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Home My WebLink About20161471.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW ( USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: 2/18/16 RECEIPT/ AMOUNT # /$ CASE # ASSIGNED: USR16-0007 APPLICATION RECEIVED BY PLANNER ASSIGNED: DA Parcel Number: 1311 28 300056 Legal Description: Lot B RE-3428 being part of the SW4 Section 28, Township 2, Range 67 West of the 6`h P. M. , Weld County, Colorado Zone District: Agricultural Total Acreage: 22.05 acres Flood Plain : No Geological Hazard: No Airport Overlay District: no FEE OWNER(S) OF THE PROPERTY: Name: Hans Wimmer Work Phone#: 303-886-6310 Email Address: hanswimmer1@msn.com Address: 3318 Barbados Place Boulder. CO 80301 AUTHORIZED AGENT: Name: Sheri Lockman , Lockman Land Consulting, LLC Phone#: 970-381 -0526 Email Address: sherilockman@what-wire.com Address. 36509 CR 41 Eaton , CO 80615 PROPOSED USE: A recreational vehicle and boat storage facility along with an office/store. caretaker residence and septic dump. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our) knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has the legal authority to sign for the corporation . ze% /S Hans Wimmer Date A till rti w DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE "lige GREELEY. CO 80631 PHONE : (970) 353-6100 , Ext . 3540 COLORADO FAX: (970) 304-6498 AUTHORIZATION FORM Sheri Lockman , I Lockman Land Consulting , LLC represent Hans Wimmer for the property UAp licant (Owner located(Agen at Lot B} RE-3428 • LEGAL DESCRIPTION : SEC 28 TWN 2 RNG 67 SUBDIVISION NAME: LOT BLK I can be contacted at the following phone #'s: Home Work 970-381 -0526 Fax # 970-454-2019 The property owner can be contacted at the following phone #'s Home Work 303-886-6310 Fax # Correspondence mailed to (only one): X Agent/Applicant Property Owner DATE I� /F( is OWNER'S SIGNATURE SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE 1 . Explain, in detail, the proposed use of the property. The applicant is proposing a recreational vehicle and boat storage facility that will start with outside parking only and a port-a-let to service customers_ The site will be expanded in three stages with the completed facility including a caretakers residence, indoor storage buildings along the north and west property boundaries, office/store and septic dumping station. The property will be secured with a 6 foot chain link fence and automatic keypad entry/exit gate. Driving surfaces will be covered with recycle asphalt. The site will accommodate 173-40' parking stalls and 156-50' parking stalls and 19-120' parking stalls for a total of 348 storage stalls. Storage stalls may be divided in half to provide for additional vehicles. As future buildings are constructed, the number of outdoor storage parking stalls will decrease. Assuming 12' wide indoor storage stalls, 39-40' indoor storage stalls would replace 2-40', 13-50'11 -60'31 -90'11 -100',2- 110' and 8-120' outdoor stalls. Three parking stall have been provided for the office/store. Two of the stalls are ADA stalls. Page three of the USR map drawing has been amended to include a parking detail. The store will be approximately 20' x 20' and will carry camping supplies and accessories for the clients in the storage facility. The caretakers residence will be within an existing home on the site. No washing or maintenance of recreational vehicles or boats will be allowed on the site_ The septic dump will consist of up to two 1 ,500 gallon concrete septic tanks and a hose bib. The lot also has an agricultural tree farm which will remain. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The proposal is consistent with following sections of the Weld County Comprehensive Plan: A. Policy 7.2. Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. Section 23-S allows for any use permitted as a use by right, an accessory use, or a Use by Special Review in the commercial or industrial zone districts, provided that the property is not a Lot in an approved or recorded subdivision plat or lots parts of a map or plan filed prior to adoption of any regulations controlling subdivisions, to be located in the agricultural district upon approval of a Use by Special Review permit. 4. What type of uses surround the site? Explain how the proposed use is consistent and compatible with surrounding land uses. The property to the north is occupied by Busker Dairy. A thick wall of trees along the south side of the Dairy property screens the site. The City of Frederick lies to the west with over 2,200 feet of vacant farm ground between the storage facility and the nearest residence. The vacant property directly south of the site is owned by the applicant. The City of Frederick lies 1/2 mile to the south of County Road 16. Their are no residences between the site and the City boundary. The properties to the east of the site are agricultural with five homes within 'A mile of the site. The nearest home will be over 800 feet from the storage area. Fencing and landscaping will be added to ensure compatibility with the surrounding properties. 5.a. Number of people who will use this site Number of people who will use this site: 350 to 450 RV/Boat owners. 5. b. How many employees are proposed to be employed at this site. Initially one employee will periodically be on site to operate the storage facility and an additional employee will operate the tree nursery. When expansion of the facility makes it necessary the storage facility employee will move on-site, The site will operate with one full-time employee at full build-out. 5.c. Hours of operation. The office/store will be open from 4.a. m. to 10 p.m. 7 days a week. The storage units will have unlimited access by a key pad controlled gate. 5.d. Type and number of structures to be erected (built) on this site. An employee residence, office, store, indoor RV storage building and septic dump are planned for the site. Overhead lighting may be added to the site in the future. The lights would be located at the septic dump, office/store, residence, storage buildings and at the end of each row. The lights will be cast downward and activated by a motion sensor. The future office/store will be a maximum of 400 square feet. The future west storage building will be a maximum of 6,220 square feet. The future north storage building will be a maximum of 12,720 square feet. We have attached a copy of an aerial photo designating each of the existing buildings. From County Assessor records we have determined the building sizes as follows: 1 is a 1 ,642 square foot residence. 2 is 792 square foot shed. 3 is a 140 square foot shed. 4 is a 140 square foot shed. 5 is a 792 square foot shed. 6 is a 112 square foot shed. 7 is a 336 square foot shed. 8 is a 100 sqaure foot shed. 9 is a 192 square foot shed_ Two structures were not listed on the County Assessor's records. They are the accessory to farm mobile home and a grain bin. Buildings 2 through 9 are used for personal storage for the residences along with agricultural supplies and equipment for the tree farm. The mobile home will continue as an accessory to the tree farm as well as the employee for the future store/office. 5.e. Type and number of animals, if any, to be on this site. Any agricultural animals will be located to the south of the storage facility and will be within the numbers allowed in the Agricultural District. The employees may have pets in accordance with Weld County regulations. 5.f. Kind of vehicles (type, size, weight) that will access this site and how often. Recreational vehicles, boats, and trailers will be stored on site. The storage will be for "registered" and insured boat, RV, and vehicle storage. Customers will have to provide proof of current registration and insurance. All vehicles will have to be operating and in good condition. The property will not allow junk vehicles that are not registered or do not operate. No "Project Cars/Trucks" will be allowed. This is designed to provide services and convenience not currently offered and for those that appreciate and use their RVs, Boats, and other vehicles. Access to the facility will peak in the summer months on weekends and holidays. A Traffic Narrative has been included with the application. 5.g. Who will provide fire protection to the site. Fort Lupton Fire Protection District. An email from the District has been included that indicates no fire flows or hydrants will be required until such time that buildings are constructed. 5.h, Water source on the property (both domestic and irrigation). At such time that buildings are constructed Central Weld County Water District will provide both domestic and irrigation water A drip irrigation system will be installed to water trees using the existing water tap. At the time that the buildings and washout are constructed a study will need to be performed by the Water District to determine if an expansion of the existing water lines will be required. 5. 1. Sewage disposal system on the property (existing and proposed). The existing residences are appropriately permitted under Septic Permit SP-0000190 and Statement of Existing Septic Permit SE-0200086. Initially a port-a-let will service the site. When the employee residence and office/store are constructed a shared septic permit will be obtained. 5.j. If storage or warehousing is proposed what type of items will be stored. Recreational vehicles, boats and trailers. The site will not be used for commercial storage or for the parking for semi trucks and trailers. 6. Explain the proposed landscaping for the site. A recycled asphalt surface material will be spread and packed to provide an all-weather driving and parking surface free of weeds. An existing grouping of mixed vegetation adequately screens the south side of the storage area. There is also an existing row of Pea Shrubs along County Road 17 adjacent to the existing buildings. Two deciduous trees will be located at the entrance. A 6' chain link fence with lath will be placed along the north, west and east sides of the storage area. Additional spruce and pine trees will be planted along the County Road and on the east sides of the property outside of the Stanley Ditch right-of-way. A landscape and screening plan has been included with the application. