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Home My WebLink About20193868.tiffMINOR SUBDIVISION FINAL PLAN APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # /$ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number O? -� - - Q SL - Q 0: 2 (12 digit number - found on Tax I.D. Information, obtainable at the Weld County Assessor's Office, or www.co.weid.co.us) (include all lots being Included in the application area. If additional space is required, attach an additional sheet) Legal Description PT 1..E -k LC 'EC,. 1-t&i Section 2, Township to North, Range LraWest Property Address (If Applicable) Existing Zone District: I-! Proposed Zone District: T-3 Total Acreage: 2.6,S Proposed #/Lots Average Lot Size: 3:4 acre. Minimum Lot Size: ?-S neat Proposed Subdivision Name: Ct'marron MulOCSUb FEE OWNER(S) OF THE PROPERTY (If additional space Is required, attach an additional sheet) Name: c.,1 ma _r ran Lard Compan Lj LIZ - 4Znlo_*-L L Scan t,&. L7. Work Phone # Home Phone WJ Email Address Address: QUO 1St Cit. City/State/Zip Code c c, -A-6, c a SOLO IS APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent) Name: RI\c VntTr-n. - brnac'rrNn Work Phone #0-70) l 2 - (x-Wf tome Phone # Address: Loo City/State/Zip Code -}-o n CD pnn I S UTILITIES: Water: Sewer Gas: Electric: Phone: DISTRICTS: School: Fire: Post Office: DtinA (nm Email Addrbss N1art tillQ%d vJa Oi54ri t OvY-t S ftt-v,n.0S ek en-Q•cc {�a5-Vi i C j cfkk ` CQ _ .•Ar\--)t-ocrN e: res,��.J� I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating the signatory has the legal aut ority to sign for the corporation. Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date I, (We), �p f, £6A (Owner - please print) DEPARTMENTS CF PLANNING BUILDING AND ENVIRONMENTAL HEALTH 1555 NORTH 17TH AVENUE GREELEY CO 80631 AUTHORIZATION FORM give permission to Mpc '-frC- (Authorized Agent - please print) to apply for any Planning, Building or Septic permits on our behalf. for the property located at (address or parcel number) below - e/ 3z-6-r,r e- be > Legal Description: 2- of Section 3 Z Township O 4' N. Range &p Ca W Subdivision Name: re ,,,L eriotel /<n sl Lot Block Property Owners Information: Address: Phone: 700 1 S fr_Ace/ 't 7o 4 q 2 00/8 E-mail: Authorized Agent Contact Information: Address: Phone: e/g 6O 94- cg 'Ctd C q Z ooi, Correspondence to be sent to: Owner Additional Info: ?e,c Pk Pee if- 006 ^� rCe Z 42-4 n C E -Mail: Authorized Agent Both t'a rr c 4.1 )/o/a, % C ai by Mail Email Owner Signature: Date. leyze//7 Owner Signature. Date Cimarron Land- O Street Minor Subdivision Narrative Narrative shall address Section 24-3-50; items C through G C. A description of the type of uses proposed for the subdivision. An Industrial subdivision, where the lots will be sold off individually. Therefore, final uses will be left up to final owners. D. A summary of any concerns identified during the minor subdivision sketch plan application process with an explanation of how the concerns will be addressed or resolved. Major changes from a reviewed sketch plan may require a resubmittal of a new sketch plan for the site. The applicant is responsible for providing evidence to the Department of Planning Services that a diligent effort is being made to meet standards and conditions outlined in sketch plan comments. The Department of Planning Services is responsible for determining whether a major change exists, except that when more than a year has elapsed since the sketch plan comments, a resubmittal of a new sketch plan for the site may be required prior to submittal of an application for a minor subdivision and the "application," for purposes of compliance with Section 24-68-102.5, et seq., C.R.S., shall be the application for the amended sketch plan. Originally the proposed dead-end road was 1500'. We received comment back only allowing for 1000' dead-end road. Therefore, we have adjusted to the 1000' allowed. E. The total number of lots proposed. 4 F. A description of the minor subdivision circulation system, including sidewalk width, school bus stops and turnaround areas, road width, type and depth of road surface, curb and gutter, valley pan, or width and depth of borrow ditches, and vehicle parking arrangement. Rural area Industrial Subdivision. No sidewalks proposed. Road width is 60', type of road base- Recycled asphalt at a depth to be determined by soils report (by others). G. A statement describing the ownership, function and maintenance of any school site, open space or park within the proposed minor subdivision. N/A Section 24-3-60.1; items one through sixteen of the Weld County Code. I. The Planning Commission shall hold a meeting to consider the minor subdivision application. The Planning Commission shall provide a recommendation to the Board of County Commissioners concerning the minor subdivision application. The Planning Commission's recommendation shall include whether the applicant has demonstrated that the standards of Paragraphs 1. through 16. below have been or will be met. The applicant has the burden of proof to show the standards of Paragraphs 1 through 16 below are met. The applicant shall demonstrate: 1. Compliance with this Chapter, Chapter 23 of this Code, the zone district in which the proposed use is located, and any adopted intergovernmental agreements or master plans of affected municipalities. Existing zoning is 1-3 2. That provisions have been made to preserve prime agricultural land. None have been made. Page 1 of 3 Cimarron Land- O Street Minor Subdivision Narrative 3. That provisions have been made for a public water supply that is sufficient in terms of quantity, dependability and quality to provide water for the minor subdivision, including fire protection. North Weld Water will not provide an easement for a watermain loop until the final plat has been recorded. We are currently working with North Weld Water to obtain the proper paper work for water supply. A non -potable water system has been designed for the irrigation for each lot. 4. That, if a public sewage disposal system is proposed, provision has been made for the system and, if other methods of sewage disposal are proposed, evidence that such systems will comply with state and local laws and regulations which are in effect at the time of submission of the minor subdivision. OWTS 5. That all areas of the minor subdivision which may involve soil or topographical conditions presenting hazards or requiring special precautions have been identified by the subdivider and that the proposed uses of these areas are compatible with such conditions. The site is not located in in ay hazardous overlay districts, the very southern end of the property is located in the flood plain. A (FHDP) will be required prior to the construction of the Water Quality Capture Volume (WQCV) pond and spillway. 6. That streets within the minor subdivision are adequate in functional classification, width and structural capacity to meet the traffic requirements of the minor subdivision. Standards are established in Appendices 24-D and 24-E to this Chapter. The proposed access road will be private. 7. That off -site street or highway facilities providing access to the proposed minor subdivision are adequate in functional classification, width and structural capacity to meet the traffic requirements of the minor subdivision. The adjoining street, "O" Street, turn lanes maybe required per Weld County Public Works Comment. 8. That the construction, maintenance, snow removal and other matters pertaining to or affecting the road and rights -of -way for the minor subdivision are the sole responsibility of the landowners within the minor subdivision. Acknowledged 9. That the minor subdivision is not part of or contiguous with a previously recorded subdivision or unincorporated townsite. The Site is not of or contiguous with a previously recorded subdivision or unincorporated townsite. 10. That there will be no on -street parking permitted within the minor subdivision. Acknowledged, no on -street parking is permitted. 11. That no additional access to a county, state or federal highway will be created. The existing access is already permitted as commercial/industrial access, Access permit 4AP1S-00232 12. That the ingress and egress to all lots within the minor subdivision will be to an internal road circulation system. Acknowledged 13. That facilities providing drainage and stormwater management are adequate. Drainage design has been prepared for the minor subdivision and submitted. Page 2 of 3 Cimarron Land- 0 Street Minor Subdivision Narrative 14. That the maximum number of lots within the minor subdivision will not exceed nine (9) lots. The total number of lots proposed will be 4. 15. That the minor subdivision will not cause an unreasonable burden on the ability of local governments or districts to provide fire and police protection or other services. The Eaton Fire District has been contacted. Fire cisterns will be required on site. 16. That the subdivision will not have an undue adverse effect on wildlife and its habitat, the preservation of agricultural land and historical sites. This has been a field/Grow crop. It has not been a wildlife habitat. No historical sites are associated with this site. The county has already changed the zoning to Industrial by the county commissioners. Irrigated farm land and Industrial land uses are incompatible. Page 3 of 3 Final Drainage Report ATD Job #2014-238 Cimarron Land Company LLC Part of the East 1/2 of the Northeast 1/4 of Section 23, Township 6 North, Range 65 West of the 6th P.M. County of Weld, State of Colorado East "O" Street Greeley, CO 80631 February 2019 Prepared by Kimberly Fridsma EIT 74572 "I hereby attest that this report for the Final drainage design of Cimarron Land Company LLC was prepared by me, or under my direct supervision, in accordance with the provisions of the Weld County Storm Drainage Design Criteria for the responsible parties thereof. I understand that Weld County does not and shall not assume liability for drainage facilities designed by others." Registered Professional Engineer State of Colorado No. 46065 wmorgyenter Table of Contents General Location and Description 5 Location 5 Description of Property 5 Drainage Basins and Sub -Basins 6 Major Basin Description 6 Sub -Basin Description 6 Drainage Design Criteria 7 Development Criteria Reference and Constrains 7 Hydrological Criteria 7 Hydraulic Criteria 7 Drainage Facility Design 8 General Concept 8 Specific Details 9 Maintenance 9 Conclusions 10 Compliance with the Weld County CODE 10 Drainage Concept 10 Appendices 11 Hydrologic Computations 11 Hydraulic Computations 11 Parcel #080332100002 14 Parcel #080332000026 17 FEMA FIRM Panel 1533E 19 Web Soil Survey — Soil Map and Descriptions 20 Web Soil Survey — Hydrologic Soil Group 32 Web Soil Survey — Depth to Water Table 36 Web Soil Survey — Small Commercial Buildings 40 Web Soil Survey — Corrosion of Steel 45 Web Soil Survey — Corrosion of Concrete 49 Web Soil Survey - Local Roads and Streets 53 Web Soil Survey — Unpaved Local Roads and Streets 58 Historical Conditions Drainage Calculations 63 Drainage Structures Map 78 Design Point 1 84 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 2 89 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 1 2 Design Point 3 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 4 102 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 2 Design Point 5 110 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 6 115 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 3 Design Point 7 123 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 8 127 Flow Values & Time of Concentration 10-yr Capacity Check 100-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 4 Swale 2 Sizing 131 Design Point 9 133 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration 3 97 Design Point 10 137 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 5 Swale 3 Sizing 141 Design Point 11 143 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 12 147 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 6 Swale 4 Sizing 154 Design Point 13 156 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Design Point 14 160 Flow Values & Time of Concentration 10-yr Capacity Check 10-yr Stability Check 5-yr Time of Concentration Drop Structure 7 Southern Berm Sizing and Riprap 167 Design Point 15 10-yr Stability Check Capacity Check Drop Structure 8 Northeast Corner Riprap into Pond 173 Northwest Corner Riprap into Pond 176 Weir, WQVC, Pond Volume Calculations 179 Release Rates and Times Overflow Weir Rock Chute Design Data Memorandum, Water Rights in Colorado 185 Colorado Department of Public Health & Environment 197 4 I. General Location and Description A. Location 1. This drainage study is for Parcel # 080332100002, also known as Lot "B" of RECX15-0069, which lies in the East 1/2 of the Northeast 1/4 of Section 32, Township 6 North, Range 65 West of the 6th P.M. County of Weld, State of Colorado. 2. Weld County Road 64 also known as "0" Street runs along the North edge of the property. "0" Street is the access point to the property. Highway 85 Bypass runs Southwest of the parcel about 350 ft. There is also a small local road that runs along the Western side of the site that provides access to the parcel from "O" Street. 3. To the East of the site is Eaton Draw. Eaton Draw boarders most of the Eastern edge of the site and the Southern point of the parcel. The Eaton Draw was utilized by the Free Church Lateral as part of its irrigation distribution system. There are local private irrigation ditches located on the parcel. Most of these irrigation ditches will be removed during the grading phase of this development. There is a waste water collection ditch located on the Southern portion of the site and is located on the West property line. This waste water ditch is to be used to convey storm water from lots located to the West of the site to Eaton Draw. There is a drop/diversion structure located just South of the outfall point of the waste water ditch. This diversion structure delivers irrigation water to the South and Southwest. The proposed grading plan does not affect this diversion structure. 4. Lot "A" of RECX 15-00069 is to the North of the site and is being developed into a place for farm implement sales. To the North of the site across Weld County Road 64 is a parcel owned by Hungenberg UH Farms LLLP zoned agricultural. To the Northeast is a parcel owned by Linda and Louis Taylor zoned agricultural. To the East is a parcel owned by Judy Stevens and Regan Romero zoned residential. This residential parcel has multiple buildings on it including a house and multiple garages and work sheds, all buildings are in the Northwest corner of the property with the remaining property to the South and East being undeveloped and part of Eaton Draw. The parcel to the South of the site is also owned by Cimarron Land Company LLC but is zoned as wasteland; this wasteland parcel is being utilized in the drainage plan to allow for stormwater runoff to flow from the site to Eaton Draw, which is located in the floodway. To the West is a parcel owned by CLT Holdings which is zoned as commercial and is currently being used for agricultural purposes. The project property and all surrounding areas are under Weld County jurisdiction. B. Description of Property 1. The site is ±20.28 acres in size. 2. Short grasses and native plants currently cover the ground. According to the United States Department of Agriculture's Web Soil Survey website about 67% of the site is kim loam with slopes of 1 to 3 percent; about 1% is otero sandy loam with slopes of 1 to 3 percent; less than 1% is otero sandy loam with slopes of 3 to 5 percent; about 31% is otero sandy loam with slopes of 5 to 9 percent. The entire site falls under the Hydrologic Soil Group rating of "A". 3. There are no major open channels on the site though the Eaton Draw does flow from Northeast to Southwest anywhere from about 250 to 20 feet away from the Eastern and Southern borders of the site. 5 4. This site is being developed into 4 lots ranging in size from ±3.450 acres to ±5.324 acres with 2 out lots (±1.624 acres and ±2.183 acres) for water quality detention purposes and road Right Of Way for access, respectively. Each lot use will vary but should be general industrial and commercial uses in nature. There will be 3 West to East drainage swales (Swales 2,3, and 4) and one North to South drainage swale (Swale 1) to help direct flows from the site to the Water Quality Capture Volume (WQCV) pond in the Southeast corner of the property. 5. The irrigation facilities located on the site consist of ditches for irrigation water supply and waste water for this parcel of ground and a pump in the Northwest corner of the site. The irrigation ditches and pump were privately owned by Wake, LLC and have been used for this parcel only. The irrigation well and its water rights were sold to Cimarron Land Company, LLC and this water will be used for the non -potable water uses in this Minor Subdivision. The easements for these irrigation ditches and facilities have been vacated and the irrigation well and water on site will be used for subdivision irrigation. 6. According to the United States Department of Agriculture's Web Soils Survey website the groundwater is at a depth of 200cm (6.56f1) or greater. It is assumed to be 8 feet or deeper as the site is elevated above the Eaton Draw and the Cache La Poudre River. II. Drainage Basins and Sub -Basins A. Major Basin Description 1. Weld County Public Works was contacted regarding existing drainage reports and Master Drainage plans in the area. No information was available. 2. The site is located in the South Platte Drainage basin. On a local scale the site is located in the Cache La Poudre River drainage basin by way of Eaton Draw. The areas surrounding the site are a mixture of different land uses ranging from agricultural to industrial uses and are as follows; to the North the usage is primarily agriculture with a few home sites, the areas to the East includes the Eaton Draw which is undeveloped and Pleasant Valley Subdivision. The areas East of the Pleasant Valley Subdivision are irrigated farm land. The land uses to the South include small ranchettes and HWY 85 bypass. The areas to the West are a mixture of commercial and industrial uses. 3. This site is on FEMA FIRM panel 1533E (Map number 08123C1533E) effective January 20, 2016 with community number 080184 for the City of Greeley and 080266 for Weld County. The very Southern tip of the parcel is in the Zone AE area. This is part of Lot 4 of the proposed Minor Subdivision. 4. On -site contours have been provided at 1 -ft vertical intervals. B. Sub -Basin Description 1. The historic drainage pattern of this site is as follows. In general, stormwater at this site flows to the South and Southeast at 1.3% to 5% and greater grades. Stormwater flows from the proposed Minor Subdivision site presently flow directly into Eaton Draw located to the East of the Minor Subdivision site. Stormwater flows from the area to the West of the site flow to the Southeast and are collected in a waste water ditch located on the Western boundary of the proposed Minor Subdivision. This waste water ditch crosses the Southwestern corner of proposed Lot 4. The waste 6 water ditch is being regraded and will have ripraped drop structures. Stormwater flows from "O" Street are collected in the road side swales and carried directly to Eaton Draw which is located East of the Minor Subdivision site. 2. Topographic data has been obtained for the project to a minimum of 120 feet beyond the limits of the subdivision on the Eastern and Southern sides of the proposed Minor Subdivision. Topographic data, to the West, was obtained out to 200 feet. Offsite flows are captured by a waste water ditch and are conveyed to Eaton Draw. Storm water flows generated by "O" Street are directed directly to Eaton Draw and do not impact the proposed Minor Subdivision site. Offsite stormwater flows have little to no direct impact to the proposed Minor Subdivision site. Stormwater flows from Lot "A" of RECX 15-0069 flow through Lot "B" of RECX 15-0069 and have been taken into account when sizing and designing the swales and riprapped drop structures to ensure the excess flows from the North do not overwhelm the system. The additional area and flows from Lot "A" are not used to size the water quality pond. III. Drainage Design Criteria A. Development Criteria Reference and Constraints 1. Weld County Public Works was contacted regarding existing drainage reports and Master Drainage plans in the area. No information was available. Therefore, this site does not influence or is influenced by any surrounding drainage studies or master drainage plans. 2. There are no major site constraints on this site. The Southern edge and slope needed to be taken into account when designing drainage due to the increasing slopes the further South on the property. B. Hydrological Criteria 1. Due to the proximity of the site to the City of Greeley the City of Greeley rainfall data was used in all calculations. 2. The design interval storms used in calculations were the 5 -year, 10 -year, and 100 - year storms. 3. The rational method was used to determine runoff flows. 4. The water quality discharge was calculated using the orifice equation and modifying the size of the orifice to ensure the pond drained between 40 and 72 hours. Storage volume calculations were based off the Water Quality Capture Volume equation from Urban Drainage Volume 3, dated November 2010. Only the Water Quality Capture Volume was used for this site design because the site as a whole is exempt from drainage requirements per Weld County CODE Section 23-12-30.F.I .a.12. "Individual parcel with an unobstructed flow path and no other parcel(s) between the Federal Emergency Management Administration (FEMA) regulatory floodplain channel and the project." All calculations are included in the appendix. C. Hydraulic Criteria 1. The West to East flowing swale that lies between Lot 1 and Lot 2 (Swale 2) is approximately 26% oversized when comparing the 100 -year storm flows and the swale capacity when flowing full. The swale that lies between Lot 2 and Lot 3 (Swale 3) is approximately 45% oversized. The swale that lies between Lot 3 and Lot 4 (Swale 4) is approximately 11% oversized. The North to South swale (Swale l )is approximately 41% oversized throughout the whole swale. At a point, just North of 7 where Swale 2 joins Swale 1, Swale 1 is oversized by approximately 43%. At a point, just South of Swale 3, Swale 1 is oversized by approximately 44%. At a point, just South of Swale 4, Swale 1 is oversized by approximately 35%. 2. This site falls under drainage exception based on Weld County CODE Section 23-12- 30.F.1.a.12 "Individual parcel with an unobstructed flow path and no other parcel(s) between the Federal Emergency Management Administration (FEMA) regulatory floodplain channel and the project." This exception paired with the license agreement that was drafted for this parcel and the parcel directly South of this property, there are no detention requirements for this site. Water Quality still needs to be accounted for and is with a smaller pond that releases the Water Quality Capture Volume (WQCV) at a rate that keeps the water onsite for the required 40 hours for water quality but releases the water within 72 hours to comply with state water laws. The release structure consists of a 12 -inch CMP pipe at the bottom of the weir wall with an orifice plate with an orifice that is 1.25 -inches in radius or 2.5 -inches in diameter. This orifice plate will release the pond volume in a full condition in 65.96 hours assuming no infiltration. The emergency overflow weir is designed to carry 100 -year flows in a plugged orifice back to back 100 -year storm events. The weir is 61 feet long and with a design flow depth of 0.5 feet or 6 inches. With the flow depth of 6 inches and a length of 61 feet the weir can carry flows up to 56.07 CFS and the 100 -year developed flow for the entire site is 54.03 CFS. 3. To size the emergency overflow weir equation 11.4.3.A(1) from the City of Greeley Design Criteria and Construction Specifications Storm Drainage Volume II was used. This City of Greeley equation was used due to its simplicity and ease of use. The drop structures were designed using the United States Department of Agriculture's Natural Resource Conservation Service Rock Chute workbook. This workbook was used for its simplicity and it's all inclusive design process for riprapped chutes and drop structures. All other criteria and calculation methods are presented in Weld County CODE. IV. Drainage Facility Design A. General Concept 1. Typical drainage patterns include overland flows from the North -Northwest to the South -Southeast. There are some drainage swales being built along the lot lines between Lots 1 and 2 (Swale 2), Lots 2 and 3 (Swale 3), and Lots 3 and 4 (Swale 4), there is also an additional swale being built along the Eastern edge of the property (Swale 1). The lot line swales will direct water from West to East to the Eastern edge swale where the flows will be directed South to the pond. There is also a berm being built along the South lot line of Lot 4 to direct any water from the site that is not captured by a drainage swale to the pond to go through the release structure before leaving the site. 2. Off -site flows have very minimal impact on this site and have been addressed as follows. Flows from the West flow to the ditch that borders the site and then flows South to the very Southern corner of the site. These flows then flow through Outlot A and to the floodway. The area of Outlot A that the flows cross is undeveloped and left in its natural state. This allows off -site flows from the West to follow its historic path and will not be restricted by this new development. Flows from the North are 8 captured by the drainage swales on the South side of "O" Street and flows to the East to the Eaton Draw. Stormwater flows from Lot '`A" of RECX 15-0069 flow through Lot "B" of RECX 15-0069 and have been taken into account when sizing and designing the swales and riprapped drop structures to ensure the excess flows from the North do not overwhelm the system. The additional area and flows from Lot "A" are not used to size the water quality pond. 3. Included in the appendix are the WebSoil Survey printouts for this site that includes a soil map of the site, soil type descriptions, hydrological soil group, depth to water table, and useful construction information such as corrosion of concrete and steel, local roads and streets, paved and unpaved, and small commercial buildings. All calculations and supporting spreadsheets are included for reference. The drainage calculations are set up in a way that as you go through the calculations it will take you from Design Point 1 to Design Point 2 and all the calculations, Time of Concentration, swale checks, drop structures, and any other pertinent information that relates to each Design Point will be together to minimize confusion when going through the calculations. The full drawing set will also be included in the pockets in the back of the report. 4. There are eight (8) drop structures on this site. These drop structures are implemented to ensure the Froude Numbers for the flows remain below 0.8, slopes greater than 0.5% generally result in Froude Numbers larger than 0.8. If the drop structures were not implemented a majority of the swales would need rip raping and in the interest of the client, drops were utilized to minimize the cost of riprap construction. Four of them are along the Eastern swale and arc being utilized to ensure the swale is stable and flows do not become too fast and turbulent. Each lot line swale also utilizes one drop each to again ensure the swales are stable and flows do not become turbulent. There is also a drop on the South lot line of Lot 4 in the berm to control the speed and turbulent flows. Each drop has been designed and the specifications are attached in the appendix of this report. There are two riprapped run downs into the pond: one in the Northeast corner to catch and control flows from the swale that runs along the East property line, and one in the Northwest corner to catch and control flows from the berm that borders the South lot line of Lot 4. The pond release structure consists of a weir wall, pipe, and orifice plate. The weir wall is 61 feet long and 3 feet tall. The bottom of the wall is at an elevation of 4667.0', the weir is at an elevation of 4670.0' with the surrounding berm at an elevation of 4671.0'.The pipe is located at the midpoint of the bottom of the weir wall and is a corrugated metal pipe (CMP) and is twelve (12) inches in diameter. The orifice plate is 15 inches wide and 13 inches tall with an orifice with a diameter of 2.5 inches with its invert at the midpoint of the bottom edge. The pipe has a slope of 3.0% and is 27.82 feet in length. The weir is riprapped down to the bottom of the ditch and partially up the Southern and opposite side of the ditch to minimize erosion and increase stability. Type VL riprap with a D50 of 6.0 inches is recommended for the weir rundown and up the other side of the ditch. B. Specific Details 1. Maintenance a) The WQCV pond and release structure shall be checked annually for sediments and the general integrity of the system. After a storm event that produces runoff into the WQCV pond the entire pond shall be checked for erosion, if erosion is 9 found at this time, or any time within the life of the pond, it shall be repaired in a timely manner. b) All vegetation across the site should be kept at less than one foot tall per Weld County Code, the pond should be mowed and maintained on a regular basis to ensure its optimal function. c) After any storm event that results in water flowing through the release structure and pipe; the trash rack, orifice plate, and pipe should be checked for blockage of any kind. If a storm event results in water going over the overflow weir, the weir and riprap shall be checked for erosion, if there is any erosion it shall be replaced or repaired in a timely manner. The WQCV pond should be kept clear of any sediments to ensure the pond can function as designed. 2. All applicable applications and permits have been submitted and copies are provided in the appendix. V. Conclusions A. Compliance with the Weld County CODE 1. The drainage design for this site complies with Weld County CODE unless otherwise stated. B. Drainage Concept 1. This drainage design is effective in controlling damage from storm runoff. Drainage swales control the flow paths of stormwater. The drops along the swales control the speed and turbulence of the stormwater. By controlling the location and speed of stormwater the areas of potential damage are limited if the drainage design doesn't function as designed due to unforeseen circumstances. The WQCV pond in the Southeast corner of the property will also control the release of the WQCV at a rate of 0.303 CFS to release the WQCV in 40 hours. Storm events that exceed the WQCV are directed over the emergency overflow weir and are drained directly into the floodplain channel. 2. There are no Weld County Master Drainage Plans on or near this site that influence or are influenced by this drainage design for this site. 3. No irrigation companies are affected as all irrigation on site has been abandoned and there are no offsite irrigation companies impacted by this site development. 4. References and Resources used include: -Weld County CODE dated May 2018 -Urban Storm Drainage Criteria Manual, Volumes I, II, June 2001, Revised April 2008. -Urban Storm Drainage Criteria Manual, Volume III, November 2010. -Weld County Addendum to the Urban Storm Drainage Criteria Manual, October 2006. - Urban Storm Drainage Web Site for Spreadsheet Models. - United States Department of Agriculture WebSoil Survey, Accessed July 2018. - USDA Rock Chute Design, Version WI -July -2010, Bascd on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE. 1998 10 VI. Appendices A. Hydrologic Computations 1. Land to the North across O Street is used for agriculture and fanning. Land to the East is primarily residential, some wasteland, and a few commercial businesses. To the South is the Eaton Draw and wasteland. To the West is apparent agriculture land. 2. At design point 3 where Swale 2 flows into Swale l along the Eastern property line the developed flows increase with storm intensity. The developed 5 -year storm produces a flow rate of 10.89 cfs, the developed 10 -year storm event produces a flow of 14.29 cfs, and the developed 100 -year storm event produces a flow of 27.65 cfs. At design point 5 where Swale 3 meets Swale 1; the developed 5 -year storm event produces a flow rate of 15.11 cfs, the developed 10 -year storm event produces a flow rate of 20.00 cfs, and the developed 100 -year storm event produces a flow rate of 38.27 cfs. Design point 7, where Swale 4 meets Swale 1; the developed 5 -year storm event produces a flow rate of 17.52 cfs, the developed 10 -year storm event produces a flow rate of 22.90 cfs, and the developed 100 -year storm event produces a flow rate of 44.09 cfs.Point 8, where Swale 1 drains into the pond, is the cumulative design point for this site; the developed 5 -year storm produces a flow rate of 21.33 cfs, the developed 10 -year storm event produces a flow rate of 27.87 cfs, and the developed 100 -year storm produces a flow rate of 54.03 cfs. 3. The historic 5 -year flow rate at previously mentioned design point 3 is 0.11 cfs while the developed 5 -year storm produces a flow rate of 10.89 cfs. The historic 5- year flow at previously mention design point 5 is 0.14 cfs while the developed 5 -year storm produces a flow rate of 15.11 cfs. The historic 5 -year flow rate at previously mentioned design point 7 is 0.15 cfs while the developed 5 -year storm produces a flow rate of 17.52 cfs. 4. All pertinent excel spreadsheets and calculations are attached in the appendix. B. Hydraulic Computations 1. The only culvert on site is the culvert in the release structure. This is a 12 -inch diameter Corrugated Metal Pipe (CMP) and is restricted in size to adhere to Weld County Public Work's preference for cleaning. 2. There are no storm inlets on site. 3. There are 4 drainage swales on site; three West to East and one North to South. Each drainage swale has been sized and checked for capacity up to the 100 -year storm. Each swale was checked for stability using the 10 -year storm. The swale that flows from West to East along the Southern edge of Lot 1 and the Northern edge of Lot 2 (Swale 2) starts as a swale with a bottom width of 0 feet, sides with slopes of 3 to 1 and a depth of 0.03 feet at the far West end to 1.56 feet before the riprapped drop (Drop Structure 5). To the East of the riprapped drop structure the swale has a bottom width of 1 foot, side slopes of 3 to 1 and a depth of 4.27 feet just East of the drop to 1.05 feet at the far East end of the swale. The second West to East swale that boarders the South lot line of Lot 2 and the North lot line of Lot 3 (Swale 3) starts as a swale with a bottom width of 0 feet, sides with slopes of 3 to 1, and depths of 0.39 feet on the far West side to 1.31 feet right before the riprapped drop structure (Drop Structure 6). To the East of the drop structure the swale has a bottom width of 0 feet, sides with 3 to 1 slopes, and depths of 2.36 feet directly after the drop to 0.87 feet at the far East end of the swale. The third West to East swale is along the border of the South line of 11 Lot 3 and the North line of Lot 4 (Swale 4) starts as a swale with a bottom width of 0 feet, sides with slopes of 3 to 1, and depths of 0.26 feet at the beginning of the swale to 0.70 feet right before the drop (Drop Structure 7). On the downstream side of the drop structure the bottom of the swale is 0 feet wide, sides with slopes of 3 to 1, and depths of 4.40 feet directly after the drop to 0.90 feet at the end of the swale. The North to South swale (Swale 1) along the Eastern property line starts with a bottom width of 0 feet, sides with 3 to 1 slopes and a depth of 1.68 feet then transitions into a swale with a bottom width of I foot, the Western side with a 3 to 1 slope and the Eastern side with a 2.5 to 1 slope, and a depth of 0.85 feet before the first drop structure in this swale (Drop Structure 1). On the downstream side of Drop Structure 1 the swale has a bottom width of 1 foot, side slopes of 3 to 1, and depths of 2 feet immediately after the drop and transitions in a swale with a bottom width of 2 feet, the Western side with a slope of 3 to 1 and an Eastern side with a slope of 5 to 1, and a depth of 1.7 feet before the second drop structure (Drop Structure 2). On the downstream side of Drop Structure 2 the swale starts with a bottom width of 2.5 feet, sides with 3 to 1 slopes, and a depth of 3.21 feet and transitions into a swale with a bottom width of 4 feet, sides with 3 to 1 slopes and a depth of 2.5 feet immediately before the third drop structure (Drop Structure 3). Downstream of Drop Structure 3 the swale starts with a bottom width of 4 feet, sides with 3 to 1 slopes, and a depth of 2.9 feet and transitions into a swale with a bottom width of 0 feet before the final drop structure in this swale (Drop Structure 4) after the drop structure the swale has a bottom width of 0 feet and flows into the water quality pond. Along the Southern boundary of Lot 4 and the Northern boundary of Outlot A is a small berm that directs flows, that are not captured by any of the drainage swales, to the pond in the Southeast corner of the site. This berm has a drop structure (Drop Structure 8) to ensure stability and control flow speeds and turbulence. The berm is anywhere from 2.37 feet high to 2.40 feet high and is about 350 feet long. The top of the berm and the flowline of the berm are 10 feet apart, giving the Southern side of the berm a slope of about 25% or 4 to 1. The area contributing to the Southern berm was determined to be approximately 3.64 acres and assuming a 5 -minute time of concentration and a site imperviousness of 60%; the 100 -year storm produces a run off of 17.60 cfs. The Southern berm as designed is at minimum 30% oversized at the berni's most restricting location. 