane to the proposed detention facility. The sump inlet and the connecting storm sewer would have adequate capacity to pass flows for the 100-year event. Runoff from Subbasin 4 consists of overland flow from the parking area and grassed area of the proposed townhomes at the southwest corner of the site. The flows concentrate at the north entrance to the townhomes and are conveyed to the east along the south side of Rolland Moore Drive. Analyses of the street capacity of Rolland Moore Drive (discussed in Section 3.4.2) and the runoff from Subbasin 4 indicate that minor overtopping (4.6 cfs) of the street crown would occur during the 100-year event. These overflows would be directed down the west side of Bridgefield Lane, to Inlet 91 (a 15-foot sump inlet). 0 Subbasin 5 collects runoff from the open area along the east edge of the townhomes ' south of Rolland Moore Drive and a portion of the flow from the proposed single family lots to the east. Runoff from Subbasin 4 is conveyed through Subbasin 5 down the south side of Rolland Moore Drive. Analyses indicate that a minor portion ' (2.7 cfs) of the 100-year runoff would overtop the crown of Rolland Moore Drive and flow down White Mountain Court to Inlet #3 (a 10-foot sump inlet). Runoff from Subbasin 6 consists primarily of overland flow from the proposed single-family lots that is collected by an off-street drive and conveyed to the east to Inlet 95 (a 15-foot sump inlet) near the east end of Rolland Moore Drive. Flows ' collected by the sump inlet are piped under Rolland Moore Drive north to the proposed on -site detention facility. Runoff from Subbasin 7 consists of overland flow across the parking lot and grassed area of the proposed townhomes North of Rolland Moore Drive. Flows from the 100-year event would be collected at Design Point #3 and conveyed under Bridgefield Lane via a 24-inch RCP to the proposed on -site detention facility. ' Runoff from Subbasin 8 consists of flows from the proposed single-family lots along the west side of Bridgefield Lane and the minor flows that overtop Rolland Moore drive from Subbasin 4. The flows are collected at the north end of the basin at Inlet Al (a 15-foot sump inlet) and conveyed via the storm sewer to the proposed on -site detention facility. As noted in Section 3.1, a total of 2.6 cfs would overflow from Inlet 41 to Shire Court during the 100-year event. ' Runoff from Subbasin 9 consists only of flows from the single-family lots on the east side of B rideefield Lane and is collected at Inlet 92 (a 10-foot sump inlet) and ' conveyed to the proposed on -site detention facility by the storm sewer system. Runoff from Subbasin 10 includes flows from the single-family lots in White ' Mountain Court and the minor flows that overtop Rolland Moore Drive from Subbasin 5. The flows are collected at the north end of White Mountain Court at Inlet 93 (a 10-foot sump inlet) which carries the flows to the proposed on -site detention facility. Runoff from Subbasin 11 consists of flows from the backlots of the single-family homes on White Mountain Court and the undeveloped area to the east.. The southern portion of this subbasin directs runoff to Inlet 414 (an 8-foot sump inlet) near the east end of Rolland Moore Drive. Runoff collected by this inlet is conveyed by pipe to the on -site detention pond. Runoff generated by the northern portion of this basin flows overland to the pond. Subbasin 12 encompasses the on -site detention facility and collects runoff from the storm sewer system and swales that drain the entire project site. The designed 27- ' inch RCP outfall from the ov-site detention facility would drain into a proposed Swale which connects to the major outfall swald for the Windtrail P.U.D. 1 7 In order to facilitate conveyance of runoff through