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Home My WebLink About20141612.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT#/AMOUNT# /$ CASE#ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 1 2 1 1 0 2 0 0 0 0 1 4 (12 digit number-found on Tax I.D.Information,obtainable at the Weld County Assessor's Office,or www.co.weld.co.us) Legal Description Part of NE 1/4 , Section 2 , Township 3 North, Range 66 West Zone District:Ag , Total Acreage:35 , Flood Plain: , Geological Hazard: Airport Overlay District: FEE OWNER(S) OF THE PROPERTY: Name:Anadarko Petroleum Corporation Work Phone# 720-929-6000 Home Phone# 303-478-4668 Email trish.eshabaugh@anadarko.com Address:PO Box 173779 Address: City/State/Zip Code Denver CO 80217-3779 Name: Work Phone# Home Phone# Email Address: Address: City/State/Zip Code Name: Work Phone# Home Phone# Email Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT(See Below:Authorization must accompany applications signed by Authorized Agent) Name:Landmark Builders - D&tAci ,f')n.�I 5 y Work Phone# 970-330-8855 Home Phone Email dgrjgqhy toLlzndr14 v'k-'W�(a.s s .cam Address:3812 Carson Ave J J Address: City/State/Zip Code Evans CO 80620 PROPOSED USE: A new facility for Anadarko to store and disperse equipment and materials of oil and gas operations. (2) 12,000 s.f. buildings will be constructed along with outside storage areas.A communications tower will be built on site for Anadarko's use.The buildings will be used for office, light vehicle maintenance, and material storage. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my(our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners mu be included the application. If a corporation is the fee owner, notarized evidence must be included indic• g that the s gf ator\)-has to legal -uthsrity to sign for the corporation. 6. Signature: nerorA t •ri edAfent Dte Signature: Owner or Authorized Agent Date FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Busine Name:Anadarko Petroleum Corporation Phone:720-929-6000 Address: 17935 WCR 35 City, ST, Zip:Platteville, CO 80651 O Owner:Anadarko Petroleum Corporation 720-929-6000 P Phone: Home Address:PO Box 173779 City, ST, Zip:Denver, CO 80217-3779 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE All 3 telephone numbers listed are answered 24 hours 7 days a week. 970-506-5980 970-330-0614 866-504-8184 Business Hours: 24 Hours Days: 7 Days Type of Alarm: None Burglar Holdup ✓ Fire Silent Audible Name and address of Alarm Company:First Class Security Location of Safe:Not Applicable ».,>.,.********* ****************************************************.«_.>*.....»********************************************* MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building: 13 and 6 Location(s):Please see attached floor plan. Is alcohol stored in building?No Location(s): Are drugs stored in building?No Location(s): Are weapons stored in building?No Location(s): The following programs are offereil a public service of the Weld Coun riffs Office. Please indicate the programs of interest. Physical Security Check _ Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical:Disconnect to be outside the buildings- Location unknown at this time. Gas Shut Off: Near the meter- Location unknown at this time. Exterior Water Shutoff:to be located with the electrical disconnect- location unknown at this time Interior Water Shutoff: In the mechanical room in the north building. J O O C� J C `; O G I I I I I I n'_a m-� y m'-o' 1 i4-r zr-io4. � zz-It ,z-a� I 27-0" r I I r i l sa - - 1 P. ,a , ,� , 0 6T. j 8 m A / -- r" I I/ .-Ir‹. 1.- .\ l \ ,.,- I IC ® — _='''.--±-:.3.___ --- _ — = I M Ipp spi , li STORAGE BUILDING PLAN TRUCK SHOP PLAN 5' 10' 25' WCR qry } /� 7 MANAGEMENT ,r ER 38 MATERIALS l��N� A',ll�, FLOOR PLANS DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: (970) 304-6498 AUTHORIZATION FORM I Landmark Builders, Inc. represent Anadarko Petroleum Corp. for the property (Agent/Applicant) (Owner) located at 17935 WCR 35, Platteville, CO 80651 • LEGAL DESCRIPTION: SEC 2 TWN 3 RNG 66 SUBDIVISION NAME: LOT BLK I can be contacted at the following phone #'s: Home Cell - 970-518-6875 Work 970-330-8855 Fax# 970-330-5756 The property owner can be contacted at the following phone#'s Home Cell - 303-478-4668 Work 720-929-6347 Fax#720-929-7347 Correspondence mailed to (only one): ✓ Agent/Applicant Property Owner DATE c:91-)/1 / OWNER'S SIGNATURE AUTHORIZATION FORM RE: 1 PERMIT APPLICATION V I.S.D.S. EVALUATION SALE OF PROPERTY fl WATER SAMPLE I Landmark Builders, Inc. representAnadarko Petroleum Corp. for the property (Agent/Applicant) (owner) located at 17935 WCR 35,Platteville,CO 80651 LEGAL DESCRIPTION: SEC 2 TWN 3 RNG 66 SUBDIVISION NAME: LOT BLK® I can be contacted at the following phone#'s: Home Cell - 970-518-6875 Work 970-330-8855 Fax#970-330-5756 The property owner can be contacted at the following phone#'s Home Cell - 303-478-4668 Work720-929-6347 Fax #720-929-7347 Correspondence mailed to (only one): ✓ Agent/Applicant Property Owner DATE ai/O/r OWNER'S SIGNATURE �� USR QUESTIONAIRE RESPONSES FOR ANADARKO MATERIAL MANAGEMENT CENTER ON CR 35 and CR 38 1. The existing site was once a turkey farm that included several buildings, fencing and feeding facilities. The site was part of a 280 acre parcel that is presently going through a Recorded Exemption process to make the new proposed site a 35 acre parcel. The application and drawings are based on the 35 acre parcel. The proposed use of the site will be for an oil field material (pipe, fittings, etc.)stockpile facility where Anadarko and its subcontractors can access the materials used for oil and gas operations. The site will have (2) 81' x 148' buildings that will be used for support of the material management and light vehicle maintenance. The site will also have a 70' communications tower on site for Anadarko's use. 2. The land use is consistent with the code due to the fact the land could not be used for agriculture purposes in its present state due to buildings in poor repair and debris on the site. 3. Per section 23-3-40 the location can be used for business via a Use by Special Review process. 4. The property is bordered on the west, south and east by agricultural use. The north side of the site borders Weld County Rd 38 which is adjacent to a large DCP gas plant. 5. a. Anadarko anticipates 40 pickups with and without trailers will visit the site a day to pickup materials. Anadarko also estimates 3 trips a day with a tractor trailer for material deliveries. b. Anadarko anticipates 4 to 5 employees working on the site during normal business hours. Anadarko may have one employee on the site after hours for security. c. Anadarko will operate this facility 24 hours a day 7 days a week. d. (2) 81' x 148' Steel buildings are planned for the initial site. (2) future additional steel buildings are also shown on the site plan. The buildings will be used for warehousing of non flammable (pipe fittings) materials (stacked less than 12' high), light maintenance of vehicles, and offices. It is not anticipated that oil changes will be performed on the site e. No animals will be on site f. There may be up to 40 trips a day with pickups with and without trailers entering and leaving the site. There may also be up to 4 tractor trailers entering and leaving the site a day. g. Fire protection will be provided by Platteville Gilcrest Fire Department h. Anadarko will have a well drilled for domestic uses. Anadarko will haul water in for non-domestic uses (if required). A new leach field is planned for the facility. The area where vehicles are washed the waste water will be collected in a vault and pumped out as required. j. Storage of vehicles and equipment is planned. 6. Landscaping is not planned for the site. 7. Anadarko does not anticipate any reclamation to be required. 8. Storm water will be routed around the site and detained in a pond along the southern boundary. 9. The site should be constructed in the next 12 months. 10.There will be not waste stored on site, a dumpster on site will be emptied weekly. It is not anticipated that there will be any hazardous material stored on the site at this time. 11.The majority of the site will be completed by December 2014. The basic items that will be done are as follows: 1. Buildings 2. Gravel Surfaces/Asphalt Parking lots 3. Fencing 4. Drainage facilities including detention pond and outlet structures Two future buildings are shown on the site plan also but a timeline for constructing them has not been established at this time. Waste Handling Plan. A dumpster will be on site for normal business refuse and will be emptied weekly. Waste will be disposed of at Waste Management North Weld Landfill 4000 Weld County Road 25 Ault Colorado 80610 Phone Number 866-482-6319 It is not anticipated that hazardous material will be stored on the site at this time. The area that is used for washing equipment and vehicles inside the building will drain to a concrete vault and will be pumped out as required. The floor will slope to contain all of the liquids and wastes. A possible vendor for tank pumping is Art's Sanitation Services Inc 16373 Weld County Rd #28 Platteville, CO 80651 Dust Abatement Plan During the construction phase of the project Anadarko will utilize water trucks to maintain dust suppression. The storm water management plan will be followed to mitigate soil erosion during the construction phase. After construction is completed the site will be stabilized using compacted gravel surfaces. Vegetation will not be allowed to grow over 12" high. Additionally Anadarko will maintain the gravel drives and entrances. A water truck will be provided as necessary to maintain dust suppression. TRAFFIC NARRATIVE Anadarko anticipates 40 pickups a day with and without trailers will visit the site daily. Anadarko also believes up to 4 tractor trailers may visit the site to deliver materials. The traffic will approximately split evenly heading north and south to and from the site. O COU �� Weld County Public Works Dept. s rtb�xk"^ t 1111 H Street ACCESS PERMIT -VT P.O. Box 758 C *c Greeley,CO 80632 APPLICATION FORM 6rt(C1si0' Phone: (970)304-6496 Fax: (970)304-6497 A licant r Property Owner(If different than Applicant) Name i/id �1 '5'bM Name Anadarko Petroleum Corporation Company Landmark Builders Address P.O. Box 173779 Address 3812 Carson Ave City Denver State CO Zip 80217 City Evans State CO Zip 80620 Phone 720-9296-6000 Business Phone 970-330 8855 Fax Fax Qit^o 330' 5-15L0 E-mailtrish.eshbaugh@andarko.com E-mail J t9S\ .4 to r4mork-711.t.