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Drainage Reports - 05/14/2007
� ;�• .�,. 1. ! ' . Final Drainage Report for Plymouth Church Fort Collins, Colorado May 7, 2007 • ... - . l� [::tea: Prepared For: Plymouth Church 916 West Prospect Fort Collins, Colorado Prepared By: NENORTHERN ENGINEERING SERVICES, INC. 200 South College, Suite 100 Fort Collins, Colorado 80521 Phone:(970) 221.4158 Fax: (970) 221-4159 Project Number: 100-004.00 Third Submittal NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 WEBSITE: 200 S. College Ave. Suite 100 www.norihernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 1 Basil Hamdan ' Stormwater Utility — City of Fort Collins P.O. Box 580 Fort Collins, CO 80522-0580 May 7, 2007 RE: Plymouth Congregational Church (Project Number: 100-004) Dear Mr. Hamdan, This drainage summary is in regards to the Plymouth Congregational Church site ' building and parking lot addition, and specifically, the impact that this addition will have on the existing storm sewer system in Prospect Avenue and Lake Street. This summary also addresses water quality and detention for the site. We have provided the required calculations for the design changes to the site, including rational calculations, swale, sidewalk chase, and water quality information. 1) Historic Drainage Overview a) The Plymouth Congregational Church site is part of the College Heights Subdivision located north of Prospect Avenue between Shields and Whitcomb Streets in Fort Collins, Colorado. The site is located in the "Old Town Basin" from the City of Fort Collins Master Drainage Plan, which discharges to the Poudre River. No drainage report was found for the original Plymouth Congregational Church site. Historic drainage patterns were established based on existing topography (original survey information by King Surveyors — June 2004 and additional survey by Northern Engineering — November of 2006). The ' northern portion of the site historically drains north into Lake Street. Lake Street slopes to the east, and drainage travels via curb and gutter to a small Type 13 (Grated Area inlet in gutter section) inlet located east of Whitcomb. The inlet is part of the Colorado State University drainage system. The City of Fort Collins currently does not have the CSU drainage information on file, so the capacity of the existing system is unknown. Based on field information and discussions with 1 City Staff, the system is inadequate for the current runoff volume it sees. Runoff from the southern portion of the site flows south directly into Prospect Avenue. Prospect Avenue slopes to the east, where an existing Type 13 inlet intercepts flow. This inlet is also part of the Colorado State University drainage system for which there is little available information. 11 2) Proposed Improvements ' a) The proposed improvements for the site include the addition of a new entrance addition to the eastern side of the building. The front sidewalk and parking area has been reconfigured to provide handicapped accessibility. The southern driveway access off of Prospect Road has been updated to provide the necessary setbacks required by the City. Additional parking has been added to the northern portion of the lot. There are two scenarios for the northern parking lot area. The first is to provide an asphalt surface over the entire parking area. The second is to use "GrassPave" over the western half of the lot, while asphalting the northeastern lot. The Grasspave area would provide a more usable area for children's activities ' during the week, while providing parking spaces during the weekend services. Detention and water quality ponds have been added on the northern edge of the site as required by the City. The ponds will release at the historic 2-year rate, which will have a positive impact on the downstream drainage system which is currently undersized. ' 3) Proposed Drainage Basins a) Basins Al, A2, and A3 consist of the northern driveway off of Lake Street and a portion of the eastern edge of the site. This area flows overland and via a drainage chase (Basin A2) to Lake Street and to the lot directly east of the site. The Basin follows historic drainage patterns for the site. The impervious area was calculated for this portion of the site based on the proposed site layout. The drainage from these basins will travel to the inlet east of Whitcomb undetained. Flow from this basin was calculated to be 0.2 cfs and 0.8 cfs for the 2 and 100- year storms respectively. b) Basin B 1 consists of the northeastern portion of the parking area. This area is to ' be the new asphalt portion of the lot. Impervious areas were calculated based on the proposed site layout. Drainage will travel overland to the eastern edge of the site, where it will be conveyed north via curb and gutter to the proposed eastern I detention pond. The detention pond will have retaining walls which will provide detention with an approximate water surface elevation of 5026.25. The top of wall elevation was set at 5026.50 to provide some additional freeboard and prevent water from spilling over the top of the walls in the 100-year event. The site was graded so that the driveway spill elevation is 5026.25, a variance request was granted from the City to allow the freeboard requirement of one foot to