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. The recycled asphalt can be removed so that the property could once again be farmed. The storage building can be used for agricultural purposes. 8. Explain how the storm water drainage will be handled on the site. The site slopes to the northwest where Storm water will be captured. A complete storm water management plan has been included in the application. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. Construction of phase one will begin immediately upon completion of the USR. Completion of stage 2, 3, the caretakers residence, office, indoor storage building, store and septic dump will be dependent upon business growth. 10. Explain where storage and/or stockpile of wastes will occur on this site. A Waste Handling Plan has been included with the application. 11 . Please list all proposed on-site and off-site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes, etc.) and a time line of when you will have each one of the improvements completed. 6 foot Chain-link security fencing with key code access gate - Within 60 days of recording the USR plat. Care-takers residence with store and office - Future. One septic system - Future Dump station with holding tanks - Future. Drainage facilities - Within 60 days of recording the USR plat. Trees and native prairie grasses for landscaping. Culverts - Within 60 days of recording the USR plat. Recycled asphalt — Phase one within 60 days of recording the USR plat. Although the time line for the completion of the proposed development is dependent upon contractors schedules and weather conditions, we are hoping to complete phase one out-door storage, drainage pond, recycled asphalt, culvert, and fencing within 60 days of recording the USR plat. All buildings and dump station should be considered future plans. After approval of the USR, a more definitive time table can be provided if requested. TRAFFIC NARRATIVE The proposed USR is for RV storage and a care-takers residence along with a dump station and office/store. The number of trips generated by the care-takers residence is assumed to be 4. 5 trips per day, and the assumed peak hour trip generation is 1 peak hour trip. The RV storage yard has 348 parking stalls. If all 50 foot and 120 foot stalls held two vehicles the site could hold 523. During the week there will be little to no traffic generated from the site, assuming 1 % of 525 = 5.25. If 5.25 visits to the site to pick-up or drop-off a RV or boat was performed, this would produce a trip generation of ten and one half ( 10.5) for the day. Assume a two (2) Peak Hour Trip generation. Friday evening and Sunday evenings would see an increase of traffic at the site. Assuming a 10% utilization of the RV/boats for the weekend , 52.5 units would leave the site on Friday. one ( 1 ) in and one ( 1 ) out for a total of 105 trips. It is assumed that these trips would be spread throughout the day with a higher concentration on Friday evening and again on Sunday evening. Assume 10 Peak Hour Trip generation for the site. Holiday weekends would generate the largest trips generated at the site. Assume a 33% usage rate for the RV/boats on the site, 175 or a trip generation of 350. It is assumed that these trip generations would be spread out over Thursday and Friday and again on Sunday, Monday and Tuesday when people return home. It is difficult to determine what the actual traffic counts would be on any given day during this period as some people will take extended weekends on the holiday week ends, The peak hour trip generation could be as low as 17. 5 or as high as 70. An on-site traffic count may be the only method to determine the peak hour Trip Generation for the site on the holiday weekends. There would only be three to four weekends per year that would generate the high traffic counts. Using the average traffic counts for a given year, the Peak Hour Trip generation should be below 35. At the present time it is assumed that 50% of the traffic will enter/exit the site from the north on County Road 17 by use of County Road 18 The remaining 50% will be accessing/leaving the site from the south using County Road 17 by use of Highway 52. DUST ABATEMENT PLAN Dust will controlled on site by reduced speeds, Speed Limit 5 Miles per hour. Additional dust control will be obtained by the use water as needed or by the use of dust inhibitors applied on traffic areas annually and/or as needed. The proposed Recycled Asphalt drive surface will also help in dust reduction. The application of water during the driest parts of the year may be all that is required to control dust at the site. WASTE HANDLING PLAN A trash enclosure has been located on the site at a location specified by the owner. Trash service will be provided by: Best Cleaner Disposal 15 S. 4th Ave. Brighton , CO 80601 Email: customerservice@bestcleanerdisposal. net Phone: (303) 659-3779 The Sanitary Dump station is located inside the fence of the RV storage yard . A Dump station operating plan has been created and is attached to this USR application. No other waste are produced at this site. Show Full Headers I Print I Close Printer View From : Rebecca Toberman < RToberman@firestoneco . gov > To : "sherilockman@what-wire . com " < sherilockman@what-wire . com > Subject : Re : RV storage Date : Tue 02/09/ 16 03 : 52 PM Hi Sheri , This is to confirm that we did discuss a RV storage project as noted below however this property is located within an area that is not included in the Town's Planning Area and would be a violation of the Town's IGA with the Town of Frederick . I did suggest that you contact the Town of Frederick to further discuss your project. Please let us know if you need anything else on this request. Thank you, Rebecca Toberman 303. 885.4828 From : "sherilockman@what-wire . com" <sherilockman © what- wire . com> Date: Tuesday, February 9, 2016 at 11 :31 AM To: Rebecca Toberman <rtoberman@l=irestoneco . gov> Subject: RV storage Good morning Rebecca, We have been asked by Weld County to submit evidence that we have discussed the proposed RV storage lot with you . The lot is being proposed northeast of County Roads 16 and 17. The case has been put on hold in the mean time. Thank you for your help with all my cases in your area . I truly do appreciate it. Sheri Lockman Lockman Land Consulting, LLC 36509 CR 41 Eaton, CO 80615 970- 381 -0526 Show Full Headers I Print I Close Printer View From : Todd Hodges <thodges@fortlupton. org > To : "'sherilockman@what-wire . com "' < sherilockman@what-wire. com > Cc : Alyssa Knutson <AKnutson@fortlupton . org > Subject : Whimmer proposal parcel 131128300056 Date : Tue 02/09/ 16 12 : 09 PM Sheri, It was great to talk with you yesterday . I am following up on your project located east and adjacent to CR 17 and north of CR 16. The property is located within our 3 mile plan but we have an IGA with Frederick that would limit our ability to annex the property without their consent. I would recommend that you discuss the project with Frederick. Good luck with the project. If you have any questions or need additional information do not hesitate to call me at the mobile number below . Have a great day . Todd Hodges Planning Director 130 S. McKinley, Fort Lupton, CO 80621 Office: 303.857.6694 x106 Direct: 720.466.6106 Mobile: 303.994.3174 • Frarl.P1 This institution is an equal opportunity provider and employer. Weld County Treasurer Statement of Taxes Due Account Number M1101599 Parcel 131128300056 Assessed To WTMMER CONSTRUCTION INC 7124 COUNTY ROAD 17 FORT LUPTON, CO 80621-9039 Legal Description Situs Address PT SW4 SW4 28 2 67 IMPS ONLY LOT B REC EXEMPT RE-3428 (.64R) 7124 17 CR WELD 000000000 Year Tax Interest Fees Payments Balance Tax Charge 2015 $133.26 $0.00 $0.00 $0.00 $133.26 Total Tax Charge $133.26 Grand Total Due as of 02/12/2016 $133.26 Taxes outstanding on sibling account(s) $1,175.58 Tax Billed at 2015 Rates for Tax Area 2287 - 2287 Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 15.8000000* $35.70 MANUFCTRD.HOUST $28,421 $2,260 SCHOOL DIST RE8 15.7550000 $35.62 NG-iMPRVMT NORTHERN COLORADO WATER 1.0000000 $2.26 Total $28,421 $2,260 (NC FORT LUPTON FIRE 9.3430000 $21.12 FORT T.UPTON FIRE (BOND 2022 0.6320000 $1.43 AIMS JUNIOR COLLEGE 6.3250000 $14.30 CARBON VALLEY REC 6.7940000 $15.36 HIGH PLAINS LIBRARY 3.3080000 $7.47 Taxes Billed 2015 58.9570000 $133.26 * Credit Levy ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES - AUGUST 1, REAL PROPERTY - AUGUST 1 . TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK. Weld County Treasurer • P.O. Box 458, Greeley CO 80632 . 1400 N 17th Ave, Greeley CO 80631 • (970) 353-3845 ext. 3290 �oco�, j, Weld County Public Works Dept. i� � 1111 H Street ACCESS PERMIT ,9 e , spri u, P.O. Box 758 Gil mar-iQc Greeley, CO 80632 APPLICATION FORM �/C w � Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner (If different than Applicant) Name Hans Wimmer Name Company Address Address 3318 Barbados Place City State Zip City Boulder State CO Zip 80301 Phone Business Phone (303) 886-6310 Fax Fax E-mail E-mail Hanswimmerl @msn .com ♦ = Existing Access A= Proposed Access Parcel Location & Sketch The access is on WCR 17 Nearest Intersection : WCR 17 & WCR 16 WCR 18 Distance from Intersection 894' north of WCR 16 Parcel Number 1311 28 300056 Section/Township/Range 28 2 67 t °' cc U CC Is there an existing access to the property? YES N . 