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HomeMy WebLinkAboutDrainage Reports - 09/01/2000I MANHARD CONSULTING LID. PBOPEBTY OF ..... ,. l'OBT COLLINS DRAINAGE AND EROSION CONTROL REPORT FOR PROVINCETOWNE AMENDMENT #2 ODP September 1, 2000 Prepared for : Kaufman and Broad of Colorado 8401 East Belleview , Suite 200 Denver , CO 80237 Prepared by : Manhard Consulting , Ltd . 8232 Park Meadows Drive Littleton , CO 80124 (303)708-0500 COLORADO Littleton 8232 E. Park M ea dows Dri ve Li11le1on . CO 80124 303 .708 .0500 Fax : 303 .708.0400 Ema i l: info @manhard.com ILLINOIS Vernon Hills 847 .634 .5550 Downers Gro ve 630.515.8500 Engineers Surveyors Planners I INTRODUCTION This report summarizes the storm drainage investigations performed for the Provincetowne ODP , Amendment 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 ODP is located south of Trilby Road and west of Lemay Avenue as shown in Figure 1. The Overall Development Plan area , including Filing 2, consists of approximately 169 acres. The ODP occupies a portion of the northeast quarter of Section 13, Township 6 North , Range 69 West, of the 6th 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 ODP design is included in the appropriate section of the Appendix . Final Drainage Report for Provincetown/Portner SID, Parsons and Associates, December 1984. • Covers roughly 41 O 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 . • 0100 , historic , at Lemay/Trilby= 73 .5 cfs • 0100 , 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 . 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 us ing 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, Parons 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. • Dra inage 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 w ith this report . DEVELOPMENT OF SWMM MODEL The complexity of the stormwater drainage patterns and numerous detention ponds make it difficult to accurately perform dra inage computations using the rational method. Accordingly , the C ity of Fort Collins Stormwater Utility requ ired the use of SWMM to perform the drainage computations for the project. However, the problem , w ith such an approach is that the drainage computations for the earlier phases of Provincetowne were performed us ing the rational method . 3 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 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 is 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 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 3 .72 ac-ft. This release rate is 35 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 3.72 ac-ft. The existing orifice must be widened from 1.4 to 2.1 ft . Based on meetings with Stormwater Utility personnel , enlargement of the orifice opening is permissible. 4 I I STANTON 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 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 10.58 feet of head on the culvert inlets , a discharge of 530 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-condit ions discharge from Provincetowne Filing 2 is 64 percent of the quantity , or 95 cfs . Accordingly , we provided adequate detention storage on -site 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 I"'\ OVERALL 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 ex isting box culvert under Trilby Road at the property 's northwest corner , (2) the existing Eagle Tree detention pond at the southwest corner 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 (enclosed in pockets) 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 99 subbasins , 75 of which represent Filing 2 tributary areas . Runoff will leave the property in three separate locations: 1. The northwest outl et dra ins into an existing box culvert running under Trilb y Road in the northwest com er of the property (element 399). The area draining to this locations is called the Northwest B as in . 2 . The north central outlet drains into an 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 A venue to the ea st. 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 A venue. This area draining to this location is called the South Basin. SWMM subbasin constant s are shown In Table 1, subbasin parameters in Table 2 and conveyance elements and runo ff in Table 3 . Detailed drainage patterns and storm drainage facilities for each of th e thre e basins ar e de scrib ed in th e follo w ing section. 6 ! 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 90 cfs. Additional information on the allowable release rate is included in the section titled , "Stone Creek Tributary Analyses." Table 1. Subbasin Constants Parameter Value Manning 's n for impervious surfaces 0.016 Manning 's n for pervious surfaces 0 .25 Surface retention storage for impervious surfaces 0.1 in . Surface retention storage for pervious surfaces 0.3 in . Maximum infiltration rate 0.51 in/hr Minimum infiltration rate 0.50 in/hr Decay rate 0.0018 Storm duration 2 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 . 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 a 18-inch pipe and 6 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 5-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 a 21-inch storm sewer, swales, and overland flow . The outlet will consist of a 18-inch RCP and 5-inch orifice that will limit the peak100-year outflow . 7 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 f rom leaving the property . Subbasin 206 's runoff flows across a park ing lot northward to inlet 11 A , a 10-foot Type R inlet. A 18-inch diameter RCP pipe connects the inlet to detent ion pond 305 . Pond 305 's outlet will consist of a 24-inch RCP and 5-inch diameter orifice . North Central Basin The northeast basin dra ins into detention pond 306 , which outlets to a 30-inch RCP that will run under Brittany Drive . The pipes dayl ight 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 detent ion pond , pond 304 , w ill be sized to contain the 100-year runoff from subbas ins 295 and 203 . To avoid exceeding street capacity on Provincetowne Drive , two 10-foot Type R inlet (7 A and B) were placed at the intersect ion of Crown Ridge Circle and Provincetowne Drive . The inlets drain into an 18-inch diameter RCP that connects to inlet SA Inlet SA drains into a 36-inch diameter RCP A 36-inch diameter RCP outlet pipe will run to inlet 58 and then to the detention pond (pond 306). A ser ies of swales , e ight inlets , and connecting storm sewer pipes collect runoff from subbas ins 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 th is runoff into the storm sewer system . Subbasins 237 , 238 and 239 drains to Benson Lane , where a 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. T he runoff from subbas in 231 flows to and into detention pond 306 . To avo id exceeding street capacity on Colony Hills Drive , a 10-foot Type R inlet (inlet 12 .A) was placed near the intersection of Battsford Avenue to intercept runoff and direct it to the storm sewer main at inlet 2A.. A 30-inch diameter RCP connects inlet under sump conditions . Inlet 2A collects runoff from subbasins 235 and 296 . A 30-inch diameter RCP connects inlet 2A to inlet 28 , an 15-foot Type R inlet under sump conditions . Another 30-inch diameter RCP connects in let 28 to an area inlet 3A. A 30-inch d iameter RCP conveys runoff from this area inlet to detention pond 306. Subbasin 225 , 226 , 227 , 228 and 230 dra in to two inlets . The inlets , labeled inlet 4A and 48 , are 15 -foot Type R inlets , and are under sump cond it ions . A 30 -inch diameter RCP pipe connects inlet 4A to inlet 48 . A 30- inch diameter RCP connects inlet 48 to detention pond 306 . The pond 's outlet will consist of a 30-inch RCP and 24-inch diameter orifice . The outlet limits the 100-year outflow to 35 cfs and y ields a required storage volume of 2.000 ac -ft . The pond 's outlet connects to a proposed 30-inch storm sewer and a second proposed 24 -i nch RCP that w ill run along Trilby Road to pond 307 . Historic runoff on Brittany Drive will continue to be picked up by the existing storm sewer system . With the except ion of the 24-inch RCP running along Tr ilby 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 maximum storage volume of 4 .000 ac-ft . The pond was or iginally designed for 4 ac-ft of storage . 8 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 culverts will be modified w ith a 25 .5-inch orifice to allow an outflow of 140 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 , 246A and 246C , which lies to the west of Provincetowne Drive, consists of 15.67 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 268 collect runoff from subbasins 244 , 245 , 248 , 246 and 249 and combine it with the flows from subbasin 246 , 246A and 246C. Both inlets are 10-foot Type R inlets 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 10-foot Type R inlets on grade . A 24-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). 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 47 A and 478 collect runoff from subbasins 251 and 252 and drain to element 81 through a 18-inch RCP . The channel is combined with flow from subbasins 2468 , 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 area 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 348 . From inlet 34A , a 36-inch diameter RCP storm sewer run south . An area inlet will be placed in-line w ith the storm sewer to collect runoff in detention pond 309 . Runoff from subbasin 258 flows south in Brittany Drive . To prevent street capacities in Brittany Drive from being exceeded , a 15-foot Type R inlet (inlet 29A) will be placed at the northwest corner of Saddlebrook Lane and Brittany Drive . A 21 -i nch RCP will run from inlet 29A to inlet 33A. Runoff not captured by inlet 29A will combine with runoff from subbasin 258 and flow to inlet 33A , a 15-foot Type R inlet under sump conditions . Another 15-foot Type R inlet (inlet 33B) will be placed in the east gutter of Brittany Drive . From inlet 33B , a 42-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 detention pond 309 . The outlet of pond 309 will consist of a manhole with a grated top (acting as an area inlet ). From the area inlet , 54-inch diameter RCP will continue south , through an exist ing ridge and daylight into detent ion pond 308 . 9 EROSION CONTROL PLAN Erosion from the property can be classified into erosion caused by wind and rainfall. Since construct ion will occur during the winter 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 two weeks of final grading will have 2 tons/acre of straw mulch applied for water erosion control which will also prevent wind erosion . All mulches will be properly anchored . The 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 storm inlets and detention pond outlets , and sediment traps will be incorporated into the detention ponds . During final grading , before asphalt or concrete is installed , the soil will be roughened and furrowed perpendicular to the prevailing winds (northwest to southeast). All areas not covered by asphalt , concrete , or foundations and not seeded within two weeks of final grading will have 2 tons/acre of straw mulch either crimped four or more inches into the soil or sprayed with a tackifier. 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 . 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 een icnldued inthe appendix as well as Erosion Control Plans which have been attached to this report. 10 APPENDIX FILING 1 DETENTION POND RELEASE AND RATING TABLES PROJECT Pra,,itKrlowt,t, F:);"~ 2 ♦ MANHARD CONSULTING Engineers Surveyors Planners DATE 1/to/oo BY ______ _ LID. SHEET __ OF __ _ i I Q 100 forvD 307\-:::. 14,,DSc-t=.5 ! C.vl\Je.f Cu..ra__c,;+~ vnder Le,rl\""-( Ave-. -:::-l.B Y Cf 5 ( $ 0 U-r~ LCA'Ac,.._'J ~ID -1:t 8 C, I ~I(\~ i,(lee (~"9 Pr ofe ~ ~ 6 Y'\ ~ Ls I/ /9 BS) s+a.(\ ~o {\ Cre.e,~ Su.bJ,v;s;ot . .511\/ak. =-\l I cf s Dow,~s+r-eo..lfV\ e». \ver+s ~ A srtu_.,.. toV\ (.re..~ R -:: I B) c. f .s ( Sia.l'"ltc,f\ Cre.e R f=~Aa..l DOl r'la.Jt . .f '{;fos'rt>Y) Cor11rol R ?or+; fR !11j1) /f\o .srf-re s+,:c+~\I e., is 11 I c..fs I 1µLd Po,00 307 A-llo v1obk. ~}ett..se-;. \11 C.-t5 :/ j , Ac~w.__\ t\t le.a.J :-::: \'17 cf S. 1 I ! ! ! l I i i I ! ~ -----··-----_...._------+-------+----_____...,---.. •-·-.. ...i.....-----+-------11 ' I I I ! i : I I I I i a I I I I I ' -----+------l I i l I ! I i !,-----'....-----l-------+----t-1 ---··--+1----+-----i i ! : I I 1 -········~-~---·~ ' FLG--24-1998 15!07 JR 8--13INEER1t--ti P .01/92 3. DEVELOPED FLOWS 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 analysis is provided in section 3.6 of this reporl 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. 3.2 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 ;?-~o ine at the intenection of Trilb ~~~l_rovincetowne P.U.D . ( The swale carries 171 cfs (See Stanton Creek Reference Material -Final Drainage and 1 ( ~rosion Control for Provincetowne P.U.D. Phase 1, last page) where it enters the Stanton ~Creek Subdivision. The s e leaves the property canying approxunately 325 cfs in fully ci~clopeac~nd~ns. Flow conditions in the swale are subcritical with a velocity of approximately six feet per second . 3 .3 Onsite Flows Flows within this site will take the form of overlot, s~'ale. 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 Subdiv ision 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 possib le and routing flows to limit the amount of required drainage structures and facilities . 3 ,pr-23-99 10:09A JR ENG?F #U0ENVER 303 740 612 P .02 100 y r fl ow 3 29"x 45" pipes Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method So lve For Input Data x :\914400\fmw\9144stms .fm2 3 36" pipes at St. Thomas Drive Circular Channel Manning 's Formula Channel Depth ~ann ings Coefficient 0.013 Channel Slope 0 .700000 % ~ ~+~ &U-k-+;~l µt\.t~ t----~{ ~~ ~o\ R~A\ jR '0j'l--ub,.~1 Diameter 3 5 6 7 ._o 0 o 0 dins---c;,e.r 0 ., oe j +c-kl-=-\-:j-\ c..fs . _D_i_sc_h_a ... rg_e______________ f \-I Results Depth Flow Area Wetted Peri meter Top Width Cr it ica l Depth Percent Full Critical Slope Velocity Ve locity Head Specific Energy Froude Nu.mber Maximum Discharge Full Flow Capac ity Fu ll Flow Slope Flow is subcrit ical. Notes : 30 .26 in 6 .34 ft 2 6 .96 ft 2 .20 ft 2 .45 ft 84 .04 % 0 .00 737 3 ft/ft 8.99 ft/s 1.26 ft 3 .78 ft 0 .93 60 03 ft'/s 55 .80 ft 3 /5 0 .00 7304 ft/ft 171 cfs is the 100 yr developed flow re leased from P rovin ce Town P .U .D. 57 cfs per p ipe . ~pr-23-99 10:09A JR ENG,F #UDENVER 303 740 612 P.03 3 ( \ D-: Z'f ,. a: 57c:tT 1/) w :r 0 z z w c... c... ..J < > 0 IL. 0 w (J') a:: .. w N 1/) 151 I 97 136 I 87 121 I 77 113 I 72 106 1 68 98 I 63 911 58 -6148 68 • 43 60 I 38 53 1 34 42 I 27 "38 1. 24 30 s 19 23 • 14 /.Jv1 = { 45'j 1;:_)-= :?. 5 o l(L.JEI_= </8'19.2r1-UJ -= Nc..z. Hw=Jv5(: cli . '-/s>'f1 _7K 7) 0 .. C.• ._ , ,o..., Z . ilvEL ,~ •k ~~C.4. .. rc. T..I° ,,/'i'._,J:ec::mr.qO CHART 3 ------- (I') IL. 0 z 3000 2000 1000 800 600 500 ( I) (Zl (l) EXAMPLE S f.re : 76• 1 cg• o• :i.oo er. .. ,.. ... HW 0 (ftol) Z.9 11 .t z.z I.I 2 .3 9.Z • 0 in ft,1 --- = - ( 2) ( 3) ( I ) 4 .0 4 .0 3.0 ----2 .0 ~,1..t;....--- 400 _J,1~ 2.0 ---00 200 100 40 30 20 10 8 6 5 4 3 2 1.0 drow o 11,a ,,o;c ct "°"i1onloll7 ta 1eh,t i •"' Dt\ 1 i 1h~1 ~col11 (Zl ..-(l). Hw/o ENTRANCE SCALE TYP.E Ill S qw,,., ~dci• .• ;1t'\ hc-od•olf CZ) Croo"'• u1d with ~f"O d•OII Ill c,0,,, •nd p r 0 j •ct ,n9 C.-:S1 ~l w (/) a: l.L 0 1.0 (/) 1.0 2 a: .9 w I-.9 z .6 . .J: .8 I- c... .... a .7 .7 er w I-< ~ .6 a < .6 w .J: .5 .5 .4 .4 HEADWATER DEPTH FOR 1.5 1.0 .9 .8 .7 .6 .5 .4 OVAL CONCRETE PIPE CULVERTS LONG AXIS HORIZONTAL WITH INLET CONTROL PARSONS & ASSOCIATES 5UL TINO ENGINEERS . r ·. Colo,Mlo 80524 CLIENT u<..ULLk- PROJECT p'0v;<\.<..C·-tc-,..,,,{ C I\JIADEBY (2AO DATE 10/1;,fi3 l I JOB NO. ______ _ CALCULATIONS FOR ________ _ CHECKED ___ DATE ___ SHEET ..2L OF.3..£_ ~--------------·-·-·--;· -·-·:----·· . l -: e1 Ye'-! n,,jo+! (/82 rrn H, n~ ~ L,{;rp~;:;J;~---~~cJ;tt;Jd;}~ -~--~- -~----------~· =~;:--L{..:...1-~--~- 1"'-1-7 i I t i err, i~t ;: i :---,-rrrr F==:= ••• : ~; _ _ v 1 :/:t:t r!1'r1~1-rn1lf-rrr~7_s17 -7-·-,:1:t=LL.; --,-i ... ~)fe (Q ~ ~i /BJ. dt i lHiryvY"·1U i ' i a+.-lL \l1 ! ~! 21.!Gi : L;f_?__i i_.i _L..-:i i I® • • j ! ! i ! ! ! !) i • ; f"f: --• ----.;...-;....-.;--..-___.;..._..;_-.--.----------.....--...--..,..--,---,,----t--,----,------,-~~-,---------....-•: ··-. ·-.· . ·---- '--e---'----.---.---+--.......--i--O j l ,-~i __ ~I -~j : : i : __ ..;. __ 0 ~-0 ; -···· ~4 ___ J .. 1. HlhJ,,l1~+~i fv i"~ lcllo/1;1h ! i i #c 1:•i -==·:=--=i=~- ? .L Jf 2., i" "tJ I P\ .s i ?Ji i Q i c. D1c i ! • • • • • i • • i • : • ;-··~ :.J , :J = [-~t ; = ~ : :• : e = = ; = : : : : : : _ : : = : , , ~ 1 [~c+ H1~j¥~HffltFffi1di74+r:ht~H : O kd j ! R ad c~f$g Jr!110 ~ c els i · i ~:r;ir+1312···:c{}-···t····i······r ·····•···· 1 r1crLU~i tW ~ i M--i : J1LJ~Uil .J-~J--ir=~1 -:·~, , : : ! : : 12 ~ U-t~,~~1:~(1 n-; : : ! : ·-1-l=t===F=J -=~-=~--· -• E;l)-tf'.if~:l{~Gl:v<0-p : 6~i}~-(:ofl~.5 ~~=~-5.L--~C _EL _ --~~~: _, :_: ~~; ; 1 ' _ i j r~?1~-i-T ; ? 15 : i_ .. ~ --· -·,·-j • 1--i-;-1··--·~-_L j ___ ._ ... _: -'---;--rQ.\~L~.;tt ~ 5 ; cb :l~L,;Jy __ : r ~FG':;Ef ~ Joo.: z s½ __ ~·-···---r·-··:-··; -~1-··-·~· -i--t ~ ~0·-j--1--~-t--:-; -·:-·•--i ··-;---~·--~--j'---i--•-: ·-i -··-'.·-·-; .•. :-----:_ ____ ;----i---· -: -•. _ _:__ -.-----·. -·-------------1.__l._ . -.-----.-----i. _____ = --·-----.----· --.i.--.---------------····-----; ; = : -: = : = • : . . ..,.........,...__. ·-• ....... : ................ : ....... ········.········-····· ......... : ·•····:····• ·············:·········~------_;,.-·---j _____ ··-.............. •····• ···••···················· .......... ..... .. .... . ··•·····-·-·········· •··•··· ....... . DETENTION VOLUME REQUIREMENTS Page : 1 00 Year Event I 'I of :l._<Pages Project Number : Project Title: Date: 92 .21-KEN PRO VJNCETO WNE p_LJ.D. 07-Oct-93 Estimator : G .A. ODEHNAL File : VOL100.WO1 Problem: Determine the total volume of detention req':'ired for the proposed development wh ich 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 condition s b) The historic 100 year release = 94 .9 cfs c) Basins Included : A, B, B-1, C , C-3, D, E, E-1, F, G , & J d) Mass Diagram Method of Detention Calculation Composite ·c•= ((52 .91) (0.45) + (6.20) (0 . 70) + (7. 76)(0.28)+ (3 .80) (0 .95) J/70 .67 = 0 .480 CCfA = (0.48)(1.25)( 70 .67 ac) = 42.40 nme: 100 yr . freq. Time : Acumulated Outfall Volume: Storage Required : min. CCfA lnten . seconds Vol. (1tA3) 0 = 94 .9 els ft A 3 Ac -Ft 5 42.40 8 .12 300 103,291 28,470 74,821 1.7 177 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 .2 0 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 A 3 or 3.4598 Ac .-F l I I I I I I ) CJ PARSONS & /;=t ASSOCIATES CONSUL TING ENGINEERS FL eou .... Colo,ado 80524 CLIENT _ __!...I J___:~:::...:::..::;:J:-..c~------JOB NO. q j._ • 11 'l_f ;\J n ') 7'\ D i i • ?J • / I , PAOJEcT__.J::_'YO.;.c;....:.'v..;_. _ __._I _U._...:::1u :..----cALcuLAT,oNs FoA I c..--tc"'·r1 _>,\ ) v,,&l • ~ '--S DATE 9 /))9. J CHECKED, ___ DATE ___ SHEET ---1.2l_ OF 3 s- ! . . . . : : . : ~_,.;_---;..-..;.---j--+---s---;..----;--;--+--'---,-----'--,---;--,-.;.--...;-.,---· ··---·--··--· .. ··-·-··-.. ·•·• ......... -............... . ' _;__J,),,_~.:.....::=.:...::::;:;;~ .. ~·:,.tL.!..,~i.1 ,\ . ...:....;' :j-+-'--l-Y._,_\~ __ i ..::.+1_._--,--~ 1 . /'-'~'-'-:\,ti'r~,~.\"'"-':~.·.~.:. :A.k_~i I ; C ! ·---+-··J-T .. ~~-= ....... :C~L .. --~"i,.); : • I 'S : u; r l ) i • • :> )~-~--· _: \j'r.J.--:.:~ Cl; . .,::;. 1ril • i : · ~ -- ,-;..__~..;L--+-=-~J....;.....-+--;...-.;...---1:::~-U.:::.;......_._--;..-..;.----;'--.;--+-+---:-·-'--i---i--..:?--.;...__,.'-;---·------------_. j1 i : : ~,. s.c,_: -----:../ __,;]l.5..)_,£~ .. ---! Is\ 1se, ·------, -----.--.--! (~l)-=G::_...;...........;,.._..+----;...-;:_:2-+2 : Q_'.LJ!-: -;_: ;..._• .... • .. . •_ ... , ....... · ! I • . . I • . i ' :2 ~-, r, o.i.1• i i : !7 2 '4 +-j2/:e,i}-~J__·-_ .. -·_: .... _] .. _},; /--l 81 ! u)B i3& :LD'S . I l . : '. I : : • • ;--;--,!-, ....;....--....~~-· _· -·~:~-....-~r:~~F -+::l-?l°Ti --~+ 0~1-___J_i_r_Y, lj l . ,__;..---.--.11--".--o_-· -• --.--i -.---.~!1-l~l·:J _3 i------____......., -.----. -. , -·t---·-!· , :--·+ .. --.... ;_-=-~ 1 ___ .l _ i _ i i .! .. _! __ ; ... i._! .. j. i. __ i~=;aij~·w~1-c·· .. 3~:ss 1Ac~\- ,__-.;..._....;.., -..;., ----;;...-;..--.;--s---;..-..+--;--+---;..~. _...,·_ 1 __ .;_ ...... , -..;,__;.·___, • 1----l-; ;--L-:--· L---·-·····.L··-··· :--······. · N~~ Jl& d~rt~~~l-:a iL rf rn~ i o~l1--t~--c9·z{9'lH1F1U.)l~~·;k ~ " ! ,, i @G·t ~L(QJ_E££~J~ __ f_dG~f I2['-':+i~111 __ w (SM~~-4'1L0~1T0l}Y~IQF)~== f ~t '-r=-~-~----:--. !ffl·~~, -i ,!{_ --4--: ----+--------. ···--. -: -·· . : '. ; . • '. . . -----· ·----·-···· _____ .:.. -~----.... ·-·· . . -....... ·--······•·····-············ ·········•··· ............ , ........ ,......................... . ............ ······· ·························· ····-··········· . ·•···· ··········•············ -=-----==-==---- ------4 30' X OU1l£ d50 • TYPE INLEl L•10 INY I -::!!!!!'-___ -= -:::-_:-_-=-=---= ,:-_----= -----'R' IHl.£1 16" RCP ------ ------ 3 --42• RCP .b L • ,o', 1HV 0-4.00 _ _ ~-..::::r;-r="' -~-•.•. -•• ·~·~ -~~~ -----==· ,.._. ec._~~ -----~~ ~~"" oi•~ -- -------= ---!NV <9 0331_/ ~ .k--=---~ l> 4_55,; --- '-IANl:10l£ ,,,------ '--- ~4• RCP o 2.5,; ---- -I-------~-=----=--= --/24" RCP\-;;---0 1.0~ 24 RCP / 0 .3.06~ · M1'.!'lliOI£ I_UTH[R.A.N SiTE =>ING LAYOUT SC .o\lf c I / ==========--=~_____:;_;_.·/ ,/ • ◄924 12' RIPRAP M EL-4914. CHANNEL DROP S1RUC1URE- 1 SEE DETAIL El•4910.0 ;o ,s ; --------- -------------~.....,.-, ar-..-ar ----------~~~~= ------LEMAY AVENUE ---1N O 0 .50" t[ET) OTE: INIMUM BERM T 4912.0 AT BACK OF WALK IN AREA SHO~ I ; h 11 \ _. I \~ I I I I I I I I I I I I ~ ~ >-.. i 30' X 3()' RIPRAP PROTEC110N REM<M: E)(JSllNC FES'1 A INST AI..L OOTI.£T STRUC'l\JRE (SEE DEl~ SHfIT 14-A) • 3 EXISTING 42" RCP Elevation (ft.) 4904.29 I 4904 .50 I 4905.oo I 4906.oo I 4901.00 I 4908.00 I 4909 .oo I 4910 .00 I 4910.10 I PROVINCETOWNE POND 307 VOLUME CALCULATIONS Area Depth Surface Ave . Surface (sq . ft .) I (ft .) Area Area I : I I (ac .) (ac.) o · 0.00 1 0.000 I I I 0.003 220 0.21 I 0.005 I I I 0.081 6822 o.5o I 0.157 I I 0.308 20027 1.00 I 0.460 1 I I 0.553 28151 1.00 f 0.646 I I I I I 0.739 ' 36274 1.00 I 0.833 I I 0.893 ' 41504 .. 1.00 I 0.953 I I 1.013 46733 1.00 I 1.073 I I I 1.115 50393 0.70 1 1.157 I I Delta i Cum . Cum . Volume I Volume Volume (ac. ft.) I (ac . ft .) (cu . ft.) I 0.001 0 .001 23 I 0.040 I 0 .041 1784 I 0.308 0 .349 15208 I 0.553 0 .902 39297 I 0.739 1.642 71510 I 0 .893 2.534 110399 I 1.013 3.547 154517 I 0.780 4 .328 188511 I PROVINCETOWNE POND 307 EXISTING ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = 42 inches 20 .95 (nches Pipe Oriface Contraction j Depth of Area (A1) Area (Ao) Coefficient Water (h1) (sq . ft.) (sq . ft .) (C) i (ft .) 9.62 • 2 .39 0 .65 I 1.71 --9.62 . 2 .39 0 .65 j 2 .71 ---9 .62 • 2.39 0 .65 ! 3 .71 ---0 .65 1 9 .62 2 .39 4 .71 -- 0.65 1 0 .00 ' 2 .39 5.71 , ---- 9 .62 : 2.39 0.65 6.41 1. There are three existing pipes for total discharge EXISTING POND 307 OUTLET RATING CURVE Volume (ac-ft) 0 .000 I - 0.349 i --·----- 0.902 ' --·----- 1.642 ------------. - 2 .534 . . -- 3.547 .. ---·- 4.328 Outflow (cfs) 0 .00 34 .26 50 .75 63 .07 73 .34 82 .35 94.79 Water Discharge Total (1 .) Elevation (Q) Discharge (ft) , (cfs) (Q) (cfs) 4906 .0 : 11.42 34 .26 ----4907.0 I 16 .92 50.75 .. -4908 .0 I 21 .02 63 .07 -- 4909 .0 ! 24.45 73 .34 --- 4910 .0 i 27.45 82 .35 -4910 .7 . 31 .60 94 .79 PROVINCETOWNE POND 307 PROPOSED ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = Pipe Oriface Area (A1) Area (Ao) (sq . ft .) (sq . ft .) 9 .62 3.54 -· ---- 9 .62 3.54 -- 9 .62 3 .54 --- 9 .62 3.54 --- 9 .62 3.54 ------ 9.62 3 .54 42 inches 25 .5 inches Contraction Depth of ·water Coefficient : Water (h1) Elevation (C) (ft .) : (ft) 0 .64 1 1.71 , 4906 .0 - 0.64 ; 2 .71 4907 .0 0 .64 3.71 4908.0 0 .64 4 .71 . 4909 .0 0.64 5.71 4910 .0 0 .65 ; 6.41 4910 .7 1. There are three existing pipes for total discharge EXISTING POND 307 OUTLET RATING CURVE Volume (ac-ft) 0 .000 -------- 0 .349 • ------- 0 .902 ---- 1.642 -------------2 .534 ---------- 3.547 ------------· 4 .328 Outflow (cfs) 0.00 43 .95 70.10 88 .87 104.31 - 117.74 140.44 Discharge Total (1 .) (Q) Discharge (cfs) (Q) (cfs) 14 .65 43.95 ----- 23 .37 70 .10 29.62 88 .87 34 .77 104.31 39.25 117 .74 46 .81 140.44 I I I I I PERMISSIBLE RUNOFF INTO STONE CREEK TRIBUTARY I I I I I I I I I I I I I I I I I I I I I I I ♦ I MANHARD CONSULTING LID. Engineers Surveyors Planners PROJECT ______ _ DATE I/ Lb/oo BY ______ _ SHEET ___ OF __ _ G1ts1 rtt_AT AR fR113u-r,11<. 10 SToNE CR£tK OR\tJCrltJ ~ L S TorJ f c ) ! tlf ~tNT }5 b.3 f-rt~p. fo~t::1 Ru.V\ A Nf:"'1 ~~ M ,MoD~L j o Dt::Tf~M1Nt I ---r---------- 1 I -----+--------- .. p F,O V I tJ (, f OWN t f{\ 0 0 ~ L O -= • . '1 , / l------+-----1-------+-----+-----1-----+----~ ~A is lN (p1_ ARf:. 1'rJ(LV 0c q 1,J P (?b\JltJCfTC>WtJf ,MtOfL ~ 2.5. ! : loq °lo OF BASI I • I {,~ INlLUDEo IN PRov.1tJC E:1ow,Ve ft 1oDE-L- ' • 'I --.. --------+-------, J p.:Z y.. 1 Do¾ -:::-S l, / ¼ joF BA s lrJ ~ j2.__ r N C Lu ot:: o '. IN 17 Rov,Nff 4Jg. ~ I I ' l I ; . I ' ; i ' ;-T n e~_E0Rt_1---.. ____Qte~w..e.LeiD~ r_~ov ,,.__,_CT:J~N.L ru _____ ~_( cu , : !0,5l q ~ 11f-.19ci:s + ~~.15 cfs :::i • ; (;)_ ", 1 , , ~, ~ s ~ . '> s l 1-) (, . -i. s ~ 0 s . h c ~sj ! •• ------···----·--·-·-----· ~ ···--· -----------------------.... --- -- -- ~ 100 400 0 100 SC.ALE~ ,ca WEQ Sllt[IT S\18C.Afon.tCKT USIH e<)(.IHOJ..rr CK,&J,!HQ. OR CUTTUt (D) B.A.51H LASO. Cl]) COWVO A.HCC a.o,o,n 6 ocmmo,, ""'" @ NOOC -WOUNDS -MATURAL l'ONOINC ULA -SOOJnlSII)( SDMa: CDITlJI NOTt, l>Ml.Ol'WD<T 1H IASIHS "-54, AHO 57 SH.AU. uwrr STORWWATUI m...cAS[ ltATD TO HISTOIIIC AATD ..,.0 Tl![ llllilSI: IV,T[ fllOW ,O.,.OS 43 AHO "' IS uwnm TD TM[ r.»ACITY OIF THE COSTINC N"CS CROSSIHO UMOCR C0U[C[ AVDNC AT TltO$(. IJXATlOHS. - - - 1'1UY ll>.W. C5l] - ~HUJI­ FUGI ----- 3 ---------. ~OM\ fl %~;c_ <>'\~ ~.\r:1c. ~ "c.1l'.l"~~ o+ Sk"e.. lr=k. L ~re~ (.\.,,~~.dlD, 1qq"} tu<T-1011 HI.LI 1'111 ,.._. --.-'..al~----- Table 2. Summary of SWMM Subbasin Parameters. Subarea Width Area Percent Slope Resistance Surface Storage Number ( ft) (ac) lmp erv . (rl/ft) Factor (in .) lmp e rv . Perv . lmperv . Perv. Fullv Developed Condition 44 50 0.4 99 .9 0 .04 0 .016 0 .25 0 .1 0 .3 45 50 0.4 99 .9 0.04 0 .016 0 .25 0 .1 0 .3 46 50 0 .5 99 .9 0 .04 0 .016 0 .25 0 .1 0 .3 47 50 0 .8 99 .9 0 .04 0 .016 0 .25 0 .1 0 .3 52 2984 13 .7 66 .3 0 .02 0 .016 0 .25 0 .1 0 .3 53 7275 33 .3 59 0 .02 0 .016 0 .25 0.1 0 .3 54 1742 8 50 0 .02 0 .016 0 .25 0 .1 0 .3 55 2723 11 .1 50 0 .02 0 .016 0 .25 0 .1 0 .3 56 5597 25 .7 50 0 .02 0 .016 0.25 0 .1 0 .3 57 7340 32 .5 55 0 .02 0 .016 0 .25 0.1 0 .3 58 2875 13 .2 59 .7 0 .02 0 .016 0 .25 0 .1 0 .3 5 9 6469 29 .7 60 0 .02 0 .016 0 .25 0 .1 0 .3 60 3615 33 .2 40 .0 .02 0 .016 0 .25 0 .1 0 .3 R1 ?010 ?R R -:ii=-i;' fl n'> fl 01R fl ?t; fl 1 03 ~ j 62 4190 48 .6 3.8 0 .02 0 .016 0 .25 0 .1 0 .3 63 1982 9 .1 50 0 .02 • 0 .016 0.25 0 .1 0 .3 64 2679 12 .3 42 U.UL u .Ulb 0 .25 U.1 U.3 65 1403 16 .1 37 0 .04 0 .016 0 .25 0.1 0 .3 66 1689 25 .2 32 0 .02 0 .016 0 .25 0.1 0 .3 67 3332 15 .3 50 0 .03 0 .016 0.25 0 .1 0 .3 68 3680 16 .9 50 0 .02 0 .016 0 .25 0 .1 0 .3 69 1917 6 .8 52 0 .02 0 .016 0 .25 0 .1 0 .3 70 1074 7 .4 6 0 .01 0 .016 0 .25 0 .1 0 .3 71 457 2 .1 7 0.0 2 0 .016 0 .25 0 .1 0 .3 72 2100 16 .5 53.4 0 .02 0 016 0 .25 0 .1 0 .3 73 1300 7 .3 56 .7 0 .02 0 .016 0.25 0 .1 0 .3 74 4600 48 .7 24.4 0 .03 0.016 0 .25 0 .1 0 .3 75 3000 15 .2 39 .7 0 .02 0 .016 0 .25 0 .1 0 .3 76 4600 53 .0 42.4 0 .02 0 .016 0.25 0 .1 0 .3 77 663 26 , 50 0 .02 0 .016 0 .25 0 .1 0 .3 Interim Condition 56 1600 25 .7 11 .0 0 .02 0 .016 0 .25 0 .1 0.3 57 1631 32 .5 11 .0 0 .02 0.016 0.25 0 .1 0.3 -__) Infiltration Rate (in./hr) Maximum Minimum Decay • 0 .51 0 .5 0.0018 0 .51 0 .5 0.0018 0 .51 0 .5 0 .0018 0.51 0 .5 0.0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0.0018 0 .51 0 .5 0 .0018 0 .51 0.5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0.5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0.0018 0 &;1 n ,; 0 .0018 0 .51 0 .5 0.0018 0.51 0.5 0 .0018 U:51 U.b U.UU18 0 .51 0 .5 0 .0018 0.51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0.0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0.5 0 .0018 0 .51 0 .5 0 .0018 0.51 0.5 0 .0018 0 .51 0 ,5 0 .0018 0.51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0 .0018 0 .51 0 .5 0.0018 ~ -=f\ 0 3 ~ :::. cf er $ ~ ~ J>ci II' -· '-" r (l ~ ~ :cc ii \.J -· r .P ~ '!. 1ft n 0/ ~ (:> 1 ~ ~ -=- I I I I I I I I I - ., f ,,. ~O'""'- 11 ~J°o;c.. &V.J t.\jko..,Lc. A"-J.ff';~ o+ ~~ LruK 11 C ~cfe,~ il~oc.~c:tlD I l'l'l") Table 4 . Summary of Conveyance Element Parameters . Bottom Conveyance Width or Length Invert Slope Side Slopes Manning's n Element Diameter (ft) (ft/ft) #H:1V (ft) 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 4 1 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 0 1(ln 62 75 450 0 .006 50 0.080 63 2 400 0.005 5 0.060 64 5 800 0 .050 4 U.UbU 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 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 0.050 11 A yr es Associates --- ---____, 105 2 0 . . 7 0 )5 . 2 01 4). . 9 0 4 0 . 5 5 46. .4 0 J S . 254 135. l. 1 0 40 . (f 1)5 7. . ) 0 )5. ~rOfY'-134 14. .4 0 35 . ""J \.1.01 ..J: ~ ti J.0»: .,_, µo~o \ oi c_, 133 21. .4 . o )5 . ( ~,.,.. il-«e,,c:.i9D I I'!%) 126 16. . 3 0 )5 . ()!;-S::AoNL-Cn..e.~" 119 10. . 3 0 35 ·_ 108 11. . 3 0 35 . 107 75 . l. 3 0 40 . 251 42. . 9 0 )5 . 54 32. .6 0 35 . 35 18 2. 1. 2 0 45 . 141 2 . . 2 0 )5 . 140 4 . . 2 0 )5 . 2 05 4 2 . (DillE CT FLOW) 0 )5. 127 15 . . 3 0 )5 . 120 14 . .3 0 35. 115 11. .2 0 3 5 . 112 6 . .2 0 30 . 110 12 . .5 0 35 . 202 11. .3 0 35 . 111 81. 1 .1 0 40. 57 138 . .7 0 )5 . 56 145. 1. 7 0 35 . 252 30. .9 0 3 5 . 255 lG). .0 0 5 ,. ,. 210 50 . (DIH EC'J' FLOW) 0 )5. 2 0 4 1). .5 0 )5 . l lG 1 7. .4 0 )5 . 11) 111 . l .G 0 40. 44 ~6 . . l G . ·1 l ~- 53 180 . 2.1 0 )5 . 61 190 . . 8 1 0 . 301 171. (DIRECT FLOW) 0 35 . 47 108. . 8 0 35 . 257 56. 1. 3 ' 1 5 . 4J iH? . 1 2 ;4 0 45. 056 =: 1.1 1 O'. 302 .0 1. 8 0 ;V-0 : -"cs\-e..: ,1A.f\0C.C: Q.\~ ~::> ·, f"\Ji-uhD rv-.A~~ 223 26 . (DIRE C'l' FLOW) 0 ,(\ 52 173. . 9 0 3 • ~ ~-,("\ ~:;;, Q...r\a e. (~4 ;;}_5{::, 151 9 . 1 .) 0/-"'.3 5 . ('(),A 64 46 . 1 .1 ~ )5. rv-..1'"'\oW ("\ 0. J'S +o )6 95 . l. 7 0 )5 . . j--s+ ~~-"' b~ )7 ;!~ 1 .6 0 45 . . . *gi 1 ,.B --0 ----i'.3 l (DIRECT FL OW) 0 46 6). . 1 2 .6 0 66 56. 1. 5 0 65 40 . 1.) 0 38 234. 1.9 0 69 238. 2 .2 1 77 124 . 1.) 0 32 141 . 1. 4 0 67 66 . . 4 0 FUL _0ELV .OUT : fully doveloped cond itions 2/6/96 3 :05 PM pg . \2 )5. 0 . bt... d,e +l:.r ""-; r-,. ~J . 45 . 55. )5 . )5 . 40 . 5 . 50 . 45 . 35. 2 l l 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 62419048.6 38 .. 020.016.250 .1 .30 .51 .50 .00180 1 63 63 1982 9 .1 50 .0 .020 .016 .250 .1 .3 0 .51 .50 .00180 0 0 0 62 184 0 1 0 63 184 0 1 0 0 ENDPROGRAM 75 . 450 . .0060 2. 400 .. 0050 50. 50 . .080 10 . 5. 5. .060 10. BAN DRAINAGE STORM WATER MANAGEMENT MODEL -32 BIT VERSION 1998 REVISED BY UNIVERSITY OF CO LORADO AT DENVER ** ENTRY MADE TO RUNOFF MODEL*** 'rovincetowne PUD -Information From Stone Ck.MP Runoff From Adjacent Basins :asin and Conveyance Information For Basins 62 and .63 without contributions fUMBER OF TIME STEPS 36 NTEGRATION TIME INTERVAL (MINUTES) 5.00 1 .0 PERCENT OF IMPER VIOUS AREA HAS ZER O DETENTI ON DEPTH 'OR 13 RAINFALL STEPS, THE TIME INTER VAL IS 5.00 MINUTES 'OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.08 1.34 1.08 1.08 1.3 4 .00 1.6 1 2 .4 2 6 .99 4.03 2.96 1 rovincetowne PUD -Information Fr o m Stone Ck .MP Runoff From Adjacent Basins \asin and Conveyanc e Information Fo r Basins 62 and 63 without contributions 1 .61 ;UBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) ruMBER OR MANHOLE (FT) (AC) IMPERV .. 62 62 4190. 48.6 38.0 63 63 1982. 