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HomeMy WebLinkAboutDrainage Reports - 04/21/2014City of Ft. Collins ppro d Plans Approved By Date Lt -L I -1 Lh_ Final Drainage and Erosion Control Report for Crowne On Timberline Fort Collins, Colorado September 11, 2013 September 11, 2013 Mr. Glen Schleuter City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report Crowne On Timberline Dear Glen: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for Crowne On Timberline. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering , to-3a-i3 w John Gooch, P.E. R Principal s`s,1, ECG TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 It. DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB -BASIN DESCRIPTION 7 C. PROPOSED SUB -BASIN DESCRIPTION 8 III. DRAINAGE DESIGN CRITERIA 9 A. REGULATIONS 9 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 10 C. HYDROLOGIC CRITERIA 10 D. HYDRAULIC CRITERIA 10 E. VARIANCES 10 IV. DRAINAGE FACILITY DESIGN 11 A. GENERAL CONCEPT 11 B. SPECIFIC DETAILS 11 C. DETENTION POND 16 D. STREET CAPACITIES 17 V. STORM WATER QUALITY 17 A. GENERAL CONCEPT & SPECIFIC DETAILS 17 VI. EROSION CONTROL 18 A. GENERAL CONCEPT 18 VII. CONCLUSIONS 19 A. COMPLIANCE WITH STANDARDS & STORMWATER 19 OPERATIONS/ MAINTENANCE PROCEDURE B. DRAINAGE CONCEPT 19 C. STORM WATER QUALITY 20 D. EROSION CONTROL CONCEPT 20 E. EROSION CONTROL ESCROW ESTIMATE 20 REFERENCES 21 APPENDIX VICINITY MAP PAGE A RATIONAL METHOD HYDROLOGY, POND, & ORIFICE PLATE SIZING B STORM SEWER & IRRIGATION PIPE SIZING C INLET & CURB CUT/CONCRETE SIDEWALK CULVERT SIZING D SWALE, OVERFLOW WEIR, & LID/PSB SIZING E EROSION CONTROL & RIPRAP SIZING & EROSION CONTROL ESCROW F PROPOSED AND EXISTING DRAINAGE BASIN EXHIBITS G FINAL DRAINAGE AND EROSION CONTROL REPORT FOR CROWNE ON TIMBERLINE FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Crowne on Timberline project is located on the west side of Timberline Road and approximately 1.5 miles south of Harmony Road. The site is bounded to the north by agricultural land (Rennat Property), to the east by Timberline Road and the West Chase Subdivision, to the south by Prairie Hills Drive and the Linden Park Subdivision, and to the west by the existing Laffey Property. The project site can also be described as situated in the southeast quarter of Section 7, Township 6 North, Range 68 West of the 6`h P.M., County of Larimer, State of Colorado. The site (property boundary) comprises approximately 16.98 acres (see vicinity map Appendix A). B. Description of Property The project site currently is an existing 16.98-acre field comprised of an alfalfa -grass mixture, along with native weeds and grasses along the north and east sides of the property. An existing, private irrigation ditch/lateral (running east -west) exists along the north end of the property, with the ditch providing irrigation water to the existing property, the Laffey property to the west, the Rennat Property to the north, and also to downstream users south of the Crowne On Timberline site. Currently, downstream users receive irrigation water via a second, existing, private irrigation ditch/lateral that runs north -south through the west portion of the existing property. The majority of the existing site (east portion) has topography which generally slopes from the northwest to the south-southeast at approximately 1.1%, with varying slopes from 0.5% to 6.2%. The minority portion of the site (west portion) has topography which generally slopes from the northeast to the southwest at approximately 3.1 %, with varying slopes from 0.8% to 5.5%. The proposed development consists of 285 apartment units housed in six buildings, 25 townhome units, a Clubhouse with pool, and associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. 5 U. DRAINAGE BASINS A. Maior Basin Description The Crowne on Timberline project lies within the City of Fort Collins Fossil Creek Drainage Basin. The Fossil Creek Drainage Basin generally flows from the northwest to southeast and ultimately outlets into Fossil Creek Reservoir. In speaking with the City of Fort Collins Stormwater Department, the proposed development is required to detain the 100-year developed condition runoff event for on -site basins 2-14, 16-26, and offsite basins OS1 and OS2 (offsite basins which comprise the western half -width of Timberline Road along the Crowne site) while passing through the 2-year historic runoff for all attributing basins (basins 1-26 and OS1-OS2). Basins 1 and 15 are excluded from the water quality and detention requirements, as future development to the north and west of the Crowne on Timberline project shall provide the necessary water quality and detention for these basins. It's important to note that Basins 15's flow, in excess of the 2-year historic rate, will be passed through Pond 100 until future development occurs to the north of the Crowne site. Flow from Basin 1 will be conveyed to a 10' diameter temporary riprap basin, which will allow storm runoff to infiltrate into the riprap basin, while also allowing pollutants to settle out of the runoff, prior to spilling southwest and into the existing storm drain system and into the large pond within the Linden Park subdivision. Future development to the west shall provide water quality and detention for Basin 1. Basins 2-15, 16-26, and OS1-OS2 comprise 16.39 acres while basins 1 and 15 comprise 1.35 acres, bringing the total for onsite and offsite basins to 17.74 acres. The 2-year historic release rate for the subject site (for all attributing basins) has been calculated at 4.94 cfs. It's important to note that even though the existing site discharges the majority of historic -flow -to the southeast comer_of_the site and -into .the -existing _detention pond within the Linden Park Subdivision with the remaining portion of the property discharging southwest and into the existing north -central detention pond within Linden Park, per the previous drainage report for Linden Park, the City of Fort Collins Stormwater Department has indicated that Aspen shall direct all historic flows from the Crowne On Timberline property directly to the existing detention pond, located in the north -central portion of the Linden Park Subdivision. The purpose of this provision is to mitigate nuisance flows entering the existing detention pond, located at the northeast corner of the Linden Park Subdivision, which could cause additional and unwanted maintenance within the pond. Therefore, Aspen is providing storm design which adheres to the City's requirements and provides for the 3 water quality and detention needs for the 16.39 acres from the Crowne on Timberline Property and the adjacent area from Timberline Road, while allowing the 17.74 acre area to discharge at its 2-year historic rate into the existing north -central pond, located within the Linden Park Subdivision, per the City's request. B. Existing Sub -Basin Description The existing site consists of an existing alfalfa -grass pasture/ field, which is currently used for hay production and intermittent grazing of livestock by the current owner of the property. Natural grasses and weeds can be found along the north and east sides of the property, as well as two existing private irrigation ditches/ laterals, which deliver irrigation water to the proposed property, the Laffey property to the west, the Rennat property to the north, and several downstream users. Offsite flow from the area on the west half of Timberline Road contributes overland flow to the project site, with this flow being accounted for in the proposed development conveyance and pond sizing calculations. The existing subject site is contained within two existing sub -basins, being EXl and EX2. Existing basins EXi (west portion of the site) and EX2 (east portion of site) contain approximately 4.19 and 13.56 acres, respectively, and were modeled with the basins having existing `c' values of 0.25 and 0.26, respectively. The calculated, combined existing 2-year runoff from basins EXl and EX2 is 4.94 cfs. Please refer to the rational calculations in Appendix B. Existing Basin EX conveys its flows overland to the southwest, where runoff enters the existing 15" RCP storm sewer, located northeast of the central detention pond in Linden Park, with the runoff being conveyed southwest and into the existing pond. Existing Basin EX2 conveys its flows to the southeast corner of the existing site, where flows pond in the southeast corner of the existing site until they reach such an elevation that they spill south over the existing emergency fire access road and into the existing detention pond, located at the northeast comer of the Linden Park Subdivision. The runoff from basin EX2 is then routed west and combines with that from basin EX1 in the large, central detention pond within Linden Park, before exiting the pond via the existing outlet structure. In general, the small, western portion of the existing site slopes from the northeast to the southwest at approximately 1.1 %, while the larger, eastern portion of the existing site slopes from the northwest to the southeast at approximately 3.1 %. The 0.69 acre Timberline Road area, adjacent and east of the existing site, directs its runoff west and south at slopes ranging from 2% (Timberline Cross -slope) to 40% (roadway embankment) to the southeast corner of the existing site. It' important to note that an existing irrigation ditch, located along the north end of • the existing site, delivers irrigation water west from an existing irrigation ditch and • structure, both of which are located north of the property. The existing ditch delivers irrigation water to the existing site, the Laffey property to the west, the Rennat property to the north, and also a second private ditch lateral. The second ditch lateral conveys water south, through the existing site, and into an existing irrigation pipe, • which delivers irrigation flows south through Linden Park to downstream users. The existing private ditch along the north end of the property and the existing private ditch in the west portion of the existing site will no longer exist after development, as the proposed irrigation piping system will be utilized to provide continued irrigation • water to the said properties. It's also important to note that the existing 6' diameter irrigation manhole/diversion structure, located northeast of the property and adjacent to Timberline Road, will be modified with a new diversion weir constructed back to the west of Timberline Road • to accommodate not only the Crowne property, but also the Hansen property to the north, as the existing irrigation structure is located within the proposed right-of-way for Timberline Road, that will be dedicated with the Hansen property and the Crowne on Timberline project. • Aspen has spoken with the ditch company and confirmed the irrigation ditches are private laterals. Aspen has also met with Steve Laffey, Shawn Hoff, and Chuck Burchette to discuss the piping of the irrigation ditch, with all in agreement that a total of 11.0 cfs of flow is the maximum flow that should be designed at the diversion structure in Timberline. Therefore, Aspen has provided the final layout for the • irrigation system to convey 11.0 cfs along the northern boundary of the development, with the flow being split into 6.0 cfs (to the west) and 5.0 cfs (to the south) at the junction mid -way through the property. Please refer to Appendix C of this final report for the hydraulic analysis and sizing ofthe proposed irrigation system, as well • as the irrigation plan and profile sheets within the utility plans for details of the • system. C. Proposed Sub -Basin Description • The proposed site consists of 285 apartment units housed in six, 3-story buildings, 25 • townhome units, a clubhouse with pool, and open areas and green spaces spread over the site. Runoff from the proposed 15.70 acre development and adjacent 0.69 acre Timberline Road area will be routed to the on -site water quality and detention pond area (Pond 100), prior to the 2-year historic release rate of 4.94 cfs from the 17.74 • acres of onsite and offsite basins being released south and into the existing detention • pond within the Linden Park Subdivision, as historically occurs. Runoff from basins 1 and 15 (1.35 acres) have been accounted in the detention pond calculations with these flows being "passed through" Pond 100. However, only the flow from Basin • 8 15 will be routed and passed through Pond 100 until future development to the north and west occur and provide the necessary water quality and detention for basins 1 and 15. Proposed public roads will be paved with asphalt, while the private drives and adjacent parking areas will be paved in concrete or asphalt. Interior sidewalks will be paved in concrete to serve pedestrians and provide access throughout the site. The proposed water quality and detention pond will be graded with a relatively flat bottom (0.5% to 2.0%) to allow for infiltration and pollutants to settle out of the runoff, prior to flows exiting the pond via the proposed outlet structure. Current City of Fort Collins Stormwater standards do not allow for concrete trickle pans to be utilized in the bottom of detention ponds and swales. Therefore "soft pans", consisting of a 50/50 mix of sand and topsoil, will be utilized in the bottom of the ponds in -lieu -of concrete trickle pans to contain and convey nuisance flows and the small runoff events to the outlet structure, as required by current detention pond standards and BMP's that shall be incorporated for new developments, per City of Fort Collins code. The pond and swale bottoms will be grass -lined with landscaping features placed in and around the pond and swale systems, in accordance with City standards and requirements. The proposed detention pond will discharge the 2-year historic release rate (4.94 cfs) directly into the existing 15" RCP, located at the northeast comer of the existing detention pond within the Linden Park Subdivision. The existing 15" RCP, located within existing City right-of-way, will be extended into the Crowne on Timberline property and connected to the proposed water quality/ detention pond outlet structure. It's important to note that the existing 15" RCP was originally installed to convey runoff from the western portion of the current property into the existing pond at Linden Park. However, due to the existing grading, only a small portion (approximately 6,830 sf) of the current site flows to the 15" RCP. The proposed development will utilize the pipe for its original purpose and to direct the historic runoff to the existing large detention pond, as historically and ultimately occurs for the current property. III. DRAINAGE BASIN CRITERIA A. Retulations The drainage design for the subject site is required to meet the current City of Fort Collins Stormwater and Erosion Control Standards and requirements. Therefore, the drainage design for the subject site has been designed in accordance with these standards and provides for the site drainage, including runoff from attributing offsite basin of Timberline Road's half -width, being conveyed to the proposed detention 9 pond, which has been sized to provide water quality and detention for the developed 100-year runoff from the subject site and adjacent 0.69-acre offsite area. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. Requirements for the site allow for a maximum release of 4.94 cfs from the development, which is the calculated 2-year historic release rate for 17.74 acres, which includes all attributing offite and offsite basins, including the half -width of Timberline Road along the Crowne site. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. Detention and water quality pond sizing was calculated using the latest City of Fort Collins Criteria as well as Urban Drainage Flood Control District sizing methods. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Final storm sewer pipe and inlet/curb cut sizing has been completed using UDSewer and UDlnlet from UDFCD, as well as other orifice/inlet control sizing spreadsheets. Final Swale sizing has been completed using AutoCadd Civil 3D Hydraulic Software, with final erosion control/riprap sizing calculated using North American Green software. E. Variances A variance is being requested to allow for 0.60' of freeboard versus the standard 1.0' of freeboard. The variance is being requested due to topographic constraints and site restrictions due to substantial loss of usable green spaces, normally used as combination water quality, detention, and recreation areas, which are now required to be utilized for bike parking garages, per City of Fort Collins code. 10 IV. DRAINAGE FACILITY DESIGN A. General Concept Twenty-eight proposed drainage basins will provide conveyance of drainage for 17.74 acres to the proposed detention pond (Pond 100), located in the southwest corner of the site, with runoff from Basin 1 being directed to the temporary riprap pit, located at the southwest corner of the site. The combined 100-year developed runoff rate (for the 17.74 acre area) of 88.7 cfs will be routed to the proposed detention pond and temporary riprap pit (for basin 1 only) via curb and gutter, cross -pans, swales, inlets, and storm pipe. Detention Pond 100 provides approximately 3.79 acre-feet (of the 3.79 ac-ft required for the 100-yr event) of storage for the combination of detention and water quality, while having an allowed 2-year release rate of 4.94 cfs. It's important to note that Pond 100 has been sized to detain up to the 100-year event, while receiving the 100- year developed flow (88.7 cfs) from 17.74 acres, with the calculated overall 'c' value for the site being 0.67, versus the overall combined existing V value of 0.25. However, Pond 100 will only provide water quality and detention for 16.39 acres of site area, including the attributable half -width of Timberline Road, with the remaining 1.35 acres (basins 1 & .15) being passed through Pond 100 until future development to the north and west provide the required water quality and detention for these two basins. The 100-year WSEL for Pond 100 is approximately 4945.40, with a freeboard elevation of 4946.00. The WQCV is 0.43 ac-ft at approximately elevation 4941.40. Please refer to the rational calculations in Appendix B and the Existing and Proposed Drainage Basin Exhibits in Appendix G for additional information. B. Specific Details Basin 1 Basin 1 will convey its flow overland to the west and south along Rosen Drive and Red Willow Drive to its respective design point, where a 10' Type 13 Combination Inlet will intercept the runoff. The runoff will be conveyed west in the proposed 15" RCP storm drain pipe to a temporary riprap pit. The riprap pit will be a 10' diameter pit excavated in a cone from elevation 4942.00 to 4939.00. The pit shall be immediately filled with Type M Riprap from elevation 4939.00 to 4942.00 for safety measures. Runoff from basin 1 will pond in the temporary riprap pit to elevation 4942.00, then spilling southwest and into the existing depression with outfall pipe, which conveys runoff south and into the existing pond within Linden Park. Future development to the west shall tie-in to the inlet/storm pipe at design point 1 and convey runoff into their onsite detention and water quality system. 