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Home My WebLink About20173532.tiffUSE BY SPECIAL REVIEW (USR) _ APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17Th AVENUE * GREELEY, CO 80631 .w.wel dgo v. co m * 970-353-6100 EXT 354D * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE #ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 2 1 8- 2 6- 4 - o 0- 0 2 7 Address of site: 22994 CR 30, Hudson, CO 80642 (*A 12 digit number on Tax I D. information, obtainable at r w .w erdcov.com). Legal Description: PT SE4 26-3-65 LOT C REC EXEMPT RE -3453 Section: 25 Township: 3 N Range: 65 W Zone District: A Acreage: 87 +1- Fioodplain:OYON Geological Hazard:oYEN Airport Overlay:OYGN FEE OWNER'S) OF THE PROPERTY: Name: Thomas. Dusty & Karrie Company: DT Bar Welding Service, Inc. Phone #: (417) 483-9419 Email: Street Address: 22994 CR 30 City/State/Zp Code: Hudson, CO 80642 Name: Company: Phone #: Street Address: Email: City/StatetZip Code: Name: Company: Phone #: Street Address: City/State/Zp Code: Email: APPLICANT OR AUTHORIZED AGENT. (See below- Authorization must accompany all applications signed by Authorized Agents) Name: Kelsey Bruxvoo_ Company: A PROfessionals Phone #: (970) 535-9318 Street Address: 3050 67th Ave Email: kbruxvoort@agpros.com City/State/Zip Code: Greeley, CO 80634 PROPOSED USE: USR for steel fabrication shop and oil and gas support company for various agricultural and oil and gas service equipment. 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 bestof my (our)knowledge. Signatures of all fee owners of property mustsign 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 Science must be included indicating that the signatory has to legal authority to sign for the corporation. iSlanbS 'Wit (ph Signatu : Owner or Authorized Agent Date Print Name Signature: Owner or Authorized Agent Date Print Name Rev 412016 .essiona is AGPROf • 1 DEVELOPERS OF AG ICIP.LU RE SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Thomas -DT Bar Welding Service, Inc. Planning Questions: 1. Explain, in detail, the proposed use of the property. The property owner is requesting a Use by Special Review (USR) for a steel fabrication shop for various agricultural and oil and gas service equipment and oil and gas support business. Operations will be in the designated area with proper safety and ventilation. The remainder of the operation areas will be used to store equipment, raw materials and finished product utilized in business operations. This site will not be used as a retail site for public access and purchasing. A sign will be located in the northeast corner of the property as shown on the plat. The sign will meet the sign requirements as stated in the Weld County Code. Outdoor lighting will be located on the building and included with the building permit application. Light poles are not proposed. All lights will be shielded and directed down as required in the Weld County Code. A 2 -Lot Recorded Exemption application has been submitted for the subject property. The USR will encompass Lot B of this Recorded Exemption. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. This USR application has been prepared utilizing the process outlined in the Weld County Code and Procedural Guides. The Guiding Principles of the Comprehensive Plan found in Section 22-1-120 states, "Land use changes must afford flexibility based on the specific location and the particular circumstances encountered within the locality. It is also important to weigh the cumulative impacts that specific land use changes will have." This proposal is respectful of surrounding uses. The application is consistent with Section 22-2-20 G. A. Goal 7. "county land use regulations should protect the individual property owner's right to request a land use change. and 2. A. Policy 7.2. Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region." The products to be fabricated on site are used extensively by the agricultural and oil and gas support base in Weld County and throughout Colorado. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th, Avenue, Greeley, CO 80634 970.535.9318 /office • 970.535.9854 I fax • www.agpros.com Page 2 of7 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. The proposal is for the manufacturing, fabrication and finishing of agricultural and oil and gas equipment and oil and gas support business in the Agricultural Zone. This proposal is allowed in the Ag Zone as a Use by Special Review as called in Chapter 23, 23-3-40. 23-3-40 A. Mineral resource development facilities including: 2. Oil and Gas Support and Service. B. Agricultural Service establishments primarily engaged in performing Agricultural, animal husbandry or horticultural services on a fee or contract basis, including: 4. Farm equipment sales, repair and installation facilities. Adequate provision has been made to protect the health, safety and welfare of the inhabitants of the neighborhood and the County. Operation Standards as found in Section 23-2-260 of the Weld County Code were consulted in preparing this application. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The surrounding area has multiple uses including production agriculture, dairy farms, commercial compost facilities and oil and gas production facility and support businesses. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The facility will be operational 24 -hours a day, 7 -days a week. The primary hours of operation are 5 A.M. to 10 P.M., 7 -days a week. Occasional operations outside of the primary hours may be required due to the oil and gas industry service needs. 6. List the number of full time and/or part time employees proposed to work at this site. It is proposed that ten (10) on -site full time employees will be employed at this site for fabrication and finish business operations. Approximately seventy (70) employees total may access the site daily. 7. If shift work is proposed include the number of employees per shift. Shift work is not proposed. Page 3 of 7 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. It is proposed that seventy (70) full time employees will use this site. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. N/A 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) Lot surfaces will be rangeland grass with improved gravel surfaces in operations areas. The operations area will be approximately five (5) acres. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? An improved gravel surface parking area will be provided, parking spaces cannot be designated. One handicap space is proposed. This facility is not open to the public. 12. Explain the existing and proposed landscaping for the site. The subject property is currently non -irrigated rangeland. Landscape treatments for the site are limited to non -irrigated seed that will be applied only to areas of the site that are disturbed during construction. No other landscape treatments are proposed as water for landscaping maintenance is not available. 13. Describe the type of fence proposed for the site. (e.g. 6 -foot chain link with earth tone slats) A 6-8 foot chain -link security fence is proposed around the operations area. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. Outdoor storage is internal to a large site. Screening will be provided with adequate distance buffering from neighboring residences and the road. No additional screening is proposed. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Reclamation procedures include compliance with applicable regulations and operating as a dry shop. Should the facility be permanently discontinued, it would be marketed under applicable county planning and zoning regulations to its greatest and best use. 16. Who will provide fire protection to the site? The Platteville-Gilcrest Fire Protection District will provide fire protection to the site. Page 4 of 7 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. No off -site improvements are proposed. On -site improvements include a building and septic system, improved gravel operations area, and a drainage quality feature. The remainder of the site will remain unimproved. On -site improvements are expected to occur upon completion and acceptance of the USR. Engineering Questions: 1. Describe how many raundtripslday are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = trip in and I trip out of site) Typical vehicles accessing this site include employee and owner vehicles, vender and service trucks. The following numbers are anticipated upon full build -out of the site. 11/2 ton goose -neck trucks: 30 VPD Pickups and cars: 7O VPD for full time employees Dump trucks: 4 VPD 2. Describe the expected travel routes for site traffic. The existing access to this property is via a private drive, which extends approximately half a mile north of the property to WCR 3O. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) 1OO% of traffic will come into the site from the north via. WCR 30. It is projected that 5O% of traffic traveling along WCR 3O to the site will come from the east via WCR 49 and 5O% will come from the west. 4. Describe the time of day that you expect the highest traffic volumes from above. The highest traffic volumes will be generated during morning hours between 5 A.M.. to 7 A.M. 5. Describe where the access to the site is planned. The existing access to this property is located on WCR 3O approximately 1 -mile west of WCR 49. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23-12-30 F.1. Page 5 of 7 A. Does your site qualify for an exception to storm water detention? If so, describe in a drainage narrative the following: 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property The parcel is located in a non -urbanizing region with the proposed development having less than 10 cubic feet per second (cfs) for the 100 -year, 1 -hour storm event. Therefore, it is exempt from storm water detention. The site is relatively flat with slopes from 0 to 3% towards the northeast of the site. Off -site flows from the west through the property and continues south towards the South Platte River. Historically, there have been no previous drainage issues with the property. D. Does your site require a storm water detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. Although the site is exempt from detention, a water quality pond is proposed to treat the water quality capture volume. A drainage narrative, completed by a Colorado Licensed Professional Engineer is included with this application. Environmental Health Questions: 'I. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. A new well is proposed. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. A new commercial septic system is proposed. Page 6 of 7 3. If storage or warehousing is proposed, what type of items will be stored? Storage and warehousing is not proposed to be a main activity of this request; however, outside storage of iron, hardware, welding supplies, and installation equipment will be stored on site to accommodate daily business requirements. Finished product may be stored outside temporarily while awaiting pick-up. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. See Nuisance Management Plan, Waste Management Plan included in the application packet. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. No fuel storage is proposed on -site. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. No vehicle washing is proposed on -site. 7. If there will be floor drains indicate how the fluids will be contained. All floor drains will be directed to a vault as described in the Nuisance Management Plait 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) No air emissions are anticipated from this site. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) The facility will adhere to the maximum permissible noise levels allowed in the Agricultural Zone District. Sources of light will be shielded so that light rays will not shine directly onto adjacent properties where such would cause a nuisance or interfere with the use on the adjacent properties. Neither the direct, nor reflected, light from any light source will create a traffic hazard to operators of motor vehicles on public or private streets. No colored light will be used which may be confused with, or construed as, traffic control devices. The property owner or operator will be responsible for controlling noxious weeds on the site. Trash will be collected in a covered, confined trash dumpster and removed at least Page 7 of 7 weekly by B&C Refuge or alternative trash removal company as described in the Nuisance Management Plan. All roadway, parking and operations areas will have improved gravel surfaces. Watering of surfaces will occur as necessary to suppress dust. 11. Additional information may be requested depending on type of land use requested. N/A Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. There are no existing structures on the subject property. A 10,000 square foot fabrication shop is proposed. 2. Explain how the existing structures will be used for this USR? N/A 3. List the proposed use(s) of each structure. Proposed shop: A metal fabrication shop for various agricultural and oil and gas service equipment. AGPROfessionals DEVELOPERS OF AGRICULTURE Thomas -DT far Welding Service, Inc, Nuisance Management Plan Dust Abatement Plan Existing gravel and/or road base will be used at the entrance and on internal roadways to control dust onsite. Should it be necessary to mitigate for excessive dust, a water tanker truck or portable sprinkling system may be used for moisture control on roadways. Waste Management Plan There will be no storage of wastes on this site. All materials will be in the production stream, recycled or collected in dumpsters and sent to the landfill. All materials not collected in dumpsters will be stored inside. Chemicals stored on site include standard household cleaning items and the volumes very minimal. While oil changes are not anticipated to be done on site, if necessar, used oil and anti -freeze is hauled off site to an appropriate facility such as LaSalle Oil Company, , 320 North 1st Street, La Salle, CO 80645 (970) 284-5255. All shop floor drains will drain to a vault and hauled off site to an appropriate facility such as Waste Management of Northern Colorado, 40950 Weld County Rd. 25 Ault, CO 80610, (866) 482-6319. Any wastes produced from employees will be contained in a dumpster and hauled off regularly by a sanitation service such as B&C Refuse, Platteville, CO 80651, (970) 785-2908. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Greeley, CO 80634 970.535.9318 /office o 9703319854 / fax n www.agprosscom Weld County Public Works Dept. 1111 H Street PD. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Kelsey Bruxvoort _ Name Thomas, Dusty & Karrie Company ACSPRQfessiDrials Address 22994 CR 30 Address 3050 67th Ave City _ Hudson State CO Zip 80642 City Greeley State CO Zip 80634 Phone (417) 483-9419 Business Phone (970) 535-9318 Fax (910) 535-9854 E-mail kbruxvoort@agpros.com Parcel Location & Sketch The access is on WCR 30 Nearest Intersection: WCR 30 & WCR 47 Distance from Intersection 0' Parcel Number 121326400027 Section/Township/Range Section 26, T 3N, R 65W Is there an existing access to the property? Number of Existing Accesses_ I C Road Surface Tyr e & C ►nstruction Information Asphalt Gravel Treated Other Culvert Size & Type Materials used to construct Access Construction Start Date Finish Date Proposed Use o Temporary (Tracking Pad Required)! $75 w Small Commercial or Oil & Gas/$75 ❑ Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? Fax E-mail A = Existing Access A= Proposed Access ies • WCR ee N c trentvtt tamsit #. - -- alders ❑ Single Residential/ 75 ❑ Large Commercial/$150 ❑ No r USR s e� PC Q kit ❑ Industrial/150 o Subdivision/150 RE ❑ PDD a Other Required Attached Documents - Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Signature �s --- Printed Name At vv'0or Date ti's 1 Approval or Denial will be issued in minimum of 5 days. Revised Date 6/29/10 Approved by 16 AGPROfessionals DEVELOPERS OF AGRICULTURE Use by Special Review (USR) Access Permit Pictures Prepared For: Dusty & Karrie Thomas Property Location: PT SE4 Section 26, T 3N, R 65W Access Locations: One (1) existing access along Weld County Road (WCR) 30 Existing access: Along WCR 30, approximately 5,100 feet west of WCR 30 and WCR 49 View to the South ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue a Greeley, CO 80634 970.535 9318 /office a 970,535.9854 / fax www,a iros,com Page 2 oft View to the West View to the East WELD COUNTY DRAINAGE CODE STANDARDS AND CRITERIA VARIANCE REQUEST FORM -FOR ENGINEERS CODE SECTION 23-12-150 Pre-Application/Case Number rgte 11w O in Parcel Number ( tZ1.4p'000 l Legal Description n 5E:s ' - Section/Township/Range e aa• 65 �t . 4 I a Lam l e LitcL' , Consultant Engineer for (-N15raiz {,r te` N .-- ("Applicant"), understand and acknowledge that the Applicant is seeking land use approval of ra' r - let: AG ` iv -%.1 APPDiC .F Ionr (description of use) for the parcel described above. I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant, that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described Qr E t-tit)ct �`� : (:);(\ 41 4: ,L is certification is not a guarantee or warranty either expressed or implied. 4 " ' a I! j n, i(7,19 l a (Engineer's Stamp) Engineer 0 4 � #, n e 9 , a.,t �..� ti ine 4 Pito Applicant, understand and agree: that the intention of the Weld County (Code is reduce iris acts of development on neighboring downstream properties and the public, that I am responsi le to ensure no negative impacts to offsite properties occur, and that Weld County does not assume liability for damages from storm drainage. If this variance request is approved it is not precedent setting and is based on site specific constraints. Applicant S o ature Please attach a separate document (Exhibat A) addressing the following: 1. Describe the design criteria of the Weld County Code of which a variance is being requested. 2. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. 3. Meet the design intent of the Weld County Code. 4. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare, 5. Demonstrate there are no adverse impacts, from stormwater runoff, to the public rights of way and/or offsite properties as a result of the project. Planning signed by Director Director Approval or appointee: indicated when ii Planning Director Name Signature Date of Approval 11/0312015 w Weld County Col4i•ado Department of P annin Services l Development Revitew 1555 17th Avenue, Greeley. CO 80631 1 Ph: 970-353-6100 I www.comekl.co.usiDeparlmentsfRanningZoningt ientsfPfannIngZoningr Itczn-oo5t eftnewis WELD COUNTY DRAINAGE CODE STANDARDS AND CRITERIA VARIANCE REQUEST FORM -FOR ENGINEERS CODE SECTION 23-12-150 Pre-Application/Case Number FRC 11- FIZZ Parcel Number 113 Ve4t00�� Legal Description TW _ Cop 3 _ ' G'S lei Ce 5ectionlTawnshiplRange Z4v - 3- 45 ego - 3A-55 I k,12 ( keLA -I--e ( - Consultant Engineer for 'F r '13 y ( , ti ("Applicant"), understand and acknowledge that the Applicant is seeking land use approval of r{p Y jtr. / f nil PPt.1 ra orb (description of use) for the parcel described above. I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant, that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described o YExIeliipitA :This certification is not a guarantee or warranty either expressed or implied_ f .��,. (Engineer's Stamp) /Jt zy _ i Applicant, understand and agree., that the intention of the Weld County Code is reduce i m .acts of development on neighboring downstream properties and the public, that I am responsible to ensure no negative impacts to offsite properties occur, and that Weld County does not assume liability for damages from storm drainage. If this variance request is approved it is not precedent setting and is based on site specific constraints. Engineer of j Applicant S ature Please attach a separato_document (Exhibit A) addressing the follovvdn Seleattri4tIviradli;( 1. Describe the design criteria of the Weld County Code of which a variance is being requested. 2. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. 3. Meet the design intent of the Weld County Code. 4. Demonstrate that granting of the variance Will still adequately protect public health, safety, and general welfare. 1 5. Demonstrate there are no adverse impacts, from stormwater runoff, to the public rights of way and/or offsite properties as a result of the project. Planning Director Approval indicated when signed by Director or appointee: rL1;,a4'��, lan�ning Director Name Signature ea1zs 1 t÷r Date of Approval 11/0312015 id County Dep rim not o1 Planning ni I Development Rai 1555 17th Avenue Greetey Co .80631 1 Ph° 970.353.61 00 I wrw+w cpmeldi.co usiDeparImentb!Plenntl Zonrg/ Colorado AGPROfessionals DEVELOPERS OF AGRICULTURE August 16, 2017 Hayley Baizano Weld County Planning Department 1555 N 1.711 Avenue Greeley, CO80631 RE: Dusty Thomas USR Exemption AGPRO Project # 2824-01 Dear Ms. Balzano, AGPROfessionals (A PRO), on behalf of DT Bar Welding Service, Inc. submits the following response to your email dated July 14tb, 2017. I. On this variance, I am looking for some additional information supporting that allowing the variance will not have any adverse impacts. For example, does the proposed WQCV capture the additional approximately 4 cfs flowing off of the developed portion of the USR, or does the additional runoff infiltrate prior to reaching the property line (since the site has type A soils) ? A. In the Drainage Narrative dated July 16th, we stated that less than 10 cfs of runoff would be generated by the proposed development. The approximately 4 cfs of runoff that makes up the difference between the existing and proposed development should be routed via overland flow across the property and towards the proposed water quality pond. The water quality pond is intended to slow the peak flow rate and provide treatment during storm events. In a 100 -year storm event, where the additional approximately 4 cfs could occur, the proposed water quality pond should act as a flood control measure. B. The saturated hydraulic conductivity (sat) for the type A soil located at the site can range from 6 to almost 40 inches per hour. This would allow for high infiltration rates of the stormwater and should decrease flowrates leaving the property. C. The proposed water quality pond should also impact the timing of the peak flowrate and should minimize a downstream impact due to releasing the stormwater at a historic rate. Should you have any additional questions, please contact me at 970-535-9318 or electronically at ctevelde@aprosicon. Sincerely Chad TeVelde, P.E. Senior Engineer ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Greeley, CO 80634 970,535.9318 /office 0 970.535.9854 / fax 0 www.agpros.cnm Preliminary Drainage Narrative For Thomas -DT Bar Welding Service, Inc. Use by Special Review Part of the SE1/4 of Section 26, T3N, R65W of the 6th P.M., Weld County, CO AGPROfessionals DEVELOPERS OF AGRICULTURE AGPROfessionals 3050 67t1 Avenue Greeley, CO 80634 (970) 535-9318 6/16/2017 Thomas -DT Bar Welding Service, Inc. Table of Contents Table of Contents ii Certifications 3 Summary Introduction 5 1. Location 5 2. Property Description Historic Drainage 1. Overall Basin Description 5 2. Drainage Patterns Through Property 5 3. Off -site Drainage Flow Patterns 5 Drainage Design Criteria 1. Development Criteria 2. Hydrological Criteria 3. Hydraulic Criteria 7 Drainage Facility Design 7 L General Concept 7 2. Specific Details Conclusions List of References Appendices Thomas -DT Bar WA -lino- S' rvicr fflr Certifications I hereby certify that this drainage narrative of the Thomas -DT Bar Welding Service, Inc.'s USR property was prepared under my direct supervision in accordance with the provisions of Urban Drainage and Flood Control District criteria and General Drainage Conee stsfor the owners thereof. 0 LIB N. T co 0 9 . 0 • . 6 O 64D 5 A t a 44br Chad TeVelde, P.R. AGPROfessionals 6/16/2017 Preliminary Drainage Narrative Page 3 of 9 AGPROfessionals, 3050 6741' Avenue, Greeley CO 80634 * 970-535-9318 * www,a. ros.eom Thomas -ITT Bar Welding Service, Inc. Summary The proposed USR site is a parcel that is currently a vacant lot. The applicant is proposing the development of a shop and gravel parking lot. The site is located in a non - urbanizing region with the proposed development having less than 10 cubic feet per second (cfs) for the 100 -year, 1 -hour storm event. Therefore, it is exempt from stormwater detention per Article XII, Storm Drainage Criteria, Section 23-12-30 Drainage Policy. F. Exceptions. 1. Exceptions to stormwater detention shall not jeopardize the public health, safety, and welfare of public and private property and shall be limited to the following: a. No stormwater detention will be required for sites that meet any of the following conditions. Requirements of the Municipal Separate Storm Sewer System (MS4) areas remain applicable. 10) NON -URBANIZING areas where the total project stormwater runoff of less than, or equal to, 10 cfs for the 1 - hour, 100 -year, storm event. 6/16/2017 Preliminary Drainage Narrative Page 4 of 9 AUPROfessionals, 3050 67th Avenue, Greeley Co 80634 * 970-535-9318 * www.agpros.com Thomas -ITT Bar Welding Service, Inc. Introduction 1. Location The project site is part of an 88 -acre use by special review (USR) property that is currently a vacant lot with oil and gas structures. The property is located in part of the Southeast 'A of Section 26, T3N, R65W, 6th PM. This site is located just south of Weld County Road (WCR) 30 and north of the town of Hudson, CO. The properties surrounding the site are undeveloped, agricultural farm land and residential properties to the south of the site. The property is bordered on the east side by WCR 47. A topographic map that displays the vicinity of the site is shown in Appendix A. 2. Property Description The applicant is proposing the development of approximately 5 acres of the 88 -acre property. The proposed development is a shop with a gravel parking lot, The site is currently vacant and is in a non -urbanizing region. The majority of the soil is well drained, hydrologic soil group A (see USDA -MRCS soil report in Appendix A). Historic Drainage 1. Overall Basin Description The site has a relatively flat topography with slopes from 0 to 3% predominately towards the eastern side of the property. A topographic map was downloaded from the Weld County Property Portal and is shown in Appendix A. Historically, there have been no previous drainage issues with the property. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property was mapped on panel 08123C 193 E. The site is not currently located within a 100 -year floodplain. 2. Drainage Patterns Through Property The site is located in rural Weld County and is surrounded by undeveloped, agricultural land. A Drainage Master Plan for the site area is not currently available. The site is on somewhat of a highpoint for the area and is generally northeast sloping. Historically, the basin drainage flows towards the northeast and ultimately flows towards the South Platte River. 3. Off -site Drainage Flow Patterns Offsite flows from the west should flow west towards the West Neres Canal and should continue to flow south towards the South Platte River. Offsite flows from the south and east should flow towards the southeast towards the East Neres Canal and should continue 6/16/2017 Preliminary Drainage Narrative Page 5 of 9 AUPRofessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Thomas -DT Bar Welding Service, Inc. to flow south towards the South Platte River. Offsite flows from the north should be split between flowing towards the west and the east and into the West Neres Canal and East Neres Canal. Therefore, an increase in runoff is not expected. Drainage Design Criteria 1. Development Criteria Although the site is exempt from detention, a water quality pond is proposed to treat the water quality capture volume (WQCV). This proposed drainage design was developed using the criteria set forth in the Urban Drainage and Flood Control District (UDFCD) Volumes 1, 2 and 3 and the Weld County Engineering and Construction Criteria (WCECC) manual. 2. Hydrological Criteria From NOAA Atlas 14 Hudson, CO precipitation station, the estimated rainfall from the 10 -year, 1 hour precipitation is 1.39 inches and the 100 -year, 1 hour precipitation is 2.65 inches (see Appendix A). These values were used for runoff calculations and to design a WQCV pond. Percentage of imperviousness was determined using the recommended values from UDFCD and WCECC. A percentage of imperviousness of 2% was used for the historic site. The overall percentage of imperviousness for the proposed site was determined to be approximately 30% (see Appendix A). Using these design storms and the Urban Drainage Flood Control District (UDFCD) Detention Basin spreadsheet, the runoff volumes and flowrates were estimated using the Modified FAA method. Peak runoff flowrates were calculated for the proposed site and are shown in Table 1 below. Peak runoff flowrates were calculated using the time of concentration, runoff coefficients, and the precipitation depths in the UDFCD spreadsheet (see Appendix A). Table 1: Peak Runoff Flowrates Peak Runoff 10 Year F lovvrate Peak (cfs) 100 Year Peak Flowrate (cfs) Historic Site 0.97 5.83 Proposed Site 3.47 9.80 cfs = cubic feet per second The WQCV pond size was determined to be approximately 0.065 acre-feet (see Appendix B). The proposed WQCV pond is designed to drain in 40 hours. 