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Home My WebLink About20211382.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION is the property currently in violation? ai No I Yes Violation Case Number: Parcel Number: 0 7 2 7 .0 5 .1 .0 2 .0 0 1 Site Address: 41921 Marble Ave Stoneham, CO Legal Description: PT NW4NE4 Section: 5 , Township 7 Within subdivision or townsite? 111 N, Range 56 W Zoning District: Agriculture Acreage: 2.9263 No / N es Name: STONEHAM Water (well permit # or water district tap #): INVOICE #471671 SEE ATTACHED WELL REGISTRATION Sewer (On -site wastewater treatment system permit # or sewer account #): 125 Floodplain el No /Yes Geological Hazard D No /Thies Airport Overlay al Na! Yes PROPERTY OWNER(S) Name: PASTOR PAUL SPEICHER Company: ASSEMBLY OF GOD STONEHAM Phone #: 970-520-2257 Street Address: 41921 MARBLE AVE City/State/Zip Code: STONEHAM, CO 80754 Name: Email: SPElCHERPA@HOTMAIL.COM Company: Phone #: Street Address: _ City/State/Zip Code: Email: APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: TODD CIJRLEE Company: AMERICAN BUILDING SYSTEMS, LLC Phone #: 970-520-1437 Email: TODD@ABS.LLC Street Address: 19780 CHAMBERS DR City/State/Zip Code: STERLING, CO 50751 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. All fee owners of the property must sign this application. If Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application ./ the fee owner is a corporation, evidence must be included indicating the signatory has the lethore corporation. 51( 7/2 0 ur ' --�] evatsze Date Signature its Print Print Date DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES PASTOR PAUL SPEICHER TODD CURLEE (AMERICAN BLDG SY) I, (We), , give permission to (Owner -- please print) (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at: 41921 MARBLE AVE STONEHAM, CO 80754 PTNW4N E4 5 7 56.00 Legal Description: of Section , Township N, Range Subdivision Name: Lot Block Property Owners Information: 970.520, 2257 Phone: Applicant/Agent Contact Information: 970.520.1437 Phone: Email correspondence to be sent to: E-mail: E -Mail: SPEICHERPA@HOTMAIL.COM TODD@ABS.LLC Owner .11_ Appficant/Agent O Both fl Postal service correspondence to be sent to: (choose only one) Owner Additional Info: Applicant/Agent Owner Signatur Date. �/�� Owner Signature: _ Date: 7/29/2019 9 FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: ASSEMBLY OF GOD STONEHAM 41921 MARBLE AVE Phone: 970.520.2257 City, state, zip: Phone: City, state, zip: List up to three persons in the order to be called in the event of an emergency►: NAME TITLE PHONE PAUL SPEICHER PASTOR 970.520.2257 STONEHAM, CO 80754 ADDRESS Business Hours: UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Days: EXCEL ENERGY - NO POWER YET PEETZ CO-OP / ON TANK NE OF CHURCH BLDG Exterior Water Shutoff: NONE YET Interior Water Shutoff: NONE YET 7/29/2019 21 Parcel ID: 072705102001 USK - PLANNING QUESTIONAIRE 1. The proposed use of this property is for a fellowship hall for the congregation to gather after church service for meals. 2. Fellowship hall to accommodate the entire congregation. 3. There is an existing church building, the remainder of the land is vacant. 4. Only one residence within 300 yards of the property. It is located south of the southeast corner of the property. 5. Will blend in with existing rural homes and land. 6. The main day that this building will be in operations if Sundays from 9:30am to noon. 7. 1 full time employee (Pastor) and 1 part time employee (custodian) 8. The number of people who will use this site may vary from week to week but will average 50-60 people in attendance. 9. N/A 10. N/A 11. Existing building: 1— church building or worship service. Proposed building: 1— fellowship hall 12 N/A 13 N/A 14. 6 months start to finish timeline from permit issuance. 15. The lot surface is buffalo grass and weeds. Lot total is 2.92 acres. Existing structure is 1792 square feet. 16. 30 proposed parking spaces in gravel lot. Up to 10 handicap accessible available. 17. No proposed permanent fence. Silt fence will by up during construction. 18. Native grass 19. Construction debris will be disposed of per local regulations. 20. WA 21. The proposed structure will be located on the existing church lot. The structure will blend aesthetically to existing structures within the community and will be located on an existing town lot. The new structure will not produce any burden on Stoneham's environmental footprint. 22. Property is zoned Agriculture. The Church Fellowship hall will be consistent with the intent of the Agriculture zone per Sec 23-3-40 (G). This parcel is situated in a small rural community setting. The minimal size of the parcel is prohibitive for general agriculture activity. 23. N/A 24. The proposed fellowship hall will provide community members a safe place to worship and fellowship together in this rural setting. 25. None 26. WA 27. None Parcel ID: 0727705102001 USR — Public Works Questionnaire 1. Existing access will be used, 65 feet east from Granite Ave. and 185 feet west from Marble Ave. 2. None 3. None 4. Property east has an access turning east off of Marble Ave. 175 feet North of the east turn onto the right of way access for property. Property south has an access turning east off of Granite Ave. 458 feet south of the right of way access for the property. Property south also has an access turning west off of Marble Ave. 245 feet south of the right of way access for the property. Property west has no known access adjacent to property. 5. None 6. None 7. Flat, gravel county road. Parcel ID: 072705102001 USR - Environmental Health Questionnaire The drinking water for the property is carries in, meaning they currently use a primo water system at the church and use Culligan style water jugs. See attached well permit. 2. An existing septic system and leach field are currently used as the sewage disposal system. The septic tank is 1125 gallons Permit # G690125 (attached) 3. N/A 4. WA 5. N/A 6. WA 7. N/A 8. N/A 9. N/A 10. N/A WELD COUNTY PLANNING Completeness Review Weld County Department of Planning Services 1555 North 17th Ave, Greeley Co 80631 Phone: 970-400-6100 Fax: 970-304-6498 SUBMITTAL DATE: 911512020 TYPE OF APPLICATION: USR (PRE20-0087) PARCEL NUMBER: 072705102001 OWNERS: ASSEMBLY OF GOD STONEHAM LEGAL DESCRIPTION: Subdivision Exemption SUBX18-0015; being a part of the NE4 of Section 5, Township 7 North, Range 56 West of the 6th P.M., County of Weld, State of Colorado. PLANNING COMMENTS: The Department of Planning Services has reviewed the Completeness Review and has the following comments. 1. Please submit a copy of this form when you submit the revisions to your Land Use Application. ATTACHED 2. Will the building be used any other day than Sunday? And if so what type of activities occur, such as weddings, birthday parties, etc. We want to make sure we capture the use of the structure in its entirety. THE BUILDING WILL BE USED FOR VACATION BIBLE SCHOOL AND SOME WEDDINGS. THESE WILL BE MINIMAL. IT WILL OCCASIONALLY BE USED ON WEDNESDAY EVENINGS FOR PRAYER MEETINGS. HOWEVER, PRAYER MEETING MAY ALSO REMAIN IN THE EXISTING CHURCH BUILDING. PASTORS OFFICE WILL BE LOCATED IN PROPOSED NEW STRUCTURE SO HE WILL BE USING THAT SPACE DURING THE WEEK. 3. Where is parking going to happen? Lights for the parking lot? SOUTH SIDE OF BOTH STRUCTURES. LIGHTS ARE CURRENTLY ON EXISTING BUILDING AND NEW STRUCTURE WILL HAVE EXTERIOR FLOOD LIGHTS. 4. Any signage on site? NO NEW SIGNAGE. 5. Any new screening proposed? I know there is current screening along the west and north side of property. NONE PROPOSED. PUBLIC HEALTH COMMENTS: 1. It appears the well permit is for fire protection and residential. Please contact the state division of water resources to ensure the well can be utilized for Church uses. VERBAL CONFIRMATION FROM THE DIVISION OF WATER RESOURCES THAT EXISTING WELL CAN BE UTILIZED FOR CHURCH PURPOSES BECAUSE THE STURUCTURES ARE WITHIN THE 3 ACRE WATER ALLOTMENT. Final Drainage Report For American Building Systems, LLC Chapel of the Plains Being Part of the NW 1/4 of the NE 1/4 of Section 5, Township 7N, Range 56 W of the 6th P.M. AGPROfessionals DEVELOPERS OF AGRICULTURE AGPRQfessionals HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 Idaho: 195 River Vista Place, #306, Twin Falls, ID 83301 (970) 535-9318 12/09/2020 American Building Systems, LLC Table of Contents Certifications Introduction 4444444444444444444..444.4. 444.4.444444444444444444 1. Location , ••• ... ••• ... •.• ... i.•i 2. Description of Property ••••• • 4 4 000* 4 •••••••••••••••••• 4 ... 4*0000* 4444444444444444444444.4444#444444444444 3 5 •••••••• iSt ... 4•• agate i. I • 5 DOD ••• t • 4 ... • 4 • ... • • ..... a 5 Drainage Basin and Sub Basins ..........•....•••.........•.•...•.•...•••... • 6 1. Major Basin Description 44.44- - - X4.4.444...444444.4.444444...444.4.4 6 2. Sub -Basin Description .4.....4.4. �. 4.. 4.4.4 - - - - - - - - - - - - - - - - - - 6 }rte - rsJ* Criteria 111 /././�� Drainage Design Criteria - _ ......4.4...- ..... II 1. Development Criteria 7 2. Hydrological Criteria ... •..7 3. Hydraulic Criteria .. • Drainage Facility Design .........4.4...4...4 10 1. General Concept - ......... 4 .- - ..•.....4 .. 10 2. Specific Details 410 Conclusions0.12 1. Compliance with Weld County Code 12 2. Drainage Concept ...... O 12 List of References ..4...13 Appendices American Building Systems, LLC Certifications I hereby certify that this drainage report for American Building Systems, LLC was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Chad TeVelde, RE, AGPROfessionals Andrew West, EIT AGPROfessionals 12/9/2020 Final Drainage Report Page 3 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Weld County Certification of Compliance This page intentionally left blank 12/9/2020 Final Drainage Report Page 4 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Weld County Drainage Code Certificate of Compliance Weld County Case Number: Parcel Number: 072705102001 Legal Description, ection/Towns h ip/Range: PT NW4NE4 E4 5-7-56 SUB EXEMPT S UBX18-0015 Date: 12-04-2020 Chad TeVeide Consultant Eng inee r for Chapel of the Plains (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. 1 have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage _requirements of the Weld County Code with the exception of the variance(s) described on the attached exhibits. Thin.��:: : = e! "�� ;;:: lyot a either expressed or implied • Engineer's Stamp: {cNT , _ 1. oc, L"�d,(4.1 on:() ca Variance Request Iff Appli bls1.' r M N i �\- 1. 