Loading...
HomeMy WebLinkAboutDrainage Reports - 10/17/2003PROPERTY OF , FORT COLLINS UTILITZEB Project Development Plan DrainI Erosion Control Study for the owed Repod _ Dale jg/ �/ o3 Lind Property Filing- I 1 Fort Collins; Colorado J May 9, 2003 SEAR•BROWN I 11 I r I SEAR• BROWN Mr. Basil Hamden City of Fort Collins Water Utilities--Stormwater 700 Wood Street Fort Collins, Colorado 80521 ARCHITECTURE 209 South Meldrum ENGINEERING Fort Collins,CO 80521 PLANNING 970A82.5922 phone CONSTRUCTION 970.482.6368 fax www.searbrown.com May 9, 2003 RE: Project Development Plan Drainage and Erosion Control Study for Lind Property, Filing 1 Dear Basil: We are pleased to submit to you, for your review and approval, this Project Development Plan Drainage and Erosion Control Study for the Lind Property, Filing 1. 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, Sear -Brown Prepared by: Jaclyn Michaelsen, EIT Design Engineer cc: File 614-003 Reviewed by: `4Viil �i€�r1 ::I?�l stamp .ci:;tt (in:u Jim Allen -Morley, P.E. Project Manager I TABLE OF CONT Error! No table of contents entries found.ENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION............................................................5 ' A. Location................................................................................................................5 B. Description of Property .......................................................................................5 II. DRAINAGE BASINS.......................................................................................................9 A. Major Basin Description.....................................................................................9 B. Sub -basin Description.......................................................................................10 III. DRAINAGE DESIGN CRITERIA................................................................................10 A. Regulations.........................................................................................................10 B. Development Criteria Reference and Constraints.........................................11 C. Hydrologic Criteria............................................................................................11 D. Hydraulic Criteria...............................................................................................11 IV. DRAINAGE FACILITY DESIGN................................................................................11 A. General Concept................................................................................................11 B. Specific Details...................................................................................................13 V. STORMWATER QUALITY..........................................................................................16 VI. A. General Concept................................................................................................16 EROSION CONTROL..................................................................................................19 A. General Concept................................................................................................20 B. Specific Details...................................................................................................20 B. Specific Details.....................................................................................................21 VII. CONCLUSIONS............................................................................................................21 A. Compliance with Standards..............................................................................21 C. Stormwater Quality Concept............................................................................21 VIII. D. Erosion Control Concept..................................................................................21 REFERENCES..................................................................................................22 APPENDICES I 1 I 1 f 1 1 f 1 1 1 1 1 1 i 1 1 1 1 APPENDICES VICINITY MAP CITY OF FORT COLLINS STORMWATER BASINS A RATIONAL METHOD HYDROLOGY B STREET CAPACITY CALCULATIONS C DETENTION/RETENTION POND SIZING D INLET SIZING -- UDINLET E STORM SEWER PIPE SIZING -- UDSEWER F RIPRAP DESIGN EROSION CONTROL: PERFOMANCE STANDARDS, G EFFECTIVENESS, CONSTRUCTION SEQUENCE, COST ESTIMATE FAX TRANSMITTALS FROM TST, INC. H SOIL TYPE I DRAINAGE AND EROSION CONTROL PLAN DRAWINGS AND DETAILS J Iv PROJECT DEVELOPMENT PLAN DRAINAGE AND EROSION CONTROL STUDY FOR LIND PROPERTY FILING I FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION iA. Location Lind Property is bounded to the north and east by the Reservoir No. 8 Outlet Canal, to the south by County Road 52, and to the west by County Road 11. The property to the north, south and west of the site is agricultural land, and Richard's Lake ' Subdivision (rural homes) makes up the property to the west. The Lind Property site can also be described as situated in the west half of Section 29, Township 8 North, Range 68 West of the 61h P.M., of the City of Fort Collins, Larimer County, Colorado, and comprises approximately 173 acres (see vicinity n;ap Appendix A). Filing 1 is approximately 45 acres and is located in the southwest corner of the site. B. Description of Property The Lind Property, Filing 1, consists of 105 single family units, and 75 alley load units on approximately 45 acres of land, which is currently fallow agricultural land. The topography of Filing 1 generally slopes northwest to southeast (towards County Road 52 and the No. 8 ditch at varying slopes from 1.0 percent to 5.0 percent. C. Drainage Concept ' Historic Drainage Lind Property is currently broken up into three major drainage basins (see exhibit in Appendix A). The upper most basin, A3, drains from County Road 11 to the No. 8 Ditch. During the development of Lind Property, Filing I, the flows from this basin will not be disturbed and will continue to travel as historically done. The flows from the middle and lower most drainage basins, A2 and Al, flow southeast to two existing 12" CMP drainage culverts. These storm drains route the storm water from basins Al and A2 under County Road 52 and onto the land to the ' south. The land to the south is currently an undeveloped pasture. This land will be developed into the Maple Hill Subdivision in the future. 5 I The basins Al and A2 encompass approximately I I I acres. Lind Property, Filing I, ' encompasses approximately 45 acres. Hence, some of the flows from these historic basins will be disturbed with the development of Lind Property, Filing I. These disturbed flows will be detained/retained in a pond on the southeast comer of the site. The flows that are not disturbed from the historic basins, with the development of Lind Property, Filing I, will continue through the site to an overflow pipe at approximately the same location as the two existing culverts. This overflow pipe will route the water under County Road 52 and into a swale on the property to the south. Overflow Pipe Approximately 66 acres of basins Al and A2 will go undisturbed with the ' development of Lind Property, Filing I. The flows from this undisturbed land will continue to travel to its historic designation, to the two 12" CMP storm drains located at the southeast corner of Filing I. These existing pipes will be replaced with one 30" RCP overflow pipe. The historic, undisturbed, flows will be routed, undetained, under County Road 52 and into a drainage swale on property to the south via an overflow pipe. The swale takes the water to a storm drain on Maple Hill and then to ' the No. 8 Ditch. Maple Hill has accounted for the additional flows from the overflow pipe in their design of the swale and storm drain. The swale and storm drain were designed to convey an additional 60cfs, from sources north of the Maple Hill ' subdivision, into the No. 8 Ditch. Please refer to the Final drainage Report for maple Hill dated March 26, 2003 for further information regarding the swale and the storm drain. An exert from Maple Hill's drainage report stating that the storm drain has adequate capacity to convey the Lind Property storm water directly to the No. 8 Ditch. This overflow pipe was designed to release basins Al and A2 2-year historic storm flow, 15.45cfs. However, with the development of Filing I, the overflow pipe will ' have an orifice plate that constricts the flows to 12.91 cfs. This is the difference between the allowed release rate from the detention pond on Filing I and the 2-year historic from basins Al and A2. Flow into the overflow pipe will be restricted further with the development of each filing of Lind Property. Please see appendix D for the orifice plate sizes. The orifice plates were sized from a conceptual layout and grading for the future filings of Lind Property. Please note that these values are ' subject to change with the actual design of the future filings. The overflow pipe is located on the bank of the detention/retention pond on Lind ' Property, Filing I. To control flow into the overflow pipe an outlet structure will be constructed at the beginning of the overflow pipe. The top of the outlet structure box will be built to the 100-year water surface elevation of the detention/retention pond. ' 6 I ' Lind Property, Filing I Retention Pond The ditch company has allowed Lind Property, Filing I, to release into the No. 8 ditch at a steady rate of 0.057 cfs/acre (this rate may be increased in the future per the approval of the ditch company). However, the flow from the site to the ditch may be shut off at certain times. Due to this, the pond on the Lind Property, Filing I, site was sized as a retention pond. An outlet structure will be constructed with Filing I to ' provide water quality and a steady release rate. There will be a sluice gate in a manhole at the top of the bank of the pond. This gate will be closed at the request of the ditch company, until then it will be left open. ' The retention/detention pond in Filing I has been sized to capture twice the volume generated by the 100-year storm for Lind Property, Filing I. The pond will capture ' flows generated by Lind Property, Filing I only. The drainage basins 1-40, 42-45 and 49 will contribute to the retention pond (please see drainage exhibit CS221 at the back of the report). The pond will release at a rate of 2.54cfs, a rate agreed upon by ' the ditch company. Please refer to the exhibit in appendix D. This exhibit was presented to the ditch company and the appropriate flows per each filing were agreed upon. Lind Property, Filing I, will release from the detention/retention pond and into the same drainage swale on Maple Hill that the overflow pipe releases into. The swalc takes the water to a storm drain on Maple Hill and then to the No. 8 Ditch. The. swale and storm drain were designed to convey an additional 60cfs, from sources ' north of the Maple Hill subdivision, into the No. 8 Ditch. Please refer to the Final drainage Report for maple Hill dated March 26, 2003 for further information regarding the swale and the storm drain. An exert from Maple Hill's drainage report i stating that the storm drain has adequate capacity to convey the Lind Property storm water directly to the No. 8 Ditch. ' Lind Property, Filing I Detention Pond: With the Construction of Filing II After the construction of Filing 11, the retention pond on Filing I will become a detention pond. Water from future filings of Lind Property will be routed to the detention pond on the southeast corner of Filing I. With the development of Filing 11, ' basins F8a-F16 will be routed via curb and gutter and storm pipe to Filing I's detention pond. At this time 60.43 acres will be contributing to the detention pond on Filing I, thus a greater release rate of 3.45 cfs will be allowed. The detention pond ' in Filing I was sized to accommodate these future flows. Flows from basins 178a and F9 will travel onto Filing I and will be captured in Filing I's storm drain system. The ' basins were developed based on a conceptual layout and grading from Filing H. The drains Filing I designed to handle the flows from these conceptual storm on were I 7 11 basins. With the development of Filing II, the future basins F8a-F16 will be reanalyzed along with the storm drain system on Filing I insure that the storm system ' and detention pond can handle any additional flows. Lind Property, Filing I Detention Pond: With the Construction of Filing II and III ' Water from future filings of Lind Property will be routed to the detention/retention pond on the southeast comer of Filing I. With the development of Filing III, basins F1-F8 will be also routed via curb and gutter and storm pipe to Filing I's detention ' pond. The future basins from Filing III will contribute 12.57 acres to the detention pond on Filing I. Along with the additional 15.90 acres from Filing II, and the 44.53 acres from Filing 1, 73 acres will be contributing to the detention pond on Filing I. Therefore, a greater release rate of 4.34 cfs will be allowed. The detention pond in Filing I was sized to accommodate these future flows. The flows from these future basins will travel onto Filing I and will be captured in Filing I's storm drain system. ' The basins were developed based on a conceptual layout and grading from Filing III. The storm drains on Filing I were designed to handle the flows from these ' conceptual basins. With the development of Filing III, the future basins F1-178 will be reanalyzed along with the storm drain system on Filing I insure that the storm system and detention pond can handle any additional flows. i The County Road 11 Underpass Basin 42 accounts for the flows from the Lind Property, Filing I Subdivision that will flow offsite through the County Road I 1 underpass. The flows from the pedestrian ' underpass under County Road 11 will be routed via drainage pans and pedestrian pathway to the pedestrian underpass under County Road 52. These flows will then be routed through the County Road 52 underpass via drainage pan and onto Maple ' Hill subdivision. The Maple Hill Subdivision has accounted for these flows. Please refer to The Final Drainage Plan for Maple Hill dates March 26, 2003 further review. ' County Road 11 and County Road 52 Intersection ' Currently there are two inlets at the intersection of County Road 11 and County Road 52. One inlet exists on the north side of CR 52 and one inlet exists on the west side of CR 11. These inlets carry water from CR 52 and CR 11 to a detention pond on the Richard's Lake Subdivision. With the widening and reconstruction of CRl 1 and the reconstruction of CR 52, these inlets will have to be relocated. The pipe sizes will remain the same; minimal flows will be added with the reconstruction of the county ' roads. Please refer to the Lind Property, Construction Plans, sheet csXXX for future information. r I ' II. DRAINAGE BASINS ' A. Major Basin Description The Lind Property development lies within the Cooper Slough Drainage Basin. The Cooper Slough Drainage Basin generally flows north to south and ultimately drains into the Larimer and Weld County Canal. ' There are two major drainage basins that contribute to the existing storm runoff that travels through Filing 1 of the Lind Property site. Major Basin, Al (66.3acres), drains southeast at an approximate slope of 1.5 to 5.0 percent. The stormwater from this basin collects in an existing 12" CMP culvert, is routed under County Road 52, and is released via overland flow onto the adjacent land south of Lind Property. Major Basin, A2 (44.5acres), drains southeast at an approximate slope of 1.0 to 3.0 percent. The stormwater from this basin is collected in a second existing 12" CMP culvert and is also released on the property south of the Lind Property site. These basins can be seen in the Drainage Exhibit found in Appendix B. I 11 1 1 9 B. Sub -basin Description ' The area encompassed by the proposed site for Filing 1 of Lind Property has been divided into many sub -basins, 1-40, 42-45 and 49. Onsite runoff these basins were routed to an on -site retention pond. This retention pond will be located in the southeast corner of Filing 1. Flows from basin 41 will continue to flow down the west side of CR11. ' Eight offsite basins (46-48, OS2-4, and OS6) were created based on the improvements of CR52. The water from basins 45-48, OS6, OS3 and OS4 will flow ' onfite via curb -gutter, cross -pans and storm drains to the retention pond located in the southeast corner of the site with the development of Filing H. The water from offsite basins OS2 and OS5 will flow onto the Maple hill site (south of Lind Property) via curb -gutter, cross -pans and storm drains. These two offsite basins were developed for calculating the erosion control performance standards and effectiveness or the development of CR52. ' Three offsite basins (OS 1, OS7 and F6) were created based on the improvements of CR1 I. The water from these basins will not be detained with Lind Property Filing I, ' they were developed for calculating the erosion control performance standards and effectiveness or the development of CRl 1. The offsite sub -basins, F1 through F16, were created based on development of the surrounding area by future Filings of the Lind Property. The basins F 1-F 16 are to be routed to the detention/retention pond on Filing 1. These basins were analyzed from a conceptual layout and grading of the future filings of the Lind Property. ' It should be noted that any future basins not associated with the Filing 1 Detention/Retention Pond will be routed to future detention/retention ponds located within the Lind Property. With future development, minimal flows will be released into the No. 8 Ditch prior to detention. These sub -basins can be seen in the Drainage Exhibits found in the back of the ' report. III. DRAINAGE DESIGN CRITERIA ' A. Regulations ' Since the Lind Property, Filing 1 site is located in the Cooper Slough Drainage Basin in the City of Fort Collins, the criteria is to detain the 100-year developed stormwater runoff and release it at the 2-year historic discharge rate. The Urban Storm Drainage Manual (published by the Urban Drainage and Flood control District — Denver, 10 Colorado) and the City of Fort Collins Storm Drainage Design Criteria, have been used to calculate the stormwater runoff and design the storm water facilities for this ' site. ' At this time, stormwater release from the detention pond is not allowed due to the Master Plan Update being in progress. ' B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. ' 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. Since Filing 1 of Lind Property is less than 160-acres, the Rational Method was used to calculate historic and developed stormwater runoff. The detention pond sizing was computed using the FAA method from the Urban Storm Drainage Criteria computer software program. The water quality for the pond was computed using the Water Quality Capture Volume equation from the Urban Storm Drainage Criteria Manual, Volume 3. These calculations and criteria are included in Appendices B and D of this report. 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. E. Variance No variances are being requested for the Lind Property, Filing 1, project. IV. DRAINAGE FACILITY DESIGN ' A. General Concept ' The majority of the runoff produced by the Lind Property, Filing 1, development flows via curb and gutter, cross -pans, inlets, and storm pipe to a proposed retention pond located at the southeast corner of Filing 1. The off -site developed basins Fl through F16, and OS1-OS7 were designed from conceptual data of future filings as well as from the future configuration of CR52 and CRl 1. The majority of these 11 ' basins, according to conceptual design, will also flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. The capacity of the pond, along with its outlet structure and spillway were designed with the consideration that future filings would be constructed. ' The City of Fort Collins is currently preparing a Master Plan Update for storm water in the Fort Collins area. The master plan states that the area of Lind Property shall ' release its storm water into a future ditch that will run along the west side of the existing No. 8 Ditch on the Lind Property and on the Maple Hill Subdivision. Once this ditch is constructed, the Lind Property, Filing 1 detention pond will release at the ' 2-year historic flow rate into a swale located on the Maple Hill property. This swale will take the storm water through a storm drain and into the proposed ditch. At times the ditch will not have the capacity to allow Lind Property to outlet into it. Since the pond may not be allowed to release it's water, the Filing 1 will be designed as a retention facility. A manhole at the top of the ponds bank will contain a sluice ' gate that will restrict the flow out of the pond when necessary. Due to this, only the storm water created by the Lind Property, Filing 1, will be captured in the retention pond, all other flow will travel as it has historically. ' Historically Lind Property drainage travels via overland flow to the southeast corner of the site where it is captured in two 12" CMP drainage culverts. These culverts direct the flow under County Road 52 to the property to the south where it is released to overland flow. Until the future filings of Lind Property are developed, this water ' will continue through the undeveloped portions of the site, to the existing culverts, and onto the southern property as it has historically traveled. The on -site flows will be captured in the retention pond located on Filing 1. The rest of the flows will pass through, un-detained, to the existing culvert. The existing storm drain is a relatively flat 12" cmp pipe. The capacity of the pipe is ' approximately 2 cfs. This storm drain will be upgraded to a 30" rep pipe, so as to maintain the 2-year minor storm flow. This pipe will run under CR52 and release the flow onto the property to the south. In the event of a storm larger than the 2-year ' storm, the City of Fort Collins criteria allows the storm water to pass over CR52, as long as the flow does not reach more than half a foot above the crown of the road. The two existing drainage pipes shall be removed with the construction of CR52 and ' the proposed 30" storm drain. These storm drains, the 30" proposed pipe and the 36" detention pond outlet, have been coordinated with the Maple Hill design. . The swale and storm drain were designed to convey an additional 60cfs, from sources north of the Maple Hill ' subdivision, into the No. 8 Ditch. Please refer to the Final drainage Report for maple Hill dated March 26, 2003 for further information regarding the swale and the 1 12 ' storm drain. An exert from Maple Hill's drainage report stating that the storm drain has adequate capacity to convey the Lind Property storm water directly to the No. 8 ' Ditch. ' B. Specific Details The Lind Property, Filing 1, site has been broken down into onsite sub -basins, offsite basins future sub -basins due to the design of future filings. The attributed runoff from the majority of the basins are routed to the on -site detention/retention pond located at ' the southeast corner of Filing 1. Inlet #142 Basins Contributing to: Inlet #1 = Fl, F2, F3 Inlet #2 = 29, 30, F4, F5 ' Inlets 1 and 2 are inlets that are to be built with future filings. The flow from these basins will be directed to the detention pond on filing 1 through the main storm drain A in filing 1. The flows from these basins will flow via curb and gutter, cross -pans, ' inlets, and storm pipe to the proposed pond in Filing 1. These flows will eventually flow onsite and into the proposed retention/detention pond at the southeast coiner of Filing 1. Until future filings of Lind Property are constructed, the flows from these basins will travel via overland flow to a 30" storm drain at the southeast corner of the site. ' Inlet #3 Basins Contributing to: Inlet #3 = 31-34, F4a, F6-F9 ' The flows from basin F6 will combine with the flows from the onsite sub -basins 31, 32, and 33, as well as with the flows from the future basins 174a, F7 and F8. These flows will combine with the flows from onsite basin 34 and future basins 178a and F9 ' at inlet 3. Inlet 3 is a 15' combination inlet, on grade. The flows directed to this design point will be approximately 62.94cfs. In the event that this inlet shall plug, ' the flows will be redirected east to Bar Harbor Drive. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. Inlet #4 Basins Contributing to: Inlet #4 = 26-28, 39 ' The flows from onsite basins 39, 26, 27 and 28 will flow to the proposed inlet 4. ' Inlet 4 is a 10' Type R inlet , on grade. The flows directed to this design point will be 17.63cfs. In the that this inlet the flows will be approximately event shall plug, ' 13 I 11 ' redirected east to the proposed park. The flow from these basins will flow via curb ' and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. Inlet #5 ' Basins Contributing to: Inlet #5 = 22-25 The flows from onsite basins 22.23 and 24 will flow to the proposed inlet 5 will they ' will combine with the flows from onsite basin 25. Inlet 5 is a 15' Type R inlet , on grade. The flows directed to this design point will be approximately 34.74cfs. In the event that this inlet shall plug, the flows will be redirected east to Bar Harbor Drive. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. Inlet #6 Basins Contributing to: Inlet #6 =15-18 ' The flows from onsite basins 15 through 18 will flow to the proposed inlet 6. Inlet 6 is a 10' combination inlet, on grade. The flows directed to this design point will be approximately 24.22cfs. In the event that this inlet shall plug the flows will be ' redirected east to Bar Harbor Drive. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. ' Inlet #7 Basins Contributing to: Inlet #7 = 19-21 The flows from onsite basins 19 and 20 combine with the flows from the onsite basin 21 at inlet 7. Inlet 7 is a 10' Combination Inlet, on grade. The flows directed to this design point will be approximately 23.70cfs. In the event that this inlet shall plug, ' the flows will be redirected east to Bar Harbor Drive. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond ' in Filing 1. Inlet #8 Basins Contributing to: Inlet #8 = 11-14 The flows from onsite basins 11 through 14 will flow east to inlet 8. Inlet 8 is a 10' ' Type R Inlet, on grade. The flows directed to this design point will be approximately 13.85cfs. In the event that this inlet shall plug, the flows will be redirected east to Bar Harbor Drive. The flow from these basins will flow via curb and gutter, cross - pans, inlets, and storm pipe to the proposed pond in Filing 1. 1 14 ' Inlet #9 ' Basins Contributing to: Inlet #9 = 8-10 The flows from onsite basins 8 and 9 combine with the flows from the onsite basin 10 at inlet 9. Inlet 9 is a 10' Combination Inlet, on grade. The flows directed to this design point will be approximately 30.60cfs. In the event that this inlet shall plug, the flows will be redirected east to Bar Harbor Drive. In the meantime Flagstaff Place will meet the city's storm requirements for a 100-year major storm and the flow ' will remain within 18inches over the gutter flow line. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in ' Filing 1. Inlet #10 Basins Contributing to: Inlet #10 = 1-3, 6-7, 49 The flows from onsite basins 1, 2, 3, 6, 7 and 49 will combine with the flows from ' the onsite basin 6A at inlet 9. Inlet 9 is a 10' Combination Inlet, on grade. The flows directed to this design point will be approximately 35.29cfs. In the event that this inlet shall plug, the flows will be redirected east to Bar Harbor Drive. In the ' meantime Flagstaff Place will meet the city's storm requirements for a 100-year major storm and the flow will remain within 18inches over the gutter flow line. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. Inlet #11 Basins Contributing to: Inlet #I1 = 4-5, 37, 40, 43-48, OS-6 The flows from onsite basins 37 and 42 through 48 will combine with the flows from the offsite basins OS2 through OS6 and travel to Inlet 11. Inlet 11 is a 10' Combination Inlet, on grade. The flows directed to this design point will be ' approximately 33.85cfs. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. Inlet #12 Basins Contributing to: Inlet #12 = OS-3 and OS-4 The flows from offsite basins OS3 and OS4 travel to Inlet 12. Inlet 12 is a 5' Type R Inlet, on grade. The flows directed to this design point will be approximately ' 5.17cfs. The flow from these basins will flow via curb and gutter, cross -pans, inlets, and storm pipe to the proposed pond in Filing 1. 1 15 L P I LI 1 V. Basins Fl-F16 The flows from future basins 171 through F16 will flow via curb and gutter, cross - pans, inlets, and stone pipe to the proposed pond in Filing 1. These flows will eventually flow onsite and into the proposed retention/detention pond at the southeast corner of Filing 1. Until future filings of Lind Property are constructed, the flows from these basins will travel via overland flow to an 30" storm drain at the southeast corner of the site. Basin 42 The underpass on CR11 and CR2 will drain via overland flow and drainage pans to the south side of CR52. Basin 42 accounts for the flows from the Lind Property, Filing I Subdivision that will flow offsite through the County Road 11 underpass. The flows from the pedestrian underpass under County Road 11 will be routed via drainage pans and pedestrian pathway to the pedestrian underpass under County Road 52. These flows will then be routed through the County Road 52 underpass via drainage pan and onto Maple Hill subdivision. The Maple Hill Subdivision has accounted for these flows. Please refer to The Final Drainage Plan for Maple Hill dated March 26, 2003 for further review. C. Street Capacity The street capacities for the streets inside the Lind Property were calculated using the Rational Method, as seen in Appendix C. The proposed local and collector street designs, within the subdivision, meet the required 2-year and 100-year street capacities. The proposed arterial street designs meet the required 10-year and 100- year street capacities. STORMWATER QUALITY ' A. General Concept The water quality of stormwater runoff must be addressed on all final design utility plans. Therefore, we have sought to find various Best Management Practices for the treatment of stormwater runoff. Lind Property, Filing 1, will be providing a grass lined detention pond (on -site). This water quality feature will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed to the Cooper Slough Drainage Basin. 16 B. Specific Details ' Both retention and detention facilities will have adequate capacity to provide water quality capture volume before being released. The ponds will have adequate volume ' between the spillway elevation and the water quality control volume elevation to detain the developed 100-year storm. If the outlet structure should ever become plugged, in the detention pond, the pond's spillway has been designed to prevent the ' pond from overtopping by providing a controlled release while maintaining one foot of freeboard. In the event that the pond becomes clogged the stormwater will spill on CR52 a proposed road in Lind Property. Side slopes of 4:1 were utilized throughout I the ponds. The following table summarizes the calculated storm water runoff quantities in both the retention pond and then the detention pond design parameters: Retention Pond —Lind Property, Filing I Drainage Basin Area 44.53 acres Pond Volume Required 21.51 ac-ft Pond Volume Provided 21.68 ac-ft Outlet Invert Elevation 5012.30 ft Top of Pond Bank Elevation 5021.75 8 Spillway Elevation 5020.75 ft Release Rate 2.54 cfs Orifice Plate Dia. 5.54 inches Overflow Pipe Release Rate 12.91 cfs Overflow Pipe Orifice Plate Dia. 21.52 inches Basins: 1-40, 42-45, 49 17 .1 Detention Pond — Lind Property, Filing I and Filing II ' Drainage Basin Area 60.43 acres Pond Volume Required to 14.17 ac-ft ' detain the 100-year runoff WQCV Required 1.336 ac-ft ' Pond Volume Required to + 15.51 ac-ft detain the 100-year runoff WQCV Pond Volume Provided to 21.68 ac-ft ' detain the 100-year runoff + WQCV Outlet Invert Elevation 5012.30 ft ' Top of Pond Bank Elevation 5021.75 ft Spillway Elevation 5020.75 ft Release Rate 3.45 cfs Orifice Plate Dia. 6.46 inches Overflow Pipe Release Rate 12.0 cfs Overflow Pipe Orifice Plate Dia. 20.82 inches Basins: 1-40, 42-44, 47-49, OS3, OS4, F8a-F16 Detention Pond — Lind Property, Filings I, II and III ' Drainage Basin Area 73.00 acres Pond Volume Required to 17.47 ac-ft detain the 100-year runoff ' WQCV Required 1.73 ac-ft Pond Volume Required to 19.19 ac-ft ' detain the 100-year runoff + WQCV Pond Volume Provided to 21.68 ac-ft ' detain the 100-year runoff + WQCV Outlet Invert Elevation 5012.30 It Top of Pond Bank Elevation 5021.75 ft Spillway Elevation 5020.75 ft Release Rate 4.34 cfs Orifice Plate Dia. 7.24 inches Overflow Pipe Release Rate 11.11 cfs ' Overflow Pipe Orifice Plate Dia. 20.11 inches Basins: 1-40, 42-44, 47-49, OS3, OS4, OS6, F1-F16 11 1 The detention/retention pond was designed with a "shelf'. This shelf will be a dry area most ' of the time that will allow the pond to function as an active recreation area. Please refer to Appendices B and D for calculations. VI. EROSION CONTROL A. General Concept ' This development lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. There should be minimal to no erosion problems after completion of Lind Property, Filing 1, development. Silt fence will be installed along the south and north sides of the site to prevent sediment from leaving the site. Tracking pads will also be placed at entrances/exits to the site. Silt fences will also be placed along the east side of CR 11 ' to prevent sediment from entering the site during the construction of CR 11. The erosion control that is to be used during the construction of CR52 can be found on the CR52 Construction Plan Set ' The Rainfall Performance Standards for Filing 1, during and after construction, were ' calculated to be 80.8 and 95.0 respectively. Therefore the erosion control plan shall _i be developed to contain 80.8% and 95.0% of the rainfall sediment that would normally flow off a bare ground site during a 10-year rainfall event during and after ' construction respectively. The Effectiveness values for the site during and after construction were calculated to be 95.2 and 98.2 respectively. These values demonstrate that the developed Erosion Control Plan contains at least the minimum amount of rainfall sediment on -site required during and after construction, therefore, the erosion control plan below meets the City of Fort Collins requirements. Performance Standard During Construction 80.8 Performance Standard After Construction 95.0 Effectiveness During Construction 95.2 Effectiveness After Construction 98.2 The Erosion Control Plan along with the Performance Standard and Effectiveness calculations maybe found in Appendix J. An erosion control escrow cost estimate of $133,942 is also included in the Erosion Control section of Appendix J. 19 I ' The Rainfall Performance Standards for the construction of CR11, during and after construction, were calculated to be 80.1 and 94.2 respectively. Therefore the erosion ' control plan shall be developed to contain 80.1 % and 94.2% of the rainfall sediment that would normally flow off a bare ground site during a 10-year rainfall event during ' and after construction respectively. The Effectiveness values for the site during and after construction were calculated to be 95.2 and 98.6 respectively. These values demonstrate that the developed Erosion Control Plan contains at least the minimum ' amount of rainfall sediment on -site required during and after construction, therefore, the erosion control plan below meets the City of Fort Collins requirements. ' Performance Standard During Construction 80.1 Performance Standard After Construction 94.2 Effectiveness During Construction 95.2 Effectiveness After Construction 98.6 The Erosion Control Plan along with the Performance Standard and Effectiveness calculations may be found in Appendix J. An erosion control escrow cost estimate of $20,776 is also included in the Erosion Control section of Appendix J.- ' B. Specific Details ' C. Specific Details ' All disturbed areas not in a roadway or greenbelt area shall have temporary vegetation seed applied within 30 days of initial disturbance. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 1.5 tons/acre minimum, and ' the mulch shall be adequately anchored, tacked, or crimped into the soil. Those roads that are to be paved as part of Lind Property, Filing 1, must have a 1-inch layer of gravel mulch applied at a rate of at least 135 tons/acre immediately after overlot grading is completed. The pavement structure shall be applied within 30 days after the utilities have been installed. t If the disturbed areas will not be built on within one growing season, a permanent seed shall be applied. After seeding, a hay or straw mulch shall be applied over the seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored, tacked or crimped into the soil. In the event a portion of the roadway pavement surface and utilities will not be constructed for an extended period of time after overlot grading, a temporary vegetation seed and mulch shall also be applied to the roadway areas as discussed above. 20 ' All construction activities must also comply with the State of Colorado permitting ' process for Stormwater Discharges Associated with Construction Activity. A Colorado Department of Health NPDES permit will be obtained so that construction grading can continue within this development. ' VII. CONCLUSIONS ' A. Compliance with Standards All computations that have been completed within this report are in compliance with ' the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. ' B. Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the conveyance of developed on -site runoff to the proposed drainage facilities of the subject site. The combination of the proposed curb and gutter, cross -pans, inlets, and storm pipes will provide for the 2-year and the 100-year developed flows to reach the proposed detention pond at the southeast corner of the site. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. C. Stormwater Quality Concept ' The proposed design has addressed the water quality aspect of stormwater runoff. The grass -lined detention pond will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before the runoff enters the Old Town Drainage Basin. ' D. Erosion Control Concept The proposed erosion control concepts adequately provide for the control of wind and ' rainfall erosion from the Lind Property, Filing 1 development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standard shall 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. 21 r1 VIII. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, interim revision January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. U.S. Department of Agriculture, Soil Conservation Service and Cooperating Agencies. 4. The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District — Denver, Colorado — June 2001). 22 Vicinity Map City of Fort Collins Stormwater Basins Appendix A 1 1 .1 . 1 1 1 1 1 i 1 1 1. 1 1 1 VICINITY MAP ANNEX j j ��" i iloawa TTERRY LAKE / 101 7 -I I � LONG ✓- .✓ r °'�,, POND 5 51 I a 5 I _ i n �,a DELDER I• LINDENNEIER \, LAKE \ �. ct r S. UGLAS ROAD/COUNT- ROAD 4I COUNTY fLIND PROPERTY PROJECT SITE PHASE ONE PROJECT AREA Of O \FT. COLORS Ili;. CITY LRdi-S � / In` )U IY ROAD 52 / —�I` CO r� �TY ROAD R (PRC�GSED A GEMENT) N N I l II z III Z, PROPOSED I IIi MEDIUM DENSITY III MIXE —USE NEIGHBORHOOD � Tj1 L iWnI ROM 54 — DONtFN::. -- n I I r M 6PROP ;ED � / OOMM NITY OOMM CIAL �CW4 ROAD 5E II I L_J SCALE: 1" = 2500' C/TY OF FGRT COLLINS Stormwater Basins Ugend ❑ DRY CREEK BASIN fi SPRING CREEK BASIN ❑ BOXELDER CREEK BASIN ❑ FOOTHILLS BASIN COOPER SLOUGH BASIN FOX MEADOWS BASIN [] GREENBRIAR/EVERGREEN BASIN ❑ MCCLELLANDS/MAIL CREEK BASIN WEST VINE BASIN ❑ FOSSIL CREEK BASIN OLD TOWN NORTH TRIBUTARY SUB -BASIN --- CITY LIMITS ❑ OLD TOWN BASIN URBAN GROWTH AREA ❑ CANAL IMPORTATION BASIN December 04, 2001 GwGRAN11CINwRAMIION SISTFMMgP PDOEMICR pl = 6000 Feet ...�.rrr.Y�alrrl�w.r..h..+eagMYe. r..Y..a.wr N Y.m.uRMq.uMNSWl.niklSMmOYYY141.eY1F.ewwu rn.. r.rWh.aY., WM..bwi�Y.n.bunY...npanmrnww[vn. M u.mnwmuw®.memm mwLlnwMeavm+ree.wnmv.mneuemMeeun Fwuhniw.M +..nlwYn.Y.q.runM14WMNLMN4+.1.w.N.YeMMhwh.I,.MLM.l�!L1'11''43/i3.1L1�F'-R1(6 W ! JVL - �• w..I.Yw.Whgl..b.liw.yuwJMgly.IWy..F.bwwllx... .. � sW,rrew/hm..Myi.lmuwwwYl. r_�:..r.., a+...v7 .