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HomeMy WebLinkAboutDrainage Reports - 01/06/2006MOVIX MY I FORT COLS' T7Ci Final Approved Reppia FINAL DRAINAGE AND EROSION CONTROL REPORT The Colony at Rigden Farm �7 J R ENGINEERING FINAL DRAINAGE AND EROSION CONTROL REPORT The Colony at Rigden Farm Prepared for: The Colony at Rigden Farm 25338 Foothills Drive Golden, Colorado 80401 (303) 289-1992 Prepared by: JR Engineering 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 January 16, 2006 Job Number 39422.00 -11*J J R ENGINEERING A Westrian Company January 16, 2006 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: Final Drainage and Erosion Control Report-Rigden Farm, Tract C Dear Basil: We are pleased to submit to you for your review this Final Drainage and Erosion Control Report for Rigden Farm, Tract C. This report addresses Stormwater review comments dated December 2005. All computations within this report have been completed in compliance with the City of Fort Collins Stone Drainage Design Criteria. We greatly appreciate your time and consideration in reviewing and approving this submittal. Please call if you have any questions. Sincerely, Prepared by, - Reviewed by, Erika Schneider Lee Watkins, P.E. Design Engineer II Project Manager 2620 East Prospect Road, Suite 190, Fort Collins, CO 80525 970-491-9888 • Fax: 970-491-9984 • www.jrengineering.com � I � I � I � I CERTIFICATION ENGINEER I hereby certify that this report for the final drainage design of The Colony at Rigden Farm was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Stormwater Utility STORM DRAINAGE DESIGN CRITERIA AND CONSTRUCTION STANDARDS for the owners thereof. Respectfully Submitted, W. Lee Watkins Colorado Professional Engineer No. 38325 For and On Behalf of JR Engineering U325 % `OtiSZONAIENG�� I�� ' TABLE OF CONTENTS PAGE TRANSMITTAL LETTER.................................................................................. i ' TABLE OF CONTENTS.............................................................................................................. ii 1. INTRODUCTION..................................................................................................................1 ' 1.1 Project Description...............................................................................I 1.2 Existing Site Characteristics...........................................................................................1 1.3 Purpose and Scope of Report ..........................................................................................1 ' 1.4 Design Criteria................................................................. 1.5 Master Drainage Basin....................................................................................................2 ' 2. HISTORIC (EXISTING) DRAINAGE................................................................................3 3. LOCAL DEVELOPED DRAINAGE DESIGN...................................................................4 ' 3.1 3.2 Method .........................................................................................................................4 General Flow Routing.....................................................................................................4 3.3 Proposed Drainage Plan..................................................................................................4 ' 3.4 Hydrologic Analysis of the Proposed Drainage Conditions...........................................5 4. HYDRAULIC ANALYSIS....................................................................................................7 4.1 Allowable Street Capacity...............................................................................................7 ' 4.2 Inlet Sizing......................................................................................................................7 4.3 Storm Sewer System.......................................................................................................7 ' 5. EROSION CONTROL...........................................................................................................9 5.1 Erosion and Sediment Control Measures........................................................................9 5.2 Dust Abatement...............................................................................................................9 ' 5.3 Tracking Mud on City Streets.........................................................................................9 5.4 Maintenance..................................................................................................................10 5.5 Pennanent Stabilization................................................................................................10 6. REFERENCES.....................................................................................................................11 ' Appendix A: Maps and Figures Appendix B: Hydrologic Calculations Appendix C: Street Capacity Calculations ' Appendix D: Inlet Calculations Appendix E: Storm Pipe and Swale Calculations Appendix F: Erosion Control ' Appendix G: Excerpts from Other Reports 1. INTRODUCTION 1.1 Project Description Rigden Farm, Tract C is located in the north half of Section 29, Township 7 North, Range 68 West, City of Fort Collins, Larimer County, Colorado. The site is approximately 3 acres. A location map is provided in Appendix A. The site is bound by Custer Drive to the north, the tWillow Subdivision to the south and east, and vacant undeveloped land to the west. ' 1.2 Existing Site Characteristics ' The site is primarily covered with native grasses. The parcel currently drains in a southerly direction at slopes ranging from 0.5% to 3%. The site discharges into existing Water Quality ' Ponds 1 & 2 designed in Rigden Farm Filing One P.D.P. documents. The soil is predominately Nunn clay loam (soil number 73) having slopes from 0 to 5% as shown on the soil map included in Appendix A (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. ' 1.3 Purpose and Scope of Report ' This report defines the proposed drainage and erosion control plan for Rigden Farm, Tract C. The plan includes consideration of all on -site runoff and the design of all drainage facilities required for this project site. This drainage plan is consistent with the design concepts of the ' drainage reports prepared for Rigden Farm Overall Development Plan (O.D.P.) and Rigden Farm, 7th Filing, The Willow and with the design concepts of the Drainage and Erosion ' Control Report for Rigden Farm Filing One, Project Development Plan (P.D.P.). 1 ' Drainage and Erosion Control Report The Colony at Rigden Farm Page 1 January, 2006 F L 1.4 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 and updated April 1997. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments have been utilized. r1.5 Master Drainage Basin Rigden Farm, Tract C lies in Reach 2 of the Foothills Drainage Basin. The master drainage basin 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 O.D.P. by JR Engineering, dated November 24, 1999. The ACE model incorporates the proposed build out of the Rigden Farm subdivision as defined in the O.D.P. report. 11 1 Drainage and Erosion Control Report Page 2 The Colony at Rigden Farm January, 2006 1 1 1 I 1 1 2. HISTORIC (EXISTING) DRAINAGE The historic (existing) flows draining to or through the site consist primarily of on -site flows. The overall drainage pattern for the entire site is via overland flow in a southerly direction at slopes that range from 0.5 to 3 percent. The site currently drains into Water Quality Ponds 1 & 2 designed with the "Final Drainage and Erosion Control Report for Rigden Farm Filing One, P.D.P." These Water Quality Ponds outlet directly into the Foothills Regional Channel. The Foothills Regional Channel (FRC) was modeled with HEC-RAS in the Final Drainage and Erosion P.D.P. and Rigden Farm, Tract C, is not changing flows from the O.D.P. and therefore not modeling the FRC. 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 site and therefore, historic runoff calculations are not included as part of this report. Drainage and Erosion Control Report The Colony at Rigden Farm Page 3 January, 2006 1 3. LOCAL DEVELOPED DRAINAGE DESIGN 3.1 Method The Rational Method was used to determine the 2-year and 100-year flows for the sub -basins indicated in this drainage report. Drainage facilities were designed to convey the 100-year peak flows. A detailed description of the hydrologic analysis is provided in Section 3.4 and the calculations are found in Appendix B 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 closely as possible with this development. Flows within this site will take the form of overland, gutter, swale and pipe flow. The proposed drainage facilities for this site consist of a proposed swale, sidewalk chases, erosion control and utilizing existing drainage pipe systems. The following summarizes proposed flow routing within the site. The Drainage and Erosion Control Plan, attached in the map pocket, depicts the locations of basins, design points, swales and existing storm systems. Most of the runoff from the parcel will be conveyed to the south where it will then be collected by a couple of existing inlets and storm pipes, constructed with Rigden Farm, 7th Filing, The Willow. From here, the storm pipes outlet into Water Quality Pond 2, designed with Rigden Farm Filing One P.D.P. 3.3 Proposed Drainage Plan A qualitative summary of the drainage patterns within each sub -basin and at each design point is provided in the following paragraphs. Discussions of the detailed design methodologies for the