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HomeMy WebLinkAboutDrainage Reports - 04/20/2001PROPERTY COLLMS i J '•U4 u� 2 T 2001 Find A proved ROP:L Date u%! COLORADO ? Littleton 8232 E. Park Meadows Drive Littleton, CO 80124 r 303.708.0500 Fax: 303.708.0400 Email: inio©manhard.com ILLINOIS Vernon Hills 847.634.5550 DownersGrove 630.515.8500 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR PROVINCETOWNE PUD FILING TWO March 22, 2001 Prepared for: Kaufman and Broad of Colorado 8401 East Belleview, Suite 200 Denver, CO 80237 Prepared by: Manhard Consulting, Ltd. O% •'• 8232 Park Meadows Drive Cn', Littleton, CO 80124 33366 (303)708-0500 ,% Engineers Surveyors Planners I �I TABLE OF CONTENTS INTRODUCTION ........................... ...........................1 ....................................................... PREVIOUS DRAINAGE STUDIES..................................................................................1 DEVELOPMENT OF SWMM MODEL.............................................................................3 DETENTION POND CONSIDERATIONS.......................................................................4 STANTON CREEK TRIBUTARY ANALYSES................................................................5 ' STONE CREEK TRIBUTARY ANALYSES.....................................................................5 OVERALL DRAINAGE CONDITIONS............................................................................6 STORM DRAINAGE PATTERNS AND FACILITIES......................................................7 NorthwestBasin..................................................................................................7 NorthCentral Basin.............................................................................................8 NortheastBasin....................................................................................................9 SouthBasin.........................................................................................................9 EROSION CONTROL PLAN.........................................................................................10 ' LIST OF FIGURES 1 Figure 1. Vicinity map....................................................................................................2 LIST OF TABLES 1 Table 1. Subbasin Constants........................................................................................7 Table 2. Basin Parameters............................................................................................8 Table 3. Conveyance Elements and Peak Discharges ............... .1 n t .J a C i [I 1 INTRODUCTION This report summarizes the final storm drainage investigations performed for the proposed Provincetowne PUD Filing Two in Fort Collins, Colorado. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, design detention ponds and storm drainage facilities and to .determine downstream effects of the proposed construction. This study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The Provincetowne PUD Filing Two (Filing 2) is located south of Trilby Road and west of Lemay Avenue as shown in Figure 1. It lies west and south of the Provincetowne PUD Filing One. The Overall Development Plan area, including Filing 2, consists of approximately 169 acres. Filing 2 consists o f approximately 75 acres occupying a portion of the northeast quarter of Section 13, Township 6 North, Range 69 West, of the 6`" Principal Meridian and lies within the Stone Creek and Stanton Creek drainage basins, which are tributary to the Fossil Creek Basin. PREVIOUS DRAINAGE STUDIES Several drainage analyses have been completed for the area encompassing the proposed improvements. The following list summarizes the various analyses and the more relevant aspects of those studies. These studies are shown here for informational purposes only. Any section of a study relied upon for the Filing 2 design is included in the appropriate section of the Appendix. Final Drainage Report for Provincetown/Portner SID, Parsons and Associates, December 1984. • Covers roughly 410 acres along the east side of Lemay Avenue from trilby Road to County Road 32 (CR32). • Runoff quantities were computed using the rational method and Colorado Urban Hydrograph Procedure.' • Noted that on -site detention would be provided within Provincetowne as tracts are developed. • Q100, historic, at Lemay/Trilby = 73.5 cfs • Q100, historic, Stanton Creek tributary north of CR 32 = 228 cfs Final Drainage Report for South Lemay SID #86, Engineering Professionals, Inc., July 1985. Sized culverts under Lemay Avenue at Trilby Road and at the Stanton Creek tributary north of CR 32. Letter Report, Stanton Creek tributary easement acquisition, Parsons and Associates,. January 1988. Used Manning's equation and normal depth computations to compute 100-year water surface elevations in the Stanton Creek tributary east of Lemay Avenue. Cross Sections were spaced at 50-foot intervals. Two feet of freeboard were added to the computed 100-year water surface elevations, and easements were described for the land underneath the freeboard elevation. I I a VICINITY MAP Figure 1. Vicinity map. Final Drainage and Erosion Control Report for Provincetowne PUD, Phase 1 (South Lemay Avenue), Fort Collins, Colorado, Parsons & Associates, September 1993 (Revised November 1993). • Used rational method to compute stormwater runoff from the project. • Revised the historic 100-year discharge at Lemay/Trilby from 73.5 cfs to 95 cfs. • Specified one detention pond for Provincetowne PUD, Phase 1, located at the southwest corner of the intersection of Lemay Avenue and Trilby Road. The required pond volume was determined using rational method computations. Final Drainage and Erosion Control Report for Redeemer Lutheran Church, Parsons and Associates, May 1992. Addendum to Provincetowne PUD and Redeemer Lutheran Church PUD Drainage Reports, Parsons and Associates, June 1995. • Noted that the existing Provincetowne pond at the intersection of Lemay Avenue and Trilby Road provided detention requirements for the church parcel. Hydrologic and Hydraulic Analysis of Stone Creek, February 1996. • Drainage computations for the drainage located at the northwest corner of Provincetowne Filing 2. Final Drainage and Erosion Control Report for Eagle Tree Condominiums, Fort Collins, Colorado, Parsons and Associates, August 1996. ' Site engineering, design, and drainage computations for a 92-unit project at the northeast corner of Provincetowne PUD, Phase 1. Preliminary Drainage and Erosion Control Report for Provincetowne PUD, filing 2 (South Lemay Avenue), March 1997. • Provided the first round of preliminary drainage computations for the Provincetowne PUD Filing 2 area. • Sized detention ponds on -site using rational method computations. • Is being replaced with this report. DEVELOPMENT OF SWMM MODEL The complexity of the stormwater drainage patterns and numerous detention ponds in Filing 2 makes it impossible to accurately perform drainage computations using the rational method. Accordingly, the City of Fort Collins Stormwater Utility required the use of SWMM to perform the drainage computations for the project. However, the problem, with such an approach is that the drainage computations for the earlier phases of Provincetowne were performed using the rational method. Since Filing 2 drains through the Provincetowne PUD Filing One (Phase 1) drainage elements and detention pond, timing issues make it difficult to model the impacts of Filing 2 on the Phase 1 drainage elements without including Phase 1 in the SWMM model. SWMM, however, computes a higher quantity of runoff for a given parcel than the rational method does. Thus, modeling of the Phase 1 area with SWMM results in higher discharges from the Phase 1 area than were anticipated. 11 3 E This problem was addressed by "calibrating" a SWMM model such that the 100-year peak runoff values, computed using SWMM, .matched those computed using the rational method (for the same basins) for the Phase 1 area. We determined basins that generally matched those presented in the Phase 1 drainage report (Parsons and Associates, 1993) and used percent impervious values reflecting the land usage on the parcels (as taken from the Fort Collins Storm Drainage Design Criteria). With the basic parameters the same in our SWMM model and the rational method, we adjusted the basin widths as necessary to "calibrate" our SWMM model to match the rational method values. Documentation and calculations are included in the Appendix. We delineated basins in the Filing 2 area and future phases of Provincetowne, placing concentration points at anticipated inlet and cross -pan locations. Percent impervious values for the various land use types, as reflected by the FCSDDC manual, were used in the model. Basin widths were computed by dividing the basin areas by overland flow lengths taken from the development plan. Basin overland flow lengths were limited to those values presented in SDDC manual. DETENTION POND CONSIDERATIONS In the Phase 1 drainage analysis, all detention storage for the Phase 1 area was provided by a single pond located at the northeast corner of the site (pond 307). The Phase 1 drainage computations indicated the 100- year historic discharge at the Pond 307 location was 95 cfs. There are, however, two 42-inch and a 36-inch diameter pipe draining the detention pond. The available capacity of these pipes for draining Pond 307 is 284 cfs. (for a peak pond water surface elevation of 4911 as designed and accounting for 30.6 cfs entering the pipes via storm drain inlets as reported in the drainage report for the South Lemay SID #86, Engineering Professionals, 1985). Some modifications will be necessary to the pond outlet works to allow this quantity of discharge to pass without raising the pond water surface elevations above the design value. This capacity is significantly greater than the historic discharge at this location. The developer desired to release water from the pond at the pipe capacity thereby freeing up detention volume in the pond and reducing the need for detention storage in the Filing 2 area. We spoke with the engineer for the project that lies east of Lemay Avenue (Stanton Creek) and were told that they had designed their drainage features along the south side of Trilby Road (in line with the outlet for Pond 1 307) to carry 175 cfs. Though we tried to pass enough Filing 2 water to Pond 307 to reach a release rate of 175 cfs, we found it undesirable due to capacity limitations in the conveyance elements between Filing 2 and Pond 307. These limitations ultimately led to the consideration of detention storage on the open space property located south of Provincetowne on the Stanton Creek tributary just north of CR 32, as discussed in the following section. With detention storage occurring on the open space property, rather than in Pond 307, the computed release rate from Pond 307 is 140 cfs with a corresponding storage volume of 4.2 ac-ft. This release rate is 40 cfs less than allowed by downstream capacity. There are three 29" x 45' HERCP culverts in the downstream channel at St. Thomas Drive, which have a design capacity of 180 cfs. The release rate from Provincetowne Pond 307 is 40 cfs less than the culvert capacity. Modifications to the existing orifice structure at the Pond 307 outlet will be required to permit a discharge of 140 cfs at the design storage volume of 4.2 ac-ft. The existing orifice must be widened from 24" wide to 35.25" wide. Based on meetings with Stormwater Utility personnel, enlargement of the orifice opening is permissible. 1 I I ISTANTON CREEK TRIBUTARY ANALYSES To assess the potential for detaining water on the open space just north of CR32, the hydrologic and hydraulic impacts on the drainage had to be analyzed. As noted earlier, the Final Drainage Report for Provincetown/Portner SID (Special Improvement District)(Parsons and Associates, December 1984) showed a 100-year historic discharge of 228 cfs for the Stanton Creek tributary at Lemay Avenue. Portions of future phases of Provincetowne fall within this basin; and since those parcels are modeled using our SWMM model, we adjusted the historic discharge to reflect only that discharge coming from land not included in future phases of Provincetowne. We made the adjustment by creating a one -basin SWMM model using historic conditions data (percent impervious, etc.) that had the same area as the basin modeled in Parsons' analysis. We then adjusted the basin width until the 100-year peak discharge from the SWMM model matched the 228 cfs computed by Parsons using the rational method. We also reduced the overall drainage basin area to reflect the loss of that area included in our Provincetowne SWMM model. The resulting 100-year historic discharge from the non- Provincetowne area is 136 cfs (computations included in the Appendix). Using cross sectional information provided in the analysis performed by parsons and Associates on the Stanton Creek tributary in 1988, we computed the hydraulic capacity of the tributary channel east of Lemay Avenue. The capacity of the most restrictive cross section was 613 cfs (computations are included in 'i Appendix). There are three 42-inch and one 30-inch diameter culvert crossing under Lemay Avenue at the Tributary. Detention Pond 308 will be constructed immediately upstream of the existing culvert crossing. The culverts were computed using HY-8. Assuming the existing berm located along the west side of Lemay Avenue is made continuous over the culvert crossing location and is set at a such an elevation to provide up to 9.15 feet ' of head on the culvert inlets, a discharge of 479.3 cfs can be passed through the culverts. As stated previously, the downstream channel has capacity for 613 cfs. STONE CREEK TRIBUTARY ANALYSES Part of the Provincetowne Filing 2 area is situated within the Stone Creek drainage basin. In accordance with guidance from the City of Fort Collins Stormwater Utility, we determined the area of basin overlap between the ' Stone Creek basins number 62 and 63. The 100-year runoff from basins 62 and 63, as reported in the Stone Creek study, is 148 cfs. Therefore, our permissible developed -conditions discharge from Provincetowne Filing 2 is 64 percent of the quantity, or 95 cfs. Accordingly, we provided adequate detention storage on -site i i I in filing 2 so as to limit releases into the Stone Creek tributary to less than 95 cfs. Please note that the Stone Creek SWMM model used the Fossil Creek Master Plan hyetograph. All of the areas included within Provincetowne were modeled using the Foothills Basin hyetograph. 5 I IOVERALL DRAINAGE CONDITIONS This historical drainage patterns are similar to those proposed. The development drains via overland flow and Filing 1 facilities and leaves the property at three separate locations: (1) an existing box culvert under Trilby Road at the property's northwest corner, (2) the existing Eagle Tree detention pond at the southwest comer of Trilby Road and Lemay Avenue, and (3) across the City of Fort Collins open space to existing culverts under Lemay Avenue south of the property. All three outlets eventually drain to Fossil Creek. The area is currently covered with native rangeland vegetation. An overall drainage plan shows the proposed drainage patterns and facilities that will be incorporated into the Filing 2 site. The plan shows proposed grading at 1-foot contour intervals. A schematic of the fully developed conditions SWMM network is shown in the appendix. The fully developed conditions SWMM model consists of 4 drainage basins and 110 subbasins, 86 of which represent Filing 2 tributary areas. Although Filing 2 does not include development of the entire ODP area, the analysis was conducted assuming fully developed conditions in all areas except subbasin 218. Subbasin 218 drains directly to detention pond 301 and contributes a significant volume of runoff under fully developed conditions. In order to minimize the pond's size at this time, subbasin 218 was modeled at historic conditions. At such time that the subbasin is developed; detention pond 301 will require enlargement or additional onsite 'detention will be required, within the subbasin. i Runoff will leave the property in three separate locations: 1. The northwest outlet drains into an existing box culvert running under Trilby Road in the northwest corner of the property (element 399). The area draining to these locations is called the Northwest Basin. 2. The north central outlet drains into a 30-inch RCP, which empties into the Phase 1 detention pond (pond 307). The detention pond=s outlet runs under Lemay Avenue to the east. The area draining to this location is called the Northeast Basin. 3. The Northeast basin consists of the existing Filing One area. The basin drains via overland flow to the existing Phase 1 Pond (Pond 307) which outlets to existing culverts under Lemay Avenue to the east. 4. The south outlet drains into the open space area along the property=s southern boundary. A detention pond (pond 308) will be constructed on the open space to restrict release rates from the area and prevent overtopping of Lemay Avenue. This area draining to this location is called the South Basin. SWMM subbasin constants are shown In Table 1, subbasin parameters in Table 2 and conveyance elements and runoff in Table 3. Detailed drainage patterns and storm drainage facilities for each of the three basins are described in the following section. I r I 11 I 1 I 1 I STORM DRAINAGE PATTERNS AND FACILITIES Northwest Basin An existing box culvert that runs under Trilby Road will be used to convey runoff out of this portion of Filing 2. The box culvert is part of the Stone Creek basin and conveys historical runoff from basin 62. The northwest basin of Filing 2 will release runoff at less than historical rates. The historical 100 -year runoff is 95 cfs and the fully developed 100-year condition release rate will be 23 cfs. -Additional information on the allowable release rate is included in the section titled, AStone Creek Tributary Analyses." Table 1. Subbasin Constants Parameter Value Manning's n for impervious surfaces 0.016 Manning's n for pervious surfaces 0.025 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 hour Time step 5 minute The drainage divide between the northwest and northeast basins generally runs along the east side of Provincetowne Drive and Ashford Court. Another divide that separates the northwest and southeast basins exists south of Glen Haven Court. In the southern portion of this basin, runoff flows northward in Provincetowne Drive, Glen Haven court and in a swale, which collects runoff from subbasin 243. Two inlets under sump conditions collect this runoff. Runoff is from subbasin 298 combines with runoff from subbasin 236 and flows southward on Provincetowne Drive to the inlets. Inlets 25 A and B are 15-foot Type R inlets. The pipe connecting the two inlets is a 36-inch diameter RCP (element 384). A 36-inch diameter RCP (element 386) conveys runoff from the inlets to detention pond 301. The detention pond, element 301, will be sized to contain the 100-year storm runoff from subbasins 218, 219, 298, 242, 243 and 241. As mentioned above, subbasin 218 was analyzed under historic conditions. Runoff will enter the pond through the 36-inch diameter RCP and overland flow from basin 218. The pond's outlet structure will consist of an 18-inch pipe and 13 inch orifice to reduce the outlet flow rate. The peak 100- spillway will be located above the pond's outlet structure. The spillway would release water into detention pond 302 if the orifice clogged during the 100-year storm. Outlet rating curves are shown in the Appendix. In the middle portion of the basin subbasin, 217 drains through a 15-foot Type R inlet and into detention pond 302. Detention pond 302 will be sized to contain the 100-year storm runoff from subbasins 214 and 217. Runoff will enter the pond through an 18-inch storm sewer, swales, and overland flow. The outlet will consist of an 18-inch RCP and 15.25-inch orifice that will limit the peak100-year outflow. 7 u There are two separate detention ponds in the northwest corner of the basin. Due to grading constraints, they could not be combined to form a single pond. Detention pond 305 will be sized to contain the 100-year storm runoff from subbasins 206, 201 and 204. Subbasin 201 drains into a swale that runs along the western property line and prevents local runoff from leaving the property. Subbasin 206's runoff flows across a parking lot northward to inlet 11A, a 10-foot Type R inlet. An 18-inch diameter RCP pipe connects the inlet to detention pond 305. Pond 305's outlet will consist of an 18-inch RCP and 9-inch diameter orifice. North Central Basin The northeast basin drains into detention pond 306, which outlets to a 30-inch RCP that will run under Brittany Drive. The pipes daylight into the Phase 1 detention pond, labeled pond 307. The project's effects and proposed changes to the pond 307 outlet structure are discussed in the section titled, "Detention Pond Consideration." The second detention pond, pond 304, will be sized to contain the 100-year runoff from subbasins 295 and 203. To avoid exceeding street capacity on Provincetowne Drive, two 15-foot Type R inlets (7 A and B) were placed at the intersection of Crown Ridge Circle and Provincetowne Drive. The inlets drain into an 36-inch ' diameter RCP that connects to inlet 5A. Inlet 5A drains into a 36-inch diameter RCP. A 42-inch diameter RCP outlet pipe will run to inlet 5B and then to the detention pond (pond 306). ' A series of swales, eight inlets, and connecting storm sewer pipes collect runoff from subbasins 237, 238, 239, 240, 299, 236, 296, 234, 235, 231, 233 and 229. The system runs along the west side of Brittany Drive. Proposed condition runoff will not be allowed to cross Brittany Drive. Local runoff from subbasins 229, 234, and 240 will be collected in swales running along Brittany Drive. Culverts and/or area inlets will be used to convey this runoff into the storm sewer system. Subbasins 237, 238 and 239 drain to Benson Lane, where two 15-foot Type R inlets (inlets 1A and B, respectively) collect the runoff. A 30-inch RCP will run under Benson Lane from inlet 1A and B. Another,30- inch RCP will connect inlet 1 B to inlet 2A. The runoff from subbasin 231 flows to and into detention pond 306. To avoid exceeding street capacity on Colony Hills Drive, a 15-foot Type R inlet (inlet 12.B) was placed near the intersection of Battsford Avenue to intercept runoff and direct it to the storm sewer main at inlet 2A. Inlet 2A collects runoff from subbasins 235 and 296. A 36-inch diameter RCP connects inlet 2A to inlet 2B, one 15-foot and one10-foot Type R inlet under sump conditions. Another 36-inch diameter RCP connects inlet 2B to an area inlet 3A. A 42-inch diameter RCP conveys runoff from this area inlet to detention pond 306. Subbasin 225, 226, 227, 228 and 230 drain to two inlets. The inlets, labeled inlet 4A and 4B, are 15 -foot Type R inlets, and are under sump conditions. A 36-inch diameter RCP pipe connects inlet 4A to inlet 4B. A 42- inch diameter RCP connects inlet 4B to detention pond 306. The pond's outlet will consist of a 30-inch RCP and 25-inch diameter orifice. The outlet limits the 100-year outflow to 50 cfs and yields a required storage volume of 2.972 ac-ft. The pond's outlet connects to a proposed 30-inch storm sewer and a second proposed 24-inch RCP that will run along Trilby Road to pond 307. Historic runoff on Brittany Drive will to be picked up by the proposed storm sewer system on the west side. With the exception of the 24-inch RCP running along Trilby Road (Element 23), no additional runoff will be added to that system. The detention pond 307 outlet will be enlarged to allow a 100-year release of 140 cfs while having a m aximum storage volume of 4.200 ac-ft. The pond was originally designed for 4.1 ac-ft of storage. 8 11 Northeast Basin ' The Northeast Basin consists of the existing Filing 1 area. This area drains via overland flow to existing pond 307. Outflow from pond 306 is conveyed through a proposed 30-inch RCP to an existing Filing 1 culvert. The 30-inch pipe daylights before the culvert and is conveyed through the culvert and with swale 220 to pond 307. The remaining area of Filing 1 will remain unchanged and will drain to existing developed flows to pond 307. Subbasins 286, 285, 284, 283, 280, 282, 281, 279, 297 and 265 drain to existing swale along the west side of Lemay to pond 307. The existing pond volume of pond 307 will be sufficient to detain the existing development and the developed flows from Filing 2. The allowable release from pond 307 is 171 cfs. The existing box outlet will be modified with a 28.6 inch orifice to allow an outflow of 140.47 cfs. South Basin The South Basin consists of area that drains to the proposed open space detention pond (pond 308). Less than half of this area will be developed as part of Filing 2; however, fully developed conditions throughout the ODP were modeled to determine final build -out infrastructure requirements. Discussion of proposed features through open space is included in the Appendix. Subbasin 246, which lies to the west of Provincetowne Drive, consists of 20.1 acres to be developed in the future. The area is assumed to be 45 percent impervious. The basin will drain to a 48-inch diameter RCP ' culvert (element 87) crossing Provincetowne Drive. Inlets 26A and 26B collect runoff from subbasins 244, 245, 248, 246 and 249 and combine it with the flows from subbasin 246. Inlet 26.A is a 10-foot Type R and 26.6 is a 5-foot type R, both under sump conditions. The 48-inch diameter RCP continues eastward until it daylights into a large swale (element 85). Runoff from subbasin 250 flows down Heather Glen Lane to two 15- foot Type R inlets on grade. An 18-inch RCP will connect the inlets to element 85. Runoff from subbasin 247 also flows to element 85, which runs to a culvert crossing to Province Road (element 84). r The Province Road crossing consists of two 48-inch diameter RCP culverts. An open channel (element 81) continues from the culvert crossing southward into the open space property. Inlets 47A and 47B collect runoff from subbasins 251 and 252 and drain to element 81 through an 18-inch RCP. The channel is combined with flow from subbasins 271, 267, 275, 276, 277, 294, 270, 273, 278, 268, 269 and 272. Subbasins 253 and 254 drain to inlets located on Heather Glen Circle and combine with this flow via a 24" RCP. The flow terminates into detention pond 308. The filing 2 areas to be developed south of Province Road and immediately west of Lemay Avenue drains via street gutters, swales and storm sewers to a storm sewer running along Lemay that will terminate at detention pond 308. Subbasins 256, 257, 263, 262 and 261drain into Saddlebrook Lane and then south to inlets 34A and 34B. From inlet 34A, a 42-inch diameter RCP storm sewer run south. An area inlet will be placed in -line with the storm sewer to collect runoff. Runoff from subbasin 258 flows south in Brittany Drive. To prevent street capacities in Brittany Drive from being exceeded, four 15-foot Type R inlets (inlet 29.0 and 29.D) and (inlet 29.A and 29.6 will be placed at the intersection of Saddlebrook Lane and Brittany Drive. A 36-inch RCP will run from inlet 29A to inlet 33A. Runoff not captured by inlet 29B will combine with runoff from subbasin 258 and flow to inlet 33A, a 10-foot Type R inlet under sump conditions. Another 5-foot Type R inlet (inlet 33B) will be placed in the east gutter of Brittany Drive. From inlet 33B, a 36-inch RCP will run eastward until it daylights into swale 59. The swale will carry this flow along with local runoff from subbasin 266 to area inlet 37.A. The outlet will consist of a manhole with a grated top (acting as an area inlet). From the area inlet, 60-inch diameter RCP will continue south, through an existing ridge and daylight into detention pond 308. 9 I .A I ' EROSION CONTROL PLAN Erosion from the property can be classified into erosion caused by wind and rainfall. Since construction will occur during the spring and summer 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 and not seeded within the time framed of final grading indicated on the Erosion Control plan, will have 2 tons/acre of straw mulch applied for water erosion 1 control which will also prevent wind erosion. All mulches will be properly anchored. I I 7 1 The use of several erosion control techniques will significantly reduce the effects of rainfall erosion by preventing sediment from leaving the site. Silt fences will be placed along down gradient property lines, straw bale dikes will be used in channels until vegetation is established, straw bales will be used at area inlets and detention pond outlets, and sediment traps will be incorporated into the detention ponds. To reduce erosion, the soil will be roughened and furrowed perpendicular to the prevailing wind s (northwest to southeast). All areas not covered by asphalt, concrete, or foundations and not seeded within the time frame of final grading indicated on the Erosion Control plan, will have 2 tons/acre of straw mulch crimped four or more inches into the soil. Silt fences will remain in place until construction in the affected area is complete. Straw bales dikes will remain in place until vegetation is established. The contractor and/or owner should check all facilities after each storm event to determine whether repairs or alterations are needed. Refer to the Erosion Control Plan for notes and time frames for required erosion control measures. With proper precautions, damage to offsite areas from a greater than historic sediment load can be eliminated and the loss of sediment from the site minimized. Erosion control calculations have been included in the appendix as well as Erosion Control Plans, which have been attached to this report. 