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HomeMy WebLinkAboutDrainage Reports - 07/18/2005 (2)Sinai .-tea hQ��;� _ 1t� o /1�/�r ' J•R ENGINEERING A Westrian Company FINAL DRAINAGE AND EROSION CONTROL REPORT Rigden Farm -Northwest Roads Prepared for: Rigden Farm LLC c/o Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 Fort Collins, Colorado 80526 (970) 225-9305 Prepared by: JR Engineering 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 April 29, 2005 ' Job Number 39164.15 ' 2620 East Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • w .jrengineeringxom FINAL DRAINAGE AND EROSION CONTROL REPORT Rigden Farm - Northwest Roads Prepared for: Rigden Farm LLC c/o Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 Fort Collins, Colorado 80526 (970) 225-9305 Prepared by: JR Engineering 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970)491-9888 April 29, 2005 Job Number 39164.15 J-R ENGINEERING A Westrian Company ' 2620 Farr Prospect Road, Suite 190, Fort Collins, CO 80525 970A91-9888 - Fax: 970-491-9984 - w .jrengineenng.com J•R ENGINEERING A Westrian Company ' April 29, 2005 Mr. Basil Harridan City of Fort Collins Stormwater Utility ' 700 Wood Street Fort Collins, CO 80521 RE: Final Drainage and Erosion Control Report for Rigden Farm — Northwest Roads Dear Basil: We are pleased to submit to you for your final approval and signature, three copies of this Final ' Drainage and Erosion Control Report for Rigden Farm — Northwest Roads within the Rigden Farm subdivision. This report covers the Northwest Roads area of Rigden Farm which was previously included in the Rigden Filing - Six submittal. All computations within this report have been ' completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We greatly appreciate your time and consideration in approving this final submittal. Please call if you have any questions. Sincerely, Prepared by, Reviewed by, Erika Schneider Design Engineer II Approved by: Basil Y. Hamden City of Fort Collins, Civil Engineer II Michael Brake, P.E., P.L.S. Director of Operations Date 2620 East Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • w Jrengineering.com INTRODUCTION 1.1 Prgject Description 1.2 Existing Site Characteristics 1.3 Purpose and Scope of Report 1.4 Design Criteria 1.5 Master Drainage Basin ♦ Wl T ♦!�T TCC7l�lU HYDRAULIC ANALYSIS 4.1 Allowable Street Capacity 4.2 Inlet Size 4.3 Storm Sewer System ' 1. INTRODUCTION 1.1 Project Description ' Rigden Farm — Northwest Roads is located in the north half of Section 29, Township 7 North, Range 68 West, City of Fort Collins,.Larimer County, Colorado. A location map is ' provided in the appendix. Rigden Farm - Northwest Roads is bounded by Drake Road to the north, Custer Drive to the south, Kansas Drive to the east, and Illinois Drive to the west. 1.2 Existing Site Characteristics The site is primarily covered with native grasses and drains in a southeasterly direction at slopes ranging from 0.5% to 3%. The discharge points are generally either Limon Drive, Custer Drive or a temporary swale designed in Rigden Farm Filing One documents. The soil is predominately Nunn clay loam (soil numbers 73 and 74) having slopes from 0 to 5% as shown on the soil map included in the appendix (USDA SCS, 1980). Nunn clay loam consists of nearly level soils on high terraces and fans. Pertinent characteristics of this soil include slow to medium runoff, a slight hazard of wind erosion, and a moderate hazard of water erosion. Nunn clay loam is categorized as Hydrologic Group C. The other soil group found in the site area in limited amounts is Satanta loam (soil number 96), categorized as Hydrologic Group B. Medium runoff and moderate wind and water erosion characterize this soil group. 1.3 Purpose and Scope of Report ' This report defines the proposed interim and ultimate drainage and erosion control plan for Rigden Farm — Northwest Roads. This report covers the Northwest Roads area of Rigden ' Farm which was previously included in the Rigden Farm -Filing Six submittal. The plan includes consideration of all on -site and off -site runoff and the design of all drainage ' facilities required for this site during interim and ultimate development conditions. ' Final Drainage and Erosion Control Report Page 1 Rigden Farm — Northwest Roads April, 2005 1 t1.4 Design Criteria This report was prepared to meet or exceed the submittal requirements established in the City ' of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), dated May 1984. Where applicable, the criteria established in the "Urban Storm Drainage ' Criteria Manual" (UDFCD) dated 2001, developed by the Denver Regional Council of Governments have been utilized. 1.5 Master Drainage Basin ' Rigden Farm —Northwest Roads lies in Reach 2 of the Foothills Drainage Basin. The master study for this area is the "Foothills Basin (Basin G) Master Drainage Plan" by Resource ' Consultants, Inc., 1981. Another applicable report is the "Final Report for Hydrologic Model Update for the Foothills Basin Master Drainage Plan" by Anderson Consulting Engineers, Inc. (ACE) dated July 15, 1999. The proposed site is also included in the "Overall Drainage Plan for Rigden Farm O.D.P." by JR Engineering, dated November 24, 1999. The Rigden tFarm ODP was followed as closely as possible. S ' Final Drainage and Erosion Control Report Page 2 Rigden Farm - Northwest Roads April, 2005 .kI ' 2. HISTORIC (EXISTING) DRAINAGE ' The historic (existing) flows draining to or through the site consist primarily of on -site flows with some off -site flows. The overall drainage pattern for the entire site is via overland flow ' in an eastern direction at slopes that range from 0.5 to 10 percent. The "Overall Drainage Plan for the Rigden Farm O.D.P." and the "Final Drainage and Erosion Control Report for Rigden Farm Filing One, P.D.P." addressed the historic quantities and routing of storm water ' within the Rigden II and Rigden Northwest Roads development boundaries and therefore, historic runoff calculations are not included as part of this report. 1 ' Final Drainage and Erosion Control Report Page 3 Rigden Farm — Northwest Roads April, 2005 3. LOCAL DEVELOPED DRAINAGE DESIGN 3.1 Method The Rational Method was used to determine the 2-year, 10-year and 100-year flows for the sub -basins indicated in this drainage report. Drainage facilities were designed to convey the 100-year peak existing and ultimate condition developed flows. A detailed description of the hydrologic analysis is provided in Section 3.4 and the calculations are found in the appendix of this report. 3.2 General Flow Routing The proposed drainage patterns from the Overall Drainage Plan for the Rigden Farm O.D.P. have been maintained as much as possible. The basins for Rigden Farm — Northwest Roads only slightly altered the basins from ODP drainage report. Flows within this site will take the form of overlot, gutter, and pipe flow. The proposed interim and ultimate drainage facilities for this site consist of proposed sump inlets and drainage pipes. The following summarizes proposed flow routing within the site. Copies of the Drainage and Erosion Control Plans are included in the map pocket. They depict the locations of basins, storm pipe, and detention ponds. During the proposed developed interim condition, runoff from the site will be collected and conveyed in three directions. Tract O will drain south toward the proposed storm pipes to the North Tributary Storm Sewer (NTSS). Tract R will drain southeast toward Limon Drive and then be collected in the existing storm system of Rigden Farm — Filing Six where it will be carried to Pond 218. The middle portion of the site, which includes Tracts P and S, will be collected and conveyed via storm system to Detention Pond 212, then to Rigden One Detention Pond 217 and finally to the Foothills Regional Channel. Finally, the southern portion of the site will drain south toward Custer Drive, from which it will be conveyed via existing storm system to water quality ponds of Rigden Farm Filing One. During the proposed developed ultimate condition, runoff from the site will be collected and conveyed in three directions. Tract O will be modified from the interim condition in that northeastern portion will flow in a southeasterly direction to a sump inlet located in Iowa Final Drainage and Erosion Control Report Page 4 Rigden Farm — Northwest Roads April, 2005 Drive. The southwestern portion of Tract O will flow in a southeasterly direction to a sump inlet located in Limon Drive. Tract R will also be modified from the interim condition. The northern portion of Tract R will drain north toward Drake Road and be collected by an existing sump inlet. The western portion of Tract R will flow west toward a sump inlet located in Iowa Drive. The northeastern portion of Tract R will drain east toward Kansas Road from which an existing sump inlet will collect it. All inlets will be a part of storm pipes that will convey flows to the North Tributary Storm Sewer (NTSS) and then to the detention pond in Rigden Farm — Filing Six (Pond 216), located at the corner of Drake and Ziegler Roads. The southeastern portion of Tract R will drain southeast toward Limon Drive and then be collected in the existing storm system of Rigden Farm —Filing Six. The northern portion of Tract P will continue to be collected and conveyed via storm system to Detention Pond 212. The northern portion of Tract S will flow in a southern direction and also be collected in Pond 212. Finally, the southern portion of the site will drain south toward Custer Drive, from which it will be conveyed via existing storm system to the water quality ponds of Rigden Farm Filing One. This flow pattern was established by the Final Drainage and Erosion Control Report for Rigden Farm Filing One. The revised flow to the inlets were checked and do not show any negative impacts to the inlets or the pipe systems installed with Rigden Farm Filing One. 3.3 Proposed Interim Drainage Plan A qualitative summary of the interim drainage patterns within each sub -basin and at each design point is provided in the following paragraphs. Discussions of the detailed design of the interim drainage facilities identified in this section are included in the following sections. Runoff from Sub -basin 101 will be conveyed via overland and gutter flow eastward along Drake Road toward Iowa Drive and then southward along Iowa Drive to design point I on Iowa Drive, where a sump inlet will ultimately convey these flows to the North Tributary Storm Sewer (NTSS). Runoff from Sub -basin 102 will gutter flow southward along Iowa Drive to design point 2 where a sump inlet is located. These flows are to be ultimately conveyed to the NTSS. ' Final Drainage and Erosion Control Report Page 5 Rigden Farm — Northwest Roads April, 2005 Runoff from Sub -basin 103 will sheet flow south design point 3, where a flared end section and pipe will collect and convey the flows to the NTSS. Sub -basin 104 drains along the curb and gutter of Limon Drive to a sump inlet located at design point 4. These flows are to be ultimately conveyed to the NTSS. Sub -basin 105 drains north along the curb and gutter of Iowa Drive and then west to a sump inlet in Limon Drive located at design point 5. These flows are to be ultimately conveyed to the NTSS. Runoff from Sub -basin 106 will sheet flow to design point 6, where an area inlet and pipe will collect and convey the flows to Pond 212. Runoff from Sub -basin 107 will be sheet flow southeast to the curb and gutter of Limon drive to an existing on -grade inlet, at Design Point a5, installed with Rigden Farm Filing Nine. The carryover from this inlet will be conveyed via gutter flow to an existing sump inlet at design point 13 installed with Rigden Farm Filing One. These flows are then conveyed to Pond 218. The revised flows to these inlets and pipes pose no negative impacts. The inlet capacity was checked and the system was still capable of handling the flows. Runoff from Sub -basin 108 will flow eastward along Limon Drive to design point 8. These flows will combine with flows from Sub -basin OS-1 and continue to flow eastward along Limon Drive to design point OS I, where an existing on -grade inlet installed with Rigden Farm Filing One will intercept these flows. The carryover from design point 8 and OS is conveyed to a sump inlet on Limon Drive. The flows will be conveyed via storm pipe southward to Pond 218. The revised flows to the inlets were checked and do not show any negative impacts to the inlet or the pipe system installed with Rigden Farm First Filing. Sub -basin 109 drains to design point 9 at Pond 212. This pond is the last to be constructed in the series of three ponds presented in the O.D.P. drainage report for Rigden Farm. Final Drainage and Erosion Control Report Page 6 Rigden Farm — Northwest Roads April, 2005 Runoff from Sub -basins 110, 111 and 112 is conveyed via overland and gutter flow to design points 10, 11 and 12, respectively. Existing on -grade inlets in Custer Drive will intercept these flows. This pattern was established by the Final Drainage and Erosion ' Control Report for Rigden Farm Filing One. The revised flow to the inlets were checked and do not show any negative impacts to the inlet or the pipe system installed ' with Rigden Farm Filing One. ' Runoff from Sub -basins OS-2 and OS-3 will flow west along the curb and gutter of Limon Drive to The Shops at Rigden Farm inlets and storm system, which will convey ' the flows to Pond 212. 3.4 Proposed Ultimate Drainage Plan A qualitative summary of the ultimate drainage patterns within each sub -basin and at each design point is provided in the following paragraphs. Discussions of the detailed design of the ultimate drainage facilities identified in this section are included in the following ' sections. The purpose of this ultimate conditions analysis is to aid in the design of this area once the property has been sold and is ready for development. ' Runoff from Sub -basin 101 will be conveyed via overland and gutter flow eastward along Drake Road toward Iowa Drive and then southward along Iowa Drive to design point 1 on Iowa Drive, where a sump inlet will ultimately convey these flows to the North Tributary Storm Sewer (NTSS). ' Runoff from Sub -basin 102 will gutter flow southward along Iowa Drive to design point 2 where a sump inlet is located. These flows are to be ultimately conveyed to the ' NTSS. Runoff from Sub -basin 103a will sheet flow southeast to design point 3a, where it will flow into the curb and gutter of Iowa Drive and to the sump inlet located at design ' point 1. Runoff from Sub -basin 103b will sheet flow south east to design point 3b, where it will flow into the curb and gutter of Limon Drive and to the sump inlet located at design point 4. Both flows will ultimately be conveyed to the NTSS. Final Drainage and Erosion Control Report Page 7 Rigden Farm - Northwest Roads April,2005 Sub -basin 104 drains along the curb and gutter of Limon Drive to a sump inlet located at design point 4. These flows will join those from Sub -basin 103b and will be conveyed via storm pipe to the NTSS. Sub -basin 105 drains north along the curb and gutter of Iowa Drive and then west to a sump inlet in Limon Drive located at design point 5. These flows are to be ultimately conveyed to the NTSS. Runoff from Sub -basin 106 will flow to design point 6, where a storm system will collect and convey the flows to Pond 212. Runoff from Sub -basin 107a be directed eastward towards Iowa Drive and then will be conveyed via Iowa Drive's curb and gutter to the sump inlet located at design point 2. The runoff from Sub -basin 107b will sheet flow northward towards Drake Road and be collected by the existing inlet located at design point 204 (Rigden Farm Filing Six). Both inlets will convey the flow to the NTSS. The revised flow to the inlet at design point 204 was checked and does not show any negative impacts to the inlet or the pipe system installed with Rigden Farm Filing Six. The revised flows to the NTSS were checked and do not show any negative impact to the system. Please refer to the appendix for calculations. Runoff from Sub -basin 107c will be directed eastwards towards