4. There are 8 drop structures on this site; one in each West to East drainage swale, four in the North to South drainage swale along the East property line, and one in the Southern berm on the South lot line of Lot 4. Each drop structure is riprap lined to prevent erosion. Drop Structure 5 has a 3.5 -foot drop from West to East, is 18 feet long, and requires Type L riprap, with a D50 of 9 inches, 18 inches thick throughout the drop structure. Drop Structure 6 has a 1.4 -foot drop, is 10 feet long, and requires Type L riprap, with a Dso of 9 inches, 18 inches thick throughout the drop structure. Drop Structure 7 has a 4.4 -foot drop, is 22 feet long, and requires Type L riprap, with a D50 of 9 inches, 18 inches thick. Drop Structure 8 has a 0.8 -foot drop, is 27 feet long, and requires Type VL riprap, with a DSo of 6 inches, 12 inches thick throughout the drop structure. The swalc that flows from North to South along the Eastern property boundary has four drop structures, Drop Structure 1 has a 1.2 -foot drop, is 9 feet long, and requires Type M riprap, with a Dso of 12 inches, 24 inches thick 12 throughout the drop structure. Drop Structure 2 has a drop of 2.4 feet, is 14 feet long, and requires Type M riprap, with s D50 of 12 inches, 24 inches thick throughout the drop structure. Drop Structure 3 has a 2.7 -foot drop, is 15 feet long, and requires Type M riprap, with a Dso of 12 inches, 24 inches thick throughout the drop structure. Drop Structure 4 has a 4.3 -foot drop, is 37 feet long, and requires Type H riprap, with a D50 of 18 inches, 36 inches thick throughout the drop structure. There are two additional riprapped rundowns into the pond on the Northeast corner from the North and Northwest corner from the West. Both riprapped areas have a 4 -foot elevation change and are 12 ft long to the bottom of the pond and then extend across the bottom of the pond. The riprap rundown in the Northeast corner of the pond requires Type VH riprap with a D50 of 24 inches, needs to be 48 inches thick, and needs to extend across the pond bottom for at least 27 feet to ensure stability and minimize erosion. The riprap rundown in the Northwest corner of the pond requires Type H riprap with a D50 of 18 inches, needs to be 36 inches thick, and needs to extend across the bottom of the pond for at least 19 feet to ensure stability and minimize erosion. 5. This site is exempt from drainage pond requirements by Weld County Code Section 23-12-30.F.1.a.12 "Individual parcel with an unobstructed flow path and no other parcel(s) between the Federal Emergency Management Administration (FEMA) regulatory floodplain channel and the project." though is still required to account for Water Quality Control Volume (WQCV).The required WQCV for this site is 17,711 cubic feet. The water quality pond is sized to hold 20,614.6 cubic feet, this is approximately 16% oversized and allows for sedimentation during construction. The release structure is sized to release the pond in approximately 66 hours. The release structure includes a 12 -inch CMP at the base of the weir wall with an orifice plate with an opening of 2.5 inches in diameter. This opening has an initial release rate of 0.303 CFS.The total release time is greater than 40 hours which achieves the Water Quality and is less than 72 hours which keeps the pond within State Law and water right laws. The emergency overflow weir is sized to accommodate the 100 -year storm in back to back cases and assuming a plugged orifice. The weir is 61 feet long and with a flow depth of 0.5 feet or 6 inches the weir allows a flow of 56.07 CFS. The developed 100 -year storm for this site produces flows of 54.03 CFS. The rundown from the weir to the bottom of the floodplain channel and 10 feet beyond will be lined with Type VL Riprap with a Dso of 6 inches and it will be 12 inches thick. 6. All pertinent excel spreadsheets and calculations are included in the appendix for reference. 8/30/2018 Property Report Weld County PROPERTY PORTAL Property Information (970) 400-3650 Technical Support (970) 400-4357 Account: R8943954 August 30, 2018 Account Information Account Parcel Space Account Type Tax Year Buildings Actual Value Assessed Value R8943954 080332100002 Agricultural 2018 20,856 6,060 Legal PT NE4 32-6-65 LOT B REC EXEMPT RECX15-0069 Subdivision Block Lot Land Economic Area 6207 GREELEY Property Address Property City Zip Section Township Range 32 06 65 Owner(s) Account Owner Name Address R8943954 CIMARRON LAND COMPANY LLC 200 1ST ST EATON, CO 806153477 - in- _ _ _..-•_rnnn • nnr • Document History You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 8/30/2018 Property Report Reception Rec Date Type Grantor Grantee Doc Fee Sale Date Sale Price 12-20-1984 USR USE BY SPECIAL REVIEW USR-646 OIL DRILLING 0.00 0 4043507 09-04-2014 COZ WELD COUNTY ZONING CASE: COZ13- 0001 ZONING 1-3 0.00 0 4164248 12-09-2015 RE RECX15- 0069 RECX15- 0069 0.00 12-09-2015 0 4164248 12-09-2015 RE RECORDED EXEMPTION RECX15- 0069 0.00 0 Building Information No buildings found. Valuation Information Type Code Description Actual Value Assessed Value Acres Land SqFt Land 4117 FLOOD IRRIGATED LAND - AGRICULTURAL 20,851 6,050 20.235 881,437 Land 4167 WASTE LAND 5 10 0.625 27,225 Totals • - 20,856 6,060 20.860 908,662 For Single Family Residential Houses, search for sales of similar properties using our Property Portal. Tax Authorities Las. -..r-'--- a. .----r -- -u _in ----..—•-an nn •nnr• You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 8/30/2018 Property Report Tax Area District ID District Name Current Mill Levy 0606 0700 AIMS JUNIOR COLLEGE 6.317 0606 0505 EATON FIRE 9.000 0606 1050 HIGH PLAINS LIBRARY 3.256 0606 0304 NORTH WELD COUNTY WATER (NWC) 0.000 0606 0301 (NCW) NORTHERN COLORADO WATER 1.000 0606 0206 SCHOOL GIST #6-GREELEY 45.628 0606 0100 WELD COUNTY 15.800 Total - - 81.001 Photo NO PHOTO Sketch NO SKETCH Copyright © 2018 Weld County, Colorado. All rights reserved. Privacy Policy & Disc aimer ( Accessibi ity nformation ..._u __ _rn____.._.-nel" /nnr. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Property Report Page 1 of 2 Jae_ Weld County PROPERTY PORTAL Account Parcel R1290486 Property Information (970) 400-3650 Technical Support (970) 400-4357 Account: R1290486 May 10, 2018 Account Information Space Account Type 080332000026 I � Agricultural 1 Legal Tax Year 2018 Buildings Actual Assessed Value Value 13856 PT SE4NE4 32 6 65 BEG 320'N & 1275W OF E4 COR SEC N02D15'E 340' N38DE 221' N80DE 354' N26D25'W 160' S76D45'W 475' S510' TO ELY LN HWY 85 BYPASS TH SELY TO BEG (2A M/L) Subdivision Block L Property Address Lot Property City Land Economic Area 6207 GREELEY Zip Section Township ' Range 32 06 65 015 Account Owner Name Owner(s) Address 1 R1290486 WAKE LLLP 801 8TH ST STE 220 GREELEY, CO 806313900 010 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) ; 0/2018 Property Report Page 2 of 2 Type Land Totals Valuation Information Code 1--- 4167 Description WASTE LAND r Actual Value Assessed Value 15 10 015 10 Acres Land SqFt 2.000 2.000 87,120 87,120 Copyright ® 2018 Weld County, Colorado. All rights reserved. Privacy Policy & Disclaimer I Accessibility Information You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) [0/2018 /BCOOmN JOINS PANEL 1525 City of Greeley 080184 te77o3amN City of Greeley 080184 • iv• •I•f•.•.•. Pr !119.1t_f kaa PANEL 1633E FIRM FLOOD INSURANCE RATE MAP WELD COUNTY, COLORADO AND INCORPORATED AREAS PANEL 1533 OF 2250 18EE MAP NOE* FOR F ❑1M PANEL LAYOUT) COMM CdlYkatl!!Y WOW?? tntfi MMEAs s,taeur Cola use.. Mai N. n G*.wry ratan •]v r Notre 'GUS Ins Map Number shown bolas 'hotel be used wtwn p4u,tp map order* the Community Number mown above sbautd be useli on insurance eppl,uao,n for the aubprl oommunty MAP NUMBER 08123C1533E EFFECTIVE DATE JANUARY 20, 2016 Federal Entreaty Man.trmr.I Agent'. Thu. ,e an aeclw copy al a canon or the Ora rehranced I and mp e wee selected uNrtp F MIT OMLine Tole map does nM reeeel changes a amendment" which may have been mace subasawnt to the dale On me tee on Fa ens net product mbrmabon about Naflay Flood Insurance Promron toed map aback the FEMA Flood Map Store at "wow mac.tame goy Soil Map —Weld County, Colorado, Southern Part 40° 26'41'N N A I s2e;410 Map Sole: 1:3,490 E printed on A portrait (8S x 111 sheet Meters 0 50 100 200 app Feet 0 150 300 600 933 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: (JIM Zone 13N WG584 Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 517170 52'7210 7/18/2018 Page 1 of 3 40° 27 Sr 26' 41' N Soil Map --Weld County, Colorado. Southern Part Area of Interest (AOI) Soils MAP LEGEND Area of Interest (AOI) Soil Map Unit Polygons Soil Map Unit Lines O Soil Map Unit Points Special Point Features ICS 0 Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot c Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 4-+-4 Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data. Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50.000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/18/2018 Page 2 of 3 Soil Map —Weld County, Colorado. Southern Part Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOl Percent of AOI 32 Kim loam, 1 to 3 percent slopes 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes 0.2 , 0.9% 52 Otero sandy loam, 3 to 5 percent slopes 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes 6.8 31.4% Totals for Area of Interest 21.8 100.0% USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 3 Map Unit Description: Kim loam, 1 to 3 percent slopes —Weld County, Colorado, Southern Pad Map Unit Description The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions in this report, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape. however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named, soils that are similar to the named components, and some minor components that differ in use and management from the major soils. Most of the soils similar to the major components have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Some minor components, however, have properties and behavior characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Iandform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. 5_ Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 3 Map Unit Description: Kim loam. 1 to 3 percent slopes --Weld County. Colorado, Southern Part Soils that have profiles that are almost alike make up a soil series. All the soils of a series have major horizons that are similar in composition, thickness. and arrangement. Soils of a given series can differ in texture of the surface layer. slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes. is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes. is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Additional information about the map units described in this report is available in other soil reports, which give properties of the soils and the limitations, capabilities, and potentials for many uses. Also, the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Weld County, Colorado, Southern Part 32 Kim loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362b Elevation: 4,900 to 5,250 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 125 to 150 days SDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 3 Map Unit Description: Kim loam. 1 to 3 percent slopes --Weld County, Colorado. Southern Part Farmland classification: Prime farmland if irrigated Map Unit Composition Kim and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations. descriptions, and transects of the mapunit Description of Kim Setting Landform: Alluvial fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed eolian deposits derived from sedimentary rock Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 40 inches: loam H3 - 40 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile. 15 percent Available water storage in profile: Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Minor Components Otero Percent of map unit: 10 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 t= Natural Resources Web Soil Survey se Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 3 Map Unit Description: Otero sandy loam 1 to 3 percent slopes --Weld County. Colorado. Southern Part Weld County, Colorado, Southern Part 51 Otero sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 3630 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No sDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 2 Map Unit Description Otero sandy loam, 1 to 3 percent slopes ---Weld County. Colorado, Southern Part Minor Components Kim Percent of map unit: 10 percent Hydric soil rating: No Vona Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 ISDA Natural Resources Web Soil Survey glart Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 2 Map Unit Description: Otero sandy loam, 3 to 5 percent slopes —Weld County. Colorado, Southern Part Weld County, Colorado, Southern Part 52 Otero sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 3631 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope. 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group. A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No SDI Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 2 Map Unit Description: Otero sandy loam, 3 to 5 percent slopes —Weld County. Colorado Southern Part Minor Components Kim Percent of map unit: 12 percent Hydric soil rating: No Vona Percent of map unit: 3 percent Hydric soil rating: No Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 LSDA Natural Resources Web Soil Survey ® Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 2 Map Unit Description: Otero sandy loam. 5 to 9 percent slopes ---Weld County. Colorado. Southern Part Weld County, Colorado, Southern Part 53 Otero sandy loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 3632 Elevation: 4,700 to 5,250 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Otero and similar soils: 85 percent Minor components. 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits and/or mixed outwash Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 60 inches: fine sandy loam Properties and qualities Slope. 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No tDA Natural Resources Web Soil Survey ■� Conservation Service National Cooperative Sod Survey 7/18/2018 Page 1 of 2 Map Unit Description: Otero sandy loam, 5 to 9 percent slopes --Weld County. Colorado, Southern Part Minor Components Kim Percent of map unit: 10 percent Hydric soil rating: No Cushman Percent of map unit: 5 percent Hydric soil rating: No Data Source Information Soil Survey Area Weld County, Colorado, Southern Part Survey Area Data. Version 16, Oct 10. 2017 �! Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 2 4C° 27SN 4C° 26"41"N 3 104° 41' 3' W Hydrologic Soil Group —Weld County, Colorado, Southern Part Map Scale: 1:3,490 if printed on A portrat (8.5" x 11") sheet. N 0 50 100 A 200 Meters 300 Feet 0 150 300 600 900 Map projection: Web Mercabx Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 3 7/18/2018 Page 1 of 4 40° 27 5.N 40° 26' 41' N Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) n Area of Interest (AOI) Soils Soil Rating Polygons Hi A U A/D BID C C/D D Not rated or not available Soil Rating Lines A A/D B r -I B/D *aro C -011 .3 C/D w C The soil surveys that comprise your AOI were mapped at 1:24.000. C/D D N.A/arning• Soil Map may not be valid at this scale. Not rated or not available Water Features Streams and Canals Transportation +-+-4 Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. • r Not rated or not available Soil Rating Points ❑ O • A A/D B B/D Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado. Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AO$ 32 Kim loam, 1 to 3 percent slopes A 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes A 0.2 0.9% 52 Otero sandy loam. 3 to 5 percent slopes A 0.0 0.0% 53 Otero sandy loam. 5 to 9 percent slopes A 6.8 31.4% Totals for Area of Interest 21.8 100.0•/. Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B. C, and D) and three dual classes (A/D. B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. BID, or 0/D). the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey ® Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 4 Hydrolooic Soil Group —Weld County, Colorado, Southern Part Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity. e.g., rock outcrop. For the attribute being aggregated. the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map. map units are delineated but components are not. For each of a map unit's components. a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. LSDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 4 Depth to Water Table —Weld County, Colorado, Southern Part 40° 26' 41"N x681 yid ;3 : ti,i,y'Ii it M v e 8 N A Map Scale: 1:3,490 if printed on A portrait (8.5"x 11") sheet: Meters 0 50 100 200 300 0 150 300 600 900 0 Map projection: Web Mercator Corner coordrlabes: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 4 400 27 r N 4.° .- 4:'N Depth to Water Table —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Solis Soil Rating Polygons Li MI u 0-25 25 - 50 50 - 100 100-150 r---] 150 - 200 > 200 { I Not rated or not available Soil Rating Lines ,a. 0-25 • 25-50 • • 50 100 .� 100 - 150 150 - 200 _•• > 200 • • Not rated or not available Soil Rating Points O 0-25 25 - 50 • 50 - 100 O 100-150 150 - 200 > 200 O Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area A projection that preserves area. such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS cerlified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado. Southern Part Survey Area Data Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. t.SDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/18/2018 Page 2 of 4 Depth to Water Table —Weld County, Colorado. Southern Part Depth to Water Table Map unit symbol Map unit name Rating (centimeters) Acres In AOI Percent of AOl 32 Kim loam, 1 to 3 percent slopes >200 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes >200 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes >200 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes >200 6.8 31.4% Totals for Area of Interest 21.8 100.0% Description 'Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure: centimeters Aggregation Method: Dominant Component LSDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 4 Depth to Water Table —Weld County, Colorado, Southern Part Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all. aggregation methods. The aggregation method "Dominant Component" returns the attribute value associated with the component with the highest percent composition in the map unit. If more than one component shares the highest percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher attribute value should be returned in the case of a percent composition tie. The result returned by this aggregation method may or may not represent the dominant condition throughout the map unit. Component Percent Cutoff- None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Lower The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. Interpret Nulls as Zero: No This option indicates if a null value for a component should be converted to zero before aggregation occurs. This will be done only if a map unit has at least one component where this value is not null. Beginning Month: January Ending Month: December Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/18/2018 Page 4 of 4 Transportation r ++ Rails �.s Interstate Highways US Routes Major Roads Local Roads Small Commercial Buildings —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Background The soil surveys that comprise your AOI were mapped at i Area of Interest (AOI) Lr Aerial Photography 1:24,000. Soils Soil Rating Polygons ri Very limited In S Somewhat limited Not limited j Not rated or not available Soil Rating Lines ,.,,i Very limited Somewhat limited ry Not limited Not rated or not available Soil Rating Points lO Very limited ❑ Somewhat limited O Not limited Not rated or not available Water Features Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG.3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16. Oct 10, 2017 Streams and Canals Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident USDA Natural Resources Web Soil Survey .l Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 5 Small Commercial Buildings —Weld County, Colorado. Southern Part Small Commercial Buildings Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 32 Kim loam, 1 to 3 percent slopes Not limited Kim (90%) 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes Not limited Otero (85%) 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes Somewhat limited Otero (85%) Slope (0.00) 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes Somewhat limited Otero (85%) Slope (0.88) 6.8 31.4% Totals for Area of Interest 21.8 100.0% Rating Acres In AOI Percent of AOI Not limited 14.9 68.6% Somewhat limited 6.8 31.4% Totals for Area of Interest 21.8 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 5 Small Commercial Buildings —Weld County, Colorado, Southern Part Description Small commercial buildings are structures that are less than three stories high and do not have basements. The foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. The ratings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility (which is inferred from the Unified classification of the soil). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan. and the amount and size of rock fragments. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Somewhat limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating. can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. LSDA Natural Resources Web Soil Survey ® Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 5 Small Commercial Buildings —Weld County, Colorado Southern Part Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all. aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group. percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff. None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. i Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 5 of 5 400 2641' 14 3 :. Corrosion of Steel —Weld County, Colorado, Southern Part 5253'0 Map Scale: 1:3,490 if printed on A port at (8.5"x 11') sheet. N 0 50 100 A 200 Meters 300 Feet 0 150 300 600 900 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 sDA Natural Resources Web Soil Survey .s Conservation Service National Cooperative Soil Survey 3 a 3 $ 7/18/2018 Page 1 of 4 40027SN 40" 26'41'N Transportation Rails Interstate Highways US Routes Major Roads Local Roads Corrosion of Steel —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Background Li The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) ice; Aerial Photography 1:24,000. Solis Soli Rating Polygons High a Moderate Low Not rated or not available Soil Rating Lines ..r High ry • • Moderate Low Not rated or not available Soil Rating Points High • Moderate ■ Low • Not rated or not available Water Features Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements Source of Map. Natural Resources Conservation Service Web Soil Survey URL: Coordinate System. Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16. Oct 10, 2017 Streams and Canals Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 4 Corrosion of Steel —Weld County, Colorado, Southern Part Corrosion of Steel Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 32 Kim loam, 1 to 3 percent slopes High 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes High 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes High 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes High 6.8 31.4% Totals for Area of Interest 21.8 100.0% Description "Risk of corrosion" pertains to potential soil -induced electrochemical or chemical action that corrodes or weakens uncoated steel. The rate of corrosion of uncoated steel is related to such factors as soil moisture, particle -size distribution, acidity, and electrical conductivity of the soil. Special site examination and design may be needed if the combination of factors results in a severe hazard of corrosion. The steel in installations that intersect soil boundaries or soil layers is more susceptible to corrosion than the steel in installations that are entirely within one kind of soil or within one soil layer. The risk of corrosion is expressed as "low," "moderate," or "high." Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. iNatural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 4 Corrosion of Steel —Weld County, Colorado, Southern Part The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. t5E):1 Natural Resources Web Soil Survey 9 Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 4 40° 27 S N 40' 2€41'N S :4 e a 3 e 8 526610 Corrosion of Concrete —Weld County, Colorado, Southern Part 500 l Map Sole: 1:3,490 I printed on A portrat (8.5"x 111 sheet. N 0 50 100 A 200 0 150 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 Meters 300 Feet USDA Natural Resources Web Soil Survey +IM Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 4 40° 27 5' N 40° 26 41' N Transportation Rails Interstate Highways US Routes Major Roads Local Roads Corrosion of Concrete —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Background n Area of Interest (AO') 1;14'Aerial Photography Soils Soil Rating Polygons High r I Moderate Low I I Not rated or not available Soil Rating Lines a- High • . Moderate ,/ Low • • Not rated or not available Soil Rating Points ■ High ▪ Moderate MI Low ▪ Not rated or not available Water Features The soil surveys that comprise your AOI were mapped at 1:24.000. Warning: Soil Map may not he valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area. such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA••NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10. 2017 Streams and Canals Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 4 Corrosion of Concrete —Weld County, Colorado, Southern Part Corrosion of Concrete Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 32 Kim loam, 1 to 3 percent slopes Low 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes Moderate 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes Moderate 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes Moderate 6.8 31.4% ' Totals for Area of Interest 21.8 100.0% Description "Risk of corrosion" pertains to potential soil -induced electrochemical or chemical action that corrodes or weakens concrete. The rate of corrosion of concrete is based mainly on the sulfate and sodium content, texture, moisture content, and acidity of the soil. Special site examination and design may be needed if the combination of factors results in a severe hazard of corrosion. The concrete in installations that intersect soil boundaries or soil layers is more susceptible to corrosion than the concrete in installations that are entirely within one kind of soil or within one soil layer. The risk of corrosion is expressed as "low," "moderate," or "high." Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 4 Corrosion of Concrete —Weld County, Colorado, Southern Part The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. L,so-s, Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 4 Local Roads and Streets —Weld County, Colorado, Southern Part 40° 27 5' N 40° 26 41'N 3 A 526810 525003 Map Sr'lb - 13,490 if printed on A portat (8S x 11°) sheet. 53 100 200 Meters 300 Feet 0 150 303 600 900 Map projection: Web Mercator Corner coordnates: WG584 Edge Its: UTM Zone 13N WG584 USDA_ Natural Resources Web Soil Survey it Conservation Service National Cooperative Soil Survey 7/18/2018 Page 1 of 5 40' 27 S' N 40° 26' 41' N Transportation Rails Interstate Highways US Routes Major Roads Local Roads Local Roads and Streets —Weld County, Colorado. Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Soils Soil Rating Polygons Area of Interest tAOI; U Very limited Somewhat limited Not limited Not rated or not available Soil Rating Linea Very limited Somewhat limited Not limited Not rated or not available Solt Rating Points • Very limited • Somewhat limited Not limited O Not rated or not available Water Features Background The soil surveys that comprise your AOI were mapped at 1:24,000. Aerial Photography Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements Source of Map: Natural Resources Conservation Service Web Soil Survey URL. Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area. Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Streams and Canals Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 2 of 5 Local Roads and Streets —Weld County. Colorado, Southern Part Local Roads and Streets Map unit symbol Map unit name Rating Component name (percent) Rating reasons I (numeric values) Acres in AOI Percent of AOI 32 Kim loam, 1 to 3 percent slopes Not limited Kim (90%) 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes Not limited Otero (85%) 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes Not limited Otero (85%) 0.0 0.0% 53 Otero sandy loam, 5 to 9 percent slopes Not limited Otero (85%) 6.8 31.4% Totals for Area of Interest 21.8 100.0% Rating Acres in AOI Percent of AOI Not limited 21.8 100.0% Totals for Area of Interest 21.8 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 5 Local Roads and Streets —Weld County. Colorado. Southern Part Description Local roads and streets have an all-weather surface and carry automobile and light truck traffic all year. They have a subgrade of cut or fill soil material, a base of gravel, crushed rock, or soil material stabilized by lime or cement; and a surface of flexible material (asphalt), rigid material (concrete), or gravel with a binder. The ratings are based on the soil properties that affect the ease of excavation and grading and the traffic -supporting capacity. The properties that affect the ease of excavation and grading are depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, depth to a water tableponding, flooding, the amount of large stones, and slope. The properties that affect the traffic -supporting capacity are soil strength (as inferred from the AASHTO group index number), subsidence. linear extensibility (shrink -swell potential), the potential for frost action. depth to a water table, and ponding. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Somewhat limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components. regardless of the map unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 5 Local Roads and Streets —Weld County. Colorado. Southern Part Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff. None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. LStkt Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 5 of 5 t 27cti 40° 26' al' N r: 104° 41'rW 104° 4l' 3' Unpaved Local Roads and Streets —Weld County, Colorado. Southern Part 529910 Map Scale: 1:3,490(printed on A portrait (8.5"x 11') sheet. N 0 50 100 100 Meters 300 Feet 0 150 300 600 900 Map projection: Web Mercator Corner coordinates: WGS84 Edge txs: UTM Zone 13N WGS84 USDA Natural Resources Web Sod Survey a Conservation Service National Cooperative Soil Survey 527170 52!293 3 3 ft 7/18/2018 Page 1 of 5 40° ?TSN Co 2+6 41- r4 Unpaved Local Roads and Streets —Weld County, Colorado, Southern Part Area of Interest (AOI) Soils MAP LEGEND Area of Interest (AO!) Soil Rating Polygons U Very limited Somewhat limited Not limited Not rated or not available Soil Rating Linos ry Very limited . . Somewhat limited Not limited . . Not rated or not available Soil Rating Points Very limited Somewhat limited Not limited O Not rated or not available Water Features Streams and Canals Transportation 4-a+ Rails 4s Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map Natural Resources Conservation Service Web Soil Survey URL. Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado. Southern Part Survey Area Data: Version 16, Oct 10. 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed. Jul 17, 2015 -Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 7/18/2018 Page 2 of 5 Unpaved Local Roads and Streets —Weld County, Colorado, Southern Part Unpaved Local Roads and Streets Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 32 Kim loam, 1 to 3 percent slopes Somewhat limited Kim (90%) Dusty (0.27) 14.7 67.7% 51 Otero sandy loam, 1 to 3 percent slopes Somewhat limited Otero (85%) Dusty (0.04) 0.2 0.9% 52 Otero sandy loam, 3 to 5 percent slopes Somewhat limited Otero (85%) Dusty (0.04) 0.0 0.0% 53 Otero sandy loam. 5 to 9 percent slopes Somewhat limited Otero (85%) Dusty (0.04) 6.8 31.4% Totals for Area of Interest 21.8 100.0% Rating Acres in AM Percent of AOI Somewhat limited 21.8 100.0% Totals for Area of Interest 21.8 100.0% U,� Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 7/18/2018 Page 3 of 5 Unpaved Local Roads and Streets —Weld County. Colorado, Southern Part Description Unpaved local roads and streets are those roads and streets that carry traffic year round but have a graded surface of local soil material or aggregate. Description: Unpaved local roads and streets are those roads and streets that carry traffic year round but have a graded surface of local soil material or aggregate. The roads and streets consist of (1) the underlying local soil material, either cut or fill, which is called "the sub - grade (2) the surface, which may be the same as the subgrade or may have aggrate such as crushed limestone added. They are graded to shed water, and conventional drainage measures are provided. These roads and streets are built mainly from the soil at the site. Soil interpretations for local roads and streets are used as a tool in evaluating soil suitability and identifying soil limitations for the practice. The rating is for soils in their present condition and does not consider present land use. Soil properties and qualities that affect local roads and streets are those that influence the ease of excavation and grading and the traffic -supporting capacity. The properties and qualities that affect the ease of excavation and grading are hardness of bedrock or a cemented pan, depth to bedrock or a cemented pan, depth to a water table, flooding, the amount of large stones, and slope. The properties that affect traffic - supporting capacity are soil strength as inferred from the AASHTO group index and the Unified classification. subsidence, shrink -swell behavior, potential frost action, and depth to the seasonal high water table. The dust generating tendacy of the soil is also considered. Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated. the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. LSDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 4 of 5 Unpaved Local Roads and Streets —Weld County. Colorado Southern Part The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified. all components in the database will be considered. The data fcr some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. 