be waived for the site. An additional variance will allow 18-inches of ponding in the 100-year storm event for the parking lot. The site was graded so that an elevation of 5026.25 was provided within the site parking area and detention pond walls. The following provides detailed information on the detention ponds and their release rates: i) The eastern pond will release at a rate of 0.90 cfs which results in a detention volume of 0.288 ac-ft. The eastern pond does not have the capacity to allow 1 L7 it C� [1 i 1 [1 1 1 N the entire water quality capture volume to be added directly to the detention volume. The water quality capture volume for the eastern portion of the site is 0.046 ac-ft, of which 0.0193 ac-ft was included in the detention volume. A variance has been requested to allow this portion of the WQCV to be included in the detention volume. ii) The discharge value for the pond was calculated by comparing the historic 2- year discharge values to the runoff values of the proposed site. Basins Al, A2, and A3 leave the site undetained, due to geographic reasons the drainage cannot be captured on -site. Taking the historic rate of discharge for the 2-year storm of 1.9 cfs (Basin EX-1), subtracting off the 2-year values from Basins Al, A2, and A3 of 0.2 cfs, leaves 1.7 cfs for the two northern ponds release. The release was divided between the two ponds at rates that corresponded to their volumes. Basin EX-2 in the existing condition compares to Basins D1 and D2 in the proposed plan. Basins D1 and D2 have less than the maximum of 5000 square feet additional impervious area, so it is not being detained. A variance has been submitted to allow the southern portion of the site to be released undetained. Basins D1 and D2 have routed combined 2-year runoff value of 1.2 cfs, as compared to Basin EX-2 release of 1.3 cfs. Therefore the total release from the site in the 2-year event will be 3.1 cfs as compared to the historic 2-year release of 3.2 cfs (Basins EX-1 and EX-2). iii) The total release from the site in the 100-year event is 7.9 cfs compared to the historic 15.5 cfs. The two ponds will release at the 2-year rate of 1.7 cfs, the western pond releases at 0.8 cfs and the eastern pond at 0.9 cfs. c) Basin C1 consists of the northwestern portion of the parking area. This area has two pavement options. One alternate is to match the proposed eastern parking lot asphalt section, the second alternate has the parking area with "Grasspave". Impervious areas were calculated based on the proposed site layout, using the worst case scenario of asphalt parking lot. The future building addition on the south side of the existing building was also included in this basin. Drainage from the future addition will need to be discharged to the west, where Swale C will carry it to the parking area. Drainage will travel overland to the northern edge of the parking lot, where it will discharge into the western detention pond. The detention pond will have retaining walls which will provide detention at an approximate elevation of 5026.11. The top of wall elevation was set at 5026.50 to provide some additional freeboard and prevent water from spilling over the top of the walls in the 100-year event. The site was graded so that the driveway spill elevation is 5026.25, a variance request was granted from the City to allow the freeboard requirement of one foot to be waived for the site. The site was graded so that an elevation of 5026.25 was provided within the site parking area and detention pond walls. i) The western pond will release at a rate of 0.80 cfs which results in a detention volume of 0.109 ac-ft. See Section 3.b for the description of the detention pond release rates. The eastern pond was sized using the impervious rates associated with the parking area as asphalt (worst case). 11 I 1 LJ I 1 1 11 11 ii) The western pond does have the capacity to allow the water quality capture volume to be added directly to the detention volume. The water quality capture volume for the western portion of the site is 0.018 ac-ft, which has been added to the detention volume of 0.091 ac-ft for a total pond volume of 0.109 ac-ft. d) Basins D1 and D2 contain the southern parking area, which drains directly into Prospect Avenue. This follows the historic drainage pattern for this area. There is less than 5000 square feet of additional impervious area in the basin, so no detention or water quality was provided. The combined routed runoff rates for the basins are less than historic in the 2-year and 100-year event, so no negative effects are anticipated for the downstream storm system. 4) Existing Drainage Basins a) Basin EX-1 consists of the northern portion of the site, including the existing gravel and grassed parking areas. This basin has historically drained to the north into Lake Street. Historically the flow from this area travels east to an existing inlet east of Whitcomb Street, associated with the CSU drainage system. According to the City of Fort Collins this system is undersized. This Basin corresponds to developed Basins Al, A2, A3, B 1 and Cl. The total runoff for the existing basin is 1.9 cfs and 9.2 cfs for the 2-year and 100-year storm. b) Basin EX-2 represents the southern portion of the site, including the existing asphalt parking area and parsonage. This basin corresponds to developed Basins D1 and D2. The total runoff for the existing basin is 1.3 cfs and 6.3 cfs for the 2- year and 100-year storms (1.17 acres). The developed site total runoff is 1.2 cfs and 6.0 cfs for the 2-year and 100-year storms respectively. The southern portion of the site discharges directly into Prospect Avenue, which slopes to the east. A Type 13 inlet, which is part of the CSU storm system, intercepts flow from this basin. 