2. 3. Describe List Describe Demonstrate that result 1) A the there variance of design the the the are project. hardship proposed that no is criteria requested granting adverse for of alternative the impacts which of for Weld the the the variance from County with freeboard variance engineering stormwater will Code is criteria still being of adequately which rationale runoff in requested q Section a to variance the which protect public 23-12-70.B supports is public being rights the health, -of - request Major -way inten s 0 a Principles ofcheiw veld Code. 2) It is not physically possible for 1' of freeboard in channels C-1 and C-5 to be mai would increase the depth of the channels and cause the invert of channel C-5 to d r bottom of the proposed detention pond, preventing it from conveying storm there is not sufficient space to build a berm to increase the amount of freeboard, 3) A freeboard variance of 1084tiandesisthe 1 n flow for Channel C-1 and The freeboard for channel C-1 is 0.13'. The freeboard.for channel C-5 is 0.61' Public Works Director/Oesiin Review (If clicable) Public Works Director/Designee Name Date of Signature Comments: Signature H Engineer of Record Signature d. of the Weld County Code. fety, and general welfare and �d/or offsite properties as a ainage. Open Channel Design wined. 1' of freeboard below the elevation of the the pond. Due to site Channel C-5 is being proposed Approved El Denied 08/0212019 works/development..review American Building Systems, LLC Introduction 1. Location The proposed site is in part of the Northwest A of the Northeast '/4 of Section 5, Township 7 North, Range 56 West, of the 6th PM. This site is located directly south of Highway 14 and one-half mile west of Weld County Road (WCR) 149. The property is bordered by Highway 14 to the north, Granite Avenue to the west, Marble Avenue to the east, and WCR 84-97 to the south. All of the surrounding properties are zoned agriculture. A vicinity map is shown in Appendix A. 2. Description of Property The applicant is proposing the development of the 2.91 -acre parcel. The proposed site is a non urbanizing, agriculture zoned property that currently has a church. There is an existing 1,792 SF church on the property, surrounded by a playground to the west, concrete sidewalks and a gravel access road to the south, and native grasses to the east and to the north. The septic leach field is located to the southeast of the existing church. Currently, church employees and parishioners park along the gravel road to the south of the church. The proposed 4,800 SF wood framed building will be used as a fellowship hall. The existing parking will continue to be used after construction of the fellowship hall. No additional parking areas are proposed. There is one type of soil: Platner loam (0 to 3 percent slopes). The majority of the soil is well drained, hydrologic soil group C (see USDA -MRCS Custom Soil Resource Report in Appendix A). There are no major open channels within or adjacent to the proposed property. 12/9/2020 Final Drainage Report Page 5 of 13 AGPROfessionals, 3050 67`1t Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is not urbanizing and is located in rural Weld County. A Master Drainage Plan for the site area is not currently available. The proposed site was considered as one major drainage basin and two offsite drainage basins for this report. Runoff from Drainage Basin 1 (DB- 1) will flow into a detention pond. Runoff from Drainage Basin OS -1 and Drainage Basin OS -2 will flow offsite. The site has a relatively flat topography with slopes ranging from approximately zero to three percent predominately towards the southeast. Flows on the west side of the property typically join a swale along Granite Avenue and travel south. Flows on the east side of the property typically join a swale along Marble Avenue and travel south. Overall, flows typically travel south approximately one mile and drain to an unnamed wetland. A topographic map was downloaded from the United States Geological Survey (USES) website and is shown in Appendix A. Historically, there have been no previous drainage issues with the property. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123C 1450E and is not currently located within a 100 -year floodplain. Offsite design flows from the north are intercepted by Highway 14. Offsite flows from the west flow east to the property boundary and are diverted to the south away from the property by a swale along Granite Avenue. Offsite flows from the south flow south away from the property. Offsite flows from the east flow south away from the property. 2. Sub -basin Description The site was evaluated with one major drainage basin and two offsite basins. The major drainage basin DB-1 has three sub -basins (Sub -basin A, Sub -basin B, and Sub -basin C). Sub -basin A is the north-east area of DB-1 and flows east to a grass lined channel where it is diverted south to the proposed detention pond. Sub -basin B flows diagonally across the property from the northwest area of DB-1 to the southeast area of DB-1 and includes the detention pond. Stormwater runoff from Sub -basin B sheet flows southeast to the detention pond. Sub -Basin C is the southwest area of DB-1 and flows south to a grass lined channel, where water it is diverted east through two culverts to the proposed detention pond. Basin OS -1 is the west part of the property, located west of the existing trees, and includes the 40ft right of way from Granite Avenue. Stormwater runoff from Basin OS -1 flows south in a grass swale along Granite Avenue. There is no proposed development in OS -1 and the historical flow patterns will be maintained. Basin O5-2 is the south part of the property. Stormwater from Basin O5-2 sheet flows south over the existing access road and off the property. There is no proposed development in OS -2 and with the 12/9/2020 Final Drainage Report Page 6 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC location of the existing features and utilities, the historical flow patterns will be maintained. Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the Urban Drainage and Flood Control District (CDFCD) Criteria Manual Volumes 1, 2 and 3 and the Weld County Engineering and Construction Criteria Guidelines (WCECG) manual. 2. Hydrological Criteria From NOAA Atlas 14 Stoneham, CO precipitation station, the estimated rainfall from the 100 -year, 1 -hour precipitation is 2.94 inches (see NOAA Atlas 14 Precipitation Data in Appendix A). This value was used for runoff calculations. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. A percentage of imperviousness of two percent was used for the historic site. The percentage of imperviousness for the proposed site was determined to be approximately 10 percent. The percentage of imperviousness was calculated for each sub -basin and is summarized in Table 1 (see Percentage of Imperviousness Calculation in Appendix A). Table 1: Percentage Im erviousness Basin or Sub -basin Area (Acres) Percentage Imperviousness Overall Basin 2.91 8% DB-1 2.18 10% Sub -basin A 0.41 2% Sub -basin B _ 1.28 13% Sub -basin C 0.49 11% OS -1 0.34 4% OS -2 0.40 17% Using the percentage of imperviousness, the design storms, UDFCD Detention Basin Volume Estimating spreadsheet version 2.34, and UD-Rational version 1.02a for time of concentration, the historic and proposed peak runoff flowrates were estimated for DB-1 (see UDFCD Rational Runoff Calculations in Appendix A). Peak runoff flowrates for each sub -basin were calculated with the rational method using the time of concentration, runoff coefficients, and the precipitation depths from the UD-Rational 2.00 (See Table 2 and UD Runoff Calculations in Appendix A). 12/9/2020 Final Drainage Report Page 7 of 13 AGPROfessionals, 3050 67`1t Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Table 2: Peak Runoff Flowrates Peak Runoff 10 Year Peak (cfs) 100 Year Flowrate Peak (cfs) Flowrate Historic - Drainage Basin 1 1.48 5.07 Proposed - Drainage Basin 1 2.71 8.38 Sub -basin A 0.21 1.23 Sub -basin B 0.97 4.01 Sub -basin C 0.29 1.27 OS -1 0.25 1.35 OS -2 0.47 1.76 cfs = cubic feet per second 3. Hydraulic Criteria The 10 -year historic release rate was determined using the area of the proposed site and an estimated two percent historic imperviousness (see 10 -Year Historic Release Rate calculation in Appendix B). The volume required for the proposed detention pond was calculated to be 0.21 acre-feet. The release rate was calculated to be 1.48 cubic feet per second. The required detention volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). The proposed detention pond will have a capacity greater than the required 0.21 acre-feet at the 100 -year water surface elevation with an additional 1 foot of freeboard (see Table 3 and UDFC Stage Storage in Appendix B). Table 3: Stage Storage Summary Fond tae ' Basin 1) Elevation (feet) volume volume Elevation at Pond (acre- feet) Required (acre- feet)(Irainage WQCV 4604.3 0.020 0.027 100-Year/Spillway Crest 4605.4 0.21 0.23 4606.4 0.52 Top of Pond An orifice plate is proposed for the outlet structure that is designed to release the water quality capture volume (WQCV) over 40 hours. The WQCV is included within the detention volume for the 100 -year storm. A. restrictor plate is proposed to control the flowrate through the outlet culvert (see UDFCD WQCV and UDFCD Restrictor Plate calculations in Appendix B. A single stage outlet structure is proposed with a rectangular opening and a 24" diameter HDPE outlet culvert (see UDFCD Outlet Structure and UDFCD Outlet Culvert in Appendix B)* A spillway is proposed that is designed to release the 100 -year peak flowrate from the site. The spillway crest will be at or above the invert of the freeboard elevation and the depth of the flow should be less than six inches (see UDFCD Spillway in Appendix B). 