3 Number of Existing Accesses 1 D 110 / Road Surface Type & Construction Information Asphalt Gravel Treated Other WCR 16 Culvert Size & Type Materials used to construct Access Construction Start Date Finish Date Proposed Use L Temporary (Tracking Pad Required)/ $75 7 Single Residential/$75 Ei Industrial/$150 o Small Commercial or Oil & Gas/$75 Large Commercial/$150 a Subdivision/$ 150 o Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? o No 5l USR o RE ❑ PUD u 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 bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Signature Printed Name 11Thvi i/s4 114(Aate 1 ) / ? / / /c Approval or Denial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 - •11J i; • •, . ,• ` R ,4 , ; � ; Ili ; 1 '. I4.1 y'w�a f. ' r. hf i., 'ii 5. + w i • et y i i- 1 1/r. • � �T .e �� •,.. • .f. y .. +• • 7. •ihNifitaii so 4r- t4v ' ; . ill" 4. • • S .+ �y1 i -- L ;•%. t•., i • t tri P • • I • h • 7 ♦ '4 ` ` • AP j , . am • 31. k r mit.. 1 • •, 1` ' • OA ,,at Grain &n ' j DP •. I- * • t • re* • 1 iqp 1/4, Al at, • it • IPIII44744,1711 a i fr. • IP • vas._ WELD COUNTY Property Report PROPERTY PORTAL Technical Support: (970) 304-6432 Account: R2496803 February 17, 2016 Building Information Building 1 AccountNo Building ID Occupancy R2496803 1 Single Family Residential on Ag ID Type NBHD Occupancy % Bedrooms Baths Rooms Complete Single Family 1 Residential 4211 Residential on 100 2 2 6 Ag Roof ID Exterior Cover Interior HVAC Perimeter Units Unit Make 1 Frame Drywall Hot Water 0 SidingBaseboard I Total Finished - ID Square Condo Basement Basement Garage Carport Balcony Porch Ft SF SF SF SF SF SF SF 1 1 ,642 0 0 0 0 0 0 1064 I Built As Details for Building 1 ID Built As Square Ft Year Built Stories Length Width 1 .00 1 1 /2 Story Fin 1M42 1920 2 0 0 Additional Details for Building 1 ID Detail Type Description Units 1 Fixture Allowance 1 1 Porch Solid Wall 70 I 1 Porch Screen 192 1 Porch Open Slab 278 1 Porch Ceiling 262 1 Fixture Bath 3 2 1 Appliance Allowance 1 1 Add On Heat Evaporative Coolers 1 1 Add On Flue Only 1 1 Porch Wood Roof 262 I I _—_ I Building 2 AccountNo Building ID Occupancy R2496803 2 Shed - Utility ID Type NBHD Occupancy Complete Bedrooms Baths Rooms i 2 Out Shed - 100 0 0 0 Building Utility i ID Exterior Roof I Unit Cover Interior HVAC Perimeter Units Type Make 2 Wood Frame None 116 0 Siding Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF 2 792 0 0 0 0 0 0 0 Built As Details for Building 2 ID Built As Square Ft Year Built Stories Length Width 2.00 Shed - Utility 792 1940 1 36 22 No Additional Details for Building 2 Building 3 AccountNo Building ID Occupancy R2496803 3 Shed - Utility ID Type NBHD Occupancy Complete Bedrooms Baths Rooms 3 Out Shed - 100 0 0 0 Building Utility Roof ID Exterior Cover Interior HVAC Perimeter Units Unit Make _ I 3 Wood Frame None i 48 0 Siding I Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF 3 140 0 0 0 0 0 0 0 Built As Details for Building 3 ID Built As Square Ft Year Bulk Stories Length Width 3,00 Shed - Utility 140 1940 1 14 10 No Additional Details for Building 3 Building 4 AccountNo Building ID Occupancy R2496803 4 Shed - Utility i- ; ID Type NBHD Occupancy Complete I Bedrooms Baths Rooms 4 Out Shed - 100 0 0 0 Building Utility 1 - - Roof it ID Exterior Cover Interior HVAC Perimeter 1 Units Ty Make 4 Wood Frame None 48 0 Siding i I I Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF I 4 140 ' 0 0 0 0 j 0 1 0 0 Built As Details for Building 4 ID Built As Square Ft Year Built Stories Length Width i 4.00 Shed - Utility 140 1940 1 14 10 1 - No Additional Details for Building 4 Building 5 ' I AccountNo Building ID Occupancy R2496803 5 Shed - Utility ID Type NBHD Occupancy Complete Bedrooms Baths Rooms 5 Out Shed - 100 0 0 0 Building Utility — Roof it ID Exterior Cover Interior HVAC Perimeter Units Type n Make 5 Concrete None 116 0 Block 4 • Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF S�sement Basement t SF SF SF SF 1 5 792 0 0 0 0 10 0 0 Built As Details for Building 5 I ID Built As Square Ft Year Built Stories Length Width 5.00 Shed - Utility 792 1940 1 36 22 No Additional Details for Building 5 Building 6 AccountNo Building ID Occupancy R2496803 6 Shed - Utility 1 ID Type NBHD Occupancy Complete Bedrooms Baths Rooms 6 Out Shed - Building Utility 100 0 0 0 Roof Unit ID Exterior Cover Interior HVAC Perimeter Units Type Make _ _ 6 Wood Frame None 44 0 Siding � I � _1 I Square Condo Total ` Finished r ID q Basement Basement Garage Carport Balcony Porch Ft SF SF JSF SF SF SF SF d 6 112 1 0 i 0 0 0 j 0 0 0 Built As Details for Building 6 ID Built As Square Ft Year Built Stories Length Width 6.00 Shed - Utility 112 1940 1 14 8 No Additional Details for Building 6 Building 7 AccountNo Building ID Occupancy R2496803 7 Shed - Utility ID Type NBHD Occupancy Complete Bedrooms Baths Rooms 7 Out Shed - 100 0 0 0 Building Utility Roof ID Exterior Cover Interior HVAC Perimeter Units Unit Make Type 7 Wood Frame None 72 0 Siding 1 _ _I Total Finished Square Condo Garage Carport Balcony Porch ID Ft SF Basement Basement I SF SF SF SF SF SF 7 336 0 0 0 0 0 0 0 Built As Details for Building 7 ID Built As Square Ft Year Bulk I Stories Length Width 7.00 Shed - Utility 336 1940 f 1 24 14 - -1 � Additional Details for Building 7 r 1ID ji Detail Type Description Units I I 7 I Add On OB Lofts Average 144 Building 8 AccountNo Building ID Occupancy R2496803 8 Shed - Utility 0/0 ID Type NBHD Occupancy Complete Bedrooms Baths Rooms Out Shed - 8 Building UtilityRoof 100 0 0 0 ID Exterior Cover Interior HVAC ' Perimeter Units Unit Make I 8 Wood Frame None 40 0 Siding r iCondo Total I Finished Squa a Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF 8 100 0 _ 0 0 0 0 LO 0 __ Built As Details for Building 8 ID Built As Square Ft Year Built Stories Length Width 8.00 Shed - Utility 100 1940 1 10 10 No Additional Details for Building 8 Building 9 AccountNo Building ID Occupancy R2496803 ! 9 Shed - Utility I . i ID Type NBHD Occupancy Complete Bedrooms Baths Rooms Out Shed - 9 Building Utility 100 0 0 0 ID Exterior Roof Interior HVAC Perimeter Units Unit Make Cover Type e 9 Wood Frame None 56 0 Siding , Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF r _, 9 192 10 0 0 0 0 0 0 J _.1 I Built As Details for Building 9 ID Built As Square Ft Year Built Stories Length Width 9.00 Shed - Utility 192 1940 1 16 12 No Additional Details for Building 9 Building 10 AccountNo Building ID Occupancy — F R2496803 10 Shed - Utility ID Type NBHD Occupancy Complete Bedrooms Baths Rooms 10 Out Shed - 100 0 i 0 0 Building UtilityRoof _ I ID Exterior Cover Interior HVAC Perimeter [ Units Type Make -•- 10 None 112 0 Square Condo Total Finished Garage Carport Balcony Porch ID Ft SF Basement Basement SF SF SF SF SF SF 10 748 0 0 0 0 0 0 0 - - — — !. Built As Details for Building 10 ID Built As Square Ft Year Built Stories Length Width 10.00 Shed - Utility 748 2001 1 34 22 No Additional Details for Building 10 1 ()!? 1' I in)'It)N I'itO I I 1 I II I\ I)!] I I(I(1 Pre-submittal review for RV/Boat Storage facility located at 7124 WCR 17 Date: 8/26/2015 Project name: RV/Boat Storage facility Project address: 7124 WCR 17 Plan reviewer: Randall S . Weigum Developer Contact: Sheri Lockman Dear Sheri, I have reviewed the submitted pre-submittal plans for the RV/Boat Storage located at 7124 WCR 17 . The plans were reviewed for compliance with 2012 International Fire Code (IFC) as adopted by the Fort Lupton Fire Protection District and the Weld County Commissioners. The following comments are based off the working site plan dated February 2015 and the site specific development plan and use by special review (USR) questionnaire. These comments may change depending on any changes to the official submittal to Weld County Planning Department. Fire-Flow The question regarding the required fire flow will depend on the square footage of the building and the type of construction. The table below shows the fire flow requirements for the different square footages and types of construction (construction types are out of Chapter 6 of the 2012 International Building Code). Type LIB is metal construction with no fire resistive rating added to the building. T\ pe V-B is wood frame construction with no fire resistive rating added to the building. Type HA ( metal construction ) and Type V-A (wood frame) have a one hour fire resistive rating to the building. Type IIB is what I usually see for commercial storage and mercantile buildings and Type V-B are what I usually see for residential and small office buildings. The square footage t` based off of each individual building and not the total square footage of all the buildings. So the largest building would be the most accurate fire-flow requirement to go off of for the facility. From the email dated 8/25/2015, I understand that the office/residential is now being looked at as an office/mercantile instead of an office/residential. The change in use of the building does not affect the fire-flow requirement. Constructing the buildings out of the Type IIB will allow you build a large building without increasing the fire-flow requirement. Example - the minimum fire- flow requirement is 1 ,500 gallons per minute (gpm) for two (2) hours. You are able to build a 5,900ft2 Type IIB building or a 3,600f[2 Type V -B. The 2012 International Building Code (IBC) also has requirements under each type of construction for how large the building can be for the specific occupancy type of the building in Table 503 . These requirements put a cap on the square footage and number of stories that are allowed. I do Page 1 of 4 not believe there will be an issue in the size or number of stores of the buildings that I can foresee being built. 2012 IFC Table B105. 