9 .1 50.0 'OTAL NUMBER OF SUBCATCHMENTS, 2 i:G TAL TRIBUTARY AREA (ACRES), 57.70 Manhard Consulting 100 Year Run-off from Stone Creek MP Basins 62 & 63 File: Stoneck.wpd '(FT/FT) IMPERV . PERV . IMPERV. PERV. .. 0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 1 .34 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM .51 .so .51 .so DECAY RATE .00180 .00180 03/02/00 Page #1 GAGE NO 1 1 'rovincetowne PUD -Information From Stone Ck.MP Runoff From Adjacent Basins :as in and Conveyance Information For Basins 62 and 63 without contributions ** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL*** IATERSH ED AREA (ACRES) 57.700 'OTAL RAINFALL (INCHES) 2 .240 'OTAL INFILTRATION (INCHES) .332 'OTAL WATERSHED OUTFLOW (INCHES) 1 .624 'OTAL SURFACE STORAGE AT END OF STORM (INCHES) .284 :RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 'rovincetowne PUD -Information From Stone Ck .M P Runoff From Adjacent Basins !asin and Conve yance Information For Basins ~2 and 63 without contributions WIDTH INVERT 'UTTER GUTTER NOP NP OR DIAM LENGTH SLOPE !UMBER CONNECTION (FT) (FT) (FT/FT) 62 184 0 1 CHANNEL 75 .0 450 . .0060 63 184 0 1 CHANNEL 2.0 400. .0050 'OTAL NUMBER OF GUTTERS/PIPES, 2 'rovincetowne PUD -Information From Stone Ck.MP Runoff From Adjacent Basins Manhard Consulting 100 Year Run-off from Stone Creek MP Basins 62 & 63 File: Stoneck.wpd SIDE SLOPES HORIZ TO VERT L R 50.0 50.0 5 .0 5.0 OVERBANK/SURCHARGE MANNING DEPTH N (FT) .080 10 .00 .060 10 .00 JK 0 0 03/02/00 Page #2 asin and Conveyance Information Fo r Basins 62 and 63 without contributions ,RRANG EMENT OF SUB CATCHMENTS AND GUTTERS/PIPES GUTTER 62 TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 62 63 0 0 'rovi ncetowne PUD -Information From Stone Ck.MP Runoff From Adjac en t Basins \a sin and Conveyance Information For Basins 62 and 63 without contributions ** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS*** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC-FT) (HR/MIN) 0 0 0 0 63 36. l. 8 0 ,o--'-+~ . .c:l ru .. ..-.-o rr-+ro"" 0 0 0 0 0~:s,·V\'5 35 .] 62 112 . .9 0 35. oS:-¼~ st--~"'"~ Q~ K 184 148. (DIRECT FLOW} 0 35. MP Manhard Consulting 100 Year Run-off from Stone Creek MP Basins 62 & '63 File: Stoneck.wpd 0 0 0 0 0 0 ro J<>t C:,3 &s,;~s 0 0 D.A. (AC} 48.6 9.1 03/02/00 Page #3 RATIONAL METHOD COMPUTATIONS FOR PROVINCETOWNE SWMM BASINS ♦ MANHARD CONSULTING LID. Engineers Surveyors Planners PROJECT ______ _ DATE ______ _ BY ______ _ SHEET __ OF __ _ .Cowip~t~ Kc._+,oi'Jc,.I Mt~~od p·s _Fo, f;/;"j 1 Ar~°'-thvt M~s+ b~ syl>\-lor (l-\ff (~t W\0J e.l\·,~1l fx . f3ASI C-15 Sf!lii uf i"~o !C ur(rfl+ G 0-s; -,j ) 2 I t1-~ 1 3 ) . I • i ' _01.SIN ~'gl i A O ~ t.o1' OsC. DRAW&~ Rf Po&T) I Ovt~ LrN O fLow Lo ,;.TH cc S~o' ( f 11-111.-I C. HANN~ LI ?_f.l) FL.o w lLf,.,; &-Tl-t -:::.. (,j I b / ( tl 1 1 I ' c rlAN,..,.} De ,1, "' I 1-s f Ps I l 1 I f'.)A-51 i ✓ -5J..-oPf-j ~ D,0 '2..B ! I ; Te,~ .f.JJL 7 bp+l,t7 -o. 2.2.S I l,B'S r 1 S. i. L\ :/\{hr i , I Qi d.o -:: o.sl,~s.2.4)(l. ~1!)-=1J~.1 • ' ll 5 D \ _ 1.I Mi •" I " ' : l .--.----,rl-==--'-----r·--·--·-----6 A5 IN ~2 -~3 ~-~ fr -== 1~ L-f O O..G · L ~ 1· 51, l F11 N& 1 Rcr,R t ) 1 0 v E ~J .. A td) h ovv ~f. I\J G-1 i+ ~ 1 Bio ,, I ' / : (\.\A Nirv'G L ::Lov,J LEAJ G-Tr\::. '10 '0 I l I I (HAN~£ L fLOW VfLO[IT'/-:. 4- 0 -;S tf.S ~-, ---l"IB ➔rr-s-1::&-f-C j -= 2, 8! l o • l tJ f$'.17 ' ' Tc.F 1',MlrJ : : I : I 1:. ~ S. 6 : : ! i -~ IO ::: zt-:-z:r-0;-'--./ .... _-,-L/.-3 -l f.s_)...___ __ --'----- ',__-·I •, -----✓ ........... PROJECT ' ♦ MANHARD Engineers DATE CONSULTING Surveyors BY Planners LID. SHEET OF -- I A\\tA-~ (,:: o. 5 ~ i --iNmtAtJ r tow' t:&-;;J b1 i\_=::,__,...,1.,.....,.o..-o"c-'-111----­ i (HAN N Lf LOW Lf JJ~1~-:: S1.o CHA N N ~L fLDW \l floc ii"-/-;_ /, FPS I , ____ Jllt //\I I SLorE~ 1 .Dl b I f & -::. if "" '.f\ I -----+------1----- 1:: S J~ iA/hr : ! Q , o O =j l o -5 b K ~-(. ~~55) ~/is . 1.·-c-~-~-----\-------!---~--___, I G1ts, r'1 :J ~o ,-~ fr:;:. ll I L-= o. f '7 I I ' OVfRLA,..jt) fLDw LEjtJG-Tf-+ =- ; I C»ANNFL _ fLo vJ LE:1'1 G-if+-~ ' ' • ' ·----------·--· -··---L -----------·-' ----- C..HAN N~L f-t..ow VfL oc 1T '/-:.. ~-5 fP5 ' .. I j D/t~/N j lo\Jf -==-0 , p \ ~ I c.. :: ~ ,J. b M ~ (\ i i I . I ---' I i 1:: S .!~ 1(\/h, ! Q,00 :cj o.sb L5.b)Q7,J) = 2.~ i l I Summary of SWMM Calibration Discharqe VS . Rational Method Discharge SWMM Rational 100-Year Runoff (cfs) Basin Method Rational I Calibrated i Basin Method i SWMM 279 279 25 .2 26 280 280 22.9 I 23 ' 281 281 24 .1 I 24 I 282 C-3 9 .3 ' 10 283 283 14 .3 I 14 ! 284 D 15 .3 I 15 285 E & E1 44 .7 ! 45 286 F I 16 .5 17 289 I 7 .7 8 291 G 45 .1 45 BAN DRAINAGE STORM WATER MANAGEMENT MODEL -32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER ** ENTRY MADE TO RUNOFF MODEL*** 'ROVINCETOWNE PUD (FORT COL LINS, CO) -HISTORIC BASIN CALIBRATION 00 -YEAR STORM FOOTHILLS BA SI N HYETOGRAPH (MANHARD CO NSULTING) fUMBER OF TIME STEPS 30 NTEGRATION TIME INTERVAL (MINUTES) 5.00 0.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 'OR 24 RAINFALL STEPS, 'OR RAINGAGE NUMBER 1 .60 .96 1.20 .84 .2 4 .24 THE TIME RAINFALL 1.44 .60 .12 INTERVAL rs 5.00 MINUTES HISTORY IN IN CHES PER HOUR 1.68 .48 .12 3.00 .36 5.04 .36 'ROVINCETOWN E PUD (FORT COLLINS, CO) -HISTORIC BASIN CALIBRATION 00 -YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD .CONSULTING) ;uBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE TUMB ER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. 279 279 130. 8 .0 45.0 .0 200 .016 280 280 112 . 7.3 45.0 .0200 .016 2 81 281 100. 8 .2 45.0 .0200 .0 16 282 282 27. 5.2 45.0 .0200 .016 283 283 110. 4 .4 35.0 .0200 .016 284 284 94. 3 .8 45.0 .0200 .0 16 285 285 215. 13. 8 45.0 .0200 .016 286 286 180 . 3.3 35.0 .1000 .016 289 289 19 . 5 .2 26 .0 .0600 .016 291 291 220. 7 .0 90 .0 .0200 .0 16 ~nhard Consulting 0 0 Year Historic Basin Calibration ile: HistCalibra.wpd 9.00 .2 4 FACTOR PERV . .250 .2 50 .250 .250 .2 50 .250 . 250 .250 .250 .250 3.72 .2 4 2.16 .24 SURFACE STORAGE ( IN) IMPERV. PERV. .100 .300 .100 .300 .100 .3 00 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .3 00 1 .56 .24 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .001 80 1 .51 .50 .00180 1 .51 .50 .0 0180 1 .51 .50 .00180 1 .51 .50 .0 0180 1 .51 .so .00180 1 3/20/00 Page #1 'OTA L NUMBER OF SUBCATCHMENTS, 'OTAL TRIBUTARY AREA (ACRES) , 10 66.26 •RO VINCETOWNE PUD (FORT COLLINS, CO) -HI STORIC BASIN CALIBRATION 00-YEAR S TORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) ** CONTINUI TY CHECK FOR SUBCATCHMEMT ROUTING ·I N UDSWM386 MODEL*** IATER S HED AR EA (ACRES) 66.260 'OTAL RAINFALL ( IN CHES) 2.890 'OTAL INFILTRATION ( INCHES) .421 'OTAL WATERSHED OUTFLOW (INCHES) 1.791 'OTAL SURFAC E STORAGE AT END OF STORM ( INCHES) .675 :RROR IN CONTINUI TY, PERC ENTAGE OF RAINFALL .114 'RO VINCETOWNE PUD (FORT COLLINS, CO) -HISTORIC BASIN CALIBRATION 00-Y EAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) WIDTH UTTER GUTTER NOP NP OR DIAM LENGTH UM BER CONNECTION (FT) (FT} 2 7 9 300 0 3 . 0 0 . 2 80 300 0 3 .0 0 . 2 81 300 0 3 .0 0. 1nhard Consulting )0 Year Historic Basin Calibrat i on i.le: HistCalibra.wpd INVERT SIDE SLOPES OVER BAN K/SUR CHARGE SLOPE HORIZ TO VERT MANNING DEPTH JK (FT/FT} L R N (FT} .00 10 .0 .0 .001 10 .00 0 .0010 .0 .0 .001 10.00 0 .00 1 0 .0 .0 .001 10.00 0 3/20/00 Page #2 2 82 300 0 3 .0 0. 2 83 300 0 3 . 0 0 . 2 84 300 0 3 .0 0 . 2 85 300 0 3 . 0 0 . 2 86 300 0 3 . 0 0 . 2 89 300 0 3 . 0 0 . 2 91 300 0 3 . 0 0 . OTAL NUMBER OF GUTTERS/PIPES, 10 1RO VINCETOWNE PUD (FORT COLLINS, CO) -HISTORIC BASIN CALIBRATION 0 0 -Y EAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) R RANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER A. (AC) TRIBUTARY GUTTER/PIPE 'ROVINCETOWNE PUD (FORT COLLINS, CO) -HISTORIC BASIN CALIBRATION 00-YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) ** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS CONV EYAN CE PEAK STAGE STORAGE ELE ME NT (C FS) (FT) (AC -FT) 291 45. (DIRECT FLOW) 289 8 . (DIRECT FLOW ) 286 17 . (D IRECT FLOW) 285 45. (DIRECT FLOW) 2 8 4 15 . (DIRECT FLOW) 2 8 3 14 . (DIRECT FLOW) 2 8 2 10. (DIRECT FLOW) ~nhard Consulting )0 Year Historic Basin Calibration Lle: HistCalibra.wpd AND DETENTION DAMS*** TIME (HR/MIN) 0 35. 0 35. 0 35. 0 35. 0 35. 0 35. 0 40. .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 TRIBUTARY SUBAREA 10.00 1 0.00 10.00 10.00 10 .00 10.00 10.00 0 0 0 0 0 0 0 3/20/00 Page #3 281 280 279 300 24. 23. 26. 227. 1nhard Consulting (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) (DIRECT FLOW) )0 Year Historic Basin Calibration Lle: HistCalibra.wpd 0 35. 0 35. 0 35 . 0 35 . 3/20/00 Page #4 SWMM MODELS FOR STANTON CREEK TRIBUTARY MANHARD CONSULTING Engineers Surveyors Planners PROJECT DATE BY ♦ LID. SHEET OF I I s, I ' I £1-1~,,1N&! Q,0O :::. 1-l~c.-f.5 ~ Le. (jPc,_rsoY\5 J:b~cc .1 1988) I -=-C.o~n~.G-__ (1A_SJ ?if A-= L-~ 7 ° !, J:Mr. , -~ ___ c_,_o_ll-=------ i i I 1 / -RA-1/o~A L /IHTHpD \).St.D : • -Lnco t t \lA51AI l {ruo+0 •1\7 Ac." Not D,vd,f-l wi+h,, l'roL;c c,{~ne) C l. Mlt pc. H ~frTto~A:L Mf=tl-lD Q. G ~ :trt1A"T 1N[; ~LVM ~,..~1 MDD£L LIO(UTf I 1 Df /-t UN, IL ! 5wMM Q.::: ~ A1 r0;i;A L Q F o ~ Q \ 00 -;: l. 2. 6 f S -'! W I D ti: -= ~ 9 ~ 1 I ,\I 5 WM f'A },, DOE 1-, i ______ ---~: _O_\J _cr_\o..._~ __ f,_: l_o_w_L_· t---"-+--:::::-_ 1 -=--:{fa_·_}_, U-r-~-3_, 5_&:>_0_:::;; ___ ,_3_:J_O_/ __ 1 ___ ----l 2.. iD ~ GT&RMINE; ~Uf FLo\Af ( ,J ,R \ bl) TIDlJ FRoM THE !/\)O N -Pf\ovlr,)Cf TDvJ,.J(. MFA-1fz-1 ti1.rTA-'R ~ ,o Sf.AN ON CR f £3 ~ !Al>-:J'\):;iT "':P.t JAB.L -1 ;,,_: Ttt~ si.,J/f'•M ,TO· AoJVSTtN& 0tJl--'i i TA:(L'J I>f ~F1 [A f .flT,E:~cr 1r-~ASlrJ O\JTSI 1£ '-'\·'.l \J I/\/C.£toWfJS.. i I ~,E A JN GLuO E0 N ~ ,rJ -PRov 1.Nc r --rowAJ A~r. i I ______ A-b J u_ST _w1p 1· tt 1 0 • I ' ' 1JR BAN DRAINAGE STORM WATER MANA GE MENT MODEL -32 BIT VERSION 199 8 REVI SED BY UNIVERS[TY OF COLORADO AT DENVER ••• ENTRY MAD E T O RUNOFF MODEL••• PROVINCETOWN£ PUD (F ORT COL LIN S , CO ) -STANTON CREE K HISTORIC BASIN CALIBRATION 100-YEAR STORM FOO THILLS BASIN HYET OGRAP H (MANHAR D CO NSU LTING) ONUMBER OF TIME STEPS 30 OINTEGRATION TIME INTERVAL (MINUTES) 5 .00 10 .0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OfOR 2 4 RAINFALL STEPS , THE TIME INTERVAL IS 5 . 00 MINUTES OfOR RAINGAGE NUMB ER 1 RAINFALL H lSTORY IN INCHES PER HOUR 1 .60 1. 20 .24 . 96 .84 .2 4 1. 4 4 . 60 .1 2 1. 68 .48 . 12··' 3 .00 .36 5 .04 .36 9 .00 .24 3 .72 .24 PROVINCETOWNE PUD (FORT COLLINS , CO) -STANTON CREEK HISTORIC BASIN CALIBRATION 100-YEAR STORM FO OT HILLS BASIN HYETOGRAPH (MANHARD CONS ULTING) 2 .16 .24 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) GAGE NUMBER OR MANHOLE (FT) (AC) IMP ERV. (FT/FT) IMPERV. PERV. IMPERV . NO 100 100 695 . 148.7 3 4 .0 .0173 .016 .250 .100 OTOTAL NUMBER OF SUBCATCHMENTS , 1 OTOT AL TRIBUTARY AREA (ACRES), 148 .70 1 PROVINCETOWNE PUD (FORT COLLINS , CO ) -STANTON CREE K HISTORIC BASIN CALIBRATION 100-YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULT ING) Manhard Consulting Stanton Creek 100 Year Historic Basin Calibra"tion File: SCHistCal.wpd PERV . .300 1. 56 .24 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM .51 .50 DECAY RATE .00180 1 7/17/00 Page #1 1 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL*** WATERSHED AREA (ACRES) 148 .700 TOTAL RAINFALL ( INCHES) 2 .890 TOTAL INFILTRATION (INCHES) .5 25 TOTAL WATERSHED OUTFLOW ( INCHES) 1.131 TOTAL SURFACE STORAGE AT END OF STORM ( INCHES) 1 .22 8 ERROR IN CONTINUITY , PER CENTA GE OF RAINFALL . 211 PROVINCETOWNE PUD (FORT CO LLIN S , CO) -STANTON CREEK HISTORIC BASIN CALIBRATION 100-YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) WIDTH INVERT SIDE SLOPES GUTTER GUTTER NOP NP OR DIAM LENGTH SLOPE HORIZ NUMBER CONNECTION (FT) (FT) (FT/FT) 100 101 0 3 .0 0. .0010 OTOTA L NUMBER OF GUTTERS/PIPES , 1 1 PROVINCETOWNE PUD (FORT COLLINS , CO) -STANTON CREEK HISTORIC BASIN CALIBRATION 100 -YEAR STORM FOOTHILLS BASIN HYET OGRAP H (MANHARD CONS ULTING) ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES Manhard Consulting Stanton Creek 100 Year Historic Basin Calibration File : SCHistCal .wpd L .0 TO VERT R .0 OVERBANK/SURCHARGE MANNING DEPTH N (FT) .001 10.00 JK 0 7/17/00 Page #2 GUTTER TRIBUTARY GU TTE R/P[PE TRIBUTARY SUBAREA PROVINCETOWNE PUD (FORT COL L I NS , CO) -STANTON CR~EK HISTORIC BASIN CALIBRATION 100-YEAR STORM FOOTHILLS BASIN HYET OGRAP H (MANHARD CONSULTING) *** PEAK FLOWS , STAGES AND STORAGES OF GUTT ER S AND DET ENTION CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT ) (HR/MIN) 1 00 228 . (DIRECT FL OW) 0 40. 101 228 . (DIRECT FLOW) 0 40 . Manhard Consulting Stanton Creek 100 Year Historic Basin Calibration File : SCHistCal .wpd DAMS * * * D .A. (A C) 7/17/00 Page #3 fJ RBAN DRAINAGE STORM WATER MANA GEMENT MODEL -32 BIT VERSION 1998 REVISED BY UNIVERSITY OF CO LORADO AT DEN VER *** ENTRY MADE T O RUN OFF MODEL••• PROVINCETOWNE PUD (F ORT CO LLIN S , CO) -S TANT ON CREEK HISTORIC MINU S P ROV . ARE A '·: 100-YEAR STORM FOO THILLS BASIN HYETOGRAPH (~NHARD CONSULTING) 0 NUMBER OF TIME STEPS 30 0 INTEGRATION TIME INTERVAL (MINUTES) 5 .00 10.0 PERCENT OF IMPERVI OUS AREA HA S ZERO DETENTION DEPTH 0 FOR 2 4 RAINFALL S TEP S , THE TIME INTERVAL I S 5 . 0 0 MINUTES 0 FOR RAIN GAGE NUMBER 1 RA IN FALL HIS TOR Y IN IN CHES PER HOUR .60 .96 1. 4 4 1. 6 8 3 .00 5 .04 9.00 3 . 72 1. 20 .84 .60 .48 .3 6 .36 .2 4 .24 .24 .24 .12 .12 1 PROVINCETOWNE PUD (F ORT COLLINS, CO) -STANTON CREEK HISTORIC MINUS PROV. AREA 100-YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) 2. 16 .24 SU BAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) GAGE NUMBER OR MANHOLE (FT) (A C ) IMPE.JW. (FT/FT) NO 100 100 403 . 86 .2 34 .0 0TO TAL NUMBER OF SUBCATCHMENTS , 1 0TOTAL TRIBUTARY AREA (ACRES), 86.20 1 Manhard Consulting Stanton Creek Historic Minus Provincetowne Area File : SCMinusProv.wpd . 01,73 IMPERV. PERV . IMPERV . PERV. .016 .250 .1 00 .300 >=> ~ J.) -, () r:, f J C, ~ + " 0 5 JJ "if t- 1. 5 6 .24 <. \._,,J -\ ;:, 0 } Q(J s ~ INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM .51 .so DECAY RATE .00180 1 7/18/00 Page #1 1 PROVINCETOWNE PUD (FORT CO LLIN S , CO) -STANTON CREEK HI STORIC MINU S PROV . AREA 100 -YEAR STORM FOOTHILLS BASIN HYETOGRA PH (MAN HARD CONSU LTING ) *** CONTI NUI TY CHE CK FOR SUBCAT CHMEMT ROUTING IN UDSWM386 MOD EL*** WATERSHED AREA (ACRES) TOT AL RAINFALL (IN CHES) TOTAL INFILTRATI ON (INCHE S) TOTAL WATERSHED OUTFLOW (INCHE S ) TOTA L SURFACE STORAGE AT END OF STORM (INC HE S) ERROR IN CONTINUIT Y, PERCENTAGE OF RAINFALL 86 .200 2 .890 .525 1.131 1.228 . 2 11 PROVINCETOWNE PUD (FORT CO LLIN S , CO) -STANTON CREEK HISTORIC MINUS PROV . AREA 100-YEAR STORM FOOTHILLS BASIN HYETOGRAPH (MANHARD CO NSULTING) WIDTH IN VERT OV ERBANK /S UR CHAR GE GUTTER GUTTER NOP NP JK NUMBER CONNECTION 100 101 0 3 0 OTO TAL NUMBER OF GUTTERS/PIPES, 1 1 Manhard Consulting Stanton Creek Historic Minus Provincetowne Area File: SCMinusProv .wpd OR DIAM LEN GT H SLOPE (FT) (FT) ( FT/FT) . 0 0 . .0010 SID E SLOPES HORIZ TO VERT L R .0 .0 MANNIN G N .001 DEPTH (FT) 10 .00 7/18/00 Page #2 PROVINCETOWNE PUD (FORT COLLI NS , CO) -STANTON CREE K HISTORIC MINU S PROV. AREA 100 -YEAR STORM rOOTHILLS BASIN HYETOGRAPH (MANHARD CO NS ULTING) ARRANGEMENT OF SUBCATCHMENTS AND GUTT ERS /PIP ES GUTTER l).A . (AC) L TRIBUTAR Y GUTTER/PIPE PROVINCETOWN E PUD (FORT COLLINS , CO) -STANTON CREEK HIS TORI C MIN US PROV . AREA 100 -YEAR STORM rOOTHILLS BASIN HYETOGRAPH (MANHARD CONSULTING) *** PEAK FLOWS , STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS*** CONVEYANCE ELEMENT 100 101 PEAK (CFS) Manhard Consulting STAGE: (FT) STORAGE (AC-FT) ( DIRECT FLOW) ( DIRECT FLOW) . ►(~I C{) f -~-0\N\_ Stanton Creek Historic Minus Provincetowne Area File: SCMinusProv .wpd TIM E (HR/MIN) 0 40. 0 40. TRIBUTARY SU BAREA 7/18/00 Page #3 HYDRAULIC CAPACITY COMPUTATIONS FOR STANTON CREEK TRIBUTARY EAST OF LEMAY AVENUE Cross section 0+00 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_crk.fm2 cross section 0+00 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000Mt Water Surface Elevation 37 .20 ft Elevation range: 32 .00 ft to 39 .20 ft. Station (ft) Elevation (ft) 0.00 38 .00 9.00 36 .00 14.00 34 .00 16.00 32 .00 21 .00 32 .00 24 .00 34 .00 30 .00 34 .20 38 .00 34 .00 49 .00 36 .00 74 .00 38 .00 118.00 39 .20 Results \/'-Ad . Mannings Coefficient 0 .040 Discharge 612 .91 Flow Area 137 .84 Wetted Perimeter 62 .58 Top Width 60.40 Depth . 5.20 Critical Water Elev. 36 .00 Start Station 0.00 ft3/s ft2 ft ft ft ft Critical Slope 0.019955 ft/ft Velocity 4.45 ft/s Velocity Head 0.31 ft Specific Energy 37.51 ft Froude Number 0 .52 Full Flow Capacity 1494.21 ft2/s Flow is subcritical. None End Station 118.00 Roughness 0 .040 Feb 16 . 1 998 13:19 :13 Haestad Methods . Inc. 37 Brook.side R o ad Waterbury. CT 06708 (203) 755-1668 FlowMaster v4 . 1 c Page 1 of 1 Cross section 0+50 Worksheet for Irregular Channel Project Description Project File -Woi'1<sheet Flow Element Method d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_ erk. fm2 Cross section 0+50 Irregular Channel Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 39.20 ft Elevation range : 33.00 ft to 40.00 ft Station (ft) Elevation (ft) 0.00 40 .00 56 .00 38.00 63 .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 ~d. Mannings Coefficient 0.040 Discharge 976 .33 Flow Area 255.76 Wetted Perimeter .145.99 Top Width 143.60 Depth 6.20 Critical Water Elev. 37 .91 Start Station 0.00 fills ft2 ft ft ft 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 ff/s Flow is subcritical. None End Station 166.00 Feb 16 . 1998 13 :44 ·15 Haestad Methods . Inc. 37 BrookSide Road Watert>ury. CT 06708 (203) 755-1666 Roughness 0.040 FlowMaster v4 . 1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Cross section 1+00 Worksheet for Irregular Channel d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_ cri<. fm2 Cross section 1 +00 Irregular Channel Manning's Formula Discharge 0.005000 ft/ft Water Surface Elevation 39.22 ft Elevation range : 34 .00 ft to 40 .00 ft. Station (ft) Elevation (ft) 0 .00 40 .00 50 .00 38.00 52 .00 36 .00 55 .00 34.00 66 .00 34 .00 70 .00 36 .00 100 .00 38.00 160.00 39 .60 Results Vv'td . Mannings Coefficient 0.040 Discharge 733 .19 Flow Area 204 .51 Wetted Perimeter 128.26 Top Width 126 .25 Depth 5.22 Critical Water Elev . 37 .93 Start Station 0 .00 ftl/s ft2 ft ft ft . ft Critical Slope 0.019783 ft/ft .. Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 39.42 ft Froude Number 0.50 Full Flow Capacity 1314.07 ft'/s Flow is subcritical. None End Station 160.00 Feb 16. 1998 13 :44 :41 Haestad Methods. Inc . 37 Brookside Road Waterbury . CT 06708 (203) 7 55-1666 Roughness 0 .040 FlowMaster v4 . 1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Cross section 1 +50 Worksheet for Irregular Channel d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_crk. fm2 Cross section 1 +50 Irregular Channel Manning's Formula Discharge 0.004000 ft/ft Water Surface Elevation 40.50 ft Elevation range: 36 .00 ft to 41.40 ft. Station (ft) Elevation (ft) 0.00 41.40 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 Flow Area 236 .11 Wetted Perimeter 125.97 Top Width · 124.42 Depth 4 .50 Critical Water Elev . 39 .19 Start Station 0 .00 ft3/s ft2 ft ft ft ft Critical Slope 0 .020222 ft/ft Velo~ity 3.57 ft/s Velocity Head 0.20 ft Specific Energy 40 .70 ft Froude Number 0.46 Full Flow Capacity 1520.81 ft3/s Flow is subcritical. None End Station 155.00 Feb 16 , 1998 1 "-d<;·nA Haesta d Methods . Inc . 37 Brookside Road Waterbury . CT 06708 (203) 755-1666 Roughness 0.040 FlowMaster v4 . 1 c Page 1 of 1 Project Description Project File -Woii<sheet Flow Element Method Solve For Input Data Channel Slope Cross section 2+00 Worksheet for Irregular Channel d:\projects\provin-1\hydrau-1\stanto-1\stnt_cr1<.fm2 Cross section 2+00 Irregular Channel Manning's Formula Discharge 0.005000ftlft Water Surface Elevation 41 .62 ft Elevation range : 38.00 ft to 42 .00 fl Station (ft} Elevation (ft} 0.00 42 .00 48 .00 40.00 90 .00 38 .00 115.00 38.00 140 .00 40.00 208 .00 41 .80 Results 'Ntd. Mannings Coefficient 0 .040 Discharge 1351 .84 Flow Area 347 .10 Wetted Perimeter 192.26 Top Width 192.08 Depth 3.62 Critical Water Elev . 40.71 Start Station 0.00 ft'/s ft2 ft ft ft 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 ft'/s Flow is subcritical. None End Station 208 .00 Feb 16 , 1998 13 '45 :31 Haestad Methods . Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Roughness 0.040 FlowMaS1er v4 .1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Channel Slope Cross section 2+50 Worksheet for Irregular Channel d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_ erk. fm2 Cross section 2+50 Irregular Channel Manning's Formula Discharge 0.007000 ft/ft Water Surface Elevation 42.50 ft Elevation range: 38.40 ft to 42.70 ft. Station (ft) Elevation (ft) 0.00 42.70 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 \/Vtd. Mannings Coefficient 0 .040 Discharge 1494.75 Flow Area 344 .23 Wetted Perimeter 208.45 Top Width 207 .80 Depth 4.10 Critical Water Elev . 41.76 Start Station 0.00 ft'/s ft2 ft ft ft ft Critical Slope 0 .020518 ft/ft Velocity 4 .34 ft/S Velocity Head 0.29 ft Specific Energy 42.79 ft Froude Number 0.59 Full Flow Capacity 1736.85 ft'ls Flow is subcritical. None End Station 223 .00 Feb 16, 1998 13 :45 :56 Haestad Methods . Inc. 37 Brookside Road Watert>ury. CT 06708 (203) 755-1666 Roughness 0.040 FlowMaster v-4 .1 c Page 1 of 1 Project Description Project File Wor-ksheet Flow Element Method Solve For Input Data Channel Slope Cross section 3+00 Worksheet for Irregular Channel d:\projects\provin-1 \hydrau-1 \stanto-1 \stnt_ erk. frn2 Cross section 3+00 Irregular Channel Manning's Formula Discharge 0.007000ftlft Water Surface Elevation 42 . 75 ft Elevation range: 38. 70 ft to 43 .10 ft. Station (ft) Elevation (ft) 0.00 43 .10 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 vvtd . Mannings Coefficient 0 .040 Discharge 2016.12 Flow Area 411 .30 Wetted Perimeter 207 .66 Top Width 207 .20 Depth 4 .05 Critical Water Elev. 42 .04 Start Station 0 .00 ft3/s ftZ ft ft ft ft 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 ft3/s F low is subcritical. None End Station 223 .00 Feb 16 , 1998 13 :46 :25 Haestad Methods . Inc . 37 Brookside Road Watert>ury , CT 06708 (203) '755-1666 Roughness 0 .040 FlowMaster v4 .1c Page 1 of 1 PARSONS & ASSOCIATES CONSULTING ENGINEERS January 8, 1988 Glen Schleuter City of Fort Collins - P.O. Box 580 Fort Collins, CO 80522 Dear Glen: Sto:rrn Drainage The 100 year sto:rrn easement for roth Stanton Creek, flowing south to north, and the Tributary Channel at Leray Avenue (Sta. 15+ 75±, South Le::ia.y Avenue S. I. D.) , flCMing 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 Lanay Avenue to 150' downstream. 'I'he regrading is for containing the pipe discharge and. directing it into the existing channel. The culverts have teen designed to release at the historic rate of 228 cfs. The remaining p:,rtion of the Tributary Channel has been left in its existing rondition, because the discharge will not be any greater t.!'.an what has historically occurred. The attached calculations (Pages 1-5, inclusive) established the 100 year sto:rrn water elevation at various stations along the channel flCMline. The method used was a trial and error of the "flCM CCXTipUtations" utilizing manning equation {(Fl. 49/n R 2/3 S 1/2 A) , as slx:lwn on Page 7-2 of "City of Fort Collins Stonn Drainage Design Criteria and Construction Standards Manual". This equation estimated the 100 year Q at assumed elevations and the "Best" elevation was then 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 increr.ents). 'Iw:> (2) feet of freel:oard was then added to the 100 year water elevation and it is where the freeroard elevation and the existing ground meet that establishes the easement line. • ·1 11 Ii 1: ,I I' 1! I! !i ,, !j 11 11 1: I I, The easement line for Stanton Creek was obtained by using the 100 year water ele-i j vation, as established in the "Fossil Creek Drainage Basin ~ster Drainageway l i Planning Study", by Simons, Li and Associates, Inc.. One and one-half (1.5) feet I! of freeboard was then added to the 100 year water elevation and it is where the i freeroard elevation and the existing ground meet that establishes the easerrent line. il • ,: Taking into consideration the natural meandering and inconsistent width of a stream channel, the legal description was written to contain within its roundaries the 100 year water elevation and its appropriate freeroard . Sincerely,-U­'/ /4 ,tA~ ~ a..--- Larry 0 Civil D signer i ..; ..; 100 YR FLOODPLAIN EASEMENT EMERSON 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 . 00° 00' 00 ." East and with all bearings contained herein relative thereto; commencing ~t the Southwest corner of said Section 18; thence along said West line North 00°00'00" 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 84°42'37 East, 180.63 feet 2 . South 63°30'24 East, 352.11 feet 3 . North 68°02'10 East, 229.15 feet 4 . North 18° 42. 25 East, 95.88 feet 5. North 26° 24. 25 West, 220.12 feet 6 . North 03° 41' 05 East, 119.34 feet 7. North 49o 15' 24 West, 98.03 feet ·8. North 46° 03. 02 East, 262.64 feet 9 . South 7 3° 41. 32 East, 63.60 feet 10. North 19°01·00 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 47°15'49" West, 107.69 feet 2 . South 05° 31' 49" West, '152. 10· fe:et 3 . South 33°48'15 West, 178. 42 · feet 4. South 03°39'22 West, 206: 59: feet 5. South 54°15'25 East, 80.63 feet 6 . Sou-th 02° 48 '·27 East, &s.13 feet 7. North 85°14'21 West,-· 183.13 feet 8 . south 25° 40 I 50 West, 231.53 feet 9. South ,75o 33' 14 West, 162.58 feet 10. South 00°50'09 East, 114.08 feet 11. North 68°36'49 West, 88.75 feet 12. South 11°45'00" West, 99.97 feet 13. South 39° 55c' 39" West, 258.14 feet 14. South ,01°46:'00" West, 60.69 feet To a point on the South line of said Section West along said South line of Section 18, thence leaving said South line of Section 18, courses: 1. North 11°42'13" East, 184.58 feet 2. North 54° 28' 36" East, 102.81 feet 3. North 18°39'56" East, 198.19 feet 4. North 74°42'54" West, 86.68 feet S . Sout h 61°36'31" West, 44.45 feet 18, then South 90°00'00" a distance of 88.11 feet, the following eight (8) 6. North 78°40'24" West, 117.70 feet 7. South 67° 59 I 23" West, 111.02 feet 8. North 64°45'18" West, 109.77 feet --------· . -·-·--·---··· •· -· .. ----·· To a point on the West line of the South One-Half of North -00°00'00" East along said West line , of the Section 18, a distance of 205.03 feet to the TRUE Said easement contains 9.59 acres more or less. Section 18, thence South One-Half of POINT OF BEGINNING. ., . "\. ... • I -i---Mn~-"i7i_7-_ -·i ·:__:.·r-rt---rt-· t' -;t,±;;¾::+++++++::J-++-+-+-+-+--W-' -l-LLJ , •• l . f:,f-(J>') 1 n -· -I·· ., -• 1 -i, :; I ' I I r---i--i--+--+_;;_.;.-+1--'--+....:....J...!_+,:..... , ' , • • I. t .. I . i! I, 1' II • 1 ! •• '_, -I • I I I-JI "t1'. ,.. fl ~ ~ di I'\ A p •• •• • -,. ·.:-,; IE ,, ( ' 1 ! • 1 I I I ! J l l I " -- I I I i ! I I ! ! . I !\. ' I '. I I I I I --j-I I ! I l I C ~ ! ! ' I l ' ' I I, ', I I I , -j ."-\rt)~ 4/'-l ' 1 I I I .' l ;:::J PARSONS & . · CUEHT----------------JOBNO. -------- . li=\ASSO€IA1ES . PROJE~-----------CALCUOI.TIOHSFOR----,-------­/ Of_!;;_ CONSULTIHG ENGINEERS ... _ , ~ BY---OAT'f'---·CHECKEO BY---OATE:----SHEET 1t FL CollM. Co&ando I05U T I I ! i I I~ ~,·' ' l I I I I i I ! I I I i I I i I I I I I ' I I I . I I I ' I I ' I I I I I ' I : I i i I I I I I I I ! ! 1 I I ! I . I ! I i ! ! ! !-+i I I I . I I I ' I I I i VJ... ~ .< ff~ I I i i I i .• : i I : ! ! : : ! i ! 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I I ! t . l i l ! l i 44 1 i ! : I 1· Ii' :T! I ., ·1 i i C)-:z. ~ g 11') ~/ty lAl f I 1..-f rtl~L i """i"" l . 1" l ! i i 1 ! l 'f • 1 • I 1 1 l i ! i • : : 1 : I i ! .. i . ; 241 Legend @D [IT] Basin Conveyance Element _.,_ Flow • Direction Concentration Point 206 201 204 ~ ~ I 3961 j 3981 I 3991 OUTLET ---- 210 t i ~ 13941 @ - 215 ?1/ t ~ 214 ~ I 39oJ ------11 ...----:2,------4~3 Northwest Legend ~ [ill .. • Basin Conveyance Element Flow Direction Concentration Point t~ --- t~ ~ t~ [ill] t ~ ,:,t ~ OUTLET TO NORTHEAST CONVEYANCE ELEMENT #22 ~ - ~-t[E ~f~ [ill ;;t§ ~t ~cm North Central • - [ill - L egend .. Basin Conveyance Element Flow Direction Concentration P oi nt 1 290 292 ~ \ OJ OUTLET - OJ -tB 291 286 - tB - tB 284 - OJ] [J] m 1 w 280 ------------ ~1 ~ -t~ ----- f;{j) mi j G 279 @ - 297 r t g ----- North ea st MANHARD CONSULTING LID. Engineers Surveyors Planner s PROJECT fro 111,1:'.\ c,q hvu2 DATE 1/.Jtjt:>o BY C-:---8_ SHEET __ OF __ _ t\) -,--0 C0-.G..t...\k 0 /o rr e.rv i o i.,t.-5 ~:::: .r---pv.+ ~ti, SlJ /v\M VV\o~I :.°'-b le_ 3-7 o~~ ~ bbc... wa..s-I.ks'~ o-s °'--~"S' es. "c '' -t='a-c_.+o-r...s C0-..V\n o+ ~ l.J._~ ~s-y:-.,..,p.,d-fo S Wtv\M. T -~ __ oJ.a _ _L_~.JLC-_ljj _Q_vS To.-bl-L ·~ -7 l.0 AS' --~~ o.. -s b"'-s ts CJL~\""' c..o.s-.e s d. i d. f\Jo+ Cff ' y 0-.-~-W-U-e. M e c\ ; +:' eel.__ --ro MD r e_ o..c.. LA., cJ!c I y C0-.. \ c...u. l °'-k + he_ , LAV'\ -~.f='. I) Mu__\ :b -. -t='~ Y.\.\. \ t ld.Q_ \J Q_ \ o p Y>-0<., ~ Lo..V\I\ 2ov-. t vt{), R ~ -==--&c '>~ r ~rv (r R~vv-.o...~Y\I~ lo+s ----------· --. --. - La-~ Z..cV\ \~ R p.::: Lj 5 /o rVl;,piu--v -S ~-U.. + _s E--s-\-1 ~~ ~ = 9 ro 1/o :C ~, v - D f~V\ 0-..f::' R.P..s · t=~t;~kd\ = ~o¼ r._F.u-v. / . "'Sli'~'rvt\1./ h1 ~e_-r-+-k V\ 10% +c,r _ p0-.+ Ks-/ G-reQ_.v, b.'2.\t5 ~or a._. +o..c.+c:-, o-+:' s~k+y, o ffi;k 0,1-eA.:: +o k ~v~\~d., £~i-\-t~¼ @__ RP== c/5 /o ~FVl~U.S MAY 1984 Basically, a unit hydrograph is that hydrograph which corresponds to 1 .0 inch of d irect runoff from the tributary area resulting from a unit ston;q . The unit hydrograph reflects the physio­ graph ic features of the subiect basin such as area . shape , street pattern . channel capacities , and street and land slopes . 3 .2.2 .1 Infiltration Table 3 -5 gives those values for depression and detent ion effects on runoff . As the storm progresses , the amount of infiltration will decrease because depressions become filled and soil becomes saturated . Table 3-6 gives the infiltration rates to be used w ith CUHP . Test determined infiltration rates may also be used . Table 3-5 TYPICAL DEPRESSION ANO DETENTION FOR VARIOUS LAND COVERS (All Values in Inches) {for Use with CUHP Only) Land Cover Depression & Detention (in.) Impervious: Large Paved Areas ................. .... .. ......... .... ... .... ......... 0 .1 Roofs -Flat ............................................................. o. 1 Roofs -Sloped ........................ .................... ............ o. 1 Pervious : Lawn Grass ............................................................. .. 0.5 Wooded Area and Open Fields ................................. 0.4 Storm Frequency 2 to 5 yr. return 10 to 100 yr . return .......... . Table 3-6 INFILTRATION RATES {For Use With CUHP Only ) 1st Hatf Hour 3 /4 inch/hr . 1/2 inch/hr . 3 .2.2.2 Pervious -Impervious Area 2nd Half Hour To End or Storm 1/2 inch/hr. 1/2 inch/hr. In order to determine percentages of impervious land cover for a given land use or zonin_g, Table 3-7 shall be utilized . * Table3-7 LAND USE VERSUS PERCENT OF IMPERVlOUSNESS (For Use With CUHP Only) Land Use or Zoning t Percent Pervious . Percent Impervious Business : BG. BL , BP, HB. C , IL, IG, IP ............... 10 90 Residentia l: ~ RH. AMP .................................... ......... 40 60 ---1!!~~ RM , RP , MM ........................................ 55 45 RM , RMP , RE , RLM , ML ..................... 60 40 Parks , Greenbelts , etc . ............................... 90 1 0 t See Table 3·2 for zoning defin ition s . 3 -7 DESIGN CRITERIA • 3.1.6 Runoff Coefficients MAY 1984 The runoff coefficients to be used with the Rational Method referred to in Section 3.2 uAnalysis Methodology· can be determined based on either zoning classifications or the types of suriaces on the drainage area. 