•1dl,rsc-care A. Existing Access A=Proposed Access Parcel Location &Sketch The access is on WCR 35 Nearest Intersection:WCR 35 &WCR 38 wca Distance from Intersection 120' (for emergency only) Parcel Number 1211020000014 Section/Township/Range 2/3/66 ,r V V Is there an existing access to the propertyiYES NO® N 3 3 Number of Existing Accesses 0 Road Surface Type&Construction Information Asphalt I Gravel ` , Treated nOther WCR Culvert Size &Type 15" CMP Materials used to construct Access Gravel Construction Start Date 6/2014 Finish Date 12/2014 Proposed Use ❑Temporary(Tracking Pad Required)/$75 ❑Single Residential/$75 ❑Industrial/$150 ❑Small Commercial or Oil &Gas/$75 ®.Large Commercial/$150 ❑Subdivision/$150 El Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? ❑No ❑RE ❑PUD ❑Other Required Attached Documents -Traffic Control Plan -Certificate of Insurance -Access Pictures (From the Left, Right, &into the access) By accepting this permit,the undersigned Applicant, under penalty of perjury,verifies that they have received all pages of the permit application;they have read and understand all of the permit requirements and provisions set forth on all pages;that they have the authority to sign for and bind the Applicant,if the Applicant is a corporation or other entity;and that by virtue of their signature the Applicant is boun by and agrees t. '-t mply with all said permit requirements and provisions,all Weld County ordinances, and state laws regarding facilitie onstru&tio Signature V�� Printed Nari rw /9SC, Date 14 Approval or D::nial will be is •e• in /imum .f 5 days. Approved 4 Revised Date 6/2 10 L� Cl7(f-KA Weld County Public Works Dept. sue' t 1111 H Street ACCESS PERMIT "-ea) P.O. Box 758 C- ac Greeley,CO 80632 APPLICATION FORM -" /C VflOQ� Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner(If different than Applicant) Name �,d r&W\e,s Name Anadarko Petroleum Corporation Company Landmark Builders Address P.O. Box 173779 Address 3812 Carson Ave City Denver State CO Zip 80217 City Evans State CO Zip 80620 Phone 720-9296-6000 Business Phone 970-330-8855 Fax Fax @7C • 3SO- S1SLa E-mail trish.eshbaugh@andarko.com E-mail 63(19 € (t1M4Vhp.,t1`- TY.cc(C19,s.cc4M = Existing Access A= Proposed Access Parcel Location&Sketch The access is on WCR 35 Nearest Intersection: WCR 35 &WCR 38 WCR Distance from Intersection 725' Parcel Number 1211020000014 Section/Township/Range 2/3/66 T Is there an existing access to the property?OYES NO® N 3 3 Number of Existing Accesses 0 Road Surface Type&Construction Information Asphalt n Gravel [1 Treated n Other wcR Culvert Size &Type 15" CMP Materials used to construct Access Gravel Construction Start Date 6/2014 Finish Date 12/2014 Proposed Use ❑Temporary(Tracking Pad Required)/$75 ❑Single Residential/$75 ❑Industrial/$150 ❑Small Commercial or Oil &Gas/$75 ®Large Commercial/$150 ❑Subdivision/$150 ❑Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? ONo P}USR ORE ❑PUD DOther Required Attached Documents -Traffic Control Plan -Certificate of Insurance -Access Pictures (From the Left, Right, & into the access) By accepting this permit,the undersigned Applicant, under penalty of perjury,verifies that they have received all pages of the permit application;they have read and understand all of the permit requirements and provisions set forth on all pages;that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity;and that by virtue of their signature the Applicant is bound by and agrees to S•mply with all said permit requirements and provisions,all Weld County ordinances,and state laws regarding facilitie onstruction.' Signature // a Sk Printed Name��t^ gIr' S(9Date Approval or D ial will be sue in inim of 5 days. Appr d by Revised Date 6/2•/10 I ® WERNSMAN ENGINEERING, INC. 1011 42nd STREET • EVANS, CO 80620 Phone (970) 353-4463 Fax (970) 353-9257 January 30, 2014 Ms. Jen Petrik Drainage Engineer Weld County Public Works P.O. Box 758 Greeley CO 80632 RE: Final Drainage report and plan for Anadarko's Material Management Center. Dear Ms. Petrik: Attached is the Drainage Report and Plan for the Anadarko's Material Management facility. This report addresses both the on-site and off-site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. Sincerely, Eric Wernsman P.E. " I hereby certify that this report for the final drainage design for Anadarko's new facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof" Registered Professional Engineer State of Colorado No. 33371 Index Page 1-8 DRAINAGE REPORT 9 IDF TABLE AND FOR ZONE 1 FOR STATE OF COLORADO 10 RAINFALL DEPTH FOR ZONE 1 FOR STATE OF COLORADO 11-22 RAINFALL MAPS FOR NOAA ATLAS 2 VOLUME 3 23 BASIN AND SUB-BASIN IMPERVIOUSNESS CALCS 24-25 PEAK RUNOFF FOR HISTORIC CONDITIONS 26-27 PEAK RUNOFF FOR DESIGN PT ONE AND (SB1) 28-29 PEAK RUNOFF FOR DESIGN PT TWO AND (SB2) 30-31 PEAK RUNOFF FOR DESIGN PT THREE AND (SB3) 32 PEAK RUNOFF FOR ENTIRE DEVELOPED SITE 33-39 PEAK RUNOFF FOR OS1 AND OS2 (CUHP METHOD) 40 SWALE CALCULATIONS SECTION A-A 41 SWALE CALCULATIONS SECTION B-B 42 SWALE CALCULATIONS SECTION C-C 43 CHANNEL CALCULATIONS FOR FLOW FROM OS1 44 CHANNEL CALCULATIONS FOR FLOW FROM OS2 45-46 DETENTION VOLUME REQ'D(MODIFIED FAA METHOD) 47-48 DETENTION VOLUME PROVIDED 49 WQCV ORIFICE AND VOLUME REQ'D 50 5 YR HISTORIC ORIFICE PLATE 51 INLET CALCULATIONS 52 CULVERT CALCULATIONS 53 RIP RAP CALCULATIONS 54 VICINITY MAP 55 FLOOD PLAIN MAP 56-71 NRCS SOIL MAP AND INFORMATION 72 REFERENCES General Description: The proposed site is located on the east side of Weld County Road 35 (WCR 35) and the south side of Weld County Road 38 (WCR 38). WCR 35 is gravel and has roadside ditches along each side. WCR 38 in not maintained by Weld County and has some gravel on the surface. The proposed site is located within the North East 1/4 of Section 2 Township 3 North, Range 66 West of the 6th Prime Meridian. The site borders WCR 35 along the entire east side of the property. The site is adjacent to WCR 38 along the entire north side. (Please see sheet C1 for a vicinity map.)In the past the site was the home of a turkey farm and some of the existing buildings and fencing remains. There are no major waterways, water holding areas or water resources on or adjacent to the property. The South Platte River is approximately 5 miles to the west property. T The project site contains approximately 35.0 acres. The entire site is planned for a proposed building, concrete surfaces, gravel parking lot, gravel driveway and future buildings. (All of the future buildings and paved surfaces were taken into account to determine detention requirements.) The site will be used for oil field material storage and dispersal A detention pond with an extended detention basin is proposed to hold developed flows from the site and release at a reduced 40-hour drain time and a five-year historic rate, respectively. The ground cover on the existing site consists of mainly weeds with some buildings and gravel areas. The various soil types present are listed in the NRCS soil report and maps in this report. See NRCS soil report in the appendix for location of the soil types. NRCS classifies the majority of the soils in hydrologic group "B" for runoff purposes. There are no major open channels on or adjacent to the property. The topography of the existing areas around the site show flow generally travels from the southeast to the northwest. The property to the south of the project contains approx 219 acres and historically drains onto the Anadarko property. The property to the east of the project drains basically south parallel to WCR 35 and crosses WCR 35 north of the intersection of WCR 35 and WCR 38. There is approximately a 2' high ridge along the entire west side of WCR 35 that creates a buffer to prevent flows from traveling from the east to the west onto the property .( Please see drawings for existing basins and flow patterns.) Most of the runoff generated by the proposed development will be collected via swales and concrete pans and directed toward the on-site detention pond. The remainder of the on-site flows will sheet flow into the detention pond. The detention pond is located in the north side of the property and releases developed runoff through a staged outlet. A water quality outlet will release minor storm flows over a 40-hour time period and a major storm orifice opening will release flows at a five-year historic equivalent rate. The released flow will be directed to the north across WCR 38 ROW and onto the neighboring property. Riprap is placed at the end of the pipe outlet to protect the ground surface from erosion. An easement will be required on the neighboring property to allow for placement of the outlet pipes and rip rap. During a geotechnical investigation, soil borings were drilled up to 17 feet in depth. No groundwater was encountered. Drainage Basins and Sub-Basins: There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is the South Platte river which lies approximately 5 miles to the west of the property. This project site is not located within the South Platte River 100-year floodplain. The site is located on Fema Map 0802660775C Historically the site slopes generally to the northwest at approximately a 1.4% slope. If the site was totally undeveloped, the 35.0-acre site( basin H1) would produce five-year and 100-year runoff rates of 8.28 cubic feet per second (cfs) and 55.6 cfs, respectively using the rational method. The basin to the south of the property (OS1) generates a 100-year runoff rate of 208 cfs using the CUHP method. The site will be designed to pass this flow through the site and across WCR 38 R.O.W. The basin to the east of the property (OS2) generates a 100-year runoff rate of 634 cfs using the CUHP method. This flow will cross WCR 35 north of the site. The on-site developed flows are directed to the detention pond in the northwest corner of the property. Sub-basin SB1 contains 1.12 acres and represents the flows generated from a portion of the gravel parking lot and roofs east of the far south future building. The outfall of the sub-basin is designated as Design Point #1 (DP #1). The five-year and 100-year runoff rates are approximately 1.55cfs and 4.44, respectively. Sub-basin SB1 was used to calculate flow elevations relative to buildings in swale section A-A. The most constrictive section of swale was conservatively checked in all cases. Sub-basin SB2 is located north of SB1 and includes SB1 in calculations. SB2 contains 3.11 acres of building, concrete surface, and gravel drives. The five-year rate is about 3.75 cfs and the 100-year rate is approximately 12.44 cfs. Sub-basin SB2 was used to calculate flow elevations relative to buildings in swale section B-B. Sub-basin SB3 includes SB2, with a total of 4.45 acres, and is located north of SB2. The five-year runoff rate is 5.01 cfs and the 100-year runoff rate is 14.4 cfs. Sub-basin SB3 was used to calculate flow elevations relative to buildings in swale section C-C. Drainage Design Criteria: There is no Weld County Master Drainage Plan or project master drainage plans for this site at the current time. Using the NOAA Atlas 2 Volume Ill maps an IDF table was generated. Please see calculations sheet 1. A one hour rainfall depth of 1.472 inches and 2.72 inches was determined for a five-year and 100-year event, respectively. The rational method was used to calculate runoff and release rates. The detention pond was sized using a 5-year historic release rate. An extended detention basin is designed within the pond to release minor storms over a 40-hour period to maintain water quality. The on site features (swales, etc.) were sized to pass the 100-year events. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the q detention pond spreadsheet to determine the volume required. The offsite basin flows were calculated using the CUHP due to their size over 80 acres. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 192,237 cubic feet. With a pond flow-line of 4840, the 100-year high-water elevation is 4842.60. The available volume provided is approximately 194,119 cubic feet. The water quality capture volume (WQCV) can be included in this volume per the Weld County Addendum to the Urban Drainage Manual. An extended detention basin is designed to provide the water quality volume. The minimum WQCV allowed for the site is 0.695 acre-feet. The water elevation of the WQCV basin is 4841.20. The proposed detention outlet has an initial orifice plate to provide water quality capture volume in an extended detention basin. The first stage orifice plate shall have three (3) 1-1/2"-inch holes to release the water quality capture volume runoff. The top of the orifice plate is set at elevation 4841.2. The WQCV provided is approx 0.855 acre-feet. The second orifice plate with a 12" high opening releases flow to (5) 48 inch diameter CMP that directs flows to the north. A nineteen-foot by thirty four-foot bed of Type L riprap will be placed at the pipe outlet at a depth of one and a half feet. An emergency spillway is designed to allow on-site flows to leave the detention pond in the event that the pond outlet is clogged. The emergency overflow is provided by a concrete inlet box at elevation 4842.6. The inlet box spills into (5) 48 inch diameter CMP that directs flows to the north. A nineteen- foot by thirty four-foot bed of Type L riprap will be place at the pipe outlet at a depth of one and a half feet. L Swales and concrete pans are designed throughout the site to direct stormwater flows to the detention pond. Flows from sub-basin SB1 are collected by a gravel swale along the east side of the proposed buildings, designed at a 1.3% slope. This pan is designated as Sec A-A in the design calculations and on the drainage plan. The Sec A-A swale empties into the Concrete pan Sec B-B. The pan designated as Sec B-B is designed at a .04% slope and empties into a concrete pan shown as Sec C-C. Sec C-C pan carries flow along the north side of the buildings and empties as sheet flow near the detention pond. All of the swales were conservatively designed for the 100-yr event for the entire basin. Sec A-A was designed to verify freeboard to the future building west of the swale. Sec B-B was designed to verify freeboard to the building west of the swale. Sec C-C was designed to verify freeboard to the building south of the swale. Sub-Basin 2 is collected in the concrete pan Sec B-B. The channel has a slope of 0.4% and was actually calculated as gravel to verify capacity but will have a concrete pan to assist the site functionality. Sub-Basin 3 is collected in the concrete pan Sec C-C. The channel has a slope of 0.4% and was actually calculated as gravel to verify capacity but will have a concrete pan to assist the site functionality. The spreadsheets included in the report detail the physical requirements to provide adequate drainage ways. Please refer to the spreadsheets for the specific design. Flows from basin OS1 enters the site along the western portion of the site and the channel calculations show a maximum flow depth of approx 7"on the site before it reaches the outlet structure. Culvert calculations show the (5) 48 inch CMP culverts have the capacity to pass the 208 cfs generated by basin OS1 and the 94 cfs generated by the entire developed site. The tail water elevation at the 6 culverts will reach approximately 4843.75. The gravel trail in WCR 38 ROW may slightly be overtopped but less 6" is probable. Off site Basin OS2 generates 634 cfs. The approximate height of flow over WCR 35 is 1 foot. The approximate elevation of WCR 35 is 4853.0. The lowest elevation of the proposed site along WCR 35 is 4855.0 which should provide 1 ft of free board above the 100-yr event flows at elevation 4854.0 Once the site has been developed very little maintenance should be required for site operation. Care should be taken to keep trash and debris out of inlets and pipes to prevent excess water from building up on the site. If complete blockage would occur in the detention pond outlet the water would release through the emergency spillway. If blockages occur they should be immediately cleaned. All storm water pipes shall be kept clean to maintain full capacity. Conclusions: The proposed site will control developed storm water flows through an on- site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40- hour time period and a major storm release rate that is equivalent to the five-year historic runoff rate. Off-site flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed to the south. This report and design will meet the Weld County Code without any variances. This design should be more than adequate to prevent either on-site or off-site runoff flows from creating damage. The site is not part of any Weld 7 County Master Drainage Plan. Please see the reference sheet for a complete list of references used for this design and report 8 IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1: South Platte, Republican, Arkansas, and Cimarron River Basins Project: Anadarko MMC Enter the elevation at the center of the watershed: Elev= 4,850 (input) 1. Rainfall Depth-Duration-Frequency Table Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume Ill in rightmost blue columns Return Rainfall Depth in Inches at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output input input 2-yr 0.29 0.45 0.56 0.78 0.99 1.13 1.23 1.40 180 5-yr 0.41 0.64 0.81 1.12 1.42 1.59 1.71 190 2.40 10-yr 0.49 0.77 0.97 1.35 1.70 1.87 2.00 2.20 2.80 25-yr 0.60 0.93 1.18 1.63 2.06 2.32 2.50 2.80 3.40 50-yr 0.70 1.08 1.37 1.90 2.40 2.61 2.76 3.00 3.80 100-yr 0.79 1.22 1.55 2.15 2.72 2.95 3.12 3.40 4.20 Note: Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity-Duration-Frequency Table Return Rainfall Intensity in Inches Per Hour at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output output output 2-yr 3.45 2.67 2.26 1.56 0.99 0.57 0.41 0.23 0.08 5-yr 4.95 3.84 3.24 2.25 1.42 0.79 _ 0.57 0.32 0.10 10-yr 5.93 4.60 3.89 2.69 1.70 0.94 0.67 0.37 0.12 25-yr 7.18 5.57 4.70 3.26 2.06 1.16 0.83 0.47 0.14 50-yr 8.35 6.48 5.47 3.79 2.40 1.30 0.92 0.50 0.16 100-yr 9.46 7.34 6.20 4.29 2.72 1.48 1.04 0,57 0.18 RAIN,Z-1 1/31/2014, 7:30 AM q One-Hour Rainfall Depth Design Chart 3.00 I ' 2.72 • 2.50 r 2.40 2.06 ♦ 2.00 N 1.70 ♦ . 1.50 - 0 1.42 ♦ R 1.00 -0799—, - — 0.50 0.00 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Return Period RAIN,Z-1 1/31/2014, 7:30 AM to -.. —_.. y ._._ - ,) ) '. \ I ` —Y----.......' ; ---. ; \ \ ::6 : _ s\ N -la _-.—. . _i_.::,t____________, ...,-�� LLr. ,w , \ , , f.- r ��. .: AI `.-=` /fix\ ';�4.�' /....r ..,_,•";:,,": . 1„.5.,..-,,,,,,,/,s '_�.„, , ' A �� 1 f o c E� s. 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J I ' } J 1-,'j,-L - / ` ;; 4 O r , _� 1 1 ^J ...� f ' 3 :1';x �' ? -- ' ZZ Sub-basin Imperviousness Anadarko Material Management Center HI: HISTORIC SITE RUNOFF CPI: DEVELOPED BASIN RUNOFF Land Use Area (ft2) I (%) Land Use Area (ft2) I (%) Impervious Area, Grass 1523698 2 Impervious Area, Grass 0 2 Roofs 0 90 Roofs 50000 90 Concrete Surfaces 0 100 Concrete Surfaces 50000 100 Driveways, Gravel 0 40 Driveways, Gravel 1423698 40 Wghtd Avg & Total Area 1523698 2 Wghtd Avg & Total Area 1523698 44 SBI: CONTRIBUTING AREA TO DPI Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 6100 90 Concrete Surfaces 3000 100 Driveways, Gravel 39811 40 Wghtd Avg & Total Area 48911 50 SB2: Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 18400 90 Concrete Surfaces 9000 100 Driveways, Gravel 108152 40 Wghtd Avg & Total Area 135552 51 SB3: CONTRIBUTING AREA TO DP3 Land Use Area (ft2) I (c/o) Impervious Area, Grass 0 2 Roofs 27400 90 Concrete Surfaces 10500 100 Driveways, Gravel 156238 40 Wghtd Avg & Total Area 194138 50 13 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: HISTORIC SITE I. Catchment Hydrologic Data Catchment ID= ENTIRE SITE Area= 35.00 Acres Percent Imperviousness= 2.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=Cl`P1/(C2+Td)^C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.42 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= U 08' Overide 5-yr.Runoff Coefficient,C= - (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overlanA LEGEND Reach 1y Reach2 i C Re&buting Flaw Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf it/ft ft C-5 fps minutes input input output input output output Overland 0.0137 500 0 08 N/A 0 22 37 06 1 0.0137 1,048 20.00 2.34 7 46 2 3 4 5 Sum 1,548 Computed Tc= 44.52 Regional Tc= 18.60 User-Entered Tc= 18.60 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 1.75 inch/hr Peak Flowrate,Qp= 4 99 cfs Rainfall Intensity at Regional Tc, I= 2.90 inch/hr Peak Flowrate,Qp= 8.28 cfs Rainfall Intensity at User-Defined Tc, I= 2.90 inch/hr Peak Flowrate,Qp= 8.28 cfs SITE5YRHistoric,Tc and PeakQ 1/31/2014,7:42 AM iY CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: HISTORIC SITE I. Catchment Hydrologic Data Catchment ID= ENTIRE SITE Area= 35.00 Acres Percent Imperviousness= 2.00 % NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=C1*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.72 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.36 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0 08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-S value if desired,or leave blank to accept calculated C-5.) Illustration ------- � overland LEGEND Reach 1 flow Reach 2' O Beginning Flaw Direction • +E Reach 3 Catchment Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 1 2.5 5 7 ] 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0137 : 500 0 08 NIA 022 37 06 1 0.0137 1,048 20.00 234 7 46 2 3 4 5 Sum 1,548 Computed Tc= 44.52 Regional Tc= 18'60 User-Entered Tc= 18.60 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc,I= 3.35.inch/hr Peak Flowrate,Qp= 42.42 cfs Rainfall Intensity at Regional Tc,I= 5.56 inch/hr Peak Flowrate,Qp= 70.44 cfs Rainfall Intensity at User-Defined Tc,I= 5 56 inch/hr Peak Flowrate,Qp= 70.44 cfs SITE5YRHistoric,Tc and PeakQ 1/31/2014,7:42 AM 15 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: SB1 I. Catchment Hydrologic Data Catchment ID= SB1 Area= 1.12 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 5.years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10,00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.42 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0 35 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration ------- overland LEGEND Reach 1v Reach 2. O Beginning Flow Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 35 N/A 0 22 8.24 1 0.0130 148 20.00 2.28 1.08 2 3 4 5 Sum 255 Computed Tc= 9.32 Regional Tc= 11.42 User-Entered Tc= 9.32 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc,I= 3.95'Inch/hr Peak Flowrate,Qp= 1 55 cfs Rainfall Intensity at Regional Tc,I= 3 64 inch/hr Peak Flowrate,Qp= 1.42 cfs Rainfall Intensity at User-Defined Tc,I= 3.95'inch/hr Peak Flowrate,Qp= 1 55 cfs SB15YR,Tc and PeakQ 1/31/2014,7:43 AM 2l CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: SB1 I. Catchment Hydrologic Data Catchment ID= SB1 Area= 1.12 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1*P1/(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.72 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 52. Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0 35 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration -------- overland LEGEND Reach 1 flaw Reach2. O Begxmting Flow Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance I 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 35 N/A 0.22 8.24 1 0.0130 148 20.00 2 28 1.08 2 3 4 5 Sum 255 Computed Tc= 9.32 Regional Tc= 11.42 User-Entered Tc= 9.32 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.56 inch/hr Peak Flowrate,Qp= 4.44 cfs Rainfall Intensity at Regional Tc, I= 6.97 inch/hr Peak Flowrate,Qp= 4 10 cfs Rainfall Intensity at User-Defined Tc, I= 7.56 inch/hr Peak Flowrate,Qp= 4,44 cfs SB1100YR,Tc and PeakQ 1/31/2014,7:43 AM Z? CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: SB2 I. Catchment Hydrologic Data Catchment ID= SB2 Area= 3.11 Acres Percent Imperviousness= 51.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.42 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 36 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0 36 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration * overland LEGEND Reach 1 flaw Reach 2 O Begiiming now Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 1 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 36 N/A 0.22 518 1 0.0130 148 20.00 2.28 108 2 0.0100 31 20.00 2 00 0.26 3 0.0040 326 20.00 126 4.30 4 5 Sum 612 Computed Tc= 13,81 Regional Tc= 13,40 User-Entered Tc= 13.40 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3,35 inch/hr Peak Flowrate,Qp= 3 70 cfs Rainfall Intensity at Regional Tc,I= 3 40 inch/hr Peak Flowrate,Qp= 3 75 cfs Rainfall Intensity at User-Defined Tc,I= 3 40 inch/hr Peak Flowrate,Qp= 3.75 cfs SB25YR,Tc and PeakQ 1/31/2014,7:44 AM 2B CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: SB2 I. Catchment Hydrologic Data Catchment ID= SB2 Area= 3.11 Acres Percent Imperviousness= 51.00 % NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=Cl*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 10D years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= D.786 (input the value of C3) P1= 2.72 inches (input one-hr precipitation—see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 53 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0 36 Overide 5-yr. Runoff Coefficient,C= : (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration -------• overland LEGEND Reach 1 flow Reach2' O BeginniAg Flow Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-S fps minutes input input output input output output Overland 0.0500 107 0 36 N/A 0.22 8 18 1 0.0130 148 20.00 2.28 1.08 2 0.0100 3 4 5 Sum 255 Computed Tc= 9,26 Regional Tc= 11,42 User-Entered Tc= 9.26 - IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc,I= 7.58 inch/hr Peak Flowrate,Qp= 12,44 cfs Rainfall Intensity at Regional To,I= 6,97 inch/hr Peak Flowrate,Qp= 11 45 cfs Rainfall Intensity at User-Defined Tc,I= 7 58 inch/hr Peak Flowrate,Qp= 12.44 cfs SB2100YR,Tc and PeakQ 1/31/2014,7:44 AM ZfG CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: SB3 I. Catchment Hydrologic Data Catchment ID= SB3 Area= 4.46 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=Cl*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.42 inches (input one-hr precipitation—see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 35. Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0.35 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration +-------- � overland LEGEND Reach 1 flaw Reach 2 i O Big Flaw Direction Reach 3 Catchment $o V.ndaxy NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance [ 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf fUft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 35 N/A 0.22 8 24 1 0.0130 .. 148 20.00 2 28 1 08 2 0.0100 31 20.00 2 00 0.26 3 .. 0.0040 630 20.0O 126 6.30 4 5 Sum 916 Computed Tc= 17 88 Regional Tc= 15.09 User-Entered Tc= 15.09 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2,96 inch/hr Peak Flowrate, Qp= 4.61 cfs Rainfall Intensity at Regional Tc,I= 3 21 inch/hr Peak Flowrate,Qp= 5 01 cfs Rainfall Intensity at User-Defined Tc, I= 3.21 inch/hr Peak Flowrate,Qp= 5 01 cfs SB35YR,Tc and PeakQ 1/31/2014,7:44 AM 30 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: - SB3 I. Catchment Hydrologic Data Catchment ID= SB3 Area= 4.46 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=Cl*P1/(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.72 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.52 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0 35 Overide 5-yr.Runoff Coefficient,C=: (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2, O Beginning Flow Direction • Reach 3 Catchment Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf tuft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 35 N/A 0 22 8.2'4 1 0.0130 148 20.00 2 28 1.08 2 0.0100 31 20.00. 200 0.26 3 0.0040 630 20.00: 126 8.30 4 5 Sum 916 Computed Tc= 17.88 Regional Tc= 15.09 User-Entered Tc= 15.09 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc,I= 5.67 inch/hr Peak Flowrate,Qp= 13;26 cfs Rainfall Intensity at Regional Tc, I= 6 16 inch/hr Peak Flowrate,Qp= 14.40 cfs Rainfall Intensity at User-Defined Tc,I= 6 16 inch/hr Peak Flowrate,Qp= 14,40 cfs SB3100YR,Tc and PeakQ 1/31/2014,7:44 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Anadarko MMC Catchment ID: DEVELOPED SITE I. Catchment Hydrologic Data Catchment ID= ENTIRE SITE Area= 35.00 Acres Percent Imperviousness= 44.00 % NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=C1*P1/(C2+Td)^C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2:72 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0 51 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0 32 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration ------- overland LEGEND Reach 1 Do Reach 2 O Be muig Flow Direction i Reach 3 Catchment Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 107 0 32 N/A 0 21 8.60 1 0.0130 148 20.00 2 28 1.08 2 0.0100 31 20.00 200 0.26 3 0.0040 630 20.00 126 8.30 4 0.0170 662 10.00 130 8.46 5 0.0032 311 10.00 0 57 916 Sum 1,889 Computed Tc= 35,86 Regional Tc= 20.49 User-Entered Tc= 20.49 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc,I= 3.83 inch/hr Peak Flowrate,Qp= 67 89 cfs Rainfall Intensity at Regional Tc,I= 5.28 inch/hr Peak Flowrate,Qp= 93,57 cfs Rainfall Intensity at User-Defined Tc, I= 5.28 inch/hr Peak Flowrate,Qp= 93.57 cfs SITE100YR,Tc and PeakQ 1/31/2014,7:45 AM 3Z CUHP 2005 Project Summary CUHP Version: CUHP 2005 1.4.0 rel.7/2/2013 System Information OS:Windows(32-bit)NT 6.01,Excel Version:14.0 Project Title: Anadarko Turkey Farm Project Comment Off Site Flow Calculations Time Step(min): 5 Run Date: 1/24/2014 11:29 Input Workbook: C:\Land Projects 2007\OLDER PROJECTS\6525-Anadarko Turkey Farm\6525-CUHP_14O2.xlsm Output Workbook: C:\Land Projects 2007\OLDER PROJECTS\6525-Anadarko Turkey Farm\6525-CUHP OUTPUT_OS1_O52.xlsx CUHP/SWMM Interface File: <None> EPA SWMM 5 Input File: <None> SWMM Start Time: <None> Printouts for Storm Hvdrographs flow in cfs esi S c E c E 0 0 1 0.00 0.00 2 0.00 0.00 3 17.49 22.90 4 60.82 85.04 5 112.83 180.18 6 157.32 289.11 7 186.85 393.54 8 202.73 483.46 9 207.55 553.21 10 203.01 601.25 11 195.99 628.30 12 186.14 634.04 1.3 173.20 617.84 14 158.38 586.13 15 144.70 553.58 16 132.41 520.99 17 121.29 487.40 18 111.43 453.62 19 102.05 419.85 20 93.04 389.73 21 84.32 364.55 22 75.90 342.82 23 67.55 322.56 24 60.68 303.39 25 55.29 284.94 26 50.73 267.11 27 46.72 249.91 28 43.09 232.92 _29 39.73 215.98 30 36.62 199.04 31 33.76 182.11 32 30.96 166.55 33 28.18 154.38 34 25.40 144.51 35 22.63 135.90 36 19.85 128.21 37 17.07 121.16 38 14.30 114.62 39 11.52 108.58 40 8.75 102.88 41 5.97 97.22 42 3.87 91.57 43 2.52 85.93 44 1.61 80.28 45 0.97 74.64 46 0.54 68.99 47 0.24 63.35 48 0.06 57.70 49 0.01 52.06 50 0.00 46.41 51 0.00 40.77 52 0.00 35.12 53 0.00 29.48 54 0.00 23.83 55 0.00 18.19_ 56 0.00 12.54 57 0.00 8.14 58 0.00 5.30 59 0.00 3.39 60 0.00 2.06 61 0.00 1.15 62 0.00 0.52 63 0.00 0.15 64 0.00 0.03 65 0.00 0.01 66 0.00 0.00 3`( Printouts for Unit Hydrographs flow in cfs a) v c E c E v 0 0 1 41.52 54.36 2 113.06 160.88 3 166.76 285.69 4 193.43 394.92 5 195.46 473.43 6 187.26 524.02 7 171.02 545.68 8 147.14 542.60 9 135.42 524.97 10 123.71 493.25 11 111.99 447.45 12 100.27 401.51 13 92.86 377.22 14 86.33 352.94 15 79.80 328.65 16 73.27 304.37 17 66.74 280.09 18 60.21 263.73 19 53.68 250.45 20 47.15 237.18 21 40.62 223.90 22 37.57 210.63 23 35.39 197.35 24 33.22 184.07 25 31.04 170.80 26 28.86 157.52 27 26.69 144.25 28 24.51 130.97 29 22.34 117.70 30 20.16 107.68 31 17.98 103.26 32 15.81 98.83 33 13.63 94.41 34 11.45 89.98 35 9.28 85.56 36 7.10 81.13 37 4.92 76.71 38 2.75 72.28 39 0.57 67.86 40 0.00 63.43 41 59.01 42 54.58 43 50.16 44 45.73 45 41.31 46 36.88 47 32.45 48 28.03 49 23.60 50 19.18 51 14.75 52 10.33 53 5.90 54 1.48 55 0.00 33 ! • J { \ � > 3 ) qq \ � k } ) \\ \ \\ a f3f § § 3 iE E ({ [ § { ) ) ) \ ) 7 ) f ) ) ) ° ad ] ° ad ! ! ! \ � \ \ E E 2 ! 2 • / 2 k \ \ / k � | ) j ! 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ON (in) ('A) (in) Pn) 1%) (inl #8090009 0 0.027 5 0 0 0 0 0 0 0 0 0.027 0 0 0 0 0 0 0 0 #08080#0 0 0.081 10 0 0 0 0 0 0 0 0 0.081 0 0 0 0 0 0 0 0 90800380 0 0.1242 15 0 0 0 0 0 0 0 0 0.1242 0 0 0 0 0 0 0 0 89980090 0 0.216 20 0 0 0 0 0 0 0 0 0.100899 0 0.115101 0 0 0 0 0 0 44410/409 0 0.378 25 0 0 0 0 0 0 0 0 0.079661 0 0.41344 0 0 0 0 0 0 80060800 17.48744 0.675 30 0 0 0 0 0 0 0 0 0.067286 0 0.6 0.421155 0.421151 0 0 0 0.421151 98860869 60.81766 0.378 35 0 0 0 0 0 0 0 0 0.060073 0 0.6 0.317927 0.317924 0 0 0 0.317924 09898800 112.8256 0.216 40 0 0 0 0 0 0 0 0 0.05587 0 0.6 0.16013 0.160170 0 0 0 0.160128 80#00069 157.3177 0.1674 45 0 0 0 0 0 0 0 0 0.053421 0 0.6 0.113979 0.113978 0 0 0 0.113978 40188899 186.8506 0.135 50 0 0 0 0 0 0 0 0 0.051993 0 0.6 0.083007 0.083006 0 0 0 0.003006 00000009 202.7302 0.108 55 0 0 0 0 0 0 0 0 0.051162 0 0.6 0.056838 0.056636 0 0 0 0.056838 00#06006 207.5536 0.108 60 0 0 0 0 0 0 0 0 0.050677 0 0.6 0.057323 0.057322 0 0 0 0.057322 50658900 203.0109 0.108 65 0 0 0 0 0 0 0 0 0.050394 0 0.6 0.057606 0.057605 0 0 0 0.057605 90090906 195.9891 0.054 70 0 0 0 0 0 0 0 0 0.05023 0 0.6 000377 0.00377 0 0 0 0.00377 89#80600 186.1415 0.054 75 0 0 0 0 0 0 0 0 0.050134 0 0.6 0.003866 0.003866 0 0 0 0.003866 89000400 173.2013 0.0324 80 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 90900080 158,3795 0.0324 85 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 80080019 144.6981 0.0324 90 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 8009 008 132.4137 0.0324 95 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 50000908 121.2864 0.0324 100 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 00000090 111.4319 0.0324 105 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 00080008 102.0518 0.0324 110 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 69000000 93,03665 0.0320 115 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 09660906 84.31844 0.0324 120 0 0 0 0 0 0 0 0 0.0324 0 0.6 0 0 0 0 0 0 00880039 75.89881 0 125 O 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00980039 67,54632 0 130 0 0 0 0 0 0 0 0 0 0 0,6 0 0 0 0 0 0 40000980 60.67889 0 135 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 90066000 55,28907 0 140 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00000900 50.73427 0 145 