Kansas Drive where the existing sump inlet located at design point 7c will collect it. This inlet was installed with Rigden Farm Filing Nine and conveys flow to the NTSS. The revised flow to the inlet at design point 7c was checked and does not show any negative impacts to the inlet or the pipe system installed with Rigden Farm Filing Nine. Please refer to the appendix for calculations. Runoff from Sub -basin 107d will be conveyed via overland and Limon Drive's gutter flow to an existing on -grade inlet, at Design Point a5, installed with Rigden Farm Filing One. The carryover from this inlet will be conveyed via gutter flow to an existing sump inlet at design point 13 also installed with Rigden Farm Filing One. These flows are conveyed to Pond 218. The revised flows to these inlets and pipes pose no negative impacts. The inlet capacity was checked and the system was still capable of handling the flows. Please refer to the appendix for calculations. Final Drainage and Erosion Control Report Page 8 Rigden Farts — Northwest Roads April, 2005 l ' Runoff from Sub -basin 108 will flow toward eastward along Limon Drive to design point 8. These flows will combine with flows from Sub -basin OS-1 and continue to ' flow eastward along Limon Drive to design point OS1, where an existing on -grade inlet installed with Rigden Farm Filing One will intercept these flows. The carryover ' from design point 8 and OS 1 is conveyed to a sump inlet on Limon Drive. The flows will be conveyed via storm pipe southward to Pond 2'l8. The revised flows to the inlets ' were checked and do not show any negative impacts to the inlet or the pipe system installed with Rigden Farm First Filing. Please refer to the appendix for calculations. ' Sub -basin 109 drains to design point 9 at Pond 212. This pond is the last to be constructed in the series of three ponds presented in the O.D.P. drainage report for ' Rigden Farm. Runoff from Sub -basins 110,111 and 112 is conveyed via overland and gutter flow to design points 10, 11 and 12, respectively. Existing on -grade inlets in Custer Drive will ' intercept these flows. This pattern was established by the Final Drainage and Erosion Control Report for Rigden Farm Filing One. The revised flow to the inlets were checked and do not show any negative impacts to the inlet or the pipe system installed ' with Rigden Farm Filing One. Please refer to the appendix for calculations. ' Runoff from Sub -basins OS-2 and OS-3 will flow west along the curb and gutter of Limon Drive to The Shops at Rigden Farm inlets and storm system, which will convey ' the flows to Pond 212. ' 3.5 Hydrologic Analysis of the Proposed Interim and Ultimate Drainage ' Conditions The Rational Method was used to determine both 10-year and 100-year peak runoff values ' for sub -basins zoned Commercial. Basins zoned Medium Density Mixed Use were analyzed for 2-year and 100-year peak runoff values. Runoff coefficients were assigned using Table 3- 2 of the SDDCCS Manual. The Rational Method is given by: ' Final Drainage and Erosion Control Report Page 9 Rigden Farm — Northwest Roads April, 2005 Q = CtC1A (1) where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cr is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The frequency adjustment factor, Cr, is 1.0 for the initial 2-year/10-year storm and 1.25 for the major 100-year storm. The runoff coefficient is dependent on land use or surface characteristics. The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The following equation is used to determine the time of concentration to=ti+tt (2) where t, is the time of concentration in minutes, ti is the initial or overland flow time in minutes, and tt is the conveyance travel time in minutes. The initial or overland flow time is calculated with the SDDCCS Manual equation: ti = [1.87(l.1 - CQL0.5y(S)0.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average slope of the basin in percent, and C and Q are as defined previously. All hydrologic calculations associated with the sub -basins shown on the attached drainage plans are included in the appendix. A summary of these calculations for the interim and ultimate condition basins is included in the appendix. Final Drainage and Erosion Control Report Page 10 Rigden Farm - Northwest Roads April, 2005 1 1 3.6 Pond Description 1 Detention Pond 212 is located west of Kansas Drive and north of Custer Drive. Pond 212 ! was sized in the O.D.P. and has been re -graded to handle the revised ultimate developed flows while maintaining the same release rate of the O.D.P. Stage storage calculations are ! provided in the appendix. ! 1 1 ! 1 ! 1 1 1 1 1 1 Final Drainage and Erosion Control Report Page I I Rigden Farm - Northwest Roads April, 2005 1 1 t 1 1 1 4. HYDRAULIC ANALYSIS 4.1 Allowable Street Capacity The theoretical street and gutter capacity was calculated using Manning's equation for open channel flow. Allowable gutter flows and maximum street capacities for both the initial and major storms were estimated and evaluated based on the specifications set forth in the SDDCCS Manual. During the initial stonn, runoff was not allowed to overtop either the curb or the street crown for local streets. During the major storm, the depth of water over the crown or curb is limited to six inches. The ultimate condition 100-year storm was used as the major storm for street capacity calculations. See the street capacity calculations in the appendix for more detailed information. 4.2 Inlet Sizing Inlets were sized using the computer program UDINLET that was developed by James C. Y. Guo of the University of Colorado at Denver. Computer output files for the inlet sizing are provided in the appendix of this report. Inlets were designed to receive the ultimate condition I00-year peak flows. All inlet locations and sizes are shown on the Utility Plans for the construction of this project. 4.3 Storm Sewer System For the storm pipe design, the computer program StormCAD, developed by Haestad Methods, Inc. was used. StormCAD considers whether a storm pipe is under inlet or outlet control and if the flow is uniform, varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen -Williams, etc). StormCAD also takes into account tailwater effects and hydraulic losses that are encountered in the storm structures. Final Drainage and Erosion Control Report Page 12 Rigden Farm — Northwest Roads April, 2005 It calculates the losses through an inlet or manhole by allowing the user to assign a coefficient for the equation, hL= K*(V`/2g) Where hL = headloss K = headloss coefficient V = average velocity (ft/s) g — gravitational constant (32.2 ft/sz) The storm pipe design was performed for the ultimate condition build -out of Rigden Farm — Northwest Roads in all parcels and is included in the appendix of this report. Final Drainage and Erosion Control Report Page 13 Rigden Farm — Northwest Roads April, 2005 5. EROSION CONTROL FOR INTERIM CONDITIONS t5.1 Erosion and Sediment Control Measures ' Erosion and sedimentation will be controlled on -site by use of inlet filters, silt fences, gravel construction entrance, and seeding and mulch. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. ' During interim grading, the soil will be roughened and furrowed perpendicular to the prevailing winds. Inlet protection will be provided at inlets, and silt fence along denoted ' areas of the site. ' 5.2 Dust Abatement A ' During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor ' 1 shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, ' orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under ' these specifications on right-of-way or elsewhere. ' 5.3 Tracking Mud on City Streets It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of - way unless so approved by the Director of Engineering in writing. Wherever construction vehicles access routes or intersect paved public roads, provisions must be made to minimize ' the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required per the detail shown in the design plans, with ' base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. 1 Final Drainage and Erosion Control Report Page 14 Rigden Farm —Northwest Roads April, 2005 5.4 Maintenance All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Straw bale dikes or silt fences will require periodic replacement. Sediment traps (behind straw bale barriers) shall be cleaned when accumulated sediments equal approximately one-half of trap storage capacity. Maintenance is the responsibility of the developer. 5.5 Permanent Stabilization ' A vegetative cover shall be established within one and one-half years on disturbed areas and soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive severe weather ' conditions. ' Final Drainage and Erosion Control Report Page 15 Rigden Farm — Northwest Roads April, 2005 l 6. REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), May 1984. 2. "Final Drainage Report for Rigden Farm 9"' Filing-Parkside Commons", TST, Inc. Consulting Engineers, September 2003. 3. "Final Drainage Report The Shops at Rigden Farm", Kimley-Horn and Associates, Inc., October 2003. 4. "Final Drainage and Erosion Control Report for Rigden Farm - Filing Six", JR Engineering, July 2001. 5. "Drainage and Erosion Control Report for Rigden Farm Filing One, P.D.P.", JR Engineering, September 1999. 6. "Overall Drainage Plan for the Rigden Farm Q.D.P.", JR Engineering, November 1999. 7. Soil Survey of Larimer County Area, Colorado. United States Department of Agriculture Soil Conservation Service and Forest Service, 1980. 8. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2, dated March 1969, and Volume 3, dated September 1992. Final Drainage and Erosion Control Report Page 16 Rigden Farm — Northwest Roads April, 2005 APPENDIX A SOIL MAPS AND FIGURES 1 Final Drainage and Erosion Control Report Appendices Rigden Farm-Nonhwest Roads April, 2004 ''YT`�g�.�' c�rr �•y i� `J� t(�gC'��.�.���1��,1.rf,,•'��- B ! ` �,` {', G^��`.. �w \. c_ Yl$�: V .. �� r j� ;-� J�J.r r�wt- ��._.zaia.�.. c.�^ � \'� •.Q k.w �..!-c: Y. 7f+.. \ I w.. a •YC V I r t ,• �O.��b•� `3Y T -`yet,'*:. 1 lF Pa i •' Index to Mapping Unite 1—Altvan loam, 0 to 3 percent slopes __________ 3—Altvan-Satanta loams, slopesrcent 0 to 3prcent slopes 4—Altvan-Satanta loams, 3 to 9 percent slopes 5—Aquepts, loamy 6—Aquepts, ponded - ----------------------- 7—Ascalon sandy loam, 0 to 3 percent slopes ____ 8—Ascalon sandy loam, 3 to 5 percent slopes ____ 9—Bainville-Epping silt loams, 5 to 20 percent slopes ------------------ 10—Bainville-Keith complex, 2 to-9 percent slopes ______________ _ 11—BoIle r-Carnero complex, 9 to 35 percent slopes _ 12—Boller-Rock outcrop complex, 15 to 45 percent slopes _ 13—Blackwell clay loam, 0 to 5 percent slopes ____ 14—Boyle gravelly sandy loam, 3 to 9 percent slopes --------- 7-1 15—Boyle gravelly sandy loam, 9 to 30 percent slopes ---------------- 16—Boyle-Ratake gravelly --sandy looms, 1 to 9 17—Boyle-R take gravelly sandy looms, 9 to 25 18—Breeceent coarse sandy loam, 0 to 3 percent slopes ---------------- 19—Breece coarse sandy loam, 3 to 9 percent slopes ---------------- 20—Breece coarse sandy loam, 9 to 30 percent slopes 21—Carnero loam, 3 to 9 percent slopes __________ 22—Caruso clay loam, 0 to 1 percent slopes ______ 23—Clergern fine sandy loam, 2 to 10 percent slopes _ --- - - 24—Connerton-Barnum complex, 0 to 3 percent slopes _ -- 25—Connerton-Barnum complex, 3 to- 9 _-percen-----_--- t slopes 26—Cushman fine sandy loam, 0 to 3 percent slopes -------------- 27—Cushman fine sandy loam, 3 to 9 slopes ------ ----percent --- 28—Driggs loam, 0 to 3 percent slopes __________ 29—Driggs loam, 3 to 25 percent slopes _________ 310—Farnufloam,l2 to 10 percent slopes ercent slopes =_=_ 32—Farnuf-Boyle-Rock outcrop complex, - to - 33—Fluvaquents, ercent nearly level _____ 34—Fort Collins loam, 0 to 1 percent slopes ______ 35—Fort Collins loam, 1 to 3 percent slopes _-- 36—Fort Collins loam, 3 to 5 percent slopes _____- 37—Fort Collins loam 5 to 9 percent slopes 38—Foxcreek loam, 0 Ito 3 percent slopes ________ 39—Gapo clay loam, 0 to 5 percent slopes -- 41—Garrett loam, 1 to 3 percent slopes __________ 2 42—Gravel pits 2 93—Haploborolls-Rock outcrop complex, steep ____ 2 44—Haplustolls, hilly ____ _ 2 46—Harlantfine sandy loam, outcrop to 3 complex, slopes__ 2 47—Harlan fine sandy loam, 3 to 9 percent slopes__ 3 48—Heldt clay loam, 0 to 3 percent slopes _______ 3 49—Heldt clay loam, 3 to 6 percent slopes ------- 3 50—Keith silty clay loam, 0 to 3 percent slopes __ 3 51—Kildor clay loam, 0 to 6 percent slopes ______ $ 52—Kildor-Shale outcrop complex, 5 to 30 percent slopes _ 32 53—Kim loam, 1 to 3 percent slopes __________ 32 54—Kim loam, 3 to 5 percent slopes _____________ 32 55—Kim loam, 5 to 9 percent slopes ____________ 33 56—Kim-Thedalund loams, 3 to 15 percent slopes__ 33 57—Kirtley loam, 3 to 9 percent slopes __________ 33 58—Kirtley-Purner complex, 5 to 20 percent slopes 33 —LaPorte-Rock outcrop complex, 3 to 30 percent slopes---------------------------------- 34 A Page 11 60—Larim gravelly sandy loam, 5 to 40 percent Page 11 slopes 12 61—Larimer fine sandy loam, 1 to 3 percent 35 12 slopes 12 62—Larimer-Stoneham complex, 3 to 10 percent 35 12 slopes _ 36 13 63—Longmont clay, 0 to 3 percent slopes ________ 36 13 64—Loveland clay loam, 0 to 1 percent slopes _37 65—Midway clay loam, 5 to 25 percent slopes ____ 38 13 66—Minnequa silt loam, 3 to 9 percent slopes ___- 38 67—Minnequa-LaPorte complex, 3 to 15 percent 13 slopes _ 68—Miracle sandy loam, 5 to 25 percent slopes _-- 39 14 69—Naz sandy loam, 1 to 3 percent slopes ________ 40 70—Naz sandy loam, 3 to 25 percent slopes _______ 40 14 71—Nelson fine sandy loam, 3 to 9 percent slopes__ 41 15 72—Newfork sandy loam, 0 to 3 percent slopes ___ 41 73—Nunn clay loam, 0 to 1 percent slopes ________ 42 16 74—Nunn clay loam, 1 to 3 percent slopes 42 75—Nunn clay loam, 3 to 5 percent slopes __43 16 76—Nunn clay loam, wet, 1 to 3 percent slopes ___ 43 16 77—Otero sandy loam, 0 to 3 percent slopes ______ 43 78-0tero sandy loam, 3 to 5 percent slopes ______ 43 16 79—Otero sandy loam, 5 to 9 percent slopes ______ 44 80—Otero-Nelson sandy loam, 3 to 25 percent slopes ---------------- 17---------- ------ 44 81—Paoli fine sandy loam, 0 to 1 percent slopes __ 44 17 82—Pendergrass-Rock outcrop complex, t o 25 percent slopes __ 45 17 83—Pinata-Rock outcrop complex, 15 to 45 percent 17 slopes ----- - -------------------- I----- 45 18 84—Poudre fine sandy loam0 to 1 percent slopes__ 45 85—Purner fine sandy loam, 1 to 9 percent slopes__ 46 86—Purner-Rock outcrop complex, 10 to 50 19 percent slopes 87—Ratake-Rock outcrop complex, 25 to 55 47 19 percent slopes ___________ ____ 88—Redfeather sandy loam, 5 to 50 percent 47 19 slophes 48 20 90—Renohill claill y loam, 3 to 9 percent sloercent pes es ____ q8 20 91—Renohill-Midway clay loams, 3 to 15 percent slopes --------------- 49 21 92—Riverwash------------ ------------------- 21 93—Rock outcrop _---------- ----- 49 49 22 94—Satanta loam, 0 to 1 percent slopes __________ 50 23 95—Satanta loam, 1 to 3 percent slopes __________ 50 23 96—Satanta loam, 3 to 5 percent slopes _50 23 97—Satanta loam, gullied, 3 to 9 percent slopes ___ 50 24 98—Satanta Variant clay loam, 0 to 3 percent 24 slopes -- -- -------------- ----- 51 25 99—Schofield-Redfeather-Rock outcrop complex, 5 to 25 25 100—Stoneham percent to slopes percent slopes ________ 52 37 25 101—Stoneham loam, 1 to 3 percent slopes ________ 52 102—Stoneham loam, 3 to 5 percent slopes ________ 52 7 103—Stoneham loam 5 to 9 percent slopes ________ 52 7 104—Sunshine stony sandy loam, 5 to 15 percent 7 slopes ------- ------------------ ------ 53 105—Table Mountain loam, 0 to 1 percent slopes __ 54 8 106—Tassel sandy loam, 3 to 25 percent slopes ____ 54 107—Thedalund loam, 0 to 3 percent slopes -- 55 55 9 108—Thedalund loam, 3 to 9 percent slopes ________ 55 0 109—Thiel gravelly sandy loam, 5 to 25 percent 0 slopes _ 0 110—Tine gravelly sandy loam, 0 to 3 percent 56 1 slopes 2 111—Tine cobbly sandy loam, 15 to 40 percent slopes _ 57 112—Trag-Moen complex, 5 to 30 percent slopes -__ 58 113—Ulm clay loam, 0 to 3 percent slopes ________ 58 114—Ulm clay loam, 3 to 5 percent slopes ________ 58 115—Weld silt loam, 0 to 3 percent slopes ________ 59 116—Wetmore-Boyle-Moen complex, 5 to 40 percent slopes-------R----------- --- 60 117—Wetmore-Boyle-ocoutcrop complex, 5 to 60 k percent slopes __ 60 118—Wiley silt loam, 1 to 3 percent slopes ________ 61 119—Wiley silt loam, 3 to 5 percent slopes 61 APPENDIX B HYDROLOGIC CALCULATIONS Final Drainage and Erosion Control Report Appendices 2N 0 .J CLL _C rc W Z W -i m H } ,,DA V/ � d N N A N Vl V% E L W v m m n 0 F N 0 N w Q m t0 F' N F N F N 0 N N N V) 4 (7 > Y Z Z Z~ E NU) fn fA N N Y Y Z V¢ o E E E E E yj uj .