+w++wNo.e�rvrrlr.YuwrYewnwiw.�..revh.rw 5 c1�01 i'lA 1. W1lBm si...N.M.ia..v.I.Ynh. a. y.h4.h rY.iY 4q ww.rry ' GeoQaDNle laf ormetlea9ernloo 4 ? t ° i ''t a�fy'Gy'•t `� �' rktr _ X £.. ! 1 ° :_>+ +ae a ��d �sI had qT Di ° ree Y7- 7 /aI�'.P�'✓F'yta �.r _a ���rrtt'..�zhg-S'k'r'3�F�i���Fv. ',l. A_G' s• ♦ v`t� �.�.,, 4�d0UNTAIN�Y 1 pops 'r - - { aciy4 ':rN 'y. c'+'.' lyr, dr} �?'•:�.e� ��".�3'•�. Y� 4N Lo'.ii H— L G(r } �' .x., y .'yt u3.f,• .t` s t.'a { (S� _ ! .♦m ♦ � { ` e r '.�ra �wi. fir= � � � ® E VINE D$ .. a n_ Tli S-.. fSi lyx�k h �s p •mm• f SlJ 7 T ��' g x 1♦ ` �... : � r .l �. , z s. �t,'�1 a. � 4 99,�•• ay -icy, ` � B 2x.i. y — .1?i w,. .� xy :2•wi� � S "ya. �.� i...t�•N. � .N+ —e re � ,{ } . MRn s ��., ./ t . s+ '' 4.: ?5. '9',^xG r� ',�r „ ���•� y°� H . ;h'b¢ av�lµ ���r.�-.. � t at*..`f''a i a•� �� 75t 4n t r � � - r IL r� tr-5 it r � I �`' "W ''� °' •�� `- � �.- �,� ills ba ie: 0. 44, E Rational Method Hydrology Appendix B I Existing Flows for Lind Property Phase I �I 1 lN1W!l: mcnwil pa, ot11erwJ9r9iepm9nro9Lx o IIM LI\A!l\Wppl\4t.\Cn99r9YN Mtnau9n\u'9iro999�nblr �9 RaLYt Y9Y 9L t00] - 101pn Hy9; PCN59 tl- N m O . N N 6 Cl) V V W O N O (O 6 O O O O O N N N >1 000 O 0 -p 4 O T � boo � i r N � a� O o N i > a� a> c 0 y W � N M Q Q Q Q OO 0 3 0 m CO CO ro m `s a O O O O N N N N O O O O O t0 N • lh �i i0 � In a O N W U N N N co yy ♦d CO N M h W O O O O C - m 'v � c m a O o U t 03 N °c Q a m i � 000 N d LO m N V 0) p U to w a a O x W N N � ry V O l0 U w m 0 t) W In U W a0 r N N N L N N L N N N O O O N m Q Q N yj l 14 J N '� 10 t a) ti 9 1 I 1 1 1 l 4 + on n II 11 n ,ti I vj U 00 II rn G Z O 4 � `O Q Z N a o, a o V'm eo Z d_la U `a " 3 O O O W H � CO h W U Y or Q Cl) w EN 1� D1 O Z «Y �`- inLou-) (Dr(D N h rn +� O n N M V M U �o t-to o w�ao�r it J O O O W W W J d o 0 u) M ch w Q m w F- J W cc Z W J J J QIL M a- IL O co O yr , O a)Z D) N q;t w 1 N J C lD N O (D cD ao N N N (7 W H Z J ot! W W d - IT CD o OO e to M M (D J N N J U) Q H Z 2 ~ O O O Z �� to Lo U.) w J Q O O O H () (+) N N N Q O O O o O O O Z W U lD CO N U) N LL m vcov Q Q vco(D m Z CZ)<z <QCj ¢ m c� 3 m m m 4 } � n N 00 00 II w a c Z O E m o C N z c a p� M .0�50 Z O U m o �° LL '1 3 O o 0 W ti ab H c h W W E c 0 V p O O O O O O O O O O n €o-8SS$o LL C O ? h O O O m S S S O S ry t O O O O O U a ya0 N3 cS LL N v m C W O K Ca' � N c o c c m f �ao D 0 m 2 I Y �1 c a^ m N Q v a - 6 U m i m O p J U N P O p 16 m 0 N S m C J U ` O O O 000 O K m o C 75 C F�Impn m CC_ C m O O O O J O O O O N N N N 000 O c y E nm0 W 010 n a> c oo0 O -@ E coo c - i c 000 0 } C E 000 0 E L• v O W O aaE N V O m F .. c < J J , 1 �nWo W E m n m n c Z m Q _ a O� 3 m N ti W I E m C e L � ^00000 00000 n e €o cossos LL O 00000 N g O O O o O O O O O O U 5 a°S2Ss8$S a�'=00000 LL t�. O COC G� O � C g' c E S Z m .. I > P ^ m � I N O a -- a� I U y o m oN ON Oo ns dry eN Oo nQN o:b �n d mn oN NQ N NV 0 00 0 N rv0 07 Nm n m i o �@ E 0 0 0 o O t @Ecco 0 E D F 0 LL C m _ O R S O N c C m " J I o N N Cl Q C q Q Q Q N Q " aJ n I 1 1 1 1 1 1 1 1 1 1 1 Developed Flows for Lind Property Phase I 1 I 1 11 t 11 I 1 I I 1 1 Developed Site Hydrology Proposed Flows for Lind Property Filing I Detention Pond: 614-003 Design Point Basln(s) Area (acre) C. 02 WS) 01ee (cfs) 1 1 1.18 0,65 1.78 8.89 2 2 0.76 0.40 0.54 2.51 3 3 0.37 0.65 0.57 2.85 4 4 0.45 0.50 0.53 2.50 5 5 0.25 0.65 0.40 2.00 6 6 2.68. 0.65 3.92 18.94 6A 6A 0.17 0.67 0.32 1,42 7 7 2.19 0.65 3.33 16.56 8 8 2.37 0.65 3.25 15.86 9 9 1.40 0.73 2.52 12.11 10 10 0.711 0.70 1.41 6.77 11 11 0.32 0.67 0.58 2.67 12 12 0.94 0.67 1.58 7.69 13 13 0.41 0.67 0.74 3.42 14 14 0.24 0.75 0.51 2.23. 15 15 2.32 0.57 2.80 13.35 16 16 0.31 0.67 0.57 2.58 17 17 1.00 0.67 1.63 7.82 18 18 0.95 0.67 1.63 7.89 19 19 2.01 0.65 3.01 14.89 20 20 1.40 0.65 2.17 10.40 21 21 0.94 0.65 1.48 7.14 22 22 0.98 0.70 1.80 8.51 23 23 2.58 0.70 4.11 19.90 24 24 0.53 0.73 0.97 4.78 25 25 2.23 0.45 2.26 10.40 26 26 0.35 0.73 0.72 3.16 27 27 0.89 0.73 1.67 8.04 28 28 0.68 0.73 1.38 6.14 29 29 0.07 0.73 0.14 0.63 30 30 0.13 0.73 0.27 1.17 31 31 2.08 0.70 3.56 17.15 32 32 0.07 0.85 0.17 0.70 33 33 0.18 0.85 0.43 1.79 34 34 0.32 0.85 0.73 3.18 35 35 0.11 0.85 0.26 1.09 36 36 0.11 0.85 0.26 1.09 37 37 0.62 0.85 1.26 5.59 37A 37A 0.45 0.85 0.95 4.34 38 38 4.28 0.28 3.18 14.11 39 39 0.63 0.85 1.37 6.08 40 40 0.31 0.85 0.75 3.08 41 41 0.47 0.85 1.13 4.68 42 42 0.86 0.35 0.57 2.61 43 43 0.45 0.85 1.08 4.48 44 44 1.41 0.85 3.08 14.03 45 45 0.49 0.85 0.98 4.37 46 46 0.19 0.85 0.46 1.89 47 47 0.37 0.85 0.80 3.60 48 48 0.18 0.85 0.43 1.79 49 49 0.28 0.85 0.67 2.79 F1 F1 2.65 0.70 4.23 20.59 F1A F1A 1.48 0.70 2.33 11.68 F2 F2 1.35 0.70 2.33 11.68 F3. F3 1.12 0.70 2.07 9.72 F4 F4 1.07 0.70 1.94 9.29 F4A F4A 0.13 0.67 0.25 1.08 F5 F5 0.81 0.70 1.57 7.03 F6 F6 0.54 0.85 1.27 5.37 F7 F7 0.81 0.70 1.39 6.91 F8 F8 1.59 0.70 2.68 13.37 F8A F8A 1.61 0.70 2.55 13.03 F9 F9 1.98 0.70 3.45 16.86 Flo F10 2.20 0.70 3.50 16.80 Fll Fll 1.35 0.70 2.39 11.72 F12 F12 3.56 0.70 5.40 27.02 F13 F13 1.31 070 2.20 10.95 F14 F14 1.15 0.70 1.94 9.80 F14A F14A 0.24 0.70 0.48 2.08 'F15 F15 1.02 0.35 0.74 3.36 F16 F16 0.88 0.35 0.65 2.94 F17 F17 28A2 0.70 56.54 246.72 F18 F1.8 1.62 0.70 3.22 14.04 OS1 OS1 1.58 0.85 2.14 9.96 OS2 OS2 1.86 0.85 2.59 11.35 OS3 OS3 0.18 0.85 0.41 1.79 OS4 QS4 0.36 0.85 0.78 3.51 OS5 OSS 1.13 0.85 1.92 8.52 O56 OS6 1.02 0.85 2.06 9.27 057 OS7 0.46 0.85 1,00 4.58 The Sear-Bmwn Group 4.49 PM 5t2/2003 Developed Weighted Runoff Coefficients Proposed Flows for Lind Property Filing I Detention Pond: 614-003 This sheet calculates the Composite "C'values for the Rational Method 2 0.95 0.25 33,106 0.76 6,952 0.16 21.0 79.0 0.40 3 0.95 0.25 16,117 0.37 9.187 0.21 57.0 43.0 0.65 4 0.95 0.25 19,602 0.45 6,861 0.16 35.0 65.0 0.50 5 0.95 0.25 10,890 0.25 6.207 0.14 57.0 43.0 0.65 6 0.95 0.25 116,741 2.68 66,542 1.53 57.0 43.0 0.65 6A 0.95 0.25 7,405 0.17 4,443 0.10 60.0 40.0 0.67 7 0.95 0.25 95,396 2.19 54,376 1.25 57.0 43.0 0.65 8 0.95 0.25 103,237 2.37 58,845 1.35 57.0 43.0 0.65 9 0.95 0.25 60,984 1.40 41,469 0.95 68.0 32.0 0.73 10 0.95 0.25 33,977 0.78 21,745 0.50 64.0 36.0 0.70 11 0.95 0.25 13,939 0.32 8,364 0.19 60.0 40.0 0.67 12 0.95 0.25 40,946 0.94 24,568 0.56 60.0 40.0 0.67 13 0.95 0.25 17.860 0.41 10,716 0.25 60.0 40.0 0.67 14 0.95 0.25 10,454 0.24 7,423 0.17 71.0 29.0 0.75 15 0.95 0.25 101,059 2.32 45,477 1.04 45.0 55.0 0.57 16 0.95 0.25 13,504 0.31 8.102 0.19 60.0 40.0 0.67 17 0.95 0.25 43,560 1.00 26,136 0.60 60.0 40.0 0.67 18 0.95 0.25 41,382 0.95 24.829 0.57 60,0 40.0 0.67 19 0.95 0.25 87,556 2.01 49,907 1.15 57.0 43.0 0.65 20 0.95 0.25 60,984 1.40 34,761 0.80 57,0 430 0.65 21 0.95 0.25 40,946 0.94 23,339 0.54 57.0 43.0 0.65 22 0.95 0.25 42,689 0.98 27,321 0.63 640 36.0 0.70 23 0.95 0.25 112,385 2.58 71,926 1.65 64.0 36.0 0.70 24 0.95 0.25 23,087 0.53 15,699 0.36 68.0 32.0 0.73 25 0.95 0.25 97,139 2.23 27.199 0.62 28.0 72.0 0.45 26 0.95 0.25 15,246 0.35 10,367 0.24 68.0 32.0 0.73 27 0.95 0.25 38.768 0.89 26,363 0.61 68.0 32.0 0.73 28. 0.95 0.25 29,621 0.68 20,142 0.46 68.0 32.0 0.73 29 0.95 0.25 3,049 0.07 2,073 0.05 68.0 32.0 0.73 30 0.95 0.25 5,663 0.13 3,851 0.09 68.0 32.0 0.73 31 0.95 0.25 90.605 2.08 57.987 1.33 64.0 36.0 0.70 32 0.95 0.25 3,049 0.07 2,592 0.06 85.0 15.0 0.85 33 0.95 0.25 7,841 0.18 6,665 0.15 85.0 15.0 0.85 34 0.95 0.25 13,939 0.32 11,848 0.27 85.0 15.0 0.85 35 0.95 0.25 4,792 0.11 4,073: 0.09 85.0 15.0 0.85 36 0.95 0.25 4,792 0.11 4,073: 0.09 85.0 15.0 0.85 37 0.95 0.25 27,007 0.62 22.956 0.53 85.0 15.0 0.85 37A 0.95 0.25 19.602 0.45 16,662 0.38 85.0 1'.5.0 0.85 38 0.95 0.25 186,437 4.28 7,457 0.17 4.0 96.0 0.28 39 0.95 0.25 27.443 0.63 23..326 0.54 85.0 15.0 0.85 40 0.95 0.25 13,504 0.31 11,478 0.26 85.0 1'.5.0 0.85 41 0.95 0.25 20,473 0.47 17,402 0.40 85.0 15.0 0.85 42 0.95 0.25 37,462 0.86 5,245 0.12 14.0 86.0 0.35 43 0.95 0.25 19,602 0.45 16,662 0.38 85.0 15.0 0.85 d4 0.95 0.25 61,420 1.41 52,207 1.20 85.0 15.0 0.85 45 0.95 0.25 21,344 0.49 18,143 0.42 85.0 1.5.0 0.85 46 0.95 0.25 8.276 0.19 7.035 0.16 85.0 15.0 0.85 47 0.95 0.25 16,117 0.37 13,700 0.31 85.0 15.0 0.85 48 0.95 0.25 7.841 0.18 6,665 0.15 85.0 15.0 0.85 49 0.95 0.25 12.197 0.28 10.367 0.24 85.0 15.0 0.85 F1 0.95 0.25 115,434 2.65 73,878 1.70 64.0 36.0 0.70 F1A 0.95 0.25 64,469 1.48 41,260 0.95 64.0 36.0 0.70 F2 0.95 0,25 58,806 1.35 37,636 0.86 64.0 36.0 0.70 F3 0.95 0.25 48,787 1.12 31,224 0.72 64.0 36.0 0.70 F4 0.95 0.25 46,609 1.07 29,830 0.68 64.0 36A 0.70 F4A 0.95 0.25 5,663 0.13 3,398 0.08 60.0 40.0 0.67 F5 0.95 0.25 35.284 0.81 22,582 0.52 64.0 36.0 0.70 FS 0.95 0.25 23,522 0.54 19,994 0.46 85.0 15.0 0.85 F7 0.95 0.25 35.284 0.81 22,582 0.52 64.0 36.0 0.70 F8 0.95 0.25 69,260 1.59 44.327 1.02 64.0 36.0 0.70 FBA 0.95 0.25 70,132 1.61 44.884 1.03 64.0 36.0 0.70 F9 0.95 0.25 86,249 1.98 55.199 1.27 64.0 36.0 0.70 F10 0.95 0.25 95,832 2.20 61,332 1.41 64.0 36.0 0.70 Fit 0.95 0.25 58,806 1.35 37.636 0.86 64.0 36.0 0.70 F12 0.95 0.25 155,074 3.56 99,247 2.28 64.0 36.0 0.70 F13 0.95 0.25 57,064 1.31 36,521 0.84 64.0 36.0 0.70 F14 0.95 0.25 50,094 1.15 32,060 0.74 64.0 36.0 0.70 F14A 0.95 0.25 10,454 0.24 6.691 0.15 64.0 36.0 0.70 F15 0.95 0.25 44,431 1.02 6.220 0.14 14.0 86.0 0.35 Fib 0.95 0.25 38,333 0.88 5,367 0.12 14.0 86.0 0.35 F77 095 0.25 1.237975 28,42 792,304 18.19 64.0 36.0 0.70 F18 0.95 0.25 70.437 1.62 45,079 1.03 64.0 36.0 0.70 OSt 0.95 0.25 68.825 1.58 58.501 1.34 85.0 15.0. 0.85 OS2 0.95 0.25 81.022 1.86 68,868 1.58 85.0 15.0 0.85 OS3 0.95 0.25 7,841 0.18 6,665 0.15 85.0 15.0 0.85 054 0.95 0.25 15,682 0.36: 13,329 0.31 85.0 15.0 0.85 OSS 0.95 0.25 49,223 1.13. 41,839 0.96 85.0 15.0 0.85 OS6 0.95 0,25 44,431 1.02 37,767 0.87 85.0 15.0 0.85 OS7 0.95 0.25 20.038 0.48 17,032 0.39 85.0 15.0 0.85 Retention Pond with the construction of Filing I " Detention Pond with the final construction of filings I, II and III. "' Detention Pond with the final construction of filings I and II 4:49 PM 76e Sea,Bmwn Gmup 51=3 TIME OF CONCENTRATION 2 year design storm Proposed Flows for Lind Property Filing I Detention Pond., 614-003 L87(lA - CC f ).� t; = Se.zn I< = h'tL Cr = 1.00 SUB -BASIN DATA INITIALIOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 1, LENGTH CHANNEL SLOPE VELOCITY 4 I. NO. (ac) (ft) (Ye) (min) (ft) TYPE(a) (Yo) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 1 1.18 0.65 120 2.0 7.3 345 PA 4.0 3.88 1.5 8.8 .2 0.76 0.40 300 3.5 15.0 150 PA 0.8 1.70 1.5 16.5 3 0.37 0.65 120 2.0 7.3 110 PA 0.8 1.70 1.1 8.4 4 0.45 0.50 75 3.0 6.8 140 PA 0.8 1.70 1.4 8.2 5 0.25 0.65 120 2.0 7.3 45 PA 0.8 1.70 0.4 7.8 6 2.68 0.65 78 2.0 5.9 607 PA 2.1 2.81 3.6 9.5 6A 0.17 0.67 45 2.0 4.3 50 PA 0.7 1.59 0.5 5.0 7 2.19 0.65 110 2.0 7.0 403 PA 4.5 4.12 1.6 8.7 8 2.37 0.65 120 2.0 7.3 530 PA 1.5 2.32 3.8 11.1 9 1.40 0.73 43 2.0 3.6 494 PA 1.3 2.14 3.9 7.5 10 0.78 0.70 45 2.0 4.0 315 PA 1.1 1.95 2.7 6.7 11 0.32 :0.67 60 2.0 4.9 145 PA 2.5 3.05 0.8 5.7 12 0.94 0.67 62 2.0 5.0 450 PA 3.0 3.35 2.2 7.3 13 0.41 0.67 60 2.0 4.9 182 PA 2.3 2.93 1.0 6.0 14 0.24 0.75 25 2.0 2.6 130 PA 0.7 1.59 1.4 5.0 15 2.32 0.57 100 2.0 7.9 555 PA 2.7 3.16 2.9 10.9 16 0.31 0.67 60 2.0 4.9 145 PA 2.8 3.23 0.7 5.7 17 1.00 0.67 50 2.0 4.5 460 PA 1.5 2.31 3.3 7.8 18 0.95 0.67 50 2.0 4.5 220 PA 0.7 1.59 2.3 6.8 19 2.01 0.65 105 2.0 6.9 422 PA 3.0 3.35 2.1 9.0 20 1.40 0.65 55 2.0 5.0 532 PA 2.0 2.72 3.3 8.2 21 0.94 0.65 60 2.0 5.2 260 PA, 0.7 1.59 2.7 7.9 22 0.98 0.70 65 2.0 4.8 265 PA 2.1 2.80 1.6 6.4 23 2.58 0.70 68 2.0 4.9 665 PA 1.8 2.57 4.3 9.2 24 0.53 0.73 60 2.0 4.3 460 PA 2.0 2.73 2.8 7.1 25 2.23 0.45 45 2.0 6.5 362 PA 1.3 2.15 2.8 9.3 26 0.35 0.73 40 2.0 3.5 158 PA 2.6 3.11 0.8 5.0 27 0.89 0.73 52 2.0 4.0 495 PA 2.6 3.10 2.7 6.7 28 0.68 0.73 50 2.0 3.9 150 PA 0.8 1.74 1.4 5.4 29 0.07 0.73 50 2.0 3.9 75 PA 0.7 1.59 0.8 5.0 . 30 0.13 0.73 50 2.0 3.9 80 PA 0.7 1.59 0.8 5.0 31 2.08 0.70 50 2.0 4.2 758 PA 3.5 3.62 3.5 7.7 32 0.07 0.85 45 2.0 2.5 95 PA 3.0 3.35 0.5 5.0 33 0.18 0.85 50 2.0 2.7 145 PA 1.4 2.24 1.1 5.0 34 0.32 0.85 65 2.0 3.1 310 PA 0.8 1.74 3.0 6.0 35 0.11 0.85 50 2.0 2.7 35 PA 0.5 1.34 0.4 5.0 36 0.11 0.85 50 2.0 2.7 35 PA. 0.5 1.34 0.4 5.0 37 0.62 0.85 40 2.0 2.4 550 PA 0.7 1.59 5.8 8.2 37A 0.45 0.85 68 2.0 3.1 410 PA 0.7 1.59 4.3 7.4 38 4.28 0.28 40 25.0 3.3 450 PA 2.0 2.72 2.8 6.1 39 0.63 0.85 30 2.0 2.1 624 PA 1.3 2.21 4.7 6.8 40 0.31 0.85 45 2.0 2.5 275 PA 2.2 2.84 1.6 5.0 41 0.47 0.85 52 2.0 2.7 295 PA 2.2 2.84 1.7 5.0 42 0.86 0.35 150 2.0 13.7 135 PA 3.0 3.35 0.7 14.3 43 0.45 0.85 55 2.0 2.8 455 PA 3.5 3.63 2.1 5.0 44 1.41 0.85 55 2.0 2.8 780 PA 3.0 3.35 3.9 6.7 45 0.49 0.85 50 2.0 2.7 470 PA 0.5 1.34 5.9 8.5 46 0.19 0.85 52 2.0 2.7 142 PA 0.5 1.34 1.8 5.0 47 0.37 0.85 42 2.0 2.5 352 PA 0.5 1.34 4.4 6.8 48 0.18 0.85 45 2.0 2.5 148 PA 1.1 1.95 1.3 5.0 49 0.28 0.85 50 2.0 2.7 250 PA 2.5 3.05 1.4 5.0 F1 2.65 0.70 75 2.0 5.2 810 PA 3.0 3.35 4.0 9.2 F1A 1.48 0.70 100 2.0 6.0 520 PA 3.0 3.35 2.6 8.6 F2 1.35 0.70 92 2.0 5.7 365 PA 3.0 3.35 1.8 7.5 F3 1.12 0.70 69 2.0 5.0 260 PA 3.0 3.35 1.3 6.3 F4 1.07 0.70 78 2.0 5.3 272 PA 3.0 3.35 1.4 6.6 F4A 0.13 0.67 60 2.0 4.9 0 PA 3.0 3.35 0.0 5.0 F5 0.81 0.70 40 2.0 3.8 330 PA 3.0 3.35 1.6 5.4 F6 0.54 0.85 60 2.0 2.9 487 PA 3.0 3.35 2.4 5.4 F7 0.81 0.70 80 2.0 5.3 455 PA 3.0 3.35 2.3 7.6 F8 1.59 0.70 95 2.0 5.8 450 PA 3.0 3.35 2.2 8.1 FBA 1.61 0.70 150 2.0 7.3 415 PA 3.0 3.35 2.1 9.4 F9 1.98 0.70 63 2.0 4.7 530 PA 3.0 3.35 2.6 7.4 F10 2.20 0.70 60 2.0 4.6 940 PA 3.0 3.35 4.7 9.3 F11 1.35 0.70 70 2.0 5.0 420 PA 3.0 3.35 2.1 7.1 F12 3.56 0.70 135 2.0 6.9 700 PA 3.0 3.35 3.5 10.4 F13 1.31 0.70 90 2.0 5.7 490 PA 3.0 3.35 2.4 8.1 F14 1.15 0.70 109 2.0 6.2 360 PA 3.0 3.35 1.8 8.0 F14A 0.24 0.70 50 2.0 4.2 60 PA 3.0 3.35 0.3 5.0 F15 1.02 0.35 65 2.0 9.0 500 PA 3.0 3.35 2.5 11.5 F16 0.88 0.35 65 2.0 9.0 430 PA 3.0 3.35 2.1 11.1 F17 28.42 0.70 0 2.0 0.0 0 PA 3.0 3.35 0.0 5.0 F18 1.62 0.70 0 2.0 0.0 0 PA 3.0 3.35 0.0 5.0 OSt 1.58 0.85 83 2.0 5.4 1680 PA 1.0 1.91 14.7 20.1 OS2 1.86 0.85 83 2.0 3.4 1800 PA 1.0 1.91 15.7 19.2 OS3 0.18 0.85 110 2.0 4.0 142 PA 0.5 1.34 1.8 5.7 OS4 0.36 0.85 42 2.0 2.5 352 PA 0.5 1.34 4.4 6.8 OS5 1.13 0.85 80 2.0 3.4 1060 PA 1.0 1.91 9.3 12.7 OS6 .1.02 0.85 55 2.0 2.8 940 PA 2.2 2.86 5.5 8.3 ' OS7 0.46 0.85 97 2.0 3.7 360 PA 1.0 1.91 3.1 6.9 " ,. ;, ,. ,. ,. _.. , � , Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway The Sear -Brown Group 4:49 PM 5/2/2003 TIME OF CONCENTRATION 10 year design storm Proposed Flows for Lind Property Filing I Detention Pond., 614-003 1.87(1.1- CCU ).fD t+ = Su.333 I, = t/+It Cr = 1.00 SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL I. NO. (ac) (ft) M (min) (ft) TYPE(a) M (fus) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 1 1.18 0.65 120 2.00 7.3 345 PA 4.0 3.88 1.5 8.8 2 0.76 0.40 300 3.50 15.0 150 PA 0.8 1.70 1.5 16.5 3 0.37 0.65 120 2.00 7.3 110 PA 0.8 1.70 1.1 8.4 4 0.45 0.50 75 3.00 6.8 140 PA 0.8 1.70 1.4 8.2 5 0.25 0.65 120 2.00 7.3 45 PA 0.8 1.70 0.4 7.8 6 2.68 U5 78 2.00 5.9 607 PA 2.1 2.81 3.6 9.5 6A 0.17 0.67 45 2.00 4.3 50 PA 0.7 1.59 0.5 5.0 7 2.19 0.65 110 2.00 7.0 403 PA 4.5 4.12 1.6 8.7 8 2.37 0.65 120 2.00 . 7.3 530 PA 1.5 2.32 3.8 11.1 9 1.40 0.73 43 2.00 3.6 494 PA 1.3 2.14 3.9 7.5 10 0.78 0.70 45 2.00 4.0 315 PA 1.1 1.95 2.7 6.7 11 0.32 0.67 60 2.00 4.9 145 PA 2.5 3.05 0.8 5.7 12 0.94 0.67 62 2.00 5.0 450 PA 3.0 3.35 2.2 7.3 ' 13 0.41 0.67 60 2.00 4.9 182 PA 2.3 2.93 1.0 6.0 14 0.24 0.75 25 2.00 2.6 130 PA 0.7 1.59 1.4 5.0 15 2.32 0.57 100 2.00 7.9 555 PA 2.7 3.16 2.9 10.9 16 0.31 0.67 60 2.00 4.9 145 PA 2.8 3.23 0.7 5.7 17 1.00 0.67 50 2.00 4.5 460 PA 1.5 2.31 3.3 7.8 18 0.95 0.67 50 2.00 4.5 220 PA 0.7 1.59 2.3 6.8 - 19 2.01 0.65 105 2.00 6.9 422 PA 3.0 3.35 2.1 9.0 20 1.40 0.65 55 2.00 5.0 532 PA 2.0 2.72 3.3 8.2 21 0.94 0.65 60 2.00 5.2 260 PA 0.7 1.59 2.7 7.9 22 0.98 0.70 65 2.00 4.8 265 PA 2.1 2.80 1.6 6.4 23 2.58 0.70 68 2.00 4.9 665 PA 1.8 2.57 4.3 9.2 24 0.53 0.73 60 2.00 4.3 460 PA 2.0 2.73 2.8 7.1 25 2.23 0.45 45 2.00 6.5 362 PA 1.3 2.15 2.8 9.3 26 0.35 0.73 40 2.00 3.5 158 PA 2.6 3.11 0.8 5.0 27 0.89 0.73 52 2.00 4.0 495 PA 2.6 3.10 2.7 6.7 28 0.68 0.73 50 2.00 3.9 150 PA 0.8 1.74 1.4 5.4 29 0.07 0.73 50 2.00 3.9 75 PA 0.7 1.59 0.8 5.0 30 0.13 0.73 50 2.00 3.9 80 PA 0.7 1.59 0.8 5.0 31 2.08 0.70 50 2.00 4.2 758 PA 3.5 3.62 3.5 7.7 32 0.07 0.85 45 2.00 2.5 95 PA 3.0 3.35 0.5 5.0 33 0.18 0.85 50 2.00 2.7 145 PA 1.4 2.24 1.1 5.0 34 0.32 0.85 65 2.00 3.1 310 PA 0.8 1.74 3.0 6.0 35 0.11 0.85 50 2.00 2.7 35 PA 0.5 1.34 0.4 5.0 36 0.11 0.85 50 2.00 2.7 35 PA 0.5 1.34 0.4 5.0 37 0.62 0.85 40 2.00 2.4 550 PA 0.7 1.59 5.8 8.2 37A 0.45 0.85. 68 2.00 3.1 410 PA 0.7 1.59 4.3 7.4 38 4.28 0.28 40 25.00 3.3 450 PA 2.0 2.72 2.8 6.1 39 0.63 0.85 30 2.00 2.1 624 PA 1.3 2.21 4.7 6.8 40 0.31 0.85 45 2.00 2.5 275 PA 2.2 2.84 1.6 5.0 41 0.47 0.85 52 2.00 2.7 295 PA 2.2 2.84 1.7 5.0 42 0.86 0.35 150 2.00 13.7 135 PA 3.0 3.35 0.7 14.3 43 0.45 0.85 55 2.00 2.8 455 PA 3.5 3.63 2.1 5.0 44 1.41 0.85 55 2.00 2.8 780 PA 3.0 3.35 3.9 6.7 45 0.49 0.85 50 2.00 2.7 470 PA 0.5 1.34 5.9 8.5 46 0.19 0.85 52 2.00 2.7 142 PA 0.5 1.34- 1.8 5.0 47 0.37 0.85 42 2.00 2.5 352 PA 0.5 1.34 4.4 6.8 48 0.18 0.85 45 2.00 2.5 148 PA 1.1 1.95 1.3 5.0 49 0.28 0.85 50 2.00 2.7 250 PA 2.5 3.05 1.4 5.0 F1 2.65 0.70 75 2.00 5.2 810 PA 3.0 3.35 4.0 9.2 F1A 1.48 0.70 100 2.00 6.0 520 PA 3.0 3.35 2.6 8.6 F2 1.35 0.70 92 2.00 5.7 365 PA 3.0 3.35 1.8 7.5 F3 1.12 0.70 69 2.00 5.0 260 PA 3.0 3.35 1.3 6.3 F4 1.07 0.70 78 2.00 5.3 272 PA 3.0 3,35 1.4 6.6 F4A 0.13 0.67 60 2.00 4.9 0 PA 3.0 3.35 0.0 5.0 F5 0.81 0.70 40 2.00 3.8 330 PA 3.0 3.35 1.6 5.4 F6 0.54 0.85 60 2.00 2.9 487 PA 3.0 3.35 2.4 5.4 F7 0.81 0.70 80 2.00 5.3 455 PA 3.0 3.35 2.3 7.6 F8 1.59 0.70 95 2.00 5.8 450. PA 3.0 3.35 2.2 8.1 F8A 1.61 0.70 150 2.00 7.3 415 PA 3.0 3.35 2.1 9.4 F9 1.98 0.70 63 2.00 4.7 530 PA 3.0 3.35 2.6 7.4 F10 2.20 0.70 60 2.00 4.6 940 PA 3.0 3.35 4.7 9.3 F11 1.35 0.70 70 2.00. 5.0 420 PA 3.0 3.35 2.1 7.1 " F12 3.56 0.70 135 2.00 6.9 700 PA 3.0 3.35 3.5 10.4 F13 1.31 0.70 90 2.00 5.7 490 PA 3.0 3.35 2.4 8.1 F14 1.15 0.70 109 2.00 6.2 360 PA 3.0 3.35 1.8 8.0 F14A 0.24 0.70 50 2.00 4.2 60 PA 3.0 3.35 0.3 5.0 F15 1.02 0.35 65 2.00 9.0 500 PA 3.0 3.35 2.5 11.5 F16 0.88 0.35 65 2.00 9.0 430 PA 3.0 3.35 2.1 11.1 F17 28.42 0.70 0 2.00 0.0 0 PA 3.0 3.35 0.0 5.0 F18 1.62 0.70 0 2.00 0.0 0 PA 3.0 3.35 0.0 5.0 OS1 1.58 0.85 83 2.00 3.4 1680 PA 1.0 1.91 14.7 18.1 OS2 1.86 0.85 83 2.00 3.4 1800 PA 1.0 1.91 15.7 19.2 OS3 0.18 0.85 110 2.00 4.0 142 PA 0.5 1.34 1.8 5.7 OS4 0.36 0.85 42 2.00 2.5 352 PA 0.5 1.34 4.4 6.8 OS5 1.13 0.85 80 2.00 3.4 1060 PA 1.0 1.91 9.3 12.7 OS6 1.02 0.85 55 2.00 2.8 940 PA 2.2 2.86 . 5.5 8.3 OS7 0.46 0.85 97 2.00 3.7 360 PA 1.0 1.91 3.1 6.9 lowlinwo Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway The Sear -Brown Group 4:49 PM 512/2003 TIME OF CONCENTRATION 100 year design storm Proposed Flows for Lind Property Filing 1 Detention Pond: 614-003 1.87(LI - CCU ).fD t = Se.1n tc= t'+t Cr = 1.25 SUB -BASIN DATA I INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE t; .LENGTH CHANNEL SLOPE VELOCITY 4 4 NO. (ac) (ft) M (min) (ft) TYPE(a) N (fus) (min) (min) 1 2 3 4 5 .6 7 8 10 12 13 1 1.18 0.65 120 2.00 4.7 345 PA 4.0 3.88 1.5 6.2 2 0.76 0.40 300 3.50 12.9 150 PA 0.8 1.70 1.5 14.4 3 0.37 0.65 120 2.00 4.7 110 PA 0.8 1.70 1.1 5.8 4 0.45 0.50 75 3.00 5.4 140 PA 0.8 1.70 1.4 6.8 5 0.25 0.65 120 2.00 4.7 45 PA 0.8 1.70 0.4 5.1 6 2.68 0.65 78 2.00 3.8 607 PA 2.1 2.81 3.6 7.4 6A 0.17 0.67 45 2.00 2.6 50 PA 0.7 1.59 0.5 5.0 7 2.19 0.65 110 2.00 4.5 403 PA 4.5 4.12 1.6 6.1 8 2.37 0.65 120 2.00 4.7 530 PA 1.5 2.32 3.8 8.5 9 1.40 0.73 43 2.00 1.9 494 PA 1.3 2.14 3.9 5.7 10 0.78 0.70 45 2.00 2.3 315 PA 1.1 1.95 2.7 5.0 11 0.32 0.67 60 2.00 3.0 145 PA 2.5 3.05 0.8 5.0 12 0.94 0.67 62 2.00 3.1 450 PA 3.0 3.35 2.2 5.3 13 0.41 0.67 60 2.00 3.0 182 PA 2.3 2.93 1.0 5.0 14 0.24 0.75 25 2.00. 1.2 130 PA 0.7 1.59 1.4 5.0 15 2.32 0.57 100 2.00 5.8 555 PA 2.7 3.16 2.9 8.8 16 0.31 0.67 60 2.00 3.0 145 PA 2.8 3.23 0.7 5.0 17 1.00 0.67 50 2.00 2.8 460 PA 1.5 2.31 3.3 6.1 18 0.95 0.67 50 2.00 2.8 220 PA 0.7 1.59 2.3 5.1 19 2.01 0.65 105 2.00 4.4 422 PA 3.0 3.35 2.1 6.5 20 1.40 0.65 55 2.00 3.2 532 PA 2.0 2.72 3.3 6.4 21 0.94 0.65 60 . 2.00 - 3.3 260 PA 0.7 1.59 2.7 6.1 22 0.98 0.70 65 2.00 2.7 265 PA 2.1 2.80 1.6 5.0 23 2.58 0.70 68 2.00 2.8 665 PA 1.8 2.57 4.3 7.1 24 0.53 0.73 60 2.00 2.2 460 PA 2.0 2.73 2.8 5.0 25 2.23 0.45 45 2.00 5.4 362 PA 1.3 2.15 2.8 8.2 26 0.35 0.73 40 2.00 1.8 158 PA 2.6 3.11 0.8 5.0 ' 27 0.89 0.73 52 2.00 2.1 495 PA 2.6 3.10 2.7 5.0 28 0.68 0.73 50 2.00 2.0 150 PA 0.8 1:74 1.4 5.0 29 0.07 0.73 50 2.00 2.0 75 PA 0.7 1.59 0.8 5.0 30 0.13 0.73 50 2.00 2.0 80 PA 0.7 1.59 0.8 5.0 31 2.08 0.70 50 2.00 2.4 758 PA 3.5 3.62 3.5 5.9 32 0.07 0.85 45 2.00 1.0 95 PA 3.0 3.35 0.5 5.0 33 0.18 0.85 50 2.00 1.0 145 PA 1.4 2.24 1.1 5.0 34 0.32 0.85 65 2.00 1.2 310 PA 0.8 1.74 3.0 5.0 35 0.11 0.85 50 2.00 1.0 35 PA 0.5 1.34 0.4 5.0 36 0.11 0.85 50 2.00 1.0 35 PA 0.5 1.34 0.4 5.0 37 0.62 0.85 40 2.00 0.9 550 PA 0.7 1.59 5.8. 6.7 37A 0.45 0.85 68 2.00 1.2 410 PA 0.7 1.59 4.3 5.5 38 4.28 0.28 40 25.00 3.0 450 PA 2.0 2.72 2.8 5.8 39 0.63 0.85 30 2.00 0.8 624 PA 1.3 2.21 4.7 5.5 40 0.31 0.85 45 2.00 1.0 275 PA 2.2 2.84 1.6 5.0 41 0.47 0.85 52 2.00 1.1 295 PA 2.2 2.84 1.7 5.0 42 0.86 0.35 150 2.00 12.1 135 PA 3.0 3.35 0.7 12.8 43 0.45 0.85 55 2.00 1.1 455 PA 3.5 3.63 2.1 5.0 44 1.41 0.85 55 2.00 1.1 780 PA 3.0 3.35 3.9 5.0 45 0.49 0.85 50 2.00 1.0 470 PA 0.5 1.34 5.9 6.9 46 0.19 0.85 52 2.00 1.1 142 PA 0.5 1.34 1.8 5.0 47 0.37 0.85 42 2.00 1.0 352 PA 0.5 1.34 4.4 5.4 48 0.18 0.85 45 2.00 1.0 148 PA 1.1 1.95 1.3 5.0 49 0.28 0.85 50 2.00 1.0 250 PA 2.5 3.05 1.4 5.0 F1 2.65 0.70 75 2.00 2.9 810 PA 3.0 3.35 4.0 7.0 F1A 1.48 0.70 100 2.00 3.4 520 PA 3.0 3.35 2.6 6.0 F2 1.35 0.70 92 2.00 3.2 365 PA 3.0 3.35 1.8 5.1 F3 1.12 0.70 69 2.00 2.8 260 PA 3.0 9.35 1.3 5.0 F4 1.07 0.70 -78 2.00 3.0 272 PA 3.0 3.35 1.4 5.0 F4A 0.13 0.67 60 2.00 3.0 0 PA 3.0 3.35 0.0 5.0 FS 0.81 0,70 40 2.00 2.1 330 PA 3.0 3,35 1.6 5.0 F6 0.54 0.85 60 2.00 1.1 487 PA 3.0 3.35 2.4 5.0 F7 0.81 0.70 80 2.00 3.0 455 PA 3.0 3.35 2.3 5.3 F8 1.59 0.70 95 2.00 3.3 450 PA 3.0 3.35 2.2 5.5 F8A 1.61 0.70 150 2.00 4.1 415 PA 3.0 3.35 2.1 6.2 F9 1.98 0.70 63 2.00 2.7 530 PA 3.0 3.35 2.6 5.3 F10 2.20 0.70 60 2.00 2.6 940 PA 3.0 3.35 4.7 7.3 F11 1.35 0.70 70 2.00 2.8 420 PA 3.0 3.35 2.1 5.0 F12 3.56 0.70 135 2.00 3.9 700 PA 3.0 3.35 3.5 7.4 F13 1.31 0.70 90 2.00 3.2 490 PA- 3.0 3.35 2.4 5.6 F14 1.15 0.70 109 2.00 3.5 360 PA 3.0 3.35 1.8 5.3 F14A 0.24 0.70 50 2.00 2.4 60 PA 3.0 3.35 0.3 5.0 F15 1.02 0.35 65 2.00 8.0 500 PA 3.0 3.35 2.5 10.4 F16 0.88 0.35 65 2.00 8.0 430 PA 3.0 3.35 2.1 10.1 F17 28.42 0.70 1 2.00 0.3 1 PA 3.0 3.35 0.0 5.0 F18 1.62 0.70 1 2.00 0.3 1 PA 3.0 3.35 0.0 5.0 OS1 1.58 0.85 83 2.00 1.4 1680 PA 1.0 1.91 14.7 16.0 OS2 1.86 0.85 83 2.00 1.4 1800 PA 1.0 1.91 15.7 17.1 OS3 0.18 0.85 110 2.00 1.6 142 PA 0.5 1.34 1.8 5.0 OS4 0.36 0.85 42 2.00 1.0 352 PA 0.5 1.34 4.4 5.4 OS5 1.13 0.85 80 2.00 1.3 1060 PA 1.0 1.91 9.3 10.6 OS6 1.02 0.85 55 2.00 1.1 940 PA 2.2 2.86 5.5 6.6 OS7 0.46 0.85 97 - 2.00 1.5 360 PA 1.0 1.91 3.1 5.0 8_ s Note: , a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway e The Sear -Brown Group 4:49 PM 5I2/2003 11 Rational Method 2 Year Design Storm Proposed Flows for Lind Property Filing I Detention Pond: 614.003 Routing Flow Time (tL) Runoff ripe Direct Utner o a Design Point Basins t< Length Type Slope Velocity Travel Travel t<. C Intensity Area Runoff Runoff Runoff Location (min) (ft) (a) (%a) (ft/s) (min) (min) (min) (in/hr) (ac) (cfs) (cfs) (cfs) Remarks 1 1 8.8 -- - - - 0.0 0.0 8.8 0.65 2.33 1.18 1.78 0.00 1.78 2 2 16.5 - - - - 0.0 0.0 16.5 0.40 1.79 0.76 0.54 0.00 0.54 3 3 8.4 - - - - 0.0 0.0 8.4 0.65 2.37 0.37 0.57 0.00 0.57 4 4 8.2 - - -- - 0.0 0.0 8.2 0.50 2.40 0.45 0.53 0.00 0.53 5 5 7.8 - -- -- - 0.0 0.0 7.8 0.65 2.44 0.25 0.40 0.00 0.40 6 6 9.5 -- - - 0.0 0.0 9.5 0.65 2.26 2.68 3.92 0.00 3.92 6A 6A 5.0 - -- -- -- 0.0 0.0 5.0 0.67 2.85 0.17 0.32 0.00 0.32 7 7 8.7 - - - - 0.0 0.0 8.7 0.65 2.34 2.19 3.33 0.00 3.33 8 8 11.1 - - - - 0.0 0.0 11.1 0.65 2.11 2.37 3.25 0.00 3.25 9 9 7.5 .- - - -- 0.0 0.0 7.5 0.73 2.48 1.40 2.52 0.00 2.52 10 10 6.7 - - -- -- 0.0 0.0 6.7 0.70 2.54 0.78 1.41 0.00 1.41 11 11 5.7 -- -- -- -- 0.0 0.0 5.7 0.67 2.73 0.32 0.58 0,00 0.58 12 12 7.3 -- -- -- -- 0.0 0.0 7.3 0.67 2.51 0.94 1.58 0.00 1.58 13 13 6.0 - -- -- -- 0.0 0.0 6.0 0.67 2.69 0.41 0.74 0.00 0.74 14 14 5.0 - - -- -- 0.0 0.0 5.0 0,75 2.85 0.24 0,51 0,00 0.51 15 15 10.9 -- - -- -- 0.0 0.0 10.9 0.57 2.14 2.32 2.80 0.00 2.80 16 16 5.7 - - -- -- 0.0 0.0 5.7 0.67 2.74 0.31 0.57 0.00 0.57 17 17 7.8 -- - -- -- 0.0 0.0 7.8 0.67 2.44 1.00 1.63 0.00 1.63 18 18 6.8 -- - -- •- 0.0 0.0 6.8 0.67 2.57 0.95 1.63 0.00 1.63 19 19 9.0 -- -- -- -- 0.0 0.0 9.0 0.65 2.31 2.01 3.01 0.00 3.01 20 20 8.2 -- -- -- -- 0.0 0.0 8.2 0,65 2,39 1,40 2,17 0.00 2,17 21 21 7.9 -- -- - -- 0.0 0.0 7.9 0.65 2.43 0.94 1.48 0.00 1.48 22 22 6.4 -- -- -- -- 0.0 0.0 6.4 0.70 2.63 0.98 1.80 0.00 1.80 23 23 9.2 - -- -- -- 0.0 - 0.0 9.2 0.70 2.28 2.58 4.11 0.00 4.11 24 24 7.1 - -- -- -- 0.0 0.0 7.1 0.73 2.53 0.53 0.97 0.00 0.97 25 25 9.3 -- -- -- -- 0.0 0.0 9.3 0.45 2.28 2.23 2.26. 0.00 2.26 26 26 5.0 -- -- -- -- 0.0 0.0 5.0 0.73 2.85 0.35 0.72 0.00 0.72 27 27 6.7 - -- - -- 0.0 0.0 6.7 0.73 2.59 0.89 1.67 0.00 1.67 28 28 5.4 - -- -- -- 0.0 0.0 5.4 0.73 2.79 0.68 1.38 0.00 1.38 29 29 5.0 - -- -- -- 0.0 0.0 5.0 0.73 2.85 0.07 0.14 0.00 0.14 30 30 5.0 - -- -- -- 0.0 0.0 5.0 0.73 2.85 0.13 0.27 0.00 0.27 31 31 7.7 -- - -- 0.0 0.0 7.7 0.70 2.45 2.08 3.56 0.00 3.56 32 32 5.0 - -- -- -- 0.0 0.0 5.0 0.85 2.85 0.07 0.17 0.00 0.17 33 33 5.0 -- -- -- -- 0.0 0.0 5.0 0.85 2.85 0.18 0.43 0.00 0.43 34 34 6.0 -- -- -- -- 0.0 0.0 6.0 0.85 2.68 0.32 0.73 0.00 0.73 35 35 5.0 -- -- -- 0.0 0.0 5.0 0,85 2.85 0,11 0,26 0.00 0,26 36 36 5.0 -- -- -• -- 0.0 0.0 5.0 0.85 2.85 0.11 0.26 0.00 0.26 37 37 8.2 -- -- -- -- 0.0 0.0 8.2 0.85 2.40 0.62 1.26 0.00 1.26 37A 37A 7.4 -- -- -- -- 0.0 0.0 7.4 0.85 2.49' 0.45 0.95 0.00 0.95 38 38 6.1 - -- -- -- 0.0 0.0 6.1 0.28 2.67 4.28 3.18 0.00 3.18 39 39 6.8 - -- -- -- 0.0 0.0 6.8 0.85 2.57 0.63 1.37 0.00 1.37 40 40 5.0 - - 0.0 0.0 5.0 0.85 2.85 0.31 0.75 0.00 0.75 41 41 5.0 - - -- -- 0.0 0.0 5.0 0.85 2.85 0.47 1.13 0.00 1.13 42 42 14.3 -- -- -- -- 0.0 0.0 14.3 0.35 1.91 0.86 0.57 0.00 0.57 43 43 5.0 -- - -- -- 0.0 0.0 5.0 0.85 2.85 0.45 1.08 0.00 1.08 44 44 6.7 -- -- -- -- 0.0 0.0 6.7 0.85 2.59 1.41 3.08 0.00 3.08 45 45 8.5 -- -- -- -- 0.0 0.0 8.5 0.85 2.36 0.49 0.98 0.00 0.98 46 46 5.0 - -- - 0.0 0.0 5.0 0.85 2.85 0.19 0.46 0.00 0.46 47 47 6.8 -- - -- -- 0.0 0.0 6.8 0.85 2.57 0.37 0.80 0.00 0.80 48 48 5.0 -- - -- -- 0.0 0.0 5.0 0.85 2.85 0.18 0.43 0.00 0.43 49 49 5.0 -- - - -- 0.0 0.0 5.0 0.85 2.85 0.28 0.67 0.00 0.67 Ft F1 9.2 - -- -- -- 0.0 0.0 9.2 0.70 2.29 2.65 4.23 0.00 4.23 F1A F1A 8.6 - -- -- -- 0.0 1.0 9.6 0.70 2.25 1.48 2.33 0.00 2.33 F2 F2 7.5 - -- -- -- 0.0 0.0 7.5 0.70 2.47 1.35 2.33 0.00 2,33 F3 .. F3, 6.3 - -- -- - 0.0 0.0 6.3 0.70 2,65 1.12 2.07 0.00 2.07 F4 F4 6.6 - - -- - 0.0 0.0 6.6 0.70 2.60 1.07 1.94 0.00 1.94 F4A F4A 5.0 -- - -- -- 0.0 0.0 5.0 0.67 2.85 0.13 0.25 0.00 0.25 F5 F5 5.4 - - -• -- 0.0 0.0 5.4 0.70 2.78 0.81 1.57 0.00 1.57 F6 F6 5.4 -- - -- -- 0.0 0.0 5.4 0.85 2.79 0.54 1.27 0.00 1.27 F7 F7 7.6 -- - -- -- 0.0 0.0 7.6 0,70 2.47 0.81 1,39 0.011 1,39 F8 F8 8.1 -- - -- -- 0.0 0.0 8.1 0.70 2.41 1.59 2.68 0.00 2.68 F8A F8A 9.4 - -- -- -- 0.0 0.0 9.4 0.70 2,27 1.61 2.55 0.00 2.55 F9 F9 7.4 -- -- -- -- 0.0 0.0 7.4 0.70 2.49 1.98 3.45 0.00 3.45 F10 - F10 9.3 -- •- -- -- 0.0 0.0 9.3 0.70 2.28 2.20 3.50 0.00 3.50 F11 F11 7.1 -- - -- -- 0.0 0.0 7.1 0.70 2.53 1.35 2.39 0.00 2.39 F12 F12 10.4 - - -- - 0.0 0.0 10.4 0.70 2.17 3.56 5.40 0.00 5.40 F13 F13 8.1 - - -- -- 0.0 0.0 8.1 0.70 2.41 1.31 2.20 0.00 2.20 F14 F14 8.0 - - -- - 0.0 0.0 8.0 0.70 2.41 1.15 1.94 0.00 1.94 F14A F14A 5.0 - -- -- - 0.0 0.0 5.0 0.70 2.85 0.24 0.48 0.00 0.48 F15 F15 11.5 - - -- - 0.0 0.0 11.5 0.35 2.09 1.02 0.74 0.00 0.74 F16 F16 11.1 - -- -- -- 0.0 0.0 11.1 0.35 2.11 0.88 0.65 0.00 0.65 F17 F17 5.0 - -- -- - 0.0 0.0 5.0 0.70 2.85 28.42 56.54. 0.00 56.54 F18 F18 5.0 - -- -- •• 0.0 0.0 5.0 0.70 2.85 1.62 3.22 0.00 3.22 OS1 OS1 20.1 -- - - - 0.0 0.0 20.1 0.85 1.60 '1.58 2.14 0.00 2.14 OS2 OS2 19.2 -- - -- -- 0.0. 0.0 19.2 0.85 1.65 1.86 .2.59 0.00 2.59 OS3 OS3 5.7 -- - -- -- 0.0 0.0 5.7 0.85 2.73 0.18 0.41 0.00 0.41 OS4 OS4 6.8 - -- -- -- 0.0 0.0 6.8 0.85 2.57 0.36 0.78 0.00 0.78 OS5 OS5 12.7 - -- -- -- 0.0 0.0 12.7 0.85 2.01 1.13 1.92 0.00 1.92 OS6 OS6 8.3 -- •- •- - 0.0 0.0 8.3 0.85 2.38 1.02 2.06 0.00 2.06 OS7 OS7 6.9 -- -- -- -- 0.0 6.9 0.85 2.56 0.46 1.00 0.00 1.00 NEW wmw 6; M0 'TW Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway The Sear -Brown Group 4:49 PM 5/2/2003 Rational Method 2 Year Design Storm Proposed Flom for Und Property Filing I Detention Pond: 614-003 Routing Flow Time (tj Runoff mpg Direct Uther o a Oaalgn Polm Basins 1. Length Type Slope Velocity Travel Travel Ir C Intensity -Area Runoff Runoff Runoff Location (min) (R) (a) 1%) (h/s) (min) (min) min in/hr (ac) (cfs) (cfs) (cfs Remarks INLET i F2 F2 7.5 0.0 . PA 1.0 1.9 0.0 0.0 7.54 0.70 2.47 1.35 2.33 0.00 2.33 Fl F2, Fi 7.5 445.0 PA 3.0 3.3 2.2 0.0 9.76 0.70 2.23 4.00 6.25 0.00 6.25 F3 F3 6.3 0.0 PA 3.0 3.3 0.0 0.0 6.25 0.70 2.65 1.12 2.07 0.00 2.07 Fla Fla, F3 6.3 285.0 PA 3.0 3.3 1.4 0.0 7.67 0.70 2.46 2.60 4.46 0.00 4.46 F7 Fl-F3 9.8 0.0 PA 3.0 3.3 0.0 0.0 .9.76 0.70 2.23 6.60 10.20 0.00 10.28 INLET 2 29 29 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.73 2.85 0.07 0.14 0.00 0.14 F4 29, 30, F4 5.0 150.0 PA 0.7 1.6 1.6 0.0 6.57 0.70 2.60 1.27 2.32 0.00 2.32 F5 29, 30, F4, F5 6.6 460.0 PA 3.0 3.3 2.3 0.0 8.87 0.70 2.32 2.08 3.38 0.00 3.38 INLET 3 F6 F6 5.4 0.0 PA 1.0 1.9 0.0 0.0 5.36 0.85 2.79 0.54 1.27 0.00 1.27 31 F4A, F6, F7, 31 5.4 770.0 PA 2.9 3.3 3.9 0.0 9.28 0.72 2.28 3.56 5.83 0.00 5.83 32 F4A, F6, F7. 31, 32 9.3 20.0 PA 1.6 2.4 0.1 0.0 9.42 0.72 2.26 3.63 5.93 0.00 5.93 33 F4A. F6, F7, F8, 31, 32, 33 9.4 195.0 PA 1.4 2.2 1.5 0.0 10.87 0.72 2.14 5.40 8.29 0.00 8.29 F9 F9 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.70 2.85 1.98 3.94 0.00 3.94 34 34, FBA, F9 5.0 60.0 PA 3.0 3.3 0.3 0.0 5.30 0.71 2.80 3.91 7.77 0.00 7.77 33I34 F4A, F6. F7, F8, 31, 32, 33 10.9 0.0 PA 1.0 1.9 0.0 0.0 10.87 0.72 2.14 9.31 14.22 0.00 14.22 34, FBA, F9 INLET 4 09 39 6.8 0.0 PA 1.0 1.9 0.0 0.0 6.79 0.85 2.57 0.63 1.37 0.00 1.37 26 26,39 6.8 220.0 PA 2.6 3.1 1.2 0.0 7.97 0.26 2.42 0.98 0.62 0.00 0.62 27 26.27.39 8.0 560.0 PA 2.6 3.1 3.0 0.0 10.98 0.77 2.13 1.87 3.05 3.05 28 26.27, 28, 39 11.0 220.0 PA 1.4 2.2 1.6 0.0 12.62 0.76 2.01 2.55 3.87 0.00 3.87 INLET 5 22 22 6.4 0.0 PA 1.0 1.9 0.0 0.0 6.39 0.70 2.63 0.98 1.80 0.00 1.80 23 22,23 6.4 540.0 PA 2.0 2.7 3.3 0.0 9.69 0.70 2.24 3.56 5.56 0.00 5.56 24 22,23.24 9.7 310.0 PA 1.0 1.9 2.7 0.0 12.40 0.70 2.02 4.09 5.80 0.00 5.80 25 25 9.3 0.0 PA 1.0 1.9 0.0 .0.0 9.31 0.45 2.28 2.23 2.26 0.00 2.26 24I25 22-25 12.4 0.0 PA 1.0 1.9 0.0 0.0 12.40 0.61 2.02 6.32 7.82 0.00 7.82 INLET 6 15 15 10.9 0.0 PA 1.0 1.9 0.0 0.0 10.87 0.57 2.14 2.32 2.80 0.00 2.80 16 15,16 10.9 0.0 PA 2.5 3.0 0.0 0.0 10.87 0.58 2.14 2.63 3.24 0.00 3.24 17 15-17 10.9 538.0 PA 3.5 3.6 2.5 0.0 13.36 0.60 1.96 3.63 4.29 0.00 4.29 18 15-18 13.4 305.0 PA 1.7 2.5 2.0 0.0 15.40 0.62 1.85 4.58 5.22 5.22 INLET 7 19 19 9.0 OA PA 1.0 1.9 0.0 0.0 8.96 0.65 2.31 2.01 3.01 0.00 3.01 20 19,20 9.0 375.0 PA 1.5 2.3 2.7 0.0 11.64 0.65 2.08 3.41 4.60 0.00 4.60 21 21 7.9 0.0 PA 1.0 1.9 0.0 0.0 7.92 0.65 2.43 0.94 1.48 0.00 1.48 2021 19-21 11.6 552.0 PA 1.0 1.9 4.8 0.0 16.46 0.65 1.79 4.35 5.04 0.00 5.04 INLET 8 11 11 5.7 0.0 PA 1.0 1.9 0.0 0.0 5.74 0.67 2.73 0.32 0.58 0.00 0.58 12 11,12 5.7 55.0 PA 3.0 3.3 0.3 0.0 6.01 0.67 2.69 1.26 2.27 0.00 2.27 13 11, 12, 13 6.0 268.0 PA 2.5 3.0 1.5 0.0 7.48 0.67 2.48 1.67 2.78 0.00 2.78 14 11, 12, 13, 14 7.5 120.0 PA 1.0 1.9 1.0 0.0 8.53 0.68 2.36 1.91 3.06 0.00 3.06 INLET 9 8 e 11.1 0.0 PA 1.0 1.9 0.0 0.0 11.14 0.65 2.11 2.37 3.25 0.00 3.25 9 8,9 11.1 140.0 PA 1.6 2.4 1.0 0.0 12.09 0.88 2.04 3.77 522 0.00 5.22 10 10 6.7 0.0 PA 1.0 1.9 0.0 0.0 6.69 0.70 2.59 0.78 1.41 0.00 1.41 9/10 8-10 12.1 0.0, PA 1.0 1.9 0.0 0.0 12.09 0.68 2.04 4.55 6.33 0.00 6.33 INLET 10 49 49 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.85 2.85 0.28 0.67 0.67 1 1.2.3.49 - 5.0 285.0 PA 5.0 4.3 1.1 0.0 6.09 0,60 2.67 2.59 4.13 0.00 4.13 7 1, 2, 3, 7, 49 6.1 250.0 PA 4.8 4.2 1.0 0.0 7.08 0.43 2.53 4.78 5.15 0.00 5.15 6 1.2. 3, 7, 6, 49 7.1 557.0 PA 2.1 2.8 3.3 0.0 10.41 0.51 2.17 7.46 8.20 8.20 6A 6A 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.67 2.85 0.17 0.32 0.00 0.32 6 1, 2, 3. 7, 6, 6A, 49 10.4 0.0 PA 1.0 1.9 0.0 0.0 10.41 0.51 2.17 7.63 6.45 0.00 8.45 INLET it 40 40 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.85 2.85 0.31 0.75 0.00 0.75 43 40,43,4,5 5.0 470.0 PA 3.5 3.6 2.2 0.0 7.16 0.70 2.52 1,46 2.59 0.00 2.59 44 4043,4,5.37,44 7.2 818.0 PA 3.0 3.3 4.1 0.0 11.24 0.79 2.11 3.49 5.78 5.78 45 40,43,4,5,37,44,45 11.2 510.0 PA 0.5 1.3 6.4 0.0 17.60 0.79 1.72 3.98 5.44 0.00 5.44 46 40,4,5,37,43-46 17.6 190.0 PA 0.5 1.3 2.4 0.0 19.97 0.80 1.61 4.47 5.73 5.73 OS6 OSB 8.3 0.0 PA 1.0 1.9 0.0 0.0 8.28 0.85 2.38 1.02 2.06 2.06 48 OS6, 48 8.3 175.0 PA 1.1 2.0 1.5 0.0 9.74 OA5 2.23 1.20 2.26 2.28 47 OS6, 48, 47 9.7 375.0 PA 0.5 1.3 4.7 0.0 14.42 0.85 1.90 1,57 2.54 0.00 2.54 47/46 OS6,4.5,F11,37,40,4348 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 0.81 1.61 6,04 7.88 0.00 7.08 INLET 12 OS3 OS3 5.7 0.0 PA 1.0 1.9 0.0 0.0 5.74 0.85 2.73 0.18 0.41 0.00 0.41 OS4 OS4 6.6 0.0 PA 1.0 1.9 0.0 0.0 6.84 0.85 2.57 0.36 0.76 0.00 0.78 OS4 OS3-OS4 6.8 0.0 PA 1.0 1.9 0.0 0.0 6.84 0.85 2.57 0.54 1.17 0.00 1.17 Total Flu Inlets 1.12 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 0.65 1.61 73.00 76.49 0.00 76.49 To Deten'or' Pontl Total Flvv Inlets 1-12 20.0 26.6 PA 1.0 1.9 0.2 0.0 20.20 0.63 1.60 44.53 44.75 0.00 44.75 To Retendon Pattl Note: a) Codes the channel type for velocity calculations. PA = Paved, PL. - Pasture d Lams, GW = Grassed Waterway TM Saarero. Oroup 4:49 PM W2/2p3 Rational Method 10 Year Design Storm Proposed Flows for Lind Property Filing I Detention Pond: 614-003 ' Routing Flow Time (tJ Runoff ripe Uirect L)tner I otal Design Point Basins t� Length Type Slope Velocity Travel Travel i<. C Intensity Area Runoff Runoff Runoff Location (min) (it) (a) (%) (f 1s) (min) (min) (min) (inthr) (ac) (cfs) (cfs) (cfs) Remarks 1 1 8.8 - -- - - 0.0 0.0 8.8 0.65 3.98 1.18 3.05 0.00 3.05 2 2 16.5 - 0.0 0.0 16.5 0.40 3.04 0.76 0.92 0.00 0.92 3 3 8.4 -- -- -- - 0.0 0.0 8.4 0.65 4.05 0.37 0.97 0.00 0.97 4 4 8.2 - 0.0 0.0 8.2 0.50 4.10 0.45 0.91 0.00 0.91 5 5 7.8 - -- - 0.0 0.0 7.8 0.65 4.18 0.25 0.68 0.00 0.68 6 6 9.5 - 0.0 0.0 9.5 0.65 3.86 2.68 6.71 0.00 6.71 6A 6A 5.0 - -- -- -- 0.0 0.0 5.0 0.67 4.87 0.17 0.55 0.00 0.55 7 - 7 8.7 -- 0.0 0.0 8.7 0.65 4.01 2.19 5.70 0.00 5.70 8 8 11.1 -- -- -- - 0.0 0.0 11.1 0.65 3.61 2.37 5.56 0.00 5.56 9 9 7.5 -• 0.0 0.0 7.5 0.73 4.24 1.40 4.31 0.00 4.31 _10 10 6.7 -- •- -- •- 0.0 0.0 6.7 0.70 4.42 0.78 2.41 0.00 2.41 11 11 5.7 - 0.0 0.0 5.7 0.67 4.66 0.32 1.00 0.00 1.00 12 12 7.3 -- -- •- -- 0.0 0.0 7.3 0.67 4.29 0.94 2.70 0.00 2.70 13 13 6.0 - 0.0 0.0 6.0 0.67 4.60 0.41 1.26 0.00 1.26 14 14 5.0 -- -- -- -- 0.0 0.0 5.0 0.75 4.87 0.24 0.87 0.00 0.87 15 15 10.9 -- 0.0 0.0 10.9 0.57 3.65 2.32 4.79 0.00 4.79 16 16 5.7 -- -- -- -• 0.0 0.0 5.7 0.67 4.68 0.31 0.97 0.00 0.97 17 17 7.8 -- 0.0 0.0 7.8 0.67 4.17 1.00 2.79 0.00 2.79 18 18 6.8 -- -- -- -• 0.0 0.0 6.8 0.67 4.39 0.95 2.80 0.00 2.80 19 19 9.0 - 0.0 0.0 9.0 0.65 3.95 2.01 5.16 0.00 5.16 20 20 8.2 -- -- -- -• 0.0 0.0 8.2 0.65 4.09 1.40 3.72 0.00 3.72 21 21 7.9 - 0.0 0.0 7.9 0.65 4.15, 0.94 2.53 0.00 2.53 22 22 6.4 -- -- - -- 0.0 0.0 6.4 0.70 4.50 0.98 3.08' 0.00 3.08 23 23 9.2 -- 0.0 0.0 9.2 0.70 3.91 2.58 7.03 0.00 7.03 24 24 7.1 -- -- -- -- 0.0 0.0 7.1 0.73 4.33 0.53 1.66 0.00 1.66 25 25 9.3 - -- - - 0.0 0.0 9.3 0.45 3.89 2.23 3.87 0.00 3.87 26 26 5.0 -- . 0.0 0.0 5.0 0.73 4.87 0.35 1.24 0.00 1.24 27 27 6.7 -- -- -- -- 0.0 0.0 6.7 0.73 4.43 0.89 2.86 0.00 2.86 28 28 5.4 - 0.0 0.0 5.4 0.73 4.77 0.68 2.35 0.00 2.35 29 29 5.0 - - -- - 0.0 0.0 5.0 0.73 4.87 0.07 0.25 0.00 0.25 30 30 5.0 - 0.0 0.0 5.0 0.73 4.87 0.13 0.46 0.00 0.46 31 31 7.7 - - - - 0.0 0.0 7.7 0.70 4.20 2.08 6.09 0.00 6.09 32 32 5.0 - 0.0 0.0 5.0 0.85 4.87 0.07 0.29 0.00 0.29 33 33 5.0 - -- •- - 0.0 0.0 5.0 0.85 4.87 0.18 0.74 0.00 0.74 34 34 6.0 •- 0.0 0.0 6.0 0.85 4.59 0.32 1.24 0.00 1.24 35 35 5.0 - -- -- - 0.0 0.0 5.0 0.85 4.87 0.11 0.45 0.00 0.45 36 36 5.0 - 0.0 0.0 5.0 0.85 4.87 0.11 0.45 0.00 0.45 37 .37 8.2 -- •- •• - 0.0 0.0 8.2 0.85 -4.10 0.62 2.15 0.00 2.15 37A 37A 7.4 - 0.0 0.0 7.4 0.85 4.26 0.45 1.62 0.00 1.62 38 38 6.1 - - - -- 0.0 0.0 6.1 0.28 4.57 4.28 5.44 0.00 5.44 39 39 6.8 - 0.0 0.0 6.8 0.85 4.40 0.63 2.34 0.00 2.34 40 40 5.0 - - -- - 0.0 0.0 5.0 0.85 4.87 0.31 1.28 0.00 1.28 41 41 5.0 - 0.0 0.0 5.0 0.85 4.87 0.47 1.93 0,00 1.93 42 42 14.3 - -- -- -- 0.0 0.0 14.3 0.35 3.25 0.86 0.97 0.00 0.97 43 43 5.0 - 0.0 0.0 5.0 0.85 4.87 0.45 1.85 0.00 1.85 44 44 6.7 -- - -- - 0.0 0.0 6.7 0.85 4.42 1.41 5.27 0.00 5.27 45 45 8.5 -- 0:0 0.0 8.5 0.85 4.03 0.49 1.67 0.00 1.67 46 46 5.0 -- - - -- 0.0 0.0 5.0 0.85 4.87 0.19 0.78 0.00 0.78 47 47 6.8 0.0 0.0 6.8 0.85 4.39 0.37 1.37 0.00 1.37 48 48 5.0 •- -• - - 0.0 0.0 5.0 0.85 4.87 0.18 0.74 0.00 0.74 49 49 5.0 - 0.0 0.0 5.0 0.85 4.87 0.28 1.15 0,00 1.15 F1 F1 9.2 - -- -- -- 0.0 0.0 9.2 0.70 3.91 2.65 7.23 0.00 7.23 F1A F1A 8.6 •- -- -- -- 0.0 1.0 9.6 0.70 3.85 1.48 3.98 0.00 3.98 F2 F2 7.5 -- 0.0 0.0 7.5 0.70 4.23 1.35 3.99 0.00 3.99 F3 F3 6.3 -- -- -- -- 0.0 0.0 6.3 0.70 4.53 1.12 3.54 0,00 3.54 F4 F4 6.6 -• 0.0 0.0 6.6 0.70 4.44 1.07 3.32 0.00 3.32 F4A F4A 5.0 -- -- -- - 0.0 0.0 5.0 0.67 4.87 0.13 0.42 0.00 0.42 F5 F5 5.4 - 0.0 0.0 5.4 0.70 4.75 0.81 2.69 0.00 2.69 F6 F6 5.4 - •- -- -- 0.0 0.0 5.4 0.85 - 4.77 0.54 2.18 0.00 2.18 F7 F7 7.6 -- 0.0 0.0 7.6 0.70 4.22 0.81 2.38 0,00 2.38 F8 F8 8.1 -• -• - -- 0.0 0.0 8.1 0.70 4.12 1.59 4.58 0.00 4.58 F8A F8A 9.4 -- 0.0 0.0 9.4 0.70 3.88 1.61 4.36 0.00 4.36 F9 F9 7.4 -• -• -• -• 0.0 0.0 7.4 0.70 4.27 1.98 5.90 0.00 5.90 F10 F10 9.3 - 0.0 0.0 9.3 0.70 3.89 2.20 5.98 0.00 5.98 F11 F11 7.1 - -- -- - 0.0 0.0 7.1 0.70 4.33 1.35 4.08 0.00 4.08 F12 F12 10.4 -- 0.0 0.0 10.4 0.70 3.72 3.56 9.23 0.00 9.23 F13 F13 8.1 - - -• - 0.0 0.0 8.1 0.70 4.12 1.31 3.76 0.00 3.76 F14 F14 8.0 -- 0.0 0.0 8.0 0.70 4.13 1.15 3.32 0.00 3.32 F14A F14A 5.0 -- -- - - 0.0 0.0 5.0 0.70 4.87 024 0.82 0.00 0.82 F15 F15 11.5 - 0.0 0.0 11.5 0.35 3.57 1.02 1.27 0.00 1.27 F16 F16 11.1 -- - -- -- 0.0 0.0 11.1 0.35 3.61 0.88 1.11 0.00 1.11 F17 F17 5.0 -- 0.0 0.0 5.0 0.70 4.87 28.42 96.61 0.00 96.61 F18 F18 5.0 -- - -- -- 0.0 0.0 5.0 0.70 4.87 1.62 5.50 0.00 5.50 OSt OS1 18.1 -- 0.0 0.0 18.1 0.85 2.89 1.58 3.86 0.00 3.86 , OS2 OS2 19.2 -- -- - - 0.0 0.0 19.2 0.85 2.80 1.86 4.41 0.06 4.41 OS3 OS3 5.7 - 0.0 0.0 5.7 0.85 4.66 0.18 0.71 0.00 0.71 OS4 OS4 6.8 - - -- -- 0.0 0.0 6.8 0.85 4.39 0.36 1.33 0.00 1.33 OS5 OS5 12.7 -- 0.0 0.0 12.7 0.85 3.43 - 1.13 3.27 0.00 3.27 OS6 OS6 8.3 - -- -- - 0.0 0.0 8.3 0.85 4.08 1.02 3.52 0.00 3.52 OS7 I OS7 1 6.9 - 0.0 0.0 6.9 0.85 4.38 1 0.46 1 1.70 1 0.00 1 1.70 Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway The Seer -Brown Group 4:49 PM 5/2/2003 1 1 1 1 Rational Method 10 Year Design Storm Proposed Flows for Lind Property Filing I Detention Pond: 614-003 Routing Flow Time (tL) Runoff Pipe Uirect Ulner I o a Design Point Basins Ir Length Type Slope Velocity Travel Travel Ir C Intensity Area Runoff Runoff Runoff L..flon - min (ll) (a) (%) (Ws) (min) (min) (min) (in/hr) ac (cfs) (cfs) (cfs) Remarks INLET 1 0 F2 F2 7.5 0.0 PA 1.0 1.9 0.0 0.0 7.5 0.70 2.47 1.35 2.33 0.00 2.33 Fi F2, Fl 7.5 445.0 PA 3.0 3.3 2.2 0.0 9.8 0.70 2.23 4.00 6.25 0.00 6.25 F3 F3 6.3 0.0 PA 3.0 3.3 0.0 0.0 6.3 0.70 2.65 1.12 2.07 0.00 2.07 Fla F1a,F3 6.3 285.0 PA 3.0 3.3 1.4 0.0 7.7 0.70 2.46 2.60 4.46 0.00 4.46 FI F1-F3 9.8 0.0 PA 3.0 3.3 0.0 0.0 9.8 0.70 2.23 6.60 10.28 0.00 10.28 INLET 2 29 29 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.0 0.73 2.85 0.07 0.14 0.00 0.14 F4 29, 30, F4 5.0 150.0 PA 0.7 1.6 1.6 0.0 6.6 0.70 2.60 1.27 2.32 0.00 2.32 F5 29, 30, F4, F5 6.6 460.0 PA 3.0 3.3 2.3 0.0 8.9 0.70 2.32 2.08 3.38 0.00 3.38 INLET 3 F6 F6 5.4 _ 0.0 PA 1.0 1.9 0.0 0.0 5.4 0.85 2.79 0.54 1.27 0.00 1.27 . 31 F4A, F6, F7, 31 5.4 770.0 PA 2.9 3.3 3.9 0.0 9.3 0.72 2.28 3.56 5.83 0.00 5.83 32 F4A, F6, Fir, 31, 32 9.3 20.0 PA 1.6 2.4 0.1 0.0 9.4 0.72 2.26 3.63 5.93 0.00 5.93 33 F4A, F6, F7. F8, 31, 32, 33 9.4 195.0 PA 1.4 2.2 1.5 0.0 10.9 0.72 2A4 5.40 8.29 0.00 8.29 F9 F9 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.0 0.70 2.85 1.98 3.94 0.00 3.94 34 34, F8A, F9 5.0 60.0 PA 3.0 3.3 0.3 0.0 5.3 0.71 2.80 3.91 7.77 0.00 7.77 33f34 F4A, F6, F7, F8, 31, 32. 33 10.9 . 0.0 PA 1.0 1.9 0.0 0.0 10.9 0.72 2.14 9.31 14.22 0.00 14.22 34, FBA, F9 INLET 4 39 39 6.8 0.0 PA 1.0 1.9 0.0 OA 6.8 0.85 2.57 0.63 1.37 0.00 1.37 26 26.39 6.8 220.0 PA 2.6 3.1 1.2 0.0 8.0 0.26 2.42 0.98 0.62 0.00 0.62 27 26, 27. 