12/912020 Final Drainage Report Page 8 of 13 AUPROfessionals, 3050 67't` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Five grass lined channels are proposed on the site to convey stormwater runoff towards the proposed detention pond. The drainage channels were designed using the 100 -year, 1 - hour design storm peak flowrate per the WCECG. A Manning's "n" of 0.035 was used in the calculations for a grass lined channel per the WCECG. Channels A-1 and A-2 are connected, though the slope between channels changes from 3% to 1% respectively, and each channel was designed separately. Channels A-1 and A-2 have 4:1 side slopes and maintain a minimum i ft of freeboard for the 100 -year 1 -hour storm event. Channels C-1, C-3, and C-5 are connected via Culvert C-2 and Culvert C-4. Each channel was designed separately due to varying surface elevations. Channels C-1, C-3, and C-5 have 3:1 side slopes and 0.5% longitudinal slope. Due to site constraints, Channels C-1 and C-5 are requesting a freeboard variance and have been designed to flow 1.33 times the 100 -year flowrate as stated in Section 23-12-70 B. Open Channel Design Principles: Grass -lined open channels conveying less than 50 cfs may reduce the minimum 1.0 foot freeboard requirement to the freeboard required to convey 1.33 times the 1 00 -year design flow. The reduced freeboard may only occur if a 1.0foot minimumfreeboard is not physically possible and a variance request is submitted. Calculations for the channel capacities were performed using Hydraflow Express Extension for AutodeskCivil 3D* by Autodesk, Inc. (see Table 4 and Hydraflow Express Calculations in Appendix B). Channels A-2 and C-5 enter the proposed detention pond at the same elevation as the bottom surface of the pond and no rock chutes are needed for protection from erosion. Table 4: Channel Summary Channel (percent) Slope Side Sloe p Freeboard TOT AL�I.r 100 �Tr F1ov�7 Dc th Y p DEPTH A-1 0.37' 1' 1.37' 3 4:1 A-2 0.45' 1' 1.45' 1 4:1 C-1* 0.65' 0.13' 0.78' 0.5 3:1 C-3 0.65' a 1.14' 1.79' 0.5 3:1 C-5* 0.65' 0.61' 1.26' 0.5 3:1 * Freeboard variance requested for 1.33 x 100-yr 1 -hr flowrate Two culverts are proposed to convey water between channels under the existing sidewalk south of the church building. Culvert C-2 and Culvert C-4 were sized to convey more than the required 100 -year, 1 -hour storm without overtopping the sidewalk. A Manning's "n" of 0.013 was used in calculation for 12" diameter HDPE pipe, per WCECG. Minimum slopes of 0.5% were used in the design. Calculations for the culvert capacities were performed using Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. (see Table 5 and Hydraflow Express Calculations in Appendix B). Rip rap aprons for outlet protection for the culverts were designed using the UDFCD Culvert spreadsheet (see UDFCD Outlet Protection in Appendix B). 12/9/2020 Final Drainage Report Page 9 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Table 5: Culvert Summary Culvert Diameter (inches) Material Slope (percent) - 1 HDPE 0.5 - 12" HDPE 0.5 DB-1 Outlet 24" HDPE 0.25 Drainage Facility Design 1. General Concept A detention pond is proposed along the eastern side of the site. Runoff should generally sheet flow towards the pond. The pond is designed to retain the 100 -year, 1 -hour storm event and release at the 10 -year historic rate. The site should not significantly alter the historic drainage pattern. A historic drainage basin map and drainage plan are shown in Appendix C. 2. Specific Details Maintenance access is provided on the southwest corner of the pond. A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas shall be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris shall be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash shall be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. 12/9/2020 Final Drainage Report Page 10 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet the Weld County stormwater discharge requirements, the owner should assess the corrective action needed and have the pond restored by properly trained personnel. 12/9/2020 Final Drainage Report Page 11 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley Co 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Conclusions 1. Compliance with Weld County Code The drainage design of American Building Systems, LLC is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. A detention pond is proposed along the eastern side of the property. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should 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 event. The drainage design included in this report should be effective in controlling damage from the design storm runoff by detaining the 100 -year, 1 -hour storm event and releasing at the 10 -year historic rate. No irrigation companies or property owners should be affected by the proposed development. 12/9/2020 Final Drainage Report Page 12 of 13 AGPROfessionals, 3050 67`}` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLr List of References Autodesk, Inc. Hydraflow Hydrographs Extension for Civil 3D 2013. Computer Software, Hydraflow Hydrograph Vers. 10. Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEAL4 Flood Map Service Center. FEMA, 20 Jan. 2016... Web. 28 October 2020. <http //msc.f ma.gov/partal . United States Department of Commerce - National Oceanic and Atmospheric Administration. "NOAA's National Weather Service." Point Precipitation Frequency Estimates. USDC - NOAA National Weather Service. Web. 28 October 2020. <https :Ads c. n s . noaa. gov/hds c/pfds/pfdtprintpage. html?lat=40.3194 lan=- 104.7041 data.=depth&units=english serie-- s=pds . United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 23 November 2020... www.usgs.gov/products/maps/topo- maps>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook. Computer software. Sof/n'are. Vers. 2.34. <http://udfcd.org/software . Urban Drainage and Flood Control District. Determination of Culvert Headwater and Outlet Protection. Computer Software. UID-Culvert Vers. 3.05. <httpi //udfcd. rg/software>. Urban Drainage and Flood Control District. Peak RunoffPrediction by the Rational Method. Computer software. Software. Vers. 2.00. http://udfcd.arg/software>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM Volume 1 Management, Hydrology and Hydraulics. UDFCD, Mar. 2017. Web. 29 Nov. 2018. <http://udfcd. org/volume-one . Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDG'M: Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 29 Nov. 2018. <http://udfcd. arg/volume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 01 Dec. 2020. <https://propertyreport.co.weld.co.usfiaccount=R6780080>. Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 01 Dec. 2020. www.weldgov.com/UserFiles/Servers/Server _ 6/File/Departments/Public%20Works/En gineering/WCECG%20-%208-3-17.pdf.> 12/912020 Final Drainage Report Page 13 of 13 AUPROfessionals, 3050 67'"` Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com American Building Systems, LLC Appendices A. Hydrologic Computations a. Vicinity Map b. USDA-NRCS Soil Report c. TES GS Topographic Map d. FEMA FIRMette Map e. NOAA Atlas 14 Rainfall Maps f. Percentage of Imperviousness g. UDFCD Runoff Calculations h. CD Rational Runoff Calculations B. Hydraulic Computations a. 10 -Year Historic Release Rate b. UDFCD Detention Volume c. UDFCD Stage Storage d. UDFCD WQCV e. LDFCD Restrictor Plate 11 UDFCD Outlet Structure g. UDFCD Outlet Culvert h. UDFCD Spillway i. Hydraflow Express Channel Calculations J. Hydraflow Express Culvert Calculations k. UDFCD Outlet Protection C. 24x 36Maps a. General Drainage Plan b. Drainage Plan c. Drainage Details American Building Systems, LLC APPENDIX A Hydrologic Computations ,,s s r 1.., I _ii u: PiltArria4C; I It, i' II Illtii 7 Ghffi �YIYi I! rY�u c-.■ D 1 � ��_�•.o_�..t aler al ii I �. 1 - �U i II I I A f IN' r r ' Ill I Y fi N°tE 111111 i p.• • A. EII A DI 1 a r• Is r 1 N Ir * q H F A Y N FPN P p. ;p I 4 N t Mprrr1, I II Y 4 11I Y .'a AI I I. I .. YhzIEr�1 . yy 141:" i I- !I �' IN - ..“C1.-y,llpl[[C II �" 9144 .Y. t r, I ri :� 4 I � �� II, 8 i1 I! t Y ••Y•11.�tIIIII -� ,I � Y. i q.� 11 Is . YYIr n ¢!` � IC1IqII 1. s i ittttitiit'ii'f'■•••.rose }1J N.... . r T ,� .. I I r.i II I rl ■' r ., 1 P ' II E Y Y.Y Y•.., Y, . — Y .r 4 - TT 7 ,_. IV. q'II "4hx ■•'• 1 �, . AT W• * me i .: I 11 T��'r, _ II •I. r. ta li �. I -ii ,.. �I Y !I , ,.. II r a .971 I i IY.i' I III P I el I a�Ir IMA y : 4,NI' fa 1 I IIrYIl II III _ .. .... r .: V III I I I i o!��;e' .... I ►"� r! 4 III I, I ��.r..� .... I I F i IIQ�I ii ........ I'. I t — A I^ _'; .�Wa��Il��rl�l i .I, �. ''Nid pp 99 tl-• 4 f I� 1 LI-IA•'YR:1• Y. INIl"I Y .. ., • !+ aI1I I1U i C 1 d 'N Ai Iw��l... �t. ,„„.0'11f.1. IIIIII!Ng;IIII!III............................................. Al I• ,E' .....,..... y. 1 t. l ! II�� •— er A .. n i a 1a� I. , ;�.�.'p3 u.,l. ° �iIIIrIhIIIII 1 a a r �} .85-,AI1 I LL, �. _.......�_ .......--....N .,........ woo1. , , I •.. il I I Y, •w :j,f:l:,-_:.tllttrYil�.�.°.tj.'�'. .191 I I 1 It I 1 I I .. 1.It , I y •NI •A ..1 ` A. I��. -el i. t IQ I f I I 'A ! Y- I 1 M Id If . " I Y III Y Legend Parcels Hi hwa � Y — -I County Boundary 3 35 1 11 02 NotesII 558.6 0 279.28 WG S_1984 Web _Mercator Auxiliary Sphere © Weld County Colorado 558,6 Feet This map is a user gener-atec static putout from an Internet mapping site anc -s fa. re-ererrte only. D.ta layers that appear or this map may or rnEYy not be accurate, c:,a r r e nt, or otherwise rehab a THIS MAP IS NOT TO BE USED FOR NAVIGATION A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Northern Part Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gav/wps/ portal/nres/main/soils/health/} and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your N RCS State Soil Scientist (h ttp ://www. n res . u sd a . g ov/wps/portal/n res/d etai I /so i I s/co nta ctu s/? cid =n res 142 p2_0539 51). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the N RCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Northern Part 13 54—Platner loam, 0 to 3 percent slopes 13 References 15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report MAP LEGEND Area of Interest (A01) Area of Interest (AOl) Soils 1 Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features 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 Spat 0 0 0 Spoil Area Stony Spot Very Stony Spot Wet Spot Other 41 a Special Line Features Water Features Streams and Canals Transportation Rails apeo Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOl 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 RCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 15, Jun 5, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 19, 2018 Aug 10, 2018 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in Aol Percent of AOI 54 Platner slopes loam, 0 to 3 percent 5.1 100.0° 0 Totals for Area of Interest 5.1 100.0 Map Unit Descriptions 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, 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 u p of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils 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 n oncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral 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 u sefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or landform 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. 