the street system, City of Fort Collins standard cross pans are specified at each entrance along the south side of Rolland Moore Drive. Specified high points in the grading plan are noted near the intersection of Rolland Moore Drive and Shields Street, and at the west end of the driveway which services the single family homes along the south side of Rolland Moore Drive. Within the site, drainage easements would be provided where necessary to ensure that overland flows could be collected and conveyed through well-defined drainage swales or storm sewers. All drainage easements are shown on Sheet 1. 3.3 Hydrologic Analysis of Proposed Drainage Conditions MODSWNIYi 1 was used to model the site response to the 2- and 100-year rainfall events. The rainfall hyetographs, resistance factors, surface storage and infiltration information were taken from the Spring Creek Master Drainageway Plan [EPI, 1988]. Overland roughness coefficients, depression detention depths and infiltration rates were also taken from the Spring Creek Master Drainageway Plan. Values for the subcatchment and conveyance parameters (area, width, overland slope, percentage of imperviousness, diameter and length) were defined based on the proposed site and grading plan shown on Sheet 1. Tables 3.1 and 3.2 summarize the resulting basin and conveyance parameters, respectively. The hydrologic model consists of 12 subbasins that were delineated to reflect proposed drainage conditions. Delineation of the 12 subbasins is presented on Sheet 1. As previously discussed, runoff from the eastern half Shields street (as depicted on Sheet 1 as Subbasins 1 and 2) would no longer be tributary to the site under proposed conditions. A schematic diagram of the MODSWMIVt model connectivity is presented in Figure 3.1. Runoff conveyance along the street elements was modelled with a typical one half street section, to a depth equal to the standard curb height. In order to accommodate flows that exceed curb full capacity, an overland flow channel equal to the flowline to.crown width was specified in conjunction with each of the corresponding street conveyance elements. The majority of runoff from the site would be collected at three locations: (1) near the intersection ofBridgefield Lane and Shire Court; (2) the east end of the project site along Rolland Moore Drive; and (3) the north end of White Mountain Court. At these locations, the peak discharges for the 2-year event would be 10.3, 5.3, and 2.2 cfs, respectively; and 41.7, 24.0, and 8.4 cfs, respectively, for the 100-year event. These flows would be conveyed to the proposed on -site detention pond by storm sewers at each of the three locations. The remaining runoff from the site would be collected directly by the on -site detention facility. I P 00 Fri .E �:.. .,.::. b �'.g; . o c o o c o 0 0 0 0 0 0 v _' to Ci li fn n1 to Cn Ci .en P1 Ci Ci O::i'-. ' to W) in knto to �n in O vn O kn N N N N N N N N N N N N O O O O O O O O O O O O a� C: N N O N O N O N O N O N O N O N O N O N C N O O O O O O O C O v1 N Itr en en V1 n N N O N O N Al K O v O .. o .m"j.'.::'::.: O O O l� l- 00 v .-. O O to b .. i ; ..: ,. G!u .:.::::: �. vi C1 V1 C1 O b e' R b h b c; W to (� •: kn N ..;G.:: C N O en C% to b -' $ O O O O O O O O O O O N O O 0 v1 m o in ON ON 7 "o v m m ti L N t01 7 V1 b I- 00 G1 �N. cn f E z o .. oc o0 00 00 00 00 00 00 3 o .: <:_,. 00 If)_ 0C v') _, CO ,n 00 kn -• OC h OC V1 -• 00 V f r, oC to tu y C tcn o �O tn M �o M �1n D � C V) �tr) cn �o VI OO OC Oo 00 OO OO OC OC r. 0 C O O C O 0 0 O O O C C o O C G N O N O O O O O O O O O O O O O O O O O O O O O an' O O O 0 o O otn 0 M O n ccf) CVO N of N 0. O� O 'ct O N In C N v4 O N v1 O N C N Cn O N ;� . •:_,. � .