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00040200 46.71597 0 150 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00000000 43.08608 0 155 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00009080 39.72649 0 160 0 0 0 0 0 0 0 0 0 D 0.6 0 0 0 0 0 0 #0000080 36.61601 0 165 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 90000089 33.75603 0 170 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00090080 30.95954 0 175 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 90880000 28.17979 0 180 O O 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 000#9090 25.40343 0 185 0 O 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 08000060 22.62706 0 190 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 ##800098 19.85069 0 195 0 0 0 0 0 0 0 0 0 0 0.6 0 O 0 0 0 0 00000868 17.07432 0 200 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 80#09900 14.29796 0 205 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0 0 0 0 80000000 11.52159 0 210 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 09999006 8.745221 0 215 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 0#000660 5.968853 O 220 O 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 A4098888 3.869186 0 225 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 O 0 88980008 2.520306 0 230 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 80880000 1.609856 0 235 0 0 0 0 0 0 0 0 0 0 0.6 0 0 O 0 O 0 808#8066 0.973778 0 240 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 8###080# 0.536012 0 245 0 0 0 0 0 0 0 0 0 0 0.6 0 0 O 0 0 0 80099808 0.236865 0 250 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 080006AN 0.062206 0 255 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #8890600 0.012765 0 260 0 O 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 08898880 0.002203 0 265 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #680#000 0 0 270 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #8###0#9 0 0 275 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 O 0 #6###090 0 0 280 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #6809088 0 0 285 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #669#69# 0 0 290 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 06088800 0 0 295 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00068688 0 0 300 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 86080508 0 0 305 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 08808888 0 0 310 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 96086686 0 0 315 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00089680 0 0 320 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 80609808 0 0 325 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 00069690 0 0 330 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 80063980 0 0 335 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #8089806 0 0 340 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 0 #0660806 0 0 345 0 0 0 0 0 0 0 0 0 0 0.6 O 0 0 0 0 0 38 Subcatchmeot O52 Current DCIA DCIA DCIA U1A UTA SPA SPA SPA RPA RPA RPA Horton Depresslo DCIA Effective Effective Depressio WA Effective WA SPA RPA Depress to Effective Effective Depressto Effective Effective Effective Flaw Precip Time n Storage 5%Loss Precip Precip n Storage 5%Loss Precip Runoff Infisration Infiltration n Storage Precip Precip n Storage Precip Precip Precip Time lets) (in) (mm) PN Pnl (in) (A) (in) tin) 6n) (in) (in) (In) in) lint (5) 8n) (in) (5) (in) 08880500 0 0.027 5 0 0 0 0 0 0 0 0 0.027 0.027 0 0 0 0 0 0 0 00000500 0 0.081 10 0 0 0 0 0 0 0 0 0.081 0.082 0 0 0 0 0 0 0 00000558 0 0.1242 15 0 0 0 0 0 0 0 0 0.1242 0.1242 0 0 0 0 0 0 0 8008 0 0.216 20 0 0 0 0 0 0 8000 0 0 0.100899 0.100899 0.115101 0 0 0.115101 0 0 0 540#0008 0 0.378 25 0 0 0 0 0 0 0 0 0.079661 0.079661 0.41344 O 0 0.41344 0 0 0 00808406 22.89578 0.675 30 0 0 0 0 0 0 0 0 0.067285 0.067285 0.6 0.421155 0.421151 0.6 0.421155 4.21E-06 0.421155 0000508# 65.04096 0.378 35 0 0 0 D 0 0 0 0 0.060073 0.060073 0.6 0.317927 0.317924 0.6 0.317927 3.18E-06 0.317927 80800580 180.1755 0.216 40 0 0 0 0 0 0 0 0 0.03587 0.05587 0.6 0.26013 0.160128 0.6 0.16013 1.6E-06 0.16013 00800085 289.1117 0.1674 45 0 0 0 0 V 0 0 0 0.053421 0.053421 0.6 0.113979 0.113978 0.6 0.113979 1.14E-06 0.113979 84400006 393.5411 0.135 50 0 0 0 0 0 0 0 0 0.051993 0.051993 0.6 0.083007 0.083006 0.6 0.083007 8.3E-07 0.083007 88808080 483.4552 0.108 55 0 0 0 0 0 0 0 0 0.051162 0.051162 0.6 D.056038 0,056838 0.6 0.056838 5.68E-07 0.056838 00880088 553.2131 0.108 60 0 0 0 D 0 0 0 0 0.050677 0.050677 0.6 0.057323 0.057322 0.6 0.057323 5.73E-07 0.057323 00850888 601.2488 0.108 65 0 0 0 0 0 0 0 0 0.050394 0.050394 0.6 0.057606 0.057605 0.6 0,057606 5.76E-07 0.057606 88880080 628.2996 0.054 70 0 0 0 0 0 0 0 0 0.05023 0.05023 0.6 0.00377 050377 0.6 0.00377 3.77E-08 0.00377 80080868 634.0371 0.054 75 0 O 0 0 0 0 0 0 0.050134 0,050134 0.6 0.003866 0.003866 0.6 0.003866 3.87E-08 0.003866 00588808 617.8373 0.0324 80 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 00080800 586,13 0.0324 85 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 88808888 553.5824 0.0324 90 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 04058080 520.9877 0.0324 95 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 80880088 487.3992 05324 100 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0,6 0 0 0 80000808 453.6165 0.0324 105 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 94000005 419.8541 0.0324 110 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0,6 0 0 0 00800809 389.7321 0.0324 115 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 88880008 364,5542 0.0324 120 0 0 0 0 0 0 0 0 0.0324 0.0324 0.6 0 0 0.6 0 0 0 08008000 342.818 0 125 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08888088 322.5599 0 130 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08880088 303.3948 0 135 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 O 0 05848088 284.936 0 140 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80080000 267.1067 0 145 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0,6 0 0 0 80000848 249.9108 0 150 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 88088800 232.9222 0 155 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0,6 0 0 0 00000808 215.9759 0 160 0 0 V 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08588890 199.0416 0 165 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0,6 0 0 0 88888888 182.1072 0 170 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08080580 166.547 0 175 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 autumn 154.3773 0 180 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 N880088A 144.5065 0 185 0 0 0 0 0 0 0 0 0 0 0,6 0 0 0.6 0 0 0 00808580 135.0024 0 190 0 0 0 0 0 0 0 0 0 0 0,6 0 0 0.6 0 0 0 05808888 128.2061 0 195 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00080000 121.1589 0 200 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80800080 114.6164 0 205 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 O 88808080 100,5822 0 210 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80008800 102.8821 0 215 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 #8588880 97.21571 0 220 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00008088 91.57092 0 225 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80088088 85.92613 0 230 0 0 0 0 0 0 0 0 0 0 0.0 0 0 0.6 0 0 0 80880888 80.28134 0 235 O 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08888568 74.63655 0 240 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08808080 68.99177 0 245 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 88880808 63.34698 0 250 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80908000 57.70219 I 755 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80088805 52.0574 0 260 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80080085 46.41262 0 265 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80980008 40.76783 0 270 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00888888 35.12304 0 275 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 88080008 29.47825 0 280 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00088008 23.83347 0 285 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 50088880 18.10868 0 290 0 0 0 0 0 0 0 0 0 0 0,6 0 0 0.6 0 0 0 80088088 12.54389 0 295 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 80400087 8.140141 0 300 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00850080 5.295899 0 305 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08850880 3.39356 0 310 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 88088080 2.063833 0 315 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08888886 1.147218 0 320 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 48000000 0.520812 0 325 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 00050880 0.147356 0 330 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 8#000#04 0.028398 0 335 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 08100800 0.005716 0 340 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 88888000 0 0 345 0 0 0 0 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 39 Normal Flow Analysis - Trapezoidal Channel Project: Anadarko MMC Channel ID: DP1 SWALE A -A F Yo 1 Y � 1N • v Z1 < Z2 Design Information (Input) Channel Invert Slope So= 0.0130 ft/ft Manning's n n= 0.030 Bottom Width B= 0.00 ft Left Side Slope Z1 = 55.00 ft/ft Right Side Slope Z2= 28.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 0.27 ft Normal Flow Condtion (Calculated) Discharge Q= 4.51 cfs Froude Number Fr= 0.71 Flow Velocity V= 1.49 fps Flow Area A= 3.03 sq ft Top Width T= 22.41 ft Wetted Perimeter P= 22.42 ft Hydraulic Radius R= 0.13 ft Hydraulic Depth D= 0.14 ft Specific Energy Es= 0.30 ft Centroid of Flow Area Yo= 0.09 ft Specific Force Fs= 0.03 kip DP1SWALE, Basics 1/30/2014, 10:54 AM 110 Normal Flow Analysis - Trapezoidal Channel Project: Anadarko MMC Channel ID: DP2 SWALE 13-Q F T n > �,/�Yo 1 Y I � � `� 1 vZ1 E > B 22 Design Information (Input) Channel Invert Slope So = 0.0040 ft/ft Manning's n n= 0.030 Bottom Width B = 0.00 ft Left Side Slope Z1 = 31.00 ft/ft Right Side Slope Z2= 29.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 0.57 ft Normal Flow Condtion (Calculated) Discharge Q= 13.25 cfs Froude Number Fr= 0.45 Flow Velocity V= 1.36 fps Flow Area A= 9.75 sq ft Top Width T= 34.20 ft Wetted Perimeter P= 34.22 ft Hydraulic Radius R= 0.28 ft Hydraulic Depth D= 0.29 ft Specific Energy Es= 0.60 ft Centroid of Flow Area Yo= 0.19 ft Specific Force Fs= 0.15 kip DP2SWALE, Basics 1/30/2014, 10:54 AM L( II Normal Flow Analysis - Trapezoidal Channel Project: Anadarko MMC Channel ID: DP3 SWALE C—C F � T � AV° 1 Y 1 v'61Z 11 < Z2 Design Information (Input) Channel Invert Slope So= 0.0040 ft/ft Manning's n n= 0 030 Bottom Width B= 0 00 ft Left Side Slope Z1 = 17 00 ft/ft Right Side Slope Z2= 22.00 ft/ft Freeboard Height F= 0 00 ft Design Water Depth Y= 0.70 ft Normal Flow Condtion (Calculated) Discharge Q= 14.89 cfs Froude Number Fr= 0.46 Flow Velocity V= 1.56 fps Flow Area A= 9.56 sq ft Top Width T= 27 30 ft Wetted Perimeter P= 27.34 ft Hydraulic Radius R= 0.35 ft Hydraulic Depth D= 0.35 ft Specific Energy Es= 0.74 ft Centroid of Flow Area Yo= 0.23 ft Specific Force Fs= 0.18 kip DP3SWALE, Basics 1/30/2014, 10:54 AM Normal Flow Analysis - Trapezoidal Channel Project: Anadarko MMC Channel ID: OFFSITE FLOWS FROM SOUTH OS1 F < T > AY � 1 0 v V° 1 Z1 < > Z2 Design Information (Input) Channel Invert Slope So= 0.0100 ft/ft Manning's n n= 0.030 Bottom Width B= 90.00 ft Left Side Slope Z1 = 50.00 ft/ft Right Side Slope Z2= 50.