1 * Minimum Required Fire-Flow and Flow Duration For Buildings FIRE- Flow FIRE-FLOW CALCULATION AREA (Square Feet) FLOW Duration (gallons (hours) per minute) Type IA & Type IIA Type IV & Type JIB Type V-B IB &IIIA V-A &IIB 0-22,700 0- 12,700 0-8,200 0-5,900 0-3,600 1 ,500 2 22,701 - 12,701 - 8,201 - 10,900 5,901 -7,900 3,601 - 1 ,750 2 30,200 17,000 4,800 30,201 - 17,001 - 10,901 - 7,901 -9,800 4,801 - 2,000 2 38,700 21 ,800 12,900 6,200 38,701 - 21 ,801 - 12,901 - 9,801 - 12,600 6,201 - 2,250 2 48,300 24,200 17,400 7,700 48,301 - 24,201 - 17,401 - 12,601 - 7,701 - 2,500 2 59,000 33,200 21 ,300 15,400 9,400 59,001 - 33,201 - 21 ,301 - 15,401 - 9,400- 2,750 2 70,900 39,700 25,500 18,400 11 ,300 *The above table is only a portion of the entire table. If your buildings are larger than the square footages above, let me know the square footage and I will provide the information for the specific square footage you will need. Fire Hydrants The number of fire hydrants depends on the fire-flow requirements. If the fire-flow required is 1 ,750 gallons per minute (gpm) or less than one ( 1 ) fire hydrant will be required; 2,000-2,250 gpm two (2) fire hydrants will be required and 2,500- 3,000 gpm three (3) fire hydrants will be required. Appendix C105 The placement of the fire hydrant(s) will depend on the location of the buildings on the site. If one fire hydrant is required it would be placed at the entrance to the site on WCR 17 but within 500 feet of all the buildings built on the site. If the 500 foot distance will not be able to be met to all buildings, than an additional fire hydrant will need to be installed to make sure that all buildings are within the 500 foot maximum distance to a fire hydrant. If two fire hydrants are required than one would be at the entrance off of WCR 17 and the next one spaced no more than 450 feet from the fire hydrant off of WCR 17. The second fire hydrant will need to also be within 450 of the further building from the entrance. If three fire hydrants are required than one would be at the entrance of WCR 17. The other two will be spaced no more than 450 from each other and one of these within 450 feet of the fire Page 2 of 4 hydrant off of WCR 17. These fire hydrants will also be spaced to make sure that all buildings are within 450 of a fire hydrant. Appendix C 105. 1 . Fire hydrants that subject to damage by vehicles will need to be protected in accordance with Section 312. Vehicle impact protection required by Section 312 shall be provided by posts that comply with Section 312.2 or by other approved physical barriers that comply with Section 312.3. Posts - Guard posts shall comply with all of the following requirements: 1 . Constructed of steel not less than 4 inches ( 102 mm) in diameter and concrete filled. 2. Spaced not more than 4 feet ( 1219 mm) between posts on center. 3. Set not less than 3 feet (914 mm) deep in a concrete footing of not less than a 15-inch (381 mm) diameter. 4. Set with the top of the posts not less than 3 feet (914 mm) above ground. 5. Located not less than 3 feet (914 mm) from the protected object. Physical barriers shall be a minimum of 36 inches (914 mm) in height and shall resist a force of 12,000 pounds (53 375 N) applied 36 inches (914 mm) above the adjacent ground surface. Since this facility is proposed to be built in phases, the fire hydrants would be required during the phase that the buildings would be built under. I would like to make the recommendation that the owner look at installing the fire hydrants during phase I if possible to eliminate the need to disrupt the site when customers are already using the facility. Fire Apparatus Access Access roadways proposed on the site appears to be 30 feet wide and meets the required 20' width per Section 503.2. 1 . The access roadways appears to allow access to within 150' of all portions of the proposed buildings which meets the requirement of Section 503. 1 . 1 . It appears that the turning radius meets the District's fire apparatus turning radius requirement. I have attached a turning radius specification sheet for your information to verify the turning radius of the aisles. The recycled asphalt that is purposed for the site meets the requirement of all-weather driving capabilities of Section 503.3.3. A Knox Box model 3262 will need to be purchased from http://www.knoxbox.com/store/Knox- Box-3200-Series.cfm and mounted on the post for the keypad for the gate entrance. A code for fire department access will need to be programmed into the keypad and that code placed inside the Knox Box. Section 506 Fire Protection A fire sprinkler system is based off the occupancy classification that the Weld County Building Department gives to the building use, occupant load, the square footage of the building and if the required fire-flow is available at the site. There is also an exception for reducing the fire-flow Page 3 of 4 requirement up to 75% but not lower than 1 ,500 gpm for the installation of a fire sprinkler system throughout a building. The following list is the requirements for fire sprinkler systems in the occupancy types that the buildings may be classified as: Occupancy Type B (office) — Not required unless fire-flow requirement cannot be met Occupancy Type M (mercantile) — Not required unless fire-flow requirement cannot be met Occupancy Type S- 1 (moderate-hazard storage) — 12,000ft'- or larger Occupancy Type S-2 (low-hazard storage) — 12,000ft2 or larger Occupancy Type U (Utility and Miscellaneous) — Not required unless fire-flow requirement cannot be met A fire alarm system is based off the occupancy type, occupant load, or if a fire sprinkler system will be required or installed. The following list is requirements for a fire alarm systems in the occupancy types that the buildings may be classified as: Occupancy Type B (office) — Total occupant load over 500, 100 occupants above or below the ground floor or unless a fire sprinkler system is installed. Occupancy Type M (mercantile) — Total occupant load over 500, 100 occupants above or below the ground floor or unless a fire sprinkler system is installed. Occupancy Type S- 1 (moderate-hazard storage) — Not required unless a fire sprinkler system is installed Occupancy Type S-2 (low-hazard storage) — Not required unless a fire sprinkler system is installed Occupancy Type U (Utility and Miscellaneous) — Not required unless a fire sprinkler system is installed Conclusion There are a lot a variations to what will exactly be required when the final site plan is submitted to Weld County. If you would like to set up a meeting to discuss the Fire Code requirements more in depth or if there is an area that I have not explained very well, please contact me at (303) 710- 3968. I look forward to working with you on this project. Respectfully, Randall S. Weigum Fire Marshal Page 4 of 4 11/2/2015 Skybeam - Webmail Service Show Full Headers I Print I Close Printer View From : Randall Weigum < rweigum@ftluptonfire . com > To : "sherilockman@what-wire . com " < sherilockman@what-wire . com > Subject : Re : Fire flow requirements Date : Mon 11/02/ 15 08 : 13 AM Sheri , I cannot find any requirements on fire flow just for the RV storage . The fire flow and fire hydrants will be required when any buildings are built on the site . Respectfully , Randall S . Weigum Fire Marshal Fort Lupton Fire Protection District From: sherilockman@what-wire.com <sherilockman@what-wire .com> Sent: Wednesday, October 21, 2015 9:01 AM To: Randall Weigum Subject: Re : Fire flow requirements Thanks rweigum@ftluptonfire.com wrote: From: Randall Weigum <rweigum@ftluptonfire.com> To: "sherilockman@what-wire.com" <sherilockman@what-wire.com> Subject: Re: Fire flow requirements Date: Wed. 21 Oct 2015 14:48:39 +0000 Sheri , I am at a conference returning to the office on Monday . I will have to double check the code before I am able to answer . I will get back to you on Monday . Randall Sent from my iPhone On Oct 21 , 2015, at 08 : 34, "sherilockman©what-wire . com " < sherilockmanPwhat-wire . com > wrote : Good morning, I left a message on your phone regarding fire flow requirements if the RV park we are planning does not have buildings . Would the RV's still have fire flow requirements? Would we still need the fire hydrant? http://m ai I.what-wi re.comlem ai Uscri pts/view.pl?full H eaders=&m id=9913&folder=I N BOX&pri ntvi ew= 1&EV1=1446486538.5814580 1/2 CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I nia!d 4 . 7Z / r , Consultant Engineer for 14>23 u—flVl ce - (`fApplicant"), understand and acknowledge that Applicant is seeking land use approval of dal_ A, 4,:fie,a/ ,�'�.1.,. ,) ("Application") for the property described in the attached Exhibit "A." I Wave designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. 01uu►iuirtturririirii� tp REGISt. (Engineer's Stamp) = A ern , 60 ,mi - / t- 1 `1 n0.. ollminiff %------fib ` r G _ Engineer of Record S. ature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. L,rv- I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval 1/13/15 Final Drainage Report 2014-217 RV STORAGE PARK Part of the Southwest Quarter of the Southwest Quarter of Section 28, Township 2 North, Range 67 West of the 6th Principal Meridian County of Weld, Colorado. RV STORAGE PARK Hans Wimmer 7124 WCR 17 Fort Lupton, CO 80621 November 2015 "I hereby certify that this report for the final drainage for the RV storage park 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" Mark A. Taylor at ,� �r O ..-gn , Registered Professional Engineer : t . • . r State of Colorado No. 46065 = 60 V /344, /544-Cs. eSialtetter °��immu ,ounoa�o Table of Contents I General Location A. Location B. Description of Property II. Drainage Basins and Sub-basins A. Major Basin Description B. Sub-Basin Description III. Drainage Design Criteria A. Regulations B. Development Criteria Reference and Constraints C. Hydrological Criteria D. Hydraulic Criteria IV. Drainage Facility Design A. General Proposed Concept B. Specific Details V. Conclusions A. Compliance with the Weld County Code B. Drainage Concept C. References Appendix A - Table of Contents Web Soils report for the Site 2 I. General Location A. Location 1 . The Final Drainage report for RV Storage Park is for a parcels located in part of the Southwest 1/4 of the Southwest 'A of Section 28, Township 2 North, Range 67 West of the eh P.M.. Parcel #131128300056. 