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Home My WebLink About20160735.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # /$ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 9 5 7 _ 1 8 _ 3 _ 0 0 _ 0 4 7 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) Legal Description PT SW4 LOT B REC EXEMPT RE-4033 , Section 18 Township 5 North, Range 67 West Zone District: Agricultural , Total Acreage: 39.395 , Flood Plain: NO , Geological Hazard: NO Airport Overlay District: NO FEE OWNER(S) OF THE PROPERTY: Name: Weld LV, LLC (Jack Holler - Manager) Work Phone # 702-433-1551 Home Phone # Email hollercre@hotmail.com Address: 3821 Derby Trail Address: City/State/Zip Code Round Rock, TX 78681 Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent) Name: Gerrard Investments, LLC (Nathan Gerrard - Manager) Work Phone # 970-669-1463 Home Phone # Email ngerrard@gerrardinc.com Address: 27486 County Road 13 Address: City/State/Zip Code Loveland, CO 80534 PROPOSED USE: Office, maintenance shop, outdoor storage yard for Gerrard Investments, LLC and family related entities. 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 to legal authority to sign for the corporation. 9/Z05-- Signatur . Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date WELD LV, LLC 3821 DERBY TRAIL ROUND ROCK, TEXAS 78681 EMAIL: I IOLLERCRE(0.10TMAIL.COM TELEPHONE: 7O2-433-1551 CELL: 7O2-591-9584 September 28, 2015 Weld County Planning 1555N. 17th Avenue Greeley, CO 80631 RE: Designation of Authorized Agent Dear Planning Department: Gerrard Investments, LLC is currently under contract with Weld LV, LLC to purchase the LLC's land located at the intersection of WCR 56 and WCR 13, also known as: LOT B, RECORDED EXEMPTION NO. 0957- 18-3 RE-4033 recorded August 9, 2005 at Reception No. 3311424 and being a portion of the Southwest to of Section 18, Township 5 North, Range 67 West of the 6th P.M. I, Jack Holler, Manager of Weld LV, LLC, authorize Nathan Gerrard, Manager of Gerrard Investments, to be the Authorized Agent for the USR application related to the Gerrard Corporate Headquarters Project that Gerrard is proposing to permit on our property. In addition, Tom Donkle with Gerrard Excavating, Inc. may be the designated point of contact for communications about the application. Sincerely, WELD LV, LLC. J1181A--- y Jack Holler Its: Manager for Weld LV, LLC STATEMENT OF AUTHORITY (Pursuant to C.R.S. Section 38-30- 172) Jack Holler, being first duly sworn, upon oath deposes and states as follows: 1 . The name of the entity that is the subject of this Statement of Authority LLC, a Nevada limited liability company is Weld LV, P Y (the "Company"). 2. The mailing address for the Company is 3 821 Derby Trail, Round Roc k, Texas 78681 3 . The name and position of the person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on p P y behalf of the entity, is Jack Holler, as Manager of Weld LV, LLC a Nevada limited liability company. 4. The authority of the foregoing person g g to bind the entity is not limited. DATED= Sy/ / 2015 Jack Holler Manager Weld LV, LLC STATE OF TEXAS ) ) SS. COUNTY OF WILLIAMSON ) The foregoing instrument was sworn to and acknowledged before me this L9 Day of September, 2015, by Jack Holler, as Manager of Weld LV, LLC. Witness my Hand and official seal. My commission expires: ceAut )2Qt i4 , 20 ! Lo - Frak.k., O.* DANIELLE SCHAEFER r *- "N. :* MY COMMISSION EXPIRES ub1zC _. :.... ;' December 14, 2016 a Colorado Secretary of State M"-Flied Date and Time: 12/22/2014 09:53 AM Document must be filed electronically. ID Number: 20081617371 Paper documents are not accepted. Fees & forms are subject to change. Document number: 20141768463 For more information or to print copies Amount Paid : $ 10.00 of filed documents, visit www.sos.state.co.us. ABOVE SPACE FOR OFFICE USE ONLY Periodic Report filed pursuant to §7-90-301 , et seq. and §7-90-501 of the Colorado Revised Statutes (C.R.S) ID number: 20081617371 Entity name: Gerrard Investments, LLC Jurisdiction under the law of which the entity was formed or registered: Colorado 1 . Principal office street address: 27486 County Road 13 (Sreet name and number) Loveland CO 80534 (City) Pate) (Postal/Zip Code) United States (Province - if applicable) (Country - if not US) 2. Principal office mailing address: (if different from above) (Street narrle and number- or Post Office Box information) (City) (Sate) (Postal/Zip Code) (Province - if applicable) (Country - if not US) 3. Registered agent name: (if an individual) Gerrard Nathan M. (Last) (First) (Middle) (9.rffix) or (if a business organization) 4. The person identified above as registered agent has consented to being so appointed. 5. Registered agent street address: 27486 County Road 13 (Street name and number) Loveland CO 80534 (City) (Sate) (Postal/Zip Code) 6. Registered agent mailing address: (if different from above) (Street name and number or Post Office Box information) (City) (Sate) (Postal/Zip Code) (Province - if applicable) (Country - if not US) REPORT Page 1 of 2 Rev. 12/01/2012 Notice: Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C.R.S., the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes. This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered. 7. Name(s) and address(es) of the individual(s) causing the document to be delivered for filing: Gerrard Nathan (Last) (First) (Middle) (Suffix) 27486 County Road 13 (areet name and number or Post Office Box information) Loveland CO 80534 (City) Sate) (Postal/Zip Code) United States (Province - if applicable) (Country - if not US) (The document need not state the true name and address of more than one individual. However. if you wish to state the name and address of any additional individuals causing the document to be delivered for filing, mark this box ❑ and include an attachment stating the name and address of such individuals) Disclaimer: This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty. While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form. Questions should be addressed to the user's attorney. REPORT Page 2 of 2 Rev. 12/01/2012 SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW QUESTIONNAIRE 1 . Explain, in detail, the proposed use of the property. The property will be used as headquarters for Gerrard Investments, LLC, and family related entities, (which shall be collectively referred to as "Gerrard"). Gerrard is presently operating at 27486 County Road 13, just north of the proposed site. Gerrard s operation at this site will be comparable to the existing operation at 27486 CR 13 as approved and permitted under USR 1584. The proposed uses include a construction business with two shop buildings, an office, and outdoor storage. Accessory buildings and structures are also indicated on the site plan. Proposed access onto WCR13 is shown on the site plan and is in accordance with Permit Number AP15-00271; It has been aligned with the drive on the west side of County Road 13 per Public Works request. Of the 38 acres, approximately 28 acres will remain in agricultural use which also includes existing oil and gas production. The yard area will be fenced with a black six foot chain- link fence with 3-strand barbed wire for security. The yard will be surfaced with an all- weather aggregate material with the access to WCR 13 and the office parking lot being paved. A proposed future sign location is indicated on the plat map. Traffic generated from the site will be comparable to the current traffic generated at Gerrard s existing facility located at 27486 County Road 13. Since Gerrard will continue to operate at its current location until this proposed site is improved, all of Gerrard s anticipated traffic was included in the application for USR 15-0027. Therefore, this proposal will not L?e adding any additional traffic, but rather relocating the proposed related to Gerrard s facility at 27486 County Road 13 to this location . From Section 5(f): The following will make one trip in/out in the morning and one in/out in the evening : Employee vehicles (approx. 30) Straight Trucks up to 54,000 GVW (10) Semi w/ Trailer up to 80,000 GVW (10) The following are in and out randomly throughout a business day: Heavy equipment transport (2) Supervisor pickups (5) Employees (10) Deliveries - UPS, truck/equipment parts, fuel/oil, office supplies Customers Site lighting will be in accordance with the Weld County Code, and all light sources will be shielded to minimize impacts on adjacent properties. Building and pole mounted lights are all shown on the Site Plan. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. This proposal is nearly identical to the existing construction business located at 27486 CR 13 permitted under USR-1584. This proposal is consistent with the Chapter 22 of the Weld County Code (the "Code") in the following ways: 1 ) Section 22-2-60(A.Goal 4) of the Code states, "Conversion of agricultural land to nonurban residential, commercial, and industrial uses will be accommodated when the subject site is in an area that can support such development. Such development shall attempt to be compatible with the region." The site is located adjacent to WCR13 which is designated as a major arterial roadway and three quarters of a mile south of US Highway 34. It is bordered on the north by the Union Pacific Railroad and on the south by the Great Western Railroad. The proximity of the highway system and rail along with its centralized location in Northern Colorado make this area prime real estate for this type of use. It is also consistent and compatible with surrounding development in Johnstown, Windsor and Larimer County. Existing utilities are in place immediately adjacent to the site that can adequately serve the proposed use. The site has been laid out in such a way as to provide screening and buffering from adjacent properties that remain residential and agricultural. 2) Pursuant to Section 22-2-170(C.Goal 3) states, the proposed use is compatible with adjacent land uses." Adjacent land use to the north and east is commercial and industrial use. Impacts to adjacent land with residential and agricultural uses will be mitigated by clustering the proposed uses near similar existing and proposed uses to the north and east. The site has been laid out such that the yard and shop buildings will be screened both visually and audibly from adjacent properties. The parking structure will provide screening from WCR 13 and the property immediately north along WCR 13. A large landscape buffer has also been planned for the area immediately south of this property. In addition, keeping 28 acres in agricultural production will create a buffer along County Road 56 and for those properties to the south. Gerrard will continue operations at this site as it has at 27486 without compliant to the County. The site is located within the Johnstown Comprehensive plan area and within the boundaries of the 2008 Greeley-Windsor IGA. None of the entities have entered into agreements with Weld County. The Johnstown Comprehensive Plan and Growth Management boundaries overlap with the Greeley-Windsor IGA in this area. Johnstown has annexed property approximately 1 mile to the north and west of this site. The closest, being to the west is zoned for heavy industrial/rail use. 3. Explain how this proposal is consistent with the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. The property is zoned A(Agricultural). Commercial and industrial uses of all types are supported within the A(Agricultural) Zone District as Uses by Special Review. Pursuant to Section 23-3-40. R of the Code, supported uses include: "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 part of a map or plan filed prior to adoption of any regulations controlling subdivisions." The proposed site would allow the land owner to convert agricultural lands to an appropriate land use that supports both agricultural and commercial development within Weld County and surround communities. Pursuant to Code Section 23-2-230.B.3 and Section 23-2-230.B.4 , the uses which will be permitted will be compatible with both existing and future development of the surrounding area, as permitted by the existing zoning, and with future development as projected by Chapter 22 of the Weld County Code, and any other applicable code provisions or ordinances in effect, or the adopted Master Plans of affected municipalities. Existing surrounding land uses include commercial, industrial, residential and agricultural. The region is currently experiencing transition from agriculture to a mix of commercial, industrial and residential uses from what has been agricultural. The centralized location in Northern Colorado along with the major highway and rail infrastructure are bringing commercial and industrial uses to this area. The proposed use is compatible with those types of uses that currently exist, those that are being proposed, and similar future development. The site has been planned in a way that clusters the developed portion near existing commercial/industrial uses and buffers it from the remaining agricultural and residential properties. Section 23-2-230.B.6 — The site is currently in alfalfa. Due to the relative small size of the property and the presence of oil and gas wells on the property, it is has not historically produced significant crop yields. In addition, approximately 28 acres of the 38 acre site will continue to be used for agricultural purposes concurrent with existing oil and gas production. (A Surface Use Agreement is in place for oil and gas production on this property) The site has been planned in a way that allows for both uses to coexist without interfering with one another. 4. What type of uses surround the site? Explain how the proposed use is consistent and compatible with surrounding land uses. The site is bordered on the north by the Union Pacific Railroad. On the north side of the railroad a mineral resource development facility has been approved and is the current location of Gerrard s operations. The proposed use is identical to the existing use and compatible with newly approved use. The site is bordered to the west by WCR 13 which is classified as a major arterial roadway. In between the northern portion of the site and WCR 13 there is a residential parcel designated as RE-4033. This parcel will be screened by the proposed parking structure and landscape buffer. The site is bordered on the south by the Great Western Railroad and County Road 56. Properties on the south side of the railroad and county road are agricultural . The southern portion of the site will remain agricultural. 