11 Basins 2, 3, & 4 Basin 2 will convey its runoff overland and to the west along Rosen Drive towards its respective design point at the intersection of Rosen Drive and Red Willow Drive. The runoff from Basin 2 will begin to combine with runoff from Basin 3, with flows directed south along the east side of Red Willow Drive towards design point 3. Meanwhile, runoff from Basin 4 flows overland to the south-southwest, where a 2' curb cut with chase conveys the runoff southwest and out into the curb and gutter in Red Willow Drive. The runoff from Basin 4 combines with that from Basins 2-3 and flows south toward design 3, where a 10' Type 13 Combination Inlet captures the combined flow from basins 2-4. The flow from Basins 2-4 is conveyed east in the proposed 15" storm sewer and into Pond 100. It's important to note that because the low point (Design Point 3) along the east flowline of Red Willow Drive is required to tie-in to existing grading of Linden Park, the flowline elevation (4942.17) is lower than the 100-year WSEL of Pond 100 (4945.40). Therefore, a Tideflex Series 37 flanged backflow valve shall be installed between the 15" RCP and 15" FES. First ponding conditions within Pond 100 will allow for flows from Basins 2-4 to enter Pond 100. However, major storm events will cause the Tideflex valve to shut, thus causing runoff from basins 2-4 to pond in the curb line in Red Willow Drive, then spill south in the existing curb and gutter and into the existing detention pond in Linden Park, as historically occurs. Basins 5 & 6 Basins 5 and 6 convey their runoff overland to the southeast towards their respective design points, where a 5' Type R hilet at design points 5 and a 10' Type R Inlet at Design point 6 captures the runoff. The runoff combines in the proposed 18" RCP storm sewer and is conveyed southeast and into Pond 100. Basins OS2, 7-12 Runoff from basin OS2 is conveyed south along the west side of Timberline Road where a 4' curb cut with chase at design point OS2 conveys runoff west and into Basin 7. North American Green C350 Fabric shall be installed at the chase location, as called for in the utility plans. Meanwhile, runoff from Basin 8 is conveyed southwest and then south towards design point 8, where a 4' curb cut with chase conveys flows south into Basin 9. Runoff from Basin 8 combines with that from Basin 9 and is conveyed south and east towards design point 9, where a 6' curb cut with chase conveys flows south and into Basin 7. 12 Runoff from Basin 7 is conveyed south-southwest in the "soft pan" within Swale A towards design point 7, where the runoff combines with that from Basins OS2, 8, and 9, before continuing west in the "soft pan" and into Basin 10. North American Green S150 fabric shall be installed within Swale A, as called for in the utility plans, to protect the swale and allow vegetation to establish within Swale A. The combined runoff from Basins OS2 and 7-9 combines with that from Basin 10 and is conveyed west in the proposed swale with "soft pan" and into the proposed 24" RCP storm sewer at the east end of basin 10. The combined flow continues west and joins with runoff from the remaining areas of basin 10. Low points within basin 10 will have Neenah R-2533 inlets installed in the green areas, with these inlets capturing runoff and combining it with that from upstream flow from basins OS2 and 7-9. The combined flow from basins OS2 and 7-10 is conveyed west in the proposed 24" x 38" HERCP towards design point 11. Runoff from Basin 11 is conveyed overland to the southwest towards design point 11, where a 5' Type R Inlet captures the runoff. The runoff from Basin 11 combines with that from Basin OS2 and 7-10 and is conveyed west in the proposed 24" x 38" HERCP storm sewer culvert towards Basin 12 and design point 12. The runoff from Basin 12 is conveyed south and towards design point 12, where a Neenah R-2533 area inlet captures the runoff. The runoff from Basin 12 combines with that from Basins OS2 and 7-11 and is conveyed west in the proposed 30" RCP storm sewer and into Pond 100. Basin 13 Basin 13 conveys its runoff to the southwest and west towards design point 13, where a 3' curb cut directs flows west and into Pond 100. North American Green C350 Fabric shall be installed at DP 13, as shown and called for in the utility plans. Basins OS1,15-21 Runoff from Basin OS1 is conveyed southwest and south along the west side of Timberline Road towards its respective design point at the intersection of Rosen Drive and Timberline Road, where the flow begins to combine with that from Basin 15. It's important to note that additional offsite areas exist north of Basin OS I; however, this offsite roadway area will be picked up by the developer to the north and will only be passed through the Crowne on Timberline storm system temporarily, until development to the north occurs and provides the detention and water quality needs for the offsite area to the north of basin OS 1. Basins 15 and 16 convey their flows along the north and south sides of Rosen Drive towards their respective design points, where 5' Type R Inlets at design points 15 and 16 capture the runoff. The combined runoff is conveyed southwest in the proposed 18" RCP storm sewer system towards design point 17. Meanwhile, runoff from 13 Basin 17 conveys its runoff overland to the west, along the north side of the proposed building, to design point 17, where a Neenah R-2586-0 area inlet captures the runoff. The runoff from Basin 17 combines with that from Basins OSI and 15-16 and is conveyed southwest in the proposed 24" RCP towards design point 19. Runoff from Basins 18 and 19 is conveyed south towards the respective basin design points, where 5' Type R Inlets at design points 18 and 19 capture storm flows and convey the runoff south in the proposed 18" RCP (from DP 18 to ME junction in basin 19) and the proposed 24" RCP storm sewer system (from MH junction south to DP 19). The runoff from Basins 18 and 19 combines with that from Basins OS 1 and 15-17 and is conveyed south in the proposed 24" RCP towards the manhole junction north of design point 21. Meanwhile, runoff from Basin 20 is directed overland to the west towards design point 20, where a 2' curb cut with chase conveys the runoff west and into Basin 21. Runoff from Basin 20 combines with that from Basin 21 and is routed west along the south side of Buchstane Place towards design point 21, where a 5' Type R Inlet captures the runoff from Basins 20 and 21. The 18" RCP storm sewer will direct the flow from Basins 20-21 to the north and allow the flow to combine with that from the upstream basins. The runoff from Basins OS 1 and 15-21 combines in the proposed 30" RCP storm sewer and is routed west and then southwest and into Pond 100. Basins 22 and 23 Basin 22 conveys its runoff overland to the south through the green area towards design point 22, where a 5' curb cut with chase directs the runoff south and into Basin 23. The runoff from Basin 22 combines with that from Basin 23 and is conveyed south-southwest along Corona Drive to design point 23, where a 5' curb with chase directs the runoff west and into the proposed swale, which conveys the flow west and into Pond 100. North American Green C350 Fabric shall be installed at DP 23, as shown and called for in the utility plans. Basins 24 and 25 Basin 24 conveys its runoff southwest to the proposed Neenah R-2533 area inlet, located within the parking island, and to the proposed 5' Type R Inlet, located in the southwest corner of the parking lot within Basin 24. The runoff from Basin 24 is routed southwest and south in the proposed 18" RCP storm sewer system towards design point 25. Runoff from Basin 25 is conveyed south along the west side of Willine Way and then east along the south side of Buchstane Place to design point 25, where a 5' Type R Inlet captures the runoff from Basin 25. The runoff from Basins 24 and 25 combine in the proposed 24" RCP storm sewer system and are conveyed south into Pond 100. 14 Basins 14 and 26 Basins 14 and 26 contain the Community Center Area and a small portion of townhome area, with the majority of the two basins comprised of the large green area which contains Pond 100. The north side of Pond 100 is contained within Basin 26 while the south side of Pond 100 is contained within Basin 14. Basin 26 (north side of Pond 100) receives the direct runoff from Basins OS and 15- 25, while Basin 14 (south side of Pond 100) receives the direct runoff from Basins OS2 and 2-13. An equalizer pipe between Basins 14 and 26 allows Pond 100 to attenuate flows from all onsite and offsite basins and utilize the proposed water quality detention pond outlet structure, located at the southwest corner of Pond 100 (in Basin 14). Runoff from basins OS I, OS2, and 2-26 will combine in Pond 100, with Pond 100 sized to provide the water quality and detention volume for the attributing 16.39 acres (of the 17.74 total acres, including offsite basins), prior to releasing runoff downstream. The attenuated release rate from Pond 100 (Basin 14) will be 4.94 cfs, via the proposed 5.93" (Diameter) orifice plat installed on the water quality/ detention pond outlet structure in Pond 100. The 100-year WSEL is approximately 4945.40 for 3.79 acre-feet of combined WQCV and detention (detention = 3.36 ac-ft; WQCV = 0.43 ac-ft). The WQCV is achieved at approximately 4941.40. The overflow weir within Pond 100 will be 127' in length, with the bottom -of -weir overflow elevation being 4945.40, with a freeboard elevation of 4946.00, thus providing 0.60' of freeboard height. It is important to note that though on -site Basins 1 & 15 (1.35 acres) are currently proposed to be routed to and passed through Pond 100 and the temporary riprap pit (east of Red Willow Drive), future development to the north and west will be responsible for providing the necessary water quality and detention for these two basins. Change in the routing of these basins can be accomplished in the future by plugging the currently proposed discharge points from the Type R Inlet and Type 13 Combination Inlet at design points 1 and 15 and re -directing of the flows via future storm sewer piping to and through the future developments to their respective detention basin facilities. Overflow Conditions Basins 14: Should the Type 13 Combination Inlets clog at design points 1 and 3, or the Tideflex Valve installed on the 15" RCP at DP3 shut, storm runoff will spill south along Red Willow Drive, then west and south along Fossil Creek Circle to the existing inlets located on the west side of the existing detention pond in Linden Park and then into the existing detention pond. 15 Basins 5 and 6: Should the Type R Inlets at design points 5 and 6 clog, storm runoff will pond to a depth of approximately 0.5' and 0.90', respectively, with flows spilling southeast over the top -of -curb locations and ultimately into Pond 100. Basins OS2, 7-12: Should the curb cuts or storm culverts within Basins OS2 and 7- 12 clog, runoff will pond to a depth to clear debris and continue south and eventually towards the 24" RCP/FES within Basin 10, which will route flows west and ultimately into Pond 100. If for some unforeseen reason the storm culverts at design points 10, 11, and 12 become clogged, runoff from basins OS2 and 7-12 will spill south onto Prairie Hill Drive, with flows possibly flowing east or west to the existing inlets in White Willow Drive or the existing inlets in Fossil Creek Circle and into the existing detention ponds in Linden Park. Basin 13: Should the curb cut at design point 13 clog, runoff will overtop the curb and flow west into Pond 100. Basins OS1, 15-23: Should the inlet, curb cuts, or storm sewer pipes clog within Basins OS or 15-21, runoff will pond to curb heights and continue spilling west along Buchstane Place until reaching the Corona Drive (Basins 22/23), where flows will then spill south to design point 23. If the curb cut clogs at design point 23, flows will overtop the curb and spill west and into Pond 100. Basins 24 and 25: Should the inlets within basins 24 and 25 clog, runoff will pond to the curb heights and begin spilling southwest and south over the curbs at the respective and consecutive design points and ultimately into Pond 100. Basins 14 and 26: Should the equalizer culvert at design point 26 clog, the north side of Pond 100 (Basin 26) will pond and begin spilling south into the south side of Pond 100 (Basin 14). Should the water quality/ detention pond outlet structure become clogged at design point 14, the storm runoff will pond to depth of approximately 6.60' (elevation 4945.46), at which point the runoff will overtop the pond and begin flowing south-southwest over the proposed overflow weir into Fossil Creek Circle and then into the existing detention pond in Linden Park. C. Detention Pond Pond 100 has been sized to provide water quality and detention for the 16.39 acres of the total 17.74 acres of on -site and off -site areas. Pond 100 will provide 3.79 acre- feet of volume (0.43 ac-ft for water quality at an elevation of approximately 4941.40; 3.36 ac-ft of detention at an elevation of approximately 4945.40). The proposed detention pond will allow for detention up to the 100-year storm event for the development. The lowest outlet elevation of the pond (invert at the front of 16 the water quality/ detention pond outlet structure is approximately 4938.80. The calculated 100-year water surface elevation of Pond 100 is approximately 4945.40. The proposed water quality/detention pond outlet structure will be a 100-year single stage box control structure with an orifice control plate at the back of the box over the entrance of the 15" RCP outlet pipe. Orifice sizing provides for the orifice plat utilizing a 5.93" Diameter opening, thus discharging'the allowable 2-year historic release rate of 4.94 cfs south and into the existing detention pond in Linden Park, as provided for in the Linden Park Drainage Report and as historically occurs. The Emergency Spillway has been sized and shall be constructed along the southwest corner of Pond 100. The proposed spillway shall be 127' wide, with a bottom -of - weir overflow elevation of 4945.40. The top -of -weir elevation will be 4946.00, thus providing a weir flow depth (free -board depth) of approximately 0.60' (overflow is anticipated to reach depth of 0.30' for the 100-year flow of 88 cfs). Should Pond 100 overtop, runoff will be released south and onto Prairie Hill Drive, where flows will be conveyed west to existing inlets within the existing Linden Park street system, and then into the existing detention pond. Please refer to the Utility Plans for specific grading and overflow weir details. D. Street Capacities Street capacity calculations for public roads have been analyzed and calculated, with the results provided in Appendix D. V. STORM WATER QUALITY A. General Concept & Specific Details The water quality of stormwater runoff must be addressed on all final design utility plans. Therefore, Best Management Practices (BMP's) for the treatment of stormwater runoff for the subject site will include grass/ sod -lined swales, riprap pads culvert discharge points, permanent erosion control fabric at curb cuts and swale entrances into the pond, grass scrubbing across the bottom of the detention pond during first flush conditions, and a 40-hour extended detention structure with orifice control incorporated into the detention pond design. These proposed water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed downstream and ultimately to Fossil Creek Reservoir. The proposed water quality/ detention facility has adequate capacity and will provide all of the required water quality and detention up to the 100-year event for 17 the developed condition of the subject site (16.39 acres- including 1/2 width of Timberline Road), prior to releasing flows downstream. LID measures are also provided for through the conveyance of 15.7 acres (of the 15.7 "on -site basins areas" acre total) through the five proposed LID pre -sedimentation basins, with the total footprint of the three combined LID basins being approximately 3,093 square feet, with all three LID basins having a depth of 1.0', thus providing a LID volume of approximately 3,093 cubic feet. Furthermore, porous pavers with subdrain systems have been designed and will be utilized within the parking areas of the site, thus adding to the LID measures for the site. The 15.7 acres of area being conveyed to the LID basins/measures account for 100% of the total "onsite" areasibasins being treated, thereby, meeting the City's LID treatment of 50% of the site area. The five LID basins, shown and called out in the civil utility plans, provide for 1' of ponding depth, prior to the basins overflowing and spilling downstream and ultimately to the outlet structure within Pond 100. Please refer to Appendix E for the "LID Basin Worksheet" and sheets C-008 through C-010, and C-038 of the civil utility plans for details on the LID basins. VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. Silt fence will be installed along the northwest, west, south, and east sides of the site to prevent sediment from leaving the site. Vehicle tracking pads will also be placed at entrances/exits to the site, as called for in the erosion control plan. Straw Wattles and gravel inlet filters will be placed at proposed inlet locations to mitigate the build-up of sediment in the proposed inlet and manhole structures. Straw wattle check dams will also be installed at 300' intervals in the proposed swales throughout the site. The Erosion Control Escrow Amount ($51,807.00) has been calculated and can be found in Appendix F. Please refer to Appendix G for the Erosion Control Plan and Erosion Control Notes and Detail Sheets. 