2. Weld County Road 17 is located to the West of the site and Weld County Road 16 is approximately 300 foot south of the parcel. The site has an access point on WCR 17 for the existing facilities and a proposed entrance on WCR 17 for the RV storage facility. To the west and south of the property is farm land, and to the north of the parcel is the Busker Dairy facility. To the east of the site is ranch/farm parcel. 3. The proposed development of the site is to the north of the existing buildings and facilities on the site. There is an existing septic system for the existing home on the site and a proposed septic system for the RV storage development near the office/home as shown on the site plan. Water is provide by the Central Weld County Water District. There are existing telephone and electric lines along the west side of the parcel. 4. The areas to the north of the site is owned by The Busker Dairy, Marvin J & Sandra Mae Velde Family Trust. To the west of the site across WCR 17 is owned by David E. Mallory. The parcel to the south of the site is owned by Hans Wimmer and William Wimmer. Southeast of the site is a parcel owned by Miguel Ledezma Caraveo & Marie Lilia Hernandez and to the northeast is a parcel owned by Wayne D. & Mary L Lockwood. The site is surrounded by farm/ranch land and there are no known drainage reports in the general area. The Stanley Irrigation ditch generally follow the eastern border of the site and is shown on the site plan. B. Description of Property 1 . The proposed site is 23.7 acres, more of less with the northern portion of the site, approximately 14 acres, being proposed for a RV storage site and office/caretaker unit. The southern portion of the site, approximately 8.7 acres will remain as presently developed. 2. The area under consideration for development has been dry land farming area and storage area. The historic drainage pattern is from the southeast to the northwest on this site with grades of one percent or less. From the Web Soil Survey, the hydraulic soil group is a type "B" for the parcel, see attached Web Soil Survey in appendix A. 3 . There are no major open channels on the site. The Stanley ditch is shown on the site plan generally following the eastern property line. The ditch is concrete lined and has a 65 foot wide easement, 30 foot west and 35 for east of the ditch centerline. The stormwater flows from this site will be directed by sheet flow thru the site to the detention pond in the northwest corner of the site with release of the 5 year historic release rate to an existing swale along the east side of WCR 17. 4. The proposed site development, approximately 14 acres on the northern portion of the site will have an office/caretaker unit, parking area, soil 3 treatment area (STA) and parking for RV storage as shown on the plan. In the future, some of the outside RV storage may be converted to enclosed storage units around the site. The stormwater from the site will be sheet flow routed to the proposed detention pond in the northwest corner of the site. The detained stormwater will then be released at the historic 5 year rate to the north in an existing road side swale along the east side of WCR 17. 5. The Stanley Irrigation ditch is a concrete lined ditch that generally flows along the east property line of the site. 6. The ground water table is assumed to be 6.5' or deeper at the SPR site per the Web Soils Survey. II. Drainage Basins and Sub-Basins A. Major Bain Description 1 . Weld County Public Works was contacted in regards to existing drainage reports and Master Drainage plans in the area. No Master Drainage plan is in place for this site. The site is surrounded by dry land farms and a dairy operation to the north of the parcel. 2. The site is located in the South Platte Drainage basin. On a local scale the site is located on a drainage that flows to the north and then into the South Platte River. The areas surrounding the site are all agricultural and dairy uses. 3 . The Stanley ditch is a publicly owned irrigation facilities on the site. 4. Floodplain: The South Platte flood plain is located about 5.0 miles east of the site. B. Sub-Basin Description 1 . The historic drainage pattern is as follows. In general stormwater flows at this site flow from the south to north across the site. The parcel to the north of the site has a berm along the north property line of this site that directs flows to the west and the existing swale on the east side of WCR 17, where the flow is directed north. Site grades are 2% and less. 2. Topographic data has been obtained for the project to a minimum of 50' beyond the limits of the development site on all sides and including WCR 17 along the west side of the parcel. III. Drainage Design Criteria A. Regulations 1 . The 5 year historic release rate was used for storms up to the 100 year storm event. On-site drainage features are sized to accommodate the 5 year storm flows. The emergency overflow weir has been sized for the 100 year storm event. B. Development Criteria Reference and Constraints 1 . There are no existing master drainage studies or plans for the area. The parcels surrounding the site are all agricultural or dairy use. 2. The existing site constraint consists of the existing Stanley irrigation ditch and the existing berm on the south edge of the parcel to the north of the site. The 4 existing ditch will reroute flows from the east of the site around the site to the north. The existing berm on the parcel to the north will assist in directing flows on site to the west and a proposed detention pond in the northwest corner of the site. From the detention pond flows will be directed to the existing roadside swale along the east side of WCR 17. The existing flows from the presently developed southern portion of the site will be routed by sheet flow thru the site with the proposed site flows. C. Hydrological Criteria 1 . The Boulder County IDF Curves were used in the preparation of this drainage report due to the close proximity of the site in southwestern Weld County to Boulder County. 2. The Design storm recurrence intervals used in the drainage design for this site are the 5 year, 10 year and 100 year storms. The release rate used for this drainage design was the 100 year storm released at the historic 5 year release rate. 5 year storm flows were used for onsite swales and storm flow routing. 3. The detention volume was determined using the Modified FFA Method. The rational method was used for the 5 year storm water flow rates at the design points as shown on the drawings. The detention pond was sized to hold the required volume of the 100 year stormwater with 1 foot of freeboard in the proposed grading of the detention pond. 4. The Modified FFA Method was used to determine the required detention volume for the site. Stormwater from the site is released at a rate less than or equal to the 5 year historic release rate for storms up to the 100 year storm. The Rational Method was used to determine the historic release rate for the site. D. Hydraulic Criteria 1 . The Modified FFA Method was used to determine the required detention volume. 2. The outlet structure configuration consists of a 2 stage release. The first stage is for releasing the WQCV within 40 hours. The second stage is for all storms up to the 100 year storm and the controlled release rate is the Historic 5 year storm. An emergency overflow weir has been designed for the site and consists of a broad crested weir 59.0' in length and an overall length of 71 .0' . 3 . All rundowns into the proposed detention pond have had Riprap designs calling for Type "L" Riprap. Turf Reinforcement Mat, Landlok 450 is a suggested alternate to rip rap on this project. Data for the turf reinforcement mat is included in this report for use on this site. The emergency overflow weir has Type "L" Riprap or turf reinforcement mat called out on the rundowns into the detention pond and below the 100 year release structure. The flow depth for the emergency overflow weir is 0.5 feet. The emergency over-flow weir is located on the west side of the detention pond, and has been designed for the release rate of 58.37 CFS for the 100 year storm. IV. Drainage Facility Design 5 A. General proposed Concept 1 . The proposed drainage concept for this site is as follows: sheet flow from the south to north and an existing swale along the north property line formed by a berm on the dairy site to the north of this site which will direct flows to the northwest corner of the site and the proposed detention pond. The roads and ry storage areas will be graded to provide sheet flow across the site to the north property line and a proposed swale and detention pond. The site detention pond will cover the northwest corner of the site from 5047.5' to 5050.0' in elevation. The top of the berm will be at an elevation of 5051 .0' to provide 1 foot of freeboard on the detention pond. The outlet structure and 100 year overflow structure will be located on the western end of the detention pond with release to the existing roadside swale on the east side of WCR 17. A controlled release structure has been designed and controls the stormwater and the release rates at the historic 5 year release rate and WQCV release rates. Erosion protection (Rip-Rap or turf reinforcement mat) has been designed for the detention pond run-downs and at the Emergency Overflow Weir. Stormwater from the site will exit the site at the historic location. 2. Offsite stormwater flows to the west of the site are directed by the drainage features along WCR 17 and will not affect the site. To the east of the site is the Stanley Ditch that will direct flows to the north and not onto the site. The RV storage portion of the site will direct sheet flows onto the site from the existing farm land and existing homes, trailers and farm building on the site. 3 . A full set of the construction drawings can be found in pockets located in the back of this report. The construction drawings set includes the SWMP drawing set for the stormwater discharge permit that is required as the proposed development is larger than 1 AC. The construction drawings set meet the requirements of Weld County for a Use by Special Review (USR). 