5. Describe, in detail , the following : a. How many people will use this site? The total number of employees and/or visitors for all businesses associated with the site will not exceed one hundred fifty (150) at any one time. b. How many employees are proposed to be employed at this site? The total number of employees proposed to be employed at this site will not exceed one hundred fifty (150). The majority of the employees report directly to jobsites and will only visit this site on occasion. A maximum of fifty (50) of these employees will use this site on a regular basis. Typically, only 15 employees will be present on site for the entire work day. All of Gerrard s employees are full time employees. c. What are the hours of operation? 6:00 AM to 7:00 PM Monday - Saturday d . What type and how many structures to be erected (bu,ilt) on this site? Office Building (2 story) — approximately 160 , x 90 , Maintenance Shop - approximately 145 x 100 , future, Expansion 40 x 100 Warehouse - approximately, 100 x 60 Covered parking - 312 x 30 Outdoor wash bay for trucks and equipment Fueling Station e. What type and number of animals, if any, will be on this site? There will be no animals on the site. f. What kind (type, size, weight) of vehicles will access this site and how often? The following will make one trip in/out in the morning and one in/out in the evening : Employee vehicles (approx. 30) Straight Trucks up to 54,000 GVW (10) Semi w/ Trailer up to 80,000 GVW (10) The following are in and out randomly throughout a business day: Heavy equipment transport (2) Supervisor pickups (5) Employees (10) Deliveries - UPS, truck/equipment parts, fuel/oil, office supplies Customers 95% of the traffic will go north on County Road 13 to Hwy 34, and 5% will travel south on County Road 13 to County Road 54. All of Gerrard s traffic was included in the traffic counts submitted with USR 15-0027. This proposal will not be adding any additional traffic. g . Who will provide fire protection to the site? Johnstown Fire Protection District h . What is the water source on the property? (Both domestic and irrigation). Domestic - Little Thompson Water District — A letter of intent to serve is provided with this application. Irrigation - Farmers Irrigation Company i. What is the sewage disposal system on the property? (Existing and proposed). Proposed individual septic system. j. If storage or warehousing is proposed , what type of items will be stored? Pipe and appurtenances, construction equipment, trucks, trailers, truck and equipment parts, construction tools, construction materials. 6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a landscape plan map as part of the application submittal. Landscaping will be used to buffer adjacent properties and accent the buildings visible from CR 13. Landscaping will utilize native drought tolerant plants to minimize water use. Turf and landscape beds will be utilized adjacent to the office building and parking lot. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. The development of this site is not intended to be short term, nor are any of the operations proposed to be phased out. It is anticipated that in the event the permitted activity ceases, the improvements located on the property will be utilized for a future permitted activity or removed if not in compliance with the Code. 8. Explain how the storm water drainage will be handled on the site. The developed portion of the proposed site will convey drainage southerly via curb and gutter for the paved areas and via surface drainage for all other areas to the southerly boundary of the area being improved, it will then continue through a grass buffer to maintain water quality and then continue to sheet flow acrros the undisturbed portion of the site. Release will be southerly allowing the flow to continue along the historical path where it collects in a roadside swale on the north side of County Road 56. An existing culvert conveys the drainage under County Road 56 where it continues southerly in a surface swale which ultimately connects to the Big Thompson River. Drainage for the undeveloped portion of the site will not be affected. A Preliminary Drainage Report is included with this submittal. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin . The site construction will take approximately 9 months to complete. Construction of the individual buildings may be phased. Landscaping will occur at completion of the office building and parking lot. 10. Explain where storage and/or stockpile of wastes will occur on this site. Waste oil will be stored in tanks inside the oil room of the main shop building. Waste oil is used as heating fuel for the shop and is consumed on site. A dumpster for common waste in additional to scrap metal recycling bins will be stored adjacent to the main shop building on the east side and will not be visible from CR13 or CR56. Additional screening is not anticipated or needed. 11 . Please list all proposed on-site and off-site improvements associated with the use (example: landscaping , fencing , drainage, turn lanes, etc. ) and a timeline of when you will have each one of the improvements completed. On-site improvements will be completed in sequence for efficient development of the site. On-site grading will be completed first in conjunction with necessary storm drainage improvements, followed by utilities. It is anticipated that the office building and parking lot will be constructed first which will take approximately 240 days to complete. The shop building, and accessory buildings will follow taking approximately 120 days. Final grading the yard and completion of site fencing will be completed in approximately 60 days. Landscaping will take another 30 days to complete dependent on weather. No off-site improvements are anticipated with this proposal. WELD COUNTY ACCESS PERMIT �o C_DWeld County Public Works Dept. � Phone: (970) 304-6496 1111 H Street After Hours: (970) 356-4000 P.O. Box 758 'O ` Emergency Services: (970) 304-6500 x 2700 Greele CO 80632 Ins ection : (970) 304-6480 v, �4 /C p Permit Number : AP15-00271 Issuance of this permit binds applicant and its contractors to all requirements, provisions, and ordinances of Weld County, Colorado. Project Name: PRE15-0114 Expiration date: 02/13/2016 Applicant Information: Property Owner Information: Name: Nathan Gerrard Name: Jack Holler Company: Gerrard Investments, LLC Company: Weld LV LLC Phone: 970-669-1463 Phone: Email : ngerrard@gerrardinc.com Email : Location: Proposed Use: Access is on WCR: 13 Temporary: Nearest Intersection WCR: 13 & WCR: 56 Single Residential : Distance From Intersection: 820 Industrial : Number of Existing Accesses: 1 Small Commercial : Planning Process: USR PRE15-0114 Oil & Gas: Large Commercial : Road Surface Type & Construction Information: Subdivision : Road Surface: Asphalt Field (Agricultural Culvert Size & Type: 15" CMP/RCP min. Only)/Exempt: Start Date: Finish Date: Materials to Construct Access: Required Attached Documents Submitted: Traffic Control Plan : No Certificate of Insurance: No Access Pictures: Yes A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to %2 HOUR BEFORE DARK (applies to weekends if approved) Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work Special Requirements or Comments Parcel 095718300047. Utilize NEW access point on CR 13 (1-Industrial) located approx. 820 ft. North of CR 56. Note: CR 13 is an Arterial roadway with a 90 ft. setback from centerline. Access point and usage conditional on BOCC approval of USR. Approved by: Weld County Public Works Date: 8/13/2015 Print Date -Time: 8/13/2015 2:28:52PM Access Permit PW008 Page 1 of 1 TRAFFIC Traffic generated from the proposed site has been including the total traffic counts and study for USR15-0027 . From Section 5 (f) of the Questionnaire : The following will make one trip in/out in the morning and one in/out in the evening : Employee vehicles (approx. 30) Straight Trucks up to 54,000 GVW (10) Semi w/ Trailer up to 80,000 GVW (10) The following are in and out randomly throughout a business day: Heavy equipment transport (2) Supervisor pickups (5) Employees (10) Deliveries - UPS, truck/equipment parts, fuel/oil, office supplies Customers 95% of the traffic will go north on County Road 13 to Hwy 34, and 5% will travel south on County Road 13 to County Road 54. All of Gerrard s traffic was included in the traffic counts submitted with USR 15-0027. This proposal will not be adding any additional traffic. Dust Abatement Plan Design Design elements included for dust abatement will be noted on the construction documents. Elements included are: • Asphalt paving from County Road 13 east approximately 300 feet. This section is 50 feet wide and will extend past the office building and create and entrance to the yard. • Asphalt paving in the office parking lot. • Concrete aprons along either side of the maintenance building. • Gravel throughout the yard for truck and equipment travel and parking. We have used a pit run material on the adjacent site which sets up very well, requires minimal maintenance and produces very little to no tracking or dust. Construction Dust abatement to include suppression of disturbed soil that would contribute to excess levels of particulate matter. Methods include: ❑ Water trucks will spray as necessary and in quantities sufficient to stop disturbed soil from becoming airborne. Operations It is anticipated that design elements will address all of the dust abatement issues for normal operations. Should an unusual operations activity contribute to excess levels of particulate matter, a water truck will be used to suppress the disturbance as required. FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION : Business Name: Gerrard Investments, LLC Phone: 970-669-1463 Address: TBD City, ST, Zip: Business 970-669-1463 Owner: Nathan Gerrard Phone: Home Address: 1420 Alene Circle City, ST, Zip: Fort Collins, CO 80525 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Nathan Gerrard Manager 1420 Alene Cir, Fort Collins, CO 80525 970-567-2245 Larry Rowley Equipment/Shop Manager 1874 Monarch Cir, Loveland, CO 80538 970-566-0289 Gary Gerrard Owner 1559 Olson Drive, Loveland, CO 80537 970-566-0288 Business Monday Saturday 6:00am - 7:00pm Days: Mon y Type of Alarm: None Burglar Holdup (Fire) Silent udible Name and address of Alarm Company: Safe Systems, 421 S. Pierce Avenue, Louisville, CO 80027 Location of Safe: N/A ********************************************************************************************************************************* MISCELLANEOUS INFORMATION : Number of entry/exit doors in this building : TBD Location(s): Is alcohol stored in building? No Location(s): Are drugs stored in building? No Location(s): Are weapons stored in building? No Location(s): The following programs are offere. - _ a public service of the Weld Coun nff's Office. Please indicate the programs of interest. ✓ Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: TBD Gas Shut Off: TBD Exterior Water Shutoff: TBD Interior Water Shutoff: TBD Weld County Treasurer Statement of Taxes Due Account Number R3853805 Parcel 095718300047 Legal Description Situs Address PT SW4 18-5-67 LOT B REC EXEMPT RE-4033 (3.27R 1 .52RR) Account: R3853805 WELD LV CIO JACK HOLLER 3 821 DERBY TRL ROUND ROCK, TX 78681 -2322 Year Tax Interest Fees Payments Balance Tax Charge 2014 $540.28 $0.00 $0.00 ($540.28) $0.00 Total 'Fax Charge $0.00 Grand Total Due as of 09/29/2015 $0.00 Tax Billed at 2014 Rates for Tax Area 2371 - 2371 Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 15.8000000* $131.94 AG-FLOOD $28,798 $8,350 SCHOOL DIST RE5J 25.2370000 $210.73 IRRRIGATED LAND NORTHERN COLORADO WATER 1.0000000 $8.35 Total $28,798 $8,350 (NC JOIINSTOWN FIRE 9.4720000 $79.09 AIMS JUNIOR. COLI,E:GE 6.3330000 $52.88 THOMPSON RIVER REC 3.5940000 $30.01 HIGH PLAINS LIBRARY 3.2670000 $27.28 Taxes Billed 2014 64.7030000 $540.28 * Credit Levy AI I TAY I IC'NI CA' Anf.^.' INTO ADC CI IR !Cr,- T!1 ni IC 'i AlffRCCMI=NT (1C !`I IAPCMIT TAY CC RV TI-IC WELD COUNTY TREASURER Pursuant to the Weld County Subdivision Ordinance, the attached Statement(s) of Taxes Due, issued by the Weld County Treasurer, are evidence that, as of this date, all property taxes, special assessments and prior tax liens currently due and payable connected with the parcel(s) 1,11 identified therein have been paid in full. Sig d Date 9 ' 21 _- .4s Waste Handling Plan > Gerrard will provide a dumpster for common waste to be serviced weekly by a licensed commercial carrier. The dumpster will be located adjacent to the Shop Building at the northeast corner. > A scrap metal bin will be located at the same location as the dumpster for all scrap metals to be recycled. The scrap metal bin will be serviced on an as-needed basis by: Anderson Sales and Salvage 1490 E. 8th Street Greeley, CO 80631 970-352-7797 > Gerrard uses and generates approximately 8500 gallons of waste oils per year. The breakdown of types and volumes is as follows: Waste Oil Quanstiy - Year Description General Description Product I Quantity I Unit Conversion I Gallons Oil URSA Hyd SAE l0W 1,954.50 Gal 1 1,954.50 Oil URSA SP 15W40 3,813.50 Gal 1 3,813.50 Oil URSA SP 1540 12.00 Quarts 0.25 3.00 Oil URSA 30W 157.00 Gal 1 157.00 Oil URSA 30W 72.00 Quarts 0.25 18.00 Oil URSA SP 30W 77.00 Gal 1 77.00 Oil MN Oil 50.00 Gal 1 50.00 Oil Trans Drive 30W 835.00 Gal 1 835.00 Oil bonax 30W 403.00 Gal 1 403.00 Oil Citgo 60015/40 109.00 Gal 1 109.00 Oil Rotella 15/40 75.00 Gal 1 75.00 Grease Multigear 80W90 670.00 LBS 0.13 89.33 Grease Spirex 80/90 360.00 LBS 0.13 48.00 Grease Spirex 80/90 8.00 Quarts 0.25 2.00 Grease Starplex 2 840.00 LBS 0.13 112.00 Grease Starplex 2 35.00 Gal 1 35.00 Grease Starplex 2 4,400.00 LBS 0.13 586.67 Grease Retinex CMX 1 400.00 LBS 0.13 53.33 Solvent Solvent 5.00 Gal 1 5.00 Totals 8;426.33 The waste oil is generated from routine maintenance of heavy equipment, i.e., (oil changes). All waste oil will be stored on-site in above ground storage tanks located inside the oil room in the main shop building. During the winter the waste oil will be used for fuel in oil fired forced air furnaces to heat the maintenance facility. Depending on the demand of a particular season, all of the waste oil generated will be re-cycled and used as fuel for the heating requirements of the shop building. Should there be a season when all of the generated waste oil cannot be burned, the waste oil shall be picked up and disposed of by one of the following companies: Tri State Oil Reclaimers 1770 Otto Rd Cheyenne, WY 82001 307-635-5332 Thermo Fluids Inc. 4845 Forrest Street Commerce City, C) 80022 800-350-7565 -Note that both firms market and sell the oil waste products for industrial burner fuel . > Used Batteries will be picked up and recycled or disposed of by: Interstate Batteries 300 Willow Street Fort Collins, CO 80524 Used Tires will be picked up and disposed of by: A&E Tire Inc. 753 Champion Drive Windsor, CO 80550 > All Chemicals on-site will be properly stored in labeled containers, a SPCC plan will be in place and SDS sheets will be available for each chemical stored. The