39 8.0 560.0 PA 2.6 3.1 3.0 0.0 11.0 0.77 2.13 1.87 3.05 0.00 3.05 28 26, 27, 28. 39 11.0 220.0 PA 1.4 2.2 1.6 0.0 12.6 0.76 2.01 2.55 3.87 0.00 3.87 INLET 5 22 22 6.4 0.0 PA 1.0 1.9 0.0 0.0 6.4 0.70 2.63 0.9B 1.80 0.00 1.80 23 22.23 6.4 540.0 PA 2.0 2.7 3.3 0.0 9.7 0.70 2.24 3,56 5.56 0.00 5.56 24 22,23,24 9.7 310.0 PA 1.0 1.9 2.7 0.0 12.4 0.70 2.02 4.09 5.80 0.00 5.80 25 25 9.3 0.0 PA 1.0 1.9 0.0 0.0 9.3 0.45 2.28 2.23 2.26 0.00 2.26 2425 22-25 12.4 0.0 PA 1.0 1.9 0.0 0.0 12.4 0.61 202 6.32 7.82 0.00 7.82 INLET 6 15 15 10.9 0.0 PA 1.0 1.9 0.0 0.0 10.9 0.57 2.14 2.32 2.80 0.00 2.80 16 15.16 10.9 0.0 PA 2.5 3.0 0.0 0.0 10.9 0.58 2.14 2.63 3.24 0.00 3.24 17 15-17 10.9 538.0 PA 3.5 3.6 2.5 0.0 13.4 0.60 1.96 3.63 4.29 0.00 4.29 18 15-18 13.4 305.0 PA 1.7 2.5 2.0 0.0 15.4 0.62 1.85 4.58 5.22 0.00 5.22 INLET 7 19 19 9.0 0.0 PA 1.0 1.9 0.0 0.0 9.0 0.65 2.31 2.01 3.01 0.00 3.01 20 19.20 9.0 375.0 PA 1.5 2.3 2.7 0.0 11.6 0.65 2.08 3.41 4.60 0.00 4.60 21 21 7.9 0.0 PA 1.0 1.9 0.0 0.0 7.9 0.65 2.43 0.94 1.48 0.00 1.48 20M 19-21 11.6 552.0 PA 1.0 1.9 4.8 0.0 16.5 0.65 1.79 4.35 5.04 0.00 5.04 INLET 8 11 11 5.7 0.0 PA 1.0 1.9 0.0 0.0 5.7 0.67 2.73 0.32 0.58 0.00 0.58 12 11,12 5.7 55.0 PA 3.0 3.3 0.3 0.0 6.0 0.67 2.69 1.26 2.27 0.00 2.27 13 11, 12. 13 6.0 268.0 PA 2.5 3.0 1.5 0.0 7.5 0.67 2.48 1.67 2.78 0.00 2.78 14 11.12.13.14 7.5 120.0 PA 1.0 1.9 1.0 0.0 8.5 0.68 2.36 1.91 3.06 0.00 3.06 INLET 9 8 8 11.1 0.0 PA 1.0 1.9 0.0 0.0 11.1 0.65 2.11 2.37 3.25 0.00 3.25 9 8,9 11.1 140.0 PA 1.6 2.4 1.0 0.0 12.1 0.68 2.04 3.77 5.22 0.00 5.22 10 10 6.7 0.0 PA 1,0 1.9 0.0 0.0 6.7 0.70 2.59 0.78 1.41 0.00 1.41 9/10 8-10 12.1 0.0 PA 1.0 1.9 0.0 0.0 12.1 0.68 . 2.04 4.55 6.33 0.00 6.33 INLET 10 49 49 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.0' 0.85 2.85 0.28 0.67 0.00 0.67 1 1,2.3.49 5.0 285.0 PA 5.0 4.3 1.1 0.0 6.1 0.60 2.67 2.59 4.13 0.00 4.13 7 1, 2, 3, 7, 49 8.1 250.0 PA 4.8 4.2 1.0 0.0 7.1 0.43 2.53 4.78 5.15 0.00 5.15 6 1, 2, 3, 7, 6, 49 7.1 557.0 PA 2.1 2.8 3.3 0.0 10.4 0.51 2.17 7.46 8.20 0.00 8.20 6A 6A 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.0 0.67 2.85 0.17 0.32 0.00 0.32 6 1, 2, 3, 7, 6, 6A, 49 10.4 0.0 PA 1.0 1.9 0.0 0.0 10.4 0.51 2.17 7.63 8.45 0.00 6.45 INLET 11 40 40 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.0 0.85 2.85 0.31 0.75 0.00 0.75 43 40,43.4.5 5.0 470.0 PA 3.5 3.6 2.2 0.0 7.2 0.70 2.52 1.46 2.59 0.00 2.59 44 40,43,4,5,37,44 7.2 818.0 PA 3.0 3.3 4.1 0.0 11.2 0.79 2.11 3.49 5.78 0.00, 5.78 45 40,43,4,5,37,44,45 1112 510.0 PA 0.5 1.3 6A 0.0 17.6 0.79 1.72 3.98 5.44 0.00 5.44 46 40.4,5,37,43.46 17.6 190.0 PA 0.5 1.3 2.4 0.0 20.0 0,80 1.61 4.47 5.73 0.00 5.73 OS6 OSs. 8.3 0.0 PA 1.0 1.9 0.0 0.0 8.3 0.85 2.38 1.02 2.06 0.00 2.06 48 - OS6, 48 8.3 175.0 PA 1.1 2.0 1.5 0.0 9.7 0.85 2.23 1.20 2.28 0.00 2.28 47 OS6, 48, 47 9.7 375.0 PA 0.5 1.3 4.7 0.0 14.4 0.85 1.90 1.57 2.54 0.00 2.54 47/46 OS6,4,5,F11,37,40,43-till 20.0 0.0 PA 1.0 1.9 0.0 ,0.0 20.0 0.81 1.61 6.04 7.88 0.00 7.88 INLET 12 OS3 OS3 5.7 0.0 PA 1.0 1.9 0.0 0.0 5.7 0.85 2.73 0.18 0.41 0.00 0.41 034 OS4 6.8 0.0 PA 1.0 1.9 0.0 0.0 6.8 0.85 2.57 0.36 0.78 0.00 0.78 OS4 033-OS4 6.8 0.0 PA 1.0 1.9 0.0 0.0 6.8 0.85 2.57 0.54 1.17 0.00 1.17 Total Flow Inlets 1-12 20.0 0.0 PA 1.0 1.9 0.0 0.0 20.0 0.65 1.61 73.00 76.49 0.00 76.49 To Detention Pond Total Flow Inlets 1-12 ' 20.0 26.6 PA 1.0 1.9 0.2 0.0 202 0.63 1.80 44.53 44.75 0.00 44.75 To Retention Pond Note: a) Codes the channel type for velocity calculations. PA= Paved, PL = Pasture 8 Lawns, GW = Grassed Waterway E The Sser-Bro. Group 4:49 PM 51=003 Rational Method 100 Year Design Storm Proposed Flows for Lind Property Filing I Detention Pond: 614-003 Routing Flow Time (tj Runoff ipe DirectOther o a Design Pant Basins t° Length Type Slope. Velocity Travel Travel t°. C C'Cr Intensity Area Runoff Runoff Runoff Location (min) .(ff) (a) (%) (ft/s) (min) (min) (min) (in/hr) (ac) (cfs) (cfs) (cfs) Remarks 1 1 6.2 -- -- - 0.0 0.0- 6.18. 0.65 0.81 9.29 1.18 8.89 0.00 8.89 2 2 14.4 - 0.0 0.0 14.36 0.40 0.50 6.64 0.76 2.51 0,00 2.51 3 3 5.8 -- -- - - 0.0 0.0 5.77 0.65 0.81 9.51 0.37 2.85 0.00 2.85 4 4 6.8 - 0.0 0.0 6.78 0.50 0.62 8.99 0.45 2.50 0.00 2.50 5 5 5.1 - --. -- - 0.0 0.0 5.14 0.65 0.81 9.87 0.25 2.00 0.00 2.00 6 6 7.4 -- 0.0 0.0 7.38 0.65 0.81 8.71 2.68 18.94 0.00 18.94 6A 6A 5.0 -- -- --- -- 0.0 0.0 5.00 0.67 0.84 9.95 0.17 1.42 0.00 1.42 7 7 6.1 -- 0.0 0.0 6.13 0.65 0.81 9.32 2.19 16.56 0.00 16.56 8 8 8.5 -- -- -- - 0.0 0.0 8.50 0.65 0.81 8.25 2.37 15.86 0.00 15.86 9 9 5.7 -- 0.0 0.0 5.73 0.73 0.91 9.53 1.40 12.11 0.00 12.11 10 10 5.0 - - -- -- 0.0 0.0 5.00 0.70 0.87 9.95 0.78 6.77 0.00 6.77 11 11 5.0 -- 0.0 0.0 5.00 0.67 0.84 9.95 0.32 2.67 0.00 2.67 12 12 5.3 -- - -- -- 0.0 0.0 5.31 0.67 0.84 9.77 0.94 7.69 0.00 7.69 13 13 5.0 -- 0.0 0.0 5.00 0.67 0.84 9.95 0.41 3.42 0.00 3.42 14 14 5.0 - -- -- •- 0.0 0.0 5.00 0.75 0.93 9.95 0.24 2.23 0.00 2.23 15 15 8.8 - 0.0 0.0 8.77 0.57 0.71 8.14 2.32 13.35 0.00 13.35 16 16 5.0 -- -- -- •- 0.0 0.0 5.00 0.67 0.84 9.95 0.31 2.58 0.00 2.58 17 17 6.1 -- 0.0 0.0 6.08 0.67 0.84 9.34 1.00 7.82 0.00 7.82 18 18 5.1 -- -- - -- 0.0 0.0 5.07 0.67 0.84 9.91 0.95 7.89 0.00 7.89 19 19 6.5 -- 0.0 0.0 6.49 0.65 0.81 9.13 2.01 14.89 0.00 14.89 20 20 6.4 -- - -- -- 0.0 0.0 6,44 0,65 0.81 9,16 1,40 10.40 0.00 10,40 21 21 6.1 -- 0.0 0.0 6.05 0.65 0.81 9.36 0.94 7.14 0.00 7.14 22 22 5.0 - -- -- -- 0.0 0.0 5.00 0.70 0.87 9.95 0.98 8.51 0.00 8.51 23 23 7.1 -- 0.0 0.0 7.10 0.70 0.87 8.84 2.58 19.90 0.00 19.90 24 24 5.0 -- -- -- -- 0.0 0.0 5.02 0.73 0.91 9.94 0.53 4.78 0.00 4.78 25 25 8.2 - 0.0 0.0 8.20 0.45 0.56 8.36 2.23 10.40 0.00 10.40 26 26 5.0 - -- - - 0.0 0.0 5.00 0.73 0.91 9.95 0.35 3.16 0.00 3.16 27 27 5.0 -- 0.0 0.0 5.00. 0.73 0.91 9.95 0.89 8.04 0,00 8.04 28 28 5.0 - - -- 0.0 0.0 5.00 0.73 0.91 9.95 0.68 6.14 0.00 6.14 29 29 5.0 -- 0.0 0.0 5.00 0.73 0.91 9.95 0.07 0.63 0.00 0.63 30 30 5.0 -- -- -- -- 0.0 0.0 5.00 0.73 0.91 9.95 0.13 1.17 0.00 1.17 31. 31 5.9 -- 0.0 0.0 5.88 0.70 0.87 9.45 2.08 17.15 0.00 17.15 32 32 5.0 0.0 0.0 5.00 0.85 1.00 9.95 0.07 0.70 0.00 0.70 33 33 5.0 -- 0.0 0.0 5.00 0.85 1.00 9.95 0.18 1.79 0.00 1.79 34 34 5.0 - -- -- -- 0.0 0.0 5.00 0.85 1.00 9.95 0.32 3.18 0.00 . 3.18 35 35 5.0 - 0.0 0.0 5.00 0.85 1.00 9.95 0.11 1.09 0,00 1.09 36 36 5.0 -- - -- - 0.0 0.0 5.00 0.85 1.00 9.95 0.11 1.09 0.00 1.09 37 37 6.7 •- 0.0 0.0 6.71 0.85 1.00 9.02 0.62 5.59 0.00 5.59 37A 37A 5.5 -- -- -- -- 0.0 0.0 5.53 0.85 1.00 9.64 0.45 4.34 0.00 4.34 38 38 5.8 -- 0.0 0.0 5.81 0.28 0.35 9.49 4.28 14.11 0.00 14.11 39 39 5.5 -- -- -- -- 0.0 0.0 5.53 0.85 1.00 9.64 0.63 6.08 0.00 6.08 40 40 5.0 0.0 0.0 5.00 0.85 1.00 9.95 0.31 3.08 0,00 3.08 41 41 5.0 -- -- -- - 0.0 0.0 5.00 0.85 1.00 9.95 0.47 4.68 0.00 4.68 42 42 12.8 - 0.0 0.0 12.76 0.35 0.44 6.98 0.86 2.61 0.00 2.61 43 43 5.0 -- -- - -- 0.0 0.0 5.00 0.85 1.00 9.95 0.45 4.48 0.00 4.48 44 44 5.0 - 0.0 0.0 5.00 0.85 1.00 9.95 1.41 14.03 0.00 14.03 45 45 6.9 - 0.0 0.0 6.91 0.85 1.00 8.93 0.49 4.37 0.00 4.37 46 46 5.0 -- -- - - 0.0 0.0 5.00 0.85 1.00 9.95 0.19 1.89 0.00 1.89 47 47 5.4 -- 0.0 0.0 5.35 0.85 1.00 9.74 0.37 3.60 ` 0.00 3.60 48 48 5.0 -- -- -• -- 0.0 0.0 5.00 0.85 1.00 9.95 0.18 1.79 0.00 1.79 49 49 5.0 -- 0.0 0.0 5.00 0.85 1.00 9.95 0.28 2.79 0.00 2.79 F1 F1 7.0 -- - -- -- 0.0 0.0 6.96 0.70 0.87 8.91 2.65 20.59 0.00 20.59 F1A FtA 6.0 - -- -- -- 0.0 1.0 5.97 0.70 0.87 9.40 1.48 12.14 0.00 12.14 F2 F2 5.1 -- 0.0 0.0 5.06 0.70 0.87 9.92 1.35 11.68 0.00 11.68 F3 F3 5.0 -- -- -- -- 0.0 0.0 5.00 0.70 0.87 9.95 1.12 9.72 0.00 9.72 F4 F4 5.0 - 0.0 0.0 5.00 0.70 0.87 9.95 1.07 9.29- 0.00 9.29 F4A F4A 5.0 -- -- -- -- 0.0 0.0 5.00 0.67 0.84 9.95 0.13 1.08 0.00 1.08 F5 F5 5.0 -- 0.0 0.0 5.00 0.70 0.87 9.95 0.81 7.03 0.00 7.03 F6 F6 5.0 -- - -- -- 0.0 0.0 5.00 0.85 1.00 9.95 0.54 5.37 0.00 5.37 . F7 F7 5.3 -- -- -- -- 0.0 0.0 5.29 0.70 0.87 9.78 0.81 6.91 0.00 6.91 F8 F8 5.5 - 0.0 0.0 5.53 0.70 0.87 9.64 1.59 13.37 0.00 13.37 F8A FBA 6.2 -- - -- - 0.0 0.0 6.20 0.70 0.87 9.28 1.61 13.03 0.00 13.03 - F9 F9 5.3 -- 0.0 0.0 5.32 0.70 0.87 9.76 1.98 16.86 0.00 16.86 F10 F10 7.3 -- -- -- - 0.0 0.0 7.30 0.70 0.87 8.75 2.20 16.80 0.00 16.80 F11 F11 5.0 - 0.0 0.0 5.00 0.70 0.87 9.95 1.35 11.72 0.00 11.72 " F12 F12 7.4 -- -- -- -- 0.0 0.0 7.41 0.70 0.87 8.70 3.56 27.02 0.00 27.02 F13 F13 5.6 •- 0.0 0.0 5.64 0.70 0.87 9,58 1.31 10.95 0.00 10.95 F14 F14 5.3 - -- -- •- 0.0 0.0 5.32 0.70 0.87 9.76 1.15 9.80 0.00 9.80 F14A F14A 5.0 -- 0.0 0.0 5.00 0.70 0.87 9.95 0.24 2.08 0.00 2.08 F15 F15 10.4 - -- - - 0.0 0.0 10.45 0.35 0.44 7.58 1.02 3.36 0.00 3.36 F16 F16 10.1 -- 0.0 0.0 10.10 0.35 0.44 7.69 0.88 2.94 0.00 2.94 F17 F17 5.0 -- -- -- -- 0.0 0.0 5.00 0.70 0.87 9.95 28.42 246.72 0.00 246.72 F18 F18 5.0 -- 0.0 0.0 5.00 0.70 0.87 9.95 1.62 14.04 0.00 14.04 Os1 OS1 16.0 -- -- -- -- 0.0 0.0 16.04 0.85 1.00 6.30 1.58 9.96 0.00 9.96 OS2 OS2 17.1 -• -- -- -- 0.0 0.0 17.09 0.85 1.00 6.10 1.86 11.35 0.00 11.35 OS3 OS3 5.0 -- 0.0 0.0 5.00 0.85 1.00 9.95 0.18 1.79 0.00 1.79 OS4 OS4 5.4 - -- -- -- 0.0 0.0 5.35 0.85 1.00 9.74 0.36 3.51 0.00 3.51 OS5 OS5 10.6 -- 0.0 0.0 10.60 0.85 1.00 7.54 1.13 8.52 0.00 8.52 OS6 OS6 6.6 -- -- -- -- 0.0 0.0 6.58 0.85 1.00 9.09 1.02 9.27 0.00 9.27 OS7 si&9tvisme OS7 5.0 man 'an -- 0.0 0.0 5.00 0.85 1.00 9.95 0.46 4.58 0.00 4.58 Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway The Sear -&own Group 4:49 PM 5/2/2003 I 1 1 1 1 1 1 1 1 1 1 RnI' Method 100 Year Dolgn Storm Proposed Flinn for Lind Property Filing I Detention Pond: 814,003 Routing Flow Tints (IL) Runoff pe Dusts met total . 0eegn Pans B"Im I, Length Type Slope Velocity Travel Travel k. C C'Cr Intensity Area Runoff Runoff Rurinff Lwow risk (it) (8) M (Na) (till-) (ndn) Met INhr) (m) de)("fa)(CIS) Remarks INLET 1 F2 F2 5.1 0.0 PA 1.0 1.9 0.0 0.0 5.08 070 0.87 9.92 1.35 11.68 000 11.68 Ft F2, F1 5.1 445.0 PA 3.0 3.3 2.2 0.0 7.27 0.70 0.88 8.76 4.00 30.66 0.D0 3068 F3 F3 50 00 PA 30 3.3 0.0 0.0 5.00 0.70 0.87 9.95 1A2 9.72 0.00 972 Fl FIs, F3 5.0 285.0 PA 30 33 1.4 00 6.42 0.70 0.81 9.17 2.60 20.80 0.00 20.80 Ft Ft-F3 7.3 0.0 PA 30 3.3 0.0 DO 727 070 0.87 8.76 6.60 50.45 0.00 50.45 INLET 2 - 29 29 5.0 0.0 PA 1.0 1.9 0.0 00 5.00 0.73 0.91 9.95 0.07 0.63 0.00 0.63 F4 N.W ,F4 50 150.0 PA 0.7 1.6 1.6 0.0 6.57 010 0.88 9.09 127 10.14 0.00 10.14 PS 29,30,F4,F5 08 460.0 PA 30 3.3 2.3 00 8.87 0.70 0.88 8.11 208 14.77 0.00 14.77 INLET 3 FB F6 50 0.0 PA 1.0 1.9 0.0 0.0 '5.00 0.85 1.00 9.95 0.54 5.37 0.00 5.37 31 FAA, F6, F7, 31 5.0 770.0 PA 2.9 3.3 3.9 0.0 8.92 0.72 0.90 8.09 3.56 25.89 0.00 25.89 32 F4A, F6, F7. 31. 32 8.9 20.0 PA 1.6 2.4 0.1 0.0 9.06 0.72 0.90 8.04 3.63 26.32 0.00 26.32 33 FM, F6. F7, F8, 31, 32. 33 9.1 195.0 PA 1.4 2.2 1.5 0.0 10.51 0.72 0.90 7.55 5.40 36.69 0.00 36.69 F9 F9 5.3 DO PA LO 1.9 0.0 DO 5.32 0.70 0.67 9.76 1.98 16.86 0.00 IEW 34 34. FBA, F9 5.3 60.0 PA 3 0 3.3 0.3 0.0 5E2 0.71 0.89 9.59 3.91 33.29 0.00 33.29 33t34 F4A, F6, F7, F8, 31. K. 33 10.5 0.0 PA 1.0 19 0,0 0.0 10.51 0.72 0,89 7.56 9.31 62.94 0.00 62.94 34, F8A, 1`9 INLET 4 39 39 5.5 0.0 PA 1.0 1.9 0.0 0.0 5.53 0.85 IM 9.64 0.63 6.08 0.DO 608 26 20.39 5.5 220.0 PA 26 3.1 1.2 0.0 6.71 0.26 0.32 9.03 098 2.87 0.00 2.87 27 26.27. 39 6.7 560.0 PA 2.6 3.1 3.0 00 9.72 0.77 0,96 T81 1,87 13.99 0.00 13.99 26 26,27.28.39 9.7 2200. PA 1.4 2.2 1.6 0.0 11.30 0.76 0.94 7.32 2.55 17.0 0.00 17.63 INLET 5 22 22 5.0 0.0 PA 1.0 1.9 0,0 0.0 5.00 070 0.87 9.95 0.96 8.51 0.00 8.51 23 22,23 5.0 540,0 PA 2.0 27 3.3 00 8.30 0.70 0.87 8.32 3.56 25.86 0.00 25.86 24 22.23.24 8.3 310,0 PA 1.0 1.5 3.6 0.0 11.87 0.70 0.88 7.19 4.09 25.80 0.00 25.80 25 25 82 0,0 PA 10 19 0.0 0.0 8.20 0.45 0.56 8.36 2.23 10.40 0.00 1040 2425 22-25 11.9 0,0 PA 1,0 1.9 0.0 0.0 11.87 0.61 0.76 7.19 6,32 34.74 0.00 34.74 INLET 6 15 15 8.8 0.0 PA 1.0 1.9 0.0 0.0 877 0,57 071 6.14 2.32 13,35 0.00 13.35 16 15,16 8.8 0.0 PA 2.5 3,0 0.0 0.0 8.77 068 0.72 8.14 2.63 15,46 0,00 15,46 17 15 17 6,8 5380 PA 3.5 3.6 2.5 0.0 11.26 0,60 0.75 7.35 3.63 2011. 0.00 2011. 18 1&10 11.3 3050 PA 1.7 2.5 2.0 00 13.31 0,U 0.77 6.86 458 24.22 0,00 24,22 INLET 7 19 19 6.5 00 PA 1.0 1.9 0.0 0.0 6.49 065 0,81 9.13 2.01 14.09 000 14.89 20 19.20 6.5 375.0 PA 1.5 2.3 2.7 0.0 9.17 085 0.81 8.00 3,41 22.13 0.00 22.13 21 21 6.1 0.0 PA 1.0 1.9 0,0 0,0 6.05 0,65 0.61 9,36 0.94 7.14 00 7.14 2021 19.21 9.2 552.0 PA 1.0 1.9 4.8 0.0 13.99 0.65 081 6,71 4.35 2370 0.00 23.70 INLET 8 11 11 5.0 0.0 PA 1.0 1.9 0.0 0.0 500 O67 0.64 9.95 0.32 MIT 000 2.67 12 11.12 5.0 550 PA 3.0 3.3 0.3 0.0 5.27 067 0.84 979 1.26 10.33 0On 10.33 13 11. 12, 13 5.3 268.0 PA 2.5 30 1.5 0.0 6.74 0.67 0.B4 9.01 1.67 12.60 0.00 12.60 14 11. 12, 13. 14 67 1200. PA 1.0 1.9 1.0 00 7.79 0.68 0.85 8.53 1.91 13.85. 0.00 13.65 INLET 9 6 8 85 0.0 PA 1.0 1.9 0.0 00 8.50 0.65 0.81 8.25 2.37 15.80 000 15,86 9 8,9 8.5 140.0 PA 1.6 2.4 1.0 00 9.45 0,68 0,85 7.90 3.77 2523 0.00 25.23 10 10 5.0 0,0 PA 1.0 1.9 0.0 0.0 5.00 0.70 0.87 9.95 0.18 6.77 0.00 6.77 9110 . 310 9.5 0.0 PA 1.0 1A 0.0 00 9.45 0.68 0,85 7.90 4.55 W.60 0.00 30,60 INLET 10 49 49 5.0 0.0 PA 10 1.9 0.0 00 5.00 0.85 1.00 9.0 028 2.79 0.00 2.79 1 1,2.3.49 6.2 285.0 PA 5.0 4.3 1.1 00 7.27 O60 0.75 8.76 2.59 16.91 0.00 16,91 7 1, 2. 3, 7, 49 7.3 250.0 PA 4.8 4.2 1.0 0,0 8,25 0 43 OM 8.34 4.78 21.21 OM 21.21 6 1, 2. 3, 7, 6.49 8.3 557.0 PA 2.1 2.8 3.3 0.0 11.58 051 0.63 7.26 7.46 U26 DIM 34.26 6A 6A 50 0.0 PA 1.0 1.9 00 0,0 5.00 O87 0.84 9.95 0.17 1.42 DDO 142 6 1, 2.3.7. 6, 6A, 49 11.6 0.0 PA 1.0 1.9 0.0 0) 11.58 0.51 0.64 725 7.63 3529 0.00 35,29 INLET 11 40 40 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.W 0.85 1.00 9.95 0.31 3.08 0,00 3.08 43 40,43,4,5 5.0 470.0 PA 3.5 3.6 2.2 0.0 7.10 0.70 0.88 8.81 1.46 11.31 0.00 1121 44 40.43,4,5,37,44 7.2 818.0 PA 3.0 3.3 4.1 0.0 1124 0.79 0.98 7.35 3.49 25M 0 )) 25.22 45 40,43.4,5,37,44,45 11.2 510.0 PA 0.5 1.3 6.4 00 17.60 0.79 0.99 6.01 3.98 23.70 000 23.70 48 40,4,5,37,4346 17.6 190.0 PA 0.5 1.3 2A 0.0 1997 0.80 0.99 5.60 4,47 24.91 0.00 24,91 OS6 OSe 6.8 0.0 PA 10 1.9 0.0 01) 6.58 0.85 1.00 9.09 1.02 9.27 0.00 9.27 48 OS6, 48 0.6 175.0 PA 1.1 2.0 1.5 0.0 8.03 0.85 1.00 BA3 1.20 10.12 0,00 10,12 47 OS6, 48, 47 8.0 375.0 PA 0.5 1.3 4.1 0.0 12.71 0.85 1.00 6.99 1.57 10.97 0.00 10.97 47t46 OS6,4,5.F11,37,40,43-48 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 0.81 1.00 5.60 6.04 33.85 000 33.85 INLET 12 033 OS3 5.0 00 PA 1.0 1.9 0.0 0.0 5.00 0,85 1.00 9.95 0.18 1.79 0.00 179 O54 034 5,6 0.0 PA 1D 1.9 0.0 0.0 5.64 0.85 1.D0 9.58 0,36 3.45 0.00 345 0S4 OS30S4 5.6 ,0.0 PA 1.0 1.9 0.0 0.0 5,64 0.85 1.00 9.58 054 5.17 000 5.17 Storm Roaring Inlet 1 Inlet 1 7.3 00 PA 0.5 1,3 0.0 0.0 7.27 070 0.68 8.76 6.W 50.59 0.00 50.59 STMH-% Inlet 1.2 7.3 26.6 PA 1.0 19 02 00 7.51 089 IN 8.66 8.68 75.14 0.00 75.14 STMH-A-3 Inlets 1-4 -7.5 596.0 PA 1.1 2.0 5.0 0.0 12.520951.00 1.03 20.54144.49 0.00 1" 49 INLET Inlets 1-5 12.5 333.1 PA 09 1.8 3,1 0.0 15.660871.00 6,38 26.86171.41 0.00 171.41 STMH-A-5 Inlets 1.6 15.7 248 PA 2.1 2.8 0.1 0.0 15.81 0.83 1.00 6,35 31.44 1W.70 OM 109.70 .Inlet? Intel? 14.0 0.0 PA 1.0 1.9 0,0 00 1399 0.65 0.81 6.71 4.35 23.10 000 2370 STMH-ASI Inlets 7.8 14.0 27.1 PA 0.5 1.3 0.3 0.0 14.33 0.66 0.82 6.65 6,26 34.25 0.00 34.25 STMH-A-7 Inlete 1-8 15.6 4Be,9 PA 0.9 1.8 as 0.0 20.26 0.80 1.00 5.56 37.70 209.65 000 2W65 STMH-A-8 Inlets 1-8 20.3 252.0 PA 0.6 1.5 2.9 0.0 23.13 0.80 1.00 5.19 37.70 195.51 0,00 195.51 FES-A-1 Inlets 1-8 23.1 1D7.1 PA, 0.4 1,2 14 0.0 24.57 0.80 1.0 5.03 37.70189.44 0.00 169.44 Inlet 10 Inlet 10 11.6 0.0 PA 1.0 1.9 0.0 0.0 11,50 0.51 064 7.26 7.63 35.29 0.00 35.29 STMH.B.1 Inlets 9.10 11.0 272 PA 2.0 2.7 0.2 0.0 11.75 0.57 0.72 7.22 12.18 63.06 0.00 63.06 FES.B.1 Inlets 9-10 11.8 222.4 PA 0.3 0.9 4.0 0.0 15.71 0.57 0.72 6,37 12AS 55.64 0.00 55.64 Inlet 11 Intel 11 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 0.8 1.00 5.60 6.0 33.85 0.00 33.85 STMH-E-1 Inlets 11-12 20.0 417 PA 05 1.3 0.5 00 20.49 0.81 1.00 5.53 6.58 W..38 0.00 36.38 Inlet 12 Inlets 11-12 20.5 344,3 PA 02 0.8 6.9 0.0 27.36 0.81 1.00 4.75 0,58 3127 000 3127 Total Flow Inlets 1.12 27A 0.0 PA 1.0 1.9 0.0 0.0 27.36 0.65 0.81 4.75 73.00 281.93 0.00 281.93 To Detention Ports Total Ftow Inlets 1-13 27.4 O0 PA 20 2.7 0.0 0.0 27.36 0.63 0.78 4.75 4453 165.98 0.00 16596 TO Retention Pond Note: a) Codes the channel type for velocity watule0ons. PA = Payed, PL = Pasture B Lava-, GW = Grassed Waterway 442 PM 5]RW3 ' Street Capacity Calculations ' Appendix C Street Capacity ' The street capacities for the streets inside the Lind Property were calculated using the Rational Method, as seen in Appendix C. The proposed local and collector street ' designs, within the subdivision, meet the required 2-year and 100-year street capacities. The proposed arterial street designs meet the required 10-year and 100-year street capacities. 1 1 A 1 1 1 1 1 1 1 '1 1 i 1 m co m m O N m� N O m N Y M 000 O NOJ C u' O O O O Q O c � 0 c 6 O co m N t' 7 0 0 0 O m W 1- C O O O O Q O Q O a D M O O �o oo � qIQ m Un o6C o000 <rC) C)0° O mONN mN10 O0p 1°Y M000 O m CD GD Cl O O O O Q IN IT 0 0 0 1° O M Q M 0 0 0 O m m W G 6060 �I�P: Gt00 O co M O N O m h m O N M Y. �' M000 0 ommm.-> G 0 0 0 0 ! f N 0( 0 M O m m O N 0 m h m O N Mooo ommmr� C • O O O O � 1� f V O tyj O Q O O N 0 O N m 0 (D p Y m O N 0 m f m 0 OJ n v OOO t0M c-O M N 00 0 O mm C7 0 C 6 O O O 6oi (O � M m 0 0 0 0 0 ^ (.. N 60 0 O _ N OOP Ncn m o(InJ�O .-- D O n OOP ON�tOo� aC 6660 c64In moo° ^�ccoo Cw O O W 4/1,= o U c N pww 2 C—C C O O 0 av� U U NvvM y T LL T 42 O O Q.U U U L R d LL L' N m >> o 0 3 m o o m L U n ._�. R m 0 m o C; N N O H 5 m d V LL N N >>°° 0 m w.. N rn 0 n o V n IL 6 x o o`> `oU U m Z 0 d m d roU c —0U C7� �mLLm "O �m°= 0-.w ¢ 06i C 3O3N°0'0 acu � 0o o a o d da 5v I-m oo c o U nu ss�m aZ _ y O l0 N� d ry O 3 N s Y N LL 0 O N Q W N > v m } n N N n W (N N m J a i5 N m 000 � OONI Opp• mN �� 0660 Q N Q O O mO NO m 000l�00 N M O O O O Q W m m r C 0 0 0 Q h N 0 I D co OON O OO -OOnY O (0 O mO NN O MOmm`i (0000 r QWEO^O N M000 O cD l� COO C Q 0 0 0 0 ((j N M O O i 0000 C C V COO M (0000 0)Y NO tOGOm�O m O O m O N M C4? m Q O p i O IT OhOMC 0000 cO tD QON 0000 Q N(O or O Cl) Y m 0 n M O N O m c 0 0 0 1� N c�] ci 0 0 0 t 0 Q (D 1�� r N O Ma O; O O Q W c 0 m u C 06 0 0 (D �+ j t 0 O (O N O O O O �� N O� O N O O N O N m M m N (0 0 0 0 0 Q (0 m O 0 0 0 O ONi m r N C Q O C; 0 to C(j 0 0) O (DO G V 0 C tJ c0 c o O O O Q SD N (0000 In W Q O M r M000 Om O r-mNC M O 0 0 0 0 t D to 0 (D N 0 0 0 0 v c (j O O L U m m C 0 0 O O N N N O N Q (O M c p Y 10 O r m O N N O m (O O Q m N 10000 (0 m.-n Qo0 r MOOO 0 0 OtD (O 1� W NC � o000 � (oo� N o000 ��vioo � m3 30 p m ( O O ONM (O O O r OM Q O QO t 0 Q M N M N `l M CO NM O m O O N mN cO 00n 00 O i n O i� N^� I `�- N 000� (D (O QO N�jO r `MNOO "jC L r cl 0000 r r t � � 3 T m m 3 M N Q N O O N N (OOOO O Q m O r m Y (O r MNM,6O N r M O N M M O O D m Q O r r r �.1 O Q 0 �O N C m y 2r 0000 (D m(O CS ^ 0000 N OrN C `o 0 0 C y N Om r y N O0 m 0 0 0 VOi m 1° Y N O r O m O N N O O m O m t D N I O N n C O m 0000 to W o6 ^ 0000 r Iq M pO O m at m mmm > vv -� cw in `o20yL' m U �_ U U U U r�� m J d O O V m n T TLL 2. m n O 0 v m m T TIL V O C E J >>0 y J m O O m° >> O° cn N O 0O a FL a a 3 N d m o U> U « d m 0) U j U ` m LLUc33" o m10Q 33om� �m0 �Um0L au: n c t o y o 3 o Y'm� m a n °r¢ W 3 a�°� jo 0 ° �E Q O O LL ~ y yJ O d=dam LL .c J�a O �VNs �$ 0 3 } } p y U V m > a G o c M o i o No- O N c�a oZ > m m _ Yn�Z!e > m }a > U.S Q Y N N n A m C m m m O O O 0 m ' m O O C O ' Oi U C U N y (L v 0 t O ° O 0 m ' m 0 y O 0 `o q 3 d 0 O •�- C 3 CL p'a C 3 m m � U y o c `o 0 0 � O N U m O m W m N m y m �J E m E H E V J o n 3 ' m LL m C m 3 LL } c O EC CR o o U n « ' � C O j O L M U y m Z v 0 .. y U Z A ' ° c Y U O p Q u H U N ° 0 O O M O J U f � (n000 CO O O o N (O OON O M N 0 0 0 0000 O N M O O N O (O O O O O O O O C O 0 w > > O 0 L m m 0 y .d tummy � C J d � 30wU 06° MIL ono c a LL z U U •y C� M 0 � f7 t �-M-00 of Y D M O O O O f�m(ON NY D o) N O (O O O 1 M 1 N N Y n (O(O ON 0 lD Oi N o O o C m m O m m DLL D 3 n M J N 0 0 U U C U O U 0 - O n m U nLL N o U- U � m V U j O m E `o _° �c v n o H~ a d a 5 O m LL m } n N t0 `m m J W0 N O N ClO O M M 0 0 0 O O m O N O M m 0 0 0 0000 Q O O O r N Y 0 7 N W 0 0 I- N O N O ti O O O N v m o 0 0 0000 m m O O N O V m O O Q O O O O O f� 00N O O m O O Q O O O O m m O O N O O O O O m' m O O N O V 0 0 0 0 O v m o o q O O O O m th OON M C m 0 0 0 O O O O O O N N m O O N 0000 N O O O N N v m o o C) O O O O OO)Mom�Y m.-m me op covcio� O r Q m N co OOtOm N mO)fV O CN O � O O N I m O m m N to Oi N(D cON o90 (0cr)Y O m r O L•' a co w Y m v m m m p m O N C J W m ovo� �m Y m m c m r p mN cOOm o r,m r�NY m M o m p G N f C)m N O r m 0) N M m o m n m m Y m O 0 0 O N Or OO)N nY m o m r m p m N 06 { O o m o v c y m v cc mm 0 ID ui -T OC� C M O w h .T. m UC U O U O av m._ m dLL a � � c m U U C U U j m O O m O N U mLL o U > U m m V m m 0 m m N m LL. Q E 0 m _o Y v H ~ Q a o O m LL m m Y 3 } m m v � � m } n b m m J C 0 V (D 0 o a m V > > O N Y _m m 0 m m m m oti c m 3 a o h 0 G m °o a C nLL U � YI O N C N TN O h a) DLL 3c .O U C U C m a 0 0 a LL G 0 m 0 U U m n O O 0 O Y v =��� aac 0 � LL 3 } a 0 p 0 v u a > h C t0 m m J ti D ' o o _ o � C U y LL �m ' u o Q v M Ix o mU "a ,0o -6c m J O O 0 L Q m �O y ry N O 0 O C V LL 0 C m O G E � U L m o o n o 0 o y Q o M N Y f V N 0 0 0 U O� J' 6 n N O f W N O W W OOr�-NN y0 �O Q W Y QOA000 OMM W (p`O N N 0 0 0 W Q O Q c O N W O _ N � O O r N N N Y m 0 0 0) N y al W QOA000.- of M RjO C C (7NN006 MO)N O.-M m � m o n `m m r W o O: N QOA000 U Q.- W HO O O ' N N M 0 0 0 (p M O 1 N W W a a a 0 N ` L Q o A 6 6 0 O Q W O U E 'NN0 W M OQ�N c o W cp 0 O C a M O O A O N N y o N o N N Y Q Or000 Q M W �-� O N N O 0 0 UC6 m O M N O U 0 m O O D N V OO n OO N0 0 y do, OW h Y O O r O N N O O N N y r N O N m y Q O A O O O N O O O N W N N lh N( V 0 0 0 U [D m 0 47 N O M N N O O O N A O O U M N O m 0 y N C L al O C A a D vC AC o6 0 Q or 0000v�oo UMM of N d ; N f V O O G r 0 t 0 C' I N N 0 0 0 N A 0 0 O) M O W W m r X O OO co�000 > C 'L - > LL-— VI R O N aaaD — N D O O;Nj o O oUR O Y d V LL m d y N N Y C L 3 v a d O a 6 3 at`aym3 0 "9a''u Ljp`p >a - ao`am 00-Ecma9 o0-(3p�0 o`am mtac 0 ¢�M mo a NmmR O m 0 O O al a1 0 m L O 0 O Y V O C D O p ur 0 ❑ 0 C d o 0 O s V L > 5 _o Q ... y L m; e! o m o o w, a r d m m 3 o q D c nE cLL U c na��- aa0 IL c na cLL U h yn na�� aac Z 3 V OI a O L V in 3 Q 0 p pOU N ax) O° o f > o u❑ 1p Q Yv LLaa N vi L O p > vi O m O 3 r 0 N o p ry R q a N a N a a 6 C N 0 ❑ al O w D } m 0 U D m C O Q _O O O O p F m 3 p U Y O y iF [1 1 L 1 O N O O A N N N y C N QOA000 71 O R pa�coM C OA O a N O O n 0 0 0 p m m m m C r m N CV 0 0 0 O N O Q •' CO t0 O O m O OOANNN N Q O A 0 y� NOC-S p w a m N N C �i N N 6 0 0 6 0 tp Q O a N M O Q OA000 pm !C �N N000 r tOOa � (D r O N m O O r O N N Y N t O O N N S Q O A 0 0 0 p m a W m t0 c OOA�NN Q or` o0o Y O r-OQ �-y print mooC D KO � O O O (T O 0 O O O OOA NNN t0 Y MaM r QS p m t V r f n f n C mll m Ovio aim U O: e^ 6 0 a y L N OOANNN Q O r 0 0 0 y Na Q.-my p A A A O M C A D C E N C V 0 0 0 f S] N O a p O `o N m 0 c D m O O A N N N y a Q m f o S O; 3 N Q O r 0 0 0 p Q M r N N C V O m Q Q ^ (4 f V ci R h O V N Q O o Q O A 0 0 0 p M r N O C � � oc O � v m OOA NNN Q a A o 0 0 Y mr tOQ �S p A fn r Q C �i N N 0 0 0 N f n O f D N f0 C U tp t O f0 L N� � U > S O V O 3 0 0 Y J m y m O no 6lL f ..., 03 E y ao 03 SU DU c§ O mC7�� O U a q C 3 U crn c E c LL c n n~~ s m Z m _ p t g.> U d O y i O O a N O O V' N L p 0 O q N > a > N (U O y i a O f N y C m D m < m NvD O p QK o o c of c 0 o U Uf. 3 L U O R L tp L 3 U ova Q O O t O O N N O O N N Y N W O r N th O O a O O O O N O O p m N N 0 0 0 fO a 0 0 N M M O- M a � M a N m OO fD�NN OONN m O O a 0 0 0 0 f 0 0 0 Y m>OON faO'2 p N (O m m NN000tOa00 C M (O Q O7m N N M N t h O O 0 0 p a r NNNOOMoa O r.- _ Q M m m O O O f p O N N O O N N Y O O r tO ry O O a 0 0 0 0 f 0 0 0 p O V: Q t O N r c m N N 0 0 0 [p a 0 0 a M 0 - - N M N m a A OOfO NN N OONN Y NA u>'-a N O O a 0 0 0 0 f 0 0 0 p t? M A o] m c mN N000f()A00 r NO'-� N N N Q m C p O O C O N N N O O N N 00 a000 CO N O 00 MN NOOOC a p m m A(() N N N Q m N O O A N N O O N N y u> r o o v y N Q O r 0 0 0 0 f 0 0 0 p A Q W N 0 ^N NOOONA00 r,: M, .- Q N Q O A O O O O f 0 0 0 p f o C n O a N C l N C V p O O C O r 0 0 N Q O o ry M O O A; N N O O N N y a m O m m y IT A O N O O O C O 0 0 p A 0 C b Q N C f h N N 0 0 0 f O r 0 0 N Q O O N C C 0 v v y L q 3$ v V V C V O C v n 6 LL G 'o: o m r v w; E m c U o U n z com0 ocuva 0U.``�find= Cj c v; h n N m `o 0 �LLSEmLL Uy yn So':F� ¢a= crn c a m u U m c'm U po U> mn v N O N n m D c U > ' O O O C L Y U C fD � U t0 O a a 0 0 m K U m � N O O A M N N M C O A 0 0 0 t'lNNp00 O O O A p N N M v, C, N oC o � N 0 0 0 Q O O A O N N N A O O O O M N N O O O _ _ N O A O O G) N O ^ O oomlo �� otiov^ CJ (p A OOIDON NOONN M 0 0 Ol p 0 0 0 10 0 0 N N N O O O N r 0 0 Ip 00<DONN OONN M OO C4O OOO 10 OO NNNpOOUI A00 y N O O W O• O A M 0 M OI N `r' y rn m 1(:00• MAlom q' y mm v:o O�] O MA(ON � ANO�- c0 N m OOmON NOON N Y r.-m �-ciY Q oofn0000fnoo O"0p 1pOoC N O M N r 0 0 m O N N O O N N Q O O (T O O O O N O O (6 C 0 mmo- O c Q f V N O O O m f T 0 0 N m N O Q O � N m N O O m O N N O O N N Y m N N (T y Q O O O f 0 0 0 0 f 0 0 O Q N N 0 0 0 t 0 f J i 0 0 N O Cl! f T r.- Qc Q C V O N N � f 0 m O O m O N N O O N N O Y f n mom r y o C Q O O f T 0 0 0 0 f 0 O O O m O m m N C 3 O a N M O Om N N p Oi G OI p� a Q 00 mMNNOONN Y �n (n .- �Ny f f j 0 l l m O N N N m O O O r O O U m O N N G M om¢ O n a a 4 M u OI V m o .� OO mf7N NOON N YmtOmmMlf p m a b L Q O O On 0 0 0 0 Y 1 0 0 O O 1 t g f O N c m D C E N N N O O O t O r 0 0 O r O N f.7 N J aO O U G Nck 3 O C O O O m N N N O O N N 000000fnoo fn Y O O 1 O f Om y �fnrQ'R O m O O N N O O O f O r 0 0 C m m 0 f 9 Q 3 fl y0 u m N N M o m C > C O O O m N N N O O N N oofn0000fnoo Y O O f f J- m y fnrnroo ONm nC � m _ ryNN000tOr00 60 MM� U c m o Q M � � o m m p N O f M00010000 O O m N NOON N N 00 O O O m y o r m m r0 m m N 0 O O M m CV m M O C M N O O �'zE �� iJUum O,�N ,Lni U0 u 0 N C >O C Cv... ._ m$ O m� - — — N C G---LL....� m5 m m OY9 m��f b m3 U 6v 03mO > UV OO mo v�yULLm C 3—O3 > O GQ C3 m m m mm cU >UA Z, m—mL3 o m ov m U o ' vndVnL m>m-1 > f' Q E m a> U m C o E c m y o ooaa o M CC a mWQ o MC,o-o cmm mW< 3 G m m'o� o a C V w o N m y `o O o x V C alaSEm� o c o N m m Oom y d a ?fi5Emo Va C >>rL Q mo ¢ m~~ aLL Uvi S�tL Qy� E A `y 3 7 C U n O CLL C L > > C 6 CLL N Nn o m Q DOI F-~ a- 7 O b O) w o m C O m m Y > m m C O y :.: N¢ CI C U m m J O> N 3 Q > 1 0 d m } V_ 0 0 m m f } O L fl C p>i U L 0 00 O O q > m > m m O m N 6 O m � y m m 0 m O ¢ m r o v m m m } > o m U o oX 0 0 0 0o 0 m m U o o _ O o u H 3 s L s .y o o u m u m u to U 2i U I ' Detention/Retention Pond Design ' Appendix D ' Drainage Concept ' . Historic Drainage Lind Property is currently broken up into three major drainage basins (see exhibit in ' Appendix A). The upper most basin, A3, drains from County Road 11 to the No. 8 Ditch. During the development of Lind Property, Filing I, the flows from this basin will not be disturbed and will continue to travel as historically done. The flows from the middle and lower most drainage basins, A2 and Al, flow southeast to two existing 12" CMP drainage culverts. These storm drains route the storm water from basins Al and A2 under County Road 52 and onto the land to the south. The land to the south is currently undeveloped pasture. This land will be developed into the Maple Hill Subdivision in the future. ' The basins. AI and A2 encompass approximately III acres. Lind Property, Filing I, encompasses approximately 45 acres. Hence, some of the flows from these historic basins ' will be disturbed with the development of Lind Property, Filing I. These disturbed flows will be detained/retained in a pond on the southeast corner of the site. The flows that are not disturbed from these basins with the development of Lind Property, Filing I, will continue through the site to an overflow pipe at approximately the same location as the two existing culverts. This overflow pipe will route the water under County Road 52 and into a swale on the property to the south. Overflow Pipe ' Approximately 66 acres of basins Al and A2 will go undisturbed with the development of Lind Property, Filing 1. The flows from this undisturbed land will continue to travel to its historic designation, to the two 12" CMP storm drains located at the southeast corner ' of Filing I. These existing pipes will be replaced with one These flows will be routed, undetained, under County Road 52 and into a drainage Swale on property to the south via an overflow pipe. The Swale takes the water to a storm drain on Maple Hill and then to the No. 8 Ditch. Maple Hill has accounted for the additional flows from the Filing I detention/retention pond in their design of the swale and storm drain. Please refer to the Maple Hill asgdfg Report for further information regarding the swale and the storm drain. This overflow pipe was designed to release basins A 1 and A2 2-year historic storm flow, ' 15.4.5cfs. However, with the development of Filing I, the overflow pipe will have an orifice plate that constricts the flows to 12.91 cfs. This is the difference between the D ' allowed release rate from the detention pond on Filing I and the 2-year historic from ' basins Al and A2. Flow into the overflow pipe will 'be restricted further with the development of each filing of Lind Property. Please see appendix D for the orifice plate sizes. The orifice plates were sized from conceptual layout and grading for the future ' filings of Lind Property. Please note that these values are subject to change with the actual design of the future filings. 1 The overflow pipe is located on the bank of the detention/retention pond on Lind Property, Filing I. To control flow into the overflow pipe an outlet structure will be constructed at the beginning of the overflow pipe. The top of the outlet structure box will ' be built to the 100-year water surface elevation of the detention/retention pond. Lind Property, Filing I Retention Pond The ditch company has allowed Lind Property, Filing I, to release into the No. 8 ditch at a steady rate of 0.057 cfs/acre (this rate may be increased in the future per the approval of the ditch company). However, the flow from the site to the ditch may be shut off at certain times. Due to this, the pond on the Lind Property, Filing I, site was sized as a retention pond. An outlet structure will be constructed with Filing I to provide water quality and a steady release rate. There will be a sluice gate in a manhole at the top of the bank of the pond. This gate will be closed at the request of the ditch company, until then it will be left open. The retention/detention pond in Filing I has been sized to capture twice the volume ' generated, by the 100-year storm for Lind Property, Filing I. The pond will capture flows generated by Lind Property, Filing I only. The drainage basins 1-40, 42-45 and 49 will contribute to the retention pond (please see drainage exhibit CS221 at the back of the ' report). The pond will release at a rate of 2.54cfs, a rate agreed upon by the ditch company. Please refer to the exhibit in appendix D. This exhibit was presented to the ditch company and the appropriate flows per each filing were agreed upon. ' Lind Property, Filing I Detention Pond: With the Construction of Filing II After the construction of Filing II, the retention pond on Filing I will become a detention pond. Water from future filings of Lind Property will be routed to the detention pond on ' the southeast corner of Filing I. With the development of Filing II, basins F8a-F 16 will be routed via curb and gutter and storm pipe to Filing I's detention pond. At this time ' 60.43 acres will be contributing to the detention pond on Filing I, thus a greater release rate of 3.45 cfs will be allowed. The detention pond in Filing I was sized to accommodate these future flows. Flows from basins F8a and F9 will travel onto Filing I ' and will be captured in Filing I's storm drain system. The basins were developed based on a conceptual layout and grading from Filing II. The storm drains on Filing I were designed to handle the flows from these conceptual basins. With the development of Filing II, the future basins F8a-F16 will be reanalyzed along with the storm drain system I I 1 I on Filing I insure that the storm system and detention pond can handle any additional flows. Lind Property, Filing I Detention Pond: With the Construction of Filing II and III Water from future filings of Lind Property will be routed to the detention/retention pond on the southeast corner of Filing I. With the development of Filing III, basins F1-F8 will be also routed via curb and gutter and storm pipe to Filing I's detention pond. The future basins from Filing III will contribute 12.57 acres to the detention pond on Filing I. Along with the additional 15.90 acres from Filing II, and the 44.53 acres from Filing I, 73 acres will be contributing to the detention pond on Filing I. Therefore, a greater release rate of 4.34 cfs will be allowed. The detention pond in Filing I was sized to accommodate these future flows. The flows from these future basins will travel onto Filing I and will be captured in Filing I's storm drain system. The basins were developed based on a conceptual layout and grading from Filing III. The storm drains on Filing I were designed to handle the flows from these conceptual basins. With the development of Filing III, the future basins F1-F8 will be reanalyzed along with the storm drain system on Filing I insure that the storm system and detention pond can handle any additional flows. Jim t.�AYf�Weenrl Oi. AGI - 6d Ars•rco�ss SINGLE: FAMILY FLOW SUMMARY FILING NO. CUMULATIVE DEVELOPED AREA (AC.) CUMULATIVE UNDEVELOPED AREA (AC.) PROPOSED CUMULATIVE DETENTION POND DISCHARGE CFS PER PHASE DISCHARGE (CFS) CUMULATIVE APPX. DETENTION POND VOL. (AC -FT) PER PHASE APX. RETENTION POND VOL. (AC -FT) 1 44.53 130.50 2.54 2.54 13.0 23.9 2 88.69 86.28 5.07 2.53 29.9 23.7 3 132.61 42.39 7.58 2.51 43.1 23.6 4 175.00 0 10.00 2.42 56.9 22.8 LEGEND PROPOSED FILING BOUNDARY DETENTION/ _ _ _ _ BASIN BOUNDARY SPLIT NORTH AND SOUTH RETENTION FILING BOUNDARY PROPOSED RETENTION 0. _ __-- _ '1 COMMUNITY . I CLNiER I 19 AC f I loom _.i NO. 8 DITCH FILING BOUNDARY PROPOSED/ I�II�S11 mm offlill DATE: APRIL 24, 2003 (T gy m S h f� A y m 2 p OO a ti W W VaAKCi LIND PROPERTY, FILING 1 CENTEX HOMES SEAR•BROWN 209 South Meldmin Ft. Collins, CO. 80521.2603 (970)482-5922 Fax(970) 482-8368 rwa.searbmo .corn w1oxer 9fcKty/ TEST T. CAMPBELL COPYMUn 0 m sEwxeaown r—rwus ea•arssrM tee. .r.En ur[IasLwwraL�a� w�a[s'ci•ra siwrc.w �e • '•'uE. erleom.tn —rmsa aw�•wie�Mn '•'a�� TL!�` rye,^ i� i+c+�s rl•a�iE�uSi.a 6j 5 ma[cI asxrcta J. MORLEY 4 7 2 TITLED[ W DISCHARGE TO NO. 8 DITCH EXHIBIT Wa• AT A, MILLKOYM EEu[ r"I'll o.r[ NTS I 0 REVISIONS WE By 11 Retention Pond Design: Construction of Filing I only Lind Property, Filing I Retention Pond ' The ditch company has allowed Lind Property, Filing I, to release into the No. 8 ditch at a steady rate of 0.057 cfs/acre (this rate may be increased in the future per the approval of the ditch company). However, the flow from the site to the ditch may be shut off at ' certain times. Due to this, the pond on the Lind Property, Filing I, site was sized as a retention pond. An outlet structure will be constructed with Filing I to provide water quality and a steady release rate. There will be a sluice gate in a manhole at the top of the bank of the pond. This gate will be closed at the request of the ditch company, until then it will be left open. The retention/detention pond in Filing I has been sized to capture twice the volume generated by the 100-year storm for Lind Property, Filing I. The pond will capture flows ' generated by Lind Property, Filing I only. The drainage basins 1-40, 42-45 and 49 will contribute to the retention pond (please see drainage exhibit CS221 at the back of the report). The pond will release at a rate of 2.54cfs, a rate agreed upon by the ditch ' company. Please refer to the exhibit in appendix D. This exhibit was presented to the ditch company and the appropriate flows per each filing were agreed upon. IOverflow Pipe ' This overflow pipe was designed to release basins Al and A2 2-year historic storm flow, 15.45cfs. However, with the development of Filing I, the overflow pipe will have an orifice plate that constricts the flows to 12.91 cfs. This is the difference between the ' allowed release rate from the detention pond on Filing I and the 2-year historic from basins Al and A2. Flow into the overflow pipe will be restricted further with the development of each filing of Lind Property. ' The overflow pipe is located on the bank of the detention/retention pond on Lind Property, Filing I. To control flow into the overflow pipe an outlet structure will be constructed at the beginning of the overflow pipe. The top of the outlet structure box will be built to the 100-year water surface elevation of the detention/retention pond. ) Lind Property Filing I: 614-003 Pond Volume Rating Curve 5012.25 1711.8962 0.039 5013 16185.283 0.372 5014 40064.485 0.920 5014.11 50207.836 1.153 5015 130238.37 2.990 5016 135148.62 3.103 5017 140100.58 3.216 5018 145062.61 3.330 5019 150056.92 3.445 5020 155078.51 3.560 5020.7 158620.86- 3.641 5021 160148.89 3.677 5021.75 161317.99 3.703 0 0.133 0.625 0.763 1.854 3.043 3.156 3.270 3.384 3.499 3.580 3.615 2.765 100-year WSEL = sj& � (Retention) V = Id(A+B+ AB) where: V = volume between contour interval d = elevation„ - elevationn_1 A = area of elevation„-1 contour B = area of elevation„ contour 0.000 0.133 0.758 0.967 2.614 5.660 8.820 12.093 15.480 18.982 21.510 22.600 25.368 <= WQCV Retention Required = 21.51 acre-ft. 11 I I I 1 1 [d FAA METHOD Lind Property - Filing I Retention Pond Volume BASIN AREA 44.53 Acres RUNOFF COEFFICIENT'1.25 0.7875 RUNOFF COEFFICIENT 0.63 RETURN PERIOD 100 Year ALLOW RELEASE RATE* 0 CFS Basins = 1-40, 42-45, 49 Detention .Retention Required (Required 10.75 21.51 RAIN DURATION RAINFALL INTENSITY INFLOW OUTFLOW REO'D ?; INTENSITY (IN/HR) VOL VOL STORAGE DURATION min inch/hr AC -FT AC -FT AC -FT - INTENSITY ?- 0 0.00 0.00 0.00 0.00 5 9.95 5 9.95 2.42 0.00 2.42 10 7.72 10 7.72 3.76 0.00 3.76 20 5.6 15 6.66 4.87 0.00 4.87 30 4.52 20 5.60 5.45 0.00 5.45 40 3.74 25 5.06 6.16 0.00 6.16 50 3.23 30 4.52 6.60 0.00 6.60 60 2.86 35 4.13 - 7.04 0.00 7.04 80 2.38 40 3.74 7.29 0.00 7.29 100 2.06 45 3.49 7.64 0.00 7.64 120 1.84 50 3.23 7.87 0.00 7.87 150 1.19 55 3.05 8.16 0.00 8.16 180 1.05 60 2.86 8.36 0.00 8.36 65 2.74 8.67 0.00 8.67 70 2.62 8.93 0.00 8.93 75 2.50 9.13 0.00 9.13 80 2.38 9.27 0.00 9.27 85 2.30 9.52 0.00 9.52 90 2.22 9.73 0.00 9.73 95 2.14 9.90 0.00 9.90 100 2.06 10.03 0.00 10.03 110 1.95 10.45 0.00 10.45 115 1.90 10.61 0.00 10.61 120 1.84 10.75 0.00 10.75 125 1.73 10.54 0.00 10.54 130 1.62 10.28 0.00 10.28 135 1.52 9.96 0.00 9.96 140 1.41 9.59 0.00 9.59 145 1.30 9.17 0.00 9.17 150 1.19 8.69 0.00 8.69 155 1.17 8.81 0.00 8.81 160 1.14 8.91 0.00 8.91 165 1.12 9.00 0.00 9.00 170 1.10 9.08 0.00 9.08 175 1.07 9.15 0.00 9.15 1 I FAA METHOD ' Lind Property - Filing I Detention Pond Volume Released at Volume Agreed Apon by Ditch Company ' BASIN AREA 44.53 Acres RUNOFF COEFFICIENT'1.25 0.7875 RUNOFF COEFFICIENT 0.63 RETURN PERIOD 100 Year ALLOW RELEASE RATE 2.54 CFS ' Basins = 1-40, 42-45, 49 Release rate was determined by the ditch company as: 0.057cfs/acre I I 1 1 Detention WOCV Total Required Required 10.33 0.96718 11.30 0 0.00 0.00 0.00 0.00 5 9.95 5 9.95 2.42 0.02 2.41 10 7.72 10 7.72 3.76 0.04 3.72 20 5.6 15 6.66 4.87 0.05 4.81 30 4.52 20 5.60 5A5 0.07 5.38 40 3.74 25 5.06 6.16 0.09 6.07 50 3.23 30 4.52 6.60 0.11 6.50 60 2.86 35 4.13 7.04 0.12 6.92 80 2.38 40 3.74 7.29 0.14 7.15 100 2.06 45 3.49 7,64 0.16 7.48 120 1.8A 50 3.23 7.87 0.18 7.69 150 1.19 55 3.05 8.16 0.19 7.96 180 1.05 60 2.86 8.36 0.21 8.15 65 2.74 8.67 0.23 8.44 70 2.62 8.93 0.25 8.69 75 2.50 9.13 0.26 8.87 80 2.38 9.27 0.28 8.99 85 2.30 9.52 0.30 9.22 90 2.22 9.73 0.32 9.41 95 2.14 9.90 0.34 9.57 100 2.06 10.03 0.35 9.68 110 1.95 10A5 0.39 10.06 115 1.90 10.61 0.41 10.21 120 1.84 10.75 0.42 10.33 125 1.73 10.54 0.44 10.10 130 1.62 10.28 0.46 9.82 135 1.52 9.96 0.48 9.49 140 1.41 9.59 0.49 9.10 145 1.30 9.17 0.51 8.66 150 1.19 8.69 0.53 8.16 155 1.17 8.81 0.55 8.26 160 1A4 8.91 0.56 8.35 165 1.12 9.00 0.58 8.42 170 1A0 9.08 0.60 8.46 175 1.07 9.15 0.62 8.53 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=2.54cfs Location: Fort Collins 1. Basin Storage Volume 1a = 53.90 % A) Tributary Area's Imperviousness Ratio (i = I,/ 100) i = 0.54 B) Contributing Watershed Area (Area) Area = 44.53 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.22 watershed inches (WQCV =1.0 - (0.91 ' 13 - 1.19' Iz + 0.78' I)) D) Design Volume: Vol = (WQCV / 12)' Area " 1.2 Vol = 0.967 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 1.73 feet C) Required Maximum Outlet Area per Row, (Ao) A. = 2-52 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.4500 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 16 number F) Actual Design Outlet Area per Row (k) A. = 2.54 square inches G) Number of Rows (nr) nr = 5 number H) Total Outlet Area (A.J A., = 13.21 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value)' Ao, A, _ 481 square inches B) Type of Outlet Opening (Check One) X <_ 2" Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W. .) from Table 6a-1 Wconc = 48 inches ii) Height of Trash Rack Screen (HTR) HTR = 45 inches WOCV Filing I Only 5-1-03.xls. EDB ' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 lu 1 1 1 1 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=2.54cfs Location: Fort Collins iii) Type of Screen (Based on Depth H), Describe if "Other" x S.S. #93 VEE Wire (US Filter) Other. iv) Screen Opening Slot Dimension, Describe if "Other" X .. 