4. The existing drainage patterns consist of stormwater flows from the southeast corner of the site to the northwest into an existing roadside drainage ditch. The proposed drainage patterns on the site will be altered slightly to accommodate the proposed drives and RV storage areas. The proposed site conditions will cause minor changes to the existing drainage patterns on the site, but will not change any historic flow patterns surrounding the site. B. Specific Details 1 . The source of the design storm depth information was obtained using the Boulder County Extended Duration-Intensity-Frequency Tabulation, Table 3- 3, as this site is located in southwestern Weld County. 2. The Hydrologic Soil type was obtained using the Web Soil Survey and can be found in appendix A. The hydrologic soil type is a type "B". 3 . The site has been graded to provide sheet flow drainage over the RV storage areas and internal roads from south to north across the site. A swale along the north property line (partially formed by a berm on the property to the north) will direct flow to the detention pond in the northwest corner of the site. 4. The historic flows of the site were calculated using the Rational Method and ( ins3 1a-CgJt{Li ) equations RO-1 (Q100 = C100 c Iwo is A),RO-3(tr=S°.sa ) and 6 RO-4 ( V = Ct, * 5/5) from the Urban Storm Drainage Criteria Manual Volume 1 . At design point 1 historic, seen in the attached drawings at the back of this report, ti was calculated using equations RO-3 and RO-4. For equation RO-3, throughout the historic flow calculations, a runoff coefficient (C5) of 0.08 was used from Table RO-5. For equation RO-4, throughout the historic flow calculations, a C, of 10 was used from Table RO-2. From RO-3 ti was calculated to be 74. 19 minutes and from RO-4 ti was calculated to be 23 .88 minutes by dividing L (13 87 ft) by the V (0.9681 ft/sec) calculated in equation RO-4. A value of 24 minutes was used at design point 1 historic. The Historic Release Rate (Qioo) was calculated using equation RO-1 . From Table RO-5 Cioo is 0.36. From the Rainfall Intensity-Duration Curves (RIDC) a value for Imo at a time of 24 minutes was found to be 4.85 inches per hour. The value for the area was calculated at 13 .94 acres. From these values Qioo was calculated to be 24.34 CFS. 5. The developed flows of the site were calculated using the Rational Method _ (a 395*(i.i —cc)*LQ '5) and equations RO-1 (Q1oo = C100 * '100 * A ), RO-3 (ti = Se,sa ) and RO-4 (V = Cv * Swas) from the Urban Storm Drainage Criteria Manual Volume 1 . At design point 1 developed, seen in the attached drawings at the back of this report, ti was calculated using equations RO-3 and RO-4. For equation RO-3, throughout the developed flow calculations, a runoff coefficient (C5) of 0.37 was used from Table RO-5. For equation RO-4, throughout the developed flow calculations, a C,,, of 10 was used from Table RO-2. From RO-3 ti was calculated to be 27.58 minutes and from RO-4 ti was calculated to be 8. 11 minutes by dividing L (675 ft) by the V (1 .3878 ft/sec) calculated in equation RO-4. A value of 8 minutes was used at design point 1 developed. The Developed Release Rate (Qioa) was calculated using equation RO-1 . From Table RO-5 Ctoo is 0.53. From the Rainfall Intensity- Duration Curves (RIDC) a value for Iwo at a time of 8 minutes was found to be 7.90 inches per hour. The value for the area was calculated at 13.94 acres. From these values Qloo was calculated to be 58.37 CFS. 5. The detention pond will be located in the northwest corner of the site and release to the existing swale along the east side of WCR 17. This pond has a top of berm elevation of 5051 .0' and a top water surface water elevation of 5050.0' . The bottom of the pond is at elevation 5047.5 ' . The first stage of the two stage release structure will drain the WQCV pond (5047.5' to 5048. 1 '). This plate will have a 1 "H by 4.5"W hole with a flowline at 5047.5' (see detail in construction plans). The second stage of the structure will release at the 5 year storm flows (5048. 1 ' to 5050.0'). This release will be on the same plate as the WQCV release, a 8"H by 10"L hole with a flowline at 5048. 10 (see detail in construction plans). An 18 inch diameter CMP pipe (25 LF) will release flow to the existing road side swale along the west side of WCR 17. The roadside swale flows north along the west side of WCR 17. A to value of 8 minutes was used to determine developed flows on the site. The developed flows are routed directly to the proposed detention pond. The drainage swales are sized to carry the 5 year flows. 7 6. The stormwater detention volume was determined using the Urban Storm Drainage Criteria Manual (USDCM) spreadsheet-Detention Volume by the Modified FFA Method. Information for this spreadsheet was obtained from the existing site conditions (Historic), proposed grading/site plan, the Time of Concentration (te) and from the Boulder County Extended Duration-Intensity- Frequency Tabulation Table 3-3, rainfall intensity. The stormwater detention volume obtained with the Modified FFA Method is 87, 132 CF. In addition to the detention volume required for the site, the Water Quality Capture Volume (WQCV) was calculated for the developed site. The total WQCV obtained is 10,914 CF. The total volume required for the detention pond is 98,046 CF. The grading for the new detention pond is shown in the northwest corner of the site as follows: Description Elevation (NAVD 88) Top of Berm Elev. 5051 .0 100 Yr. Weir Elev. 5050.0 WQCV Elev. 5048. 1 Bottom of Pond Elev. 5047.5 7. The culvert at the entrance to the site will require regrading the ditch along the east side of WCR 17 to maintain drainage along the east side of the road. A temporary culvert is proposed on the site under the access road for the oil facilities just to the northeast of the site and will be removed when the site is fully developed. The last culvert on the site is part of the detention pond outlet structure that drains the detention pond to the roadside swale along the east side of WCR 17. 8. The emergency over flow weir was sized using the tc for the site. The flow value obtained is 58.41 CFS (Qioo) and assumes a full detention pond and back to back 100 year storms. The flow depth is 0.5 ' over the weir. The length of the overflow weir is 59' for the flow area and an overall length of 71 ', see the Emergency Overflow detail in the construction drawings located in the drawing packet in the back of this report. The over-flow weir calculations can be found in Appendix A. 9. The proposed stormwater system will be easily maintained as it will be a system of open channel drainage swales. The drainage swales have side slopes of 4: 1 and greater. The proposed detention pond has designed side slopes of 4: 1 . 10. The Maintenance Plan will consist of seeding all drainage swales, detention ponds and landscaped areas with native grasses. The landscaped area will be covered with trees, bushes and ground cover. The native grasses will be mowed and kept shorter than 12" per Weld County Code. Sedimentation is to be removed from the detention pond as needed. The detention pond has been over sized by approximately 1 ,588 CF to account for sedimentation during the construction of the site. After the site has stabilized, the detention ponds should be cleaned of accumulated sediment and reseeded. The proposed drainage swales and detention pond shall be inspected after major storms and 8 damage/erosion shall be repaired in a timely manner to minimize further damage. Onsite inspections will take place bi-annual and after any major storm events ( 10yr storm event or greater). V. Conclusions A. Compliance with the Weld County Code. 1 . The stormwater system design is compliant with the Weld County Code for stormwater system design. B. Drainage Concept I . The effectiveness of the drainage design is controlling flooding onto the adjacent property located to the east and north for storms up to the 100 year storm event. The protection is obtained using drainage swale/detention ponds along the eastern boundary of the site. The controlled release rate is the historic 5 year rate which will reduce the 100 year flow volumes downstream of this site and the impacts of erosion and flooding. C. References a. Urban Storm Drainage Criteria Manual, Volume I, II, III. Revise April 2008. b. Weld County Addendum to the Urban Storm Drainage Criteria Manual, October 2006. c. Urban Storm Drainage Web Site for Spreadsheet Models. d. City of Greeley Storm Drainage Manual Vol. II, March 2007. e. Civil Engineering Reference Manual, Lindeburg Eleventh Edition. f. Colorado Depai tinent of Public Health and Environment, SWMP Permit. g. USDA Natural Resource Conservation Service, Web Soil Survey, National Cooperative Soil Survey, Accessed May 20145. h. Weld County Engineering and Construction Criteria, April 2012. 9 Appendix A Percent Imperviousness Existing Site Area = 607150 ft2 Percent Imperviousness from Table RO-3 Paved 1 .00 Existing Site Conditions Gravel 0.40 Paved 0 ft2 Roofs/Concrete 0.90 Packed Gravel 0 ft2 Greenbelts/Landscaping 0.02 Roofs/Conc 0 ft2 Landscaping/Undev. 607150 ft2 = 13.94 AC Percent Imperviousness Existing = 0.02 = I Time of Concentration tc Historic L = 1387 ft C5 = 0.08 Table RO-5 Delta = 13 ft S = 0.0094 ft/ft t1 = (0.395*( 1 . 1 -05)12•5)/Su3 (Min. ) Eq. RO-3 t; = 70.07 min. or V = Cv * SW05 (ft/sec) EQ. RO-4 From Table RO - 2 C„ = 10 V = 0.9681 ft/sec t, = L/V = 1432.7 sec = 23.88 Min. Use 24 Min. for t; Historic 0 Percent Imperviousness = 2% Soil type = B Historic Release Rate per AC = q5 = C5I5 or Historic Release Rate = Q5 = C5I5a q5 = C5I5 = 0.20 CFS/AC C5 = 0.08 Q5 = C5I5a = 2.84 CFS 15 = 2.55 a= 13.94 C1100 = C1001100 = 1 .75 CFS/AC C100 = 0.36 Q1oo = C1oollooa = 24.34 CFS 1100 = 4.85 q10 = C10110 = 0.50 CFS/AC C10 = 0. 