18 VH. CONCLUSIONS A. Compliance with Standards & Stormwater Operations/Maintenance Procedure All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on -site storm drainage facilities within the subject site. The owners of the subject site will maintain their on -site storm drainage facilities on a regular basis. The following shall be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the water quality/ outlet control structure shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facility 2) Pond sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the pond and to prevent ponding and silting in of the pond bottom. Grass scrubbing along the bottom of the pond may be required to remove sediment and promote grass growth 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, with these and additional measures being utilized on an as -needed basis. B. Drainage Concept. The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on -site runoff to the proposed detention pond (Pond 100), located southwest corner of the subject site. The proposed storm sewer system will provide for the 100-year developed flows to reach the proposed water quality and detention pond, prior to flows being released downstream in accordance with the 2-year historic release rate of 4.94 cfs. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. 19 C. Storm Water Ouality The final design has addressed the water quality aspect of stormwater runoff. The proposed grass -lined detention pond with extended detention and LID Basins will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream. Furthermore, the proposed grass -sod -lined swales, riprap pads at culvert outlets, permanent erosion control fabric and other erosion control devises that may be utilized for side -slopes and embankments, grass scrubbing across the bottom of the detention pond during first flush conditions, and the 40-hour extended detention structure with orifice control incorporated into the detention pond design will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are directed south and ultimately to Fossil Creek Reservoir. D. Erosion Control Concept Proposed erosion control concepts have been provided for and adequately provide for the control of wind and rainfall erosion from the proposed development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. E. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property is approximately $51,807.00. Please refer to Appendix F for this calculation. KIJ 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January, 2012. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January, 2012. 3. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, March, 1969. 4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, March, 1969. 5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, September, 1999. 6. City of Fort Collins Website, Fossil Creek Drainage Basin, http://www. fcgov.com/utilities/what-we-do/stormwater/drainage-basin s 21 APPENDIX 22 APPENDIX A 23 VICINITY MAP 24 1 1 � i r, Y S/ f� e Y t 1 I me1. �y '7 y� t i 2 y' r> �' Kecntte �..,. Green's �7�w � r j' � `'c .�e��.y���,• � �'J 'ti' t+3 �'�i'!r.'�°.- r' �.'F � � . .� '+ISM' i✓M t' '.�" .x� e'At 7'fl I v t°t4 Wartit iw � +.. .� a�iii• t�_:Ndi r art +Z ii ��r/fPiPru�At _ ry F.T ,h stche. u r W s �y eLw � ++ on�P mt FYi ii�aY1Ni'° a�:.(P r,Zy;.,, :4:4e�+ik. 3,wPiyr,�—.."'f.� + ` _•'t v, IL T. APPENDIX B 25 RATIONAL METHOD HYDROLOGY & POND SIZING 26 42 to Z w 2 W W y Q ao M N co t O .r U~ � U � r 00 II Z O_ E c w c p p �Oo U L O LL m C O �. e W N U g No Text Da Iopecl WeIyRIW Runoff CoelRckMe Crows Orr ]niOMne M1-0Ot 2 O.w B,MO 3,370 0 11.015 32,375 0.69 3 11.000 0 3,05 0 2a012 39,897 0A9 4 5,m 3,200 1ADD 0 ],683 17,W3 ow 9 9,500 13,420 1,]M 0 8,94 31,623 0.78 a 3.WO 21.101 1.608 0 11511 37,820 an T 7,300 0 1M 0 20.330 21.]M 0.22 9 8,950 T],850 2,M3 0 531 37,8M O92 9 4,W 12,ato 2,620 0 5,820 25.510 0.78 10 ],2]5 0 1,750 0 12,303 21.328 0,53 11 4,475 8.610 1,OM 0 10,033 21.W7 OW 12 ],1M 0 900 0 3,332 7,37 081 13 6,Y0 13,480 2,100 0 5,218 V.418 ow 14 3,500 0 1,1M 0 32,324 M,974 o.33 10 0 lU,MO 1,8]5 0 14,152 26,]6] Om M 0 9,M0 4,2W 0 3,01 18.106 079 17 25 5,U 0 0 0 3,8M 8.014 0.0 10 5]60 12413 ]Ub 0 ),1]4 M.111 0.75 19 ;3M 9.375 MT 0 2.S 15,061 O.B2 w 3,700 ),]00 I.M3 0 3.BM 16,61a on 21 10,M0 17,2W 3,900 0 12,703 AA.Wl 0.73 n lzaoo 0 1 20 0 10,]1] 28,]9] 0.5] 22 300 8,650 1,800 0 3,926 14.379 078 L 10,250 16.20 1,500 0 9,259 37,<51 0.76 23 8,2W 21,5]0 2,5W 0 18,529 52.914 oft 20 4.615 0 9,500 0 37,512 51,82] 0A3 O81 0 3,100 0 0 MB ],Ma oM 082 0 16.910 2.MO 0 6,BM 28.410 am illT: fI5.605V -2M.812 82.o5T1 't 0 , mve me6n-.'1': 91 qro 1 0 21,020 3,3M 0 ],159 32.187 77X 2 4. 9,M0 3.370 0 11.015 32,3]5 65% 3 11,000 a 3,W5 0 24,912 39,897 M% e S.MO 3,200 1,Am 0 ],6W 17,M3 M% 9 9,500 13.420 1,]60 0 B,BM 31,624 76% 0 3,520 21.101 1,008 0 11,541 W.a20 70% T ],31q 0 150 0 20,331 21,7M 28% 8 8,950 27,650 2,463 0 831 37,8M 96% B /,SM 12,610 2,620 0 5,020 25.610 ]]% 10 ].2]5 0 1,750 0 12.303 21,328 92% 11 4.175 8.610 I'M 0 10.033 21.981 M% 12 3,125 0 WO 0 3,332 ],35] 53% 13 8,580 13,M0 2,1W 0 5.21a V,418 80% 19 3.wo 0 1,15o 0 32,324 W.974 I6% 16 0 10,640 1.975 0 1e.152 28.]8] 50% to 0 9.m AM 0 3891 1e,10B Doti 1T 5,2M 0 0 0 3,84 8,914 55% 19 5,]M 12,173 ]M 0 ].1]4 26.111 T2% 19 2,300 9.375 M] 0 2,W9 15,01 82% m 3,7M ],]00 1.333 0 3,885 16,618 78% 21 t0000 12.280 3,200 0 12,103 44,501 70% n R,MO 0 1,250 0 14,747 28,]9] O% 23 3M am 1,Bo0 0 I,m 14.575 75% M 25 1o,o 16,245 1,SM 0 9,459 37,1M ]3% 25 8255 21,570 4,550 0 18,529 52.014 W% ID 4,615 0 9,5M 0 37.512 5I.8'27 30% O61 a 3,100 a 0 MB 3,Ma 8891 052 0 17,100 2.M0 0 B,WB 28418 76% L To15183fE w.."tU'.MS:;C"•2M.M] d '-}•, 03 W]"I. `0. 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(( dj a w tl H 44W <t 0 0 0 0 e 3 �ti g o000 0000 pg 0000 0000 c o 0 0 0 S 0 0 0 0 mV 0000 0000 E_ 0 0 0 0 � � 3 O � e i u s c m m m�8eee N N N C O p N� O O O O 11 n 11 P II II n II II II o z ?3 >5-ONO a° U 6 0 0 >> _ g o a $ ° a5 E m`o5 S m�e E a > m 3 m u o 0 n a n n n n py 10 m e z U U E o 0 a �a E V 8 Em 3 E q c E E i n y p V v cU a O c c m O ? y C 3 f � c � � 3 m mlilililililil:ililiiiiiiiiiiii MCI MENOMONEE 111111111111111111111111111111 liiiiiiiiiiiiiiiii-liillimil 1 11 liiiiiiiiiiiiiii-iii-illillillilluillilI liiiiiiiiiiiiiiiiiimill rr m a 100 Year Project: Crown On Timberline Design by: J.Gooch Date: 9/11/2013 This is to convert % imp. to a C value 100 ear must insert % imp. and C pervious). Required detention ft' acre-ft. 'Cvalue 0.67 fi1.6606Q1P *3?81122dk 'C" 1.25 0.8375 Area 16.39 acres Modified Modified Release Rate 4.94 M. FATER D. JUDIS C. I -I 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSIn Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention mins) (secs) in/hr (cfs) (ftA3 ftA3) (ftA3) (ac-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 136.58 40973.98 1482.0 39492.0 0.9066 10 600 7.720 105.97 63581.73 2964.0 60617.7 1.3916 151 900 6.520 89.50 80547.84 4446.0 76101.8 1.7471 20 1200 5.600 76.87 92242.92 5928.0 86314.9 1.9815 25 1500 4.980 68.36 102537.9 7410.0 95127.9 2.1838 30 1800 4.520 62.04 111679.8 8892.0 102787.8 2.3597 35 2100 4.080 56.00 117609.7 10374.0 107235.7 2.4618 40 2400 3.740 51.1 1232100 11856.0 111354.2 2.5563 45 2700 3.460 47.49 128234.1 13338.0 114896.1 2.6377 50 3000 3.230 44.34 1330111 14820.0 118191.0 2.7133 55 3300 3.030 41.59 137252.5 16302.0 120950.5 2.7766 60 3600 2.860 39.26 141329.3 17784.0 123545.3 2.8362 65 3900 2.720 37.34 145612 19266.0 126346.0 2.9005 70 4200 2.590 35.55 149318.2 20748.0 128570.2 2.9516 75 4500 2.480 34.04 153189.1 22230.0 130959.1 3.0064 80 4800 2.380 32.67 156813 23712.0 133101.0 3.0556 85 5100 2.290 31.43 160313.3 25194.0 135119.3 3.1019 90 5400 2.210 30.34 163813.5 26676.0 137137.5 3.1482 95 5700 2.130 29.24 166655 28158.0 138497.0 3.1795 100 6000 2.060 28.28 169661.1 29640.0 140021.1 3.2144 105 6300 2.000 27.45 172955.5 31122.0 141833.5 3.2560 110 6600 1.940 26.63 175755.7 32604.0 143151.7 3.2863 115 6900 1.890 25.94 179008.9 34086.0 144922.9 3.3270 120 7200 1.840 25.26 181850.3 35568.0 146282.3 3.3582 125 7500 1.790 24.57 184279.9 37050.0 147229.9 3,3799 130 7800 1.750 24.02 187368.4 38532.0 148836.4 3.4168 135 8100 1.710 23.47 190127.5 40014.0 150113.5 3.4461 140 8400 1.670 22.92 192567.1 41496.0 151061.1 3.4679 145 8700 1.630 22.37 194657.3 42978.0 151679.3 3.4821 150 9000 1.600 21.96 197663.4 44460.0 153203.4 3.5171 155 9300 1.570 21.55 200422.5 45942.0 154480.5 3.5464 160 9600 1.540 21.14 202934.4 47424.0 155510.4 3.5700 165 9900 1.510 20.73 205199.3 48906.0 156293.3 3.5880 170 10200 1.480 20.32 207217.11 50388.0 156829.1 3.6003 1751 10500 1.4501 19.90 208987.9 51870.0 157117.9 3.6069 180 10800 1.420 19.49 210511.5 53352.0 157159.5 3.6079 185 11100 1.400 19.22 213311.8 54834.0 15 4477.8 3.6381 190 11400 1.380 18.94 215947.3 56316.0 159631.3 3.6646 195 11700 1.360 18.67 218418.1 57798.0 160620.1 3.6873 200 12000 1.340 18.39 220724.1 59280.0 161444.1 3.7062 205 12300 1.320 18.12 222865.5 60762.0 162103.5 3.7214 210 12600 1.300 17.84 224842.1 62244.0 162598.1 3.7327 215 12900 1.280 17.57 226654 63726.0 162928.0 3.7403 220 13200 1.260 17.30 228301.2 65208.0 163093.2 3.7441 225 13500 1.240 17.02 229783.7 66690.0 163093.7 3.7441 230 13800 1.220 16.75 231101.5 68172.0 162929.5 3.7403 235 14100 1.210 16.61 234189.9 69654.0 164535.9 3.7772 240 14400 1.200 16.47 237196.1 71136.0 166060.1 3.8122 -�, Mi' Ac-FT @ 170 rAlal, (beTfNtloN) + a,43 hc•rr (wacv) 3.r29Ac•Fy (TCThL) Ppi+w Vbuxwt� 3.'19Rc Fr Page 1 Pond100SouthRatingcurve9-12-13.txt Crowne on Timberline Pond 100 (South Area) Rating Curve 7.Gooch 9-13-13 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg cumml conic # ft ft2 acft acft 45.7000 26010.1541 2.3531 2.3295 ,2.Zq kC Fl 45.0000 22267.7232 1.9652 1.94 44.0000 20730.3967 1.4717 1.4486 43.0000 19673.8705 1.0079 0.9848 42.0000 15925.0807 0.5993 0.5770 41.0000 11444.0689 0.2851 0.2642 40.0000 6625.4960 0.0777 0.0593 39.0000 145.3564 0.0000 0.0000 P096 W (S&ATH ) = Z. Z 9 Ac • FT @ z 4445'.90 Pohl i'00 (/uaQTµ) 1.29 AC •r'T e = 4945,10 SWAIE ASTo£oVl (A'E� ' O. ZZ A-< FT ^ 9945. ov 3. Sv he FT g94s-.40 . NN16Eh YOMV 6 n V.)9 AC -FT ✓ W&CV 46mUb k v.93 Ac.wi L6 ()j6.cV W 5 t L 4-494i.10 ✓ Page 1 Crowne on Timberline Pond 100 (North Area) J.Gooch 9-13-13 Pond100NorthRatingcurve9-12-13.txt Rating Curve #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml conic # ft ft2 acft acft 45.7000 22310.7777 1.3982 1.3944 45.0000 16918.6411 1.0830 1.0802 ' 44.0000 14318.1683 0.7244 0.7221 43.0000 11884.3993 0.4237 0.4218 42.0000 9449.5718 0.1788 0.1774 41.0000 6127.5432 0.0000 0.0000 Page 1 1, 29 AC,-T p 4%95,41 SwaleAStormCRatingCurve9-9-13.txt CROWNE ON TIMBERLINE SWALE A AND STORM-C STORAGE/ RATING CURVE 7RG 9-9-13 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft 45.0000 ft2 2123.2833 acft 0.0446 acft 0.0419 ")4 '��'FT ✓ 44.0000 738.8776 0.0117 0.0104 43.0000 141.3079 0.0016 0.0012 42.0000 0.7662 0.0000 0.0000 STORAGE WITHIN EAST SWALE UP TO ELEV 4945.00 IS APPROXIMATELY 0.04 AC -FT. STORAGE FOR 645 LF OF 24" RCP IS APPROXIMATELY 0.05 AC -FT. TOTAL STORAGE (SWALE A + STORM C) IS APPROXIMATELY 0.09 AC -FT. (f) 0,09 AC,F Tom Blk) SwA-LE f� � 5'IDQ�-c � 49gS.� ✓ Q2) Pi PE STa�!}GE (srRa�-A, srRn- B, sr/w- D, srQm - C) a a . 0 6 AC - FT cp 9945' oo (3 ) LID BA5145 A&MdAtAt, 5`TWCE : 3,03 F'3. 6,0r> AC•F-1 6-'A'E /MFD r(oL,u.w e (i)+ (z) = . o.Z2 AC, FT Page 1 Pond100orificesizing8-29-13.txt CROWNE ON TIMBERLINE 100-YR orifice Sizing for outlet from Pond 100 7RG 8-29-13 Orifice calculator Given Input Data: solving for ..................... Area or Diameter Flowrate ........................ 4.9400 cfs coefficient ..................... 0.9800 Headwater ....................... 4945.4000 ft Tailwater ....................... 4934.7000 ft computed Results: Diameter ........................ 5.9348 in velocity ........................ 25.7149 fps 93 (6,0.4E Page 1 APPENDIX C 27 STORM SEWER & IRRIGATION PIPE SIZING 28 MH9s,�e� tcp 2a 2SSID ��Ief►�rtd R� bM4SWR4-1 e 30" FCp Z ip MH3SWR3-1 JR MH2SWR2-1 f�ptcp C MH 8SWR8-1 �s �• L S-�ta - AZ" 1 otrrFnu. 1 (S yPE (t INtt'r C m Is 6! 9 U a a ii as O O O O y N ^ O oo O waa ° 00c y ej E". 3 a 4UD •• a Cd �-3 NNNNNNNE4c, i► fr' O b O &^ PCo O o O 0 O 0 O 0 PeCE! O 0 O 0 CD 0 O o O O v VVVVV C 0 0 0 0 06 06 O Z7 :. 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U y JQ y g O" M Cd o en ti U �y � �.acd 4. y .O 24 C9 3 3w°OL O O O APPENDIX D 27 APPENDIX D 29 INLET & CURB CUT/ CONCRETE SIDEWALK CULVERT SIZING, PUBLIC STREET CAPACITIES DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Cm"e on Timberline Intel ID: STIN-A-1: Inlet at DP 19 Design Flow . Gutter Flow + Carryover Flow SIDE l 1pVEROVLPND I I4 STREET I ♦pVrLOW.D Il ♦ EL Eaaj♦GUTTER FLOW PLUS CARRY-OVER FLOW ♦GUTTER FLOW INLET INLET - -312 OFSSSTREET - (local peak Bow for 12 of street, plus flow bypassing upstream aubuMhmems): Site Type: ® Sea a Man O See is NmW hen •Q Snt Imperviousness Ana =Apes Portent Imperviousness NRCS Soil Type A. AB, C, or Skfpe Ne) Length (`a) Overland Flay Gutter Flow= Design Storm Return Period, T, Return Period One -Hour Precipitation, P, C, Ci User -Defined Storm R=ff Coef deml (leave this blank to swept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a ralmlated value), Cs Bypass (Carry -Over) Flow from upstream Subcatehmems, 0s Total Design Peak Flow, 0 -1 0.8 1 5.6 era Worksheet Protected IN THIS SECTION IN THE SECTIONS STIN-A-1.45, Q-Peak 8/272013, 9:39 AM N ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) I (esasea on Kegulatea uniena Tor maximum wtowame rrow uepm ano apmau) Project Crowne on Timberline Inlet ID: STIN-A-1: Inlet at DP 19 —TBI� TCPOWN SB.BCx T, TMAM w Tx Sweat Crown HCUBB d I1, Wareing 01 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Lire m fmm Curb Face to Street Crown Depression Width. Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Ts� = 10.0 ft SBncx = 0.02( ft. ven. / ft. horiz nersac = 0.029 HcuaB =Mto inches Tceows =ft a =inches W =ft Sx = 0.020 Ift. van. / ft. horiz So =1 0.005 Ift. van. / ft. horiz nsrnesr =i 0.016 Minor Storm Major Storm Twat = 18.5 21.0 ft druac = 6.0 18.0 inches Li U Check = ye5 Minor Storm Major Storrs illowable Gutter Capacity Based on Minimum of Q. or Q, 0. = 7.6 202.2 eft storm max. allowable capacity GOOD - greater than flow given on sheot'Q Pock' storm max. allowable capacity, GOOD - greater than flow given on sheet'Q-Peak' in 01: Mannina's n-value does not meet the USDCM recommended design range STIN-A-1.)ds, Q-Allow 8/27/2013, 9:39 AM INLET IN A SUMP OR SAG LOCATION Project = Crowne on Timberline Inlet ID - STIN-A-1: Inlet at DP 19 H'� 14Ven \ Lo (G) of inlet I Depression (additional b continuous gutter eepre"on W fmm'Q-AJlow) ber of Unit Inlets (Grate or Curb Opening) Depth outside of Local Depression at Inlet a Imornattion th of a Unit Grate h of a Unit Grab Opening Ratio for a Grate (typical values 0.15.0.90) ping Factor for a Single Grate (typical value 0.50 - 0.70) r Web Coefficient (typ col value 2.15 - 3.60) r Orifice Coefficient (typical value 0.60- 0.80) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches M or Curb OM W Throat in Inches f M Throat (see USDCM Figure ST5) Width for Depressbn Pan (typically the gu¢er width M 2 feet) ;ft Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.33.6) Opening Orifice Coefficient (typical value O.SD- 0.70) Inlet Interception Capacity (assumes clogged condition) spacity Is GOOD for Mhwr and Major Storms (>Q PEAK) MINOR MAJOR Inlet Type = COOT Type R Curb Oning -1. 3.00 3A0pe Now 1 Flow Depth = 6.0 18.0 MINOR MAJOR L.(G)' W. Aa. • Ct(G)• C. (G) C. (G) L. (C) " H. H. That, W. C, (C) C. (C) _ C. (C) - :02 WA PU: WA PGA WA WA WA WA NA WA NA MAJOR 5.00 F GU 6.00 GC 6.00 a iU 63.40 67 /0 2.00 2'0 0.10 0.10 3.60 0.67 0 t 7 inches Inches feel feel feet Inches hll'tlee degrees feet STIN-A-1.lds, Inlet In Sump 82712013, 9:39 AM Area Inlet Design - Sump Condition Area Inlet for Design Point 17 (Neenah R-2586-0 Inlet Grate) Project No. 500-001 This sheet computes the controlling area inlet flow condition. Weir Equation: s Q, k = CLH 2 where: H = head above weir Orifice Equation: Q,,V- = C. A. 2gH where: H=h2-h1 Grate: Neenah R-2586-0 Inlet Grate Weir: Orifice: G, v = 3.20 Cerirce = 0.65 L = 26.46 ft (1) Aonnoe = 9.10 ft` Clogging Factor= 0.30 Number of Inlets = 1 Flowline elevation of grate = 4952.00 100 year Design Flow (ds) - 1.61 100 year WSEL (1.61) = 4963.50 Head (ft) Qwelr Qoriflce Qwntmi WSEL 0.00 0.00 0.00 0.00 4952.00 0.60 20.95 23.48 20.95 4952-50 1.00 59.26 33.21 33.21 4953.00 1.50 108.87 40.68 40.68 4953.50 2.00 167.62 46.97 46.97 4954.00 2.50 234.25 52.51 52.51 4954.50 3.00 307.93 57.52 57.52 4955.00 3.50 388.04 62.13 62.13 4955.50 4.00 474.09 66.42 66.42 4956.00 4.50 565.71 70.45 70.45 4956.50 5.00 662.56 74.26 74.26 4957.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. Weir -Orifice Control �-orew -s-oorMce 700 600 , 600 400 3 Y 300 LL 200 100 - 0 0.00 1.00 2.00 3.00 4.00 E00 6.00 Flow Depth (ft.) Space width = 2.5000 ft. Bar width = 2.5000 ft. Number of bars = 4 Number of spaces = 5 Grate length = 17.50 ft. Effective Grate Length = 12.50 ft. Space width = 0.1040 ft. Bar width = 0.0833 ft. Number of bars = 8 Number of spaces = 7 Grate Width = 1.39 fL Effective GrateWidth = 0.73 ft. 1:30 PM 8/28/2013 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: (cocain on Timberline Inlet ID- STIN-A41: Inlet at DP 18 Design Flow - Gutter Flow + Carryover Flow iOV`RSIDE IOVNU ♦ I ♦ I STREET I iOVELOVNe i �-GUTTER FLOW PLUS CARRY-OVER FLOW •— P====H ♦•GUTTER FLOW Show Details INLET INLET 112 OF STREET (but peak now for W of skeet, plus now bypassing upstream aubcatchments): Site Type: O See h urban 0 Sae b N rban .D Smom Area Percent ImpewiOUenee NRCS Soil Type ==LrAB a C. or D Slope ffM Length Overland Flow Gutter Flow Design Stonn Return Period Realm Period One -Hour Precipitation, User -Defined Storm Runoff Coefficient (leave this blank to accept a calmlated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cr Bypass (Carry -Over) Flow from upstream Subeatchments, Qs Total Design Peak Flow, O -1 0.9 1 4.1 fife Y."orkSheEi FroteCiee THIS SECTION THE SECTIONS STIN•A-3.x15, O-Peak 8272013, 9:59 AM II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) II (Based on Regulated Criteria Tor maximum Ailowaole I=low, Deptn and Spread) Project: Crowne on 71mberline Inlet ID: S nN-A-3: Inlet at DP 16 TBACR TCROW. SeACK T. TRAx W T. Street rorn Crown CURB 4 \ a f y. Wanting mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind dab) ting's Roughness Behind Curb of Curb at Gutter Flow Line x from Curb Face to Street Crown Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TeAcx = 10.0 ft Ss cx = 1 0 ft. verL / ft. honz ne,cx= 0.029 HCURe = 8.00 inches Tcsowu = 21.0 ft a = 2.00 inches W Sx ` 0.020 ft. ven. / ft. horiz So =1 0.005 Ift. ven. / ft. honz nB,rF o.016 Minor Storm Major Storm Tagx = 18.5 21.0 ft daex = 6.0 18.0 inches check = yes Minor Storm Major Storm Ulowable Gutter Capacity Based on Minimum of Or or O., 0,roR =I 7.6 202.2 cfs atom max. allavrablo Capacity GOOD - greater than flow given on sbeot'0-Peak' Wamina Ot: not mnne. STIN-A-3.x1s, 0-Allow 6/27/2013, 9:59 AM INLET IN A SUMP OR SAG LOCATION LLLLJ Project - Crowne on Timberline Inlet ID = STIN-A3: Inlet at DP 16 i— A C — H-Co ^ H-Von 0 Lo(G) Dealer, lmormition n MINOR MAJOR Type of Inlet Inlet Type = Loaf Depression (additional to continuous gutter depression's' frorn'D-Allo.