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 coeffi­ cients different from those specified in Table 3-2, the runoff coefficients should not be based solely on the zoning classifications. The Composite Runoff Coefficient shall be calculated using the following formula : n C = (~C ;Ai)/Ai 1=1 Where C = Composite Runoff Coefficient C; = Runoff Coefficient for specific area A; Ai = Area of surface with runoff coefficient of C; n = Number of different surfaces to be considered A,= Total area over which C is applicable ; the sum of all A;·s is equal to A, Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS OescriptionofAreaorZoning Business : BP, BL·······························-························································ Business: BG, HS, C ................................................................................. . Industrial : IL, IP ......................................................................................... . Industrial : IG .............................................................................................. . Residential: RE, RLP ................................................................................. . Residential: RL , ML. RP ............................................................................ . Residential : RLM , RMP ............................................................................. . Residential: RM, MM ................................................................................. . Residential: RH ......................................................................................... . Parks, Cemeteries ..................................................................................... . Playgrounds .............................................................................................. . Railroad Yard Areas .................................................................................. . Unimproved Aieas ..................................................................................... . Zoning Definitions Coefficient 0 .85 0.95 0.85 0 .95 0.45 0.50 0.60 0.65 0 .70 0.25 0.35 0 .40 0.20 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 w ith 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 . )k 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 . >f: R-P Planned Residential District-designation of areas planned as a unit (PUD) to pro­ vide a variation in use and building placements with a minimum lot area of 6,000 square feet. R-L-P Low Density Planned Residential D istr ict -areas planned as a un it (P~D) to permit variations in use, density and building placements , with a minumum lo! area of 6,000 square feet. 3-3 DESIGN CRITERIA MAY 1984 R-M-P Medium Density Planned Residential District -designation for medium density 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. "' . R-L-M Low Density Multiple Family District -areas containing low density multiple family units or any other use in the R-L District with a minimum lot area of 6,000 square feet for one-family or two-family dwellings and 9,000 square feet for multiple-family dwellings . M-L Low Density Mobile Home District -designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District -designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre . B-G General Business District -district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. B-P Planned Business District -designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M . H-B Highway Business District -designates an area of automobile-orientated busi­ nesses with a minimum lot area equal to 1 /2 of the total floor area of the building . B-L Limited Business District -designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building . C Commercial District-designates areas of commercial. service and storage areas . I-L Limited Industrial District -designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. I-P Industrial Park District-designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the buildi_ng not to be less than 20,000 square feet. I-G General Industrial District -designates areas of major industrial development. T Transition District -designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins , Chapters 99 and 118 . Table 3-3 RATIONAL METHOD RUNOFF COEFFlCIENTS .FOR COMPOSITE ANALYSIS Character of Surface Streets, Parking Lots, Drives : Asphalt ............................................................................................... . Concrete ............................................................................................ . Gravel ................................................................................................ . Roofs ......................................................................................................... . Lawns, Sandy Soil : Flat <2% ............................................................................................ . Average 2 to 7% ................................................................................. . Steep >7% ......................................................................................... . Lawns, Heavy Soil : Flat <2% ............................................................................................ . Average 2 to 7% ................................................................................. . Steep >7% ......................................................................................... . 3-4 Runoff Coefficient 0 .95 0 .95 0 .50 0.95 0 .1 0 0 .15 0.20 0 .20 0.25 0 .35 DESIGN CRITERIA --· Total Basin List Basin Connecting : Basin I Basin i % lmperv. : Avg . I Conveyance I Width ! Area I Slope Element (ft) I (ac) t (Wft) I 20 1 397 280 0.54 45 0.030 202 101 430 ! 0.45 I 96 0.020 i I 203 I 304 I 180 0.32 20 i 0 .010 204 i 305 I 170 0.31 20 I 0.060 I 205 ' 107 I 850 1.16 ! 80 I 0.050 206 396 I 330 1.02 60 0.020 207 103 I 100 0.20 60 0.010 I I 208 i 111 I 140 0.07 96 0.010 209 393 I 210 0.68 65 I 0 .020 I I 210 I 303 ! 270 0.89 45 I 0.020 211 105 ! 140 1.03 60 I 0.020 212 102 I 500 ! 0.46 96 I 0.050 213 106 I 460 I 0.74 60 I 0.017 I 214 302 ! 270 0.88 45 I 0.020 I 215 392 I 330 1.54 60 I 0.020 216 104 i 740 0.17 85 0.020 217 389 I 80 0.40 65 i 0.020 218 301 ' 650 I 9.40 45 I 0.050 I 219 385 1150 i 1.28 90 I 0.030 I 220 112 330 ' 2.13 45 I 0.061 221 306 I 300 i 2.98 45 0.061 222 ' 112 I 290 0.33 96 I 0.020 223 I 23 i 420 0.46 96 0.020 224 i 23 I 360 0.35 96 0.020 225 128 I 530 0.41 96 0.040 I 226 I 132 I 250 0.23 96 0.025 227 133 I 460 0.75 50 0.020 228 130 I 240 I 0.71 45 i 0.020 229 138 i 320 I 0.99 l 45 0.020 : I 230 134 ' 500 0.88 i 45 0.020 231 139 250 0.99 I 50 I 0.020 I 232 135 380 0.28 I 96 l 0.020 I 233 137 170 0.09 96 ' 0.040 ' 234 143 310 I 0.89 45 0.020 ! 235 14 1 400 1.39 45 I 0.020 I 236 145 410 ' 1.82 50 I 0.020 I 237 151 320 I 0.83 I 60 I 0.020 I 238 149 270 l 1.13 I 60 0.010 239 148 850 i 1.38 l 50 0.010 240 153 330 i 1.15 45 0.020 24 1 382 720 I 0.87 85 0.030 I 242 I 381 520 I 3.41 45 0.012 243 380 500 2.89 I 40 I 0.020 I 244 94 160 0.16 : 96 I 0 .006 245 96 250 ' 0.18 I 96 I 0.006 I 246 88 300 i 9.48 I 45 0 .020 405 ! 160 I 360 I 5 .34 45 0 .020 I 406 88 260 I 5 .19 45 0 .020 i I 247 85 1100 I 5.07 I 45 I 0.010 248 95 I 820 I 0.73 l 96 I 0.007 249 93 I 310 I 0.14 I 96 0.006 I 250 89 I 450 I 2.02 I 45 0.015 ! I I 251 91 350 2.03 ' 45 0.007 252 92 850 1.47 I 80 0.015 253 79 500 5.79 I 20 0.020 254 80 500 0.39 96 0.006 255 62 480 1.45 ' 80 0.020 256 63 I 660 ! 4 .20 45 0.020 257 64 200 I 1.30 45 ' 0.020 I 258 48 • 215 ! 0.82 ' 45 0.020 259 47 200 i 1.42 45 0.020 260 45 6o0 I 0.71 85 0.007 261 54 ! 900 I 3.98 45 0.020 262 53 i 340 1.16 ' 45 ' 0.020 263 52 I 390 2.08 I 45 0.020 I 264 51 520 I 2.25 45 0.020 l 265 21 90 I 1.73 85 0.004 266 309 340 ' 3.64 45 0 .025 I 267 71 550 I 9.28 45 0.020 268 81 650 I 7.59 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 I 45 0.020 I ' 274 75 440 I 6.06 ! 45 0.020 275 78 I 480 2.48 45 0.020 I 276 77 540 ' 9.35 I 45 ' 0.020 ' 277 76 ' 550 7.97 I 45 0.020 278 83 340 5.89 I 45 I 0.020 279 19 130 8.00 I 45 j 0.020 280 11 112 I 7.34 ' 45 0.020 281 16 100 I 8.20 45 0.020 282 15 27 5.20 I 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 I 90 0.020 292 307 50 2.55 96 I 0.012 295 304 200 1.27 60 ' 0.020 296 142 360 0.33 96 : 0.020 297 20 25 ! 0.33 96 : 0.015 298 383 330 i 0.69 50 0.015 299 152 520 0.45 96 0.020 401 401 430 I 86 .20 34 0.016 402 402 1969 i 22 .60 38 0.020 403 403 360 i 5.24 45 0.020 404 404 220 I 5.09 45 0 .020 North West Outlet Basin Connecting Basin Basin ' % lmperv. I Avg. I Conveyance Width Area ' , Slope ' I Element (ft) (ac) (ft/ft) 201 397 280 0.54 45 0.030 204 I 305 I 170 , 0.31 I 20 I 0.060 206 396 I 330 1.02 I 60 / 0.020 209 393 210-0.68 i 65 0.020 210 303 270 0.89 I 45 ; 0.020 214 302 270 0.88 I 45 0.020 215 ' 392 I 330 1.54 ! 60 0.020 217 389 80 0.40 I 65 0.020 218 301 , 650 9.40 45 0.050 219 385 1150 1.28 j 90 I 0.030 241 382 720 0.87 85 ; 0.030 242 381 520 3.41 i 45 : 0.012 243 380 500 2.89 l 40 0.020 298 383 330 0.69 I 50 I 0.015 North East Outlet Basin Connecting Basin Basin , % lmperv. 1 Avg. Conveyance Width Area I • Slope Element (ft) (ac) : (ft/ft) 223 23 420 0.46 96 0 .020 224 23 360 0 .35 i 96 I 0.020 265 21 90 1.73 : 85 l 0.004 279 19 130 I 8.00 1 45 0.020 280 11 112 ' 7 .34 i 45 '0.020 281 16 100 8 .20 45 I 0 ,020 282 15 27 5.20 I 45 ! 0.002 I ! 283 10 110 4 .40 I 35 1 0.020 I 284 9 94 3.80 ; 45 1 0.020 285 8 215 13 .80 i 45 ! 0.020 286 7 180 3.33 ! 35 ! 0 .100 287 1 30 0,22 I 96 i 0 .040 288 2 30 0.23 I 96 I 0 .020 289 5 19 5.22 26 I 0.060 290 307 I 45 1.08 96 ! 0 .050 291 307 220 I 7 .00 90 ; 0 .020 292 307 50 2.55 I 96 0 .012 297 20 25 0 .33 I 96 0.015 North Central Outlet Basin Connecting Basin Basin i % lmperv. 1 Avg. Conveyance Width . Area 1 Slope Element (ft) (ac) (ft/ft) 202 101 430 0.45 96 0.020 203 304 1 180 I 0 .32 I 20 , 0.010 205 107 850 1.16 I 80 ; 0.050 207 103 100 0.20 60 : 0.010 208 111 140 0.07 I 96 0.010 211 105 140 1.03 60 0.020 212 102 500 0.46 96 0.050 213 106 460 0.74 I 60 I 0.017 I 216 104 740 0.17 85 ; 0.020 220 112 330 2.13 ' 45 1 0.061 221 306 300 2.98 45 , 0 .061 222 112 290 0.33 96 , 0.020 225 128 530 0.41 96 0.040 226 132 250 0.23 96 · 0.025 227 133 460 0.75 50 , 0.020 228 130 240 0.71 45 0.020 229 138 320 0.99 45 0.020 230 134 500 0.88 45 I 0.020 231 139 250 0.99 50 , 0.020 232 135 380 0.28 96 0.020 233 137 170 0.09 I 96 , 0.040 234 143 310 0.89 45 0.020 235 141 400 1.39 I 45 0.020 236 145 410 , 1.82 1 50 0.020 237 151 320 0.83 i 60 0.020 238 149 270 1.13 I 60 0.010 239 148 850 1.38 50 ' 0.010 240 153 330 1.15 45 I 0.020 295 304 200 1.27 60 0.020 296 142 360 0.33 96 0.020 299 152 520 0.45 96 0.020 South Outlet Basin Connecting Basin Basin , % lmperv. i Avg. Conveyance Width Area • Slope Element (ft) (ac) ' (ft/ft) 244 94 160 0.16 96 0 .006 245 96 I 250 0 .18 96 , 0 .006 246 88 I 750 19 .88 45 I 0 .020 405 160 360 5.34 45 I 0 .020 406 88 260 5.19 ' 45 0 .020 247 85 1100 5.07 45 I 0 .010 248 95 820 0 .73 I 96 , 0.007 249 93 310 0 .14 I 96 ; 0.006 250 89 450 2 .02 I 45 i 0 .015 251 91 350 2 .03 45 • 0 .007 252 92 850 1.47 I 80 0 .015 253 79 500 5.79 ' 20 0 .020 254 80 500 0 .39 I 96 0 .006 255 62 480 1.45 80 0.020 256 63 660 4 .20 45 0.020 257 64 200 1.30 45 0.020 258 48 215 0 .82 45 I 0 .020 259 47 200 1.42 I 45 : 0 .020 260 45 650 0.71 85 0.007 261 54 900 3 .98 45 , 0 .020 262 53 340 1.16 ! 45 0 .020 263 52 390 2 .08 I 45 0.020 264 51 I 520 I 2 .25 I 45 0 .020 266 309 ' 340 : 3 .64 I 45 0.025 267 71 550 9.28 I 45 0 .020 268 81 650 7 .59 I 45 I 0 .020 269 82 300 2.55 45 , 0 .020 270 98 610 10.38 I 45 0 .020 271 70 400 9.74 I 45 • 0 .020 27 2 72 520 9 .90 45 0 .020 273 83 630 10 .70 45 I 0 .020 274 75 440 6 .06 45 0 .020 275 78 480 2.48 45 0 .020 276 77 540 9 .35 I 45 0 .020 27 7 76 550 7 .97 45 0 .020 278 83 340 5.89 45 , 0 .020 403 403 360 5.24 45 0 .020 404 404 220 5.09 45 0.020 Offsite Basin Connecting Basin Basin % lmperv. Avg. Conveyance Width Area , Slope Element (ft) (ac) (ft/ft) 401 401 430 86 .20 1 34 i 0 .016 402 402 1969 22 .60 38 0.020 c..;onveyance l Connecting I Element c~;~.~c• u I 1 2 0 Total Conveyance List Nu.-I 'ype of I (;nanne1 I Length or ! Element , bottom width Element I or pine diam . lftl I lftl 1 u 4 I U.LO I 117 .0 I I 5.00 I 117 .0 I 0 I 4 I 0 .25 175.0 invert Slope 111/ftl o.,~, 0 .040 0 .040 5.00 175.0 I 0 .040 I Lett-hand I Right-hand I Manning s I Depth of channel , side slope I side slope Coefficient I or pipe diam ' ' 111/ftl ! 111/ftl I 1111 1 I 0 .0 I 12 .0 0 .016 I 0 .5 Q_Q I 20.Q 0 .020 10.Q 0 .0 I 12.0 0 .016 I 0 .5 0 .0 I 20 0 0 .020 10.0 f,leak uischarge 2 -Year 100-Year fcfsl (cfsl O 4 0 0 3 51 153 O 5 6 0 2 3 00 48.0 1 0 .020 0 0 0 0 0 .013 ' 2 .0 22 42 O 6 307 0 1 1 10.00 216.0 0 .050 4.0 4.0 0 060 12 .0 22 43 O 7 307 0 1 10.00 261 .0 0 .010 4 0 4 0 0 .060 12 .0 27 137 O 8 7 0 1 10 .00 433.0 0 .030 4 0 4 .0 0 .060 12 .0 26 128 o 9 8 o 1 1 10 .00 I 571 .0 : 0 .040 4.0 4 .0 0 .060 12.0 20 97 0 10 9 0 1 10.00 I 250.0 I 0 .040 4.0 4.0 0 .060 12 .0 18 90 0 11 , 12 0 2 2 .50 I 140.0 0 .010 0 .0 0 .0 0.015 5 .0 5 -~ 0 12 13 0 1 5.00 1 431 .0 0 .030 4 0 4.0 0 .060 5 .0 5 22 0 13 10 0 1 5.00 221 .0 I 0 .030 4.0 4.0 0 060 5.0 5 22 O 14 10 0 1 10.00 I 262 .0 I 0 .020 4.0 4 .0 0 .060 12.0 12 59 o , s ---'~-..,.14-,---+-.aoc-+--c1----.s·.ooc;;---~"18"'0'".o.--·o".0"'30=--,-, --4"_0.----c4•_0,---o·.""060=-t----.s.·o'-----c2c-------1ccoc-----t 0 16 14 0 1 ! 10 00 , 298 .0 1 0 010 4 0 4.0 0 .060 12 .0 10 51 __ 0 _____ 17 _ 16 0 1 10.00 210 .0 0 .010 I 4.0 4.0 0 .060 12 .0 7 31 o ,:..;8-----'-11=----+- 1 --=0-~1 --,----'=3•_00'='""--1.--1"'3"9"'_0c---.,...:..;o"'.0~3"0---4';0a-----c-4-._o,--·-o"'.~060~-t----.s.·o'-----"'s ____ 2"'4'---t 1--o:---.--,c::9-_-_-_-_-_-_-_:..;1;;8~~~~_:-~-'o"'_-_-:_1,...-'-:._-_4~---""'.,._-_-_-:._-:..;"'o:..;.~2"'s"'_-_-_-_-__ +_-_-4;1..,.1""-.·o"'_-_-:._-_"0;"'004t':-----... '---:._-_o"":..;·""oc--~~+!---:._-:C1"'2(;.o;;~~+',..--=.-.o;.0;1""6""_-_--+rl~~~~~"'o"'.'"5"",...-_-_-_-_-:.__ ... , -·-is'---~ o I s .oo 411 .0 o .004 oo 20.0 0 .020 10.0 -o ---~ 18 o 2 3.00 100.0 , 0 .010 , oo.-----,o""."o ---.o'".0"'1"s-... l---.s"".o""""----..,1·----3-- --o----2 ~1-----1,.;c1--+--a,--~~2,------4~_00...,,... ____ 1=00=.=o-.--=o .=0=20---=o o a .a 0 .015 s .o 2 9 -0----22 23 0 2 3.00 360.0 , 0 .050 0 .0 0 0 0.015 3 .0 20 36 0 23 5 0 2 3.00 48.0 0 .020 0 .0 0 .0 0 .015 I 3 .0 20 36 o 45 46 o , 0 .2s 12s 0.001 12 o 0 .016 a .so 2 s 0 46 59 Q 2 3 .00 : 60 0 .010 0 0 Q.014 3 .00 I 9 31 a 47 60 o , 1 , 0 .2s , 1s 0 .020 12 o 0 .015 a .so , 2 8 o 48 , 60 o 1 1 0 .2s , 220 0.001 o 12 0 .016 a .so 1 s 0 50 52 I O 1 1 0 .25 270 I 0 .007 0 12 0.016 a .so 3 5 o 51 , ss o 1 0 .2s 110 , 0 .034 o 12 0 .016 a .so 3 11 o s2 53 , o , 0 .2s 200 : 0 .01s 12 , o , 0 .016 a .so s 7 0 53 55 0 1 0 .25 225 0 .012 12 0 0 .016 0 .50 7 14 o 54 ss o 1 0 .2s 440 0 .020 o 12 , 0 .016 a .so 6 8 D 55 56 O I 2 3.00 300 0 .012 D O 0 .014 3 .00 15 35 0 56 309 0 , 2 3.00 I 180 I 0 .010 0 0 I 0 .014 3 .00 15 36 0 59 309 Q 1 2 .00 ! 500 ! 0 .026 I 3 I 3 1 0 .020 2 .00 9 28 0 60 46 I O I 2 2.75 I 40 : 0 .010 0 1 0 0 .014 2 .75 8 25 0 61 60 I O 2 2.00 300 0.010 0 0 0 .014 2 .00 5 -_,,- Q 62 50 1 Q 1 0 .25 I 240 0 .017 12 0 0 .016 I 0 .50 3 8 o 63 51 1 o , 0 .2s 312 0 .010 12 o 0 .016 1 a .so s --ir- o 64 54 1 o 1 0 .2s 430 0 .010 o 12 0 .015 1 a .so 2 6 0 65 66 0 1 2 4 .00 120 0 .013 0 0 0 .014 4.00 27 80 0 66 67 I O 1 2 4.00 400 0 .013 0 0 0 .014 4 .00 28 77 0 67 68 0 2 4 00 400 0 .013 0 0 0 .014 4 .00 29 76 0 68 69 0 2 4 .00 400 0 .01 3 0 0 0 .014 4 .00 29 78 0 69 308 0 2 4 .00 360 0 .01 3 0 0 0 .014 4 .00 29 80 0 70 308 0 1 1 00 1100 0 .02 5 3 3 0 .020 2 .00 55 167 --0--71 70 0 1 1 00 600 0 .021 3 3 0 .020 2 .00 50 153 0 72 308 0 1 2.00 600 0 .020 3 3 0 .020 3.00 67 259 0 75 98 0 1 1.00 450 0 .010 3 3 0 .020 2 .00 31 106 0 76 75 0 1 1.00 450 0 .015 3 3 0 .020 2 .00 24 103 0 77 76 0 1 1.00 750 ' 0 .040 1 3 3 0 .020 2 .00 10 41 D 78 97 0 I 1 1.00 500 I 0 .010 3 3 , 0 .020 2 .00 3 14 0 79 80 0 1 0 .25 100 0 .060 I O 1 12 I 0 .016 a .so 4 14 o 80 , 97 o 1 0 .2s 100 1 o .060 , 12 o 0 .016 a .so s 14 __ 0 ____ 8_1 _ 82 0 1 2.00 600 I 0 .010 I 3 3 0 .020 3 .00 41 159 o 82 71 0 1 2.00 470 I 0 .010 i 3 ' 3 0.020 3 .00 43 172 Q 83 98 Q 1 1.00 300 1 0 .013 I 3 3 0 .020 2 .00 17 71 0 84 81 0 I 2 6 .00 150 0 .010 i O O 0 .014 6 .00 34 126 0 65 84 I O 1 2.00 950 0 .010 1 3 3 0 .020 3 .00 29 115 o 86 . ___ ----ac8Sa---tl-.o 0 a-+--a2,-----,s,,.oo=-____ 1..,.3,...o __ ..,oc;.o_,1.,.o~'~-.o,-____ o,---,.0..,.0,,,14..,.....-+--.,.s-..ooc:------ia-24.-96 0 87 86 2 5.00 40 0 .010 0 0 0 .014 5 .00 24 95 -o---ss-__ -___ 8~7--~-o ___ 2__ __ s oo 20 o 010 o o 0 .014 s .oo 22 ___ 87 o·----e§ 90 o , a .so 22s 0 .016 ,2 12 0 .016 1 -a .so 3 12 o oo 85 o 2 2.00 60 o 010 o o 0 .014 I 2 .00. 3·-----,-,---o __ -91 -___ 8~4 ___ -=-o ___ , ___ --~--11s o.o,s 12 12 0 .016 I a .so y-----~ ·-o--·--· 92 -• 84 o 1 0 .2s 425 o .o,s 12 o -----,o".0"'1"'6,-,-----,.0 -._so"'"" ____ s,_----7-- , __ o ____ 9 ,_3 ____ ""'86"'""_~• -,oc---~-,'------=o"'.2"'s ____ 1;,:soc:-_-,o"".006~:---~o-____ 1~2 ___ 0:,c·~o.;.16=---+--'---:..;o;;;.so==--____ :..;o'------'-1---1 o 94 86 1 o , 0 .2s 12s o .006 12 o a .ow a .so , o , 0 9 5 87 0 1 0 .25 400 0 .007 12 0 0 016 0 .50 2 5 o 96 87 I o 1 0 .25 125 0 .006 o 12 0 .016 o .so 1 2 O 9 7 ·16 I O 1 1 00 200 0 .010 , 3 3 0 .020 . 2 .00 7 31 0 98 ·-72 0 ! 1 2.00 1100 ; 0.023 I 3 3 1 0 .020.: 3.00 59 232 0 99 0 I O , 3 ' 213 ' 517 --o --i _Q\C ---1-o-1--~~o-T,-~2----~2-.8~0----4~0-.o---0~_~006----o~_~o---~o-.o---~o-.o-1~s -+---=2-.s-----4----12--1 ---o--101 109 I o , 2 _ ""'2'""'3~0 ____ 60-=-=-.o'=--__ o"'.-'-006~ ___ 0~.-'-o ____ "'o".o.-__ o"".""o",sa-_,__ ___ 2='._,.3 ____ ......,9,----'2'c3---1 __ Q__ 1Q2 _ 109 0 4 0 .25 250.0 0 .050 0 .0 12 0 0 .016 0 .5 2 4 103 104 --.,.10~1--"'"1~0--·r -•• --~-~---;~c::f ~o ·-.g--~gc,g.,.~~---gc:-g-2o0i gg~~ 1 1,°;;0 1 1• 108 o ·T --02 s·· _33~s_.o ___ o,....o~3~s ____ o_o ___ -_-_. 1~2_0~· ___ 0=·=0=16 _ _,__ ___ o"".-'-s _____ ,_·---~ -2 - -~------•• -500 ---335.0 0 .035 0 0 20 0 0 020 10.0 -0 ----,o s 106 o 2 --, so---,1s.o 0010 o.o ------oo o .o,s 1.5 r::= -ra -= ---r-~ ---:~--: __ ---;g~:--T,--g---~~ -.:: •• ...:-.~~r -= 2's°o00 gg: gg ---,02~-----g"'.~g.;.;~a--------0=-1'=~----_ 3 ----,1-- -----·-1 ---5.00 2so.o o.oso o.o ---ia.-o-__ ""'o'".0"2"'0 ____ -c10"'.""o _____ ~ _o ____ ice-· 103 o 2 ---,-so---· ,so.a 0 .010 a .a oo · 0 .01s 1.s 1---·---,-o - -o--=--"'"',0'"'9'-----.3""05c:---....--coa-----:a2,--_-_-_-__ _ 2 80 540.0 o .oos o o o o 0.01s 2.s !.~---=-29 - _p ____ ~~-104 I o 4 o"'.2""5'--___ 6"'5"-.o=---"o'-'.o-'-1-'-4 ---"o'-'.0 _____ 1c.:2c..o·c.... _ __;occ.o=-1'-'6'-~1.--_'-o"-."-s ____ -"o ____ __!___ s .oo 130.0 0 .014 o.o 20 o 0 .020 I 10.0 :--.Q.._-::._ _: 112 -_-___ 109=----+j_o _____ •_____ _ IITs-·--·1"'2""s ."o,--""o".004=-~--=o-'o,----c1""2".o,--......,o"'.0"1"6--+1--~o"'.si'------.,.,---·~ _ ·s oo 12s.o o .004 o o 20 o 0 .020 , 10.0 -_o ___ --,2a----=305----+,-o---2 ____ 2 eo so .a o.oos o.o o .o ___ o~_'=o-'-1s=--+---'='2 .'=8 ____ -;1 ___ .c2~1~--t -o --·-·129 --1=2~8 --i -o--2 -:_-:_· -2 30 ____ 22 .0 0 .006 o .o -o:o 0 .01s I 2 .3 5 15 ' 7l •· -·,30 --· 129 1 a 2 2 :fo ,so .a o .006 o .o --·a .a ·--0 .01s 1 2 .3 s 23 _ o -• --131 __ -:._-:._-:._-:._.;.1~3~_;_0'=.-:._-:._-:._ .. 1;~-'-o'=.-:._-:._::_-:._~4_·-_:=.... a.is ----"'"1so"~.o---co-.060=-T, --o-.o----,2.o··---.o-.0~1~s-~,c----o-.=s-----3-·-----,r- s 00 150.0 0 .060 0 .0 20 0 0 .020 I 10.0 I 1--0---__ 1 32 ·--.,.,3~,---,-.o--·-40--•• -·--.o-.·2"'s----..,.1cc,o"".oa----co"".0~2"s:---;o"'.oa------',cc2"'.oa----o"".~0'=15a---+ 1 --~o .~s'---+--I, __ i ____ 9 __ --------~-----___ 5_.QQ._ 110 .0 0 .02s a .a ___ 20.0 ___ 0~-~02~0 ______ --'10-'-.o=--~--------~ I a 133 131 --o--4 0 .25 95.o 0 .008 o .o 12 .0 0 .016 c s -·-5.00 95.0 0 .008 0 .0 20.0 I 0 .020 --• 10 0 0 ·--134-----1-3=2---o-4 0 .25 93 .0 0 .023 I 0 .0 12 .0 0 .016 • --0 5- ---·-. 5.00 93.0 0 .023 0 0 20.0 0 .020 10 0 £_ 135 __ 1_2_9 _____ Q_~-~ _ ~-0 .25 350.o I o .040 !: o .o 12 .0 o .016 _____ E:5 - 5 .00 350.0 . 0 .040 : 0 .0 20.0 I 0 .020 10 0 -o -----r:ill--~---·-o--2 3.50 130.0 I 0 .006 o .o o .o 0 .015 ·3·5-- o 131 136 o _____ 2 3 .oo 320.0 I o .047 o .o o .o 0 .015 .:_ -::-~o _ 0 138 136 0 1 2 .00 200.0 0 .047 4.0 4,0 0 .060 10.0 1 o 139 --~---_:--o___ 4 1 0 .25 100.0 1 , 0 .028 o .o 12 .0 0 .016 _o _s - s .oo 100.0 0 .028 0 .0 20 .0 0 .020 10 0 0 140 137 ·-o--141 ___ _]_4_0_ 6 _o _ 2.00 3o.o I o .006 o .o o .o 0 .015 --• 2-0 0 .25 200.0 • 0 .040 0 .0 12 0 0.016 ---0 5 5 .00 200.0 I 0 .040 0 .0 12 o 0 .016 --0 5 b 142 140 --o-. -4 0 .25 180.0 0 .010 o .o 12 .0 0 .016 -o s ---~---~~------5.00 180.0 , 0 .010 0 .0 20.0 0 .020 ,o-:o o 143 140 ___ -.=_£ _: 1 : 2 .00 200 I o .006 4 4 o .060 -=1000_· o 144 140 o 2 2 .00 320.0 I o .006 o .o o .o 0 .015 2 .0 --o --145 144 -::.:: .=-:::o---: 4 0 .25 210.0 ; 0.026 o o 12 .0 0 .016 .:--~o::s o 146 144 ----o -2 ~:gg 2 :.0° I g:~ g-g 2 ~0° gg~~ ~0 0° o 141 146 ---~---=-=~-0 .25 128.0 I 0 .053 o .o --· 12 .0 0 .016 ·Q2 __ 5 .00 128.0 0 .053 0 .0 20.0 0 .020 10 0 0 _____ 148 ___ 147 • -.. 0 .. --4 0 .25 150.0 I 0 .006 o .o 12 .0 o 016 --o s . ---_=.....--::::.:::_-:-_ 5 .oo 150.o I o.006 ~---20 .0 ~--,oo O 149 150 0 4 0 .25 175.0 0 .006 0 .0 12 .0 0 .016 0 5 ·-----------·-----... 5.00 175.0 I o .006 o:o--20.0 0 .020 100 if --,SC)--14r-• 0 --.. 4 0 .25 158.0 I 0 .017 6:0-.. 12.0 0.016 0 5 .__:_=-·---------~-:--=-~=----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 6 -~-=:=? 1--__ 3 __ _ 16 23 15 19 1 7 2 7 16 16 4 17 10 10 16 13 8 15 6 24 I 10 __ 2 _____ 8 __ 14 ---------------5.oo 160.0 0 .012 o .o 20 .0 0 .020 ·,co ---1 __ Q 152 146 ------~-=-=--=-4 j 0 .25 258.0 0 .010 1 0 .0 12 .0 0 .016 Q;"S ·-1 4 5.00 258.0 0 .010 0 .0 20.0 0 .020 10.0 --o-·-153 146 b--. 1 2 .00 200.0 I 0.005 4.0 4.0 0 .060 10:0 ---1 7 o 301 w ·---,-________________ _ ___________ -----1 2 O 302 390 ----,--------------------------------1 1 ·o 303 394 ---,------'------------'-----• --· • -1 2 -o -·--304 100 4 -------6 9 0 305 398 1 -----------~------·------'------1 2 0 3~ 22 1 -----------------------------20 36 -0 ---~-----4 ---,------------· ----43 140 0 308 99 1 ----------146 446 0 -309 65 1 __________ _., ______ ----_______ 27 82 _-=__g__-:::· ~--391 --o --_: __ f 1.5 90 i 0 .01 o -· o 0 .014 _---·=::,-s _ 1 2 -%---·--;:~ ----;:; --g---· ~ 1 0 1 5 ~;g I gg~~ 1 3 2 1 3 2 ~0°1 2 6 ·-efs : ;~ -·a ·-·382'" ___ °J84 ____ o ___ , 0 .25 300 0 .033 o--· 12 0 .016 --05 6 11 o 383 -_:i84 ___ o -• -1 0 .25 160 0 .01 12 o 0 .016 -o·s -· 1 5 a ----384-___ :38tl ___ o ___ ·-2 3 .5 50 , 0 .01 o o 0014 -5s 10 30 -_g_=-_:7as ___ 386 __ .:_ :9_ 1 0 .25 330 1 0 .02 o 12 0.016 ---~5:~: 4 8 o 386 301 o 2 3.5 . 190 0 .01 o o 0 .014 3 5 13 37 --o-----~---379 _____ 0__ 2 1.5 50 . 0 .01 o o 0 .014 -1.s 1 2 ---r --·-;:---~---r --~ ~:; ~~ 1 g-g; g g gg;: ; ;---; ~ 1 o 391 395 --o -2 2 380 I 0 .01 o o 0 .014 • -2 -2 3 _ _ o _____ ~ ----303--0 · -• 2 1.5 80 0 .034 o o 0 .014 1 s 3 12 0---393 303 0 2 1.5 20 0 .03 0 0 0 014 1.5 2 6 0 394 395 0 2 1.5 90 I 0 .01 0 0 0 .014 1.5 1 j 2 O 395 399 0 2 2 560 0 .03 0 0 1 0 .014 2 3 I 5 0 396 397 0 1 -]-· 0 25 250 0 02 12 0 I 0.016 0 5 2 I 8 o 391 30s o 2 , 1.5 10 0 .02 1 o o , 0 .014 1 5 3 1 12 -o 398 399 o 2 1.s 50 0 .01 , o o 0 .014 1 1.s , 1 1 2 -0 -399 0 0 3 I 17 I 79 o 401 • 308 o 1 , , : 26 1 134 0 402 399 ·-0 1 • • 13 I 73 Northwest Outlet J K I conveyance t ~onneeling '"'u~' Type 01 I C hainnel Length Of I invert I urt-hand I K1gnt-nana I Mannmg I I uepth of ch.a nne1 Pu k Dil c har;• EM ment ! Con veyance Element ' bottom width ' Element Slope aide slope aide alope CoefficM'nt or pipe diam , 2-Yeu 100-Yeu Element I or oioa diam. fft) fltl IMO fltlltl IMO , 1111 fcf ol lcfol u 381 .. , u 1 ' u., '"" 0.0 13 • 12 I 12 I 0 .016 I 0.5 ' 4.u 1-4 .0 0 I 382 I 384 0 1 0.25 JOO 0.033 0 I 12 ; 0.01 6 I 0.5 6.0 11 .0 0 ' 383 384 0 1 0.25 160 0.01 12 I 0 i 0 .01 6 I 0.5 1.0 5.0 0 ' 380 384 0 1 1 250 0.026 3 I 3 ' 0.02 ' 2 4 .0 16.0 I 384 386 0 2 35 ---50 0.01 0 I 0 I 0.0 14 3.5 --10.0 30 .0 0 i ' 0 I 385 386 0 1 0.25 330 0.02 0 12 I 0 .0 16 0.5 4 .0 8.0 0 I 386 301 0 2 3 5 190 0.0 1 0 0 i 0.014 I 3.5 13.0 37.0 -0 301 387 1 I 1.0 2.0 0 ' 387 379 0 2 1.5 50 0.01 0 0 ! 0.014 ' 1.5 1.0 2.0 0 379 ' 39 1 0 2 I 1 5 90 0.01 0 I 0 I 0 .014 I 1.5 ' 1.0 2.0 0 389 379 0 2 1 5 : 250 0.0 1 0 I 0 I 0 .014 I 1.5 1.0 ·-3.0 0 302 390 1 ' I I ; I 1.0 ' 1.0 -0 390 : 391 ' 0 2 1 5 20 0.0 1 0 I 0 ' 0.0 14 ! 1.5 1.0 I 1.0 _o~·-391 395 0 2 2 • ' 380 0.01 0 I 0 I 0.0 14 I 2 2.0 3.0 0 392 303 -0 2 1.5 --80 0.034 0 I 0 0.014 I 1.5 3.0 12 .0 -0 I 393 303 0 2 1 5 20 0.03 0 0 0 .01 4 ' 1.5 2.0 ' 6.0 0 303 39• 1 1.0 2.0 0 394 395 o · 2 1 5-90 0.0 1 0 0 0.014 i 1 5 1.0 2.0 -0 395 399 0 2 2 560 0.03 0 0 ' 0.01 4 I 2 3.0 ' 5.0 0 396 397 0 1 o 25 250 0.02 : 12 I 0 I 0.016 I 0.5 2.0 8.0 0 397 -305--0 2 1 5 70 0.02 0 0 0.0 14 I 1.5 3.0 ' 12 .0 --0 305 398 1 ' I I 1.0 2.0 0 398 399 0 2 1-5 --50 0.0 1 0 I 0 0.01 4 I 1.5 1.0 2.0 0 399 0 0 3 I I 17.0 79.0 North Centra l Outl et JK Conveya nce I connecting ! Nu.., lype Of ...,, .. nrMu I ungth of I Invert , Left-hand t Right-ha nd I Manning a I Depth Of cha nnel ..,Hk u 1acNlrv• Ele ment Conveyance Ele ment bottom width j Eternent I Slope 1 aide slope t side slope I CoetficM'nt or pipe diam • 2-Yaa r 100-Yeu Element or .;.,. d;am. lltl lltl I lftlltl lltlftl (ftllt l I !ltl lcfsl lcfsl 0 100 I 1u 1 0 2 2.00 40.0 u .-U.U U.U U.U1 > I , .• 4.0 1.i:.u 0 10 1 109 0 2 2.30 ' 60.0 , 0.006 0.0 0.0 0.015 ! 2.3 9.0 23.0 0 102 109 ' 0 4 0.25 I 250.0 0.050 0.0 12 .0 I 0.016 0.5 2 0 4.0 5.00 250.0 I 0.050 0.0 20.0 0.020 I 10.0 0 103 I 101 : 0 .. 2 1.50 i 130 .0 0 .050 , 0.0 0 .0 i 0 .015 I 1.5 7.0 14 .0 0 104 108 0 4 0.25 ' 335 .0 . 0.035 0.0 12 .0 0 .01 6 I 0 .5 1.0 2.0 5.00 335 .0 0.035 0.0 20.0 0.020 10.0 ... 0 105 106 0 2 1.50 175.0 I 0.010 0.0 0.0 0.015 ' 1.5 2.0 7.0 0 106 I 108 0 2 1.50 40.0 I 0.0 10 0 0 0 .0 0.015 1.5 4 0 10.0 0 • 107 108 0 4 0 .25 I 250.0 0.050 0.0 12.0 0 .016 I 0 .5 3.0 11.0 ' 5.00 250.0 '0.050 0.0 I 20.0 0 .020 10.0 --0 108 103 ' 0 2 1.50 150.0 , 0.010 0.0 0.0 0 .0 15 1.5 7.0 10.0 0 109 306 i 0 2 2.80 540.0 0.005 . 00 I 0.0 0.015 2.8 12 .0 29.0 0 I 11 1 104 0 .. 4 0.25 • 65.0 I 0.0 14 0.0 I 12.0 0.016 0.5 .. 0.0 1.0 . •· -5.00 130.0 I 0.014 0.0 I 20.0 0 .020 10.0 0 112 109 I 0 4 0.25 125.0 I 0.004 0.0 ' 12 .0 I 0 .0 16 0 .5 1.0 3.0 -5.00 125.0 0.004 00 I 20.0 0.020 I 10.0 .. ·----0 128 306 0 2 2.80 60 .0 0.006 0 .0 0 0 0.015 i 2 .8 7.0 27.0 0 129 128 0 ---2 2.30 22 .0 0.006 0.0 0.0 0.015 I 2.3 . 5.0 15.0 I 0 130 129 0 -2 2.30 150.0 0 .006 0.0 0.0 I 0 .015 I 2.3 --50 23.0 0 13 1 130 0 4 0.25 150.0 0.060 0.0 I 12.0 0.01 6 I 0 .5 ____ 3 0 15.0 I 5.00 150.0 0.060 00 20.0 I 0.020 ' 10.0 0 132 13 1 0 4 0.25 110.0 . 0.025 00 I 12 .0 I 0.01 6 I 0 .5 2.Q 9 .0 . I 5.00 110.0 0.025 0.0 20.0 I 0.020 10 .0 0 133 I 13 1 0 . 4 0.25 I 95 .0 , 0.008 0.0 12 .0 I 0 .0 16 0.5 1.0 --~ -. 5.00 ' 95.0 '0.008 I 0.0 20 .0 I 0.020 10.0 0 134 I 132 0 4 0.25 93.0 I 0.023 0.0 12 .0 ' 0.0 16 0.5 1.0 7.0 I 5.00 ' 93.0 I 0.023 0.0 I 20.0 I 0 .020 10.0 0 135 129 0 --. 0.25 I 350 .0 I 0.040 0 0 I 12.0 0.016 0.5 10 3.0 5.00 350.0 I 0.040 0.0 20.0 I 0.020 10.0 0 136 I 306 0 2 3.50 I 130.0 0.006 0.0 i 0.0 I 0.015 3.5 16.0 23.0 . -· 0 137 136 0 2 3.00 320.0 ! 0.04 7 0.0 I 0.0 ! 0.015 3.0 15.0 19.0 0 138 I 136 0 1 2.00 200.0 0.04 7 4.0 4.0 0 .060 10.0 1.0 7.0 0 139 14 1 0 4 0.25 100.0 0.028 0.0 12.0 0 .016 0 .5 2.0 7.0 5.00 100.0 ; 0.028 0.0 ' 20.0 0.020 10 .0 0 140 137 0 -2 2.00 30.0 , 0.006 0.0 0 .0 0 .0 15 2.0 16.0 16 .0 0 14 1 140 0 4 0.25 I 200.0 0.040 0.0 12 .0 0 .0 16 0.5 4.0 17 .0 5.00 200.0 ; 0.040 0.0 I 12.0 0.0 16 0.5 0 14 2 140 0 ----,--0.25 180.0 • 0.0 10 0.0 12 .0 0.016 I 0.5 1 0 3.0 -· 5.00 180.0 0.0 10 0.0 20.0 0.020 I 10.0 -0 14 3 140 0 I 2.00 200 0.006 4 4 0.060 10.00 1.0 10.0 -.. 0 144 140 0 2 2.00 320.0 0.006 0.0 0.0 0015 2.0 10.0 16 .0 0 145 144 0 -4 0.25 270.0 0.026 0.0 12 .0 0.016 0.5 ·3-0--·~ ' 5.00 270.0 0.026 0.0 20.0 0 .020 10.0 . 0 146 144 0 y 2.00 30.0 0.005 ' 0.0 0 .0 0.015 2.0 8-.o--'75.o"' 0 147 146 0 4 0.25 128.0 0 .053 0.0 12.0 0.0 16 ' 0.5 ~.o· 24.0 5.00 128 .0 0.053 0.0 20.0 ' 0.020 I 10.0 0 148 I 147 0 ··4 0.25 150.0 0.006 0.0 12.0 0 .016 0.5 -2 0 10.0 I 5.00 150.0 0 .006 , 0.0 20.0 0.020 10.0 0 149 150 0 • 0.25 : 175.0 I 0.006 • 0.0 12 .0 ' 0.0 16 0 .5 2.0 8.0 5.00 ' 175.0 I 0.006 0.0 I 20.0 0.020 10.0 0 150 14 7 0 4 0.25 I 158 .0 I Q.017 , 0.0 12 .0 I 0 .0 16 0 .5 3.0 14.0 5.00 I 158.0 I 0.017 0.0 I 20.0 I 0 .020 10.0 I 0 15 1 150 I 0 4 0.25 160.0 I 0.0 12 I 0.0 I 12.0 I 0 .016 0.5 2.0 7.0 5.00 160.0 1 0.0 12 I 0.0 20.0 I 0.020 10.0 ' 0 152 146 I 0 -4 0.25 258.0 I 0.010 0.0 12.0 I 0.0 16 0.5 1.0 I 4.0 I : 5.00 258.0 I 0.010 1 0.0 20.0 I 0.020 10.0 I 0 153 146 0 1 2.00 200.0 I 0.005 4.0 4.0 I 0.060 10.0 1.0 7.0 0 304 I 100 4 -. 6.0 I 9.0 0 306 22 1 20.0 36 .0 Northeast Outlet JK I conveyance : connecting "'ur I ype o, i.,nannel I Length or I 1nwn L•fl~and I R i ght-hand I Manning ·• Depth of channel ~••• u1acnarge I Element : Conveyance Element bottom width I Element I Slope I side slope aide elope ! Coefflctl!nt or pipe diam. 2-YHr 100-Year Elemenl or oi,,_ diam. flt) (Ill (ft/fl) I (ftlfll (ftlfll I (Ill lc:hl lc:fsl u I 1 2 0 4 0.2> I 11 t .U I U.U4U ' U.U 1L.U U.Ulb U.> 1.0 2.0 5.00 1 117.0 I 0.lkO ; 0 0 20.0 0.020 10.0 O 2 5 0 4 0.25 I 175 .0 I O.lkO O O 12.0 0 .016 0.5 1.0 4.0 -· 5.00 I 175.0 0 lkO 00 ··--20.0 0 .020 10.0 o 1 4 _o ___ o__ 3 ·--· -----,-~51-.0--+-1~53-_o--1 0 5 _____ 6 __ -"I" 2 3.00 48.0 10.020 -o.l[ --0.0 0.013 2.0 22 .0 42 .0 0 6 307 0 1 10.00 216.0 0.050 4 0 4.0 0.060 12 .0 22 .0 43.0 o 1 --~1 -==o • 1 10.00 261.0 / 0 .010 4J __ ~--.:o-o.060 12 .0 21.0 u1 .o o 8 7 o 1 10.00 433.0 0.030 4 O 4.0 0.060 12 O I 26.0 128.0 0 9 8 -0 1 10.00 571 .0 , 1 O.lkO 40 ~_---4.0 0.060 -• 12 .0 20.0 97 .0 0 10 9 0 1 10.00 ! 250.0 O.lkO 4.0 4.0 0.060 12 .0 18.0 90.0 0 11 ·-12 ·----0--2 2.50 140.0 10.010 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 o 14 --·1o --c> --1 10.00 262 .0 I 0 .020 4~0--4.o o.060 12 .0 12 .0 59.o 0 15 14 0 1 5.00 180.0 I 0.030 4.0 4.0 0.060 5.0 2.0 10.0 o 16 1• ··--·o 1 10 oo 298 .o I 0.010 ,o-4.o o.060 -12 .0 10.0 51.0 o 17 --16 --·-o-1 10.00 210.0 I 0010 ·-.:-o -4.o 0.060 --12 .0 1.0 I 31 .0 o 15 11 ··-o -·-1 3.oo 739 .0 , o.o3o ·-4~o"' 4.o 0.060 ·-· ·5 o 5.o 24 .o 0 . 19 -18 -----0--4 0.25 411.0 I O.Olk --0.0 --• 12 .0 0 .016 0 .5 5.0 1 24.0 0 ---· --------5.00 411 .0 I O.Olk ·o O --· 20.0 0.020 ---·,o .O : 0 20 18 0 2 3.00 100.0 • 0.010 0 .0 -----0.0 0015 ·----5.0 1.0 I 3.0 o 21 --77· o 2 4.00 100.0 I 0.020 7 fo o.o 0.015 5.o 2.0 9.o o 22 -23 ____ 0 _ 2 3.oo 360.o 0.050 o o -o o 0.015 3.o , 20.0 36.o 0 23 5 0 .. 2 3.00 48.0 0 .020 0.0 0 0 0.015 3.0 20.0 36.0 0 307 4 1 I 43 0 I 140.0 JK I t;onwyance 1 {..;onneeting I NUt' Element I Conveyance 1 Ele ment oypeof Element South Outlet Channel I Length ot ! Invert Lett-hand I KJght-hana l Manning'• l uepth of channel I t"Uk u ischarge bottom width I Element ,1 Slope , aide slope aide slope Coefficient l or pipe diam 2-Yur 100-Yeu or pipe d i•m . fftl fftl fftlltl I fftlftl fft/111 : lftl lcfsl fcfs} o 52 :,J u 1 u . ...:::, u.ul:, 1.t O O.ulo 0 .50 1 :,_u ,.u O 53 55 O 1 0.25 225 0.012 12 I O 0.016 0.50 I 7.0 14 .0 O , 64 5' 0 1 0 .25 2 15 0.0 10 0 , 12 0.016 , 0 .50 2.0 6 .0 o 63 -----~61----o-~·~:::-:::-1;:::-~_-___ o='.='25.--~-.,,3::12.-_='o."0"10..,.. __ 1-ic2--1•-_,o.---+--.o"".0"'1,.,6 ____ "0".50-c-__ .,_, _ _,5_,.o ___ 6='.='o __ 1 O I 61 60 0 2 2.00 ' 300 , 0 .010 0 I O 0.014 ; 2.00 I 5.0 7.0 O 45 46 0 1 0.25 125 I 0.007 12 I O 0.016 0.50 I 2 .0 5.0 O 1 46 59 0 2 3.00 60 I 0.010 0 I O 0 .014 3.00 I 9.0 31.0 O I 47 60 0 1 0.25 75 I 0.020 , 12 0 0 .016 0.50 I 2.0 8.0 0 50 52 0 1 0.25 270 I 0.007 1 0 12 I 0.01 6 0.50 3.0 5.0 o 59 309 o 1 2.00 500 0 .026 3 3 I 0.020 2 oo 9.0 28.0 0 309 65 1 27.0 82 .0 o 65 _86 ____ 0 ___ 2 ______ 4 __ 00~----1~2=0--,-o-.0~1=3 ---o--~1--o=----:-,-=o.=0~14-----4-.00~--~-2=1.=o---8=0-.o=--• g ' ~ _,:;.,;.----.,,g--~~----... :c.,.gg...-----,: .. ggca--.g,.,:g~:s-;--.ag.---+-1, --g.---1:-,,g:-,:;g.,.::.-----... :c-;.gga..----,'--ac~":."g-,,-; .. ~cc:g.---1 g , !! -36::;;:,-8 --~g'-----~~====----:""gg~----~"'oo~-;...;g"'g'"':-=;--...;g;......-.,.1, --=g--1:c.-.,,gc;gc-'::-~---:'-'gg=='----, .... ' ~~-=!"g---=-~~=':='g -1 i ...;~;......--.,.;~=------.3=7g"'8---,g;......--:---•-....,c: :~---"'1""~'--00_.........,· g,..:o::0~;.,;-, --,~:c------,;---.a~--+-1 -.gcc:g"~"g-~--2='2 "gg.