16 Q10 = C1olloa = 6.91 CFS I10 = 3. 10 100 year storm flow f °100D = 24.34 CFS C = 0.36 I = 4.85 A = 13.94 Appendix A Percent Imperviousness Proposed Site Area = 607150 ft2 = 13.94 AC Paved 0 ft2 Paved 1 .00 Recycled Asphalt 235007 ft2 Recycled Asphalt 0.45 Roofs/Conc 239687 ft2 Roofs/Concrete 0.90 Landscaping/Open 132456 ft2 Greenbelts/Landscaping 0.02 Percent Imperviousness Proposed = 0.53 = I Time of Concentration tc Developed L = 675 ft O5 = 0.37 Table RO-5 Delta = 13 ft S = 0.0193 ft/ft t; = (0.395*(1 .1 -05)*L0.5)/S0.33 (Min.) Eq. RO-3 t; = 27.58 min. or V = Cv * SW0 5 (ft/sec) EQ. RO-4 From TableRO - 2 C„ = 10 V = 1 .3878 ft/sec t; = LN = 486.4 sec 8.11 Min. or tc= (L/180)+10 EQ. RO-5 L= 675 tc= 13.75 Use 8 Min. for tc Developed I Appendix A 100 year Flow Values Emergency Overflow Wier Percent Imperviousness Proposed = 0.53 = I Q = CIA EQ. RO-1 = 8.00 min. From City of Longmont IDF Curve 1100 = 7.9 in./hr. From Table RO-5 O100 = 0.53 with I = 0.52 A = 13.94 AC Qioa= 58.37 CFS Appendix A Water Quality Capture Volume (WQCV) WQCV = a(0.91 i3-1 . 1912+0.781) Page SQ-24 for 40 hr Release a = 1 Required Storage = (WQCV/12)*Area Page SQ-24 607150 ft1 = 13.94 AC Required WQCV Storage = 0.251 AC-ft = 10914 ftj Total Required Volume 10914 ft3 = 0.25 AC-FT Ponding Depth = 5047.5 5048. 1 Depth = 0.6 FT 40 HR Release rate= 0.076 CFS FAA Method 10 YR 21888 FT3 100 YR 87132 FT' Total Pond 98046 FT3 Detention Pond Outlet Structure Wall with two hole plate Flow line Box= 5047.50 Top of Box= 5050.00 Detention Pond Top 5051 .00 freeboard 5050.00 5 year release 5048. 10 WQCV 5047.50 WQCV Release = 0.076 cfs Q = CA(2gh)1/2 C=0.6 0.6 g=32.2 Hole 111 x 4.5"W h= (5048.1 -5047.5- 0.04)= 0.56 Use 1 .0"x 4.5" hole w/ FL @ 47.50 A = 0.031 ft2 Q= 0.6(0.017)(2(32.2)(0.11 ))1/2 0. 1126 cfs HOLE W/ 50% BLOCKAGE = 1 .0" x 5.0" hole 0.1126/1 .5= 0.075CFS 5 yr Release = 2.84 cfs Q = CA(2gh)112 C= 0.6 g=32.2 Hole 8"H x 10"W h= (5050.0-5048.1 - (4/12))= 1 .5667 Use 8.0"x10.0" hole w/ FL 48.0 A = 0.5556 ft2 Q= 0.6(0.2708)(2(32.2)(1 .225)112 3.35 cfs HOLE 8.0"H x 10.0"W blockage 20% 3.45/1 .20 = 2.79 2.84 check 100 yr Overflow Wier 100 yr Release = 58.37 C= 2.8 ( broad crest weir) Q = CLH3/2 L= 59 (OVERFLOW WIER) Depth of 0.5 ft Q = 2.8(59.0)(0.5)''5 = 58.41 > 58.37 CFS (100 Developed flow) From Page HS-67 V A = L*H = 29.500 ft2 32.0 x 0.25 V = 1 .98 ft/sec d=H= 0.25 ft From Eq. HS-16 Pd = (V2+ gd)1/2 g = 32.2 ft/sec` Pd = 3.46 From Figure HS-20 Use Type L Riprap D50 = 9 in. From Eq. HS-17 - T =1 15.75 lin. Use Type "L" Riprap buried From Figure MD-22 Alternate Use Landlok 450, V </= 18 ft/sec see attached TRM data Appendix A Pond Volume Calculations Average Area Method = ((Al + A2)/2) * Stage Depth = Stage Volume (CF) Elevation Contour (NAVD 29) . Volume of Acculative Area (ft') Stage (ft3) Volume (ft3) 5051 .0 52810.76 52702.7 152336.3 5050.0 52594.70 5232.4 99633.5 5049.9 52053.56 5178.4 94401 . 1 Required Detention 5049.8 51514. 10 5124.5 89222.7 equals 98046 CF 5049.7 50976.33 5070.8 84098.2 volume @ 5049.6 50440.25 5017.3 79027.4 5049.5 49905.86 4964.0 74010.1 5050.0 = 99634 CF 5049.4 49373. 16 4910.8 69046. 1 5049.3 48842. 14 4857.7 64135.4 5049.2 48312.82 4804.9 59277.6 5049. 1 47785.18 4752.2 54472.7 5049.0 47259.23 4699.7 49720.5 5048.9 46734.96 4647.4 45020.8 5048.8 46212.39 4595.2 40373.4 5048.7 45691 .50 4543.2 35778.2 5048.6 45172.32 4478.8 31235.0 5048.5 44402.76 4289.9 26756.3 5048.4 41395. 18 3948.8 22466.4 5048.3 37579.87 3570.5 18517.6 5048.2 33829.54 3198.7 14947. 1 Required WQCV 5048. 1 30144. 17 2833.4 11748.5 © equals 10914 CF 5048.0 26523.78 2474.6 8915. 1 5047.9 22968.35 2122.3 6440.5 volume @ 5047.8 19477.90 1776.5 4318. 1 5048.1 = 11749 CF 5047.7 16052.42 1437.2 2541 .6 5047.6 12691 .91 1104.4 1104.4 5047.5 9396.37 0.0 c'') N C1J O LL _ i1 Cll 0 > Co., O O (6 U a o (6 a a) CLC� C CO O O) d ti CD In r` N O r CO d- 0 LOO O m Cl '.- 5 E o 0 o 0 ( • •d• O c o d• CO r` c.6 t O N a) O ' o II? > `O co o E N d• CO CO r L() r O d' CY) co o U 0 c O O CO co co N CO O r N C*� d• CO r� O N d• d• d• p U) E O N d in (` co O r r r r r r r N N N N o O U MO •Q ~ N L .- W W s._ Lii I I O CO d CD in N O a) N LO r Ln O L() CO LC) O O E C p o a) d O CO r r` d' r 0 a) co to r r-- O �- _ co d' d d' co cr) N N N N N cc) Ln co LC) Co O CU v L L N r r r r r r r r r r r r r r r E O O 0 O >E CO N r ?+ _ 0 (o O cn 0 4 TS Lo CO r d ti CO O N LO r` O r cod' ami ) E U (O rr11 co CO O) Co r� r r` tr) o d �t r 00 In CO O O N g r` co C ) CO CO CD r-- r-- r` CO a) O a) O [/� r r r �� L C) to O tU a) Lo O Lo O to a) N LS) r` LO) to d' (D N In O c) > 0 0 0 a) a) CO ti n CO in d Co N r r 0 O c U) @ U r r r00000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000 0 U C 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 'co-O CO Co a) co ca d• c) r` CD N O 0 CO Lo N 0 0 (!) r- N Ln CO "cr CO CO r CO cD (3) CO r CO d• O 0 d' LL (t3 (0 CO N r` N r` r LO C3) r N N r r` 0 CO 0 0 U O O a CD C7 L ) CO CO CO CD LO CO CO r r 0 0 0 Q O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C Q. E H p LC) CO CO O) CO CO d' 0 N CO N a) 0 CO LO N 0 ra. 75 0 r- O d C • N In C ' CO C) r CO CO a) a0 r CO d• O 0 0) co r CO N N N r LO O) r N r` r r` CO a) O L.L (� r O O a) a) Co oo t` CO CO L() CO 01 r r O co O E U r r r 0 0 o 0 0 0 0 0 0 0 0 0 0 O .... cn 0000000000000000 0 cu c - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t— cn n. C C O • E o L a) 0 p0 c o. a) a) a) a) c3) a) C 0 o) a) c) o 0 0 co 0 N C C Co 0 C0 CO N- CO LO d' C'7 N r O 0 0 0 0 0 co 'N N c 65 r a) Co _- r O O 0 0 0 0 0 6 0 0 0 0 0 0 0 0 (1) CO C O Co o I L O E a) -15 n o c.� ° I I Z C d- d d d• d• d d- d d' d' d• d• 't o o O 0 CO N r 0 a) CO r` CO l(7 d- CO N r 0 0 00 E O3 N CO r r r r 0 0 0 0 0 0 0 0 Co 0 0 0 0 U II II N N O Q C u) vi En (6 00 Cll N IL C7 j E coc) i° Co a) a) a) a) a) a) co.) a) a) a) co-) a) a) rn a) o c) oo U CO 0 O O Lf) • t CO N r O O CO r- CO Lo Kt CO N r O O r r ^ p O (U r E r r r r r r 0 0 0 0 0 0 0 0 0 0 O oco LL C L o O 0 - o I E CD U ( O 11 III' O a) Ca a) U L p? E N• r` a) N CO O (n O N d r O a) CD O r O 1- O D LL O CO O O c7 ti O d• r` r In a) N CO r N `~ O C o U a) co Co r� CO to t.f) d• d CO N N r r 0 Cl) II II 11 II `p L0C ms ty L 1 N) Q) C 0 a) CO r` CO in 'zt CO N r O a) CO r` co in "Cr Oi Q (I) ° > r00000000000rno) (3) a) CD0 U _D M 0 0 0 0 0 0 0 0 0 0 0 a) a) a) a) C) a) Dy ri U > 0 rn a) CD rn C C a) a) a) 0) t0 c3 CO co CO co a) d- d d• d 4 d- d- d• d- d- d- d d• d• d• d d• .czt. 0 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: RV STORAGE PARK Basin ID: ONE - 100 YR POND RELEASE RATE FOR 5 YR STORM (For catchments loss 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 Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (input): Design Information (Input): Catchment Drainage Imperviousness I, = 53.00 percent Catchment Drainage Imperviousness I, = 53.00 percent Catchment Drainage Area A = 13.940 acres Catchment Drainage Area A = 13.940 acres Predovelopmont NRCS Soil Group Type= B A.D. C. or D Prodevelopment NRCS Soil Group Typo = B A. B. C.or D Return Period for Detention Control T = , 5 _ years (2. 5, 10. 25. 50, or 100) Return Period for Detention Control T =L 100 years (2. 5. 10 25, 50 or 100) Time of Concentration of Watershed Tc= 8 minutes Time of Concentration of Watershed To= a minutes Allowable Unit Release Rate q = 0.20 cfs/acre Allowable Unit Release Rate q = 0.20 cfs/acre One-hour Precipitation P, = 1.43 inches One-hour Precipitation P, = 2.70 inches Design Rainfall IDF Formula I= C,' P,f(C2+T,)"C, Design Rainfall IDF Formula I= C,' P,l(C2+T,)"C, Coefficient Ono C, = 28.50 Coefficient One CI = 28.50 Coefficient Two C2 = 10 _ Coefficient Two C2= 10 Coefficient Throe C, = 0.789 Coefficient Three C,= 0.789 — Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.37 Runoff Coefficient C= 0.54 Inflow Peak Runoff Op-in = 21.49 cfs Inflow Peak Runoff Qp•in = 59.22 cfs Allowable Peak Outflow Rate Op-out= 2.70 cfs Allowable Peak Outflow Rata Op-out = 2.79 cfs Mod.FAA Minor Storage Volume= 21,080 cubic feat Mod. FAA Major Storage Volume= 87,132 cubic feat Mod.FAA Minor Storage Volume= 0.502 acre-ft Mod. FAA Major Storage Volume= 2.000 acre-ft 10 c. Enle• Rainfall Duration Incremental Increase Value Here Ic a 5 fur 5-Minutest Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes Inches I hr acre-feet m' cfs acre-feet acre-feet minutes inches/hr acre-feet m' cfs acre-feet acre-feet (input' (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 5 4.81 0.171 1.00 j 2 79 0.019 0.152 5 9.08 I 0471 1.00 2 79 0 019 0.452 15 3.22 0.343 0.77 I 2.14 0.044 0.208 15 6 07 0.044 0 77 2 14 0 044 0.000 25 2 47 0.438 I 0.68 1.84 0 003 0.375 25 4.66 1.207 0 00 1 64 0.063 1 143 35 2 02 0.503 0.81 ! 1.71 0 083 0.420 35 ! 3.82 1 388 0 01 1 71 0.083 1 303 45 173 0.552 0.59 I 1.04 0102 0.450 45 3.26 1.521 0.59 164 0.102 1 410 55 1.51 0 561 0.57 1.80 0.121 0 470 55 2.88 1 620 1 0 57 1 60 0.121 1.508 85 1 35 0.024 0 58 1 57 0 140 0 484 85 2.55 1 720 0.56 1.57 I 0.140 1.570 75 1.22 0.852 0.55 1 54 0 159 0 493 75 2 31 1 708 0.55 1 54 0.150 1 630 85 1 12 0.877 0 55 1.53 0.170 0.409 85 2.12 1 808 0 55 1.53 0.179 1.087 95 1 04 0.009 0.54 1 51 0 108 0.502 95 1.06 1.027 0 54 1.51 0.198 1.729 105 0.98 0 710 0.54 1 50 0.217 0.502 105 1.82 1.083 0.54 1.50 0.217 1.700 - 115 0.90 0.738 053 140 0.236 0.502 115 1.71 2.033 0.53 I 1.49 0.230 1.707 125 0.85 0.755 0 53 1 48 0 255 0.499 125 1.60 2.080 0.53 1.48 0.255 1.824 135 0.80 0 770 0.53 1 48 0 275 0.496 135 1 52 2.123 0.53 1.48 0.275 1.848 145 076 0.785 0.53 147 0.294 0.491 145 144 2.103 0.53 1.47 0.294 1 870 155 0.73 0.799 0 53 1 47 0.313 0 480 155 1 37 2.201 0.53 1.47 0.313 1.888 185 0.69 0.812 0.52 1 46 0 332 0.480 105 1 31 2.237 0.52 1.46 0.332 1.905 175 0.08 0.824 0.52 1 46 0.351 0.473 175 1 25 2 271 0.52 1.40 0 351 1 010 185 0 64 0.830 0.52 1 45 0 371 0.485 185 1.20 2.303 0.52 1 45 0 371 1 032 195 0.01 I 0.847 0.52 145 0.300 0.457 195 115 2.333 0.52 145 0.390 1944 205 0.50 I 0.857 0.52 145 0.409 I 0.448 205 111 2.303 0.52 145 0.409 1.054 215 0.57 0.668 0.52 1 45 0.428 0.430 215 1.07 2 391 0.52 1 45 0.428 1 962 225 0 55 0.877 0.52 1.44 0.447 0.430 225 1 04 2 417 0 52 1 44 0.447 1 970 235 0.53 0.887 0.52 1.44 0.467 0.420 235 1.00 2 443 , 0 52 1 44 0.467 1 977 245 0 51 I 0.696 _ 0.52 1.44 0.488 0.410 + 245 ! 