10 it APPENDIX �r 'I r r 1 FILING 1 DETENTION POND RELEASE AND RATING TABLES r 1 I I I 11 1 I i 1 i I I r I I I 1 PROJECT �Pribl dIjA( e- F;h� M�T� j� L �l V 1 1! 11 �LJ Engineers DATE %Olt D Surveyors BY CONSULTING Planners IJD. SHEET OF i CAPRC l ry Su/vxm i Ry bowN STREAM Of PoN 7 ( STMVTo CKaK SUr3 Q F o N p 30� — .I LI -7. o S C„l�e Ca�at�ii under Lern f_AvL, P , o-FessbnaLs . 5+ark on Cee_ ..st iUi:SIo .Sw— a:t.:=:..1�1:c�rs Dow 5+1,emvh:. _L&)pv+S 'IN 4y� rpy� Cfe iZ . ' � 6Q c f ( S VA�6A, Cree- F:;nd Con+roIt&19.�_. . /YI05 re 5+c?C4i j i s 17 L4�>. _ i Tu j� Pony Y 1 AIlowrjble Ke)euse = ICI F5, ' I ' i ; RUG-24-1998 15:0? JR ENGINEERING P.01/02 ttg x Note 7671 01" ' co. J �. 3. DEVELOPED FLOWS Fax Z3 Fu 1 3.1 Method The Rational Method was used to determine both the 2-year and 100-year flows for the subbasins indicated in this drainage report. A detailed description of the hydrologic fir.t" ' analysis is provided in section 3.6 of this report. ' Detention is not required and will not be provided for this site. The hydrologic analysis was conducted for developed flows only. The resulting 100-year runoff values were used to define design discharges at design points identified along streets, low points, and drainage swales. r3.2 Exterior Flows ' The exterior flows entering.the site are from Lemay Avenue along the southwest property line. These flows enter Stanton Creek Drive and are collected in the Stanton Creek Subdivision storm sewer systems. . Flows entering the major Swale along the north ro ire at a intersection of Trilb and Lema come from Provincetowne P.U.D. �_-- �The Swale carries 171 cfs (See Stanton Creek Reference Material — Final Drainage and Erosion Control for Provincetowne P.U.D. Phase 1, last page) where it enters the Stanton Creek Subdivision. Tfte a leaves the property carrying approximately 325 cfs in fully develodiip conons. Flow conditions in the swale are subcritical witha velocity of . approximately six feet per second. 3.3 Onsite Flows Flows within this site will take the form of overlot, swale, street, or conduit flow. The ' existing drainage patterns have been kept as close to the historical drainage as possible. All lots will be graded to carry flows away from structures to the streets and proposed swales. 3.4 General Flow Routing The final drainage pattern for Stanton Creek Subdivision has been developed to provide a drainage system that is sufficient for the surrounding area. This has been accomplished by utilizing existing drainage patterns as much as possible and routing flows to limit the amount of required drainage strictures and facilities. 3 Fpr-23-99 I 10:09A JR ENG,F #UDENVER 303 740 612 100 yr flow 3 29"05" pipes Worksheet for Circular Channel Project Description Project File x:19144001fmw19144stms.fm2 Worksheet 3 36" pipes at St. Thomas Drive Flow Element Method Circular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.01.3 Channel Slope 0.700000 % Diameter 36.00 in �� Discharge 57.00 cfs�� p Results ' Depth 30.26 in Flow Area 6.34 ft2 Wetted Perimeter 6.96 ft Top Width 2.20 ft Critical Depth 2.45 ft Percent Full 84.04 % Critical Slope 0.007373 ft/ft Velocity 8.99 fus Velocity Head 1.26 ft Specific Energy 3.78 ft Froude Number 0.93 Maximum Discharge 60.03 ft'!s Full Flow Capacity 55.80 ft,/s Full Flow Slope 0.007304 ft/ft Flow is subcritical. Notes: ' 171 cfs is the 100 yr developed flow released from Province Town P.U.D. ' 57 cfs per pipe. ' The maximum capacity of the 3 29"x45" pipes is 160 cfs. Using equivalent HERCP instead of Circular RCP. 1 P_02 Dec 29. 1997 None FlowMastar v4.+b Apr-23-99 10:09A JR ENG,F #UDENVER 303 740 612 P.03 n 897. 78 Q : 57c-/� T y"Pc ;: e4 6e«..re- r,, n��.,4 E4.= ypgp.oIDI CHART 3 ' 151 1 9 7 -, 3000 EXAMPLE size: 76'c e6' 136 a 87 0•!00 cgs ' I,z' 2000 (3) H` low D (fool) 4.0 121 1 T7 Ul 2.8 11A 113172 1000 i2j 2.2 8,9 4.0 3.0 l31 2.3 9.2 3.0 106 2 68 Soo +O in fete 3.0 _ ' 600 i 981 63 500 / / 2.0 i 2.0 158 1400 91�?►/f'/ 2.0 to i 00 _ 1.5 = 83a53 Z / 200 3 1.5 Z 61 48 Ali To use Icole (2 {!) N 0. y bra. a &IraI. Ila, S 68 1 43 U 100 thro.f a.. clues ' J of o ana 6;*Charge - O so Q a iatsrsecl &cola (1). 1.0 1.0 > from Pain$ an seal* (1) N 1.0 O 60 a 38 0 eraj*cl hwilanlallf la Q Ii solution en either scale W .9 .9 O _ Q 50 N 53134 Q 40 2 Cr y 30 x 8 8 8 4913 1- c a a _ o .7 .7 H 45 a 29 20 •7 W HW/O ENTRANCE ' 42:2T N Q SCALE TYPE N O 10 6 38 a 24 (I) Saaa'# .aa..;rh W 8 h*aa.all = 12) Groove *n6 .ilh 6 n*aa.an ,oj .S S (!) Cra.* sna .5 4 Draj.cling . ' 30119 3 2 _q .4 .4 e ' 23114 1.0 -� HEADWATER DEPTH FOR OVAL CONCRETE PIPE CULVERTS E - Z LONG AXIS HORIZONTAL I BUREAU Or PUBLIC ROADS -AN.ig6) WITH INLET CONTROL 1 ` :1 PARSONS & ASSOCIATES SULTING ENGINEERS FL Coin., CoI«.m 90524 CLIENT '-� �� JOB NO. PROJECT Y����-�n"�� CALCULATIONS FOR r MADE BY lJ.Ao DATE �� �� � CHECKED DATE SHEET� OF� DETENTION VOLUME REQUIREMENTS Page: " 100 Year Event I I of Pages Project Number: Project Title: Date: 92.21-KEN PROVINCETOWNE P.U.D. 07-Oct-93 Estimator: G.A.ODEHNAL File: V01-100.W01 Problem: Determine the total volume of detention required for the proposed development which consists of approximately 70.67 acres. All off -site basins will provide their own detention storage and release only the Historic 100 year event. Given: a) Fully developed conditions b) The historic 100 year release = 94.9 cfs c) Basins Included: A, B, B-1, C, C3, D, E, E-1, F, G, 8 J d) Mass. Diagram Method of Detention Calculation Composite'C'=1(52.91)(0.45)+(6.20)(0.70)+(7.76)(0.28)+(3.80)(0.95)l/70.67 = 0.480 CCfA = (0.48)(1.25)( 70.67 ac) = 42.40 Time: 100 yr. Iraq. Time: Acumulated Outfall Volume: Storage Required: min. CCfA Inten. seconds Vol. (tt-3) 0= 94.9 cis ft ^3 Ac-Ft 5 42.40 8.12 300 103,291 28,470 74,821 1,7177 10 42.40 7.15 600 181,905 56,940 124,965 2.8688 15 42.40 6.00 900 228,971 85,410 143,561 3.2957 20 42.40 5.20 1200 264,588 113,880 150,708 3.4598 30 42.40 4.20 1800 320,559 170.820 149,739 3.4375 40 42.40 3.52 2400 358,212 227,760 130,452 2.9948 50 42.40 3.08 3000 391,794 284,700 107.094 2.4586 60 42.40 2.62 3600 399,936 341,640 58,296 1.3383 90 42,40 1.88 5400 430,465 512,460 Maximum Volume Required: 150,708 ft-3 or 3.4598 Ac.-Ft. PARSONS & CLIENT 1�J\ �JU2 J�OOB/ NO. ` 2 LE Irk AS S O CIA TES PROJECT 1 �� I Lk CALCULATIONS FOR CONSULTING ENGINEERS Q, FL Co0., Col«.da 90524 MADE BYGAO G' DATE 1 f/} CHECKED DATE SHEET_OF 1 %C, Wzo>� I i I 10 I ' I i 1 e 30-7 \ O I I I IN �I � Sis_�i \ \ W \ \ \ \� It I I I• I I m� gyml \\\\\ \ \ 2 \ w \ WOW vI � I I \a \ I IIiI l i ►1 I \ I I , \ 1 � i� q ,�• � �, � tl Idi� rtn it Rod. Vi L n III I co!� I t I IIII I I I \ 00 A, <.. 7.4 \ I \ �� \ M 1 9 iR�w aw n"daa lrf� II y 3 �/ I ,�I O E M N (N OD co O N 0) N N E 7 V co I- O co ! I` O j U j U — O N n n N, r am a— O '',O '.M1 0000 (DI '� LO MINI E 7 O O O. O N C6 1 V 1 n J j @ O N q) O 00 N N O m N O Cl) O. C) 0) N L co LO � r 0) 00 r- ' CDI- 00 N OI '00. N O LO f` O c0 - M In _C. r O O Lf) CID000 V' c0 0 � , O NU N U O O'. O O 01 Oil O,'' •- �- Q 1 0 0' C) - o Q m 0 1 O N I- r I'Q'I tr C') _ C14 N '.. N, CC)1 (0, N O'. C\l u0 1 co Ir ' 4 R O� Itn '. Cl). N, (3) M N Q �1 V � v C O) N O, _ � O IO O OI CDO O 'OI O O' O O h v It N 01 r O1 O) O O _ j *z C)C) 0) 0)' O'! 0) OI 0), O' a7 0 0)'. O 0)' CD 0) d) It v It a It v v'' v v ,urge is 2.40cfs. the simplest flow -rate d on the outside of the 'se of centrifugal force discharge. A straight gate results the. meter e an elbow, it can be �iable as with a venturi 11 [t enlarging transparent �quid) that is displaced ie tube is graduated to Mate and thus maintain higher the position the a conducting fluid .t across the flow which wall [2). The voltage is �tube. Either an ac or a ed at the electrodes. A .tnd the large amount of Isure the flow in blood ? (a), Current meter; (b) disk 'teynolds number of 200,000 is •uuri meter depends upon Ap tri meter with a given gage Iv downward through it than _e the equations show that the 1 FLUID MEASUREMENT 373 discharge of gas is greater through a venturi meter when compressibility is taken into account than when it is neglected. (d) The coefficient of contraction of a venturi meter is unity. (e) The overall loss is the same in a given pipeline whether a venturi meter or a nozzle with the same Dz is used. 9.4.4 The expansion factor Y depends upon a k, �, and f=t At ( ) A Ai fb) R�• Pi• and At (c) k, R', and P (d) k, R', and At (e) none of these answers 9.5 WEIRS Open -channel flow can be measured by a weir, an obstruction in the channel that causes the liquid to back up behind it and flow over it or through it. By measuring the height of upstream liquid surface, the rate of flow is determined. Weirs constructed from a sheet of metal or other material so that the jet, or nappe, springs free as it leaves the upstream face are called sharp -crested weirs. Other weirs, such as the broad -crested weir, support the flow in a longitudinal direction. The sharp -crested rectangular weir (Fig. 9.16) has a horizontal crest. The nappe is contracted at top and bottom as shown. An equation for discharge can be derived if the contractions are neglected. Without contractions the flow appears as in Fig. 9.17. The nappe has parallel streamlines with atmospheric pressure throughout. Figure 9.16 Sharp -crested rectangular weir. Figure 9.17 Weir nappe without contractions. ' 374 APPLICATIONS OF FLUID MECHANICS ' Bernoulli's equation applied between 1 and 2 is H+0+0=2g+H- y + 0 ' in which the velocity head at section 1 is neglected. Solving for v gives v= The theoretical discharge Q, is rfH (H Q,= JvdA=Jo vLdy=�LJo ytndy=3�LH3n ' in which L is the width of weir. Experiment shows that the exponent of H is correct but the coefficient is too great. The contractions and losses reduce the ' actual discharge to about 62 percent of the theoretical, or 3.3n ( 3LH'USC units _ (9.5.1) Q 1.84LH3R SI units ' When the weir does not extend completely across the width of the channel. it has end contractions, illustrated in Fig. 9.18a. An empirical correction for the reduction of flow is accomplished by subtracting 0.1H from L for each end ' contraction. The weir in Fig. 9.16 is said to have its end contractions suppressed. The head H is measured upstream from the weir a sufficient distance to avoid the surface contraction. A hook gage mounted in a stilling pot connected ' to a piezometer opening determines the water -surface elevation from which the head is determined. When the height P of weir (Fig. 9.16) is small, the velocity head at 1 cannot be neglected. A correction may be added to the head, V2l 3n Q = CL(H + a 2g l (9.5.2) ' in which V is velocity and a is greater than unity, usually taken as about 1.4, which accounts for the nonuniform velocity distribution. Equation (9.5.2) must 1 ,a) Ibl Figure 9.18 Weirs: (a) horizontal with end contractions; (b) V-notch weir. utA be solved for Q by In term aV2/2g can be value of V is comput, For small discha contraction of the ni puted (Fig. 9.18b) as The velocity at dt By similar triangles 1 After substituting foi Expressing L/H in t, Hence, l The exponent in the be reduced by abot approximate equatio Experiments show ti, side of the weir pla greater amount of s' i hence there is less c The broad -crest, variation is hydros) points 1 and 2 can velocity of approach In solving for v2, 1 t 1 1 1 vi LLL Z 0 U U U c .c •c N QV COO J V Q U W II � XCM L L 0 N m 3 v W W z U cl cc) 3 LL .c 0 2 Ij O n o �00 U O E N N Z M z 7 7 > C H p 0 rn o x x °° aaw amm .-. O 0 V IT CO 0) CO N O N N n 00 O V N r N -q O CO 0 co L U N o C_1 U O r r r r r r .= onl�n N l�nv, C 0 (O N N O 0 O ?� a m 0 m w 00 N NO 0 0 0 0 0� j CO V (O n 00 O O O O CD CD O O CDmmoomom r r v j V V V a V V V't c a°w� m 0 0 0 0 0' 0 0 c0 N N N N N N N N > V V V' V a't V C «. 00000000 0 m 0 0 0 m O m N> a0 'awe M M M M M Cl) M M 0- C M Cl) M M M M M M ' V CU Cl)M M M M M M M L) U 0UU d o0000000 00a00000 m N N N N N N N N aci �0 N N N N N N N N .-. (O CO O CO CO (D CO (D Q 0)0)0)O0m0)0) (0 ' a a2 3 e- ca N c O N O 0 cu 7 U N U c O 0) a m c .N N x > N N m W W ) m � O O > x0 � r < C (6 r N ca. m 0) W a 3 J II 7 Ci 0 c H � •X On� � N Z_M1- O 2 L h J Z ~ _ 0 N M d 0 O0 0 V 0() 0) 00 N m O O W O m 3 U O N W n 00 O V V rN 70(D E x o N n n O m 0 U OOMM(ON O O O O O r j 1 1 r 1 1 1 I I 1 W CN V! L L L N Cn O Lci M rn Z O Q J I I J J_ II Q L L U � y LU 3 L w Z LL c C 3 II _ r- O O wc n n -0 0 l.w a) L �: Z"0 > c a o0 0 w O d O O a a a am m 0000 COOv Nt O M CO (O N n 0 O l0 O(D00nO a).- M M (O 00 � R m N L U _ N a U onr�nnnn� r OO�NM7lO CO N ` 0 o� L � a m 0 = rn O o 0 0 0 0 0 N N O O O O O O n m e V Cn CO n 00 W O_ _O mmmommmm p m V V d' It 7 � �t V C> a°w� O m m O O W Cn O N N N N N N N N a� c vvvvvaav 'IT -It -It v v v v v CDm a 0 if w. S co O C m M m M Cm+l 007 m M M M M M M M C`9 UUV v v v v.v v a v v rnrnrnrnrnrnrnrn 0) c N N N N N N N N c �a) CL 0� N N N N N N N N cDCocowww(oco Q 0)0)0)0)0) of M Qi n� s W 0 CD Z LU O ~ U) O w O Z H a a 0 3 o_ O, 00(oo�� M Cn CO N n 0 w O U 66 O N a0 r V O O N n n O J4CI)jt coOOOO� 1 1 I I 1 1 1, N W a a a 0 cr z W 0� a f 0 I N W cr Z z UW o a m zo 0 z I Wo o� LLJ C4 AV I 30 z zEw 1 CL 0 ._ N \_i� I J W U a O J O y� PERMISSIBLE RUNOFF INTO STONE CREEK TRIBUTARY I I I i I I I I I I PROJECT Engineers DATE I / t010'Q MANHAM Surveyors BY Col:�SUJING 'Planners LTD- SHEET OF Np?06Ed PVouiNCFT)Wx)t, 13,+S1& TRPrTARL: 1'Rj6UT4P. TO S T-C)A)F— CRCFK ORIAMJ&W L -S'roA) F C. f I- F K (1996 AVRES A-'%SociAle LC eAfT ginn I C- S) n cl k-be s Ku -A* Few\ rl v\eA4 25b —*M'Vr Dt-rLv,MIN Frok - US�iv\ flf- vyNe A (7 I1tf-Rll. FoRt RLM A. NFW.SVI q\,V\ /A 0 D rz 6 L)eTC-9move Q100 B01N Z� Wb r-L-elm WIN 63 13 AAF-A BA51N 6 A Qjoat BASINS I 11•11 .6-�5 RR13 Asi 14 49 W/O L nj -T- scc SSwv\m MOPE ARE A* rAtCLUC)CD I/V p �OVIAR-15T t Jy� 0 13 L .9 [3A sw GI ARC kTtjtLU DE VA) Pq()\JjtJCF-rbW JE MCDL IS,A ID to OF BASIN63 (AICL-UOED tN PRom, I A'] 6 E7 T otVV C Al c DC— L— c) o 010 I 'lo or -bASIA/ rA/(LU DE P �)IV FR0VIAJ6fT0vJAIt6Mci)FL rt) 5-rniVf ( VMU= UT-�51 -S 1. --5 514- 36,25 9 =S. 1 1 1 i 1 1 1 i 1 1 1 1 i r ' fOm if ht( fro' oA ;C, 119G) r I r I r r .r r Coco >. T OOO0000OOO000000 T T T T T T T T T T T T T T T T 000000000000o T T T T T T T T T T T T T Oo T O O O O O O O O O O O O O O O O O O O O O O O O O O O O CO UO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O d CD to to to to ttO to to N U� to to U? u7 to to to to to IP to to to to to U� to to to to to � E C L> 0 0 0 0 0 0 0 0 0 0 0 0 0 cc 0 0 0 0 0 0 0 0 0 0 0 0 0 cc E c E T to T t1O T tCY T an T tCO T to T to T � T to T � 0 to T to T to T to to to T to T to T to T tcO T to T to T to T Ln T LO LO to T an T to T to T LO T Ln E CDO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O CO cCO L M M M MMMMM M M Cl M M C') M M M M MM .�.� CT 00 a 0a 00000000 00 000CD00000000 00 aD ° aE o m N R C_ T T T T T 77 T T T T T T T T T T T T T T T T T T T T T T T CL U Z O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 CD O E ItCO a CL E n to to to to to to to n to to n to to to Ln to to to Lo to Ln LO to LO to to LO N N N N N N N N N N N N N N N N N N N N N" N N N N N N N N N w 0 0 0 0 0 0 0 0 00000 06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O U O H U CO CD CD CDO(D COOfO COOOCO CO CO CD CD COOCD OCDOOMCO OCDO (0 '0 T V' N Z T O T O T O T O T O T O T O T O T O T O T O T O T O T O T O T O r O T O T O T O T O T O T O T O T O T O T O T O T O O p C1 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 6606 0 O O E � E V V V V NNNNNNNNN NN VNMNNT NNNMNNN NN O E Cu -, 0 CC 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 O O a O Z 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O �_� N C7�tT tO)(J)M (TOOOtnn00 CCOON nN OON CO nv n C n V 0 00 N C O CD 0) O) 0 LO to to to to 6(O V Mto V MMto to to C7 CO �O)N to TT CU OO)O CO)CD to to tnNMQ TT m M to CO nC7NT ntn NnN CO T M T N c7 O�CO V Tin MnN0 CD ntn 0 0 Cl 0 M PI M to N M Of C6 w m N CO to to CD 6 n N CO n oO to C to N U T CO T N M N CO V T T N T r T Q T to N M ` Q v C O O to O to O to O t] K to nV N M N6 n O Cn CDI ON OA OM ONMTn ONOn V n00000M 000 C)m C M N n n to M M V (O CT(O V O M 0 O 0 VTM CD O D O CD O L N n T N to n N CO M Q T N r T M M T T N T V M V T T o� U c V �CL r O C COon `11 >3 tonNMto CO n CO Of o O NMVto CO CO COn CO QOT n n I- to CO n)`m to to to Co to to to to t0 Eav a�EE cZ — 9 Ayres Associates 0 �I (k(ye.5 AS15oC'aAw, 11%) Table 4. Summary of Conveyance Element Parameters. Conveyance Element Bottom Wdth or Diameter (ft) Length (ft) Invert Slope (ft/ft) Side Slopes #H:1 V Manning's n 32 10 2230 0.030 10 0.060 34 10 500 0.015 20 0.060 35 100 350 .0.003 100 0.100 36 5 400 0.030 5 0.060 37 5 400 0.040 5 0.060 38 10 750 0.020 20 0.080 39 10 1000 0.017 50 0.100 40 10 800 0.017 50 0.080 41 10 800 0.008 20 0.060 47 0.5 1500 0.040 12 0.016 52 0.5 500 0.040 12 0.016 53 5 500 0.040 5 0.060 54 0.5 990 0.016 12 0.016 55 0.5 1000 0.020 50 0.016 56 10 500 0.030 5 0.060 57 0.5 1300 0.015 50 0.016 58 5 600 0.020 5 0.060 61 200 375 0.005 100 62 75 450 0.006 50 0.080 63 2 400 0.005 5 0.060 4 5 0.050 4 65 5 750 0.027 4 0.060 66 5 1100 0.020 4 0.060 67 0.5 600 0.042 50 0.016 68 5 1150 0.040 4 0.060 69 5 1000 0.023 4 0.035 75 2 500 0.020 5 0.060 76 5 1000 0.013 50 0.035 77 10 680 0.015 20 0.060 78 0.5 600 0.030 50 0.016 79 2.5 200 0.010 0 0.013 101 2 1050 0.008 30 0.020 102 2 430 0.028 30 0.020 104 2 360 0.011 30 0.020 105 5 400 0.030 8 0.050 106 0 300 0.043 20 0.050 107 1 5 430 0.019 8 0.050 * 108, 2 350 0.014 30 0.020 109 2 410 0.008 30 0.020 110 0 330 0.047 20 I 0.050 Ayres Associates I I I 11 I n 1 I r r 1 I d n � d L 4 —5 4 o � 4 •� A 0 c N O N O N N N N N N O N N N N N N N N N O N N O N N N N N N N O N N O N N N N O O N N N N N N O N N N N O N O N N n p n p n n n n n n Q n n Q n n n n n n n n n Q n n n N n n n C n n n C N n n `•1 n n p n C N n n p N C n 0000000000 O O OOOOOOOOOOOOOOOOOOOO.V O.y O 0.-10-10000\ O OO.y 00000 ti 00 O F F F (Vi1 IViI u1 V � W a a a a a f O pp V I' 1 n O O N N N Q n n N N N n M r I O O QMO m n r I r I O Q T n r I V n Q . H n N N n T N n Q Q .. a ei e•1 rl ti ti rl .-I: r1 .+ '1 •i N rl rl �I 1 O n 1O N C� V 1i V e-1 rl rl ti .-I e-I rl ti '1 •i r1 ♦i rl N N r1 '1 rl N N •'I rl rl rl rl .-� r1 N rl '1 N .� '1 � ti H N r1 N N N N .a .� n N N n N .-I n M kz I I I I I 2 1 1 2 3 4 WATERSHED 0 Provincetowne PUD - Information From Stone Ck.MP Runoff From Adjacent Basins Basin and Conveyance Information For Basins 62 and 63 without contributions 360000 5. 1 1. 1 13 5. 1.08 1.08 1.34 1.61 2.42 6.99 4.03 2.96 1.61 1.34 1.34 1.08 0.00 1 62 62 4190 48.6 38..020.016 .250 .1 .3 0.51 .50 .00180 1 63 63 1982 9.150.0 .020.016.250 .1 .3 0.51 .50 .00180 0 0 0 62 184 01 0 63 184 0 1 0 0 ENDPROGRAM 75. 450. .0060 50. 50. .080 10. 2. 400. .0050 5. 5. .060 10. 1 1 1 1 1 f 1 1 1 f 1 1 1 1 1 i 1 wzzHH w rxE O o r.Cmcc) x w H H � o 0 z>+oo H z £ o 0 0HLnLn � E F a H H H -W W H vl in M z H H 7 > O O H a' O O H W M M � w a C7 0 m > rxo0 W W o 0 ON W H Ul co N N N N O N O N -H cd -,i : 7 0 a Ln Ln 4A - M +�A E W N N w -ri4 m N 4 a 1b ro a ro a W rn u U r-iFt lay > z E 0 W W S E W H H H O 4 pp x m O 4 H� o 0 U) W aJ Z W 4-3 Cl) H w w 3 ww 3 £ w fY. 44 O M W o O M m W a ro Z n x z ro w w o o M E H £ U) W O O Q N - 'Z, (n N N H CxJ w 0 C� Q> a G ri z> o 0 Q O N 1n 0a0 O N wx 0 41 (d fx W F H a) b U W co 0 O E u)co wFm w mw a a4mm r- �Z o 0 0 cr�n H x 0 0 a H Ln £ U f W W W aa W W N W W U 0 0 W U to a 0 W FAz 0 W r1 co ON. 1F-1 O 1 E £ VFW Mo y ( d Cl) U7 £ E f 4 v] H E i� W W w 04 W G. 0 w M Q 0 u1 O W x x U E> W w Z > H a 1-1 W r E E O N U FC 3 z H H W fx E H H Q W H a) F" D W ul E W cn N 3 v V' H U FC Ix >H a Ic w H a w co conc' c w w O CQ o B � cEA W H Q Q ,"I r-I ✓>1 a o "'w w Cl a > W1� oz a> w W �H °1 o HE H0 0 D ID�rx z w 0 u E 0 W aw 0 u a ww rHr� IX �H 4-1 rO 44 H U M 0 co 'r 11 b 0 H fx F u ro O E W H H o M u ro a F zQ z 0 x W a H H 0 w a FC +� O N E. a a 0W+ � w w E F w + u ro z H 0 0 >4 ro a 0 0 P4 am I H Wc.. aw m EF 0 0 0 0 1-1 0 0 H 0 � O O 0. h ' qQW x U ax-- o0 � E E o 0 mar.. W a 0 2 0 0 H z 00 0 E+ a Cl) w o 0 a 00 �E. N O O a o v H H 0 u ' m x N N N O m O -� q W E+ a w o o 0 m -0 N o tz -H w� w o orq w� � W 1 A 1 A H y c7 u u q, ro 1 u it a O �r.-M Ex 0 E o o (a -M O FC 41 q U � E 0. O E p w 41 � W aJ O w -rl w 3 CO O O N d. d' Ori o 4-4 M o r w M N m O w 3 [xi q 4E in N w O M 3 N M w N O W r O N H q �0 30v C a ro a ro x art z a ro 04 ' N u� z m U U cr. O N O v w O N U U O u m a H ' Cl) W F £ m fA m O O W E 0 E C OF �w £ w fir° a H 1N y w a u cn o w z w o -O w O CW'J O •° 0 w 4-1 (a w U q Fz 41rd w 41 ro � E En m H W w E H O w a x a O w A 0 U F 00 w q O U 3 FC w w q z m w aj H w O a' H a. q H U1 W H [s] H W H C •.+ N A4 W x w w u z z ] 9 E ' u a 0 0 o F H H m a >V 0 aH eno a > w Cl) a > Fu ° �= a > a raFF ww0 ' 3 U H w w a w u z 3 U ] C7 a c 3 O H W w U O w o U d 41 ro N F' H F q H w F yy, 'J 41 ro 4 7 L C W z Q' z N C Ul d .�. u m z x H 3 cn H C rt 7 _ w o a 4 a �a a , a as .7 + p 1 > In w o >•� ww �i p e•� �O ro * F 3 F O F O F F P. O N EE.M w � [ a PO H F w a M !�7 a H H O M O # Qm m 6 a A 0 0 I o o in � S 0 0 0 0 . O 0 L.]4 w O o 4 ' aN o o ' N E. o 0 H N O .ri F J N M � -�.1 .H p -H L U N + a rt 0 £m£ U lU1 Q �4 H L 0 o o w 4 3 w 3 W w E ' o o r, two q W H in Ln in 'CJ J H t�1 f`'1 rq rt0 0 P4(d Q E x o 0 0 ' W o o U W Uq -.Cq r�� W Iz N N o O O N Ul F E� O m� 00 N h 44 w o o O w° w w a y a w C7 E 0 o o 0 0 �� W H x o •.-I O w x E F F ( CA E W oD rn Q u '�4 z 5 O O E q N 61 4 FzC w w E O o w V H U � O O F"i H N � U RC E. H U q m q F .Q [a VD cro m(a HIX 0 O o0 0 >, c1] E- > Cl) WU � (In W U w UO qU O O W E C C 3 '. z w oU w U7Qyz Ua u rt w cvi rt ww ��� N fx on *� °U W ��•w w a m H RATIONAL METHOD COMPUTATIONS FOR PROVINCETOWNE SWMM BASINS � e, PROJECT MA � TT T A Engineers DATE (-�� �(-� Surveyors BY CONSULTING Planners IJD. SHEET OF Com? tktk e. Rk+i one l N`eA J 'Q S For F;1I; 1 9 A cOCk fi a 1 Mus� 6e, S�I + of (I�rPe_rl� mo�ell �gj(�x. 5ASIIN C- 15 5jilit up i�40 [u►rerl+ 13ASiN gl ( j I ! I DvER L, ND FLOW L51 ! 6-TH = Soo I"ILIN(r 1 0941,V 4if REQ9KT) C HAN^IELI Ep F�� � L.FN 6-TFt = 6IIb' '� ( IL C.NANN&_� Et�DW UG!LOc Ire L 25 f Ps d II 1 a i — �Im;A 2.2-5 Ig 3. I _ 5• z�l :n�ihr' ! QIao = 0.56(s.2.1-1 - BA51N; a I ( -- — ; I FIL'A) — 1 REFoR ! O VE?,LANw? FLow f ENFT1i _ TgQ� ! CNRMNC- L TLOW Lr-AjvrH = Top' CNANNE L. FLOW V�LO( ITrl BRSr Tc- - 16 MIN I _ i I _ 14.3 cfs : PROJECT MANHAM 1 1[ M Engineers DATE Surveyors CONSULTING BY Planners LTD. SHEET OF _ j A ac C= O MVX,\J D F LDS—CEnrCrT i L ti AAA N E I_ r L D W L-t Al b-I H = `J -)-D CHRN/CL FL.DU1 Uje DCc vrl FI.S 1 } i L } i i UeRLAn D FI-DVJ I/iG.TH GµANNr:L FL,oW MNc-TH = (76p' . ! i L 0 A N v Fww ufltocIT'-) - �. fF5 1 ZA51N SLD?6 = 0. o 16 } I Qloo= p.5615.b1�7.3.�cf5 Q ioo [aATIONaI- SAS 13 In! R SI^g I tf) M1ET I } 15.3 ! a g9 -7.7 I 1 I 1 1 Summary of SWMM Calibration Discharge VS. Rational Method Discharge SWMM Basin Rational Method Basin 100-Year Runoff (cfs) Rational Method Calibrated SWMM 279 279 25.2 26 280 280 22.9 23 281 281 24.1 24 282 C-3 9.3 10 283 283 14.3 14 284 D 15.3 15 285 E & E1 44.7 45 286 F 16.5 17 289 1 7.7 8 291 G 45.1 45 W O o ik 0 z H H H H H ri ri H H H N d1 w \ ro a �C ao m m w ao ao ao w m m \ 0 O O O O O 0 O O 0 H0 0 0 0 0 0 0 0 0. 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W F W R' � o 0 0 0 q N A W 3 F HH w a a u O 2 F E. w o 0 o m m b ' ] z H W w U O U] U q •� U a w w z a z w a u x E U x H $ U) H u a' N •� >� o# w. 4 > a O I F x d O o E E O o E" °Q °0 OF a o O O O O Ix W. o r co w F w 934 H 0 CD Ho rNi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H ti ti H� H H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 F 0 0 0 0 0 0 o q H a E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000 z O H E C7 E 0 0 0 0 0 0 0 a s z0 H U q P�0 H UI 0 H .M P4 C\i1 E a O E H m M m M t+1 M m U C7 W a 0 Cl) F H H H a m Cl) vi O pa >H a U 0 0 0 0 0 0 o W £ FC a �. a0 CO H. ea F 00 F �D W 0 p' V) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w W a m m m m m m m Q y O a 04 m E F w O E �u z aa N m C U1 l0 O� H Q > 0 ao m m m m m rn F F a � # # # 0 H F C7 F H U W U) zo w z H U q W H ul ut u7 N In N O U) x o 0 0 0 0 0 0 o w F—• OF R W FC 3 3 3 S 3 S 3 C7 O O O O O O O O w w 0 W w w w w w w w w w z z O W a a a a a a a H H C) F H H H H H H H v� ul o qm q U yEA RC 4 O F �4 ul . . . . . . . O W in oo r in Ln v o 0 v H d H H H a U) 0 uz m w z Z E W H O\ In V3 M N U RC W W rn OD co co 0o ao w W� N N N N N N N H� W O Oo a O # a H # a 0 .ri 4.) to u A .14 H ro u q m rop bl PO 3 V W A m m ro 0 M 4J 14 w aroi x to N .. ro o ,�' H IL ui un ui iri M f ) (Y) to S S 3 3 4 4 4 � W W G. P. E E F E+ U U U U W W W W a a a a H H H H Q Q Q Q N N N N N H o m O co co tr o N N N m a ri m ro ro L H A r-i 0 •ri m m m U W m '0 m pC la m A � m Li O ri 'ri. rl W SWMM MODELS FOR STANTON CREEK TRIBUTARY 1 1 1 1 I PROJECT j �1 1111W Engineers DATE COR^UL�^ Surveyors J f`J' BY Planners LTD. SHEET S-iAAIT0A (REEK TIMBUiAM i EI,Is-rinl& Q op = 1.1..8 cfs @ LennAy flue. Z[B Ly- RATIoNAL METHbo UsE�D I (IPar-soi�s d �55oC,1 19 88 3 °[Q--rMP. � = U , 01 I OF I 1N CLVQE GASI,v C SPec,F--(q1I7 Ar'aa Alo+ PeveloP° . wi+V") QfGV nG'�.vne, C,4Ll,3R*Tj; s _%AT' CH 9ATIoA?AL MG-TKDP Q. 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Mannings Coefficient 0.040 Discharge 612.91 ft/s Flow Area 137.84 f? Wetted Perimeter 62.58 ft Top Width 60.40 ft Depth 5.20 ft Critical Water Elev. 36.00 ft Critical Slope 0.019955 ft/ft Velocity 4.45 ft/s Velocity Head 0.31 ft ' Speck Energy 37.51 ft Froude Number 0.52 Full Flow Capacity 1494.21 ft/s Flow is subcritical. Feb 16. 1998 None FlowMaster v4.1c 13:19:13 Haestad Methods. Inc 37 8rookside Road Waterbury. CT 06708 (203) 755-18e8 Page 1 of 1 Cross section 0+50 Worksheet for Irregular Channel Project Description Project File d:\projects\provin-llhydtau-1\stanto-1\stnt_crk.fm2 Worksheet Cross section 0+50 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 Rift Water Surface Elevation 39.20 ft Elevation. range: 33.00 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 .40.00 0.00 166.00 56.00 63.00 38.00 36.00 64.00 34.00 67.00 33.00 72.00 34.00 76.00 36.00 102.00 36.00 122.00 38.00 166.00 39.20 Results Wtd. Mannings Coefficient 0.040 Discharge 976.33 ft3/s Flow Area 255.76 ft' Wetted Perimeter 145.99 ft Top Width 143.60 ft ' Depth 6.20 ft Critical Water Elev. 37.91 ft Critical Slope 0.019673 ft/ft Velocity 3.82 ft/s Velocity Head 0.23 ft Specific Energy 39.43 ft Froude Number 0.50 Full Flow Capacity 1708.81 ft /s Flow is subcritical. I Roughness 0.040 Feb 16. 1998 None FlowMaster v4.1c 13:44:15 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1668 Page 7 of 1 Cross section 1+00 Worksheet for irregular Channel Project Description Project File d:lprojects\provin-l\hydrau-llstanto-llstnt_crk.fm2 Worksheet Cross section 1+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 39.22 ft Elevation range: 34.00 ft to 40.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 40.00 0.00 160.00 50.00 52.00 38.00 36.00 55.00 34.00 66.00 34.00 70.00 36.00 100.00 38.00 160.00 39.60 Results Wtd. Mannings Coefficient 0.040 Discharge 733.19 ft3/s Flow Area 204.51 ft' �1 Wetted Perimeter 128.26 ft Top Width 126.25 ft Depth 5.22 ft Critical Water Elev. 37.93 It Critical Slope 0.019783 ft/ft Velocity 3.59 fvs. Velocity Head 0.20 It Speck Energy 39.42 It Froude Number 0.50 Full Flow Capacity 1314.07 Fels Flow is subcritical. I Roughness 0.040 Feb 16, 1998 None FlowMaster v4.ic 13:44:41 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cross section 1+60 �• Worksheet for Irregular Channel Project Description Project File d:\projects\provin-l\hydrau-l\stanto-l\stnt-erk.fm2 Worksheet Cross section 1+50 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.004000 ft/ft Water Surface Elevation 40.50 ft Elevation range: 36.00 ft to 41.40 ft Station (ft) Elevation (ft) Start Station End Station 0.00 41.40 0.00 155.00 13.00 40.00 63.00 38.00 89.00 36.00 100.00 36.00 105.00 40.00 155.00 40.90 Results Wtd. Mannings Coefficient 0.040 Discharge 843.25 ft'/s Flow Area 236.11 ft' Wetted Perimeter Top Width 125.97 124.42 ft ft I. Depth 4.50 ft Critical Water Elev. 39.19 ft .�' Critical Slope 0.020222 ft/ft Velocity 3.57 fus Velocity Head 0.20 ft Specific Energy 40.70 ft Froude Number 0.46 Full Flow Capacity 1520.81 ft'/s Flow is subcritical. I I Roughness 0.040 Feb 16. 1998 None FlowMaster v4.1c 13:45:08 Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1888 Page 1 of 1 Ll '1. I I r I Cross section 2+00 Worksheet for Irregular Channel Project Description Project File d:\projects\provin-l\hydrau-l\stanto-l\stnt-crkfm2 Worksheet Cross section 2+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 fttft Water Surface Elevation 41.62 ft Elevation range: 38.00 ft to 42.