----~• -f~5:g,.---:-'-!='~:~g ........ 0 308 99 1 I ! 146 .0 446 .0 0 , 88 87 0 2 5.00 20 I 0.010 0 0 0.0 14 5.00 : 22 .0 I 87.0 0 87 86 0 2 5.00 40 , 0.010 , 0 0 0 .014 5.00 24.0 95.0 0 94 86 0 1 0.25 125 0 .006 12 I O 0.016 0 .50 1 0 .0 1.0 O , 93 86 0 1 0.25 150 I 0.006 I O I 12 0.01 6 0 .50 I 0 .0 1.0 o 86 85 o 2 5.oo 130 0.010 o I o o.014 5.00 24.0 96 .o 0 1 92 84 0 1 0.25 425 I 0.01 5 ! 12 0 0.01 6 0.50 , 5.0 I 7.0 0 I 91 84 0 1 0 .50 175 0.0 15 , 12 , 12 I 0.01 6 0.50 2.0 10.0 1-'g-,--~=~---· ----:=;---~g ---:-----,-~-=-~=5----:=:=--,,•=g=:~-,-10~:--~--,l'--~-----g=:=g~=~----=~-::~---t:-=;-:g--~l:_:-:-:g-~ 0 97 76 0 1 1.00 200 • 0.0 10 3 3 i 0.020 2.00 I 7.0 I 31 .0 0 77 76 0 1 1.00 750 0.040 3 I 3 I 0.020 2.00 I 10.0 I 41 .0 o 76 1·-i-5---='o --""71----·01"_00.-----.4-.50.--, "-'o•.0"15.---,.3--11-1-3.--•1 -o='."'02'"'0.------;;2".ooca----,---.-24""_0.--'----,-1"'03-'"'_o=---I ,~g---~=!----------;~~.----.g;......---:-----2='l ='gg.----1=41"'~~-'-1 g=' • .,.g~ci~c-+; --;.--+---cc~--'-...;g"'g,,~~g-----'~"'gg=='---+; ~~c:!'ag-... 1-~"~"2"g-1 -o---~--·-"'9"5,---.,,o-----,-1------,1·.oo..--,-----,3"'00..--·o,.,_0~1'"3 ---=3c--rj --3=----,,-.0.·02"'0.-----c.,2"'.ooa..---~......,1-a-1_"0-~,-1"'1'".o.---1 o 12 308 o 1 2.00 600 : 0.020 • 3 I 3 0.020 3.00 67 .o 259.o 0 99 0 0 3 I I I 213 .0 517.0 J l Conveyance Element 4 \ 402 Connecting Conveyance Element 399 N ype of Ele ment hannel bottom width Offsite • Length o ' Element ft Invert t Left--han I ig t..hand I anmng'1, • l Slope I side slope aide slope Coefficient ft/ft ft/ft ft/It pth o channe or pipe diam ft .. 2-Year Provinctetowne 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 10.0 1 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 1 201 397 280 0.54 45 .03 0 .016 .2 5 .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 20 .010 .016 .25 .10 .30 .51 .50 .0018 1 204 305 170 0.31 20 .060 .016 .25 .10 .30 .51 .50 .0018 1 205 107 850 1.16 80 .050 .016 .25 .10 .30 .5 1 .50 .0018 1 206 396 330 1.02 60 .020 .016 .25 .10 . 30 .51 .50 .0018 1 207 103 100 0.20 60 .010 .016 .25 .10 .30 .51 .so .0018 1 208 111 140 0.07 96 .010 .016 .25 .10 .30 .51 .50 .0018 1 209 393 210 0.68 65 .020 .016 .25 .10 . 30 .51 .so .0018 1 210 303 270 0.89 45 .020 .016 .25 .10 .30 .51 .so .0018 1 211 105 140 1.03 60 .020 .016 .2 5 .10 .30 .51 .50 .0 018 1 212 102 500 0.46 96 .050 .016 .25 .10 . 30 .51 .50 .0018 1 213 106 460 0.74 60 .017 .016 .25 .10 .30 .51 .50 .0018 1 214 302 270 0.88 45 .020 .016 .25 .10 . 30 .51 .so .0018 1 215 392 330 1. 54 60 .020 .016 .25 .10 .30 .51 .50 .0018 1 216 104 740 0.17 85 .020 .016 .25 .10 .30 .51 .50 . 0018 1 217 389 80 0.40 65 .020 .016 .25 .10 .30 .51 .50 .0018 1 218 301 650 9.40 45 .050 .016 .25 .10 .30 .51 .so .0018 1 219 385 1150 1.28 90 .03 0 .016 .25 .10 .30 .51 .50 .0018 1 220 110 330 2 .13 45 .061 .016 .25 .10 .30 .51 .so . 0018 1 221 306 300 2 .98 45 .061 .016 .25 .10 .30 .51 .50 .0018 1 222 112 290 0 .33 96 .020 .016 .25 .10 .30 .51 .50 . 0018 1 223 306 420 0.46 96 .020 .016 .25 .10 . 30 .51 .50 . 0018 1 224 306 360 0.35 96 .020 .016 .25 .10 . 30 .51 .50 .0018 1 225 128 530 0.41 96 .040 . 016 .25 .10 .30 .51 .5 0 .0 018 1 226 132 250 0.23 96 .02 5 .016 .25 .10 .30 .51 .50 .0018 1 227 133 460 0.75 50 .020 .016 .2 5 .10 . 30 .51 .50 .0018 1 228 130 240 0.71 45 .020 .016 .25 .10 .30 .51 .50 .0 018 1 229 138 320 0.99 45 .020 .016 .25 .10 .30 .51 .50 .0018 1 230 134 500 0.88 45 .020 .016 .25 .10 .30 .51 .so .0018 1 231 139 250 0.99 50 .020 .016 .2 5 .1 0 . 30 .51 .50 .0018 1 232 135 380 0.28 96 .020 .016 .25 .10 . 30 .51 .so .0018 1 233 137 170 0 .09 96 .040 .016 .25 .10 .30 .51 .50 .0018 1 234 143 310 0.89 45 .020 .016 .25 .10 .30 .51 .50 . 0018 1 235 141 400 1. 39 45 .020 .016 .25 .10 .30 .51 .so .0018 1 236 145 410 1. 82 50 .020 .016 .25 .10 .30 .51 .50 .0018 1 237 151 320 0.83 60 .020 .016 .25 .10 .30 .51 .50 . 0018 1 238 149 270 1.13 60 .010 .016 .25 .10 .30 .51 .50 . 0018 1 239 148 850 1.38 50 .010 .016 .25 .10 .30 .51 .50 . 0018 1 240 153 330 1.15 45 .020 .016 .25 .10 .30 .51 .50 .0018 1· Manhard Consulting 9/5/00 100 Year Fully Developed Provincetowne Amend #2 ODP Page #1 File: l00Yearinput.wpd I 382 381 380 94 96 88 720 0.87 520 3.41 500 2.89 160 0.16 250 0.18 300 9.48 85 1100 5.07 95 820 0.73 85 .030 45 .012 40 .020 96 .006 96 .006 45 .020 45 .010 96 . 007 .01 6 .25 .01 6 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .01 6 .25 .10 .10 .10 .10 .10 .10 .10 .10 .30 . 30 .30 .30 . 30 . 30 .30 .30 .51 .51 .51 .51 .51 .51 .51 .51 .so .50 .50 .50 .so .50 .so .50 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 1 241 1 242 1 243 1 244 1 245 1 246 1 247 1 248 1 249 1 250 1 251 1 252 1 253 1 254 1 255 1 256 1 257 1 258 1 259 93 310 0.14 96 .006 .016 .25 .10 .30 .51 .so .0018 89 450 2.02 45 .015 .016 .25 .10 .30 .51 .so .0018 91 350 2.03 92 850 1.47 79 500 5.79 162 500 0.39 62 480 1. 45 63 660 4.20 64 200 1.30 48 215 0.82 47 200 1.42 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 1 275 1 276 1 277 1 278 1 279 1 280 45 54 53 52 51 21 309 71 81 82 98 70 72 83 75 78 77 78 83 19 11 1 281 16 1 282 15 1 283 10 1 284 9 1 285 8 1 286 7 1 287 1 1 288 2 1 289 5 1 290 307 1 291 307 1 292 307 1 295 304 1 296 142 1 297 20 1 298 383 650 0.71 900 3.98 340 1.16 390 2.08 520 2.25 90 1.73 340 3.64 550 9.28 650 7.59 300 2.55 61010.38 400 9.74 520 9.90 63010 .70 440 6.06 480 2.48 540 9.35 550 7.97 340 5.89 130 8.00 112 7.34 100 8.20 27 5.20 110 4.40 94 3.80 21513. 80 180 3.33 30 0.22 30 0.23 19 5.22 45 1.08 220 7.00 so 2 .55 200 1. 27 360 0.33 25 0.33 330 0.69 Manhard Consulting 45 .007 80 .015 20 .0 20 96 .006 80 .0 20 45 .020 45 .020 45 .0 20 45 .0 20 85 .007 45 .020 45 .020 45 .0 20 45 .020 85 .004 45 .025 45 .020 45 .020 45 .020 45 .0 20 45 .0 20 45 .020 45 .020 45 .020 45 .0 20 45 .020 45 .020 45 .020 45 . 020 45 .020 45 .020 45 .020 35 . 020 45 .020 45 .020 35 .100 96 .040 96 .020 26 . 060 96 . 050 90 .020 96 .012 60 .020 96 .02 0 96 . 015 so .015 .·016 .25 .016 .25 .016 .2 5 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .2 5 .016 .2 5 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .25 .016 .2 5 .016 .2 5 .016 .25 .016 .25 .016 .25 .016 .25 .01 6 .25 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .1 0 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 .10 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00Yearinput.wpd .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 . 30 . 30 . 30 . 30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 .30 . 30 . 30 .30 .30 .30 .30 .30 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .so .50 .50 .50 .50 .50 .so .50 .50 .50 .so .so .so .50 .so .50 .50 .50 .50 .50 .so .50 .50 .50 .so .50 .50 .50 .so .so .so .50 .50 .50 .so .so .so .so .so .50 .50 .so .50 .50 .so .50 .0018 .0018 .0018 . 0018 .0018 .0018 .0018 .0 018 .0018 .0018 .0018 .0018 .0018 .0018 .0 018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 .00 18 .0018 .0018 .0018 . 0018 . 0018 . 0018 . 0018 .0018 .0018 .0018 .0018 .0018 .0018 .0018 9/5/00 Page #2 -- r ... ,. ··, 1 299 152 520 0.45 96 .020 .016 .2 5 .10 .30 1 401 401 43086.2 34 .016 .01 6 .25 .1 0 .30 1 402 402 196922.6 38 .020 .016 .25 .10 . 30 1 403 403 360 5.24 45 .020 .016 .25 .10 .30 1 404 404 220 5.09 45 .020 .016 .2 5 .10 .30 1 405 160 360 5.34 45 .020 .016 .25 .10 .30 1 406 88 260 5.19 45 .020 .016 .25 .10 .3 0 0 0 0 1 2 0 4 0.25 234 . 0.040 0.0 5.00 234. 0 .040 0.0 0 2 5 0 4 0.25 175. 0 .040 0 .0 5.00 175. 0 .040 0.0 0 4 0 0 3 1. 0 5 6 0 2 3.00 48. 0.020 0.0 0 6 307 0 1 10.00 216. 0.050 4.0 0 7 307 0 1 10.00 261. 0 .010 4.0 0 8 7 0 1 10.00 433. 0.030 4.0 0 9 8 0 1 10.00 571. 0.040 4.0 0 10 9 0 1 10.00 250. 0.040 4.0 0 11 12 0 2 2.50 140. 0.010 0 .0 0 12 13 0 1 5.00 431. 0.030 4.0 0 13 10 0 1 5.00 221. 0.030 4.0 0 14 10 0 1 10.00 262. 0.020 4.0 0 15 14 0 1 5.00 180. 0 .030 4 .0 0 16 14 0 1 10.00 298. 0.010 4.0 0 17 16 0 1 10.00 210. 0 .010 4.0 0 18 17 0 1 3.00 739. 0.030 4.0 0 19 18 0 4 0.25 411. 0.004 0.0 0 5.00 411. 0.004 0.0 0 20 18 0 2 3.00 100. 0.010 0.0 0 21 17 0 2 4.00 100. 0.020 0.0 0 22 23 0 2 3.00 360. 0.050 0.0 0 23 5 0 2 3.00 48. 0.020 0.0 0 45 46 0 1 0.25 250. 0.007 12.0 0 46 59 0 2 3.00 60. 0.010 0.0 0 47 60 0 1 0.25 150. 0 .020 12.0 0 48 60 0 1 0.25 220. 0 .007 0.0 0 50 52 0 1 0.25 270. 0 .007 0.0 0 51 55 0 1 0 .25 530 . 0.034 0.0 0 52 53 0 1 0.25 400. 0.015 12.0 54 53 55 5 3 0 . 0. 5 .0 0 .0 15.0 20.0 5 .0 0 54 55 0 1 0 .2 5 880. 0.020 0.0 0 55 56 0 2 3.00 510. 0 .012 0.0 0 56 309 0 2 3.00 180. 0 .010 0.0 0 59 309 0 1 2.00 500. 0 .026 3.0 0 60 46 0 2 2.75 40 . 0 .010 0.0 0 61 60 0 2 2.00 300 . 0.010 0 .0 0 62 50 0 1 0.25 480 . 0.017 12 .0 0 63 61 0 1 0.25 625 . 0.010 12.0 0 64 54 0 1 0.25 430 . 0.010 0 .0 0 65 66 0 2 4.00 200. 0 .013 0 .0 0 66 67 0 2 4 .0 0 400. 0.013 0.0 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00Yearinput .wpd .51 .50 . 0018 .51 .50 .0018 .51 .50 .0018 .51 .50 .0018 .5 1 .50 .0018 .51 .so .0018 .51 .so .0018 12.0 0.016 20.0 0.020 12.0 0.016 20.0 0.020 0.0 0.013 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 0.0 0.015 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 4.0 0.060 12.0 0.016 20.0 0 .020 0.0 0.015 0.0 0.015 0.0 0.015 0.0 0.015 0.0 0.016 0.0 0.014 0.0 0.016 12 .0 0.016 12.0 0 .016 12 .0 0.016 0.0 0.016 0.0 17 .0 12.0 0.016 0.0 0.014 0.0 0.014 3.0 0.020 0.0 0 .014 0.0 0.014 0.0 0 .016 0.0 0.016 12.0 0.016 0.0 0.014 0 .0 0.014 0.5 10.0 0.5 10.0 2.0 12.0 12.0 12.0 12.0 12.0 5.0 5.0 5.0 12 .0 5.0 12.0 12.0 5.0 0.5 10 .0 5.0 5.0 3.0 3 .0 0 .5 3.0 0.5 0.5 0 .5 0.5 0.5 0.5 3.0 3 .0 2.0 2.8 2.0 0 .5 0.5 0.5 4.0 4.0 2.0 9/5/00 Page #3 ,-- ,, r ,. 0 67 68 0 2 4.00 400 . 0 .013 0.0 0 68 69 0 2 4.00 400. 0.013 0.0 0 69 308 0 2 4.00 360. 0.013 0.0 0 70 308 0 1 1.00 1100. 0.025 3 .0 0 71 70 0 1 1.00 600. 0.021 3 .0 0 72 308 0 1 2 .00 600. 0.020 3.0 0 75 98 0 1 1.00 450 . 0.010 3.0 0 76 80 0 1 2.00 450 . 0.015 3.0 0 77 162 0 1 1.00 750. 0.040 3.0 0 78 97 0 1 1.00 500. 0.010 3.0 0 79 162 0 1 0.25 500. 0.060 0 .0 0 80 98 0 2 4 .00 100. 0.010 0.0 0 81 82 0 1 2.00 600 . 0.010 3.0 0 82 76 0 1 2.00 470 . 0.010 3 .0 0 83 98 0 1 1.00 700. 0.013 3.0 0 84 81 0 2 6.00 150 . 0.010 0.0 0 85 84 0 1 2.00 950 . 0.010 3.0 0 86 85 0 2 5.00 130. 0.010 0.0 0 87 86 0 2 5.00 40. 0 .010 0.0 0 88 87 0 2 5 .00 20. 0 .010 0.0 0 89 90 0 1 0.50 450. 0 .016 12 .0 0 90 85 0 2 2.00 60. 0 .010 0.0 0 91 92 0 1 0.50 350. 0.015 12.0 0 92 84 0 1 0.25 850 . 0.015 12.0 0 93 86 0 1 0.25 300 . 0.006 0.0 0 94 86 0 1 0.25 250 . 0.006 12.0 0 95 87 0 1 0.25 800. 0.007 12.0 0 96 87 0 1 0.25 250 . 0.006 0.0 0 97 98 0 2 2.00 100. 0.010 0.0 0 98 72 0 1 2.00 1100 . 0.023 3.0 0 99 0 0 3 1. 0 100 101 0 2 2.80 4 0 . 0.006 0 .0 0 101 109 0 2 2.30 60. 0.006 0.0 0 102 109 0 4 0.25 500 . 0.050 0.0 5.00 500. 0.050 0 .0 0 103 101 0 2 1 .50 280. 0 .050 0 .0 0 104 108 0 4 0.25 670. 0.035 0.0 5.00 670. 0.035 0.0 0 105 106 0 2 1.50 175. 0.010 0.0 0 106 108 0 2 1 .50 40. 0.010 0 .0 0 107 108 0 4 0.25 500. 0.050 0 .0 5.00 500. 0.050 0 .0 0 108 103 0 2 1.50 50 . 0.010 0.0 0 109 306 0 2 2.80 540. 0.005 0 .0 0 110 306 0 1 2.00 540. 0.005 4 .0 0 111 104 0 4 0.25 130. 0 .014 0.0 5 .00 130. 0.014 0 .0 0 112 109 0 4 0.25 250. 0.004 0.0 5.00 250 . 0 .004 0.0 0 128 306 0 2 2.80 60. 0.006 0.0 0 129 128 0 2 2.30 22. 0.006 0 .0 128 130 129 5 3 0. 0 . 15.0 0 .0 17.0 27.0 12.0 0 131 130 0 4 0.25 350. 0.060 0.0 5.00 350. 0.060 0 .0 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File : l00Yearinput.wpd 0.0 0 .0 14 0 .0 0.014 0.0 0.0 14 3.0 0.020 3 .0 0.020 3 .0 0.020 3.0 0.020 3.0 0.020 3.0 0.0 20 3.0 0.020 12.0 0.016 0.0 0.015 3.0 0 .020 3.0 0.020 3.0 0.020 0.0 0.014 3.0 0.020 0.0 0.014 0.0 0.014 0.0 0.014 12.0 0.016 0 .0 0.014 12.0 0.016 0.0 0.016 12.0 0.016 0 .0 0.01 6 0.0 0.016 12.0 0.016 0.0 0.015 3.0 0.020 0.0 0.015 0.0 0.015 12.0 0 .0 16 2 0 .0 0.0 20 0.0 0.015 12.0 0.016 20.0 0.020 0.0 0.015 0.0 0.015 12.0 0.016 20.0 0.020 0 .0 0 .015 0.0 0.015 4.0 0.060 12.0 0.016 20 .0 0.020 12 .0 0 .016 20.0 0 .0 20 0.0 0.015 0.0 0.015 2 .0 20.0 12.0 0.016 20.0 0 .0 20 4.0 4.0 4.0 2 .0 2.0 3.0 2 .0 2.0 2.0 2.0 0.5 4.0 3.0 3 .0 2 .0 6.0 3 .0 5.0 5.0 5.0 0 .5 2.0 0.5 0.5 0.5 0.5 0.5 0.5 2.0 3.0 2.8 2.3 0.5 10.0 1.5 0.5 10.0 1.5 1. 5 0.5 10.0 1.5 2.8 10.0 0.5 10.0 0.5 10.0 2.8 2 .3 0.5 10.0 5.0 9/5/00 Page #4 , ..... 0 132 131 0 4 0.25 110. 0 .025 0 .0 5 .00 110 . 0 .025 0.0 0 133 131 0 4 0.25 190. 0 .008 0.0 5 .00 190. 0.008 0.0 0 134 132 0 4 0 .2 5 185. 0.023 0.0 5.00 185. 0 .023 0.0 0 135 130 0 4 0.25 350. 0.040 0.0 5.00 350. 0.040 0.0 0 136 306 0 2 3.50 130. 0.006 0 .0 0 137 136 0 2 3 .00 320. 0.047 0.0 0 138 136 0 1 2.00 2 00 . 0.047 4.0 0 139 141 0 4 0.25 2 00 . 0.028 0.0 5.00 200. 0.028 0 .0 0 140 137 0 2 2.00 30. 0.006 0 .0 0 141 140 0 4 0 .25 200. 0.040 0.0 5.00 200. 0.040 0.0 0 142 140 0 4 0 .25 360. 0.010 0.0 5.00 360. 0.010 0.0 0 143 140 0 1 2.00 20 0. 0.006 4.0 0 144 140 0 2 2 .00 320. 0.006 0.0 0 145 144 0 4 0.25 270. 0 .026 0.0 5.00 270. 0.026 0.0 0 146 144 0 2 2.00 30 . 0.005 0.0 143 147 14 6 5 3 0. 0. 15.0 0.0 17 .0 27 .0 12 .0 0 148 147 0 4 0.25 300. 0.006 0.0 5.00 300. 0 .006 0.0 0 149 150 0 4 0 .25 175. 0.006 0.0 5 .00 175. 0.006 0.0 0 150 147 0 4 0.25 158. 0.017 0.0 5.00 158 . 0 .017 0.0 0 151 150 0 4 0.25 320. 0.012 0.0 5.00 320. 0.012 0.0 0 152 146 0 4 0.25 515 . 0.010 0.0 5 .00 515. 0.010 0.0 0 153 146 0 1 2.00 200. 0.005 4.0 0 160 162 0 2 2.00 1000. 0.010 0.0 0 162 163 0 2 2.00 130. 0.010 0.0 0 163 98 0 2 2.00 850 . 0.010 0.0 0 301 387 4 2 0.1 1. 0.075 0.5 0 .245 0.87 0.964 0 302 390 4 2 0.1 1. 0.02 0.38 0.049 0 .62 0.145 0 303 394 4 2 0.1 1 . 0.012 0.62 0.052 0.95 0.137 0 304 100 4 2 0.1 1. 0.026 4.61 0.045 8 .83 0.059 0 305 398 4 2 0.1 1. 0.011 .62 0.024 0.80 0.045 0 306 22 6 2 0.1 1. 0.013 2.23 0.173 15.62 0 . 492 1.307 31. 1. 902 34.65 0 307 4 9 2 0 .1 1. 0.100 10. 0.250 16.00 0.400 0.760 39. 1.780 75.00 2.890 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00Yearinput .wpd 12.0 0.016 20.0 0.020 12.0 0 .016 20.0 0.020 12 .0 0.016 20.0 0 .020 12.0 0.016 20.0 0.020 0 .0 0.015 0.0 0.015 4.0 0.060 12.0 0.016 20.0 0.020 0.0 0.015 12.0 0 .016 20.0 0.020 12.0 0 .016 20.0 0 .020 4.0 0.060 0.0 0.015 12.0 0.016 20.0 0.020 0.0 0 .015 2.0 20.0 12.0 0.016 20.0 0.020 12.0 0.016 20.0 0.020 12.0 0.016 20.0 0.020 12.0 0.016 20.0 0.020 12.0 0 .016 20.0 0.020 4.0 0 .060 0 .0 0 .015 0.0 0.015 0.0 0.015 1. 33 2.218 0.94 0.296 1.17 0.277 10.58 0.069 0.94 0.115 21.98 0.901 23.00 0.590 113.00 4.080 0.5 10.0 0.5 10.0 0.5 10.0 0 .5 10.0 3.5 3.0 10.0 0.5 10 .0 2.0 0 .5 10.0 0.5 10.0 10.0 2.0 0 .5 10.0 2.0 5.0 0 .5 10.0 0.5 10.0 0.5 10.0 0.5 10.0 0.5 10.0 10.0 2.0 2.0 2.0 1.67 1.17 1. 36 11.60 1.17 26.87 32.00 151.00 9/5/00 Page #5 c,,. i ,, 5.200 228. 0 308 99 10 2 0.1 1. 0.267 50. 0.311 100.00 0 .529 0.810 250. 1.240 300.00 1.909 5.273 450. 5.938 465.10 0 309 65 4 2 0.1 1. 0.005 20. 0.020 56.52 0.049 0 379 391 0 2 1.50 90. 0.010 0.0 0 380 384 0 1 1.00 500. 0.026 3.0 0 381 382 0 1 0 .50 500. 0 .013 12.0 0 382 384 0 1 0.25 600. 0.033 0.0 0 383 384 0 1 0.25 320. 0.010 12.0 0 384 386 0 2 3 .50 50. 0.010 0.0 0 385 386 0 1 0.25 660. 0.020 0.0 0 386 301 0 2 3.50 190. 0.010 0.0 0 387 379 0 2 1.50 50. 0.010 0.0 0 389 302 0 2 1.50 250. 0.010 0.0 0 390 391 0 2 1.50 20. 0.010 0.0 0 391 395 0 2 2.00 380. 0.010 0.0 0 392 303 0 2 1.50 80. 0.034 0.0 0 393 303 0 2 1.50 20. 0 .030 0.0 0 394 395 0 2 1.50 90. 0.010 0.0 0 395 399 0 2 2 .00 560. 0.030 0.0 0 396 397 0 1 0.25 500. 0.020 12.0 0 397 305 0 2 1.50 70. 0.020 0.0 0 398 399 0 2 1.50 50. 0.010 0.0 0 399 0 0 3 1. 0 401 308 0 3 1. 0 402 399 0 1 75. 450. 0.006 50.0 0 0 ENDPROGRAM Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00Yearinput .wpd 150.00 0.494 350.00 2.923 103.83 0.098 0.0 0.014 3.0 0 .02 12.0 0.016 12.0 0.016 0.0 0.016 0.0 0.014 12.0 0.016 0.0 0 .014 0.0 0.014 0.0 0.014 0 .0 0.014 0.0 0.014 0.0 0.014 0.0 0.014 0.0 0.014 0.0 0.014 0.0 0.016 0.0 0.014 0.0 0.014 50.0 0 .080 200.00 400.00 159 .86 1.5 2.0 0.5 0.5 0.5 3.5 0.5 3.5 1.5 1.5 1.5 2.0 1.5 1.5 1.5 2.0 0.5 1. 5 1.5 10.0 9/5/00 Page #6 .. .. URBAN DRAINAGE STORM WATER MANAGEMENT MODEL -32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER *** ENTRY MADE TO RUNOFF MODEL*** ' { PROVINCETOWNE AMENDMENT #2 ODP (FORT COLLINS, CO) -2 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) 0NUMBER OF TIME STEPS 30 0INTEGRATION TIME INTERVAL (MINUTES) 5 .00 10.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 0FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES 0FOR RAINGAGE NUMBER 1 RAINFALL HI STORY IN INCHES PER HOUR .12 .36 . 48 .60 .84 1. 8 0 .36 .3 6 .36 .24 .24 .24 .12 .12 .12 .12 1 PROVINCETOWNE AMENDMENT #2 ODP (FORT COLLINS, CO) -2 YR FULLY FO OTHILL S BAS IN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) 3.24 .24 DEVELOPED SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV . (FT/FT) IMPERV. 201 39 7 280 . . 5 45.0 .0300 .016 202 101 430. . 4 96 .0 .0200 .016 203 304 180. . 3 20.0 .0100 .016 204 305 170. . 3 20.0 .0600 .016 205 107 850. 1. 2 80.0 .0 500 .016 2 0 6 396 330 . 1.0 60 .0 .0200 .016 207 103 100 . . 2 60 .0 .0100 .016 208 111 140 . .1 96.0 .0100 .016 209 393 210 . . 7 65.0 .0 2 00 .016 210 3 03 270 . . 9 45 .0 .0200 .016 2 11 105 140. 1.0 60 .0 .0200 .016 212 102 500. . 5 96 .0 .0 500 .016 Manhard Consul t ing 2 Year Fully Developed Provincetowne Amen #2 ODP File : 2YearOu t .wpd PERV. IMPERV. PERV. .250 .100 .300 .250 .100 .300 .250 .1 00 .300 .250 .100 .300 .250 .100 .300 .250 .100 .300 .250 .100 .300 .250 .1 00 .300 .2 50 .100 .300 .250 .100 .300 .250 .100 .300 .250 .100 .300 1.0 8 .84 .48 .12 .12 .12 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .so .00180 .51 .so .0018 0 . 51 .so .0 0180 .51 .so .00180 .51 .so .0 0180 .51 .so .00 1 80 .51 .so .00 18 0 .51 .so .00180 .51 .so .00180 .51 .so .00180 .51 .so .00180 .51 .s o .00180 GAGE NO 1 1 1 1 1 1 1 1 l 1 1 1 9/5/00 Page #1 213 106 460. . 7 60 .0 . 0170 .016 .250 .100 .300 .51 .50 .00180 1 214 302 270. . 9 45 .0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 215 392 330. 1. 5 60.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 216 104 740. . 2 85.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 217 389 80. . 4 65.0 .0 200 .016 .250 .100 .300 .51 .50 .00180 1 218 301 650. 9.4 45.0 .0500 .016 .250 .100 .300 .51 .50 .00180 l 219 385 1150. l. 3 90 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 220 110 330. 2.1 45.0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 221 306 300. 3.0 45 .0 .0610 .016 .250 .100 .300 .51 .50 .00180 1 222 112 290. .3 96. 0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 223 306 420. . 5 96 .0 .0200 .016 .250 .100 .300 . 51 .50 .00180 1 224 306 360. .3 96 .0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 225 128 530. . 4 96 .0 . 0400 .016 .250 .100 .300 .51 .50 .00180 1 226 132 250. . 2 96. 0 .0250 .016 .250 .100 .300 . 51 .50 .00180 1 227 133 460. .8 50.0 .0 200 .016 .250 .100 .300 .5 1 .50 .00180 1 228 130 240. .7 45.0 . 0200 .016 .250 . 100 .300 .5 1 .50 .00180 1 229 138 320. l. 0 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 230 134 500. .9 45.0 .0200 .016 .250 .1 00 .300 .51 .50 .00180 1 231 139 250. 1.0 50.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 232 135 380. . 3 96. 0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 233 137 170. . l 96.0 . 04 00 .016 .250 .100 .300 .51 .50 .00180 l 23 4 143 310. . 9 45.0 . 0200 .016 .250 .100 .300 .51 .50 .001 80 1 235 141 400. l. 4 45.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 236 145 410. 1. 8 50.0 . 0200 .016 .250 .100 .300 .51 .50 .0 0180 1 237 15 1 320. . 8 60.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 238 1 49 270. 1.1 60 .0 . 0100 .016 .250 .100 .300 .51 .50 .00180 1 239 148 850. 1. 4 50 .0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 240 153 330 . 1. 1 45 .0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 2 41 3 82 720. .9 85.0 .0300 .016 .2 50 .100 .300 .51 .5 0 .00180 1 2 4 2 381 520 . 3.4 45.0 .0120 .016 .25 0 .100 .300 .51 .50 .00180 1 243 380 500. 2 .9 40 .0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 2 44 94 1 60 . . 2 96 . 0 .0060 .016 .2 50 .100 .300 .51 .50 .001 80 1 2 45 96 250. . 2 96.0 .0060 .016 .25 0 .100 .300 .51 .50 .00180 1 246 88 300 . 9 .5 45 .0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 247 85 1100. 5 .1 45.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 248 95 820. . 7 96.0 .0070 .016 .250 .100 .300 .5 1 .50 .00180 1 2 49 93 310. .1 96.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 2 50 89 450. 2.0 45.0 .0 1 50 .0 16 .250 .100 .300 .51 .50 .00180 1 251 91 350. 2.0 45.0 . 0070 .0 16 .250 .100 .300 .51 .5 0 .0018 0 1 252 92 850. 1. 5 80.0 .0150 .016 .2 50 .100 .300 .51 .50 .00 180 253 79 500 . 5 .8 20.0 .0200 .0 1 6 .250 .100 .300 .51 .50 .00180 l 25 4 16 2 500. . 4 96.0 .0060 .0 16 .250 .100 .300 .51 .50 .00180 1 255 62 4 80 . 1. 5 80.0 .0200 .016 .25 0 .100 .300 .51 .50 .00180 1 2 56 63 660. 4 .2 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 257 64 2 00 . 1. 3 45.0 .0200 .016 .250 .100 .300 .51 .50 .001 80 1 258 48 215. . 8 45.0 .0200 .016 .25 0 .100 .300 .51 .50 .00180 1 Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Junen #2 ODP Page #2 File: 2YearOut .wpd 259 47 200 . 1 . 4 45 .0 .0 2 00 .0 16 .250 .100 .3 00 . 51 .50 .00180 2 60 45 650 . . 7 85 .0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 2 61 54 900. 4 .0 45 .0 .0 2 00 .016 .250 .100 .300 .51 .50 .00180 1 2 6 2 53 340. 1.2 45 .0 .0 2 00 .016 .250 .100 .300 . 51 .50 .00180 2 63 52 390 . 2.1 45 .0 .0 2 00 .0 16 .250 .100 .300 . 51 .5 0 .00 1 80 1 2 64 51 5 2 0. 2 .3 45.0 .0 2 0 0 .016 .250 .100 .300 .51 .50 .00180 l 2 65 21 9 0. l. 7 85 .0 . 0040 .016 .250 .100 .300 .51 .50 .00180 1 266 309 340 . 3.6 45 .0 .0 2 50 .016 .250 .100 .300 .51 .50 .00180 1 2 67 71 5 5 0 . 9 .3 4 5.0 .0 2 0 0 .0 16 .250 .100 .300 .51 .50 .00180 1 2 68 Bl 6 5 0. 7 .6 45 .0 .0 200 .0 16 .250 .100 .300 .51 .50 .00180 1 2 69 8 2 300 . 2.5 45.0 .0 2 0 0 .0 16 .250 .100 .300 .5 1 .50 .00180 1 2 70 98 610. 10.4 4 5 .0 . 0 2 00 .0 16 .250 .100 .300 .51 .5 0 .00180 1 2 71 70 4 0 0 . 9 .7 45 .0 . 0 2 0 0 .016 .250 .100 .300 .51 .50 .00180 1 272 72 5 2 0. 9 .9 4 5 .0 . 0 2 0 0 .0 1 6 .250 .100 .3 00 .5 1 .50 .00180 1 2 73 83 630 . 10.7 45.0 . 0 2 00 .016 .250 .100 .300 .51 .50 .00180 1 2 74 75 440. 6 .1 45.0 . 0 2 0 0 .016 .250 .100 .300 .51 .50 .00180 1 2 7 5 7 8 4 80 . 2 .5 4 5 .0 . 0200 .0 16 .250 .10 0 .3 0 0 .5 1 .50 .00180 1 2 76 77 5 40. 9 .4 4 5 .0 . 0 2 0 0 .01 6 .250 .100 .3 00 .51 .50 .00180 1 2 77 78 550 . 8 .0 45.0 .0 2 00 .016 .250 .100 .300 .51 .50 .00180 1 2 78 83 340 . 5 .9 45.0 . 0 2 00 .016 .250 .100 .300 .51 .50 .00180 1 2 79 19 130 . 8 .0 45.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 280 11 11 2 . 7 .3 45.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 281 16 100. 8 .2 45.0 .0 2 00 .016 .250 .100 .300 .51 .50 .00180 1 28 2 15 2 7. 5 .2 45.0 .0 2 0 0 .016 .250 .100 .300 .51 .50 .00180 1 2 83 10 110. 4.4 3 5.0 .0 2 0 0 .016 .250 .100 .300 .51 .50 .00180 1 284 9 94 . 3 .8 45 .0 .0200 .016 .250 .100 .300 .51 .50 .00 1 80 1 285 B 215. 13. B 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 286 7 180. 3 .3 35.0 .1000 .016 .250 .100 .300 .51 .50 .00180 1 287 1 30 . . 2 96 . 0 .0400 .016 .250 .100 .300 .51 .50 .00 1 80 1 288 2 30. . 2 96 . 0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 289 5 19. 5 .2 2 6.0 .0600 .016 .250 .100 .300 .51 .50 .00180 1 290 307 45 . 1.1 96.0 . 0500 .016 .250 .100 .300 .51 .50 .00180 1 291 307 220 . 7.0 90 .0 . 0200 .016 .250 .100 .300 .51 .50 .00 1 80 1 292 307 50. 2 .5 96. 0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 295 304 200 . 1 .3 60.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 296 142 360 . . 3 96.0 . 0200 . .016 .250 .100 .300 .51 .50 .00180 1 297 20 25 . . 3 96. 0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 298 383 330. . 7 50.0 .0150 .016 .250 .100 .300 .51 .50 .00180 1 299 152 520 . . 4 96. 0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 401 401 430. 86.2 34.0 . 0160 .016 .250 .100 .300 .51 .50 .00180 1 402 402 1969 . 22.6 38.0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 403 403 360. 5.2 45.0 . 0200 .016 .250 .100 .300 . 51 .5 0 .00180 1 404 40 4 2 2 0. 5 .1 45.0 . 0200 .016 .250 .1 00 .300 .51 .50 .00180 1 405 1 60 360. 5 .3 45 .0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 406 BB 260 . 5 .2 45 .0 . 0200 .016 .250 .100 .300 .51 .50 .00180 1 0 TOT AL NUMBER OF SUBCATCHMENTS , 103 0TOTAL TRI BUTAR Y AR EA (ACR ES), 396.07 Manhard Consul t ing 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #3 File : 2YearOut .wpd 1 1 PROVINCETOWNE AMENDMENT lt2 ODP (FORT COLLINS , CO) - 2 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MA NHARD CONSU LTING) *** CONTIN UI TY CHECK FOR SUBCATCHMEMT ROUTIN G IN UDSWM386 MODEL*** WATERSHED AREA (ACRES) 396.070 TOTAL RAINFALL ( IN CHE S) 1.060 TOTAL INFILTRATION ( IN CHES) .345 TOTAL WATERSHED OUTFLOW ( IN CHES) .444 TOTAL SURFACE STORAGE AT END OF STORM (INCHES) . 269 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .1 80 PR OVINCETOWN E AMENDMENT lt2 ODP (FORT COLLINS , CO) - 2 YR FULLY DEVELOPED FOO THILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) WIDTH GUTTER GUTTER NOP NP OR DIAM LENGTH NUMBER CONNECTION (FT) (FT) 1 2 0 4 CHANNE L . 3 234 . OVERFLOW 5.0 234. 2 5 0 4 CHANNEL . 3 175. OVERFLOW 5.0 175 . 4 0 0 3 .0 1. 5 6 0 2 PIPE 3.0 48. 6 307 0 1 CHANNEL 10.0 216. 7 307 0 1 CHANNEL 10.0 261. 8 7 0 1 CHANNEL 10.0 433. 9 8 0 1 CHANNEL 10.0 571. 10 9 0 1 CHANNEL 10.0 250. 11 12 0 2 PIPE 2 .5 140 . 12 13 0 1 CHANNEL 5.0 431 . 13 10 0 1 CHANNEL 5.0 221. Manhard Consulting 2 Year Fully Developed Provincetowne Amen #2 ODP File : 2YearOut .wpd INVERT SIDE S LOPES OVERBANK/SURCHARGE SLOPE HORIZ TO VERT MANNING DEPTH JK (FT/FT) L R N (FT) .0400 . 0 12.0 .016 .50 0 .0400 . 0 20.0 .020 10.00 .0400 .0 12.0 .016 .50 0 .0400 .0 20.0 .020 10.00 .0010 . 0 . 0 .001 10 .00 0 .0200 . 0 . 0 .013 3.00 0 .0500 4.0 4.0 .060 12.00 0 .0100 4.0 4.0 .060 12.00 0 .0300 4.0 4.0 .060 12 .00 0 .0400 4 .0 4.0 .060 12.00 0 .0400 4.0 4.0 .060 12.00 0 .0100 . 0 .0 .015 5 .00 0 .0300 4 .0 4.0 .060 5 .00 0 .0300 4.0 4.0 .060 5.00 0 9/5/00 Page #4 .. 14 10 0 CHANNEL 10 .0 262. .0200 4.0 4 .0 .060 1 2 .00 0 15 14 0 l CHAN NEL 5 .0 180. .0300 4 .0 4.0 .060 5.00 0 16 14 0 l CHANNEL 10.0 298 . .0100 4.0 4.0 .060 1 2.00 0 17 16 0 1 CHANNEL 10.0 2 10. .0100 4.0 4 .0 .0 60 1 2 .00 0 18 17 0 l CHANNEL 3 .0 739. .0 300 4 .0 4 .0 .0 60 5 .00 0 19 18 0 4 CHANNEL .3 411 . .00 40 . 0 12 .0 .016 .50 0 OV ERFL OW 5.0 411. .00 40 .0 20 .0 .020 10.00 20 1 8 0 2 PIPE 3.0 10 0 . .0100 . 0 . 0 .015 5.00 0 2 1 17 0 2 PIPE 4.0 100 . .0200 . 0 . 0 .0 15 5.00 0 22 23 0 2 PIPE 3 .0 360 . .0500 .0 . 0 .0 1 5 3 .00 0 23 5 0 2 PIPE 3.0 48 . .0200 . 0 . 0 .0 1 5 3 .00 0 45 46 0 1 CHANNEL .3 250. .0070 12.0 . 0 .0 1 6 .50 0 46 59 0 2 PIPE 3 .0 60. .0100 .0 . 0 .014 3 .00 0 47 60 0 1 CHA NNEL .3 150. .0 200 1 2.0 .0 .016 .50 0 48 60 0 1 CHANNEL .3 220. .0070 .0 1 2 .0 .016 .50 0 50 52 0 l CHANNEL .3 270. .0070 .0 1 2 .0 .016 .50 0 51 55 0 1 CHANNEL .3 530. .03 4 0 .0 12.0 .016 .5 0 0 52 53 0 1 CHANNEL .3 400. .0 15 0 12 .0 .0 .016 .50 0 53 55 5 3 .0 0. .0010 .0 .0 .00 1 10.00 54 DIVERSION TO GUTTER NUMBER 54 -TOTAL Q VS DIV ERTED Q IN CFS .0 . 0 5.0 .0 15 .0 .0 17.0 2 .0 20 .0 5 .0 54 55 0 1 CHANNEL . 3 880. .0 200 .0 12 .0 .01 6 .50 0 55 56 0 2 PIPE 3.0 510. .0120 . 0 .o .014 3 .00 0 56 309 0 2 PIPE 3 .0 180. .0100 .0 .0 .014 3.00 0 59 309 0 1 CHANNEL 2 .0 500. .0260 3.0 3 .0 .020 2.00 0 60 46 0 2 PIPE 2 .8 40. .0100 .0 . 0 .014 2.80 0 61 60 0 2 PIPE 2.0 300. .0 100 . 0 .0 .01 4 2 .0 0 0 62 50 0 1 CHANNEL . 3 480 . .0170 1 2.0 .0 .016 .50 0 63 6 1 0 1 CHANNEL . 3 625 . .0 100 12 .0 . 0 .016 .50 0 64 54 0 1 CHANN EL . 3 430 . .0100 . 0 12.0 .016 .50 0 65 66 0 2 PIPE 4.0 20 0. .0130 . 0 . 0 .014 4.00 0 66 67 0 2 PIPE 4.0 400. .013 0 .0 .0 .014 4.00 0 67 68 0 2 PIPE 4.0 400 . .0130 . 0 .0 .014 4.00 0 68 69 0 2 PIPE 4.0 400 . .0130 . 0 . 0 .014 4.00 0 69 308 0 2 PIPE 4.0 360. .0130 . 0 .0 .014 4.00 0 70 308 0 1 CHANNEL 1.0 1100. .0250 3.0 3 .0 .020 2.00 0 71 70 0 1 CHANNEL 1.0 600. .0 2 10 3 .0 3 .0 .0 2 0 2.00 0 72 308 0 1 CHANNEL 2 .0 600. .0 2 00 3.0 3.0 .020 3 .00 0 75 98 0 1 CHANNEL 1.0 450 . .0100 3 .0 3.0 .020 2.00 0 76 80 0 1 CHANNEL 2.0 450. .0150 3.0 3.0 .020 2 .00 0 77 162 0 1 CHANNEL 1.0 750. .0400 3.0 3.0 .020 2.00 0 78 97 0 1 CHANNEL 1.0 500. .0100 3 .0 3.0 .02 0 2 .00 0 79 1 62 0 1 CHANNEL . 3 500 . .0600 . 0 1 2 .0 .016 .50 0 80 98 0 2 PIPE 4.0 100. .0100 . 0 . 0 .015 4.00 0 81 82 0 1 CHANNEL 2.0 600 . .0100 3 .0 3 .0 .020 3.00 0 82 76 0 1 CHANNEL 2 .0 470. .0100 3 .0 3 .0 .020 3.00 0 83 98 0 1 CHANNEL 1.0 700. .0130 3 .0 3 .0 .0 20 2.00 0 84 81 0 2 PIPE 6.0 150. .0100 .0 . 0 .014 6.00 0 Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #5 File: 2YearOut.wpd 85 84 0 1 CHANNEL 2 .0 950. .0100 3 .0 3.0 .0 20 3.00 0 86 85 0 2 PIPE 5.0 130. .0100 . 0 . 0 .014 5.00 0 87 86 0 2 PIPE 5.0 40. .0100 . 0 . 0 .014 5.00 0 BB 87 0 2 PIPE 5.0 20. .0100 .0 . 0 .014 5.00 0 89 90 0 l CHANNEL . 5 450 . .0160 12 .0 12.0 .016 .50 0 90 85 0 2 PIPE 2 .0 60 . .0100 . 0 . 0 .014 2.00 0 91 92 0 1 CHANNEL . 5 350 . .0150 12.0 1 2 .0 .016 .50 0 92 84 0 1 CHANNEL .3 850. .0150 1 2.0 .0 .016 .50 0 93 86 0 1 CHANNEL . 3 300 . .0060 .0 12 .0 .016 .50 0 94 86 0 l CHANNEL . 3 250 . .0060 1 2.0 . 0 .016 .50 0 95 87 0 1 CHANNEL . 3 BOO . .0070 12.0 .0 .016 .50 0 96 87 0 1 CHANNEL . 3 250 . .0060 .0 1 2 .0 .016 .50 0 97 98 0 2 PIPE 2 .0 100. .0100 .0 . 0 .015 2.00 0 98 72 0 1 CHANNEL 2 .0 1100. .0230 3.0 3.0 .0 2 0 3.00 0 99 0 0 3 . 0 1. .0010 .0 . 0 .001 10.00 0 100 101 0 2 PIPE 2 .8 40. .0060 .0 .0 .015 2.80 0 101 10 9 0 2 PIPE 2 .3 60. .00 60 .0 .0 .015 2 .30 0 102 109 0 4 CHANNEL . 3 500 . .0500 .0 12.0 .016 .50 0 OVERFLOW 5.0 500. .0500 .0 20 .0 .0 20 10.00 103 101 0 2 PIPE 1. 5 280 . .0500 . 0 . 0 .015 1. 50 0 104 108 0 4 CHANNEL .3 670 . .0350 . 0 12.0 .016 .50 0 OVERFLOW 5.0 670. .0350 . 0 20.0 .020 10.00 105 106 0 2 PIPE 1. 5 175. .0100 . 0 . 0 .015 1.50 0 106 108 0 2 PIPE 1. 5 40. .0100 .0 . 0 .015 1.50 0 107 108 0 4 CHANNEL . 3 500. .0500 .0 12.0 .016 .50 0 OVERFLOW 5 .0 500. .0500 .0 20 .0 .020 10 .00 108 103 0 2 PIPE 1. 5 50. .0100 .0 . 0 .015 1.50 0 109 306 0 2 PIPE 2.8 540. .0050 .o .0 .015 2.80 0 110 306 0 1 CHANNEL 2 .0 540. .0050 4.0 4.0 .060 10.00 0 111 104 0 4 CHANNEL . 3 130 . .0 14 0 . 0 12 .0 .016 .50 0 OVERFLOW 5.0 130. .0140 . 0 20 .0 .020 10.00 112 109 0 4 CHANNEL . 3 250 . .0040 . 0 12.0 .016 .50 0 OVERFLOW 5 .0 250. .0040 . 0 20 .0 .020 10.00 128 306 0 2 PIPE 2.8 60 . .0060 . 0 . 0 .015 2 .80 0 129 128 0 2 PIPE 2.3 22. .0060 . 0 . 0 .015 2.30 0 130 129 5 3 . 0 0 . .0010 . 0 . 0 .001 10 .00 128 DIVERSION TO GUTTER NUMBER 128 -TOTAL Q VS DIVERTED Q IN CFS .0 . 0 15.0 . 0 17. 0 2 .0 20.0 5.0 27.0 12.0 131 130 0 4 CHANNEL . 3 350. .0600 .o 12.0 .016 .50 0 OVERFLOW 5.0 350. .0600 .0 20.0 .020 10.00 132 131 0 4 CHANNEL . 3 110 . .0250 . 0 12 .0 .016 .so 0 OVERFLOW 5.0 110. .0250 .0 20.0 .020 10.00 133 131 0 4 CHANNEL . 3 190 . .0080 . 0 12.0 .016 .50 0 OVERFLOW 5.0 190. .0080 . 0 20 .0 .020 10.00 134 132 0 4 CHANNEL . 3 185 . .0230 . 0 12.0 .016 .50 0 OVERFLOW 5.0 185. .0230 .0 20 .0 .020 10 .00 135 130 0 4 CHANNEL . 3 350. .0400 . 0 12.0 .016 .50 0 OVERFLOW 5.0 350. .0400 . 0 20 .0 .020 10.00 Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Juuen #2 ODP Page #6 File: 2YearOut .wpd 136 306 0 2 PIPE 3 .5 130. .0060 .0 .0 .015 3 .50 0 137 136 0 2 PIPE 3 .0 320 . .0470 .0 . 0 .015 3.00 0 138 1 36 0 CHANNEL 2 .0 200. .0470 4.0 4 .0 .060 10.00 0 139 141 0 4 CHANNEL . 3 200 . .0280 .0 12.0 .016 .50 0 OVERFLOW 5 .0 200 . .0280 .0 20.0 .020 10 .00 140 137 0 2 PIPE: 2.0 30. .0060 .0 .0 .015 2.00 0 141 140 0 4 CHANNEL . 3 200 . .0400 .0 12.0 .016 .5 0 0 OVE:RFLOW 5.0 200 . .0400 .0 20 .0 .020 10 .00 142 140 0 4 CHANNE:L . 3 360 . .0100 . 0 12.0 .016 .50 0 OVE:RFLOW 5 .0 360. .0100 . 0 20 .0 .020 10.00 143 140 0 1 CHA NNE:L 2 .0 200. .0060 4.0 4.0 .060 10.00 0 144 140 0 2 PIPE 2 .0 320. .0060 .0 .0 .015 2.00 0 145 144 0 4 CHANNE:L . 3 270. .0 260 . 0 12.0 .016 .50 0 OV E:RFLOW 5.0 270. .0 260 . 0 2 0.0 .0 20 10.00 146 144 0 2 PIPE 2.0 30. .0050 . 0 .0 .015 2.00 0 147 146 5 3 . 0 0 . .0010 .0 .0 .001 10.00 143 DIVERSION TO GUTTE:R NUMBE:R 143 - TOTAL Q VS DIVE:RTEO Q IN CFS .0 .0 1 5 .0 . 