- .5 CC �rn 'x x x w N N N N N Z Z !^ m a N W W N W .y R N v W p C p C O a p X w N N O O~ Z O W Q c C y E y N N c N 'x C y C N d N N `d `m a 'm m x x X x w w x w 'x w 0 E E W Q H c o m a m d d a o O c rn N 0 0¢¢ LL d O CO a d d ?! Y Y m a a ^ LL^ 0 Q LL U U U aim R a O O N p V N COm N^ m O O O� m M N H .- O 1� n^ V N N N^ N V m^^ l7 V V M N Q 3 Nona, m n O O ^ 0 0 0^ O^ 0 0 a^ 0 A 0 0^ N 0 0 O O C E V m O^ h N 0 N 0 N m O� N nj O O N O O O C Z' N p O N O O m m O m a O N Yf 0 t7 0 0 '? o o o m IrJ E O N N m O o m v o N N 0 o N o a N N �^, N N m ui m M N ��W!� V/ p m m N O O N m m N N N O O O O O Q U C O O ^ O O O O C O O Z cr p Q n m w t0 U a c; o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c U I IOIOIOIOIOIOI OI OI OIOIOIOIOI GI OIOIa A Y Q OmmrV . O C C'iO O O O CN COVb A N 00) y y H^^ ^ ^^ N N O O O RM O o,l I^INl�lalylml^Imlml Ol^I^IaI0 to 0 m 9 a ' INTERIM FLOW RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: NORTHIYF_ST ROADS OF RIGOFN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 1012612004 ' Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt) Sidewalks (concrete) ' General multi -family area General commercial area Lawns (flat c2%, sandy soil) Runoff % coefficient Impervious C 0.95 100 0.95 96 0.65 70 0.85 90 0.10 0 JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 8525 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.tl) SIDEWALK AREA (sq.it) PAVED AREA (sq.If) LANDSCAPE AREA (sq.ti) MULTI- FAMILY (sq.ti) COMMERCIAL AREA (sq.11) RUNOFF COEFF. (C) % Impervious 101 0.64 27,994 3,347 78,250 6,398 0 0 0.76 77 102 0.23 9,810 1,247 5.528 3,036 0 0 0.69 69 103 2.02 87,926 0 0 87,926 0 0 0.10 0 104 0.41 17,961 2,500 12,500 2,967 1 0 0 0.61 83 105 0.69 30,789 4,459 21,208 4,522 0 0 0.82 84 106 2.42 105,562 0 0 705.562 0 0 0.10 0 107 4.87 212,252 1,856 18,831 191,565 0 0 0.18 10 108 0.36 15,823 1,856 8,856 5,111 0 0 0.68 67 109 3.10 135,146 0 0 135,146 0 0 0.10 0 110 2.06 89,874 0 9,450 80,424 0 0 0.19 11 111 0.61 26,535 3,735 16,600 6,200 0 0 0.75 76 112 1.72 75,075 0 9,763 65,252 1 0 0 0.21 13 204' 0.42 78,504 0 15,794 2,710 0 0 0.83 85 205' 0.14 6,182 0 5,362 820 0 0 0.84 87 OS-1 0.62 27,776 7,290 17,010 2,876 0 0 0.86 88 OS-2 0.04 1,799 250 1,250 299 0 0 0.81 B3 OS-3 O.O4 1,799 250 1,250 299 0 0 0.81 83 'Information from Rigden ODP Equations Calculated C coefficients & % Impervious are area weighted ' C=I(Ci Ai) /At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider ' At = total area over which C is applicable; the sum of all Ai's 1 j ' 3916415interimilow.xls JR Engineering 2620 E. Prospect Rd., Ste, 190 Fort Collins, CO 80525 STANDARD FORM SF-2 INTERIM FLOW TIME OF CONCENTRATION - 2 YR LOCATION: NORTHWEST ROADS OF RIDDEN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 98k##0### - 2-yr storm Cf = 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME (II) TRAVEL TIME/ CUTTER OR CHANNEL FLOW (11) IC CHECK (URBANIZED BASIN) FINAL Ic DESIGN PONIT SUBBASIN(s) (1) Area (ac) (2) C (3) Length (ID (4) Slope (%) (5) ti (min) (6) Length (it) (7) Slope (%) (8) n Manning rough Val. (fVs) (9) It (min) I101 Ic = a.lt (11) Total L (II) (12) M=(V1e0).10 (min) 113) (min) (14) 1 lot 0,64 0.76 15 2.0 2.0 650 0.4 0016 1.3 8.52 105 665 13.7 105 2 102 0.23 0.69 /5 2.0 2.4 ISO 0.7 0,016 1.7 1.81 4.2 195 11.1 5.0 3 103 2.02 0,10 74 0.5 202 299 1.2 0,035 1.0 5.04 253 373 /2A 12.1 4 1D4 0.41 0.81 IS 2.0 1.7 206 1.0 0.016 2.0 1.73 34 221 11.2 5.0 5 105 0.69 0.82 15 2.0 1.6 280 07 0,016 1.7 2.78 44 295 11.6 5.0 6 106 2.42 0.10 52 O.S. 16.9 276 0.7 0.035 0.8 5.99 22.9 328 11.8 11.8 7 107 4.871 Dial 66 &51 17.51 615 0.7 0.035 0.0 13.33 30.E 680M11 138 8 108 036 0.6e 15 2.0 2,4 343 1.5 0,016 2.5 2.32 4.0 3585.0 9 109 3.10 0.10 44 0.5 157 461 1.7 0,035 1.2 6,42 22.1 50612.8 10 Ito 2.06 0.19 154 0.5 266 273 1.1 0.035 1,0 4.73 31.3 42712A 11 ill 0.61 0.75 IS 2.0 2.0 348 1.4 0,016 2.4 2.44 4.4 3635D 12 112 1.72 021 IS 20 5.1 418 1.4 0.035 1.1 6A1 115 4331.5 204 204 O,42 0.83 15 2.0 1.6 346 0.5 0.016 1.5 3.94 5.5 3615.5 2D4 205 0.14 084 15 2.0 1.5 116 0.9 0.016 1.9 1.01 2.5 1315.0 O51 OS-1 0,62 0.86 15 2.0 IA 591 0.5 0.016 IA 6.93 8.3 6068.3 OS2 OS-2 0.04 0,81 15 2.0 1.7 100 1.0 0.016 2.0 0.83 2.5 11550 OS3 OS-3 004 D.81 15 2.0 1.7 100 1.0 0.016 2.0 0831 2.5 1155.0 EQUATIONS: lC = ti + It li=11.87(1.1-CCI)L"J/S 1O I1 = Wel. Velocity from Manning's Equation With R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + If and urbanized basin check - min. to = 5 min. due to limits of IDF curves JR Engineering 2620 E. Prospect Rd.. Ste. 190 Fort Collins. CO 80525 STANDARD FORM SF-2 INTERIM FLOW TIME OF CONCENTRATION - 10 YR LOCATION: NORTHWEST ROADS OF RIGDLN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 10/26/2004 10-yr storm C7= 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME (11) TRAVEL TIME I GUTTER OR CHANNEL FLOW 111) It: CHECK (URBANIZED BASIN) FINAL Id DESIGN PONIT SUBBASIN(s) (1) Area fact (2) C (3) Length (It) (4) Slope (%) (5) t1 (min) (6) Length (11) (7) Slope 1%) (8) n Manning rough. Val. (Ws) (9) It (min) (10) Ic = li+It (11) Total L (II) (12) Ic=(V180)+10 (min) (13) Iminl (14) 1 101 0.64 0.76 15 2.0 2.0 650 0 4 0 016 1.3 852 ' 105 665 13.7 10.5 2 102 023 0.69 15 2.0 24 ISO 0.7 0016 1.7 1.01 42 195 11.1 5.0 3 103 2.02 0.10 74 0.5 20.2 299 1.2 0.035 to 5.04 25.3 373 12A 12.1 4 104 041 0.81 15 2.0 1.7g 2D6 1.0 0,016 2.0 1.73 34 221 11.2 50 5 105 0.69 0A2 15 2.0 - 1.6 280 0.7 0.016 17 278 44 295 11.61 5.0 6 106 2.42 0.10 52 O.5 169 276 0.7 0.035 0.8 5,99 22.9 328 11.8 111 7 107 4.87 0.18 66 0.5 17.5 615 0.7 0.035 O.8 13.33 30.8 680 13.8 13 B 8 108 0.36 0.60 15 2D 2.4 343 1.5 0.016 2.5 2.32 4.8 358 12.0 5.0 9 109 3.10 0.10 44 0.5 15.7 461 17 0.035 1.2 6.42 22.1 SD6 12.8 12.8 10 110 2,061 v9I 154 0.5 26.6 273 IA 0.035 1.0 4.73 31.3 427 12.4 124 11 111 0.61 0.75 15 2.0 2.0 348 1.4 0,016 24 244 44 363 12.0 5.0 12 112 1.72 021 15 2D 5.1 418 1.4 0.035 1.1 6.41 11.5 433 12.4 115 204 204 042 0.83 15 2.0 1.6 346 0.5 0 016 1.5 394 5.5 361 12.0 55 204 205 0.14 0.84 15 2.0 1.5 116 0.9 0.016 1.9 1.0t 2.5 131 10.7 5.0 OSI 1 OS-1 0.62 0.86 151 2.0 1 .41 591 0.5 0.016 14 6.93 831 606 13.4 83 OS2 I OS-2 004 0.81 151 2ol 1 .71 100 1.0 0016 2.0 0.83 2.51 115 10.6 5.0 053 OS 3 0.04 0.01 15 2.0 1 7 100 1.0 0.016 2.0 0.03 2.5 115 10.6 5.0 EOUATIONS: tc=ti+R ti=11.87(1.1-CC,)L05)/Sin R = UVel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + R and urbanized basin check min. tc = 5 min. due to limits of IDF curves JR Engineering 2620 E. P1DSPMI Rd. Sle. 190 Fort Collins. CO 80525 STANDARD FORM SF-2 INTERIM FLOW TIME OF CONCENTRATION - 100 YR LOCATION: NORTHWEST ROADS OF RIGDEN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 10126/2004 100-yr storm Cl= 1.25 SUB -BASIN DATA INITIAL/OVEAUND TIME (it) TRAVEL TIME/ GUTTER OR CHANNEL FLOW (B) to CHECK (URBANIZED BASIN) FINAL to DESIGN PONIT SUSBASINIs) (1) Area (ac) (2) C (3) C'CI Length (it) (4) Slope (11 (5) h lmin1 (6) Length (it) (7) Slope ( (6) n Manning rDUQh Vel. ) ((9(10)(11) n () to t Total (12) to_(VI8C).10 ( (13) ) I(14) (14) 1 101 064 0761 0.94 15 201 09 650 0.4 0.016 1.3 052 9.4 665 13.7 941 2 102 0.23 0.69 0.86 IS 2.0 to too 0.7 0.016 1.7 1.81 3.2 195 IIA 5.0 3 103 2.02 0101 0.13 74 051 19.7 299 1.2 0.035 1.0 5D4 24.8 373 121 12.1 4 104 041 0.61 1.00 15 2.0 O6 206 1,0 0.016 2.0 1.73 23 221 11.2 50 5 105 0.69 0,821 1.00 15 2.01 0.6 2110 0.7 0.016 1.7 27B 3.4 295 11+6 5.0 6 IDS 2,42 0101 0.13 52 0.51 16.5 276 0.7 0.035 0.8 5.99 22.5 328 if.a I1.6 7 107 4.87 o,IBI 023 fib 0.5 16. 615 0.01 00351 021 59131 7631 680 17.a 13.8 8 lOB 0361 0681 0.84 15 2.0 1.5 343 151 00161 2.5 2.32 3,61 358 12.0 50 9 109 3101 0101 0.13 44 0.5 15.3 461 0.0 00351 02 44.74 6001 506 12.8 12.8 10 110 2.06 0.19 021 154 0.5 25.2 273 0.0 0.035 02 26.51 51.7 427 12A 12A 11 ill 0.61 0.75 0.94 15 2.0 0.9 349 0.0 O.Otfi 04 1543 164 363 12.0 1201. 12 112 172 0.21 026 15 2C 4.8 41B Noo 0.035 0.2 40.55 45.4 433 12+41 12.4 204 204 042 0117 100 15 2.0 0.6 346 0.5 0016 1.91 3.11 1.5 361 12.0 5.0 201 205 0.11 0.81 100 15 2.0 0.6 1I6 09 0.016 1.9 1.01 1. 131 f0] 5.0 O5f 054 0.62 0.56 1.00 15 2.0 01 591 = 0.016 1.4 6.93 ].5 606 13! 7.5 052 OS-2 00/ OBf 100 15 2.0 0.6 100 1.0 0.016 20 083 1.1 115 10.6 50 OS7 053 0.01 0,81 1.00 IS 2.0 06 too TO 0.016 2.0 0.03 1.4 f15 1061 5.0 EQUATIONS: to Ii r it ti=(1.87(1.1-CC,)Los )f S In tt = Wel. 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Q O N N O N N 6 N N N C 0 0 0 g d o 0 0 0 0 0 0 0 o m o m e o to o o b o 0 E O m b N b N N N at N N b N N N N N Yj N r N N O O N O n O E O b N Y) b N N .z � b O b 0 0 N O n O n D u? O N O t� O O b b N N b N N O 0 0 0 0 o n n m m o 0 o g o 0 o m m o N o n e d n m 0 m o 0 0 0 0 0 0 0 0 U O O O C O b Ot N N N b b N m b NEON nbmm C O C C G O O m m b b I III m 0 N n T m m m m m U O O O O O O C O O O O O O O O O O O O no y p w N b m m m l7 n m m r N d N d Q Q5 g Q^ m N e O O m Oo e m O O 0 y O a n N g a e b b o 0 0 0 0 0 0 0 0 0 0 m m 0 0 O � o o 7 N th N N fn a lh 0 0N 0 C m = q N t7 �.dj d b b n IU a m m ^O N N _ W N u) 60 0 0 0 OD cm if ULTIMATE FLOW RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: NORTHWEST ROADS OF RIGDEN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 101262004 Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria Recommended % Impervious from Urban Storm Drainage Criteria Manual Streets, parking lots (asphalt) Sidewalks (concrete) General multi -family area General commercial area Lawns (flat <2%, sandy soil), Runoff % coefficient Impervious C 0.95 100 0.95 96 0.65 70 0.85 90 0.10 0 JR Engineering 2620 E. Prospect Rd., Ste, 190 Fan C011ins, CO 8525 SUBBASIN DESIGNATION TOTAL AREA (ac.) TOTAL AREA (sq.R) SIDEWALK AREA (sq.f) PAVED AREA (s41t) LANDSCAPE AREA (sq.ft) MULTI- FAMILY (sq.R) COMMERCIAL AREA (sq.h) RUNOFF COEFF. (C) % Impervious 101 0.64 27,994 3,3d7 18,250 6,39E 0 0 0.76 77 102 103a 0.23 1.15 9,810 49,972 7.247 0 5.528 0 3,036 0 0 0 0 49,972 0.69 0.85 69 90 103b 0.93 40,653 0 0 1 0 0 40,653 O.BS 90 104 0.41 17,961 Z500 12.500 2,961 0 o 0.81 B3 105 0.69 30,189 4,459 21,208 4.522 0 0 o.82 84 106 2.38 103,652 0 0 0 0 103,652 0.85 gp 107a 0.72 31,522 0 0 0 0 31.522 0.85 90 107b 107c 1.16 0.86 50,599 37,620 0 0 0 5,565 0 0 0 32,055 50,599 0 0.85 1 0.69 90 74 107d 2.13 92,984 0 4,410 0 88,574 0 0.66 71 108 0.57 24,653 1,856 8,856 0 0 13,941 0.89 94 109 2.46 707,079 0 0 39,562 0 67,457 0.57 57 110 2.08 90,758 0 0 9,450 81,308 0 0.59 63 711 112 204' 205' OS-1 OS-2 OS-3 0.61 1.97 0.42 0.14 0.62 0.04 0.04 26,535 85,944 18,504 6,182 27,176 1,799 1,799 3.735 0 0 0 7,290 250 250 16,600 0 15,794 5.362 17,010 1,250 7,250 6,200 0 2.710 820 2,876 299 299 0 85,944 0 0 0 0 0 0 0 0 0 0 0 0 0.75 0.65 0.83 0.84 0.86 0.81 HE 76 70 85 87 88 83 83 'In7n.mafinn I.n,., c:..w.... nno Equations - Calculated C coefficients & % Impervious are area weighted C=E(CiAi)/At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 3916415ultimatetlow xls ) 1 1, 1 1 JR Engineering 2620 E Prospect Rd., Ste. 190 Fon Collins. CO 80525 STANDARD FORM SF-2 ULTIMATE FLOW TIME OF CONCENTRATION - 2 YR LOCATION: NORTIIVIFST- ROADS OF RIGDEN FARM PROJECT NO: 39104.15 COMPUTATIONS BY: ES DATE: 4#######0 2-yr storm C7= 1.00 SUB -BASIN DATA INITIAL/OVERLAND TIME Di) TRAVEL TIME/ GUTTER OR CHANNEL FLOW (it) Ic CHECK (URBANIZED BASIN) FINAL tc DESIGN PONIT SUBBASIN(s) (1) Area (W) (2) C 13) Length p0 (4) Slope 1%) (5) li (min) (a) Length (II) (7) Slope 1%) (8) n Manning rough VeL (IVs) (9) it (min) (10) Ic= li.It 111) Total (it) (12) tc=(Vleo).10 (min) (13) (min) 1141 1 101 0,64 0.76 IS 2.0 2.0 650 0.4 0.016 1.3 8.52 10.5 665 13.7 10.5 2 102 0.23 0.69 IS 2.0 2.4 ISO 0.7 0.016 1.7 1.81 4.2 195 111 50 3a 103a 1.15 0.85 50 2.0 2.6 350 1.0 0016 2.0 2.90 5S 400 12.2 55 30 1030 0,93 0,05 50 2.0 2.6 300 1.0 0.016 2.0 2.49 5A 350 11.9 5.1 4 104 041 0,81 IS 2.0 1.7 205 1.0 0016 2.0 1.73 3.4 221 11.2 5.0 5 105 0,69 0.82 15 2.0 1.6 280 0.7 0016 1.7 2.70 44 295 11.6 SO 6 106 2.38 085 50 2.0 2E 262 0.7 0016 1.7 2.60 5.2 312 11.7 5.2 7a 107a 0.72 0.851 50 2.0 2.6 ISO 0.7 0016 1.7 1,78 4A 230 - 11.3 5.0 7b 107b I.IS 0.85 50 2.0 2.6 346 0.5 0.016 1.4 4,06 67 396 12.2 6.7 7c 107c 0.86 0.69 50 2.0 4.3 120 2.0 0016 2.8 0,70 5.0 170 10.9 5.0 7d 107d 2.13 0.66 50 2.0 4.6 615 0.7 0,016 1,7 6AO 10.7 665 137 10.7 8 108 0.57 089 15 2.0 1.21 343 1.5 0.016 2.5 2,32 3S 358 12.01 5.0 9 109 2,46 057 50 0.5 Sal 400 1.7 0035 1.2 5.57 14.3 450 12,51 12.5 10 110 2.08 0,59 50 2.0 5,31 273 1.1 1 0.035 1.0 4.73 10,1 323 11.0 10,1 11 111 0.61 0,75 15 2.0 2.01 345 1.4 0,016 2,4 2.44 4.4 363 1201.5.0 12 112 1.97 065 50 2.0 47 416 1.4 0.035 1.1 6,41 11.1 468 12.6 11.1 204 204 0.42 0.53 15 2.0 1.6 346 0.5 0.016 1.5 3.94 5.5 361 12.0 5.5 204 205 0,141 0.84 15 2.0 1.5 116 0.9 0.016 1.9 1.01 2.5 131 107 50 OSt OS-1 0.62 0.86 IS 2.0 t4 591 0.5 0.016 to 6.93 8.3 606 t34 8.3 OS2 OS 2 0.04 0.81 15 20 1.7 100 1.0 0.016 2.0 0.83 2.5 115 10.6 5.0 OS3 OS-3 0.04 0 81 15 2.0 1.7 100 1.0 0.016 2.0 0.83 2.5 115 10.6 5 0 EQUATIONS: It; =ti+tt ti=(1.87(1.1-CC,)Lo']/S In tt = Uvel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + If and urbanized basin check min. tc = 5 min. due to limits of IDF curves 0 ' 3816415u#irnalellow .Is JR Engineering 2620 E. Prospect Rd , Sic 190 Fort Collins. CO 80525 STANDARD FORM SF-2 ULTIMATE FLOW TIME OF CONCENTRATION - 2 YR LOCATION: NORTHWEST ROADS OF RIGDEN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: FS DATE: 10/26PO04 10-yrstorm Cf= 1.00 SUB -BASIN DATA INITIAL /OVERLAND TIME (it) TRAVEL TIME / GUTTER OR CHANNEL FLOW (It) Ic CHECK (URBANIZED BASIN) FINAL tc DESIGN PONIT SUBBASIN(s) 11) Area lac) 12) C 131 Length (It) (4) Slope (%) ' (5) ti (min) (6) Length (It) 17) Slope (%) (8) n Manning rough. Val. lost (9) 11 (min) (10) tc = ti. It (11) Total (11 (12) Ic=(Vla0),Io (min) ) (13) (min) (14) 1 101 0.64 0,76 15 20 2.0 650 0.4 0.016 1.3 8.52 10.51665 13.7 10.5 2 102 0.23 069 15 20 24 180 0.7 0.016 1.7 1.81 4,2 11.1 5.0 33 103a 1.15 085 50 2.0 2,6 350 1.0 0.016 2.0 2.90 i5 12.2 5.5 3b 103b 0.93 Day 50 2.0 2.6 3D0 ID 0.016 2.0 249 5.1 11.9 5.1 4 104 0.41 0.81 15 2,0 1.7 206 1,0 0.016 2.0 1.73 3.4 11.2 5.0 5 105 0.69 0.82 15 20 Is 280 07 0.016 1.7 2.78 4A 11.6 5.0 6 1D6 2.38 DIM 50 2.0 2.6 262 0.7 0.016 1.7 2.60 52 11.7 5.2 7a 107a 0,72 085 50 2.0 2.6 180 0.7 0.016 1.7 1.78 44 11.3 5.0 7b 107b 1.16 085 '50 2.0 2a 346 0.5 0.016 1.4 4.D6 6.7 12.2 6.7 7c 107c 0.56 0.69 50 2.0 4.3 120 2,0 0.016 2.8 0.70 50 10.9 5.0 7d 107E 2.13 066 sc 20 4.6 615 0.7 0.016 1.7 6.10 10.7 13.7 107 e 108 O.P 0.89 15 2.0 1.2 343 1.5 0016 2.5 2.32 3.5 358 12.0 5.0 9 109 2A6 0.57 50 0.5 8.8 462 1.7 0.035 1.2 643 15.2 512 12.8 12.8 10 110 1 2.08 0,59 154 0.5 14.8 273 1.1 0.035 1.0 C731 19.51 427. 