drainage facilities identified in this section are included in the following sections. Runoff from Sub -basin 101 will be conveyed via overland flow to the gutter of Kansas Drive and then flow north to the gutter of Custer Drive (design point 1) where ' Drainage and Erosion Control Report The Colony at Rigden Farm Page 4 January, 2006 it will flow eastward to existing design point 4 of the Rigden Farm Filing One P.D.P on Custer Drive, where an existing sump inlet will ultimately convey these flows south to the existing Water Quality Pond 1. Runoff from Sub -basin 102 will be conveyed via overland flow to Swale A (design point 2) where an existing manhole lid will be replaced by an open beehive grate. The capacity of the open grate in a sump was checked and is acceptable. The pipe capacity was re -run with StormCad and the system showed no negative impacts, (See Appendix D for grate calculation and Appendix E for StormCad calculations). This flow will then be piped via existing storm pipe to the existing Water Quality Pond 2. Runoff from Sub -basin 103 will flow east via overland flow to the gutter of Kansas Drive to design point 3, where gutter flow will carry the flows south along Kansas Drive and then east along Parkfront Drive to an existing sump inlet at design point 17 of Rigden Farm, 7ch Filing, The Willow. The flow is then conveyed via existing storm pipe to the existing Water Quality Pond 2. Runoff from Sub -basin 104 will be conveyed via overland and gutter flow to the existing area inlet at design point 4. The flow will then be conveyed southward via existing pipe system to existing Water Quality Pond 2. The flows to the existing area inlet were checked and do not show any negative impacts to the inlet or the pipe system installed with Rigden Farm, 7th Filing, The Willow (see Appendix D for grate calculation and Appendix E for StormCad calculations). 3.4 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine the 2-year and 100-year peak runoff values for each sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is given by: Q = CtCIA ' Drainage and Erosion Control Report The Colony at Rigden Farm (1) Page 5 January, 2006 1 1 where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and 1 is the rainfall intensity in inches per hour for a storm duration equal to the time of concentration. The 1 frequency adjustment factor, Cf, is 1.0 for the initial 2-year storm and 1.25 for the major 100- year storm. The runoff coefficient is dependent on land use or surface characteristics. ' The rainfall intensityis selected e ected 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 t'=ti+tt (2) 1 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: 1 t; = [1.87(1.1 - CCr)Lo.smS)o.33 (3) 1 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 Cf are as defined previously. 1 All hydrologic calculations associated with the sub -basins shown on the attached drainage ' plan are included in Appendix B of this report. 1 Drainage and Erosion Control Report The Colony at Rigden Farm Page 6 January, 2006 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 storm, 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 2-year storm was used as the minor storm and the 100-year storm was used as the major storm for street capacity calculations. See the street capacity calculations in Appendix C 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 Appendix D of this report. Inlets were designed to receive the 100-year peak flows. The existing Type R inlets were calculated using a 50% grate clogging factor and a 10% curb opening clogging factor. The existing Type C Area inlet was also calculated with a 50% grate clogging factor. All inlet locations and sizes are shown on the Utility Plans for the construction of this project. The "beehive" grate and frame is Neenah Type R-4353, and will accept the 4.4 cfs of flow from Swale A and the southern most parking lot with a 50% grate clogging factor. (See Appendix D for inlet capacity calculation.) 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. It ' Drainage and Erosion Control Report The Colony at Rigden Farm Page 7 January, 2006 calculates the losses through an inlet or manhole by allowing the user to assign a coefficient for the equation, hL= K*(VZ/2g) Where hL = headloss K = headloss coefficient V = average velocity (ft/s) g = gravitational constant (32.2 ft/sz) The storm pipe calculations were performed to ensure that the existing systems would not be adversely impacted by the additional flows from Rigden Farm Tract C. Because all flows were reduced or remained the same from the assumed flows calculated with Rigden Farm, 7"' Filing, The Willow, the riprap provided at the outlet of all impacted storm pipes was not resized and therefore, no calculations for riprap sizing were provided in the appendices. Drainage and Erosion Control Report Page 8 The Colony at Rigden Farm January, 2006 5. EROSION CONTROL 5.1 Erosion and Sediment Control Measures Erosion and sedimentation will be controlled on -site by use of silt fences, inlet protection, gravel construction entrances with vehicle tracking control, 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 overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. Erosion control effectiveness, rainfall performance calculations and a construction schedule with surety calculations are provided in Appendix F during final submittal. 5.2 Dust Abatement 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 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 on the Erosion Control Plan, with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. Drainage and Erosion Control Report The Colony at Rigden Farm Page 9 January, 2006 1 1 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. Drainage and Erosion Control Report Page 10 The Colony at Rigden Farm January, 2006 6. REFERENCES 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards" (SDDCCS), May 1984. 2. "Drainage and Erosion Control Report for Rigden Farm Filing One, P.D.P.", JR Engineering, September 1999. 3. "Drainage and Erosion Control Report for with Rigden Farm, 7`h Filing, The Willow", JR Engineering, Revised January 14, 2002 4. "Final Report for the Hydrologic Model Update for the Foothills Basin Master Drainage Plan", April 27, 1999, Anderson Consulting Engineers, Inc. 5. "Foothills Basin (Basin G) Drainage Master Plan", February 1981, Resource Consultants, Inc. 6. "Overall Drainage Plan for the Rigden Farm O.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 June 2001, and Volume 3, dated September 1999. Drainage and Erosion Control Report ' The Colony at Rigden Fann Page 11 January, 2006 L 1 1 Drainage and Erosion Control Report The Colony at Rigden Farm APPENDIX A MAPS AND FIGURES Appendices January, 2006 v F r ,v DRAKE RD. -o oG F� w g REqO� CHANNa y °off Q FcP, i °gyp Q �oy w J (n PROJECT SITE HORSETOOTH RD. os s Q a > O w < PP (n U O Q O t\ Q d Z Li cy O of m w D Z N O HARMONY RD. VICINITY MAP N.T.S. VICINITY MAP RIGDEN FARM, TRACT C JOB NO. 39422.00 FEBRUARY 15, 2005 SHEET 01 OF 01 J•R ENGINEERING A Wastrian Company M East Prmped Road Sate 190 • Fart C*r, CO WO 47(MQ1—cM . Far Q7R-4Q1—CRAB . wunw'ranirwwmr m 22'_ 20 74 ..STrg r p e • P ` ��op 42 RESE VOIR 64 r� ' 102 35 92 t r 1g 74 96 . Jp. 22 :. a 'g 74 102 74 76 75 �Q� 96 ; 9 ;. 75 J u 105 m 64 62 102 Fq 74 36 62 qy ti �S 74 74 73 r..'r. 73 73 5 29 22 »' 36 _ 7 53 74 74 35 �. 75 in 75 M 1 76 36 a 36 � i `� 74� ..tli � 1 !O1 W a o0 02 1 74 96 74 34 35 i J 35 +73 74 22 75: 74 73 61 Vt WARREN daw LAKE a 36' _b rF4 �Ay+r 103 37 ` 73 74, 5 r ` :Y! 35 74 0 62 r" o ` 74 ,: ;- 74 75 �I 74N 73 6V 76 Z 74 Harmony t 3 73 ` 74 w a `` a 73 Ps 4 t.. 76 22 113 ;S 9 74 3 X34 .' 74 r 35 55„ 64 Y x 5 3S 3r ,s-` 63 ORTNER.. ' 2ESERVOIR +T�r j 79 76, 63 103 a 7( } . en •, yar.�'.. a _ ... _ •`4` �:A:.. w , _ .. :.i . '�dt'.'.S"be .i Yu I IJ� LARIMER COUNTY AREA, COLORADO sandy loam. Depth to calcareous material is 0 to 4 inches. 71—Nelson fine sandy loam, 3 to 9 percent slopes. This gently sloping to moderately sloping soil is or. uplands. Included with this soil in mapping are small areas of soils that are more sloping or less sloping. Also in- cluded are some small areas of Otero and Tassel soils. Runoff is medium, and the hazard of erosion is severe. If irrigated, this soil is suited to pasture and, to a lesser extent, barley and wheat. Under dryland man- agement it is suited to pasture or native grasses. Capa- bility units IVe-2, irrigated, and VIe-2, dryland; Sandy Plains range site; windbreak suitability group 2. Newfork Series The Newfork series consists of deep, somewhat poorly drained soils that formed in alluvium. These soils are on low terraces and flood plains and are underlain by sand and gravel at a depth of 10 to 20 inches. Elevation ranges from 7,800 to 8,800 feet. Slopes are 0 to 3 percent. The native vegetation is mainly timothy, redtop, sedges, rushes, and water - tolerant grasses. Mean annual precipitation ranges from 12 to 16 inches, mean annual air temperature ranges from 421 to 44' F, and the frost -free season ranges from 60 to 85 days. In a representative profile a 1-inch-thick layer of organic material is on the surface. The surface layer is mottled grayish brown sandy loam about 4 inches thick. The subsoil is mottled dark brown heavy sandy loam 6 inches thick. Below this is mottled sand and gravel. Permeability is moderately rapid above a depth of about 10 inches and very rapid below that depth. The available water capacity is low. Reaction is slightly acid. These soils are used for irrigated hay. Representative profile of Newfork sandy loam, 0 to 3 percent slopes, in native grass, about 