0 17.0 2.0 20.0 5 .0 27 .0 12.0 148 147 0 4 CHANNE:L .3 300. .0060 .0 12.0 .01 6 .50 0 OVERFLOW 5.0 300. .0060 .0 20.0 .020 10.00 149 150 0 4 CHANNEL . 3 175 . .0060 .0 12.0 .016 .50 0 OVE:RFLOW 5.0 175. .0060 .0 20.0 .020 10.00 150 147 0 4 CHANNE:L . 3 158 . .0170 .o 12 .0 .016 .50 0 OVE:RFLOW 5.0 158. .0170 .0 20 .0 .020 10.00 151 150 0 4 CHANNEL . 3 320 . .0120 . 0 12.0 .016 .50 0 OVE:RFLOW 5 .0 320 . .0120 . 0 20.0 .020 10.00 152 146 0 4 CHANNE:L . 3 515 . .0100 .o 12.0 .016 .50 0 OVE:RFLOW 5 .0 515. .0100 . 0 20.0 .020 10.00 153 146 0 1 CHANNEL 2 .0 200. .0050 4.0 4 .0 .060 10 .00 0 160 162 0 2 PIPE 2.0 1000. .0100 . 0 .0 .015 2.00 0 162 163 0 2 PIPE 2.0 130. .0100 .0 . 0 .015 2.00 0 163 98 0 2 PIPE 2.0 850. .0100 . 0 .o .015 2.00 0 301 387 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE:-FEE:T VS SPILLWAY OUTFLOW .1 . 5 . 2 . 9 1. 0 1. 3 2.2 1. 7 302 390 4 2 PIPE .1 1. .0010 . 0 .0 .001 .10 0 RESE:RVOIR STORAGE IN ACRE-FE:E:T VS SPILLWAY OUTF LOW .0 .4 . 0 .6 .1 .9 . 3 1. 2 303 394 4 2 PIPE .1 1. .0010 . 0 . 0 .001 .10 0 RESERVOIR STORAGE: IN ACRE-FEET VS SPILLWAY OUTFLOW .0 . 6 . 1 . 9 . 1 1. 2 . 3 1. 4 304 100 4 2 PIPE .1 1. .0010 .0 . 0 .001 .10 0 RESERVOIR STORAGE IN ACRE:-FEET VS SPILLWAY OUTFLOW . 0 4.6 . 0 8.8 .1 10.6 . 1 11. 6 305 398 4 2 PIPE . 1 1. .0010 . 0 .0 .001 . l 0 0 RE:SERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . 0 . 6 . 0 . 8 . 0 .9 .1 1. 2 306 22 6 2 PIPE . 1 1. .0010 . 0 .o .001 .10 0 Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #7 File : 2YearOut .wpd RE S ER VO IR ST ORAGE IN AC RE-FEE T VS S P IL LW AY OUTFLOW .0 2.2 . 2 15.6 . 5 22.0 307 4 9 2 PIPE .1 1. RE S ERV OIR S TORAGE IN ACRE-FEET VS S PILLWAY OUTFLOW .1 10.0 . 3 1 6 .0 . 4 23 .0 2 .9 11 3 . 0 4. 1 151.0 5.2 228.0 308 99 10 2 PIPE .1 1. RE S ER VOIR S TORA GE IN ACRE-FEET VS S PIL LWAY OUTFLOW . 3 5 0.0 .3 1 0 0 .0 .5 150.0 1. 9 35 0 .0 2 .9 4 00 .0 5 .3 450.0 309 65 4 2 PIPE . 1 1 . RE S ERVO IR S TORAG E IN AC RE-FEET VS S PI LL WAY OUTFLOW . 0 20.0 . 0 56 .5 . 0 103.8 379 391 0 2 PIPE 1 . 5 90. 380 3 84 0 1 CHANNEL 1 .0 500. 381 3 8 2 0 1 CHANNE L . 5 500 . 38 2 38 4 0 1 CHANNE L . 3 6 00 . 38 3 38 4 0 1 CHANNE L . 3 320 . 384 3 86 0 2 PIPE 3 .5 50. 385 3 86 0 1 CHANNEL . 3 660. 386 301 0 2 PIPE 3.5 190. 387 379 0 2 PIPE 1.5 50. 389 302 0 2 PIPE 1 .5 250. 390 391 0 2 PIPE 1. 5 20. 391 395 0 2 PIPE 2 .0 380 . 392 303 0 2 PIPE 1. 5 80. 393 303 0 2 PIPE 1.5 20. 394 395 0 2 PIPE 1.5 90 . 395 399 0 2 PIPE 2.0 560. 396 397 0 1 CHANNEL . 3 500 . 397 305 0 2 PIPE 1.5 70. 398 399 0 2 PIPE 1. 5 50. 399 0 0 3 .o 1. 401 308 0 3 .0 1. 402 399 0 1 CHANNEL 75 .0 450. OTOTAL NUMBER OF GUTTERS/PIPES , 145 1 PROVINCETOWNE AMENDMENT #2 ODP (FORT COLLINS, CO) -2 YR FULLY FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE Manhard Consulting 2 Year Fully Developed Provincetowne Amen #2 ODP File: 2Year0ut .wpd DEVELOPED .9 2 6.9 1. 3 .0010 . 0 .0 .6 32 .0 .8 .0010 .0 . 0 .5 2 0 0 .0 . 8 5 .9 4 65 .1 .0 010 .0 . 0 . 1 159 .9 .0 1 0 0 .0 .0 .0 26 0 3.0 3 .0 .0130 1 2.0 1 2 .0 .033 0 .0 1 2 .0 .0 100 1 2 .0 .0 .0100 . 0 . 0 .0 2 00 . 0 1 2 .0 .0100 . 0 . 0 .0100 .0 .0 .0100 .0 .0 .0100 .0 .0 .0100 .0 .0 .0340 .0 .0 .0300 .0 .0 .0100 . 0 .0 .0300 . 0 .0 .0200 12.0 . 0 .0200 .0 . 0 .0100 .0 .0 .0010 .o .0 .0 010 . 0 . 0 .0060 50.0 50.0 TRIBUTARY SUBAREA 3 1. 0 1.9 .001 .10 3 9.0 1.8 .001 .10 25 0.0 1.2 .001 .10 .0 14 1. 50 .0 2 0 2.00 .0 1 6 .50 .0 1 6 .50 .01 6 .50 .014 3.50 .016 .50 .014 3.50 .014 1.50 .014 1.50 .014 1.50 .014 2.00 .014 1.50 .014 1.50 .014 1.50 .014 2.00 .016 .50 .014 1.50 .014 1.50 .001 10.00 .001 10.00 .080 10.00 34.7 0 75.0 0 300.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D.A . 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HYETOGRAPH (2/28/00) (MANHARD CONSULTING) *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 151 2 . .3 0 35 . 149 2. . 4 0 35 . 62 3. .4 0 35. 150 3. .4 0 35. 148 2. .4 0 35. 96 1. . 2 0 35. 95 2. . 3 0 35 . 88 16. .9 0 35. 63 5. . 5 0 35 . 50 3. . 4 0 40 . 153 1. .4 0 35 . 152 1. .3 0 35. 147 6 . (DIRECT FLOW) 0 35. 134 1. . 2 0 35 . 105 2. . 5 0 35. 111 0 . .1 0 35. 89 3 . .2 0 35. 94 0. .2 0 35. 93 0. . 2 0 35. 87 18 . . 9 0 35 . 61 5. .6 0 40. 48 1. . 3 0 35. 47 2 . . 3 0 35. 64 2. . 3 0 35 . 52 5. . 4 0 35 . 146 8 . 1.1 0 35 . 145 3 . . 3 0 35. 139 2. .2 0 35. 133 1. . 3 0 35. Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #15 File : 2YearOut .wpd 132 2 . .3 0 35 . 107 3 . . 3 0 35 . 106 4 . . 7 0 35 . 104 1. . 2 0 35 . 91 2. . 2 0 35 . 90 3 . . 5 0 35. 86 18. .9 0 35 . 60 8. . 7 0 35. 45 2 . .3 0 35. 54 6 . . 4 0 35. 53 7 . (DIRECT FLOW) 0 3 5 . 51 3. .3 0 35. 20 1. . 2 0 35. 19 5. .6 0 40. 144 10. 1 .2 0 35 . 143 1. .4 0 35. 142 1. .2 0 35. 141 4. .3 0 35. 135 1. . 2 0 35 . 131 3. .3 0 35 . 108 7. 1.0 0 35. 304 6. .1 .0 0 25. 381 4. .3 0 35 . 92 5. . 4 0 35 . 85 24. 1 .0 0 40. 46 9. .8 0 35 . 55 15. .9 0 35. 21 2. .3 0 40 . 18 5. . 5 0 45. 140 16 . 1 .7 0 35 . 130 5. (DIRECT FLOW) 0 35. 103 7 . .6 0 35. 100 4. .7 0 40. 383 1. . 3 0 35 . 382 6 . . 4 0 35 . 380 4 . . 4 0 35 . 84 29. 1.1 0 40. 59 9 . . 5 0 40 . 56 15. 1.0 0 40. Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #16 File: 2YearOut .wpd 17 7 . . 4 0 45 . 11 5 . . 6 0 40 . 138 1 . . 3 0 35 . 137 15. . 7 0 35 . 129 5. . 8 0 35 . 112 1. . 3 0 35 . 102 2. . 2 0 35. 101 9 . 1.0 0 35. 385 4. .4 0 35. 384 10. .8 0 35. 81 36. 1.2 0 40 . 309 27. .1 . 0 0 40. 16 10. .6 0 45 . 15 2. . 2 0 40. 12 5. .4 0 40. 136 16 . 1. 2 0 35 . 128 7 . . 8 0 35. 110 2 . .5 0 40 . 109 12 . 1.1 0 35. 386 13. .9 0 35. 160 5. .7 0 40 . 79 4. . 3 0 35. 77 10. .5 0 35. 82 38. 1. 2 0 40. 65 27. 1.1 0 40 . 14 12. .5 0 50 . 13 5. .4 0 45. 306 20. .1 .4 0 45 . 389 1. . 3 0 35. 301 1. .1 .8 2 0 . 162 19 . 1. 6 0 35. 78 12. . 8 0 35. 76 37. 1.1 0 40. 66 28 . 1.2 0 40. 10 18 . . 5 0 45. 22 20 . . 8 0 40. 1 1. .2 0 35. 396 2 . . 3 0 35. 393 2. . 3 0 35 . Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #17 File: 2YearOut.wpd 392 3. .4 0 35. 302 l . .l .l 0 45. 387 l. . 4 0 50. 163 19. l.6 0 40. 97 12. l.l 0 35. 83 17. . 9 0 35. BO 37. l.5 0 40 . 75 7. .6 0 35. 67 29. l.2 0 40. • 9 20. .5 0 50. 23 20 . 1.0 0 40. 2 1. .2 0 35. 397 3 . .5 0 35. 303 1 . .1 .1 0 50. 390 1. .3 0 40 . 379 1. .4 1 25. 98 97. 1.5 0 40. 71 10. .6 0 35. 68 29 . l.2 0 40. 8 26. . 7 0 50. 5 22 . 1.0 0 40 . 305 l. .1 . 0 0 45. 394 l. .4 0 40. 391 2 . .4 0 55. 401 26 . (DIRECT FLOW) 0 40. 72 104 . l. 6 0 40. 70 19 . . 8 0 40. 69 29. l. 2 0 40. 7 27. l.O 0 50. 6 22 . . 5 0 40. 402 13. . 3 0 40 . 398 l. .4 0 30. 395 3. .4 0 55. 308 146. .1 . 5 0 40. 307 43. .1 . 9 1 5. 404 6 . (DIRECT FLOW) 0 35. 403 7 . (DIRECT FLOW) 0 35. 399 17. (DIRECT FLOW) 0 40. 99 214 . (DIRECT FLOW) 0 40. Manhard Consulting 9/5/00 2 Year Fully Developed Provincetowne Amen #2 ODP Page #18 File: 2YearOut.wpd 4 51. (DIRECT FLOW) Manhard Consulting 2 Year Fully Developed Provincetowne Amen #2 ODP File: 2Year0Ut .wpd 1 5. 9/5/00 Page #19 URBAN DRAINAGE STORM WATER MANAGEMENT MODEL -32 BIT VERSION 1998 REVISED BY UNIVERSITY OF COLORADO AT DENVER *** ENTRY MADE TO RUNOFF MODEL*** PROVINCETOWNE PUD (FORT COLLINS, CO) -100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) 0NUMBER OF TIME STEPS 30 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 10.0 PERCE NT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 0FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUT ES 0FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .9 6 1.44 1.68 3.00 5.04 1.20 .8 4 .60 .48 .36 .36 .24 .24 .12 .12 1 PROVINCETOWNE PUD (FORT COLLINS, CO) -100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/0 0) (MANHARD CONSULTING) SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. 201 397 280 . . 5 45 .0 .0 3 00 .0 1 6 .250 202 101 430. . 4 96. 0 .0200 .016 .250 203 304 180 . . 3 20 .0 .0100 .016 .250 204 305 170. .3 2 0 .0 .0600 .016 .250 205 107 850. 1. 2 80 .0 .0500 .016 .250 206 396 330 . 1.0 60 .0 .0 2 00 .016 .250 207 103 100. . 2 60 .0 .0100 .016 .250 208 111 140. .1 96.0 .0100 .016 .250 209 393 210 . . 7 65 .0 .0200 .016 .250 210 303 270. . 9 45.0 .0200 .016 .250 211 105 140. 1.0 60.0 .0200 .016 .250 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut.wpd 9.00 3. 72 2.16 1. 56 .24 .24 .24 .24 SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .51 .50 .00180 1 .100 .300 .5 1 .50 .00180 1 .100 .300 .5 1 .50 .00180 1 9/5/00 Page #1 212 102 500. . 5 96 . 0 .0500 213 106 460. . 7 60 .0 .0170 214 302 270 . . 9 45.0 .0200 215 392 330 . 1.5 60.0 .0 200 216 104 740 . .2 85.0 .0200 2 17 389 80. . 4 65 .0 .0200 218 301 650. 9 .4 4 5 .0 .0 500 219 385 1150. 1. 3 90 .0 .0300 220 110 330 . 2 .1 4 5 .0 .0610 22 1 306 300 . 3 .0 45.0 .0610 222 11 2 290 . .3 96 .0 .0 200 223 306 420. .5 96 .0 .0200 22 4 306 360 . .3 96 . 0 .0200 225 1 28 530 . . 4 96 . 0 .0400 226 13 2 250 . .2 96 . 0 .0250 227 133 460. . 8 50 .0 .0200 228 130 240 . . 7 45 .0 .0 200 22 9 138 320 . 1.0 45 .0 .0200 230 134 500 . .9 45.0 .0200 231 139 250 . 1.0 50 .0 .0 200 2 32 135 380 . . 3 96.0 .0200 233 137 170 . . 1 96 . 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.016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .25 0 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .10 0 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .30 0 .51 .50 .5 1 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .5 1 .50 .51 .50 .51 .50 .51 .50 .5 1 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 . 51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .51 .50 .5 1 .50 .51 .50 .00180 .00 1 80 .00180 .00180 .00 1 80 .00180 .00 1 80 .00180 .00 1 80 .00180 .00 1 80 .00 180 1 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00 1 80 .00 1 80 .00180 .00180 .00180 .00 1 8 0 .00 1 80 .00 1 80 .00180 .00 1 80 .00180 .00180 .00180 .0 0180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9/5/00 Page #2 254 162 500 . . 4 96 . 0 .0060 255 62 480 . 1.5 80 .0 .0200 256 63 660. 4.2 4 5 .0 .0200 257 64 200. 1. 3 45 .0 .0200 258 48 215 . . 8 45.0 .0 200 259 47 200 . 1. 4 45 .0 .0200 260 45 650 . . 7 85.0 .0070 261 54 900 . 4.0 45.0 .0200 262 53 340. 1. 2 45 .0 .0200 263 52 390 . 2 .1 45.0 .0200 264 51 520 . 2 .3 45.0 .0200 265 2 1 90. 1. 7 85 .0 .0040 266 309 340 . 3 .6 4 5 .0 .0 250 267 71 550 . 9.3 45.0 .0200 268 81 650 . 7 .6 4 5 .0 .0200 269 82 300 . 2 .5 45 .0 .0 200 270 98 610 . 10.4 4 5 .0 .0200 271 70 400 . 9 . 7 45.0 .0200 272 72 520. 9.9 45.0 .02 00 273 83 630 . 10. 7 45 .0 .0200 274 75 44 0. 6 .1 45.0 .0200 275 78 480. 2 .5 45.0 .0 200 276 77 540. 9 .4 45.0 .0 200 277 78 550 . 8.0 45.0 .0200 278 83 340 . 5.9 45 .0 .0200 279 19 130. 8 .0 45.0 .0200 280 11 112 . 7 .3 45 .0 .0200 281 16 100 . 8.2 45.0 .0200 282 15 2 7 . 5 .2 45 .0 .0200 283 10 110. 4.4 35.0 .0200 284 9 94. 3.8 45.0 .0200 285 8 215. 13 . 8 45.0 .0 200 286 7 180. 3 .3 35.0 .1000 28 7 1 30. .2 96. 0 .0400 288 2 30. . 2 96.0 .0200 289 5 19 . 5 .2 26.0 .0600 290 307 45 . 1.1 96. 0 .0500 291 307 220. 7.0 90.0 .0 2 00 292 30 7 50 . 2.5 96 .0 .0120 295 3 04 200 . 1. 3 60 .0 .0200 296 1 4 2 360. . 3 96. 0 .0200 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut.wpd .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .5 1 .016 .250 .100 .300 .51 .016 .250 .100 .300 .5 1 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .30 0 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .5 1 .0 16 .250 .100 .300 .51 .016 .250 .10 0 .300 .51 .016 .250 .10 0 .300 .51 .0 1 6 .250 .100 .300 .51 .0 1 6 .250 .1 00 .300 .5 1 .016 .250 .100 .300 .5 1 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .0 1 6 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .0 1 6 .250 .100 .300 .51 .0 1 6 .250 .100 .300 .51 .016 .250 .100 .300 .51 .0 1 6 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .016 .250 .100 .300 .51 .01 6 .250 .100 .300 .51 .0 1 6 .250 .100 .300 .51 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00 1 80 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 . '00100 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00 1 80 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 .50 .00180 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9/5/00 Page #3 297 20 25 . . 3 96 . 0 .0150 .016 298 383 330 . . 7 50.0 .0150 .016 299 152 520. . 4 96. 0 .0200 .016 401 401 430. 86. 2 34.0 .0160 .016 402 402 1969 . 22.6 38.0 .0 200 .016 403 403 360 . 5.2 45.0 .0200 .016 404 404 220 . 5 .1 45.0 .0 200 .016 405 160 360 . 5 .3 45.0 .0200 .016 406 88 260 . 5 .2 45.0 .0200 .016 OTOTAL NUMBER OF SUBCATCHMENTS , 103 OTOTAL TRIBUTARY AREA (ACRES), 396 .07 1 PROVINCETOWNE PUD (FORT COLLINS , CO) -100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) *'* CO NTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM386 MODEL*** 1 WATERSHED AREA (ACRES) TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) TOTAL WATERSHED OUTFLOW (INCHES) TOTAL SURFACE STORAGE AT END OF STORM (INCHES) ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL 396.070 2.890 .440 1 .881 .566 .077 PROVINCETOWNE PUD (FORT COLLINS , CO) -100 YR FULLY DEVELOPED FOOTHILLS BASIN HYETOGRAPH (2/28/00) (MANHARD CONSULTING) GUTTER GUTTER NOP NP Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File : l00YearOut.wpd WIDTH OR DIAM .250 .250 .250 .250 .250 .250 .250 .250 .250 LENGTH .100 .10 0 .100 .100 .100 .100 .1 00 .100 .100 INVERT SLOPE .300 .51 .300 .51 .300 .51 .3 00 .51 .300 .51 .300 .51 .300 .51 .300 .51 .300 .51 SIDE SLOPES HORIZ TO VERT .50 .00180 1 .50 .00180 1 .50 .00180 1 .50 .00180 1 .50 .00 180 1 .50 .00180 1 .50 .00180 1 .50 .00180 1 .50 .00180 1 OVERBANK/SURCHARGE MANNING DEPTH JK 9/5/00 Page #4 NUMBE R CONNECTION 1 2 0 4 CHANNEL OVERFLOW 2 5 0 4 CH ANNEL OVERFLOW 4 0 0 3 5 6 0 2 PIPE 6 307 0 1 CHANNEL 7 307 0 1 CHANNEL 8 7 0 1 CHANNEL 9 8 0 1 CHANNEL 10 9 0 1 CHANNEL 11 12 0 2 PIPE 12 13 0 1 CHANNEL 13 10 0 1 CHANNEL 14 10 0 1 CHANNEL 15 14 0 1 CHANNEL 16 14 0 1 CHANNEL 17 16 0 1 CHANNEL 18 1 7 0 1 CHANNEL 19 18 0 4 CHANNEL OVERFLOW 20 18 0 2 PIPE 21 17 0 2 PIPE 22 23 0 2 PIPE 23 5 0 2 PIPE 45 46 0 1 CHAN NEL 46 59 0 2 PIPE 47 60 0 1 CHANNEL 48 60 0 1 CHANN EL 50 52 0 1 CHAN NEL 51 55 0 1 CHANNEL 52 53 0 1 CHANNEL 53 55 5 3 DIVERSION TO GUTTER NUMBER 54 -TOTAL . 0 . 0 5 . 0 .0 54 55 0 1 CHANNEL 55 56 0 2 PIPE 56 309 0 2 PIPE 59 309 0 1 CHA NNEL 60 46 0 2 PIPE 61 60 0 2 PIPE Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: 100YearOut.wpd (FT) (FT) (FT/FT) L . 3 234 . .0400 .0 5.0 234. .0400 .0 . 3 175 . .0400 .0 5 .0 175. .0400 .0 .0 1. .0010 .0 3 .0 48 . .0200 .0 10.0 216 . .0500 4.0 10.0 261. .0100 4.0 10.0 433 . .0300 4 .0 10.0 571. .0400 4 .0 10 .0 250. .0400 4 .0 2 .5 14 0 . .01 00 .0 5 .0 431. .0300 4 .0 5 .0 221. .0300 4 .0 10 .0 262 . .0200 4.0 5.0 180. .0300 4.0 10.0 298. .0100 4.0 10.0 210. .0100 4 .0 3 .0 739. .0 300 4 .0 .3 411. .0040 .0 5.0 411. .0040 .0 3.0 100. .0 100 .0 4 . 0 100. .0200 .0 3.0 360. .0500 .0 3.0 48. .0 200 .0 . 3 250. .0070 1 2 .0 3 .0 60. .0100 .0 .3 150. .0200 12 .0 .3 220. .0070 .0 .3 270. .0070 .0 . 3 530. .0340 .0 . 3 400. .0150 12.0 .0 0 . .0010 .0 Q VS DIVERTED Q IN CFS 15.0 .0 17 .0 2.0 .3 880. .0 200 . 0 3.0 510. .0120 .0 3 .0 180. .0100 .0 2.0 500. .0 260 3.0 2 .8 40. .0100 .0 2 .0 300. .0100 .0 R N 12.0 .016 20 .0 .020 12.0 .016 20.0 .020 . 0 .001 .0 .013 4 .0 .060 4.0 .060 4.0 . 060 4 .0 .060 4.0 . 060 .0 .015 4.0 . 060 4 .0 .060 4 .0 .060 4 .0 .060 4. 0 .060 4 . 0 .0 60 4. 0 .060 12.0 .016 20 .0 .020 . 0 .015 . 0 .015 .0 .015 . 0 .015 . 0 .016 .0 .014 .0 .016 12 .0 .016 12 .0 .0 16 12 .0 .0 16 .0 .016 .0 .001 20.0 5 .0 1 2 .0 .016 . 0 .014 . 0 .014 3 .0 .020 . 0 .014 .0 .014 (FT) .50 10 .00 .50 10.00 10.00 3 .00 12 .00 12 .00 12 .00 12 .00 12 .00 5.00 5.00 5 .00 12.00 5 .00 12.00 12.00 5 .00 .50 10.00 5.00 5 .00 3.00 3.00 .50 3.00 .50 .50 .50 .50 .50 10.00 .50 3.00 3 .00 2.00 2.80 2 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 9/5/00 Page #5 62 50 0 1 CHANNEL 63 61 0 1 CHAN NEL 64 54 0 1 CHAN NEL 65 66 0 2 PIPE 66 67 0 2 PIPE 67 68 0 2 PIPE 68 69 0 2 PIPE 69 308 0 2 PIPE 70 308 0 1 CHANNEL 71 70 0 1 CHANNEL 72 308 0 1 CHAN NEL 75 98 0 1 CHAN NEL 76 80 0 1 CHAN NEL 77 16 2 0 1 CHANNEL 78 97 0 1 CHANNEL 79 162 0 1 CHANNEL 80 98 0 2 PIPE 81 82 0 1 CHANNEL 82 76 0 1 CHAN NEL 83 98 0 1 CHANNEL 84 81 0 2 PIPE 85 84 0 1 CHANNEL 86 85 0 2 PIPE 87 86 0 2 PIPE 88 87 0 2 PIPE 89 90 0 1 CHANNEL 90 85 0 2 PIPE 91 92 0 1 CHAN NEL 92 84 0 1 CHAN NEL 93 86 0 1 CHANNEL 94 86 0 1 CHANNEL 95 87 0 1 CHANNEL 96 87 0 1 CHANNEL 97 98 0 2 PIPE 98 72 0 1 CHANNEL 99 0 0 3 100 101 0 2 PIPE 101 109 0 2 PIPE 102 109 0 4 CHANNEL OVERFLOW 103 101 0 2 PIPE 104 108 0 4 CHANNEL OVERFLOW Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut .wpd .3 .3 .3 4 .0 4 .0 4 .0 4.0 4 .0 1.0 1.0 2.0 1.0 2.0 1.0 1.0 . 3 4.0 2 .0 2 .0 1.0 6 .0 2 .0 5 .0 5.0 5 .0 .5 2 .0 . 5 . 3 . 3 . 3 . 3 . 3 2 .0 2.0 . 0 2.8 2.3 .3 5.0 1.5 .3 5 .0 480. .0170 12 .0 .0 625. .0100 12.0 .0 430 . .0100 .0 12 .0 200. .0130 .0 .0 400. .01 30 . 0 .0 400 . .0130 .0 .0 400 . .0130 . 0 . 0 360 . .0130 .0 .0 1100 . .0 250 3 .0 3 .0 600. .0 210 3 .0 3.0 600 . .0200 3 .0 3 .0 450. .0100 3.0 3 .0 450. .0150 3 .0 3 .0 750. .0400 3.0 3 .0 500. .0100 3.0 3 .0 500 . . 0600 .0 12.0 100. .0100 .0 . 0 600. .0100 3 .0 3 .0 470 . .0100 3.0 3.0 700 . .0130 3.0 3.0 150 . .0100 . 0 . 0 950. .0100 3.0 3 .0 130 . .0100 .0 .0 40. .0100 . 0 .0 20. .0100 .0 . 0 450. .0160 12 .0 12.0 60. .0100 .0 . 0 350 . .0150 12.0 12.0 850 . .0150 12.0 .0 300 . .0060 . 0 1 2 .0 250 . .0060 12.0 . 0 800 . .0070 12.0 .0 250 . .0060 . 0 12 .0 100. .0100 . 0 .0 1100. .0230 3.0 3 .0 1. .0010 .0 .0 40 . .0060 . 0 .0 60 . .0060 .0 .0 500. .0500 .0 12.0 500. .0500 .0 20.0 280. .0500 .0 .0 670. .0350 . 0 12.0 670 . .0350 .0 20 .0 .016 .50 .016 .50 .016 .50 .014 4.00 .014 ·4 .00 .014 4 .00 .014 4.00 .014 4 .00 .020 2 .00 .020 2.00 .020 3.00 .020 2.00 .020 2.00 .020 2 .00 .0 20 2 .00 .016 .50 .015 4.00 .020 3 .00 .020 3.00 .020 2.00 .014 6.00 .020 3 .00 . 014 5.00 . 014 5.00 . 014 5.00 .0 16 .50 .014 2.00 .016 .50 .016 .50 .016 .50 .016 .50 .016 .50 .016 .50 .015 2.00 .020 3 .00 .001 10.00 .015 2 .80 .015 2 .30 .016 .50 .0 20 10 .00 .015 1.50 .016 .50 .0 20 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9/5/00 Page #6 105 106 0 2 PIPE 106 108 0 2 PIPE 107 108 0 4 CHANNEL OVERFLOW 108 103 0 2 PIPE 109 306 0 2 PIPE 110 306 0 1 CHANNEL 111 104 0 4 CHANNEL OVERFLOW 112 109 0 4 CHANNEL OVERFLOW 128 306 0 2 PIPE 129 128 0 2 PIPE 130 129 5 3 DIVERSION TO GUTTER NUMBER 128 - TOTAL .0 .0 1 5 .0 .0 131 130 0 4 CHANNEL OVERFLOW 132 131 0 4 CHANNEL OVERFLOW 133 131 0 4 CHANNEL OVERFLOW 134 132 0 4 CHANNEL OVERFLOW 135 130 0 4 CHANNEL OVERFLOW 136 306 0 2 PIPE 1 37 136 0 2 PIPE 138 136 0 1 CHANNEL 139 141 0 4 CHANNEL OVERFLOW 140 137 0 2 PIPE 141 1 4 0 0 4 CHANNE L OV ERF LOW 1 42 140 0 4 CHANNEL OV ERFLOW 1 4 3 140 0 1 CHANNEL 1 4 4 140 0 2 PIPE 145 144 0 4 CHANNEL OVERFLOW 14 6 144 0 2 PIPE 1 4 7 1 4 6 5 3 DIVERSION TO GUTTER NUMBER 1 4 3 -TOTAL Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut.wpd 1.5 175 . .0100 1.5 40. .0100 . 3 500 . .0 5 00 5 .0 500 . .0500 1.5 50. .0100 2 .8 540 . .0050 2.0 540 . .0050 . 3 130 . .0140 5 .0 130 . .0140 . 3 250 . .0040 5.0 250. .0040 2 .8 60 . .0060 2 .3 22 . .0060 .0 0 . .0010 Q VS DIVERTED Q IN CFS 17 .0 2 .0 20 .0 . 3 350 . .0600 5 .0 350 . .0600 .3 110 . .0250 5 .0 110 . .0250 .3 190 . .0080 5 .0 190 . .0080 . 3 185 . .0230 5 .0 185 . .0230 . 3 350 . .0400 5.0 350 . .0400 3.5 130 . .0060 3.0 320 . .0470 2 .0 200 . .0470 . 3 200 . .0280 5 .0 200. .0280 2 .0 30 . .0060 . 3 200 . .0 4 00 5.0 200 . .0 4 00 . 3 360 . .0100 5 .0 360. .0100 2 .0 200 . .0060 2 .0 320 . .0060 . 3 270 . .0260 5 .0 270 . .0260 2.0 30 . .0050 . 0 0 . .0010 Q VS DIVERTED Q IN CFS .0 .0 .0 . 0 .0 12 .0 .0 20.0 .0 .0 .0 .0 4 .0 4 .0 . 0 12 .0 . 0 2 0 .0 . 0 12 .0 .0 20 .0 .0 .0 .0 . 0 .0 .0 5.0 27.0 .0 12.0 .0 20.0 .0 12.0 . 0 20 .0 . 0 12.0 .0 20.0 .0 12.0 .0 20.0 .0 12 .0 .0 20 .0 .0 . 0 .0 . 0 4 .0 4 .0 .0 12 .0 . 0 20.0 .0 . 0 .0 12.0 . 0 20 .0 . 0 12.0 .0 20.0 4 .0 4 . 0 .0 .0 .0 D.O .0 20.0 .0 .0 . 0 . 0 .015 1.50 .015 1.50 .016 .50 .020 10 .00 .015 1.50 .015 2 .80 . 060 10.00 .016 .50 .020 10.00 .016 .50 .020 10.00 .015 2 .80 .015 2 .30 .001 10 .00 1 2 .0 .016 .50 .020 10 .00 .016 .50 .020 10 .00 .016 .50 .020 10 .00 .016 .50 .020 10 .00 .016 .50 .020 1 0 .00 .015 3 .50 .015 3 .00 .060 10 .00 .016 .50 .020 10 .00 .0 1 5 2 .00 .016 .50 .020 10 .00 .016 .50 .020 10 .00 . 060 10.00 .015 2.00 .016 .50 .020 10.00 .015 2.00 .001 10 .00 0 0 0 0 0 0 0 0 0 0 128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 143 9/5/00 Page #7 .0 . 0 1 5 .0 .0 17.0 2.0 148 147 0 4 CHA NNEL .3 300. OVERFLOW 5 .0 300. 149 150 0 4 CHA NNEL .3 175 . OVERFLOW 5 .0 17 5. 150 147 0 4 CHA NNEL . 3 1 58 . OV ERFLOW 5 .0 1 58 . 151 150 0 4 CHANNEL . 3 320 . OVERFLOW 5 .0 320 . 152 146 0 4 CHA NNEL . 3 515 . OVERFLOW 5 .0 515 . 153 146 0 1 CHA NNEL 2 .0 200 . 16 0 162 0 2 PIPE 2 .0 1000. 16 2 1 63 0 2 PIPE 2 .0 1 30 . 163 98 0 2 PIPE 2 .0 850 . 301 387 4 2 PIPE . 1 1. RESERVOIR STORAGE TN ACRE-FEE T vs SPILLWAY OUTFLOW . 1 .5 . 2 .9 1.0 1. 3 302 390 4 2 PIPE . 1 1. RESER VOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .4 .0 .6 .1 .9 303 394 4 2 PIPE . 1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . 0 .6 . 1 .9 .1 1. 2 304 1 00 4 2 PIPE . 1 1. RESERVOIR STORAGE IN ACRE-FEET vs SPILLWAY OUTFLOW .0 4.6 . 0 8 .8 .1 10 .6 305 398 4 2 PIPE . 1 1. RESERVOIR STORAGE IN ACR E-FEET VS SPI LLWAY OUTFLOW .0 .6 . 0 .8 .0 . 9 306 22 6 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 2 .2 . 2 15 .6 . 5 22 .0 307 4 9 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . 1 10.0 . 3 16.0 . 4 23.0 2 .9 113 . 0 4 . 1 1 5 1. 0 5 .2 228.0 308 99 10 2 PIPE . 1 1. RESERVOIR STORAGE IN ACRE-F EET VS SPILLWAY OUTFLOW . 3 50 .0 . 3 1 00.0 .5 1 50 .0 1. 9 350 .0 2 .9 4 00 .0 5 .3 450 .0 309 65 4 2 P IP E .1 1. RESERVOIR STORAGE IN ACRE-FE ET VS SPIL LWAY OUTFLOW Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: lOOYearOut.wpd 20 .0 5.0 27.0 .0060 .0 12.0 .0060 .0 20 .0 .0060 .0 12 .0 .0060 .0 20 .0 .0170 .0 1 2 .0 .0170 .0 20 .0 .0120 .0 1 2 .0 .0120 .0 20 .0 .0100 .0 12 .0 .0100 .0 20 .0 .0050 4 .0 4. 0 .0100 .0 . 0 .0100 .0 .0 . 0100 .0 .0 .0010 .0 .0 2 .2 1. 7 .0010 .0 .0 .3 1. 2 .0010 .0 .0 .3 1. 4 .0010 .0 .0 . 1 11. 6 .0010 .0 .0 .1 1. 2 .0010 . 0 .0 .9 26 .9 1. 3 .0010 . 0 . 0 . 6 32 .0 . 8 .0010 .0 .0 .5 200 .0 . 8 5 .9 4 65 .1 .0010 .0 . 0 1 2 .0 .016 .50 .020 10 .00 .016 .50 .0 20 io.oo .01 6 .50 .0 20 10 .00 .016 .50 .020 10 .00 .016 .50 .020 10.00 .060 10 .00 .01 5 2 .00 .01 5 2 .00 .015 2 .0 0 .001 .1 0 .0 01 .10 .001 .10 .001 .10 .001 .10 .001 .10 31. 0 1. 9 .001 .10 39 .0 1.8 .001 .10 250 .0 1. 2 .001 .10 34 .7 75.0 300 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9/5/00 Page #8 - .0 20.0 .0 56.5 .0 379 391 0 2 PIPE 1.5 380 384 0 1 CHANNEL 1.0 381 382 0 1 CHANNEL .5 382 38 4 0 1 CHANNEL . 3 383 384 0 1 CHANNEL . 3 384 386 0 2 PIPE 3.5 385 386 0 1 CHANNEL .3 386 301 0 2 PIPE 3 .5 387 379 0 2 PIPE 1.5 389 302 0 2 PIPE 1.5 390 391 0 2 PIPE 1.5 391 395 0 2 PIPE 2 .0 392 303 0 2 PIPE 1. 5 393 303 0 2 PIPE 1. 5 394 395 0 2 PIPE 1. 5 395 399 0 2 PIPE 2 .0 396 397 0 1 CHA NNE L .3 397 305 0 2 PIPE 1. 5 398 399 0 2 PIPE 1. 5 399 0 0 3 .0 401 308 0 3 .0 402 399 0 1 CHANNEL 75 .0 0TOTAL NUMBER OF GUTTERS/PIPES , 145 1 PROVINCETOWNE PUD (FORT COLLI NS , CO) -100 YR FULLY DEVELOPED FOO T HILLS BASIN HYETO GRAP H (2/28/00) (MANHARD CO NSULTIN G) ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 4 307 0 0 0 0 0 0 0 5 2 23 0 0 0 0 0 0 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut .wpd 0 0 0 0 0 0 0 0 r 103 .8 .1 159.9 90. .0100 .0 .0 500 . .0260 3 .0 3 .0 500 . .0130 1 2 .0 12 .0 600 . .0330 .0 12.0 320 . .0100 12 .0 .0 50 . .0100 .0 .0 660 . .0200 .0 12 .0 190 . .0100 .0 .0 50 . .0100 . 0 .0 250 . .0100 .0 . 0 20 . .0100 .0 .0 380 . .01 00 . 0 .0 80 . .0340 .0 .0 20 . .0 300 .0 .0 90 . .0100 .0 .0 560 . .0300 .0 .0 500. .0 200 1 2 .0 . 0 70. .0 200 .0 .0 50. .0100 .0 .0 1. .0010 .0 .0 1. .0010 .0 .0 450 . .0 060 50.0 50 .0 TRIBUTARY SUBAREA 287 0 0 0 0 288 0 0 0 0 0 0 0 0 0 289 0 0 0 0 .014 1. 50 .020 2 .00 .016 .50 .016 .50 .016 .50 .014 3 .50 .016 .50 .014 3.50 .014 1. 50 .014 1.50 .014 1. 50 .014 2.00 .014 1. 50 .014 1. 50 .014 1.50 .014 2 .00 .016 .50 .014 1. 50 .014 1. 50 .001 10 .00 .001 10 .00 .080 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D.A. (AC) . 2 . 4 99.3 32.5 9/5/00 Page #9 Ill& 6 5 0 0 0 0 0 () 0 7 8 0 0 0 0 0 0 0 8 9 0 0 0 0 0 0 0 9 1 0 0 0 0 0 0 0 () 10 13 14 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 1 2 11 0 0 0 0 0 0 0 13 1 2 0 0 0 0 0 0 0 14 1 5 16 0 0 0 0 0 0 1 5 0 0 0 0 0 0 0 0 1 6 1 7 0 0 0 0 0 0 0 17 1 8 2 1 0 0 0 0 0 0 18 19 20 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 22 306 0 0 0 0 0 0 0 23 22 0 0 0 0 0 0 0 4 5 0 0 0 0 0 0 0 0 46 45 60 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File : l00YearOut .wpd 0 0 0 0 0 0 0 () 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 286 0 0 0 0 0 285 0 0 0 0 0 28 4 0 0 0 0 0 283 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 282 0 0 0 0 0 28 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 279 0 0 0 0 0 297 0 0 0 0 0 265 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 0 0 259 0 0 0 0 0 258 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 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8 10. .6 0 35 . 96 2 . .3 0 35. 95 5. . 5 . 0 0 35. 88 64. 1 .8 0 35 . 63 6 . . 5 . 3 0 55. 50 5 . . 5 . 1 0 50 . 153 7 . 1.0 0 35. 152 4. .4 0 35 . 147 24 . (DIRECT FLOW) 0 35. 134 7 . . 5 0 3 5 . 1 0 5 7. 1 .0 0 3 5 . 111 1. . 2 0 35 . Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut .wpd 206 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 401 0 0 0 0 0 402 0 0 0 0 0 DAMS *** 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.0 1. 6 1. 9 47 .4 86 .2 22 .6 9/5/00 Page #1 6 89 12. .4 0 35. 94 1 . .3 0 35. 93 1. . 3 0 35 . 87 72 . 1.9 0 35 . 61 7 . . 8 0 30 . 48 5 . . 5 .0 0 35 . 47 8. .5 .0 0 35. 64 6 . . 5 .0 0 40 . 52 7. .5 .2 1 0. 146 15. 2.0 .1 0 45. 145 13. .5 0 35. 139 7. .4 0 35. 133 6 . .5 0 35. 132 9 . .5 0 35 . 107 11. .5 0 35. 106 10. 1.5 . 0 0 40. 104 2 . .3 0 35. 91 10. .4 0 35. 90 11. 1.1 0 35. 86 73 . 1.9 0 35. 60 25. 1.4 0 35. 45 5 . .5 . 0 0 35 . 54 8 . .5 . 4 0 55. 53 14 . (DIRECT FLOW) 0 35. 51 11. .5 . 0 0 40. 20 3 . .4 0 35. 19 24 . .9 0 40. 144 16. 2.0 . 2 0 55 . 143 10 . 1 .1 0 35 . 142 3. .4 0 35. 141 17. .6 0 35 . 135 3. .3 0 35. 131 15. .5 0 35. 108 10. 1.5 .2 0 45. 304 9. .1 . 0 0 35. 381 14 . . 5 .0 0 40 . 92 7 . . 5 .2 0 45 . 85 96. 1. 8 0 40. Manhard Consulting 9/5/00 100 Year Fully Developed Provincetowne Amend #2 ODP Page #17 File : l00YearOut .wpd 46 31. 1.5 0 35 . 55 35. 1 .5 0 35. 21 9. .6 0 35 . 18 24. 1.0 0 40 . 140 16 . 2 .0 .7 1 10. 130 23. (DIRECT FLOW) 0 35 . 103 14. .9 0 30. 100 12. 1 .1 0 40. 383 5. .5 0 35. 382 11. . 5 .2 0 50 . 380 16. .7 0 35. 84 107. 2 .1 0 40. 59 28. .8 0 35. 56 36. 1 .6 0 35. 17 31. 1 .0 0 40. 11 23. 1. 5 0 35. 138 7. .6 0 35 . 137 19 . . 8 0 30. 129 15. 1 .4 0 35. 112 3. .5 0 35 . 102 4. .3 0 35 . 101 23. 2.1 0 30 . 385 8. .5 . 0 0 35. 384 30 . 1. 4 0 40. 81 138. 2.1 0 40 . 309 82 . .1 .0 0 35 . 16 51. 1. 4 0 40. 15 10. .6 0 40 . 12 22. . 9 0 40. 136 23. 1. 4 0 35. 128 27. 1.8 0 35. 110 10. 1.1 0 40. 109 29 . 2.0 0 35. 386 37 . 1.5 0 35. 160 21. 2 .0 .0 0 40. 79 14 . . 5 . 0 0 40. 77 41. 1.0 0 35. 82 152 . 2.2 0 40 . 65 80. 2 .1 0 35. 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Manhard Consulting 9/5/00 100 Year Fully Developed Provincetowne Amend #2 ODP Page #19 File: l00YearOut .wpd 72 35 8 . 2.7 0 4 0. 70 7 4 . 1 .4 0 4 0 . 6 9 80 . 2.1 0 40 . 7 137. 2 .2 0 4 5. 6 4 3 . . 8 0 4 0 . 402 73. . 7 0 40 . 398 2 . .5 0 5 0 . 39 5 5. .5 1 20 . 30 8 432 . .1 4.4 0 50 . 307 140. .1 3.7 1 0 . 404 23 . (DIRECT FLOW) 0 35. 403 27 . (DIRECT FLOW) 0 3 5. 399 79 . (DIR E CT FLOW) 0 40. 99 501. (DIRECT FLOW) 0 45 . 4 153 . (DIRECT FL OW) 1 0 . Manhard Consulting 100 Year Fully Developed Provincetowne Amend #2 ODP File: l00YearOut .wpd 9/5/00 Page #20 PROVINCETOWNE POND RA TING CURVES Pond 301 WSE Volume Discharge (ft) i (ac. ft .) (cfs ) 4972 .0 I 0.048 0.87 4973.~ ---------- 0.288 1.33 -- 4974 .0 I 0 .852 1.67 4975 .0 1.829 1.95 - 4976 .0 3.971 2.25 WSE (ft) 4972 .0 4973 .0 4974.0 . 4975.0 ··---------- Pond 304 WSE Volume Discharge WSE (ft) (ac . ft.) (cfs) (ft) 4951 .0 0.016 4 .61 4956 .0 4952.0 I 0.037 11 .60 4957 .0 4953.0 0.077 15.75 4958.0 4954 .0 0.135 19 .01 4959 .0 4960 .0 -- ---·-- I ·--- ------.. -- Pond 308 WSE Volume Discharge (ft) (ac . ft .) (cfs) 4941 .00 ' 0.285 50 .00 4942 .00 0.622 125.00 4943 .00 1.056 225.00 4944.00 1.666 275.00 ----4945 .00 2.470 325 .00 ---------· -- 4946 .00 3.466 375 .00 -----------4947 .00 4 .659 425 .00 -4948 .00 6 .013 475 .00 Pond 302 Pond 303 Volume I Discharge WSE Volume 1 Discharge (ac . ft .) : (cfs ) (ft) I (ac . ft .) I (cfs) 0.006 0.62 4971 .0 i 0.002 ; 3.86 0.028 0.94 4972 .0 I 0.014 i 7.39 0.083 1.17 4973 .0 : 0.055 I 9.71 0.172 1.36 4974 .0 0.140 I 11 .57 4975.0 0.284 ' 13 .18 4976 .0 0.494 ' 14 .61 Pond 305 Pond 306 Volume I Discharge WSE I Volume I Discharge I (ac. ft .) I (cfs) (ft) I (ac . ft.) 1 (cfS) 0.020 0.62 4940 .0 I 0.018 I 2 .23 0.084 0.94 4941 .0 0.050 I 15.62 0.189 1.17 4942 .0 ; 0 .105 21 .98 0.329 1.36 4943 .0 i 0 .188 I 26 .87 0.507 : 1.57 4944 .0 ' 0 .300 I 31 .00 ' ' 4945 .0 I 0.449 34 .65 4946 .0 i 0.662 37 .94 4947.0 ! 0 .965 40.97 4948 .0 I 1.370 43 .79 4949 .0 I 1.865 46 .44 I I 4950 .0 2.429 ' 48 .95 Elevation Area (ft.) i (sq . ft .) i ' 4971 .0 I 0 1 ; 4972.o I 4169 1 I 4973 .o I 16735 1 4974.0 I 32423 1 I I 4975 .o I 52691 I ' 4976 .o I 69850 1 PROVINCETOWNE POND 301 VOLUME CALCULATIONS Depth Surface ; Ave . Surface ; (ft .) Area I Area I (ac .) I (ac .) ' o.oo I 0.000 I I I 0.048 I 1.00 I 0.096 I I I 0.240 I 1.00 I 0.384 I I i 0.564 1 1.00 I 0.744 1 .. · I I 0.977 : ' 1.00 I 1.210 I .I i 2.142 I ' 1.00 I 3.074 I I Delta Cum . Cum . Volume Volume Volume (ac. ft .) (ac . ft .) (cu . ft .) I I 0.048 0 .048 2085 . .;;:;· I I 0.240 0.288 12537 I I 0.564 0.852 . 37116 I I 0.977 1.829 79673 .. I I 2.142 3 .971 172977 I I Elevation (ft .) ' 4971 .0 I - 4972 .o I 4973 .o I i 4974 .o I i 4975.o I PROVINCETOWNE POND 302 VOLUME CALCULATIONS Area Depth Surface . Ave . Surface • ' (sq . ft .) (ft .) Area Area (ac .) (ac.) 0 1 o.oo I 0.000 I 0 .006 500 I 1.00 I 0.011 1 0.022 1450 1 1.00 I 0.033 I 0.055 3360 1 1.00 I 0.077 1 0.089 4360 1 1.00 I 0.100 I Delta I Cum . Cum . ·I Volume I Volume Volume (ac . ft.) (ac . ft.) (cu . ft .) I I I 0.006 : 0.006 250 -I I 0.022 i 0.028 1225 I I 0.055 0.083 3630 I I 0.089 0.172 7490 I r I Elevation (ft .) 4970 .o I 4911 .0 I 4972 .o I 4973 .o I 4974 .0 I 4975 .o I 4976 .0 I PROVINCETOWNE POND 303 VOLUME CALCULATIONS Area Dept h I Surface Ave . Surface (sq . ft.) (ft .) I Area Area I (ac .) (ac .) 0 1 0 .00 0.000 I I 0.002 I 150 1 1.00 0.003 I I 0.013 I 940 1 1.00 0.022 I 0.040 2570 1 1.00 0.059 I I 0.086 4900 1 1.00 0.112 I I 0.144 7650 1 1.00 0 .176 I 0.210 10650 1 1.00 0.244 I Delta Cum . ' Cum . Volume Volume Volume (ac . ft.) (ac . ft .) ' (cu . ft .) I I 0.002 0.002 ' 75 I I 0.013 0.014 1 620 I I 0.040 ' 0.055 I 2375 I I 0 .086 , 0 .140 6110 I I 0.144 : 0.284 1 12385 I I 0.210 I 0.494 l 21535 I I Elevation (ft.) 4950 .0 I 4951 .o I 4952.0 I 4953 .o I 4954 .0 I PROVINCETOWNE POND 304 VOLUME CALCULATIONS Area Depth Surface Ave . Surface . (sq . ft .) (ft.) Area Area (ac .} (ac .} 0 1 o.oo I 0.000 I I 0.016 380 1 1.00 I 0.009 I I 0.020 1400 1 1.oo r 0.032 1 I 0.040 2110 I 1.00 i 0.048 I I 0.058 2980 1 1.00 i 0.068 I I Delta Cum . Cum . Volume Volume Volume (ac . ft .} ' (ac . ft .} (cu . ft.} I I 0.016 0.016 700 I I 0.020 0.037 1590 I I 0.040 0.077 3345 I I 0 .058 0.135 I 5890 I I Elevation (ft .) 4955 .o I 4956 .0 I 4957 .o I 4958 .o I 4959 .o I 4960.o I PROVINCETOWNE POND 305 VOLUME CALCULATIONS Area Depth Surface Ave . Surface (sq . ft.) (ft.) Area Area (ac.) (ac .) 0 1 o.oo I O.OOQ I 0.020 1750 I 1.00 I 0.040 I 0.064 3790 I 1.00 I o.087 I 0.105 5375 1 1.00 I 0.123 1 0.141 6875 I 1.00 I 0.158 I 0.178 8600 I 1.00 I 0.197 I 7 Delta Cum . Cum . Volume i Volume Volume (ac . ft .) ' (ac . ft .) (cu . ft .) I I 0.020 0 .020 875 I --I ---- 0.064 0.084 3645 i I 0.105 0.189 8228 i I 0.141 , 0.329 14353 : I 0.178 i 0.507 22090 I I Elevation : Area (ft ,) I (sq. ft .) I I 4939 .0 500 ! I 4940.0 1025 i 4941.0 1795 i 4942 .0 3010 I I 4943.0 4175 I 4944.0 5600 i 4945.0 7440 I 4946.0 11090 i 4947 .0 15331 ' 4948 .0 19895 4949 .0 23280 4950.0 25876 PROVINCETOWNE POND 306 VOLUME CALCULATIONS I Depth Surface 1 Ave . Surface . i (ft.) Area I Area i I (ac .) ! (ac .) I I 0.00 1 0 .011 I i 0 .018 : I 1.00 I 0.024 I 0.032 I 1.00 I 0 .041 I I 0.055 : 1.00 I 0.069 I i 0.082 1 1.00 I 0.096 i 0 .112 I 1.00 I 0.129 I 0.150 I 1.00 I 0.171 I I 0.213 I 1.00 I 0.255 "' i I 0 .303 I 1.00 I 0.352 .