1241 12.4 11 Ili 0,61 075 15 2.0 20 348 1.4 0016 2.4 244 4A 363 12.01 5.0 12 112 1.97 065 50 20 4.7 418 1.4 0.035 1.1 641 11.1 468 12.6 11.1 204 204 042 003 15 20 16 346 0.5 0.016 L5 3.94 5.5 361 12.0 5.5 204 205 0.14 0,84 15 2.0 1.5 116 0.9 0.016 1.9 1.01 2.5 131 10.7 5.0 OSt OS-1 0.62 086 15 2.0 1.4 591 0.5 0016 1.4 6.93 8.3 606 13.4 8.3 OS2 OS-2 0.04 0.81 15 2.0 1.7 10D ID 0.016 2.0 0.83 2.5 115 10.6 5D 053 OS-3 0D4 081 15 2.0 1.7 too 1.0 0016 2D 0.83 2.5 115 10.6 5.0 EQUATIONS: tc=ti+it ti=(1.87(1.1-CC,)Lo')I S'� it = Wel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of V + If and urbanized basin check min. to = 5 min. due to limits of IDF curves 0 6 3916415ulnmateltow.xis JR Engineering 2620 E. Prospect Rd., Ste. 190 Fan Colons. CO 60525 STANDARD FORM SF-2 ULTIMATE FLOW TIME OF CONCENTRATION • 2 YR LOCATION: NORTHWEST ROADS OF RIGDEN FARM PROJECT NO: 39164.15 COMPUTATIONS BY: ES DATE: 102672004 100-yrsform Cf= 1.25 SUB -BASIN DATA INITIAL/OVERLAND TIME(ti) TRAVEL TIME I GUTTER OR CHANNEL FLOW M) Ic CHECK (URBANIZED BASIN) FINAL tc DESIGN PONIT SUSBASIN(s) (1) Area (ac) (2) C (3) CIO Length (h) (4) Slope (%) (5) li (min) (6) Length (It) (7) Slope (%) (a) n Manning rough. Vel. (IVs) (9) It (min) (10) Ic = u.0 111) Total L (11) (12) 1c=(V1B0)110 (min (13) (min) (14) 1 101 064 076 094 15 2.0 0.9 550 04 0.016 1.3 8.52 9.4 665 13.7 9.4 2 102 0.23 0.69 086 15 2.0 1 4 I80 07 0.016 1.7 1.81 3.2 195 11.1 5.6 3a 103a 1.15 085 1,50 50 2.0 1.0 350 1.0 0,016 2.0 2.90 4.0 400 12.2 50 3b 103b 0.93 0,85 1.00 50 2.0 10 300 1.0 0016 2.0 2.49 35 350 11.9 5.0 6 104 041 0,81 1.00 15 2.0 0.6 206 1.0 0016 20 1.73 2.3 221 11.2 5.0 5 105 069 082 1.00 15 2.0 0.6 280 07 0.0t6 1.7 218 3.4 295 11.6 5.0 - 5 106 2.38 0.85 I'm 50 2.0 1.0 262 07 0,016 1.7 2,60 3.6 312 Ill 5.0 7a 107a 0.72 0.85 1.00 50 2.0 1.0 180 00 0016 04 7.98 9.0 230 11.3 9.0 7b 107b 1,16 0.85 1.00 50 2.0 1.0 346 1.0 0.016 2.0 2.52 3.9 396 12.2 5.0 7c 107c o86 0,69 0.87 50 2.0 21 120 2.0 0016 2.9 0.7 3.1 170 10.9 5.0 :a 107d 2A3 0,66 093 50 2.0 2.8 615 3.0 0.016 3.5 2,93 5.8 665 137 S.B B 108 0.57 059 1.DO 15 2.0 0,5 343 1.5 0.016 2.5 2.32 2.9 358 12D 5.0 9 ID9 2A6 0.57 0.72 50 05 6.4 462 1.0 0.035 09 8.25 14.6 512 129 128 10 110 2,08 0.59 0.74 154 0.5 10.5 273 00 0035 0.2 26.51 37.0 427 124 12.4 11 111 0.61 0,75 094 15 20 0.9 346 0.0 0.016 0.1 15 43 164 363 12.0 12.0 12 112 1,97 0.65 081 50 20 3.0 410 0.0 0.035 02 40.55 43.6 468 12.6 12.6 204 204 042 0.53 1.00M51 06 346 0.5 0,016 IS 3.94 4.5 361 120 5C 204 205 0.14 054 1.00 0.6 116 0.9 0.016 Is 1.01 1.6 131 10.7 6o OSI OS-1 0,62 0.86 1.00 06 591 0.5 0.016 1.4 6.93 7.5 606 13/ T5 OS2 OS-2 0,04 0.81 1.00 0,6 100 1.0 0.016 2,0 oao IA I15 106 5.0 OS3 OS-3 004 0.81 100 G6 I00 1.0 0.016 2.0 0.83 1.4 115 10.6 5.0 ' EOUATIONS: tc = It + tt III = 11.87(1.1• CC,) L" S1n n=Wet. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Foil Collins Design Manual) final tc = minimum of It + It and urbanized basin check min. tc = 5 min. due to limits of IDF curves ' 3916415ultimaleflow.Als ?RN i ga �U LL LL O 7 S ul E IL g O jA O ' ~ Y N W N J C z o U Q LL L Z C u LL W f L 0 !Q f N Q 7 z L LL Jd T � O � O Z z u U O } f0 in Z O N Z Z < O F-F W L W < O i O << N Q y vi ui Yl F E E m m n u F y N Yl Vj m N N y 2 Z o i~ i E E N E E N N E y N f Y Y m m R N 2 Z 5. ¢ W W W W W W W E L 5 ¢ �Q Asa-aaaa�LLN� Q bb aN w"��ac�i ciuSbcBd r O ¢ 'c o ^ O � u boa g — A499 m n n b m N N N N N N N fV fV IV N N IV N [V N N N IV lY O o U bbcoombo0�0p 0 obmo 00o e�oy 0y0 Q yye N N� Onl O IPO � n b m� Ynl O O b OI O� 10 S B LL 6 ' O ti n O O N G U O m p� m= N 11 V 0 o � N Oow !@§ ;k k B{ k\ !� «_ �{ ; k} j U. ! ) cl 2a:) { » . <( \){§ \/ \ : 2[i i}i !f! {/ 9 L 2 ;[E �$$/$$$(i EE !!w /\ /\ )f2)uuu001} } f e;lE§5!!!e§3|9§!elI32 2 !!!!!!!!!!!!B5§!!!|!e » !§(!!!§§Il55!!!5!!2!! aa!§,Gee!!ae=;; )¥k _! ---_-�1006 ƒ ! 00 � | ■ LL LL O Z 7 Q a E W IL B G CO O O J N C = OV f R tL u¢ O J p v LL U z O cQ C Q J O a F � _ N �— Z f��1 ili n U m y Z z O O Z FO Z O F aydLU Oi Q Q a m c b e �p d 8U n TN r a _d Y 2 2 zz oa m Zr 8 rE N N € N E N N N E ui In c ra> Y _._ yyl N(Nro22 c h E E x H a c a s O O O O O m y y .x 'y w y Vl In c 2 c d w w w w w w a o a` E q a a d d m 9 D= Vl N N N w a m Q.a .0 C O ti 0 0 0 Q 2 LL cc N N ccpcp d d d Y Y m y W t5Q5Q5qp J, a 0 0 0 O O a, Q a pO H e O Q 8 N Q V Q w o' Q Q N C - o a U 8 a T d N T 11��JJ Qpq��� V O e— W O IO H N n N o N O e a .06 _ � V] N m m N N m m N N m m Vi O m o N VI m m m1 N N m b O m OI $ h N m m$ Vf m y or _ not ai oim oimmoirn dim iunnn maim ai ai a 1101 o 000 oa, N fV ooN a m i(f N N N N h 1-1- N N N VI N N yj N Ih N v me�m888888$W.8nnme�m$$8$8 U 00 - o o 0 o 0 o- a ImNNmi e'er. niOm=na�u'm e.e-Sd$$ O O- 0 0 0 N O O N O N N O - 0 0 0 0 0 LL Z J C p coo U G O a 'o .-Nm a �nm�a�u� mqo-NS$in y 0 N 0 0 0 APPENDIX C STREET CAPACITY CALCULATIONS Final Drainage and Erosion Control Report Appendices Rigden Farm -Northwest Roads April, 2004 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Foil Collins, CO 80525 LOCATION: Rigden Northwest Roads ITEM: INTERIM DESIGN STREET CAPACITY CALCULATIONS COMPUTATIONS BY: es SUBMITTED BY:. 1R ENGINEERING Note: Design flows and street capacities are given for one side of the street unless otherwise indicated All basins in the Rigden Northwest Roads section have vertical curb. 10!26/2004 Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (ft) (CIS) (CIS) (cis) (CIS) 1 Iowa Drive 48 0.50 6.69 1.06 yes 18.75 4.83 yes 2 Iowa Drive 48 0.50 6.69 0.44 yes 18.75 1.92 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width I%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (it) (CIS) (CIS) (CIS) (CIS) 4 Limon Drive 50 0.50 6.69 0.95 yes 20.65 4.10 yes 5 Limon Drive 50 0.50 6.69 1.62 yes 20.65 6.90 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (it) (CIS) (cis) (CIS) (cfs) 7 Limon/Kansas' 42 0.50 6.69 1.73 yes 18.10 7.53 yes 8 Limon/Kansas' 42 0.50 6.69 0.68 yes 18.10 2.84 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets I Width I%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (it) (CIS) (efs (CIS) (CIS) 10 Custer/Iowa Drive' 48 1.80 15.59 0.80 yes 43.68 3.47 yes 11 Custer/Iowa Drive' 48 1.80 15.59 1.30 yes 43.68 4.12 yes 12 Custer/jKansas' 42 1.80 15.59 0.76 yes 42A6 3.22 yes ' At indicated design points where two different road widths connect within the subbasin, the smaller crossection was used to check the street capacity. t3916415inlerimstcap As JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190. Fort Collins, CO 80525 10/26/2004 LOCATION: Rigden Northwest Roads ITEM: ULTIMATE DESIGN STREET CAPACITY CALCULATIONS COMPUTATIONS BY: es SUBMITTED BY: JR ENGINEERING Note: Design flows and street capacities are given for one side of the street unless otherwise indicated All basins in the Rigden Northwest Roads section have vertical curb. Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width N Capacity 0(2) criteria? Capacity 0(100) criteria? Point (ft) (cfs) (cfs) (cfs) (cfs) 1 Iowa Drive 48 0.50 6.69 3.72 yes 18.75 yes 2 Iowa Drive 48 0.50 6.69 2.19 yes 18.75 7.77 7.77 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (ft) (cfs) (cfs) (cfs) (cfs) 4 Limon Drive 50 0.50 6.69 3.16 yes 2065, 13.39 yes 5 Limon Drive 50 0.50 6.69 1.62 yes 20.65 6.90 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (°/) Capacity I O(2) criteria? Capacity I 0(100) I criteria? Point (it) (cfs) (cfs) (cfs) (cfs) 7c Kansas Drive" 42 0.50 1 6.69 1.71 yes 1 18.10 1 7.46 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (ft) (cfs) (cfs) (cfs) (cfs) 7d Urnon/Kansas' 42 0.50 6.69 3.07 yes 18A0 16.65 yes 8 Limon/Kansas' 42 0.50 6.69 1.44 yes 18.10 5.63 yes Des. Street Name Roadway Slope 2 yr Design flow meets 100 yr Design flow meets Width (%) Capacity 0(2) criteria? Capacity 0(100) criteria? Point (it) (cfs) (cfs) (cfs) (cfs) 10 Custer/Iowa Drive' 48 1.80 15.59 2.74 yes 43.68 10.96 yes 11 Custer/Iowa Drive' 48 1.80 15.59 1.30 yes 43.68 4.12 yes 12 Custer/jKansas' 42 1.80 15.59 2.73 yes 42.16 11.29 yes At indicated design points where two different road widths connect within the subbasin, the smaller crossection was used to check the street capacity. Portion of Kansas Drive not yet designed, used a conservative 0.5% slope. Note: Design point 1 flows include Basin 101 + Basin 103a Design point 2 flows include Basin 102 + Basin 107a Design piont 4 flows include Basin 104 + Basin 103b I 3916415inte rimsicap.xls JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 10/26/2004 LOCATION: Rigden Northwest Roads ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: es SUBMITTED BY: JR ENGINEERING 2-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 42' Roadway, vertical curb and gutter no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use revised Mannrngs eq. Allowable Gutter Flow. Q=0.56'Z/n's112.ya/3 Qall=F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (ft/ft) Qall = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Oa - Qb + Qc y = depth of flow at face of gutter (ft) Section A Section B Section C Z = 12.0 ft/ft Z = 12.0 ft/ft Z = 50.0 ft/ft n= 0.013 n= 0.013 n= 0.016 y = 0.50 ft y = 0.33 it y = 0.33 ft Both sides -8 -4. ... S Qa Qb Qc Qtotal F Gall Q+all 0.407 5.15 1.70 5.76 9.20 0.50 4.60 9.20 0.50% 5.76 1.90 6.44 10.29 0.65 6.69 13.38 0.60% 6.31 . 2.08 7.05 11.27 0.80 9.02 18.04 0.80% 7.28 2.40 8.14 13.02 0.80 10.41 20.83 1.00% 8.14 2.69 9.10 14.55 0.80 11.64 23.29 1.50% 9.97 3.29 11.15 17.83 0.80 14.26 28.52 2.00% 11.51 3.80 12.87 20.58 0.80 16.47 32.93 3.00% 14.10 4.66 15.76 25.21 0.72 18.15 36.30 4.00% 16.28 5.38 18.20 29.11 0.60 17.47 34.93 5.00% 18.20 6.01 20.35 32.54 0.48 15.62 31.24 6.00% 19.94 6.59 22.29 36.72 0.40 14.69 29.38 7.00%1 21.54 1 7.11 1 24.08 38.51 0.34 13.09 26.18 ' 3916415interimstcap.xls Fl. CL A B,� e•, Yb=Yc= 0.33 ft ya = 0.50 ft 1of6 1 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190. Fort Collins, CO 80525 10/26/2004 ' LOCATION: Rigden Northwest Roads ITEM: STREET CAPACITY CALCULATIONS ' COMPUTATIONS BY: es SUBMITTED BY: IR ENGINEERING 100-year design storm ' Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. Street with 42' Roadway, vertical curb and gutter - collector street ' depth of water over crown not to exceed 6', buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: 0=1.486/nAm-S12-A Daft =F'Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) n = roughness coeff. Qall = allowable gutter capacity (cfs) ' R= A/P A = cross sectional area (ft2) Q = Oa + Qb P = wetted perimeter (it) S = channel slope ' Section A Section B A = 7.90 it 2 A = 1.10 it2 P = 21.00 it P = 10.50 ft ' R= 0.38it R= 0.10ft n= 0.016 n= 0.035 Both sides -4 �.--§ s 0. ab Qtot F Qpl Dell 0.40% 24.25 0.66 24.91 0.50 12.45 24.91 0.50% 27.11 0.74 27.85 0.65 18.10 36.20 0.60% 29.70 0.81 30.50 0.80 24.40 48.80 0.80% 34.29 0.93 35.22 0.80 28.18 56.35 1.00% 38.34 1.04 39.38 0.80 31.50 63.01 1.50% 46.95 1.27 48.23 0.80 38.58 77.17 2.00% 54.22 1.47 55.69 0.80 44.55 89.10 3.00% 66.40 1.80 68.21 0.72 49.11 98.22 4.00% 76.68 2.08 78.76 0.60 47.25 94.51 5.00% 85.73 2.33 88.05 0.48 42.27 84.53 6.00% 93.91 2.55 96.46 0.40 38.58 77.17 7.00% 101.43 2.75 104.19 0.34 35.42 70.85 FL 9- 0.16' 0.38' 0.17' Area A =(0.16)'(21)+(0.38)'(2)+(.5)'(0.38)'(19)+(.5)'(0.17)'(2) = 7.9 sq. ft. Area B = (.5)'(10.5)'((.21) = 1.10 sq. ft. ' 3916415interimsicap.xls 2 of 6 ' JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' LOCATION: Rigden Northwest Roads ITEM: STREET CAPACITY CALCULATIONS ' COMPUTATIONS BY: es SUBMITTED BY: JR ENGINEERING t Minor Storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. ' Street with 48' Roadway, vertical curb and gutter - Commercial Local no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% 1 10/26/2004 Theoretical Capacity: use revised Mannings eq. Allowable Gutter Flow. Q=0.56'Z/n-Sy813 Qall=F'Q ' where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) Z = reciprocal of cross slope (ft/ft) Qall = allowable gutter capacity (cfs) n = roughness coeff. S = channel slope (ft/ft) Q = Oa - Qb + Qc ' y = depth of flow at face of gutter (ft) Section A Section B Section C ' Z = 12.0 ft/ft Z = 12.0 ft/ft Z = 50.0 ft/ft n= 0.013 n= 0.013 n= 0.016 y = 0.50 ft y = 0.33 it y = 0.33 ft Both sides of street S Qe Qb Qc Qtatal F Qall Q211 ' 0.40% 5.15 1.70 5.76 9.20 0.50 4.60 9.20 0.50% 5.76 1.90 6.44 10.29 0.65 6.69 13.38 0.60% 6.31 2.08 7.05 11.27 0.80 9.02 18.04 ' 0.80% 7.28 2.40 8.14 13.02 0.80 10.41 20.83 1.00% 8.14 2.69 9.10 14.55 0.80 11.64 23.29 1,50% 9,97 3,29 11,15 17.83 0.80 14,26 28.52 ' 2.00% 11.51 3.80 12.87 20.58 0.80 16.47 32.93 3.00% 14.10 4.66 15.76 25.21 0.72 18.15 36.30 4.00% 16.28 5.38 18.20 29.11 0.60 17.47 34.93 ' 5.00% 18.20 6.01 20.35 32.54 0.48 15.62 31.24 6.000% 19.94 6.59 22.29 36.72 0.40 14.69 29.38 7.00% 21.54 7.11 24.08 38.51 0.34 13.09 26.18 CL Yb = YC = 0.33 It Ya = 0.5 ft ' 3916415interimstcap.xls 5 of 6 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: Rieden Northwest Roads ITEM: STREET CAPACITY CALCULATIONS ' COMPUTATIONS BY: es SUBMITTED BY: JR ENGINEERING 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. ' Street with 411' Roadway, vertical curb and gutter - Commercial Local depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% ' Theoretical Capacity: use Mannings eq. Allowable Gutter Flow: Q=1.486/n-R"-S1 -A Call =F"Q where Q = theoretical gutter capacity (cfs) F = reduction factor (Fig. 4-2) ' n = roughness coeff. Qall = allowable gutter capacity (cfs) R = A / P Q = Qa+Qb A = cross sectional area (ft2) P = wetted perimeter (ft) S = channel slope Section A Section B ' A = 8.55 ft2 A = 1.32 ft2 P = 24.50 ft P = 11.50 ft R = 0.35 ft R = 0.11 ft ' n = 0.016 n = 0.035 Both sides of street S 0, Ob 0tm F Gall Dan 0.40% 24.96 0.84 25.80 0.50 12.90 25.80 0.50% 27.91 0.94 28.85 0.65 18.75 37.50 0.60% 30.57 1.03 31.60 0.80 25.28 50.56 0.80% 35.30 1.19 36.49 0.80 29.19 58.38 1.00% 39.47 1.33 40.79 0.80 32.64 65.27 1.50% 48.34 1.63 49.96 0.80 39.97 79.94 2.00% 55.81 1.88 57.69 0.80 46.15 92.31 3.00% 68.36 2.30 70.66 0.72 50.87 101.75 4.00% 78.93 2.65 81.59 0.60 48.95 97.91 5.00% 88.25 2.97 91.22 0.48 43.79 87.57 6.00% 96.67 3.25 99.93 0.40 39.97 79.94 7.00% 104.42 3.51 107.93 0.34 36.70 73.39 ' 3916415interimstcap.x1s 11 �, F` 2' 22' C` 46' l.17' Area A = (0.1')(24') + (2')"(0.46) + (0.17')"(2')'(1/2').+ (0.46')"(22')"(1/2) =8.55 sq. ft. Area B = (11.5')*(0.23')*(1/2) = 1.32 sq. ft. 6ot6 10/26/2004 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: Rigdcn Northwest Roads ITEM: STREET CAPACITY CALCULATIONS ' COMPUTATIONS BY: es SUBMITTED BY: JR ENGINEERING ' 100-year design storm Design in accordance to "Storm Drainage Design Criteria and Construction Standards" City of Fort Collins, May 1984. ' Street with 50' Roadway, vertical curb and gutter - Commercial Local depth of water over crown not to exceed 6", buildings shall not be inundated at the ground line calculate for channel slopes from 0.4% to 7% Theoretical Capacity. use Mannings eq. Q=1.486/n-R2"-Str2-A where Q = theoretical gutter capacity (cfs) ' n = roughness coeff. R= A/P A= cross sectional area (112) ' P = wetted perimeter (ft) S = channel slope Allowable Gutter Flow: Qall=F'Q F = reduction factor (Fig. 4-2) Qall = allowable gutter capacity (cfs) Q = Q,+Qb Section A Section B A = 9.13 ft2 A = 1.44 ft2 P = 25.00 ft P = 12.00 ft R = 0.37 ft R = 0.12 ft n = 0.016 n = 0.035 Both sides -• -• -- S O, Qb Qtot F Qall Qan 0.40% 27.47 0.94 28.42 0.50 14.21 28.42 0.50% 30.72 1.05 31.77 0.65 20.65 41.30 0.60% 33.65 1.16 34.80 0.80 27.84 55.69 0.80% 38.85 1.33 40.19 0.80 32.15 64.30 1.00% 43.44 1.49 44.93 0.80 35.95 71.89 1.50% 53.20 1.83 55.03 0.80 44.02 88.05 2.00% 61.43 2.11 63.54 0.80 50.83 101.67 3.00% 75.24 2.58 77.82 0.72 56.03 112.07 4.00% 86.88 2.98 89.86 0.60 53.92 107.84 5.00% 97.14 3.33 100.47 0.48 48.23 96.45 6.00% 106.41 3.65 110.06 0.40 44.02 88.05 7.00% 114.93 3.95 118.88 0.34 40.42 80.84 FL 2' 23' CL 0.11, 0.46' 0.17' Area A = (0.11')(25) + (2')'(0.46) + (0.17')'(2')'(1/2') + (0.46')'(23')'(1/2) =9.13 sq. ft. ' Area B = (12')'(0.24')•(1/2) = 1.44 sq. It. 10/26/2004 ' 3916415interimsicap.zls 4 of 6 APPENDIX D INLET CALCULATIONS Final Drainage and Erosion Control Report Appendices Rigden Fann-Northwest Roads April, 2004 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD t--------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO .................................................. ON DATE 06-24-2004 AT TIME 10:06:14 C.A k �.M,`tt t* PROJECT TITLE: RIGDEN FARM NW ROADS t'�<D--tr- *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 LQ-,:,- \ �\7� INLET HYDRAULICS: IN A -SUMP. 12 3 3 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 1 "D' 3z 10.00 6.00 0.00 2.00 0.17 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.13 GUTTER FLOW DEPTH (ft) = 0.57 FLOW VELOCITY ON STREET (fps)= 2.84 FLOW CROSS SECTION AREA (sq ft)= 4.22 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs) = 23.11 \ (mil\M�TL ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 12.01 ��ov FLOW INTERCEPTED (cfs)= 12.01 y4 a-h CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 12.01 FLOW INTERCEPTED (cfs)= 12.01 �10�;_ r1j 1 CARRY-OVER FLOW (cfs)= 0.00\� Jj ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------- ----------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO...................................�.