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 42.00 0.00 208.00 0.040 48.00 40.00 90.00 38.00 115.00 38.00 140.00 40.00 208.00 41.80 Results Wtd. Mannings Coefficient 0.040 Discharge 1351.84 ft'/s Flow Area 347.10 ft' Wetted Perimeter 192.26 ft Top Width 192.08 ft Depth 3.62 ft Critical Water Elev. 40.71 ft Critical Slope 0.020603 ft/ft Velocity 3.89 ft/s Velocity Head 0.24 ft Specific Energy 41.86 ft Froude Number 0.51 Full Flow Capacity 1786.90 fe/s Flow is subcritical. �- Feb 16, 1998 None FlowMaster v4.1c 13:45:31 Haestad Methods. Inc, 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 t Cross section 2+50 Worksheet for Irregular Channel MProject Description Project File d:\projects\provin-1\hydrau-1\stanto-1\stnt_crk.fm2 Worksheet Cross section 2+50 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.007000 ft/ft Water Surface Elevation 42.50 ft Elevation range: 38.40 ft to 42.70 ft. I Station (ft) Elevation (ft) Start Station End Station 0.00 42.70 0.00 223.00 40.00 42.00 63.00 41.20 73.00 38.40 96.00 38.40 102.00 40.00 125.00 40.00 223.00 42.60 Results Md. Mannings Coefficient 0.040 Discharge 1494.75 ft'/s Flow Area 344.23 ft' Wetted Perimeter 208.45 ft Top Width 207.80 ft Depth 4.10 ft Critical Water Elev. 41.76 ft Critical Slope 0.020518 fUft Velocity 4.34 ft/s Velocity Head 0.29 ft Specific Energy 42.79 ft Froude Number 0.59 Full Flow Capacity 1736.85 fN/s ' Flow is subcritical. I Roughness 0.040 Feb 16, 1998 None FlowMaster v4.1C 13:45:56 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1888 Page 1 or 1 Cross section 3+00 ' Worksheet for Irregular Channel Project Description Project File d:\projects\provin-l\hydrau-l\stanto-l\stnt-erk.fm2 Worksheet Cross section 3+00 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.007000 ft/ft Water Surface Elevation 42.75 ft Elevation range: 38.10 ft to 43.10 ft. ' Station (ft) Elevation (ft) Start Station End Station 0.00 43.10 0.00 223.00 30.00 42.00 ' 69.00 40.60 77.00 38.70 99.00 38.70 105.00 40.00 148.00 40.00 223.00 43.00 Results Wtd. Mannings Coefficient 0.040 Discharge 2016.12 ft3/s Flow Area 411.30 fe Wetted Perimeter 207.66 ft Top Width 207.20 ft Depth 4.05 ft Critical Water Elev. 42.04 It Critical Slope 0.019866 ft/ft Velocity 4.90 ft/s Velocity Head 0.37 ft Specific Energy 43.12 ft Froude Number 0.61 Full Flow Capacity 2542.60 ft°/s I Flow is subcritical. L Roughness 0.040 'Feb 16, 1998 None FlowMaster v4.10 13:46:25 Haestad Methods, Ina 37 Brookside Road Waterbury. CT 06708 (203) 755-1888 Page 1 of 1 1-' PARSONS, & Ir-1- ASSOCIATES CONSULTING ENGINEERS January 8, 1988 Glen Schleuter City of Fort Collins - Storm Drainage P.O. Box 580 Fort Collins, CO 80522 Dear Glen: The 100 year storm easement for both Stanton Creek, flowing south to north, and the Tributary Channel at Lamy Avenue (Sta. 15+75±1 South Lemay. Avenue S.I.D.), flowing west to east, were derived by the following means: The Tributary Channel will be regraded fran the flared end sections of the four (4) culverts at Lemay Avenue to 150' downstream. The regrading is for containing I the pipe discharge and directing it into the existing channel. The culverts have been designed to release at the historic rate of 228 cfs. The remaining portion ! of the Tributary Channel has been left in its existing condition, because the j ' discharge will not be any greater than what has historically occurred. it The attached calculations (Pages 1-5, inclusive) established the 100 year storm water elevation at various stations along the channel flowline. The method used was a trial and error of the "flow computations" utilizing manning equation i (Q=1.49/n R 2/3 S 1/2 A), as shown on Page 7-2 of "City of Fort Collins Stone Drainage Design Criteria and Construction Standards Manual". This equation ; estimated the 100 year Q at assumed elevations and the "Best" elevation was then 11 II plotted on the attached cross-section sheet. This procedure was used for the entire length of the Tributary Channel, fran the flared end sections to the outer limits of Stanton Creek (at 50 foot increments). Two (2) feet of freeboard was then added to the 100 year water elevation and it is.where the freeboard elevation II and the existing ground meet that establishes the easement line. The easement line for Stanton Creek was obtained by using the 100 year water ele- vation, as established in the "Fossil Creek Drainage Basin Master Drainageway Planning Study", by Simons, Li and Associates, Inc.. One and one-half (1.5) feet it of freeboard was then added to the 100 year water elevation and it is where the freeboard elevation and the existing ground meet that establishes the easement line.] li ' Taking into consideration the natural meandering and inconsistent width of a stream channel, the legal description was written to contain within its boundaries i the 100 year water elevation and its appropriate freeboard. Sincerely, j! Larry 0 ' Civil D signer ;� 100 YR FLOODPIr.AIN EASEMENT EMERSQN ACRES ANNEXATION , Considering the West line of the South One -Half of Section 18, Township 6 North, Range 68 West of the Sixth Principal: Meridian being in the County of Larimer, State of Colorado as bearing North.00000100" East and with all bearings contained herein relative thereto; commencing at the Southwest corner of said Section 18; thence along said West line North 00000100" East, 663..31 feet, said point being the TRUE POINT OF BEGINNING; thence leaving said West line of Section 18, the following ten (10) courses: 1. South 84042'37" East, 180.63 feet 2. South 63030'24" East, 352.11 feet 3. North 68002'10" East, 229.15 feet 4. North 18042'25" East, 95.88 feet 5. North 26024'25" West, 220.12 feet 6. North 03041'05" East, 119.34 feet 7. North 49015'24" West, 98.03 feet 8. North 46003'02" East, 262.64 feet 9. South 73041'32" East, 63.60 feet 10. North 19001100" East, 160..57 feet To a point on the North line of the South Half of the Southwest Quarter of said Section 18, thence along said North line of the South Half of the Southwest Quarter for a distance of 314.47 feet, thence leaving said North line of the South half of the Southwest Quarter of Section 18, the following fourteen (14) courses: 1. South 47015'49" West, 107.69 feet 2. South 05031'49" West, '152.70•feet• 3. South 33048'15" West, ,178.42" feet 4. South 030 39' 22" West, 206.59'' feet 5. South 54015'25" East, 80.63 feet 6. Sou-th 02048'•27" East, 65.13 feet 7. North 85014'21" West,••183.13 feet 8. South 25040'50" West, 231.53 feet 9. South ,75033'14" West, 162.58 feet 10. South •00050'09" East, 114.08 feet 11. North 68036'49" West, 88.75 feet 12. South 11045'00" West, 99.97 feet 13. South 39055.'39" West, 258.14 feet ; 14. South ,01646"00" West, 60.69 feet To a point on the South line of said Section 18, then South 90000'00" West along said South line of Section 18, a distance of 88.11 feet, thence leaving said South line of Section 18, the following eight (8) courses: 1. North 11042'13" East, 184.58 feet 2. North 54028'36"East, 102.81 feet 3. North 18039'56" East, 198.19 feet 4. North 74042'54" West, 86.68 feet 1 5. South 61036'31" West, 44.45 feet 6. North 78040'24" West, 117.70 feet , 7. South 67059'23" West, 111.02 feet 8. North 64045'18" West, 109.77 feet To a point .on the West line of the South One -Half of Section 18, thence . North 00000'00" East along said West line: of the South One -Half of Section 18, a distance of 205.03 feet to the TRUE POINT OF BEGINNING. Said easement contains 9.59 acres more or less. 1 1 ,. No Text RPARSONS & - CLJEWr JOB NO. , ASSOEL47ES PROJECT CALCUI%TIONS FOR CONSULTING ENGINEERS k Cdft.. Ca =.& IW= MADE BY—DATL---CHECKED SY--DATE —M4MT---l—OF--j2— SEEM MIEMEMO IMEMM omm I M i�■�°i■iaMENini■ No MENOMONEE! NOW on SOMMEEMEME ONE M ON r Or MEN NEEME M MENEWEEMS SEEM MILVAM NONE NONE mv", IMMEMNE M ME MMM= OEM NESEM SOME • 1 ii� ■ no SOME ONES■ mm Ulu-Immom SEEM ENEMEMEN ---- ME sm EMMONEff mt,■No WE MONO ma ME 0■ WE NO ME MEMO sSMM MEN 'LIM NOSES ENOS MOMEMOMON ONE 6 No Text PARSONS & CUEW JOB HO• /ram ASSOCIATES aaaecr Cuw1AnONSY-0. CONSULTING ENGINEERS WADE BY —DATE —CHECKED BY OATF SHEET-4--OF-�—,=;: . , . r Cac ti C-Iwo& 8004 .. .. MOMMEMME qmpmmmmmmm ■■■■■ i■ ii ■■®■■ ■■■■■■■■ ■e■ ■ MEN NOMPF"'! ME ■� ■ii■�■n■i■■■■i■■ MOMBic■■■■■■ i■■■■■�■s■■■�i■■■e ■■■■■■■■■ ME ■■ME ME ■■.■. ■■■■■ ■■■■ No ■m ON ■■■■■■ ■■■i■ Y " ia® B: ■ O ENEEMEM MEN■■ :■ ■®: ■E:■ Em .■oOORE a■■■ ■ r p■■■I MEMO ■■ Is Ima ■■■ MEMO r, r . W Z ■■■■■ ■ iEs■ �■■■M ■ ■■■ MEN SENSE ' PARSONS & CUENT .we No. R- ASSOCIATES vawEcr cucuunoNs FOR ' CONSULTING ENGWXRS ' f. Came,. Csloe.do mm ". 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N L '3 N 0) cc 7 U N ¢ W> CI U � W W N rn I I Ci 0 H> ww� U Z m Z O z H L co UI M f— I- co oLw n(o Z U O N a� N co o N M M 0 0 0 0 0 0 c W 0 0 0 0 0 0 0V) N 0) Q) Q) O O) Q7 co vvvvva I 1 Provincetowne Benson Reservoir Calibration SWMM Input File 2 1 2 4 3 4 WATERSHED 0 PROVINCETOWNE PUD (FORT COLLINS, CO) - BENSON RESERVOIR CALIBRATION FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) 30 0 0 5.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 418 312 140 5.00 80 .090 .016 .25 .10 .30 .51 .50 .0018 0 0 ' 0 312 428 7 2 0.1 1. 0.0 0.0 0.001 0.00 0.002 15.13 0.003 0.004 27.37 0.005 31.77 0.006 35.63 0 428 76 0 1 1.00 520. 0.009 4.0 4.0 0.020 0 0 ENDPROGRAM 1 22.11 2.0 ' Manhard Consulting 02/07/01 Benson Reservoir Calibration SWMM Input Page #1 File: Bensoninput.doc L J [1 1 I wo 0 z H U w o dF xwco \ 0 o H � W W E C] a� z E o O H in Hz F £ a D H � H 10 VN w H U LnN z� • H H H O � W H N W a . 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O aq W m s H W wGH o O U W H Q 3 O cn -- O 44 W . co W U N O CD H H ri a a v � Q F q °a o a� � m ro w O44 W A ."� W _ X Ul W ro U Az Cf) (n m 134 p t N� H C!l 4J -H 4J o 10 0 z 9 W `° w z 0 o a q ua r4 maw w INS "'d� w Hx OWi W $4 a OU .% m i -' a00 O x aw ro d •.i 2 YEAR AND 100 YEAR PROVINCETOWNE FILING 2 PROPOSED CONDITIONS SWMM MODEL 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 206 Z=� 396 399 OUTLET 210 1 a 394 30 214 242 392 390 O 215 — 30 — 298 219 218 1 J 422 382 384 386 387 416 — 301 — O 241 O 217 243 417 Legend 263 Basin 52 Conveyance Element Flow Direction • Concentration NorthwestPoint 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Legend 263 Basin 5 2 Conveyance Element Flow Direction • Concentrati Point 202 a /221 100� 101� , 09 OUTLET 304 — 30 TO NORTHEAST CONVEYANCE f f o ELEMENT #22 108 ��� ( 0 -y f 212 f m 20 232 f o � 228 ~ tii 133 f w 134 f � Eno, 230 y � 226 W 23 fo - 311 fa a 145 236 299 f a 40 ~ 152 15 f 406 8 •� o 151 239 / y 149 f 238 y North Centro I I, Legend 263 Basin 52 Conveyance Element Flow Direction • Concentration Point Northeast ET I 1 1 1 1 II 1 1 1 1 263 Basin 52 Conveyance Element — Flow Direction • Concentrati Point South PROJECT f�o inc ' l � /{ A l� TT T A 7-� n Engineers DATE o O C 10�N( UUL'T'Il�1n[ NGLJ Surveyors BY Planners LTD. SHEET OF Z �2rc� L" VI Dui Cc�IG�I �u.�le��; -mod � o � - � �� �a� ,�,� t.,1e.r� C�.��.���-f% us.• 4f:�-ce c, t,A) jzck4e-, T v-T-0bkjk�1 "�•(��,rV Cot, M M C4 V-44 CDVJL i � Co �� looms 0.r-e m oi- 5h tC !s . U o 2S�t k =v+-i If IOt�$ Jai U �'7 /o-T-Klpp--V- a) CT)Lz v% a V-.a: L DRAINAGE CRITERIA MANUAL RUNOFF TABLE 3-1 (42) i RECOMMENDED•RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 .70 .80 Residential: Single -Family * .40 .45 .50 .60 Multi -Unit (detached) 50 .45 .50 .60 .70 Multi -Unit (attached) 70 .60 .65 .70 .80 112 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: . 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) ' Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40. .45 .50 .60 Drive and Walks: 96 .87 .87 .88 .89 ' Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .15 .25 .50 ' NOTE: These Rational Formula coefficients may.not be valid for large basins. *See Figure 2-1 for percent impervious. 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT tTable 3-6 IIiFILTRATION RATES (For Use With UDSWM2-PC) Maximum Infiltration Rate......... .51 inch/hr Minimum Infiltration Rate......... .50 inch/hr Decay Rate ........................ .0018 inch/hr 3.2.2.2 Pervious - Impervious Area In order to determine preliminary percentages of impervious land cover for a given land use or zoning, Table 3-7 shall be utilized. The final design shall be based on actual conditions of the development. Table 3-7 LAND USE VERSUS PERCENT OF IMPERVIOUSNESS (For Preliminary UDSWM2-PC Model Only) Land Use or Zoninct Percent Pervious Percent Impervious Business: BG,BL,BP,HB,C,IL,IG,IP 10 90 Residential: RH', RMP 40 60 RM,RP, MM 55 45 RM,RMP,RE,RLM,ML 60 40 Parks, Greenbelts, etc 90 10 tSee Table 3-2 for zoning definitions. 3.2.2.3 Resistance Factors Table 3-8 contains the resistance factors to be used for pervious and impervious areas. Table 3-8 RESISTANCE FACTORS (For Use With UDSWM2-PC) Surface Resistance Factor 250 Pervious .s.....................................016 ' Impervious.. .016 I ' May 1984 Revised January 1997 Design Criteria 3-8 3.1.6 Runoff Coefficients The runoff coefficients to be used with the Rational Method referred to in Section 3.2 "Analysis Methodology" can be determined based on zoning classifications if the character of the surface is unknown. However, the final drainage study must calculate a composite coefficient using Table 3-3. Table 3-2 lists the runoff coefficients for the various types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land development to occur which may vary the zoning requirements and produce runoff coefficients different from those specified in Table 3-2, the runoff coefficients should not be based solely on the zoning classifications. The runoff coefficient used for design should be based on the actual conditions of the proposed development. The Composite Runoff Coefficient shall be calculated using the following formula: n ' C = E (CiAi) / At i=l Where C = Composite Runoff Coefficient C1= Runoff Coefficient for specific area Al A1= Areas of surface with runoff coefficient of C1 n = Number of different surfaces to be considered At= Total area over which C is applicable; the sum.of all A1's is equal to At Table 3-2 RATIONAL METHOD MINOR STORM RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP,BL..................................... 0.85 Business: BG,HB,C................................... 0.95 Industrial: IL,IP................................... 0.85 Industrial: IG...................................... 0.95 Residential: RE,RLP................................. 0.45 Residential: RL,ML,RP ............................... 0.50 Residential: RLM,RMP................................ 0.60 Residential: RM,MM.................................. 0.65 Residential: RH..................................... 0.70 Parks, Cemeteries ............•....•.......••.••. .. 0.25 Playgrounds 0.35 Railroad Yard Areas 0.40 Unimproved Areas....................................0.20 ' Zoning Definitions R-E Estate Residential District - a low density residential area primarily in outlying areas with a minimum lot area of 9,000 square feet. R-L Low Density Residential District - low density residential areas located throughout the City with a minimum lot area of 6,000 square feet. R-M Medium Density Residential District - both low and medium density residential areas with a minimum lot area of 6,000' square feet for one - family or two-family dwellings and 9,000 square feet for a multiple family dwelling. R-H High Density Residential District - high density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family ' dwellings, 9,000 square feet for a multiple family dwelling, and 12,000 square feet for other specified uses. R-P Planned Residential District - designation of areas planned as a unit ' (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. May 19B4 Design Criteria Revised January 1997 3-3 I Impervious Area Calculations I I 1' I I I Basin Total Area Ac. Roof Top Area Ac. Percent Impervious Pavement Area Ac. Percent Impervious Lawns/ Grass Area Ac. Percent Impervious Wieghted Percent Impervious 201 0.54 0.31 90% 0.00 100% 0.23 0% 52% 203 0.32 0.00 90% 0.00 100% 0.32 0% 0% 204 0.31 0.00 90% 0.00 100% 0.31 0% 0% 205 1.16 0.12 90% 0.67 100% F 0.37 0% 67% 206 1.02 0.20 90% 0.42 100% 0.40 00% 1 59% 207 0.20 0.07 90% 0.07 100% 0.06 0% 67% 208 0.21 0.01 90% 0.14 100% 0.06 0% 71% 209 0.68 0.17 90% 0.30 100% 0.21 0% 67% 210 0.89 0.17 90% 0.00 100% 0.72 0% 17% 211 1.08 0.36 90% 0.25 100% 0.46 0% 53% 212 1.24 0.00 90% 0.41 100% 0.83 0% 33% 213 0.74 0.15 90% 0.37 100% 0.22 0% 68% 214 0.88 0.22 90% 0.00 100% 0.66 0% 23% 215 1.54 0.35 90% 0.52 100% 0.67 0% 54% 216 0.71 0.00 90% 0.55 100% 0.16 0% 77% 217 0.40 0.00 90% 0.25 100% 0.15 0% 63% 219 1.28 0.24 90% 0.76 100% 0.28 0% 76% 225 1.09 0.00 90% 0.43 100% 0.66 0% 39% 226 0.23 0.00 90% 0.22 100% 0.01 0% 96% 227 0.75 0.11 90% 0.47 100% 0.17 0% 76% 228 0.71 0.11 90% 0.11 100% 0.49 0% 29% 229 0.99 0.17 90% 0.00 100% 0.82 0% 15% 230 0.65 0.14 90% 0.10 100% 0.41 0% 35% 231 0.99 0.04 90% 0.28 100% 0.67 0% 32% 233 0.09 0.00 90% 0.08 100% 0.01 0% 89% 234 0.51 0.14 90% 0.00 100% 0.37 0% 25% 235 1.77 0.25 90% 0.29 100% 1.23 0% 29% 236 1.51 0.23 90% 0.61 100% 0.67 0% 54% 237 0.83 0.17 90% 0.32 100% 0.34 0% 57% 238 0.46 0.08 90% 0.14 100% 0.24 0% 46% 239 1.71 0.24 90% 0.45 100% 1.02 0% 39% 240 0.57 0.07 90% 0.00 100% 0.50 0% 11% 241 0.87 0.00 90% 0.56 100% 0.31 0% 64% 242 2.47 0.27 90% 0.67 100% 1.53 0% 37% 243 2.89 0.42 90% 0.12 100% 2.35 0% 17% 244 0.16 0.00 90% 0.15 100% 1 0.01 0% 94% 245 0.18 0.00 90% 0.17 100% 0.01 0% 94% 247 5.19 0.61 90% 0.21 100% 4.37 0% 15% 248 0.77 0.00 90% 0.53 100% 0.24 0% 69% 249 0.17 0.00 90% 0.16 100% 0.01 0% 94% 250 2.04 0.28 90% 0.52 100% 1.24 0% 38% 251 2.05 0.23 90% 0.38 100% 1.44 0% 29% 252 1.04 0.05 90% 0.63 100% 0.36 0% 65% 253 3.46 0.00 90% 0.83 100% 2.63 0% 24% 254 0.43 0.00 90% 0.37 100% 0.06 0% 86% 255 1.63 0.37 90% 0.28 100% 0.98 0% 38% 256 1.88 0.37 90% 0.43 100% 1.08 0% 41 % 257 0.87 0.10 90% 0.29 100% 0.48 0% 44% 258 0.82 1 0.17 90% 0.12 100% 0.53 0% 33% 259 1.42 1 0.00 90% 1 0.18 100% 1.24 0% 13% 1 260 0.28 0.00 90% 0.24 100% 0.04 0% 86% 261 2.23 0.33 90% 0.25 100% 1.65 0% 25% 262 1.16 0.23 90% 0.32 100% 0.61 0% 45% 263 1.91 0.42 90% 0.42 100% 1.07 0% 42% 264 2.25 0.33 90% 0.52 100% 1.40 0% 36% 265 1.69 0.00 90% 0.96 100% 0.73 0% 57% 266 3.64 0.00 90% 0.10 100% 3.54 0% 3% 295 1.27 0.21 90% 0.56 100% 0.50 0% 59% 297 0.33 0.00 90% 0.33 100% 0.00 0% 100% 298 0.52 0.06 90% 0.23 100% 0.23 0% 55% 407 1.18 0.00 90% 0.00 100% 1.18 0% 0% 408 0.40 0.08 90% 0.10 100% 0.22 0% 43% 409 0.37 0.00 90% 0.12 100% 0.25 0% 32% 410 0.35 0.01 90% 0.13 100% 0.21 0% 40% 411 0.23 0.00 90% 0.22 100% 0.01 0% 96% 412 0.31 0.00 90% 0.30 100% 0.01 0% 97% 413 0.67 0.00 90% 0.37 100% 0.30 0% 55% 414 1.05 0.00 90% 0.53 100% 0.52 0% 50% 415 1.90 0.37 90% 0.50 100% 0.00 0% 44% 416 0.94 0.09 90% 0.25 100% 0.60 0% 35% 417 0.94 0.20 90% 0.12 100% 0.62 0% 32% I I a 1 I r 11 0 N' . a ccrp-q � � 'COO I } N NA I ' J� \--——————————— — — ---I JVINCETOWNE SUBDIVISION FIL. 2] CIT�Y7���TOt�Fy�F/�ORpT�COLLINS, C(OOLOOR�A1D�OJPRAINAOE- S. BASINS AND CHANNI h,a� S.V.B. M�++�+iLfM CONS L111Y17 LTD• SHEET P. ne..."' J. L. ENGINEERS • SURVEYORS • PLANNERS OF S,n, 1"=400* 0 8232 E. Park Meadows Dr. Littleton, Colorado 80124 K,,, -40G' tel: 303/708-0500 fax: 303/708-0400 http://www.MANHARD.com KBCFCC C121 OFFSITE DRAINAGE BASINS PROVINCETOWNE I North West Outlet D I I I I I u 11 Basin Connecting Conveyance _ Element Basin Width (ft) Basin Area (ac % Imperv. Avg. Slope ft/ft 201 305 280 0.54 52 0.030 204 305 170 0.31 1 0.060 206 396 330 1.02 59 0.020 210 303 270 0.89 17 0.020 214 302 270 0.88 23 0.020 215 392 330 1.54 54 0.020 217 389 80 0.40 63 0.020 218 301 650 9.40 20 0.050 219 385 1150 1.28 76 0.030 241 382 , 720 0.87 64 0.030 242 381 520 3.41 37 0.012 243 380 500 2.89 17 0.020 298 383 330 0.52 55 0.015 416 422 200 0.94 1 35 0.020 417 427 140 0.94 1 32 0.017 '1 I F I r CI .I I r I North Central Outlet Basin : Connecting Conveyance Element Basin Width (ft) Basin Area (ac % Imperv. Avg. Slope ft/ft 202 101 430 0.45 96 0.020 203 304 180 0.32 1 0.010 205 107 850 1.16 67 0.050 207 103 100 0.20 67 0.010 208 111 140 0.21 71 0.010 209 393 210 0.68 65 0.020 211 105 140 1.03 53 0.020 212 102 500 0.46 33 0.050 213 417 460 0.74 68 0.017 216 104 740 0.17 77 0.020 220 112 330 1.07 45 0.061 221 306 400 1.64 45 0.061 222 112 290 0.33 96 0.020 225 128 530 1.09 39 0.040 226 132 250 0.23 96 0.025 227 133 460 0.75 76 0.020 228 130 240 0.71 29 0.020 229 138 320 0.99 15 0.020 230 134 500 0.88 1 35 0.020 231 139 250 0.99 32 0.020 232 135 380 0.28 96 0.020 233 137 170 0.09 89 0.040 234 143 310 0.51 25 0.020 235 404 400 1.77 29 0.020 236 145 410 1.51 54 0.020 237 151 320 0.83 57 0.020 238 149 270 0.46 46 0.010 239 148 850 1.71 39 0.010 240 153 330 0.57 11 0.020 295 304 200 1.27 59 0.020 296 142 360 0.33 96 0.020 299 152 520 0.45 1 96 0.020 406 426 350 2.98 45 0.020 407 152 540 1.18 1 0.020 408 405 150 0.40 43 0.020 409 406 270 0.37 32 0.020 410 407 140 5 40 0.020 411 411 310 LO.23 96 0.020 11 [1 North East Outlet �t I 0 I I I I 1 L I Basin Connecting Conveyance Element Basin Width ft Basin Area ac % Imperv. jAvg. pe ft 223 418 420 0.46 96 0.020 224 421 360 0.35 96 0.020 265 21 90 1'.73 57 0.004 279 19 130 8.00 45 0.020 280 11 112 7.34 45 0.020 281 16 100 8.20 45 0.020 282 15 27 5.20 45 0.002 283 10 110 4.40 35 0.020 284 9 94 3.80 45 0.020 285 8 215 13.80 45 0.020 286 7 180 3.33 35 0.100 287 1 30 0.22 96 0.040 288 2 30 0.23 96 0.020 289 5 19 5.22 26 0.060 290 307 45 1.08 96 0.050 291 307 220 7.00 90 0.020 292 307 50 2.55 96 0.012 297 1 20 25 0.33 100 0.015 I [1 South Outlet 1 I I 71 Li 11 E Basin Connecting Conveyance Element Basin Width ft Basin Area ac % Imperv. jAvg. ope /ft 244 94 160 0.16 94 0.006 245 96 250 0.18 94 0.006 246 88 750 19.88 45 0.020 247 85 1100 5.07 15 0.010 248 95 820 0.73 69 0.007 249 93 310 0.14 94 0.006 250 89 450 2.02 38 0.015 251 91 350 2.03 29 0.007 252 92 850 1.47 65 0.015 253 79 500 3.46 24 0.020 254 80 500 0.39 86 0.006 255 62 480 1.63 38 0.020 256 63 660 1.88 41 0.020 257 64 200 0.87 44 0.020 258 48 215 0.82 33 0.020 259 47 200 1.42 13 0.020 260 1 45 650 0.28 86 0.007 261 54 900 2.23 25 0.020 262 53 340 1.16 45 0.020 263 52 390 1.91 42 0.020 264 51 520 2.25 36 0.020 266 309 340 3.64 3 0.025 267 71 550 9.28 45 0.020 268 81 650 8.78 45 0.020 269 82 300 2.55 45 0.020 270 98 610 10.38 45 0.020 271 70 400 9.74 45 0.020 272 72 520 9.90 45 0.020 273 83 630 10.70 45 0.020 274 75 440 6.06 45 0.020 275 78 480 2.48 45 0.020 276 77 540 11.76 45 0.020 277 76 550 7.97 45 0.020 278 83 340 5.89 45 0.020 401 401 430 86.20 34 0.016 412 412 450 0.31 97 0.020 413 413 590 0.67 55 0.020 414 414 380 1.05 50 0.020 415 415 540 1 1.90 44 0.020 I F I 1 I I I I LAI I I �I Total Basin List Basin Connecting .Conveyance Element Basin Width (ft) Basin Area (ac % Imperv. Avg. Slope ft/ft 201 305 280 0.54 52 0.030 202 101 430 0.45 96 0.020 203 304 180 0.32 1 0.010 204 305 170 0.31 1 0.060 205 107 850 1.16 67 0.050 206 1 396 330 1.02 59 0.020 207 103 100 0.20 67 0.010 208 111 140 0.21 71 0.010 209 393 210 0.68 65 0.020 210 303 270 0.89 17 0.020 211 105 140 1.03 53 0.020 212 102 500 0.46 33 0.050 213 417 460 0.74 68 0.017 214 302 270 0.88 23 0.020 215 392 330 1.54 54 0.020 216 104 740 0.17 77 0.020 217 389 80 0.40 63 0.020 218 301 650 9.40 20 0.050 219 385 1150 1.28 76 0.030 220 112 330 1.07 45 0.061 221 306 400 1.64 45 0.061 222 112 290 0.33 96 0.020 223 418 420 0.46 96 0.020 224 421 360 0.35 96 0.020 225 128 530 1.09 39 0.040 226 132 250 0.23 96 0.025 227_ 133 460 0.75 76 0.020 228 130 240 0.71 29 0.020 229 1 138 320 0.99 15 0.020 230 134 500 0.88 35 0.020 231 139 250 0.99 32 0.020 232 135 380 0.28 96 0.020 233 137 170 0.09. 89 0.040 234 143 310 0.51 25 0.020 235 404 400 1.77 29 0.020 236 145 410 1.51 54 0.020 237 151 320 0.83 57 0.020 238 149 270 0.46 46 0.010 239 148 850 1.71 39 0.010 240 153 330 0.57 11 0.020 241 382 720 0.87 64 0.030 F242 381 520 3.41 37 0.012 243 380 500 2.89 17 0.020 I I I I I I I I�I I I I I 244 94 160 0.16 94 0.006 245 96 250 0.18 94 0.006 247 85 1100 5.07 15 0.010 248 95 820 0.73 69 0.007 249 93 310 0.14 94 0.006 250 89 ,. 450 2.02 38 0.015 251 91 350 2.03 29 0.007 252 92 850 1.47 65 0.015 253 79 500 3.46 24 0.020 254 80 500 0.39 86 0.006 255 62 480 1.63 38 0.020 256 63 660 1.88 41 0.020 257 64 200 0.87 44 0.020 258 48 215 0.82 33 0.020 259 47 200 1.42 13 0.020 260 45 650 0.28 86 0.007 261 54 900 2.23 25 0.020 262 53 340 1.16 45 0.020 263 52 390 1.91 42 0.020 264 51 520 2.25 36 0.020 265 21 90 1.73 57 0.004 266 309 340 3.64 3 0.025 267 71 550 9.28 45 0.020 268 81 650 8.78 45 0.020 269 82 300 2.55 45 0.020 270 98 610 10.38 45 0.020 271 70 400 9.74 45 0.020 272 72 520 9.90 45 0.020 273 83 630 10.70 45 0.020 274 75 440 6.06 45 0.020 275 78 480 2.48 45 0.020 276 1 77 540 11.76 45 0.020 277 76 550 7.97 45 0.020 278 83 340 5.89 45 0.020 279 19 130 8.00 45 0.020 280 11 112 7.34 45 0.020 281 16 100 8.20, 45 0.020 282 15 27 5.20 45 0.002 283 10 110 4.40 35 0.020 284 9 94 3.80 45 0.020 285 8 215 13.80 45 0.020 286 7 180 3.33 35 0.100 287 1 30 0.22 96 0.040 288 2 30 0.23 96 0.020 289 5 19 5.22 26 0.060 290 307 45 1.08 96 0.050 291 307 220 7.00 90 0.020 292 307 50 2.55 96 0.012 295 304 200 1.27 59 0.020 296 142 360 0.33 96 0.020 I I u I 11 I I I �J I 1 1 I I 297 20 25 0.33 100 0.015 298 383 330 0.52 55 0.015 299 152 520 0.45 96 0.020 401 401 430 86.20 34 0.016 406 426 350 2.98 45 0.020 407 152 . 540 1.18 1 0.020 408 405 150 0.40 43 0.020 409 406 270 0.37 32 0.020 410 407 140 0.35 40 0.020 411 411 310 0.23 96 0.020 412 412 450 0.31 97 0.020 413 413 590 0.67 55 0.020 414 414 380 1.05 50 0.020 415 415 540 1.90 44 0.020 416 422 200 0.94 35 0.020 246 88 750 19.88 T 45 0.020 417 427 140 0.94 32 0.017 I Northwest Outlet n LJ 1 1 I 11 I I 17 D Ll I � :J I JK I Conveyance Element Connecting Conveyance Element NDP Type of Element Channel bottom width or olos dram. ry Length of Element it Invert Slope tuft 1.e114land side slope ry/ry Right-hand side slope fury Manning's Coefficient Depth of channel or pipe Clam ry) Peak Discharge 2-Year 100-Year (cfs) (cfs 0 1 301 1 387 1 4.0 1 &0 0 1 302 1 390 1 3.0 1 9.0 0 303 394 1 0.0 2.0 0 305 398 1 0.0 3.0 0 379 391.. 0 2 1.50 90.0 0.010 0.0 0.0 0.014 1.5 4.0 9.0 0 380 384 0 1 1.00 250.0 0.026 3.0 3.0 0.020 2.0 3.0 15.0 0 381 423 0 4 0.25 250.0 0.013 0.0 12.0 0.016 0.5 3.0 13.0 381.1 5.00 250.0 0.013 0.0 20.0 0.020 10.0 0 382 384 0 4 0,25 300.0 0.033 0.0 12.0 0.016 0.5 4.0 16.0 382.1 5.00 300.0 0.033 0.0 20.0 0.020 1 10.0 0 38 384 0 1 0.25 160.0 0.010 12.0 0.0 0.018 0.5 1.0 4.0 0 3844 386 0 2 3.50 50.0 0.010 0.0 0.0 0.014 1 3.5 10.0 48.0 0 385 386 0 4 0.25 330.0 0.020 0.0 12.0 0.016 0.5 3,0 12.0 385.1 5.00 330.0 0.020 1 0.0 20.0 0.020 10.0 0 386 301 1 0 1 2 3.50 190.0 0.010 0.0 0.0 0.014 3.5 13.0 58.0 0 387 379 1 0 1 2 1.50 50.0 0.015 0.0 0.0 0.014 1.5 4.0 8.0 0 389 379 1 0 1 2 1.50 110.0 0,010 0.0 0.0 0.014 1.5 1.0 3.0 0 390 391 1 0 1 2 1.50 20.0 0.010 0.0 0.0 0.014 1.5 7.0 9.0 0 391 395 0 2 2.00 380.0 0.010 0.0 0.0 0.014 2.0 7.0 18o 0 392 302 0 1 2 1.50 80.0 0.034 0.0 0,0 0.014 1.5 3.0 12.0 0 394 395 0 1 2 1.50 90.0 0.010 0.0 0.0 0.014 1.5 0.0 2.0 0 395 399 0 2 2.00 560.0 0.013 0.0 0.0 0.014 2.0 7.0 20.0 0 396 397 0 4 0.25 250.0 0.020 0,0 12.0 0.016 0.5 2.0 8.0 396.1 5.00 250.0 0.020 0.0 20.0 0.020 10.0 0 397 305 0 2 1.50 70.0 0,020 0.0 0.0 0.014 1.5 2.0 1 8.0 0 398 399 0 2 1.50 50.0 0,010 0.0 0.0 0.014 1.5 1.0 3.0 0 399 0 0 3 8.0 23.0 0 422 382 0 4 0.25 100.0 0.013 0.0 12.0 0.016 0.5 2.0 9.0 422.1 5.00 100.0 0.013 0.0 20,0 0.020 10.0 0 423 384 0 2 2.00 200.0 0.020 0.0 0,0 0.014 2.0 3.0 12.0 0 427 380 0 1 1.00 240.0 0.017 4.0 1 4.0 0.020 2.0 I17 L North Central Outlet n 1 I 1 I I 1 I I 1 I 1 L7 I 1 1 JK Conveyance Element Connecting Conveyance Element NOP Type of Element Channel bottom width or I tllam. ft Length of Element it Invert Slope ft/ry Left -bane side slope ry/ft I Right-hand side slope ry/ft Manning's Coefficient Depth of channel or pipe Elam ry Peak Discharge 2-Year 100-Year cfa cfs 0 100 101 0 2 2.80 40.0 0.006MO,O20.0 0.015 2.8 1.0 8.0 0 101 109 0 2 3.00 60.0 0.006 0,015 3.0 10.0 45.0 0 102 109 0 4 0.25 250.0 0.0500 0.016 0.5 1,0 4.0 102.t 5.00 250.0 0.0500 0.020 t0.00 103 101 0 2 2.50 130.0 0.015 0,015 2.5 6.0 23.0 0 104 108 0 4 025 335.0 0.0350 0.016 0.5 2.0 9.0 104.1 500 3350 0.0350 0.020 100 0 105 106 O 2 L50 175.0 0.040 0.015 1.5 2.0 7.0 0 106 108 1 0 2 1.50 40.0 0.032 0.0 0.0 0.015 1.5 3.0 14.0 0 107 101 0 d 0.25 250.0 0.050 0.0 1 12.0 0.016 0.5 3.0 11.0 107.1 5.00 250.0 0,050 0.0 20.0 0.020 10.0 0 108 103 1 0 1 2 2.00 150.0 0.024 0.0 0.0 0.015 2.0 5.0 22.0 0 109 306 1 0 1 2 3.50 540.0 0.005 0.0 0.0 0.015 3.5 11.0 54.0 0 111 104 0 4 0.25 65.0 0.014 0.0 12.0 0.016 0.5 2.0 8,0 111.1 1 1 5.00 130.0 0.014 0.0 20.0 0.020 10.0 0 /12 109 1 0 1 d 0.25 125.0 0.004 0.0 12.0 0,016 0.5 3.0 12.0 112.1 5.00 125.0 0.004 0.0 20.0 0.020 10.0 0 128 306 0 2 4.00 60.0 0.020 0.0 0.0 0.015 4.0 21.0 103,0 0 129 128 0 2 4.00 22.0 0.015 0.0 0.0 0.015 4.0 19.0 94.0 0 130 129 0 4 0.25 V 75.0 0.033 0.0 12.0 0.016 1 0.5 5.0 22.0 130.1 5.00 75.0 0.033 0.0 20.0 0.020 1 10.0 0 131 130 0 4 0.25 150.0 0,060 1 0.0 1 12.0 0.016 1 0,5 5,0 16.0 131.1 5.00 1%0 0.060 0.0 1 20.0 0,020 10.0 0 132 131 0 4 - 0.25 110.0 0,025 0.0 1 12.0 0.016 0.5 2.0 1 9.0 132.1 5.00 110.0 0.025 0.0 1 20.0 0.020 10.0 0 133 131 0 4 0.25 95.0 0.008 0.0 12.0 0.016 0.5 3.0 9.0 133,1 5.00 95.0 0.008 0.0 20.0 0,020 10.0 0 134 132 0 4 0.25 93.0 0.023 0.0 12.0 0.016 0.5 1.0 7.0 134.1 5.00 910 0.023 0.0 20.0 0.020 10.0 0 135 129 0 4 0.25 175.0 0.040 0.0 12.0 0,016 0.5 1.0 3.0 135.1 5.00 175.0 0.040 0.0 20.0 0.020 10.0 0 137 155 0 2 3.50 320.0 0.022 0.0 0.0 0.015 3.5 13.0 68.0 0 138 310 0 1 200 200.0 0.047 4.0 4.0 0.060 10.0 0.0 4.0 0 139 416 0 4 0.25 100.0 0.028 0.0 12.0 0.018 1 0.5 1.0 6.0 139.1 5.00 1 100.0 0.028 0.0 20.0 0.020 10.0 0 140 137 0 2 4,00 30.0 0.010 0.0 0.0 0,015 4.0 13.0 69.0 0 141 140 0 4 025 200.0 O.040 0.0 12.0 0.016 0.5 2.0 9.0 141.1 5.00 200.0 0.040 0.0 20.0 0.020 10.0 0 142 140 0 4 0,25 180.0 0.010 0.0 12.0 0.016 0.5 1.0 3.0 142.1 5.00 180.0 0.010 0.0 20.0 0.020 10.0 0 143 311 0 1 2.00 200 0.006 4 4 0.060 10.00 0.0 3.0 0 144 154 0 2 2.50 320.0 0.030 0.0 0.0 0,015 2.5 9.0 49.0 0 165 144 0 4 0.25 270.0 0.026 0.0 12.0 0,016 0.5 3.0 11.0 145.1 5.00 270.0 0.026 0.0 20.0 0.020 10.0 0 146 144 0 2 2.50 30.0 0,030 0.0 0.0 0.015 2.5 70 40.0 0 147 146 0 4 0.25 60.0 0,030 0.0 12.0 0.018 1 0.5 6.0 29.0 147.1 5.00 60.0 0,030 0.0 20.0 0.020 10.0 0 148 147 0 4 0.25 1%0 0.006 0.0 12.0 0.018 0.5 3.0 17.0 148.1 5.00 isall 0.006 0.0 20.0 0.020 10.0 0 149 150 0 4 0.25 175.0 0,006 0.0 12.0 0.016 0.5 1,0 3.0 149.1 5.00 175.0 0.006 0.0 20.0 0.020 10.0 0 150 147 0 d 0.25 158.0 0,017 0.0 12.0 0,016 0.5 3.0 12.0 150.1 5.00 158.0 0.017 0.0 20.0 0.020 10.0 0 151 150 0 4 0.25 160.0 0.012 0.0 12.0 0.016 0.5 2.0 9.0 151.1 5.00 160.0 0.012 0.0 2090 0.020 10.0 0 152 146 0 4 0.25 258.0 0.010 0.0 12.0 0.016 0.5 2.0 9.0 1521 5.00 258.0 0.010 0.0 20.0 0.020 10.0 0 0 0 0 0 0 0 0 153 154 155 30 308 310 311 393 146 140 129 100 22 155 1 154 1 111 1 0 0 0 1 1 1 1 1 0 1 1 2 2 4 2.00 3.50 3.50 0.25 200.0 30.0 320.0 220.0 0.005 0.010 0,047 0.020 4.0 0.0 0.0 1 0.0 1 4.0 0.0 0.0 12.0 0.060 0.015 0.015 0.016 