5DA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 7/18/2018 Page 5of5 DRAINAGE CALCULATIONS Job Name Job No. Date Cimarron Land Company 2014-238 5/24/2018 PERCENT IMPERVIOUS HISTORIC Site Area = Existing Site Conditions Paved Packed Gravel Roofs/Concrete Landscaping/Undeveloped 1068748 1068748 ft2 ft2 ft2 ft2 ft` Constant or linked from boxes above Input value or note Calculated value Value that seldom changes 24.54 Percent Imperviousness from Table RO-3 AC Paved Gravel Roofs/Concrete Greenbelts/Landscaping 0 02 Percent Imperviousness Existing (Calculated) = i C5 = runoff coefficient for 5 -year frequency (from Table RO-5) (*Note Soil Type) C,00 = runoff coefficient for 100 -year frequency (from Table RO-5) (*Note Soil Type) TIME OF CONCENTRATION tc HISTORIC to his = t;+tt Equation RO-2 to his = computed time of concentration (minutes) t, = overland (initial) flow time (minutes) t; = (0.395(1.1-05)(L°5))/So .33 Equation RO-3 t; = initial or overland flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) (*Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 0.008 0.216 Assumed condition tt = channelized flow time (minutes) 1.00 0.40 0.90 0.02 Soil Type I A I L1= 500 ft, not greater than 300' (urban) or 500' (rural) Delta = 8.74 ft So = C5 = ti _ 36.67 tt = Lt/((60*C„)*(Sw0.5)) = Lt/60Vt Equation RO-4 tt = channelized flow time (minutes) Lt = length of channelized flow (ft) Sw = average slope along channelized flow path (ft/ft) Therefore; tc his = minutes 0017 0.008 Lt = Delta = tt 115.61 2.1 ft ft Sw= K= 0.0182 5 2.86 I 39 53 I TIME OF CONCENTRATION CHECK tc his = (U180)+10 minutes minutes ft/ft Table 6-5 C„ = Conveyance Coefficient (Table RO-2) ft/ft Table RO-2 Equation RO-5 To not to exceed equation RO-5 at first design pt tc his = computed time of concentration (minutes) Lt = length of flow path (ft) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) i= 0.02 Lt = Delta = 500.00 8.74 ft ft `c his 12.78 minutes Si = 0.0182 ft/ft HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 1 Q=CIA Equation RO-1 °5.Histonc Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 0.008 15 = 3.67 in/hr. using linear interpolation from Rainfall IDF Tables A = 0.79 AC CFS = 0.029 CFS/AC OPEN CHANNEL FLOW Design Point 1 to Design Point 2 L= St= Vt= tt= Design Point 2 tc= 189.88 0.83 0.0044 0.27 703 I 24.50 I ft ft ft/ft ft/sec sec min i _ min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 2 Q=CIA Equation RO-1 Q5.Histo►ic = Q = peak rate of runoff (CFS) 1100 I = avg intensity of rainfall for a duration equal to given te A = area (AC) C5 = 0.008 15 = 2.66 in/hr. using linear interpolation from Rainfall IDF Tables A = 4.33 AC CFS = 0.021 CFS/AC 0.09 OPEN CHANNEL FLOW Design Point 2 to Design Point 3 L= 0= St= Vt= tt= Design Point 3 tc= 372.55 2.84 0.0076 0.49 760 I 37.17 1 ft ft ft/ft ft/sec sec min i 12.7J min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 3 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Historic = C5 = 0.008 15 = 2.05 in/hr. using linear interpolation from Rainfall IDF Tables A = 6.95 AC CFS = 0.016 CFS/AC 011 OPEN CHANNEL FLOW Design Point 3 to Design Point 4 L= a= St= Vt= tt= Design Point 3 tc= 290.63 2.03 0.0070 0.50 581 I 46.86 ft ft ft/ft ft/sec sec min i 9'7I min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 4 Q=CIA Equation RO-1 Q5,Historic = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 0.008 15 = 1.77 in/hr. using linear interpolation from Rainfall IDF Tables A = 9.02 AC 0 13 OPEN CHANNEL FLOW Design Point 4 to Design Point 5 L= 0= St= Vt= tt= Design Point 3 tc= 249.98 3.27 0.0131 0.66 379 I 53.17 1 CFS = 0 014 CFS/AC ft ft ft/ft ft/sec sec min i _ 6.3 min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 5 Q=CIA Equation RO-1 Q5,Historic Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.008 15 = 1.59 in/hr. using linear interpolation from Rainfall IDF Tables A = 11.09 AC 0.14 CFS = 0 013 CFS/AC OPEN CHANNEL FLOW Design Point 5 to Design Point 6 L= A= St= V.= tt= Design Point 3 tc= 270.09 4.25 0.0157 0.72 375 59.42 ft ft ft/ft ft/sec sec min i 6.3 min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 6 C=CIA Equation RO-1 Q5.Hs;orc Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) O5 = 0.008 15 = 1.5 in/hr using linear interpolation from Rainfall IDF Tables A = 12.48 AC 0.15 OPEN CHANNEL FLOW Design Point 6 to Design Point 7 L= a= St= VI= tt= Design Point 3 tc= 140.94 1.71 0.0121 0.66 214 62.98 1 CFS = 0.012 CFS/AC ft ft ft/ft ft/sec sec min i _ 3.6 min HISTORIC FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 7 Q -CIA Equation RO-1 Q5,Hlstonu Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tt A = area (AC) O5 = 0.008 15 = 1.44 in/hr. using linear interpolation from Rainfall IDF Tables A = 12.98 AC 0 15 CFS = 0.012 ICFSIAC RUNOFF RO-12 DRAINAGE CRITERIA MANUAL (V 1) TABLE RO-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0.17 0.23 0.27 0.30 20% 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 r 0.32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% i 0.19 0.25 0.30 0.35 0.38 0.41 45`)/0 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% I- 0.29 ` 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 4 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District E} arc c. 2'1• 0 0.00 2 X S a oz. Wu f 0 0.05 Z x 5 0. to CL TOPS 0.02.- 6-00 = X-0.00 5-O 2-0 O • eOg X.-0.00 5 h►m. - - x=0.008' 0•to-0.o _ X-0.05 6-c) Z-0 0.02=)c-0.oS Coto hilt = X . 0 .ol 0.21--0• LO _ x- 0.20 5-0 1-O O.Ot(n X -O'10 CLOD *=x=0.2I(o LIDS TONE 8l ANDERSON INC. 1994 • • (p i~nil r Z.(o(a un /kr CC z Cr. 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'�—�s� mbiN PUBLIC WORKS DEPARTMENT FIGURE 3-1 y L STORIIWATER kiANAGEMENT DIVISION SCALE: NTS REVISED AUG 1996 10.91 =TN Atria' QIXELET, W W: 3 tr—S I STORM DURATION STORM FREQUENCY 2 -YEAR (IN/HR) 5 -YEAR (IN/HR) 10 -YEAR (IN/HR) 25 -YEAR (IN/HR) 50 -YEAR (IN/HR) 100 -YEAR (IN/HR 5 MIN 3.62 5.19 6.12 7.31 8.73 9.67 10 2.81 4.02 4.75 5.67 6.78 7.51 15 2.37 3.40 4.01 4.79 5.72 6.34 20 2.00 r 2.86 3.38 4.03 4.81 5.34 25 1.77 2.54 3.00 3.58 4.28 4.74 30 1.64 2. 35 2.78 3.22 3.97 4.39 40 1.34 1.92 2.27 2.70 3.23 3.59 50 1.16 1.66 1.96 2.34 2.80 3.10 60 (1 HR) 1.04 1.49 1.76 2.10 2.51 2.78 80 0.80 1.14 1.47 1.61 1.91 2.16 100 0.67 0.94 1.20 4 1.30 1.58 1.79 120 (2HR) 0.58 0.80 0.96 1.14 1.30 1.50 150 0.49 0.66 0.78 0.93 1,10 1.23 180 (3HR) 0.42 0 56 0.67 0.80 0.92 1.05 4 HR 0.33 0.44 0.53 0.62 0.72 0.81 5 0.27 0.36 0.43 0.50 0.57 0.66 6 0.23 1 0.30 0.37 0.43 a 0.49 0.57 8 0.20 0.24 0.29 0.34 0.39 0.44 10 0.15 i 0.20 0.24 0.29 0.32 0.36 12 0.13 e 0.17 0.20 0.25 0.28 0.31 14 0.11 0.15 0.18 0.23 0.24 0.27 16 0.10 L I 0.13 0.16 0.20 0.22 0.24 0.21 18 0.09 0.12 0.14 0.18 0.19 20 0.08 0.11 0.13 0.17 0.18 0.19 22 0.07 0.10 0.12 0.16 0.16 0.17 24 0.07 0.09 0.11 0.14 0.15 0.16 (n2 ag Pi %.n,♦ L.yy "/hr. City of Colorado tree ey Great From the Ground Up. EXTENDED DURATION -INTENSITY -FREQUENCY TABULATION GREELEY5 CO TABLE 3-3 PUBLIC WORKS DEPARTMENT STORMWATER MANAGEMENT DIVISION 2001 wOrn.' AVENUE CREELEY. COLORADO 60641 SCALE: NTS REVISED MARCH 2007 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 1 to 2 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0044 0.035 0.00 3.00 36.00 0.00 0.06 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = cfs Fr = 0.28 V = 0.27 fps A= 0.07 sgft T= 2.34 ft P= 2.35 ft R = 0.03 ft D = 0.03 ft Es = 0.06 ft Yo = 0.02 ft Fs = 0.00 kip Channel Design Point 1 to 2_2008.xls.. Basics 9/12/2018, 8:48 AM 0.02 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 2 to 3 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0076 0.035 0.00 3.00 36.00 0.00 0.10 Mt ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.09 0.39 0.49 0.18 3.71 3.72 0.05 0.05 0.10 0.03 0.00 cfs fps sg ft ft ft ft ft ft ft kip Channel Design Point 2 to 3_2008.xls, Basics 9/12/2018, 8:48 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 3 to 4 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0070 0.035 0.00 3.00 36.00 0.00 0.11 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V = 0.50 fps A= 0.21 sgft T= 4.10 ft P= 4.11 ft R= 0.05 ft D = 0.05 ft Es = 0.11 ft Yo= 0.03 ft Fs = 0.00 kip 0.11 0.38 cfs Channel Design Point 3 to 4_2008.xls. Basics 9/12/2018, 8:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 4 to 5 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0131 0.035 0.00 3.00 36.00 0.00 0.10 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.13 0.52 0.66 0.20 3.90 3.92 0.05 0.05 0.11 0.03 0.00 Cs fps sgft ft ft ft ft ft ft kip Channel Design Point 4 to 5_2008.xls, Basics 9/12/2018, 8:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 5 to 6 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0157 0.035 0.00 3.00 36.00 0.00 0.10 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.14 0.57 0.72 0.20 3.90 3.92 0.05 0.05 0.11 0.03 0.00 cfs fps sgft ft ft ft ft ft ft kip Channel Design Point 5 to 6_2008.xls, Basics 9/12/2018, 8:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Design Point 6 to 7 (Historic) Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0121 ft/ft 0.035 0.00 ft 3.00 ft/ft 36.00 ft/ft 0.00 ft 0.11 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.15 0.51 0.66 0.22 4.17 4.19 0.05 0.05 0.11 0.04 0.00 cfs fps sg ft ft ft ft ft ft ft kip Channel Design Point 6 to 7_2008.xls. 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I +vw... .R[U14NARY R[YI[W SET NOT FOR ,• CONSTRUCTION `tin... v. 1 5 e I I I DRAINAGE CALCULATIONS Job Name Job No. Date Cimarron Land Company 2014-238 7/19/2018 PERCENT IMPERVIOUS DEVELOPED Site Area = 1068748 Constant or linked from boxes above Input value or note Calculated value Value that seldom changes ft` 24.54 AC Assumed i = 0.60 =i C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table RO-5) ('Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table RO-5) ('Note Soil Type) TIME OF CONCENTRATION tc DEVELOPED tc dev = tr+tt Equation RO-2 tc= computed time of concentration (minutes) = overland (initial) flow time (minutes) r = (0.395(1.1-05)(L, ''))/So ' Equation RO-3 = initial or overland flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) L, = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 0.37 0.41 0.50 Assumed condition L, _ Delta = 500 8.82 So = C5= t, = 24.44 minutes tt = L,/((60'Cv)*(Sw0 5)) = L,/60Vt Equation RO-4 tt = channelized flow time (minutes) Lt = length of channelized flow (ft) Sw = average slope along channelized flow path (ft/ft) Lt = 240.62 ft Delta = 3.2 ft Therefore; ton = tt = channellzed flow time (minutes) Soil Type I A I ft, not greater than 300' (urban) or 500' (rural) ft 0 018 0.37 tt = Sw= K= 0.0133 15 2.32 2676 TIME OF CONCENTRATION CHECK tc dev = (U180)+10 tc dev = minutes minutes ft/ft Table 6-5 C„ = Conveyance Coefficient (Table RO-2) ft/ft Table RO-2 Equation RO-5 To not to exceed equation RO-5 at first design pt 4 dev = computed time of concentration (minutes) L, = length of flow path (ft) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) = Lt = 500.00 ft Delta = 3.2 ft 0.60 12.78 minutes st 0.0133 Use tcde, = ft/ft 12.78 RUNOFF RO-12 DRAINAGE CRITERIA MANUAL (V. 1) TABLE R0-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2-yr 5-yr 10-yr 25-yr 50 yr 100-yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0.17 0.23 0.27 0.30 20% 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 r 0.23 0.29 0.32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 4 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 r 0.80 0.82 0.84 0.85 0.86 100% 0.89 _ 0.90 0.92 0.94 0.95 0.96 2007-01 Urban Drainage and Flood Control District • (o.85 I^!hr rtoo (D.`if �1Ihr Iva t l0. 2 2 i" Ihr a 0 w tz w V z 5 I s 4. 3114'41r O t I l o: H.05 i"Ihrs---Q. n z;3.11 —'/ dzs ; 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Ca.D1'sD3 1401 FIGURE 3-1 SCALE: NTS REVISED AUG 1996 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 1 Q=CIA Equation RO-1 Q5.Cevacpe1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Cs is = 3.67 in/hr. using linear interpolation from Rainfall IDF Tables A = 3.72 AC CFS = DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1 Q=CIA Equation RO-1 O10 J e've ape. CFS;AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) _ 110 = 0.41 4.32 in/hr. using linear interpolation from Rainfall IDF Tables A = 172 AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1 Q=CIA Equation RO-1 Q100.DeveiopeC = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 = A= 1 12 74 0.50 6.85 3.72 CFS = OPEN CHANNEL FLOW Design Point 1 to Start of Chute @ Design Point 2 L = 190 04 ft A= 1ft S= 0.0053,ft/ft Vt = 1.83 ft/sec t; = 104 sec Total tc= 14 51 min Time of Concentration Calculation Through Chute L vt = tl = Total te= 36.3 1.83 20 14.84 ft ft/sec sec min in/hr. using linear interpolation from Rainfall IDF Tables AC 3 425 I 1 73 0.33 CFS/AC min min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So n= B= Z1 = Z2 = F= Y= 0.0053 0.035 0.00 3.00 3.00 0.00 1.06 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 6.61 cfs 0.471 1.96 fps 3.37 sq ft 6.36 ft 6.70 ft 0.50 ft 0.53 ft 1.12 ft 0.35 ft 0.10 kip Channel Capacity - 10yr - Design Point 1 to 2_2008.xis, Basics 9/12;2018, 9:30 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0053 0.035 0.00 3.00 3.00 0.00 1.36 tuft ft ft/ft ft'ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 12.84 0.49 2.31 5.55 816 8.60 0.65 0.68 1 44 045 0.21 cfs fps sgft ft ft ft ft ft ft kip Channel Capacity - 100yr - Design Point 1 to 2_2008.x!s, Basics 9/12/2018, 9:30 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0053 0.020 0.00 3.00 3.00 0.00 0.86 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T P= R= D= Es = Yo = Fs = 6.62 0.80 2.98 2.22 5.16 5.44 0.41 0.43 1.00 0.28 0.08 cfs fps sq ft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 1 to 2_2008.xls, Basics 9/12/2018, 9:31 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 Z2 = F= Y 0.0053 0.035 0.00 3.00 3.00 0.00 0.96 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo Fs = 5.07 0.47 1.83 2.76 5.76 6.07 0.46 0.48 1.01 0.32 0.07 cfs / fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 1 to 2_20O8.xis, Basics 9/12/2O18, 9:31 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 2 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) in/hr. using linear interpolation from Rainfall IDF Tables AC QS. DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 2 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 = 0.41 110 = 4.05 A = 5.60 Q1o,oevetopec =1 9.30, CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 2 Q=CIA Equation RO-1 Q1oc.oevetoped = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) OPEN CHANNEL FLOW Design Point 2 to Design Point 3 L= St= Vt= tt= Total tc= C100 1100 A 116.56 0.56 0.0048 1.92 61 15.85 CFS = ft ft ft/ft 6sec sec min in/hr. using linear interpolation from Rainfall IDF Tables AC 101 CFS/AC min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 2 to 3 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0048 0.035 1.00 3.00 3.00 0.00 1.08 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 9.44 cfs 0.46/ 2.06 fps sg ft 4.58 7.48 ft 783 ft 0.58 0.61 1.15 ft ft ft 0.40 ft 0.15 kip Channel Capacity - 10yr - Design Point 2 to 3_2008.xls, Basics 9/12/2018, 9:34 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 2 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 = F= Y= 0.0048 0.035 1.00 3.00 3.00 0 00 1.43 ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 18.47 cfs 0.48 fps sg ft ft ft ft ft ft ft kip 2.44 7.56 9.58 10.04 0.75 0.79 1.52 0.52 0.33 Channel Capacity - 100yr - Design Point 2 to 3_2008.xls, Basics 9/12/2018, 9:34 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 2 to 3 F Y' w T Zl Vo S v B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0048 0 020 1.00 3.00 3.00 0.00 0.85 Mt ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated} Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 9.46 0.79 3.13 cfs fps 3.02 sq ft 6.10 6.38 0.47 0.49 1.00 0.32 0.12 ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 2 to 3_2008.xls, Basics 9/12/2018, 9:35 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 2 to 3 F ' 1 T Z1 Yo s y B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0048 0.035 1.00 3.00 3.00 0.00 0.96 Mt ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= 0.46 , V = 1.92 fps A= 3.72 sq ft T = 6.76 ft P = 7.07 ft R = 0.53 ft D= 0.55 ft Es= 1.02 ft Yo = 0.36 ft Fs = 0.11 kip 7.17 cfs Developed TofC - 5yr - Design Point 2 to 3_2008.xls, Basics 9/12/2018, 9:35 AM Rock Chute xis Page 1 of 3 In p Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 2 Designer: KF Date: July 21, 2018 ut Geometry: County: Weld Checked by: Date: Upstream Channel Chute Bw = 0.0 ft. Bw = 1.0 ft. Side slopes = 3.0 (m:1) Factor of safety = 1.50 (Fe) 1.2 Min Velocity n -value = 0.080 Side slopes = 2 0 (m:1) -► 2.0:1 max. Bed slope = 0.0050 ft./ft. Bed slope (4:1) = 0.250 ft./ft ' 3.0:1 max. Note. n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. Downstream Channel Bw = 1.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.040 Bed slope = 0.0048 ft./ft. Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Base flow = 9 3 cfs Apron elev. --- Inlet =100.0 ft. Outlet 97 1.2 f' Q,cn = Runoff from design storm capacity from Table 2. FOTG Standard 410 O5 = Runoff from a 5 -year, 24 -hour storm. Qhrgh= 9.3 cfs High flow storm through chute _ O5 = 7.1 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) Tw (ft.) = Program - Tw (ft.) = Program Profile and Cross Section (Output): Starting Station =$.3US5s hp, = 0.03 ft (0.04 ft.) Hpe = 1.48 ft. Energy Grade Line A Hp = 1.44 ft. Inlet (1.25 ff.) Channel Slope = 0.005 fl./ft. = 1 66 ft. (15ft.) r ho„ = 0.25 ft. (0.23 ft.) H„= 1.1 ft. Yc= 0856. l 074ft.) 40(O50) = 26 ft. J Velocity;n,et = 1.12 fps radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (yn) in the inlet Geotextil channel is less than the weir head (H2), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • 0.715y, = 0.6 ft. N•N(0.53 ft.) • • • Typical Cross Section - Freeboard = i it, Y m_2 Use Hp along chute < but not less than z2. • • • • • • • • • 4 Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4yc upstream of crest. 4) Use WI Const Spec. 13, Class I non -woven geotextile under rock. = 0.49 ft. (0 43 ft.) Height, z2= 1.31 ft. (1.15 ft.) N f'' t Hdrop = 1.2 ft. I t s' _ 1.52 ft. (1.44 ft.) S Y I 2.5 r r v 1 r Hydraulic Jump Tw+d = 2.52 ft. - Tw o. k. (2.44 ft.) - Tw o. k. Rock Chute Bedding --- 15 ft.- - - -- 15(D50)(F5) Profile Along Centerline of Chute Berm Fs = ,Geotextile n -value = D50(Fs) = 2(D50)(F5) = Tw+d= Rock Chute Bedding Rock thickness = 23.8 in. **. Z7 _ The outlet Hi 4.41 cfs/ft. Outlet Channel Slope = 0.0048 ft./ft d = 1 ft. {1 ft. minimum suggested) VeIocItyoutlet = 2.21 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 0.49 ft. Normal depth in chute 0 052 Manning's roughness coefficient 11.9 in. Minimum Design D50* 2.3.8 in. Rock chute thickness 2.52 ft. Tailwater above outlet apron 1.31 ft. Hydraulic jump height will function adequately h Flow Storm Information Qh,gh _ Hee_ hc„ _ 10yc = 0.715yc = Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 2 Designer: KF Date: 7/21/2018 I. Calculate the normal depth in the inlet channel High Flow Yn = Area = Qh:gh = Scupstreamchannel = 1.66 ft. 8.3 ft2 9.3 cfs 0.106 ft/ft II. Calculate the critical depth in the chute High Flow Yc = 0.85 ft. Area = 2.3 ft2 9.3 cfs 1.10 ft. 0.25 ft. 8.45 ft. 0.60 ft. Low Flow Yn= Area = ()low = County: Weld Checked by: Date: 1.50 ft. (Normal depth) 6.8 ft2 (Flow area in channel) 7.1 cfs (Capacity in channel) Low Flow Yc = Area = Qiow = H ce = hc„= 0.715yc = Ill. Calculate the tailwater depth in the outlet channel High Flow Tw = 1.52 ft. Area = Qhgh = H2 = 8.4 ft2 18.6 cfs 0.00 ft. 0.74 1.8 7.1 ft. ft2 cfs 0.97 ft. 0.23 ft. (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) 0.53 ft. (Depth of flow over the weir crest or brink) Low Flow Tw = 1.44 ft. (Tailwater depth) Area = 7.6 ft2 (Flow area in channel) Q,o,,,, = 16.4 cfs (Capacity in channel) 0.00 ft. (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) H2 = IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = Area = Vo = hp„ _ Qhigh = 1.45 6.3 0.00 0.00 9.3 ft. ft2 fps ft. cfs 1M0 (Coefficient of discharge for broadcrested weirs) 1.44 6.3 1.49 0.03 9.3 ft. ft2 fps ft. cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 1.26 ft. Area = 4.8 ft2 Vo = 0.00 fps hpv = 0.00 ft. Qio+v = 7.1 cfs 1.25 ft. (Weir head) 4.7 ft2 (Flow area in channel) 1.51 fps (Approach velocity) 0.04 ft. (Velocity head corresponding to Hp) 7.1 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Rock Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 2 Designer: KF Date: 7/21/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow q, = 0.41 cms/m Dso (mm) = 201.83 —> (7.95 in.) n = 0.052 0.49 ft. A,= 1.0 ft2 Velocity = 9.48 fps Zrnean = 0.33 ft. F1 = 2.91 Lock apron = 9.93 ft. Z1 _ Z2 = Qhigh = A2 = Low Flow qt n= z1_ Al _ Velocity = Zmean = F1_ 0.34 cms/m (Equivalent unit discharge) 181.61 mm 0.051 0.43 ft. 0.8 ft2 8.75 fps 0.30 ft. 2.83 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 1.31 ft. 9.3 cfs 4.8 ft2 Low Flow Z2 = Qhigh A2 = (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15')5) 1.15 ft. (Hydraulic jump height) 7.1 cfs (Capacity in channel) 3.8 ft2 (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) Waif E, = 1.89 ft. E2 = 1.37 ft. RE = 27.28 0/0 Calculate Quantities for Rock Chute Rock Riprap Volume Area Calculations Length Ca! Rock CL h = 1.44 Inlet = 9.88 x, = 4.47 Outlet = 15.32 L = 3.22 Slope = 9.07 AS = 6.44 2.5:1 Lip = 2.49 x2 = 4.00 Total = 36.75 ft. Ab = 11.89 Rock Volume Ab+2*AS = 24.77 ft2 33.71 yd3 Geotextile Quantity Width Length Bot. Rock 2*Slope = 15.38 Total = 36.73 ft, Bottom = 1.94 Geotextile Area Total = 17.33 ft. 70.73 yd2 Low Flow E, _ E2 = RE _ 1.62 ft. 1.20 ft. 25.93 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 3.44 Bedding Thickness xi=0.75 ti, t2 =4.00 in. L = 7.69 AS = 2.56 Length (a. Bed CL x2 = 0.67 Total = 36.73 ft, Ab = 0.92 Bedding Volume Ao+2*As = 6.05 ft2 8.23 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 3 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15= A= Q5.oeveicoed =1 10.89 ' 0.37 3.31 in/hr. using linear interpolation from Rainfall IDF Tables 8.89 AC CFS = 1 225 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 3 Q=CIA Equation RO-1 Qto.oerekped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C 1 0 = 110 = 0.41 3.92 in/hr. using linear interpolation from Rainfall IDF Tables A= 8.89 AC I 14.29 ' CFS = 1 607 I DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 3 Q=CIA Equation RO-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tt A = area (AC) Clop l loo A Q1oo.Dereboeo = 27 65 / OPEN CHANNEL FLOW Design Point 3 to Start of Chute L= St = Vt = 4= Total y CFS = Design Point 4 226.24 1.02 0.0045 2.09 108 17 66 ft ft ft/ft ft/sec sec min Time of Concentration Calculation Through Chute L = 41.1 ft Vt = 2.09 ft/sec 4 = 20 sec Total tc= 17 99 min in/hr. using linear interpolation from Rainfall IDF Tables AC 1 80 0.33 CFS/AC min min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 3 to 4 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 1.00 3.00 3.00 0.00 1.31 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = i 14.48 cfs 0.46y 2.24 6.46 8.86 9.29 0.70 0.73 1.39 0.48 fps sg ft ft ft ft ft ft ft 0.26 kip Channel Capacity - 10yr - Design Point 3 to 4_2008.xls, Basics 9/12/2018, 9:37 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 3 to 4 Input Design Information Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 1.00 3.00 3.00 0.00 1.72 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 28.04 cfs Fr= 0.48 V = 2.65 fps A= 10.60 sq ft T = 11.32 ft P= 11.88 ft R= 0.89 ft D= 0.94 ft Es= 1.83 ft Yo = 0.62 ft Fs = 0.55 kip Channel Capacity - 100yr - Design Point 3 to 4_2008.xls, Basics 9/12/2018, 9:37 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 3 to 4 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 Z2 = F= Y 0.0045 0.020 1.00 3.00 3.00 0.00 1.03 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 14.31 0.78 3.40 4.21 7.18 7.51 0.56 0.59 1.21 0.38 0.19 cfs fps sgft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 3 to 4_2008.xls, Basics 9/12/2018. 9:37 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 3 to 4 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 1.00 3.00 3.00 0.00 1.17 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 11.05 cfs 0.46/ 2.09 fps 5.28 sq ft 8.02 ft 8.40 ft 0.63 ft 0.66 ft 1.24 ft 0.43 ft 0.19 kip Developed TofC - 5yr - Design Point 3 to 4_2008.xls, Basics 9/12/2018, 9:37 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 4 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q _'.Dtie oiled = C5= 15= A. _ 11 89 0.37 3 13 10.27 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 1 158 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 4 Q=CIA Equation RO-1 Q...:e.e.:N. = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) CID = 110 = A= 1562 ✓ 7 041 3.71 in/hr. using linear interpolation from Rainfall IDF Tables 10.27 AC CFS = 1.521 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 4 Q=CIA Equation RC -1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given A = area (AC) O100_ 1101= A Q103.Deveope9 = 050 tc 5.86 fin/hr. using linear interpolation from Rainfall IDF Tables 10.27 IAC CFS = OPEN CHANNEL FLOW Design Point 4 to Design Point 5 L = 22 53 ft A= 01 ft S1= 0 0044 ft/ft Vt = 2 04 ft/sec t; = 11 sec Total tc.= 18.16 min 0 18 CFS/AC min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 4 to 5 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0044 0035 2.50 3.00 3.00 0.00 1.17 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = cfs Fr = 0.46 V = 2.25 fps A= 7.03 sq ft T= 9.52 ft P = 9.90 ft R = 0.71 ft D= 0.74 ft Es= 1.25 ft Yo= 0.47 ft Fs = 0.27 kip 15.81 Channel Capacity - 10yr - Design Point 4 to 5_2008_xls, Basics 9/12/2018, 9:38 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 4 to 5 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2_ _ F= Y= 0.0044 0.035 2.50 3.00 3.00 0.00 1.58 Rift ft Rift ft/ ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A= T= P= R= D= Es = Yo = Fs = 30.46 0.48 2.66 11.44 11.98 cfs fps sgft ft 12.49 ft 0.92 ft 0.95 1.69 0.61 0.60 ft ft ft kip Channel Capacity - 100yr - Design Point 4 to 5_2008.xis, Basics 9/12/2018, 9:38 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 4 to 5 Design Information (Input) Channel Invert Slope So = 0.0044 ft/ft Manning's n n = 0.020 Bottom Width B = 2.50 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Freeboard Height F = 0.00 ft Design Water Depth Y = 0.90 ft Normal Flow Condtion (Calculated) Discharge Q = 15.92 cfs Froude Number Fr = 0.78 / Flow Velocity V = 3.40 fps Flow Area A = 4.68 sq ft Top Width T = 7.90 ft Wetted Perimeter P = 8.19 ft Hydraulic Radius R = 0.57 ft Hydraulic Depth D = 0.59 ft Specific Energy Es = 1.08 ft Centroid of Flow Area Yo = 0.37 ft Specific Force Fs = 0.21 kip Channel Stability - 10yr - Design Point 4 to 5_2008.xls, Basics 9/12/2018, 9:38 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 4 to 5 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0044 0.035 2.50 3.00 3.00 0.00 1.03 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 12.06 0.45 2.09 f s 5.76 sq ft 8.68 ft 9.01 ft 064 ft 0.66 ft 1.10 ft 0.42 ft 0.20 kip Developed TofC - 5yr - Design Point 4 to 5_2008.xls, Basics 9/12/2018. 9:39 AM Rock Chute.xls Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 4 Designer: KF Date: July 21, 2018 Input Geometry: County: Weld Checked by: Date: > Upstream Channel Bw = 1.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.080 Bed slope = 0.0045 ft./ft. > Chute Bw= 2.5 ft. Factor of safety = 1.50 (Fs) 1.2 Min Side slopes = 2.0 (m:1) 2.0:1 max. Bed slope (4:1) = 0.250 ft./ft -' 3.0:1 max. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. - -' Downstream Channel Bw = 2.5 ft. Side slopes = 3, 0 (m:1) Velocity n -value = 0.040 Bed slope = 0.0044 ft.Ift. Base flow = 15.6 cfs V Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410) Apron elev. --- Inlet =100.0 ft. Outlet 96.6 ft. --- (Hd.pp = 2.4 ft ) = Runoff from design storm capacity from Table 2, FOTG Standard 410 0s = Runofff from a 5-year,24-hour storm. Qhgh= 15.6 cfs High flow storm through chute _ Q5 = 11.9 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): Y t Starting Station = 0+00.0 hp„= O09 ft. (0.09 ft.,) Hve = 1.41 ft. hcv = 03 ft. (0.26 ft) Energy Grade Line H„ = 1.15 ft. Hp= 1.32 ft. _______ Inlet (1.11 Channel Slope = O.OO45 ft fit/= 1.9 ft. (1.7 ft) Velocityr1e, = ft.) yc = 0.85 ft. (0.73 ft.) 40(D50) = 27 ft. ) 1.23 fps radius at normal depth Critical Siope check upstream is OK 1 Note: When the normal depth (yr) in the inlet channel is less than the weir head (H0), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. -0.715A= 0.6ff. NN(0.52 ft.) • • • • • • • Typical Cross Section - Freeboard = 1 ft 1 V 1 Hp' 2.5 ft--- * Use H2 along chute but not less than z2. • • GeotextileJ Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4yc upstream of crest. 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. z1 = 0.49 ft. / N• Hydraulic Jump (0.43 ft.) f , Height, z2 = 1.31 ft. (1.12 ft.) 'N 5' , • Hcknn = 2.4 ft. t S. 4 • • r r • — K Rock Chute Bedding 15 ft--- 15(D50)(Fs) Profile Along Centerline of Chute Berm 1 Geotextile Rock Chute Bedding Rock thickness = 23.9 in. Fs = z. _ n -value = D50(F5) = 2(D50)(F5) Tw + d = z2 _ **- The outlet 4.41 cfs/ft Tw+d = 2.7 ft. - Tw o. k. (2.6 ft.) - Tw o. k. 1.1 ft. (1.6 ft.) 2.5 Outlet Channel -A- Velocityo„�0, Slope = 0.0044 ft./ft. 1 ft, (1 ft. minimum suggested) 2.43 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 0.49 ft. Normal depth in chute 0.052 Manning's roughness coefficient 11.9 in Minimum Design D50* 23.9 in. Rock chute thickness 2.7 ft. Tailwater above outlet apron 1 .31 ft Hydraulic jump height will function adequately High Flow Storm Information Rock Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 4 Designer: KF Date: 7/21/2018 I. Calculate the normal depth in the inlet channel High Flow Low Flow sin Area = Q►ugh = Scupstreamchannei = 1.90 ft. 12.7 ft2 15.6 cfs 0.099 ft/ft II. Calculate the critical depth in the chute High Flow yc = 0.85 ft. Area = 3.5 ft2 Qh,9h = 15.6 cfs Hce = 1.15 ft. h„ = 0.30 ft. 10yc = 8.46 ft. 0.715yc = 0.60 ft. inn Area = Q;o, = County: Weld Checked by: Date: 1.70 ft. (Normal depth) 10.4 ft2 (Flow area in channel) 11.9 cfs (Capacity in channel) Low Row y� = 0.73 ft. Area = 2.9 ft2 40„v = 11.9 cfs Hce = 0.99 ft. he„ = 0.26 ft. 0.715yc = Ill. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = ()high = H2 = 1.70 ft. 12.9 ft2 31.2 cfs 0.00 ft. 0.52 ft. (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) (Depth of flow over the weir crest or brink) Low Row Tw = 1.60 ft. (Tailwater depth) Area = 11.7 ft2 (Flow area in channel) Q,o,,,, = 27.5 cfs (Capacity in channel) Hz = 0.00 ft. (Downstream head above weir crest, H2= 0, if H2<0.715*yc) IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = 1.00 (Coefficient of discharge for broadcrested weirs) High Flow Hp = 1.36 ft. 1.32 ft. (Weir head) Area = 6.9 ft2 6.5 ft2 (Flow area in channel) Vo = 0.00 fps 2.39 fps (Approach velocity) hp„ = 0.00 ft. 0.09 ft. (Velocity head corresponding to Hp) Q,,,g, = 15.6 cfs 15.6 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 1.16 ft. Area = 5.2 ft2 V, = 0.00 fps hp„ = 0.00 ft. Qom,,, = 11.9 cfs 1.11 ft. 4.8 ft2 2.47 fps 0.09 ft. 11.9 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE. 1998) Project: 2014-238 Drop @ Design Point 4 Designer: KF Date: 7/21/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow q, = 0.41 D50 (mm) = 201.94 n = 0.052 = 0.49 A, = 1.7 Velocity = 9.06 0.39 2.57 9.94 Zcrear = F, _ Lroz+ axo+ cros/m (7.95 in.) ft. ft2 fps ft. ft. Low Flow q, _ D5 _ n= z, _ A, _ Velocity = Zmean = F� _ 0.33 cros/m (Equivalent unit discharge) 179.05 mm 0.051 0.43 ft. 1.4 ft2 8.31 fps 0.34 ft. 2.51 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow Z2 = Or A.; 1.31 ft. 15.6 cfs 6.7 ft2 Low Flow Z2 = Qh,gn = A2 = (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D5o) 1.12 ft. (Hydraulic jump height) 11.9 cfs (Capacity in channel) 5.3 ft2 (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow E, = 177 ft. E2 = 1.40 ft. RE = 21.14 % Calculate Quantities for Rock Chute Rock Riprap Volume Area Calculations h = 1.32 x, = 4.47 L = 2.95 AS = 5.90 x2 = 4.00 Ab = 14.89 Ab+2*A5 - 26 69 ft2 Length Cad Rock CL Inlet = 9.88 Outlet = 15.32 Slope = 14.02 2.5:1 Lip = 2.49 Total = 41.70 ft. Rock Volume 41.23 Yd3 Geotexti/e Quantity Width 2*Slope = 14.85 Bottom = 3.44 Total = 18.29 ft, Length (c Bot. Rock Total = 41 68 ft. Geotextile Area 84.71 yd2 Low Flow E, _ E2 = RE _ 1.50 ft. 1.20 ft. 19.91 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 3.32 x. = 0.75 L = 7.42 A, = 2.47 x2 = 0.67 Ab = 1.42 Ab+2'AS = 6.37 ft2 Bedding Thickness t.. t2 = 4.00 in. Length Bed CL Total = 41.68 ft. Bedding Volume J 84 yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding. or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 5 Q=CIA Equation RO-1 Q5.DeVewoea = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C5 = 15 = 3.09 in/hr. using linear interpolation from Rainfall IDF Tables A = 13.22 AC 0.37 CFS = 1 143 1 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 5 Q=CIA Equation RO-1 QlO.Developed =1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C1o= ho = 3.69 in/hr. using linear interpolation from Rainfall IDF Tables 0.41 A = 13.22 AC 20.00 CFS = I 1 513 ,CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 5 Q=CIA Equation RO-1 Q1o0Aeveloped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = Inv_ A= 1 38.27 / 0.50 5.79 13.22 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = OPEN CHANNEL FLOW Design Point 5 to Start of Chute @ Design Point 6 L= St= Vt = 4= Total tc= 226.54 1.01 0 0045 2.24 101 I 19.85 ft ft ft/ sec sec min Time of Concentration Calculation Through Chute L = 41.3 ft Vt = 2.24 ft/sec 4 = 18 sec Total tc= 20 16 min 2.895 I 1.69 I 0.311 CFS/AC min min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 2.50 3.00 3.00 0.00 1.30 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 20.06 cfs Fr = 0.47 V = 2.41 fps A= 8.32 sq ft T = 10.30 ft P = 10.72 ft R = 0.78 ft D = 0.81 ft Es = 1.39 ft Yo= 0.52 ft Fs = 0.36 kip Channel Capacity - 10yr - Design Point 5 to 6_2008.xls, Basics 9/12/2018, 9.43 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 2.50 3.00 3.00 0.00 1.75 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 38.72 0.49 2.86 13.56 13.00 13.57 1.00 1.04 1.88 0.67 0.78 cfs fps sg ft ft ft ft ft ft ft kip Channel Capacity - 100yr - Design Point 5 to 6_2008.xls, Basics 9/12/2018, 9:44 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.020 2.50 3.00 3.00 0.00 1.00 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 20.06 cfs Fr = ' V = 3.65 fps A= 5.50 sq ft T= 8.50 ft P = 8.82 ft R = 0.62 ft D = 0.65 ft Es = 1.21 ft Yo = 0.41 ft Fs = 0.28 kip Channel Stability - 10yr - Design Point 5 to 6_2008.xls, Basics 9/12/2018! 9:44 AM 0.80 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 5 to 6 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 2.50 3.00 3.00 0.00 1.14 fU'ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A T P= R D= Es = Yo = Fs = 15.12 0.46 2.24 6.75 9.34 9.71 0.70 0.72 1.22 0.46 0.26 cfs fps sg ft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 5 to 6_2008.xls, Basics 9/12/2018, 9:44 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 6 Q=CIA Equation RO-1 Q5.Deve!oped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t., A = area (AC) C5= 037 IS = A = 14.34 IAC 2 96 uin/hr using linear interpolation from Rainfall IDF Tables CFS = DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 6 Q=CIA Equation RO-1 Q'C Deve:cped = A:= CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given t, A = area (AC) 041 3 49 14.34 20 52' CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 1 431 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 6 Q=CIA Equation RO-1 Qt JDeceo;ec CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) OPEN CHANNEL FLOW Design Point 6 to Design Point 7 L= St _ vt = tt = Total tc= 232.38 1.04 0 0045 2.22 105 21 90 ft ft "Pt h/sec sec m i n in/hr. using linear interpolation from Rainfall IDF Tables AC 1 74 CFS/AC min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 6 to 7 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y 0.0045 0.035 4.00 3.00 3.00 0.00 1.16 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= 20.73'cfs 0.47 2.39 fps A= 8.68 sgft T = 10.96 ft P = 11.34 ft R= 0.77 ft D = 0.79 ft Es = 1.25 ft Yo= 049 ft Fs = 0.36 kip Channel Capacity - 10yr - Design Point 6 to 7_2008.xls, Basics 9/12/2018, 9:46 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 100yr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 4.00 3.00 3.00 0.00 1.59 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = cfs Fr= 0.49 V = 2.84 fps A= 13.94 sq ft T = 13.54 ft P = 14.06 ft R = 0.99 ft D= 1.03 ft Es= 1.72 ft Yo = 0.65 ft Fs = 0.78 kip 39.61 Channel Capacity - 100yr - Design Point 6 to 7_2008.xls, Basics 9/12/2018, 9:46 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.020 4.00 3.00 3.00 0.00 0.87 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 20.56 0.80 3.58 5.75 9.22 9.50 0.61 0.62 1.07 0.38 0.28 cfs fps sgft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 6 to 7_2008.xls, Basics 9/12/2018, 9:46 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0045 0.035 4.00 3.00 3.00 0.00 1.01 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 15.73 cfs 0.46 -" 2.22 7.10 10.06 10.39 0.68 0.71 1.09 0.43 0.26 fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 6 to 7_2008.xls, Basics 9/12/2018, 9:46 AM Rock Chute.xls Page 1 of 3 In p Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice. Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 6 Designer: KF Date: July 23, 2018 ut Geometry: County: Checked by: Date: ► Upstream Channel Bw= 2.5 ft. Side slopes = 3,0 (m:1) Velocity n -value = 0.080 Bed slope = 0.0045 ft.lft. ► Chute Bw = 4.0 ft. Factor of safety = 1.50 (FS) 1.2 Min Side slopes = 2.0 (m:1) 2.0:1 max. Bed slope (4:1) = 0.250 ft.Ift -' 3.0:1 max. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. ► Downstream Channel Bw = 4 0 ft. Side slopes = 3.0 (ml) Velocity n -value = 0.040 Bed slope = 0.0045 ft./ft. Base flow = 20.5 cfs Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. -- Inlet =100.0 ft. - - Outlet 96.3 ft. --- (Hd,op = 2 7 ft.) o ,,,,,h = Runoff from design storm capacity from Table 2, FO TG Standard 410 Q 5 = Runofff from a 5 -year, 24 -hour storm. °high= 20.5 cfs High flow storm through chute _ Qs = 15 7 cfs Low flow storm through chute Note. The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): 4 4 Starting Station = 0+00.0 hp, = 0.12 ft. (0.13 ft.) Hpe = 1.32 ft. Energy Grade Line Inlet Channel / Slope = 0.0045 ft./ft / yn= 1.9 ft. (1 69 ft.) HP= 1.2 ft. (1 ft.) Velocity,,,, h,„= 0.32 ft (0.28 ft.) Firm= 1 13 ft. �.---- =0.81h --�'-` Yc I I (0.69 ft) ` - 1 40(D50) = 26 ft. = 1.31 fps radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (yr) in the inlet Geotextile channel is less than the weir head (He), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • 0.715yc= 0.58 ft. NN(0.5 ft.) • Typical Cross Section Freeboard = V ` - --- • 4 Use Hp along chute but not less than z2. • • • • • • • • 1 • • • 7C Notes: 1) Output given as High Flow (Low Flow) values 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function 3) Critical depth occurs 2y, - 4yc upstream of crest. 4) Use WI Const. Spec 13, Class I non -woven geotextile under rock z,= 0.47 ft. (0.41 ft.) Height, z2= 1.26 ft. (1.07 ft.) • Hdr02 = 2.7 ft. • S7 Y Rock Chute Bedding Hydraulic Jump Tw+d = 2.72 ft. - Tw o.k. (2.62 ft.) - Tw o. k. 1.72 ft. (1.62 ft.) Outlet 2.5 74 ft ----r 15(D50)(Fs) Profile Along Centerline of Chute Berm Geotextile Rock Chute Bedding Rock thickness= 23.1 in. H t*t Fs = z1 _ n -value = D50(Fs) = 2(O50)(F5) Tw+d= Z2 _ The outlet 4.14 cfs/ft 1.50 047 ft. 0.052 11.5 in. 23.1 in) 2.72 ft. 1.26 ft. will Channel Slope = 0.0045 ft./ft. 1 ft. (1 ft. minimum suggested) VelocitYcutlet = 2.6 fps at normal depth Equivalent unit discharge Factor of safety (multiplier) Normal depth in chute Manning's roughness coefficient Minimum Design D50" Rock chute thickness Tailwater above outlet apron Hydraulic jump height function adequately High Flow Storm Information Area = ()Intl = Hce _ hcv = 10yc = 0.715yc = Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 6 Designer: KF Date: 7/23/2018 I. Calculate the normal depth in the inlet channel High Flow Low Flow Yn = Area = ()high = Scupstreamchannel = 1.90 ft. 15.6 ft2 20.5 cfs 0.095 ft/ft II. Calculate the critical depth in the chute High Flow Yc = 0.81 ft. 4.6 ft2 20.5 cfs 1.13 ft. 0.32 ft. 8.11 ft. 0.58 ft. Yn = Area = Qtow = County: Weld Checked by: Date: 1.69 ft, (Normal depth) 12.8 ft2 (Flow area in channel) 15.7 cfs (Capacity in channel) Low Flow Yc = Area = QIow = Hce = hc„ = 0.715yc = III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = Qhigh = H2 = 1.72 ft. 15.8 ft2 41.0 cfs 0.00 ft. 0.69 ft. 3.7 ft2 15.7 cfs 0.97 ft. 0.28 ft. (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) 0.50 ft. (Depth of flow over the weir crest or brink) Low Flow Tw = 1.62 Area = 14.4 Qo,,, = 36.2 ft. ft2 cfs H2 = 0.00 ft. IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = 1.27 Area = 8.0 Vo = hp„= Qhyh = (Tailwater depth) (Flow area in channel) (Capacity in channel) (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) 1.00 (Coefficient of discharge for broadcrested weirs) ft. 1.20 ft. (Weir head) ft2 7.3 ft2 (Flow area in channel) 0.00 fps 2.81 fps (Approach velocity) 0.00 ft. 0.12 ft. (Velocity head corresponding to Hp) 20.5 cfs 20.5 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 1.08 ft. Area = 6.2 ft2 Vo = 0.00 fps hp„ = 0.00 ft. Qo,,,, = 15.7 cfs 1.00 ft. 5.5 ft2 2.84 fps 0.13 ft. 15.7 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Z2 = CZ -ugh = A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 6 Designer: KF Date: 7/23/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow qt = 0.38 cms/m D50 (mm) = 195.27 (7.69 in.) n= z1_ _ Velocity = Zrnean = Ft = Lroek apron = 0.052 0.47 ft. 2.3 ft2 8.74 fps 0.40 ft. 2.44 9.61 ft. at = D50 _ n= z1 _ A, _ Velocity = Zrnean = Ft = Low Flow 0.30 cros/m 172.31 mm 0.051 0.41 ft. 2.0 ft2 8.02 fps 0.35 ft. 2.39 mien VI. Calculate the height of hydraulic lump height (conjugate depth) High Flow 1.26 ft. 20.5 cfs 8.2 ft2 Low Flow Z2 = Qhigh = A2= 1.07 ft. 15.7 cfs 6.6 ft2 (Equivalent unit discharge) (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D,) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow El _ E2 = RE _ 1.66 ft. 1.36 ft. 18.39 Calculate Quantities for Rock Chute Rock Riprap Volume Area Calculations h = 1.26 = 4.47 L = 2.82 A5 = 5.63 x2 = 4.00 At = 17.89 Ab+2*As= 29.16 ft2 Length a Rock CL Inlet = 9.88 Outlet = 14.32 Slope = 15.26 2.5:1 Lip = 2.49 Total = 41.93 ft, Rock Volume 45.29 yd3 Geotextile Quantity Width 2*Slope = 14.58 Bottom = 4.94 Total = 19.52 ft. Length Bot. Rock Total = 41.92 ft. Geotextile Area 90.93 yd2 Low Flow E, _ E2 = RE _ 1.41 ft. 1.16 ft. 17.38 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 3.26 x, = 0.75 L = 7.29 As = 2.43 x2 = 0.67 Ab = 1.92 Ab+2*AS = 6.78 ft2 Bedding Thickness ti, t2 = 4.00 in. Length a Bed CL Total = 41.92 ft. Bedding Volume 10.53 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 7 Q=CIA Equation RO-1 Q5.Devebped =I Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C5 = 0.37 15 = 2.84 in/hr. using linear interpolation from Rainfall IDF Tables A = 16.67 AC 17.52 / CFS = 1.051 1CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 7 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C = tic = 3.35 in/hr. using linear interpolation from Rainfall IDF Tables A = 16.67 AC 10.Developed a =I 22.90 ` CFS/AC 0.41 CFS = 1.374 1 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 7 Q=CIA Equation RO-1 Qioo.Devetoped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = I too = I 44.09 OPEN CHANNEL FLOW Design Point 7 to Design Point 8 L= St= Vt= tt= Total y 0.50 5.29 in/hr. using linear interpolation from Rainfall IDF Tables A = 16.67 AC 139.73 4 0.0286 4.99 28 22 37 CFS = ft ft ft/ft ft/sec sec min 2.645 0 47 CFS/AC min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 7 to 8 Design Information (Input) Channel Invert Slope Manning's r Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0286 0.035 0.00 2 00 2.00 0.00 1.46 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width VVetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= 1.12 M V = 5.42 fps A= 4.26 sq ft T = 5.84 P = 6.53 R = 0.65 ft D = 0.73 ft Es= 1.92 ft Yo= 0.48 ft Fs = 0.37 kip 23.1(rcfs ft ft Channel Capacity - 10yr - Design Point 7 to 8_2008 xls, Basics 9/12/2018, 9:47 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0286 0.035 0.00 2.00 2.00 0.00 1.57 ftift ft ft/ft Mt ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 28.04 cfs Fr = 1.13 V = 5.69 fps A= 4.93 sq ft T = 6.28 ft P = 7.02 ft R = 0.70 ft D= 0.79 ft Es = 2.07 ft Yo = 0 52 ft Fs = 0.47 kip Channel Capacity - 10yr - Design Point 8_2008.xls, Basics 9/12/2018, 9:47 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 7 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0286 0.035 2.00 2.00 2.00 0.00 0.92 ft/ft ft ft/ft ft'ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 17.64 1.12 4.99 3.53 5.68 6.11 0.58 0.62 1.31 0.39 0.26 cfs fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 7 to 8_2008.xls, Basics 9/12/2018, 9:47 AM DEVELOPED FLOW VALUE FOR 5 -YEAR FOR DESIGN POINT 8 O=CIA Equation RO-1 Qt,De,.uctea =1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t,; A = area (AC) C5= 037 I5 = A = 20.66 AC 2 79 in/hr. using linear interpolation from Rainfall IDF Tables 21 33 CFS = 1.032 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR FOR DESIGN POINT 8 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C13 "- 110 = A= O10 Deve'oped 0.41 3.29 20.66 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = 1.349 CFS'AC DEVELOPED FLOW VALUE FOR 100 -YEAR FOR DESIGN POINT 8 Q=CIA Equation RO- O = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tv A = area (AC) C100 = Imo = A= 54 03 0.5 5.23 20.66 CFS = I 2.615 ICFS/AC in/hr using linear interpolation from Rainfall IDF Tables AC Rock Chute.xls Page 1 of 3 Slope 0 0046 ft /ft r 1 yn = 2.55 ft. (2.3 ft.) Velocity;nset = 1.43 fps In p Rock Chute Design Data (Version WI -July -2010. Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 8 Designer: KF Date: July 23,2018 ut Geometry: County: Weld Checked by: Date: Upstream Channel Bw = 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.080 Bed slope = 0.0046 ft./ft. Chute Downstream Channel Bw = 0.0 ft. Bw = 0.0 ft. Factor of safety = 1.50 (Fs) 1.2 Min Side slopes = 3.0 (m:1) Side slopes = 3.0 (m:1) 2.0:1 max. Velocity n -value = 0.040 Bed slope (8.8:1) = 0 114 ft./ft 3.0:1 max. Bed slope = 0.0046 ft./ft. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. 1.4 or b) computed mannings n for channel Outlet apron depth, d = 0.0 ft. Base flow = 27.9 cfs Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. -- Inlet =100.0 ft. --- - Outlet 95.7 ft. -- (Hd.32 = 4.3 ft.) h, h = Runoff from design storm capacity from Table 2, FOTG Standard 410 = Runofff from a 5-year.24-hour storm. Qn9h= 27.9 cfs High flow storm through chute _ Q5 = 21.3 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : ► Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): Starting Station =10+00.0 hp, = 0 ft. (0 ft ) H„ = 4.13 ft. Energy Grade Line Hp= 4.12 ft. = 0.35 ft. (0.31 ft.) Hoe = 1.75 ft. - • ISO Inlet (3.74 yc= 1.4 ft. Channel ' (1.26 ft.) N 0.715yc = 1 ft. N•N(0.9 ft.) • 44. 4O(D50) = 31 ft. j radius at normal depth Critical Slope check upstream is OK 1 Note When the normal depth (y„) in the inlet channel is less than the weir head (Hp), to , the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • • S. • • • N. Typical Cross Section Freeboard = 1 ft. m=3 H; Geotextile-- . • • • • S. S. . N. • • Notes: 1) Output given as High How (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2y, - 4y, upstream of crest. 4) Use WI Const Spec. 13, Class I non -woven geotextile under rock. = 0.93 ft. (0.84 ft.) 7.--- - Height, z2= 2.01 ft. (1.8 ft.) • x A .` E. Hdrop = 4.3 ft. • •7 • • r 1i ft. ---- K Rock Chute 15(Dso)(Fs) Bedding Profile Along Centerline of Chute Berm Use Hp along chute • 0 ft - - - - Rock but not less than z2. B' a r Geotextile Rock Chute Bedding IF titsess = 2r'. ire. Fs = z1 = n -value = D50(Fs) 2(D50)(Fs) = Tw+d= Z2 _ *** The outlet 9.39 cfs/ft. 1.50 0.93 ft. 0.047 14 in. 27.9 in. 2 55 ft. 2.01 ft will Hydraulic Jump 1 Tw+d = 2.55 ft. - Tw o.k. (2.43 ft-) - Tw o.k. 2.55 ft. (2.43 ft) 2.5 Outlet Channel Velocttyo„tiet = Slope = 0.0046 ftift. 0 ft. (1 ft. minimum suggested) 2.87 fps at normal depth Equivalent unit discharge Factor of safety (multiplier) Normal depth in chute Manning's roughness coefficient Minimum Design D50* Rock chute thickness Tailwater above outlet apron Hydraulic jump height function adequately High Flow Storm Information Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 8 County: Weld Designer: KF Checked by: Date: July 23,201 Date: I. Calculate the normal depth in the inlet channel High Flow Yn = 2.55 ft. Area = 19.5 ft2 Qhgh = 27.9 cfs Scupstreamchannel = 0.092 ft/ft II. Calculate the critical depth in the chute Low Flow Area = Qipw_ 2.30 ft. (Normal depth) 15.9 ft2 (Flow area in channel) 21.3 cfs (Capacity in channel) High Flow Low Flow Yc = Area = Qhigh = HCe = he, = 10yc = 0.715yc = 1.40 ft. 5.9 ft2 27.9 cfs 1.75 ft. 0.35 ft. 13.99 ft. 1.00 ft. Yc = Area = Qlow = HCe = hc„ _ 0.715yc = Ill. Calculate the tailwater depth in the outlet channel High Flow Tw = 2.55 ft. Area = Qhigh = H2 = 19.5 ft2 55.7 cfs 0.00 ft. 1.26 ft. 41 ft2 21.3 cfs 1.57 ft. 0.31 ft. 0.90 ft. (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to ye) (Required inlet apron length) (Depth of flow over the weir crest or brink) Low Flow Tw = 2.43 ft. (Tailwater depth) Area = 17.7 ft2 (Flow area in channel) Q,o,,,, = 49.2 cfs (Capacity in channel) H2 = 0.00 ft. (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = 4.12 ft. Area = 50.9 ft2 V.= 0.00 fps hp„ = 0.00 ft. Qom, = 27.9 cfs 1.00 (Coefficient of discharge for broadcrested weirs) 4.12 ft. 51.0 ft2 0.55 fps 0.00 ft. 27.9 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 3.70 ft. Area = 41.1 ft2 Vo = 0.00 fps hp„ = 0.00 ft. Q,o,, = 21.3 cfs 3.70 ft. 41.2 ft2 0.52 fps 0.00 ft. 21.3 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head At = 29.92 Ae+2*A5 = 108.09 ft2 Rock Chute .xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop @ Design Point 8 Designer: KF Date: July 23,201 V. Calculate the rock chute parameters High Flow = 0.87 050 (mm) = 236.59 n = 0.047 z, = 0.93 A. = 2.6 Velocity = 10.73 0.47 2.77 11.64 Zr,,ea^ = F, _ L-.JK acTr = County: Weld Checked by: Date: w/o a factor of safety applied). cros/m (9.31 in.) ft. ft2 fps ft. ft. Low Flow q. _ D50= n= _ A. _ Velocity = Zrrear = 0.74 cros/m (Equivalent unit discharge) 217.33 mm 0.047 0.84 ft. 2.1 ft2 10.10 fps 0.42 ft. F, = 2.75 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow Z2 = 2.01 ft. 27.9 cfs 12.1 ft2 VII. Calculate the energy lost through the jump High Flow E, = 2.72 ft. E2 = 2.09 ft. RE = 23.07 % Calculate Quantities for Rock Chute Area Calculations h = 4.12 x. = 9.49 L = 13.03 A = 39.09 Rock Riprap Volume Length (c Rock CL Inlet = 13.91 Outlet = 17.37 Slope = 37.73 2.5:1 Lip = -0.31 9.00 Total = 68.70 ft. Rock Volume 275.05 Yd3 Geotextile Quantity Width 2'Slope = 45.03 Bottom = 0.97 Total = 46.00 ft. Length a Bot. Rock Total = 68 68 ft. Geotextile Area 351.07 yd2 Low Flow Z2 = 1.80 ft. 21.3 cfs 9.7 ft2 (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15'050) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) absorbed by the rock) Low Flow E, _ E2 = RE _ 2.42 ft. 1.87 ft. 22.66 % (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h=7.12 x1= 1.05 L = 22.52 AS = 7.51 x2 = 1.00 At = 0.69 Ab+2*AS = 15.70 ft2 Bedding Thickness t•, t2 = 4.00 in. Length (a? Bed CL rltal - 68 ft. Bedding Volume 39.95 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min,) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DRAINAGE CALCULATIONS Job Name Job No. Date Cimarron Land Company 2014-238 7/23/2018 PERCENT IMPERVIOUS DEVELOPED Site Area = 1068748 ft' Assumed i = C5 = runoff coefficient for 5 -year frequency (from Table RO-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table RO-5) ('Note Soil Type) Ct00 = runoff coefficient for 100 -year frequency (from Table RO-5) ('Note Soil Type) Constant or linked from boxes above Input value or note Calculated value Value that seldom changes 0.60 TIME OF CONCENTRATION to DEVELOPED tC dev = t,+tt Equation RO-2 tz dev = computed time of concentration (minutes) t; = overland (initial) flow time (minutes) t, = (0.395(1.1-05XL ° 5))/So 33 Equation RO-3 t, = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) L, = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 0.37 0.41 0.50 Assumed Condition tt = channelized flow time (minutes) Soil Type A L, = 500 ft, not greater than 300' (urban) or 500' (rural) Delta = 5.21 ft So = C5 = ti 1 29.07 Iminutes tt = Lt/((60*Cv)*(Sw05)) = L,/60Vt Equation RO-4 tt = channelized flow time (minutes) Lt = length of channelized flow (ft) St = average slope along channelized flow path (ft/ft) Therefore; tc Qey 0 010 0.37 L, _ Delta = 294.41 3.21 ft ft 4=I _ 32 21 TIME OF CONCENTRATION CHECK tc dev = (L/180)+10 to dev = St= K= 3 13 minutes fUft Table 6-5 K = NRCS conveyance factor (Table 6-2) tc dev = computed time of concentration (minutes) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) i= = ft Delta = ft 500.00 5.21 12.78 St= 0.0109 minutes use to dev = Mt 12.78 0.0109 15 minutes ft/ft Table 6-2 Equation RO-5 To not to exceed equation 6-5 at first design pt Lt = length of flow path (ft) 0.60 EIDSTONE S ANDERSON, INC. 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F o,: dm Qroad up IOW►exam AWfl te), cni ©WIREVISED AUG 139 S • DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 9 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) Q5.Devebped = C5 = 15= A= 1.91 0.37 3.67 1.41 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = 1.358 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 9 Q=CIA Equation RO-1 Q1o.Devetoped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t. A = area (AC) C10 = 0.41 ho = 4.33 in/hr. using linear interpolation from Rainfall IDF Tables A = 1.41 AC 2.50 CFS = 1.775 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 9 Q=CIA Equation RO-1 Q1oo.Devecoped = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tt A = area (AC) C1oo = 0.5 1100 = 6.85 in/hr. using linear interpolation from Rainfall IDF Tables A = 1.41 AC 4.83 CFS = 3 425 CFS/AC OPEN CHANNEL FLOW Design Point 9 to Start of Chute @ Design Point 10 L= St= Vt = tt_ Total tc= 189.58 1.04 0 0055 t47 129 14.93 ft ft ft/ft ft/sec sec min Time of Concentration Calculation Through Chute L= 40.5 ft Vt = 1.47 ft/sec tt = 28 sec Total tc= 15.39, min 2 15, 0.46 min min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0055 0.035 0.00 3.00 3.00 0.00 0.74 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 2.58 0.46 1.57 1 64 4.44 4.68 0.35 0.37 0.78 0.24 0.03 cfs fps sgft ft ft ft ft ft ft kip Channel Capacity - 10yr - Design Point 9 to 10_2008.xls, Basics 9/12/2018, 9:52 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = = B= Z1 = Z2 = F= Y= 0.0055 0.020 0.00 3.00 3.00 0.00 0.60 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 2.58 0.77 2.39 1.08 3.60 379 0.28 0.30 0.69 0.20 0.03 cfs fps sg ft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 9 to 10_2008.xls, Basics 9/12/2018, 9:53 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0055 0.035 000 3.00 3.00 0.00 0.67 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.98 0.45 1.47 1 35 4.02 4.24 0.32 0.34 0.70 0.22 0.02 cfs fps so ft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 9 to 10_2008.xls, Basics 9/12/2018, 9:53 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 10 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.37 15 = 3 38 in/hr. using linear interpolation from Rainfall IDF Tables A = 2.55 AC QS Devec'ped 3.19 CFS = 1.251 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 10 Q=CIA Equation RO-1 Q 10.Deve►cped Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C1p= 0.41 110 = 3.99 A = 2.55 417 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 1.636 (CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 10 Q=CIA Equation RO-1 Q100.Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C1oo = 1100 = 6.30 in/hr. using linear interpolation from Rainfall OF Tables A = 2.55 AC I 8.03 0.5 CFS = 3.150 I CFS/AC Rock Chute.xis Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 2 Designer: KF Date: July 23, 2018 Input Geometry: County: Weld Checked by: Date: Upstream Channel Bw = 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.080 Bed slope = 0.0055 ft./ft. > Chute Bw= 10 ft. Factor of safety = 1.50 (Fs) 1.2 Min Side slopes = 3.0 (m:1) 2.0:1 max. Bed slope (4:1) = 0.250 ft./ft -> 3.0:1 max. Note. n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. Downstream Channel Bw= 1.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.040 Bed slope = 0.0055 ft./ft. Base flow = 4.2 cfs Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. -- Inlet =100.0 ft. - Outlet 95 5 ft. --- 35ft.) o = Runoff from design storm capacity from Table 2, FOTG Standard 410 Q r = Runofff from a 5 -year, 24 -hour storm. Qhigh= 4.2 cfs High flow storm through chute _ Q5= 3.2 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) ► Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section Out • ut): Starting Station = hp, = Hp, _ Energy Grade Line _.._.�-_,_._.._..- 1 0+00.0 0.03 ft. (0.03 ft.) 1.05 ft. - ha. = 0 16 ft. (0.14 ft.) = 0.67 ft. - - MIN Hp = 1.03 ft. Inlet (0.87 ft.) Channel y Slope = 0.0055 ft./ft y„ = 1.21 ft. (1.09 ft.) Yc=0.51ft. (0.45 ft.) -10yc= 5 ft. --al 40(053) = 18 ft J Velocityn,et = 0.95 fps radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (ye) in the inlet • • 0.715y� = 0.37 ft. "••x(0.32 ft) • • • S. S. • Geotextile- • • • • channel is less than the weir head (Hr), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. Typical Cross Section Freeboard = 1 ft. / 1 .:! Rock Chute m = 3 �f�� i�►' '' Bedding . "1---• 1 ft ---1 ' Rock = 16 in. Use Hp along chute < thickness but not less than z2. < • . • 4 15(D50)(Fs) Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yp - 4yp upstream of crest. 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. r—z1=0.3ft. '•‘ (0.27 ft.) -- --- �t SS. . O Rock Chute Bedding ( • ----- - -%.. Y I Hydraulic Jump Height, z2= 0.79 ft. (0.69 ft.) T Tw+d = 2.05 ft. - Tw o.k. (2 ft.) - Tw o.k. 1.05 ft. (1 ft.) Profile Along Centerline of Chute Berm Geotextile B' *** Fs = z1 = n -value = D50(Fs) 2(D53)(Fs) Tw+d= Z2 = The outlet 2.5 Y -1f- 10 ft.---- L . 08 cfs/ft. 1.50 0.3 ft. 0.049 8 in. 16 in. 2.05 ft. 0.79 ft. will Velocityouuet = Outlet Channel Slope = 0.0055 ftift. d = 1 ft. (1 ft. minimum. suggested) 1.9 fps at normal depth Equivalent unit discharge Factor of safety (multiplier) Normal depth in chute Manning's roughness coefficient Minimum Design D50* Rock chute thickness Tailwater above outlet apron Hydraulic jump height function adequately High Flow Storm Information S Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 2 Designer: KF Date: 7/23/2018 I. Calculate the normal depth in the inlet channel High Flow Yn = Area = ()high = Scupstreamchannel = 1.21 ft. 4.4 ft2 4.2 cfs 0.118 ft/ft II. Calculate the critical depth in the chute High Flow Yc = 0.51 ft. Area = 1.3 ft2 4.2 cfs Hce = 0.67 ft. °high = hey _ 10Yc = 0.715yc = 0.16 ft. 5.13 ft. 0.37 ft. Low Row Yn = Area = °low = County: Weld Checked by: Date: 1.09 ft. (Normal depth) 3.6 ft2 (Flow area in channel) 3.2 cfs (Capacity in channel) Low Row Yc = Area = Q,py„ _ Hoe = hey 0.715yc = III. Calculate the tailwater depth in the outlet channel Hlph Flow Tw = 1.05 ft. Area = Qhigh = H2 = 4.4 ft2 8.3 cfs 0.00 ft. 0.45 ft. 1.1 ft2 3.2 cfs 0.59 ft. 0.14 ft. 0.32 ft. Low Flow Tw = 1.00 Area = 4.0 Qb,,,, = 7.4 H2 = ft. ft2 cfs (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to ye) (Required inlet apron length) (Depth of flow over the weir crest or brink) (Tailwater depth) (Flow area in channel) (Capacity in channel) 0.00 ft. (Downstream head above weir crest, IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = 1.04 Area = 3.2 Vo= hp„= Qh,g, _ ft. ft2 H2 = 0, if H2 < 0.715*Yc) 1 00 (Coefficient of discharge for broadcrested weirs) 1.03 ft. 3.2 ft2 0.00 fps 1.32 fps 0.00 ft. 0.03 ft. 4.2 cfs 4.2 cfs Trial and error procedure sol Low Flow Hp = 0.89 ft. Area = 2.4 ft2 V. = 0.00 fps 0.00 ft. hp„ = Q1ew = 3.2 cfs 0.87 ft. 2.3 ft2 1.40 fps 0.03 ft. 3.2 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) ving simultaneously for velocity and head (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and en -or procedure solving simultaneously for velocity and head Qnigr. A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 2 County: Weld Designer: KF Checked by: Date: 7/23/2018 Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow qt = 0.19 cros/m Dso (mm) = 135.68 -3. (5.34 in.) n= z1 = A, _ Velocity = ztnean = F1 _ Lrock apron = 0.049 0.30 ft. 0.6 ft2 7.18 fps 0.21 ft. 2.79 6.68 ft. Low Flow qt = 0.16 cms/m (Equivalent unit discharge) D50 = 122.09 mm (Median angular rock size) n = 0.048 (Manning's roughness coefficient) z1 = 0.27 ft. (Normal depth in the chute) A, = 0.5 ft2 (Area associated with normal depth) Velocity = 6.63 fps (Velocity in chute slope) 0.18 ft. (Mean depth) 2.72 (Froude number) (Length of rock outlet apron = 15*D50) Zmean = F1 _ VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow z2 = 0.79 ft. 4.2 cfs 2.7 ft2 Low Flow Z2 = Qhgn = 0.69 ft. (Hydraulic jump height) 3.2 cfs (Capacity in channel) A2 = 2.1 ft2 (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow E,= 1.10 ft. E2 = RE _ 0.83 ft. 25.12 Calculate Quantities for Rock Chute Rock Riprap Volume Area Calculations Length A Rock CL h = 1.03 Inlet = 9.91 x1 = 4.74 Outlet = 10.24 L = 3.26 Slope = 18.55 AS = 4.89 2.5:1 Lip = 2.54 x2 = 4.50 Total = 41.24 ft. Ab = 8.98 Rock Volume Ab+2*Ag = 18.75 ft2 28.64 yd Geotextile Quantity Width Length Cad Bot. Rock 2*Slope = 16.00 Total = 41.22 ft. Bottom = 1.49 Geotextile Area Total = 17.49 ft. 80.10 yd2 Low Flow E1 = E2 = RE _ 0.95 ft. 0.72 ft. 23.83 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 2.53 Bedding Thickness x1 = 1.05 t1, t2 = 4.00 in. L = 8.00 AS = 2.67 Length Cud Bed CL x2 = 1.00 Total = 41.22 ft. Ab = 0.87 Bedding Volume Ab+2*As = 6.20 ft2 9.46 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DRAINAGE CALCULATIONS Job Name Job No. Date Cimarron Land Company 2014-238 7/23/2018 PERCENT IMPERVIOUS DEVELOPED Site Area = 1068748 ft` Assumed i = Constant or linked from boxes above Input value or note Calculated value Value that seldom changes I C5 = runoff coefficient for 5 -year frequency (from C10 = runoff coefficient for 10 -year frequency (from Ct00 = runoff coefficient for 100 -year frequency (from 0.60 I TIME OF CONCENTRATION t, DEVELOPED tc 0ev = tin, Equation RO-2 Table RO-5) ('Note Soil Type) Table RO-5) ('Note Soil Type) Table RO-5) (*Note Soil Type) tcdev= computed time of concentration (minutes) t, = overland (initial) flow time (minutes) t, = (0.395(1.1-05)(L°-5))/So .33 Equation RO-3 t, = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) Li = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 0.37 0.41 0.50 Assumed Condition L; _ Delta = 310.16 4.82 tt = channelized flow time (minutes) Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft Sc= C5 _ t, =I 20 07 (minutes tt = Lt/((60"Cv)'(S,H0'5)) = Lt/60Vt Equation RO-4 it = channelized flow time (minutes) Lt = length of channelized flow (ft) St = average slope along channelized flow path (ft/ft) L1 = 31.66 ft Delta = 1.78 ft Therefore: `c dev = 0.016 0.37 tt minutes 20.22 TIME OF CONCENTRATION CHECK ft/ft Table 6-5 K = NRCS conveyance factor (Table 6-2) ft/ft Table 6-2 Equation RO-5 tc dev = (U180)+10 To not to exceed equation 6-5 at first design pt te dev = to dev = computed time of concentration (minutes) i = imperviousness in decimal St= average slope along channelized flow path (ft/ft) i= L1= 310.16 ft Delta = 4.82 ft minutes St= 0.0562 Use tc dev = ft/ft Lt = length of flow path (ft) 0.60 LIDSTONE a ANDERSON, INC. 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Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 11 to 12 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0075 0.035 0.00 3.00 3.00 0.00 0.34 Mt ft ftift ft/ft ft ft Normal Flow Condtion (Calculatedi Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.38 0.47 1.09 0.35 2.04 2.15 0.16 0.17 0.36 0.11 0.00 cfs fps sgft ft ft ft ft ft ft kip Channel Capacity - 10yr - Design Point 11 to 12_2008.xls, Basics 9/12/2018, 9:57 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 11 to 12 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0075 0.020 0.00 3.00 3.00 0.00 0.28 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.40 0.79 1.68 0.24 1.68 1.77 0.13 0.14 0.32 0.09 0.00 cfs fps sgft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 11 to 12_2008.xls, Basics 9/12/2018, 9:57 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 11 to 12 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0075 0.035 0.00 3.00 3.00 0.00 0.31 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.30 0.46 1.03 0.29 1.86 1.96 0.15 0.16 0.33 0.10 0.00 cfs fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 11 to 12_2008.xls, Basics 9/12/2018, 9:57 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 12 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5.Developed = C5 0.37 IS =J 3.19 in/hr. using linear interpolation from Rainfall IDF Tables 2.10 AC CFS = 1.180 ICFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 12 Q=CIA Equation RO-1 Qto.oeveiooed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C,o = '10 = 3.77 in/hr. using linear interpolation from Rainfall IDF Tables 1 3.25 0.41 A = 2.10 AC CFS = 1.546 I DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 12 Q=CIA Equation RO-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100= A = 2.10 AC Qtoo.oevetoped = 0.5 5.93 in/hr. using linear interpolation from Rainfall IDF Tables 6.23 CFS = 2 965 ICFSIAC Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 12 to 5 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0057 ft/ft 0.035 0.00 ft 3.00 ft/ft 3.00 ft/ft 0.00 ft 0.81 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 3.34 0.47 1.70 1.97 4.86 5.12 0.38 0.41 0.85 0.27 0.04 cfs fps sq ft ft ft ft ft ft ft kip Channel Capacity - 10yr - Design Point 12 to 5_2008.xls, Basics 9/12/2018, 9:58 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 12 to 5 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0057 0.020 0.00 3.00 3.00 0.00 0.65 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A T P= R= D= Es = Yo = Fs = 3.25 0.79 2.57 1.27 3.90 4.11 0.31 0.33 0.75 0.21 0.03 cfs fps sgft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 12 to 5_2008.xls, Basics 9/12/2018, 9:58 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 12 to 5 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 Z2 = F= Y 0.0057 0.035 0.00 3.00 3.00 0.00 0.73 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A T= P= R D= Es = Yo = Fs = 2.53 0.46 1.58 1.60 4.38 4.62 0.35 0.37 0.77 0.24 0.03 cfs fps sg ft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 12 to 5_2008 xls, Basics 9/12/2018, 9:58 AM Rock_Chute.xls Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 3 County: Weld Designer: KF Checked by: Date: July 23, 2018 Date: Input Geometry: Upstream Channel > Chute Bw = 0.0 ft. Bw = 0.0 ft. Side slopes = 3.0 (m:1) Factor of safety = 1.50 (Fs) 1.2 Min Velocity n -value = 0.080 Side slopes = 3.0 (m:1) 2.0:1 max. Bed slope = 0.0075 ft./ft. Bed slope (4:1) = 0.250 ft./ft -* 3.0:1 max. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. - -' or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. I- Downstream Channel Bw= 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.040 Bed slope = 0.0057 ft./ft. Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Base flow = 3.3 cf Apron elev. -- Inlet = '00.0 ft - --- Outlet 97.c) ft. -- (h,, op = 1.4 ft.) O hch = Runoff from design storm capacity from Table 2, FOTG Standard 410 Q 5 = Runofff from a 5-year,24-hour storm. Qh;gh= 3.3 cfs High flow storm through chute Q5 = 2.5 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : > Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section Out s ut): Starting Station = 0+00.0 ho, = 0 . (0 .) H pe = 1.75 ft. = 0.15 ft. (0.13 ft.) Energy Grade Line / Hce = 0.74 ft. r - A V. . 0.715y,:= 0.42 ft. Hp= 1.75 ft. NI; _ N(0.38 ft.} Inlet (1.57 ft.) yc = 0.59 ft. -`-' Channel I Slope = 0 0075 ft./f1_ = 1.04ft. (0.94 ft.) Velocity;nts, (0.53 it.) 40(D50) = 20 ft. = 1.01 fps radius at normal depth Critical Slope check upstream is OK 1 Note. When the normal depth (yr,) in the inlet channel is less than the weir head (Hr), ie., the weir capacity is less than the channel capacity, restncted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • • • • • • • Typical Cross Section * Use Hp along chute but not less than z2 a — Freeboard • . • Geotextile-2 1 Notes. 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4y_ upstream of crest. 4) Use WI Const. Spec. 13. Class I non -woven geotextile under rock. 21=0.35ft. VNN (0.31 ft.) tic .` • .` • 4 Hydraulic Jump Height, z2= 0.93 ft. (0.84 ft.) N.'•N. Tw+d = 2.09 ft. - Tw o.k. H„o= 1.4 ft. (2.04ff.)-Two.k. I `. -- 9 r '%�-�--- 11 ft. --- 1.09 ft. (1.04 ft.) 2.5 7 K Rock Chute 15(DsoXFs) Bedding Profile Along Centerline of Chute Berm Geotextile Rock Chute Bedding ;3 in. 2.59 cfs/ft. Fs = 1.50 = 0.35 ff. n -value = 0 05 D5o(Fs) = 9 in. 2(Dso)(Fs) = 18 in. Tw+d= 2.09 ft. z2= 0.93 ft. '** The outlet will Outlet Channel A Velocityo„ t,e. = Slope = 0.0057 ft./ft 1 ft. (1 ft. minimum suggested) 1.81 fps at normal depth Equivalent unit discharge Factor of safety (multiplier) Normal depth in chute Manning's roughness coefficient Minimum Design D50' Rock chute thickness Tailwater above outlet apron Hydraulic jump height function adequately High Flow Storm Information Area = Vo = hp„= Qh}gh = Area = Qrmgh = Hce = hc„ = 10Yc = 0.715yc = Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 3 Designer: KF Date: 7/23/2018 I. Calculate the normal depth in the inlet channel High Flow Yn = Area = Scupstreamchannel = 1.04 ft. 3.2 ft2 3.3 cfs 0.124 ft/ft II. Calculate the critical depth in the chute High Flow ye = 0.59 ft. 1.1 ft2 3.3 cfs 0.74 ft. 0.15 ft. 5.92 ft. 0.42 ft. Area = Q iow County: Weld Checked by: Date: Low Flow y� = 0.94 ft. (Normal depth) 2.6 ft2 (Flow area in channel) = 2.5 cfs (Capacity in channel) Low Flow Yc = Area = Qlow = Hce = hcv = 0.53 ft. 0.8 ft2 2.5 cfs 0.66 ft. 0.13 ft. 0.715yc = 0.38 ft. III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = Quip = 112 = 1.09 ft. 3.6 ft2 6.5 cfs 0.00 ft. Low Flow Tw = Area = Qiow = H2 = 0.00 ft. IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = 1.74 ft. 9.1 ft2 0.00 fps 0.00 ft. 3.3 cfs (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) (Depth of flow over the weir crest or brink) 1.04 ft. (Tailwater depth) 3.3 ft2 (Flow area in channel) 5.7 cfs (Capacity in channel) (Downstream head above weir crest, H2 = 0, if H2<0.715*yc) 1.00 (Coefficient of discharge for broadcrested weirs) 1.75 ft. 9.1 ft2 0.36 fps 0.00 ft. 3.3 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 1.57 ft. Area = 7.4 ft2 Vo = 0.00 fps hp„ = 0.00 ft. Q ow = 2.5 cfs 1.57 ft. (Weir head) 7.4 ft2 (Flow area in channel) 0.34 fps (Approach velocity) 0.00 ft. (Velocity head corresponding to Hp) 2.5 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Q„g„ = A2 = qt = D50 (mm) = n= z1 _ A1_ Velocity = Zmean = F1 _ L, apron = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 3 Designer: KF Date: 7/23/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety appliedi High Flow 0.24 cros/m 152.20 — . (5.99 in) 0.050 0.35 ft. 0.4 ft2 8.86 fps 0.17 ft. 3.73 7.49 ft. Low Flow qt = D50 _ n= z1_ Al = Velocity = Zrnean F1 0.20 cros/m 139.67 mm 0.049 0.31 ft. 0.3 ft2 8.34 fps 0.16 ft. 3.70 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow z2 = 0.93 ft. 3.3 cfs 2.6 ft2 Low Flow Z2 = Q,,,gt, = A2 = 0.84 ft. 2.5 cfs 2.1 ft2 (Equivalent unit discharge) (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 154D%) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow E1 = 1.57 ft. E2 = RE _ 0.96 ft. 38.99 % Calculate Quantities for Rock Chute Rock Riprap Volume ------ Area Calculations Length A Rock CL h = 1.75 Inlet = 9.91 x1 = 4.74 Outlet = 11.24 L = 5.53 Slope = 9.90 AS = 8.30 2.5:1 Lip = 2.54 x2= 4.50 Total = 33.58 ft. Ab = 7.48 Rock Volume Ab+2*As = 24.08 ft2 29.95 Yd3 Geotextile Quantity Width Length Bot. Rock 2*Slope = 20.55 Total = 33.57 ft, Bottom = 0.49 Geotextile Area Total = 21.04 ft. 78.48 yd2 Low Flow E. = E2 = RE _ 1.39 ft. 0.86 ft. 38.55 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) -------Bedding Volume Area Calculations h = 3.25 x1 = 1.05 L= 10.28 AS = 3.43 x2 = 1.00 At, = 0.53 Ab+2*AS = 7.38 ft2 Bedding Thickness t,, t2 = 4.00 in. Length (a�. Bed CL Total = 33.56 ft. Bedding Volume 9.18 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). DRAINAGE CALCULATIONS Job Name Job No. Date Cimarron Land Company 2014-238 7/23/2018 PERCENT IMPERVIOUS DEVELOPED Site Area = 1068748 ft` Assumed i = Constant or linked from boxes above Input value or note Calculated value Value that seldom changes 0.60 C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) Cto = runoff coefficient for 10 -year frequency (from Table RO-5) ('Note Soil Type) Clop = runoff coefficient for 100 -year frequency (from Table RO-5) ('Note Soil Type) TIME OF CONCENTRATION to DEVELOPED tc dev = t;+tt Equation RO-2 tc dev = computed time of concentration (minutes) t; = overland (initial) flow time (minutes) t, = (0.395(1.1-05)(L;05)ySo°33 Equation RO-3 t; = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table RO-5) ('Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 0.37 0.41 0.50 Assumed Condition L, _ Delta = 105.49 1.76 t, = channelized flow time (minutes) Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So= C5 = t, = 11 43 minutes t, = Lt/((60'Cv)*(S,2 5)) = Lt/60Vt Equation RO-4 tt = channelized flow time (minutes) Lt = length of channelized flow (ft) St = average slope along channelized flow path (ft/ft) Therefore: tc dev = 0.017 0.37 I-1= Delta = 0 0 tt=I 0.00 TIME OF CONCENTRATION CHECK tcdev= (U180)+10 tc ccv = St= K= #DIV/0' minutes ft ft #DIV/0' 15 minutes ft/ft Table 6-5 K = NRCS conveyance factor (Table 6-2) ft/ft Table 6-2 Equation RO-5 To not to exceed equation 6-5 at first design pt tC dev = computed time of concentration (minutes) Lt = length of flow path (ft) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) = Lt = 105.49 ft Delta = 1.76 ft 10.59 minutes s, #DIVI0! 