`.a . ON DATE 06-24-2004 AT TIME 16:04:33 I'* PROJECT TITLE: RIGDEN FARM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4�� INLET HYDRAULICS: IN A SUMP. IJ 30 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (s) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.06 GUTTER FLOW DEPTH (ft) = 0.59 FLOW VELOCITY ON STREET (fps)= 2.91 FLOW CROSS SECTION AREA (sq ft)= 4.60 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 flow depth. INLET INTERCEPTION CAPACITY: 1 IDEAL INTERCEPTION CAPACITY (cfs)= 23.40 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 13.39 FLOW INTERCEPTED (cfs)= 13.39 ' CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 13.39 FLOW INTERCEPTED (cfs)= 13.39 CARRY-OVER FLOW (cfs)= 0.00 ----------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED -BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------- ------------- 3ER:JR ENGINEERS-DENVER CO .................................................. DATE 06-24-2004 AT TIME 16:05:01 *** PROJECT TITLE: RIGDEN FARM NW ROADS ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 ' INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 ' STREET CROSS SLOPE M 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 16.00 GUTTER FLOW DEPTH (ft) = 0.49 FLOW VELOCITY ON STREET (fps)= 2.51 t FLOW CROSS SECTION AREA (sq ft)= 2.73 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 10.53 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.90 FLOW INTERCEPTED (cfs)= 6.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.90 FLOW INTERCEPTED (cfs)= 6.90 CARRY-OVER FLOW (cfs)= 0.00 c k, 1 t-" &&aA-( 62 \per ________________________________ ____________________________________________ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER } SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO ................................... (,{.I.}, MaAp� , DATE 06-18-2004 AT TIME 13:45:40 I �* PROJECT TITLE: RIDGEN rAQM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7t �x:,54-N 1 /���c ��VA o� A?,J J4n/'}} Tl. `J � — l < r �Cs.' c C ouM oN SV INLET HYDRAULICS: IN/ A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE STREET CROSS SLOPE (%) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= CURB OPENNING CLOGGING FACTOR(%)= 5.00 6.00 0.00 2.00 0.17 depth to flow depth. 0.50 2.00 0.016 2.00 2.00 16.56 0.50 2.55 2.91 50.00 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW tA ( Nta 10.99 /oO (cfs) = 7_.46._ (cfs) = 7.46 f���Y✓ (cfs)= 0.00 (cfs)= 7.46 (cfs)= 7.46 (cfs)= 0.00 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD t--------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO .................................................. ON DATE 07-01-2004 AT TIME 10:17:58 �* PROJECT TITLE: RIGDEN FARM NW ROADS *** COMBINATION INLET: GRATE INLET AND CURB OPENING• 11414 *** GRATE INLET HYDRAULICS AND SIZING: /Ot' �^/ I �,r4 9 ' INLET ID NUMBER: 1_5 A dj 051 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 3.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES ' Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: t STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.94 GUTTER FLOW DEPTH (ft) = 0.63 FLOW VELOCITY ON STREET (fps)= 3.06 FLOW CROSS SECTION AREA (sq ft)= 5.43 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE IDEAL GRATE INLET CAPACITY BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 16.60 (cfs)= 13.82 (cfs)= 9.40 (cfs)= 6.91 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 REQUIRED CURB OPENING LENGTH (ft)= 31.65 1 IDEAL CURB OPENNING EFFICIENCY = 0.53 ACTURAL CURB OPENNING EFFICIENCY = 0.46 1 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.83 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1 FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1 FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= ***. SUMMARY FOR THE COMBINATION INLET: 1 THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: 1 FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= 1 CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= 1 TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 7.20 3.34 3.86 9.69. 3.26 6.43 9.40 3.34 12.74 3.86 6.91 3.26 10.17 6.43 1 L�x i z �� �C-jq �___-___ ---------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO ................................................. DATE 07-01-2004 AT TIME 10:21:46 r* PROJECT TITLE: RIGDEN FARM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 3 . INLET HYDRAULICS: IN AA SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 36.53 92. ,,, � --_5 (cfs) = 32.46 (cfs)= 32.46 28 �� (cfs)= 0.00 (cfs)= 32.46 (cfs)= 32.46 (cfs)= 0.00 t---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDS&FCD ------------------------------------------------ -------------------------- hR:JR ENGINEERS-DENVER CO ................................................. DATE 07-01-2004 AT TIME 10:23:32 �* PROJECT TITLE: RIGDEN FARM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 4 —1?-:.�le a \ �,�:S NJ (-' y?t 2 I. 1-c ' INLET HYDRAULICS: IN A SUMP. If / 4 Lj / GIVEN INLET DESIGN INFORMATION: I GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional 15.00 6.00 27.00 2.00 0.17 depth to flow depth. INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 33.94 % 1 (cfs) = 19.26 Zb > (cfs)= 19.26 5,1 3. glv (cfs)= 0.00 (cfs)= 19.26 (cfs) = 19.26 (cfs) = 0.00 '-------------------------------------------------- --------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO ................................................. DATE 06-24-2004 AT TIME 10:08:01 t* PROJECT TITLE: RIGDEN FARM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 204 = z1?Z ��or-.. �; �lr�t �' I' N� 1 INLET HYDRAULICS: IN A SUMP. � GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 10.00 6.00 0.00 2.00 0.17 depth to flow depth. STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 24.63 GUTTER FLOW DEPTH (ft) = 0.66 FLOW VELOCITY ON STREET (fps)= 3.19 FLOW CROSS SECTION AREA (sq ft)= 6.23 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 24.48 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 20.04 20.04 0.00 20.04 20.04 0.00 5x '----------------------------------------- ------------------------------------ UDINLET: INLET HYDARULICS AND SIZING t DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO........ .......................................... DATE 06-30-2004 AT TIME 16:13:24 Il/t`�TM0.�C �* PROJECT TITLE: RIGDEN FARM NW ROADS *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 3.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.68 STREET CROSS SLOPE (%) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.84 GUTTER FLOW DEPTH (ft) = 0.62 FLOW VELOCITY ON STREET (fps)= 3.56 FLOW CROSS SECTION AREA (sq ft)= 5.39 ' GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 19.17 ' IDEAL GRATE INLET CAPACITY (cfs)= 15.24 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 9.98 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 7.62 ** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 REQUIRED CURB OPENING LENGTH (ft)= 36.82 ' IDEAL CURB OPENNING EFFICIENCY = 0.47 ACTURAL CURB OPENNING EFFICIENCY = 0.41 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.30 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.19 FLOW INTERCEPTED (cfs)= 3.74 CARRY-OVER FLOW (cfs)= 5.45 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 11.55 FLOW INTERCEPTED (cfs)= 3.66 ' CARRY-OVER FLOW (cfs)= 7.89 *** SUMMARY FOR THE COMBINATION INLET:�^�� ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 343 1�0 N A_19.17 C/o BY FAA HEC-12 METHOD: to al u 6.-,.Lk ' FLOW INTERCEPTED BY GRATE INLET (cfs)= 9.98 FLOW INTERCEPTED BY CURB OPENING(cfs)= 3.74 TOTAL FLOW INTERCEPTED (cfs)= 13.72 CARRYOVER FLOW (cfs)= 5.45 } ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 7.62 FLOW INTERCEPTED BY CURB OPENING (cfs)= 3.66 TOTAL FLOW INTERCEPTED (cfs)= 11.28 CARRYOVER FLOW (cfs)= 7.89 1 t---------------------- ------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO ................................................. DATE 06-30-2004 AT TIME 16:14:04 �* PROJECT TITLE: RIGDEN FARM NW ROADS *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7c — 2-de,-j E,�•s�;—Tf.�l.. L,,, ,1�. ��,�} INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 ' INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 3.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.68 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.69 ' GUTTER FLOW DEPTH (ft) = 0.64 FLOW VELOCITY ON STREET (fps)= 3.64 FLOW CROSS SECTION AREA (sq ft)= 5.78 ' GRATE CLOGGING FACTOR (s)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 20.81 ' IDEAL GRATE INLET CAPACITY (cfs)= 16.37 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 10.56 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 8.18 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 38.58 IDEAL CURB OPENNING EFFICIENCY = 0.45 ACTURAL CURB OPENNING EFFICIENCY = 0.39 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.61 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY _GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 10.25 4.00 6.25 12.63 3.92 8.71 20.81 10.56 4.00 14.56 6.25 k. 7-A 8.18 3.92 12.10 8.71 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD - ---------------------- ---------------------------------------------------- ER:JR ENGINEERS-DENVER CO ................................................. DN DATE 06-30-2004 AT TIME 16:14:36 �* PROJECT TITLE: RIGDEN FARM NW ROADS *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7.��- INLET HYDRAULICS: ON A GRADE. 1 ' GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 t INLET GRATE LENGTH (ft) 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 3.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.68 STREET CROSS SLOPE M _ 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 30.63 GUTTER FLOW DEPTH (ft) = 0.78 FLOW VELOCITY ON STREET (fps)= 4.25 FLOW CROSS SECTION AREA (sq ft)= 9.55 ' GRATE CLOGGING FACTOR (°c)= 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 15.00 ' INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 40.30 ' IDEAL GRATE INLET CAPACITY (cfs)= 28.98 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 16.82 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 14.49 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 REQUIRED CURB OPENING LENGTH (ft)= 55.23 ' IDEAL CURB OPENNING EFFICIENCY = 0.33 ACTURAL CURB OPENNING EFFICIENCY = 0.28 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.67 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 23.48 6.61 16.87 25.81 6.52 19.29 40.30 16.82 6.61 23.43 16.87 14.49 6.52 21.01 19.29 t---------------------------- _____-_ _____________________ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO .................................. 1' DATE 06-30-2004 AT TIME 16 : 16 : 03 `' Mom` �-- �* PROJECT TITLE: RIGDEN FARM NW ROADS *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7,- INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 36.70 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 33.80 FLOW INTERCEPTED (cfs)= 33.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 33.80 ' FLOW INTERCEPTED (cfs)= 33.80 CARRY-OVER FLOW (cfs)= 0.00 IV.S�- Inlet Flow Calculation for Area Inlets Project: NW Roads Job Number: 39164.15 Calculations by: es Date: 6/23/2004 Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : 0 WSEL Grate Dimensions and information Width (W): 2.79167 feet Length (L): 3.354167 feet Opening Ratio (R): 0.5 sq ft/sq It Reduction Factor (F): 50% JR Engineering 2620 East Prospect Rd., Suite 190 Fort Collins, CO 80525 Grate Flow: Use the orifice equation Qi = C'A'SQRT(2'g'H) to find the ideal inlet capacity.' 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = Qi ' (1-F) DP 6 Q = 2.19 cfs H = 2 It Single Type C Inlet A = W'L'R = 4.68 112 Qi = C'A'SQRT(2'g'H) = 35.60 cfs Q6= Qi'F = 17.80 cfs USE: Single Type C Inlet Double Type C Inlet A = 2'W'L'R = 9.36 ft2 Q; = C'A'SQRT(2'g'H) 71.20 cfs QG = Qi ' F 35.60 cfs Triple Type C Inlet A = 3'W`L'R 14.05 It Qi = C'A'SQRT(2'g'H) 106.80 cfs QG = Qi ' F 53.40 cfs Paget APPENDIX E STORM PIPE CALCULATIONS n Final Drainage and Erosion Control Report Appendices Rigden Farts -Northwest Roads April, 2004 c (�(1) co a v / Lvi F� T Ch 52 G N p_ G N m N ¢"a w� 7wo 0 zQ 0 U W O C Q y 0. 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CY . .CY co /B) c _ `CL )� �}� m9cy _IL2CL;CLJ !f§ I Scenario: NTSS INTERIM 100-YR CARGILLINLET ' MH-NT-8 P-91 MH-NT9 P-7 MH-NT10 F 6 P•92 IJ -NT11 13 STMH-4 P-19 STMH•3A STMH-3 STMFF2A P-13 P-12 P-8 P-8C -5 P-13A H—�0--- P-BA P-4 P-3 P-2 ' P-17 P•16 P-14 P-136 SPA H-1= OP Ja4 STM H-1B -8 MH-NT1 MH-NT13 -NT14 MH-NT15 P9 DP2 DP•10 DP 11 P-121 P-15 P-20 STMH 2 Lp, DP 12 EX INLET ' -10 ' Pd20 P-119 1.33 1-32 STMI+S 1-35 P-108 ' P•122 STMH-8 P-115 P-117 F30 P-113 STM F+6 STmK ' P•118 �1 1 1 t i v_1 Cutlet Page I Project Engineer. 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N t0 w a w M O N v w w v P U N O Cl m CO — v N v e N N r w N y mM w w M w n N w CV r N to w nOv — v v v N v N v N N NN cv wDU� O n n n n n n O 0 e e 0 0 M M 0 0 0 0 w w 0 0 N N v v 0 0 Om N N — OD Co N N co O n n O O w w 0 0 0 0 t0 h O O N w Cl) Cl) O O v v 0 m m oo 0 o w m m w w om o o t o om N N N nn N o 0M rof o to m�tL m- 0 0 0 0 0 0 0 0 0 0 O O O O _ _ ^ I - ^— N N N N N N N N w O m Ov M 0 w N vw v N to cm O O N O 1 O O a w M m co t0 wmcZ v w OD N CD CV to v M N n v O nwN w m m M m N co N w m M co to n o w w v rn to a M w m co mt0 to w m n M n N w N O w aM O n M w w w 0 w w w n w P. e n N w m N w w M w co w m n w v MO O O O v O O O O O O N N O OO O O O O O O O O O O O O O O O Oc;O M oM c o 0 0 0 0 0 0 0 ci 0 0 O O O O O O O O O O OO O O O O OOOOO E " v v v m BE m w —a) m v diuc c c c c c c c C cO O O O O O O O O O O O O O O O O O c N cc (1 Om!a L N U U U U U U U U U U U O U UC C C C c c c c c c c c c m w Cl) v v t0 I* v v e v v v v O O O 0N N t0 N t0 N w N t0 t0 N t0 N w w w w Z Q m O -1 cm Cl) 'IT t0m N m S= Z N � Z Z 0) co mQX t; =CD ioi0 (!N tnatndd0CL0(L aidiaia- _ to tD N t0 r 0 N a rn O U U c I v E W n f E Om 0.9 cd > to H 3 ZN Qwa Q pt M LL C i WN 000 Iq ¢ga G O -x0 to tD N t0 r 0 N a rn O U U c I v E W n f E Om 0.9 cd > to H 3 ZN Qwa Q pt M LL C i WN 000 Iq ¢ga G O -x0 1 1, j 1 1 1 1 1 1 1 1� 1 1 STMH-8 y P-115 1 1 1 1 1 11 Title: RIGOEN FARM, NTSS 8, COMMERCIAL ' z:\491ODDO.aIP3916415\nw-rev-ultimate.stm 07/01/04 12:47:53 PM STMH-4 P-19 STMH-3A P-20 P-120 P-119. 1-33 1.32 STMH-5 P-108 P 117 1-30 P-113 STMH-6 STMH P-118 A �1 j,P• DP 2 Scenario: Base CA I (9t Mi-NT-8 P-91 w u STMH-3 P-16 P-14 I I J44 DP-10 G- ,-�DP 11 P-121 P-15 CARGILL INLET MH-NT10 P-92 Q P-7 P-6 STU iH-NT11 A P-13 P-12 P-6 P-13A}� SIMH-1 C .1 P-8C P BA DP-1 1 A -5 P STMH•1 B -8 MH-NT1 P•9 STMH 2 DP 12 rr EX INLET F10 P•11 JR Engineering ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 P-3 9 — P-2 P-1 Outlet Mi-NT15 Project Engineer: JR ENGINEERING, LTD. stormCAD v5.5 15.50031 Page 1 of 1 ' APPENDIX F RIPRAP SIZING '• Final Drainage and Erosion Control Report Appendices Rigden Farm-Notthwcst Roads April, 2004 12/ 13/00 ' LOCATION: RIGDEN 11 ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS COMPUTATIONS BY: T. Krell ' SUBMITTED BY: JR ENGINEERING DATE: 8/29/2001 .REVISED 6/29/64 BY ES ' From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) O = discharge, cfs D = diameter of circular conduit, it Y, = tailwater depth, ft V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 ft/s for erosion resistant soils ' = 5.5 ills for erosive soils Design ' Type o/ Flow Dlam. LOCATION Pipe Of,t (c/s) D (tt) DP 17 to WO pond RCP 32.13 2.50 ' DP 20 to WO pond RCP 29.94 2.00 DP 53 to Pond RCP 117.10 3.50 DP 67 to Pond RCP 53.29 3.00 DP 75 to Swale RCP 4.70 1.50 DP 76 to Swale RCP 66.30 2.50 DP 78 to Pond RCP 88.10 3.50 �P 88 to Swale RCP 28.60 2.00 0P 91 to Swale RCP 45.50 3.00 ' DP 93 Trail Culvert RCP 8.50 2.00 DP 94 to Pond RCP 58.20 3.00 DP 96 to Pond RCP 13.70 1.75 DP 96 Trail Culvert RCP 13.70 2.00 ' WO Pond 1 outlet RCP 9.90 1.25 WO Pond 2 outlet RCP 5.32 1.25 WO Pond 3 outlet RCP 26.10 2.00 DP 224 to Pond RCP 14.40 1.75 DP 22910 Pond t RCP 36.40 2.50 Tailwater Allowable Depth Velocity Om y, (it) V Otis) D''' From From Fig. 5-7 Table 5-1 YL Riprap d so D Tvoe (in) 2.05 5.5 8.13 0.82 Type L 9.0 2.00 5.5 10.59 1.00 Type L 9.0 3.02 5.5 17.88 0.86 Type L 9.0 2.6 5.5 10.26 0.87 Type L 9.0 0.53 5.5 2.56 0.35 Type L 9.0 2.50 5.5 16.77 1.00 Type L 9.0 3.50 5.5 13.45 1.00 Type L 9.0 1.8 5.5 10.11 0.90 Type L 9.0 2.36 5.5 8.76 0.79 Type L 9.0 1.04 5.5 3.01 0.52 Type L 9.0 3.00 5.5 11.20 1.00 Type L 9.0 1.75 5.5 5.92 1.00 Type L 9.0 1.42 5.5 4.84 0.71 Type L 9.0 1.25 5.5 7.08 1.00 Type L 9.0 1.25 5.5 3.81 1.00 Type L 9.0 2.00 5.5 9.23 1.00 Type L 9.0 1.75 5.5 6.22 1.00 Type L 9.0 2.50 5.5 9.21 1.00 Type L 9.0 ' 3916415riprap.xis Page 1 12/13/00 LOCATION: RIGDEN If ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS COMPUTATIONS BY: T. Krell SUBMITTED BY: JR ENGINEERING DATE: 8/29/2001 From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) O = discharge, cis D = diameter of circular conduit, ft Yt = tailwater depth, it V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 tYs for erosion resistant soils = 5.5 ills for erosive soils LOCATION DP, 0-7,to�i?pnd 21 ' DP 17 to WO pond DP 20 to WO pond DP 53 to Pond DP 67 to Pond ' DP 75 to Swale DP 76 to Swale DP 78 to Pond )P 88 to Swale ' OP 91 to Swale DP 93 Trail Culvert DP 94 to Pond DP 96 to Pond ' DP 96 Trail Culvert WO Pond 1 outlet WO Pond 2 outlet WO Pond 3 outlet ' DP 224 to Pond DP 22910 Pond Figure 5-6 From Riprap Riprap Figure 5-9 Min. L Depth Depth Width Expansion L = (1/(2tanq)) from to L/2 L/2 to L of Riprap O Factor At = ON '(At/Yt-W) Figure 5-8, L Use L D" 18.0 13.5 7.5 3.3 18.0 13.5 6 5.3 18.0 13.5 10.5 5.1 18.0 13.5 9 3.4 18.0 13.5 4.5 1.7 18.0 13.5 7.5 6.7 18.0 13.5 10.5 3.8 18.0 13.5 6 5.1 18.0 13.5 9 2.9 18.0 13.5 6 1.5 18.0 13.5 9 3.7 18.0 13.5 5.25 3.4 18.0 13.5 6 2.4 18.0 13.5 3.75 5.7 18.0 13.5 3.75 3.0 18.0 13.5 6 4.6 18.0 13.5 5.25 3.6 18.0 13.5 7.5 3.7 1/(2 tan B) (it`) (ft) (it) (ft) 67 `; 1321e 272.;:v...t,.. 