6/16/2017 Preliminary Drainage Narrative Page 6 of 9 AUPRofessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Thomas -DT Bar Welding Service, Inc. 3. Hydraulic Criteria The proposed WQCV pond will be designed to have an orifice plate up to the top of the WQCV elevation. The emergency spillway crest will be set at the WQCV elevation and will have 4:1 side slopes to the top of the pond. A preliminary stage storage curve is shown in Appendix B with an arbitrary pond bottom elevation of 100.00 feet. Preliminary WQCV and spillway design calculations are shown in Appendix B. The proposed detention pond is designed to contain more than the 0.065 acre-feet of the WQCV with an additional 1 feet of freeboard. Drainage Facility Design 1. General Concept A WQCV pond is proposed on the northern side of the property. Runoff from the 100 - year storm event should flow towards the proposed pond. The pond is designed to discharge in 40 hours and should discharge at the historic rate into the existing roadside ditch. 2. Specific Details Maintenance access will be located on the northern property boundary. This access is also proposed to be the accesses onto the site, and will thus serve a dual purpose. A. Scheduled maintenance Scheduled maintenance will occur during daylight, week day hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and areaaround the pond on a monthly basis during the growingseason and as needed during the cooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. Inspect the pond and outfall structure for any non routine maintenance needed. B. Periodic or Non -Scheduled Maintenance Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structures should be inspected after significant storm events. 6/16/2017 Preliminary Drainage Narrative Page 7 of 9 AUPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Thomas -ITT Bar welding Service, Inc. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfal l structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet Weld County stormwater discharge requirements, the owner should assess the corrective action needed and have the detention facility restored by properly trained personnel. Conclusions This drainage narrative is consistent with the Weld County Engineering and Construction Criteria and the UDFCD Criteria Manual. An increased risk of damage from storm runoff is not expected since the site is located in a non -urbanizing region with the proposed development having less than 10 cfs for the 100 -year, 1 -hour storm event, Additionally, the WQCV pond will treat stormwater runoff prior to discharging at the historic rate. We recommend that the site is exempt from stormwater detention per Article XII, Storm Drainage Criteria, Section 23-12-30 Drainage Policy. 6/16/2017 Preliminary Drainage Narrative Page 8 of 9 AUPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Thomas -DT Bar Welding Service, Inc. List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 13 June 2017. <https:/lm sc. fema.govlportal>, ►'Property Portal - Map Search," Property Portal - Map Search. Weld County, Web. 13 June 2017. <https://www.co.weld.co.usimapslipropertyportalPacct=P1779500>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil Survey. USDA - NRCS, 2006. Web. 13 June 2017. <http://websoilsurvey.sc.egov.usda.gov/App/Weboilurvey.aspx>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM: Volume 1 Management, Hydrology and Hydraulics. UDFCD, Jan. 2016. Web. 13 June 2017. <http://udfcd.org/volume-one>. "Weld County Engineering and Construction Criteria Manual." Weld County, 2012. Web. 13 June 2017. <https://www.weldgov.com/UserFiles/Servers/Server 6/File/Departments/Public%2OWo rks,Engineering/WCECC%20Manual.pol>. 6/16/2017 Preliminary Drainage Narrative Page 9 of 9 AUP'Rofessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Thomas -DT Bar Welding Service, Inc. Appendices A. Hydrologic Computations a. T o po/Vicinity Map b. USDA -MRCS Soil Report c. NOAA Atlas 14 Rainfall Maps d. FEMA Firm Map e. Percentage of Imperviousness f UDFCD Runoff Calculations B. Hydraulic Computations a. UDFCD WQCV Calculation b. UDFCD Stage Storage c. UDFCD Spillway Calculations C. 24 x 36 Maps a. Proposed Site Plan Thomas -DT Bar Welding Service, Inc. APPENDIX A Hydrologic Computations This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION USDA United States =-- Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part May 25, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gavlwpsl portal/n reslm ain /so i l sf health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.govllacatorlapp?agency=arcs) or your N RCS State Soil Scientist (http://www. nres.0 sda.gov/wps/portal/nresfd etail/soils/contactu sl? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the N RCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys A►re Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Southern Part 13 69—Valent sand, 0 to 3 percent slopes 13 70 —Talent sand, 3 to 9 percent slopes 14 72 Vona loamy sand, 0 to 3 percent slopes 16 References 18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Feet 0 250 500 1000 1500 Map projection: Web Mercator Corner coordinates: WG584 Edge tics: UTM Zone 13N WGS84 Custom Soil Resource Report MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils O Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features tv Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot .74 4:4 74 0 O V a i • 90 0 324 Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale.. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 15, Sep 22, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 16, 2012 Apr 13, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOl Percent of AOI 69 Talent slopes sand, 0 to 3 percent 30.8 26.7% 70 Talent slopes sand, 3 to 9 percent 51.8 44.9% 72 Vona loamy sand, percent slopes 0 to 3 32.9 28.4% Totals for Area of Interest 115.5 100.0/. Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 11 Custom Soil Resource Report landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 69 Valent sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tczd Elevation: 3,000 to 5,210 feet Mean annual precipitation: 13 to 20 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 166 days Farmland classification: Farmland of local importance Map Unit Composition Valent and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Valent Setting Landform: Interdunes un es Landform position (two-dimensional): Faotslope, toeslope Landforr► position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Noricalcareous eolian sands Typical profile A -gto 5 inches: sand Ac - 5 to 12 inches: sand CI - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (sat): High to very high (6.00 to 39.96 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Non saline (0.1 to 1.9 rrrm hoslcm ) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification ('irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY01 SCO), Sands (North) (PE 16-20) (R072XA021 IBS ) Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Julesburg Percent of map unit: 5 percent Landform: I nterdun es Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (8072 A022KS) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: I nterd unes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (8072 A022KS) Hydric soil rating: No Dailey Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand (R007BY015CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No 70 Valent sand, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 2tczf Elevation: 3,050 to 5,150 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Valent and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report Description of Valent Setting Landform: Dunes, hills Landform position (two-dimensional): Shoulder, backslope, summit, footslope Landform position (three-dimensional): Crest, side slope, head slope, nose slope Down -slope shape: Linear, convex Across -slope shape: Linear, convex Parent material: Noncalcareous eolian sands Typical profile A - g to 5 inches: sand AC - 5 to 12 inches: sand C1 - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 39.96 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhoslcm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BYo15CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydric soil rating: No Minor Components Dailey Percent of map unit: 10 percent Landform: Interdunes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand (Ro67BYo1 O), Sands (North) (PE 16-20) (R972XA921 KS) Hydric soil rating: No Vona Percent of map unit 5 percent Landform: Hills Landform position (two-dimensional): Footslope, backslope, shoulder Custom Soil Resource Report Landform position (three-dimensional): Side slope, head slope, nose slope, base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R0V2 A022K ) Hydric soil rating: No Haxtun Percent of map unit: 5 percent Landform: I nterd uses Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R0Y2 A022K ) Hydric soil rating: No 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile Hi 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam 1-13 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained 16 Custom Soil Resource Report Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile.. Nonsaline to slightly► saline (0.0 to 4.0 mmhoslcrn) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains ( o 7BY024CO) Hydric soil rating: No Minor Components Remmit Percent of map unit 10 percent Hydric soil rating: No Valent Percent of map unit 5 percent Hydric soil rating: No References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal! nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usd a.gov/wps/portal/nres/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usd a.gov/wps/portal/nres/detail/national/soils/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/land use/rang ep astu re/?cid = stel p rd b 10430 84 18 Custom Soil Resource Report UnitedStates Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nrcs.usda.goviwpsiportali arcs/d etai llsoils/scientists/?cid = nres l 42 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.goviwpslportal/nres/detailinationallsoils/? cid=nrcs142p2_053624 res 142 p2_6 63624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/InternetiFSE DOCU M ENTS/n res 142p2_662290. pd f 19 NOAA Atlas 14, Volume 8, Version 2 Location name: Hudson, Colorado, USA* Latitude: 40.1087, Longitude: -104.6027° Elevation: 4907.22 ft** * source: ESRI Maps **source: USES POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Cad Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 j 200 500 1000 5 -min 0.240 � 0.191-�.