types and quantities of chemicals expected to be stored on site are as follows: Chemical Approximate Amount On-Site Diesel Fuel* 10,000 gallons Gasoline* 2,0000 gallons Motor Oils 500 gallons Hydraulic Oils 500 gallons Gear Oils 1 ,000 gallons Used Oil 1 ,400 gallons Antifreeze 200 gallons Diesel Exhaust Fluid (DEF) 500 gallons *The SPCC plan for our current site is attached SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. • • Spill Pteveñtión � oB1tj:TàI.HJr .: . • and Counte �rm � asur� s Pla•• • Prepare for :s' Gerrayd Excavating, Inc. • 27486 WCR 13 , - _ Loveland, Colorado May, 2008 • 1 .. SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. Gerrard Excavating, Inc. 27486 WCR 13 Loveland, CO 80531 Management Approval : I hereby certify that this SPCC Plan has the full approval of Management who will commit the necessary resources as described herein: Name: Nathan Gerrard Title: Vice President Signature: W � _ . ._ Registered Professional Engineer Certification I hereby certify that I have examined the facility and am familiar with the provisions of 40 CFR part 112 and attest that this SPCC plan has been prepared in accordance with industry accepted engineering practices. Name: Thom abb Signature: Professional Engineer Seal: feetr 64-C60 %eo rat 1 f 37 ;48 3 !j Ufa N aflir h Z'SIoN A�tit., • May, 2008 2 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. Introduction This plan has been developed for Gerrard Excavating, Inc. in accordance with federal oil pollution prevention regulations (40 CFR part 112) and Colorado State storage tank regulations (7 CCR 1101-14) as they pertain to Spill Prevention Control and Countermeasures (SPCC) planning. Copies of these regulations are provided in Appendices A and B respectively. Gerrard Excavating, Inc. could not reasonably be expected to cause substantial harm to the environment by discharging oil into or on navigable waters, or adjoining shorelines. The facility operator owner has completed the certification form as required by § 112.20 to demonstrate they have reviewed applicability of the substantial harm criteria. A copy of this certification is provided in Appendix C. The plan follows the sequence of regulatory requirements outlined in § 112.7 and includes a discussion of the facility's conformance to the applicable regulatory requirements of that section. The boldface text below, presented in association with regulatory references, summarizes the federal SPCC plan regulatory requirements, which are broader in scope than the Colorado regulations. A complete version of the federal regulations is referenced in Appendix A. §112.7(a) Describe each spill event the facility has experienced within 12 ( months of the effective date of the federal SPCC regulations (January 11, 1974), and spill events that have occurred within 12 months of the effective date of the Colorado SPCC regulations (October 1, 1994). The facility had not experienced a spill event in the 12 months prior to the effective date of 40 CFR Part 112, or in the 12 months prior to the effective date of the Colorado SPCC regulations. §112.7(b) Where experience indicates a reasonable potential for equipment failure, provide a prediction of direction of flow, rate of flow, and total quantity of oil that could be discharged from the facility as a result of each major type of failure. Based on engineering and administrative controls established at the facility and described herein, oil spills occurring at Gerrard Excavating, Inc. would be confined to the facility. §112.7(c) Are appropriate containment and/or diversionary structures provided to prevent discharged oil from reaching navigable waters? Gerrard Excavating, Inc. has ensured that oil leaking from equipment would not reach navigable waters. Bulk storage tanks containing oil are provided with secondary containment which is sufficient in controlling spilled oil. §112.7(d) Is the installat' ) n of structures or equipment as described above adequate to prevent discharged oil from reaching navigable waters? If not, the facility must demonstrate that installation of such equipment is impractical and May, 2008 3 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. provide a strong oil spill contingency plan following the provisions of 40 CFR Part 109, and a written commitment of manpower, equipment and materials required to control and remove discharged oil. Yes, the facility has installed structures and equipment adequate to prevent discharged oil from reaching navigable waters. §112.7(e)(1) Facility Drainage (Onshore) §112.7(e)(1)(i) Describe drainage from diked storage areas. Gerrard Excavating, Inc. does not have any diked areas for the storage of oil. §112.7(e)(1)(ii) If valves are used to drain diked areas, are they manual open and closed designed? Describe valves used. Gerrard Excavating, Inc. does not have any diked areas and therefore do not have any valves to drain such areas. §112.7(e)(1)(iii) Is a plant drainage system for undiked areas provided (such as catchment basins, lagoons, retainment ponds)? If so, give details. There is not plant drainage system for the undiked storage area. §112.7(e)(1)(iv) If there is not plant drainage system, provide information regarding the system in place to insure that an uncontrolled spill will be returned to ( the plant. The bulk storage tank is located on a concrete pad at the top of a gently sloping gravel lot. The site also has a large detention pond at the lower end of the site. Due to the design of the tank, the absorbent gravel base and the limited slope of the lot, it is not believed that any oil spilled from the tank will reach navigable waters. §112.7(e)(1)(v) Where drainage waters are treated in more than one treatment unit, is natural hydraulic flow used? If pump transfer is needed, two "lift" pumps should be provided . In any event, whatever techniques are used facility drainage systems should be adequately engineered to prevent oil from reaching navigable waters. There are no treatment units located at Gerrard Excavating, Inc.. §112.7(e)(2) Bulk Storage Tanks (onshore) §112.7(e)(2)(i) Are bulk storage tanks compatible with the material stored? All tanks are ground galvanized steel tanks and are compatible for storage of gasoline and diesel fuel. §112.7(e)(2)(ii) Do tanks have adequate secondary containment? (Adequate is defined as able to hold the contents of largest tank plus sufficient free-board for precipitation and is sufficiently impervious to contain oil.) t May, 2008 4 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. The tanks located at Gerrard Excavating, Inc. are double walled tanks which meet the secondary containment requirements of 40 CFR. - §112.7(e)(2)(iii) Where drainage of rainwater from the diked areas discharges into a storm drain or an effluent discharge that empties into an open water course, lake or pond and bypasses the in-plant treatment system, are the requirements of §112.7(e)(2)(iii)(A-D) complied with? Not Applicable. There are no diked storage areas located at the facility. §112.7(e)(2)(iv) Does the facility have any buried metallic tanks? If so, how are the buried tanks protected against corrosion? No, the facility does not have buried metallic storage tanks. §112.7(e)(2)(v) Does the facility have any partially buried metallic tanks for the storage of oil? If so, how are the partially buried tanks protected against corrosion? • No, the facility does not have partially buried metallic storage tanks. §112.7(e)(2)(vi) Are the aboveground tanks scheduled for integrity testing regularly? If so, provide the specific details. Integrity testing is scheduled to be conducted at ten-year intervals and consists of visual inspections of the interior portion of the tank to ensure that there are no cracks, cuts, weak ( spots, or other types of defect that would sacrifice the integrity of the tank. The tank was re-certified at the time it was installed at the current location. (5/13/2008) Additionally, exterior visual inspections of bulk storage tanks are performed on a monthly basis to ensure tanks are of sufficient integrity to contain tank contents. A copy of the monthly visual inspection form is provided in Appendix E. §112.7(e)(2)(vii) Are internal coils used? If so, how are condensate discharged into an open water course monitored for contamination? Not Applicable. Internal coils are not used. §112.7(e)(2)(viii) New and old tanks should, as far as practical, be fail-safe engineered or updated into a fail-safe engineered installation to avoid spills. The facility should answer "yes" to at least one of the following, and provide a description of the equipment/method. Storage (A) High Level (B) High level (C) Audible or (D) Fast Response (E) Testing of Liquid Tanks Alarm Pump Cut-off Code System Level Sensing Communication Devices Gasoline Y Y /Diesel The tank located at the Gerrard Excavating, Inc. Facility is a double walled steel tank which meets all 40 CFR requirements. The tank is also equipped with several safety devices to control or eliminate all fuel spills. May, 2008 5 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. Vehicles dispensing fuel from the tank have an assigned ID number that will enable the control system to limit the amount of fuel dispensed from the system at any given time. The tank is also equipped with automatic shut off valves that are activated when the fuel pump handles are turned to a horizontal position. The tank is equipped with liquid-level sensing devices that sound an audible alarm when a compartment reaches 90% capacity, Liquid-level sensing devices are tested regularly to ensure proper operation. Emergency shut-off switches or panic buttons that shut down all pumps are located between the pumps and also at the power panel located on the outside of the Shop Building to the South. §112.7(e)(2)(ix) Is plant effluent discharged into navigable waters? If so, how are effluents monitored to detect possible system upsets that could cause an oil spill event? No effluent is discharged into navigable waters. §112.7(e)(2)(x) How are oil spills large enough to cause the accumulation of oil ( promptly corrected? Regular inspections on the tanks and equipment ensure that there are no leaks in the system. In the event of any oil spill, Gary or Nathan Gerrard are notified immediately and the free oil and contaminated soil are promptly removed. All contaminated soils are disposed of in accordance with all Federal and State regulations. A spill kit is located on site. §112.7(e)(2)(xi) How are mobile and portable oil storage tanks positioned to prevent spilled oil from reaching a navigable water? Mobil storage tanks are located in the same lot as the bulk storage tank and are treated the same as bulk storage tanks. §112.7(e)(3) Facility Transfer Operations, Pumping and In-Plant Process (onshore) §112.7(e)(3)(i) Does the facility have buried piping? If so, (1) are soil conditions such that they would cause corrosion of buried piping; and (2) are buried pipes equipped with a protective wrapping and coating, and cathodically protected? When buried pipes are exposed for any reason, they must be inspected for corrosion damage, and records must be kept for at least three years. Not applicable. The facility does not have buried piping used for the transfer of oil. May, 2008 6 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC . §112.7(e)(3)(ii) Are pipes not in service, or in standby service for an extended period of time , capped or blank-flanged and marked as to origin? Not applicable; there is not any piping that is out of service or in standby service at this time. All piping is used in the loading or unloading of the tanks. §112.7(e)(3)(iii) Are pipe supports properly designed to minimize abrasion and corrosion and allow for expansion and contraction? All piping is properly supported and supports are designed to minimize abrasion and corrosion. §112.7(e)(3)(iv) Provide schedule and methods used to regularly examine aboveground valves and pipelines. At a minimum, monthly visual inspections are performed by qualified personnel to ensure valves and pipelines, along with the storage tank and other system components, are in proper operating condition. §112.7(e)(3)(v) Describe how vehicles are warned verbally or visually (by signs, etc) to be sure that vehicles will not endanger above ground piping not protected by barriers. The entire tank and all components are located within an area protected by DOT certified crash barriers rated at 60 mph on all sides and therefore, vehicles do not pose a threat to the storage tank or any of its components. §112.7(e)(4) Facility Tank Car and Tank Truck Loading/Unloading Rack (onshore) §112.7(e)(4)(i) During loading/unloading procedures, are the minimum Department of Transportation requirements met? All DOT regulations are met in the loading/unloading of the tanks. Written procedures for loading/unloading all fuels are posted on site in a visible location. §112.7(e)(4)(ii) Provide information on containment system, catchment area, or quick drainage system for tank car/truck loading/unloading area(s) to hold at least the maximum capacity of any single compartment of a tank car/truck being loaded/unloaded at the facility? There is not a containment system for the bulk tank oil load-out area. In the event of a tank truck failure the spilled oil would accumulate around the tank and would not reach navigable waters. §112.7(e)(4)(iii) What are the warning or barrier systems in place to prevent premature departure of trucks during loading/unloading operations? All hoses are equipped with break away couplings that will stop the flow of fuel if pulled apart. May, 2008 7 SPILL PREVENTION CONTROL AND COUNTERMEASURES PLAN GERRARD EXCAVATING, INC. r §112.7(e)(4)(iv) Are the bottom drains of vehicles examined for leakage before departure? The Bulk Oil Transfer Procedure (Appendix D) requires the driver to check all tank and/or trailer drains, outlets, and valves prior to the transfer of fuel/gasoline. The driver is also required to inspect trailer components after being loaded to ensure all outlets are closed and that trailer contents are sufficiently contained. §1. 