1,500 feet west and 1,300 feet south of the northeast corner of sec. 18, T. 11 N., R. 76 W.: 01-1 inch to 0; undecomposed and partly de- composed organic material. Alg-0 to 4 inches; grayish brown (10YR 5/2) sandy loam, very dark grayish brown (10YR 3/2) moist; common medium distinct yellowish red (5YR 4/6) mot- tles; weak medium subangular blocky structure parting to weak fine and medium granular structure; slightly hard, very friable; 5 percent gravel; slightly acid; clear smooth boundary. B2g-4 to 10 inches; dark brown (7.5YR 4/2) heavy sandy loam, dark brown (7.5YR 3/2) moist; moderate fine distinct red (2.5YR 5/8) mottles; moderate medium subangular blocky structure; hard, very friable; 10 percent gravel; slightly acid; gradual wavy boundary. IIC9-10 to 60 inches; sand and gravel; many 41 medium distinct bright colored mottles; slightly acid. The A horizon is loam, sandy loam, or sandy clay loam 3 to 10 inches thick. The B2g horizon is sandy loam or light sandy clay loam. The A and B horizons range from slightly acid to neutral. Content of rock fragments ranges from 0 to 15 percent in the upper part of the profile and from 35 to 70 percent in the lower part. 72—Newfork sandy loam, 0 to 3 percent slopes. This nearly level soil is on low terraces, flood plains, and fans. Included with this soil in mapping are small areas of gravel bars. Also included are a few small areas of soils in which gravel and sand is at a depth of 20 to 40 inches and a few small areas of Foxcreek soils. Runoff is slow, and the hazard of erosion is slight. If irrigated, this soil is suited to hay or pasture. Capability unit VIw-1, irrigated; Mountain Meadow range site; not assigned to a windbreak suitability group. Nunn Series The Nunn series consists of deep, well drained soils that formed in alluvium. These soils are on terraces and alluvial fans. Elevation ranges from 4,800 to 5,600 feet. Slopes are 0 to 5 percent. The native vegetation is mainly blue grama, buffalograss, needlegrass, and wheatgrasses. Mean annual precipitation ranges from 13 to 15 inches, mean annual air temperature ranges from 48' to 501 F, and the frost -free season ranges from 135 to 150 days. In a representative profile the surface layer is gray- ish brown light clay loam about 6 inches thick. The subsoil is grayish brown or pale brown clay loam about 23 inches thick. The underlying material is light yellowish brown clay loam. Permeability is slow: and the available water capac- ity is high. Reaction is neutral above a depth of 10 inches, mildly alkaline between depths of 10 and 24 inches, and moderately alkaline below a depth of 24 inches. These soils are used mainly for irrigated and dry - farmed crops and for pasture. A few areas are used for native grasses. Representative profile of Nunn clay loam, 1 to 3 percent slopes, in grass, near the east quarter -corner of sec. 5, T. 6 N., R. 68 W. : A1-0 to 6 inches; grayish brown (10YR 5/2) light clay loam, very dark grayish brown (10YR 3/2) moist; moderate medium granular structure; soft, very friable; noncalcareous ; neutral; clear smooth boundary. B1-6 to 10 inches; grayish brown (10YR 5/2) clay loam, very grayish brown (10YR 3/2) moist; weak medium prismatic structure parting to moderate medium subangular blocky; hard, very friable, plastic and sticky; few thin patchy clay films on peds ; noncalcareous ; neutral; clear smooth boundary. B2t-10 to 24 inches; pale brown (10YR 6/3) heavy clay loam, dark brown (10YR ' 42 SOIL SURVEY 4/3) moist; moderate medium and coarse 30 inches. Sand and gravel are below a depth of 40 prismatic structure parting to moderate inches in some profiles. Some profiles have substrata ' medium subangular blocky; very hard, th a redder hue. firm, very sticky and very thi 3—Nunn loam, 0 1 plastic; clay to percent slopes. This nearly continuous clay films on peds; vel soil is on high terraces and fans. This soil has a noncalcareous; mildly alkaline; clear profile similar to the one described as representative of smooth boundary. the series, but the combined thickness of the surface ' B3ca-24 to 29 inches; pale brown (10YR 6/3) layer and subsoil is about 35 inches. clay loam, brown (10YR 5/3) moist; Included with this soil in mapping are small areas weak medium subangular blocky struc- of soils that are more sloping. Also included are a few ture; very hard, firm, very plastic; few small areas of Satanta, Fort Collins, and Ulm soils and ' thin patchy films. on ped faces; visible a few small areas of soils that have a surface layer and calcium carbonate occurring as small subsoil of silty clay loam. nodules; calcareous; moderately alka- Runoff is slow, and the hazard of erosion is slight. line; gradual smooth boundary. If irrigated, this soil is suited to corn, sugar beets, Clca-29 to 47 inches; light yellowish brown beans, barley, wheat, and alfalfa. Under dryland (10YR 6/4) clay loam, dark yellowish management it is suited to wheat or barley. It is also brown (10YR 4/4) moist; massive; very suited to pasture and native grasses. Capability units hard, firm, sticky and plastic; visible Its-1, irrigated, and IIIc-1, dryland; Clayey Foothill ' calcium carbonate occurring as nodules, range site; windbreak suitability group 1. thin seams, and streaks; calcareous; 74—Nunn clay loam, 1 to 3 percent slopes. This moderately alkaline; gradual smooth nearly level soil is on high terraces and fans. This soil boundary. has the profile described as representative of the ' C2ca-47 to 60 inches; light yellowish brown series. (2.5Y 6/3) clay loam, light olive brown Included with this soil in mapping are a few small (2.5Y 5/3) moist; massive; very hard, areas of soils that are more sloping or less sloping and firm, sticky and plastic; some visible a few small areas of soils that have a surface layer and ' calcium carbonate but less than in the subsoil of silty clay loam. Also included are small areas Clca horizon; calcareous; moderately of Satanta, Fort Collins, and Ulm soils. alkaline. Runoff is slow to medium, the hazard of wind erosion The A horizon is light clay loam or clay loam 10 to is slight, and the hazard of water erosion is moderate. 12 inches thick in cultivated areas. The combined thick- If irrigated, this soil is suited to corn, sugar beets, ness of the A and B horizons ranges from 16 to 40 beans, barley, alfalfa, and wheat. Under dryland inches. The B2t horizon is heavy clay loam or light management it is suited to wheat and barley. It is also clay. Depth to calcareous material ranges from 10 to well suited to pasture or native grasses (fig. 10). ii Figure I0.—Alfalfa bales on Nunn clay loam, 1 to 3 percent elopes. Otero Series The Otero series consists of deep, well drained soils that formed in alluvium and wind -deposited material. These soils are on alluvial fans and terraces. Elevation ranges from 4,800 to 5,600 feet. Slopes are 0 to 15 Percent. The native vegetation is mainly blue grama, needlegrass, bluestems, and some forbs and shrubs. Mean annual precipitation ranges from 13 to 15 inches, 'mean annual air temperature ranges from 48' to 50' IF, and the frost -free season ranges from 135 to 150 days. In a representative profile the surface layer is brown 'sandy loam about 4 inches thick. The underlying material is pale brown sandy loam about 13 inches thick over light brownish gray sandy loam. Permeability is rapid, and the available water ca- PacitY is medium.d Pth of bout 4 inches and moderon is n el alkaline alkaline bel a hat depth. Y ow These soils are used mainly for native grasses and for dry farmed crops. A few areas are used for ir- ated crops. LARIMER COUNTY AREA, COLORADO Capability units IIe-1, irrigated, and IIIe-6, dryland; Representative profile of Otero sandy loam in an Clayey Foothill range site; windbreak suitability group area of Otero -Nelson sandy loams, 3 to 25 percent 1. slopes, in native grass, about 300 feet south and 1,420 75—Nunn clay loam, 3 to 5 percent slopes. This feet west of the northeast corner of sec. 11, T. 10 N., gently sloping soil is on high terraces and fans. This R. 68 W.: soil has a profile similar to the one described as rep- Al-0 to 4 inches; brown (10YR 5/3) sandy resentative of the series, but the combined thickness loam, dark brown (10YR 3/3) moist; of the surface layer and subsoil is about 24 inches. weak very fine granular structure; soft, Included with this soil in mapping are small areas very friable; calcareous; mildly alka- of soils that are more sloping or less sloping and a few line; clear smooth boundary. small areas of soils that have a surface layer of light CIca-4 to 17 inches; pale brown (10YR 6/3) clay. Also included are a few small areas of Satanta sandy loam, brown (10YR 5/3) moist; and Ulm soils. weak medium and coarse subangular Runoff is medium. The hazard of water erosion is blocky structure; hard, very friable; cal - moderate, and the hazard of wind erosion is slight. careous; visible calcium carbonate as few If irrigated, this soil is suited to barley, alfalfa, and soft spots; moderately alkaline; gradual wheat and, to a lesser extent, corn, sugar beets, and smooth boundary. beans. Under dryland management it is suited to wheat C2ca-17 to 60 inches; light brownish gray or barley. It is also well suited to pasture and native (10YR 6/2) sandy loam, dark grayish grasses. Capability units IIIe-2, irrigated, and IIIe-7, brown (10YR 4/2) moist; massive; hard, dryland; Clayey Foothill range site; windbreak suit- very friable; calcareous; visible calcium ability group 1. carbonate as few soft spots; moderately 76--Nunn clay loam, wet, 1 to 3 percent slopes. This alkaline. nearly level, somewhat poorly drained soil is on