5) Erosion Control a) The proposed erosion control plan during construction will consist of several temporary structural erosion control measures. Straw bales will be installed in Swale C at 2' vertical intervals. Straw bales will also be installed at the inlet of the water quality structure. Silt fence will be placed along the eastern edge of the site to prevent sediment from leaving the site onto the adjacent properties. These erosion measures are to remain in place until paving is completed and landscaping has been established. Permanent landscaping will also serve to mitigate potential erosion problems. If you have any questions, please feel free to contact us at 221-4158 Reference 1: Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright Water Engineers, Inc., Denver, Colorado, Updated June 2001. Reference 2: City of Fort Collins Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins, May 1984. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Cinde Welken, Design Engine 1 1 1 1 )O IICF;� r-. J r n L I 11 1 11 APPENDIX A Vicinity Map I a I <VICINITY MAP ' lv 1"=2000' I 1 1 i 1 1 1 i J 1 1 1 1 1 APPENDIX B Rational Method Drainage Calculations �I' mak//8)@ \$\ ■ , a E o : 0 0w / � _ v �2\//)[00�_` �g;G \ � /\ � a �)E 0 ! 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O O N Y O L i m M O N N m (D N > U � � m d y0p n rnN ` S N� mm mm mo ma "r ma om am r 3 N U 'r Cr. r� co co co m co nm n c r rnmaoeommcoao m 0 U $� W r0 U CD rch O ONiMO O O .- 0 0 0� O LL 1 V U? N n N c N C9 c�0 . 0 0 0 1010 0 0 0 0 0 O L� r U ~ W 5 c`D � C°OOOOO�o � h E Q_ V O Q O LL't O W sE��������� a N Q W y 16 U m r c0 O [t O W O 0 0N C7 � 0 ' 0 M 0 N 0 W 0 N 0 w w Q Q< M O a O m m � 0 C LL N wQQQn7U�� 0 0 Gd w I 1 1 1 APPENDIX C Drainage Chase and Swale Calculations ' Sidewalk Chase Al Worksheet for Rectangular Channel ' Project Description Worksheet Sidewalk Chase Al ' Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.016 Channel Slope 0.011300 ft/ft ' Bottom Width 1.00 ft Discharge 0.40 cis Results Depth 0.16 it Flow Area 0.2 ftz ' Wetted Perimeter 1.33 ft Top Width 1.00 ft Critical Depth 0.17 ft ' Critical Slope 0.009948 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 ft Specific Energy 0.26 it ' Froude Number 1.07 Flow Type Supercritical 1 Project Engineer: Cinde Welken d:\...1100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc 03/10/07 10:35:58 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA FlowMaster v7.0 [7.0005j +1-203-755-1666 Page 1 of 1 ' 1 1 1 1 Sidewalk Chase 131 Worksheet for Rectangular Channel Project Description Worksheet Sidewalk Chase B1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.016 Channel Slope 0.020000 fUff Bottom Width 1.00 ft Discharge 1.69 cis Results Depth 0.36 It Flow Area 0.4 f12 Wetted Perimeter 1.73 ft Top Width 1.00 ft Critical Depth 0.45 ft Critical Slope 0.011426 ft/ft Velocity 4.65 ft/s Velocity Head 0.34 ft Specific Energy 0.70 ft Froude Number 1.36 Flow Type Supercritical Notes: Basin B1 flow = 13.4 cis - Approximately 1/6 of area to curb cut 13.4 cfs/8 = 1.69 cfs Project Engineer: Cinde Welken d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:36:22 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Sidewalk Chase 62 Worksheet for Rectangular Channel Project Description Worksheet Flow Element Sidewalk Chase B2 Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.016 Channel Slope 0.020000 ft/ft Bottom Width 1.50 ft Discharge 3.38 cfs Results Depth 0.41 ft Flow Area 0.6 112 Wetted Perimeter 2.33 ft Top Width 1.50 It .Critical Depth 0.54 It ' Critical Slope 0.009442 ft/ft Velocity 5.44 f /s Velocity Head 0.46 It Specific Energy 0.87 ft Froude Number 1.49 Flow Type Supercritical ' Notes: Basin B1 flow = 13.4 cfs - Approximately 1/4 of area to curb cut 13.4 cfs x 1/4 = 3.38 cfs 1 Project Engineer: Cinde Welken d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:36:35 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Curb Cut B3 Worksheet for Rectangular Channel ' Project Description ' Worksheet Flow Element Curb Cut B3 Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.016 ' Channel Slope 0.020000 ft/ft Bottom Width 4.00 it Discharge 13.40 cis ' Results Depth 0.48 it Flow Area 1.9 ftz ' Wetted Perimeter 4.96 it Top Width 4.00 it Critical Depth 0.70 it ' Critical Slope 0.006269 ft/ft Velocity 6.98 ft/s Velocity Head 0.76 It Specific Energy 1.24 it ' Froude Number 1.78 Flow Type Supercritical 11 [] 1 Project Engineer: Cinde Welken ' d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:33:24 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Sidewalk Chase B4 (East Pond) Worksheet for Rectangular Channel Project Description ' Worksheet Flow Element Sidewalk Chase B4 Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.016 Channel Slope 0.005000 ft/ft Bottom Width 1.00 ft Discharge 0.90 cis Results Depth 