� am ` inches Number of Unit Inlets (Grate or Cure Opening) No = Flow Depth outside of Loral Depression at Inlet Flow Depth = inches Grate Information MINOR MAJOR Length of a Unit Grate L. (G) = feat Width of a Unit Grate W. - feet Ama Opening Ratio for a Grate (typical values 0.15-0.90) A„s, _ Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) _ Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G)' Crate Onfice Coefficient (typical value 0.60 - 0.80) C. (G) _ Curb Opening Information MINOR MAJOR Length of a Unit Cum Opening L, (C) = fast Height of Vertical Curb Opening in Inches H,.r = inches Height of Curb Onfia Throat in Inches Hs,, = inches Angle of Throat (see USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wr = feel Clogging Factor for a Single Cum Opening (typical value 0.10) C, (C) _ Curb Opening Weir Coefficient (typical value 2.33.6) Cv, (C) _ Curb Opening Orifice Coefficient (typical value 0A0 - 0.70) C. (C) _ MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condltlon) Qa = 4.4 14.9 cfS Inlet Capacity 13 GOOD for Minor and Major Stones pO PEAK) Ornwram:ouwm= 0.9 4.1 Cfa CDOT Type R Carlo Opening 3.00 1 6.0 18.0 N/A WA WA `! WA WA N/A N/A fd�A 5.00 z:;o 6.00 6 8.00 83.40 2.00 0.10 0.70 3.80 0.67 STIN,A3.>as, Inlet In Sump 8127/2013, 9:58 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Protect: Crowns on Timberline btlet ID: STIN-A< Inlet at DP 18 Design Flow a Gutter Flow+ Carry-over Flow ♦OVFLOVNp SIDE i ` I STREET I iOVFLnVLA ND ♦ r GUTTER FLOW PLUS CARRY-OVER FLOW ♦�-P====j (—GUTTER FLOW Show Details INLET INLET 1/2 OF STREET 0=1 peak flow for 12 of sheet plus flow bypassig upstream subcatchments): SmoArea =� Percent ntImperviousness % NRCS Sal Type = A, B. C, or D Site Type: Slope (fNft) Length (ft) 0 site Is urban Overland Flow= O ym IsNon-Urballon-UrbanGuitar Flow =I it Design Storm Return Period, T, Return Period Ons-Hour Precipitation, P, C, Gr C User -Defined Stone Runoff CoaRcient 0eave this blank to accept a calculated value; User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Bypass (Carry -Over) Flow from upstream Subcatehmems, Total Design Peak Flow, 0 -1 1.0 1 4A Jra Worisheel Protecle THIS SECTION THE SECTIONS STIN-A4.Ids, D-Psak 8272013, 10:01 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor B Major Storm) 11 (tiasea on rteguiaten t:ntena Tor maximum Anowame riow, wep n ano aprraa) Project: Crown on Timberline Inlet ID: STIN-A-4 Inlet at DP 15 L�TBACx $ C exCR CURB d TCROWN T. TM/,x w Tr Street C row n — a � y; Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line xi from Curb Face to Street Crown Transverse Slope Longitudinal Slope - Enter 0 for sump condition rg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow tine for Minor 8 Major Storm Flow Depth at Street Crown (leave blank for no) Tencx = 10.0 ft Sencx = 0.020 ft. van. I ft, hoAz neecx = 0.029 HCURB =MO.OW06 inches Tc==ft a =inches W =ft Sx =ft. vert. / ft. hodz So =ft. vert. / ft. hortz n8TREU =1 0.016 Mirror Storrs Major Storm Twos = 18.5 21.0 ft dwx = 6.0 18.0 inches Li U check = yes Minor Storm Major Storm tllowable Gutter Capacity Based on Minimum of Q. or Q. Qe =1 7.6 1 202.2 Jcfs storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than Flow given on aheet'Q-Peak' does not meet the USDCM recommended design range. STIN-A4.xis, Q-Allow 8/27/2013, 10:01 AM INLET IN A SUMP OR SAG LOCATION Project= Crowns on Timberline Irdat ID - STIN-A-4 Inlet at DP 15 Ufa H-Vat to (G) of Inlet I Dapmssim (aE65onel to continuous putter depression 'a' from'O-Allow) bar of Unit Inlets (Grate or Curb Opening) Depth wWft of Local Depression at Inlet s haomudon in of a Unit Grate n of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) Ong Factor for a Singh Grata (typical value 0.50 - 0.70) r Weir Coefficient (typical value 2.15 - 3.80) r Orifice C utfliidem (typical value 0.60- 0.60) Opening Information th of a Unit Curb Opening it of Vertical Curb Opening in Inches it of curb Orifice Throat in Inches f of Throat (see USDCM Figure ST-5) WMth for Depression Pan (typically the gutter width of 2 feet) Ong Factor for a Single Curb Opening (typical value 0.10) (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged condition) MINOR MAJOR Inlet Type = COOT Type R Curb Opening scab' 3.00 0A0 No / I I flow Depth = 6.0 18.0 MINOR MAJOR L. (G) = WA tirA hat W. N/A Ifni A.h.= WA IRA G(G)= WA WA C. (G)= WA C. (G) = NIA NIA.. MINOR MAJOR L. (C) - 5.00 .• 00 fee H' = 8.00 6.00 inch Hf - 6.00 inch Thew= 63.40 ns<G degh W. = 2.00 feet G(C)' oAo 0.10 C„(C)= 3.60 C.(0)= 0.67 ^.E7 MINOR MAJOR Qs = 4.4 14.9 CiS STIN-A4./ds, Inlet In Sump 8/272013, 10:01 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Crowite on Timberline hilet ID: STM-Al-1 Intel at DP 1S Design Flow=Gutter Flow +carry-over Flow IOVELDVND i SIDE I I STREET I I IGVFLGVNR r GUTTER FLOW PLUS CARRY-OVER FLOW' t===4 ~GUTTER FLOW INLET INLET 1/2 OF STREET local peak flow for 12 of street, plus flow bypassing upstream subrakdhments): �w.......e..w.,..e.. w... =as..er.........r w.r..w......w.........w ....n.. She Type: O She Is Urban 0 See Is Non -Uri an .a Slaw Details SnMalrhmem Area z®Adds Percent Imperviousness 94 = NRCS Soil Type AB,C,orD slope N%) Len N (a) Overland Flow = Gutter Flow= Design Stonn Realm Period, Return Period One -Hour Precipitation, User -Defined Storm Runoff Coefficienl (leave this blank to accept a calwkleo value), C User -Dented Syr. Runoff Coefficient (leave this blank to swept a calculated value), Cs Bypass (Carryover) Flow from upstream Subcetehments, Qs Tool Design Peak Flow, Q -1 1.3 1 5.6 eh Worksheet FroieC:ed IN THIS SECTION IN THE SECTIONS STIN-AI-tads, a -Peak M8/2013, 11:48 AM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) h (tdasea on regwatea cntena Tor maximum Anowaote rtow uepm ano apresa) Project: Crowns on Tlmtlerline Inlet ID: S nN-A14 Inlet at DP 18 TBACN TCRowN SBACK T. TUAX w Tx rown S� rown 0. i 0.�j-�.; curse a Wareing 01 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flaw Line oe from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor 8 Major Storm Allowable Depth at Gutter Flow Line for Minor 8 Major Storm Flow Depth at Street Crown (leave Wank for no) TexcK = 10.0 ft Saxcx = 0.020 R. vert. / R. horiz n1MK 0.029 Hcues = 6.00 inches T..== 21.0 ft a = 2.00 inches W=I 2.00 ft Sx = 0.020 Ift. vert. / ft. horiz so = 0.005 Ift. vert. I ft. hortz msmim =j 0.018 Minor Storm Ma or Storm Tunx = 18.5 21.0 ft dwve = 8.0 18.0 Inches Li Uj awck = yes Minor Storm Major Storm Womble Gutter Capacity Based on Minimum of % or Q. Q, = 7.6 202.2 cfs storm nuuz elba=bta capacty GOOD - greater than flow ghwn on shoot'QPeale stoma max. allowable capacity GOOD - greater than Bow given on sheet'Q-Peak' ng 01: Manning's n-value does not meet the t1SOCM recommended design range STIN-At-1.)ds, Q-Allow, 8/28/2013, 11:48 AM INLET IN A SUMP OR SAG LOCATION Project a Crowns on Timberline Inlet ID= STIN-A1.1 Inlet at OP 18 �Ob KVM \ Lo(a) Of [Net I Depression (adclitlmW to canmenus guter deprassion'a' fmm'O-Allo.) ber of Unit Inlem (Grate or Cure Opening) Depth outside of Local Depression at Inlet a Information th of a Unit Grate h of a Unit Grate Opening Ratio for a Grate (typical values 0.150.90) Ding Factor for a Single Grate (typical value 0.50 - 0.70) t Weir CoeRcern (typical value 2.15 - 3,60) t Ortfica Coefficient (typical value 0.60 - 0.80) h Opening bdommtion th of a Unit Curb Opening n1 of Vertical Curb Opening in Inches nt of Curb critics, Throat in Inches a of Throat (see USDCM Figure ST-5) We0h for Depression Pan (typically the gutter vrMlh of 2 feet) ping Factor for a Single Curb Opening (typical value 0.10) Operang Weir Coefficient (typical value 2.3-3.6) Opening Orifice Coefficient (typical value 0.50 - 0.70) Inlet Interception Capacity (assumes clogged condition) hpaeity, IS GOOD for Mirror and Major Stomp PG PEAK) MINOR MAJOR Inlet Type = COOT Type R Cure Opening as = 3.00 No. 1 Flex Dep0h = 6.0 18.0 MINOR MAJOR L. (G) = W. = Am• q(G) _ C. (G) _ C. (G) _ L.(C)- t1.,h. tjso _ Them = Wr. G(C)• C. (C) Co (C) WA WA WA N.A WA WA WA WA Nllu MAJOR 5.00 s "? 6.00 6.00 63.40 6340 2.00 '_.LC 0.10 0.10 3.60 0.67 ? F, MINOR MAJOR Q. =1 4.4 1 14.9 inches inches feet feet feel inches Inches degrees feel STIN-Al-1.)ds, Inlet In Sump 828MOl 3, 11:48 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Crown on Timberline Inlet ID: 1ITIN.A2.1 Inlet at DP 21 Design Flow = Gutter Flow+ Carry-over Flow VEPLA ♦ I j STREET I OVERLAND D SIDE 1 ♦GUTTER FLOW PLUS CARRY-OVER FLOW ♦ ♦GUTTER FLOW INLET INLET 1/2 OF STREET (local peak floe for 12 of street, plus flaw bypassing upstream subca elunams): Site Type: Site is Urban O Sae is Non-unten •Q Show Details Subcat Imperviousness Area • ca Perntlmpervlow%nesa• NRCS Soil Type = A. 8, C. or D Slope MI Len ff) Overland Flow= Gutter Flow Design Skam Realm Period, T, Return Period Ons-Hour Preapilaeon, Pr Cr User -Defined Storm Runoff Ccethdent (leave this blank to accept a calmlated value), C User -Defined Syr. Runoff Coefadenl (leave this blank to a=pt a calculated value), Cs Gyps" (Cony -Over) Flow from upstream Subcatchmants, Os Tobl Design Peak Fiaw, O -1 2.1 1 0.3 Ids Wcrksheel Pratecied IN THIS SECTION IN THE SECTIONS STIN-A2-1.)ds, Q-Peak 82812013, 11:46 AM u ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) N (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Crowns on Timberline Inlet ID: $TIN-A2.1 Inlet at DP 21 Warning T9ACK S8Ac, TOKOWH y I T. TyAM -I 1 r w � � 4�treet Hcuee d a i rown J1' SK 1 9 mum Allrnvable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) dng's Roughness Behind Curb of Curb at Gutter Flow Line m from Cum Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition g's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allovrable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) T6 = 10.0 It ss• : = 0.020 ft. ven. / ft. hors nWK = 0.029 FICUye = 8.00 inches TCapwa = 21.0 ft a = 2.00 Indus W = 2.00 ft S. = 0.020 ft. ven. / ft. horiz So = 0.005 ft. ven. / ft. hortz nerneer =j 0.o18 Minor Storm Major Storm TA = 18.5 21.0 ft di„ = 6.0 18.0 Indies check = yes Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of Q. or QA Clie. = 7.6 202.2 cfs Minor storm max. allowable capacity GOOD - greater than flow given on stwot'Q-Peak' Major storm in". allowable capacity GOOD - greater than flow given on shoet'Q-Peak' Wamina 01: Mannina's n-value does not meet the USDCM recommended desion ranee STIN-A2-1.xls, Q-Allow 8/28/2013, 11:46 AM INLET IN A SUMP OR SAG LOCATION project. Croame on Timberline Inlet ID - STIN-A2.1 Inlet at Do 21 /sUab µVyt Le (G) Deslan ati(Input) MINOR MAJOR Type of Inlet Inlet Type = CET Type R Curb Local Depression (addlional to continuous Baler depresaion'a' from'O-AIIwn a� ` inches Number of Unit Inlet (Grefe or Curb Opening) No' Flow Depth outside of Local Depression at Inlet Flow Depth' inches Grate Information MINOR MAJOR Length of a Unit Great, L. (G) = feat Width of a Unit Grate W. = feet Area Opening Ratio for a Grab (typical values 0.1&0.90) Am Clogging Factor for a Single Grab (typical value 0.50 - 0.70) Q (G)' Grate Weir Coefficient (typical value 2.15 - 3.60) C., (G)' Grab Orifice Coefficient (typical value 0.60 - 0.80) Ce (G). Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening I. (C) = test Height of Vertical Curb Opening in Intlme H„a= inches Height of Curb Orifice Throat in Inches Ho. . inches Angle of Threat (sae USDCM Figure STD Theta' degrees Side Width for Depressor Pan (typically the guterwitlth of 2 feet) Wn' feet Clogging Fedor for a Single Curb Opening (typical value 0.10) Cr (C)' Curb Opening Weir Coefficient (typical value 2.3J.6) C. (C) Curb Opening Orifice Coefficient (typical value 0.60- D.70) C. (C) MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qe 4.4 14.B Cfs Inlet Capacity IS GOOD for Mhbrand Major Storm I>O PEAK) O wwaowaan' 2.1 9.3cis Opening 3.00 3.p7 1 B.0 16.0 WA N q WA ri:,. N/A WA WA NIA etr:. WA `JC 5.00 8.00 8.00 83.40 63 �.:_ 2.00 0.10 0.10 3.80 0.87 STIN-A2-1.xls, Inlet In Sump 1)28/2073, i1:47 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Protect- Crowns on Tlmberflna twat ID: STIN48.1: Wet at DP 26 Design Flow. Gutter Flow • Carryover Flow �OV` OLA VNO SIDE • I + STREET I I IOVFLOLA VNO 1 �GUTTER FLOW PLUS CARRY-OVER FLOW F ♦GUTTER FLOW INLET INLET 112 OF STREET (local peek flow for IQ of sbaal. Phu flow bypassing upstream subcatchmmm): Site Type: ® Sae Is urban 0 Site a Nor -Urban .Q Show Details Subcelchmem Are"= Aces Percent imperviousness= % SW NRCS SType = A, B. C. or D Slope (fifilLan m ff Overland Flow = Gutter Flow Design Storm Return Period, T, Return Period Ona-Hour Precipitation, P, C, User -Defined Storm Runoff Coef9tlem 9eave this dank to accept a calculated value), C User -Defined Syr. Runts Coefficient (leave this Wank to accept a calculated value), Cs Bypass (Carryover) Flow from upstream Subeatehments, Oa Total Design Peak Flow, O -1 2.2 1 10.5 lots ^iofksneC: IN THIS SECTION IN THE SECTIONS DP25.xls, D-Peak 8/27/2013, 9:13 AM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (eases on Keguiateo cmena Tor maximum Anowaore rtow wepat ano spreaaf Project Crowne on Timberline Inlet ID: STIN-B-1: Inlet at DP 25 Ta ACI. SIACk CYN9 d a TCROW k T•TYAM w — Tk Street Crown ;�y> Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) Iing's Roughness Behind Curb of Curb at Gutter Flow Line m from Curb Face to Street Craws Depression Width Transverse Slope Longitudinal Slope - Ender 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Ta K = 10.0 ft se is = 0.020 . van. / ft. horiz na = 0.029 HCuae = 6.00 inches TCawva = 21.0 ft a = 2.00 inches W = 2.00 ft Sz = 0.020 ft. ven. / ft. hortz So = 0.005 ft. vert. / ft. hortz nsTREET=j 0.016 Minor Stortn Ma or Storm Twx= 18.5 21.0 11 duu : = 6.0 18.0 inches check = yes Minor Storm Major Storm dlowabie Gutter Capacity Based on Minimum of Or or Q. Qa,a = 7.6 202.2 cfs storm max. aLiaaablo capacity GOOD - greater than flow given on stwot'Q-Peak' am m ma:. silawabie canacity GOOD - areater than flow aiven on sheet'Q-Peak' Waming range. DP25.)ds, Q-Allow 8127/2013, 9:13 AM INLET IN A SUMP OR SAG LOCATION Project - Crowne on Timberline Inlet ID = STIN-0-1: Inlet at DP 25 t+'�Ob - ifvad W (G) beshan Information ut MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to mntimeus putter depressian'a' from'O-Allovv) ae = inches Number of Unit Inles (Graft or Curb Opening) NO-1 Flow Depth outside of Loral Depression at Inlet Flow Depth = irrcMs Grata bdormatton MINOR MAJOR Length of a Unit Grate L4 (G) = feet Width of a Unit Grate W. = feet Opening Ratio fore Grate (typical values 0.15-0.9D) A,.m = Clogging Factor for a Single Grab (typical value 0.50 -0.70) Cr (G) _ rate Weir Coefficient (lypiral value 2.15-3.60) C„ (G) _ Grate Once Coefficient (typical value 0.60 - 0.80) C. (G) _ rOpening Information MINOR MAJOR Length of a Unit Curb Opening L. (C) = feet Height of Vertical Curb Opening in Inches H. = inches Height of Curb Odfice Throat in Inches He„e = inches Angle of throat (ate USDCM Figure ST-5) Theta = degrees Side Width for Depression Pan (typically the gutter width of 2 fast) W. = feel Clogging Factor fore Single Curb Opening (typical value 0.10) C, (C) _ Curb Opening Weir Coefficient (typical value 2.3-3.6) C„ (C) Curb Opening Once Coeftem (typical value 0.60 - 0.70) C. (C) MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q. = 4.4 14.9 CIS Inlet Capacity 1S GOOD for Mbor and Major Stones (>O PEAK) O rF.u;uov.mo = 2.2 10.5 cfs CDOT Type R Curb Opening J.00 ]fG 1 B.0 18.0 NIA '1•A N/A ti1F. WA WA WA WA HiA N/A 5.00 6.00 69(i 6.00 63.40 r3:::. 