11 Custom Soil Resource Report 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. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one 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. 12 Custom Soil Resource Report Weld County, Colorado, Northern Part 54 Platner loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tI n0 Elevation: 4,000 to 4,930 feet Mean annual precipitation: 14 to 17 inches Mean annual air temperature: 46 to 50 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Platner and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Platner Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional,): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed eolian deposits over tertiary aged alluvium derived from igneous, metamorphic and sedimentary rock Typical profile Ap - 0 to 6 inches: loam Btl - 6 toll inches: clay Bt2 - 11 to 20 inches: clay Bk l - 20 to 27 inches: loam Bk2 - 27 to 37 inches: sandy clay loam C - 37 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: We l l drained Runoff class: Medium Capacity of the most limiting layer to transmit water (sat): Moderately low to moderately high (0.06 to 0.20 inch r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of pending: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline (0.0 to 1.0 mmhoslcm) Available water capacity: Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 45 Hydrologic Soil Group: C Ecological site: R067E3Y002CO - Loamy Plains Custom Soil Resource Report Hydric soil rating: No Minor Components Ascalon Percent of map unit: 10 percent Landform: I nterfluves Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067DY002CO - Loamy Plains Hydric soil rating: No Rago, rarely flooded Percent of map unit: 4 percent Landform: Drainageways Landform position (two-dimensional): Toeslope ope Landform position (three-dimensional): Base slope, head slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: R067BY036CO - Overflow Hydric soil rating: No Rago, ponded Percent of map unit: 1 percent Landform: Playas Landform position (two-dimensional): Summit Landform position (three-dimensional): I nterfluve Down -slope shape: Concave Across -slope shape: Concave Ecological site: R067BY010CO - Closed Upland Depression Hydric soil rating: No 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ n res/d etai I/natio na I/so i l s/?cid =nres 142 p2_0542 62 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gav/wps/portal/nres/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ d etai I /n atio n al /I a nd use/rang ep astu re/?cid = ste l prd b 10430 84 15 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/d etai I/soils/scientists/?cid =nres 14.2 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 2 96 . http: //www. n res . u sd a. gov/wps/porta I/nres/deta i I/nation al/soils/? cid =nres 142 p2_Or53624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/InternetiFSE_DOCUMENTS/nrcs142p2 052290.pdf 16 Z USGUSGS U.S. DEPARTMENT SGEOLOGICALOTSHE INTERIOR U.dL'Adldd ha RVEY aurtll,0.0J,0 81mJli -103.7500' 40.66250. ,06,,:nE 419'7U'IV 98 95 94 93 92 91 GO 89 88 87 86 85 07 08 09 10 11 12 13 14 15 40.5900' 06 -103.7500' 37 Produced by the United States Gealoiiral Survey Worth HeemcM oelum or 1983M033i Meld Geodetic. system at 1984 IYLGr$4). Rejedlonand 1000-me'et lr1d:ualyesel Ranee Me elan, Dine t3T 7111 leap Snot. leer doomed. laundries maybe generalized rar trig reap Yoe. P►nat e I Meg Vitt Nn Beverntr2N reveal iata way nat te !lean Crain permission er re etenne private ISM! 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J1n Douro.. aDJdenIrearu0RrM&es National Flood Hazard Layer FIRMette FEMA Legend 103°40'18"W 40°36'48"N ' I I VIIIV III III II �1 'I M III II I III: I III' III I I I I ' I IIIII I� I ' I I I 1I Qfy I I I I I I II hl1 II III 1' l III I II 1 I I I I ll I III I III I� I.M9 I I III II I .I I 41 111 HI I II I ( IIIII I I I I I I It 4�II II Ii II I Ili III I I II I kl IN Teti I I I I I ii Rr 'IIIIII��` I I It I I i I I S32 I I I I Iii I Mt I I i I I ' � I I II I' „ I I,I l; II , I 11 IIIIIiIIIt.I I II I [1,[hiiilli , I I I I' I I I I I I id:oI II II II I VIII VIIII III I� I II � II III II ll Illllpoilii 'I' VIII IIII° ...III A l ll ll r, I u u, pl II WJL-�O I I IIII I I I�I III�� I �I 'I I I. �L►II p fff I'I I I�I I 1 t�IY + .�M I:I': lill I I I I ;i I I; '1 frIIIIIII, ' I " yM', i I' I I III I Li! uu ,, IL• I :.,..I;,II 'I � ill l I , I IM ' II I ;"II �I pI i . � I,II I It �I: I. 11 � � I 1 I. I 11 �� "► Ill I [.JSGS II ` ! I 11 I Ih �+ Ih (I II Ilp pI l � I i III I1 il k AIM+� I, I � I [� ��,P'y1II"`ll Ill illli I� 'Pill! I , I IIII I V L.[([ fl I I II I II i At I MI I' ,I II� Q1.[ I I Map: II I IIII III II I�IY+ I VI Orthoimagery. I i II'llllll I I IIIIII 11 I I 1 I M I I II 1 'Il I yy + PIIIII ulllll I I I ,II I Data refreshed I I I i I p...,,I,fI, I II I I I III I II I�NIIIII� - I III VIII I TINR.�W I� 0 II' I � I 103°39`40V 40°36'21"N Feet 1-6 000 0 250 500 1,000 1,500 2,000 SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, v,1199 With BFE or Depth Zone 4E, AO, AK VE, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zone x Future Conditions 1% Annual Chance Flood Hazard zone x Area with Reduced Flood Risk due to Levee. See Notes. Zone x Area with Flood Risk due to Leveezone D NO SCREEN Area of Minimal Flood Hazard Zane X Effective LOMRs 1111111 Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall 20.2 Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation - Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary — Coastal Transect Baseline Profile Baseline Hydrographic phis Feature Digital Data Available No Digital Data Available Unmapped thegibleatitlatiffbfliptIntvitentidersantrreircesteit This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/28/2020 at 10:22 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Stoneham, Colorado, USA* Latitude: 40.6082°, Longitude: -103.661° Elevation: 4600.05 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Paviovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF_graphical I Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inohes)1 Duration 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 4b -Clay 60 -day Average recurrence interval (years) 1 0.276 (0.223-0.348) 1 0.404 (0.326-0.510) 0.493 (0.398-0.622) 0.694 (0.560-0.875) 0.838 (0.677-1.06) 0.983 (0.801-1.23) 1.04 (0.848-1.28) 1.16 (0.962-1.43) 1.39 (1.16-1.69) 1.65 (1.39-1.98) 1.88 (1.60-2.23) 2.05 (1.75-2.41) 2.19 (1.87-2.56) 2.50 (2.16-2.90) 2.79 (2.42-3.21) 3.68 (3.23-4.20) 4.45 (3.92-5.03) 3101km A.41 (&.07) 6.22 (5.53-6.95) 2 0.335 (0.271-0.423) 0.491 (0.396-0.620) 0.599 (0.483-0.756) 0.834 (0.672-1.05) 1.03 (0.830-1.30) 1.23 (0.997-1.53) 1.31 (1.07-1.63) 1.48 (1.22-1.81) 1.68 (1.40-2.04) 1.92 (1.61-2.30) 2.18 (1.85-2.58) 2.35 (2.00-2.77) 2.49 (2.13-2.92) 2.85 (2.46-3.30) 3.18 (2.76-3.67) 4.17 (3.65-4.76) 5.02 (4.42-5.69) 6.12 (5.42-6.88) 7.06 (6.28-7.90) 5 0.442 (0.355-0.560) 0.647 (0.520-0.819) 0.789 (0.634-0.999) 1.09 (0.875-1.38) 1.37 (1.10-1.73) 1.65 (1.34-2.07) 1.79 (1.46-2.23) 2.00 (1.65-2.46) 2.17 (1.80-2.64) 2.39 (2.00-2.87) 2.69 (2.27-3.20) 2.86 (2.43-3.38) 3.01 (2.57-3.54) 3.43 (2.95-3.99) 3.82 (3.30-4.42) 4.96 (4.33-5.67) 5.95 (5.22-6.75) 7.24 (6.39-8.16) 8.38 (7.43-9.39) 10 0.540 (0.431-0.686) 0.790 (0.631-1.00) 0.964 (0.769-1.23) 1.33 (1.06-1.69) 1.68 (1.34-2.13) 2.03 (1.64-2.56) 2.21 (1.79-2.76) 2.45 (2.00-3.03) 2.60 (2.15-3.18) 2.81 (2.34-3.39) 3.14 (2.64-3.74) 3.31 (2.80-3.93) 3.46 (2.94-4.09) 3.92 (3.35-4.58) 4.36 (3.74-5.06) 5.61 (4.87-6.44) 6.70 (5.85-7.63) 8.14 (7.14-9.21) 9.40 (8.29-10.6) 25 0.687 (0.533-0.922) 1.01 (0.780-1.35) 1.23 (0.951-1.65) 1.69 (1.31-2.27) 2.14 (1.66-2.87) 2.60 (2.03-3.43) 2.82 (2.21-3.69) 3.10 (2.44-3.99) 3.23 (2.58-4.12) 3.44 (2.78-4.34) 3.78 (3.08-4.70) 3.97 (3.25-4.88) 4.12 (3.39-5.05) 4.62 (3.82-5.58) 5.10 (4.24-6.10) 6.49 (5.44-7.64) 7.70 (6.49-8.98) 9.31 (7.88-10.7) 10.7 (9.10-12.3) 50 0.812 (0.610-1.10) 1.19 (0.893-1.61) 1.45 (1.09-1.97) 2.00 (1.50-2.71) 2.53 (1.90-3.43) 3.06 (2.32-4.09) 3.32 (2.52-4.39) 3.62 (2.78-4.72) 3.74 (2.91-4.83) 3.96 (3.11-5.05) 4.31 (3.42-5.41) 4.50 (3.59-5.61) 4.66 (3.74-5.77) 5.17 (4.18-6.33) 5.68 (4.61-6.88) 7.16 (5.87-8.55) 8.45 (6.98-10.0) 10.2 (8.43-11.9) 11.7 (9.72-13.6) 100 0.946 (0.682-1.32) 1.39 (0.999-1.93) 1.69 (1.22-2.35) 2.33 (1.68-3.25) 2.94 (2.12-4.09) 3.56 (2.59-4.87) 3.84 (2.81-5.21) 4.15 (3.07-5.55) 4.28 (3.20-5.66) 4.51 (3.42-5.89) 4.86 (3.72-6.25) 5.05 (3.89-6.45) 5.21 (4.04-6.62) 5.74 (4.48-7.19) 6.26 (4.91-7.77) 7.82 (6.21-9.56) 9.18 (7.34-11.1) 11.0 (8.82-13.2) 12.5 (10.1-14.9) 200 1.09 (0.750-1.56) 1.60 (1.10-2.28) 1.95 (1.34-2.78) 2.70 (1.86-3.86) 3.39 (2.33-4.84) 4.09 (2.84-5.75) 4.39 (3.07-6.13) 4.71 (3.32-6.47) 4.85 (3.47-6.59) 5.10 (3.70-6.85) 5.43 (3.98-7.19) 5.63 (4.16-7.39) 5.80 (4.31-7.57) 6.32 (4.74-8.13) 6.85 (5.16-8.73) 8.48 (6.46-10.6) 9.91 (7.61-12.3) 11.8 (9.09-14.5) 13.4 (10.4-16.3) 500 1.30 (0.852-1.91) 1.90 (1.25-2.79) 2.32 (1.52-3.40) 3.22 (2.12-4.74) 4.03 (2.64-5.91) 4.83 (3.21-6.99) 5.16 (3.45-7.41) 5.48 (3.70-7.74) 5.64 (3.86-7.87) 5.93 (4.12-8.18) 6.24 (4.39-8.47) 6.44 (4.57-8.68) 6.61 (4.72-8.86) 7.11 (5.12-9.41) 7.64 (5.53-10.0) 9.34 (6.86-12.0) 10.8 (8.01-13.8) 12.7 (9.49-16.1) 14.4 (10.8-18.0) 1000 1.47 (0.930-2.17) 2.15 (1.36-3.18) 2.62 (1.66-3.87) 3.65 (2.31-5.40) 4.54 (2.88-6.72) 5.43 (3.49-7.93) 5.77 (3.74-8.37) 6.07 (3.98-8.70) 6.26 (4.16-8.85) 6.59 (4.44-9.19) 6.87 1(4.69-9.44). 7.08 (4.88-9.66) 7.26 (5.03-9.85) 7.73 (5.42-10.4) 8.24 (5.82-11.0) 9.99 (7.16-13.1) 11.5 (8.32-15.0) 13.4 (9.79-17.3) 15.0 (11.0-19.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at http: `'hdsc.n vs.noaa.gov1hdsc/pfds/pfds_printpa.ge.htnil?lat=4{x.6082&ton=-103.66 l0,&data=depth&units=english&series=pds[ 10/28/2020 11:37:00 AM] Precipitation Frequency Data Server upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Two PF graphical I - 14 8' PBS -based depth -duration -frequency {DDF) curves Laiitude 40_6082ir Longitude: -103.6610' I I 4 I I 4 I I i a • . r i F 1 N a • n • • -� . P 1 .^ P • i • I • /1 4 I r a. I. .. _..z _..,r.._...,.r......_7.MIL= ...,. Seta .«...1.."....,1,.... --- .4.SINKS .^r_ ... _i.. s,... _..l—...e•:..Si: — I - I I I a I I I I I a a 1 ..a i. ■ 1 a ■ i I 4 1 . I 1 I P 1 I y I I e S 1 I - I I I # I I • I I. i aF • a r: a • Ira es g. 1 a s r s 7 mat 'amen, . aim,. gin— . w / — a 1: a .... a ripest/ a . d ' e 1 .... ip ow i a.y r ... _ ..... ... a a c I a ■ I 0 . 