10.0 3.5 3.5 0.5 0.0 10.0 13.0 1.o 16.0 0.0 0,0 1.0 3.0 52.0 70.0 B.o 45.0 4.0 3,0 6.0 393.1 1 1 5.00 220.0 0.020 0.0 1 20.0 0.020 10.0 0 404 141 0 4 0.25 175.0 0.017 0.0 12.0 0.016 0.5 2.0 10.0 404.1 5.00 175.0 0.017 0.0 20.0 0.020 10.0 0 405E306 0 4 0.25 115.0 0.009 0.0 12.0 0.016 0.5 1.0 3.0 405.1 5.00 115.0 0.009 0.0 20.0 0.020 10.0 0 407 0 4 0.25 85.0 0.017 0.0 12.0 0.016 0.5 1.0 30 407.1 5.00 85.0 0.017 0.0 20.0 0.020 10.0 0 411 0 4 0.25 165.0 0.042 0.0 12.0 0.016 0.5 1.0 2.0 411.1 5.00 165.0 0.042 0.0 20.0 0.020 10.0 0 0 0 d18 417 426 0 0 0 2 1 1 1.50 0.25 2.00 210.0 335.0 300.0 0,015 0.035 0.030 0.0 0.0 0.0 0.0 12.0 d.0 0.015 0.016 0.060 1.5 0.5 10.0 1.0 2.0 1.0 6.0 7.0 6.0 1 Northeast Outlet I I I I I I L J I i I 1 i I 1 JK Conveyance Element Connecting Conveyance Element NDP Type of Element Channel bottom width or pice diam. ry) Length of Element ry) Invert Slope ry7ry) Lerylland side slope 117ry Right-hand side slope Pory) Manning's Coefficient Depth of channel or pipe Elam. (ft) Peak Discharge 2-Year 100•year (cle) cfs) 0 1 2 0 4 0.25 117.0 0,040 0.0 12.0 0.016 0.5 1.0 2.0 /.1 5,00 117.0 0.040 0.0 20.0 0.020 10.0 0 1 2 420 0 4 0.25 175.0 0.040 0.0 12.0 0,016 0.5 1.0 CO 2.1 5.00 175.0 0.040 0.0 20.0 0.D20 10.0 0 4 0 0 3 37.0 138.0 0 5 6 0 2 3.00 48.0 0.020 0.0 0.0 0.013 3.0 20.0 56.0 0 6 307 0 1 10.00 216.0 0.050 4.0 4.0 0.060 12.0 19.0 57.0 0 7 307 0 1 10.00 261.0 0.010 4.0 4.0 0.060 12.0 26.0 135.0 0 8 7 0 1 it 10,00 433.0 0.030 4.0 4.0 0,060 12.0 25.0 12&0 0 9 8 I 0 10.00 571.0 0,040 4.0 CO 0,060 12.0 19.0 95.0 0 10 9 0 1 IO.DO 250.0 0.040 4.0 CO 0.060 12.0 17.0 88.0 0 11 12 0 2 2.50 140.0 0,010 0.0 0.0 0.015 5.0 5.0 23.0 0 12 13 0 1 5.00 431.0 0,030 4.0 4.0 0.060 5.0 5.0 22.0 0 13 10 0 1 5.00 221.0 0.030 4.0 4.0 0.060 5.0 5.0 22.0 0 14 10 0 1 10.00 262.0 0,020 4.0 4,0 0,060 12.0 12.0 5Z0 0 15 14 0 1 5.00 180.0 0.030 CO 4.0 0,060 5.0 2.0 10.0 0 16 14 0 1 1000 298.0 0.010 4.0 4.0 0.060 12.0 10.0 49.0 0 17 16 0 1 1000 210.0 0,010 4.0 4.0 0.060 12.0 6.0 29.0 0 18 17 0 1 3.00 739.0 0,030 4.0 4.0 0.060 5.0 5,U 24.0 0 19 18 0 4 0.25 411.0 0.004 0.0 12.0 0,016 0.5 5.0 24.0 0 19.1 5.00 411.0 0.004 0.0 20.0 0,020 10.0 0 20 18 0 2 3.00 100.0 0.010 0.0 0.0 0.015 5.0 1.0 3.0 0 1 21 17 0 2 4.00 100.0 0.020 0.0 0,0 0,015 5.0 2.0 7.0 0 1 22 23 0 2 2.50 360.0 0,050 1 0.0 0.0 0,015 2.5 16.0 45.0 0 1 23 5 0 1 2 3.0D 48.0 0,020 0.0 0.0 0.015 3.0 16.0 45.0 0 307 4 1 1 37.0 139.0 0 406 418 0 4 0.25 135.0 0.037 0.0 12.0 0.016 0.5 1.0 &0 406.1 Soo 135.0 0,037 0.0 20.0 0,020 10.0 0 418 419 0 4 0,25 250.0 0,024 0.0 12.0 0.016 0.5 2.0 5.0 418,1 5.00 250.0 0.024 0.0 20.0 0.020 10.0 0 419 420 0 2 2.00 50.0 0.010 0.0 0.0 0.015 2.0 3.0 8.0 0 420 5 0 2 2.00 360.0 0.010 0.0 0.0 0.015 2.0 3.0 11.0 0 421 419 0 4 0.25 - 175.0 0.040 0.0 12.0 0.016 0.5 1.0 4.0 421.1 1 5.DO 175.0 0.040 0.0 0.0 1 0.020 110.0 Uv South outlet r J LI I L� 1 A Conveyance Element Connecting Conveyance Elementor Channel bottom width 1 dlam. tt Length of Element (to Invert Slope tvnl Left-hand aids slope ttNt) Right-hand aide slope tnftl Manning's Coefficient Depth of channel or pipe diam ff) Peak Discharge 2-Year 100-Year (cfs) (cfsl 0 45 46 0.25 125.0 0.007 0.0 12.0 0.016 0.5 1.0 3.0 45.1 5.00 1250 0.007 0.0 20.0 0.020 10.0 0 46 59 tElement 3.50 SOD 0.010 0.0 0.0 0.014 3.5 100 49.0 0 47 60 0,25 750 0.020 0.0 12.0 0.016 0.5 1.0 50 47.1 5.00 75.0 0.020 0.0 20.0 0.020 10.00 48 60 025 110.0 0.007 0.0 72.0 0.016 0.5 1.0 5.0 48.1 500 110.0 0.007 0.0 20.0 0.020 10.0 0 50 424 025 270.0 0.007 0.0 12.0 0,016 0.5 3.0 14.0 50.1 5.00 270.0 0.007 0.0 20.0 0.020 10.0 0 51 55 0 4 0.25 530.0 0.034 0.0 12.0 0,016 0.5 3.0 12.0 51.1 500 530.0 0,034 0.0 20.0 0,020 1 10.0 0 52 56 0 4 0.25 200.0 0.015 0.0 12.0 0,016 0.5 3.0 12.0 52.1 5.00 2000, 0.015 0.0 20.0 0.020 10.0 0 53 55 0 4 0.25 150.0 0.021 0.0 12.0 0.016 0.5 2.0 8.0 53.1 5.00 150,0 0.021 0.0 20,0 0.020 10,0 0 54 55 0 4 0.25 440A 0.020 0.0 1 12.0 0.016 0.5 2.0 12.0 54.1 5.00 440.0 0,020 0.0 1 20.0 0.020 10.0 0 55 56 0 2 3.50 300.0 0.012 0.0 0.0 0.014 3.5 6.0 31,0 0 56 65 0 2 1 3,50 180.0 0,010 0.0 0.0 0.014 3.5 11.0 54,0 0 59 309 0 1 2.00 500.0 0,026 3.0 3.0 0.020 2.0 9.0 48,0 0 60 46 0 2 3,00 40.0 0,010 0.0 0.0 0.014 3.0 9.0 46,0 0 -61 425 0 2 2.00 300.0 0.010 0.0 0.0 0,014 2.0 2.0 11.0 0 62 50 0 4 0.25 240.0 0.017 0.0 12.0 0.018 1 0.5 2.0 10.0 62.1 5.00 240.0 0.017 0.0 20.0 0,020 10.0 0 83 61 0 1 4 0.25 312.0 0.010 0.0 12.0 0.016 0.5 3.0 1To 63.1 5.00 312.0 0.010 0.0 20.0 0.020 10.0 0 64 424 0 4 0,25 215.0 0.010 0.0 12.0 0.016 0.5 1.0 6.0 64.1 5.00 215.0 0.010 0.0 20,0 0.020 10.0 0 65 fib 0 2 4.50 120.0 0.013 1 0.0 0,0 0.014 4.5 19.0 103.0 0 1 66 67 0 2 4.50 1 400.0 0.013 0.0 0.0 0.014 4.5 19.0 108.0 0 1 67 68 0 2 4.50 1 400.0 0.013 0.0 0,0 0.014 4.5 19.0 109,0 0 1 68 69 0 2 4,50 1 4D0.0 0.013 0.0 0.0 0.014 4.5 20.0 1 111,0 0 69 308 0 2 4.50 360.0 0.013 0.0 0.0 0,014 4.5 20.0 112.0 0 70 308 0 1 1.00 1100.0 0.025 3.0 1 3.0 0,020 2.0 19.0 74.0 0 71 70 0 1 1,00 600.0 0.021 3.0 1 3.0 0.020 1 2.0 10.0 41.0 0 72 308 0 1 2.00 600.0 0,020 3.0 1 3.0 0.020 3.0 111.0 490.0 0 75 98 1 0 1 4 0,25 450.0 0.010 0.0 1 12.0 0.016 0.5 41.0 167.0 75.1 5.00 450.0 0.010 0.0 20.0 0.020 10.0 0 76 75 0 1 1.00 450.0 0.015 3.0 10 0.020 3.0 33.0 140.0 0 77 76 0 1 1.00 750.0 0.040 10 3.0 0.020 2.0 12.0 49.0 0 78 97 0 1 1.00 100.0 0.010 1 3.0 3.0 0.020 2.0 4.0 16.0 0 79 80 0 1 0.25 500.0 0.060 0.0 12.0 0.016 0.5 3.0 14.0 0 BO 97 0 4 1 0.25 130.0 0.010 0.0 12.0 0,016 0.5 4.0 17.0 80.1 5.00 130.0 0,010 0.0 200 0.020 10,0 0 1 81 82 0 1 2.00 600.0 0.070 3.0 3.0 0.020 3.0 38.0 164.0 0 1 82 110 0 1 2,00 470.0 0.010 3.0 10 0.020 3.0 40.0 179.0 0 83 98 0 1 1,00 300.0 0.013 3.0 3.0 0.020 2.0 19.0 77.0 0 84 81 0 2 8.00 150.0 0.010 0.0 0.0 0.014 8.0 29.0 124,0 0 65 84 0 1 1 IN 950.0 0.010 3.0 3.0 0.020 3.0 25.0 108.0 0 88 85 0 1 2 5.00 130.0 0.010 0.0 0.0 0.014 5.0 24.0 95.0 0 87 86 0 1 2 5.00 40.0 0.010 0.0 0.0 0.014 5.0 24.0 94.0 0 88 87 0 1 2 5.00 20.0 0.010 0.0 0.0 0.014 5.0 22.0 BLO 0 89 90 0 1 1 0.50 225.0 0.018 1 12.0 12.0 0.016 0.5 TO 12.0 0 90 85 0 1 2 2.00 60.0 0.0101 0.0 0.0 0.014 2.0 2.0 11.0 0 91 84 0 1 0.50 1 175.0 0.015 12.0 12.0 0,016 0,5 2.0 1 8.0 0 92 84 0 4 0.25 425.0 0.015 0.0 12.0 0.016 0.5 3.0 12.0 92.1 5,00 425.0 0.015 0.0 20.0 0.020 10.0 0 1 93 86 0 1 0.25 750.0 0,006 0.0 12.0 0,01fi 0.5 0.0 1.0 0 94 86 0 1 0.25 125.0 0.006 12.0 1 0.0 0.016 1 0.5 0.0 2.0 0 95 87 0 4 0.25 400.0 0.007 0.0 1 12.0 0.016 0.5 1.0 6.0 95.1 5.00 400.0 0.007 0.0 20.0 0.020 10.0 0 96 87 0 1 0.25 125.0 0.D06 0.0 12.0 0.016 0.5 1.0 2.0 0 97 76 0 1 1.00 220.0 0.010 3.0 3.0 0.020 2.0 7.0 31.0 0 98 72 0 1 2.00 650.0 0.023 3.0 3.0 0,020 10 104.0 449.0 0 99 0 0 3 154.0 478.0 0 110 98 0 1 1 2.00 550.0 0.0101 3.0 3.0 0,020 3.0 38.0 180.0 0 308 99 1 154.0 1 478.0 0 309 65 1 9.0 53.0 0 312 428 1 9.0 53.0 0 401 308 0 3 26.0 133.0 0 412 81 0 1 0.25 225.0 0.018 0.0 12.0 0.016 0.5 1.0 3.0 0 413 50 0 1 0,25 295.0 0,017 0.0 12.0 1 0,018 0.5 1.0 6.0 0 41414F 42d 0 4 0,25 185.0 0,008 0.0 12.0 0.018 0.5 2.0 8.0 a/4.1 5.00 185.0 0.008 0.0 20.o 0.020 10.0 0 415 56 0 4 0.25 355.0 0.021 DO 12.0 00 .16 0.5 3.0 12.0 415.1 5,00 355.0 0.021 0.0 20.0 0.020 10.0 0 424 425 0 2 2000 50.0 0.020 0.0 0.0 0.015 2.0 8.0 27.0 0 425 60 0 2 3.00 240.0 0.020 0.0 0.0 0.015 3.0 &0 37.0 0 428 1 76 0 1 1 1.00 1 520.0 0.DO9 4.0 4.0 0.020 2.0 9.0 32.0 1 Total Conveyance List [1 1 I I 1 I [1 I 1 JK Conveyance ConnectingNNDP ConveyanceElement El.menl TyM of Che..1 potlorn width di.m. 8 Unpth of El.mant ft Inwn Slaps IVh Left-hand .idslop. ") RIOhtJ mnd Bide slop f fft Mennen,'. Owfflcbnl Depthofcharm or Pipe diem IK l PeakMachar9.El.m.nt Meer 100-Year cf. d.0 1 2 4 025 1110 0.04D 00 120 0016 05 10 20 1.1 so 1120 0.NO 00 200 0020 100 0 2 420 4 025 1]50 0040 00 12.o 0016 05 10 4.o2.1 5.an 1)50 Out) 00 200 Own 100 0 4 0 3 310 138.0 0 5 6 2 300 480 0020 00 00 0013 30 200 560 0 -6 ]o] 1 tOGo 2t80 0p50 40 40 0.No 120 1905].0 a ) 30] 1 low 261.0 0010 40 40 0060 120 260 1350 0 e ]' 1 1000 6310 00]040 40 ONO 12o 250 1260 0 9 0 1 low 5710 0.040 4.0 60 0.060 12.0 19.0 95.0 0 10 9 0 1 tOCO 2500 0.040 4.0 40 0.060 12.0 17.0 88.0 0 11 12 0 1 2 2.50 1400 Colo 00 0.0 0.015 1 5.0 50 23.0 0 12 13 1 0 1 5.00 431.0 0030 4.0 4.0 ONO 50 5.0 220 0 tJ 10 0 I S.On 221.0. 0030 4.0 40 0.060 5.0 5.0 22.0 0 14 10 1 0 11 low 262a 0.020 4.0 4.0 ONO 12.0 120 51.0 0 15 14 0 1 5.Oo 1800 0.030 4.0 4.0 Own 5.0 20 10.0 0 16 14 0 t low 298.0 0.010 40 4.0 0.060 12.0 100 49.0 0 17 16 0 1 low 2100 0.010 4.0 4.0 0.060 12.0 6.0 29.0 0 18 17 0 1 300 7390 0.030 40 40 0.060 5.0 5.0 24.0 0 19 18 0 4 0.25 411.0 0 004 0.0 12.0 0 016 0.5 5.0 24.0 0 191 son 411.0 0 004 00 20.0 0 020 10.0 0 20 18 0 2 300 100.0 0010 00 00 0015 5.0 10 3.0 0 21 17 0 2 400 1000 0020 0.0 00 0015 5.0 2.0 7.0 0 22 23 0 2 2.so 3600 0.050 0.0 0.0 0015 2.5 160 45.0 o 23 5 0 2 3.00 480 0.020 0.0 0.0 0.015 3.0 16.0 45.0 0 45 46 0 4 0.25 1 1250 0.007 00 12.0 0016 0.5 1.0 3.0 451 500 1250 0.007 0.0 200 0.020 100 0 48 59 0 2 350 600 0.010 00 00 0.014 35 too 490 0 47 60 0 4 025 75.0 0.020 0.0 12o 0.016 0.5 in 5.0 471 500 75.0 0020 00 200 0.020 10.0 0 48 60 0 4 025 110.0 0.00] 0.0 12o 0.016 05 1.0 50 48.1 5.00 1100 0007 00 20.0 0.020 10.0 0 50 424 0 4 0.25 2700 0007 00 12.0 0016 0.5 3.0 14.0 50.1 500 2700 0.007 00 200 0.020 10.0 0 51 55 0 4 5300 0.034 0 0 12.0 0.016 0.5 30 12.0 51.1 Soo5300 0034 00 200 0020 100 0 52 56 p 4 2000. 0.015 00 12.0 0.016 0.5 30 12.0 52.1 2000 0.015 0.0 20.0 0020 100 0 53 55 0 4 1500 0021 0.0 %2.0 0016 0.5 2.0 8.0 531 150.0 0D21 0.0 20.0 0.02p 100 0 50 55 0 4 R2W 4400 0.020 00 12.0 0016 0.5 20 1'2.0 54.1 4400 0020 00 20.0 0.020 10.0 0 55 56 0 2 3000 0012 0.0 00 0014 35 60 31.0 D 56 65 0 2 1800 0.010 0.0 0.0 0 014 3.5 11.0 54.0 0 59 309 0 t 500 0 0 028 30 3.0 0 020 20 9 0 460 0 80 40 0 2 400Op1p 00 00 0010 ]0 90 460 0 61 425 0 2 J000 0010 0.0 0.0 0.014 2.0 2.0 1L0 0 62 50 0' 4 025 2400 0017 0.0 12.0 OOtO 0.5 2.0 110 62.1 500 240p 0.01] 00 20.0 0.020 lo.0 0 63 61 0 4 025 312.0 0010 0.0 12.0 0016 05 30 120 63.1 500 312.0 0.010 0.0 20.0 0.020 10.0 0 64 024 0 d 025 2150 0.010 0.0 1 120 O.Ot6 0.5 1.0 6.0 64.1 500 215.0 0.010 0.0 1 20.0 0020 10.0 0 65 66 0 2 450 1200. 0013 0.0 1 0.0 0014 4.5 19.0 103.0 0 66 67 0 2 450 400.0 0.013 00 0.0 O.Otd 4.5 190 tp6.0 0 87 68 0 2 4SO 400.0 0.013 00 0.0 0014 45 19.0 1090 0 68 69 0 1 2 450 400.0 0.013 0.0 0.0 0014 4.5 20.0 ill 0 08 308 0 2 450 360.0 0013 0.0 00 0014 45 200 .0 112.0 0 70 308 0 t 100 1100.0 0.025 3.0 3.0 0020 20 19.0 ]4.0 0 71 70 0 1 100 600.0 0.021 3.0 30 0.020 2.0 100 41.0 0 72 308 0 1 200 600.0 0.020 3 0 3.0 0.020 3.0 1 t 1.0 4900 0 75 98 0 4 025 450.0 0.010 00 12.0 0.016 0.5 41.0 1670 ]5.1 Sean 450.0 0.010 0.0 20.0 0.020 10.0 0 76 75 0 1 1.00 4500 0.015 3.0 30 0020 30 33.0 t4o0 0 ]] 76 0 1 1.00 750.0 0.040 3.0 3.0 0020 2.0 12.0 49.0 0 78 97 0 1 1.00 100.0 0.010 3.0 30 0020 2.0 4.0 16.0 0 79 00 0 1 0.25 500.0 0.080 0.0 120 0 016 05 3.0 14.0 0 BO 97 0 4 0.25 130.0 0.010 0.0 12.o 0.016 0.5 4.0 120 80.1 5030.0 0.010 00 20.0 0020 100 0 Ot 82 0 1 00.0 0.010 30 3.0 0.020 3.0 38.0 164.0 0 82 110 0 1 )0.0 0.010 30 3.0 0020 30 40.0 1]9.0 0 BJ 98 0 1 00.0 0.013 3.0 30 0.020 2.0 19.0 ]].0 0 Bd 81 0 2 wo 0.010 0.0 0.0 0.014 8.0 29.0 1240 0 85 B4 0 1 50.0 0.010 30 3.0 0 NO 3.0 25.0 1080 0 86 85 0 2 11400 30.0 0.010 0.0 0 0 0 014 5 0 2d.0 95.0 0 87 86 0 2 40.0 0.010 00 00 001450 200 940 988] 0 2 20.0 0010 00 p0 OOt4 50 220 e].00 89 90 0 1 25.0 0.016 120 120 0016 05 30 120 0 90 85 0 2 0.0 0.010 00 00 0014 20 2.0 11.0 0 91 84 0 1 ]5.0 0.015 12.0 R0 0016 05 2.o 80 0 64 0 4 02250 0.015 00 12.0 0.016 05 3.0 12.0 92.1 2 5.an 425.0 0.015 1 00 20.0 0.020 10.0 0 93 86 0 1 025 1500 0.006 1 00 12.0 0.016 0.5 Oo 1.0 0 BO es 0 1 025 125.0 0.ON 120 00 0.016 0.5 0.0 2.0 0 95 87 0 4 025 400.0 0.00] 0.0 12.0 0.016 0.5 1.o 6.0 95.1 500 400.0 0.00] 00 20.0 0.020 100 0 98 87 0 1 0.25 125.0 0.ON 0.0 12.0 0.018 05 1.0 2.0 0 97 76 0 t 1.00 2200. 0.010 3.0 3.0 0.020 2.0 ].0 31.0 0 98 0 1 2an 6500 0.023 3.0 3.0 0.NO 3.0 1p4.0 449.0 0 99 0 0 0 3 154.0 478.0 0 100 101 0 2 2.80 40.0 0.ON 0.0 0.0 0.015 2.8 1.0 8.0 0 1 tOt tOB 0 2 3.00 60.o Cobs 0.0 0.0 0015 3.0 10.0 45.0 0 ININ0 4 025 250.0 0050 0.0 12.0 0016 0.5 1.0 4.0 102.1 500 250.0 0.NO 00 20.0 0.020 10.0 o tOl 101 0 2 2.50 130.0 0.015 D.0 00 0015 2.5 6.0 230 0 l 104 108 0 1 4 0.25 335.0 0.035 00 12.0 0.016 0.5 2.0 9.0 104.1 5.DO 335.0 0Us 00 20.0 0020 10.0 0 0 105 ia. tae 108 p 0 2 2 1.50 1.50 1]5.0 40.0 0.040 0.032 00 00 0.0 0.0 0.015 0.015 1.5 1.5 2.0 3.0 TO 14.0 0 101 0 4 0.25 250.0 O.NO 0.0 12.0 0.018 05 3.0 1L0 07 10].1 - 5.00 250.0 0.NO 00 20.0 0020 10.0 0 108 103 0 2 2 DO 150.0 0.024 0.0 0.0 0.015 2.0 so 22.0 0 109 ON 0 2 3.50 540.0 ows 00 0.0 0.015 3.5 11.0 54.0 0 0 110 111 90 104 0 0 t 4 2.00 0.25 550.0 85.0 0.010 0.014 3.0 0.0 3.0 12.0 0020 0.010 3.0 05 380 2.0 1800 80 111.1 5.00 0.014 O.p 20.0 0020 10.0 0 112 109 0 4 0.25 anot 0.0 12.0 001E 0.5 3.0 12.0 112.1 SGO 0.004 op 20.0 0.020 100 o t28 308 0 2 4.00 0.020 0.0 0.0 0.015 4.0 21.0 103.0 a 129 128 0 2 41On 0015 0.0 0.0 0015 40 190 94.0 0130 129 D 4 025 Op]3 0.0 12.0 0016 05 50 220 130.1 5.On R 0033 00 200 0020 100 0 1]1 130 04 025 0No 00 120 0016 05 50 180 131.1 5.00 0.No 00 200 0020 100 0 132 131 0 4 025 OWS 00 120 0016 05 20 90 1321 5.On 0025 00 200 0020 100 0 133 131 0 4 025 ows 00 120 0016 05 30 90 t 33.1 5.On 00N 00 20.0 0.020 100 0 134 tJ2 0 4 025 930 0@3 0.0 12.0 0.016 0.5 1.0 7.0 134.1 5.00 93.2 0022 00 20.0 0.020 10.0 0 145 129 0 4 025 [)50 pOlO 0.0 12.0 0016 0.5 1.0 3.0 I J 11 11 0 13] t5s o z aw 3200. o.an 00 00 0.015 35 13.0 680 0 t38 J10 0 1 2w 2000. 0047 4.0 40 0.060 100 00 4.0 0 1 139 1 416 0 4 025 two 0.028 0.0 120 0.016 0.5 LO 6.0 139.1 1 Soon 1000 0.028 00 20.0 0020 10.0 0 t¢0 t3] 0 2 400 30.0 0.010 00 0.0 0.015 4.0 130 69.0 0 141 149 0 1 4 0.25 2000. a.040 0.0 110 0.016 05 2.0 90 +41_1 1 5.00 2000 0040 00 20.0 0020 10.0 a 1 142 140 0 a 025 160.0 0.010 00 12.0 0016 0.5 to ]0 142.1 5 00 180.0 0.010 0.0 20.0 0.020 100 0 143 311 0 1 2.00 200 0.0% a a 0.060 10.00 00 3.0 0 144 154 0 2 2.w 320.0 a030 0.0 00 0.015 2.5 90 490 0 145 tad 0 4 025 2]00 0028 - 00 12.0 0.016 0.5 3.0 11.0 145.1 son 270.0 0026 0.0 200 0.020 100 0 146 144 0 2 2.w 300 0 030 0.0 0.0 0.015 2.5 ] 0 400 0 147 1ab' 0 4 025 60.0 0.030 00 12.0 0016 05 60 290 14].1 500 60.0 0.030 0.0 20.0 0.020 100 0 140 147 0 a 025 1500 0000 0.0 12.0 0.016 0.5 30 170 148.1 5.o0 1500 0006 00 20.0 0020 100 0 149 150 0 4 0.25 1750 0.006 00 12.0 0016 0.5 10 30 149.1 Soon 1750 now 00 20.0 0020 10.0 0 150 147 0 4 0.25 158.0 0017 0.0 12.0 0.016 0.5 3.0 120 ISO 5.00 158.0 0017 00 200 0.020 too 0 1 151 ISO 0 1 a 0.25 1600 0.012 0.0 12.0 0016 0.5 20 90 151.1 500 1500 0.012 0.0 20.0 0.020 100 0 152 146 0 4 025 2580 0.010 0.0 12.0 0016 0.5 2.0 9.0 152.1 Soon 2580 0010 0.0 20.0 0020 100 0 153 146 0 + 2.00 1 2000 0.005 4.0 4.0 owo 100 00 1 3.0 0 154 140 0 2 3w 300 0010 00 00 0015 3.5 10.0 52.0 0 155 129 0 2 3.50 3200 0047 0.0 0.0 0015 3.5 13.0 700 0 301 387 1 4 0 8.0 0 302 390 1 3 0 9.0 0 303 394 1 0.0 2.0 0 304 100 1 1.0 60 0 305 398 1 00 3.0 0 306 22 1 16 0 45.0 0 307 4 t 3).0 139.0 0 308 99 1 154.0 470.0 0 309 65 1 90 53.0 0 310 156 1 0.0 4A 0 311 154 1 0.0 30 0 312 428 1 9.0 530 0 379 391 0 2 150 900 0.010 00 00 0.014 15 40 90 0 380 3B4 0 1 100 250.0 0026 3.0 30 0.020 2.0 30 150 0 381 423 0 4 025 2500 0.013 0.0 12.0 0.016 0.5 30 130 381.1 500 2500 0.013 0.0 20.0 0020 100 0 302 384 0 4 025 3noon 0.033 00 12.0 0.016 0.5 40 160 382.1 so 300.0 0.033 00 20.0 0.020 100 0 383 384 0 1 025 160.0 0010 12.0 00 0.016 0.5 1.0 40 0 384 386 0 2 350 50.0 0010 0.0R12. 0.014 3.5 100 480 0 385 386 0 4 0.25 3300 0.020 00 0.016 05 30 12.0 385.1 500 330.0 0.020 00 0.020 100 0 3" 301 0 2 350 1900. 0.010 00 0.014 3.5 130 580 0 387 379 0 2 1.50 50.0 0.015 0.0 O.Ot4 LS 4.0 60 0 389 ]]9 0 2 1.50 110.0 0.010 0.0 0.014 1.5 1.0 30 0 3% 391 0 2 1.50 20.0 0010 0.0 0.014 1.5 3.0 90 0 391 395 0 2 200 3800 0.010 0.0 0014 2.0 70 100 0 392 ]02 0 2 1.50 SO0 0.034 00 0.014 15 30 120 0 393 111 0 4 0.25 2200 0.020 0.0 0016 05 10 60 393.1 5.o0 2200 0020 00 0.020 100 0 394 385 0 2 1.SO 900 0010 00 0014 1 5 00 20 0 395 399 0 2 200 560.a 0013 00 0.014 2.0 7.0 200 a 398 397 0 4 025 250.0 0020 0.0 120 0.016 05 2.0 8.0 396.1 500 250.0 0020 0.0 20.0 0.020 100 0 397 305 1 0 2 1.50 700 0.020 00 0.0 0014 1.5 2.0 80' 0 398 399 1 0 1 2 150 w.0 0.010 0.0 0.0 0.014 1.5 1.0 30 0 399 0 1 0 1 3 8.0 i] 0 0 401 308 1 0 13 26.0 133.0 0 404 141 0 a 0.25 175.0 0017 0.0 12.0 0.016 0.5 20 10.0 404.1 500 175.0 0.017 0.0 20.0 0.020 10.0 0 1 405 406 0 a 0.25 115.0 0009 0.0 Roo O.Otfi 0.5 10 JO 405.1 5.00 115.0 0.009 0.0 20.0 0020 t0.0 406 418 0 4 0.25 135.0 0.03] 00 12.0 0016 0.5 10 6.0 408.1 5.a0 135.0 0.03] 0.0 20.0 0020 10.0 407 151 a a 0.25 85.0 0.017 0.0 12.0 0.016 05 .10 30 40].1 Soon 85.0 0.017 0.0 20.0 0020 100 411 133 0 a 0.25 165.0 0.042 0.0 12.0 0.016 0.5 1.0 20 p0ool 411.1 5.00 165.0 0.042 0.0 200 0.020 10.0 412 84 0 1 0.25 225.0 0 010 0.0 12.0 0 016 0.5 1 0 30 413 50 0 1 0.25 295.0 0.017 0.0 120 0.018 0.5 10 60 414 424 0 4 025 185.0 0.008 00 120 0016 05 20 60 414.t 5 00 1850 0008 00 200 0020 100 415 58 0 4 025 355.0 0021 00 120 0016 05 30 120 415.1 1 1 5.00 M5.0 0.02t 0'0 200 0.020 100 0 416 140 1 0 2 1.50 210.0 0.015 0.0 0.0 0.015 1.5 1'0 6.0 0 417 108 0 1 a 25 335.0 0.035 00 12.0 0.016 0.5 20 7.0 0 418 419 0 a 0.25 250.0 0.024 0.0 12.0 0.016 0.5 20 50 419.1 5.00 250.0 0.024 0.0 200 0.020 10.0 0 1 419 420 0 2 2.00 w.0 0.010 00 0.0 0.016 2.0 3.0 60 0 420 5 0 2 2.00 360.0 0.010 0.0 00 0.015 2.0 3.0 I1 0 0 421 419 0 4 025 +75.0 0.040 00 12.0 0.016 0.5 1.0d27 421.1 5.00 175.0 0040 0.0 20.0 0.020 10.0 0 422 382 0 4 0.25 100.0 0.013 0.0 12.0 0.016 0.5 2.0 4224 5.00 Iwo 0.013 0.0 20.0 0.020 t0.0 0 423 384 0 2 2 W 200.0 0.020 0.0 0.0 0.014 2.0 30 0 424 425 0 2 2.00 50.0 0.020 0.0 0.0 0.015 2.0 60 0 425 60 0 2 300 2400 0.020 00 00 0.015 3.0 80 0 428 3060 1 2.00 J00 0 00]0 40 40 0.060 100 1.0 0 42] ]800 1 1.00 2a00 001] 40 40 0020 20 10 a 428 ]8 0 1 1.00 5200 0. Cost 40 a0 0020 20 90 u 11 1 Provincetowne 100 Year Fully Developed SWMM Input File 2 1 1 2 3 4 WATERSHED 0 PROVINCETOWNE PUD (FORT COLLINS, CO) - 100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) 30 0 0 5.0 1 1.0 24 5.0 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 201 305 280 0.54 52 .030 .016 .25 .10 .30 .51 .50 .0018 1 202 101 430 0.45 96 .020 .016 .25 .10 .30 .51 .50 .0018 1 203 304 180 0.32 1 .010 .016 .25 .10 .30 .51 .50 .0018 1 204 305 170 0.31 1 .060 .016 .25 .10 .30 .51 .50 .0018 1 205 107 850 1.16 67 .050 .016 .25 .10 .30 .51 .50 .0018 1 206 396 330 1.02 59 .020 .016 .25 .10 .30 .51 .50 .0018 1 2,07 103 100 0.20 67 .010 .016 .25 .10 .30 .51 .50 .0018 1 208 111 140 0.21 71 .010 .016 .25 .10 .30 .51 .50 .0018 1 209 393 210 0.68 65 .020 .016 .25 .10 .30 .51 .50 .0018 1 210 303 270 0.89 17 .020 .016 .25 .10 .30 .51 .50 .0018 1 211 105 140 1.03 53 .020 .016 .25 .10 .30 .51 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.0018 1 262 53 340 1.16 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 263 52 390 1.91 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 264 51 520 2.25 36 .020 .016 .25 .10 .30 .51 .50 .0018 1 265 21 90 1.73 57 .004 .016 .25 .10 .30 .51 .50 .0018 1 266 309 340 3.64 3 .025 .016 .25 .10 .30 .51 .50 .0018 1 267 71 550 9.28 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 268 81 650 8.78 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 269 82 300 2.55 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 270 98 61010.38 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 271 70 400 9.74 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 272 72 520 9.90 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 273 83 63010.70 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 274 75 440 6.06 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 275 78 480 2.48 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 276 77 54011.76 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 277 76 550 7.97 45. .020 .016 .25 .10 .30 .51 .50 .0018 1 278 83 340 5.89 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 279 19 130 8.00 45 .020 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152 520 0.45 96 .020 .016 .25 .10 .30 .51 .50 .0018 1 401 401 430 86.2 34 .016 .016 .25 .10 .30 .51 .50 .0018 1 406 426 350 0.92 45 .020 .016 .25 .10 .30 .51 .50 .0018 Manhard Consulting 100 Year Fully Developed SWMM Input File: 100YEARINPUT.DOC 02/04/01 Page #2 1 1 [1 1 [1 I 1 L 1 407 152 540 1.18 1 .020 1 408 405 150 0.40 43 .020 1 409 406 270 0.3.7 32 .020 1 410 407 140 0.35 40 .016 1 411 411 310 0.23 96 .020 1 412 412 450 0.31 97 .020 1 413 413 S90 0.67 55 .020 1 414 414 380 1.05 50 .020 1 415 415 540 1.90 44 .020 1 416 422 200 1.90 35 .020 1 417 427 140 0.94 32 .017 1 418 312 140 5.00 80 .090 0 0 0 1 2 0 4 0.2S 117. 5.00 117. 0 2 420 0 4 0.25 175. 5.00 175. 0 4 0 0 3 1. 0 S 6 0 2 3.00 48. 0 6 307 0 1 10.00 216. 0 7 307 0 1 10.00 261. 0 8 7 0 1 10.00 433. 0 9 8 0 1 10.00 571. 0 10 9 0 1 10..00 250. 0 11 12 0 2 2.50 140. 0 12 13 0 1 5.00 431. 0 13 10 0 1 5.00 221. 0 14 10 0 1 10.00 262. 0 15 14 0 1 5.00 180. 0 16 14 0 1 10.00 298. 0 17 16 0 1 10.00 210. 0 18 17 0 1 3.00 739. 0 19 18 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0.015 2.5 0.020 0.0 0.0 0.015 3.0 0.007 0.0 12.0 0.016 0.5 0.007 0.0 20.0 0.020 10.0 0.010 0.0 0.0 0.014 3.5 0.020 0.0 12.0 0.016 0.5 0.020 0.0 20.0 0.020 10.0 0.007 0.0 12.0 0.016 0.5 0.007 0.0 20.0 0.020 10.0 0.007 0.0 12.0 0.016 0.5 0.007 0.0 20.0 0.020 10.0 0.034 0.0 12.0 0.016 0.5 0.034 0.0 20.0 0.020 10.0 0.015 0.0 12.0 0.016 0.5 0.015 0.0 20.0 0.020 10.0 0.021 0.0 12.0 0.016 0.5 0.021 0.0 20.0 0.020 10.0 0.020 0.0 12.0 0.016 0.5 0.020 0.0 20.0 0.020 10.0 0.012 0.0 0.0 0.014 3.5 02/04/01 Page #3 9 I 1 1 1] 1 0 56 65 0 2 3.50 180. 0.010 0.0 0.0 0.014 3.5 0 59 309 0 1 2.00 500. 0.026 3.0 3.0 0.020 2.0 0 60 46 0 2 3.00 40. 0.010 0.0. 0.0 0.014 3.0 0 61 425 01 2 2.00 300. 0.010 0.0 0.0 0.014 2.0 0 62 50 0 4 0.25 240. 0.017 0.0 12.0 0.016 0.5 5.00 240. 0.017 0.0 20.0 0.020 10.0 0 63 61 0 4 0.25 312. 0.010 0.0 12.0 0.016 0.5 5.00 312. 0.010 0.0 20.0 0.020 10.0 0 64 424 0 4 0.25 215. 0.010 0.0 12.0 0.016 0.5 5.00 215. 0.010 0.0 20.0 0.020 10.0 0 65 66 0 2 4.50 120. 0.013 0.0 0.0 0.014 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5.0 0 88 87 0 2 5.00 20. 0.010 0.0 0.0 0.014 5.0 0 89 90 0.1 0.50 225. 0.016 12.0 12.0 0.016 0.5 0 90 85 0 2 2.00 60. 0.010 0.0 0.0 0.014 2.0 0 91 84 0 1 0.50 175. 0.015 12.0 12.0 0.016 0.5 0 92 84 0 4 0.25 425. 0.015 0.0 12.0 0.016 0.5 5.00 425. 0.015 0.0 20.0 0.020 10.0 0 93 86 0 1 0.25 150. 0.006 0.0 12.0 0.016 0.5 0 94 86 0 1 0.25 125. 0.006 12.0 0.0 0.016 0.5 0 95 87 0 4 0.25 400. 0.007 0.0 12.0 0.016 0.5 5.00 400. 0.007 0.0 20.0 0.020 10.0 0 96 87 0 1 0.25 125. 0.006 0.0 12.0 0.016 0.5 0 97 76 0 1 1.00 220. 0.010 3.0 3.0 0.020 2.0 0 98 72 0 1 2.00 650. 0.023 3.0 3.0 0.020 3.0 0 99 0 0 3, 1. 0 100 101 0 2 2.80 40. 0.006 0.0 0.0 0.015 2.8 0 101 109 0 2 3.00 60. 0.006 0.0 0.0 0.015 3.0 0 102 109 0 4 0.25 250. 0.050 0.0 12.0 0.016 0.5 5.00 250. 0.050 0.0 20.0 0.020 10.0 0 103 101 0 2 2.50 130. 0.015 0.0 0.0 0.015 2.5 0 104 108 0 4 0.25 335. 0.035 0.0 12.0 0.016 0.5 5.00 335. 0.035 0.0 20.0 0.020 10.0 0 105 106 0 2 1.50 175. 0.040 0.0 0.0 0.015 1.5 0 106 108 0 2 1.50 40. 0.032 0.0 0.0 0.015 1.5 0 107 101 0 4 0.25 250. 0.050 0.0 12.0 0.016 0.5 5.00 250. 0.050 0.0 20.0 0.020 10.0 Manhard Consulting 100 Year Fully Developed SWMM Input File: 100YEARINPOT.DOC 02/04/01 Page #4 ' 0 108 103 0 2 2.00 150. 0.024 0.0 0.0 0.015 2.0 0 109 306 0 2 3.50 540. 0.005 0.0 0.0 0.015 3.5 0 110 98 0 1 2.00 550. 0.010 3.0 3.0 0.020 3.0 0 111 104 0 4 0.25 65. 0.014 0.0 12.0 0.016 0.5 5.00 65. 0.014 0.0 20.0 0.020 10.0 0 112 109 0 4 0.25 125. 0.004 0.0 12.0 0.016 0.5 ' 0 128 306 0 5.00 2 4.00 125. 60. 0.004 0.020 0.0 0.0 20.0 0.0 0.020 0.015 10.0 4.0 0 129 128 0 2 4.00 22. 0.015 0.0 0.0 0.015 4.0 0 130 129 0 4 0.25 75. 0.033 0.0 12.0 0.016 0.5 ' 0 131 130 0 5.00 4 0.25 75. 150. 0.033 0.060 0.0 0.0 20.0 12.0 0.020 0.016 10.0 0.5 5.00 150. 0.060 0.0 20.0 0.020 10.0 0 132 131 0 4 0.25 110. 0.025 0.0 12.0 0.016 0.5 5.00. 110. 0.025 0.0 20.0 0.020 10.0 ' 0 133 131 0 4 0.25 95. 0.008 0.0 12.0 0.016 0.5 5.00 95. 0.008 0.0 20.0 0.020 10.0 0 134 132 0 4 0.25 93. 0.023 0.0 12.0 0.016 0.5 5.00 93. 0.023 0.0 20.0 0.020 10.0 ' 0 135 129 0 4 0.25 175. 0.040 0.0 12.0 0.016 0.5 5.00 175. 0.040 0.0 20.0 0.020 10.0 0 137 155 0 2 3.50 320. 0.022 0.0 0.0 0.015 3.5 0 138 310 0 1 2.00 200. 0.047 4.0 4.0 0.060 10.0 0 139 416 0 4 0.25 100. 0.028 0.0 12.0 0.016 0.5 5.00 100. 0.028 0.0 20.0 0.020 10.0 0 140 137 0 2 4.00 30. 0.010 0.0 0.0 0.015 4.0 ' 0 141 140 0 4 0.25 200. 0.040 0.0 12.0 0.016 0.5 5.00 200. 0.040 0.0 20.0 0.020 10.0 0 142 140 0 4 0.25 180. 0.010 0.0 12.0 0.016 0.5 0 143 311 0 5.00 1 2.00 180. 200. 0.010 0.006 0.0 4.0 20.0 4.0 0.020 0.060 10.0 10.0 0 144 154 0 2 2.50 320. 0.030 0.0 0.0 0.015 2.5 0 145 144 0 4 0.25 270. 0.026 0.0 12.0 0.016 0.5 ' 0 146 144 0 5.00 2 2.50 270. 30. 0.026 0.030 0.0 0.0 20.0 0.0 0.020 0.015 10.0 2.5 0 147 146 0 4 0.25 60. 0.030 0.0 12.0 0.016 0.5 5.00 60. 0.030 0.0 20.0 0.020 10.0 ' 0 148 147 0 4 6.25 5.00 150. 150. 0.006 0.006 0.0 0.0 12.0 20.0 0.016 0.020 0.5 10.0 0 149 150 0 4 0.25 175. 0.006 0.0 12.0 0.016 0.5 5.00 175. 0.006 0.0 20.0 0.020 10.0 0 150 147 0 4 0.25 158. 0.017 0.0 12.0 0.016 0.5 ' 5.00 158. 0.017 0.0 20.0 0.020 10.0 0 151 150 0 4 0.25 160. 0.012 0.0 12.0 0.016 0.5 5.00 160. 0.012 0.0 20.0 0.020 10.0 0 152 146 0 4 0.25 258. 0.010 0.0 12.0 0.016 0.5 ' 5.00 258. 0.010 0.0 20.0 0.020 10.0 0 153 146 0 1 2.00 200. 0.005 4.0 4.0 0.060 10.0 0 154 140 0 2 3.50 30. 0.010 0.0 0.0 0.015 3.5 ' 0 155 129 0 2 3.50 320. 0.047 0.0 0.0 0.015 3.5 0 301 387 6 2 0.1 1. 0.0 0.0 0.014 0.00 0.238 3.93 0.792 6.15 1.760 7.76 2.718 8.71 ' 0 302 390 6 2 0.1 1. 0.0 0.0 0.006 0.00 0.030 6.38 0.084 9.12 0.175 11.20 0.236 12.11 ' 0 0.0. 303 394 6 0.0 2 0.1 0.007 1. 1.55 0.046 2.55 0.130 3.26 ' Manhard Consulting 02/04/01 100 Year Fully Developed SWMM Input Page #5 File: 100YEARINPUT.DOC I lJ L C 1 1 U 0.273 3.83 0.369 4.09 0 304 100 5 2 0.1 1. 0.0 0:0 0.006 0.00 0.033 0.00 0.078 8.89 0.107 11.90 0 305 398 6 2 0.1 1. 0.0 0.0 0.005 0.00 0.048 0.91 0.127 2.44 0.244 3.33 0.316 3.70 0 306 22 12 2 0.1 1. 0.0 0.0 0.004 0.00 0.049 0.00 0.148 0.00 0.296 10.64 0.493 20.48 0.746 26.94 1.057 32.12 1.439 36.58 1.891 40.55 2.404 44.17 2.740 46.20 0 307 4 8 2 0.1 1. 0.0 0.0 0.032 5.16 0.327 19.30 0.877 38.50 1.615 61.66 2.507 88.20 3.519 117.74 4.299 140.04 0 308 99 12 2 0.1 1. 0.0 0.0 0.036 0.0 0.159 18.00 0.432 53.00 0.757 122.00 1.133 205.0 1.566 275.00 2.121 332.00 2.881 378.00 3.930 419.00 5.376 459.00 6.551 479.30 0 369 65 4 2 0.1 1. 0.0 0.0 0.000 1.79 0.001 19.98 0.003 56.52 0 310 155 4 2 0.1 1. 0.0 0.0 0.000 1.79 0.001 19.98 0.003 56.52 0 311 154 4 2 0.1 1. 0.0 0.0 0.000 1.79 0.001 19.98 0.003 56.52 0 312 428 7 2 0.1 1. 0.0 0.0 0.001 0.00 0.002 15.13 0.003 22.11 0.004 27.37 0.005 31.77 0.006 35.63 0 379 391 0 2 1.50 90. 0.010 0.0 0.0 0.014 1.5' 0 380 384 0 1 1.00 250. 0.026 3.0 3.0 0.02 2.0 0 381 423 0 4 0.25 250. 0.013 0.0 12.0 0.016 0.5 5.00 250. 0.013 0.0 20.0 0.020 10.0 0 382 384 0 4 0.25 300. 0.033 0.0 12.0 0.016 0.5 5.00 300. 0.033 0.0 20.0 0.020 10.0 0 383 384 0 1 0.25 160. 0.010 12.0 0'.0 0.016 0.5 0 384 386 0 2 3.50 50. 0.010 0.0 0.0 0.014 3.5 0 385 386 0 4 0.25 330. 0.020 0.0 12.0 0.016 0.5 5.00 330. 0.020 0.0 20.0 0.020 10.0 0 386 301 0 2 3.50 190. 0.010 0.0 0.0 0.014 3.5 0 387 379 0 2 1.50 50. 0.015 0.0 0.0 0.014' 1.5 0 389 379 0 2 1.50 110. 0.010 0.0 0.0 0.014 1.5 0 390 391 0 2 1.50 20. 0.010 0.0 0.0 0.014 1.5 0 391 395 0 2 2.00 380. 0.010 0.0 0.0 0.014 2.0 0 392 302 0 2 1.50 80. 0.034 0.0 0.0 0.014 1.5 0 393 111 0 4 0.25 220. 0.020 0.0 12.0 0.016 0.5 5.00 220. 0.020 0.0 20.0 0.020 10.0 0 394 395 0 2 1.50 90. 0.010 0.0 0.0 0.014 1.5 0 395 399 0 2 2.00 560. 0.013 0.0 0.0 0.014 2.0 0 396 397 0 4 0.25 250. 0.020 0.0 12.0 0.016 0.5 5.00 250. 0.020 0.0 20.0 0.020 10.0 0 397 305 0 2 1.50 70. 0.020 0.0 0.0 0.014 1.5 0 398 399 0 2. 1.50 50. 0.010 0.0 0.0 0.014 1.5 0 399 0 0 3 1. 0 401 308 0 3 1. 0 404 141 0 4 0.25 175. 0.170 0.0 12.0 0.016 0.5 5.00 175. 0.170 0.0 20.0 0.020 10.0 0 405 406 0 4 0.25 115. 0.009 0.0 12.0 0.016 0.5 5.00 115.- 0.009 0.0 20.0 0.020 10.0 0 406 148 0 4 0.25 135. 0.037 0.0 12.6 0.016 0.5 Manhard Consulting 100 Year Fully Developed SWMM Input File: 100YEARINPUT.DOC 02/04/01 Page #6 5.00 135 0 407 151 0 4 0.25 85 5.00 85 0 411 133 0 4 b.25 165 5.00 165 0 412 84 0 1 0.25 225 0 413 50 0 1 0.25 295 0 414 424 0 4 0.25 185 ' 5.00 185 0 415 56 0 4 0.25 355 5.00 355 ' 0 416 140 0 2 1.50 210 0 417 106 0 1 0.25 335 0 418 419 0 4 0.25 250 0 419 420 0 2 .00 2.00 2 250 50 0 420 5 0 2 2.00 360 0 421 419 0 4 0.25 175 1 75 ' 0 422 382 0 4 0. 0.2525 10000 5.00 100 0 423 384 0 2 2.00 200 0 424 425 0 2 2.00 50 ' 0 425 60 0 2 3.00 240 0 426 306 0 1 2.00 300 0 427 380 0 1 1.00 240 ' 0 428 76 0 1 1.00 520 0 0 ' ENDPROGRAM 1 ' Manhard Consulting 100 Year Fully Developed SWMM Input File: 100YEARINPUT.DOC 1 0.037 0.0 20.0 0.020 10.0 0.017 0.0 12.0 0.016 0.5 0.017 0.0 20.0 0.020 10.0 0.042 0.0 12.0 0.016 0.5 0.042 0.0 20.0 .0.020 10.0 0.018 0.0 12.0 0.016 0.5 0.017 0.0 12.0 0.016 0.5 0.008 0.0 12.0 0.016 0.5 0.008 0.0 20.0 0.020 10.0 0.021 0.0 12.0 0.016 0.5 0.021 0.0 .20.0 0.020 10.0 0.015 0.0 0.0 0.015 1.5 0.035 0.0 12.0 0.016 0.5 0.024 0.0 12.0 0.016 0.5 0.024 0.0 20.0 0.020 10.0 0.010 0.0 0.0 0.015 2.0 0.010 0.0 0.0 0.015 2.0 0.040 0.0 12.0 0.016 0.5 0.040 0.0 20.0 0.020 10.0 0.013 0.0 12.0 0.016 0.5 0.013 0.0 20.0 0.020 10.0 0.020 0.0 0.0 0.015 2.0 0.020 0.0 0.0 0.015 2.0 0.020 0.0 0.0 0.015 3.0 0.030 4.0 4.0 0.060 10.0 0.017 4.0 4.0 0.020 2.0 0.009 4.0 4.0 0.020 2.0 02/04/01 Page #7 W O r4 ' 0zr������� 0 o Ol w \ to F o 0 0 0 0 0 0 0 0 0 0 0 0 0 o N IN a�mmmmmmmmmmmmmmm \ 000000000 H0 O0 O0 O0 O0 O0 C0 0 0 0 0 0 0 0 0 -- u ww H q a� z Z 0 0 0 o 0 0 O 0 0 0 0 0 0 0 0 O H U. 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Discharge (cfs) Depth of Water (ft) Volume (ac. ft.) 4939.48 0.036 0.00 0.10 0.000 4940.00 0.159 18.00 0.50 0.001 4941.00 0.432 53.00 1.00 0.003 4942.00 0.757 122.00 4943.00 1.133 205.00 4944.00 1.566 275.00 4945.00 2.121 332.00 4946.00 2.881 378.00 4947.00 3.930 419.00 4948.00 5.376 459.00 4948.63 6.551 479.30 Area Inlet "Pond" 310 Depth of Volume Discl Nater (ft) (ac. ft.) (c 0.10 0.000 1. 