�� )((0.308-0.493) 0.291 4x.231 -4x.369) 0.389 0.482 (0.379-0.614) 0.629 (0.486-0.852) 0.757 0.587-'1.03 ( ) 0.898 (0.647-1.25 )( 1.05 4x.727-1.51 )( 1.28 6.6-1.88 ' ) 1.47 4x.936-2.16 ( ) 10 -min 0.351 (0.279-0.444) 0426 (0.339-0.540) 0.569 (0.451-0.722) 0.706 (0.556-0.900) 0.921 (0.712-1.25) 1.11 (0.830-1.51) 1.32 (0.948-1.83) 1.54 (1.06-2.21) 1.88 (1.24--2.75) 2.15 (1.37-3.16) rni 15- n 0.428 (0.341-0.541) 0.520 (0413-0.658) 0.694 (0.550-0.881) 0.861 (0.678-1.10) 1.12 i (0.868-1.52) 1.35 (1.01-1.84) 1.60 (1.16-2.24) 1.88 (1.30-2.69) 229 (1.51-a35) 2.62 (1.67-3.85) 30-m i n 0.576 (0.458-0.728) 0.697 (0.554-0.881) 0.926 (0.734-1.18) 1.15 (0.904-1.46) 1.50 1.16-2.04 ( ) 1.81 (1.36-2.47) 2.15 (1.55-3.00) 2.53 (1.74-3.62) 3.08 (2.03-4.51) 3.53 (2.25-5.19) 60 -min 0.707 (0.562-0.894) 0.847 (0.673-1.07) 1.12 h [(0.889-1.42) 1.39 (1.10-1.78) 1.83 (1.42-2.49) 2.65 (1.91-3.70) 3.13 (2.16-4.49) 3.84 (2.54-5.63) 442 (2.82-6.50) 2-hr0.838 0.998 (0.800-1.25) 1.32 (1.4 5-1.66) 1.64 (1.30-2.07) 2.16 (1.69-2.92) 2.63 (1.99-3.56) 3.73 (2.60-5.30) 4.59 (3.07-6.68) 5.31 (3.42-7.72) 3 -hr 0.912 (0.735-1.14) 1.08 (0.868-1.35) Y ! 2.32 (1.83-3.12) i 2.82 (2.15-3.81) 3.39 (249-4.68) 4.03 (2.83-5.69) 4.97 (3.34-7.19) 5.76 (3.73-8.32) 6 -hr 1.08 (0.873-1.33) 1.25 (1.02-1.55) 1.62 (1.31-2.01) 1.99 (1.60-2.48) 2.60 (2.07-3.47) 3.15 (2.42-4.21) 3.77 (2.79-5.15) 4.47 (3.17-6.25) 5.50 (3.74-7.86) 6.36 (4.17-9.09) 12 -hr 1.28 1.50 1.92 2.32 2.96 3.52 4.14 4.83 5.83 6.66 (1.05-1.57) (1.23-1.84) 1.57-2..36 ( ) 1.88-2.86 ( )(2.36-3.87) 2.72-4.63 ( ) (3.09-5.56) (3.45-6.65) (3.99-8.22)1 (4..40-9.40) 24 -hr 1.52 (1.25-1.84) 1.79 (1.48-2.17) I. 2.28 (1.88-2.77) 2.73 (2.23-3.33) 3.41 (2.72-4.37) 3.99 (3.10-5.15) 4.61 (3.45-6.08) 5.28 (3.79-7.14) 6.23 (4.30-8.65) 7.01 (4.68-9.79) 2-day1.72 (1.44-2.07) 2.08 (1.73-2.50) 2.69 (2.23-3.24) 3.21 (2.65-3.88) 3.95 (3.15-4.95) 4.54 (3.54-5.76) 5.15 (3.88-6.68) 5.79 (4.18-7.70) 6.66 (4.62-9.08) 7.34 (4.96-10.1) 3 -day 1.88 (1.58-2.25) 2.25 (1.88-2.69) 2.87 (2.39-3.43) 3.40 (2.81-4.08) 4.15 (3.33-5.16) 4.75 (3.72-5.97) 5.36 (4.06-6.90) 6.00 (4.36-7.92) 6.88 (4.80-9.31) 7.56 (5.14-10.4) 4 -day 2.01 2.38 2.99 3.52 4.28 4.88 5.50 7.73 (1.69-2.39) (2.00-2.83) (2.50-3.57) (2.93-4.22) (3.45-5.30) (3.84-6.11) (4.18-7.05) (4.48-8.08) (4.93-9.48) (5.27-10.5) 7-day2.31 (1.95-2.72) 2.70 (2.28-3.18) 3.34 (2.82-3.96) 3.90 (3.26-4.62) 4.67 (3.79-5.72) 5.29 (4.19-6.56) 5.92 (4.53-7.50) 6.57 (4.82-8.53) 7.45 (5.26-9.93) 8.13 (5.59-11.0) 10 -day 2.56 (2.17-3.00) 2.97 (2.52-3.49) 3.66 (3A0-4.31) 4.24 (3.56-5.01) 5.04 (4.10-6.13) 5.67 (4.51-6.98) 6.30 (4.84-7.94) 6.96 (5.13-8.97) 7.83 (5.55-10.4) 849 (5.88-11.4) 20 -day 3.28 (2.81-3.81) 3.76 (3.22-4..37) 4.55 (3.88-5.30) 5.20 (4.41-6.08) 6.09 (4.99-7.30) 6/6 (5.42-8.22) 744 (5.76-9.23) 8.11 (6.04-10.3) 9.00 (6.45-11.7) 9.66 (6.76-12.8) 30 -day 3.85 (3.32-445) 4.41 (3.79-5.09) 5.30 (4.54-6.14) I 6.02 (5.13-7.00) 7.00 (5.76-8.32) 7.73 (6.23- 9.32) 8.45 (6.58-10.4) 9.17 (6.86-11.6) 10.1 (7.27-13.1) 10.8 (7.58-14.2) 45 -day 4.55 (3.94-5.22) 5.21 (4.50-5.98) 626 (5.39-7.20) 7.10 (6.08-8.20) 8.21 (6.78-9.68) 9.04 (7.31-10.8) 9.83 (7.69-12.0) 10.6 (7.97-13.3) 11.6 (8.39- 14.9) 12.3 (8.70-16.1) 60 -day 5.11 (4.44-5.85) 5.88 (5.10-6.72) I 7.08 (6.13-8.12) 8.04 (6.92-9.25) 9.29 (7.69-10.9) 10.2 (8.28-12.1) 11.1 (8.69-13.4) 11.9 (8.98-14.8) 12.9 (9.41-16.5) 13/ (9.73-17.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 9O% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PIV1P) estimates and may be higher than currently valid PMP values. Please refer to NOM Atlas 14 document for more information. Back to Top IMF graphical PD -based depth -duration -frequency (DOH curves Latitude: 40.1.087°, Longitude:-104..6O2iO C Precipitation depth (in) 5 10 25 50 100 200 NOAA Atlas 14. Volume Eli Version .2 C e � L. mc LA JJ1 Duration RI IV it CD rO -O _c 10 Sid 4 Average recurrence interval (years) i`T3 rT3 1 LA I I I 0 00 L10 500 1000 Created (GMT): Thu May 25 22:51:21 2017 Back to Top Maps & aerials Small scale terrain Average recurrence (years) 1 2 5� 10 25 50 100 200 500 1000 Duration 5 -min 1I in 1 min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 112 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day - 1 D-day 20-dey. 30 -day 45 -day 50 -day Large scale terrain def I',,-, r„` •fit r. •. • _ •'„PY • •1S 1` . o,� trti I ins t— .4q • _ •:41: Y (tot', . 1 spy L :t Tre • G.• a ; i nth •yfid{ ks& 1 i. . �, 1• 1 " 1 1 r1 1 I r I. • Cheyenne Greeley Lorrg4nt ■ Q en ver Ll.N .�rti1Lr • _9.. . Step r'J a ti on zi Pi\er `onaI o1ESt 10Okm I 1 A demi Large scale map C 1 i +e nn a rt line Greeley re Long d — Board or 10Okm Coley l �}mi S'p1" ngs Large scale aerial L Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: FIDSC.Questions@noaa.gov Disclaimer 104' 37' 30" • 3240000 FT 5 WEST. • • 30 Y I. a i'a yt y"Sii BC' 6�. i. a �•A ,. c•..y •, .o • ''mss"' ' ' .. h¢* n� d ;_�_,,;' 1 tai` ^-key. •, -"4 " r. L as! Acres 40° 11' 15" MAP SCALE 1" = 1000' 500 0 1000 2000 FEET PANEL 19135E FIRM FLOOD INSURANCE RATE MAP WELD COUNTY, COLORADO AND INCORPORATED AREAS PANEL 1935 OF 2250 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX WELD COUNTY 080266 1935 E 1315000 FT Approximate Location of Project Site CD �I Thn I_. Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community_ MAP NUMBER 08123C1935E EFFECTIVE DATE JANUARY 20, 2016 Federal Emergency Management Agency , This is an official copy of a portion of the above referenced flood map It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program food maps check the FEMA Flood Map Store at www.msc.fema.gov Ac PROt`essionals DEVELOPERS OFACRICULfURF. Project Number: 2824-01 Date: 6/13/17 11:39 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Sheet: of Checked By: CTV Subject: Impervious Area Calculation Proposed = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table RO-3 % Impervious Total SqFt Acres Impervious Roofs 90% 11,420 0.24 Gravel Road 40% 115,419 1.06 Drive and Walk 90% 0 0.00 Agriculture 2% 90,961 0.04 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 217,800 1.34 Square Feet Acres Total Impervious Acres 58,265 1.34 Total Development Acres 217,800 5.00 Development %I Actual Design 27% Impervious Design Use 30% DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Thomas -DT Bar Welding Services, LLC Basin ID: Historic Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1!(C2+TJ^C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = = P1= C1= C2 = C3 = 2.00 5.0 A 10 19 0.00 1.39 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Qp-in = Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0.07 0.97 cfs 0.00 cfs cubic feet 2,701 0A acre -ft Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1!(C2+TJ"C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = q= P1= C1= C2 = C3 = 2.00 5.0 A 100 19 0.00 2.65 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Qp-in = Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0.22 5.83 cfs 0.00 cfs cubic feet 16,183 0.4 acre -ft udfcd spreadsheet existing, Modified FAA 6/13/2017, 11:36 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Thomas -DT Bar Welding Services, LLC Basin ID: Proposed WQCV Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* Pi/(C2+Te)^C3 Coefficient One Coefficient Two Coefficient Three la= A= Type = T= Tc = q= P1 _ C = C2 = C3 = 30.00 5.0 A 10 19 0.23 1.39 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): cfs Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow <- Rate Mod. FAA Minor Storage Mod. FAA Minor Storage Enter Rainfall Duration Incremental C = Qp-in = Qp-out = Volume = Volume = Increase Value 0.25 3.47 1.15 cfs cubic feet acre -ft for 5 -Minutes) 3,516 0.1 5 Here (e.g. 5 Rainfall Duration minutes (input) Rainfall Intensity inches / (output) hr Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 5 4.68 0.040 1.00 1.15 0.008 0.032 10 3.73 0.064 1.00 1.15 0.016 0.048 15 3.13 0.081 1.00 1.15 0.024 0.057 20 2.71 0.093 0.98 1.12 0.031 0.062 25 2.40 0.103 0.88 1.01 0.035 0.068 30 2.16 0.111 0.82 0.94 0.039 0.073 35 1.97 0.118 0.77 0.89 0.043 0.076 40 1.81 0.125 0.74 0.85 0.047 0.078 45 1.68 0.130 0.71 0.82 0.051 0.079 50 1.57 0.135 0.69 0.79 0.055 0.080 55 1.47 0.139 0.67 0.77 0.059 0.081 60 1.39 0.143 0.66 0.76 0.063 0.081 65 1.31 0.147 0.65 0.74 0.067 0.080 70 1.25 0.150 0.64 0.73 0.070 0.080 75 1.19 0.154 0.63 0.72 0.074 0.079 80 1.14 0.157 0.62 0.71 0.078 0.078 85 1.09 0.160 0.61 0.70 0.082 0.077 90 1.05 0.162 0.61 0.70 0.086 0.076 95 1.01 0.165 0.60 0.69 0.090 0.074 100 0.97 0.167 0.60 0.68 0.094 0.073 105 0.94 0.169 0.59 0.68 0.098 0.071 110 0.91 0.172 0.59 0.67 0.102 0.070 115 0.88 0.174 0.58 0.67 0.106 0.068 120 0.85 0.176 0.58 0.67 0.110 0.066 125 0.83 0.178 0.58 0.66 0.114 0.064 130 0.80 0.180 0.57 0.66 0.118 0.062 135 0.78 0.181 0.57 0.66 0.122 0.060 140 0.76 0.183 0.57 0.65 0.126 0.057 145 0.74 0.185 0.57 0.65 0.130 0.055 150 0.72 0.187 0.56 0.65 0.134 0.053 155 0.71 0.188 0.56 0.65 0.138 0.050 160 0.69 0.190 0.56 0.64 0.142 0.048 165 0.67 0.191 0.56 0.64 0.146 0.046 170 0.66 0.193 0.56 0.64 0.150 0.043 175 0.64 0.194 0.55 0.64 0.154 0.040 180 0.63 0.196 0.55 0.64 0.158 0.038 185 0.62 0.197 0.55 0.63 0.162 0.035 190 0.61 0.198 0.55 0.63 0.166 0.033 195 0.59 0.199 0.55 0.63 0.169 0.030 200 0.58 0.201 0.55 0.63 0.173 0.027 205 0.57 0.202 0.55 0.63 0.177 0.025 210 0.56 0.203 0.55 0.63 0.181 0.022 215 0.55 0.204 0.54 0.63 0.185 0.019 220 0.54 0.206 0.54 0.62 0.189 0.016 225 0.53 0.207 0.54 0.62 0.193 0.013 230 0.52 0.208 0.54 0.62 0.197 0.011 235 0.52 0.209 0.54 0.62 0.201 0.008 240 0.51 0.210 0.54 0.62 0.205 0.005 245 0.50 0.211 0.54 0.62 0.209 0.002 250 0.49 0.212 0.54 0.62 0.213 -0.001 255 0.49 0.213 0.54 0.62 0.217 -0.004 260 0.48 0.214 0.54 0.62 0.221 -0.007 265 0.47 0.215 0.54 0.62 0.225 -0.010 270 0.46 0.216 0.54 0.62 0.229 -0.013 275 0.46 0.217 0.53 0.61 0.233 -0.016 280 0.45 0.218 0.53 0.61 0.237 -0.019 285 0.45 0.219 0.53 0.61 0.241 -0.022 290 0.44 0.220 0.53 0.61 0.245 -0.025 295 0.43 0.221 0.53 0.61 0.249 -0.028 300 0.43 0.221 0.53 0.61 0.253 -0.031 Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P11(C2+T0)^C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = q= P = 30.00 5.000 A 100 19 0.19 2.65 = 28.50 C2 = C3 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Mod. FAA Major Storage C = Qp-in = Qp-out = Volume = Volume = 0.37 9.80 0.97 18,309 0.4 Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment (output) Factor "m" Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 5 8.92 0.114 1.00 0.97 0.007 0.107 10 7.11 0.181 1.00 0.97 0.013 0.168 15 5.96 0.228 1.00 0.97 0.020 0.208 20 5.16 0.263 0.98 0.95 0.026 0.237 25 4.57 0.291 0.88 0.85 0.029 0.262 30 4.11 0.314 0.82 0.79 0.033 0.282 35 3.75 0.334 0.77 0.75 0.036 0.298 40 3.45 0.351 0.74 0.72 0.039 0.312 45 3.20 0.367 0.71 0.69 0.043 0.324 50 2.99 0.380 0.69 0.67 0.046 0.334 55 2.80 0.393 0.67 0.65 0.049 0.343 60 2.64 0.404 0.66 0.64 0.053 0.352 65 2.50 0.415 0.65 0.63 0.056 0.359 70 2.38 0.425 0.64 0.62 0.059 0.365 75 2.27 0.434 0.63 0.61 0.063 0.371 80 2.17 0.442 0.62 0.60 0.066 0.376 85 2.08 0.450 0.61 0.59 0.069 0.381 90 2.00 0.458 0.61 0.59 0.073 0.385 95 1.92 0.465 0.60 0.58 0.076 0.389 100 1.85 0.472 0.60 0.58 0.079 0.392 105 1.79 0.478 0.59 0.57 0.083 0.395 110 1.73 0.484 0.59 0.57 0.086 0.398 115 1.67 0.490 0.58 0.57 0.090 0.401 120 1.62 0.496 0.58 0.56 0.093 0.403 125 1.57 0.502 0.58 0.56 0.096 0.405 130 1.53 0.507 0.57 0.56 0.100 0.407 135 1.49 0.512 0.57 0.55 0.103 0.409 140 1.45 0.517 0.57 0.55 0.106 0.411 145 1.41 0.522 0.57 0.55 0.110 0.412 150 1.38 0.526 0.56 0.55 0.113 0.414 155 1.34 0.531 0.56 0.54 0.116 0.415 160 1.31 0.535 0.56 0.54 0.120 0.416 165 1.28 0.540 0.56 0.54 0.123 0.417 170 1.26 0.544 0.56 0.54 0.126 0.417 175 1.23 0.548 0.55 0.54 0.130 0.418 180 1.20 0.552 0.55 0.54 0.133 0.419 185 1.18 0.555 0.55 0.53 0.136 0.419 190 1.15 0.559 0.55 0.53 0.140 0.420 195 1.13 0.563 0.55 0.53 0.143 0.420 200 111 0.566 0.55 0.53 0.146 0.420 205 1.09 0.570 0.55 0.53 0.150 0.420 210 1.07 0.573 0.55 0.53 0.153 0.420 215 1.05 0.577 0.54 0.53 0.156 0.420 220 1.03 0.580 0.54 0.53 0.160 0.420 225 1.02 0.583 0.54 0.53 0.163 0.420 230 1.00 0.586 0.54 0.53 0.166 0.420 235 0.98 0.589 0.54 0.52 0.170 0.420 240 0.97 0.592 0.54 0.52 0.173 0.419 245 0.95 0.595 0.54 0.52 0.176 0.419 250 0.94 0.598 0.54 0.52 0.180 0.419 255 0.93 0.601 0.54 0.52 0.183 0.418 260 0.91 0.604 0.54 0.52 0.186 0.417 265 0.90 0.607 0.54 0.52 0.190 0.417 270 0.89 0.609 0.54 0.52 0.193 0.416 275 0.87 0.612 0.53 0.52 0.196 0.416 280 0.86 0.615 0.53 0.52 0.200 0.415 285 0.85 0.617 0.53 0.52 0.203 0.414 290 0.84 0.620 0.53 0.52 0.206 0.413 295 0.83 0.622 0.53 0.52 0.210 0.413 300 0.82 0.625 0.53 0.52 0.213 0.412 Mod. FAA Minor Storage Volume (cubic ft.) = 3,516 Mod. FAA Minor Storage Volume (acre -ft.) = 0.0807 Mod. FAA Major Storage Volume (cubic ft.) = 18,309 Mod. FAA Major Storage Volume (acre -ft.) = 0.4203 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfcd spreadsheet, Modified FAA 6/13/2017, 11:26 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Thomas -DT Bar Welding Services, LLC Basin ID: Proposed WQCV Pond •-•-•f;1-• ••-0- ••••••••• • •• qv- • • • • • _ r 0 0 O OO 00000000w ++ =; %. 0 0 0 0 0 0 0 OOOO OOOOOO O OOOOOOOO On UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfcd spreadsheet, Modified FAA 6/13/2017, 11:26 AM Thomas -DT Bar Welding Service, Inc. APPENDIX B Hydraulic Computations STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Thomas -DT Bar Welding Services, LLC Basin ID: Proposed WQCV Pond WQCV Design Volume (Input): Catchment Imperviousness, la = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient, Co = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D = Outlet Design Information (Output): 3 30.0 5.00 1 4.00 3.00 0.60 0.000 40 100 percent acres feet inches ftlft hours Diameter of holes, D = Number of holes per row, N = Height of slot, H = Width of slot, W = Water Quality Capture Volume, WQCV = Water Quality Capture Volume (WQCV) = Design Volume (WQCV / 12 * Area * 1.2) Vol = Outlet area per row, A0 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 0.688 1 OR 0.129 0.054 0.065 0.31 0.37 0.003 inches inches inches watershed inches acre-feet acre-feet square inches square inches square feet U O O O O O O O O O O C") o O O O O P erforated P late Arxamples 99 Central Elevations of Rows of Holes in feet Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 E Row 100.17 I 100.50 100.83 I I I I I I I I I I Collection Capacity for Each Row of Holes in cfs 100.00 0.0000 0.0000 0.0000 0.00 100.10 0.0000 0.0000 0.0000 0.00 100.20 0.0023 0.0000 0.0000 0.00 100.30 0.0045 0.0000 0.0000 0.00 100.40 0.0060 0.0000 0.0000 0.01 100.50 0.0072 0.0000 0.0000 0.01 100.60 0.0082 0.0039 0.0000 0.01 100.70 0.0091 0.0056 0.0000 0.01 100.80 0.0099 0.0068 0.0000 0.02 100.90 0.0106 0.0079 0.0033 0.02 101.00 0.0113 0.0088 0.0051 0.03 101.10 0.0120 0.0096 0.0065 0.03 101.20 0.0126 0.0104 0.0076 0.03 101.30 0.0132 0.0111 0.0085 0.03 101.40 0.0138 0.0118 0.0094 0.03 101.50 0.0144 0.0124 0.0102 0.04 101.60 0.0149 0.0130 0.0109 0.04 101.70 0.0154 0.0136 0.0116 0.04 101.80 0.0159 0.0142 0.0122 0.04 101.90 0.0164 0.0147 0.0129 0.04 102.00 0.0168 0.0152 0.0134 0.05 #N/A #N/A #NIA #N/A #N/A #NIA #NIA #N/A #N/A #NIA #N/A #NIA #N/A #NIA #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #NIA #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #NIA #N/A #N/A #NIA #NIA Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 udfcd spreadsheet, WQCV 6/13/2017, 11:27 AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Thomas -DT Bar Welding Services, LLC Basin ID: Proposed WQCV Pond r daft 0 ai 0 a) a) c0 rn 102.00 101.80 101.60 101.40 101.20 101.00 100.80 100.60 100.40 100.20 STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 100.00 • _ 0.00 0.01 0.01 0.02 0.02 0.03 Discharge (cfs) 0.03 0.04 0.04 0.05 0.05 J udfcd spreadsheet, WQCV 6/13/2017, 11:27 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Thomas -DT Bar Welding Services, LLC Basin ID: Proposed WQCV Pond Dam A V Side Slope Z 1< Side Slope Z Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: Darn V 200.00 10.00 4.00 4 _ Side Slope ! F1�a3ti�� ft ft ftlft L Side Slope Z Side Slope z Check Basin Shape Right Triangle Isosceles Triangle Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet "Full -Spectrum': X MINOR 1 7« Side Mope' OR... OR... OR... OR... (Use Overide values in cells G32:G52) MAJOR 0.08 0.42 acre -ft. acre -ft. acre -ft. for & WQCV, Major Labels Stages (input) Storage Minor, Surface Elevation Water ft Side Slope (H:V) Below ft/ft El. Basin Width Stage ft (output) at Basin Length Stage (output) ft at Surface Area Stage (output) ft2 at ft2 Overide Surface Area Stage User at Volume Below Stage (output) ft3 Surface Area Stage acres (output; at Volume Below Stage acre (output: -ft Target for & (for WQCV, Major Volumes goal Volumes Storage Minor, seek) (input) 100.00 (input) 200.00 10.00 2,000.0 0.046 0.000 100.10 4.00 200.80 10.80 2,168.6 208 0.050 0.005 100.20 4.00 201.60 11.60 2,338.6 434 0.054 0.010 100.30 4.00 202.40 12.40 2,509.8 676 0.058 0.016 100.40 4.00 203.20 13.20 2,682.2 936 0.062 0.021 100.50 4.00 204.00 14.00 2,856.0 1,213 0.066 0.028 100.60 4.00 204.80 14.80 3,031.0 1,507 0.070 0.035 100.70 4.00 205.60 15.60 3,207.4 1,819 0.074 0.042 100.80 4.00 206.40 16.40 3,385.0 2,149 0.078 0.049 100.90 4.00 207.20 17.20 3,563.8 2,496 0.082 0.057 WQCV 101.00 4.00 208.00 18.00 3,744.0 2,861 0.086 0.066 101.10 4.00 208.80 18.80 3,925.4 3,245 0.090 0.074 101.20 4.00 209.60 19.60 4,108.2 3,647 0.094 0.084 101.30 4.00 210.40 20.40 4,292.2 4,067 0.099 0.093 101.40 4.00 211.20 21.20 4,477.4 4,505 0.103 0.103 101.50 4.00 212.00 22.00 4,664.0 4,962 0.107 0.114 101.60 4.00 212.80 22.80 4,851.8 5,438 0.111 0.125 101.70 4.00 213.60 23.60 5,041.0 5,933 0.116 0.136 101.80 4.00 214.40 24.40 5,231.4 6,446 0.120 0.148 101.90 4.00 215.20 25.20 5,423.0 6,979 0.124 0.160 Top of Pond 102.00 4.00 216.00 26.00 5,616.0 7,531 0.129 0.173 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N1A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N1A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A udfcd spreadsheet, Basin 6/13/2017, 11:27 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: c) CD En 102.50 102.00 101.50 101.00 100.50 STAGE -STORAGE CURVE FOR THE POND 100.00 i _ 0.00 0.02 0.04 0.06 0.08 0.10 0.12 Storage (acre-feet) 0.14 0:16 0.18 0.20 J udfcd spreadsheet, Basin 6/13/2017111:27 AM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Thomas -DT Bar Welding Services, LLC Basin I D : Proposed WQCV Pond anger angulgy weir L iniriorguiez ° ire WEIR CREST angular weir Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = C, _ Ct = 1.00 75.96 101.00 3.00 3.00 Surface Elevation (linked) Water ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 100.00 0.00 0.00 0.00 0.00 100.10 0.00 0.00 0.00 0.00 100.20 0.00 0.00 0.00 0.00 100.30 0.00 0.00 0.00 0.00 100.40 0.00 0.00 0.00 0.00 100.50 0.00 0.00 0.00 0.00 100.60 0.00 0.00 0.00 0.00 100.70 0.00 0.00 0.00 0.00 100.80 0.00 0.00 0.00 0.00 100.90 0.00 0.00 0.00 0.00 101.00 0.00 0.00 0.00 0.00 101.10 0.09 0.04 0.13 0.13 101.20 0.27 0.21 0.48 0.48 101.30 0.49 0.59 1.08 1.08 101.40 0.76 1.21 1.97 1.97 101.50 1.06 2.12 3.18 3.18 101.60 1.39 3.35 4.74 4.74 101.70 1.76 4.92 6.68 6.68 101.80 2.15 6.87 9.01 9.01 101.90 2.56 9.22 11.78 11.78 102.00 3.00 12.00 15.00 15.00 #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA _ #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A i #N/A #N/A #N/A feet degrees feet udfcd spreadsheet, Spillway 6/13/2017, 11:27 AM • STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Thomas -DT Bar Welding Services, LLC Basin I D : Proposed WQCV Pond Stage (feet, e 0 102.5 _ 102 101.5 101 100.5 100 0 STAGE -STORAGE -DISCHARGE CURVES FOR THE POND 0.05 Storage (Acre -Feet) 0.1 0.15 0.2 2 4 6 8 Pond Discharge (cfs) 10 12 14 16 TOTAL DISCHARGE S PILLWAY DISCHARGE POND STORAGE udfcd spreadsheet, Spillway 6/13/2017, 11:27 AM Thomas -DT Bar Welding Service, Inc. APPENDIX C 24 x 36 Maps A B C D E F G H omAs D BAR WELD NG SERV CE, NC. USE By SPEC AL Rgy Eiw usR 17 xxxx LOT B RECORDED EXEMPTION RECX17-O 102 LOCATED IN SECTION 26 TOWNSHIP 3 NORTH, RANGE 65 WEST OF THE 6TH P.M. WELD COUI'TY, ACCESS FROM COUNTY ROAD 30 TO THE NORTH. WEST ACCESS PERMIT R.O.W. WELD CTY ROAD NO: A..'