0.139" (US Filter) Other: v) Spacing of Support Rod (D.C.) 1.00- :"+inches Type and Size of Support Rod (Ref.: Table 6a-2) TE 0.074 in. x 1.00 in. vi) Type and Size of Holding Frame (Ref.: Table 6a-2) 1.25 in. x 1.50 in. angle D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) W = inches ii) Width of Perforated Plate Opening (Wcono = W + 12") Wwnc = z , j inches iii) Width of Trashrack Opening (Wopening) from Table 6b-1 Wopening inches iv) Height of Trash Rack Screen (HTR) HTR = „�,, �,:_�„_ ,.;_; inches v) Type of Screen (based on depth H) (Describe if "Other") KlempTm KPP Series Aluminum Other: vi) Cross -bar Spacing (Based on Table 6b-1, KlempTm KPP - "inches Grating). Describe if "Other" Other. vii) Minimum Bearing Bar Size (KlempT°" Series, Table 6b-2) (Based on depth of WQCV surcharge 4. Detention Basin length to width ratio (L/W) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no WQCV Filinq I Only 5-1-03.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=2.54cfs Location: Fort Collins 6. Two -Stage Design A) Top Stage (Dwo = 2'Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (DBS = Dwo+ 1.5'Minimum, Dwo+ 3.0'Maximum, DBs = feet Storage = 5% to 15% of Total WQCV) Storage = acre-feet Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 * Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area= acres D) Total Volume: Volt., = Storage from 5A + 6A + 6B Volt, 4 acre-feet Must be a Design Volume in 11D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 3.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: WQCV Filing I Only 5-1-03.xls, EDB STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL (V. 3) While bigger may appear to be better in the case of stormwater quality, larger water quality detention ' - basins can provide less holding time for the predominant number of smaller storms. Larger basins can result in less net reduction of pollutants than is obtained when using the recommended 8d'h percentile ' capture volume that can be obtained from Figure SQ-2. Storms larger than the 80th percentile events still receive some treatment when their capacity is exceeded by larger storms, but at a somewhat lower efficiency. Thus,,the law of diminishing returns for cost-effective pollutant removal takes effect, not only ' because of the large number of small storms found in the total population of storms, but because the first flush of runoff for larger storm is also captured and that pollutant removal continues to occur for in -line ' capture basins when the runoff exceeds their design capacity. 4.4 Determining the Water Quality Capture Volume ' 4.4.1 Use of Directly Connected Impervious Area. The procedures described in the Rainfall and in the Runoff chapters of Volume 1 of the USDCM are intended for the design of drainages and flood facilities ' that prevent damage to property and help protect human life. These procedures show that the depth of rainfall produced from a design storm varies somewhat throughout the Denver region and that runoff is a function of total imperviousness. Water quality enhancement focuses more on the smaller events that deliver frequent flow pulses and pollutant loads to the receiving waters. The runoff volume for smaller events is especially sensitive to the impervious area that is hydraulically connected to the stormwater ' ! runoff system. ' The impervious portion of a watershed determines the runoff volume that needs to be used for the design of water quality facilities, and the percentage of impervious surface therefore becomes important in the design of structural BMPs. The methodology for calculating basin imperviousness is presented in ' the Runoff chapter of Volume 1 of the USDCM. This procedure needs to be modified, however, when using the practice of minimizing directly connected impervious areasin combination with extended ' detention basins, retention ponds, wetlands, and other practices depended on a design water'quality capture volume. Whenever applicable, the needed modifications are described in the appropriate chapters of this volume of the USDCM. 4.4.2 Water Quality Capture Volume (WQCV). All structural BMPs recommended in this volume of ' USDCM are based on the 8dh percentile event. Specific guidance for finding the needed WQCV is provided in each BMP types'design section. This WQCV varies with the type of BMP used and is based ' on the time it takes to fully drain the brim -full WQCV. Figure SQ -2 summarizes the WQCV requirements as a function of the tributary catchments total imperviousness as a ratio of the total area of the catchment for 6-, 12-, 24-, and 40-hour drain times of the WQCV. Figure SQ-2 is appropriate for use in Colorado high plains near the foothills. For other portions of 1 Colorado or of United States, the WQCV obtained from this figure can be adjusted using the following ' relationships: ' SQ-22 9-1-99 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT WQCVo _ d6 WQCV ' 0.43 in which, ' WQCVo = Water quality capture volurne outside the Denver region d6 = Depth of average runoff producing storm from Figure SQ-3 (watershed inches) 1 Once the WQCV in watershed inches is found from Figure SQ-2, then determine the required storage volume in acre-feet as follows: Required storage =WQCV J(Area) I ' 12 J in which,. Required storage = Required storage volume in acre-feet Area = The tributary catchment§ area upstream in acres The independent variable in Figure SQ-2 is the total imperviousness ratio (i.e., i=l,�100) of the tributary watershed (catchment). The chapter on Runoff in Volume 1 of the USDCD contains guidance for how to find the total imperviousness of a watershed and its use is recommended with one exception. Figure 2-1 in Runoff chapter of Volume 1 relate housing density to the impervious area percentage is no longer ' valid. Instead use Figures SQ-4, SQ-5 and SQ-6 to estimate the imperviousness of single family residential areas. Note that these figures require the knowledge of the average housing densities, types ' of housing, and their average square footage to find the imperviousness of these areas. .1 1 9-1-99 SQ-23 Urban Drainage and Flood Control District 1 1 1 1 1 STORMWATER QUALITY MANAGEMENT 0.50 M. 0.4( H 0.3: m t 0.3C v m r .. 0.25 m 3 0.20 90.15 0.10 0.05 0.00 0 DRAINAGE CRITERIA MANUAL (V. 3) 40=hour Drain Tim 24-hour Drain Tim WQCV=a'(0.91 i 3 -1.19i z +0.781) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain fime a = 1.0 12-hour Drain Time 6-hour Drain Time 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = Iwy/100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80`h Percentile Runoff Event SQ-24 9-1-99 Urban Drainage and Flood Control District t 1 1 I 1 F- L 1 I 1 Lind Property - Filing l Sear -Brown Storm C Orifice Calculation 614-003 Pond Outlet Basic Equation: Q=Cd•A•(2g•(hl-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (hl - h2 + r))0.5 Input Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5020.75 100 year WSEL h2= 5012.30 Invert Elevation of Pipe Q = 2.54 cfs Input r— 0.17 inches Output A= 0.17 ftz Calculated orifice area *r— 2.77 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 1 5.54 inches 0 Lind Property - Filing I Sear -Brown Storm D Orifice Calculation 614-003 Overflow pipe Basic Equation: Q=Cd•A•(2g•(h1-h2+r))o.5 Revised Equation: A=Q/(Cd • (2g • (h 1 - h2 + r))0.5 ' Input Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5020.75 100 year WSEL h2= 5020.00 Invert Elevation of Pipe a = r— 12.91 cfs 2.53 inches Input Output A= 2.53 ft2 Calculated orifice area *r— 10.76 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 21.52 inches i I 11 r� I I l Project: Lind Property The Sear -Brown Group Location: POND Proj. Number: 614-003 ' By: J. Michaelsen Broad Crested Weir - Basic Equation: Q = C•L•Hls Calculate Q from Dimensions: C= 3.00 L= 200 ft H= 1.0 ft Q= 600 cfs Calculate L from Q and H C= 3.00 Q= 563.86 cfs H= LO ft L= 188 ft Calculate H from Q and L C= 3.00 Q= 563.86 cfs L= 200 ft H= 1.0 ft ** Design based on final construction of filings I, II and III To be reanalyzed with future filings t Detention Pond Design: Construction of Filings I and II Lind Property, Filing I Detention Pond: With the Construction of Filings I and II After the construction of Filing II, the retention pond on Filing I will become a detention pond. Water from future filings of Lind Property will be routed to the detention pond on the southeast corner of Filing I. With the development of Filing II, basins F8a-F 16 will be routed via curb and gutter and storm pipe to Filing I's detention pond. At this time 60.43 acres will be contributing to the detention pond on Filing I, thus a greater release rate of 3.45 cfs will be allowed. The detention pond in Filing I was sized to accommodate these future flows. Flows from basins 178a and F9 will travel onto Filing I and will be captured in Filing I's storm drain system. The basins were developed based on a conceptual layout and grading from Filing II. The storm drains on Filing I were designed to handle the flows from these conceptual basins. With the development of Filing II, the future basins F8a-F16 will be reanalyzed along with the storm drain system on Filing I insure that the storm system and detention pond can handle any additional flows. Overflow Pipe This overflow pipe was designed to, release basins Al and A2 2-year historic storm flow, 15.45cfs. However, with the development of Filing I and Filing II, the overflow pipe will have an orifice plate that constricts the flows to 12.0 cfs. This is the difference between the allowed release rate from the detention pond on Filing I with the construction of Filing II and the 2-year historic from basins Al and A2. The orifice plates based on the development of Filing II was sized from a conceptual layout and grading for the future filing of Lind Property. Please note that these values are subject to change with the actual design of the future filings. The overflow pipe is located on the bank of the detention/retention pond on Lind Property, Filing I. To control flow into the overflow pipe an outlet structure will be constructed at the beginning of the overflow pipe. The top of the outlet structure box will be built to the 100-year water surface elevation of the detention/retention pond. I I Lind Property Filing 1: 614-003 Pond Volume Rating Curve 5012.25 1711.8962 0.039 0 0.000 5013 16185.283 0.372 0.133 0.133 5014 40064.485 0.920 0.625 0.758 5014.31 68136.019 1.564 1.007 1.336 5015 130238.37 2.990 1.854 2.614 5016 135148.62 3.103 3.043 5.660 5017 140100.58 3.216 3.156 . 8.820 5018 145062.61 3.330 3.270 12.093 5019 150056.92 3.445 3.384 15.480 5019.01 150100.07 3.44582 3.38494394 15.510 5020 155078.51 3.560 3.499 18.982 5021 160148.89 3.677 3.615 22.600 5021.75 161317.99 3.703 2.765 25.368 100-year WSEL = V = 3d(A+B+ AB) <= WQCV (Retention) [071 Required = 15.51 . acre-ft. where: V = volume between contour interval d = elevation - elevationr_1 A = area of elevation„-1 contour B = area of elevation„ contour I I I FAA METHOD Lind Property - Filing I Detention Pond Volume Released at Volume Agreed Upon by Ditch Company With Construction of Filing I and II I ■ _J i I I I I I I Cl I I Detention WQCV Total BASIN AREA 60.43 Acres Required Required RUNOFF COEFFICIENT'1.25 0.79568447 14.17 1.336 IF 15.51 RUNOFF COEFFICIENT 0.64 RETURN PERIOD 100 Year ALLOW RELEASE RATE 3.45 CFS Basins = 1-40, 42-44, 47-49, OS3, OS4, F8a-f16 Release rate was determined by the ditch company as: 0.057cfs/acre RAIN DURATION RAINFALL INTENSITY INFLOW OUTFLOW REQ'D VOL VOL STORAGE min inchlhr AC.FT AC -FT AC -FT 0 0.00 400 000 0.00 5 9.95 3.32 0.02 3.30 10 7.72 5.16 0.05 5.11 15 6.66 6.67 0.07 6.60 20 5.60 7.48 0.10 7.38 25 5.06 8.45 0.12 8.33 30 4.52 9.06. 0.14 8.91 35 4.13 9.65 0.17 9.49 40 3.74 9.99 0.19 9.80 45 3.49 10.47 0.22 10.26 50 3.23 10.79 0.24 10.55 55 3.05 11.18 0.26 10.92 60 2.86 11.46 0.29 11.17 65 2.74 11.89 0.31 11,58 70 2.62 12.25 0.34 11.91 75 2.50 12.52 0.36 12.16 80 2.38 12.72 0.38 12.33 85 2.30 13.06 0.41 12.65 90 2.22 13.34 0.43 12.91 95 2.14 13.58 0.46 13.12 100 2.06 13.76 0.48 13.28 110 1.95 14.32 0.53 13.80 115 1.90 14.55 0.55 14.00 120.: 1.84.. -14.75 0.58 14.17 125 1.73 14.46 0.60 13.86 130 1.62 14.09 0.62 13.47 135 1.52 13.66 0.65 13.01 140 1.41 13.15 0.67 12.48 145 1.30 12.57 0.70 11.88 150 1.19 11.92 0.72 11.20 155 1.17 12.08 0.74 11.33 160 1.14 12.22 0.77 11.45 165 1.12 12.34 0.79 11.55 170 1.10 12.45 0.82 11.64 INTENSITY (IN/HR) a DURATION INTENSITY 5 9.95 10 7.72 20 5.6 30 4.52 40 3.74 50 3.23 60 2.86 80 2.38 100 2.06 120 1.84 150 1.19 180 1.05 I Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=3.45cfs Location: Fort Collins 1. Basin Storage Volume h = 55.22 % A) Tributary Area's Imperviousness Ratio (i = 1, / 100) i = 0.55 B) Contributing Watershed Area (Area) Area = 60.43 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.22; watershed inches (WQCV=1.0`(0.91 "13-1.19`I2+0.78"1)) D) Design Volume: Vol = (WQCV / 12)' Area' 1.2 Vol = -: 1.336 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 1.93 feet C) Required Maximum Outlet Area per Row, (N) A. = 2.98 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.4500 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 19 number F) Actual Design Outlet Area per Row (k) A. = 3.02 square inches G) Number of Rows (nr) nr = 6 number H) Total Outlet Area (A,,) Ao, = 17.50 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value)' Aoc A, _ 637 square inches B) Type of Outlet Opening (Check One) X <_ 2" Diameter Round 2" High Rectangular Other. C) For 2", or Smaller, Round opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Ww J from Table 6a-1 Wove = 57 inches ii) Height of Trash Rack Screen (HTR) HTR = 47 inches Wr1C\/ Filinn 1 anH II oniv 5-1-n3 xls FDR ' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: Company: Jaclyn Michaelsen Sear -Brown Date: May 2003 Project: Lind Property - Q=3.45cfs Location: Fort Collins U I 1 1, 1 iii) Type of Screen (Based on Depth H), Describe if "Other" iv) Screen Opening Slot Dimension, Describe if "Other" v) Spacing of Support Rod (D.C.) Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) ii) Width of Perforated Plate Opening (Woono = W + 12") iii) Width of Trashrack Opening (Wopening) from Table 6b-1 iv) Height of Trash Rack Screen (HTR) v) Type of Screen (based on depth H) (Describe if "Other") vi) Cross -bar Spacing (Based on Table 6b-1, KlempT' KPP Grating). Describe if "Other" vii) Minimum Bearing Bar Size (KlempTm Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio 5 Pre -sedimentation Forebay Basin - Enter design values . A) Volume (5 to 10% of the Design Volume in 1 D) B) Surface Area C) Connector Pipe Diameter (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides X S.S. #93 VEE Wire (US Filter) Other: ;X 0.139" (US Filter) Other. 1 OOr. ,'.:inches TE 0.074 in. x 1.00 in. 1.25 in. x 1.50 in. W = ;inches Woonc= _ !-;inches Wopening �'?' " :finches HTR = , . inches KlempTm KPP Series Aluminum Other: T "a inches Other: acre-feet acres inches yes/no 1' Wn(-V Filinn I and 11 Only 5-1-03-As. EDB I, Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 0 I I Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=3.45cfs Location: Fort Collins 6. Two -Stage Design A) Top Stage (Dwo = 2' Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (Des = Dwo+ 1.5' Minimum, Dwo+ 3.0' Maximum, Des = feet Storage = 5% to 15% of Total WQCV) Storage= acre-feet Surf. Area= acres. C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 ' Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area acres D) Total Volume: Volt., =Storage from 5A + 6A + 66 Vol,o, _ � �,,, ,F;j acre-feet Must be >_ Design Volume in 1D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 3.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: 11 WQCV Filinn 1 anri 11 nnly 5-1-03_xls. F_n8 I� STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL (V. 3) While bigger may appear to be better in the case of stormwater quality, larger water quality detention basins can provide less holding time for the predominant number of smaller storms. Larger basins can result in less net reduction of pollutants than is obtained when using the recommended 8dh percentile M capture volume that can be obtained from Figure SQ-2. Storms larger than the 80th percentile events still receive some treatment when their capacity is exceeded by larger storms, but at a somewhat lower efficiency. Thus, the law of diminishing returns for cost-effective pollutant removal takes effect, not only because of the large number of small storms found in the total population of storms, but because the first flush of runoff for larger storm is also captured and that pollutant removal continues to occur for in -line capture basins when the runoff exceeds their design capacity. 4.4 Determining the Water Quality Capture Volume ' 4.4.1 Use of Directly Connected Impervious Area. The procedures described in the Rainfall and in the Runoff chapters of Volume 1 of the USDCM are intended for the design of drainages and flood facilities that prevent damage to property and help protect human life. These procedures show that the depth of rainfall produced from a design storm varies somewhat throughout the Denver region and that runoff is a function of total imperviousness. Water quality enhancement focuses more on the smaller events that deliver frequent flow pulses and pollutant loads to the receiving waters. The runoff volume for smaller I events is especially sensitive to the impervious area that is hydraulically connected to the stormwater runoff system. ' The impervious portion of a watershed determines the runoff volume that needs to be used for the design of water quality facilities, and the percentage of impervious surface therefore becomes important in the design of structural BMPs. The methodology for calculating basin imperviousness is presented in the Runoff chapter of Volume 1 of the USDCM. This procedure needs to be modified, however, when using the practice of minimizing directly connected impervious areasin combination with extended detention basins, retention ponds, wetlands, and other practices depended on a design water quality capture volume. Whenever applicable, the needed modifications are described in the appropriate chapters of this volume of the USDCM. 4.4.2 Water Quality Capture Volume (WQCV). All structural BMPs recommended in this volume of USDCM are based on the 80`h percentile event. Specific guidance for finding the needed WQCV is provided in each BMP types'design section. This WQCV varies with the type of BMP used and is based on the time it takes to fully drain the brim -full WQCV. Figure SQ -2 summarizes the WQCV requirements as a function of the tributary catchments total imperviousness as a ratio of the total area of the catchment for 6-, 12-, 24-, and 40-hour drain times of the WQCV. Figure SQ-2 is appropriate for use in Colorado3 high plains near the foothills. For other portions of . Colorado or of United States, the WQCV obtained from this figure can be adjusted using the following relationships: 1 SQ-22 9-1-99 Urban Drainage and Flood Control District I - - DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT WQCVo =d6 WQCV 0.43 in which, WQCVo = Water quality capture volume outside the Denver region d6 = Depth of average runoff producing storm from Figure SQ-3 (watershed inches) IOnce the WQCV in watershed inches is found from Figure SQ-2, then determine the required storage volume in acre -feel: as follows: Required storage =[WQCV J](Area) L 12 in which,. Required storage = Required storage volume in acre-feet Area = The tributary catchment area upstream in acres ' The independent variable in Figure SQ-2 is the total imperviousness ratio (i.e., i=l,„q/100) of the tributary watershed (catchment). The chapter on Runoff in Volume 1 of the USDCD contains guidance for how to Ifind the total imperviousness of a watershed and its use is recommended with one exception. Figure 2-1 in Runoff chapter of Volume 1 relate housing density to the impervious area percentage is no longer valid. Instead use Figures SO-4, SQ-5 and SQ-6 to estimate the imperviousness of single. family residential areas. Note that these figures require the knowledge of the average housing densities, types of housing, and their average square footage to find the imperviousness of these areas. I 9-1-99 SQ-23 Urban Drainage and Flood Control District STORMWATER QUALITY MANAGEMENT 0.50 0.45 0.40 0.35 m r U 0.30 3 0.20 U 90.15 0.10 0.05 0.00 0 DRAINAGE CRITERIA MANUAL (V. 3) 40=hour Drain Tim 24-hour Drain Tim WQCV=a'(0. 91 i 3 -1.19i z +a 78,) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain time a = 1.0 12-hour Drain Time _ 6-hour Drain Time 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = iwq/100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80t` Percentile Runoff Event SQ-24 9-1-99 Urban Drainage and Flood Control District I Lind Property - Filing 1 Sear -Brown Storm C Orifice Calculation 614-003 Pond Outlet Basic Equation: ' Q=Cd•A•(2g•(h1-h2+r)�o.s Revised Equation: A=Q/(Cd • (2g • (h1 - h2 + r))0.5 ' Input Cd= 0.65 Input g= 32.20 fUs2 Gravitational Constant h1= 5020.75 100 year WSEL h2= 5012.30 Invert Elevation of Pipe Q = 3.45 cfs Input r— 0.23 inches Output A= 0.23 ft2 Calculated orifice area ' *r— 3.23 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening �. Orifice Dia. = 6.46 inches I I I I Lind Property - Filing 1 Storm D Orifice Calculation Overflow pipe Basic Equation: Q=Cd•A•(2g •(hl-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (hl - h2 + r))0.5 ut Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 5020.75 100 year WSEL h2= 5020.00 Invert Elevation of Pipe Q = 12.00 cfs Input r— 2.36 inches Output Sear -Brown 614-003 A= 2.36 ft` Calculated orifice area 'r— 10.41 Calculated radius (inches) ' Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 20.82 inches Project: Lind Property Location: POND The Sear -Brown Group Proj. Number: 614-003 By: J. Michaelsen Broad Crested Weir - Basic Equation: Q = C*L*H1.5 Calculate Q from Dimensions: C= 3.00 L= 200 ft H= 1.0 ft Q= 600 cfs Calculate L from Q and H C= 3.00 Q= 563.86 cfs H= 1.0 ft L= 188 ft Calculate H from Q and L C= 3.00 Q= 563.86 cfs L= 200 ft H= 1.0 ft ** Design based on final construction of filings I, I1 and III To be reanalyzed with future filings r r ' Detention Pond Design: Construction of Filings I, II and III Lind Property, Filing I Detention Pond: With the Construction of Filing I, II and III Water from future filings of Lind Property will be routed to the detention/retention pond on the southeast comer of Filing I. With the development of Filing III, basins F1-F8 will be also routed via curb and gutter and stom► pipe to Filing I's detention pond. The future basins from Filing III will contribute 12.57 acres to the detention pond on Filing I. Along with the additional 15.90 acres from Filing I1, and the 44.53 acres from Filing I, 73 acres Mill be contributing to the detention pond on Filing I. Therefore, a greater release rate of 4.34 cfs will be allowed. The detention pond in Filing I was sized to accommodate these future flows. The flows from these future basins will travel onto Filing I and will be captured in Filing I's storm drain system. The basins were developed based on a conceptual layout and grading from Filing III. The storm drains on Filing I were designed to handle the flows from these conceptual basins. With the development of Filing III, the future basins F1-F8 will be reanalyzed along with the storm drain system on Filing I insure that the storm system and detention pond can handle any additional ' flows. Overflow Pipe This overflow pipe was designed to release basins A 1 and A2 2-year historic storm flow, 15.45cfs. However, with the development of Filing I and Filing 11, the overflow pipe will have an orifice plate that constricts the flows to 11.11 cfs. This is the difference between the allowed release rate from the detention pond on Filing I with the construction of Filing II and the 2-year historic from basins Al and A2. The orifice plates based on the r development of Filing II and III was sized from a conceptual layout and grading for the future filings of Lind Property. Please note that these values are subject to change with rthe actual design of the future filings. The overflow pipe is located on the bank of the detention/retention pond on Lind Property, Filing I. To control flow into the overflow pipe an outlet structure will be constructed at the beginning of the overflow pipe. The top of the outlet structure box will be built to the 100-year water surface elevation of the detention/retention pond. i r I I 1 1 1 1 i Lind Property Filing I: 614-003 Pond Volume Rating Curve 5012.25 1711.8962 0.039 0 5013 16185.283 0.372 0.133 5014 40064.485 0.920 0.625 5014.52 87278.848 2.004 1.268 5015 130238.37 2.990 1.854 5016 135148.62 3.103 3.043 5017 140100.58 3.216 3.156 5018 145062.61 3.330 3.270 5019 150056.92 3.445 3.384 5020 155078.51 3.560 3.499 5020.06 155369.68 3.567 3.505 5021 160148.89 3.677 3.615 5021.75 161317.99 3.703 2.765 100-year WSEL = &JWUM (Retention) V = Id(A+B+ AB) where: V = volume between contour interval d = elevation„ - elevationn_1 A.= area of elevation„-1 contour B = area of elevation„ contour 0.000 0.133 0.758 1.730 2.614 5.660 8.820 12.093 15.480 - 18.982 19..190 22.600 25.368 WQCV Detention Required = 19.19 acre I 11 FAA METHOD Lind Property -Filing I Detention Pond Volume Released at Volume Agreed Apon by Ditch Company BASIN AREA 73 Acres RUNOFF COEFFICIENT'1.25 0.8125 RUNOFF COEFFICIENT 0.65 RETURN PERIOD 100 Year ALLOW RELEASE RATE` 1 4.34 CFS Basins = 1-40, 42-44, 47.49, OS3, OS4, OS6, F1.F16 Release rate was determined by the ditch company as: 0.057cfs/acre RAIN DURATION RAINFALL INTENSITY min inch/hr 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 110 115 120 125 130 135 140 145 150 155 160 165 170 175 0.00 9.95 7.72 6.66 5.60 5.06 4.52 4.13 3.74 3.49 3.23 3.05 2.86 2.74 2.62 2.50 2.38 2.30 2.22 2.14 2.06 1.95 1.90 1.94 1.73 1.62 1.52 1.41 1.30 1.19 1.17 1.14 1.12 1.10 1.07 INFLOW VOL AC -FT 0.00 4.10 6.36 8.23 9.23 10.42 11.17 11.91 12.32 12.92 13.30 13.80 14.14 14.67 15.11 15.45 15.68 16.10 16.46 16.75 16.97 17.67 17.95 18.19 17.83 17.38 16.85 16.22 15.51 14.70 14.90 15.07 15.22 15.36 15.47 OUTFLOW VOL AC -FT 0.00 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 0.33 0.36 0.39 0.42 0.45 0.48 0.51 0.54 0.57 0.60 0.66 0.69 0.72 0.75 0.78 0.81 0.84 0.87 0.90 0.93 0.96 0.99 1.02 1.05 REQ'D STORAGE AC -FT 0.00 4.07 6.30 8.14 9.11 10.27 10.99 11.70 12.08 12.65 13.00 13.46 13.77 14.28 14.69 14.99 15.20 15.59 15.92 16.17 16.37 17.01 17.26 17,47 17.08 16.60 16.03 15.38 14.63 13.80 13.96 14.11 14.23 14.33 14.42 Detention WQCV Total Required Required 17.47 1.73 19.19 INTENSITY (IN/HR) DURATION INTENSITY 5 9.95 10 7.72 20 5.6 30 4.52 40 3.74 50 3..23. 60 2.86 80 2.38 100 2.06 120 1.84 150 1.19 180 1.05 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=4.34cfs Detention Outlet Structure Data Location: Fort Collins 1. Basin Storage Volume la = 57.30 % A) Tributary Area's Imperviousness Ratio (i=la1100) i = 0.57 B) Contributing Watershed Area (Area) Area = 76.00 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.23 watershed inches (WQCV =1.0"(0.91 "11_1.19"12+0.78"1)) D) Design Volume: Vol = (WQCV / 12) " Area " 1.2 Vol = 1.728 acre-feet 2. Outlet Works A) Outlet Type (Check One) x Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.14 feet C) Required Maximum Outlet Area per Row, (N) Ao = 3.35 "square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.4500 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 22 number F) Actual Design Outlet Area per Row (k) Ao = 3.50 ; square inches G) Number of Rows (nr) nr = 6 :: number H) Total Outlet Area (A,,) Ao, = 22.46 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 " (Figure 7 Value)' Aoc A, = 818 square inches B) Type of Outlet Opening (Check One) x < 2" Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W�.nJ from Table 6a-1 W= 66 inches ii) Height of Trash Rack Screen (HTR) HTR = 50 inches I ina`-n r,,,.„ s_l n� . ice r-na Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 I I I Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - 0=4.34cfs Detention Outlet Structure Data Location: Fort Collins iii) Type of Screen (Based on Depth H), Describe if "Other" x S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other' 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) w 1 OQ` 2inches Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): I) Width of Rectangular Opening (W) W inches ii Width of Perforated Plate Opening W - W + 12) P 9( coot— " W - coot _ '— .as=: Inches Opening Table 6b-1 iii Width of Trashrack g ( Wopening) from W opening "N a: inches iv) Height of Trash Rack Screen (HTR) HTR = _ r_, k inches v) Type of Screen (based on depth H) (Describe if "Other') KlempTm KPP Series Aluminum Other: ' vi) Cross -bar Spacing (Based on Table 6b-1, KlempTm KPP r a��. �.� �, "inches Grating). Describe if "Other" r I Other: vii) Minimum Bearing Bar Size (KlempTm Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (L/W) 5 Pre -sedimentation Forebay-Basin -Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no i incrn c...... G i _ni i� cnn Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: Jaclyn Michaelsen Company: Sear -Brown Date: May 2003 Project: Lind Property - Q=4.34cfs Detention Outlet Structure Data Location: Fort Collins 6. Two -Stage Design A) Top Stage (DWo = 2' Minimum) DWo = feet Storage= acre-feet B) Bottom Stage (DBs = DWo + 1.5' Minimum, DWo + 3.0' Maximum, DBs = feet Storage = 5% to 15% of Total WOCV) Storage= acre-feet Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 " Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area= acres D) Total Volume: Volt., = Storage from 5A + 6A + 6B Volto, _ ! acre-feet Must be >_ Design Volume in I 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 3.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other. Notes: r rncen c,,,. r_1 _ni .n. r=na STORMWATER QUALITY MANAGEMENT 1 DRAINAGE CRITERIA MANUAL (V. 3) f - While bigger may appear to be better in the case of stormwater quality, larger water quality detention basins can provide less holding time for the predominant number of smaller storms. Larger basins can result in less net reduction of pollutants than is obtained when using the recommended 8dh percentile capture volume that can be obtained from Figure SQ-2. Storms larger than the 80w percentile events still receive some treatment when their capacity is exceeded by larger storms, but at a somewhat lower efficiency. Thus, the law of diminishing returns for cost-effective pollutant removal takes effect, not only because of the large number of small storms found in the total population of storms, but because the first flush of runoff for larger storm is also captured and that pollutant removal continues to occur for in -line capture basins when the runoff exceeds their design capacity. 4.4 Determinin-gthe Water Quality Capture Volume 4.4.1 Use of Directly Connected Impervious Area. The procedures described in the Rainfall and in the Runoff chapters of Volume 1 of the USDCM are intended for the design of drainages and flood facilities that prevent damage to property and help protect human life. These procedures show that the depth of rainfall produced from a design storm varies somewhat throughout the Denver region and that runoff is a function of total imperviousness. Water quality enhancement focuses more on the smaller events that deliver frequent flow pulses and pollutant loads to the receiving waters. The runoff volume for smaller events is especially sensitive to the impervious area that is hydraulically connected to the stormwater runoff system. The impervious portion of a watershed determines the runoff volume that needs to be used for the design of water quality facilities, and the percentage of impervious surface therefore becomes important in the design of structural BMPs. The methodology for calculating basin imperviousness is presented in the Runoff chapter of Volume 1 of the USDCM. This procedure needs to be modified, however, when using the practice of minimizing directly connected impervious areasin combination with extended detention basins, retention ponds, wetlands, and other practices depended on a design water'quality capture volume. Whenever applicable, the needed modifications are described in the appropriate chapters of this volume of the USDCM. 4.4.2 Water Quality Capture Volume (WQCV). All structural BMPs recommended in this volume.of USDCM are based on the 80`h percentile event. Specific guidance for finding the needed WQCV is provided in each BMP types'design section. This WQCV varies with the type of BMP used and is based on the time it takes to fully drain the brim -full WQCV. Figure SQ -2 summarizes the WQCV requirements as a function of the tributary catchments total imperviousness as a ratio of the total area of the catchment for 6-, 12-, 24-, and 40-hour drain times of the WQCV. Figure SQ-2 is appropriate for use in Coloradc, high plains near the foothills. For other portions of Colorado or of United States, the WQCV obtained from this figure can be adjusted using the following relationships: ' SQ-22 9-1-99 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT WQCVo =d6 WQCV 0.43 in which, WQCVo = Water quality capture volurne outside the Denver region d6 = Depth of average runoff producing storm from Figure SQ-3 (watershed inches) Once the WQCV in watershed inches is found from Figure SQ-2, then determine the required storage ' volume in acre-feet as follows: Re quired storage =[WQCV ](Area) L 12 in which,. ' Required storage = Required storage volume in acre-feet Area = The tributary catchment area upstream in acres_ ' The independent variable in Figure SQ-2 is the total imperviousness ratio (i.e., i=I ,q/100) of the tributary watershed (catchment). The chapter on Runoff in Volume 1 of the. USDCD contains guidance for how to ' find the total imperviousness of a watershed and its use is recommended with one exception. Figure 2-1 i in Runoff chapter of Volume 1 relate housing density to the impervious area percentage is no longer ' valid. Instead use Figures SQ-4, SQ-5 and SQ-6 to estimate the imperviousness of single family residential areas. Note that these figures require the knowledge of the average housing densities, types ' of housing, and their average square footage to find the imperviousness of these areas. ' 9-1-99 SQ-23 Urban Drainage and Flood Control District STORMWATER QUALITY MANAGEMENT 0.56 0.4: 0.4C 0.3�r L U 0.30 t 0.25 m 3 0.20 90.15 0.10 0.05 DRAINAGE CRITERIA MANUAL (V. 3) 40-hour Drain Tim 24-hour Drain Tim WQCV=a'(O. 91 i3-1.19iz +0.78i) 6-hr drain time a = 0.7 12-hr drain time a = 0.8 24-hr drain time a = 0.9 40-hr drain time a = 1.0 12-hour Drain Time 6-hour Drain Time 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = Iwg1100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80`h Percentile Runoff Event SQ-24 9-1-99 Urban Drainage and Flood Control District 1 1 1 1 i Lind Property - Filing I Sear -Brown Storm C Orifice Calculation 614-003 Pond Outlet Basic Equation: Q=Cd•A•(2g•(h1-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (h1 - h2 + r))0.5 Input Cd= 0.65 Input g= 32.20 ft/sz Gravitational Constant h1= 5020.75 100 year WSEL h2= 5012.30 Invert Elevation of Pipe Q = 4:34 cfs Input r— 0.29 inches A= 0.29 ft` Calculated orifice area *r— 3.62 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 1 7.24 inches 1 1 1 1 Lind Property - Filing 1 Storm D Orifice Calculation Overflow pipe Basic Equation: Q=Cd•A•(2g•(hl-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (hl - h2 + r))0.5 In Cd= 0.65 g= 32.20 ft/s2 h1= 5020.75 h2= 5020.00 a = 11.11 cfs r— 2.20 inches Output Input Gravitational Constant 100 year WSEL Invert Elevation of Pipe Input Sear -Brown 614-003 A= 2.20 ft` Calculated orifice area *r— 10.05 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 1 20.11 inches Project: Lind Property Location: POND The Sear -Brown Group Proj. Number: 614-003 By: J. Michaelsen Broad Crested Weir - Basic Equation: Q = C*L'Hls Calculate Q from Dimensions: C= 3.00 L= 200 ft H= 1.0 ft Q= 600 cfs Calculate L from Q and H C= 3.00 Q= 563.86 cfs H= 1.0 ft L= 188 ft Calculate H from Q and L C= 3.00 Q= 563.86 cfs L= 200 ft. H= 1.0 ft ** Design based on final construction of filings I, II and III To be reanalyzed with future filings Inlet Sizing — UdInlet Appendix E I I I Project = Street ID = Warning T Top of Curb or _ W TX Allowable Depth T—1 s H y d -- n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ng's Roughness -r Cross Slope �r Spread Width !r Depth without Gutter Depression !r Depth with a Gutter Depression ar Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) �r Flow Flow large above Depressed Section (Eq. STA or ST-3) large within Depressed Section (Q - Q,) Rate talent Slope for the Street Area Velocity product 4Iiaraing 01: M.anning's n-value does not meet the USt .N1 rocomrnended criteria. Q. = W= a= Sx = So = n= S. T= y= d= E. = Tx = T, _ QTs = QT:-w Qwun Q. _ Q. _ Qw= QT= Se = As = V. _ VsD = Street Crown cfs It inches ft/ft Nit Nft it inches inches it ft cfs cis cfs cfs cis cfs cfs ft/ft sq It fps ftZ/s Inlet #1.)ds, Street Hy 5/1/2003, 1:51 PM I Project Inlet ID f I [1 I 11 1MBIN 4T1(9N ;[ISLET I f A.sum gn Discharge on the Street (from Street Hy) ith of a Unit Inlet ber of Unit Inlets er Depth for Design Condition e Information h of a Unit Grate Opening Ratio for a Grate (see USDCM Table ST-7) ging Factor for a Single Grate 3 Orifice Coefficient Weir Coefficient i Opening Information ht of Curb Opening in Inches of Throat (see USDCM Figure ST-5) Width for Depression Pan ging Factor for a Single Curb Opening Opening Orifice Coefficient Opening Weir Coefficient a Weir pacity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging a Weir at Length of Curb Opening Inlet pacity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging Racily as an Orifice with Clogging Flaw Dimcbon Q. ... ... SO 6* ds L, � ...........5,tt0 it No ........................ ........................ w ..CA. ft C (G) 0 20'. :. C. (G) ... .. ......................... .................. ........................ H _.. _ 8::W1[: inches Theta 63': degrees WPDQ:ft C (C) fl 20 C„(C) 3f10- Q. ::: 37;2cfs Coef Clog 0,42 Q. ........................ ......................... Qw . &75'cfs ....................... . Q,crxe =i's?`s>335 ds L ! MOD it Q. S:ds ........................ Coef Clog UQO Q.,° 41 0 cis ........................ ......................... ........................ Qd 3f16: cis Q 274:::cfs its Q+=. >''S Bj`! cfs ......................... Note: Unless additional pending depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ,� Inlet#1.xls, Combo-S 5/1/2003, 1:59 PM . ....... .. .. ... ....... .. .. ..... ..... . GUTTER UNER Y''. OPP TY .. ....... .. . ........... P -do ...... ... .... . 'ect=.:.':'ih r0i U Street ID T Street Top of Curb or -w —TX Crown Allowable Depth TS----1 Ts y Y H d a Warning Geometry linput) n Discharge in the Gutter 1.40 cfs Width W ........... . Depression ........... a =:.:. inches Transverse Slope S Rift Longitudinal Slope So Obidb: Rift ng's Roughness n .01 �r Cross Slope S. 4«7 1.79: Rift r Spread Width T ft r Depth without Gutter Depression y 4 4 inches r Depth with a Gutter Depression d inches !r Flow to Design Flow Ratio by FHWA H EC-22 method (Eq. ST-7) E. .......... 3d for Side Flow on the Street 3d for Gutter Flow along Gutter Slope T� ft Rate Carried by Width T, . ......... QU = cfs Rate Carded by Width (T, - W) QT,-W =32 cfs !r Flow cfs Flow % . . . . . . . .. CfS . . . iarge above Depressed Section (Eq. ST-1 or ST-3) % cfs iarge within Depressed Section (0 - Qs) Qw ... .2o ......cfS. Rate QT cfs talent Slope for the Street S, Area A,= sq ft Velocity V, :.Vs fps product ............ .. . VsD ..... . +:.. -1. - * ft2/s 01: M.anninq's n-vahte does not meet the USUCM recommended criterta. Inlet #2.)ds, Street Hy 5/11/2003, 1:53 PM Projeut= Inlet ID = WP Lu WP ---��---»~�'-'-�,<---*, - Flaw Direction Gutter gmUnWmrmatian (input) gmDischarge an the Street (from Street Hy) 00= osf thufuUnit Inlet Lu ft Width for Depression Pan VVr ft gingFactor for aSingle Unit C. itufCurb Opening inInches H= inches BofThroat (see USDCyNFigure ST') Theta� degrees mCoefficient (see UGDCYmFigure GT-5) C^= Coefficient (see UGDCYNFigure ST'5) C°= .rDepth for the Design Condition Yo� inches barofCurb Opening Inlets No a|Length ofCurb Opening Inlet L= � )anitynonWeir without Clogging Q'�= dt QgingCoefficient for Multiple Units Coef= Qging Factor for YNu|Up|e Units Clog z )auityusuWeir with Clogging Q. ds an Orifice )mobyusanOrifice without Clogging {).i= ds )aoityosmnOrifice with Clogging C>o"= 7777Eg ds 3acity for Design with Clogging Qu= ofs 3tm»ePercentage for this Inlet =Q,/Qo= C%=�����g���q� Nobs Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ImUet#2.xis, Curb-S 5//2003,1:54PK8 �� Project = Street ID = Warning IIIII T Street Top of Curb or �w Tx Crown Allowable Depth IIIIII I I Ts--IIIIII I - Y H d a i Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ig's Roughness rr Cross Slope r Spread Width r Depth without Gutter Depression r Depth with a Gutter Depression r Flaw to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) id for Side Flow on the Street id for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) r Flow Flow iarge above Depressed Section (Eq. ST-1 or ST-3) iarge within Depressed Section (Q - Q,) Rate /alent Slope for the Street Area Velocity product Warning 01., M'anninq's B-Yapue does not meet the USOC.M VOCOMMended criteria, ...... Q. = ...... .... .. . ...... fiz, , cfs W= . .... a ........... 230 inches S. S. OM4,. ItIft n S, O"A 03. T 29,01.: it ... y ....... 7 2 inches d 9.2 inches E. TX 27 91 it T, QTs cfs QTs-W _4 3". cfs Qgulttff cfs ......... ­... J:r cfs A........ Q, cfs Q„ €2,g cfs OT ... . ........... cfs S. A, sq ft V, f: fps VsD ft2/S Inlet #3.>ds, Street Hy 5/1/2003, 1:56 PM Project = Inlet ID = I Wp L WE,<------- -><-----><' -)� curb [,*, H Flaw Duection Desl n Information (Inout) Design Discharge on the Street (from Sheet Hy) Q. = 6 Length of a Unit Inlet L. 5 00; ft Number of Unit Inlets No 3' Water Depth for Design Condition Ya = >>:; : ;?; » ;::;:.:, i inch, Grate Information Width of a Unit Grate W, _ ............... ...... . 1r 17. ft A Area Opening Ratio for a Grate (see USDCM Table ST-7) A 0 t10; Clogging Factor for a Single Grate C (G) in0 2Q: Grate Orifice Coefficient Ca (G) Grate Weir Coefficient C. (G) :::::::::::............. Curb Opening Information ' Height of Curb Opening in Inches H fi a9 inches ogle of Throat (see USDCM Figure ST-5) Thetas ... g 63de tees Side Width for Depression Pan W1, = Clogging Factor for a Single Curb Opening C (C) =0 24: Curb Opening Orifice Coefficient Ca (C) Curb Opening Weir Coefficient C. (C) .....3:t)0 a Weir pacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging a Weir al Length of Curb Opening Inlet pacity as a Weir without Clogging ,gging Coefficient for Multiple Units ,gging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging OrR cis Coat :.<........::::t;7B:: Clog= : Ji ... ...2! Qa nse!cis ........................ ......................... Oa =:>::'::#:75£5. its Q°irrtl° z ?::>:: cts L 0ft Coef t,3:13 Clog Q p$ : Gfs Oa 36,5 cis Q '� 3F4;icfs its its Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. IInlet #3.tds, Combo-S 5/1/2003, 2:02 PM Project = Street ID = W ar"ing Top of Curb or A 11MAInKIM f)Mnfh I I Y H d a T W Tx — TS----1 lx� Street Crown Geometry linput) a Discharge in the Gutter . Q. ........... . .... ..... cfs Width W ft Depression a 2 J): inches Transverse Slope S. --0. '02,M ft/ft Longitudinal Slope S. 0.0084* ft/ft ig's Roughness n ........ ....... ar Cross Slope !r Spread Width T 46,99': ft !r Depth without Gutter Depression y . .h . mc es !r Depth with a Gutter Depression . ... d .............. - ... .... .. .. inches ar Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ............ E.037. ad for Side Flow on the Street T, .......... 1498 ft ad for Gutter Flow along Gutter Slope Ts ....4 90: ft ...... .. Rate Carried by Width T, QT, cfs , - W) Rate Carded by Width (T,... ::X:::X-. QTS-W .......... .. .... 3. cfs ......... .r Flow ........ QgM ... cfs Flow Q, 7-94,'* cfs barge above Depressed Section (Eq. ST-1 or ST-3) Q. cfs barge within Depressed Section (Q - Q,) Q, cfs r Rate QT = cfs mlent Slope for the Street S. =b0509. ft/ft Area A, t35 sq ft Velocity V, = St3fps product Vs D = ft2/S Olarning 01: Manninq's n-vague does not meet the USOCNI recommended criteria. Inlet #4.)ds, Street Hy 5/11/2003, 2:04 PM Project = Inlet ID = Lu WP ..P .^ "� w Dixection gnInformation (Xnput) gn Discharge on the Street (from Street Hy) Q. C�� LhofaUnit Inlet Lu= ft. Width for Depression Pan VVv ft pngFactor for aSingle Unit C. itufCurb Opening inInches H� inchee anfThroat (see USDCWYFigure Sl-S) Theta = degrees mCoefficient (see USDCYNFigure GT^5) Cu= Coefficient (see UGDCMFigure ST'S) C*= �rDepth for the Design Condition Y«= inches borofCurb Opening Inlets No= alLength ofCurb Opening Inlet L 0.00. ft )acitymsaWeir without Clogging ds gginDCoefficient for Multiple Units Coef� ggingFactor for Multiple Units Clog )aohyasaVVeirv�thClogging Q. �t an Orifice )aoityusunOrifice without Clogging Oo/� ''�' ofs )anitymsunOrifice with Clogging Qou� ofn 3acity for Design with Clogging �= cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. |nlet#4�is, Curb^S 5/ /2OQ3.2:O4PWY Project = Street ID = Warning M T Top of Curb or -w � Tx Allowable Depth TS----t Discharge in the Gutter Depression Transverse Slope Longitudinal Slope ig's Roughness �r Cross Slope !r Spread Width !r Depth without Gutter Depression x Depth with a Gutter Depression er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) �r Flow Flow iarge above Depressed Section (Eq. ST-1 or ST-3) iarge within Depressed Section (Q - Q,) , Rate talent Slope for the Street Area Velocity product Waring 01: M.Znriinq's D-vaiue does not meet the USOCM recommended criteria, Street Crowr ......... Q. ..... . . ... ..... .. D: cfs . .... W ft a inches Sx ft/ft S. .-:;t.1.0*145 Rift n Sw T ft ............ y . __,...49 inches d ... . ... . ....... inches E. Tx t&53. ft Ts ........... ............. ft QTS cfs QTS-W �zs cfs 44. d cfs Q, cfs Q, cfs Q, cfs QT =ykZcfs; S. -ft/ It ............... A, . . 4 313 sq It V, ....... = ... fps VsD ft2/s Inlet #5.xls, Street Hy I 5/1/2003, 2:05 PM 11 I n I 11 11 I I Ll Project = Inlet ID = gn Discharge on the Street (from Street Hy) th of a Unit Inlet bar of Unit Inlets rr Depth for Design Condition e Information h of a Unit Grate Opening Ratio for a Grate (see USDCM Table ST-n ging Factor for a Single Grate 3 Orifice Coefficient a Weir Coefficient r Opening Information lit of Curb Opening in Inches a of Throat (see USDCM Figure ST-5) Width for Depression Pan ging Factor for a Single Curb Opening Opening Orifice Coefficient Opening Weir Coefficient a Weir aacity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units aacity as a Weir with Clogging an Orifice aacity as an Orifice without Clogging aacity as an Orifice with Clogging a Weir al Length of Curb Opening Inlet aacity as a Weir without Clogging gging Coefficient for Multiple Units egging Factor for Multiple Units aacity as a Weir with Clogging an Orifice aacity as an Orifice without Clogging aacity as an Orifice with Clogging cis Le = 5'001 it Yd:.....:..::..96Q;inches ........................ ........................ W. A ... ,.:..;f3,80'; C. (G)Q.201100 H -.. 61711;:inches Theta degrees WP it C. (C) _. 390 CIA _ 85; cfs Coe(=»»><�S>130 Clog Q 16 Q.. cis Oa as cis Qr .= :5: i".��.i Cis L . .. V00«ft O„r = 331 cis Coal =!'?!'s>�s><9!25 Clog .: Q. MM=cfs ......................... ........................ a2.04:: cis Oo.7:cis Q. =£i k>`>':f!1f3'�[! cfs C%=€_ > ltrotira% Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 1Q0% in a sump may indicate the need for additional inlet units. Inlet #5.tds, Combo-S 5/1/2003, 2:09 PM Project = Street ID = Warning Top of Cut Allowable W Dor Depth I I Y H d a n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ig's Roughness -T Tx rM �r Cross Slope !r Spread Width !r Depth without Gutter Depression �r Depth with a Gutter Depression �r Flow to Design Flow Ratio by FHWA H EC-22 method (Eq. ST-7) 3d for Side Flow on the Street 3d for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) �r Flow Flow iarge above Depressed Section (Eq. ST-1 or ST-3) iarge within Depressed Section (Q - QJ Rate Talent Slope for the Street Area Velocity product Warning 01: M.3nninq's n-value does not meet the USI)CM recommended criteria. Street Crown Cl. ............ ..24t2i cfs W=' a inches S. OM2007 ft/ft S. -.0445: ft/ft 0.... ..... n .......... ........... T 14.9R ft y .4,15. inches d .. ............. - .9' inches E, .......... A T. 17"af ft ........ .... ... 44 QT: cfs ........... QTS - W ..... . ....... cis ...... .. -W96,...... . . ....... ... :CfS cis Q. f 59i cfs Qw 3."Cfs QT !New cfs S. ........... A, 107-. sq it V. &66: fps MUM, ft s Inlet #6.)ds, Street Hy 5/1/2003, 2:10 PM t 1 1 1 1 1 1 1 1 1 1 1 Project Inlet ID sign Discharge on the Street (from Street Hy) igth of a Unit Inlet nber of Unit Inlets ter Depth for Design Condition rte Information ith of a Unit Grate a Opening Ratio for a Grate (see USDCM Table ST-7) gging Factor for a Single Grate de Orifice Coefficient de Weir Coefficient rb Opening Information ght of Curb Opening in Inches lie of Throat (see USDCM Figure ST-5) e Width for Depression Pan gging Factor for a Single Curb Opening b Opening Orifice Coefficient b Opening Weir Coefficient rte Inlet Capacity In a Sump (Calculated) a Weir 3acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units mcity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging a Weir at Length of Curb Opening Inlet )acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units )acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging )acity as an Orifice with Clogging Flow Direction Q. : 24.Z cfs L. ...s S'OU fl No Ya ;.:::�::�:z::::::::.�<fitt: inches ........................ W 1-1i7fl c,(G) Al: C. C„ (G) ..: . .... H .: bfl0;: inches Theta 83X degrees Wp '%._._......3.OQfl C. (C) Cd (C) ;. C..(C) ... ..._,3.0.0: Coef Clog :::;L ..% 23 3 cfs ........................ ......................... ......................... cfs L 1000:111 Oct= :cfs ........................ Coef Clog 013>13' Q. 304: cis ........................ ......................... .................... Qa 4 mfs A: � g cfs cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet #6.xls, Combos 5/l/2003, 2:11 PM Protect = Ltnd Pt Oorty .1 Street ID )stet #7 tHasirts Top of Curb or Allowable DeD1 Warning I I Y d T W TX — TS- n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ig's Roughness ?r Cross Slope ar Spread Width ar Depth wfthout Gutter Depression ar Depth with a Gutter Depression :r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) ar Flow Flow harge above Depressed Section (Eq. ST-1 or ST-3) harge within Depressed Section (Q - Q,) r Rate valent Slope for the Street Area Velocity product Warning 01: T?ann€nq's n-valise does not meet the USIX-M recommended criteria. Q. = W= a= S. = So = n= S. T= y= d= E. = T. _ T, QT, _ QTs-w = Qg.n = Q. _ Q:= Qw QT = Se = A: _ V: _ VsD = Street cfs ft inches ft/ft ft/ft ft/ft ft inches inches ft ft cfs cfs cfs cfs cfs cfs cfs ft/ft sq ft fps ftZ/s Inlet #7.)ds, Street Hy 5/1/2003, 2:13 PM Project 0M*:Pi6Iieeti' Filing I ................... - - InIetID= lnletW7 ............. ............... ....... ........... ............................ - ... .......... .. .. . . .... ... ........ .......... - ....... .. ..... I ....... 'PL WP - - _ CU,b H Flow Diineefien ]n Discharge on the Street (from Street Hy) Cl. cis th of a Unit Inlet Mo ber of Unit Inlets No= ir Depth for Design Condition Yd 25"minches Information i of a Unit Grate W. A 1 1 7 .,it Opening Ratio for a Grate (see USDCM Table ST-7) A ling Factor for a Single Grate C. (G) Orifice Coefficient Cd (G) i Weir Coefficient C. (G)=....'..— Opening Information it of Curb Opening in Inches H 6a0i inches of Throat (see LISDOM Figure ST-5) Theta degrees Width for Depression Pan WP = Do:: It ling Factor for a Single Curb Opening C. (C) = ff,?0: Opening Orifice Coefficient Cd (C) Opening Weir Coefficient C. (C) ........ ' -A. 00 a Weir pacity as a Weir without Clogging Qw CfS gging Coefficient for Multiple Units ...... Coef ..... ...... ,gging Factor for Multiple Units ............. Clog . ... ....... 4,15, pacity as a Weir with Clogging Q'. 22A cis an Orifice pacity as an Orifice without Clogging Q6 442. cis pacity as an Orifice with Clogging Q.. "."XW370cfs ite Capacity for Design with Clogging ds a Weir '.al Length of Curb Opening Inlet L 1:4000A pacity as a Weir without Clogging Q, cis ,gging Coefficient for Multiple Units Coef ,gging Factor for Multiple Units clog .......... pacity as a Weir with Clogging Q. cis an Orifice pacity as an Orifice without Clogging QW .......... gow. cis I pacity as an Orifice with Clogging Q.. ........... A. cis rb Opening Capacity for Design with Clogging Qc, 4.,- ds mbination Inlet Capacity with Clogging ds pture Percentage for the Combination Inlet C% - % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 1 Inlet #7.)ds, Combo-S 5/1/2003,2A4 PM I Project = Street ID = Warning Top of Curb or Allowable Debi I I v H dl ----1_ a T Street W Tx Crown TS —i I I SX I n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ig's Roughness !r Cross Slope r Spread Width !r Depth without Gutter Depression �r Depth with a Gutter Depression !r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) �r Flow Flow large above Depressed Section (Eq. ST-1 or ST-3) large within Depressed Section (Q - Q,) Rate valent Slope for the Street Area Velocity product Warninrt 01: tr:anning's n-value does not meet the USIX-M recommended criteria. 4 .. 9. cfs W = : :;<;; ....................... : IT ft ...................... ....................... ...................... a=::<r::; €:>:>:>3<4; inches SY c:02f+0: tuft S. .. ..:: 00070:ft/ft n 0 p1.3 SW #); 179 ft/ft T-s;:;::;::;>::1 ft y d 2 inches d=:::;;::p:;>:; ;;526'. inches E.>::42E1 TY$ 32'. ft Ts 3g4ft QTs ........:..8...0.:.5: cfs QTs-w 31q;cfs Qy ntt 18y: cfs cfs n,10.95 cis Qw 2 q cfs nT=> .................... #> >:.1 .8':.cfs S, D O. ft/ft A: sq ft V, =443lfps VsD = no!** ft2/s Inlet #S.xls, Street Hy 5/1/2003, 2:15 PM Project = Inlet ID = R Gutter Flaw Direction gnUnf»rmatipn (input) gn Discharge on the S�aat�rmmmS�set Hy) Q,= s� LhofuUnit Inlet Lu= � VVidthfor Depression Pan nV"= ft ]ingFactor for aSingle Unit Cu� itnfCurb Opening inInches H 6. 00 inches �ofThroat (see USDCWFigure ST' ) Theta degrees 'oCoefficient (see USOCYNFigure ST'5) Cd� Coefficient (see USDCyNFigure ST-5) C°= vDepth for the Design Condidon Yd= inches ber of Curb Opening Inlets No aWer a|Length ofCurb Opening Inlet )aobyosaWeir without Clogging ggingCoefficient for Multiple Units ggin0Factor for Multiple Units ,mnityasmWeir with Clogging an Orifice ,aoityananOrifice without Clogging ,aubyosanOrifice with Clogging Percentage for this Inlet =Q, /0,= L ft QW cft Coe/ Clog� Q°=z ds (l,/� ofs ofs Q,= ofs C%= % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. 5/1/2003.218PM 1 i 1 Project = Street ID = 6"darning T S treet Top of Curb or f W Tx Crown Allowable Depth T� s I I � — I H y I �// S �— d l _ I I n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ig's Roughness �r Cross Slope r Spread Width r Depth without Gutter Depression r Depth with a Gutter Depression !r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) 3d for Side Flow on the Street 3d for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) er Flow Flow large above Depressed Section (Eq. ST-1 or ST-3) large within Depressed Section (Q - Q,) Rate valent Slope for the Street Area Velocity product warnlnrl 01: h1annin s n-vaEue does not meet the €3SOCIM recommended criteria. Q.=>s ;>'> »3ff6: cfs ................................................;......... a =:_. . . >:;'.2p. inches S, t3420Q ft/ft S. a t1163 ft/ft n U{313 S� ...................... tuft T 3&$5ft y - .4,O inches d fi;5 inches E. T,1$$6. ft ft .«,«...«........ QT: _ ''> >' 1'3d cfs QTs-W 6 cfs QgLA, ..........--4636. 538 cfs Q, : .:.. ;:I [)T cfs Q, ...... -44 cfs cfs ...................... ....................... QT cfs Se .;OJ4X7 ft/ft A: :.. 3..72. sg ft V, B 2! fps VsD =res'':6..5 (s ft2/s Inlet #9.xls, Street Hy 5/1/2003, 2:19 PM Project = Inlet ID = L WP ><, AC --- Cum Flow Direction Desian Information finnut! Design Discharge on the Street (from Street Hy) Q. = ioAcfs Length of a Unit Inlet L. = 6 00:.ft Number of Unit Inlets No= Water Depth for Design Condition Y, . .... 9;601 inches Grate Information idth of a Unit Grate ..... W. .. .. ... 7. it Area Opening Ratio for a Grate (see USDCM Table ST-7) A 0.80 Clogging Factor for a Single Grate C. (G) =.:w: .. ........ '20. Grate Orifice Coefficient C, (G) Grate Weir Coefficient C„ (G) Curb Opening Information Height of Curb Opening in Inches H ...... .. .6,t)O.Anches kngle of Throat (see USDCM Figure ST-5) Theta =:..*- degrees Side Width for Depression Pan Wp X., 3,00. fl Clogging Factor for a Single Curb Opening C. (C) 0.2f7 -urb Opening Orifice Coefficient Ca (C) -urb Opening Weir Coefficient C. (C) - 0, a Weir )acity as a Weir without Clogging Qi gging Coefficient for Multiple Units Coef gging Factor for Multiple Units clog )acity as a Weir with Clogging Q. 'X. 2$4 cf, an Orifice 3acity as an Orifice without Clogging ........................ )acity as an Orifice with Clogging de Capacity for Design with Clogging Q.crm° ds a Weir .. ............ at Length of Curb Opening Inlet L 3acity as a Weir without Clogging ............ ......cfs .... gging Coefficient for Multiple Units Coef=7777M gging Factor for Multiple Units clog micity as a Weir with Clogging Q. an Orifice )ac4 as an Orifice without Clogging 3acity as an Orifice with Clogging Q. cis rb Opening Capacity for Design with Clogging Q.t„ro cf S mbination Inlet Capacity with Clogging Q. ... ......... cf s Aure Percentage for the Combination Inlet C% % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. IInlet #9.xis, Combo-S 5/1/2003, 2:23 PIVI R Project = Street ID = I W, arning Top of Curb or AlInIA10hIM r)anth .T W Tx n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope rig's Roughness ar Cross Slope �r Spread Width !r Depth without Gutter Depression �r Depth with a Gutter Depression ar Flow to Design Flow Ratio by FHWA H EC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) .r Flow Flow iarge above Depressed Section (Eq. STA or ST-3) iarge within Depressed Section (Q - QJ , Rate talent Slope for the Street Area Velocity product Warning 01. Manninq's n-vaill-2 dix'm not Meet the USOCIM recommended criteria. Street Crown Q, UO cfs W . . .......... ft a .......... ....... ... ...... .. . inches S. 2M. ft/ft S. 01,63 ft/ft n Sw 0 ft/ft .................... T .. Z1 63 ft Y inches d inches E. ............. T, T, ..... . ...... it QT, ........... 19-02: Cis QT$-w 701 cfs Qg,va cfs ....... ... cfs Q, cfs Q-47, cfs .. ......... OT cfs S. tJ AZ ft/ft A. ... sq ft ...... ... ... . ... V. .7AA. —1 fps VsD ft2/S Inlet #1 0.)ds, Street Hy 5/1/2003, 2:26 PM Project = Inlet ID = L WP Ctufi <--- H Flow Direction Desian Information (Innut) Design Discharge on the Street (from Street Hy) Q. . ..... ....... ds Length of a Unit Inlet L. 0 It Number of Unit Inlets NO Water Depth for Design Condition Yd= ....... . 9,.. Grate Information Width of a Unit Grate W. ft Area Opening Ratio for a Grate (see USDCM Table ST-7) A Clogging Factor for a Single Grate C. (G) A1420. Grate Orifice Coefficient Cd (G) Grate Weir Coefficient C. (G) Curb Opening Information Height of Curb Opening in Inches H inches Angle of Throat (see USDOM Figure ST-5) Theta degrees Side Width for Depression Pan Clogging Factor for a Single Curb Opening C. (C) 0'2 ., Curb Opening Orifice Coefficient Cd (C) Curb Opening Weir Coefficient (7, (C) ks a Weir -apacity as a Weir without Clogging Q ... .. .. . ... -logging Coefficient for Multiple Units Coef :........... logging Factor for Multiple Units clog = :..;.* -*' . ........... QA -apacity as a Weir with Clogging Q. ... . .. ....... A cfs; ks an Orifice :;apacity as an Orifice without Clogging Q. -:-X cis rapacity as an Orifice with Clogging Q cis irate Capacity for Design with Clogging Q. ds ks a Weir total Length of Curb Opening Inlet L 40.1* it 3apacity as a Weir without Clogging a. cf. 3logging Coefficient for Multiple Units Coef --logging Factor for Multiple Units Clog -apacity as a Weir with Clogging Q" 3GA cis Iks an Orifice :;apacity as an Orifice without Clogging 0, -.W20-4, cis -apacity as an Orifice with Clogging ..... 0. = - ... .... - .. curb Opening Capacity for Design with Clogging Qa = ds combination Inlet Capacity with Clogging Q. = . ... . ds --apture Percentage for the Combination Inlet C% ............ % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet #10.)1s, Combo-S 5/1/2003, 2:27 PM 7 Project = Street ID = Warning Top of Curb or �w Allowable Depth .T Tx Ts--t I I Y S ��n d H I----11 x — — a n Discharge in the Gutter Width Depression Transverse Slope Longitudinal Slope ng's Roughness -r Cross Slope !r Spread Width !r Depth without Gutter Depression !r Depth with a Gutter Depression ?r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ad for Side Flow on the Street ad for Gutter Flow along Gutter Slope Rate Carried by Width T, Rate Carried by Width (T, - W) ar Flow Flow iarge above Depressed Section (Eq. ST-1 or ST-3) iarge within Depressed Section (Q - QJ , Rate talent Slope for the Street Area Velocity product Warning 01: Manning's n-value does not mpot the USOCM recommended critena. Street Crown Q. 1 9. cfs ...... ....... a ...... .0 inches S. Rift S. Rift n S„, T Y= d E. T. T. QT1 QTS-W Qgttta QX Q. Q. QT S. As V, VsD ftift ft inches inches ft ft cfs cfs cfs cfs cfs cfs cfs ft/ft sq ft fps ft'is Inlet #1 1.)ds, Street Hy 5/1/2003, 2:29 PM Project = Inlet ID = L I I gn Discharge on the Street (from Street Hy) th of a Unit Inlet her of Unit Inlets rr Depth for Design Condition e Information h of a Unit Grate Opening Ratio for a Grate (see USDCM Table ST-n ging Factor for a Single Grate d Orifice Coefficient a Weir Coefficient i Opening Information ht of Curb Opening in Inches e of Throat (see USDCM Figure ST-5) Width for Depression Pan ging Factor for a Single Curb Opening Opening Orifice Coefficient Opening Weir Coefficient a Weir pacity as a Weir without Clogging egging Coefficient for Multiple Units egging Factor for Multiple Units pac'dy as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging a Weir al Length of Curb Opening Inlet pacity as a Weir without Clogging gging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging Flow Direction Qo=::3;s:: ds 00 ft No Yeinches ........................ W. A �; _#)t3 Cd (G) :. �.....:......:05.7:. H=>iz>;`;;><;`.5:V0: inches Theta ...:.1637: degrees WP 1'001 it C. (C)- t)'30> Coef = Aa: Clog Q. ..................... ......................... ... cts L =MODft Q. ........................ Clog � �i Q. 30.2 cis ........................ ......................... is 19„'..3 cis Q. cis Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' Inlet #11.xls, Combo-S 5/1/2003, 2:31 PM Project = Street ID = Warning Top of Curb or AlIMAInhia nonfh T W Tx — Ts---� 11� Street Crown Geometry (Inputl n Discharge in the Gutter ..... Q. ....... .......... - .... �:�MZ cfs Width W ...... .... ft Depression a inches Transverse Slope S. .0.02 M ft/ft Longitudinal Slope ............. so — tOEyO ft/ft ig's Roughness .......... 013. ar Cross Slope SW ft/ft ?r Spread Width T ft ?r Depth without Gutter Depression y inches ?r Depth with a Gutter Depression d ............ .. . 4.5 inches ?r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) E. ad for Side Flow on the Street Tx ..... .... . ad for Gutter Flow along Gutter Slope T, -.163. ft Rate Carried by Width T, QT: cfs Rate Carried by Width (T, - W) QTs - W M cfs .r Flow Qgwa M& cfs Flow Qx ..... ......... ..... .. cfs harge above Depressed Section (Eq. ST-1 or ST-3) Q. 231 cfs harge within Depressed Section (Q - Q,) QW = cfs r Rate QT = Z-- cfs; valent Slope for the Street S. EOtr43 ft/ft Area �sqft Velocity Vs ... -.404'fps product ... VsD . . ..... 2 ft /s Warning 01., M.anninq's n-yakip does not meet the USOCM recommended criteria. Inlet #1 2.xIs, Street Hy 5/1/2003, 2:32 PM Project = Inlet ID = WP Lu WP 30. wate r Yd IF1ow Direction Pan Gutter gn Information (Input) gn Discharge on the Street (from Street Hy) Q, 5.?<cfs th of a Unit Inlet L 4 5 04 It Width for Depression Pan WP 3 00.'ft ging Factor for a Single Unit Co :, ht of Curb Opening in Inches H fi 0t2 inches of Throat (see USDCM Figure ST-5) Theta fi3:7:_ degrees ;e Coefficient (see USDCM Figure ST-5) Cd i1.67% Coefficient (see USDCM Figure ST-5) C„, 3 OOs :r Depth for the Design Condition Yd 10 80, inches ber of Curb Opening Inlets No -Tr As a Weir Total Length of Curb Opening Inlet L 51.00It Capacity as a Weir without Clogging Q„ .. ?5:f=cfs Clogging Coefficient for Multiple Units Coef Clogging Factor for Multiple Units Clog Capacity as a Weir with Clogging Q. ...�4_,1':cfs As an Orifice Capacity as an Orifice without Clogging Q„ 11 1' cfs Capacity as an Orifice with Clogging Q„ .... $.8 cfs Capacity for Design with Clogging Q, _(i cfs Capture Percentage for this Inlet = Q, / Q, = C% _>"101sia % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. Inlet #12.x1s, Curb-S 5/1/2003, 2:32 PM I 1 Storm Sewer Pipe Sizing — UdSewer Rip Rap Sizing Appendix F 1 n 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 CI N Q "y- AA Qd OI O)mm�r aNNAm dA A mm md. O m D � � U d� 10 6IU (V d O O N 6 Nth M M�i t0 C O D J y� OOOOOOm 0-ONN m 6d r OO � W mcd tD t0 6f0 tpO�AA 1���r(V �� 1,:NNt9 a064 � fV 4 d d Q d d d d M M M M M M M M N N N N N N T N N N N N N N N N N N C) N W N d d N CI N N W N N O O W y i 0 0 6 0 0 0 0 0 0 0 0 0 0 0-O 0 0 0 0 0 0 0 0 0 0 0 0 0 6 C D O L L L L L L L L L t L t L L L L L L t L L L L L L t t C C C C C C C C C C C G C C C C C C C C C C C C C C C O Z I- t0 CI C) N N C) f0 l0 l0 l0 N C) A N f0 l0 t0 C1 A N t0 CI N N t0 t0 C1 y m E N M 17 m m r CQ E u x E* x¢¢¢ E u E a Q u E*??¢ E u E a J m E 6= E v= x x x E d E v x x E x x= E E x rn O O c c J c J c f c J c m J c J E F-1-F❑ -�-H F- O -F-H O -O-F-LL O NN N fnN NN � N � « D a m � Zit O NMN dNtOOAmm OOlMM tOmO r mmON O � � '- •- � to 2 to 91 4I y S � C ='oy J J 9 N m J y a � u i m c t ° a < c 3 9 0 < g 0) 7 m N m N O (O O 01 m Of M O1 N m M m N N n In n N M O m (C! O) d m d (U It9 (O d (O d M M d N< N q f 0 0! M M M M M N N N N N N N ry N N N N 01 m m m N O w... N OI q eJ m Oft 0 10 0 t0 V O t U m m d d, d V d N OI M t7M dd MN � W I�I�F1�1� t` d d V d �-mmb0mt0� 0 0 0 o p SON Y1�r�0 NmNY�N� m MN�-NmN O NN O N 27 N O O O O O N M N M O N O N M O O N M N M M p O M M m m�0rnrnmM� d(Opoom Mm tn .-MM d M.m ctNgrymM M thmmcmiMnnMM(mV NMFlNNNNNNNNN[V NN o aa0000�nOoa000a000n00000OM OOOOOOONbmpOmO hNN�01n Y1N . In6 0 - T - - 0 - - - ` m�- O N ry N N N N a aaaaaaaaaaaaaaaaaaaaaaaaa K KrcKKKKKKKKK��rcKKKKKrc¢��CK N N M m m d V Q N IOy N N h Vdl N N N 0 t00 N N N N M woo NO20d ``10 mm 2 T O O NON N N °t m O m O m D•1 � MMNNd 10n 1�mm IpmNM MO ^! n m019 f D) STRM-N-A 303 32 222 _. _..._...._.........._._.__...... ,.._..._._.___._.__...._._..__._ 22 i� FUTURESTORM 24 101 I 707 45 �700 7 STORM A01 STORM A02 Legend 100 FES OManhole FoilInlet 12 Storm Sewer 192 Dummy Node 86 /STORM A 800 8 1 808 1 912 12 1210 1014 1310 10 STORM A03 14 NORM A 13 1717 1300 ! 1313 170�--- 17 L---� I 1415 � STORM A06 _ 1716 ' 1615 A, 18 19 1920 20 Lind Property - Filing 1 #614-003 5/1/2003 udsewer 4-29-03.xls 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 NeoUDS Results Summary Project Title: Lind Property, Filing I - "Storm A" Project Description: 614-003 Output Created On: 5/1/2003 at 6:01:27 PM Using NeoUDSewer Version 1.1. Summary of Manhole Hydraulics Rainfall i Rainfall .,.Oas-j Ground I Water Manhole Contributing Peak ID il ! * Duration I Intensity Elevation Elevation Area C (Minutes) (Inch/Hour) (CFS) (Feet) (Feet) 9.95 14.8) 46.00'; 43.89 it _' €� 4 7 55 5 0; 9 95� 75 1i 40 69 38 87 h ..__. EIj 5 7 55t 5 01r 9.951 75.11fj`39 11 36.96 I Y,;�__...____.....__...J_: 1.._.........._.._._..._._.il..._.___....._..._ L- _ ; __ � v 10.89 5_� 108.4jru 37.08!�35Y54 j 6.33j T - ^5.0 -� 9.95 62 9� 37.20 � 36.99 -37.30 , a37.30 .._---36_70 .... 800 33.97 F. ....................... 10 �- 20071 5 0-9 95 199 7�� 32_16 28 51 13 .1J__. -2 43j11 5.0. 2j� 32.20' 31.85 _ 1300 ,._.�____ 2.4�C — 5 0; ��___9.95;�24 14 20.07 5 0 -- 9.95� v1997 34.97; 25:74 209.6j 28.28' 22--i i __ _26_80 27.46 7.8 27.60 18 1.39I5.01 9.951 13.91T 28.041 27.35 I I I I Ci800 F777T39 E-... [7�- 9 95) EJ 7� F---2-§ --.q E--- 27.48� ...... . 19 .... ... . F .... . 20.75i ET E 7 E7 .732.46E:3:1::8 E ISummary of Sewer Hydraulics 11 I I I I I I .1 I I I Note: The given depth to flow ratio is 0.8. Manhole _jD..Number Sewer ID # Upstream Downstream, Sewer Shape Diameter (Rise) (Inches) Diameter (Rise) (Inches) Diameter (Rise) Width (Inches) (FT) E* E300=ERoy (FT) 32AJ (FT) . .... ......... . _3j . ..... . .. .. .. . ..... ... ......... . ... . .......... EY 1 324T 331 33 I F 7Lundl[ F 21 = 24 N/A - ------ 421[ N/Al N/Al 76 'F7T::][7T7jRounds 4011 N/A i 'I lRoundil 2 L�jj 241 [ N/A LA F- 9 6=9 N/Al --T Round -54 54 N/A 10 131 13 Round N/Aj 7. F- 52.5 N/A F-7, --d . . . . .... . ....... . N/Al 1716 E-- 17 d E:= -7.. N/A F-C7177j E_1700 Rou:nd of A Ej§ i 87 8 E 8 1! =N/N I 1 1 1 1 1 1 1 1 1 1 1 1 1 i i 1 1 1 Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. ;Sewer Design Full Normal; Normal Critical Critical Full Flow LFIow Depth ;Velocity; Depth Velocity Velocityl Fronde ID Number (CFS) S) (Feet) 1 (FPS) (Feet) (FPS) (FPS) 1303 j E Q-41 2.14 10.2 �2_321 � �8.5.; 1.21 32 50 53.. 53.0 ... 2.14 .... 10 2 ...._ 2 32;[9 4 ��12 14 8I -22.7 1.18 .-_ 7 7;I 1 42 -- 101� 14 8�r 22.7� 1:18 7 7 1 42 L 6 2 4.7 ....1.37 224 4{4{ 75 1j 100.9lE{E{ 2 25 11 5 2 71 9 4l� 7.8 1.45 SI .... t .�. _..._ l 45 ��w75 1j-100.9j�5 11 5 2.71� 9 4 �7_81.45 8.911 2.541 F 9 9'l( 86 1.52, 808 i ...._..17 6f ...._15.9 1.75 _......__. 7 3 ..._... 1.52 .. 69 108 4 2.98 .--- - 9 7 _. ._ 3 06.� _ 9 4 _ _6_g _. 912 144 5 197.2 2.86 13 5 3 53� 10 8 ,9.1 1.52 1310 �� 24 2j� 11.21 1.75_ 1313 24 2I� l 1.2IC- 1.75 ED l E 64][10 E: 3!� 10.1' _-_-____ N/A _ . __ 1014� 199 7j 286 1� - 3.081 15 8 4.03� - 11 8!�.2- - 1.72 t4151 199-7 327.2 2.82 17_Si 4.03 11.8 10.2 _ 2.03 .____ 1615 32 41 E51-381 1 727 7' _ -L841 7. 1: 4.6 1.15 1717 23 7( 22 01 2.25 _ 6 0 - 1 7 3 6.0 N/A 1818 13 9�1 5 1816 11 13 9�) 25.1 r 0.93 771, 1.38i[62.19 .81� 5.8 ICL� A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Slopeirps!tream Downstream Upstream am Sewer IDI .:(Feet). Downstream % (Feet) (Feet) 1 (Feet) (Feet)... 34. 11 303 F i -o-61 F I§j 34,18], 9.07:1 9.M E� FJI�Tol E - --L4.j8 �33?j iF 9.34 02 (—F,1o16F 33.98 F- - - - - - --i� L, E Lo .-1, E, Lo i-9 E L8 lio =o ol I 224—, Fj--.:o Jo E: T—� --.8oj F— - --i 7--Q 5.51 ----n E.—.2 IF I 86 I IF ... . . -- ... . . ..... F- F-27.63 F77727 49F777. F77J� .90 27.63F------27. 7.8 _69E§.5—ol 1310— 0.:50 [,_34.63 24.48-1'F---m E—__5.93 L26.36 . ......... 1_15 91F-.- F- ----------- ----------------- 1716—Fo---501 ......... ...... . ..... .... . - E 17=17 ID81K]E�.:50]E=18.�5 7.84E_ 7.84 ,F 1816 I'F2.50lF 18.451F 18.27F 7.84d 731 u Summary of Hydraulic Grade Line I Invert Elevation Water Elevation Sewer Surchar 4 tUpstrea fewer Length Length psreamDownstrem Downstream;CID# (Feet)(Feet) (Feet) (Feet) (Feet) 303 0 1� 0 1 34 18 34.18I _ 45.67 45 39V 32 266 -- ._266 3418:._.. - 33.91) 12 1 6 9--.-...... 6 9`•. _ 33 98 ._... 33.91, _ .-:._43 80j 41 91i( P 101� 0 1 P 224 111.7 l 11.7i 2 83 0 31.68-�39_5' 38 87' P 45 171.9� 171.9; _ 31 68' 29:96� 38.87 �- 36.96 P 707 - 0.1 =_ 0.1i 27.68 =_-27.681- 37.301 36.99 76 37.8j - 37.8 27_68-27.49j 36_99; - 35�54� P ._-.__.....13 61 __. - 27.491------36 70j_-.._.-- .._35 54[ P 808 0 1� 0 1-27.63; _..___. 27_63; ..._...._36 91� _ _ _ ...._ 36 70 69 � 91 9 91 9 27-49' 27.03j 35 54� 33 97 ( P 912 �� 241 2 241 2�� 27.03 24.62) 33 97�� ...._31 8.. P 1310 - _ 29.4� _ 29.4�28 51 F 1313 0.10.1�-_.-24�63+ - -- 24.63j_-- 32_25i 31.85 1014 263.1 - 0 24.48 -- 21.32 A 28.51j-v 25_74� 1415 280.2 243.51 21.32 16.92 25 74] 22.711 H. 71l7 1716 27 1 27 1 18.41 18 271 27 46� 26 80 PP 1818 IE- 0.1 [ 18.45 18 45�� 27 48;r 27 35 7�1II 18.45 18.27' 27 351E-26.8011 P l 519 252 252; 1692 ( 15.41 - 22.71 i ` _- 20.50'I P 1920 107.1 107.1! 15.36I� 14.90j 20.50i 20.75'[ P I L 1 n 1 J Summary of Energy Grade Line Upstream j Downstream Juncture Losses Manhole �� I� Manhole Energy Sewer '7BendF!FI Lateral EnergySewer Manhole ElevationFrictionsteral K Loss ManholeElevation;ID # ID # eID #(Feet) (Feet) eet Feet -- -. __.J .. -�.. 303 �� 300 46.79 - O.00I� _0.2511 0.2811 0.00� _ o-66 3 J,46.51 -E3. 46v_ 0.24 - -1 01� 1.13� 0.251 _ �1.4Kr 'FJ§Cj 100 ( 44.23M 0:00 0.25j 0.09i 0.00 0 nlIE-1� � 44.15 224 - 22- ' -- 40.481 __ �_62 0 051 0 - 0..00; _ O.00,L 4- ._.'.._.- ._._ _39.81 707 ( 700 � 38 53� 0 OOj 0 25 0 31 0.00' 0.00}�--; _ 38.22 E 7� 7� 38 22 �331 32 1 63��001� 0.001� 6 -��36 26 JI 37 53? 0.171 32?E(10; 00 - �OAOj��6 l 8 78 800 �1I E37�74 0.00 0-25 0 21� �_•_� -0 0.00 �0 00 I ��8����' L_....,_,_ � 37.53 1 69 IE6 36.26� __.._ 0.28 l Oli 0 73 �O.OQr __..,_ 0.003�- _ 35, 912 9 35.26�ii 1.29 0 25 3-2 �0.00; - O.00f 122 - 33.64j 1310 13 { �I. 33.42 0.68 �0 1 32; 2 08 - _ -_;I 0.00 0.00 10 30.66 _iF 3142 1014 10 _ 30 66> _ 1.69j� -.- .. 1 01 _.. 1 62j i 0.00 . 14` (•_ 27 35 1415 r 14 27 35� 142 �0 O5 ( 0 081� 0 25 _0.001.. 1.37i�15 `� 24.48; 1615 C 16 _ 27 L3 53f� -1 32i� 40 3 0.25 1.69j�15 �f 24.48" 1716 - �Or16 � 1 32f 0.73 0 00^� O.00i _ 16 J -27.13 1717 1700 28.15 O.00i 0 25 0.14 0.00! , 0.00) 17 3 28.01 1818 1800 y_27.99�� 0.00 0.25a 0.13 o.00i 0.00� 18 27.86 j -1816 18 - 27.86i O.OSi 1 32 0 681 0 00, 0.00 16_ 27 3i i_._._...24.48� l ._62' 0 46 0.81 i _ OAO� - _. 0.00 .. L9� 22.04, 1920^� 1.9-^F.-- 22 04 1.,29 1770 O5; 0 00 .... 75 - 1.11,� 0 05I 0 051�0.25 � 0.48j��� .__20 36.26 222 `_. .1 43 661 4 1.41 _ _ 1.01' . 1 77; .... __ _ O.00I OAOj 22 a - - 40 48 1210 -.-T1 82;.. Bend loss = Bend K * Flowing full vhead in sewer. ' Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. ' Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. ' Friction loss was estimated by backwater curve computations. 0 1 m y- o > i C m vim Ino v vmvm uiNuiN V m m m m o a v m m v h N IU O N 17 N O O c LLT L NeoUDS Results Summary Project Title: Lind Property; Filing I - "Storm B" Project Description: 614-003 Output Created On: 5/l/2003 at 6:04:53 PM Using NeoUDSewer Version 1.1. Summary of Manhole Hydraulics g Contributing Rainfall Duration Rainfall Intensity Pee Ground j Elevation Water Elevations Comments; Area * (Minutes); (Inch/Hour) low (CFS) (Feet) I (Feet) . 3.08- u S.Oi -�- 9.95' 30.6- 23.28i 22.59!�4 3.08 5.0E. 9.95 30.6 23.28' 22.22--- _._ �_ —0�j 3 56i 5 0_ 35 3.55 C 5 _9.95� -35 3�r 23.04 22 66� Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.8. ID # 11" Manhole ID Number Calculated ' Suggested ' Existing Diameter j Diameter IDiameter tream Downstream) Sewer (Rise) (Rise) (Rise) ' Width; Shape (Inches) j (Inches) (Inches) (FT) --_� 30.61 _.__... 331 __.-_.. 2424i[,.... N/A 1 2 Round 30 6{(— 33� ~ N/A] _.___ _ 3 2 l_ou._.!1�R--nd--�24 9 300 jE— Round _7, 27 Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. 'Sewer Design[Full Normal;Normal! CriticalFC FullI FroudeID Fow ;low Depth ;Velocity Depth VelocityiNumerComment (CFCFS) (FPS) i 2�001 _32 35.4� 43.9��1.53'; l2_3I 1.991E 9.5 8.9 1.885�1 E j A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information 101 v 0.50 _I2 0.50 32 1 2.00 303 i 2 00 24 � 0 25 Invert Elevation Buried Depth��j tream Downstream' Upstream Downstream(Feet r� ent eet) (Feet) Feet (...__ ) F___ 15.49 _ 15.49— 15.45 5.79, 5.51(r— -- j 15�99 15.45 4.86 5.27 4.8011._-.�_._—lam 2.6.1_1I i Summary of Hydraulic Grade Line Summary of Energy Grade Line Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. I N m m .; n-o O _ Y N N m y z m m m N d O Y N J 9 N m J Y I ! 9 y d Qand NO ci N ; Y Q m m ie Ur Nhm q � F- an e ve oe d o0 a YI YiN Vf U V Z `b N N N N y J O N N C O 0 _ U U U W K K R OR n O O D o L G c O d E� Z cm LL m r�inn 222 o 0 m d J T L JU U _ d dd 3 p E O x E oJaNLL LL 0 za 9 m m m Q 12 m O < nm p i � VP I i I i I I i Tailwater for Storm C Worksheet for Trapezoidal Channel Project Description Worksheet Maple Hill Ditch Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings 0.013 Coefficient Slope 0.004000 ft/ft Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Bottom Width 10.00 It Discharge 15.45 cfs Results Depth 0.39 ft Flow Area 4.3 ftz Wetted Perimeter 12.45 ft Top Width 12.32 ft Critical Depth 0.40 ft Critical Slope 0.003499 ft/ft Velocity 3.57 ft/s Velocity Head 0.20 ft Specific Energy 0.59 ft Froude Number 1.06 Flow Type Supercritical v-1Cat = it - 39 untitied.fm2 2/7/2003 4:15 PM Project Engineer. Sear -Brown The Sear -Brown Group FlowMaster v6.1 [614k] ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 NeoUDS Results Summary Project Title: Lind Property — "Storm C" Project Description: 614-003 Output Created On: 4/29/2003 at 10:03:23 AM Using NeoUDSewer Version 1.1. Summary of Manhole Hydraulics Manhole) ID # ; Contributing I Area * Rainfall + Duration (Minutes) Rainfall Intensity (Inch/Hour) Design+ Peak Ground I ! Elevation! i (Feet) i Water Elevation (Feet) Commentsi i 100 L3(�50� 9.95I 12.9) 16.00 13.92 12.9 16.001 13-TK E _-- 1 i _ 5 0':.- ..... __..._9 95 -- — ._-21.45! ---- 13.39 ........ Summary of.Sewer Hydraulics Note: The given depth to flow ratio is 0.8. �t1 Manhole ID Number = Calculated Sugges d Existing !'Sewer, I) 11 ID # ! Upstream! I i Downstream! ._..._.._...... — Sewer; Shape(! _ l Diameter (Rise) (Inches) _...._�TT�. , Diameter (Rise) (Inches) FT� Diameter (Rise) (Inches) )-- i Width (FT) 12�._... _. Round, ..... ..... 21l --(F _...__36 — _ N/A 101 100 1I��1 _ _.20 N/A 23,-�- --`...._.JlRound1l.._.__..._._._._21:4� — ;�,R,oundtr_._.._._ 24 361r N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. I M 11 I A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information .......... . .... . - --------- —.1 . .... . ............ . ...... . .. . .... . ........ .... ..... ..... ...... Invert Elevation r Buried Depth Upstream! Downstream Downstream! e i�p�e, Downstream) Sewer M Comment} % 11 (Feet) (Feet) Feet) com 11_12 12 M1 12.1J11 . 0 6.345 ....... . ..... _O 7 F ....... . -12 1--0.701r- ....... .. . 75--F 6.34F-6.—F—�, 'F-23 0.861 2 F1 F-i 1. 6 r F-- 931 Summary of Hydraulic Grade Line Summary of Energy Grade Line 11 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0: Friction loss was estimated by backwater curve computations. I I 1 I N x L O � N 0 No o C � d 2 A h 3 d N m o Y J J a J y i t m a N c d d a N o O ? N 0 d O � a d n c d d N N i to N N A � r da t m" <a 00o d cy rnrnm �� e �2 �2 C J o O v o o00 o 0 o m m U C U O O d 0 0 C O d d 0 O O O N y 0 c c c c E n z r d d d d 0 d c E n m a w m tiw J � o ? d LL W W 0 oWLL = z 0 0 N N C � O c d nM z ad 2 n ca c J h t r I I I� Tailwater for Storm D Worksheet for Trapezoidal Channel. Project Description Worksheet Maple Hill Ditch Flow Element Trapezoidal Channel Method Manning's Formula Salve For Channel Depth Input Data Mannings 0.013 Coefficient Slope 0.004000 ft/ft Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Bottom Width 6.50 ft Discharge 15.45 cfs Results Depth 0.49 ft � CX4�V = \- L-10I Flow Area 3.9 ft2 Wetted Perimeter 9.59 ft Top Width 9.43 ft Critical Depth _ 0.52 ft Critical Slope 0.003333 ft/ft Velocity 3.96 ft/s Velocity Head 0.24 ft Specific Energy 0.73 ft Froude Number 1.09 Flow Type Supercritical Project Engineer: Sear -Brown untitled.fm2 The Sear -Brown Group FlowMaster v6.1 [614k] 2/7/2003 4:17 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 NeoUDS Results Summary Project Title: Lind Property, Filing I — "Storm D" Project Description: 614-003 Output Created On: 5/l/2003 at 6:08:09 PM Using NeoUDSewer Version 1.1. Summary of Manhole Hydraulics Design 1 Manholei Contributing Rainfall i Rainfall Peak Ground Water f ID # I Area * C Duration Intensity Flow Elevations Elevation. Comments - (Minutes) (Inch/Hour)! I(.. CFS (Feet) 1.._.^ (Feet) L 3l 5 0 .v__.__. 9 95 �L2 9,� 24.0011 20.841 �—E100__11____�.^ 3 5 0' 9 9511 C 12.91E 24.00 « —18 99_ i ` 'L 1291, F--- 15.00 11 49F— Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.8. Manhole ID Number l Suggested . ...... Diameter ( Diameter Sewer Sewer (Rise) i (Rise) ID # Upstream' Downstream: Shape (Inches) (Inches) 101� 12 F— 1 IF 2 Diameter (Rise) Widtl (Inches) (FT) l5 L_ 30I N/. 