0.38 ft Flow Area 0.4 ftz ' Wetted Perimeter 1.76 ft Top Width 1.00 ft Critical Depth 0.29 ft ' Critical Slope 0.010389 ft/ft Velocity 2.36 ft/s Velocity Head 0.09 ft Specific Energy 0.47 ft ' Froude Number 0.68 Flow Type Subcritical ' Notes: Outlet from East Pond is 0.9 cfs 11 Project Engineer: Cinde Welken ' d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005j 03/10/07 10:36:51 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Sidewalk Chase B5 and B6 Worksheet for Rectangular Channel ' Project Description ' Worksheet Flow Element Sidewalk Chase B5 and Bi Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.016 ' Channel Slope 0.005000 Wit Depth 0.50 it Bottom Width 1.00 it Results Discharge 1.30 cfs Flow Area 0.5 ffz ' Wetted Perimeter 2.00 ft Top Width 1.00 ft Critical Depth 0.38 ft ' Critical Slope 0.010910 ft/ft Velocity 2.61 ft/s Velocity Head 0.11 ft Specific Energy 0.61 ft Froude Number 0.65 Flow Type Subcritical Notes: These areas have a very small area to pass, worst case water will back up in parking area and flow around median Project Engineer: Cinde Welken d:\...1100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/10/07 10:40:54 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 iSidewalk Chase C1 (West Pond) Worksheet for Rectangular Channel ' Project Description ' Worksheet Flow Element Sidewalk Chase C1 Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.016 ' Channel Slope 0.005000 ft/ft Bottom Width 1.00 It Discharge 0.80 cis Results Depth 0.35 ft Flow Area 0.3 ft2 ' Wetted Perimeter 1.70 ft Top Width 1.00 ft Critical Depth 0.27 ft ' Critical Slope 0.010269 ft/ft Velocity 2.29 Ws Velocity Head 0.08 ft Specific Energy 0.43 It ' Froude Number 0.68 Flow Type Subcritical ' Notes: Outlet from West Pond is 0.8 cfs 1 i Project Engineer: Cinde Welken ' d:\...1100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:41:12 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I 1 Curb Cut C2 Worksheet for Rectangular Channel Project Description Worksheet Curb Cut C2 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.016 Channel Slope 0.020000 ft/ft Bottom Width 3.00 ft Discharge 6.50 cfs Results Depth 0.37 ft Flow Area 1.1 ftz Wetted Perimeter 3.74 ft Top Width 3.00 ft Critical Depth 0.53 ft Critical Slope 0.006900 ft/ft Velocity 5.85 ft/s Velocity Head 0.53 ft Specific Energy 0.90 ft Froude Number 1.69 Flow Type Supercritical Project Engineer: Cinde Welken d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/10/07 10:33:38 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ' Sidewalk Chase D1 Worksheet for Rectangular Channel ' Project Description Worksheet Sidewalk Chase D1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.016 Channel Slope 0.017600 ft/ft ' Bottom Width 1.00 ft Discharge 2.20 cis ' Results Depth 0.46 it ' Flow Area Wetted Perimeter 0.5 ftz 1.92 it Top Width 1.00 ft Critical Depth 0.53 It ' Critical Slope 0.012097 ft/ft Velocity 4.76 ft/s Velocity Head 0.35 It Specific Energy 0.81 ft ' Froude Number 1.23 Flow Type Supercritical ' Notes: Basin D2 flow = 2.2 cis 1 Project Engineer: Cinde Welken ' d:\...\100-004\drainage\inlets\sidewalk chases.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/10/07 10:42:37 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale C1 Worksheet for Triangular Channel ' Project Description ' Worksheet Flow Element Swale C1 Triangular Channel Method Manning's Formula Solve For Channel Depth 1 Input Data Mann ings Coefficient 0.040 ' Channel Slope 0.008100 ft/ft Left Side Slope 18.50 H : V Right Side Slope 13.50 H : V ' Discharge 1.65 cfs Results Depth 0.32 ft ' Flow Area 1.7 ft2 Wetted Perimeter 10.36 ft Top Width 10.34 it ' Critical Depth 0.23 ft Critical Slope 0.047758 ft/ft Velocity 0.99 tus Velocity Head 0.02 ft ' Specific Energy 0.34 ft Froude Number 0.43 Flow Type Subcritical ' Notes: Basin C1 flow = 6.5 - Area to Swale C approximately 1/4 of area 6.5cfs/4 = 1.65 cfs 1 1 1 Project Engineer: Cinde Welken ' d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/10/07 10:45:45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale C1 x 1.33 Worksheet for Triangular Channel Project Description Worksheet Swale C1 x 1.33 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.008100 ft/ft Left Side Slope 18.50 H : V Right Side Slope 13.50 H : V Discharge 2.17 cis Results Depth 0.36 ft Flow Area 2.0 ftz Wetted Perimeter 11.47 ft Top Width 11.44 ft Critical Depth 0.26 ft Critical Slope 0.046246 ft/ft Velocity 1.06 f /s Velocity Head 0.02 ft Specific Energy 0.38 ft Froude Number 0.44 Flow Type Subcritical Notes: Basin C1 flow = 6.5 - Area to Swale C approximately 1 /4 of area 6.5cfs/4 = 1.625 cfs 1.625cfs x 1.33 (safety factor) = 2.17 cfs Project Engineer: Cinde Welken d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 (7.0005] 03/10/07 10:46:11 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I Swale C2 Worksheet for Triangular Channel ' Project Description ' Worksheet Flow Element Swale C2 Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.040 ' Channel Slope 0.005000 ft/ft Left Side Slope 10.50 H : V Right Side Slope 4.00 H : V Discharge 1.65 cfs Results Depth 0.48 ft ' Flow Area 1.6 ft2 Wetted Perimeter 6.99 ft Top Width 6,91 ft ' Critical Depth 0.32 ft Critical Slope 0.043674 ft/ft Velocity 1.00 ft/s Velocity Head 0.02 ft Specific