- XXX 47 50' INGRESS/EGRESS EASEMENT RECORDED MAY 3, 2003 c' -. —� AT RECEPTION NO /_ 3060566 /� " )� r r■• ifKe EXISTING AND ( 1 --- � � � � � � —r � � � - -r-- � � PROPOSE[ ROAD // y� IN1PR011ED FAVEL RD PROPOSED WATER QUALITY FEATURE'" ��, NO BUILD NO STORAGE EISTINGOIL&GAS ROAD ±0.065AF , �-- ~- ~ \125a70' I r--------,------ X11\ I /f// I I / / /! / N89(47'35"E f/ Y jr \ i K 4 / J L -- 1 \ / / -,7- 1 1 � — 1 +� / / a �� l ��----� _ / PROPOSED i a x 4 1\328.7 \ — I --= '- PROPOSED �� / E ISTING ROAD - � .�`i�' c ��=_=�== � — �� t ———- � � � ,�———-1 � CULVERT (MIN. 15'� � � � � � / /� � � � I __ �_ CULVERT 15 � i �� r � I ,/ + (MIN. 1 ii / \ ( 44 // I I 1 TOTAL AREA IMPROVED: i f / `y / I 7 -� { I-- PROPOSED 1 / -- 5012 - J -±-5 AC WATER QUALITY jJ dr / - -PROPOSED . a N / f f{ { / + GRAVEL ROAD / I /' FEATURE AC. FT. J 7 \ 1/ - '�z ±0.05 ,�- 4 I I / _ ll / i / „ Ile 7 '� I NO BUILD / NO STORAGE - i -----/ _ ; / i k I I OH / ,,- x \ ) �` / / r 1 \ / EXISTING R AD I i / / C / - -� ti I/ a I ly�� f—__�� 500('�9�-y I � 200`' \ I , {J f l l fj I I ti i4 i I I a4 i d 4 \ x, f IL r f� 50 f�j / k {�j / ` -/ __L f. 7��- l \ / f / ! fj! ! I I I 1 tea. a ci 4 -- a p 13 b 17 Q d 4 aJ 4 Q A 4 4 Q 4 d 4 d d 1 } / r ,,,, , 4 4 d 4 4 4 / ~ TAN K BATTERYA � iii 1 f' f d 4 4 4 4 Q 4 I} 4 < IQ 4 4+I r f /Hi)// ff'�f� I 2ViJ , \ F �I i �� f 4 4 d Q 44 d c7 4 d c} Q4 d 4 Q .„4:4 4 41 d Q 4 4 4 t \ 4 y 1 + f 4 4 4 { \ f / ff t 44i,41 d +k 4 /^may //�� /{ r --- r—� 4 4 4 Q 44. d Q d6 ii \ I Ij 'III l 1S r/ // ( I l V 111 I �� ' JrI I g(0 4 44 G3 4 4 QFf j A.--EPARATOR EPARATOR,/ GAS S/ c'?)ii \ /J44 fJj// f I{f } f/ �4 /J y /l f \ / � ,+-' ��a 111(0(///e i + OFFICEPARKING:SERE/ } /� 4 a f 4 I a 4 / \ { I 1 i �� la 44 a4 D ETAI L THIS I S PAGE I a v \ le 1 a � i I 6 �, GAS WELL I / EXIST NG METAL FENCE \0 a A d a d i IIj 7.� a a a PROPOSED BUILDING �f{H U\\\IRL 4 �a ��- - d y ° a C �i r 4 as a CO f ! 1 1 d a a 4 �a� \ / \ / i El STI NG \ �y a a 4 4 01,420 / / I \ , .-� 4 4 4 4a 4i �- a5 i*. 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INTERNAL DRIVES WILL BE RECYCLED ASPHALT OR TOTAL AREA IMPROVED: 217, 800 SF (5 -ACRES) EXISTING GROUND SURFACE :7 GRAVEL/ROAD BASE. BUILDINGS 11,420 SF CONTOUR AND ELEVATION, FT GRAVEL ALL-WEATHER 115,419 SF 3. THE SUBJECT PROPERTY IS NOT WITHIN A FLOOD PLAIN NON -IRRIGATED SEED 99,981 SF ® — —,PROPERTY LINE [7 -PER WELD COUNTY FLOOD PLAIN MAPPING. PARKING: EXISTING FENCE 4. THERE ARE NO SIGNS PROPOSED WITH THIS USR PERMIT. STANDARD SPACES HC SPACES 1 GAS & OIL SETBACK ,//: DRAINAGE FLOW ARROW - - 5D0' in> TRAFFIC CIRCULATION ARROWS (-2Th PARKING D AI USR-2 A B C D E F G H fEt ;rl S F- • �i DATE: June 16, 2017 DRAWN BY: AGPRO U) z CD U) 5 W cr I I I I I I I I I I I Ia'1 I I I I I I I I I I I I I I Li a a a a a Immmm i CI U )iLI) C x� x 1vY.� ti� ti x NSNi =1 _. x x ti. r• S rti�) } [.x lrm„n ...S r-. S, 1.j 1.' ,,L'.." 1 1 s 1 ,_ l '. a SIC SHEET: Traffic Impact Study DT Bar Welding Weld County, CO 80642 Prepared For: AGPROIessionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 Prepared By: KELLAR ENGINEERING r w�yw.ke1Jarengincerin .com 970.219.1602 phone June 14, 2017 Sean K. Kellar, PE, PTOE This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Keller Engineering LLC. TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Existing Traffic Volumes 3.0 Pedestrian/Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range Total Peak Hour Traffic 5.0 Traffic Operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Proposed Access 6.0 Conclusions List of Figures: Figure 1: Vicinity Map Figure 2: Recent Peak Hour Traffic Figure 3: Trip Distribution Figure 4: Site Generated Peak Hour Traffic Figure 5: 2018 Short Range Background Peak Hour Traffic Figure 6: 2018 Short Range Total Peak Hour Traffic P 3 3 3 5 5 5 12 12 12 12 13 13 13 15 4 7 8 9 10 11 DT Bar Welding TIS Page 1 TABLE OF CONTENTS (continued) List of Tables: Table 1: Trip Generation Table 2: 2018 Short Range Total Peak Hour Operation Appendices: Appendix A: Traffic Counts Appendix B Level of Service (LOS) Table Appendix C: Aerial Image and Street View Photos Appendix D: Weld County Functional Classification Map Appendix E: HCM 2010 Calculations (Synchro 9) i 6 14 17 21 22 27 28 DT Bar Welding TIS Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed DT Bar Welding facility located near 22994 CR 30, Hudson, CO 80642. Kellar Engineering LLC (E) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network The project site is located adjacent to the south leg of the intersection of CR 30 and CR 47 in Weld County, CO. Access to the project site is from an existing private drive located at the south leg of the CR 30/CR 47 intersection. See Appendix C. The subject property is currently undeveloped. CR 30 is an existing east -west street with a speed limit of 55 mph. CR 30 is an existing two-lane cross section. CR 30 is classified as a collector on the Weld County Functional Classification Map. 2.1 Existing Traffic Volumes Existing peak hour traffic volume counts were conducted by Fetzer Engineering using data collection cameras at the intersection of CR 47and CR 30 on Thursday, May 25, 2017. The traffic counts were conducted during the peak hours of adjacent street traffic in 15 -minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 P M . These turning movement counts are shown in Figure 2 with the count sheets provided in Appendix A. DT Bar Welding TIS Page 3 -- CL 5 U° 5 I. r I I to di nI Pao 1+7 DT Bar Welding TIS 3.0 Pedestrian and Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the streets adjacent to and within 1,320 feet of the project site. Additionally, the proposed land use associated with the project is not anticipated to generate additional pedestrian or bicycle trips, Any additional pedestrian or bicycle traffic from this development, if any, would be negligible. 4.0 Proposed Dev►eloDrner t The proposed development consists of a ail 0,000 square foot (SF) welding facility on undeveloped property. Vehicular access to the project site is from an existing private drive located at the south leg of the CR 30/CR 47 intersection. 4,1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). ITE has established trip generation rates in nationwide studies of similar land uses. For this study, KE used the ITE 9th Edition Trip Generation Report average trip rates that apply to the following for the traffic associated with this proposed development: General Light Industrial (Code 110). Per the ITE, the development is anticipated to generate approximately 70 daily weekday trips, 9 AM peak hour trips, and 10 PM peak hour trips. Table #1 summarizes the estimated trip generation for the proposed development. DT Bar Welding TIS Page 5 Trip Generation r 0 I la .C1 I- =0 0' _e. ucu 0. 2 0. 0 a 0 44 _ 0 CD S4 it o* cisi _ es . . ore' a) co I te 0 vi - 0 s AM Peak H C cc C %BB e. s n- CIS C 0 4g Dail I it ra cd al ■+N n co 0 r- 21 •fico pluei nei I us1 La vs W 0 r r KSF = Thousand Square Feet. DT BarWelding TI ure 2: Recent Peak Hour Traffic N co V 12 I- a 0 C 0 0 f Lr EIO O U CD en 11/2000 '63 csia n £!b 410 £/Z m ire CD O ;FOC= 0 aniaa alenlad Cs' 0 es, O en O O a) 41 R • _, , r 2 co cL o v I DT Bar Welding TIS L13 IGO • a LE O C� 0 IRO 0 to e11Pa 8iLG/11a,d .0 8 co Et mst -eta) tO) Hudson, CO 80642 CO DT Bar Welding TIS 0 co L`17 el0 Site Generated Peak Hour 4E E 7 i O r �Il 9/0 0 ml' a aAia❑ aICnpd it O O co O gt F ■ ET c oi tiNi z 0' O DT Bar Welding TI round Peak Hour Traffic +Vd co CO w.. ure 5: 2018 Short Ran a rste LnErsiVem. (ONO 0 U 4/E 11 0 � Z/0 ire ND 0 nes#41'.1=maft Ass co • a a ea C a) J eA;J 02BAPd t'+,I cip co 09 CO Et rt 4_4 O ‘wslf 2 a) N Z sac DT Bar Welding TIS 0 U Lon;emit CD Cvl 9/j7 L/0 L10 r o mtNir3/4i5 (7) so C C) enpa awApd ms. 0 (ip no cr, ore O 0 45 O wit r - al) 41 2 a) (5 N Otoi Z rai cu lap a'd DI Bar Welding TIS 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 3 illustrates the trip distribution used for the project's analysis. 4 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 4 shows the site generated traffic assignment. 4.4 Short Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2018 horizon. These background (2018) and short range (2018) total traffic volumes are shown in Figure 5 and Figure 6 respectively. The short range analysis year 2018 includes the proposed development for this project plus a 3% per year increase in background traffic. 5.0 Traffic 0oeration Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersections. The acknowledged source for determining overall capacity is the 2010 Edition of the Highway Capacity Manual (HCM). ITT Bar Welding TIS Page 12 .1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the 2010 Highway Capacity Manual (HCM) are provided in Appendix B. 5.2 i ntersectior Qperational Analysis Operational analysis was performed for the short range 2018 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes shown in Figure 6, the project's intersections are projected to operate acceptably. See Table 2: 2018 Short Range Total Peak Hour Operation. 