12.7(e)(5) Oil Production Facilities (onshore) The requirements under this paragraph of the regulations are not applicable to facility operations. §112.7(e)(6) Oil drilling and Workover Facilities (onshore) The requirements under this paragraph of the regulations are not applicable to facility operations. §112.7(e)(7) Oil Drilling, Production, or Workover Facilities (onshore) The requirements under this paragraph of the regulations are not applicable to facility operations. §112.7(e)(8) Inspections and Records Where are inspections and records (including written procedures) maintained? Note: These must be kept at least three years, preferably with the plan. ( The facility inspection form is provided in appendix E of this plan. The procedure for inspecting tanks and related appurtenances is included in the form as are the instructions. Inspection records are maintained with a copy of the SPCC plan in the main offices of Gerrard Excavating, Inc. and are available during normal business hours. May, 2008 8 APPENDIX A FEDERAL OIL POLLUTION PREVENTION REGULATIONS 40 CFR PART 112 i C APPENDIX B COLORADO SPCC REGULATIONS 7 CCR 1102-14 f f APPENDIX C CERTIFICATION OF THE APPLICABILITY OF THE SUBSTANTIAL HARM • CRITERIA ATTACHMENT C-I[ (Form 40 CFR 112, appendix C) it Certification of the applicability of the substantial harm criteria Facility Name: Gerrard Excavating, Inc. Facility Address: 27486 Weld County Road 13, Loveland, CO 80537 1. Does the facility transfer oil over water to or from vessels and does the facility have a total oil storage capacity greater than or equal to 42,000 gallons? Yes No X 2. Does the facility have a total oil storage capacity greater than or equal to 1 million gallons and does the facility lack secondary containment that is sufficiently large to contain the capacity of the largest aboveground oil storage tank plus sufficient freeboard to allow for precipitation within any aboveground oil storage tank area? Yes No X 3. Does the facility have a total oil storage capacity of greater than or equal to 1 million gallons and is the facility located at a distance (as calculated using the appropriate formula in Attachment C-III to this appendix or a comparable formula') such that a discharge from the facility could cause injury to fish and wildlife and sensitive environments? For further description of fish and wildlife and sensitive environments, see Appendices I, II and III to DOC/NOAA's "Guidance for Facility and Vessel Response Plans: Fish and Wildlife and Sensitive Environments"(see Appendix E to this part, section 10 for availability) and the applicable Area Contingency Plan. Yes No X 4. Does the facility have a total oil storage capacity greater than or equal to 1 million gallons and is the facility located at a distance (as calculated using the appropriate formula in Attachment C-III to this appendix or a comparable formula') such that a discharge from the facility would shut down the public drinking water intake2? Yes No X 5. Does the facility have a total oil storage capacity greater titan or equal to 1 million gallons and has the facility experienced a reportable oil spill in an amount greater than or equal to 10,000 gallons within the last five years? Yes No X CERTIFCATION I certify under penalty of law that I have personally examined and am familiar with the information submitted in this document, and that based on my inquiry of those individuals responsible for obtaining this information, I believe/Oat the submitted information is true, accurate and complete. z ,,,yyy999 E. `l Ile(—et- 'COs... �J n•�.�- Signature "- Title 4t-) C.ta - . so/c Name (Please print or type) Date ' If a comparable formula is used, documentation of the reliability and analytical soundness of the comparable formula must be attached to this form. 2 For the purposes of 40 CFR part 112, public drinking water intakes are analogous to public water systems as described at 40 CFR 143.2 (c). f APPENDIX D ( ' BULK OIL TRANSFER PROCEDURE BULK OIL TRANSFER PROCEDURE 1.0 Introduction This procedure outlines the steps that will be taken when transferring bulk quantities of oil to or from a tank trailer. This procedure was developed as an appendix to the facility SPCC plan to ensure that all reasonable precautions are taken during the transfer of oil to minimize the potential for a discharge. 2.0 General Requirements Weather Requirements In areas where discharged oil could be effected by weather conditions, bulk oil transfers should only be performed under "clear" weather conditions. "Clear" meaning no precipitation or reasonable chance of precipitation and no accumulation of snow on the area where the transfer is to occur. This requirement will be followed to the extent practical with the understanding that under certain conditions (e.g. when an oil containing product is being delivered by an outside vendor or is oil needs to be loaded for production purposes) bulk oil transfer operations will not be delayed. Equipment Monitoring The driver is responsible foe examining and monitoring all equipment (e.g., pumps, pipe, valves, hoses) used during the transfer of oil to ensure equipment is in proper operating condition. Equipment that is leaking and/or not operating properly will be shut down t immediately. 3.0 General DOT Requirements The transfer of oil containing products to or from a cargo tank will be performed in a manner which minimizes the potential for a discharge. In all cases, oil will be handled in accordance with applicable Department of Transportation (DOT) regulations. The vehicle driver will observe the following general preventative measures while transferring oil containing products: • Vehicle parking and trailer brakes will be properly set when loading or unloading a cargo tank. • Smoking is not permitted in the general vicinity of any cargo tank being loaded or unloaded. • Cargo tanks will be attended by a qualified person at all times when it is being loaded or unloaded 4.0 Oil Transfer Procedure The driver of the vehicle is responsible for operating and monitoring his vehicle and related appurtenances during the entire transfer operation. A qualified company representative will be available during the entire transfer operation in the event of a discharge. November 10, 1999 • BULK OIL TRANSFER PROCEDURE 1 . In preparation of transferring oil, the driver will ensure that the vehicle is parked, with the parking brake and trailer brake set. Vehicle wheels chocked if parked on an incline. 2. Prior to preparing hoses for transfer operations, the driver will ensure that the trailer or storage tank has sufficient capacity available to contain the quantity of oil intended for transfer. The driver will examine the receiving vessel (trailer or tank) for the following, as applicable. • Check all discharge valves to ensure that they are securely closed. • Check all drains and outlets to ensure caps are securely in place. 3. Oil will be loaded into the top of the receiving vessel in all situations where possible. If the tank trailer does not have top loading access, a hose will be draped into the top dome. An adequate length of hose will be inserted into the dome of the tanker, and securely fastened to the dome rim, to ensure oil will only be deposited into the tanker during fill operations. Prior to transferring oil, the driver will closely examine all fitting, valve and hose connections to ensure they are in the proper position and are securely fastened. Hose fittings will be fastened securely with wire fastening devices. 4. The driver will attend the vehicle during the entire time the vehicle is being loaded/unloaded. The driver will monitor the trailer as it is filling to ensure adequate ullage is allowed. In accordance with the DOT's general requirements for bulk packagings [49 CFR 173.24(b)], personnel loading cargo tanks, or other bulk packagings. Will allow for an outage of at least one percent of the total capacity of the tank. This equates to 50 gallons of outage for a 5,000 gallon tanker. Under no conditions, will oil be loaded above the bottom rim of the dome of a tank trailer. By not filling a cargo tank to capacity, allowance is left for expansion of the cargo that may occur due to changes in temperature. 5. When transferring oil from a storage tank to a tank trailer — Prior to removing the transfer hose, trailer valves will be closed as necessary. The discharge outlet valve on the oil storage tank will be securely closed and locked with the end cap placed on the outlet. After removing the transfer hose, the driver will cap the trailer discharge outlet and close and securely fasten the trailer dome covering. The top port of the storage tank will be closed as applicable. The driver will then examine all trailer discharge outlets, valves, and caps to ensure they are properly secured. When transferring oil from a tank trailer to a storage tank -- Prior to removing the transfer hose, the attendant will close the trailer discharge valve. When uncoupling the hose the driver will ensure that any residual oil drains into the hose (or a containment device) before placing the cap on the discharge fitting. Oil i in the hose will be drained into a containment device. The driver will ensure that November 10, 1999 2 BULK OIL TRANSFER PROCEDURE all openings on both the trailer and storage tank are securely closed and locked as applicable. 6. Prior to departure, the driver will inspect all valves and trailer closures to ensure they are secured. He will also ensure caps are securely placed on discharge and fill pipe fittings. The company representative will not issue or receive the bill of lading until the driver has satisfactorily completed this task. November 10, 1999 3 { APPENDIX E FACILITY INSPECTION FORM AND PROCEDURE ABOVEGROUND STORAGE TANK MONTHLY VISUAL INSPECTION FORM Facility name Inspection Date GERRARD EXCAVATING Street address City ZIP 27486 WELD COUNTY ROAD 13 LOVELAND 80537 Use either this form or its equivalent to document monthly visual inspections required by §3-5 of Colorado's Storage Tank Regulations. Keep these records at least 12 months. However, it is advisable to keep records indefinitely, since they 'nay be required as part of the compliance review concerning a claim for reimbursement from the Petroleum Storage Tank Fund. 1. Visible leaks on tanks, tank seams, connections, fittings or valves? ❑ No ❑ Yes Number of tanks inspected If"yes," identify tank & describe leak. Record action taken to correct problem and date done. 2. Visible leaks on aboveground piping, pipe seams, connections, fittings, flanges, threaded connections, pumps or valves? ❑ No ❑ Yes If"yes," identify & describe leak. Record action taken to correct problem and date done. 3. Is overfill prevention equipment in good operating condition? 0 No ❑ Yes O Not applicable If"no," identify tank. Record action taken to correct problem and date done. Vert operation of overfill ll prevention equipment according to the equipment inarn facturer'S instructions. Trot) operation of audible alarm if it can be tested 4. If double-walled tank: A. Is interstice free of liquid? ❑ No 0 Yes If"no," identify tank. Record action taken to correct problem and date done. B. Is interstitial monitoring equipment operating properly? 0 No ❑ Yes ❑ Not applicable If"no," identify tank. Record action taken to correct problem and date done. tier f& operation of interstitial monitoring equipment according to the equipment manufacturer 's instructions. 5. Secondary containment system free of tank product or other Iiquids/debris, such as rainwater, snowmen, dirt, leaves, trash, etc.) 0 No 0 Yes ❑ Not applicable If"no," identify tank. Record action taken to correct problem and date done. 6. Are concrete surfaces and ground free of any evidence of new leakage or spillage? ❑ No ❑ Yes If"no," describe. Record action taken to correct problem and date done. Signed Date REPORT SUSPECTED OR CONFIRMED LEAKS TO THE Div. O� F OIL & PUBLIC SAFETY WITHIN 24 HOURS: 303-318-8(�64ja Colo. Dept. of Labor & Employment, Div. of Oil & Public Safety, 633 17th Street, Suite 500, Denver CO 80202. 303-318-8505; http://oil.cdle.state.co.us R:1FuellHandout AST monthly visual inspection farm.doe 6-25-03 ABOVEGROUND STORAGE TANK ULLAGE LOG - DELIVERIES ONLY - - Use a $ep argte- og.S/wet-hr Each Tank 3-4-20)(2) and §3-4-2(a)(t)(IJ) of the Colorado Storage Tank Regulations requires that owner /operators and deli€'cry operators determine tank allege (*available capacity) before any tank filling begins, and to constantly monitor the operation to prevent tank overfills and spills. §3-4-2(a)(4)(I3)(i) requires that ullage calculations. be docnntented on this or an equivalent form if the tank is not equipped with a 95% automatic shutoff or 90% audible alarm that can be heard by the delivery operator. if tillage is calculated by an .I utontatic Twit Gauge (A7 G), it is acceptable to save the A7G inventory take that shows tank tillage in gallons. Keep these records at least twelve (12) months, However, it is advisable to keep records indefinitely, since they may be required as part of the conspllance review conee=rrrittg a claim for reimbursement from the Petroleum Storage Tank Fund. _ Facility' Isar. ID li --- Name (if known) --__ Street Address Product in Tank ._ Tank CapacityCity ZIP ( allons ___ MStart Date End Date 90 Vu rapacity _Nations) . totts} __ . Example: If the tank capacity is 1,000 gallons, the 90% capacity would he 900 gallons. To calculate the tillage prior to any filling activity, directly measure the liquid level in feet/inches and convert the measurement to gallons using the correct tank chart. Subtract the converted gallons from the 90% capacity to calculate the tillage/available capacity (e.g. 900- 300= 600 . U€tce this is complete, tank filling can be itt. Date G.auge-or Stick_ -Reading• Convet oits.•ty �allotis-•: . •. .t;-Ullar. ;_ ,.rf _ , U t fliitttJ Added ._ Initials 12/01/07 15" 300 900-3004600) 500 Cw USE THE CORRECT TANK CHART _ Date Gauge or Stick Reading Conversions to Gallons *tillage Quantity Added Initials - . . - - — -----_. . . _.._ r..�...._-.-_ - ...-...._ - . _..____� -. ____.....__ , w. _ -._ - - - , . . . . - - ___.a - -^._-- . - _..._......._-... , t____-_^__....._- Yfi0^fla Fran-4am.rs f ,L.-e-.4s'.A`ETIIadv-T'—IF+JYVY4✓..'2^Z•4 OiAJ�.'SAWt ^ Jr.W W ��.— 4 •aC/J•'Yi. e 1 REPORT SUSPECTED 4R CONFIRMED LEAKS TO THE Div. OF On.. & PUBLIC SAFETY WITHIN 24 HOURS: 303%318-8547i 1, ........„..r,..,...„...,..,„.....--..„,.....?,...A........ 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A Z mi'°. a m 3 a � m m Q O I'.,. n qm m m a On H yAOL� z TI a0 -t zm rru Co C n -< A m `2 OO O m 0 0 0 13 I I I I I I I I I I I I I I It AZAzMDmz N w rn -o GERRARD CORPORATE HEADQUARTERS ° z = � co ≤ m c� CO CD cn m a m - O n O a m �' • oy N c� GERRARD INVESTMENTS LLC -I H - 0DmD do 00 g � � D z �� v O D ` ° OD 00 0 00 ._ IV /v 0 m < OzrAT1KrT1m7.0 a 0 3 t � ro o 7. cmi co Z p wizcizmz 7 ®A O J C < ° 8 m O [= n N m co Uz ��O !/ O n .. < a Otn Fr.n1 n > oc ° AQ, <2 `9°,./) O Cr< m 3 c m CA m m A O) �/ U) w H w FffC co . m D m o 00 = 0OCAf�f S C p OJ oo co �. N co < o oC0o Pr W V./ 1 Q T o LOVELAND , CO o ° >u a Z • a) - Z m Om CO V/ IIIIIC O cm J Galloway FL Wing. Architecture. Enginee, PRELIMINARY DRAINAGE REPORT Gerrard Corporate Headquarters Weld County, Colorado Prepared for: Gerrard Investments, L. L. C. 27486 County Road 13 Loveland , Colorado 80534 Phone : (970) 669-1463 Prepared by: Galloway & Company, Inc. 3760 E . 