2.00 0.10 0.10 3.60 A (:9 DP25.Ids, Inlet In Sump 8/27I2013, 9:13 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Crowne on Timberline Inlet ID: STIN41-2: Inlet at DP 24 (SOUTH) Design Fiow - Gutter Flow + Carryover Flow I OVERLAND SIDE OVERLAND 11 FLOW 14 STREET I I FLOW -11 �GUTTER FLOW PLUS CARRY-OVER FLOW. r====J —GUTTER FLOW Show Details INLET INLET 112 OF STREET (local peak now for 12 of srsK plus now bypassing upstream subcatcnmenu): Site Type: O Sae Is Urban O Sae Is NwAhbll .Q Subcrtchment Area - Percent Imperviousness = % NRCS Soil Type= A, B, C, or Slope (ftm pen ih (ft Overland Flow = Gutter Flux = Design Storm Return Period, Return Period One -Hour Preupitaoon, User-Definad Storm Runoff Coeff6ent (leave this blank to accept a calculated value; User.Defined Syr. Runoff Coeffident Qeave this blank to accept a calculated value), Bypass (Carryover) Flow from upstream SubcatChMOma, Total Design Peak Flow, O -1 1.8 1 10 lore rderksTmel Pmlec: ed THIS SECTION SECTIONS ST1N-8-2pds, O-Peak 8272013, 9:17 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) p (t3ased on Keguhnea cntena for Maximum Allowable HOW Depth and Spread) Project: Crowne on Timberline Inlet ID: STIN-B-2: inlet at DP 24 (SOUTH) TBACR $ A� eA CR y CURB d a TCROWR T. TYAx w T. Street _ reWn _ 1j :SI Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TaAcx = 10.0 ft SMCR = 0.020 ft. vent. / ft. horiz naACR = 0.029 HCURa = B.OD inches TcRM. = 21.0 ft a = 2.00 inches W = 2.00 ft Sx = 0,020 Ift. vent. I ft. horiz So = 0.005 Ift. vert. / ft. horiz ns"Er =I 0.018 Minor Storm Major Stone TAwx = 18.5 21.0 ft dYAx = 8.0 18.0 inches check = yes Minor Storm Major Stone tie Gutter Capacity Based on Minimum of Cr or Q. Q.00R =r 7.6 202.2 cfe max. allowablo capacity GOOD - greater than new given an shoot'Q-Peak' ranee. STIN-B-2.xls, Q-Allow 8/27/2013, 9:17 AM INLET IN A SUMP OR SAG LOCATION project • Crowns on Timberline Inlet ID • STIN.6.2: Inlet at OP 24 (SOUTH) r- c-+ rftaW WVW \ 0 la (G) of Inlet 1 Depression (additional to continuous guitar depression's' fmm'O-AIIow) bar of Unit Inlets (Grate or Curb Opening) Depth outside of Local Depression at Inlet I, Information th of a Unit crew It of a unit Gnaw Opening Ratio for a Grant (typical values 0.15-0.90) pw9 Factor for a Single Grew (typical value 0.50 - 0.70) r Weir CncRcient (typical value 2.15 - 3.60) r Orifice Coefficient (typical value 0.60 - 0.80) i Opening Information th of a Unit Curb Opening M of Vertical Curb Opening in Inches M of Curb Orifice Threat in Inches s of Throat (see USDCM Figure SfS) Width for Depression Pan (typically the guitar width of 2 feet) ping Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.3-3.6) Opening Drifts Coefficient (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged Condition) tpaeky IS GOOD for Minor and Major Stoma (pQ PEAK) MINOR MAJOR Inlet Type • COOT Type R Curb OpaNng 11� No • 1 Flow Depth • 8.0 18.0 MINOR MAJOR inches I.e (G) • WA NIA feet W. • NIA wet A. WA Wi. Cr (G) • WA WA C. (G) < NIA C. (G) WA Nn MINOR MAJOR L. (C) N.e' N.. . Thew • Wr, C, (G) • C. (C) C. (C) EM 5.00 6.00 6.00 63.40 52.10 2.00 0.10 0.10 3.60 0.67 8 MAJOR wet inch" inches degrees feet STIN-S-2.)ds, Inlet In Sump W712013, 9:17 AM Area Inlet Design - Sump Condition Area Inlet far Design Point 24 (33% of Basin) (Neenah R-2533 Inlet Grate) Project No. 500-001 This sheet computes the controlling area inlet flow condition. Weir Equation: 3 Q,.rs = CLH z where: H = head above weir Orifice Equation: Q ., = C. Ao 2SH where: H = h, - h r Grate: Neenah R-2633 Inlet Grate Weir. Orifice: C,,.e;r = 3.20 0.65 L,ro = 2.91 ft. (1) Ate" = 0.53 fe Clogging Factor = 0.30 Number of Inlets = 1 Flowline elevation of grate = 4950.00 100 year Design Flow (cfs) - 2.67 100 year WSEL (2.673) = 4951.50 Head (ft.) 0;, Q.n� Oco,No1 WSEL 0.00 0.00 0.00 0.00 4950.00 0.50 2.31 1.37 1.37 4950.50 1.00 6.52 1.93 1.93 4951.00 1.50 11.98 2.37 2.37 4951.50 2.00 18.45 2.74 2.74 4952.00 2.60 25.78 3.06 3.06 4952.50 3.00 33.89 3.35 3.35 4953.00 3.50 42.71 3.62 3.62 4953.50 4.00 52.18 3.87 3.87 4954.00 4.50 62.27 4.10 4.10 4954.60 5.00 72.93 4.33 4.33 4955.00 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant Sow directions. (STVty - 6 - 3) Space width = 0.1040 ft Bar width = 0.1350 ft. Number of bars = 6 Number of spaces = 7 Grate length - 1.33 ft. Effective Grate Length = 0.73 ft. Space width = 0.1040 ft. Bar width = 0.0833 ft. Number of bars = 6 Number of spaces = 7 Grate Width - 1.02 ft. Effective GrateWidth = 0.73 It 1:35 PM The Sear -Brown Group 8/28/2013 Area Inlet Design - Sump Condition Area Inlet for Design Point 12 (Neenah R-2533 Inlet Grate) Project No. 500-001 This sheet computes the controlling area inlet flow condition. Weir Equation: J Q . = CLH' where: H = head above weir Orifice Equation: Q,,_ = Co A. 2- H H =hI -ht Grate: Neenah R-2533 Inlet Grate Weir: Orifice: C„N, = 3.20 cwv = 0.65 L� = 2.91 ft. (1) Aon� = 0.53 ft` C ing Factor= 0.30 Number of Inlets = 1 Flowline elevation of grate = 4945.30 100 year Design Flaw (cfs) - 1.27 100 year WSEL (127) = 4946.30 i5T1N-C-I Head (ft.) 0.,,e;, Qoenw Oa WSEL 0.00 0.00 0.00 0.00 4945.30 0.50 2.31 1.37 1.37 4945.80 1.00 6.52 1.93 1.93 4946.30 1.50 11.98 2.37 2.37 4946.80 2.00 18.45 2.74 2.74 4947.30 2.50 25.78 3.06 3.06 4947.80 3.00 33.89 3.35 3.35 4948.30 3.50 42.71 3.62 3.62 4948.80 4.00 52.18 3.87 3.87 4949.30 4.50 62.27 4.10 4.10 4949.80 5.00 72.93 4.33 4.33 4950.30 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant Flow directions. Space width = 0.1040 ft- Bar width = 0.1350 ft. Number of bars = 6 Number of spaces = 7 Grate length = 1.33 ft Effective Grate Len 0.73 ft. Space width = 0.1040 ft. Bar width = 0.1350 ft. Number of bars = 6 Number of spaces = 7 Grate Width = 1.33 ft. Effective GrateNdth = 0.73 ft. 1:37 PM 8/28/2013 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Protect: Crmne on Timberline Inlet ID: STING-2 Inlet at OP 11 Design Flow a Gutter Flow+ Carryover Flow �OVFLOLA VNpSIDE + I l STREET j l I0V`RUL4N➢� �-GUTTER FLOW PLUS CARRY-DVER FLOW ♦f GUTTER FLOW INLET INLET 1/2 OF STREET (local peak flaw for 12 of sftK plus flow bypasshg upstream wbotMments): Site Type: O See Is tkben 0 Ske Is tImHl,ben .D Show Details SubmtCunwn Area = Percent Imperviousness =��rB, NRCS Soil Type =C, or D St (ft Length fl) Overland Flow = Gutter now = Design Storm Return Period, T, Return Period OnsHour Precipitation, Pt C, User -Defined Stoml Runoff Coefficient (leave this blank to aocept a calculated value), C User -Defined S-yr. Runoff Coefficient (leave this blank to a=pt a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subeatchmems, Q, Total Design Peak Flow, O =1 0.8 1 4.3 lers `Norksheel Protected IN THIS SECTION IN THE SECTIONS STIN-C-2.bs, G-Peak 81282013, 12:54 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 p3asea on megulacea cntena for Maximum Allowable Flow Deptn and spread) Project: Crown on Timberline Inlet ID: STIN-C-2 Inlet at DP 11 Warning - -Teecc Tcrtowx aMACK W T. TMAX T T. _ Streat Hy Crown cuax C a y� mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line xi from Curb Fete to Street Crown Transverse Slope Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (eave blank for no) Tstcs = 10.0 fl Sake = 0.020 ft. vert. / ft. Franz ne•Cx= 0.029 HcuRe = 8.00 inches TCRowx = 21.0 ft i = 2.00 inches W Sz = 0.020 JR. vert. / ft. hor¢ 50,1 0.005 fit. van. / ft. honz ns"EET = 1 0.016 Minor Storm Major Storm Tu , = 18.5 21.0 ft dunx = 6.0 18.0 inches Li U4 check = yes Minor Storm Major Storm Ulowable Gutter Capacity Based on Minimum of Q. or Q. Q, = 7.6 202.2--Ids storm max. allovrablo capacity GOOD - grantor than flow given on shoot'Q-Poak' storm max. allowable caoacity GOOD - areater than flow aiven on sheet'Q-Peak' range. STIN-C-2.tds, Q-Allow 8/28/2013, 12:54 PM INLET IN A SUMP OR SAO LOCATION Project = Croavne on Tlmberllrte Inlet ID = STINC-2 Inlet at DP 11 tea° 141hn 0 Lo (G) an htfommtion ftnoutl- - _--- MINOR MAJOR of Wet Inlet Type COO T OT Type R Cute Opening Depression (aEGtionel to continuous gutter depression'a' f om'Q-Allow) Z = 3.00 1-Jo inches her of Unit Inlets (Grate or Curb Opening) No- 1 1 Depth outside of local Depression at Inlet Flaw Depth .1 &0 18.0 inches i ln/onna8on MINOR MAJOR It of a Unit Grate L. (G) = N/A WA Ifeet t of a Unit Grate We= N/A ILA feet Opening Ratio for a Grate (typical values 0.15-0.90) A.- NIA ling Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = N/A WA Weir Coefficient (typical value 2.15 - 3.60) C„ (G) = NIA Orifice Coefficient (typical value 0.60 - 0.80) C. (G) = N/A Opening InformWon / MINOR MAJOR 1 of a Unit Curb Opening Le (C) _ 1 of Verdes; Curb Opening in Inches H,,.,, _ 1 of Curb Orifice Throat in Inches H. _ of Throat (see USDCM Figure ST-5) Theta - Ydth for Depression Pan (typically the gutter width of 2 feet) Wp = ing Factor for a Single Curb Opening (typical value 0.10) Ch (C) = )pening Weir Coefficient (typical value 2.3-3.6) C. (C) _ )pening Onfice Coefficient (typical value 0.60 - 0.70) C. (C) _ Inlet Interception Capacity (assumes clogged condition) Q. = :apecity IS GOOD for Minor chat Major Stomts (>Q PEAK) O.r omm= 5.00 lC 6.00 6.00 A9 63.40 2.00 0.10 0.10 3.60 0.67 MINOR MAJOR feet Incbes inches degrees feet STING-2.&, Inlet In Sump 8/2812013, 12:55 PM Area Inlet Design • Sump Condition Area Inlet for Design Point 10 (50% of Basin) (Neenah R-2533 Inlet Grate) Project No. 500-001 This sheet computes the controlling area inlet flow condition. Weir Equation: /3 3 -CLH2 where: H = head above weir Orifice Equation: Q Ma = C.A, 2gH where: H= h z- h r Grate: Neenah R-2533 Inlet Grate Weir. Orifice: C, = 3.20 C, = 0.65 Lit = 2.91 ft. (1) A,. = 0.53 ft` Ck)gging Factor= 0.30 Number of Inlets = 1 Flowline elevation of grate = 4945.00 100 year Design Flow (cfs) = 1.32 100 year WSEL (1.32) = 4946.00 Head (ft.) O.Ir Qonr« O.„wi WSEL 0.00 0.00 0.00 0.00 4945.00 0.50 2.31 1.37 1.37 4945.50 1.00 6.52 1.93 1.93 4946.00 1.50 11.98 2.37 2.37 4946.50 2.00 18.46 2.74 2.74 4947.00 2.50 25.78 3.06 3.06 4947.50 3.00 33.89 3.35 3.35 4948.00 3.50 42.71 3.62 3.62 4948.50 4.00 52.18 3.87 3.87 4949.00 4.50 62.27 4.10 4.10 4949.50 5.00 72.93 4.33 4.33 4950.00 (5 /Af - C - 3 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. Space width = 0.1040 ft Bar width = 0.1350 ft Number of bars = 6 Number of spaces = 7 Grate length - 1.33 R Effective Grate Len 0.73 fL Space width = 0.1040 ft Bar width = 0.1350 ft Number of bars = 6 Number of spaces = 7 Grate Width - 1.33 ft Effective GrateWidth = 0.73 ft 1:38 PM 8/28/2013 Area Inlet Design - Sump Condition Area Inlet for Design Point 10 (50% of Basin) (Neenah R-2533 Inlet Grate) Project No. 500-001 This sheet computes the controlling area inlet flaw condition. Weir Equation: 2 Qr,. = CLH 2 where: H = head above weir Orifice Equation: Q,„,,o = C. A. 2gH where: H=h2-hr Grate: Neenah R-2533 Inlet Grate Weir. Orifice: C, r = 3.20 0.65 �w = 2.91 ft (1) Ao.ifi. = 0.53 ft` Clogging Factor = 0.30 Number of Inlets = 1 Flowline elevation of grate = 4944.60 100 year Design Flow (cfs) = 1.32 100 year WSEL (1.32) = 4945.50 Head (ft.) Q. Quff. Qm M WSEL 0.00 0.00 0.00 0.00 4944.50 0.50 2.31 1.37 1.37 4945.00 1.00 6.52 1.93 1.93 4945.50 1.50 11.98 2.37 2.37 4946.00 2.00 18.45 2.74 2.74 4946.50 2.50 25.78 3.06 3.06 4947.00 3.00 33.89 3.35 3.35 4947.50 3.50 42.71 3.62 3.62 4948.00 4.00 62.18 3.87 3.87 4948.50 4.50 6227 4.10 4.10 4949.00 5.00 72.93 4.33 4.33 4949.50 (5T11V - C - 4) Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. Space width = 0.1040 ft. Bar width = 0.1350 ft Number of bars = 6 Number of spaces = 7 Grate length = 1.33 ft. Effective Grate Len 0.73 ft Space width = 0.1040 ft- Bar width = 0.1350 ft Number of bars = 6 Number of spaces = 7 Grate Width - 1.33 ft. Effective GrateWidth = 0.73 ft. The Sear -Brown Group 1:39 PM 6/26/2013 1Vd iksheei Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project. Crowm s on Timberline Inlet ID: STIN-D-1 Inlet at DP 8 Design Flow - Gutter Flow a Carry-over Flow VVfLUVNDSIDE 11+ I + STREET i l 40VFLDWAND4 r GUTTER fLOV PLUS CARRY-OVER I'LOV INLET INLET Show Dolan. a-�__- l�aM,1� C4rI1(Vt'(ie a� �1i2 OFSSTREE- a� •/�/ j 2/�'j I •� 1 /r��l� JDr Dr J ) <— n FiRair. ONLY 9 smileyermine mug ar ma e: Minor Storm Ma' (local peak flow for 1/2of street Plus rims bypassing upstream subcatchmerrm): •Q a 1.8 11A ets FILL IN THIS SECTION • ff entmao a value tyro men of tlds stoat aM W time[ "Wow OR... Ueogralmic mmmum0n: r cata in me Dim Subuklrmam Area = FILL IN THE SECTIONS BELOW. Percent Impervious E��7%8- <— NRCSSdIType e C, or Site Type: Sloe ft Len m s k Urt an Overland Flow 0 See is NortUre n Gutter Flow Design Storm Return Penod, T, Return Period Ohre -Hour Preripitaaon, Pr Cr User -Defined Sturm Rmroff Coefficient (leave this blank to accept a calculated value), C User -Defined Syr. Runoff Coefficient (leave this blank to accept a nlculated value), Cs Bypass (Carry-0var) Fbw from upstream Suboatchmenb, Qe Total Design Peak Flow, Q 1.8 1 11.1 lds STIN-D-t.ds, Q-Peak S(2812013, 12:08 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & MajorStorm) 11 (Based on Regulated Criteria for maximum Allowable Flow Depth and spread) Project: Crowne on Timberline Inlet ID: STIN-D-1 Inlet at DP 6 Warning 'r-S. x TCNOWN BACK cx T. Twn—�' W T. Street Crown CURB e t a Tunt Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind crxb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ;e from Curt Face to Street Crown Depression Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Aliowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TercR = 10.0 ft Se K = 3.�Y1l1 ft. ven. / ft. horiz na = 0.029 HOURS = 8.00 inches TcRowR = 21.0 ft a = 2.00 inches W = 2.00 Sx = 0.020 ft. vert. / ft. hor z So = 0.005 ft vert. / ft, horiz neTREET =j 0.016 Minor Storm Major Storm Twx = 18.5 21.0 ft dwnx = 6.0 18.0 inches .r check = yes Minor Storm Major Storm 11iowable Gutter Capacity Based on Minimum of QT or Q, Q,a= 7.6 202.2 cia storm max. allowable capacity GOOD - grantor than flow given on sheet'Q-Peak' storm max. allowable capacity GOOD - areeter than flour given on shaet'O-Peak' ranbe. STIN-D-1.)ds, Q-Allow 8/28/2013, 12:08 PM INLET IN A SUMP OR SAG LOCATION Project= Crowfre on Timberline Inlet ID= STIN-D-1 Inlet at DP 6 DesignM o MINOR MAJOR Type of Inlet Inlet Type = CDOT Type R Curb Local Depression (adeitional to continuous gutter clepresslort if hom'O-Alto r ,u = inches Number M Una Inlets (Grate or Curb Opening) No Flow Depth outside of Loral Depression at Inlet Flow Depth = inches Grate Information MINOR MAJOR Length of a Unit Grate 4 (G) = feet W0u nf a Unit Grate W. fast AresOpening Ratio fore Grate (bpical values 0.15-0.90) A•s. _ Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cr (G) Grate Weir Coefficient (typical value 2.15 - 3.60) C• (G) _ Grate OMca Coefficient (typical value 0.60 - 0.80) C. (G) _ Curb Opening Information MINOR MAJOR Length d a Unit Curb Opening L. (C) = feet Height of Vertical Curb Opening in Indies H.0 ` inches Height M Curb Orfcs Throat in Inches Ha, = Indies Angle of Threat (see USDCM Figure ST-5) Theta = degrees Side WKM for Depression Pan (typically the gutter width M 2 feet) W. = feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cr (C) Curb Opening Weir Coefficient (typical value 2.3-3.6) C• (C) _ Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) C. (C) _ MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 6.8 31.1 cfs Inlet Capacity IS GOOD for Mhwr and Major Storms (>O PEAK) O waanmeo= 1.6 11A Ida Openirg 3.00 3.G0 1 r 8.0 iB.0 WA N!A WA n. WA - WA WA WA N 7 WA N;A. +o.00 ;oce 8.00 i�.0'i 8.00 c i:4 83.a0 2.00 20 0.10 0.10 3.60 i S. 0.87 0.f? STIN-0-1.lds, Inlet In Sump BI28f2013, 12:08 PM Workshee: Rrotected ' DESIGN PEAK FLOW FOR ONE HALF OF STREET BY THE RATIONAL METHOD i Project Croa ne on Timberline Inlet ID: STIN43-2 Inlet at DP 8 Design Flow a Gutter Flow. Carryover F)ow 10V`ROVN➢I j STSIDE REET I I �0VLOV N➢� �YGUTTER FLOW PLUS CARRY-OVER FLOW. tGUTTER FLOW J Show Details INLET INLET -112 OrSSTREET - (local peak Sow for 12 of street. plus flow bypassing upstream wbcatchmems): •Q = 1.6 1 7.0 jeft FILL IN THIS SECTION - Q Z2H erttand a value tmt, the nut of this snow and B=ng to suet QAIIM OR­ usaignipruc ormabon: m m mum, FILL IN THE SECTIONS Subratrhmena Ana= s BELOW. Percent Impervious= NRCSSodType = A, B, C, or Sits Type: Sloe (ft" Length (fl) 0 Sao is Urban Ovenane Flow= I. O Sae is Nm Urban Guber Flow = Design Storm Return Period, T, Return Period Ons-Hour Predpitation, P, C, User -Defined Storm Ruroff Coeffaienl (leave Ns blank to adept a calculated value), C User -Defined 3-yr. Runoff Coefficient peeve this blank to accept a calculated value), Cs Bypass (Carry -Over) Flow from upstream Subcetchmems, C6 Total Design Peak Flow, Q .1 1.3 1 7.0 ds STIN-D-2.Ide, Q-Peek 8I282013, 12:08 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Project: Crowne on Timberline Inlet ID: STIN-D-2 Inlet at OP 5 '�—TaaCa -CROWN Ssacv _ T. Twee w Ta ` Street .\ j Crown �\ IFv.\.��oa7/s HCuae d of Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Une for Minor 8 Major Storm Flow Depth at Street Crown (leave Wank for no) Tara = 10.0 ft SBACa = 0.020 ft. ven. I ft. horiz nm" = 0.029 HCURe = 6.00 inches TCRowa = 21.0 fl a = 2.00 inches W = 2.00 ft Sx = 0.020 ft. vert. / ft. horiz So = 0.005 ft. vent. / ft. horiz rIm,,, =1 0.016 Minor Storm Ma or Storm Truce = 18.5 21.0 n x cl 8.0 18.0 linches check = yea Minor Storm Major Storm As Gutter Capacity Based on Minimum of QGutter Capacity Based on Minimum of orb Q. = 7.6 202.2 cfs max. allowab:o capacity GOOD - groster than flaw given on shoat'Q-PnaW deslan ranee STIN-D-2.ds, Q-Allow 8/28/2013, 12:06 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Prole Crowne on Timberline Inlet ID: STIN-F-1 Inlet at DP 3 Design Flow a Gutter Flow ♦ Carryover Flow IOVFROLVNOI I SIDE 11IDV l STREET ! I `ROLMN➢I w-GUTTER FLOW PLUS CARRY-OVER FLOW— LaEEA ~GUTTER FLOW Slew Garage INLET INLET —112 OFSSSTREET — (owl peak flow for t2 of street, plus lbw bypassing upstream subcetMments): Site Type: O See Is Urban O SIR Is Non eban 'G Snt impe mom Area a�% Acres PCnJem lmpeNiWel1853a W, NRCS Soil Type= A,8,C,wD Slope (ftfl) Length (fl Overland Guftef Flow Flow uaer = Design Sbnn Return Period, T, Return Period One-H Wr Precipitation, P, User -Defined Storm Runoff CoalfrcRm (leave this blank to accept a wloulaled value; User -Defend Syr. Runoff Coefficiant (leave this blank to accept a eelwlaw value), Bypass (Carty4WO Flow from upstream Sub"Ichments, Total Design Peak Flow, O -1 2A 1 11.0 ofs ;b'orksheel Protected THIS SECTION THE SECTIONS STIN-F-1.)Ds, G-Peak W2013, 6:08 PM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11 (eased on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Crowns on Timberline Inlet ID: STIN-F-1 Inlet at DP 3 Warning TBACR TCROWN S T. TMAA e+cR W -� T. Street Crown 0. „cyae a a y� mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) finWs Roughness Behind Curb of Curb at Gutter Flow Line ;a from Curb Face to Street Crown Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) TeecR= .0 ft S= = 0.02010ft. Vert. I ft. horiz nB x ` 0.029 HCuae = 6.00 inches TCRM.' 21.0 ft inches W = 2.00 ft Sx = 0.020 ft. van. / ft. hortz So 0.005 ft. vert. / ft. horiz nSTREET =1 0.016 Minor Storm Major Storm TMrac = 18.5 21.0 ft dM = 6.0 18.0 inches Li U4 check = yes Minor Stonn Major Storm dlowabie Gutter Capacity Based on Minimum of O. or D., O,r,._� 7.6 202.2 cis swan max. allowabla capacity GOOD - greater than lbw given on sheat'O-Ptak' storm max. allowable capacity GOOD - areater than Bow given on shset'O-Paak' Warning range. STIN-F-1.kls, Q-Allow 9/9/2013, 6:09 PM INLET IN A SUMP OR SAG LOCATION Project= Crowns on Timberline Inlet ID - STIN-F.1 Wet at DP 3 i- Lo G- N'1]°b N-Vert 0 WIG) Waning Depression (aa60mal to mroNuoue gutter espaubn'e Oom %WoDv ) rer of Unit Inlets (Grate or Curb Opening) Depth outside of Local Depression ern Inlet m lnfomadon n of a Unit Grate h of a Unit Grate Opening Rabe for a Grate (lypial vapor 0.15-0.90) Ong Factor for a Single Gres (typical value 0.50 - 0.70) Weir Coafgciem (typcal value 2.15 - 3.60) Od6ce Coalficlem (typical value 0.60- 0.60) Opening Information h of a Una Curb Opening it of Vertical Curb Opening in trOW3 I of Curb Odor Throat in Inches of Throat (see USDCM Figure ST-5) Mdth for Depression Pan (typica0y the gutter wwift of 2 feet) ling Fair for a Single Curb Opening (typica) value 0.10) Opening Wee Coerfident (typical value 2.3-3.6) Opening Od6a CoeffitleM (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged condition) rpeeity, re Goon for Minor and Major Seortrm (>O PEAK) Inlet Type: a„y= No= Flo, Depth )E L.(G)= W.• A. q (G) C. (G) C. (G) L. (C) K..� H. Thee W>' C,(C)- C.