0.001 Area Inlet "Pond" 311 Depth of Water (ft) Volume ac. ft.) 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N r. N. N N r, rn N N N b o v v g v v v v v v v o v 00 N Mv0(D r`C6600 w CO O O C am M o 0 0 0 0 0 0 0 0 0 0 0 a) Co O O O O O O O O O O CD O j C > O M M O v N M I LA CD I- M M O O OO(AO (AOOOOOO(A (A Ucu O N awe M M M M M M M co M M (M co M >0 LO Lo In to to 0 Lo Lo 0 0 0 0 to 0 O ai O O) O m O) m O 6 of m Qi (r ai cc M M M M M M M M M M M M M (D> CAOOOCA'W OOI O(A CD (A v v v v v v v v v v v v v awe C O C v O v O O(D(0 CO cD 0 CO w CD 00 �m oOOOOOOOOOOOO Cp U N C 0 0 U O < M M M M M M M M M M CM M M U @ � ci � Q N Cn (ATOOmOO(AOO(A •- �- e- m(A Lv a _JD a OVINCETOWNE SUBDIVISION FIL. 2 111 ,�CIIT�.Y OF FORT COLLINS,rr.COLORADO � � POND *308 EXISTING CONDITIONS s.v.e. NIAMUM � r LTD- sxeer J.L.F. ENGINEERS • SURVEYORS • PLANNERS OF ,A, 7/24/00 8232 E. Park Meadows Dr. Littleton, Colorado 80124 sc�=50' tel: 303/708-0500 fax: 303/708-0400 6ttp://www.MANHARD.com KBCFCC C121 A 3 0 p(n V-1d 30s �x s�' CURRENT DATE: 12-12-2000 CURRENT TIME: 10:48:59 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 1 FILE DATE: 12-12-2000 FILE NAME: OUT39BE C SITE DATA CULVERT SHAPE, MATERIAL, INLET L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET No. gift) (ft) ift). MATERIAL (fc) (ft) n TYPE 1 4939.08 4938.56 83.00 2 RCP 3.50 3.50 .013 CONVENTIONAL 1 2 14939.13 4939.05 83.00 1 RCP 2.50 2.50 .013 CONVENTIONAL 3 4939.08 4938.48 93. 00 1 RCP 3.50 3.50 .013 CONVENTIONAL 4 5 6 SUMMARY OF CULVERT FLOWS ;cfs` FILE: OUT39BE DATE: 12-12-2000 ELEV ;ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4939.08 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4940.58 50.0 27.5 8.4 13.8 0.0 0.0 0.0 0.00 4 4941.35 100.0 54.6 17.8 27.4 0.0 0.0 0.0 0.00 3 4941.96 150.0 82.2 25.6 41.3 0.0 0.0 0.0 0.00 2 4942.56 200.0 112.1 31.9 56.0 0.0 0.0 0.0 0.00 3 4943.20 250.0 141.4 38.0 70.7 0.0 0.0 0.0 0.00 3 4943.97 300.0 170.4 44.4 85.3 0.0 0.0 0.0 0.00 3 4944.88 350.0 199.3 51.5 99.7 0.0 0.0 0.0 0.00 2 4945.41 400.0 214.2 55.2 107.1 0.0 0.0 0.0 20.69 8 4945.52 450.0 217.4 56.0 108.7 0.0 0.0 0.0 63.87 4 4945.62 500.0 220.0 56.7 110.0 0.0 0.0 0.0 110.77 4 4945.30 371.4 211.3 54.4 105.7 0.0 0.0 0.0 OVERTOPPING cap = 371 SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: OUT39SE DATE: 12-12-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR eft) FLOW (Cfe) ERROR (cfs) ERROR 4939.08 0.000 0.00 0.00 0.00 4940.58 -0.005 50.00 0.31 0.62 4941.35 -0.002 100.00 0.18 0.18 4941.96 -0.010 150.00 0.83 0.55 4942.56 0.000 200.00 0.01 0.00 4943.20 0.002 250.00 -0.14 -0.06 4943.97 0.000 300.00 -0.05 -0.02 4944.88 0.008 350.00 -0.44 -0.13 4945.41 -0.005 400.00 2.82 0.70 4945.52 -0.005 450.00 4.05 0.90 4945.62 -0.009 500.00 2.52 0.50 <1> TOLERANCE (ft) - 0.010 <2> TOLERANCE (%) - 1.000 CURRENT DATE: 12-12-2000 CURRENT TIME: 10:48:59 2 FILE DATE: 12-12-2000 FILE NAME: OUT398E PERFORMANCE CURVE FOR CULVERT 1 - 2( 3.50 eft: BY 3.50 (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. (cf s) !ft) (Et) ;ft) <F4> (ft) (EC) (ft) (ft) (fps) (fps) 0.00 4939. 08 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 27.50 4940. 59 1.51 1.51 1-S2n 0.97 1.12 .0.92 0.82 6.76 2.10 54.61 4941.36 2.28 2.28 1-S2n 1.41 1.60 1.40 1.22 7.58 2.64 82.24 4941. 96 2.88 2.88 1-S2n 1.78 1.99 1.69 1.53 6.94 3.01 112.07 4942. 56 3.46 3.48 1-S2n 2.16 2.34 2.17 1.79 8.94 3.29 141.43 4943.20 4.12 4.12 5-S2n 2.57 2.62 2.56 2.02 9.38 3.53 170.38 4943. 96 4.38 4.77 2-M2c 3.15 2.86 2.86 2.23 10.14 3.72 199.34 4944. 87. 5.79 5.34 2-M2c 3.50 3.05 3.05 2.42 11.25 3.90 214.18 4945.40 6.32 5.94 2-M2c 3.50 3.14 3.14 2.60 11.77 4.05 217.35 4945.52 6.44 6.03 2-M2c 3.50 3.16 3.16 2.76 11.88 4.19 219.98 4945.62 6.54 6.11 2-M2c 3.50 3.18 3.18 2.92 11.97 4.32 E1. inlet face invert 4939.08 ft El. outlet invert 4938.56 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 4939.08 ft OUTLET STATION 83.00 ft OUTLET ELEVATION 4938.56 Et NUMBER OF BARRELS 2 SLOPE (V/H) 0.0063. CULVERT LENGTH ALONG SLOPE 83.00 ft ••`•" CULVERT DATA SUMMARY •••••••• *•`*••••••••••• BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION - INLET DEPRESSION NONE CURRENT DATE: 12-12-2000 CURRENT .TIME: 10:46:59 3 FILE DATE: 12-12-2000 FILE NAME: OUT39SE PERFORMANCE CURVE FOR CULVERT 2 - 1( 2.50 (ft) BY 2.50 (fc)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) ;ft) ;f C) (ft) cF4> (fc) (Et) (ft) (ft) !fps; ;fps) 0.00 4939.13 0.00 0.00 0-NF 0.00 0.00 0.00 -0.49 0 0C 0.00 8.42 4940.59 1.34 1.46 2-M2c 1.47 0.96 0.96 0.33 4.83 2.10 17.7E 4941.36 2.07 2.23 2-M2c 2.50 1.42 1.42 0.73 6.17 2.64 25.59 4941.95 2.59 2.82 2-M2c 2.50 1.72 1.72 1.04 7.10 3.01 31.87 4942.57 3.06 3.44 2-M2c 2.50 1.92 1.92 1.30 7.91 3.29 38.05 4943.20 3.62 4.07 2-M2c 2.50 2.07 2.07 1.53 8.77 3.53 44.39 4943.97 4.31 4.84 2-M2c 2.50 2.21 2.21 1.74 9.71 3.72 51.45 4944.87 5.21 5.74 2-M2c 2.50 2.35 2.35 1.93 10.81 3.90 55.18 4945.40 5.74 6.27 2-M2C 2.50 2.43 2.43 2.11 11.40 4.05 56.02 4945.52 5.87 6.39 2-M2C 2.50 2.45 2.45 2.27 11.53 4.19 56.72 4945.62 5.97 6.49 2-M2c 2.50 2.47 2.47 2.43 11.64 4.32 El. inlet face invert 4939.13 ft El. outlet invert 4939.05 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 Et *•••• SITE DATA ••*'* CULVERT INVERT •'• " ••••*•""• INLET STATION 0.00 ft INLET ELEVATION 4939.13 ft OUTLET STATION 83.00 ft OUTLET ELEVATION 4939.05 Et NUMBER OF BARRELS 1 SLOPE (V/H) 0.0010 CULVERT LENGTH ALONG SLOPE 83.00 EC '•*•• CULVERT DATA SUMMARY •••••••••'•" *" "`••••• BARREL SHAPE CIRCULAR BARREL DIAMETER 2.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE ' CURRENT DATE: 12-12-2000 CURRENT TIME: 10:48:59 4 FILE DATE: 12-12-2000 FILE NAME: OUT398E PERFORMANCE CURVE FOR CULVERT 3 - 1( 3.50 (ft) BY 3.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cf s) ,f-) (fc) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 4939.08 0.00 0.00 0-NF 0.00 0.00 0.00 0.08 0.00 0.00 13.76 4940.59 1.51 1.51 1-S2n 0.94 1.12 0.95 0.90 6.46 2.10 27.42 4941.36 2.28 2.28 1-S2n 1.36 1.61 1.31 1.30 8.36 2.64 41.34 4941.97 2.89 2.89 1-S2n 1.71 2.00 1.74 1.61 8.64 3.01 56.05 4942.56 3.48 3.48 1-S2n 2.07 2.34 2.09 1.87 9.33 3.29 70.66 4943.20 4.12 4.12 5-S2n 2.43 2.62 2.44 2.10 9.86 3.53 85.27 4943.96 4.88 4.78 2-M2c 2.88 2.86 2.86 2.31 10.14 3.72 99.65 4944.87 5.79 5.03 2-M2c 3.50 3.05 3.05 2.50 11.25 3.90 107.12 4945.40 6.32 5.78 2-M2c 3.50 3.14 3.14 2.68 11.78 4.05 108.71 4945.52 6.44 5.38 2-M2c 3.50 3.16 3.16 2.84 11.88 4.19 110.02 4945.62 6.54 5.96 2-M2c 3.50 3.18 3.18 3.00 11.97 4.32 El. inlet face invert 4939.08 ft E1. outlet invert 4938.48 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 4939.08 ft OUTLET STATION 83.00 ft OUTLET ELEVATION 4938.48 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0072 CULVERT LENGTH ALONG SLOPE 83.00 ft •••`" CULVERT DATA SUMMARY ••*••*••"••••"•••*••••'• BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE CURRENT DATE: 12-12-2000 CURRENTTIME: 10:48:59 TAILWATER 5 FILE DATE: 12-12-2000 FILE NAME: OUT39SE ...... REGULAR CHANNEL CROSS SECTION •••••• ^ .....• BOTTOM WIDTH 25.00 ft SIDE SLOPE H/V (%:l) 5.0 CHANNEL SLOPE V/H (ft/ft) 0.005 MANNING'S n (.01-0.1) 0.040 CHANNEL INVERT ELEVATION 4938.56 It CULVERT NO.1 OUTLET INVERT ELEVATION 4938.56 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 4938.56 0.000 0.00 0.00 0.00 50.00 4939.38 0.408 0.82 2.10 0.26 100.00 4939.78 0.423 1.22 2.64 0.38 150.00 4940.09 0.430 1.53 3.01 0.48 200.00 4940.35 0.434 1.79 3.29 0.56 250.00 4940.58 0.437 2.02 3.53 0.63 300.00 4940.79 0.440 2.23 3.72 0.69 350.00 4940.98 0.442 2.42 3.90 0.75 400.00 4941.16 0.443 2.60 4.05 0.81 450.00 4941.32 0.445 2.76 4.19 0.86 500.00 4941.48 0.446 2.92 4.32 0.91 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION 3.00 0.00 Et 200.00 ft 4945.30 ft — 1 42" RCP 42 RCP \4938.5 RO 1 42" JRCP _ I 42" RCP a939. 3� 0" RCP j ',4919.05i iOVINCETOWNE SUBDIVISION FIL. 2 11 CITY OF FORT COLLUNS, COAO DO POND 0308 PROPOSED CONDITIONS w,a ra. S.V.B. �L?AM ■ "/��TQUT1'i*T/"1 L,I,D y-i.eaa,ljijtC]l�jvlWJ �,/�/j�w7lJJ,�j jjRt SHEET u "Ov, J.L.P. ENGINEERS •SURVEYORS •PLANNERS � of °•T& 7/24/00 8232 E. Park Meadows Dr. Littleton, Colorado 80124 7„5 zc _ tel: 303/708-0500 fax: 303/708-0400 http://www.MANHARD.com . KBCFCC C121 P,,d 3og Qropo � CURRENT DATE: 12-12-2000 CURRENT TIME: 10:53:39 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 C SITE DATA U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE INO.1 (ft) (EC) ift) MATERIAL 1 1 14939.48 4938.56 149.00 2 RCP 1 2 14939.49 4939.05 143.00 1 RCP 3 14939.48 4938.48 149.00 1 RCP 4 5 6 0 FILE DATE: 12-12-2000 FILE NAME: OUT398P CULVERT SHAPE, MATERIAL, INLET SPAN RISE MANNING INLET j (ft) (Et) n TYPE 3.50 3.50 .013 CONVENTIONAL 2.50 2.50 .013 CONVENTIONAL) 3.50 3.50 .013 CONVENTIONAL) SUMMARY OF CULVERT FLOWS (CfS) FILE: OUT398P DATE: 12-12-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4939.48 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 4940.96 50.0 26.9 9.4 13.4 0.0 0.0 0.0 0.00 4 4941.73 100.0 53.7 19.0 26.9 0.0 0.0 0.0 0.00 3 4942.35 150.0 82.0 26.9 41.2 0.0 0.0 0.0 0.00 3 4942.94 200.0 110.9 33.7- 55.5 0.0 0.0 0.0 0.00 3 4943.61 250.0 141.5 37.9 70.8 0.0 0.0 0.0 0.00 3 4944.39 300.0 171.3 43.0 85.8 0.0 0.0 0.0 0.00 3 4945.33 350.0 200.9 48.9 100.4 0.0 0.0 0.0 0.00 2 4946.51 400.0 229.3 55.3 115.7 0.0 0.0 0.0 0.00 3 4947.83 450.0 257.7 62.3 129.7 0.0 0.0 0.0 0.00 3 4948.80 500.0 278.4 66.9 140.0 0.0 0.0 0.0 14.33 3 4948.63 479.3 274.9 66.1 138.3 0.0 0.0 0.0 OVERTOPPING q-79. 3 SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: OUT398P DATE: 12-12-2000 HEAD HEAD TOTAL FLOW i FLOW ELEV (ft) ERROR (ft) FLOW (Cfs) ERROR (Cfs) ERROR 4939.48 0.000 0.00 0.00 0.00 4940.96 -0.004 50.00 0.28 0.56 4941.73 -0.005 - 100.00 0.43 0.43 4942.35 0.000 150.00 -0.06 -0.04 4942.94 0.001 200.00 -0.12 -0.06 4943.61 0.001 250.00 -0.11 -0.04 4944.39 0.001 300.00 -0.09 -0.03 4945.33 0.004 350.00 -0.24 -0.07 4946.51 0.009 400.00 -0.35 -0.09 4947.83 -0.008 450.00 0.31 0.07 4948.80 -0.002 500.00 0.43 0.09 cl> TOLERANCE (ft) = 0.010 <2> TOLERANCE (t) - 1.000 CURRENT DATE: 12-12-2000 CURRENT. TIME: 10:53:39 2 FILE DATE: 12-12-2000 FILE NAME: OUT398P PERFORMANCE CURVE FOR CULVERT 1 - 2( 3.50 (EC) BY 3.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (Cf s) (fc) (EC) (ft) <F4> (fC) ;Et) (ft) (ft) (fps) :fps) 0.00 4939.48 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 26.89 4940.97 1.49 1.49 1-S2n 0.96 1.11 0.91 0.75 6.73 2.03 53.67 4941.73 2.25 2.25 1-S2n 1.40 1.59 1.29 1.12 8.34 2.60 81.96 4942.35 2.87 2.87 1-S2n 1.78 1.99 1.69 1.41 -8.94 2.98 110.92 4942.93 3.45 3.45 1-S2n 2.16 2.32 2.15 1.66 8.93 3.29 141.48 4943.60 4.12 4.12 5-S2n 2.58 2.62 2.52 1.89 9.53 3.S1 171.31 4944.39 4.91 4.80 2-M2c 3.50 2.87 2.87 2.09 10.17 3.74 200.91 4945.33 5.85 5.66 2-M2c 3.50 3.06 3.06 2.28 11.30 3.93 229.32 4946.50 6.91 7.02 2-M2c 3.50 3.24 3.24 2.45 12.40 4.09 257.70 4947.83 8.11 8.35 2-M2C 3.50 3.42 3.42 2.62 13.56 4.25 278.37 4948.80 9.07 9.32 6-FFc 3.50 3.50 3.50 2.77 14.47 4.39 El- inlet face invert 4939.48 ft El. outlet invert 4938.56 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 4939.48 ft OUTLET STATION 149.00 ft OUTLET ELEVATION 4938.56 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0062 CULVERT LENGTH ALONG SLOPE 149.00 ft •••"• CULVERT DATA SUMMARY •^'•"^•••^•••••••••••••• BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING-S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE CURRENT DATE: 12-12-2000 CURRENT.TIME: 10:53:39 ki FILE DATE: 12-12-2000 FILE NAME: OUT398P PERFORMANCE CURVE FOR CULVERT 2 - 1( 2.50 if t) BY 2.50 (Et)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. '✓EL. (cfs; ,fU (ft) (ft) <F4> (ft) (ft) (Et) (ft) ifps) (fps) 0.00 4939.49 0.00 0.00 0-NF 0.00 0.00 0-.00 :`---0:49 -0.00 0.00 9.38 4940.97 1.43 1.48 2-M2c 1.11 1.02 1.02 0.26 4.99 2.03 18.96 4941.73 2.14 2.24 2-M2c 1.74 1.47 1.47 0.63 6.30 2.60 26.90 4942.34 2.68 2.85 2-M2c 2.50 1.77 1.77 0.92 7.25 2.98 33.71 4942.93 3.21 3.44 2-M2c 2.50 1.97 1.97 1.17 8.13 3.28 37.87 4943.61 3.60 4.12 2-M2c 2.50 2.07 2.07 1.40 8.75 3.53 43.03 4944.39 4.15 4.90 2-M2c 2.50 2.18 2.18 1.60 9.51 3.74 43.88 4945.36 4.86 5.87 7-M2c 2.50 2.30 2.30 1.79 10.39 3.93 55.31 4946.50 5.76 7.01 2-M2c 2.50 2.44 2.44 1.96 11.42 4.09 62.26 4947:82 6.B5 8.33 6-FFc 2.50 2.50 2.50 2.13 12.68 4.25 66.89 4948.79 7.64 9.30 6-FFc 2.50 2.50 2.50 2.28 '13.63 4.39 El. inlet face invert 4939.49 ft E1. outlet invert 4939.05 ft El. inlet throat invert 0.00 Et El. inlet crest 0.00 ft ••••• SITE DATA "••• CULVERT INVERT •••`•`•••••••• INLET STATION 0.00 EC INLET ELEVATION 4939.49 ft OUTLET STATION 143.00 ft OUTLET ELEVATION 4939.05 Et NUMBER OF BARRELS 1 SLOPE (V/H) 0.0031 CULVERT LENGTH ALONG SLOPE L43.00 ft ••••• CULVERT DATA SUMMARY "••••`•••'••'•••••`•••• BARREL SHAPE CIRCULAR BARREL DIAMETER 2.56 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE CURRENT DATE: 12-12-2000 CURRENT TIME: 10:53:39 4 FILE DATE: 12-12-2000 FILE NAME: OUT398P PERFORMANCE CURVE FOR CULVERT 3 - 1( 3.50 (f t) BY 3.50 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cEs) ;ft) (ft) (Et) <F4> (ft) (ft) (ft) (ft) ;fps) ,f Ds) 0.00 4939.48 0.00 0.00 0-NF 0.00 0.00 0.00 0.08 0.00 0.00 13.45 4940.97 1.49 1.49 1-S2n 0.94 1.11 0.95 0.83 6.35 2.03 26.94 4941.74 2.26 2.26 1-S2n 1.37 1.59 1.29 1.20 8.34 2.60 41.20 4942.36 2.88 2.88 1-S2n 1.75 1.99 1.69 1.49 8.94 2.98 55.49 4942.93 3.45 3.45 1-S2n 2.10 2.32 2.02 1.74 9.62 3.28 70.76 4943.60 4.12 4.12 5-S2n 2.50 2.63 2.43 1.97 9.95 3.53 85.75 4944.39 4.91 4.79 2-M2c 3.04 2.87 2.87 2.17 10.18 3.74 100.45 4945.33 5.85 5.49 2-M2c 3.50 3.06 3.06 2.36 11.30 3.93 115.72 4946.51 6.99 7.03 2-M2c 3.50 3.25 3.25 2.53 12.49 4.09 129.73 4947.33 a.19 8.35 2-M2c 3.50 3.43 3.43 2.70 13.63 4.25 139.98 4948.79 9.15 9.31 6-FFc 3.50 3.50 3.50 2.85 14.55 4.39 El. inlet face invert 4939.48 ft E1. outlet invert 4938.48 Et El. inlet throat invert 0.00 ft E1. inlet crest 0.00 ft •"•' SITE DATA '.... CULVERT INVERT •*'••*•'•"•" INLET STATION 0.00 ft INLET ELEVATION 4939.48 ft OUTLET STATION 149.00 ft OUTLET ELEVATION 4938.48 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0067 CULVERT LENGTH ALONG SLOPE 149.00 ft •'*'• CULVERT DATA SUMMARY "«...««««.«««««««••+«+• BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE CURRENT DATE: 12-12-2000 CURRENT`TIME: 10:53:39 TAILWATER 5 FILE DATE: 12-12-2000 FILE NAME: OUT398P ....... REGULAR CHANNEL CROSS SECTION ............•••• BOTTOM WIDTH 30.00 ft SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (Et/ft) 0.005 MANNING'S n (.01-0.1) 0.040 CHANNEL INVERT ELEVATION 4938.56 ft CULVERT NO.1 OUTLET INVERT ELEVATION 4938.56 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 4938.56 0.000 0.00 0.00 0.00 50.00 4939.31 0.415 0.75 2.03 0.23 100.00 4939.68 0.432 1.12 2.60 0.35 150.00 4939.97 0.442 1.41 2.98 0.44 200.00 4940.22 0.448 1.66 3.28 0.52 250.00 4940.45 ,0.452 1.89 3.53 0.59 300.00 4940.65 0.456 2.09 3.74 0.65 350.00 4940.84 0.458 2.28 3.93 0.71 400.00 4941.01 0.461 2.45 4.09 0.77 450.00 4941.18 0.462 2.62 4.25 0.82 500.00 4941.33 0.464 2.77 4.39 0.87 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION 3.00 0.00 ft 70.00 ft 4948.63 ft I POND EMERGENCY SPILLWAY CALCULATIONS 1 1 1 [I N V U w z 3 'a NI-- w ci z ty > 16M m aw cn ti cc) LO O N � CV 3 CD '0 0 0 li O " O f- O r O r 0 0 O O 00 r O M CO 0 M ^^ O O 0 c0 O co O O O O O Cn O O M 00 CD Cfl Cl)O r O M O M O r O r O Cn r O M � Ln co .� r N N r r N O CO r CO) CD .+>`. r r N CD 3 CO a ncaw to U 00 O CD co O N f— O CD co 0 LO I- r fl- f� O I� r 00 M O (D 00 O N r M �r�- <T LO N co N N f� r N M M": r r M M I- D) M Cn CD CA 00 ID N N CO O O O O O O O O N N CO to I- n CO m r C U a � C6 -. 0 0 co 0 0 cc 0 0 000 0 0 0 0 0 J v N N N N N N r r r r co M co I,- �� n ti L C9 3 y cCL U 00 O O O O 0 0 0 0 O O O O O M 0 0 ^ O M O Cn O Cn O Cn O Cn 0� O O Cn CD O O >+ = O O O O 66 O O O O O O r O O O r N 3L = a CL y w 0 00 00 00 00 00 000 MM co MM I- O Cn O cn 0 Cn O Cn O Co 0 co CD r N CD co ui to L6 tc ui tc v ui of o of o 0 06 of 6 of o I- N. r- r- � r` LO Cn in co 'IT LO cn It v It� 0 3 o rn0) rnrn MC) rn0) rnrn rnrnrn rnrnrnrnrn 0 vIt qtv m > > 0 Ow r r N N co co qt lqt Cn Cn CD co CD 0 00 00 0 00 O O 00 O O 00 00 O O O O O O O O L co C'MM Mc`') co co m m m co co MMMMC'M m 0 az Y C a LO 0 < 0 N = « E J M Cn C7 u 3 CY n .5 U) cu o v _0 N N N a a 5 co � H O r N _■ i ■ ■ [1 ■ ■ ■ �- .._._...��,..�_..._.. 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N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ' w %O 10 w lO kO 10 W 10 �O 1O k0 10 lO 1O W W 10 10 W 1O W W l0 1O W 10 W W 10 W 1O W 10 W W W W W 10 �0 10 ri ri ri r-I ri ri rl r-I ri ri ri ri r-I ri ri rl ri ri ri r♦ ri ri ri ri r-I ri ri ri ri ri ri r-I ri ri ri ri r-1 rI ri ri r1 ri 0000000 00000000000000000000000000000000 O O O OOCDOOOO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 000 ' O O O O ri ri O O O O N O 0 0 0 0 0 0 0 O O O O O O O N O 1p 10 O O l� 10 N (� N O lO 000 N N N M W W N N N d' N N N N N N N V� N N N N ri ri N M r-I N O O ry ri O O ri O ri N O N N N 0000000 00000000000000000000000000000000 000 ' O O O O O O O' O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 1, M O 1O N N w W W 0) W w m N N N W O1 Ln M w 1, kO O1 ri v l- r, W V' N N 01 w m 01 N v l0 m ri d' El %0 N 1, V V O1 0) O1 M 01 1, N , M M 01 m N N N Lnw M ri 10 M ri 01 01 v ri �0 01 M N w N m M IZP .r (N -cr VW M ri 1O M N M ri N m h 0 01 o M ri Ln CO U) m N 1. 10 O1 N m N N m ri [- ri O O N N V' w ON m ' rl ri ri rl ri ri ri ri ri N N ON, ul N N ri M Hm ri ri 4 o ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V' m w N M O m N �0 M N w v N O N m [' ri O ri N L- N M N N O w N N O N ri N N N O O m W 0 I� w rl M v N v M N N d• N M N N M ri M Vw v M N m M f, N N ri N 1, m M" M m N N 10 W N H H m C.l r O �Q 3�J1 41 ri p O\ H N N W N CO ri OO N M O m" 01 Ln r M 144 N ri O\ m M N ri O v l0 m N N M 01 ri N O1 O N M r-I 'r1 >i O m O m ri O ri ri N N M M M M M M co) M w O W N 44 v N m m CO 01 m m m m 01 m m m r� m W 10 %0 'a U 4 r-1 M M M 1-1 M ri V 14 ri ri ri ri ri r-I ri ri ri ri " ri r1 ri ri ri M M M W ri 3 , ' 0 U A u >. a ro ro w ►+ 3 �0 I, m O\ O ri N M V N 1O l, CO 01 O ri N M V� lfl \D I- m 01 O ri N M v N 10 L` m Qt O ri N M V N w h ro � •• ri ri ri ri N N N N N N N N N N M M M M M M M M M M V� V� V' d• cr V' N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N12, j. 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GGGCOCOCGCOC G y U � � � CI t7 (") NNNNNN CI M N N .Ni y LL � a W LL> P d CI m d d M m N N Cf Cf n n � � m m d P d P M Cl N YI N N C C m m m m m m m m m m m m m m .m h Z5 o 0 o 00000000000 V y li N t> N N P d N N d P O O-- d d N N O O m m M M O O M M �U ^ 000088mm00008$ y N N N N N N O O M t7 N N Q O O O O O O O O O O O O O O OOOOS$mm$8im''mm -0000 Nf O O O O O O O O O O O O O O $$$5��88888xS8 Q L Y L L L L G Y L t L Y G Y J J a a J J a J SSS555-9-9 �5 p ����ii(( fi�gg(( m m U4 U m ppm ggm r�l%i of �i v�t%iU V UUO:KS2 n LJ I� �J 1 ' O Q 0 �v C C ' O U U qT. 6 U ' m Q N U L' u C f7 d N N I(1 n n N N N O O N N O S n N N 0N N N 0 N N N S o0000000 o 0ooc000o0ccoc 0 O O O O N N O O N IQN O pp N m m 10 m N N N N N N N Ng N N N N N N N N N N N A A n N A A n N L O O O O O O O O O O O O O O O O O O O O O O r p O O�U ppopppppop N N Uf N N �(1 N N N t00 pppp N N N UI ppppp N N N N N N p N N V` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y W ill N N b b N N N N N N n N N N N n L O O O O O O O O O O O O O O O O O O O O N N O O O1s Ux N N N N N N N N N N N N N N N N N N N^ N N N N N N N N N N N N N N N N N N N N N N N nn n of a�Nnmm�mNornri �n nrnn nc�n o a N N O O N N O O N N O O N N O O N N O O N N O O N N 00.00000 N N N N N N N N O O o 0 0 0 0 0 0 000000006666660 a i m ax 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q. 0 0 0 0 0 0 yc MMMM mmmM Mo5OWM MMP dm �i mm 1")M mmmm �i 1'1 Ct �f m0000 c]M advv aat m3 a p o 01 m N m A 0 o 0 A A p o N N p p N N n n N N p o N N- 0 o m m b b p p 1 D N y pp C I 1 1 `a O O o 00. 0000.0.0.0.0.0.0.0. O O d d 000000 N N N N 0 0` M M o 0 0 0 000 0 0 OM 0 0 M 0 0 0000000000 0 fJ M M m m M M M m M M m M M M M m M M m M m M M M M M M M m m m M M M M M M M M M M m m M y w m m o 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 m m 0 0 -0 0000000000000000000000 N - K N N N N N N N N N N N N N N N N N N N N N N d a s �3 N N N N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O L O � Z U= � b m 10 m m m b m (O m m b 10 m m m b m 10 m m b o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O= O O O O O O O O O O O O O O O O O O O O O O ss_aarraaBti 0 0sorr�aarraaraas v UUUUS()USUU(g U U(gUUUUUUUU d a �C�tS O OOis6SO" a € b b C 00666 O c c c c c '9-y9 c c 9 �^ c c 5 3 c c '5 'S c c 'S 'S c 'S 's 'S 'S c c 'S 'S c 'S 'S y & c c y c c mmmmmmo`aa`a`aa`a`�a`o`a`a`ic7mi 0 0 0 0? a o o a o 0 0 d N N O CT C'I d N N N N N 0 N N N N N m N L G Z 9 999999 4 R 9999999999999 N t1 N7NN t7 N t7 WI,IN WMMMM O O O O O O O O O O O O O O O O O IN T O O O O O O O O O O O O O O S O O S O O O O N O m 0000 O O O O O O O O O m O N O m N P m N N d P N P P m N N N b m m m (V FLLU jO O 080,0000 O O O S O O O O O S O N O m O O O O O O O O O O O S m O N O vLLU e m N d m N O P N 0 0 b N N N m m m N N N N s a�S N � vP Mmoo-o�����i 0lmmmM 9i �i w O O m N b f0 O O O O P P O O O O A A O O N N O Il .�, m b b b N N A A 0 0 � r• f0 (O m m A A A A A A NN �� C_ � mmmmmmmmmmmmmmmmmmmromm O O O O O O O V O O O O O O O O O O O O O O O O � V LL jp N NI N O O A A '- N n MCI N N N N NNfO `=mmmmNN N F ry `NU m A A M m A A AP AP d d A A >> fib¢ O O O O O O O O O O O O O O O O O O O O O O _T a dy O O Yl h m m O O h YI m m O O YI YI m M N N----- m m d d O O d d O O v P O O d P r-- O O P d O O d O N N P P N N P P -y �a t 3a m m b m m m b b m m b IQ a P m m m m m m n m m n m m m m m m m 0 cj m M c� m m m 1 M Q i LL N N N N N N M M N N N N N N N N N N m M M m O �ry O O O O O O S m m N N N N N N n N N N A A A A 3 Q og z _a y '9 y o f5 Ly� Z _ L�'J s Z Z L Z L Z L Z LD ssWW L L Z L Z L Z LL D D u m v m a w w w m m§ d m . 0`88088— u § b 44 yg 3 C C C C c 9 3 3 5 !^ 'S mmm mmmaa aaudaaaaaaci ci cif n J t 1 1] i o 'CY 0 N m r ' v` c S m O N O Y U a 4U N m e ON N h N N N h N N 0 on N 0 0� N N N Ns Wl n 0000006 666666066000 Coco = m` a0 O Q Q Q Q n n l7 t7 n n Cl (7 n n l7 CI r r (7 t7 r r l7 f7 n n (7 t7 m m Q O N N m N N N N N N 1U n � 0� Q p pC N po pp N N 0 p pp 0 pp N N pp po N N pp N no pp N pp pp �m N po po N N pp pp N N pp N U t Oz 0 0 0 0 0 0 0 0 0 00000000000000 �2 t m m Q d m m d d n r M m n n m m n n m m n n m m n n m m r n m m m m d d 04000 N 0 o o N o G C O C o G G C 0 0000000000000 U S noon N N N N 0 N N N N N N N N N N N N 0 N N 0 N N N 0 N N N N 0 N N N 0 N N N N N N N N m m m m m m m m m m m m m m m m m m m m m m m maw N N O O N N O O N N O O N N O O N N O O N N O 00 N N O N N O O N N O O N N O O N N O O N O m o 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 0 0 0 0 E t ax 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� � s 0 m N N N N N N 000pp N N N N N N 00 N N N N 00 N N o m N N �i �i cm> mm a 00 yOpOOOOOp pp m m m W oQ Q O mO0QQ m p OS 0 pO 02 p�O t00 O O pt0 O UN�pp pp pp N O�[ I oo pppp p pp ppN pp ooN 0 pppp N h pp N g Z n n n n n n n n r n n n n r n n n r n n n n n =tea ee pp mm 0 {o{oyy�� 0 0 O O O O 0 C G 2p� 0 0 C O G C C C 0 0 C m mm G G 0 0 C G 0 C �tA� X N N N N N N N N N N N N N N N N N N N N N N N 5 03r 0 0 0 0 0 N 0 N N 0 0 0 0 N N 0 0 0 0 0 0 0 0 66000000000000000600000 �p Tm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'C Z 00060606 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 bb5b25 x�aaxxax���xa�x�ax$�3$$ m Nc�r�rZc�t�cmPJr d' JKJ2 J'CC O.' JC.JR JC.J a .w U U J S S J S S U U_ a S J a ov J J abt N N N N= N _ N m _ = J S J J O U' m N m m C 0 0 m mmmm m ( c m m t O O 0 c c c c m m >> >> m� cic��c�O cc�ci�i°�mr�2=aaa�a j .n- .m- 0 0 0 0 O cmp N 0 •- 0 O c4449't'1449449'i44�44949'l4 mno ° 0 m N N N 0 N N N N Hf {y N N N N 0 m m 11 CI C) q N d N d N d q li l7 m N N N m {+l LL� 0 C C O C O C G G C 0 0 0 G C O G O G G O C C m r Q po N O pO p O O p po O O po p O O p p O O p p O O p O O p p O O p po O O ON p O n p O C� U 0001 T00 � r•mmmm�O�'NQQmm000 LL ry pp N O pp pp O O p pp H O pp O O pp O O pp pp O O p O S pp pp O O O pp O N pp O r pp 0 U d v A 0 O1 T 0 0 m m m m 0^ Ci d d m N 0 m 0 � lV � N LL `u Q N �Na N N m m � d d M m m m N N d d m m Q d n n O pp N Q 0 0 n Q Q w o n n N N 0 m O N 0 E v y w 0 0 0 n 0 0 —I m N N m m 0 0 N N N LL� •- O A a0 0 0 0 N N N N m N t0 t0 d d N N Nu N C 0 0 m m 0 0 m 0 0 m 0 0 0 0 m 0 0 0 0 m 0 0 m y IL m 0 N N N Ol W Ol Ol m m W 0 m 0 0 m U '�yyayyt � Q N m N m 0 0 0 h N 0 0 N N m m N N n n m m Q d O pp 0 a0 N N Ni 00 ��pp m N 0 O O Q Q O Q O U ci V F m " N U S' m n n �cmmm r n m m m n n n n n mb¢ S mmmmnnnnrnnnrnnnmm.-.-� �� m d E a r n NNNNI r n N N N N N N N N N N N n N N o 0 d d 0 o d d c d ;a m 0 0 0 N off N n n mmmm n n n n 0 m n n m 0 n n m m n n m m N 0 m -On Q m: 0 0 0 0 m m m m m 'mmmm m N N 0 0 m m N N Wm pmp�� N N qqm N § N m 3 m m m m m m m m n n m m n n m m n n m m n r m m n n m m n n m m m m m rn N 0 o 0 N N 0 0 N 0 = 0 c c o 0 0 0 o c o 0 0 0 0 0 0 0 0 .- v o� y�N K JKJ RJ�J KJ� JR'J� J KJK 9Ja' JK e c c cc UU U w m aSSSU 0008-Q wommm 2.EE F mB� ��aCJUv 8�200= 2 '=m aaOc N, - N m Q I 1 i Q O N d Y o` J x c O F 0 N U U U NO d d N N N N N N N y 3 N N N N a> O m m t'1 m m r n n n n r r r p Cf 00000000000000 t7 t7 Cl t�l Cl CI Cf � CI t7 L � � 6 O U e m m N N m m N N m m N N m m N N m m N N m m N N m m N N U Q Z 0 0 0 0 0 0 0 0000 OF 0 d m m L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (� 2 N N N N N N N N N N N N N N N N N N N N N N N N N N N N .Q l7 t7 (7 ('1 Cl CI CI ('f f'f 1") t7 t7 t7 lh a N N O O N N O O N N O O N N O O N N O O N N O O N N O O O OR 00006000000000 Eos a. 0 0 0 0 0 0 0 0 0 0 0 0 0(pp 0 p N N N N N N N N N N N N ( N N .a ompyy��ppmo4S8iBitO Of O� O1 pp� O 0p� O O O O O O S O O O O O S O n s o 0000000606666 o not N� Ap� 0 0 Op�p� 0 0 O 0 0 m W 0 0 0 0 0 0 0 0 Q Z n c�(oM�ntnmm�ronnci n r n n r n r n n n n r n n N N 0 0 N N 0 0 N N 0 0 N N 0 0 N N 0 0 N N 0 0 N N 0 0 Z O Z O G C O C 0 0 0 G G O G G C N � X N N N N N N N N N N N N N N L &s c� 3 m m N N m m N N m m N N m N m N m N m N m mN N m Nm N eL Q's 00000000000000 N m m m m m mm m m m m �Z000o00c000 lwl�e i �ss�s���a�xxaa J J J d I0 78 N J J J J J J J J J J d d sss. d d d sssssssss!� d d d d d d d N N d d N N d d N N d d N N d d N N d d N N d d N N d d K K d' C K K K K C K K K K C 4 L _ B 88888812m '2 .9 $$$ a m m Wax Moo d N op n d d o v�p d d a 'oq C TFFJJ � d m n Mwlw N W UCSU�tt 22 N m N p�1I O N N � m< O 8 O : a� Z a�a4aagaa44aaq L � L OZ CC 0 MNNS p� S mcv IL G O C C C G G O 0 G C) G C C G d Z j?j Q ° 888820 ��� UJN <t7�Nap m1�ACI oimm F u d SSmN<aS8SSSSOfN v p pp op C ryLL u d m N N N m N m m n m Pl l7 m m N � � N d SoN $ �mvNiav�i ''agc°��aoi E lu w G N N N N N N O O O N N N N N N O N N m m O C 0 m m y �` U 5 � N N C m m m m m m m m m m m m m m O d d LL 0: mm �i m$008mano�488 d u N H m "NU .Y N N N � mmmmm N N N N V Y< tD O tpmmmNm V O V p �C x m m m m m m m m m m m m m m d u d Ig moaC N N ao N N au aer N N nr�nnnrn N N N N N N N N 3a m m m m m m m m m m m m n r m m r n m m n n m m r r m m a- n n - v N — — 3 m of 66 m m o m m O a no ao � 5 C50 000000 0 0000 00 d Z L O: J J RHO R' JK JC'J d D:JKJ d deeds S J JJJ J ='S' S J U S� p Y Y YQ Y Y d d d d U U v d g8-%. sa¢¢MOO .1 MOO d d o 0 d g+ d d���� E E m m tnNNtA U)N CSUUC�KC SS 1 1 1 1 1 I, 1 1 1 6t't Gw� L�C'1�2. 2.0 10000 n n .o.a..[ta cet,.rcrt.r u 000 8 000 ro.eVc..»eoa..•rt ro ...e.:..:. 7000 rorro. or .....t[ r :S .to1.0u[ w cola S.a.t .08 1.0 6000 .c,c.tcc .. a .aoceco..ca .a... .07 5000 aae no. cowr,p. r.a 06 .80 b 3, �a5 4000 'Jo EXAMPLE Luc o.a.ce u.n1 ~ h U .05 MAY 1984 [ ro \ t. n. at [/n.rtop � 30 .04� 2000 r. ate 30 re caf 20 tL .03 .40 ----- Z e 33 1000 �� _ 3 Z900 .30 Soo = �— 02 T 00 500 � a v 3 � r. 20 . � 3i 400 I — .INSTRUCTIONS Ld Z 300 01 0 100 90 80 70 60 40 30 20 Q] From BPR Or : coo[p ein .. no ..r. a•oat rat Q .OS u0 COVttr "IC ... at Ier or. T ePr. Vr rat[[ 1.6 ...[a ..SoU 0J z .00B ..rleftcr •r ro....c ...[ ro. cn .oI Q .007 p 01 U 006 [. re. S...ca. _ .-a ... 3o c.•..t[ IL .005 •f S.0.. Vol .0.e14•a. O -.004 r W CL 1 • . aac.•.a[ o, .. a ..... . ••r.c ..era [: I —•—I otrce...t at.r. , roe for•, orac.•.cc :. .002 [.rut SIC,." . rat. Vat .o.eae... ro otrce...[ o .. a[crw. a roe clear. i.,.HE) . ro on c....[ e.u..•a ^ � ; .. co..ef:r[ [echo. I" • •otco. re ear•.. o.fc..acC :. .I [, J .001 et.r. ,: oar... Scoot ..no [. ..o• of". i r.C. 0, . 0.. o• Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 a- h Cn .10 W a toe L tJ.I 1.07 0 cr 06 O .05 M Ct .04 V 03 Q S ~ 02 a W O 191 DESIGN CRITERIA 1 1 1 1 1 1 1 1 1 1 1 1 CST eAA- �,o ap • �_oC V r i I0000 n n .oua+.[ss co[//lu[v I+ r ••I - 2.0 9000 • .• .10 8000 ro..ul• ....a..I.rt ro ..It nu In 7000 Serra• or c+uaa t •t c...o... a c.mf ao.[ .08 1.0 6000 .(rt•(,ct s .•octto.wf :w. .07 5000 /•at :fo. [owr,o+ 11.1 ^ 06 ' .80 b ='3 (as- 4000 [ EXAMPLE nt( a.s.to l..CS, .70 tL .OS 000 c..C.; f oof ,00 \ .60 n. of [/n..too � 50 .04 2000 , . o.tt V 70 U_ .50 o to c/f 20 tl --- 3 40 ------ — --' _�----- o Z 1000 --� Z 0. -� 75-0 900 3 .30 — 02 to Soo = __— T 600 as CY T — — 500 a \ v s v .20 .3 400 i INSTRUCTIONS t3.t Q 300 J .01 Cr a• 100 90 80 70 6c 40 30 20 IN From BPR l}` co+.mr (in .. r,o .n• fao.( is, Q .OS ..a co+.[cr o.sc+•.at ro, .:.. = O3 Z .008 U N .ox Q .007 co..l(rt sa[ur.o. p of U .006 [. ra. s.•ua. ' .005 •-s... (o c..+.tl tL .s s.o...s[ +o.oa. •.. 0 04 >Z o[rta.,.t ot•r. , ro. rar•a D.sc...c( I. .002 L.T,a 1tcr.o. ITr.[. USE .O+Oa•u. ro acre.-.( a• I. secno. • ro. cc". faslewction ro aar•n *Ise... at .. —�-�, r i• .001 [r s[Cno. • •r •ff,uta • t,u•,'1 o[•r. 11 oar... a •a. fa0.[ a.r.a (. ..0•0t/r. , I.E. " . a . a Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. Of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 III— _Z CL I-- V) .10 W CL O ui B 4J .07 06 Cr .05 ca .04 U 03 Q ~ .02 CL UJI 0 Lem DESIGN CRITERIA 1 1 1 1 I 1 r 1 1 1 1 1 1 1 1 I 1 1 ACT' eA - C6.0'C' T I 2.0 PfOV';"CA owl DC�vq. r L , 10000 n . .o.r•.,eff cev•1e1c., ,. ,...,.. ... 