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 0.60 ft Normal Flow Condtion (Calculated) Discharge Q= 219.21 cfs Froude Number Fr= 0.77 Flow Velocity V= 3.04 fps Flow Area A= 72.00 sq ft Top Width T= 150.00 ft Wetted Perimeter P= 150.01 ft Hydraulic Radius R= 0.48 ft Hydraulic Depth D= 0.48 ft Specific Energy Es= 0.74 ft Centroid of Flow Area Yo= 0.27 ft Specific Force Fs= 2.53 kip OFFSITESOUTHFLOWS, Basics 1/31/2014, 7:46 AM 143 Normal Flow Analysis - Trapezoidal Channel Project: Anadarko MMC Channel ID: OFFSITE FLOWS FROM EAST F c T A Yo\s/ Z1 < 7,71r> 2 Design information (Input) Channel Invert Slope So= 0.0100 ft/ft Manning's n n= 0.050 Bottom Width B= 250.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2= 4.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 1.00 ft Normal Flow Condtion (Calculated) Discharge Q= 748.60 cfs Froude Number Fr= 0.52 Flow Velocity V= 2.95 fps Flow Area A= 254.00 sq ft Top Width T= 258.00 ft Wetted Perimeter P= 258.25 ft Hydraulic Radius R= 0.98 ft Hydraulic Depth D = 0.98 ft Specific Energy Es= 1.13 ft Centroid of Flow Area Yo= 0.50 ft Specific Force Fs= 12.16 kip OFFSITEEASTFLOWS, Basics 1/31/2014, 7:46 AM HL( DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Anadarko MMC Basin ID: (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 II Determination of MAJOR Detention Volume Using Modified FAA Method Design Information(Input): Design Information(Input): Catchment Drainage Imperviousness I,= 44.00 percent Catchment Drainage Imperviousness 1,= 44.00 percent Catchment Drainage Pane A= 35,000 acres Catchment Drainage Area A= 35.000 acres Predevelepmert NRCS Soil Group Type= B A,B,C,or 0 Predevelopment NRCS Soil Group Type= B A,B,C,or D Rehm Period for Detention Control T= 5_ years(2,5,10,25,50,or 100) Retell Period for Detection Control 7= 100.' ' years(2,5,10,25,50,or 100) Time of Concertration of Watershed Tc= 20 moates Time of Concentration of Watershed Tc= 20 minces Allowable Unit Release Rate q= 0.21 cfs/acre Allowable Unit Release Rate q= 023.. cfs/acre One-hour Precipitation Pr= 1.42 inches One-how Precipitation Pr= 2.72 inches Design Rainfall 1DF Formula to C,P,1(O+T,J•Ct Design Rainfall 10F Formula I=C,'PrfICt+Tc)•Ca Coefficient One C,= 28.50 Coefficient One C,= 28.50 Coefficient Two Do 10 Coefficient Two C== 10 Coefficient Ttfee Ca= 0.789 Coefficient Twee Cs= 0.789 Determination of Average Outflow from the Basin(Calculated): Determination of Average Outflow from the Basin(Calculated): Ruoff Coefficient C= n32 Runoff Caefficient C= 051 irflow Peak Runoff Op-in= 3n 07 cfs Inflow Peak Runoff Op-in= 94.54 ds Allowable Peak Outflow Rate Op-out=. 736. cfs Allowable Peak Oudiow Rate Op-out= . ...8.12 cfs Mod.FAA Minor Storage Volume= 40,421 cubic feet Mod.FAA Major Storage Volume= 192237 05510 feet ... .. .... ..... Mod.FAA Minor storage Volume= 0.9226 acre-R Mod.FAA Major Storage Volume= 4.4199 au:re•D 30 o-Enter Raidall Duration Incremental Increase Value Here(e.g.5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rairiae Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minces inches/It acre-feel 'm' cfs acre-feet acre-feel minxes inches/tr acre-feet 'm' do acre-feet acre-feet 9npd) (osWstl (output) (wool) ledpd) (odpul (oyal) Prwrti toupee (odpe) footoo6 (otpe) (o5lpmg (otasLA) '-. . 30 220 1.020 0.83 6.13 : 0253 0.767 30 : 4.22 i 3.113 : 0.83 6.77 0.280 : 2.834 60 1.42 : 1.312 0.67 : 4.90 : 0.405 0.807 60 : 2.71 : 4.004 : 0.67 5.41 : 0.447 : 3.557 90 1.07 1.485 0.61 ; 4.49 : 0557 0.920 90 2.05 ; 4.533 0.61 • 4.96 0.615 : 3/18 120 0.87 • 1,610 0.58 4.29 : 0.709 0.901 120 : 1.67 4.914 : 0.58 4.74 0.783 ; 4.131 150 i 0.74 : 1.708 • 0.57 : 4.17 : 0.861 0.847 150 : 1.41 : 5.214 : 0.57 4.60 : 0951 : 4.263 .._. . 180 0.64 1.790 056 : 4.08 : 1.012 0.777 180 i 1.23 : 5.463 : 0.56 4.51 : 1.118 : 4.345 210 0.57 : 1 860 0.55 : 4.03 : 1.164 0196. 210 1.10 : 5.67e 055 4.45 ; 1286 : 4.391 240 : 0.52 1.822 054 : 3.98 : 1.316 0605 240 : 0.99 : 5.866 ; 0.54 4.40 1.454 : 4.412 . 270 i 0.47 : 1.977 : 0.54 : 3.95 1.488 0.509 270 0.91 8.035 0.54 , 4.36 : 1.622 : 4.611 300 0,44 2.027 053 3.92 : 1.520 0.407 300 : 0.84 : 6.180 : 0.53 . 4.33 : 1.790 4.398 330 i 0.41 : 2 073 0.53 3.90 : 1 772 0201 330 : 0/8 : 6.328 : 053 • 4.31 : 1.957 4.371 360 : 0.38 : 2.115 0.53 3.88 : 1.924 0.192 360 : 0.73 c 6458 0.53 . : 4.29 : 2.125 4.333 390 0.36 2.155 - 0.53 : 286 2.075 0.080 390 0.69 . 8-579 0.53 I 427 2.293 4.286 420 0 34 : 2.192 • 052 : 3.85 2.227 •0.035 420 0.65 : 6.692 • 052 4.25 : 2.461 : 4.231 450 : 0.32 : 2.227 0.52 : 3.84 : 2.379 -0.152 450 : 0.61 6.798 : 0.52 • 4.24 : 2.628 4.170 . . ...... 480 : 031 : 2.260 0.52 3 83 2.531 •0.271 480 •: 158 5899 : 152 4.23 : 1798 4.103 510 0.29 2291 0.52 3.82 2.693 -0.392 510 : 0.56 : 6.995 0.52 • 4.22 : 2984 : 4.031 640 028 2.321 • 0.62 : 3.81 : 2.835 -0.514 540 i .,._0.53 : 7.085 : 0.52 • 4.21 : 3.132 : 3.954 5'0 : 0.27 2.349 - 0.52 ; 3.00 : 2.987 -0,637 570 051 : 7.172 : 0.52 420 ; 3.259 : 3.873 600 0.26 2.377 0 52 3.80 ; 3.138 -0.762 600 0.49 7.255 : 052 - 4.20 1487 : 3.788 630 : 0.25 2.463 s 0.52 : 3 79 : 3.290 -0.888 630 : 047 : 7/35 : 0.52 4.19 : 3.635 3.700 660 0.24 2428 0.52 : 279 3442 •1215 660 : 0.46 : 7.411 152 - 4.18 : 3903 : 3508 690 E 0.23 2452 I . 0.51 179 : 3.594 t -1.142 690 0.44 t 7.485 : 0.51 • 4.18 ; 3.971 : 3.514 720 0.22 2475 0.51 3.78 : 3.746 -1.271 720 0.43 7556 0.51 • A17 4.139 : 3.419 750 i 022 2.498 • 0.51 : 3/7 : 3 898 E -1.400 750 : 0.41 7.825 : 0.51 - 4.17 ; 4.306 : 3.318 780 : 0.21 2519 051 : 3.77 : 4.050 -1.530 780 : 0.40 7.691 : 0.51 • 4.16 : 4.474 : 3.217 810 020 2540 • 0.61 : 3.77 : 4.201 -1.661 810 : 0.30 7.755 : 0.51 - 416 : 4.642 : 3.114 840 : 0.20 2.561 0 51 3.76 4,353 : -1.702 840 0.38 : 7.818 : 051 • 4.16 : 4.809 : 1.008 870 0.19 2581 051 3/6 : 4505 -1.824 870 : 0.37 : 7.078 : 0.51 4.15 : 4.977 : 2.901 900 OA 9 2.600 0 51 : 176 : 4.657 : -2.057 900 : 0.36 : 7 937 : 0.51 - 415 5.145 : 2 792 830 0.18 : ... 2.619 0.51 3.75 4.809 -2.190 930 : 0.35 : 7.995 : 0,51 • 4.16 5.'13 : 2.682 960 0.18 2.637 0.51 3.75 4.861 : •2.524 960 0.34 8.051 : 0.51 • 4.14 ; 5.480 ; 2.570 890 0.17 2.655 0.51 3.75 5.113 -2.458 990 0.33 9.105 0.51 • 4,14 5.649 2.45' 1020 017 2.872 051 : 3 75 ,. 5 264 •2.592 1020 0.33 : 8.156 0.51 - 4.14 5.916 2.342 1050 0.17 _..2/89 0.51 : 375 : 5.416 : -2/27 1050 : 5.32 ; 8.210 051 4.14 5 984 : 2.226 • 1080 0.18 2/08 , 0.51 : 1.74 : 5668 -2.882 1080 0.31 : 8.201 : 0.51 - 4.14 : 6.152 : 2.109 1110 i 0.10 2.722 0.51 • 3.74 : 5.720 i -2.998 _,. 1110 : 0.30 : 6.310 051 4.13 : 6.319 : 1.991 ...... ... _. 1140 0.16 2/38 • 051 3.74 5.972 -3.134 1140 0.30 6.359 0.51 4.13 6,487 1.671 ...1170 i 0.15 2/54 • .,_,.051.... 3.74 : 6024 -3.270 1170 0.29 8.406 0,51 • 6.133 : 8555 1.751 • 1200 i 0.15 2/69 0.51 374 : 6176 : -3.407 1200 0.29 : 9.452 0.51 • 4.13 : 6.823 1.430 1230 0.15 2.784 051 3/3 : 6.327 -3.544 1230 : 0.28 ; 8.496 0.51 413 i 6 990 1.508 1280 0.14 2790 0.51 : 3.73 6479 -3.681 1260 0.28 : 8.542 0.51 • 4.12 7.158 : 1.384 1290 • 0.14 2813 0.51 3.73 : 6.631 -3.819 1290 : 0.27 ; 8586 0.51 • 4.12 7326 : 1.260 132D : 0.14 2.827 0.51 : 3.73 8.783 : -3.958 1320 0.27 : 8.629 : 0.51 - 4.12 : 7.494 i 1.136 1350 : 0.14 2.840 0.51 : 373 6.935 -4.094 1350 : 0.26 : 8.671 : 0.51 : 412 ; 7.681 1.010 1380 : ...0.13 2854 0.51 : 3/3 ; 7187 : -4.233 1380 : 0.26 : 8713 : 0.51 • 412 : 7.829 0.884 1410 ; 0.13 2.867 0.51 173 7230 •4.371 1410 : 0,25 6.753 0.51 - 4.12 7.P97 : 0.756 1440 : 0.13 2.880 051 : 3.73 : 7190 : -4.510 1440 0.25 8.783 : 0.51 4.12 8.165 0.629 1470 0.13 2/93 0.51 ; 3 73 7542 -4.649 1470 0.24 8.833 0.51 4.12 8.333 0.500 1500 : 0.13 2006 - 0.51 : 3'2 : 7 694 : -4.788 1500 0.24 9.871 : 0.51 , 4.11 8.500 0 371 1530 0.12 2918 0.51 3/2 7.846 -4.928 1530 : 0.24 : 8/09 : 0.51 4.11 ; 8.069 0.241 1580 : 0.12 2.931 051 3.72 7.998 5.067 1560 0.23 : 8,947 051 411 : 8.836 0.111 1590 0.12 2.943 051 3.72 : 8.150 •5.207 1590 0.23 ; 8894 : 0.51 • 4.11 : 9.004 -0.020 1620 : 0.12 2.955 0.51 3.72 : 8.302 : -5.347 1620 023 : 9.020 0.51 4.11 9.171 -0.151 1650 : 0,12 2.966 0.51 • 3.72 : 8454 -5.487 1650 : 0.22 : 9156 : 0.51 4.11 9.339 -0 283 9080 0.11 2.978 • 0.51 3.72 8.605 -5.627 1680 0.22 : 9191 : 0.51 4.19 : 9.507 -0.416 1710 0.11 2.989 0.51 : 3.72 : 8757 -5.768 1710 : 0.22 9.126 0.51 • 4.11 : 9.675 -0.549 1740 : 0.11 3.001 • 0.51 : 3.72 ; 0.909 -5.908 1740 0.21 : 9.160 • 051 - • 411 9.842 : -0.682 1770 : 0.11 3.012 • 0.51 ; 3.72 : 9.061 -6.049 1770 0.21 ; 9.194 : 051 4.11 ; 10.010 : -0.818 1800 : 0.11 3023 0.51 3.72 : 9.213 -6.190 1800 0.21 8.227 : 0.51 4.11 10.179 : -0.951 1930 : 0.11 3.033 0.51 3.72 : 9.365 -6.331 1830 : 0.21 9260 : 0.51 4.10 10.346 : -1.085 Mod.FAA Minor Storage Volume(cubic Rl= 40,421 Mod.FAA Major Storage Volume(00510 R)= 192,237 Mod.FM Minor Storage Volume(acre-ft.)= 0.9279 Mod.FAA Major Storage Volume laere4L)= 44132 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34,Released November 2013 mmedetention,Modified FAA 1131/2014,7:47 AM / LJImo DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Anadarko MMC Basin ID: Inflow and Outflow Volumes vs.Rainfall Duration 12 ............ . . s j s I 10 i f s i m 1 .. w f w s R6 £ r�—�— s E I • 3 s O f 77 • SS a♦• .y, •.. d3.gC•i-e-At'E �T`3[.Jla�:3=}ij•fJ ff r_*3>vi3' p4"'C-%i-r�3�3-Ft 2 f3 . . ;Crt. •• _- # ere. ,,,,,,,ire" • • a. �(.:c> s• O 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Duration(Minutes) —4`—Minor Storm blew Volume ---Mires Storm Outflow Vavne Minor Storm Storage Volume —*—Mater Slam Inflow Volume --e—Mater Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34,Released November 2013 mmedelereon,Modified FM V31/2014,747 AM U� 1 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Anadarko MMC Basin ID: D.R Z s de 5iepe Z Dam Sile S4rez A lbw Flaw Dem �-�.-.�Y., Flaw V SilunicZ < 6 > < TES1Z> e 4-1--). ' L �. Mk Skims Design Information(Input): Check Basin Shape Width of Basin Bottom,W = ft Right Triangle OR... Length of Basin Bottom,L = ft Isosceles Triangle OR... Dam Side-slope(H:V),Z,1= ft/ft Rectangle OR... Circle/Ellipse OR... Irregular = (Use Overide values in cells G32G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': ; 0.93 4.41 iacre-ft. Stage-Storage Relationship: Storage Requirement from Sheet'Hydrograph':i acre-ft. Storage Requirement from Sheet'Full-Spectrum': iacre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV,Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV,Minor, &Major Storage Elevation (RV) Stage Stage Stage Stage Stage Stage Stage &Major Storage Stages ft ft/ft ft ft fe fly User ft' acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) , (output) (output) (for goal seek) INLET •'40.00 (input) 0 0.000 0.000 '4100 •• 0.00 0.00 } 51,919 25,960 1.192 0.596 WQCV :41.20 0.00 0.00 61,038 37,255 I 1.401 ' 0.855 42.00 0.00 0.00 I 120,912 110,035 :. 