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TIME IN MINUTES i6wt+.(oei,• ►o.91 rvw 40 50 60 INTENSITY -DURATION -FREQUENCY CURVES PL/BLIC WORKS DEPARTL4ENT FIGURE 3-1 STORMWATER k ANAGEMENT DIVISION t6�t IQ:TH MIC 7E S1 .IT. CCAA2.ROJ &YJI SCALE: NTS REVISED AUG 1136 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 13 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.37 15 = 3.95 in/hr. using linear interpolation from Rainfall IDF Tables A = 0.08 AC Qb.2e.etcco 012 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 13 Q=CIA Equation RO-1 O1C Ds. ekeGe,1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C.o = I.� = A= 0 15 0.41 4 66 0.08 CFS in/hr. using linear interpolation from Rainfall IDF Tables AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 13 Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = Ito _ A Q 10C. Developed CFS = OPEN CHANNEL FLOW Design Point 9 to Start of Chute @ Design Point 10 L= S. _ Vt = t. = Sec Total tt= 312.33 2.49 0 0080 0.84 372 16 79 ft ft ft/ft Wsec min Time of Concentration Calculation Through Chute L Vt = t, _ Total tV= 44.5 0 84 53 17.67 ft ft/sec sec min in/hr. using linear interpolation from Rainfall IDF Tables AC 6 20 0.88 CFS/AC min min Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope So = 0.0080 ft/ft Manning's n n = 0.035 Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Freeboard Height F = 0.00 ft Design Water Depth Y = 0.24 ft Normal Flow Condtion (Calculated) Discharge Q = 0.15 cfs Froude Number Fr = 0.46 Flow Velocity V = 0.89 fps Flow Area A = 0.17 sq ft Top Width T = 1.44 ft Wetted Perimeter P = 1.52 ft Hydraulic Radius R = 0.11 ft Hydraulic Depth D = 0.12 ft Specific Energy Es = 0.25 ft Centroid of Flow Area Yo = 0.08 ft Specific Force Fs = 0.00 kip Channel Capacity - 10yr - Design Point 13 to 14_2008.xls, Basics 9/12/2018, 10:04 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope So = 0.0080 ft/ft Manning's n n = 0.020 Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Freeboard Height F = 0 00 ft Design Water Depth Y = 0.19 ft Normal Flow Condtion (Calculated) Discharge Q = 0.15 cfs Froude Number Fr = 0.77 Flow Velocity V = 1.34 fps Flow Area A = 0.11 sq ft Top Width T = 1.14 ft Wetted Perimeter P = 1.20 ft Hydraulic Radius R = 0.09 ft Hydraulic Depth D = 0.10 ft Specific Energy Es = 0.22 ft Centroid of Flow Area Yo = 0.06 ft Specific Force Fs = 0.00 kip Channel Stability - 10yr - Design Point 13 to 14_2008.xls, Basics 9/12/2018, 10:05 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0080 0.035 0.00 3.00 3.00 0.00 0.22 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 0.12 0.45 0.84 0.15 1.32 1.39 0.10 0.11 0.23 0.07 0.00 cfs fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 13 to 14_2008.xls, Basics 9/12/2018, 10:05 AM DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 14 Q=CIA Equation RO-1 QS ac.e,xtc Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.37 15= A = 1.13 AC 3.16 in/hr. using linear interpolation from Rainfall IDF Tables 1 32 CFS = 1 169 ICFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 14 O=CIA Equation RO-1 O•O.Jeve;c _ =1 _ Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given tc A = area (AC) C,o= 041 1,0 = 3 72 in/hr using linear interpolation from Rainfall IDF Tables A = 1.13 AC 1 72 CFS = CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 14 Q=CIA Equation RO-1 Q1co.Deveiooec = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tt A = area (AC) C100 = I 3.34 ?oc = A= 0.5 5.92 1.13 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 2 960 I CFS/AC Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Capacity Check - 10yr - Design Point 14 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0059 0.035 0.00 3.00 3.00 0.00 0.63 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.74 0.46 1.46 1.19 3.78 3.98 0.30 0.32 0.66 0.21 0.02 cfs fps sgft ft ft ft ft ft ft kip Channel Capacity - 10yr - Design Point 14 to 7_2008.xls, Basics 9/12/2018, 10:05 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 14 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 = F= Y= 0.0059 0.020 0.00 3.00 3.00 0.00 0.51 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 1.73 0.78 2.22 0.78 3.06 3.23 0.24 0.26 0.59 0.17 0.02 cfs fps sgft ft ft ft ft ft ft kip Channel Stability - 10yr - Design Point 14 to 7_2008.xls, Basics 9/12/2018, 10:05 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Time of Concentration - 5yr - Design Point 14 to 7 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So n= B= Z1 = Z2 = F= Y= 0.0059 0.035 0.00 3.00 3.00 0.00 0.57 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.33 0.45 1.37 0.97 3.42 3.60 0.27 0.29 0.60 0.19 0.01 cfs fps sgft ft ft ft ft ft ft kip Developed TofC - 5yr - Design Point 14 to 7_2008.xls, Basics 9/12/2018, 10:06 AM Rock Chute.xls Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 4 Designer: KF Date: July 24, 2018 Input Geometry: County: Weld Checked by: Date: > Upstream Channel Bw = 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.080 Bed slope = 0.0080 ft./ft. Chute Bw= 0.0 ft. Factor of safety = 1.50 (F5) Side slopes = 3.0 (m:1) —" Bed slope (4:1) = 0.250 ft./ft -* Note. n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 1.0 ft. 1.2 Min 2.0:1 max. 3.0:1 max. Downstream Channel Bw= 0.0 ft. Side slopes = 3.0 (ml) Velocity n -value = 0.040 Bed slope = 0.0059 ft./ft. Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Base flow = 1.3 cfs Apron elev. -- Inlet =100.0 ft. Outlet 94.6 ft. -- (H.1.c. 44ft) Qhot, = Runoff from design storm capacity from Table 2, FOTG Standard 410 O5 = Runofff from a 5 -year, 24 -hour storm. °high= 1.7 Q5 = 1.3 cfs High flow storm through chute cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): Starting Station = 0+00.0 hp„ = Oft. (Oft. Hoe = 1.35 ft. Energy Grade Line ,.._ = 0.11 ft. (0.11 ft) Hc,= 0.57 ft. ==••;__ •••• Hp= 1 35 ft. Inlet i (1.22 ft.) Channel pi Slope = O.O03 1Yn=0.81ft (0.73 ft.) Velocity,n;er = 0.88 fps • • —0.715yc = 0.33 ft. \ Yc = 0.46 ft. (0 41 ft.) 40(D50) = 16 ft. radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (yn) in the inlet channel is less than the weir head (Ho), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • • . S. • Typical Cross Section r Freeboard = 1 ft. • • • • 1 m=3 Use H along chute but not less than z2. H. p `- - -' 0 ft. "- j ' ROCk thickness= 14.7 in. Geotextil ••\(0 3 ft.) / '•\ • • • . 4 4% i Rock Chute Bedding Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4yc upstream of crest. 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. z, = 0.27 ft. Hydraulic Jump (0.25 ft.) �— Height, z2 = 0 72 ft. (0.64 ft.) A �---- Tw+d = 1.82 fi. - Tw o. k Hdrop = 4.4 ft. (1.77 ft.) - Tw o.k. .• I O Y 15(D50)(F5) Profile Along Centerline of Chute Ber Geotextile • Rock Chute Bedding 4 R' *** Fs = z, _ n -value = Dso(Fs) = 2(D50)(Fs) = Tw+d= z2 = The outlet 1.77 cfs'?t. I 0.82 ft. (0.77 ft.) Outlet 2.5 v Channel 1r, Velocityootiet = Slope = 0.0059 ft /ft 1 ft. {1 ft. minimum suggested) 1.52 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 0.27 ft. Normal depth in chute 0.048 Manning's roughness coefficient 7.3 in. Minimum Design D50* 14.7 in. Rock chute thickness 1.82 ft. Tailwater above outlet apron 0.72 ft. Hydraulic jump height will function adequately High Flow Storm Information Area = V. = hp„ _ °high = Qhigh = Hee _ h,= 10yc = 0.715yc = Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 4 Designer: KF Date: 7/24/2018 I. Calculate the normal depth in the inlet channel High Flow Yn= Area = Scupstreamchannel = 0.81 ft. 2.0 ft2 1.7 cfs 0.135 ft/ft II. Calculate the critical depth in the chute High Flow yc = 0.46 ft. Area = 0.6 ft2 1.7 cfs 0.57 ft. 0.11 ft. 4.59 ft. 0.33 ft. Low Flow Yn= Area = Qiow = County: Weld Checked by: Date: 0.73 ft. (Normal depth) 1.6 ft2 (Flow area in channel) 1.3 cfs (Capacity in channel) Low Row Y� _ Area = Qlow = _ hc„ = 0.715yc = III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = Qrugn = H2 = 0.82 ft. 2.0 ft2 3.0 cfs 0.00 ft. 0.41 ft. 0.5 ft2 1.3 cfs 0.52 ft. 0.11 ft. 0.30 Low Row Tw= 0.77 Area = 1.8 Qiow = 2.6 H2 = (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) ft. (Depth of flow over the weir crest or brink) ft. (Tailwater depth) ft2 (Flow area in channel) cfs (Capacity in channel) 0.00 ft. (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = 1.35 ft. 5.5 ft2 0.00 fps 0.00 ft. 1.7 cfs 1 00 (Coefficient of discharge for broadcrested weirs) 1.35 5.5 0.31 0.00 1.7 ft. ft2 fps ft. cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 1.22 ft. Area = 4.4 ft2 V. = 0.00 fps hp„ = 0.00 ft. Q10,,, = 1.3 cfs 1.22 ft. 4.4 ft2 0.30 fps 0.00 ft. 1.3 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head 22 = Q hgh = A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop in Swale 4 Designer: KF Date: 7/24/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow q, = 0.16 cros/m D50 (mm) = 124.36 > (4.9 in.) n = 0.048 z. _ Al _ Velocity = Zmean F1 flock apron 0.27 ft. 0.2 ft2 7.68 fps 0.14 ft. 3.66 6.12 ft. Low Flow qt _ D50= n= Z1 _ Al _ Velocity = Zmean = F, _ 0.14 cros/m 114.35 mm 0.048 0.25 ft. 0.2 ft2 7.24 fps 0.12 ft. 3.63 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 0.72 ft. 1.7 cfs 1.6 ft2 Low Flow 22 = ()nigh = A2 = 0.64 ft. 1.3 cfs 1.2 ft2 (Equivalent unit discharge) (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D50) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the lump (absorbed by the rock) High Flow E, _ E2 = RE _ 1.19 ft. 0.74 ft. 37.95 Calculate Quantities for Rock Chute Rock Riprap Volume - Area Calculations Length Rock CL h = 1.35 Inlet = 9.91 = 4.74 Outlet = 9.24 L = 4.27 Slope = 22.26 AS = 6.40 2.5:1 Lip = 2.54 x2 = 4.50 Total = 43.95 ft. Ab = 7.48 Rock Volume Ab+2*AS = 20.29 ft2 33.02 yd3 Geotextile Quantity Width 2*Slope = 18.02 Bottom = 0.49 Total = 18.51 ft. Length Bot. Rock Total = 43.94 ft, Geotextile Area 90.37 yd2 Low Flow E, _ E2 = RE _ 1.06 ft. 0.66 ft. 37.50 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) -------Bedding Volume - Area Calculations h = 2.85 x, = 1.05 L = 9.01 A5 = 3.00 x2= 1.00 Ab = 0.53 Ab+2*AS = 6.54 ft2 Bedding Thickness t,, t2 = 4.00 in. Length Ca? Bed CL Total = 43.93 ft. Bedding Volume 10.64 yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). ;Assuming a Tc of 5 minutes and imperviousness of 60% DEVELOPED FLOW VALUE FOR 5 -YEAR FOR SOUTHERN BERM Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed = C5 = 15= A= 6.99 0.37 5.19 3.64 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = 1.920 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR FOR SOUTHERN BERM Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = 6.12 in/hr. using linear interpolation from Rainfall IDF Tables Q10.Developed = 1 913 0.41 A = 3.64 AC CFS = 2.509 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR FOR SOUTHERN BERM Q=CIA Equation RO-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C1oo = 1100 = 9.67 in/hr. using linear interpolation from Rainfall IDF Tables Q100,Deveoped = I 17.60 0.5 A = 3.64 AC CFS = 4 835 I CFS/AC Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Developed Stability Check - 10yr - Design Point 15 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0055 0.020 0.00 13.39 4.22 0.00 0.64 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 9.15 0.80 2.56 3.57 11.21 11.31 0.32 0.32 0.74 0.21 0.09 cis fps sg ft ft ft ft ft ft ft kip Channel Stability - 10yr - Southern_Berm_2008.xls, Basics 2/27/2019, 12:12 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: CIMARRON LAND COMPANY Southern Berm Capacity Check, Most Restricted Section Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 = F= Y= 0.0074 0.035 0.00 21.69 2.82 1.00 1.39 ft/ft ft ft/ft ft/ft ft ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = cfs Fr = 0.60 V = 2.86 fps A = 23.68 sq ft T = 34.07 ft P = 34.34 ft R = 0.69 ft D= 0.70 ft Es = 1.52 ft Yo= 0.46 ft Fs = 1.05 kip 67.70 Channel Capacity - 100yr - Southern_Berm_2008.xls, Basics 9/12/2018, 10:24 AM Inlet Channel Slope = 0.0055 ft./ft. 1 ;In = 1.52 ft. (1.08 ft.) Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop Structure 8 Designer: Kimberly Fridsma Date: July 25, 2018 Input Geometry: County: Weld Checked by: Mark Taylor Date: Upstream Channel Bw= 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.035 Bed slope = 0.0055 ft./ft. Chute Bw= 0.0 ft. Factor of safety = 1.50 (Fe) 1.2 Min Side slopes = 4.0 (m:1) —' 2.0:1 max. Bed slope (32.6:1) = 0.031 ft./ft > 3.0:1 max. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. or bicomputed mannings n for channel Outlet apron depth, d = 0.0 ft. ► Downstream Channel Bw= 0.0 ft. Side slopes = 3.0 (m:1) Velocity n -value = 0.035 Bed slope = 0.0055 ft./ft. Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. --- Inlet =100.0 ft. ---- Outlet 99.2 ft. -- (HdrOQ = 0.8 ft.) Q pap„ = Runoff from design storm capacity from Table 2, FOTG Standard 410 Q5 = Runoff from a 5-year,24-hour storm. Q,,;9,,= 17.6 cfs High flow storm through chute _ Q5 = 7.0 cfs Low flow storm through chute Profile and Cross Section (Output): Base flow = 17.6 cfs Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Starting Station = hp, _ s ft. 0 ".) Hpe = 4.33 ft. Energy Grade Line __---- 0+00.0 • Hp= 4.33ff (2.99 ft.) N = 0.26 ft. (0.18 ft.) Hem= 1.3 ft. • yc = 1.04 ft. 0.715y,= 0.74 ft. ".x(0.51 ft.) (0.72 ft.) 4 ---10ye = 10 ft. Velocityi„iet = 2.54 fps • 40(050) = g h. J radius at no,mal depth Critical Slope check upstream is OK 1 Note: When the normal depth (y„) in the inlet channel is less than the weir head (He), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • • • Typical Cross Section - Freeboard = 1 ft. 1 m=4 Use Hp along chute but not less than z2. - H` c Geotextile- Notes. 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4yc upstream of crest. 4) Use WI Const. Spec 13, Class I non -woven geotextile under rock. = 0.84 ft. Hydraulic Jump (0.59 ft.) Height, z2= 1.26 ft. (0.86 ft.) Hd<a,= 0.8 ft. . 1.1 `. • 0 • -,- ;---- • V i 32.6. Outlet Apro �'-r--- 5 ft. --- A 1.97 ff. (1.72 ft.) 2.5 ,► Tw+d = 1.97 ff. - Tw o k. (1.72 ft.) - Tw o. k. 1(� Rock Chute 15(D5o)(FS) Bedding Profile Along Centerline of Chute B rm .Geotextile J / Rock Chute Bedding f -1 , 0 t. - - Rock thickness= 8.3 in. B' Fs = z� _ n -value = D540(Fs) = 2(D&D)(Fs) = Tw+d= Z2 = The outlet 6 cfs/ft. Velocitypoet = Outlet Channel Slope = 0.0055 ft.ltt. d = 0 ft. (1 ft minimum suggested} 3.02 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 0.84 ft. Normal depth in chute 0.033 Manning's roughness coefficient 4.1 in. Minimum Design D50* 8.3 in. Rock chute thickness 1.97 ft. Tailwater above outlet apron 1.26 ft. Hydraulic jump height will function adequately High Flow Storm Information Rock_Chute.xls Page 2 of 3 Area = ()high = HCe = ham, _ 10yc = 0.715yc = Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop Structure 8 County: Weld Checked by: Date: 7/25/2018 Date: Designer: Kimberly Fridsma I. Calculate the normal depth in the inlet channel High Flow Low Row Yn _ Area = Qh,, = Scupstreamchannel = 1.52 ft. 6.9 ft2 17.6 cfs 0.021 ft/ft II. Calculate the critical depth in the chute High Flow Yc = 1.04 4.3 ft. ft2 17.6 cfs 1.30 ft. 0.26 ft. 10.38 ft. 0.74 ft. Yn _ Area = Qiow = 1.08 ft. (Normal depth) 3.5 ft2 (Flow area in channel) 7.0 cfs (Capacity in channel) Low Flow Yc _ Area = ()tow = Hce = hcv = 0.715yc III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = °high = H2 = 1.97 ft. 11.7 ft2 35.2 cfs 0.00 ft. 0.72 ft. 2.1 ft2 7.0 cfs 0.90 ft. 0.18 ft. 0.51 ft. Low Flow Tw = Area = ()low = H� _ L 1.72 8.9 24.6 0.00 ft. ft2 cfs ft. IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = Area = Vo = hp„= = 4.33 56.2 0.00 0.00 17.6 ft. ft2 fps ft. cfs (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) (Depth of flow over the weir crest or brink) (Tailwater depth) (Flow area in channel) (Capacity in channel) (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) 1.00 (Coefficient of discharge for broadcrested weirs) 4.33 ft. 56.2 ft2 0.31 fps 0.00 ft. 17.6 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Flow Hp = 2.99 ft. Area = 26.8 ft2 V, = 0.00 fps ham, = 0.00 ft. = 7.0 cfs 2.99 ft. 26.8 ft2 0.26 fps 0.00 ft. 7.0 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Rock_Chute.xls Page 3 of 3 Z2 = ()high = A2 = Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Drop Structure 8 Designer: Kimberly Fridsma Date: 7/25/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow qt = 0.56 cros/m D50 (mm) = 70.00 -I- (2.76 in.) n = 0.033 z1 _ Al _ Velocity = Zm ean = F, _ Lrock a:ron 0.84 ft. 2.8 ft2 6.19 fps 0.42 ft. 1.68 3.44 ft. Low Flow qt = 0.32 cros/m (Equivalent unit discharge) D50 = 52.21 mm (Median angular rock size) n = 0.031 (Manning's roughness coefficient) 0.59 ft. (Normal depth in the chute) Al = 1.4 ft2 (Area associated with normal depth) Velocity = 5.03 fps (Velocity in chute slope) 0.29 ft. (Mean depth) 1.63 (Froude number) (Length of rock outlet apron = 15*D50) Z , _ Zmean = F, _ VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 1.26 ft. 17.6 cfs 6.3 ft2 Low Flow Z2 = ()high = A2 = 0.86 ft. 7.0 cfs 3.0 ft2 (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow E, _ E2 = RE _ 1.44 ft. 1.38 ft. 4.07 Calculate Quantities for Rock Chute Rock Riprap Volume Area Calculations Length O. Rock CL h = 4.33 Inlet = 9.99 x, = 4.12 Outlet = 5.10 L = 17.85 Slope = 26.69 AS = 17.85 2.5:1 Lip = -0.10 x2 = 4.00 Total = 41.68 ft. Ab = 4.25 Rock Volume Ab+2*Ag = 39.95 ft2 61.68 Yd3 Geotextile Quantity ------- Width 2*Slope = 43.95 Bottom = 0.25 Total = 44.20 ft. Length Cad Bot. Rock Total = 41.68 ft. Geotextile Area 204.66 yd2 Low Flow E, _ E2 = RE _ 0.98 ft. 0.95 ft. 3.49 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 5.33 xi = 0.00 L = 21.98 A5 = 0.00 x2 = 0.00 AD = 0.00 Ab+2*AS = 0.00 ft2 Bedding Thickness tt, t2 = 0.00 in. Length %? Bed CL Total = 41.68 ft. Bedding Volume 0.00 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). Rock Chute.xls Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northeast Corner Designer: Kimberly Fridsma Date: September 11, 2018 Input Geometry: Upstream Channel Bw= 0.0 ft. Side slopes = 4.0 (m:1) Velocity n -value = 0.040 Bed slope = 0.0070 ft./ft. County: Weld Checked by: Mark Taylor Date: Chute Bw= 0.0 ft. Factor of safety = 1.50 (Fs) 1.2 Min Side slopes = 4.0 (m:1) 2.0:1 max. Bed slope (3:1) = 0.330 ft./ft -> 3.0:1 max. Note n value = a) velocity n from waterway program Freeboard = 1.0 ft. or b) computed mannings n for channel Outlet apron depth, d = 0.0 ft. Downstream Channel Bw= 0.0 ft. Side slopes = 0.5 (m:1) Velocity n -value = 0.035 Bed slope = 0.0180 ft./ft. Base flow = 54 0 cfs Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. --- Inlet =100.0 ft. - Outlet 96.0 ft. -- (Hu,ur = 4 ft ) Q,,„;,, = Runoff from design storm capacity from Table 2, FOTG Standard 410 O = Runofff from a 5-year.24-hour storm. °high= 54.0 cfs High flow storm through chute Q5 = 21.3 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): Starting Station = 0+000 hp, = Oft. (Oft.) Hpe = 6.75 ft. Energy Grade Line I------- • = 0.41 ft. (0.28 ft.) HCe = 2.03 ft. am— 0.715y = 1.16 ft. Hp= 6.75 ft. -----'N(0.8ft.) Inlet 1(4.65 ft.) yc _' 1.62 ft. Channel 1 I Slope = 0.007 = 2 08 ft (1.46 ft.) (1 12 ft.) 40(D50) = 48 ft. Velocity;n,er = 3.13 fps radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (y„) in the inlet channel is less than the weir head (Hp), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. Typical Cross Section — Freeboard = 1 f! • • • • 1 m= • z H; P -- 01 Use Hp along chute but not less than z2. 4• -- B' / / • Geotextiler N Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4y, upstream of crest. 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. = 0.88 ft. (0.62 ft.) -I . • • N 1 • • drop 4 ft. • ` I O S S. a` Rock Chute Bedding I -- k Hydraulic Jump Height, z2= 2.72 ft. (1.86 ft.) (-- Tw+d = 5.67 ft. - Tw o. k. (4.95 ft.)-Twok. 5.67 ft. (4.95 ft.) 2.5 Y v1� - 27 ft.---- 15(D50)(Fs) Profile Alonq Centerline of Chute Berm Geotextile Rock Chute Bedding Rock thickness = 43 6 in. Fs = z1_ n -value = D50(Fs) = 2(D5c)(Fs) Tw+d= Z2 = *** The outlet 11.74 cfsfft. • Outlet Channel Slope = 0.018 ft./fr. d = 0 ft. (1 ft. minimum suggested) VelocityaiUe1 = 6.7 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 0.88 ft. Normal depth in chute 0.059 Manning's roughness coefficient 21.8 in. Minimum Design D50* 43.6 in. Rock chute thickness 5.67 ft. Tailwater above outlet apron 2.72 ft. Hydraulic jump height will function adequately High Flow Storm Information Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northeast Corner Designer: Kimberly Fridsma Date: 9/11/2018 I. Calculate the normal depth in the inlet channel High Flow Low Flow Yn = Area = Quo = Scupstreamchannel = 2.08 ft, 17.3 ft2 54.0 cfs 0.024 ft/ft II. Calculate the critical depth in the chute High Flow Yc _ Area = Qhigh H. = h, _ 10Yc = 0.715y, = 1.62 ft. 10.6 ft2 54.0 cfs 2.03 ft. 0.41 ft. 16.24 ft. 1.16 ft, Yn — Area = ()low County: Weld Checked by: Date: 1.46 ft. (Normal depth) 8.6 ft2 (Flow area in channel) 21.3 cfs (Capacity in channel) Low Flow yc = 1.12 ft. (Critical depth in chute) Area = 5.0 ft2 (Flow area in channel) Q,o,,,, = 21.3 cfs (Capacity in channel) HCe = 1.40 ft. (Total minimum specific energy head) = 0.28 ft. (Velocity head corresponding to yc) - (Required inlet apron length) 0.715yc = 0.80 ft. (Depth of flow over the weir crest or brink) III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = Qh+gh = H2 = 5.67 ft. 16.1 ft2 108.1 cfs 0.00 ft. Low Flow Tw = 4.95 ft. (Tailwater depth) Area = 12.3 ft2 (Flow area in channel) Q,o,,,, = 75.4 cfs (Capacity in channel) H2 = 0.00 ft. (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = Area = Vo = hp„= Qhtgh = 6.75 ft. 182.2 ft2 0.00 fps 0.00 ft. 54.0 cfs 1.00 (Coefficient of discharge for broadcrested weirs) 6.75 ft. 182.3 ft2 0.30 fps 0.00 ft. 54.0 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Row Hp= 4.64 ft. Area= 86.3 ft2 Vo = 0.00 fps hp„ = 0.00 ft. Qrow = 21.3 cfs 4.65 ft. 86.4 ft2 0.25 fps 0.00 ft. 21.3 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Z2 = Qh;gn = A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northeast Corner Designer: Kimberly Fridsma Date: 9/11/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow q, = 1.09 cms/m D50 (mm) = 368.97 —' (14.53 in.) n= z, A, _ Velocity = Zmean = F, _ Lock apron = 0.059 0.88 ft. 3.1 ft2 17.25 fps 0.44 ft. 4.57 18.16 ft. Low Flow qt _ D50 _ n= z, _ A, _ Velocity = Zmean = F, _ 0.62 cms/m 274.62 mm 0.057 0.62 1.5 14.00 0.31 4.44 ft. ft2 fps ft. VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 2.72 ft. 54.0 cfs 29.6 ft2 Low Flow Z2 = Qhigh = A2 = 1.86 ft. 21.3 cfs 13.8 ft2 (Equivalent unit discharge) (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D50) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the lump (absorbed by the rock) High Flow E, _ E2 = RE _ 5.51 ft. 2.77 ft. 49.69 Calculate Quantities for Rock Chute IM SOD ---Rock Riprap Volume Area Calculations h = 6.75 x, = 16A9 L = 27.83 AS = 111.32 x2= 16.00 Ab = 67.98 Ab+2*As = 290.63 ft2 Length (d Rock CL Inlet = 15.68 Outlet = 27.71 Slope = 12.76 2.5:1 Lip = -0.41 Total = 55.73 ft. Rock Volume 599.92 yd3 Geotextile Quantity Width 2*Slope = 88.65 Bottom = 0.99 Total = 89.64 ft. Length A Bot. Rock Total = 55.70 ft. Geotextile Area 554.83 yd2 Low Row El _ E2 = RE _ 3.66 ft. 1.89 ft. 48.23 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) ----Bedding Volume ---- Area Calculations h = 10.75 x, = 0.00 L = 44.32 A5 = 0.00 x2= 0.00 Ab = 0.00 Ab+rAS = 0.00 ft2 Bedding Thickness t2 = 0.00 in. Length cV Bed CL Total = 55.70 ft. Bedding Volume 0.00 yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). Rock Chute.xls Page 1 of 3 Energy Grade Line 1 i 1yn= 1.36 ft. (0.96 ft.) Ha Inlet Channel Slope = 0.00, Rock Chute Desiqn Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson. Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northwest Corner Designer: Kimberly Fridsma Date: September 11, 2018 Input Geometry: County: Weld Checked by: Mark Taylor Date: ► Upstream Channel ► Chute Bw = 0.0 ft. Bw = 0.0 ft. Side slopes = 4.0 (m:1) Factor of safety = 1.50 (Fs) 1.2 Min Velocity n -value = 0.040 Side slopes = 4.0 (m:1) i 2.0:1 max. Bed slope = 0.0070 ft.lft. Bed slope (3:1) = 0.330 ft./ft ' 3.0:1 max. Note n value = a) velocity n from waterway program Freeboard = 1.0 ft. or h computed mannings n for charm& Outlet apron depth, d = 0.0 ft. Downstream Channel Bw = 0.0 ft. Side slopes = 0.5 (m:1) Velocity n -value = 0.035 Bed slope = 0.0180 ft./ft. Base flow = 17.6 cfs Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410): Apron elev. --- Inlet =100.0 ft. - Outlet 96.0 ft. -- (H,�.oc = 4 it Qhiph = Runoff from design storm capacity from Table 2, FOTG Standard 410 Q 5 = Runoff from a 5 -year, 24 -hour storm. Qh,9h= 17.6 cfs High flow storm through chute Qs = 7 0 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output Starting Station =(0+00.0 1 hp,. = 0 ft. (0 ft.) Hpe = 4.3 ft. ,__ hcv = 0.26 ff. (0.18 ft.) / HCe= 1.3 ft (2.97 ft.) Yc = 1.04 ft. (0.72 ft.) 40(D ,) = 34 ft. Velocitymiet = 2.37 fps radius at normal depth Critical Slope check upstream is OK 1 Note: When the normal depth (yn) in the inlet channel is less than the weir head (Hp), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur This reduces velocity and prevents erosion upstream of the inlet apron. • • 0.715yo = 0.74 ft. NN(0.51 ft.) Typical Cross Section -- Freeboard = 1 ft. Use Hp along chute but not less than z2. • • • • • Geotextile--1 1 Notes. 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4y, upstream of crest 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. .-.`— Zt = 0.57 ft. • • • se ft) . Hd•op=l4ft. • 1 Hydraulic Jump Height, z2= 1.72ft. (1.18ft) T Tw+d = 3.72 ft. - Tw o, k. (3.25 ft.) - Tw o.k. 3.72 ft. (3.25 ft.) qOQ Y— 2.5 Rock Chute Bedding r 1i -- 19 ft.---- 4 15(D50)(Fs) Profile Along Centerline of Chute Geotextile Rock Chute N. Bedding ROCk thickness= 30.5 in *** Fs = z, _ n -value = D50(Fs) 2(Dsc)(Fs) _ Tw+d= z_ The outlet 5.99 cfsiff. 1.50 0.57 ft. 0.056 15.3 in. 30.5 in 3.72 ft. 1.72 ft. will Outlet Channel Slope = 0.018 ft./ft. d= 0 ft. Oft. minimum suggested] Velocityouuet = 5.06 fps at normal depth Equivalent unit discharge Factor of safety (multiplier) Normal depth in chute Manning's roughness coefficient Minimum Design D50* Rock chute thickness Tailwater above outlet apron Hydraulic jump height function adequately High Flow Storm Information Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northwest Corner Designer: Kimberly Fridsma Date: 9/11/2018 I. Calculate the normal depth in the inlet channel High Flow Low Flow Yn Area = Qhigh = Scupstreamchannel = 1.36 ft. 7.4 ft2 17.6 cfs 0.028 ft/ft II. Calculate the critical depth in the chute High Flow Yc = 1.04 ft. Area = 4.3 ft2 Qrlig, = 17.6 cfs Hce = 1.30 ft. hc„ = 0.26 ft. 10yc = 10.36 ft. 0.715yc = 0.74 ft. Yn= Area = ()low = County: Weld Checked by: Date: 0.96 ft. (Normal depth) 3.7 ft2 (Flow area in channel) 7.0 cfs (Capacity in channel) Low Flow Yc = Area = Q,ow = Hce = ham, _ 0.7151/c = III. Calculate the tailwater depth in the outlet channel High Flow Tw = Area = °nigh = H2 = 3.72 ft. 7.0 ft2 35.2 cfs 0.00 ft. 0.72 ft. 2.1 ft2 7.0 cfs 0.90 ft. 0.18 ft. 0.51 ft. (Critical depth in chute) (Flow area in channel) (Capacity in channel) (Total minimum specific energy head) (Velocity head corresponding to yc) (Required inlet apron length) (Depth of flow over the weir crest or brink) Low Flow Tw = 3.25 ft. (Tailwater depth) Area = 5.3 ft2 (Flow area in channel) = 24.6 cfs (Capacity in channel) H2 = 0.00 ft. (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = 1.00 (Coefficient of discharge for broadcrested weirs) High Flow Hp = 4.30 ft. 4.30 ft. (Weir head) Area = 74.0 ft2 74.0 ft2 (Flow area in channel) Vo = 0.00 fps 0.24 fps (Approach velocity) hp„ = 0.00 ft. 0.00 ft. (Velocity head corresponding to Hp) Qhigh = 17.6 cfs 17.6 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low How Hp= 2.96 ft. Area = 35.2 ft2 Vo = 0.00 fps hp, = 0.00 ft. Q,ow = 7.0 cfs 2.97 ft. 35.2 ft2 0.20 fps 0.00 ft. 7.0 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head h = 4.30 = 12.37 L= 17.73 AS = 53.19 x2 = 12.00 Ab = 38.25 Ab+2*AS = 144.62 ft2 Z2 = Qhigh A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Pond Inlet Northwest Corner Designer: Kimberly Fridsma Date: 9/11/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety applied) High Flow = 0.56 cms/m D% (mm) = 258.34 (10.17 in.) 0.056 0.57 1.3 13.41 0.29 4.42 12.71 n= z, _ A, _ Velocity = Lrock apron = ft. ft2 fps ft. ft. Low Flow q; _ Dso _ n= z, _ A, _ Velocity = Zmear = F, _ 0.32 cms/m 192.70 mm 0.054 0.40 ft. 0.6 ft2 10.90 fps 0.20 ft. 4.29 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 1.72 ft. 17.6 cfs 11.8 ft2 Low Flow Z2 = Qhigh = A2 = 1.18 ft. 7.0 cfs 5.6 ft2 (Equivalent unit discharge) (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D50) (Hydraulic jump height) (Capacity in channel) (Flow area in channel) VII. Calculate the energy lost through the lump (absorbed by the rock) High Flow E, _ E2 = RE _ 3.36 ft. 1.75 ft. 47.93 Calculate Quantities for Rock Chute Rock Riprap Volume AreaCalculations Length Cad Rock CL Inlet = 9.76 Outlet = 19.53 Slope = 12.76 2.5:1 Lip = -0.31 Total = 41.74 ft. Rock Volume 223.59 Yd3 Geotextile Quantity Width 2*Slope = 60.20 Bottom = 0.75 Total = 60.95 ft. Length (a� Bot. Rock Total = 41.72 ft. Geotextile Area 282.52 yd2 Low Flow E, _ E2 = RE _ 2.24 ft. 1.20 ft. 46.45 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h=7.30 x, = 0.00 L = 30.10 AS = 0.00 x2 = 0.00 Ab = 0.00 Ab+2*As = 0.00 ft2 Bedding Thickness t,, t2 = 0.00 in. Length A Bed CL Total = 41.72 ft. Bedding Volume 0.00 Yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). EMERGENCY OVERFLOW WEIR CALCULATIONS O = CLH 2 City of Greeley Eq 11.4.3.A(1) C= L = Length (ft) = H = Depth of Flow (ft) = O= 2.6 61 0.5 56.07 CFS>or= WATER QUALITY CAPTURE VOLUME CALCULATIONS WQCV = a(0.9113 -1 .19V+0.781) For 40 hr Release a = 1 Required Storage = (WQCV/12)'Area Required WQCV Storage = WQCV Area (AC) = 0.407 From table 11-1 City of Greeley manual 54.03 0.60 20.66 17711 POND VOLUME CALCULATIONS Average Area Method = ((Al + A2)/2) ' Stage Depth = Stage Volume (CF) Elevation (NAVD 29) Contour Area 1 (ft ) Volume of a Stage (ft) ) Accumulative 3 Volume (ft } 4670 0 8014 6 797.5 20614.6 4669.9 7934.57 789.5 19817.1 19027.6 18246.1 17472.5 16706.7 15948.8 15198.6 14456.2 13721.5 12994.4 12275.0 11563.1 10858.8 10162.0 9472.6 8790.7 8116.1 7448.9 6789.0 6136.3 5490.9 4852.6 4221.5 3597.4 2980.5 2370.5 1767 5 1171.5 582.3 E 4669.8 7854.93 781.5 4669 7 7775 7 773.6 765.8 757.9 750.2 742.4 734.7 727.1 719.4 711.9 704.3 696.8 689.4 681.9 674.6 667.2 659.9 652.7 645.4 638.3 631.1 624.0 617.0 610.0 603.0 596.1 589.2 582.3 0.0 4669.6 7696.88 4669.5 7618.45 4669 4 7540 43 4669.3 7462 82 4669.2 7385.6 46691 7308.79 4669 0 7232.38 4668.9 7156.37 4668.8 7080.77 4668 7 7005.57 4668.6 6930.78 4668.5 6856.38 4668.4 6782.39 4668.3 6708.8 4668.2 6635.62 4668.1 6562 84 4668.0 6490 46 4667.9 6418 48 4667.8 6346.91 4667 7 6275.74 4667.6 6204 97 4667 5 6134.61 4667 4 6064.65 4667.3 5995.09 4667 2 5925.93 46671 5857.18 4667.0 5788.83 AC -ft = V Page SQ-24 Page SQ-24 ft' 17711 WEIR ELEVATION = 70.0 OTTOM OF POND ELEVATION = 67.0 WS Elevation Invert Elev Dia Co Q initial Q final Q Avg Radius Volume of Stage Time to empty stage (hr) 70.0 67.0 12 0.6 0.303 0.297 0.3000 0.104167 807.5 0.75 69.9 67.0 12 0.6 0.297 0.292 0.2945 0.104167 800,4 0.75 69.8 67.0 12 0.6 0.292 0.286 0.2890 0.104167 793.3 0.76 69.7 67.0 12 0.6 0.286 0.281 0.2835 0.104167 786.3 0.77 69.6 67.0 12 0.6 0.281 0.275 0.2780 0.104167 779.3 0.78 69.5 67.0 12 0.6 0.275 0.269 0.2720 0.104167 772 3 0.79 69.4 67.0 12 0.6 0.269 0.263 0.2660 0.104167 765.4 0.80 69.3 67.0 12 0.6 0.263 0.257 0.2600 0.104167 758.5 0.81 69.2 67.0 12 0.6 0.257 0.251 0.2540 0.104167 751.6 0.82 69.1 67.0 12 0.6 0.251 0.245 0.2480 0.104167 r 744.8 0.83 69.0 67.0 12 0.6 0.245 0.238 0.2415 0.104167 738.0 0.85 68.9 67.0 12 0.6 0.238 0.232 0.2350 0.104167 600.7 0.71 68.8 67.0 12 0.6 0.232 0.225 0.2285 0.104167 594.0 0.72 68.7 67.0 12 0.6 0.225 0.217 0.2210 0.104167 717.8 0.90 68.6 67.0 12 0.6 0.217 0.210 0.2135 0.104167 711.2 0.93 68.5 67.0 12 0.6 0.210 0.202 0.2060 0.104167 704.6 0.95 68.4 67.0 12 0.6 0.202 0.194 0.1980 0.104167 698.0 0.98 68.3 67.0 12 0.6 0.194 0.186 0.1900 0.104167 691.5 1.01 68.2 67.0 12 0.6 0.186 0.177 0.1815 0.104167 685.0 1.05 68.1 67.0 12 0.6 0.177 0.168 0.1725 0.104167 678.5 1.09 68.0 67.0 12 0.6 0.168 0.159 0.1635 0.104167 672.0 1.14 67.9 67.0 12 0.6 0.159 0.148 0.1535 0.104167 567.8 1.03 67.8 67.0 12 0.6 0.148 0.137 0.1425 0.104167 561.4 1.09 67.7 67.0 12 0.6 0.137 0.125 0.1310 0.104167 652.9 1.38 67.6 67.0 12 0.6 0.125 0.112 0.1185 0.104167 646.6 1.52 67.5 67.0 12 0.6 0.112 0.097 0.1045 0.104167 640.4 1.70 67.4 67.0 12 0.6 0.097 0.079 0.0880 0.104167 634.1 2.00 67.3 67.0 12 0.6 0.079 0.024 0.0515 0.104167 627.9 3.39 67.2 67.0 12 0.6 0.024 0.013 0.0185 0.104167 621.8 9.34 67.1 67.0 12 0.6 0.013 0.000 0.0065 0.104167 615.6 26.31 67.0 67.0 12 0.6 0.000 0.000 0.0000 0.104167 0.0 0.00 65.96 ORIFICE FLOW CALCULATIONS Q = CA(2gh; City of Greeley Eq. 11.4.3.B Cd = Orifice Coefficient = A = area (ft2) = g = gravitational constant (ft/sec2)= h = head on orifice measured from centerline (ft) = Q= 0.65 0.03 32.2 0.0958333 I 0.055 I CFS EMERGENCY OVERFLOW WEIR CALCULATIONS Q = CLH32 City of Greeley Eq. 11.4.3.A(1) C= L = Length (ft) = H = Depth of Flow (ft) = Q= 2.6 0.1617599 0.1 I 0.013 I CFS>or= radius of orifice (r) = Water Depth 0.104167 0.2 From table 11-1 City of Greeley manual I 0.00 I Rock_Chute.xls Page 1 of 3 Rock Chute Design Data (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Emergency Overflow Weir Designer: Kimberly Fridsma Date: July 25, 2018 Input Geometry: County: Weld Checked by: Mark Taylor Date: Upstream Channel Bw = 61.0 ft. Side slopes = 0.5 (m:1) Velocity n -value = 0.035 Bed slope = 0.0180 ft./ft. Chute Bw= 61.0 ft. Factor of safety = 1.50 (Fs) 1.2 Min Side slopes = 4.0 (m:1) 2.0:1 max. Bed slope (10.6:1) = 0.094 ft./ft i 3.0:1 max. Note: n value = a) velocity n from waterway program Freeboard = 1.0 ft. orb) computed mannings n for channel Outlet apron depth, d = 0.0 ft. Downstream Channel Bw= 61.0 ft. Side slopes = 0.5 (m:1) Velocity n -value = 0.035 Bed slope = 0.0180 ft.lft. Design Storm Data (Table 2, FOTG WI-NRCS Grade Stabilization Structure No. 410): Base flow = 54.0 cfs Apron elev. -- Inlet =100.0 ft. Outlet 90.6 ft. --- (Hdrop = 9.4 ft.) Q,,;Qh = Runoff from design storm capacity from Table 2, FOTG Standard 410 Q 5 = Runofff from a 5 -year, 24 -hour storm. Qh,gh= 54.0 cfs High flow storm through chute _ Q5 = 21.3 cfs Low flow storm through chute Note : The total required capacity is routed through the chute (principal spillway) or in combination with an auxiliary spillway. Input tailwater (Tw) : Tw (ft.) = Program Tw (ft.) = Program Profile and Cross Section (Output): Starting Station = hp., = 0.09 ft. (0.05 ft.) Hpe = 0.46 ft. ,r hoe, = 0.14 ft. (0.07 ft.) Energy Grade Line I Elm = 0.43 ft. T • - ________ 0+00.0 Hp Inlet Channel Slope = 0.018 ft. /ft. t yn= 0.33 ft. (0.19 ft.) Velocityipie1 = -` yak —0.715yc=021ft. = 0.37 ft. ••r0.11 ft ) (0.2 ft.) yc =. 