(C) C. (C) = 0. MINOR MAJOR CDOT/Demer 13 Combination 2.00 2.00 2 8.0 12.0 5.00 5,00 1.73 1.73 0.43 C,4J 0.50 0.50 3.30 3.20 0.60 0.60 3.00 3.00 6.50 6 co 325 52u 0.00 0 C::) 2.00 2.00 0.10 0.10 3.70 0.66 MINOR MAJOR tches "t Be net saes fiches agrees het mhmgY: 111111������ D�i�mepnsion ado is is not a typical di mmouio n for east typeesppecified... Ll�> 14IT' GRrG = 3.0' (51 us&6 fok Amsevirdc) _. use 4 - .3' tiP. c-s7 (v-ja wl MMa TAW to � ©✓� STIN-F-1.)ds, Inlet In Sump 9yg/2013, 6:10 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Project: Crown on Timberline Inlet ID: STiN-H-1 Inlet at DP 1 Design Flow = Gutter Flow+ Carryover Flow 4OV`LOVND i SIDE 11 I j STREET I I 4DVEiovND �GUTTER FLOW PLUS CARRY-OVER FLOV f tEEa t GUTTER FLOW INLET INLET 112 Dr STREET (local peak flow for 12 A sbmK plus flaw bypassing upstream subratchmems): Site Type: ® See Is urban O Sae b Non-udra 0 Straw Details Subcalchmem Nee= Aaea Percent Imperviousness = % NRCS Soil Type=I IA, B, C, or Slope MQ Length a) Overland Flow = Guider Flow = Design Storm Return Period, T, Return Period One -Hour Precipitation, Pr Cr Cr Ct User -Defined Starr Runoff CoeMidem (leave this blank to accept a calwlated value), C User-Dafined 5-yr. Runoff Coeffidem leave this Wank W accept a calanated value), Cs Bypass (Canry.Over) Flaw from upstream Subcatchments, Qs Total Design Peak Flow, Q -1 1.2 1 e.2 efs V'torksheet Protec:cd IN THIS SECTION IN THE SECTIONS STIN-ti-l.Ids, G-Peak 9fg2013, 5:12 PM U ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor s Major Storm) 11 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Crowns on Timberline Inlet ID: STIN44-1 Inlet at DP 1 �Te /�CK TCROW 4 S. �� e+cx T. T4AT ,y w * T �troet rown MCune tl 9 Warning mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ft's Roughness Behind Curb of Curb at Gutter Flow Lim as from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Movable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storrs Flow Depth at Street Crovm (leave blank for no) TWK = 10.0 ft SBACK = 0.020 ft. van. / ft. hodz ns = 0.029 Hcune =M0.005 inches TCaown =ft a =inches W =ft Sx =ft. van. I ft. hortz So =ft. vert. / ft. horiz nsneeer = 0.018 Minor Storm Major Storm Tr = 18.5 21.0 ft d� = 6.0 18.0 Inches check = Yes Minor Storm Major Storm allowable Gutter Capacity Based on Minimum of % or a Q= 7.6 202.2 cfs storm max. atbwabto capacity GOOD - greater than now given on sheet'Q-Peak' storm max. allowable capacity GOOD - greater than capacity GOOD - greater than fiow given on sheet'Q-Peakon sheet'Q-Peak' tg 01: Manning's n-value does not meet the USDCM recommended design range. STIN-H-1.xls, Q-Allow 91912013,612 PM INLET IN A SUMP OR SAG LOCATION Protest= Crewne pn Timberline Inlet iD = STIN-H-1 Inlet at DP 1 r— Le C _y wo"b H-Vat _ e Lo(G) P of Inlet Inlet Type I Depression (add5onel to continuous gutter depiession'a' from't}ADw/) eyy fiber of Unit Inlets (Grate or Cure Opening) No Depth outside of Local Depression at Inlet Flow Depth: a lydonnetbn llh of a Unit Grate L. (G) h of a Unit Grate W. Opening Ratio for a Grata (typical values 0.15-0.90) Ae. girg Factor for a Single Greta (typical value 0.50 - 0.70) Cr (G) e Weir Coefficient (typical value 2.15- 3.60) C. (G) a Orifice CoeRciern (typical value 0.60 - 0.80) C, (G) : r Opening Imontre6on th of a UNt Curb Opening L. (C) in of Vertical Curb Openng in Inches H.n ht of Curb Orifice Throat in Inches Hyd • a of Throat (see USDCM Figure ST-5) Theta - Width for Depression Pan (typically the gunervddth of 2 feet) W. ping Factor for a Single Curb Opening (typical value 0.10) Cr (C) Opening Weir Coefficient (typical value 2.3-3.6) C„ (C) Opening Orifice Coefficient (typical value 0.60 - 0.70) C. (C) _ It Inlet Interception Capacity (assumes clogged condition) Q. e Wandrg 1: Dirmmsinn enfrod is trot a typical dimension Pow Inlet type specified. IT G,Q�}rE = 3a G ` (S r u5 E� 16072 ft&LjAf4 MINOR MAJOR CDOT/Denver 13 Combination 2.00 1.Gv 2 6.0 12.0 muno ueino 5.00 1.73 0.43 0.50 0.50 3.30 0.60 U,P: 3.00 ea 6.50 6 F:. 525 is 0.00 - 3 2.00 2.C: 0.10 0.10 3.70 0.66 MINOR MAJOR 1.2 1 5.2 1k5E Q— 31 4RAre5 (WGU To*,v /bf �r ✓ riches tdros set eat set ghes uTes egress tat STIN-H-1.As, Inlet In Sump 9/9/2013, 6:13 PM DPOS2.txt Crowne on Timberline 4' Curb cut at DP os2 ]RG 8-30-13 channel calculator Given Input Data: shape Rectangular solving for ..................... Depth of Flow Flowrate ........................ 5.7600 cfs slope ........................ 0.0280 ft/ft Manning's n ..................... 0.0160 Height .......................... 6.0000 in Bottom width .................... 48.0000 in ✓ Computed Results: Depth ........................... 3.0192 in velocity ........................ 5.7233 fps Full Flowrate ................... 16.8739 cfs Flow area ....................... 1.0064 ft2 Flow perimeter .................. 54.0385 in Hydraulic radius ................ 2.6819 in Top width ....................... 48.0000 in ,area ............................ 2.0000 ft2 Perimeter .................... 60.0000 in Percent full .................... 50.3206 % 4 ' CweD rL .r Critical Information Critical depth .................. 4.8112 in Critical slope ................. 0.0065 ft/ft critical velocity ............... 3.5916 fps Critical area ................... 1.6037 ft2 Critical perimeter .. ........... 57.6224 in Critical hydraulic radius ....... 4.0078 in Critical top width .............. 48.0000 in specific energy ................. 0.7607 ft Minimum energy .................. 0.6014 ft0 �d Froude number ................... 2.0116 Flow condition .................. Supercritical C.�rQot, 2E6euQ� (SEE n1ERTPAGE) Page 1 owa r na� WI M1sl0.b -' pmsm B 1p ptl �I.O pY 60 s-omm flsA P� fLWwl S1bYisb psnM� Sbd VWn Rs pa Ip SI..Srs Sibs Sea M mbl • ® Vbpp� ] p W 1fID p0 i1.16 SUBIF LbYF Sd 4ee• lYO ptlp 1R® 6iMf I rp W b6pefee crowne on Timberline 2' Curb Cut at west end 2) ]RG 8-30-13 DP2.txt of Basin 2/North end Basin 3 (15% of flow from Basin channel calculator Given Input Data: Shape . Solving for ..................... Flowrate ........................ slope Manning n ..................... Height.................... Bottom width .................... Computed Results: Depth........................... velocity ..................... Full Flowrate ................... Flowarea ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter .................... Percent full .................... Rectangular Depth of Flow 0.7800 cfs —> 0.0200 ft/ft . 0.0160 6.0000 in 24.0000 in �Cua CwT ✓ 1.5260 in ✓ 3.0667 fps 6.3144 cfs 0.2543 ft2 27.0521 in 1.3539 in 24.0000 in 1.0000 ft2 36.0000 in 25.4341 % Critical Information Critical depth .................. 2.0140 in`-,� critical slope .................. 0.0083 ft/ft Critical velocity ............... 2.3238 fps Critical area ................... 0.3357 ft2 Critical perimeter .............. 28.0280 in Critical hydraulic radius ....... 1.7245 in critical top width .............. 24.0000 in specific energy ................. 0.2733 ft Minimum energy .................. 0.2517 ft Froude number ................... 1.5161v' Ju Flow condition .................. supercritical Page 1 DP4.txt crowne on Timberline 2' Curb Cut at DP 4 7RG 8-30-13 channel Calculator Given input Data: shape ........................ Rectangular solving for ..................... Depth of Flow Flowrate ........................ 3.1700 cfs -,- slope 0.0200 ft/ft manning's n ..................... 0.0160 Height 6.0000 in Bottom width .................... 24.0000 in ✓ Computed Results: Depth ........................... 3.7630 in ✓ velocity ........................ 5.0545 fps Full Flowrate ................... 6.3144 cfs Flow area ....................... 0.6272 ft2 Flow perimeter .................. 31.5260 in Hydraulic radius ................ 2.8647 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 62.7166 % critical information Z , CE ke cwTe DPq critical depth .................. 5.1290 in ✓ Critical slope .................. 0.0080 ft/ft critical velocity ............... 3.7083 fps critical area ................... 0.8548 ft2 Critical perimeter .............. 34.2580 in critical hydraulic radius ....... 3.5932 in critical top width .............. 24.0000 in specific energy ................. 0.7106 ft Minimum energy .................. 0.6411 Froude number ................... 1.5913 Flow condition .................. Supercritical Page 1 DP5.txt Crowne on Timberline 3' curb curb in Medians within Basin 5 (80% OF FLOW FROM BASIN 5) 7RG 8-30-13 channel calculator Given Input Data: Shape Rectangular ....................... Solving for ..................... Depth of Flow Flowrate ........................ 5.6200 cfs ---� (&% e( 'g, Slope ........................... 0.0200 ft/ft Manning's n ..................... 0.0160 Height.......................... 6.0000 Bottom width .................... 36.0000 i n ✓ 3 cakg cL,fs 0 weD,►hJ computed Results: (5L#Wb5 BHI?lS Depth ........................... 4.0450 in ✓ Velocity ........................ 5.5575 fps Full Flowrate ................... 10.2453 cfs Flow area ....................... 1.0112 ft2 Flow perimeter .................. 44.0900 in Hydraulic radius ................ 3.3028 in Top width ....................... 36.0000 in Area ............................ 1.5000 ft2 Perimeter .................... 48.0000 in Percent full .................... 67.4164 % critical Information Critical depth ................... 5.7335 in ✓ critical slope .................. 0.0069 ft/ft critical velocity ............... 3.9208 fps critical area ................... 1.4334 ft2 critical perimeter .............. 47.4671 in critical hydraulic radius ....... 4.3484 in critical top width .............. 36.0000 in specific energy ................. 0.8171 ft Minimum energy .................. 0.7167 ft Froude number ................... 1.6876 ✓ d Flow condition .................. supercritical Page 1 Crowne on Timberline 3' Curb cut @ median flow from basin 5) 7RG 8-30-13 DP6.txt Basin 6 (40% of flow from Basin 6 + 3.0 cfs carryover channel calculator Given Input Data: Shape....................... Solving for ..................... Flowrate ........................ Slope........................ manning's n ..................... Height..................... Bottom width .................... computed Results: Depth........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... area............................ Perimeter .................... Percent full .................... Critical information Rectangular Depth of Flow 6.1500 cfs a((D7. 6 145W b fi 3.a c Fs BAsa� s 0.0200 ft/ft 0.0160 6.0000 in 36.0000 in ✓ 3 GtRB uAT 0 M&A(" OA5W b 4.2885 in ✓ 5.7362 fps 10.2453 cfs 1.0721 ft2 44.5771 in 3.4634 in 36.0000 in 1.5000 ft2 48.0000 in 71.4756 % Critical depth .................. 0.0000 in critical slope .................. 0.0000 ft/ft critical velocity ............... 0.0000 fps Critical area ................... 0.0000 ft2 Critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in specific energy ................. 0.0000 ft minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical Page 1 6.09"--!> adWLx%/dnl fitO'O. tv&API. (Oi�) ✓ DP8.txt Crowne on Timberline 4' curb Cut @ DP8 ]RG 8-30-13 channel calculator Given Input Data: shape ....................... Rectangular solving for ..................... Depth of Flow Flowrate ........................ 8.6600 cfs slope ........................ 0.0200 ft/ft Manning's n ..................... 0.0160 Height .......................... 6.0000 in Bottom width .................... 48.0000 in ✓ Computed Results: Depth ........................... 4.3485 in ✓ velocity ........................ 5.9745 fps Full Flowrate ................... 14.2610 cfs Flow area ....................... 1.4495 ft2 Flow perimeter .................. 56.6969 in Hydraulic radius ................ 3.6814 in Top width ....................... 48.0000 in ,area ............................ 2.0000 ft2 Perimeter .................... 60.0000 in Percent full .................... 72.4742 % Critical information Critical depth .................. 0.0000 in -I> critical slope .................. 0.0000 ft/ft Critical velocity ............... 0.0000 fps Critical area ................... 0.0000 ft2 critical perimeter .............. 0.0000 in critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical./ Page 1 q` Cua* Ckr Cb dP 8 . 04&kVs 100 M/Ii#k Eve. DP9.txt crowne on Timberline 6' Curb Cut @ DP9 7RG 8-30-13 channel Calculator Given input Data: shape ....................... Rectangular solving for Depth of Flow Flowrate 13.3300 cfs Slope 0.1000 ft/ft Manning's n 0.0160 Height 6.0000 in Bottom width .................... 72.0000 in ---2� Computed Results: Depth ........................... 2.6222 in velocity ........................ 10.1671 fps Full Flowrate ................... 50.0844 cfs Flow area ....................... 1.3111 ft2 Flow perimeter .................. 77.2444 in Hydraulic radius ................ 2.4442 in Top width ....................... 72.0000 in area ............................ 3.0000 ft2 Perimeter .................... 84.0000 in Percent full .................... 43.7031 % (0, CUP-6 C«r critical information critical depth .................. 0.0000 in Critical slope .................. 0.0000 ft/ft critical velocity ............... 0.0000 fps critical area ................... 0.0000 ft2 critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in critical top width .............. 0.0000 in specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical Page 1 6 TEkrvp1 I ad to, wo- E46*-q3 (i ✓ CoNllka, P-Et4R(- n1Ex,- scar) rEvowuub•uPm ,c _ v +u an xn au as r�o •vE.il'O.Yme �Or .P. VIE C-35Z F4 P—C r mPa EeEe_i. wwv rp vbPmaomb. Nbbfr.Y @ bp 9 x..a ObiP� Rr O� irn Petl SlrfPe l'iYV SM Sev s+nE.n. arse IFI M Ly.E SN E4rm iID Cn6 1.0 S1NtF C bMS DP13.txt crowne on Timberline 3' Curb cut @ DP13 7RG 8-30-13 Channel calculator Given Input Data: Shape ....................... Rectangular solving for ..................... Depth of Flow Flowrate ........................ 6.2600 cfs slope ........................ 0.0500 ft/ft Manning's n 0.0160 Height .......... 6.0000 in Bottom width .................... 36.0000 in ✓ Computed Results: Depth ........................... 3.2291 in ✓ velocity ...................... 7.7544 fps Full Flowrate 16.1993 cfs Flow area ....................... 0.8073 ft2 Flow perimeter .................. 42.4583 in Hydraulic radius ................ 2.7380 in Top width ....................... 36.0000 in Area ............................ 1.5000 ft2 Perimeter .................... 48.0000 in Percent full .................... 53.8190 % Critical Information Critical depth .................. 0.0000 in —� (0•l4 critical slope ................. 0.0000 ft/ft Critical velocity ............... 0.0000 fps critical area ................. 0.0000 ft2 critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical/ Page 1 31 cuRA car @ AP 13 oVOZON (Al h - PG`�M fios. Cw✓-Ifn- "fQ64 (- &6 A/Kr Pa.) -�XMpFCIX T9 MXbaq Vml c] Lo ]O ]N pL pzi z-a® �LM 13 Ssy� ® Vayfm ] p Ib Il.m pR Ipol S�MIL M[ Sd Our im p3i p$ 51011[ S.XmXwsoe DP20.txt crowne on Timberline 2' Curb cut @ DP20 JRG 8-30-13 channel Calculator Given Input Data: shape Rectangular solving for Depth of Flow Flowrate ........................ 3.6600 cfs slope ........................ 0.0200 ft/ft manning's n ..................... 0.0160 Height .......................... 6.0000 in Bottom width .................... 24.0000 in ✓ Computed Results: Depth 4.1410 in ✓ velocity 5.3031 fps Full Flowrate ................... 6.3144 cfs Flow area ....................... .0.6902 ft2 Flow perimeter .................. 32.2820 in Hydraulic. radius 3.0786 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 69.0163 % critical information Critical depth .................. 5.6448 in critical slope .................. 0.0080 ft/ft critical velocity ............... 3.8903 fps critical area ................... 0.9408 ft2 critical perimeter .............. 35.2896 in critical hydraulic radius ....... 3.8389 in critical top width .............. 24.0000 in specific energy ................. 0.7821 ft minimum energy .................. 0.7056 ft Froude number ................... 1.5915 Flow condition .................. supercritical Page 1 Z'cull Cwr o UZo . Crowne on Timberline 2' Curb Cut @ DP21 (west 7RG 8-30-13 DP21.txt median with 33% flow of Basin 21) Channel Calculator Given input Data: shape ....................... Rectangular Solving for ..................... Depth of Flow Flowrate ........................ 3.0700 cfs ---�> Slope 0.0200 ft/ft Manning 's n ..................... 0.0160 Height .................... 6.0000 in Bottom width .................... 24.0000 in ✓ Computed Results: Depth 3.6839 in ✓ velocity 5.0001 fps Full Flowrate ................... 6.3144 cfs Flow area ....................... 0.6140 ft2 Flow perimeter .................. 31.3678 in Hydraulic radius ................ 2.8186 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 61.3982 % critical information Critical depth .................. 5.0206 in critical slope .................. 0.0079 ft/ft critical velocity ............... 3.6689 fps Critical area ................... 0.8368 ft2 Critical perimeter .............. 34.0411 in critical hydraulic radius ....... 3.5396 in critical top width .............. 24.0000 in Specific energy ................. 0.6955 ft Minimum energy .................. 0.6276 ft Froude number 1.5910 Flow condition .................. Supercritical Page 1 337, aF IA51A1 at I;,n 2' cu26 cwr 001 (06-r SiAE Ikanrw DP22.txt crowne on Timberline 5' Curb Cut @ DP22 7RG 8-30-13 Channel Calculator Given input Data: shape Rectangular solving for Depth of Flow Flowrate ........................ 4.2400 cfs Slope ........................... 0.0200 ft/ft manning's n ..................... 0.0160 Height .......................... 6.0000 in Bottom width .................... 60.0000 in ✓ Computed Results: Depth ........................... 2.3905 in velocity ........................ 4.2568 fps Full Flowrate ................... 18.3181 cfs Flow area ....................... 0.9960 ft2 Flow perimeter .................. 64.7810 in Hydraulic radius ................ 2.2141 in Top width ....................... 60.0000 in Area ............................ 2.5000 ft2 Perimeter .................... 72.0000 in Percent full .................... 39.8417 % critical information Critical depth .................. 3.3802 in ✓ Critical slope .................. 0.0066 ft/ft Critical velocity ............... 3.0105 fps critical area ................... 1.4084 ft2 Critical perimeter .............. 66.7604 in Critical hydraulic radius ....... 3.0379 in Critical top width .............. 60.0000 in specific energy ................. 0.4808 ft minimum energy .................. 0.4225 ft Froude number ................... 1.6814 Flow condition .................. supercritical Page 1 S'CUIBCure DPzZ , - DP23.txt crowne on Timberline 5' Curb Cut @ DP23 7RG 8-30-13 Channel calculator Given input Data: Shape ........................ Rectangular Solving for ..................... Depth of Flow Flowrate ........................ 6.4500 cfs Slope ........................... 0.0200 ft/ft Manning's n 0.0160 Height 6.0000 in Bottom width .................... 60.0000 ins computed Results: De th .......................... 3.1015 in ✓ velocity ........................ 4.9911 fps Full Flowrate ................... 18.3181 cfs Flow area ....................... 