low The A horizon is sandy loam or fine sandy loam 8 to terraces and alluvial fans, commonly adjacent to 12 inches thick in cultivated areas. The C horizon is drainageways. This soil has a profile similar to the one sandy loam or fine sandy loam. The soil is generally described as representative of the series, but a seasonal calcareous throughout, but the surface layer is leached high water table is at a depth of 20 to 30 inches during in places. Distribution of lime in the profile is erratic. part of the growing season. Soft sandstone is at a depth of 40 to 60 inches in some Included with this soil in mapping are a few small profiles. areas of soils that have a strongly alkaline surface 77—Otero sandy loam, 0 to 3 percent slopes. This layer and a few small areas of soils that are moderately nearly level soil is on uplands and fans. This soil has a well drained. Also included are a few areas of soils profile similar to the one described as representative of that have a surface layer of loam or clay and a few the series, but the surface layer is about 10 to 12 areas of soils that are less sloping. inches thick. Runoff is slow, and the hazard of erosion is slight. Included with this soil in mapping are some small This soil is suited to pasture and hay. If the water areas of soils that have a surface layer of loam or fine table is lowered by management practices, corn, sugar sandy loam. Also included are some areas of soils that beets, wheat, and barley can be grown. Capability unit are redder and a few small areas of Ascalon, Nelson, IIIw-1, irrigated; Wet Meadow range site; windbreak and Kim soils. suitability group 5. Runoff is slow. The hazard of water erosion is slight, and the hazard of wind erosion is moderate. If irrigated, this soil is suited to corn, barley, sugar beets, wheat, and beans. Under dryland management it is suited to pasture and native grasses and, to a lesser extent, wheat and barley. Capability units IIIe-5, irrigated, and IVe-5, dryland; Sandy Plains range site; windbreak suitability group 2. 78—Otero sandy loam, 3 to 5 percent slopes. This gently sloping soil is on uplands and fans. This soil has a profile similar to the one described as representa- tive of the series, but the surface layer is about 8 inches thick. Included with this soil in mapping are a few small areas of soils that are more sloping or less sloping. Also included are some small areas of soils in which sandstone is at a depth of 40 to 60 inches and a few small areas of Ascalon, Nelson, and Kim soils. Runoff is medium, and the hazard of erosion is moderate. If irrigated, this soil is suited to barley, wheat, alfalfa, and pasture and, to a lesser extent, corn and beans. Under dryland management it is well suited to pasture and native grasses. Capability units IIIe-4, irrigated, and VIe-2, dryland; Sandy Plains range site; windbreak suitability group 2. 43 ' 132 SOIL SURVEY ' TABLE S.—Soil and water features —Continued Soil name and Hydro- Flooding Depth to ' map symbol logic seasonal high group Frequency Duration Months water table ' Kirtley—Continued: Feet Kirtley part -------- C None Purner part -------- D -------- None -------- -------------- - ------- -----------_- >6.0 LaPorte: '59: LaPorte part _______ Rock outcrop part. C None _____ _______ --------------------- >6.0 ' Larim: 60------------------- A None -------- ----------- Larimer: ' 61------------------- B None ---------------------- - *62: Larimer part _______ B None '----- Stoneham part Longmont: B ________ None -------- _________ ------------------- - > 6.0 63 ___________________ C Common ____ Brief _______ March -July 2.0-2.5 Loveland: ' 64 ------------------- C Common ____ Very brief ___ March- 1.5-2.5 September. Midway: 65------------------- D None -------- - Minnequa: 66------------------- B None -------- - '67: Minnequa part ----- B None ' LaPorte part _______ C None Miracle: 68------------------- B None Naz : -------- ------------- 69. 70---------------- A None -------- ----- Nelson : 71------------------- B None -------- -------------- Newfork : 72 ------------------- D Occasional ___ Brief Nunn: 73,------- 73, 74, 75-------- 6 C one ---------------------- ------------------- C None --------------- Otero: ' 77, 78, 79------------- B None -------- ------- Otero part --------- B None Nelson part '-------- B -------- ------ ----- None aoli : --------------- 81------------------- B Rare -------- Very brief --- Pendergrass: '82: Pendergrass part ___ D None Rock outcrop part. i --------------- >6.0 --------------- >6.0 --------------- >6.0 -------------- >6.0 -------------- >6.0 April -July -__ 0.5-4.0 -------------- >6.0 -------------- 1.5-2.5 -------------- >6.0 -------------- >6.0 -------------- >6.0 May -June >6.0 -------- I -------------- 1 >6.0 1 Bedrock Depth Hardness Inches 20-40 Rippable _ 10-20 Hard ____ 10-2( >6C >60 >60 >60 >60 >60 10-20 20-40 20-40 10-20 20-40 >60 20-40 >60 >60 >60 >60 _ >60 _ 20-40 1 >60 _ 10-20 11 Rippable _ -I Moderate. Low. -I Low. Low. Low. Low. Moderate. High. High. Rippable __ Moderate. Rippable __ Low. Rippable __ Low. Rippable __ Low. Hard _____ Moderate. Hard _____ Moderate. Rippable __ Low. ----------- Low. ---------- Moderate. ---------- Moderate. ---------- Low. _ Low. tippable __ Low. ---------- Moderate. 'ard _____� Low. 11 11 fl 11 Drainage and Erosion Control Report The Colony at Rigden Farm APPENDIX B HYDROLOGIC CALCULATIONS Appendices January, 2006 I 1 i r r 1 r i LL LL rE C9 LL Ix C 'o76 CQC ' � C m 3 W r L1J N r ~ Z 1 r r r r r r w LUto a E !p C a C U Q U �' Z U Q CO v t J U �- F p 3 C c 0 Q c N 0 N 0 ii w 0 CD N p m v o N n 0 o N d w O EC.m r o 0 � o Q U 0 Q O N N U O O M m Q O O C C C n O . n E Lo 6 o to O m U E N to N CO U O O O O �mcjp �c U o 0 0 0 t0 d U n Q O v N rn co Q O O O O _C � N a � F � 0 a 0 § q a\ E$/c 0 / > - ix w a � 0 4 =°G <rro =cam cn ƒ\ dead z S @ Q w 7ƒ/0 k (n\� y �f L U.cn % 0 // f = \ \ \ .cm �u }/ co \ 9 . \ \ \ ƒ\ \ g u ./ 2( &/2% / ƒ2 /ƒ0 \\2$ 2/ coda z ƒ \i© \kG\ c<= #:9a Z<� a�«� § \ �wn / < 3 C14 7 >� /C/IR <<= n CO 0 C co co"T z<± Qo = kwf $235; w /k° cRR9 CN rN cn <wG \\\f /< ocoo £0 < m¥ i} 7//7� ze �� s a < 2/ » ; g \ d �l \ 2 ± e O 7 x 5�± \ \w \ ®ao= e m o 2 =gg� \\co /220 2 = o a 9 2 t » atA> 7 % \ \ 7 ¥ k Lo t m c = § 5 0==- : / ) \ § \ = n i } n t O«=< m_ §\ g� z< EO E a .. ko , ] c � / [ / . \ ) }@ \ }2 3 -g z s , L } N N O ' 2 OLL z, Z Ill Z ' 0 z U U. 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O m V' N y^ N N N N a � N 0 0 . L n O M 7 C M J D of N O> V U'I cD ID O O o 0 U � LU F- a C) a) m v O o O 0 N 0 CJ 0 C -- z_ o N M C Qco 0 0 0 0 co W Z H U 0 o a 3 U) Y Q W O N Z u v Y E LL O •- N� E v N N N Q m I I 0 W Y 0 N co = Q N Ln O N In aD � F V � II O M I� R O Ol r tfJ S V + R N N m J LL C � O0 O M J ' "E W z m c� v z Q rn o x > U m P) (D t0 (O I O r C m O O O CD Ir C O O O O O � 0 N O O 0 O o W O O O O w Ul) M D O) 0 m N H O W W Q COf J E `O IT In .- O o 11'7 N N N N V 7 M J G7 M O0-0 (J o 0 0 0 p N m In m co 0 W o 0 0 0 H � t0 N of N U N 0 0 0 0 Q O N z Q o 0 0 0 m m z F A O N M V Q O d z O F- Q D 0 W { C a i Z L) U Y LL. U Q N _ U p C _y co E 'O _O N O E 7 (0 � C E O II w U + O E E _E C n Y (0 w U F-+ R IT O O O O N C1 N N rn v I I U C� � z o (� � a Viz° N OF-'H ti Q. O � O Y Q W d J Q O ... 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O E Z L- O D Y j W d �- 0 N O = = o ~ U W O J LL Z O U O ca U m u• o 0 O O y C\ N O N CN CA n U L O (n z o OF z Z ¢W�D O a; 0 ..4aU Y Q J Q N LY ID N O ~ O U (I') O a O r N O w _ U w O } E c Q .m o N 'o = U a U O V LI) I- 0 N O U C7 O N C co 7 M C ~ co U E N Lr, N O (� (0 00 N O) V � O O U o 0 0 0 U P— a)Q m O N co O O O O LL LL O C .N Z 7 N M V o 0 0 0 L Cl) C w s < m p N CO 7 t] � CY) a � o � U + O 7 V U ? lL 0 u rn - c O U 0` LL w 0 `o U U E M 0 � C O ` L E C U �.� � 0 ED m (o U (o cn CD co tT m b � .co a II II II ` II 0 U U II Q m X 3 0 c 0 0 N N V O M 90 U U cC C O C4 �D N cn Y Q W 0 J O n m V to N H O O y U W O } E .m c m O O Q U O N M IT V r 'V N N d L M to V V - ornaov I� m t` Q O cc r- U E �' ui ai Sri U N M r- (D u) r— r- co U o 0 0 0 U r O Q � m O (D O N O co O LL U. O Z D� o 0 0 0 Ix Q a f- O U LU O a) N C � N M V � d a O O N N C O M APPENDIX C STREET CAPACITY CALCULATIONS Drainage and Erosion Control Report The Colony at Rigden Farm Appendices January, 2006 JR Engineering, Ltd 2620 E. Prospect Rd., Ste, 190, Fort Collins, CO 80525 5/26/2005 LOCATION: Rigden Farm Tract C ITEM: 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 (%) Capacity Q(2) criteria? Capacity Q(100) criteria? Point (ft) (cfs) (cfs) (cfs) (cfs) 4 Custer' 50 0.80 10.41 3.09 yes 35.90 23 yes 3 Kansas 42 0.80 10.41 0.30 yes 28.18 1.50 yes 'Street Capacity taken from Rigden Filing One P.D.P. which can be found in Appendix G. 3942200streetcap. xls JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: Rigden Farm Tract C ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: es SliBMITTED 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 Mannings eq. Allowable Gutter Flow: Q = 0.56 'Z/n 'S 112 " y 8/3 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 = Qa - 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 ft y = 0.33 ft Both sides of street S Qa Qb QC Qtotal F Qall Qall 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 6.00% 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 3916415streetcap.xls C FL L A B C Yb=Y- 0.33 ft Ya = 0.50 ft 1 of 3 2/10/2005 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 2/10/2005 LOCATION: Rigden Farm Tract C 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 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: Q=1.486/n*R211*S1/2*A Qall=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 (ft) Q = Qa + Qb P = wetted perimeter (ft) S = channel slope Section A Section B A = 7.90 ft2 A = 1.10 ft2 P= 21.00ft P= 10.50ft R= 0.38ft R= 0.10ft n = 0.016 n = 0.035 Both sides of ctmat S Qa Qb Qtot F Qau Qau 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- 0.38' 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. 