1050 Sn, ,10.50, 6.7 ,.. 5.84 2.34 7.50 7.50 4.8 5.44 3.46 6 6.00 5.0 21.29 17.75 10.5 17.75 5.9 9.69 4.29 9.00 9.00 5.5 0.85 0.62 4.50 4.50 4.2 12.05 9.75 7.50 25.00 6.7 16.02 7.21 10.50 10.50 5.0 5.20 4.44 6.00 6.00 6.7 8.27 3.39 9.00 9.00 6.7 1.55 -3.44 6.00 6.00 6.7 10.58 3.53 9.00 9.00 6.7 2.49 -2.19 5.25 5.25 6.7 2.49 -1.65 6.00 6.00 4.3 1.80 0.82 3.75 3.75 6.7 0.97 -3.19 3.75 3.75 5.8 4.75 2.16 6.00 6.00 6.7 2.62 -1.70 5.25 5.25 6.7 6.62 0.99 7.50 7.50 L ' 3916415riprap.xls Page 2 DRAINAGE CRITERIA MANUAL a 0 0 RIPRAP Yt/D Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL G = Expansion Angle PA rm A Oro OR .I .z s .4 .5 .6 .7 .8 TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D RIPRAP FIGURE`5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL 2 v If1 Q c V O N fV a 0 u v c 0 h N d � C O Y u o r E I .. y o n W n w E :3 d v us oIV E u ,� o x E r _ _ li F' M O V n C v c ov c 'c u SJ � f E I E x o W c a � Z Q I I a 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT N J g N N J W _J U- Ir CL RIPRAP DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap Designation % Smaller Than Given Size Intermediate Rock d* 50 Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 g** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 APPENDIX G POND SIZING 1 ' Final Drainage and Erosion Control Report Appendices Rigden Fann-Northwest Roads April,2004 Proposed Detention Pond 212 - Storage/Discharge Comparison .,.,..CATION: RIGDEN FARM FILING SIX 'tOJECT NO: 9164.12 BY: T. KRELL 'OMPUTATIONS SUBMITTED BY: JR ENGINEERING, LTD. DATE: 8/29/2001 Storage Volume Equation: V = 1 /3 d (A + B + sgrt(A' B)) where V = volume between contours, ft3 d = depth between contours, ft ' A = surface area of contour modified ipz 7/20/99 inv. O 100-yr WSEL . pill crest TOB inv. Ou Spill crest Spillway Discharge, O, weir equation: O = CLH3" C = weir coefficient = 2.6 H = overflow height = stage - spill crest elev. L = length of the weir Pnp FnnA 919 - Cninwn,. Inn..r6 I _ 9n N Stage (ft) Depth (ft) Surface Area (ftZ) Surface Area (ac) Incremental Storage (ac-tt) Total Storage (ac-ft) Discharge from EXTRA (cfs) . t 4919.36 0.0 0 0 4920 0.6 491 0.01 0.00 0.00 4920.01 506 0.01 0.00 0.00 1.71 4921 1.6 2009 0.05 0.03 0.03 4921.22 2627 0.06 0.01 0.04 13.61 4922 2.6 4818 0.11 0.07 0.11 4922.89 7501 0.17 0.12 0.23 28.28 4923 3.6 7833 0.18 0.02 0.25 4924 4.6 10581 0.24 0.21 0.46 4924.37 11761 0.27 0.09 0.56 37.53 4925 5.6 13769 0.32 0.18 0.74 4925.3 14629 0.34 0.10 0.84 40.3 4925.40 14915 0.34 0.13 0.87 40.60 4925.58 15370 0.35 0.06 0.93 4926 6.6 16634 0.38 0.15 1.09 4926.5 17695 0.41 0.20 1.29 4927.4 8.0 19606 0.45 0.39 1.67 40.60 modified tk10/14/04 ao �e 1 0nn.1 919 Stage (ft) Depth (ft) Surface Area (ftZ) Surface Area (ac) Incremental Storage (ac-ft) Total Storage (ac-ft) t 4919.36 0.0 0 4920 0.6 782 0.02 0.00 0.00 4921 1.6 4546 0.10 0.06 0.06 4922 2.6 7112 0.16 0.13 0.19 4923 3.6 10085 1 0.23 0.20 0.39 4924 4.6 13158 0.30 0.27 0.65 4925 5.6 16332 0.37 0.34 0.99 4925.3 5.9 17314 0.40 0.12 1.11 4926 6.6 19606 0.45 0.41 1.40 4927 7.6 22981 0.53 0.49 1.89 4927.7 8.3 23979 0.55 0.38 2.27 ' 3916415NWRoadspond.xls,COMMERCIAL (2),10/26/2004 Detention Pond Emergency Overflow Spillway Sizing LOCATION: Rigden Farm - Filing Six PROJECT NO: 39264.12 COMPUTATIONS BY: T. KRELL SUBMITTED BY: JR ENGINEERING DATE: 8/29/2001 Equation for flow over a broad crested weir 0 = CLH32 where C = weir coefficient = H = overflow height L = length of the weir 2.6 4� L H ' The pond has a spill elevation equal to the maximum water surface elevation in the pond Design spillway with 1.0 It flow depth, thus H = 0.7 ft Size the spillway assuming that the pond outlet is completely clogged. ' POND 212 0 (100) = 85 cfs (peak flow into pond) Spill elev = 4927.00 It = 100-year WSEL ' Jlin top of berm elev.= 4928.00 Weir length required: L= 56 ft ' Use L = 56 ft revised by es 10/26/2004 v = 2.07 ft/s LA CA ' �- 2 R9l-S (4-D ' APPENDIX H REFERENCE REPORTS Final Drainage and Erosion Control Report Appendices Rigden Farm -Northwest Roads April, 2004 1 } ' DRAINAGE AND EROSION CONTROL REPORT FOR RIGDEN FARM FILING ONE, P.D.P. 1 ' September 30, 1999 Prepared by ' JR ENGINEERING 2620 E. Prospect Rd., Suite 190 tFort Collins, Colorado 80525 1 (970)491-9888 ' Prepared for Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 Fort Collins, Colorado 80526 t(970)225-9305 ' Previous revision dates February 23, 1999 ' June 2, 1999 August 4, 1999 September 7, 1999 ' Job Number 9164.03 '---- -------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY ' CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------- :R ENGINEERS-DENVER CO ................................. ................ DATE 07-30-1999 AT TIME 15:33:26 * PROJECT TITLE: RIGDEN FARM *** COMBINATION INLET: GRATE INLET AND CURB OPENING: *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 2�, ' INLET HYDRAULICS: ON A GRADE. ri�Q &m6 Ih GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 3.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: ■ STREET LONGITUDINAL SLOPE M = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER 1 DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.69 GUTTER FLOW DEPTH (ft) = 0.64 ' FLOW VELOCITY ON STREET (fps)= 3.42 FLOW CROSS SECTION AREA (sq ft)= 5.78 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 19.70 IDEAL GRATE INLET CAPACITY (cfs)= 15.82 BY FAA HEC-12 METHOD: ' FLOW INTERCEPTED (cfs)= 10.37 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 7.91 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2b tINLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 12.00 REQUIRED CURB OPENING LENGTH (ft)= 36.32 ' IDEAL CURB OPENNING EFFICIENCY = 0.51 ACTURAL CURB OPENNING EFFICIENCY = 0.45 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.80 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= ' *** SUMMARY FOR THE COMBINATION INLET: ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= ' FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: t FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 9.33 4.18 5.16 11.79 4.08 7.71 19. 70=Q#oa 10.37 4.18 14.54-4o ;}4c 5.16 _ c/o 7.91 4.08 11.99 7.71 ------ ----------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY ' CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------- iR ENGINEERS-DENVER CO ................................................. ATE 07-30-1999 AT TIME 15:40:27 * PROJECT TITLE: RIGDEN FARM ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft) = 15.0(Z—Tb pe, HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 Note: The sump depth is additional depth to flow STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 27.44 GUTTER FLOW DEPTH (ft) = 0.72 FLOW VELOCITY ON STREET (fps)= 3.73 FLOW CROSS SECTION AREA (sq ft)= 7.69 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 35.20 depth. (cfs)= 28.60= Qroo (cfs)= 28.60 (cfs)= 0.00 (cfs)= 28.60 (cfs)= 28.60 (cfs)= 0.00 t----------------------------------------- --------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD :------------------------------------------------------------------------ iR ENGINEERS-DENVER CO. ATE 05-19-1999 AT TIME 10:15:18...... * PROJECT TITLE: RIGDEN FARM PDP ' *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: 9 GIVEN CURB OPENING LENGTH (ft)= 15.00 ( FL. HEIGHT OF CURB OPENING (in) = '�60 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.44 GUTTER FLOW DEPTH (ft) = 0.60 FLOW VELOCITY ON STREET (fps)= 3.22 FLOW CROSS SECTION AREA (sq ft)= 4.76 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 32.31 (cfs) = 15.40 (cfs) = 15.40 (cfs)= 0.00 (cfs) = 15.40 (cfs)= 15.40 (cfs)= 0.00 C.- Lo ,-------------------------------------------- ------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------- IR ENGINEERS-DENVER CO ..................................:.............. DATE 05-19-1999 AT TIME 09:55:33 * PROJECT TITLE: RIGDEN FARM ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4cL. loo ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: ' t INLET GRATE WIDTH (ft)= 1..87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet ' NUMBER OF GRATES = 3.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (k) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 tSTREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.13 GUTTER FLOW DEPTH (ft) = 0.57 ' FLOW VELOCITY ON STREET (fps)= 3.11 FLOW CROSS SECTION AREA (sq ft)= 4.22 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(k)= 15.00 INLET INTERCEPTION CAPACITY: FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 13.00 IDEAL GRATE INLET CAPACITY (cfs)= 10.90 BY FAA HEC-12 METHOD: ' FLOW INTERCEPTED (cfs)= 7.61 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 5.45 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4a INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 28.82 C-`l IDEAL CURB OPENNING EFFICIENCY = 0.57 ACTURAL CURB OPENNING EFFICIENCY = 0.50 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.10 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.39 FLOW INTERCEPTED (cfs)= 2.71 CARRY-OVER FLOW (cfs)= 2.68 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.55 FLOW INTERCEPTED (cfs)= 2.63 CARRY-OVER FLOW (cfs)= 4.92 *** SUMMARY FOR THE COMBINATION INLET: THE TOTAL DESIGN PEAK FLOW RATE (cfs)= 13.00 (qtoe) BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 7.61 FLOW INTERCEPTED BY CURB OPENING(cfs)= 2.71 TOTAL FLOW INTERCEPTED (cfs)= 10.32 CARRYOVER FLOW (cfs)= 2.68 BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= 5.45 FLOW INTERCEPTED BY CURB OPENING (cfs)= 2.63 TOTAL FLOW INTERCEPTED (cfs)= 8.08 CARRYOVER FLOW (cfs)= 4.92 '-------------------------------------------------------- ------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO.AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD •------------------------------------------------------------------------ '.JR ENGINEERS-DENVER CO .................................................. DATE 07-07-1999 AT TIME 08:33:41 * PROJECT TITLE: RIGDEN.FARM ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: /00 *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 761 6 6.6 � ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet ' NUMBER OF GRATES = 3.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES:' STREET LONGITUDINAL SLOPE (°s) = 0.75 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 24.06 ' GUTTER FLOW DEPTH (ft) = 0.65 FLOW VELOCITY ON STREET (fps)= 3.85 FLOW CROSS SECTION AREA (sq ft)= 5.96 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 22.80 IDEAL GRATE INLET CAPACITY (cfs)= 17.53 ' BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 11.11 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 8.76 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 74L ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 41.51 lnUA ' IDEAL CURB OPENNING EFFICIENCY = 0.42 ACTURAL CURB OPENNING EFFICIENCY = 0.37 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.93 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= ' CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= ' FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 11.69 4.27 7.42 14.04 4.19 9.84 22. 80 = Q%oo 11.11 4.27 15.38 7.42-eI0 -10 -DP76 8.76 4.19 12.96 9.84 t---------------------------- _____________________________________________ UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------- ------------------------------------------- R ENGINEERS-DENVER CO .................................................. ATE 07-07-1999 AT TIME 08:40:14 * PROJECT TITLE: RIGDEN FARM ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7,12 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: Tr,ple, (!on-b. lnLQt ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet ' NUMBER OF GRATES = 3.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (a) = 0.75 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 24.63 ' GUTTER FLOW DEPTH (ft) = 0.66 FLOW VELOCITY ON STREET (fps)= 3.91 FLOW CROSS SECTION AREA (sq ft)= 6.23 GRATE CLOGGING FACTOR (U = 50.00 ' CURB OPENNING CLOGGING FACTOR(°c)=. 15.00 INLET INTERCEPTION CAPACITY: ' FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 24.40 IDEAL GRATE INLET CAPACITY (cfs)= 18.61 ' BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 11.69 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 9.31 CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 76 INLET HYDRAULICS: ON A GRADE. tGIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 43.04 ' IDEAL CURB OPENNING EFFICIENCY = 0.41 ACTURAL CURB OPENNING EFFICIENCY = 0.35 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.20 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= ' FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY: DENVER UDFCD METHOD: ' FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= ' CARRYOVER FLOW (cfs)= 12.71 4.49 8.21 15.09 4.42 10.68 24.40 = Q60 11.69 4.49 16.19 8.21- Clo -b -DP 7c� 9.31 4.42 13.72 10.68 '----------------------------------- ---------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------- I JR ENGINEERS-DENVER CO .................................................. DATE 07-07-1999 AT TIME 08:43:15 * PROJECT TITLE: RIGDEN FARM ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: t *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7c tINLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: I r�pla Comb. l f, Le-t ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet ' NUMBER OF GRATES - 3.00 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (°s) = 0.75 STREET CROSS SLOPE 06) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 25.56 ' GUTTER FLOW DEPTH (ft) = 0.68 FLOW VELOCITY ON STREET (fps)= 4.00 FLOW CROSS SECTION AREA (sq ft)= 6.70 GRATE CLOGGING FACTOR (°s)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 26.90 IDEAL GRATE INLET CAPACITY (cfs)= 20.25 ' BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 12.53 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 10.13 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7C INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.90 ' REQUIRED CURB OPENING LENGTH (ft)= 45.39 ' IDEAL CURB OPENNING EFFICIENCY = 0.39 ACTURAL CURB OPENNING EFFICIENCY = 0.34 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.60 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= ' CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= ' FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: ' FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= ' CARRYOVER FLOW (cfs)= 14.37 4.84 9.53 16.77 4.76 12.01 26.90 = Q,00 12.53 4.84 17.37 9. 