1.2923 ft2 Flow perimeter .................. 66.2033. in Hydraulic radius ................ 2.8109 in Top width ....... 60.0000 in Area 2.5000 ft2 Perimeter .................... 72.0000 in Percent full .................... 51.6924 % critical information Critical depth .................. 4.4710 in ✓ critical slope .................. 0.0062 ft/ft critical velocity ............... 3.4623 fps Critical area ................... 1.8629 ft2 Critical perimeter .............. 68.9420 in critical hydraulic radius ....... 3.8911 in Critical top width .............. 60.0000 in Specific energy ................. 0.6456 ft Minimum energy .................. 0.5589 ft Froude number ................... 1.7308 ✓ Flow condition .................. Supercritical Page 1 S' Cute C,-T @ DP Z3 > 0-SD L> P6kA . C-�OfpQ CbW-IiVt- R.r &Lik.6) (SEE �✓EtcT SF}y�s-r� NW VMIIM $g4Pb� YPM P� SIr SCm WI CmYtl SM SEm M SW6i b flM� qr [y ip SPyM ® Y.pivn } p IY )584 11m 1.1p Ipp] Si.WF St�E $y pb{y 1]{p p5Y 119 Siy1E f- 3SO e dPz3 . crowne on Timberline 2' curb cuts for Middle 7RG 8-30-13 DP24.txt Median in basin 24 (40% of flow from Basin 24) channel Calculator Given Input Data: shape....................... Solving for ..................... Flowrate ........................ slope........................ manning's n ..................... Height..................... Bottom width .................... computed Results: Depth velocity........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... area ............................ Perimeter .................... Percent full .................... Rectangular Depth of Flow 3.2400 cfs ---"> 0.0500 ft/ft 0.0160 6.0000 in 24.0000 ins/ 2.8262 in ✓ 6.8786 fps 9.9840 cfs 0.4710 ft2 29.6524 in 2.2874 In 24.0000 in 1.0000 ft2 36.0000 in 47.1029 % Critical information critical depth .................. 5.2042 in critical slope .................. 0.0080 ft/ft critical velocity ............... 3.7354 fps Critical area ................... 0.8674 ft2 critical perimeter .............. 34.4085 in critical hydraulic radius ....... 3.6300 in critical top width .............. 24.0000 in specific energy ................. 0.9708 ft Minimum energy .................. 0.6505 ft Froude number ................... 2.4988 ✓ Flow condition .................. Supercritical Page 1 4 U 7. a� kjuo gAsid 14 2 ' cu.4 cwrs WO(q-PO lsudA 045101 t9) crowne on Timberline 2' curb cut @ Median ]RG 8-30-13 DP25.txt in Basin 25 (25% OF FLOW FROM BASIN 25) channel calculator Given Input Data: shape Rectangular solving for Depth of Flow Flowrate ........................ 2.6100 cfs --5i Slope ........................... 0.0200 ft/ft manning's n 0.0160 Height 6.0000 in Bottom width .................... 24.0000 in ✓ computed Results: Depth 3.3099 in ✓ velocity 4.7313 fps Full Flowrate ................... 6.3144 cfs Flow area 0.5517 ft2 Flow perimeter .................. 30.6198 in Hydraulic radius ................ 2.5943 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 55.1651 % Critical information critical depth .................. 4.5056 in Critical slope ................ 0.0079 ft/ft critical velocity ............... 3.4757 fps critical area ................... 0.7509 ft2 Critical perimeter .............. 33.0112 in critical hydraulic radius ....... 3.2757 in critical top width .............. 24.0000 in specific energy ................. 0.6237 ft Minimum energy .................. 0.5632 f Froude number ................... 1.5882` Flow condition .................. Supercritical Page 1 (ZS/o dQ 90&,1 ZS) Z' cuft8 C" @ 1rlEDrM✓✓ APPENDIX E 31 SWALE, OVERFLOW WEIR, & LID/PSB SIZING 3L Crowne on Timberline Swale A sizing ]RG 8-29-13 Swale A.txt channel calculator Given Input Data: shape....................... solving for ..................... Flowrate ........................ slope........................ manning's n ..................... Height .................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Depth........................... velocity . Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area ............................ Perimeter .................... Percent full .................... Trapezoidal Depth of Flow 2.6000 cfs 0.0200 ft/ft 0.0290 18.0000 in 24.0000 in 0.2500 ft/ft (v/H) 0.2500 ft/ft (v/H) 3.6791 in --ems cP= 3.6 9 = 0. 31 2.6285 fps 77.1165 cfs 0.9892 ft2 54.3386 in 2.6214 in 53.4328 in 12.0000 ft2 172.4318 in 20.4394 % Critical information critical depth .................. 3.6444 in Critical slope ................. 0.0207 ft/ft Critical velocity ............... 2.6630 fps Critical area ................... 0.9763 ft2 Critical perimeter .............. 54.0527 in critical hydraulic radius ....... 2.6010 in Critical top width .............. 53.1554 in Specific energy ................. 0.4140 ft Minimum energy .................. 0.4556 f Froude number ................... 0.9832 > O,SO Flow condition .................. Subcritical N&Q&0 anfrjt Rk 4ss Es7)Bu6ftj . Page 1 s�►�E A : P�en�►��� /rw�-Fp6SVeeall J ISN1 �unx-gF�ina'N LkM__1Mee0..il -"7 - [ 1D 18 IID YL 6d 6pp•C��® JI Wdl�•29J�' Mnb6et 6,45-16rl ComJf2ol- k5& 5"1516 F►4 LIC b.bbW So. Crowne on Timberline Swale B sizing 7RG 8-29-13 Swale B.txt Channel Calculator Given Input Data: Shape....................... solvingfor ..................... Flowrate ........................ slope manning n ..................... Height .................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Depth........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter .................... Percent full .................... Trapezoidal Depth of Flow 4.2400 cfs 0.0110 ft/ft 0.0290 14.0000 in 60.0000 in 0.2000 ft/ft (v/H) 0.2000 ft/ft (v/H) 3.6832 in — 20. a( - 3.bf = 0.31 ' 2.1140 fps ►ao 55.9689 cfs 2.0057 ft2 97.5615 in 2.9604 in 96.8320 in 12.6389 ft2 202.7725 in 26.3086 % Critical Information Critical depth .................. 3.0875 in critical slope .................. 0.0207 ft/ft Critical velocity ............... 2.6214 fps Critical area .................. 1.6174 ft2 Critical perimeter .. ........... 91.4863 in Critical hydraulic radius ....... 2.5459 in Critical top width .............. 90.8749 in specific energy ................. 0.3764 ft minimum energy .................. 0.3859 f Froude number ................... 0.7475V7 Flow condition .................. 5ubcritical Page 1 Project: Crowne On Timberline Location: Pond 100 Broad Crested Weir - Basic Equation: Q = C*L*H1.5 Calculate Q from Dimensions: C= 3.00 L= 127 ft H= 0.60 ft Q= 177 cfs Calculate L from Q and H C= 3.00 Q= 177 cfs H= 0.60 ft Lr 127 ft Calculate H from Q and L C= 3.00 Q= 177 cfs Ir 127 ft H= 0.60 ft ASPEN ENGINEERING Proj. Number: 500-001 By: J. Gooch *This Q value was taken from the Rational Calculations. *Q= Qloo x 2....... Q= 88.69 x 2 = 177.38 cfs. H= Freeboard - Overflow Inv. = 4946.0- 4945.4 = 0.6' Therefore ... L=127' No Text APPENDIX F 33 i ol tie a tie); "IDAMA_ SIZING & EROSION CONTROL ESCROW ESTIMATE 34 S oa *,—A, KcPKO ..r.,m.�-caosv.c,. 6rvmr z�i3A xu io is uv am au S.aO}00.. JJ use 1 `►N- M 9(PRAP 11 blD E R 19 ' Lo,J G X I I AEFP a bb� ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. MISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS &ROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 OMPUTED BY: JRG DATE: 8/30/2013 ROM STATION/REACH: DP 21 TO STATION/REACH: STORM A OUTLET RAINAGE AREA: DESIGN FREQUENCY. 100-YR INPUT PARAMETERS hannel Discharge : 24.3 afs (.69 m^3/s) eak Flow Period : 1 hours hannel Slope : 0.02 ft/ft (0.02 m/m) 4rhannel Bottom Width: 14.0 ft (4.27 m) eft Side Slope : 4:1 qf fight Side Slope : 4:1 SChannel Lining: Rock Riprap 12in Wermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 CALCU*CATIONS,,,,,,,,**,,,,,*************„******** initial Depth Estimate = 0.18 * (24.3 /(0.020^0.5))^0.375 = 1.10 ft (.34 m) df nal Channel Depth (after 7 iterations) _ .84 ft (0.26 m) IowArea = (14.0 * 0.8)+(0.5 *0.84A2 * (4.0+4.0)) = 14.7 sq.ft (1.4 m"2) 'OVVet Per. =14.0 +(0.8*(((4.0^2)+1)A.5 +((4.OA2)+1)A.5)) = 2 1. 0 ft (6.4 m) Oiydraulic Radius = (14.7 / 21.0) = 0.7 ft (0.2 m) hannel Velocity=(1.486/0.100)*(0.7^0.667)*(0.020".5) = 1.7 fps (0.5 m/s) hannel Effective Manning's Roughness = 0.100 Walculated Shear (Td) = 62.4 * 0.84 * 0.020 = 1.05 psf (50.4 Pa) g$afety Factor = (TplTd) _ (4.00 /1.05) = 3.80 na sn uo ixn oa oe s•oom 6 u lb& x to ` toAtu x r PEEP 4RORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 41111ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. 4VSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS WROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 COMPUTED BY: JRG DATE: 8/30/2013 ROM STATION/REACH: DP 25 TO STATION/REACH: STORM B OUTLET DRAINAGE AREA: DESIGN FREQUENCY: 100-YR INPUT PARAMETERS hannel Discharge : 17.3 cfs (.49 m^3/s) eak Flow Period : 1 hours *,hannel Slope : 0.02 ft/ft (0.02 m/m) 4Fhannel Bottom Width: 6.0 ft (1.83 m) eft Side Slope : 4:1 fight Side Slope : 50:1 Whannel Lining: Rock Riprap 12in 4vermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 CALCULATIONS &itial Depth Estimate = 0.16 * (17.3 /(0.020"0.5))^0.375 = 0.97 ft (.30 m) final Channel Depth (after 9 iterations) _ .66 ft (0.20 m) IowArea = (6.0 * 0.7)+(0.5 *0.66A2 * (4.0+50.0)) = 15.8 sq.ft (1.5 m^2) et Per. =6.0 +(0.7*(((4.0"2)+1)^.5 +((50.0^2)+1)A.5)) = 41.8 ft (12.7 m) &ydraulic Radius = (15.8 / 41.8) = 0.4 ft (0.1 m) 4jhannel Velocity =(1.486/0.100)*(0.4^0.667)*(0.020".5) = 1.1 fps (0.3 m/s) W,hannel Effective Manning's Roughness = 0.100 fDalculated Shear (Td) = 62.4 * 0.66 * 0.020 = 0.83 psf (39.5 Pa) #afety Factor = (Tp/Td) _ (4.00 /0.83) = 4.85 SIDAM-C : QIPPO W Fdtp rA3 tD 19 iLY YN 6T L 9l�.O�yd10 J t .0WJA•l�m� lUt W.b .. (ks t "r)P6 wt K IPRA•P ��j�w,DF x 19�LdA4 xI�dE�,p ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS 4FROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 OMPUTED BY: JRG DATE: 8/30/2013 ROM STATION/REACH: DP 12 TO STATION/REACH: STORM C OUTLET RAINAGE AREA: DESIGN FREQUENCY: 100-YR INPUT PARAMETERS hannel Discharge : 20.5 cfs (.58 m^3/s) eak Flow Period : 1 hours hannel Slope : 0.02 ft/ft (0.02 m/m) Shannel Bottom Width: 14.0 ft (4.27 m) eft Side Slope : 4:1 ,Vight Side Slope : 4:1 Shannel Lining: Rock Riprap 12in 1wermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 CALCU*CATIONS**.****.,****.«******x�***.,..**�*.**««* Oiitial Depth Estimate = 0.16 " (20.5 /(0.020^0.5))^0.375 = 1.03 ft (.32 m) final Channel Depth (after 8 iterations) _ .77 ft (0.23 m) low Area = (14.0 ' 0.8)+(0.5 '0.77A2 * (4.0+4.0)) = 13.1 sq.ft (1.2 m^2) et Per. =14.0 +(0.8"(((4.0^2)+1)A.5 +((4.0^2)+1)".5)) = 20.3 ft (6.2 m) Oydraulic Radius = (13.1 / 20.3) = 0.6 ft (0.2 m) 4Fhannel Velocity=(1.486/0.100)*(0.6"0.667)" (0.020^.5) = 1.6 fps (0.5 m/s) *hannel Effective Manning's Roughness = 0.100 Oalculated Shear (Td) = 62.4 " 0.77 " 0.020 = 0.96 psf (45.8 Pa) #afety Factor = (Tp/Td) _ (4.00 /0.96) = 4.18 S-rdOvk-D < 91PPAP H,vaaN icwFs�n,v O.ew � 4r NWT Ne./ IW NceY�M1�W j ns is is aQ as1 am I � s-o® w,�°4'ms'• N..S ME ► Ip& pK 2 ( P RAP C W tt6 Bid"ImS— ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. OSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS *****xx*x*****x***x*x**x**xx******xx**xxxx*xx**x*x*****x********x**xxx****** SPROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 j1POMPUTED BY. JRG DATE: 8/30/2013 ROM STATION/REACH: DP 6 TO STATION/REACH: STORM D OUTLET RAINAGE AREA: DESIGN FREQUENCY: 100-YR ************xx*xx*xx**x*************x***x*xx*xxx**xxx*x*****x*************xx INPUT PARAMETERS • hannel Discharge : 13.5 cfs (.38 m^3/s) eak Flow Period : 1 hours hannel Slope : 0.02 ft/ft (0.02 m/m) QDhannel Bottom Width: 6.0 ft (1.83 m) eft Side Slope : 4:1 fight Side Slope : 4:1 SDhannel Lining: Rock Riprap 12in Wermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 •*****xxx***********************xx**x**xx**x*x******************************* CALCULATIONS • initial Depth Estimate = 0.16 * (13.5 /(0.020^0.5))^0.375 = 0.88 ft (.27 m) df mal Channel Depth (after 6 iterations) = .9 ft (0.27 m) low Area = (6.0 * 0.9)+(0.5 *0.90^2 * (4.0+4.0)) = 8.6 sq.ft (0.8 m^2) et Per. =6.0 +(0.9*(((4.0^2)+1)^.5 +((4.0^2)+1)A.5)) = 13.4 ft (4.1 m) Oiydraulic Radius = (8.6 / 13.4) = 0.6 ft (0.2 m) hannel Velocity=(1.486/0.100)*(0.6^0.667)*(0.020^.5) = 1.6 fps (0.5 m/s) hannel Effective Manning's Roughness = 0.100 Walculated Shear (Td) = 62.4 * 0.90 * 0.020 = 1.12 psf (53.7 Pa) 40afety Factor = (TplTd) = (4.00 /1.12) = 3.57 STo R►k — E : P i P RA-? �pR m aF� hA Ir ISM RN»k NM RBI RI 1 0 10 1 M Ily p9 69 L Rip® ►-s ift iw AlfR-O A ` Wl D E x 10 n ddG x 1 11) 66P p 1bby5o• xx«xx«x«xxxxxx«xx««xxx««x««x«xxx«xxxxx«xxxx«xxx««x«««xx«««xxx«xx««xxxxxxxx«xx AORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 4NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.1. &SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS «««xx«xxxxxxx«x«x«**«*«««x««««xxxxx«xxxxxx«xxx«xx«x«««xxx«x«x«xxxx«xxxxxxxx • 4FROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 ,111POMPUTED BY: JRG' DATE: 8/30/2013 ROM STATION/REACH: DP 26 TO STATION/REACH: STORM E OUTLET DRAINAGE AREA: DESIGN FREQUENCY. 100-YR INPUT PARAMETERS hannel Discharge : 48.0 cfs (1.36 m^3/s) eak Flow Period : 1 hours hannel Slope : 0.02 ft/ft (0.02 m/m) 4Whannel Bottom Width: 10.0 ft (3.05 m) _dkeft Side Slope : 25:1 fight Side Slope : 25:1 jWhannel Lining : Rock Riprap 12in 11wermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 CALCULATIONS initial Depth Estimate = 0.16 x (48.0 /(0.020^0.5))^0.375 = 1.42 ft (.43 m) df nal Channel Depth (after 10 iterations) = .97 ft (0.30 m) low Area = (10.0 x 1.0)+(0.5 x0.97A2 x (25.0+25.0)) = 33.3 sq.ft (3.1 m^2) et Per. =10.0 +(1.0x(((25.0"2)+1)A.5 +((25.0"2)+1)A.5)) = 58.6 ft (17.9 m) *iydraulic Radius = (33.3 / 58.6) = 0.6 ft (0.2 m) *hannel Velocity=(1.486/0.100)x(0.6"0.667)x(0.020".5) = 1.4 fps (0.4 m/s) Whannel Effective Manning's Roughness = 0.100 Walculated Shear (Td) = 62.4 x 0.97 x 0.020 = 1.21 psf (58.0 Pa) #afety Factor = (Tp/Td) = (4.00 /1.21) = 3.30 r an v.:eaa n.s,s� oa�n u io +a cm nw m 1.1 :.1NI l 1. S?o kwt - r-: � fto i Irc M e r e R.A p 6 r w1b& x (V 4kORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 &ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.1. dWSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS WROJECT NAME: Crowne on Timberline PROJECT NO.: 500-001 OPOMPUTED BY. JRG DATE: 8/30/2013 ROM STATION/REACH: DP 3 TO STATION/REACH: STORM F OUTLET &RAINAGE AREA: DESIGN FREQUENCY: 100-YR INPUT PARAMETERS hannel Discharge : 7.8 cfs (.22 m^3/s) eak Flow Period : 1 hours Whannel Slope : 0.02 ft/ft (0.02 m/m) Whannel Bottom Width: 6.0 ft (1.83 m) eft Side Slope : 6.7:1 •--Right Side Slope : 6.7:1 Whannel Lining : Rock Riprap 12in Fermi. Shear(Tp) :4.00 psf (191.5 Pa) • Phase = 0 CALCULATIONS enitial Depth Estimate = 0.16 * (7.8 /(0.020^0.5))^0.375 = 0.72 ft (.22 m) mal Channel Depth (after 7 iterations) _ .63 ft (0.19 m) low Area = (6.0 * 0.6)+(0.5 *0.63A2 * (6.7+6.7)) = 6.4 sq.ft (0.6 m"2) Net Per. =6.0 +(0.6*(((6.7A2)+1)A.5 +((6.7A2)+1)A.5)) = 14.5 ft (4.4 m) Hydraulic Radius = (6.4 / 14.5) = 0.4 ft (0.1 m) 0�hannel Velocity=(1.486/0.100)*(0.4^0.667)*(0.020".5) = 1.2 fps (0.4 m/s) Whannel Effective Manning's Roughness = 0.100 Walculated Shear (Td) = 62.4 * 0.63 * 0.020 = 0.78 psf (37.5 Pa) Safety Factor = (Tp/Td) _ (4.00 /0.78) = 5.11 EROSION CONTROL COST ESTIMATE Fr �ect� '; r �z''iC�oviine on Tim6erllne '' 501'007 P�repared1By: 5er `s;� JRG Date: 9l4I2013 Y.* Method Quantity Urrrt Cosh Cosh , _Notes. Reseed/mulch 15.70 ac $723 $11,351.10 Subtotal $11,351 Contingency 50% $5,676 Total $17,027 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSIONfOONTROL' MEASURES" . Unit _ Total._ Nunib& - Method Quantity Unit Cost Cost . NoItea', Vehicle Tracking Mat 97 CY $30 $2,910 6 Gravel Filter 0 ea $300 $0 5 Straw Wattle Barrier 20 ea $150 $3,000 8 Sift Fence Barrier 3951 LF $3 $11,853 38 Gravel Mulch 10.5 ac $1,350 $14,175 39 Hay or Straw Dry Mulch (1-5% slope) 5.2 ac $500 $2,600 Subtotal $34,538 Contingency 50% $17.269 Total $51,807 Total Security $61,807 APPENDIX G .5 PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET 36 10011Q go DD<_GNT Nerua e x is OF SILT FENCE IudG EST NMMowr N NGNW R Few RI I � SECTION A —A I_R,.rx rSTA / m 1110 3ECTON[I.TIBy_i_A-p omaTLmxna PROFILE V EW PERFUNT MR IF 4ALL RURAL FILTER ONAM, "In, "IF DEEP, PLAN, MNAM UP NILM ITAMTORT "I I TF, UP NOT EMBOSSERS, F, PAPUA PANEL FUNNY PAUL BE IT TELL I I F ANNE AND APURE -MAPPER OR M I A 1 POSTER OR DIED UP ANSI ANUILET I 3E DI ART BASIN FIT 9 AHA�L BE INSPECTED PERMI TO I I ANN A' 1. RAAT� PJAN MENT ADD PAPER 0 FREE `,H)IFIF\1BASIN GRAVEL FILTER FOR POND 100 NOTES 1) CONTRACTOR TO INSTALL SILT FENCE. PRIOR TO BEGINNING CONSTRUCTION ACTMTIES. TOM LENGTH OF MIT FENCE -J.B51 MR, 3) ALL DISTURBED AREAS ME TO BE SEEDED AND MULCHED T) A'SOFT PANT CONSISTING OF A I SSAMW TOPSOIL MIX WILL BE PLACED MONG THE BOTTOM OF POND IN AND THE PROP EDSN SALONG E50UTHMDEASTPROPERWBOUNDARIES.THE-SOFTPM'NILLBEZWMx I' DEEP AND HILL ALLOW FOR VEGETATION TO BECOME ESTABLISHED OVER TIME MILE INCREASING WATER QUALITY FORTHESITE PLEASEREFERTOTHEORMNGPL FOR'Wp PWLOCATIONS SEESHEET"MFORDEMW N) STOCK PILES SHALL NOTTO EXCEED 10' IN HEIGHT. 5) ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTONARE TO BE RE -VERGE ATEDMD RETURNED TO HISTORIC CONDITION. STMWWA=SORGMVELINLETFILTERSIMYMINSTALLED(IFNECESBArMMET MSTING 1UTYPERINLETSINNMIMWLLGWMNE(SW OFTHECRO ESITEI. 6) VEHICLE TNACIUNG PAWS) LOCATORS SWLLL BE DETERMINED BY THE CONTRACTOR MD PROR TO CONSTRUCTION. AND SHALL BE INSTPLLED ACCORDINGLY. T) SEE SHEET GMT FOR EROSWN CONDROL NOTES AND DETAILS. mm�xlMRr`E"`E,NNOMn j Y i PNVTF�scaxsln.aawnlM EMn.NEEPMUTe i _ f� o�uun: xEumoxw .jp IPROP MD---WeCLLLNMM6RTiFN£ NLMq MMRNYaFu0.N6M.Mq � ANT ART PEPSI SENATE • N NNP _ Q�ItpP INEr FILLER ^ �\S ` " FILM RIOM HIM ISEAS Far ass Is r, WmOA mm I NMtro r:ra� I I I I I I I I I I I I I I I I I D I I I I I I I I I I I I I I I IP I I I I I 1 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 I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I FC SSILCRFBKPMIMVLv I � _ � _ — _ LEGEND /Q — MDPOSED IMIX CgROW - 5 FTNIERYN 39 — PROPOSED IN E WAt CCNTM.R - 1 IT NRRYY YTNICLE TRACKING PAS 91-T HENCE �/��� ��.!!�� TYPE M RMR "QnFCY HAS wA111F LYECK am HAY Be STRAW My WLCH 1-ND Ilsr eF1 y�`- I xin r�iLTFA— 1 'iFLV COMEtrta Wuwtp Eax. YFNI: RFL!➢nd M.