15130' N/. Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information F-1 Invert Elevation Buried Depth P jupitreaml 1upstrearul' [D o,. reaml Downstream [Sewer IDjrS1.ofpe I (Feet) Comment (Feet)0/46 (Feet) (Feet) 1.__(Feet j -101 11 4.591 17-751 17.7511 3.75.1 3.7 Summary of Hydraulic Grade Line Summary of Energy Grade Line 1 1 1 1 1 1 1 f 1 i t 1 1 1 1 1 1 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. W i f mm w`mm aoQm o='r M.m-�vi rir W WI N t0 .- W y� w O Y N J J pj J O C 0 d¢ N N V] 0 G OI i N m NON O `Ay D D U< mm so �o t0 fororr w �onnoo h Q V N N m N 0 0 0 0 0 0 0 Uri ��M��NC! D = C.Y `n-ANai 22 m""wmm m W oQC5 J O w 0 m't 0 0 0 O O C N U U U U U U T O 0 0 0 0 0 0 0 0 0 0 O O O O O O O o c c c c c c ca E c o 0 0 o m m 2222222 o p R w Tea NNm = `a Exw Ex lrn a m u a ❑ c p c LL O Z O N ` w v W e $x o�NmmQin � � mx o�ro,mNo g LL IN NeoUDS Results Summary Project Title: Lind Property, Filing I - "Storm E" Project Description: 614-003 Output Created On: 5/l/2003 at 6:12:18 PM Using NeoUDSewer Version 1.1. Summary of Manhole Hydraulics Manholes ID # I Contributing * Rainfall Duration Rainfall Intensity Design Peak Ground i Elevation; Water Elevation j Comments' Area C Flow -100�T3.4� (Minutes)! (Inch/Hour) (CFS) (Feet) (Feet) _-� 5.0 9.95 33.8 20.00F 1 `- - 3 4� --5.0;� 9.95� 33.8 20.00 _ 19.76� -- -..20 00 19.11. 300 052_ 50 995� 5.1 - 2001 1937� �4 3 14� �� 5 0 9 95 �nr--- 3 82� 5 - 0 _ F� 0 6 O.00I ......3.1 31-.3 .. _....20 21.001 ...1.8_95' 19 00; . _... -- _J� ----- _ _ ti _ Summary of Sewer Hydraulics 11 ' Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size ' All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. I I I .1 I LJ L A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information 1 Summary of Hydraulic Grade Line oewet ID # 101 12 45 24 32 303 Invert Elevation Water Elevation Sewer Length g (Feet) Surcharged Len th g (Feet) _� �� Upstream. (Feet) .--..1 Downstream] (Feet) i .J I Upstream Downstream [Conditioni (Feet) (Feet) 4 _.. .........� �..� IEEI13.82 13.82 19.94 19.761 ._..J Pressured 41.7 41.7i 13.82 — 13.61! _� 19.761 19.111Pressured, 108.3 108.3 E 1313 1-4'�12.92 18 95—19.001 2361 13 6L 944 18.951 11 7 13.67 19 11' Pres�sured•� Pressured{ Pressured; IF7236 11.7 19,371FPressured` Summary of Energy Grade Line Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. SEAR - BROWN Lind Property - Filing 1 ' Storm "A" ..Updated: 1-May-03 Pipe Diameter: D 60 in Discharge: Q 189 44 cfs Tailwater*: v2.0 ., ft(unknown) . Assume that y=0.4'D if tailwater conditions are unknown By: JYM 614003 Checked: Soil Type: Very Erodible Soil (Sand) Max Velocit : v 5.5 ft/sec ' 1. Required riprap type: ' Q/D2.5 = 3.39 < 6 --> use design charts D = 5.00 ft YUD = 0.40 Q/DA1.5 = 16.94 d50 = 14.04 in -------> 18 in ---> Use Type H (Class 14)) riarao ' 2. Expansion Factor: 1/2tan0= 4.08 3. Riprap Length: At = Q/V = 34.44 ft2 L = 1/2tan0 * (At/Yt - D) = 50 ft . -4. Governing Limits: i L>3D 15 ft <=50ft—>OK L<10D 50 ft =>50ft-->OK 5. Maximum Depth: ' Depth =2d50=2(18in/12)= 3 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. ' 7. Riprap Width: Width = 3D = 3 (60 in /12) = 15 ft (Extend rlprap to minimum of culvert height or normal channel depth.) Summary: ' Type H (Class 18) riprap Length = 50 ft Depth = 3 ft Width = 15 ft or ' Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 L:\JOBS\614003\DATA\DRAINAGE\RIP RAP\STORM AALS SEAR -BROWN I Lind Property - Filing I Storm "B" Updated: 1-May-03 Pipe Diameter: D 42 in Discharge: Q 55.64cfs Tailwater*: y 1.4 ft unknown * Assume that y=0.4*D if tailwater conditions are unknown 1. Required riprap type: By: JYM 614003 Checked: FType: Very Erodible Soil (Sand) Velocity: V 5.5 ft/sec ' Q/D2.1 = 2.43 < 6 --> use design charts D = 3.50 ft Yt/D = 0.40 ' Q/D^1.5 = . 8.50 d50 = 7.04 in -------> 9 in ----> Use Type L (Class 9) riprap ' 2. Expansion Factor: 1/2tanO = 5.14 3. Riprap Length: ' At = QN = 10.12 ft2 L = 1/2tanO * (At/Yt - D) = 19 ft 4. Governing Limits: L > 3D 11 ft <= 19 ft --> OK 'L < 1 OD 35 ft => 19 ft --> OK 5. Maximum Depth: ' Depth =2d50=2(9in/12)= 1.5 ft 6. Bedding: iUse 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (42 in /12) = 11 ft (Extend riprap to minimum of culvert height or normal channel depth.) ' Summary: ' Type L (Class 9) riprap Length = 19 ft ' Depth = 1.5 ft Width = 11 ft Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 L:\JOBS\614003\DATA\DRAINAGE\RIP RAP\STORM BALS SEAR -BROWN Lind Property - Filing I Storm "C" Updated: 1-May-03 Pipe Diameter: D 36 in Discharge: Q 20 cfs Tailwater: 0.4::; ,,.ft known 1. Required riprap type: By: JYM 614003 Checked: Soil Type: Very Erodible Soil (Sand) Max Velocity: v 5.5 ft/sec ' Q/D2.5 = 1.28 5 6 --> use design charts D = 3.00 ft Yt/D = 0.13 ' Q/D^1.5 = 3.85 d50 = 12.29 in -------> 18 in ----> Use Iype H (Class 18) riprap ' 2. Expansion Factor: ' 1/2tan0= 1.73 3. Riprap Length: ' At = QN = 3.64 ft2 L = 1 /2tan0 ` (At/Yt - D) = 11 ft 4. I Governing Limits: L > 3D 9 ft <= 11 ft --> OK L < 10D 30 ft => 11 ft --> OK 5. Maximum Depth: ' Depth = 2d50 = 2 (18 in / 12) = 3 ft 6. Bedding: i Use 1 ft thick layer of Type II (CDOT Class A) bedding material. ' 7. _Riprap Width: Width = 3D = 3 (36 in /12) = 9 ft ' (Extend riprap to minimum of culvert height or normal channel depth.) Summary: rType H (Class 18) riprap Length = 11 ft ' Depth = 3 ft Width = 9 ft ' Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 L:\JOBS\614003\DATA\DRAINAGE\RIP RAP\STORM CALS 1\ SEAR - BROWN Lind Property - Filing I Storm "D" Updated: 1-May-03 Pipe Diameter: D 24 in Discharge: Q 1545 cfs Tailwater: y 0.5.::;`:ft(known) 1. Required riprap type: 2. Expansion Factor: 3. Rpprap Length: By: JYM 614003 Checked: Soil Type: Very Erodible Soil (Sand) Max Velocity: v 5.5 ft/sec 11 Q/D2.5 = 2.73 < 6 --> use design charts D = 2.00 ft dz Yt/D = 0.25 Q/D^ 1.5 = 5.46 d50 = 8.15 in — ----- > 9 in ----> Use Type L (Class 9) riprap 1/2tane= 2.26 At = QN = 2.81 ft2 L = 1/2tane * (At/Yt - D) = 8 ft 4. Governing Limits: L>3D 6 It <=8ft-->OK L < 10D 20 ft => 8 ft --> OK 5. Maximum Depth: Depth = 2d50 = 2 (9 in / 12) = 1.5 ft 6. Bedding: Use 1 it thick layer of Type II (CDOT Class.A) bedding material. 7. Riprap Width: Width = 3D = 3 (24 in /12) = 6 ft (Extend hprap to minimum of culvert height or normal channel depth.) Summary: Type L (Class 9) riprap Length = 8 ft Depth = 1.5 ft Width = 6 ft u Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 L:W0BS\614003\DATA\DRAINAGE\RIP RAP\STORM DALS SEAR -BROWN Lind Property - Filing I Storm "E" Updated: 1-May-03 Pipe Diameter: D: 48 in Discharge: Q :31:27 .. cfs Tailwater:y 0.5 `ft known I. Required riprap type: 2. Expansion Factor: 3. Riprap Length: By: JYM 614003 Checked: Soil Type: Very Erodible Soil (Sand) Max Velocit : V 5.5 fUsec 11 Q/D2.5 = 0.98 < 6 --> use design charts D = 4.00 ft YUD = 0.12 Q/D^1.5 = 3.91 d50 = 13.40 in -------> 18 in ----> Use Type H (Class 18) rinrao 1/2tanO= 1.87 At = Q/V = 5.69 ft2 L = 1/2tanO * (At/Yt - D) = 14 ft 4. Governing Limits: L > 3D 12 ft L < 10D 40 ft 5. Maximum Depth: Depth = 2d50 = 2 (18 in / 12) = 3 ft 6. Bedding: <=14ft->OK _> 14 ft --> OK Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap Width: Width = 3D = 3 (48 in /12) = 12 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: Type H (Class 18) riprap Length = 14 ft Depth = 3 ft Width = 12 ft L' Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105 L:\JOBS\614003\DATA\DRAINAGE\RIP RAP\STORM E.XLS DRAINAGE CRITERIA MANUAL (V. 2) HYDRAULIC STRUCTURES in which: Finally, A = area of the design flow in the end of the pipe (ft) V=Q/A in which: V = design flow velocity at the pipe outlet (ft/sec) 3.4.3.2 -Riprap Sae. For the design velocity, use Figure HS-20 to find the size and type of the riprap to use in the scour protection basin downstream of the pipe outlet (i.e., B18, H, M or L). First, calculate the riprap sizing design parameter, P, , namely, Pd _(VZ+gdlu2 (HS-16) in which: V= design flow velocity at pipe outlet (fUsec) g = acceleration due to gravity = 32.2 ft/secz d = design depth of flow at pipe outlet (ft) Photograph HS-12 Upstream and downstream views of a low tai/water basin in Douglas County protecting downstream wetland area. Burying and revegetation of the rock would blend the structure better with the adjacent terrain. 06/2001 HS-67 Urban Drainage & Flood Control District HYDRAULIC STRUCTURES DRAINAGE CRITERIA MANUAL (V. 2) When the riprap sizing design parameter indicates conditions that place the design above the Type H riprap line in Figure HS-20, use B18, or larger, grouted boulders. An alternative to a grouted boulder or loose riprap basin is to use the standard USBR Basin VI, as described in Section 3.2. After the riprap size has been selected, the minimum thickness of the riprap layer, T, in feet, in the basin is set at: T=1.75Dso (HS-17) in which: D50 = the median size of the riprap (see Table HS-9.) TABLE HS-9 . Median (i.e., D50) Size of District's Riprap Riprap Type D50---Median Rock Size inches L 9 M 12 H 18 B18 18 routed 3.4.3.3 Basin Length. The minimum length of the basin, L, in Figure HS-18a, is defined as being the create r of the following lengths: for circular pipe, L=4D or L=r ))1/2(V) l for rectangular pipe, L=4H or L=(H)tiz(Vl 2 in which: L = basin length (Figure HS-18a) H = height of rectangular conduit v = design flow velocity at outlet D =diameter of circular conduit (HS-18) (HS-19) HS-68 06/2001 Urban Drainage & Flood Control District DRAINAGE CRITERIA MANUAL (V. 2) HYDRAULIC STRUCTURES 3.4.3.4 Basin Width. The minimum width, W, of the basin downstream of the pipe's flared end section is set as follows: for circular pipes, W = 4D (HS-20) for rectangular pipe, W = w+4H (HS-21) in which: W = basin width (Figure HS-18a) D = diameter of circular conduit w = width of rectangular conduit 3.4.3.5 Other Design Requirements. All slopes in the pre -shaped riprapped basin are 2H to 1V. Provide pipe joint fasteners and a structural concrete cutoff wall at the end of the flared end section for a circular pipe or a headwall with wingwalls and a paved bottom between the walls, both with a cutoff wall that extends down to a depth of D H B=—+T or B=—+T (HS-22) 2 2 in which: B = cutoff wall depth D = diameter of circular conduit T= Equation HS-17 The riprap must be. extended up the outlet embankment's slope to the mid -pipe level 3.5 Culvert Outlets Culvert outlets in the Denver area represent a persistent problem because of concentrated discharges and turbulence that are not fully controlled prior to the flow reaching the standard downstream channel configuration. Too often the designer's efforts are focused on the culvert inlet and the culvert sizing with the outlet hydraulics receiving only passing attention. A culvert design is not complete until adequate attention is paid to the outlet hydraulics and proper stilling of the design flow. 06/2001 Urban Drainage & Flood Control District HS-69 I I 11 11 11 11 L HYDRAULIC STRUCTURES DRAINAGE CRITERIA MANUAL (V. 2) Culvert outlet energy dissipator and flow spreading may require special structures downstream of the culvert outlet to limit local scour, general stream degradation, and troublesome head cutting. Local scour is typified by a scour hole produced at the culvert outlet. This is the result of high exit velocities, and the effects extend only a limited distance downstream. Coarse material scoured from the circular or elongated hole is deposited immediately downstream, often forming a low bar. Finer material is transported further downstream. The dimensions of the scour hole change due to sedimentation during low flows and the varying erosive effects of storm events. The scour hole is generally deepest during passage of the peak flow. Methods for predicting scour hole dimensions are found in HEC No. 14 (Corry, et al. 1975). Photograph HS-13 Culvert outlets are often left unprotected causing downstream degradation. The designer's job is not complete until the outlet hydraulic provisions are made. Burying of riprap and revegetation of the surface would have blended this structure better into the adjacent landscape. General storm degradation, or head cutting, can be a phenomenon independent of culvert performance. Natural causes produce a lowering of the streambed overtime. The identification of a degrading stream is an essential part of the original site investigation. However, high-energy discharges from a culvert often cause stream degradation that is similar to the former, though limited in distance. Both types of scour can occur simultaneously at a culvert outlet. As described in HEC No. 14, various measures exist to control culvert outlet flow, as listed below. It is beyond the scope of this Manual to provide information about these controls, but the District encourages their proper application and design. 1. Colorado State University rigid boundary basin ' HS-70 06/2001 Urban Drainage & Flood Control District Erosion Control: Performance Standards Effectiveness Construction Sequence Cost Estimate Appendix G 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lind Property - Filing 1 By: jym Sedimentation Trap Checked: Updated: 2-May-03 Watershed Area : A 44.53 acres 1. Volume of Sedimentation Trap: 2. Loading Ratio: A = 44.53 acres A " 100 cy/acres = 4453.00 cy V = 2.76 acre-feet ----> Required Volume 2.76 acre-feet --- > Required Volume 80.78 acre-feet Refer to page 2 for calculations 3. Excavation of Sediment Storage: Total cubic yards of sediment snticipated during a 10-year event from bare ground Sed T=0.74'LR'A712 A = 44.53 acres LR = 80.78 Sed T = 4197.68 cy Sed T = 2.60 acre-feet ---> Required Excavation Volume 4200.00 cy 614-003 RAINFALL PERFORMANCE STANDARD EVALUATION n14-nn7 Project: Lind Property - Filing 1 STANDARD FORM A Calculated By: JYM Date: 1123/2003 DEVELOPED ERODIBILITY Ash Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (%) (ft) (%) (%) 'I Moderate 1.18 465 3.48 13.2 0.10 2 Moderate 0.76 450 2.60 8.2 0.05 3 Moderate 0.37 230 I A3 2.0 0.01 4 Moderate 0.45 215 1.57 2.3 0.02 5 Moderate 0.25 165 1.67 1.0 0.01 6 Moderate 2.68 685 2A2 44.2 0.14 6A Moderate 0.17 95 1.32 0.4 0.01 7 Moderate 2.19 513 3.96 27.0 0.21 8 Moderate 2.37 650 1.57 37.1 0.09 9 Moderate 1A0 537 1_31 18.1 0.04 10 Moderate 0.78 360 1.17 6.8 0.02 11 Moderate 0.32 205 2.35 1.6 0.02 12 Moderate 0.94 512 2.88 11.6 0.07 13 Moderate 0.41 242 2.24 2.4 0.02 14 Moderate 0.24 155 0.91 0.9 0.01 15 Moderate 2.32 655 2.58 36.6 0.14 16 Moderate 0.31 205 2.57 1.5 0.02 17 Moderate 1.00 510 1.50 12.3 0,04 18 Moderate 0.95 270 0.94 6.2 0.02 19 Moderate 2.01 527 2.80 25.5 0.14 20 Moderate 140 587 2.00 19.8 0.07 21 Moderate 0.94 320 0.94 7.2 0.02 22 Moderate 0.98 330 2.10 7.8 0,05 23 Moderate 2.58 733 1.81 45.5 0.11 24 Moderate 0.53 520 2.02 6.6 0.03 25 Moderate 2.23 407 1.35 21.8 0.07 26 Moderate 0.35 198 2.48 1.7 0.02 27 Moderate 0.89 547 2.52 11.7 0.05 28 Moderate 0.68 200 1.13 3.3 0.02 29 Moderate 0.07 125 1.22 0.2 0.00 30 Moderate 0.13 130 110 0.4 0.00 31 Moderate 2.08 808 3.4.1 40.4 0.17 32 Moderate 0.07 140 2.68 0.2 0.00 33 Moderate 0.18 195 1.53 0.8 0.01 34 Moderate 0.32 375 1.04 2.9 0.01 35 Moderate 0.11 85 1.38 0.2 0.00 36 Moderate 0.11 85 1.38 0.2 0.00 37 Moderate 0.62 590 0.79 8.8 0.01 37A Moderate 0.45 478 0.88 5.2 0.01 38 Moderate 4`.28 490 3.88 50.4 0.40 42 Moderate 0.86 285 2.47 5.9 0.05 44 Moderate 0.47 278.333 0.98 3.1 0.01 49 Moderate 0.14 150 1.21 0.5 0.00 Total 41.57 503.53 2.29 80.8 EQUATIONS Lb = sum(AiLil/sum(Ai) 503.5 ft Sb = sum(AiSi)/sum(AQ 2.29 % PS (during construction) _ PS (after construction) = 80.8 (from Table BA) 80.8 /0.85 = 95.0 I 1 "Table 8-A" ' Flow L. (ft) Slope -> 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 6 7 8 9 10 20 30 40 50 100 70.9 74.6 76.8 78.4 79.5 80.3 81.1 81.6 82.1 82.5 83 83.4 83.6 83.8 84 84.7 84.8 84.9 84.9 200 72 76.3 78.2 79.5 80.5 81.2 82.1 82.5 82.8 83.2 83.6 83.9 84 84.2 84.3 84.8 84.9 84.9 84.9 ' 300 72.4 77 78.8 80 80.9 81.6 82.5 82.8 83.1 83.5 83.8 84.1 84.2 84.3 84.4 84.8 84.9 84.9 85 400 72.6 77.4 79.1 80.3 81.2 81.8 82.7 83 83.3 83.7 84 84.2 84.3 84.4 84.5 84.8 84.9 84.9 85 500 72.7 77.7 79.4`8„81.3 81.9 82.8 83.1 83.4 83.8 84.1 84.3 84.4 84.5 84.6 84.9 84.9 85 85 600 72.8 77.9 79.5 80.6 x; 81:4 81,1 82 83 83.2 83.5 83.9 84.1 84.3 84.4 84.5 84.6 84.9 84.9 85 1 700 72.8 78 79.7 80.8 81.5 82.1 83 83.3 83.5 84 84.2 84.4 84.5 84.5 84.6 84.9 84.9 85 800 72.7 78.1 79.7 80.8 81.6 82.2 83.1 83.4 83.6 84 84.2 84.4 84.5 84.6 84.6 84.9 84.9 85 900 72.7 78.2 79.8 80.9 81.7 82.2 83.2 83.4 83.6 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85 ' 1000 72.7 78.3 79.9 81 81.7 82.3 83.2 83.5 83.7 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85 1100 72.6 78.3 79.9 81 81.7 82.3 83.3 83.5 83.7 84.1 84.3 84.5 84.6 84.6 84.7 84.9 84.9 1200 72.6 78.4 80 81 81.8 82.3 83.3 83.5 83.7 84.2 84.3 84.5 84.6 84.6 84.7 84.9 84.9 ' 1300 72.6 78.4 80 81.1 81.8 82.4 83.3 83.6 83.8 84.2 84.4 84.5 84.6 84.6 84.7 84.9 85 1400 72.5 78.5 80.1 81.1 81.8 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85 1500 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8, 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85 ' 1600 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 1700 72.3. 78.5 80.1 81.2 81.9 82.4 83.4 83.6 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1800 72.3 78.6 80.1 81.2 81.9 82.4 83.4 83.7 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1900 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.5 84.6 84.7 84.7 84.9 ' 2000 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.6 84.6 84.7 84.7 84.9 2500 71.9 78.6 80.2 81.3 82 82.5 83.5 83.7 83.9 84.3 84.5 84.6 84.7 84.7 84.8 3000 71.6 78.7 80.3 81.3 82 82.5 83.6 83.8 84 84.4 84.5 84.6 84.7 84.7 84.8 ' 3500 71.4 78.7 80.3 81.3 82 82.6 83.6 83.8 84 84.4 84.5 84.6 84.7 84.7 84.8 4000 71.1. 78.6 80.3 81.3 82 82.6 83.6 83.8 84 84.4 84.5 84.6 84.7 84.8 84.8 4500 70.9 78.6 80.3 81.3 82 82.6 83.7 83.9 84 84.4 84.6 84.6 84.7 84.8 84.8 ' 5000 70.6 78.6 80.3 81.3 82 82.6 83.7 83.9 84 84.4 84.6 84.7 84.7 84.8 84.8 I H 11 1 1 1 i 1 1 1 f- 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS 922-002 Project: Lind Property - Filing 1 STANDARD FORM B Calculated By: JYM Date: 112312003 Erosion Control C-Factor P-Factor Comment Number Method Value Value 3 Bare Soil' Rough Irregular Surface 1 0.9 4 Sediment/Basin Trap 1 0.5 5 Straw Bale Barrier 1 0.8 6 Gravel Filter 1 0.8 8 Silt Fence Barrier 1 0.5 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN (%) (ac) Site 80.78 41.57 SUB SUB AREA Practice C * A P * A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 Impervious 0.67 39 0.040356 0.6726 Hay or Straw Dry Mulch (1-5% slope) 1 Pervious 0.5074 39 0,030444 0.5074 Hay or Straw Dry Mulch (1-5% slope) 2 Impervious 0.16 39 0.009576 0.1596 Hay or Straw Dry Mulch (1-5% slope) 2 Pervious 0.60 39 0.036024 0.6004 Hay or Straw Dry Mulch (1-5% slope) 3 Impervious 0.21 39 0.012654 0.2109 Hay or Straw Dry Mulch (1-5% slope) 3 Pervious 0.1591 39 0.009546 0.1591 Hay or Straw Dry Mulch (1-5% slope) 4 Impervious 0.16 39 0.00945 0.1575 Hay or Straw Dry Mulch (1-5% slope) 4 Pervious 0.2925 39 0.01755 0.2925 Hay or Straw Dry Mulch (1-5% slope) 5 Impervious 0.14 39 0.00855 0.1425 Hay or Straw Dry Mulch (1-5% slope) 5 Pervious 0.1075 39 0.00645 0.1075 Hay or Straw Dry Mulch (1-5% slope) 6 Impervious 1.53 39 0.091656 1.5276 Hay or Straw Dry Mulch (1-5% slope) 6 Pervious 1.1524 39 0.069144 1.1524 Hay or Straw Dry Mulch (1-5% slope) 6A Impervious 0.10 39 0.00612 0.102 Hay or Straw Dry Mulch (1-5% slope) 6A Pervious 0.068 39 0.00408 0.068 Hay or Straw Dry Mulch (1-5% slope) 7 Impervious 1.25 39 0.074898 1.2483 Hay or Straw Dry Mulch (1-5% slope) 7 Pervious 0.9417 39 0.056502 0.9417 Hay or Straw Dry Mulch (1-5% slope) 8 Impervious 1.35 39 0.081054 1.3509 Hay or Straw Dry Mulch (1-5% slope) 8 Pervious 1.02 39 0.061146 1.0191 Hay or Straw Dry Mulch (1-5% slope) 9 Impervious 0.95 39 0.05712 0.952 Hay or Straw Dry Mulch (1-5% slope) 9 Pervious 0.45 39 0.02688 0.448 Hay or Straw Dry Mulch (1-5% slope) 10 Impervious 0.50 39 0.029952 0.4992 Hay or Straw Dry Mulch (1-5% slope) 10 Pervious 0.28 39 0.016848 0.2808 Hay or Straw Dry Mulch (1-5% slope) 11 Impervious 0.19 39 0.01152 0.192 Hay or Straw Dry Mulch (1-5% slope) 11 Pervious 0.13 39 0.00768 0.128 Hay or Straw Dry Mulch (1-5% slope) 12 Impervious 0.56 39 0.03384 0.564 Hay or Straw Dry Mulch (1-5% slope) 12 Pervious 0.38 39 0.02256 0.376 Hay or Straw Dry Mulch (1-5% slope) 13 Impervious 0.25 39 0.01476 0.246 Hay or Straw Dry Mulch (1-5% slope) 13 Pervious 0.16 39 0.00984 0.164 Hay or Straw Dry Mulch (1-5% slope) 14 Impervious 0.17 39 0.010224 0.1704 Hay or Straw Dry Mulch (1-5% slope) 14 Pervious 0.07 39 0.004176 0.0696 Hay or Straw Dry Mulch (1-5% slope) 15 Impervious 1.04 39 0.06264 1.044 Hay or Straw Dry Mulch (1-5% slope) 15 Impervious 1.28 39 0.07656 1.276 Hay or Straw Dry Mulch (1-5% slope) 16 Pervious 0.19 39 0.01116 0.186 Hay or Straw Dry Mulch (1-5% slope) 16 Impervious 0.12 39 0.00744 0.124 Hay or Straw Dry Mulch (1-5% slope) 17 Pervious 0.60 39 0.036 0.6 Hay or Straw Dry Mulch (1-5% slope) 17 Impervious 0.40 39 0.024 0.4 Hay or Straw Dry Mulch (1-5%.slope) 18' Pervious 0.57 39 0.0342 0.57 Hay or Straw Dry Mulch (1-5% slope) 18 Impervious 0.38 39 0.0228 0.38 Hay or Straw Dry Mulch (1-5% slope) 19 . Pervious 1.15 39 0.068742 1.1457 Hay or Straw Dry Mulch (1-5% slope) 19 Impervious 0.86 39 0.051858 0.8643 Hay or Straw Dry Mulch (1-5% slope) 20 Pervious 0.80 39 0.04788 0.798 Hay or Straw Dry Mulch (1-5% slope) 20 Impervious 0.60 39 0.03612 0.602 Hay or Straw Dry Mulch (1-5% slope) 21 Pervious 0.54 39 0.032148 0.5358 Hay or Straw Dry Mulch (1-5% slope) 21 Impervious 0.40 39 0.024252 0.4042 Hay or Straw Dry Mulch (1-5% slope) 22 Pervious 0.63 39 0.037632 0.6272 Hay or Straw Dry Mulch (1-5% slope) 22 Impervious 0.35 39 0.021168 0.3528 Hay or Straw. Dry Mulch (1-5% slope) 23 Impervious 1.65 39 0.099072 1.6512 Hay or Straw Dry Mulch (1-5%slope) 11 ' 23 Pervious 0.93 39 0.055728 0.9288 Hay or Straw Dry Mulch (1-5% slope) 24 Impervious 0.36 39 0.021624 0.3604 Hay or Straw Dry Mulch (1-5% slope) ' 24 25 Pervious Impervious 0.17 0.62 39 39 0.010176 0.037464 0.1696 0.6244, Hay or Straw Dry Mulch (1-5% slope) Hay or Straw Dry Mulch (1-5% slope) 25 Pervious 1.61 39 0.096336 1.6056 Hay or Straw Dry Mulch (1-5% slope) 26 Impervious 0.24 39 0.01428 0.238 Hay or Straw Dry Mulch (1-5% slope) ' 26 Pervious 0.11 39 0.00672 0.112 Hay or Straw Dry Mulch (1-5% slope) 27 Impervious 0.61 39 0.036312 0.6052 Hay or Straw Dry Mulch (1-5% slope) 27 Pervious 0.28 39 0.017088 0.2848 Hay or Straw Dry Mulch (1-5% slope) 28 Impervious 0.46 39 0.027744 0.4624 Hay or Straw Dry Mulch (1-5% slope) ' 28 Pervious 0.22 39 0.013056 0.2176 Hay or Straw Dry Mulch (1-5% slope) 29 Impervious 0.05. 39 0.002856 0.0476 Hay or Straw Dry Mulch (1-5% slope) 29 Pervious 0.02 39 0.001344 0.0224 Hay or Straw Dry Mulch (1-5% slope) 30 Impervious 0.09 39 0.005304 0.0884 Hay or Straw Dry Mulch (1-5% slope) 30 Pervious 0.04 39 0.002496 0.0416 Hay or Straw Dry Mulch (1-5% slope) 31 Impervious 1,33 39 0,071872 1,3312 Hay or Straw Dry Mulch (1-5% slope) ' 31 Pervious 0.75 39 0.044928 0.7488 Hay or Straw Dry Mulch (1-5% slope) 32 Impervious 0.06 39 0.00357 0.0595 Hay or Straw Dry Mulch (1-5% slope) 32 Pervious 0.01 39 0.00063 0.0105 Hay or Straw Dry Mulch (1-5% slope) ' 33 Impervious 0.15 39 0.00918 0.153 Hay or Straw Dry Mulch (1-5% slope) 33 Pervious 0.03 39 0.00162 0.027 Hay or Straw Dry Mulch (1-5% slope) 34 Impervious 0.27 39 0.01632 0.272 Hay or Straw Dry Mulch (1-5% slope) 34 Pervious 0.05 39 0.00288 0.048 Hay or Straw Dry Mulch (1-5% slope) ' 35 Impervious 0.09 39 0.00561 0.0935 Hay or Straw Dry Mulch (1-5% slope) 35 Pervious 0.02 39 0.00099 0.0165 Hay or Straw Dry Mulch (1-5% slope) 36 Impervious 0,09 39 0,00561 0.0935 Hay or Straw Dry Mulch (1-5% slope) 36 Pervious 0.02 39 0.00099 0.0165 Hay or Straw Dry Mulch (1-5% slope) 37 Impervious 0.53 39 0.03162 0.527 Hay or Straw Dry Mulch (1-5% slope) 37 Pervious 0.09 39 0.00558 0.093 Hay or Straw Dry Mulch (1-5% slope) 37a Impervious 0.38 39 0.02295 0.3825 Hay or Straw Dry Mulch (1-5% slope) 37a Pervious 0.07 39 0.00405 0.0675 Hay or Straw Dry Mulch (1-5% slope) 38 Impervious 0.17 39 0.010272 0.1712 Hay or Straw Dry Mulch (1-5% slope) 38 Pervious 4.11 39 0.246528 4.1088 Hay or Straw Dry Mulch (1-5% slope) ' 42 Impervious 0.12 39 0.007224 0.1204 Hay or Straw Dry Mulch (1-5% slope) 42 Pervious 0.74 39 0.044376 0.7396 Hay or Straw Dry Mulch (1-5% slope) 44 Impervious 0.40 39 0.02397 0.3995 Hay or Straw Dry Mulch (1-5% slope) 44 Pervious 0.07 39 0.00423 0.0705 Hay or Straw Dry Mulch (1-5% slope) 49 Impervious 0.08 39 0.00476 0.07933 Hay or Straw Dry Mulch (1-5% slope) 49 Pervious 0.06 39 0.00364 0.06067 Hay or Straw Dry Mulch (1-5% slope) tCnet = 0.06 Pnet = 0.8 EFF = (1-C-P)100 EFF - 95.2 > 80.8 PS Before 1 I EFFECTIVENESS CALCULATIONS E➢➢aiHY] Project: Lind Property - Filing 1 STANDARD FORM B Calculated By: JYM Date: 1/23/2003 Erosion Control C-Factor P-Factor Comment Number Method Value Value 9 Asphalt/Concrete F Asphalt/Concrete Pavement 0.01 1 12 Established Grass Ground Cover - 30% 0.15 1 14 Established Grass Ground Cover - 50% 0.08 1 16 Established Grass Ground Cover - 70% 0.04 1 18 Established Grass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN (%) (ac) Site 95.03 41.57 SUB SUB AREA Practice C . A P `A Remarks BASIN AREA (ac) AFTER CONSTRUCTION 1 Impervious 0.673 9 0.006726 0.6726 AsphalUConcrete Pavement 1 Pervious 0.507 16 0.020296 0.5074 Established Grass Ground Cover - 70% 2 Impervious 0.160 9 0.001596 0,1596 Asphalt/Concrete Pavement 2 Pervious 0.600 16 0.024016 0.6004 Established Grass Ground Cover - 70% 3 Impervious 0.211 9 0.002109 0.2109 Asphalt/Concrete Pavement 3 Pervious 0.159 16 0.006364 0.1591 Established Grass Ground Cover - 70% 4 Impervious 0.158 9 0.001575 0.1575 Asphalt/Concrete Pavement 4 Pervious 0.293 16 0.0117 0.2925 Established Grass Ground Cover - 70% 5 Impervious 0.143 9 0.001425 0.1425 Asphalt/Concrete Pavement 5 Pervious 0.108 16 0.0043 0.1075 Established Grass Ground Cover - 70% 6 Impervious 1.528 9 0.015276 1.5276 Asphalt/Concrete Pavement 6 Pervious 1.152 16 0.046096 1.1524 Established Grass Ground Cover - 70% 6A Impervious 0.102 9 0.00102 0.102 Asphalt/Concrete Pavement 6A Pervious 0.068 16 0.00272 0.068 Established Grass Ground Cover - 70% 7 Impervious 1.248 9 0.012483 1.2483 Asphalt/Concrete Pavement 7 Pervious 0.942 16 0.037668 0.9417 Established Grass Ground Cover - 70% 8 Impervious 1.351 9 0.013509 1.3509 Asphalt/Concrete Pavement 8 Pervious 1.019 16 0.040764 1.0191 Established Grass Ground Cover - 70% 9 Impervious 0.952 9 0.00952 0.952 Asphalt/Concrete Pavement 9 Pervious 0.448 16 0.01792 0.448 Established Grass Ground Cover - 70% 10 Impervious 0.499 9 0.004992 0.4992 Asphalt/Concrete Pavement 10 Pervious 0.281 16 0.011232 0.2808 Established Grass Ground Cover - 70% 11 Impervious 0.192 9 0.00192 0.192 Asphalt/Concrete Pavement 11 Pervious 0.128 16 0.00512 0.128 Established Grass Ground Cover - 70% 12 Impervious 0.564 9 0.00564 0.564 Asphalt/Concrete Pavement 12 Pervious 0.376 16 0.01504 0.376 Established Grass Ground Cover - 70% 13 Impervious 0.246 9 0.00246 0.246 Asphalt/Concrete Pavement 13 Pervious 0.164 16 0.00656 0.164 Established Grass Ground Cover - 70% 14 Impervious 0.170 9 0.001704 0.1704 Asphalt/Concrete Pavement 14 Pervious 0.070 16 0.002784 0.0696 Established Grass Ground Cover - 70% 15 Impervious 1.044 9 0.01044 1.044 Asphalt/Concrete Pavement 15 Impervious 1.276 16 0.05104 1.276 Established Grass Ground Cover - 70% 16 Pervious 0.186 9 0.00186 0.186 Asphalt/Concrete Pavement 16 Impervious 0.124 16 0.00496 0.124 Established Grass Ground Cover - 70% 17 Pervious 0.600 9 0.006 0.6 Asphalt/Concrete Pavement 17 Impervious 0.400 16 0.016 0.4 Established Grass Ground Cover - 70% 18 Pervious 0.570 9 0.0057 0.57 Asphalt/Concrete Pavement 18 Impervious 0.380 16 0.0152 0.38 Established Grass Ground Cover - 70% 19 Pervious 1.146 9 0.011457 1.1457 Asphalt/Concrete Pavement 19 Impervious. 0.864 16 0.034572 0.8643 Established Grass Ground Cover - 70% 20 Pervious 0.798 9 0.00798 0.798 Asphalt/Concrete Pavement 20 Impervious 0.602 16 0.02408 0.602 Established Grass Ground Cover - 70% 21 Pervious 0.536 9 0.005358 0.5358 Asphalt/Concrete Pavement 21 Impervious 0.404 16 0.016168 0.4042 Established Grass Ground Cover - 70% 22 Pervious 0.627 9 0.006272 0.6272 Asphalt/Concrete Pavement 22 Impervious 0.353 16 0.014112 0.3528 Established Grass Ground Cover- 70% 26 Impervious 0.238 9 0.00238 0.238 Asphalt/Concrete Pavement 26 Pervious 0.112 16 0.00448 0.112 Established Grass Ground Cover - 70% J I 1 u 1 1 r 1 27 27 30 30 31 31 32 32 33 33 34 34 35 35 36 36 37 37 37a 37a 38 38 42 42 44 44 49 49 Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious Impervious Pervious 0.605 0.285 0.088 0.042 1.331 0.749 0.060 0.011 0.153 0.027 0.272 0.048 0.094 0.017 0.094 0.017 0.527 0.093 0.383 0.068 0.171 4.109 0.120 0.740 0.400 0.071 6.079 0.061 Cnet Pnet EFF 9 0.006052 0.6052 Asphalt/Concrete Pavement 16 0.011392 0.2848 Established Grass Ground Cover - 70% 9 0.000884 0.0884 Asphalt/Concrete Pavement 16 0.001664 0.0416 Established Grass Ground Cover - 70% 9 0.013312 1.3312 Asphalt/Concrete Pavement 16 0.029952 0.7488 Established Grass Ground Cover - 70% 9 0.000595 0.0595 Asphalt/Concrete Pavement 16 0.00042 0.0105 Established Grass Ground Cover - 70% 9 0.00153 0.153 Asphalt/Concrete Pavement 16 0.00108 0.027 Established Grass Ground Cover - 70% 9 0.00272 0.272 Asphalt/Concrete Pavement 16 0.00192 0.048 Established Grass Ground Cover - 70% 9 0.000935 0.0935 Asphalt/Concrete Pavement 16 0.00066 0.0165 Established Grass Ground Cover - 70% 9 0.000935 0.0935 Asphalt/Concrete Pavement 16 0.00066 0.0165 Established Grass Ground Cover - 70% 9 0.00527 0.527 Asphalt/Concrete Pavement 16 0.00372 0.093 Established Grass Ground Cover - 70% 9 0.003825 0.3825 Asphalt/Concrete Pavement 16 0.0027 0.0675 Established Grass Ground Cover - 70% 9 0.001712 0.1712 Asphalt/Concrete Pavement 16 0.164352 4.1088 Established Grass Ground Cover - 70% 9 0.001204 0.1204 Asphalt/Concrete Pavement 16 0.029584 0.7396 Established Grass Ground Cover - 70% 9 0.003995 0.3995 Asphalt/Concrete Pavement 16 0.00282 0.0705 Established Grass Ground Cover - 70% 9 0.0007933 0.07933 Asphalt/Concrete Pavement 16 0.0024267 0.06067 Established Grass Ground Cover - 70% 0.0209215 0.85 _ (1-C'P)100 98.2 95.0 PS After I 1 I 1 1 1 1 1 1 1 1 1 1 1 EROSION CONTROL COST ESTIMATE Project: Lind Property - Filing 1 614-003 Prepared By: JYM Date: 1/23/2003 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseedimulch 41.57 ac $615 $25,565.55 See Note 1. Subtotal $25,566 Contingency 50% $12,783 Total $38.348 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 30 CY $30 $900 6 Gravel Filter 10 ea $300 $3,000 8 Silt Fence Barrier 2830 LF $3 $8,490 38 Gravel Mulch 41.57 ac $1,350 $56,120 39 Hay or Straw Dry Mulch (1-5% slope) 41.57 ac $500 $20,785 Subtotal $89 295 Contingency 50% $44.647 Total $133,942 Total Security $133,942 RAINFALL PERFORMANCE STANDARD EVALUATION 614-003 Project: Lind Property - Filing I - CR11 STANDARD FORM A Calculated By: JYM Dale: 1123l2003 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) IN (%) (e) (Y) (%) 39 Moderate 0.63 654 1.36 99.8 0.21 40 Moderate 0.31 320 2.15 24.0 0.16 41 Moderate 0-47 347 2.15 39.5 0.25 49 Moderate 0.14 150 1.21 5.1 0.04 F6 Moderate 0.54 547 2.89 71.5 0.38 OSt Moderate 1.58 1763 1.05 674.5 0.40 OS7 Moderate 0.46 457 1.21 50.9 0.14 Total 4.13 965.24 1.57 80.1 EQUATIONS Lb = sum(AiLi)isurn(Ai) 965.2 It Sb = sum(AiSi)isum(A0 1.57 % PS (during construction) _ PS (after construction) = 80.1 (from Table 8A) 80.1 10.85 = 94.2 "Table 8-A" Flow L. Slope --> ' (k) 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 6 7 8 9 10 20 30 40 , 50 100 70.9 74.6 76.8 78.4 79.5 80.3 81.1 81.6 82.1 82.5 83 83.4 83.6 83.8 84 84.7 84.8 84.9 84.9 200 72 76.3 78.2 79.5 80.5 81.2 82.1 82.5 82.8 83.2 83.6 83.9 84 84.2 84.3 84.8 84.9 84.9 84.9 t 300 72.4 77 78.8 80 80.9 81.6 82.5 82.8 83.1 83.5 83.8 84.1 84.2 84.3 84.4 84.8 84.9 84.9 85 400 72.6 77.4 79.1 80.3 81.2 81.8 82.7 83 83.3 83.7 84 84.2 84.3 84.4 84.5 84.8 84.9 84.9 85 500 72.7 77.7 79.4 80.5 81.3 81.9 82.8 83.1 83.4 83.8 84.1 84.3 84.4 84.5 84.6 84.9 84.9 85 85 600 72.8 77.9 79.5 80.6 81.4 82 83 83.2 83.5 83.9 84.1 84.3 84.4 84.5 84.6 84.9 84.9 .85 ' 700 72.8 78 79.7 80.8 81.5 82.1 83 83.3 83.5 84 84.2 84.4 84.5 84.5 84.6 84.9 84.9 85 800 72.7 78.1 79.7 80.8 81.6 82.2 83.1 83.4 83.6 84 84.2 84.4 84.5 84.6 84.6 84.9 84.9 85 900 72.7 78.23-79 ! 80.9 81.7 82.2 83.2 83.4 83.6 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85 1000 72.7 78.3 79 9 _ 81 81.7 82.3 83.2 83.5 83.7 84.1 84.3 84.4 84.5 84.6 84.7 84.9 84.9 85 1100 72.6 78.3 79.9 81 81.7 82.3 83.3 83.5 83.7 84.1 84.3 84.5 84.6 84.6 84.7 84.9 84.9 1200 72.6 78.4 80 81 81.8 82.3 83.3 83.5 83.7 84.2 84.3 84.5 84.6 84.6 84.7 84.9 84.9 ' 1300 72.6 78.4 80 81.1 81.8 82.4 83.3 83.6 83.8 84.2 84.4 84.5 84.6 84.6 84.7 84.9 85 1400 72.5 78.5 80.1 81.1 81.8 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85 1500 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 85 1600 72.4 78.5 80.1 81.1 81.9 82.4 83.4 83.6 83.8 84.2 84.4 84.5 84.6 84.7 84.7 84.9 ' 1700 72.3 78.5 80.1 81.2 81.9 82.4 83.4 83.6 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1800 72.3 78.6 80.1 81.2 81.9 82.4 83.4 83.7 83.8 84.3 84.4 84.5 84.6 84.7 84.7 84.9 1900 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.5 84.6 84.7 84.7 84.9 ' 2000 72.2 78.6 80.2 81.2 81.9 82.5 83.5 83.7 83.9 84.3 84.4 84.6 84.6 84.7 84.7 84.9 2500 71.9 78.6 80.2 81.3 82 82.5 83.5 83.7 83.9 B4.3 84.5 84.6 84.7 84.7 84.8 3000 71.6 78.7 80.3 81.3 82 82.5 83.6 83.8 84 84.4 84.5 84.6 84.7 84.7 84.8 ' 3500 71.4 78.7 80.3 81.3 82 82.6 83.6 83.8 84 84.4 84.5 84.6 84.7 84.7 84.8 4000 71.1 78.6 80.3 81.3 82 82.6 83.6 83.8 84 84.4 84.5 84.6 84.7 84.8 84.8 4500 70.9 78.6 80.3 81.3 82 82.6 83.7 83.9 84 84.4 84.6 84.6 84.7 84.8 84.8 ' 5000 70.6 78.6 80.3 81.3 82 82.6 83.7 83.9 84 84.4 84.6 84.7 84.7 84.8 84.8 11 1 1 1 1 1 EFFECTIVENESS CALCULATIONS 922-002 Project: Lind Property - Filing I - CR11 STANDARD FORM B Calculated By: JYM Date: 112312003 Erosion Control C-Factor P-Factor Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 4 Sediment/Basin Trap 1 0.5 5 Straw Bale Barrier 1 0.8 6 Gravel Filter 1 0.8 8 Silt Fence Barrier 1 0.5 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN (°/,) (ac) Site 80.10 4.13 SUB SUB AREA Practice C'A P'A Remarks BASIN AREA (ac) DURING CONSTRUCTION 39 Impervious 0.54 39 0.03213 0.5355 Hay or Straw Dry Mulch (1-5% slope) 39 Pervious 0.09 39 0.00567 0.0945 Hay or Straw Dry Mulch (1-5% slope) 40 Impervious 0.26 39 0.01581 0.2635 Hay or Straw Dry Mulch (1-5% slope) 40 Pervious 0.05 39 0.00279 0.0465 Hay or Straw Dry Mulch (1-5% slope) 41 Impervious 0.40 39 0.02397 0.3995 Hay or Straw Dry Mulch (1-5% slope) 41 Pervious 0.07 39 0.00423 0.0705 Hay or Straw Dry Mulch (1-5% slope) 49 Impervious 0.12 39 0.00714 0.119 Hay or Straw Dry Mulch (1-5% slope) 49 Impervious 0.02 39 0.00126 0.021 Hay or Straw Dry Mulch (1-5% slope) F6 Impervious 0.46 39 0.02754 0.459 Hay or Straw Dry Mulch (1-5% slope) F6 Pervious 0.08 39 0.00486 0.081 Hay or Straw Dry Mulch (1-5% slope) OS1 Impervious 1.34 39 0.08058 1.343 Hay or Straw Dry Mulch (1-5% slope) OS1 Pervious 0.24 39 0.01422 0.237 Hay or Straw Dry Mulch (1-5% slope) OS7 Impervious 0.39 40 0.02346 0.391 Hay or Straw Dry Mulch (1-5% slope) OS7 Pervious 0.07 41 0.06414 0.069 Hay or Straw Dry Mulch (1-5% slope) Cnet = 0.06 Pnet = 0.8 EFF = (1-C-P)100 EFF = 95.2 > 80.1 PS Before I ' 922-002 1 EFFECTIVENESS CALCULATIONS Project. Lind Property - Filing 1- CR11 STANDARD FORM B Calculated By: JYM Date: 112312003 Erosion Control C-Factor P-Factor Comment Number Method Value Value 9 AsphalUConcrete F Asphalt/Concrete Pavement 0.01 1 12 Established Grass Ground Cover - 30% 0.15 1 14 Established Grass Ground Cover - 50% 0.08 1 16 Established Grass Ground Cover -70% 0.04 1 18 Established Grass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN (%) (ac) Site 94.24 4.13 SUB SUB AREA Practice C'A P`A Remarks BASIN AREA (ac) AFTER CONSTRUCTION 39 Impervious 0.54 9 0.005355 0.5355 AsphalUConcrete Pavement 39 Pervious 0.09 16 0.00378 6.0945 Established Grass Ground Cover - 70% 40 Impervious 0.26 9 0.002635 0.2635 Asphalt/Concrete Pavement 40 Pervious 0.05 16 0.00186 0.0465 Established Grass Ground Cover - 70% 41 Impervious 0.40 9 0.003995 0.3995 Asphalt/Concrete Pavement 41 Pervious 0.07 16 0.00282 0.0705 Established Grass Ground Cover - 70% 49 Impervious 0.12 9 0.00119 0.119 Asphalt/Concrete Pavement 49 Impervious 0.02 16 0.00084 0.021 Established Grass Ground Cover - 70% F6 Impervious 0.46 9 0.00459 0.459 Asphalt/Concrete Pavement F6 Pervious 0.08 16 0.00324 0.081 Established Grass Ground Cover - 70% OS1 Impervious 1.34 9 0.01343 1.343 Asphalt/Concrete Pavement OS1 Pervious 0.24 16 0.00948 0.237 Established Grass Ground Cover - 70% OS7 Impervious 0.39 9 0.00391 0.391 Asphalt/Concrete Pavement OS7 Pervious 0.07 16 0.00276 0.069 Established Grass Ground Cover - 70% Cnet = 0.0145 Pnet = 1.00 EFF=(1-C'P)100 EFF = 98.6 > 94.2 PS After EROSION CONTROL COST ESTIMATE Project: Lind Property - Filing I - CR11 614-003 Prepared By: JYM Date: 1/23/2003 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 4.13 ac $655 $2,705.15 See Note 1. Subtotal $2,705 Contingency 50% $1,353 Total [Notes: $4,058 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 8 Silt Fence Barrier 2070 LF $3 $6,210 38 Gravel Mulch 4.13 ac $1,350 $5,576 39 Hay or Straw Dry Mulch (1-5% slope) 4.13 ac $500 $2,065 Subtotal $13,851 Contingency 50% $6,925 Total $20,776 Total Security $20,776 TRUCTION SEQUENCE FOR 2003 AND 2004 ONLY �NDICATE BY USE OF A BAR LINE OR SYMBOLS WHEN EROSION CONTROL MEASURES WILL BE NSTALLED. MAJOR MODIFICATIONS TO AN APPROVED SCHEDULE MAY REQUIRE SUBMITTING A 'NEW SCHEDULE FOR APPROVAL BY THE CITY ENGINEER. YEAR 2003 2004 Jul Aug Sep Oct Nov Dec Jon Feb Mar Apr May Jun Jul Aug MONTH OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other `,INFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bogs Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other —Gravel Mulch VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Netting/Mats/Blankets Other 'TABLE 8B" Erosion Control Methods and Costs Unit # Method C-Factor P-Factor Unit Cost Comment 1 Bare Soil - Packed and smooth 1 1 2 Bare Soil - Freshly disked 1 0.9 3 Bare Soil - Rough Irregular Surface 1 0.9 4 SedimenttBasin Trap 1 0.5 Must be constructed as the first step in ovedot grading. 5 Straw Bale Barrier 1 0.8 ea $150 6 Gravel Filter 1 0.8 ea $300 7 Sand Bag 1 0.8 , 8 Silt Fence Barrier 1 0.5 LF $3 9 Asphalt/Concrete Pavement 0.01 1 10 Established Grass Ground Cover - 10% 0.31 1 ac 11 Established Grass Ground Cover - 20% 0.22 1 ac 12 Established Grass Ground Cover - 30% 0.15 1 ac 13 Established Grass Ground Cover -40% 0.11 1 ac 14 Established Grass Ground Cover - 50% 0.08 1 ac 15 Established Grass Ground Cover - 60% 0.06 1 ac 16 Established Grass Ground Cover - 70% 0.04 1 ac 17 Established Grass Ground Cover - 80% 0.03 1 ac 18 Established Grass Ground Cover - 90% 0.025 1 ac 19 Established Grass Ground Cover- t00% 0.02 1 ac 20 Sod Grass 0.01 1 ac 21 Temporary Vegetation 0.45 1 ac Assumes planting dates listed below, thus dry or hydraulic mulches are not required. 22 Cover Crops - 0.45 1 ac Assumes planting dates listed below, thus dry or hydraulic mulches are not required. 23 Hydraulic Mulch @ 2 tons/acre 0.1 1 ac Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. 24 Soil Sealant 0.01 1 Value used must be substantiated by documentation. 25 Soil Sealant 0.05 1 Value used must be substantiated by documentation. 26 Soil Sealant 0.1 1 Value used must be substantiated by documentation. 27 Soil Sealant 0.15 1 Value used must be substantiated by documentation. 28 Soil Sealant 0.2 1 Value used must be substantiated by documentation. 29 Soil Sealant 0.25 1 Value used must be substantiated by documentation. 3o Soil Sealant 0.3 1 Value used must be substantiated by documentation. 31 Soil Sealant 0.35 1 Value used must be substantiated by documentation. 32 Soil Sealant 0.4 1 Value used must be substantiated by documentation. 33 Soil Sealant 0.45 1 Value used must be substantiated by documentation. 1 34 Soil Sealant 0.5 1 Value used must be substantiated by documentation. 35 Soil Sealant 0.55 1 Value used must be substantiated by documentation. 36 Soil Sealant 0.6 1 Value used must be substantiated by documentation. 37 Erosion Control Mats/Blankets 0.1 1 38 Gravel Mulch 0.05 1 ac $1,350 Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2" and applied at a rate of at least 135 tons/acre. 