5.3 Proposed Access. Vehicular access to the property is proposed from the property's existing access point to CR 30 located at the south leg of the CR 30/CR 47 intersection. The auxiliary lane analysis for the CR 30/CR 47 intersection was conducted using the CDOT State Highway Access Code (SHAC). Based upon the SHAC, and a posted speed of 55 mph, a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph, and a right -turn acceleration lane is required at an intersection with a projected peak egress turning volume greater than 50 vph. Based upon the projected traffic of the development, auxiliary lanes will not be required. See Figure 6: 2018 Shod Range Total Peak Hour Traffic. Additionally, the HCM 2010 analysis was conducted using the existing roadway geometry of CR 30 with the 2018 Short Range Total traffic. The intersection of CR 30/CR 47 operates acceptably from a level of service (LOS) standpoint with all approaches and movements at LOS A. See Table 2 and Appendix E. DT Bar Welding TIS Page 13 Table 2: 2018 Short Range Total Peak Hour Operation Level of Service ' LOS Intersection AM 1 R M Movement LOS LOS A A EB Thru/Left/Ri ht CR 0/CR 47 EB Approach A A WB Thru/Left/Right A A WB Approach A A NB Thru/LeftlRipht A A NB Approach A A A A B Th ru/Left/Right B Approach A A Overall A A DT Bar Welding TIS Page 14 §.o conclusions, Based upon the analysis presented in this TIS, the proposed Bar Welding shop located near 22994 CR 30, Hudson, CO 80642 will not create a negative impact upon the local and regional traffic system. 1. The project is appropriate in size and scale from a traffic engineering perspective based upon the existing adjacent roadway characteristics. 2. The project is not a large weekday peak hour traffic generator. Per the ITE, the General Light Industrial land use for a 10,000 SF building is anticipated to generate approximately 70 daily weekday trips, 9 AM peak hour trips, and 10 PM peak hour trips. See Table 1: Trip Generation. 3. The intersection of CR 30ICR 47 is anticipated to operate acceptably from a level of service (LOS) standpoint with all approaches and movements at LOS A. See Table 2: Short Range Total Peak Hour Operation and Appendix E: HCM 2010 Calculations. DT Bar Welding TIS Page 15 APPENDICES: DT Bar Welding TIS Page 16 Traffic Counts INCR 3p and WC $7 AM -15 Minute Summary OAH ilihici-;s� I a m 'M11 WI 1 n ii m O GY 4(7 is _ t —.., i r l' Iii i ri at • d I 7 a, Igc 5 +quit to re S 3i v 1 Ia fi `i " 1•ia 6 _i w a. 11 r - "` i �+ ■ = et ei Cy a7 r1 a it ei an CI nil Iry as .a or a5 (3 ri .h 0 es Cr o fl ri Cr d a iii a- a °i a 0, t i 0 6 0 0 aS 0 ri 04 13 b rih iS !A ra 0A 17 on 1'I! 611 0 a 0 ill 0 'Q 0 0 i7 0 a1 i3 0 0 © 0 ICII 4$ sill 6 0 OF O 0 8 Of 0 6 6 0 6 0000000 0-9 04000009 +i 0 0 0 0 0 0 0 0000000 a 0 r! 0 0 •l 0 di 9 Id 9 ¶P '4 t 0 +I 0 0 0 0 0 0 C) 0 Q di 0 0 6 0 0 C' Ol .ti a) et a+i 0 4 a 0 O' 0 OP 01 0 0 U a ri q �{ �y q a/ { !•Y /�i y / �i IM YJ' a '1i ' ii' VI 'f Ca CI 0 0 0 0 0 V 0 0 0 0 a 0 Y et OF 0 0 F' 4.5 1i fii' '1 '1 0 gr 4 +1?0 iN 000DOH co no uo wi 3 g' s s p. r• i is ri 4r no 5$ 0 i C of •i �I vD 11 . b .1 rr; a ri di *1' i +t iii el so y' '1�, I- wl 4I *1 1'1 0 0 '0 * 111 .1� U s1 0 0 000600i 0 6 0 KT 0 rii r1 o ti 0 0 •1 0 0 Ill O 0 ci 1U al 0 e4 Cr I 4 Ih 111 Ci m e'1 -v to ri ri ri K 0 • 0 is 0 a 0 0 0 a 0 a '1! ii a $• .11rI a al a $' a a 0 0 '0 0 11 0 0 0 0 /'f in ti rn -t .0 t+5 C1 M) 4) 1'i r'1 or o w 0 Q 1# M11 Q #! 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IY4 ¢ r' Vu 0 1i ill on M II e - 0 I a 0a a_ fi .-i •- + .it dy Gi iti r 3 Gi a• I a ° RI Pm C• 'P fei. rl e - — ° - - - nri ' - i hQ p� fil IC 4' is a y tI` i.7 Ill I 1 ) Q I'll te A.i V4 hh 1r 0 ea �I - trt a , • 1 1'! :a y d a 6 4 � e Y ll _ r z ah �f • � " jai rl rN +ra H r• { i� Si : is iI,Y r i �?fi m 1 �p ray&Cour v' ill i= ,'1 qi r h 1 •ti m °i 1!! rl is n i - - �c a ri Q .ce— • A Ili' L U9 im 1 g d'4 el ; 1 tf a — r •i O O it -i i °I . 1 f•! ell •1 +R+ I +F�r! �I nrl r'V 19 a Pa • of Ir 1 1 ��yy ji r■ ri mil el'i!' Ct { 4fi ' 2 uy ai II 14 O- 1 p� IU a 11 ri O In � in - f• ' • ri d'4 1 1i1 iC l' e- r� c Ti , i di .i • y is O a o L 0 a fl 0 c 0. n!+ te7 d li I 4 f-- R IA +-1 ir. f I ' ' oral let 'i4 �+ ea — r- .41 Rei ..e °« tt1 tl cad dd rt1 DT Bar Welding TIS Q Li Shawn Fetzer, P E_ 11768Twin Lakes Cir, LCWPland, Co go532 Email - Stelae r@fetzerengitieering_corn Phone - 970-]o2-A!.S4 in iu Clci en 7 ,Q Q i} ii ci id fl IIO in 4 at r N 'Q. C O we, Mi * Q IC o O r z el MA t a rM cc fa g Q Q Q A Q Q SCI I S i I WCR 30 and WCR 47 AM ; tS Murato Summary t1 m `CI A b C}' lIl IIS C i iii - iaa �. Eastbound: WCR 30 e. 2b C 0 0 0 O O L'3 r. In ties estria n s on Crosswalk Ph 2 O. t 'JcrthI South - 0 I 0 0 O esI la 0 0 0 O 0 0 0 0 CJ ab 0 Westbound: WCR 30 A, ►� i Li i' cal; q! g, 4 r' 8 wri _•_ �� n; I W a d'F SS r r. I 4 ! IC k (., l2�. r' u., L l ' 41 Time Ittitc. iz- R,- t is iaa a4 E p id ad 43 DT Bar Welding TIS nuno) algal WCR as and VVCR 47 'PM - 15 M 414 Surornary IAll ViehicrieM Eri r# a,1 p O TO I +-i Irg . � (*.i a CSk Cy t+l U. I Gl g I - RI.. i : I +j it "1 *i , e N 8 44 I i'� 4 Ra F. a9 -a yy i- I ' fififib € i nF Aa .r �. ft g fltiFriii+ j V S ii _ ti pry. 4 P n II- ,tL. a O` I7-, 0 /� Pry 0 0 ...n.... 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WCR 30 weR 22 S vie se 1 Air I KEENE BUR HUDSON i w rNINE £ •4 -- Legend Highway Paved Local -- Gravel Local 4 -Lane Controlled -Access County Highway Arterial a Collector Arterials Not Constructed Future Alignment To Be Determined Nate: The minimum right-of-way for WCR 29 between SF1392 and OR 100 will be 100' except at the following intersections it will be 1404: SH 302, WiCR 74, SH 14, WCR 90, WCR 100. DT Bar Welding TIS Page 27 DST Bar Welding TIS Page 28 2018 Short Range Total AM Peak Hour Kellar Engineering LLC 3:CR47&CR3O 06/13/2017 Intersectcn nt Delay, s/veh Movement 1.9 EBL EST EP "ASE L WET WF NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, vela/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median St0rage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Manor Conflicting Row All Stage I Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 4 4 0 Free • 85 54 5 Ma 31 5 31 5 0 a Free Free - None 0 0 85 54 36 85 54 6 4 4 0 Free INI • 85 44 5 M;aar2 22 6 22 6 0 0 Free Free - None • 0 0 85 44 26 - 85 44 7 33 0 0 42 0 Not 4.64 2.686 1300 1300 a 4.54 2.596 1335 - s 1335 • r a a MP 0 0 0 Stop • • 85 33 0 0 4 0 4 o 0 Stop Stop - None • 0 0 85 33 0 ling -1 89 91 49 49 40 42 7A3 6.83 6.43 5.83 6.43 5.83 3.797 4.297 3.597 827 744 951 891 797 901 802 85 33 5 39 6.53 820 738 951 820 738 887 794 895 799 4, 4 0 2 4 0 2 0 0 0 Stop Stop Stop - None • 85 17 5 v a a 85 85 17 17 0 2 linor2 90 91 29 39 39 51 52 7.27 8.87 6.37 6.27 5.67 8.27 5.67 - 3.553 4.153 3.453 860 771 1004 939 834 925 823 • 851 765 1004 851 765 - 935 831 917 820 - • Aproach EB WB NB SB HCM Control Delay, s HCM LOS 0.8 1 8.8 A 9 A Knot Lan ehiMasoF M r t NELn,1 EEL E,BT EBR WEL WET "v5,,BP. SELn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 951 1300 0,005 0.004 8.8 7.8 0 A A A 0 0 • - 1335 - 0.004 - 7.7 A 0 0 A r - 897 ▪ 0.008 9 A s 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro 9 Report 2018 Short Range Total PM Peak Hour 3: &CR30 Kellar Engineering LLC 06113/2017 Intersection rat Delay, s/veh 2.4 Movement EBL EBT EBIR. VrIBL WET 0/BR NHL tST NBR SEL SST SER Lane Configurations Traffic Vol, vehfh Future Vor, vehth Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Ma.oraihnor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Sty 1 0ritil Hdwy Sty 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1341 Mov Cap -2 Maneuver Stage 1 Stage 2 4 1 27 1 27 0 0 Free Free 0 0 0 Free - None 0 0 85 85 85 41 41 41 1 32 0 cr 1 49 0 0 4.51 21569 1341 - • 4 4 a Free • 85 46 5 Major2 32 4.56 2.614 1338 1338 37 37 0 Free 0 0 85 46 44 0 5 5 0 Free None - 85 46 6 0 z 44 7 1 5 7 1 5 0 0 0 Stop Stop Stop - - None • 85 25 8 Minors • 0 0 85 85 25 25 1 6 92 93 32 34 34 58 59 7.35 6.75 6.45 6.35 5175 6.35 5.75 - 3.725 4.225 3.525 840 755 980 926 823 899 803 833 833 925 891 • 751 980 751 822 800 44 3 1 3 3 1 3 0 0 0 Stop Stop Stop - None • 85 25 4 Mmcr2. a 0 0 85 25 1 85 25 4 94 90 46 56 56 - 38 34 - 7.35 6.75 6.45 6.35 5.75 6,35 5.76 3.725 4.225 3.525 837 758 962 901 805 922 823 828 828 900 914 • • • 754 962 754 802 822 Approach EB B NB SE HCM Control Delay, & HCM LOS 0.3 0,7 9.2 A 9.2 A Minor LartelMaior �.1Lcnk ELti 1 L ERT .ASR .WBL WET INBR SKIM Capacity (vehlh) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 876 1341 - 1338 - 0.017 0.001 - - 0.004 9.2 7.7 0 - 7.7 0 A A A A A 0.1 0 0 • - 888 - 0.009 - 9.2 A - 0 HCM 2010 -MSC Sean Kellar, PE, FTOE Synchro 9 Report KELLAR ENGINEERING August 11, 2017 Weld County Public Works Department RE: DT Bar Welding Services Comment Response Letter The objective of the following letter is to provide the appropriate information pertaining to the 7/25/17 comments from Weld County Public Works pertaining to the transportation engineering comments for the DT Bar Welding Services, Inc project (USR17-0036). Kellar Engineering (KE) comment responses in blue font. Comments • The traffic study and application materials are notconsistent on the number of roundtrips or types of vehicles entering and exiting the site. Yes. Thank you. Per the ITE, the development is anticipated to generate approximately 70 daily weekday trips, 9 AM peak hour trips, and 10 PM peak hour trips. Additionally, the client provided more detailed traffic information. The client's information states that there will be approximately 70 vehicles per day (vpd) for passenger vehicles; 30 vpd for 1 ton trucks; and 4 vpd for dump trucks; for a total of 104 vpd. The client also indicated that the AM and PM peak hour traffic (vph) is anticipated to be consistent with what is shown in the ITE (approximately 9 AM peak hour trips, and 10 PM peak hour trips). Additionally, the % heavy vehicles in the Synchro 9 analysis (See TIS Appendix) took into account the appropriate percentage of heavy vehicles in the level of service (LOS) analysis. Based upon this information, Table 1 summarizes the estimated trip generation for the proposed development. The Traffic Impact Study (TIS) has been updated accordingly with this information. If you have any questions, please do not hesitate to contact me at (97Q) 219-1602 or skellar@kellarengineering.com. Respectfully, Kellar Engineering LLC , Sean K. Kellar, PE, PTOE Colorado PE #38650 Hello