� U .Y r-. T CV cn Itt W) 00 O� O C O O O O O O O Fj U 10 0Q 0 Q 0 0 M L.L1 o= V) 0 W O 0 ON a O O 0 2 z zM m <7 O WO rz O -O W O O W UOOC z Oz Oa Z0 ❑O0a W 0 W J z LLJ rfi Z zwo D a M U U to O '10 NIV1NnOVI 31IHAk N 0 Ol NOISHUIG M SNlddOI83AO 133HIS to 4M O Q1 N otn 3N'71 013IJ3001?38 0 rLnl I co M m O co M =- co C `MJ W W G 3NVl O131l3001218 Ol NOISI13AIG V) En _ o M 9NIddOlil3A0 133M15 O v cn O K O z Y o a tU O C W Q J ^'• a H-z 3 CE p=in 2 = p> N p IA20 M O^ U a- O M W)M / Z _ N W.. 1332115 50131HS ^/ _ rjr,o W W M� l _ — _ — — — _ — � M J N W 1 �jtA `�� v Epp Clem WVpf Uwa NWX y O U O Table 3.3 presents a summary of the runoff results of the hydrologic modeling for each Osubbasin. Table 3.4 summarizes the design discharges at all pertinent locations; i.e., existing and proposed inlets, and for critical MODSWMM elements. The MODSWMM output, which is the basis for the information given in the tables, is included in Appendix D. Table 3.3. O Summary of 2- and 100-Year Peak Runoff Values for Developed Conditions. Area Dischar a cfs Subbasm (acres)' 2 Year 100 Year 1 1.16 3.2 9.7 2 0.36 1.0 3.0 a3 0.30 0.6 2.4 4 3.02 3.4 13.9 5 0.60 0.3 2.2 6 0.84 1.4 6.0 O7 3.16 4.9 18.7 8 0.98 2.1 7.4 9 0.31 0.8 2.6 10 0.87 1.7 6.2 11 0.46 0.7 3.1 �I 12 1.63 1.1 5.3 3.4 Design of Drainage Improvements 1 3.4.1 General OThe proposed drainage plan for Windtrail Park consists of a combination of street flow, curb inlets, storm sewers, swales and a detention pond at the northeast corner of the site. Final lot Ograding details will ensure that each lot is graded and landscaped to provide positive drainage around and away from building foundations. Drainage easements have been provided where necessary. The inlet and storm sewer system which is proposed for the site was designed to convey Oflows from the 100-year event. The primary reason for this design is to prevent flooding that could occur due to curb overtopping. Flow concentration points and proposed drainage alignments lie in 12 Table 3.4. Summary of Design Discharges at All Inlets and Other Pertinent Locations. 0 ODP#5 Location :j WMMNode �:S Con*t*n 'ut*ing*,*::' 'b u bbasini ­..:::D1s C . . .. 1.00. Y earl. Inlet 930 1 C.E. JO 1 2.9 9.5 !M Inlet #' ) 02 C.E. 302 2 1.0 3.1 11 DP#1 C.E. 304 1', 4 4.4 19.0 Inlet #1 C.E. 308 1b, 3,44, 8 2.7 10.9 Inlet 92 C.E. 109 9 0.8 2.9 DP #2 C.E. 305 4C )5 4.5 17.1 DP 1#13 C.E. 307 7 6.8 25.5 DPP #4 C.E. 316 1 ib ) 3,43P 7) 8) 9 10.3 41.7 I Inlet #3 C.E. 110 42,5.,10 2.2 8.4 Inlet #4 N.A.' 4a, 53, 621 Ilb 0.7 7.7 Inlet 95 N.A.' 4% 5c, 6 4.1 19.0 C.E. 111 44 )5,6, 11 5.5 24.0 On -Site Pond Inflow C.E. 210 3-12 19.5 80.9 On -Site Pond Outflow C.E. 310 3-12 8.9 Lr28.8-) _i 11 Street overflow from the indicated subbasin. Only a portion of the indicated subbasin contributes flow at the given location. Fromm 0 ` Non -street overflows from the indicated subbasin. Refer to inlet design calculations in Appendix F. close proximity to the proposed dwellings. The secondary, and mostly aesthetic reason for fully containing flows in the storm sewer is to avoid the need for lined channels and extensive riprap protection at various locations across the site. 13 3.4.2 Allowable Street Capacities Rolland Moore Drive is classified as a collector street and incorporates a roadway width (flowline to flowline) of 50 feet. It is further characterized by a 2 percent cross slope and a Fort Collins standard 64nch vertical curb. Both Bridgefield Lane and White Mountain Court are considered to be local streets having the same cross slope as collector streets, but with 4.75- inch roll-over curb. The widths of the two streets would be 36 and 28 feet, respectively. Allowable gutter flows and maximum street encroachments for both the initial and major storms were computed and evaluated for each of the streets, based on specifications set forth in the SDDC Manual. Criteria dictates