53 10.13 4.76 14.89 12.01 '--------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------- iR ENGINEERS-DENVER CO .................................................. DATE 07-30-1999 AT TIME 15:59:31 * PROJECT TITLE: RIGDEN FARM ' *** COMBINATION INLET: GRATE INLET AND CURB OPENING: ' *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 74d ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES 3.00 ' IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: ■ STREET LONGITUDINAL SLOPE M = 0.70 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 28.38 ' GUTTER FLOW DEPTH (ft) = 0.73 FLOW VELOCITY ON STREET (fps)= 4.12 FLOW CROSS SECTION AREA (sq ft)= 8.22 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' FOR 3 GRATE INLETS: DESIGN DISCHARGE (cfs)= 34.10 IDEAL GRATE INLET CAPACITY (cfs)= 25.08 BY FAA HEC-12 METHOD: ' FLOW INTERCEPTED (cfs)= 14.98 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 12.54 ** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7d ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 12.00 ' REQUIRED CURB OPENING LENGTH (ft)= 50.76 ' IDEAL CURB OPENNING EFFICIENCY = 0.38 ACTURAL CURB OPENNING EFFICIENCY = 0.33 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.36 } BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= ' FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= *** SUMMARY FOR THE COMBINATION INLET: ' THE TOTAL DESIGN PEAK FLOW RATE (cfs)= BY FAA HEC-12 METHOD: FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING(cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= BY DENVER UDFCD METHOD: ' FLOW INTERCEPTED BY GRATE INLET (cfs)= FLOW INTERCEPTED BY CURB OPENING (cfs)= TOTAL FLOW INTERCEPTED (cfs)= CARRYOVER FLOW (cfs)= 19.12 6.35 12.77 21.56 6.25 15.31 34.10 = Q/00 14.98 6.35 21.33 12.77—ClD 4b-D? 7R_ 12.54 6.25 18.79 15.31 ------------------ ------------------------------------- ---------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY ' CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- 7R ENGINEERS-DENVER CO .................................................. LATE 07-30-1999 AT TIME 16:00:46 '* PROJECT TITLE: RIGDEN FARM !O�— ✓ ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7c INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00— Lf` e.2 t HEIGHT OF CURB OPENING (in)= 06 0 � INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.16 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.70 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 27.06 GUTTER FLOW DEPTH (ft) = 0.71 > 0 .'& ,rv`Lon FLOW VELOCITY ON STREET (fps)= 4.00 FLOW CROSS SECTION AREA (sq ft)= 7.49 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(s)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 35.03 h (cfs) = 29. 80= Qlot) (cfs)= 29.80 (cfs) = 0.00 (cfs)= 29.80 (cfs)= 29.80 (cfs) = 0.00 elD OV=r ('rocJ,, Ip_ 5r zWCY14.11 !�A jo We -'if flaw THE NORTH TRIBUTARY STO 1_TeT _ —_. VY�N://YtlsnelNwwrerr4eY.Y. �.MY .-. '_�}�"-.�„�m^'�'+—'�+•-.^ _ - e,�•.ate_`r--:-ay.�.wN�ew.w•mw•n .w u•wT �'e�y��iN�ir j moo- JRPOSES ONLY. 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III W J ililllilllll�)�Innbl�lili?2::jt:: z J .. oarlw rres 11 .:. :: .. f - naraNu rar AlY XR �lA I 1II I'Il I!I I1 \4:'i: ::ii:':i:�:: ?:'::'•� �n', , � Q / NOI® DX SEnmlr II \`. ,��I \�'I I 1 1 `\ C !�C;: (:}i'•::':C•: •}: I I a R' (Wj W XWNX "'Cry �4. jy\ (\\'?l� ll`I 1 .. i:.'. ii. I•: :' I too Z Z _CIb.¢a MET EaanY:r I 4 \ \ �P{ \� y(r 11II. ,` \ \ ,.., ........ . 2W 100 -O 200 100 _.... _.Evrslrm s caxlM !� 11�111 ji\i L�t`\�,.,�y1�` 1•- �,\` ':%u:k1] II r Li LnSwc , Caxlwll I\�\\\ II I I J BUMF: 1' - POD' MIXTURE[) IF MIIXNr XXWnNo l calWW t SI i J I PAN T nor toDE BASIN LINEATIONS ARE BASED ON FU1U11E , lrls Ia.M' R.Wxal 99 I �I DETECPENT LNAND BWNDARIES NRT NOT SHEET 22 Di Bl . MATCH EONIWRS SNONN. ® !'���-f' v •i1 1.A a.�> D <:• l E ' MIMETIC LUTS o nor JOB N0. REV. XAAI Irn µeY XANXAuI 9164.03 0 D �ow jI ' FEB 2 5 M L 1 FINAL DRAINAGE AND EROSION CONTROL REPORT Rigden Farm -Filing Six ' Prepared for: 'Rigden Farm LLC t c/o Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 ' Fort Collins, Colorado 80526 (970)225-9305 ' Prepared by: ' JR Engineering 2620 E. Prospect Road, Suite 190 ' Fort Collins, Colorado 80525 (970)491-9888 ' Revised February 8, 2002 Revised December 5, 2001 ' Revised July 25, 2001 Revised March 28, 2001 December 13, 2000 Job Number 9164.12 1 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10•Yr Storm) LOCATION: Rigden 11 PROJECT NO: 9164.12 and 9164.15 COMPUTATIONS BY: B. Strand DATE: 7/25/01 10 yr storm, Cf = 1.00 JR Engineering 2620 E. Prospect Rd., Ste, 190 Fort Collins. CO 80525 Y DIRECT RUNOFF CARRYOVER TOTAL REMARKS Design Point Tributary Sub -basin A (ac) CCf Ic (min) i (inR1r) 0(10) (cfs) from Design Point 0(10) (cfs) Q(10)tot (cfs) 1 101 1.33 0.83 5.4 4.69 5.20 5.20 - 102 0.84 0.84 5.0 4.87 3.46 3.46 2 102+204 1.27 0.84 5.6 4.64 4.92 4.92 103 0.47 1 0.82 5.0 4.87 1.86 1.86 3 103+205 0.61 0.82 5.0 4.87 2,44 2.44 4 104 0.77 0.82 5.2 4.73 2.99 2.99 105 2.18 085 10.5 3.73 6.91 6.91 6 106 0.26 0.79 5.0 4,87 0.99 0.99 Double Combo Inlet 7 8 9 107 L0.26 108 109 1.78 2.79 0.78 1 0.63 0.76 8.9 1 9.0 8.5 !10,9 3.98 1 3.96 4.04 0.81 4.48 8.61 6 0.00 0.81 Single Combo Inlet 4.48 Triple Combo Intel 8.61 Ex Triple Combo Inlet 110 1.61 0.84 10.7 3.70 5.01 JEx 5.01 10 110+206 2.01 0.84 3,67 6.19 6.19 11 111+208 ...+ 0.99 0.70 11.5 I a.on 1 3.59 1 1.e0 2,47 1.88 2.47 112 1.47 0.66 12.3 3,48 3.39 3.39 12 112+209 1.86 0.70 12.3 3.48 4.50 4.50 13 113 2.55 0.67 12.5 3.46 5.86 9 1.18 7.04 Ex 15' Type R Inlet 114 1 2.23 1 0.31 7.7 4.20 2.91 Z.91 14 114. 202. 203. OS4' 5.90 0.33 11.4 3.60 6.92 6.92 14d 114,202.203.OS4.OS.3 12.44 0.75 12.9 3.41 31.75 31.75 0-1 OS-1 2.19 0.58 9.9 3.81 4.84 4.84 OS-1+OS-2 4.16 0.71 12A 3.47 10.21 10.21 OS-2' 1.97 0.10 33.7 2.D4 0.40 - 0.40 OS-3 1 6.55 0.85 10.3 L3.76 20,94 20:94 OS-3' 6.55 0.10 37.3 1.91 1.25 125 0.4 OSa 2.41 0.85 5.8 4.59 9.41 g 41 OS-4• 2.41 0.10 21.2 2.66 0.64 0.64 OS-5 3.11 0.85 7.8 4.18 11.05 11.05 OS-5' 3.11 0.10 32.7 2.08 0.65 0.65 OS-6' 0.76 0.10 42.6 1,76 0.13 0.13 OS-7 1.14 0-85 5.0 4.117 4.73 4.73 OS-7' 1.14 0.10 24.3 2.47 0.28 0.28 0-7 OS-5.OS-7 4.25 0.85 8.3 4.08 14.76 14.76 O-T OS-1-3. OS-5-7 1572 0.17 1 31.2 2.14 5.60 5.60 Q=C1CiA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / If 0+ 1c)° " 9164f1ow As 1 JR Engineering 2620 E Prospect Rd.. Ste 190 Fort Collins. CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100•Yr Storm) LOCATION: Rigden 11 PROJECT NO: 9164.12 and 9164.15 COMPUTATIONS BY: B. Strand DATE: 7/25/01 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Point Area Design. A (ac) CC1 Ic (min) 1 (in70r) 0(100) IRS) from Design Point 0(100) (ds) 0(100)lol (CIS) 1 101 1.33 1.00 5.0 9,95 13,27 13.3 102 0.84 1.00 5.0 9.95 8,40 8A 2 102.204 1.27 1.00 5.0 9.95 12.63 12A 103 0.47 1,00 5D 9.95 4.64 4.5 ' 3 103.205 0.61 1 1.00 1 5.0 9.95 6.05 6.1 4 104 077 1.00 5.0 9.95 7.68 7.7 105 2.18 1.00 7.3 8.71 18.97 19D 6 106 0.26 0.99 5.0 9.95 2.54 2.5 Double Combo Inlet 7 107 0.26 0.98 T7 8,55 2.17 2.2 Single Combo Inlet 8 108 1.78 0.79 8.1 0,41 11.90 6 0.19 12.1 Ex Triple Combo Inlet 9 109 2.79 0.95 7.0 8,85 23.60 23.6 Ea Triple Combo Inlet 110 1.61 1.00 7.2 8.78 1 14.10 14.1 10 110-206 2,01 1.00 7.2 e.78 17.67 171 111 0,78 0.83 7.8 8.51 5.55 5.6 11 111.208 0.99 0.87 6.9 8.90 7,65 7.6 112 1.47 0,83 10.3 7.69 9.35 94 12 112.209 1.86 0.87 8.8 8.14 13.15 13.1 13 113 2.55 0.83 8.3 8.32 17.65 9 6.94 24.6 Ex I S' Type R Intel 114 2.23 0.39 7.2 B.76 7.S8 7.6 14 114. 202. 203. OS-4' 5.90 041 16.5 6.21 IC92 14.9 14d 114.202.203.OS-4,OS-3 1244 0.93 114 7.35 8541 85.4 115 0.79 075 12.0 7.21 4.30 4.3 15 115.OS-8 1.05 0.77 12.5 7,08 5,73 57 Triple Combo Inlet 116 241 0.84 9.8 7.82 15.89 15.9 16 116.OS-9 3.43 083 114 7.35 21.04 21.0 Quadruple Combo Intel 117 1 2.36 0.85 7.6 8.61 17.21 17.2 17 117.OS-10 3.03 0,84 7.9 1 8,49 1 21.58 1 21.6 lQuadruple Combo Inlet 18 Tie 0.38 1 0.89 5.0 995 3.32 R1108. 15.17 9.10 124 10' Type R inlet lea 118a 0.19 0.91 5.0 9.95 1,75 R110b 2.50 4.3 5' Type R inlet 119 043 0.13 7.2 8.74 047 0.5 20 120 1.14 085 53 9.60 9.27 93 3-Type 13 grated inlets 21 121 039 0.86 5.0 9.95 3,36 3A 5' Type R inlet 122 0.95 0,84 8.4 8.30 6.64 20 4.30 10.9 122a 0.64 0.98 1 6.0 9.27 5.27 5.3 22 122-122a 1.60 0.86 8.3 8.34 1142 20 4.30 15.7 10' Type R mlel 123 0.39 0.13 10.6 7.57 0,37 04 124 4.66 0.73 16A 6.29 21.39 21A 24 124.OS-11 6.00 0.75 16.5 621 27.85 27.9 Double Combo Inlet 125 201 0.76 12.5 7,06 10.77 26 4.27 15.0 26 126 2.01 0.85 7.7 6.58 14.64 14.6 5-Type 13 grated inlets 127 1.03 0.85 B.B 817 12.76 12.8 - 25 125.127 3.85 010 12,1 7,17 22.12 26 4.27 264 To basin 132 28 128 1.71 0.85 10.5 7.62 11.08 11A To bil 133 29 129 1.55 0,60 ISO 6.51 6.09 6.7 jSwale to Grated inlet 30 130 0.78 0.73 8.3 8.34 4.80 4,8 single Combo Inlet 31 131 1.53 0.85 62 9,21 11.93 11.9 4-Type 13 grated inlets 132 1.02 0.03 5.0 9.95 8.41 25 1544 23.9 32 125.127-132 4.87 0,81 15.7 6.36 25.02 26 4.27 29.3 Triple Combo Inlet 33 133 0.69 0.82 6.3 9.12 5.20 28.30.32 28.78 34.0 Triple Combo Inlet 134 1.88 0.80 tOJ 7.68 11_52 24 14.18 25.7 34 134.OS-12 243 080 107 7.56 11 70 24 7418 28.9 7nple Combo Inlet 1 9/94110w.xls JR Engineering 2620 E Prospect Rd . Sle. 190 Fort Collins. CD 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Rigdcn 11 PROJECT NO: 9164.12 and 9164.15 COMPUTATIONS BY: B. Strand DATE: 7/25/01 100 yr storm, Cf = 1.25 Area Design, A lac) G p. Ic (min) 1 (in.1nr) Q (100) (CIS) from Design Point O (100) (ds) Q(100)tot (cis) d36 135 5.30 0.47 14.9 6,53 16.32 16.3 WO Pond 3 136 117 2.94 0.90 12a 709 1878 18.8 Doubte Combo Intel 36 138 0.50 0.81 5.3 9.63 3.94 37 3,10 TO 39 139 0.58 0.90 5.2 9.67 5,02 5.0 41 141 0.32 0.91 5.0 9,95 2,86 36. 38. 39 1981. 22.7 15' Type R inlet 42 142•144-146 5.11 0.82 100 7.78 32.72 34 12,82 45.5 Quadruple Combo Inlet 142 1.01 0.88 8.2 8,37 7.47 7.5 143 1.04 0.55 7.3 8.73 4,97 5.0 Swale to FES 144 1 1.73 0,82 6.5 903 12,79 12.8 145 0.20 0.92 5.0 9.95 1,87 1'9 46 144-146 4.10 0.81 BA 6,42 27.90 34 12.82 40.7 146 2.37 0.80 9.0 8.10 15,37 15.4 147 0.39 0.85 5.0 9.95 3.31 3.3 48 1411 3.10 0.84 124 7,10 18.39 164 49 149 0.76 0.91 9.3 7,99 5,55 5.5 ISO 2.59 0.67 11.9 7.23 12.52 12.5 Swale 151 1.16 0.79 7.1 8.80 8.04 8.0 152 049 0.92 5.3 9.59 4,29 4.3 153 2.20 0,51 8.7 0,19 9,15 9.2 ISwale 53 150-153 478 0.60 13.8 6.76 19.27 19.7 3-Type 13 grated mlels 154 1.05 0.79 8.5 8,28 6.09 69 54 147.149.151.154.165 3,83 1 0.83 1 11.6 7.29 1 23.22 23.2 20' Type R Inlet 156 0.45 0,82 6.2 9.19 3.41 3A 56 152•156 0.94 0.87 5.8 9,38 7,68 7.7 5' Type R inlet 157 1.50 076 6.1 9.24 10.62 10.6 159 148 0.78 6.6 9.01 10.36 10.4 59 157-159 2.98 0.77 6.7 8.99 2065. 20.7 5-Type 13 grated inlets 160 1.14 0.76 74 8.67 7.52 7.5 162 1.18 0.80 9.7 7,87 7.46 7.5 62 160-162 2.32 0.78 7.3 8.72 15.81 15.8 10' Type R mtet 163 1 0,64 f 0.89 1 67 8.96 5.10 5.1 16d 0,67 0,82 10.3 7,66 4,21 41 64 163.164 1,31 0.85 10.0 7.70 11.69 8.7 10Type R inlet 165 0.46 0.89 5.0 9.95 4.09 49 5,55 9.6 66 166 0.30 0.83 5.0 9.95 2,40 2.5 5' Type R mlel 167 272 0.71 7S 8.64 16.76 16.8 168 2.10 0.81 7.3 8.70 14 71 48 18,39 33.1 67 148.167-168 7.91 0.79 13.9 6.73 41.88 41.9 Quadruple Combo Inlet 169 0.25 0.86 50 995 2.17 2.2 170 0,81 0.68 T9 8.48 4.68 4.7 171 11.50 0.35 12.3 7.11 2894 28.9 72 172 033 0.96 5.0 9.95 3,13 3.1 Single Combo Inlet 73 173 0.86 0.93 5.0 9.95 7.95 0-14, 33. 72 71.01 79.0 174 249 0.67 10.4 7.66 12.77 12.8 74 173-174-OS-14 5A9 0.68 23.9 5.10 1908. 33.72 15.91 35.0 75 175 0.38 14.5 6.61 4.69 4.7 76 176 M176 0,87 84 8.30 27.04 27.0 15' Type R inlet 77 177 0,92 5.2 9.67 4.32 4.3 20' Type R Inlet 178 032 11.7 7.29 2,54 2.5 ' 91641bwals JR Engineering 2620 E Prospect Rd , Ste 190 Form Collins. CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Rigden 11 PROJECT NO: 9164.12 and 9164.15 COMPUTATIONS BY: B. Strand DATE: 7/25/01 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRYOVER TOTAL REMARKS Des. Point Area Design. A (acl CCI IC fminl i (in/h,) 0(100) Ids) from Design Paint 0(100) (CIS) O(loopt Ids) 79 179 1.04 0.61 12.7 7.02 4.45 4.5 Swale 78 175.178•179 3.97 043 15.9 632 10.70 74,76 6203 72.7 Swale 100 1.59 0.76 0.5 8.26 10.02 1 10.0 ` 80 180.OS-13-R125 6.80 0.76 15.1 648 33,44 33A Double Combo Inlet 101 1.30 0.87 9.6 7.91 8.97 9.0 182 1,65 057 13D 6.94 6.57 6.6 83 183 275 0.23 12.9 6.98 4,49 RI-DP17. R115a 61.50 66.0 164 1.14 0,66 6.6 9,01 6.76 6.8 84 184.OS-15 2.16 0.77 5.9 9.31 1553 RI.OP16 5.85 214 Quadruple Combo Inlet 82 181.182 1 2.95 1 0.70 1 14,7 6.57 13.67 80 18.25 31.9 Quadruple Combo Inlet 85 185 1.14 0.84 9.4 7.95 7.56 95 3.85 114 10' Type R inlet 186 440 0,28 9.8 1 7.83 948 95 187 0.46 0.88 5.0 9.95 3.99 4.0 88 188 0.86 0.05 6.2 9.18 6.70 6.7 10' Type R inlet 89 189 1.35 0.83 11.1 7.43 8.38 8.4 10' Type R inlet 190 243 0.86 9.0 8.08 1680 16.8 90 190.0S-16 3.49 0.07 10.8 7.52 22.79 RI-OP14 13.24 36.0 20'Type R Inlet 191 3.10 0.64 13.4 6,86 13.71 13.7 91 191.OS-10 4.92 0.79 9.9 7.80 30.46 30.5 1154 Type R inlet 192 1.62 0.72 96 7.91 922 9.2 92 192.OS-17 2.49 0,83 11.9 7.23 1500 15.0 10' Type R inlet 193 0,26 0.39 03 833 0.85 0.9 93 193•RI23.RI24 3.70 0,34 14.1 6.68 845 8.5 24-RCP under Trail 94 1 194 1,25 0.54 17.1 609 4,13 86.87.88.89 20.55 32.7 0 95 195 0.89 0.92 7.3 8.71 7.15 7.2 2-Type 13 Grated inlets 196 1.76 0.52 12.0 7.21 6.54 65 96 193•196•R-123•R-12a 5.46 0.40 15.9 6.31 1371 137 201 201 1.68 0.97 16A 6,20 10.23 10.2 Sidewalk chase 202 0.78 0.98 7.8 852 6,50 6.5 203 0.47 1.00 5.5 9.54 4,52 4 5 204 042 1DO 5.0 9.95 4.23 4.2 205 014 1.00 5.0 9.95 141 14 206 0.41 1.00 5.0 9.95 4.06 4A 207 207 047 0.94 5.0 9.95 4 44 44 Sidewalk chase 208 0.21 1,00 5.0 9.95 2.06 21 209 0.39 1.00 5.0 9.95 3,88 3.9 210 210 2.30 0.94 16.0 6.29 13.68 13.7 Irritate Combo Intel 211 0,45 100 5.0 9.95 4.49 4.5 212 2.37 0.95 16.1 6,28 14.09 14.1 213 0.77 0.95 94 7.95 5.82 5.8 214 0.09 0.78 5.0 9.95 071 07 Free Release 215 215 0.29 0.93 5.0 995 2,65 2.6 5' Type R inlet 216 216 045 0.75 7.0 8.86 2.99 3.0 10' Type R Inlet 217 0.41 0.92 6.0 9.27 3.54 3.5 2le 0.54 0.81 8.2 8.37 365 36 219 219 0.49 0.93 6.8 8.91 4.06 4.1 5' Type R mlet 220 220 0.49 0.95 6A 9.09 4,2a 4.2 5' Type R inlet 221 046 0.98 5.0 9.95 4 54 4.5 222 0.71 1A0 1 7.4 8,67 617 6,2 Y18111fi is JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Rigden 11 PROJECT NO: 9164.12 and 9164.15 COMPUTATIONS BY: B. Strand DATE: 7/25/01 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRYOVER TOTAL REMARKS Des. Pant Area Design. A (ac) CCI tc (min) 1 (in/nr) 0(100) (cis) from Design Point 01100) (cis) O(100)lol Ins) 223 0.34 0.88 5.0 9.95 2.96 3.0 224 224 0.31 0.81 5.0 9.95 2.47 2.5 5' Type R inlet 225 225 0.29 0.94 5.0 9.95 2.67 2.7 5' Type R inlet 226 0.32 0.82 5.0 9.76 2.55 2.6 227 0.29 0.94 5.0 9.95 2,71 2.7 228 228 0.44 0.85 5.3 9.60 3.58 169,170.230 14.06 17.6 10' Type R Inlet 229 229 1.86 0.94 10.6 7.59 13.23 13.2 10' Type R Inlet 230 230 1.40 0.94 7.4 8.67 11.37 0.19 3.72 15.1 Single Combo Inlet 0-1 OS-1 2.19 072 8.8 8.17 12.97 13,0 OS-1-OS-2 4.16 1 0.05 1 9.4 7.95 29.28 29.3 OS-2' 1.97 0.13 33.0 4.21 1.04 1.0 OS-3 6.55 1.00 8.1 8,42 55,10 55.1 OS-3• 6.55 0.13 36.7 3.95 3.23 3.2 0-4 OS-4 2.41 1.00 5.0 9.95 24.01 24.0 OS-41 241 0,13 21.0 5,47 1.65 17 OS-5 3.11 1.00 6.2 9.18 28.55 28.5 OS-51 1 3.11 0.13 32.1 1 4.29 167 1.7 OS-6' 0.76 0.13 41.6 3.65 1 0.35 0.3 OS-7 1_14 1.00 5.0 995 11.38 11A OS-7• 1.14 1 0.13 1 23.8 5.12 0.73 0.7 0-7 OS-5. OS-7 4.25 1.00 6,9 8.86 37.69 OS-182, off-mte 31.03 68.7 0.7' OS-1.3. OS-5-7 15Y2 0.21 30.9 4,39 14.40 14 A 0S-8 0.26 0.81 5.0 9.95 2.12 2.1 OS-9 1.02 0,81 5.0 9.95 8.26 8.3 OS-10 0.67 0.81 5.0 9.95 5.40 5A OS-11 1.33 0.01 5.0 9.95 10.79 10.8 OS-12 0.55 0.81 5,0 9.95 4 41 4,4 OS-13 4.41 081 9.0 8,08 28,95 290 OS-14 2.14 0.60 15.4 6.41 8,19 8.2 OS-15 1.02 0.90 5.0 9,95 9.12 9.1 OS-16 1.06 0.90 5.0 9.95 9A6 9.5 OS-17 087 1,00 5.0 9.95 8.66 8.7 OS-18 1.82 1.00 5.0 9.95 18,15 18.2 1E OS-19 1.73 0.35 17.2 6,08 3.72 3.7 - - I O = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99) A= drainage area (acres) i=84,682/(10.1c)011 1 I ' 918480w.ds ------------------------ ---------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- ER:JR ENGINEERS-DENVER CO .................................................. DATE 03-19-2001 AT TIME 20:41 :59 /00 - V-P, '* PROJECT TITLE: Rigden Filing 6 *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 2 tINLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 10.00 - I HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 1.10 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 ' GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 17.50 GUTTER FLOW DEPTH (ft) = 0.52 FLOW VELOCITY ON STREET (fps)= 3.90 FLOW CROSS SECTION AREA (sq ft)= 3.23 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 22.28 BY FAA HEC-12 METHOD: DESIGN FLOW t (cfs)= 12.60= FLOW INTERCEPTED (cfs)= 12.60 CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 12.60 FLOW INTERCEPTED (cfs)= 12.60 CARRY-OVER FLOW (cfs)= 0.00 ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER } SUPPORTED BY METRO DENVER.CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------------------- IER:JR ENGINEERS-DENVER CO .................................................. )N DATE 03-19-2001 AT TIME 20:45:36 1* PROJECT TITLE: Rigden Filing 6 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: WATER SPREAD ON.STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (U = CURB OPENNING CLOGGING FACTOR(%)= 10 . 