15th Street, Suite 202 Loveland , Colorado 80538 Phone : (970) 800-3300 Contact: James Prelog , P . E . Original Preparation : October 29 , 2015 Revised : November 18 , 2015 ii Galioway Planning. Architecture. Engineering TABLE OF CONTENTS TABLE OF CONTENTS 1 I. CERTIFICATIONS 2 II. GENERAL LOCATION AND DESCRIPTION 3 III. DRAINAGE BASINS AND SUB-BASINS 4 IV. DRAINAGE DESIGN CRITERIA 5 V. DRAINAGE FACILITY DESIGN 4 VI. CONCLUSIONS 7 VI. REFERENCES 7 APPENDIX A - REFERENCE MATERIALS UDFCD TABLE RO-3, RECOMMENDED PERCENTAGE IMPERVIOUSNESS VALUES UDFCD TABLE RO-5, RUNOFF COEFFICIENTS, C APPENDIX B - HYDROLOGIC CALCULATIONS RATIONAL METHOD CALCULATIONS PRELIMINARY DETENTION POND SIZING CALCULATIONS PRELIMINARY EDB SIZING CALCULATIONS APPENDIX C - DEVELOPED CONDITION DRAINAGE MAP 1 ii Gaoway Planning. Architecture. Engineerir I. CERTIFICATIONS CERTIFICATION OF ENGINEER "I hereby certify that this report for the preliminary drainage design of the Gerrard Corporate Headquarters 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." James Prelog , P. E . Registered Professional Engineer State Of Colorado No. 39373 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER "Gerrard Investments, L. L.C. hereby certifies that the drainage facilities for the Gerrard Corporate Headquarters shall be constructed according to the design presented in this report. We understand that Weld County does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that Weld County relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with Weld County guidelines, standards or specifications. Review by Weld County can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities." Gerrard Investments, L. L. C. Name Attest: (Name of Responsible Party) Notary Public Authorized Signature 2 ii .: Gaoway Lecture. Engineerir II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION The Gerrard Corporate Headquarters (referred to herein as "the site", "project site" or "subject site") will be located in the northeast corner of Weld County Road 13 (WCR 13) and Weld County Road 56 (WCR 56). At a high level , the site is surrounded by agricultural land . More specifically, it is bounded on north by existing agricultural land and a residence ; on the south by WCR 56 ; on the east by the Union Pacific Railroad ; and on the west by WCR 13 and the Great Western Railroad . The site is approximately 0 .75 mile north of the Big Thompson River. Lot B is in the Southwest 1/4 of Section 18, Township 5 North , Range 67 West of the 6th P . M. , County of Larimer and State of Colorado. Refer to sheet SP01 for a Vicinity Map. There is an off-site 25' irrigation easement at the northeast corner of the site . The easement ends at the north property line and does not continue on-site . There is a roadside ditch on WCR 13. Other than these items, there are no other major open channels, lakes, streams or other water resource facilities within and adjacent to the proposed project site. DESCRIPTION OF PROPERTY The total project site consists of approximately 39.01 acres; approximately 9 . 84 acres will be improved at this time. It is currently an undeveloped tract of land zoned A (Agricultural ) that is actively farmed . The existing ground cover is very good (>75% ) and consists of recently cut alfalfa (per site visit on October 3, 2015). According to the USDA NRCS Web Soil Survey, "Wiley-Colby complex, 1 to 3 percent slopes' is the predominant soil type across the site. Areas of ' Nunn clay loam , 1 to 3 percent slopes' exist along the west side of the site . The predominant soil is assigned to Hydrologic Soil Group (HSG ) 'C'. HSG 'C' soils have a slow infiltration rate when thoroughly wet. These soils consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture . These soils have a slow rate of water transmission . The percentage imperviousness calculations reference Type C/D Hydrologic Soils Groups in Table RO-5 — Runoff Coefficients, C . Refer to sheet SP01 for additional soils information . The project site will be developed into the Gerrard Corporate Headquarters by Gerrard Investments, L. L. C . The proposed improvements, which are located in the north region of the 3 ii .: Gaoway =cture. Engineerir site, include: four-(4) buildings, a fueling station , a wash bay and three-(3 ) parking areas. The majority of the developed surface area surrounding this development (i .e. , the yard ) will consist of pit-run gravel . III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION Project site runoff flows south and ultimately into the Big Thompson River. According to FEMA FIRM Community-Panel 080266 0615 C, the site is outside of the area affected by the Big Thompson floodplain . SUB- BASIN DESCRIPTION The existing site , basin EX1 , drains south across flat grades averaging 1 .25% , and to an existing low point due east of the point at which the Great Western Railroad crosses WCR 56 . Off-site runoff from the agricultural property north of site and the residential property northwest of the site do not drain onto the project site. A small berm along the southern property line of each property appears to block excess surface runoff from draining further south and onto the subject site . We also understand that the agricultural property north of the site is currently in the development review process. The proposed development will include a detention pond to detain developed runoff and provide water quality for basin Al -Site . V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT In the developed condition , runoff from the improved portion of basin EX1 , which is defined as basin Al -Site, will follow existing drainage patterns and flow to the proposed detention pond or be conveyed to the detention pond via swales . The detention pond will release to a swale that flows south and to the aforementioned existing low point along WCR 56 between the Great Western Railroad and the existing oil well access road . The following is an overview of the existing condition basin EX1 , the proposed condition basin Al -Site and our drainage design for the current proposed improvements associated with the Gerrard Corporate Headquarters. 4 ii .: Gaoway Lecture. Engineerir SPECIFIC DETAILS Basin EX1 represents the existing condition . It includes the total 39 .01 acre site area and disregards off-site flows from the area between the Union Pacific Railroad and the east property boundary. The existing condition runoff generally sheet flows south and across undeveloped agricultural ground . Basin Al -Site is the 9 . 84 acre portion of basin EX1 that will be improved . Sheet DR01 illustrates basin Al -Site and the proposed site improvements within it. Section 23-1 -90 defines NON-URBANIZING as "an area greater than 1/4 mile from municipal boundaries." The project site is greater than 1/4 mile from the surrounding municipal boundaries of Johnstown , Loveland , Windsor and Greeley. Part D of Section 23-12-30. Drainage Policy requires detention of runoff from the 1 -hour 1100-year storm falling on the developed site, and release of the detained water at the historic runoff rate of the 1 -hour 110-year storm falling on the undeveloped site for NON-URBANIZING areas. The proposed detention pond receives developed runoff from basin Al -Site . The release rate , 5.94 cfs, is the 10-year historic runoff rate for basin EX1 -Site . Sheet DR01 shows the location and approximate size of the proposed detention pond . The detained runoff will release through a concrete structure and outlet to a north-to-south flowing swale. The proposed detention pond will be more fully developed at Final Design . Refer to Appendix B for the runoff calculations and preliminary detention pond sizing calculations. Water Quality will be addressed with an Extended Detention Basin (EDB ) in the proposed detention pond . The EDB design will be fully developed at Final Design . IV. DRAINAGE DESIGN CRITERIA REGULATIONS The preliminary drainage design presented herein is prepared in accordance with the Weld County Code Ordinance 2015- 11 . This document is known as the Weld County Storm Drainage Criteria [Criteria] . It adds to and amends the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1 , 2 and 3 [Manual] , which are adopted by reference. 5 ii Gaoway Lecture. Engineerir HYDROLOGICAL CRITERIA Table 5-1 of the Criteria provides rainfall information for the existing condition and proposed condition hydrological analyses. The project site is proximate to the 1-25 & Tri-Town study area . The rainfall depths associated with the 1 -Hour Storm Frequency for the 10-year and 100-year storm events are 1 .68 in and 2 .68 in , respectively. For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be estimated with the Rational Method . The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g . , storm sewer sizing or simple detention basin sizing ). The Rational Method is based on the Rational Formula : Q = CiA in which : Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the time of concentration A = area , acres The runoff coefficient was determined for each basin given the catchment's soil type and proposed developed imperviousness . More specifically, the coefficients were determined based on the proposed developed condition within each basin and for Hydrologic Soils Group ( HSG ) Type 'C' soils using UDFCD Table RO-5 (refer to Appendix A). Per Table 5-10 Design Storm Frequencies of the Criteria , Weld County has established the minor storm event for industrial areas as having a 10-year recurrence interval and the major storm event as a 100-year recurrence interval. 6 ii Galloway Lecture. Engineerir VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this preliminary drainage report for the Gerrard Corporate Headquarters has been prepared in accordance with the design standards and guidelines presented in the Weld County Storm Drainage and Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 . VARIANCES No variances are requested with the forgoing preliminary drainage design . DRAINAGE CONCEPT The proposed Gerrard Corporate Headquarters storm drainage improvements should provide adequate protection for the site without adversely impacting the existing downstream storm drainage system . IX. REFERENCES 1 . Weld County Ordinance 2015- 11 , dated August 3, 2015. 2 . Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2 , prepared by Wright-McLaughlin Engineers, dated June 2001 (revised April 2008), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised November 2010 . 7 ii Gaiioway Planning. Architecture. Engineering APPENDIX A REFERENCE MATERIALS Ga € ow flanr'P„ Arthil¢[N ¢ Englreeaym UDFCD TABLE RO -3 , RECOMMENDED PERCENTAGE IMPERVIOUSNESS VALUES DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential : Single-family Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA i _: KA i .31i' 1 .44i2 I_ 1 . 135i ❑ 0. 12E for CAI 0, otherwise C , = 0 (RO-6) CcD C KcD [0.858/; _ : 0.786i2 _ 0.774i 0.047 (RO-7) CB A - CcD �2 2007-01 RO-9 Urban Drainage and Flood Control District Gaiioway Planning Architecture. Engineerinr UDFCD TABLE RO -5 , RUNOFF COEFFICIENTS , C DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0. 15 0.25 0.37 0.44 0.50 5% 0.08 0. 18 0.28 0.39 0.46 0.52 10% 0. 11 0.21 0.30 0.41 0.47 0.53 15% 0. 14 0.24 0.32 0.43 0.49 0.54 20% 0. 17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0. 15 0.25 0.30 . 5 0.04 0. 10 0. 19 0.28 0.33 0.38 10% 0.06 0. 14 0.22 0.31 0.3 0.40 15% 0.08 0. 17 0.25 0.33 . 8 0.42 20% 0. 12 0.20 0.27 0.35 0.40 0.44 25% 0.22 0.30 0. 0.41 0.46 30% 0. 18 0.25 0.32 .39 0.43 0.47 35% 0.20 .27 0.34 0.41 0.44 0.48 40% 0.23 0. 0. 0.42 0.46 0.50 45% 0.26 0.32 .38 0.44 0.48 0.51 50% 0.29 0.35 .40 0.46 0.49 0.52 55% 0.33 0 0. 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 54 0.57 0.59 70% 0.49 0.53 0. 0.60 0.62 _ 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 8 0.70 85% 0.63 0.66 0.69 0.72 0.7 0.75 /0 0.71 0.73 0.75 0.78 0.80 0.81 _ 95% 0.79 0.81 0.83 0.85 0.87 . 8 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District gi Gaowa Planning. Architecture. Engineering APPENDIX B HYDROLOGIC CALCULATIONS il Galloway Planninn Architecture. Engineerir. PROPOSED IMPERVIOUS CALCULATIONS Galloway & Company, Inc. Job Name: Gerrard Investments, L.L.C. Gafloway 3760 E. 15th Street, Suite 202 Job Number: GERLV0002.01 02.01 Loveland, CO 80538 Date: 10/26/15 Ph: (970) 800-3300 By: H. Feissner . . ,I Lecture. Engineering. Enter Value User Input Cell Gerrard Investments, L.L.C. Composite Runoff Coefficient Calculations Location: Weld County Minor Design Storm: 10 Major Design Storm: 100 CA= KA+ (1.31i3- 1.44i2 + 1.135i - 0.12) Soil Type: C/D CCD = KCD + (0.858i3 - 0.78612 + 0.774i + 0.04) CB = (CA+ CCD)/2 Basin Design Data I (%) = 100% 90% 90% 40% 0% I (%) Runoff Coefficients Design AAsphalt ASidewalks ARoof Area AGravel AAgricultural ATotal Basin Name ATotal (ac) Imp (%) C,, C5 C,o C100 Point (sf) (sf) (sf) (sf) (sf) (sf) EX1 EX1 33.987 0 0 0 1 ,665,362 1 ,699,349 39.01 2% 0.06 0.16 0.26 0.51 EX1 -Site EX1 8,570 0 0 0 419,934 428,504 9.84 2% 0.06 0.16 0.26 0.51 i . Al -Site Al 42.312 15,731 42,594 258,738 69,128 428,504 9.84 46% 0.31 0.38 0.44 0.59 TOTAL PROPOSED DEVELOPMENT AREA 42,312 15,731 42,594 258,738 69,128 428,504 9.84 46% 0.31 0.38 0.44 0.59 GEDLV0002_Rational Calculations.xlsx Developed C Ga lioway PROPOSED TIME OF CONCENTRATION CALCULATIONS i t Galloway & Company, Inc. Job Name: Gerrard Investments, L.L.C. 3760 E. 15th Street, Suite 202 Job Number: GERLV0002.01 Gailoway Loveland, CO 80538 Date: 10/26/15 Ph: (970) 800-3300 By: H. Feissner Planr., i ,A,L iiL:..._.,H:. . .yineeri Enter Value User Input Cell Gerrard Investments, L.L.C. Time of Concentration Calculations Location: Weld County Value "Hard Coded"Value Minor Design Storm: 10 Major Design Storm: 100 2.00% min. x-slope on streets Soil Type: C/D 2.50% min. overland slope on lots Defaults to tc Urbanized Check Travel Time (t,) tc Sub-Basin Data Initial Overland Time t ( ') t,=Length/(Velocity x 60) Comp tc Urbanized Check Final Upper Time of Total Basin Design AT«ai most t, Length o Velocity t, to Urbanized (L/180)+10 C5 Slope (%) Slope (%) Type of Land Surface C, Conc Length Min (fps) (min) + t, = k Check (ft) (min) (ft) tc EX1 EX1 39.01 0.16 500 1.25% 35.7 859 1.25% Tillage/Field 5 0.6 25.6 61.3 OFF 1359 17.6 61.3 EX1-Site EX1 9.84 0.16 500 1.25% 35.7 58 1.25% Tillage/Field 5 0.6 1.7 37.4 OFF 558 13.1 37.4 Al-Site Al 9.84 0.38 500 1.25% 27.5 58 1.25% Grassed Waterway 15 1.7 0.6 28.0 OFF 558 13.1 28.0 GEDLV0002_Rational Calculations.xlsx Developed Tc Ga € oway Planninp Architecture. Engineerir. PROPOSED RATIONAL METHOD CALCULATIONS Galloway&Company,Inc. Job Name: Gerrard Investments. L.L.C. G a oway L3760ove E. 15th Street,Suite 202 Job Number: GERL/26/15 01 Loveland.CO 80538 Date: 10/26/15 Ph:(970)800-3300 By: H.Felssner Gerrard Investments, L.L.C. Developed Storm Runoff Calculations Design Storm: 10 Year Point Hour Rainfall(P,): 1.68 I=(28.5P1)/((10+TC)"0.786) Direct Runoff _ Total Runoff Inlets Pipe Pipe/Swale Travel Time o a c c pa a E E V c m a c c a '6 �' c J' m y a m p m a u 0 -- a x o H a' IR a o a " v "' 'rE-- E Z c =p a -9 a m x t• A' c O, ~o C co .c N L W L E N m j4 a m LL O V (, m — o d £ E • 2 v m :IC .. ti m 0 = Co a, a o a an c o S m m o ¢ cc i.1 - O H tJ. _ a °' 2 T a a a s a m o. a",- 3 > H - Notes EX1 EX1 39.01 0.26 61.3 10.20 1.67 17.08 Runoff at DP EX1 drains to an existing low point east of the Great Western Railroad along the north side of WCR 56 EX1-Site EX1 9.84 0.26 37.4 2.57 2.31 5.94 Al-Site Al 9.84 0.44 28.0 4.34 2.74 11.92 GEDIA/0002_Rational Calculations.xlsx O Minor Galloway&Company,Inc. Job Name Gerrard Investments,L.L.C. Ga oway 373760 E. 15th) S3300 Suite 202 JobpBY HOFeissneGERLV000?01 Gerrard Investments, L.L.C. Developed Storm Runoff Calculations Design Storm: 100 Year Point Hour Rainfall(Pi): 2.68 I=(28.5 P1)/((10 4TCy'0.786) Direct Runoff Total Runoff Inlets Pipe , PiperSwale Travel Time • `o n c c m e m ® c m Ti X . 