that runoff during a minor storm is not allowed to overtop either the curb or the crown on local streets, and must leave one lane free on collector streets. As well, criteria also states that the maximum flow depth during the major storm is 6 inches over the roadway crown for both local and collector streets. A normal depth analysis of the allowable street capacities was performed using the water surface profile computer model HEC-2 (U.S. Army Corps of Engineers, 1991). Allowable discharges computed from the HEC-2 analysis were adjusted by capacity reduction factors as dictated by the SDDC Manual. The results of the analysis are summarized in Table 3.5. As shown in the table, estimated flows for both the 2- and the 100-year event are well within the allowable street capacity limits. The calculations associated with the street capacity analysis are included in Appendix E. 3.4.3 Inlet Design a As indicated in the previous section, street capacities would not be exceeded within the Windtrail Park development for proposed conditions. Therefore, on -grade curb inlets would not be necessary. However, .five sump inlets are proposed for site. The inlets are proposed at the 0 following locations: (1) Inlets #1 and #2, one on either side of the north end of Bridgefield Lane; (2) Inlet #3 the north end of White Mountain Court; and (3) Inlets #4 and #5 on either side of Rolland Moore Drive near its eastern terminus. Per SDDC Manual guidelines, theoretical capacities of the curb inlets were reduced by 10 to 15 percent depending on the size of the inlet. Specific locations and sizes of the inlets are provided on Sheet 1. The calculations associated with the inlet design are provided in Appendix F. 1 14 0 DTable 3.5. Summary of Developed Condition Discharges and Allowable Street Flows. O Allowable Street Developed <` Side. Street Flow Location Conditton Discharg of:' Slope ofs Street /o ( ) (cfs) (� ) a_ 2'Year 100 Year 2 Year 100.Yea Rolland Moore Drive North 0.77 7.8 >104 0.8 a between Shields Street and 2.8 Bridgefield Lane South 0.60 7.2 104 4.4 19.0 a Rolland Moore Drive North 0.60 7.2 Bridgefield Lane and White 104 0.3 1.2 Mountain Court South 0.60 7.2 104 4.5 17.1 Rolland Moore Drive East North 0.60 7.2 104 0.4 1.6 of White Mountain Court 0 South 0.60 7.2 104 5.3 19.6 Bridgefield Lane Nest 2.00 8.3 106 2.1 10.7 East 2.00 8.3 106 0.8 2.9 White Mountain Court Full Street 2.70 14.2 75 2.2 8.4 O O3.4.4 Storm Sewer Design OThe storm sewer system for the Windtrail Park development site consists of three separate pipe systems that would each drain into the proposed detention facility. The first system is designed for the intersection of Bridgefield Lane and Shire Court. A 24-inch RCP with a flared end section is proposed.for the northeast corner of Subbasin 7 (Design Point 3) to collect runoff from the parking area and backlot swale. This pipe would convey flow to Inlet #1. The combined flow at Inlet #1 would be conveyed across Bridgefield Lane to Inlet #2 in a 30-inch RCP. The total discharge at Inlet #2 would then flow to the detention pond in a 36-inch RCP. The second storm sewer line consists of a single 15-inch RCP that connects Inlet 93 at the north end of White Mountain Court to the detention pond. The third storm sewer line consists of Otwo pipes that collect flows from Inlets #4 and 95 near at the eastern terminus of Rolland Moore Drive. A 21-inch RCP connects the two inlets and transports the flows from the inlets to the adetention pond. The locations and alignment of each pipe are shown on Sheet 1. A detailed hydraulic analysis of each pipe system was performed using the UDSewer pipe hydraulic analysis model which was developed by the Urban Drainage and Flood Control District. O 15 0 The maximum water surface elevation in the detention pond