0.97 2 408 0 52 1 44 0 486 1 082 255 0 50 0.904 0.52 l 1 44 0.505 0 399 255 I 0.04 2 492 0 52 1 44 0.505 1 987 285 0 48 0.013 0.52 1 1.44 0.524 0.388 265 1 0.62 2 515 0 52 1 44 0.524 1 001 275 0.47 0.021 0 51 1.43 1 0.543 0.377 275 I 0.89 ! 2.537 0 51 1 43 0.543 1.004 285 0 46 0 920 0.51 ! 1 43 0.583 0.300 285 ] 0 87 2.550 0.51 1 43 0.563 1 900 295 0 45 0.038 0.51 1.43 0.582 0 355 295 I 0.84 2.580 I 0 51 1 43 I 0.582 1.098 305 044 0.944 0.51 1 43 0.601 0 343 305 1`j 0 82 2 601 0.51 1 43 I 0.601 2.000 315 0.42 0.051 0 51 1 43 0.620 0.331 315 0 80 2 620 0 51 143 0.620 2.000 325 0 41 0.958 0.51 1 43 0.630 0 319 325 0.78 2.640 0 51 1 43 0.639 2.000 335 4 0 41 _ 0.065 0.51 1 43 0.659 0.308 335 0 77 2.858 0.51 1 43 0.059 2.000 345 1 0.40 0 971 0.51 1 43 0.078 0 294 345 0 75 2.877 0.51 1.43 0.878 1.009 355 0.39 0 978 0 51 1 43 0-007 0.281 355 0.73 2 805 0.51 1.43 0.097 1.998 385 0.38 0.984 0.51 1 42 0 716 0.268 305 0.72 2 712 0.51 1.42 0 718 1.990 375 0.37 9 990 051 1 42 0 735 0.255 375 0.70 2.720 0.51 1.42 0.735 i 1 094 385 0.36 0.900 0.51 142 0.755 0.242 385 0.80 2.740 0.51 1.42 0.755 1901 365 0.30 1 002 0.51 1 42 0.774 0.220 395 0.67 2.762 0.51 1.42 0 774 1 088 405 0.35 1008 0.51 142 0.793 0.215 405 0.86 2.778 0.51 1.42 0.703 1.085 415 0.34 1 014 0 51 1 42 0.812 I 0.202 415 0.65 2.794 0.51 1.42 0 812 1 901 425 0 34 I 1 010 0.51 1 42 0.831 0.188 425 0.04 2.809 0.51 1 42 0.831 1 078 435 0.33 1 1 025 0.51 _ 1 42 0 851 1 0.174 435 0.63 2.824 0.51 1 42 0.851 1.073 445 0 33 I 1 030 0.51 1 42 0.870 0 100 445 0.02 2 839 0.51 1 42 0.870 1 960 455 0 32 1.035 0.51 1 42 0.889 0.146 455 I 0.60 2 853 0 51 1 42 0.880 1 984 405 0 31 I 1 041 0.51 _ 1 42 0.908 0.132 485 0.50 2.887 0.51 1 42 0.908 1 950 475 0 31 1.040 0.51 1.42 0.027 0.118 475 0.50 2 881 I 0.51 1 42 0.927 1 954 485 0 30 1.051 0.51 1.42 0.047 0 104 485 0.58 2 805 0 51 1 42 0.647 1.946 495 _ 0 30 1 055 J 0.51 1.42 0.968 0.090 495 0.57 2.908 0 51 1 42 0.068 1.042 505 0 30 1 000 0.51 1.42 0.085 1 0.075 i 505 0.58 2.021 0 51 1 42 0.085 1.036 515 0.20 1 005 0.51 1.42 1 004 0 001 515 0.55 2.934 0.51 1 42 1.004 1 030 525 0.29 1 070 0.51 1.42 1.023 0.040 525 0 54 2.047 0-51 1.42 1.023 1.024 535 0 28 1.074 0.51 1.41 1.043 0.031 1 535 0.53 2.900 0 51 1 41 1.043 1.017 545 0 20 1.070 0 51 I 1.41 1 002 0.017 545 0.53 2 072 0 51 1 41 I 1.002 1.910 555 0.27 1.083 0.51 1 1.41 1 081 0 002 555 0.52 2.984 0.51 1 41 I 1.081 1 003 505 0.27 1.087 0.51 1 141 1.100 -0.013 505 0.51 2.906 0.51 141 1 1.100 1.806 575 0.27 1 092 0.51 I 1 41 1.119 -0.028 575 0 50 3.008 0 51 1.41 1.119 1.889 585 0 26 1 008 0.51 1.41 1.139 -0.043 585 0 50 3.020 0.51 1.41 1.130 1.881 595 0 20 1 100 0 51 1.41 1.158 -0.058 505 0 49 3.031 0 51 1.41 1.158 1.874 005 0 20 1.104 0 51 1.41 1 177 -0 073 005 0.49 3.043 0.51 1.41 1 177 1.886 Mod. FAA Minor Storage Volume(cubic ft.)= 21,888 Mod. FAA Major Storage Volume(cubic ft.)= 87,132 Mod. FAA Minor Storage Volume(acre-ft.)= 0.5025 Mod. FAA Major Storage Volume(acre-ft.)= 2.0003 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015 Copy of UD-Detention_v2.35. Modified FAA 11130/2015, 12 41 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: RV STORAGE PARK Basin ID: ONE - 100 YR POND RELEASE RATE FOR 5 YR STORM Inflow and Outflow Volumes vs. Rainfall Duration 3.5 I . i 3 - - _- . . -- —•— - 2.5 — • - - . t 2 • - I V •,- as •1 - : i :______: 7''_ -'- -_- -_-_..C 0 - I I 0.5 -----7-,00-00-�n ceo0-00r:o��- o.f, " - -.- ;0nCO,0 'uOnoC- C ._� 40Jn0 O0 , r-,,. 0 100 200 300 400 500 600 700 Duration (Minutes) tee—Minor Storm Inflow Volume Minor Storm Outflow Volume c Minor Storm 9lorapa Volume +•Major Storm Inflow Volume —Major Storm Outflow Volume • Major Storm Storage Volume I UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Copy of UD•Dotontion v2 35. Modified FAA 11/30/2015 12 41 PM CIRCULAR CO\ DUDT FLOW (Norma@ & Critical] Depth Computation) Project: RV STORAGE PARK , Pipe ID: Tc e. s _ � - e )7. ---- / r . y claw 4----' ange Ann :e'l 117 .� C L Y Design Information (Input) Pipe Invert Slope So = 0.0100 ft/ft Pipe Manning's n-value n = 0.0120 Pipe Diameter D = 18.00 inches Design discharge Q = [ 4.70 cfs Full-flow Capacity (Calculated) Full-flow area Af = 1 .77 sq ft Full-flow wetted perimeter Pf = 4.71 ft Half Central Angle Theta = 3.14 . radians Full-flow capacity Qf = 11 .41 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Theta = 1 1 .47 radians Flow area An = 0.77 sq ft Top width Tn = 1 .49 ft Wetted perimeter Pn = i 2.20 ft Flow depth Yn = ; 0.67 ft Flow velocity Vn = 6.14 fps Discharge Qn = 4.70 cfs Percent Full Flow Flow = 41 .2% of full flow Normal Depth Froude Number Fri, = 1 .51 supercritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c = 1 .68 radians Critical flow area Ac = 1 .01 I sq ft Critical top width Tc = ; 1 .49 ; ft Critical flow depth Yc = 0.83 ft Critical flow velocity Vc = 4.66 fps Critical Depth Froude Number Fr, = I 1 .00 CULVERT 2014-217, Pipe 11 /29/2015, 4:47 PM CBOULcD C UNTY[--- I STIMil DRAB 2Ac i ©0 fl !fA PENNILVAL 113,ABLE 501 ' _ _ (-- 1 { DESWitWi PCMT r= E Ar . fl flFA(1 , ? 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" iii � r ' r • . MillNI • _ {ill ►1�l��W II", _•w ��1s MLfs�• L« /�/� j• .....� •� r ?. f4a w±fl. lfawfnNin' {yam Ts 1 It TV I u- y•t• I. +r• r•ilafttl ■ a •se.■��a•a•t■■,hil a■ Y •tri �LJ V •r ♦fin =• ■IMWisly •♦• I; t a OAY.• M • 1 WAG ENG. REFERENCE: WRC TM- 1 NOV. 1983 USDA United States A product of the National C ustorn So hl Resource Department of Cooperative Soil Survey, �� Agriculture a joint effort of the United Report f o r States Department of N CS Agriculture and other TO ° y fl C 0 u n y Federal agencies, State Natural agencies including the C �RDO: esources Agricultural Experiment O .0 9 Conservation Stations, and local Service participants S O u Leh 0 rin1 Parit . , R • ', s ..-...,._ , s , . .mirtx . _et .„imp) , ' ,, _. • yy '. 'Z 4 k. • 14'- L-__ -.'$.- K ' �'� MID ki il i + r Ni /I , rJ. ' .. µ' �FF f r� a 4 ..' Y 1i .. ,. It - r te. May 7, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951 ). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W. , Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map 8 Legend 9 Map Unit Legend 10 Map Unit Descriptions 10 Weld County, Colorado, Southern Part 12 47—Olney fine sandy loam, 1 to 3 percent slopes 12 References 14 4 j ! L11 O Soo _ Sunrveys Are 7iSe Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Sou t ap 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 7.4 Cp O9S6E44 OTSEEW 09b6£44 OI46E4b 09£6E44 OTE6Ett 09Z61._...„ E46 M.65.ES obOT I ._..�--- --- •. -- L MSS ©KT Lin? ' ~ TTT • " u' t � > 1 rI fR 470 i . . 4 . • - iii ' •ii I gis . \t IlJJJ1ll Y i J S #7 kr, 4. \ - ri d P '1 V t W I 5 moo/ 03 Q. ' r�� .�'i_grij_f� •`�f �Jl` 1, � y 't.no l A ` • _Arm � r. i WI ... t .yam , U) • R • O ii. , . . , ... . . . . . „J. 4• t:. : “..: I 7.- .... ...,,, •! • ' t:t�IlrO2 k;,-. , :2.1,,, a ; ,' , ` • ti91' ; `' r � ry m_ -.(t, Jr 41 . 7. § ;6 t -. i ii, .).4. ` 11" •� ti W • 'r I G� I. �1. s, i a ti a XI , '.. ••• • •T siiii . a• r'4,.4 - en ..-i it . — _ ____L Lq I ii Al ._ 0 - 0 M.OZ,t'S ot'OT M.OZ 175 o40T 09S6E4b OTSEEtt 09b6Et* OTb6£44 09E6EW OWE* O9Z6E44 z z N �O � w a) o c cr.)" 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G7 0 cn cn > 5 O cn it; cn 0 CC S = 2 - Q sa C ® CI o g 0 ° Q MI • tl a `J .16 l MI ca id < 5 < >. a a O rJCD ° °a. .. a N a)E o c c c a o ro `° a 8 ._a `' a. _ a 3 ° ?? E ... c a - ] �.. a� _ U) .� 0 c a a W co— a o Q ° u.o ca ca ea o o a a) > t u- t Oa au c p E s; m U zi 0 O •O O a ° O O ° E 12 5 CJ O 0 O CJ CJ © - O O < co cn co is m m U U 0 0 J J a a`cn cn cn cn () cn L. o a pig 1 �1 Qty' `�U) t7 �-y r l o - ik 4 ts/ 1r4) i.,%,.. �...j �1 ''' a+. "l� tl� ^✓ �'� 1 ego � � to. _} 0 a 0 0 .. cn Q cn Custom Soil Resource Report G rap Unfit D ,egend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOl Percent of AO1 47 Olney fine sandy loam, 1 to 3 14.5 100.0% I percent slopes Totals for Area of Interest 14.5 100.0% • Map Ur t Descrrriptio s 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 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. 10 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Dd County, Colorado , Southern Part 47-Olney fine sandy loam , 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362v 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 Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: fine sandy loam H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low 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 in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy plains (R067BY024CO) Minor Components Zigweid Percent of map unit: 10 percent 12 Custom Soil Resource Report Vona Percent of map unit 5 percent 13 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31 . Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ detail/national/soils!?cid=nres142p2_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.nrcs.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/nrcs/detail/national/soils/?cid=nrcs142p2_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/detail/soils/ home/?cid=nrcs142p2_053374 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=stelprdbl 043084 14 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://wvvw. nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_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/nres/detail/national/soils/? cid=nres 142 p2_0 5 3624 United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 15 Hello