1 w I r • 1 i, it • i i . I I • - 4 I •• IS 'af • al a a I . i I ., I _ice: • _.�. I a I •_. ` I I 1_—. i I ■ S' 16 16 6. 'Cr rod rtli ■c Duration mc .•:.___..--- ea am t'_ — I ...a I —a.:. Ias I W• se ispa .. I -n - ^ .1 as �-act / sasst;_ r•i _�, ..a a . a`I'111..a` ; . r`— -_�, rr ,IJ ifS•r'� 4,4 � �: I�..��'�ar.iaar r� + ��.a�.� �, �.,:. sal' .� � —.. + ` .. ... _ • .i��7 {i ■+�'ail..a'."�I�e�+..,.�a•! i p�r�ial•d��- ^ -.4 ................................. l7d...... 1....4. .1�++e��ar.14 La„a ln�.ti ._ _ _.. iJaa rav_u..iY7 _ . � _+ sallowahlaii �.' i.r .3311 _ • 1 L 10 25 50 wfa L' I 500 1000 Avery recurrence Antral (years) NOM Atlas 14, Volume 8, Version 2 .1 Created 0411.11111d Chrt 28 17:43 51 2020 Back to TOG Maps & aerials Small scale terrain Avere.ge recurrent e er (years) 1 2 5 10 25 50 100 200 500 1000 2-dav 44a'ki skttly lay may 430-day 45Aay — Camay ••I http i hdsc.nws.noaa.goVlthdscfpfdsfpfds _ printpt o_ht "?last=40.61828clon--1 }3. 1Q8i ta. eptl iunitrenglish serierpds[1O/28,2020 11:37:00 AM] Precipitation Frequency Data Server i i0 Large scale terrain Large scale map III i iliiilinAlliiia Large scale aerial http :/ hdsc.nws.noaa.'2o lid scfpfds/pfds _ printpt e_ht "?last=40.61828clon--1 }3. 1Q8i ta. epth iunitrenglish serierpds[1O/28,'2020 It :37:00 AM] Precipitation Frequency Data Server r Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions noaa.gov Disclaimer http :/ hdsc.nws.noaa.'2o lid scfpfds/pfds _ printpt e_ht "?last=40.61828clon--tt}3. tQ8i ta. epth iunitr+English serierpds[1O/28,'2020 l l :37:00 AM] AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1131-01 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionais Checked By: CTV Date: 12/2/20 10:03 AM Sheet: of Subject: Impervious Area Calculation Overall Basin User Entry► Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SgFt Acres impervious Roofs 90% 7,200 0.15 Drive and Walk 90% 1,531 0.03 Playgrounds 10% 1,530 0.00 Pond 2% 9,825 0.00 Agriculture 2% 106,674 0.05 None 0% 0.00 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 0.00 126,760 0.24 Sq u a re Feet Acres Total Impervious Acres 10,341 0.24 Total Development Acres 126,760 2.91 Development %l Actual Design AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1618-04 Date: 12/2/20 10:03 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpras.com Designed By: AGPROfessionals Sheet: of Checked By: CTV Subject: Impervious Area Calculation DB-1 User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SgFt Acres Impervious Roofs 90% 7,200 0.15 Drive and Walk 90% 1,531 0.03 Playgrounds 10% 1,530 0.00 Pond 2% 9,825 0.00 Agriculture 2% 741875 0.03 None 0% 0.00 None 0% 0.00 None 0% 0400 None 0% 0.00 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0.00 None 0% 0.00 94,961 0.22 Square Feet Acres Total Impervious Acres 9,705 0.22 Total Development Acres 94,961 2.18 Development %l Actual Design i 10% u AGPROfessionals DEVELOPERS OF AGRICULTURE 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Project Number: 1618-04 Date: 12/2/20 10:03 AM Designed By: AGPROfessionals Sheet: of Checked By: CTV Subject: Impervious Area Calculation Sub Basin - A User Entry► Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres impervious Agriculture 2% 17,860 0.01 None 0% 0.00 None 0% 0.00 None 2% 0.00 None 2% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 17,860 0.01 Square Feet Acres Total Impervious Acres 357 0.01 Total Development Acres 17,860 0.41 Development %l Actual Design I 2% u AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1618-04 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Date: 12/2/20 10:03 AM Sheet: of Subject: Impervious Area Calculation Sub Basin - B User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres impervious Roofs 90% 6,000 0.12 Drive and Walk 90% 715 0.01 Pond 2% 9,825 0.00 Agriculture 2% 39,217 0.02 None 2% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0400 None 0% 0.00 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0400 None 0% 0.00 None 0% 0.00 55,757 0.16 Square Feet Acres Total Impervious Acres 7,024 0.16 Total Development Acres 55,757 1.28 I Development %l Actual Design 13% u AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1618-04 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Date: 12/2/20 10:03 AM Sheet: of Subject: Impervious Area Calculation Sub Basin - C User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Roofs 90% 1/200 0.02 Drive and Walk 90% 816 0.02 Playgrounds 10% 1/530 0.00 Agriculture 2% 17,798 0.01 None 2% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0000 None 0% 0.00 None 0% 0000 None 0% 0.00 None 0% 0000 None 0% 0.00 None 0% 0000 None 0% 0.00 None 0% 0.00 21,344 0.05 Square Feet Acres Total Impervious Acres 2,323 0.05 Total Development Acres 21,344 0.49 I Development %l Actual Design 11% u AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1618-04 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Date: 12/2/20 10:03 AM Sh€et: of Subject: Impervious Area Calculation OS -1 User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres impervious Gravel Road 40% 932 0.01 Agriculture 2% 13,878 0.01 None 0% 0.00 None 2% 0.00 None 2% 0.00 None 0% 0.00 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 0.00 14,810 0.01 Square Feet Acres Total Impervious Acres 650 0.01 Total Development Acres 14,810 0.34 Development %l Actual Design 4% u AGPROfessionals DEVELOPERS OF AGRICULTURE Project Number: 1618-04 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Date: 12/2/20 10:03 AM Sheet: of Subject: Impervious Area Calculation OS -2 User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SoFt Acres impervious Gravel Road 40% 6,900 0.06 Agriculture 2% 10,524 0.00 None 0% 0.00 None 2% 0.00 None 2% 0.00 None 0% 0.00 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 000 None 0% 0.00 None 0% 0.00 17,424 0,07 Square Feet Acres Total Impervious Acres 2,970 0.07 Total Development Acres 17,424 0.40 I Development %l Actual Design 17% CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: American Building Systems, LLC Historic Run-off I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type DB-1 2.18 2.00 C II. Rainfall Information Design Storm Return Period, Tr = Cl = C2= C3= P1= Acres °fo A, B, C, or D I (inchlhr) = C1 * P1 /(C2 + Td)''C3 10 28.50 10.00 0.786 1.68 years (input (input (input (input inches (input return period for design storm) the value of C1) the value of C2) the value of C3) one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.26 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND L Beghming Flew Direc-tion C atrium ht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Ti Ilage/ Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Slope S ftlft input Length L ft input Overland 0.0200 475 1 2 3 4 Sum 475 5-yr Runoff Coeff C-5 output 0.16 12.64 NRCS Convey- ance input N/A Flow Velocity V fps output Computed Tc = Regional Tc = User -Entered Tc = 29.33 12.64 02 - UD-Rational v1.02a Historic - 0verall.xls, Tc and Peak() 12/1/2020, 3:45 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: American Building Systems Basin ID: DB-1 Historic Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+TG)AC3 Coefficient One Coefficient Two Coefficient Three la = } _ Type = T= Tc = P1_ c1_ C2_ C3 _ 2.00 2.18 C 10 30 0.00 1.68 28.50 10 0.789 percent acres A, B, Cr or D years (2, 5, 10, 25, 50, or 100) minutes cfslacre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff C= Op -in = Allowable Peak Outflow Rate Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0.26 1.48 cfs 0.00 cfs 5,287 cubic feet 4.12 acre -ft Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P11(C2+TJAC3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc= Q= P1 = C1= C2_ C3 = 2.00 2.180 C 100 30 0.00 2.94 28,50 10 0.789 percent acres A,B,C,orD years (2, 5. 1 0, 25, 50, or 100) minutes efs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff C = 0.51 Op -in = Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 5.07 1 cfs 0.00 cfs 18,147 cubic feet 0.42 acre -ft 03 - udfcd spreadsheet_Historic - Overall.xls, Modified FAA 12/1/2020, 3:46 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: American Building Systems, LLC Proposed Run-off I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type DB-1 2.18 10.00 C Acres °fo A, B, C, or D II. Rainfall Information I (inchlhr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = Cl = C2= C3= P1= 100 28.50 10.00 0.786 2.94 years (input (input (input (input inches (input return period for design storm) the value of C1) the value of C2) the value of C3) one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.53 0.21 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND L Beghming Flew Direc-tion Catchment Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Ti Ilage/ Field Short Pasture! Lawns 5 7 Nearly Bare Ground 10 Grassed Swales! Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) 15 20 Calculations: Reach ID Slope S ftlft input Length L ft input 5-yr Runoff Coeff C-5 output input NRCS Convey- ance Flow Velocity V fps output Overland 0.0200 300 0.21 N/A 0.23 1 0.0200 100 15.00 2.12 2 3 4 Sum 400 Flow Time Tf minutes output 22.13 0.79 Computed Tc = Regional Tc = User -Entered Tc = 22.92 12.22 12.22 05 - UD-Rational v1.02a Proposed.xls, Tc and Peak() 12/1/2020, 3:56 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: American Building Systems, LLC Basin ID: DB - I Proposed Detention Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+TG)AC3 Coefficient One Coefficient Two Coefficient Three la = } _ Type = T= Tc = P, _ c1_ C2_ C3 _ 10.00 2.18 C 10 12 0.00 1.68 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfslac re inches Coefficient Coefficient Coefficient Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod Mod C= Op -in = Qp-out = . FAA Minor Storage Volume = . FAA Minor Storage Volume = 0.30 2.71 cfs 0.00 cfs 6,100 cubic feet 4.14 acre -ft Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P11(C2+TJAC3 One Two Three la = A= Type = T= Tc= Q= P1 = C1= C2_ C3 = 10,01 2.180 C 100 12 0.68 2.94 28.50 10 0.789 percent acres A,B,C,orD years (2, 5. 10, 25, 50, or 100) minutes efs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff C = 0.53 Op -in = Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 8.38 1 cfs 1.48 cfs 9,268 cubic feet 0.21 acre -ft 06 - udfcd spreadsheet_Proposed ,xls, Modified FAA 1212/2020, 10:41 AM Calculation of Peak Runoff using Rational Method Designer: AV,' Company: ,as_:=R.Crfes=_i':n:als Date: :2•1:2:s21, Project: Arneii.3n Euildinq r3vsterns Location: .S:onet,err.: U Vs:Tafell 2.011 release-i Io1Py 2017 (Ise lls cf t- .a ::1cr ere `•:'r required ua?rinc'J: Cells of t -s Cells cf t- 3 zolcr ere =x oaks.. ;Iasi iaa'Jla ba..ed'.n :is:ertidea. a:icrere tr(gift:snail ovasissidaia. eaa rl:'41-,; 1 1 — :..; 1t Lt ?:u rlln,ldt r, = I; 4- 1., Itr+in is ;s1 l,: = ('?.. — 1 7 + Cr 611(1-1 I t!t;:'e- t':nl...I .au rd IUrl; 3111 tt'nl]I"pun, -„I Inc:I-urban) r„:icct':d t, ItL r':r.rlm inn nit. '3:IIip'JtRi t, . 