3916415streetcap.xls 2 of 3 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: JOB DESCRIPTION ITEM: STREET CAPACITY CALCULATIONS - STREET NAME COMPUTATIONS BY: INTIALS SUBMITTED BY: JR ENGINEERING Minor 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 no curb topping, flow may spread to crown of street calculate for channel slopes from 0.4% to 7% 2/14/2005 Theoretical Capacity: use revised Mannmgs eq. Allowable Gutter Flow. Q = 0.56 "Z/n 'S y 8/3 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 = Qa - 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 ft y = 0.33 ft Both sides of cfraof S Qa Qb Qc Qtotal F Qall Qall 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 6.00% 19.94 6.59 22.29 36.72 0.40 14.69 29.38 7.00%1 21.54 7.11 24.08 38.51 0.34 13.09 26.18 r CL 3942200streetcap.xls • a 2/14/2005 JR Engineering, Ltd. 2620 E. Prospect Rd., Ste 190, Fort Collins, CO 80525 LOCATION: JOB DESCRIPTION ITEM: STREET CAPACITY CALCULATIONS - STREET NAME COMPUTATIONS BY: INITIALS SUBMITTED BY: JR ENGINEERING Major Storm (100-yr) 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 - 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: Q=1.486/n*R113*Sv2*A Qall =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 (ft) P = wetted perimeter (ft) S = channel slope Section A Section B A = 9.83 ft' A = 1.96 ft' P = 25.93 ft P = 14.28 ft R= 0.38ft R= 0.14ft n = 0.016 n = 0.035 Both sides of cfranf S % Qb Qtot F Qall Qall 0.40% 30.33 1.40 31.73 0.50 15.87 31.73 0.50% 33.91 1.57 35.48 0.65 23.06 46.12 0.60% 37.14 1.72 38.86 0.80 31.09 62.18 0.80% 42.89 1.99 44.87 0.80 35.90 71.80 1.00% 47.95 2.22 50.17 0.80 40.14 80.27 1.50% 58.73 2.72 61.45 0.80 49.16 98.31 2.00% 67.81 3.14 70.95 0.80 56.76 113.52 3.00% 83.05 3.85 86.90 0.72 62.57 125.13 4.00% 95.90 4.44 100.34 0.60 60.20 120.41 5.00% 107.22 4.96 112.18 0.48 53.85 107.70 6.00% 117.45 5.44 122.89 0.40 49.16 98.31 7.00% 126.86 5.87 132.74 0.34 45.13 90.26 F, C 14' 1 2' 23' L B 0.15' 2% A 2 % 0.46' 0.5' 0.17' Area A = (0.15')(23') + (2"/12)*(2')*(1/2) + (5.52"/12)*(2') + (5.52"/12)*(23')*(l/2) = 9.83 sq. ft. Area B = (14')*(3.36/12)*(1/2) = 1.96 sq. ft. 3942200streetcap.xls 2 of 2 APPENDIX D tINLET CALCULATIONS 1 ' Drainage and Erosion Control Report Appendices The Colony at Rigden Farm January, 2006 Project: ProjJob No: � ient: By: Chk. By: Date: 5 � 1 4 bject: Sheet No: l of (s) J•R ENGINEERING A Westrian Company ------------------------------------------------------------------------------ ' 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 05-26-2005 AT TIME 10:46:24 t* PROJECT TITLE: Rigden Farm Tract C ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4 �� `� !„.t ,J.,�/ �. / n� 0j112 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft) = 1 5. 00A-X _ HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= ! 6.00 -� 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 I STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 29.50 ' GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.76 3.56 FLOW CROSS SECTION AREA (sq ft)= 8.87 GRATE CLOGGING FACTOR W = 50.00 tCURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 38.82 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 31.3027' FLOW INTERCEPTED (cfs)= 31.30 ' BY DENVER UDFCD METHOD: CARRY-OVER DESIGN FLOW FLOW (cfs)= (cfs)= 0.00 31.30 FLOW INTERCEPTED (cfs)= 31.30 CARRY-OVER FLOW (cfs)= 0.00 1 Project: % Job No: cc Bent: By: _ Chk. By: Date: % L 43'S� �bject: Sheet No: of 1 1 1 1 ft) J•R ENGINEERING A Westrian Company 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 t ER:JR ENGINEERS-DENVER CO .................................................. ON DATE 05-26-2005 AT TIME 10:54:47 F* PROJECT TITLE: Rigden Farm Tract C *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 16 ��lL¢ f C f0,14 , I'av/C ��,,, � �a�ti1 1 INLET HYDRAULICS: IN A SUMP. I GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= L5_,QQ /--x. S- /,1 J y,�� 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) = 22.75 ' GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.62 3.04 FLOW CROSS SECTION AREA (sq ft)= 5.34 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 35.88 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 16.30= FLOW INTERCEPTED (cfs)= 16.30 CARRY-OVER FLOW (cfs) = —Q ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= - 16.30 FLOW INTERCEPTED (cfs)= 16.30 CARRY-OVER FLOW (cfs) = 0.00 Project: i ' Job No: dent: By: Chk. By: Date: `a `' 'E5 J•R ENGINEERING A Westrian Company ject: � � / l � .� Ala G , i � -N (� l C_ Sheet No: � of / 1 � _ f /V/ 1 L4 1 S i U\ i f E 1 1 1 1 %I 5 , 5 /•/ liJ� eC � /1 o k ,� u � 1 9 �3 U R-4352 Beehive Grate Heavy Duty NOTE: When specifying or ordering grates - Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109. R-4353 Beehive Grate with Frame R-4360 Series Turtle -Back Grates and Frames Light Duty Various kinds and types of pipe are made under many specifications and dimensions vary. Check he grate sizes in the table to be sure the grates Ind frames will fit the pipe you are using. Dimensions in Inches A C F G N R 18 Vq 16 t/q 2114 1 112 1 5/8 22 18 2 3/q 1 V2 1 3/q 231/4 17 31/2 2 11/2 13/4 28 1/2 24 3 5/8 1 1 3 r�A f_ c N EENAH6t263 R-4380-23 R-4380-24 R-4380-25 R-4380-26 4404-C WEIR CATALOG GRATE FT. P LINEAL NUMBER TYPE OPEN FEET R-4370-15 D 1.0 5.9 R-4370-17 D 0.9 6.0 R-4370-18 E 1.3 6.0 R-4370-21 D 0.9 6.0 R-4370-22 D 1.1 6.0 R-4370-23 G 0.9 6.3 R-4370-25 G 2.0 7.6 R-4370-26 G 1.7 8.6 R-4370-27A G 2.4 9.9 R-4373-2 K 1.0 sq. in. 0.7 R-4373-3 K 1.0 sq. in. 1,0 R-4373-4 K 3.0 sq. in, 1.2 R-4373-6 K 3.0 sq, in, 1.8 R-4373-8 K 4.0 sq. in. 2.4 R-4373-10 K 5.0 sq. in 2.9 R-4373-12 K 8.0 sq. in. 3.4 R-4373-15 K 20.0 sq. in, 4.2 R-4380-W E 2.8 sq. in. 1.0 R-4380-A E 3.7 sq. in. 1.1 R-4380-Al E 6.0 sq. in. 1.2 R-4380-B1 E 4.8 sq. in. 1.3 R-4380-1 E 5.4 sq. in. 1.4 F! 4380-3 E 6.0 sq. in. 1 6 R-4380-4 E 01 21 R-4380-4A1 E 01 2.2 R-4380-4A E 0.2 2.6 R-4380-6 G 0.2 2.8 R-4380-7 G 0.3 3.1 R-4380-8 E 0.3 3.3 R-4380-9 E 0.4 3.7 R-4380-10 E 0.5 3.9 R-4380-11 E 0.5 3.9 R-4380-12 E 0.6 4.0 R-4380-13 G 0.7 4.2 R-4380-13A E 0.9 4.7 R-4380-14 E 0.7 4.7 R-4380-15 E 0.6 4.7 R-4380-16 E 0.8 5.0 R-4380-17 E 0.8 5.0 R-4380-18 G 0.7 5.2 R-4380-21 G 1.3 63 R-4380-22 G 1.5 7.0 G 1.1 7.3 G 1.7 7.9 G 2.5 . 8.4 G 2.7 8.8 -4385-B E 0.1 2.1 -4385-C E 0.3 2.7 -4385-E E 6.5 3 9 -4385-F E 0.5 4.8 4385-G E 1.0 5 8 4385-H G 1.6 7.6 4385-J G 2.5 8.6 4385-K G 2.7 9.4 4389-0 B 0.2 3.0 4390 B 0.3 5.0 4400 B 0.1 2.7 4401 A 0.1 2.7 4403 A 0.3 3 7 B ■ FREE OPEN AREAS OF NEENAN WEIR CATALOG PERIMETER GRATE FT. LINEAL NUMBER TYPE OPEN FEET G 2.8 -3.0 'R-4030-27 `R-4030-30 G 3 5 3,3 R=44040-6 E 0.1 2.1 R-4040-8 E 0.2 2.7 E 0.3 3.3 'R-4040-10 R-4040-12 E 0.4 3.7 R-4040-15 E 0.7 4.8 R-4040-18 E 1.2 5.8 G 1.4 6.7 'R-4040-21 R-4040-24 G 1.6 7.6 R-4040-27 G 2.3 3.0 R-4040-30 G 2.9 3.3 R-4215-A Beehive 2.0 9.0 R-4215-C Beehive 3.3 113 R-4216-B Beehive 2.2 4.1 R-4216-D Beehive 3.0 3 8 Beehive 1.5 6.2 'R-4340-A R-4340-8 Beehive 1.1 6.0 R-4340-C Beehive 1.2 6.0 R-4340-F Beehive 1.6 6.5 Beehive 0.7 4.5 'R-4340-F1 R-4340-G Beehive 0.6 5.0 R-4340-H Beehive 0.5 4.5 R-4341-A Beehive 2.5 6.0 R-4342 Beehive 2.0 6.0 R-4343 Beehive 2.4 8.4 R-4344 Beehive 0.2 2.9 11-4345 Beehive 2.0 8 6 R-4346 R-4349-A Beehive 2.0 Beehive 2.4 8.6 111 R-4349-8 Beehive 5.4 15.5 = R-4349-C Beehive 2.4 6.9 1 R-4349-D ' R-4350-1 Beehive 5.4 Beehive 0.3 10.2 2.7 R-4350-A Beehive 0.3 3.1 R-4350-B Beehive 0.4 3.9 R-4350-C R-4350-D Beehive 0.6 Beehive 1.0 4.8 5.8 R-4350-E Beehive 1.7 7,6 R-4351-B Beehive 0.5 3.9 R-4351-11 R-4351-E PR-4353 Beehive 1.6 Beehive 1.5 5.8 5.8R-4352 Beehive 1.3 5.8 Beehive 1.8 6.7 a---- R-4360-A Beehive 0.6 4.3 -8 FE Beehive 0 8�44.5 -C Beehive 1 4 R R-4360-D Beehive 0.7 6.3 R R-4370-1 C 0.1 1.7 R G t-E4370-3 R E =43.R R_4370-4 G0.6 3.9 R R_4370-5 G 0.8 4.7 R -4370-6 G 0.8 5.1 R- -4370-7 G 0.8 5.2 R_ _4370-8 E � 1.0 5.5 R- q-4370-9 c 1.3 - - 5.8 R_ 4370-10 G 1.1 5.8 - R_ 4370-12 F 0.9 5.8 R_ -4370-13 G 1.3 5.8 R- GRATES (Continued) SO. PERIM WEIR CATALOG GRAB ETER NUMBER TYPE OPEN LINEAL FEET R-4640 q 1.3 6.4 R-4641-A q 1.2 6.8 R-4641-c C 1.1 6.8 R-4641-F 8.5 R-4649 A 1.1 6.9 R-4649-1 C 2.2 10.0 R-4652 A 1.5 7.9 R-4660 C 1.1 6.0 WZ62 A 1.3 6.6 R-4670-A A 1.1 7.0 R-4671 A 1.1 7.0 R-4672 C 1.1 7.0 R-4689 C 1.4 7.5 R-4692-A D R-4698 A 1.7 9.0 R-4710 C 1.5 9.0 R-4711 C 1.1 9.5 R-4718 A 2.7 9.3 R-4720 C 0.9 6.7 R-4721-A A 1.2 7.0 R-4725 c 1.6 7.0 R-4730 A 2.0 8.6 R-4731 A 2.5 9.8 R-4732 A 2.0 9.8 R-4736 C 1.1 7.3 R-4738 A 1.1 7.3 R-4739 C 1.3 7 3 R-4740 C 2.1 8.0 R-4750 C 2.4 8.3 R-4750-1 A 2.8 113 R-4751 C 1.9 7.9 R-4752 C 2.3 9.4 R-4755-8 A 2.8 10.5 R-4755-C C 2.9 10.5 R-4759 C 1.5 7.5 R-4760 C 1.7 7.3 R-4762 C 2.4 27 R-4765 A 1.4 7.7 R-4780 c 3.1 9.8 R-4781 C 3.0 11.7 R-4795 A 3.2 11.3 R-4798 C 2.4 9.9 R-4808-A O 0.8 8.0 R-4610 C t5 8 R-4820 C 1.5 8 -4821-A C 1.7 8 -4825 C 1.8 9.0 -4825-A A 2.1 9.0 -4825-B C 2.0 9.0 -4826 A 1.3 8.0 4828 A 1.9 9.5 4829 C 2.2 9.5 4832 C 1.5 8.0 4832-B C 1.8 8.7 4833 A 2.3 8 7 4837 A 2.2 9.8 4839 A 2.1 9,9 4840 C 2.8 10.0 4843 A .2.6 10.0 4850 C 2.7 9.0 NOTE: On catalog #'s R-4990-AA thru R-4999-1-9, SQ.FT- OPEN and WEIR PERIMETER are per lineal foot. Tie K indicates "Special" grate style and is not among standard types illustrated. 