0-29 ft- (O16 ft.) 40(D50) = 8 ft 2.7 fps radius at normal depth Critical Slope check upstream is OK ¶ Note: When the normal depth (ye) in the inlet channel is less than the weir head (Hp), ie., the weir capacity is less than the channel capacity, restricted flow or ponding will occur. This reduces velocity and prevents erosion upstream of the inlet apron. • • . . . . •—. • Typical Cross Section --- Freeboard = 1 ft. 1 m=4 Use Hp along chute but not less than z2. H; P N. • • S. • Geotextile- • • • • Notes: 1) Output given as High Flow (Low Flow) values. 2) Tailwater depth plus d must be at or above the hydraulic jump height for the chute to function. 3) Critical depth occurs 2yc - 4y, upstream of crest. 4) Use WI Const. Spec. 13, Class I non -woven geotextile under rock. = 0.21 ft. Hydraulic Jump (0.11 ft.),. Height, z2 = 0.39 ft. (0.21 ft.) •� A N H,op = 9.4 ft. • 0 `• . Rock Chute Bedding 4 ----x- I Tw+d = 0.5 ft. - Tw o. k. (0.4 ft.) - Tw o. k. 0.5 ft. (0.4 ft.) Outlet 2.5 vi Y y Yin Channel A Slope = 0.018 ft./ft. Et-- 5 ft - - - j - d = 0 ft (1 ft. minimum 15(Oso)((Fs) suggested) Profile Along Centerline of Chute Berm Geotextile Rock Chute Bedding Rock thickness= 7.3 in. F5 = = 0.21 ft. Normal depth in chute n -value = 0.038 Manning's roughness coefficient D50(Fs) = 2(D50)(Fs) = 7.3 in. Rock chute thickness Tw + d = 0.5 ft. Tailwater above outlet apron z2 = 0.39 ff. Hydraulic jump height *** The outlet will function adequately 0.88 cfslft. Velocityppuet 3.55 fps at normal depth Equivalent unit discharge 1.50 Factor of safety (multiplier) 3.6 in. Minimum Design D50* High Flow Storm Information ()high = H, _ he, = 10yc = 0.715y, = Rock_Chute.xls Page 2 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Emergency Overflow Weir Designer: Kimberly Fridsma Date: 7/25/2018 I. Calculate the normal depth in the inlet channel High Flow Low Flow Yn _ Area = Qh,gh = Scupstreamchannel = 0.33 ft. 20.0 ft2 54.0 cfs 0.026 ft/ft II. Calculate the critical depth in the chute High Flow y� = 0.29 ft. Area = 17.9 ft2 54.0 0.43 0.14 2.88 0.21 cfs ft. ft. ft. ft. Yn _ Area = Qiow = County: Weld Checked by: Date: 0.19 ft, (Normal depth) 11.4 ft2 (Flow area in channel) 21.3 cfs (Capacity in channel) Low Flow Ye = Area = goy, = Hce = _ fee 0.715yc = III. Calculate the tailwater depth in the outlet channel High Flow Tw = 0.50 ft. Area = Qhigh = 112 = 30.4 ft2 108.1 cfs 0.00 ft. 0.16 ft. (Critical depth in chute) 9.6 ft2 (Flow area in channel) 21.3 cfs (Capacity in channel) 0.23 ft. (Total minimum specific energy head) 0.07 ft. (Velocity head corresponding to ye) (Required inlet apron length) 0.11 ft, (Depth of flow over the weir crest or brink) Low Flow Tw = 0.40 Area = 24.5 Q,ow = 75.4 ft. ft2 cfs H2 = 0.00 ft. IV. Calculate the head for a trapezoidal shaped broadcrested weir Cd = High Flow Hp = Area = Vo = hp, = Qrtgh = 0.43 ft. 26.6 ft2 0.00 fps 0.00 ft. 54.0 cfs (Tailwater depth) (Flow area in channel) (Capacity in channel) (Downstream head above weir crest, H2 = 0, if H2 < 0.715*yc) 1.00 (Coefficient of discharge for broadcrested weirs) 0.37 ft. 22.8 ft2 2.37 fps 0.09 ft. 54.0 cfs (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Low Row Hp = 0.23 ft. Area = 14.3 ft2 V0 = 0.00 fps hp„ = 0.00 ft. QbW= 21.3 cfs 0.20 ft. 12.3 ft2 1.74 fps 0.05 ft. (Weir head) (Flow area in channel) (Approach velocity) (Velocity head corresponding to Hp) 21.3 cfs (Capacity in channel) Trial and error procedure solving simultaneously for velocity and head Z2 = ONO = A2 = Rock_Chute.xls Page 3 of 3 Rock Chute Design Calculations (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: 2014-238 Emergency Overflow Weir Designer: Kimberly Fridsma Date: 7/25/2018 County: Weld Checked by: Date: V. Calculate the rock chute parameters (w/o a factor of safety appliedl High Flow q, = 0.08 cros/m D50 (mm) = 61.64 (2.43 in.) n = 0.038 = 0.21 ft. Al = 12.8 ft2 Velocity = 4.21 fps mean = 0.20 ft. F1= 1.64 Lr«k apron = 3.03 ft. Low Flow qtr.: D50 _ n= z� _ A� _ Velocity = Zrnean = F1= 0.03 cros/m (Equivalent unit discharge) 37.78 mm 0.035 0.11 ft. 7.0 ft2 3.04 fps 0.11 ft. 1.59 VI. Calculate the height of hydraulic jump height (conjugate depth) High Flow 0.39 ft. 54.0 cfs 24.2 ft2 Low Flow Z2 = °high = A2 = (Median angular rock size) (Manning's roughness coefficient) (Normal depth in the chute) (Area associated with normal depth) (Velocity in chute slope) (Mean depth) (Froude number) (Length of rock outlet apron = 15*D50) 0.21 ft. (Hydraulic jump height) 21.3 cfs (Capacity in channel) 12.7 ft2 (Flow area in channel) VII. Calculate the energy lost through the jump (absorbed by the rock) High Flow _ E2 = RE _ 0.48 ft. 0.46 ft. 3.82 Calculate Quantities for Rock Chute ----Rock Riprap Volume ------ Area Calculations Length Cad Rock CL h = 0.39 Inlet = 9.98 = 4.12 Outlet = 5.12 L = 1.61 Slope = 100.55 As = 1.61 2.5:1 Lip = -0.10 x2 = 4.00 Total = 115.54 ft, Ab = 65.25 Rock Volume Ab+2*AS = 68.46 ft2 292.97 yd3 Geotextile Quantity Width Length Ca Bot. Rock 2*Slope = 11.46 Total = 115.53 ft. Bottom = 61.25 Geotextile Area Total = 72.71 ft. 933.37 yd2 Low Flow _ E2 = RE _ 0.26 ft. 0.25 ft. 3.23 (Total energy before the jump) (Total energy after the jump) (Relative loss of energy) Bedding Volume Area Calculations h = 1.39 x, = 0.00 L = 5.73 AS = 0.00 x2 = 0.00 Ab = 0.00 Ab+2*AS = 0.00 ft2 Bedding Thickness t,, t2 = 0.00 in. Length a Bed CL Total = 115.53 ft. Bedding Volume 0.00 yd3 Note: 1) The radius is not considered when calculating quantities of riprap, bedding, or geotextile. 2) The geotextile quantity does not include over - overlapping (18 -in. min.) or anchoring material (18 -in. min. along sides, 24 -in. min. on ends). URBAN DRAINAGE AND FLOOD CONTROL DISTRICT Paul A. Hindman, Executive Director 2480 W. 26th Avenue, Suite 156B Denver. CO 80211-5304 MEMORANDUM FROM: Ken MacKenzie, P.E. Master Planning Program Manager Telephone 303-455-6277 Fax 303-455-7880 www.udfcd.org SUBJECT: New Colorado Revised Statute §37-92-602 (8) "Concerning a Determination that Water Detention Facilities Designed to Mitigate the Adverse Effects of Storm Water Runoff Do Not Materially Injure Water Rights." DATE: March 9, 2016 (Original July 7, 2015) Senate Bill 15-212 was signed into law by Governor Hickenlooper in May 2015 and became effective on August 5, 2015 as Colorado Revised Statute (CRS) §37-92-602 (8). This statute provides legal protection for any regional or individual site stormwater detention and infiltration facility in Colorado, provided the facility meets the following criteria: 1. It is owned or operated by a governmental entity or is subject to oversight by a governmental entity (e.g., required under an MS4 permit) 2. It continuously releases or infiltrates at least 97% of all of the runoff from a rainfall event that is less than or equal to a 5 -year storm within 72 hours after the end of the event 3. It continuously releases or infiltrates as quickly as practicable, but in all cases releases or infiltrates at least 99% of the runoff within 120 hours after the end of events greater than a 5 -year storm 4. It operates passively and does not subject the stormwater runoff to any active treatment process (e.g., coagulation, flocculation, disinfection, etc.) 5. If it is in the Fountain Creek (tributary to the Arkansas River) watershed it must be required by or operated in compliance with an MS4 permit The statute specifies that runoff treated in stormwater detention and infiltration facilities shall not be used for any other purpose by the owner/operator/overseer (or that entity's assignees), shall not be released for subsequent diversion or storage by the owner/operator/overseer (or that entity's assignees), and shall not be the basis for a water right or credit. planiken'CRS 37-92-602(8) memo update 20151015 There are specific notification requirements that apply to all new stormwater detention and infiltration facilities, including individual site facilities built by private parties as a development requirement. For any stormwater detention and infiltration facility constructed after August 5, 2015 and seeking protection under the new statute, the "entity that owns, operates, or has oversight for" shall, prior to operation of the facility, provide notice to all parties on the substitute water supply plan notification email list maintained by the State Engineer. This notice must include the following: 1. The location 2. The approximate surface area at design volume 3. Data that demonstrate that the facility has been designed to comply with the release rates described in Items 2 and 3 above The Colorado Division of Water Resources (DWR) maintains seven email lists, one for each of the seven major watersheds in Colorado (these coincide with the seven DWR Divisions). UDFCD worked with DWR and the Colorado Stormwater Council to develop a simple data sheet and an online map -based compliance portal website that will allow all municipalities and counties in Colorado to easily upload this required notification information. The website application will then automatically send email notifications to the proper recipients, relieving public works staff of the emailing burden while also minimizing the volume of email going out to the email list recipients. Please note that the notification requirement applies only to new stormwater facilities (constructed after August 5, 2015), which the statute provides a "rebuttable presumption" of non - injury to water rights. This rebuttable presumption is contestable but only by comparison to the runoff that would have been generated from the undeveloped land condition prior to the development necessitating the stormwater facility. Stormwater facilities in existence before August 5, 2015 are defined in the statute as materially non -injurious to water rights and do not require notification. Additionally, the State issued a memorandum on February 11, 2016 indicating that construction BMPs and non -retention BMPs do not require notice pursuant to SB-212 and are allowed at the discretion of the Division Engineer, and that green roofs are allowable as long as they intercept only precipitation that falls within the perimeter of the vegetated area and do not intercept or consume concentrated flow nor store water below the root zone. The DWR Statement can be found here: http://water. state.co.us/DWRIPub/Documents/DWR%20Storm%20Water%20Statement.pdf The compliance portal can be found here: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif A tutorial YouTube video can also be accessed from that website or found here: UDFCD YouTube Video plan\kcn\CRS 37-92-602(8) memo update 20151015 Frequently Asked Questions related to Colorado Revised Statute 37-92-602(8) Statute Related Questions Where can I find out more information on the statute? A memorandum can be found at: http://udfcd.org%guidance-documents Does this statute apply only to facilities within MS4s or government owned facilities? Would a private facility located in a rural area need to be uploaded? The statute protects only those stormwater detention and infiltration facilities that are operated solely for stormwater management and are owned or operated by a governmental entity or are subject to oversight by a governmental entity (e.g., required under other statutes for flood protection or water quality). Additionally, to be covered, these facilities must meet the drain time limitations and other criteria specified in the statute and UDFCD memorandum. If a hypothetical private facility located in a rural area was voluntarily built (not as an imposed development requirement), it is not protected under the statute and no notification is required, but it may be considered a water diversion out of priority by the State. How do these new regulations apply to micropool designs since they typically will exceed the 120 hour release time period? The volume of the micropool is typically 0.0006 times the 5 -year inflow volume (0.06%) and 0.0002 times the 100 -year inflow volume (0.02%), which is well within the allowable criteria. The statute says "no other beneficial use" is allowed. Define "beneficial." As a municipal corporation, detention is beneficial to reduce pipe sizes. Beneficial use refers to uses for which you would otherwise need a water right, like replacement water or irrigation water. Why is Fountain Creek excluded from legislation and what are the requirements to build a detention basin in the Fountain Creek watershed? Facilities in Fountain Creek that meet the other criteria specified in the statute are protected only if they are required by or operated in compliance with a Colorado -issued MS4 permit. Those facilities in the Fountain Creek watershed that do not meet this criterion are more susceptible to a claim of water right injury, but they do not otherwise require a water right. The exclusion of the Fountain Creek watershed was a necessary concession in order to get the backing of the Colorado Farm Bureau. Will existing facilities need to be retrofitted to meet the 72/120 hour drain time requirement? If your existing facility meets the drain time criteria specified in the statute, then the facility meets the compliance criteria. If your existing facility is a retention pond and you don't have a water right, then yes, you should retrofit (or get a water right). CSR 37-92-602(8) FAQ UDFCD 2015-08-26 How should retention facilities be handled? Neither retention facilities nor constructed wetlands are protected under 37-92-602(8) CRS. These facilities expressly require a water right. Does the bill require that operation and maintenance demonstrate on -going compliance? What happens if a facility does not function as designed (e.g., lack of maintenance, poor infiltration)? The statute protects only those facilities that meet the drain time criteria. If a facility does not operate as designed, or if the design proves to be flawed, not only is it not protected under 37-92-602(8) CRS, it also likely violates a CDPS-issued permit and corrective measures are responsibly warranted. What about regional facilities that are designed for a future condition but operate in an interim mode that does not comply with the statute? Those constructed after August 5, 2015 should be designed to comply with the statute in their interim condition as well as in the final configuration. If they do not comply, they will not be protected under the statute, and no notification is required. Those already in operation on August 5, 2015 do not require notification, but are not protected unless they comply with the drain time criteria. Are facilities designed to protect areas less than one acre subject to this legislation? Yes. There is no size threshold for the notification requirement. All stormwater detention and infiltration facilities that meet the definition in the statute and are made operable after August 5, 2015 are subject to the statute. Could a water rights holder contest a facility even without any real basis just to tie up a development or make it more difficult to develop a property? What ability do irrigation companies, farmers, etc. have to impact a project when these notices go out? The water rights holder must show that the facility has caused injury (not will cause injury). The injury must be further with respect to the water the complainant would have received in the watershed condition that existed as of the water right's priority date, absent the urbanization necessitating the facility. In the case of redevelopment, is the calculation from the existing developed condition to the proposed developed condition or from the assumed "predeveloped condition" Any challenge must be with respect to the water the plaintiff would have received in the watershed condition that existed as of the water right's priority date, absent the urbanization necessitating the facility. CSR 37-92-602(8) FAQ UDFCD 2015-08-26 What liability and/or responsibility does a contractor have while working on a stormwater detention facility that the responsible party (government entity, operator, design engineer, etc.) failed to comply with the notification requirements? lithe facility is designed to drain in the time specified in the statute and proper notification is made, a claim of injury is not likely, since the claim must be in comparison to the water available before any of the land development that necessitated the detention in the first place. Statute does not apply to the following: • Flow through devices (e.g., media filter drains, hydrodynamic separators, baffle vaults without storage) • Process water holding ponds for the oil and gas industry • Stock ponds and irrigation ponds • Construction BMPs (e.g., sediment traps, etc.) • Any facility not meeting the following criteria: o is owned or operated by a governmental entity or is subject to oversight by a governmental entity; o continuously releases or infiltrates at least 97% of the 5 -year storm within 72 -hours; o continuously releases or infiltrates at least 99% of the 100 -year storm within 120 -hours; o operates passively and does not subject the stormwater runoff to any active treatment process. CSR 37-92-602(8) FAQ UDFCD 2015-08-26 Procedure and Compliance Workbook Related Questions Is the SDI workbook required or can a different PDF documenting drain times be uploaded? (e.g., UD-Detention) The user can upload any PDF that provides data that demonstrates compliance (i.e., drain times). UD-Detention would be adequate as it also calculates drain times for various events. In the design data spreadsheet do we use the 60 -minute 1 -year storm value (at basin location) for the WQCV design storm? Is the water quality capture volume drainage time a maximum or minimum of 40 hours? The Urban Storm Drainage Criteria Manual Vol. 3, Chap. 3 (http://www.udfcd.org/index.html) gives detailed information on sizing the water quality capture volume anywhere in Colorado and guidance on recommended drain times (e.g., 40 hours for extended detention, 12 hours for rain gardens). Can we route our own inflow hydrographs through the spreadsheet to show compliance? Yes, there is a table to the right of the printable area that allows you to input your own storm hydrographs. In fact, this will be necessary for unusually large watersheds as the largest embedded inflow storm hydrograph in the workbook is 675.56 acre-feet in volume (the smallest is 0.001 acre-feet). The workbook has been tested successfully for watersheds as small as 0.1 acres in area. Define an "operational" detention facility A detention facility is operational when stormwater is flowing into it and flowing out of it (either on the surface or infiltrating into the soil below it), while experiencing a change in the detained volume over time (first increasing in volume and then decreasing). Does the design engineer upload the notification or does the government entity with jurisdiction (MS4) upload it? Would it be the City or the property owner? Anyone can upload a site. Local jurisdictions have administrative privileges to create, modify, accept, or delete any record within their jurisdiction. This is to allow those jurisdictions to monitor for errant activity. Those with administrative privileges will also receive an email immediately whenever a record is created or modified within their jurisdiction. What is the recourse or plan of action against the detention facility owner if they do not comply with the notification compliance? If the facility is designed to drain in the time specified in the statute and proper notification is made, a claim of injury is not likely, since the claim must be in comparison to the water available before any of the land development that necessitated the detention in the first place. After notification, if a downstream water right user objects, what then? The downstream user can't object to a facility before it is operable but they can rebut the presumption of non -injury if they can prove they have been (not will be) injured after the facility is in place (and only then in respect to water they would have received at their priority date). CSR 37-92-602(8) FAQ UDFCD 2015-08-26 What type of feedback do you expect to get from the people receiving a notification? Each record created will have two email addresses, one for the record creator and one for the community having jurisdiction over the site. You may anticipate inquiries as to the need for the facility and details about how it operates. Would it be acceptable to notify at the time of plan approval and prior to construction? Yes, as long as notification occurs before the facility becomes operable, you are in compliance with the statute. We often use future detention basins as temporary sedimentation basins during construction. When do we provide notification? Construction sedimentation basins should not be uploaded the portal. If you are using the facility in a modified and temporary form during construction, wait until the final detention configuration is complete before entering the record. CSR 37-92-602(8) FAQ UDFCD 2015-08-26 Portal & Notification (Notes) The compliance portal is located at: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif The compliance portal was developed to streamline the notification requirement of the new statute. Anyone can place a pin on the map to create a new stormwater detention/infiltration facility. The portal recognizes counties, cities, and towns as "jurisdictions" and has assigned to each jurisdiction administrative privileges. Jurisdictions can create, modify, or delete any record within their own jurisdiction, and must accept into the database a record created by anyone else within their jurisdiction. When a jurisdiction creates a new record it is automatically accepted into the database and its information is put into the queue for the email notification. The icon on the map interface will be blue. When anyone who is not a jurisdiction creates a new record in the portal database, the icon will remain green and no notification will go out until the jurisdiction accepts the record into the database which will turn the icon blue and place it in the queue for notification. The entity creating a record will be able to later edit that record using the edit password emailed to them by the portal. The password is specific to the record. Note that the jurisdiction accepting the record does not indicate approval of the facility; it is simply a necessary database quality assurance measure to prevent vandalism and errant records. If the jurisdiction believes the record to be in this class, they may delete the record or contact the creator of the record to verify it. If a record is not accepted or deleted by the jurisdiction with 30 days of its creation, it will automatically be accepted by the system, turn blue, and notifications will go out within a week of that event. Records are perpetually viewable by those with administrative privileges but are removed from the map 30 days after being accepted into the database. Portal & Notification Related Questions If you have multiple facilities in series, is it appropriate to upload each separately? For example, four water quality rain gardens in a parking lot drain to a downstream flood control facility. How If the facilities are intended for water quality only, they do not require notification (with the exception of extended detention basins). An extended detention basin designed to treat only the water quality capture volume followed by a flood control facility can be entered as two separate facilities or one facility accommodating for the effective stage/storage and drain times of the two facilities. In the stated example, only the downstream flood control facility need be uploaded. If there are multiple flood control facilities in series, appropriate drain CSR 37-92-602(8) FAQ UDFCD 2015-08-26 many facilities should be uploaded to the site? times should be demonstrated. UDFCD recommends documentation outside of the compliance portal workbook for this purpose, (e.g., attach SWMM output). Does notification need to take place for modifications to existing detention facilities already in the portal? If the facility is already operable on August 5, 2015, it is defined in the statute as non -injurious to water rights, provided it meets the other drain time criteria specified in the statute. If your modifications are going to make the downstream water rights holders condition better (e.g., smaller stored volume or faster drain time), then no notification is required. If the opposite is true, handle it as a new facility and provide notification of the new configuration. Are State agencies and RTD to be given usernames and passwords? Those agencies will be treated in the same manner as jurisdictions, and will have editorial privileges necessary to create, modify, and delete only their own records. The cities, towns, and counties of Colorado will have administrative privileges to create, modify or delete any record within their jurisdiction. Who will be auditing the statewide notification compliance portal for correct data? There is no statutory enforcement mechanism. Those communities having administrative privileges will receive an email notice every time a record is created, edited, or deleted within their jurisdiction and should review these records for accuracy. The DWR does react to complaints. If the community uploads the data for the developers, does it appear that the community is the owner? Each record will have two contact email addresses as part of the public record, one for the engineer of record and one for the community having jurisdiction over the facility. Why do I have to print a pdf to upload, and not just upload my spreadsheet? Can't this feature be built into the portal? For reasons of consistency and storage limitations, the design data sheet can only be in pdf format. This also minimizes the risk of document altering by others. Where is the compliance portal? https://maperture.digitaldataservices.com/gvh/?viewer=cswdif What resources are available to help navigate the compliance portal? A webinar recording is available at: UDFCD YouTube Video Do existing facilities need to be entered? No, if the facility was operable on August 5, 2015, notification is not required. These facilities are defined in the statute as non -injurious to water rights, provided they meet the other criteria specified in the statute. How will interested parties be notified of newly uploaded facilities? A weekly digest email will be sent out to the recipients in each of the DWR's seven divisions. Each division will receive an email on a different day of the week to minimize traffic loading on the compliance portal. Only those posted since the previous email will be included. CSR 37-92-602(8) FAQ UDFCD 2015-08-26 Additionally, those facilities in existence for more than 90 days will no longer be visible to the general audience, only to those with editorial or administrative privileges. This is to reduce clutter on the portal and ease navigation for the end user. Is there a backup of the site's data somewhere? The site has robust security features and automatic backups are produced and stored offsite at regular frequent time intervals. If a detention facility is below grade, is that apparent to users of the portal? Is water surface area needed? The statute applies to facilities above and below grade, and there is no requirement to distinguish which type the facility is. The water surface at design volume is one of three pieces of information mandated under the statute's notification requirement. Do not enter zero for this value; instead enter the area of the vault. Do we need to input an address, a latitude and longitude, what are the criteria to place a facility in the portal correctly? The map feature offers a number of ways to zoom to the correct location, including "zoom to address" and "zoom to map." Any of these methods should enable you to place a marker within 100 feet of the exact location. This meets the intent of the notification requirement. Once you place the pin, the latitude, longitude, DWR division, and local jurisdiction will all be automatically populated in the database. How do you prevent duplicate entries? What if two separate entities report compliance for the same facility. The map interface feature should eliminate this problem. When placing a marker icon, if there is already a marker icon at your location, click on that icon to retrieve the specific data for comparison. The local government will receive an email notice immediately when a new record is created within their jurisdiction. What types of facilities require notification per SB-212? Water Quality Only Flood Control Included N O- Grass Buffers Not Required Not Required Grass Swales Not Required Not Required Bioretention (with or without an underdrain) Not Required Required Green Roof Not Required N/A Extended Detention Basin Required Required Sand Filter Not Required Required co Permeable Pavement Systems Not Required Required m Media Filter Drain Not Required Not Required Underground Detention Vaults Required Required Constructed Wetland Pond WATER RIGHTS N/A, SUBJECT TO Constructed Wetland Channel WATER RIGHTS N/A, SUBJECT TO CSR 37-92-602(8) FAQ UDFCD 2015-08.26 !COLORADO • Department of Public Health b Environment Dedicated to protecting and imarov,ng the health and env,ronment of the people of Colorado STORMWATER FACT SHEET - CONSTRUCTION Contents A. Introduction 1 B. Obtaining Regulatory Coverage 2 1. Do you need a Permit? 2 a. Applying for a Permit 3 b. Options: Small Construction Sites 3 i. Qualifying Local Programs 3 ii. R -Factor Waiver 3 2. Who May Apply? 4 C. Permit Requirements 4 D. Local Stormwater Requirements 5 E. Amending Your Permit Certification 5 F. Ending Your Permit Coverage 6 G. Multiple Owner/Developer Sites 7 1. Permit Coverage 7 2. Permit Compliance 8 H. Sale of Residence to Homeowners 10 I. Construction Dewatering 10 J. Concrete Washout 10 A. INTRODUCTION ��Look for this symbol throughout this guide for brief summaries of the most important information you need to know about stormwater permitting for construction activities. Then read further if you want more details. In 1992, the State of Colorado stormwater regulation went into effect to control municipal and industrial stormwater discharges, based on EPA regulations. The regulation is meant to reduce the amount of pollutants entering streams, rivers, lakes, and wetlands as a result of runoff from residential, commercial and industrial areas. The State regulation (5 CCR 1002-61) covers discharges from specific types of industries including construction sites, and storm sewer systems for certain municipalities. In Colorado, the program is under the Colorado Department of Public Health Et Environment, Water Quality Control Division (the Division). The Colorado program is referred to as the Colorado Discharge Permit System (CDPS), and regulated stormwater discharges from construction activities are covered under the CDPS General Permit for Stormwater Discharges Associated with Construction Activities (the Stormwater Construction Permit). Construction activities produce many different kinds of pollutants which may cause stormwater contamination problems. The main pollutant of concern at construction sites is sediment. Grading activities remove grass, rocks, pavement and other protective ground covers, resulting in the exposure of underlying soil to the elements. The soil is then easily picked up by wind and/or washed away by rain or snowmelt. Sediment runoff rates from construction sites are typically 10 to 20 times greater than those from agricultural lands, and 1,000 to 2,000 times greater than those from forest lands. During a short period of time, construction activity can contribute more sediment to streams than would normally be deposited over several decades, causing physical, chemical, and biological harm to our State's waters. The added sediment chokes the river channel and covers the areas where fish spawn and plants grow. Excess sediment can cause a number of other problems for water bodies, such as increased difficulty in filtering drinking water, and clouding the waters, which can kill plants growing in the river and suffocate fish. A number of pollutants, such as nutrients, are absorbed onto sediment particles and also are a source of pollution associated with sediment discharged from construction sites. Page 1 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe John W. Hickenlooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer In addition, construction activities often require the use of toxic or hazardous materials such as fuel, fertilizers, pesticides and herbicides, and building materials such as asphalt, sealants and concrete, which may also pollute stormwater. These materials can be harmful to humans, plants and aquatic life. This Fact Sheet provides general guidance for compliance with the CDPS permitting requirements for stormwater discharges from construction activities. The Division reserves the right to interpret the permitting requirements on a case -by -case basis, as necessary. B. OBTAINING REGULATORY COVERAGE FOR CONSTRUCTION SITES You must obtain permit coverage (or an R -Factor waiver) to discharge stormwater from any construction activity that disturbs at least 1 acre of land (or is part of a larger common plan of development or sale that will disturb at least 1 acre). The owner or operator must apply for coverage under the Stormwater Construction Permit at least 10 days prior to the start of construction activities. The application is available from the Division's web page. 1) Do you need to obtain coverage under the Stormwater Construction Permit? Construction Sites that disturb one acre or greater, or are part of a larger common plan of development disturbing one acre or greater, are covered under Colorado's stormwater permitting requirements. Generally, permit coverage is required, as discussed in Part B.1.a, below. However, additional options may exist if your project or plan of development will disturb less than 5 acres (Small Construction Site), as discussed in Part 8.1.b, below. If permit coverage is required, or a waiver applied for, it must be maintained until the site is finally stabilized. Is it part of a larger common plan of development or sale? "A common plan of development or sate" is a site where multiple separate and distinct construction activities may be taking place at different times on different schedules. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contracts or by separate owners (e.g., a project where developed lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a consistent plan for long-term development; and 3) projects in a contiguous area that may be unrelated but stilt under the same contract, such as construction of a building extension and a new parking lot at the same facility. If the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining permit requirements. Disturbance associated with utilities, pipelines, or roads that are constructed for the purpose of serving a facility, are considered together with that facility to be part of a common plan of development. However, adjacent construction of trunk lines or roads that are part of a regional network and not directly associated with the facility construction, are not usually considered to be part of the common plan for that facility. Note that permit coverage or an R -Factor waiver is still required for each individual project (facility or adjacent construction activity) that disturbs one or more acres. What is the total estimated area of disturbance? The area of disturbance is the total area at the site where any construction activity is expected to result in disturbance of the ground surface. This includes any activity that could increase the rate of erosion, including, but not limited to, clearing, grading, excavation, and demolition activities, installation of new or improved haul roads and access roads, staging areas, heavy vehicle traffic areas, stockpiling of fill materials, and borrow areas. Construction does not include routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of the facility. "Finally Stabilized" means that all ground surface disturbing activities at the site have been completed, and all disturbed areas have been either built on, paved, or a uniform vegetative cover has been established with an individual plant density of at least 70 percent of pre -disturbance levels, or equivalent permanent, physical erosion reduction methods have been employed. Re -seeding alone does not qualify. Page 2 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.govicdphe John W. Hickenlooper, Governor I Larry Wok, MD, MSPH. Executive Director and Chief Medical Officer What are the requirements for recommencing construction activities at a later date at a site that has been completely stabilized and the permit terminated? If a common plan of development is completely stabilized such that the entire common plan of development meets the definition of finally stabilized and permit coverage for that common plan of development has been terminated (the permittee has submitted a notice of termination to the division and the division has confirmed that the certification has been inactivated), then a new determination of "common plan of development" shall be made for any future construction activities conducted by a different owner(s)/developer(s) that occur within the previously permitted area to determine if permit coverage is needed. However, if the original owner/developer of a common plan of development, that achieved final stabilization and terminated permit coverage, is the one who is restarting construction activities within that development, then any construction activity they are engaged in would be considered part of the original larger common plan of development and therefore require permit coverage if one acre or greater. Note that if the site has never been finally stabilized, then this does not apply as the original development is considered ongoing. a) Applying for a permit Application for coverage under the Stormwater Construction Permit must be made at least 10 days prior to the start of construction activities, unless the site is a Small Construction Site that qualifies for an alternative option discussed in B.1.b, below. An application, which includes guidance on developing a Stormwater Management Plan (SWMP), is available from the Division. The SWMP must be completed prior to application. See Section C, "Permit Requirements," for further information. If your application is complete, it will be processed and your permit certification mailed to you. The Stormwater Construction Permit certification must be inactivated once the site has been finally stabilized, in order to end permit coverage and billing. An inactivation form is supplied with the permit certification. b) Additional Options for Small Construction Sites (at least 1 acre, but less than 5 acres of disturbance) The following options may apply to Small Construction Sites that disturb less than 5 acres, and are not part of a larger common plan of development exceeding 5 acres. (Regardless of which option applies at the State level, all local requirements must still be met as discussed in Section D, below.) The options discussed under Parts b.i and b.ii below are not available for Large Construction Sites. i) Obtain coverage under a State -designated Qualifying Local Program (For Small Construction Sites Only) The Division may designate a local municipality's stormwater quality control program as a Qualifying Local Program. This means that the local program's requirements are at least as stringent as the State permit. In this case, it is not required for the owner or operator to apply for permit coverage under the Stormwater Construction Permit. The local municipality will be responsible for notifying you that you do not need to apply for State coverage, if this is an option. You can also view a list of the few municipalities with Qualifying Local Programs at the Division's web page (see first page for web address). The local program must have been formally designated by the Division to qualify. Most municipalities have some type of local program and may require permits and fees. However, simply having a local program in place does not necessarily mean that it is a qualifying program and that the Division's Stormwater Construction Permit application is not required. The current designated Qualifying Local Programs in Colorado are the Cities of Durango, Golden, and Lakewood. ii) Apply for coverage under the R -Factor Waiver (Available for Small Construction Sites only) The R -Factor waiver allows a site owner or operator to apply for a waiver from coverage under the Division's Stormwater Construction Permit, if the R -Factor, calculated using the State -approved method, is less than 5 during the period of construction. The R -Factor is a way to measure erosion potential based on the length of the project and time of year. An application with instructions for using the State -approved method is available from the Division's web page (see first page for web address). In general, the only projects that will qualify for the waiver are projects that are completely stabilized within a month or two after the start of construction. That means that projects relying on seeding for revegetation will usually not qualify for the waiver, because the vegetation must be established before the Page 3 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, Co 80246.1530 P 303-692-2000 www.colorado.gov/cdphe John W. Hickentooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer i site is considered stabilized. During the spring and summer months, when Colorado experiences the bulk of its rainfall, many projects will not qualify at all for the waiver. In addition, the Division will not grant waivers for construction sites located in areas where snow cover exists at, or up gradient of, the site for extended periods of time, if the construction site will potentially remain active and unstabilized during spring runoff. This waiver does not relieve the operator or owner from complying with the requirements of local agencies, such as meeting local stormwater quality requirements, including those required by a Qualifying Local Program as discussed in Section B.1.b.i, above. 2) Who may apply for permit coverage? The Permit applicant must be a legal entity that meets the definition of the owner and/or operator of the construction site, in order for this application to legally cover the activities occurring at the site. The applicant must have day-to-day supervision and control over activities at the site and implementation of the SWMP. Although it is acceptable for the applicant to meet this requirement through the actions of a contractor, as discussed in the examples below, the applicant remains liable for violations resulting from the actions of their contractor and/or subcontractors. Examples of acceptable applicants include: • Owner or Developer - An owner or developer who is operating as the site manager or otherwise has supervision and control over the site, either directly or through a contract with an entity such as those listed below. • General Contractor or Subcontractor - A contractor with contractual responsibility and operational control (including SWMP implementation) to address the impacts construction activities may have on stormwater quality. • Other Designated Agents/Contractors - Other agents, such as a consultant acting as construction manager under contract with the owner or developer, with contractual responsibility and operational control (including SWMP implementation) to address the impacts construction activities may have on stormwater quality. An entity conducting construction activities at a site may be held liable for operating without the necessary permit coverage if the site does not have a permit certification in place that is issued to an owner and/or operator. For example, if a site (or portion of a site) is sold or the contractor conducting construction activities changes, the site's permit certification may end up being held by a permittee (e.g., the previous owner or contractor) who is no longer the current owner and/or operator. In this case, the existing permit certification will no longer cover the new operator's activities, and a new certification must be issued, or the current certification transferred. See Section F, below, for additional guidance on scenarios with multiple owners and/or operators. Utilities, Other Subcontractors, etc.: A separate permit certification is not needed for subcontractors, such as utility service tine installers, where the permittee or their contractor is identified as having the operational control to address any impacts the subcontractor's activities may have on stormwater quality. Although separate permit coverage may not be needed in some cases, these entities are not exempt from the stormwater regulations for all of their projects and may still be held liable if their activities result in the discharge of pollutants. Leases: When dealing with leased land or facilities, the lessee shall be considered the "owner" for the purposes of stormwater permitting if they are responsible for the activities occurring at the site. C. PERMIT REQUIREMENTS The primary requirement of the Stormwater Construction Permit is the development and implementation of a Stormwater Management Plan (SWMP). The permit application includes guidance that must be followed for development and implementation of the SWMP. Permit requirements are the same for both Small and Large Construction Sites. The Stormwater Construction Permit requires dischargers to control and eliminate the sources of pollutants in stormwater through the development and implementation of a Stormwater Management Plan (SWMP). The purpose of a SWMP is to identify possible pollutant sources that may contribute pollutants to stormwater, and identify Best Management Practices (BMPs) that, when implemented, will reduce or eliminate any possible water quality impacts. For construction activities, the most common pollutant source is sediment. Other pollutant sources include fuels, fueling practices and chemicals/materials stored on site, concrete washout, etc. BMPs encompass a wide range of practices, both structural and non-structural in nature, and may include silt fence, sediment ponds, vehicle tracking Page 4 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303.692-2000 www.coloradc.gov/cdphe John W. Hickenlooper, Governor I Larry Wolk. MD, MSPH, Executive Director and Chief Medical Officer controls, good housekeeping, inspection and maintenance schedules, training, etc. The SWMP is not submitted with the permit application unless requested. An up-to-date copy of the SWMP must be kept on site, for use by the operator, and so that Division, EPA, or local inspectors can review it during an inspection. If an office location is not available at the site, the SWMP must be managed so that it is available at the site when construction activities are occurring (e.g., by keeping the SWMP in a superintendent's vehicle.) Further information concerning the contents of the SWMP can be found in Appendix A of the application, "Preparing a Stormwater Management Plan." This document and others can be obtained from the Division's web site or by contacting the Division (see first page for address information). D. LOCAL STORMWATER REQUIREMENTS FOR CONSTRUCTION Where local requirements exist for stormwater management, an owner/operator must comply with both the Division's and the local agency's requirements. In addition to the requirement to obtain and comply with the Division's Stormwater Construction Permit, it is possible that additional government agencies (i.e., cities, counties, and special districts) may impose local requirements to control the discharge of pollutants from construction activities. An owner or operator of a construction activity must comply with the Stormwater Construction Permit requirements discussed in this Fact Sheet, even if they are also covered by a local program's requirements. (However, in the case of a Qualifying Local Program, as discussed in Section B.1.b.ii, some administrative requirements for the Stormwater Construction Permit may be simplified.) Likewise, the Stormwater Construction Permit does not pre-empt or supersede the authority of local agencies to prohibit, restrict, or control discharges of stormwater. Where a local program places additional restrictions on stormwater management at a construction site within its jurisdiction, the owner/operator must comply with those stricter requirements in addition to the Division's permitting requirements. For example, although the Division allows several options for permitting at multiple owner/operator sites, a local authority may restrict these options and require specific procedures to be followed for who maintains permit coverage and authority for stormwater discharges. MS4 Permits Many cities, counties, and special districts are covered by a Municipal Separate Storm Sewer System (MS4) permit. These permits require the governmental entity to implement various programs to improve stormwater quality in their jurisdiction. Included in these permits is the requirement to implement a program to manage the discharge of pollutants from construction sites within their jurisdiction. Therefore, if a construction site located within the jurisdiction of one of these government entities does not properly manage stormwater at that site, the government entity may be in violation of their permit in addition to the construction site owner and operator. E. AMENDING YOUR PERMIT CERTIFICATION This section is only applicable if the limited information on the construction project submitted in the two - page application form changes. In such case, it may be necessary to provide the Division with revised information. If the information provided by the permittee in their two -page application form is no longer accurate, the permittee must provide the revised information to the Division. This includes such items as the planned total disturbed acreage, and the project legal description or map originally submitted with the application. (Note: it is not necessary to revise the anticipated final stabilization date, since the information provided was only an estimate). To revise this information, provide a letter to the Division's Stormwater Program (see the contact information on page 1) that includes the revised information. The Division will not respond to this letter, so you are advised to obtain delivery confirmation from your postal service to confirm receipt. When the Stormwater Management Plan is revised, as required by the Stormwater Construction Permit, it is not necessary to notify the Water Quality Control Division. When BMPs or other site details discussed in the SWMP are modified, the SWMP must be updated to accurately reflect the actual field conditions. Examples include, but are not Page 5 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.govIcdphe John W. Hickenlooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer limited to, removal of BMPs, addition of BMPs, modification of BMP design specifications, and changes in items included in the site map and/or description. However, this information is not submitted to the Division, unless requested. F. ENDING YOUR PERMIT COVERAGE A Stormwater Construction Permit certification remains active until inactivated, or transferred or reassigned to a new responsible party. Forms for inactivation, transfer or reassignment of a permit certification can be obtained from the Division's web site or by contacting the Division (see first page for address information). 1) Inactivation notice Permit coverage for a site that has been finally stabilized in accordance with the SWMP (see definition in Section B.1, above), may be inactivated by submitting a completed Inactivation Notice form. This form contains a certification statement that must be signed in accordance with the General Requirements of the permit. Also, the permittee may inactivate permit coverage at sites where all areas have been removed from their permit coverage, by one or more of the methods below: • reassignment of permit coverage (see Section F.3); • sale to homeowner(s) (see Section H); and/or • amendment by the permittee, as discussed in Section E, above for areas where permit coverage has been obtained by a new operator (see Part G.1, below) or the area is returned to agricultural use (see the Division's Oil and Gas Construction Fact Sheet). In these cases the permittee would no longer have any land covered under their permit certification, and therefore there would be no areas remaining to finally stabilize. Submittal of an Inactivation Notice is still required and must discuss how the above conditions have been met. 2) Transfer of permit Permit coverage for a construction site may be transferred to a new entity when responsibility for stormwater discharges at the site changes from the permittee to the new entity. To transfer permit coverage, the permittee must submit a completed Notice of Transfer and Acceptance of Terms form that is signed in accordance with the General Requirements of the permit. If the new entity will not complete their portion of the transfer form, the permit certification may be inactivated if the permittee has no legal responsibility for the construction activities at the site, requests inactivation in written correspondence to the Division, and submits a completed Inactivation Notice form. 3) Reassignment of permit Permit coverage for a specific portion of a permitted site may be reassigned to a new entity when a permittee no longer has control of that portion of the site, and wishes to transfer coverage of that portion to a second party. To reassign permit coverage for a specific portion of a permitted site, the permittee must submit a completed Notice of Reassignment of Permit Coverage form that is signed in accordance with the General Requirements of the permit. If the new entity will not complete their portion of the reassignment form, the specific portion of the site may be removed from permit coverage if the permittee has no legal responsibility for the construction activities at the portion of the site, and a written request (including contact information for the new entity) is submitted to the Division. G. PERMITTING FOR DEVELOPMENTS WITH MULTIPLE OWNERS AND/OR OPERATORS For situations where multiple entities meet the definition of owners and/or operators for different portions of a development (e.g., a single development with multiple lots being owned and operated by separate entities), extra care must be taken to ensure that proper permit coverage is maintained and that stormwater management practices are correctly documented and implemented. Local stormwater quality programs may have differing requirements for who must maintain permit coverage, and what actions must occur when permitted areas and/or activities change. Construction site owners and operators must ensure Page 6 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303.6922000 www.colorado.govicdphe John W. Hickenlooper, Governor : Larry Wolk, ,MD, MSPH. Executive Director and Chief Medical Officer that their actions do not result in violations of local program requirements. Refer to Section D for additional information. 1) Permit Coverage for Multiple Owner/Operator Development t\ When a portion of a permitted site is sold to a new owner, a permit certification must be in place that is held by an entity meeting the definition of owner and/or operator of the sold area (see the discussion in Section 8.2, above). This may be accomplished in one of the following ways: a) Coverage Under the Existing Certification - Activities at the sold area may continue to be covered under an existing permit certification for the project if the current permittee meets the definition of operator for the sold area. To meet the definition of operator, the current permittee must have contractual responsibility and operational control to address the impacts that construction activities at the sold area may have on stormwater runoff (including implementation of the SWMP for the sold area). Therefore, a legally binding agreement must exist assigning this responsibility to the current permit holder on behalf of the new owner and/or operator for the sold area. It is not necessary to notify the Division in such case. However, documentation of the agreement must be available upon request, and the SWMP must be maintained to include all activities covered by the Stormwater Construction Permit. Example: Developer Dan sells a lot to Builder Bob. Developer Dan is currently covered by a permit certification that covers a larger area, which includes the sold lot. Developer Dan and Builder Bob may enter into a contract that assigns the responsibility for permit coverage and stormwater management to Developer Dan for Builder Bob's lot. Developer Dan is also responsible for making sure his SWMP includes the activities on the sold lot. Developer Dan's permit certification will continue to cover construction activities on Builder Bob's lot. b) New Certification Issued - Reassignment - A new permit certification may be issued to the new owner and/or operator of the sold area. The existing permittee and the new owner and/or operator must complete the Reassignment Form (available from the Division's web page, see page 1) to remove the sold area from the existing permit certification and cover it under a certification issued to the owner and/or operator of the sold area. Both entities must have SWMPs in place that accurately reflect their current covered areas and activities. Example: Developer Dan sells a lot to Builder Bob. Developer Dan is currently covered by a permit certification that covers a larger area, which includes the sold lot. For this example, Developer Dan and Builder Bob must jointly submit the Reassignment Form. Builder Bob will be issued a new permit certification for his lot and the lot will be removed from Developer Dan's permit coverage. Prior to submittal of the Reassignment Form, Developer Dan must revise his SWMP to reflect the changes in his covered area and activities, and Builder Bob must develop his own SWMP to cover the area and activities he will obtain coverage for. c) Amend Existing Permit Certifications - In some cases, both parties (the original owner/operator and the new owner/operator of an area undergoing transfer of ownership or operation) will already both be permit holders for their portions of the overall project (i.e., at least two permit certifications are issued for the project and cover both the party wishing to reassign coverage and the party wishing to accept coverage). When an additional area is transferred between the two parties, the permittees may simply amend their permit certifications instead of completing the Reassignment Form. Both parties must separately complete the procedures discussed in Section E to amend their permit coverage, removing the applicable area(s) from the original owner/operator's permit coverage, and adding the area(s) to the new owner/operator's permit coverage. The requests must cite both permit certification numbers. (Note: this request may be submitted jointly if it is signed by both entities). This option wilt likely be used in cases where a developer and an owner have already submitted a Reassignment Form, as discussed in Part b, above, where an initial transfer of lots has occurred, and then additional lots are transferred at a later date. Both entities must have SWMPs in place that accurately reflect their current covered areas and activities. Example: Developer Dan sells a lot to Builder Bob. Developer Dan is currently covered by a permit certification that covers a larger area, which includes the sold lot. In addition, Builder Bob also holds a permit certification for other portions of the development which he already owns, and Builder Bob wishes to cover his new lot under this certification. Developer Dan submits a request to remove the lot from his permit certification and provides Builder Bob's permit certification number that the tot will now be covered under. Builder Bob also submits a request to modify his permit certification to add the lot, and provides Developer Dan's permit Page 7 of 10 Revised 7-2015 4300 Cherry Creek Drive S.. Denver, CO 80246-1530 P 303-692.2000 www.colorado.gov!cdphe John W. Hickenlooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer certification number under which the lot was previously covered. Developer Dan and Builder Bob must revise their SWMPs to reflect the changes in their covered area and activities. 2) Permit Compliance for Multiple Owner/Operator Development As a permittee, the most important concept for projects where multiple entities are involved is: if activities within your permitted area result in pollution of stormwater, you are the entity responsible for ensuring that those pollutants are properly managed. Permittees are responsible for complying with the Stormwater Construction Permit requirements for the areas and activities for which they have permit coverage, and for all BMPs they are relying on to comply with the permit. Properly addressing and documenting the responsibility of various parties at a construction site will help protect an entity from liability in the case where another party's actions result in failure of BMPs. a) Pollutants from Outside the Permitted Area: A permittee may be held liable for pollutants that pass into and are then discharged from their permitted area or that result from another entity's activities. Specifically, a permittee may have responsibility to ensure proper implementation of BMPs to control stormwater discharges from their permitted area, even if another entity is contributing pollutants. The Stormwater Construction Permit requires the permittee to ensure the implementation of BMPs which will be used to control the pollutants in stormwater discharges associated with construction activity from their permitted area. Therefore, a permittee may be responsible for adequately implementing and maintaining BMPs that are providing treatment for pollutants originating outside of their permitted area or from another entity's activities. An example is when a permittee's property is being used by a separate entity for construction activities (e.g., loading and unloading, site access, materials storage, etc.), or BMPs located on the permittee's property are being relied on to treat stormwater runoff from another site. This scenario is common when a developer sells off lots to a builder. As a practical matter, what most often occurs is that the developer must allow the builder to use the developer's infrastructure (e.g., roads, storm drains, ponds, etc.) for activities and BMPs that cannot realistically be limited to the builder's property. In this case, the developer remains a liable party (in addition to the builder) to ensure that proper stormwater management is implemented for the project. Permit coverage may instead be assigned to the builder for this infrastructure, if the builder has been designated as the operator of the area for stormwater quality purposes (See Section B.2). However, this may not always be practical when multiple builders are operating in an area or when the developer is still performing their own construction activities. Refer to the Liability and Example sections, below, for further guidance. b) BMPs Located Outside the Permitted Area: If a permittee will be relying on BMPs that are outside of the area they own and/or operate, the specific actions listed below must be taken to ensure compliance with the Stormwater Construction Permit. The permittee is responsible for ensuring the proper managment all pollutants from their permitted area. Even if the BMP are implemented by another party, the permittee may still be liable if their pollutants are eventually discharged. The permittee is responsible for ensuring the operation and maintenance of all BMPs that are used to control pollutants that originate from their activities, even if the BMPs are located outside of the area owned and/or operated by the permittee. For example, a builder may only have ownership of a single tot, but may have to rely on BMPs that are located off of their lot and on a developer's property to adequately manage stormwater runoff, such as inlet protection that is on the developer's streets. If a permittee will rely on BMPs that are outside the area that they own and/or operate, the following measures must be taken: i) Any off -site BMPs must be documented in the permittee's SWMP. This includes structural BMPs (e.g., inlet protection and sediment ponds) and non-structural BMPs (e.g., concrete wash out areas and street sweeping). By including the BMPs in the SWMP, the permittee can effectively include the practices under Page 8 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246.1530 P 303.692-2000 www.colorado.gov/cdphe John W. Hickentooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medicai Officer their permit coverage. In such cases, the same off -site BMPs may actually be included in two or more parties' SWMPs. ii) The permittee must have adequate permission from the land and/or BMP owner(s) to utilize the off -site conveyances and BMPs and to ensure proper maintenance and operation. The permittee must be able to provide evidence of this agreement upon request. iii) The off -site BMPs must be operated and maintained in accordance with the SWMP(s) and must control the discharge of pollutants. It may be necessary to enter into agreements with other parties to ensure operation and maintenance of these BMPs. Regardless of who actually carries out the operation and maintenance of a BMP, all permittees who make use of the BMP to control pollutants from their construction activities remain liable if the BMP is not adequately operated and maintained. iv) All BMPs must be located prior to discharge to surface waters or municipally -owned storm sewer systems. Liability: In the above examples, to reduce liability, the developer and builder should communicate on stormwater management issues and document who will be responsible for specific BMPs (e.g., who will maintain inlet protection and implement street sweeping). If BMPs are not being adequately implemented by the party defined as responsible, the other party should take the necessary action to ensure pollutants originating from, or passing through, their permitted area are properly controlled. It is recommended that stormwater management responsibilities be addressed in contracts or other legal agreements between applicable owners and operators for construction sites where one party's actions may impact another party's permit compliance. These legal agreements will both help define roles and responsibilities at a multi owner/operator site, and also may be used to seek damages from a contractor if monetary penalties are issued to a permittee for permit violations. Example: Developer Dan sells a tot to Builder Bob. Following the procedures discussed in Section G.1 .b or c, above, Builder Bob obtains separate permit coverage for his new lot, ending at the curb line. Because the site infrastructure is being utilized by several different builders at the project, Developer Dan maintains permit coverage for the streets, storm drain system, and a large retention pond that is designed and implemented as a BMP to manage pollutants from construction activities at the development (including Builder Bob's lot). In addition to the large pond, inlet protection is also being used to protect storm sewer inlets located on Developer Dan's roads, and street sweeping is occurring to control sediment tracked onto Developer Dan's roads. Builder Bob is relying on the pond, inlet protection, and street sweeping to manage pollutants from his lot, and therefore has included the BMPs in his SWMP, as discussed in Section G.2.b, above. The BMPs are also included in Developer Dan's SWMP because they are being used to control pollutants from property he still maintains control over, as discussed in Section G.2.a, above. In addition, Developer Dan and Builder Bob enter into a contract that clearly defines Developer Dan as being responsible for implementing and maintaining the infrastructure BMPs (i.e., the pond, inlet protection, and street sweeping BMPs), and requires Builder Bob to implement additional BMPs on his lots, such as vehicle tracking control and construction waste management. If the infrastructure BMPs are not properly operated and maintained, or discharges of sediment and/or other pollutants from Builder Bob's lot are not properly controlled and overwhelm the infrastructure BMPs, both Developer Dan and Builder Bob may be in violation of their permits. Therefore, Builder Bob and Developer Dan must both remain diligent in ensuring that conditions of their contract are being met and BMPs operated by both parties continue to be implemented in accordance with their SWMPs. H. SALE OF RESIDENCE TO HOMEOWNERS Residential lots that have been conveyed to a homeowner and that meet the specific criteria below do not 1`1 require coverage under the Stormwater Construction Permit. In this case, the conveyed lot may be removed from coverage under the permittee's certification, and the permittee is no longer responsible for meeting the terms and conditions of this permit for the conveyed lot, including the requirement to transfer or reassign permit coverage. The permittee remains responsible for eventual inactivation of the original certification (see Part F, above). The criteria for these lots are as follows: 1) The lot has been sold to the homeowner(s) for private residential use; 2) the lot is less than one acre of disturbed area; 3) all construction activity conducted by the permittee on the lot is completed; Page 9 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe John W. Hickenlooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer 4) a certificate of occupancy (or equivalent) has been awarded to the homeowner; and 5) the SWMP has been amended to indicate the lot is no longer covered by permit. Lots not meeting all of the above criteria require continued permit coverage. However, the permit coverage for the conveyed lot may be transferred or reassigned to a new owner or operator (see Parts F and G.1, above). I. CONSTRUCTION DEWATERING Construction dewatering water can NOT be discharged to surface waters or to storm sewer systems �� without separate permit coverage. The discharge of Construction dewatering water to the ground, under the specific conditions listed below, may be allowed by the Stormwater Construction Permit when appropriate BMPs are implemented. Two options are available for managing uncontaminated Construction Dewatering water on a construction site. Construction Dewatering water discharged from the project site, to surface waters or to storm sewer systems, is considered a process water and requires an industrial process water permit. Applications for dischargers engaged in the dewatering of uncontaminated groundwater from a construction site are available from the Division's web site or by contacting the Division (see first page for address information). Alternatively, Construction Dewatering water may be discharged to the ground if all of the following conditions are met: 1) The discharge and the BMPs are included in the SWMP; 2) Adequate BMPs are included to control stormwater pollution; 3) The discharge does not leave the site as surface runoff or to surface waters/storm sewer systems; and 4) The groundwater being pumped is not contaminated so as to exceed State groundwater standards. If the above conditions are not met, a separate permit (see above) is needed for discharges to the ground and/or surface waters. Further information concerning Construction Dewatering, including what constitutes contamination of groundwater, can be found in the Stormwater Construction Permit and Rationale. These documents and others can be obtained from the Division's web site or by contacting the Division (see first page for address information). J. CONCRETE WASHOUT Concrete Washout water can NOT be discharged to surface waters or to storm sewer systems without 1� separate permit coverage. The discharge of Concrete Washout water to the ground, under the specific • conditions listed below, may be allowed by the Stormwater Construction Permit when appropriate BMPs are implemented. Concrete Washout water from washing of tools and concrete mixer chutes may be discharged to the ground if all of the following conditions are met: 1) The source is identified in the SWMP; 2) Adequate BMPs are included in the SWMP to prevent pollution of groundwater; and 3) These discharges do not leave the site as surface runoff or to surface waters/storm sewer systems. The use of the washout site should be temporary (less than 1 year), and the washout site should be not be located in an area where shallow groundwater may be present, such as near natural drainages, springs, or wetlands. Concrete washout water must not be discharged to state surface waters or to storm sewer systems. Also, on -site permanent disposal of concrete washout waste is not authorized by this permit. Further information concerning Concrete Washout can be found in the Stormwater Construction Permit and Rationale. These documents can be obtained from the Division's web site at www.coloradowaterpermits.com. Page 10 of 10 Revised 7-2015 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.cotorado.gov/cdphe John W. Hickenlooper, Governor Larry Volk, MD, MSPH, Executive Director and Chief Medical Officer i DRAINAGE REPORT REVIEW CHECKLIST Project Name: MINF19-0001 Cimarron The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicants property. REPORT (O = complete, ❑ = required) EStamped by PE, scanned electronic PDF acceptable ❑ Certification of Compliance ❑Variance request. if applicable ® Description/Scope of Work El Number of acres for the site - see below ❑ Methodologies used for drainage report & analysis Design Parameters Li Design storm ❑ Release rate ❑ URBANIZING or NON -URBANIZING ❑ Overall post construction site imperviousness • Soils types ❑ Discuss how the offsite drainage is being routed — See Below ❑Conclusion statement must also include the following: Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions. concentration and/or unplanned ponding of storm run-off for the 100 -year storm. --How the project impacts are mitigated. Construction Drawings ^l Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities .i Outlet details —1Spillway /way Maintenance Plan ZFrequency of onsite inspections Z Repairs, if needed 5Z Cleaning of sediment and debris from drainage facilities ZVegetation maintenance Include manufacturer maintenance specifications, if applicable Comments: 1_ The drainage report says the site is 20.28 acres and the calculation sheet shows 24.54 acres. 