Energy 0.49 ft Froude Number 0.36 Flow Type Subcritical Notes: Basin C1 flow = 6.5 - Area to Swale C approximately 1/4 of area 6.5cfs/4 = 1,65 cfs ' I Project Engineer: Cinde Welken ' d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/22/07 08:23:16 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale C2 x 1.33 Worksheet for Triangular Channel Project Description ' Worksheet Flow Element Swale C2 x 1.33 Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.040 Channel Slope 0.005000 Wit Left Side Slope 10.50 H : V Right Side Slope 4.00 H : V Discharge 2.17 cis Results Depth 0.53 ft Flow Area 2.0 ft2 Wetted Perimeter 7.75 it Top Width 7,66 it ' Critical Depth 0.35 it Critical Slope 0.042164 Wit Velocity 1.07 ft/s Velocity Head 0.02 ft ' Specific Energy 0.55 it Froude Number 0.37 Flow Type Subcritical ' Notes: Basin C1 flow = 6.5 - Area to Swale C approximately 1/4 of area 6.5cfs/4 = 1,625 cis ' 1.625cfs x 1.33 (safety factor) = 2.17 cis 1 Project Engineer: Cinde Welken ' d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.00051 03/22/07 08:23:25 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale C3 Worksheet for Triangular Channel Project Description ' Worksheet Flow Element Swale C3 Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.029300 ft/ft Left Side Slope 20.00 H : V Right Side Slope 20.00 H : V ' Discharge 2.17 cfs Results Depth 0.26 ft Flow Area 1.3 ft2 Wetted Perimeter 10.35 ft Top Width 10.33 ft ' Critical Depth 0.24 ft Critical Slope 0.047802 ft/ft Velocity 1.62 ft/s Velocity Head 0.04 ft ' Specific Energy 0.30 ft Froude Number 0.80 Flow Type Subcritical ' Notes: Basin C1 flow 6.5 Area = - to Swale C approximately 1/3 of area 6.5cfs/3 = 2.17 cfs I 1 I 1 Project Engineer: Cinde Welken ' d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:47:12 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I Swale C3 x 1.33 Worksheet for Triangular Channel ' Project Description ' Worksheet Flow Element Swale C3 x 1.33 Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.040 Channel Slope 0.029300 ft/ft Left Side Slope 20.00 H : V Right Side Slope 20.00 H : V ' Discharge 2.88 cfs Results Depth 0.29 ft Flow Area 1.7 ft2 Wetted Perimeter 11.51 It Top Width 11.50 ft ' Critical Depth 0.26 ft Critical Slope 0.045860 ft/ft Velocity 1.74 ft/s Velocity Head 0.05 ft ' Specific Energy 0.33 ft Froude Number 0.81 Flow Type Subcritical ' Notes: Basin Ct flow 6.5 Area = - to Swale C approximately 1/3 of area 6.5cfs/3 = 2.17 cfs ' 2.17 cfs 1.33 factor) 2.88 x (safety = cfs Project Engineer: Cinde Welken d:\projects\100-004\drainage\swales\swales.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/10/07 10:47:28 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 1 [1 APPENDIX D Detention Pond and Water Quality Calculations I H 11 1 1 ' Pond volumes (2-9-07).txt Plymouth Church - 100-004 western Pond volume, 3-9-07, clw ' #Units=Elevation, ft, # Elev Area, ft2,volume, Area acft,volume,acft Cumml Avg Cumml Conic # ft ft2 acft acft 5026.2500 6318.8493 0.1286 0.1276� 5026.0000 5025.7500 5161,8510 4052.8505 0.0957 0.0692 0.0947 0.0684 5025.5000 3186.9552 0.0485 0.0476 5025.2500 2710.5516 0.0315 0.0307) WQ W1 50 25.0 3 5025.0000 2325.9635 0.0171 0.0163 5024.7500 1689.9269 0.0056 0.0048 5024.5000 192.0903 0.0002 0.0001 ' 5024.4256 0.7006 0.0000 0.0000 Eastern Pond volume, 3-9-07, clw #units=Elevation,ft,Area,ft2,volume,acft,volume,acft ' # Elev Area Cumml Avg Cumml Conic # 5026.2500 9904.2062 acft acft acf0.2887e3-ova"y¢ W?Et 5026,0000 8399,2071 0,2373 0.2362 5025.7500 6942.9005 0.1933 0.1923 ' 5025.5000 5563.5258 0.1574 0.1565 5025.2500 4596.7189 0.1283 0.1273 5025.0000 4068.6423 0.1034 0.1025 5024.7500 3823.2571 0.0807 0 0798 [1 1 1 1 5024.5000 3663.7296 0.0593 0.0584) wo u44Bj�s 5G24. -q5' 5024.2500 3505.5079 0.0387 0.0378 5024.0000 3002.7098 0.0200 0.0191 5023.7500 1696.6868 0.0065 0.0058 5023.5000 340.7528 0.0007 0.0005 5023.3275 0.9136 0.0000 0.0000 Page 1 Plymouth Congregational Church - West Pond Pond Sizing -FAA Method ' Calculations By: CLW Date: 3-9-07 CITY OF FORT COLLINS 100-YEAR RAINFALL pComposite'C' Developed) Area acres Release Rate cfs 0.81 0.82 0.8 ' TIME TIME INTENSITY Q 100 Release Required Required cum 100 year Runoff Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ftA3) (ftA3) (ftA3) (ac-ft) 1 11 0 0 0 0.00 0 0.0 0.0 0.000 5 300 9.950 6.53 1958 240.0 1718.2 0.039 10 600 7.720 5.06 3039 480.0 2558.6 0.059 15 900 6.520 4.28 3849 720.0 3129.4 0.072 20 1200 5.600 3.67 4408 960.0 3448.3 0.079 25 1500 4.980 3.27 4900 1200.0 3700.3 0.085 30 1800 4.520 2.97 5337 1440.0 3897.2 0.089 35 2100 4.080 2.68 5621 1680.0 3940.6 0.090 40 2400 3.740 2.45 5888 1920.0 3968.3 0.091 45 2700 3.460 2.27 6128 2160.0 3968.4 0.091 50 3000 3.230 2.12 6357 2400.0 3956.6 0.091 55 3300 3.030 1.99 6559 2640.0 3919.3 0.090 60 3600 2.860 1.88 6754 2880.0 3874.2 0.089 65 3900 2.720 1.78 6959 3120.0 3838.8 0.088 70 4200 2.590 1.70 7136 3360.0 3776.0 0.087 75 4500 2.480 1.63 7321 3600.0 3721.0 0.085 80 4800 2.380 1.56 7494 3840.0 3654.1 0.084 85 5100 2.290 1.50 7661 4080.0 3581.4 0.082 90 5400 2.210 1.45 7829 4320.0 3508.7 0.081 95 5700 2.130 1.40 7964 4560.0 3404.5 0.078 100 6000 2.060 1.35 8108 4800.0 3308.2 0.076 105 6300 2.000 1.31 8266 5040.0 3225.6 0.074 110 6600 1.940 1.27 8399 5280.0 3119.4 0.072 115 6900 1.890 1.24 8555 