'pe M indicates roll -type or mountable curb. ER WEIR CATALOG GRATE F• PERIMETER R FT.So. NUMBER TYPE OPEN FEET R-4406 B 0.5 5.3 R-4406-C A 0.4 5.5 R-4406-1 A 0.5 5.3 R-4406-2 C 0.6 5.3 R-4407-2A B 0.6 5.6 R-4408 B 0.3 3.4 R-4409 A 0.4 4.6 R-4409-A C 0.7 5.7 R-4409-C B 0.5 5.7 R-4409-E A 0.5 5.7 R-4409-G B 0.8 5.7 R-4410 B 0.8 6.5 R-4421 C 1.0 8.3 R-4423-A A 1.2 9.7 R-4424 A 0.6 5.6 R-4430-A A 0.6 6 0 R-4430-B C 0.7 5.9 R-4435-1 C 0.8 4.3 R-4441-1 0 0.2 4.0 R-4443 A 0.4 4.3 R-4449 A 0.8 6.0 R-4450 A 0.8 6.0 R-4450-A A 0.6 6 0 R-4451 C 0.7 6.0 R-4454 C 0.9 6.3 R-4460 A 0.8 7.0 R-4462 B 0.9 7.8 R-4470 A 1.5 10.0 R-4511 A 0.5 41 R-4525 A 0.8 6.3 R-4530 A 0.8 61 R-4531 A 0.8 6.4 R-4540 C 1.0 6.8 R-4541 A 1.0 71 R-4544 A 1.8 8.7 R-4545 A 1.6 10.4 R-4548 A 1.0 5.9 R-4550 C 0.8 5.0 R-4552 A 0.6 5.3 R-4557 A 0.8 5.3 R-4558 C 1.1 5.9 R-4570-1 A 0.9 63 R-4570-2 A 0.9 6.5 R-4573 A 1.1 7.5 R-4575-A A 1.7 85 R-4579 A 0.8 6.4 R R-4583 A 0.9 6.3 R R-4584 A 1.3 4.3 R R-4585 A 1.9 9.1 R R-4586 A 1.5 8 5 R R-4600 A 0.9 6.5 R R-4603-A A 0.8 6.7 q R-4604 C 1.3 6.7 R R-4604-C A 0.7 6.7 R_ R-4604-D A 1,5 6.7 R_ R-4608 A 0.8 6.0 R_ R-4610 A 1.0 6.4 R_ R-4620 A 0.8 6.0 R_ R-4630 C 0.9 6.2 R_ R-4632 C 1.1 6.3 R_ NEEIVAH' Fourwio Y COMPJ%NY 329 4843 A .2.6 10.0 4850 C 2.7 9.0 NOTE: On catalog #'s R-4990-AA thru R-4999-1-9, SQ.FT- OPEN and WEIR PERIMETER are per lineal foot. Tie K indicates "Special" grate style and is not among standard types illustrated. 'pe M indicates roll -type or mountable curb. ER WEIR CATALOG GRATE F• PERIMETER R FT.So. NUMBER TYPE OPEN FEET R-4406 B 0.5 5.3 R-4406-C A 0.4 5.5 R-4406-1 A 0.5 5.3 R-4406-2 C 0.6 5.3 R-4407-2A B 0.6 5.6 R-4408 B 0.3 3.4 R-4409 A 0.4 4.6 R-4409-A C 0.7 5.7 R-4409-C B 0.5 5.7 R-4409-E A 0.5 5.7 R-4409-G B 0.8 5.7 R-4410 B 0.8 6.5 R-4421 C 1.0 8.3 R-4423-A A 1.2 9.7 R-4424 A 0.6 5.6 R-4430-A A 0.6 6 0 R-4430-B C 0.7 5.9 R-4435-1 C 0.8 4.3 R-4441-1 0 0.2 4.0 R-4443 A 0.4 4.3 R-4449 A 0.8 6.0 R-4450 A 0.8 6.0 R-4450-A A 0.6 6 0 R-4451 C 0.7 6.0 R-4454 C 0.9 6.3 R-4460 A 0.8 7.0 R-4462 B 0.9 7.8 R-4470 A 1.5 10.0 R-4511 A 0.5 41 R-4525 A 0.8 6.3 R-4530 A 0.8 61 R-4531 A 0.8 6.4 R-4540 C 1.0 6.8 R-4541 A 1.0 71 R-4544 A 1.8 8.7 R-4545 A 1.6 10.4 R-4548 A 1.0 5.9 R-4550 C 0.8 5.0 R-4552 A 0.6 5.3 R-4557 A 0.8 5.3 R-4558 C 1.1 5.9 R-4570-1 A 0.9 63 R-4570-2 A 0.9 6.5 R-4573 A 1.1 7.5 R-4575-A A 1.7 85 R-4579 A 0.8 6.4 R R-4583 A 0.9 6.3 R R-4584 A 1.3 4.3 R R-4585 A 1.9 9.1 R R-4586 A 1.5 8 5 R R-4600 A 0.9 6.5 R R-4603-A A 0.8 6.7 q R-4604 C 1.3 6.7 R R-4604-C A 0.7 6.7 R_ R-4604-D A 1,5 6.7 R_ R-4608 A 0.8 6.0 R_ R-4610 A 1.0 6.4 R_ R-4620 A 0.8 6.0 R_ R-4630 C 0.9 6.2 R_ R-4632 C 1.1 6.3 R_ NEEIVAH' Fourwio Y COMPJ%NY 329 NEEIVAH' Fourwio Y COMPJ%NY 329 Project: --; / � Job No: r ient: By: Chk. By: Date: C, 0 5 bject: Sheet No: —L of fV J•R ENGINEERING A Westrian Company 19 e Client: Job No: By: Chk.By- Date: j-R ENGINEERING A Subsidiary of Westrian bject: Sheet No: of I I I I I I I I I I I I I I I I t JI. J­_ --v 7 ............... 74r BA 4 T ik V 0 4:2 AMP - A* . .. ...... . TA 7-- 4' , . .... ..I. T 77 1 7. P-5 A, 3.Qt F _j I AF TAI nj Y7, f T, APPENDIX E ' STORM PIPE AND SWALE CALCULATIONS 1 1 Drainage and Erosion Control Report Appendices The Colony at Rigden Farm January, 2006 1 V (� �a V Oz^ Y/ l� a Lo a h m 1 •cc c 4) 1 1 _ a �I 1 w CL r' co � ^ A S `^ J 00 O w > wp z¢ U Z E W `p p � U N V N Z -v W j �.�tt L u7 n � Cl) o M \, N N a , m 0 U E02 0 1 N c O 3 >� F- W O O n N M N (A M (D n n Un O N U j N (A O n v n M n O O n UD O r N GO M (A CA z0 g '7 V' M M tD CO n CD v M CD In O W O n w n > f/1 C N N O U?U? O O Mr O O UO O n O O Co n O Cp O U N O O O O O O O O O N N o = N >+ O CA to O Cl) n co U) N n V N N CD N, O v to Cp Di CO co Co Oi Oi > ; �. -0O V a r O Co 0 n w � 0 n O r O N 'o N O N N n CD n CO CD UO n Cl? M CD O O � I fU n n sT V• co 7 N N N r r N N O N M N ci N CA N to N 0A N O N O N O N O) N CA N CA N m N m N O N CA N O _O O O ;; = J v v v v v v I& v v v a v v v. m c rn a uoi rn con C°Do COn ti N '.0- v N N O) O n O Cn C C>� W cm m m O _ O) _ 0) m W O 30 — w `7 Q '7 IT sf 7COn C 07 CO O O coCA IT r co C UD O r n M O N O N N C` CD n co n V' to t0 n M M O e l9 N� P.: N:a V n 6 7 4 N N N N N O CA c0 — >,6 JC N O N O N O N O) N W N O N O N O) N 01 N O) N m N CD N CA N O N m N O O O = a et a I& a a I y I& V V. R R R a y C M t' O N co O nm > f9 v CV V N O C6 CL rn C 0 Cr Cr rn rn rn rn j n Lq UC) N n O O N eT QC) Ch Cl) UC) Cl) tD O c O O CR UC CO0 V R O O N E''^ iFf> N N N N N N N N N N O CA O CA CA O) O O W v a v v v v v v v c - O m U ^ N c0 (A CD O CA C1a U N N N co N to Cl) cm N co Cl) co M p c E co co m 0D N N n n M M O O O M M M C 3 h C M M r r UD Un O O M M R V CA O n n N N O ql V F- lL .� to Un r CO r tD r O N O N CA Un CA UO n r n r M O) C) W M N M N N N Un N CC) N •C O CA M tD O M O O V CV ll� Ul r O O fD v J l0 to O M CO M CD CD N r O Ul CD N N N 0) O W 0) 0) O O O y0 g O O O O O O O O It O O O O O O O O O O -44 O O O O O O O O O O M M M M M M M M M c •C C O r O CD r c O O O O O O O O O M fc O m N N N N N N CD a) N d d m d', U U U U U U U U U C C C C C C C C C U U U U U U U U U OC 07 C6 M M O f0 O N O O .- a U 7 2 2 75 2 N 7 2 N 7 N N �N U U UM U 2 U 2 2 � U U U U c N t1 U C C C C C U C U C Cl) UO U C Co CD U C O co cD CD ) N M Cl) cr) M N d' V N M cc n D n M Co D co U n U 0o Ur `o = 2 a 7 a CM a N a v a U? a r a r r co r p a p d p a. p a p a p n. p d U) a _ d Q cn D m 0 n t0 O F- U E w M N N U E U 8 U N a E00 Oj N LL N C N 00 to E O O � O y M N F- X O p C CDO O m m Y co m ? F LU v T U y O O O O O 6 > rn c N � O U m � O O N T 0 ^ CoL) U (/) > > N � TC:J.S rn = J � m O � O C > at C 3-- o w 3 (D o0 m_0 m a� r co D C V C m � O N > > > " N C N Q— w � L N co O ^ � O d .J O c 0 o 0 N T w a m U N m t) O 0_ U �UCv C O] m 1 y O N O rn2 U H L L to N , L D7 � v N J U U ^ C 20 O C O C_ C c C m m m C N o Q U co (U L U) Cn O O a U N N W N Q) N (J m J � m � � N U O 0 o N � N c ' U N \ c0 �n m d > W � X rn� V 1c N O f\f\\ \V � d rn� C N N C v � r W m N O L� O m TC7 U C rn 0 U tU 1 a � V m 7 C M N _Z J N �J E U o N U F- N a E O 4 m M w — N L c m O O \l_ O O 0 N o H X O Scenario: Base ` P1 MH-1 P2 Title: Rigden Farm Tract C Project Engineer Erika Schneider x:\3940000.all\3942200\stormcad\strml.stm JR Engineering StormCAD v5 5 [5 5003] 02/10/05 12.57:16 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ° m' cc > o °o :F ° H W a 1 'V j y CO N 00 M O M O O O N O U L �� O O m y d O 2 N T O) = U? N O � c0 W N > > v .(L) cM ° v co Cii O O ^ m `o ai co c_e ao Co T(7 C v O O O O O 2 J v v v v v m c � E6 o o �� > os V .5 Q m Cl) a (1)i co o ^ N N Oi O 06 001 06 c �- 5,C9J O O O O O 2 a a e a v c O O (O > > 00 LLj CL d rn rn w v v o 41) v ri co ui �O c ° o 0 E m � " rn N rn O w v v c co ,0 O) U .-. co M cc N a U �Uv E o 0 0 0 0 l9 y �i N O N N N N N O iq V O O O O O L p)� O Cl Cl) N N Cl) c0 a Cl) W O M co n c In O O O O O � c oc' M c c O O c OM O (0 N � N 0) N N U c U C U U c y 0 CL m > m > U m 2 L _� U c ° O N a L L U U c U c V7 n _ N N N N o a a O v o o ° c c U N 0 fn c0 N Y > W � d U N c O c" N W N O a` CD ED LO n 0 0 N O ao 0 n 0 U U c IN E N E 5 v E U ° h H N d F N t paj N W N c N O gl O LO R Oa O O � N H X 0 1 Drainage and Erosion Control Report The Colony at Rigden Farm APPENDIX F EROSION CONTROL Appendices January, 2006 JR Engineering 2620 E. Prospect Rd., Ste. 190 ' Fort Collins, CO 80525 I RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: The Colony at Rigden Farin STANDARD FORM A COMPLETED BY: es DATE: 15-Jun-OS DEVELOPED ERODIBILITY Asb lab SO, Ai * Li Al * Si Lb Sb I's SUBBASIN(s) ZONE (AC) (FT) (F 1) ('%,) (' 0 101 MOD1 RATE 0.97 477 0 460.9 0.7 102 0.61 255 0.7 156.0 0.4 103 0.24 520 1 125.5 0.2 104 0.89 386 06 343.9 OS Total 2.71 10S6_23 I.St, 101 OJ 1 -1S,, Asb = Sub -basin area ' Lsb = Sub -basin flow path length Ssb = Sub -basin slope Lb = Average flow path length = sum(Ai Li)/sum(Ai) Sb = Average slope = sum(Ai Si)/Sum (Ai) PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation. An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation that would normally flow off a bare ground site during a 10-year, or less, precipitation event. 1 1 I Erosion.xls 0 O a ' 10 m Lt4 w V O W a w ' a a a r� z H 0 0 Lr) O O v O 0 r') O O N O O r4 O rn 0 m 0 r 0 O Oa w a In a� LO U) 101 0 0 rn rn o 0 0 v v In Lr) to m m m m m 01 C1 0� O 00000 rvvLltoIntototo m m m CO m m m m m m m C1 � C1 C1 Qt 0� � Cl 01 C1 � O O O v�'vc'v�?'vvvvvv�tntll m m m m m m m m m m m m m m m r co co m 0) m C) m 01 a1 (n m C) 0) rn 0, m rn m m m m m m m m m m m m m m m m g m m m m m v v� v�� v� v v� v e� v c v� v� v v v v� �r � •a � m m CO m m m m g m CO C0 00 m m q m m t:O m m m m m m m m m N m y to n n 1a 1D ID 10 1D 10 r r r r r r r r r r m m m m v v v v v v v I' v v v v v v v v v v v v v v v v v m m m m m co co m m co m co m m m m m m co co m m m m m m 1D o N O v v In In In In 10 10 10 io 10 �D �o 1a %0 1a r r r r r r c") v v v v v v v v v v v 4,; v v v v v v v v v v v v Co m m m m m m m m m m co m co co co co m m m m m m m m m v 0) r1 N rl) m v v v IT In Lr) In In In In In to to 10 1D 10 1D 10 1D r ,1 ;vvvvv';�'a'v.a.v,vvvvvvvvvvvvv co m co m m m m co co co co m m m m m co co m m m m m m m m O 1D m O r.q 'A N N r) r) rl) m v v v v v v v v In to In to l0 1D ho'vq;vvvvvv�'vv.C:r ' m m cO cC m m co m co m co co co m co m m m m co m m m m m m In NlnrmCl00r4r-4r-INNNNNr)r'1r7mr)vvvv� N r) m N 4 v v v v v v v v v v v v v v v v v v v v m co m m m m m m m m m m m m co m m m m co co m g m m m r4 co r-1 m y In In 1D 10 r r r m m m m m co m m m o 0 0 0 0 N N r1 r') 9 9 f`; r) r) r; r; r) 9 (") r'1 4 r) r) r) r) l") v v v v v m m m CO CO CO m CO CO CO m CO m CO CO CO CO CO m CO m a) m m m Co 10 I[) m O 1-4 N r) v v to In In 1p 1D 10 1D 1D r r r r m m m m m r•i N N r7 r7 r) 4 f l r) r) r') r) l'7 r7 f") r) rl r) r) (") r) fh r) f4 r) m m m m m m m m m CO m m m m m CO m m m m m m m m m m H II ) r m O O. -I N N m m m v v v v v 0 n Ln 0 1D 1D r r N 4 r) ) ) N N N (4 r4 r') rrr) l4 r; c") r) r) !c4 M' 4 4 ) ) Crrr) r) m m m m m m m m co co m m co m co co m co co m m m m m m 'l N 10 m m o r-I N N m m v v v v In In In If) 1D 1D 10 z 14 1-1 ri 1-1 N N N N N N N N N N rV N N N N N N N N N N o °o m m m m m m m m m co m m co m m m m m m m co m m m IU-)mN(nvU)kDrrrm mmQ\C)a)C1a%C1Oo0000 � O O 1; - r-1 r� 14 r-i r { 1. ri _; 1- r-I ri 1� r-i 14 r-I N N N N N N co CO co CO CO CO co CO CO CO CO co m co m co m co m m m m m m m r U) O r7 If) 10 CO m 0) O O 0-4 r-4 ri .