9000 o•wc..».o•..•rc ro .uc.,•c .10 8000 7000 w1re, er c+u•c[ e n .(u•wotx n c•ns ao» .08 1.0 6000 wc,(. . • w ."""Is . 07 SOOO I•ot •,o. towrp. .•1 06 .80 3 ( 4000 [ E><AssvlE net fu.[o u,tu .70 000 f e.as '0 .OS 1 : ro \ .60 n . of t/n .,100 so .04 2000 L.tt U so .SO ruo: o ro 20 (L - — .03 . .40 _-.- ----- to Z z goo �—_� s 30 Y1 0 _ i�_� 02 T = 700 Z \ 600 i 500 = c s (/) v .20 � l 0 400 I- IesrnucnoeS W i Z Q 300 C7 01 CrO , coww(cr t/n r•r.o .rt. score rs' CCJ Q .07 Os W .wa cOOCG, 0.,G.n•Gt 11, •ir. _ Z 200 o[•r. 03 .008 MAY 1984 VI •(H 1.0 1.." wsr ..r[wstcr AT r.•,..G .,.( ,e. (n .oi Q .007 (ii .10 cowrc[r[ so.ul�o. � 0' U 006 W CL r. re. ,.•.w. W .08 90 f'••'o c. •.ec ' !t .005 W .07 .e. so AS ,. VS,.a,aG.•., OIL p 70 "• t . 1- .004 .06 6C W cr SO 0- 0 OS .o etrt•...L —� O .003 40 afc.•,cc f, �. 1 : s .. ... � co •o•ne. oI c.•wac 1 .-1.7) .04 30 +� U 0(T(•„wL a!•r• y TO. tOt•. OrfL.•wC[ .. got-*[ sat." . r.c. ast 40.04.•0. .a .002 .03 20 acre•.•.( o, .. s(cno, . re• oe •,. Q !•J•HH . ro of t[•au[ e.1t. ••µ In (O..O1.11 ftcr•O. I . 1.i .02 W 10 10 Go. . a-sc. f.a• 1 I r = tr o9•1w s ; off... a rw From BPR f,a•t ....a •wa' a(•.. ; r.L. a, . a, . a• Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 DESIGN CRITERIA 1 1 1 1 1� 1 1 1 1 1 1 1 1 +r a t.T CaP • Q o�Tr 2.0 (� (aV.GLc a•0.sa I0000 n .S •Wa..[SS CO(IIICI(.T 1• •a•.14e 9000 10•.Vl. aN•01•I[t( r0 .1r(.I.l 1• .10 8000 7000 .erro• o/ C....CL f •tL •a041 0/ c.MS flo.[ .08 1.0 6000 .vtat.c[ - t ..ocue.ca nr, .07 5000 .c[ no. CWar.y •o 06 .80 b _ 3 gas .QQQ ( E><AtavlE Iu[ aarto u.(u .70 � LL' .OS oo a�at.: t 0.01 -00 .60 t r• r0 \ n of +/n . Itoo So I..,: .04 .50 .03 .40 Z I000 a 7 SO 900 _ _ 3 0 �— VON :_�_ .02 = 7^1 600 500 i S .20 .3 0 400 z I'-0 INVRUCTIONS LLI Z Q300 J OI a i Q: or w co.•[cr Cin ""0 "" SL0•[ ISI Q OS CL ..o co..cc. fin0 011LaaaGt IN) ••,. = Z .008 20 O3 O(•T. "1 r.(4( 1.0 ".Cs .VS, "'"Ste' .r ,V..I.G lr.I Ie. .0 •007 III IQ c Or•Lt T[ no. S 40lu Q .01 .006 w Uj .OB 100 s..•(o c....[L LL .005 W 90 .07 so .S swv us( aorocaa•w 0 0 1.004 70 :- a . ; .06 L3J cr 60 CL 0 50 .05 40 wac...ac o, . ` ... ...... J Q� •001.0. 011... I + .Q4 30 U et r[a.ua Be",. , /oa royal aac..•ct ,. 002 (.rut +tcno.. T.C. vSC .o.oa•... ro .03 � 20 e2 r(a.•.0 o •. "Cf.*. . .ea of •ra Q . ro o[rt •.I.t ofc..au 1. co.•ov4 stcr•o. . I .. a .02 10 IOLIo. I.Srav(„o• f I ro ear... o•Sc...cC . —i_, , .001 S[CTIW • ar .f%..[e • a.II - I I et•r. � ; oarua a •w From BPR Figure 4-1 1.01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 1 t 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 SeaA tav•nc•' ••e.a.I �I t�,'• 10000 ^ •) •oua..(st cov nnt.+ ...•...0 9000 oi.uL. ....omnt ro ..r u.•. 8000 7000 torro0, o• c.... C, t 11 .auoeut or c.xs f.o•t 6000 .(r<.lKt . [ ••oche+et .•.•. 5000 Zb 3, iaS 4000 N EXAMPLE set *.,.to ...tu -oo TO 2000 (. a tt U ,a r..o. a ro cra 2O 10 r 08 07 .06 LL F— .05 .04 03 - 2.0 80 70 60 - so 40 Z --�-- Z T e 3 _ .30 h = — 2__� 02 600 C3 — mmi700 = v .T SOO ° i 20 O 400 2 I— iNSTOUCTIONS LLJ 0 Z Q 300 1 _J .01 lr GOAL([? (in ..rio .". SLo.( ,S, Q or W d Z 200 O) O(•t. Ill r.(fCI— � .008 ..rt.f(cr.O2 1t ro• Q .007 (n .IO c o.•L n[ toLurio. Q .O, V .006 w 1.07 e. ro• f.ALa e. 005 W .08 100 90 S..ao n•.+[. L LLJ so .f 70 "" e . ; — .004 06 6c W Cr 50 3 10 DE O .003 .05 -40 .erne. o• <....n I , N Cr .04 30 U o[r[.o.t et.r• , re. TOTAL O.Sc..•ct .. .002 t. T.•t Sturo. . rat. us[ .o.oO•••. ro .03 20 Otlt....( O. .. S[cr.o. . ra. at.,. Q I!I 10 .. co..av,[ Slcr.e. A,.. •oLlo. I � i a W .02 ro a•,... o•Sc...c[ .. �__� t i• .001 Q ot•.. , ; otr•.. o re. From BPR fLO.t ..r.a t. ..e et... i I.e. O, Figure 4-1 01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA Prov��.}�w�L���Je:•r 10000 " rf .oY...nf cov.rat+. r. • . ....m ro.wuL. .•..o•.,.rc To .•,c.... .w .10 8000 000 7000 morrow 0I C,m++[L 1 .1 .(C.r•OGl Or c•OSS Llo.( .08 1.0 6000 .(I[•act ... •.oc[co+cf .s... .07 5000 •.at ne. (owTo. no 06 .80 LL 3 4000 Exo[,nlE ntt e.fae .70 .OS 000 c .[•: [ . 0.03 O0 .60 1. 1 To \ ..too so .04 2000 o.r t U so U. SO n crf xo � — --------------- 03 .40 ------- ��—'------ Z �7r— 1000 Z 900 3 .30 �— y) 800 x�`_ .02 = T \ J f� 600 SOO 0'.20 3 O 400 F— IN$rRUCTION$ W Z Q~ 300 0 1 J .OI O co.w(cr 1/n .. no ..r. os W a. .+o eooccr msc...ac 1.. = Z 03 .008 MAY 1984 � • 4-3 DESIGN CRITERIA 1 1 1 1 1 1 1 1 i 1 1 1 1 1 �Tf e�T �.oQ•� oZ �I' 2.0 10000 [ •eY1•Y[s, coC/rlcl[Yr ,. Y•..IY. _ •OHYt. .NIO/1,.1( r0 .1•I(II•t ,• .109000 6000 7000 .o+TOY Or G....11 ( -1 •1 C1110C11 O C•qf (l0•( .08 1.0 _ 6000 wt.t+ec . r a /wacao-wc,w, .07 5000 Not sa fou•rp. I•.1 06 .80 b ; 3 las a000 � Exc[tvlE na *.,.to u.,v .70 OS .60 . (. TO n p( t/n rtoo so U. ,04 so 2000 , . a,, ]o ll U J•.a; a to G/t =o W —_ 3 40 --�----- to Zt� _ — Z -� 5'O 900 goo —_� 3 .30 / Y1 Soo _ 02 = _ A 500 a ° N v 20 0 400 = F- INsrRU6T1 Z Q 300 c J .01 �' co..ur tin ..+�o .�r. St0•1 ISI al .o! z ..o ce..ccr msc..+at toi .... = 200 oa 0(/+. IJI rrY0 ".Cs ..S+ .008 ,.rt lltcr •r rY...wc t•.t reY ch 'O= .007 (n .10 c e.at+t laur•o. .006 W 0- 100 t. ro. s.•tto. .005 W .08 90 l....a c....n U- LLJ .07 80 •! IM.. Vf( .OYOa1.M 0 p 70 •t. .004 .06 60 W Cr SO ! ro at'C1...0 —, 0 .003 .OS 30 .•.,wc .,o r. .. �. �: V o(ru...c o[•r. J /a• for" o•sc.•.cf •. 002 [Yn•C ucr,oY Y r.f. 'it 40.041.1. ro � .03 20 o[.CI.•.c o . stcno. . J' UH J ro a[. [•n•f onc...cf �... .. coY•o,�n ,ur.o. I- a .02 10 •otco. 1 W r0 ell•.. O•(c...at ,. —I�. .001 p t, r ,tcnw • •r •Im.tl • t-c,-I I From SPR ,ta/C ..r,e t/ ..; of.,. ; ..C. a'. a.. e. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA k-cen C�S� yr , _ 2.o r- [OV.M1Cn . O.f.l�' f4 ,ram• I0000 n Il .WG.•(lt GO(IIICI(•T 1• y.••Iy0 9000 IeNVt•.N(0.11.1( TO Y•I[...... .10 9000 IeTTO• OI C....CC 7000 [ f .tC ..OG.G 0, Clpff sIOI( .08 1.0 6000 .a[.t. • .-Oc[[a•as ..... .07 5000 ""at .10, tw.T.a. n,l 1.70 06 .80 3 d000 (lay Ex.sSIPIE Itee D...[D.,.[.1 os 00o "as too 2000 \ n. (( [/nnoo U- 30 , • o a U 30 � .04 50 I..O: a ra 11, 20 -- .40 o ZZ loon_ -= 75.0 900 30 Y1 Ann _ .02 T = — _ rwl 600 = Q 7 500 at.. 3 n 20 _ I S TIONS W400 Q300 J .01 0 cr 07 U F co.e[R 1/n ..r,o .n. s. or( Q a ..o co..[cr D�so-•.a( I -a$ ..T. Z 200 ov..ln 03 Z ••[st .008 ..Tt\flCl •1 rV....a l.( Ia. CnQ .007 n .10 Coy.,("( SOCY TKO. p o1 U 006 � oos Ioo 90 f....a c....(c u- w OT 60 •S fW.• Vf( •GyOG.•ti O p k 70 .:.. [ . ; .004 06 W cc 60 a- 0 50 1 r0 of It..1.( O .003 .05 -40 re."O. o, c...... I }�j.} rn Q' .04 30 ...u, ..at. n oCr[buL a(r1. , /O. Tor.. O.ft.a.C[ ,• U ,002 t.T,.( section . T.X. use .o.oa.u. re .03 20 ec Tt•...( o• •. S(GT.O. . .0. at". Q . 10 stye.... a�sUNG( IO ,. eoy.as.tt etcr.e. I' ............ I 'OLIO. '.11•VCr.O. t , _• a W 02 ,a e.r... 01sc..4G[ . — t i .001 p 0(.T. ,: at t... a 10. From BPR f.o.t ..,.a 1, .•D•On T. i I.e. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 1 1 1 1 1 1 1 1 I 1 1 1 1 t 1 1 STea``• -Cj�e ,l 2.0 10000 n .s •oul.a st cotracrt.* ., uuw 9000 '' ...1. •N10..1•r( r0 .•r(.... 1• .10 8000 7000 (orro. of C•11..C1. 1 .s •ec..loc.t of c•oss s.ot[ .08 1.0 .07 5000 ••ct .so. tw•rn. n.. Zb 06 .80 3, gas •000 EXAMPLE set o•aau.os. ~ .70o U. .05 c.•t.: 1 o.w I00 .60 (, to \ n , /n ..too SO LL . ~ 04 SO 2000 o.,, (� ".o: o to Ct1 20 .40 --'---_— to Z ------- __� Z1000 — za- 7 SO 900 _ _ 2 — 30 _ _ :_`_ 02 T 700 .-. 1 \ fTrJ 600 z a SOO = ° N .20 O 400 = H- INSTRUCTIONS U.1 300 os J _Z .01 O^ /~y .L co..tcr ,/n .•r.o ..r. s.o.t Is, UJI 1..L Q .OS z ..o co..Ccr o.sc... " go, ..r. = M 200 p(. r. .11 t.(sc r., "'IES .voS [r Z `n .008 1.006 .OE Q ..r[1<ICr .r rV.•..0 l•.( to• .007 cr) .10 co.rcn( taur.o. Q .01 W a LLJ 08 100 90 r•s... III c....tc U- .005 LL) 07 .1 sw.. use •o.oc1•.. O Q k 700 .... t . ; .004 06 w Cr 60 CL O 50 s ro otru..a ^• —1 O .003 .05 . •F_i.}) N of 1 .04 .10.1.0. c....C[ . .•.nc 1 ..e. 30 U o[rt•n.t onr. l re1 ra r•c wsc.••c[ .• .002 (.r.1t Set,," r.e. us( .0.94.10. ro .03 20 et rt•.••[ o• steno. . to• of". Q = �l 10 s,cno. t •e[.e. ..1r..tr.e. . I } Q. w .02 t� 001 t[cr.M • •r .114.9e 't•Il•l'1 - OC•r• ); O.r•.• a to. From BPR 1te.t 1.r.e t •.e e(.,. J. r.e. e, . O, . 0. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA e.Qc. - ca'o '—Z Tr 2.0 ('�Ay !.>aAscorl t � �� r t•v•nc.: •.a.as ihl s�,•I 10000 n n •ouf..tsa Coiortlt.r r. .un.f 9000 •ouuu ...w.n.r[ to ..ruua .. .10 8000 of c.... C, 7000 n .acr•.oc.a a Cass floK .08 1.0 6000 .(.<.r.c[ .. 1 -QCAI .cs r.«. .07 5000 •.a( rao. [owfp..r.r 06 .80 LL 3 o l 4000 h[ Ex�senLE r1t[ eu.[o a+nr ffi�3000 .70 .05 .[— .60 [. N 70 n . oe t/n . rsoo .04 2000 , . oil U 30 tl. r .SO o to crf 20 _ -- 40 --- _--- Z ---- _ Z 1000 ��— , Z 750 goo 3 .30 _� _ _ 02 700 \ 600 Q , 500 i 3 N .20 O 400 _ (-- ~ INSTRUCTIONS LLI O 2 7300 I _J .01 O r covar. t/n ..rro .rf. floe[ rsI Q .or t2.1 IZ . .wo CO..t Cf o•sc...a[ ICI .rr. = .03 Z 200 at... r r r r 03 Z .008 MAY 1984 .O2 r.r[ft(Ct .f rY•.r.e lr.l Ief cn .007 (A .10 cool[f[ fhurre. in oI C.i 006 W 100 t. ro. a..ala. . .005 W .08 90 •-a. u[o c...wa li 11J .07 80 .t Sw.. VIC .0.04e... O k Q '70 �.. (. ; .004 .06 . U.1 60 CL O 50 , fo CEICO.r•C — O .003 .05 . •�-1.7i U) •onro. Of C..w.[l I .04 30 otra.r•t o(•r. I ro. fora ersC...c( r. .002 t.ru[ s[cfre. • r.(. us, .o.esee.. ro .03 20 et r(•.r.t o• stcno. a Io• at". Q . ro o[r[•.r.c ms<..ea 71 10 .. co..as.r( stcrro. t , • ............ •oala. r.neuc.ro. , i i Q~. W .02 re asr.r. ortc,.•ot r. — .001 f[CfrO. • .I .1f V.t• •t,ll-ll From BPR Slot ...ra t• ..e at.,. , T.C. a'. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 DESIGN CRITERIA 1 <z ,-- - C"o - Q-aTr 1 . 2.0 t J r uvmcc t•ee•f�if�J�' 10000 n n .ort.wtn cotlnclt.T to 9000',: 8000 Ia.rvL LP.e•n.rt to uTtn•I r. .10 7000 torso• aI c.... [I [ s .ac,..ac.I oI c.ess xo•t OH 1.0 6000 .v[.act . I • •.Mito:.af .w, 07 5000 Lat na. talon. no '3 4000 06 .80 EXAMPLE rst[ oa.0 wtu f"_ .70 _ l LL- .OS OOQ cnu: t . a.o) -00 .60 [ t. 70 /n ..too s0 \ .04 � .SO 2000 , • o.te U 30 U- a [a CIS 20 — — .03 .40 ' -- o ----___Z Z Z .30 Soo _:�` .02 T s .20 .3 =zINS TIONS .Z 1 J .01O T ..0 co•rccro:sc.I•at 1ai .:.. Z.00H Ot•ro IJI T.tft two l,.[fO3IT ......I •..t re. N .007 (~ .10 corPl(Tt sasT.or Q .01 .006 W r.I0. s.•Ito. 005 W .08 c..•.c. u- Lii._s.I.to .OT •f sro.. Vs[ .O.oG..I. O._.t.;-.004.06 W a O .os -40 •etT.)r or Co...(, I _ 2 �--1.7i ? .04 ootG ..e.. .. L.�� 30 U otrn..•t sv.• J re. ror•I orsc.•.ct :+ .002. [wrist sccnol t r.t. vst rorotture F— .03 20 at r[tr•a •o• n $cc".. • Ia. at". Q r • J- tT% • To J 10 to Govolos"t attr.e. t , .. J II IOIf Or Q. li .02 r0 otr•rw OrfCw..G[ to �I1 .QQI Q J flGr,er IS or 11{V rtt t.lJ•J'1 O[•T. J; air... a re. From BPR fao.t ..110 1..•a'a[.T. ; T.t. a'. a..,. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) ' MAY 1984 4-3 DESIGN CRITERIA r I IOOOO n Il IOY(.\(1{ CO(IIICI(rr Iw .•O.Ir• ro•.ul• •.IOem.rt ro rut...... .10 8000 000 7000 sorTo. or c.•..C, t •S .te.•.e"L or Cams SLO•[ .08 6000 +v<.<.ci .. s •.actto..cs .w, .07 5000 •.at -so. [Ou•rrot 11.1 Zb 3t Qy 4000 .06 EXAMPLE nt[ o•s.[o u.r.l —� N .OS .. 0 \ [• too so 2000 , . 0.([ U 70 LL a • to c 20 — -- 03 ----_------ to z0. 7 SO 100( �- � 90 h o 700 ru 7 600 500 O 400 ~ Q 300 (r 200 100 90 8o 70 60 AGA 40 30 IN z a s rn s V 2 ILJ INSTRUCTIONS J I .OT w .01 LO..(CT t/n .•rr0 r.r. fl0•t ISI if `=l O' .+a CO -NEC, osc...et to, .... 0(•r+ UI r.(i[ r.0 L..(s .esr U o! z .008 u rY HtCr •r rW...O a.w( re• N oz Q 007 <ow.Lt Tt sau now 0 .OI U .006 t. roO s.•LaO. ' .005 •a sw.. us[ wQ.00..I. C) . e • .004 T W • 1 f pstwit0• iw • {[ 2 � ..... J V, •OerrOw OI C.uwlt I • F--1.71 .•...c ..er. .: Inc-1 ocrn.r•t ee•r. , Io• ror•L o1Sc...a[ .. .002 tort•[ sw•ow . r.[O use roroa•... r0 e[rt O...t o. .. Steno. O 104 OR.,. . to [ wsc..Op I. Cou.ovr[ {(crio. I" IOI0O. . ..Ow t ' C = 011C. scene. . U •fau.[e t,u-,l. et•r. ,: oeru. o reO From BPR fLa.( ....a •.a a(.,. ; r.t. a, . a. . Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 19a4 4-3 - 2.0 ai 80 70 60 .SO LL 40 30 T v 20 I— z LL (n .10 W D_ w .08 w .07 0 06 (r yam .05 .W Cr .04 U 03 Q ~ 02 W 0 a DESIGN CRITERIA '' �T1 11 0 2.0 cokov►y IS (G�wq. r f ou •rota: .. o.sa (�) L' �'' _ • 10000 n „ aoua..tsf COV 4dt.T ,. . 9000 •• .e•.YIG .M.O.,..T( 10 .•rL•..l •• �• .10 8000 7000 aerro. er ....... f n •(u..oc.a a cams s.o.[ .08 1.0 6000 a[a.(,cc . . a ..ac(to.cs ,w. 07 5000 06 .80 LL ^ 3 �$ 4000 t EiaatvlE n[t e.aao usu. .70 LL .05 0 c,.ts: s . CAS.00 60 TO \ ,/n . ,too tL s0 .04 2000 = . oat: :.i So f" .50 20 tL o --- .03 .40 Za_ 1000 = 7 5-0 900 _ _ _ 30 h Soo _ _ — 02 T 700 _ _ \ 600 = — nj 500 a v 20 .3 0 400 2 F-- ~ INSTRUCTIONS LLI Z Q 300 .J .OI o � oT W .00O3 200 o[rr. i T Z .008 MAY 1984 11 .[f[ 1.0 ♦..[, .Vs, ' _ ..tf •1tCT •r rV•...G •.,( IO• tii -° Q .007 (n .10 CO..It(TL fOIY t.O+ Q °' V 006 W ,..os s,.uo. 005 W .08 100 90 s,...o c....[. U- lJJ .07 80 .s fro.. us[ +o.oa•... O Q 70 ... f . ; — .004 .06 0 0- O OS 5 0 f ro o[r�/ .003 .osr.o. o. c.... L( I , ~—i71 CZ:.04 30 .•soot ..o,. c o[rp.uL avr. r aes rer.• asc... GE �. .002 V ur.at Set,." , rots us( oo.000a.. ro ,03 20 etr[•r..t t. $CC,,*. . .0. at". Q . To atrt••.+[ asc.uc[ �. .. CO.'...:",stcr.o. • ..... r Q. LAJ .02 — .001 t� p o[.T. J : oar... o .oa From BPR f•a.( a.r,a ,, ..aa[.,. ; I.C. a, . a.. a, Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 DESIGN CRITERIA 1 1 t f 1 1 1 1 1 1 i 1 1 1 1 1 1 arc ea.T Cee • Q 01 I 2.0 Coo (o H � t-~;•t � v � 0.wt� [ J r [aV.r1u: a•o.a•I�if�J•r • 10000 n n •eV•+asf Cev nnt.r a ....w 10 9000 8000 rowuL• .roor.,Arc ,o .Art..... 7000 Go"o. Or C...... 1 rt •(C:r.OGI a Cause, float .09 1.0 6000 .C,C•t.Gt .. • ••actta+GS 5000 ..ac -10 [a1uo. nn .07 Zb 3, 1aS 4000 .06 .80 _ EXAMPLE Sc[r•. {.co u•cu F. 70 W .OS 3000 GI.C.: a- 0.03 -00 .60 . to 1 10 � so n. oe 1 .0• 2000%""`� 30 SO ,..o: a to crf 20 tl --- .03 ,40 .o ------------ Z �s 70. 1000 7 , 7 SQ goo s _ 30 Wall Soo W _ _ _ .02 T _ _ \ 0 600 = Q Soo = 3 N .20 400 2 F— �• TRUCrIONS w Z Q 300 C% —J .01 0 Cr Lor Is, 03 a 200 •+o Ce..(CI OISC.444t ial .: = e3 Z .008 OtrrI IJl fast r.o l:.cS S. I 1.Ic.ft C, .f rV•.1.G lr+( r0• Q •OOT I/. .1O Co.-L"t taV110. 0 .006 W 00 1.,w vAllo. 005 W .08 •-a..rco CA... U- (yJ 07 BO •f Sw.• Vft .0.04.•Wan O Q 70 .,. t . ; - .004 .06 60 w cr CL 0 50 > ro et ft..l.c ^• —) 0 .003 .05 40 .. asc..•cc o, ,. • ......-.J Ito romo. o• c.... a i 1 N CC r.04 30 +....G .1er..: 041t•e1+9 mar, , ♦a• ,DIAL DISC... Gt I. .002 nf.•t Set,." • I.e. Vat .0.06.... ,o ,03 20 Deft*...( a :. s[C I:O. • ID• of.,. J • J • I , I to 1. Co.rOa,rt tt Cr:e.A """ r0LLD. �.1t..C•:D. t I r t a w 2 10001.1. o1sC..•ct 1. —�__• .001 Q t i etrr+ ) : 00fu. a ra. From BPR tl0rt ..r1a , ..a at". , ,.t. a'. 0.. D, Figure 4-1 L.oI NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA cOlO�ly w; �1S,r r r 10000 n n Sous+.tat cotrr,cr r 9000 u •. r...•.G ro•.......eaen.*t .10 8000 to .Art.... 7000 Gallo. or I.... E, 1 .t n ISMS s.or< .08 6000 .crt.t.c[ . S a -Mae",& .w. .07 5000 loot -so. tawny ••o Zb ; 3t has 4000 .06 EXAMPLE n[[ •.Soto u.tn y� _ 1 4- .OS Moto: t all�00 To \ n. ot1 a/...•too � so ,Q4 2000 �i` U so LL ri.o, o t f 20 ---- .03 _----- 1000 1 �� Z /SO 900 Y18 \ It 700- 600 = S00 = 3 V) a 3 v 0 400 2 ~ INSTRUCTIONS W C7 Q 300 J OI �• co..txr.+/a •.r�o Solo f�oS[ ISI Q oT OS W ..o co..[n otc..•e[ to• Solo = 200 ate.. u• rot at •.e O3 Z .008 MAY 1984 IS ..S U .02 •.ra ntcr .r .a....c Soot .0. (n Q .007 co.aart saur.o+ Q .01 V ,006 100 ._f+. 1. roe t-to Co ' .005 .w.n LL 80 .t a--- oft .o.oc•. 0 70 • [ • .004 60 a SO f *o at rt S..t -� 0 .003 -40 rorno. er e..Sa. I • F--1.7r 30 ...•.c .Selo et r[S.•a of •r. , '00 rota. mac..Scc •. .002 [.r•G( SIC,.*o • rote USt .o.oe.410 r0 20 DISCS...[ o� �.ucr•oe • ro• Dvr. • ro Dare...., ",Co.." ^ ' •. co.•ev rt ttcroe. I' • • , 10 ro..o. .a.S.cr•e. t f r = 1e oar... o.Sc..Scc •. _I_, .001 c r S[cr,e.. •r .Rv.0 • tau-i I' et.r. l ear... a roe .From BPR S.eSC •.roe 1..a ee.r. iI.e. e, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 - 2.0 a• 80 70 60 .SO LL 40 30 i1 v �li=M I— Z al lo- (n .10 W D_ oe LL1 LLJ .07 06 .OS M Cr- .04 SIX � .03 ~ a 02 W c m DESIGN CRITERIA ��� c�aT l 2.0 1, �RV�SCt� 10.vf �. I 10000 n s .ou.u[n to[pr,trt.r .+ .•«... 10 9000 rO..VL. .-..e.... It 10 ..It...... 8000 .Orre. or a AMOCL 7000 t n .t C•••OC•( o. c.wf sae.( .08 1.0 5000 nc( no. (0w1. Im 07 '3 a 4000 06 .80 EzeYvlE nu *.,.to u.t sl I'- .70 LL .OS QQQ a+oa: f a.of ,00 60 r0 \ n 1/n •too ofV L S0, .04 2000 o.tt 30 LL .5O .•0: o to ell 20 tL --- .03 .40 _ ��\ - - -- —� 2 to f z 1000 °� 750 900 .30 eQQ ••. 02 T 600 - 500 z o: v 0 400 2 r— INSTRUCTIONS Q 300 ICr OI tr oT W CO•.t tr I,n ..rye .�r. f10.[ is, Q OS 100 90 80 70 60 40 30 From BPR •+o co.acr o1sc..ect le, ..r. = OL.r• IJr r•lf[ r.e •..Cs ..fr U 0) Z .008 .•rl atcr •r rV•..•c put ro• .02 Q .007 COYIIIr( 1plV r.O• p °' U .006 005 .. s...(0 c....(f lL .S s•V.. us, •o.ocna•+ 0 - .004 W a f 10 otrC....( —• _, ' 0.003 _ 1 '" oast+pact C, �. • • N J' ..put ..er. (; 1—•—� OCIC•..wt Copra , r0. ror.V O'SC..." �. .002 [.rut SIC,." , r+t. us[ .O.Oe...• rp o[rt...•t o� . s[c 110• • re. ".1. r.,•lT) .• CO..os.rt s(cr.o. I' . �—I r O(.o. �•tr. VCr�O• 1 J I r iJ re oar... e.sc.•.c[ .. —1 t ,....�Jl .001 s[cne.. .r .fw.0 •t•u•YI. . OL•r. Sao.( •.110 1 qOa O(•r. y r.[. O, Oa . 0 Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 2 0 (L U) .10 W a t� ; oe W .07 0 06 tr 0 .05 m .04 U .03 Q ~ .02 a LLJ 0 DESIGN CRITERIA ce�� _CP 0. I 1 l•u•nu: •o.H(0)s�,lr 10000 ,_ n i..00.•.tss cotrr c.t.r ,.....,.• 10 9000 8000 w•........ r( re ..r(...a .. 7000 form. or C...... 1 Is .1C r.04( H C.oss XOK .08 6000 wc.l.a .. f —CC110.es .fr' 07 5000 Net -so. cw.' ., 1..1 Zb ; 34 gas 4000 .06 E[� HEXAMPLE s[( oa.(e u.(u 0.03 •00 .OS ( (• r0 \ n. .200 U. so .04 2000 , all _U so (L `.e: o • to c _-- 03 1000 ���__� Z goo 900 3 /SO Y1 _ .02 700 600 = r 500 a: � v 3 400 _ UJI ~ INSTRUCTIONS � Q 300 er J .01 Ccceu«+ 1/n ..no ..r. Ao.L Is, Q 09 lJ.l ..e cov(<r en c. •.aL .o..n. = � Z/.W O3 el.r. Ill r.(f( r.0 a••(f .VS+ U .DOB _ r.r[.sttr .r rv.r.• ar.[ •O. Q .007 .of V .006 100 .005 90so ._t...(o c....(a u- .s s.e...st +o.oc••.. 70 "-" e • .004 60 W SO 1 .o —� .003 40 . ase...ec o, • ` . ... ....... J . . In .o.rr0. e. c.•..(a I o[rt•...c et•r. , ,e. rer.( enc...c[ �. .002 t.n.[ sccl.e.. I.C. ust .oroa.•.. ro onc.•.ct .. eo..os,rt( s[c r.o. - I' . ... �J le "SC... efbu •( .. —1�, l .001 s[cr.e. • .r •ss..[• • t•uvl' _ From BPR s(a.t ••r.e 1, ..o'et•+. r.t• e, . a• . o Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 - 2.0 a•. eo 70 60 .SO U- 40 .30 T v .20 F— O ILZ t— V) .10 LJ 11 .08 t11 W .07 06 .OS m Ct .04 U 16— 03 Q ~ 02 CL lt! 0 ESE DESIGN CRITERIA 0. yr , I 10000 n .oYa+atn covndt.! •+ .un., 10 9000 fOI.YI. .N\O.\•.T[ 10 Y.T(\,.a �• e000 - (OI rO. 01 [..Y.[L 7000 s a cots uo.t .OE -6000 .07 5000 Zb 3, �a5 4000 .OE EXAMPLE ntt a.a.[o wtu .06 LL -7 5-O n —L rw O Q Cr MAY 1984 1000 900 Soo = 600 s00 400 L . \ •• 100 90 80 70 60 40 30 20 E c•e.: (. e.w 100 ?0 , I,. et t /n ..eao u to F; .04 1 car U 70 tl f..o: o • to <n t0 --- .03 ------ to 0 7 (n 7 v INSTNU N$ tJ l ' 01 T co.acr t/n •. no apt. f. o•t rsi Q .o .+o co\.cc! o•sc..\ct to, ..r. 008 N .oz007 4005 cor..n[006 1./o\ s..cco. —� •-a....o C...." tl .a fMv Vf[ .OrOC\... O k.004 .t• W s ro et rt•...t — • " 1 O .003 _ J' .oano. 01 c...... Delta..., at.,. 1 10. 'orµ OtaCo.C( •. .002 ,.rue s[C11" • I.e. Vat .00040.1. To D[rea...t O. . stCno. • /e\ at". i •J-17) •. ao..evlt sccl.o. - I' 1 1. /OI.Or ufrav<M1O. , ► � i To oar... o.aC...ot •. —I--( .001 t i SEC„" • •r .af.141 • 2.1J•1', o[•r. 1: OfTu• o f0. From BPR flD•[ \.l�O ,, ..O. at". $ T.t. 0, • e. • 0. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 2.0 1.0 80 70 60 .SO .40 Z 30 I- .20 I— Z `C. I-- V) .10 LLJ a Uj OB W .07 06 Cr C) .OS m Cr .04 U 03 Q ~ 02 a LU 0 IQ DESIGN CRITERIA 1 ikv e�L- T t p r povtvtc Rod , , r I tou.r.C.: .•o.aslFi,�,�ti 10000 n -s •wo..ct, cotrnc.t.".......• 9000 8000 rONVL. .H.O.•..r( r0 ..r(...L r 7000 to"O. 01 c.1..tt ! r1 .t C...04L Or c.Ott SLO.t 6000 wtit.ct .. • ..octto..OS w. 5000 ..at .so. tou•rm. ... Zb lay 4000 , EXAMPLE Set *.*.to .atsr 000 c�.t.: s . 1.03 •oo so s /M •too � SO 2000 U 30 ri+e: o to crf '�_ 20 1000 rip IO 08 1.0 07 06 .80 .70 U_ .OS \ i-: .04 .60 .50 U. — 03 .40 _ Z 30 — _ 02 ^ 700 \ 600 o — rmsi z .r 500 a N v zo .3 . 400 [ i— INSTRUCTIONS w Z Q 300 cr cT _J .OI Q i co.acr ,/n •. no ..r. SLO.t Iv Q OS w a. 200 I0..n. = O3 Z .008 o[rr. v. r.(g r.o '..CS ..fr 02 Q .007 (n .10 c or.Lt r[ teLu r.e. p oI U 006 w CL 100 I. roo f..Lto. .005 Uj .08 s0 .. y..no c....tt U- Q 07 so .S fro.. vs, .Owa.... O 70 .(. .004 60 W cr .06 ti p 50 > ro Onc...•t —• —� .003 .05 40 asc..•ac t, r. :. ...... N m .o.r.o. or c.....L I Q' .04 30 ....c ..or. t• Ocrtu..t ot•r. , re+ roraL o.Sc...a( �. .002 U c. r..[ ucr.o.. r.c. use .0.06.4.. ro .03 20 ont+...( a •. aCC,.*. . ro. OC". Q .. CO..OS.rt fttr.a. t' , :. a .02 IO IOLLO. I.yraVC.IO. I I (• - W re aor... o.fc...Cc .. —I .001 p t i s[cno. . a •f1u.p • t�1, vl Ot.r. , ; Col... a ,e• From BPR fLa.[ ..r.e , •.0.CC.,. J. r:t. a, . a, . a. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 1 1 1 1 1 ems._ C040- P � PrOVIhcA RookC QUA TIC. aS4 r- 10000 n •s .O.P.[tt CO[rgtl[rr r. .uoq 9000 ra•rV.. •»•o..0 rt ro r•r(rl•s 8000 torror or c+...[( 7000 [ n •Ca..•oC•[ n C•oa s.o.c 6000 •Cra.as, • • .•acCCa Cs w. -5000 Zb _ 31 4000 EXAMPLE IS([ a••.(a u•UI 00 a.tr: t a.os .. (• l 100 �. at a/n.lsoo u_ f 2000 a.tt U 70 r•• a eo crs 20 Z f 08 07 06 f'- .05 \ .04 ur .03 - 2.0 .80. .70 .60 .50 U_ .40 Z za 1000 _ — / SO .30 .02 T \700 ru Soo 500 = v ° z N v 20 .3 400 2 H ~ INSTRUCTIONS 1J.1 0 Z Q 300 1 Ir J pI �• o+ co..[cr [i. ..rlo •Ir. ae•[ Iv Q as W a .+o co.r(cr oltc+•.ac lol .... = Z 200 a(.r. I,1 •.(,C 1.0 ...Cs .VSr 03 .008 oz LrC s[cr .r ra•...a C.n[ •o• � Q 007 (n .10 - CarlCtrC fO.Vrle• Q .01 U .006 1 `J 100 [. ro. s.•.C•. I .005 W .08 90 ... to o-•..c. Q 07 so .s s+o.. Vtt .o.oa.•.. O 70 " e • .004 .06 60 W cr OS 50 . re etr[..1.( —• —� 1 O .003 40 nsc...cc a, 1. • ` ..... J m •o.no• o• c.••.as I ..�_1J1 �' .04 30 ..uc , ..a. I e[r[•r..0 at•r. t ro• ror•. asc.••C[ •002 U C[rlat S[crlor . Inca .s[ ro.oa.... .o ,03 20 otrca...t [ n f[crlor • ro• at.,. Q •,•tT) ~ .• co..evrt HCne. I-r= a 02 10 ro.co. r.sr..crlo. s W (., ftCrlO. . AT •Is'.,, 'C�1,•l l a(•r. *or... a re. From BPR fse.[ ..Ile [ ..a e[•r. ; r.c. a'. a.. a. Figure 4-1 01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA Slrt - Ce-p 0 Ayr 10000 aJ teunru: • • e.a. thl fi ��'• n rt aws..[ff cot r.rcrt.r i. .•... 9000 ro..ul• .w.o••a r< ro arena �. .10 ' 8000 7000 •Or To. oT c.... tl t rs .(C...uC.L er C.ofa tloa .08 6000 +trtn.ct • f ..oc([o.,cs.... .07 5000 .•a[ ta. [w.rp. nn Z 4000 .06 h : 31) a s ~ EXAMPLE it[t a.(.to l .<n 05 To \ N so 2000 a[t U so 20 LL 1 09 �— r rn _ \— '- l000 _ 900 _ - 2.0 Ime 80 70 60 .50 tL Z 4p 30 800 C z \ 700 nj 600 i S00 c ' 20 D 3 0 400 2 I.1.1 INSTRUCTIONS Q300 .J .01 a of ti.i co.atr t/n •. no .n. Ao•t Is, Q O! ..e <ou[cr oso-•.at la, nr. = Z 200 oV.. yr r.t st r.o (� OS Z .008 oz(40 Q .007 c o..0 r[ taurio. � o, U .006 .005 -90 80 t sro.. ust .0.014•.. 0 k 70 • t . ; .004 6C CL 50 ootr[•.r.[ ^• ^J O .003 J 40 asc... 1( o, • 30 20 m From BPR . •.r.c nor. c I��--� re• Tara 04C... C[ •• SIC,," • T.C. Yf[ 00.00.•.. 10 . re [ ortc. •.µ t .....rape. .. C.SC.. at 1 rI- o•tc...at a '1��. 1 y star." . .r .SS114 , • t�u•J'I- at-r. J: oft... o roa tl0.t •.no 1. •.0'cc". 1 r.<. 0, . a.. O .002 Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 O a N 10 W a Uj OB W .07 0 06 a .05 m .04 U 03 Q Z ~ 02 CL Q m DESIGN CRITERIA S- reaA: Ca o Q ayr z.o I t au. roc.: .. o.f• (�) f � J,'' 10000 n f .op.•aat cotrna[•r ......1.. 10 9000 8000 ra..p.• ..•.om.rt ro urtn.. 7000 .enOY or c.... El 1 s •tc...oc., a c.m, s.oa .08 1.0 6000 •trc.t,c( ... »«tto-.af ..... 07 5000 ..ot ao. (oY.rYr n.. .80 4000 a S : .06 70Zb3( _ E[�(vlE lt o...co t..af. .05 3000 c.t•: . t o.ef 100 .60 \ n . p[ f /n . itoo LL !O .04 2000 O.i[ U 7 30 ILL H .50 ruo p .mot 20 {L 09 _—.\ — --- J 03 a0 Z 900 _ .30 e00 02 A 700 600 z .� 500 z ° .3 0 400 LLI 2 INSTRUCTIONS 0 Q 300 J .01 X .• 100 90 80 70 60 40 30 20 IL•1 From BPR 07 w Z ..0 COw•(Gr O.]C....[ Ipl ..r. = .VS, 0 U 07 2 .008 .02 Q .007 C or.l(r( fOlY r.OY 0 0' U 006 1. ra. ,....a. oos .-,...!a c....c. LL a sro.. pft .o.ow•.. O . t . ; - .004 W a- ( ro ocrt....L —• ^J O .003 J . asc... Or 0. .. .r . e .0. or c...... of rt....t o[•r. J ro. rare. o1SC... Gt .. .002 t. f..[ S[Cbp. • r.(. USE •O.Oa.... r0 a[cr.o. • re• cc ... . (onc. pre o[nt.... l J .•.0 1. LO.•flr(ftCrrO. 1 J 1 .00I SEC,-" . .r .S%V.CD etlr. J; OSru. o ras ri0•t •Ji0 (� ..O'0C.r. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 11H ►; O CL (n .10 LJ 0- oe LL; UJ .07 06 0 .05 m X .04 U .03 Q ~ 02 CL w 0 M DESIGN CRITERIA aT 10000 n .f •w••asf Le(.nL.t,r ,. ,...,.. 9000 . 8000 roues....,e•n.+t ro urt.... : .10 7000 m"a. Or C.... p ( rs .t L:••04. Or Gass f.aR .08 1.0 -6000 5000 •.at so. cw.row ,o Zb O6 .80 : 31 a 5-4000 1 EXAMPLE rsct o.s.co t..tu ~ .70 h .05 0 c: •cw: s o.os .0O :ToLL .60 N \ n . et [/n • .t of so .04 50 2000 , . o ([ U 30 F r uo: a. crs 20 IL --- 03 .40 _--1,091 �_ ,' z h 2 e 1 \ 1000 _ Z 900 .30 800 = _ .02 T C \700 600 500 c ' .20 .3 CO) 400 2 IN$i qUC TION$ W Z Q 300 J .01 or co•.c 0r t/n .. ne w:r, f1C•t is. Q O5 W Q- ..o z 200 03 l(•r, �n nttt rwe .:wts .uf+ .008 ~/� �U .02 Q r.r(\1tCr .r rV...wa l•.( .O• y( .0p7 y/ .10. CO.II(1[ SOIYr,OY 0 0l U .006 W CL 100 e. ro• souo. i .005 W .08 90 s,..cO c...a. .07 80 •t SMww V[[ "coal.." O 60 W cr OS 50 > root r[,wnc —• —� O .003 40 asc...ac o, .. . `....... ..I .; .. -J m �— 71 .04 30.002 U [ uft ,o"oa.... ro .03 � 20 ac a•,.w( o, .. f[C"0. . .0. CC.,. Q -• I'171 .. eo"•ef:rt'ftcno. - I Q. .02 1p r040• ufr\Ye r,Ow 1 , .. r =. w s[cr,ow . .r Afsuate • e,v-�.. at•r. I; COT... A re. From BPR t.e•[ •.r:0 c, ..e'e[•r. ; r.t. a, • e, • a Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 - 4-3 DESIGN CRITERIA S+re�2� CMD �i o�Vr 10000 I U n .t .ova..ttf Cotn.c.C.r a u..m 9000 rO....n• .0040044.rt ro ..I(.... to .10 8000 - 7000 tors. OI c.... c[ t .s .(n..e4l tY C.Oft 6oK .08 6000 .vt.(+u- . • I »OC(EO.,GS .\f. 07 S000 .wt .fo. cw.r O. ... Z 06 - 3 i , s 4Q�� i 1 EXAMPLE Istt O..ao u.ts, ~ .oS 000 G .t., t . 0.03 'O° . !. 1° \ n . .at t /n . �aoo 3° I'� .04 2000 t . e.it U 70 U_ .0 0 • t.0 CIS 20 03 �-.- 11091 h ------ - -1` _------ Z lo_-- t 3 - 2.0 80 70 60 .SO U_ 40 Z 900 _ _ 3 ? .30 \700 Soo Cy = r 500 c N .20 � 3 O 400 2 INSTRUCTIONSG[a. ZQ 300 OIO � p1 Q CS LLI a •+O CC..LCr Olt, ... a[ 10, .�r. T i .008 2� O3 a(rrw in r.t aE r.0 v4f .Yfr 2 Ca.rllfE ShYr.Ow t] °' 0 6 W V .0 t. ro. a.•uo. i OOS d Lai .08 100 90 t...t0 c....ta u— 0 .07 60 •f i.0.. Vt( ,e.eG..ti O 70 • t . .004 .06 LLJ Cr 60 CL O SO f ro ccru...c —• —I .003 .OS 40 DISC ...Cc a, .. . ` J m •O.rw. 01 a .... 11 1 I�i71 N tl_ .04 30 _ ...c ..er. a: at o[r[...w( be"' . te. rOLS DISC ... CI to -002 U t. r..t Stcr.O. ISrot. Oft .0.04.... re ,03 20 etrC....t Do .. SCC"O' . re. a(". Q = • ro o[r[..,,[.afc.••u rt to COooa,IC'1tcr.0. I a .02 10 'o.. o. I.ar.vcrio. 3 I f i Uj ro e.r... e.Sc.•act .. —�__. l �. .001 0 ltc"O.. It •at..ta • t, u•;.. Ovr. I: oar... a "I From BPR fw.t .."0 ., ..a'eErf. ; f.(. 0, Figure 4-1 L-.01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 1 i 1 1 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 S+rp� C,�p 0aT 10000 „ 9000 ' 8000 7000 6000 5000 J 3, r1 a( 4000 �= h i•o• 2.0 r- — t a V.T,C.: n 11 IOya.Y(f( CO(rrlCl[YT nl Y•Y•IYa .10 10r T0. Or G+•..(l t rS •l Ci»OC., O• C.01f f,0•e .08 1.0 •.al Ho. [w•rp. Oq .07 E[AYPLE rat, e.,.as u.ts, at f-�— t • 0.[1 �` ^ 1,091 --- Y1 — — 1000 900 800 x 700 r� 600 500 O 400 ~ 300 Q 100 90 80 70 60 Ae 40 30 20 06 .80 INII .70 LL .O5 60 r .04.50 LL 03 40 Z .30 :--_ .02 T CY --- to a �• w INSTRUCTIONS U 0 J u, w .01 ce..,cr t/n .•rro •.r. s♦o•[ IS, Q 07 44: ..o c*..Eel Z onC... at 'a, .�.. = .008 °' Z U r•Tt.f[cr •r rw...c ...[ ro.' N .02 Q .007 c o.r,nt sxYr.e. Q 01 V .006 LL .005 .e •f S.. If[ .OYOa.••. k . t . - - r .004 w CL 1 10 oe •t....a —• —1 O .003 DISC ... It ar o[rl,...a e[•r. , re• roo, onc.•.ce .. .002 a.r»t uu.o. • r.l. Ise .0.04.40. ro OC" ....( a. a [[Cho. • re• at.'. ,.l•f!1' . r0 001[..I. ^ ! [ one+uu 10110. ..11. VChc1 I C = c t, ltche. • at •ffu40 • t•Nvl . SO -I. ,; *or... o re. From BPR 1•a.t ..r.a .+e a[•,. T.e. a, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 .20 ►� O CL I-- tn .10 w (L Uj OB w .07 06 0 .05 M X .04 U 03 Q Z ~ 02 CL w M DESIGN CRITERIA S- rem Coo (i ayr - 2.0 1 1 1 1 1 f — i 10000. n ,f .w...[ff co[rrrrr{.r 10 9000 ro•rY[• .••. o•n•re to luau. u 8000 7000 sorro. or G.... [t ! :1 .l Gr•OCK er C."[ f•OK .08 6000 .v[•t.0 .. [ •.oe[[o•ees .or. .07 5000 rwt .so. [w.rrye 11.1 zb .06 = 3 i a s 4000 ~ [ EXAMPLE rste *•sets [r.[sl .05 TO \ n. 0, t/n.,foo � s0 .04 t.e CIS t° 09 1 --- �o .03 h f 1000 Z 900 02 �e, 80 70 60 .SO lL Z 40 800 C = i \ 700 .� r1J 7600 i — - 500 = s a er � l 0 400 z W INSTRUCTIONS Q 300 J .OI or W c*utcr tin ••rro +n. y[o•[ rs, Q Os .eo CO..[Cr O.SC...GC to, .,r. = 2 1.007 200 cc•,-.11 r.[st 1.0 [r. 11 .w* (� oil ,008 r•K.f[p •r ru..r.a u+t ro. N .Oz I Q ce.•cer[ saur:o. :. ro• S..•So. ' 100 y..•.o c. •.xS cL .005 90 0 eo s Sloe. vile .o.oe..•e �.004 .[.- 70 W 60 a. 50 t ro o[r[•.,a —• ^J O .003 S 40 o.ae.uee o, • 30 20 IN From BPR *.r•O. Or C.... [t I _ L_ . •.r.e .sere [: Imo. �1 o[rt•.,.t ot•r. , roe rer" orsc..•ct •. Sense f[crro. • T.t• use 40.06s... to e[r[•+ut *� . f[en0. • re• Dell. J • ,' 17) 10 Dill•.. DriCosC(n ���• t J $CC,-" • .r .1fY.{0 • 8.1 1'33 *vr. ,: Col... o OR [ 141f4 Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 ►1 30 W41•] a I-- (n .10 W O_ 08 lsi w .07 0 06 .05 m .04 U 03 Q ~ .02 a W 0 m DESIGN CRITERIA 1 1 1 . 1 1 1 s 1 1 I , �t.o.-�.c- G�h�n lja� 2 — , rf•, 1 l0000 n s .Oaa..t„ cot". . .r - 2.0 8000 Gorr*" or c.... cf 7000 1 a .tc'-.O .< Or c."s s.oa .08 1.0 6000 +v<•<.ct w . f »acuo..cs 11.