00 6.00 d 0.00 2.00 0.17 depth to flow depth. 1.00 2.00 0.016 2.00 2.00 20.50 0.58 4.05 4.37 50.00 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 23.23 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 17.70= Q100 FLOW INTERCEPTED (cfs)= 17.70 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 17.70 FLOW INTERCEPTED (cfs)= 17.70 CARRY-OVER FLOW (cfs)= 0.00 I I 41 w a MLr? co d d n a= _== a. i > !N � a w j I. 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H 1 /� ' I ,II l isa t �icr ° • \'. ll Ill I• +y1' 4\ ♦''�F \ .\ �„y. 1'1:.`' t • .N III' :I',�I� Z .. _ A 1 f,T,—,fy`' =rr_T jtS Irk— ,._ `y"`'m- t'6 �``'�`�,'It•LL�LLL a q hTe ?,t "'�_Mn. ��� t •1��3t ••1• `II \` t•, " �1j1 n W mT YNLWU][U OIunM Y g '�,i�_ -E It`.�ar rvn"Eu r.nu al.cbuN •:?k ._.. .. .. — ♦ + 1 _ _ •--f,<.t.h�c'N`}', _.!C' '� , r 1• 1 ^+� Y \ r YXOYOSEU INLET I.oCa Dun z h E �T! Viol l -I Nr 1 - -•i•: u `' �:l ✓.�Y , ./� ' \ 1� ;i PXovouu s' CENTWIR �-. \y, 1 i+` !'• N]\, 3G : YNOWSLU 1' CUNIWAT li •( a Mf u M Y" dos 1 p i , 1 q � � dl 1I to DE9DI+ PONT/1 b I I 5511 k I J �+ � r It; I� � r2461, bavm n nuMN rr .A' 1 �1 �+' r}I - J/ `� ARNM NUN,Mr l.W IGILrvl :,J� .'"•. r -`� ' f 4' 1•Jr �A • M AREA RI ACRES It REASED LAIN 41 I'' , :. Z N q ••�+•jy .. { On' , (RIDDEN FARM YN FILINGPSX o ' .� 1f'f• •-��° • 1 _ ���� �i ♦ w "..V. 4�•� wlw y.hly�_.A 'Vile I _ ! , , ��,Lr � r . Al I , 1 I I I I h — � ~� - � • / 'L''*' �� 8=: " }r," y'�; � 1 - ' r n h ' } ( ✓•. '1 Y �+♦ ti To II.Y� l ..� •� 1. •` 1 r I T " " �'+ �j I 1 .. o 1/Y�i .y(� '�(� ••1_.l1'.r __1'' `n h"f 7•\r\ r;,1�I11\�{y`� �?ilu�+ t�•]I ]1 °;.1 I �•. rI- ' 1 1 � I \.0 .. \. 1 t � �! :� + � �R� � - •'� ;4. 1��1` 1 w j � l �� .JI _:t IIII I ♦ A �,: ... �� �r .a _ .a '.: T •^ f... . e ,i1:7 I 1 I16 IT 90 nT _. - I• 1_+, , Ir•.N 1 ♦ , 1t MVM(D u1tlG ME W1[C19YGILYWY (yR(Lsr�tRtY 1AJ `T'J1 ( • y .��" �`, 1�1 +� .�Ial,f� 1 1 tlu �wl)'{0 i �r---.--' I!'s i ' .. e l iiI l 1- ; I♦ . i~I :: I :� Zkk O _J All A, I Y Q I I I_ il;. I K Z A All ;+� ` t uA j `•, I ' 'ly Ir.N City of Fort Collins. Colorado I e1.• �yl��r.l • UTILITY PLAN APPROVAL J w ' T\ ♦ P •.11 = r 1 u+vnov[D. _. is+.; '-u:1.-- <t Q O L �•� s�. �'L i't���fi,�f�( II IIII IS���� cutCNcu by -A ..:...Ler u1.K. Two W > m li •9 r ',L •• 1 CHECKED by. e +:.. CHECKED br r ++ li ` ti ;I 4 CNIECK6U by IL LULCKLU by -___.____. .w un 1911ii 15 FINAL DRAINAGE REPORT The Shops at Rigden Farm Ft. Collins, Colorado Prepared for: Wyatt and Associates, Inc. 1865 South Pearl Street Denver, CO 80210 Prepared by: Kimley-Horn and Associates, Inc. 950 Seventeenth St. Suite 1050 Denver, CO 80202 067831002 October, 2003 Mrnley-Horn and Associates, Inc. ' Preliminary Drainage Report The Shops at Rigden Farm 1 DRAINAGE BASINS AND SUB -BASINS MAJOR BASIN DESCRIPTION The Shops at Rigden Farm is approximately 14 acres before ROW dedication. It is located Reach ' 2 of the Foothill Drainage Basin which is part of the "Foothills Basin (Basin G) Master Drainage Plan". ' Proposed drainage of this development shall follow the existing patterns closely. The site has been graded to drain into three separate major basins (Basins SB-1, SB-2, and SB-3) within the site. The three basins have been divided to duplicate basins proposed in the Final Drainage and Erosion Control Report for Rigden Farm — Filing Six. SB-1 Major Basin SB-I will include approximately 3.6 acres of onsite runoff, which includes some ' offsite flows that drain into the system. The flows from this basin will be routed via storm sewer to a storm sewer stub being designed by JR Engineering at the intersection of Limon Dr and Dlinois Dr. This storm system will outlet into a proposed stormwater system within Drake Street. The flows will then be routed into pond 216 of the Overall Drainage Plan for Rigden Farm, ' which outfalls in the Cache La Poudre River. SB-2 ' Major Basin SB-2 will include approximate 8.4 acres of onsite drainage as well as street flows from the Timberline Road and an existing clay drain tile line. The onsite runoff from this major basin will outlet into an existing drainage swale to the east of the site. This swale will be improved to an existing outlet pipe that will connect into a series of water quality ponds that is ' part of the Overall Drainage Plan for Rigden Farm. In particular, the ponds will be number 212, 217, and 218 of the report by JR Engineering. These ponds will outfall into the Foothills Regional pond that connects to the Fossil Creek Reservoir Inlet Ditch (FCRID) SB-3 Major Basin SB-3 will include approximate 2.0 acres. The runoff within this basin will be collected into a proposed onsite drainage system that will outfall into an existing storm system ' south of Custer Drive. The stormwater system south of Custer Drive is not detained as per the "Foothills Basin Drainage Master Plan". This undetained runoff will outfall into the Foothills Regional Channel and the FCRID. SUB -BASIN DESCRIPTION ' Preliminary Drainage Report The Shops at Rigden Farm 1 Basins Cl—CIO, OC1—OC4 These basins include the northern one third of the site and make up the Major Basin SB-1. These sub -basins include the King Soopers building and the connected retail buildings. Also included within this basin are the northern portions of Illinois Drive. These basins will collect the runoff from the roofs of the above mentioned buildings and the parking/access areas to the north of the building. These flows will be routed via storm drain as mentioned in major basin SB-I description. Basins B1—B11, OBI-012111 ' These basins include the middle one third of the site and comprise Major Basin SB-2. These sub - basins include the parking lot, Timberlane Road flows, existing clay tile, and one retail building. The runoff from these basins will be collected and routed to an existing drainage swale directly east of the site. The swale will have an outlet that routes the flows to a series of water quality ' ponds per the Rigden Farm Filing Six drainage report. Basins AI—A3, 0A1—OA4 ' These basins include the southern one third of the site and make up the Major Basin SB-3. These sub -basins include the parking lot and the future buildings that are to be determined. The runoff from these basins will be collected and routed to an existing drainage catch basin at the ' northwest corner of Custer Drive and proposed Illinois Drive. { GE DESIGN CRITERIA ' REGULATIONS ' The proposed storm drainage system within this development is in general compliance with the Storm Drainage Design Criteria and Construction Standards —Updated April-1999. This development has also referenced the Overall Drainage Plan forRigden Farm O.D.P., as ' prepared by JR Engineering dated November, 1999 and the Final Drainage and Erosion Control Report — Filing Six — Updated February 2002. Supplementing the aforementioned codes, Urban Drainage Flood Control District Volumes 1, 2 and 3 have been applied in the layout and design 1 i �? S_3 3as/ U L/nc r-, r T , I I III III III II I I I III �I I I �I. 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ONi ONi ON wv v v v v v v C cO n N1 r oa W 0 )n of in M a tV N.tD )D co N )n N t0 C>>N N NN O O)mv v a v vv v €m V C 0 3Z Q v� M t7 N N — — — e- Q Y Q Y Q Q Q Q Y E� 0 a p I Z C C C C C a�iN m 0 m 0 v v v ao v fn N N N N d n co O N N N N M N t7 v t7 J a d O- a LL a a a a. r C m LL If Imp 0 to 0 N 1 P I I 1 I -_- - T Li.r ; %a 1.1 II - e FINAT Y.WC ; e I 1 a. , III , DIR As 1. � I1 1 37 Y '2� 1 I �LJ 1 e a� I 1 11 1—_�I ( I j B_p T A-- -._ A-} ® 1 I / ' PUNRRPAD 1 mfNPE PAD LOTe --- --- ea 'L -------- I" I 1 all °I I 1 _ .I` A TV CUSTER DRIVE E 1 1 1 1 1 1 1 1 1 r i SUMMARY RU14OFF TABLE SUMMARY RUNOFF TABLE 1 1 • ' e i A • 1 1 ' 3 . 1 � ' OC-4 Q r 1 oR ;r e s A ofts, den i ' P = LIMON DRIVE 1 1 1 1 1 ' I i I WM "e im All m]VNLEMa OKIIl31 Ov" COmW T In TSHI aaE T (I"HAM YM" CaxclxTYTQN wxp( ea Wl XuxWa Ilerex,l IIWM 1]r 1 e"qM qwT i oM so I ]m in M u w n oa ve Ad_ - e r a em aam e ON as of ] 012 e,r, r 1,, am tl 0r oa ass « IOU m Ole 001 50 aL °m T AD 0" Is 07 057 Om on 0 ]m I ]Y is aa] 0 tl 50 1m ] m Am a As as I so I III I IN a n a ' e 2 OW I nu r ° 1 07 ]mNoee M As o ale ]0 ON om IN " n o • a. x o. om am on so Im m a » Oft Oft om om om IN on IN m osia 00 on m aa 0a a GO oM o as o] » II oM a s Is oas ad am 0 o.ls ] ol be om am am 017 v m m so m M m I so Salm I 1 a n oe, so on e+e ue Ad °N e»M 0 aY 0} Om Y 0 IM so e e 00 60 I00 a» n TO e oel om ON :m s ° ] m sm M ma ael on ]a oM o w am r r our AT ° oM aM Le a AS I m r , o. m am0.0am _ eON ' , I 1 . ; 1 1 1 ]111 1 , 1 , i ;• OB-1 ' 1 1 , 1 , 1 ; OA—i 1 ; ou IN ' I 1 1 1 1 ! , , a ^ U. Z _LEGENDUi _ NORTH n c A -BASIN DESIGNATION B-AREA IN ACRES C-COMPOSTE RUNDEE C B 0 QO-COMPOSTEPONTDEi E E-OE9CN T OESII E = BASIN BOUNDARY EXISTING CONTOUR • - STORM MANHOLE - SIMN INLET GRAPHIC SCALE aora7 IN FEET) It 1-800-922-1987 °' 534-6700 IX City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPRo4ID Cfry—Fno,m —7 rsevl®ar Wwroaar --� gEGY(® [R ry ®� �u4 WlIte wnn _7 s6 Te PROJECT NO. W7831002 OEq(FD Or DRAWING NAME 60CDRN CIECR(D Efl C12n, 56 FINAL DRAINAGE REPORT FOR FARM 9'h Filing - Parkside COMmons Submitted to: CITY OF FORT COLLINS September 5, 2003 F M g 66og�o 000g UUOO An 1� �A A AnaO N O C O O O C G O O tigqmm y�fp ^ e dH ��lo�0000c , Qm QUO W 490 {L S m 0 c y Im UOwi�U� 2 a m A STORM SEWER NETWORK Exhibit B ST-1 MANHOLE MANHOLE 7.00 18 RCP MANHOLE MANHOLE 7.00 21 RCP MANHOLE INLET 1 7.00 21 RCP ST-2 EX. MANHOLE 3 INLET2A 13.02 24 RCP ST-2A INLET2A INLET 2B 5.03 18 RCP Notes: 1. ST-2 design flow of 13.02 cis Is from JR Engineering design. 2. ST-2A design flow of 5.03 cfs Is from JR Engineering design. 3. Rigden Farm 9th Filing contribution to Inlet 2A Is 1.26 cfs. 'ST, INC. CONSULTING ENGINEERS I of 1 7/1/2003 040—storm I Iamap L 1 aper_ T �/ I e II ® ],s...r:.r«w,rr M` N I / I enr411m.IrM it �f ) A-Ci ---- �, r 1 q1-2 �/ M CnIII� Of Nail 11 no ✓] Prro/ /o and I-�- 1 Od IF ..__-_._-__- \ �l / G1-1 , - - -_ ebM dr wad nraey (srM'kgrnpn]l ro be 9n]I r r I I v \� 1 cl, 1 C 1 I. r� Ir of sulfa l Sr r mef f tr -'�4a2B _- 0.48 1.00 0 / / • e wa °nr ..Mw. rr 1 erg M • r[ I AN aMer a•mnu9n p ...` - t I II I 0.66 1.OQ lu 11 9 ro n control re] Shay No Imx,i at IN pvnorrn �t '1 I Y _ G1 �2 r' Ine nYlvl id sew a Lcturiftivit.on fors and III' n Ill o;re M I' : 1 ------ _ proper, d r Oonr r r' Mn b Prot I e d +ire 1 I I �� I I 0.11 0.63 whMe Fv].iDN pe I M erlf r e Of . r. a a- hart III IIIII� _!_ w 1 4929 91-1 bu the horyfort 10 No ea vee /p e tforitfrI Variations. 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'sale d Pr e reconstructed Necessary n, n :.i F ` I I�-- r nd a AN Attorney ]eedn r car y M r an Pro Z i J O Old h / r' s errn a removed a e.r 'r n 0 C2 i� -__- ;i _ ?�_ _ IB1 _D1_ II aeraryrn]o a]lo roan rear rcbare r paye o.Y 0 V It C. A� I to -'- -I + r No so ]/arep•b shad exceed / (/O) feet a label. Mr to ^ emrknxee Ma•x he Protected haw lee e r I nso I D r•(o. a fA II 3' 0.19 0.72 0.82 1.00 r • r m buys a A. _ av9^p•n9. a. perm[rer sort Nara n.r .�....r...r.,. Y 6 /I JO da ] tnMl be seeMd and muMr d •tom'ti' ro« I, ' `/'-__' I I C. oy ortywfte nmitees nn rra[rarg. errs ON , d aD.e le At O_ cad] ear omrr ose•b/ enb e•s rmen er a nm any Mn' Q /1-"\ I A a'1'' ,7 by medactal depanlM mafrvwl snax N rlranee mnnM1atrry M' a 0 \r i The raft prw r. Q i?;•__ , / I - 9, b]b// I m/el tiller] on on iohaN. 1 �L ` IO Stl /fMe ]nax be As/[Qy'!9/M[I JOQX or aaprn✓Id MVM I, Strow Da/e Do m are to to mrseoffirof dalelr a/bnnq The Z W \ a •_ - f •-_•� - _ ed va r l __ y 9md9 f '\e IIIIIIIIII', �I (_ 1 ___9xZ __ ' 4' 1 re a to erande III are ol�seIII x ie &I r tray on rrp]•on _J Z �•[[ I � IN r `I TB .... / F 4 I M / /lea. /W Haire area] ,rmr a Artie wand of Q / / / } , . - - .. ,• • s -, B 2 I r 1i1 I 9e/ r' has Dam enaeheri LL \ .J r/ 1-.♦ __.._. a1 .4].n 11.461.00 \�\... \-y4g25. - - `` III Al /nor �JDY's/ , sim 'rotes enorN = W i to All ArcO?ym"mfi or the `.� + -. D2 I i I fox9•ed and ;mpKmenrrom ° Q I` •/ 1 ' / j �' AL w I - - 1 - -Y -.92y -__--L -._ c \\I I I ,tin] N Weise /nr I vminn ones m rrorr rn nlel Z .. E( ' 16 AN Wets for [lint /. , " __/ --4 ,ls. ! woee p Sediment /newr,iltruie/ I �•, J / ♦ / 0.43 1.00 / r! - Y r,9Z5 Wit I- I .. __ _ _ _t___ __ _ !>2�- i\ I r 11 f o a/ Monra Cone CI cc C, de assat VG. L� A3 _�`�� 'll+�'- "- I 41 ;If r/ I I 64 N z � LL "r �:. 0.270.8} r `ate 0.161.00 0 o¢C e9arn �.. _ I a15 B3-1 J- --_ 63- -�-- PAP . •, 2 . 1 0 23 0.66 -- - Ec- • ri1 I� Ali- -A5 .. iI ti _ 0.2a 1.00 1 -� OS _ l - •� ---If ri ill Q---"'-" T17 •avve B5 -�-' ♦_ _ - A'r� = __ -r°.'ati D+Mi l _ _ _ / �,?' 1 0.23 1.00 1 AL �� s� �� �ry�' I City of Ft. Collins. Colorado 161. xG UTILITY PLAN APPROVAI. C,nrlury •-a'+-• m,r - - - -- Baln Atacama" Omaha. I _ ____ ---- -------- - I - LEGEND _ _ _ ,e49•Ira'i]'n tt'Aius _ __ ___ _I_ _� � w/r/'0`[0 •End MA. nione�1 -� PeYNAP,InEaO T. _- 26ri--'rlrsiarrFuirFfO7g�rfr7� VIFrr�r = i3ai--Ee3}€9ii._rrrni r�i�r� t#t "-- " ' Hrfnr'•rrrrrE�l Mtons. rMai rvOgKP r (MrpM ----------- 'Mal _ _ __ _ _ t 3T<S vo_ocrcnc m c i42A= -_ _c -- _ _ 0.291.00 7s_- r 392�r - u . Illy, r,. i _ � r-r:i2 r` �1 e2 a1- a. 0 41 i a Iron roKM a w M♦Re I�.l.. ♦.-. ' Q4 ... rwOxfo trot manor 0al- A fl ^ �I / si J- _ II Eq 929 I• / (,rs.M-s rMra+ . `�.` 9I ,; E 1 I I It .v n ' , ___ yr 0.36o.fi I - - ,,In t or 9 r/; � I I � � r•. Kpr.,a.r 1 / 7♦ ; 1 . �, I r / t I M + .. srww roar parr. 1 I ?q I `_ // // I r I ,Anrr, "f- ran` k A 1 I YI�� I d1 f I / If i wT.. I II f J, I II ! 1 If It -I Ow n Pond Blegl AIM K. Can19a4ge'C 2-W 1011 11 OwdA (m) x 1OPnr 1 M Al A2 M I 0.51 OAI 1.00 1.67 2.40 0.60 45 AI•A5 1J8 0.M On 0.06 2A5 3.64 5.53 IB}1 BY2 0.42 On DIM 0.86 MIN 1.m 2.% W Bt U. B4 tAt OAO Om IAO ]05 4.47 6." OS 51-M 2.411 0.76 0.16 0.96 IN 6.67 a." Pit? C1-C2 1 1 On 0.1113 1.0) 3.26 4.0 6.61 a D1-02 025 o.n On 0.90 O.% 0.m 1J6 e2 El-F1 ON0.]6 0IM 0.97 IAA 167 2.42 G Ft-F2 OAT 0.]4 0.]4 0.92 1.N l.n 2.69 12 He GI-2 O.n OAO Om t00 1.74 Z49 4.00 G1-G2 F1-F? 1.65 0.n IIIIPIII�0079 0.99 066 5J5 6.48 AvvPOKO: 'yL�Tb cu> toll r..r D,Ir CHECKED BY:te JAI a. Ili-rrii11-aiw a Ppl-pkD Witter M least Illlllly CHECKED BY: p.F 6DJ• ilift,1J Con, . '' s°' slrv♦ne''nl11r Utility Idt. CHECKED BY �y.Q -_ h♦Ye k er eellnn Date CHECKED BY: Date "p _1ing4( -- CHECKED BY: Me 111/)6 owl ply r 16 OF 16 Natural Bell Dole C-3 1998 SIYV S' II cr mertc INEto 1 —1 I� Iq I I I 1 I.- RCP I p to TYPE R OUT #32 T IIa R Y5 IIIgI�` ' I,I 11-0111e' TYPE IIIBUMD RIPRAP SEE SHEET 20) —Ex 10' TYPF A• mcr �.u.lns wwwwLwraawwwwwwws.Ex��3E M, Opt- 2 A FX 31 Nfi- e. _ �_ — ,�•, -___—---------------- B O.TB ex I Ex 5•1 119Exm i / / / 036 .68 cLL ° L llo 10 ` C'1. \. 7 0 H \\ 2W LI O 2810E \ 1 .62 rTMOILE PAN (SEE \I /, : �DETAIL SHEET 20) / I 0 / FMEAGENCY SwTXUW. ME W AL,0K SHEET P. WX5XIe' TYPE L I I 11 it K.Otir KO, KOK 'It if 111 DRI 75 ` R if 1 II .I �� ♦ PIN I.. III • ` I fia Il l II Il l - �1AMD NIX €rc ®®B�BII �g�8�og�8 KEYMAP u O W CALL UTILITY NOTIFICATION o m on CENTER OF COLORADO po ¢ N m 1-800-922-1987 0 8 o N SBLL 2-BUSINESS DAYS IN a Z n a ADVANCE BEFORE YOUING. Z O Z m y GRADE. 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