-4 N N N N r7 M m r1 r) r) Cl o O O O O O O 14 14 4 • r m m m m m m m m m m m m m m m m m m m m m m m m N m r-4 v In r r m m m O O r-4 e-4 r-I r-i ri N N N m m m m cn mm0) 0� a01C)C1c0)000Oo0000000000 r r r r r r r r r r m m m m m m m m m m m m m m m r7 O r 0 O r-I N m m t7' v In In m In 1D to z g r r 10 W 10 1D r r r r m m m m m m m m m m m m m cO m m g m m m r r r r r r r r r r r r r r r r r r r r r r r r r O v 1D r CO CO r r r v 1D 10 Lr) v v r') r) N N 0) v r 4 cl to N N N N N N N N N N N N N N N N N N N ri r1 r1 O O r r r r r r r r r r r r r r r r r r r r r r r r r IV 0occ00000000oo00oo0000rm mO-4Nmvn1Dr mmOtoOIn Ol!)O —�, �`-- H ri r i r I r-i r♦ .� r� ri ri N N f 7 C'1 v v to \ n 3 Y 11 ' MARCH 1991 DESIGN CRITERIA I JR Engineering 2620 E. Prospect Rd., Ste. 190 ' Fort Collins, CO 80525 II �1 hi EFFECTIVENESS CALCULATIONS PROJECT: The Colony at Rigden Farm STANDARD FORM B COMPLETED BY: es DATE: 15-Jun-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 SEDIMENT TRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 8B STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)*100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 101 0.97 ROADS/WALKS 0.41 Ac. ROUGHENED GR. 0.28 Ac. STRAW/MULCH 0.28 Ac. SILT FENCE x NET C-FACTOR 0.31 NET P-FACTOR 0.49 EFF = (1-C*P)*100 = 85.1% 102 0.61 ROADS/WALKS 0.35 Ac. ROUGHENED GR. 0.13 Ac. STRAW/MULCH 0.13 Ac. SILT FENCE x NET C-FACTOR 0.23 NET P-FACTOR 0.49 EFF = (1-C*P)* 100 = 88.6% 103 0.24 ROADS/WALKS 0.15 Ac. ROUGHENED GR. 0.05 Ac. STRAW/MULCH 0.05 Ac. SILT FENCE NET C-FACTOR 0.21 NET P-FACTOR 0.98 EFF = (1-C*P)*100 = 79.2% 0.89 ROADS/WALKS 0.62 Ac. ROUGHENED GR. 0.14 Ac. STRAW/MULCH 0.14 Ac. SILT FENCE x NET C-FACTOR 0.17 NET P-FACTOR 0.49 EFF = (1-C*P)* 100 = 91.6% I3942200erosion.XLS �I i� JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 8D525 PROJECT: The Colony at Rigden Farm STANDARD FORM B COMPLETED BY: es DATE: 15-Jun-05 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 SEDIMENT TRAP 1.00 0.50 STRAW MULCH (S = 1-5%) 0.06 1.00 FROM TABLE 813 STRAW BARRIERS 1.00 0.80 EFF = (1-C*P)* 100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) I U7 AL AREA = 2.71 ac TOTAL EFF = 87.5% ( E (basin area * eff) / total area REQUIRED PS = 74.5% Since 87.5% > 74.5%, the proposed plan is o.k. I 3942200erosion.XLS The Colony at Rigden Farm EROSION CONTROL COST ESTIMATE JOB NO. 39422.00 DATE: 6/15/05 EROSION CONTROL MEASURES COMPLETED BY: ES ITEM DESCRIPTION UNITS I UNIT COST QUANTITY TOTAL COST 1 TEMPORARY SEED & MULCH ACRE $ 775.00 2.7 $ 2,100.29 2 SILT FENCE LF $ 3.00 1,065 $ 3,195.00 3 GRAVEL CONSTRUCTION ENTRANCE EACH $ 500.00 1 $ 500.00 4 INLET PROTECTION EACH $ 250.00 2 $ 500.00 5 ISTRAW BALES EACH S 3.25 1 0 $ - 6 1 SEDIMENT TRAP/BASIN EACH $ 500.00 1 0 $ - COST $ 6,295.29 CITY RESEEDING COST FOR TOTAL SITF ARFA ITEM DESCRIPTION UNITS I UNIT COST IQUANTITY I TOTAL COST 1 RESEED/MULCH (ALL disturbed area on and off site) ACRE $ 775.00 2.7 $ 2.100.29 COST $ 2,100.29 SECURITY DEPOSIT $ 6,295.29 REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 9,442.94 CONSTRUCTION SEQUENCE IProject: The Colony at Rigden Farm Indicate with bar line when constructions will occur and when BMP's will be installed/removed in relation to the construction phase CONSTRUCTION PHASE (Week/Month) I—DetentionMQ Ponds i Pipeline Installation (include Offsite) Sanitary Sewer Stormwater Area Inlets Curb Inlets Pond Outlet Structures Curb and Gutter Box Culverts, Bridges Steel Installation (include Offsites) Pavement Miscellaneous (Include Offsite) Drop Structures Other (List) :BEST MANAGEMENT PRACTICES Silt Fence Barriers Contour Furrows (Ripping/D is king) Sediment Trap/Filter Vehicle Tracking Pads Flow Barriers (Bales, Wattles, Etc.) Bare Soil Preparation Terracing Stream Flow Diversion Other (List) VEGETATIVE Mulch ing/Sealant Permanent Seed Planting Sod Installation EL0100 Rill 1 APPENDIX G EXCERPTS FROM OTHER REPORTS Drainage and Erosion Control Report Appendices The Colony at Rigden Farm January, 2006 DRAINAGE AND EROSION CONTROL REPORT FOR RIGDEN FARM FILING ONE, P.D.P. September 30, 1999 Prepared by JR ENGINEERING 2620 E. Prospect Rd., Suite 190 Fort Collins, Colorado 80525 (970) 491-9888 Prepared for Wheeler Commercial 1027 W. Horsetooth Road, Suite 200 Fort Collins, Colorado 80526 (970) 225-9305 Previous revision dates February 23, 1999 June 2, 1999 August 4, 1999 September 7, 1999 Job Number 9164.03 Water Quality Ponds - Stage/Storage LOCATION: RIGDEN FARM FILING ONE, PDP PROJECT NO: 9164.03 COMPUTATIONS BY: J. ZUNG SUBMITTED BY: JR ENGINEERING, LTD. DATE: 7/28/99 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 pond inv. WQCV level Spill elevation - TOB - pond inv. WQCV level - Spill elevation TOB- PDPpond.xls,WO PONDS Proposed Water Quality Pond 1 revised Jim Sell & JPZ 7/23/99 Pond 219 - small nond nett to rhnnnpl pact Stage (ft) Surface Area W) Incremental Storage (ac-ft) Total Storage (ac-ft) 4907.9 0 4908 107 0.00 0.00 4909 2229 0.02 0.02 4910 6783 0.10 0.12 4911 10531 0.20 0.32 4911.7 13338 0.19 0.51 4912 14541 0.29 0.60 4912.7 17851 0.26 0.86 4913 19270 0.39 0.99 4914 20000 0.45 1.44 Proposed Water Quality Pond 2 - revised JS 7/99 Pond 220 - small nond next to channel_ west Stage (ft) Surface Area (ft) Incremental Storage (ac-ft) Total Storage (ac-ft) 4911.92 0 4913 3712 0.03 0.03 4914 7838 0.13 0.16 4915 16304 0.27 0.43 4916 26103 0.48 0.91 4916.3 31674 0.20 1.11 4917 44674 0.80 1.72 4918 50000 1.58 2.69 Engineering, Ltd. CLIENT JOB NO. JR PROJECT BY CHECK BY DATE 7�z19 ' SUBJECT SHEET NO. Z OF Z Gc7Q �o d a 1%7(` M kx . .f ' 411t .1 4� .42 Y' -775' An .�--- -9rI kn A —ll� 1_ 1 i � k 4 ' - r Sh riep - r of �# 1 I ' JR Engineeding. Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 ' LOCATION: RIGDEN FARM FILING ONE, P.D.P. ITEM: CHECK OF STREET CAPACITY COMPUTATIONS BY: ALR SUBMITTED BY: JR ENGINEERING, LTD. ' Note: Design flows and street capacities are given for one side of the street unless otherwise indicated 8/11 /99 Drainage Basin Street Name Street Type Roadway Width (ft) Slope (%) 2 yr Capacity (cfs) Design flow 0(2) (cis) meets criteria? 100 yr Capacity (Cfs) Design flow Q(100) (cfs) meets crheria? 102b Union Drive Connector 42 0.6 9.02 4.09 yes 76.56 19.70 yes 103 Union Drive Connector 42 0.6 9.02 4.81 yes 76.56 28.60 yes 104 Limon Drive Connector 42 0.6 9.02 2.91 yes 7656 15.40 yes 104a Limon Drive Connector 42 0.6 9.02 2.99 yes 76.56 13.00 yes 107 Timberline Drive' Collector 60 0.8 10.41 12.03 no 42.98 49.80 no 107a Custer Drive Collector 60 0.8 10.41 5.43 yes 60.91 22.80 yes 107b Custer Drive Collector 60 0.8 10.41 3.99 yes 60.91 24.40 yes 107c Custer Drive Collector 50 0.8 10.41 3.92 yes 32.62 26.90 yes 107d Custer Drive Collector 50 0.8 10.41 4.81 yes 35.90 34.10 yes 107e Custer Drive- Collector 50 0.8 10.41 3.44 yes 35.90 29.80 yes 108 Custer Drive Collector 50 0.8 10.41 2.19 yes 31.09 19.10 yes 108a Custer Drive Collector 60 0.8 10.41 4.38 yes 85.51 19.80 yes 108al Custer Drive -Udow W" Collector KM 60 0.8 2.59 2.59 yes 60.91 11.10 108b Custer Drive - Collector A # 60 0.8 10.41 3.15 yes 85.51 18.30 yes 108bl Custer Drive -C eC61' (0-14 Collector c y_ 60 0.8 2.59 1.53 yes 60.91 11.50 yes 108c Custer Drive Collector A A 50 0.8 10.41 2.48 yes 35.90 17.10 yes 107a+108a Custer Drive (two sides) Collector 60 0.8 20.82 9.81 yes 146.42 42.60 yes 107b+I08b Custer Drive (two sides) Collector 60 0.8 20.82 7.14 yes 146.42 42.70 yes 107c+106c Custer Drive (two sides) Collector 50 0.8 20.82 6.40 yes 75.32 44.00 yes 107e+106 Custer Drive (two sides)' Collector 50 0.8 20.82 5.63 yes 75.32 48.90 yes 108d Timberline Drive Collector 60 0.8 10.41 1.38 yes 42.96 5.10 yes yes 110a+110b Rigden Parkway(two sides) Collector 40 2.0 16.47 1.36 yes 139.78 5.00 yes 111 Rigden Parkway Collector 50 0.6 1426 7.81 yes 49.16 41.50 yes 112 Rigden Parkway Collector 50 0.6 9.02 1.70 yes 31.09 6.30 yes 113 Denver Drive Res. Local 34 6.0 1424 5.95 yes 28.46 26.80 yes 114 Topeka Lane Res. Local 34 2.4 16.64 5.04 yes 3421 2920 yes 114b Topeka Dane Res. Local 34 2.0 15.98 3.47 yes 32.86 13.70 yes 114c Topeka Lane Res. Local 34 2.0 15.98 128 yes 32.86 9.10 yes 115 Topeka Lane (two sides) Res. Local 34 3.5 34.56 4.06 yes 71.08 3620 yes 115a Chase Drive Exit Res. Local 30 0.7 6.38 2.81 yes 57.87 13.40 yes 116 Topeka Lane Res. Local 34 3.5 1726 3.29 yes 35.54 17.10 yes 116a Des Moines Drive Res. Local 34 1.0 11.30 1.45 yes 2324 6.30 yes 116b Des Moines Drive Res. Local 34 1.0 11.30 3.89 yes 2324 20.70 yes 117 Custer Drive Connector 40 2.0 16.47 9.44 yes 139.78 48.10 yes 117a Custer Drive Connector 40 3.1 18.08 5.49 yes 146.69 23.90 yes 118 Ouster Drive Connector 40 2.0 16.47 4.44 yes 139.78 19.30 yes 119 Des Moines Drive Connector Local 34 2.5 16.60 10.04 yes 103.08 49.20 yes 120 Chase Drive Connector Local 42 1.5 1426 1.56 yes 121.05 6.70 yes NOTE: ' Flow is coming from both sides of inlet ' *x eolkc*-OY W/ Meedlo-n a.lrlc� OKe- sicka �1 0".