• I ! 0.404 I 1.00 I 0 .457 i I 0.496 ! 1.00 I 0 .534 i . I 0 .564 ! I 1.00 I 0.594 Delta I Cum . Cum . Volume I Volume Volume (ac. ft.) (ac . ft .) (cu . ft .) 0.018 0.018 763 0.032 0 .050 2173 . 0.055 0 .105 4575 ·• 0.082 0.188 8168 0 .112 0.300 13055 ., . 0.150 0.449 19575 .. ., 0.213 0 .662 28840 3 ., 0.303 0 .965 42051 ,, 0.404 1.370 59664 .. 0.496 1.865 81251 -· . .. ., .,... -, 0.564 2.429 105829 s ,.;:·,, ... :,:,• ,;;·, ,., ' Elevat ion : (ft.) ! 4904 .29 I 4904.50 I 4905 .oo I 4906.oo I 4907 .oo I 4908 .oo I I 4909 .00 1 I 4910.00 I 4910 .70 I PROVINCETOWNE POND 307 VOLUME CALCULATIONS Area Depth Surface ,Ave. Surface (sq . ft.) (ft.) Area Area (ac .) (ac .) ' 0 1 0.00 0.000 I I 0.003 , 220 1 0.21 0 :005 I I 0.081 6822 1 0.50 0.157 I I 0.308 20027 1 1.00 0.460 I I 0.553 28151 I 1.00 0.646 I I 0.739 36274 I 1.00 0.833 I I 0.893 I 41504 I 1.00 0 .953 I I 1.013 : 46733 1 1.00 1.073 I I 1.115 • 50393 1 0 .70 1 .157 I I Delta Cum . Cum . Volume Volume Volume (ac. ft .) i (ac . ft.) (cu . ft .) 0.001 I 0.001 ' 23 0.040 ' 0.041 1784 0.308 1 0.349 15208 0 .553 0 .902 ! 39297 ' 0.739 1.642 1 71510 0.893 2.534 1 110399 1.013 3.547 154517 0 .780 4 .328 188511 Elevation i (ft.) i ' 4940 .00 I 4941 .00 I 4942.00 I 4943.oo I ' 4944 .oo I ' 4945.oo I 4946 .oo I 4947.oo I 4948 .00 I PROVINCETOWNE POND 308 VOLUME CALCULATIONS Area Depth ! Surface I Ave . Surface 1 I I , (sq . ft .) (ft .) Area , Area . ( ac .) I (ac .) 10945 1 0.00 1 0.251 I ! 0.285 i .13845 I 1.00 I 0.318 I I 0 .338 . 15570 1 1.00 I 0.357 I I 0.433 : 22185 1 1.00 I 0.509 . I I 0.610 I ' 31000 I 1.00 1··, 0.712 :H I 0.803 39000 1 1.00 I 0.895 'i, I 0.996 47802 1 1.00 I 1.097 ,• I i 1.193 , 56140 1 1.00 I 1.289 .• I i 1.354 . 61785 1 1.00 I 1.418 I Delta Cum . Cum . Volume I Volume Volume (ac . ft .) I (ac . ft .) (cu . ft .) I 0 .285 0 .285 12395 I 0.338 ' 0 .622 27103 I 0.433 1.056 45980 I 0 .610 : 1.666 72573 ', I 0.803 2.470 • 107573 I 0 .996 ! 3.466 . 150974 I 1.193 I 4 .659 202945 I '-' 1.354 . 6 .013 261907 I PROVINCETOWNE POND 301 ORI FACE CALCULATIONS Pipe Diameter = Oriface Diameter = 15 inches 6 inches Pipe Oriface Contraction Depth of Area (A 1) Area (Ao ) Coefficient Water (h1) s . ft. s . ft. C ft. 1.23 0.20 0.64 1.0 ----------•----·--· -- 1.23 0.20 0.64 2.0 • ----·----------------- 1.23 0.20 0.64 3.0 -----· -----· -- 1.23 0.20 0 .64 4.0 ----1.23 0.20 0.64 5.0 Water Discharge Elevation I (Q) ft cfs 4972 .0 0.87 4973 .0 1.33 -------4974 .0 " 1.67 ---4975 .0 1.95 4976 .0 2 .25 PROVINCETOWNE POND 302 ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = 15 inches 5 inches i Oriface Contraction ; Depth of _ 1 Area (Ao) Coefficient • Water (h 1) i s . ft. C • ft . 1.23 1 0 .14 0.64 1.0 1.23 i -0 .14 ------0 .64 -----2_0 - -------------------------· 1.23 , 0 .14 0 .64 3.0 --------1.23 0.14 0 .64 4 .0 Water Elevat ion ft Discharge (Q) cfs 4972 .0 0 .62 --·-------·---4973 .0 0 .94 -----4974 .0 : 1.17 4975 .0 1.36 PROVINCETOWNE POND 303 ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = Oriface Area (Ao) s . ft. 1.77 1.23 1.77 1.23 1.77 1.23 1.77 1.23 -1.77 1.23 1.77 1.23 18 inches 15 inches ' Contraction Depth of . Coefficient Water (h1) ·c ft. 0.64 1.0 Water Elevation ft 4971 .0 ------- 0.64 2.0 4972 .0 -------. 0.64 3.0 4973.0 0.64 4 .0 4974 .0 ---------0.64 5.0 4975 .0 0.64 6 .0 4976 .0 , Discharge (Q) • cfs 3.86 7 .39 9.71 11.57 13.18 14 .61 PROVINCETOWNE POND 304 ORIFACE CALCULATIONS P ipe Diameter = Oriface Diameter = Pipe Oriface Area (A1 ) Area (Ao) s . ft 3.14 2.07 24 inches 19 .5 inches Contraction Depth of 'Coefficient Water (h1) I C ft. 0.64 1.0 Water Discharge Elevation (Q) ft cfs 4951 .0 4 .61 --------·• -·--·-----------------3.14 2 .07 0.64 2 .0 4952 .0 11 .60 -------·-------------- 3.14 2.07 0.64 3.0 4953 .0 15.75 ----------------------3.14 2.07 0.64 4 .0 4954 .0 19 .01 PROVINCETOWNE POND 305 ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = Pipe Oriface Area (A1) Area (Ao) s ' ft. 1.23 0 .14 1.23 0.14 15 inches 5 inches Contraction i Depth of 'Coefficient : Water (h 1) C ft. 0 .64 1.0 0.64 2.0 Water : Discharge Elevation '(Q) ft cfs 4956 .0 0.62 .. ---··-4957 .0 0.94 . . -.~---------··-·------·-·-----. 1.23 0.14 0.64 3.0 4958 .0 ' 1.17 -·--·-----1.23 0.14 0.64 4 .0 4959.0 , 1.36 ·--------. - 1.23 0.14 0.64 5.0 4960 .0 : 1.57 PROVINCETOWNE POND 306 ORIFACE CALCULATIONS Pipe Diameter = Oriface Diameter = Pipe 1 Oriface Area (A1 ) 1 Area (Ao) (sq . ft .) (sq . ft .) 7 .07 3.01 -----7 .07 r-• 3 .01 -. 7 .07 3.01 7 .07 , 3 .01 7 .07 3.01 --7.07 : 3.01 7 .07 3 .01 7 .07 ! 3.01 7 .07 3.01 ---7.07 ; 3 .01 -·· ·-·-7 .07 l 3 .01 36 inches 23 .5 inches Contraction I Depth of • Water 1 Discharge Coefficient j Water (h 1) : Elevation : (Q) : (cfs) (C) : (ft .) (ft) 0.64 1 4940 1 2.23 0 .64 : 2 4941 i 15 .62 0.64 I 3 : 4942 1 21 .98 0 .64 1 4 ; 4943 ; 26 .87 0.64 I 5 : 4944 ' 31 .00 0 .64 ! 6 ! 4945 ' 34.65 0 .64 i 7 1 4946 1 37.94 0.64 1 8 ; 4947 1 40 .97 0 .64 i 9 ; 4948 1 43 .79 0 .64 1 10 1 4949 1 46.44 - 0 .64 ! 11 : 4950 ; 48 .95 86' ::>=--=- 44 " RCP 4938 .56 N 38" RCP ·, . ..,'/INCETOWNE SUBDIVISION FIL. 2 i CITY OF FORT COLLINS, COLORADO ! POND •308 EXISTING CONDITIONS '"°' """· -=-s -'-'-.v.:..:=. e"--. --i OAAWN I Y, _J _.L_.P_, -- DATL I C&LI., 11~~ MANHARD CONSULTING 1m . 4~~~,~➔ E NG I NEERS • SURV E Y OR S • PLA NN E RS if, 823 2 E. Park Meadow s Dr. Liltlelon , Co lorado 80 I 24 ' lei: 303 /708-0500 fax : 303 /708-0400 htlp ://www.MANHARD.com SHEET 1 OF 1 KBCFCC C121 I YoNO '"?>O'b (::1,.\ ~1 tNlr- CUR RENT DATE : Cl 05 ·2000 CURRENT TIME: l l : CO: Os FHWA CULV ER T ANALYSI S HY 8, VERSI ON 6 .1 FILE DATE : 01 -0 5 ·200 0 FILE NAME : OUT398E C u SITE DATA CULVERT SHAP E , MATERIAL, INLET L I INLET V I ELEV . OUTLET CULVERT BARRSLS ELSV . LENGTH SHAPE SP AN RISE MANNING INLET INO . (ft i 'f::.: Cf t 1 MATER!AL . :: C ·, { f C ) n TYPE I l 14939 .08 2 14939.13 I 3 4533 . 56 86 .00 493 9 .05 83.00 I 4 5 6 SUMMARY OF CULVERT FLOWS ,cf S ) ELEV (ft ) TOTAL 4939.08 0.0 0.0 4540.58 50 .0 4 1 .2 4941.35 100. 0 82 .0 4941.96 150 . 0 123 .7 4942.56 200.0 168 .l 4943.20 250.0 212 .0 4943 .96 300.0 255. 2 4944.88 350.0 299.0 4945 .40 400.0 321 .3 4945.52 450.0 326 4945 .62 500.0 330 l 4945 . 30 371 .5 317 .0 . 3 RCP 1 RCP 2 a.a 8 .4 17 .8 25.6 31 . 9 38 .0 4 4 . 4 51. 5 55 . 2 56.0 56.7 54 . 4 SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV (ft) ERROR r Et ~ 4939 .08 C 000 4940.58 c . 005 4941.35 ·O .003 4941.96 ·O .009 4942.56 0 .000 4943.20 0.001 4943.96 ·O .00 4 4944.88 0 .009 4945 .40 0 .005 4945 .52 0 .005 4945 .62 . 0 .009 <l> TOLERANCE (ft ; 0 .010 50 3 .50 .013 CONVENTIONAL I 2 .so 2 .50 .013 CONVENTIONA L I FILE : OUT398 E DATE: 01-05 -2000 3 5 6 ROADWAY :TR 0.0 0.0 0.0 a.a 0.00 0 a .a a.a 0.0 a.a 0.0 0 0.0 0 .0 0 .o 0.0 0.0 0 3 0.0 0 .0 0 .0 0.0 0.00 2 0 .0 0 .0 0 .0 0.0 0 .00 3 0 .0 0 .0 0.0 0.0 0.00 4 0.0 0 .0 0.0 0.0 0 .00 0.0 0.0 a .a 0.0 0 .00 2 0 .0 0.0 0.0 0.0 20.55 8 0 .0 a.a 0.0 0.0 63.66 4 0.0 0.0 0.0 0.0 110. 77 0. 0 0 .0 0 .0 0 .0 OVERTOPPJNG ~ OVf"ToP E.L.E\J. FILE : OUT39 8E DATE : 01 -05 -2000 TOTAL FLOW \ FLOW FLOW :cf s ERROR Cc fs ) ERROR 0. 00 0.00 0 .00 so . 00 0 .33 0.66 1 0 0 .0 0 0. 21 0.21 150.00 0 .73 0. 4 9 200. 00 0 .01 0.00 250. 00 -0 .06 -0 .02 300 .00 0 .38 0. 13 350.00 . 0 . 4 9 -0 .14 400 .00 2 .94 0.74 450 . 00 4. 2 3 0.94 500 .00 2 .46 0 . 49 <2> TOLERANCE ( \) ~ 1.000 2 CURRENT DATE , 01 0 5 ·2000 :'!LE DATE , 0 ! 05 2 000 CU RRENT T I ME . l l ,0 0 ,04 F!LE 1,AME , O:.J T398!:: PERFORMAN CE CUR VE FOR CUL\'SR T 3 ( 3 .50 (ft ' BY 3 50 d t ·: RCP DIS HEAD -INLE T OUTLET CHARGE WATER CON TROL CONTR C: .. F LO W NORMAL CR I T . OUTLET TW OUTLST TW FLOW ELEV . DEPTH DEPTH T YPS DEPT H DEPTH DEPTH DEPTH VEL . VEL . cfs ' : ft ) (ft ) (ft) < F4 > {ft ) (ft ) (ft . ~ (; . ~ps :fps ) 0. 00 4 9 39 . 08 0.00 0 .0 0 0 ·NF 0 .00 0 .00 0 .0 0 0 .00 0 .00 0 .00 .;1 .23 4 9 .; 0. 59 1 .51 .5 1 S 2n 0.99 1.12 0 .92 0 .82 6 .76 2 .10 82.02 4941.36 2 .28 2 .26 : • S2n 1.43 1.60 . 44 .22 7 .33 2 .64 123 .69 4941 .96 2 .8 8 2 .88 l -S2n 1.81 1 .99 l .82 .53 8 .16 3 .01 168 .13 4942 .56 3.48 3 .48 l • S 2 n 2.20 2 .3 4 2. 14 .79 s. 1 0 3 .29 212 .02 490 .20 4. 12 4.1 2 ;;-S 2n 2 .62 2 .62 2.52 2 .02 9 .53 3 . 53 255 .24 4943 .96 4 . 88 4 . 7 7 2 -M2c .so 2.86 2 .86 2 .23 10. 13 3 .72 299 .04 4 94 4 .87 5.79 5 . 4 l 2 -M2C .so 3 .05 3 .05 2 .42 1 1.25 3.90 321 .33 4 94 5 . 4 0 6.32 5 .9 9 2 -M2 c 3 .50 3 . 14 . 14 2 .60 11 . 77 4 .05 326 . 10 494 5 .52 6 . 44 6 .06 2 -M2 c 3.50 3 . 16 ). 1 6 2 .76 11 . 88 4 . 19 3 3 0 .0 6 4945 .6 2 6 .5 4 6 .16 2 -M2c 3.50 3 . 18 3 .1 8 2 .92 1 1. 97 4 . 3 2 =..1.. inlet face invert .; S 3 5 .08 ft El . outle t inve::-t 4938 .5 6 ft El . inlet th roat invert 0. 00 ft El . inlet cres t 0 .00 ft SIT E DAT A••••• CULVERT INVERT •••••••••••••• INLET STATIO N 0 .00 ft i INLET ELEVAT ION 4939 .08 ft OUTLET STATION 86 .00 ft OU TLET ELEVATI ON 4938 .56 ft NUMBER OF BARRELS 3 SLOPE (V/H ) 0 .0060 CULVERT LENGT H ALONG SLOPE 86 .00 ft CULVERT DATA ·SUMMAR Y •••••••••••••••••••••••• BARREL SHAPE CIRC ULAR BARREL DI AMETER 3 .5 0 ft BARRE L MATERIAL CONCRETE BARREL MANNING'S n 0 .01 ) INLET TYPE CON VC:NTI ONA L INLE:; EDGE AND WALL GR OOVEw EN D PROJECTION IN LET u EPRESS !ON NON E CURRENT DATE : 01 -05 -2000 FILE DATE : 0 1 -0 5-2000 CURRENT TIME: ! 1 : 0 0: 04 FILE NAME : OU T398E P ER FORMA NCE CURVE FOR CULVERT 2 1 2 . 50 i f t ) BY 2 .50 , ft -; RCP DIS -HEAD · INLET OUTLET CHARGE WA TER CONTROL CONTROL FLOW NORMAL CRIT . OUTLET T W OUTLET TW FLOW ELEV . DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL . VEL . (cf s i (ft } i f t ) (ft) < F4 > (ft : : ft ) (ft ) ' ~ft ~ ·fps : , fps ) 0.00 49)9 .1) 0 .00 0 .00 0 -NF 0 .00 0.00 0.00 -0 . 4 9 0 .0 0 0 .0 0 8 . 4) 4940 .59 . 34 l. 46 2 -M2 c . 4 7 o . 96 0.96 0.)) 4 . 8 3 2 .1 0 17 .76 4941 .)6 2.06 2. 2 3 2-M2c 2 .so . 4 2 l. 42 0 . 7) 6 . 16 2 .64 25 . 58 4 94 1 .95 2.59 2 .82 2-M2c 2 .so 1 . 7 2 1 .72 .04 7. l 0 ) .01 )1 .86 4 94 2 .57 ).06 ) . 4 4 2 -M2c 2 5 0 1. 92 1.92 . )0 7 .9 1 3. 29 )8 .04 4 94). 1 9 ) .62 4.07 2 -M2c 2 .s o 2 .07 2.07 . 5) s . 7 7 3.5) 44 .)8 4 94) .97 4 . ) 1 4.84 2 -M2c 2 .50 2 .21 2 .21 1. 74 9 . 7 0 .72 51 . 4 5 4 94 4 .87 5.21 5.74 2-M2C 2 .s o 2 .)5 2.)5 .9) 10 .81 .9 0 55. 18 494 5 . 40 5 .74 6. 27 2-M2c 2 .so 2 .4) 2. 4) 2. 11 11 . 40 4 .05 56 .02 4 94 5 .52 5 .87 6.)9 2-M2c 2 .s o 2 . 4 5 2. 4 5 2 .27 11 .5) 4 . 19 5 6 .72 4 94 5 .62 5 .97 6 .49 2 -M2c 2 .50 2 . 4 7 2.47 2 . 4) 11 .64 4 . )2 El . inlet face inver t 49)9.13 ft E l. outlet invert 49)9 .05 ft El. inlet throat invert 0.00 ft El . 1nlet crest 0.00 ft SITE DATA ••••• CULVERT INVERT •••••••••••••• INLET STATION 0 .00 ft INLET ELEVATION 49)9.13 ft OUTLET S TATION 8).00 ft OUTLET ELEVATION 49)9 .OS ft NUMBER OF BARRELS SLOPE (V/H) 0 . 0010 CULVERT LENGTH ALONG SLOPE 8) .00 ft CULVERT DAT-A SUMMARY•••••••••••••••••••••••• BARREL SHAPE CIRCULAR BARREL D~AMETER 2 .50 ft BARREL MATER .JAL CONCRETE BARREL MANNING'S n 0. 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED EN D PROJE CT IO N I NLET DEPRESSION NONE _,. ':IOVINCETOWNE SUBDIVISION FIL. 21 1 CITY OF FORT COLLINS, COLORADO 11 POND •308 PROPOSED CONDITIONS I ,.o, 110•. ~s~.v=.s~. __ DRAWN IY, _J • ..;;;.L._P_. -- DATL 7/24/00 ICALt, 1 "=50 ' MANllARD CoNSULTING LTD , ENGINEERS • SURVEYORS • PLANNERS 8232 E. Park Meadows Dr. Littleton, Colo rad o 80124 tel : 303 /708 -0500 fax : 303/7 08 -0400 http://www .MANHARD .c om SHEET 1 OF 1 KBCFCC C121 2 CURRENT DATE : 0 7 -26 -2000 F IL E DATE : 0 7-26 -2 000 CURRENT TIME : 12 :19 :33 F ILE NAME : OUT398P PERFORMAN CE CURV E FOR CULVERT l 3 : 3 .50 (ft ) BY 3 .50 (f t ) ) RCP DIS -HEAD -INL ET OUTLET CHARGE WATER CONTRO L CO NTROL FLOW NOR MA L CRIT. OUTLET TW OUTLET TW FLOW ELEV . DEPTH DE PTH TYP E DEPTH DEP TH DEPT H DEPTH VEL . VEL . (c f s ) (ft ) I :: t } (ft ) <F'4 :> i f t ; i f t ) (ft ) (ft ) ( fps ) ( fps 0 .0 0 49 39 .42 D.00 0.00 0 -NF C .oo C .00 0 .00 0 .0 0 0 .00 0.00 4 0.51 4940 .9 1 l . 4 9 . 4 9 l-S2n 0 .98 l. 11 0.91 0 .75 6 .74 2 .0 3 81 .18 4941.6 8 2 . 26 2 .26 l-S2n 1 . 4 2 1. 59 1 .4 1 1 .12 7.43 2 .60 123 . 44 4942 .3 0 2 .88 2.88 l ·S2n l. 80 1.99 1. 69 1. 41 8 .94 2 .98 16 6.25 494 2.8 7 . 4 5 3.45 l -S2n 2. 1 8 2.32 2.12 1. 66 9 .07 3 .28 212.97 494 3.56 -l . H 4 . 1 4 5-S 2 n 2 .63 2 .63 2 .5 3 1. 8 9 9.5 5 3 .53 257.36 4944 .34 4 . 92 4.80 2-M2c 3 .5 0 2 .87 2 .87 2.09 10 .1 9 .74 301 .50 4945.27 5 .85 5 .6 9 2-M2 c 3 .5 0 3 .06 3.06 2 .28 11 . 3 1 .93 344 . 82 4946 .4 5 6 .93 7 .03 2 -M2c 3. 50 3.24 3 .24 2. 4 5 12 .43 4 . 09 3 8 7 .79 4947 .7 7 a. 15 8.35 2 -M2c 3 . 50 3 .4 2 3 .42 2 .62 13. 59 4 . 25 4 31.49 4949 .13 9 .53 9 .71 6-FFc 3 .5 0 3 .5 0 3.50 2.77 14. 95 4 . 3 9 El. in l e t face inve rt 4939.4 2 ft El. outlet invert 4938.56 f t El. inle t th!"oac i nv ert 0 .00 ft El. inlet crest 0 .00 f t SITE DATA••••• CULV ERT INVERT•••••••••••••• INLET STAT I ON 0 .00 ft INLET ELEVAT ION 4 9 39.42 ft OUTLET STATI ON 1 43 .00 ft OUTLET ELE VATION 4 9 38 .56 ft NUMBER OF BARRELS 3 SLOPE (V/H) 0.0 060 CULVERT LE NGTc! ALONG S LOP E 143. 00 ft ••••• CULVERT DA TA SUM MA ~Y •••••••••••••••••••••••• BARREL SHAP E C IRCULAR BARREL DIAM ETER 3. 5 0 ft BARREL MAT ER i AL CO NCRETE BARREL MAN N:N ::;·s n 0 .0 13 INLET TY PE CONVENTI ONA L INLET EDG E AN D WA:.L GROO VE D END PROJECTION INLET DEP RES S:ON NONE 3 CURRENT DATE: 07-26 -2000 FILE DATE : 07 -26-2 000 CURRENT TIME : 12:19:33 FILE NAME : OU T398P PERFORMAN CE CURVE FOR CULVERT 2 l ( 2 .50 i f t ) BY 2 .50 (f t RCP DIS · HEAD· INLET OUTLET CHARGE WATER CONTROL CONTR OL FLOW NORMAL CRIT. OUTLET TW FLOW ELEV . DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH (cf s : I f t) (ft) (ft ) < F4 > (ft) (ft ) (f t ) (ft ) 0 .00 ~939 .45 0 .0 0 0 .00 O·NF 0.00 0 .00 0 .00 • O . 4 9 9. 2 0 4940.92 1. 41 1.47 2 ·M2c .12 1.01 1. 01 0.26 18 .6 4 4 9 41.67 2.12 2.22 2 ·M2c l .76 1. 46 l. 4 6 0 .63 26 .54 .;942.29 2.65 2.84 2 ·M2c 2.5 0 l. 76 l. 76 0 .92 33 . 12 4942 .87 3.16 3 .42 2-M2c 2.50 l. 95 l. 9 5 L 17 37 .72 4 9 43 .5 7 3.59 4 .12 2 ·M2c 2 .50 2.06 2.06 l. 40 42 .82 49 44 .33 4 .12 4 . 88 2 -M2c 2 .so 2 .17 2.17 1.60 48 .88 ,945 .25 4 .86 5.80 2·M2c 2 .50 2.30 2.3 0 1. 7 9 55.)5 4946 .45 5 . 77 7 .00 2 ·M2C 2 .50 2. 4 4· 2 .44 .96 62 . 26 4 9 47.75 6.85 8 .30 6 • FFc 2.50 2.50 2.50 2. 13 68 .79 ,949.13 7 .98 9.68 6 -FFc 2 .50 2.50 2.50 2.28 El . i nlet face invert 4939 .45 ft El. outlet invert El . inlet throat invert 0.00 ft El . inle t SITS DATA ••••• CULVERT INVERT •••••••••••••• INLET STATION 0 .00 ft INLET ELEVATION 4939 .45 ft OUTLET STATION 140 .00 ft OUTL ET ELEVATION 4939 .05 ft NUMBER OF BARRELS SLOPE (V/H) 0 .0029 CULV ERT LENGTH ALONG SLOPE 140 .00 CULVERT DATA SUMMARY BARREL SHAP E BARREL DIAME_TER BARREL MATER0 I AL • BARiEL MANNING'S n !N LC:T TYPE IN:..S -:-C:DGE AND WALL IKLET DEPRESS ION CIRCULAR 2.50 ft CONCRETE 0 .013 CONVENTIONAL GROOVED END PROJE CTION NONE ft crest OUTi..ET TW VEL. VEL . (fp s : (fps ) 0 .00 0 .00 .95 2.03 6 .26 2.60 7 . 21 2 .98 6 .06 3.2 8 8 .72 3 .53 9.48 3.74 l O . 3 l 3 .93 1 1 .43 4.09 12 .6 8 4 .25 14 . 0 l 4. 3 9 4939 .05 ft 0 .00 ft CU RRENT DATE : 07 -26 -2000 CURRE NT TI ME : ! 2 : 1 9: 3 3 FILE DATE : 07 -26 -2000 F ILE NAME : OUT 39 8P TA ILWA TER REGULAR CHA NNEL CROSS SECTI ON BOTTOM WIDTH SIDE SLOPE H/V (X :l ) CHANNEL SLOPE V/H (ft/ft ) MANNING 'S n (.0 1-0.1 ) CHANNEL INVERT ELEVATION 3 0.00 ft 4 .0 0.005 0.040 CULVERT NO.l OUT LET INVERT ELEVATION 4938.56 Ee 4936.56 ft ••••••• UNIFORM FLOW RATING CURVE FOR DOWNSTREA,~ CHANNEL FLOW (cfs ) 0.00 50 .00 1 00 .00 150 .00 200 .00 250.00 300 .00 350 .00 400.0 0 450 .00 500.00 W.S.E. FROUDE , ft) NUMBER 4938.56 0.000 4939 .31 0 .415 4939 .68 0 .432 4939 .97 0 .442 4940.22 0.448 4940 .45 0 .45 2 4940 .65 0 .456 4940 .84 0_459 4941.01 0.461 4941 .18 0.462 4941 .33 0.464 DEPTH ( f C ) 0.00 0 .75 1. 12 l . 41 1 .66 1. 89 2.09 2 .2 8 2 .45 2 .62 2 .77 VEL . (f /s) 0.00 2 .03 2.60 2 .98 3 .28 3 . 53 3.74 3.93 4.09 4.25 4.39 SHEA R (p sE ) 0.00 0.23 0.35 0.44 0.52 0.59 0.65 0.71 0.77 0.82 0.87 ROADWAY OVERTOPPING DATA WEIR COE FFICIENT EMBANKMENT TOP WIDTH CR ES T LENGTl-j _ OVERTOPPING .CREST ELEVATION .00 0.00 Ee 20 0 .00 ft 495 0 .0 0 ft Gutter/Street Capacity Calculations for Two-Year Storm (Q2) Road I Type I Man~ings I Curb Gutter ! Height Width I I I (ft) (ft) Britt~_Dr. IColl~~or I 0.016 0.5 2 ~~~~·--Collector 0.016 0.5 2 Saddlebrook Ln . Local 0.016 -0 .5 -i Saddlebrook Ln . Local 0.016 o:s 2 ~r_ow_n ~i~9..e Ln . Local I 0.016 0.5 2 Crow~ ~9_g_e Cir Local I 0.016 0.5 2 Provincetowne Dr . Connector 0.016 0.5 2 Provin ceiowne Dr . coiiecioi I 0.016 0.5 2 Provincetowne Dr .'coiiector 0.016 0.5 2 Provincetowne Dr . Collector 0.016 0 .5 2 Provincetowne Dr . Collector 0016 0.5 2 Provincetowne Dr . Collector 0.016 ·6.s 2 Candlewood Dr. eoiieeior 0~016 0.5 2 Candlewood Dr:-Collector ·· -·0:015 0.5 -i 0.016 ·-·· ·o.5 -2 Battsford Ln . Local Battsford Ln . Local -----0 .016 -a:s ---2 COl(?ny Hills Ln . I Locai --0.016 -·o.s -· ~I Colony Hills Ln . !Local I 0.016 1 0.5 Colony Hills Ln . ;Local 0.016 1 0.5 2 Colony Hills Ct . i Local ' 0.016 ,· 0.5 2 I Benson Ln . Local i 0.016 0.5 2 Benson.i..n .• Locai I 0.016 r -li'S -2 RosemontCt. •• locai • • ----4 · ~-!!!l : • n-~,i · Heather Glenn Ln. L ocal- Heather Glenn Cir Local Province Rd . Collector Province Rd . Collector 0.016 0.5 , 2 Road Q1a(1 .) (els) y2 (ft) Q2a(1 .) (els) Qa (els) Gutter X-Slope /ft/ft) 0.0833 0.0833 6.0833 6:0833 0.0833 0.0833 0.0833 0.0833 00833 0 .0833 6.0833 0.083-3 6.0833 0:0833 0.0833 ·00833 o 08-33 0.0833 0.0833 1 0.0833 0.0833 0.0833 0 .0833 0.0833 0.0833 0.0833 0.0833 yb (ft) Gutter G~ Pavement --Pavement Ratio Crown I Max .Curb Ratio Slope Width X-Slope ZIN Height Height ZIN (ft/ft) (ft) (ft/ft) (ft) 1ft) 750 0.0090 33 .0 0.02 3125 0.50 0.50 iso --• Q0O82 • ':33 .0 -Q02 ---:ms ---0 .50 • o:So 750 ....:·-:: -0020~. • 21.0 •• _-----:o.o--r ----3125 >----0.44 0.44 -750 --2T o --------0 .44 0.0205 0.02 3125 0.44 -750 -0.0100 260 0 .02 --3 125 -·o x 3 ··o .:ii3 750 -·o.042s 26 .6 • .. 0 :02 --3125 -61 3 0.43 750 • 0.0550 46 .0 0 .02 --·3125 0.63 0.50 -no -0.0550 38.0 0 .02 3125 6.55 0.56 7 50 -• ·00155 38 .6 0.02 -3125 ·o .ss 0.50 ---·,so -• 0.0350 38 ~0 0 .02 ••• ·3125 o-:-5s 0.50 --750 --··0.0110 -38 .0 0.02 -• 3125 0.55 ·-·a.so ---750 ~ 0.0069 -38 .0 -·-0.02 ---··· 3125 --6:Ss • -ti .so -750 --0:0066 ,fo.o -0.02 -3125 0 .57 0.50 • --·150 0.0334 -40 .0 --· - ---022 3125 -0.57 ·-·-o.50 ·--750 ·---0.0462 • -·25:c; -----· . -----0.43 0.02 '--~ 0.43 750 0.0060 •• -26 .0 0.02 3125 -cf4 3 ---o::i:i -·T so ~ 0.0543 • -20.0 . --. 0.02 -"3j25 0.3 7 0.37 ··no · "6:0196 20 .0 0:02 3125 6.37 0.37 750 0.0050 20 .0 0.02 3125 0.37 1 0.37 750 0.0245 20 .0 0.02 3125 0.37 1 0.37 750 0.0098 20 .0 0.02 3125 0.37 0.37 ---750 ----0.0300 ••• ·20:0 ---·0 .02 --3 125 --· -0.37 -037 -750 0.0178 26 .0 0.02 3125 o~I ..:.:: __ 0.43 750 0.0091 26 .0 0.02 3125 0.43 0.43 750 0.0065 26 .0 0.02 3125 0.43 0.43 750 0.0200 38 .0 0.02 3125 0.55 0.50 750 0.0160 38 .0 0.02 3125 0.55 0.50 Qb(1 .) (els) Qt •• ·reductio11·1 FulfStreet Fiowrlernenf t Actual (2 .)-,Actual FlowlDepth Ove,1· Min . Dry 1/2 Theoretical Factor Capactty Street Flow Depth Crown Lane Width Britt~Qr. Brittany Dr. Saddlebrook Ln . Saddle brook Ln . 6.00 0.33 2.00 4.00 0.33 8.00 12.0 0.6 19.2 45, 48 3 0.17 --0 .33 16 ~00 0.33 --_~00 ___ 4!)0 ·----Q,~------~--12.0 _____ ~ 19.2 50 3 __ __Q l?__ ·0.32 --~ Cap. (els) (els) 02 (els) (ft) (fl) JflL_ 7.00 0.27 1.90 5.10 0.27 7.20 12.3 0.8 19.7 52, 55 20 0.30 ·0.14 O 1.00 0.21 1.00 5.10 0.21 1.20 1fi -···o:e ,_ __ -----19.f -53,54 -·7 3 ·-o~----·---01e ~--·-2 Crown -Ridge Ln . i 4.20 0.26 1~10 . 3.10 0.26 no • --i .3 •• 0.8 -• ·--· ·---,-:u-----ill -·-o . ·-0.00 ------0 .43 --•• 26 Crown Ridge Cir .'. 9.00 0.26 2.3.Q 670 0.26 700.: J p -0~ -.. ___ ._ff ~-=---1~ --·_·J :_"05!i· ·0.34 ·.-:: __ -f! Provincetowne Dr., 15.00 0.33 5.00 10.00 0.33 20 .00 30 .0 0.8 48 .0 107, 102 5 0.15 -0 .48 31 Provincetowne Dr .' 15 .00 0.33 5.00 io.oo 0.33 20 .00 30.0 0.8 48 .0 -107 3 • 0.12 ---0 .4':3 -·25 Provincetowne Dr . 8.00 0.33 2.60 5.40 0.33 ·11.00 -·164 --6] •• -26.2 ---383 ·-j O. 10 ·0.44 •••• ·-28 i:r':'~~~~~ Dr . 11 ,ClO Q.~3 4,_QQ _ _:_ ?:~ Q}~J ·-15,Q<l __ .J~.o_ . . Q°] -· ---35 .2 -3 82,385 10 ·!L2_1 _ :.Q-~ ~---_. ~j] Provincetowne Dr. 6.50 0.33 2.10 4.40 0.33 9.00 13 .4 0.8 21 .4 94 , 96 1 0.11 -0 .44 27 Provincetowne D r. • s.oo 6.33 -f.76 ~ -:f:io 6.33 • -·-·1-:-00 ----16.:'.l -ii.a ---• fs":s --95, 93 •• -·r --·o.1s -·.o"'}§ ----23 Candtewooc:ior.· • ·5:00 o .3:i ·-• ··-f.so ---J.So ·--0:33 ·--rro • ·--·--9.6 • a:e • --• • ·1 s:4 •• ----,-35 -• -·, 0 .12 •• ·:a« --· -2s Candlewood Dr . --------·ffoo --0.33 4.00 8.00 •• --0 .33 15.00 --·-··-23.0 ----Cl.8 -----36 .8 • 130 ··-··-4 -0.15 ---0.42 ----25 BattsfordLn. --··----·-9.00 --0.26 -2.50 6.50 ·-· 0 .26 10.00 --16.St----0:8 ·--·---26.4 ~--132 ----2 --6.11 • --0 .32 ----·,s Battsford Ln . 3.30 0.26 0.90 2.40 ~--0.26 3.90 6.3 0.8 10.1 141 4 -0:21 ---.Q.22 ----5 Colon Hills Ln . -rm·OO 0.20 1.40 5.60 0.20 5.20 10.8 0.8 17.3 139 2 0.1} -0 .26 10 Colony Hi!I_~~-~--:-:-.--~QQ • -~__Q,?._O ..... 0.80 3.20 _9.1Q ~_~J.Q ~ ____ --~-~ _ ---~~-~------..!.Q,!_ --~~~-=-=----:f -_-=-_0,1~ __ -_ -0.22 .. ~ g~~]t~~f}~t I -f@ {;~--1;~----i~ ~;~---t;----_-:;:;--_·~--~--~-----1_~~ ... '._-m ----~ ---~i~ 1 -l~ : ~_e,:,s~,:,~r:i -. j 3 ClO 0.20 _ 9 ?J -·· . 2.45 0.20 . _ 2.i_o_ 4.9 <2:~ _. ___ ZJ! _1J.!, 1~5 5 0.20 : •0. 16j o Benson Ln 1 5 ~ Q_~ __ Q_.90 ._ _____ 4.1_.9 0.~ 4.:..Gq __ __!l ._1_ Q_.~ _ -·· _1~Q_ . _1,Y,_!_~? 9 0.2] -0 .16 , o ~~~~-~'?flt~_t.. .. 58!) _Q-2.~ _ . _}~ __ ~-~D_ Q.26 _ ~Q_Cl _1_Q_3 ___ _Q_~ __ .. J.?-~._ ~! _4 0.17 ~oJr ~ HeatherGlennLn . 4.00 0.26 1.00 3.00 0.26 4.20 7.2 0.8 11 .5 91 2 0.15 -0.28 11 •:;~ai~:1r" Cir ~--t!--. -!:~~ ---1E =-J: -~ in --·:~ --··:H ·-~7 f -=-~=~l!i ---·-·!!-·; ~!~ -· --I!! ·--~ 1. See Figure 4-1 for nomograph . 2. Obtained from SWMM output. Gutter/Street Capacity Calculations for One Hundred -Y ear Storm (Q100) Road Type Mannings Curb Gutler Brittany Dr . Collector Brittany Or !Collector Sacl_c!~!>rook Ln j Local ~ad_<!-~brook Ln . I Local Crown Ridge Ln . Local I Crown· Ridge Cir. Local Prciv frice_towne Dr . I Co~!lector I I Provincetowne Dr . Collector Provincetowne Dr . Collector Proiiincetowne Dr . Coliect or ! Provinceiowne cir . Coilector ' Prciiilncetowne Dr. Co11e·c1or ' ~ari~l~~ood6r. !co1ifc_1or I c~,:idle~ooE Dr. 1 Co~~ctor I Battsford Ln . Local i Battsford Ln . i.ocal i ~olony Hjlls Ln . '1i.ci~al I I Colony Hills Ln . Local Colony Hills Ln . 1Local <:olo'!Y Hills Ct. Local Benson Ln . !Local Benson i.ri . I Local Rosemont Ct. Loc al Heather Glenn Ln . Local Heather Glenn ·cir . i ocai . Province Rd . ·--C ollector Province Rd . Collego r Road 01a(1 l (cfs ) Brittany Dr . B·rittany br . Saddlebrook Ln . Saddlebrook Ln . Crown Ridge Ln . Crown Ridge Cir. Provincetowne Dr. Provincetowne Dr. Provincetowne br. Provincetowne or. Provincetowne Dr. Provincetowne or: Candlewood Dr . Candlewood Dr. Battsford Ln . --• 6 .00 6 .00 10.00 10.00 7.00 1500 j 15.00 15 .00 8 .00 11 .00 6 .50 50 0 -·s .oo --12.00 15 .00 6 .06 • 1s:Oo!- 10 .oo l s.00 1 N Height (fl! 0.016 as I 0.016 0.5 1 o.016 i 0.5 0016 j 0.5 0.016 1 0.5 0.016 0.5 0.016 0.5 0.016 I 0.5 0.016 \ 0.5 Q.0,6 1 0.5 Q.0,6 1' 0.5 0.016 0.5 , 0.016 ! 0.5 1 0016 j 0.5 , 0.016 1 0.5 0.016 1 os I 0.016 11 0.5 1 0.016 05 1 0.016 ! 0.5 , 0.016 1' 0.5 1 0.016 0.5 0.016 1 0.5 0.016 1 0.5 0 .016~ ci .5 i~i1: . ___ &f 0016 0.5 y2 (ft ) 02a (1 .) (cfs) Width \fl! 2 , ~I 2 : 2 2 2 2 2 2 2 2 2 2 2 2 2 2 · 2 1 2 ! 2 1 2 i i ·-2 ---·· 2 · --···-2 Qa (cfs ) 0 .33 , 2.00 4.00 0 .33 : 2.cio 4.cio 0 .33 1 . 3.00 7.00 0 .33 . 3.00 7.00 0 .33 ! 2.20 4.86 o.:i3 s.oo -10 oci 0.33 5.00 10.00 0.33 5.00 10.00 0 .33 2.66 ·s.,ici o .:f3 • --"-:oo -1.00 0.33 -• 2 .10 • i46 0 .33 1.70 3.30 -. --,-·--·----. --------0.33 1.50 3.50 oj5 <i :oo s.oo o-:-33 s .oo • ,o:oo;• Q33 • 1 .60 ----440 0.33 5.00 10.00 o .3:i , 5.oo • -1.00 -•-1 ---• ·--,- o .33 3.so • ·s so Gutter X-Slope (fl/ft ) 0.0833 1 0.0833 0.0833 0 .0833 1 0.0833 0.0833 0.0833 0 .0833 0.0833 0.0833 1 ci .0833 0 .0833 0 .0833 0.0833 0.0833 0.0833 5.0833 00833 0.0833 0.0833 0.0833 0.0833 0.0833 0.0833 Gutter ' Gutter l Ratio Slope ZIN (fl/fl) 750 1 0.0090 750 0.0082 750 0 .0205 75 0 ·0.0205 750 00100 750 00426 750 0.0550 750 0:6550 750 -0 .0155 756 0 .0350 750 • ·o.61fo 750 Q0069 750 -0 .0060 750 --0 .0334 750 -• --0.0462 750 -.. 0~0060 - 750 •• -0 .0543 - 756 --0 .0196 • 756 • 6 .0050 750 0 .0245 750 -Q0098 750 • 0 .0300 750 0 .0178 750 ----• 0.0091 - Pavement Width (ft) 33.0 33.0 27 .0 27 .0 26 .0 26 .0 46 .0 38 .0 38 .0 38 .0 38 .0 j 38.0 40 .0 4-0 .6 "is .a 26 .0 -26:0 20.0 20.0 20 .0 20 .0 200 26 .0 • 26 .0 Pavement I Ratio T Crown Ma x. Curb X-S lope I ZIN Height Height (fl/fl) : I (ft) (ft) 0.02 3125 0.50 0.50 0.02 3125 0 .56 0.50 0.02 3125 0.44 0.50 0 .02 3125 ci .44 0 ,50 6:02 312 5 6.43 0.50 0 .02 :h25 0:~3 1 6.56 0.02 3125 0 .63 0 .50 002 -3125 o,s5 \ 0.50 602 3125 0 .55 0.50 0.0 2 • 3125 g;~I: 0 .50 0.02 312 5 0 .50 0.02 3125 0.55 a .sci 0 .02 3125 0 .57 ci.50 0 .02 3125 0 .57 0.50 ci .02 312 5 0.43 0 .56 0:02 3125 ci .43 0.50 Q02 • 3125· --0.37 o:sa 0 .02 3125. 0 .37 0 .50 0.02 3125 0 .37 0 .50 0 .02 3125 0 .37 a .so 0 .02 3125 0 .37 a .so 0 .02 -3125 0.37 0.50 002 3125 0.43 o.s·6 0 .02 -3125 ---0 .43 0 .50 • 0.0833 ,_ -750 • --·--· ---------·-•-___,.....,.-------3 125 -----0 .43 ·a .so 0.0065 26 .0 0 .02 00?00 --38 .0 -·· -------o:ss ---a .so ' ,~n 0 .0160 1 38 .0 I --~I ·--1 ------1 I 0.0833 ------ yb (fl ) 750 1 Qb(1 .) (cfs) Qt -, Reduction 1/2 Theoretical Factor Cap . (cfs) _ o.33 8.oo 12 .0 I o .8 oj3 a:oo -• ----fio -o-:-8 0.33 • 14~06 .. --2f6 ·-0.8 o.33 14 .00 ffo 0.0 0.33 9.00 • --13.13 • 0.8 033 20.00 ----0 30.0 --0.8 0.33 20 .00 --· ----30.0 • -0.8 o.::i:i -20 .00 -----30.0 O:e 0 .33 11.00 ---• 16.4 0 .8 o.33 ··--1s.oo ---•• 22 .0 • o~e 0 .33 9.00 • 13.4 0 .8 ' ·o~:fi 1 .00 10.3 • ---·-·--o:e 0 .33 6.10 9.6 -------0 .8 o.33 ·,s.oo -----·23 _0 -o.s 0.33 20 .00 30 .0 0 .8 0.33 7.00 • 11 .4 0 .8 0.33 22 .00 32.0 ----• ·-a.a o .33 ·-74:"oo 21 .0 ----• --·o:a 0.33 • 6.00 9 .5 -•• --o-:a 0.33 -15.00 -------2fs --0 .8 0 .02 0.02 I Full Street Flow Capactty (cfs) 3125 .. 3125 Element 0.55 ---a .so ' Actual (2 .) .,Actual Flow·1Depth Ove, Street Flow Depth Crown 02 {cfs) (ft) (ft) 19.2. 45 , 48 10 0.27 -0 .23 w .2 -·-·-·so --·--s --0:21 --0 .29 fi .6 • si;ss 42 a ::f9 -ci.oo 33 .6 53 , 54' 22 0 3 ·1 --0 .13 22 .1 --, 11 1 i:i .11 ~0 .32 • 40:0 164 2 -a . 11 --0 .32 48 .0 ----107, 102 -15 6}2 -0.40 48 .0 107 -11 0.20 -0.35 26 .2 -383 ----·-··s -0 .19 -0.36 35.2 382 , 385 • 19 0 .27 • -0 .28 21 .4 94 , 96 3 0.16 -0 .38 ttf.s -------• 95 , 93 • 6 ·if"23 :a .31 75-:-4 ---1 33 -• • s 0.24 • -0.33 36 .a -130 20 0 .21 :0 .29 48 .0 132 9 0.19 --0.24 182 • 14 1 17 0 .35 :0.57 51 .2 ------"139 • --,· 017 -=-0 .20 33 .6 •• 145 13 0.26 -011 -,s2 149 • a 0.28 -0.09 34.4 ·--· -1si 1 019 -o .f', Battsford [n-: f_olony H~ll!._~!1. Colo~ Hills ~n . Colony Hills Ln . cciionyl-lmsci . Eienson-Ln . BensonLn. Rosemont Ct . 10.00 , 6 so i 13~6 ; 0 .33 l 1.50 3.50 ~j~ •• i~ ~----f~11 ... o.3:i • !i.oo -••• ,IT a .Ii 21 .4 151 , 14 5 • 20 0.34 -0 .62 0.33 17 .00 26 .0 0 .8 033 11 .00 -11.0 -------·o-:a •· 41 .6 147, 145 37 0.35 -0.02 2't .2 ----381 14 6.27 -0 .16 9 .00 1 • -sso·• Heather Glenn [ii. Heather Glenn Cir. Province Rd . 5 .50 9.00 .... ,.. . . . . 8.00 Province Rd . 1. See Figure 4-1 for nomograph . 2. Obtained from SWMM output . 0 .33 3.00 6.00 0 .33 2.00 4.50 -mt --i~ .,_~~•- 0.33 ---9.00 13.5 -----·-o.ii -216 --·-· ·--91 -io 0.21 -o-:'is' o .33 Tso • • • --ff.3 -o:a ie .1 19 14 o .32 -0 .10 o .33 ----10.10 -----·-,s.1 o:a 25.8 -· 92 7 0.20 -0.34' 0.33 10 .20 15.6 0 .8 25 .6 20 -3 • 0 .15 -6 .39 Q... 'IC~--f\-e.... : Br·, it°'-"'1 °t),~u~ 750 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 .., z . looyr- c•u•T•c•· • • o.>•(A) ,"'I,• .... ,, ,1 •Oti1•••rt1 co,,,.,c,<•' •• ••••••• EXAMPLE fill Oat•tO \.1 ■(1t ,,.,.: • O.OJ • ''] r /n • ,100 n. 01 I • 0 .11 l'-...0,· .. IO <•• -- -------=-==-.h__l ---, .. -:::.:::_ ~ -- ~ -- INSTRUCTIONS COIIPt,.( T( ,01,...,r1011 o, 03 .02 01 l . 104 1•4r..1.0• I ' I -~ ••.'• r. 7 0, 10... ) ro otrt•-••t D(ft•"l••( o. S(CltO ■ • ,o. or•r- ., •. ,. (f) • To o<, r•°il,■c er,,, ••• " •• co11•01,,t scc:r ,o ■ • J • o• r ••• o • o• . . I I l""",.=::-.==::1t:==...!... Qb I / .10 .08 .07 .06 i--: IJ... .05 "" .04 i--: IJ... ----- (/) z .008 z <t .007 I .006 (.) IJ... .005 0 .004 w a. 0 .003 _J (/) .002 .001 From BPR MAY 1984 Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 1-z 0 a. 1- (/) w Q. lJ.i w a a:: 0 CD a:: ::) t.:) 1- <t :I: I­ Q. w 0 2 .0 1.0 .80 .70 .60 .40 .30 .20 .10 .08 .07 .06 .05 .03 .01 .50 ."33 DESIGN CRIT 750 0 1- <t a: MAY 1984 10000 9000 8000 7000 6000 5000 •ooo 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 0 --- z 0 z z C: :, :~·-.!.,_ • . . .... (~) ... ,•,, I• 1• 1 n • Ot 1/n • flOO en u.. ~.,,,,..._ 0 ,,.,o , o -~c,, --------- ------------------~ INSTRUCTIONS 03 .02 .01 "I -~ ••_, .. I ~~ I . / . •, ........ .. ,.~. I-•-• DC ' r•-•tt( o. J • , • (f) • f O Off(■•••( O•IC•••«a •• C0••01 •1( S(Cf•O• • .10 .08 .01 .06 .05 ----en - ....J .01 w z .008 z <t .007 I 0 .006 u.. .005 0 .004 w a.. 0 .003 _J en .002 .001 From BPR Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (F rom U.S. Dept. of Commerce. Bureau of Public Roads , 1965) .., 4-3 1-z 0 Cl.. I­ en w Cl.. w w a a: 0 ID a: :::> 0 1- <t I l­a. w a 2 .0 1.0 80 .70 .60 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGNCRIT 750 0 I­ ~ a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 2000 600 500 •400 200 100 90 80 70 6C 50 40 30 20 10 .., z ...J 0 z z 0:: :, t•u.aTtc ■• • • o ,, (~) t"" J •,.., n rt •O\l•••fll COt•'•C t ( .. ,. •• ••••••• IOfTO• Of CM.&•■(~ l ,, •tcu••o'--61. o, c•0'11 1 1,,.0"'l I l ■ OOJ •·~ • 1100 n • 01 I • 0 .ll ,11,0 : 0 • I 0 INSTRUCTIONS ,,.Tftl(tf .1, fv••••G 1..••t ro• ••.'• l 03 .oz ~~ I :~··· .J .••• I : _____ !--_ i f ) or,, ..... < o. J • , • (f ) 1ccr,o. • .,, ,11u ■to O(•'• .J OI i ••• 0 0 to• 1-,-: .10 .08 .07 .06 f--= LL. .05 .02 -------- (J) _J .01 w z .008 z ~ .007 I .006 (.) LL. .005 0 .004 w Q. 0 .003 _J CJ') .002 .001 From BPR 11..o•c ••'•O 1 ••O oc•'•, ,.,. o ,•o.•o. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads , 1965} 4-3 I­ C/) w Q. Lu w 0 a:: 0 (D a:: => (.) I­ ~ ::r: I­ Q. w 0 2 .0 1.0 .80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .02 .01 DESIGN GR IT 750 0 1- <t a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 --- 400 300 200 100 90 80 70 6C 50 40 30 20 10 --- :z: IC ::, ,~ ;-:-,-,,.,---,~" J ~ ••• I"\ .!..__ • •. o .,. (A),-..., .... , I\ 11 •CMot·••tlJ (O(IJlf'l(t (•T •• ••••••I ',.,.; • 0 .0) I I• 1 I /r. • ,100 n • .. , . 0 .11 IHSTIIUCTIOHS .oz .o, ~ I -. • \ ... --···· ~ ~ ,.~ O(T(•••1t( O• ., •. , -(f} • TO O(T<••••( O•SC•••Cl •• co••o1,,t sccr,o• . or•••,. o•'••• o. •o• ,_,_: -~ ~ u... "" ~ u... -en - u... 0 w Q.. 0 _J en .10 .08 .07 .06 .05 .04 --- .008 .007 .006 .005 .004 .003 .002 .001 -- From BPR lt.O•( •a r,o ' ••O O(•'• .I f •(• 0 1 • O• • O• Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S . Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 -- 1-z 0 Q.. I­ C/') w Q.. Lu w C) a:: 0 CD a:: :::> (...) 1- <t :::c I­ Q_ w 0 2 .0 1.0 80 .70 .60 .50 40 . .30 .20 .10 .08 .07 .06 .05 .02 .01 DESIGN CRIT zbA JilcJ$" 750 0 I­ <{ a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 3000 2000 ---- 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 S·he.Q..+ CA--p. Q I oo yr: ~- --- ... :z: .., 0 :z: :z: IC :, ,., !..... • ,.os•(~),~,•,.., " •I •ov•••tll co1,,1c,t•T •• ••••••• (UMPl,.L_, .O.U II cuwtJr- ~- I • ----- INSTRUCTIONS .oz .o, ~ ••.'• l • f O(T(•••-( 0, J • , • ( t ) ,... , I , l . ....,,,,.:......