of 5009.1 feet was used as the downstream tailwater elevation for the pipe network. The results of the UDSewer analyses show that the energy grade line in the storm sewer is below the ground surface at all three inlets. Therefore, the pipe flows would not have an adverse impact on the inlet designs which were previously described. All storm sewer design calculations, including the UDSewer analysis are included in Appendix G. 3.4.5 Swale e_ DesiV Four minor swales were designed, in addition to a single major outfall swale which is proposed to convey flows that are released from the detention facility. Two of the minor swales were designed to transport runoff from the northwest townhomes area to Design Point #3. The two remaining swales were designed strictly as overflow swales to provide evacuation of flows in the event that the associated storm sewers become substantially obstructed. Based on the design discharges shown in Table 3.4, sizing of the minor and major swales was accomplished assuming normal flow conditions. The side slopes for all swales were assumed to be either 4H:1V or 6H:1V; and a Manning's roughness coefficient of 0.060 was used for design. Design swale depths were based on an extra one-third capacity (above the 100-year discharge) as required by the SDDC Manual to provide sufficient freeboard. A summary of Swale design parameters and results is provided in Table 3.6 and shown on Sheet 2. Calculations for each of the swale designs are provided in Appendix H. 3.4.6 Detention Pond Desicp As described in Section 1.1, detention storage is required within the Windtrail Park P.U.D. to reduce the peak discharge from the site to a rate of 30 cfs for the 100-year event. The detention requirements for the Windtrail Park P.U.D. are met using a single on -site detention pond. The design of the on -site detention pond outlet was performed to meet the allowable release rate requirement of 30 cfs. A 27-inch RCP was designed as the outlet for the on -site detention pond facility. The on - site pond would discharge into the proposed major outfall swale for the Windtrail P.U.D. A hydraulic analysis of the pond outlet structure was performed using the HY-8 computer model which uses the methodology given in the Federal Highway Administration's "Design of Highway Culverts" [HDS No. 5, 1985). The final MODSWMM results from the analysis of the detention pond system showed that the discharge from the pond would have a 100-year discharge of 28.8 16 Table 3.6. Summary of Swale Design Parameters. cfs, which corresponds to a maximum water surface elevation of 5009.1 ft, msl with a peak storage volume of 0.95 acre-feet. The minimum berm elevation for the pond is 5010.0 ft msl, which provides 0.9 feet of freeboard. A variance is requested to allow freeboard of less than 1.0 feet for the detention pond. In addition, the bottom slope of the detention pond is 1.0 percent. A variance is requested to allow a bottom slope of less than two percent. A 25-foot wide emergency overflow weir will be placed at the outlet to the detention pond to divert flow to the outfall channel should the outlet pipe become clogged. The weir will be placed at elevation 5009.25 ft, msl for the on -site detention pond. Design calculations for the detention pond and all associated outlet structures are provided in Appendix I. Concerns have been raised about the potential exposure of groundwater due to the excavation of the proposed detention pond and outlet channel. The maximum depth of cut in the detention pond is approximately four feet. In addition, the channel depth below the existing ground surface would transition from four feet at the detention pond outlet to approximately two feet at the transition to the outflow swale for the Windtrail Townhomes P.U.D. A groundwater . monitoring well was placed in conjunction with the Windt -ail On Spring Creek P.U.D. at a location approximately 60 feet northwest of the proposed intersection between Rolland Moore. Drive and Bridgefield Lane. The location of the well is approximately 400 feet from the detention pond outlet. Measurements of the groundwater level in the well indicate that the water surface vanes seasonally between four and six feet below the ground surface. These measurements appear to indicate that the groundwater would not be exposed due to the excavation of either the detention pond or the outlet channel. 17 wow :�v }T" _ _ Legend }\ aw ® ®r ® '�']" Design Spot Elevation N. S -•-•-•-•-• Basin Boundary Q Existing Contour Proposed Contour 1 ® - Flow Direction \ First Floor Elevation 1\ \\ 1A � Storm Sewer and Manhole - -ti Straw Bale Dike ft •\� r� �� w. 3 Basin Identification \ ' -•- Basin Area in acres OO SWMM Conveyance Element rL.' _ _ ---r � Ckanoul �� • '�"°^ 4' Concrete Trickle Channel a - spsciman°�OTIc - ©°"�°•°- •--_. Sits Fence '. • FFa SmA.]NF,]4150]at WM3 4 EROSION CONTROL NOTES fd Final Drainage and Erosion Control Study far me Care Housing at NAndlrail Pam 0 Ares Assor isa TO 1. All recanmereetrons of thw ag Y 9 Y Y laces shall be canplied w4a. � s \\ '1\ \ ap • 2. prior to commencement by any construction, the contractor shall More me City Engineering Department (221 E700) and the Erosion Control Inspector (221 -BBB 1) \ t \ \\ \•.. 8 $ > + Twenty-lourhe (24) hours advance nob \ 1 \ \ •" a _ a� 3. All reguimtl pedmeer at MDcing shall ag installed prior to any land disturbing ac wiry (stockpiling slipping grading, etc.). All other requ led erosion control measures - shall be imperil at the appro inane time in the construcion sequence as indicated in the appmved prdect aphedue. constructor plans, and erosion Mail report a 1.51 0 4. PredeWNance vegeegun shall be protected and mtainad wherever possible. Removal or disturbance of existing vegeeeon shall be limited to the area required for s immediate construction opKratpns, and for the shortest practical spread of time.I"- 5. All was exposed during lard disturbing adlMy (sbipping, grading, unity installaborm stockpiling filling etc) shall ma kept in a roughened condition by upping or I` 11 1 I I INmolg tlisdng along land school until mulch, vegetation or ore permanent erosioncontrol is instated. No will in areas Dualax Protect street rights of way shall remain 8" Dia. PedoraM kN12- Fs- IT I'l _ exposed by land disturbing actvdy for more man thirty (30) days belie required! temporary or m anent erosion contml (a q seed/muldr, landscaping, etc) is Underdrain 0 50°G Slope I 1 SoaA 5 Nn35 smso inalelMd, unless othervAm approval by the Stornwater UBI ty All soon di5mrbed sills shall be seeded according to me IaMrcapa plan or straw mulched at 2 Tote 387 L P Cona W e or more inches into the soil or sprayed with a tare fier. tora/eae elthw uinpe04 p Yeti South Ines in R011and doom 1 Drive 1, Inv.=5015 0 ; 8. The property%hall be watered and maintained at all times during constructor Scanning so as b prevent windrausea erosion NI lano disturbing activifies shall to See Detail Sheet 1pgFor- immedia ily di oontlnuetl when ful dust impacts adaotnt properfmes, as determined by the CRY of Fort Collins Engineenng Department Trench Cross Secede ! 