� I I F 1 aeoP I I I I I I I I C All -- I iilh W I Z I 1 I 1 � I fV I I I W O L-- I O I aJ r-- F- o IL Z U) J -- O J X W U Z Z O U CRY of Fort Collins, Colorado IICT (A UTILITY PLAN APPROVAL O Q m APPROVED: DAY Engineer Dote wo W CHECKED aY: e s wmte.aLN LnIMy Date Water u CHECKED BY: Storm.ater Utility WfE F (j uW Z CHECKED BY: ParEe h Recrearbon DNe CHECKED BY: O Traffic Engineer Date BY: ACHECKED 0O RE Enhronmental Planner Date y,Mu " "No -AI THESE PUNS HAVE BEEN REVIEWED BY THE LOCAL 0 ONLY FOR CONCEPT ONLY. WE REVIEW DOES NOT i RESPONSIBILITYEVI IMPLY RESPONSIBILITY BY THE REWING G4piF DEPARTMENT, THE LOCAL ENTRY ENGINEER. OR WE LOCAL FMIIY FOR ACCURACY AND CORRECTNESS OF `n YpH"ALT,T?G.A THE OLCUUTIONS. FURTHERMORE, THE REVIEW DOES F °µaunin^"x°a^" CALL UTILITY NOTIFICATION NOT IMPLY TINT QUANTITIES OF FENS ON THE PUNS CENTEROFCOLOFUDO ARE THE FINAL QUANTITIES REQUIRED. THE REVIEWSHAI xo: WUm1 MGT HE CONSTRUED IN ANY 1-800-922-1987 ACCEPTANCE OF FINANCIAL RESPONSRUT" ELS E c 0i310i13 SHEET No: C-006 LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS Fq x SHOWN THAT MAY BE REQUIRED DURING THE MExaeRUnuneS. CONSTRUCTION PHASE. 6 OF 4103 I ems STRAW WATTLES. NBEDOED AND STAKED, As sTMOMDEROSION MDEEOwW21TOOR M SEEDING CHART oOm IN 'wain£ RLIER' DETAIL, THIS SHEET, 70 n1E tip smucTOH PLAN Noma - ma safAnm ENSURE STABLZAnw OF WATTLES S AFENG SHALL BE rat September. NOB - - + r Table 1L2. Renommmded Species and Application Rates of Seeds BASED ON VFRTGL ME -TO -HEAD HEIGHT (AT 3 epyEp (1) Tx - d ao mud be mafieda east he a°°aeei Lbr INTERVALS sPERE Is- HDGHi S EXCEEDED BY 3CPE 4gHi A YUS! O M Mealy (blxwn pvabaly[mfxetlorm r _I fen Temporary Vegetation Md/p Cow Crops. STRAW OF CHAMIELI. BE HIg1ER m.Va un ypme Attunes W.e N [Yey 1 µy MAN Pb[!B 4` TYX fall Tx n a9uT ng acnvrlv°`nb mealtmenat,datlmlMeriepm joists. a - -- -- Species 5easonr1l Drilled Pounds/Acre all uraPa re pwmaw de.nacmNucMn wren ana61<aimBee �qEm ar Hana eimrN _ mpw� �� rii mnia mkpnin9, t,*np sheet eel. arane l other m mnam ammism, Nan mB mrey (aes Mae aaRe ,ge bm0 in me mmi twm bewnnmutbn [m sewmce as Indicated in the aq[ronsup m.[o plains red women m (4) AT MI Ease owns Immuncell me Dedome, Nall M resPonsble for proverlpm and mi ollrgmW / e"m including keeping the WM" sufamanty rimm wil coca, &WIMML Tra 0.N wa shall Wbe sip or 19 IN 9 III WMGn GROTHA and MENMrw.n hum a N w nuMp e a- ewe m bI R mow h) JmM. ending g ml be limitedt III& arell remmildla m ne Or xiv aOK SECTION PLAN VIER Ion n p In ran blame a (6) k Voaa W 91 nY 1 PP 9 d & Xy h, YFp at non cmd n mul Mc.1 hlMk p' ern a a' M awtgM glee T Ih ms FOOT -COMPACTED MSPECiPINERAL nREPAq, AND REPLACE (IF IEQSSARY) ME IAl hi "NM M mane 1 ilea coined BMP Ire. No atll - SONa6 pdeM sake EACKFILL 1, FLOW FILTERS AFTER EACH STORM EY T. rldrlsoVMy SAW remain ami N lane dsWNng waste more In pony LED) cos Mite mpi t iAmed(a 9 se Ich, lmn awT we) li lnswlled uniu al m 2n watB£sM ED AfIFA@ dons WNnaW Cied" w 1 UNLESS APPROVAL ISCCRANT BY ME fill In atlttlo mnnRe amion Pi&nnnL WlanpmerylCrvewll aosimr wnbolmmwres sxal: MCIIE NG WASIM FOR LMC£R USE (al Be inipxletl MnmrrAmum Worr[eewry Mo (bweekseneebw [a[xagrlfimM slam weY and mpkm anrxmspuRm as mcewa in mica W emum the[omrrumem fix ads of s TA£ASF TO FOLLOWING bEKSTE FOR mdripmem Nnnw. AG A AL WA ADDITIONAL AND DETRE wF nnly damaroxTauA Gx PROFILE VIEW HDres nx0 glALs. _ PM a( R.rr..r kr place Mar Each INTO as all me umr,ming airmen mil am iuNuaiy aeElsa pm maw by me woman dire bepea rich Be rwrrwm&Mr me ale has own wln[tent awma0 as dda Wtryma@mum[med All 10rr D AH T R T AW WATTLE CH K DAH in fill Man lwwa moaol cmba measures are remade. Me Deraoaa axe he rewmebx Er Cie Meer a up and mtrww of oil Mencent and dmM Alm an aNmMHntemucMm am mw Mae Twl III The hallimmodaay a Me, up any tonMnxlm maMMs-mNa aelnsled an smW CURB INLET climb a N lk ar aMer publ[nam, ofway end make vas mea¢ and wagsnys am unfair an me sure ding day. (103 aTwbnm3mm.Pn ppwnny mwem pvm maws dam.. NMlbomma Onewgwmd In amsnnw end lan6on so es not locwwpp rae.w non. wwexdeleU sip. m (11J H°BOI Mdpile easel wcwater 1101 fell in MpM. Nl xg Is"al Ypawbd M1an u6nsM GRAVEL FILLER tnn,mn M suave ragrming waeM1rq. wa pMmM as Ixraira_ Ain m6 •ImkplerMwkiry aid (APPROX. 3/4' SEA)wRE aM(3a drys NMlamesewe mrlme. 02l me namwan,.a,m.aw.aydedmsm wnaiwK ice rpmrmena seen Nw.kllpwalMtM.em CONCRETE ups aarnplMion dual me belle taming me nuimnnn as m IM1e CiyFwnry v SCREEN BE C Xmas ens Aamaem HOAI A (APPRO%.1/YESH) Mil Ip) CM Ordnance and Wlaem Discharge Pemx sywwn lcopsl nwlremeasmake 'n uxewnilM A Shp. Be ashramrmof dt gemtig malmx9 wporeeruck PRAWA N, umllown d,W,d Sh Induaa. W tie non Imm,t rs eismram building mer<nels. concrete ruck mslrwE [MmR'sl; Pdwd YX4' WOOD SEED Jena s mun trueranasenne ins dew ashena,u 7 O OVERFLOW FILTERED WATER am aam3 a e onw@%e inaevamawaw mpakn.nnonmeson in amommr.ewkn mmalwar,p RUNOFF VwaismelM sompw om,oiw any meall wpiable ram, roenaleara mgaam, (14) Aa�tlYm era ioMl be pwidrtlm sale brxortnta bmF Nun waiMN. ion ana Nall be remsnit denim Uponrc completerffcoi cMMIm9MyfW)MIawry otoerry lm npldbnolteoreab,grK[sme [ontnbw03M1ONm010nel xel be askq cmndwn CURB INLET dspm rs^o'°aa'a prywy espwm alp ome Ba oe'arg rat m0000©0000mm C� MIT I Annual Ryegross Cool 20 Oats Cad 70 Cereal Rye Cool 40 Meat Winter Cool 40 Wheat Spring Cod 60 Barley Cad 6D Millet Wpm 30 Hybrid Sudan Worm 15 Sorghum Worm 10 Cod accent grasses make their major In the spring.Worm season grosses q gowth make thew major growth n late during d summer. Table 11.4 identifies planting g dates for perennial and temporary/cover crop grosses . LCOI Table 11.4. Planting Dotes for Peruslod and Temporary/Cover crop Gres! es. i m DATE PERENNIAL TEMPORARY/COVER GRASSES CROP GRASSES Worm Cod Worm Cool Jon Of - Feb 28 Yes Yes No No Mar Dt - May 15-""" Yes Yes No Yes May 16 - May 91 Yes No Yes No p Jun 01 Jul 31 No No Ye> - No Aug 01 - Aug 31 No Yes No Yas Sep 01 - Sao 30 No No No Yes Get Ot - Dec 31 Ym Yes ND No Mulching shall be used to asaie6 in establishment of vegetation. Date w more of the following mulches shall be used with a perennial drylond grass seed mivture, or a temporary vegetation w cow crop. 0 Mulch AppllcaHM Rate Acceptable Dotes of tie CC g Straw or Jan 01 - Dec 31 1 1/2-2 tons/acre (Haywood or paper) Mar 15 - MayDec 15 1 taro/acre NydroulficsionS E$q l Erosion central (mats or blankets) Jon 01 - Dec 31 Not applicable Not Hoy or site, mulch shall be free of noxious weeds and at Trost 50% of the fiber shall ®®®®® be 10 inches or more in length. When seedling with native Tosses hay from a native gross Is a suggested Mulching material, if ov iable. GRAVEL FILTER HRE SCREEN I15h Tomwre Wlsmmmldm,,,tmmeoffdlnd,quelbC eormveolaeblbmng wamwaaoaw.,edrd BMP,IIIwmaMea and mommed Awl me create wWs,emry amide, If Irrigation is used, h Re mulches a be applied from March 151mm h 30' ga hydraulic may pp g Beer CHECKED BY, 1.0[eh Yx1' WOOD ST1D e,daermnealHrMmmmcmire,m amr Wimmnmudded CMLnds OdyL Hay or Straw Mulch WIRE SCREEN fix) Damv an gamer mxmpwis. DESIGNED BY. lemH PLAN VIEW SECTION A rot Dmlmrhnapaml.,. 1. Hoy or straw mulch dal be anchored to the sol by one of GENERAL NOTES A R) Am3ldmdmm, tall anwroa. the following melhatl OMWNBT. 2.Goorh REPAIR FILTERS AFTER EACH STORM EVENT 1. INSPECT ANDSEDIMENT Oma bastion; O61 COnerxm,rn me 60M mry wermm eruam cmbd m.awpmaetatarsall r,NowmtlMmpYs (a) A crimper which wit crimp the few Inches or REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH MBDevnlm.r,Mn mp.nwmwranv rwesuresmewwnwrm nwpury,oma[ba qaa more Into the hell. Al least 505 of the fiber 0% HAS BEEN REMOVED SEDIMENT SHALL BE DEPOSITED c'nyrcurlop Mall be 10 inch, off cede in length. IN TRIBUTARY AREA i0 A SEDIMENT BASIN OR OTHER FILTEM FI RING MEASURE. (p) Menu factored mulch netting installed over the M1oy or straw according to manufacturers' Instructions. 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. (c) ToLMRera sprayed on the mulch to the manufacturer's recommendation. EROSION CONTROL CURB INLET GRAVEL FI 2. All stow ar hay must be free of noxious weeds. W M PIPE/CUl PROTECTION u CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP L SITE DESCRIPTION: .rr Onsle construclim which consists of grading utility work roadway construction antl the of construction of a detention pones and associated storm oultm structure. V®rr.m b. The major activities are planned in the following sequence: Ten wa.ea ATTFD Td �1. 1. Clearing antl Drubbing necessary for peril controls 2. Installation of perimeter controls t1g, mw'i r 3. Demditim of xisting asphalt, structures, and site Rem0. as applicable. 4. Grading of Site and Detention Pmd Areas. 5. Utility construction to her site (Sanitary Sewer. Water, Storm Sewer). 6. Roadway and Parking Lot CMstruetim, Building Construction g. Slabaization, I cluding seedig 8. Remowl of control measured r � K sEtilox a- my =TO " a Tie site contains approximately 15.70 ewer (17.74 Including shell basins). Tro write site is expected to undergo clearing and/or grading, with Mom additional offers grading omr von taking place to tie-in to exhlbg topography and site omenitles. va tat<rzo wvraL Rot' "N AN DM b i 1 NAM KVTmM VBl YMM MogWE C6E%AIKN IIW111f O.OI SQE fill MHOS) (WHO) CDSS Y` A - IW Be 50 - M 35 25- 50 10 6 2 - IO 1 c 12 !O - 1m 4M So - !0 22e 2e - as es 12 2 - 10 cats is 1m Has M- TO 6Y 25 - SO 2Ti IB 2 - 10 IB CV 24 me yW m - To lead 25 - w 665 24 2- 10 g J J MW W 0 O Z Q N ■ 0 F_ a ore uctlm. Rational C - 0.66 after mstmetbn. Tie 0 O Mile lies wilhb the Moderate Roinfoll Erodibllity Zone and Low Wind Ercefibllity Zone per r 4 • I F M WE AT I ED PEA<oR OF RATE LwEE Ecru K STORES Late -To OR wKaR TIWI WAA 'II,mar wa ATaae. m mT. the City of Fort Collin zM maps. ydlh the existingsite slopes of approximately 1S to MB �� ZNEST PMTECT Oxn sued w mrm aw I es�m �_wpr 5R the new mpror vets veil be subjected to both Wand and rainfall erosion. rr MIRK ON 4 To I EBC UM M Gera maw IF sL S uE SEEM. O Z J vo MATS property. Else medewlopmmt Tend current property consists of sheet farm land. Which is Irrigated 3 grass/dfstand.w fa mix sttl, with intermittent and grosses along the north side of the O 3. war property. W UMAW Z I. mere are no anticipated pollution sources. mere will be no welch storage or cleaning on Z PUN site. There will be no chemiml storage on site. 0 O W,,, � m am IF more may be anticipated non-alwmwater compensate of discharge. U. i t toVANNANVR=WYAiVF VAWATFF ..nrr.r+wi-..e..r....r.,..eury u,rwerm. AREA, OF AS. ass M1. The downstream locations water is Fwsa Greek Rpe ir, which ulfi nately outlets to the v.n w1V � THE Low 2 AUNVA....-..mw.= ..=r. AIR T,. Tear '...�a r. uwrti¢NOTU T �`TWO RERETURNr v Routine Riv .. Stromwater developedrunoff from the developed portionL of the site will be NET serene, Vn..w Kama ends sr= magma , ve non New WE ram rem °Yi M vas µipaweeM1lo tan the On -Site detention pond via ov and sheet flow, swoles/channels, curb O O EV ENT r.T.w wam me rewmium, m ATED na man wwwo. SILT FENCE and gutter, inlets, and storm sweet pipe. . STRAW WATTLE OR GRAVEL FILTER FOR PIPES 2. SITE MAP: 0 0 INLETS. & STRUCTURES RITHIIISOIL AREAS HOLES a. See Drainage k Erosion Gm1rd Plan. CALL I2nUTY NOTIFICATION P O 1. VEHICLE IRMKNG MET SHau BE LOCATED .y CENTER OFFxCOO�LO.gMBO'/ ,�1 AT EVERY ENIRaNCE/Exn TO ME COxS11.UCTKM SDE 3. RIF FOR STMMWAEER PIXL M PREVENMM: 1'HOO-OLL� I OH/ W SLOPE U. E+asi n and Sediment Controls: See Erosion Control Notes and Sequence Table (this 2. WHAN xaE TTT � MAT 51IAu BE MUNTANM Meet)_ Z Tsix PREVENT AN ` WrtR FROM 801 R. Materials Handling and III pew torn: Measures Mwld be undertaken to central T KED OMO CM SIIYR. t ° Sp 00fts rat w cmairvdim maledah d waste, and tlispmal of excess concrete (if applcable) to LUMsqu tin �2 . fi > SMWMT AND OTCR mMR EPUED. g M ensure this and other materials M not Imw the site and enter Me detention pmd K K A S" OR TIUCKED prt0 CITY sIREET SIMLL BE IMMEDIATELY which eventually outlets to the Pmdre Riv . Cmcrete, building nua lah. waste, and a O z 099 REuwil) cleanup byproductsshould not be discharged into Me Carl storm sewer sytam non 4,ard should they enter the of detention pone. In the event of a spill tram the site into C' of Fort ills iron Collins, Colorado x .` 00 storm sewer system w on -site detention pmd, appropriate measures Mmld be THESE PUNS RAVE BEEN REVIEWED BY ME d D =undertaken0 = STATE CLASSIFICATION FOR N°MIW 46 undertaken ire erlimw1y to remove the splprevent lea materials and future a UTILITY PLAN APPROVAL ,q pP r p STOW SITE occurring LOCAL ENTIY PER CONCEPT ONLY. ME Wr - gppROVED REVIEW GOES NOT IMPLY RESPONSIBILITY Eff 'V ALL EDGES VILL BE 'TOED' INTO ABOVE ➢IMENSI°N 4. FINAL STABIUZABM AND LONG-TERM STORMWATER MANAGEMENT: City Engineer Dale THE REVIEWING DEPARTMENT, THE LOCAL = Sea Erasion C°ntd Notes this sheet for final stmilizotM measures to central Mutants CHECKED Br: ENRTY ENGINEER, OR THE LOCAL ENTITY FOR a `O IF RIP -RAP TO 14 GROUTED. _ _ o g products Pa CALCULATIONS. PLANS FUR HER ORE. HE RDIIES r i//Auuai GROUT SHALL BE IN ACCORDANCE TO in sto walw discharges. water $ wml Wet Utility Mh p / ON THE ARE FINA ASTMiC110 J-LATESi REV ISIDN. CALCUU110N5. FURTHERMORE. THE REVIEW ../ GROUT OF STRESSED BE VIBRATED RIP-RA IN PLACE. 11/T - J ROCK I/2 5. OWNER CONTROLS. CHECKED BY: WES NOT IMPLY THAT QUANTITIES OF ITEMS ONAr�a� TOUT OF E%P°EEG RIP -RAP WILL BE - .1H r1LTEB AVER w/ Measures should be undertaken to remove excess wastefiwn the site and Slormxd Utility Mte ` ri01IXIT1 FMM[ dif these waste materials off -site .r a VET BRUSHED M10 CLEANED OF GROUT UNOEMASVLM TO MMnG spend o n appropriate manna. Ina Cis' CHECKED BY: REQUIRED. THE REVIEW SHALL NOT BE i0 EXPOSE RIP -RAP COLIBR. fli gip C pAtTED 6' Mx. me°cores should be undertaken to limit off -site soil tacking of mud and tleMis spiloge IBM MO-w E tom v icim heading the site. Mud and debris Mmld not be tanked along HATHI a Pods 8 Recreation Dote CONSTRUED IN ANY RUSON AS ACCEPTANCE wa14p1 and allowed to enter non -protected drainage ways which discharge eventually Mfo the CHECKED B!: OF NNANCI4L RESPONSIBILITY` HY TIE LOCAL anmoC[m xa TO/30/I3 RIP RAP DRAWING VEHICLE TRACKING HAT Cache Ea Passage Rim. Traffic Engineer Date EMERY FOR ADDITIONAL QUANTITIES OF ITEMS 6. INSPECTION AND MAINTENANCE: SHOWN THAT MAY BE REQUIRED DURING ME SHEET No: C-007 an Inspection and mointmonce should be undertaken o 0 regular basis as outlined M CHECKED EY: CONSTRUCTION PRASE. Sedbn 6 of the Terms and Conditions of the COPS General Rea l EnwirMmenlal Planner D°le 7 OF l3 _ENT-- '' — ---- i — — Les — — I `~9rr 1 I 1 1 1 l \\1 ' \.aRaQ��NE.11 ENE I ) I / / -JI / I S SIN \ \ \ \ oil �I�7�IIIIIIWLIII�Iro ill n -znV�l ® ` .� �' I I I_ 1' �� II III ■) �'�� 0 � - � � �I� 1���f,L III , ni1i1� ,jJ� rl YTS , ILL■,�1' , � ��'nl� A.�� Ipr ARE ��► ,►i�,I-SAII REFER 6 ASO FOR THE GRANT FLAT OF 111 FEES "LUVINNOTHEENT AREAS An I WF CI PEND CALL UTILITY WnRCATON CENTER OF CALOPoIW 1-800-922-1987 , I 1 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 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 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 I I I I I I I ®pNPo MCAluerl Vv am a RN II n aW 1m An am 5 e an on ou lm e am an IN TOM 7 1 am cc am III 1 9 am an V! SY 10 10 am on 0.11 zM am ON IM eat AN! 14 00 0.R on 291 16 Is 0412 am ON AN am Ors, 161 Is is OW on In Am 19 AD DID ON Dal AREA ON m ON on am AN As ED am am am 424 am an am Ila A AN am In BID m119 am IN AM p1 OF SINw ', \\ -� =. \ AN \� �Wr " J I & I �II / 11I �� IYIILiI__..111�►e,11 ---1�I►1-�iT�1 `�, lIMF� lillSl ���s,� k V I I I I I I I IF I I I I I I III I I I I I 111 I I I I I I I I I I I I I I I I I lyIT II I I I I I I I I I I I I I I I I I I I I I I I mem AN Am New ORNNAGE BASIN BOINDMY LINE PROPOSED DRAIWWE BASIN ID _ ACRESIVIIALUE Q MR SED DRAINAGE DESIGN PONT 40 PNOPOSED INI CONTWR-5 FT INTERVAL 41 — PROPOSED INTERMEOATE CONTOUR-1 FT INTERVAL (4940) EXISTING INDEX CCMWR-S FT INTERVAL ---(4939)--- E l"NG INTERME MCOMWR-1 FL INTERVAL 6 J AIDED psi concrete - N 1) ME DRAINAGE BASINS SHOWN ON THIS EXHIBIT ACCOUNT FOR 15,70 ACRES OF ONSITE BASIN AREAS AND 1SO ACRES OF OFFSIM BASINS (INCLUDING THE WESTERN HALF OF TIMBERLINE ROAD ALONG THE PROPERTY FRONTAGE) BEING CONVEYED TO POND 100. THE WATER QUALITY AND DETEMION POND 561NG FOR POND 100 ACCOUNTS O FOR BASINS 2-14, 051, AND OS2 (16 OR ACRES) BEING TREATED, WHILE BASINS I& 15(1.35 ACRES) WILL HAVE p WATER OUALETY AND DETENTION PROVIDED BY OTHERS WTM FUTURE DEVELOPMENT TO THE NORTH AND NEST. THIS PLAN PROVIDES FOR FLOW FROM BASIN 15 BEING (" PASSED THROUGH POND 100 UNTIL FUTURE a DEVELOPMENT OCCURS AND PROVIDES THE WATER QUALITY AND DETENTION NEEDS FOR BASINS 1 & 15. 2) SEE RATMNAL METHOD CALCULATIONS FOR COMBINED/ o ATTENUATED FLOW FROM COMBINED BASINS. to 5) IT OF CDOT CUSS A BEDDING MATERIAL SHALL BE 2 PLACED UNDER ALL RIPMP SHOWN. ALL RIPRAP SHALL BE COVERED WITH W OF TOPSOIL g 4) SEE SHEET O002 FOR MASTER LEGEND. a 5) DRAINAGE PROVISIONS HAVE BEEN SHOWN SOUTH OF THE CRO'MIE PROPERTY AND ALONG THE WEST S1DE OF TMBERUNE ROAD TO PROVIDE CONVEYANCE OF RUNOFF FROM LINDEN PARMS FRONTAGE ALONG TIMBERLINE INTO THE E%IS LNG DETENTION POND WITHIN LINDEN PAAN. e) IN THE INTERIM CONDITION ONLY. THE OFFSITE RUNOFF FROM TIMBERLINE ROAD'S WEST HALF-VADM ALONG THE CI HANSEN PROPERTY WILL FLOW SOUTH IN THE PROPOSED CURB AND GUTTER ALONG THE WEST SIDE OF TIMBERLINE ROAD, THEN WEST ALONG ROSEN DRIVE AND INTO ME D1 PROPOSED 5TYPE R INLET WITHIN THE CROWNE PROPERTY. FUTURE CEVELOPMENTOF THE HANSEN OR PROPERTY WILL PROVIDE FOR CONVEYANCE OF THE — ABOVE RUNOFF INTO THE HANSEN DEVELOPMENT'S DRAMAGESYSTEM. T) SEE SHEETS OMB & C-COY FOR LOCATIONS OF CONCflETE & METAL SIDEWALK CULVERTS. SEE TPBLE BELOW FOR DETAILS OF CULVERTS CUOU GRASSIE LINED .W Si OFMM 1WY KEEL N'/ 0.31' ry 6.0' 2.0' 6.0, "SWALE A -A CROSS SECTION a•-21I GMS$1506LINEn 1m YRMEL geR.s/ �yY 5.6' 5,0' S.3' SWALE ENS CROSS SECTION or, aMm Are u0 •-3MP151n511 8.11% 'CONCRETE SIDEWALK CULVERTS -1 - 01 MIN. (FOR CONC DAILY) I ` I Bars O 12'o.c, as, C' 2-/4 Born 'D' OPENING SECTION C-C N15 CULVERT# 'A' S. 'C' 4943.59 4942,76 MAIN495202 4951.19 9.4• 0946.69 4945.85 4•942IT M4' 4941.31 4• 4946,M 4• 49Q.b 4 Z LL MW 0 H m 5W x O IN 2 EARRE Z Z m 0JUI Ld W ° z Z o SEE 9 IL 13 City of Fort Collins, Colorado UTILITY PLAN APPROVAL O APPROVED: z Dam Engimer O CHECKED BY: a I 1 Water Or WaSte.ater UBSty Date V CHECKED BY: Stornmoter UT Dale G O z CHECKED MR MI Part & Recreation Dote & tt CHECKED Br: Q Traffic Engineer Data DECKED Err """ 11 Environmental Planner Dote THESE PLANS HAVE BEEN REVIEWED BY TIE LOCAL ENTRY FOR CONCEPT ONLY. TIE REVIEW DOES HOT eE MPLY RESPOISIBEFTY RY THE REVIEWINGDEPARTMENT, TIE LOCAL ENT" ENGINEER, OR MELOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF ME CALCULATIONS. FURTHERMORE, ME REVEW DOES MET IMPLY THAT QUANTITIES OF ITEMS ON ME PARS ME THE FINAL QUANTITIES REQUIRED. ME REIEW SUPI NOT RE CONSTRUED IN ANY REASON AS Na Bp1Op1 ACCEPTANCE OF FINANCIAL RESPONSIBILAY BY ME 1GV80/13 LOCAL ENTITY FOR ADDITION4 QUANTITIES OF DBMS SHEET NO: C-01 O SHOWN THAT MAY BE REWIRED DURING ME CONSTRUCTION PHASE. 10 OF 43