•. 07 5000 z .06 .80 4000 70 1 I `,Q EXAMPLE Iftt o.s.co 4.cs1 ~ .OS h 3n00 c�•t.: G . o.os 100 � .60 t e•� TO \ n . t/n . ,fao So .04 o< U 3C LL 50 2000 \ , o.at io LL .. n . G.e C" Z— ------ --- .03 .40 1,09 �------- _ z z h 1 1 \ _ 3 ? .30 Boo C = _ 700 �+ rw 500 c \ .20 D 3 400 _ INSTRUCTIONS Q300 oT .01 co..<cr t/n .•r,o ..r. s.o•t iv Q tl! W a /y� .+0 con.tcr O.1Cw..Gt 40...r. T 03 .008 2w oc". 1,1 •.CfC r.0 •..(f tuft i ..r<.stcr .r rY•...a c..< •o+ W .oI Q .007 V) .10 <orra r[ se.ur,o. Q .o. U .006 LLJ i-ra• s...w. ' ' .005 Uj .08 100 f...te c.•..t• U- W90 07 80 f f•e.. ,t +*roc... 0 0 70 1 . 7 .004 .06 60 W cr_ CL .05 50 s re et r(."•t —' O .003 40 asc.•.ac o • . .. J m .0.r." or c.... (I I t_�71 N CZ: .04 30 etrta...t ot•r. , roe tor.% o.sc... cc V 002 [.I,.( ft Ci,p. . T.C. use .OrOc.... ip .03 20 O"Ce"..c 0• .• Mario. • roe oc". Q Z • •O O[r(•".•[ O.St...µ .a co"•ofl r t' It C riea I .. Q. .02 110 •of.o. 1.11OWC110. s IT. W wsc.. enc...c( .. — .001 Q Her." . It •ss..Io t,u-,. From BPR f.a•t ..r.e ..*'p<.•. , i.t. a'. a. . Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA I I STORM INLET CALCULATIONS I I I 1 f INLET SIZE SUMMARY TABLE PROVINCETOWNE SUBDIVISION Inlet Number Inlet Type Location Condition Length (ft) 1.Aj R Benson Lane Sump 15 13 R Benson Lane Sump 15 2.Al R Battsford Ln. Sump 15 2.6 R Battsford Ln. Sump 10 4.A R Candlewood Dr. Sump 15 4.13 R Candlewood Dr. Sump 15 5.A R Provincetowne Dr. Sump 15 5.8 R Provincetowne Dr. Sump 15 6.A R Multi-Familv Parking Area Sump 5 9.A R Multi -Family Parking Area Sump 10 10.Al R Multi -Family Parking Area Sump 10 11.A R Multi -Family Parking Area Sump 10 14.A R Multi -Family Parkinq Area Sump 15 16.A R Multi -Family Parking Area Sum 5 25.A R Provincetowne Dr. Sump 15 25.B R Provincetowne Dr. Sump 15 26.A R Provincetowne Dr. Sump 10 26.B R Provincetowne Dr. Sump 5 28.A R Heather Glen Circle Sump 10 28.13 R Heather Glen Circle Sump 10 33.A R Brittany Drive Sump 10 33.B R Brittany Drive Sump 5 34.A R Saddlebrook Ln. Sump 15 34.B R Saddlebrook Ln. Sump 25 7.A R Crown Ridge Cir. On Grade 15 731 R Crown Ridge Cir. On Grade 15 12.13 R Battsford Lane On Grade 15 25.0 R Rosemont Ct. On Grade 15 25.D R Rosemont Ct. On Grade 15 27.A R Heather Glen Lane On Grade 15 27.13 R Heather Glen Lane On Grade 15 29.A R Saddlebrook Ln. On Grade 15 29.6 R Saddlebrook Ln. On Grade 15 29.0 R Brittany Drive On Grade 15 29.D1 R Brittany Drive On Grade 15 36.A R Saddlebrook Ln. On Grade 15 36.B R Saddlebrook Ln. On Grade 15 47.A R ' Province Road On Grade 15 47.B R Province Road On Grade 15 48.A R Brittany Drive On Grade 25 49.A R Province Road On Grade 15 I I I 1 O 3 LL p� 9 x d e 9 3 $a � V C C W > LL 0 N Il1 VI O N N N N N O O O N N N^ O N O O O N N N N a N S iN� e y a G Z OZ d J ]p N ovooOm000,000aoom0000000v H LL ov000m000000000m0000000v � LL S O O O 01010 O O O O O O O O o O O O O o O O O mO Q LL y O Bi b ae ae.X ae o 0 at 0,0 e;e 00 X:eXxx. #XX N_ _p gU C G C [A y Z N N N N N N N N N N N N N N N N N N N N N N N N = OG t O O O O O O O O O O O O O O O O O O O O O O O O 'b G S s N N S N N N N N N N N N N N S N N N N N �3 0 000000coc0000cc000000000 y� 8 NNNNNNNVINNNNNNN(/INNNNI/1 f/!NN LJ Lry LJ LJ . !Q js C C a a(LRa ry{rye ry ry aa 5Cp a a woo a C C JJ J 8Q$ 8Qj 3C � � p b _b y LLlal ILLLLLLL � �_ C_ � a d�O c993o �yy� m m m m ryry rycry o o'] m E o]]] Emmm�� o b o' It d v u i i m m m ary N N =� ��rc¢rccza¢rc rc rcrc¢¢rca¢¢rc¢��¢ <mamam<m«a««m<mam<m<m C Z 1 � "L Qo I j I 1.0 12 5 9 II. 18 4 10 6 3 .8 � w o � 2 9 04 .7 8 w 3 �f' 1.5 a - 1.0 - z .5 a Par .9 t a J z - — — -.8 - w 5.5 va ----a 8 .6 0 w 5 = z o 7 u- .4 z z .4 = w c� 6 ? 4.5 z oa ,3 - _ _ w L la. _ -- 4 0 2 0 .5 ca _ ~ z z I - co 0 w .3 3.5 w w �' .4 a a Cr 0 0 I w u_ w p 0 .08 0 .25 3 ~o .06 ( 3 . cv co ow z w w = .04 a 25 = 2.5 = w w .2 ° .03 a a .02 0 2 a = 2 � � a .15 .01 0 .15 L tL 0 0 - - -- yo a .10 a = 2h 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 i i i i I r-' I i 11 i I F i i i d } O 3 F 1 r N C O _m 1 _u d � E V _ u J to ' cm � d d C c N N N N N N N N N N N N N N N N O N C N O O O O O O O O M O N O O O N N � L C � J J C n n O N N N N N 0 0 0 M a 0 0 C � a�i E 'o w N O O n N N N O O O O M O N O O O N 7 O N 7 O M O O O M M M O O D d 000000000000000 ° `u m > LL C, D ID M NlOOOO o of 00 y a0 00 M t00MvnOON W n CO 00 U O U C O O O N N 01010 0 0 0 0 0 0 0 0 j O O O n N N N O 0 0 N M O N 0 0 O N N CV '- O N, O M N tM M V lL U ¢U _ Maoaomaoo���UUU � M M M v 0 0 0 N - N V M M < + + + It C R M� N� IN N� M M < E + y o N W N O U J D o a e o 0 0 0 0 0 0 0 o a e o e LL O W O1 W O O 0) O Of m O (A W O W O U O CL U L a? t 0 0 0 O) W W O) O M O I M O W O M N n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O O c O d m m m d d d m m d m d ' D N D t`0 D N D N D �ll D f`0 D N D N D N D N D N D t0 D t0 D t0 D (tl D �ll C C7 UC7 U' U' U' C7 (7 C7 (7 C7 U(7 U` CCU U C C C C C C C C C C C C C C C C 0000000000000000 U U J J J J J C O Oa. C N U U N C lV Y 0 N > d > 0 x N 0 N 0 N 0 D m J C C UC7 O O0`6` OR'Q. a. o w w E o 0 M a M MM S c c 3 E E t L m 0 c c 2 c c c >i Ji N N 0 D D .m D D j 'j j O O m O O N N N N 'C 'C N m O O O c�c�mwcr U)rnmmtnrnaaa to Kw ¢cmmUo¢m¢mUo¢m¢m¢ d N nnNNNnnO N N N mmMt0t0n N M M nrn C E N N N N O O R J Z i AL PROJECT �V�VU Utrk HARD Engineers DATE I V T t _ 1 COSurveyors NSUM NG PlannersBY y I �p LTD. SHEET OF St� L00-��r CALCS fm qwc lNi oem'kTlotil.... WILT caw=DIVA Ug I S IM Ott la0 / l�vll crr� b ►� Ked V 6t'014�aCf 9v = qo/ Qi = o, qo (Zc;,S) On = 2 cfs.- I.0-as.= a,_zoc-Fs_ %b .. �l,,,wt� t Go -4 _. _... QZ� 2 C�s dw- d,i�fF Nu 15, LK Itt @ (vo/, ci4t�,vicept;aw Q� = o,qa ro._-_C s: 1.8C(- O,j2DcFS uc�Lt_.lo- ALL g 0�10A T� o, Io j`o,o g..r [ V 15' bK Vi, ceftc� . Q�, 0.goC�I(7Q 0,.gai0 ' t ca_r .l_Cis.=O,gDc{S iO,IaC�S �'D :�IGN�(Gw1 132 -0 EA�w6at.130. . I Q���3 Cfs� � 4i5:cfs f ' d0.1� /o. oil r2 5, 2 -(f _ O,qo (0; sc-0— 0'.b87c* No Text No Text I I I I I I I I I I PROJECT Engineers DATE /Z 4(00 MANHAM Surveyors COI.WUING Planners BY JCP LTD. SHEET OF IWI Q7" 5j�- (3 cf5) - :2, VV = 0. q N�7 5 c�) 03 C(5 -s Lp L Nt �-7- 314 17: ff-9) C �A ttA C&f WjZ 15�' OA (00 10 no fed (A C-rt,el,41 -F-Actovl 1415 C-( —A 1,2 2 i PROJECT �1r�1-1�11�LJ Engineers DATE I b-lflo CONSULTING Surveyors BY ��r Planners LTD. SHEET OF (�z=3cfs+o-3� AA C*Y-� qo =©,3 o c l ewhrrfi Sy INC Q2^ 3CF�� 0,2 C&=3.2_cFs Zvi 9 a,Zo �� : �e�ucfie� �aGfar = 90 Q� O,qO (3,ZCf,5) - 2 g�S c� Qro 32cf-2.88_c� = D,32C fD _.(.Gu ZO _ - -% o, j3 167,00 1? C� Ioo7 -eKapt&ew fiisC l54ik lei a I i s : i i No Text No Text No Text ' M�, •� ._�......- PROJECT ��DYI.YircFjcJ?,e ' ' � /{ ^ � T� Engineers DATE ��i ?10 0 C 10�Nl(SllVUL'TING Surveyors. BY CP Planners LTD. _ SHEET OF 1 QZ - 1 cfs 13 100 ptc rK ' Peciu/rcOVl:Tactwy l�r Let = (3. o-Pt )C1.1) = I N-, 3 -(t - •'• lfsc _ ls' Gn- ref,_ _ _ . QZ0 l2 (i cFs) = I c{s ip�ll uGtrBn ' FaGf�+' "�o% i (ih (�t' Piz='l2(2) k li (3�s c{�!= a•23ff � i @ I Aa l w•�ir� - II�e�GtGt� �qo r 1 r. c 15 . �(zt �C-(�kd,3C4=33C-?s ; Qw=Ozv 100 ,/ cotGYGG L> B GL�tG(�BH �a7 r = qo/ _. = a•g0(33c�� a 33- _ - � _i5 Ut fed• _ -- No Text No Text No Text No Text 1 i 1 i �I 1 i 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT M[ -11 V 1 l� 11 D Engineers DATE O CONSULTING Surveyors BY Planners LTD . SHEET OF 13 + E1) Og��+ -r a^Ld/5X No Text I 1 1 1 1 0 a ' 0 0 m } C 2 d C 0 VI C 0 u A u d A, ' u 0 A Q.' u u m c e N N N N N N N N N N N N N N N N N � N � N N � C � N N N N N N N N N N N N N N Q N N � N � L C D1 J V N � C N aC E > N ow co,* ^ O O O M N eD 0 N 0 O 0 O f 0 0 C ;o N j � U 0 y N t0 n C Q M N M C! N Q Q N O N C O) O N o 01 M N tD Q N N M N M M `N O G M W Q Q LL u T �} v C Q Q M N N N N N C) 0 N M p ^ T p ^ _N W + O N + m N C O U v o 0 0 0 0 o e o 0 o e o 0 0 o e o OOOOOI O)000) OOOA O) W Q)O) liIL m fU a U O) f 0 _ M M N N M N M N N M M M M Q M M CDN 00000coc0000cooco � M d 00 o d d m d m d d� 0 0 0 0 m m 0 d d vvvvvvvvvvvvvvvvv m C50 Q 007000 Cs Cm 0 C C C C C C C C C C C C C C C C C 00000000000000000 C C N N J J J U U N 000 N C N C O O m N m m o C 'O a E c c 0 0 0 0 ° Q a. a. a. a. J C C ,0 o E 000 E L t a d s d C C a s d x C x C u C u C 3 3 N P d u1 N �n ... N N v V C v�o v v V v '> >>> O O a a 0 0 0 0 cicima°a°==cninmmcncna`a`a`(L 01a c � wCCKKT'ra:wxK w xKOfa� in. Co. eq c;qq m¢m¢¢ d y a r �iuivir N N N N ofofofofco6�r--�uwai N N N M M c E N Q Q Q Q Z �I I 1 I I 1 1 1 MT� Engineers �V Surveyors CONSULTING Planners UD- �ksu►9s1 n=o.ot�o 00 =q ON cQv✓ o. 24 A - S= o.0.2?t, � LQ o,qo x �o/. r��tucCc'ax+cCSr q. c fs �. (c To rl�-�ch t I o 1 0n �17r�do to/ �4-eve S' D, oz T = �V) Ao�1{(PE2 a qo rCGLNGL�an-�GriL"�✓__ �. 40)(o, qo) c{sx� QCo— � C�s ; 5. (� �- C'r� _ , l•.33. �S'. � .-�%tiH•(-Gvi f l� �- I - 1 � 1 1 : 1 PROJECT -�VVW' CL'(A-urf1G DATE /2L�Gj0 BY oce SHEET OF No Text No Text 11 I PROJECT fpZtU�:U M^ � 7� Engineers DATE �Z ��©0 �vSurveyors BY J� n CONSULTING Planners !� r LTD. SHEET OF QW : 0. 21 S' = V. 03 T = d"�Sx t 2 = V.26 A oo 0It-6 Fynt4 - I� 15' IM l,Cf c2i Q(0 = �CfSNC-6- = 1,v, i. E Gtit.f ..132, 4� tl�wtCk l'Lo IIV LET �5C - 1�B�k(tit eyc i ��� E ` , dvv = 0.33 Ft 1 rebcfiGc'n lac for 5q C-6 3 Qcv 3�25c•Fs-2.5.�(.Cfs � D,�I C�FS'� �l�wl�t 382 No Text No Text PROJECT Ux6✓(�!"(�ffiLyrFC ' ' � /{ ^ � 7� Engineers DATE C1�/lchTjv��T Surveyors BY �`� ONSULTING it G Planners LTD. SHEET OF INLET ZED 92o�Cb tav�t �oc •t.f ' Oh6vud- 9r,ve-evercu� � L&�qn I t -3 ? lq-) -51 *03 c fi) q, ;t5 c-s- S'x=O.dL�%FE Jw:- S : 0.020 T-- 0.33/0.0L+ 2 - Coca - q, �5 c{s- �• � f CFS :: 2.1 � cis -1-p �,w+�at 3 � 2 1PJ IkT 2 AW -6nL(/m4,t 8a c31 0 q �(Z CA) 1.0 C� �V✓ 0,00q�(Fe t�ec�t+c•Cu�-w �a��✓- �o% Qco - q, o 15 till �f i .. 7 1 I i i 1 � 1 • � t l 1 t No Text No Text PROJECT y'Y�✓Lt� G�f8zJ1�-?� Engineers DATE Surveyors BY vCp COV tJLl 11 V V Planners 1 SHEET OF (iota, Sy d . n PE /let 2 -Pe fi; D,3L�p,p11-f2 =�-,3 iE �?duct�w-� cfizr = 90/ �fSti 15 Gh (,ct ' co = 3 a Cg - 2 , �o C`FS - 1. 3o cFs �If� i fi ql fo le�fccfi �J z 1 I 1 i IN�'I �20p, :.SkIc(";,-V6K Q100 - 10 C`(� �y �. J dw� 0.32�'f = D• O ZoF� /Ff n 1 i 1 1 i q01 P- €,f r cw -Actvv � �D• 85ZU, a D � ' 0• �� =d���l2c-��- q,►�c�s ato = I zCts- 9, i 8 Cis. = 2,g 2 c-Fs -E-o 0-eri tcx4,- 52 I No Text 1 1 1 1 PROJECT MA � 7� Engineers DATE �V Surveyors CONSnLMG Planners BY IJD. SHEET OF IN�e7 219, bkgoIC Or- 0N 6r :�cE,e_ cJ/ PKIH- Or-r GwY(o lao C{s S, 0, nro d,v, V. 25 S= 0,0205r�/4 �-= o, 2 s /0, o& -r 2 - ✓P, z r� )5' Gn if t -. Q Qco , (o. o ek — * 8 cy'� = I.2vC-(c -tt 06"e-o,t 41 s IN Lee 2qc - 6offam, 1)hw �Va-zc W/ -YZrtlCa.P Gw� ekt 414 (l2) S x = 0. 08 �gjrf �w - a• 33-fit..._ ..:._ _ ._ _ ... ' S = a, eft @ I oo/ (rt tQitC��p.. No Text No Text PROJECTylt�Ce7�u9 Yl2 Engineers DATE 12 4100 �J Surveyors BY vC P ONSUL'T'Il�1G n Planners SHEET OF i�1172apjr�tav�vllh!.Vy' ' �n � ✓d Lle � / VI Hf ca-� cwr b ('l;?) + 50 ('12) Qino /2 (r N c-Fs ) 4 'la (9 c-S) >0,08-R(Ff Qw � 0.33 -fi T%b,33/o,o�fia= 5cLa (no rC�u�trow 6llp =40 tit, lz� INM 311A .���cfCe�iyr2oK L. t d � � i-� cQe �/ C}nye -over Gf,U✓b C�vr,�pver(lnl� 2qk) tSGIdU - 12 ('61 Z, 0-7 WS 1 +02 c'�S Sx= o,o(�'-A/Ft caw- o.54A S' = 0. o210 Ft/f� v 3 . 0, 0 / 0, --+ Q cfs- II. I Cfs_.- 3, I_ems -b VeMepLf 53 1 t , � No Text 1 1 1 1 1 1 1 PROJECT L�W Engineers DATE 1211100 MANH Surveyors BY CONSUUING Planners ers LTD. SHEET OF �N�ET 3(<� � S��Cc(.Lfb; soK prlvc �rQ �l Dnvt ovfirG�Hb Drier ((Nc2g8� too= (2 C-6- f 1.20 fs = 13.Za C`61-- Sx o. 01, A S - 0, 0102 �Or Qi s 0. S 5 � �o/ rid ucZraw -� c`f�r Q =(0.940,go)� 0, Qco�13.2oCfs-10.1�.CS_=3.o�jc i ✓�- - i I AqI- A tr0i�lMCC f�aacQ - 0 G_ bra dc. 0 l_I���fi cSy = 0 08'� I dVV 0,33f� - Uu 15 44 (it._ = a�B a0/ ao 0,7Cfs-.)0,43c�- c Q, - 0. Iq (11,2 c-Fs) /c0. 4-3 j i f � f i I K f . I , No Text PROJECT 1VOVf44r-elnfvo� Engineers DATE MA V 1 ARD Surveyors BY CONSULTING JLP Planners ; UD. SHEET OF �Vi-brra�cP� w/ �Gv-IIC�Cur6 e� t qh 2 og dw S = o• 020 -rt1Pk T = 0. Iq /0, 0 g -f 7•t�t � I c , , No Text 1 PROJECT Engineers DATE M A � T� urveyors CONSULTING SPlanners BY LTD- SHEET OF 1 �h �I9 - A 1 ucr� C�t-b 413 + S = I 'i� c--pS S x 1 = O Og = 0 39 �t _ o•9s x �0.90 RQ4) 1 Qa=igxo.gE--xo.go mm- will +c:> 1 1 1 1 .. No Text PROJECT MANHAR/� ^ � TT T A n D Engineers DATE C jolNl ,j VU TTNO Surveyors Planners — BY _ S� UR SHEET OF �x15+1I .L.,i'z-+ -,*- Gf-1, y em-4, C 1W00k �1 ���- (�3 �•1- l4a + i5a -}- So`•f? ;:Vp+ -T0. 3 'c% og + a = � 75— Q=b.a9x0•g�R� �- = 3. q? c r�s Q C-o = I /. sa c.-Ps 4o =n U-:{ yg- A 0V\ Cx &--z iGo — ��00 I� • Sv2 c�S :x = 0. og lit �w = 0• a7 ft S 0. 04-7 1 -r—.= 6• a%.� + C2 -ao IF No Text I r l t 1 1 r I i 0 d I 7 1 I I u' m V N 1 I I STORM SEWER SIZING CALCULATIONS r5 [1 I I r I n 1 E r{ T- C =2 "O� $ 0 �' O g P OO- ..1 O O C C G O O C O C C C O C C C C C C O O C C C C O G G O O O O O G C C O O O Ci O O O C O O O Y 3 e 5 P p ry m O w o r o b .O P 4 O b b r N- a -- N N .p m- N n n N O P O n r m- n g N Nr- b b ri 4 N P N r O r N NO- „J d Q 4 4 O Q Q O d 4 O d Q d O O 4 4 4 4 4 4 Q 4 4 O 4 0 0 0 Q d 4 4 4 4 4 4 4 4 O O 4 p 4 d 4 q� GO = d P n 1� .O � � 4 d ph, IPA �qp p. 4 d O d O 4 4 O 4 4 Q 4 4 4 4 4 O O 4 4 4 4 4 d O O 4 4 4 4 4 4 4 4 4 O 4 Q O O 4 4 Q O 4 4 ' :J 4 V" J v U C) ,�. 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LF.I '.:. J r' - VI ". _Z Z 4' Z "' Z_ L Z ��' 'L`' 'JJ• Z Z Z l• % L 4• _ Z� z� Z Z Z � V J ,•� Q 9 2 9 ¢ m 6 9 G Q 9 9 6 6 6 9 Q 9 n U 9 ..es;•w N Q 6 •y'. ni � '� n r: ri � o n Q T ' t �' �'' �� ✓: J u _ ._ n nn�nQ_ Nr,„.,;Y:r.�NrvN '_ '- "i_' 227 2 L -_ - n J - E u - 7 S S '= 3: Z Z ° Z Z Z Z Z Z Z 'Z Z Z Z 'L Z Z Z _. _ I H I I I I fV w, n C. r� > •n j T J T 2 Z _ ^ m - N P m Q- b g$ - o- n n o m o o v - O N N N e n N N o - b n N r-m- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 0 0 0 0 0 0 0 o c o o 0 0 0 0 0 0 0 0 0 0 0 0 o 0 N- 6 0 6 0 6 0 60 0 0 m b- n n N O. O •O P Q P P Q P Q Q P P Q P P P ' P P O• P P P Q P �p� P P O ah N r a n ri n . P P g P P P P P P P C P d d 4 0 0 0 d e d O Q Q pa O 4 O Q d O d Q O. R d Q P R d d Q O d d d d d Q P T e Q d P P P P P P P P a e Q Q Q e O d d Q P d a pR r n r� 1� N b bm vl O Q N P ppd N O N N� n O Im-1 ebh m n W d d_ O p vP1 Q r m � r h h n N n n r r •p b a ^ N ^ N N N n n N N N N V b N� n b n - Q r m r r gv' m O O •O m d n O P N Q- N N O J e v v v v v v a v v e e v v e w v v o e e e e vv a v e a v v o v v v e v v a v o e v v v v o v e o a n �, •cn o v, _ � v. n a c ni o •,^. _ -. - ac-, i_ r r c o r n c o b - n a >> c-- c .w I-. ; oO O O O O O O O O O 6 O O O C O O o O O O o o O C O O O O O O O O O O 6 6 66 O 66 O O O O O O C O v V@ i61 ry YF F@ FF F F6 F��--i 1 a1`i i r •o a a d, eo v o n'a"rvn n'^ r- d,nnn ?r oP^_n$$^_^_�_ry �_ ��= a? a a•'�'rrr P P m� N m Nm m O m N W� i� n NN I� N N r n m m m N.. n rn+i en 4� 0� N •O b •p .p Q N P n n n O O � I-f q N YJ •O b b •D r r e vmj q N N O O � O n e N 4 qqp pp.. N O IQ-i m m b 0. P P In-1 O Q O r n In^ P p� N V a_ E� g e ep e g e e e e e e N O O O O S-t e i } g.� V g et sp s g,j�� N N h S b �],J,ep e e a e R� •� (� p y p e e a 2� a e e Sa In2S O v ,r GS N Q V r e- Q S vOi N N N I a a I ..t Z ; O X - O_ •=n •'=i. ` ` N '-' �� V N ea C Ou .-.. O - C O ;a .. i v .a - Y vl- ..a _ pa - =a - - T Q Y T> n ]0 4 •ai0 m n � � f N R R`I �J a W !A - J T G^�^ � �p N W oC f>I n d n a C f_ F f r � n� c= n o n � 'T^ � n n o a J a n o �== ry o hi c Y rv�= � 'v b _ n a Q> _ = r^-- •n I _ 'qn M. S 'IJL < G L G L L C G L LL Z G L Z Z Z L = =' J a a o ry ni ^ r a J N `-! - - r Q o ¢ N_ -_ _ - _ �I ni �' •n 1 T` 1 - a m - N n v T _ _ � -r -Tr T i .i '°i -' L: :N 'lI :/ - '!. :A "F` 'l) J W i W_ '_F'1 '✓1 W W JJ W Z z y LL {L [� L Z Z Z Z� Z LL Z Z Z I I I I CULVERT SIZING CALCULATIONS I 1 1 PROJECT P(`o�l�nc2_`�owhe Engineers DATE /60MAN1ADW Surveyors ONSLITING Planners ers BY LTD. SHEET �_ OF ale w n 3 I'S PG rT o-F Pre) v ' V\-c-Iz. -Fd a 5W M oA Mokc r-e- e C"a6kk -+' -IoLas -f-o �28 3(0 (7Ps (loot',-� M iKor- 4::Tol....)S w �%� ,}- R oo �• G� �i U PROJECT M[-A TT T A n n Engineers DATE ���-�J Surveyors BY Planners r JJ'D. SHEET OF C� TIC �S is c- ro.rj a��_ .Te orar_ and tJi (� IJep-A'i-o D.,�•.J v,,c PraPer`�y C;-FS (SIZO-6-41ocLRA CA:` c) D� X__ dV e..•c- }-1 O uJ • is I.30, Culvert Calculator Report ' Off -site Temporary Turn -around ' olve For: Discharge Culvert Summary Allowable HW Elevation 3.45 ft Computed Headwater Elevation 3.45 ft Headwater Depth/ Height Discharge 0.89 15.56 cis Inlet Control HW Elev 3.40 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev 3.45 it Control Type Entrance Control Grades Upstream Invert 1.90 ft Downstream Invert 1.40 ft Length 50.00 ft Constructed Slope 0.010000 Wit Hydraulic Profile Profile S2 Depth, Downstream 0.87 ft Slope Type Steep Normal Depth 0.87 ft Flow Regime Supercritical Critical Depth 1.03 ft Velocity Downstream 6,50 ft/s Critical Slope 0.005603 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.75 ft Section Size 21 inch Rise 1.75 ft Number Sections 2 Outlet Control Properties ' Outlet Control HW Elev Ke 3.45 ft 0.20 Upstream Velocity Head Entrance Loss 0.43 ft 0.09 ft Inlet Control Properties Inlet Control HW Elev 3.40 ft Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 4.8 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ' C 0.03170 Equation Form 1 Y 0.69000 Project Title: Provincetowne - c:\haestad\academic\cvm\provinct.cvm Academic Edition 01/27/01 05:06:44 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Sean CulvertMaster v1.0 Page 1 of 1 Off -site Temporary Turn -around Worksheet for Triangular Channel Project Description Project File c:\haestad\academic\fmw\province.fm2 Worksheet Off -site Temporary Turn -around 02 Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.016 1 Channel Slope 0.020000 ft/ft Depth 1.25 ft Left Side Slope 12.000000 H : V Right Side Slope 12.000000 H : V Results Discharge 179.60 cfs Flow Area 18,75 ft2 ' Wetted Perimeter 30.10 ft Top Width 30.00 ft Critical Depth 1.69 ft Critical Slope 0.003961 ft/ft Velocity 9.58 ft/s Velocity Head 1.43 ft Specific Energy 2.68 ft Froude Number 2.14 Flow is suoercritical. J I A, 12/12/00 Academic Edition FlowMaster v5.17 04:00:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Culvert Calculator Report ' Sidewalk Culvert 380 solve For: Headwater Elevation .: Culvert Summary Allowable HW Elevation Computed Headwater Elevation 1.92 ft 1.92 ft Headwater Depth/ Height Discharge 0.92 2.00 cfs Inlet Control HW Elev 1.88 ft Tailwater Elevation 0.50 ft Outlet Control HW Elev 1.92 ft Control Type Outlet Control ' Grades Upstream Invert 1.00 ft Downstream Invert 0.90 ft Length 25.00 ft Constructed Slope 0.004000 ft/ft Hydraulic Profile ' Profile M2 Depth, Downstream 0.60 ft Slope Type Mild Normal Depth 0.73 ft Flow Regime Subcritical Critical Depth 0.60 ft Velocity Downstream 4.04 fUs Critical Slope 0.006863 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 1 Outlet Control Properties Outlet Control HW Elev 1.92 ft Upstream Velocity Head 0.18 ft Ke 0.20 Entrance Loss 0.04 ft Inlet Control Properties ' Inlet Control HW Elev 1.88 ft Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 0.8 W K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ' C 0.03170 Equation Form 1 Y 0.69000 1 I Project Title: Provincetowne c:\haestad\academic\cvm\provinct.cvm Academic Edition 12/15/00 12:01:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Sean CulvertMaster v1.0 Page 1 of 1 1 Culvert Calculator Report Sidewalk Culvert 85 ' Ave For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation 2.93 ft 2.93 ft Headwater Depth/ Height Discharge 0.96 25.00 cfs Inlet Control HW Elev 2.89 ft Tailwater Elevation 0.50 ft Outlet Control HW Elev 2.93 ft Control Type Outlet Control Grades Upstream Invert 1.00 ft Downstream Invert 0.85 ft Length 35.00 ft Constructed Slope 0.004286 ft/ft Hydraulic Profile ' Profile M2 Depth, Downstream 1.27 ft Slope Type Mild Normal Depth 1.41 ft Flow Regime Subcritical Critical Depth 1.27 ft Velocity Downstream 5.93 ft/s Critical Slope 0.005690 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 ' Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 2 1 Outlet Control Properties ' Outlet Control HW Elev Ke 2.93 ft 0.20 Upstream Velocity Head Entrance Loss 0.45 ft 0.09 ft Inlet Control Properties 1 Inlet Control HW Elev 2.89 ft Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 6.3 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 C 0.03170 Equation Form 1 Y 0.69000 1 1 [1 1 Project Title: Provincetowne c:\haestadlacademic\cvm\provinct.cvm Academic Edition 12/14/00 10:52:00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: Sean CulvertMaster v1.0 Page 1 of 1 Culvert Calculator Report ' Sidewalk Culvert 81 Ave For: Headwater Elevation ' Culvert Summary Allowable HW Elevation 3.21 ft Headwater Depth/ Height 0.89 Computed Headwater Elevation 3.21 ft Discharge 38.00 cis Inlet Control HW Elev 3.16 ft Tailwater Elevation 0.50 ft Outlet Control HW Elev 3.21 ft Control Type Outlet Control ' Grades Upstream Invert 1.00 It Downstream Invert 0.90 ft Length 30.00 ft Constructed Slope 0.003333 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1.48 ft ' Slope Type Mild Normal Depth 1.70 it Flow Regime Subcritical Critical Depth 1.48 it ' Velocity Downstream 6.29 ft/s Critical Slope 0.004974 ft/ft Section ' Section Shape Section Material Circular Concrete Mannings Coefficient Span 0.013 2.50 ft Section Size 30 inch Rise 2.50 it Number Sections 2 Outlet Control Properties Outlet Control HW Elev 3.21 ft Upstream Velocity Head 0.50 ft ' Ke 0.20 Entrance Loss 0.10 ft Inlet Control Properties Inlet Control HW Elev 3.16 ft Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 9.8 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ' C 0.03170 Equation Form 1 Y 0.69000 1 Project Title: Provincetowne - Project Engineer: Sean c:\haestad\academic\cvm\provinct.cvm Academic Edition CulvertMaster v1.0 ' 12/14/00 10:49:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Culvert Calculator Report Sidewalk Culvert 82 solve For: Headwater Elevation Culvert Summary Allowable HW Elevation Computed Headwater Elevation 3.42 It 3.28 It Headwater Depth/ Height Discharge 0.91 40.00 cfs Inlet Control HW Elev 3.23 It Tailwater Elevation 0.50' It Outlet Control HW Elev 3.28 ft Control Type Outlet Control ' Grades Upstream Invert 1.00 ft Downstream Invert 0.90 ft ' Length 30.00 ft Constructed Slope 0.003333 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1.52 ft Slope Type Mild Normal Depth 1.76 It Flow Regime Subcritical Critical Depth 1.52 ft ' Velocity Downstream 6.41 ft/s Critical Slope 0.005078 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 ' Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev 3.28 ft Upstream Velocity Head 0.51 ft ' Ke 0.20 Entrance Loss 0.10 ft Inlet Control Properties Inlet Control HW Elev 3.23 ft Flow Control Unsubmerged Inlet Type Groove end projecting Area Full 9.8 ft' K 0.00450 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 3 ' C 0.03170 Equation Form 1 Y 0.69000 Project Title: Provincetowne Project Engineer: Sean c:\haestad\academic\cvm\provinct.cvm 12/15/00 12:01:58 AM .m Haestad Methods, Inc. Academic Edition CulvertMaster v1.0 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 LI r I N C R 3 U f6 U R ' W to Z 3 d 02 W U ZY ' 3 0 a� a (n ' 0� >0co ow o00 .. O O N O N O N w U O ^ a� a O M O N O C O O <7 OM OIL OO Orl- (0 w 7 Q U N ^ Q C �a OO OO 0w 000 wO O� O c6 O 00 U ( N 3 co — a Q c U) U .-. co co 0 0 Lo J N N fl- fl- CO 0 L m 3 y •a � U) O M O co ^ r- 0 co >= OO OO OO 6co - 3 s = a_ U) � 0 0 N O N O O O coNNNcococo O 3 C 0) a) 0) a) CD a) 0) 0)O O — o � IT d � ItT It > > N OW 0 0 0 0 00 0 0 0 M M M M 6 6 66 c- 00 00 N N M m o � LL co O O O O O O NN NN c�M V*� > 3 7 O U U- 0 0 CD 0 0 0 CDO00 0 N LO Lo 00 r-� O�- coo coo 3� 0 HU- O 00 LnLo N N co M 00 00 00 00 co co C�CD > > U Z 7 a LO O < N = 0 + E J 2 co 0 M M T u 3 a m o N N C n n3 � H O N .1 1- 1 N C ++p 0 d 5 p d C 3 0 U 3 ' y 09 CL m N V C ao 0 ' Rrna`o N,H O O r r o O r o 0 0 0 0 o O r O 0 0 0 0 0 0 0 0 0 0 (v y a m� Qc � Y CLL y O O O O O 00 CC) O O O O O O O O O O O O O O O O o N O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CDO (D N N o o N O O O O O O CD N (O CD CO CO CO CO 0 6 0 6 CD CO C r r r r O N Mco (D 0 N, c O N, CD CD O O CD CD CO C CD CO CO (D CO (O (0 CO 0 CD (0 aU co CD c0 (0 O 0 CD N co N ^ c0 N O P, M Ch N co N 0 CO r� w CIO C 0 a h r r r N C• h 0 I, M COC` i-- o r CD CD O M CDt` r r< Ch N CD ui r rIli N m N r m N N V 6 N r r r r M N m r � A 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IQ (n (n (n 0 0 00 0 to CO 0 In Ln 0 0 0 in (n (0 0 0 (0 00 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N a N Y > N O 00 Lo O (n OM m 0 C700r Cl) (n r (n Or N Ce1 o N 0000 to V It Cn N Cn 000000 LO Itt R co CV) O N O Ch O (Or N O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 CL ,..� OOOOOOOOOOOOOOOOOOOoOOOOOO v N v .-. (0 CIO CO Cl) N 0) rl (MN m r CD N CD N 0 '-T 0 CO r 00 N 0 N 0 O In r m N V O m m m N r t 00 () N N 0 O (0 V 00 00 1 r r w r r r r (p O r r O) wr-� In O r CO O r N 0 V 0 O (D W V W N N 0) Z, in r r L 0 > O O N M m o 00 Q n N N rrrc�,Zvv Q to r on C66 r N6r-�00 c0 0 (0 0 0) � 3 c c 0 0 r r N N N N N N) ItI-T V V' V >>>> N N (6 (0 E H r O a 2 N L CU N L N V (0 C]. N C/j c c �I d N E a� � 7 3 a�i N a E � o _a N Qom' o0 �U w r 4) 0 (L c w m -0 O -mu2, 0E-U r 04 CO Table 8-1 CLASSIFICATION AMID GRADATION OF ORDINARY RIPRAP 9 0£ Total Weight Smaller than the Stone Size dsot ' Riprap Designation Given Size (in pounds) (inches) 70-100 85 Class 6tt 50-70 35 35-50 10 6 ' 2-10 <1 70-100 440 Class 12 50770 275 ' 35-50 85 12 2-10 3 100 1275 ' Class 18 50-70 655 35-50 275 18 2-10 10 ' 100 3500 Class 24 50-70 1700 35-50 655 24 ' 2-10 35 t dso=Mean Particle Size. At least 50 percent of the mass shall be stones equal to or larger than this dimension. ' ttBury on 4 to 1 side slopes or grout rock if slopes are steeper. Table 8-2 summarizes riprap requirements for a stable channel lining based on the following relationship: 1 YS01 = 5.8 (d so )o.s (Ss-1)0.66 in which, V = Mean channel velocity in feet per second S = Longitudinal channel slope in feet per foot ' S, = Specific gravity of rock (minimum 5,=2.50) dso = Rock size in feet for which 50 percent of the riprap by weight is smaller. The rock sizing requirements in Table 8-2 are based on the rock having a specific gravity of 2.5 or more. Also, the rock size does not need to be increased for steeper channel side slopes, provided the side slopes are no steeper than 2h:ly. Rock lined side slopes steeper than 2h:ly are not ' recommended. May 1984 Design Criteria Revised January 1997 ' 8-18 I 1 Table 8-2 1 RTPRAP REQII1REMENTS FOR CHANNEL L3 INGStt VSo.17/ (S.-1) 0.6ct Rock SYpetf 1 0 to 1.4 No Riprap Required 1.5 to 4.0 Class 6 Riprap 4.1 to 5.8 Class 12 Riprap 5.9 to 7.1 Class 18 Riprap ' 7.2 to 8.2 Class 24 Riprap tUse S,=2.5 unless the source of rock and its densities are known at the time of design. ttTable valid only for Froude number of 0.8 or less and side slopes no 1 steeper than 2h:ly. The thickness of the riprap layer should be at least 1.75 times dso (at least 1 2.0 times dso in sandy soils) and should extend up the side slopes at least one foot above the design water surface. At the upstream and downstream termination of a riprap lining, the thickness should be increased 50 percent for at least 3 feet to prevent undercutting. Where only the channel sides are to be lined, the riprap blanket should extend at least three feet below the 1 existing channel bed and the thickness of the riprap layer underneath the channel bed increased to at least three times dso to prevent under cutting. 1 1 1 i 1 1 1 1 i 1 Riprap should be placed on either filter material (gravel bedding), a plastic filter cloth, or a combination of both to protect channel embankment materials from washing out through the riprap. Generalized filter material specifications are listed in Tables 8-3 and 8-4. The Type I filter in Table 8-3 is designed to be the lower layer in a two layer filter for protecting fine grained soils and has a gradation identical to Colorado Division of Highways concrete sand specification AASHTO M 6 (Section 703.01). The Type II filter, the upper layer in a two layer filter, is equivalent to Colorado Division of Highways Class A filter material (Section 703.09) except that it permits a slightly larger maximum rock fraction. For fine grained soils either a two layer filter (Type I topped by Type II), or a single 12-inch layer of Type II filter is required. For coarse sand and gravel (50% or more by weight retained on the #40 sieve) , only the Type II filter is required. Filter cloth is not a complete substitute for filter material. Recommendations for its use are made in the Urban Storm Drainage Criteria Manual. May 1984 Revised January 1997 Design Criteria 1 8-19 SWALE AND CHANNEL CALCULATIONS 1 1 11 L CL C C ' L U v C A m 41 O O (O M 00 o V (0 (n CO C7 NOa0O 0)Q)vOMOO O a 0 (D 0 T O I� n 0 0 '7 CO 0) O Cl Co a) N O 0) v7 (n ;� �NN MMNNMMN vv v M M M I-M N N O w a a C V 7 a V et v V 7< R C v 7< V? v 0) (0 O m 0)OO CO O M Co O info.--nCONMOM CO O) O N v N 00 U7 0 0 0)nMn00 M M N (n N 0 co m O O r O .- 0 0 0 0 0 0 0 1 0 0 (i 7) y coZ N N N N N N N N N N N N N N 0 0 N R'T V 7 U M co m 3 o004000)M N 00 non 0M Mn M ON o CL q Dn0M0a0Mrr(nCO 0M N J W J W J W J W J W a a a a m m a?U U U z z z z z LI.`oaaaaaaaaaaacacom a icicia a¢aa U U U N U U U E .c m m 0 .2.. CL '5 O� to O n 0 N CD O u7 O co � in N 00 m8etm 7 O O 0 co N (D N O N CODO (n O M M N O M O CO N O O O O o O 0 O 0 O 0 CD 0 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 0,1016 0 0 0 o 0 0 0 0 0 0 0 0 J N(DN00 040)Om0 ON � r v�N On�n ro �(D (n (nO. N aN'TMNN o(DC,N V p O t0 N M co N o Co O 7< N N co rl_ 0'v CD 000 LL yLL V CD o N 0 0 0 0 0 0 0 0 n 0 0 0 0 0 0 0 0 0 O 0 U 7 (D M M M O OO (0 7 M C 1,0 00 ^ 00) (nD 7 000 v L-Eo 0000) n MMr M M 000 0)N m (nn 0mNN (O n OcON ON N(n oN0 CO= O �MMMMvcd'Mv°D��nnnrn� ,1 1 1 1 1 1 1 1 1 1 100 YEAR HWL 4 3' MAX - 3.5 5' TYPICAL SECTION C-C NOT TO SCALE , 100 YEAR HWL _ 1 2. 