0 E d e c 5 a > m a u _ n E m m a 0 U E v $ o o o m a4 0 a = >. R Z a X = t c cm ti o = '� t a .9 s` 'c 4, pp N m g 0, LL o u 'u N ea V d j 4 c .� Q c v w 0 c O O O s 0 O. 8 a a N @ o m o ¢ c _ o _ a r J — 0 p y F a O 0 e. m a rn a ¢ - > r I- Notes EX1 EX 1 39.01 0.51 61.3 19.79 2.67 52.84 'Runoff at DP EX1 drains to an odsting low point east of the Great Western Railroad along the north side of WCR 56 EX1-Site EX1 9.84 0.51 37.4 4.99 3.68 18.37 Used to estadich the allowable 10-year release rate from the detention pond fa the current proposed development Al-Site Al 9.84 0.59 28.0 5.85 4.38 25.60 Current proposed development GEDLV0002_Rational Calculations.xlsx O100 Ga € ow flanr'P„ Arthil¢[N ¢ Englreeaym PRELIMINARY DETENTION POND SIZING CALCULATIONS Detention Pond Stage-Storage Calculations Project: Gerrard Corporate Headquarters Project Location: Weld County, Colorado Date: 11 /18/2015 Calculations By: H. Feissner Pond Description: Detention Pond for Basin Al -Site User Input Cell: Blue Text Required Volume Water Surface Elevation Design Point: Outfall Design Storm: WQCV Required Volume: 8276 ft3 4886.28 ft Design Storm: 10-year Required Volume: 0 ft3 N/A ft Design Storm' : 100-year Required Volume: 42257 ft3 4887.77 ft Average End Area Method: Conic Volume Method: + .42 ) r H(A1 + .4, + ]A, x .4, 1 Contour Contour Depth Incremental Cummulative Incremental Cummulative Cummulative Elevation Area Volume Volume Volume Volume Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 4885 0 0.0 0 0 0 0 4886 9939 1 .0 4969 4969 3313 3313 0.08 4887 26442 1 .0 18190 23159 17530 20843 0.48 4888 29437 1 .0 27939 51099 27926 48769 1 . 12 Stage - Storage I Detention Pond 4888 - �O 00-year �; 4887 O ca a w 0 4886 u 4885 - -, 0 10000 20000 30000 40000 50000 60000 Cummulative Volume, ft3 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Gerrard Corporate Headquarters Basin ID: Al-Site I Releases at 5.94cfs (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) r- I Detemination 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,= 46.0 percent Catchment Drainage Imperviousness I.= 46.0 percent Catchment Drainage Area A= 9.84 acres I Catchment Drainage Area A= _ 9.84 acres Predevelopment NRCS Soil Group Type= C A,B,C,or D Predevelopmert NRCS Soil Group Type= C A,B,C,or D Return Period for Detention Control T= 10 years(2,5,10,25,50,or 100) Return Period for Detention Control T= 100 yeas(2,5, 10,25.50,or 100) Time of Concentration of Watershed Tc= 28 minutes Time of Concentration of Watershed Tc= 28 minutes Allowable Unit Release Rate q= 0.60 cfs/acre Allowable Unit Release Rate q= 0.60 cfs/acte One-hour Precipitation P, = 1.41 inches One-hour Precipitation P1= 2.68 inches Design Rainfall IDF Formula i=C,•P,l(C2+Tc)"C3 Design Rainfall IDF Formula i=C,'P,/(C2+T j"C3 Coefficient Ore C, = 28.50 Coefficient One C, = 28.50 Coefficient Two C2= 10 Coefficient Two C2= 10 Coefficient Thee C3= 0.789 Coefficient Thee C3= 0.789 Determination of Average Outflow from the Basin (Calculated): Detemination of Average Outflow from the Basin (Calculated): Runoff Coefficient C= 0.44 Runoff Coefficient C= 0.59 Inflow Peak Runoff Op-in= 9.86 cfs Inflow Peak Runoff Op-in= 25.14 cfs Allowable Peak Outflow Rate Op-out= 5,94 cfs Allowable Peak Outflow Rate Op-out= 5.94 cfs. Mod.FM Minor Storage Volume= 7,136 cubic feet Mod. FAA Major Storage Volume= 42,409 cubic feet Mod.FM Minor Storage Volume= 0.164 acre* Mod.FAA Major Storage Volume= 0.974 acre-ft 5 <-Enter Rainfall Duration Incremental Increase Value Here(e.q.5 for 5-Nintttes) 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/h acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) i Cam f) (output) (output) (ot) (output) (output) (ogtu_ 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 4.74 0.141 1.00 5.94 0.041 0.101 5 9.02 0.361 1.00 5.94 0.041 0.320 _ 10 3.78 0.225 1.00 5.94 0.082 0.144 10 7:19 0.575_ 1.00 5.94 0.082 0.493 _ 15 3.17 0:284 1.00 5.94 0,123 0161 15 6.03 0.723 1.00 5.94 0.123 0.600 20 2.75 0.327 1.00 5.94 0.164 0.164 20 5.22 0.835 1.00 5.94 0.164 0.671 25 2.43 0.362 1.00 5.94 0.205 0.158 25 4.62 0.924 1.00 5.94 0.205 0.719 30 2.19 0.391 0.97 5.74 0.237 0.154 30 4.16 0.998 0.97 5.74 0.237 0.760 35 1.99 0.416 0.90 5.35 0.258 0.158 35 3.79 1.061 0.90 5.35 0.258 0.803 40 1.83 0.438 0.85 5.05 0.278 0.159 40 3.49 1.115` 0.85 5.05 - 0.278 0.837 45 1.70 0.457 0.81 4.82 0.299 0.158 45 3.23 1.164 0.81 4.82 0.299 0.865 50 1.59 0474 0/8 4.63 0319 0.155 50 3.02 1208 0.78 4.63 0319 0.888 55 1.49 0.489 0.75 4.48 0.340 0.150 55 2.84 1.247 0.75 4.48 0.340 0.907 _ 60 1.41 0.503 0.73 4.36 0.360 0.143 _60 2.67 1283 0.73 4.36 0.360 0.923 _ 65 1.33 0.516 0/2 425 0.380 0.136 65 2.53 1.316 0/2 4.25 0.380 0.936 _ 70 127 0.529 0.70 4.16. 0.401 0.128 70 2.41 1.347 0.70 4.16 0.401 0.946 75 1.21 0.540 0.69 4.08 0.421 0.119 75 2.29 1376 0.69 4.08 0.421 0.955_ 80 1.15 0.551 0.68 4.01 0.442 0.109 80 2.19 1.403 0.68 4.01 0.442 0.961 85 1.11 0.560 0.66 3.95 0.462 0.098 85 2.10 1.429 0.66 3.95 0.462 0.966 90 1.06 0.570 0.66 3.89 0.483 0.087 90 2.02 1.453 0.66 3.89 0.483 0.970 95 1.02 0.579 0.65 3.85 0.503 0.076 95 1:94 1.475 0.65 3.85 0.503 0.972 100 0.98 0.587 0.64 3.80 0,524 0.064 100 1.87 1A97 0.64 3.80 0.524 0.973 105 0.95 0.595 0.63 3.76 0.544 0.051 105 1.81 1.518 0.63 - 3/6 0.544 0.974 110 0.92 0.603 0.63 3/3 0.565 0.039 110 1.75 1.537 0.63 3.73 0.565 0.973 115 0.89 0.611 0.62 3.69 0.585 0.026 115 1.69 1.556 0.62 3.69 0.585 0.971 120 0.86 0.618 0.62 3.66 0.605 0.012 120 1.64 1.575 0.62 3.66 0.605 0.969 125 0.84 0.625 0.61 3.64 0.626 -0.001 125 1.59 1.592 0.61 3.64 0.626 0.966 130 0.81 0.631 0.61 3.61 0.646 -0.015 130 1.55 1.609 0.61 3.61 0.646 0.963 135 0.79 0.638 0.60 3.59 0.667 -0.029 135 1.51 1.625 0.60 3.59 0.667 0.958 140 0.77 0.644 0.60 3.56 0.687 -0.043 140 1A7 1.641 0.60 3.56 0.687 0.954 145 0.75 0.650 0.60 3.54 0.708 -0.058 145 1.43 1.656 0.60 3.54 0.708 0.948 150 0.73 0.656 0.59 3.52 0.728 -0.073 150 1.39 1.671 0.59 3.52 0.728 0.943 155 0/2 0.661 0.59 3.51 0.749 -0.088 155 1.36 1.685 0.59 3.51 0/49 0.936 160 0.70 0.667 0.59 3.49 0.769 -0.103 160 1.33 1.699 0.59 3.49 0.769 0.930 165 0.68 _ 0.672 0.58 3.47 0.790 -0.118 165 1.30 1.712 0.58 3.47 0.790 0.923 170 0.67 0.677 0.58 3.46 0.810 -0.133 170 127 1.726 0.58 3.46 0.810 0.916 175 0.65 0.682 0.58 3.45 0.831 -0.148 175 1.24 1.738 0.58 3.45 0.831 0.908 180 0.64 0.687 0.58 3.43 0.851 -0164 180 1.22 1/51 0.58 3.43 0.851 0.900_ 185 0.63 0.692 0.58 3.42 0.871 -0.180 185 1.19 1.763 0.58 _ 3.42 0.871 0.891 190 0.61 0.696 0.57 3.41 0.892 -0.196 190. 1.17 1/75 0.57 3.41 0.892 0.883 195 0.60 0.701 0.57 3.40 0512 -0.211 195 1.15 1.786 0.57 3.40 0.912 0.874 200 0.59 0.705 0.57 3.39 0.933 -0.227 200 1.12 1.798 0.57 3.39 0.933 0.865 205 0.58 0.710 0.57 3.38 0,953 -0244 205 1.10 1.809 0.57 3.38 0.953 0.855 210 0.57 0.714 0.57 3.37 0.974 -0260 210 1.08 1.819 0.57 3.37 0.974 0.846_ 215 0.56 0.718 0.57 3.36 0.994 -0276 215 1.06 1.830 0.57 3.36 0.994 0.836 _ 220 0.55 0.722 0.56 3.35 1.015 -0293 220. 1.05 1.840 0.56. 3.35 1.015 0.826 225 0.54 0.726 0.56 3.34 1.035 -0.309_ 225 1.03 1.851 0.56 - 3.34 1.035 0.815 _ 230 0.53 0.730 0.56 3.33 1.056 -0.326 230 1.01 1.861 0.56 3.33 1.056 0.805 - 235 0.52 0.734 0.56 3.32 1.076 ,0.342 235 1.00 1.870 0.56. 3.32 1.076 0.794 240 0.52 0/38 056 3.32 1.096 -0.359_ 240 0.98 1.880 0.56 332 1.096 0.783 - 245 0.51 0.741 0.56 3.31 1.117 -0.376 245 0.96 1.889 0.56 3.31 1.117 0.772 250 0.50 0.745 0.56 3.30 1.137 -0.392 250 0,95 1.899 0.56. 3.30 1.137 0.761 255 0.49 0.748 0.55 3.30 1.158 -0.409 255 0.94 1.908 0.55 3.30 1.158 0.750 _ 260 0.48 0.752 0.55 329 1.178 -0.426 260 0.92 1.917 0.55 3.29 1.178 0.738 - 265 0.48 0.755 0.55 3.28 1.199 -0.443 265 0,91 1.925 0.55 3.28 1.199 0.727 270 0.47 0.759 0.55 328 1.219 -0460 270 0.90 1.934 0.55 3.28 1.219 0.715 _ 275 0.46 0.762 0.55 327 1.240 -0.477 275 0.88 1.942 0.55 3.27 1.240 0.703 - 280 0.46 0.765 0.55 3.27 1.260 ,0.495 280 0.87 1.951 0.55 3.27 1.260 0.691 285 0.45 0.769 0.55 3.26 1.281 -0.512 285 0.86 1.959 0.55 3.26 1.281 0.679 _ 290 0.45 _0.772 0.55 3.26 1.301 -0.529 290 0.85_ 1.967 0.55 3.26 1.301 - 0.666 - 295 - 044 0.775 - 0.55 3.25 1.321 - -0.546 295 - 0.84 1.975 0.55 3.25 1.321 0.654 - _ - 300 0.43 0.778 0.55 3.25 1.342 - -0.564 300 - 0.83 1.983 0.55 1 3.25 1.342 0.641 Mod.FAA Minor Storage Volume(cubic ft.)= 7,136 Mod. FAA Major Storage Volume(cubic ft.)= 42,409 Mod. FAA Minor Storage Volume(acre-ft.)= 0.1638 Mod.FAA Major Storage Volume(acre-ft.)= 0.9736 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 GEDLV0002_UD-Detention V2.35-EX1 Site.xls,Nbdified FM 11/18/2015,9:10 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Gerrard Corporate Headquarters Basin ID: Al-Site I Releases at 5.94cfs Inflow and Outflow Volumes vs. Rainfall Duration 2.5 2 1 .5 m m 4 m L U co • d E > 1 • •• •• • • • • •• • • - • • • •• ca • • • • - c 0.5 . . O° 00000000p00000000 OO 0 r� 0 50 100 150 200 250 300 350 Duration (Minutes) -f!—Minor Storm Inflow Volume —4—Minor Storm Outflow Volume C`• Minor Storm Storage Volume —e—Major Storm Inflow Volume —✓r Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 GEDLV0002_UD-Detention_v2.35-EX1_Site.bs,Modified FM 11/18/2015,9:10 AM Galioway Planning Architecture. Engineerinr PRELIMINARY EDB SIZING CALCULATIONS Design Procedure Form: Extended Detention Basin (EDB) Sheet 1 of 4 Designer: H. Feissner Company: Galloway Date: November 18, 2015 Project: Gerrard Corporate Headquarters Location: Weld County, Colorado 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 45.0 0/0 B) Tributary Area's Imperviousness Ratio (i = la/ 100 ) i = 0.450 C) Contributing Watershed Area Area = 9.840 ac D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm Choose One E) Design Concept (Select EURV when also designing for flood control) ® Water Quality Capture Volume (WQCV) O Excess Urban Runoff Volume (EURV) F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time VDESIGN= 0.190 ac-ft (VDESIGN = (1.0 * (0.91 * i'- 1.19 * i`+ 0.78 * i) / 12 * Area * 1.2) G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWOCV OTHER - (d6(VDESIGN/0.43)) H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft (Only if a different WQCV Design Volume is desired) Choose One I) Predominant Watershed NRCS Soil Group O A O B O C / D J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = (0.1878i - 0.0104)*Area EUR': For HSG B: EURV5 = (0.1178i - 0.0042)'Area F ,,r HSG C/D: EURVC,r, = (0.1043i - 0.0031 yArea 2. Basin Shape: Length to Width Ratio L : W = 6.0 : 1 (A basin length to width ratio of at least 2:1 will improve TSS reduction.) 3. Basin Side Slopes A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred) 4. Inlet A) Describe means of providing energy dissipation at concentrated inflow locations: GEDLV0002 UD-BMP v3.03.xlsm, EDB 11/18/2015, 9:37 AM Gagi : : flwa Planning. Architecture. Engineering APPENDIX C DRAINAGE MAPS Gaiioway Planning Architecture. Engineerinr DEVELOPED CONDITION DRAINAGE MAP Ga oway Planning. Architecture. Engineering. 6162 S. Willow Drive, Suite 320 Greenwood Village, CO 80111 303.770.8884 0 www.gallowayUS.com 02015. Galloway & Company. Inc. WI Righs Reserved LEGEND : PROPOSED MAJOR CONTOUR 490 PROPOSED MINOR CONTOUR 35 EXISTING MAJOR CONTOUR - 4900 EXISTING MINOR CONTOUR - - EXISTINGSTORMSEWER rrT•_, v PROPOSED STORM SEWER PROPOSED STORM INLET I d PROPOSED RIGHT-OF-WAY FUTURE RIGHT-OF-WAY PROPOSED LOTLINE FUTURE LOTLINTLINEE - -EASEMENT LINE GERRARD INVESTMENTS 27486 County Road 13 DRAINAGE SYMBOLS : Loveland , CO 80534 ( 970 ) 669- 1463 � I �47 � v -v BASIN ID I i "e A � � , /Al -Site v��C$�F \ • V v yx MINOR RUNOFF COEFFICIENT * .�iR'F,O FRS' \ \ fir . MAJOR RUNOFF COEFFICIENT 0.44 g 84 J� O i I I �� o \ 0. 59 acres N �yJ FO V v \ BASIN �S) �CD 19 1. • DESIGN POINT I I I I \ \ \ \ • �- I MAJOR BASIN BOUNDARY•M) N89°59'57"E 532.20' _ -�\ 50' LARINER COUNTY I _ _ - _ 95 N \ ,.�,,\ \ I SUB-BASIN BOUNDARY THESE PLANS ARE AN INSTRUMENT ROAD 501 ROM. - - - -��z�� _ -- __ \ \\\I‘ \� ` SERVICE AND ARE THE PROPERTY OFF -__ � _ _ _ _ _ \ _ _ _ PROPOSED ASPHALT OR \ `•��\� \ OVERLAND FLOW DIRECTION GALLOWAY, AND MAY NOT BE DUPLICATED, 4 \\\\ <, ADISCLOSED, OR REPRODUCED WITHOUT I 1 ion CONCRETE PARKING \\\\;\ \ THE WRITTEN CONSENT OF THE HTS AND � ‘`;‘ ,‘-;•/\ - - . - 4894-- : \ SWALEFLOWDIRECTION NFRINGEMENTSWILGBE ENFORCED AND 1I ° [z7 --- PROPOSEDj - - - - - - - ' i • \ \ : � PROSECUTED. 6' I I ADDITIONALPROPOSED �a GRAVEL (( I � `. A`�k��;: , ROW. • H` I I , o --- _ - _ _ SURFACE ( . ` \`\\\\,\ \ ROTATION: 0' - — v vAv vv 1 I o ` A V \ 30 0 30 00 90 =eat �- - - _ \`\ v_ - - - - - - - - -- - - - - -- - - - 4893 - -- - — — 4 \ \\ > FUTURE BUILDING ---- \ \ \�`.` I— i I-i I I r ^ 1 I EXISTING RESIDENCE EXPANSION •\\� \\ \� •k ` i II FE -T �J ! m o PROPOSED \\ \ t - = n� t Design Runoff Coefficients Developed Runoff O CONCRETE \\ - -` vw Basin Name Point Aroral (ac) C2 C10 C 010 Q100 W 1 '�� i APRON \\\. \ 100 `\ \�" - \ EX1 EX1 39.01 0.06 0.26 0.51 17.08 52.84 1 I 0 PROPOSED f- - - - -- - - - - - - - - - -. 4892 - - - - - - - _ . \ \�` \ - it o BUILDING ---- \ \\\ �� Q j EX1 -Site EX1 -Site 9.84 0.06 0.26 0.51 5.94 18.37 {iii III Ilt _ �_ --- _ Q (� • SITE PLAN INFORMATION IS CONCEPTUAL IN NATURE AND IS D \ I I M N89°59'57"E 297.86' onmi: A1 -Site lte \ \ \ FOR REFERENCE ONLY , SITE PLAN MAY CHANGE DURING 0 II I �� _ \ . �\ Al -Site Al-Site 9.84 0.31 0.44 0.59 11 .92 25.60 III / 0 44 '489 `\`�\ •, PLANNING PROCESS AND PLAN APPROVAL SET 0 J _ _ _ _ _ 9. 84 " LLJ J - - - 0. 59 acres \ ) `\ \\\ Q • ti.Ill I ♦ -- PROPOSED � � � _ _ � � � — � PROPOSED \\\ . `\ \• t\ � �\ ` \ I � 1� [' �. I _ _ - � i � BUILDING � � � � -4990, WASH BAY `\\ \ \\\\\�\�' V ! I1,li ( FUELING X14 `` ` `\'f. \`�� 60' COUNTY ROAD I I I I I PROPOSED ASPHALT OR STATION ii _ \\ --- \•\ \ \ H Z RIGHT-OF-WAY I I - - - - - -- - - ` \ �! F I , CONCRETE PARKING �� PROPOSED - - - - : _ `\ \\ \ . < LU III GRAVEL _ _� �� 488 1 / / - SURFACE ' ' \\ \ 9 ' � - � . 