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tonstacre (minimum) and adequately anchor, tack or crimp material into the soil. 40 Hay or Straw Dry Mulch (6-10% slope) 0.06 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 41 Hay or Straw Dry Mulch (11-15% slope) 0.07 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 42 Hay or Straw Dry Mulch (16-20% slope) 0.11 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 43 Hay or Straw Dry Mulch (21-25% slope) 0.14 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 44 Hay or Straw Dry Mulch (25-33% slope) 0.17 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tonstacre (minimum) and adequately anchor, tack or crimp material into the soil. 45 Hay or Straw Dry Mulch (>33% slope) 0.2 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 46 Contoured Furrow Surface (1-2% basin slope) 1 0.6 ac Maximum length = 400'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 47 Contoured Furrow Surface (3-5% basin slope) 1 0.5 ac Maximum length = 300'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 48 Contoured Furrow Surface (6-8% basin slope) 1 0.5 ac Maximum length = 200'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 49 Contoured Furrow Surface (9-12% basin slope) 1 0.6 ac Maximum length = 120'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 50 Contoured Furrow Surface (13-16% basin slope) 1 0.7 ac Maximum length = 80'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 51 Contoured Furrow Surface (17-20% basin slope) 1 6.8 ac Maximum length = 60. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 52 Contoured Furrow Surface (>20% basin slope) 1 0.9 ac Maximum length = 50'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 53 Terracing (1-2% basin slope) 1 0.12 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 54 Terracing (3-8% basin slope) 1 0.1 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 55 Terracing (9-12% basin slope) 1 0.12 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 56 Terracing (13-16% basin slope) 1 0.14 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1,00. 57 Terracing (17-20% basin slope) 1 0.16 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 58 Terracing (>20% basin slope) 1 0.18 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 59 Seeding (Native) ac $305 CDOT - 1994 60 Seeding (Lawn) ac CDOT - 1994 61 Seeding (Shrub) lb $52 CDOT - 1994 62 Seeding (Wetlands) ac $696 CDOT - 1994 63 Mulching ac $334 CDOT - 1994 l i I I I 1 i. I 1 1 I Fax Transmittals From TST, Inc. Appendix H r05/0?12003 14:36 9702260204 TSTINC r r TST, INC. FAX TRANSMITTAL Consulting Engineers r748 Whalers Way ♦ Building D ♦ Fort Collins, CO 80525 (970) 226-0557 ♦ Fax (970) 226-0204 r r TO: COMPANY: FAX NUMBER: DATE: 4' � - 6) 3 Project No.: _ qS3 -00!1 ' FROM: COMPANY: TST, INC. CONSULTING ENGINEERS �j FAX NUMBER: (970) 226-0204 r lk cnsm-issiorrof _pages (including this cover sheet) is not complete, ot* ase call:.:(00) 226-0557 or (303) 595-9103 (Metro Denver Line) PAGE 01 Urgent for your review _Per your request Originals to follow by mail �71 2003 14: 36 I 1 9702260204 TSTINC FINAL DRAINAGE REPORT Submitted to: FOR MAPLE HILL CITY OF FORT COLLINS March 26, 2003 PAGE 02 g712003 14:36 9702260204 TSTINC SGE 03 r 1 1 I I r' r 3.2.3 Storm Sewer Design The storm sewer lines were analyzed with Neo UDSEWER. The pipes wt a sized such that the hydraulic grade remains below the flow line of the proposed inlets. Storm Sewer Line STA conveys detained runoff to the Larmer/Weld No.8 Irrigation ditch. ST-2 conveys runoff from Basin D via a pair of inlets to the detention pond. ST-3 conveys runoff from Basin C through a series of inlets to the detention pond. ST4 conveys runoff from Basins A and B (including the multi -family area) through a series of inlets to the detention pond. ST-5 conveys runoff from Basin D through a series of inlets to the detention pond. ST-6 hydraulically links the two (2) detention ponds into one (1) pond. ST-7 conveys the Lind Farm detained storm water directly to the Larimer/Weld N0.8 Irrigation ditch. "R ST-8 conveys runoff from the proposed Country Club Road to the ST-3 network and to the detention pond. ST-9 culvert conveys storm water via a swale and eventually the detention pond. ST-10 conveys storm water from the intersection of CR11 and Country Club Road through GLIr site and eventually to the detention facility. The results of the Storm Sewer Design can be found in Table 5 with supporting Neo UDSEWER results presented in Appendix D. 3.2.4 Swale !Design Six drainage swales have been sized to carry the 100-year storm plus 1 foot of freeboard using normal depth calculations and HEC-RAS. The swale shown in the proposed future multi -family site (Basin B) is temporary, and will be replaced with inlets and the future streets; Swale A. located on the northeastern portion of site, has been sized to convey 60 cfs from the Lind property to the No. 8 ditch. The results of the swale design with supporting documentation can be found in Appendix E. 3.2.5 Ripraa Design All of the channel, swales and storm sewer outlets will require riprap to prevent channel bank and bed erosion. Our calculations indicate that Type L riprap will accommodate each of the applicable pipe outlet conditions. The Type L riprap will be buried as specified by criteria. The results of the Riprap Design can be found in Table 6 with supporting documentation in Appendix D. TST, Inc. 0053-003 19 November 18, 2002 05/08/2003 10:43 i 1 r 1 I� 9702260204 TSTINC TST, INC. FAX TRANSMITTAL Consulting Engineers 748 Whalers Way ♦ Building D ♦ Fort Collins, CO 80525 (970)226-0557 ♦ Fax (970) 226-0204 DATE S --R -03 Project No.: g63 -00_� TO: COMPANY: FAX NUMBER: FROM: COMPANY: FAX NUMBER: TST, INC. CONSULTING ENGINEERS (970) 226-0204 `Ef'tri u srnissicn-of ?pages (including this cover sheet) is, not complete, ,jj e e cetll;.:(970) 226-0$57 or (303) 595-9103 (Metro Denver Line) PAGE 01 Urgent For your review -Per your request _Originals to follow by mail I REMARKS; L 05 ' 06 0 2 03 10:43 97 02260204 TSTINC PAGE 02 '. Pipe Attenuation for Sub -Basin 0171 Design Point = 35b Contributing Basins = OF1-2 ' Contributing Area (ac)= 0.93 Runoff Coefficient's 2-yr 10-yr Ol_ 0-vr ' 0.29 0.29 0.36 Overland Flow Time T; = (1.87'(1-1-C'CE)'DWTSW Length (ft) =Eq- Maximum of 500 feet Slope (°�) = 2-vr to-yr 100_yr 6.65 F 6.65 6.05 ' Travel Time Channel Time Length ft) Sloe % Characteristics Velocity ft1s (Min) 375 0.53. Grassed. Waterwa s 1.116 5.60 One:• 0.00 None 0.00 - � None ";' 0.00 ��. 0.00 - -None 0.p0 t I T Total Time = 5.60 2 1. 0-yr 100-yr Actual Time of Concentration = 12.25 . 11.66 , Intensities L-Y—r 10-vr 100-vr Discharge Ln 10 W 100-vr(*1 -Z.61 1.07 2.24. .. NOTE: • An additional 60 cfs must be added to DP 35b from contributing off -site flow from the north. NOTE: Swale must be sized for approximately 67 cis, 1 TST, INC. CONSULTING 11/12/02 IENGINEERS Page 49 of 59 Pipe Attenuation.xis SOIL TYPE Appendix I I 1] 1 1 1 1] 1 Index to Mapping Knits ' 1—Altvan loam, 0 to 3 percent slopes ____----- Z—Altvan loam, 3 to 9 percent slopes Page 11 60—Larim gravelly sandy loam, 5 to 40 percent 11 Page __________ 3—Altvan-Satanta loams, 0 to 3 percent slopes __ 4—Altvan-Satanta loams, 3 to 9 percent slopes __ slopes __________________ 12 61—Larimer fine sandy loam, 1 to 3 percent 12 slopes 35 5—Aquepts, loamy ___________________________ 6—Aquepts, ponded __ 12 62—Larimer-Stoneham complex, 3 to 10 percent 12 35 _ 7—Ascalon sandy loam, 0 to 3 percent slopes ____ 8—Ascalon sandy loam, 3 to 5 percent slopes slopes __ ___ ______________________ 13 63—Longmont clay, 0 to 3 percent slopes ________ 13 36 36 ____ 9—Bainville-Epping silt loams, 5 to 20 percent slopes 64—Loveland clay loam, 0 to 1 percent slopes _____ 65—Midway clay loam, 5 to 25 percent slopes _-__ 37 38 ' --- 10—Bainville-Keith. complex, 2 to 9 percent Slopes 13 66—Minnequa silt loam, 3 to 9 percent slopes ___- 67—Minnequa-LaPorte complex, 3 to 15 percent 38 ---------------------------------- 11—Baller-Carnero complex, 9 to 35 percent p P 13 slopes 68—Miracle sandy loam, 5 to 2b percent slopes ___ sandy loam, 5 to 25 percent 38 39 _ ' _ -- cropcamp- o------- perce t 12—Baller-Rock outcrop complex, lb to - percent slopes 14 69—Naz sandy loam, 1 to 3 percent slopes ________ 70—Naz sandy loam 3 to 25 percent slopes _______ 14 71—Nelson fine loam, 40 40 13—Blackwell clay loam, 0 to 6 percent slopes ____ 14—Boyle gravelly sandy loam, 3 to 9 son y 3 to 9 percent slopes__ 15 72—Newfork sandy loam, 0 to 3 percent slopes ___ 41 41 percent 16—Boyle gravelly sandy loam, 9 to 30 slopes __ _____ --loam-- tool-________-- 73—Nunn clay loam, 0 to 1 percent slopes ________ 16 74—Nunn clay loam, 1 to 3 percent slopes ________ 42 42 ' percent slopes _ -- -- -- -- -- 16—Boyle-Ratake gravelly sandy loams, 1 to 9 75—Nunn clay loam, 3 to 5 percent slopes ________ 16 76—Nunn clay loam, wet, 1 to 3 percent slopes ___ 43 43 percent slopes ___________________________ 17—Boyle-Ratake gravelly sandy loams, 9 to 25 77—Otero sandy loam, 0 to 3 percent slopes ______ 16 78—Otero sandy loam, 3 to 5 percent slopes ------ 43 43 ' percent slopes --------------------------- 18—Breece coarse sandy loam, 0 to 3 percent 79—Otero sandy loam, 5 to 9 percent slopes ______ 16 80—Otero-Nelson sandy loam, 3 to 25 percent. 44 slopes __ ----------- 19—Breece coarse sandy loam, 3 to 9 percent slopes ____ __ _________________ ______ 17 81—Paoli fine sandy loam, 0 to i percent slopes __ 44 44 slopes _ 82—Pendergrass-Rock outcrop complex, 15 to 26 17 percent slopes ' 20—Breece coarse sandy loam_ 9 to 30 percent slopes _______ ____ ___ _______ 83—Pinata-Rock outcrop complex, 15 to 45 percent 45 _ - 21—Carnero loam, 3 to 9 percent slopes __ _____ 22—Caruso clay loam, 0 to 1 percent slopes 17 slopes _ _ - __ 17 84—Poudre fine sandy loam, 0 to 1 percent slopes__ 45 46 ____ 23—Clergern fine sandy loam, 2 to 10 percent ' slopes _— ------ _________________________ 24—Connerton-Barnum complex, 0 to 3 18 85—Purner fine sandy loam, 1 to 9 percent slopes__ 86—Purner-Rock outcrop complex, 10 to 50 ' 19 percent slopes 46 47 percent slopes 87—Ratake-Rock outcrop complex, 25 to 55 ----------- ---------------------- 25—Connerton-Barnum complex, 3 to 9 percent slopes 19 'percent slopes ----------- ----- 88—Redfeather sandy loam, 5 to 60 percent 47 ' 26—Cushman fine sandy loam, 0 to 3 percent slopes 19 sloppes _ 89—Renohill clay loam, 0 to 3 percent slopes ----- 48 48 - -- „ 27--Cushman fine sandy loam, 3 to 9 percent 20 90—Renohill clay loam, 3 to 9 percent slopes ____ 91—Renohill-Midway clay loams, 3 to 15 49 slopes --------------=------------------- 28—Driggs loam, 0 to 3 percent slopes __________ percent 20 slopes --------------------------- ------- Zl 92—Riverwash 49 ' 29—Drigggs loam, 3 to 25 percent slopes _________ 30—Elbeth-Moen loams, 5 to 30 percent slopes _______________ 21 93—Rock outcrop _____________________________ 22 49 49 -___ 31—Farnuf loam, 2 to 10 percent slopes ---------- 32—Farnuf-Boyle-Rock outcrop complex, 10 to 25 94—Satanta loam, 0 to 1 percent slopes ---------- 23 95—Satanta loam, 1 to 3 percent slopes __________ 50 60 percent slopes ___________________________ 33—Fluvaquents, nearly level 96—Satanta loam, 3 to 5 percent slopes __________ 23 97—Satanta loam, gullied, 3 to 9 percent slopes ___ 50 50 ' ___________________ 34—Fort Collins loam, 0 to 1 percent slopes ______ 23 98—Satanta Variant clay loam, 0 to 3 percent- 24 slopes 36—Fort Collins loam, 1_ to 3 percent slopes ______ 36—Fort Collins loam, 3 to 5 percent slopes - 24 99—Schofield-Redfeather-Rock outcrop complex, 25 51 ------ 37—Fort Collins loam 5 to 9 percent slopes ------ 38—Foxcreek loam, 0 Ito 3 percent slopes 5 to 25 percent slopes ____________________ 25 100—Stoneham loam, 0 to i percent slopes -------- bl 52 ' ________ 39—Gapo clay loam, 0 to 5 percent slopes -------- 40—Garrett loam, 0 to 1 percent slopes 25 101—Stoneham loam, 1 to 3 percent slopes -------- 26 102—Stoneham loam, 3 to 5 percent slopes -------- 52 52 ---------- 41—Garrett loam, 1 to 3 percent slopes ____-_____ 27 103—Stoneham loam, 5 to 9 percent slopes -------- 27 104—Sunshine stony sandy loam, 5 to 52 42—Gravel pits 43—Haploborolls-Rock outcrop complex, steep -- 44—Haplustolls, hilly 15 percent, 27 slopes _______ ____ _____________ ______ 27 105—Table Mountain loam, 0 to 1 percent slopes __ 53 54 ' ' _ 45—Haplustolls-Rock outcrop complex, steep __ 46—Harlan fine sandy loam, 1 to 3 percent 27 106—Tassel. sandy loam, 3 to 25 percent slopes ____ 28 107—Thedalund loam, 0 to 3 percent slopes --------- 29 54 55 slopes__ 47—Harlan fine sandy loam, 3 to 9 percent slopes__ 48—Heldt clay loam, 0 to 3 percent slopes 108—Thedalund loam, 3 to 9 percent slopes -------- 30 109—Thiel gravelly sandy loam, 5 to 25 percent 30 65 _______ ' 49—Heldt clay loam, 3 to 6 percent slopes _______ 50—Keith silty clay loam, 0 to 3 percent slopes slopes _ 30 110—Tine gravelly sandy loam, 0 to 3 percent 31 56 __ 51—Kildor clay loam, 0 to 6 percent slopes ______ 52—Kildor-Shale outcrop complex, 5 to 30 percent slopes -- ------------ ---- --- 32 ill —Tine cobbly sandy loam, 15 to 40 percent 54 slopes _ ________ 53—Kim loam, 1 to 8 percent slopes slopes -_- 32 112—Trag-Moen complex, 5 to 30 percent slopes ___ 32 54 58 ' ______-____ _ 54—Kim loam, 3 to 5, percent slopes _____________ 55—Kim loam, 6 to 9 percent slopes 113—Ulm clay loam, 0 to 3 percent slopes ________ 32 114—Ulm clay loam, 3 to 5 percent slopes -------- 58 58 ------------ 56—Kim-Thedalund looms, 3 to 15 percent slopes__ 57—Kirtley loam, 3 to 9 percent slopes 33 115—Weld silt loam, 0 to 3 percent slopes ________ 33 116—Wetmore-Boyle-Moen complex, 6 to 40 percent 59 __________ 58—Kirtley-Purner complex, 5 to 20 percent slopes 33 slopes __ _ _ ____________ ___ ____ 117—Wetmore-Boyle-Rock outcrop complex, 5 to60 60 --- 59—LaPorte-Rock outcrop complex, 3 to 30 percent slopes 33 percent slopes _ _ 118—Wiley silt loam, 1 to 3 percent slopes ________ 60 61 ________________________________ _ t..._-' H 34 119—Wiley silt loam, 3 to 5 percent slopes ________ 61 6-P AX, I h LL LL LL C O O 0 m_ N N GI v N v O O O O 0 O 0 0 ' 24 SOIL SURVEY [1 [1 L1 1 films on peds; noncalcareous; neutral; clear smooth boundary.' 132-8 to 18 inches; brown GOYR 5/3) heavy loam, dark brown (10YR 4/3) moist; moderate medium prismatic structure parting to moderate fine subangular blocky; very hard, very friable; many thin patchy clay films on peds and in root channels and pores; noncalcareous; mildly alkaline; gradual smooth bound- ary. 133ca-18 to 24 inches; pale brown (10YR 6/3) loam, brown (10YR 5/3) moist; weak medium subangular blocky structure; hard, very friable; few thin patchy clay films on peds and in some root channels; some visible secondary calcium carbon- ate occurring mostly as concretions ; cal- careous; moderately alkaline; gradual smooth boundary. Cca-24 to 60 inches; pale brown (10YR 6/3) loam, brown (10YR 5/3) moist; mas- sive; hard, very friable; visible calcium carbonate occurring as concretions and in thin seams and streaks; calcareous; moderately alkaline; gradual smooth boundary. The A horizon is loam or light clay loam 5 to 13 inches thick. The combined thickness of the A and B horizons is 15 to 30 inches. The B2 horizon is loam to light clay loam. 34—Fort Collins loam, 0 to I percent slopes. This level soil is on terraces and fans. This soil has the profile described as representative of the series. Included with this soil in mapping are a few small areas of soils that are more sloping. Also included are small areas of soils that have a surface layer of clay loam and small areas of Stoneham soils. Runoff is slow, and the hazard of erosion is slight. If irrigated (fig. 5), this soil is well suited to corn, sugar beets, alfalfa, barley, and dry beans. Under dry - land management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capa- bility unit I, irrigated; Loamy Plains range site; windbreak suitability group 1. 35—Fort Collins loam, 1 to 3 percent slopes. This nearly level soil is on terraces and fans. This soil has a profile similar to the one described as representative of the series, but the combined thickness of the surface layer and subsoil is about 22 inches. Included with this soil in mapping are a few small areas of soils that are more sloping or less sloping. Also included are some small areas of Stoneham and Kim soils and a few small areas of soils that have a gravelly layer below a depth of 40 inches. Figure 5. Furro,v irrigatiou on Fort Collins loam, o to I permeut slopes. I r- 1 LARIMER COUNTY AREA, COLORADO Runoff is slow, and the hazards of wind and water erosion are slight to moderate. If irrigated, this soil is well suited to corn, sugar -beets, alfalfa, barley, and dry beans. Under dryland management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capability units IIe-1, irrigated, and IVe-3, dryland; Loamy Plains range site; windbreak suitability group 1. 36—Fort Collins loam, 3 to 5 percent slopes. This gently sloping soil is on the edges of terraces and fans. This soil has a profile similar to the one described as representative of the series, but the combined thick- ness of the surface layer and subsoil is about 20 inches. Included with this soil in mapping are a few areas of soils that are more sloping or less sloping. Also in- cluded are small areas of Stoneham and Kim soils and a few areas of soils that have a gravelly surface layer. Runoff is moderate, and the hazards of wind and water erosion are moderate. If irrigated, this soil is suited to corn, barley, and alfalfa_ and, to a lesser extent, sugar beets and dry beans. Under dryland management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capability units IIIe-2, irrigated, and IVe-3, dryland; Loamy Plains range site; windbreak suitability group 1. 37—Fort Collins loam, 5 to 9 percent slopes. This strongly sloping soil is on terrace edges and the steeper part of fans. This soil has a profile similar to the one described as representative of the series, but the com- bined thickness of the surface layer and subsoil is about.18 inches. Included with this soil in mapping are a few small .seas of soils that are more sloping or less sloping and a few small areas of soils that have a gravelly surface layer. Also included are small areas of Larimer, Stoneham, and Kim soils. Runoff is rapid, and the hazards of wind and water erosion are severe. If irrigated, this soil is suited to alfalfa and barley and other small grain or pasture. It is suited to pasture or native grasses under dryland management. Capa- bility units IVe-1, irrigated, and VIe-1, dryland; Loamy Plains range site; windbreak . suitability group 1. Foxcreekc Series The Foxcreek series consists of deep, poorly drained soils that formed in alluvium. These soils are on low terraces and bottom lands and are underlain by sand ' and gravel at a depth, of 20 to 40 inches. Elevation ranges from 7,800 to 8,800 feet. Slopes are 0 to 3 percent. The native vegetation is mainly timothy, red - top, sedges, and other water -tolerant grasses. Mean annual precipitation ranges from 12 to 16 inches, ' mean annual air temperature ranges from 42' to 46' F, and the frost -free season ranges from 60 to 85 days. In a representative profile a 1-inch-thick layer of organic material is on the surface. The surface layer is mottled dark brown loam about 5 inches thick. The subsoil is mottled dark grayish brown or brown silty clay loam about 17 inches thick. The underlying ma- xial is mottled brown sandy clay loam about 14 nches thick over sand and gravel. 25 Permeability is moderate above a depth of about 36 inches and very rapid below that depth. The available water capacity is medium to high. Reaction is slightly acid above a depth of about 22 inches and neutral below that depth. These soils are mainly used for irrigated hay. Representative profile of Foxcreek loam, 0 to 3 per- cent slopes, in irrigated hayland, 400 feet south of Hohnholtz Lake Road, west of the Laramie River in sec. 7, T. 11 N., R. 67 W.: 0-1 inch to 0; undecomposed and partly decom- posed organic material. Alg-0 to 5 inches; dark brown (7.5YR 3/2) loam, dark brown (7.5YR 3/2) moist; common fine distinct dark reddish brown (2.5YR 3/4) mottles; weak moderate subangular blocky structure; hard, fri- able; slightly acid; clear smooth bound- ary. B2g-5 to 17 inches; dark grayish brown (10YR 4/2) silty clay loam, very dark grayish brown (10YR 3/2) moist; common me- dium distinct red (2.5YR 4/6) mottles; weak medium subangular and angular blocky structure; hard, friable; slightly acid; clear smooth boundary. B3g-17 to 22 inches; brown (10YR 4/3) silty clay loam, brown (10YR 4/3) moist; common fine distinct yellowish red (5YR 4/6) mottles; weak to moderate medium subangular blocky structure; very.hard, firm; slightly acid; clear smooth bound- ary. Clg-22 to 36 inches; brown (10YR 5/3) sandy- clay loam, brown (10YR 4/3) moist;. common medium distinct yellowish red (5YR 4/6) mottles; massive; hard, fri- able; neutral; clear smooth boundary. IIC2cag-36 to 60 inches; sand and gravel; very slightly effervescent; calcium carbonate on underside of pebbles. The A horizon is loam, clay loam, or silty clay loam 3 to 8 inches thick. It is slightly acid to neutral. The Bg horizon is loam, light clay loam, or silty clay loam. It is slightly acid to neutral. The C and IIC horizons are generally neutral or mildly alkaline. The IIC hori- zon is very slightly effervescent to strongly efferves- cent and weak accumulations of calcium carbonate are mainly on the underside of pebbles. 38—Foxcreek loam, 0 to 3 percent slopes. This nearly level soil is on low terraces and bottom lands. Included with this soil in mapping are a few small areas of Blackwell and Newfork soils. Also included are a few small areas of soils that have a' cobbly and stony surface layer. Runoff is slow, and the hazard of water erosion is slight. If irrigated, this soil is suited to hay and meadow. It is also suited to pasture or native grasses. Capability unit VIw-1, irrigated; .Mountain Meadow range site; not assigned to a windbreak suitability group. Gapo Series The Gapo series consists of deep, poorly drained LII I 1 I h L_ LARIMER COUNTY AREA, COLORADO dryland management it is suited to pasture and native "asses. Capability units IIIe-2, irrigated and IVe-3, "ryland; Loamy Plains range site; windbreak suit= ability group 1. 55—Kim loam, 5 to 9 percent slopes. This strongly sloping soil is on uplands and fans. This soil has the profile described as representative of the series. Included with this soil in mapping are small areas of soils that have a surface layer and subsoil of clay loam or silt loam and a few small areas of soils that have gravel on the surface. Also included are minor areas of Stoneham and Thedalund soils. Runoff is rapid, and the hazard of erosion is severe. If irrigated, this soil is well suited to pasture and, to a lesser extent, barley, alfalfa, and wheat. Under dry - land management it is suited to pasture and native grasses. Capability units IVe-1, irrigated, and. VIe-1, dryland; Loamy Plains range site; windbreak suit- ability group 1. 56--Kim-Thedalund loams, 3 to 15 percent slopes. This complex consists of gently sloping to moderately steep soils on uplands, fags, and valleysides. It is about 45 percent Kim loam and about 35 percent Thedalund loam. Kim loam is smoother and less sloping, and Thedalund loam is steeper. These soils have profiles similar to the ones described as representative of their respective series, but the surface layer is about 4 or 5 inches thick. Included with these soils in mapping are a few small areas of Renohill and Midway soils, a few small out- crops and gravel knobs, and some small seep spots. Runoff is rapid, and the hazard of erosion is severe. these soils are mainly used for pasture and native scasses. Capability unit VIe-1, dryland; Loamy Plains range site; windbreak suitability group 1. Kirtley Series The Kirtley series consists of moderately deep, well drained soils that formed in material weathered from reddish brown sandstone and shale. These soils are on uplands and side slopes and are underlain by soft shale at a depth of 20 to 40 inches. Elevation ranges from 5,600 to 6,400 feet. Slopes are 3 to 1:5 percent. The native vegetation is mainly blue grama, side -oats grama, western wheatgrass, yucca, and rabbitbrush. Mean annual precipitation ranges from 15 to 18 inches, mean annual air temperature ranges from 47' to 50' F, and the frost -free season ranges from 115 to 130 days. In a representative profile the surface layer is red- dish brown loam about 4 inches thick. The subsoil is reddish brown heavy loam about 14 inches thick. Be- low this is light reddish brown loam about 8 inches thick that is underlain by soft sandstone and shale. Permeability is moderate, and the available water capacity is medium. Reaction is mildly alkaline. These soils are used mainly for native grasses. Representative profile of Kirtley loam in an area of Kirtley-Purner complex, 5 to 20 percent slopes, in native grass, 70 feet south of access road in sec. 14, T. 10 N., R. 70 W.: Al-0 to 4 inches; reddish brown (5YR 5/3) Ioam, dark reddish brown (5YR 3/3) 33 moist; moderate fine granular struc- ture; slightly hard, friable; mildly alka- line; abrupt smooth boundary. B21t-4 to 11 inches; reddish brown (2.5YR 4/3) heavy loam, dark reddish brown (2.5YR 3/3) moist; moderate very fine subangu- lar blocky structure; hard, friable; thin nearly continuous clay films; mildly al- kaline; clear smooth boundary. B22t-11 to 18 inches; reddish brown (2.5YR 5/4) heavy loam, dark reddish brown (5YR 3/4) moist; moderate fine pris- matic structure parting to moderate me- dium subangular blocky; hard, friable; thin nearly continuous clay films; mildly alkaline; clear smooth boundary. Clca-18 to 26 inches; light reddish brown (2.5YR 6/4) loam, reddish brown j (2.5YR 4/4) moist; massive; hard, fri- able; visible calcium carbonate as seams and streaks; strongly effervescent; 25 percent weathered red sandstone chan- ners; moderately alkaline; abrupt smooth boundary. C2r-26 to 60 inches; red sandstone. Thickness of the Mollie epipedon ranges from 7 to 15 inches. The A horizon is loam or fine sandy loam 3 to 6 inches thick. The B horizon is loam or light clay loam 9 to 20 inches thick. The A and B horizons range from neutral to mildly alkaline. Content of rock frag- ments ranges from 0 to 15 percent in the A and B horizons. 57—Kirtley loam, 3 to 9 percent slopes. This gently sloping or strongly sloping soil is on uplands and valleysides. This soil has a profile similar to the one described as representative of the series, but the com- bined thickness of the surface layer and subsoil is about 20 inches and depth to sandstone is about 30 inches. Included with this soil in mapping are some small areas of outcrops and some small areas of soils in which sandstone. fragments are in the profile. Also included are small areas of soils that are more sloping or less sloping and small areas of Harlan and Purner soils. Runoff is medium to rapid, and the hazard of ero- sion is severe. This soil is well suited to pasture and native grasses under dryland management. It is less well suited to wheat and barley. If. irrigated, it is suited to barley, wheat, and alfalfa. It is also suited to pasture. Capa- bility units IVe-1, irrigated, and IVe-3, dryland; Loamy Foothill range site; not assigned to a wind- break suitability group. 58—Kirtley-Purner complex, 5 to 20 percent slopes. This complex consists of strongly sloping to moder- ately steep soils on uplands and valleysides. It is about 45 percent Kirtley loam and about 40 percent Purner fine sandy loam. Kirtley loam is smoother and less sloping, and Purner soil is steeper. The Kirtley soil has the profile described as representative of the Kirt- ley series. The Purner soil has a profile similar to the one described as representative of the Purner series. Included with these soils in mapping are some small 1 11 42 SOIL SURVEY 4/3) moist; moderate medium and coarse prismatic structure parting to moderate medium subangular blocky; very hard, firm, very sticky and very plastic; thin nearly continuous clay films on peds; noncalcareous; mildly alkaline; clear smooth boundary. 133ca-24 to 29 inches; pale brown (10YR 6/3) clay loam, brown (10YR 5/3) moist; weak medium subangular blocky struc- ture; very hard, firm, very plastic; few thin patchy films. on ped faces; visible calcium carbonate occurring as small nodules; calcareous; moderately alka- line; gradual smooth boundary. Clea-29 to 47 inches; light yellowish brown (10YR 6/4) clay loam, dark yellowish brown (10YR 4/4) moist; massive; very hard, firm, sticky and plastic; visible calcium carbonate occurring as nodules, thin seams, and streaks; calcareous; moderately alkaline; gradual smooth boundary. C2ca-47 to 60 inches; light yellowish brown (2.5Y.6/3) clay loam, light olive brown (2.5Y 5/3) moist; massive; very hard, firm, sticky and plastic; some visible calcium carbonate but less than in the Clea horizon; calcareous; moderately alkaline. The A horizon is light clay loam or clay loam 10 to 12 inches thick in cultivated areas. The combined thick- tss of the A and B horizons ranges from 16 to 40 ches. The 132t horizon is heavy clay loam or light clay. Depth to calcareous material ranges from 10 to 30 inches. Sand and gravel are below a depth of 40 inches in some profiles. Some profiles have substrata with a redder hue. 73—Nunn clay loam, 0 to 1 percent slopes. This level soil is on high terraces and fans. This soil has a profile similar to the one described as representative of the series, but the combined thickness of the surface layer and subsoil is about 35 inches. Included with this soil in mapping are small areas of soils that are more sloping. Also included are a few small areas of Satanta, Fort Collins, and Ulm soils and a few small areas of soils that have a surface layer and subsoil of silty clay loam. Runoff is slow, and the hazard of erosion is slight. If irrigated, this soil is suited to corn, sugar beets, beans, barley, wheat, and alfalfa. Under dryland management it is suited to wheat or barley. It is also suited to pasture and native grasses. Capability units Its-1, irrigated, and IIIe-1, dryland; Clayey Foothill range site; windbreak suitability group 1. 74—Nunn clay loam, 1 to 3 percent elopes. This nearly level soil is on high terraces and fans. This soil has the profile described as representative of the series. Included with this soil in mapping are a few small areas of soils that are more sloping or less sloping and a few small areas of soils that have a surface layer and subsoil of silty clay loam. Also included are small areas of Satanta, Fort Collins, and Ulm soils. Runoff is slow to medium, the hazard of wind erosion is slight, and the hazard of water erosion is moderate. If irrigated, this soil is suited to corn, sugar beets, beans, barley, alfalfa, and wheat. Under dryland management it is suited to wheat and barley. It is also well suited to pasture or native grasses (fig. 10). Figure 10.—Alfalfa bales on Nunn clay loam, 1 to 3 percent slopes. LJ I 1 1 t 1 1 t LARIMER COUNTY AREA, COLORADO Capability units IIe-1, irrigated, and IIIe-6, dryland; 'layey Foothill range site; windbreak suitability group 75—Nunn clay loam, 3 to 5 percent elopes. This gently sloping soil is on high terraces and fans. This soil has a profile similar to the one described as rep- resentative of the series, but the combined thickness of the surface layer and subsoil is about 24 inches. Included with this soil in mapping are small areas of soils that are more sloping or less sloping and a few small areas of soils that have a surface layer of light clay. Also included are a few small areas of Satanta and Ulm soils. Runoff is medium. The hazard of water erosion is moderate, and the hazard of wind erosion is slight. If irrigated, this soil is suited to barley, alfalfa, and wheat and, to a lesser extent, corn, sugar beets, and beans. Under dryland management it is suited to wheat or barley. It is also well suited to pasture and native grasses. Capability units IIIe-2, irrigated, and IIIe-7, dryland; Clayey Foothill range site; windbreak suit- ability group 1. 76—Nunn clay loam, wet, 1 to 3 percent slopes. This nearly level, somewhat poorly drained soil is on low terraces and alluvial fans, commonly adjacent to drainageways. This soil has a profile similar to the one described as representative of the series, but a seasonal high water table is at a depth of 20 to 30 inches during part of the growing season. Included with this soil in mapping are a few small areas of soils that have a strongly alkaline surface layer and a few small areas of soils that are moderately ell drained. Also included are a few areas of soils iat have a surface layer of loam or clay and a few areas of soils that are less sloping. Runoff is slow, and the hazard of erosion is slight. This soil is suited to pasture and hay. If the water table is lowered by management practices, corn, sugar beets, wheat, and barley can be grown. Capability unit IIIw-1, irrigated; Wet Meadow range site; windbreak suitability group 5. Otero Series The Otero series consists of deep, well drained soils that formed in alluvium and wind -deposited material. These soils are on alluvial fans and terraces. Elevation ranges from 4,800 to 5,600 feet. Slopes are 0 to 15 percent. The native vegetation is mainly blue grams, needlegrass, bluestems, and some forbs and shrubs. Mean annual precipitation ranges from 13 to 15 inches, mean annual air temperature ranges from 48' to 50' F, and the frost -free season ranges from 135 to 150 days. In a representative profile the surface layer is brown sandy loam about 4 inches thick. The underlying material is pale brown sandy loam about 13 inches thick over light brownish gray sandy loam. Permeability is rapid, and the available water ca- pacity is medium. Reaction is mildly alkaline above a depth of about 4 inches and moderately alkaline below that depth. These soils are used mainly for native grasses and or dryfarmed crops. A few areas are used for ir- rigated crops. 43 Representative profile of Otero sandy loam in an area of Otero -Nelson sandy loams, 3 to 25 percent slopes, in native grass, about 300 feet south and 1,420 feet west of the northeast corner of sec. 11, T. 10 N., R. 68 W. : Al:--0 to 4 inches; brown (10YR 5/3) sandy loam, dark brown (10YR 3/3) moist; weak very fine granular structure; soft, very friable; calcareous; mildly alka- line; clear smooth boundary. Clca-4 to 17 inches; pale brown (10YR 6/3) sandy loam, brown. (10YR 5/3) moist; weak medium and coarse subangular blocky structure; hard, very friable; cal- careous; visible calcium carbonate as few soft spots; moderately alkaline; gradual. smooth boundary. C2ca-17 to 60 inches; light brownish gray (10YR 6/2) sandy loam, dark grayish brown (10YR 4/2) moist; massive; hard, very friable; calcareous; visible calcium carbonate as few soft spots; moderately alkaline. The A horizon is sandy loam or fine sandy loam 8 to 12 inches thick in cultivated areas. The C horizon is sandy loam or fine sandy loam. The soil is generally calcareous throughout, but the surface layer is leached in places. Distribution of lime in the profile is erratic. Soft sandstone is at a depth of 40 to 60 inches in some profiles. 77—Otero sandy loam, 0 to 3 percent slopes. This nearly level soil is on uplands and fans. This soil has a profile similar to the one described as representative of the series, but the surface layer is about 10 to 12 inches. thick. Included with this soil in mapping are some small areas of soils that have a surface layer of loam or fine sandy loam. Also included are some areas of soils that are redder and a few small areas of Ascalon, Nelson, and Kim soils. Runoff is slow. The hazard of water erosion is slight, and the hazard of wind erosion is moderate. If irrigated, this soil is suited to corn, barley, sugar beets, wheat, and beans. Under dryland management it is suited to pasture and native grasses and, to a lesser extent, wheat and barley. Capability units IIIe-5, irrigated, and IVe-5, dryland; Sandy Plains range site; windbreak suitability group 2. 78—Otero sandy loam, 3 to 5 percent elopes. This. gently sloping soil is on uplands and fans. This soil has a profile similar to the one described as representa- tive of. the series, but the surface layer is about 8 inches thick. Included with this soil in mapping are a few small areas of soils that are more sloping or less sloping. Also included are some small areas of soils in which sandstone is at a depth of 40 to 60 inches and a few small areas of Ascalon, Nelson, and Kim soils. Runoff is medium, and the hazard of erosion is moderate. If irrigated, this soil is suited to barley, wheat, alfalfa, and pasture and, to a lesser extent, corn and beans. Under dryland management it is well suited to pasture and native grasses. Capability units IIIe-4, irrigated, and VIe-2, dryland; Sandy Plains range, site; windbreak suitability group 2. 50 SOIL SURVEY C2ca-44 to 60 inches; very pale brown (10YR 7/3) fine sandy loam, brown (10YR 5/3) moist; massive; soft, very friable; vio- lently effervescent; visible secondary calcium carbonate as seams and streaks; moderately alkaline. The A horizon is loam br light clay loam 4 to 11 inches thick. The B horizon is loam or light clay loam. Thickness of the mollic epipedon ranges from 7 to 18 inches. Reaction ranges from neutral to moderately alkaline. Depth to calcareous material ranges from 15 to 20 inches. 94—Satanta loam, 0 to 1 percent slopes. This level soil is on terraces and uplands. This soil has a profile similar to the one described as representative of the series, but the combined thickness of the surface layer and subsoil is about 24 inches. Included with this soil in mapping are a few areas of soils that are more sloping. Also included are small areas of Fort Collins and Nunn soils. Runoff is slow, and the hazard of erosion is slight. If irrigated, this soil is well suited to corn, sugar beets, beans, alfalfa, barley, and wheat. Under dryland management it is suited to wheat and barley. It is also well suited to pasture or native grasses. Capability units 1, irrigated, and IIIe—1, dryland; Loamy Foothill range site; windbreak suitability group 1. 95—Satanta loam, 1 to 3 percent slopes. This nearly level soil is on terraces and uplands. This soil has the profile described as representative of the series. Included with this soil in mapping are a few small areas of soils that are more sloping or less sloping. ,o included are a few small areas of Fort Collins, nn, and Altvan soils. Runoff is slight, and the hazard of erosion is slight to moderate. If irrigated, this soil is suited to corn, sugar beets, beans, alfalfa, barley, and wheat. Under dryland management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capability units IIe-1, irrigated, and IIIe-6, dryland; Loamy Foothill range site; windbreak suitability group 1. 96—Satanta loam, 3 to S percent slopes. This gently sloping soil is on terraces and uplands. This soil has a profile similar to the one described as representative of the series, but the combined thickness of the surface layer and subsoil is about 18 inches. Included with this soil in mapping are some small areas of soils that are more sloping or less sloping. Also included are small areas of Fort Collins, Nunn; and Altvan soils. Runoff is medium, and the hazard of erosion is moderate. If irrigated, this soil is suited to barley, wheat, and alfalfa and, to a lesser extent, corn, sugar beets, and beans. Under dryland management it is suited to wheat and barley. It is also well suited to pasture and native grasses. Capability units IIIe-2, irrigated, and IIIe-7, dryland; Loamy Foothill range site; windbreak suit- ability group 1. 