5520.0 3034.9 0.070 120 7200 1.840 1.21 8691 5760.0 1 2930.7 0.067 ' G()Q C✓` D.ol kic-Fr �orvmB z 0.09% A'G-rr Plymouth Congregational Church - East Pond Pond Sizing -FAA Method Calculations By: CLW Date: 3-9-07 CITY OF FORT COLLINS 100-YEAR RAINFALL PComposite'C' velo ed Area acres Release Rate cfs 11 1.351 0.9 TIME TIME INTENSITY Q 100 Release Required Required cum 100 year Runoff 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 0.000 5 300 9.950 13.43 4030 270.0 3759.8 0.086 10 600 7.720 10.42 6253 540.0 5713.2 0.131 15 900 6.520 8.80 7922 810.0 7111.8 0.163 20 1200 5.600 7.56 9072 1080.0 7992.0 0.183 25 1500 4.980 6.72 10085 1350.0 8734.5 0.201 30 1800 4.520 6.10 10984 1620.0 9363.6 0.215 35 2100 4.080 5.51 11567 1890.0 9676.8 0.222 40 2400 3.740 5.05 12118 2160.0 9957.6 0.229 45 2700 3.460 4.67 12612 2430.0 10181.7 0.234 50 3000 3.230 4.36 13082 2700.0 10381.5 0.238 55 3300 3.030 4.09 13499 2970.0 10528.7 0.242 60 3600 2.860 3.86 13900 3240.0 10659.6 0.245 65 3900 2.720 3.67 14321 3510.0 10810.8 0.248 70 4200 2.590 3.50 14685 3780.0 10905.3 0.250 75 4500 2.480 3.35 15066 4050.0 11016.0 0.253 80 4800 2.380 3.21 15422 4320.0 11102.4 0.255 85 5100 2.290 3.09 15767 4590.0 11176.7 0.257 90 5400 2.210 2.98 16111 4860.0 11250.9 0.258 95 5700 2.130 2.88 16390 5130.0 11260.4 0.259 100 6000 2.060 2.78 16686 5400.0 11286.0 0.259 105 6300 2.000 2.70 17010 5670.0 11340.0 0.260 110 6600 1.940 2.62 17285 5940.0 11345.4 0.260 115 6900 1.890 2.55 17605 6210.0 11395.4 0.262 120 7200 1.840 2.48 17885 6480.0 11404.8 0.262 125 7500 1.732 2.34 17533 6750.0 10783.1 0.248 130 7800 1.623 2.19 17094 7020.0 10073.7 0.231 135 8100 1 1.515 2.05 16567 7290.0 9276.5 0.213 140 8400 1.407 1.90 15952 7560.0 8391.6 0.193 145 8700 1.298 1.75 15249 7830.0 7418.9 0.170 150 9000 1.190 1.61 14459 8100.0 6358.5 0.146 155 9300 1.167 1.58 14648 8370.0 6277.5 0.144 160 9600 1.143 1.54 14818 8640.0 6177.6 0.142 165 9900 1.120 1.51 14969 8910.0 6058.8 0.139 170 10200 1.097 1.48 15101 9180.0 5921.1 0.136 175 10500 1.073 1.45 15215 9450.0 5764.5 0.132 180 10800 1.050 1.42 15309 9720.0 1 5589.0 0.128 PMAX, VoyvmE woC ✓= D. Oq& -Fr 0.3�� - �T -� l,ir�-RCSt e l%vLurn 0. 28f3 "7 Ac-FT = a w93 F}c •Fr OF lt1 Q VpLVp g IAJ4L V,5D 14 De'ret4rie l �IvL.wmac I 1 11 LJ 1 1 1 REQUIRED STORAGE & OUTLET WORKS: (West Pond) BASIN AREA = 0.820 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 55.75 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.5575 CALCULATED WQCV (Watershed inches) = 0.223 - CALCULATED from Figure EDB-2 WQCV (aC-ft) = 0.018 —-CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 0.600 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in2) _®<-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (in) _ S. (in) _ n= t (in) number of rows = round to lowest whole -number = total outlet area (in2) _ 13116 <-- INPUT from Figure 5 3 <-- INPUT from Figure 5 1 <-- INPUT from Figure 5 1/4 <-- INPUT from Figure 5 1.8 :i'3' <-- CALCULATED from WQ Depth and row spacing 1 <-- INPUT from above cell 0.52"+'` CALCULATED from total number of wholes TRASH RACK DESIGN: Trash Rack Open Area Ratio = 69.62 "'' <-- CALCULATED from Figure 7 Required Trash Rack Open Area (in) = 18 -- CALCULATED from UDFCD DCM V.3 Section 6.6 Wconc (in) = 6 -- INPUT from Table 6a-1 Wplate (In) = 1.2 -- INPUT from Figure 4 ' DON'T FORGET WELL -SCREEN * N/A <-- INPUT from Table 6a-2 I C 1 C 1 REQUIRED STORAGE & OUTLET WORKS: (East Pond) BASIN AREA = 1.350 --INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 82.18 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.8218 —CALCULATED CALCULATED WQCV (watershed inches)_ 0.342 CALCULATED from Figure EDB-2 WQCV (aC-ft) = 0.046 <- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) _ AREA REQUIRED PER ROW, a (in2) _ 1.020 <-- INPUT from stage -storage table 0,335 ...-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZING: dia (In) = 11/16 <-- INPUT from Figure 5 Sc (In) = 3 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (In) = 1/4 <-- INPUT from Figure 5 number of rows =®<-- CALCULATED from WQ Depth and row spacing round to lowest whole -number = 3 <-- INPUT from above cell total outlet area (ln') _ <-- CALCULATED from total number of wholes TRASH RACK DESIGN: Trash Rack Open Area Ratio = <-- CALCULATED from Figure 7 Required Trash Rack Open Area (in2) _= <-- CALCULATED from UDFCD DCM V.3 Section 6.6 W.or,. (in) = 3 <-- INPUT from Table 6a-1 Wpi., (In) _®<-- INPUT from Figure 4 " DON'T FORGET WELL -SCREEN " N/A <-- INPUT from Table 6a-2 ' DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES 1 0 1 1 1 Table 6a-1: Standardized WQCV Outlet Design Using Circular Openings (2" diameter maximum). Minimum Width (Wopening) of Opening for a Well -Screen Type Trash Rack. Requires a minimum water depth below the lowest perforation of 2%4". See Figure 6-a for Explanation of Terms. Maximum Dia. of Circular Width of Trash Rack Opening (Wcond Per Column of Holes as a Function of Water Depth H Below Lowest Perforation Opening (inches) H=2.0' H=3.0' H=4.0' H=5.0' H=6.0' Maximum Number of Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in.. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. eA4A 6 in. 6 in. 6 in. 6 in. 7 < 1.00 6 in., Weyr 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in. 12 in. 