11.i?ioT3l tr i} ...:..ice LILG _D kauicicc_r r, u '' i •i P.alrstalt_DsL'S a_fr nithEault.ir:..._' tL'-2 P t'L.11r :r .diC't`I? 4t'ti --: fun the \1fesn dst'e to ISI'. rt,i_ 1 n4: 2-yr S-yr 11}-yr 25-yr 50-yr 1011-yr X00-yr 1 -hour rainfall depth. P1 flat = 1.173 I 1S? I i.t:? 211 I 2.52, I 2.cifI 1 IiC: e Rainfall IntenslriEquatlonC':efflclents=1 20.5:i I 1..I..- A'- r, S'1 = Subs tr,hmgnt Marna Ares {3cl MRCS Hytlrr,logIC Soil Grout Percent Irnpervlousr'les a Run et Coe Mefent, C Overi:inr1 On Mall Flow Time Channel -e0 (Travel;• FIc"se T lrrl e Tine of Cencerrtrairon Ralnfal I nlen3lty, I (I ni h r) Peak Flow -re 'of sj 2's'r 5 -fir 10-yr 25-yr 5n-gr 19b-yr 544_slIr Gv?rland Flow Length L, I;nl U7S Elevation Itti i'-'i '. -. _ LEIS Elevatic'n 1115 Ososrlinri Flow Slaps] 9 (ttrttl Ovurianrl Flow illne t, WWII rrhPnn42,a{� Flow Length Li rTtj t�iS Elevation CR) iTJGbrJnai } WS Elevation lrtj I }� 4 tutn.11• GhFinnali2ad Flow Slopa s, ittrttl MRCS Cr>n,.aVsisnca Factor K Chnnnel'zed Flow 1/salacity i V. If tiSEFO 4hannbArtsR i Flow Tlruin t. trrlln1 Cnrncutcd t,lrnin} Reglonal t,,r;minl Selected stAmini 2-yr 5-yr 14-yr 25--.0 r0-yr ' 140-yr 500-Yr 2 -sir 5-yr 10-yr 15-y'r 54-yr 100-yr 504-yr ?:IDBASINA 0.4' _ 2.� �LI,.I r C.i1.� . 5 1i. 1: : 3 C.'11i U.-1" : r.c 1: 1"Ail ;., :� 1G..1 1;ili'{ ' 010 15 1 =1' 44 17 fir, _ ;a;, r5 I?: dJ x.19 `� E'r .� r o. lc r '1.•1:1 :'.� a- li.t I ,. n 51 S.':8 �.�1 L1. i,J -,- v.._, I. 2:3 - Cr'1 �.ae BASIN � L�°. r' 1:3.0 .° it-IP_ C.1 1Its. '=. - :'ir: I�'li i- i - r1 I1.y '3 �'-r,.>i 21c, .00 'Lr;P1 '10.1 C1.;1-' h.rllj5 7 :1.az' a.a;, 1:ap.. 1 - ':.7_i L>-F_i1 '' 211,1 5 2 -' rt' ,. ._1 Jr '1::' r 2 :'_I' �._ 5?4 1- 1 _.J� i1 22 -16 D •'' ; 97 ;' 1b - 2.4.1 -1-111 11.'1.1 .5i.JE BASING 0.4) 1 ii J.r7 C12 02• :':;3 I, '15 11.9° ;'.r2 - __.; ijil C;'2r' 2::S ?ill), YI iit' 15 !+> :1.11 'r ',I, ` rlj,F.) I (:�1 '2.JI I .72 `2.2.3 2 dim ,-7 - 1.�e �. .. '1. y, i ,:`, ..„ II jn S.IA ?4 _ I_L iii . Ls 1;i? I. 27 2'r .I� :3�IR F::.�;Rd{,� _1 C. ;jd I' 4'' J.C2 I C.i 7 Il.'1 �2: - C,d1 - r.,� I1. r: �',r, ., I' iui ;'4.11 ,. �I,I,I, Rli 1'I I', 011 15 _ r 1' r r.;,t _ ;1 - ja 77 II,,p0 - r _. 7�i .: r'1L _. _� _. 7�1 -. E II .1 _. -,.� r.ca 111 _I�' - 11.;12 n j.l,,.; I„ .I , 2CS _ ._ as r:.. it -.r; .;r L:• I .r -. ._. ?'� SUFI Fi4F.IN 0:5 C 40 r7 17 Ij J.1 I� 1. 11GJ d.Al I�.'1 :i - rr. II. i . �lr:"1 75 CC -7 C.:77 r. =1'" 0 "ICI I', 005 20 1 91 0 i'I 11 .''' ..1- - II�.I Q 2.70 -- .:.r1 '1: _ 6.70 E. li. ri —,,. i.�.,, .. '1lL J..' IL'1_ J.GC .. I,, .'17 - Il. ilj '1. I 2 I.11i :• c• ,,,._J American Building Systems, LLC APPENDIX B Hydraulic Computations DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: American Building Systems Basin ID: Basin DB - 1 10 Year Historic Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP H P hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+TG)AC3 Coefficient One Coefficient Two Coefficient Three la = } _ Type = T= Tc = P1_ c1_ C2_ C3 _ 2.00 2.18 C 10 30 0.00 1.68 28.50 10 0.789 percent acres A, B, Cr or D years (2, 5, 10, 25, 50, or 100) minutes cfslac re inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff C= Op -in = Allowable Peak Outflow Rate Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0.26 tae '1.48 cfs 0.00 cfs 5,287 cubic feet 4.12 acre -ft Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P11(C2+Tc)AC3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc= Q= P1 = C1= C2_ C3 = 2.00 2.180 C 100 30 0.00 2.94 28,50 10 0.789 percent acres A,B,C,orD years (2, 5. 1 0, 25, 50, or 100) minutes efs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff C = 0.51 Op -in = Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 5.07 1 cfs 0.00 cfs 18,147 cubic feet 0.42 acre -ft 03 - udfcd spreadsheet_Historic - Overall.xls, Modified FAA 12/2/2020, 10:33 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: American Building Systems, LLC Basin ID: Proposed Detention Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I = C1* P1f(C2+TJrc3 Coefficient One Coefficient Two Coefficient Three - A= Type = T= To = Pa = C1 = C2 = C3 _ 10.00 2.18 C 10 12 0.00 1.68 28.50 10 0.789 percent acres A. B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness I;, = Catchment Drainage Area A= Predevelopment NRCS Soil Group Type = Return Period for Detention Control T = Time of Concentration of Watershed 'To= Allowable Unit Release Rate q One -hour Precipitation P1 Design Rainfall IDF Formula I = C1* P1f(C2+Tj^Cg Coefficient One Coefficient Two Coefficient Three 10.00 2.180 C 100 12 0.68 2.94 percent acres A, B, C, or D years (2. 5, 10, 25, 50, or 100) minutes cfslacre inches C1 = 28.50 C2 = 10 C, = D 789 Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = Inflow Peak Runoff Qp-in =L Allowable Peak Outflow Rate Op -out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0.30 cfs cfs cubic feet acre -ft 2.71 0.00 6,100 0.14 5 c- Enter Ranfai I Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes)) Rainfall Duration minutes (input) Rainfall Intensity inches 1 hr (output) Inflow Volume re -feet (output) Adjustment Factor "rn" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 5 5.65 0.025 1.00 0.00 0.000 0.025 10 4.50 0,041 1.00 0.00 0.000 0.041 15 3.78 0.051 0.91 0.00 0.000 0.051 20 3.27 0.059 0.81 0.00 0.000 0.059 25 2.90 0.065 0.74 0.00 0.000 0.065 30 2.61 0.070 0.70 0.00 0.000 0.070 35 2.38 0.075 0.67 0.00 0.000 0.075 40 2.19 0.079 0.65 0.00 0.000 0.079 45 2.03 0.082 0.64 0.00 0.000 0.082 53 1.89 0.085 0.62 0.00 0.000 0.085 55 1.78 0.088 0.61 0.00 0.000 0.088 60 1.68 0.091 0.60 0.00 0.000 0.091 65 1.59 0.093 0.59 0.00 0.000 0.093 70 1.51 0.095 0.59 0.00 0.000 0.095 75 1.44 0.097 0.58 0.00 0.000 0.097 80 1:37 0.099 0.58 0.00 0.000 0.099 85 1.32 0.101 0.57 0.00 0.000 a 101 90 1.27 0.108 0.57 0.00 0.000 0.103 95 1.22 0.104 0.56 0.00 0.000 0.104 100 1.17 0.106 0.56 0.00 0.000 0,106 105 1.13 0.107 0.56 8.00 0.000 0.107 110 1.10 0.109 0.56 0.00 0.000 0.109 115 I 1.06 0.110 0.55 0.00 0.000 0.110 120 1.03 0.111 0.55 0.00 0.000 0.111 125 1.00 0.112 0.55 0.00 0.000 0.112 130 097 0.114 0.55 0.00 0.000 0.114 135 0.94 0.115 0.55 0.00 0.000 0.115 140 0.92 0.116 0.54 0.00 0.000 0.116 145 0.90 0.117 0.54 0.00 0.000 0.117 150 0.87 0.118 0.54 0.00 0.000 0.118 155 0.85 0.119 0.54 0.00 0.000 0.119 160 0.83 0.120 0.54 0.00 0.000 0.120 165 0.81 0.121 0.54 0.00 0,000 0.121 170 0.80 0.122 0.54 0.00 0.000 0.122 175 0.78 0.123 0.53 0.00 0.000 0.123 180 0.76 0.124 0.53 0.00 0.000 0.124 185 0.75 0.124 0.53 0.00 0.000 0.124 190 0.73 0.125 0.53 0.00 0.000 0.125 195 0.72 0.126 0.53 0.00 0.000 0.126 200 0.70 0.127 0.53 0.00 0.000 0.127 205 0.69 0.128 0.53 0.00 0.000 0.128 210 0.68 0.128 0.53 0.00 0.000 0.128 215 0.67 0.129 0.53 0.00 0.000 0.129 220 0.66 0.130 0.53 0.00 0.000 0.130 225 0.64 0.131 0.53 0.00 0.000 0.131 230 0.63 0.131 0.53 0.00 0.000 0.131 235 0.62 0.132 0.53 0.00 0.000 0.132 240 0.61 0.133 0.53 0.00 0.000 0.133 245 0.60 0.133 0.52 0.00 0.000 0.133 250 0.60 0.134 0.52 0.00 0.000 0.134 255 0.59 0.135 0.52 0.00 0.000 0.135 260 0.58 0135 0,52 0.00 0.000 0.135 265 0.57 0.136 0.52 0.00 0.000 0.136 270 0.56 0.137 0,52 0.00 0..000 0.137 275 0.55 0.137 0.52 0.00 0.000 0.137 280 0.55 0.138 0.52 0.00 0.000 0.138 285 0.54 0.138 0.52 0.00 0.000 0.138 290 0.53 0.139 0.52 0.00 0.000 0.139 295 0.52 0.139 0.52 0.00 0.000 0.139 300 0.52 0 140 0.52 0.00 0.000 0.140 Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Moil. FAA Major Storage Volume = Mod. FAA Major Storage Volume = C= Op -in = Op -out = 0.53 8.38 cfs 1.48 cfs 9,268 cubic feet 0.21 acre -ft Rainfall Duration minutes (input) 0 Rainfall Intensity inches 1 hr (output) 0.00 Inflow Volume acre-feet (output) (output) Adjustment Factor 0.000 0.00 Average Outflow cfs (output) 0.00 Outflow Volume acre-feet (output) 0. D00 Storage Volume acre-feet (output) 0.000 5 9.89 0.079 1.00 1.48 0.010 0.068 10 7.88 8.125 1.00 1.48 0.020 0.105 15 6.61 0.158 0.91 1.35 0.028 0.130 20 5.72 0,182 0.81 1.19 0.033 0.149 25 5.07 0.202 0.74 1.10 0.038 0.164 30 4.56 0.218 0.70 1.04 0.043 0.175 35 4.16 8.232 0.67 1.00 0.048 0.183 40 3.83 0.244 0.65 0.97 0.053 0.190 45 3.55 0.254 0.64 0.94 0.058 8.196 50 3.31 0.264 0.62 0.92 0.064 x.200 55 3.11 x.272 0.61 0.91 0.069 0.204 60 2.93 0.280 0.60 0.89 0.074 0.206 65 2.78 0.287 0.59 0.88 0.079 0.209 70 2.64 0.294 0.59 0.87 0.084 0.210 75 2.52 8.300 0.58 8.86 0 08 0.211 80 2.41 0.306 0.58 0.85 0.094 0.212 85 2.31 0.312 0.57 0.85 0.099 0.213 90 2.21 0.317 0.57 0.84 0.104 0.213 95 2.13 0.322 0.56 0.84 0.109 0.213 100 2.05 0.327 0.56 0.83 0.115 0,212 105 1.98 0.331 0.56 0.83 0.120 0.212 110 1.92 0.336 0.56 0:82 0.125 0.211 115 1.86 0.340 0,55 0.82 0.130 D.210 120 1.80 0.344 0.55 0.82 0.135 0.209 125 1.75 0.348 0.55 0.81 0..140 0.207 130 1.70 0.351 0.55 0.81 0 14 x.206 135 1.65 0.355 0.,55 0.81 0.150 x.205 140 1.61 0.358 0.54 0.81 0.155 x,203 145 1.57 0.362 0.54 8.80 0.161 8.201 150 1.53 0.365 0.54 0.80 0.166 0.199 155 1.49 0.368 0.54 0.80 0.171 0.197 lee 1A6 0.371 0.54 0,80 0.176 0.195 165 1.42 0.374 0.54 0.80 0.181 0.193 170 1.39 0.377 0.54 0.79 0.186 0.191 175 1.36 0.380 0.,53 0.79 0.191 0.188 180 1.33 0.382 0.53 0.79 0.196 0.186 185 1.31 0.385 0,53 0.79 0.201 0.184 190 1.28 0.387 0.53 0.79 0.206 0.181 195. 1.26 0.390 0.53 0.79 0212 0.178 200 1.23 0.392 0.53 0.79 0.217 0.176 205 1.21 0.395 0.53 0.79 0.222 0.173 210 1.19 0.397 0.53 0.78 0.227 0.170 215 1.17 0.400 0.53 0.78 0.232 0.168 220 1.15 8.402 0.53 0.78 0.237 0.165 225 1.13 0.404 0.53 0.78 0.242 0.162 230 1.11 0.406 0.53 0.78 0.247 0.159 235 1.09 0.408 0.53 0.78 0.252 0.156 240 1.07 0.410 0.53 0.78 0.258 0.153 245 1.06 0.412 0.52 0.78 0.263 0.150 250 1,04 0.414 0.52 0.78 0.268 0.147 255 260 1.03 1.01 0,416 0.52 0.418 0.52 0.78 0.78 0.273 0.278 0.144 0.141 265 1.00 8.420 0.52 0.78 0.283 0.137 270 0.98 x.422 0.52 0.77 0.288 0.134 275 0.97 0.424 0.52 0.77 0.293 0.131 280 0.96 0.426 0.52 0.77 0.298 0.128 285 0.94 0.428 0.52 0.77 0.303 0.124 290 0.93 x.429 0.52 0.77 0.309 0.121 295 0:92 0.431 0.52 0:77 0.314 0.118 300 0.91 D.433 0.52 0.77 0.319 0 114 Mod. FAA Minor Storage Volume (cubic ft.) = 6,100 Mod. FAA Minor Storage Volume (acre -ft.) = 0.1400 Mod. FAA Major Storage Volume (cubic ft.) = 9,268 Mod. FAA Major Storage Volume (acre -ft.) = 0.2128 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34: Released November 2013 06 - udfcd spreadsheet Proposed xis, Modified FAA 12/2/2020, 10:37 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: American Building Systems, LLC Basin ID: Proposed Detention Pond Inflow and Outflow Volumes vs. Rainfall Duration 0.5 0.45 0.4 II I. C) 0 a 4.3 E C 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 dCL•AAAt6 a4AaLada"ALl1t Atdar ALd! tL•AAALA 50 100 150 200 Duration (Minutes) 250 L AL _ 300 ' Win or Storm long w Volume ..