4 1' MAX 4 1' MIN TYPICAL SECTION A -A NOT TO SCALE 100 YEAR HWL 4 1' MAX 4 2' 2' MIN TYPICAL SECTION B-B NOT TO SCALE PROYINCETOWNE FORT COLLINSS,r, /C�OLORADO�/���yT/�M TYPICAL SWALE CROSS SECTIONS ..o. w. S.B.B MANHAW CONS L1LTD• SHEET 4 ENGINEERS • SURVEYORS • PLANNERS OF „n/2a/oa 8232 E. Park Meadows Dr. Littleton, Colorado 80124 1 2 tel: 303/708-0500 tax: 303/708-0400 http://www.MANHARD.com I KBCFCC C121 I p 1 1 1 1 42' MIN 1' FREEBOARD 100 YEAR HWL V 1 — SLOPE TOP OF 4 4 MIN. 2.5' MAX VANE BOULDERS UP AT 13 TO 15- J 10' o ACTIVE CHANNEL 1.5' v SLOPE AT 4:1 %0.5' DROP FROM UPHILL CHANNEL INVERT TO DOWNHILL CHANNEL INVERT CROSS SECTION —FACING UPSTREAM 2�r SANDGBRAVEL MIX BACKFILL .............. ..................... (COMPACT TO 95%) 10 TO 15 DEG. SLOPE UPHILL CHINK ALL GAPS PRIOR . TO BACKFILLLING PLAN VIEW 10' BOU DERS STONES SHALL BE OUND TO ANGULAR ROCK APPROX. 3"-6" IN DIAMETER PROVINCETOWNE FORT COLLINSS,.�COLORA00 TrPICAL CHANNEL CROSS SECTIONS sgapHmj*W AIANEIM ■ "/'�*iG'Rji TiAjr� SMEET oiuw sr. 7/24 In ENGINEERS • SURVEYORS • PLANNERS OF 2 ,.,./2a/oo 8232 E. Park Meadows Dr. Littleton, Colorado 80124 ,,, N.T.S tel: 303/708-0500 tax: 303/708-0400 http://www.MANHARD.com KSCFCC C121 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 79 Comment: Swale 79 Solve For Depth Given Input Data: Bottom width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... wetted Perimeter. Critical Depth'... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0050 ft/ft 18.62 cfs 1.61 ft 1.56 fps 11.96 sf 13.87 ft 14.26 ft 0.94 ft 0.0673 ft/ft 0.30 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. • 37 Brookside Rd - Waterbury, Ct 0670E Ty P«.,\ ��,� Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 138 Comment: Swale 138 Solve For Depth Given Input Data: Bottom width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flaw Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0476 ft/ft 5.32 cfs 0.60 ft 2.63 fps 2.03 sf 5.78 ft 5.93 ft 0.53 ft 0.0796 ft/ft 0.78 (flow is Subcritical) Open ChannelFlowModule, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd * Waterbury, Ct 06708 —r-yP�-��o� f IN Trapezoidal Channel Analysis & Design open Channel - Uniform flow Worksheet Name: Swale 139 Comment: Swale 139 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0. 060 0.0500 ft/ft 7.98 cfs 0.70 ft 2.98 fps 2.68 a 6.62 ft 6.80 ft 0.64 ft 0.0754 ft/ft 0.83 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd - Waterbury, Ct 06708 �-y P Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 143 Comment: Swale 143 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0060 ft/ft 31.92 cfs 1.92 ft 1.91 fps 16.73 sf 16.39 ft 16.86 ft 1.20 ft 0.0627 ft/ft 0.33 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd • Waterbury, Ct 06708 Trapezoidal Channel Analysis S Design Open Channel - Uniform flow Worksheet Name: Swale 153 Comment: Swale 153 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0050 ft/ft 3.99 cfs 0.85 ft 1.06 fps 3.77 sf 7.83 ft 8.04 ft 0.46 ft 0.0827 ft/ft 0.27 (flow is Subcritical) i Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd • Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 389 Comment: Swale 389 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0180 ft/ft 3.99 cfs 0.65 ft 1.71 fps 2.34 sf 6.20 ft 6.36 ft 0.46 ft 0.0827 ft/ft 0.49 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. • 37 Brookside Rd Waterbury, Ct 06708 �yP(C4 Q--q Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 392 Comment: Swale 392 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0250 ft/ft 15.96 cfs I 1.09 ft 2.74 fps 5.83 sf 9.71 ft 9.98 ft 0.88 ft 0.0687 ft/ft 0.62 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd • Waterbury, Ct 06708 A -A ,' ,•sya7 L Trapezoidal. Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 395 Comment: Swale 395 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0380 Et/ft 13.30 cfa 0.93 ft 3.06 fps 4.35 sf 8.40 ft 8.63 ft 0.81 ft 0.0704 ft/ft 0.75 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd * Waterbury, Ct 06708 TY P r'ca.A ce�k le, ti A- P Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 397 Comment: Swale 397 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results Depth............ velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0440 ft/ft 10.64 cfs 0.82 ft 3.05 fps 3.48 sf 7.53 ft 7.73 ft 0.73 ft 0.0725 ft/ft 0.79 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. � 37 Brookside Rd - Waterbury, Ct 06708 _FYF)L-a -5�18t�, 4-A Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet. Name: Swale 426 Comment: Swale 426 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0300 ft/ft 7.98 cfs 0.78 ft 2.46 fps 3.24 sf 7.27 ft 7.47 ft 0.64 ft 0.0754 ft/ft 0.65 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd - Waterbury, Ct 06708 Q-A Trapezoidal Channel Analysis & Design Open Channel - Uniform flow worksheet Name: Swale 427 Comment: Swale 427 Solve For Depth Given Input Data: Bottom width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0600 ft/ft 5.32 cfs 0.57 ft 2.88 fps 1.85 sf 5 .53 ft 5.67 ft 0.53 ft 0.0796 ft/ft 0.88 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd • Waterbury, Ct 06708 Trapezoidal Channel Analysis s Design Open Channel - Uniform flow worksheet Name: Swale 46 Comment: Swale 46 Solve For Depth . Given Input Data: Bottom width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0260 ft/ft 65.17 cfs 1.80 ft 3.95 fps 16.52 sf 16.38 ft 16.82 ft 1.52 ft 0.0570 ft/ft 0.69 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd ` Waterbury, Ct 06708 Trapezoidal Channel Analysis s Design Open Channel - Uniform flow Worksheet Name: Swale 380 Comment: Swale 380 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0260 ft/ft 23.94 cfs 1.17 ft 3.06 fps 7.82 sf 11.36 ft 11.65 ft 0.95 ft 0.0651 ft/ft 0.65 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd - Waterbury, Ct 06708 Q-B 4.� n Trapezoidal Channel Analysis & Design Open Channel Uniform flow Worksheet Name: Swale 428 Comment: Swale 428 Solve For Depth Given Input Data: Bottom width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0100 ft/ft 42.56 cfs 1.95 ft 2.48 fps 17.14 sf 16.59 ft 17.07 ft 1.36 ft 0.0603 ft/Et 0.43 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd • Waterbury, Ct 06708 Y B - 13 Trapezoidal Channel Analysis s Design Open Channel - UnIform flow Worksheet Name: Swale 81 Comment: Swale 81 Solve For Depth Given Input Data Bottom Width..... 5.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) manning's n...... 0.035 Channel Slope.... 0.0050 ft/ft Discharge........ • 218.12 cfs Computed Results: Depth............ 2.99 ft Velocity......... 4.30 fps Flow Area........ 50.78 sf Flow Top Width... 28.94 ft Wetted Perimeter. 29.68 ft Critical Depth... 2.30 ft Critical Slope... 0.0165 ft/ft Froude Number.... 0.57 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd • Waterbury, Ct 06708 I 1: I 1. 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Swale 82 Comment: Swale 82 Solve For Depth Given Input Data: Bottom Width..... 5.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.035 Channel Slope.... 0.0050 ft/ft Discharge........ 238.07 c£s Computed Results: Depth............ 3.11 ft Velocity......... 4.39 fps Flow Area........ 54.21 sf Flow Top Width... 29.87 ft Wetted Perimeter. 30.64 ft Critical Depth... 2.39 ft Critical Slope... 0.0163 ft/ft Froude Number.... 0.57 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd . Waterbury, Ct 06708 C_ � Trapezoidal Channel Analysis & Design Open Channel - Uniform flow c-c Worksheet Name: Swale 85 Comment: Swale 85 Solve For Depth Given Input Data: Bottom Width..... 5.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.035 Channel Slope.... 0.0100 ft/ft Discharge........ 143.64 cfs Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.13 ft 4.99 fps 28.77 sf 22.03 ft 22.55 ft 1.87 ft 0.0175 ft/ft 0.77 (flow is Subcritical) Open Channel Flow Module, version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis 6 Design Open Channel - Uniform flow Worksheet Name: Channel 70 Comment: Channel 70 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning-s n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 10.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0130 ft/ft 98.42 cfs 1.77 ft 3.24 fps 30.33 a 24.19 ft 24.63 ft 1.22 ft 0.0551 ft/ft 0.51 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd - Waterbury, Ct 06708 C�- V%YL4 - S�C� IeI., 1 Trapezoidal Channel Analysis & Design Open Channel - uniform flow Worksheet Name: Channel 72 Comment: Channel 72 Solve For Depth Given Input Data Bottom Width:.... 10.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.035 Channel Slope.... 0.0130 ft/ft Discharge........ 651.70 cfs Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.43 ft 8.00 fps 81.42 sf 37.45 ft 38.30 ft 3.36 ft 0.0143 ft/ft 0.96 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. • 37 Brookside Rd - Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: CHANNEL 75 Comment: CHANNEL 75 Solve For Depth Given Input Data Bottom Width..... 10.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.060 Channel Slope.... 0.0120 ft/ft Discharge........ 222.11 cfs Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.71 ft 3.93 fps 56.47 sf 31.68 ft 32.34 ft 1.92 ft 0.0488 ft/ft 0.52 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. t 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Channel 98 Comment: Channel 98 Solve For Depth Given Input Data Bottom Width..... 10.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) 'Manning's n...... 0.035 Channel Slope.... 0.0100 ft/ft Discharge........ 597.17 cfs Computed Results: Depth............ 3.50 ft Velocity......... 7.10 fps Flow Area........ 84.10 sf Flow Top Width... 38.02 ft Wetted Perimeter. 38.88 ft Critical Depth... 3.21 ft Critical Slope... 0.0145 ft/ft Froude Number.... 0.84 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. • 37 Brookside Rd • Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: CHANNEL 110 Comment: Solve For Depth Given Input Data Bottom Width..... 10.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.035 Channel Slope.... 0.0030 ft/ft Discharge........ 239.40 cfs Computed Results: Depth............ 3.02 ft Velocity......... 3.58 fps Flow Area........ 66.82 sf Flow Top Width... 34.19 ft Wetted Perimeter. 34.94 ft Critical Depth... 2.00 ft Critical Slope... 0.0164 ft/ft Froude Number.... 0.45 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. - 37 Brookside Rd • Waterbury, Ct 06708 I 'I Erosion Control Calculations A tv 1n1��iTtc1T1 V�1 iL�11T�LJ Engineers 1 �jVi �Vt/Ll u r� Surveyors Planners Lm. 1 PROJECT Pit VIA DATE --a) I`%�. BY SI Q SHEET 1 OF AV-s1CPe a%J Ko \� � Nw� _ 1, 1 iV� P 36 AVM S°pe SNP So°Jo •Row P AA,\ CL N� — I , 100 Ft Sub bas ih `N`or F:'o, iS EX14( P / ray I q� V L2.0�, CI a•5o% 1 ` flow Pca+� (Cs A) = I, aco �+ 1 A�°-`� Aso = �►.% ac. Ave o e (�Ss2) o?•U0% 1 -Pa>,� �0.�4a� _ $o -F+- TS. �51h Zooms mow SA t00% MokerA,� /00% /,ow 1 I PAGE 2 1 I I C O ll� C W a I I o t o 0�0cc; I 0 1 c c Lii Ln Iri Ln I qqqq q C I Ot C1 C:cl�CCCOOC . c I ccccLr."nLr.tntr.tn c I g q q q q q q q q q I C I C CN C� C� C'l C1 Ct C� C) lot Ct C� C O G l ccc cc ccccQc cLP Lrl M I ggqqC`qqqqC'qqqqq 1 C I hqq gC'.Ct G�Ot Ci ON Qt C•T O+mtT C70� G-I I C I c c c c c c c c c c c c c c c c c c c c N I g q q q q q q q q cO g q q q q q q q q q 1 C I CM cu'f t0 tD�o to hhhhhhhhhggqqqq O I c c c c co c c c c ccc c c c c c c c c c c c c c 00 ,--I I ggqpqqqqqqqqqqqqq ggqqqqqqq I O I qNM -CM LO LO Ln to to tc LLD 1.0 hhhhhhhhq 0000 1 c. I M cc r c c c c c -:I, -It, lc*c c c c c c c c c c c c c c c I cc cc cc co q q co co g q cc q q q q q cc co g q cc co q q co co I O 1 tO O N Cl) c c Ln Ll)Ln Ln to to to LD LD 1.0 t0 Lo t0 t0 h h h h h h 1 g I M C cT c c C c c c C At, c c c c c c c c c c c c c c c I g co co q c, q co g q q q C q q q q q q q q 00 q q q q q 1 O 1 c Q) N M M C c c c Li'f tf) L.C) t2) Ln Ln t1'f Ln Li) to lD Lp to lD tD h 1 h I M M c c c c c c c c c c c c c co c c c c c c c c c c I cogqqqOC qCC CGggqqqCqqqqqqqG)qqq 1 O I CtDgO.--I.-�NNMMM Mccc Q'c cc . .Lf. .Lf. tD t0 tc I M M M c c c c c c c c c c c c c c c c c c c c c c c I cc C` co co co g q q q q q q q q q tx g q q q q q q q q q I ^ C I L o N L n h g m a O .-'I .-+ r+ N N N N N M M M M M Tr c c c :Zr -aeLn I" M M M M Cl) c c c c c c c c c c c c c C c c c c c c I cc.� co C CC)00 co co cc co coq tw g q q q q q q q q q q q q W I `L Ln I .-.q.-r M c tr. L.r. tO tO hl�t�CJgCgq CJ Gt C�C+CCC00 O. I . . . . . . . . . . . . . . J c I N N M M rM M M cn M M M M M M M M rM C4 M M M c c c c c Lr) I cc g q C q cc q q q q q q q q q q CC g q q q q q q q q 1 O I %C Ln q.O .-�N M cc Ln u: Ln ID LD t0 t0 t0 r.- r� r� h 00 q CO Cl. C% 1 c i, N N M M M M M M M M M M M M M M M M M M M M M M M I g cc q qq co co co co00 q co OD co coq q co00= 00 co co co co co 1 LC) 1 U-) h q OCN N MMMcc cc cLO LO Ln LD Lo t0 r--r� I M 1 .-+NN CV C�C9 MM MrM M MMMMM M M M M MMMMMM 1 cc cocc co co co cccc co co coq co co co co co cocc co cocc q.G7 co co. I 0 1 MN to q L1 cl- 0i MMMcccc Cf c Ln Ln Ln LO tC LD t0 t0 1 M I G.--L.--..--�e--iN N N N N N N N N N N N N N N N N N N NN I cc cc g q q q q q= q q q q q q q q q q q co q q q q q i LO 1 L.r) L.r') CNN M C Ln Lo n h h g co co m 0l O% Ot Ot ON O 0 O 000 1 N 1 a% C O -..--� .--I .-+ .-1 .+ .--i .-+ .-.I •--� r-I ^ ."I .-r .--i r r N N N N N N I h cc q qqqqq 00 p� q cp g q q q q q q q q q 00 q co q I O l c LP (= M t!') t0 q CO Ot'(= O O .--1 r+ •-+ rI N N N N M M M M M M C�I I q 01 O O O O O O O .-+ .--� .--i rr .-+ ....� .-L .--L •-" H e--I ^' •"' '-. .--I "" ^' I h h g q q q q q q q q q q q q q q q q q q q q q q q 1• L.r) 1 = " = • cLn hh q O1C)O O• r r NNMFI MMM .-L I to qq C1 O; Qt C1 Ot Ct (7 c� O O O OO O C O O O C C C OO 1 h h h h h h h h h h h g q co g q q q q q q q q q q q 1 O 1 toMOchO1O.-+NMMccl.r) L7 tt) Ln to t0 t0 toh ht0 lD l0 i s L0 h h h h g q q q q q q q q q q q q q C� q q q O0 q 1 h h h h h h h h PI h h h h h h h h 1-1 h h h h h h h h I to 1 (7�Oct0 hgghhhtp to lD tnccMMNN Oltpc0*1t0 1 O I ON N N N N N N N N N N V N C� C� CV NNNt-1.- r,00 1 h h h h h h h h h h h h h h h h h h h r\ h h h h O O O O O O O O O O O O i 1 0 C71-- I O O C C O O O O O O O O 00 COO C O O O O C G O O t M C Ln .o h q 0 cD N M c Lo t0 h q CE O Ln O Lo (= u7 0 I I W W 1 N M M c c L.r) I 1 J 1 I 1 ' TABLE 5.1 - PROJECT P-r Engineers. DATE —31/ !{/b I CONS Surveyors V L'T ING n BY SC3 Planners Lm• SHEET OF -TrC ( IL �. Raa1n�\l �f"o51o`'1 �a��*ro` flan oo 0L�� cam-}- F\)oc-J,S A. LZa I Ks (IE- T are.0. �o�,SGrec�e��or' Se.�iN,e�--C3as1�, 3, t 1 o.r ti,u f e�u-�re e• 5 afrroX Sure) aao� ' o-yeas r �Lq-r 4-o PlAvi for- t t F<-tLkIre VV--cn-�S a ro V%� aooRA c� �re� .fir �ood5T�S-�0.11 C�iaJ.¢-1 t�,�r-S, �) Su`y �oa� : �o� eov\S�ru�C-�-►o� oh �S°� �o.� . rc z ti- —&cVk— � s f�ail;s is/ (3 7 SvrOoTh C-�rokv� ��% (02�.1> I�• �o 11 I MA V 1 11` RD CONSULTING UP. Engineers Surveyors Planners P1 .JECT DATE BY SHEET .�_ OF rJ�+ C C 3 '7) o.o t 4 (0, to +- L 1JRA P— P—� = C9•SCo•9o)+1�.6(�.00)��i.i� o.8a) x oso� Croo..gj,)_ CSwoai-h) �`�i-raa Q0.1C) �130.sin� PNw = 0•3 g ' EFFI� _ D — CXpj k 100 (O.5)(o•3ff)] x Poo ��FNw go. 6 ' t.3 • S �6 b as i v� ►� o r`{-� Ce �.�ro; \ � t\1 C� ' �•� M �y QcoI : icao% 0.rcA nVef 1 V+ ROLX t�la 11 e.4 . Gr-o�.�� ponds �or 1�3e..oc5 S2di�e.��gSiK. 3. Se� o. Ynult.�.Q�1 di�+�:t` 0.�2�5•-�er�-p p�v\s '/� Z h S+-a..1 \ S� raVVW Q4r,;�,-s . a� �� S i' � �I-- �e,� c.� • �• v� -t' b�+J are e�s 4-o f 6-Yx Po r Fie- � f 2 we n%S • � 1 rO � ' Po&AS,. --Fo4eA\ rv,te,+ Grrwj z 4::, I+ers. Now,-P,. cvsS�Tu-�Oy\ 61/\ -5�o lc,Lv,A PAGE Table 5.2 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packed and smooth 1.00 1.00 Freshly disked. 1.00 0.90 Rough irregular surface 1.00 0.90 SEDIMENT BASIN/TRAP. . . . . . . . . . . . . . 1.00 0.50(1) STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. . 1.00 0.80 SILT FENCE BARRIER . . . . . . . . . . . . . . 1.00 0.50 ASPHALT/CONCRETE PAVEMENT. . . . . . . . . . . 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS. . . See Figure 1.00 SOD GRASS . . . . . . . . . . . . . . . . . . . 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS . . . . . . . 0.45(2) 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE. . . . . . . . . 0.10(3) 1.00 SOIL SEALANT . . . . . . . . . . . 0.0.1-0.60(4) 1.00 . . . . EROSION CONTROL MATS/BLANKETS. . . . . . . . 0-.10 1.00 HAY OR STRAW DRY MULCH After planting grass seed, apply mulch at a rate of Z tons acre (minimum) and adequately anchor, tack or crimp material into the soil. Maximum Slope Length W (feet) to 5 40 0.06 1...00 6 to 10 200 . . . . . . . . . 0.06 1.00 11 to 15 150 . . . . . . . . . 0.07 1.00 �. 16 to 20 100 . . . . . . . . . 0.11 1.00 21 to 25 75 . . . . . . . . . 0.14 1.00 25 to 33 50.. . . . . . . . . 0.17 1.00 > 33 35 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reported in.this ' table must .be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 7.4. , thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. ' (4) Value used must be substantiated by documentation. .J P. JECT /� n T� T� R Engineers DATE CjO�/N1(��IJLf 111 6 SurveyorsBY BY LTD. SHEET tO OF So'l Area rc�7� Sw�oo� �t'ou.�,Jt, SS/aC��•8� I a• S SOH �13°`S'"� NG PNC= Ff ^,L — �0•��) (O• a�)� X ico 77. g 610 100 vef'(o+ Gro-A4 �� Mai/ aOOI : .I5lo a.i'e.o, Ro+ cd-+ Ras av, too. IKs Cg r0.d,� Ponds 3) h:V1 k 0.1t dt-4LLr6xk aretLs. r,44- 4o Plaws �vr ri (2q�ii(e►�evC�, or ro TLikr,2 a- 00), y) Tr s �a l � s� ro« �J 6 % rr ie rs PQ 5'tl�- i�e%AcC ► ,�l -r1ot,.) pc(e0.5, %der .+c> Pavi l-oc�..-�iw�e rec ire ���S, a��rbX taco I : floc. R.co.d5. 17ns- 411 S lam- G�aV2` I r I I I 1 I I I I n I 1 r f PROJECT ._ Engineers DATE Surveyors. BY Planner Area, fe r<--- e A re. o. ((:C- — (� o��1n Groin s% (aq • 7) 3, S� ao0�-% G� oU�„� 55% a 9. 7� / 6.3 %3(O.ol) + 13.4(0.1 3(l)/35.0 (roo-ds) 0-u),- , CSA= ash P-�a�+er=��3y(o•q)+16.3(���a9.?' o,s� K(o•s PSA = o• a E+�SA _ = g�.19% Sc vs� k 8)) 01 ,So1` �oeOl• ML.1 e_1n -Hvv\,C- Rsz cbwce tee• °`iPPok Sul a°° I S4mw Ba�-r,-txr &,p -♦"o P laxnS � . Y 1 -%��� ' oy /�° }� ►�o rvd-A5 6 r In c Su0— ba5iv\, So )* 10.E F-0.1 PROJECT /{ A � T� Engineers DATE MANHARD ors BY CONSULTING PlanY ners LTD. SHEET �_ OF CSQ= O10 1•'1 0))7 x sti (-�e cx_ �Sa = �•�IS 95 5% �1= FFsb X A,6) ASb =�g0•�(a4.8)+71.g(�6,8)�-8�l 8(3s0)+95.57(a 7)/j03.3 Encfi — O 7.7 % \ E n2r ($%•7%) Pef SM, (FJ•`o�o '�. l� � ..•,.� EtoS is h o ,-c"% . 1-0. Mina, f lam, ov-eY- -2�� 2�osia�- u-wk1 ..SR-0-d alas. (e— est�`o'�5h�dl. z Z J N LL N 0 0 D CL W N u z Q LL W W U U Z Z W Q OE'' a cn o ■I■A } m w z Z O Z Z ¢ O � U Q LL LL O U m O W Q K a a m w J J U F N F Z Z O U Q Z J Q W U Z rr W m K H D co (n > O l ENGINEER'S OPINION OF PROBABLE COST - EROSION CONTROL KAUFMAN BROAD PROVINCETOWNE PUD, FILING 2 FORT COLLINS, COLORADO 02/07/01 ITEM DESCRIPTION QUANTITY UNIT COST/UNIT TOTAL COST ONSITE IMPROVEMENTS SCHEDULE I - EROSION CONTROL 1 Soil Roughening 180 AC $30.00 $5,400.00 2 Inlet Filters 3 EA $300.00 $900.00 3 Straw Mulch 180 AC $250.00 $45,000.00 4 5 Silt Fence Straw Barriers 6340 41 LF EA $1.75 $300.00 $11,095.00 $12,300.00 6 Temporary Seeding 41 AC $615.00 $25,215.00 7 Vehicle Tracking 3300 SY $6.00 $19,800.00 ' 8 Maintenance/ Grading of Sediment Basins 1 LS $5,000.00 $5,000.00 TOTAL SCHEDULE I - EROSION CONTROL $124,710.00 rTOTAL IMPROVEMENTS (SCHEDULE 1) $124,710.00 WARRANTY @ 50% $62.355.00 TOTAL ONSITE PRELIMINARY PROBABLE COST $187,065.00 SCHEDULE II - EROSION CONTROL 1 Total Acreage Erosion Control Estimate 180 AC $615.00 $110,700.00 TOTAL IMPROVEMENTS (SCHEDULE 1) $110,700.00 WARRANTY @ 50% $55,350.00 TOTAL ONSITE PRELIMINARY PROBABLE COST $166,050.00 USE GREATER OF SCHEDULE I AND SCHEDULE II FOR SURETY THEREFORE TOTAL ONSITE PRELIMINARY PROBABLE COST $187,065.00 Prepared By: Manhard Consulting, Ltd. 8232 E. Park Meadows Drive Littleton, Colorado 80124 ' NOTE: This Engineer's Opinion of Probable Construction Cost is made on the basis of Engineer's experience and qualifications using estimated quantities and represents Engineer's best judgment as an experienced and qualified professional engineer generally familiar with the construction industry. However, since Engineer has no control over the cost of labor, materials, equipment or services furnished by others, or over the Contractor's methods of determining prices, or over competitive bidding or market conditions, or over quantities of work actually performed, Engineer cannot and does not guarantee that proposals, bids or actual Construction Cost will not vary from Opinions of Probable Construction Cost prepared by Engineer. This Opinion of Probable Construction Cost is limited to those items stated herein and does not include site lighting. 11 I I I r I I I n I 7 J I 111 PROVINCETOWNE HWL Pond 301 100 r 2 ear WSE k) Volume (ac. ft. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4972.0 0.014 0.00 4973.0 0.238 3.93 0.30 4973.11 3.99 4974.0 0.792 6.15 4975.0 1.760 7.76 2.40 4975.47 8.40 4975.7 2.718 8.71 Pond 302 100 r 2 ear WSE k) Volume (ac. ft. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4972.0 0.006 0.00 0.01 4972.17 0.00 4973.0 0.030 6.38 4974.0 0.084 9.12 0.10 4974.17 9.47 4975.0 0.175 11.20 4975.5 0.236 12.11 Pond 303 100 r 2 ear WSE k) Volume (ac. ft. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4972.0 0.007 1.55 0.01 4972.07 1.63 0.01 4972.07 1.56 4973.0 0.046 2.55 4974.0 0.130 3.26 4975.0 0.273 3.83 4975.5 0.369 4.09 Pond 304 1 00r 2 ear WSE ft) Volume (ac. ft. I Discharge cfs Actual Vol HWL Q Actual Vol HWL 0 4952.0 0.006 0.00 0.01 4952.14 0.00 4953.0 0.033 0.00 4954.0 0.078 8.89 0.10 4954.38 11.18 4954.5 0.107 11.90 Pond 305 100 r 2 ear WSE k) Volume (ac. ft. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4956.0 0.005 0.00 0.01 4956.12 0.01 4957.0 0.048 0.91 4958.0 0.127 2.44 0.20 4,358.63 3.00 4959.0 0.244 3.33 4959.5 0.316 3.70 Pond 306 100 r 2 ear WSE R Volume ac. k. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4940.0 0.004 0.00 4941.0 0.049 0.00 4942.0 0.148 0.00 4943.0 0.296 10.64 4944.0 0.493 20.48 OAO 4943.63 20.39 4945.0 0.746 26.94 4946.0 1.057 32.12 4947.0 1.439 36.58 4948.0 1.891 40.55 4949.0 2.404 44.17 L 2.60 1 4949.35 45.35 4949.6 2.740 46.20 Pond 308 100 r 2 ear WSE ft) Volume (ac. k. Discharge cfs Actual Vol HWL Q Actual Vol HWL Q 4939.48 0.036 0.00 4940.00 0.159 18.00 4941.00 0.432 53.00 4942.00 0.757 122.00 0.90 4942.38 122.14 4943.00 1.133 205.00 4944.00 1.566 275.00 4945.00 2.121 332.00 4946.00 2.881 378.00 4947.09 3.930 419.00 4948.00 5.376 459.00 6.50 4948.60 478.43 4948.63 1 6.551 479.30 PROVINCETOWNE POND RATING CURVES Pond 301 Pond 302 Pond 303* WSE ft) Volume (ac. ft. Discharge cfs WSE ft) Volume (ac. ft. Discharge cfs WSE' ft) Volume (ac. ft. Discharge cfs 4972.0 0.014 0.00 4972.0 0.006 0.00 4972.0 0.007 1.55 4973.0 0.238 3.93 4973.0 0.030 6.38 4973.0 0.046 2.55 4974.0 0.792 6.15 4974.0 0.084 9.12 4974.0 0.130 3.26 4975.0 1.760 7.76 4975.0 0.175 11.20 4975.0 0.273 3.83 4975.7 2.718 8.71 4975.5 0.236 12.11 4975.5 0.369 4.09 Pond 304 Pond 305 Pond 306 WSE ft) Volume (ac. ft. Discharge cfs WSE ft) Volume (ac. ft. Discharge cfs WSE ft) Volume (ac. ft. Discharge cfs 4952.0 0.006 0.00 4956.0 0.005 0.00 4940.0 0.004 0.00 4953.0 0.033 0.00 4957.0 0.048 0.91 4941.0 0.049 0.00 4954.0 0.078 8.89 4958.0 0.127 2.44 4942.0 0.148 0.00 4954.5 0.107 11.90 4959.0 0.2!M4949.0 0.296 10.64 4959.5 0.3 0.493 20.48 0.746 26.94 1.057 32.12 EE 1.439 36.58 1.891 40.55 2.404 44.17 2.740 46.20 WSE (ft) Volume (ac. ft. Discharge (cfs) Depth of Water ft' 4939.48 0.036 0.00 0.10 4940.00 0.159 18.00 0.50 4941.00 0.432 53.00 1.00 4942.00 0.757 122.00 4943.00 1.133 205.00 4944.00 1.566 275.00 4945.00 2.121 332.00 4946.00 2.881 1 378.00 4946.00 1 5.376 1 459.00 1 4948.63 1 6.551 1 479.30 0.001 Discharge (cfs) Depth of Water (ft) Volume ac. ft.) Discharl I (cfs) 1.79 0.10 1 0.0001 1.79 19.98 0.50 0.000 19.98 56.52 1.00 1 0.0011 56.52 Area Inlet "Pond" 311 Depth of Water ft Volume (ac. ft.) Discharge ((cfs) 0.10 0.000 1.79 0.50 0.000 19.98 1.00 0.001 56.52 I rPROVINCETOWNE PUD (FORT COLLINS, CO) - 100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) I �1 I I I I I LI *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE ELEMENT PEAK (CFS) STAGE (FT) STORAGE (AC -FT) TIME (HR/MIN) 1 2 0.3 0 35. 2 4 0.3 0 35. 4 138 / (DIRECT FLOW ) 1 0. 5 56 1.7 0 40. 6 57 0.9 0 40. 7 135 2.2 0 45. 8 126 1.6 0 40. 9 95 1.3 0 45. 10 88 1.2 0 40. 11 23 1.5 0 35. 12 22 0.9 0 40. 13 22 0.9 0 40. 14 57 1.2 0 40. is 10 0.6 0 40. 16 49 1.3 0 40. 17 29 1 0 40. 18 24 1 0 40. 19 24 0.9 0 40. 20 3 0.4 1 0 35. 21 7 0.6 0 35. 22 45 . 1.4 0 50. 23 45 1.6 0 50. 45 3 0.4 0 35. 46 49 1.8 0 35. 47 5 0.4 0 35. 48 5 0.5 0 35. 50 14 0.7 0 35. 51 12 0.5 0 35. 52 12 0.6 0 35. 53 8 0.5 0 35. 54 12 0.6 0 35. 5 s 31 1.3 0 35. 56 54 1.9 0 35. 59 46 1 0 40. 60 46 1.9 0 35. 61 11 1 0 35. I I i a 62 10 0.5 0 35. 63 .12 0.6 0 35. 64 6 0.5 0 35. 65 103 2.2 0 35. 66 106 1 2.3 0 40. 67 109 2.3 0 40. 68 111 2.3 0 40. 69 112 2.4 0 40. 70 74 1.4 0 40. 71 41 1.2 0 35. 72 490 2.8 0 40. 75 167 1.5 0 40. 76 140 2.1 0 35. 77 49 1.1 0 35. 78 16 0.9 0 35. 79 14 0.5 0 35. 80 17 1.4 0 35. 81 164 2.2 0 40. 82 179 2.3 0 40. 83 77 _ 1.7 0 35. 84 124 2.1 0 40. 85 108 1.9 0 40. 86 95 2.2 0 35. 87 94 2.2 0 35. 88 87 2.1 0 35. 89 12 0.4 0 35. 90 11 1 0 35. 91 8 0.4 0 35. 92 12 0.6 0 35. 93 1 0.3 1 0 35. 94 2 0.3 0 35. 95 6 0.5 0 35. 96 2 . 0.3 0 35. 97 31 1.2 0 35. 98 449 2.9 0 40. 99 478 (DIRECT FLOW ) 0 50. 100 8 0.9 0 40. 101 45 2.5 0 35. 102 4 0.3 0 35. 103 23 1.3 0 35. 104 9 0.5 0 35. 105 7 0.6 1 0 35. 106 14 1 0 35. 107 11 0.5 0 35. .108 22 1.3 0 35. 109 54 2.5 0 35. 110 180 2.3 0 40. 111 8 0.5 0 35. 112 12 0.7 0 35. 1 i J [1 I i 128 103 2.2 0 35. 129 94 2.3 0 35. 130 22 0.6 0 35. 131 18 0.5 0 35. 132 9 0.5 0 35. 133 9 0.6 0 35. 134 7 0.5 0 35. 135 3 0.3 0 35. 137 68 1.8 0 35. 138 4 0.5 0 35. 139 6 0.4 0 35. 140 69 2.1 0 35. 141 9 0.5 0 35. 142 3 0.4 0 35. 143 3 0.6 0 35. 144 49 1.7 0 35. 145 11 0.5 0 35. 146 40 1.5 0 35. 147 29 0.7 0 35. 148 17 0.7 0 35. 149 3 0.4 0 35. 150 12 0.6 0 35. 151 9 0.6 0 35. 152 9 0.6 0 35. 153 3 0.7 0 40. 154 52 1.9 0 35. 155 70 1.5 0 35. 301 8 0.1 2.4 1 25. 302 9 0.1 0.1 0 40. 303 2 0.1 0 0 45. 304 8 0.1 0.1 0 40. 305 3 0.1 0.2 0 50. 306 45 0.1 2.6 0 55. 307 138 0.1 4.2 1 0. 308 478 / 0.1 6.5 0 50. 309 53 0.1 0 0 40. 310 4 0.1 0 0 35. 311 3 0.1 0 0 40. 312 36 0.1 0 0 35. 379 9 1.2 0 35. 380 15 0.7 0 35. 381 13 0.6 0 35. 382 16 0.6 0 35. 383 4 0.5 0 35. 384 48 1.8 0 35. 385 12 0.6 0 35. 386 58 2 0 35. 387 8 0.9 1 25. 389 3 0.6 0 35. Ll 11 11 390 9 1.2 0 40. 391 18 1.4 0 40. 392 12 0.9 0 35. 393 6 0.4 0 35. 394 2 0.5 0 45. 395 20 1.4 0 40. 396 8 0.5 0 35. 397 8 0.8 0 35. 396 3 0.6 0 50. 399 23 (DIRECT FLOW ) 0 40. 401 133 (DIRECT FLOW ) 0 40. 404 10 0.4 0 35. 405 3 0.4 0 35. 406 6 0.4 0 35. 407 3 0.3 0 35. 411 2 0.3 0 35. 412 3 0.3 0 35. 413 6 0.5 0 35. 414 8 0.6 0 35. 415 12 0.6 0 35. 416 6 0.8 0 35. 417 7 0.4 0 35. 418 5 0.4 0 35. 419 8 0.9 0 35. 420 11 1.1 0 35. 421 4 0.3 0 35. 422 9 0.5 0 35. 423 12 0.9 0 35. 424 27 1.6 0 35. 425 37 1.4 0 35. 426 6 0.6 0 35. 427 4 0.4 0 35. 428 32 1.1 0 40. t 1 I 1 1 r. PROVINCETOWNE PUD (FORT COLLINS, CO) - 2 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE ELEMENT PEAK (CFS) STAGE (FT) STORAGE (AC -FT) TIME . (HR/MIN) 1 1 0.2 0 35. 2 1 0.2 0 35. 4 37 (DIRECT FLOW) 1 5. 5 20 0.9 0 40. 6 19 0.5 0 45. 7 26 0.9 0 50. 8 25 0.7 0 50. 9 19 0.5 0 50. 10 17 0.5 0 45. 11 5. 0.6 0 40. 12 5 0.4 0 40. 13 5 0.4 0 45. 14 12 0.5 0 50. 15 2 0.2 0 40. 16 10 0.5 0 50. 17 6 0.4 0 45. 18 5 0.5 0 45. 19 5 0.6 0 40. 20 1 0.2 0 35. 21 2 0.3 0 35. 22 16 0.8 0 45. 23 16 0.9 0 45. 45 1 0.3 0 35. 46 10 0.8 0 35. 47 1 0.2 0 35. 48 1 0.3 0 35. 50 3 0.4 0 35. , 51 3 0.3 0 35. 52 3 0.3 0 35. 53 2 0.3 0 35. 54 2 0.3 0 35. 55 6 0.6 0 35. 56 11 0.8 0 35. 59 9 0.5 0 40. 60 9 0.8 0 35. 61 2 0.4 0 35. I I Fi 11 62 2 0.3 0 35. 63 .3 0.4 0 35. 64 1 . 0.3 0 35. 65 19 0.9 0 35. 66 19 0.9 0 40. 67 19 0.9 0 40. 68 20 0.9 0 40. 69 20 0.9 0 40, 70 19 0.8 0 40. 71 10 0.6 0 35. 72 111 1.5 0 40. 75 41 0.9 0 40. 76 33 1.1 0 40. 77 12 0.6 0 35. 78 4 0.5 0 35. 79 3 0.3 0 35. 80 4 0.6 0 35. 81 38 1.2 0 40. 82 40 1.2 0 40. 83 19 0.9 0 35. 84 29 1 0 40. 85 25 1 0 40. 86 24 1.1 0 35. 87 24 1.1 0 35. 88 22 1 0 35. 89 3 0.2 0 35. 90 2 0.5 0 35. 91 2 0.2 0 35. 92 3 0.4 0 35. 93 0 0.2 0 35. 94 0 0.2 0 35. 95 1 0.3 0 35. 96 1 0.2 0 35. 97 7 0.6 0 35. 98 104 1.5 0 40. 99 154 v1 (DIRECT FLOW) 0 45. 100 1 0.3 0 50. 101 10 1 0 35. 102 1 0.1 0 35. 103 6 0.6 0 35. 104 2 0.3 0 35. 105 2 0.3 0 35. 106 3 0.5 0 35. 107 3 0.3 0 35. 108 5 0.6 0 35. 109 11 1 0 35. 110 38 1.2 0 40. ill 2 0.3 0 35. 112 3 0.5 0 35. Ll i C� 1 128 21 0.9 0 35. 129 19 1 0 35. 130 `5 . 0.4 0 35. 131 5 0.3 0 35. 132 2 0.3 0 35. 133 3 0.4 0 35. 134 1 0.2 0 35. 135 1 0.2 0 35. 137 13 0.8 0 35. 138 0 0.1 0 35. 139 1 0.2 0 35. 140 13 0.9 0 35. 141 2 0.2 0 35, 142 1 0.3 0 35. 143 0 0.2 0 35. 144 9 0.7 0 35. 145 3 0.3 0 35. 146 7 0.6 0 35. 147 6 0.4 0 35. 148 3 0.4 0 35. 149 1 0.2 0 35. 150 3 0.3 0 35. 151 2 0.3 0 35. 152 2 0.3 0 35. 153 0 0.1 0 45. 154 10 0.8 0 35. 155 13 0.6 0 35. 301 4 0.1 0.3 0 55. 302 3 0.1 0 0 35. 303 0 0.1 0 0 35. 304 1 0.1 0 0 50. 305 1 0.1 0 0 50. 306 16 0.1 0.4 0 45. 307 37 0.1 0.8 1 5. 308 154 0.1 0.9 0 45. 309 9 0.1 0 0 35. 310 0 0.1 0 35. 311 0 0.1 0 35. 312 9 0.1 0 0 35. 379 4 0.7 0 50. 380 3 0.3 0 35. 381 3 0.4 0 35. 382 4 0.3 0 35. 383 1 0.2 0 35. 384 10 0.8 0 35. 385 3 0.4 0 35. 386 13 0.9 0 35. 387 4 0.6 0 55. 389 1 0.3 0 35. I 1 �L J 1 1 1 1 1 1 1 1 1 390 3 0.5 0 35. 391 7 0.8 0 40. 392 3. 0.4 0 35. 393 1 0.3 0 35. 394 0 0.2 0 35. 395 7 0.7 0 40. 396 2 0.3 0 35. 397 2 0.4 0 35. 3 9 6 1 0.3 0 50. 399 8 (DIRECT FLOW) 0 40. 401 26 (DIRECT FLOW) 0 40. 404 2 0.2 0 35. 405 1 0.2 0 35. 406 1 0.2 0 35. 407 1 0.2 0 35. 411 1 0.2 0 35. 412 1 0.2 0 35. 413 1 0.2 0 35. 414 2 0.3 0 35. 415 3 0.3 0 35. 416 1 0.3 0 35. 417 2 0.2 0 35. 416 2 0.2 0 35. 419 3 0.5 0 35. 420 3 0.6 0 35. 421 1 0.2 0 35. 422 2 0.3 0 35. 423 3 0.4 0 35. 424 6 0.6 0 35. 425 8 0.6 0 35. 426 1 0.3 0 35. 427 1 0.2 0 35. 428 9 0.7 0 40. L