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 1 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using Circular Openings (2" diameter maximum). US FilterT"" Stainless Steel Well -Screen' (or equal) Trash Rack Design Specifications. Max. Width of Opening Screen #93 VEE Wire Slot Opening Support Rod Type Support Rod, On -Center, Spacing Total Screen Thickness Carbon Steel Frame Type 9" 0.139 #156 VEE %11 0.31' /8"x1.0"flat bar 18" 0.139 TE .074"x.50" 1" 0.655 %" x 1.0 angle 24" 0.139 TE .074"x.75" 1" 1.03" 1.0" x 1'/2' an le 27" 0.139 TE .074"x.75" 1" 1.03" 1.0" x 1'/2' angle 30" 0.139 TE .074"x1.0" 1" 1.155" 1 /4"x 1%" an le 36" 0.139 TE .074"x1.0" 1" 1.155" 1 /4"x 1'/2" angle 42" 0.139 TE .105"x1.0" 1" 1.155" 1 1 /4"x 1'/2" angle us t-rater, St. raui, minnesota, USA DESIGN EXAMPLE: Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H = 3.5 feet above the lowest opening and 2'-4" feet below the lowest opening. Find: The dimensions for a well screen trash rack within the mounting frame. Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet) above the lowest perforation. The minimum width for each column of openings is 6 inches. From Fig's 4 and 5, the total width of concrete opening is Wwm = 2x3" + 6" = 12 inches. Total minimum height of the rack structure (adding 2-feet below the lowest row of openings and adding a total of 2 inches for top and bottom support channel flanges (i.e., 3'-6" + 2'-0" + 2") is 68 inches. ' Total trash rack dimensions, including the mounting frame, are 14 inches wide x 68 inches high (net trash tack dimensions within the frame are 12 inches wide x 66 inches high). ' From Table 6a-2 select the ordering specifications for an 18", or less, wide opening trash rack using US Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE .074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.655" and %" x 1.0" welded carbon steel frame. ' Rev.6-2002 SD-10 Urban Drainage and Flood Control District 1 1 1 1 1 1 1 1 t 1 DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) Hole Dip (in) Min, Bc (in) Area per Row (sq in) n=1 n=2 n=3 I/4 0.250 1 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0,23 3/8 0.375 2 0.11 0.22 0,33 7/16 0.438 2 0.15 0.30 0.45 1/2 0.500 2 0.20 0.39 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11/15 0.688 3 0.37 0.74 1.11 3 4 0,750 3 0.88 1.33 13 16 0.813 3 0.52 1.04 1.56 7 8 0.875 3 1.20 1.80 15/16 0.938 1 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1 16 L 06 3 4 0.89 1.77 2.66 1 1 8 1.125 4 0.99 1.99 2.98 1 3 16 1.188 4 1.11 2.22 3.32 1 1 4 1,250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 1 3/8 1.375 4 1.48 2.97 4.45 1 7 16 1.438 4 1,62 3.25 4.87 1 1/2 1.500 4 1.77 3.53 5.30 1 9 16 1563 4 1,92 383 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 4 2.58 5.16 7,74 1 7 8 1.875 1 2.76 5.52 8.28 1 15 16 1.938 4 2.95 5.90 8.84 2 2.000 4 1 3.14 1 6.28 i 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " Designer may interpolate to the nearest 32nd inch to better match the required area, if desired, Rectongulor Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) Required Area per Row (so in) _ 2" wsr PO"D 0. oervr Pil Rectangular Hole Width Min. Steel Thickness 5" 4 6" 1 /4 " 7" 5/32 8" 5/16 9" 11/32 " 10" 3/8 " >10" 1/2 " Urban Drainage and Figure 5 Flood Control District WQCV Outlet Orifice Drainage Criteria Manual (V.3) Perforation Sizing File: v3-Outlet Demes.aw9 Figure 5. WQCV Outlets Orifice Perforation Sizing. Rev. 6-2002 Urban Drainage and Flood Control District SD-7 ' East Pond Orifice Worksheet for Circular Orifice ' Project Description Worksheet Eastern Pond Type Circular Orifice Solve For Diameter ' Input Data Discharge 0.90 cfs Headwater Elevation 5,026.25 ft ' Centroid Elevation 5,024.53 ft Tailwater Elevation 5,023.33 ft Discharge Coefficient 0.65 ' Results Diameter 4.9 in ' Headwater Height Above Centroic 1.72 ft Tailwater Height Above Centroid -1.20 It Flow Area 0.1 ft2 Velocity 6.84 ft/s ' Notes: Bottom of Orifice elevation set at WOCV elevation of 5024.35 1 1 t 1 Project Engineer: Cinde Welken ' d:\...\drainage\detention\outlet orifice.fm2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/11/07 02:49:55 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 I West Pond Orifice Worksheet for Circular Orifice 1 1 [1 1 11 1 Project Description Worksheet Western Pond Type Circular Orifice Solve For Diameter Input Data Discharge 0.80 cis Headwater Elevation 5,026.25 ft Centroid Elevation 5,025.25 it Tailwater Elevation 5,024.43 it Discharge Coefficient 0.65 Results Diameter 5.3 in Headwater Height Above Centroic 1.00 it Tailwater Height Above Centroid -0.82 ft Flow Area 0.2 ft2 Velocity 5.21 ft/s Notes: Bottom of Orifice elevation set at WOCV elevation of 5025.03 Project Engineer: Cinde Welken ' d:\...