2.776 2.526 TOP OF OUTLET 42.60 0.00 0.00 159.367 194,119 I. 3.659 4.456 . #N/A #N/A • #N/A #N/A . #N/A i #NIA #N/A a #N/A . } #N/A #N/A #N/A b #N1A . #NIA #N/A • #N/A i #N/A . #N/A • #N/A #N/A i b #N/A #N/A #N/A #N/A #N/A OVA IA • #N/A • #N/A t #NIA #N/A #NIA • #N/A #NIA ¢ #N/A #NIA #N/A #N/A #N/A #N/A #N/A ,' #N/A I } #N/A #N/A i #N/A #N/A #N/A i #N1A .:::. #N/A 1 i #NlA #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N1A #N/A #N/A t #N/A MA • #N/A • #N/A #N/A i #N1A i #N/A #14/A i #N/A #N/A #N/A 3 #N/A i #N/A #N/A i a #N/A #N/A i #NIA #N/A #N/A #N/A mmcdetention,Basin 1/31/2014,7:47 AM L17 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE-STORAGE CURVE FOR THE POND 43.00 - 42.50 42.00 a) G) 41.50 (i) O tQ C I 41.00 40.50 • - I • 40,00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 Storage (acre-feet) mmcdetention,Basin 1/31/2014,7:47 AM '1S hap'laal)a6els d m f C C w5 gg2; 2::-*T2.7'42: q7I'N'I' ,Aqgg:gP:P3Agggg 3A LL. e o 0 0 o. e m o c m o 0 0 0 0 0 0 0 0 0 0 0 a m O m ;ao g • na b g<m • w d a €aS J F.a : : o m J 0.0.W a O z • o �' O . n 0000 • a o a o o a a a €no O0000 0000 • 84> 0000 0000 .. ...... ........._....:.... s. .,,.. .x. w o a a a ct o zo D a a a a a � � a n U 0000. 0000 ; I3 a F v o a a a IzV ce �� W no a 1 >p ' o 3.6Z1.E c W c. iii ; ;i ; S u o o'a o 0 0 3 L o o m m o e _ c� � n O warm* oLL e 0 F1—& mmo m 3 d � oz x? g - u 0 C7 u a'l Z Ez x"" j� AP2 a Eno 0 a as oa � 55 oa O °und w z o - -Eno u n w , y a L m a a m I— ��a .5 a € dim :41,1%f n n cF eye d nn . a n_ o a a gg anN m c .z � o • u 4 »a'qggoa xa m am . . .. 3 - : o axciu m 3 <me " v gae - _a ax� o aao ysaa � m m €S a u Y 0 u u'a 0 0 q N p n c `� S $ `og ci i uz E as mm o0 00.00 0000 .66=66666c 666666666 6'. > m F c a - o r > E ze c i c mm op0c — c Ilm G O 0 n 0 W b m2 . 33 0 >illwilloilllillill v vvvv v v v v v v v E E Yq a)•c to- CS U) C*) LC) LO V ti M CO O C+'7 O '1- Cr) N I I dU . < r 0) 0 U a) c) o G CD C) N � N L O G CO } * CO o U m ✓ � � • a II ICI • < < co a "t— --es �--V --4L d lj 44.-7.... Q l — ti k -T, N N N EN o y t3 -a.; d F O o r N m > s u v zs .a I-- o as = 5 d o v, c �� 3 O ..-7.- - a) O fa .0 .1.-:), y a 0 0 0 0 0 Z..." 0 a) T- 0 0 0 0 0 u inF o r = 0 0 0 0 0 s V U H \U c , bill �1�11 > 0 a '� fl' o o a 0#O y E SCI g t # 0 -6 co x 0 0 0 0 0 .. 9 u 0 E m k z 7 8 O 0j = O a) V, U a O O O O O 2 C m r .(.a � a7 a •� O O O O:O. 9 'C O U O (0 .OO.ia. eL O O O O O'. a x ik a) a) c) O .� O 0 A 3 .2 I a 3 0 0 O ,N j d W d d W — . 3 3 3 3 3 3 .. _. ,_ _. ....._. C N al 0 O 0 = non o o a- m d = `o ❑ a o o o o o 2 � o o w c0 _ c• o o a. d = 0 .,- o O O o.o co oN � tO v CO jj O O O .2. o 00 0i0 w O O w 03 w II II II II II II It II II II II 0 0 O N b $ a w ^ O 2 T— N O OO O Oi O H N * ea 0 13 Ti ooc E L CI"' U Hl Oa) OO) CU• cj�jjJjw a) . Y n-? 7 ' # O LT 0 O O O N m !�1�11 E c m CC w v O m m V y o13 m 0 I mN a)C N i O N.5s a) O .d N .c 'La7> Oa ° 0. j c m a) 0 O ,_ 0 0 0 )n O 5 ° N W `0' N -j 3 )Oj l.L U p O O O .i w �3 O a) a) 0 Z V # 'w w 'w Q wr. Q J o 0 ,0 = 3 3 h 33 n. 0 mZ a ?j O 'E O O m 4- °t 0 0 3 o 0 0 0 0 CD o "- M m m 0 R ro u. n `-' o 0 0. o 0 a 'a) m n a •j3 a1 o aa)) DO to on c3 m a to ''' U .2 'O O O O O O W O O N O (O C 0 U � i17 `e � v Y 0 CD = 6 C V' V v v v 'O C ` U u a) lJ.l ...i = U Ir °� C E' .2 o fn 0 0 ru w o m ur a = = E O M = m = 3 E'(n 0 ° o g > - at dm c _ _ �y� Li v ❑ c R ; Q o u c 0 vi '_ •N U O 3 c a) 19 .6 5 O 0 0 c a) a) a U E E S( CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) ' Project: Blue cells are for user data entry Basin ID: Green cells are calculated values Status: e[m N rs,,,i z roddaa trio t f-Ott'liM W : O a • kips 34 40rwor .. set YiIDvvec y' ..,,.,i,C i. t'1¢ cx y. . aroR Ft Desiqn Information(Input): ;«aesf I.ItticAt Circular Culvert: Barrel Diameter in Inches r—"-- D=[ »48»» ».»inches Inlet Edge Type(choose from pull-down list) »�..... Square End with Headwall OR: Box Culvert: Barrel Height(Rise)in Feet Height(Rise)= ft. Barrel Width(Span)in Feet ---Width(Span))= ft. Inlet Edge Type(choose from pull-down list) Square Edge WI 90-15 deg.Flared Wingwall Number of Barrels No= 5 Inlet Elevation at Culvert Invert Inlet Elev= 4840 ft.elev. Outlet Elevation at Culvert Invert OR Slope of Culvert(ft v/ft h.) Outlet Elev= 4836.5 ft elev. Culvert Length in Feet L= 160 ft. Manning's Roughness n= 0.02 Bend Loss Coefficient Kb= 0 Exit Loss Coefficient K,,= —1----- Design Information(calculated): Entrance Loss Coefficient K,_# - 0.50--IFriction Loss Coefficient Kr=£ '1.86 Sum of All Loss Coefficients Kb=1 3.36--H,Orifice Inlet Condition Coefficient Cd=r 0.85 ^,4 T. ,....».,... .., ,,- Minimum Energy Condition Coefficient KE,,,., ..._£ 0.0141 i Calculations of Culvert Capacity(output): Water Surface I Tailwater Culvert Culvert Controlling Inlet Flow Elevation Surface Inlet-Control Outlet-Control Culvert Equation Control Elevation Flowrate Flowrate Flowrate Used: Used ft cfs cfs ofs ..w»,wT.w,».»».,,www» .uw..w.r..,w,. , --6.00 ,.. j+.......,,u...w."6"<inlet....................»,w•u..... 4840.00 0.00 i 0 00 f 0.00 # No Flow S<inlet) s, NIA 4840.25 2.00 � .. 199.57 ) 2.00 Min.Energy.Eqn. # INLET 4840.50 1 7.00 # 212.67 # 7.00 Min.Energy.Eqn # INLET 4840.75 15.00 «µ« 223.52 t 16.00 Min.Energy.Eqn. INLET 4841.00 1 33.00 224.65 _ 1 33.00 Min.Energy.Eqn. # INLET 4841.25 i 50.00 , 226.91 50.00 Min.Energy.Eqn. s INLET 4841.50 71.00 's 230.53 71.00 Min Ener yc Eq . # INLET 4841.75 95.00 235.05 Min;En& 5 95.00 Min.Ene Eqn. INLET 4842.00 122.00 # 240.70 # 122.00 # Min.Energ .E.n. i INLET ' 484225 146.00 i 247.25 # 146.00 Regression Eqn. # INLET 4842.50 172.50 I 254.71 172 50 Regression Eqn. 5 INLET 4842.75 201.50 262.85 201 60 Regression Eqn . ....................».. »....».».....».».....».........,.......,,..... .,...,,.,,�..........,......,..,.,........,...,.. ,.............,................,q.,.,..«.9«....H,,,...,.Q N....y.M.... INLET.....,.... 4843.00 f 232.00 # 271.66 232.00 sion Eqn. £ INLET 4843.25 264.00 'q 280.93 ti» 5 264.00 Regression Esp. --- INLET #4843.50 297.00 290.42 20.420 s» Regression n E s OUTLET 4843.75 330.50_ 300.14 300.14 1 Regression Eqn. S OUTLET r M 4844.00 «363.00 . E 309.86 309.86 f Regression Eqn. g E OUTLETS 4844.25 39450 # 329.52 329.52. ( Regression Eqn. f OUTLET 4844.50 424.50 µµ#1µµ 348.96 1 348.96 # Regression Eqn. :. .».»OUTLET 4844.75 453.50 s 368.17 £ 368.17 µ Re resson Eqn, 's OUTLET i ..»..............».,,....... .........».....»...........,...,,..........,,,..., 4845,00 481.00 # 386.47 # 386.47 {{ Regression Eqn. # OUTLET 4845.25 507.00 I 404.10 s 404.10 # Regression Eqn. € OUTLET ' 4845.50 531.50 # 421.28 1 421.28 Regression Eqn. } OUTLET 4845.75 555.00 £ 438.00 # 438 00 Regression E . s OUTLET —ZEE— ..,.»......................�: ».».....w...,..u....n.q...n..n..I...,............,w..u4w.,.+..+..u... .w,......w,..,w es-sion Eqn. .....-�1 4846.00 577.50 453.82 £ 463.82 Regression Eqn. A. OUTLET ^.1 4846.25 599.50 1 469.42 1 469.42 # Regression �3 OUTLET« 4846.50 820.00 • 48456 ; 484.56 µ's Regression Eqn. i OUTLET 4846.75 640.00 499.25 # 499.26 # Regression Eqn. s OUTLET 4847.00 659.50 s�»w 513.72 -r 513.72 # Regression E.n. i OUTLET 1 4847.25 678.000 # 527.50 # 527.60 # Regression Eqn. z OUTLET # Processing Time: 00.37 Seconds Copy of UD-Culvert v3.01,Culvert Rating 113112014,7:49 AM 5-1' Determination of Culvert Headwater and Outlet Protection Project: Blue cells are for user data entry Basin ID: Green cells are calculated values 1 L Lp r L:: : V Soil Type: —Choose One: _— O°Sandy ` 0 Non-Sandy Design Information(Input): Design Discharge O= 302 cfs Circular Culvert: Barrel Diameter in Inches D=I 48 inches Inlet Edge Type(Choose from pull-down list) I Square End Projection Box Culvert: OR Barrel Height(Rise)in Feet Height(Rise)= ft. Barrel Wdth(Span)in Feet Width(Span)= ft. Inlet Edge Type(Choose from pull-down list) I Number of Barrels No= 5 Inlet Elevation Elev IN= 4840 ft Outlet Elevation OR Slope Elev OUT= 488.5 ft Culvert Length L= 160 ft Mannings number n= 0.021 Bend Loss Coefficient k°= 0 Exit Loss Coefficient k„= 1 Tailwater Surface Elevation Yt= ft. Required Protection(Output): Tailwater Surface Height Y,= 1.60 ft Max Allowable Channel Velocity V= 5.00 ft/s Flow Area at Max Channel Velocity At= 12.08 ft' Culvert Cross Sectional Area Available A= 12.57 ft` Entrance Loss Coefficient k.= 0.20 Friction Loss Coefficient kr= 2.05 Sum of All Losses Coefficients k.= 3.25 ft Culvert Normal Depth Y = 0.32 ft Culvert Critical Depth V.= 2.34 ft Tailwater Depth for Design d= 3.17 ft Adjusted Diameter OR Adjusted Rise D.= 2.16 ft Expansion Factor 1/(2'tan(O))= 6.70 Flow/Diameter''OR Flow/(Rise'Span)°" O/D^1.5= 7.55 ft''/s Tailwater/Diameter OR Tailwater/Rise Yt/D= 0.40 Inlet Control Headwater HW,= 2.12 ft Outlet Control Headwater HW,= -4,346.81 ft Design Headwater Elevation HW= 4,842.12 ft Headwater/Diameter OR Headwater/Rise Ratio HW/D= 0.53 Minimum Theoretical Riprap Size dso= 6 in Nominal Riprap Size d50= 9 in UDFCD Riprap Type Type= L Length of Protection LP= 19 ft <14 4S d Ct ge sLi r O Lw: m� m u rn s o rffi v cd U cse �"� i m 0 y rn d e c o cn d o i =^ y mmd-m w H 1 =O woo m E��oE v 2 J to Ce NOU L LL!F- - ` 139c, WtD d' mOm«- 4_/ T _. yd r few =p Qm a m Vic« O 6 g i Wa H� Fw- > m,�Zo a c �'�1 FI O 14D14. y = w Ou i- u wmo d1 r N Ow . y m TO $a i G OO Z J> o m nE�oa c G ~ W‹ t� m L. mw ra EmLL $ 1r =. c=1Iii '� 0 a aH $ 4§ cV c[ W ` H im ao t O C m l-m n `offEy0 LL.5 U 8.21E02. R... - ----d------ L---w^ —�� z mCo - E \�� 0 f~ a --- -1 ----—1 11 o U ELL 00 II II cmv.E m«X C U v. )g)11,....., II II (- PINE \ 1 --"'--___—_ M / 1, �II ° II II. II ��-- Hiii i 1 IIN / 11 f f II �f II I II ��. Illl II II -.' „ 1141 ,I II \\,I ll) \ �I,4n III I z__/L,\ ,>,r,, N. 0 i ,P El "' `_ r \ ( l '.\\ \'‘'\ I • c USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of 4 NRCS Agriculture and other Weld County Federal agencies, State 7 Natural agencies including the Colorado, Resources Agricultural Experiment Conservation Stations, and local Service participants Southern Part t x4M�y .� z +� � s +� F . •« , , z r.:.nerr.alIF � f `k' "° ► .rte •Z l' �, f ; Via.. 7r ` a xy`* ^ , / / , ,, . . -.F" ' �j'0 f r, 0 IIIIIIMMIIIIMII®®I.8,000 ft l January 22, 2014 SCP 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. 7 z z S ry ti 0L99544 08[95174 0699511 0099516 0TS954b 0Z49544 M2,bb.bOT .I I I M,Z.VP 0170i o s+rt > •. ....�b.�a _____ .CountY;R i3,51-=, ,- ----._. . r. a s • • s , A t t• '••��a b vi i +ti '"t } ais q "Rd LY t; " q in • . a 11,*d ex + lA j • of • O. •s .' . O RI O) }. ♦r Ei . CO o co 07 ..:,.t,.C t 9 �n • En A4 6 4 g. 05C v {�Nyp, li, 6i a .e .1 ' „ �.. AY g (�J • � + z a t r [.• c 81 .4� },� f.r a 't m u'+ E. r .' T1t yid '�'� ql`t�r § co c : •.- -.,A i 7... -.‘.-7.-• 2`.--....,21',7:*•• f;i.1..t:F..'7.-.:I•.iliAlit,tq'',7,.'$:'-t.. ' 1 .-i'.0'. ts .:....m...;?,,-,-:‘,n • !� i +p k' ttz J.. t�•M,16,bb obOT In ' `t .! "t o. ,,.....,!.• ;,T• I-, MdE,bb o40T 0[89546+ 09L954b 0699811 0099841 0TS9SVD 0Z49546 z z 4 N G. 57 Ci a) a) o O cei O) O C O Cu O O - C p .Lm N O Jfl cis. CI Cen a o)� N - o c n N omE Cu C U m- O 47 O L 2 y 7 m N N O O E as as m is c ca ▪ nm u) O E n m m N N N E m N m N y m C7 O L -p O L a ~ 3 o E `o a c cL -O (/) m a a) z a N 2 E < O) 7 d a) a N f`6 N L O a • O .r m nw E v m w E m e `) a QO o co O m as • • a m co 0- CO N O .O m aL 2 U) O C o. C y N C a N 3 m $ a N m O o Q-tea Q �` j -C O L 3 m 0 3 U �.N m .Lm. C d as Di U LL m m — N O G N • m CO'0 N o CO C N O N N E m a) a a �6 L a) Q-. -O. E O L a Z O m O N m CC d 3 N U p m O m 0 .O v a Dr, a) >. CL E C m L O m )U = L O N'�a O a m 'O Q L E Q U E n � am ) Qo `� `� � > m 3 `ma m 5 m CZ m C . N - a) C m m o..)