97—Satanta loam, gullied, 3 to 9 percent slopes. This gently sloping to strongly sloping soil is on uplands and side slopes. It receives runoff from adjacent, ter -lying, shallow soils. This soil has a profile similar to the one described as representative of the series, but the combined thickness of the surface layer and subsoil is about 15 inches. Included with this soil in mapping are a few areas of soils that have gravel on the surface. Also included are a few small areas of Carnero and Kim soils, many gullies as much as 15 feet wide and 10 to 12 feet deep, and many smaller gullies between. Runoff is medium to rapid, and the hazard of erosion is severe. This soil is best suited to pasture and native grasses. If runoff from adjacent areas can be diverted, wheat and barley can be grown,.. Capability unit IVe-4, dry - land; Loamy Foothill range site; not assigned to a windbreak suitability group. Satanta Variant This variant consists of deep, somewhat poorly drained soils that formed in alluvium. These soils are on terraces and are underlain by material high in con- tent of calcium sulfate at a depth of 20 to 40 inches. Elevation ranges from 4,800 to 5,600 feet. Slopes are 0 to 3 percent. The native vegetation is saltgrass, blue- grass, sedges, and other water -tolerant grasses. Mean annual precipitation ranges from 13 to 15 inches, mean annual air temperature ranges from 48' to 50' F, and the frost -free season ranges from 135 to 150 days. In a representative profile the surface layer is dark grayish brown clay loam about 9 inches thick. The subsoil is grayish brown, light brownish gray, and light gray clay loam about 17 inches thick. The under- lying material is white loam about 9 inches thick and light gray sandy loam about 25 inches thick. Permeability is moderate, and the available water capacity is high. Reaction is moderately alkaline. These soils are used for irrigated and dryfarmed crops and for pasture. Representative profile of Satanta Variant clay loam, 0 to 3 percent slopes, in irrigated cropland, 1,000 feet east and 1,150 feet south of the northwest corner of sec. 1, T. 6 N., R. 68 W.: Ap-0 to 9 inches; dark grayish brown (10YR 4/2) clay loam, very dark grayish brown (10YR 3/2) moist moderate fine gran- ular structure. slightly hard, friable; calcareous; moderately alkaline; clear smooth boundary. 131-9 to 14 inches; grayish brown (JOYR 5/2) clay loam, dark grayish brown (10YR 4/2) moist; moderate fine subangular blocky structure; hard, friable; thin patchy clay films on peds ; calcareous; moderately alkaline; clear smooth bound- ary. B2t-14 to 22 inches; light brownish gray (10YR 6/2) clay loam, dark grayish brown (10YR 4/2) moist; moderate medium prismatic structure parting to moderate fine and medium angular and subangular blocky; hard, friable; thin patchy clay films on peds; calcareous; moderately alkaline; clear smooth boundary. B3cs-22 to 96 inches; light gray (10YR 7/2) DRAINAGE AND EROSION CONTROL. PLAN DRAWINGS AND DETAILS Appendix J I I I �\\ / I I / I I I [1 t 0 1 1 STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES- CONSTRUCTION SEQUENCE SEED04G CHART r STRAW BALES STAKED Table 11.2- (Recommended Specks and Application Roles of Seeds m WITH TWO STAKES 3 1. The City of Fort Collins Slormirater Ulaity erosion control inwector must be notified al SEWENLE FOR 2003 AND 2001 ONLY p Y Vegetation PER BALE of for Tem «ar V elation and/or Cover Crops. F TWINE least 24 hours Prior la on, construction on this site. INDICATE By USE OF A BAR LINE OR SYMBOLS WHEN EROSION CONTROL MEASURES WILL BE POINT A MUST BE INSTALLED. MAJOR MODIFICATIONS TO AN APPROVED SCHEDULE MAY REWIRE SUBMITTING A Species Seazon 1 Drilled Pounds/Acre HIGHER THAN 2. All required perimeter silt fencing shill be installed 2dZ to any land distrufoing i ctivily NEW SCHEDULE FOR APPROVAL BY THE CITY ENGINEER. (stockpiling, stripping, grading, etc). All other required erosion control mensures shill be OatsAnnuRyegrass Cod 20 A PgNi B A installed at the appropriate time n the construction sequence as indicated in the approved Oats Cool 70 Project schedule, construction pions. and erosion control report. B • ' - 3. Pre-OisturDance Vegetation shall be protected and retained wherever possible. Removal « disturbance of existing Vegetation shot be limited to the area required for immediate A construction operations. and far the shortest pwcticol period of time. 1 A SECTION A PLAN VIEW 4. All sail exposed during land disturbing activity (stripping, grading, utility installations, (oting. eta) MaK be kept in a roughened condition by ripping w diking ding A - GENERAL NOTES: IS. contours until mach. vegetation, « other permanent erosion cantrd is installed. No IS. COMPACTED sods in wens Outside project street rights of way shall remain exposed by land disturbing BACKFTLL F,OW 1. INSPECT, REPAIR, AND REPLACE. activity for more than thirty (30) days befwe required temporary ar permanent erosion (IF NECESSARY), THE FILTERS AFTER control (e.g. seed/mulch, londscoping, etc.) is installed, unless otherwise approved by the EACH STORM EVENT. Sturmwater Utiily. Iti 2. ALL BALES MUST BE REPLACED AFTER 12 5. The Properly snail watered and at all limes during construction activities so MONTHS UNLESS APPROVAL IS GRANTED BY All caused erasion. All Iona disturbing activities shall be immediately u anddisturbing to prevent windfugitive THE ENGINEERING DIVISION FOR LONGER USE. di when bng ive oust impacts adjacent prop«lion, as determined by the City of Fort PROFILE VIEW Collinsued Fart CEngineering Department. EROSION BALE CHECK DAM 6. All temp«ory (structural) erosion contra measures Mal be inspected and repaired at - reconstructed as necessary after each runoff event n Order to assure continued performance of their intended function. All retained sediments. particularly those an paved roadway CURB INLET surlac., 0.11 be removed and disposed of n a manner and location, S. as not to Cause their release into any drainogeway. O 7. No sod stockpile Mall exceed ten (10) feet in height. All said stockpiles Mall be Protected from sediment transport by surface roughening. watering• and perimeter silt fencing. Any sod GRAVEL FILTER �� stockpile remaining alter 30 days shall be seeded and mulched. (APPROX. 3/i DIAJ B. City Ordnance prohibits the tracking, dropping. ar depositing al sods or any other material CONCRETE WIRE SCREEN BLOCX A (APPROX, I/2• MESH) onto City streets by or from any vehicle. Any inadvertent deposited material Mon be cleaned mmediately by the contractor. A 9. All disturbed anal lh.11 be reseeded and mulched. 2-xi WOOD STUD O OVERFLOW FILTERED'WATER YEAR 2003 2004 Jul Aug S.P Oct Nov Dec Jan Feb Nor Apr Moy Jun Jul Auq MW TH OVERLOT GRADING WIND EROSION CONTROL Sod Roughening Pvbweter Barrier Addicma B«lien Vegetative Method! sea S.aamt Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Intel Fillers Strove Barriers . Silt Fence Barriers Send Bogs Bare Said Prep«.lion Cont., Furrows Terracing Aspnalt/Concrete Paving Other -Gravel Mulch VEGETATIVE: Permanent Seed Piercing Mulching/Sealont Temporary Seed Planting Sod (net allaliw Netting/Mats/Blankets Other Cereal Rye Cool 40 Wheal - Winter Cool 40 Wheat - Spring Coal 60 Barley Cod 60 Millet Warm 30 Z Hybrid udan Warm 15 C] SorghumWwm 10 N Cad season gases woke their major growth inorn the T*. Wwm season grasses make their moor growth in late loving and summer. TaM< 11.1 identifies plxtng dotes far perennid no temporwy/cover crop 9'..... Table 11.4. Planting Doles for Perennial and Tempaiory/Cover Crap Crosses. DATE PERENNIAL TEMPORARY/COVER GRASSES CROP GRASSES `P In ^ ^ oil - 0 Worm Cod Warm Cool Jan 01 - Feb 26 Yes Yes No No Mar 01 -Moy IS Yes Yes No Yes aa S`-BET . E. CCCW. niY-?t E E�p1••I 2 May 16 - May 31 Yes No Yes No R 3 Qo y-�id Jun Ol - Jul 31 No No Yes No Aug Ol Aug 31 No Yes No Yes F�m L DYw=-4 ] ?: y i EY�y?E 54q?y - Sep 01 -Sep 30 No No No Yea Yes No No a 16'G-113. g Oct 01 - Dec 31 Yes to in One ar mare of the 5•a d SEw :vEdwE 2g �V6Sa Mulching Moll be used assist "tolaishmenl of vagelotim. following mulches all be used with a perennial drNand grass seed mixture, or a M ;g/= hh i °' B e[ fV. ae igiYNB n or Vegetatiocover crop. t5 Mulch Acceptable Data. of use Application Rote Straw at Hoy Jon 01 - Dec 31 1 1/2-2 tons/owe Hydraulic (wood or paper) Mar 15 - may 15 1 1/2-2 tons/acre ¢. Erosion control (mots « blankets) Jon 01 - Dec 31 Not applicable - RUNOFF s W Hay ar straw mulch a on be tree of noxious seds weeds and at least 50R of the liver shall be 10 inches « more el length. When seeding With motive grasses nay from a native i - W gross is a suggested mulching material, if i eoaiNd. j WIRE SCREEN CURB INLET It migation is used. hydraulic mulches may be applied Iron March 15 through Sep 30. Lu GRAVEL FILTER Y•Xi WOW STUD Hay or Straw udcn La q0 mil EROSION CONTROL SUMMARY « SCREEN _mcU A 3RE B°� www rr]�in pwro APai n EsxWlsv6 L Hay or straw mulch will be anchored to the sod by one o( 6F $3 -2 3 o-i V Iz PLAN VIEW `SECTION the following methods: GENERAL NOTES: A RNG I 1 - ]4 A2. As. !9 BD.e 95.0 95.3 goat SIJ].941 1, INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. (a) A crimper which will crimp the fiber lour inches or CR II 9-xl, '9. F6. 051, OS] e0.1 94} 95} 9e6 !}0.]]6 REMOVE SEDIMENT WEN ONE HALF OF THE FILTER DEPTH more into the soil. At least 50% of the fiber HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED - Mal be 10 inches or more in length. IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER -- - - - FILTERING MEASURE. (b) Manufactured mach netting installed over the noy PRELIMINARY or straw according to manufacturers instructions. NOT FOR CONSTRUCTION 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED May B, 2000 FROM TRAVELED WAY OF ROADS. (c) Tockifi«s sproyed on the mulch to the manufocturer's recommendation. EROSION CONTROL CURB INLET GRAVEL FILTER 2. All straw or hay must be free of noxious weeds. ra. NDPES PERMIT NOTES air or CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP W1rras wave. 1. SITE DESCRIPTION: Lawn srlw a. Single k multi family residential construction which consists of overlol graving, utility work Ines hen roadway construction and the construction of a retention/detention pond. excer so. we 1. y. The major activities are planned in the following sequence: 1. Clearing and Grubbing necessary for perimeter controls 2. Installation of perimeter controls. 'a, 3. Demolition of existing structures vati 1. Overlot grading including temporary diversion swoes. ' S. Gmdng or detention/retention facilities 6. Utility construction - inducing storm ow ww 1s N `-ram StaOilizotion. mcWtling Beetling B]. Roadway construction ws 11Aar. ¢. _ 9. Removal of control measures SECTION A-A� ran ca aura C. The site contains 11.95 acres. All 44.95 acres of the site are expected to undergo INLET PROTECTIO 4 °® rw' clewing ond/or grading. IwadP X or lots. 11EION1 LWLER s10aE SIZE 4d D[SLM1Cx 1. TH eMN 92E IN PoIMSI INCHES) cuss a- To - IN es S - ]0 H - S 5 go 6 2 _ 10 CI CUSS 11 TO - IN ..a S - TO ins 25 - 50 2 - 10 as 3 11 N$5 is IN 1215 S - TO 05 n - W 175 Ia 2 - m 1a CUSS 24, 10 3500 S - TO 11N n - N 3 - 1a 35 N O En mu c am mEjnre NOf Of =_moN Q O-Oqn c'i j£ W m0- V% ru T'r 5 In _- - m rc. [pren. iwo ru w["-1.e vier, Il' .a[,Ip.[' a` `1a'nx.a car rn[[ r'Nrc wcwua d' Rational -C- is0.20 be/.re construction. Rational -C- is0.63 oiler construction, The As . yEµ PMII¢f WE Al ;iASI S H11RM OF HE MSSS Swu BE S1aMS EWY OR Vital[VitalTask Our.. we raTours 1. His, site lies within the Moderate Rainfall Erodlbilily Zone and Low Wind Erodibilay Zone per the City TM Dec'exas of Fort Collins zone maps. With the existing site slopes of approximately 1E to 5A the new improvements will be subjected to both wind and ronfal erosion, "WNr DN x TO 1 W AOP(s CR plain ON. F SLOPES NIf STEEPER. A I -ter . The Dredevelopmenl property consists of open farm land Before construction, (he site consisted of form land with motive grosses and weeds. v NAI `-Irw I. There we no anticipated pollution sources. There will be no Vehicle storage Or clewing on site. There will be no chemical storage an site. g. There will be anticipated nx-starms.ew component. of discharge. PLAN VIEW `® L. ram Tw lwow 's a.x.eeM oft w ern .ro h. The downstream receiving water rs the Lorimer and WNd County Canal. Storm water runoff N �� `��� V 'wrwmw'o.' x r v r1' wee r- LN[ from the developed portion of the site will be transported to on ce-site detention/retwition Q N•awr[ waft.. 1wVns r w[ 1. 1 s' .. Lw1 - 1. .1. r w and b curb k tie. ~ w I .1 a.v - s .[°S . wassm°�ilr nni assN.adxau ni a wi11 wv'[: <i: . .w-[`°'rA". 1. .1 irk w1. w s now. p Y gutter DiDes, channels and overland Meet flaw. W 1. 1rww we wax oil--rVICTM eshi [i wLL K ll i. a -a. owl wI :.vi uNsa We n�. SILT FENCE Q 2, 511E MAP: wc' STRAW BALE STRUCTURES HOTrw. a. See Drainage A Erosion Conrad Plan. CENTER TY COLORADO Z CALL UTILITY NOTIFICATION Q 3, BMP'S FOR STORMWATER POLLUTION PREVENTION W 1. VEHICLE iRAXNK CWi SHs.l BE LOCATED a. Erosion and Sediment Controls: See Erosion Control Notes and Sequence Table (this 1-800-922-1987 1- AT MAN EMILACE/EWT TO THE CONSINMCTION SITE. sneel). cur ]eulKvo.n w'w.v['e C-) O SLOPE eeraw[.a a.o. r+'«.aR[uxvAla Z Z I. VEW E TPI10 P wT SANY BE WNI.WED I,wyNpTp «m/[fApMmM AS HEEDED 10 PREVENT un wiERW FRW KENO b. Materials waste, Handling and $pint fPrevention:xcesMeasures should to undertaken es control building do W.-GaluraT = J TRADI([D orrto arc smEEl. mill leave and waste, and diwmd of recess asphalt and excrete to ensure these materials do LL OC ,{� not leave the site and ng the as. wart pond clench eventually omts should to Fosse Creek, N 1- pfW J. 5(pYEM .OLD OTHER WTERNL STILD. DROPPED ASPndI. excrete. budding materials. .osl4 and cleanup by-prodads snwld not be discM1arged U.1 Z A _% OR TRACXCO ONTO CITY STREET sMNL BE ANEDNTELI No the on -site curb Well, and storm sewer systems nor Mould they enter the off -site Cityof Fort Collins, Colorado THESE PLANS HAVE BEEN RENEWED BY X M O M' _,O REwOVED, detention pond. In the event of a Anal from the site into an x-site curb inlet a. storm seer ME LOCAL ENTITY FOR CONCEPT ONLY. W O U R' system, appropriate meohires should be undertaken immediately to remove the sCiled materials UTILITY PLAN APPROVAL THE REVIEW DOES NOT IMPLY 002 aZ D : d50 = STATE CLASSIFICATION FOR NOMINAL ,b, and prevent future spills from occurring, APPROVED' �_ RESPONSIBILITY BY THE REVIEWING W X 0 0 STONE SITE. W,y City Elµ..., - 4. FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT: Dale DEPARTMENT, THE LOCAL ENTITY D. ALL EDGES WILL BE 'TOED' IN10 ABOVE DIMENSION. o, See Erosion Control Notes this sheet tar final stobilizatix measures to control Pollutants ENGINEER, OR THE LOCAL ENTITY FOR w p Z U CHECKED BY: ACCURACY AND CORRECTNESS OF ME o 2 W WK in starmwaler discharges. later R lerteweler U41ily Del< CALCULATIONS. FURTHERMORE. THE J U W IF RIP -RAP TO BE HALL EDP RENEW DOES NOT IMPLY THAT GRgTT SHALL BE IN ACCORDANCE TO 5, OTHER CONTROLS: CHECKED BY: WANTITIES OF ITEMS ON ME PLANS PRpJEC1 W. ASTMLIIO]-LATEST REVISION. Measures should be undertaken to remove excess waste products from the site and Slarmsater Uoitr D°l° ARE ME FINAL WANTITIES REWIRED. GRWT SHALL BE VIBRATED IN PLACE- i/2/T- n/.• PINKFAVODYER o,¢`0 dispose of these waste materials all -Tile in an appropriate manner n addition. measures THE RENEW SHALL NOT DE CONSTRUED 614003 TUPS OF EXPOSED RIP -RAP WILL BE PE Mould be undertaken to limit off -site said tracking of mud and debris spillage from vehicles CHECKED BY: VET BRUSHED AND CLEANED OF GROUT (caving Ine vie. Mad xa aeh.iA should not be tracked along roaawan and am.ee to enter Perks lk RNses0ea Oste IN ANY REASON AS ACCEPTANCE OF TO EXPOSE RIP -Ron COLOR. a- law, non -protected drainage ways which discharge eventudly into the Cache La Poudre River. LOCAL LEN ITY FOR ADDITIONAL BY ME x'wxG No. CHECKED By. LOCAL TIESO FOR ADgTIWAL CS220 6. INSPECTION AND MAINTENANCE: inRe Eoii.ter Dale WANTITIES Di ITEMS G SHOWN THAT MAY I.zJLL RIP RAP DRAWING VEHICLE TRACKING MAT a. Inspection and maintenance should be undertaken x o regular basis as Outlined n CHECKED By: BE REWIRED DURING ME SHEET 10 OF 76 9 Dete CONSTRUCTION PHASE. Section 6 0l the Terms and Conditions of the COPS General Permit. I �II �J 1 1 1 1 1 1 1 0 1 ' gs ' a 'e„ ;a "s' ��� ' �'�� :T�,� 7 L LJ .' Lji 7 J 1 0 HYDROLOGY TABLE E$ Design Composite Point Basin(s) Area (acre) "Cn Q2 Ids► Q100 (ds) Z 1 1 1.18 0.65 1.78 8.89 o 2 2 0.76 0.40 0.54 2.51 3 3 0.37 0.65 0.57 2.85 4 4 0.45 0.50 0.53 2.50 DRAINAGE INLET SUMMARY GENERAL DRAINAGE NOTES 5 5 0.25 0.65 0.40 2.00 6 6 2.68 0.65 3.92 18.94 1. All street. smRck, sewer, storm Inner and water c ..traction shalt conform to City of k 6A 6A 0.17 0.67 0.32 1.42 Fart Collins standards and speaitictions current at dote of execution of the Development Agreement pertaining to thin development. Any construction occurring three years after 7 7 2.19 0.65 3.33 16.56 esecutwn of the development agreement soon require re-evamination of the pions by the City Engineer who may require that they be made to conform to standards and 8 8 2.37 0.65 325 15.86 spsclfk of ins current at that lime. Y An- 9 9 1.40 0.73 2.52 12.11 2. The type, size. location and number of all known underground utilities are approximate p as known on the drawings. 11 shall be the responsibIlity of lire contractor to verify the F _ •9 y ' Y 10 10 0.78 0.70 1.41 6.77 existence and location of on underground utilities along the route of the work. Before O' L•Y Y '1�9y 3g 11 11 0.32 0.67 0.58 2.67 Cwnmencing new construction. the contractor shall be responsible for locating unknown jV s:�,Yi6 IYy'gy - underground utilities. a s i?tl"Bd YEg<b ;}� 12 12 0.94 0.67 1.58 7.69 fi"gs3> "Yy:s?.6 i 3. The Engineer who has prepared these plans, by execution and/or seal hereof, does 6-!.• Cq Ydy. 13 13 0.41 0.67 0.74 3.42 hereby affirm responsibility to the City of Fort Calks, as a third party beneficiary of soon 8 , li Fyy' k(`W '3 qyy 2 Engineei .M, for any errors and Omissions contained ;n these plans. and approval of e[�Ei Ys i864Y8 d14 14 024 0.75 0.51 223 these plans by the Director of Engineering shall not relieve the Engineer who has preparea 15 15 2.32 0.57 2.80 13.35 these plans of on such responsibility. Further. the Engineer, hereby agrees to odd fiarmleIs all fnabrtks. claims. and demands which may arise from any errors and 16 16 0.31 0.67 0.57 2.58 omissions contained in these plan.. a s 17 17 1.00 0.67 1.63 7.82 4. Prior to commencement of any construction, the contractor shad giro the City n 18 18 0.95 0.67 1.63 7.89 Engineering Department (221-6609) and Erosion Control Inspector (221-6589) `: a 19 19 2.01 0.65 3.01 14.89 lw<nlr-four (z<) hours aavon<e,nou«. 20 2Q 1.40 0.65 2.17 10.40 5. Maintenance of ons;te drainage facilities shalt be the r.,zesibi;lY of the properly i Z own<n.w' = j 21 21 0.94 0.65 1.48 7.14 6. An recommendations of the Ind drainage and «oer= contra study far the Vona 'sou uu a 22 22 0.98 0.70 1.80 8.51 development by sear -Brown will x complied with. La Les �u 23 23 2.58 0.70 4.11 19.90 kin �� .s jes ]. Prior to fine Inspection and acceptance by lire City, certification of me drainage facilities. by a registered professional engineer, must be submitted to and oppronal by '"Z 24 24 0.53 0.73 0.97 -4.78 the stwm.oter utility 25 25 2.23 0.45 2.26 10.40 a Far <pmmer<;a one main-mmnv developments, certification of all drainage facilities 26 26 0.35 0.73 0.72 3.16 Anal be submitted to the Stormwater Utility at least two weeks prior to the mense of a certificate of occupancy. Individual dot certific.0on, as specified in the development 27 27 0.89 0.73 1.67 8.oa POND SUMMARY agreement, must be submitted to, the storm -user Utility at least two weeks prior to the PRELIMINARY 28 26 0.89 0.73 1.67 8.14 rekaae of a certificate of occupancy for such lot. NOT FOR CONSTRUCTION May 8, M3 b. Far singe family development_ certilicafian of all dro;n a facilities shall be 29 29 0.07 0.73 0.14 0.63 submitted to the Sturmwater Utility in accordance with all conditions as prescribed by the 30 30 0.13 0.73 0.27 1.17 development agreement associated with al conditions a. prescribed by the development agrcemmt associated with this development Individual lot certification. as specified in 31 31 2.08 0.70 3.56 17.15 the development agreement. must be submitted to the Stormwder Utility at least two weeks prior to the release of a Certificate of Occupancy far such lot. 32 32 0.07 am 0.43 1.70 33 33 0.18 0.85 0.43 1.79 DischarwoteraIg ge Point is used d it Escharge if a stage Construction annel. fig wastewater 34 34 0.32 0.85 0.73 3.18 t unitreqed - discharge is non a storm sewn, channel. irrigation auto, or any waters of the united States. Z 35 35 0.11 0.85 0.26 1 9. All construction activities must comply with the State of Colorado permitting process 3 for-Stwmwater Discharge Associated with Construction Activity.- For information, please O } 36 36 0.11 0.85 026 1.09 contact lire Colorado Department of Health. Water Quality Contra Division. WOOD-PE-B2, 37 37 0.62 am 1.26 5.59 430Q Cherry Creek Drive South. Denver. Colorado 80222-1530. Attention: Permits and (_v 2m Enlacement Section. Ph: (303)_692-3590. m 2O F1 37A 37A 0.45 0.85 0.95 4.34 10. BencnmorkS: Local Entity survey. C S cryo m 38 38 428 028 3.18 14.11 Venice Datum: Q� p� /gyp B.M.Number NGVD 1929 unadjusted. Elev.w 5071.90. Q yp±,m 39 39 Q,W 0.85 1.37 6.W Description City Of Fart Collins 92-14. Northeast Corner of County Road 54 and County w p,0a Road 11. on the tap of krvgol;an structure. rLLm 40 40 0.31 0.85 0.75 3.08 Hwizant.l Datum: 41 41 0.47 0.85 1.13 4.68 N.1.7o,181.54 E-3.138,305.63 Descri42 42 0.86 0.35 0.57 2.61 based pupon NGS point tion Col State Plane Coordinates NAO B3/92 Datum. Horiiontal Control F1 F1 2.65 0.70 4.23 20.59 FHA FHA 1.48 0.70 2.33 11.68 F2 F2 1.35 0.70 2.33 11.68 F3 F3 1.12 0.70 2.07 9.72 F4 F4 1.07 0.70 1.94 9.29 F4A F4A 0.13 0.67 0.25 1.08 F5 F5 0.81 0.70 1.57 7.03 F6 F6 0.54 0.85 1.27 5.37 F7 F7 0.81 0.70 1.39 6.91 F8 F8 1.59 0.70 2.68 13.37 F8A F8A 1.61 0.70 2.55 13.03 tilt F9 F9 1.98 0.70 3.45 16.86 F10 F10 2.20 0.70 3.50 16.80 CCENTERf NOTIFICATION FORAuo F F11 F11 1.35 0.70 2.39 11.72 1-800-922-1987 0 F12 F12 3.56 0.70 5.40 27.02 erc.usws.nnpkn a,.osr t7 F13 F13 1.31 0.70 2.20 10.95 roe H�� aMo ��su sarevoupaawoe.aa exvvAs< 2 2 F14 F14 1.15 0.70 1.94 9.80 uuHAna IL W F14A F14A 0.24 0.70 0.48 2.08 Z tin LU City of F13rt Collins, Colorado THESE PLANS HAVE BEEN REVIEWED BY W O F16 F16 1.02 0.35 0.74 3.36 THE LOCAL ENTITY FOR CONCEPT ONLY. K f Z F76 F16 0.88 0.35 0.65 2.94 UTILITY PLAN APPROVAL D_ = ELM F17 F17 28.42 0.70 56.54 246.72 THE RENEW TOES NOT IMPLY O APPRON:O: RESPONSIBILITY E THE RENEWING 0 '. U• F18 F18 1.62 0.70 3.22 14.04 City UgnM Dole DEPARTMENT, THE LOCAL ENTITY D_F aQ ENGINEER, OR THE LOCAL ENTITY FOR TH 4 a W Z_ CHECKED By. _- ACCURACY NS. FURTHERMORE. OF THE K O Z CST! OS1 1.58 0.85 2.14 9.96 Willa A Waslewala U!sity �° CALCULATIONS. FURTHERMORE. THE o Z W FQ O$2 O$2 1.86 6.85 2.59 11.35 CHECKED By. RENEW DOES NOT IMPLY THAT O$3 O53 0.18 6.8$ 6.41 1.79 6tam.ota UN.;Y Dole ARE NTHEEFIN�LITEMS WANnnESTHE REWRED. PkphLT ear. OS4 0S4 0,36 0.85 0.78 3.51 CHECKED BY: THE RENEW SHALL NOT BE CONSTRUED Pans 6 RMechan Dote IN ANY REASON AS ACCEPTANCE OF 614003 O$5 O$5 1.13 6.85 1.92 8.52 FINANCIAL RESPONSIBILITY BY THE OS6 OS6 1.02 0.85 2.06 9.27 CHECKED BY. LOCAL ENTITY FOR ADDITIONAL aA•••� Nb. OS7 OS7 0.46 0.85 L00 4.58 hdfW En9mM Dote QUANTITIES OF ITEMS SHOWN THAT MAY p �Y - _ - - - CHECKED BY: BE REQUIRED WRING THE CS223 Dow CONSTRUCTION PHASE. SHEET 15 OF 76 INLET NUMBER CONTRIBUTING BASINS FLOW (CFS) INLET SIZE 7 Ft-F3 50.45 15' Combination 2 29, 30, F4, F5, F6 14.77 10' Type R 3 31-34, F4A, F6-F9 62.94 15'Combination q 26-28, 39 17.63 10'TypeR 5 22-25 34.74 20' Type R 6 15- 7 8 24.22 10' Combination 7 19- 21 23.70 10' Type R g 11-14 13.85 10' Type R 9 8-10 30.60 10'Combina6on 10 1-3, 6-7, 6A, h9 35.29 10'Combination 11 4-5, 37, 40, 43�8, OSf 33.85 10' Combination 12 OS-3, OS-4 5.17 5' Type R FUTURE Fi-F16 SPILLWAY VOLUME VOLUME POND DESK ELEV. PROVIDED REQUIRED (FT) (AC -FT) (AC -FT) RETENTION POND I (Filing I only) 5021.75 21;68 21.51 BASINS CONTRIBUTING 7-40, 42-45. 49 1 RETENTION POND 5021.75 21.68 15.51 BASINS CONTRIBUTING 1-40, 42-44, 47-49, OS4, F8A-F16 t RETENTION POND 5021.75 21.68 19.19 1-40, 42-44, 47-49 BASINS CONTRIBUTING OS4, OS6, Ft-F16 I (1.Dwtw.l A-x) Ba00hI1)) Z 4H:Iv wl'IV V l SPALWAY 3 oI .H:IV IH:IV 25' PLAN VIEW NTS SECTION A -A `RwRAP D w NTS -Ix N. EXTEND RIPRAP 4 FT. EACH SIDE OF POND CREST WEIR TOP OF WEIR OUTLET DEPTH OF POND / LENGTH (II.) WEIR ELEV. .B WIDTH (it.) ELEV. 'D" FLOW OVER WEIR A' 'C' 1 1 200 1 5021.75 1 5.00 5020.75 I.OFT POND OVERFLOW WEIR NTS A COOT TYPE C INLET WI CLOSE MESH GRATI ELEV 5020.71 (100YEAR WSEL 3/16• STEEL PLATE r TML . GRAVEL YK I i TOPSOL Typical Outlet Structure Notes: The details shown are intended to show design concepts. Preparation of Final design plans, addressing details of structural adequacy, excavation, foundation preparation, _ concrete work, reinforcing steel,bockfill, metalwork, and appurtenances, including preparation of technical specifications, are the responsibility of the design engineer. Alternate designs to the typical outlet structures shown may be considered; however, alternate designs must address the hydraulic and trash handling functional elements of the structures shown in the ' WingwaRs shown are intended to enable the structure to be backfilled to be Flush with the side slopes of the basin, which is the recommended geometry. Other geometries may be considered if their delltgnaahelated to public safety, aesthetics, maintainability, and function are equal to or better than the designs shown in the Permanent Water Surface shown refers to micro -pool for Extended Detention Basin or ' permanent pool for Constructed Wetland Basin or Retention Pond. Manual An orifice plate is shown as the outflow control; however, an upturned pipe, with orifices may also be used. See Figure 4 for orifice design information. ' A Vertical Trash Rack option is generally shown; however, an Adverse -Slope Trash Rock may also be used. Continuous -Slope Trash Racks for use with WQCV outlets are not recommended. See figure 6 for trash rack design information. References are made to 2- or 10-year detention above the WQCV; however, detention above the WQCV may be sized for any storm event, according to local criteria. The underdrain, including a Shutoff valve, from the perimeter of the pond is required For a Wetland Basin and a Retention Pond. . An underdroin, without a shutoff valve, is optional For the micro -pool and may be used to help dry the micro -pool during dry -weather periods. When outlet designs differ from those shown herein: a) Provide needed orifices that ore distributed over the vertical height ' of the WQCV, with the lowest orifice located at 2'-6' or more above the bottom OF the micro -pool. b) Provide full hydraulic calculations demonstrating that the outlet will provide no less than the minimum required drain time of the Water Quality Capture Volume for the BMP type being designed. ' c) All outlet openings (i.e., orifices) shall be protected by a trash rack sized to provide a minimum net opening area called for by Figure 7, and oil trash rack opening dimensions Shall be smaller than the smallest dimension of the outlet orifices. ' d) Trash racks shall be manufactured from stainless steel or aluminum alloy structurally designed to not Fail under a full hydrostatic load on the upstream side. 1/2" SELF ANCHORING 4' RCP N - 5017.75 .•,h. evlMa w Ve' Nwavr the w warto arms eec 3h6 J••I/� (W sNQDtl }a xl ye' 6 SECTION F- ORIFICE OPENING TABLE 1 FOR Uw. CLOSE MESH GRATE anruw}] .men. law la [b a FOR awe we Ac Va NO Pa($1Mw w eaaT Aws TABLE 1 ACE DIAMETER FILINGS POND ID I STORM SEWER (INCHES) CONSTRUCTED OVERFLOW PIPE I STORM D 21.52 1 ONLY OVERFLOW PIPE STORM 0 2012 1 AND n OVERFLOW PIPE I STORM D 20.11 I. II AND III .]� QUANTITIES BAR LIST FOR H.2'-6- FOR ONE INLET AND BENDING DIAGRAM COKMKI( Wa Win WRx % �MwM H aa 'x) M) Man f-a' I4 w o .ox s U' Ir-r f-r Il % 0 all I ;-0 -r f-r I e ix x x IO a] f-d" a :] IJ} x f -U" U Nx I s- J nwx O V vm MmI N r-r I.l ix s la r e- m W LM r C l T-r Mls LRF n H slN e-0" f:e E.M j 4� Ir- M a, e hr-e ,. m Ie .awxs wuwE aae4n . !m aM W. rw awx !oa] .crtw(o x w4 2*-Cl ea. » lea. wwimY y'-MmM Ka)w apHws M Mourn a] IWd %l S ICYYI] XNYO !w, coi ells. STEEL GRATE OUANTITIES PRDLS . DL,CDVI9H ICwIM RLR le,. x u xe TOM ne Lf6. Hatch grade of side slopes (no. t) ORIFICE PLATE DETAIL STORM D - OVERFLOW PIPE e• 4'-0• Tubular Trash RDck rb10 M� lao-M .m C8=1B75 Arerican Standard On 6' Centers .Mw•IM Structural Steel channel nw I '°'p10 0.1�Is luasla. ,m.al Bolt anchor to concrete 501580 4' • qR: AF 1-1.1 aVM 4N/L ]a. HEM! l� C( -!wl MP( 11F ID}M .5(1. THE GAUGE SHALL BE CONSTRUCTED OF U.S. Filter. Stainless C Steel Perfor PRESSURE TREATED SQUARE POST MEASURING Steel Well -Screen H Flow Control 6"x B" WITH BOTH 8" SIDES ROUTED WITH 6" (or equal) Per Table Plato NUMBERS AND GAUGING MARKS. (SEE DETAIL H = 1.73' (FILING 1 DNLY 6a-1, 6a-2 ABOVE.) THE ROUTED MARKINGS AND = H ' (FILINGS 1 AND NUMBERS SHALL BE PAINTED WITH WHITE N = 2.1414' (FILINGS 1, 11 ANN III) WATERPROOF PAINT. SHALL BE ONE FOOT TALLER THAN THE MAXIMUM DEPTH OF THE am Structural Standard Structural POND. THE POST THE POST SMALL Standard —"-EMBEDDED SI Steel Channel Farmed IN CONCRETE WITH A DIMENSION 16'x 14'x 3'IN DEPTH. THE GAUGE SHALL DE Into Concrete Bottom. 14% E Sides Of id,. PLACED NEAR THE DEEPEST AREA OF THE TrashAnd Rack Attached POND. AND SHALL BE POSITIONED SO THAT IT By Interr:ttont Velds. CAN BE READ FROM THE NEAREST POINT OF 4• owwR PUBLIC ACCESS. THE PONDING DEPTH SHALL 5012.38 p BE REFERENCED TO THE DEEPEST POINT,OF e e "e C ' THE POND. ORIFICE/TRASH AC 2 1/2' x 2 1/2" . 3/8" L 10" 2.33' 10' RK 2 - EACH SIDE W/ 3/4" 12" (TYP.) GALVANIZED ANCHOR BOLT N� BOLT EMBEDDED 6" 0 3/4" ROUND OR SQUARE ROD CONTINUOUS O 3" TO E SPACING TYP. mail (15 RODS) m n a m .i : e r in I/2"x1" R TYP. NOTES: 1. ALL STEEL USED FOR THE CONSTRUCTION OF THE TRASHRACK SHALL BE HOT DIP GALVANIZED AFTER WELDING AND FABRICATION. 2. CONTRACTOR SHALL FIELD VERIFY ALL INLET STRUCTURE MEASUREMENTS PRIOR 10 CONSTRUCTION OF TRASHRACK, 1, TRASHRACK TO BE CONSTRUCTED IN ONE SECTION. 4. ALL STEEL IN TRASHRACK TO BE A-36. TRASHRACK PLAN e e ra ' e Flow Control Orifice Plate Orifice Dia = 5.54• Orifice Di. = 6.46' Orifice Di. = 724' of Outlet Pipe 36• Di.. Im (NIT k 5012.30 Section A -A From Figure 6, Circular Openings Only Well -Screen Frame Attached To Chan By internittant Veltls Standardardized Trash Rack and Outlet Design For WQCV outlets With Circular Openings Steel Perforated Flow Control Plate d oj a e e. V!. Flow Trash Rack Atta<heHi By Internittont Him. Welding All Around Stainless Steel Support Bars No. 93 Stainless Steel (U.S. Filter or Equal) Wires 1 � Flow 0.139, 0.090, Section B-B -Plan View Section C-C From Figure 6, Circular Openings Only From Figure 6, Circular Openings Only Limits for this Standardized Design: R Value = (net open area)/ 1. All outlet plate openings are circular. (gross rack Oren) = 0.60 2. Maximum diameter of opening = 2 inches. 'U.S. Filter, St. Pout, Minnesota, USA • �I3At 4T • • le e 0 6.,�4 1155 EW i O iM :4 4mg:9-111a a zgg}Y V`m AtE�B �wg�EO ubew LY�FYifa Hills, a i a 6� z 3a sw .i r a� �z PRELIMINARY NOT FOR CONSTRUCTION May 8. ZDOJ z z J Ip IL J y a 1- W W w0 o o. Y w _ : (D as (X]( Z W p~ WQ ozw mIMCT NO. 614003 DR..wG No. CS224 SHEET 16 OF 76 [. ➢�� ae.�. r M IfKt. QYP nu 5 n. yn ems' • 4e y �e r xq4 MIIn M An OY2 0 1{' l•q-a' I•IS'-Y f A • ggfll wqL YE i 6.0 • • AINNR ARK. l•iY 4 VR. •5' g1SIM1 L q, .� .1 A NNMMr w N!l14Rar. e NrA r NNI d SY S nq, n n u5m xnll onY ..a' eNe IF �'.en�5.� mm�rl M.w IIN, tm�aluu Y M � O a1110. 5 n SY91Y Ia/n1BlE NM Mva rt M M NR ate. .. r016 M NO AYA. WXNAM Nq /P u11101 T. VDI EIR a�Y ua Pm[q l'�ul[. a TRANSITION CURB WARP 6- WRRCAt NRB ♦ 1/� AND GUTTER SHOWN 3 1/2" Z np"L PLAN VIEW ' u I mt a�rgn wAoam} k-m.rwwaaEYM n. . N N T I MbUKIx I SI 1 LI Y rcu fo' A '� _ NRB BOX W T'N -Il lF, i�wwc BACK un :•I�+Y, avEni AaT [ CURB Dn~Dnw am a+sNaw rot ,' Sk'N ray OBE a5 O A q5 f j-IT l'+TI.},eq'' e- IY1 Ye. ImaDN. TON FL' CONSTRUCTION JOINT rW .1 q5 qI OI (.) •I LI T- `-f-v REO'D. O EACH END�u �m r —[TaA raA LIP Of LATTEREI rRAME i;*��u w, N0. 13 FRAME: USE S �:{rs' , Nl I FROM OPPOSITE ENDS 5, qrNEENAH GRATE R-32R6-K ® �➢ f u. Q iNON0. 1] INLET fPAYESer•1 }-f- (S APFY FL O E EFT) Fm YhYY! }. :.i' ...--r r • ` al H. .rwal.M(SPECIFY flow lEfi)TaA o I wu I 4 suewx aru LrIL. ( fu f�. TY'. IOU! u 9ANHW �60i RAM1 d1 2 BC Ts nw PLAN EWIVALENi3'-3" LONG♦1/:Sr TION A -A REGULAR INLET rRE E T. SS MR Y � rKau1. it naa rl/CWRrRa6rOnq[I3IL IF Nallo[N. 2: MATCH NRB BOX - SECTION THRU CBVTEH OF MIR.TiPLE RflET3 c —I a [ --I o —) a 6t UT T R S NRB TRANSTION tr LOP Q CURB �' N+ MI I OU w Y u MOnO �I k WIiER SHOWNr 2" q �•y' __ r yL g5 45r Ln 'I ll' A . V 600 RAIL OR 4 EGUIVALENT X-3" L011L x.T NI r5I T rq Y" r.c L•: BACXFILL AROUND bJU5TA0LE CURB BOK Q J W N w as I I NI .Iit Z, S1RUClURE i0 BE NO FLANGE F.L. ELEv. 3 W J rMf [ J 0 J [ J 0 _ SECTION B-B HAND TAMPED IN NO, 1] INIEi ? DO Q TYPICAL END NEW rc 6" uii5. 4 NaA 1.n NRL WAHMNK. �w,..W IaROPEokV o3 z IY y1 SECTIONS C-C k O-O M M,NI[ Tq a x Mn. `. i i r (2)/N O 6-HOR2. f >/8 c - '�" iw SECTION A -A INLET WITH DROP BO%••.H>5' loam IN,b N ana I M SHIM CROUT B- RO" B- (2 O 16" VERT. 2".: SLOPE i0 UND15TURBED GROUND (M2 KEY CUTLET TABLE ONE BAR 45T FOR CURB INLETS. TYPE "R" °ra'w FIRM FOUNDATION MAT'L (20" LONG) 1M amol 56" mass®®®®® rim — 0 0'. a s i La®Lw 0 s l0 a I Lao s m masslmwmwlsalas m ao�s�la�a�ls�la� o sasioo�la�o�lo�la� �OO�IO�'SO�IO�IO� m ®ss>s�lm®®®Is�lo� m�mK�o s�la�s�ls�lo� ����,�Di*^�—_..I. e�el�^�• else I . ArUN[ 1a' w . av6 (m aoNO wart gLM4 . m e• rAa AaoaS r am I r awn wan auu a NB am. INaArI. RIRY r x.M,s .urs TABLE TWO -- BARS AND OWNTITIES VARIABLE WITH 'H" ®Im��cs�c'2ac'rac•2al��l[�i�1�0 ESG511 �➢ � � 0 0 � � 1®m 101� l l® 0 �I®E567�m0��1®DI®�I®® �1�7Ell�i���t1♦��i�®I�®I�1♦m �I��Effiim� �0 mm m�imm ml�®®mm�omm�mlmo �I®®®gym O0 ®m m01�m ���®�®00 0®mlisl0l� PRELIMINARY DOUBLE100 "' NOT FOR CONSTRI1C110N IIr TRIP 14: May 5, 2D03 v $ECiTICN iHRU LENfiTH q -I a �0 B. SO D INV. MAIDT OUT NOTES'NDs: BECTION TiWU WIDTH �1d5 1. FOR PAYMENT PURPOSES. INLET STRUCTURES SIIALL ALSO INCLUDE 2'-0- NRB k GUTTER TRANSITION SECTION AT EACH Z JTL END OF INLET PLUS SIDEWALK SECTIONS WERE REWIRED BEHIND INLET STRUCTURE AND TRANSITION SECTIONS. � m > N / 2. FLOOR SLOPE MAY BE POURED MONOLITHIC NTH BASE. O 11PI H0 F R u µ u]. d1TIET PIPE(5) TO BE SET FLUSH WTH INSIDE FACE OF INLET WALL. LV 2om A N. UNLESS OTHERWISE ADJUSTABLE SPECIFIER B THE ORAMNGS OR OMERASE APPROVED. All N0. 13 INLETS SHALL BE CONSTRUCTED m o099 NTH AN ADJUSTABLE C.I. CURB BOX EVT, Q C SC'd^m 5. STD, L BE DEPTHS AND AT PIPE SIZE ARE NOTEO IN 1AU IC ANALYSIS TABLE DEVIATIONS FROM THEM YWIYUY REQUIREMENTS SHALL BE SUBSTANTIATED MM APPROPMAIE HYDRAULIC ANALYSIS. (< W w em6. REFERENCE dlY AND COUNTY OF DENVER STANDARD DETAILS S-34-13.12 AND S-N-,3.26 (NTH Yl1dDCATIWEnu".S). A, -'=///--\\\ I I III II III' I IIII / d. STD. MIN. MIN. INLETS DEPTH (Y) DIA. TO) SLOPE (so) SINGLE ]'-6" 15" l.oz DOUBLE R'-0" 10" 1.]a TRIPLE :-6" 21' L6z MAR A NER 104 aw5- qIN . SYGf ns Mum m . a' . 3/: Nw KA 5r[ n- 12 1/2' - B e NI —I FIT- 1 3/.- ' J WXWVWAX,XL TYPWf MANHOLE RING N IT nq n . w, (2) 5/B".3" • 1 Ti UT `� �. eOLis - 1 . {K E7 z -- GENERAL NOTES RIIO qL, -A W ILL. J M . 11N r NIT. NN v I. NS NS4R aW5 N OUGS a n n' IN IY} Nrl, 55/i Q 5'-K, K Y U) H F m \, " z OPS 'IC ARSE v.uL IT Forum N UD HERS AIM sxRt a a . ,Ia. - A i- SECTION B-B w w w 7 r z NSn SRPS a M: N NSDAYS AI YSMO M SW. + T ,- 2 O •1• f .. Nq TALL A,YYBIv LMIS N ULWMMED Y101 .i1dL. T'— N' N' }r rY Pr Y . wS qL 5 a O w W NO ES'. P A w 5 VIRM D wlcvERE wvrRs aINt BE [Iwr[ND J/. N. aA MD xK,u, Ir n' r 1 ' —j" O = (7 COMETS SNME BE FINISHED ID wia X Ci CM MO LNRR .YARD p' X s Q j IN IY yO 1" 1. CASTING SPECIFICATIONS: A.S i.y. A-.6. NTH A NEDUNS1MN OSRl0. ]%P II/2"-( rEL� �z 4 RN'XIONB BARS YWL O W01MU) xM S L NWE A 1 x, weM.M MINIMUM INN51EC STRENGTH p' ZS L4 (CLASS 25) ME • nN W M[ H NN . ❑GMYrx. NL NNFwO1a WRs aru 1r [wn Q WVD. n n' x v' Mu 5+/: wEs u W O Z W n. I T WKSKAs YM wfw OF rWrAL MANXE KIN r mw ARE ANAL IO_M y'�"ja}�'"I' PLAN SECTION A -A 2. ALL CASTINGS ro BE DIPPED W ASPHALT BASE P.I. f` J U `O F R �r I� n QW, C Tax MOaTIT 12% wa W.ERs 5Au BE MY a Duc1u do M A A N, Rd N Ta, W O N2C4 IT n' l}'- SY r' }Y N' 1Y 1T Nn C . wq 3. MINIMUM CURB OPENING AREA r 150 q. N pgOJI[i A, 9. SMR M[ ENRaS rn0 n( NO .Ir wAVHE M fALN5NN5 $ILA Aq[ -P - IY P 614003 L---.Y� l-rsJ t- m[5 a As 1aarMD x M raAN. wvnn%s .KImE ,nw[s aaJA� n JAW v r1n ,a MM[IOML SITU MALL R mW NOm MM S COMOM TO q( Ra ARDID S n' n' ,Y n' N. n• .rE I I/j AO M• KNG Ml DIAGRAMS �_(Qim aSiMa QM QUI-to-QUI of bar Of )SLOB. u-N' CDOT TYPE'R' INLET DETAIL °H•MNFL Ar Ir rM COMBINATION INLET DETAIL CS225 _ SHEET 17 OF 76 . JL\, mbuL Rom `) nya yRpy yNL f[KrWb •\l00'•m aN1a ¢ r n.a ca.al0ln Kdlrtm FINISHED GRADE Naoaa Ia aaeva w r rt BFFmLO .° .rsMEEn COMPACTED BACKFILL AW nxoaNua bNaauw RO.•••wrblmNm CONC. ADJUSTMENT SHIMS \ xrt•Rl aWwarRN a-rtn auaram _ GROUTED INSIDE I-1 w yvr- IoroNm r n lua AN, m m om a vrtn WK IL® I K /I.IIm dp wdlO lMf /Ib19at anNl N K 16• MAX. ' i- FLAT SIM TOP SECTION IN LIEU OF '-a w m/•.To• r� S+.'arr "n awmm wu b ra to K 1Na GNIa wlma m s F •:C::"�'; 3j •7 i BEDDING MATERIAL 1 '- 2B' MAY, + fANX:AI TOP ASTY C-475 PREFORMED PLASTIC GASKET r^ ... , I 'a•I RNd eaFFMn /� �• \AK\amT ^�A K ua some lV rtr aN.R Imm e°m4 10 •1 e a L • o • + f f al S S o N ' d' w MANHOLE RUNGS 012' O.C. moV 'yN•.Ion am a a VI • l bl C S a b MI • •1 • •I a u a • • n l b+ a b n N a N ul ♦ m N+ a o al + s _ a N Nln • ♦ al m. m o n n' n < rANx to v s 1/4 DIA. 1 MIN. 'O ASTM C-470 / \ h�a�-••-'rL �Rwl? SEE TABLE MANHOLE SECTIONS Ima vn u+ v n N - O 6. �r.anrt — GROUT BASE TO BARREL CONCRETE PIPE n iry SECTION ON INSIDE \ I `pbawo Vr••-'' L♦YG�b = �D£ a y�NNaR allo'(°11e bG V:'fy5_ b 31Fan oa 5 V., } = + PRE -FORMED PLASTIC GASKET Cfa• lvol oEg -'•OQ1 C o i h7�95 yXY CAST -IN -PLACE CONCRETE BASE • i S ai IT6�h"beMbcjh i -` 3 m I NOTE: IF MANHOLE DEPTH IS LESS THAN 3 FEET. °°rtr xab ra w.aan a by=: St 'bN TOP SECTION SHALL HAVE A CONCENTRIC OPENING. {-Lr rtNoar A'N¢onr a= Ys 8�YYS w bmm NOTES: — 1 _ 1. THIS DETAIL IS TO BE USED UNDER NORMAL SLOPE ' / NTr G CONDITIONS. WHERE EXCESSIVE GROUND 1•/Fi. MINIMUM INSIDE DIAMETER OF W WATER IS_PRESENT AN ALTERNATE DESIGN u MANHOLE SHALL BE AS FOLLOWS: - ' w- 'R a t g Rb WILL bt KLVUIKLU. f T INVERT PRECAST MANHOLE BASE 'AI TEOAIATE BASE PIPE SIZE MIN. MANHOLE DIAMETERNI.POURED �'•"-` b.vaINHI �'°oM1'w WLr reop 1�F '-"'��AJOVER NI IIauaEy•y 1� v 'K a^^"rt n'r.4ma 'Vr rvm. O I 1 a o a mc 15 IN. OR LESS 481N. IB IN. TO 30 IN. 60 IN. 30 INCHES 72 IN. Lf x ra uorw .' n amowAlEnan TFOR CO (NARY TYPICAL PIPE BEDDING STORM MANHOLE . as 'R m. NOT FOR 5. mucnoN ST4 8 Y May B. 200] TRASHRACK DETAIL F: Z . 1 � Q N E C 2m °0 a om/ 00 2 a I • N1•• ME� l� nMlLibx lam. •n $ O] O d .p-p.as>°a � 12• � vaFu'°'�"c � Q Noe m_ �IrtNa was E== a'Uc x w- O � •.. l�J nrrw in�r � IANEV I (n NLL�'LL� FG 0°e OOpORD00� 0 p y .� IS([-'A`i A N OQ ° 4ai .R .lon ER C•p �< O Uor.. LD. p-p.•f S Yf -rm b _ boo N .F�oa pm„ Oe Q O 00 p+ ROCK EXCAVATON lOEAL TRENCH CONDITIONS 1/ CpK. 15 OV. ! S.M41ER NG. % �.0• I rAanm f--awe 2J (Nl fLCNINE CONBUfS) Lf cw pa+ D •a Nan fIG. 3. _ � AF+lIS .OI+: INN o �Nn+'avr�rnv. GRNRAFR BmDN.G maRc �a[.mmIREO N ' eri mmmD.�'ncNmso'a'Y-moan Q � r 9Nt um ra rr i'm.➢ rto9..Rm u.rsaNs Q aaTREUCH SLIB-DRMN DFTAIL CALL UTILITY NOTIFICATION � � % CENTER OF COLORAOO a NpLP --Mw- l— :n 1-800-922-1987 I •Y' 0.�i Ol TA$EN yNN04'LN .ma n.•b� , eEf�pPE++pu �aU•rEmnGvn'E '11 r'bi I V.If° LOA LOaa a TIE 0 r YT<pP. 1'u. Nla•n[O. FnIME NY �pGFM �PGMM oR rtoe.c .•rtr or !o Udv. Na�j °r rIa >g - - . 5 .aa m a �rtl.a ,o •: •� a o g NATERat. c Tw N' • 9n11°' f •- 4 UTILITY PLAN APPROVAL ° -; Q 0 a¢veg rt.ma N-mr r f r '-a Nm sw.-oo:nnN City of Fat Collins, Colorado U, N ' I Q .r m o r r r rtu r sroN am Z Q .m m SET Bo -PC + 3 O p O OQ f - IDEAL TRENCH CONDITIONS for dO o O 0 pQ s-'fr - •• '° •'" 'r 'E 'r ".r.ar•R[ "Y@� s M m APPROT'ED: 7 H cOxr ••m:FR Rw I•• ra,on am'. aaa 'r Ir .r Nmums. DIIY Engineer Dale u WO 1 •oau wlma v rtEaR x.a .ra la m rt CHECKED BY: Tn K <TABR1210 TRFN[N m r .oar. SIam.m. UtEty Dote W 3 •FNIra� rtvas r Em' v ma Eaawc m. ww.we aoa� ew oLs u . a n..nG.mm.wba' Emt px na CHECKED BY: d m Y W .mNn r .ra ru Rm.ENons R..a rt a+Hm a K mawNa a...mi uwr b Nm+E En mman sNa r mre Pbks k ReaeMion Dole p S • N rtn•s wart . Nma ®� o-E R.m Nb ... uNm r sn.N+w emr s r a mwn RED. rt om w b. swan .om a En ram N x m. aaoNrt a o-s r°°fo. r'�uE1pe. Nei.. Er--°`I.rI.1 maNx Er,�.p rarmK.enLn M N ea>aee N.E®•.c mx x lopmus CHECKED BY. Trolfrc En Dale a'z h.<f. rN1 r.•Enc c .. ascA. E«o •au EeNb 9^r Z Z ,d.0 0-• aIVGEYY Naafi m NN Wf v .aa[.va .s wa aa.ar m •Si. [-a P um o-.! aNa.d aE[ N Ira i wo'mWN DIECKED BY: U Z to Date TRENCHING S BEDDQOG (CLASS 'A' & 'B') THESE PlaTS N.LE BEEN REXEPED BY THE LOCAL LNnIY RRQ1ECl NO. • FOR CON T MY. ME REWW OQS NOT IMPLY614003 REBNKBWTY BY 1w IEEKNIIG DEPARTMENT. THE LOCK ENTITY ENLNETR OR THE LOCK ENTITY FOR ACCWACY AND CORRECTNESS OF THE ULCIAATIM$. FUIEMRYpE, ORANNG NO. ' THE RENEW DOES NOT ABLY n T OUANnRES a ITEMS ON 1NE PLCS^^^ AITS ARE TIE FNK OU.71"E$ notmIm ), THE LLb REWN, SNALL NOT BE C TTIUED N ANY REASON AS ENTITY 1ANIX FORR Aoaomor Ai, OUAN111msai¢MsYa'� T SHEET IB OF 76 MAY TK RCOIMEO WNNG TIE CONSTRUM PHASE.