- Minor storm CuVlow• Volume Minor Storm Storage Volume Valor Storm lnllow Volume r Valor Storm Cutnew Volume • Valor Storm Storage Volume 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 I 00 - udfed spreadsheet Proposed xis, Modified FAA 12/2/2020, 10:37 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: American Building Systems Basin ID: Proposed Detention Pond Side Slope Z Side Slope Z 1. Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: Dam 4 Y 20.00 245.00 3.00 She Slope Z ti ft ft ft/ft I. Side Slope it Check Basra Right Triangle Isosceles Triangle Rectangle Circle I Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': Side Stone s OR... OR... OR... OR... (Use Overide values in cells G32:652) MINOR MAJOR 0.14 0.21 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (input) Water Surface Elevation ft (iiiput) 4603.56 Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage ft (outpu() Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target for WQQV, & Major Volumes (for Volumes Minor, Storage goal seek) 20.00 245.00 38 0.001 0.000 4604.00 0.00 0.00 1,770 398 0.041 0.009 WQCV 4604.30 0.00 0.00 3,553 1,196 0.082 0.027 4604.50 0.00 0.00 2,079 0.121 0.048 5,277 4605.00 0.00 0.00 9,703 5,824 0.223 0.134 100-year/Spillway 4605.40 0.00 0.00 11,736 10,112 0.269 0.232 4605.50 0.00 0.00 11,921 11,295 0.274 0.259 4606.00 0.00 0.00 12,855 17,489 4295 0.401 Top of Pond 4606.40 0.00 0.00 13,421 22,744 0.308 0.522 #N/A #NIA #NIA #N/A #NIA #N/A #NIA #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #NIA #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #NIA #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #NIA #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #N/A #NIA #NIA #NIA #N/A #NIA #N/A 06 - udfcd spreadsheet_Proposed.xls, Basin 12/1/2020, 4:06 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: r STAGE -STORAGE CURVE FOR THE POND 4606.56 4606.06 4605.56 0, * =, 4605.06 CCI es% 4504.50 4604.06 4603.56 ► _ 0.00 0.10 0.20 0.30 Storage (acre-feet) 0.40 0.50 0.60 06 - udfcd spreadsheet Proposed.xls, Basin 12/1/2020, 4:06 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: American Building Systems Basin ID. Proposed Detention Pond WQCV Design Volume (Input): Catchment Imperviousness, 1, _ Catchment Area. A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows. h= Number of rows, NL = Orifice discharge coefficient, C„ = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information I Input): Percent Soil Type A = Percent Soil Type 13 = Percent Soil Type C}D = Outlet Design Information (Output): 3 10.0 2.18 1 4.00 3.00 0.60 0.003 40 100 percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft/ft hours °Io Height of slot. H = Width of slot, W = Water Quality Capture Volume, WQCV = Water Quality Capture Volume (WQCV)_ Design Volume (WQCV f 12 *Area * 1.2) Vol = Outlet area per row: A0 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 0.314 1 OR inches inches inches 0.092 watershed inches 0.017 acre-feet 0.020 acre-feet 0.08 square inches 0.08 square inches 0.001 square feet 0 4 0 c O 0 a a r 0 0 0 C a a o O O O 0 0 0 0 o O 0 4 Y O 0 a O 0 a O 0 O O a 0 0 1 o 0 0 a a Y Perforated Plate Examples 4" Central Elevations of Rows of Holes in feet S Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 4603.56 4603.89 14604.23 1 I I I l t i i l I i I Collection Capacity for Each Row of Holes in cts 4603.56 0.0000 0.0000 0-0000 0.00 4604.00 9.0017 0.0009 4.0000 0.00 4604.30 0.0022 0.1017 4.0007 0.00 4604.50 0.0425 0.0020 0.0013 0.01 4605.00 0.0031 0.0027 0.0023 0.01 4605.40 0.0035 0.0032 0.0028 0.01 4605.50 0-0036 0.0033 0-0029 0.01 4606.00 9.0040 9.0038 0.0034 0.01 4608.40 0.0044 0.0041 0.0038 0.01 #NIA ANA #NfA #N/A #NfA #NIA #NIA #MIA #NIA MIA #NIA _ MIA #NIA #N/A #NfA #NfA #NfA #NfA #NfA #NfA #NIA #14/A #NIA #MIA #NIA O1/A #NfA #NIA #NfA #NIA #NIA #NIA MIA #NrA #NIA MIA #NIA /MIA /MIA PIA #NIA #NfA #NfA #NIA #NIA #NrA MLA #MIA #NIA #NfA ANA NIA *NA #NIA MA #NIA #NfA #NrA MIA MIA #NfA #NfA MA #N/Pt MIA MIA i?N/A #NIA #NfA ?ANA #NrA #MIA #NIA #N/A ANA O1/A itN/A #NfA #NIA #NIA #N/A MA MIA I I I I I I ( ) I I I I ( #MIA #NfA /MIA #NIA #NIA #NIA itNfA UNAA #NfA #NfA #NrA #N.+A #MIA #NfA #NfA #NfA #NIA #14/A #NfA MIA MIA #NfA #NIA MLA #MIA #NfA ANA ANA #NIA #NIA #N/A #N/A #NIA #N/A #N/A #NfA MA ;MIA #NIA #NrA - - - - - - #MIA #NfA Ii -NIA Ii -N/A #NIA #NIA #NfA #NIA #NIA #14/A #NrA #NiA #MIA #NfA ANA #NfA #NIA Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 06 - udfcd spreadsheet Proposed.xls, WQCV 1211?2020, 4:08 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: American Building Systems Basin ID: Proposed Detention Pond X Tr) ) Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated' Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (foot) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Width of Equivalent Rectangular Vertical Orifice Eiev: WS = Bev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow= Theta = To = Elev Plate Bottom Edge= Qa #1 Vertical Orifice #2 Vertical Orifice 4,605.40 4,603.56 8.66 24.0 0.60 3.14 3.14 13.9 160% 1.56 1.55 24.00 0.99 4,604.55 8.7 Equivalent Width = 1.57 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,604.06 feet feet cfs inches sq ft rad cfs rad sq ft inches feet feet cfs feet feet 06 - udfcd spreadsheet Proposed.xls, Restrictor Plate 12/1/2020, 4:09 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: American Building Systems Basin ID: Proposed Detention Pond Current Routing Order is #3 Design Information (Input): Circular Opening OR Rectangular Opening: Routing Order 'AI (Standard) W.S. rr. Majnr 59.5. rr. Min ,r 112 nl 'Q VI V2 Routing Order 1C {Sing1c Stage) Diameter in Inches Width in Feet Length (Height for Vertical) Dia.= W= LorH= Percentage of Open Area After Trash Rack Reduction % open = Orifice Coefficient C, _ Weir Coefficient C,k = Orifice Elevation (Bottom for Vertical) E6 _ Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) OPTIONAL: User-Overide Net Opening Area Perimeter as Weir Length OPTIONAL: User-Overide Weir Length AC At, _ Lw = L� Routing Order P2 ' W .S. IS. Minor g W.S.1.1:. :4I) VI *I) I"J R ir Routing Circler "rt ti':.S. F.1.. hmcrgzm.y Spillway .p WS. Pedia( hm ag:n:r•}y,,rldv ;III.,l ip:-HY v ,. hl.. Miner i' VI 1. #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. 3.00 I 1.57 3.00 0.99 70 100 0.60 0.60 2.65 4603.40 4.603.56 6.30 1.55 10.20 ft. al ft. Top Elevation of Vertical Orifice Opening: Top = Center Elevation of Vertical Orifice Opening: Cen = 4604.55 4604.06 inches ft. ft. �I4 ft. sq. ft. sq. ft. ft. ft. Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical to culvert sheet (#2 vertical & horizontal openings is not used). opening. This flow will be applied Horizontal Orifices Vertical Orifices Labels for WQCV, Minor, & Major Storage W.S. Elevations (input) Water Surface Elevation ft (linked) WOCV Plate/Riser Flow cfs (User -linked) #1 Horiz. #1 Horiz. Weir Orifice Flow Flow oft cfs (output) (output) #2 Horiz #2 Horiz. Weir Orifice Flow Flow cfs cfs (output;) (output) #1 Vert. Collection Capacity cfs (output) #2 Vert. Collection Capacity cfs {output) Total Collection Capacity cfs (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (link for goal seek) 4603.56 0.00 113 12.13 0.00 0.00 0.00 0.00 0.00 4604.00 0.00 12.56 23.50 0.00 0.00 1.56 0.00 1.56 WQCV 4604.30 0.00 23.08 28.78 0.00 0.00 3.39 0.00 3.39 4604.50 0.01 31.18 31.81 0.00 0.00 4.86 0.00 4.86 4605.00 0.01 54.70 38.37 0.00 0.00 7.26 0.00 7.26 100-Yr/Spilluvay 4605.40 0.01 76.45 42.90 0.00 0.00 8.66 0.00 8.66 4605.50 0.01 82.26 43.96 0.00 0.00 8.97 0.00 8.97 4606.00 0.01 113.32 48.91 0.00 0.00 10.41 0.00 10.41 Top of Pond 4606.40 0.01 140.45 52.54 0.00 0.00 11.43 0.00 11.43 #NfA /A #N/A #NfA #NfA #N/A 0.00 #NIA #NfA #N /A #N/A #NfA #NfA #NIA 0.00 MIA #NIA #N/A #NfA #N/A #NfA #N/A 0.00 #NIA #NIA /A #NfA MIA #NfA #NIA 0.00 #NIA #NfA #NIA #N/A #N/A #NIA #N/A 0.00 MCA #NIA #N/A #NIA #N/A #NfA #N/A 0.00 #NIA #NIA #+I/A #NI/A #NIA #NfA #N/A 0.00 #14/A #NfA #N /A #N/A #NIA #NfA #NIA 0.00 MIA #NIA #NIA #NfA #N/A #NIA #NIA 0.00 #NIA #NfA /A #N/A #NIA #NfA #NfA 0.00 #NIA *NA *N/A *N/A *NIA #NfA #N/A 0.00 *NA #NfA #NIA UNIA #NfA #NIA #NIA 0.00 Ithl/A *NIA *NIA *NIA #N/A #NIA #NIA 0.00 *NIA *NIA *NIA *N/A #N/A #NfA *NIA 0.00 #14/A #NIA /A #NIA #N/A /INA #NfA 0.00 itN/A #NfA *N/A *N/A #N/A *NIA #NIA 0.00 #14/A #NfA #N/A *N/A *NIA #NfA #NfA 0.00 #NIA #N/A #NfA #NIA #N/A #NfA #NfA 0.00 itN/A *NIA #N/A *NIA #N IA #NfA #NfA 0.00 #N/A *NIA *NIA *NIA #NfA *NIA #NIA 0.00 *NIA MIA If -N/A #NfA MIA #NIA #NIA 0.00 ft N/A *N/A #NfA *N/A #N/A *NA #NIA 0.00 *NIA *NIA #NfA *N/A #N/A *NIA #NIA 0.00 *NIA #NfA #NIA #NIA #N/A #NfA #NfA 0.00 #N/A #NfA *NIA *N/A *NIA #NfA *NIA 0.00 *NIA *WA #N/A *NIA #N/A *NIA *NIA 0:00 *NIA *NIA OVA *NA #NfA #NIA #N/A 0.00 ItN/AL MA #N/A #NIA #N/A #NfA #N/A 0.00 #N/A *N/A *NIA *N/A #N/A OVA ttN/A 0.00 #14/A #NfA #N/A *NIA #NfA *N/A #N/A 0.00 #N/A *WA *NIA *N/A ##N/A *N/A *N/A 0.00 #N/A #NfA #NfA *N/A *NIA *N/A #NfA 0.00 *NIA #NIA #NIA *N/A #N/A #NIA #N/A 0.00 #14/A #NfA #N/A *N/A #N/A *N/A #14/A 0.00 #N/A #NIA #N/A #NIA #N/A #N/A #N/A 0.00 #N/A 06 - udfcd spreadsheet P.roposed.xls, Outlet 12/1 /2020, 4:10 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: American Buildinp Systems Basin ID: Proposed Detention Pond STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4606.56 7 ID time c, CD C) 4606.06 4605.56 4605.06 4604.56 4604.06 4603.56 0 2 4 6 8 10 Discharge (cfs) 12 14 06 - udfcd spreadsheet Proposed.xls, Outlet 12/1/2020, 4:10 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: American Building Systems, LLC Basin ID: Proposed Detention Pond Status: Culvert Data is valid! Design information (Input): Circular Culvert: Barrel Diameter in Inches Circular Culvert: Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Box Culvert: Barrel Width (Span) in Feet Box Culvert: Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice !Inlet. Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): H Winne) 3trr D culvert scathe F L culrert s section ip 24 Grooved End with Headwall Height (Rise) = Width ISpan ) = Square Edge w! 90-15 deg. Flared Wingwall No = lelev = Oa = L= n= Kt K:4 1 4603 56 4603.40 52.0 0.0130 0.00 lip 020 0.64 1.84 0.99 -0.03 frit in. ft. ft. ,rti:n I Suds 2 ft. elev ft. elev. ft. TI Water Surface Elevation From Sheet "Basin" (ft., linked) Tailwater Surface Elevation ft (input if known) Culvert Inlet -Control Flow rate cfs (output) Culvert Outlet -Control Flowrate cfs (output) Flowrate Into Culvert From Sheet "Outlet" (cfs, linked) Controlling Culvert Flow rate cfs (output) Inlet Equation Used (output) 4603.56 0.00 0.00 0.00 0.00 0.00 No Flow (WS < inlet) 4604.00 0.00 1.00 3.51 1.56 1.00 Min. Energy. Eqn. 4604.30 0.00 2.50 5.33 3.39 2.50 1111in. Energy. Eqn. 4604.50 0.00 4.00 640 4.86 4.00 Min. Energy. Eqn. 4605.00 0.00 8.10 8.03 7.26 7.26 Regression Eqn. 4605.40 0.00 12.40 8.53 8.66 8.53 Regression Eqn. 4605.50 0.00 13.50 8,78 8.97 8.78 Regression Eqn.. 4606.00 0.00 18.40 11.61 10.41 10.41 Regression Eqn. 4606.40 0.00 2110 15.00 11.43 11.43 Regression Eqn. 0.00 0.00 0.00 0.00 #N/A #NIA No Flow IWS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow IWS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 4.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet? 0.00 0.00 0.00 0.00 #N/A #NIA No Flow 4 WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet.? 0.00 0.00 0.00 0.00 #NIA #NIA. No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA. No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 0,00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No !Flow MS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow MS < inlet) 0.00 0.00 D.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NlA #N/A No Flow I WS < inlet 0.00 0.00 D.00 0.00 #N/A #NIA No Flow I WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow IWS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 06- udfcd spreadsheet_Proposed.xls, Culvert 12/212020, 7:59 AM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: American Building Systems, LLC Basin ID: Proposed Detention Pond I STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT 4606.56 4606.06 4605.56 S 0, ii d, tat 5 K _ 4605.06 4604.56 4604.06 4603.56 4 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 Discharge (cfs) 06- udfcd spreadsheet_Propased.xls, Culvert 12/2/202D, 7:59 AM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: American Building Systems Basin I D: PROPOSED DETENTION POND SPILLWAY 75.96 4.00000 Design Information 'input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = Cwm = CI_ 10.00 75.96 4,605.40 3.00 3.00 Elevation (linked) Water Surface ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs Total Spillway Release cfs (output) Total Pond Release cfs (output) 4603.56 0.00 0.00 0.00 0.00 4604.00 0.00 0.00 0.00 1.00 4604.30 0.00 0.00 0.00 2.50 4604.50 0.00 0.00 0.00 4.00 4605.00 0.00 0.00 0.00 7.26 4605.40 0.00 0.00 0.00 8.53 4605.50 0.95 0.04 0.99 9.77 4605.90 10.61 2.12 12.73 22.87 4606.00 13.94 3.35 17.29 27.70 4606.40 30.00 12.00 42.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A teN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A ttN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A feet degrees feet 06 - udfcd spreadsheet Proposed .xls, Spillway 12/4/2020, 9:14 Al l Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL A-1 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4611.00 4610.50 4610.00 4609.50 4609.00 4608.50 4.00, 4.00 1.37 4609.12 3.00 0.035 Known = 1.23 Section 0 2 4 6 8 10 12 14 16 V Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Dec 1 2020 _ 0.37 _ 1.230 0.55 _ 2.25 3.05 0.36 2.96 0.45 Depth (ft) 1.88 1.38 0.88 0.38 -0.12 -0.62 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL A-2 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4608.00 4607.50 4607.00 4606.50 4606.00 4605.50 4605.00 4.00, 4.00 1.45 4605.57 1.00 0.035 Known = 1.23 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Dec 1 2020 _ 0.45 = 1.230 0.81 1.52 3.x'1 _ 0.36 _ .00 _ 0.49 Depth (ft) V 0 2 4 6 8 10 12 14 16 2.43 1.93 1.43 0.93 0.43 -0.07 -0.57 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL C-1 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%} N -Value Calculations Compute by: Known Q (cfs) 3.00, 3.00 0.78 4605.70 0.50 0.035 Known = 1.70 Highlighted Depth (ft) Q (cfs) Area (sqit) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) 100 -year design run-off (Sub -basin C) = 1.27 cfs Freeboard Variance = 1.33 x 1.27 cfs = 1.7 Ifs Elev (ft) 4607.00 4606.50 4606.00 4605.50 4605.00 Section Wednesday, Dec 2 2020 0.65 1.700 1.27 1.34 4.11 0A6 3.90 0.68 Depth (ft) 1 2 3 4 5 6 7 1.30 0.80 0.30 0.20 -0.70 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL C-3 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4608.00 4607.50 4607.00 4606.50 4606.00 4605.50 4605.00 4604.50 3.00, 3.00 1.79 4605.44 0.50 0.035 Known = 1.70 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) a Wednesday, Dec 2 2020 a 0.65 1.700 - 1.2 = 1.34 4.11 0A6 3.90 0.68 Depth (ft) 0 2 4 6 8 10 12 14 16 2.56 2.06 1.56 1.06 0.56 0.06 -0.44 -0.94 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. CHANNEL C-5 Triangular Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%} N -Value Calculations Compute by: Known Q (cfs) 3.00, 3.00 1.26 460514 0.50 0.035 Known = 1.70 Highlighted Depth (ft) Q (cfs) Area (sqit) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) 100 -year design run-off (Sub Basin C) = 1.27 cfs Freeboard Variance = 1.33 x 1.27 cfs = 1.7 cfs Elev (ft) 4607.00 4606.50 4606.00 4605.50 4605.00 4604.50 Section Wednesday, Dec 2 2020 0.65 1.700 1.27 1.34 4.11 0A6 3.90 0.68 Depth (ft) 0 1 2 3 4 5 6 7 9 10 1.86 1.36 0.86 0.36 -0.14 -0.64 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Culvert C-2 Circular Diameter (ft) Invert Elev (ft) Slope (°!o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4607.00 4606.50 4606.00 4605.50 4605.00 1,00 4605.51 0.50 0.013 Known = 1.27 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) Section Wednesday, Dec 2 2020 0.51 1.270 0,40 3A4 1.59 0.48 1.00 0.66 0 1 2 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Culvert C-4 Circular Diameter (ft) Invert Elev (ft) Slope (°!o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4607.00 4606.50 4606.00 4605.50 4605.00 4604.50 1.00 4605.34 0.50 0.013 Known = 1.27 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) Section Wednesday, Dec 2 2020 0.51 1.270 0.40 3A4 1.59 0.48 1.00 0.66 I 2 3 Depth (ft) 1.66 1.16 0.66 0.16 -0.34 -0.84 Reach (ft) Determination of Culvert Headwater and Outlet Protection Project: AMERICAN BUILDING SYSTEMS - AGPRO JOB #1131-01 Basin ID: CULVERT C-2 OUTLET Fi 90 X J CIRCLE J rl 1 Soil Type: Choose ice: _ o Sandy Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q= D= Grooved Ind with I-oeadwral r _ 1.7 12 Height (Rise)=I Width (Span) = No = Elev IN = Bev OUT = L= n= kb= kx = Elea Yt = V= V OR cfs inches ft ft V 1 4605.51 4605.44 15 0.013 0 1 7 ft ft ft ft ft/s Required Protection (Output) : Tailwate.r Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter`' OR Flow/(Span * Rise1's) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection A= kitICY k9 Yn Ye= d= Va= 1/(2*tan(O)) = Q/DA2.5 = Fr= Ytto = FIW,= HWO _ H'WV = HW/D = d50 _ d`o = Type = L P i T= 0.40 0.24 ft ift2 ft' 0.79 0.20 0.47 1.67 0.62 0.55 0.78 ft ft ft ft ft 6.05 1.70 ft°''Is 0.82 0.40 0.79 0.83 4,606.34 0.83 1.4 6 VI 3 2 ft ft in in ft ft Determination of Culvert Headwater and Outlet Protection Project: AMERICAN BUILDING SYSTEMS - AGPRO JOB #1131-01 c Basin ID: CULVERT C-4 OUTLET li R0X J CIRCLE J rl 1 Soil Type: Choose ice: _ o Sandy Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q= D= Grooved Ind with I-oeadwral Height (Rise) _ Width (Span) = r _ 1.7 12 No = Elev IN = Bev OUT = L= n= kb= kx = Elea Yt = V= V OR cfs inches ft ft V 1 4605.34 4605.14 40 0.013 0 1 7 ft ft ft ft ft/s Required Protection (Output) : Tailwate.r Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter`' OR Flow/(Span * Rise1.5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt = At= A= kit= k9 = Yh = Ye _ d= Va= 1/(2*tan(O)) = Q/DA2.5 = Fr= YtID = i-I W, _ i-IWO _ H'WV = HW/D = 050 _ d`o = Type = L P i T= 0.40 0.24 0.79 0.20 1.24 2.44 0.60 0.55 0.78 6.06 1.70 0.86 0.40 0.79 0.76 4,006.13 0.79 1.4 6 VI 3 2 ft ft2 ftd ft ft ft ft ft ftv.5/s in in ft ft Determination of Culvert Headwater and Outlet Protection Project: AMERICAN BUILDING SYSTEMS - AGPRO JOB #1131-01 Basin ID: DB-1 OUTLET li 90 X J NW t CIRCLE J rl 1 Soil Type: Choose ice: _ o Sandy Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity C D= Grooved Ind with I-oeadwral 8.66 24 Height (Rise)=I Width (Span) = No = Elev IN = Bev OUT = L= n= kb= kx = Elea Yt = V= V OR cfs inches ft ft V 1 4603.56 4603.4 52 0.013 0 1 7 ft ft ft ft ft/s Required Protection (Output) : Tailwate.r Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter`' OR Flow/(Span * Rise1's) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yt= _ A= Ice= _ Ics_ Yn_ sire= d= Va= 1/(2*tan(O)) _ Q/DA2.5 = Fr= YtID = I -I W, _ HWO _ H'WV = HW/D = d50 _ d`o = Type = L P i T= 0.80 1.24 3.14 0.20 0.64 1.84 1.22 . 1.05 1.53 6.21 1.53 0.75 0.40 1.50 1.58 4,605.14 0.79 2.5 6 VI 6 3 ft ft2 fte ft ft ft ft ft fta5ts ft ft in in ft. ft American Building Systems, LLC APPENDIX C 24 x 36 Maps I 0. 1 -, 1 Q I e r r e I - 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P - T -H -4 W 0;� el I_ '0 Chia r4 [co •rs,1 0 . in. a1 DEVELOPERS < :Stl5G 67(1 k:or .c. Stile ?UC). ",C7'3) 535-93- 8 - fax: i9 . r��•�-t rM1 � II _+ & EROSION] WELD COUNTY. CO SI—EET: DR -3 Weld County Treasurer Statement of Taxes Due Account Number R8957007 Assessed To Parcel 072705102001 ASSEMBLY OF GOD STONEHAM 11921 MARBLE AVENUE PO BOX 35 STONEHAM, CO 80754-0035 Legal Description PT NE4NE4 5-7-65 SUB EXEMPT SUBX18-0015 Situs Address HIGHWAY 14 WELD Year Tax Interest Fees Payments Balance Grand Total Due as of 08/27/2020 $0.00 Tax Billed at 2019 Rates for Tax Area 2406 - 2406 Authority WELD COUNTY SCHOOL DIST RE11J RAYMER-STONEHAM FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Taxes Billed 2019 * Credit Levy Mil] Levy 15 0380000* 5 6700000 2 5880000 6 3540000 3 2170000 Amount $0 00 $0 00 $0 00 $0 00 $0 00 32 8670000 $0 00 Values EXEMPT/CHURCH - LAND EXEMPT/CHURCH - IMPS Total Actual Assessed $63,380 $18,380 $41,585 $12,060 $104,965 $30,440 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer are evidence that as of this date, all current and prior year taxes related to this parcel have been paid in full. Signed: Date: e-- J7— 020,716) Hello