2 The site does not appear to meet any of the criteria listed in Weld County Code Section 23-21-30F.12 which states that `Individual Parcels with an unobstructed flow path and no other parcel(s) between the Federal Emergency Management Administration (FEMA) regulatory floodplain channel and the project_" are excepted from the requirements to detain the 100 -year storm. Please provide a detention pond design for the site, per the code requirements. 4/11/2018 Department of Public WorksI Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ DRAINAGE REPORT REVIEW CHECKLIST 3. This site is located in the MS4 area and will be subject to inspections once every five years. At the end of construction, the drainage facility will require certification by a Colorado License Professional Engineer. Please add a statement in the drainage report indicating this. 4. When calculating the weighted C value for the proposed site. please model the pond water surface area using a 100% impervious value. The impervious value for the lots should be 80% or 90% for industrial areas. Apartments -; Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Plinvrounth 2i 5. Page 6, Section II -B-1 of the report mentions that offsite flows from the west are collected by a wastewater ditch that is routed through Lot 4 and also states that the wastewater ditch will be re -graded. The Grading and Drainage Plan shows that the areas of the existing pipeline easement cannot be excavated or dug in. Please include design information for this swale with the calculated flows and show how this will be reconstructed without grading or digging in the pipeline easement. 6. The Regional Tc ((total length/180)+10) should not be used in calculation of the pre -developed 5 -year flows. This is to be used for Urbanized catchments. 7 Please include the calculations for the design of the outlets. 8. On the Grading and Drainage Plan, please label the swales with the swale number. Also, please name the cross sections in a different manner so it is clear which swale is being represented. 9. The site drains into the Eaton Draw and indicates that the Eaton Draw was managed by the Free Church Lateral. The design indicates that the spillway riprap will extend up the southern bank of this waterway. This construction may require and Army Corps of Engineers Individual permit. Please provide information on communications with the ACOE determining what is required. 10. Froude numbers for the swales on site indicate that permanent erosion control is required. 11. The Rock Chute calculation sheets use the 10 -year flow, not the 100 -year flow. 12. Why are historical channels included in the report? Do these channels exist? 13. The calculation sheets for each design point are confusing. The line placement seems like it could be placed so that the reader can understand that the Tc calculated above goes with the Q calculated below. 14. Page 7. Section III -A-1 indicates that Weld County was contacted regarding the existing drainage reports and master drainage plans in the area. There is an existing approved drainage report for SPR17-0019 on the site to the north. Please acknowledge this report and clarify if the release rate for their pond is utilized or if the historic 100 year storm is used for design. 15. Due to the Industrial Zoning for the PUD. it is preferred that the WQCV would be infiltrated, if this can be achieved in the drain times allowed by state law. This would help prevent some pollutants from leaving the site into the floodplain. 16. The detention facility cannot be located in the floodplain. 17. Please label the drop structures in the grading and drainage drawing. Or include the Structures Callout' sheet in the construction drawing packet for clarity. 18. Include the design of the driveway culverts for the lots. The road will be required to have ditches as shown in the cross sections in Chapter 24, Appendix E of the Weld County Code. 15" culverts are a minimum. 4/11/2018 Weld County Department of Public Worksl Development Review 1111 H Street, Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_worksldevelopment_review/ DRAINAGE REPORT REVIEW CHECKLIST 19. The Utility Plan shows a french drawin south of the cul-de-sac with a bull valve. What is the purpose of this? What is the design based upon for the French Drain? 20. Include calculations for the spillway in the drainage report 21. The Drainage and Grading map needs to show existing and proposed contours with proposed contours tying into existing contours_ 22. Once the revised design and drainage report have been submitted, the County may provide additional comments in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review period may be required. 23. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 we Weld County Department of Public Works' Development Review 1111 H Street, Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ Cimarron Land Company, LLC Part of the NE 1/4 of Sec. 32, Township 6 North, Range 65 West Weld County. Colorado Traffic Impact Study KE Job #2019-029 Prepared for: Varra Buildings. Inc. 48645 CR 29 Nunn, CO 80648 Prepared by: KELLAR ENGINEERING www.kellarenEdneering.com 970.219 1602 phone May 31, 2019 Sean K. Kellar, PE, PTOE This document together with the concepts and recommendations presented herein, as an instrument of service is intended only for the specific purpose and client for which it was prepared Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Kellar Engineering LLC TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Recent Traffic Volumes 3.0 Pedestrian/Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range Total Peak Hour Traffic 5.0 Traffic Operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Auxiliary Lane Analysis 6.0 Findings List of Figures: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Vicinity Map Site Plan Recent Peak Hour Traffic 2021 Background Peak Hour Traffic Trip Distribution Site Generated Peak Hour Traffic 2021 Short Range Total Peak Hour Traffic Page 3 3 3 6 6 6 6 7 7 8 8 8 8 17 Page 4 5 11 12 13 14 15 Cimarron Land Company TIS Page 1 TABLE OF CONTENTS (continued) List of Tables: Table 1: Table 2: Table 3: Table 4: Appendices: Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Trip Generation Recent Peak Hour Operations 2021 Background Peak Hour Operations 2021 Short Range Total Peak Hour Operations Traffic Counts Level of Service (LOS) Tables Aerial and Site Photos Weld County Functional Classification Map HCM Calculations (Synchro) Page 10 16 16 16 Page 19 21 22 26 27 Cimarron Land Company TIS Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system. and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed Cimarron Land Company project located south of the property at 252 O Street in Weld County. CO. See Figure 1: Vicinity Map. Kellar Engineering LLC (KE) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network The project site is on the south side of O Street west of N. 1St Avenue in Weld County, CO. The project proposes to share the existing access with the existing property at 252 O Street. 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection cameras on May 23. 2019. The traffic counts were conducted during the peak hours of adjacent street traffic in 15 -minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets provided in Appendix A. Cimarron Land Company TIS Page 3 FE Fiqure 1: Vicinity Map N CT Nib t V 1 3 W .R. • - "O" STRE (AKA moony RD eso al SITE z ••▪ •••••••••• �:::::• . . . ••n• en I'M W.C.R. 62 1/2 "1-i" STREET d U 3 Cimarron Land Company T1S Page 4 Figure 2: Site Plan t•pnyt eta tll[ u nub ••.D M•Ii. MAY%AI I.. Val iwWall •0.I r n•r. • CIMARRON LAND COMPANY. LLC. PROPOSED SITE CONDITIONS PART OF I Ht IH? I .. If 1 I' fl '. 32. TOWNSHIP 6 NORTH, KANGE r, F Ti -I I L C [i I.. slit Or WELD. STATE Or COLORADO • I- c ESIC WIt o••a 1444 • •4. •11V4. ..•a •,\•♦ a,.. ♦ '••' ,.v 44_4 .•I.-. —•'1" rr1` ' _1 •• 1. ." .• •••�,/ .TMy l M ter • b tnra r a, .r .../Q al a at tla teala•r 4 0 a• •a . apU M• I. IVO ORS I•• • I .. M4'- , I.. VW IDIOMS ual O MI IA . 7r vlL.tAA I.1.•... IN b..41 .. FL.f 4.JW.. .I nr,n II., 11.1114.44•F.•. awe....44.13•' J►rfit rit u! r •• • I It. :el art. 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T•11 LAM as .AY eat 41• r• ••9 An; al 14 rah` LOT• • II• • .(l', • P4•1••• •au•a•1 Itrlf•lt11.0• • YItaa1 W I .t• • PO,, '4•. ,..• t. • 12.111.OT A ew • a.la) • MIMI tent at • Ru.4.a. K - .—•Ulan. — .—.— •6•WIe•1 . nal a •a. , - • ta16P1 • • Klo/n. afl•l\ below \.sill iw.1eM1 )11.1 dig E _ V T • 9 a t od Y • Cimarron Land Company'I'IS Page 5 3.0 Pedestrian/Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the project site. Additionally, the project is not anticipated to generate additional pedestrian or bicycle trips. Any additional pedestrian or bicycle traffic from this project. if any, would be negligible. 4.0 Proposed Development The proposed development consists of approximately 40,000 total SF of light industrial. See Table 1: Trip Generation and Figure 2: Site Plan. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). ITE has established trip generation rates in nationwide studies of similar land uses. For this study. KE used the ITE 90th Edition Trip Generation Report average trip rates. The proposed project is anticipated to generate approximately 198 daily weekday trips, 28 AM total weekday peak hour trips, and 25 PM total weekday peak hour trips. See Table 1: Trip Generation. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics. existing traffic patterns and volumes. anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 5 illustrates the trip distribution used for the project's analysis. Cimarron Land Company TN Page 6 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 6 shows the site generated peak hour traffic assignment. 4.4 Short Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2021 horizon. These background (2021) and short range (2021) total traffic volumes are shown in Figure 4 and Figure 7 respectively. The short range analysis year 2021 includes the proposed development for the project plus an increase in background traffic per the growth rates from the NFRMPO (North Front Range Metropolitan Planning Organization). Cimarron Land Company TIS Page 7 5.0 Traffic Operation Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersection. The acknowledged source for determining overall capacity is the Highway Capacity Manual. 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the Highway Capacity Manual are provided in Appendix B. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2021 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes shown in Figure 7, the project's intersections are projected to operate acceptably. See Table 4 for the 2021 Short Range Total Peak Hour Operation. 5.3 Auxiliary Lane Analysis Vehicular access to the project site is proposed from an existing access to O Street that is shared with the property at 252 O Street. The auxiliary lane analysis for the site access intersection was conducted using CDOT State Highway Access Code (SHAG). Based upon the SHAG. a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph, and a right -turn acceleration lane is required at an intersection with a projected peak egress turning volume greater than 50 vph. Based upon the projected peak hour traffic of the project, auxiliary lanes are not required. See Figure 7: 2021 Short Range Total Peak Hour Traffic. Additionally, with the future closing of O Street at the railroad. the eastbound traffic volumes would decrease. Most site generated trips will be redirected as westbound left -turns entering the site with this future road closure. While the peak hour westbound left -turns would Cimarron Land Company T1S Page 8 result in over 10 vph, the opposing eastbound thru traffic numbers would be very low in this scenario (less than 20 vph for each peak hour). To account for this scenario when the opposing traffic volume is low, the SHAC contain provisions in Section 3.5 that allow the left -turn deceleration lane requirement to be waived when the predicted roadway volumes conflicting with the turning vehicle is predicted to be below 100 vph. The predicted opposing traffic volume for this scenario is well below this threshold at 11 vph in the AM peak hour and 17 in the PM peak hour. Therefore, the westbound left -turn deceleration lane is also anticipated to not be warranted in the future when the closing of O Street at the railroad occurs. Cimarron Land Company TIS Page 9 IE Table 1: Trip Generation ITE Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Size Rate Total Rate % In In %Out Out Total Rate %In In %Out Out Total 110 Light Industrial 40 KSF 4.96 198 0.70 88% 25 12% 3 28 0.63 13% 3 87% 22 25 Total _ 198 25 3 28 3 22 25 KSF = Thousand Square Feet Cimarron Land Company TIS Page 10 le Figure 3: Recent Peak Hour Traffic N 20/32 -II 6/0 —air �-- 45/23 ra 1/3 TE CO CO r r O Street Le end AM/PM NTS Cimarron Land Company TIS Page 11 IE Figure 4: 2021 Background Traffic N 21/34 -------40- 6/0 ________ly COCO r laa— 48/24 1/3 --- 0 Street Legend AM/PM NTS Cimarron Land Company T1S Page 12 Figure 5: Trip Distribution N 70% Norn H 30% 95% O Street 440-0. Le end NTS xx 2021 Distribution cxx ii.....) Future Traffic with Closing O Street at Railroad Nom= Nominal 5% Cimarron Land Company TIS Page 13 Figure 6: Site Generated Peak Hour Traffic N 18(2)/2(0) c--- 7(23)/1(3) TE N u7 r N 0 N R: (r) O Street Lad AM/PM NTS (AM/PM) Future Traffic with Closing O Street at Railroad Cimarron Land Company TIS Page 14 Figure 7: 2021 Short Range Total Peak Hour Traffic N 21(11)/34(17) -0- 24(2)/2(0) cm to c co a) T▪ an p • LI w Q .0-- 48(53)/24(26) rala 8(30)/4(4) TE N CO r O CO 0 Street Le end AM/PM (AM/PM) Future Traffic with Closing O Street at Railroad NTS Cimarron Land Company TIS Page 15 Table 2: Recent Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS O Street/Existing Access EB Thru/Right A A EB Approach A A WB Left/Thru A A WB Approach A A NB Left/Right A A NB Approach A A Table 3: 2021 Background Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS 0 Street/Existing Access EB Thru/Right A A EB Approach A A WB Left/Thru A A WB Approach A A NB Left/Right A A NB Approach A A Table 4: 2021 Short Range Total Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS O Street/Existing Access EB Thru/Right A A EB Approach A A WB Left/Thru A A WB Approach A A NB Left/Right A A NB Approach A A Cimarron Land Company TIS Page 16 6.0 Findings Based upon the analysis in this study. the proposed project will be able to meet Weld County. Colorado requirements and not create a negative impact upon the local and regional traffic system. The findings of the TIS are summarized below: • The proposed project is anticipated to generate approximately 198 daily weekday trips. 28 AM peak hour trips. and 25 PM peak hour trips • Access to the site is proposed from an existing access to O Street that is shared with the property at 252 O Street • The site access to O Street will operate acceptably during the AM and PM peak hours with the proposed development per Weld County, CO requirements • Auxiliary lanes are not required at the site access/O Street intersection per Weld County. CO requirements. • Signal warrants are not anticipated to be met at the site access/O Street intersection Cimarron Land Company TIS Page 17 APPENDICES: Cimarron Land Company T1S Page 18 Appendix A: Traffic Counts Traffic Counts O St and Access Intersection Point AM - 15 Minute Summary Time Begins Westbound: 0 5t Eastbound: 0 St Total East/West Southbound: N/A Northbound: Access Total Lett 1 \ Tilt Right Total Lett Thru Right Total I 1 left Thru Right Total _ Lett Thru Right Total North/South 7:00 1 4 0 5 :1 2 0 0` 0 0 0 0 0 1 1 1 7:15 0 8 : 8 3 0 3 11 0 0 0 0 1 0 0 1 1 7-30 0 8 0 8 ., 2 0 i 10 0 0 0 0 0 0 0 0 0 800 0 12 : 1.1) In 3 1 4 16- t 0 q 0 0 01 0 0 815 0 11 0 11 0In 6 1 7 18 \ 0 N or 0 1 1 1 8.30 1 5 0= 6 0 7 0 7 IS 0 0 0 0 0 r 0 0 0 345 0 9 0 I, G S_ 0 11 1 - 0 0 0 0_ 0 0 -8.45 1 1 454 OI 0I 61 I)�a 01u Of 151 oHF i 0.='5I U b6ln/a G b�n/a 0.71 0.34 0.811 n/a Inja 5jn!a 251 QSOI 0.5G O St and Access Intersection Point PM - 15 Minute Summary 16 00 1 5 0 6 0 6 0` 6 12 0 ,, r t_ 0 0` 3` 3 3 1615 2 8 0 / 10 0 3 01 3N, 13 0 0w r 0 0` 0 0 0 16.30 0 7 0 7/ 0 8 0 8 IS 0 0 I 0 0 \ 0 0 0 0 17:00 0 70 7 0 5r 0 5 12 0` 0 0 0 0 0 0 0 0 17:15 0 3 OF _ 0 3 0 3 6 0` 0 0 CS 1r 0 0 1 1 17.30 0 3 0 3 0 3 CS 3 6 N 0 0 0 C0 0 0 0 7 45 0_ 3 0 0 4 0 4 7 0 0 0 r 0 0 0 0 0 5.00 I 23 li 32 01 I 6 °1 PILE 0.381 0.72 n/a 0 65In/a I 0.53In/a 03331 0 88TH/a ln/a nja ln1a r is 0 '1 O SOI 0.50 a Peak Hour • Peak 15 Minutes ' 7 Fetzer Euginrrrirg, L1.C Cimarron Land Company TIS Page 19 IE O St and Access Intersection Pedestrians and Bicycles Pedestrians on Crosswalk PM - 15 Minute Summary TSt Sep WestOOand: 0 St Esstboun a O A SaAMOund: N/4 NORnaauno. Access Noah South Total Nona Soutn Total Ent West Total East West Tots 7 a 0 0 3 0 711 0 0 0 0 7 30 0 0 0 0 7.43 0 0 0 0 4:00 0 0 0 0 413 0 0 0 0 4.30 0 0 0 0 143 0 0 3 0 Total 3 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk PM - 15 Minute Summary Time Seems Westbound: 0 St Eastbound:0 A Southbound: N/A Nonhbound: Access Nora Scotia Total Muth South Total Ent West Total Eat West Total '00 0 0 0 0 7 13 0 0 0 0 730 0 0 0 0 7 43 0 0 0 0 4-00 0 0 0 0 4 13 0 0 0 5 30 0 0 0 0 5:43 0 0 0 0 Total 3 0 0 0 0 0 0 0 3 0 0 0 Pedestrians on Crosswalk PM - IS Minute Summary Time ternsWesmound: 0 St Eastbound: 0 St Sohtetooum: NIA Northbound: Access NOM Scum Total wan South Total East West Total Ent West Total 16.00 3 0 0 0 1113 0 0 0 0 16)0 0 0 0 0 1643 0 0 0 0 1700 0 0 3 0 17 13 0 0 0 0 17 30 0 0 0 0 17:43 0 0 0 0 total 0 0 3 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk PM - 15 Minute Summary Teat Sewn, Westbound: estbound: O St Eastbound: 0 St Ma: So.bounN/A Noi hootaha: Access North South Total Noah South Total East West Total Eat West Total 16,00 0 0 0 0 a 13 0 0 0 0 1650 0 0 0 0 1643 0 0 0 0 1700 0 0 0 0 17,13 0 0 0 0 17:30 0 0 0 0 1743 0 0 0 0 -otai 3 0 0 0 0 0 0 0 0 0 0 0 AM PM far. COrhtac info Dote 3;1).+201.4 Due 3/1521019 Scharf Fetter. I E 176E tea aids Cr. tnve n4 Co 20332 Emil- Stetrl'ttterengneentat atm 'nom • 370-7024224 now. 700.2.00 Tyne 400.600 Der TVttdav oat %noes ODsener S' F Nietol Cows,.- so F`VOeoj Cimarron Land Company 'CIS Page 20 Appendix B: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/veh) (sec/veh) A ≤ 10 ≤ 10 B >l0and ≤20 >10and ≤15 C > 20 and ≤ 35 > 15 and ≤ 25 D >35and ≤55 >25and≤35 E > 55 and ≤ 80 > 35 and ≤ 50 F >80 >50 Cimarron Land Company TIS Page 21 Appendix C: Aerial and Site Photos Location Map O Street and Access Intersection Analyzed Cimarron Land Company TIS Page 22 Looking West Looking West FP Cimarron Land Company TIS Page 24 Looking South Looking South Cimarron Land Company T1S Page 25 IE Appendix D: Weld County Functional Classification Map 8 7 7 7 7 7 6 6 6 6 6 5 Legend nrc Highway Paved Local Gravel Local a 4 -Lane Controlled -Access County Highway a Arterial a Collector Arterials Not Constructed (©' Future Alignment To Be Determined Note: The minimum nght-of-way for WCR 29 between SH 392 and WCR 100 will be 100' except at the following intersections rt will be 140' SH 392, WCR 74, SH 14, WCR 90, WCR 100 Cimarron Land Company TIS Page 26 E Appendix E: HCM Calculations (Synchro) Cimarron Land Company TIS Page 27 Recent AM Peak Hour Kellar Engineering LLC 3: Existing Access & 0 Street 05/30/2019 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 4 Y Traffic Vol, veh/h 20 6 1 45 1 1 Future Vol. veh/h 20 6 1 45 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage. # 0 - 0 0 Grade, % 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles. % 20 20 20 20 20 20 Mvmt Flow 22 7 1 49 1 1 Major/Minor Ma orl Ma or2 Minor/ Conflicting Flow All 0 0 29 0 77 26 Stage 1 - - 26 Stage 2 - - 51 - Critical Hdwy - 4.3 6.6 6.4 Critical Hdwy Stg 1 - - 5.6 - Critical Hdwy Stg 2 - 5.6 Follow-up Hdwy - 2.38 3.68 3.48 Pot Cap -1 Maneuver - - 1475 - 883 1000 Stage 1 - - 952 - Stage 2 - 927 - Platoon blocked. Mov Cap -1 Maneuver - - 1475 - 882 1000 Mov Cap -2 Maneuver - - - - 882 - Stage 1 - - 952 Stage 2 - - - - 926 - Approach EB WB NB HCM Control Delay. s 0 0.2 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 937 - - 1475 - HCM Lane V/C Ratio 0.002 - - 0.001 - HCM Control Delay (s) 8.9 - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - 0 - HCM 2010 TWSC Synchro 9 Report Sean Kellar. PE. PTOE Recent PM Peak Hour Kellar Engineering LLC 3: Existing Access & 0 Street 05/30/2019 Intersection Int Delay, s/veh Movement 1.2 EBT EBR WBL WBT NBL NBR Lane Configurations '3 4 V traffic Vol, veh/h 32 0 3 23 3 3 Future Vol, veh/h 32 0 3 23 3 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 20 20 20 20 20 20 Mvmt Flow 35 0 3 25 3 3 Major/Minor Major1 Ma or2 Minor/ Conflicting Flow All 0 0 35 0 66 35 Stage 1 - - - - 35 Stage 2 - - 31 - Critical Hdwy - - 4.3 - 6.6 6.4 Critical Hdwy Stg 1 - - - 5.6 - Critical Hdwy Stg 2 - - - - 5.6 - Follow-up Hdwy - - 2.38 - 3.68 3.48 Pot Cap -1 Maneuver - - 1468 - 896 989 Stage 1 - - - - 943 - Stage 2 - - - - 947 Platoon blocked, Mov Cap -1 Maneuver - 1468 - 894 989 Mov Cap -2 Maneuver - - - 894 Stage 1 - - - 943 Stage 2 - - - - 945 Approach EB WB NB HCM Control Delay. s 0 0.9 8.9 HCM LOS A Minor Lane/Major %/nit NBLn1 EBT EBR WBL WBT Capacity (veh/h) 939 - - 1468 - HCM Lane V/C Ratio 0.007 - - 0 002 HCM Control Delay (s) 8.9 HCM Lane LOS 7.5 0 A - - A A HCM 95th %tile Q(veh) 0 - 0 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE 2021 Background AM Peak Hour Kellar Engineering LLC 3: Existing Access & O Street 05/30/2019 Intersection int Delay. s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 4 T1 Traffic Vol. veh/h 21 6 1 48 1 1 Future Vol. veh/h 21 6 1 48 1 1 Conflicting Peds. #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 Veh in Median Storage. # 0 - 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles. °/0 20 20 20 20 20 20 Mvmt Flow 23 7 1 52 1 1 Major/Minor Major1 Major2 Minorl Conflicting Flow All 0 0 30 0 81 27 Stage 1 - - - 27 Stage 2 - - - 54 Critical Hdwy - - 4.3 - 6.6 6.4 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver - - 1474 - 879 999 - 5.6 - 5.6 - 2.38 - 3 68 3.48 Stage 1 - - - 951 Stage 2 - - 924 Platoon blocked, Mov Cap -1 Maneuver - 1474 - 878 999 Mov Cap -2 Maneuver Stage 1 Stage 2 878 - 951 - 923 Approach EB WB NB HCM Control Delay. s 0 0.2 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 935 - - 1474 HCM Lane V/C Ratio 0.002 - - 0.001 HCM Control Delay (s) 8.9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE. PTOE 2021 Background PM Peak Hour Kellar Engineering LLC 3: Existing Access & O Street 05/30/2019 Intersection nt Delay. s/veh Movement 11 EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4 tri Traffic Vol, veh/h 34 0 3 24 3 3 Future Vol, veh/h 34 0 3 24 3 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 20 20 20 20 20 20 Mvmt Flow 37 0 3 26 3 3 Ma,or/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 37 Stage 1 Stage 2 Critical Hdwy - - 4.3 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy - - 2.38 Pot Cap -1 Maneuver - 1465 - 893 986 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 69 • 37 ▪ 32 ▪ 6.6 ▪ 5.6 - 5.6 ▪ 3.68 37 6.4 3.48 SID O g - 1465 - 941 - 946 - 891 986 - 891 - 941 - 944 - Approach EB WB NB HCM Control Delay, s 0 0.8 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 936 - - 1465 HCM Lane V/C Ratio 0 007 - - 0.002 HCM Control Delay (s) 8.9 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - 0 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 3: Existing Access & O Street 05/30/2019 Intersection Int Delay, s/veh Movement 1 EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol. veh/h Future Vol. veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # 0 0 0 Grade, % 0 - - 0 0 1+ 4 21 24 8 48 21 24 8 48 0 0 0 0 Free Free Free Free - None - None 3 3 0 Stop 0 2 2 0 Stop None Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles. % Mvmt Flow 20 20 20 20 20 20 23 26 9 52 3 2 Major/Minor Majorl Maor2 Minor1 Conflicting Flow All 0 0 49 0 106 36 Stage 1 - - 36 Stage 2 - - - - 70 - Critical Hdwy - 4.3 6.6 6.4 Critical Hdwy Stg 1 - - - 5.6 Critical Hdwy Stg 2 - - 5.6 Follow-up Hdwy - - 2 38 3 68 3.48 Pot Cap -1 Maneuver - 1450 850 987 Stage 1 - - 942 Stage 2 - 909 Platoon blocked, % - Mov Cap -1 Maneuver - - 1450 - 845 987 Mov Cap -2 Maneuver - - - - 845 - Stage 1 - - - 942 Stage 2 - - - 904 Approach EB WB NB HCM Control Delay. s HCM LOS 0 1.1 9 A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio 897 - - 1450 0.006 - 0.006 HCM Control Delay (s) HCM Lane LOS 9 - - 7.5 0 A A A HCM 95th %tile Q(veh) 0 - - 0 HCM 2010 TWSC Sean Kellar. PE. PTOE Synchro 9 Report 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 3: Existing Access & O Street 05/30/2019 Intersection Int Delay, s/veh Movement 3 EBT EBR WBL WBT NBL NBR Lane Configurations 1 4 Traffic Vol, veh/h 34 2 4 24 18 8 Future Vol. veh/h 34 2 4 24 18 8 Conflicting Peds. #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 - Veh in Median Storage. # 0 0 0 Grade. % 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles. % 20 20 20 20 20 20 Mvmt Flow 37 2 4 26 20 9 Major/Minor Ma or1 Ma.or2 Minor1 Conflicting Flow All 0 0 39 0 72 38 Stage 1 - - 38 - Stage 2 - - 34 Critical Hdwy - - 4.3 - 6.6 6.4 Critical Hdwy Stg 1 - 5.6 Critical Hdwy Stg 2 5.6 Follow-up Hdwy - 2.38 3.68 3.48 Pot Cap -1 Maneuver - 1462 889 985 Stage 1 940 Stage 2 - 944 Platoon blocked. % - - - Mov Cap -1 Maneuver - 1462 - 886 985 Mov Cap -2 Maneuver - - 886 - Stage 1 - - - 940 Stage 2 - - - - 941 Approach EB WB NB HCM Control Delay, s 0 1.1 9.1 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 914 - 1462 HCM Lane V/C Ratio 0.031 - 0.003 HCM Control Delay (s) 9.1 - - 7.5 0 HCM Lane LOS A - A A HCM 95th %tile Q(veh) 0.1 - - 0 HCM 2010 TWSC Synchro 9 Report Sean Kellar PE. PTOE SEAN KELLAR, PE, PTOE OWNER - KELLAR ENGINEERING, LLC KELLAR ENGINEERING Kellar Engineering LLC is a Transportation/Traffic Engineering consulting firm founded by Sean Kellar, PE, PTOE. Sean has over 19 years of work experience in transportation/traffic engineering in both the private and public sectors working for: Missouri Department of Transportation (MoDOT) as District Traffic Engineer; City of Loveland, Colorado; Kirkham Michael Consulting Engineers; and Dibble and Associates Consulting Engineers. Kellar Engineering LLC is dedicated to offering quality transportation and traffic engineering consulting services through great customer service to its clients. Each project presents a new opportunity to add value and for strengthening relationships with clients. Sean has completed over 200 traffic impact studies, including traffic studies provided for CDOT, City of Loveland, and Colorado State University. EDUCATION AND CERTIFICATION • Registered Professional Engineer, State of Colorado (License #38650) • Registered Professional Engineer, State of Wyoming (License #15954) • Registered Professional Engineer, State of Arizona (License #45781) • Registered Professional Engineer, State of Missouri (License #2015027449) • Professional Traffic Operations Engineer (PTOE) (Certificate #2647) • Bachelor of Science in Engineering, Emphasis in Civil Engineering Arizona State University, Tempe, AZ SUMMARY OF QUALIFICATIONS • Over 19 years of transportation engineering experience • Designed, reviewed, and managed several traffic engineering projects for municipalities, government agencies, and clients in the private sector • Presented several projects to City Council and Planning Commission in public hearings • Managed the April 1, 2007 revisions to the City of Loveland's street design standards (Larimer County Urban Area Street Standards) and represented the City at the public meetings and public hearings associated with receiving City Council approval of the changes • Experience in the design of: traffic signals, roundabouts, arterial roadways; and traffic impact analysis utilizing multiple modeling packages • Construction inspection and field coordination experience • Proficient in the following software applications: Synchro, SimTraffic, HCS 2000, AutoCAD, AutoDesk Land Desktop, Microstation, Autoturn, InRoads, ArcMap GIS, and Microsoft Office PROFESSIONAL WORK EXPERIENCE Kellar Engineering LLC, Overland Park, KS — January 2016 — Present Owner/President Key components include: • Roundabout Design • Intersection re -design • Traffic Modeling • Bike/Pedestrian Facilities • Traffic Impact Studies • Traffic Signal Warrant Analysis • Parking Studies • Corridor Planning Kellar Engineering LLC I PO Box 8198, Prairie Village, KS 66208 I 970-219-1602 skellar@kellarengineering.com Key Projects include: ■ US 34 and Boyd Lake Avenue Ultimate Intersection Improvements, Loveland, CO Sean Kellar (Kellar Engineering) was the traffic engineer for the US 34/Boyd Lake Avenue ultimate intersection improvements project. This design involved ultimate intersection widening of US 34 to a 6 -lane major arterial cross- section and Boyd Lake Avenue to a 4 -lane major arterial cross-section. The project also included design of a multi -lane roundabout to the south at the intersection of Boyd Lake Avenue and Mountain Lion Drive. • Traffic Signal Design, Loveland, CO Kellar Engineering provided the traffic signal warrant analysis and traffic signal construction drawing design at the intersection of 29th Street/Beech Drive — the main entrance/exit to Loveland High School. The new traffic signal addressed safety concerns with the traffic at Loveland High School and created a safe pedestrian crossing for the high school and pedestrians accessing the sculpture parks on both sides of 29th Street. • 37th Street Connector and Monroe Avenue Roundabout, Loveland, CO Sean Kellar (Kellar Engineering) was the traffic engineer for the 37th Street Connector and Monroe Avenue roundabout project. The project included horizontal design for a new roadway connection between Hwy 287 and Monroe Avenue along the 37th Street alignment. The project also included the design of a modern roundabout at the intersection of 37th Street and Monroe Avenue. Missouri Department of Transportation, Lee's Summit, MO — June 2015 — January 2016 District Traffic Engineer, Kansas City District Key components include: • Supervised and managed the Traffic Department at MoDOT's Kansas City District • Department Director for 38 full-time employees within three divisions of the Traffic Department: Traffic Engineering, Right -of -Way Permits, and Electricians • Managed over 600 traffic signals, over 7,000 street lights, right-of-way permits, traffic control, and traffic engineering studies • Represented MoDOT with the media, law enforcement coordination, and legal proceedings pertaining to traffic litigation. Additional key project includes: • 2015 World Series Parade Traffic Control Traffic control, freeway management, and arterial management for the 2015 World Series and the 2015 World Series Celebration Parade City of Loveland Transportation Development Review, Loveland, CO — February 2005 — June 2015 Senior Civil Engineer & Civil Engineer, Public Works Department Key components include: • Supervise and manage the Transportation Development Review Division at the City of Loveland • Presented the traffic and transportation impacts associated with proposed developments to the City Council and Planning Commission at public hearings • Negotiate development agreements and resolve issues involving City staff, street standards, and developers • Plan review and technical input on construction drawings for the design and construction of proposed roadways and roadway improvements • Review of Traffic Impact Studies for proposed commercial developments • Coordination, design, and review of traffic signal plans to ensure consistency with City standards • Responsible for the maintenance of the City's street design standards (Larimer County Urban Area Street Standards) • Considered and took action upon variance requests to the City's street design standards • Conducted field inspections to verify compliance with the approved construction plans Kellar Engineering LLC I PO Box 8198, Prairie Village, KS 66208 1970-219-1602 I skellar@kellarengineering.com Kirkham Michael Consulting Engineers, Greeley, CO - February 2004 — February 2005 Project Manager, coordinated and designed projects involving: • Roadway Design • Traffic Impact Studies • Traffic Signal Design • Land Development • Construction Coordination Key Projects include: • 20' Street Road Widening From 65th Avenue to 7155 Avenue, Greeley, CO Consultant project manager for a capital improvement project consisting of widening an existing two-lane roadway to a four -lane arterial roadway section for a project length of over 3,000 feet. Project included: roadway widening, raised medians, change of vertical alignment, storm drain design, traffic signal design, construction coordination, field construction inspection, and extensive utility coordination • East 96' Avenue Improvements, Commerce City, CO Over 4,900 feet of arterial roadway widening and storm drain improvements at the intersection of 96' Avenue and State Highway 2. • Westview Commercial Development, Greeley, CO Traffic Impact Study for a proposed commercial development at the intersection of US Hwy 34 and 6Y Street. Dibble and Associates Consulting Engineers, Phoenix, AZ - August 1999 — February 2004 Project Engineer, designed and managed projects in the areas of: • Transportation Engineering and Roadway Design • Site Infrastructure and Land Development • Utility Design • Grading and Drainage • Construction Inspection • Construction Field Coordination • Surveying (Topographic and Construction Staking) Key Projects include: • Scottsdale Road Project, Scottsdale, AZ Project involved design for two miles of a six -lane major arterial roadway with landscaped medians, turn lanes, bike lanes, detached sidewalks, curb and gutter, and storm drain. • 7th Street Bottleneck, Phoenix, AZ Modifying the existing traffic islands at a major signalized intersection to improve the overall flow of traffic at the intersection of 7'h Street & McDowell Road. Kellar Engineering LLC I PO Box 8198, Prairie Village, KS 66208 1970-219-1602 I skellar@kellarengineering.com From: Chris Gathman To: Alles Taylor Duke Subject: Remaining Application Items for Cimmarron Minor Subdivision (PRE19-0056) Date: Tuesday, April 16, 2019 10:29:59 AM Attachments: Minor Subdivision submittal checklist.docx Mark, See the following highlighted in the attached submittal checklist. Also — we need evidence (statement of authority...) showing that Nick can sign on behalf of Cimmarron. I tried to find something online but did not have any luck. Our Attorney — Bob Choate did respond back to Leanne at North Weld and is requesting some additional information as to the water supply. I highlighted the water supply as this is still an outstanding issue. Let me know if you have any questions. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. Hello