\drainage\detention\outlet odfice.im2 Northern Engineering Services Inc FlowMaster v7.0 [7.0005] 03/11/07 02:51:31 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 0 L1 1 I 1 [1 1 Lei Map Pocket Drainage Exhibit 1 n� NORTHERN ENGINEERING DATE: May 15, 2007 ADDRESS: PHONE:970.221.4158 WEBSITE: 200 S. College Ave. Suite 100 www.northernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 TRANSMITTAL Cyr of Ft Collins Approved Plans NAME: Basil Hamdan A@P0Med By COMPANY: City of Fort Collins 41s !IS /per. ADDRESS: Wood Street Office, Fort Collins 80524 PHONE: 970-221-6605 PROJECT NAME: Plymouth Church FROM: SENT VIA: FAX: PROJECT/BG: 104-001.01 ❑ Pick up ❑ Mail ❑ Courier ® Hand Delivered ❑ Fed Ex ENCLOSED ARE THE FOLLOWING: ❑ Drawings ❑ Shop Drawings ❑ Specs/Project Manual ❑ Reports ❑ Contracts ❑ Redlined Drawings ❑ CDs/DVDs ® Other COPIES TITLE SIZE MEDIA SHEETS/SET 1 Erosion Calculations 8x11 paper 3 it enclosures listed Move are not received, please notify our ottice THESE ARE TRANSMITTED: ❑ For Approval ❑ Loan to Us ❑ For Review/Comment ® For Your Use ❑ For Your Record ❑ As Requested ❑ Reviewed REMARKS: Thanks. SIGNED: 61e�- x- Plymouth Church Ero5lon Control Cost E5tlmate Project Number: 100-004 Location: Fort Colhn5, CO Date: May 15, 2007 Total Acres: 3.352 E5timated Unit Total ER05ION CONTROL MEASURE Umt5 Quantity Price Price Inlet Filters each 0 $ 100.00 $0.00 51lt Fencing L.F. 490 $1 .30 $G37.00 Straw Bale Dikes each 7 $50.00 $350.00 Vehicle Tracking Control Pads each 0 $200.00 $0.00 TOTAL = .$967.00 AMOUNT OF 5ECURITY = 1.5 x $987.00 = TOTAL = $1 ,480.50 - OR - 005T TO VEGETATE: TOTAL ACRE5 x ($725/acre) x 1.5 = TOTAL = $3,G45.30 (WHICHEVER 15 GREATER) REQUIRED AMOUNT OF SECURITY = $3,645.30 EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: Plymouth Church MAJOR BASIN: All -Areas CALCULATED BY: clw TOTAL BA51N AREA (Ab) : 3.352 acres DATE: May 15,2007 CONSTRUCTION PROCESS: Dunn ER05ION CONTROL METHOD C-FACTOR VALUE P-FACTOR VALUE COMMENT Sediment Basin / Trap 1.00 0.50 at outlet structure of detention pond Bare Soil: Rouc3h Irre ular Surface 0.90 1.00 disturbed surfaces Straw Bale Barrier 1.00 0.80 Swales Gravel Inlet Filter 1.00 0.80 not applicable Asphalt / Concrete Pavement 0.01 1.00 all roads, parkinc3 lots, walks, etc. Erosion Control Mats / Blankets 0.10 1.00 not applicable Silt Fence Barrier 1.00 0.50 alon ro ert unclary Temporary Ve etation / Cover Crops 0.45 1.00 not applicable Sod Grass 0.01 1.00 landscaped areas Hay or Straw Dry Mulch (From Table 5.2) 0.17 1.00 not applicable MAJOR BA51N P5 M 5UB-BA5IN AREA (acres) CALCULATIONS All Areas 81.0 3.352 PLAN INTENT: See Gradmg and Erosion Control Sheets of the Utility Plans for Plymouth Church Impervious 2.170 Roads: Walks: all impervious areas have been grouped together Parkin : Pervious 1.152 Temp Vej all pervious areas have been grouped together Bare Soil Cry = 0.G I P , = 0.20 EPP = 87.8% 57.6% > 81 .0% During Construction EC measures are effective EQUATIONS: �(Al xC,) cm, P�r =P xPZxP3... EFF = [I -(Cx P)jx 100 Ab RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORM A PROJECT: Plymouth Church MAJOR BASIN: All Areas CALCULATED BY: clw TOTAL BASIN AREA (Ab) : 3.352 acres DATE: May 1 5,2007 DEVELOPED 5UB-BA51N ERODIBILITY ZONE At, (acres) Lb (ft) A,b x L,b 5,b M A,b x S,b Lb (ft) 5b M P5 M Al MODERATE 0.056 18 1.0 2.00 0. 1 1 A2 MODERATE 0.041 76 3.1 3.84 0.16 A3 MODERATE 0.077 18 1.4 2.00 0.15 B 1 MODERATE 1.347 404 544.2 2.22 2.99 C 1 MODERATE 0.819 465 380.8 2.94 2.41 DI MODERATE 0.791 391 305.3 0.90 0.71 D2 MODERATE 0.221 214 47.3 2.10 0.46 TOTAL 3.352 1287.1 7.00 1 384 1 2.09 8 1. 0 From Table 5.1 Length 51op 300 384 400 _ (Lsb x Lsb Lb A b e P5 LR 2 80 5.22 2.09 81.00779 6.84292 2.5 81.2 6.76 P5 (during construction) = 81.0 (From Table 5. 1) P5 (after construction) = 95.3 (p5dumg f 0.85) 5edY 7.91 tonslacre 5edT 20 cy Z(Ssb x Lsb J Sb A b Notes: 5edY = 5edlment yield from bare ground 5edT = total sediment anticipated during a I O-year storm event from bare ground f CHAP O CHASE B 1 1 1 I 1 1 I 1 1 1 I � 1 1 \ I 1 I I � 1 1 1 1 I LEGEND: - 1 I 1 1 x 1 1 vRJPoIIO Y01 MtxOUM ucRT.AT LL wits uu C+TER (vNAA-UMounuitaIPERN) 1 mavosSD Ax0 (MOH) 1 1 N=* I=nDIDs1M CURB AxD Camu (IOW) CUM AN CU 1 —w— 11005FY WAMPLINE 1 f3� Q /tCfssCICA; pEpEy9mw w9lrs 1 MUM1 1 I CROW PmNt�(mw.j Ixt - - 1 aIIST1NO fTWE 1 1 gImw SECTIM UK EwmxL vfli b CUM AND CUTTER oiBmw w itst Iw DRUM;5 AM BEMER 1 ♦_ 1 g Emmn E1[Clac Rxxluc _ I p Cumm IIWT IiVF / A, 4972 — - sair c IXlxlan (Rxpg ///l 1 4972— EMMw; CaxTan (wnR) N ; —4912,5� PAW4D CCMINIR (U.g11-IWf NICE) —WrtU— MINIMUM COWWM (MANOR) A 1 AI MAMI UAUI l� RAStx NSA ACRES) A,.,-� M-YAUE(1 -W) 1 1 PON Aa DENw I 1 I 1 wA� % H.cE NW 1 1 I � 1 I 1 I 1 j---------- - 1 1 / 1 1 I 1 I I 1 I ----------•------- . 1 1 •• 1 Immmmmmmmi 1 .� m • 1 ' I 1 1 I 1 1 I I 1 1 Fx-2 1 I 1 1 1 1 1 I 1 1 I 1 1 1 1 I 1 I 1 1 I 1 I 1 I NOR—H I 1 1 I _ t i 1 __. PROSPECT ROAD L DESIGN POINT OPSTBEAY BASINS TOTAL ANFA (acres) C CI00 02 (cls) Oi00 (cL:) Ix 1 E%I 4.19 05110641 19 rK S r%-2 11 Al A2 AS Bl J.E] 1132' d,.-032' YNBcs ow'rlmwMMM Al�_ w a. iL0'YIK S1DPE 3WAI F C7 WSN-M 11151501611 %KILIAK MODERN) aim . CUB AC-fiAC-E1 RC wo N - =NEW RELEME RAZE - 0..8 M LAKE STREET 11� I jI YEAR AIN( iCA LRAM I PDWININLPPFA� . J N or I.A., i D5r I DRAINA1 CHAU n�i \'�J 1, �/CI EASTERN DETENTION POND 1 �J L�-- ANSI, mom I _ 1 I — oanol I �PaPDsrn ADD ➢CN ILS '�► D`- PROSPECT ROAD 2.aa' dm-D.W MRES o.m' TR— 1M _0 o 9 t I :`}. NmNTt'txF s1aM-Y 8WALP C.1 IIL' d,-=a26' W�2 At ...vs5 NBMME SlM 8WALE C8 MM RVIDORN SET et CHASE 115 NDEwrLK CHASE m 9DEWN% CHASE L] z\ J rSDDmux CHAU BI City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPRPMD- r —�� CHECKED RY: CHECKED BY:r CHECKED BY:- �— CHECKED 00 z�1 M-eA. WWWp = j R, fE>I J a € mom. 02W :€ ZWN,„; VP Z� �x=i br. au Q 0 U 0 J L O Z Q e ° a W LL -) Lc ;> El.0 w Sheet C-7