==::1t:==_!., O(•'• J. Ol f ••• O• '0• .10 .08 .07 .06 .05 .04 .03 ---z .02 ----------(/) _J .01 w z .008 z <t .007 :r:: .006 (.) u.. .005 0 .004 w c... 0 .003 _J (/) .002 .001 From BPR \\..O•( •a f•O J ••O O(•f • J f•(• 0 1 • O• • O• Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce , Bureau of Public Roads, 1965) 4 -3 ->-i - 1-z 0 c... I­ (/) w Cl.. Uj w 0 a:: 0 ID a:: :::, (.) I­ <{ :I: I­ C... w 0 2 .0 1.0 80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGN GAI T 750 0 I­ <{ a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 600 500 400 200 100 90 80 70 6C 50 40 30 20 10 .., z ..J C, z z C ::, ~ ~-,~----- !__ • ,.-., .. ,,c. • . o.,. (A) , ..._ J .... , f"I ti •ov•••(II CO(''•C1(■r f ■ ••••••• I • 0 .0> •·~ • •100 n • 01 I • 0 II IHSTRUCTIOHS ••.•-' 03 .oz ~-<-I ' . ' ••••• '~l ----1 \_,_; OtfC ■••-< O• , ·,·(f l O(••• I ~ Otf••-o., 'O• z ---en _J w z z <{ I (.) LL. 0 w a.. 0 _J en .10 .08 .07 .06 .02 --- .01 .008 .007 .006 .005 .004 .003 .002 .001 -- From BPR ,1..o•c ••••o '• ••o ot••-.1 , .. ,. o ,•o.•o. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) 4-3 1-z 0 Q.. I-­ Cf) w Q.. w w Cl a:: 0 CD a:: ::::> (.) I­ <{ I l­a. w Cl 2 .0 1.0 .80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGN CRIT 750 0 1- <l: a:: MAY 1984 10000 9000 8000 7000 6000 5000 •'000 EXAMPLE , .. ,.: • ' n • 1 ,11,0 : 0 • ••o,•(~),."\.1'..-, l'I 11 •CM.1e•■(II (O(IPl'tCl(•'t Ill ••••••· 1 1(( O• l•l O \. 1 ■l II 0 .0) ''] J/n •IJOO •• . " • 0 '" "I .10 .08 .07 .06 ~ u.. .05 "' ~ u.. -"' ------- 400 300 200 100 90 80 70 6C 50 40 30 20 10 DC r <•••-( o. ,· ·, • li-l 0 Cf) Q Cf) ....J w z 03 Z ~ .01 0 u.. 0 w CL 0 ....J Cf) .0 1 .008 .007 .006 .005 .004 .003 .002 .001 From BPR Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dep t. of Commerce . Bureau of Publ ic Roads , 1965) 4-3 1-z 0 CL I­ C/) LLJ Cl. u.i LLJ 0 a:: 0 CD a: . :::, 0 I­ ~ :c I-­ Cl. LLJ C 2 .0 1.0 80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGN GR IT 750 0 I­ <{ a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 .., :z: 0 :z: :z: C :, • loo ye: r•u•T•c•· ••o .,a(i) s::.., .,•,,, ,.. ,, •ou•••ftl cot,,,,,,., •• ••••••• IOfTO• Of C••••<~ , 11 •1c,,.•oc..1.. o, c•011 ll.OC"f. 11(1 oee ■co t •rff --- INSTRUCTIONS Ol .oz .O, ~ O(T(•-11t O• ,··,·(fl o<••• , ~ at,••• a. ro• z ----en - ...J w z z <{ I (.) LL 0 w Q.. 0 ...J CJ) .10 .08 .07 .06 .05 .02 --- .01 .008 .007 .006 .005 .004 .003 .002 .001 -- From BPR '"-o•< •ar ,o J,. ••O ot•••, '•t• o ,•o.•o. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Public Roads, 1965) 4-3 ->-, I- z -0 Q.. I- en w Q.. u.i w 0 a:: 0 CD a:: => (.) I- <{ I I- Q.. w 0 2 .0 1.0 .80 .70 .60 .50 .40 .30 .20 .to .08 .07 .06 .05 .04 .03 .02 .01 DESIGN GRIT 750 0 1-<x: a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 --- 0 z z « ::, ' loo yr: ,, (eu&f •C• • • O.SI (i) , .... J •,.., n ,, •ov•••(tl CO{'"'Ct(■T , •••••••• IOfTO ■ o, C•&■■(L l 11 •tc.•••OC.t.1,,. O'" t•011 h.ort , ••t ■ ; t • O.OJ , /n • 1100 ' • •• 1 -r-=::::,-__ n .. • O l , .•. w...______ '•■D :~ .-:_-::::_----- -- INSTRUCTIONS , .. ,,,seer •' r-1••••' "'"'' ro• C:O••-. [ T t SO\.Vf•O ■ .oz .01 ~ 0( T ( ·-•-( o. J • , • (f ) .10 .08 .07 .06 .05 ------(/) _J .01 w z .008 z <x: .007 I (.) .006 u. .005 0 .004 w a.. 0 .003 _J CJ) .002 .001 From BPR Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce , Bureau of Public Roads , 1965) 4-3 ~ I-­ CJ) w Q.. w w a a: 0 CD a:: ::> (.) 2 .0 1.0 .80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGNCRIT 750 0 t­<x: a: MAY 198-4 10000 9000 8000 7000 6000 5000 4000 400 300 200 100 90 80 70 6C 50 40 30 20 '~~ -?~··~~ J -:-••• L • • . .... ( ~) ''1 J .,, ,o r To• o, ,■•••<~ l t 1 •tt1P ■Ot.&1., OJI C•0'\1 11.0C"t. [XAMPL( 11lt o•t•lO 1,.1 ■l11 I•"] I /n • 1100 •• 1 • 0 11 ,,■o 0•10t'I ------- --- ~ •1 1-0•• VI( •O•OC.••"'• ••-'• l -, "I 1 ro or r c••••c ~~ I · I · ' ........ • •• . . . .. , .... I • __ __!:::--i fl l -1-: 0( '<••••( o. ,·.,. (f ) C" I ·1 -"""----+----'-,., __ I ot•'• , . o,,,.,. o . ,o• ..,_: u. "' ..,_: u. -Cf) - u. 0 w a.. 0 _J Cf) .10 .08 .07 .06 .05 .04 ----- .01 .008 .007 .004 .003 .002 .001 From BPR 11.o•c ••'•O '• ••o o<•'• , '•<• o ,, o •• o. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Publ ic Roads , 1965) 4 -3 -- r­z 0 ll.. .,._ Cf) w ll.. ~ w a a: 0 CD a: ::, 0 r­ <x: J: r­ ll.. w a 2 .0 1.0 80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .03 .02 .01 DESIGN GRI T 750 0 1- <f 0:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 .., z: _, " z: z ., ::, ... loGyc: '"' •. o.,. {~) ,·"\, ...... ,, ,1 •ov•••ltl cot•••c•«•T r ■ ••••••• ,orTo• o, c•a ■■<L r ,, •t,u••oc...1.. o, c:•011 h .~ --- Cf) INSTRUCTIONS _j w z z .oz <f I (.) LL 0 ••.'• l • f w Cl. ~-1 :~···· J . , •• I · _____ 1--i_fl 0 _j Cf) 1-,-: O(f(■•••t O• , . , . (f) ,-, l.~'---.:.:.t==..!..•., J • l • I J • ,·1 • .10 .08 .07 .06 .05 --- .01 .008 .007 .006 .005 .004 .003 .002 .001 ~ --- 1-z 0 Cl. 1- CJ) w Cl. 1.1.i w 0 0:: 0 CD 0:: ::> (.) 1- <f :c 1- Cl. w 0 From BPR ~,•1 • J o,, .. ,. o. •o• \i..o•c ••'•O , ..... o ot•'• , f •( • 0 • 0 • 0 . . . Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS {From U.S. Dept. of Commerce, Bureau of Publ ic Roads, 1965) 4-3 2 .0 1.0 .80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 0 1 DESIGN GRIT 8-e.V\ S6V'\ 750 0 I- ~ a: MAY 1984 10000 9000 8000 7000 6000 5000 4000 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 --- ... ! .., z z "' :, >- l•U&T•C• e • O.>• (~) I"\ J •..,., t'I 11 •ov•••(tl CO(f'f'IC t(•T •• ••••••• 1o t TO• Of' C •.a••U. r ,, •t c1 ••0O1.. o, c •o-11 1 1..ort '1¥(.: • O.OJ • ''] 1 /r, • 1100 ,., •• I O.tl -... --.. ----.. ---- INS T RUCTIONS ••-'"" l • f Ol .oz ,, ) T O 0 ( f (•111•( ~~ l ·/-'7····· . . . -· I -••• I . _____ !--_ i f } 1-,-! 0( ,, ..... , o, .,-. , . {f } .10 .08 .07 .06 ~ LL.. .05 "' ~ LL.. ----- (/) - .01 LLJ z .008 z ~ .007 ::r: .006 (.) LL.. .005 0 .004 LLJ Cl. 0 .003 _J (/) .002 .001 From BPR t •l • a , o • o . . . Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce. Bureau of Publ ic Roads, 1965) 4 -3 2 .0 1.0 .80 .70 .60 .50 .40 .30 ->i --- .20 l-z -0 CL. l-en .10 w CL. IJJ .08 w .07 0 .06 a: 0 .05 CD a: .04 :::> (.) l-.03 ~ :I: I-.02 Cl. w 0 01 DESIGN GRI T 750 0 1-<x: a:: MAY 1984 600 500 400 300 200 100 90 80 70 6C 50 30 20 10 ... z .., 0 z z C ::> Q • , __ ., I ~---~ L • IOGyc: ,or TO• or ,•a••CL r ,, •c,,,. .. oc...4.. OJI c.•o,s \1.o--t EXAMPLE IS(( O•t•(O \.••C II 4 ••(.: I o.o, I /n • 1100 , o.za --=::::.:::: '••o ' • t .O '" INSTRUCTIONS .02 .o, c ■r,ar 1ccrI9■ • T•(• uir ■o•oc.••"'• ro O(ff•••1t( O• 1((f10 ■ • to• O("'• J ". , ~ (f ) e c•••,; o,,.,. o., roa "I .10 .08 .07 .06 .05 .04 --------CJ') - .....J .01 Lu z .008 z ct .007 I .006 <.) IJ_ .005 0 .004 Lu a.. 0 .003 .....J CJ) .002 .001 From BPR 11.0•( ■af10 '• •"'O O(•f• I '•t ■ 0, • o. • O• Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce . Bureau of Public Roads , 1965) 4 -3 1- z 0 CL I­ C/) Lu CL w Lu a er 0 CD a:: ::> <.) l­ et I l­a.. Lu a 2 .0 1.0 80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .02 .01 OESIGNCAIT 750 MAY 1984 --- 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 --- ., 0 z z IC :, c•v•r,c• ••os•{~),-....,,• ... , l"I ,t •ov•••CII COC''•C•t•T •• ••••••• •• ''] I /n • 1100 01 INSTRUCTIONS ••-'-l • f (efoe( 1(CT10• • 0( ,, •••• , o. f •-' • (f ) .OZ I • : •' ...•••• -· ~~ 1:~ ,_,_: '•C• use . •o-oG•••• ro S(Cl •O• • ,o• O(•'• l.~1~=-.::.t==-'-,., __ I • '•II • 1 ·1 . i--: LL.. "' i--: LL.. -(J) - _J w z z <{ I <.) LL.. 0 w ti. 0 _J er, .10 .08 .07 .06 .05 .01 .008 .007 .006 .005 .004 .003 .002 .001 --- From BPR ot ••• J . Ot f a.•• o,. 'O• 11..o•c ••••o , ••o oc••• , f •< • 0 • 0 • 0 . . . Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 1-z 0 ti. 1- cr, w ti. l.u w 0 er 0 CD a: ::> <.) I­ <{ :l: I-­ ti. w 0 2 .0 1.0 .80 .70 .60 .50 .40 .20 .10 .08 .07 .06 .05 .04 .0.3 .02 .01 DESIGN GRIT 10000 9000 8000 7000 6000 5000 4000 ---- 1000 750 900 ----..,..JIIM--_'800 0 1- <l: a:: o-__ 600 500 400 300 200 100 90 80 70 6C 50 40 30 20 10 From BPR z: 0:: ::, ,., c•v•T•c• • • o.,a (A) , ·"\ J •..,., n ,1 •ov•••rtl COl'"•C•t•' •• ••••••• ~1•<•: • 0 .01 I I• 1 I /n • 1100 " •• , 0" ,,.o : 0 • 0 '" = IHSTRUCTIOHS ~ # 0( ,, •••• , o. , ·,·(fl 1cc r1 0-. • .. , 1.11u ■to OI•'• 1 : Ol l a •• c ., 'O• 11..0•( ·•'•O I ••O o,.,. J '•<• O,•o.•o .. Figure 4-1 i-: LL. "' i-: LL. -(/) LL. 0 L&J 0.. 0 _J (/) .10 .08 .07 .06 .05 --- .008 .007 .006 .005 .004 .003 .002 .001 -- NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dep t. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 - 1-z 0 a.. I­ (/) w a.. lLi w 0 a:: 0 CD a:: :::> l) 1- <l: :::c l­a.. L&J 0 2.0 1.0 .80 .70 .60 .50 .40 .30 .20 .10 .08 .07 .06 .05 .04 .03 .02 .01 DESIGN CRI T 750 0 1- <X: a:: MAY 1984 10000 9000 8000 7000 6000 5000 4000 400 300 200 100 90 80 70 6C 50 40 30 20 10 G . loayc: ••o.>•(~} ,'-\ J• ... , n ,, •ov•••f11 cot•••c•t•" •• ••••••• EXAMPLE 11(( 061•(0 \.•■(II , .. ,.: • 0 .01 , . •• 1 I /n • 1100 n. •• 1 ... ,,.o : • • 0 " . --- ~---~ --- OC fC••••l o. ,··,·(fl ~(•'• J ; Olf••• O• 'O• ,., .-= LL "" .-= LL (/) LL 0 w a.. 0 _J (/) .10 .08 .07 .06 .05 .04 --- .01 .008 .007 .006 .005 .004 .003 .002 .001 -- From BPR I\.O•c •a r,o 1. ••o o(•'•, '•l• o ,•o.•o. Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S . Dept. of Commerce , Bureau of Public Roads, 1965) 4-3 1-z 0 a. 1- (/) lJ.J a. u.i lJ.J 0 a: 0 CD a:: ::> 0 1- <X: ~ l­a. lJ.J 0 2 .0 1.0 .80 .70 .60 .50 .40 .JO .20 .10 .08 .07 .06 .05 .02 .01 DESIGN GRI T Inlet Number 1.A ----- 1.B -·---· 2 .A -· - -------· -·-- 2 .B --------- Inlet Type INLET SIZE SUMMARY TABLE PROVINCETOWNE SUBDIVISION Location Benson Lane Length (ft) 15 _!ype R _ -----·-- Type R : Benson Lane ' 15 ---- Type R 'Battsford Ln . 15 ---- Battsford Ln . ' Type -~_ 15 --·- 4.A ____ Type f3 Candlewood Dr . 15 ---•·------- Condition --~ump Sump -. -- Sump ·-Sump . -•- Sump ----- 4.B Type R Candlewood Dr . 15 -~~mp ------·--· ---- 5 .A Type R Provincetowne Dr . 15 Sump ----·---• ·-Type R --· - --· ---- 5.B , Provincetowne Dr. I 10 Sump ---------------------- 6 .A Type R 1 Multi-Family Parking Area 5 Sump ------· 7.A Type R 'Crown Ridge Cir . 10 On Grade ----- 7 .B Type R . Crown Ridge Cir. ' 10 On Grade --9.A Type R Multi-Family Parking Area 10 Sump -----· 10 .A Type R ! Multi-Family Parking Area 10 Sump 11.A Type R • Multi-Family Parking Area 10 Sump ---------- 12 .A Type R 1 Colony Hills Lane I 10 On Grade ------ I Multi-Family Parking Area 13 .A Type R 10 Sump -------- Type R : Multi-Family Parking Area Sump 14 .A 15 --· . ---_____ ......_ 15 .A Type R ! Multi-Family Parking ~rea 5 Sump ----- 25 .A Type R Provincetowne Dr . 15 Sump ---. --- 25 .B Type R Provincetowne Dr. 15 Sump ------- 26 .A Type R Provincetowne Dr . 10 Sump ------------26 .B Type R Provincetowne Dr. 5 Sump ------·--- 27.A Type R . Heather Glen Lane i 10 On Grade -------- 27 .B Type R Heather Glen Lane 10 On Grade . -- 28.A Type R Heather Glen Circle ' 10 Sump -- 28 .B Type R Heather Glen Circle 10 Sump - 29 .A Type R . Saddlebrook Ln . 15 On Grade -·· ------33 .A Type R • Brittany Drive 15 Sump -·-------··---------33 .B Type_ R Brittany Drive 5 Sump --------------·- 34 .A _ J"ype R Saddlebrook Ln . 10 Sump ---·--------34.B Type R -Saddlebrook Ln . 15 Sump --· ~---------------- 47 .A Province Road 10 On Gracie --------------- 47.B Type R Province Road 10 On Grade. ----· --------. MH1 Grated MH Open Space ' 3' dia Sump --------•• -------- 3.A Grated MH Open Space 3' dia Sump --------· ------------- 37 .A Grated MH Open Space 3' dia Sump Inlet Requirements Inlet Number Inlet Type Location Condition 1 A j R I' Benson Lane I ?ump 1.8 I R Benson Lane Sump 2.A R Batlsford Ln . Sump 2.8 I R I Batistord Ln . Sump 4.A 'I R I Ca ndlewood Dr. Sump 4 .8 R C_an~l_ewood Dr. Sump 5.A R 'Provincetowne Dr Sump 5 B ' R Pro_',li n_cetowne Dr . . ~LJfi:p ~A ~ ~_ulti:~a-~ Pa rkin g A~a ~-':'.'!IF _ 7.A R Crown Ridge Cir. On Grade i .s R crown Rlci'iie clr. -ori Giaiie· 9.A R Multi-Family Parking Area Sump 10 .A R_ . Multi-FamilyParkingArea Su~----,. 1 ! ~ R ~~ti-F_a,:i,il}: ~r!'-!nll ~ea SurT1.e_ __ _ 12 .A R Colony Hills Lane On Grade 13 .A R , Multi-Family Parking Area Sump 14 .A I R 'Multi-Family Parking Are a : Sump 15 .A ' R : Multi-Family Parking Area i Sump 25 .A : R :Provin cetowne Dr. 'Sump 25 .B I R j Provincetowne Dr . Sump 26 .A R Pro vincetowne Dr. Sump 26.B R Provincetowne Dr. Sump • ~?,A _ ~ ._.H~h_!'.~ G_le_n I~~ On 0 _a_d_e~_ 27 .B R Heather Glen Lane On Grade _ __:2:.:8c:.A,.:.i R . Heather Glen Circle Sump ____ 2_8._B_,_ --=R-_-Heather Glen Cir~le -::.::__ Sump _ __:2:..:9cc.A..:J R Saddlebrook Ln . On Grade ---~3.A : -~ _ ~-Brittan1_ Driv~ --· Sump __ -~3~ f3 _ _ Britta~ ~.!.v'! Sump _ ____ 34 .A .. R ____ Saddlebrook Ln . Sump _ ~!_B R Sl!_dd~br~ok !-n ~-'!.f!l.P. _ 47 .A R Province Road On Grade 47 .B R Pro~ince Road On Grade Depth (1 .) of Water y (ft) 0.50 0.50 0.50 0.50 0.50 0 50 0.50 0.50 0.50 o.i 1 0.11 ti .so 0.50 Q.50 0 .26 0.50 0 50 0.50 0.50 0.50 0.50 ·o.5o 0.27 -~t 0.50 -0.50 --0.39 -- 0 .50 a.so · 0.50 0.50 0.20 0.20 Height of Opening h (ft) 0.5 0.5 a 5 0.5 0.5 as a.s 0.5 0.5 -a.s • ci:S • o.5 ·· • • o:s -0.5 ___ . 0.5 --- 05 0.5 0.5 y/h 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22 ii .ii 1.00 1.00 i oo · 0 .52 1.00 1.00 1 00 Capacity (2 .) per foot (cfs/ft) 1.10 1.10 1.10 1.10 1.·io 1.10 i .io 1.10 1.10 0.28 0.28 1.10 i .'i o 1.io o.·13 - 1.i o 1.10 1.10 I Capa city Reduction Factor 90 % 90% • 90 %. -85 % --- 90% 90°/o •• 9-0%. 85 °/o 80 % as•1o 85 '1/o 85 % 90°/o 85 % ·-85% - 85 % 90 % 80 °/o Element 147, 152 145 141 ,142 --141 • 130 , 135 -• 130 107 Acutal Flow (cfs) equired Inlet (3 . Inlet Size (ft) 28 13 ° - --20 -·-17 2 3 20 11 Length (ft} 28 15 --13 -·-1s ------20 ---15 is -·--;-s 23 15' 20 • 15 11 , -15 112 , 102 21 22 10 104 2 2 5 104 2 10 io 104 -2 10 10 105 i ·1 --io 100 8 8 io 396 -a s -io '139 7 ... ----7 ----10 393 sj si 10 392 12 1 12 15 389 3 j 3 5 o.5 I 1.00 i 1.10 90 •1. 385 ,383 13 13 15 0.5 • 1.00 I 1.10 90 o/~ 383 ,382 16 16 15 o.s 1.00 1.10 go•/4 • 96 . 9s -1 1 io --o.5 • 1.00 1.ia ---soo7. • -94. 93 : 2 ·2 • ----5 o.s ---~-~ ·-=--~r -~-~--• 0.14 _--·::-_ ~s% __ . -:_-::t,i2i~~ ~~--~--6 ~~---10 ~----~10 0.5 0.54 0.14 85% 1/2 89 6 10 ___ 0.5 1.00 1.10 90% 1/2) 79 • ~ 7 • 10 0.5-----• -1.00=-~---~-1.10-85% (1/2 79 7 -~--10 0.5 0.78 0.47 85% 63 15 0.5 1.00 ----1.10 -90% • 47 ,48 --15 0.5 1.00 -~ 85 % ___ ----45 ____ ,_ 5 ----5 0.5 ---1.00 -1.10 -------85% ---------54 -9 ---10 o:s---. -,.ifo 1--:-10 -. -----·-90 % ___ -'53 -----14 ··--1 4 -----,s ·o:s 0.-10 --i fo .. asoi • --•• • •••• 92 ----·-1 i ii ---·-io ·-·-o.f ·-·oA°6 --1. io ---85% ---92 .. 7 1 0 ·10 1.) Depth of water based on 0.5' for ma x curb height for sump cond itions and actual depth in on -grade conditions . 2.) See figure 5-2 for inlets in sump cond ition and figure 5-5, 5-6 and attached calculations for inlets on-grade . 3.) Inlets with greater than 15 els inflow , additional flow will be diverted via swale . 1.0 .9 .8 .7 .6 12 II 10 9 8 7 10 8 6 l-o 04 LL.. a:: 3 w a. (/) 'r-cL f,i;. ·1 ~ i-: LL.. '- -----i-: ----____.-> ------z 5 4 3 2 1.5 ----\'o -.c· po! --c.i ---~,-1.0 9\ 1:).--- a;L:; \. \ c.'"r4. .c '-0 >, r:: '1-o Ii'_.-.re__--.9 ~.:.---:: -----To z w -J~~~~~~~~ a. .8 .5 ----0 5.5 .6 o 1- w w LL. .4 z .c <.? z z .3 w a.. 0 LL. o .25 I­ I <.? w ~ ..... .. 2 .15 . I -LL.. (/) <.? 1- w ~ :r: 5U I Z .4 <.? w -z a. 3 w -0 . :r: 4 .5 z 0 4 ..c. <.? z LL.. 0 I .2 I- <.? I- - 3 .5 ~ z w 0 >, - 3 a.. 0 LL.. 0 I­ I <.? w ...J . I LL. o .08 I-06 0 . 0 LL.. a:: w I­ I­ :) <.? z 2.5 I a:: .04 w a. a:: w 1- <l: 2 1.5 I. 2 >­ I- .03 ~ .02 a. <l: u .0 1 ~ LL 0 I l­a. w 0 L • ~ ~ ---±~=----=:=]= I •□~;.: '' ,-:,:~~+.-~ Ya ~ h Figure 5·2 .7 .6 .5 .4 .3 .25 .2 .15 .10 NOM OGRPAH FOR CA PACIT Y OF CURB OPE N IN G INL ETS IN SUMPS , DEPRE SSION DEP TH 2" Ad apted from Bureau of Pub li c Roa d s Nomograph t-.)O.V i O C:!1 5 -10 DESIG N C R IT ERI A LL 0 ~ ~ w >-~ ~ co ~ 0 0 ~ a: CJ) a.. -------,---------·---------- 1 ...J2 0 I) s: ----·----l --~----­ {") .. . _I I i ' i i I I . ---L i I ! I_ I .l ♦ MANHARD CONSULTING LTD. ~ LL+I J. 7. A -t ;J.7. (3 Oh -Gn:-~ i i -6-,_ CCC /, 4 C-S "S )'. i:::, 0 . (X)_ :4/R:- • I ci~ ==-O. IC:, -tf + 5 :-o.01s-~1-F/.F+- 1;::. /0 Engineers Surveyors Planners ().::. D. I~ PROJECT PN)\J To \A)~ DATE .3/J) 'DO BY :58, SHEET ~ OF __ _ MANHARD CONSULTING LID- I I ! :CJ.L+ · ,;29. A i Oi l'"\ -C::, Engineers Surveyors Planners PROJECT _·_A-'--'ro ...... \.._/ -~~,P~w~'v\....(.__-- DATE __,3---'1/'-'1'+-/__,_,_o=o __ _ BY ---'Q3=-...__ ___ _ SHEET __ OF __ _ >----(X-yen.~:::. 1 c£.L.4-------+-----;--------r s-: -(), co CJ +:+)++ I : 1== )'J. s- L=- ! I I ., -----,.---..-----·-----·------------·· --,_.,.., ___ . i P.1-PROJECT MANHARD Engineers DATE -']/;;i.o f D o Surveyors , I CONSULTING BY S B Planners LID. SHEET OF . - 0 ;J c +.5 ~\-00::::.. 'S)'::: 0 -Q ~ "9++ 'f\::::D .O /(o c\ w:::.. 0 · l \ f= 1--------· 5 ~ ;) 00% -:= c). O;} +3/-Pf- ~'2r 5-<o b, _~.J.--~ 0. 155" -----· --· q .i ~ t -o. ss-== o. Lf s- ~ . -t=r-o""" ~~6 s--s-_ . L -= &; -t=+, . IS;<.JL = ~/ro-:=:-o. 33 e--K/P- ~ -t=:--~~~, @ ~51/o 6?/L-;:_ 0. J? ~/--Ft L =-d-ck'~ -I >:.o, c}.?f" ~/Fr-1 . I '-f -F+ MANHARD CONSULTING LID. :X--V\ k-+ L\ 1. A+ l-f-7. G OV\ -Gr-~ ~Q ICO::::: 7 ecF's Sx ::::-Q .O(). -tf+:':t d aj ---=:__ b, ;)o/ --. S = ~-Cb% Q :::. 3 ., s-e,,H Engineers Surveyors Planners PROJECT __ p_. ).--'--, ___ _ DATE J/:;;o)oD r I BY :SB SHEET __ OF __ _ d_l.) ::. 6 . l J. ,r-t­ n:: 0 .01'=' 5x (T-2) = dw / .5 = O . O ;J.7 7 r:+/F+ a.:3 04 0.6 OB 10 .03 .04 .CX:i .CS QI I I I I I I >-- ,, I . , , Fl 02 I / / •' /I I , I / / / / I '/ . ,, / /' ; I f J , . ,, , .,,,, / I/ ~ f'<.J . ;, n -,.,, ,1 ,I ·/ I/ ~- ~&.-: f/ /• ..,,.,--',, L/ 1 / ,;7 I / ,'I V. / / / .I' /i I · I / / r / ' / '/ . / / / / ./ / / / / ✓ .I' A , , / / / I / I / / / .,,. / / / A l// /I I / I / 1/ / I/ 1/1/1/ / ' l I 1 / I I I I I I I C/--/ -.. - ., 7 , ~ / J l/ / / / / .A /, T / / / ,.,,, I I • / / / /, I " ' t //I/ ,I II / y ' /// • I I: / / • I.I' .I' ,,r , .I' 7 -. .,, ... / .,,. / ;,, / J A/ / /. ':, I/ / /. '' '/ / !/ I/ !/ I / t /1 .,.f / I I :/ ,< ,· I I GIVEN: I FINO '. ., I 11 I l l ·I _,,.,,,. ,I Sx=0 .02 FT./F't T: IOFT. S=O . 0 3 FT./ FT. LC:11 .SFT. Lc:34FT. 01,tl=0 .65 QI ;'Q :f u.~·..4-__ ....._ _ _J 1.0 0 .8 / ~/./;....,...... ___ ~ :--~ ... ~,-':'.6 . ..c. r::z:x · ., ,:,, . .1.// ./ .,. .I : I ,t-r;' . .,,,,_, _ -/-7(·/1 , , ✓ -(,,.,,,_,._....,,...,~....i.---4 7 • 1 LI , 1 . I i: I • I • • v.3 v.2 v.l ' ➔ I T ' I 1 I I 0.3 0.4 0 .6 1.0 2.0 3.0 40 6.1 ~ 8 .0 10 20 30 40 ro 80 100 200 INLET LE NGTH, L; ( FT) L -/ ... r-, -"°. ,:,J.\ t-:. FIGUR E 5-5 ST AND ARD CURB -OPENING I NLET CHAR T REFER E N CE : CAR L. I ZZ ARO, F LOOD HAZARD NEWS, UO A NO .FCC, JUNE 19 77. M AY 1984 5 -13 D ESIGN CRITERIA II ?j 0.10 gl 0 0.06 J 0.06 0.02 0 0.03 0.05 ) CROSS SLOPE, Sx ':i -x::: .o .oJ ~/~-r T== ~ H. FIGURE 5~6 INCREASE IN INTERCEPTION OF COMFOUND STREET SECTION FOR W= 2 Ft AND GUTTER CROSS-SLOPE= I: 12 S~CE, URBAN ~AINAGE ANO FL.DOD CONTROL 0 0ISTRICT. 0.09 REFEREI-CE =. CARI.. IUARO, FLOOD HAZARO NEWS, UO AH) FCO, JUNE, 1977. MAY 1984 5-14 DESIGN CRITERIA Inlet Requirements Q = CLH"1 .5 Inlet Inlet Location 1 Condition j Opening Perimeter 1 Inlet I Depth Capacity Element i Acutal I ! I Number i Type Radius (L) 1 Coefficient of Water (cfs) Flow I (ft) (ft) (H) (ft) i : I (C) (cfs) ' I MH 1 ! Grated MH I ()pen Space I Sump I 3 .00 18 .84 3 .00 1.00 56 .52 138 7 3 .A ~rated MH '\ Open ~pace I Sump 3 .00 18 .84 3.00 1.00 56 .52 143 10 37 .A . Grated MH Open Space Sump I 3 .00 18 .84 3 .00 1.00 I 56 .52 I 59 \ 28 1. From figure 5-3 FES-26 .C INLET26 .A INLET26 .B INLET 27 .A INLET27 .B INLET 47 .A INLET 47 B INLET 28 .B INLET28 .A FES4J.A FES 42 .A INLET29 .A MH 29 MH 30 MH 3 1 MH 32 Mll 33 INLET 33 .B INLET33 .A INLET34 .A INLET 34 .B MH 34 MH3 5 MH36 MH 37 .A MH 37 MH 38 MH39 MH40 MH 4 1 FES 24 .C INLET25 .B INLET25 .A MH24 INLET 14 .A INLET 15.A INLET26 .A INLET 26 .B FES 26 .D INL ET 27 .8 FES 27 .C INL ET 4 7 B FES 47 (' INLET 28 A FES 28.C FES 43 .B FES 42 .IJ MH 29 MH 30 MH 3 1 MH 32 MIi 33 INLE'I 33 .B FE S 3J C MH 33 MJ-134 MH34 MH35 MH36 MH 37 .A MH 37 MH 38 MH39 MH40 MH41 FES 41 .A INLET 25 .B INL ET 25 .A MH 24 FES 24 .A FES 14 .B MH 16 Runoff , Flow e (cfs) 87 .0 95 .0 96 .0 6.0 6 .0 7.0 7 0 14.U 14 0 58 .0 58 .0 6 .0 6.0 6 .0 6.0 60 25 U JI 0 5 0 8 .0 14 .0 35 .0 35 .0 36 .0 80 .0 78 .0 78 .0 76 .0 78 .0 80 .U 16 0 30 .0 37 .0 37 .0 12.0 3 0 20' 42 ' 125 ' 47' 105 ' 42 ' 55' 85' 65' 140' 140 ' 50' 52' 81 ' 85' JU ' 25' 70 ' 10' 10' 25 ' 307' 24' 200' 120' 135' 400 ' 400 ' 400 ' 315' 43 ' 45 ' 70' 110' 7 1' 83 ' 48" 0 .50% 48" 0.50 % 48" 0 .50% 18" l.50 o/, 18" 2.00% 18" I.OU % 18" 4.00% 24 " 0.20¾ 24 " 0.20% 48" 0.60% 48" 0.60% 21 " 2.90% 21 " 0 .50% 2 1" 0 .50% 2 1" 0 .50% 2 1" 073% 36" 1.00% 42 " 0.30 % 21 " 0.50 % 2 1" ~,00% 21 " 1.00% 36" 0 .20% 36" 0.20% 36" 0.20% 54 " 0.20% 54 " 0.20% 54 " 0.20% 54 " 0.80% 54 " 0.80% 54" 0.80 % 36" 36" 36" 36" 18" 18" 2.80 % 0.50% 0.50% 1.28% 0.80% 1.00 % • • Slope .·.-1'.¾. 0 .50 % 0 .50% 0 .50% 1.00 % 2.00 % 1.00% 4.00 % 0.38% 0.38% 0.60% 0.60% 2.90% 0 .50% 0 50% 0.50% 0 73% I.OU ¾ 0 .30% 0.50% 0.26 % 0 .78% 0 .28% 0.28% 0.29% 0.20% 0.20% 0 .20% 0 .80 % 0.80 % 0.80 % 1.00% 0.50% 0.50% 1.28% 1.3 1% 1.00% 101 .54 10 1,54 101 ,54 12 .86 14 .85 10 .50 2 1.00 10 11 10 .11 111.23 11 1.23 26 ,97 11 .20 11.20 11 .20 I 3 .53 66 67 55 .09 11.20 15 .84 15.84 29 .82 29 .82 29 .82 87 .91 87 .91 87 ,91 175 ,83 175 ,83 175 .83 111.57 47 .15 47 .15 75.43 9 .39 10.50 slonn sewer design xis 8.08 8 .08 8 .08 7 .28 8.40 5 .94 11 .88 3.22 3 .22 8.85 8 .85 11.21 4 .66 4.66 4.66 5.63 9 .43 5.73 4.66 6 .59 6 .59 4.22 4.22 4.22 5.53 5.53 5.53 I 1.06 11 .06 11 .06 15 .78 6 .67 6 .67 10.67 5.3 1 5.94 9 .58 9 .58 9 .57 7.72 8.66 6 .78 11.73 4.46 4 .46 9 .61 9 .61 9 .92 5 .08 5.08 5.08 5.91 9 .56 6 .3 1 4.90 7.10 7 .83 4 .95 4 .95 5.09 6 .57 6 .57 6 .57 11.54 11.61 11 .67 11.84 7 .54 7 .83 11 .44 6 .79 5.65 79% 85% 86% 53 % 50% 65 % 45 % Pre ss ure Pres sure 56% 56% 37% 57% 57% 57 % 52% 48% 59% 52 % Pressure Pressure Pressure Pressure Pressure 83% 8 1% 81% 51% 52% 52% 29% 63% 73% 54% Pressure 42% 0 .03 0 .07 0 .22 0 .10 0 .20 0 .10 0 .08 0.32 0 .24 0 .24 0 .24 0 .08 0 .17 0 .27 0 .28 0 .08 0 .04 0 .18 0 .03 0 .02 0 .05 1.03 0 .08 0 .65 0.30 0 .34 1.02 0.58 0 .57 0.45 0 .06 0 .10 0 .15 0 .16 0 .17 0 .24 NA 5000.40 TC 5000.40 TC 4996 .66 TC 4996 .90 TC 4990 .65 TC 4990 .65 TC 4996 .84 TC 4996 .84 TC NA P NA P 4977.68 TC 49 76 .03 P 4975 .74 I' 497 5 .2 1 P 4974 .67 P 4974 .55 P 4974 .81 TC 4974 .81 TC 4959 .65 TC 4959 .65 TC 4959 .53 P 4964.37 P 4964 .73 P 4964 .00 P 4966 .00 P 4966 .82 P 4968 .50 P 4957 .00 P 495 1.50 P NA 4982 .90 TC 4982 .90 TC 498 3.00 P 4976 .60 TC 4976 .50 TC 4997 .6 1 4997 .18 4996 .76 4993 .88 4993 .24 4986 .77 4985 .8 5 4995 .15 4994 .75 4986 .06 4986 ,06 4974 .14 4972.84 49 72 .39 4971 79 4971 54 49 71.47 4'171 .36 4970 .92 4958 .82 4959 .03 4958 .60 4957 .56 4957.47 4956 .87 4956 .35 4955 .88 4953 .53 4950 .16 4944 .88 4980 .37 4979 .80 49 79 .66 49 78 .54 4974 83 4973 .17 4997 .54 4997 .00 4996 .20 4993 .73 4991.20 4986 .53 4983 .76 4994 .83 4994 .50 4985 .57 4985 .57 4973 .22 4972.61 4972.01 49 7 1.56 497 1.4 9 4971.43 497 1.18 4970 .89 4958 .79 4958 .83 4957 .75 4957.49 4956 .89 4956 .66 4956 .11 4955 .11 4950.44 4947 .07 494 2.46 4980 .34 4979 .7 1 4979 .36 4977 23 4973 .90 4972 .46 0 .36 0 .07 0 .07 0 .23 0 .06 0 .18 0 .11 0 .08 0 .02 0 .36 0 .36 0 .38 0 .02 0 .02 0 .02 0 .03 0 .0 7 0 .03 0 .02 0 .20 0 .24 0 .19 0 .02 0 .02 0 .03 0 .03 0 .03 0 .10 0 .10 0 .11 0 .54 0 .04 0 .05 0 .10 0 .18 0 .12 4994 .04 4993 .74 4993 ,33 4992 .94 4992 .50 4985 .79 4985 .17 4992 .80 4992.63 4983 .81 4983 .8 1 4973 .49 4971.84 4971 .39 4970 .79 4970 18 4969 .76 4969 .3 1 4970 .0 I 4955 .10 4955 .25 4954 .80 4953 .99 4953 .74 4953 .14 4952 .70 4952 .23 4951 .23 4947 .83 4942 .52 4979 .28 4977.88 4977.46 4976 .91 4972.97 4972 .54 4993 .94 4993 .53 4992 ,70 4992 .70 4990 .40 4985.37 4982 .97 4992 .63 4992 .50 4982 .97 4982 .97 4972 .04 4971 .59 4970 .99 4970 .38 4969 .96 4969 .5 1 4969 .10 4969 .96 4955 .00 4955 .00 4954 .19 4953 .94 4953.34 4952 .90 4952 .43 4951 .43 4948 .03 4944 .63 4940 .00 4978 .08 4977 .66 4977.11 497 5 50 4972.40 4971.71 stonn sewer design .xis MH 16 MI-I 17 3 0 26 ' 18" 1.50% 1.50% 12 .86 7.28 6 .54 38% O.D7 49 76 .50 G 4972 .08 4971.72 0 .03 49 7 1.5 I 4971.12 FES 17 .A MI-I 17 2 .0 45 ' 18" 1.00% 1.00% 10 .50 5.94 4 .99 34% 0 .15 NA 4972 .08 49 7 1.74 0 .10 4971.57 4971.12 M H 17 MIi 18 40 94 ' 18" 0 .97% 0 .97% 10 .34 5.85 5.97 49% 0 26 4976 .50 G 497 1.64 49 7 1.01 0 .28 4970 .92 4970 .01 FES 18 .A MIi 18 I O 20' 18" 2.00% 2 .00% 14 .85 8.40 4 .27 16% 0 .08 NA 49 70 .66 4970 ,66 0.07 4970.41 4970 .01 MIi 18 Mii 111 5 0 I JJ' 18" I.II ¾ 11 1% 11 .06 6 .26 6 60 52% 0 .34 49 76 .50 G 4970 59 4969 .46 0 .34 4969 .8 1 4968 .34 MH 19 Mii 20 5 0 106' 18 " 1.00% 1.00% 10 .50 5.94 6 .33 54% 0 .28 4976 .50 G 4968 .94 4967 .91 0 .03 4968 .14 4967 .08 MH 20 Mii 21 5.0 17 7' 18 " 1.50% 1.50% 12 .86 7.28 7.43 49°/o 0.40 4975 .50 G 4967 .61 4964 .99 0 .04 4966 .88 4964 .22 FES 21.A MH 2 1 9 .0 88' 18" 0 .50% 0 .73 % 7.43 4 .20 5.09 Pre ssure 0 .29 NA 4972 .7 1 4972 .06 0 .10 497 1 00 4970 .56 MI-121 MH 22 14 .0 3 17' 18" 'I.'50¾ 1.78 % 12 .86 7 .28 7.92 Pre ssure 0 .67 4975 .00 G 4967 .39 4961.76 0 .49 4964 .02 4959 .27 Ml-I 22 MH 23 14 .0 254' 18" 1.50% '1.78% 12 .86 7.28 7 .92 Pressure 0 .53 4971.70 G 4961.27 4956 .76 0 .05 4959 .07 4955 .26 FES 23 .8 Ml-I 23 2 .0 40' 18" 0.50% 0 .04% 7.43 4 .20 3.93 Pressure 0 .17 NA 4957 .09 4957 .07 0 .06 4955 .46 4955 .26 Ml-123 FES 23 .A 16 .0 25' 18" 0.50% 2.32% 7.43 4 .20 9 .05 Pressure 0 .05 4959.50 G 4957 .01 4956 .43 0 .64 4955 .06 4954 .93 INLET7 .8 INLET 7.A 2 .0 30' 18" 3.20% 3.20% 18 .78 10 .63 6 .94 23% 0 .07 4960 .70 TC 4957 .32 4956 .85 0 .19 4956 .97 4956 .0 1 INL ET7 .A MH 7 10 .0 42 ' 18" 3.20% 3.20% 18 .78 10 .63 11 .59 57% 0 .06 4960 .70 TC 4956 .66 4955 .43 0 .10 4955 .8 I 4954.47 MI-17 MI-1 6 10 0 149 ' 18" 250% 2.50% 16 60 9.40 10 .5 1 6 1% 0 .24 4957 .83 p 4955 .18 4951 .54 0 .09 4954 .27 4950 .54 INL ET6 A Mii 6 2 0 7 1' 18" 5.00% ; 00% 23 48 13 .29 7 7 1 20% 0 . I 5 4960 .40 TC 49S4 .39 495 1 68 0 .23 4954 .09 4950 .54 MH 6 IN LET 5 A 14 0 12.1' 24 " I 50% I 50% 27 .70 8 .82 9 .51 55% 0 .22 4953 .95 p 4951.4 5 4950 .3 1 0 .70 4950 .34 4948 .50 FES 5.C INLET 5 I\ 8 .0 5;' 36" 500¾ 5.00% 149 .09 21 .09 9 .34 13% 0 .10 NA 4951.40 4950 .93 0 .34 4951 .00 4948 .50 INLET 5.A INL ET 5.H 22 o 50' 36" 0.4 5% 0.45% 44 .73 6 .33 6 .79 54% 0 .12 4953.43 TC 4950 .59 4950 .53 0 .36 494 8 .30 4948 .08 INLET 5.8 MIi 5.A 37 .0 250' 36" 0.45% 0.45% 44 .73 6 .33 7.48 77% 0 .56 4953.43 TC 4950 . I 8 4949 .09 0 .04 4947 .88 4946 .75 MI-15 .A MJ-15 37 .0 190' 36" 0.45% 0.45% 44 .73 6 .33 7.48 77% 0 .42 4963 .70 p 4948 .85 4948 .04 0 .04 4946 .55 4945 .70 M Ii 5 FES 5.E 37 .0 11 0' 36" 0.45% 0.45% 44 .73 6 .33 7.48 77% 0 .25 4962 .00 p 4947 .80 4947 .34 0 .04 4945 .50 4945 .00 INLET9 .A MI-19 7 .0 59' 18" 4.20% 4 .20% 2 1.52 12 .18 11.95 45 % 0 .08 4971.90 TC 4964 .3 I 4962 .39 0 .55 4963 .64 4961.16 MI-19 MH8 7.0 62 ' 18" 2.50% 2 .50% 16 .60 9.40 9.76 51% 0 .11 4964 .30 G 4961.72 4960 .24 0 .07 4960 .96 4959 .41 MH8 INLET 7.A 7 .0 80' 18 " 4.00% 4 .00% 21.00 I 1.88 11 .73 45 % 0 .11 4963 .10 p 4959 .89 4956 .80 0 .11 4959 .21 4956 .0 I FES I .C INLET I .A 7.0 25 ' 18 " 4.20% 4 .20% 21 .52 12 .18 11.95 45% 0 .03 NA 4973 .67 4973 . I 8 0 .55 4973 .00 4971 .95 INL ET I .A INLET 1.13 I 5.0 30' 18 " 2.90% 2 .90% 17 .88 10 .12 11 .98 77% 0 .04 4974 .99 TC 4972.46 4971.70 0 .11 4971.30 4970.43 INLET 1.8 MI-II 16 .0 3 10' 24 " 1.80% 1.80% 30 .34 9 .66 10 .51 57% 0.49 4974 .99 G 4971 .36 4966 .03 0 .09 4970 .23 4964 .65 MHI INLET2 .A 16 .0 30' 30" 0.45'1, 0.45% 27 .51 5.60 6 .22 60% 0 .08 4970 .00 G 4965 .94 4965 .84 0 .03 4964 .45 4964 .32 INLET2 .A Mii 2 16 .0 10' 30" 0.45% 0.45% 27 .5 I 5.60 6 .22 60% 0 .03 4971.46 TC 4965 .88 4965 .86 0 .30 4964 .12 4964 .07 Mll 2 INLET 2 .13 16 .0 20' 30" 0.45% 0.45 % 27 .5 1 5.60 6 .22 60% 0 .05 4971.34 p 4965.36 4965 .30 0 .03 4963 .87 4963 .78 INLET 2 .8 MJ-1 3 19 .0 124 ' 30" 2.20% 2.20% 60 .82 12 .39 12 .04 44% 0 .17 4971.46 TC 4963 .33 4960 .72 0 .11 4962 .23 4959 .50 MJ-13 INL ET 3 .A 19 .0 190' 30" 2.20% 2 .20% 60 .82 12 .39 12 .04 44% 0 .26 4964 .00 G 49 55 .09 495 1.07 0 .11 4953 .99 4949 .81 ' {50% INLET 3 .A INL ET4 .A 24 .0 22' 30" 1.50% 50 .22 10 .23 10 .91 54% 0 .03 4955 .00 G 4950 .95 4950 .7 1 0 .09 4949 .61 4949 .28 INLET4 .A INLET 4 .8 24 .0 45 ' 30" 1.50% 1.50% 50 .22 10 .23 10 .91 54 % 0 .07 4955 .93 TC 4950.42 4949 .84 0 .09 4949 .08 4948.40 INLET4 .B FES 4 .C 3 1.0 40' 30" • 1.50% 1.50% 50 .22 10.23 11.50 62% 0 .06 4955 .93 TC 4949 .75 4949 .25 0 .10 494 8.20 4947 .60 INLET 12 .8 MJ-1 12 .A 7 .0 45 ' 18" 0.70% 0 .70% 8 .79 4 .97 5.85 Transition 0 .13 4972.35 TC 4970 .09 4969 .89 0 .13 4968 .64 4968.32 MH 12 .A MH 12 17 .0 117' 24" 0.70% 0 .70% 18 .92 6 .02 7 .16 82% 0 .27 4972.02 p 4969 .76 4968 .98 0 .04 4968 .12 4967.30 MH 12 MI-12 17 .0 48' 24" 2.30% 2.30% 34.30 10 .92 11 .73 55% 0 .07 4971 .57 p 4968 .09 4967 .10 0 .11 4967 .00 4965 .90 INLET I I .A MH II 12 .0 29' 18" 0.30% 1.31 % 5.75 3 .25 6 .79 Pre ss ure 0 .07 4965 .50 TC 4964 .11 4963 .73 0 .18 4961.92 4961.83 MH II FES I 1.8 12 .0 42 ' 18" 0.30% 1.31 % 5.75 3.25 6 .79 Pressure 0 .10 4966 .80 p 4963 .55 4963 .00 0 .04 4961.63 496 1.50 INLET IO .A FES 10 .8 12 .0 29' 18 " 0.30Yo 1.31% 5.75 3 .25 6 .79 Pressure 0 .07 495 6 .70 TC 4954 .99 4954 .61 0 .18 4953 .20 4953 11 FES 44 .A MH44 35 .0 70' 30" 0.30% 0 .73% 22.46 4 .58 7 .13 Pressure 0 .16 NA 4942 .33 494 1.82 0 .20 4939.53 4939 .32 MI-144 MH45 36 .0 89' 30" 1.50% 1.50% 50 .22 10 .23 I 1.83 69% 0 .13 4944 .00 p 4934 .53 4933 .30 0 .11 4932 .82 4931.48 MI-145 MI-146 36 .0 354 ' 30" 1.50% 1.50% 50 .22 10 .23 11 .83 69% 0 .50 4943 .9 I p 4931.19 4925.99 0 .11 4929 .48 492 4 .17 MI-146 EX IST MH 36 .0 20' 30" 1.50% 1.50% 50 .22 10 .23 11.83 69% 0,03 4928 .31 p 492 5.68 4925 .39 0 .11 4923 .97 4923 .57 Swale and Channel Flow Depths Element ; Q 100 Q 1.33 Longitudal : Bottom Channel/ Flow Channel Free Board Side ' Velocity I Swale Depth Depth (ft) Slopes (fps) Number I (cfs) (cfs) Slope \ Width (ft/ft) (ft) Section Detail (ft) (ft) (ft/ft) 138 I 7 9 .31 0 .047 I 1 A-A 0 .60 2 1.40 4 :1 4 .52 I ---------.. 143 I 10 13 .30 0 .006 1 A-A 1.09 2 0 .91 4 :1 2 .29 153 I 7 9 .31 0 .005 i 1 A -A 0 .97 I 2 1.03 4 :1 1.96 i 21 .28 0 .026 2 B-B I 0 .87 2 1.13 4 :1 4.43 380 16 i I ; I I I I 79 14 18 .62 0 .005 I 1 A-A 1.29 I 2 i 0 .71 4 :1 2 .33 : I 46 31 41.23 0 .026 2 B-B 1.17 2 0 .83 I 4 :1 5.25 i I C-C 85 115 I 152 .95 0.010 5 2 .19 3 .5 1.31 4 :1 5.08 -·-----·--------·-· --··--. ------ 81 168 223.44 0 .005 5 C-C 3.02 3 .5 0.48 4:1 4 .32 ----. ----------·---·••· ---------- 82 183 243 .39'' 0 .005 5 C-C 3 .14 3 .5 0 .36 4 :1 4.42 --------------.. ----·----------------------------------------- 70 74 98.42 0 .009 10 CHANNEL 1.48 4 2 .52 4 :1 4 .19 -·--------------· -----------·--. ----- 110 176 234 .08 0 .009 • 10 CHANNEL 2 .29 4 1.71 • 4 :1 5.33 ------·--·-------------------·-•• --------. 98 370 492 .10 0 .008 10 CHANNEL 3 .37 4 0 .63 4 :1 6 .22 ---•· --------• --·--------· --------- 72 417 554 .61 0 .008 10 CHANNEL 3.56 4 0.44 4 :1 6.41 PROVINCETOWNE _, _ -=S.=B.B~­ ... .,, OT, _H._J.W __ DUL 7/24/QQ '"''" _N.T---'_s __ 100 YEAR HWL 3' MAX 5' TYPICAL SECTION C-C NOT TO SCALE TYPICAL SECTION A-A NOT TO SCALE TYPICAL SECTION 8-8 NOT TO SCALE I FORT COLLINS, COLORADO 1 1 TYPICAL SW ALE CROSS SECTIONS I ~ MANHARD CoNSULTIN:; LTD. SHEET ENGINEERS • SURVEYORS. PLANNERS 1 OF 2 if! 8232 E. Park Meadows Dr . Littleton, Colorado 80124 ' lei : 303/708-0500 fax : 303/708-0400 http :/ /WTI .MANHARD .com KBCFCC C121 1 .. 42' 100 YEAR HWL MIN 1 • FREEBOARD 2 .5' MA X 1.5' 0.5' DROP FROM UPHI L L CHANNEL INVERT SLOPE TOP OF VANE BOULDERS 10· UP AT 10 TO 15- ACTIVE CHANNEL SLOPE AT 4 :1 TO DOWNHILL CHANNEL INVERT 1 o· CHINK ALL GAPS PRIOR TO BACKFILLUNG PROVINCETOWNE "'°"' • .._ ..::::S=.B=.B __ 0111.aWN ■v , ...:..:H=.J=_w __ ••n. 7/24/00 N.T.S CROSS SECTION-FACING UPSTREAM SANDGBRAVEL MIX BACKFILL (COMPACT TO 95%) 10 TO 15 DEG . SLOPE UPHILL PLAN VIEW STONES SHALL BE OUND TO ANGULAR ROCK APPROX . 