1vvv �� \ I11 � � Al - vvvv ` VJ o ;,I o 3 � � _ ' - - - ` \\ lo O II I / ' o -0,---0 ,--,0-- ___— - - \ \ T \ BOARD OF COUNTY COMM SSIONERS CERTIFICATION IIt w 0 _ Site c p > Ili _ I— // - - - — \ \ ys� \ `•\\ This is the certify that the Board of County Commissioners, Weld County, Colorado, does hereby confirm and adopt this i 0 Z V I i>.- I 1 I I 1 \ R \\ \ Specific Development Plan an Use by Special Review and Development Standards as shown and described heron I 1 ' CURB-CUTS - -- - PROPOSED WATER QUALITY AND —__ _ — _ `\ iit sib\ `\\\ �O • 1this_ day of , 20 Q -' I PROPOSED-1 PROPOSED \ s`\ ` Z I �4LON SOUTH EDGE T DETENTION POND (= 1 AC-FT \ \ ? \ \ �/ �/ �/ �- � I �+ J � ' '{- OFFICE I ' SEPTIC L-- - -- - . lee? _ \`• N 46,°-',..---...,.., \`` \\\,O \ LL IL z 10 BUILDING LEACH ``\ - \ `\\ \` \" J T- �•• I I ENVELOPE I FIELD _ J� _ _ • -- --- - \ �`\ •\ \ `\ \` \;` \ \ Chair, Board of County Commissioners Q Q I IM I L - - � III n `\\ \\ ATTEST w LL.I I - L _�-_ _ __ - \ • 1 J III , .� A v \\,\\' , e ,� , I ii \ 4886 \ `.� �`� `\� \\•\\" \ Weld County Clerk to the Board `/ I'�/ lit E rc I III I "I ' � / \� I— - -� EX1 \ \\\\ \` \\``\ \ \\ \ it \ \ \\\\\\\ V 'V g ,� I I II ��40' RIGHT-OF-WAY \��. J 11 _ % \ O aIn �/ EXPANSION \` `\ `�\ \\\`� ' _, BY: Dated. � \ E S I I II Iii - - � � �� \ � — n 32 1 il� � - \ \ \ `... • `�\\ `\\ . \ \\\\ \\ Deputy Clerk to the Boats S I i6� 151 EASEMENT - - - - - - - - - - I. 4g8� \ 0.54 acres / `vv `vv vV .yyv /. v ✓ 9 i , II I / ; \\\ � I _ _ �Po�P \\\\::: , .\\ PLANNING COMMISSION CERTIFICATION # Date Issue / Description Init. R 5 I I , , f , , _�' 11 I { - - \` \` .-,cam. QF' \ \\\ . N III r , I —�� `\\ \�G `.\ `\ \ \ \\\\\\\\ \ This is the certify that the Weld County Planning Commission has certified and does hereby recommend to the Board of County t _ , — ¢8 % \ ` . , ` _ — e' `\ �; ��\\ \ Commissioners, Weld County Colorado, for its confirmation, approval and adoption this Site Specific Development Planand Use N _ _ 13 I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ `a -- _ , \_ \ �•. `\ \�\\ •\ by Special Review as shown and described thereon this day of , 20 of m I - y - ( )-ND0°00'03"W 543 .88' � \ \N \\< \ q I IEXISTING WELLAND \ _ \\ `\ .\ ��. — Z s I I ,� ra-- " INFRASTRUCTURE TO _ \ `\ \ N \ — v I� I REMAIN . `v \• \vv . -. V A-- -F� (( _ NN F. W I f � .AvAVvv woe-�� — _ - - v A - - __ , — Ch eldCo y Planning Commission \ air, W County P nin \ \ \ \\\ 3• 0 \�\\ [ti\ '`—. `\ \ \`\ \` \\\`\\1` _ I I \\\\�\\\ \ \ \ \ I vv` Vv v v v _ ` v A`� k\v �' `vv v ` \ ‘ ./ ` V PROPERTY OWNER'S CERTIFICATION Al' O�`\ \ - \ \ \ \ A.":„./..,,T \ The undersigned major property cwner(s) do hereby agree to the Site Specific Development Plan and Use by Special Review/ . _\ _ \ \ •\ \ Development Standards as described hereon this day of , 20 `x \ . \ \ ` 4 \ \ ` • ,y. o ' , \ ��w� EXISTING ROADSIDE r `\\_- \ \ \\ • \\ •• NcS'K/ • • y \\\ \�\\\\A \ - I P SWALE _ II« \ \ \ \ \ i 6 0 1 _ - - - �. pre �. \ \ \.. • \N I I C F� \\ _ -- - - - - - - Ii\ EXISTING DIRT — .`\ \`\ \.\ n \ \` \\ •\\ \\ \•\/ , N Signature Signature E g I I , \ �� ACCESS ROAD �� ,`` \\ �\ \\\ oz \\ \\\ \\\ •\ \ \. \`\\\\ ,y. \ \ Project No: GEDLV0002.01 ' * v v i vAvv . _ ' 11: . I I I • ��,() p \ \ N A`\ \\ a, \ \I \\\ � , \ Drawn By: HHF \ p �/I �488p p \ • • O M \ \ \\\ I�c I� 9O `\ •\\ \ \\ v' \ • / • tl \\ \\;\ Checked By: JEP = w I I `y — EXISTING ROADSIDE `.\ .... �\\ \ \ \ \` \ \`�' ,,. Date: 11/04/2015 .v S' � � .vv` v• v •Ar - - ' v \v -� s EX7 \ \ - - - - - - - - - = - LE - - - - - try - - - - - -� - - - - \ _- - - - \�- - -\ ��„, I N - - \_ _ _ \ CALL UTILITY NOTIFICATIONCENTER OF - - - - - - - - - - - - - - - - � - - - _ , -4 - -_ - - - - - - - - T= = - - - - -�_' _\ Hf-f ♦N me-SE �- _ � --- - `: COLORADO 8A I B7 f� _ -48� EFL - - - - -rr- - - - -- -- --- - -- ----- -- - - - - - -- i ns �� - - - - _e-€2k - - - - -`� - . - - . - - . - - . - - . - - . - - . - - . - - . - S89°32'23"V . N = - $69°32'23 'W 53°.22' WELD COUNTY ROAD _ 2 � g Pi _ _ - _ _ - _ _ - _ _ - _ _ - _ _ - _ _ - _ _ - _ _ EXISTING CULVERT _ - _ _ - _ _ - _ _ - _ _ - _ - - _ _ - _ - _ _ - _ _ - _ - - _ _ - _ _ - _ _ _ - _ _ - _ _ - _ _ - _ - ;i.iii DRAINAGE PLAN 6 Know what's IOW, D R01 I DAYS IN ADVANCE BEFORE YOU Call before od;n DIG, GRADE, ORSEXCAVATE FOR THE MARKING OF 2 UNDERGROUND MEMBER UTILITIES. OF SHEETS Galloway FL Wing. Architecture. Enginee, PRELIMINARY DRAINAGE REPORT Gerrard Corporate Headquarters Weld County, Colorado Prepared for: Gerrard Investments, L. L. C. 27486 County Road 13 Loveland , Colorado 80534 Phone : (970) 669-1463 Prepared by: Galloway & Company, Inc. 3760 E . 15th Street, Suite 202 Loveland , Colorado 80538 Phone : (970) 800-3300 Contact: James Prelog , P . E . Original Preparation : October 29 , 2015 Revised : N/A ii Gaiioway Planning. Architecture. Engineering TABLE OF CONTENTS TABLE OF CONTENTS 1 I. CERTIFICATIONS 2 II. GENERAL LOCATION AND DESCRIPTION 3 III. DRAINAGE BASINS AND SUB-BASINS 4 IV. DRAINAGE DESIGN CRITERIA 6 V. DRAINAGE FACILITY DESIGN 4 VI. CONCLUSIONS 7 VI. REFERENCES 7 APPENDIX A - REFERENCE MATERIALS UDFCD TABLE RO-3, RECOMMENDED PERCENTAGE IMPERVIOUSNESS VALUES UDFCD TABLE RO-5, RUNOFF COEFFICIENTS, C APPENDIX B - HYDROLOGIC CALCULATIONS RATIONAL METHOD CALCULATIONS APPENDIX C - DEVELOPED CONDITION DRAINAGE MAP 1 ii Gaoway Planning. Architecture. Engineerir I. CERTIFICATIONS CERTIFICATION OF ENGINEER "I hereby certify that this report for the preliminary drainage design of the Gerrard Corporate Headquarters 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." James Prelog , P. E . Registered Professional Engineer State Of Colorado No. 39373 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER "Gerrard Investments, L. L.C. hereby certifies that the drainage facilities for the Gerrard Corporate Headquarters shall be constructed according to the design presented in this report. We understand that Weld County does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that Weld County relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with Weld County guidelines, standards or specifications. Review by Weld County can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities." Gerrard Investments, L. L. C. Name Attest: (Name of Responsible Party) Notary Public Authorized Signature 2 ii .: Gaoway Lecture. Engineerir II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION The Gerrard Corporate Headquarters (referred to herein as "the site", "project site" or "subject site") will be located in the northeast corner of Weld County Road 13 (WCR 13) and Weld County Road 56 (WCR 56). At a high level , the site is surrounded by agricultural land . More specifically, it is bounded on north by existing agricultural land and a residence ; on the south by WCR 56 ; on the east by the Union Pacific Railroad ; and on the west by WCR 13 and the Great Western Railroad . The site is approximately 0.75 miles north of the Big Thompson River. Lot B is in the Southwest 1/4 of Section 18, Township 5 North , Range 67 West of the 6th P . M. , County of Larimer and State of Colorado. Refer to sheet SP01 for a Vicinity Map. There is an off-site 25' irrigation easement at the northeast corner of the site . The easement ends at the north property line and does not continue on-site . There is a roadside ditch on WCR 13. Other than these items, there are no other major open channels, lakes, streams or other water resource facilities within and adjacent to the proposed project site. DESCRIPTION OF PROPERTY The project site consists of approximately 39.01 acres. It is currently an undeveloped tract of land zoned A (Agricultural ) that is actively farmed . The existing ground cover is very good (>75%) and consists of recently cut alfalfa (per site visit on October 3, 2015). According to the USDA NRCS Web Soil Survey, "Wiley-Colby complex, 1 to 3 percent slopes' is the predominant soil type across the site . Areas of ' Nunn clay loam , 1 to 3 percent slopes' exist along the west side of the site . The predominant soil is assigned to Hydrologic Soil Group (HSG ) 'C'. HSG 'C' soils have a slow infiltration rate when thoroughly wet. These soils consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture . These soils have a slow rate of water transmission . The percentage imperviousness calculations reference Type C/D Hydrologic Soils Groups in Table RO-5 — Runoff Coefficients, C . Refer to sheet SP01 for additional soils information . The project site will be developed into the Gerrard Corporate Headquarters by Gerrard Investments, L. L. C. The proposed improvements, which will be located in the north region of the site , include: four-(4) buildings, a fueling station , a wash bay and three-(3) parking areas . 3 ii Gaoway =cture. Engineerir The majority of the developed surface area surrounding this development (i .e. , the yard ) will consist of gravel. III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION Project site runoff flows south and ultimately into the Big Thompson River. According to FEMA FIRM Community-Panel 080266 0615 C, the site is outside of the area affected by the Big Thompson floodplain . SUB- BASIN DESCRIPTION The existing site drains south across flat grades averaging 1 .25% , and to an existing low point due east of the point at which the Great Western Railroad crosses WCR 56 . Off-site runoff from the agricultural property north of site and the residential property northwest of the site do not drain onto the project site . A small berm along the southern property line of each property appears to block excess surface runoff from draining further south and onto the subject site. We also understand that the agricultural property north of the site is currently in the development review process . The proposed development will include an on-site detention pond that will detain on-site developed runoff and release it south and through the subject site. V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT For the developed condition , runoff will follow existing drainage patterns and drain , without attenuation , to the existing low point along WCR 56 between the Great Western Railroad and the existing oil well access road . The following is a detailed description of the existing condition basin (EX1 ), the proposed condition basin (A1 ) and drainage design for proposed development. SPECIFIC DETAILS Basin EX1 represents the existing condition . An exhibit showing this basin is not included because it is identical to basin Al . EX1 includes the site area and ignores off-site flows from the area between the Union Pacific Railroad and the east property boundary. In the existing 4 ii .: Gaoway =cture. Engineerir condition , this off-site runoff flows south across undeveloped agricultural ground . This will not change in the developed condition . Basin Al represents the developed condition , and ifs delineation is identical to EX1 . Sheet DRO1 illustrates basin Al and the proposed site improvements within it. There are no proposed infrastructure improvements (e .g . , swales, culverts, storm drain systems or ponds) . Section 5 . 11 of the Criteria addresses the design of storage facilities. Considering the distributed layout of the proposed improvements (i .e. , parking and buildings) and the up- gradient location of the improvements in basin Al , we are requesting a variance to the storage criteria outlined in Section 5. 11 . In particular, the rate and timing of developed runoff, at the outfall point along WCR 56 , will change little when compared to the existing condition . For example , the 10-year and 100-year runoff coefficients increase from 0 . 16 and 0 .51 to 0 .22 and 0 . 54, respectively. This reflects the aggregate increase in impervious area from the proposed improvements. However, the proposed impervious area is not concentrated into one area , and the runoff will flow over a pervious surface (i .e . , gravel) before it reaches the undisturbed agricultural ground in the south region of the site . Similar to existing condition , excess developed runoff will not flow into the south region of the basin at a concentrated point. Instead it will be distributed along the south edge of the proposed improvements. The 10-year and 100-year runoff increase from 17. 1 cfs and 52 . 8 cfs to 20 .9 and 57 .6 cfs, respectively. The Time of Concentration (Tc) for the basin decreases from 61 .3 minutes (EX1 ) to 58. 1 (A1 ) minutes. Most of the decrease in the Tc is attributable to the slight increase in the overland flow Tc component. Water Quality will be addressed by adding a Grass Buffer (GB) strip along the south edge of the proposed improvements . Runoff from the gravel yard and proposed parking along the entrance road will pass through the GB before continuing south and onto the undisturbed region of the basin . Grass Buffer strips are typically vegetated with durable, dense and drought tolerant grasses. The GB design will be fully developed at Final Design . 5 ii .: Gaoway Lecture. Engineerir IV. DRAINAGE DESIGN CRITERIA REGULATIONS The preliminary drainage design presented herein is prepared in accordance with the Weld County Storm Drainage Criteria [Criteria] . This is an addendum to the Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1 , 2 and 3 [Manual] . HYDROLOGICAL CRITERIA Table 5-1 of the Criteria provides rainfall information for the existing condition and proposed condition hydrological analyses. The project site is proximate to the 1-25 & Tri-Town study area . The rainfall depths associated with the 1 -Hour Storm Frequency for the 10-year and 100-year storm events are 1 .68 in and 2 .68 in , respectively. For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be estimated with the Rational Method . The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g . , storm sewer sizing or simple detention basin sizing ). The Rational Method is based on the Rational Formula : Q = CiA in which : Q = the maximum rate of runoff, cfs C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i = average intensity of rainfall in inches per hour for a duration equal to the time of concentration A = area , acres The runoff coefficient was determined for each basin given the catchment's soil type and proposed developed imperviousness . More specifically, the coefficients were determined based on the proposed developed condition within each basin and for Hydrologic Soils Group ( HSG) Type 'C' soils using UDFCD Table RO-5 (refer to Appendix A). 6 ii Gaoway =cture. Engineerir Per Table 5-10 Design Storm Frequencies of the Criteria , Weld County has established the minor storm event for industrial areas as having a 10-year recurrence interval and the major storm event as a 100-year recurrence interval. VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this preliminary drainage report for the Gerrard Corporate Headquarters has been prepared in accordance with the design standards and guidelines presented in the Weld County Storm Drainage and Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 . VARIANCES Request for a variance to Section 5. 