7. All temporary oural erosion control measures shall be inspected and reps red or reconstructed as inchs lary after each mno6 event in order to assure continued I I m performance of their Infend'ed function NI retained sediments, particularly Those on paved e removed and surfaces, shall boand disposed ofin a manner and location u ; FF- sea s 50235 51230 8 so as not to mum their meeam Into any dramagew ry. Difich - J ( ; 20 Type R Inch 8. No cell stockpile shall a coed tan (10) feat in height NI soil stockpiles shall be protected from sediment transport by surface roughening, wassail and perimeter silt Eaaenpm `it InaMl Grimed Ienpug. Any soil Simmons emaining aft thirty CIO) days shall be seeded and mulched. Y j�- t I Inlet Fiber-r- --_ 9. CM On imnce prohibtls cow Ve torg, dropping, or deposNng of suits or any other matedat onto CM ran any Vehicle AnyirmOsederrtdeposied rea l shell be, deeded immedialwly by me contractor. I ICleanojj--` _ 10. Erosion Control BMP Details are shown on Sheet 10, Canmcted Gley Bather-L ',eft -� 6"TM1kNmin11 vow rc DRAINAGE SUMMARY TABLE Provide Bank stedlheten!1 �( i Geotextile for Slopes Greater Than 3 1 11 compact To: Barn Parameters _ Subbesin Conned To: Wtlm Area Percent (feet) (amp) Impervious 1 101 1200 1.2 950___ 2 102 500 O4 950 3 52 2g6 6.2 _ 9g.S 4 1" _417 400 30 43. 5 50 22 82.4 15 M 258 1.0 M 4 6 W us 18 40. 7 70 252 04 799 a Bl 139 OB d0 ITI 9 51 SKI 0.5 49 10 90 291 0.3 M _ 11 92 409 04 53ty 12 94 192 0.6 76. 13 L 9e L 120 0.2 5B. 14 58 1 0] 48.7 16 91 Be 0.2 57.7 351 351 348 as 10. &n ;15 LF.SADSNi2 1 (noFl9aMraed) BaMeen Versa -Loft Ramming Well. Install Stepped with-h / �I Fence ICMpY Barter and Slaml Proposed Slap. The Grourml Elevation Ranges ham 5022 to E028, Top Elevation ham 5023 m 11 5028. Average Heigh1=2-3 Feet See Detail. r PROJECT. CARE Housing at NYNhal Park SEQUENCE FOR 2000 COMPLETED BY: Cops Carson Irq'xnb the use of a bar lire W symba s wlwe Wasson comm; nepuntli be managed. Malmo madBruEwan to an apVranki schmi ue may raFM1e FrMimg new wheduk fd acdoval ov me Cib Erumr' 100.Yew 0=7.16 cM C O 81 9' CROSS SECTION AA N T.S 10D rear O=2 86 cis y=0 la Cmss Rape 24 244 CROSS SECTION H NTS 100-Year 0=3 C9 cde 15 y=0.16 Crash Sipe 14 CROSS Se"DON CC Install Stepped with or Ton Ground Elevation him Wl6 E to 50140. FF- Smo5 FF- FF= toting WI9.5 FF= Area Inlet Wig Glace EL=5015.ED FF- IrIIA I Call Plate NAm wig ia.Chi ce on0u qe� �MH 2 FF= FF= FF= FF= goals 5019]5010] sales 27" L _J lti° 51 t1' F-� i Fr� YFF= Si165. 0193 1 Remove FK-. ll WpSa! Sa,9.a I I nML4 am ed III `" Y I I FF- FE= 1WI80.�. �5_ CCC/ U. \ I Sao! 1� \ pi15s F _ I \I\ I FF= rX..ee III IW155 •yF..J ��� 11 Fad Sol -si III 0 38 FF 13 � sot rA...au . 0.15 II Ni 15 Headll& RCP1 1 00 waNSngwells 4' Pond 351 24•na4�'-rna�\ oreo Pad Enms6og = `Soh Fence 2e CMP C.A.T. NINTH FILING _ 1DD-Year MEL=5", Volume =l of ai Existing Storm Sewer _Z 40� M reF p r.xo Al Mar f Jurm AFy Augs aNL pi i Dec OVERLOT GRADING NAND EROSION CONTROL nRoughing - mere Blamer ve¢+alire Methods Mulching I Sewam RAINFALL EROSION CONTROL STRUCTURAL. Delenomr PoM 5010.5D Pork outlet Fibers Slaw Barriers 7 Sift Fence Barriers sane Bags Bare Bad Preparation CordwrFunows Atphaft r Concrete Paving VEGETATIVE Permanent seed Pelting 50 Mukimitg I Beeline TempO'ary Seed PIagng Sod Insaglation NeNrrgs / Mas / &ankels BUILDING CONSTRUCTION. _ STRUCTURES: INSTALLED BY: commissar VEGETATION I MULCHING CONTRACTOR Owrltrwlp DATE SUBMITTED. 3-17-20W - APPROVED BY CITY OF FORT COLLINS ON POND \ �5009.50 5010.50 114��1 Thai 351 SPILLWAY 17. 501TO 5017.4 Ar POND 359 SPILLWAY Install Areal Excelsior PEr MAT ban spillway Crest Down a SidewreM it mail (Extend Into Slope) M to 18East The In 18" M on East and West Ends. 'OLUME� R (E E all ORIFICE (epq 0023 1 501ILM 165 rare.- Install Temorary Seagram Trap flor Emsion Cool In Detention Ports Existing 2T' Die RCP City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED. aty eM•... wr. CHECKED BY: • • .w... W. Uuar. o.r. CHECKED BY a •s••r• ornu. wr. CHECKED BY--_ .• ` r ....•.n•. on• CHECKED BP.._ _ _ .•am.., a- CHECKED BY'. _ a f?B core y erR s x b„eTT Ulu) Q U 0 _ J ❑g Z a a W J 0 O Q Z uc Z ¢O ❑ U Z Z O Q to < 0 C7 w Q Y Ir C) Q Z_ 10 1n J D Q O� = H 111 >Z Q > U 4 _ = s L 07 0