3"-6" IN DIAMETER 11 FORT COLLINS, COLORADO I !TYPICAL CHANNEL CROSS SECTIONS! MANllARD O>NSULTING LTI>. ENGINEERS • SURVEYORS • PLANNERS 8232 E. Park Meadows Dr. Littleton, Colorado 80124 tel: 303/708-0500 fax : 303/708-0400 http :/ /,nnr.MANHARD.com SHEET 2 OF 2 KBCFCC C121 Trapezoidal Channel Ana lysis & Design Open Channel • Uniform flo w worksheet Name: Swale 138 Comment: Swale 138 Solve For Depth Given Input Data, Bottom Width .. Left Side Slope .. Right Side Slope. Manning's:,_ Channe l Slope. Discharge. Computed Results: Depth ... Velocity. Flow Area. Fl ow Top Width ... Wetted Perimeter. Critical Depth. Critical Slope. Froude Nurrber . 4.00:l ;i-!:V 4.00:l '.H:V / 0.035 0.0470 f:/fc 9.31 cfs 0.60 ft 4.52 fps 2 .06 sf 5.82 ft 5. 97 f c 0 .69 ft 0.02 5 1 ft/ft:. 1. 34 (flow is Supercritical) Open Channel Flow Module. Version 3 .43 (c ) 1991 Haestad Methods, Inc. • 37 Br ookside Rd • Waterbury, Ct 06708 'Y p ,·c...o..., \ S e-c: ... ,.\-,·o"\, A-A Tr a pe z oidal Channel Analysis & Design Open Channel worksheet Name : Sw ale 143 Comment: Swal e 143 Solve Per Depth Given Input Data: Bottom Width ... Left Side Slope .. Right Side Slope. Manning's n. Chan nel Slope .... Discha rge .. Computed Results: Depth. Velocity .. . :='low Area .. . ?l ow Top Widt h ... Wetted Perimeter. C::-itic a l Depth .. Cr:.tical Slope. ?roude Number .... Uniform flow 1.00 ft 4.00:l (H:V ) 4 .00:l (H :V) 0.03 5 0.0060 ft/ft l3.30cfs .09 ft 2 .29 fps 5 .80 sf 9.6 8 ft 9.95 ft 0.81 ft 0.0240 ft/ ft 0 .52 (flow is Subcriti cal ) Oper. :::n annel Plow Module. Version 3 .43 :c ) 1991 Haestad Methods. Inc . • 37 Brookside Rd • Waterbury, Ct 06708 Trapezoidal Channel Analys is & Design Open Channel -Uniform flow Worksheet Name: Swale 153 Comment: Swale 153 Solve For Depth Given Input Data: Bo ttom Widt h ..... Left Side Slope. Right Side Slope. Manning's n .. Channe l Slope ... Discharge .. Computed Results: Depth ... Velocity .. Flow Area. Flow Top Width .. Wetted Perimeter. Cri tica l Depth .. Critical Slope .. Froude Number .... 1.00 ft 4.00:1 (H :V; 4.00:1 (H:V ; 0.035 0.0050 ft/ft 9 .31 cfs 0.97 ft 1.96 fps 4.75 sf 8.78 ft 9 .02 ft 0.69 ft 0 .0251 ft/ft 0.47 (flow is Subcritical) Open Channel Flow Module, Version 3 .43 (c ' 1991 Haestad Method s , Inc. • 37 Brookside Rd• Waterbury, Ct 06708 Trapezoidal Chann e l Analys is & Design Open Channel -Uniform flow work sheet Name, Swale 380 Co mment , Swale l80 S::>lve For De pt h Gi ven !nput Data: Bottom Width ..... Left Side Slope .. Right Side Slope. Manning's n ..... . Channel Slope ... . Discharge. Comp uted Results, Depth. Velocity .. Flow Area .. Fl ow Top Width ... Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 2.00 ft 4.0 0,1 (H,V ) 4 .00 ,1 (H,V .' 0.035 0.0260 ft /ft 21.28 cfs 0.87 ft 4 .43 fps 4 .80 sf 8.99 ft 9.20 ft 0.90 ft 0.0225 ft /ft 1.07 (flow i s Supercritical ) Open Ch a nnel Flow Module, Version 3 .43 ,c:' 1991 Haestad Methods, Inc. • 37 Brookside Rd • Waterbury, Ct 06708 Ty pt~ 5€,<:.,t-l; l-\. 8-B Trapezoidal Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: Swale 79 Comment : Swale 79 Solve For Dep t h Given Input Data: a otcom Width. Left S"de S lo pe .. Right Stde Slo pe. Manning's n. Channel S lo pe .... Di s charg e. Computed Results : Depth. Velocity. r'lo w Area. F lo w Top Width ... Wetted ~er1me cer. Cri t ical De pth. Critica l Slope. Froud e Number .. 1.00 ft 4.00:1 (H:V ) 4 .00:l (H :V) 0 .035 0 .0050 ft /f t 18 .62 cfs 1. 29 ft 2. 33 fps 7.99 sf 11. 35 ft 11. 67 ft 0.94 ft 0.0229 ft/ft 0 .49 (flow is Sub critical ; Open Cha nn el Flow Module, Ve rs ion 3 .43 (c ) 199: Haestad Me thods, Inc. • 3 7 Brookside Rd • wa ::erbury. Ct 06 708 Ty p J CA,\ -s-ec..,·h o "'­ A -A Trapezoidal Channel Analysis & Design Open Channel -Uniform flow worksheet Name: Swale 46 .. Comment : Swale 4·5 Solve For Depth Given Input Data: Bottom Width ..... Left Side Slope .. Right Side Slope . Manning's n ... Channel Slope. Disch arge ..... Computed Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 2.00 ft 4.00:l (H :V ) 4.00 :l (H:V ) 0.035 0.0260 ft/ft 4 1 .23 cfs 1.17 ft 5.25 fps 7.85 sf 11.38 ft 11.67 ft 1.23 ft 0.0206 ft/ft 1.12 (flow is Supercrit i c al ) Op en Channel Flow Module, Version 3. 43 :c • 1991 Haestad Methods, Inc. • 37 Brookside Rd • Waterbury, Ct 06708 Typt(A\ 5=,.\-,o~ 8-8 Trape zoidal Channel Ana ly sis & Design Ope n Channel - Unif orm flow worksheet Name, Swale 85 Comment : Swale 85 So lve For Depth Giv en !r.puc Daca: Bottom Width ..... Left Side Slope .. Right Si de Slope . Manning's n ...... Channel Slope .... Discha rge ........ Computed Results: Depth. Velocity ........ . Flo w Area ....... . Flow Top Wi dth .. . Wetted Perime ter . Critical Depth .. . Critical Slope .. . Froude Number ... . 5 .00 ft 4.00:l (H:V ) 4.00:l (H:V ) 0.035 0.0100 ft/ft 152.95 cfs 2. 19 ft: 5.08 fps 30.14 sf 22.52 ft 23.06 ft 1.93 ft 0 .0173 ft/ft 0.77 :flo w is Subcrit ical ; Ope n Channel Flo w Module. versi o:i 3 .43 ;c 1 1991 Haestad Methods, Inc. • 37 Br oo ks,d e Rd • Waterbury, Ct 06708 iypi'~ ~~+,~ c-c Trapezoidal Channel Analysis & Design Open Channel -Uniform flow Works heet Name: Swale 81 Comment: Swale 81 Solve For Depth Given rnput Dat a: 3otcom Width .. Left Side Slope .. Right Side Slope. Manning's n ... . Channel Slope ... . Discharge ....... . Computed Results: Depch. Vel o city ....... . Flow Area. Fc o w Top Width ... Wetted Perimeter. Critic al Depth .. . Critical Slope .. . Froude Number ... . 5.00 ft 4.00 :l (H:V ) 4.00:1 (H:V ) 0.035 0 .0050 ft /ft 223.44 cfs 3. 02 ft 4. 3 2 fps 51 .70 sf 29 .19 Et 29 .94 Et 2.32 ft 0 .0165 ft/Et 0 .57 (flow is Subcritical ) Open Channel Flow Module, Version 3.43 .c ' 1991 Haestad Methods, Inc. • 37 Brookside Rd • Waterbury, Ct 06708 \~pl~ S-u\.t~~ C-c__ Trapezoidal Ch annel Analysis & Design Open Channel -Uniform flow Worksheet Name: Swale 82 Comment: Swale 82 Solve i'or Depth Given Input Data: Bottom Width. Left Side Slope. Right Side Slope . Manning's n .... Channel Slope. Discharge ....... . Computed Results : Depth. Velocity .... i'low Area. Flow Top Width. Wetted Perimeter. Critical Depth. Critical Slope ... Froude Number ... 5.00 ft 4.00:l (H:V ) 4.00:l (H :V) 0.035 0.0050 ft/ft 243.39 cfs 3. 14 ft 4.42 fps 55.11 sf 30. 11 ft 30 .88 ft 2 . 42 ft 0.0163 ft/ft 0.58 (flow i s Subcri t ical) :Jp en Ch annel Flow Module, Version 3 . 43 (c ) 1991 Haescad Methods, Inc. • 37 Brookside Rd• Waterbury, cc 06708 -ry f I;:,_,,__\ Sec.. \-1 i,'-1._ c-c Trapezoidal Channel Analysis & Design Open Channel -Uniform flow worksheet Name : Channel 70 Comment: Channel 70 Sol ve For Depth ~1v en Input Data: Bottom Widt h ..... Left Side Slope .. Right Side Slope. Manning"s n ..... . Channel Slope .. ·- Discharge ...... ·- Co mputed Results: Depth ......... ·-· Velocity ....... . Flow Area ..... . Flow Top Width .. . Wetted Perimeter . Critical Depth ... Critical Slope .. Froude Number .... 10.00 ft 4 .0 0:1 (H :V) 4.00:1 (H :V) 0 .0 35 0 .009 0 ft /ft 9 8 .42 cfs . 48 ft 4 .1 9 fps 23.51 sf 2 1. 82 ft 22.1 8 ft l. 22 ft 0 .0188 ft/ft 0.71 ;flow is Subcritical '. Open Cha n nel Flow Module , Ve ::-sion 3 .43 (c l 1991 Haestad Methods, Inc. • 37 Bro okside Rd • Wat erbury , Ct 0 6 7 0 8 Trapezoidal Channel Analysis & Design Open Channel • Uniform flow Worksheet Name: Channel 110 Commept: Channel 110 Solve For Depth Gi v en ln?ut Data: 9o ttom Width ... Left Side Slope. Right Side Slope. Manning's n ..... Channel Slope. Discharge ....... Computed Results: Depth. Velocity. :=-l ow Area. Flow Top Width ... Wetted Perimeter. Critical Depth .. . Critic al Slope .. . f'roude Number ... . 10.00 ft 4.00:l (H:V ) 4.00:l (H:V ) 0 .035 0 .0090 ft/ft 234.08 cfs 2.29 ft 5.33 fps 4 3. 95 sf 28.34 ft 28.91 ft 1. 97 ft 0 .0165 ft/ft 0.75 (flo w is Subcritica l) Open Channel now Module, Version 3 .43 (c ) 199 1 Haestad Methods, Inc. • 37 Brookside Rd • Wa terbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel -Uniform flow wor ksheet Name: Channel 98 Comment: Channel 98 Solve For Depth Gi ven 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:l •.H :V ) 0.035 0.0080 ft/ft 492.10 cfs 3 .37 ft 6.22 fps 79.16 sf 36.97 ft 37.80 ft 2.91 ft 0 .0149 :t /ft: 0.75 ;flow is Subcrit:ical ) Open Ch a nn e l Flow Module, ve rsio n 3 .43 :c l 1991 Haestad Methods, Inc. • 37 Brookside Rd• Waterbury, Ct 06708 I Trapezoidal Channel Analys is & Design Open Channel -Uniform flow worksheet Name: Channel 72 Comme nt: Channel 72 So lve For Depth ~1 ven Input Data: Bottom Width .. Left Side Slope .. Right Side Slope. Manning's n .. Channel Slope .... Discharge .. Com puted Results: Depth .. Velocity .. . Flow Area .. . Flow Top Width ... Wetted Perimeter. Critical Depth. Critical Slope .. . Froude Number ... . 10.00 ft 4.00: (H:V ) 4.0 0:1 (H: Vi 0.035 0.0080 ft/ft 554.61 cfs 3.56 ft 6 . 41 fps 86 . 4 7 sf 38.52 ft 39.39 ft 3.09 ft 0.0146 ft /ft 0.75 (flow is Subcritical : Open Ch annel Flow Module. Version 3.43 :c ! 1991 Haestad Methods . Inc. • 3 7 a rooks ide Rd • Waterbury, Ct 0 6 708 WESTERN ECOLOGICAL RESOURCE, INC.'S REPORT I ACKNOWLEDGEMENTS Ecology by : Western Ecological Resource, Inc. 711 Walnut Street Boulder, CO 80302 (30 3) 449-9009 David John son Plant Ecologist Channel Design by : Steve Belz 10998 Patterson Court Northglenn, CO 80234 (303) 450-8780 Hydrologist 1.0 Introduction Storm water runoff from the south and west portions of the Provincetowne Project site will be directed to the existing broad, drainage swale which traverses the public open space area on the southern end of th e proj ec t sit e . A small detention pond will be constructed west of Lemay Avenue . All surface water runoff will be directed to this pond and then flow under Lemay Avenue to Stanton Creek, a tributary of Fossil Creek . Two drainage channels will be created along with an underground pip e installed to convey this water to the detention pond (Figure 1 ). A 1, 1 JO foot long pipe will parallel Lemay Avenue to drain 18 .5 acres of th e dev e lopment. The middl e channel , which will drain 10.6 acre s of the development , will have a 822 foot long permanent channel and a 473 foot long temporary channel in the area which will be develop ed in the future . The west channel will convey water from 84 .0 acres of the development and have a 2,309 foot long permanent channel. The west and middle channels will be designed to look natural, be hydrologically stable and be seeded and planted with native species . Details on the channel designs, wetland and upland seeding, and the detent ion pond fol lows. 2.0 Storm Water Drainage Channels 2.1 Design As determined from a topographic map, the existing swales each vary in slope from about 0.7% to about 2.5% with an overall slope of about 2.0%. The middle and east channels (Figure 1) will transport 8 and 14 cfs , resp ectively , for the two-year event and have overbank flood plain capacity to transport a 100 year ev ent of 46 and 96 cfs, respectively. The west channel will convey an 81 cfs two-year event and 478 cfs during the 100 year eveot. Small channels with broad flood plains will be designed for the middle and west channels . The east drainage will be placed in a 36 to 49 inch pipe. Because of the moderately steep grade and magnitude of th e predicted flow through the site, it will be necessary to install channel grade control to "step" the activ e chann e l flow down the side slope to the ·e xisting drainage channel. The stabilization design proposed includes use of boulder drop structures referred to as "cross vanes". The function of the cross vane is to provide a non-erodible "step" over which the flow can drop without eroding the stream bed, pro v id e bank stabilization and transport se.diment through the reach . The steps are very small, 4 to 10 inches, with rOck vanes extending from a low point near the center of the c hann e l and pointing downstream while gaining a slight elevat ion up to the flood plain level. Becau se these structures have rock vanes on both sides of the center of the channel, and essentially cross in the middle , the term "cross vane" is used . The vanes are constructed from medium (2' diamet er or larger) flat or angular boulders which are placed so that the center boulder acts as a sill set flush with the upstream bed. Lower levels of boulders act as supporting footers to prevent undercutting . The gaps between the boulders are chinked with small rocks and th e entire structure is backfilled with a sand/gravel/cobble mix to prevent piping . The primary size criteria on th e middle channel is to prevent movement of the boulders by human activities or vanda l i sm . The larger west channel will require larger material for grade control and footers. I I ' \ I \ ' i \ \ l \ I I I I \_ SJ ,...._ r7 .ti. p --.J <J1 lfl "i') <+ ..+ '-' n -:5" p :5 :5 ({) ,-- -0 ll) > 3 p J I'() J ..+ ,...._ er, <J1 <J1 "1') ..+ SJ LECiE~D -PerMonent -TeMporory -E x isting (--·-') Detention Pond -.. _,.,, ~ N I SCALE, 1' = 200' DATE• Jonuory 1999 ...,_...,. .....,.,, c........,. ----. ,,, __ -.ooaoaoa r,,ol)..,.__ P-411 c-,.......,. FIGUR E 1. Proposed StorM 'wo ter Drolnoge Cho.nnels 8c Detention Pond .. -····-·--·---.. ______________________ __J Most of the cross vane structure is below grade and out of view . A small plunge pool with a non­ erodible bottom will be constructed at the base of each drop with a buried layer of non-erodible material, ie. riprap. The bank edge rocks, downstream of the drop structure, will be set flush with the flood plain . To add diversity, the spacing of the cross vanes will vary between 10 to 50 feet, depending on the hill slope gradient . The middle active channel will be about three feet wide at the bottom. The active ·channel will be 0.5 foot deep with 0 .5: 1 side slopes. The water surface slope between structures, at less-than bankfull flows, will be about 0.5% (Figures 2 and 3). The upper 870 feet of the western channel will be eight to 10 feet wide at the bottom, by one foot deep with the 0.5 : 1 side slopes and .5¾ water surface slope between vanes at less-than bankfull flow (Figure 4). This configuration will provide for an average two foot drop in elevation for every 100 feet of channel length (2%). A slight sinuosity can be incorporated into the channel to add character to the channels. The lower 1,200 feet of the western active channel will be constructed with a top width of 15 feet. The channels and floodplains will be constructed to look like broad, grassy swales with somewhat stepped, active channels slightly meandering through them . The swales will be about 40 feet wide on the middle channel, 80 feet wide on the upper 870 feet of the west channel and 150 feet wide on the lower 1,200 feet of the west channel. The flood plain for the middle channel will be constructed about one and a half to two feet deeper than the existing grade and have a 25 : 1 to 50: 1 slope up, away from the active channel. The flood plain for the upper 870 feet of the west channel will be constructed about two and a half to three feet deeper than the existing grade and have a 25 : 1 to 50 : 1 slope up, away from the active channel. Because most of the lower 1,200 foot reach of the west channel is already a broad swale in excess of 150 feet wide, only the upper portion of this lower reach will need to be excavated to broaden the swale . The flood plains will be heavily vegetated; preferably with well-rooted woody species along the active channel. The function of the flood plain is extremely important since urban runoff is very flashy and can be very erosive if confined. The flood plain must be wide enough to spread the flow energy to prevent scour. The edges of the active channel must be well vegetated to prevent bank scour . If possible, the structures and vegetation will be installed prior to the upstream development of impervious surfaces. The excavated flood plains should be irrigated for at least one growing season to establish a grass cover. It is not known how much time will pass prior to development of the land immediately upstream of the permanent channels . The permanent channels have the advantage of open space on which to site _the required, wide flood plain s. However, the temporary channels may be constricted by · future development that would eliminate the effectiveness of the cross vanes . Therefore, the measures proposed here could be used to stabilize the temporary channels but may need to be replaced with~-more traditional engineered drainage methods . Such final decisions will be made at a future time when development plans, adjacent to the temporary channel, are finalized. 2 .2 Seedings & Plantings The stream channels will likely only have water during storm water runoff periods. Small plunge pools below drop structures may maintain shallow water between storm events . Flood plains will only have wat er during the larger flood ev ents. When r:nature, riparian vegetation around plung e pools will screen th e ro c ks . 3 i-----------15.0-----------i Active channel la .4' deep with a 3 .0' bottom width, a 3.5' top width and a .4' drop over the center boulder Into a 1.5' deep scour hole . Cross Vane Center Boulder Chink all gaps prior to backfilling Select large (2'x2'xJ'), flat. angular Slope Is .5" boulders for footers and drop aectlon. Downstream bank boulders con be 1.5'x1 .5'x2' Bockfill filter material should be well graded with a size ronge of 1 mm to 75m~. Center boulder of vane interaectlon is In.tolled flush with bed surface above eoch .4' drop. Vonea slope up at an ongle of 10 to 15 degrees such that the top of the vane is flush with the top of of bank where vane Intersects the edge of the active chonnel. Vane extend into channel pointing upstream from edge of 1.5 yr channel at on angle of 25 deg . and slope down at 10 to 15 deg. to a point In the center of the active channel. Plont floodplain and edge of stream banks with woody species . 0 - Floodplain swale la about 15' wide with a downvalley slope of 1.5:,f; to 2.5X, 1,; slope toward channel, 4:1 aide slopes, overall sinuosity of less than 1 .05 and well vegetated . Cross Section -Facing Upstream Plan View Scale 1 "=4' Typical placement of vanes showing croaa vanes, backfill, active channel width and floodplain width. Strucutrea are placed every 20' to 25' depending on locol slope. floodplaln sinuosity shown la 1.02. FIGURE 2. East & Middle Channels & Cross Scale 1 "=20' Plan View Section 1/99 awb I I--· ----a·-----1 Active Channel Flood lain 1 ' __ ____._[ 10--15· (.5" slope toward Top Row Boulders stream channe,u,_ ____ 7 __ •;1'""';:;-;;:;-;:;-;~~;t:=~~~=::l-::::~77,7??/'1=~:::t::===;~~~ -.5 drop Active channel depth (1' at vane) I rr, a.. I.O 4' (1) Croaa Vane Center Boulder 0 -., 0 0 a.. 'O 0 ::, Rock Dimensions - Top Row 2'x2'xJ' min. Footors -2'x3'x.J' minimum M\n\mum d\mena\on 01 vane boulders must be ot least 2' unleaa a large, flat footer la lne\olled which con be 1.5' thjck If flat surface Is greater than J x J'. Down~m ~nk edge boulders should be 1.5 x1.5'x2 or larger Select flat angular boulders. Bockflll Fllter material should be well groded with a alze range of 1 mm to 75mm. Center boulder of vane lntet'MCtion la Installed flush with bed surface above eoch .5' drop. Vanes slope up at on an<;1le of 10 to 15 degrees auch thot top of vane la fluah with the top of of bank where vane lnteraecta the edge of the active channel. Center boulder of croea vanes occupy 1 /J of width of acltve chann.l (about 2-J'). Vanes extend out to occupy 1 /J of active channel on either aide of center boulder. Estobllah woody v09etotion on all bonka. I 0 ::, 0 ::, ::, (1) 0 - -0 Q) 0, 'O w Slope at .5: 1 Cross Section FIGURE Facing Upstream Sand/ grovel mix backfill Plan View Embed these boulder■ In bank flush w/ flood plain 3. West Vane, Cross Channel Vane, & Channel Dimensions Scale 1 "=4' 1/99 awb Plan View Scale 1" 50' Flood Plain Wi th Profile View .. 1 o· ,, • -=5•. Scale 1 = 4.0' 8' Enlargement of cross vane and pool --_,.,, .. ,.,, 2 .0' depth Floodplain / (.5% slope toward stream) ------------- Floodplain (2~ slope avg) 2.0'deptti 4 .0 ' 1 FIGURE 4. West Channel Plan & Profile View 1/~ .-.b The flood plains will be seeded with an upland seed mix (Table 1) composed of native prairie grasses and forbs . This seed mix will also be used to seed adjacent upland areas disturbed during the construction process . Those portions of the stream channel, plunge pools , and flood plain that have saturated soils, or shallow pond ed water will be planted with the native wetland trees, shrubs, and herbaceous plants of Table 2. Limited habitat for such plants will result in a small scattering of these plants along the channel. 3.0 Detention Pond 3.1 Design Storm water runoff from the three drainages from the proposed Provincetowne Development will terminate in a small detention pond located along and west of Lemay Avenue. The volume of storm water runoff and the size of the pond to detain this runoff is yet to be determined. Roughly, about five acre feet of storm water runoff must be detained in a 2 to 3 acre pond to a depth of 2-3 feet for a short period of time. The pond will be designed to permanently pond water to a depth of 4-6 inches over approximately one half of the pond bottom . 3.2 Seeding and Planting A herbaceous wetland will be created in the shallow water of the pond using the native herbaceous wetland plants of Table 2. This wetland will have important water quality and wildlife functions . The plants will slow the velocity of storm water runoff and allow sediments to settle. Nutrients adsorbed to the sediment and deposited on the pond bottom will be utilized by the wetland vegetation . The wetland plants will provid e habitat for a variety of birds and mammals adapted to urban environments. 7 ·scientHic Name Grasses Agropyron smithii Bouteloua gracilis Buchloe dactyloides Koeleria cristata Oryzopsi s hymenoides Sitanion hystrix Stipa comata Forbs Artemisia frigida Co reop sis tinctoria Caillardia aristata Linum lewisii Ratibida co lumnaris Rudb eck ia hirta Spha eralcea coccinea TABLE 1 Upland Seed Mix Storm Water Drainage Channel Flood Plain Provincetowne Project Common Name Western wheatgrass Blue grama Buffalo grass Junegrass Indian ricegrass Squirreltail Needle and thread Total Grasses Pasture se dge Plains coreopsis Blanket flower Blue flax Prairie coneflower [3 lack eye d susan Scarlet globemallow Total Forbs Grand Total 8 Variety Arriba Alma Texoka Paloma Appar Number 6 6 5 2 5 2 4 30 ½ ½ ½ ½ ½ ½ ½ 3½ 33½ Scientific Name Trees Salix amyg daloides Shrubs Sa li x exig ua Grasses Beckmannia syzigach n e Clyce ri a striata Pani c um virgatum Sparcin a p ec tinata Sedges Ca r ex nebrascensis Rushe s Eleo c haris acicularis Juncus balticus Juncu s torreyi Sc irpus americanus Sci rp u s paludo su s Sc irpu s validu s Forbs Asclep ia s in c arnata Helenium nuttalli i Polygo num coccinea Spa rg an ium eu r ycarpum * Wetland Status OB L FAC FAC W - Obligate Fac ultative Fac ultative wet TABLE 2 Herbaceous Plantings Storm Water Drainage Channel Provincetowne Wetland Wetland Common Name Status* Peachleaf willow FACW Sandbar willow OBL S loughgrass OBL Tall mannagras s OBL Switchgrass FAC Prairie cordgras s FACW Nebraska sedge OBL Creep ing spikerush OBL Baltic rush OBL Torrey rush FACW Three-square rush OBL Alkali bulru sh OBL Softstem bulrush OBL Swamp mil kwe ed OBL Marsh sunflower FAC Scarlet smartweed Burreed OBL 9 Erosion Control Calculations 0107 0/4 OQ I ~Or( 3/" Q Q I C'1 <T] a/0 QQ/ ~"Y~O'Vi ¾ 00/ C'1°7 _ %o?I _ _ _ ___ ~J-~W _o/ooo l l™. I (YI \ \---<:i"'-,N cJ ?"O o ·5~ ::= ~'4J'Q?J V LL \ I -L -~s ( -/:v) ~'d .J 'r/ ?"D L 'LI ( = '4J Y1 ~: f"' Y) 'Y)d j V ~ \\1M 'Oo~~ 'f°1S:.'t'1~1?--t? -~_}-nt<;:~'f' ~ t Q N \ 1 1 C"'l +'"Y\9 ~'f""'-f> ~ \ --0_} '? v. _\ ~ \ ~ "'. \ '"o,j'd C"1 '\-\-Y1 o S "'-. I ,~ ':l ""1 > 'O~.J "'() +.::t o:72, 1 / -:::: (s.7 ) "-\ ·f'qd C"1 o (.::::I. ¾ o.s ·c -==-~s J ~01 .s. d (\ \:/ -:,--a L • c S I ==-t'v ) "'<>o J V '--\--t 'YlO>=, \A_ 15°'09 ~ -yi ..> ~~1_$(2j:3 -10_:1 r,-z~\"\?V\~ ~ ~y \\ ,evi \t;>'\,,--o '\roJ-,.? \:ti: ,1\\j;, _1fS.!'l<-c S .1 +~'\?3 ""\+J Q ~ v_~s;.4 ~"\ > -+j-001 '1 ::::: (~f'/7)'-'\-,-..,?d c<1°1 _;3 % o..s ·c -===-~>)_ ~, 3 ,t. \J ~ ~. °JC -= \"'.)~ ~) "o,d\j \ "tl.J-\"' -a-=:> "\+-1 Q N "'-~ 5'09 '\ 'Y') S .+3 w l < I _:. ~r,7 J \.\-r--.,d ("'QI..:\ %0.S ·c ~{'1 s) .Jo1 s. c1r-. \;I -:ro ~ !1L := tNv)~\J .::lO / 133HS 8 $ A8 ----0 -07..../....'6 %"" 31\10 h4C"1 Qf--'?j'"':)\.-l ~a-· 1:J3rOt:Jd +~o\'I 1+1 0 N '1' s.'OC\ C\ '<'I S >d-l'::r--o ~ -1g -= -o-;;,_J \j \--=t~ ,JJUUl'ld SJO,\J/\JOS ,J,lJUl:lU~ \Ul 0Nlllf1SNO:) CIWHNVW u, 1------PERFORMANCE STANDARDS FOR FORT COLLINS, COLORADO FLOW -----------------------------------------------------------------------------------------------1 LENGTH SLOPE(%) I (FT) 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 6.0 7.0 8.0 9.0 10.0 20.0 30.0 40.0 50.0 ----------------------------------------------------------------------------------------------------1 100 70 .9 74.6 76.8 78.4 79.5 80.J 81 .1 s1 .o 82.1 82.s 83.o 83 .4 83.6 83.8 84.o 84.7 84.8 84.9 34_g 1 200 12.0 76.3 78.2 79.5 80.5 81.2 u2.1 82.5 82.8 113.2 n1.6 83.9 84.o 84.2 84.3 84.n B4.9 84.9 84.9 I 300 72.4 77.0 78.8 80.0 80.9 81 .6 82.5 82.8 83.1 83.5 83.8 84.1 84.2 84.3 34.4 84.A 84.9 84.9 85.0 I 400 72.6 77.4 79.l 80.3 81.2 81.8 82.7 83.0 83.3 83.7 84.0 84.2 84.3 84.4 B4.5 84.8 84.9 84.9 85.0 j 500 12.1 11.1 79.4 80.5 81.3 81.9 82.8 83.1 83.4 83.8 84.1 84.3 n4.4 84.5 84.6 84.9 84.9 85.o 85.o I 600 72.8 77.9 79.5 80.6 81.4 82.0 83.0 83.2 83.5 83.9 84.1 84.3 84.4 84.5 84.6 84.9 84.9 85.0 700 172.8 78.0 79.7 80.8 81.5 82.1 83.0 83.3 83.5 84.0 84.2 84.4 84.5 84.5 84.6 114.9 84.9 85.0 800 72.7 78.1 79.7 80.8 81.6 82.2 83.1 83.4 83.6 84.0 84.2 84.4 84.5 84.6 84.6 84.9 84.9 85.0 900 72.7 78.2 79.8 80.9 81.7 82.2 83.2 83.4 83.6 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85.0 1000 72.7 78.3 79.9 81.0 81.7 82.3 83.2 83.5 83.7 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85.0 1100 72.6 78.3 79.9 81.0 81.7 82.3 83.3 83.5 83.7 84.1 84.3 84.5 84.6 84.6 84.7 84.9 84.9 1200 72.6 78.4 80.0 81.0 81.8 82.3 83.3 83.5 83.7 84.2 84.3 84.5 84.6 84.6 84.7 84.9 84.9 1300 72.6 78.4 80.0 81.1 81.8 82.4 83.3 83.6 83.8 84.2 84.4 84.5 84.6 84.6 84 . .7 84.9 85.0 1400 72.5 78.5 80.1 81.1 81.8 82.4 83.4 83.6 83.8 04.2 84.4 84.5 84.6 84.7 84.7 84.9 85.0 1500 72.4 78.5 80.1 81.1 81\9 82.4 83.4 83.6 83.A 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85.0 1600 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7· 84.9 1700 72.3 78.5 80.1 81.2 81.9 82.4 83.4 83.6 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1800 72.3 78.6 80.l 81.2 81.9 82.4 83.4 83.7 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1900 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.5 84.6 84.7 84.7 84.9 2000 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.6 84.6 84.7 84.7 84.9 2500 71.9 78.6 80.2 81.3 82.0 82.5 83.5 83.7 83.9 84.3 84.5 84.6 84.7 84.7 84.8 3000 71.6 78.7 80.3 81.3 82.0 82.5 83.6 83.8 84.0 84.4 84.5 84.6 84.7 84.7 84.8 3500 71.4 78.7 80.3 81.3 82.0 82.6 83.6 83.8 84.0 84.4 84.5 84.6 84.7 84.7 84.8 4000 71.l 78.6 80.3 81.3 82.0 82.6 83.6 83.8 84.0 84.4 84.5 84.6 84.7 84.8 84.8 4500 70.9 78.6 80.3 81.3 82.0 82.6 83.7 83.9 84.0 84.4 84.6 84.6 84.7 84.8 84.8 sooo 10.6 78.6 80.3 81.3 82.o 82.6 83.7 83.9 84.o 84.4 84.6 84.7 84.7 84.8 84.8 I ------------------------------------------------------------------------------------------------------1 N MANHARD CONSULTING LTI\ Surveyor, Planner , PROJECT DATE BY ____ _ SHEET 3 OF -- $. R O...;'r\ .f'o-.\\ Pe,~or'"4.v-..c:e.. 'S"~v0-.11vr-6-. Lh = U l,i t0')(:,2~.~) + ~, /eo\/~~-~+6Jco)(3s.0'5J/00 .~ Lb~ I) 1~0 ++. S-1 = U o). 5) ( Jl/-'6] + ( ~-5) (c)<o-~) + (.Q. s) ( 3:;,o')J /?£,6 s-~~ ).50 % Pzrf 'S+.o..~°'-~~ ~ro'¥v\ ,~Lk, ~\ ~~1-t· -s¼-::: ?/. 8' ¼ Ro--,"'-+o-\ \ E \oS 10 '-"-Go\.'\.,"\-n, \ Pl"'-\.'\ A) -s ~ "o 'oo .. .-s ,·"' N oc\-\\ L..J e.. s+ ( 1sJ \J)) 1) /uD c/o 0--,e.o..._ Ove..r\o-f G-~ 0--.~ -$0 i \ ,ou-4k------J. j r2) 3) 1) \ s 0/o o..~e...~ .::. Re)~\__ CJ..,..,-\-Po~ ~...J_ Wo-.. I Ks M0-,0\.. ') Jeo \ µD""~ -~Y\"'S~v-..c:...\iOV\. 01-1 55% J~~ N\o-_,rc..,¼ 1 ~COi Tv.\..Q..,-\-S I V\sk\\~. Po~5 Gr~~ O-~ ~ou-._i-~ 0\-Roo-Js. (PD~~ u ~ &..s S'<Zd;~.,d--B,s,-") 5~ -=s-+r0w Ba-.,r1e.rs ;__,oD--~ -X:-v.. ~s o--v-tl St\+ ~"'<..IL-O-,o\J..~ (3 O\J...v-J..o...,j. G) Mo...y 1 ;)_co\ Rov-0 .~ov...v0.._ L0l\\ kse-e...W o.-~ µydra.lA.\;L • Mv...k..,,\. o...,~ = Lf5o/o S-o, \ Ar~--------------J>~r-~e~~ Are_o_ l0-c') . RooJ.s(w~IKs l 5%(JLf.'gJ _j.7 Pol.l~ Cno\.\,~ vs%( JI . 1) CJ.) PROJECT MANHARD En)(ineer, DATE CONSULTING Surveyor, BY Planner, Lj LTI\ SHEET OF N ~--\-P-t='~c--\-c, P-~o, = l'9-S-(o.9o) + l \.b(1. oo')/:21. 1] (o. ~) x ( 0 ,50) (ro\>..x\J (s""-.oo+"1') cs+ro..w 8c1.\e..) (&s,..) PN ,J == o.J '8' £ FF == 'L i -c... x. EJ x I oo Nw := D -( 0-5 I)( o . YB')] X 100 Er FN\.J -'?o. c, 0 /4 IJ Ito,% ~f'~ ovq-\Dt-t'~ .. ~ 'So't\ r~~~ .2) ) 51/o 0-.. r E'.4-R ou--o"' C LA.+ R 0~ a.,~ w-o. I Ks 3~ 0,) >) Sti--o-1-0 ~,,,·'<-\.5 °'-.rD0-..~ r"\.lic-\.-.s (A~ S-1'\-\-­ +Q...Y\.c.JL. (V\ ~I 00 o.-.re.~, PAGE S Ta b 1 e 5.2 C -Fa c to rs a n d P - F a c to rs f o r Ev a 1 u a t i n g E F F Va 1 u e s . Treatment BARE SOIL Packed and smooth .. . Freshly disked .... . Rough irregular surface SEDIMENT BASIN/TRAP .... STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. SILT FENCE BARRIER .... C-Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.01 P-Factor 1.00 0.90 0.90 0.50(l) 0.80 0.50 1.00 ASPHALT/CONCRETE PAVEMENT. ESTABLISHED DRY LAND (NATIVE) GRASS. See Figure 1.00 SOD GRASS ..... . 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS HYDRAULIC MULCH@ 2 TONS/ACRE. 0.45(2 ) 1.00 0.10(3 ) 1.00 SOIL SEALANT ........ . 0.01-0.60(4 ) 1.00 EROSION CONTROL MATS/BLANKETS. 0.10 1.00 HAY OR STRAW DRY MULCH After pl _anting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp materi"al into the soil. Maximum Slope Length ( % ) ·(feet) 1 to 5 400 0.06 6 to 10 ·200 0.06 11 to 15 150 0.07 16 to 20 100 0.11 21 to 25 75 0.14 25 to 33 50 0.17 > 33 35 0.20 1.00 1 .-o ci 1.00 1.00 1.00 1.00 1.00 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. ( 1 ) ( 2 ) ( 3 ) ( 4 ) Must be constructed as the first step in overlot grading. Assumes planting by dates identified in Table 7.4 , thus dry or hydraulic mulches are not required. Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. -- Value used must be substantiated by documentation. MANHARD CONSULTING LTI1. En~ineer, Surveyor~ Planner, PROJECT DATE ____ _ BY ____ _ SHEET _l~ OF -- • so·1\ _A~-~-____ ·-....... -·~r':=':.'-\-~ c) R◊c-A)wt>-I K Re+~(M~ Sv-'I.Do~ ~ou.~ 1S-o/~ ( )~ .i) 45°/4 l ~J-?) S'S¾,( :J.:J.i) C -~c-\-01 = '-1, o( 0-01') + 1oa( o. ') + !J,s(,) l,Je:i.<g ( ro~s) (MI). le>.') I ' CNC-== o. 5) PNc=.: o.JL/ £FF'Nc == D -(o.s0(o.;it.J')J 1--1co :::: '?7 . ~ % S-LAb bo-ss,~ • Sou:t~ 1) /oo°/o ~·•0-.f-e..o.__ ()ve.,\6'--(f-~ + <$oi\ rou.J~~· c:;)J ) so/v c,.._r~ Ro~ <4-wo-.\Ks 3 ~ 5 5o/o 6-,~ W-o~ U>\r\5"-\-1~ JD"'--S+-o--r\--Nl=r~, JDO I L/ ·) r"' s+zr__ \ \ r Y\ ~-\ s \ G--r o-ck Po~ s-(us~ Po~ o. s .s ~ . bo--s("') 6--.~ ~ov-.&l Cud:--Ro;:J_5\ fv\c,..rc,~ 1 dDOI ~) CJ S t /+-+e_~ 0-.~ <:::t-A-1.J B~n-ie..c5 ~-:,okvzJ. I V\ LLt-s CL-~ +1 ow pee t-k s s~ w1+~ H-yJv-6.v-\,~ Mv..!c:~ (~,~ -:=-t./5%) 6 VI rolA_t\,\ t'D~~ -Mo-.y I Jho/, PROJECT MANHARD CONSULTING DATE _____ _ LTI\ Sot l Ar-~ R ooJ. -s/ l,J6--I c.s R Dl)..~ h ()1 D V-1A<\ ~06+~ t?)IA~ Surveyor, Planner, J~1o (35.C>) ~ z:;°)o ( ;;)_q, 7) 551/o(Jq.,) BY SHEET ( OF ~_r<-a._ (_ Ac) 5"-3 I 3,11 /l. 3 -- C-+.:,-.e-+o, == 5. 3(o.o~ + 13,'l(o.1)-+-J~.3(,)/35'-0 ( r o.;.J. :s) ( t.\ I>.\ <=-\_) C 5 ==--O. 51 P-.f.,_,J-o, ::c W 3 4'>(o.'t}+ 11, 3(1'>/.n-iJ ~;f) (fh cJ Ps-=-o. J~ SFF-s == [ i -(o-s0(0.J4)] x 100 :::::: 'c;/. i o/o DJ }J~+· f f+e.-cA--,~~ Et=~ 0q__+ ~ ~v-~( £FFs-9 K A:sBJI 511..~ ~b =-[&V· 1,( ,J'f, 11) + '?7-'?( Jr;, -s) + ?7 Y( 35',~ /8U0 E: FF~~+-=-'8' 5. 7 % \ E FFn-,,-1--('8 s. 7 '.1/~ > Ps ( 'ii' 1. ?f '1/~j :s£. w,-~ E,o s 10'-'\, d loV\ / ~re_ , H-yAr"-.v,tc... ~~\ c,~ wi \\ k f _l°'~d D\)~1 J2.V\+,,z o.,·s+-tA..,\ce.&.. 0-,e.o.__ +o f1<2..v~~ w,~ e.ro::s,o"'_