11 . 1 Detention Criteria . See above DRAINAGE CONCEPT The proposed Gerrard Corporate Headquarters storm drainage improvements should provide adequate protection for the site without adversely impacting the existing downstream storm drainage system . IX. REFERENCES 1 . Weld County Storm Drainage Criteria (Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3) , SEH , dated April 2012 . 2 . Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2 , prepared by Wright-McLaughlin Engineers, dated June 2001 (revised April 2008), and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and revised November 2010 . 7 ii Gaiioway Planning. Architecture. Engineering APPENDIX A REFERENCE MATERIALS Ga € ow flanr'P„ Arthil¢[N ¢ Englreeaym UDFCD TABLE RO -3 , RECOMMENDED PERCENTAGE IMPERVIOUSNESS VALUES DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential : Single-family Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA i _: KA i .31i' 1 .44i2 I_ 1 . 135i ❑ 0. 12E for CAI 0, otherwise C , = 0 (RO-6) CcD C KcD [0.858/; _ : 0.786i2 _ 0.774i 0.047 (RO-7) CB A - CcD �2 2007-01 RO-9 Urban Drainage and Flood Control District Gaiioway Planning Architecture. Engineerinr UDFCD TABLE RO -5 , RUNOFF COEFFICIENTS , C DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0. 15 0.25 0.37 0.44 0.50 5% 0.08 0. 18 0.28 0.39 0.46 0.52 10% 0. 11 0.21 0.30 0.41 0.47 0.53 15% 0. 14 0.24 0.32 0.43 0.49 0.54 20% 0. 17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0. 15 0.25 0.30 . 5 0.04 0. 10 0. 19 0.28 0.33 0.38 10% 0.06 0. 14 0.22 0.31 0.3 0.40 15% 0.08 0. 17 0.25 0.33 . 8 0.42 20% 0. 12 0.20 0.27 0.35 0.40 0.44 25% 0.22 0.30 0. 0.41 0.46 30% 0. 18 0.25 0.32 .39 0.43 0.47 35% 0.20 .27 0.34 0.41 0.44 0.48 40% 0.23 0. 0. 0.42 0.46 0.50 45% 0.26 0.32 .38 0.44 0.48 0.51 50% 0.29 0.35 .40 0.46 0.49 0.52 55% 0.33 0 0. 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 54 0.57 0.59 70% 0.49 0.53 0. 0.60 0.62 _ 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 8 0.70 85% 0.63 0.66 0.69 0.72 0.7 0.75 /0 0.71 0.73 0.75 0.78 0.80 0.81 _ 95% 0.79 0.81 0.83 0.85 0.87 . 8 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District gi Gaowa Planning. Architecture. Engineering APPENDIX B HYDROLOGIC CALCULATIONS il Galloway Planninn Architecture. Engineerir. PROPOSED IMPERVIOUS CALCULATIONS Galloway & Company, Inc. Job Name: Gerrard Investments, L.L.C. Galloway 3760 E. 15th Street, Suite 202 Job Number: G /26/15 02.01 Loveland, CO 80538 Date: 10/26/15 Ph: (970) 800-3300 By: H. Feissner Planning. Arciiliecture r Enter Value User Input Cell Gerrard Investments, L.L.C. Composite Runoff Coefficient Calculations Location: Weld County la Minor Design Storm: 10 Major Design Storm: 100 CA= KA+ (1.3113 - 1.44i2 + 1.135i - 0.12) Soil Type: C/D CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04) CB = (CA+ CCD)/2 Basin Design Data I (%) = 100% 90% 90% 40% 2% I (0/0) Runoff Coefficients Design AAsphalt ASidewalks ARoof Area AGravel AHistoric ATotal Basin Name ATotal (ac) Imp (%) C2 C5 CIO C100 Point (sf) (sf) (sf) (sf) (sf) (sf) EX1 EX1 33,987 0 0 0 1 ,665,362 1 ,699,349 39.01 4% 0.07 0.18 0.27 0.51 I Al Al 42.312 15.731 42,594 258,738 1 ,339,974 1 ,699,349 39.01 13% 0.13 0.23 0.32 0.54 TOTAL PROPOSED DEVELOPMENT AREA 42,312 15,731 42,594 258,738 1,339,974 1,699,349 39.01 13% 0.13 0.23 0.32 0.54 GEDLV0002_Rational Calculations.xlsx Developed C Ga lioway PROPOSED TIME OF CONCENTRATION CALCULATIONS i t Galloway & Company, Inc. Job Name: Gerrard Investments, L.L.C. 3760 E. 15th Street, Suite 202Job Number: GERLV0002.01 Gailoway Loveland, CO 80538 Date: 10/26/15 Ph: (970) 800-3300 By: H. Feissner Planr., i ,A,L iiL:..._.,H:. . .yineeri Enter Value User Input Cell Gerrard Investments, L.L.C. Time of Concentration Calculations Location: Weld County Value "Hard Coded"Value Minor Design Storm: 10 Major Design Storm: 100 2.00% min. x-slope on streets Soil Type: C/D 2.50% min. overland slope on lots Defaults to tc Urbanized Check Travel Time (t,) tc Sub-Basin Data Initial Overland Time t ( ') t,=Length/(Velocity x 60) Comp tc Urbanized Check Final Upper Time of Total Basin Design AT«ai most t, Length o Velocity t, to Urbanized (L/180)+10 C5 Slope (%) Slope (%) Type of Land Surface C, Conc Length Min (fps) (min) + t, = k Check (ft) (min) k (ft) EX1 EX1 39.01 0.16 500 1.25% 35.7 859 1.25% Tillage/Field 5 0.6 25.6 61.3 OFF 1359 17.6 61.3 Al Al 39.01 0.22 500 1.25% 33.5 838 1.25% Tillage/Field 5 0.6 25.0 58.5 OFF 1338 17.4 58.5 GEDLV0002_Rational Calculations.xlsx Developed Tc Ga € oway Planninp Architecture. Engineerir. PROPOSED RATIONAL METHOD CALCULATIONS i Galloway&Company, Inc. Job Name: Gerrard Investments,L.LC. G a : i Owa y 3760 E. 15th Street, Suite 202 Job Number GERLV0002.01 Loveland, CO 80538 Date: 10126/15 Ph:(970)800-3300 By. H. Feissner Gerrard Investments, L.L.C. Developed Storm Runoff Calculations Design Storm : 10 Year Point Hour Rainfall (P;) : 1.68 i =(28.5 P1)1((10+TCr0.786) Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time Z C V U .2 v d41 8 _Nc r c 1 v I C_•� C A .� t .� t Tr C N o O aj ~2 a 1 2 .yC b a ° a , a a g � >> € g Notes EX1 EX1 39.01 0.26 61.3 10.20 1.67 17.08 Runoff at DP EX1 drains to an existing low pant east of the Great Western Railroad along the north side of WCR 56 Al Al 39.01 0.31 58.5 12.09 1.73 20.88 Runoff at DP Al drains to an existing low point east of the Great Western Railroad along the north side of WCR 56 GEDLV0002_Rational Calculations.xlsx Q Minor Galloway&Company, Inc. Job Name Gerrard Investments,L.LC. Galloway , C 3760 E. 15th Street, Suite 202 Job N GERLV0002.01 Loveland, CO 80538 Date: 10 10126/2015 Ph: (970)800-3300 By: H. Feissner Gerrard Investments, L.L.C. Developed Storm Runoff Calculations Design Storm : 100 Year Point Hour Rainfall (P1): 2.68 I=(28.5 P1)1((10*TC)"0.786) Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time a is 9 e d O3 1- ,_ — c) g g v s — c �? c :� L m Q .a N 5' I 1 t$ fo M o it z I_ •a € Q 2 YS o 2 7S c 88"8 a. 8 8. r8 i'aC m £� _ a U _ ct W a a . g C > Notes EX1 EX1 39.01 0.51 61.3 19.79 2.67 52.84 Runoff at DP EX1 drains to an existing low point east of the Great Western Railroad along the north side of WCR 58 Al Al 39.01 0.54 58.5 20.89 2.76 57.55 Runoff at DP Al drains to an existing low point east of the Groat Western Railroad along the north side of WCR 56 GEDLV0002_Rational Calculations.xlsx Q100 Gagi : : flwa Planning. Architecture. Engineering APPENDIX C DRAINAGE MAPS Gaiioway Planning Architecture. Engineerinr DEVELOPED CONDITION DRAINAGE MAP N Ga oway Planning. Architecture. Engineering. 6162 S. Willow Drive, Suite 320 • .• Greenwood Village, CO 80111 303.770.8884 O ROTATION: 0' www.gallowayUS.com O2015. Galloway & Company. Inn. NI Molds Reserved CO 0 CO 60 90 Feet I—i I I I I I I ( IN FEET ) 1 inch = 30 ft. SHEET SIZE 243.36 LEGEND : PROPOSED MAJOR CONTOUR 49 PROPOSED MINOR CONTOUR 35 EXISTING MAJOR CONTOUR 4900 - EXISTING MINOR CONTOUR - - EXISTING STORM SEWER . . . - - m. PROPOSED STORM SEWER GERRARD INVESTMENTS PROPOSED STORM INLET H 27486 County Road 13 PROPOSED RIGHT-OF-WAY - - - - - - FUTURE RIGHT-OF-WAY - - - - Loveland , CO 80534 PROPOSED LOTLINE ( 970 ) 669- 1463 FUTURE LOTLINE - - - - I I v EASEMENT LINE - - - 1 , I 5�m ♦ � N> FUTURE DRAINAGE SYMBOLS : O I , I Oa O e i v \ BASIN ID , I I n \ � " BASIN AREA A ' ''3' ''31 0 \ \ (ACRES) \ MINOR RUNOFF COEFFICIENT !I ` \ \ \ \ \ ‘• • �A x'23 MAJOR RUNOFF COEFFICIENT �` I 1 I A \ \ a45 �� 1 A ♦ ♦ M N89°59'57"E 532.20' _ �•w• 50' LARIfrERCOUNTY I ) 95 \ \ \ THESE PLANS ARE AN INSTRUMENT OF e / / / \ 10 DESIGN POINT ROAD or RO.W. , e-- �`-0000-- • / / — \ n' ` SERVICE AND ARE THE PROPERTY OF - \ \\\< GALLOWAY, AND MAY NOT BE DUPLICATED, PROPOSED ASPHALT OR V `k�< I ' CONCRETE PARKING - \ \;\;\\X N \ IIIIIIIIIIIIIIIIII MAJOR BASIN BOUNDARY DISCLOSED, OR REPRODUCED WITHOUT•--___ _ _ _ _ X ` THE WRITTEN CONSENT OF THE t I - -- ---��_�-- __- 4894'' \` 4 \ �\\ \�\, \ SUB-BASIN BOUNDARY INFRINGEMENTS WILL BE ENFORCED AND \ ° 'k� ARCHITECT. COPYRIGHTS AND 10' I I I I ] PROPOSED � �•\ ♦ PROSECUTED. ADDITIONAL 1 :, GRAVEL `. \CNC ' \ OVERLAND FLOW DIRECTION serfR.O.W. •I I" I _ _____ _ SURFACE 0 �RC♦ `�. \�\\ \ r- -�- -- - -- _ \ \ \ \\\ I I - w % \\ \\v \ \ �- 4893 - - - - Itirtib- \\� \ I I EXISTING RESIDENCE - FUTURE BUILDING --- -- �\\ `;N 0 4r ^) 1 I N EXPANSION \ \\\`�� \ fY V ! PROPOSED `\\� 0 I - ce] CONCRETE `\ \ \ LLI 1 'a APRON \\"\t ♦ C- \ \\\ \ Runoff Coefficients Developed Runoff Et 1 O --- PROPOSED \ - - - - -- - - - - - - - - - - - - 4892 \� \ ♦ \`\` ` \n •• \\\ \ Design p BUILDING ___,_- � \ \\� \ Basin Name ATotal (ac) Iiii III I \• �\\ \ Point C2 C10 C100 010 0100 Q SITE PLAN INFORMATION IS CONCEPTUAL IN NATURE AND IS I I \ I /_ . ` •` `\\' \ EX1 EX1 39.01 0.06 0.26 0.51 17.08 52.84 MuN89 5957 'E 297.86umit . \\ `*\ . FOR REFERENCE ONLY , SITE PLAN MAY CHANGE DURING I ICI ��, '�' �. -- _ -- � , \ `�\ - PLANNING PROCESS AND PLAN APPROVAL SET 0 0 4891 \\♦ p / _ _ _ \\\`�\ \ \ Al A1 39.01 0.12 0.31 0.54 20.88 57.55 w J ' I 1 I i I I ♦ / / / PROPOSED _ / / --- - ` PROPOSED • �\• ♦ \♦n 1\\ \ \\ ./,, \ I II e _ / / BUILDING / / '4890 WASH BAY c `\� fr \ \\‘:"....4\--''..- � .+\ ,. 1 I+I�I ( FUELING � � _ ♦v `y v� - -A� . O Z H ES CORER ROADI Iri I PROPOSED ASPHALT OR _ - -_ - _ __ _ _ //7, STATION � _ y�C,� \�•,,,, \'\\ \ H Z RIGHT-OF-WAY I _ I , CONCRETE PARKING - PROPOSED \ ` ,C - - : _ . \ \ OWO G0 O LLI '� GRAVEL _/_J// \ ` _ _ - - - �` \� \\ \ 1 ' SURFACE - - _ _ _ .4889_, -eft.. \�` \�\. ��n , H co 4 \ A . Cn //�/' ]S I °- - - • • . . . . . . . _ ___ :, \ \ \ \ BOARD OF COUNTY II 1 4 . . . .a . . - - C . . . . .�. s�.v11_..� P. . . . p. . . ..: 3 . . - 4 7 . . . . V. - - . P. . . . . . . \ \ Q II I � -" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Svc. . . . . . . . . . . . . . . . . . O _ �4 _ O z I - _ _ - - - � \ y� \ This is the certify that the Board of County Commissioners, Weld County, Ueterede, does hereby confirm and adopt this Roe 0 V ' �- I I ! I 1 I PROPOSED GRASS \ \\\ \ \ �r \� \\\\\ \ Specific Development Plan an Use by Special Review and Development Standards as shown and described heron z .. II 1 ' CURB-CUTS - - -- - - - _ _ _ ` -\ \ ` BUFFER _ - \ _ _ _ \ _ _ _ _ \\ \ R7\ CAO \ `\ \ this— da of , 20 Z I LON SOUTH EDGE PROPOSEDI __ �y �/ � �� --- ,?;:;- "I •BUFLD NG FICE I - _ A887.� \\ \ • \\\\\\ \ \ '62 `.\\\\��0. , \ y LL IL O 7- U I ENVELOPE I - \\ \` -- -\ `\ \\\\ \ \��" •\ \ \ County O O PROPOSED _ A v , I� SEPTIC I _ \\ \• \\ \ \ �\\\\`„ Chair, Board of Coun Commissioners n/ rV J I J IAI LEACH _ \• ... \00\ \\ ATTEST: Li.l W I �— — — FIELD \. i J0., �, — \ ` ,,,,\ 0 O • ▪ ' I ' ,ii PROPOSED GRASS `�\ LJ 'n 4886 \ \\� ``` `.� • `\ `\\\�\• * Weld County Clerk to the Board 0 0 J qjv I - . v y g I III BUFFER I ``q—Il — /� \\ \\\ `�` \ \ R \ \`\� _: € 9 I I 40' RIGHTAF-WAY 11 �A1 \ __ , .. %\ \\\\�, . . _` a I �� '�r EXPANSION ` _ �I \\ ` `. �\ \ \�`��;'. \ BY: Dated. '� \ �\ ' s I n , +- -_ _ , 0. 32 NDeputy C 1 I Il I 151 EASEMENT - - - I •q 39. 01 / .\ .\ .\ \ \\\;�j Clerk to the Boats g n I 88,E _ 0.54 acres \\X. • = I / - ,ti � � � � � v - . .\ v `V A VA�\ \ 8 p i n / S % _ — .. QONP •\ N`\\,,� \ PLANNING COMMISSION CERTIFICATI©N 0 Date Issue / Description Init. N ' IIIII f + I I \ � .\ \\\ y��.f\. � \ `\\ ��\\\ i . \ i I _ _ - -/� \ .\ \ \`((` .� y .\ \N\ , This is the certity that the Weld County Planning Commission has certified and does hereby recommend to the Board of County fir tk I , _ --- / — ¢8 _ \ \ , \ e'G `\ ♦44\\ \ \\0` , N \ Commissioners, Weld County Colorado, for its confirmation, approval and adoption this Site Specific Development Planand Ulse a s , ) _ _ _ _ _ _ _ _ _ _ _ _ _ _ `.. — N `\0 \N \CVL \ by Special Review as shown and described thereon this day of , 20 " I (,1�4) ND0°00'03"W 543 .88' \ _ ♦ N \ �+ q I EXISTING WELLAND - - \ \ . \\ . ��/:. / INFRASTRUCTURE TO _ ` - -ht i. ) REMAIN � � _ \\ \\\ \\\ \\ \ \\`\ \\\\ `\\\ �< \ \ p 0G I0 \\ / *AP /' � i ' ' -- Cllr - - _ 4U �\ \ \ \ \ ` --• \\ \\\ \ � \ \\ ` \\� \\\\ \ eA�Q 83 • - �- _ . J \ \ • et,\V A� \\\•Z(‘ '\•.:\ u I \mo o.\\t �o ez�� - _ _ — — Ch Weld County Planning Commission v N`. vv '-u ♦ air, W unI P nin C N..N�� . _ `vim A N N� v vvAvv ♦ 10 g I I ` \ ` �\• `\\ \ \ ♦`\\ \\ < , \ \ PROPERTY OWNER'S CERTIFICATION) r \ \\\ 5 I .O'ery`v / �r92� v N N. ` `. vv `v ��x — „ \ ." \ \ \ \ •♦ \F . The undersigned major properly cwner(s) do hereby agree to the Site Specific Development Plan and Use by Special Review/ . _♦ _ N • \ \ \ Development Standards as described hereon this day of , 20 N • `x . . \ •\ \OA° Stir O •I 1-' I p r:(<0 .CI �� EXISTING ROADSIDE \\\ f \ \ \ \• N R `\ `� \ " \ O1 SWALE _ _ \ \ \ \\ YF . t \ �� V ,- i 1 v- vim .v . ` . 0, A A A '•N. V A•A. 3t• o I C \ �jp \\ _ -- - - - - - - _ - li\ EXISTING DIRT - \ - - \ _ _ \`. .`. \�\ O C \\ \\ `.\ \� �� N Signature Signature E g I I \ \ /lj� ACCESS ROAD `� \`\ \� \\ \\` oz \\ 0 \\ n\\ ♦ \ \\, \\\\\\ ./ \ \ Project No: GEDLV0002.01 a'- vvv v-v _ v ♦ I vAvvF _ $� '-`' I I I \ �� , 1 � \ \ \\ \ \ \_ \\\ \ \ o'` \ \ \\ \♦ w • ...- .g• I I N t1 \\ ` \.., \ Drawn By: HHF S i I • c \ '9O / I \. .\ \ \ ♦\ to \rri II \\ \\;\ Checked By: JP - — - - \ \ _ _ \- \ \\ EXISTING ROADSIDE `.\ `.0. �.\ \ r \` \\� ,,. Date: 8/18/2015 A vvvv SWALE . .� . 0 AV yr - - � AV Ni.‘�� al S - — - Al T— - _— _ — - _ — _ �\ ` — — \\ CALL UTILITY COLORADO NOTIFICATION CENTER OF m N I N ' - - -_ 4 - - - - - - - - - _ - - - - - - - - - - = - - - � � - - - - - -� �_- - - _ _ _ _•- - - - 87 . 0 w - cc_ _ 4878 ___ 1 2 -_ - . _ _ . _ - _ - . -S89'32 23 V -:.. -.., icrt w . — _ . _ — . _ — . — _ . _S89°32'23"VV 530.22' — _ . - - . _ ♦♦� ♦ ■ i � ♦F� � � E n �� ♦� ♦♦� Inn if ♦♦af m 'e- ,� EXISTING CULVERT WELD COUNTY ROAD _ — _ _ — _ _ — _ _ — _ _ — _ _ _ — _ _ — _ _ — _ _ — _ _ Pi it'if DRAINAGE PLAN It It 0 6 Know what's bel010 oot, r in c LT D RU 1 Coll , ef_ re . o DIDAYS IN ADVANCE BEFORE YOU G, aeCun, ORSXCAVATE FOR THE MARKING OF r� �+ _ t UNDERGFOUND MEMBER UTILITIES. OF L SHEETS IEET\7 H:\Gerrard Investments\GEOLV0002.01 NCR 13 & WCR 56\CADD\Temporary\Hermon\GEDLV201DR01.dwg LAYOUT NAME DROI DATE: Nov 15, 2015 — 1258pm CAD OPERATOR: hermon_felsoner UST OF NNEFS [x—GEDLV2.01_E—Map] [x—OFTV Y1.01_E—Site] [x—GFrl V2.01_E—Topo] (x—GEOLV2.01_E—Ut ) [x—GEDLV2.01_TB] [x—GEDLV2.O1-P—Stte] [GERJ egend_ORN] [GER_Legend_DRNJJt] 01 0 O C CS O DO A_ 2 O D 0_ 71 Do is JJ Q m O -i o p C 0 z -< r O 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J 1 _ - _ - _ _ _- - — ! - - - - - - - - - N00"0003"W 450.73' - - - - - - - - - - - - - - - - - - - WELD COUNTY ROAD 13 - - - - - . . . . . . . . _ _ - - - - n — — — em s -- - - -- ============_— _ _-_-=r_=. \ _+s-R - I - - - - _ L- ti - - - - - - - - - - - - - - I - - / // . 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