-,.., m > A Z d U n m — m O O y O `-5 co E cEt ' ' � L ma p)m m P. m o o)amvc E - oaLa cw am >, m E m m`� in - 0o to - ma Cu O m •� c H 3 O C Cu Z Cn L..3 a o .°a Q .N.. . L G Tim = u) a) w - cp) �E 2Nm EE � � c � o � d 3 amp • o) E 4) min m o— N w o a) o-,o a. z Q a ' m a = N C c-c m �+ N co Cm] 'O N U C y m O- m N 2 2mE L" N o m a m m a U N cam p .O O a• .,m., m U N � — Z m m N a O a3 L m C N m'6 m m o m o m fro a To : m •O 7 'O R- L E Cu E H 5 W E a N 0. E Co 55 O 2 o.a< o F- w Cn CA co O ❑N F-- 0 o O Q a) f a) c.) i O O to 0) O N CO m5 i en h E Ti c m .c O 'o m co 3 O . N O rn 0) ro U d °. O O J u) 0 a) O O t ¢ N co To E - o Ec cc a C.• >. ula `m .0 m y CC `o m m O m L m N m m • ° . u) O > O u) 2- u) 0 c 7 m . v ¢ ❑ ro C a1 Z " ) 0 '` l .2 W ta C II CD m W J N C H Q ° m C ¢ ° C o Cu m G a° 1-1 ti° mn E 2. m ) .iic > > ≥ m 3 0 3 d v 0 O W n o to N 0 m J , 0. d ≥, O 'O m 3 a (n >` m cn a ° 2 2 it'' O 3 u) m m w LL .c ° m c O m >, Li t ° ° y N •Q •p C O p` N 0 W N C N ° C C ≥ .-5 V O m ¢` N w Cu •o m m a is C) 3 L is i a P, Cn in U) m rn u°) m` a c io o Y •daZXO • o14 ,1( 00 > + :.: !l . fl U) ❑ -o t O N ¢ u) Custom Soil Resource Report Map Unit Legend Weld County,Colorado,Southern Part(CO618) Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOI 47 I Olney fine sandy loam, 1 to 3 13.71 30.0% percent slopes 48 Olney fine sandy loam,3 to 5 10.9 23.8% percent slopes 62 Terry fine sandy loam,0 to 3 0.2 0.4% percent slopes 69 Valent sand,0 to 3 percent 7.3 16.1%* slopes '70 Valent sand,3 to 9 percent 9.6 21.0% slopes 72 Vona loamy sand,0 to 3 percent 4.0 8.7% slopes Totals for Area of Interest 45.7 100.0% 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 up 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 noncontrasting, 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 10 S 1 Custom Soil Resource Report where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 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. 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. 11 Id Custom Soil Resource Report Weld County, Colorado, Southern Part 47—Olney fine sandy loam, 1 to 3 percent slopes Map Unit Setting Elevation:4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature:46 to 54 degrees F Frost-free period: 125 to 175 days Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Description of Olney Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed deposit outwash Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline(0.0 to 2.0 mmhos/cm) Available water capacity: Moderate (about 7.0 inches) Interpretive groups Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility)x C (climate factor) does not exceed 60 Land capability classification (irrigated): 3e Land capability(nonirrigated):4c Hydrologic Soil Group: B Ecological site:Sandy Plains (R067BY024CO) Typical profile 0 to 10 inches: Fine sandy loam 10 to 20 inches:Sandy clay loam 20 to 25 inches:Sandy clay loam 25 to 60 inches: Fine sandy loam Minor Components Zigweid Percent of map unit: 10 percent Vona Percent of map unit: 5 percent 12 (1)/ Custom Soil Resource Report 48—Olney fine sandy loam, 3 to 5 percent slopes Map Unit Setting Elevation:4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature:46 to 54 degrees F Frost-free period: 125 to 175 days Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Description of Olney Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed deposit outwash Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm) Available water capacity: Moderate (about 7.0 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability classification (irrigated): 3e Land capability(nonirrigated):4c Hydrologic Soil Group: B Ecological site:Sandy Plains (R067BY024CO) Typical profile 0 to 10 inches: Fine sandy loam 10 to 20 inches:Sandy clay loam 20 to 25 inches:Sandy clay loam 25 to 60 inches: Fine sandy loam Minor Components Zigweid Percent of map unit: 9 percent 13 (oZ Custom Soil Resource Report Vona Percent of map unit:6 percent 62—Terry fine sandy loam, 0 to 3 percent slopes Map Unit Setting Elevation:4,500 to 5,000 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature:46 to 48 degrees F Frost-free period: 120 to 180 days Map Unit Composition Terry and similar soils: 85 percent Minor components: 15 percent Description of Terry Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Residuum weathered from sandstone Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:20 to 40 inches to paralithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline(0.0 to 2.0 mmhos/cm) Available water capacity: Low(about 4.4 inches) Interpretive groups Farmland classification: Not prime farmland Land capability classification (irrigated):4s Land capability(nonirrigated):4e Hydrologic Soil Group: C Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Fine sandy loam 6 to 18 inches: Fine sandy loam 18 to 37 inches: Fine sandy loam 37 to 41 inches:Weathered bedrock 14 Custom Soil Resource Report Minor Components Olney Percent of map unit: 11 percent Tassel Percent of map unit:4 percent 69—Valent sand, 0 to 3 percent slopes Map Unit Setting Elevation:4,650 to 5,100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 130 to 180 days Map Unit Composition Valent and similar soils: 90 percent Minor components: 10 percent Description of Valent Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Very low(about 2.6 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated):4e Land capability(nonirrigated):6e Hydrologic Soil Group:A Ecological site: Deep Sand (R067BY015CO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand 15 tp q Custom Soil Resource Report Minor Components Osgood Percent of map unit: 10 percent 70—Valent sand, 3 to 9 percent slopes Map Unit Setting Elevation:4,650 to 5,100 feet Mean annual precipitation: 13 to 19 inches Mean annual air temperature:48 to 52 degrees F Frost-free period: 130 to 180 days Map Unit Composition Valent and similar soils: 95 percent Minor components: 5 percent Description of Valent Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity:Very low(about 2.6 inches) Interpretive groups Farmland classification: Not prime farmland Land capability classification (irrigated):4e Land capability(nonirrigated):6e Hydrologic Soil Group:A Ecological site: Deep Sand (R067BY015CO) Typical profile 0 to 8 inches: Fine sand 8 to 60 inches: Sand Minor Components Osgood Percent of map unit: 5 percent 16 lO5 Custom Soil Resource Report 72—Vona loamy sand, 0 to 3 percent slopes Map Unit Setting Elevation:4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature:48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Plains, terraces Down-slope shape: Linear Across-slope shape: Linear Parent material:Alluvium and/or eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline(0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6.5 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated):3e Land capability(nonirrigated):4e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Loamy sand 6 to 28 inches: Fine sandy loam 28 to 60 inches:Sandy loam Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit:5 percent 17 (D z z k w OL895* 08/95* 0699544 0099544 0TS9544 OZ49S* M.Z.66 AV 1 c M.Z,44 4OT Y ,417-1”'-v :t ® '« , County Road 35 -- .. =-'te- ' . _= 7.-7 .1 0 • SFr -,,_1 Sy �, 'fir,.: Vi I. 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'C lar _ °` ■ N ■ ■ ❑ ® ® ❑ � 1 I T � T © o : : ` a) O O r O co co co.) to (.08 Custom Soil Resource Report Table—Hydrologic Soil Group (MMC) Hydrologic Soil Group—Summary by Map Unit—Weld County,Colorado,Southern Part(CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 47 Olney fine sandy loam,1 B 13.7 30.0% to 3 percent slopes f 48 Olney fine sandy loam,3 B 10.9 23.8% to 5 percent slopes 62 I Terry fine sandy loam,0 `C 0.2 0.4% to 3 percent slopes J 69 Valent sand,0 to 3 A 7.3 16.1%' percent slopes 70 Valent sand,3 to 9 A 9.6 21.0% percent slopes 172 Vona loamy sand,0 to 3 B 4.0 8.7% percent slopes Totals for Area of Interest 45.7 100.0%1 Rating Options—Hydrologic Soil Group (MMC) Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher 23 (q REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2012 2. NOAA ATLAS 2 VOLUME 3 RAINFALL MAPS 3. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 4. CULVERT DESIGN-UD -CULVERT SPREADSHEET v3.01DATED JUNE 2013 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 5. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.05 DATED OCT 2013 6. UD-DETENTION_2.34 DATED AUGUST 2013 7L. 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. S-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/nrcs/ detail/national/soils/?cid=nrcs142p2_054262 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.gov/wps/portal! nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture,Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/n res/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.nrcs.usda.gov/wps/portal/nrcs/main/national/ landuse/forestry/pub/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb 1043084 24 70 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-V1. http://www.nrcs.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=n res 142p2_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 296. http://www.nres.usda.gov/wps/portal/n res/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 25 �( From: Chris Gathman To: "Mendoza-Cooke, Kimberly" Subject: RE: Butterball RE Date: Monday,April 21,2014 7:27:00 AM Attachments: RECX13-0096 marked up plat SHEET 2.pdf Anadarko Map.ipo Dear Kimberly, Sorry. The delay has been mine. This has gotten a bit more complicated than I anticipated. I am going to have to erase/remove all of the roads on the property because they do not all line up with the approved access permit. I can either erase all of these roads—which could be potentially pretty messy with a mechanical eraser OR: 1) It is probably easier for the surveyor to turn off the layer and prepare a separate sheet #2 (sheet#1 does not need to be changed). 2) Add the approved access points and access permit # (AP13-00172) for these access points (see the attached map—accesses are indicated by the blue dots). 3) The west road is labeled as County Road 35 (it should be labeled as County Road 33). This has no impact on the Use by Special Review Permit process as it has not yet gone to hearing. Let me know what you want to do and if you have any questions. Sincerely, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue, Greeley CO. 80631 Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 -v" 86' Ar . 1 UPI r Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Mendoza-Cooke, Kimberly [mailto:Kimberly.Mendoza-Cooke@anadarko.com] Sent: Sunday, April 20, 2014 6:53 PM To: Chris Gathman Subject: Butterball RE Chris, I'm sorry I was out of the office last week can you tell me what is missing in order to finalize the RE. I was under the impression this was completed but I was told by our facilities manager that their USR is pending per the completion of the RE. Thank you, Kim I Sr. Municipal Planning Analyst 0 Please consider the environment before printing this email. Click here for Anadarko's Electronic Mail Disclaimer Hello