-Wo-VA Lj( e l ecw 1 cue D I9164strtcap.xls 1oft JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525 LOCATION: RIGDEN FARM FILING ONE, P.D.P. ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. 2-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 no curb topping, flow must leave one lane width (12) free of water across entire street calculate for channel slopes from 0.4% to 7% 8/11 /99 Theoretical Capacity: use revised Mannings eq. Allowable Gutter Flow. Q = 0.56 'Z/n 'S '/2 ' y &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 = Qa - 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= 0.50ft y= 0.33ft y= 0.33ft Both sides of ctraat S Q. Qb Qc Qtotal F Qall Qall 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 1426 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 1 38.51 1 0.34 13.09 1 26.18 I9164strtcap.xis CL FL 20 ft A B 5ft Yb = Yc = 0.33 ft ya = 0.5 ft toff JR Engineering, Ltd. 2620 E. Prospect Rd., Ste. 190. Fort Collins, CO 80525 LOCATION: RIGDEN FARM FILING ONE, P.D.P. ITEM: STREET CAPACITY CALCULATIONS COMPUTATIONS BY: JPZ SUBMITTED BY: JR ENGINEERING, LTD. 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 - 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. Q=1.486/n'R23'S'2'A Qall=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= Q,+Qb A = cross sectional area (ft) P = wetted perimeter (ft) S = channel slope Section A Section B A = 9.83 ft2 A = 1.96 ft2 P = 25.93 ft P = 14.28 ft R= 0.38ft R= 0.14ft n = 0.016 n = 0.035 Both sides of 0-f S Q, Qb QtOt F Qmi Q,n 0.40% 30.33 1.40 31.73 0.50 15.87 31.73 0.50% 33.91 1.57 35.48 0.65 23.06 46.12 0.600/c 37.14 1.72 38.86 0.80 31.09 62.18 0.800/0 42.89 1.99 44.87 0.80 35.90 71.80 1.00% 47.95 2.22 50.17 0.80 40.14 80.27 1.50% 58.73 2.72 61.45 0.80 49.16 98.31 2.00% 67.81 3.14 70.95 0.80 56.76 113.52 3.00% 83.05 3.85 86.90 0.72 62.57 125.13 4.00% 95.90 4.44 100.34 0.60 60.20 120.41 5.00% 107.22 4.96 112.18 0.48 53.85 107.70 6.001/0 117.45 5.44 122.89 0.40 49.16 98.31 7.00% 126.86 5.87 132.74 0.34 45.13 90.26 FL C 0.15' 0.46' 0.17' Area A = (0.15')(23') + (2'/12)'(2')'(1/2) + (5.52'/12)'(2') + (5.52"/12)'(23')'(1/2) = 9.83 sq. ft. Area B = (14')"(3.36/12)'(1/2) = 1.96 sq. ft. 223/99 9164st rtcap. xis FINAL DRAINAGE AND ' EROSION CONTROL REPORT Rigden Farm, 71h Filing, The Willow ' Prepared for: ' Tuscany Properties LLC 11210 Florence Street Henderson, Colorado 80640 (303) 289-1994 ' Prepared by: JR Engineering ' 2620 E. Prospect Road, Suite 190 Fort Collins, Colorado 80525 (970)491-9888 ' Revised January 14, 2002 Revised September 26, 2001 June 18, 2001 ' lob Number 9304.00 Drainage and Erosion Control Report January 14, 2002 ' Rigden Farm, 7* Filing, The Willow The Willows at Rigden Farms J 1 DRAINAGE SUMMARY TABLE Design Tributary Area C (2) C (100) tc (2) tc (100) O(2)lot 01100) CARRY OVER 0(100)tot DRAINAGE Sub -basin from 0 (100) STRUCTURE Point (ac) (min) (min) (cfs) (cfs) Design B Icfs) /REMARKS Point (cfs) 100 021 042 052 75 67 0.2 1.0 10 101 0.53 0.51 0.63 77 6.7 07 30 30 1 101+0S-3 1.85 1 0.70 088 98 63 2.9 14.9 14 9 Type "C" Inlet 2 102 0.13 067 084 50 50 02 11 1.1 24 102a 026 0 91 1 00 50 5.0 0.7 26 26 Neenah Trench Drain 3 103 0.10 070 0.87 63 5.2 0.2 09 09 104 0 30 0.55 068 6.5 5.6 04 1.9 1 9 105 040 058 085 71 51 07 3.3 33 4 100+102.102a+103+ 2.93 0.75 0.94 142 11 8 4.2 200 R7e+R8c 11 02 31 1 EX 15' Type R Inlet 104+105+OS-1+OS-4 106 0.26 0 72 0.90 85 50 0.5 2.4 24 106a 0.24 0 54 067 65 52 0.3 1 6 1.6 5 107 015 0.83 1.00 50 50 0.3 1.5 1 5 21 106+107 041 0 76 0.95 7 5 5.0 0.8 3.9 3 9 Tnple Combination Inlet 6 108 033 0 75 0 94 50 5 0 0 7 3 1 3 1 Neenah Trench Drain 109 0.41 0.50 0.62 1 1.5 11 5 0 4 1 9 1 9 7 108+109 0 74 D 61 0 77 66 5.3 1 2 5.5 5 5 10' Type R Inlet 110 0.41 070 0.87 98 58 06 3.4 34 23 110a 028 0 76 0.95 5 D 50 0.6 2.7 2.7 Neenah Trench Drain 11 111 089 0.59 0.73 78 6 4 1 3 5 9 5.9 Neenah Trench Drain 13 112 0.36 0.58 0.73 7.1 5.9 0.5 2.4 2 4 9 110+110a+111+112 1 94 0.63 0 79 81 68 3 0 13.8 138 10' Type R Inlet 113 051 0.64 080 124 94 0.7 3.2 3.2 25 113a 030 0.92. 1 00 5.0 50 0.8 3 0 3.0 Neenah Trench Drain 12 114 0.14 0.63 0.78 5 0 5.0 0 2 1.1 1.1 2' Curb Cut 14 113+113a+114 0 95 0.73 0.91 110 7.2 1.5 7.6 7.6 115 0.73 0.67 0.84 117 106 1 0 4.6 4.6 26 115a 0.29 0.92 1.00 5 0 50 0.8 2 9 29 Neenah Trench Drain 27 115b 0.21 0.90 1.00 50 50 05 20 2.0 28 115C 0.26 0 91 1.00 5.0 5.0 0.7 2 6 26 Neenah Trench Dram 29 115d 025 0.91 1 00 5.0 5.0 0 6 2 5 2.5 Neenah Trench Drain 18 115+115a+115b+ 2 99 0 70 0.88 11.7 10.5 4.4 200 20.0 15' Type R Inlet 115c+115d+117 116 0.04 0.70 0.87 50 50 01 04 04 15 113+113a+114+116 0 99 0.73 0 91 11.4 7.7 1.5 7.7 7 7 15' Type R Inlet 19 117 1.26 0.55 0.69 126 12.6 1 4 6 1 6 1 3' Curb Cut 118 014 0.55 0.69 6.9 58 02 0.9 09 20 119 0.74 051 063 120 11.2 08 3 5 3 5 EX Manhole 120 1.00 0.71 0.88 12.2 11 0 1 5 1 6.6 66 30 120a 032 0 79 0 99 5 0 5.0 0.7 3 1 3.1 Neenah Trench Dram 31 120b 026 0.91 1 00 50 5.0 0 7 26 26 Neenah Trench Dram 32 120c 0.26 0.91 1 00 5 0 5.0 0.7 2 6 1 26 INeenah Trench Drain 33 120d 025 091 1.00 5 0 50 0.7 25 1 2.5 lNeenah Trench Drain 17 118+120+120a+120b 3.03 0.78 0 97 117 104 4.9 22 5 225 15' Type R Inlet 120c+120d+OS-2 16 121 0.03 095 1 00 5.0 5.0 0.1 0 3 0.3 15' Type R Inlet 10 122 0 09 0 95 1 00 5 0 5.0 0.2 09 0.9 5' Type R Inlet 8 123 0.06 0 95 1.00 50 5.0 0 2 0.6 0.6 5' Type R Inlet 22 124 007 095 1.00 5 0 50 0 2 0 7 0 7 Double Combination Inlet 125 121 0.19 023 9.9 96 05 2.2 2.2 126 238 026 0.32 133 128 1.2 54 5.4 OS-1 054 065 0.81 94 77 08 37 37 OS-2 079 0 78 0.97 7.2 50 1 5 7.7 7.7 Developed Conditons OS-3 133 0.78 098 7 2 50 1 2 6 129 12 9 Developed Conditons OS-4 1 01 0.95 1.00 10 3 100 2.1 7.8 78 OS-2 079 0 15 019 11 55 116 0.2 1 09 1 1 Historic Conditions OS-3 1.33 0.15 0.19 11.78 11.8 0 4 1 81 1.8 Historic Conditions Page 1 ------------------------------------------------------------------------------ ' 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 .................................................. ON DATE 09-24-2001 AT TIME 08:20:32 i* PROJECT TITLE: THE WILLOWS ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4 ( r%Fs►� r1 �prr. q V) ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: Cy GIVEN CURB OPENING LENGTH (ft)= 15.00 ' HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= 6.00 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 tNote: 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 GUTTER DEPRESSION (inch)= 0.016 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)= 4.03 FLOW CROSS SECTION AREA (sq ft)= 7.69 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 37.94 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 31.10 FLOW INTERCEPTED (cfs)= 31.10 ' 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 IE--R-:-J-R-E-N--GI-N--EE-R-S---D-E--NV--E-R--C-O ...................................................................... ON DATE 09-24-2001 AT TIME 08:25:28 i* PROJECT TITLE: THE WILLOWS ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 16 ' INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 ' HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= 6.00 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 (%) = 0.60 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) = 25.00 GUTTER FLOW DEPTH (ft) = 0.67 ' FLOW VELOCITY ON STREET (fps)= 3.53 FLOW CROSS SECTION AREA (sq ft)= 6.42 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 36.89 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 22.80 FLOW INTERCEPTED (cfs)= 22.80 ' CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.00 22.80 FLOW INTERCEPTED (cfs)= 22.80 CARRY-OVER FLOW (cfs)= 0.00 1 DP-1 P-1 MH-1 I P-2 Outlet J Project Title: The Willows @ Rigden Farm Project Engineer: David Holloway x:\3930000.all\3930400\reports\drainage\strml.stm JR Engineering Ltd StormCAD v1.5 (158] ' 09/24/01 09:07:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 C: 0 O 0— 0— z C3) m ) 0 o 'o v 0 z > os L) 0 0 CN CD Q C? 6 z co (u LO 0 C.) 0 = co 0 Lri z — 0 LU (N co LO Eco 0) Z (o rn C� CL :D u m CL cp m z M— C) UT- O 0 c) CY) 0) z u n 0 M z co tz o t co r- cn 0 0 c 0 9 0 0 0 z V) m 0 z Z 0 L) L) .;-- N L) U) N N Z y t m m < a L) E U) V) CD c t. 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L 40* T E• I m miss see mis see Miss Ill" 104 r — LOT I LOT 1 �1 49"1 II.R)SF �%1� 4 6G3]2 1 N 4928 , SCALE: 1' : 20' 9 65 I MI I I % Ate/ S I a '� ; ill 1 i � rC/ e N %9 ��Va uI6pAJn 4 I ♦I �. ri L / / a I - I y Ex iw' kiERDP / Pan ar V 19I I N EX BiCR � � 9 \\ � - � �� s i a � II TO F Al r�INM&i/Rw "y s / y "- o x V I TO GRADE H R-43 / I ` 2 / "UNAL IH = ADD INEEND RAME. OR 1� Y / ZS CR TE AND FRAME. qt EWIV I I I ' 0 ,� ea w _ w r _ WawRADO RE No. o8e25 oert INE� 492 Fal NN a WIAIF 6 A FMfimtlXO p 9/ CONSTRUCT 1' HIGH % 5' WIDE 4924 r FEH� OPENING PER .ARCH SP (n _' 9z City of Fort Collins, Colorado Q Of Q 4924 _ — k21 _ _ -- ® ex Frx a eArA ovefT UTILITY PLAN APPROVAL N Q W a :BB'ItBfv I IT L- _._ — �1 _ — — — I APPROVED: Z la_ Z --___� — _. — r�i -Inv City EreH.. Dm. 9 Z Q O t — _ / tx zr M -N. fX U - T I CHECKED BY: O V'I it Wm« a Wmat..m. Uuuy oats O (7 U' Z I I II I CHECKED BY. W Q O SS I SS DRAINAGE SUMMARY TABLE sldm..N. ulwlr o.t. Z U Design TrJmtery AF.. C12) C(1a0) to 12) tc(100) g2Uot o000) ICARRYON CK10"ot DIMNAGE Q F n a sue-0nin tram D(1W) STRUCTURE CHECKED BY: (L' I a �/ I Point IKl (minl lminl Iasi (cgs) Doi ids) IREMAatS Coot t Rymer Utility Date p Rati0 (p» CHECKED BY: PVM. t R.v to nel. t 101 0w am 058 429 12.r 0.9 38 39 F1In8 C^e DM Swlp Wei CHECKED BY: 2 102 081 O58 093 55 50 10 41 41 EXSTMHYBeenveG�Me Tank Engywx Date SHEET B 6 14 _ E 1 3 1W 021 082 0/] 125 8.8 0.3 1.5 15 N91wvs �l)SsT net CHECKED BY: 4 IN G89 O.58 es DER fib 5r 18 z2 ]3 N9bws Da ryC Intel Dale JOB NO. 3842200